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HomeMy WebLinkAboutDrainage AnalysisTHE COTTAGES OF COLLEGE STATION-STREET ESIGN DRAINAGE ANALYSIS March 2009 Prepared for: ROB HOWLAND, COO CAPSTONE -CS, LLC 431 OFFICE PARK DRIVE BIRMINGHAM, AL 35223 Submitted to LLEGE STATION rJ e he.tm of the Research Valley By MITCHELL M MORGAN ENGINEERS & CONSTRUCTORS 511 UNIVERSITY DRIVE, SUITE 204 COLLEGE STATION, TX 77840 O FFICE (979) 260-6963 FAX (979) 260-3564 The Cottages of College Station Drainage Analysis INTRODUCTION The purpose of this drainage report is to present an analysis of the necessary drainage infrastructure for the proposed street system which entails Holleman Drive, Market Street, Manor Avenue, and Cottage Lane . The new street system will be located in south College Station, near Harvey Mitchell Pkwy (FM2818) and Jones-Butler Road . The newly constructed roads include extending Holleman Drive from FM 2818 ultimately to Jones- Butler Road. The proposed Market Street, Manor Avenue, and Cottage Lane will be connected to the newly constructed Holleman Drive. The drainage report provides a flood ana lysis extending onto the site property and analysis for the infrastructure required for removal of onsite flow. The report includes the analysis of the 52 .045 acre property. GENERAL LOCATION & DESCRIPTION The proposed Holleman Drive extension , Manor Avenue, Market Street, and Cottage Lane will be located in College Station, Texas, south of Harvey Mitchell Pkwy S (FM2818), connecting FM 2818 to Jones-Butler Road . ·The site is currently undeveloped. The development is situated at the top of the White Creek Drainage Basin . The site will gain driveway access from FM 2818 and Jones-Butler Road. Manor Avenue and Market Street will gain access from the newly constructed Holleman Driver. Cottage Lane will gain access from Manor Avenue and Market Street. The proposed development includes the extension of Holleman Drive and addition of Market Street, Manor Avenue, and Cottage Lane . Additionally, the development will include the construction of storm sewer systems for removal of onsite flow. Onsite flow from these street systems only will be discharged un- attenuated to White Creek Unnamed Tributary. Furthermore, two proposed culverts will be constructed to convey flow from Unnamed Tributary due to construction of the Holleman Drive extension. Please see Exhibit 1 for General Location Map. DRAINAGE DESIGN CRITERIA All drainage design is in accordance w ith the Bryan/College Station USDG . As such: • Design rainstorm events consist of the 2-, 10-, 25-, 50-and 100-year, 24 hour duration hypothetical frequency storm events in order to analyze the effectiveness of the detention facilities as well as capture conservative peak flow values. • Flow calculations are based on the Soil Conservation Service Curve Number Loss Method. Curve Numbers are based on soil type and land use in the subbasins and impervious cover data was used to calculate percent impervious. • The target peak runoff rate for the post-development condition is that of the pre- development peak flow rate at the study confluence. The analysis confluence for the study is identified as White Creek Unnamed Tributary located on the west property line of the subject tract. The effects of the proposed development at the study confluences will be considered in determining whether the design objectives were satisfied. PRIMARY DRAINAGE BASIN DESCRIPTION The proposed project site is located within the White Creek Drainage Basin . As demonstrated in Exhibit 2. 1, a small portion of the property lies within the regulatory 100- year floodplain per the Federal Emergency Management Agency (FEM A) Flood Insurance Rate Map (FIRM) panel 0182C, with an effective data of May, 22, 2008. With the adoption of the LOMR on May ~2, 2008, the floodplain was no longer extended on Tributary 1 and 3 The Cottages of College Station-Street Design Drainage Report in the subject tract. Only in the Unnamed Tributary did FEMA retain the approximated Zone A designation . Per FEMA regulations contained in 44 CFR 60.3(b) (3) "Require that all new subdivision proposals and other proposed developments (including proposals for manufactured home parks and subdivisions) great than 50 lots or 5 acres, whichever is the lesser, include within such proposals base flood elevation data." To comply with this section, this flood study will define the existing 100 year flood boundary but will not be submitted for regulatory flood mapping. The flood study will be discussed in the subsequent section of this report. Currently, there are no offsite drainage sources to the site. All drainage areas will be located onsite and will drain west, northwest to one of three tributaries of White Creek. The flood study will be completed for all three tributaries. For the purpose of this drainage report, the focus will be on the Unnamed Tributary of White Creek due to the location of the proposed roadways. The site consists of grass lands and approximately 50% tree cover. The tree cover is mainly concentrated along the tributaries of White Creek. Percent impervious cover for the site will be computed for the pre-development and the post- development conditions. FLOOD BOUNDARY ANALYSIS PER EXISTING CONDITIONS General Information The flood study discussed in this section will be an extension of a previously determined flood analysis for the adjacent property, Place Properties, performed by Dodson Associates. The Place Properties flood study (LOMR Case #07-06-1353P) ends on the west property line of the subject tract. The existing flood boundary shown on FIRM 0812C was adjusted and updated with the Place Properties flood study. It was determined that the onsite flood boundary as identified on FIRM 0812C was inaccurately located. Therefore, the purpose of this flood study is to accurately locate the flood boundary area. This flood study will be developed by using steady flow modeling. To complete the Capstone flood study, water surface elevations per Place Properties flood study will be used as a downstream boundary condition. The developed model will match the existing water surface elevations located at the west property line of the site. See Table 1 for existing water surface elevations used as downstream boundary conditions. The Cottages of College Station-Street Design Drainage Report 2 Table 1: Downstream Boundary Conditions Reach I Station Profile WSEL Unnamed Trib. I 8201 50% 299.14 20% 299.93 10% 300.17 4% 300 .55 2% 300.82 1% 301 .07 0.20% 301 .97 Tributary 1 I 1487 50% 298.86 20% 299.23 10% 299.3 4% 299.39 2% 299.49 1% 299.59 0.20% 300.35 Tributary 3 I 314 50% 302.76 20% 303.06 10% 303.16 4% 303.31 2% 303.41 1% 303.51 0.20% 304.08 Drainage Patterns-Existing Conditions Initially, drainage areas were determined by subbasin divides and location of tributaries. Exhibit 3 illustrates the existing drainage basins used for determining hydrologic parameters. Existing Drainage Area 8 will drain off site to Dowling Road and will not affect the study of Tributary 1, Tributary 3 and Unnamed Tributary. Hydrologic Analysis-Existing Conditions For the purpose of this analysis, Flood Boundary Analysis, storms were generated for all studied rainfall events using the depth-duration data taken from the National Weather Service TP-40 . Using HEC-HMS, the storms generated were used for both the pre-and post-development analyses. Pre-and post-development hydraulic modeling was performed for all specified rainfall events and included the required 2-through 100-year rainfall events specified by Bryan/College Station USDG. Results can be found in Exhibits 8.2-8. 7. Peak drainage area flows were used as input parameters for the steady flow model. Runoff losses due to infiltration and initial abstractions were calculated using the SCS (NRCS) Curve Number Loss Method. These parameters were calculated using the Curve Number, established from soil type in the Brazos County Soil Survey, and percentage of impervious cover in the basins. The project drainage basin consists of Type D soil with a Curve Number of 75 for Antecedent Moisture Condition (AMC) II. Direct runoff hydrographs were generated using the calculated runoff depths and the SCS dimensionless unit hyd rograph. See Exhibit 8. 1 for basin parameters used in the hydraulic modeling. Hydraulic Analysis-Existing Conditions It was initially assumed that the flood analysis study performed by Dodson Associates for the adjacent property would be extended through the site property. However, after The Cottages of College Station-Street Design Drainage Report 3 determining the drainage areas for the three onsite tributaries, it was determined that no addition area, other than the site property, w ould drain to the tributaries. Therefore, a separate HEC-RAS model will be constructed for the tributaries location on the site property and flood boundaries will be determined. As previously mentioned, w ater surface elevations determined from the flood study for Place Properties at the site property line will be used as downstream boundary conditions. Cross sections were entered left to right, facing downstream . Cross sections are inserted at changes in the channel to achieve optimum channel characteristics. Changes in the channel result from a change in discharge, slope, shape, roughness, and hydraulic structures. Also, they are constructed perpendicular to the flow line and were placed in a manner to avoid overlap. The channel is not straight, so the cros s sections are not parallel to each other, resulting in different downstream reach lengths for right, left and channel overbanks. Once the geometry was defined, steady flow data was calculated for all storm events. The peak flows for each drainage subbasin would be introduced into the model at a point of intersection between the subbasin and the tributaries. Typically, the most downstream point of intersection was used an insertion location of peak flow data. Table 2. 