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Drainage Report
• • • • CRYSTAL REAL ESTATE DEVELOPMENT (CRED) APARTMENT COMMUNITY • DRAINAGE ANALYSIS Pink • p February 2015 • IOW PREPARED FOR: DR. JIMMY Z. WANG CRYSTAL REAL ESTATE DEVELOPMENT, LLC 15151 SURVEYOR ROAD, SUITE A ADDISON, TEXAS 75001 C Submitted to CITY OF COLLEGE STATION the heart of the Research Valley C C • By MITCHELL WM MORGAN ENGINEERS & CONSTRUCTORS 3204 EARL RUDDER FREEWAY SOUTH COLLEGE STATION, TX 77845 OFFICE(979) 260-6963 FAX(979) 260-3564 CERTIFICATION This report for the drainage design for the Crystal Real Estate Development — Apartment Community was prepared under my supervision in accordance with provisions of the Bryan/College Station Unified Drainage Design Guidelines for the owners of the property. All licenses and permits required by any and all state and federal regulatory agencies for • the proposed drainage improvements have been issued. !� �P�E • oF TF,r.414, 1 • I # _�I� t 11,_ f* iiQ *Y4 ft\I III 1‘..igiiii*to ! i VERONICA J.B:MORGAN +t, `SS ...‘X...-1- .r �11 ic illV �N`ZOt.A-L---e . Veronica J.B. Morgan, P.E., C.F.M. f ttF- 143 Registered Professional Engineer State of Texas No. 77689 4 Gr C t F l I • "I. • fla 1 GI The Crystal Real Estate Development (CRED) Apartment Community Drainage Analysis INTRODUCTION The purpose of this drainage report is to present an analysis of the necessary drainage infrastructure for the proposed Crystal Real Estate Development (CRED) — Apartment Community development. The new multi-family residential site will be located in south College Station, near the Harvey Mitchell Pkwy (FM2818) and Holleman Drive intersection, adjacent to and north of Cottage Lane and Market Street. This drainage report provides analysis for the infrastructure required to facilitate attenuation and removal of onsite flow from this multi-family project. The report includes the analysis of the 32.49 acre property as well as the surrounding properties that drain to and through this tract. GENERAL LOCATION & DESCRIPTION The CRED development will be located in College Station, Texas, south of the Harvey Mitchell Pkwy S (FM2818) and Holleman Drive intersection. The site is currently undeveloped. The development is situated at the top of the White Creek Drainage Basin. An overall site plan for the project can be seen on Exhibit 1. The site will gain driveway access from the intersection of Cottage Lane and Market Street, which is located on the south side of the site. The proposed development includes a clubhouse, amenities, and one, two, and four bedroom apartments. All underground utilities, paving and buildings on the site will be constructed in a single phase. Underground stormwater systems will be used to convey runoff from the site to two existing detention ponds that were initially developed with the adjacent project, the Cottages of College Station. The drainage report for the Cottages of College Station dated March, 2009 has been included in this report as Appendix A. These 2 onsite detention facilities utilize Whites Creek Tributaries 1 & 3 as storage facilities, with an outlet control structure on the creek. In addition, some stormwater from the project leaves the site undetained to both Study Point 1 and Study Point 2 to the tributaries of Whites Creek. DRAINAGE DESIGN CRITERIA All drainage design is in accordance with the Bryan/College Station USDG. As such: • Design rainstorm events consist of the 5-, 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 locations for the study are identified as three tributaries, Unnamed and Tributaries 1 & 3, of White Creek located within the property boundary of the site. The effects of the proposed development at the study confluences will be considered in determining • whether the design objectives were satisfied. The CRED—Apartment Community 1 Drainage Report PRIMARY DRAINAGE BASIN DESCRIPTION The proposed project site is located within the White Creek Drainage Basin. As demonstrated in Exhibit 2.1, the property does contain regulatory 100-year floodplain on the Unnamed Tributary of Whites Creek per the Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map (FIRM) panel 0305F, with an effective data of April 2, 2014. Prior to this map panel being adopted, the prior regulatory floodplain looked similar and can be seen on Exhibit 2.2. The history of this floodplain is that with the adoption of a LOMR on May 22, 2008, the regulatory floodplain was no longer extended up Tributary 1 and 3 within the CRED development and the floodplain on the Unnamed Tributary was a general inundation location not based upon hydraulic calculations, (i.e. unnumbered "A" zone). In an effort to size the culverts on Holleman Drive South, a full HEC-RAS analysis was performed for the Unnamed Tributary during that design. Located in Appendix A is Exhibit 2.2 which was prepared from the modeling of the culverts on S. Holleman Drive. The 100-year floodplain from this study is the best available information for this tributary and was used in this drainage study. It should be noted that the model and results from the drainage study in Appendix A has not been submitted to FEMA for regulatory adoption. Tributary 1 and 3 per the FEMA FIRM maps do not contain regulatory floodplain on the CRED property. All regulatory floodplain on these 2 tributaries ends at the 2818 Place Properties property line based upon the modeling performed for the May 2008 LOMR and subsequently adopted by FEMA. Only the Unnamed Tributary contains regulatory floodplain within the CRED property and this branch does not affect the CRED multi-family site development. Currently, there is only the Cottages of College Station development that contributes flow from ft offsite to the property. The flow from the Cottages development is primarily contained within the 2 existing detention facilities and a small portion drains to the Unnamed Tributary of Whites Creek (Study Point 3). All drainage areas on the CRED development will drain to three primary outfall points. These are discharge to the existing Tributaries 1 & 3 of Whites Creek on the west property line of the subject tract, as well as discharge to the Unnamed Tributary to the NE of the site. The site currently consists of grasslands and approximately 50% tree cover. The tree cover is mainly located along the Tributaries 1 and 3 of White Creek. Percent impervious cover for the site will be computed for the pre-development and the post-development conditions. STORMWATER RUNOFF ANALYSIS ON-SITE STORM SEWER SYSTEM Pre-Development Drainage Basin The pre-development analysis for the CRED development consisted of 3 drainage basins (See Exhibit 3). These basins were used to create the drainage area divides and compute flows for each of the three study points, named Study Point-1, Study Point-2 and Study Point- 3 and these locations can be seen on Exhibit 4.1. Site Plan Post-Development Drainage Basin The development of the multi-family residential buildings will result in a significant addition of impervious cover and a larger peak runoff rate from the site. The post-development analysis of the CRED project includes 31 drainage basins as seen in Exhibit 4.1. All subbasins will drain through a proposed stormsewer system to the proposed detention ponds located in Tributaries 1 & 3 and several small pipe discharges to the NE toward the Unnamed Tributary The CRED—Apartment Community 2 Drainage Report of Whites Creek. Storm sewer infrastructure was sized based on rational method flows determined from the defined proposed drainage areas shown in Exhibit 5. Exhibit 4.2 illustrates the site storm sewer locations as well as the inlets that pick up the drainage from each of the drainage basins. From these exhibits it can be seen that Drainage Areas 1, 2 and Pond South contribute to Study Point 1, while Drainage Areas 3-13, 19-22 and Pond North contribute to Study Point 2 and Drainage Areas 14-18, and 23-29 contribute to Study Point 3. Exhibit 5 illustrates the drainage areas and the runoff contributing from each area based upon the Rational Method for each of the various storm events. Exhibits 6.1 & 6.2 show the pipe sizes calculated using the runoff from each of these drainage areas for the 10-year and 100- year storm events respectively. These exhibits also illustrate the outfall velocities at each outfall for the 10- and 100-year events. All outfalls have velocities that are less than 10 fps and the grading plans contain rock rubble at each of these outfalls to help dissipate this energy. 