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HomeMy WebLinkAboutSWP27023255 C ® E N T R A N C O .e- i is ? 2- OF R4�� �z 0 _ ..Y o M 9 A 6• 094T�o SEPT EM0�0 GYPSY SUSBASIN ANALYSIS Technical Memorandum No. 2 April 1995 CD E N T R A N C O Technical Memorandum No. 2 GYPSY SUBBASIN ANALYSIS Prepared for City of Renton Prepared by ENTRANCO 10900 NE 8th Street, Suite 300 Bellevue, Washington 98004 (206) 454-5600 April i, 1995 EXECUTIVE SUMMARY The Gypsy subbasin, located along the southeastern shore of Lake Washington and comprised of land within the City of Renton and unincorporated King County jurisdictions, has a history of flooding. The City hired Entranco to investigate the flooding problems and develop alternative solutions. During Task 1, Entranco used cursory hydrologic and hydraulic models to assess the performance of the existing conveyance system. During Task 2, as reported in this technical memorandum, the; prior analyses were continued by more closely examining the areas studied and refining the models. Hydrologic models were developed for each of seven subbasins using the Santa Barbara Urban Hydrograph (SBUH) methods. The models represented current land uses, delineated from aerial photographs, and future build -out land uses, delineated4 from the City's Interim Land Use Plan (City of Renton 1993b). The subbasin hydrographs were phased and summed at several flow nodes. The hydrographs then routed through the EXTRAN module of the Environmental Protection Agency (EPA) Stormwater Management Model, a dynamic model used to generate hydraulic gradelines, indicate floo ro e locations, and-previd"n estimate e system conveyance capacity andAMe uen�yn�. Both the SBUH model predictions and EXTRAN simulation results were compared to stream gage data collected in the Lower Gypsy Subbasin during December 1994. Based on the model comparison, both models reflect observed conditions within a reasonable margin of error. The models and observed conditions indicate that flooding occurs at the Baxter Pole Yard during storms smaller than the 2-year, 24-hour event. The EXTRAN model estimates the system capacity to be under 14 cfs, while field observations indicate; J « actual capacity may be as low as 10 cfs. The model shows that flooding west of 1-40r could be eliminated by upgrading the conveyance system from Ripley Lane to Lake Washington, which also would act to reduce occurrences of flooding around the Denny's restaurant. The model indicates that flooding at Denny's still occurs during the 10-year event with this upgrade, but some additional model refinement and survey data is needed to more accurately predict the frequency. Another area prone to flooding is NE 43rd Place, south of the McDonald's restaurant. Flooding at this location overflows to May Creek. The estimated current conveyance capacity in this section may be as low as seven cfs. This could be more than doubled through maintenance, but even a maintained conveyance here would be expected to flood above 2-year storm peak flow. In the next phase of the Gypsy Subbasin project, final refinements should be made to the EXTRAN model. Alternative solutions to flooding then should be developed, including upgrades from Ripley Lane to Lake Washington and a high -flow bypass from NE 43rd Place to May Creek. 94017/Reports/Techmem2 (4/6/95) 1 mw Note: This report has some page numbers that are numerically inconsistent. CONTENTS Page EXECUTIVE SUMMARY PURPOSE i 1 HYDROLOGIC ANALYSIS Approach 1 Methods and Assumptions 3 Results 9 HYDRAULIC ANALYSIS Approach 11 Methods and Assumptions 12 Results 14 COMPARISON OF STREAM MONITORING AND MODELING Data Collection 19 SBUH Model Comparison 20 EXTRAN Model Comparison 21 CONCLUSIONS 22 RECOMMENDATIONS 23 REFERENCES 26 APPENDICES A - Flood Complaints B - Hydrologic Model Setup and Output C - Future Detention Model and Runoff Summary Tables D - Hydrologic Model Comparisons E - Elevation Data F - EXTRAN Input File G - EXTRAN Output File H - Upper Basin Hydraulic Models I - Model Comparison to Stream Gage Data 9401 ]"Reports/Te hmem2 (4/6)95) 1 mw I I FIGURES Page 1 Vicinity Map 2 2 Major Drainage Features of the Gypsy Subbasin 4 3 Current Land Use in the Gypsy Subbasin 5 4 Future Land Use in the Gypsy Subbasin 6 5 Lower Gypsy Subbasin Drainage System - Schematic Plan 13 6 NE 43rd Place Culvert and Swale 16 7 110th Place SE Culverts 18 TABLES Page 1 Model Subbasin Hydrologic Characteristics 7 2 Flow Rates and Volumes Delivered to Nodes for Current Land Use 10 3 Flow Rates and Volumes Delivered to Nodes for Future Land Use 10 4 Conveyance Capacity at NE 43rd Place 17 5 Summary of 110th Place SE Culvert Capacity 19 94017;RepertsrTecnmem2 (4,6195) / mw )ii GYPSY SUBBASIN ANALYSIS TECHNICAL MEMORANDUM NO. 2 PURPOSE The Gypsy and North Gypsy subbasins are located on the eastern shore of Lake Washington, and together drain approximately 400 acres (figure 1). The two subbasins have separate outlets to Lake Washington, with the majority of area (320 acres) draining from the Gypsy subbasin across 1-405, north of NE 44th Street to Lake Washington. The Gypsy subbasin is the focus of this report. Elevation within the subbasin ranges from about 20 feet to over 300 feet above mean sea level. The land use in the basin is predominately residential, with some commercial and multi- family land use along the 1-405 corridor. The entire drainage area is within the projected urban growth boundary delineated in the City of Renton's 1993 Interim Land Use Plan. Complaints of flooding and erosion have been submitted to the City of Renton since the development projects along 1-405 were completed in the 1980s (Appendix A). The commercial area upstream of the pipe system that conveys storm runoff across Lake Washington Boulevard and 1-405 experiences the most impact due to flooding. The flooding affects both public and private properties. Several streets (Lake Washington Boulevard, NE 44th Street, and NE 43rd Place) are periodically inundated, posing a threat to public safety. Flooding also occurs downstream, between 1-405 and the outlet to Lake Washington. Significant future development may also occur in the upper areas of the basin, which was recently incorporated into the new City of Newcastle. The City of Renton hired Entranco to determine the cause of the flooding problems and provide alternative solutions to reduce the risk of property and personal damage. A preliminary analysis of the existing problem was conducted in Task 1, where hydrologic and hydraulic models were applied that used reconnaissance data collected during Task 1. The results of the preliminary analysis were reported in Technical Memorandum No. 1. The Task 2 analysis, reported in this memorandum, continues this analysis by refining the Gypsy subbasin models. No additional analysis or investigation was conducted on the North Gypsy Subbasin. v) HYDROLOGIC ANALYSIS 't 7 Approach The purpose for developing hydrologic models for`the Gypsy subbasin was to evaluate the performance of the basin conveyance system.` The performance was evaluated relative to storm recurrence intervals, based on the current and future -basin land uses. The analyses used the Santa Barbara Urban Hydrograph,(SBUH) methodology as implemented in the King County Surface Water Management HYD program. This model predicts runoff rates and volumes resulting from`a single 24-hour storm event. 94017/Reports/Techmem2 (46/95) / mw INWO GYPSY CREEK SUBBASIN Model output, calculations, and set-up parameters are in Appendix B. Figure 2 shows the major drainage features of the Gypsy subbasin. Methods and Assumptions Subbasin Delineations In Task 1, the entire Gypsy basin was modeled as a single catchment. To improve this modeling approach, the Gypsy subbasin was divided into seven further subbasins (subbasins A—G). The subbasin delineations were based on 1:2,400 scale topographic maps developed from a 1962 aerial survey, drainage inventory maps provided by the City, and field reconnaissance of current watershed conditions. The subbasin delineation was also influenced by the desire to estimate storm runoff flow rates at specific locations judged to be significant to the conveyance system's performance. Land Use For each model subbasin, land use coverages were estimated for current (figure 3) and future build -out (figure 4) conditions. Current land uses were determined through the use of 1990 1:12,000 scale color aerial photographs and field verification. Four classifications were used, each with an assumed effective impervious area (EIA): • forested for large blocks of undeveloped land (one percent EIA) • low density residentihn three dwelling units per acre (du/acre) (four percent EIA) 1, • medium density residential with three du/acre or greater (22 percent EIA) ( �N • commercial for office, retail, and light industrial land uses (86 percent EIA) Future land uses are based on the City of Renton Zoning Map (City of Renton 1993a) and Interim Land Use Plan (City of Renton 1993b). Three land use classifications were used: • single-family residential at eight du/acre (48 percent EIA) �1i!L��t . CAI : J • mixed residential for ixed single and multi -fa ily residential at ten du/acre (54 percent EIA) *VAaK. eN I • commercial for office and retail land uses (86 percent EIA) ��• C� w A small portion of the watershed is designated as a landslide hazard area in the King County Sensitive Area Maps Folio (1990). It was assumed that this area would be developed as a residential subdivision, since a portion already has been developed and the current Sensitive Areas Ordinance (1990) does not absolutely prohibit development in a landslide hazard area. 94017/Reports/Techmem2 (4/6/95) / mw 3 D\ 40 GYI I LAKE WA9HINCiTON f -- - ---�- 72n St. OUTFALL ,fir.. i 8h fit. lQw- { th St. r '0,t /� St 1 ,.:,rl / ., r '�• ' � N / �' ! i�. 1. 1'J•'t i ,,:'CEDAR APT$ MCDON 'SS ! 80t :43th R H n 405 w N v,40th St !j rj N \1 YPSY SUBS ATERSHED Iql .�� St vi } � 1 ° E i i f ; t V U t 1 _ { LEGEND: `' •, AREA DRAINING TO ® MODEL SUBBASIN ID STORM DRAIN SYSTEM SURFACE CONVEYANCE RT. (:Z--::>POND OR SWALE SUBBASIN BOUNDARY DHYDROGRAPH FLOW NODE 500 0 500 1000 SCALE IN FEET 9I st St 1 ENTRANGO VGNM • SENn5T5 • Pl "ERS • _qMTTR$ WASHINGTON ARIZONA CAUFORNIA Figure 2 Drainage Features of the Gypsy Subbasin 0 vy-f Subbasin G is comprised of 1-405 and the area contained within the on and off -ramps and right-of-way, and the area west to Ripley Lane. This basin is not expected to undergo significant changes in land use, although tentative plans by the Washington State Department of Transportation (WSDOT) to construct a water quality treatment facility will be incorporated into future analyses. The water quality treatment facility would be located next to the southbound off -ramp from 1-405 and be constructed in two phases. The stormwater collected from 1-405 would be treated and released to the Gypsy drainage system west of Ripley Lane. The second phase of constru on w uld include diversion of additional stormwater from 1-405 basins,to the north a d south, for treatment in the facility and release in the Gypsy drainage systQ,1,,, In both future and current land use scenarios, riparian corridor and detention ponds areas were not modeled as a separate land use, but included in calculations with ke adjacent land uses. f,� P l Table 1 summarizes subbasin land use characteristics relevant to the hydrologic modeling. Model Subbasin Table 1 Model Subbasin Hydrologic Characteristics Current Land Use Future Land Use Total Area Pervious EIAb Tcc Pervious EIAb Tcc (acres) CNa (%) (min.) CNa (%) (min.) Det. Aread (%) A 104.4 81.7 5 75.8 84.5 48 15.1 35 B 49.8 85.6 15 63.3 85.6 48 19.1 21 C 12.0 90.0 23 39.1 90.0 81 18.7 56 D 70.1 81.7 7 51.0 84.0 54 43.8 34 E 47.8 84.6 40 23.9 86.1 64 23.9 20 F 17.6 86.0 30 15.4 86.0 74 13.2 38 G 18.9 90.0 50 62.8 90.0 50 62.8 0 Total for Gypsy 320.6 17 54 29 Subbasin a. CN - Curve Number b. EIA - Effective Impervious Area c. Tc - Time of Concentration d. Detention area - that portion of the subbasin for which flows are routed into a stormwater detention facility 94017/Reports/Techmem2 (4/6/95) / mw 7 Soils The soils of the Gypsy subbasin were identified by the Soil Conservation Service (SCS) in the Soil Survey of King County Area, Washington (USDA SCS 1973). The upper watershed consists of predominately Alderwood soils. Alderwood soils are formed in glacial till and characteristically have a very low permeability horizon at depths of 24 to 40 inches. These soils produce significantly greater runoff after development when large areas are converted from forests to other, more urban land uses. The change in the amount of runoff produced by areas of outwash soils from pre -development to post - development is generally less than for till soils. The soils in the lower watershed are typically outwash soils in the Kitsap, Everett, or Ragnar-Indianola series. Runoff Curve Numbers Runoff curve numbers are used in the SBUH model to characterize the runoff potential of the various soil and land use combinations found in a watershed. Runoff curve numbers (CNs) were selected from values tabulated in the King County Surface Water Design Manual (King County DPW 1992) for each soil and land use combination found in the model subbasin. Time of Concentration The SBUH model defines the time of concentration (Tc) for a watershed to be the amount of time needed for runoff to reach the basin outlet from the most distant point in the basin. The time of concentration was determined for each model subbasin. For the current land use scenario, the conveyance route and slopes were identified by basin reconnaissance or approximated from topographic maps. The Tc values were determined by the method outlined in the King County Surface Water Design Manual. On -Site Detention It was assumed for the future build -out land use scenario that a piped storm drain cCz� conveyance system would extend throughout the basin. In determining the Tc values for each model subbasin, storm runoff was assumed to be sheet flow through lawn areas for up to 200 feet, followed by flow in a curb and gutter system for up to 300 feet, P at which point runoff was assumed to enter the pipe�onveyance system. "cc No on -site stormwater detention was modeled in the current land use scenario. Future land use changes are assumed to coincide with an increase in watershed areas draining to detention facilities. The assumptions are that 85 percent of all areas developed commercially, not including current.commercial areas, and 51 percent of all areas converted from forest to residential lanj uses will use detention. It is also assumed that 25 percent of existing residential areas will route runoff to detention 94017/Reports/Techmem2 (4/6/95) 1 mw 8 facilities in the future. Future detention will be required to meet the King County standards of not increasing peak runoff rates above predevelopment levels. The subbasin hydrographs were truncated to match peak flows estimated by this method and attenuated to match estimated storage volumes. A detailed description of how future detention is incorporated in the model calculations is provided in Appendix C. Resu Its Basin Characteristics The SBUH model provides three parameters to describe a basin's hydrologic characteristics: imperviousness (EIA), runoff curve numbers (CNs) for pervious areas, and time of concentrations (Tc). When a basin urbanizes, EIA and Tc are changed considerably. Curve numbers also may change, depending on where in the basin the development occurs. Table 1 summarizes the changes in the Gypsy subbasin hydrologic characteristics, as reflected by these parameters. It can be seen from table 1 that the effective impervious area within the Gypsy subbasin is expected to increase three -fold with complete urbanization. It also should be noted that under the assumptions stated above, only about 29 percent of the Gypsy subbasin is expected to drain to new detention facilities, controlling runoff from less than half of the new EIA expected to be added with new development. Predicted Runoff Rates and Volumes - ) The runoff rates and volumes predicted by the BUH models for each of the flow nodes shown in figure 4 are shown in tables 2 and . Model results for each subbasin and the scenario of future land use with no detention are provided in Appendix C. The models indicated that the peak runoff rates would first be reached in the basins having the highest impervious area (by percent), subbasins C, E, and F (after 7.8 hours). The subbasins with somewhat less impervious area (subbasins B, D, and G) generated peak runoff rates after 8.0 hours. Peak runoff rates from subbasin A, the least developed and most forested subbasin, o curred of er 8.2 hours. �, � d vv✓n The travel times between nodes varied, but a no more than 10 Ley ute in any S' instance. Thus, the peak runoff rates from subbasins routing flows o the Denny's south pond occurred within a small window of time, causing the node 4 hydrograph to peak sharply at about 8.0 hours after the beginning of the modeled event. At this time a portion of the system capacity is already unavailable due to runoff generated in the pommercial subbasins, which delivered peak inflows to the system about 10 minutes earlier. Flow routing in this lower Gypsy area was modeled with EXTRAN and is c(iscussed later. 94017/ReportslTechmem2 (416195) / mw 9 Table 2 Flow Rates and Volumes Delivered to Nodes for Current Land Use I`r�S U•uv. cM 5 r DC " � cJ 4 y1-� Design Storm 2-Year 10-Year 25-Year 100-Year Tributary Peak Flow Peak Flow Peak Flow Peak Flow Flow Area Rate Volume Rate Volume Rate Volume Rate Volume Node (acres) (cfs) (Ac-ft) (cfs) (Ac-ft) (cfs) (Ac-ft) (cfs) (Ac-ft) 1 49.8 5.4 4.0 10.6 7.0 13.9 9.0 16.9 10.7 2 154.2 11.3 10.0 24.7 18.7 33.7 24.4 41.8 29.4 3 236.3 18.3 15.4 39.8 28.7 54.4 37.4 67.4 45.1 4 284.1 25.7 20.0 52.7 36.5 70.7 47.1 86.8 56.5 5 301.7 28.4 21.7 57.4 39.3 76.7 50.6 93.8 60.6 6 320.6 31.7 23.9 62.7 42.8 83.2 55.0 101.4 65.7 Table 3 Flow Rates and Volumes Delivered to Nodes for FutuLand Use - Design Storm 2-Year 10-Year 25-Year 100-Year Tributary Peak Flow Peak Flow Peak Flow Peak Flow Flow Area Rate Volume Rate Volume Rate Volume Rate Volume Node (acres) (cfs) (Ac-ft) (cfs) (Ac-ft) (cfs) (Ac-ft) (cfs) (Ac-ft) 1 49.8 11.6 5.3 19.7 8.6 24.2 10.7 28.4 12.5 2 154.2 32.4 16.2 55.7 26.4 67.5 32.7 79.8 38.3 3 236.3 46.2 25.3 79.2 41.0 96.8 50.7 114.5 59.3 4 284.1 57.2 31.0 96.2 50.0 119.1 61.8 140.5 72.1 5 301.7 62.8 33.2 105.3 53.5 130.3 66.0 153.5 77.0 6 320.6 66.4 35.5 111.2 57.1 137.5 70.4 161.9 82.0 The SBUH models does not account for flow attenuation processes that may significantly reduce the flow rates at nodes 4 through 6. This occurs foremost at the NE 43rd Place culvert crossing (node 3). The hydraulic analysis of this culvert and field observations indicate that much of the flow modeled as continuing downstream to node 4 would in fact overflow into the adjacent May Creek basin. Shortly upstream of 84017rReports/Tech"m2 (4i6r95) r mw 10 I ft-41 A '0 J/-rTJ 6 W ")1--V &� 1J 7,-" 0A" lew ;> the NE 43rd culvert is a wetland area (see figure 2) that is likely to provide some flow attenuation. There are several other potential attenuation sites located in subbasin B (shown in figure 2), although the i e s is not likely�tosignifi ntlyaffect rates in the lower Gypsy drainage basin. c�u wt J4Z_ . It is important to note that while attenuation processes were not included in the SBUH models, the stream gage data collected by Entranco and compared to model output indicated that the model reasonably approximated actual flow rates, as shown later in this report. This is partially because upper watershed attenuation processes are masked by the undersized downstream conveyances which caused backwater effects at the gages. fz Modifications could be made to the existing drainage system to provide additional flow attenuation that would mitigate peak flow rates in the lower Gypsy area (Denny's to Lake Washington). The southern portion of the south Denny's pond (D2) remains mostly dry even when the northern portion of the depression area is at flood stage. Construction of a berm and flow control structure would more effectively use this area for regional flood storage. In addition, the adjacent parcel to the east could be converted to a stormwater facility. A flow control structure could also provide flood storage between McDonald's and the 1-405 access ramp depending on the wetland issues involved. There is also an area adjacent to the NE 43rd Place wetland in which a pond could be constructed. :rt Gv� � The models predict post -development flow increases ranging from 120 percent for the 2-year storm to 70 percent for the 100-year event. Runoff volumes are expected to increase from 50 percent for the 2-year storm to 25 percent for the 100-year storm. HYDRAULIC ANALYSIS Approach The hydraulic functioning of the current drainage system was analyzed at several locations within the Gypsy subbasin (see figure 3). The three areas were: • the pipe and swale system between Lake Washington and the Denny's restaurant (this area hereafter will be referred to as the lower Gypsy basin) • the culverts and swale at NE 43rd Place • the culverts along 110th Place SE. The analyses used either the King County Surface Water Management (SWM) backwater program or the EXTRAN module of the Environmental Protection Agency (EPA) Surface Water Management Model (SWMM) to analyze pipe, culvert, and channel capacities based on data collected in the field by Entranco or provided by the City. The model outputs were evaluated along with field observations (such as channel constrictions) and stream gage data to assess the available conveyance within the drainage system. 