1 below contains the flows used at cross sections throughout the three tributaries. Table 2.1: Existing Peak flow Locations for HEC-RAS model 50% 20% 10% 4% 2% 1% 0.20% Trib1 Xsection Q (cfs) Q (cfs) Q (cfs) Q (cfs) Q (cfs) Q (cfs) Q (cfs) 15541 .29 9.9 16.6 20.9 25.7 29.1 33.3 48.7 15055.74 22.6 37.9 47.6 58.5 66.3 75.9 110.9 14641 .28 40.7 68.3 85.8 105.4 119.4 136.8 199.9 14301 .01 51 .2 86 108 132.7 150.3 172.2 251 .6 14095.88 77.3 129.9 163.2 200.4 227 260.1 380.1 Trib3 13469.6 27.7 47 59.1 72.5 82.5 94.5 141.4 12791 .88 37.8 64 80.4 98.7 112.1 128.5 191 12576.03 45.7 77.2 97 119 135.1 154.9 229.6 Unnamed 11050.74 16.3 27.6 34.7 42.5 48.2 55.2 81.2 10290.33 58.6 100.1 126.5 155.4 177.1 202.9 303.8 10164.37 77.9 132.9 167.9 206.1 234.8 268.9 402.8 9867.082 91.2 155.2 195.9 240.4 273.7 313.5 467.9 9725.573 114 190.9 239.8 293.8 334.1 382 570.2 9649.044 124.3 208.2 261 .6 320.5 364.4 416.7 620.9 9540.0311 128 214.4 269.4 330.1 375.2 429.1 639 9195.853 137 228.7 287.1 351 .7 399.5 456.8 679.1 8995.415 158.7 266.1 334.5 409.9 466 532.9 794.8 Fork1 857.2039 23.4 40 50.6 62.2 70.9 81 .2 123 459.924 30.3 51 .6 65.1 80 91 .1 104.3 156.8 55.6269 35.3 59.9 75.6 92.8 105.7 121 181 .2 Due to the short length of the reaches and the steepness of the channel flowline, mixed flow regime was used. Therefore, sub-critical and super-critical flows are present in the model. For a mixed flow regime to work correctly, an upstream boundary condition has to be defined. To satisfy this, normal depth was used. Normal depth was approximated with The Cottages of College Station-Street Design Drainage Report 4 the average slope of the reach. With t he geometry, steady flow data, and boundary conditions defined, the model was used to generate flood boundaries for the property. Exhibit 2 .2 illustrates these flood boundaries for the existing conditions. Modeling outputs and profiles can be seen in Appendix B. STORMWATER RUNOFF ANALYSIS STREET DESIGN ONLY (Holleman Dr., Manor Ave., Market St., & Cottage Ln.) General Information For the purpose of this drainage report, the focus will be on the location of the proposed roadways which will affect the Unnamed Tributary of W hite Creek. A proposed drainage report will be generated at a later date for the development of the Cottages of College Station Site Plan and the effects on Tributary 1 & 3. Proposed Drainage Patterns With the proposed development of the four streets and the future development of the Cottages of College Station, proposed drainage areas were developed. For the proposed analysis, the area of focus will be the drainage areas that will affect the Unnamed Tributary of White Creek (see Exhibit 3). Post-Development Drainage Basin The development of the proposed roadways will result in a reasonable addition of impervious cover. However, as seen on Exhibit 3, a la rge am ount of drain age area has been diverted from the Unnamed Tributary of White Creek to the tributaries 1 & 3. Therefore, even with the increase in impervio us cover, there will be no increase of the peak flow rate in the Unnamed Tri butary from t he site. With reduced peak runoff rates, the runoff produced from development of t he streets w ill be released un-detained. See Table 3 for a comparison of the existing and proposed peak flow rates at the most downstream cross section of the Unnamed Tributary. Table 3: Comparison of Peak Flows PROFILE Reach Station Conditions 50% 20% 10% 4% 2% 1% Q (cfs) Q (cfs) Q (cfs) Q (cfs) Q (cfs) Q (cfs) Unnamed Trib 8995.415 Existing 158.7 266.1 334.5 409.9 466 532.9 Unnamed Trib 8995.41 5 Proposed 158 259.2 308.6 375.6 422.8 481 .4 The post-development analysis of this development included the drainage areas located within the area of focus as seen in Exhibit 3 . As previously mentioned, the SCS curve numbers remained the same while the percentage of impervious cover increased on the project site within the majority of the subbasins . One subbasin, DA 64 will drain offsite, while the majority of drainage subbasins will remain undeveloped and unchanged. Proposed stormwater pi pe will be used to remove ru noff from the developed streets. There will be five outfall points of discharge into the Unnamed Tributary. Three of the outfall points will be located near the most upstream section of the reach. The remain ing two outfall points will be the proposed culverts 1 & 2 as previously mentioned. Exhibit 3 illustrates the point of discharge into the Unnamed Tributary. Stormwater infrastructure was sized based on rational method flows. See Exhibit 4 for runoff peaks for each drainage area and Exhibit 5 for pipe sizes calcu lated from runoff The Cottages of College Station-Street Design Drainage Report 5 peaks. HGL calculations were found for the stormwaterr system for the 10-and 100-year storm events. Tailwater elevations for the stormwaterr system were based upon calculated water surface elevations in the culvert. The water surface within culvert 2 was assumed to be the soffit elevation within the culvert. This assumption was made due to culvert 2 being constructed by others as mentioned later in this section. See Exhibit 7. 1-7.2 for HGL calculations of proposed stormwater pipe. Stormwater profiles, including HGL calculation s can be found in Exhibits 7.3-7.4 and road profiles for Holleman Drive and Manor Avenue. Inlet capacity calculations (Exhibit 6. 1 &6.2) were performed for the 10-and 100-year storm events to size proposed curb and grate inlets. Peak runoff rates were calculated using the Rational Method (Exhibit 4) and used to size the inlets. All curb inlets will be standard 5', 1 O' and 15' inlets. Hydrologic Analysis-Proposed Conditions For the purpose of this analysis, sizing the proposed culverts crossing Holleman Drive, storms were generated for all studied rainfall events using the depth-duration data taken from the National Weather Service TP-40 . Using HEC-HMS, the storms generated were used for both the pre-and post-development analyses . Pre-and post-development hydraulic modeling was performed for all specified rainfall events and included the required 2-through 100-year rainfall events specified by Bryan/College Station USDG . Results can be found in Exhibits 8.2-8. 7. Peak drainage area flows were used as input parameters for the steady flow model. Runoff losses due to infiltration and initial abstractions were calculated using the SCS (NRCS) Curve Number Loss Method. These parameters were calculated using the Curve Number, established from soil type in the Brazos County Soil Survey, and percentage of impervious cover in the basins. The project drainage basin consists of Type D soil with a Curve Number of 75 for Antecedent Moisture Condition (AMC) II. Direct runoff hydrographs were generated using the calculated runoff depths and the SCS dimensionless unit hydrograph. See Exhibit 8. 1 for basin parameters used in the hydraulic modeling. Proposed Culvert In designing the proposed culverts located on Holleman Drive, closest to FM 2818, HEC- RAS was used in the sizing calculations. As mentioned earlier, stormwater pipe was sized based on rational method. In determining the peak flows for flood analysis, the CN method was implemented in HEC-HMS. With a conflict in methodology, the drainage areas corresponding to the stormwater system was merged with the undeveloped drainage areas (see Exhibit 8. 1-Description). New peak flows were determined and used in a proposed model for the Unnamed Tributary to White Creek. See Table 4 for peak flows and location of insertion into the HEC-RAS model. The Cottages of College Station-Street Design Drainage Report 6 Table 4: Proposed Peak Flow locations for HEC-RAS Flow Profile Reach Xsection 50% 20% 10% 4% 2% 1% Q (cfs) Q (cfs) Q (cfs) Q (cfs) Q (cfs) Q (cfs) Unnamed Trib 11147.53 11 .1 16.5 19.8 23.9 26.6 30.1 10745.82 18.4 27.5 33.2 40.1 44.6 50 .6 10411 .9 60.8 96.7 119.1 145 163 185.8 10164.37 78.1 124.6 153.7 187.2 210.7 240.1 9867.082 91.4 146.9 181 .7 221 .5 249.6 284.7 9725.573 97.3 164.1 191 .7 233.5 262.9 299.7 9686.643 123.6 204 .8 242.4 295.1 332.6 378.7 9330.98 135.2 221 .1 260.8 317 356.5 405.5 9195.853 141.6 231 .6 273.9 333 374.6 426.1 8995.415 158 259.2 308.6 375.6 422.8 481.4 In this proposed model, culverts w ere introduced at two locations on the proposed Holleman Drive. These two locations are labeled as Culverts 1 & 2 in Exhibit 3. Once the culverts were entered into the model, an iterative process was used in calculating the size of the culverts. Final sizing was determined by the 100 year water surface elevation. The 100 yea r water surface elevat ion would not exceed to the road elevation. Due to the soil condition currently located at the site and the susceptibility to erosion, erosion control measures were taken. Culvert 1 was sized to be a 7' x 5' RC box culvert. Dissipator blocks will be used at the downstream of the culvert. Additionally rip-rap will be present on both upstream and downstream ends of the culvert. Culvert 2 located upstream near Market Street and Holleman Drive was modeled to be a 6' x 5' RC box culvert. However, per t he location and extent of construction, the second culvert will be constructed by McClure Engineering with the seco nd con struction phase of Holleman Drive, extending it to Jones- Butler Road. In sizing culvert 1, part of our design work, culvert 2 was defined to have a sl ope similar to the existing ground. With a lack of geometry information just upstream of cu lve rt 2, due to an existing stock pond, a best approximation was used to define cross sectional geometry just upstream of culvert 2. By viewing Exhibit 9, a hydraulic jump is present in the profile of the water surface elevations through culvert 2. This is partially due to unknown reach flowline elevations just upstream of the proposed culvert. However, the presence of the second culvert in the HEC-RAS model was necessary to correctly size cu lvert 1. Downstream effects of culvert 2 were needed to properly model culvert 1 . All proposed conditions output data from HEC-RAS can be found in Exhibit 9 as well. CONCLUSION Although the development of the new extension of Holleman Drive and addition of Market Street, Manor Avenue, and Cottage Lane will increase volume of runoff from the site, the changes in drainage patterns will result in no attenuation needed for the effects of the development of this tract (see Table 2). The changes in the drainage patterns that occur as the resu lt of developing the tract will not have adverse effects on the properties surrounding the Cottages of College Station site. The Cottages of College Station-Street Design Drainage Report 7 ATIACHMENTS EXHIBIT 1: EXHIBIT 2.1: EXHIBIT 2.2: EXHIBIT 3: EXHIBIT 4: EXHIBIT 5: EXHIBIT 6.1: EXHIBIT 6.2: EXHIBIT 7.1: EXHIBIT 7.2: EXHIBIT 7.3: EXHIBIT 7.4: EXHIBIT 8.1 : EXHIBIT 8.2: EXHIBIT 8.3: EXHIBIT 8.4: EXHIBIT 8.5: EXHIBIT 8.6: EXHIBIT 8.7: EXHIBIT 9: APPENDIX A: APPENDIX B: General Location Map Firmette -FEMA Map Panel 0182C (Effective July 1992) Generated Flood Boundary Map for Existing Conditions Drainage Area Map Rational Formula Drainage Area Calculations Pipe Capacity Calculations Inlet Capacity Calculations Inlet Capacity -100-Year Storm WSEs HGL Calculations -10-Year Storm HGL Calculations -100-Year Storm HGL Profile -SD-1, SD-2 HGL Profile -SD-3, SD-4, SD-5 HEC-HMS Subbasin Parameters HEC-HMS 2-year Existing & Proposed Conditions Output HEC -H MS 5-year Existing & Proposed Conditions Output HEC -HMS 10-year Existing & Proposed Conditions Output HEC-HMS 25-year Existing & Proposed Conditions Output HEC-HMS 50-year Existing & Proposed Conditions Output HEC -H MS 100-year Existing & Proposed Conditions Output HEC -RAS WSEL Profile & oOutput for Holleman Culvert Proposed Conditions. Construction Drawings HEC-RAS Profiles & Output for Existing Conditions The Cottages of College Station-Street Design Drainage Report 8 ZONEX City of College Station 480083 City of College Station 480083 FM 2818 SITE LOCATION Legend Bl 1 % annual chance (100-Year) Floodplain· 111 1 % annual chance (100-Year) Floodway . -,,,,. 