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HomeMy WebLinkAboutSWP272884(8) TECHNICAL MEMORANDUM 430 TO: Ross Hathaway ' City of Renton, Department of Public Works FROM: Bruce Jensen, P.E. Project Manager, Entranco DATE: April 15, 1998 SUBJECT: Pre-Design Technical Memorandum PROJECT: NE 10th Street and Monroe Avenue NE Drainage Improvement Entranco Project No. 98009-20 ' CONTENTS Page BACKGROUND.........................................................................................................2 ' OBJECTIVE..............................................................................................................2 MODEL SETUP AND APPROACH ...........................................................................2 ' MODEL RESULTS FOR EXISTING DRAINAGE SYSTEM .......................................8 ALTERNATIVES ANALYSIS .....................................................................................9 RECOMMENDATIONS........................................................................................... 12 FIGURES Page ' 1. Project Vicinity..................................................................................................3 2. Flood Photographs ...........................................................................................4 3. Surface Water Basin/Drainage Map..................................................map pocket ' 4. SWMM Model Schematic .................................................................................7 ' TABLES Page 1. Peak Runoff Flow Rates...................................................................................8 ' 2. Current and Future Flooding.............................................................................9 3. Conveyance Upgrades ...................................................................................11 4. Preliminary Cost Estimates.............................................................................12 APPENDIX ' A - Model Input Data B - RUNOFF Model Output C - EXTRAN Model Output ' D - Preliminary Cost Estimates 98009/reports/TMDrain(4/15/98)jc 1 S+S �v BACKGROUND �'o The intersection o NE 9th Street and Monroe Avenue NE within the City of Renton (see figure 1) currently experiences recurrent flooding during storm events. As shown in the photographs in figure 2, the intersection flooded on both January 15, 1996, and February 8, 1996. Based on the photographs and discussion with City staff, the flooding extends along Monroe Avenue NE approximately 200 feet on either side of the intersection with NE 9th Street. The flooding appears to be caused by the lack of conveyance capacity in the downstream drainage system. Another potential cause of the flooding, previously identified, is leaves and debris clogging the grates of the catch basins at the intersection. The catch basins were subsequently retrofitted with a through-curb type inlet in addition to the grate. These inlets allow road drainage to flow through the 1 opening in the curb in the event the grate becomes clogged. OBJECTIVE The purpose of this technical memorandum is to characterize the extent of the existing flooding problem, develop and assess alternatives to alleviate the flooding, computer model the preferred alternative, and recommend the necessary conveyance upgrades. MODEL SETUP AND APPROACH The Environmental Protection Agency's Storm Water Management Model (SWMM) was used to simulate basin hydrology and conveyance system hydraulics. The overall drainage basin was separated into nine subbasins for the purpose of the model. Subbasins were delineated based on City of Renton topographic maps and field observations. Refer to figure 3 in the map pocket for subbasin boundaries. The area of each subbasin was measured using a planimeter; and the average width and slope of each subbasin was estimated based on the topographic maps. No detention facilities were modeled in the drainage basin. Refer to Appendix A for the input data used to ' define each subbasin represented in the SWMM model. Impervious Area Currently, the land use in the basin is single-family residential with several schools and a ' church. Based on field reconnaissance and review of aerial photographs taken on April 24, 1995, the basin appears to be nearly built-out. Most of the basin is zoned for eight dwelling units per gross acre (R-8), with a portion of the basin zoned for 10 ' dwelling units per gross acre (R-10). 98009/reports/TMDrain(4/15/98))c 2 N iNot to Scale CD aos NE Sunset Blvd. Lake o Washington � L 4 NE 12th Street Boo NE Park Drive 3 ' N E 10th Street z NE 9th Street i Lu NE 7th Street a' 0 ' irkland 520 Legend Bellevue Project Study Corridor ' Seattle Lake Washington 405 90 ' Mercer a Bland rn a Project 5 N � Site v 0 Renton 0 m 900 o c 0 Tukwila 405 w Lei N 5 J SeaTac 0 Figure 1 Project Vicinity Flood Photographs I Figure 2 Yl.. "ay c-r 98009 reports ' The current density of housing is approximately four to five dwelling units per gross acre. The existing percentage of impervious area estimated for each subbasin ranged from 25 ' to 32 percent. The estimate reflects the amount of impervious area that is effectively tied into the drainage system. No major redevelopment is anticipated; however, to account for future improvements to existing houses, a factor of 5 percent was added to the existing ' impervious area percentage in each subbasin to reflect future conditions. ' Soils The surface soil in the basin is predominantly Arents, Alderwood material (AmC), and ' Ragnar-Indianola association (RdC), as classified by the Soil Conservation Service in the Soil Survey of the King County Area, 1973 (see Appendix A). The Arents, Alderwood material is moderately well-drained material used for urban development. The Ragnar-Indianola association is well-drained soil composed of equal parts Ragnar fine sandy loam and Indianola loamy fine sand. ' Model Setup The RUNOFF block of SWMM was used to model the basin hydrology for both existing and future conditions. The RUNOFF block uses !feteorological data or us efined hyetographs o simulate the rainfall-runoff process using a nonlinear reservoir approach. Both the 25-year and 100-year 24-hour storm events were modeled. The 24-hour 5P accumulated rainfall total was obtained from the isopluvial maps published in the 1989 King County Surface Water Design Manual (KCSWDM). The 25-year 24-hour precipitation volume is 3.4 inches and the 100-year 24-hour precipitation volume is 3.9 inches. The total rainfall was distributed into hourly rainfall intensities using a Type 1 A distribution as outlined in the KCSWDM. In general, SWMM simulates the movement of stormwater runoff from the ground tsurface through pipe and channel networks and storage units to receiving waters. For this specific model, the tributary pipe systems in subbasins 1, 4, 5, 6, 8, and 9 were simulated by routing runoff from each basin through a representative length of pipe of uniform diameter and slope within the RUNOFF block. This was done to approximate the attenuation of the peak runoff rate resulting from the tributary pipe systems. ' Subbasins 2, 3, and 7 were not routed through any pipe network since runoff from these subbasins discharges directly into the main conveyance system. The EXTRAN block of SWMM was used to simulate the hydraulics of the existing primary conveyance system and to determine the necessary conveyance system upgrades to alleviate the roadway flooding. The EXTRAN module used the hydrographs developed in the RUNOFF block to simulate flow through the drainage system for the 25-year and 100-year storm events for both existing and future conditions. The existing primary drainage system along Monroe Avenue NE from NE 11 th Street to NE 7th Street and along NE 7th Street to NE Sunset Boulevard was included in the ' 98009/reports/TMDrain(4/15/98)jc 5 ' EXTRAN model. The simulation of the existing conveyance system was based on survey data provided by the City. To simplify the model, reaches of pipe with uniform diameter, material, and slope were grouped together in representative conduits. The nodes were placed at points where the pipe diameter or slope changes and at points where subbasin inflow occurs. See figure 4 for a schematic diagram of the EXTRAN 1 data file. Refer to Appendix A for the node and conduit data input into the model. The model was also used to determine the necessary conveyance upgrades, with the following design criteria: The water surface will remain at least 6 inches below the catch basin grates for the 25-year future condition storm event and will not exceed the grate elevation for the 100-year future condition storm event. Sensitivity Analysis ' A sensitivity analysis was conducted to determine how sensitive the model results are to changes in the values of specific input parameters. These tests focused on those parameters in the RUNOFF block, which tend to have a higher degree of uncertainty or judgment involved. Since no flow data was available to calibrate the model, this analysis helped to validate the values used for some of these input parameters. IThe first sensitivity test involved the percent impervious parameter, which defines the percent of surface area considered to be impervious for a given subbasin. Reducing the ' value of this parameter was generally determined to lower the volumes of stormwater runoff and the peak runoff rates for the subbasins in the RUNOFF block. In some cases, ' this did not reduce the peak flow rates being discharged into the primary conveyance system since peak flows were already limited by the capacity of the tributary storm drain pipes. As a result, reducing the percent of impervious area tended to reduce the volume of flooding predicted by the model but not the locations where flooding was predicted. Next, changing the average width of a subbasin was found to have almost no impact on the model results. Changing the infiltration rates also had very little impact since most of the runoff in the model is being generated from the impervious surfaces. ' Finally, changing the slope and diameter of the tributary storm drain pipes in the RUNOFF block appeared to have the greatest impact on the model results. These parameters had a direct impact on the peak flow rates being discharged from each subbasin into the primary conveyance system. While the diameters were known for many of the tributary pipes, the slopes of these pipes were generally unknown and had to be assumed. At first, the average slope of the ground surface over the entire length of the pipe was input into the model. However, this was believed to overestimate the peak flow rates for many of these pipe systems since the downstream section of some of these systems appears to be relatively flat and will therefore limit the peak flow rates entering the primary ' conveyance system. Therefore, the slopes of the ground surface in the downstream flatter sections of the tributary pipes were used. This generally reduced the flooding volumes predicted by the model. ' 98009/reports/TMDrain(4/15/98)jc 6 N 120 NE 11th St. 15� 110 105� 100 NE 10th St. 95 00 1,90d NE 9th St. ai t ss > C > 0 o 0 80 C C c~7 '0 Cz W cO 0 G C a) E i i G 75 Un Q U E NE 7th St. _xo Y N I D I s 20 25 30 35 40 45 50 55 60 65 70 a _o LL N O C O L Legend Uj 0 Node N I5 Conduit Figure 4 m Q Basin CO SWMM Model Schematic MODEL RESULTS FOR EXISTING DRAINAGE SYSTEM Hydrology The peak runoff rates resulting from both design storms are presented in table 1. ' owtJ Table 1 Peak Runoff Flow Rates25-Year Storm 100-Year Storm(fV/sec) (ft3/sec) Inlet Area Basin Node# acre ExistingFuture ExistingFuture ' 1 120 8.8 3.7 4.1 4.4 5.0 2 110 8.0 2.6 3.0 3.2 3.7 ' 3 100 10.7 4.0 4.6 4.8 5.5 4 90 45.0 13.6 15.4 16.0 18.2 5 80 17.9 6.8 7.7 8.1 9.2 ' 6 50 36.3 12.2 14.0 14.6 16.6 7 40 9.1 2.6 3.0 3.1 3.6 8 20 113.6 35.6 40.0 42.1 47.2 9 20 27.9 10.5 12.0 12.6 14.3 The values presented in table 1 represent the peak runoff rates from each subbasin prior to being routed through the tributary pipe systems in RUNOFF, which has the 1 effect of attenuating these peak flows. For a more complete listing of results from the RUNOFF model, refer to Appendix B. ' Hydraulics ' Table 2 presents the catch basins that are experiencing flooding under existing and future conditions for the 25-year and 100-year design storms. The flooding is rated as minor, moderate, and severe to provide a qualitative assessment of the relative severity of flooding at each catch basin. For a more complete listing of results from the EXTRAN model, refer to Appendix C. Able- ' 98009/reports/TMDrain(4/15/98)jc 8 Table 2 Current and Future Flooding 25-Year Storm 100-Year Storm City of ' Node# Renton ID# Intersection Existing Future Existing Future 50 13.C6-3 7th/Harrington Moderate Moderate Moderate Moderate 90 13.E4-3 Monroe/9th Severe Severe Severe Severe 100 a 31.E4-2 Monroe/10th Severe Severe Severe Severe ' a. Flooding at Node 100 is considered severe