94017/Reports/Techmem2 (4/6/95) / mw 11 Methods and Assumptions Lower Gypsy Subbasin A field survey was conducted over June 28 and July 1, 1994, to gather the data necessary for the hydraulic analysis of the Lower Gypsy Subbasin (see figure 5). The invert of the pipe P1 outfall at Lake Washington was used as the datum for the level and rod survey. Invert elevations, pipe and manhole diameters, inlet conditions, and maintenance pro were identified. A field elevation data indicated a net error of 0.05 feet ' �data,which was udged sufficien o apply the hydraulic model accura y. / To relate the field survey data to the Renton attribute list, elevations were adjusted to the United States Geological Survey (USGS) datum. This was done by measuring the water depth at the Lake Washington outfall and subtracting this depth from the Lake Washington water surface elevation recorded by the U.S. Army Corps of Engineers (Corps) at the time of the measurement. This elevation was then adjusted to the USGS datum from the Corps datum by subtracting 6.97 feet (Appendix E). The resulting P1 invert elevation differs by 0.01 feet from data provided by the City. The main outlet system was modeled previously using the King County SWM backwater program, as reported in Technical Memorandum No. 1. The hydraulic modeling for Technical Memorandum No. 2 uses the EXTRAN block of the SWMM, which is a dynamic model. The EXTRAN model uses entire hydrographs as input, and shows the changing interrelationships between hydraulic gradelines and flow rates throughout a system over the course of a storm. The input file used for the modeling is shown in Appendix F. The model was set up to import three SBUH hydrographs (node 4, subbasin F, and subbasin G), which were introduced to the model at D2 (Denny's south pond), D1 (Denny's north pond), and D3 between 1-405 and Ripley Lane, respectively. The system was modeled as a series of pipes, junctions, and storage junctions. Components D1, D2, D3, and S2 (see figure 5) were each modeled as simple storage junctions, whose storage capacity is described in terms of cubic feet per foot of head. Component S1 was described as a simple trapezoidal swale. Additional survey information was not available regarding pipe inverts in the large manholes in Lake Washington Boulevard (M2 and M3). The invert elevations, pipe sizes, and weir length were estimated from available information. The model showed initial signs of numerical instability, and was modified so it would run smoothly without substantially altering the output. The model time step was shortened to three seconds. Inverse slopes were removed from swale S1, pipe P5, and storage junction D3. Finally, the estimated length of the weir in M3 was shortened to five feet. 94017/Reports/Techmem2 (4/6/95) / mw 12 Figure 5 400 E N T R A N C O Lower Gypsy Subbasin Drainage System - Schematic Plan 13 �vfYA� GbN%trl v� N�D�G,��G 0 The model was run with 2-, 10-, 25-, and 100-year, 24-hour storm event hydrographs, for both existing and future conditions. In addition, 25-year existing and future hydrographs �i • were run with a new outlet channel in the model between S2 and Lake Washington. Finally, 0 a 48-inch pipe was added to the model between D3 and S2, and again it was run using y (4 25-year existing and future flows. An assessment of how well the model agreed with ob- served conditions is in the section entitled Comparison of Stream Monitoring and Modeling. NE 43rd Place and 110th Place SE Survey data provided by the City (field book #631) was used for the localized analyses around NE 43rd Place and 110th Place SE. Entranco added to this data by surveying q the channel cross-section at the NE 43rd Place swale and estimating maximum headwater elevations at culverts crossing under roads. Analyses were conducted using the King County SWM backwater program. Results Lower Gypsy Subbasin Interpretation of the results of the EXTRAN model runs should be tempered with the assumptions that went into the model and how it was set up. For example, hydro - graph 4 was input directly into D2, the pond south of Denny's, and the natural flow CA attenuation and storage provided by the upstream swales is not reflected. This �► probably causes an over -prediction of flooding at D2. Furthermore, the capacity of each of the storage junctions was estimated from aerial photographs and available topographic maps and plans. It was simplified as a straight cubic -foot -per -foot • relationship. There may actually be more storage at high water levels than the model �► shows; therefore, the model may over -predict fl ding at he storage junctions. e-4,.4<�.�► a� The model predicts flood' g aS1, the Baxter Pole Yard, for the existing 2-year storm. For the existing 10-year torm, flooding also occurs at D3, east of Ripley Lane (an estimated 5.4 acre-feet yaf 0.5 feet over the roadway), and D2, the pond south of Denny's. For the existing 25-year storm, flooding is predicted at D1, the pond north of Denny's, nd M4, the manhole it outlets to in Lake Washington Boulevard (see Appendix G). The model shows that the maximum outflow from P1 to Lake Washington is less than 14 cfs under maximum head condition (approximately eight feet). However, the maxi- mum flow rate through P3, under the railroad tracks west of Ripley Lane, is approxi- mately 20 cfs when the downstream backwater conditions are at their maximum extent. This leads to flooding between P3 and Lake Washington, when available storage capacity is full in swales S1 and S2. The flooding in this relatively flat area can cover between two and five acres, depending upon the storm's size. A new outlet channel was created in the model beginning at S2, on the west side of the railroad tracks, to test the hypothesis that flooding is almost entirely caused by backwater conditions 94017/Reports/Tedmem2 (4/6/95) 1 mw 14 due primarily to the inadequacies of P1's conveyance capacity, the outlet pipe to Lake Washington. When the model was run with the new outlet channel for the 25-year storm, flooding still occurred, but was reduced at D2 (south of Denny's), M4 (in Lake Washington Boulevard), and D3 (Ripley Lane). Adding the outlet channel reduced the flooding at D3 (Ripley Lane) from 434,000 cubic feet to 154,000 cubic feet for a 25-year storm under the existing conditions. Assuming this flooding is spread over a five -acre area, the flooding depth decreased from 2.0 to 0.7 feet. The new outlet channel eliminated flooding at D1. In addition to the new outlet channel, a 48-inch pipe was then added to the model between D3 and S2 (under Ripley Lane, the sewer trunkline, and the railroad tracks) to examine the influence of this restriction on the system upstream. This upgrade eliminated flooding at D3 (Ripley Lane). Peak water levels dropped further at D1 (the Denny's north pond), but some flooding still occurred at D2 (the Denny's south pond) during the 25-year storm. The flooding that the model still showed for D2 is probably due to some of the assumptions for the model setup. The model setup and its assumptions are discussed under Comparison of Stream Monitoring and Modeling. NE 43rd Place Figure 6 provides a schematic plan view of the drainage system components located around NE 43rd Place. Flooding was observed by Entranco staff at the north end of Jones Avenue NE on several occasions. The primary cause seems to be within swale 43-S1, north of NE 43rd Place and west of the mini -mall parking lot. Because of a natural high spot within this densely vegetated area, the culvert under NE 43rd Place (43-C1) has a perpetually submerged outlet. Furthermore, the vegetation is very dense at the culvert outlet and possibly restricts the flow. During the drier summer months, standing water elevations within swale 43-S2 were within 1.0 foot of the road surface. Following a modest storm event on November 30, 1994, water backed up onto Jones Avenue NE and within 0.1 foot of the NE 43rd Place road surface. Entranco applied the King County SW ackwater model (BWPIPE) to both current (unmain- tained) and maintained conditions. Th unmaintained scenario modeled the swale vegetation as high and dense and simulated tailwater conditions observed in the field. The maintained model represents the system as having negligible tailwater and vegetation maintained to short grass. Several assumptions were made in applying the models. First, the elevations used in the model, and culvert data for 43-C2, upstream of swale 43-S2 on NE 43rd Place were based on the City's pipe attribute list and Jones Avenue NE roadway plan set provided by the City. Other assumptions were made regarding the swale 43-S2—an estimated slope of 0.1 percent was used, and the channel roughness was characterized as having a Manning's n-value of 0.117 for current, unmaintained conditions (0.047 for maintained vegetation). The energy coefficient was set to 1.75 to reflect the non -uniform flow velocities caused by the dense vegetation, and the flow ratio at the 43-C1 inlet was estimated to be 0.10. (This represents the amount of flow from the west end of the swale relative to that from the east end of the swale, and was based on the hydrologic models.) Finally, the tailwater depth at 43-C1 was assumed to be 2.3 feet for the current conditions (hacPrl_ on field nh.Prvatinns), and zero feet for the maintained conditions. It should be noted that the plan set omits at least one street catch basin and incorrectly identifi s culvert 43-C1 as a 30-inch diameter� rcorrugate met pipe (�MP). ,h,� < <s rC L[.vex, 94017/Repo Rs/Techmem2 (4/6195) / mw © ENTRANCO Figure NE 43rd Place Culvert and Swale 16 Swale 43-S1 between NE 43rd Place and NE 44th Street drops from 29.94 feet at the upstream culvert to 26.1 feet at the downstream culvert. This is a fall in elevation of 3.84 feet in approximately 360 feet, for a slope of 0.01. Assuming an average bottom width of eight feet, sides slopes of 3:1, and a maintained condition (n=0.047), this swale could convey 30 cfs at a depth of one foot. A roughness coefficient of n=0.117, yields a flow rate of 12 cfs at a depth of one foot, which may approximate the capacity in the unmaintained condition. The adverse slope to the natural high spot at the upstream end of the swale may further reduce unmaintained flow capacity. It should be noted that the capacity of the swales and culverts at NE 43rd Place do not appear to be influenced by tailwater from the Lower Gypsy Subbasin system. The overflow weir elevation at manhole M3 in Lake Washington Boulevard is approximately 24.63 feet, which is below the invert of the upstream culvert under NE 44th Street. A complete copy of the backwater program output for the NE 43rd Place analysis is provided in Appendix H. The conveyance capacity of the system components are summarized in table 4. Table 4 Conveyance Capacity at NE 43rd Place Unmaintained Maintained Capacity Capacity Component Description (cfs) (cfs) 43-S1a Vegetated swale 12 30 43-C1 b 24" CMP culvert 13 20 43-S2 Vegetated swale 7 18 43-C2 36" concrete culvert 25+ 25+ a. Assumes 1-foot depth of flow b. Maintained condition assumes dense vegetation and submerged outlet at 43-c1. Maintained condition assumes inlet control only. 110th Place SE The analysis of the culverts along 110th Place SE is based on the survey data provided by the City, and was limited to the area between NE 43rd Place and Lincoln Avenue NE (see figure 7). Entranco added to the data set by attempting to locate culverts in the field and determining the maximum headwater depths expected at the culvert inlets. Several of the culverts were recently impacted by the construction of a sanitary sewer line along the eastern edge of 110th Place SE. The backwater program was run for each culvert, using the City's survey elevations and the field -verified headwater depths. Tailwater depths were assumed to be negligible. The model output and field observations are summarized in table 5. (A complete listing of the model output can be found in Appendix H.) 94017/Reports/Techmem2 (4/6/95) / mw 17 Figure 7 © E N T R A.N C O 110th Place SE Culverts Table 5 Summary of 110th Place SE Culvert Capacity Culvert ID Capacity (King County BW Pipe) (cfs) Comments 110-C1 4 The inlet of this 18" CMP is restricted to a 12-inch opening with a maximum of 24 inches of headwater. Pipe also appeared deformed at outlet. 110-C2 15 Pipe not found in field; inlet may have been buried during installation of sanitary sewer. 110-C3 13 Not field -verified by Entranco 1 10-C4 27 Found in field, unaffected by sanitary sewer. 1 10-05 13 Could not find inlet to CMP identified in City survey. Two other inlets found buried under leaves were assumed to connect to CMP in buried catch basin. Outlet visible from road. COMPARISON OF STREAM MONITORING AND MODELING Data Collection On September 14, 1994, Entranco installed five gages between Lake Washington and the two Denny's ponds (D1 and D2). Three of the gages are crest -stage gages. These were used to determine instantaneous water levels and peak water levels at the gage location since the last visit to the gage. The crest -stage gages were installed in swale S1 at the inlet of pipe P1, which outlets to Lake Washington, and at the two Denny's ponds. The remaining two gages, a Stevens water level recorder and an ISCO flow meter (also used to record water level), were installed to provide a continuous record of water levels at the downstream and upstream ends of pipe P3, respectively. Gage elevations were tied to known pipe invert elevations nearby through a hand -level survey. The gages have been visited approximately once a week since their installation. The purpose of the weekly visit is to read and reset crest -stage gages, change the battery powering the ISCO meter, and ensure that all gages are functioning properly. Additional measurements of flow were gathered during storm flows to relate observed water levels to volumetric flow rate. Volumetric flow rates were determined by measuring flow velocities with a Marsh-McBirney velocity meter and multiplying the mean velocity by 94017/Reports/Techmem2 (416/95) 1 mw 19 the channel or pipe area. Several measurements were made at the P3 pipe outlet, but these were only applicable to relatively low flow rates when the pipe inlet was above the water surface elevation at the Stevens gage (S2). Volumetric flow rates were also calculated for the P1 outfall at Lake Washington. Pipe P1 is severely degraded at this location; the bottom of the pipe is entirely rusted through so that water pours through it like a sieve. Because of this complicating factor, flows at this point were treated as channel flow across a short section of beach, and velocity profiles were developed to estimate flow rates (rather than using a single velocity and pipe flow depth). SBUH Model Comparison To assess the performance of the hydrologic model on the basis of the gage data, it is necessary to know the relationship between water level and flow rates at one or both of the continuous gages. During a number of the larger storms, it was observed that the water surface elevations were nearly equivalent in swales S1 and S2 (at the crest -stage gage and Stevens recorder, respectively). It was assumed for the analysis that the elevations were equivalent, which may result in estimating slightly higher volumes than would be actually conveyed through pipe P1 to Lake Washington. The relationship between head at P1 (the difference between the water surface and pipe invert elevations) and the calculated flow rate (hereafter referred to as the P1 flow curve) was plotted and compared to the results of the King County BWPIPE model for this pipe, using a total of four data points. At headwater depths of less than two feet (pipe inlet unsubmerged), calculated flows were significantly less than expected from the backwater model. This is most likely caused by the presence of debris at the inlet, and possibly within the pipe. Weeds were observed growing in the pipe inlet and significantly reducing capacity at low flow conditions. Another error source may be that the velocity was measured in relatively shallow flow conditions. During higher flow conditions, when the pipe inlet was submerged, observed conditions generally matched those predicted by the backwater model, but flow rates were about one cfs less than expected. This discrepancy may be attributable to two factors. One explanation lies in the assumptions made regarding the pipe alignment; Entranco assumed the pipe to be straight and debris -free, but on a City of Renton map of the area dated March 24, 1984, this pipe was shown to have several sharp bends in it (which contradicted other available maps). The second factor is the presence of debris. While measuring flows at the P1 outfall to Lake Washington on January 30, 1995, several large sticks, having diameters between one and three inches and lengths up to three feet, were found lodged in the outlet. This debris was ausing a reduction in the culvert capacity. To account for these factors and calibrate 1 flow curve to the field data, the general shape of the curve developed using the B I wa maintained, but the flow values were decreased uniformly by one cfs. The pipe P1 flow curve generated in the steps described above was then used to translate the continuous water level data provided by the Stevens recorder into storm 94017/Reports/Techmem2 (416/95) / mw 20 runoff volumes. The major inflection points in the plotted Stevens data were identified for a period between December 14 and December 21, 1994. The flow rate assumed to apply during each time interval identified in this step was determined by interpolating along the P1 flow curve. The volume conveyed to Lake Washington during each time interval was calculated as the product of the flow rate and length of time. From this calculation, the total storm runoff was determined. For the SBUH model comparison, the SCS curve number equations given in the King County Surface Water Design Manual were applied. These equations use basin curve numbers and total precipitation to estimate the runoff depth across the basin area. The 24-hour curve numbers used previously for each subbasin were weighted by subbasin area to calculate an equivalent CN for the entire Gypsy subbasin. It was assumed that the curve numbers did not change significantly during the event. The precipitation total was calculated from the King County rain gage station 37U, which provides a record of rainfall in the lower May Creek basin at 15-minute intervals. The calculated runoff volume for the specified 9-1/2-day storm period was comparable to that predicted by the SBUH method. Based on the stream gage data, collected in the Lower Gypsy subbasin, it was estimated that about 78.4 acre-feet of storm runoff were delivered to Lake Washington between December 14 and December 24, 1994. When the precipitation records from the adjacent May Creek basin for the same period of time were added to the SBUH model, it predicted 82.2 acre-feet of storm runoff. The values are within the expected range, especially when the tendency of SBUH to overestimate runoff from forested areas is taken into consideration (see Entranco's Technical Memorandum No. 1 for a general discussion of the expected performance of SBUH models, and Appendix D for a comparison to other regional models). At this time, no changes to the hydrologic models are recommended. EXTRAN Model Comparison The performance of the EXTRAN model was examined to evaluate the ability of the model to accurately simulate the hydraulic characteristics of the lower Gypsy subbasin. This was done by using actual rainfall data as input to the SBUH basin model to generate hydrographs, and then routing the hydrographs through EXTRAN. Precipitation records from the May Creek basin (King County rain gage 37U) were used to provide 15-minute rainfall totals for the period beginning at 12:00 a.m. December 19, 1994 through 12:00 a.m. December 20, 1994, when 1.01 inches of rain was recorded. The SBUH subbasin hydrographs were then phased and summed at the nodes, and the EXTRAN input file was prepared from them. The EXTRAN model was run and hydraulic grade lines were plotted for each of the five gage locations. The model showed the water level to be somewhat lower than observed in the field at all locations except D2, the pond south of Denny's. The model predicted a rapid rise from a base elevation of 15.01 to 19.3 feet at swale S2, west of 94017/Reports/Techmem2 (416195) / mw 21 the railroad tracks, where the Stevens gage was located. In fact, the Stevens gage registered an elevation of at least 21 feet on December 20th, 1994. Possible explanations for the discrepancy include: • Antecedent moisture conditions were not taken into account in the model run. Rainfall prior to December 19th had eliminated some of the available storage in the Gypsy subbasin. Diminished storage availability, existing flow on December 19, and potential alteration of curve numbers were not accounted for in the model. • Pipe P1 appears to be partially clogged, causing a higher observed water level at the Stevens gage than would be predicted by the model. The higher water levels at pond D2, south of Denny's, may also be caused by several factors: • No mechanism for flow attenuation was modeled for runoff from the southern portion of the basin entering pond D2. Flows into D2 are attentuated by upstream storage and conveyance at NE 43rd Place and McDonald's, and occasional overflow into the May Creek basin at NE 43rd Place. • The weir length in manhole M3, in Lake Washington Boulevard was set at five feet to help stabilize the model. This weir is likely to be significantly longer, which would keep D2 water levels lower than the model indicates. CONCLUSIONS Lower Gypsy Subbasin The hydrologic models developed for the current land use scenario are reasonably accurate, based on the comparison of predicted versus observed storm runoff volumes. These models predict flows ranging from 32 cfs for the 2-year, 24-hour storm to 101 cfs for the 100-year, 24-hour storm. These peak flow rates are probably not realized in the lower Gypsy subbasin, however, because of attenuation at the Denny's ponds, the NE 43rd Place swalesand several on -site d ention systems that were not model d. , The conveyance capacity of the current drainage system is limited to about 10 cfs, at pipe P1 which outlets to Lake Washington. This is considerably less than the capacity required to prevent flooding in the lower Gypsy subbasin. Capacity could be increased to nearly 14 cfs by ensuring that pipe P1 is unobstructed by debris, but it would still be undersized. Increasing the conveyance from Ripley Lane to Lake Washington to iremove backwater effects eliminated the predicted flooding west of 1-405. However, the model indicates that flooding would still occur at D2 (Denny's south pond) during a t.