0.2% annual chance (500-Year) Floodplain APPROXIMATE SCALE IN FEET 0 500 I -·=====3 TIONAL FLOOD INSURANCE PROGRAM FIRM FLOOD INSURANCE RA TE MAP I I BRAZOS COUNTY, TEXAS AND INCORPORATED AREAS I PANEL 182 OF 250 (SEE MAP INDEX FOR PANELS NOT PRINTED) c MAP NUMBER 48041C0182 C EFFECTIVE DATE: JULY 2, 1992 i I Federal Emergency Management Agency / / ·---------~ EXHIBIT 2.1 < s it: 0 ..... .. ~ u 0 .. 0 z i:.;i Vi 1;; ~ ..J ..J ..... , < c .:.. c ..i -..... ell ~ c.c: ..J ·;;; "'·-~ 0 0 u .. c tl ..... ..... ..... Q ;... Q # # Al;. min vr er. 0 IN9A OUTPT3 0.3 10.2 10 2.7 IN10A IN10B 0.6 10.1 10 5.3 IN11 IN3 1.7 10.7 10 14.0 IN12A IN11 1.5 10.5 10 12.7 IN12B IN12A 0.2 10.0 10 2.1 IN13 IN12A 0.9 10.2 10 7.5 IN14 IN9A 0.3 10.0 10 2.2 IN15 IN13 0.1 10.0 10 0.9 IN16 IN13 0.4 10.0 10 3.4 IN69 CUL1B 0.7 10.0 10 6.2 IN72 IN10A 0.5 10.0 10 4.2 EXHIBITS PIPE CAPACITY CALCULATIONS THE COTTAGES OF COLLEGE STATION .. .. ~ "' c. c. i:i: 0 0 .. iii .. ~~ c. ... c. i:i: .. c 0 - = ... 0.. 0 iii ~ ell 0 it: ;:: i:.;i .::.·~ "' .. !::: ~ .. c 0 ·c: c. <(Q z I.: ""' i:i: rll er. # er. ... ... . 3.4 1 3.4 0.11 0.50 18 6.6 1 6.6 0.40 0.50 18 17.5 1 17.5 1.21 1.55 21 15.9 1 15.9 1.00 0.93 21 2.6 1 2.6 0.06 0.50 18 9.3 1 9.3 0.78 2.55 18 2.8 1 2.8 0.07 0.50 18 1.1 1 1.1 0.01 0.50 18 4.2 1 4.2 0.14 0.50 18 7.8 1 7.8 0.55 0.50 18 5.3 1 5.3 0.22 0.50 18 I .. E ::: f: ~ 0 ..... c ·c:; ~ ... '"' .J "' z .. .. c. "' ..i "' ..i ... .. ;;;. u ..J ..... ..... fm er. . min min 4.6 8.1 70 0.26 10.41 4.6 8.1 56 0.20 10.35 8.9 21.4 205 0.38 11.09 6.9 16.6 85 0.21 10.71 4.6 8.1 48 0.18 10.20 10.3 18.2 193 0.31 10.50 4.6 8.1 35 0.13 10.15 4.6 8.1 43 0.16 10.18 4.6 8.1 45 0.16 10.19 4.6 8.1 18 0.07 10.09 4.6 8.1 33 0.12 10.14 EXHIBIT 5 EXHIBIT6.1 THE COTTAGES OF COLLEGE STATION INLET CAPACITY 10 YR STORM SUMP CURB. Q = 3.0*L *y'1.5 L= Q/(3.0*y'1 .5) SUMP CURB (recessed) IN3 Q= 4.91 cfs clog= 10% Q clogged = 5.404818 cfs y= 0.83 ft L=I 2.381ft IN9A Q= 0.56 cfs clog= 10% Q clogged= 0.613569 cfs y= 0.83 ft L=I 0.271ft IN10B Q= 5.87 cfs clog= 10% Q clogged= 6.460517 cfs y= 0.83 ft L=I 2.85,ft IN12A Q= 3.38 cfs clog= 10% Q clogged= 3.718358 cfs y= 0.83 ft L=I 1.641ft IN13 Q= 3.23 cfs clog= 10% Q clogged= 3.553318 cfs y= 0.83 ft L=I 1.57,ft IN15 Q= 0.92 cfs clog= 10% a clogged= 1.010584 cfs y= 0.83 ft L=I 0.451ft IN69 Q= 6.23 cfs clog= 10% Q clogged= 6.857532 cfs y= 0.83 ft L=I 3.021ft ,_ ,_ SUMP GRATE Q = 4.82*A*h'0.5 A= Q/(4.82*y'0.5) (10 Year Storm) INS Q= 5.87 cfs clog= 10% a clogged= 6.460517 cfs y= 0.83 ft L=I 2.851ft IN10A Q= 1.10 cfs clog= 10% a clogged= 1.209091 cfs y= 0.83 ft L=I 0.531ft IN11 Q= 1.46 cfs clog= 10% a clogged= 1.606106 cfs y= 0.83 ft L=I o.11lft IN12B Q= 2.06 cfs clog= 10% a clogged = 2.267592 cfs y= 0.83 ft L=I 1.oolft IN14 Q= 2.21 cfs clog= 10% a clogged= 2.427922 cfs y= 0.83 ft L=I 1.07,ft IN16 Q= 3.36 cfs clog= 10% Q clogged= 3.699458 cfs y= 0.83 ft L=I 1.631ft IN72 Q= 4.25 cfs clog= 10% Q clogged= 4.6711 cfs y= 0.83 ft L=I 2.oslft EXHIBIT 6.1 SUMP CURB IN3 Q= clog= Q clogged = Chosen L= Flowline= y -1 WSE= IN9A Q = clog = Q clogged = Chosen L= Flowline= y-1 WSE= IN10B Q = clog = Q clogged = Chosen L= Flowline= y =I WSE= IN12A Q= clog = Q clogged = Chosen L= Flowline= y =I WSE- ,. __ IN13 Q= clog= Q clogged = Chosen L= Flowline= y =I WSE- IN15 Q = clog= Q clogged = Chosen L= Flowline= y-1 WSE= IN69 Q= clog= Q clogged= Chosen L= Flowline= y =I WSE= EXHIBIT6.2 THE COTTAGES OF COLLEGE STATION INLET CAPACITY 100-YEAR STORM WSE (recessed) (100 Year Stonn) INS 7.13 els Q= 8.52 els 10% clog= 10% 7.84 els Q clogged= 9.37 els 15.00 ft Chosen L= 10.00 ft 313.91 ft Flowline= 319.23 ft 0.31 lft y=I 0.461ft 314.22 ft WSE= 319.69 ft IN10A 0.81 els Q= 1.59 els 10% clog= 10% 0.89 els Q clogged = 1.75 els 5.00 ft Chosen L= 5.00 ft 324.67 ft Flowline= 319.21 ft o.1slft y=I ' 0.241ft 324.82 ft WSE= 319.45 ft IN11 8.52 els Q= 1.46 els 10% clog= 10% 9.37 els Q clogged= 1.61 els 10.00 ft Chosen L= 5.00 ft 319.23 ft Flowline= 316.15 ft 0.461ft y=I 0.231ft 319.69 ft WSE= 316.38 ft IN12B 3.38 els Q= 2.99 els 10% clog= 10% 3.72 els Q clogged= 3.29 cfs 5.00 ft Chosen L= 5.00 ft 316.66 ft Flowline= 317.65 ft 0.391ft y=I 0.361ft 317.05 ft WSE= 318.01 ft IN14 4.69 cfs Q= 3.20 cfs 10% clog= 10% 5.15 cfs Q clogged = 3.52 cfs 5.00 ft Chosen L= 5.00 ft 321.11 ft Flowline= 324.65 ft 0.491ft y=I ~ 0.381ft 321.60 ft WSE= 325.03 ft IN16 1.33 cfs Q = 4.88 els 10% clog = 10% 1.47 cfs Q clogged = 5.37 cfs 5.00 ft Chosen L= 5.00 ft 321.50 ft Flowline= 321 .65 ft 0.21 lft y=I ~ o.solft 321.71 ft WSE= 322.15 ft IN72 9.04 cfs Q= 6.16 cfs 10% clog= 10% 9.95 cfs Q clogged= 6.78 els 15.00 ft Chosen L= 5 00 ft 313.91 ft Flowline= 319.42 ft 0.371ft y=I 0.591ft 314.28 ft WSE= 320.01 ft EXHIBIT6.2 c ~ E "' ~ ~ Q. 0: Stonns-1 ~ E Q. .. ~~ ~ c ~ 0 c EXHIBIT7.1 10-YEAR HYDRAULIC GRADE LINE CALCULATIONS IN12BI I llN12A 311.72 311.48 48.2 0.0050 18 2.61 0.0006 0.0293 0.62,_~3~1~2~.7~6-1-_3~1=2~.7~3c1-~3~12=-~34_1_~3~1~2-~10 312.76 ~ 1--~'N~1~2A~·i'~'-;'11N~=-1'°'1~~_::_::_::~1 _::~3~1:1~."'2~3:_::~3~1;02.6~2~-::::::;8;5;:.1~:•=::~0~.00~~9~3~::::~2~1:::::~::::::::1~5~_9:1;1=::::::~0~.0~1~00~~::~0~.8~5~2:111:_-.:_-.:_-.:_~1;;.75'=-o=-1----::3-0172.=6-=71-~3"'1"°1"'"'.8"'2_1 __ 371'-'2~.7==-3,_~3~1~2~.1~2,1-_3~1=2~.7~3"_~3~12=·~12""' IN111 llN3 310.52 307.45 205.1 0.0150 21 17.51 0.0121 2.4879 1.30 308.17 305.68 311.82 308.75 311.82 308.75 IN31 I ICUL 1 302.46 ~~ 0.0063 7'X5' 242.41 0.0022 0.0872 2.64 305.68 305.59 305.30 305.05 305.68 305.59 StonnS-2 StonnS-3 IN151 I liN13 StonnS_,4 IN141 I llN9A IN9AI I IOUT3 0.0050 0.0250 316.63 316.42 43.0 0.0050 321.62 321.44 35.24 0.005 321.34 320.99 70.1 0.0050 ·These values represent the total flow through culvert from Unnamed Tributary. 18 18 18 18 18 4.21,_1_~0~.00'=-=-16=-i----::0~.0~7~0-=91 __ ~0-'0.8o-=1 1-~3~1~7~-1=9-1-_3~1~7~.1=2c1_~3~1~7-~4~51_~3~1~7=.2=31,__3~1~7~.4~5c1_~3~17~.2~3~ 9.31 0.0078 1.5077 0.80 314.24 312.73 317.12 312.28 317.12 312.73 1.11 0.0001 0.0047 0.39 317.23 317.23 317.02 316.81 317.23 317.23 ~ m~ mfil m~ ~oe ~~ ~oe 0.71 321.07 321.00 322.05 321.70 322.05 321.00 2~+ 0.0007 0.0249 0.0010 0.0731 3.4 EXHIBIT 7.1 EXHIBIT7.2 100-YEAR HYDRAULIC GRADE LINE CALCULATIONS c .. E "' ~ ~ ii: £ "E Q. .. ~~ ~ c ~ 0 0 !! .. E .. 0 IN12BI I llN12A 311 72 31148 48.2 0.0050 18 1---~IN~1"'2A;=-t.1~,-~llN~1~1~--~~30-'c11:23 31o:s2'--~85~.=1 1--~0~.009~~31--=2~1-~ IN11 I llN3 310.52 307.45 205.1 0.0150 21 --l~N~31l-7/ --tl~C7U~L71 __ ,,_~30=2.~476 302.21 39.5 0.0063 TX5' ~ Q. .. o_ -.!:' .._ E ~ z IN161 I llN13 316.64 316.42 44.6 0.0050 18 6.11. 0.0034 0.1495 1.03 317.50 317.35 317.67 317.45 317.67 317.45 1----=1N71"'3:+'1--c-,-1~1N~1-'C2A'7---l--=3o-c1~6c..;.3o:2+--3=-1'-'1""'.481-~1~973_~4+--o~.=02~50=1·--1-8---1--~13.5l--=o~.0~1=54~1-~3-.1-1=1-1 1---~1-.o-3·1---3~1-1~.2~3°'-~37147.=05='-~3~1=1.~3=5,___3~1~2-.5-1·11--3=11.35 314.05 IN15I I llN13 316.63 316.42 43.0 0.0050 18 1.71 0.0003 0.0112 0.49 317.47 317.45 317.12 316.91 317.47 317.45 ,_ __ IN_1N1-07~A2c11!··-',-·11~cl~Nu-1L20~A-__ , __ 33~11_40~·.667~6 331140 .. 6400 ,_~3=2."'"3~91-~0~.00~5·_~1~8--1 ___ 7.71_ 0.0053 ~ ~~ 315.46 316.04 315.88 ~ 315.88 ., 55.9 o.oo5o 18 9.6r 0.0083 0.4640 1.50 315.46 315.00 312.16 311.90 315.46 315.oo IN14 I I I 1N9A 321.62 321.44 35.24 0.005 IN9AI I IOUT3 321.34 320.99 70.1 0.0050 ·These values reJ)fesent the total flow through culvert from Unnamed Tributary. 4L 0.0014 0.0508 ~ 322.29 -2~ 5.ol-0.0023 0.1500 o.90 321.16 321.00 18 18 322.40 322.24 322.22 322.40 322.24 321.89 322.24 321.00 EXHIBIT 7.2 c: "iii "' .c .c ::I UJ EA14 EA15 EA16 EA17 EA18 EA19 EA20 EA21 EA22 EA8 EA1 EA10 EA9 EA11 EA13 EA12 EA6 EA4 EA5 EA2 EA3 EA? c: "iii "' .c .c ::I UJ DA6 DA60 DA61 DA62 DA63 DA64 DA65 DA66 DA67 DA68 DA? DA70 DA71 DA74 EXHIBIT 8.1 HMS SUBBASIN PARAMETERS THE COTTAGES OF COLLEGE STATION EXISTING CONDITIONS o-... . Cl) . .!!!. .c c: UI E .2 "' Cl) ~ ... Cl) "C ::I Q. 0 0. .l!!Z < < >-·;: I-.c Cl) 0 ~-=-~ .21 ~ UI Cl) 0 ·-0 "(5 ~8 0 t-E I-UJ -0.00824 5.27 D 75.00 -0.00709 4.53 D 75.00 -0.00906 5.80 D 75.00 -0.01296 8.30 D 75.00 -0.00753 4.82 D 75.00 -0.01047 6.70 D 75.00 -0.02178 13.94 D 75.00 -0.00723 4.63 D 75.00 -0.00562 3.60 D 75.00 -0.0249 15.83 D 75.00 -0.01994 12.76 D 75.00 -0.02043 13.07 D 75.00 -0.00492 3.15 D 75.00 -0.00355 2.27 D 75.00 -0.01201 7.69 D 75.00 -0.00942 6.03 D 75.00 -0.0153 9.91 D 75.00 -0.01891 12.11 D 80.26 -0.00948 6.07 D 75.00 -0.00264 1.69 D 75.00 -0.00575 3.68 D 77.69 -0.00738 4.72 D 75.00 PROPOSED CONDITIONS* ... . Cl) i:: .c UI E 0 "' ~ :;::; ~-Cl) "C ::I 0. 0 0. .l!! z < . ..: < >-·;: - E I-.c Q) 0 "iii .21 ~ UI .! . Q) 0 C" .... "(5 ~8 0 0 I-.!!!. I-UJ DA6,DA69 0.002953 1.89 D 84.20 DA60, DA2 0.006028 3.86 D 81 .90 DA9B, DA61, DA30C, DA30B 0.004141 2.65 D 80.75 0.021516 13.77 D 75.00 DA63, DA10B 0.003763 2.41 D 81 .90 0.020052 12.83 D 75.00 DA65, DAS 0.012334 7.89 D 77.30 0.009484 6.07 D 75.00 -0.019202 12.29 D 80.18 0.001966 1.26 D 78.29 DA14, DA9, DA?, DA72, DA10A 0.004469 2.86 D 80.29 DA70, DA3, DA12A, DA12B, DA11, DA13, DA15, DA16 0.005217 3.34 D 88.80 -0.004339 2.78 D 76.38 0.011759 7.53 D 75 = ' -~ ::r z 4l ~ 3 .r:." Uc Cl~ "' .... 0:.:. "' Cl) ... Cl ... 0. "C c: 0 UJ Cl) 0 >-Cl) 0 ->-:I: ...J ..... 0 < UJ _ ..... 1338.7 3.33 - -3.33 - -3.33 - -3.33 - - 3.33 - -3.33 - 1568.85 3.33 2.04 - 3.33 - - 3.33 - 1841.32 3.33 0.95 1634.459 3.33 1.96 1685.37 3.33 1.34 -3.33 - -3.33 - 1002.64 3.33 1.50 880.14 3.33 1.42 1301.223 3.33 1.84 2555.71 2.46 1.17 995.7 3.33 2.26 - 3.33 - -2.87 - 1408.79 3.33 1.9875 = ' -~ ::r z Cb~ 3 .r:." Uc Cl~ "' .... 0:.:. I! Q) ... Cl "C c: 0 UJ Q) 0. 0 -> .2 >-Q) ..... 0 :I: ...J _ ..... < UJ -1.88 - -2.21 - -2.38 - 1408.00 3.33 2.06 924.11 2.21 1.35 1841 .32 3.33 0.95 1301.22 2.94 1.84 995.70 3.33 2.26 2555.71 2.47 1. 17 -2.77 - -2.45 - -1.26 - -3.09 --3.33 - *Developed conditions which includes Holleman Drive, Manor Avenue, Market Street, Cottage Lane & The Cottages **Description describes additional DA included within presented DA Cl) E i= Cl "' -...J ~ UJ ::I u 0 UJ :S 0.10 0.10 0.10 0.10 0.10 0.10 0.13 0.10 0.10 0.21 0.20 0.17 0.10 0.10 0.11 0.11 0.14 0.26 0.10 0.10 0.10 0.15 Cl) E i= Cl "' -...J ~ UJ ::I u 0 UJ :S 0.10 0.10 0.10 0.12 0.12 0.21 0.14 0.10 0.26 0. 10 0.10 0. 