41111 Please note that inlet 11a does not have a separate drainage area associated with it but rather picks up a portion of Drainage Area 1. We have added inlet 11a where the stormwater will be C turning 90 degrees in the parking lot. This will help pull the stormwater into the system. We w have assumed that approximately 20% of the flow will enter this grate inlet and the remaining will continue on to inlet I1 which is sized for the full flow. To prevent ponding, four curb inlets and 19 grate inlets have been added to the site design. In addition there is a trench drain provided at the driveway connection to the 2818 Place Apartments. This trench grate will help capture runoff on this driveway and prevent it from leaving the CRED development and entering the 2818 Place property. Capacity calculations were performed for the 10 & 100-year storm events to size the proposed curb and grate inlets. Peak runoff rates were calculated using the Rational Method (Exhibit 5) and this information was used for sizing. All curb inlets will be standard 5', 10' and 15' inlets, sized for the 10-year event. Grates were sized as well for the 10-year event and the results can be seen in Exhibits 7.1 and 7.2. As seen on these exhibits, the ponded water surface elevation for the 100-year storm event is calculated at each of these inlets and is lower than the top of the recessed inlet or less than 6" for the grates, as applicable. Please refer to partial grading plans (Exhibits 11.1-11.6) to see the grading in the areas around each inlet and where the ponded areas will occur at each inlet. Hydraulic grade lines (HGL's) were calculated for the storm sewer system for the 10 and 100- year storm event. Exhibits 8.1 & 8.2, and Exhibits 9.1 & 9.2 show the HGL's for all storm sewer pipes discharging into the existing south and north detention ponds respectively. Exhibit 10.1 & 10.2 show the HGL's for the pipes which flow directly into the Unnamed Tributary of White Creek. Tailwater elevations for the storm sewer system were based upon calculated water surface elevations in the detention ponds for each storm event. As seen on Exhibits 8-10, all HGL elevations throughout the pipe system are less than the gutter grade of the inlet or the top of grate, as applicable. IWM The CRED—Apartment Community 3 Drainage Report HEC-HMS Detention Pond Design General Information For the purpose of this analysis, HEC-HMS was used to analyze the detention pond design for the site. Storms were generated for all studied rainfall events using the depth-duration data taken from the National Weather Service TP-40. The storms generated were used for post- development analyses. 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. 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 tr. 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. This analysis was performed for the three study points as seen in Exhibit 4.1. The analysis was run for 3 conditions, Original, Existing and Proposed Conditions. These are ® defined as follows: • Original Conditions = Conditions prior to Cottages or CRED Development • Existing Conditions = Conditions with Cottages Developed and CRED Undeveloped • Proposed Conditions = Conditions with Cottages Developed and CRED Developed Exhibits 12.4, 12.5 and 12.6 illustrate the drainage areas associated with these 3 conditions. I Original Conditions This HEC-HMS analysis is to allow for a baseline comparison to the original runoff from the undeveloped property. Runoff was computed for the undeveloped flows contributing to Tributary 1 and 3 as well as the Unnamed Tributary to Whites Creek. A schematic of the HEC- HMS drainage basin model for the Original Conditions can be seen in Exhibit 12.1. Total peak runoff from Tributaries 1 and 3 and the Unnamed Tributary to Whites Creek for this state " was computed and can be seen in Exhibit 13.1 as well as the hydrographs in Exhibits 14.1-3 and Exhibit 15.1. Existing Conditions The Existing Conditions state was then modeled in HEC-HMS. A schematic of the HEC-HMS drainage basin model for the Original Conditions can be seen in Exhibit 12.2. The increased runoff from the Cottages development primarily drains to the two ponds and the flow is detained and the increased runoff rate reduced with the use of outlet control structures. The design of the Cottages development utilized a natural creek bed to detain within. The d, detention pond sizes were determined using the ultimate development of the Cottage development as well as the addition of the CRED multi-family site. And although other properties within the Cottages of College Station Subdivision may not drain to these ponds they may be able to capitalize on the significantly reduced flows from these ponds in their drainage design. The outlet control structure for Tributary 1 detention pond (South) consists of a 24" RCP and 20' emergency overflow weir that will drain directly into the existing Tributary 1 reach. The outlet control structure for the Tributary 3 detention pond (North) consists of an 18" RCP pipe and 48" grate inlet along with a 20' emergency overflow weir. These 2 outlet structures which The CRED—Apartment Community 4 Drainage Report control the flow then discharge into a 36" RCP discharge pipe. The discharge pipes from the 2 ponds directly discharges into the existing creeks, Tributary 1 and 3 respectively, while the overflow weir discharges around the side of the berm to the creek to avoid damage to the berm. As seen in Exhibit 13.2 as well as the hydrographs in Exhibits 14.1-3 and Exhibit 15.2, the detention ponds effectively reduced the runoff from the Cottages development to below predevelopment levels. Proposed Conditions The Proposed Conditions state was also modeled in HEC-HMS. A schematic of the HEC- HMS drainage basin model for the Original Conditions can be seen in Exhibit 12.3. The increased runoff from the CRED development primarily drains to the two ponds that were constructed with the Cottages development via underground storm sewers. The CRED increased runoff is detained within the ponds and controlled by the same primary control structures that were constructed with the Cottages construction. Some of the CRED development leaves the site undetained but that is modeled as well and accounted for in the HEC-HMS runs. These undetained portions of the project can be seen on Exhibit 12.3 and then again tabulated on Exhibit 13.3. As seen in Exhibit 13.3 as well as the hydrographs in Exhibits 14.1-3 and Exhibit 15.3, the detention ponds effectively reduced the runoff from the Cottages and CRED developments to below predevelopment levels. ir The majority of the outlet control structures that were constructed with the Cottages of College Station development are NOT being altered with this new CRED development. The only exception to that is the overflow structure on the North Pond. In this particular case the emergency overflow was changed from a 20ft overflow weir to an overland weir through the • parking lot and to the trench grate at the 2818 Place property line as seen on the grading plan in Exhibit 11.2. The tables below illustrate the original, existing and proposed development runoff rates at each of the 3 study points. From these tables it can be illustrated that at each Study Point the +rr CRED development is maintaining a discharge rate less than that generated from the original undeveloped state. Study Point 1 Runoff (cfs) a Storm Event Original Existing Proposed 2-YR 147.5 69.7 66.3 5-YR 213.5 88.4 83 10-YR 253.1 99.4 92.7 25-YR 304.4 112.9 104.6 50-YR 332.2 120.7 111.4 100-YR 376.4 131.3 120.6 e The CRED—Apartment Community 5 Drainage Report Study Point 2 Runoff (cfs) Storm Event Original Existing Proposed 2-YR 80.4 58 55.5 5-YR 116.4 66.7 61.8 416 10-YR 138 71.6 65.6 • 25-YR 166 77.4 72.1 50-YR 181.1 80.8 79.6 . 100-YR 205.2 88.2 91.7 111 4111 Study Point 3 1111Runoff (cfs) - Storm Event Original Existing Proposed 2-YR 407.4 353.3 357.4 5-YR 591.8 508.5 509.5 . 