� Q tr-, jV / �Otrl'-n vim- t,:-r r,vii,n V*t'i� -ry Lr;w,fksry t 94017IR9ports/Techmem2 (416195) I m 5 r4t;- u 25-year storm. This is believed to be a result of assumptions and limitations in the model, as described above. The threat of flooding at D2 could be further reduced by lowering or modifying the weir at M3 in Lake Washington Boulevard. It does not appear that this would help upstream flows by reducing tailwater, and it would need to be taken into consideration in the downstream conveyance upgrades. NE 43rd Place The unmaintained vegetated swale and culvert system, at NE 43rd Place through which nearly 240 acres drain, currently limits flows to as low as 7 cfs. Flooding occurs frequently, with overflow going into the May Creek watershed. The frequently inundated roadway compromises public safety. It is possible to increase the conveyance here to about 20 cfs by removing some of the accumulated vegetation and sediment which causes the constant backwater condition observed in the field. This area provides significant flow attenuation that reduces the peak flow rates into the pond south of Denny's (D2). 110th Place SE Assessment of the conveyance capacity of the numerous culverts across 110th Place SE was made more difficult due to the disturbances caused by the recent installation of a sanitary sewer pipe line and unclear City maps. Based on the limited data, several culverts may begin flooding with the current 2-year peak flow. The culvert that appears to be in the greatest need of maintenance is 1 10-C2 (see figure 7), which has both a deformed inlet and outlet, limiting capacity to approximately four cfs. As the basin is urbanized, the size and number of culverts under this roadway will need to be increased to convey the larger storm flows. Option 1 - Lower Gypsy Subbasin W/C , ,� i-O� RECOMMENDATIONS Conveyance Upgrades The modeling and observations made up to this time suggest that the conveyance system should be upgraded from Ripley Larne to Lake Washington to prevent Ripley Lane and the Deryponds from flooding. The ew c Ivey nce s t hoI'� b designed to st€�i�t or eliminate backwater, ichgi vey s t e ps rRm. The Extran model indicates that an open channel running from La 05shington across the Baxter Pole Yard to the railroad tracks and connecting to a 48-inch pipe tha continued to the east side of Ripley Lane, would be one solution. Alternatively, the pipe 94017/Reports/Techmem2 (4/6/95) / mw 23 system could also be extended from the east side of Ripley Lane all the way to Lake Washington. A pipe smaller than 48-inches may provide sufficient capacity, however as the pipe size decreases, the model would show increasing flooding frequency at D2, the Denny's south pond. The capacity of the conveyance system that is chosen should provide protection for the 100-year storm by not allowing water to pond over the crown of the roadway. The cost and benefit of various sizes should be compared before final design. The proposed WSDOT project must also be taken into consideration. WSDOT's ultimate plan appears to be transfering surface water from outside the Gypsy subbasin to a detention and water quality treatment facility at NE 44th Street. This must be taken into consideration if the water is to be released to the Gypsy conveyance system. Option 2 - May Creek High -Flow Bypass In addition to the conveyance upgrades between Ripley Lane and Lake Washington, a separate project could be considered to fix the problems at NE 43rd Place, by bypassing the high flows to May Creek, along their natural overflow route. An open channel or closed pipe option could be constructed along Jones Avenue NE approxi- mately 1,000 feet to May Creek. By constructing a high flow bypass, the flooding at NE 43rd Place could be eliminated, and the size of the conveyance system upgrade needed between Ripley Lane and Lake Washington could be reduced. Option 1 could be constructed alone, or in combination with Option 2. An analysis should be done of various levels of high -flow bypass and its effect on the size of the other needed upgrad�s to the conveyance 1 �% system. wl,�t yti o t Tl v }e�.�k 1 �y1�Jl�RM+G aSDGC\�✓ZV V (/fLt� In addition, elements could be considered before final design, such as modifying the weir in manhole M3 in Lake Washington Boulevard. Lowering or modifying this weir would further reduce potential flooding at D2, the Denny's south pond, but it would increase flooding potential downstream. Pond D2 could also potentially be enhanced to provide additional detention and water quality treatment by constructing a berm across it to use more of the storage otential in the upper half. It is worth mentioning that observed water quality of r from storm events has had a high suspended solids tent, leaving a vis' discharge plume into Lake Washington. Several upstream s rces ma contributing to this problem. One upstream source may be the numero mes being built, although no water quality problems were observed at thZcti es. her primary source is likely to be the areas recently disturbed by the conn of the san) sewer along 110th Place SE. At this time, no vegetation h een established along this wer alignment. Construction 94017/Reports/Techmem2 (4/6/95) / mw 24 of water quality treatment facilities as part of the conveyance upgrades should be considered. -J A suggested approach is to: • Determine the preferred alternative • Develop a final design • Construct the project in two phases During Phase I, the conveyance across the Baxter Pole Yard to Lake Washington (P1 and P2) would be upgraded to convey flows from the subbasin as well as flows that may be diverted to the system by WSDOT. Phase II would consist of upgrading P3, P4, and P5 across Ripley Lane and/or upgrading the NE 43rd Place culvert and swale, and bypassing the high flows to May Creek. Maintenance Actions Lower Gypsy Subbasin A number of maintenance problems have been observed that are reducing the current system capacity. Pipe P1, which outlets to Lake Washington, has weeds growing at the inlet and was recently observed with large diameter branches wedged into the outlet. Pond D3, between Ripley Lane and 1-405, has at least two feet of accumulated sediment in areas and blackberries growing over the outlet. Catch basin C2 on the east side of 1-405 is open and cracked. Ponds D1 and D2, north and south of Denny's, both have vegetation at the outlet and have been subject to illicit dumping of landscaping debris and trash. NE 43rd Place The NE 43rd Place culvert is perpetually submerged due to downstream constrictions and has unmaintained vegetation and accumulated sediment, particularly at the western end. Maintenance of this culvert and swales up and downstream will significantly reduce the flooding problems at this intersection. However, the increased flow would exacerbate flooding downstream. AO-12 /fO<Xf z It is recommended that the next phase of work should be an analysis of alternatives that would provide a 100-year level of flood protection to the lower Gypsy system under future buildout conditions, where the 100-year water surface elevation does not exceed the roadway crown. Additional data should be collected and added to the hydraulic 94017/Repoftaechmem2 (4/6/95) / mw 25 model to strengthen its reliability. The results of the alternative analysis should provide a strong foundation for final design of the City's preferred alternative. REFERENCES King County Department of Public Works (King County DPW) 1990 King County Sensitive Areas Map Folio, 1990 Sensitive Areas Ordinance. 1992 King County Surface Water Design Manual. January 1990, revised November 1992. Renton, City of 1993a Zoning Map. September. 1993b Interim Land Use Plan. June. Soil Conservation Service 1973 Soil Survey of King County Area, Washington. 94017 ReportslTechmem2 (4:6.95) I mw 26 APPE'ND/X A Flood Complaints DRAFT Flood Complaints Date Description January 1990 • Flooding at Ripley Lane and adjacent properties • Flooding at Denny's Restaurant parking lot and Lake Washington Boulevard • Flooding from ditch adjacent to NE 43rd Place • Flooding from ditches along SE 110th Place • Flooding from channel adjacent to 5117 and 5121 Ripley Lane • Flooding and minor landslides at NE 51st Street and 112th Avenue SE November 1990 • Landslide at NE 51st Street and Lake Washington Boulevard • Flooding from ditch adjacent to NE 43rd Place January 1991 • Flooding from ditch adjacent to NE 43rd Place March 1991 • Sheetflow from Cedar Rim Apartments crosses Lincoln Avenue NE 940171Reports/Techmem2 (4/5/95) / mw A. 1 APPENDIX B Hydrologic Model Setup and Output Gypsy Subbasin Hydrologic Model for Existing Land Use SBUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPH STORM OPTIONS: 1 - S.C.S. TYPE-1A 2 - 7-DAY DESIGN STORM 3 - STORM DATA FILE SPECIFY STORM OPTION: 1 S.C.S. TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES) 2,24,2.00 ---------------------------------------------------------------------- ******************** S.C.S. TYPE-lA DISTRIBUTION ******************** ******** 2-YEAR 24-HOUR STORM **** 2.00" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 98.7,81.7,5.7,98,75.8 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 104.4 98.7 81.7 5.7 98.0 75.8 PEAR-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 6.03 8.50 261923 ENTER [d:][path]filename(.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gypA-ex.2 SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP c ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 2 42.5,85.6,7.3,98,63.3 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 49.8 42.5 85.6 7.3 98.0 63.3 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 5.40 8.00 172914 ENTER (:':][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gypB-e� . 2 SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP c --------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 3 9.2,90,2.8,98,39.1 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 12.0 9.2 90.0 2.8 98.0 39.1 GYP-EX.TXT 11/1/94 1 Gypsy Subbasin Hydrologic Model for Existing Land Use PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 2.37 7.83 54140 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gypC-ex.2 ' SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP c ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 4 65.2 3,81.7,4.8,98,51 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 70.1 65.3 81.7 4.8 98.0 51.0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 5.12 8.00 180312 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gypD-ex.2 SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP c ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 5 28.8,84.6,19,98,23.9 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) ' A CN A CN 47.8 28.8 84.6 19.0 98.0 23.9 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 10.46 7.83 202154 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gypE-ex.2 SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP c ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 6 12.3,86,5.3,98,15.4 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 17.6 12.3 86.0 5.3 98.0 15.4 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 4.26 7.83 71874 ENTER [d:](path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gypF-ex.2 SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP C ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 7 GYP-EX.TXT 11/1/94 2 Gypsy Subbasin Hydrologic Model for Existing Land Use 9.5,90,9.4,98,62.8 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 18.9 9.5 90.0 9.4 98.0 62.8 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 3.60 8.00 97056 ENTER (d:][path]filename(.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gypG-ex.2 SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP n STORM OPTIONS: 1 - S.C.S. TYPE-lA 2 - 7-DAY DESIGN STORM 3 - STORM DATA FILE SPECIFY STORM OPTION: 1 S.C.S. TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES) 10,24,2.9 ---------------------------------------------------------------------- ******************** S.C.S. TYPE-lA DISTRIBUTION ******************** ********* 10-YEAR 24-HOUR STORM **** 2.90" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 98.7,81.7,5.7,98,75.8 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 104.4 98.7 81.7 5.7 "8.0 75.8 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 14.19 8.17 509032 ENTER (d:](path]filename(.ext) FOR STORAGE OF COMPUTED HYDROGRAPH: gypA-ex.10 SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP C ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN'IMPERV), TC FOR BASIN NO. 2 42.5,85.6,7.3,98,63.3 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 49.8 42.5 85.6 7.3 98.0 63.3 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 10.E_1 8.00 306290 GYP-EX.TXT 11/1/94 3 Gypsy Subbasin Hydrologic Model for Existing Land Use ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gypB-ex.10 SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP c ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 3 9.2,90,2.8,98,39.1 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 12.0 9.2 90.0 2.8 98.0 39.1 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 4.11 7.83 89668 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gypC-ex.10 SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP c ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 4 65.3,81.7,4.8,98,51 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 70.1 65.3 81.7 4.8 98.0 51.0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 11.99 8.00 347279 ENTER [d:](path)filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gypD-ex.10 SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP c ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 5 28.8,84.6,19,98,23.9 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 47.8 28.8 84.6 19.0 98.0 23.9 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 18.14 7.83 336559 ENTER [d:](path)filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gypE-ex.10 SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP c ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 6 12.3,86,5.3,98,15.4 DATA PRINT-OUT: GYP-EX.TXT 11/1/94 4 Gypsy Subbasin Hydrologic Model for Existing Land Use AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 17.6 12.3 86.0 5.3 98.0 15.4 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 7.53 7.83 121495 ENTER (d:](path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gypF-ex.10 SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP c ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 7 9.5,90,9.4,98,62.8 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 18.9 9.5 90.0 9.4 98.0 62.8 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 5.85 8.00 154496 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gypG-ex.10 SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP n STORM OPTIONS: 1 - S.C.S. TYPE-lA 2 - 7-DAY DESIGN STORM 3 - STORM DATA FILE SPECIFY STORM OPTION: 1 S.C.S. TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES) 25,24,3.44 ---------------------------------------------------------------------- *****x************** S.C.S. TYPE-lA DISTRIBUTION ******************** ********* 25-YEAR 24-HOUR STORM **** 3.44" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 98.7,81.7,5.7,98,75.8 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 104.4 98.7 81.7 5.7 98.0 75.8 PEAR-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 19.89 8.17 671815 ENTER (d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gypA-ex.25 GYP-EX.TXT 11/1/94 5 Gypsy Subbasin Hydrologic Model for Existing Land Use SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP ' c ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 2 42.5,85.6,7.3,98,63.3 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 49.8 42.5 85.6 7.3 98.0 63.3 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 13.94 8.00 390843 ENTER (d:](path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gypB-ex.25 SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP C ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 3 1 9.2,90,2.8,98,39.1 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 12.0 9.2 90.0 2.8 98.0 39.1 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 5.18 7.83 111444 ENTER (d:](path]filename(.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gypC-ex.25 SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP c ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 4 65.3,81.7,4.8,98,51 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 70.1 65.3 81.7 4.8 98.0 51.0 PEAR-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 16.68 8.00 456941 ENTER [d:][path]filename(.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gypD-ex.25 SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP c ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 5 28.8,84.6,19,98,23.9 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN GYP-EX.TXT 11/1/94 6 Gypsy Subbasin Hydrologic Model for Existing Land Use 47.8 28.8 84.6 19.0 98.0 23.9 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 23.00 7.83 420949 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: -gypE-ex.25 SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP c ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 6 12.3,86,5.3,98,15.4 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 17.6 12.3 86.0 5.3 98.0 15.4 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 9.60 7.83 152692 ENTER [d:](path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gypF-ex.25 SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP c ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 7 9.5,90,9.4,98,62.8 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 18.9 9.5 90.0 9.4 98.0 62.8 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 7.23 8.00 189706 ENTER [d:][path]filename(.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gypG-ex.25 SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP n STORM OPTIONS: 1 - S.C.S. TYPE-lA 2 - 7-DAY DESIGN STORM 3 - STORM DATA FILE SPECIFY STORM OPTION: 1 S.C.S. TYPE -?A RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES) 100,24,3.9 ---------------------------------------------------------------------- ******************** S.C.S. TYPE-lA DISTRIBUTION ******************** ********* 100-YEAR 24-HOUR STORM **** 3.90" TOTAL PRECIP. ********* GYP-EX.TXT 11/1/94 7 Gypsy Subbasin Hydrologic Model for Existing Land Use ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 98.7,81.7,5.7,98,75.8 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 104.4 98.7 81.7 5.7 98.0 75.8 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 25.12 8.00 815790 ENTER [d:][path]filename[.ext) FOR STORAGE OF COMPUTED HYDROGRAPH: gypA-ex.100 SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP c ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 2 42.5,85.6,7.3,98,63.3 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 49.8 42.5 85.6 7.3 98.0 63.3 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 16.91 8.00 465238 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gypB-ex.100 SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP c ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 3 9.2,90,2.89,98,39.1 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 12.0 9.2 90.0 2.8 98.0 39.1 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 6.10 7.83 130404 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gypC-ex.100 SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP c ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 4 65.3,81.7,4.8,98,51 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 70.1 65.3 81.7 4.8 98.0 51.0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) GYP-EX.TXT 11/1/94 8 Gypsy Subbasin Hydrologic Model for Existing Land Use 20.91 8.00 554827 ENTER (d:](path]filename(.