10 0.10 0.10 EXHIBIT 8.1 EXHIBIT 8.2 2-YR EXISTING CONDITIONS HMS RESULTS Peak Hydrologic Drainage Discharge Volume Element Area (mi2) (cfs) Time to Peak (in) DA1 0.01994 21 .7 16Jan2009, 12:15 1.63 DA10 0.02043 23.4 16Jan2009, 12:13 1.63 DA11 0.00355 5 16Jan2009, 12:08 1.63 DA12 0.00942 12.6 16Jan2009, 12:09 1.63 DA13 0.01201 16.3 16Jan2009, 12:09 1.63 DA14 0.00824 11 .5 16Jan2009, 12:08 1.63 DA15 0.00709 9.9 16Jan2009, 12:08 1.63 DA16 0.00906 12.7 16Jan2009, 12:08 1.63 DA1 7 0.01296 18.1 16Jan2009, 12:08 1.63 DA18 0.00753 10.5 16Jan2009, 12:08 1.63 DA19 0.01047 14.6 16Jan2009, 12:08 1.63 DA2 0.00264 3.7 16Jan2009, 12:08 1.63 DA20 0.02178 27.7 16Jan2009, 12:10 1.63 DA21 0.00723 10.1 16Jan2009, 12:08 1.63 DA22 0.00562 7.9 16Jan2009, 12:08 1.63 DA3 0.00575 9 16Jan2009, 12:08 1.9 DA4 0.01891 22.8 16Jan2009, 12:18 2.16 DA5 0.00948 13.3 16Jan2009, 12:08 1.63 DA6 0.0153 19.3 16Jan2009, 12:10 1.63 DA7 0.00738 10.3 16Jan2009, 12:08 1.63 DAB 0.0249 26.4 16Jan2009, 12:16 1.63 DA9 0.00492 6.9 16Jan2009, 12:08 1.63 2-YR PROPOSED CONDITIONS HMS RESULTS Peak Hydrologic Drainage Discharge Volume Element Area (mi2) (cfs) Time to Peak (in) DA6 0.0055625 11 .9 16Jan2009, 12:07 2.8 DA60 0.00464 6.5 16Jan2009, 12:08 1.63 DA61 0.0039062 6.2 16Jan2009, 12:08 1.92 DA62 0.0215122 28.1 16Jan2009, 12:10 1.63 DA63 0.004875 9.4 16Jan2009, 12:09 2.63 DA64 0.0249 26.4 16Jan2009, 12:16 1.63 DA65 0.011204 14.2 16Jan2009, 12:10 1.63 DA66 0.0094844 13.3 16Jan2009, 12:08 1.63 DA67 0.0189219 22.8 16Jan2009, 12:18 2.16 DA68 0.0029219 5.6 16Jan2009, 12:07 2.48 DA7 0.0045156 7.1 16Jan2009, 12:08 1.91 DA70 0.00085938 1.2 16Jan2009, 12:08 1.63 DA71 0.0044531 6.6 16Jan2009, 12:08 1.76 DA74 0.0118359 16.5 16Jan2009, 12:08 1.63 EXHIBIT 8.2 EXHIBIT 8.3 5-YR EXISTING CONDITIONS HMS RESULTS Peak Hydrologic Drainage Discharge Volume Element Area lmi2) lcfs) Time to Peak lin) DA1 0.01994 37.4 16Jan2009, 12:14 3.23 DA10 0.02043 40 16Jan2009, 12:12 3.23 DA1 1 0.00355 8.3 16Jan2009, 12:08 3.23 DA12 0.00942 21 .2 16Jan2009, 12:09 3.23 DA13 0.01201 27.6 16Jan2009, 12:08 3.23 DA14 0.00824 19.3 16Jan2009, 12:08 3.23 DA15 0.00709 16.6 16Jan2009, 12:08 3.23 DA16 0.00906 21 .3 16Jan2009, 12:08 3.23 DA1 7 0.01296 30.4 16Jan2009, 12:08 3.23 DA18 0.00753 17.7 16Jan2009, 12:08 3.23 DA19 0.01047 24.6 16Jan2009, 12:08 3.23 DA2 0.00264 6.2 16Jan2009, 12:08 3.23 DA20 0.02178 47 16Jan2009, 12:10 3.23 DA21 0.00723 17 16Jan2009, 12:08 3.23 DA22 0.00562 13.2 16Jan2009, 12:08 3.23 DA3 0.00575 14.3 16Jan2009, 12:07 3.55 DA4 0.01891 35.7 16Jan2009, 12:18 3.84 DAS 0.00948 22.3 16Jan2009, 12:08 3.23 DA6 0.0153 32.8 16Jan2009, 12:10 3.23 DA? 0.00738 17.3 16Jan2009, 12:08 3.23 DAB 0.0249 45.5 16Jan2009, 12:15 3.22 DA9 0.00492 11 .6 16Jan2009, 12:08 3.23 5-YR PROPOSED CONDITIONS HMS RESULTS Peak Hydrologic Drainage Discharge Volume Element Area (mi2) (cfs) Time to Peak (in) DA6 0.0055625 16.7 16Jan2009, 12:07 4.6 DA60 0.00464 10.9 16Jan2009, 12:08 3.23 DA61 0.0039062 9.8 16Jan2009, 12:07 3.57 DA62 0.0215122 47.6 16Jan2009, 12:09 3.23 DA63 0.004875 13.4 16Jan2009, 12:08 4.39 DA64 0.0249 45.5 16Jan2009, 12:15 3.22 DA65 0.011204 24 16Jan2009, 12:10 3.23 DA66 0.0094844 22.3 16Jan2009, 12:08 3.23 DA67 0.0189219 35.7 16Jan2009, 12:18 3.84 DA68 0.0029219 8.2 16Jan2009, 12:07 4.22 DA? 0.0045156 11 .3 16Jan2009, 12:07 3.56 DA70 0.00085938 2 16Jan2009, 12:08 3.23 DA71 0.0044531 10.8 16Jan2009, 12:08 3.38 DA74 0.0118359 27.8 16Jan2009, 12:08 3.23 EXHIBIT 8.3 EXHIBIT 8.4 10-YR EXISTING CONDITIONS HMS RESULTS Peak Hydrologic Drainage Discharge Volume Element Area (mi2) (cfs) Time to Peak (in) DA1 0.01994 47.4 16Jan2009, 12:14 4.5 DA10 0.02043 50.6 16Jan2009, 12:12 4.51 DA11 0.00355 10.5 16Jan2009, 12:07 4.51 DA12 0.00942 26.7 16Jan2009, 12:08 4.51 DA13 0.01201 34.7 16Jan2009, 12:08 4.51 DA14 0.00824 24.3 16Jan2009, 12:07 4.51 DA15 0.00709 20.9 16Jan2009, 12:07 4.51 DA16 0.00906 26 .7 16Jan2009, 12:07 4.51 DA1 7 0.01296 38.2 16Jan2009, 12:07 4.51 DA18 0.00753 22.2 16Jan2009, 12:07 4.51 DA19 0.01047 30.9 16Jan2009, 12:07 4.51 DA2 0.00264 7.8 16Jan2009, 12:07 4.51 DA20 0.021 78 59 .1 16Jan2009, 12:09 4.51 DA21 0.00723 21 .3 16Jan2009, 12:07 4.51 DA22 0.00562 16.6 16Jan2009, 12:07 4.51 DA3 0.00575 17.7 16Jan2009, 12:07 4.85 DA4 0.01891 43.9 16Jan2009, 12:18 5.16 DA5 0.00948 28 16Jan2009, 12:07 4.51 DA6 0.0153 41.4 16Jan2009, 12:10 4.51 DA7 0.00738 21.8 16Jan2009, 12:07 4.51 DA8 0.0249 57 .7 16Jan2009, 12: 15 4.5 DA9 0.00492 14.5 16Jan2009, 12:07 4.51 10-YR PROPOSED CONDITIONS HMS RESULTS Peak Hydrologic Drainage Discharge Volume Element Area (mi2) (cfs) Time to Peak (in) DA6 0.0055625 19.6 16Jan2009, 12:07 5.98 DA60 0.00464 13.7 16Jan2009, 12:07 4.51 DA61 0.0039062 12.1 16Jan2009, 12:07 4.87 DA62 0.0215122 59.9 16Jan2009, 12:09 4.51 DA63 0.004875 16 16Jan2009, 12:08 5.76 DA64 0.0249 57.7 16Jan2009, 12:15 4.5 DA65 0.01 1204 30.3 16Jan2009, 12:10 4.51 DA66 0.0094844 28 16Jan2009, 12:07 4.51 DA67 0.0189219 44 16Jan2009, 12:18 5.16 DA68 0.0029219 9.8 16Jan2009, 12:07 5.57 DA7 0.0045156 13.9 16Jan2009, 12:07 4.86 DA70 0.00085938 2.5 16Jan2009, 12:07 4.51 DA71 0.0044531 13.4 16Jan2009, 12:07 4.68 DA74 0.0118359 34.9 16Jan2009, 12:07 4.51 EXHIBIT 8.4 EXHIBIT 8.5 25-YR EXISTING CONDITIONS HMS RESULTS Peak Hydrologic Drainage Discharge Volume Element Area <mi2) (cfs) Time to Peak (in) DA1 0.01994 58.2 16Jan2009, 12:14 5.39 DA10 0.02043 62.2 16Jan2009, 12:12 5.39 DA11 0.00355 12.8 16Jan2009, 12:07 5.4 DA12 0.00942 32.8 16Jan2009, 12:08 5.4 DA13 0.01201 42.5 16Jan2009, 12:08 5.4 DA14 0.00824 29.8 16Jan2009, 12:07 5.4 DA15 0.00709 25.7 16Jan2009, 12:07 5.4 DA16 0.00906 32.8 16Jan2009, 12:07 5.4 DA17 0.01296 46.9 16Jan2009, 12:07 5.4 DA18 0.00753 27.3 16Jan2009, 12:07 5.4 DA19 0.01047 37.9 16Jan2009, 12:07 5.4 DA2 0.00264 9.6 16Jan2009, 12:07 5.4 DA20 0.02178 72.5 16Jan2009, 12:09 5.39 DA21 0.00723 26.2 16Jan2009, 12:07 5.4 DA22 0.00562 20.3 16Jan2009, 12:07 5.4 DA3 0.00575 21 .6 16Jan2009, 12:07 5.75 DA4 0.01891 53.4 16Jan2009, 12:18 6.07 DA5 0.00948 34.3 16Jan2009, 12:07 5.4 DA6 0.0153 50.7 16Jan2009, 12:10 5.39 DA7 0.00738 26.7 16Jan2009, 12:07 5.4 DAS 0.0249 71 16Jan2009, 12:15 5.39 DA9 0.00492 17.8 16Jan2009, 12:07 5.4 25-YR PROPOSED CONDITIONS HMS RESULTS Peak Hydrologic Drainage Discharge Volume Element Area <mi 2) (cfs) Time to Peak (in) DA6 0.0055625 23.4 16Jan2009, 12:07 6.91 DA60 0.00464 16.8 16Jan2009, 12:07 5.4 DA61 0.0039062 14.7 16Jan2009, 12:07 5.77 DA62 0.0215122 73.5 16Jan2009, 12:09 5.4 DA63 0.004875 19.1 16Jan2009, 12:08 6.68 DA64 0.0249 71 16Jan2009, 12:15 5.39 DA65 0.011204 37 .1 16Jan2009, 12:10 5.39 DA66 0.0094844 34 .3 16Jan2009, 12:07 5.4 DA67 0.0189219 53 .5 16Jan2009, 12:18 6.07 DA68 0.0029219 11 .8 16Jan2009, 12:07 6.49 DA7 0.0045156 17 16Jan2009, 12:07 5.76 DA70 0.00085938 3.1 16Jan2009, 12:07 5.4 DA71 0.0044531 16.4 16Jan2009, 12:07 5.57 DA74 0.0118359 42.8 16Jan2009, 12:07 5.4 EXHIBIT 8.5 EXHIBIT 8.6 50-YR EXISTING CONDITIONS HMS RESULTS Peak Hydrologic Drainage Discharge Volume Element Area (mi2) (cfs) Time to Peak (in) DA1 0.01994 66.5 16Jan2009, 12:14 6.62 DA10 0.02043 70.9 16Jan2009, 12:12 6.62 DA11 0.00355 14.6 16Jan2009, 12:07 6.63 DA12 0.00942 37 .2 16Jan2009, 12:08 6.63 DA13 0.01201 48.2 16Jan2009, 12:08 6.63 DA14 0.00824 33.8 16Jan2009, 12:07 6.63 DA15 0.00709 29.1 16Jan2009, 12:07 6.63 DA16 0.00906 37.2 16Jan2009, 12:07 6.63 DA17 0.01296 53.1 16Jan2009, 12:07 6.63 DA18 0.00753 30.9 16Jan2009, 12:07 6.63 DA19 0.01047 42.9 16Jan2009, 12:07 6.63 DA2 0.00264 10.8 16Jan2009, 12:07 6.63 DA20 0.02178 82 .5 16Jan2009, 12:09 6.63 DA21 0.00723 29.6 16Jan2009, 12:07 6.63 DA22 0.00562 23 16Jan2009, 12:07 6.63 DA3 0.00575 24.3 16Jan2009, 12:07 6.99 DA4 0.01891 60.4 16Jan2009, 12:17 7.32 DA5 0.00948 38 .9 16Jan2009, 12:07 6.63 DA6 0.0153 57 .7 16Jan2009, 12:09 6.63 DA? 0.00738 30 .3 16Jan2009, 12:07 6.63 DAB 0.0249 81 .2 16Jan2009, 12:14 6.62 DA9 0.00492 20.2 16Jan2009, 12:07 6.63 50-YR PROPOSED CONDITIONS HMS RESULTS Peak Hydrologic Drainage Discharge Volume Element Area (mi2) <cfs) Time to Peak <in) DA6 0.0055625 25.7 16Jan2009, 12:07 8.2 DA60 0.00464 19 16Jan2009, 12:07 6.63 DA61 0.0039062 16.5 16Jan2009, 12:07 7.02 DA62 0.0215122 83.4 16Jan2009, 12:09 6.63 DA63 0.004875 21.1 16Jan2009, 12:08 7.96 DA64 0.0249 81 .2 16Jan2009, 12:14 6.62 DA65 0.011204 42.2 16Jan2009, 12:09 6.63 DA66 0.0094844 38.9 16Jan2009, 12:07 6.63 DA67 0.0189219 60.4 16Jan2009, 12:17 7.32 DA68 0.0029219 13.1 16Jan2009, 12:07 7.76 DA? 0.0045156 19.1 16Jan2009, 12:07 7.01 DA70 0.00085938 3.5 16Jan2009, 12:07 6.63 DA71 0.0044531 18.5 16Jan2009, 12:07 6.8 DA74 0.0118359 48.5 16Jan2009, 12:07 6.63 EXHIBIT 8.6 EXHIBIT 8.7 100-YR EXISTING CONDITIONS HMS RESULTS Peak Hydrologic Drainage Discharge Volume Element Area (mi2) (cfs) Time to Peak (in) DA1 0.01994 76.1 16Jan2009, 12:13 7.78 DA10 0.02043 81 .2 16Jan2009, 12:12 7.79 DA11 0.00355 16.7 16Jan2009, 12:07 7.8 DA12 0.00942 42 .7 16Jan2009, 12:08 7.79 DA13 0.01201 55 .2 16Jan2009, 12:08 7.79 DA15 0.00709 33 .3 16Jan2009, 12:07 7.8 DA16 0.00906 42 .6 16Jan2009, 12:07 7.8 DA17 0.01296 60.9 16Jan2009, 12:07 7.8 DA18 0.00753 35.4 16Jan2009, 12:07 7.8 DA19 0.01047 49.2 16Jan2009, 12:07 7.8 DA2 0.00264 12.4 16Jan2009, 12:07 7.8 DA20 0.02178 94 .5 16Jan2009, 12:09 7.79 DA21 0.00723 34 16Jan2009, 12:07 7.8 DA22 0.00562 26.4 16Jan2009, 12:07 7.8 DA3 0.00575 27.7 16Jan2009, 12:07 8.17 DA4 0.01891 68.5 16Jan2009, 12:17 8.5 DAS 0.00948 44.6 16Jan2009, 12:07 7.8 DA6 0.0153 66 16Jan2009, 12:09 7.79 DA7 0.00738 34.7 16Jan2009, 12:07 7.8 DAS 0.0249 92 .9 16Jan2009, 12:14 7.78 DA9 0.00492 23.1 16Jan2009, 12:07 7.8 100-YR PROPOSED CONDITIONS HMS RESULTS Peak Hydrologic Drainage Discharge Volume Element Area <mi2) (cfs) Time to Peak (in) DA6 0.0055625 28.9 16Jan2009, 12:07 9.41 DA60 0.00464 21 .8 16Jan2009, 12:07 7.8 DA61 0.0039062 18.8 16Jan2009, 12:07 8.19 DA62 0.0215122 95 .5 16Jan2009, 12:09 7.79 DA63 0.004875 23.8 16Jan2009, 12:08 9.16 DA64 0.0249 92 .9 16Jan2009, 12:14 7.78 DA65 0.011204 48.4 16Jan2009, 12:09 7.79 DA66 0.0094844 44.6 16Jan2009, 12:07 7.8 DA67 0.0189219 68.5 16Jan2009, 12:17 8.5 DA68 0.0029219 14.8 16Jan2009, 12:07 8.95 DA7 0.0045156 21 .8 16Jan2009, 12:07 8.18 DA70 0.00085938 4 16Jan2009, 12:07 7.8 DA71 0.0044531 21 .2 16Jan2009, 12:07 7.97 DA74 0.0118359 55 .6 16Jan2009, 12:07 7.8 EXHIBIT 8.7 HEC RAS Pl M . PROP MM l an: am-oca ons: U D fi ed ser e n River Reach River Sta Profile Q Total Min Ch El W.S. Elev CritW.