but is slightly less than at Node 90. The results of the SWMM model indicate that the flooding volume and duration is greatest at Node 90 at the intersection of Monroe Avenue NE and NE 9th Street, as would be expected based on the history of flooding at this location. The model also predicts that flooding would occur at other downstream nodes during these extreme storm events. In general, the predicted flooding indicates that the pipes downstream of ' these structures have inadequate conveyance capacity. The severity of flooding indicated in table 1 is intended to be relative to the highest flooding volume predicted at Node 90. The next most severe flooding is at Node 100 at the intersection of NE 10th Street and Monroe Avenue NE. For both the 25-year and 100-year future condition and 100-year existing condition design storms, flooding was experienced at Nodes 50, 90, and 100. Note that the flooding does not necessarily mean that water ponds, as once the stormwater comes ' out the top of the catch basin it can flow overland down the roadway and re-enter the system at some point downstream. These results suggest that the principal drainage system is chronically under-capacity throughout most of its length. Further scrutiny of the results shows that the flooding at Nodes 50 and 90 are independent from each other. For example, the flooding at Node 90 does not result from backwater effects due to downstream flooding at Node 50. ' ALTERNATIVES ANALYSIS Several alternatives were considered to eliminate the roadway flooding problem: ' • Divert high-flows along NE 10th Street to the adjacent drainage basin. • Provide detention upstream of the Monroe Avenue NE and NE 9th Street intersection. • Upgrade the existing drainage system along Monroe Avenue NE. ' 98009/reports/TMDrain(4/15/98)is 9 High-Flow Diversion ' Diverting high flows along NE 10th Street to the adjacent drainage basin was not fully assessed. Generally, diversion of stormwater between drainage basins is not viewed favorably. This alternative would require over 600 feet of new pipe, much of it requiring ' a moderately deep trench. In addition, the downstream system, a complex network of pipes with incomplete survey data, would require capacity analysis. Potentially significant improvements to the downstream system in the receiving basin could be necessary. No further analysis of this alternative was performed at this time. ' Upstream Detention Providing detention at the intersection of Monroe Avenue NE and NE 9th Street was analyzed in detail. Due to the large detention volume required, an underground vault or tank was determined to not be feasible. While no appropriate site was identified for a detention pond, for this analysis it was assumed that two residential lots on the west ' side of Monroe Avenue NE near NE 9th Street could be purchased. The two combined lots have an area of roughly 140 feet by 170 feet. This area would provide roughly one foot of freeboard; the depth of the proposed pond would be approximately 6 feet. The ' available storage volume in the pond would be approximately 2.5 acre-feet. After incorporating the proposed detention facility into the EXTRAN block of the SWMM ' model, both design storms were simulated to determine whether any additional conveyance improvements would be required. The proposed conveyance ' improvements were evaluated according to the following design criteria: • The maximum water surface elevation for the 100-year design storm under future conditions does not exceed the grate elevation of catch basins. • The maximum water surface elevation for the 25-year design storm under future 1 conditions remains six inches below the grate elevation of catch basins. Based on these criteria, it was determined that additional downstream improvements would be required to prevent street flooding during the 25-year and 100-year storm events, as summarized in table 3. Note that if the design criteria were reduced to the conveyance of just the 25-year design storm under future conditions, then only one ' reach of pipe would need to be upgraded for this alternative. ' Conveyance System Upgrade Upgrading the existing principal conveyance system without any upstream detention was also analyzed in detail. The SWMM computer program was used to determine the necessary conveyance improvements. Based on the same design criteria used for the previous alternative, the conveyance improvements identified for this alternative are ' listed in table 3. 98009/reports/TMDrain(4/15/98)jc 10 Table 3 Conveyance Upgrades ' Proposed Diameter (jrr.) Upstream Detention No Upstream Detention Conduit Existing Length No. Diameter (in.) (ft) 25-yr 100-yr 25-yr 100-yr ' 15 21 326 nc nc nc nc 25 12 632 nc 1.25 f 1.50 1.50 ' 35 15 647 �'h nc �,�`l 1.50 Z 1.75 1.75 45 15 999 1.50 1.75 2.00 2.00 ' 55 15 1,093 nc nc 1.50 1.50 65 12 586 nc nc 1.25 1.50 ' 75 12 278 nc 1.25 1.75 `.1� 1.75 85 12 642 nc l� 1.25 1.75 1.75 95 12 255 nc nc 1.50 1.50 105 12 350 nc nc nc nc 115 12 650 nc nc nc nc nc=no change ' P i 7 43. 4.9 33.3 31.3 Note that if the design criteria, without upstream detention, were reduced to convey only the 25-year future conditions design storm, most of the pipes would still require upgrading, although some would require smaller diameter upgrades. ' Construction Cost ' The preliminary construction cost estimates for the latter two alternatives, designed using both the 25-year and 100-year storm events, are summarized in table 4, while the detailed cost estimates are provided in Appendix D. For the purposes of these ' planning-level cost estimates, the cost of a 15-inch-diameter storm drain was assumed to equal the cost of an 18-inch storm drain and a 21-inch storm drain was assumed to equal the cost of a 24-inch storm drain. Based on the cost estimates listed in table 4, the most costly alternative would involve the construction of an upstream detention facility along with the conveyance system upgrades designed for the 100-year storm event. On the other hand, using the same proposed detention facility and designing the conveyance upgrades to the 25-year event ' would be the least costly alternative. Without any upstream detention facility, the cost of 98009/reports/TMDrain(4/15198)jc 11 the proposed conveyance upgrades would be the same whether designed for the 25- year or the 100-year storm event. ' Table 4 Preliminary Cost Estimates Alternative Design Storm Cost ' • Conveyance Upgrades 25-yr $670,820 w/Upstream Detention ' • Conveyance Upgrades 100-yr $1,018,060 w/Upstream Detention • Conveyance Upgrades 25-yr $781,560 ' No Upstream Detention 0 Conveyance Upgrades 100-yr $781,560 ' No Upstream Detention ' Due to the high cost of these alternatives, constructing the improvements in phases may be necessary. For the alternative with an upstream detention facility, this facility should ' be constructed first during Phase 1. This would not only help to alleviate the documented flooding problems at NE 9th Street and Monroe Avenue NE, but would also reduce peak flows and therefore flooding conditions downstream. Phase 2 would ' consist of constructing the necessary conveyance upgrades; these improvements could be separated into additional phases if required to match funding resources. ' For the alternatives without an upstream detention facility, the typical method of construction phasing would be to start at the downstream end and construct the downstream conveyance improvements during Phase 1. However, in this case, flooding would not be alleviated on Monroe Avenue NE until the upstream improvements in Phase 2 were completed. Another possibility would be to start upstream and construct the pipe upgrades on Monroe Avenue NE as the first phase (Conduit 75, 85, and 95). ' This would result in downstream flooding, particularly at NE 7th Street and Harrington' Avenue; however, the roadway is sloped at this point and could serve as overflow conveyance. At a minimum, a field investigation would need to be performed to evaluate the stormwater overflow pathway and the affected property and structures. Certain improvements to the curb along NE 7th Street may be required to adequately ' convey the flow overland. RECOMMENDATIONS ' If purchasing two larger residential lots near the intersection of NE 9th Street and Monroe Avenue NE is feasible, then the proposed improvements involving the upstream ' detention facility are recommended. Designing the conveyance facilities to protect 98009/reports/TMDrain(4/15/98)jc 12 against the 25-year level of protection would be the least costly of all the alternatives and would require the least amount of storm drain replacement. After purchasing the required property, the detention facility could be constructed in the first phase and the conveyance improvements could be constructed in a subsequent phase. ' If purchasing two larger residential lots near the intersection of NE 9th Street and Monroe Avenue NE is not feasible, then the conveyance improvements without an upstream detention facility are recommended. Since there was very little difference in ' the preliminary design for the 25-year storm and the 100-year storm events, it is recommended that these improvements be designed to provide a 100-year level of protection. These improvements could also be constructed in phases. Typically, the ' downstream conveyance improvements along NE 7th Street would be constructed prior to the upstream improvements along Monroe Avenue NE. However, to alleviate the ' chronic flooding problems along Monroe Avenue NE, these upstream facilities could be installed first. Since this would likely create or worsen flooding problems along NE 7th Street, at least until the 7th Street improvements could be constructed, improvements to the curb along NE 7th Street may be required to adequately convey the flow overland. The overflow pathway should also be evaluated carefully to ensure that conveyance of stormwater overflows does not create any potential roadway hazards or damage to ' structures. 98009/reports/TMDrain(4/15/98)jc 13 i APPENDIX A Model Input Data M M M M M M i M M M M M M M M M M M M NORTHINGS AND EASTINGS HORIZONTAL DATUM: NAD83191 (FEET): NE 10th&Monroe Project WO#65215 STRUCTURE NORTHINGS EASTINGS Horizontal STRUCTURE Measure Elev. Inlet 1 Inlet 1 Inlet 1 Measure Elev. Outlet Outlet Outlet Pipe Downstream Distance to Slope of Manning's n Distance to Down to Inlet Invert Location Diameter Pipe Down to Invert Location Diameter Type Structure Downstream Downstream of Downstream 1 Invert(ft) Type Oulet Structure(ft) Pipe Downstream 13-E2-5 186164.66 1308717,87 199,9 1 MH 13.E 2-5 2.2 396.91 E 12" CMP 2.67 396.4 S 12" CMP 13 E 3-1 199.9 0.0051 13-E3-1 185964,791 1308719,41 225.6 2 MH 13 E 3-1 2.6 395.4 N 12" CMP 2.8 395,33 S 12" CP 13 E3-2 225.5 0.0035 13-E3-2 185739.1 1308719.89 79.7 3 MH 13 E 3-2 3.0 394.5 N 12" CP 3.1 394.4 S 12" CP 13,E3-3 79.6 0.0025 13-E3-3 185659.54 1308719.54 146. 4 MH 13 E 3-3 31 394.2 N 12" CP 3.05 394.21 S 12" CP 13,E3-4 146,6 0.0073 averaged 13-E3-4 18551296 1308719.78 184,9 This MH was not found in survey,why is on nez list? 1849 0.0073 averaged 13-E3-5 185328.1 1308719.49 239.1 1 1 MHJ 13,E 3-5 7031 391.7 N 12" CP 7.19 391.62 S 12" CP 13 E4-1 239 0.0079 13-E4-1 185089.04 1308721.43 349,9 2 MH 13,E 4-1 9.22 389.73 N 12" CP 945 389. S 12" CP 13,E4-2 3499 0.0086 13-E4-2 184739.15 1308722,18 254.8 3 MH 13,E 4-2 5.3 386.48 N 12" CP 5.42 386.3 S 12" CP 13 E4-3 254.8 0.003 13-E4-3 184484.38 1308723.11 221,8 4 MH 13,E 4-3 5.18 385.3 N 12" CP 5.28 385.2 S 12" CP 13 E5-1 1 221.8 0,0042 13-E5-1 1842 2.56, 1308723.96 -----305.6 5 MH 13,E 5-1 T28 384.33 N 12" CP 7.62 383.9 S 12" CP 13 E5-2 305.6 0.0039 13-E5-2 183956.99 1308724.52 114,3 6 MH 13,E 5-2 9A 382.81 N 12" CP 9,5 382.71 S 12" CP 13 E5-3 114.3 0.0017 13-E5-3 183842.69 1308725.1E 278A 7 MH 13,E 5-3 9.7 382.52 N 12" CP 9.85 382.37 S 12" CP 13,E5-4 278.4 0.008 13-E5-4 183564.26 1308726.04 183.1 8 MH 13,E 5-4 T2 379.8 N 12" CP 7.35 379.73 SW 12" CP 13 E5-5 183.3 0,0422 13-E5-5 18355295 1308543.29 144.4 9 MH 13,E 5-5 6.45, 372 NE 12" CP 6.62 371.83 SW 12" CP 13 E5-6 144.61 0.0668 13-E5-6 183521 69 1308402.35 258.2 10 MH 13,E 5-6 4.18 362.17 NE 12" CP 7.32 359.03 SW 12" 1CP 13 E6-1 258.6 0.0573 It 3-E6-1 183406.96 1308171.01 197.9 11 MH 13,E 6-1 5,48 344.2 NE 12" ICP 5.75, 343.93 SW 15" CP 13 D6-3 197.9 0.03E 13-D6-3 183321.6 1307992.51 271 A 12 MH 13 D 6-3 5.96 336.8 NE 15" CP 6.05 336.71 SW 15" CP 13 D6-4 271.5 0.0355 13-D6-4 183202 1307748.87 323.8 13 MH 13 D 6-4 5,52 327.08 NE 15" CP 6. 