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gypD-ex.100 SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP c ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 5 28.8,84.6,19,98,23.9 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 47.8 23.8 84.6 19.0 98.0 23.9 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 27.23 7.83 494261 ENTER (d:)(path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gypE-ex.100 SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP c ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 6 12.3,86,5.3,98,15.4 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 17.6 12.3 86.0 5.3 98.0 15.4 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 11.40 7.83 179800 ENTER (d:)(path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gypF-ex.100 SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP c ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 7 9.5,50,9.4,98,62.2 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN ?.8.9 9.5 90.0 9.4 98.0 62.2 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 8.41 8.00 219966 ENTER [d:](path)filename[.ext) FOR STORAGE OF COMPUTED HYDROGRAPH: gypG-sx.100 SPECIFY: C - CONTINUE, N - NEWSTORM, P -• PRINT, S - STOP s GYP-EX.TXT 11/1/94 9 Gypsy Subbasin Hydrologic Model for Existing Land Use RING COUNTY DEPARTMENT OF PUBLIC WORKS Surface Water Management Division HYDROGRAPH PROGRAMS Version 4.21B 1 - INFO ON THIS PROGRAM 2 - SBUHYD 3 - MODIFIED SBUHYD 4 - ROUTE 5 - ROUTE2 6 - ADDHYD 7 - BASEFLOW 8 - PLOTHYD 9 - DATA 10 - RDFAC 11 - RETURN TO DOS ENTER OPTION: 6 ROUTINE FOR ADDING HYDROGRAPHS ENTER: [d:][path]filename[.ext] OF HYDROGRAPH 1 gypA-ex.2 ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 1 0 ENTER: [d:][path]filename[.ext] OF HYDROGRAPH 2 gypB-ex.2 ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 2 7.4 DATA PRINT-OUT: HYDROGRAPH 1: PEAR-Q= 6.03 CFS T-PEAR= 8.50 HRS TT= 0 MINUTES HYDROGRAPH 2: PEAK-Q= 5.38 CFS T-PEAK= 8.17 HRS TT= 7 MINUTES HYDROGRAPH SUM: PEAK-Q= 11.31 CFS T-PEAK= 8.17 HRS TOTAL VOLUME: 434771CU-FT SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP f ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gyp2-ex.2 SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP c ENTER: [d:][path]filename[.ext] OF HYDROGRAPH 3 gyp2-ex.2 ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 3 10 GYP-EX.TXT 11/1/94 10 Gypsy Subbasin Hydrologic Model for Existing Land Use DATA PRINT-OUT: HYDROGRAPH S: PEAK-Q= 11.31 CFS T-PEAK= 8.17 HRS TT= 0 MINUTES HYDROGRAPH 3: PEAR-Q= 11.31 CFS T-PEAK= 8.33 HRS TT= 10 MINUTES HYDROGRAPH SUM: PEAR-Q= 22.57 CFS T-PEAK= 8.33 HRS TOTAL VOLUME: 869561CU-FT SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP n ENTER: [d:][path]filename[.extj OF HYDROGRAPH 1 gyp2-ex.2 ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 1 10 ENTER: [d:][path]filename[.ext] OF HYDROGRAPH 2 gypC-ex.2 ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 2 0 DATA PRINT-OUT: HYDROGRAPH 1: PEAK-Q= 11.31 CFS T-PEAK= 8.33 HRS TT= 10 MINUTES HYDROGRAPH 2: PEAK-Q= 2.37 CFS T-PEAK= 7.83 HRS TT= 0 MINUTES HYDROGRAPH SUM: PEAR-Q= 13.31 CFS T-PEAK= 8.33 HRS TOTAL VOLUME: 488928CU-FT SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP C ENTER: [d:][path]filename[.ext] OF HYDROGRAPH 3 gypD-ex.2 ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 3 1 DATA PRINT-OUT: HYDROGRAPH S: PEAK-Q= 13.31 CFS T-PEAR= 8.33 HRS TT= 0 MINUTES HYDROGRAPH 3: PEAR-Q= 5.09 CFS T-PEAR= 8.00 HRS TT= 1 MINUTES HYDROGRAPH SUM: PEAK-Q= 18.25 CFS T-PERK= 8.33 HRS TOTAL VOLUME: 669239CU-FT SPECIFY: C - CONTINUE, N - NEW,7OB, F - FILE, P - PRINT, S - STOP f ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gyp3-ex.2 SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP n ENTER: [d:][path]filename[.ext] OF HYDROGRAPH 1 gyp3-ex.2 ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 1 GYP-EX.TXT 11/1/94 11 Gypsy Subbasin Hydrologic Model for Existing Land Use 7.1 ENTER: [d:][path]filename[.ext] OF HYDROGRAPH 2 gypE-ex.2 ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 2 0 DATA PRINT-OUT: HYDROGRAPH 1: PEAK-Q= 18.25 CFS T-PEAK= 8.33 HRS TT= 7 MINUTES HYDROGRAPH 2: PEAK-Q= 10.46 CFS T-PEAK= 7.83 HRS TT= 0 MINUTES HYDROGRAPH SUM: PEAK-Q= 25.67 CFS T-PEAK= 8.17 HRS TOTAL VOLUME: 871422CU-FT SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP f ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gyp4-ex.2 SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP n ENTER: [d:][path]filename[.ext] OF HYDROGRAPH 1 gyp4-ex.2 ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 1 1 ENTER: [d:][path]filename[.ext] OF HYDROGRAPH 2 gypF-ex.2 ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 2 0 DATA PRINT-OUT: HYDROGRAPH 1: PEAK-Q= 25.55 CFS T-PEAK= 8.17 HRS TT= 1 MINUTES HYDROGRAPH 2: PEAK-Q= 4.26 CFS T-PEAK= 7.83 HRS TT= 0 MINUTES HYDROGRAPH SUM: PEAK-Q= 28.38 CFS T-PEAK= 8.17 HRS TOTAL VOLUME: 943302CU-FT SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP f ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gyps-ex.2 SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP n ENTER: [d:][path]filename[.ext] OF HYDROGRAPH 1 gyps-ex.2 ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 1 2.5 ENTER: [d:][path]filename[.ext] OF HYDROGRAPH 2 gypG-ex.2 GYP-EX.TXT 11/1/94 12 Gypsy Subbasin Hydrologic Model for Existing Land Use ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 2 0 DATA PRINT-OUT: HYDROGRAPH 1: PEAK-Q= 28.23 CFS T-PEAK= 8.17 HRS TT= 2 MINUTES HYDROGRAPH 2: PEAK-Q= 3.60 CFS T-PEAK= 8.00 HRS TT= 0 MINUTES HYDROGRAPH SUM: PEAK-Q= 31.72 CFS T-PEAK= 8.17 HRS TOTAL VOLUME: 1040448CU-FT SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP f ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gyp6-ex.2 SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP n ENTER: [d:][path]filename[.ext] OF HYDROGRAPH 1 gypA-ex.10 ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 1 0 ENTER: [d:][path]filename[.ext] OF HYDROGRAPH 2 gypB-ex.10 ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 2 7.4 DATA PRINT-OUT: HYDROGRAPH 1: PEAK-Q= 14.19 CFS T-PEAK= 8.17 HRS TT= 0 MINUTES HYDROGRAPH 2: PEAK-Q= 10.51 CFS T-PEAK= 8.17 HRS TT= 7 MINUTES HYDROGRAPH SUM: PEAK-Q= 24.70 CFS T-PEAK= 8.17 HRS TOTAL VOLUME: 815345CU-FT SPEC" C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP f ENTER [d:][path]fi'.ename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gyp2-ex.10 SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP n ENTER: [d:][path]filename[.ext] OF HYDROGRAPH 1 gyp2-ex.10 ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 1 10 ENTER: [d:][path]filename[.ext] OF HYDROGRAPH 2 gypC-ex.10 ENTER: TRAVEL TIN::` (MINUTES) OF HYDROGRAPH 2 0 GYP-EX.TXT 11/1/94 13 Gypsy Subbasin Hydrologic Model for Existing Land Use DATA PRINT-OUT: HYDROGRAPH 1: PEAK-Q= 24.70 CFS T-PEAK= 8.33 HRS TT= 10 MINUTES HYDROGRAPH 2: PEAK-Q= 4.11 CFS T-PEAR= 7.83 HRS TT= 0 MINUTES HYDROGRAPH SUM: PEAR-Q= 28.12 CFS T-PEAK= 8.17 HRS TOTAL VOLUME: 905046CU-FT SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP c ENTER: [d:][path]filename[.ext] OF HYDROGRAPH 3 gypD-ex.10 ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 3 1 DATA PRINT-OUT: HYDROGRAPH S: PEAK-Q= 28.12 CFS T-PEAR= 8.17 HRS TT= 0 MINUTES HYDROGRAPH 3: PEAK-Q= 11.95 CFS T-PEAK= 8.00 HRS TT= 1 MINUTES HYDROGRAPH SUM: PEAK-Q= 39.80 CFS T-PEAK= 8.17 HRS TOTAL VOLUME: 1252320CU-FT SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP f ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gyp3-ex.10 SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP n ENTER: [d:][path]filename[.ext] OF HYDROGRAPH 1 gyp3-ex.10 ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 1 7.1 ENTER: [d:][path]filename[.ext] OF HYDROGRAPH 2 gypE-ex.10 ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 2 0 DATA PRINT-OUT: HYDROGRAPH 1: PEAK-Q= 39.65 CFS T-PEAK= 8.33 HRS TT= 7 MINUTES HYDROGRAPH 2: PEAK-Q= 18.14 CFS T-PEAK= 7.83 HRS TT= 0 MINUTES HYDROGRAPH SUM: PEAK-Q= 52.68 CFS T-PEAK= 8.17 HRS TOTAL VOLUME: 1588896CU-FT SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP f ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gyp4-ex.10 SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP GYP-EX.TXT 11/1/94 14 Gypsy Subbasin Hydrologic Model for Existing Land Use n ENTER: [d:][path]filename[.ext] OF HYDROGRAPH 1 gyp4-ex.10 ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 1 1 ENTER: [d:][path]filename[.ext] OF HYDROGRAPH 2 gypF-ex.10 ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 2 0 DATA PRINT-OUT: HYDROGRAPH 1: PEAK-Q= 52.45 CFS T-PEAK= 8.17 HRS TT= 1 MINUTES HYDROGRAPH 2: PEAK-Q= 7.53 CFS T-PEAK= 7.83 HRS TT= 0 MINUTES HYDROGRAPH SUM: PEAR-Q= 57.38 CFS T-PEAK= 8.17 HRS TOTAL VOLUME: 1710378CU-FT SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP f ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gyp5-ex.10 SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP n ENTER: [d:](path]filename[.ext] OF HYDROGRAPH 1 gyp5-ex.10 ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 1 2.5 ENTER: [d:][path]filename[.ext] OF HYDROGRAPH 2 gypG-ex.10 ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 2 0 DATA PRINT-OUT: HYDROGRAPH 1: PEAK-Q= 57.05 CFS T-PEAK= 8.17 HRS TT= 2 MINUTES HYDROGRAPH 2: PEAK-Q= 5.85 CFS T-PEAK= 8.00 HRS TT= 0 MINUTES HYDROGRAPH SUM: PEAR-Q= 62.71 CFS T-PEAK= 8.17 HRS TOTAL VOLUME: 1864854CU-FT SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP f ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gyp6-ex.10 SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP n ENTER: [d:][path]filename[.ext] OF HYDROGRAPH 1 gypA-ex.25 GYP-EX.TXT 11/1/94 15 Gypsy Subbasin Hydrologic Model for Existing Land Use ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 1 0 ENTER: [d:][path]filename[.ext] OF HYDROGRAPH 2 gypB-ex.25 ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 2 7.4 DATA PRINT-OUT: HYDROGRAPH 1: PEAK-Q= 19.89 CFS T-PEAK= 8.00 HRS TT= 0 MINUTES HYDROGRAPH 2: PEAK-Q= 13.85 CFS T-PEAK= 8.17 HRS TT= 7 MINUTES HYDROGRAPH SUM: PEAK-Q= 33.74 CFS T-PEAK= 8.17 HRS TOTAL VOLUME: 1062647CU-FT SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP f ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gyp2-ex.25 SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP n ENTER: [d:][path]filename[.ext] OF HYDROGRAPH 1 gyp2-ex.25 ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 1 10 ENTER: [d:][path]filename[.ext] OF HYDROGRAPH 2 gypC-ex.25 ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 2 0 DATA PRINT-OUT: HYDROGRAPH 1: PEAK-Q= 33.74 CFS T-PEAK= 8.33 HRS TT= 10 MINUTES HYDROGRAPH 2: PEAK-Q= 5.18 CFS T-PEAK= 7.83 HRS TT= 0 MINUTES HYDROGRAPH SUM: PEAK-Q= 38.19 CFS T-PEAK= 8.17 HRS TOTAL VOLUME: 1174116CU-FT SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP c ENTER: [d:][path]filename[.ext] OF HYDROGRAPH 3 gypD-ex.25 ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 3 1 DATA PRINT-OUT: HYDROGRAPH S: PEAK-Q= 38.19 CFS T-PEAK= 8.17 HRS TT= 0 MINUTES HYDROGRAPH 3: PEAK-Q= 16.64 CFS T-PEAK= 8.00 HRS TT= 1 MINUTES HYDROGRAPH SUM: PEAR-Q= 54.37 CFS T-PEAK= 8.17 HRS GYP-EX.TXT 11/1/94 16 Gypsy Subbasin Hydrologic Model for Existing Land Use TOTAL VOLUME: 1631089CU-FT SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP f ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gyp3-ex.25 SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP n ENTER: [d:][path]filename[.ext] OF HYDROGRAPH 1 gyp3-ex.25 ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 1 7.1 ENTER: [d:][path]filename[.ext] OF HYDROGRAPH 2 gypE-ex.25 ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 2 0 DATA PRINT-OUT: HYDROGRAPH 1: PEAR-Q= 54.09 CPS HYDROGRAPH 2: PEAR-Q= 23.00 CPS HYDROGRAPH SUM: PEAR-Q= 70.73 CPS TOTAL VOLUME: 2052072CU-FT T-PEAR= 8.33 HRS TT= 7 MINUTES T-PEAR= 7.83 HRS TT= 0 MINUTES T-PEAK= 8.17 HRS SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP f ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gyp4-ex.25 SPECIFY: C - CONTINUE, N - NEW.70B, F - FILE, P - PRINT, S - STOP n ENTER: [d:][path]filename[.ext] OF HYDROGRAPH 1 gyp4-ex.25 ENTER: TRAVEL TIME (MINUTES) DF HYDROGRAPH 1 1 ENTER: [d:][path]filename[.ext] OF HYDROGRAPH 2 gypF-ax.25 ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 2 0 DATA PRINT-OUT: HYDROGRAPH 1: PEAK-Q= 70.43 CPS T-PEAK= 8.17 HRS TT= 1 MINUTES HYDROGRAPH 2: PEAK-Q= 9.60 CPS T-PEAK= 7.83 HRS TT= 0 MINUTES HYDROGRAPH SUM: PEAK-Q= 76.68 CPS T-PEAK= 8.17 HRS TOTAL VOLUME: 2204735CU-FT SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP GYP-EX.TXT 11/1/94 17 Gypsy Scbbasin Hydrologic Model for Existing Land Use R ENTER [d:][path]filename(.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gyps-ex.25 SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP n ENTER: [d:][path]filename[.ext] OF HYDROGRAPH 1 gyp5-ex.25 ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 1 2.5 ENTER: [d:][path]filename[.ext] OF HYDROGRAPH 2 gypG-ex.25 ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 2 0 DATA PRINT-OUT: HYDROGRAPH 1: PEAK-Q= 76.24 CFS T-PEAR= 8.17 HRS TT= 2 MINUTES HYDROGRAPH 2: PEAK-Q= 7.23 CFS T-PEAR= 8.00 HRS TT= 0 MINUTES HYDROGRAPH SUM: PEAK-Q= 83.22 CFS T-PEAK= 8.17 HRS TOTAL VOLUME: 2394474CU-FT SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP f ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gyp6-ex.25 SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP n ENTER: [d:][path]filename[.ext] OF HYDROGRAPH 1 gypa-ex.100 ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 1 0 ENTER: [d:][path]filename[.ext] OF HYDROGRAPH 2 gypb-ex.100 ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 2 7.4 DATA PRINT-OUT: HYDROGRAPH 1: PEAR-Q= 25.12 CFS T-PEAR= 8.00 HRS TT= 0 MINUTES HYDROGRAPH 2: PEAR-Q= 16.80 CFS T-PEAK= 8.17 HRS TT= 7 MINUTES HYDROGRAPH SUM: PEAR-Q= 41.84 CFS T-PEAR= 8.17 HRS TOTAL VOLUME: 1281054CU-FT SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP f ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gyp2-ex.100 GYP-EX.TXT 11/1/94 18 Gypsy Subbasin Hydrologic Model for Existing Land Use SPECIFY: C - CONTINUE, N - NEWJOB, F FILE, P - PRINT, S - STOP n ENTER: [d:][path]filename[.ext] OF HYDROGRAPH 1 gyp2-ex.100 ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 1 10.0 ENTER: [d:][path]filename[.ext] OF HYDROGRAPH 2 gypc-ex.100 ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 2 0 DATA PRINT-OUT: HYDROGRAPH 1: PEAR-Q= 41.84 CFS T-PEAK= 8.33 HRS TT= 10 MINUTES HYDROGRAPH 2: PEAK-Q= 6.10 CFS T-PEAK= 7.83 HRS TT= 0 MINUTES HYDROGRAPH SUM: PEAK-Q= 47.17 CFS T-PEAR= 8.17 HRS TOTAL VOLUME: 1411446CU-FT SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP c ENTER: [d:][path]filename[.ext] OF HYDROGRAPH 3 gypd-ex.100 ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 3 1 DATA PRINT-OUT: HYDROGRAPH S: PEAK-Q= 47.17 CFS T-PEAK= 8.17 HRS TT= 0 MINUTES HYDROGRAPH 3: PEAK-Q= 20.86 CFS T-PEAK= 8.00 HRS TT= 1 MINUTES HYDROGRAPH SUM: PEAK-Q= 67.37 CFS T-PEAK= 8.17 HRS TOTAL VOLUME: 1966291CU-FT SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP f ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gyp3-ex.100 SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP n ENTER: [d:][path]filename[.ext] OF HYDROGRAPH 1 gyp3-ex.100 ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 1 7.1 ENTER: [d:][path]filename[.ext] OF HYDROGRAPH 2 gype-ex.100 ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 2 0 GYP-EX.TXT 11/1/94 19 Gypsy Subbasin Hydrologic Model for Existing Land Use DATA PRINT-OUT: HYDROGRAPH 1: PEAK-Q= 66.98 CFS T-PEAR= 8.33 HRS TT= 7 MINUTES HYDROGRAPH 2: PEAK-Q= 27.23 CFS T-PEAK= 7.83 HRS TT= 0 MINUTES HYDROGRAPH SUM: PEAK-Q= 86.79 CFS T-PEAK= 8.17 HRS TOTAL VOLUME: 2460616CU-FT SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP f ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gyp4-ex.100 SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP n ENTER: [d:][path]filename[.ext] OF HYDROGRAPH 1 gyp4-ex.100 ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 1 1 ENTER: [d:][path]filename[.ext] OF HYDROGRAPH 2 gypF-ex.100 ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 2, 0 DATA PRINT-OUT: HYDROGRAPH 1: PEAR-Q= 86.44 CFS T-PEAR= 8.17 HRS TT= 1 MINUTES HYDROGRAPH 2: PEAR-Q= 11.40 CFS T-PEAK= 7.83 HRS TT= 0 MINUTES HYDROGRAPH SUM: PEAR-Q= 93.83 CFS T-PEAK= 8.17 HRS TOTAL VOLUME: 2640370CU-FT SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP f ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gyp5-ex.100 SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP n ENTER: [d:][path ]filename[.ext] OF HYDROGRAPH 1 gyp5-ex.100 ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 1 2.5 ENTER: [d:I(path)filename[.ext] OF HYDROGRAPHj 2 gypG-ex.100 ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 2 0 DATA PRINT-OUT: HYDROGRAPH 1: PEAK-Q= 93.31 CFS HYDROGRAPH 2: PEAK-Q= 8.41 CFS T-PEAR= 8.17 HRS TT= 2 MINUTES T-PEAK= 8.00 HRS TT= 0 MINUTES GYP-EX.TXT 11/1/94 20 Gypsy Subbasin Hydrologic Model for Existing Land Use HYDROGRAPH SUM: PEAK-Q= 101.42 CFS T-PEAR= 8.17 HRS TOTAL VOLUME: 2860320CU-FT SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP f ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gyp6-ex.100 SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP s GYP-EX.TXT 11/1/94 21 SHEET NO. ( OF ENTRANCO JOB NO. 1 3 4-1-7 — z o PROJECT-i��Sy�'�srni CALCULATIONS FOR MADE BY f,-r DATE o 3► q4 CHECKED BY DATE .. As Sao 3 S , r S ZO, 50`�7' � taw✓ 3 - �. % 5�A�l�' Ai f-- -- go Q Q -. _ ---------- ----Bib-_-_--�---_--- gu---- - ----- -3. �-_:_--_—=-� 11�---..---- -----_�:-_�__-: � OO-- _ 3p�_ _ : Z� — — - 3a: l _ . -s%� :�c.-� i►:��,�. _=�*5=-- ..--- _G_3_�- _ tz S o -- ----- - - - - ���;__ � a^^� �5 sue► �-__ - - - - _ _ ---- -------- - - - ----- ___ __ _..— - - ----- ----- --=- SHEET NO. Z OF ENTRANCO JOB NO. t - / t -_ PROJECT 6"41--)�,"i CALCULATIONS FOR -Tz, MADE BY '�~r- DATE / aq- CHECKED BY DATE A3 o t r s- Q s I SC __: y� g s 3� ►, -7, rl Z _._..1. _.__ 3z6 3z 3 57.6 S%ee3)_ 3z 3 2q 3 Z7 3, o ll�: tee. 3zs=-3o5-..__ _.w)5-----_1:,g =H-V =- ---GD- -__Ss� : fig= : 'z�:------�3--__ - _•3s"_-� _ _.. - _ - �-1_ SHEET NO. 3 OF ENTRANCO JOB NO. PROJECT -- CALCULATIONS FOR MADE BY -ST- DATE CHECKED BY DATE 2,3o .209 t 7 z l S- 1 !, s 1 tt S T>c t oQ ! -M 170 I j 1, / sr-.,i%w D S60 I -To 7 s 7o t ��o - 27 : : zs: e 1S �G, 3. ski 9r�ss_.-•_ _ == S7�0 4- GZ,g c v, z 3=-:. 73 :. 7,1-"n -- -r • --- _.....SRG-~. f::---• - --sic -53 _- Pa�-b -�� ---zs`--,w.; eSHEET NO. OF ENTRANCO JOB NO. J- ¢- PROJECT 61(2 CALCULATIONS FOR 7i- MADE BY ;ST DATE , ► ,,6, CHECKED BY DATE Soo Z9v -3 & �3 3 5"5-0 ZS Zi-7 4c,1 C3 Z7D Z� - Z�Z - - 3,-�--st�W�-- LANDUSEALS TOTAL EI EI El PERV PERV SUBBASIN AREA AREA _CN 98.0 % AREA CN Tc (min) A 104.4 5.7 5.4 98.7 81.7 75.8 B 49.8 7.3 98.0 14.7 42.5 85.6 63.3 C 12.0 2.8 98.0 23.0 9.2 90.0 39.1 D 70.1 4.8 98.0 6.8 65.3 81.7 51.0 F 47.8 19.0 5.3 98.0 98.0 39.7 29.9 28.8 12.3 84.6 86.0 23.9 15.4 E .6 G 18.9 9.4 98.0 49.7 9.5 90.0 62.8 1 1 /1 /94 4:55 PM Page 1 LANDUSE.XLS CURRENT CONDITIONS SUBBASIN AREAS BY SOIL GROUP AND LAND USE (ACRES) SOIL CLASS B B B B C C C C D D D D TOTAL SUBBASIN\LU FOREST LDR MDR COMM FOREST LDR MDR COMM FOREST LDR MDR COMM AREA A 13.5 12.1 O 0 34.8 28.0 16.0 0 0 0 0 O 104.4 B 0 0 3.6 O 0 20.8 25.4 0 0 0 0 0 49.8 C 0 0 0 0 0 0 0 0 0 9.2 0 2.8 12.0 D 6.3 20.0 2.8 0 13.7 16.1 11.2 0 0 0 0 0 70.1 E 0 O 0 0.6 8.6 7.2 13.9 14.4 0 0 0 3.1 47.8 F 0 0 0 0 0 8.6 4.4 4.6 0 0 0 0 17.6 G 0 0 0 0 0 0 0 0 (mostly paved freeway) 18.9 Note: Basin numbers correspond to those shown in figure x. SUBBASIN PERVIOUS AREAS (ACRES) SOIL CLASS B B B B C C C C D D D D TOTAL SUBBASIN\LU FOREST LDR MDR COMM FOREST LDR MDR COMM FOREST LDR MDR COMM AREA A 13.4 11.6 0.0 0.0 34.5 26.9 12.4 0.0 0.0 0.0 0.0 0.0 98.7 B 0.0 0.0 2.8 0.0 0.0 20.0 19.7 0.0 0.0 0.0 0.0 0.0 42.5 C 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 8.8 0.0 0.4 9.2 D 6.2 19.2 2.2 0.0 13.6 15.5 8.7 0.0 0.0 0.0 0.0 0.0 65.3 E 0.0 0.0 0.0 0.1 8.5 6.9 10.8 2.1 0.0 0.0 0.0 0.4 28.8 F 0.0 0.0 0.0 0.0 0.0 8.3 3.4 0.7 0.0 0.0 0.0 0.0 12.3 G 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 9.5 18.9 SOIL CLASS => B B B C C C D D D SUBBASIN El AREA PERV ARE CN-PERV El AREA PERV AREA CN-PERV El AREA PERV ARE CN-PERV A 0.6 25.0 75.7 5.1 73.7 83.7 0.0 0.0 0.0 B 0.8 2.8 80.0 6.5 39.7 86.0 0.0 0.0 0.0 C 0.0 0.0 0.0 0.0 0.0 0.0 2.8 9.2 90.0 D 1.5 27.6 78.2 3.3 37.7 84.2 0.0 0.0 0.0 E 0.5 0.1 80.0 15.8 28.3 84.5 2.7 0.4 90.0 F 0.0 0.0 0.0 5.3 12.3 86.0 0.0 0.0 0,0 G 0.0 0.0 0.0 0.0 0.0 0.0 9.4 9.5 90.0 10/31 /94 5:38 PM Page 1 LANDUSE.XLS CURVE NUMBER B-CN C-CN D-CN EIA COMM 80 86 90 86% FOREST 72 81 86 1% LDR 80 86 90 4% MDR 80 R6 90 22% CN C-CN D-CN FOREST 72 81 86 LDR 80 86 90 MDR 80 86 90 COMM 80 86 90 10/31 /94 1 :42 PM Page 3 Gypsy Subbasin Hydrologic Model for Future Land Use SBUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPH STORM OPTIONS: 1 - S.C.S. TYPE-1A 2 - 7-DAY DESIGN STORM 3 - STORM DATA FILE SPECIFY STORM OPTION: 1 S.C.S. TYPE-1A RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES) 2,24,2.00 ---------------------------------------------------------------------- ******************** S.C.S. TYPE-lA DISTRIBUTION ******************** ********* 2-YEAR 24-HOUR STORM **** 2.00" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 54.3,84.5,50.1,98,15.1 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 104.4 54.3 84.5 50.1 98.0 15.1 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 28.78 7.83 473322 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gypA-fu.2 SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP c ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 2 25.9,85.6,23.9,98,19.1 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 49.8 25.9 85.6 23.9 98.0 19.1 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 13.25 7.83 230885 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gypB-fu.2 SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP C ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 3 2.2,90,9.8,98,18.7 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 12.0 2.2 90.0 9.8 98.0 18.7 GYP-FU.TXT 11/10/94 1 Gypsy Subbasin Hydrologic Model for Future Land Use PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 4.38 7.83 71647 ENTER (d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gypC-fu.2 SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP c ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 4 32.1,84,38,98,43.8 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 70.1 32.1 84.0 38.0 98.0 43.8 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 13.64 7.83 328375 ENTER (d:](path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gypD-fu.2 SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP c ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN,NO. 5 17.3,86.1, 38,30.5, 98, 23.9 DATA PRINT-OUT: AREA(ACRES) 47.8 PEAK-Q(CFS) 13.65 PERVIOUS A CN 17.3 86.1 T-PEAK(HRS) 7.83 IMPERVIOUS A CN 30.5 98.0 VOL(CU-FT) 248826 TC(MINUTES) 23.9 ENTER [d:][path)filename(.