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude #Chi (cfs) (ft) (ft) (ft) (ft) (ft/ft) (Ills) (sq ft) (ft) Unnamed Tlibutar Main 11147.53 50% 11.10 325.32 326.11 326.11 326.30 0.069718 3.47 3.25 9.55 0.97 Unnamed Tributar Main 11147.53 20% 16.50 325.32 326.28 326.28 326.43 0.047898 3.26 5.68 18.94 0.83 Unnamed Tribular Main 11147.53 10% 19.80 325.32 326.33 326.33 326.49 0.048909 3.41 6.64 20.44 0.85 Unnamed Tributar Main 11147.53 4% 23.90 325.32 326.38 326.38 326.55 0.047933 3.50 7.85 21.57 0.85 Unnamed Tributar Main 11147.53 2% 26.60 325.32 326.41 326.41 326.59 0.050622 3.65 8.38 21.97 0.87 Unnamed Tributar Main 11147.53 1% 30.10 325.32 326.45 326.45 326.64 0.050191 3.73 9.26 22.62 0.87 Unnamed Tributar Main 11038.10 50% 11.10 322.59 323.38 323.06 323.40 0.006128 1.17 9.46 19.45 0.30 Unnamed Tributar Main 11038.10 20% 16.50 322.59 323.52 323.14 323.55 0.006440 1.34 12.27 21.31 0.31 Unnamed Tributar Main 11038.10 10% 19.80 322.59 323.59 323.18 323.62 0.006680 1.44 13.80 22.32 0.32 Unnamed Tributar Main 11038.10 4'~ 23.90 322.59 323.67 323.2"4 323.70 0.006922 1.53 15.65 23.73 0.33 Unnamed Tributar Main 11038.10 2% 26.60 322.59 323.72 32327 323.76 0.006976 1.58 16.87 24.54 0.34 Unnamed Tributar Main 11038.10 1% 30.10 322.59 323.78 323.30 323.82 0.007027 1.65 18.27 25.03 0.34 Unnamed Tributar Main 10745.82 50% 18.40 319.59 320.32 320.13 320.36 0.016150 1.59 11 .57 32.18 0.47 Unnamed Tributar Main 10745.82 20% 27.50 319.59 320.44 320.22 320.49 0.015496 1.74 15.78 37.08 0.47 Unnamed Tributar Main 10745.82 10% 33.20 319.59 320.50 320.27 320.55 0.014969 1.84 18.06 38.13 0.47 Unnamed Tributar Main 10745.82 4% 40.10 319.59 320.56 320.32 320.62 0.014691 1.95 20.58 39.27 0.47 Unnamed Tributar Main 10745.82 2% 44.60 319.59 320.60 320.35 320.67 0.014614 2.02 22.12 39.94 0.48 Unnamed Tributar Main 10745.82 1% 50.60 319.59 320.65 320.40 320.72 0.014499 2.10 24.12 40.81 0.48 Unnamed Tributar Main 10595.02 50% 18.40 315.47 316.40 316.40 316.63 0.069017 3.83 4.80 10.29 0.99 Unnamed Tributar Main 10595.02 20% 27.50 315.47 316.56 316.56 316.83 0.068128 4.22 6.52 11 .99 1.01 Unnamed Tributar Main 10595.02 10% 33.20 315.47 316.79 316.65 316.98 0.035307 3.46 9.61 14.56 0.75 Unnamed Tributar Main 10595.02 4% 40.10 315.47 317.43 316.74 317.49 0.006236 1.89 21 .20 21.63 0.34 Unnamed Tributar Main 10595.02 2·~ 44.60 315.47 317.81 316.79 317.85 0.002975 1.47 30.31 25.86 0.24 Unnamed Tributar Main 10595.02 1% 50.60 315.47 318.27 316.87 318.29 0.001479 1.17 43.29 30.90 0.17 Unnamed Tributar Main 10411.9 50% 60.80 312.84 315.41 313.99 315.42 0.000589 0.65 93.41 82.14 0.11 Unnamed Tributar Main 10411.9 20% 96.70 312.84 316.34 314.24 316.35 0.000211 0.56 172.26 86.43 0.07 Unnamed Trlbutar Main 10411.9 10% 119.10 312.84 316.87 314.35 316.87 0.000151 0.55 218.11 88.84 0.06 Unnamed Tributar Main 10411.9 4% 145.00 312.84 317.43 314.46 317.44 0.000114 0.54 269.08 91.52 0.06 Unnamed Tributar Main 10411.9 2% 163.00 312.84 317.81 314.53 317.81 0.000100 0.54 303.70 94.09 0.05 Unnamed Tributar Main 10411.9 1% 185.80 312.84 318.26 314.61 318.26 0.000086 0.54 347.07 97.21 0.05 Unnamed Tributar Main 10300 Culvert Unnamed Tributar Main 10221.67 50% 60.80 310.00 312.30 310.98 312.33 0.001878 1.35 44.87 31 .17 0.20 Unnamed Tributar Main 10221.67 20% 96.70 310.00 312.73 311.26 312.77 0.002289 1.64 59.03 35.78 0.22 Unnamed Tributar Main 10221.67 10% 119.10 310.00 312.94 311.41 312.99 0.002481 1.78 66.98 38.12 0.24 Unnamed Tributar Main 10221.67 4% 145.00 310.00 313.16 311.57 313.22 0.002666 1.92 75.58 40.51 0.25 Unnamed Tributar Main 10221.67 2% 163.00 310.00 313.30 311.67 313.36 0.002771 2.00 81 .33 42.03 0.25 Unnamed Tributar Main 10221.67 1% 185.80 310.00 313.46 311.79 313.53 0.002894 2.10 88.28 43.79 0.26 Unnamed Tributar Main 10164.37 50% 78.10 309.43 311.98 311.25 312.09 0.007715 2.75 36.98 42.52 0.40 Unnamed Tributar Main 10164.37 20% 124.60 309.43 312.36 311.69 312.49 0.007831 3.23 54.17 49.47 0.42 Unnamed Tributar Main 10164.37 10% 153.70 309.43 312.55 311.94 312.70 0.007889 3.46 64.01 52.46 0.43 Unnamed Tributar Main 10164.37 4% 187.20 309.43 312.75 312.06 312.91 0.007959 3.70 74.61 55.20 0.44 Unnamed Tributar Main 10164.37 2% 210.70 309.43 312.87 312.15 313.05 0.008030 3.85 81 .64 57.00 0.44 Unnamed Tributar Main 10164.37 1% 240.10 309.43 313.02 312.27 313.20 0.008130 4.03 90.07 59.10 0.45 Unnamed Tributar Main 10101.99 50% 78.10 309.25 311 .63 310.89 311.70 0.004774 2.09 40.89 40.94 0.31 Unnamed Tributar Main 10101.99 20% 124.60 309.25 311 .97 311.15 312.07 0.005439 2.59 56.11 48.64 0.35 Unnamed Tributar Main 10101.99 10% 153.70 309.25 312.15 311.29 312.27 0.005761 2.84 65.01 52.93 0.36 Unnamed Tributar Main 10101.99 4% 187.20 309.25 312.33 311.45 312.47 0.006047 3.09 75.00 57.41 0.38 Unnamed Tributar Main 10101.99 2% 210.70 309.25 312.44 311.5<1 312.59 0.006228 3.26 81.76 60.25 0.39 Unnamed Tributar Main 10101.99 1% 240.10 309.25 312.58 311.66 312.74 0.006438 3.44 89.97 63.54 0.40 Unnamed Tributar Main 10040.69 50% 78.10 308.95 311 .08 310.88 311.23 0.013662 3.68 36.59 52.50 0.53 Unnamed Tributar Main 10040.69 20% 124.60 308.95 311.41 311.11 311.57 0.012889 4.08 55.10 59.26 0.53 Unnamed Tributar Main 10040.69 10% 153.70 308.95 311 .58 311.23 311.75 0.012656 4.29 65.66 63.08 0.53 Unnamed Tributar Main 10040.69 4% 187.20 308.95 311 .76 311.35 311.94 0.012496 4.51 77.15 66.98 0.54 Unnamed Tributar Main 10040.69 2% 210.70 308.95 311.87 311.42 312.06 0.012458 4.66 84.77 69.45 0.54 Unnamed Tributar Main 10040.69 1% 240.10 308.95 312.01 311.52 312.20 0.012205 4.79 94.66 72.53 0.54 Unnamed Tributar Main 9939.552 50% 78.10 308.00 310.44 309.78 310.47 0.004294 1.55 50.44 53.63 0.28 Unnamed Tributar Main 9939.552 20% 124.60 308.00 310.74 309.99 310.79 0.004724 1.85 67.17 58.49 0.31 Unnamed Tributar Main 9939.552 10% 153.70 308.00 310.89 310.09 310.95 0.004955 2.01 76.38 61.01 0.32 Unnamed Tributar Main 9939.552 4% 187.20 308.00 311.04 310.19 311.11 0.005246 2.18 85.82 63.37 0.33 Unnamed Tributar Main 9939.552 2% 210.70 308.00 311 .14 310.26 311.22 0.005376 2.28 92.24 64.75 0.34 Unnamed Tributar Main 9939.552 1% 240.10 308.00 311 .14 310.34 311.24 0.007018 2.61 92.08 64.72 0.39 Unnamed Tributar Main 9867.082 50% 91.40 307.56 309.32 309.32 309.57 0.066655 4.01 22.78 45.24 1.00 Unnamed Tributar Main 9867.082 20% 146.90 307.56 309.54 309.54 309.83 0.063179 4.38 33.54 56.11 1.00 Unnamed Tributar Main 9867.082 10•;. 181.70 307.56 309.64 309.64 309.97 0.061779 4.56 39.81 61.57 1.00 Unnamed Tributar Main 9867.082 4% 221.50 307.56 309.75 309.75 310.10 0.060383 4.74 46.74 67.19 1.00 Unnamed Tributar Main 9867.082 2% 249.60 307.56 309.83 309.83 310.18 0.057464 4.79 52.07 70.92 0.99 Unnamed Tributar Main 9867.082 1% 284.70 307.56 310.72 309.90 310.80 0.005374 2.29 124.13 86.35 0.34 Unnamed Tributar Main 9725.573 50% 97.30 303.55 306.16 305.10 306.21 0.003550 1.79 54.28 38.90 0.27 Unnamed Tributar Main 9725.573 20% 164.10 303.55 307.50 305.46 307.53 0.001349 1.33 123.49 66.57 0.17 Unnamed Tributar Main 9725.573 10% 191.70 303.55 308.07 305.57 308.09 0.001108 1.14 168.88 100.69 0.15 Unnamed Tributar Main 9725.573 4% 233.50 303.55 308.87 305.73 308.88 0.000631 0.87 269.45 159.84 0.12 Unnamed Tributar Main 9725.573 2% 262.90 303.55 309.68 305.84 309.69 0.000232 0.64 409.13 188.06 0.08 EXHIBIT 9 HEC·RAS Plan: Main·PROP·MM L1 User Defined (Continued) River Reach River Sta Proli'8 Q Total Min Ch El W.S. Elev CritW.S. E.G. Elev E.G. Slope Vel Chnl FkJo.N Area Top l.Mdth Froude #Chi (els) (ft) (ft) (ft) (ft) (ft/ft) (Ills) (sq ft) (ft) Unnamed Tributar Main 9725.573 1% 299.70 303.55 310.74 305.97 310.74 0.000086 0.48 655.91 259.04 0.05 Unnamed Tributar Main 9686.643 50% 123.60 302.15 306.01 303.84 306.10 0.002543 2.33 53.09 17.63 0.24 Unnamed Tributar Main 9686.643 20% 204.80 302.15 307.36 304.40 307.44 0.003241 2.34 87.61 37.19 0.27 Unnamed Tributar Main 9686.643 10% 242.40 302.15 307.95 304.63 308.03 0.002391 2.19 111.64 44.30 0.24 Unnamed Tributar Main 9686.643 4% 295.10 302.15 308.78 304.93 308.83 0.001647 1.80 173.05 82.39 0.20 Unnamed Tributar Main 9686.643 2% 332.60 302.15 309.64 305.12 309.67 0.000805 1.46 260.91 128.41 0.14 Unnamed Tributar Main 9686.643 1% 378.70 302.15 310.71 305.36 310.73 0.000399 1.12 409.38 151.66 0.10 Unnamed Tributar Main 9500 Culvert Unnamed Tributar Main 9462.441 50% 123.60 302.00 305.14 304.19 305.27 0.007841 2.88 42.85 27.62 0.41 Unnamed Tributar Main 9462.441 20% 204.80 302.00 305.69 304.67 305.88 0.009052 3.44 59.57 32.89 0.45 Unnamed Tributar Main 9.W2.441 10% 242.40 302.00 305.90 304.87 306.10 0.009453 3.64 66.59 34.87 0.46 Unnamed Tributar Main 9462.441 4% 295.10 302.00 306.17 305.11 306.40 0.010082 3.85 76.57 38.68 0.48 Unnamed Tributar Main 9.W2.441 2% 332.60 302.00 306.35 305.26 306.59 0.010511 3.98 83.58 41.57 0.49 Unnamed Tributar Main 9-462.441 1% 378.70 302.00 306.54 305.44 306.81 0.010886 4.11 92.11 44.84 0.51 Unnamed Tributar Main 9449.336 50% 123.60 301.80 304.15 304.15 304.65 0.055276 5.66 21.82 22.15 1.01 Unnamed Tributar Main 9449.336 20% 204.80 301.80 304.60 304.60 305.21 0.050922 6.26 32.74 26.97 1.00 Unnamed Tributar Main 9449.336 10% 242.40 301.80 304.76 304.76 305.42 0.049894 6.49 37.37 28.72 1.00 Unnamed Tributar Main 9449.336 4% 295.10 301.80 304.96 304.96 305.69 0.048926 6.81 43.32 30.49 1.01 Unnamed TriblJtar Main 9449.336 2% 332.60 301.80 305.10 305.10 305.86 0.047613 6.98 47.68 31.72 1.00 Unnamed Tributar Main 9449.336 1% 378.70 301.80 305.26 305.26 306.06 0.046401 7.17 52.85 33.13 1.00 Unnamed Tributar Main 9330.980 50% 135.20 300.03 302.51 301.70 302.58 0.005623 2.18 61.90 47.66 0.34 Unnamed Tributar Main 9330.980 20% 221.10 300.03 303.08 302.00 303.18 0.004704 2.44 90.54 51.41 0.32 Unnamed Tributar Main 9330.980 10% 260.80 300.03 303.33 302.13 303.43 0.004349 2.52 103.58 52.89 0.32 Unnamed Tributar Main 9330.980 4% 317.00 300.03 303.65 302.29 303.76 0.004062 2.63 120.61 54.77 0.31 Unnamed Tributar Main 9330.980 2% 356.50 300.03 303.86 302.39 303.98 0.003884 2.69 132.42 56.04 0.31 Unnamed Tributar Main 9330.980 1% 405.50 300.03 304.09 302.52 304.21 0.003813 2.79 145.29 57.39 0.31 Unnamed Tributar Main 9195.853 50% 141.60 298.02 301.49 300.08 301.63 0.008878 2.97 47.62 31.17 0.42 Unnamed Tributar Main 9195.853 20% 231.60 298.02 302.23 300.69 302.38 0.007263 3.17 73.96 43.19 0.40 Unnamed Tributar Main 9195.853 10% 273.90 298.02 302.54 300.93 302.70 0.006907 3.19 88.61 52.39 0.39 Unnamed Tributar Main 9195.853 4% 333.00 298.02 302.93 301.49 303.09 0.006080 3.18 111.46 63.02 0.38 Unnamed Tributar Main 9195.853 2% 374.60 298.02 303.21 301.62 303.36 0.005328 3.14 129.97 69.58 0.36 Unnamed Tributar Main 9195.853 1% 426.10 298.02 303.47 301.80 303.62 0.004977 3.18 148.71 75.20 0.35 Unnamed Tributar Main 9096.263 50% 141.60 295.88 301.00 298.69 301.07 0.003630 2.16 65.48 34.09 0.27 Unnamed Tributar Main 9096.263 20% 231.60 295.88 301.80 299.36 301.89 0.003349 2.44 96.57 44.60 0.28 Unnamed Tributar Main 9096.263 10% 273.90 295.88 302.13 299.64 302.22 0.003229 2.52 111.88 49.60 0.27 Unnamed Tributar Main 9096.263 4% 333.00 295.88 302.53 299.98 302.64 0.003266 2.62 133.88 58.14 0.28 Unnamed Tributar Main 9096.263 2% 374.60 295.88 302.86 300.59 302.96 0.002990 2.61 153.60 64.66 0.27 Unnamed Tributar Main 9096.263 1% 426.10 295.88 303.12 300.74 303.23 0.002975 2.69 171.67 69.69 0.27 Unnamed Tributar Main 8995.415 50% 158.00 295.24 300.66 298.78 300.74 0.003090 2.18 72.38 32.07 0.26 Unnamed Tributar Main 8995.415 20% 259.20 295.24 301.43 299.28 301.54 0.003671 2.59 100.03 39.60 0.29 Unnamed Tributar Main 8995.415 10% 308.60 295.24 301.75 299.50 301.87 0.003784 2.72 113.26 42.73 0.29 Unnamed Tributar Main 8995.415 4% 375.60 295.24 302.15 299.80 302.28 0.003875 2.87 130.97 .W.86 0.30 Unnamed Tributar Main 8995.415 2% 422.80 295.24 302.47 300.00 302.60 0.004189 2.86 147.75 57.14 0.31 Unnamed Tributar Main 8995.415 1% 481.40 295.24 302.75 300.21 302.88 0.004063 2.93 164.71 65.81 0.31 Unnamed Tributar Main 8201 50% 158.00 296.62 299.14 298.94 299.59 0.031964 5.36 29.54 21.78 0.80 Unnamed Tributar Main 8201 20% 259.20 296.62 299.93 299.42 300.41 0.018880 5.56 47.94 24.82 0.66 Unnamed Tributar Main 8201 10% 308.60 296.62 300.17 299.63 300.71 0.018737 5.94 54.01 25.74 0.67 Unnamed Tributar Main 8201 4% 375.60 296.62 300.55 299.91 301.14 0.016814 6.20 64.07 27.19 0.65 Unnamed Tributar Main 8201 2% 422.80 296.62 300.82 300.08 301.43 0.015491 6.33 71.55 28.22 0.64 Unnamed Tributar Main 8201 1% 481.40 296.62 301.07 300.29 301.73 0.015293 6.62 78.72 29.19 0.64 HEC-RAS Plan: Main River: Unnamed Tributar Reach: Main ---------------·- · --------.. Reach River Sta Profile QTotal Min Ch El W.S. Elev CritW.