10-YR 702.2 601.5 600.7 - 25-YR 844.7 722.7 720.7 41111 50-YR 922.3 788 784.8 100-YR 1045.2 892.3 887.8 r Detention Pond Water Surface Elevations 10- 25- 50- 100- 100-Year 2-Year 5-Year Year Year Year Year Clogged Pond 1 (South) 305 306.69 307.74 308.94 309.68 310.45 - Existing Pond 2 (North) 310.82 311.86 312.45 313.17 313.55 314 Proposed Pond 1 (South) 305.3 307.06 308.13 309.31 310.07 310.85 314.62 Pond 2(North) 311.14 312.14 312.73 313.4 313.79 314.19 318.4 The ponds were initially designed with sufficient freeboard to meet the City drainage design criteria. With the addition of the CRED Development this freeboard is still achieved. The water surface elevation within each pond for the individual storm events are shown in the table below. CONCLUSION Although the development of the new CRED -Apartment Community will significantly increase +,,,,, volume of runoff from the site, the existing on-site detention facilities will mitigate the effects of the CRED development as well as the development of the Cottages of College Station. The changes in the drainage patterns that occur as the result of developing the CRED property will have little impact on the properties surrounding the site. The CRED-Apartment Community 6 Drainage Report ATTACHMENTS EXHIBITS EXHIBIT 1: CRED Overall Site Plan EXHIBIT 2.1: FIRMette-FEMA Map Panel 0305C (Effective April, 2014) EXHIBIT 2.2: FIRMette-FEMA Map Panel 0182C (Effective May, 2008) EXHIBIT 3: Existing Site Drainage Areas EXHIBIT 4.1: Proposed Site Drainage Areas EXHIBIT 4.2: Proposed Storm Drain Location EXHIBIT 5: Rational Formula Drainage Area Calculations EXHIBIT 6.1: Pipe Capacity Calculations - 10-Year Storm EXHIBIT 6.2: Pipe Capacity Calculations - 100-Year Storm EXHIBIT 7.1: Grate/Curb Inlet Capacity Calculations- 10-Year Storm EXHIBIT 7.2: Grate/Curb Inlet Capacity Calculations- 100-Year Storm EXHIBIT 8.1: HGL Calculations South Pond - 10-Year Storm EXHIBIT 8.2: HGL Calculations South Pond- 100-Year Storm EXHIBIT 9.1: HGL Calculations North Pond- 10-Year Storm EXHIBIT 9.2: HGL Calculations North Pond- 100-Year Storm EXHIBIT 10.1: HGL Calculations Creek Side- 10-Year Storm EXHIBIT 10.2: HGL Calculations Creek Side- 100-Year Storm EXHIBIT 11.1: Partial Site Grading Plan EXHIBIT 11.2: Partial Site Grading Plan EXHIBIT 11.3: Partial Site Grading Plan EXHIBIT 11.4: Partial Site Grading Plan CY EXHIBIT 11.5: Partial Site Grading Plan EXHIBIT 11.6: Partial Site Grading Plan EXHIBIT 12.1: HEC-HMS Drainage Locations-Original EXHIBIT 12.2: HEC-HMS Drainage Locations- Existing EXHIBIT 12.3: HEC-HMS Drainage Locations- Proposed • EXHIBIT 12.4: HEC-HMS Drainage Area Map-Original Conditions EXHIBIT 12.5: HEC-HMS Drainage Area Map- Existing Conditions EXHIBIT 12.6: HEC-HMS Drainage Area Map- Proposed Conditions EXHIBIT 13.1: HEC-HMS Results- Study Point 1 EXHIBIT 13.2: HEC-HMS Results-Study Point 2 EXHIBIT 13.3: HEC-HMS Results-Study Point 3 EXHIBIT 14.1: HEC-HMS Pond Hydrographs - Original - EXHIBIT 14.2: HEC-HMS Pond Hydrographs - Existing EXHIBIT 14.3: HEC-HMS Pond Hydrographs - Proposed EXHIBIT 15.1: HEC-HMS Site Hydrographs - Original EXHIBIT 15.2: HEC-HMS Site Hydrographs - Existing EXHIBIT 15.3: HEC-HMS Site Hydrographs- Proposed Appendix Appendix A: The Cottages of College Station Drainage Report(Dated March, 2009) • • The CRED-Apartment Community 7 Drainage Report rV `- N 3 E (N H i JI [ z 5 i:t cc Li. 0 mt m mN° cm oui I- uW a �Yvof 2 LL � d m 03 OoNG W ow Q Q p>o m5N •Q o �mgm ; No M w F w --- � wvcm r o �� `oZ � J ^ SvW 0 w a0 CL I- ; A ° ° ' LL F w u4 °Nj° ,e m ` .4 .4a 0 w Z Q R v4$ a M .o 92aN Q in ** O Z z zT 0Ea°o O ° "1. ° «NmLLrE °r o W i °aa t 1 II oc' _ m Z O . 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'a+ M yOS�O O W Z Q c 0) °VP C1GO 1 �j �� t9 O O N • NO N t" w O `> ,OJ N • Z 0)S;0)S; Ncd cie et Q ..r co N W N 289 N Z X o Q _ g �'co N +r- - ---- UM/13Hdd sNIOr EXHIBIT 5 Rational Formula Drainage Area Calculations CRED-Apartment Community Q 3 3 W o 0 Q W 0 a u- LL 0 0 W < a z 0 z z LL LL >- Q -r W 0 H z J CO 0J 2 J J i- J W 1-- W 0 F F Q h Q > >Cn al la ~ W Z W J }- Z i~- ci W O IX 0 Q' W < 0 > W > Q W 0 Q W R V) N0 O N N 0 0 0 O o i- 0 a a. i- O .j O LL 0 _I 0 a. > 0 O N a _ a 1 i a H a _ a NO AC. 0.40 0.7 0.95 ft. I ft. ft. ft. Ws min min In/Hr cfs In/Hr cfs In/Hr cfs INHr cfs InfHr cfs E01 13.24 13.24 0.00 0.00 5.30 569.7 28.1 1.0 1.0 1.6 6.1 10.0 6.33 33.5 8.6 45.7 9.9 52.2 11.1 59.0 12.5 66.3 E02 E03 10.06 9.80 0.00 0.26 4.17 526.9 27.9 1.0 1.0 1.6 5.4 10.0 6.33 26.4 8.6 36.0 9.9 41.1 11.1 46.5 12.5 52.2 P01 2.;12: P02 1.68 0.34 0.00 1.35 1.41 159.5 3.3 657.5 14.1 2.1 6.4 10.0 6.33 8.9 8.6 12.2 9.9 13.9 11.1 15.8 12.5 17.7 P03 PO4 2.36 0.71 0.00 1.65 1.85 182.8 4.4 448.3 10.4 2.0 5.3 10.0 6.33 11.7 8.6 16.0 9.9 18.3 11.1 20.6 12.5 232 P. 9.0 P06 0.26 0.01 0.00 0.25 0.24 12.6 0.3 277.0 3.5 2.1 2.3 10.0 6.33 1.5 8.6 2.1 9.9 2.4 11.1 2.7 12.5 3.0 _ ,1.0.; P08 0.76 0.02 0.00 0.74 0.71 205.2 14.8 1.0 1.0 1.9 1.8 10.0 6.33 4.5 8.6 6.1 9.9 7.0 11.1 7.9 12.5 8.9 P09 R P10 0.29 0.02 0.00 0.27 0.27 1.0 1.0 161.2 5.2 3.6 0.8 10.0 6.33 1.7 8.6 2.31 9.9 2.6 11.1 3.0 12.5 3.4 P11 '; P12 0.06 0.02 0.00 0.04 0.04 1.0 1.0 73.3 2.3 3.5 0.4 10.0 6.33 0.3 8.6 0.4 9.9 0.4 11.1 0.5 12.5 0.5 P13 P14 0.74 0.15 0.00 0.59 0.62 1.0 1.0 361.7 11.4 3.5 1.7 10.0 6.33 3.9 8.6 5.4 9.9 6.1 11.1 6.9 12.5 7.8 P15 -1 P16 0.17 0.03 0.00 0.15 0.15 1.0 1.0 144.8 7.4 4.5 0.5 10.0 6.33 0.9 8.6 1.3 9.9 1.5 11.1 1.7 12.5 1.9 P17 •? 5 P18 0.36 0.07 0.00 0.29 0.30 75.1 1.5 69.5 4.1 1.6 1.5 10.0 6.33 1.9 8.6 2.6 9.9 3.0 11.1 3.4 12.5 3 8 P19 ii M t,, r P20 0.15 0.02 0.00 0.13 0.13 1.0 1.0 111.3 5.0 4.2 0.4 10.0 6.33 0.8 8.6 1.1 9.9 1.3 11.1 1.4 12.5 1.6 P21 P22 0.18 0.03 0.00 0.15 0.15 1.0 1.0 99.0 5.9 4.8 0.3 10.0 6.33 1.0 8.6 1.3 9.9 1.5 11.1 1.7 12.5 1.9 P2 , P24 0.21 0.03 0.00 0.18 0.19 1.0 1.0 106.1 6.0 4.7 0.4 10.0 6.33 1.2 8.6 1.6 9.9 1.8 11.1 2.1 12.5 2.3 P2 P26 1.07 0.16 0.00 0.91 0.93 1.0 1.0 361.1 5.6 2.5 2.4 10.0 6.33 5.9 8.6 8.0 9.9 9.2 11.1 10.4 12.5 11.7 P27 i P28 3.84 3.60 0.00 0.24 1.67 207.4 16.7 1.0 1.0 2.0 1.7 10.0 6.33 10.6 8.6 14.4 9.9 16.4 11.1 18.6 12.5 20.9 North Pond 2.14 2.13 0.00 0.02 0.87 357.4 7.9 1.0 1.0 1.1 5.7 10.0 6.33 5.5 8.6 7.5 9.9 8.6 11.1 9.7 12.5 10.9 South Pcz J'r i--, P15a 0.66 0.13 0.00 0.53 0.55 1.0 1.0 1.0 1.0 10.4 0.0 10.0 6.33 3.5 8.6 4.8 9.9 5.5 11.1 6.2 12.5 6.9 Exhibit 5 EXHIBIT 6.1 Pipe Capacity Calculations CRED -Apartment Community 10-year Design Storm la Q O HQ o 4)a c °' E. •W 4 zc r u a 0. c 0 . CO O c o .i - W W s,ct z E. # # Ac. min yr # cfs % % _ fps cfs ft. min min I1 12 1.77 10.2 10 1 18.9 1.41 2.000 2..'° 9.3 22.5 53 0.09 10.31 12 OUT1 3.18 10.3 10 1 27.1 0.43 1.400 9.9 48.7 186 0.31 10.62 13 J1 0.76 10.0 10 1 8.2 1.59 2.500 1 8.3 10.2 18 0.04 10.04 14 OUT2 2.61 10.3 10 1 27.8 1.50 1.700 2 9.4 29.6 134 0.24 10.54 15 OUT3 0.72 10.0 10 1 7.8 0.54 0.750 1:r 5.2 9.1 47 0.15 10.15 16 110 0.24 10.0 10 1 2.6 0.53 3.000 1 7.9 6.2 39 0.08 10.08 17 OUT9 0.13 10.0 10 1 1.4 0.15 3.000 1 7.9 6.2 179 0.38 10.38 19 OUT10 0.28 10.0 10 1 3.1 0.74 2.500 1 - 7.2 5.6 120 0.28 10.28 110 OUT5 1.96 11.1 10 1 20.3 0.80 1.200 2 _ 7.9 24.8 114 0.24 11.36 111 110 1.46 10.7 10 1 15.3 0.45 0.900 2A;' 6.8 21.5 175 0.43 11.12 112 113 0.04 10.0 10 1 0.5 0.14 2.000 t 4.9 1.7 24 0.08 10.08 113 OUT4 0.09 10.1 10 1 0.9 0.57 2.100 ?5 5.0 1.8 78 0.26 10.34 114 115 0.62 10.0 10 1 6.7 1.07 1.100 1`" 5.5 6.8 48 0.14 10.14 115 OUT8 1.84 10.6 10 1 19.4 0.73 1.500 2 8.8 27.8 30 0.06 10.66 116 115 0.56 10.4 10 1 5.9 0.83 4.000 1:' 10.6 12.9 105 0.17 10.60 117 116 0.41 10.3 10 1 4.4 1.49 2.000 1 =' 6.4 5.0 68 0.18 10.44 118 117 0.30 10.0 10 1 3.3 0.84 1.000 1, 4.5 3.6 72 0.26 10.26 119 120 0.14 10.0 10 1 1.6 0.19 1.000 1 4.5 3.6 76 0.28 10.28 120 111 0.27 10.3 10 1 2.9 0.67 1.000 1 4.5 3.6 18 0.07 10.35 121 111 0.29 10.3 10 1 3.1 0.74 1.800 1 6.1 4.8 140 0.38 10.69 122 121 0.15 10.0 10 1 1.6 0.21 1.000 1 4.5 3.6 85 0.31 10.31 123 124 0.27 10.0 10 1 2.9 0.68 1.200 1 5.0 3.9 75 0.25 10.25 124 125 0.46 10.3 10 1 4.9 0.57 1.000 1 "' 5.3 6.5 60 0.19 10.44 125 129 0.54 10.4 10 1 5.7 0.78 1.000 1 " 5.3 6.5 172 0.54 10.99 126 127 1.49 10.4 10 1 15.8 0.98 2.500 2l' 10.4 25.1 57 0.09 10.49 127 J2 1.94 10.5 10 1 20.5 1.66 2.500 w 21 10.4 25.1 44 0.07 10.56 129 OUT7 0.73 11.0 10 1 7.5 1.35 2.500 1 8.3 10.2 18 0.04 11.02 J1 14 0.76 10.0 10 1 8.2 1.59 2.500 1 '. 8.3 10.2 133 0.27 10.30 J2 OUT6 1.94 10.6 10 1 20.4 1.65 1.700 2 t:.! 