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gypE-fu.2 SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP c ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 6 4.5,86,13.1,98,13.2 DATA PRINT-OUT: AREA(ACRES) PEr =:OUS IMPERVIOUS TC(MINUTES) A CN A CN 17.6 4.5 86.0 13.1 98.0 13.2 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 6.45 7.83 98116 ENTER (d:I(path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gypF-fu.2 SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP n STORM OPTIONS: GYP-FU.TXT 11/10/94 2 Gypsy Subbasin Hydrologic Model for Future Land Use 1 - S.C.S. TYPE-lA 2 - 7-DAY DESIGN STORM 3 - STORM DATA FILE SPECIFY STORM OPTION: 1 S.C.S. TYPE-1A RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES) 10,24,2.90 ---------------------------------------------------------------------- ******************** S.C.S. TYPE-lA DISTRIBUTION ******************** ********* 10-YEAR 24-HOUR STORM **** 2.90" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 54.3 84.5 50.1 98 15.1 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 104.4 54.3 84.5 50.1 98.0 15.1 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 48.29 7.83 773417 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gypA-fu.10 SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP c ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 2 25.9 85.6 23.9 98 19.1 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 49.8 25.9 85.6 23.9 98.0 19.1 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 22.12 7.83 375796 ENTER (d:)[path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gypB-fu.10 SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP c ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 3 2.2,90,9.8,98,18.7 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 12.0 2.2 90.0 9.8 98.0 18.7 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 6.68 7.83 109740 GYP-FU.TXT 11/10/94 3 Gypsy Subbasin Hydrologic Model for Future Land Use ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gypC-fu.10 SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP C ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 4 32.1,84,38,98,43.8 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 70.1 32.1 84.0 38.0 98.0 43.8 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 22.64 7.83 530558 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gypD-fu.10 SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP C ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 5 17.3,86.1,30.5,98,23.9 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 47.8 17.3 86.1 30.5 98.0 23.9 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 21.81 7.83 393031 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gypE-fu.10 SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP C ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 6 4.5,86,13.1,98,13.2 DATA PRINT-OUT: AREA(ACRES) 17.6 PEAK-Q(CFS) 10.03 PERVIOUS A CN 4.5 86.0 T-PEAK(:�S) 7.83 IMPERVIOUS A CN 13.1 98.0 VOL(CU-FT) 152476 TC(MINUTES) 13.2 ENTER [d:](path)filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gypF-fu.10 SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP n STORM OPTIONS: 1 - S.C.S. TYPE-lA 2 - 7-DAY DESIGN STORM GYP-FU.TXT 11/10/94 4 Gypsy Subbasin Hydrologic Model for Future Land Use 3 - STORM DATA FILE SPECIFY STORM OPTION: ■ 1 S.C.S. TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES) 25,24,3.44 ---------------------------------------------------------------------- ******************** S.C.S. TYPE-lA DISTRIBUTION ******************** ********* 25-YEAR 24-HOUR STORM **** 3.44" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 54.3, 84.5, 50.1, 98, 15.1 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 104.4 54.3 84.5 50.1 98.0 15.1 PEAR-Q(CFS) T-PEAR(HRS) VOL(CU-FT) 60.52 7.83 960660 ENTER (d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gypA-fu.25 SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP C ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 2 25.9, 85.6, 23.9, 98, 19.1 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 49.8 25.9 85.6 23.9 98.0 19.1 PEAR-Q(CFS) T-PEAR(HRS) VOL(CU-FT) 27.66 7.83 465903 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gypB-fu.25 SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP c ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(I)QERV), TC FOR BASIN NO. 3 2.2, 90, 9.8, 98, 18.7 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 12.0 2.2 90.0 9.8 98.0 18.7 PEAR-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 8.06 7.83 132806 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gypC-fu.25 GYP-FU.TXT 11/10/94 5 Gypsy 5ubbasin Hydrologic Model for Future Land Use SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP c ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 4 32.1, 84, 38, 98, 43.8 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 70.1 32.1 84.0 38.0 98.0 43.8 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 28.29 7.83 656302 ENTER (d:](path)filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gypD-fu.25 SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP c ----------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 5 17.3, 86.1, 30.5, 98, 23.9 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 47.8 17.3 86.1 30.5 98.0 23.9 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 26.81 7.83 481655 ENTER (d:)[path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gypE-fu.25 SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP c ---------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 6 4.5, 86, 13.1, 98, 13.2 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 17.6 4.5 86.0 13.1 98.0 13.2 PEAR-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 12.20 7.83 185668 ENTER (d:)[path]filena.,ne[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gypF-fu.25 SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP n STORM OPTIONS: 1 - S.C.S. TYPE-lA 2 - 7-DAY DESIGN STORM 3 - STORM DATA FILE SPECIFY STORM OPTION: GYP-FU.TXT 11/10/94 6 Gypsy Subbasin Hydrologic Model for Future Land Use 1 S.C.S. TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES) 100, 24, 3.9 ---------------------------------------------------------------------- ******************** S.C.S. TYPE-lA DISTRIBUTION ******************** ********* 100-YEAR 24-HOUR STORM **** 3.90" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 54.3, 84.5, 50.1, 98, 15.1 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 104.4 54.3 84.5 50.1 98.0 15.1 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 71.11 7.83 1122893 ENTER [d:](path]filename(.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gypA-fu.100 SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP c ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 2 25.9, 85.6, 23.9, 98, 19.1 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 49.8 25.9 85.6 23.9 98.0 19.1 PEAR-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 32.45 7.83 543847 ENTER [d:][path]filename(.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gypB-fu.100 SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP c ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 3 2.2, 90, 9.8, 98, 18.7 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 12.0 2.2 90.0 9.8 98.0 18.7 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 9.24 7.83 152527 ENTER (d:)(path)filename[.ext) FOR STORAGE OF COMPUTED HYDROGRAPH: gypC-fu.100 SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP c ---------------------------------------------------------------------- GYP-FU.TXT 11/10/94 7 Gypsy Subbasin Hydrologic Model for Future Land Use ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 4 32.1, 84, 38, 98, 43.8 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 70.1 32.1 84.0 38.0 98.0 43.8 PEAR-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 33.19 7.83 765109 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gypD-fu.100 SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP c ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 5 17.3, 86.1, 30.5, 98,23.9 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 47.8 17.3 86.1 30.5 98.0 23.9 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 31.12 7.83 557929 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: gypE-fu.100 SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP c ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 6 4.5, 86, 13.1, 98, 13.2 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 17.6 4.5 86.0 13.1 98.0 13.2 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 14.07 7.83 214156 ENTER (d:)[path]filename(.ext) FOR STO?AGE OF COMPUTED HYDROGRAPH: gypF-fu.100 SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP GYP-FU.TXT 11/10/94 8 FUT-LUALS TOTAL El El El PERV PERV SUBBASIN AREA AREA CN % AREA CN Tc (min) A 104.4 50.1 98.0 48.0 54.3 84.5 15.1 B 49.8 23.9 98.0 48.0 25.9 85.6 19.1 C 12.0 9.8 98.0 81.4 2.2 90.0 18.7 D 70.1 38.0 98.0 54.2 32.1 84.0 43.8 E 47.8 30.5 98.0 63.8 17.3 86.1 23.9 F 17.6 13.1 98.0 74.4 4.5 86.0 13.2 G 18.9 9.4 98.0 49.7 9.5 90.0 62.8 �y t r 11 /9/94 12:14 PM Page 1 FUT-LU.XLS FUTURE CONDITIONS SUBBASIN AREAS BY SOIL GROUP AND LAND USE (ACRES) SOIL CLASS SUBBASIN\LU A B B SF RES 25.6 3.6 B MIX B COMM B C C C C D SF-RES D MIX-RES D D TOTAL COMM SF RES 78.8 46.2 MIX-RES COMM COMM COMM COMM AREA 104.4 49.8 C 1.3 10.7 12.0 D 3.6 17.1 8.4 38.2 2.8 70.1 E 0.6 27.7 16.4 3.1 47.8 F G 0 0 0 0 Basin numbers correspond to those shown in figure x. 5.2 0 O 12.4 O 0 (most/y paved f�eaway) 17.6 18.9 Note: SUBBASIN PERVIOUS AREAS WC-RES) SOIL CLASS B B B B C C C C D D D D TOTAL SUBBASIN\LU A B C D E F SF RES 13.3 1,9 0.0 1.9 0.0 0.0 MIX-RES 0.0 0.0 0.0 7.9 0.0 0.0 COMM 0.0 0.0 0.0 1.2 0.1 0.0 COMM 0.0 0.0 0.0 0.0 0.0 0.0 SF-RES 41.0 24.0 0.0 19.9 14.4 2.7 MIX-RES 0.0 0.0 0.0 1.3 0.0 0.0 COMM 0.0 0.0 0.0 0.0 2.4 1.8 COMM 0.0 0.0 0.0 0.0 0.0 0.0 SF-RES 0.0 0.0 0.7 0.0 0.0 0.0 MIX-RES 0.0 0.0 0.0 0.0 0.0 0.0 COMM 0.0 0.0 1.6 0.0 0.4 0.0 COMM 0.0 0.0 0.0 0.0 0.0 0.0 AREA 54.3 25.9 2.2 32.1 17.3 4,5 G O.O 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 9.5 18.9 SOIL_ CLASS -> B B B C C C D D D SUBBASIN A B C El AREA 12.3 1.7 0,0 PERV ARE 13.3 1.9 0.0 C": PERV 80.0 80.0 0.0 El AREA 37.8 22.2 0.0 PERV AREA 41.0 24.0 0.0 CN-PERV 86.0 86.0 0.0 El AREA 0.0 0.0 9.8 PERV ARE 0.0 0.0 2.2 CN-PERV 0.0 0.0 90.0 D E F G 18.1 0.5 0.0 0.0 11.0 0.1 0.0 0.0 80.0 80.0 0.0 0.0 19.2 27.3 13.1 0.0 21.2 1 E.8 4.5 0.0 86.0 86.0 86.0 0.0 0.0 2.7 0.0 9.4 0,0 0.4 0.0 9.5 0.0 90.0 0.0 90.0 1 1 /3/94 10:26 AM Page 1 FUT-LU.XLS CURVE NUMBERS B-CN C-CN D-CN EIA COMM 80 86 90 86% MIX-RES 80 86 90 54% SF-RES 80 86 90 48% x 80 86 90 22% B-CN C-CN D-CN COMM 80 86 90 MIX-RES 80 86 90 SF-RES 80 86 90 x 80 86 90 SHEET NO. OF ENTRANCO JOB NO. PROJECT CALCULATIONS FOR F•�r �2� Lr"+� VSE _ L MADE BY -;'r DATE 0- 4 -oiCHECKED BY DATE L Z !oo zoo IS ro,5- i3G 7600 Zw d 9z V-r �t1• S cc 64 i J-), �o/IG ��•�Ot N- - - -zlW z � _ -- -- - r ff 5 C A --A3 --i- = Z `o---= Z° s: 1-7 Z. -- �G I o0 11 Z 70 Z 7 0.4 .5 1 io Zr> 61 L -S g�3Rsr t,I G -APPs"-y Tl� - 6z r&....., r,,Z APPENDIX C Future Detention Model and Runoff Summary Tables PROCEDURE FOR MODELING FUTURE STORMWATER DETENTION: Based cn using SSUH generated hydi.graphs 1. Generate hydrographs for future land use scenario 2. Assume 1 0,0% of newly developed commei - ial (those areas of subbasins C, E, F which are currently rot in commercial use`, 80% of newly developed residential areas (areas of subbasins A, B, D converted from forested land use), and 25% -f existing residential areas (to reflect redevelopment of existing low density c, aas), will drain to R/D facilities. Subbas':: Gwill be unchanged (already developed as interstate 405). Also assur; 85% efficiency/capture factor for RID facilities, which will be applied to effe-tively reduce the area draining to a facility. y. Calculath:.-,ew peak runoff rate assuming detained flows. are released at the runoff rate for design storms under existing land uses: Q,f adjusted.= (1 �'e)•(Q�f) + D•e;(Qp.,,) where: f = peak flow in future scenario QP" = peak flow for existing land use D = portion of basin draining to R/D facility (0 to 1) e = efficiency factor Travel times are neglected in summing flows at nodes. This simplifies calculations significantly, and is justified because the hydrograph travel times are all less than the time step used in the SBUH model. (Travel times range from 1 to 10 minutes. Model timestep in KC HYD program is 10 minutes.) 4. Runoff volumes will be the same whether or not detention is used. -Se-97attac-hmer t--(q_� DET ASSM.WPS 11/21/94 blt Page - 1 Q SUM.XLS r n; Fkrw Rites end Votu nas Generated In AtoAd Subbsalns for Current land Use Subbasin 92 Ya 914 Y14 YM A 8.0 261,923 14.2 509,032 19.9 $71,815 M1 815,790 8 5.4 172,914 10.6 306,290 13.9 390,843 111.9 465,238 C 24 54,140 4.1 89,868 5.2 111,444 8.1 130,404 0 5.1 150,312 120 347,M 16.7 458,941 20.9 554,827 E 10.5 202,154 18.1 338,550 23.0 420.949 77.2 494,261 F 4.3 71,874 7.5 121,495 9.6 152,892 11.4 179,800 G 3.8 97,056 5.9 154,496 7.2 189,706 8.4 219,966 Flow Rates and Volumes Delivered be Nodes for Current Land Use Node 92 Y2 414 Y10 V100 1 5.4 172,91A 10.8 308,290 13.9 390,813 16.9 465,238 2 11.3 434,771 24.7 815,345 33.7 1,062,647 41.8 1,2281,054 3 18.3 669,239 39.8 1,252,320 54.4 1,631,089 67.4 1,966,291 4 25.7 871,422 527 1,588,896 70.7 Z05ZO72 66.8 2,460,616 5 28.4 943,302 57.4 1,710,378 76.7 2,M4,735 918 2.640,370 6 31.7 1.040,448 627 1,864,854 83.2 2394,474 101.4 2,860.320 flow Rates and Volumes Generated In Model Subbaslns for future Land Use (assumes no deterrdory Subbasin C Y2 '1 V1Q Q100 V100 A 28.8 473,322 48.3 773,417 60.5 960,660 71.1 1,122,893 B 13.3 230,685 221 375,798 27.7 485,9M 325 543,847 C 4.4 71,647 6.7 109,740 &1 =808 9.2 1!iz527 0 13.6 328,375 226 530,558 28.3_ 856,302 33.2 765,109 E 13.7 248,826 21.8 393,C31 26.8 481.655 31.1 557,929 F 6.5 98,116 10.0 152,476 122 185,668 14.1 214,156 G 3.6 97,056 5.9 154.496 7.2 189,706 8.4 219.%6 Flow Rates and Volumes Delivared to Nodes for Future Land Use (assumes no d andor4 Node (�2 CQ1Q Vie Yz C 1QQ vi 00 1 13.3 230,885 271 375,796 27.7 465,903 32.5 543,847 2 40.5 704,219 68.1 1,149,204 85.2 1,426,601 100.2 1,669,710 3 57.8 1,104,216 96.2 1,789,404 120.1 2-215,614 140.9 2,584,410 4 66.9 1,353,030 110.3 2,182,415 137.3 2.697.239 160.7 3,142,305 5 70.6 1,451,184 116.0 2,334,877 144.2 2,882,917 168.7 3,356,461 6 73.7 1,548,288 121.2 2.489,340 150.5 3,072,588 176.1 3.576,402 Estimation of Areas Served by R!D Facilklea after Bultd-Out ai areas hren !n acres COMMERCIAL RESIDENTIAL BASIN Subbasin Area Det E"T. Current Future 221. Cuma Future New Qet. Redev. Det DET. A 104.4 85% 100% 56.1 104.4 60% 25% 35% B 49.8 115% 100% 49.8 49.8 25% 21% C 120 85% 28 10.7 100% WA 0 70.1 85% 8.4 100% 50.1 61.7 60% 25% 34% E 47.8 85% 18.1 20.1 100% 21A 27.7 60% 25% 20% F 17.6 85% 4.6 124 100% 38% G 18.9 85% 100% 0% Flow Rates Generated In Model Subbaslns for Future Land Use (assumes detention) Appr- Subbasin %Q to Der Fac. 92 CQ10 Q1100 Storage (c.f.) A 8 35 21 20.6 11.6 36.4 19.7 48.3, 6\� 24.7 55.0 ; 29.1 y ,j0 21,100 2.600 C 56 3.3 5.2 6.4 7.5 ( 2,700 D 34 10.8 19.0 24.4 29A fi 7,800 E 20 13.0 21.1 26.0 30.3 1,500 F 38 5.6 9.1 11.2 1&1 1,200 G 0 3.6 5.9 7.2 8.4 0 Note: i6Q to Cat Far-' includes efficiency factor Flow Rates and Volumes Dellvered to Nodes for Future Land Use (assumes derendon) Node 02 � V10 925 V0 Q100 V100 1 11.6 230,aa5 19.7 375,796 24.2 465,903 28.4 543.847 2 324 703,499 55.7 1,149,437 67.5 1,426,367 79.8 1,669,091 3 46.2 1,100,808 79.2 1,785,180 96.8 2210,513 114.5 2582,586 4 57.2 1,349,736 96.2 2,178,299 119.1 2,691,407 140.5 3,139.858 5 628 1,447,852 105.3 2,330,775 130.3 2,877,075 153.5 3,354,014 <. 6 66.4 1,544.908 111.2 2.495.271 137.5 3,066,781 161.9 3.573,980 <. I unphased sum ' unphased sum 12/29194112:11 PM1bh Page 1 Q SUM.XLS Flow Rates and Volumes Ganeratad In Model Subbasins for Current Land Use Subbasin 92 )a C(1Q V10 Q25 VM Q100 V100 A 6.0 261,923 14.2 509,032 19.9 671.815 25.1 815,790 B 5.4 172,914 10.6 306,290 13.9 390,843 16.9 465,238 C 2.4 54,140 4.1 89,668 5.2 111,444 6.1 130,404 D 5.1 180,312 12.0 347.279 16.7 456,941 20.9 554,827 E 10.5 202,154 18.1 336,559 23.0 420,949 27.2 494,261 F 4.3 71,874 7.5 121,495 9.6 152,692 11.4 179,800 G 3.6 97,056 5.9 154,496 7.2 189,706 8.4 219,966 Flow Rates and Volumes Delivered to Nodes for Current Land Use Node g_2 �a Q110 V10 Q25 V25 (.10Q V100 1 5.4 172,914 10.6 306,290 13.9 390,843 16.9 465,238 2 11.3 434,771 24.7 815,345 33.7 1,062.647 41.8 1.281,054 3 18.3 669,239 39.8 1,252,320 54.4 1,631,089 67.4 1,966,291 4 25.7 871.422 52.7 1,588,896 70.7 2,052.072 86.8 2,460,616 5 28.4 943,302 57.4 1,710,378 76.7 2,204,735 93.8 2,640,370 6 31.7 1,040,448 62.7 1, 864.854 83.2 2,394,474 101.4 2,860,320 Flow Rates and Volumes Generated In Model Subbasins for Future Land Use (assumes no detandon) Subbasin "1Q V10 Q100 VQQ A 28.8 473,322 48.3 773,417 60.5 960,660 71.1 1,122,893 B 13.3 230,885 22.1 375,796 27.7 465,903 32.5 543,847 C 4.4 71.647 6.7 109,740 8.1 132,806 9.2 152,527 D 13.6 328,375 22.6 530,558 28.3 656,302 33.2 765,109 E 13.7 248,826 21.8 393,031 26.8 481,655 31.1 557,929 F 6.5 98,116 10.0 152,476 12.2 185,668 14.1 214,156 G 3.6 97,056 5.9 154, 496 7.2 189,706 8.4 219,966 Flow Rates and Volumes Delivered to Nodes for Future Land Use (assumes no detention) Node Q2 V2 GQ10 V10 025 V25 Q100 V100 1 13.3 230,885 211 375,796 27.7 465,903 32.5 543.847 2 40.5 704,219 68.1 1,149,204 85.2 1,426,601 100.2 1.669,710 3 57.8 1,104,216 96.2 1.789,404 120.1 2,215,614 140.9 2.584,410 4 66.9 1,353,030 110.3 2,182,415 137.3 2,697,239 160.7 3,142,305 5 70.6 1,451,184 116.0 2,334,877 144.2 2,882,917 168.7 3,356,461 6 73.7 1,548,288 121.2 2,489,340 150.5 3,072,588 176.1 3,576,402 Estimation of Areas Served by RID Facilities after Build -Out ag areas gtven in acres COMMERCIAL RESIDENTIAL BASIN Subbasin Area Det. Ell. Current Future Det. Current Future New Det. Redev. Det. DET. A 104.4 85% 100% 56.1 104.4 60% 25% 35% B 49.8 85% 100% 49.8 49.8 25% 21% C 12.0 85% 2.8 10.7 100% 56% D 70.1 85% 8.4 100% 50.1 61.7 60% 25% 34% E 47.8 85% 18.1 20.1 100% 21.1 27.7 60% 25% 20% F 17.6 85% 4.6 12.4 100% 38% G 18.9 85% 100°n' 1 0% Flow Rates Generated In Model Subbasins for Future Land Use (assumes detention) Approx Subbasin %Q to Det. Fac. C-2 Q11_0 925 Q100 Storaoe (c.f.) A 35 20.8 36.4 46.3 55.0 21,100 B 21 11.6 19.7 24.7 29.1 2,600 C 56 3.3 5.2 6.4 7.5 2,700 D 34 10.8 19.0 24.4 29.0 7, 800 E 20 13.0 21.1 26.0 30.3 1,500 F 38 5.6 9.1 11.2 13.1 1.200 G 0 3.6 5.9 7.2 8.4 0 Note: '%Q to Det. Fac.' includes efficiency factor Flow Rates and Volumes Delivered to Nodes for Future Land Use (assumes detention) Node Q22 Vim' Q10 V10 225 V25 Q100 V100 1 11.6 230,885 19.7 375,796 24.2 465,903 28.4 543,947 2 32.4 703,499 55.7 1,149,437 67.5 1,426,367 79.8 1,669,091 3 46.2 1,100.808 79.2 1,785,180 96.8 2,210.513 114.5 2,582.586 4 57.2 1,349,736 96.2 2,178,299 119.1 2,691,407 140.5 3,139. &58 5 62.8 1,447,852 105.3 2,330,775 130.3 2,877,075 153.5 3,354,014 6 66.4 1,544,906 111.2 2,485,271 137.5 3,066,781 161.9 3,573,980 <- unphased sum - unphased sum 4/3/95\2:39 PM\blt Page 1 APPENDIX D Hydrologic Model Comparisons COMPAREALS Table 01: Unit Area Discharge Rites for Existing Gypsy Land Uses Subbasin ar-ea Q2 cWacre Q1Q cfslacre cfs/acTe Q100 !c slacre A 10-4.4 5.4 6.0 0.06 14.2 0.14 19.9 0.19 25.1 0.24 8 49.8 14.7 5.4 0.11 10.6 0.21 13.9 0.28 16.9 0.34 C 120 23.0 24 0.20 4.1 0.34 5.2 0.,., 6.1 0.51 D 70.1 6.8 5.1 0.07 12-0 0.17 16.7 0.24 20.9 0.30 E 47.3 39.7 10.5 0.22 18.1 0.38 23.0 0.43 27.2 0.57 F 17.6 29.9 4.3 0.24 7.5 0.43 9.6 0.55 11.4 0.65 G 16.9 49.7 3.5 0.19 5.9 0.31 7.2 0.38 8.4 0.44 total Gypsy 320.6 17 31.7 0.10 62.7 0.20 83.2 0.26 101.4 0.32 r4n 12-0 5.4 2.4 0.06 4.1 0.14 5.2 0.19 6.1 0.24 avg 43.8 24.2 5.3 0.16 10.3 0.28 13.6 0.36 16.6 0.44 max 1 C4.4 49.7 10.5 0.24 18.1 0.43 23.0 0.55 27.2 0.65 Table= Unit Area Discharge Rates far Future Gypsy Lana:.as Subbasin area � 92 cfsla:a aIA `C,32cre Q2� cfs/acre Q100 fc s/ac_e A 104.4 48.0 20.8 0.20 36.4 0.35 46.3 0.44 55.0 0.53 B 49.8 48.0 11.5 0.23 19.7 0.39 24.7 0.50 29.1 0.59 C 12.0 81.4 3.3 0._' 5.2 0.44 6.4 0.54 7.5 0.62 D 70.1 54.2 10.8 0.15 19.0 0.27 24.4 0.35 29.0 0.41 E 47.8 63.3 13.0 0.27 21.1 0.44 26.0 0.54 W.3 0.63 F 17.6 74.4 5.6 0.32 9.1 0.52 11.2 0.64 13.1 0.74 G 18.9 49.7 3.6 0.19 5.9 0.31 7.2 0.38 8.4 0.44 total Gypsy 320.6 54 66.4 0.21 111.2 0.35 137.5 0.43 161.9 0.51 rrrn 12.0 48.0 3.3 0.15 5.2 0.27 6.4 0.35 7.5 0.41 avg 45.8 59.9 9.8 0.23 16.6 0.39 20.9 0.48 24.6 0.57 max 104.4 81.4 20.8 0.32 36.4 0.52 46.3 0.64 55.0 0.74 USGS comparisons: May Cr. (ma) 8000 0.027 0.048 0.060 0.073 Coal Cr. (urban) 4352 0.036 0.059 0.076 0.109 HSPF - moderately sloped till Rural 10 0.090 0.150 0.130 0.230 Residential 10 0.140 0.240 0.290 0.370 Commercial 10 0.280 0.400 0.460 0.570 SBUH N. Renton Urban 87 0.183 0.309 0.382 0.458 Mbc 38 0.112 0.228 0.301 0.379 12129/94 2:45 PM btt Page 1 Elevation Data SHEET NO. l OF e ENTRANCO Jos NO. L- q o, - z v PROJECT ,1 Pslj CZ svq l � SI N �yncysr S CALCULATIONS FOR 'G,-c,G x/A-r )a Q DA-tA T, D A7 v Ivi MADE BY 9I DATE - G -,l 4 CHECKED BY DATE SvRvEy _ _ RcNTorj �rr. L►�r N71UN cr 1d: ELF t!. 13. 