326 SW 15" CP 13 D6-5 324 0.037 13-D6-5 18313535 1307432 299.8 14 MH 13,13 6-5 6.18 314 NE 15" CP 6.23 313.95 W 15" CP 13 C6-3 300.3 0.0617 13-C6-3 183130.65 1307132.27 217.4 15 MH 13 C 6-3 6.1 295.41 E 15" CP 8.32 293.19 NW 15" CP 13 C6-4 217.4 0.0096 13-C6-4 183142.81 1306915.24 49Z9 16 MH 13 C 6-4 6.36 291.1 SE 15" CP 6.51 290.95 NW 15" CP 13 86-2 492.9 0.0067 13-B6-2 183293.85 1306446.03 288.9 17 MH 13 B 6-2 6.05, 28T66 SE 15" CP 6.13 287.58 NW 15" CP 13 66-3 288.8 0,0143 13-86-3 183397.22 1306176.29 410.2 18 MH 13,13 6-3 6.3 283.45 SE 15" CP 6.3 283.45 NW 15" CP 12 16-5 410.3 0.0237 12-16-5 183547.27 1305794.48 236.5 19 MH 1216-5 5.1 273 73 SE 15" CP 5.2 273.63 NW 151, 1CP 12 H6-1 236.6 0,0381 12-H6-1 183622.62 1305570.35 293.9 20 MH 12 H 6-1 5.44 264,62 SE 15" CP 5.6 264.46 NW 12" CP 12 H5-10 295.4 0,1022 12-H5-10 183697.17 1305286.1 338.6 21 MH 12 H 5-10 6.95 234.26 SE 12" CP 7.02 234.19 NW 12" CP 12 H5-11 338.6 0.0820 12-G5-11 183751.42 1304951 83 181.7 1 MH 12 G 5-11 7.6 206.43 SE 15" CP 8.72 205,31 NW 21" CP 12 G5-12 182.4 0.0901 12-G5-12 183781.47 1304772,66 144.2 2 IMH 12 G 5-12 7.01 188,88 195.89 12 G5-13 144.2 0.1116 12-G5-13 183789,21 1304628.64 3 MH 12,13 5-13 179.8 179.8 NEZ.XLS Sheets 5/6/97 4 18 PM i M Ml M M l' M = M M M =1 M NE 10th Street/Monroe Ave NE Drainage Improvement Basin Data Exist. Future Longest Exist. Percent Percent Max.lnfilt. Min. Inlet Inlet Flow Path Ave. Width Percent Effective Effective Rate Infilt.Rate Decay Subbasin Structure# Node# Area(acre) Length (ft) (ft) Slope (ft/ft) Impervious Impervious Impervious (in/hr) (in/hr) Rate 11 13-E3-2 120 8.83 1000 385 0.150 48% 32% 37% f+0 6.5 0.00115 2 13-E4-1 110 7.98 1000 348 0.100 27% 25% 30% 1.0 0.5 0.00115 3 13-E4-2 100 10.70 700 666 0.033 45% 30% 35% 1.0 0.5 0.00115 4 13-E4-3 90 45.01 3000 654 0.025 45% 30% 35% 1.0 0.5 0.00115 5 13-E5-3 80 17.90 1200 650 0.050 48% 32% 37% 1.0 0.5 0.00115 6 13-C6-3 50 36.29 2300 687 0.060 45% 30% 35% 1.0 0.5 0.00115 7 13-136-3 40 9.07 1000 395 0.010 35% 25% 30% 1.0 0.5 0.00115 81 12-G5-11 20 113.63 5600 884 0.750 48% 32% 37% 1.0 0.5 0.00115 91 12-G5-11 20 27.88 1700 714 0.100 48% 32% 37% 1.0 0.51 0.00115 XTRAN.XLS 4/9/98 GEF Monroe Ave/NE 10th St Hyetograph rP25=3.4 in. P,00=3.9 in. Cumulative Hourly Percent 25-YR Storm 100-YR Storm Hour Second Percent Rainfall Rainfall Rainfall (in/hr) Rainfall (in/hr) 1 3600 2.40 2.40 0.082 0.094 2 7200 5.00 2.60 0.088 0.101 3 10800 8.20 3.20 0.109 0.125 ' 4 14400 12.00 3.80 0.129 0.148 5 18000 16.44 4.44 0.151 0.173 6 21600 21.62 5.18 0.176 0.202 ' 7 25200 28.10 6.48 0.220 0.253 8 28800 44.54 16.44 0.559 0.641 9 32400 53.00 8.46 0.288 0.330 ' 10 36000 57.40 4.40 0.150 0.172 11 39600 62.36 4.96 0.169 0.193 12 43200 66.68 4.32 0.147 0.168 ' 13 46800 70.70 4.02 0.137 0.157 14 50400 74.12 3.42 0.116 0.133 15 54000 77.40 3.28 0.112 0.128 16 57600 80.40 3.00 0.102 0.117 17 61200 83.20 2.80 0.095 0.109 18 64800 85.60 2.40 0.082 0.094 19 68400 88.00 2.40 0.082 0.094 ' 20 72000 90.40 2.40 0.082 0.094 21 75600 92.80 2.40 0.082 0.094 22 79200 95.20 2.40 0.082 0.094 ' 23 82800 97.60 2.40 0.082 0.094 24 86400 100.00 2.40 0.082 0.094 Total 3.400 3.900 r r r r r r r r HYETO.XLS 2117198 NOS rr irr r� rr rr rr rr rr rr r�r rr r ar r� �r rr rr rr rr NE 10th Street/Monroe Ave NE Drainage Improvement Conduit Data Upstream Downstream Upstream Downstream Conduit# Structure Structure Node# Node# Diameter (ft) Length (ft) Roughness n Slope 151 12-G5-11 12-G5-13 20 10 1.75 325.9 0.013 0.0748 25 12-H6-1 12-G5-11 30 20 1.00 632.5 0.013 0.0933 35 13-66-3 12-H6-1 40 30 1.25 646.7 0.013 0.0294 45, 13-C6-3 13-B6-3 50 40 1.25 999.2 0.013 0.0075 551, 13-E6-1 13-C6-3 60 50 1.25 1092.9 0.013 0.0462 651 13-E5-4 13-E6-1 70 60 1.00 585.7 0.013 0.0609 75 13-E5-3 13-E5-4 80 70 1.00 278.4 0.013 0.0089 85 13-E4-3 13-E5-3 90 80 1.00 641.7 0.013 0.0043 95 13-E4-2 13-E4-3 100 90 1.00 254.8 0.013 0.0038 105I 13-E4-1 13-E4-2 110 100 1.00 349.9 0.013 0.0083 115 13-E3-2 13-E4-11 120 110 1.00 650.3 0.013 0.0076 XTRAN.XLS 3/5/98 NOS ' Monroe Ave/NE 10th St Node Data Invert Invert Difference Difference Structure# Node# Invert Elevation Grate Elevation Upstream (ft) Downstream (ft) 12-G5-13 10 179.80 185.80 12-G5-11 20 205.31 214.03 1.12 ' 12-H6-1 30 264.46 270.06 0.16 13-136-3 40 283.45 289.75 13-C6-3 50 293.19 301.51 2.22 ' 13-E6-1 60 343.93 349.68 0.27 13-E5-4 70 379.73 387.08 0.15 13-E5-3 80 382.37 392.22 0.15 ' 13-E4-3 90 385.26 390.54 0.10 13-E4-2 100 386.36 392.28 0.12 13-E4-1 110 389.50 398.95 0.23 13-E3-2 120 394.46 397.56 XTRAN.XLS 315198 NOS "' ,.�.•a x• T.�' °fit °h"^• � �e LAO Lox q •�+:�!'�` ` it. � i •, , a 1.. Rl .• C4 Ilk sno wi Oak 41 1, � + '�� ���r y;��:.S1az4�`' a ��• ~ t�' '� '� , to «..` *�� � t y 4,�'i �` 4 A' � �• ' V . ro "r tat, e W fir, f �p��� f �i ? �S 1 �� d ;+ �a� � �. + M••r r � �, . .�. ► '• yi�yl ��iMy� t. d!'_ "y �/'i��'"!^ +,n.1 � y� 'r � r� �, . .• � �' a, ,sky „ '" �,r,,♦ jaP ' ,�^�' +.�` + �i� "« �• f '� r r`> �!. � E � � .i•.,x►� � k �"; k, . `�Y�� �f - � p ..y.��j' 4J.r �•• rt ,f� ,:1 •f } � ,1�� ,I,.. is�, � -�, �ay °'�' x�^ �� • e� t'' .! * °° %•,�i 'r "• � ,fie �,i°i' 1, y � I - .er a, ,�� �� it l►a,'� �' ' a, � ",� f 4 �1 m m m m m m m m m i m m m m m m m m m SEATTL£(CITY P.O.)10 M1.12'30" 6 MI. TO INTERSTATE 90 405 Akl` (Joins sheet 5) AmC ISSAQUAH 12 MI. 10' j :'yfi w• i r �' AgD .... . No I `, •I,1 :tii' :i•• •�� , ��S AmC •Q S��.1. �,c I a Div,Sch �y + .� .• =1 '9 �413 AgC s ..i. .. •ero. Age - AgD Tr V 1 AgC i•�.. S _J = O ° f;u. AR 6 ' i\gyp �•�,` •1 An a •• ri ____ ---- - -- . . :BM • _ I �'■ ■• •� ' ark•. a n; II 11 Ji fillB t u . ugM Athletic I +�, i y —� :----ti ■• II •• .. ©• C� Field I 7 g ic • 1 fc I u -----T •ii 3 424 0 I S 1 iGreenwood Ce Ur A DD ■ 1 1 I (� `y n •fltQli '' EvC . li n •406 `� I aseb'eit ' ;� Cam 1 ty `o p An 11 ; • •� ■ •y Park PC (GRAVEL •PIT \Q\11 11 =. \ • I '• 1 n 1 `6­�-- 1'B 21%' FCC aa. n I a '1 _ I AI /(: • ,. _. 3 = n t^ AkF I EvC IAkF %I .. ��'�P••C• / I ■ Wl Ur W :• AkF u 1 •� Ur �I' Y O •i InC I BM i I I I � i. • AgC BM 137 '- AkF RI AkF ^Ma ■ — sty — AmC \� R/ C 5P I IFS ■ F' .`cam: '.l - T- o`\\ Ak:C / 0 O�-se PA r I - ' InC AkF ` .I - - G I ^ ; - � =.o / c'•.ri 1' Rh o PY •I AgD �)`\ '\ •�• 14 Py •J ` - - Substa:Ap,Ci • �,` -°- - AgC ap /... i P6 imNg I• >• ....mot g 20 • ii 21 a Iv ut. 9 ',j ° .< < 455 °ono° �",I ==a �' �° •u >, 3 1 ••• :} \ �� • �C \�\ AgC `\1° ,AkF I `� q `�\o== sI •1j I Ur Pu �49 " I= •••�• •.'F � �\ \•?� .I AgC AkF\\��`I Park I Ng AQ BeD lii •48eC I » \F\1�1 EvC g I Ur •��• �ii:,�. i •(AgD •�, LJ(_J� 11 I A C Q I B AgD 1 r Map 1 symbol Mapping unit AgB Alderwood gravelly sandy loam, 0 to 6 percent slopes--------- AgC Alderwood gravelly sandy loam, 6 to 15 percent slopes-------- , AgD Alderwood gravelly sandy loam, 15 to 30 percent slopes------- AkF Alderwood and Kitsap soils, very steep----------------------- AmB Arents, Alderwood material, 0 to 6 percent slopes 1/-------- AmC Arents, Alderwood material, 6 to 15 percent slopes 1/------- An Arents, Everett material l/--------------------------------- ' BeC Beausite gravelly sandy loam, 6 to 15 percent slopes--------- BeD Beausite gravelly sandy loam, 15 to 30 percent slopes-------- BeF Beausite gravelly sandy loam, 40 to 75 percent slopes-------- Bh Bellingham silt loam----------------------------------------- Br Briscot silt loam-------------------------------------------- Bu Buckley silt loam-------------------------------------------- Cb Coastal beaches----------------------------------------------- Ea Earlmont silt loam------------------------------------------- ' Ed Edgewick fine sandy loam------------------------------------- EvB Everett gravelly sandy loam, 0 to S percent slopes----------- EvC Everett gravelly sandy loam, 5 to 15 percent slopes---------- EvD Everett gravelly sandy loam, 15 to 30 percent slopes--------- EwC 'Everett-Alderwood gravelly sandy loam_s, 6 to 15 percent slopes----------------------------------------------------- InA Indianola loamy fine sand, 0 to 4 percent slopes------------- InC Indianola loamy fine sand, 4 to 15 percent slopes------------ InD Indianola loamy fine sand, 15 to 30 percent slopes----------- ' KpB Kitsap silt loam, 2 to 8 percent slopes------------ KpC Kitsap silt loam, 8 to 15 percent slopes----------- ---------- KpD Kitsap silt loam, 15 to 30 percent slopes-------------------- KsC Klaus gravelly loamy sand, 6 to 15 percent slopes------------ ' Ma Mixed alluvial land------------------------------------------ NeC Neilton very gravelly loamy sand, 2 to 1S percent slopes NgNewberg silt loam-------------------------------------------- A Nooksack silt loam------------------------------------------- No Norma sandy toam----------------------Or Orcas peat--------- Os Oridia silt loam---------------------- ----------------------- OvC Ovall gravelly loam, 0 to 15 percent slopes------------------ OvD Ovall gravelly loam, 15 to 25 percent slopes----------------- ' OvF Ovall gravelly loam, 40 to 75 percent slopes----------------- PC Pilchuck loamy fine sand------------------------------------- Pk Pilchuck fine sandy loam------------------------------------- Pu Puget silty clay loam---------------------------------------- ' Py Puyallup fine sandy loam------------------------------------- RaC Ragnar fine sandy loam, 6 to 15 percent slopes--------------- RaD Ragnar fine sandy loam, 15 to 25 percent slopes-------------- RdC Ragnar-Indianola association, sloping: l/-------------------- Ragnarsoil--------------------------------------------- Indianola soil------------------------------------------ RdE Ragnar-Indianola association, moderately steep: l/----------- Ragnarsoil--------------------------------------------- ' Indianola soil------------------------------------------ ' Index to Soil Map Units r r r • • . 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Jt`• a �.I��rla�ia I .: •�• •a a'w• rl is■ gill ,���■■■■■� .- w At -■a U h1..iuNuar. • l ��• �S � �Ellli i �i ai n ter`•' t �■■i1.1 `'1�,:1'i'U■•. �• s■C� A•• •I��I�,� I/ /a*■f III � � r'r� �J u�n 1�3: 7EI9S� .�.�� SYIj,jn ` ���"� ��y�`,�� . ■,It�ll; Ilr■. ®1t1■ :. ���..::r-scI f11\`�'�■ {�11��71 ��I■� i � "\Ilti ,/ �r��.. ■DU■• '+ t'�In■■p■r ��s s ► :.�f ` �+i � �11�;`.��, ��a■■■■■■■■p �%Gall ■■■sa PIP AL II�RN133132L^�' � 1 o■1lVca us::tau■ w /AI.D1.16SC �, umauum ■mm�au ul�� ���.ndlt:C[IfIfi111 f h a■■uatra. ursuu,a n1■s mil1i111111�1���.lit■3iE►t:t:aw rat ■■11r■Inu n■1111aaa�� �l i i Cfi G •+- �If it 1 / _�11a?�II■;Ilil Ulrflrb 1=i HIM�riC�►_ �fa.� ■aI■a■■x�7i In-■� aa�ro111Ti ■f{■■>a E/ Illli��!�[..!w ./.a1■�II 111/11111 � � ■■1!11t4rt/ILN�:■�■IIIJII�Ivt fJ7J'luus rya11O/� ,,� Cl":.farmer„F111A/Ilrfi ■■Inn:mnanme n■n■al■n1nh-unit, .n{Alv♦��� r `7�•!alr Ifllallf ■■r;ulnr.{Illrl:ow ■■Ita:n11 ..: ,r - unls ♦O y 1■■■0 •� na{uuln onunn nm/1u■1I i1. .■li 11.s► fH[11fG � 11812SILUXI ■alwaua aaowwf•�...•.r�lpu�•+i ■UUII� EUIIII ei • _-[.. ` 1■nnao murNtllil!111t(I!='-�"�% +�• eusa■mul.. ,�n t� .IirRt�.� Inalal'vll I�ft alf a �•���- • /Ii1fIJ1 alla /, �6fl EfIFEfn '1E)!tlla• ■Halal■ 11■4jjRta Welt. .raaU: Illlllll�all� ■II raa I - i I■lllull IIa1IM Inll fflQiJ• All{.■•' nnllllll11 =mass a m IQ:■M imBO s1111 Y r „fflfil�Claw r�ai lnafllyl 11111111111,E Ilf •lllml \IIIII1r 1■ line 1 1 1 i 1 1 1 1 1 1 1 1 1 1 t APPENDIX B RUNOFF Model Output 1 xxxxxxxxxxxxxxxxxx*xxxxxxxxxxxxxxxxxxxx*xx****xxx * U.S. Environmental Protection Agency * Storm Water Management Model (SWMM) * Version 4.30 xxxxxxxxxxxxxxxxxx*xxx**xxxxxxxxxxxxxxxxxxxxxxxxx Developed by x xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx * Metcalf & Eddy, Inc. * University of Florida * Water Resources Engineers, Inc. * (Now Camp, Dresser and McKee, Inc.) * September 1970 x xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx**xxxxxx Distributed and Maintained by x xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx****xxx * U.S. Environmental Protection Agency * Center for Exposure Assessment Modeling (CEAM)* * Athens Environmental Research Laboratory * 960 College Station Road * Athens, GA 30605-2720 xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx * This is a new release of SWMM. If any * problems occur executing this model * system, contact Mr. Dermont Bouchard, * U.S. Environmental Protection Agency. * 706/546-3130 (voice) 706/546-3402 (BBS) * e-mail: bouchard@athens.ath.epa.gov xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx * This is an implementation of EPA SWMM 4.30. * "Nature is full of infinite causes which * have never occurred in experience" da Vinci xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx NE 10th Stree/Monroe Avenue NE Drainage Improvement Existing Conditions 25-Year Storm * C H A N N E L A N D P I P E D A T A Input NAMEG: Drains Invert L Side R Side Intial Max Mann- Full Sequen Channel to Channel Width Length Slope Slope Slope Depth Depth ings Flow Number ID # NGTO: Type (ft) (ft) (ft/ft) (ft/ft) (ft/ft) (ft) (ft) "N" (cfs) ------ --------------- -------- ------ ------- ------- -------- ------- ------- ------- ----- ----- 1 121 120 Circular 0.5 50.0 0.0160 0.0000 0.0000 0.0 0.0 0.0140 7.09E-01 2 101 100 Circular 1.0 200.0 0.0300 0.0000 0.0000 0.0 0.0 0.0140 6.16E+00 3 91 90 Circular 1.0 1500.0 0.0200 0.0000 0.0000 0.0 0.0 0.0140 5.03E+00 4 81 80 Circular 1.0 500.0 0.0100 0.0000 0.0000 0.0 0.0 0.0140 3.56E+00 5 51 50 Circular 1.0 500.0 0.0100 0.0000 0.0000 0.0 0.0 0.0140 3.56E+00 6 22 20 Circular 1.5 2500.0 0.0100 0.0000 0.0000 0.0 0.0 0.0140 1.05E+01 7 21 20 Circular 1.8 750.0 0.0200 0.0000 0.0000 0.0 0.0 0.0140 2.24E+01 * S U B C A T C H M E N T D A T A SUBCATCH- CHANNEL WIDTH AREA PERCENT SLOPE RESISTANCE FACTOR DEPRES. STORAGE(IN) INFILTRATION DECAY RATE GAGE MENT NO. OR INLET (FT) (AC) IMPERV. (FT/FT) IMPERV. PERV. IMPERV. PERV. RATE(IN/HR) (1/SEC) NO. MAXIMUM MINIMUM --- --- ---- ------ ------ ----- ------- ------ ------ ------ ------ ---- ------- ------- ------ 1 1 121 385.00 8.83 32.00 0.1500 0.011 0.200 0.000 0.000 1.00 0.50 0.00115 1 2 2 110 348.00 7.98 25.00 0.1000 0.011 0.200 0.000 0.000 1.00 0.50 0.00115 1 3 3 101 666.00 10.70 30.00 0.0330 0.011 0.200 0.000 0.000 1.00 0.50 0.00115 1 4 4 91 654.00 45.01 30.00 0.0250 0.011 0.200 0.000 0.000 1.00 0.50 0.00115 1 5 5 81 650.00 17.90 32.00 0.0500 0.011 0.200 0.000 0.000 1.00 0.50 0.00115 1 6 6 51 728.00 36.29 30.00 0.0600 0.011 0.200 0.000 0.000 1.00 0.50 0.00115 1 7 7 40 395.00 9.07 25.00 0.0100 0.011 0.200 0.000 0.000 1.00 0.50 0.00115 1 8 8 22 884.00 113.63 32.00 0.0750 0.011 0.200 0.000 0.000 1.00 0.50 0.00115 1 9 9 21 714.00 27.88 32.00 0.1000 0.011 0.200 0.000 0.000 1.00 0.50 0.00115 1 TOTAL NUMBER OF SUBCATCHMENTS. . 