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude #Chi (els) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft) Main 11050.74 50% 16.30 323.69 324.36 324.33 324.50 0.055797 2.96 5.51 15.28 0.87 Main 11050.74 20% 27.60 323.69 324.57 324.48 324.72 0.039560 3.10 8.92 17.79 0.77 Main 11050.74 10% 34.70 323.69 324.67 324.56 324.83 0.037343 3.25 10.67 18.94 0.76 Main 11050.74 4% 42.50 323.69 324.76 324.63 324.94 0.035037 3.38 12.59 20.13 0.75 Main 11050.74 2% 48.20 323.69 324.82 324.69 325.01 0.034923 3.50 13.78 20.83 0.76 Main 11050.74 1% 55.20 323.69 324.89 324.75 325.09 0.034769 3.63 15.20 21.63 0.76 Main 11050.74 0.2% 81.20 323.69 325.08 324.95 325.35 0.037022 4.15 19.59 23.95 0.81 Main 10927.73 50% 16.30 320.94 321.65 321.44 321.68 0.012269 1.33 12.29 36.37 0.40 Main 10927.73 20% 27.60 320.94 321.80 321.55 321.83 0.015209 1.47 18.73 55.71 0.45 Main 10927.73 10% 34.70 320.94 321.86 321.62 321.90 0.016121 1.54 22.60 66.01 0.46 Main 10927.73 4% 42.50 320.94 321.91 321.67 321.95 0.017402 1.64 25.84 72.08 0.48 Main 10927.73 2% 48.20 320.94 321.94 321.70 321.99 0.017769 1.70 28.33 76.35 0.49 Main 10927.73 1% 55.20 320.94 321.98 321.76 322.03 0.018216 1.77 31.24 81.04 0.50 Main 10927.73 0.2% 61.20 320.94 322.09 321.89 322.15 0.018576 1.98 41.08 91.39 0.52 Main 10860.72 50% 16.30 320.11 320.69 320.60 320.71 0.016850 1.14 14.32 67.82 0.44 -Main 10860.72 20% 27.60 320.11 320.79 320.65 320.81 0.015120 1.33 20.68 71.07 0.44 Main 10860.72 10%1 34.70 320.11 320.83 320.68 320.87 0.014593 1.44 24.13 72.25 0.44 Main 10860.72 4% 42.50 320.11 320.88 320.71 320.92 0.013879 1.53 27.77 72.92 0.44 Main 10860.72 2% 48.20 320.11 320.92 320.73 320.96 0.013630 1.60 30.19 73.36 0.44 Main 10860.72 1% 55.20 320.11 320.96 320.76 321.00 0.013271 1.67 33.11 73.89 0.44 Main 10860.72 0.2% 81.20 320.11 321.09 320.84 321.14 0.012616 1.90 42.77 75.61 0.44 Main 10745.82 50% 16.30 318.54 319.25 319.02 319.27 0.009653 1.22 13.39 37.80 0.36 Main 10745.82 20% 27.60 318.54 319.40 319.12 319.43 0.009868 1.40 19.71 45.86 0.38 Main 10745.82 10% 34.70 318.54 319.48 319.18 319.51 0.009768 1.48 23.50 50.07 0.38 Main 10745.82 4% 42.50 318.54 319.55 319.23 319.59 0.009677 1.55 27.45 54.12 0.38 Main 10745.82 2% 48.20 318.54 319.60 319.27 319.64 0.009632 1.59 30.22 56.78 0.39 Main 10745.82 1% 55.20 318.54 319.66 319.31 319.70 0.009713 1.66 33.35 59.65 0.39 Main 10745.82 0.2% 81.20 318.54 319.83 319.43 319.88 0.009673 1.84 44.24 67.53 0.40 Main 10676.85 50% 16.30 317.29 318.06 317.95 318.15 0.032976 2.37 6.87 17.83 0.67 Main 10676.85 20% 27.60 317.29 318.26 318.10 318.36 0.027673 2.54 10.89 22.45 0.64 Main 10676.85 10% 34.70 317.29 318.37 318.18 318.47 0.025905 2.57 13.49 25.93 0.63 Main 10676.85 4% 42.50 317.29 318.47 318.26 318.57 0.024560 2.61 16.28 29.38 0.62 Main 10676.85 2% 48.20 317.29 318.54 318.31 318.64 0.023483 2.63 18.34 31.69 0.61 Main 10676.85 1% 55.20 317.29 318.61 318.36 318.72 0.022405 2.65 20.81 34.26 0.60 Main 10676.85 0.2% 81.20 317.29 318.85 318.55 318.96 0.019376 2.72 29.82 42.31 0.57 Main 10595.02 50% 18.30 315.81 316.86 316.49 316.89 0.008669 1.57 10.36 18.23 0.37 Main 10595.02 20% 27.60 315.81 317.09 316.67 317.14 0.009134 1.84 14.98 21.63 0.39 Main 10595.02 10% 34.70 315.81 317.21 316.76 317.27 0.009244 1.96 17.66 23.38 0.40 Main 10595.02 4% 42.50 315.81 317.32 316.84 317.39 0.009431 2.09 20.37 25.02 0.41 Main 10595.02 2% 48.20 315.81 317.39 316.89 317.46 0.009595 2.17 22.23 26.10 0.41 Main 10595.02 1% 55.20 315.81 317.48 316.96 317.56 0.009718 2.25 24.50 27.42 0.42 Main 10595.02 0.2% 61.20 315.81 317.74 317.16 317.84 0.010200 2.52 32.17 31.48 ~ ~ Main 10474.95 50% 16.30 313.64 314.36 314.36 314.55 0.076137 3.45 4.73 13.10 1.01 Main 10474.95 20% 27.60 313.64 314.54 314.54 314.76 0.068841 3.79 7.29 16.27 1.00 Main 10474.95 10% 34.70 313.64 314.62 314.62 314.87 0.068715 4.01 8.66 17.73 1.01 Main 10474.95 4% 42.50 313.64 314.70 314.70 314.97 0.066697 4.17 10.20 19.24 1.01 Main 10474.95 2% 48.20 313.64 314.76 314.76 315.04 0.064637 4.25 11.34 20.29 1.00 Main 10474.95 1% 55.20 313.64 314.82 314.82 315.12 0.063859 4.38 12.61 21.40 1.01 Main 10474.95 0.2% 81.20 313.64 315.02 315.02 315.36 0.059315 4.69 17.31 25.07 0.99 Main 10290.33 50% 58.60 310.19 312.38 310.86 312.39 0.000423 0.57 128.21 104.34 0.09 Main 10290.33 20% 100.10 310.19 312.89 311.06 312.90 0.000415 0.71 184.12 113.56 0.10 Main 10290.33 10% 126.50 310.19 313.15 311.16 313.16 0.000420 0.78 213.76 117.00 0.10 Main 10290.33 4% 155.40 310.19 313.40 311.26 313.40 0.000426 0.85 242.94 119.47 0.10 Main 10290.33 2% 177.10 310.19 313.56 311.32 313.57 0.000431 0.90 263.04 120.52 0.10 Main 10290.33 1% 202.90 310.19 313.75 311.37 313.76 0.000438 0.96 285.29 121.67 0.11 Main 10290.33 0.2% 303.80 310.19 314.36 311.72 314.38 0.000469 1.14 361.34 125.52 0.11 Main 10221.67 50% 58.60 310.00 312.30 310.96 312.33 0.001761 1.31 44.72 31.12 0.19 Main 10221.67 20% 100.10 310.00 312.79 311.29 312.83 0.002219 1.63 61.30 36.46 0.22 Main 10221.67 10% 126.50 310.00 313.04 311.46 313.09 0.002429 1.79 70.64 39.16 0.23 Main 10221.67 4% 155.40 310.00 313.27 311.63 313.33 0.002615 1.94 80.19 41.73 0.25 Main 10221.67 2% 177.10 310.00 313.43 311.75 313.50 0.002731 2.03 87.03 43.48 0.25 Main 10221.67 1% 202.90 310.00 313.61 311.87 313.68 0.002851 2.14 94.84 45.39 0.26 Main 10221.67 0.2% 303.80 310.00 314.20 312.29 314.29 0.003191 2.46 123.49 52.16 0.28 Main 10164.37 50% 77.90 309.43 311.98 311.25 312.09 0.007662 2.75 37.01 42.53 0.40 Main 10164.37 20% 132.90 309.43 312.42 311.76 312.55 0.007789 3.29 57.24 50.61 0.42 Main 10164.37 10% 167.90 309.43 312.64 311.98 312.79 0.007841 3.55 68.84 53.73 0.43 Main 10164.37 4% 206.10 309.43 312.85 312.14 313.02 0.007946 3.81 60.56 56.72 0.44 HEC·RAS Plan: Main River: Unnamed Tributar Reach: Main (Continued) Reach River Sta Profile Q Total Min Ch El W.S. Elev CritW.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude #Chi (els) (ft) (ft) (ft) (ft) (fVft) (IVs) (sq ft) (ft) Main 10164.37 2% 234.80 309.43 313.00 312.25 313.18 0.008042 3.99 88.88 58.81 0.45 Main 10164.37 1% 268.90 309.43 313.15 312.38 313.35 0.008163 4.19 98.32 61.10 0.45 Main 10164.37 0.2% 402.80 309.43 313.68 312.79 313.94 0.008517 4.83 132.80 68.81 0.48 Main 10101.99 50% 77.90 309.25 311.63 310.89 311.70 0.004765 2.09 40.84 40.91 0.31 Main 10101.99 20% 132.90 309.25 312.03 311.19 312.13 0.005463 2.65 59.00 50.04 0.35 Main 10101.99 10% 167.90 309.25 312.24 311.38 312.36 0.005781 2.93 69.82 55.13 0.37 Main 10101.99 4% 206.10 309.25 312.43 311.53 312.58 0.006078 3.21 81.08 59.98 0.38 Main 10101.99 2% 234.80 309.25 312.57 311.65 312.73 0.006274 3.39 89.26 63.26 0.39 Main 10101.99 1% 268.90 309.25 312.71 311.77 312.89 0.006482 3.59 98.71 66.85 0.40 Main 10101.99 0.2% 402.80 309.25 313.22 312.21 313.44 0.006898 4.19 135.72 80.20 0.43 Main 10040.69 50% 77.90 308.95 311.13 310.87 311.26 0.011322 3.43 39.54 53.60 0.48 Main 10040.69 20% 132.90 308.95 311.52 311.14 311.67 0.010974 3.92 61.90 61.75 0.49 Main 10040.69 10% 167.90 308.95 311.72 311.28 311.88 0.010914 4.17 74.68 66.17 0.50 Main 10040.69 4% 206.10 308.95 311.91 311.41 312.08 0.010935 4.41 87.69 70.38 0.51 Main 10040.69 2% 234.80 308.95 312.04 311.51 312.22 0.010954 4.58 97.04 73.25 0.51 Main 10040.69 1% 268.90 308.95 312.18 311.60 312.37 0.010982 4.76 107.77 76.42 0.52 Main 10040.69 0.2% 402.80 308.95 312.67 311.94 312.90 0.011434 5.45 148.30 92.78 0.54 Main 9939.552 50% 77.90 308.00 310.43 309.78 310.47 0.004319 1.55 50.26 53.57 0.28 Main 9939.552 20% 132.90 308.00 310.77 310.02 310.83 0.004883 1.91 69.43 59.12 0.31 Main 9939.552 10% 167.90 308.00 310.95 310.14 311.02 0.005124 2.09 80.27 62.04 0.32 Main 9939.552 4% 206.10 308.00 311.13 310.25 311.21 0.005300 2.26 91.31 64.55 0.33 Main 9939.552 2% 234.80 308.00 311.24 310.32 311.33 0.005469 2.38 98.76 66.12 0.34 Main 9939.552 1% 268.90 308.00 311.37 310.41 311.47 0.005618 2.50 107.41 67.90 0.35 Main 9939.552 0.2% 402.80 308.00 311.81 310.72 311.94 0.006082 2.91 138.26 73.88 0.38 Main 9867.082 50% 91.20 307.56 309.33 309.33 309.57 0.068356 3.88 23.48 49.99 1.00 Main 9867.082 20% 155.20 307.56 309.54 309.54 309.86 0.061731 4.54 34.21 53.46 1.00 Main 9867.082 10% 195.90 307.56 309.65 309.65 310.02 0.060013 4.87 40.22 55.31 1.01 Main 9867.082 4% 240.40 307.56 309.77 309.77 310.18 0.057774 5.16 46.62 57.22 1.01 Main 9867.082 2% 273.70 307.56 309.85 309.85 310.29 0.055310 5.31 51.57 58.65 1.00 Main 9867.082 1% 313.50 307.56 309.94 309.94 310.41 0.054251 5.52 56.84 60.13 1.00 Main 9867.082 0.2% 467.90 307.56 310.24 310.24 310.83 0.051725 6.18 75.77 65.31 1.01 Main 9725.573 50% 114.00 303.55 306.76 305.22 306.79 0.001848 1.42 80.39 49.94 0.20 Main 9725.573 20% 190.90 303.55 307.56 305.57 307.60 0.001566 1.51 127.66 68.02 0.19 Main 9725.573 10% 239.80 303.55 307.91 305.76 307.95 0.001855 1.60 153.38 86.44 0.20 Main 9725.573 4% 293.80 303.55 308.28 305.95 308.31 0.001883 1.59 190.25 109.16 0.20 Main 9725.573 2% 334.10 303.55 308.47 306.08 308.51 0.001770 1.63 212.12 113.18 0.20 Main 9725.573 1% 382.00 303.55 308.74 306.21 308.78 0.001572 1.65 248.11 144.26 0.19 Main 9725.573 0.2% 570.20 303.55 309.36 306.74 309.41 0.001672 1.82 347.46 172.29 0.20 Main 9686.643 50% 114.00 302.15 306.68 303.76 306.73 0.001351 1.75 65.33 20.77 0.17 Main 9686.643 20% 190.90 302.15 307.45 304.31 307.52 0.002513 2.10 91.16 38.11 0.24 Main 9686.643 10% 239.80 302.15 307.77 304.61 307.86 0.002794 2.32 103.94 41.85 0.25 Main 9686.643 4% 293.80 302.15 308.11 304.92 308.20 0.004186 2.45 121.48 67.10 0.30 Main 9686.643 2% 334.10 302.15 308.31 305.13 308.41 0.004027 2.52 135.64 74.35 0.30 Main 9686.643 1% 382.00 302.15 308.59 305.38 308.69 0.003568 2.54 157.02 79.04 0.29 Main 9686.643 0.2% 570.20 302.15 309.17 306.21 309.30 0.003892 2.98 206.15 94.97 0.31 Main 9649.044 50% 124.30 302.87 306.49 305.05 306.61 0.009823 2.78 44.72 34.65 0.43 Main 9649.044 20% 208.20 302.87 307.26 306.16 307.36 0.007043 2.60 79.99 54.85 0.38 Main 9649.044 10% 261.60 302.87 307.59 306.37 307.70 0.006007 2.65 99.32 60.86 0.36 Main 9649.044 4% 320.50 302.87 307.91 306.62 308.02 0.005428 2.71 119.30 66.49 0.35 Main 9649.044 2% 364.40 302.87 308.11 306.78 308.23 0.005172 2.77 133.42 70.19 0.34 Main 9649.044 1% 416.70 302.87 308.42 306.95 308.53 0.004466 2.74 155.63 75.81 0.32 Main 9649.044 0.2% 620.90 302.87 308.98 307.40 309.14 0.004720 3.21 200.50 81.97 0.34 Main 9540.031 50% 124.30 301.50 305.78 304.29 305.88 0.004801 2.51 49.57 25.70 0.32 Main 9540.031 20% 208.20 301.50 306.51 304.87 306.64 0.006214 2.89 72.13 37.63 0.37 Main 9540.031 10% 261.60 301.50 306.87 305.17 307.01 0.006634 3.02 86.72 44.88 0.38 Main 9540.031 4% 320.50 301.50 307.21 305.46 307.36 0.006681 3.10 103.36 51.93 0.39 Main 9540.031 2% 364.40 301.50 307.43 305.66 307.59 0.006705 3.16 115.37 56.73 0.39 Main 9540.031 1% 416.70 301.50 307.76 305.90 307.90 0.007770 3.01 138.67 83.04 0.41 Main 9540.031 0.2% 620.90 301.50 308.39 306.70 308.55 0.006156 3.23 192.16 86.44 0.38 Main 9462.441 50% 124.30 302.00 305.14 304.20 305.27 0.007896 2.90 42.92 27.64 0.41 Main 9462.441 20% 208.20 302.00 305.71 304.70 305.90 0.009114 3.46 60.16 33.06 0.45 Main 9462.441 10% 261.60 302.00 306.00 304.97 306.21 0.009647 3.74 70.01 35.79 0.47 Main 9462.441 4% 320.50 302.00 306.29 305.21 306.53 0.010395 3.94 81.30 40.65 0.49 Main 9462.441 2% 364.40 302.00 306.49 305.38 306.74 0.010780 4.07 89.49 43.86 0.50 Main 9462.441 1% 416.70 302.00 306.70 305.57 306.97 0.011098 4.21 99.09 47.35 0.51 Main 9462.441 0.2% 620.90 302.00 307.40 306.19 307.72 0.011625 4.55 136.60 60.34 0.53 HEC-RAS Plan: Main River: Unnamed Tributar Reach: Main (Continued) Reach River Sta Profile Q Total Min Ch El W.S. Elev CritW.