9 4 1, 06 E' q rco Avl, ?• /-n4 � 1•q S � CRE��.�ED a-/ L�c�ct.1�1 S7 ER [S��so�nL ?,jhjVE Zo.od -1. Z1.9s) U, 5. 6.5, D4 SSA 1��CL }l.L,L,W o.as' 13- 01 as )S,07 o. ea' 6.93 GvLvr-P-T ) = 6,c 3 7 /3.q �: Zo.go ' (M�L►+�) %tli4`►�z Ly��� C,� 9AM� �-)-9¢ = Z.v,90 t /•06 Zl.g6' N1L�a✓ CoJ'��i1 � LD Tb ZI. q S7 �ic4KMA5T,64) co APPENDIX F EXTRAN Input File ID CONVERSION TABLE JUNCTIONS FEATURE Figure 5 ID# EXTRAN ID# Downstream Upstream PIPES Pi 101 1100 1101 P2 103 1102 1103 P3 104 1103 1104 P4 105 1104 1105 P5 106 1105 1106 P6 117 1106 1117 P7 118 1117 1118 P8 119 1118 1110 P9 107 1106 1107 P10 108 1107 1108 P11 129 1108 1129 P12 109 1108 1109 P13 110 1109 1110 SWALES S1 1102 S2 1103 PONDS D1 1129 D2 1110 D3 1106 WEIR M3 2118 La Washington none 1100 ID CONV.XLS 4/3/96 SLT SW 1 0 0 MM3101112 $EXTRAN Al 'Extran input file for the Gypsy Subbasin' Al '25-year existing hydrographs' B1 28800 3.0 0.0 0 300 300 0 B2 0 1 12.566 30 0.05 B3 5 4 5 4 3 B4 1101 1103 1106 1129 1110 B5 101 104 117 107 B6 1101 1103 1106 1129 1110 B7 101 104 117 107 B8 1 104 * PIPES BEGINING AT LAKE WASHINGTON C1 101 1101 1100 0.0 1 0.0 2.0 0.0 490.0 0.0 0.97 .024 0.0 0.0 Cl 102 1102 1101 0.0 6 0.0 7.7 6.0 125.0 0.0 0.0 .06 2.0 2.0 Cl 103 1103 1102 0.0 1 0.0 2.0 0.0 46.0 0.0 0.0 .012 0.0 0.0 Cl 104 1104 1103 0.0 1 0.0 2.0 0.0 55.0 0.0 0.0 .012 0.0 0.0 * ARCH PIPE BELOW SEWER LINE Cl 105 1105 1104 0.0 4 3.19 1.5 2.5 32.0 0.0 0.0 .024 0.0 0.0 Cl 106 1106 1105 0.0 1 0.0 2.0 0.0 52.0 0.0 0.0 .024 0.0 0.0 Cl 107 1107 1106 0.0 1 0.0 2.0 0.0 185.0 0.0 0.0 .012 0.0 0.0 C1 108 1108 1107 0.0 1 0.0 2.0 0.0 47.0 0.0 0.0 .012 0.0 0.0 C1 109 1109 1108 0.0 1 0.0 2.0 0.0 48.0 0.0 0.0 .024 0.0 0.0 C1 110 1110 1109 0.0 1 0.0 2.0 0.0 147.0 0.0 0.0 .024 0.0 0.0 * OVERFLOW PATHWAY FROM SOUTH DENNY'S POND Cl 117 1117 1106 0.0 1 0.0 4.0 0.0 200.0 0.0 0.0 .012 0.0 0.0 C1 118 1118 1117 0.0 1 0.0 3.5 0.0 183.0 0.0 0.0 .012 0.0 0.0 C1 128 1118 1117 0.0 1 0.0 3.5 0.0 183.0 0.0 0.0 .012 0.0 0.0 C1 119 1110 2118 0.0 1 0.0 5.0 0.0 50.0 0.0 0.0 .024 0.0 0.0 * CONNECTION TO NORTH DENNY'S POND Cl 129 1129 1108 0.0 1 0.0 2.0 0.0 46.0 0.0 0.0 .024 0.0 0.0 * * UNCTIONS * LAKE WASHINGTON D1 1100 22.00 13.00 0.0 0.0 * * SWALE S1 D1 1101 22.28 14.52 0.0 0.0 D1 1102 22.28 14.53 0.0 0.0 * *SWALE S2 D1 1103 22.91 15.01 0.0 0.0 * ABOVE PIPE P3 D1 1104 26.0 18.56 0.0 0.0 * ABOVE PIPE P4 * REMOVE REVERSE SLOPE D1 1105 25.77 18.57 0.0 0.0 D1 1106 25.77 19.69 0.0 0.0 * ABOVE PIPE P9 (RAISE OVERFLOW ELEVATION TO MATCH ROAD CROWN) D1 1107 26.77 20.25 0.0 0.0 * ABOVE PIPE P10 D1 1108 26.77 20.26 0.0 0.0 * DENNY'S NORTH POND Dl 1129 26.77 20.72 0.0 0.0 * ABOVE PIPE P12 D1 1109 27.14 20.79 0.0 0.0 * DENNY'S SOUTH POND D1 1110 27.34 21.63 0.0 0.0 * ABOVE PIPE P6-M2 INVERT ESTIMATED Dl 1117 27.07 19.72 0.0 0.0 * ABOVE PIPE P7-M3***SPLIT WEIR JUNCTION INTO 1118 & 2118 D1 1118 28.98 19.93 0.0 0.0 D1 2118 28.98 19.93 0.0 0.0 * * STORAGE JUNCTIONS * RAILROAD DITCH - SWALE S2 E1 1103 22.91 9500 0 * WEST OF 1-405 E1 1106 26.2 20000 0 * DENNY'S POND NORTH El 1129 26.8 7000 0 F DENNY'S POND SOUTH E1 1110 27.3 10000 0 * *WEIR changed to 5ft Gl 2118 1118 1 4.7 9.0 5.0 1.0 * * LAKE WASHINGTON _T1 1100 1 J1 1 * * Kl 3 K2 1110 1129 1106 K3 0 0 0 0 K3 0.17 0 0 0 K3 0.33 0 0 0 K3 0.5 0.02 0.01 0 K3 0.67 0.09 0.03 0.02 K3 0.83 0.2 0.06 0.04 :.3 1 0.35 0.1 0.07 K3 1.17 0.52 0.13 0.1 K3 1.33 0.7 0.16 0.14 K3 1.5 0.87 0.19 0.18 K3 1.67 1.08 0.23 0.22 K3 1.83 1.34 0.28 0.27 K3 2 1.57 0.31 0.32 K3 2.17 1.78 0.34 0.37 K3 2.33 1.97 0.36 0.42 K3 2.5 2.16 0.38 0.46 K3 2.67 2.39 0.41 0.52 K3 2.83 2.65 0.46 0.59 K3 3 2.89 0.49 0.65 K3 3.17 3.1 0.51 0.72 K3 3.33 3.32 0.53 0.78 K3 3.5 3.51 0.56 0.85 K3 3.67 3.76 0.62 0.92 K3 3.83 4.07 0.71 1.01 K3 4 4.4 0.78 1.09 K3 4.17 4.74 0.84 1.17 K3 4.33 5.09 0.9 1.24 K3 4.5 5.45 0.95 1.31 K3 4.67 5.96 1.04 1.4 K3 4.83 6.64 1.16 1.5 K3 5 7.37 1.25 1.6 K3 K3 K3 K3 K3 K3 K3 K3 K3 K3 K3 K3 K3 K3 K3 K3 K3 K3 K3 K3 K3 K3 K3 K3 K3 K3 K3 K3 K3 K3 K3 K3 K3 K3 K3 K3 K3 K3 K3 K3 K3 K3 K3 K3 K3 K3 K3 K3 K3 K3 K3 K3 K3 K3 K3 K3 K3 K3 5.17 8.14 1.32 1.69 5.33 8.93 1.38 1.77 5.5 9.73 1.43 1.84 5.67 10.66 1.54 1.94 5.83 11.75 1.68 2.06 6 12.89 1.78 2.16 6.17 14.04 1.86 2.26 6.33 15.16 1.92 2.35 6.5 16.23 1.98 2.43 6.67 17.76 2.24 2.59 6.83 19.85 2.62 2.82 7 22.11 2.85 3.03 7.17 25.05 3.28 3.33 7.33 28.68 3.82 3.7 7.5 34.74 5.16 4.42 7.67 46.88 8.29 5.96 7.83 59.81 9.6 7.13 8 67.74 7.98 7.23 8.17 70.73 6.25 6.98 8.33 69.45 5.07 6.65 8.5 66.64 4.48 6.37 8.67 63.26 3.87 6.01 8.83 59.48 3.23 5.59 9 55.86 2.92 5.23 9.17 52.58 2.76 4.92 9.33 49.86 2.69 4.66 9.5 47.69 2.66 4.44 9.67 45.94 2.65 4.25 9.83 44.56 2.65 4.09 10 43.47 2.65 3.96 10.17 42.59 2.66 3.85 10.33 41.87 2.67 3.75 10.5 41.3 2.68 3.67 10.67 40.59 2.57 3.56 10.83 39.61 2.39 3.42 11 38.54 2.31 3.3 11.17 37.52 2.27 3.2 11.33 36.64 2.25 3.12 11.5 35.95 2.24 3.05 11.67 35.4 2.24 2.99 11.83 34.94 2.25 2.94 12 34.59 2.25 2.9 12.17 34.31 2.25 2.86 12.33 34.07 2.26 2.83 12.5 33.9 2.26 2.8 12.67 33.51 2.15 2.74 12.83 32.79 1.98 2.65 13 31.94 1.9 2.57 13.17 31.07 1.85 2.5 13.33 30.33 1.83 2.44 13.5 29.72 1.82 2.4 13.67 29.25 1.82 2.35 13.83 28.86 1.82 2.32 14 28.54 1.82 2.29 14.17 28.28 1.82 2.26 14.33 28.07 1.83 2.24 14.5 27.9 1.83 2.23 14.67 27.64 1.78 2.19 K3 14.83 27.23 1.7 2.14 K3 15 26.76 1.65 2.1 K3 15.17 26.31 1.64 2.07 K3 15.33 25.93 1.63 2.04 K3 15.5 25.61 1.62 2.01 K3 15.67 25.36 1.62 1.99 K3 15.83 25.15 1.62 1.97 K3 16 24.99 1.62 1.96 K3 16.17 24.84 1.62 1.95 K3 16.33 24.73 1.63 1.93 K3 16.5 24.65 1.63 1.93 K3 16.67 24.39 1.55 1.89 K3 16.83 23.91 1.43 1.83 K3 17 23.32 1.37 1.78 K3 17.17 22.72 1.34 1.74 K3 17.33 22.2 1.32 1.71 K3 17.5 21.78 1.32 1.68 K3 17.67 21.44 1.31 1.65 K3 17.83 21.16 1.31 1.63 K3 18 20.91 1.31 1.61 K3 18.17 20.72 1.31 1.59 K3 18.33 20.55 1.31 1.58 K3 18.5 20.42 1.31 1.57 K3 18.67 20.3 1.32 1.56 K3 18.83 20.22 1.32 1.55 K3 19 20.14 1.32 1.55 K3 19.17 20.09 1.32 1.54 K3 19.33 20.04 1.32 1.54 K3 19.5 20 1.32 1.53 K3 19.67 19.97 1.32 1.53 K3 19.83 19.96 1.32 1.53 K3 20 19.94 1.32 1.52 K3 20.17, 19.92 1.32 1.52 K3 20.33 19.91 1.32 1.52 K3 20.5 19.92 1.33 1.52 K3 20.67 19.92 1.33 1.52 K3 20.83 19.91 1.33 1.52 K3 21 19.92 1.33 1.52 K3 21.17 19.92 1.33 1.52 K3 21.33 19.94 1.33 1.51 K3 21.5 19.95 1.33 1.51 K3 21.67 19.97 1.33 1.51 K3 21.83 19.98 1.33 1.51 K3 22 19.99 1.33 1.51 K3 22.17 20.01 1.33 1.51 K3 22.33 20.02 1.33 1.51 K3 22.5 20.04 1.34 1.51 K3 22.67 20.05 1.34 1.51 K3 22.83 20.07 1.34 1.51 K3 23 20.09 1.34 1.52 K3 23.17 20.1 1.34 1.52 K3 23.33 20.12 1.34 1.52 K3 23.5 20.15 1.34 1.52 K3 23.67 20.17 1.34 1.52 K3 23.83 20.18 1.34 1.52 K3 24 19.42 1.01 1.4 $ENDPROGRAM APPENDIX G FXTRAN Output File Drainage System Components STATION ID EXTRAN ID RENTON CITY ID FROM OUTLET I.E. (1) INLET I.E. (1) OVERFLOW ELEV. (1) LENGTH (FT.) SLOPE DESCRIPTION OF COMPONENT 0 P1 101 1,E9-3 S1 13.97 14.52 490 0.1 % 24" CMP under pole yd. 490 S1 102 P2 14.52 14.53 22.28 125 0.0% Vegetated swale w/pools 615 P2 103 1,E9-2 S2 14.53 15.01 46 1.0% 24" CP 661 S2 1103 P3 22.91 15 15' dia. pool in ditch by RR 676 P3 104 1,E9-1 M1 17.64 18.56 55 1.7% 24" CP under RR tracks 731 M1 1106 P4 24.52 54" Type II SDMH,grate inlet in ditch between san. sewer and RR 731 P4 105 1,E9-1 C1 18.82 18.57 32 -0.8% 18"x30" CMP under sewer trunk 763 C1 1,E9-1 P5 25.77 48" Type II SDMH, west side Ripley Lane 763 P5 106 1,G9-18 D3 18.87 19.69 52 1 .6% 24" CMP culvert under Ripley Lane 815 D3 1106 P9,P6 19.69 18.22 25.77 120 -1.2% Pond between 1-405 and Ripley Lane 935 P9 107 1,G9-10 C2 19.25 20.25 185 0.5% 24" CP under 1-405 1 120 C2 1,G9-10 P10 25.26 Type I CB at base of 1-405 embankment, east side, no grate 1120 P10 108 1,G9-6 M4 19.99 19.37 47 -1.3% 24" CP under L. Wash. Blvd. 1167 M4 2118 1,G9-6 P11, P12 26.77 54" Type II SDMH, Lake Wash. Blvd. 1 167 P11 129 1,G9-9 D1 19.57 20.72 42 2.7% 24" CMP, detention pond outlet 1209 D1 1129 26.77 Detention pond, north edge Denny's pkng. lot 1209 P12 109 1,G9-6 M5 19.87 20.79 48 1.9% 24" CMP from oil -water separator 1257 M5 2118 1,G9-5 P13 27.14 54" Type II SDMH w/oll-water separator 1257 P13 110 1,69-8 D2 20.50 21.63 147 0.8% 24" CMP, detention pond outlet 1404 P6 117 1,G9-11 M2 18.22 (2) 200 (2) 48" steel pipe under 1-405 1604 M2 1106 1,G9-11 P7 27.07 120" SDMH; unable to verify info 1604 P7 118 1,G9-14 M3 (2) 20.43 183 (2) Two 42" CP under L. Wash. Blvd. 1 787 M3 2118 1,G9-14 P8 28.98 120" SDMH; overflow weir elev. 24.63 1787 P8 119 1,G9-13 D2 (2) 20.65 50 (2) 56" CMP, detention pond outlet 1837 ID2 1 1110 1 1 1 24.63/27.34 IDetention pond, south of Denny's Notes: (1) Elevations given in feet above geodetic mean sea level. (2) Data could not be collected without entering manholes. ID CONVERSION TABLE JUNCTIONS FEATURE Figure 5 lD# EXTRAN ID# Downstream Upstream PIPES P1 101 1100 1101 P2 103 1102 1103 P3 104 1103 1104 P4 105 1104 1105 P5 106 1105 1106 P6 117 1106 1117 P7 118 1117 1118 P8 119 1118 1110 P9 107 1106 1107 P10 108 1107 1108 P11 129 1108 1129 P12 109 1108 1109 P13 110 1109 1110 SWALES S1 1102 S2 1103 PONDS D1 1129 D2 1110 D3 1106 WEIR M3 2118 L. Washington none 1100 ID_CON V.XLS 4/3/96 BLT * JUNCTION INFLOW, OUTFLOW OR STREET FLOODING *10-year existing JUNCTION INFLOW, FT3 -------------------- 1106 1.5190E+05 1129 1.2098E+05 1110 1.5399E+06 JUNCTION OUTFLOW, FT3 -------------------- 1100 8.4354E+05 1101 6.4531E+00 1102 3.2873E+05 1106 2.3621E+05 1110 1.0780E+05 * JUNCTION INFLOW, OUTFLOW OR STREET FLOODING *2-year existing **#*****#*********#************##****######***** JUNCTION INFLOW, FT3 -------------------- 1106 9.5397E+04 1129 7.1573E+04 1110 8.4054E+05 JUNCTION OUTFLOW, FT3 -------------------- 1100 7.6752E+05 1101 1.9612E+00 1102 3.6756E+04 26 24 22 LL Jc 20 N 18 c7 16 L v 14 12 10 Cs] HOL2EX.XLS Chart 1 1 2/20/94 G r,i,: / Subbasin Extran Simulation: 2-year, 24-hour storm - Existing Conditions AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA♦ A nO44iii♦i♦ate "�" "�•♦•♦`QQQQOOAn..,. _ 0- A 0 o • AAA 0 • ®AAAAAAAAAAAAAA 00♦• AAAAAAAAa.AAA 00 00000000000000000000040000000 ♦• Cmrmrru-r�C1r .t :17� YOYIYYYYMIWYu6eiil�'� 5 10 Hours 15 20 ♦♦♦*iiii♦i 25 ■ S1 0 S2 • D3 O D1 A D2 Gyp;�,: Suhbasin Extran Simulation: 25-year, 24-hour storm - Existing Conditions 28 26 AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA 0000000000 0AAAA •��o.......e..iieiiiYiis�::s'ii��� o♦ 24 e 0 A Ae 0 LL AA �� d S1 C •A••A•• 4000000 ❑ 0000 20 00000000000000:AAAAAAA:pe`ee S2 ♦eo♦eeeeeeeee D ro LD 18 oo ' D3 U 16 - orb o D 1 z ❑p w°� ' NOREMM®orsv®m D 2 14 12 - 10 I i 0 5 10 15 20 25 Hours HGOSEX.XLS Chart 1 1 2/23/94 28 26 24 14 12 10 n Gypsy Subbasin Extran Simulation: 25-year, 24-hour Storm - Exisiting Conditions - New Outlet Channel with 48" pipe from Ripley ...••.••..•.....,A•••••♦•AA••••••••••••••:•••••••••••1 AAAAAAAAAAAAAA • °°p°o :j•0000000 0°0000 0 000000000000000000000000000000000000000000000�, 000*00 .......••••• 00 000000000000p40 pp0 ♦����������������������������������������������������������������♦ HGL25X-1.XLS Chart 1 2/B/95 �I 10 Hours 15 KII 25 ■ S1 0 S2 • D3 ° D1 • D2 Gypsy Subbasin Extran Simulation: 100-year, 24-hour storm Existing Conditions 28 ♦•♦♦♦♦♦•••••♦••♦••••♦•••••••••♦••♦• ••♦♦ ♦•♦ ♦•♦ ♦•♦ ♦• ♦•• ♦ °OpO0000000000000 ♦ A •♦ ♦♦• • ♦♦ 26 ♦♦• 0.............°°°.::YYYYYYYYYY00o4OQ*000a000YYo*°01Ywo oo°;°pY;oo • o °°• �• •° °� • 24 A o° u •♦•••.••• o 0000*000 20 co a 18 �oo � 16MMUNUMMUMMUM 14 12 10 0 5 10 Hours HOL100EXALS Chart 1 12/20/94 15 20 25 ■ S1 ° S2 ' D3 ° D1 • D2 20 15 10 LL U d 5 0 -5 12/23/94 02EXALS Chart 2 2-Year, 24-Hour Existing Flow Rates ❑ oCP 00 ❑❑ ❑ p ❑ ■■■r■r■■r■■■■■■r■r■■rr■ ■r■■ p ❑ p `■■ — 0000 *0 oo° .�. �• 0 • ■ ■ M Ij ■ 5 + 10 Hours 15 W 25 ' 101 ❑ 104 • 117 0 107 25-Year, 24-Hour Existing Flow Rates 35 • 30 '• • • 25 - 00❑ 20 - ❑ N ❑ ::L U ❑ 15 G o0" r■■/■!■■■!■■!■/■■■/■■!■o■■/■■■■■!■!■■■!■■■/■!!■■/!■■■■■■■!!■!! O ❑ ■ 0000 00000000000000000000*00000000000000000 10 -- o s�`�a00OOOo000o 00000 00000 ■ 5 6r���■!■ • O0L . �■ 000 • 5 10 15 20 25 -5 f lours 12/22/94 ■ 101 ❑ 104 • 117 107 30 - 25 - 20 - 25-Year, 24-Hour Existing Flow Rates - New Outlet Channel ❑ O cnLL 15 o A° 0♦. 00 d 10 �❑ ♦ p00000000000000000000000000000� 000o00Op0444400 ® o00 5 u �® ♦ 3 -5 12/23/04 025EX'.XLS Chart 2 if#] Hours 15 20 25 APPENDIX H Upper Basin Hydraulic Models SHEET NO. OF ENTRANCO JOB NO. PROJECT CALCULATIONS FOR N,4ez MADE BY r,-r DATE i I -,s �+Q CHECKED BY DATE _ fiL - - - -c v,sf c ;.gal C).,oi�.... coos- - •—, 5 .. _ � _ _.. na _ •_ � i bz�.•, . �—3,;..� �t Y1�i�,.�� - p�'_� ----- - - � � --i'AnC,ttl :. �rtvr�...._ R�✓T ...�.-j ,� _�eled _..::�. c�i���j��.:-::•_Growv�-_�l'��__if7.�_) �-:Tr.�. - - -- - a �� ,-- _;o �,n1 _.._.'ColGrl �5•n A"`t _ . l E1S-.-3Z.6 �.:'�o ..3�j - . - __ :.I ��i!r•rl: �y ,-. �I.S - l:\%'�/'.. �J�'.�i 3�•i� f __ I_",f4I•.�. �.!/ ._ y_ `r: � .' I. c� o ties ...---- '` - • - -- - — u - _ �i--- � -.. _. �____- C- �'•: G.Z..----�5----�,1.Fz. 2.!F: SHEET NO. 3 OF 4 ' e ENTRANCO JOB NO. I - q 4- , - z Q. PROJECT _ C-/vs 1 Su CALCULATIONS FOR nIr- Gard S, ,,'� - /1•��,.,,;, s ' MADE BY DATE CHECKED BY DATE GYPSY SUBBASIN ANALYSIS - BACKWATER MODEL FOR NE 43RD ST * 5x. CoNnrr-loNs %t KING COUNTY DEPARTMENT OF PUBLIC WORKS Surface Water Management Division BACKWATER ANALYSIS PROGRAM Version 4.22 1 - INFO ON THIS PROGRAM 2 - BWCHAN 3 - BWPIPE 4 - BWCULV 5 - BWBOX 6 - DATA -FILE ROUTINES 7 - RETURN TO DOS ENTER OPTION 4 BACKWATER PROGRAM FOR RO=/ARCH CULVERTS ENTER: NUMBER OF CULVERTS 1 OUTFLOW CONDITIONS PIPE NO. 1 - TAILWATER DATA: 1) SPECIFY TYPE OF TAILWATER DATA INPUT: S - SINGLE TW-ELEV. F - TW/HW DATA FILE S 2) ENTER: TW-ELEV "33.00 ------------------------------------ ROUND/ARCH PIPE INPUT CODING INFORMATION: PIP: 'YPE CODING: 1 - CONC/SMOOTH BORE (n=0.012) 2 - CORRUGATED METAL (n=0.024) 3 - HELICAL CMP (n-fac varies) 4 - CMP ARCH (OLD GEOMETRY) 5 - CMP ARCH (NEW GEOMETRY) 6 - CONC/SMOOTH ARCH (OLD) 7 - CONC/SMOOTH ARCH (NEW) 8 - ROUND (user sets n-fac) ARCH PIPE CODING - EQUIVALENT ROUND SIZE MUST BE INPUTTED PER FOLLOWING TABLE: EQU77-DIAM. OLD -ARCH NEW -ARCH * EQUIV-DIAM. OLD -ARCH NEW -ARCH 15" 18"X 11" 17"X 13" * 42" 50"X 31" 49"X 33" 18" 22"X 13" 21"X 13" * 48" 58"X 36" 57"X 38" 21" 25"X 16" 24"X 18" * 54" 65"X 40" 64"X 43" 24" 29"X 18" 28"X 20" * 60" 72"X 44" 71"X 47" 30" 36"X 22" 35"X 24" * 66" 79"X 49" 77"X 52" 36" 43"X 27" 42"X 29" * 72" 85"X 54" 83"X 57" INLET TYPE CODING: 1 - CMP/PROD. 4 - CP SOCKET/PROD. 7 - CMAP/PROJ. 10 - OTHER (SEE 2 - CMP/HDWALL 5 - CP SQ.EDGE/HDWALL 8 - CMAP/HDWALL FHWA REPORT 11/16/94 Page - 1 GYPSY SUBBASIN ANALYSIS - BACKWATER MODEL FOR NE 43RD ST S 2 EACXWATER COMPUTER PROGRAM FOR OPM CEAMMLS ENTER (d:](path]filename(.ext] OF CHANNEL -DATA FILE 43RDCHAN.UM DISPLAY CHANNEL DATA (Y or N)? Y -------------------------------------------------------------------------- OUTFLOW CONDITIONS AT STATION .00 TAILWATER DATA: 1) SPECIFY TYPE OF TAILWATER DATA INPUT: S - SINGLE TW-ELEV. F - TW/HW DATA FILE F 0) ENTER: (d:](path]filename[.ext] OF HW/TW DATA 43C1HW.UM --------------- ENTER: QMIN, QMAX, QINCRE, PRINT -OPTION (STANDARD=1, CONDENSED=2, EXPANDED=3) .00 25.00 1.00 1 STATION .00: INVERT= 31.44 FT EC=1.75 Q-RATIO= .10 CROSS-SECTION DATA: DIST/STAGE IS MEASURED FROM INVERT; N-FAC IS MEASURED BETWEEN STAGES LEFT(FT) STAGE(FT) N-FACTOR * RIGHT(FT) STAGE(FT) N-FACTOR 2.50 .80 .117 * 2.50 .80 .117 7.50 2.40 .117 * 7.54 2.40 .117 Q(CFS) Y1(FT) WS ELEV. * YC-IN YN-IN Q-TW TW-HT N-Y1 A-Y1 WP-Y1 V-Y1 1.00 1.57 33.01 * .41 1.17 1.10 1.57 .117 7.71 10.31 .13 2.00 1.59 33.03 * .54 1.51 2.20 1.59 .117 7.86 10.41 .25 3.00 1.76 33.20 * .64 1.76 3.30 1.62 .117 9.68 11.55 .31 4.00 1.96 33.40 * .71 1.96 4.40 1.67 .117 12.00 12.86 .33 5.00 2.13 33.57 * .78 2.13 5.50 1.73 .117 14.18 13.98 .35 6.00 2.28 33.72 * .84 2.28 6.60 1.80 .117 16.24 14.96 .37 ****+*t++**+*++* OVERFLOW ENCOUNTERED AT 7.00 CFS DISCHARGE ***************** 7.00 2.41 33.85 * .89 2.41 7.70 1.89 .117 18.15 15.77 .39 8.00 2.52 33.96 * .94 2.52 8.80 1.99 .117 19.80 15.99 .40 9.00 2.62 34.06 * .98 2.62 9.90 2.10 .117 21.30 16.19 .42 10.00 2.72 34.16 * 1.03 2.72 11.00 2.23 .117 22.80 16.39 .44 11.00 2.82 34.26 * 1.07 2.82 12.10 2.36 .117 24.30 16.59 .45 12.00 2.92 34.36 * 1.10 2.92 13.20 2.52 .117 25.80 16.79 .47 13.00 3.01 34.45 * 1.14 3.01 14.30 2.69 .117 27.15 16.97 .48 14.00 3.10 34.54 * 1.17 3.10 15.40 2.87 .117 28.50 17.15 .49 15.00 3.19 34.63 * 1.21 3.19 16.50 3.07 .117 29.85 17.33 .50 16.00 3.28 34.72 * 1.24 3.27 17.60 3.28 .117 31.20 17.51 .51 17.00 3.50 34.94 * 1.27 3.36 18.70 3.50 .117 34.50 17.95 .49 18.00 3.74 35.18 * 1.30 3.44 19.80 3.74 .117 38.04 18.42 .47 19.00 3.99 35.43 * 1.33 3.52 20.90 3.99 .117 41.81 18.92 .45 20.00 4.25 35.69 * 1.35 3.60 22.00 4.25 .117 45.75 19.45 .44 21.00 4.53 35.97 * 1.38 3.68 23.10 4.53 .117 49.89 20.00 .42 22.00 4.81 36.25 * 1.41 3.76 24.20 4.81 .117 54.21 20.58 .41 23.00 5.03 36.47 * 1.43 3.84 25.30 5.03 .117 57.45 21.01 .40 24.00 5.03 36.47 * 1.46 3.92 26.40 5.03 .117 57.45 21.01 .42 25.00 5.03 36.47 * 1.48 3.99 27.50 5.03 .117 57.45 21.01 .44 11/16/94 Page - 3 GYPSY SUBBASIN ANALYSIS • BACKWATER MODEL FOR NE 43RD ST S 4 13ACZWATF-R PROGRAM FOR ROUND/ARCH CULVERTS ENTER: NUMBER OF CULVERTS 1 OUTFLOW CONDITIONS PIPE NO. 1 - TAILWATER DATA: 1) SPECIFY TYPE OF TAILWA"_'ER DATA INPUT: S - SINGLE TW-ELEV. F F - TW/HW DATA FILE 2) ENTER: [d:][path]filename(.ext] OF HW/TW FILE 43CHANHW.UM 2a) DISPLAY TW/HW DATA -FILE (Y or N) ? N ROUND/ARC: PIPE INPUT CODING INFORMATION: PIPE TYPE CODING: 1 - CONC/SMOOTH BORE (n=0.012) 5 - CMP ARCH (NEW GEOMETRY) 2 - CORRUGATED METAL (n=0.024) 6 - CONC/SMOOTH ARCH (OLD) 3 - HELICAL CMP (n-fac varies) 7 - CONC/SMOOTH ARCH (NEW) 4 - CMP ARCH (OLD GEOMETRY) 8 - ROUND (user sets n-fac) ARCH PIPE CODING - EQUIVALENT ROUND SIZE MUST BE INPUTTED PER FOLLOWING TABLE: EQUIV-DIa'M. OLD -ARCH NEW -ARCH * EQUIV-DIAM. OLD -ARCH NE`W-ARCH 15" 18"X 11" 1711X 13" * 42" 50"X 31" 49"X 33" 18" 2211X 13" 2111X 13" * 48" 58"X 36" 57"X 38" 21" 2511X 16" 2411X 18" * 54" 65"X 40" 64"X 43" 24" 2911X 18" 28"X 20" * 60" 72"X 44" ' 7111X 47" 30" 36"X 22" 35"'X 24" * 66'1 79"X 49" 77"X 52" 36" 43"X 27" 42"X 29" * 72" 85"X 54" 8311X 57" INLET TYPE CODING: 1 - CMP/PROD. 4 - CP SOCKET/PROJ. 7 - CMAP/PROD. 10 - OTHER (SEE 2 - CMP/HDWALL 5 - CP SQ.EDGE/HDWALL 8 - CMAP/HDWALL FHWA REPORT 3 - CMP/MITER 6 - CP SCCIET/HDWALL 9 - CMAP/MITER HDS NO.5) ENTER PIPE # 1: LENGTH(ft), DIA(in),. PIPE -TYPE; OUTLET-IE, INLET-IE, INLET -TYPE 56.00 36.00 1 31.54 32.75 4 INFLOW CONDITIONS - OVERFLOW DATA AND UPSTREAM VELOCITY DATA: 1) ENTER: OVERFLOW-ELEV, OVERFLOW -TYPE (NONE=O, BROAD-WEIR=1, SHARP-WEIR=2) 37.00 0 2) SPECIFY TYPE OF VELOCITY DATA INPUT: S - SINGLE VELOCITY UPSTREAM V V - VARY VELOCITY ACCORDING TO V=Q/A 3) SPECIFY AN UPSTREAM CHANNEL WIDTH(ft) FOR COMPUTING A=HW*WIDTH 6.00 11/16/94 Page - 5 GYPSY SUBBASIN ANALYSIS - BACKWATER MODEL FOR NE 43RD ST (MAINTAINED) NOTE: This model assumes that vegetation is primarily short grass and that the culvert under NE 43rd is operating with negligible tailwater. KING COUNTY DEPARTMENT OF PUBLIC WORKS Surface Water Management Division BACKWATER ANALYSIS PROGRAM Version 4.22 1 - INFO ON THIS PROGRAM 2 - BWCHAN 3 - BWPIPE 4 - BWCULV 5 - BWBOX 6 - DATA -FILE ROUTINES 7 - RETURN TO DOS ENTER OPTION 4 BACKWATER PROGRAM FOR ROUND/ARCH CULVERTS ENTER: NUMBER OF CULVERTS 1 OUT= OW CONDITIONS PIPE NO. 1 - TAILWATER DATA: 1) SPECIFY TYPE OF TAILWATER DATA INPUT: S - SINGLE TW-ELEV. F - TW/HW DATA FILE S 2) ENTER:.TW-ELEV 30:00 ------------------------------------------------------------------------------- ROUND/ARCH PIPE INPUT CODING INFORMATION: PIPE TYPE CODING: 1 - CONC/SMOOTH BORE (n=0.012) 5 - CMP ARCH (NEW GEOMETRY) 2 - CORRUGATED METAL (n=0.024) 6 - CONC/SMOOTH ARCH (OLD) 3 - HELICAL CMP (n-fac varies) 7 - CONC/SMOOTH ARCH (NEW) 4 - CMP ARCH (OLD GEOMETRY) 8 - ROUND (user sets n-fac) ARCH PIPE CODING - EQUIVALENT ROUND SIZE MUST BE INPUTTED PER FOLLOWING TABLE: EQUIV-DIAM. OLD -ARCH NEW -ARCH * EQUIV-DLAM. OLD -ARCH NEW -ARCH 15" 18"X 11" 17"X 13" * 42" 501IX 31" 49"X 33" 18" 22"X 13" 21"X 13" * 48" 58"X 36" 57"X 38" 21" 25"X 16" 24"X 18" * 54" 65"X 40" 64"X 43" 24" 29"X 18" 28"X 20" * 60" 72"X 44" 71"X 4 7 " 30" 36"X 22" 35"X 24" * 66" 79"X 49" 77"X 52" 36" 43"X 27" 42"X 29" * 72" 85"X 54" 83"X 57" 11/16/94 Page - 1 GYPSY SUBBASIN ANALYSIS - BACKWATER MODEL FOR NE 43RD ST WAINTAINED) SPECIFY [d: ] (path] filename [. ext] FO:, STORAGE. OF HW-DATA AT INLE'� OF CULVERT (S) 43C1HW.M SPECIFY: N - NEWJOB, F - FILE, S - STOP S 2 BACKWATER COMPUTER PROGRAM FOR OPEN CHANNELS ENTER [d: ] [path] filename [. ext] OF CIHANNEL-DATA FILE 43RDCHAN.M DISPLAY CHANNEL DATA (Y or N)' Y OUTFLOW CONDITIONS AT STATION .00 T_;ILWATER DATA: 1) SPECIFY TYPE OF TAILWATER DATA ENPUT: S - SINGLE TW-ELEV. F - TW I l-fW DATA FILE F 2) ENTER: (d:](path]filename[.ext] OF HW/TW DATA 43C1HW.M -------------------------------------------------------------------------------- ENTER: QMIN, QMAX, QINCRE, PRINT -OPTION (STANDARD=1, CONDENSED=2, EXPANDED=3) .00 25.00 1.00 1 STATION .00: INVERT= 31.44 FT EC=1.75 Q-RATIO= .10 CROSS-SECTION DATA: DISVST?