9 TOTAL TRIBUTARY AREA (ACRES) . . .. 277.29 IMPERVIOUS AREA (ACRES) . . . . . . . . . 85.70 PERVIOUS AREA (ACRES) . . . . . . .. . . . 191.59 TOTAL WIDTH (FEET) . . . . . . . . . . . . . . 5424.00 PERCENT IMPERVIOUSNESS. . . . . . . . . . 30.91 SUMMARY STATISTICS FOR SUBCATCHMENTS ------------------------------------ ------------------------------------ PERVIOUS AREA IMPERVIOUS AREA TOTAL SUBCATCHMENT AREA ------------------- ----------------- ------------------------- TOTAL TOTAL PEAK PEAK PEAK PEAK GUTTER SIMULATED RUNOFF TOTAL RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF UNIT SUBCATCH- OR INLET AREA PERCENT RAINFALL DEPTH LOSSES RATE DEPTH RATE DEPTH RATE RUNOFF MENT NO. NO. (AC) IMPER. (IN) (IN) (IN) (CFS) (IN) (CFS) (IN) (CFS) (IN/HR) -------------------------------------------------------------------------------------------------------------------- 1 121 8.83 32.0 3.40 0.039 3.365 0.54 3.296 3.12 1.081 3.66 0.414 2 110 7.98 25.0 3.40 0.031 3.373 0.41 3.296 2.20 0.847 2.61 0.327 3 101 10.70 30.0 3.40 0.028 3.375 0.45 3.293 3.52 1.008 3.98 0.372 4 91 45.01 30.0 3.40 0.007 3.397 0.44 3.267 13.12 0.985 13.56 0.301 5 81 17.90 32.0 3.40 0.022 3.381 0.56 3.289 6.21 1.067 6.77 0.378 6 51 36.29 30.0 3.40 0.014 3.390 0.72 3.282 11.52 0.995 12.24 0.337 7 40 9.07 25.0 3.40 0.012 3.392 0.16 3.283 2.41 0.830 2.57 0.283 8 22 113.63 32.0 3.40 0.007 3.397 1.03 3.264 34.55 1.049 35.58 0.313 9 21 27.88 32.0 3.40 0.022 3.381 0.86 3.288 9.68 1.067 10.54 0.378 R25EX.DOC 4/9/98 gef NE 1Oth Stree/Monroe Avenue NE Drainage Improvement Existing Conditions 25-Year Storm *** NOTE *** IMPERVIOUS AREA STATISTICS AGGREGATE IMPERVIOUS AREAS WITH AND WITHOUT DEPRESSION STORAGE SUMMARY STATISTICS FOR CHANNEL/PIPES ------------------------------------------------ ------------------------------------------------ MAXIMUM MAXIMUM MAXIMUM MAXIMUM TIME LENGTH MAXIMUM RATIO OF RATIO OF FULL FULL FULL COMPUTED COMPUTED COMPUTED COMPUTED OF OF SURCHARGE MAX. TO MAX. DEPTH CHANNEL FLOW VELOCITY DEPTH INFLOW OUTFLOW DEPTH VELOCITY OCCURRENCE SURCHARGE VOLUME FULL TO FULL NUMBER (CFS) (FPS) (FT) (CFS) (CFS) (FT) (FPS) DAY HR. (HOUR) (AC-FT) FLOW DEPTH -------- ------------------------- ------------------------------------------------- ---------------------- ------------------- 21 20.81 8.65 1.75 10.53 9.94 0.85 8.55 1/ l/ 1 7.83 0.00 0.00000E+00 0.48 0.49 22 9.75 5.52 1.50 35.51 10.49 1.50 6.11 l/ l/ 1 7.42 4.00 0.86454E+00 1.08 1.00 51 3.31 4.21 1.00 12.21 3.56 1.00 4.66 1/ 1/ 1 7.33 3.17 0.24443E+00 1.08 1.00 81 3.31 4.21 1.00 6.77 3.56 1.00 4.66 1/ 1/ 1 7.67 0.83 0.50782E-01 1.08 1.00 91 4.68 5.96 1.00 13.53 5.03 1.00 6.60 l/ l/ 1 7.58 2.17 0.23134E+00 1.08 1.00 101 5.73 7.30 1.00 3.98 3.76 0.59 7.78 1/ l/ 1 7.83 0.00 0.00000E+00 0.66 0.59 121 0.66 3.36 0.50 3.66 0.71 0.50 3.72 1/ 1/ 1 6.83 6.42 0.99657E-01 1.08 1.00 40 2.6 l/ 1/ 1 7.83 110 2.6 1/ 1/ 1 7.83 20 20.4 1/ 1/ 1 7.83 50 3.6 1/ 1/ 1 7.33 80 3.6 1/ 1/ 1 7.67 90 5.0 1/ 1/ 1 7.58 100 3.8 1/ 1/ 1 7.83 120 0.7 1/ 1/ 1 6.83 TOTAL NUMBER OF CHANNELS/PIPES = 15 *** NOTE *** THE MAXIMUM FLOWS AND DEPTHS ARE CALCULATED AT THE END OF THE TIME INTERVAL Runoff simulation ended normally. SWMM 4.30 simulation ended normally. Your input file was named : r25-ex.dat Your output file was named: r25-ex.out * SWMM 4.30 Simulation Date and Time Summary * Starting Date. . . April 9, 98 * Time. . . 15:58:11:66 * Ending Date. . . April 91 98 * Time. . . 15:58:27:92 * Elapsed Time. . . 0.267 minutes. * Elapsed Time. . . 16.001 seconds. R25EX.DOC 4/9/98 gef �r r r r r � r rr rr rr rr rr r �r r r r r r NE 10th Stree/Monroe Avenue NE Drainage Improvement Existing Conditions 100-Year Storm * C H A N N E L A N D P I P E D A T A Input NAMEG: Drains Invert L Side R Side Intial Max Mann- Full Sequen Channel to Channel Width Length Slope Slope Slope Depth Depth ings Flow Number ID # NGTO: Type (ft) (ft) (ft/ft) (ft/ft) (ft/ft) (ft) (ft) "N" (cfs) ------ --------------- -------- ------ ------- ------- -------- ------- ------- ------- ----- ----- 1 121 120 Circular 0.5 50.0 0.0160 0.0000 0.0000 0.0 0.0 0.0140 7.09E-01 2 101 100 Circular 1.0 200.0 0.0300 0.0000 0.0000 0.0 0.0 0.0140 6.16E+00 3 91 90 Circular 1.0 1500.0 0.0200 0.0000 0.0000 0.0 0.0 0.0140 5.03E+00 4 81 80 Circular 1.0 500.0 0.0100 0.0000 0.0000 0.0 0.0 0.0140 3.56E+00 5 51 50 Circular 1.0 500.0 0.0100 0.0000 0.0000 0.0 0.0 0.0140 3.56E+00 6 22 20 Circular 1.5 2500.0 0.0100 0.0000 0.0000 0.0 0.0 0.0140 1.05E+01 7 21 20 Circular 1.8 750.0 0.0200 0.0000 0.0000 0.0 0.0 0.0140 2.24E+01 * S U B C A T C H M E N T D A T A SUBCATCH- CHANNEL WIDTH AREA PERCENT SLOPE RESISTANCE FACTOR DEPRES. STORAGE(IN) INFILTRATION DECAY RATE GAGE MENT NO. OR INLET (FT) (AC) IMPERV. (FT/FT) IMPERV. PERV. IMPERV. PERV. RATE(IN/HR) (1/SEC) NO. --- --- ---- ------ ------ ----- ------- ------ ------ ------ ------ ---- ------- ------- ------ 1 1 121 385.00 8.83 32.00 0.1500 0.011 0.200 0.000 0.000 1.00 0.50 0.00115 1 2 2 110 348.00 7.98 25.00 0.1000 0.011 0.200 0.000 0.000 1.00 0.50 0.00115 1 3 3 101 666.00 10.70 30.00 0.0330 0.011 0.200 0.000 0.000 1.00 0.50 0.00115 1 4 4 91 654.00 45.01 30.00 0.0250 0.011 0.200 0.000 0.000 1.00 0.50 0.00115 1 5 5 81 650.00 17.90 32.00 0.0500 0.011 0.200 0.000 0.000 1.00 0.50 0.00115 1 6 6 51 728.00 36.29 30.00 0.0600 0.011 0.200 0.000 0.000 1.00 0.50 0.00115 1 7 7 40 395.00 9.07 25.00 0.0100 0.011 0.200 0.000 0.000 1.00 0.50 0.00115 1 8 8 22 884.00 113.63 32.00 0.0750 0.011 0.200 0.000 0.000 1.00 0.50 0.00115 1 9 9 21 714.00 27.88 32.00 0.1000 0.011 0.200 0.000 0.000 1.00 0.50 0.00115 1 TOTAL NUMBER OF SUBCATCHMENTS. . 9 TOTAL TRIBUTARY AREA (ACRES) . . . . 277.29 IMPERVIOUS AREA (ACRES) . . . .. . . . . 85.70 PERVIOUS AREA (ACRES) . . . . . .. . . . . 191.59 TOTAL WIDTH (FEET) . .. . . . . . .. . . . . 5424.00 PERCENT IMPERVIOUSNESS. . . . .. ... . 30.91 SUMMARY STATISTICS FOR SUBCATCHMENTS ------------------------------------ ------------------------------------ PERVIOUS AREA IMPERVIOUS AREA TOTAL SUBCATCHMENT AREA ------------------- ----------------- ------------------------- TOTAL TOTAL PEAK PEAK PEAK PEAK GUTTER SIMULATED RUNOFF TOTAL RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF UNIT SUBCATCH- OR INLET AREA PERCENT RAINFALL DEPTH LOSSES RATE DEPTH RATE DEPTH RATE RUNOFF MENT NO. NO. (AC) IMPER. (IN) (IN) (IN) (CFS) (IN) (CFS) (IN) (CFS) (IN/HR) -------------------------------------------------------------------------------------------------------------------- 1 121 8.83 32.0 3.90 0.074 3.828 0.85 3.794 3.58 1.264 4.43 0.501 2 110 7.98 25.0 3.90 0.062 3.840 0.67 3.794 2.53 0.995 3.20 0.400 3 101 10.70 30.0 3.90 0.057 3.845 0.76 3.791 4.05 1.177 4.81 0.449 4 91 45.01 30.0 3.90 0.016 3.886 0.77 3.763 15.26 1.140 16.03 0.356 5 81 17.90 32.0 3.90 0.046 3.856 0.96 3.786 7.15 1.243 8.12 0.453 6 51 36.29 30.0 3.90 0.031 3.872 1.26 3.779 13.30 1.155 14.56 0.401 7 40 9.07 25.0 3.90 0.026 3.876 0.28 3.780 2.78 0.965 3 0.338 8 22 113.63 32.0 3.90 0.015 3.887 1.81 3.759 40.25 1.213 2.0 0.370 9 21 27.88 32.0 3.90 0.046 3.856 1.49 3.786 11.14 1.243 1 4 0.453 R100EX.DOC 4/9/98 gef r rr M M M rr rr rr M M ■r M M M M it M M ■r NE 10th Stree/Monroe Avenue NE Drainage Improvement Existing Conditions 100-Year Storm *** NOTE *** IMPERVIOUS AREA STATISTICS AGGREGATE IMPERVIOUS AREAS WITH AND WITHOUT DEPRESSION STORAGE SUMMARY STATISTICS FOR CHANNEL/PIPES ------------------------------------------------ ------------------------------------------------ MAXIMUM MAXIMUM MAXIMUM MAXIMUM TIME LENGTH MAXIMUM RATIO OF RATIO OF FULL FULL FULL COMPUTED COMPUTED COMPUTED COMPUTED OF OF SURCHARGE MAX. TO MAX. DEPTH CHANNEL FLOW VELOCITY DEPTH INFLOW OUTFLOW DEPTH VELOCITY OCCURRENCE SURCHARGE VOLUME FULL TO FULL NUMBER (CFS) (FPS) (FT) (CFS) (CFS) (FT) (FPS) DAY HR. (HOUR) (AC-FT) FLOW DEPTH -------- ------------------------- ------------------------------------------------- ---------------------- ------------------- 21 20.81 8.65 1.75 12.51 11.78 0.94 8.92 l/ 1/ 1 7.83 0.00 0.00000E+00 0.57 0.54 22 9.75 5.52 1.50 41.79 10.49 1.50 6.11 l/ 1/ 1 7.17 5.75 0.12486E+01 1.08 1.00 51 3.31 4.21 1.00 14.41 3.56 1.00 4.66 1/ 1/ 1 7.25 4.50 0.35884E+00 1.08 1.00 81 3.31 4.21 1.00 8.04 3.56 1.00 4.66 l/ l/ 1 7.67 1.25 0.85801E-01 1.08 1.00 91 4.68 5.96 1.00 15.92 5.03 1.00 6.60 l/ l/ 1 7.42 3.17 0.33679E+00 1.08 1.00 101 5.73 7.30 1.00 4.77 4.49 0.67 8.07 l/ l/ 1 7.83 0.00 0.00000E+00 0.78 0.67 121 0.66 3.36 0.50 4.43 0.71 0.50 3.72 l/ l/ 1 6.75 8.92 0.14675E+00 1.08 1.00 40 3.0 l/ 1/ 1 7.83 110 3.2 1/ 1/ 1 7.83 20 22.3 1/ l/ 1 7.83 50 3.6 l/ l/ 1 7.25 80 3.6 l/ l/ 1 7.67 90 5.0 l/ l/ 1 7.42 100 4.5 l/ l/ 1 7.83 120 0.7 l/ 1/ 1 6.75 TOTAL NUMBER OF CHANNELS/PIPES = 15 *** NOTE *** THE MAXIMUM FLOWS AND DEPTHS ARE CALCULATED AT THE END OF THE TIME INTERVAL Runoff simulation ended normally. SWMM 4.30 simulation ended normally. Your input file was named : r100-ex.dat Your output file was named: r100-ex.out * SWMM 4.30 Simulation Date and Time Summary * Starting Date. . . April 91 98 * Time. . . 15:53:45:38 * Ending Date. . . April 91 98 * Time. . . 15:54: 2:19 * Elapsed Time. . . 0.283 minutes. * Elapsed Time. . . 17.000 seconds. R100EX.DOC 4/9/98 gef r■r rr rr rr r� rr rr rr rr rr rr rs r r rr rr rr rr r■ NE 10th Stree/Monroe Avenue NE Drainage Improvement Future Conditions 25-Year Storm * C H A N N E L A N D P I P E D A T A Input NAMEG: Drains Invert L Side R Side Intial Max Mann- Full Sequen Channel to Channel Width Length Slope Slope Slope Depth Depth ings Flow Number ID # NGTO: Type (ft) (ft) (ft/ft) (ft/ft) (ft/ft) (ft) (ft) "N" (cfs) ------ --------------- -------- ------ ------- ------- -------- ------- ------- ------- ----- ----- 1 121 120 Circular 0.5 50.0 0.0160 0.0000 0.0000 0.0 0.0 0.0140 7.09E-01 2 101 100 Circular 1.0 200.0 0.0300 0.0000 0.0000 0.0 0.0 0.0140 6.16E+00 3 91 90 Circular 1.0 1500.0 0.0200 0.0000 0.0000 0.0 0.0 0.0140 5.03E+00 4 81 80 Circular 1.0 500.0 0.0100 0.0000 0.0000 0.0 0.0 0.0140 3.56E+00 5 51 50 Circular 1.0 500.0 0.0100 0.0000 0.0000 0.0 0.0 0.0140 3.56E+00 6 22 20 Circular 1.5 2500.0 0.0100 0.0000 0.0000 0.0 0.0 0.0140 1.05E+01 7 21 20 Circular 1.8 750.0 0.0200 0.0000 0.0000 0.0 0.0 0.0140 2.24E+01 * S U B C A T C H M E N T D A T A SUBCATCH- CHANNEL WIDTH AREA PERCENT SLOPE RESISTANCE FACTOR DEPRES. STORAGE(IN) INFILTRATION DECAY RATE GAGE MENT NO. OR INLET (FT) (AC) IMPERV. (FT/FT) IMPERV. PERV. IMPERV. PERV. RATE(IN/HR) (1/SEC) NO. MAXIMUM MINIMUM --- --- ---- ------ ------ ----- ------- ------ ------ ------ ------ ---- ------- ------- ------ 1 1 121 385.00 8.83 37.00 0.1500 0.011 0.200 0.000 0.000 1.00 0.50 0.00115 1 2 2 110 348.00 7.98 30.00 0.1000 0.011 0.200 0.000 0.000 1.00 0.50 0.00115 1 3 3 101 666.00 10.70 35.00 0.0330 0.011 0.200 0.000 0.000 1.00 0.50 0.00115 1 4 4 91 654.00 45.01 35.00 0.0250 0.011 0.200 0.000 0.000 1.00 0.50 0.00115 1 5 5 81 650.00 17.90 37.00 0.0500 0.011 0.200 0.000 0.000 1.00 0.50 0.00115 1 6 6 51 728.00 36.29 35.00 0.0600 0.011 0.200 0.000 0.000 1.00 0.50 0.00115 1 7 7 40 395.00 9.07 30.00 0.0100 0.011 0.200 0.000 0.000 1.00 0.50 0.00115 1 8 8 22 884.00 113.63 37.00 0.0750 0.011 0.200 0.000 0.000 1.00 0.50 0.00115 1 9 9 21 714.00 27.88 37.00 0.1000 0.011 0.200 0.000 0.000 1.00 0.50 0.00115 1 TOTAL NUMBER OF SUBCATCHMENTS. . 9 TOTAL TRIBUTARY AREA (ACRES) . . . . 277.29 IMPERVIOUS AREA (ACRES) ... . . ... . 99.56 PERVIOUS AREA (ACRES) . . .. .. . .... 177.73 TOTAL WIDTH (FEET) . ... . . . . .... .. 5424.00 PERCENT IMPERVIOUSNESS. . . . . .. . . . 