8.6 20.7 33 0.06 10.62 ha 11 0.37 10.0 10 1 4.0 0.14 2.000 1: 8.4 14.9 107 0.21 10.21 115a 126 0.55 10.0 10 1 6.0 0.32 1.000 1. 6.0 10.5 142 0.40 10.40 Exhibit 6.1 EXHIBIT 6.2 Pipe Capacity Calculations CRED - Apartment Community 100-year Design Storm a c. C E. o a 0. ° 44 E z d ,. z ZO O v o o " `� c� Z els * E� f- E� A Z w w as U .4 E✓ E- # # Ac. min yr # cfs % % fps cfs ft min min I1 12 1.77 10.2 100 1 27.4 2.98 2.000 4 9.3 22.5 53 0.09 10.31 12 OUT1 3.18 10.3 100 1 39.3 0.91 1.400 f 9.9 48.7 186 0.31 10.62 13 J1 0.76 10.0 100 1 11.9 3.35 2.500 1;-- 8.3 10.2 18 0.04 10.04 14 OUT2 2.61 10.3 100 1 40.4 3.17 1.700 9.4 29.6 134 0.24 10.54 15 OUT3 0.72 10.0 100 1 11.3 1.15 0.750 1'; 5.2 9.1 47 0.15 10.15 16 110 0.24 10.0 100 1 3.8 1.11 3.000 7.9 6.2 39 0.08 10.08 17 OUT9 0.13 10.0 100 1 2.0 0.31 3.000 1 7.9 6.2 179 0.38 10.38 19 OUT10 0.28 10.0 100 1 4.4 1.55 2.500 1; 7.2 5.6 120 0.28 10.28 110 OUT5 1.96 11.1 100 1 29.5 1.68 1.200 2 7.9 24.8 114 0.24 11.36 111 110 1.46 10.7 100 1 22.2 0.96 0.900 6.8 21.5 175 0.43 11.12 112 113 0.04 10.0 100 1 0.7 0.30 2.000 `i 4.9 1.7 24 0.08 10.08 113 OUT4 0.09 10.1 100 1 1.3 1.20 2.100 5.0 1.8 78 0.26 10.34 114 115 0.62 10.0 100 1 9.7 2.25 1.100 1 5.5 6.8 48 0.14 10.14 115 OUT8 1.84 10.6 100 1 28.1 1.54 1.500 ' 8.8 27.8 30 0.06 10.66 116 115 0.56 10.4 100 1 8.6 1.76 4.000 1', 10.6 12.9 105 0.17 10.60 117 116 0.41 10.3 100 1 6.3 3.13 2.000 1_` 6.4 5.0 68 0.18 10.44 118 117 0.30 10.0 100 1 4.7 1.76 1.000 1 r 4.5 3.6 72 0.26 10.26 119 120 0.14 10.0 100 1 2.3 0.40 1.000 1 4.5 3.6 76 0.28 10.28 120 111 0.27 10.3 100 1 4.2 1.41 1.000 _, 1 4.5 3.6 18 0.07 10.35 121 111 0.29 10.3 100 1 4.5 1.56 1.800 1.'; 6.1 4.8 140 0.38 10.69 122 121 0.15 10.0 100 1 2.4 0.44 1.000 1# 4.5 3.6 85 0.31 10.31 123 124 0.27 10.0 100 1 4.3 1.43 1.200 1 5.0 3.9 75 0.25 10.25 124 125 0.46 10.3 100 1 7.1 1.20 1.000 1 5.3 6.5 60 0.19 10.44 125 129 0.54 10.4 100 1 8.3 1.64 1.000 1 5.3 6.5 172 0.54 10.99 126 127 1.49 10.4 100 1 22.9 2.08 2.500 2' 10.4 25.1 57 0.09 10.49 127 J2 1.94 10.5 100 1 29.8 3.51 2.500 2 10.4 25.1 44 0.07 10.56 129 OUT7 0.73 11.0 100 1 10.9 2.85 2.500 1: 8.3 10.2 18 0.04 11.02 J1 14 0.76 10.0 100 1 11.8 3.34 2.500 1 ' 8.3 10.2 133 0.27 10.30 J2 OUT6 1.94 10.6 100 1 29.7 3.49 1.700 21; 8.6 20.7 33 0.06 10.62 I1 a I 1 0.37 10.0 100 1 5.8 0.30 2.000 1<`i 8.4 14.9 107 0.21 10.21 115a 126 0.55 10.0 100 1 8.7 0.68 1.000 6.0 10.5 142 0.40 10.40 Exhibit 6.2 EXHIBIT 7.1 CRED-Apartment Community INLET CAPACITY 10-YEAR STORM SUMP CURB(Recessed)(10 year storm) Drainage Inlet Q Q clogged y* Length of Inlet Area (cfs) (10%) (ft) Needed(ft) P01 11 15.87 17.45 0.83 7.69 P02 12 12.20 13.42 0.83 5.92 P03 13 6.54 7.20 0.83 3.17 PO4 14 15.99 17.59 0.83 7.75 P05 15 6.22 6.84 0.83 3.01 P06 16 2.07 2.28 0.83 1.00 P10 110 2.31 2.54 0.83 1.12 P11 111 7.72 8.49 0.83 3.74 1,1 P15 115 5.70 6.27 0.83 2.76 P15a 115a 4.79 5.27 0.83 2.32 I P26+P27 127 11.94 13.14 0.83 5.79 (t Note* Recessed inlets curb opening= SUMP CURB: Height of curb+depression Q=3.0*L*y^1.5 y=6"+4"=equal 10'' L=Q/(3.0*y^1.5) SUMP GRATE(10 year storm) Drainage Inlet Q Q clogged h Open Area Needed Open Area Calculated C Area (cfs) (25%) (ft) (ft2) Selected(ft2) h(ft) P01 Ila 3.17 3.97 0.5 1.16 2.23 0.14 P07 17 1.09 1.36 0.5 0.40 1.06 0.07 P12 112 0.37 0.46 0.5 0.13 1.06 0.01 - P13 113 0.37 0.46 0.5 0.14 1.06 0.01 41, P14 114 5.36 6.70 0.5 1.97 3.40 0.17 P16 116 1.30 1.62 0.5 0.48 1.06 0.10 ID P18 117 0.91 1.13 0.5 0.33 1.06 0.05 P18 118a 2.62 3.27 0.5 0.96 1.86 0.13 - P18 118b 2.62 3.27 0.5 0.96 1.86 0.13 P19 119 1.25 1.56 0.5 0.46 1.06 0.09 III P20 120 1.12 1.40 0.5 0.41 1.06 0.07 P21 121 1.18 1.47 0.5 0.43 1.06 0.08 . P22 122 1.31 1.64 0.5 0.48 1.06 0.10 P23 123 2.36 2.95 0.5 0.86 1.86 0.11 • P24 124 1.60 2.00 0.5 0.59 1.06 0.15 P25 125 0.70 0.87 0.5 0.26 1.06 0.03 P26 126 8.04 10.05 0.5 2.95 3.40 0.38 P29 129 1.61 2.01 0.5 0.59 1.06 0.16 SUMP GRATE: Q=4.82*A*h^0.5 AMR A=Q/(4.82*y^0.5) SUMP TRENCH GRATE(10 year storm) Tow Drainage Inlet Q Q clogged h Open Area Needed Open Area Calculated Area (cfs) (25%) (ft) (ft) Selected(ft2) h(ft) P09 19 2.45 3.07 0.33 1.10 6.36 0.01 I- - Grate=EJIW V-7341 Grate Area Provided=0.28 ft2/LF,22.9 LF of Grate S • 0 EXHIBIT 7.2 CRED-Apartment Community INLET CAPACITY 100-YEAR STORM WSE SUMP CURB(Recessed)(100 year storm) Drainage Q Q clogged Length of Inlet Calculated Flowline at Top of Inlet o WSE Recessed Area (cfs) (10%) Selected(ft) 'y" (ft) Inlet Curb Inlet P01 11 23.02 25.32 10 0.89 313.71 314.60 314.54 P02 12 17.70 19.47 10 0.75 313.48 314.23 314.31 P03 13 9.49 10.44 5 0.79 320.99 321.78 321.82 PO4 14 23.20 25.52 10 0.90 316.17 317.07 317.00 P05 15 9.02 9.92 5 0.76 316.86 317.62 317.69 P06 16 3.01 3.31 5 0.36 317.17 317.53 318.00 P10 110 3.36 3.69 5 0.39 316.67 317.06 317.50 P11 111 11.20 12.32 5 0.88 314.13 315.01 314.96 P15 115 8.27 9.10 10 0.45 306.65 307.10 307.48 P15a 115a 6.94 7.64 5 0.64 307.65 308.29 308.48 P26+P27 127 17.33 19.06 _ 10 0.74 316.88 317.62 317.71 SUMP GRATE(Recessed)(100 year storm) Drainage Inlet Q Q clogged Grate Inlet Open Area Flowline at Calculated Area (cfs) (25%) Selected Selected(ft2) Inlet h(ft) WSE P01 Ila 4.60 5.76 *V5726 2.23 317.97 0.29 318.26 P07 17 1.58 1.98 *V5718 1.06 318.31 0.15 318.46 P12 112 0.53 0.66 *V5718 1.06 319.91 0.02 319.93 P13 113 0.53 0.67 *V5718 1.06 319.48 0.02 319.50 P14 114 7.78 9.73 *V5732 3.40 303.78 0.35 304.13 P16 116 1.88 2.35 *V5718 1.06 312.25 0.21 312.46 P17 117 1.32 1.65 *V5718 1.06 313.83 0.10 313.93 P18 118a 3.79 4.74 *V5724-1 1.86 314.36 0.28 314.64 P18 118b 3.79 4.74 *V5724-1 1.86 314.94 0.28 315.22 P19 119 1.81 2.26 *V5718 1.06 315.88 0.20 316.08 P20 120 1.62 2.03 *V5718 1.06 315.99 0.16 316.15 P21 121 1.71 2.14 *V5718 1.06 318.11 0.17 318.28 P22 122 1.90 2.38 *V5718 1.06 317.94 0.22 318.16 P23 123 3.42 4.27 *V5724-1 1.86 317.13 0.23 317.36 P24 124 2.33 2.91 *V5718 1.06 316.26 0.32 316.58 P25 125 1.01 1.26 *V5718 1.06 315.95 0.06 316.01 P26 126 11.66 14.57 *V5732 3.40 316.51 0.79 317.30 P29 129 2.34 2.92 *V5718 1.06 312.99 0.33 313.32 *East Jordan Inlet Catalog# SUMP TRENCH GRATE(100 year storm) Drainage Inlet Q Q clogged Grate Inlet Open Area Flowline at Calculated Area (cfs) (25%) 4 Selected Selected(ft2) Inlet h(ft) WSE P09 19 3.56 4.45 *V-7341 6.36 309.39 0.02 309.41 Grate Area Provided=0.28 ft2/LF,22.9 LF of Grate 0 CO IO (il) O et O adid weaJ;sdn M M M W 19H (OON CO L (u)WeOI;SUMOa O cc;N gidea O M M ieWJoN Aq SOH (14) o v CO o) Lei weailsdn gidea (h (9) (O7 leWaoN SOH (a (n (u)weei suMoa v o O S,6UIUUewMO M M Aq SOH (14)wear;sda U) M 0 s,6uiuueyj 0 0 0 CO CO r) hi 1OH CO Cr N NI: rnn (ul odd q;daa�eWJON CO - LO z (O CO (O O (u)ssojpeeH o c+0) o Q s,6uiuueyy o 0 0 00. 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O d) V N weaJlSuMoa 0 0 0 0 CA O O) ;r O 6) O O O CO CO co co N co N h co co MiN CO CO CO CO CO M adld id O 7- O) N 0 x- 6) CO .,--'.CO O CO 7- O V N CO CO V' O 6) N 6) N 7- V' O 7- V' co N Cn (ll)weeilsdn 0 o) 00 N Cb o oo C) fV o v ('I _O m m Cn 00006) Oa) O 0, 0 0 0 adldid MCococoN MN MMMM C+) MMM CO M O CO CO 1` O m co r CO 0 D ,r) V Lo OD CO N D D D _7 77_ - _O _ O N N N O (1 `140 N4O O O luawf as adld - - - - - - - -- Ca J]N.CO CC) V u) CO V OD 6) CO CO N N N CP CO CO x-- _ N N N N CC) N N 1- 1- ti ti 0 0 0 0 0 0 7• • • EXHIBIT 12.1 f HEC-HMS Drainage Basin Locations Description: Locations of HEC-HMS drainage basins for ORIGINAL conditions. 