-GE IS MEASURED FROM INVERT.'; N-FAC IS MEASURED BETWEEN STAGES LEFT(FT) STAGE(FT) N-FACTOR RIGHT (FT) STAGE (FT) N-FACTOR 2.50 .80 .047 2.50 .80 .047 7.50 2.40 .047 a. 7.50 2.40 .047 11/16/94 Page - 3 GYPSY SUBBASIN ANALYSIS - BACKWATER MODEL FOR NE 43RD ST (MAINTAINED) STATION 130.00: INVERT= 31.54 FT EC=1.75 Q-RATIO= .00 CROSS-S-'.TION DATA: DIST TAGE IS MEASURED FROM INVERT; N-FAC IS MEASURED BETWEEN STAGES LEFT(FT) STAGE(FT) N-FACTOR * RIGHT(FT) STAGE(FT) N-FACTOR 2.50 .80 .047 * 2.50 ..80 .047 7.50 2.40 .047 * 7.50 2.40 .047 Q(CFS) Y1(FT) WS ELEV. * YC-IN YN-IN YC-OT YN-OT N-Y1 A-Y1 WP-Y1 V-Y1 1.00 .83 1 .37 * .41 .00 .41 .83 .047 2.15 5.45 .46 2.00 1.07 - 61 * .54 .00 .54 1.07 .047 3.58- 7.02 .56 3 :0 1.25 32.79 * 54 .00 .64 1.25 .047 4.88 8.20 .61 4."0 1.39 32.93 * '.1 .00 .71 1.39 .047 6.04 9.12 .66 5 1.51 33.05 * 78 .00 .78 1.51 .047 7.13 9.91 .70 6.00 1.62 33.16 * 34 .00 .84 1.62 .047 8.20 10.63 .73 7.00 1.72 33.26 * .89 .00 .89 1.72 .047 9.24 11.29 .76 8.00 1.80 33.34 * .94 .00 .94 1.80 .047 10.12 11.81 .79 9.00 1.89 33.43 * .98 .00 .98 1.89 .047 11.16 12.40 .81 10.00 1.96 33.50 * 1.03 .00 1.03 1.96 .047 12.00 12.86 .83 11.00 2.03 33.57 * 1.07 .00 1.07 2.03 .047 12.88 13.32 .85 12.00 2.10 33.64 * 1.10 .00 1.10 2.10 .047 13.78 13.78 .87 13.00 2.16 33.70 * 1.14 .00 1.14 2.16 .047 14.58 14.17 .89 14.00 2.22 33.76 * 1.17 .00 1.17 2.22 .047 15.40 14.57 .91 15.00 2.28 33.82 * 1.21 .00 1.21 2.28 .047 16.24 14.96 .92 16.00 2.34 33.88 * 1.24 .00 1.24 2.34 .047 17.11 15.36 .94 17.00 2.39 33.93 * 1.27 .00 1.27 2.39 .047 17.85 15.68 .95 **************** OVERFLOW ENCOUNTERED AT 18.00 CFS DISCHARGE ***************** 18.00 2.50 34.04 * 1.30 .00 1.30 2.44 .047 19.50 15.95 .92 19.010 2.72 34.26 * 1.33 .00 1.33 2.48 .047 22.80 16.39 .83 2C -7 2.96 34.50 * 1.35 .00 1.35 2.52 .047 26.40 16.87 .76 21.00 3.23 34.77 * 1.38 .00 1.38 2.57 .047 30.45 17.41 .69 22.00 3.50 35.04 * 1.41 .00 1.41 2.61 .047 34.50 17.95 .64 23.00 3.71 35.25 * 1.43 .00 1.43 2.65 .047 37.65 18.37 .61 24.00 3.71 35.25 * 1.46 .00 1.46 2.69 .047 37.65 18.37 .64 25.00 3.72 35.26 * 1.48 .00 1.48 2.73 .047 37.80 18.39 .66 NOTE: WATER DEPTH INFORMATION FOR THIS LAST CROSS-SECTION WAS COMPUTED ASSUMING APPROACH VELOCITIES GREATER THAN OR EQUAL TO CROSS -SECTIONAL VELOCITIES. IF NOT THE CASE, WATER DEPTHS CAN BE ADJUSTED BY SPECIFYING, A - ADJUST. SPECIFY: F - FILE, A - ADJUST, P - PRINT R/D, N - NEWJOB, S - STOP F SPECIFY: H - HW/TW DATA FILE, R - ROUTING DATA FILE, E - ESCAPE, S - STOP 4 SPECIFY: H - HW/TW DATA FILE, R - ROUTING DATA FILE, E - ESCAPE, S - STOP h ENTER [d:][path]filename[.ext] FOR STORAGE OF HW-DATA COMPUTED AT STA. 130.00: 43chanhw.um SPECIFY: H - HW/TW DATA FILE, R - ROUTING DATA FILE, E - ESCAPE, S - STOP S 4 BACKWATER PROGRAM FOR ROUND/ARCH CULVERTS ENTER: NUMBER OF CULVERTS 11/16/94 Page - 5 GYPSY SUBBASIN ANALYSIS - BACKWATER MODEL FOR NE 43RD ST (MAINTAINED) PIPE NO. 1: 56 LF - 36"CP @ 2.164 OUTLET: 31.54 INLET: 32.75 INTYP: 4 Q(CFS) HW(FT) HW ELEV. * N-FAC: DC DN TW DO DE HWO HWI 1.00 .38 33.13 * .012 .31 .21 .83 .83 .31 ***** 2.00 .55 33.30 * .012 .44 .29 1.07 1.07 .44 ***** .38 3.00 .69 33.44 * .012 .54 .35 1.25 1.25 .54 ***** .55 4.00 .80 33.55 * .012 .63 .40 1.39 1.39 .63 ***** .C9 5.00 .91 33.66 * .012 .71 .45 1.51 1.51 .71 ***-* .80 6.00 1.00 33.75 * .012 .77 .49 1.62 1.62 .77 .91 1.00 7.00 1.09 33.84 * .012 .84 .53 1.72 1.72 .84 ***** 1.09 8.00 1.17 33.92 * .012 .90 .56 1.80 1.80 .90 ***** 1.17 9.00 1.24 33.99 * .012 .95 .60 1.89 1.89 .95 ***** 1.24 10.00 1.32 34.07 * .012 1.01 .63 1.96 1.96 1.01 ***** 1.32 11.00 1.39 34.14 * .012 1.06 .66 2.03 2.03 1.06 ***** 1.39 12.00 1.46 34.21 * .012 1.10 .69 2.10 2.10 1.10 ***** 1.46 13.00 1.53 34.28 * .012 1.15 .71 2.16 2.16 1.15 ***** 1.53 14.00 1.59 34.34 * .012 1.20 .74 2.22 2.22 1.20 ***** 1.59 15.00 1.65 34.40 * .012 1.24 .77 2.28 2.28 1.24 ***** 1.65 16.00 1.72 34.47 * .012 1.28 .79 2.34 2.34 1.28 ***** 1.72 17.00 1.78 34.53 * .012 1.32 .82 2.39 2.39 1.32 ***** 1.78 18.00 1.84 34.59 * .012 1.36 .84 2.50 2.50 1.36 ***** 1.84 19.00 1.89 34.64 * .012 1.40 .86 2.72 2.72 1.40 ***** 1.89 20.00 1.95 34.70 * .012 1.44 .89 2.96 2.96 1.44 ***** 1.95 21.00 2.01 34.76 * .012 1.48 .91 3.23 3.23 1.48 ***** 2.01 22.00 2.07 34.82 * .012 1.51 .93 3.50 3.50 1.51 ***** 2.07 23.00 2.73 35.48 * .012 1.55 .95 3.71 3.71 2.52 2.73 2.14 24.00 2.75 35.50 * .012 1.58 .97 3.71 3.71 2.52 2.75 2.20 25.10 2.78 35.53 * .012 1.62 1.00 3.72 3.72 2.53 2.78 2.25 SPECIFY: N - NEWJOB, F - FILE, S - STOP S 7 Stop - Program terminated. I.. 11/16/94 Page - 7 GYPSY SUSBASIN ANALYSIS - BACKWATER MODEL FOR 43RD ST CULVERT IMPROVEMENT OPTION #1 - MITER END OF EXISTING CULVERT KING COUNTY DEPARTMENT OF PUBLIC WORKS Surface Water Management Division BACKWATER ANALYSIS PROGRAM Version 4.22 INFO ON THIS PROGRAM 2 - BWCHAN 3 - BWPIPE 4 - BWCULV 5 - BWBOX 6 - DATA -FILE ROUTINES ENTER OPTION 7 - RETURN TO DOS 4 BACKWATER PROGRAM FOR ROUND/ARCH CULVERTS ENTER: NUMBER OF CULVERTS 1 ----------------------------------------------------------------- OUTFLOW CONDITIONS PIPE NO. 1 - TAILWATER DATA: 1) SPECIFY TYPE OF TAILWATER DATA INPUT: S - SINGLE TW-ELEV. s F - TW/i W DATA FILE 2) ENTER: TW-ELEV 30.00 ---------------------------------------------------------------- ROUND/ARCH PIPE INPUT COOING INFORMATION: PIPE TYPE COOING: 1 - CONC/SMOOTH BORE (n=0.012) 5 - CMP ARCH (NEW GEOMETRY) 2 - CORRUGATED METAL (n=0.024) 6 - CONC/SMOOTH ARCH (OLD) 3 - HELICAL CMP (n-fac varies) 7 - CONC/SMOOTH ARCH (NEW) 4 - CMP ARCH (OLD GEOMETRY) 8 - ROUND (user sets n-fac) ARCH - E COOING - EQUIVALENT ROUND SIZE MUST BE INPUTTED PER FOLLOWING EV -DIAM. OLD -ARCH NEW -ARCH * TABLE: EQUIV-DIAM. OLD -ARCH NEW -ARCH " 18"X 11" 1711X 13" * 18" 22"X 13" 21"X 13" * 4/2�" 50"X 31" 49"X 33" 21" 2511X 16" 2411X 18" * 'W" 58"X 361, 57"X 38" 54" 65"X 40" 64"X 43" 24" 2911X 18" 2881X 20" * 30" 36"X 22" 35"X 24" 60" 7211X 44" 7111X 47" 36" 43"X 27" 4211X 29" * 66" 7911X 49" 7711X 52" 72" 8511X 54" 8311X 57" INLET TYPE COOING: 1 - CMP/PROJ. 4 - CP SOCKET/PROJ. 2 - CMP/HDWALL 5 - CP SQ.EDGE/HDWALL 7 - CMAP/PROD. 10 - OTHER (SEE 3 - CMP/MITER 6 - CP SOCKET/HDWALL 8 - CMAP/HDWALL FHWA REPORT 9 - CMAP/MITER HDS NO.5) ENTER PIPE # 1: LENGTH(ft), DIA(in), PIPE -TYPE, CUTLET-IE, INLET-IE, INLET -TYPE 39.00 24.00 2 29.94 30.69 3 ------------------------------------------------------------------------------- INFLOW CONDITIONS - OVERFLOW DATA AND UPSTREAM VELOCITY DATA: 1) ENTER: OVERFLOW-ELEV, OVERFLOW -TYPE (NONE=O, BRCAD-WEIR=1, SHARP-WEIR=2) 33.84 0 2) SPECIFY TYPE OF VELOCITY DATA INPUT: S - SINGLE VELOCITY UPSTREAM v V - VARY VELOCITY ACCORDING TO V=Q/A 5 3) SPECIFY AN UPSTREAM CHANNEL WIDTH(ft) FOR COMPUTING A=HW*WIDTH LY. ICING COUNTY DEP'kRTMENT OF PUBLIC WORKS Surface Water Management Division BACKWATER ANALYSIS PROGRAM Version 4.22 1 - INFO ON THIS PROGRAM 2 - BWCHAN 3 - BWPIPE 4 - BWCULV 5 - BWBOX 6 - DATA -FILE ROUTINES 7 - RETUR11 TO DOS ENTER OPTION 4 BACKWATER PROGRAM FOR ROUND/ARCH CULVERTS ENTER: NUMBER OF CULVERTS i -------------------------------------------------------------------------------- OUTFLOW CONDITIONS PIPE NO. 1 - TAILWATER DATA: 1) SPECIFY TYPE OF TAILWATER DATA :INPUT: S - SINGLE TW-ELEV. F - TW/HW DATA FILE S 2; ENTER: TW-ELEV -32:40 ROUND/ARCH PIPE INPUT CODING INFORMATION: PIPE TYPE CODING: 1 - CONC/SMOOTH BORE (n=0.012) 2 - CORRUGATED METAL (n=0.024) 3 - HELIC-T, CMP (n-fac varies) 4 - CMP A.t:CH ( OLD GEOMETRY) 5 - CMP ARCH (NEW GEOMETRY) 6 - CONC/SMOOTH ARCH (OLD) 7 - CONC/SMOOTH ARCH (NEW) 8 - ROUND (user sets n-fac) ARCH PIPE CODING - EQUIVALENT ROUND SIZE MUST BE INPU'!TED PER FOLLOWING TABLE: EQUIV-DIAM. OLD -ARCH NEW -ARCH * EQUIV-DIA:'.. OLD -ARCH NEW -ARCH 15" 18"X 11" 17"X 13" * 42" 50"X 31" 49"X 33" 16" 22"X 13" 21"X 13" * 48" 58"X 36" 57"X 38" 21" 25"X 16" 24"X 18" * 54" 65"X 40" 64"X 43" 24" 29"X 18" 28"X 20" * 60" 72"X 44" 71"X 47" 30" 36"X 22" 35"X 24" * 66" 79"X 49" 77"X 52" 36" 43"X 27" 42"X 29" * 72" 85"X 54" 83"X 57" INLET TYPE CODING: 1 - CMP/PROJ. 4 - CP SOCKET/PF20J. 7 - CMAP/PROJ. 10 - OTHER (SEE 2 - CMP/HDWALL 5 - CP SQ.EDGE/HDWALL 8 - CMAP/HDWALL FHWA REPORT ENTER (d:](path]filename(.ext] OF CHANNEL -DATA FILE 43RDCHAN.UM DISPLAY CHANNEL DATA (Y or N)? Y ------------------------------------------------------------------------------- OUTFLOW CONDITIONS AT STATION .00 TAILWATER DATA: 1) SPECIFY TYPE OF TAILWATER DATA INPUT: S - SINGLE TW-ELEV. F F - TW/HW DATA FILE 2) ENTER: (d:](path]filename(.ext] OF HW/TW DATA 43C1HW.UM ------------------------------------------------------------------------------- ENTER: QMIN, QMAX, QINCRE, PRINT -OPTION (STANDARD=1, CONDENSED=2, EXPANDED=3) .00 50.00 1.00 1 STATION .00: INVERT= 31.44 FT EC=1.75 Q-RATIO= .10 CROSS-SECTION DATA: DIST/STAGE IS MEASURED FROM INVERT; N-FAC IS MEASURED BETWEEN STAGES LEFT(FT) STAGE(FT) N-FACTOR * RIGHT(FT) STAGE(FT) N-FACTOR 2.50 .80 .095 * 2.50 .80 .095 7.50 2.40 .095 * 7.50 2.40 .095 Q(CFS) Y1(FT) WS ELEV. * YC-IN YN-IN Q-TW TW-HT N-Y1 A-Y1 WP-Y1 V-Y1 ******************************************************************************* 1.00 1.08 32.52 * .41 1.08 1.10 .97 .095 3.64 7.09 .27 2.00 1.40 32.84 * .54 1.40 2.20 .99 .095 6.12 9.19 .33 3.00 1.63 33.07 * .64 1.63 3.30 1.02 .095 8.30 10.70 4.00 1.81 33.25 * .71 1.81 4.40 1.07 .095 10.24 ll.88 .36 .39 5.00 1.97 33.41 * .78 1.97 5.50 1.13 .095 12.13 12.93 .41 6.00 2.11 33.55 * .84 2.11 6.60 1.20 .095 13.91 13.85 7.00 2.23 33.67 * .89 2.23 7.70 1.28 .095 15.54 14.63 .43 8.00 2.35 33.79 * .94 2.35 8.80 1.38 .095 17.26 15.42 .45 **************** OVERFLOW ENCOUNTERED AT 9.00 CFS DISCHARGE ***************** .46 9.00 ".45 33.89 * .98 2.45 9.90 1.49 .095 18.75 15.85 10.00 2.53 33.97 * 1.03 2.53 11.00 1.63 .095 19.95 16.01 .48 1i.00 2.62 34.06 * 1.07 2.62 12.10 1.76 .095 21.30 16.19 .50 12.00 2.70 34.14 * 1.10 2.70 13.20 1.92 .095 22.50 16.35 .52 13.00 2.78 34.22 * 1.14 2.78 14.30 2.09 .095 23.70 16.51 .53 .55 14.00 2.86 34.30 * 1.17 2.86 15.40 2.27 .095 24.90 16.67 15.00 2.93 3�.37 * 1.21 2.^-3 16.50 2.46 .095 25.95 16.81 .56 16.00 3.01 3�.45 * 1.24 3.C1 17.60 2.67 .095 27.15 16.97 .58 17.00 3.08 34.52 * 1.27 3.08 18.70 2.90 .095 28.20 17.11 .59 18.00 3.15 34.59 * 1.30 3.15 19.80 3.13 .095 29.25 17.25 .60 19.00 3.38 34.82 * 1.33 3.22 20.90 3.38 .095 32.65 17.70 .F2 .58 20.00 3.64 35.08 * 1.35 3.29 22.00 3.64 .095 36.60 18.23 21.00 3.93 35.37 * 1.38 3.36 23.10 3.93 .095 40.89 18.80 .55 22.00 4.21 35.65 * 1.41 3.43 24.20 4.21 .095 45.21 19.38 .51 23.00 4.43 35.87 * 1.43 3.50 25.30 4.43 .095 48.45 -9.81 .49 24.00 4.43 35.87 * 1.46 3.55 26.40 4.43 .095 48.45 19.81 .47 25.00 4.43 35.87 * 1.48 3.63 27.50 4.43 .095 48.45 19.81 .50 26.00 4.43 35.87 * 1.50 3.65 -8.60 4.43 .095 48.45 19.81 .52 27.00 4.43 35.87 * 1.53 3.76 i9.70 4.43 .095 48.45 19.81 .54 .5" 25.00 4.38 35.92 * 1.48 .00 1.48 3.63 .095 47.70 19.71 .52 26.00 4.38 35.92 * 1.50 .00 1.50 3.69 .095 47.70 19.71 .55 27.00 4.39 35.93 * 1.53 .00 1.53 3.76 .095 47.85 19.73 .56 28.00 4.39 35.93 * 1.55 .00 1.55 3.82 .095 47.85 19.73 .59 29.00 4.39 35.93 * 1._- .00 1.57 3.88 .095 47.85 19.73 .61 30.00 4.40 35.94 * 1.5': .00 1.59 3.94 .095 48.00 19.75 .62 31.00 4.40 35.94 * 1.61 .00 1.61 4.01 .095 48.00 19.75 .65 32.00 4.41 35.95 * 1.63 .00 1.63 4.07 .095 48.15 19.77 .66 33.00 4.41 35.95 * 1.65 .00 1.65 4.13 .095 48.15 19.77 .69 34.00 4.41 35.95 * 1.67 .00 1.67 4.19 .095 48.15 19.77 .71 35.00 4.42 35.96 * 1.69 .00 1.69 4.25 .095 48.30 19.79 .72 36.00 4.42 35.96 * 1.71 .00 1.71 4.31 .095 48.30 19.79 .75 37.00 4.43 35.97 * 1.73 .00 1.73 4.37 .095 48.45 19.81 .76 38.00 4.43 35.97 * 1.75 .00 1.75 4.43 .095 48.45 19.81 .78 39.00 4.48 36.02 * 1.77 .00 1.77 4.48 .095 49.20 19.91 .79 40.00 4.54 36.08 * 1.78 .00 1.78 4.54 .095 50.10 20.03 .80 41.00 4.60 36.14 * 1.80 .00 1.80 4.60 .095 51.00 20.15 .80 42.00 4.66 36.20 * 1.82 .00 1.82 4.66 .095 51.90 20.27 .81 43.00 4.71 36.25 * 1.84 .00 1.84 4.71 .095 52.65 20.37 .82 44.00 4.77 36.31 * 1.85 .00 1.85 4.77 .095 53.55 20.49 .82 45.00 4.83 36.37 *. 1.87 .00 1.87 4.83 .095 54.45 20.61 .83 46.00 4.88 36.42 * 1.89 .00 1.89 4.88 .095 55.20 20.71 .83 47.00 4.94 36.48 * 1.90 .00 1.90 4.94 .095 56.10 20.83 .84 48.00 4.99 36.53 * 1.92 .00 1.92 4.99 .095 56.85 20.93 .84 49.00 5.05 36.59 * 1.93 .00 1.93 5.05 .095 57.75 21.05 .85 50.00 5.10 36.64 * 1.95 .00 1.95 5.10 .095 58.50 21.15 .85 NOTE: WATER DEPTH INFORMATION FOR THIS LAST CROSS-SECTION WAS COMPUTED ASSUMING APPROACH VELOCITIES GREATER THAN OR EQUAL TO CROSS -SECTIONAL VELOCITIES. IF NOT THE CASE, WATER DEPTHS CAN BE ADJUSTED BY SPECIFYING, A - ADJUST. SPECIFY: F - FILE, A - ADJUST, P - PRINT R/D, N - NEWJOB, S - STOP F SPECIFY: H - HW/TW DATA FILE, R - ROUTING DATA FILE, E - ESCAPE, S - STOP 4 SPECIFY: H - HW/TW DATA FILE, R - RC:iJTING DATA FILE, E - ESCAPE, S - STOP h ENTER [d:][path]filename(.ext] FOR STORAGE OF HW-DATA COMPUTED AT STA. 130.00: 43chanhw.um SPECIFY: H - HW/TW DATA FILE, R - ROUTING DATA FILE, E - ESCAPE, S - STOP S 4 BACKWATER PROGRAM FOR ROUND/ARCH CULVERTS ENTER: NUMBER OF CULVERTS 1 -------------------------------------------------------------------------------- OUTFLOW CONDITIONS PIPE NO. 1 - TAILWATER DATA: 1) SPECIFY TYPE OF TAILWATER DATA :INPUT: S - SINGLE TW-ELEV. F - TW/HW DATA FILE F 2) ENTER: (d:)[_ath]filename[.ext] OF HW/TW FILE 43CHANHW.UM 2a) DISPLAY TW/HW DATA -FILE (Y or N) ? N -------------------------------------------------------------------------------- 17.00 1.78 34.53 * .012 1.32 .82 3.08 3.08 1.32 ***** 1.78 18.00 1.84 34.59 * .012 1.36 .84 3.15 3.15 1.36 ***** 1.84 19.00 2.33 35.08 * .012 1.40 .86 3.36 3.36 2.12 2.33 1.91 20.00 2.58 35.33 * .012 1.44 .89 3.61 3.61 2.40 2.58 1.97 21.00 2.86 35.61 * .012 1.48 .91 3.88 3.88 2.70 2.86 2.03 22.00 3.17 35.92 * .012 1.51 .93 4.16 4.16 3.01 3.17 2.09 23.00 3.39 36.14 * .012 1.55 .95 4.37 4.37 3.22 3.39 2.15 24.00 3.43 36.18 * .012 1.58 .97 4.38 4.38 3.23 3.43 2.21 25.00 3.45 36.20 * .012 1.62 1.00 4.38 4.38 3.24 3.45 2.26 26.00 3.47 36.22 * .012 1.65 1.02 4.38 4.38 3.24 3.47 2.32 27.00 3.50 36.25 * .012 1.68 1.04 4.39 4.39 3.26 3.50 2.37 28.00 3.53 36.28 * .012 1.72 1.06 4.39 4.39 3.26 3.53 2.42 29.00 3.56 36.31 * .012 1.75 1.08 4.39 4.39 3.27 3.56 2.48 30.00 3.59 36.34 * .012 1.78 1.10 4.40 4.40 3.29 3.59 2.53 31.00- 3.62 36.37 * .012 1.81 1.12 4.40 4.40 3.29 3.62 2.58 32.00 3.66 36.41 * .012 1.84 1.13 4.41 4.41 3.31 3.66 2.64 33.00 3.69 36.44 * .012 1.87 1.15 4.41 4.41 3.32 3.69 2.69 34.00 3.72 36.47 * .012 1.90 1.17 4.41 4.41 3.32 3.72 2.74 35.00 3.76 36.51 * .012 1.93 1.19 4.42 4.42 3.34 3.76 2.79 36.00 3.79 36.54 * .012 1.96 1.21 4.42 4.42 3.35 3.79 2.85 37.00 3.84 36.59 * .012 1.98 1.23 4.43 4.43 3.37 3.84 2.90 38.00 3.87 36.62 * .012 2.01 1.25 4.43 4.43 3.37 3.87 2.95 39.00 3.96 36.71 * .012 2.04 1.26 4.48 4.48 3.43 3.96 3.00 40.00 4.06 36.81 * .012 2.06 1.28 4.54 4.54 3.50 4.06 3.06 41.00 4.15 36.90 * .012 2.09 1.30 4.60 4.60 3.57 4.15 3.11 42.00 4.25 37.00 * .012 2.12 1.32 4.66 4.66 3.64 4.25 3.16 43.00 4.35 37.10 * .012 2.14 1.33 4.71 4.71 3.70 4.35 3.19 44.00 4.45 37.20 * .012 2.17 1.35 4.77 4.77 3.77 4.45 3.25 45.00 4.55 37.30 * .012 2.19 1.37 4.83 4.83 3.84 4.55 3.30 46.00 4.64 37.39 * .012 2.21 1.39 4.88 4.88 3.90 4.64 3.36 47.00 4.75 37.50 * .012 2.24 1.40 4.94 4.94 3.97 4.75 3.41 48.00 4.84 37.59 * .012 2.26 1.42 4.99 4.99 4.03 4.84 3.47 49.00 4.95 37.70 * .012 2.28 1.44 5.05 5.05 4.10 4.95 3.52 ******* RANGE EXCEEDED IN TAILWATER FILE - TAILWATER DATA EXTRAPOLATED ******** �CGjj Gwt / KING COUNTY DEPARTMENT OF PUBLIC WORKS Surface Water Management Division BACKWATER ANALYSIS PROGRAM Version 4.22 1 - INFO ON THIS PROGRAM 2 - BWCHAIF 3 - BWPIPE 4 - BWCULV 5 - BWBOX 6 - DATA -FILE ROUTINES 7 - RETURN TO DOS ENTER OPTION 4 BACKWATER PROGRAM FOR ROUND/ARCH CULVERTS ENTER: NUMBER OF CULVERTS 1 OUTFLOW CONDITIONS PIPE NO. 1 - TAILWATER DATA: 1) SPECIFY TYPE OF TAILWATER DATA INPUT: S - SINGLE TW-ELEV. F - TW/HW DATA FILE S 2) ENTER: TW-ELEV 32.40 ------------------------------------------------------------------------------- ROUND/ARCH PIPE INPUT CODING INFORM2,TION: PIPE TYPE CODING: 1 - CONC/SMOOTH BORE (n=0.012) 5 - CMP ARCH (NEW GEOMETRY) 2 - CORRUGATED METAL (n=0.024) 6 - CONC/SMOOTH ARCH (OLD) 3 - HELICAL CMP (n-fac varies) 7 - CONC/SMOOTH ARCH (NEW) 4 - CMP ARCH (OLD GEOMETRY) 8 - ROUND (user sets n-_f_:7) P-RCH PIPE CODING - EQUIVALENT ROUND SIZE MUST BE INPUTTED PER FOLLOWING TABLE: EQUIV-DIAM. OLD -ARCH NEW -ARCH * EQUIV-DIAM. OLD -ARCH NEW -ARCH 15" 18"X 11" 17"X 13" * 42" 50"X 31" 49"X 33" 18" 22"X 13" 21"X 13" * 48" 58"X 36" 57"X 38" 21" 25"X 16" 24"X 18" * 54" 65"X 40" 64"X 43" 24" 29"X 18" 28"X 20" * 60" 72"X 44" 71"X 47" 30" 36"X 22" 35"X 24" * 66" 79"X 49" 77"X 52" 36" 43"X 27" 42"X 29" * 72" 85"X 54" 83"X 57" INLET TYPE COOING: 1 - CMP/PROD. 4 - CP SOCKET/PROJ. 7 - CMAP/PROD. 10 - OTE'--_-= (SEE 2 - CMP/HDW_UL 5 - CP SQ.EDGE/FDWALL 8 - CMAP/HDWALL FHF REPORT ENTER (d:][path]filename[.ext] OF CHANNEL -DATA FILE 43RDCHAN.UM DISPLAY CHANNEL DATA (Y or N)? Y ------------------------------------------------------------------------------- OUTFLOW CONDITIONS AT STATION .00 TAILWATER DATA: 1) SPECIFY TYPE OF TAILWATER DATA INPUT: S - SINGLE TW-ELEV. F F - TW/HW DATA FILE 2) ENTER: [d:](path)filename(.ext] OF HW/TW DATA 43C1HW.UM ------------------------------------------------------------------------------- ENTER: QMIN, QMAX, QINCRE, PRINT -OPTION (STANDARD=1, CONDENSED=2, EXPANDED=3) .00 50.00 1.00 1 ' STATION .00: INVERT= 31.44 FT EC=1.75 Q-RATIO= .10 CROSS-SECTION DATA: ' DIST/STAGE IS MEASURED FROM INVERT; N-FAC IS MEASURED BETWEEN STAGES LEFT(FT) STAGE(FT) N-FACTOR * RIGHT(FT) STAGE(FT) N-FACTOR 2.50 .80 .095 * 2.50 .80 .095 ' 7.50 2.40 .030 * 7.50 2.40 .030 Q(CFS) Y1(FT) WS ELEV. * YC-IN YN-IN Q-TW TW-HT N-Y1 A-Yl WP-Y1 V-Y1 ******************************************************************************* 1.00 1.03 32.47 * .41 1.03 1.10 .97 .083 3.32 6.76 .30 2.00 1.28 32.72 * .54 1.28 2.20 .99 .074 5.12 8.40 .39 3.00 1.45 32.89 * .64 1.45 3.30 1.02 .070 6.57 9.52 .46 4.00 1.59 33.03 * .71 1.59 4.40 1.07 .067 7.90 10.43 .51 5.00 1.71 33.15 * .78 1.71 5.50 1.13 .065 9.14 11.22 .55 6.00 1.81 33.25 * .84 1.81 6.60 1.20 .063 '9.24 11.88 .59 7.00 1.90 33.34 * .89 1.90 7.70 1.28 .062 11.28 12.47 .62 8.00 1.98 33.42 * .94 1.98 8.80 1.38 .061 12.25 12.99 .65 9.00 2.06 33.50 * .98 2.06 9.90 1.49 .060 13.26 13.52 .68 10.00 2.13 33.57 * 1.03 2.13 11.00 1.63 .079 14.18 13.98 .71 11.00 2.20 33.64 * 1.07 2.20 12.10 1.76 33 15.12 14.44 .73 12.00 2.26 33.70 * 1.10 2.26 13.20 1.92 .057 15.96 14.lc .75 13.00 2.32 33.76 * 1.14 2.32 14.30 2.09 .057 16.82 15.27, .77 14.00 2.38 33.82 * 1.17 2.38 15.40 2.27 .056 17.70 15.62 .79 OVERFLOW ENCOUNTERED AT 15.00 CFS DISCHARGE ***************** 15.00 2.46 33.90 1.21 2.43 16.50 2.46 .056 18.90 15.87 .79 16.00 2.67 34.11 1.24 2.48 17.60 2.67 .055 22.05 16.29 .73 17.00 2.90 34.34 * 1.27 2.53 18.70 2.90 .055 25.45 16.".= .67 18.00 3.13 34.57 * 1.30 2.58 19.80 3.13 .054 28.92 17.2' .62 19.00 3.38 34.82 * 1.33 2.62 20.90 3.38 .053 32.65 17.70 .58 20.00 3.64 35.08 * 1.35 2.67 22.00 3.64 .053 36.60 18.23 .55 21.00 3.93 35.37 * 1.38 2.71 23.10 3.93 .052 40.89 18.80 .51 22.00 4.21 35.65 * 1.41 2.76 24.20 4.21 .052 41.21 19.38 .49 23.00 4.43 35.87 * 1.43 2.80 25.30 4.43 .051 40.45 19.81 .47 24.00 4.43 35.87 * 1.46 2.84 26.40 4.43 .051 40.45 19.81 .50 25.00 4.43 35.87 * 1.48 2.88 27.50 4.43 .051 48.45 19.81 .52 26.00 4.43 35.87 * 1.50 2.93 28.60 4.43 .051 48.45 19.81 .54 27.00 4.43 35.87 * 1.53 2.97 29.70 4.43 .051 48.45 19.81 .56 25.00 4.35 35.89 * 1.48 .00 1.48 2.88 .051 47.25 19.65 .53 26.00 4.35 35.89 * 1.50 .00 1.50 2.93 .051 47.25 19.65 .55 27.00 4.35 35.89 * 1.53 .00 1.53 2.97 .051 47.25 19.65 .57 28.00 4.35 35.89 * 1.55 .00 1.55 3.01 .051 47.25 19.65 .59 29.00 4.35 35.89 * 1.57 .00 1.57 3.05 .051 47.25 19.65 .61 30.00 4.35 35.89 * 1.59 -00 1.59 3.09 .051 47.25 19.65 .63 31.00 4.35 35.89 * 1.61 .00 1.61 3.12 .051 47.25 19.65 .66 32.00 4.36 35.90 * 1.63 .00 1.63 3.16 .051 47.40 19.67 .68 33.00 4.36 35.90 * 1.65 .00 1.65 3.20 .051 47.40 19.67 .70 34.00 4.36 35.90 * 1.67 .00 1.67 3.24 .051 47.40 19.67 .72 35.00 4.36 35.90 * 1.69 .00 1.69 3.28 .051 47.40 19.67 .74 36.00 4.36 35.90 * 1.71 .00 1.71 3.31 .051 47.40 19.67 37.00 4.36 35.90 * 1.73 .00 1.73 3.35 .051 47.40 19.67 .76 .78 38.00 4.36 35.90 * 1.75 .00 1.75 3.39 .051 47.40 19.67 39.00 4.37 35.91 * 1.77 .00 1.77 3.42 .051 47.55 19.69 .80 .82 40.00 4.37 35.91 * 1.78 .00 1.78 3.46 .051 47.55 19.69 .84 41.00 4.37 35.91 * 1.80 .00 1.80 3.49 .051 47.55 19.69 .86 42.00 4.37 35.91 * 1.82 .00 1.82 3.53 .051 47.55 19.69 .88 43.00 4.37 35.91 * 1.84 .00 1.84 3.56 .051 47.55 19.69 .90 44.00 4.37 35.91 * 1.85 .00 1.85 3.60 .051 47.55 19.69 .93 45.00 4.38 35.92 * 1.87 .00 1.87 3.63 .051 47.70 19.71 .94 46.00 4.38 35.92 * 1.89 .00 1.89 3.66 .051 47.70 19.71 .96 47.00 4.38 35.92 * 1.90 .00 1.90 3.70 .051 47.70 19.71 .99 48.00 4.38 35.92 * 1.92 .00 1.92 3.73 .051 47.70 19.71 1.01 49.00 4.38 35.92 * 1.93 .00 1.93 3.76 .051 47.70 19.71 1.03 50.00 4.38 35.92 * 1.95 .00 1.95 3.80 .051 47.70 19.71 1.05 NOTE: WATER DEPTH INFORMATION FOR THIS LAST CROSS-SECTION WAS, COMPUTED ASSUMING APPROACH VELOCITIES GREATER THAN OR EQUAL TO CROSS -SECTIONAL VELOCITIES. IF NOT THE CASE, WATER DEPTHS CAN BE ADJUSTED BY SPECIFYING, A - ADJUST. SPECIFY: F - FILE, A - ADJUST, P - PRINT R/D, N - NEWJOB, S - STOP F SPECIFY: H - HW/TW DATA FILE, R - ROUTING DATA FILE, E - ESCAPE, S - STOP 4 SPECIFY: H - HW/TW DATA FILE, R - ROUTING DATA FILE, E - ESCAPE, _: - STOP h ENTER [d: ][path] filename[.ext] FOR STORAGE OF HW-DATA COMPUTED AT STA. 130.00: 43chanhw.um SPECIFY: H - HW/TW DATA FILE, R - ROUTING DATA FILE, E - ESCAPE, S - STOP S 4 B5_{WATER PROGRAM FOR ROUND/ARCH CULVERT: ENTER: NUMBER OF CULVERTS 1 OUTFLOW CONDITIONS PIPE NO. 1 - TAILWATER DATA: 1) SPECIFY TYPE; OF TAILW,.T ER DATA ]INPUT: S - SINGLE TW-ELEV. F F - TW/HW DATA FILE 2) ENTER: [d:)(path]filename[.ext] OF HW/TW FILE 4 3 CHANHW . UM 2a) DISPLAY TW/HW DATA -FILE (Y or N) ? N 17.00 1.78 34.53 * .012 1.32 .82 2.85 2.85 1.32 ***** 1.78 18.00 1.84 34.59 * .012 1.36 .84 3.07 3.07 1.36 ***** ' 1.84 19.00 1.89 34.64 * .012 1.40 .86 3.31 3.31 1.40 ***** 1.89 20.00 2.53 35.28 * .012 1.44 .89 3.56 3.56 2.35 2.53 1.97 21.00 2.83 35.58 * .012 1.48 .91 3.85 3.85 2.67 2.83 2.03 22.00 3.13 35.88 * .012 1.51 .93 4.13 4.13 2.97 3.13 2.09 23.00 3.38 36.13 * .012 1.55 .95 4.35 4.35 3.20 3.38 2.15 24.00 3.40 36.15 * .012 1.58 .97 4.35 4.35 3.20 3.40 2.21 25.00 3.42 36.17 * .012 1.62 1.00 4.35 4.35 3.21 3.42 2.26 26.00 3.44 36.19 * .012 1.65 1.02 4.35 4.35 3.21 3.44 2.32 27.00 3.46 36.21 * .012 1.68 1.04 4.35 4.35 3.22 3.46 2.37 