35.91 SUMMARY STATISTICS FOR SUBCATCHMENTS ------------------------------------ ------------------------------------ PERVIOUS AREA IMPERVIOUS AREA TOTAL SUBCATCHMENT AREA ------------------- ----------------- ------------------------- TOTAL TOTAL PEAK PEAK PEAK PEAK GUTTER SIMULATED RUNOFF TOTAL RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF UNIT SUBCATCH- OR INLET AREA PERCENT RAINFALL DEPTH LOSSES RATE DEPTH RATE DEPTH RATE RUNOFF MENT NO. NO. (AC) IMPER. (IN) (IN) (IN) (CFS) (IN) (CFS) (IN) (CFS) (IN/HR) -------------------------------------------------------------------------------------------------------------------- 1 121 8.83 37.0 3.40 0.041 3.363 0.53 3.294 3.60 1.245 4.13 0.468 2 110 7.98 30.0 3.40 0.033 3.371 0.41 3.294 2.64 1.011 3.04 0.381 3 101 10.70 35.0 3.40 0.030 3.374 0.45 3.291 4.10 1.171 4.55 0.425 4 91 45.01 35.0 3.40 0.008 3.396 0.44 3.263 14.93 1.147 15.37 0.341 5 81 17.90 37.0 3.40 0.024 3.380 0.55 3.287 7.13 1.231 7.69 0.429 6 51 36.29 35.0 3.40 0.015 3.389 0.72 3.280 13.27 1.158 13.98 0.385 7 40 9.07 30.0 3.40 0.013 3.391 0.16 3.280 2.85 0.993 3 0.332 8 22 113.63 37.0 3.40 0.007 3.396 1.02 3.260 38.95 1.211 9.97 0.352 9 21 27.88 37.0 3.40 0.024 3.380 0.86 3.287 11.11 1.231 0.429 R25FU.DOC 4/9/98 gei NE 10th Stree/Monroe Avenue NE Drainage Improvement Future Conditions 25-Year Storm *** NOTE *** IMPERVIOUS AREA STATISTICS AGGREGATE IMPERVIOUS AREAS WITH AND WITHOUT DEPRESSION STORAGE SUMMARY STATISTICS FOR CHANNEL/PIPES ------------------------------------------------ ------------------------------------------------ MAXIMUM MAXIMUM MAXIMUM MAXIMUM TIME LENGTH MAXIMUM RATIO OF RATIO OF FULL FULL FULL COMPUTED COMPUTED COMPUTED COMPUTED OF OF SURCHARGE MAX. TO MAX. DEPTH CHANNEL FLOW VELOCITY DEPTH INFLOW OUTFLOW DEPTH VELOCITY OCCURRENCE SURCHARGE VOLUME FULL TO FULL NUMBER (CFS) (FPS) (FT) (CFS) (CFS) (FT) (FPS) DAY HR. (HOUR) (AC-FT) FLOW DEPTH -------- ------------------------- ------------------------------------------------- ---------------------- ------------------- 21 20.81 8.65 1.75 11.97 11.27 0.92 8.82 1/ l/ 1 7.83 0.00 0.00000E+00 0.54 0.52 22 9.75 5.52 1.50 39.90 10.49 1.50 6.11 l/ l/ 1 7.25 5.67 0.11996E+01 1.08 1.00 51 3.31 4.21 1.00 13.96 3.56 1.00 4.66 1/ l/ 1 7.25 4.42 0.33613E+00 1.08 1.00 81 3.31 4.21 1.00 7.69 3.56 1.00 4.66 1/ l/ 1 7.67 1.08 0.76004E-01 1.08 1.00 91 4.68 5.96 1.00 15.34 5.03 1.00 6.60 l/ l/ 1 7.50 3.08 0.32490E+00 1.08 1.00 101 5.73 7.30 1.00 4.55 4.29 0.65 8.01 l/ l/ 1 7.83 0.00 0.00000E+00 0.75 0.65 121 0.66 3.36 0.50 4.13 0.71 0.50 3.72 1/ l/ 1 6.75 8.50 0.12969E+00 1.08 1.00 40 3.0 1/ 1/ 1 7.83 110 3.0 l/ l/ 1 7.83 20 21.8 1/ 1/ 1 7.83 50 3.6 l/ l/ 1 7.25 80 3.6 1/ l/ 1 7.67 90 5.0 1/ l/ 1 7.50 100 4.3 1/ l/ 1 7.83 120 0.7 l/ l/ 1 6.75 TOTAL NUMBER OF CHANNELS/PIPES = 15 *** NOTE *** THE MAXIMUM FLOWS AND DEPTHS ARE CALCULATED AT THE END OF THE TIME INTERVAL Runoff simulation ended normally. SWMM 4.30 simulation ended normally. Your input file was named : r25-fu.dat Your output file was named: r25-fu.out * SWMM 4.30 Simulation Date and Time Summary * Starting Date. . . April 3, 98 * Time. . . 14:26:54:38 * Ending Date. . . April 3, 98 * Time. . . 14:27: 4:71 * Elapsed Time. . . 0.167 minutes. * Elapsed Time. . . 9.999 seconds. R25FU.DOC 4/9/98 get r■i r r� r �r r r r r r r� rr rr ri r� rr r r r NE 10th Stree/Monroe Avenue NE Drainage Improvement Future Conditions 100-Year Storm wxxxxxxxxxxxxxxxxxxxwxxxw,r:r.xwxxxwwwwxxxxxxxxxxxxwxxxxxxx * C H A N N E L A N D P I P E D A T A xxxwxwwwwwxwxxwwwwwwxxxxxxxxwwwwxwwwwwwxwwwxwwwwwwwwxwxwx Input NAMEG: Drains Invert L Side R Side Intial Max Mann- Full Sequen Channel to Channel Width Length Slope Slope Slope Depth Depth ings Flow Number ID # NGTO: Type (ft) (ft) (ft/ft) (ft/ft) (ft/ft) (ft) (ft) "N" (cfs) ------ --------------- -------- ------ ------- ------- -------- ------- ------- ------- ----- ----- 1 121 120 Circular 0.5 50.0 0.0160 0.0000 0.0000 0.0 0.0 0.0140 7.09E-01 2 101 100 Circular 1.0 200.0 0.0300 0.0000 0.0000 0.0 0.0 0.0140 6.16E+00 3 91 90 Circular 1.0 1500.0 0.0200 0.0000 0.0000 0.0 0.0 0.0140 5.03E+00 4 81 80 Circular 1.0 500.0 0.0100 0.0000 0.0000 0.0 0.0 0.0140 3.56E+00 5 51 50 Circular 1.0 500.0 0.0100 0.0000 0.0000 0.0 0.0 0.0140 3.56E+00 6 22 20 Circular 1.5 2500.0 0.0100 0.0000 0.0000 0.0 0.0 0.0140 1.05E+01 7 21 20 Circular 1.8 750.0 0.0200 0.0000 0.0000 0.0 0.0 0.0140 2.24E+01 xxxxxwxxxxxxxxxxxxxxxxxxxxxwxxxxwxxxxwxxwwxwwxxxxxx * S U B C A T C H M E N T D A T A x wxxxxwwxxwxwxxwxxxwwwxxxxwxxxxwxxxxxxxxwwwwwxxwxww SUBCATCH- CHANNEL WIDTH AREA PERCENT SLOPE RESISTANCE FACTOR DEPRES. STORAGE(IN) INFILTRATION DECAY RATE GAGE MENT NO. OR INLET (FT) (AC) IMPERV. (FT/FT) IMPERV. PERV. IMPERV. PERV. RATE(IN/HR) (1/SEC) NO. MAXIMUM MINIMUM --- --- ---- ------ ------ ----- ------- ------ ------ ------ ------ ---- ------- ------- ------ 1 1 121 385.00 8.83 37.00 0.1500 0.011 0.200 0.000 0.000 1.00 0.50 0.00115 1 2 2 110 348.00 7.98 30.00 0.1000 0.011 0.200 0.000 0.000 1.00 0.50 0.00115 1 3 3 101 666.00 10.70 35.00 0.0330 0.011 0.200 0.000 0.000 1.00 0.50 0.00115 1 4 4 91 654.00 45.01 35.00 0.0250 0.011 0.200 0.000 0.000 1.00 0.50 0.00115 1 5 5 81 650.00 17.90 37.00 0.0500 0.011 0.200 0.000 0.000 1.00 0.50 0.00115 1 6 6 51 728.00 36.29 35.00 0.0600 0.011 0.200 0.000 0.000 1.00 0.50 0.00115 1 7 7 40 395.00 9.07 30.00 0.0100 0.011 0.200 0.000 0.000 1.00 0.50 0.00115 1 8 8 22 884.00 113.63 37.00 0.0750 0.011 0.200 0.000 0.000 1.00 0.50 0.00115 1 9 9 21 714.00 27.88 37.00 0.1000 0.011 0.200 0.000 0.000 1.00 0.50 0.00115 1 TOTAL NUMBER OF SUBCATCHMENTS.. 9 TOTAL TRIBUTARY AREA (ACRES) . .. . 277.29 IMPERVIOUS AREA (ACRES) . . .... ... 99.56 PERVIOUS AREA (ACRES) . . . . . .. . ... 177.73 TOTAL WIDTH (FEET) . .... . . ... . ... 5424.00 PERCENT IMPERVIOUSNESS. . . . .. . . . . 35.91 SUMMARY STATISTICS FOR SUBCATCHMENTS ------------------------------------ ------------------------------------ PERVIOUS AREA IMPERVIOUS AREA TOTAL SUBCATCHMENT AREA ------------------- ----------------- ------------------------- TOTAL TOTAL PEAK PEAK PEAK PEAK GUTTER SIMULATED RUNOFF TOTAL RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF UNIT SUBCATCH- OR INLET AREA PERCENT RAINFALL DEPTH LOSSES RATE DEPTH RATE DEPTH RATE RUNOFF MENT NO. NO. (AC) IMPER. (IN) (IN) (IN) (CFS) (IN) (CFS) (IN) (CFS) (IN/HR) -------------------------------------------------------------------------------------------------------------------- 1 121 8.83 37.0 3.90 0.078 3.825 0.84 3.792 4.13 1.452 4.97 0.563 2 110 7.98 30.0 3.90 0.065 3.837 0.66 3.792 3.03 1.183 3.69 0.462 3 101 10.70 35.0 3.90 0.060 3.842 0.74 3.789 4.71 1.365 5.45 0.510 4 91 45.01 35.0 3.90 0.017 3.885 0.77 3.758 17.40 1.327 18.17 0.404 5 81 17.90 37.0 3.90 0.049 3.853 0.95 3.784 8.22 1.431 9.17 0.512 6 51 36.29 35.0 3.90 0.032 3.870 1.25 3.777 15.34 1.343 16.60 0.457 7 40 9.07 30.0 3.90 0.028 3.874 0.28 3.777 3.30 1.153 0.395 8 22 113.63 37.0 3.90 0.016 3.886 1.81 3.754 45.44 1.399 47:24 0.416 9 21 27.88 37.0 3.90 0.049 3.854 1.47 3.784 12.81 1.431 1 0.512 R100FU.D0C 4/9/98 gef r r r r r rr r r■ r r rr r rr r r rr �r r r NE 10th Stree/Monroe Avenue NE Drainage Improvement Future Conditions 100-Year Storm *** NOTE *** IMPERVIOUS AREA STATISTICS AGGREGATE IMPERVIOUS AREAS WITH AND WITHOUT DEPRESSION STORAGE SUMMARY STATISTICS FOR CHANNEL/PIPES ------------------------------------------------ ------------------------------------------------ MAXIMUM MAXIMUM MAXIMUM MAXIMUM TIME LENGTH MAXIMUM RATIO OF RATIO OF FULL FULL FULL COMPUTED COMPUTED COMPUTED COMPUTED OF OF SURCHARGE MAX. TO MAX. DEPTH CHANNEL FLOW VELOCITY DEPTH INFLOW OUTFLOW DEPTH VELOCITY OCCURRENCE SURCHARGE VOLUME FULL TO FULL NUMBER (CFS) (FPS) (FT) (CFS) (CFS) (FT) (FPS) DAY HR. (HOUR) (AC-FT) FLOW DEPTH -------- ------------------------- ------------------------------------------------- ---------------------- ------------------- 21 20.81 8.65 1.75 14.17 13.33 1.02 9.18 1/ l/ 1 7.83 0.00 0.00000E+00 0.64 0.58 22 9.75 5.52 1.50 46.98 10.49 1.50 6.11 l/ l/ 1 6.92 8.00 0.16892E+01 1.08 1.00 51 3.31 4.21 1.00 16.45 3.56 1.00 4.66 l/ l/ 1 6.92 6.50 0.48946E+00 1.08 1.00 81 3.31 4.21 1.00 9.10 3.56 1.00 4.66 l/ l/ 1 7.58 1.58 0.12173E+00 1.08 1.00 91 4.68 5.96 1.00 18.06 5.03 1.00 6.60 l/ 1/ 1 7.33 4.50 0.47475E+00 1.08 1.00 101 5.73 7.30 1.00 5.43 5.11 0.74 8.25 l/ l/ 1 7.83 0.00 0.00000E+00 0.89 0.74 121 0.66 3.36 0.50 4.97 0.71 0.50 3.72 l/ 1/ 1 5.83 12.25 0.18209E+00 1.08 1.00 40 3.5 l/ l/ 1 7.83 110 3.7 l/ l/ 1 7.83 20 23.8 1/ 1/ 1 7.83 50 3.6 l/ l/ 1 6.92 80 3.6 1/ 1/ 1 7.58 90 5.0 l/ 1/ 1 7.33 100 5.1 1/ 1/ 1 7.83 120 0.7 1/ 1/ 1 5.83 TOTAL NUMBER OF CHANNELS/PIPES = 15 *** NOTE *** THE MAXIMUM FLOWS AND DEPTHS ARE CALCULATED AT THE END OF THE TIME INTERVAL Runoff simulation ended normally. SWMM 4.30 simulation ended normally. Your input file was named : r100-fu.dat Your output file was named: r100-fu.out x xxxxxxxxxxxxxxxxxxxxxxxi,xxxx*xxxxxxxxxxxxxxxxxx*xxxxx * SWMM 4.30 Simulation Date and Time Summary x xxxxxxxxxxxxxtxx:txxxxxxxxxxxxxxxxx:txxxxxxxxxxx:t x:t:txxx * Starting Date. . . April 3, 98 * Time. . . 13: 3:42:97 * Ending Date. . . April 3, 98 * Time. . . 13: 3:54: 7 * Elapsed Time. . . 0.200 minutes. * Elapsed Time. . . 12.001 seconds. :t:t:txxx*xxxxxxxxxxxxxxxxxxxxxxxxxxx:rxx*xxxxxxxxxxxxxxxxx R100FU.DOC 4/9/98 gef APPENDIX C EXTRAN Model Output r * U.S. Environmental Protection Agency * Storm Water Management Model (SWMM) * Version 4.30 Developed by * Metcalf & Eddy, Inc. * University of Florida * Water Resources Engineers, Inc. * (Now Camp, Dresser and McKee, Inc.) * September 1970 ************************************************* Distributed and Maintained by * U.S. Environmental Protection Agency * Center for Exposure Assessment Modeling (CEAM)* * Athens Environmental Research Laboratory * 960 College Station Road * Athens, GA 30605-2720 * This is a new release of SWMM. If any * problems occur executing this model * system, contact Mr. Dermont Bouchard, * U.S. Environmental Protection Agency. * 706/546-3130 (voice) 706/546-3402 (BBS) * e-mail: bouchard@athens.ath.epa.gov * This is an implementation of EPA SWMM 4.30. * "Nature is full of infinite causes which * have never occurred in experience" da Vinci �r rr rr r r r r� r �r r rr rr ri rr rr rr rr r r NE 10th Stree/Monroe Avenue NE Drainage Improvement Existing Conditions 25-Year Storm * JUNCTION INFLOW, OUTFLOW OR STREET FLOODING JUNCTION INFLOW, FT3 -------- ------------ 20 5.3836E+05 40 2.7293E+04 50 1.3041E+05 80 6.8802E+04 90 1.5999E+05 100 3.9059E+04 110 2.4523E+04 120 3.4492E+04 JUNCTION OUTFLOW, FT3 -------- ------------ 10 9.5538E+05 50 1.3881E+04 90 4.8238E+04 100 4.3149E+03 ******************************************************* * INITIAL SYSTEM VOLUME = 6.4580E-01 CU FT * * TOTAL SYSTEM INFLOW VOLUME = 1.0229E+06 CU FT * * INFLOW + INITIAL VOLUME = 1.0229E+06 CU FT * ******************************************************* * TOTAL SYSTEM OUTFLOW = 1.0218E+06 CU FT * * VOLUME LEFT IN SYSTEM = 2.2917E+03 CU FT * * OUTFLOW + FINAL VOLUME = 1.0241E+06 CU FT * * ERROR IN CONTINUITY, PERCENT = -0.11 * J U N C T I O N S U M M A R Y S T A T I S T I C S Renton - NE 10th 25-yr Storm - Existing conditions UPPERMOST MEAN MAXIMUM TIME FEET OF FEET MAX. LENGTH LENGTH MAXIMUM GROUND PIPE CROWN JUNCTION JUNCTION JUNCTION OF SURCHARGE DEPTH IS OF OF JUNCTION JUNCTION ELEVATION ELEVATION ELEVATION AVERAGE ELEV. OCCURENCE AT MAX BELOW GROUND SURCHARGE FLOODING AREA NUMBER (FT) (FT) (FT) % CHANGE (FT) HR. MIN. ELEVATION ELEVATION (MIN) (MIN) (SQ.FT) -------- --------- ---------- -------- --------- -------- --------- --------- ------------ --------- -------- -------- 10 185.80 181.56 180.39 0.0122 180.89 7 50 0.00 4.91 0.0 0.0 5.739E+02 20 214.03 207.43 205.89 0.0099 206.39 7 50 0.00 7.64 0.0 0.0 2.889E+02 30 270.06 265.87 264.92 0,0113 265.29 7 50 0.00 4.77 0.0 0.0 3.200E+02 40 289.75 284.70 284.02 0.0153 284.46 7 50 0.00 5.29 0.0 0.0 1.343E+03 50 301.51 295.69 296.14 0.0915 301.51 6 49 5.82 0.00* 544.3 219.0 6.807E+02 60 349.68 345.20 344.33 0.0079 344.50 7 55 0.00 5.18 0.0 0.0 1.444E+03 70 387.08 380.88 380.14 0.0093 380.32 7 44 0.00 6.76 0.0 0.0 2.966E+02 80 392.22 383.52 383.80 0.1133 388.00 7 40 4.48 4.22 552.2 0.0 1.431E+02 90 390.54 386.36 387.70 0.1123 390.54 5 17 4.18 0.00* 705.8 384.3 4.497E+02 100 392.28 387.48 388.35 0.1292 392.28 7 32 4.80 0.00* 559.7 41.5 2.901E+02 110 398.95 390.73 390.36 0.1091 395.01 7 50 4.28 3.94 450.0 0.0 4.057E+02 120 397.56 395.46 394.70 0.0159 395.21 7 51 0.00 2.35 0.0 0.0 3.191E+02 E25EX.DOC 4/10/98 gef M IM M M M M M IM E M = = = = = = r r NE 10th Stree/Monroe Avenue NE Drainage Improvement Existing Conditions 25-Year Storm WARNING. INFLOW TO EXTRAN OCCURED AT JUNCTION THAT EXPERIENCED SURFACE FLOODING. IF THIS INFLOW OCCURED SIMULTANEOUSLY WITH FLOODING, WATER WILL NOT ENTER EXTRAN AND IS LOST FROM SIMULATION EXCEPT FOR CONTINUITY CHECK. USER MAY WISH TO CONSIDER EFFECTS ON UPSTREAM CHANNELS/PIPES NOT MODELED IN EXTRAN. ASTERISK (*) => INFLOW AT JUNCTION WITH INFLOW FROM SWMM INTERFACE FILE. POUND M => INFLOW AT JUNCTION WITH INFLOW FROM K3 GROUP. DOLLAR ($) => INFLOW AT JUNCTION WITH INFLOWS FROM BOTH SOURCES. NOTE THAT CONSTANT JUNCTION INFLOWS CAN ENHANCE FLOODING. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ * C 0 N D U I T S U M M A R Y S T A T I S T I C S Renton - NE loth 25-yr Storm - Existing conditions CONDUIT MAXIMUM TIME MAXIMUM TIME RATIO OF MAXIMUM DEPTH ABOVE LENGTH CONDUIT DESIGN DESIGN VERTICAL COMPUTED OF COMPUTED OF MAX. TO INV. AT CONDUIT ENDS OF NORM SLOPE CONDUIT FLOW VELOCITY DEPTH FLOW OCCURRENCE VELOCITY OCCURRENCE DESIGN UPSTREAM DOWNSTREAM FLOW NUMBER (CFS) (FPS) (IN) (CFS) HR. MIN. (FPS) HR. MIN. FLOW (FT) (FT) (MIN) (FT/FT) ------ ------- -------- -------- ------- ---------- -_------ -------------------- ------- -------- --------- ----- ------ 15 4.43E+01 18.43 21.000 3.12E+01 7 50 19.96 7 50 0.70 1.08 1.08 0.0 0.07824 25 1.08E+01 13.74 12.000 1.08E+01 7 51 15.66 7 53 1.01 0.83 0.83 3.2 0.09175 35 1.10E+01 8.98 15.000 1.09E+01 7 50 10.24 7 49 0.98 1.01 1.01 5.3 0.02912 45 6.38E+00 5.20 15.000 8.36E+00 7 50 30.72 0 1 1.31 8.32 1.01 0.0 0.00975 55 1.37E+01 11.20 15.000 5.81E+00 7 42 9.50 4 3 0.42 0.57 7.07 569.5 0.04528 65 8.78E+00 11.17 12.000 5.81E+00 7 44 11.94 8 25 0.66 0.59 0.59 1.5 0.06066 75 3.37E+00 4.29 12.000 5.81E+00 7 40 7.44 7 40 1.72 5.63 0.95 13.7 0.00894 85 2.33E+00 2.96 12.000 3.41E+00 11 41 4.34 11 41 1.47 5.28 5.48 0.0 0.00427 95 2.23E+00 2.84 12.000 2.94E+00 7 34 3.75 7 34 1.32 5.92 5.18 743.8 0.00392 105 3.31E+00 4.21 12.000 3.14E+00 7 50 4.00 7 50 0.95 5.51 5.80 918.2 0.00863 115 3.04E+00 3.87 12.000 9.71E-01 7 55 3.16 13 5 0.32 0.75 5.28 479.2 0.00727 90012 UNDEF UNDEF UNDEF 3.12E+01 7 50 Extended Transport model simulation ended normally. Are- 4 Mesa rcasc-"'L? SWMM 4.30 simulation ended normally. Your input file was named : E25-EX.DAT Your output file was named: E25-EX.OUT * SWMM 4.30 Simulation Date and Time Summary * Starting Date. .. April 10, 98 * Time. . . 8:16:35:59 * Ending Date. . . April 10, 98 * Time. . . 8:18:18:36 * Elapsed Time. . . 1.717 minutes. * Elapsed Time... 102.999 seconds. E25EX.DOC 4/10/98 gef r� s �r �r r rr rr rr �r r� rr rr r �r �■r rr r� r r NE 10th Stree/Monroe Avenue NE Drainage Improvement Existing Conditions 100-Year Storm * JUNCTION INFLOW, OUTFLOW OR STREET FLOODING JUNCTION INFLOW, FT3 -------- ------------ 20 6.2227E+05 40 3.1732E+04 50 1.5142E+05 80 8.0443E+04 90 1.8518E+05 100 4.5623E+04 110 2.8791E+04 120 4.0388E+04 JUNCTION OUTFLOW, FT3 -------- ------------ 10 1.0870E+06 50 2.0313E+04 90 7.0267E+04 100 6.7019E+03 * INITIAL SYSTEM VOLUME = 6.4580E-01 CU FT * * TOTAL SYSTEM INFLOW VOLUME = 1.1858E+06 CU FT * * INFLOW + INITIAL VOLUME = 1.1858E+06 CU FT * * TOTAL SYSTEM OUTFLOW = 1.1843E+06 CU FT * * VOLUME LEFT IN SYSTEM = 2.5555E+03 CU FT * * OUTFLOW + FINAL VOLUME = 1.1869E+06 CU FT * * ERROR IN CONTINUITY, PERCENT = -0.09 ******************************************************* * J U N C T I O N S U M M A R Y S T A T I S T I C S ************************************************************ Renton - NE 10th 100-yr Storm - Existing conditions UPPERMOST MEAN MAXIMUM TIME FEET OF FEET MAX. LENGTH LENGTH MAXIMUM GROUND PIPE CROWN JUNCTION JUNCTION JUNCTION OF SURCHARGE DEPTH IS OF OF JUNCTION JUNCTION ELEVATION ELEVATION ELEVATION AVERAGE ELEV. OCCURENCE AT MAX BELOW GROUND SURCHARGE FLOODING AREA NUMBER (FT) (FT) (FT) % CHANGE (FT) HR. MIN. ELEVATION ELEVATION (MIN) (MIN) (SQ.FT) -------- --------- ---------- -------- --------- -------- --------- --------- ------------ --------- -------- -------- 10 185.80 181.56 180.43 0.0128 180.95 7 50 0.00 4.85 0.0 0.0 5.739E+02 20 214.03 207.43 205.94 0.0104 206.45 7 50 0.00 7.58 0.0 0.0 2.889E+02 30 270.06 265.87 264.96 0.0124 265.37 7 51 0.00 4.69 0.0 0.0 3.200E+02 40 289.75 284.70 284.06 0.0165 284.54 7 50 0.00 5.21 0.0 0.0 1.008E+04 50 301.51 295.69 296.84 0.0864 301.51 6 43 5.82 0.00* 689.0 299.7 1.276E+04 60 349.68 345.20 344.36 0.0076 344.50 8 9 0.00 5.18 0.0 0.0 2.005E+04 70 387.08 380.88 380.17 0.0091 380.32 7 53 0.00 6.76 0.0 0.0 2.966E+02 80 392.22 383.52 384.07 0.1176 387.99 7 40 4.47 4.23 719.0 0.0 1.431E+02 90 390.54 386.36 388.17 0.1241 390.54 4 27 4.18 0.00* 870.7 505.5 4.499E+02 100 392.28 387.48 388.80 0.1375 392.28 7 30 4.80 0.00* 759.7 51.8 2.901E+02 110 398.95 390.73 390.52 0.1363 396.43 7 50 5.70 2.52 516.2 0.0 2.493E+03 120 397.56 395.46 394.73 0.0525 396.69 7 50 1.23 0.87 5.8 0.0 3.191E+02 E100EKDOC 4/10/98 gef �r �r rr r r r rr r rr �r rr rr rr �r rr rr r� �r rr NE 10th Stree/Monroe Avenue NE Drainage Improvement Existing Conditions 100-Year Storm WARNING. INFLOW TO EXTRAN OCCURED AT JUNCTION THAT EXPERIENCED SURFACE FLOODING. IF THIS INFLOW OCCURED SIMULTANEOUSLY WITH FLOODING, WATER WILL NOT ENTER EXTRAN AND IS LOST FROM SIMULATION EXCEPT FOR CONTINUITY CHECK. USER MAY WISH TO CONSIDER EFFECTS ON UPSTREAM CHANNELS/PIPES NOT MODELED IN EXTRAN. ASTERISK (*) => INFLOW AT JUNCTION WITH INFLOW FROM SWMM INTERFACE FILE. POUND (#) => INFLOW AT JUNCTION WITH INFLOW FROM K3 GROUP. DOLLAR ($) => INFLOW AT JUNCTION WITH INFLOWS FROM BOTH SOURCES. NOTE THAT CONSTANT JUNCTION INFLOWS CAN ENHANCE FLOODING. 1 * C 0 N D U I T S U M M A R Y S T A T I S T I C S Renton - NE loth 100-yr Storm - Existing conditions CONDUIT MAXIMUM TIME MAXIMUM TIME RATIO OF MAXIMUM DEPTH ABOVE LENGTH CONDUIT DESIGN DESIGN VERTICAL COMPUTED OF COMPUTED OF MAX. TO INV. AT CONDUIT ENDS OF NORM SLOPE CONDUIT FLOW VELOCITY DEPTH FLOW OCCURRENCE VELOCITY OCCURRENCE DESIGN UPSTREAM DOWNSTREAM FLOW NUMBER (CFS) (FPS) (IN) (CFS) HR. MIN. (FPS) HR. MIN. FLOW (FT) (FT) (MIN) (FT/FT) ------ ------- -------- -------- ------- ---------- ------- ---------- ------- -------- --------- ----- ------ 15 4.43E+01 18.43 21.000 3.37E+01 7 50 20.27 7 50 0.76 1.14 1.14 0.3 0,07824 25 1.08E+01 13.74 12.000 1.15E+01 7 51 15.66 7 56 1,07 0.91 0.91 9.8 0.09175 35 1.10E+01 8.98 15.000 1.15E+01 7 50 10,25 7 45 1.05 1.09 1.09 17.5 0.02912 45 6.38E+00 5.20 15.000 8.61E+00 7 50 28.35 0 0 1.35 8.32 1.09 0.0 0.00975 55 1.37E+01 11.20 15.000 5.81E+00 7 41 9.46 3 10 0.42 0.57 7.07 760.3 0.04528 65 8.78E+00 11.17 12.000 5.81E+00 7 42 11.94 8 50 0.66 0.59 0.59 3.0 0.06066 75 3.37E+00 4.29 12.000 5.81E+00 7 40 7.43 7 40 1.72 5.62 0.95 19.7 0.00894 85 2.33E+00 2.96 12.000 3.42E+00 12 53 4.36 12 53 1.47 5.28 5.47 0.0 0.00427 95 2.23E+00 2.84 12.000 2.94E+00 7 33 3.75 7 33 1.32 5.92 5.18 575.5 0.00392 105 3.31E+00 4.21 12.000 3.87E+00 7 50 4.93 7 50 1.17 6.92 5.80 766.0 0.00863 115 3.04E+00 3.87 12,000 9.59E-01 7 55 3.15 13 55 0.32 2.24 6.69 578.8 0.00727 90012 UNDEF UNDEF UNDEF 3.37E+01 7 50 Extended Transport model simulation ended normally. SWMM 4.30 simulation ended normally. Your input file was named : E100-EX.DAT Your output file was named: E100-EX.OUT * SWMM 4.30 Simulation Date and Time Summary * Starting Date. . . April 10, 98 * Time. . . 8:22:19:37 * Ending Date. . . April 10, 98 * Time.. . 8:24: 2:69 * Elapsed Time. . . 1.717 minutes. * Elapsed Time.. . 103.000 seconds. E100EX.DOC 4/10/98 get NE 10th Stree/Monroe Avenue NE Drainage Improvement Future Conditions 25-Year Storm * JUNCTION INFLOW, OUTFLOW OR STREET FLOODING JUNCTION INFLOW, FT3 -------- ------------ 20 6.2050E+05 40 3.2661E+04 50 1.5179E+05 80 7.9358E+04 90 1.8629E+05 100 4.5405E+04 110 2.9265E+04 120 3.9826E+04 JUNCTION OUTFLOW, FT3 -------- ------------ 10 1.0878E+06 50 1.9281E+04 90 7.0808E+04 100 5.8924E+03 * INITIAL SYSTEM VOLUME = 6.4580E-01 CU FT * * TOTAL SYSTEM INFLOW VOLUME = 1.1851E+06 CU FT * * INFLOW + INITIAL VOLUME = 1.1851E+06 CU FT * * TOTAL SYSTEM OUTFLOW = 1.1838E+06 CU FT * * VOLUME LEFT IN SYSTEM = 2.5761E+03 CU FT * * OUTFLOW + FINAL VOLUME = 1.1864E+06 CU FT * * ERROR IN CONTINUITY, PERCENT = -0.11 * J U N C T I O N S U M M A R Y S T A T I S T I C S Renton - NE loth Future Conditions - 25-yr Storm UPPERMOST MEAN MAXIMUM TIME FEET OF FEET MAX. LENGTH LENGTH MAXIMUM GROUND PIPE CROWN JUNCTION JUNCTION JUNCTION OF SURCHARGE DEPTH IS OF OF JUNCTION JUNCTION ELEVATION ELEVATION ELEVATION AVERAGE ELEV. OCCURENCE AT MAX BELOW GROUND SURCHARGE FLOODING AREA NUMBER (FT) (FT) (FT) CHANGE (FT) HR. MIN. ELEVATION ELEVATION (MIN) (MIN) (SQ.FT) -------- --------- ---------- -------- --------- -------- --------- --------- ------------ --------- -------- -------- 10 185.80 181.56 180.43 0.0126 180.94 7 50 0.00 4.86 0.0 0.0 5.739E+02 20 214.03 207.43 205.94 0.0102 206.44 7 50 0.00 7.59 0.0 0.0 2.889E+02 30 270.06 265.87 264.96 0.0122 265.36 7 51 0.00 4.70 0.0 0.0 3.200E+02 40 289.75 284.70 284.06 0.0164 284.53 7 50 0.00 5.22 0.0 0.0 1.020E+03 50 301.51 295.69 296.87 0.0921 301.51 6 43 5.82 0.00* 706.5 294.8 6.810E+02 60 349.68 345.20 344.35 0.0075 344.50 8 16 0.00 5.18 0.0 0.0 6.668E+02 70 387.08 380.88 380.17 0.0091 380.32 7 44 0.00 6.76 0.0 0.0 2.966E+02 80 392.22 383.52 384.07 0.1178 387.99 7 40 4.47 4.23 727.0 0.0 1.431E+02 90 390.54 386.36 388.19 0.1291 390.54 4 22 4.18 0.00* 876.0 514.7 4.500E+02 100 392.28 387.48 388.82 0.1317 392.28 7 29 4.80 0.00* 734.3 48.0 2.904E+02 110 398.95 390.73 390.54 0.1311 396.15 7 50 5.42 2.80 527.5 0.0 4.057E+02 120 397.56 395.46 394.72 0.0456 396.41 7 50 0.95 1.15 4.7 0.0 3.191E+02 E25FU.DOC 4/10/98 9ef rr rr rr rr r r rr rr rr r r r r r r r r r r NE 10th Stree/Monroe Avenue NE Drainage Improvement Future Conditions 25-Year Storm WARNING. INFLOW TO EXTRAN OCCURED AT JUNCTION THAT EXPERIENCED SURFACE FLOODING. IF THIS INFLOW OCCURED SIMULTANEOUSLY WITH FLOODING, WATER WILL NOT ENTER EXTRAN AND IS LOST FROM SIMULATION EXCEPT FOR CONTINUITY CHECK. USER MAY WISH TO CONSIDER EFFECTS ON UPSTREAM CHANNELS/PIPES NOT MODELED IN EXTRAN. ASTERISK (*) => INFLOW AT JUNCTION WITH INFLOW FROM SWMM INTERFACE FILE. POUND (#) => INFLOW AT JUNCTION WITH INFLOW FROM K3 GROUP. DOLLAR ($) => INFLOW AT JUNCTION WITH INFLOWS FROM BOTH SOURCES. NOTE THAT CONSTANT JUNCTION INFLOWS CAN ENHANCE FLOODING. * C 0 N D U I T S U M M A R Y S T A T I S T I C S Renton - NE loth Future Conditions - 25-yr Storm CONDUIT MAXIMUM TIME MAXIMUM TIME RATIO OF MAXIMUM DEPTH ABOVE LENGTH CONDUIT DESIGN DESIGN VERTICAL COMPUTED OF COMPUTED OF MAX. TO INV. AT CONDUIT ENDS OF NORM SLOPE CONDUIT FLOW VELOCITY DEPTH FLOW OCCURRENCE VELOCITY OCCURRENCE DESIGN UPSTREAM DOWNSTREAM FLOW NUMBER (CFS) (FPS) (IN) (CFS) HR. MIN. (FPS) HR. MIN. FLOW (FT) (FT) (MIN) (FT/FT) ------ ------- -------- -------- ------- ---------- ------- ---------- ------- -------- --------- ----- ------ 15 4.43E+01 18.43 21.000 3.32E+01 7 50 20.21 7 50 0.75 1.13 1.13 14.5 0.07824 25 1.08E+01 13.74 12,000 1.15E+01 7 51 15.66 7 56 1.06 0.90 0.90 14.8 0.09175 35 1.10E+01 8.98 15.000 1.15E+01 7 50 10.23 7 45 1.04 1.08 1.09 14.3 0.02912 45 6.38E+00 5.20 15.000 8.60E+00 7 50 31.03 0 1 1.35 8.32 1.08 0.0 0.00975 55 1.37E+01 11.20 15.000 5.81E+00 7 41 9.47 3 9 0.42 0.57 7.07 745.2 0,04528 65 8.78E+00 11.17 12.000 5.81E+00 7 41 11.94 8 40 0.66 0.59 0.59 0.7 0,06066 75 3.37E+00 4.29 12.000 5.81E+00 7 40 7.44 7 40 1.72 5.62 0.95 52.2 0.00894 85 2.33E+00 2.96 12.000 3.42E+00 12 57 4.36 12 57 1.47 5.28 5.47 0.0 0.00427 95 2.23E+00 2.84 12.000 2.94E+00 7 30 3.75 7 30 1.32 5.92 5.18 569.5 0.00392 105 3.31E+00 4.21 12,000 3.74E+00 7 50 4.76 7 50 1.13 6.64 5.80 759.0 0.00863 115 3.04E+00 3.87 12,000 1.00E+00 7 55 3.15 14 49 0.33 1.95 6.41 624.2 0.00727 90012 UNDEF UNDEF UNDEF 3.32E+01 7 50 Extended Transport model simulation ended normally. SWMM 4.30 simulation ended normally. Your input file was named : E25-FU.DAT Your output file was named: E25-FU.OUT * SWMM 4.30 Simulation Date and Time Summary * Starting Date. . . April 10, 98 * Time. . . 8:28:15:89 * Ending Date.. . April 10, 98 * Time... 8:30: 3:22 * Elapsed Time. .. 1.800 minutes. * Elapsed Time. .. 