4, Offsite E3(wendys+) in C IL • 1i.. .ek Study Point 3 ate,, SDA E3 L Study Point l -Study Point 2 SDA El LoDA E2 ■ APIA{ I' li i'' ■ The CRED-Apartment Community Exhibit 12.1 EXHIBIT 12.2 HEC-HMS Drainage Basin Locations Description: Locations of HEC-HMS drainage basins for EXISTING conditions* *(only Cottages developed) (7, ►hite Creek Offsite E3(Wendy's+) ��SWdg-t3 n DevCottage+Undv Rmdr+UndvCRD udyPoint 2 • � Undev CRED-Bypass Pond2 Study Point 1 1111 Pond 1(South) Pond 2(North) • • • 40ffsite+UndvCRED BypassPand1 Cottages+UndvCRED#1 Cottages+UndvCRED#2 • • • • • • • • • • • • • • • • • • • • The CRED-Apartment Community Exhibit 12.2 EXHIBIT 12.3 HEC-HMS Drainage Basin Locations Description: Locations of HEC-HMS drainage basins for PROPOSED conditions. Offsite E3(Wendys+) L., uiifte Creek dy Point 3 Study Point 2 Cottages+Undev Rmdr 3 L., Study Point 1 Dev CRED Bypass 2 Dev CRED 3 mi Pond 1(South) Pond 2(North) r Offsite+Dev CRED Bypass 1 Cottages+Dev CRED 2 Cottages+Dev CRED 1 The CRED-Apartment Community Exhibit 12.3 EXHIBIT 13.1 HEC-HMS Original Results Description: Results from HEC-HMS for ORIGINAL site conditions. F. 2-Year Storm Event Drainage Area Peak Discharge Volume Hydrologic Element (MIZ) (CFS) Time of Peak (AC-FT) DA E3 0.1435 351.2 16Jan2015, 12:03 16.6 1 Offsite E3 (Wendy's+) 0.0228 56.2 16Jan2015, 12:03 2.6 Study Point 3 0.1663 407.4 16Jan2015, 12:03 19.2 DA El 0.0598 147.5 16Jan2015, 12:03 6.9 Study Point 1 0.0598 147.5 16Jan2015, 12:03 6.9 DA E2 0.0326 80.4 16Jan2015, 12:03 3.8 Study Point 2 0.0326 80.4 16Jan2015, 12:03 3.8 White Creek 0.2587 635.3 16Jan2015, 12:03 29.9 5-Year Storm Event Drainage Area Peak Discharge Volume Hydrologic Element (MIZ) (CFS) Time of Peak (AC-FT) DA E3 0.1435 510.4 16Jan2015, 12:03 30.1 Offsite E3 (Wendy's+) 0.0228 81.4 16Jan2015, 12:03 4.8 Study Point 3 0.1663 591.8 16Jan2015, 12:03 34.9 DA El 0.0598 213.5 16Jan2015, 12:03 12.6 Study Point 1 0.0598 213.5 16Jan2015, 12:03 12.6 DA E2 0.0326 116.4 16Jan2015, 12:03 6.8 Study Point 2 0.0326 116.4 16Jan2015, 12:03 6.8 White Creek 0.2587 921.8 16Jan2015, 12:03 54.3 4 A Drainage Area Peak Discharge Volume Hydrologic Element (MIZ) (CFS) Time of Peak (AC-FT) DA E3 0.1435 605.7 16Jan2015, 12:03 40.6 Offsite E3 (Wendy's+) 0.0228 96.5 16Jan2015, 12:03 6.5 Study Point 3 0.1663 702.2 16Jan2015, 12:03 47.1 DA El 0.0598 253.1 16Jan2015, 12:03 16.9 Study Point 1 0.0598 253.1 16Jan2015, 12:03 16.9 DA E2 0.0326 138 16Jan2015, 12:03 9.2 Study Point 2 0.0326 138 16Jan2015, 12:03 9.2 White Creek 0.2587 1093.3 16Jan2015, 12:03 73.3 The CRED -Apartment Community Exhibit 13.1 EXHIBIT 13.1 HEC-HMS Original Results 25-Year Storm Event Drainage Area Peak Discharge Volume Hydrologic Element (MI2) (CFS) Time of Peak (AC-FT) DA E3 0.1435 728.6 16Jan2015, 12:03 47.8 Offsite E3 (Wendy's+) 0.0228 116.1 16Jan2015, 12:03 7.6 Study Point 3 0.1663 844.7 16Jan2015, 12:03 55.3 DA El 0.0598 304.4 16Jan2015, 12:03 19.9 Study Point 1 0.0598 304.4 16Jan2015, 12:03 19.9 DA E2 0.0326 166 16Jan2015, 12:03 10.8 Study Point 2 0.0326 166 16Jan2015, 12:03 10.8 White Creek 0.2587 1315.1 16Jan2015, 12:03 86.1 50-Year Storm Event Drainage Area Peak Discharge Volume Hydrologic Element (MI2) (CFS) Time of Peak (AC-FT) DA E3 0.1435 795.6 16Jan2015, 12:03 57.6 Offsite E3 (Wendy's+) 0.0228 126.7 16Jan2015, 12:03 9.2 Study Point 3 0.1663 922.3 16Jan2015, 12:03 66.8 DA El 0.0598 332.2 16Jan2015, 12:03 24 Study Point 1 0.0598 332.2 16Jan2015, 12:03 24 DA E2 0.0326 181.1 16Jan2015, 12:03 13.1 Study Point 2 0.0326 181.1 16Jan2015, 12:03 13.1 White Creek 0.2587 1435.6 16Jan2015, 12:03 103.9 100-Year Storm Event Drainage Area Peak Discharge Volume Hydrologic Element (MI2) (CFS) Time of Peak (AC-FT) DA E3 0.1435 901.7 16Jan2015, 12:03 66.9 Offsite E3 (Wendy's+) 0.0228 143.5 16Jan2015, 12:03 10.6 Study Point 3 0.1663 1045.2 16Jan2015, 12:03 77.5 DA El 0.0598 376.4 16Jan2015, 12:03 27.9 Study Point 1 0.0598 376.4 16Jan2015, 12:03 27.9 DA E2 0.0326 205.2 16Jan2015, 12:03 15.2 Study Point 2 0.0326 205.2 16Jan2015, 12:03 15.2 White Creek 0.2587 1626.8 16Jan2015, 12:03 120.5 The CRED -Apartment Community Exhibit 13.1 EXHIBIT 13.2 HEC-HMS Existing Results Description: Results from HEC-HMS for EXISTING site conditions* * (Only Cottages Developed) Drainage Peak Discharge Volume Hydrologic Element Area (MI2) (CFS) Time of Peak (AC-FT) Dev Cottage+ Undev Remainder + Undev CRED 0.1186 297 16Jan2015, 12:03 14.2 Offsite E3 (Wendys+) 0.0228 56.2 16Jan2015, 12:03 2.6 Study Point 3 0.1414 353.3 16Jan2015, 12:03 16.9 Cottages+ Undev CRED#1 0.0651 183.6 16Jan2015, 12:03 9.5 Pond 1 (South) 0.0651 46.8 16Jan2015, 12:16 9.5 Offsite+ Undev CRED Bypass Pond 1 0.011 27.1 16Jan2015, 12:03 1.3 Study Point 1 0.0761 69.7 16Jan2015, 12:03 10.7 Cottages+ Undev CRED#2 0.0375 114.3 16Jan2015, 12:03 6.2 Pond 2 (North) 0.0375 50.7 16Jan2015, 12:08 6.2 Undev CRED Bypass Pond 2 0.0038 9.4 16Jan2015, 12:03 0.4 Study Point 2 0.0413 58 16Jan2015, 12:03 6.6 White Creek 0.2588 480.9 16Jan2015, 12:03 34.2 5-Year Storm Event Drainage Peak Discharge Volume Hydrologic Element Area (MI2) (CFS) Time of Peak (AC-FT) Dev Cottage + Undev Remainder + Undev CRED 0.1186 427.1 16Jan2015, 12:03 25.5 Offsite E3 (Wendys+) 0.0228 81.4 16Jan2015, 12:03 4.8 Study Point 3 0.1414 508.5 16Jan2015, 12:03 30.3 Cottages+ Undev CRED#1 0.0651 250.3 16Jan2015, 12:03 15.9 Pond 1 (South) 0.0651 54.5 16Jan2015, 12:20 15.9 Offsite+ Undev CRED Bypass Pond 1 0.011 39.3 16Jan2015, 12:03 2.3 Study Point 1 0.0761 88.4 16Jan2015, 12:03 18.2 Cottages+ Undev CRED#2 0.0375 150.8 16Jan2015, 12:03 9.9 Pond 2 (North) 0.0375 55.7 16Jan2015, 12:12 9.9 Undev CRED Bypass Pond 2 0.0038 13.6 16Jan2015, 12:03 0.8 Study Point 2 0.0413 66.7 16Jan2015, 12:03 10.7 White Creek 0.2588 663.6 16Jan2015, 12:03 59.2 The CRED -Apartment Community Exhibit 13.2 EXHIBIT 13.2 HEC-HMS Existing Results 10-Year Storm Event Drainage Peak Discharge Volume Hydrologic Element Area (MI2) (CFS) Time of Peak (AC-FT) Dev Cottage+ Undev Remainder + Undev CRED 0.1186 505 16Jan2015, 12:03 34.2 Offsite E3 (Wendys+) 0.0228 96.5 16Jan2015, 12:03 6.5 Study Point 3 0.1414 601.5 16Jan2015, 12:03 40.7 Cottages+ Undev CRED#1 0.0651 290.5 16Jan2015, 12:03 20.7 Pond 1 (South) 0.0651 58.8 16Jan2015, 12:24 20.7 Offsite+ Undev CRED Bypass Pond 1 0.011 46.6 16Jan2015, 12:03 3.1 Study Point 1 0.0761 99.4 16Jan2015, 12:03 23.8 Cottages+ Undev CRED#2 0.0375 172.9 16Jan2015, 12:03 12.8 Pond 2 (North) 0.0375 58.4 16Jan2015, 12:15 12.8 Undev CRED Bypass Pond 2 0.0038 16.1 16Jan2015, 12:03 1.1 Study Point 2 0.0413 71.6 16Jan2015, 12:03 13.9 White Creek 0.2588 772.5 16Jan2015, 12:03 78.4 1 '" 25-Year Storm Event Drainage Peak Discharge Volume Hydrologic Element Area (MI2) (CFS) Time of Peak (AC-FT) Dev Cottage+ Undev Remainder + Undev CRED 0.1186 606.6 16Jan2015, 12:03 40.1 Offsite E3 (Wendys+) 0.0228 116.1 16Jan2015, 12:03 7.6 Study Point 3 0.1414 722.7 16Jan2015, 12:03 47.7 Cottages+ Undev CRED#1 0.0651 346 16Jan2015, 12:03 24 Pond 1 (South) 0.0651 63.2 16Jan2015, 12:30 24 Offsite+ Undev CRED Bypass Pond 1 0.011 56 16Jan2015, 12:03 3.7 Study Point 1 0.0761 112.9 16Jan2015, 12:03 27.7 Cottages+ Undev CRED#2 0.0375 204.7 16Jan2015, 12:03 14.7 Pond 2 (North) 0.0375 63.9 16Jan2015, 12:16 14.7 Undev CRED Bypass Pond 2 0.0038 19.3 16Jan2015, 12:03 1.3 Study Point 2 0.0413 77.4 16Jan2015, 12:03 16 White Creek 0.2588 913 16Jan2015, 12:03 91.3 The CRED -Apartment Community Exhibit 13.2 EXHIBIT 13.2 HEC-HMS Existing Results Drainage Peak Discharge Volume Hydrologic Element Area (MI2) (CFS) Time of Peak (AC-FT) Dev Cottage+ Undev Remainder + Undev CRED 0.1186 661.4 16Jan2015, 12:03 48.3 Offsite E3 (Wendys+) 0.0228 126.7 16Jan2015, 12:03 9.2 Study Point 3 0.1414 788 16Jan2015, 12:03 57.4 Cottages+ Undev CRED#1 0.0651 374.2 16Jan2015, 12:03 28.5 Pond 1 (South) 0.0651 65.9 16Jan2015, 12:31 28.5 Offsite+ Undev CRED Bypass Pond 1 0.011 61.1 16Jan2015, 12:03 4.4 Study Point 1 0.0761 120.7 16Jan2015, 12:03 33 Cottages+ Undev CRED#2 0.0375 220.3 16Jan2015, 12:03 17.3 Pond 2 (North) 0.0375 70.7 16Jan2015, 12:16 17.3 Undev CRED Bypass Pond 2 0.0038 21.1 16Jan2015, 12:03 1.5 Study Point 2 0.0413 80.8 16Jan2015, 12:03 18.9 White Creek 0.2588 989.6 16Jan2015, 12:03 109.2 Drainage Peak Discharge Volume Hydrologic Element Area (MI2) (CFS) Time of Peak (AC-FT) Dev Cottage+ Undev Remainder + Undev CRED 0.1186 748.8 16Jan2015, 12:03 55.9 Offsite E3 (Wendys+) 0.0228 143.5 16Jan2015, 12:03 10.6 Study Point 3 0.1414 892.3 16Jan2015, 12:03 66.5 Cottages+ Undev CRED#1 0.0651 421.4 16Jan2015, 12:03 32.8 Pond 1 (South) 0.0651 68.5 16Jan2015, 12:31 32.8 Offsite+ Undev CRED Bypass Pond 1 0.011 69.2 16Jan2015, 12:03 5.1 Study Point 1 0.0761 131.3 16Jan2015, 12:03 37.9 Cottages+ Undev CRED#2 0.0375 247.1 16Jan2015, 12:03 19.8 Pond 2 (North) 0.0375 78.7 16Jan2015, 12:16 19.8 Undev CRED Bypass Pond 2 0.0038 23.9 16Jan2015, 12:03 1.8 Study Point 2 0.0413 88.2 16Jan2015, 12:15 21.6 White Creek 0.2588 1111.4 16Jan2015, 12:03 126 Exhibit 13.2 The CRED -Apartment Community EXHIBIT 13.3 HEC-HMS Proposed Results Description: Results from HEC-HMS for PROPOSED site conditions* *( Cottages + CRED Developed) Drainage Area Peak Discharge Volume Hydrologic Element (MIZ) (CFS) Time of Peak (AC-FT) Cottages+ Undev Remainder 3 0.1082 271 16Jan2015, 12:03 13 Offsite E3 (Wendys+) 0.0228 56.2 16Jan2015, 12:03 2.6 Dev CRED 3 0.0091 30.2 16Jan2015, 12:03 