23.00 3.49 36.24 * .012 1.72 1.06 4.35 4.35 3.22 3.49 2.42 29.00 3.51 36.26 * .012 1.75 1.08 4.35 4.35 3.23 3.51 2.48 30.00 3.54 36.29 * .012 1.78 1.10 4.35 4.35 3.24 3.54 2.53 31.00 3.57 36.32 * .012 1.81 1.12 4.35 4.35 3.24 3.57 2.58 32.00 3.61 36.36 * .012 1.84 1.13 4.36 4.36 3.26 3.61 2.64 33.00 3.64 36.39 * .012 1.87 1.15 4.36 4.36 3.27 3.64 2.69 34.00 3.67 36.42 * .012 1.90 1.17 4.36 4.36 3.27 3.67 2.74 35.00 3.70 36.45 * .012 1.93 1.19 4.36 4.36 3.28 3.70 2.79 36.00 3.73 36.48 * .012 1.96 1.21 4.36 4.36 3.29 3.73 2.85 37.00 3.77 36.52 * .012 1.98 1.23 4.36 4.36 3.30 3.77 2.90 38.00 3.80 36.55 * .012 2.01 1.25 4.36 4.36 3.30 3.80 ' 2.95 39.00 3.85 36.60 * .012 2.04 1.26 4.37 4.37 3.32 3.85 3.00 40.00 3.88 36.63 * .012 2.06 1.28 4.37 4.37 3.33 3.88 3.05 41.00 3.92 36.67 * .012 2.09 1.30 4.37 4.37 3.34 3.92 3.11 42.00 3.96 36.71 * .012 2.12 1.32 4.37 4.37 3.35 3.96 3.16 t 43.00 4.00 36.75 * .012 2.14 1.33 4.37 4.37 3.36 4.00 3.18 44.00 4.04 36.79 * .012 2.17 1.35 4.37 4.37 3.37 4.04 3.24 45.00 4.09 36.84 * .012 2.19 1.37 4.38 4.38 3.39 4.09 3.29 46.00 4.13 36.88 * .012 2.21 1.39 4.38 4.38 3.40 4.13 ' 3.35 47.00 4.17 36.92 * .012 2.24 1.40 4.38 4.38 3.41 4.17 3.40 48.00 4.22 36.97 * .012 2.26 1.42 4.38 4.38 3.42 4.22 3.46 49.00 4.26 37.01 * .012 2.28 1.44 4.38 4.38 3.43 4.26 3.50 ******* RANGE EXCEEDED IN TAILWATER FILE - TAILWATER DATA EXTRAPOLATED ******** I GYPSY SUBBASIN ANALYSIS -110TH PL SE CULVERT CAPACITY KING COUNTY DEPARTMENT OF PUBLIC WORKS Surface Water Management Division BACKWATER ANALYSIS PROGRAM Version 4.22 1 - INFO ON THIS PROGRAM 2 - BWCHAN 3 - BWPIPE 4 - BWCULV 5 - BWBOX 6 - DATA -FILE ROUTINES 7 - RETURN TO DOS ENTER OPTION 4 BACKWATER PROGRAM FOR ROUND/ARCH CULVERTS' ENTER: NUMBER OF CULVERTS 1 ------------------------------------------------------------------------------- OUTFLOW CONDITIONS PIPE NO. 1 - TAILWATER DATA: 1) SPECIFY TYPE OF TAILWATER DATA INPUT: S - SINGLE TW-ELEV. F - TW/HW DATA FILE s 2) ENTER: TW-ELEV 46.24 ROUND/ARCH PIPE INPUT CODING INFORMATION: PIPE TYPE CODING: 1 - CONC/SMOOTH BORE (n=0.012) 5 - CMP ARCH (NEW GEOMETRY) 2 - CORRUGATED METAL (n=0.024) 6 - CONC/SMOOTH ARCH (OLD'' 3 - HELICAL CMP (n-fac varies) 7 - CONC/SMOOTH ARCH (NEW) 4 - CMP ARCH (OLD GEOMETRY) 8 - ROUND (user sets n-fac) ARCH PIPE CODING - EQUIVALENT ROUND SIZE RUST BE INPUTTED PER FOLLOWING TABLE: EQUIV-DIAM. OLD -ARCH NEW -ARCS * EQUIV-DIAM. OLD -ARCH NEW -ARCH 15" 18"X 11" 17"X 13" * 42" 50"X 31" 49"X 33" 18" 22"X 13" 21"X 13" * 48" 58"X 36" 57"X 38" 21" 25"X 16" 24"X 18" 54" 65"X 40" 64"X 43" 24" 2911X 18" 28"X 20" 60" 72"X 44" 71"X 47" 30" 36"X 22" 35"X 24" 66" 79"X 49" 7711X 52"' 36" 431IX 27" 42"X 29" * 72" 85"X 54" 83"X 57" INLET TYPE CODING: 1 - CMP/PROJ. 4 - CP SOCKET/PROJ. 7 - CMAP/PROJ. 10 - OTHER (SEE 2 - CM3/HDWALL 5 - CP SQ.EDGE/HDWALL 8 - CHAP/HDWALL FHWA REPORT 3 - CY=/MITER 6 - CP SOCKET/HDWALL 9 - CMAP/MITER HDS NC.5) ENTER PIPE 8 1: LENGTH(ft), DIA(in), PIPE --TYPE, OUTLET-IE, INLET-IE, INLET -TYPE 8_ 18 2 46.24 52.09 2 INF:,OW CONDITIONS - OVERFLOW DATA AND UPSTREAM VELOCITY DATA: 1) ENTER: OVERFLOW-ELEV, OVERFLOW -TYPE (NONE=0, BROP.T-WEIR=1, SHARP-WEIR=2) 54 0 2) SPECIFY TYPE OF VELOCITY DATA INPUT: S - SINGLE VELOCITY UPSTREAM V - VARY VELOCITY ACCORDING TO V=Q/A v 3) SPECIFY AN UPSTREAM CHANNEL WIDTH(ft) FOR COMPUTING A=HW*WIDTH 110-CULV.= 11/21/94 Page -1 GYPSY SUBBASINANALYSIS-110THPL SE CULVERT CAPACITY 70.5 18 2 46.56 50.29 1 ' INFLOW CO:.ZITIONS - OVERFLOW DATA AND UPSTREAM VELOCITY DATA: 1) ENTER: OVERFLOW-ELEV, OVERFLOW -TYPE (NONE-0, BROAD-WEIR-1, SHARP-WEIR-2) 55 0 2) SPECIFY TYPE OF VELOCITY DATA INPUT: S - SINGLE VELOCITY UPSTREAM V - VARY VELOCITY ACCORDING TO V-Q/A s 3) ENTER: VELOCITY(fps) UPSTREAM 3 ENTER: QMIN, QMAX, QINCRE, PRINT -OPTION (STANDARD-1, CONDENSED-2, EXPANDED-3) 0 50 1 1 E NO. 1: 70 LF - 18"CMP 8 5.29% OUTLET: o 46.56 INLET: 50.29 INTYP: 1 Q(CFS) HW(FT) HW ELEV. • N-FAC DC DN TW DO DE HWO HWI trrr+a+tsaraaataatat+aa+aar+saaat:+aaraaaaarrrtararrrr+r+ttttr+a+agar+raarraa+a 1.00 .38 50.67 * .024 .38 .29 .00 .29 .38 ++*** .34 2.00 .60 50.89 * .024 .54 .40 .00 .40 .54 ***** .60 3.00 .81 51.10 + .024 .66 .49 .00 .49 .66 *+*** .81 4.00 1.02 51.31 * .024 .77 .57 .00 .57 .77 +**•• 1.02 5.00 1.21 51.50 + .024 .87 .65 .00 .65 .87 ***+* 1.21 6.00 1.41 51.70 + .024 .95 .72 .00 .72 .95 +**+* 1.41 7.00 1.60 51.89 * .024 1.03 .79 .00 .79 1.03 +++++ 1.60 8.00 1.78 52.07 * .024 1.10 .85 .00 .85 1.10 **+** 1.78 9.00 2.06 52.35 * .024 1.17 .92 .00 .92 1.17 +*+** 2.06 10.00 2.40 52.69 + .024 1.22 .99 .00 .99 1.22 +**++ 2.40 11.00 2.77 53.06 + .024 1.28 1.06 .00 1.06 1.28 **+** 2.77 12.00 3.18 53.47 + .024 1.32 1.14 .00 1.14 1.32 ++*+* 3.18 13.00 3.62 53.91 + .024 1.36 1.23 .00 1.23 1.36 ****+ 3.62 14.00 4.10 54.39 + .024 1.39 1.37 .00 1.37 1.39 *+*++ 4.10 15.00 4.61 54.90 * .024 1.41 1.50 .00 1.41 2.31 4.30 4.61 16.00 5.23 55.52 * .024 1.43 1.50 .00 1.43 2.95 5.23 5.16 17.00 6.23 56.52 * .024 1.44 1.50 .00 1.44 3.64 6.23 5.75 18.00 7.33 57.62 * .024 1.46 1.50 .00 1.46 4.41 7.33 6.37 19.00 8.48 58.77 * .024 1.47 1.50 .00 1.47 5.21 8.48 7.02 20.00 9.66 59.95 * .024 1.47 1.50 .00 1.47 6.02 9.66 7.71 SPECIFY: N - NEWJOB, F - FILE, S - STOP n BACKWATER PROGRAM FOR ROUND/ARCH CULVERTS ENTER: NUMBER OF CULVERTS 1 OUTFLOW CONDITIONS PIPE NO. 1 - TAILWATER DATA: 1) S?7-CIFY TYPE OF TAILWATER DATA INPUT: S - SINGLE TW-ELEV. F - TW/HW DATA FILE s 2) ENTER: TW-ELEV 49.38 ROUND/ARCH PIPE INPUT CODING INFORMATION: PIPE TYPE CODING: 1 - CONC/SMOOTH BORE (n-0.012) 5 - CMP ARCH (NEW GEOMETRY) 2 - CORRUGATED METAL (n-0.024) 6 - CONC/SMOOTH ARCH (OLD) 3 - HELICAL CMP (n-fac varies) 7 - CONC/SMOOTH ARCH (NEW) 4 - CMP ARCH (OLD GEOMETRY) 8 - ROUND (user sets n-fac) ARCH PIPE CODING - EQUIVALENT ROUND SIZE MUST BE INPUTTED PER FOLLOWING TABLE: EQUIV-DIAM. OLD -ARCH NEW -ARCH * EQUIV-DIAM. OLD -ARCH NEW -ARCH 15" 18"X 11" 17"X 13" * 42" 50"X 31" 49"X 33" 110-CULV.TXT 11/21/94 Page - 3 GYPSY SUBBASIN ANALYSIS -110TS PL SE CULVERT CAPAC= ROUND/ARCH PIPE INPUT CODING INFORMATION: PIPE TYPE CODING: 1 - CONC/SMOOTH BORE (n-0.012) 5 - CMP ARCH (NEW GEOMETRY) 2 - CORRUGATED METAL (n-0.024) 6 - CONC/SMOOTH ARCH (OLD) 3 - HELICAL CMP (n-fac varies) 7 - CONC/SMOOTH ARCH (NEW) 4 - CMP ARCH (OLD GEOMETRY) 8 - ROUND (user sets n-fac) ARCH PIPE CODING - EQUIVALENT ROUND SIZE MUST BE INPUTTED PER FOLLOWING TABLE: EQUIV-DIAM. OLD -ARCH NEW -ARCH * EQUIV-DIAM. OLD -ARCH NEW -ARCH 15" 18"X 11" 17"X 13" + 42" 50"X 31" 49"X 33" 18" 22"X 13" 21"X 13" + 48" 58"X 36" 57"X 38" 21" 25"X 16" 24"X 18" * 54" 65"X 40" 64"X 43" 24" 29"X 18" 28"X 20" * 60" 72"X 44" 71"X 47" 30" 36"X 22" 35"X 24" + 66" 79"X 49" 77"X 52" 36" 43"X 27" 42"X 29" * 72" 85"X 54" 83"X 57" INLET TYPE CODING: 1 - CMP/PROD. 4 - CP SOCKET/PROJ. 7 - CMAP/PROJ. 10 - OTHER (SEE 2 - CMP/HDWALL 5 - CP SQ.EDGE/HDWALL 8 - CMAP/HDWALL FHWA REPORT 3 - CMP/MITER 6 - CP SOCKET/HDWALL 9 - CMAP/MITER HDS NO.5) ENTER PIPE f 1: LENGTH(ft), DIA(in), PIPE -TYPE, OUTLET-IE, INLET-IE, INLET -TYPE 75 18 1 57.42 64.77 6 ------------------------------------------------------------------------------- INFLOW CONDITIONS - OVERFLOW DATA AND UPSTREAM VELOCITY DATA: 1) ENTER: OVERFLOW-ELEV, OVERFLOW -TYPE (NONE-0, BROAD-WEIR-1, SHARP-WEIR-2) 72.8 0 2) SPECIFY TYPE OF VELOCITY DATA INPUT: S - SINGLE VELOCITY UPSTREAM V - VARY VELOCITY ACCORDING TO V-Q/A v 3) SPECIFY AN UPSTREAM CHANNEL WIDTH(ft) FOR COMPUTING A-HW+WIDTH 3 ------------------------------------------------------------------------------- ENTER: QMIN, QMAX, QINCRE, PRINT -OPTION (STANDARD-1, CONDENSED=2, EXPANDED=3) 0 54 1 1 P�Nd lr 75 LF - 18"CP @ 9.804 OUTLET: 57.42 INLET: 64.77 INTYP: 6 Q(CFS) HW(FT) HW ELEV. + N-FAC DC DN TW DO DE HWO HWI 1.00 .43 65.20 * .012 .38 .18 .00 .18 .38 ***** .43 2.00 .65 65.42 * .012 .54 .25 .00 .25 .54 ***** .65 3.00 .84 65.61 * .012 .66 .30 .00 .30 .66 ***** .84 4.00 1.01 65.78 * .012 .77 .34 .00 .34 .77 +**** 1.01 5.00 1.17 65.94 + .012 .87 .38 .00 .38 .87 ++*** 1.17 6.00 1.33 66.10 + .012 .95 .42 .00 .42 .95 ****+ 1.33 7.00 1.50 66.27 * .012 1.03 .46 .00 .46 1.03 ***++ 1.50 8.00 1.63 66.40 + .012 1.10 .49 .00 .49 1.10 ***** 1.63 9.00 1.75 66.52 + .012 1.17 .52 .00 .52 1.17 +**** 1.75 10.00 1.92 66.69 + .012 1.22 .55 .00 .55 1.22 *+*•• 1.92 11.00 2.12 66.89 * .012 1.28 .58 .00 .58 1.28 *+*** 2.12 12.00 2.33 67.10 * .012 1.32 .60 .00 .60 1.32 +**** 2.33 13.00 2.56 67.33 + .012 1.36 .63 .00 .63 1.36 **+** 2.56 14.00 2.81 67.58 * .012 1.39 .66 .00 .66 1.39 ***** 2.81 15.00 3.08 67.85 + .012 1.41 .68 .00 .68 1.41 +**+* 3.08 16.00 3.37 68.14 + .012 1.43 .71 .00 .71 1.43 **•** 3.37 17.00 3.68 68.45 + .012 1.44 .73 .00 .73 1.44 *+**+ 3.68 18.00 4.01 63.78 * .012 1.46 .76 .00 .76 1.46 **++* 4.01 19.00 4.35 69.12 * .012 1.47 .78 .00 .78 1.47 *+++* 4.35 20.00 4.72 69.49 * .012 1.47 .81 .00 .81 1.47 ****+ 4.72 21.00 5.10 69.87 * .012 1.48 .83 .00 .83 1.48 5.10 22.00 5.51 70.28 * .012 1.48 .86 .00 .86 1.48 ***** 5.51 23.00 5.93 70.70 * .012 1.49 .88 .00 .88 1.49 **+*+ 5.93 24.00 6.37 71.14 * .012 1.49 .91 .00 .91 1.49 +**** 6.37 25.00 6.83 71.60 * .012 1.49 .93 .00 .93 1.49 ***+* 6.83 26.00 7.31 72.08 * .012 1.49 .96 .00 .96 1.49 +***+ 7.31 27.00 7.81 72.58 • .012 1.50 .98 .00 .98 1.50 +***+ 7.81 28.00 8.32 73.09 * .012 1.50 1.01 .00 1.01 1.50 *++** 8.32 29.00 8.86 73.63 * .012 1.50 1.03 .00 1.03 1.50 •**++ 8.86 30.00 9.41 74.18 * .012 1.50 1.06 .00 1.06 1.50 ***** 9.41 110-CULV.TXT 11/21/94 Page - 5 GYPSY S UBBASIN ANALYSIS -11OTH PL SE CULVERT CAPACITY C no- PIPE NO. 1: 48 LF - 18"CMP 2 6.491 OUTLET: 87.82 INLET: 90.97 INTYP: 2 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI +**a#+w+++i+rrai#i+raiaraa4rr+rrir++rri#rw++#arwra+r++wrir#wi+#+rrrr+i+r++#wirt 1.00 .38 91.35 .024 .38 .27 .00 .27 .38 ***** .32 2.00 .55 91.52 * .024 .54 .38 .00 .38 .54 *+*** .55 3.00 .74 91.71 * .024 .66 .47 .00 .47 .66 *•*** .74 4.00 .92 91.89 * .024 .77 .54 .00 .54 .77 ***+* .92 5.00 1.09 92.06 * .024 .87 .61 .00 .61 .87 *++** 1.09 6.00 1.25 92.22 * .024 .95 .68 .00 .68 .95 ***+* 1.25 7.00 1.42 92.39 * .024 1.03 .74 .00 .74 1.03 *+*+* 1.42 8.00 1.61 92.58 + .024 1.10 .80 .00 .80 1.10 *+*** 1.61 9.00 1.83 92.80 * .024 1.17 .86 .00 .86 1.17 *+*** 1.83 10.00 2.06 93.03 .024 1.22 .92 .00 .92 1.22 ***** 2.06 11.00 2.31 93.28 * .024 1.28 .98 .00 .98 1.28 ***** 2.31 12.00 2.59 93.56 * .024 1.32 1.05 .00 1.05 1.32 ***** 2.59 13.00 2.90 93.87 * .024 1.36 1.11 .00 1.11 1.36 '***+ 2.90 14.00 3.23 94.20 + .024 1.39 1.19 .00 1.19 1.39 +*+*+ 3.23 15.00 3.58 94.55 * .024 1.41 1.29 .00 1.29 1.41 ***** 3.58 16.00 3.95 94.92 + .024 1.43 1.50 .00 1.43 1.91 3.68 3.95 17.00 4.41 95.38 * .024 1.44 1.50 .00 1.44 2.39 4.41 4.35 18.00 5.19 96.16 + .024 1.46 1.50 .00 1.46 2.91 5.19 4.78 19.00 6.03 97.00 .024 1.47 1.50 .00 1.47 3.47 6.03 5.23 20.00 6.87 97.84 * .024 1.47 1.50 .00 1.47 4.02 6.87 5.70 SPECIFY: N - NEWJOB, £ - FILE, S - STOP s 110-CULV.= 11/21/94 Page - 7 APPENDIX I Model Comparison to Stream Gage Data APPENDIX I Model Comparison to Stream Gage Data e ENTRANCO PROJECT A,4?Sl SHEET NO. I OF JOB NO. 1- q 4-0 1 7 - zD CALCULATIONS FOR f:�Io W DATA A> ALY S ► �, ?L-AA/ _ MADE BY DATE t CHECKED BY DATE if - I I if ! r T.�%�i ! rl 1 1! rr . I I 'CCU -f-j-- I i� I :1 ' i 1 �, i ! ! �✓L� i r 1 I 1 ! I _ 1 i I I I 1 1 1 1 i 1 1 t i t I 1 1! — 1 1 - -�-s�; �T I I i t l i . 1 1 1 1 i I i SI I ate! s I I _ 1 1 1 -�; I �---; I I ' I I 1 1 �✓ I fi i t I l i if l i l �V' LOMtTNJ01!_G i�--irf% i j � � --r���•�S%�/.�i* ': 1!' t i NC I 1 I ice_. "� 1 ! I I 1 �rTr I I i l l i l it I 'I !I l;II ! I Ifti it merit! i E� 1+� c -r- I I- I I 1111411.7 !' 1 - Ire 1 I t i i I l l l l i I l l l i 11 1 I I j I 1 1 11 I 1 1 1 I I I! Q SHEET NO. Z OF 9 e ENTRANCO JOB NO. PROJECT 17yP5 j CALCULATIONS FOR -bA-r,4 A vt} ty!5, S MADE BY -,-r DATE 1--Z-4-9s- CHECKED BY DATE NEE 1 .I SHEET NO. 3 OF a e ENTRANCO JOB NO. i - q A- PROJECT L. CALCULATIONS FOR Ct-a�✓ l�NAI, MADE BY -f'' DATE CHECKED BY DATE _ V�=?=_Cqr� nT i�:A;-•►c _�=S I --+--� �T �= i a-�/— ' I ! ' I i � ~I r J � -' Ir�� ' 1V�V I 14�• ��-1_I I ' ' I , t"-'- {l! i ! Q' ! ' i�.{._(�' " ! _�A I �(/[y,�J L7L! I • ' t ! I I 1 I I I � I � ! I , I li I I , '��� 'q- / I! 1: I I I!, I 1 i f I �( • 1 i 1 I; t,, t ; -4-�-;-'. 6'4 arc _e _3f ' �;l ►� b " t � I I l i - O! N1��i}-1; A'► .Z�;7 '1��iI .l-IiI G�dX4��iII .n s�.H d�•5(�ss �_--I1{ : iAl-I� --- �b-�,/I - & 1--!t If I`d :��1!- .�_,f, �� �---IIi Z— 1-'A_� ^_,�i "G`-Ir T-^-!f'�- --��)Ir/ --:�^I �-�I .; I~f=T�I1J.4 -.�-J�a! ZCd.F1 x- �-A� '�i. ! ?I�I Tf ii:T�_7iG�I �td--T!�f -: �J, 1�11 �t-f=-O-C t---�l-t�i`;-T�-Ct�i;I�-� 'I! G��!1i 50-i1, _%',Ii(I - C�'-I--�II ?'�I—� �e�ce ---v�s - - -►-� " -i- -I✓ 11r �I�1I R, ° _— i-- - I I!! P1 FLOWS.XLS Chart 1 P1 Calibration • q-p1 . - - O- - - q-bwpipe 4 . assumed values 11.0 10.0 9.0 8.0 7.0 6.0 0 5.0 4.0 3.0 2.0 1.0 0.0 0.00 1.00 2.00 3.00 4.00 depth (ft) 5.00 6.00 7.00 8.00 1 /24/86 3:63 PM bit Page 1 Q P1 FLOWSALS Chart 2 h/d Page 1 • q-bwpipe q-p 1 _�q 1220FLOWALS 6%9 Gaye 0: 16.52 Inlet IE: 14.52 day gage /eve/ WSEL p 1 d hrs eat flow mean q p 1 vo/ 14.5 0.68 17.20 2.68 3.0 14.7 0.93 17.45 2.93 4.8 3.3 3.2 54,463 14.8 0.83 17.35 2.83 2.4 3.2 3.2 28,021 14.9 1.11 17.63 3.11 2.4 3.5 3.4 28,970 15.0 0.87 17.39 2.87 2.4 3.2 3.4 29,180 15.1 1.00 17.52 3.00 2.4 3.4 3.3 28,601 15.6 0.76 17.28 2.76 12 3.1 3.2 140,107 15.9 1.15 17.67 3.15 7.2 3.6 3.3 86,435 16.2 0.90 17.42 2.90 7.2 3.3 3.4 88,647 16.4 0.95 17.47 2.95 4.8 3.3 3.3 56,991 16.8 0.83 17.35 2.83 9.6 3.2 3.3 112,507 16.9 1.12 17.64 3.12 2.4 3.5 3.4 29,022 17.0 0.95 17.47 2.95 2.4 3.3 3.4 29,654 17.5 4.35 20.87 6.35 12 7.5 5.4 233,333 17.7 2.86 19.38 4.86 4.8 5.7 6.6 113,453 17.8 3.03 19.55 5.03 2.4 5.9 5.8 49,756 18.0 1.20 17.72 3.20 4.8 3.6 4.7 82,025 18.2 2.48 19.00 4.48 4.8 5.2 4.4 76,268 18.4 1.12 17.64 3.12 4.8 3.5 4.4 75,426 19.0 0.96 17.48 2.96 14.4 3.3 3.4 178,242 19.2 1.93 18.45 3.93 4.8 4.5 3.9 67,946 19.4 1.15 17.67 3.15 4.8 3.6 4.0 69,948 19.8 4.47 20.99 6.47 9.6 7.6 5.6 193,408 20.4 5.32 21.84 7.32 14.4 8.7 8.1 421,893 21.3 4.49 21.01 6.49 21.6 7.6 8.2 633,787 21.5 0.94 17.46 2.94 4.8 3.3 5.5 94,703 22.2 0.83 17.35 2.83 16.8 3.2 3.2 196,519 23.0 0.68 17.20 2.68 19.2 3.0 3.1 213,638 .�...,. O. A 1 1 avca. J,Y I WSEL 22.00 21.50 21.00 20.50 20.00 19.50 19.00 18.50 18.00 17.50 • • 17.00 14.0 16.0 18.0 20.0 22.0 24.0 day �, 943 Page 1 1220FLOW.XLS -7/r1 P1 a vs H d-bw assumed values 0.71 0 1.04 1 1.33 2 1.66 3 4.74 4 5.11 5 5.59 6 6.03 7 6.48 8 7.07 9 7.77 10 Page 2 37U95PRT.PRN Chart 2 May Creek Precipitation 0.05 0.04 c 0.03 m c (0 0.02 0.01 0 0 0 O of N •- 0 0 (D o0 N �- 0 o N a) OD N •- 0 O 00 � 00OD 00 N �- 0 O O rn N .- 0 o (D rn ` N .- 0 O N O N �- 0 O 00 O N •- 0 0 O -- O N N 0 0 (D O N N 0 0 N d O N 0 0 00 ci O N 0 0 O .- N N 0 O (D .- N N 0 o N rn .-- N N 0 0 00 d a)` c- N N .- .- '- r- m IM Page 1 on lla►11■■ i ��iIIr����!■■E — �A\I■■ ■■ ■ 111�■ 1 ■■ii i �� ■I a?.-, - 0 Iff L roilm 0 Olin. I 1c* SHEET NO. I OF e ENTRANCO JOB NO. PROJECT sA>,-Wo CALCULATIONS FOR lz---Zo-q4 57o;z.44 14,iDX06 RAP44C MADE BY DATE )- ZA-q!r CHECKED BY DATE IN I I IMEM Immmm El so" INNER Mlm SEMEN MEN m mw//■omm/d■n=m MIKE MM MENEM M — MEN ROME■ ONES WE a 0 SEEM EM in EMME as om ROSSINI EMEM MWMMM ■ an an on EMSERNMEM nommol" EmsSA , ME SEEMS -SESSION ONES! 100011111 1 11 1 WE KING COUNTY DEPARTMENT OF PUBLIC WORKS Surface Water Management Division HYDROGRAPH PROGRAMS Version 4.21B 1 - INFO ON THIS PROGRAM 2 - SBUHYD 3 - MODIFIED SBUHYD 4 - ROUTE 5 - ROUTE2 6 - ADDHYD 7 - BASEFLOW 8 - PLOTHYD 9 - DATA 10 - RDFAC 11 - RETURN TO DOS ENTER OPTION: 2 SBUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPH STORM OPTIONS: 1 - S.C.S. TYPE -IA 2 - 7-DAY DESIGN STORM 3 - STORM DATA FILE SPECIFY STORM OPTION: 3 ENTER [d:][path]filename[.ext] OF STORM DATA -FILE 1220strm.txt ---------------------------------------------------------------------- ************ STORM DATA FILE "1220strm.txt ****** ******** STORM DURATION: 24 HOURS **** TOTAL PRECIP: 1.02" ******** ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 98.7,81.7,5.7,98,75.8 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 104.4 98.7 81.7 5.7 98.0 75.8 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 3.26 19.00 57151 ENTER [d:][path]filename[.ext) FOR STORAGE OF COMPUTED HYDROGRAPH: a-1220.hyd SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP c ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 2 42.5,85.6,7.3,98,63.3 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 49.8 42.5 85.6 7.3 98.0 63.3 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 2.74 18.17 51245 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: b-1220.hyd SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP c --------------- 7------------------------------------------------------ ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 3 9.2,90,2.8,98,39.1 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 12.0 9.2 90.0 2.8 98.0 39.1 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 1.04 17.17 19287 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: c-1220.hyd SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP c ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 4 65.3,81.7,4.8,98,51 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 70.1 65.3 81.7 4.8 98.0 51.0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 2.44 19.00 41253 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: d-1220.hyd SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP c ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 5 28.8,84.6,19,98,23.9 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 47.8 28.8 84.6 19.0 98.0 23.9 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 4.06 17.00 73947 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: e-1220.hyd SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP c ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 6 12.3,86,5.3,98,15.4 - DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) t. A CN A CN 17.6 12.3 86.0 5.3 98.0 15.4 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 1.49 17.00 24851 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: f-1220.hyd SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP c ----------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 9.5,90,9.4,98,62.8 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 18.9 9.5 90.0 9.4 98.0 62.8 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 1.82 18.17 38765 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: g-1220.hyd SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP 7 ROUTINE FOR ADDING HYDROGRAPHS ENTER: [d:][path]filename[.ext] OF HYDROGRAPH 1 a-1220.hyd ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 1 0 ENTER: [d:][path]filename[.ext] OF HYDROGRAPH 2 b-1220.hyd ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 2 7.4 DATA PRINT-OUT: HYDROGRAPH 1: PEAK-Q= 3.26 CFS T-PEAK= 19.00 HRS TT= 0 MINUTES HYDROGRAPH 2: PEAK-Q= 2.73 CFS T-PEAK= 18.33 HRS TT= 7 MINUTES HYDROGRAPH SUM: PEAK-Q= 5.84 CFS T-PEAK= 19.17 HRS TOTAL VOLUME: 108336CU-FT SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP f ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 2-1220.hyd SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP c ENTER: [d:][path]filename[.ext] OF HYDROGRAPH 1 2-1220.hyd ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 1 10 ENTER: [d:][path]filename[.ext] OF HYDROGRAPH 2 d-1220.hyd ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 2 1 DATA PRINT-OUT: HYDROGRAPH 1: PEAK-Q= 5.84 CFS T-PEAK= 19.33 HRS TT= 10 MINUTES HYDROGRAPH 2: PEAK-Q= 2.43 CFS T-PEAK= 19.00 HRS TT= 1 MINUTES HYDROGRAPH SUM: PEAK-Q= 8.21 CFS T-PEAK= 19.17 HRS TOTAL VOLUME: 149694CU-FT SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP c ENTER: [d:][path]filename[.ext] OF HYDROGRAPH 3 c-1220.hyd ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 3 0 DATA PRINT-OUT: HYDROGRAPH S: PEAK-Q= 8.21 CFS T-PEAK= 19.17 HRS TT= 0 MINUTES HYDROGRAPH 3: PEAK-Q= 1.04 CFS T-PEAK= 17.17 HRS TT= 0 MINUTES HYDROGRAPH SUM: PEAK-Q= 9.12 CFS T-PEAK= 18.33 HRS TOTAL VOLUME: 169002CU-FT SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP f ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 3-1220.hyd SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP n ENTER: [d:][path]filename[.ext] OF HYDROGRAPH 1 3-1220.hyd ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 1 7.1 ENTER: [d:][path]filename[.ext] OF HYDROGRAPH 2 e-1220.hyd ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 2 0 DATA PRINT-OUT: HYDROGRAPH 1: PEAK-Q= 9.06 CFS T-PEAK= 18.50 HRS TT= 7 MINUTES HYDROGRAPH 2: PEAK-Q= 4.06 CFS T-PEAK= 17.00 HRS TT= 0 MINUTES HYDROGRAPH SUM: PEAK-Q= 12.42 CFS T-PEAK= 18.33 HRS TOTAL VOLUME: 242946CU-FT SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP f ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 4-1220.hyd SPECIFY: C - CONTINUE, N - NEWJOB, F - FILE, P - PRINT, S - STOP s HYD 1220.XLS Chart 5 14.00 12.00 10.00 8.00 6.00 O . •, 2.00 ... 12-20-94 Hydrograph for Node 4 0.00 5.00 10.00 15.00 20.00 25.00 Qin W.) L —--! Page 1 HYD 1220.XLS Chart 5 1.60 1.40 1.20 1.00 0.80 0.60 0.40 0.20 0.00 12-20-94 Hydrograph for Subbasin F 0.00 5.00 10.00 15.00 20.00 / 25.00 L-- Qin (cfs) / '-3p Page 1 HYD 1220.XLS Chart 5 12-20-94 Hydrograph for Subbasin G 2.00 1.80 1.60 1.40 1.20 1.00 0.80 0.60 0.40 0.20 0.00 0.00 5.00 10.00 15.00 20.00 25.00 Qin (cfa) -L ---� Page 1 I Gypsy Subbasin Extran Simulation: December 19-20, 1994 Storm - Initial 24-hour Period 24 22 w 20 LL. N C_ -' 18 a l0 " 16 �o = 14 12 10 0 5 10 15 20 25 Hours CHARTIALC 1 /27/95 S1 S2 ' D3 0 D1 • D2 12 10 8 N 6 LL U d 4 2 0 -2 1/27/96 December 19-20, 1994 Simulated Flow Rates for Initial 24-hour Period 0 Hours 0000* ° 00 0 ° air ° o ❑ o ° ■ ❑ a o ❑ ■■■ 0 ° ■ ■ 00 �■ ❑ ■ p ■ O O ' ❑ ■ o ❑ ■ O O ■ 0 ❑ o 0 ❑ 0, o ❑ O ■ 0000 m 20 25 ■ 101 ° 104 • 117 0 107