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude #Chi (cfs) (ft) (ft) (ft) (ft) (fVft) (IVs) (sq ft) (ft) Main 9449.336 50% 124.30 301.80 304.17 304.17 304.66 0.053932 5.62 22.11 22.30 0.99 Main 9449.336 20% 208.20 301.80 304.62 304.62 305.23 0.050297 6.25 33.29 27.19 1.00 Main 9449.336 10% 261.60 301.80 304.84 304.84 305.52 0.049069 6.59 39.70 29.42 1.00 Main 9449.336 4% 320.50 301.80 305.06 305.06 305.81 0.047835 6.92 46.35 31.35 1.00 Main 9449.336 2% 364.40 301.80 305.22 305.22 306.00 0.046831 7.11 51.23 32.69 1.00 Main 9449.336 1% 416.70 301.80 305.39 305.39 306.22 0.045679 7.32 56.96 34.20 1.00 Main 9449.336 0.2% 620.90 301.80 305.95 305.95 306.94 0.043335 8.00 77.60 39.16 1.00 Main 9330.980 50% 128.00 300.03 302.46 301.67 302.54 0.005526 2.14 59.93 47.10 0.33 Main 9330.980 20% 214.40 300.03 303.07 301.98 303.16 0.004551 2.39 89.70 51.31 0.32 Main 9330.980 10% 269.40 300.03 303.42 302.16 303.51 0.004089 2.49 108.01 53.39 0.31 Main 9330.980 4% 330.10 300.03 303.75 302.32 303.86 0.003833 2.61 126.34 55.39 0.30 Main 9330.980 2% 375.20 300.03 303.98 302.44 304.09 0.003730 2.70 138.91 56.73 0.30 Main 9330.980 1% 429.10 300.03 304.22 302.57 304.34 0.003681 2.81 152.74 58.16 0.31 Main 9330.980 0.2% 639.00 300.03 305.07 303.00 305.22 0.003482 3.13 204.17 63.20 0.31 Main 9195.853 50% 137.00 298.02 301.47 300.05 301.60 0.008692 2.92 46.86 30.96 0.42 Main 9195.853 20% 228.70 298.02 302.24 300.67 302.39 0.006934 3.10 74.60 43.55 0.39 Main 9195.853 10% 287.10 298.02 302.67 301.23 302.82 0.006519 3.13 95.64 56.60 0.38 Main 9195.853 4% 351.70 298.02 303.09 301.56 303.24 0.005470 3.11 121.91 66.80 0.36 -Main 9195.853 2% 399.50 298.02 303.35 301.71 303.50 0.005066 3.14 140.17 72.95 0.35 Main 9195.853 1% 456.80 298.02 303.62 301.89 303.77 0.004707 3.18 160.64 77.03 0.34 Main 9195.853 0.2% 679.10 298.02 304.57 302.56 304.73 0.003734 3.30 238.88 88.15 0:32 --Main 9096.263 50% 137.00 295.88 301.00 298.66 301.07 0.003388 2.09 65.55 34.10 0.27 Main 9096.263 20% 228.70 295.88 301.84 299.34 301.93 0.003101 2.36 98.54 45.26 0.27 Main 9096.263 10% 287.10 295.88 302.28 299.71 302.38 0.002992 2.49 119.85 52.04 0.27 Main 9096.263 4% 351.70 295.88 302.76 300.51 302.86 0.002710 2.56 146.15 59.39 0.26 Main 9096.263 2% 399.50 295.88 303.03 300.66 303.14 0.002608 2.65 163.10 62.23 0.26 Main 9096.263 1% 456.80 295.88 303.31 300.83 303.43 0.002587 2.77 180.85 64.60 0.26 Main 9096.263 0.2% 679.10 295.88 304.28 301.44 304.42 0.002636 3.15 251.54 89.21 0.27 Main 8995.415 50% 158.70 295.24 300.67 298.79 300.74 0.003092 2.19 72.61 32.13 0.26 Main 8995.415 20% 266.10 295.24 301.48 299.30 301.59 0.003687 2.61 101.94 40.06 0.29 Main 8995.415 10% 334.50 295.24 301.91 299.62 302.03 0.003813 2.78 120.20 44.29 0.30 Main 8995.415 4% 409.90 295.24 302.39 299.94 302.52 0.004138 2.87 142.93 54.39 0.31 Main 8995.415 2% 466.00 295.24 302.67 300.16 302.81 0.004135 2.92 159.87 63.52 0.31 Main 8995.415 1% 532.90 295.24 302.97 300.40 303.11 0.003955 3.00 179.65 72.41 0.31 Main 8995.415 0.2% 794.80 295.24 303.97 301.17 304.13 0.003370 3.21 267.70 100.32 0.30 Main 8201 50% 158.70 296.62 299.14 298.95 299.59 0.032248 5.38 29.54 21.78 0.80 Main 8201 20% 266.10 296.62 299.93 299.45 300.43 0.019899 5.71 47.94 24.82 0.68 Main 8201 10% 334.50 296.62 300.17 299.74 300.81 0.022015 6.44 54.01 25.74 0.73 Main 8201 4% 409.90 296.62 300.55 300.03 301.25 0.020025 6.77 64.07 27.19 0.71 Main 8201 2% 466.00 296.62 300.82 300.24 301.56 0.018818 6.97 71.55 28.22 0.70 Main 8201 1% 532.90 296.62 301.07 300.47 301.88 0.018740 7.33 78.72 29.19 0.71 Main 8201 0.2% 794.80 296.62 301.97 301.29 303.02 0.017919 8.41 106.53 32.62 0.72 HEC·RAS Plan: For1<1 River. Unnamed Tributar Reach: For1<1 --------- ------Reach River Sta Profile QTotal Min Ch El W.S. Elev CritW.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude #Chi (els) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft) For1<1 857.2039 50% 23.40 326.00 326.83 326.83 326.98 0.082203 3.03 7.73 27.36 1.00 For1<1 857.2039 20% 40.00 326.00 326.98 326.98 327.15 0.067845 3.29 12.15 32.79 0.95 For1<1 857.2039 10% 50.60 326.00 327.03 327.03 327.24 0.076497 3.69 13.70 34.09 1.03 For1<1 857.2039 4% 62.20 326.00 327.09 327.09 327.33 0.074076 3.87 16.06 36.30 1.03 For1<1 857.2039 2% 70.90 326.00 327.14 327.14 327.39 0.072734 4.02 17.63 37.14 1.03 For1<1 857.2039 1% 81.20 326.00 327.18 327.18 327.45 0.070339 4.17 19.48 37.91 1.02 For1<1 857.2039 0.2% 123.00 326.00 327.36 327.36 327.70 0.064649 4.66 26.37 40.66 1.02 For1<1 747.7705 50% 23.40 322.59 323.78 323.22 323.81 0.004135 1.27 18.44 25.09 0.26 For1<1 747.7705 20% 40.00 322.59 324.05 323.40 324.09 0.004608 1.57 25.51 27.45 0.29 For1<1 747.7705 10% 50.60 322.59 324.19 323.49 324.24 0.004899 1.72 29.50 29.07 0.30 For1<1 747.7705 4% 62.20 322.59 324.33 323.59 324.38 0.005190 1.86 33.51 30.64 0.31 For1<1 747.7705 2% 70.90 322.59 324.42 323.66 324.48 0.005374 1.95 36.35 31.70 0.32 For1<1 747.7705 1% 81.20 322.59 324.51 323.72 324.58 0.005655 2.06 39.35 32.78 0.33 For1<1 747.7705 0.2% 123.00 322.59 324.84 323.96 324.93 0.006380 2.42 50.87 36.62 0.36 For1<1 459.9240 50% 30.30 319.59 320.29 320.42 0.052995 2.81 10.77 31.05 0.84 For1<1 459.9240 20% 51.60 319.59 320.47 320.61 0.043974 3.05 16.93 37.61 0.80 For1<1 459.9240 10% 65.10 319.59 320.56 320.72 0.040148 3.20 20.33 39.16 0.78 For1<1 459.9240 4% 80.00 319.59 320.65 320.82 0.036466 3.32 24.07 40.79 0.76 . For1<1 459.9240 2% 91.10 319.59 320.72 ~20.90 0.034671 3.41 26.71 41.90 0.75 -For1<1 459.9240 1% 104.30 319.59 320.79 320.98 0.032034 3.47 30.05 43.26 0.73 -1-------For1<1 459.9240 0.2% 156.80 319.59 321.05 320.~ 321.27 0.0273~ 3.75 41.86 47.78 0.71 --For1<1 244.7146 50% 30.30 315.47 317.21 317.26 0.006685 1.81 16.74 19.22 0.34 For1<1 244.7146 20% 51.60 315.47 317.61 317.67 0.006528 2.05 25.18 23.57 0.35 For1<1 244.7146 10% 65.10 315.47 317.81 317.88 0.006404 2.16 30.19 25.81 0.35 For1<1 244.7146 4% 80.00 315.47 318.00 318.08 0.006332 2.26 35.39 27.95 0.35 For1<1 244.7146 2% 91.10 315.47 318.14 318.22 0.006240 2.32 39.23 29.42 0.35 For1<1 244.7146 1% 104.30 315.47 318.28 318.37 0.006215 2.40 43.48 30.96 0.36 For1<1 244.7146 0.2% 156.80 315.47 318.77 318.88 0.005883 2.60 60.23 36.42 0.36 For1<1 55.62691 50% 35.30 311.89 313.64 313.64 314.09 0.064395 5.36 6.58 7.50 1.01 For1<1 55.62691 20% 59.90 311.89 314.06 314.06 314.61 0.060314 5.97 10.03 9.26 1.01 For1<1 55.62691 10% 75.60 311.89 314.26 314.26 314.88 0.058879 6.27 12.05 10.15 1.01 For1<1 55.62691 4% 92.80 311.89 314.47 314.47 315.13 0.056676 6.51 14.26 11.04 1.01 For1<1 55.62691 2% 105.70 311.89 314.61 314.61 315.30 0.055988 6.69 15.79 ~-~ ~ 55.62691 1% 121.00 311.89 314.77 314.77 315.49 0.053735 6.82 17.75 12.32 1.00 Fork1 55.62691 0.2% 181.20 311.89 315.26 315.26 316.12 0.052065 7.45 24.31 14.42 1.01 For1<1 0 50% 35.30 310.19 312.38 310.73 312.38 0.000155 0.35 127.76 104.16 0.06 For1<1 0 20% 59.90 310.19 312.89 310.87 312.89 0.000149 0.42 183.80 113.52 0.06 For1<1 0 10% 75.60 310.19 313.15 310.94 313.15 0.000150 0.47 213.76 117.00 0.06 For1<1 0 4% 92.80 310.19 313.40 311.02 313.40 0.000151 0.51 243.38 119.49 0.06 For1<1 0 2% 105.70 310.19 313.56 311.08 313.56 0.000154 0.54 262.58 120.49 0.06 For1<1 0 1% 121.00 310.19 313.75 311.14 313.75 0.000155 0.57 285.58 121.68 0.06 For1<1 0 0.2% 181.20 310.19 314.36 311.33 314.37 0.000167 0.68 360.98 125.50 O.Q? HEC-RAS Plan: Trib1 River. Reach 1 Reach: Trib1 Reach River Sta Profile QTotal Min Ch El W.S. Elev CritW.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude #Chi (els) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft) Trib1 15443.82 50% 9.90 331.47 332.26 332.05 332.31 0.016087 1.84 5.39 11.75 0.48 Trib1 15443.82 20% 16.60 331.47 332.44 332.19 332.51 0.016483 2.18 7.62 13.12 0.50 Trib1 15443.82 10% 20.90 331.47 332.54 332.26 332.62 0.016683 2.34 8.95 14.00 0.51 Trib1 15443.82 4% 25.70 331.47 332.63 332.34 332.73 0.017017 2.48 10.35 15.00 0.53 Trib1 15443.82 2% 29.10 331.47 332.70 332.38 332.80 0.017253 2.58 11.29 15.62 0.53 Trib1 15443.82 1% 33.30 331.47 332.77 332.44 332.88 0.017460 2.68 12.42 16.35 0.54 Trib1 15443.82 0.2% 48.70 331.47 332.99 332.63 333.13 0.017987 2.99 16.27 18.58 0.56 Trib1 15248.36 50% 9.90 326.27 326.94 326.90 327.07 0.053290 2.93 3.38 9.07 0.85 Trib1 15248.36 20% 16.60 326.27 327.11 327.05 327.27 0.050935 3.30 5.03 10.93 0.86 Trib1 15248.36 10% 20.90 326.27 327.19 327.13 327.38 0.049718 3.48 6.01 11.85 0.86 Trib1 15248.36 4% 25.70 326.27 327.28 327.21 327.48 0.048281 3.63 7.08 12.79 0.88 Trib1 15248.36 2% 29.10 326.27 327.34 327.26 327.55 0.047300 3.72 7.83 13.44 0.88 Trib1 15248.36 1% 33.30 326.27 327.40 327.32 327.63 0.046271 3.81 8.73 14.18 0.88 Trib1 15248.36 0.2% 48.70 326.27 327.60 327.51 327.87 0.044419 4.13 11.78 16.45 0.88 Trib1 15055.74 50% 22.60 311.45 313.06 313.06 313.56 0.079852 5.70 3.96 4.01 1.01 Trib1 15055.74 20% 37.90 311.45 313.50 313.50 314.15 0.078107 6.48 5.85 4.59 1.01 Trib1 15055.74 10% 47.60 311.45 313.73 313.73 314.46 0.077233 6.83 6.97 4.91 1.01 Trib1 15055.74 4% 58.50 311.45 313.97 313.97 314.77 0.076487 7.17 8.16 5.22 1.01 Trib1 15055.74 2% 66.30 311.45 314.12 314.12 314.97 0.076048 7.38 8.99 5.43 1.01 Trib1 15055.74 1% 75.90 311.45 314.30 314.30 315.20 0.075495 7.61 9.98 5.67 1.01 Trib1 15055.74 0.2% 110.90 311.45 314.88 314.88 315.93 0.072448 8.22 13.50 6.44 1.00 Trib1 14909.99 50% 22.60 304.14 305.19 305.03 305.32 0.027718 2.81 8.04 14.04 0.66 Trib1 14909.99 20% 37.90 304.14 305.47 305.23 305.62 0.023026 3.11 12.17 15.77 0.62 Trib1 14909.99 10% 47.60 304.14 305.62 305.34 305.79 0.020774 3.26 14.60 16.26 0.61 Trib1 14909.99 4% 58.50 304.14 305.78 305.45 305.96 0.019196 3.41 17.14 16.70 0.59 Trib1 14909.99 2% 66.30 304.14 305.88 305.51 306.07 0.018414 3.52 18.86 17.00 0.59 Trib1 14909.99 1% 75.90 304.14 306.00 305.59 306.20 0.017680 3.63 20.90 17.34 0.58 Trib1 14909.99 0.2% 110.90 304.14 306.38 305.86 306.63 0.016344 4.01 27.65 18.42 0.58 Trib1 14834.23 50% 22.60 303.48 304.88 304.89 0.002105 0.97 23.30 28.64 0.19 Trib1 14834.23 20% 37.90 303.46 305.19 305.21 0.002092 1.17 