1.7 Study Point 3 0.1401 357.4 16Jan2015, 12:03 17.3 Cottages+ Dev CRED 1 0.0684 198.3 16Jan2015, 12:03 10.4 Pond 1 (South) 0.0684 48.3 16Jan2015, 12:16 10.4 Offsite+ Dev CRED Bypass 1 0.0091 22.4 16Jan2015, 12:03 1.1 Study Point 1 0.0775 66.3 16Jan2015, 12:03 11.5 Cottages+ Dev CRED 2 0.0391 126 16Jan2015, 12:03 7 Pond 2 (North) 0.0391 52.3 16Jan2015, 12:09 7 Dev CRED Bypass 2 0.0021 5.2 16Jan2015, 12:03 0.2 Study Point 2 0.0412 55.5 16Jan2015, 12:05 7.3 White Creek 0.2588 479.1 16Jan2015, 12:03 36 Drainage Area Peak Discharge Volume Hydrologic Element ow) (CFS) Time of Peak (AC-FT) Cottages+ Undev Remainder 3 0.1082 389.6 16Jan2015, 12:03 23.3 Offsite E3 (Wendys+) 0.0228 81.4 16Jan2015, 12:03 4.8 Dev CRED 3 0.0091 38.5 16Jan2015, 12:03 2.6 Study Point 3 0.1401 509.5 16Jan2015, 12:03 30.7 Cottages+ Dev CRED 1 0.0684 267.1 16Jan2015, 12:03 17.2 Pond 1 (South) 0.0684 56 16Jan2015, 12:21 17.2 Offsite+ Dev CRED Bypass 1 0.0091 32.5 16Jan2015, 12:03 1.9 Study Point 1 0.0775 83 16Jan2015, 12:03 19.1 Cottages+ Dev CRED 2 0.0391 162.4 16Jan2015, 12:03 11 Pond 2 (North) 0.0391 57 16Jan2015, 12:14 11 Dev CRED Bypass 2 0.0021 7.5 16Jan2015, 12:03 0.4 Study Point 2 0.0412 61.8 16Jan2015, 12:03 11.4 White Creek 0.2588 654.3 16Jan2015, 12:03 61.2 The CRED -Apartment Community Exhibit 13.3 EXHIBIT 13.3 HEC-HMS Proposed Results 10-Year Storm Event Drainage Area Peak Discharge Volume Hydrologic Element (MIZ) (CFS) Time of Peak (AC-FT) Cottages+ Undev Remainder 3 0.1082 460.7 16Jan2015, 12:03 31.2 Offsite E3 (Wendys+) 0.0228 96.5 16Jan2015, 12:03 6.5 Dev CRED 3 0.0091 43.5 16Jan2015, 12:03 3.3 Study Point 3 0.1401 600.7 16Jan2015, 12:03 41 Cottages+ Dev CRED 1 0.0684 308.7 16Jan2015, 12:03 22.3 Pond 1 (South) 0.0684 60.2 16Jan2015, 12:26 22.3 Offsite+ Dev CRED Bypass 1 0.0091 38.5 16Jan2015, 12:03 2.6 Study Point 1 0.0775 92.7 16Jan2015, 12:03 24.9 Cottages+ Dev CRED 2 0.0391 184.6 16Jan2015, 12:03 14 Pond 2 (North) 0.0391 59.6 16Jan2015, 12:15 14 Dev CRED Bypass 2 0.0021 8.9 16Jan2015, 12:03 0.6 Study Point 2 0.0412 65.6 16Jan2015, 12:03 14.6 White Creek 0.2588 759 16Jan2015, 12:03 80.5 25-Year Storm Event Drainage Area Peak Discharge Volume Hydrologic Element (MIZ) (CFS) Time of Peak (AC-FT) Cottages+ Undev Remainder 3 0.1082 553.4 16Jan2015, 12:03 36.6 Offsite E3 (Wendys+) 0.0228 116.1 16Jan2015, 12:03 7.6 Dev CRED 3 0.0091 51.2 16Jan2015, 12:03 3.8 Study Point 3 0.1401 720.7 16Jan2015, 12:03 48 Cottages+ Dev CRED 1 0.0684 367 16Jan2015, 12:03 25.8 Pond 1 (South) 0.0684 64.6 16Jan2015, 12:30 25.8 Offsite+ Dev CRED Bypass 1 0.0091 46.3 16Jan2015, 12:03 3 Study Point 1 0.0775 104.6 16Jan2015, 12:03 28.8 Cottages+ Dev CRED 2 0.0391 217.7 16Jan2015, 12:03 16 Pond 2 (North) 0.0391 68.1 16Jan2015, 12:16 16 Dev CRED Bypass 2 0.0021 10.7 16Jan2015, 12:03 0.7 Study Point 2 0.0412 72.1 16Jan2015, 12:15 16.7 White Creek 0.2588 895.1 16Jan2015, 12:03 93.5 The CRED -Apartment Community Exhibit 13.3 EXHIBIT 13.3 HEC-HMS Proposed Results .mom } t Drainage Area Peak Discharge Volume Hydrologic Element (MI2) (CFS) Time of Peak (AC-FT) Cottages+ Undev Remainder 3 0.1082 603.4 16Jan2015, 12:03 44 Offsite E3 (Wendys+) 0.0228 126.7 16Jan2015, 12:03 9.2 Dev CRED 3 0.0091 54.8 16Jan2015, 12:03 4.5 Study Point 3 0.1401 784.8 16Jan2015, 12:03 57.6 Cottages+ Dev CRED 1 0.0684 396.2 16Jan2015, 12:03 30.6 Pond 1 (South) 0.0684 67.2 16Jan2015, 12:31 30.6 Offsite+ Dev CRED Bypass 1 0.0091 50.6 16Jan2015, 12:03 3.7 Study Point 1 0.0775 111.4 16Jan2015, 12:03 34.2 Cottages+ Dev CRED 2 0.0391 233.3 16Jan2015, 12:03 18.8 Pond 2 (North) 0.0391 75 16Jan2015, 12:16 18.8 Dev CRED Bypass 2 0.0021 11.7 16Jan2015, 12:03 0.8 Study Point 2 0.0412 79.6 16Jan2015, 12:15 19.6 White Creek 0.2588 968.9 16Jan2015, 12:03 111.5 l 100-Year Storm Event Drainage Area Peak Discharge Volume Hydrologic Element (MI2) (CFS) Time of Peak (AC-FT) Cottages+ Undev Remainder 3 0.1082 683.1 16Jan2015, 12:03 51 Offsite E3 (Wendys+) 0.0228 143.5 16Jan2015, 12:03 10.6 Dev CRED 3 0.0091 61.2 16Jan2015, 12:03 5.1 Study Point 3 0.1401 887.8 16Jan2015, 12:03 66.7 Cottages+ Dev CRED 1 0.0684 445.5 16Jan2015, 12:03 35 Pond 1 (South) 0.0684 69.8 16Jan2015, 12:32 35 Offsite+ Dev CRED Bypass 1 0.0091 57.3 16Jan2015, 12:03 4.2 Study Point 1 0.0775 120.6 16Jan2015, 12:03 39.3 Cottages+ Dev CRED 2 0.0391 261.1 16Jan2015, 12:03 21.4 Pond 2 (North) 0.0391 86.6 16Jan2015, 12:16 21.4 Dev CRED Bypass 2 0.0021 13.2 16Jan2015, 12:03 1 Study Point 2 0.0412 91.7 16Jan2015, 12:15 22.3 White Creek 0.2588 1089.5 16Jan2015, 12:03 128.3 The CRED -Apartment Community Exhibit 13.3 r+ 0 o iIiX LU il o ' J I _o LL O vi C o O o -a OU 0w O N U d CU a O -8i ac O 0- I a NI O^(13c O vill' -'67- L • CD • C OU liqr 0 - 3 !'-I ++ o e. 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J _Cc O L x v b N O co 1 L c >. •C 3 M = o 2 Cr) ° � 0 � _CD - 11 + CO 0_ E0 GJ o L V _ >, o X 73 W z I `{, v LP) ' _P G O cn o O L > 2 O I U Q W R I O O -O re) O C I 0o 0 >. x -0o v M F7 Q cn z E 2 O 2 TiC O a) W F = N R3 z Q Q C I O o D a Q o CC •i 0 S 0 0 0 0o F U o Uoo m v o M vN cu (sp)MoI _c APPENDIX A THE COTTAGES OF COLLEGE STATION-STREET DESIGN DRAINAGE ANALYSIS March 2009 Prepared for: ROB HOWLAND, COO CAPSTONE—CS, LLC 431 OFFICE PARK DRIVE BIRMINGHAM, AL 35223 Submitted to (irrffc","y OF COLLEGE STATION the heart of the kurarch Valley By MITCHELL MORGAN ENGINEERS &CONSTRUCTORS 511 UNIVERSITY DRIVE, SUITE 204 COLLEGE STATION, TX 77840 OFFICE(979) 260-6963 FAX(979) 260-3564 CERTIFICATION This report for the drainage design for the Cottages of College Station street system including Holleman Drive, Manor Avenue, Cottage Lane and Market Street development was prepared under my supervision in accordance with provisions of the Bryan/College Station Unified Drainage Design Guidelines for the owners of the property. All licenses and permits required by any and all state and federal regulatory agencies for the proposed drainage C improvements have been issued. C C C C • Veronica J.B. Morgan, P.E., C.F.M. Registered Professional Engineer State of Texas No. 77689 • • • S S • • S • S • • • S • • S • • • 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 analysis 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. ID 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. r DRAINAGE DESIGN CRITERIA All drainage design is in accordance with 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 Cv demonstrated in Exhibit 2.1, a small portion of the property lies within the regulatory 100- .w- year floodplain per the Federal Emergency Management Agency (FEMA) Flood Insurance ® Rate Map (FIRM) panel 0182C, with an effective data of May, 22, 2008. With the adoption of the LOMR on May 22, 2008, the floodplain was no longer extended on Tributary 1 and 3 • • The Cottages of College Station-Street Design 1 . 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 grasslands 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 ir it 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 1Nit 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. C • • • • • I ID • The Cottages of College Station-Street Design 2 Drainage Report Table 1: Downstream Boundary Conditions Reach Station Profile WSEL Unnamed Trib. 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 1487 50% 298.86 20% 299.23 10% 299.3 4% 299.39 2% 299.49 1% 299.59 0.20% 300.35 Tributary 3 314 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 hydrograph. 