107.999 seconds. E25FU.DOC 4/10/98 gei �r r rr r r r r r r ■� r �■r r r� r� r � r r NE 10th Stree/Monroe Avenue NE Drainage Improvement Future Conditions 100-Year Storm * JUNCTION INFLOW, OUTFLOW OR STREET FLOODING JUNCTION INFLOW, FT3 -------- ------------ 20 7.1823E+05 40 3.7909E+04 50 1.7607E+05 80 9.2350E+04 90 2.1594E+05 100 5.2909E+04 110 3.4234E+04 120 4.6361E+04 JUNCTION OUTFLOW, FT3 -------- ------------ 10 1.2355E+06 50 2.8251E+04 90 9.9556E+04 100 8.9432E+03 120 5.1060E+00 * INITIAL SYSTEM VOLUME = 6.4580E-01 CU FT * * TOTAL SYSTEM INFLOW VOLUME = 1.3740E+06 CU FT * * INFLOW + INITIAL VOLUME = 1.3740E+06 CU FT * * TOTAL SYSTEM OUTFLOW = 1.3722E+06 CU FT * * VOLUME LEFT IN SYSTEM = 2.8882E+03 CU FT * * OUTFLOW + FINAL VOLUME = 1.3751E+06 CU FT * * ERROR IN CONTINUITY, PERCENT = -0.08 * J U N C T I O N S U M M A R Y S T A T I S T I C S Renton - NE loth Future Conditions - 100-yr Storm UPPERMOST MEAN MAXIMUM TIME FEET OF FEET MAX. LENGTH LENGTH MAXIMUM GROUND PIPE CROWN JUNCTION JUNCTION JUNCTION OF SURCHARGE DEPTH IS OF OF JUNCTION JUNCTION ELEVATION ELEVATION ELEVATION AVERAGE ELEV. OCCURENCE AT MAX BELOW GROUND SURCHARGE FLOODING AREA NUMBER (FT) (FT) (FT) % CHANGE (FT) HR. MIN. ELEVATION ELEVATION (MIN) (MIN) (SQ.FT) -------- --------- ---------- -------- --------- -------- --------- --------- ------------ --------- -------- -------- 10 185.80 181.56 180.48 0.0136 180.98 7 50 0.00 4.82 0.0 0.0 5.739E+02 20 214.03 207.43 205.98 0.0107 206.48 7 50 0,00 7.55 0.0 0.0 2.889E+02 30 270.06 265.87 265.01 0.0918 268.95 7 48 3.08 1.11 15.5 0.0 4.377E+02 40 289.75 284.70 284.12 0.0801 287.66 7 50 2.96 2.09 8.7 0.0 1.008E+04 50 301.51 296.66 297.68 0.0662 301.51 5 47 4.85 0.00* 830.5 454.7 1.186E+04 60 349.68 345.20 344.38 0.0073 344.50 8 57 0.00 5.18 0.0 0.0 1.976E+04 70 387.08 380.88 380.19 0.0087 380.32 7 49 0.00 6.76 0.0 0.0 2.966E+02 80 392.22 383.52 384.38 0.1165 388.00 7 35 4.48 4.22 853.2 0.0 1.431E+02 90 390.54 386.36 388.75 0.1233 390.54 3 39 4.18 0.00* 986.7 670.0 4.502E+02 100 392.28 387.48 389.38 0.1386 392.28 7 15 4.80 0.00* 950.8 74.7 2.901E+02 110 398.95 390.73 390.81 0.1577 397.38 7 50 6.65 1.57 685.2 0.0 3.003E+03 120 397.56 395.46 394.76 0.0851 397.56 7 49 2.10 0.00* 9.5 1.8 3.289E+02 E100FU.DOC 4/10/98 gef NE 10th Stree/Monroe Avenue NE Drainage Improvement Future Conditions 100-Year Storm WARNING. INFLOW TO EXTRAN OCCURED AT JUNCTION THAT EXPERIENCED SURFACE FLOODING. IF THIS INFLOW OCCURED SIMULTANEOUSLY WITH FLOODING, WATER WILL NOT ENTER EXTRAN AND IS LOST FROM SIMULATION EXCEPT FOR CONTINUITY CHECK. USER MAY WISH TO CONSIDER EFFECTS ON UPSTREAM CHANNELS/PIPES NOT MODELED IN EXTRAN. ASTERISK (*) => INFLOW AT JUNCTION WITH INFLOW FROM SWMM INTERFACE FILE. POUND (#) => INFLOW AT JUNCTION WITH INFLOW FROM K3 GROUP. DOLLAR ($) => INFLOW AT JUNCTION WITH INFLOWS FROM BOTH SOURCES. NOTE THAT CONSTANT JUNCTION INFLOWS CAN ENHANCE FLOODING. * C 0 N D U I T S U M M A R Y S T A T I S T I C S Renton - NE 10th Future Conditions - 100-yr Storm CONDUIT MAXIMUM TIME MAXIMUM TIME RATIO OF MAXIMUM DEPTH ABOVE LENGTH CONDUIT DESIGN DESIGN VERTICAL COMPUTED OF COMPUTED OF MAX. TO INV. AT CONDUIT ENDS OF NORM SLOPE CONDUIT FLOW VELOCITY DEPTH FLOW OCCURRENCE VELOCITY OCCURRENCE DESIGN UPSTREAM DOWNSTREAM FLOW NUMBER (CFS) (FPS) (IN) (CFS) HR. MIN. (FPS) HR. MIN. FLOW (FT) (FT) (MIN) (FT/FT) ------ ------- -------- -------- ------- ---------- ------- ---------- ------- -------- --------- ----- ------ 15 4.43E+01 18.43 21.000 3.50E+01 7 50 20.42 7 50 0.79 1.17 1.17 1.0 0.07824 25 1.08E+01 13.74 12.000 1.16E+01 7 46 15.65 7 43 1.07 4.26 1.00 11.2 0.09175 35 1.10E+01 8.98 15.000 1.18E+01 7 48 10.25 7 43 1.07 4.27 4.10 9.8 0.02912 45 6.38E+00 5.20 15.000 8.75E+00 7 48 28.67 0 0 1.37 8.32 4.27 0.0 0,00975 55 1.36E+01 11.09 15.000 5.81E+00 7 37 9.41 2 45 0.43 0.57 6.10 860.2 0.04440 65 8.78E+00 11.17 12.000 5.81E+00 7 39 11.94 9 5 0.66 0.59 0.59 0.7 0.06066 75 3.37E+00 4.29 12.000 5.81E+00 7 35 7.44 7 35 1.72 5.63 0.95 22.3 0.00894 85 2.33E+00 2.96 12.000 3.42E+00 14 49 4.35 14 49 1.47 5.28 5.48 0.0 0.00427 95 2.23E+00 2.84 12.000 2.94E+00 7 17 3.75 7 17 1.32 5.92 5.18 433.7 0.00392 105 3.31E+00 4.21 12.000 4.30E+00 7 50 5.48 7 50 1.30 7.88 5.80 585.3 0,00863 115 3.04E+00 3.87 12.000 8.86E-01 8 3 3.16 16 47 0.29 3.10 7.65 799.5 0.00727 90012 UNDEF UNDEF UNDEF 3.50E+01 7 50 Extended Transport model simulation ended normally. SWMM 4.30 simulation ended normally. Your input file was named : E100-FU.DAT Your output file was named: E100-FU.OUT * SWMM 4.30 Simulation Date and Time Summary * Starting Date. . . April 10, 98 * Time. . . 8:30:13:49 * Ending Date. . . April 10, 98 * Time. . . 8:32:59:25 * Elapsed Time. . . 2.767 minutes. * Elapsed Time. . . 166.000 seconds. E100FU.DOC 4/10/98 gef IM w r M M IM M NE 10th Stree/Monroe Avenue NE Drainage Improvement Conveyance Improvements Without Upstream Detention 25-Year Storm ************************************************ * JUNCTION INFLOW, OUTFLOW OR STREET FLOODING JUNCTION INFLOW, FT3 -------- ------------ 20 6.2050E+05 40 3.2661E+04 50 1.5179E+05 80 7.9358E+04 90 1.8629E+05 100 4.5405E+04 110 2.9265E+04 120 3.9826E+04 JUNCTION OUTFLOW, FT3 -------- ------------ 10 1.1835E+06 * INITIAL SYSTEM VOLUME = 6.4580E-01 CU FT * * TOTAL SYSTEM INFLOW VOLUME = 1.1851E+06 CU FT * * INFLOW + INITIAL VOLUME = 1.1851E+06 CU FT * * TOTAL SYSTEM OUTFLOW = 1.1835E+06 CU FT * * VOLUME LEFT IN SYSTEM = 2.6010E+03 CU FT * * OUTFLOW + FINAL VOLUME = 1.1861E+06 CU FT * * ERROR IN CONTINUITY, PERCENT = -0.08 * J U N C T I O N S U M M A R Y S T A T I S T I C S Renton - NE 10th Future Conditions - 100-yr Storm UPPERMOST MEAN MAXIMUM TIME FEET OF FEET MAX. LENGTH LENGTH MAXIMUM GROUND PIPE CROWN JUNCTION JUNCTION JUNCTION OF SURCHARGE DEPTH IS OF OF JUNCTION JUNCTION ELEVATION ELEVATION ELEVATION AVERAGE ELEV. OCCURENCE AT MAX BELOW GROUND SURCHARGE FLOODING AREA NUMBER (FT) (FT) (FT) % CHANGE (FT) HR. MIN. ELEVATION ELEVATION (MIN) (MIN) (SQ.FT) -------- --------- ---------- -------- --------- -------- --------- --------- ------------ --------- -------- -------- 10 185.80 181.56 180.46 0.0163 181.20 7 51 0.00 4.60 0.0 0.0 5.739E+02 20 214.03 207.93 205.96 0.0107 206.70 7 51 0.00 7.33 0.0 0.0 2.889E+02 30 270.06 266.37 264.91 0.0095 265.37 7 52 0.00 4.69 0.0 0.0 4.780E+02 40 289.75 285.45 284.02 0.0118 284.64 7 52 0.00 5.11 0.0 0.0 1.562E+03 50 301.51 296.91 294.04 0.0123 295.39 7 58 0.00 6.12 0.0 0.0 9.986E+02 60 349.68 345.70 344.37 0.0109 344.89 7 52 0.00 4.79 0.0 0.0 8.230E+02 70 387.08 381.63 380.13 0.0093 380.60 7 51 0.00 6.48 0.0 0.0 4.429E+02 80 392.22 384.27 383.00 0.0228 384.29 7 50 0.02 7.93 0.2 0.0 2.474E+02 90 390.54 387.01 385.98 0.0445 388.58 7 51 1.57 1.96 15.8 0.0 8.263E+02 100 392.28 387.86 386.82 0.0595 389.99 7 50 2.13 2.29 15.8 0.0 3.684E+02 110 398.95 390.73 389.84 0.0835 393.85 7 50 3.12 5.10 6.2 0.0 5.804E+02 120 397.56 395.46 394.72 0.0056 394.79 8 7 0.00 2.77 0.0 0.0 1.890E+03 E25-A1.DOC 4/10/98 get NE 10th Stree/Monroe Avenue NE Drainage Improvement Conveyance Improvements Without Upstream Detention 25-Year Storm * C 0 N D U I T S U M M A R Y S T A T I S T I C S Renton - NE 10th Future Conditions - 100-yr Storm CONDUIT MAXIMUM TIME MAXIMUM TIME RATIO OF MAXIMUM DEPTH ABOVE LENGTH CONDUIT DESIGN DESIGN VERTICAL COMPUTED OF COMPUTED OF MAX. TO INV. AT CONDUIT ENDS OF NORM SLOPE CONDUIT FLOW VELOCITY DEPTH FLOW OCCURRENCE VELOCITY OCCURRENCE DESIGN UPSTREAM DOWNSTREAM FLOW NUMBER (CFS) (FPS) (IN) (CFS) HR. MIN. (FPS) HR. MIN. FLOW (FT) (FT) (MIN) (FT/FT) ------ ------- -------- -------- ------- ---------- ------- ---------- ------- -------- --------- ----- ------ 15 4.43E+01 18.43 21,000 4.31E+01 7 51 21.01 7 50 0.97 1.39 1.39 19.5 0.07824 25 3.18E+01 18.00 18.000 2.19E+01 7 52 19.40 7 53 0.69 0.91 0.91 2.3 0.09175 35 2.70E+01 11.24 21.000 2.19E+01 7 52 12.52 7 52 0.81 1.19 1.19 4.2 0.02912 45 2.23E+01 7.11 24.000 1.93E+01 7 53 7.75 7 50 0.86 2.20 1.19 0.0 0.00975 55 2.21E+01 12.52 18.000 1.63E+01 7 52 13.69 7 52 0.74 0.96 0.96 1.8 0,04440 65 2.59E+01 14.64 18.000 1.64E+01 7 51 15.49 7 51 0.63 0.87 0.87 5.0 0,06066 75 1.50E+01 6.23 21.000 1.65E+01 7 51 7.18 8 2 1.10 2.00 1.49 26.7 0.00894 85 1.04E+01 4.30 21.000 1.31E+01 7 50 5.68 7 50 1.26 3.42 1.85 0.0 0.00427 95 6.58E+00 3.72 18.000 8.37E+00 7 51 4.74 7 51 1.27 3.63 3.32 1378.2 0,00392 105 3.31E+00 4.21 12.000 3.74E+00 7 50 4.76 7 50 1.13 4.34 3.51 223.3 0.00863 115 3.04E+00 3.87 12.000 7.10E-01 7 34 3.15 8 7 0.23 0.33 4.11 33.2 0.00727 90012 UNDEF UNDEF UNDEF 4.31E+01 7 51 Extended Transport model simulation ended normally. SWMM 4.30 simulation ended normally. Your input file was named : e25-a2.dat Your output file was named: e25-a2.out * SWMM 4.30 Simulation Date and Time Summary * Starting Date. .. April 3, 98 * Time. . . 15:16:51:61 * Ending Date. . . April 3, 98 * Time. . . 15:18:28:55 * Elapsed Time. . . 1,617 minutes. * Elapsed Time. . . 97.000 seconds. E25-A1.DOC 4/10/98 gef M = =1 M Ml M M M M M M r =1 M M r M r NE 10th Stree/Monroe Avenue NE Drainage Improvement Conveyance Improvements Without Upstream Detention 100-Year Storm +++++++++++++++*++++++++++++++++++++++++++++++++*++ * EXTRAN CONTINUITY BALANCE AT THE LAST TIME STEP +++++++++++*+++++++++*++++++++++++++++++++*+++++++* * JUNCTION INFLOW, OUTFLOW OR STREET FLOODING +++++++++++++++++++++*++++++++++++++++++++++++++ JUNCTION INFLOW, FT3 -------- ------------ 20 7.1823E+05 40 3.7909E+04 50 1.7607E+05 80 9.2350E+04 90 2.1594E+05 100 5.2909E+04 110 3.4234E+04 120 4.6361E+04 JUNCTION OUTFLOW, FT3 -------- ------------ 10 1.3719E+06 +++++++++++++++++++++++++++++++++++++++++++++++++++++++ * INITIAL SYSTEM VOLUME = 6.4580E-01 CU FT * * TOTAL SYSTEM INFLOW VOLUME = 1.3740E+06 CU FT * * INFLOW + INITIAL VOLUME = 1.3740E+06 CU FT * +++++++++++++++++++++++++++++++++++++++++++++++++++++++ * TOTAL SYSTEM OUTFLOW = 1.3719E+06 CU FT * * VOLUME LEFT IN SYSTEM = 2.8827E+03 CU FT * * OUTFLOW + FINAL VOLUME = 1.3748E+06 CU FT * +++++++++++++++++++++++++++++++++++++++++++***+++++++++ * ERROR IN CONTINUITY, PERCENT = -0.06 *++++++++++**++++++++++++++++++++++++++++++++++++++++++ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ * J U N C T I O N S U M M A R Y S T A T I S T I C S +++++++++++++++++++++++++++++++++*++++++++++++++++++++++++++ Renton - NE loth Future Conditions - 100-yr Storm UPPERMOST MEAN MAXIMUM TIME FEET OF FEET MAX. LENGTH LENGTH MAXIMUM GROUND PIPE CROWN JUNCTION JUNCTION JUNCTION OF SURCHARGE DEPTH IS OF OF JUNCTION JUNCTION ELEVATION ELEVATION ELEVATION AVERAGE ELEV. OCCURENCE AT MAX BELOW GROUND SURCHARGE FLOODING AREA NUMBER (FT) (FT) (FT) $ CHANGE (FT) HR. MIN. ELEVATION ELEVATION (MIN) (MIN) (SQ.FT) -------- --------- ---------- -------- --------- -------- --------- --------- ------------ --------- -------- -------- 10 185.80 181.56 180.52 0.0207 181.36 7 50 0.00 4.44 0.0 0.0 5.739E+02 20 214.03 207.93 206.02 0.0130 206.86 7 50 0.00 7.17 0.0 0.0 2.889E+02 30 270.06 266.37 264.94 0.0123 265.43 7 55 0.00 4.63 0.0 0.0 4.780E+02 40 289.75 285.45 284.07 0.0156 284.73 7 54 0.00 5.02 0.0 0.0 1.562E+03 50 301.51 296.91 294.12 0.0460 299.14 7 53 2.23 2.37 1.5 0.0 1.001E+03 60 349.68 345.70 344.41 0.0200 344.94 7 52 0.00 4.74 0.0 0.0 1.218E+03 70 387.08 381.63 380.17 0.0099 380.64 7 52 0.00 6.44 0.0 0.0 4.429E+02 80 392.22 384.27 383.07 0.0298 384.87 7 51 0,60 7.35 10.2 0.0 2.474E+02 90 390.54 387.01 386.06 0.0645 389.90 7 51 2.89 0.64 23.7 0.0 7.854E+02 100 392.28 387.86 386.88 0.0908 391.75 7 51 3.89 0.53 23.7 0.0 3.686E+02 110 398.95 390.73 389.90 0.1390 396.38 7 51 5.65 2.57 15.7 0.0 5.454E+02 120 397.56 395.46 394.74 0.0538 396.79 7 51 1.33 0.77 2.7 0.0 1.970E+03 E100•A1.DOC 4/10198 gef NE 10th Stree/Monroe Avenue NE Drainage Improvement Conveyance Improvements Without Upstream Detention 100-Year Storm * C 0 N D U I T S U M M A R Y S T A T I S T I C S Renton - NE loth Future Conditions - 100-yr Storm CONDUIT MAXIMUM TIME MAXIMUM TIME RATIO OF MAXIMUM DEPTH ABOVE LENGTH CONDUIT DESIGN DESIGN VERTICAL COMPUTED OF COMPUTED OF MAX. TO INV. AT CONDUIT ENDS OF NORM SLOPE CONDUIT FLOW VELOCITY DEPTH FLOW OCCURRENCE VELOCITY OCCURRENCE DESIGN UPSTREAM DOWNSTREAM FLOW NUMBER (CFS) (FPS) (IN) (CFS) HR. MIN. (FPS) HR. MIN. FLOW (FT) (FT) (MIN) (FT/FT) ------ ------- -------- -------- ------- ---------- ------- ---------- ------- -------- --------- ----- ------ 15 4.43E+01 18.43 21.000 4.69E+01 7 50 21.09 7 59 1.06 1.55 1.56 2.8 0.07824 25 3.18E+01 18.00 18.000 2.38E+01 7 54 19.74 7 55 0.75 0.97 0.97 1.7 0.09175 35 2.70E+01 11.24 21.000 2.38E+01 7 54 12.68 7 55 0.88 1.28 1.28 5.0 0.02912 45 2.23E+01 7.11 24.000 2.14E+01 7 53 13.09 7 59 0.96 5.57 1.28 0.2 0.00975 55 2.21E+01 12.52 18.000 1.75E+01 7 52 13.89 7 52 0.79 1.01 3.35 8.8 0.04440 65 2.59E+01 14.64 18.000 1.76E+01 7 52 15.73 7 52 0.68 0.91 0.91 5.8 0.06066 75 1.50E+01 6.23 21.000 1.76E+01 7 52 7.44 7 52 1.17 2.50 1.53 11.8 0.00894 85 1.04E+01 4.30 21.000 1.40E+01 7 51 5.82 7 52 1.35 4.64 2.35 0.0 0.00427 95 6.58E+00 3.72 18.000 8.99E+00 7 51 5.09 7 51 1.37 5.39 4.54 1372.7 0.00392 105 3.31E+00 4.21 12.000 4.09E+00 7 51 5.21 7 51 1.24 6.87 5.27 335.8 0,00863 115 3.04E+00 3.87 12.000 1.20E+00 7 55 3.15 8 15 0.40 2.27 6.64 31.3 0.00727 90012 UNDEF UNDEF UNDEF 4.69E+01 7 50 Extended Transport model simulation ended normally. SWMM 4.30 simulation ended normally. Your input file was named : e100-a2.dat Your output file was named: e100-a2.out * SWMM 4.30 Simulation Date and Time Summary * Starting Date.. . April 3, 98 * Time... 15:25:32:96 * Ending Date. .. April 3, 98 * Time. .. 15:27: 7:88 * Elapsed Time. .. 1.583 minutes. * Elapsed Time. .. 