32.28 29.48 0.20 Trib1 14834.23 10% 47.60 303.48 305.35 305.38 0.002106 1.28 37.21 29.92 0.20 Trib1 14834.23 4% 58.50 303.48 305.52 305.55 0.002147 1.39 42.13 30.29 0.21 Trib1 14834.23 2% 66.30 303.46 305.63 305.66 0.002180 1.46 45.40 30.54 0.21 Trib1 14834.23 1% 75.90 303.48 305.75 305.79 0.002217 1.54 49.21 30.82 0.22 Trib1 14834.23 0.2% 110.90 303.48 306.14 306.19 0.002388 1.81 61.29 31.69 0.23 Trib1 14725.55 50% 22.60 303.13 304.48 304.52 0.006460 1.63 13.90 18.49 0.33 Trib1 14725.55 20% 37.90 303.13 304.77 304.83 0.006949 1.93 19.62 21.27 0.35 Trib1 14725.55 10% 47.60 303.13 304.92 304.99 0.007115 2.07 22.94 22.73 0.36 Trib1 14725.55 4% 58.50 303.13 305.08 305.15 0.007141 2.20 26.62 24.24 0.37 Trib1 14725.55 2% 66.30 303.13 305.18 305.26 0.007155 2.28 29.14 25.23 0.37 Trib1 14725.55 1% 75.90 303.13 305.30 305.38 0.007138 2.36 32.20 26.37 0.38 Trib1 14725.55 0.2% 110.90 303.13 305.67 305.77 0.006802 2.62 42.41 28.54 0.38 Trib1 14641.28 50% 40.70 302.91 303.95 303.98 0.006345 1.58 25.73 36.08 0.33 Trib1 14641.28 20% 68.30 302.91 304.21 304.27 0.006453 1.94 35.58 38.23 0.35 Trib1 14641.28 10% 85.80 302.91 304.35 304.42 0.006542 2.12 41.09 39.38 0.36 Trib1 14641.28 4% 105.40 302.91 304.49 304.58 0.006676 2.30 46.74 40.52 0.37 Trib1 14641.28 2% 119.40 302.91 304.59 304.68 0.006776 2.41 50.53 41.26 0.37 Trib1 14641.28 1% 136.80 302.91 304.70 304.80 0.006867 2.55 55.10 42.15 0.38 Trib1 14641.28 0.2% 199.90 302.91 305.03 305.17 0.007324 2.98 69.74 44.84 0.40 Trib1 14567.89 50% 40.70 302.17 303.38 303.43 0.009369 1.92 25.77 39.85 0.40 Trib1 14567.89 20% 68.30 302.17 303.60 303.67 0.011169 2.41 34.72 42.90 0.45 Trib1 14567.89 10~/o 85.80 302.17 303.71 303.80 0.012109 2.66 39.41 43.68 0.47 Trib1 14567.89 4% 105.40 302.17 303.81 303.92 0.012982 2.90 44.23 44.48 0.50 Trib1 14567.89 2% 119.40 302.17 303.89 304.01 0.013587 3.07 47.38 44.99 0.51 Trib1 14567.89 1% 136.80 302.17 303.97 304.10 0.014304 3.25 51.04 45.57 0.53 Trib1 14567.89 0.2% 199.90 302.17 304.23 304.42 0.016048 3.80 63.42 47.50 0.57 Trib1 14481.28 50% 40.70 302.09 302.83 302.84 0.004936 1.08 45.94 91.85 0.27 Trib1 14481.28 20% 68.30 302.09 303.01 303.03 0.005014 1.33 63.09 94.86 0.29 Trib1 14481.28 10% 85.80 302.09 303.12 303.14 0.004876 1.44 73.33 96.05 0.29 Trib1 14481.28 4% 105.40 302.09 303.23 303.26 0.004717 1.54 84.16 96.99 0.29 Trib1 14481.28 2% 119.40 302.09 303.31 303.34 0.004636 1.60 91.44 97.62 0.29 Trib1 14481.28 1% 136.80 302.09 303.40 303.43 0.004441 1.67 100.86 98.37 0.29 Trib1 14481.28 0.2% 199.90 302.09 303.71 303.75 0.004040 1.86 131.68 100.72 0.29 Trib1 14379.32 50% 40.70 301.21 301.90 301.97 0.017215 2.04 19.92 39.36 0.51 Trib1 14379.32 20% 68.30 301.21 302.15 302.23 0.013326 2.30 29.68 40.34 0.47 Trib1 14379.32 10% 65.80 301.21 302.28 302.37 0.012402 2.45 34.97 40.87 0.47 Trib1 14379.32 4% 105.40 301.21 302.42 302.52 0.011899 2.59 40.64 42.32 0.47 HEC-RAS Plan: Trib1 River: Reach 1 Reach: Trib1 (Continued) Reach River Sta Profile QTotal Min Ch El W.S. Elev CritW.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude #Chi (cfs) (ft) (ft) (ft) (ft) (fVft) (IVs) (sq ft) (ft) Trib1 14379.32 2% 119.40 301.21 302.51 302.62 0.011706 2.68 44.62 43.78 0.47 Trib1 14379.32 1% 136.80 301.21 302.61 302.73 0.011622 2.78 49.24 45.41 0.47 Trib1 14379.32 0.2% 199.90 301.21 302.94 303.09 0.011356 3.07 65.02 50.61 0.48 Trib1 14301.01 50% 51.20 300.27 301.39 301.41 0.004215 1.28 40.04 56.38 0.27 Trib1 14301.01 20% 86.00 300.27 301.66 301.69 0.004426 1.53 56.15 62.54 0.28 Trib1 14301.01 10% 108.00 300.27 301.79 301.84 0.004523 1.66 64.90 64.80 0.29 Trib1 14301.01 4% 132.70 300.27 301.91 301.96 0.004977 1.84 72.17 66.59 0.31 Trib1 14301.01 2% 150.30 300.27 301.98 302.04 0.005179 1.94 77.46 67.87 0.32 Trib1 14301.01 1% 172.20 300.27 302.08 302.14 0.005367 2.05 83.92 69.40 0.33 Trib1 14301.01 0.2% 251.60 300.27 302.39 302.48 0.005786 2.37 106.32 74.87 ----o.3s Trib1 14200.98 50% 51.20 298.40 300.08 300.08 300.30 0.074806 3.77 13.59 31.62 1.01 Trib1 14200.98 20% 86.00 298.40 300.28 300.28 300.56 0.064092 4.22 20.38 35.60 0.98 Trib1 14200.98 10% 108.00 298.40 300.38 300.38 300.69 0.062736 4.50 24.02 37.57 0.99 Trib1 14200.98 4% 132.70 298.40 300.59 300.85 0.041028 4.12 32.17 41.62 0.83 Trib1 14200.98 2% 150.30 298.40 300.71 300.96 0.033689 3.99 37.66 44.15 0.78 Trib1 14200.98 1% 172.20 298.40 300.86 301.10 0.027661 3.87 44.49 47.10 0.70 Trib1 14200.98 0.2% 251.60 298.40 301.41 301.59 0.014633 3.44 73.16 57.37 0.54 Trib1 14095.88 50% 77.30 296.13 299.17 298.34 299.20 0.003829 1.49 51.84 52.55 0.26 Trib1 14095.88 20% 129.90 296.13 299.60 298.67 299.65 0.003353 1.72 75.52 55.90 0.26 Trib1 14095.88 10% 163.20 296.13 299.77 299.83 0.003629 1.92 85.21 56.94 0.28 Trib1 14095.88 4% 200.40 296.13 299.96 300.03 0.003807 2.09 95.76 58.03 0.29 Trib1 14095.88 2% 227.00 296.13 300.09 300.17 0.003830 2.19 103.59 58.84 0.29 Trib1 14095.88 1% 260.10 296.13 300.24 300.32 0.003914 2.31 112.36 59.72 ~ Trib1 14095.88 0.2% 380.10 296.13 300.86 300.96 0.003736 2.52 150.99 68.411 -0.30 Trib1 1487 50% 77.30 295.06 298.66 297.23 298.90 0.002163 1.74 52.10 50.37 0.22 Trib1 1487 20% 129.90 295.06 299.23 297.76 299.31 0.003105 2.34 72.82 61.50 027 -Trib1 1487 10% 163.20 295.06 299.30 298.07 299.41 0.004331 2.82 77.20 63.59 0.32 Trib1 1487 4% 200.40 295.06 299.39 298.28 299.54 0.005594 3.28 83.05 66.28 0.37 Trib1 1487 2% 227.00 295.06 299.49 298.43 299.66 0.006084 3.51 89.86 70.05 0.38 Trib1 1487 1% 260.10 295.06 299.59 298.58 299.78 0.006798 3.81 97.05 73.78 0.41 Trib1 1487 0.2% 380.10 295.06 300.35 299.16 300.51 0.004692 3.74 162.77 94.15 0.35 HEC-RAS Plan: Trib3-Exist-River. Reach 1 Reach: Trib3 Reach River Sta Profile QTotal Min Ch El W.S. Elev CritW.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude #Chi (els) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft) Trib3 13469.60 50°.4 27.70 326.94 327.68 327.68 327.84 0.081672 3.22 8.60 27.96 1.02 Trib3 13469.60 20% 47.00 326.94 327.82 327.82 328.03 0.073080 3.70 12.74 32.37 1.02 Trib3 13469.60 10% 59.10 326.94 327.89 327.89 328.13 0.068382 3.93 15.22 34.72 1.01 Trib3 13469.60 4% 72.50 326.94 327.97 327.97 328.23 0.064648 4.15 17.89 37.10 1.00 Trib3 13469.60 2% 82.50 326.94 328.02 328.02 328.30 0.062350 4.29 19.87 38.76 0.99 Trib3 13469.60 1% 94.50 326.94 328.08 328.08 328.38 0.060275 4.44 22.18 40.62 0.99 Trib3 13469.60 0.2% 141.40 326.94 328.29 328.29 328.64 0.054184 4.78 31.80 49.38 0.97 Trib3 13349.05 50% 27.70 321.21 322.47 322.16 322.57 0.016246 2.50 11.08 15.42 0.52 Trib3 13349.05 20% 47.00 321.21 322.75 322.39 322.89 0.017682 2.99 15.72 17.77 0.56 Trib3 13349.05 10% 59.10 321.21 322.88 322.52 323.04 0.018807 3.26 18.14 18.89 0.59 Trib3 13349.05 4% 72.50 321.21 323.01 322.64 323.20 0.019528 3.49 20.76 20.03 0.60 Trib3 13349.05 2% 82.50 321.21 323.10 322.73 323.31 0.020262 3.67 22.50 20.75 0.62 Trib3 13349.05 1% 94.50 321.21 323.19 322.82 323.43 0.021033 3.86 24.51 21.55 0.64 Trib3 13349.05 0.2% 141.40 321.21 323.52 323.14 323.82 0.022958 4.43 31.90 24.28 0.68 Trib3 13223.44 50% 27.70 319.10 319.64 319.54 319.72 0.033835 2.34 11.83 32.06 0.68 Trib3 13223.44 20% 47.00 319.10 319.79 319.68 319.91 0.033010 2.76 17.06 35.55 0.70 Trib3 13223.44 10% 59.10 319.10 319.87 320.01 0.032163 2.95 20.01 36.85 0.71 Trib3 13223.44 4% 72.50 319.10 319.95 320.11 0.031658 3.15 23.00 38.12 0.72 Trib3 13223.44 2% 82.50 319.10 320.01 320.18 0.031188 3.27 25.26 39.05 0.72 Trib3 13223.44 1% 94.50 319.10 320.08 320.25 0.030636 3.39 27.84 40.09 0.72 Trib3 13223.44 0.2% 141.40 319.10 320.29 320.52 0.029935 3.83 36.91 43.54 ~ Trib3 13077.50 50% 27.70 311.04 312.60 312.60 313.01 0.065594 5.12 5.41 6.77 1.01 ---Trib3 13077.50 20% 47.00 311.04 312.98 312.98 313.48 0.060858 5.68 8.28 8.36 1.01 Trib3 13077.50 10% 59.10 311.04 313.16 313.16 313.72 0.059871 5.98 9.89 9.14 1.01 Trib3 13077.50 4% 72.50 311.04 313.37 313.37 313.95 0.057339 6.12 11.84 10.24 1.00 Trib3 13077.50 2% 82.50 311.04 313.51 313.51 314.10 0.057288 6.19 13.33 11.39 1.01 Trib3 13077.50 1% 94.50 311.04 313.65 313.65 314.26 0.056820 6.27 15.07 12.61 1.01 Trib3 13077.50 0.2% 141.40 311.04 314.10 314.10 314.77 0.053302 6.55 21.59 16.25 1.00 Trib3 12919.49 50% 27.70 309.88 311.02 310.52 311.03 0.002615 0.82 33.71 64.28 0.20 Trib3 12919.49 20% 47.00 309.88 311.25 310.65 311.27 0.002371 0.98 48.77 68.02 0.20 Trib3 12919.49 10% 59.10 309.88 311.37 310.71 311.39 0.002262 1.04 56.99 69.27 0.20 Trib3 12919.49 4% 72.50 309.88 311.48 310.80 311.50 0.002240 1.12 64.90 70.45 0.20 Trib3 12919.49 2% 82.50 309.88 311.56 310.85 311.58 0.002231 1.17 70.46 71.27 ~ Trib3 12919.49 1% 94.50 309.88 311.66 310.91 311.68 0.002189 1.23 77.22 72.25 0.21 Trib3 12919.49 0.2% 141.40 309.88 311.96 311.02 311.99 0.002217 1.44 99.44 75.40 --0:22 --Trib3 12791.88 50% 37.80 308.37 310.26 309.92 310.34 O.Q11339 2.41 20.83 46.29 0.45 ·-Trib3 12791.88 20% 64.00 308.37 310.50 310.09 310.60 0.012001 2.83 34.25 61.62 0.48 Trib3 12791.88 10% 80.40 308.37 310.59 310.31 310.70 0.013344 3.11 39.75 62.58 ·~ Trib3 12791.88 4% 98.70 308.37 310.66 310.46 310.80 0.015313 3.45 44.41 63.38 0.55 Trib3 12791.88 2% 112.10 308.37 310.71 310.52 310.86 0.016706 3.67 47.46 63.90 0.57 Trib3 12791.88 1% 128.50 308.37 310.76 310.56 310.94 0.01829• 3.93 50.96 64.49 0.60 Trib3 12791.88 0.2% 191.00 308.37 310.96 311.19 0.021931 4.64 64.21 66.67 0.67 Trib3 12695.28 50% 37.80 306.40 307.79 307.79 308.16 0.062653 4.83 7.83 10.98 1.01 Trib3 12695.28 20% 64.00 306.40 308.24 308.18 308.55 0.044846 4.48 14.93 25.85 0.88 Trib3 12695.28 10% 80.40 306.40 308.45 308.34 308.73 0.033646 4.33 21.29 37.60 0.78 -Trib3 12695.28 4% 98.70 306.40 308.65 308.49 308.89 0.025479 4.14 30.24 50.31 0.70 -Trib3 12695.28 2% 112.10 306.40 308.78 308.58 309.00 0.021735 4.02 36.77 52.76 .~ Trib3 12695.28 1% 128.50 306.40 308.92 308.70 309.12 0.018531 3.91 44.30 54.40 0.61 -·--Trib3 12695.28 0.2% 191.00 306.40 309.35 308.93 309.53 0.013223 3.80 68.96 5_'.l_:!I ~-~ Trib3 12576.03 50% 45.70 300.79 303.34 302.60 303.60 0.020202 4.12 11.08 6.12 0.54 Trib3 12576.03 20% 77.20 300.79 303.81 304.27 0.030274 5.47 14.11 6.71 0.66 Trib3 12576.03 10% 97.00 300.79 304.07 304.65 0.034549 6.08 15.94 7.04 0.71 Trib3 12576.03 4% 119.00 300.79 304.30 305.01 0.040588 6.78 17.54 7.40 0.78 Trib3 12576.03 2% 135.10 300.79 304.44 305.26 0.044902 7.26 18.61 7.65 0.82 Trib3 12576.03 1% 154.90 300.79 304.61 305.55 0.049394 7.77 19.94 7.95 0.86 Trib3 12576.03 0.2% 229.60 300.79 305.34 305.34 306.45 0.056251 8.46 27.77 15.95 0.96 Trib3 314 50% 45.70 300.82 302.76 302.07 302.81 0.005715 1.73 25.36 24.58 0.31 Trib3 314 20% 77.20 300.82 303.06 302.33 303.14 0.007709 2.22 33.12 27.17 0.37 -Trib3 314 10% 97.00 300.82 303.16 302.46 303.27 0.009739 2.56 35.88 28.03 0.42 Trib3 314 4% 119.00 300.82 303.31 302.60 303.45 0.010707 2.80 40.18 29.33 0.44 --Trib3 314 2% 135.10 300.82 303.41 302.69 303.56 0.011327 2.96 43.16 30.20 0.46 Trib3 314 1% 154.90 300.82 303.51 302.79 303.69 0.012327 3.17 46.22 31.07 0.48 Trib3 314 0.2% 229.60 300.82 304.08 303.14 304.27 0.010497 3.32 65.33 36.00 0.46