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 3 Drainage Report determining the drainage areas for the three onsite tributaries, it was determined that no addition area, other than the site property, would 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, water 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 I 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 cross 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 ... _._ 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 MIS 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 00 9867.082 91.2 155.2 195.9 240.4 273.7 313.5 467.9 1 pm, 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 • 8995.415 158.7 266.1 334.5 409.9 466 532.9 794.8 857.2039 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 4 Drainage Report the average slope of the reach. With the 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 White 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 large amount of drainage area has been diverted from the Unnamed Tributary of White Creek to the tributaries 1 & 3. Therefore, even with the increase in impervious cover, there will be no increase of the peak flow rate in the Unnamed Tributary from the site. With reduced peak runoff rates, the runoff produced from development of the streets will 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 .Rear , . b ,t4noit O[5 50%0 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 8995.415 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 pipe will be used to remove runoff 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 remaining 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 calculated from runoff The Cottages of College Station-Street Design 5 Drainage Report 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 calculations 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', 10' 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 6 Drainage Report Table 4: Proposed Peak Flow Locations for HEC-RAS Flow Profile ��teacti.' on;• - 50% 20% 10% 4% 2% 1% Q(cfs) Q(cfs) Q(cfs) Q(cfs) Q(cfs) Q(cfs) n"name&D'ib ' 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 were 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 year water surface elevation 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 the location and extent of construction, the second culvert will be constructed by McClure Engineering with the second construction 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 slope similar to the existing ground. With a lack of geometry information just upstream of culvert 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 culvert 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. r CONCLUSION Although the development of the new extension of Holleman Drive and addition of Market GI 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 tr' the result of developing the tract will not have adverse effects on the properties surrounding the Cottages of College Station site. C- • - The Cottages of College Station-Street Design 7 Drainage Report • ATTACHMENTS EXHIBIT 1: General Location Map EXHIBIT 2.1: Firmette—FEMA Map Panel 0182C (Effective July 1992) EXHIBIT 2.2: Generated Flood Boundary Map for Existing Conditions EXHIBIT 3: Drainage Area Map EXHIBIT 4: Rational Formula Drainage Area Calculations EXHIBIT 5: Pipe Capacity Calculations EXHIBIT 6.1: Inlet Capacity Calculations EXHIBIT 6.2: Inlet Capacity— 100-Year Storm WSEs EXHIBIT 7.1: HGL Calculations— 10-Year Storm EXHIBIT 7.2: HGL Calculations— 100-Year Storm EXHIBIT 7.3: HGL Profile—SD-1, SD-2 EXHIBIT 7.4: HGL Profile—SD-3, SD-4, SD-5 EXHIBIT 8.1: HEC-HMS Subbasin Parameters • EXHIBIT 8.2: HEC-HMS 2-year Existing & Proposed Conditions Output • EXHIBIT 8.3: HEC-HMS 5-year Existing & Proposed Conditions Output EXHIBIT 8.4: HEC-HMS 10-year Existing & Proposed Conditions Output EXHIBIT 8.5: HEC-HMS 25-year Existing & Proposed Conditions Output EXHIBIT 8.6: HEC-HMS 50-year Existing & Proposed Conditions Output EXHIBIT 8.7: HEC-HMS 100-year Existing & Proposed Conditions Output • EXHIBIT 9: HEC-RAS WSEL Profile & °Output for Holleman Culvert Proposed • Conditions. • APPENDIX A: Construction Drawings • APPENDIX B: HEC-RAS Profiles & Output for Existing Conditions • • • • • • • • • • • • • • • • • The Cottages of College Station-Street Design 8 • Drainage Report de ...+ E , w w �. ,z g b9S£-09Z(6L6):xeA £969-09Z(616) m ' w' Q elMm5; Ob8LLsexal'uogeISaOalloJ '1 y °m '�' l=i ;� _ ;; I bpZ aynS'Tse3 anus pisianlu(1 TI5 N0IiDLS 0377OJ d0 S3OV1100 m 2f _ F- p 7gE €s SJO13.d.rrulsuoj pue yaaw6u3 6uNlnsuoJ X : 5� m= dbW N0llt/0077tl213N3J w s °a ° �' s� d 7'ue6�oW 111118431111 m % U U .....a O O N ' Q Q dq y N 0 t O Co. „~ a a -i c c 0 0 I. a ' C o S O o § i ° ----= GI ' N W ug 8 cn .. 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W W Q >(w >Q :CI WQ AvW o a o Oo fi2 o g 0 b NO. AC. 0.45 0.95 R. ft. ft. it. Ns min ' min In94r cfs In/Hr cfs InMr 'i. cfs 1485 cfs In/Hr cfs In/Hr cis 6714 5.27 5.27 0.00 2.37 1.0 1.0 1.0 1.0 10.4 0.0 10.0 6.33 15.0 7.7 18.2 8 6 20.5 9.9 23.4 11 1 26 4 12.5 29.7 EA15 453 (453 0.00 2.04 10 1.0 1.0 1.0 104 0.0 100 6.33 129 ( 7.7 15.7 8.6 17.6 9.9 I 20.1 11.1 227 12.5 25.6 6716 5.80 5.80 0.00 2.61 1.0 1.0 1.0 ! 1.0 104 0.0 10.0 6 33 16.5 7.7 20.1 8.6 22.5 9.9 25.7 11 1 29.1 12 5 32.7 EA17 8.30 8.30 0.00 3.73 1.0 10 1.0 1.0 104 I 0.0 10.0 6.33 23.6 7.7 28.7 8.6 322 9.9 36.8 11.1 41.6 12.5 46.8 EA18 4 82 4.82 0.00 2.17 1.0 1.0 1.0 1.0 10.4 0.0 10.0 6.33 13.7 7 7 16.7 8.6 18 7 9.9 21.4 11.1 24 2 12.5 27 2 EA19 6.70 16.70 000 3.02 ( 1.0 1.0 1.0 1.0 10.4 0.0 1 10.0 6.33 19.1 7.7 23.2 8.6 26.0 9.9 207 11.1 33.6 12.5 37.8 EA20 13.94 13.94 0.00 6.27 300.0 4.0 1268.9 28.0 2.0 13 3 13.3 5.52 34.6 6.8 42.4 7.6 47.8 8.7 54.6 9.9 61 8 11.1 69.6 EA21 4.63 1 4.63 0.00 2.08 1.0 10 1.0 1.0 10.4 0.0 I 10.0 6.33 13.2 7.7 16.0 8.6 18.0 9.9 1 205 11.1 23.2 12.5 26.1 64,22 3.60 3.60 0.00 1.62 1.0 1.0 1.0 1.0 10.4 0.0 10.0 6.33 10.2 7.7 12 5 8.6 14.0 9 9 16.0 11.1 18 0 12.5 20 3 EA8 15.83 115.83 0.00 7.12 3000 2.5 1541.3 150 1.5 20.9 20.9 4.32 30.8 1 5.3 38.1 6.1 43.2 70 49.5 7.9 1 562 8.9 63.5 EA1 12.76 12.76 0.00 5.74 300.0 1.0 1334 5 31 0 1 4 19.6 19.6 4.48 25.7 5.5 31.8 6.3 36.0 7.2 41.3 8.2 46 8 9.2 52.9 EA10 13.07 113.07 0.00 5.88 300.01 29 1385.4 20.0 1.6 17.5 17.5 I 4.78 28.1 5.9 I 34.7 6.7 39.2 7.6 44.9 8.7 51.0 9.8 57.5 EA9 3.15 3.15 000 1.42 1.0 1.0 1.0 1.0 10.4 0.0 10.0 6.33 90 7.7 10.9 86 12.2 9.9 14.0 11.1 15.8 12.5 17.8 EA11 2.27 (2.27 0.00 1.02 ( 1.0 10 1.0 1.0 I 10.4 0.0 1 10.0 1 8.33 6.5 7.7 7.9 8.6 8.8 9.9 10.1 11.1 11.4 12.5 12.8 EA13 7 69 7.69 0.00 3.46 300.0 4.0 702.6 11.0 1.5 10.9 10.9 6.09 21.1 7 4 25.7 8.3 28 9 9.5 33.0 10.8 37.3 12.1 41.9 EA12 6.03 16.03 0.00 2.71 1 3000 2.5 580.1 10.01 1.3 1 11.5 1 11.5 1 5.94 1 16.1 7.2 1 19.7 1 8.1 22.1 9.3 25.3 1 10.5 1 28.8 1 11.8 321 EA6 9.91 9.91 0.00 4.46 300.0 2.5 1001.2 21 5 1 6 13.5 13 5 5.48 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1001.2 21.51 1.6 I 13.5 13.5 1 548 1 17.5 6.7 1 21.4 1 7.6 241 8.7 I 27.6 1 08 1 31.2 I 11.0 35.2 DA66 6.07 6.07 0.00 2 73 300.0 4.5 695.7 19.0 1 8 9.4 10.0 6.33 17.3 7 7 21.0 8.6 23.6 9.9 26.9 11.1 30.4 12 5 34.2 DA67 12.29 1 9.52 2.77 6.92 1 300.0 1 20 22557 28.0 1 1.7 1 25.7 1 25.7 1 3.82 1 26.4 1 47 I 32.8 1 5.4 37.4 6.2 1 429 1 7.1 1 48.8 I 8.0 55.2 DA68 126 1.08 0.18 066 10 1.0 10 1.0 10.4 0.0 10.0 633 4.1 7.7 5.0 8.6 5.7 9.9 6.5 111 73 12.5 8.2 DA69 0.76 1 0.00 076 0.72 1 1.0 ; 1.0 1.0 1.0 1 10.4 I 0.0 1 10.0 1 6.33 1 4.6 1 7.7 1 5.6 1 8.6 6.2 9.9 I 7.1 1 11.1 1 8.0 I 125 9.0 DA70 0.55 0.55 0.00 0.25 1 0 1.0 1.0 1.0 10 4 0.0 10.0 6.33 1.6 7.7 1.9 8.6 2.1 9.9 2.4 11 1 2.7 12.5 3 1 DA71 2.78 1 2.61 0.16 1.33 li 1.0 1 1.0 1.0 1.0 1 10.4 j 0.0 1 10.0 1 6.33 I 84 1 7.7 1 10.2 1 8.6 11.5 9.9 1 13.1 1 11.1 1 14.8 1 12.5 16.7 DA72 0.84 0 62 0.22 0.49 1.0 1.0 1.0 1.0 10.4 0 0 10.0 6.33 3.1 7 7 3.8 8.6 4.2 9.9 4.8 11 1 5.5 12.5 6 2 DA73 5.34 1 5.34 0.00 2.40 I 1.0 1 1.0 1.0 1.0 1 10.4 ( 0.0 1 10.0 1 6.33 1 15.2 1 7.7 I 18.5 1 8.6 20.8 9.9 1 23.7 I 11.1 1 26.8 ( 12.5 30.1 0074 7 52 7.52 0.00 3 39 300.0 11.0 485.7 12.0 2.1 03 10.0 6.33 21.4 7.7 26.0 8 6 29.2 9.9 33.4 11 1 37.7 12.5 42.4 DA75 6.70 1 6.70 0.00 3.02 , 10 I 1.0 1.0 1.0 1 10.4 1 00 1 10.0 1 6.33 1 19.1 07 1 23.2 1 8.6 26.0 9.9 1 29.7 1 11.1 I 33.6 I 12.5 37.8 DA76 1.53 1.33 0.20, 0.79 1.0 1.0 1.0 1 0 10.4 0.0 10.0 6.33 5 0 7.7 6.1 8.6 6.8 9.9 7.8 11.1 8.8 12.5 9.9 EXHIBIT 5 PIPE CAPACITY CALCULATIONS THE COTTAGES OF COLLEGE STATION E a c C E- U Q o o I. a ° u E Fra .a4 .t cA z Lz. d Gz. .0 v c o P F �- Z O O u u •C u ^o u c ° •L a N Wa i u # # Ac. min yr ds cfs # cfs % % " 0 fps ds min min IN9A OUTPT3 0.3 10.2 10 2.7 3.4 1 3.4 0.11 0.50 18 4.6 8.1 70 0.26 10.41 IN10A IN10B 0.6 10.1 10 5.3 6.6 1 6.6 0.40 0.50 18 4.6 8.1 56 0.20 10.35 IN11 IN3 1.7 10.7 10 14.0 17.5 1 17.5 1.21 1.55 21 8.9 21.4 205 0.38 11.09 IN12A IN11 1.5 10.5 10 12.7 15.9 1 15.9 1.00 0.93 21 6.9 16.6 85 0.21 10.71 IN12B IN12A 0.2 10.0 10 2.1 2.6 1 2.6 0.06 0.50 18 4.6 8.1 48 0.18 10.20 IN13 IN12A 0.9 10.2 10 7.5 9.3 1 9.3 0.78 2.55 18 10.3 18.2 193 0.31 10.50 IN14 IN9A 0.3 10.0 10 2.2 2.8 1 2.8 0.07 0.50 18 4.6 8.1 35 0.13 10.15 IN15 IN13 0.1 10.0 10 0.9 1.1 1 1.1 0.01 0.50 18 4.6 8.1 43 0.16 10.18 IN16 IN13 0.4 10.0 10 3.4 4.2 1 4.2 0.14 