94.998 seconds. E100-A1.DOC 4/10/98 get NE 10th Stree/Monroe Avenue NE Drainage Improvement Conveyance Improvements With Upstream Detention 25-Year Storm * JUNCTION INFLOW, OUTFLOW OR STREET FLOODING JUNCTION INFLOW, FT3 -------- ------------ 20 6.2050E+05 40 3.2661E+04 50 1.5179E+05 80 7.9358E+04 90 1.8629E+05 100 4.5405E+04 110 2.9265E+04 120 3.9826E+04 JUNCTION OUTFLOW, FT3 -------- ------------ 10 1.1110E+06 * INITIAL SYSTEM VOLUME = 6.4580E-01 CU FT * * TOTAL SYSTEM INFLOW VOLUME = 1.1851E+06 CU FT * * INFLOW + INITIAL VOLUME = 1.1851E+06 CU FT * * TOTAL SYSTEM OUTFLOW = 1.1110E+06 CU FT * * VOLUME LEFT IN SYSTEM = 7.2287E+04 CU FT * * OUTFLOW + FINAL VOLUME = 1.1833E+06 CU FT * ******************************************************* * ERROR IN CONTINUITY, PERCENT = 0.15 * J U N C T I O N S U M M A R Y S T A T I S T I C S Renton - NE loth Future Conditions - 100-yr Storm UPPERMOST MEAN MAXIMUM TIME FEET OF FEET MAX. LENGTH LENGTH MAXIMUM GROUND PIPE CROWN JUNCTION JUNCTION JUNCTION OF SURCHARGE DEPTH IS OF OF JUNCTION JUNCTION ELEVATION ELEVATION ELEVATION AVERAGE ELEV. OCCURENCE AT MAX BELOW GROUND SURCHARGE FLOODING AREA NUMBER (FT) (FT) (FT) % CHANGE (FT) HR. MIN. ELEVATION ELEVATION (MIN) (MIN) (SQ.FT) -------- --------- ---------- -------- --------- -------- --------- --------- ------------ --------- -------- -------- 10 185.80 181.56 180.44 0.0129 180.94 7 50 0.00 4.86 0.0 0.0 5.739E+02 20 214.03 207.43 205.94 0.0102 206.44 7 50 0.00 7.59 0.0 0.0 2.889E+02 30 270.06 265.87 264.99 0.0777 269.17 7 51 3.30 0.89 10.7 0.0 4.377E+02 40 289.75 284.95 284.08 0.0140 284.59 7 54 0.00 5.16 0.0 0.0 1.311E+03 50 301.51 296.66 294.09 0.0075 294.53 8 40 0.00 6.98 0.0 0.0 7.507E+02 60 349.68 345.20 344.36 0.0065 344.48 8 40 0.00 5.20 0.0 0.0 6.819E+02 70 387.08 380.88 380.17 0.0076 380.30 8 40 0.00 6.78 0.0 0.0 2.966E+02 80 392.22 383.52 384.04 0.0939 387.07 8 40 3.55 5.15 1091.8 0.0 3.503E+02 90 390.54 390.54 388.48 0.0156 390.41 12 58 0.00 0.13 0.0 0.0 2.409E+04 100 392.28 387.61 388.85 0.1112 391.53 7 50 3.92 0.75 1002.8 0.0 3.324E+02 110 398.95 390.73 390.11 0.1258 394.87 7 50 4.14 4.08 212.7 0.0 6.114E+02 120 397.56 395.46 394.72 0.0118 395.04 7 51 0.00 2.52 0.0 0.0 1.769E+03 E25-A2.DOC 4/10/98 gef NE 10th Stree/Monroe Avenue NE Drainage Improvement Conveyance Improvements With Upstream Detention 25-Year Storm ++++++++++++++++*+++++++++*+++++++**+++++++++*+++++++++++** * C O N D U I T S U M M A R Y S T A T I S T I C S Renton - NE loth Future Conditions - 100-yr Storm CONDUIT MAXIMUM TIME MAXIMUM TIME RATIO OF MAXIMUM DEPTH ABOVE LENGTH CONDUIT DESIGN DESIGN VERTICAL COMPUTED OF COMPUTED OF MAX. TO INV. AT CONDUIT ENDS OF NORM SLOPE CONDUIT FLOW VELOCITY DEPTH FLOW OCCURRENCE VELOCITY OCCURRENCE DESIGN UPSTREAM DOWNSTREAM FLOW NUMBER (CFS) (FPS) (IN) (CFS) HR. MIN. (FPS) HR. MIN. FLOW (FT) (FT) (MIN) (FT/FT) ------ ------ -------- -------- ---------- ------- ---------- ------- -------- --------- ----- ------ 15 4.43E+ 18.43 21.000 7 50 20.28 7 50 0.75 1.14 1.13 9.8 0.07824 25 1.08E+ 13.74 12.000 i ++ 7 50 15.66 7 42 1.08 4.71 1.00 56.7 0.09175 35 1.10E+01 8.98 15.000 1.16E+01 7 50 10.25 7 43 1.05 1.14 4.55 18.7 0.02912 45 1.04E+01 5.87 18.000 8.97E+00 8 40 48.39 0 1 0.86 1.34 1.14 13.3 0.00975 55 1.36E+01 11.09 15.000 5.42E+00 8 40 10.46 8 40 0.40 0.55 0.55 2.2 0.04440 65 8.78E+00 11.17 12.000 5.43E+00 8 40 11.76 8 40 0.62 0.57 0.57 5.5 0.06066 75 3.37E+00 4.29 12.000 5.43E+00 8 40 6.96 8 40 1.61 4.70 0.93 17.3 0.00894 85 2.33E+00 2.96 12.000 3.42E+00 15 5 4.36 15 5 1.47 5.15 4.55 41.3 0.00427 95 4.05E+00 3.30 15.000 7.77E+00 7 50 6.33 7 50 1.92 5.16 5.05 223.8 0.00392 105 3.31E+00 4.21 12.000 3.50E+00 7 46 4.45 7 47 1.06 5.37 5,04 656.2 0.00863 115 3.04E+00 3.87 12,000 1.03E+00 7 54 3.16 8 19 0.34 0.58 5.14 541.8 0.00727 90012 UNDEF UNDEF UNDEF 3.33E+01 7 50 Extended Transport model simulation ended normally. SWMM 4.30 simulation ended normally. Your input file was named : e25-a2.dat Your output file was named: e25-a2.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++ * SWMM 4.30 Simulation Date and Time Summary ++++++++++++++++++++++++++++++++++++++++++++++++++++++ * Starting Date. . . April 3, 98 * Time... 16:22:23:78 * Ending Date... April 3, 98 * Time... 16:23:37:11 * Elapsed Time... 1.233 minutes. * Elapsed Time... 73.998 seconds. +++++++++++++++++++++++++++++++++++++++++++++++++++++++ E25•A2.DOC 4/10/98 gef NE 10th Stree/Monroe Avenue NE Drainage Improvement Conveyance Improvements With Upstream Detention 100-Year Storm * JUNCTION INFLOW, OUTFLOW OR STREET FLOODING JUNCTION INFLOW, FT3 -------- ------------ 20 7.1823E+05 40 3.7909E+04 50 1.7607E+05 80 9.2350E+04 90 2.1594E+05 100 5.2909E+04 110 3.4234E+04 120 4.6361E+04 JUNCTION OUTFLOW, FT3 -------- ------------ 10 1.3463E+06 * INITIAL SYSTEM VOLUME = 6.4580E-01 CU FT * * TOTAL SYSTEM INFLOW VOLUME = 1.3740E+06 CU FT * * INFLOW + INITIAL VOLUME = 1.3740E+06 CU FT * * TOTAL SYSTEM OUTFLOW = 1.3463E+06 CU FT * * VOLUME LEFT IN SYSTEM = 2.6679E+04 CU FT * * OUTFLOW + FINAL VOLUME = 1.3730E+06 CU FT * * ERROR IN CONTINUITY, PERCENT = 0.08 * J U N C T I O N S U M M A R Y S T A T I S T I C S Renton - NE loth Future Conditions - 100-yr Storm UPPERMOST MEAN MAXIMUM TIME FEET OF FEET MAX. LENGTH LENGTH MAXIMUM GROUND PIPE CROWN JUNCTION JUNCTION JUNCTION OF SURCHARGE DEPTH IS OF OF JUNCTION JUNCTION ELEVATION ELEVATION ELEVATION AVERAGE ELEV. OCCURENCE AT MAX BELOW GROUND SURCHARGE FLOODING AREA NUMBER (FT) (FT) (FT) % CHANGE (FT) HR. MIN. ELEVATION ELEVATION (MIN) (MIN) (SQ.FT) -------- --------- ---------- -------- --------- -------- --------- --------- ------------ --------- -------- -------- 10 185.80 181.56 180.51 0.0134 181.04 7 50 0.00 4,76 0.0 0.0 5.739E+02 20 214.03 207.68 206.01 0.0097 206.54 7 50 0.00 7.49 0.0 0.0 2.889E+02 30 270.06 266.12 264.98 0.0079 265.23 7 50 0.00 4.83 0.0 0.0 3.990E+02 40 289.75 285,20 284.11 0.0097 284.43 7 50 0.00 5.32 0.0 0.0 1.358E+03 50 301.51 296.66 294.15 0.0071 294.51 9 5 0.00 7.00 0.0 0.0 8.748E+02 60 349.68 345.20 344.43 0.0080 344.57 9 5 0.00 5.11 0.0 0.0 6.865E+02 70 387.08 380.98 380.25 0.0089 380.41 9 5 0.00 6.67 0.0 0.0 8.075E+02 80 392.22 383.62 384.73 0.0787 386.74 9 5 3.12 5.48 1182.5 0.0 5.755E+02 90 390.54 390.54 387.57 0.0172 389.71 11 49 0.00 0.83 0.0 0.0 2.415E+04 100 392.28 387.86 387.91 0.0743 389.77 11 49 1.91 2.51 673.2 0.0 3.655E+02 110 398.95 390.73 389.91 0.1051 394.51 7 50 3.78 4.44 17.0 0.0 5.003E+02 120 397.56 395.46 394.74 0.0073 394.87 7 51 0.00 2.69 0.0 0.0 1.352E+03 E100-A2.DOC 4/10/98 gef NE 10th Stree/Monroe Avenue NE Drainage Improvement Conveyance Improvements With Upstream Detention 100-Year Storm +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ * C 0 N D U I T S U M M A R Y S T A T I S T I C S +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Renton - NE 10th Future Conditions - 100-yr Storm CONDUIT MAXIMUM TIME MAXIMUM TIME RATIO OF MAXIMUM DEPTH ABOVE LENGTH CONDUIT DESIGN DESIGN VERTICAL COMPUTED OF COMPUTED OF MAX. TO INV. AT CONDUIT ENDS OF NORM SLOPE CONDUIT FLOW VELOCITY DEPTH FLOW OCCURRENCE VELOCITY OCCURRENCE DESIGN UPSTREAM DOWNSTREAM FLOW NUMBER (CFS) (FPS) (IN) (CFS) HR. MIN. (FPS) HR. MIN. FLOW (FT) (FT) (MIN) (FT/FT) ------ ------ ------ -------- ------- ---------- ------- ---------- ------- -------- --------- ----- ------ 15 4.43E+01 18.43 21.000 3.73E+01 7 50 20.65 7 50 0.84 1.23 1.23 2.5 0.07824 25 1.96E+01 15.94 15.000 1.36E+vrt 7 50 17.20 7 51 0.69 0.77 0.77 10.0 0.09175 35 1.79E+01 10.14 18.000 1.36E+01 7 50 11.15 7 50 0.76 0.98 0.98 6.0 0.02912 45 1.56E+01 6.50 21.000 1.07E+01 9 5 6.88 7 50 0.68 1.32 0.98 0.0 0.00975 55 1.36E+01 11.09 15.000 7.10E+00 9 5 11.20 9 5 0.52 0.64 0.64 1.2 0.04440 65 8.78E+00 11.17 12.000 7.11E+00 9 5 12.45 9 5 0.81 0.68 0.68 17.0 0.06066 75 6.29E+00 5.13 15.000 7.11E+00 9 5 7.43 9 5 1.13 4.37 0.68 0.0 0.00948 85 4.34E+00 3.53 15.000 5.04E+00 13 0 4.11 13 0 1.16 4.45 4.37 267.8 0.00450 95 6.58E+00 3.72 18.000 9.34E+00 7 50 5.29 7 50 1.42 3.41 4.35 373.0 0.00392 105 3.31E+00 4.21 12.000 4.24E+00 7 50 5.40 7 50 1.28 5.01 3.29 650.0 0.00863 115 3.04E+00 3.87 12.000 8.74E-01 7 52 3.16 8 16 0.29 0.41 4.78 127.5 0.00727 90012 UNDEF UNDEF UNDEF 3.73E+01 7 50 Extended Transport model simulation ended normally. SWMM 4.30 simulation ended normally. Your input file was named : e1OO-a2.dat Your output file was named: e1O0-a2.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++ * SWMM 4.30 Simulation Date and Time Summary ++++++++++++++++++++++++++++++++++++++++++++++++++++++ * Starting Date.. . April 3, 98 * Time... 16: 2:40:80 * Ending Date... April 3, 98 * Time... 16: 4:15:38 * Elapsed Time... 1.583 minutes. * Elapsed Time... 95.000 seconds. ++++*++++++++++++++++++++++++++++++++++++++++++++++++++ E100-A2.DOC 4/10/98 get 1 1 1 1 1 1 1 1 1 1 i ' APPENDIX D Preliminary Cost Estimates tNE 10th Street and Monroe Avenue NE Drainage Improvement Project#: 98009-20 Proposed Detention Pond and 25-Year Conveyance Upgrades Estimator: GEF Planning Level Cost Estimate Date: 4/8/98 Item Approx. Estimated No. Item Description Quantity Unit Unit Price Amount ' 1 Mobilization 1 LS 10% of Subtotal $18,390 2 Clearing and Grubbing 0.5 AC $5,000 $2,500 ' 3 Demolish/Remove Residential Structure 2.0 EA $10,000 $20,000 4 Excavation 4,200 CY $8 $33,600 ' 5 Embankment/Berm 190 CY $13 $2,470 ' 6 Hydroseeding 3,430 SY $2 $6,860 7 Landscaping/Restoration 1 LS $20,000 $20,000 ' 8 Schedule A Culv. Pipe 18 In. Diam.' 999 LF $50 $49,950'1 ,F 9 CB Type 2-48" with Grate' 4 EA $3,000 $12,000 5 I' ' 10 Asphalt Patching 1,000 SY $15 $15,000 Pk h � 11 Erosion Control/Dewatering 1 LS $16,000 $16,000 12 Traffic Control 250 HR $22 $5,500 SUBTOTAL: $202,270 CONTINGENCY @ 10%: $20,230 SALES TAX @ 8.2%: $16,590 ' SUBTOTAL CONSTRUCTION: $239,090 ENGINEERING DESIGN SERVICES'@ 20%: $47,820 CONSTRUCTION MANAGEMENT AND INSPECTION @ 10%: $23,910 PROPERTY ACQUISITION (2 LOTS): $360,000 TOTAL $670,820 ' 1: Estimate includes material,excavation,shoring,installation,bedding,backfill,and compaction. 2: Estimate includes survey and permits.Assume no property acquisition and geotechnical investigation necessary. ' 3: Assumed property acquisition costs are not based on assessed property values. s:\env\98009-20\preSest.x1s 4/10/98 nos i ' NE 10th Street and Monroe Avenue NE Drainage Improvement Project#: 98009-20 Proposed Detention Pond and 100-Year Conveyance Upgrades Estimator: GEF Planning Level Cost Estimate Date: 4/8/98 Item Approx. Estimated No. Item Description Quantity Unit Unit Price Amount 1 Mobilization 1 LS 10%of Subtotal $38,930 2 Clearing and Grubbing 0.5 AC $5,000 $2,500 ' 3 Demolish/Remove Residential Structure 2.0 EA $10,000 $20,000 4 Excavation 4,200 CY $8 $33,600 ' 5 Embankment/Berm 190 CY $13 $2,470 1 6 Hydroseeding 3,430 SY $2 $6,860 7 Landscaping/Restoration 1 LS $20,000 $20,000 8 Schedule A Culv. Pipe 18 In. Diam.' 2,199 LF $50 $109,950 9 Schedule A Culv. Pipe 24 In. Diam.' 999 LF $65 $64,940 ' 10 CB Type 2 -48"with Grate' 14 EA $3,000 $42,000 11 Asphalt Patching 3,200 SY $15 $48,000 ' 12 Erosion Control/Dewatering 1 LS $28,000 $28,000 13 Traffic Control 500 HR $22 $11,000 SUBTOTAL: $428,250 CONTINGENCY @ 10%: $42,830 ' SALES TAX @ 8.2%: $35,120 SUBTOTAL CONSTRUCTION: $506,200 ENGINEERING DESIGN SERVICES2 @ 20%: $101,240 CONSTRUCTION MANAGEMENT AND INSPECTION @ 10%: $50,620 PROPERTY ACQUISITION (2 LOTS): $360,000 ' TOTAL $1,018,060 ' 1: Estimate includes material,excavation,shoring,installation,bedding,backfill,and compaction. 2: Estimate includes survey and permits.Assume no property acquisition and geotechnical investigation necessary. 3: Assumed property acquisition costs are not based on assessed property values. s:\env\98009-20\pre$est.xls 4/10/98 nos r NE 10th Street and Monroe Avenue NE Drainage Improvement Project#: 98009-20 Proposed 25-yr Conveyance Upgrades Estimator: GEF Planning Level Cost Estimate Date: 4/8/98 ' Item Approx. Estimated No. Item Description Quantity Unit Unit Price Amount ' 1 Mobilization 1 LS 10%of Subtotal $46,240 2 Schedule A Culy. Pipe 18 In. Diam.' 2,566 LF $50 $128,300 ' 3 Schedule A Culv. Pipe 24 In. Diam.' 2,566 LF $65 $166,790 4 CB Type 2-48" with Grate' 20 EA $3,000 $60,000 5 Asphalt Patching 5,140 SY $15 $77,100 6 Erosion Control/Dewatering 1 LS $17,000 $17,000 7 Traffic Control 600 HR $22 $13,200 SUBTOTAL: $508,630 rCONTINGENCY @ 10%: $50,860 ' SALES TAX @ 8.2%: $41,710 SUBTOTAL CONSTRUCTION: $601,200 ENGINEERING DESIGN SERVICESZ @ 20%: $120,240 CONSTRUCTION MANAGEMENT AND INSPECTION @ 10%: $60,120 TOTAL $781,560 ' 1: Estimate includes material,excavation,shoring,installation,bedding, backfill,and compaction. 2: Estimate includes survey and permits.Assume no property acquisition and geotechnical investigation necessary. r r r r r r s:\env\98009-20\pre$est.xls 4/9/98 nos 1 1 NE 10th Street and Monroe Avenue NE Drainage Improvement Project#: 98009-20 Proposed 100-yr Conveyance Upgrades Estimator: GEF Planning Level Cost Estimate Date: 4/8/98 Item Approx. Estimated No. Item Description Quantity Unit Unit Price Amount 1 Mobilization 1 LS 10% of Subtotal $46,240 2 Schedule A Culy. Pipe 18 In. Diam.' 2,566 LF $50 $128,300 ' 3 Schedule A Culv. Pipe 24 In. Diam.' 2,566 LF $65 $166,790 4 CB Type 2 -48"with Grate' 20 EA $3,000 $60,000 5 Asphalt Patching 5,140 SY $15 $77,100 6 Erosion Control/Dewatering 1 LS $17,000 $17,000 7 Traffic Control 600 HR $22 $13,200 SUBTOTAL: $508,630 CONTINGENCY @ 10%: $50,860 ' SALES TAX @ 8.2%: $41,710 SUBTOTAL CONSTRUCTION: $601,200 ' ENGINEERING DESIGN SERVICES2 @ 20%: $120,240 CONSTRUCTION MANAGEMENT AND INSPECTION @ 10%: $60,120 TOTAL $781,560 ' 1: Estimate includes material,excavation,shoring, installation,bedding,backfill,and compaction. 2: Estimate includes survey and permits.Assume no property acquisition and geotechnical investigation necessary. s:\env\98009-20\preSest.xls 4/9/98 nos 1 1 1 1 1 1 1 1