0.50 18 4.6 8.1 45 0.16 10.19 1N69 CUL1B 0.7 10.0 10 6.2 7.8 1 7.8 0.55 0.50 18 4.6 8.1 18 0.07 10.09 IN72 IN10A 0.5 10.0 10 4.2 5.3 1 5.3 0.22 0.50 18 4.6 8.1 33 0.12 10.14 L - - - - - - - - - •- - - - - - - - • • - - EXHIBIT 5 4 C C C C EXHIBIT 6.1 THE COTTAGES OF COLLEGE STATION • INLET CAPACITY • 10 YR STORM . SUMP CURB: SUMP GRATE: Q=3.0*L*y^1.5 Q=4.82*A*h^0.5 . L=Q/(3.0*y^1.5) A=Q/(4.82*y^0.5) IN3 IN8 • Q= 4.91 cfs Q= 5.87 cfs clog= 10% clog= 10% • Q clogged= 5.404818 cfs Q clogged= 6.460517 cfs . y= 0.83 ft y= 0.83 ft L= 2.38 ft L= 2.85 ft • IN9A IN10A • Q= 0.56 cfs Q= 1.10 cfs - clog= 10% clog= 10% Q clogged= 0.613569 cfs Q clogged= 1.209091 cfs • y= 0.83 ft y= 0.83 ft - L= 0.27 ft L= 0.53 ft • IN10B !Nil Q= 5.87 cfs Q= 1.46 cfs • clog= 10% clog= 10% Q clogged= 6.460517 cfs Q clogged= 1.606106 cfs III y= 0.83 ft y= 0.83 ft . L= 2.85 ft L= 0.71 ft • IN12A IN12B Q= 3.38 cfs Q= 2.06 cfs • clog= 10% clog= 10% Q clogged= 3.718358 cfs Q clogged= 2.267592 cfs . y= 0.83 ft y= 0.83 ft • L= 1.64 ft L= 1.00 ft 5 IN13 IN14 - Q= 3.23 cfs Q= 2.21 cfs clog= 10% clog= 10% 5 Q clogged= 3.553318 cfs Q clogged= 2.427922 cfs y= 0.83 ft y= 0.83 ft 111 L= 1.57 ft L= 1.07 ft C IN15 IN16 . Q= 0.92 cfs Q= 3.36 cfs clog= 10% clog= 10% C Q clogged= 1.010584 cfs Q clogged= 3.699458 cfs y= 0.83 ft y= 0.83 ft L= 0.45 ft L= 1.63 ft IN69 IN72 • Q= 6.23 cfs Q= 4.25 cfs clog= 10% clog= 10% C Q clogged= 6.857532 cfs Q clogged= 4.6711 cfs y= 0.83 ft y= 0.83 ft L= 3.02 ft L= 2.06 ft C • • . EXHIBIT 6.1 C EXHIBIT 6.2 THE COTTAGES OF COLLEGE STATION INLET CAPACITY 100-YEAR STORM WSE SUMP CURB (recessed) (100 Year Storm) IN3 IN8 Q= 7.13 cfs Q= 8.52 cfs dog= 10% clog= 10% Q dogged= 7.84 cfs Q clogged= 9.37 cfs Chosen L= 15.00 ft Chosen L= 10.00 ft Flowline= 313.91 ft Flowline= 319.23 ft y= 0.31 ft y= 0.46 ft WSE= 314.22 ft WSE= 319.69 ft IN9A IN10A Q= 0.81 cfs Q= 1.59 cfs clog= 10% clog= 10% Q clogged= 0.89 cfs Q dogged= 1.75 cfs Chosen L= 5.00 ft Chosen L= 5.00 ft Flowline= 324.67 ft Flowline= 319.21 ft y= 0.15 ft y= 0.24ft WSE= 324.82 ft WSE= 319.45 ft IN10B IN11 Q= 8.52 cfs Q= 1.46 cfs clog= 10% clog= 10% Q clogged= 9.37 cfs Q dogged= 1.61 cfs Chosen L= 10.00 ft Chosen L= 5.00 ft Flowline= 319.23 ft Flowline= 316.15 ft Y= 0.46 ft y= 0.23 ft WSE= 319.69 ft WSE= 316.38 ft IN12A IN12B Q= 3.38 cfs Q= 2.99 cfs clog= 10% clog= 10% Q dogged= 3.72 cfs Q dogged= 3.29 cfs Chosen L= 5.00 ft Chosen L= 5.00 ft Flowline= 316.66 ft Flowline= 317.65 ft y= 0.39 ft y= 0.36 ft WSE= 317.05 ft WSE= 318.01 ft IN13 IN14 Q= 4.69 cfs Q= 3.20 cfs clog= 10% clog= 10% Q clogged= 5.15 cfs Q dogged= 3.52 cfs Chosen L= 5.00 ft Chosen L= 5.00 ft Flowline= 321.11 ft Flowline= 324.65 ft y= 0.49 ft y= 0.38 ft WSE= 321.60 ft WSE= 325.03 ft IN15 IN16 Q= 1.33 cfs Q= 4.88 cfs clog= 10% clog= 10% Q clogged= 1.47 cfs Q clogged= 5.37 cfs Chosen L= 5.00 ft Chosen L= 5.00 ft Flowline= 321.50 ft Flowline= 321.65 ft y= 0.21 ft y= 0.50ft WSE= 321.71 ft WSE= 322.15 ft IN69 IN72 Q= 9.04 cfs Q= 6.16 cfs clog= 10% clog= 10% Q clogged= 9.95 cfs Q clogged= 6.78 cfs Chosen L= 15.00 ft Chosen L= 5.00 ft Flowline= 313.91 ft Flowline= 319.42 ft y= 0.37 ft y= 0.59 ft WSE= 314.28 ft WSE= 320.01 ft EXHIBIT 6.2 EXHIBIT 7.1 10-YEAR HYDRAULIC GRADE LINE CALCULATIONS C.•G. ,« E a a _„ a „ E a E E d E_ F.', a E .2" r « `w F.irl 0 c„ c a.cC a c N p« o aY... ro E« m t„"' w Z a« Z _ C c o o w >,r v >. l0 a t7 c a N „4-._'_ rn a E 3t _ow v E` _ „ = o 9` .O app 5 _:. = 3"a d LLa J m LL 2 . o 22. 20 i7 o. -. o nv o m LL = Z D o =0 2 0 Storm Sewer 1 IN12B / IN12A 311.72 311.48 48.2 0.0050 18 2.6 0.0006 0.0293 0.62 312.76 31273 312.34 312.10 312.76 312.73 IN12A / 1N11 311.23 310.62 85.1 0.0093 21 15.9 0.0100 0.8521 1.50 312.67 311.82 312.73 312.12 312.73 312.12 !Nit 1N3 _ 310.52 307.45 205.1 0.0150 21 17.5 0.0121 2.4879 1.30 308.17 305.68 311.82 308.75 311.82 308.75 IN3 / CUL1 302.46 302.21 39.5 0.0063 7X5' 242.4 0.0022 0.0872 2.84 305.68 305.59 305.30 305.05 305.68 305.59 Stone Sewer 2 I IN16 / IN13 316.64 316.42 44.6 0.0050 18 4.2 0.0016 0.0709 0.81 317.19 317.12 317.45 317.23 317.45 317.23 -_ _... -__ - _ -_- 2.73 1N13 / 1N12A 316.32 311.48 199 34 0.00 250 18 9.3 0.0078 1.5077 0.80 314.24 312.73 317.12 312.28 317.12 31 Storm Sewer ' !N151 / 11N13 316.63 316.42 43.0 0.0050 18 1.11 0.0001 0.0047 0.39 317.23 31723 317.02 316.81 317.23 317.23 Storm Sewer4 IN72 I IN10A 314.76 314.60 32.39 0.005 _ 18 5.3 0.0025 0.0820 0.94 315.30 315.22 315.70 315.54 _ 315.70 315.54 IN10A / CUL2 310.66 310.40 55.9 -0.0050 18 6.6 0.0039 0.2193 1.10 315.22 315.00 311.76 311.50 315.22 315.00 Storm Sewer 4 IN14 / INV, 321.62 321.44 35.24 0.005 18 2.8 0.0007 0.0249 0.64 322.08 322.05 32226 322.08 322.26 322.08 IN9A / OUT3 321.34 320.99 70.1 0.0050 18 3.4 0.0010 0.0731 0.71 321.07 321.00 - 322.05 321.70'. 322.05 321.00 •These values represent the total flow through culvert from Unnamed Tributary. - - C- - - - - - - - - - - - - - - •- • • • • EXHIBIT 7.1 111 111 EXHIBIT 7.2 100-YEAR HYDRAULIC GRADE LINE CALCULATIONS I. c _ E .. c a a N aN E E a E as E . E _nE n« � Zr, a^ .c '" or, .E'-.E' a « zo o.^ 15. „^• 1O A �.L�'�... d t7 d l7 vmi °. w a w• 0. E a., o« 9 E," _ = c 3�- o ;" x;, x 3 d it al a LL oy o 2x o 2a 2 r) l7 W U' 2 7v • D S u` 2 x o S Storm Sewer 1 1 41111 INI2B / INI2A 311.72 311.46 48.2 0.0050 18 3.7 0.0012 0.0594 0.75 314.11 314.05 312.47 312.23 314.11 314.05 INI2A I !Nil 311.23 310.62 85.1 0.0093 21 23.0 0.0210 1.7830 1.75 314.05 312.27 312.98 312.37 314.05 312.37 IN11 1N3 310.52 307.45 205.1 0.0150 21 25.4 0.0256 5.2411 1.75 312.09 306.85 312.27 309.20 312.27 309.20 IN3 I CUL1 302.46 302.21 39.5 0.0063 7X5' 378.7* 0.0054 0.2129 3.96 306.85 306.64 306.42 306.17 306.85 306.64 Storm Sewer 2 IN16 / IN13 316.64 316.42 44.6 0.0050 18 6.1 0.0034 0.1495 1.03 317.50 317.35 317.67 317.45 317.67 317.45 IN13 / IN12A 316.32 311.48 193.4 0.0250 18 13.5 0.0164 3.1771 1.03 317.23 314.05 317.35 312.51 317.35 314.05 Stone Sewer 3 IN151 I 11N13 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 Stone Sewer4 IN72 / IN10A 314.76 31460 32.39 0.005 18 7.7 0.0053 0.1731 1.28 315.64 31546 316.04 315.88 316.04 315.88 IN10A / CUL2 310.66 310.40 55.9 0.0050 18 9.6 0.0083 0.4640 1.50 315.46 315.00 312.16 311.90 315.46 315.00 411111, Stone Sewer 4 IN14 I IN9A _ 321.62 321.44 35.24 0.005 18 4 0.0014 0.0508 0.78 322.29 322.24 322.40 322.22 _ 322.40 322.24 AMR, IN9A / OUT3 321.34 320.99 70.1 0.0050 18 5.0 0.0023 0.1580 0.90 321.16 321.00 322.24 321.89 322.24 321.00 `These values represent the total flow through culvert from Unnamed Tributary. a a lime xi a a a „911th yr EXHIBIT 7.2 • • 3 - ill, _si `�°s .1319 ; � = NOl1b1S 3037700 JO S30b1L00 3H1 H 1 a/YoJd pup uo/d Z—OS • kP 1 ,... ..., _4.4. ig E 'S) l—OS `1,113A71197()8 317811d • • -J .9juu 1 u `� 14 • e II !`- • o �1� 1104 1 4 1 4 R 4 i 1 R R R i R Ai• lo ` RI - 'N, a 4 4 c • _ [6., ir pi.": , , .,,, c,„ _,. _ ,_ 1 ,, . „ di Av ....,_,,, F . - -. .:, „,.. 0.,- 1 24.1tt.11 7.' I I- \(3CCcn44.4 .-- 144.-0 1 I iiiiif1 1 1 R 1 1 1 i 1 1 R R 1 R Z • C b /'4 L R i 1 4 R R i R 1 1 • �••- • i, , iIiiiPAS-w-t4/ar Id 1 j 0 „„r4opi vto ,..i lit .4,- • .$14. / 1;::: ,..ti 006.„.4\.. i ...!, ....,_, . ...,..,_ Q i .'—'C) Min ui\ . (,), .1 d„ „ r.,..,.... i , -- 1 Nis, mil\rw „ a, op 7.„ _7- , co, ._ , ., I \Wit- --1 d ,.9, • N.,,\ 4 — ci!1 mli-:_o • 7LOOLV.11 IT:Ft'Q,s m 41 a, 1' o NW l 1 1 1 1 1 1 1 1 1 1 1 R 11 • g W\A AA • ' , • 1 1 1 1 s R 1 1 R R R R i 11 ( 3 • , I' \ � ' /� \ 1 • 0tii/��i v • ,,,„, 1 i r IIiIIII!likL1d1r SOL.11 • Fir; . :11 ii,,, 00 I*0 14 d Ill,;p i 1 1 • fig; ! �� 0I rlO,P,„,, IIal . 0di Iiiiiii?xw'-40, UriI I., ff.r.....o.i..ig-�. rll..1 ii,e 1 - ,1111111111 y • ;,. ,..000 .0-itlittor „g_.„_,....„.. ..., , —,..a . i --- ,Vre0 Ohitr...E pi A1-1 sem it 1 iiiim ! ,..., ...„,.........; ....41, ?....,.,, .z.:i. W II I 11111 Iy, it 1 1111 ail 1111 • / I.W / U, • • t , 1 4 1 1 1111111111 z ?Sed 1 s ""`���;�°"° ' NO/AVIS 3037700 3O S30171100 31-11 C] ,_-o €mgt Ij „=.".-- a= __ a//}o�d pup uo/d s—os 2P 0 t 1 -.�__. .o. [5 `.._ $d [ W�Y� :,oj Pa,om,a s!^•a —QS `�'—OS N/b'2�O lN2/O1S e _ t Ilia a Mali ., x . x . k k a a • I S @ •i a � �• s _^ . ! th a hi; F13. a�� 1, O b "R AVE. A A A A A A A A A A s x x x s k A k a • o sr _ � 01O .e '. n i --. 41) 1 � ,_ q - :'s O Ila �I�I /<.1 is44811k 1 041180 if i Vx u.ew ,48801 OL 5 J L Two ififr -r i .4 -s% . .►.✓.rs a ifl \Iti/ ._ 1 , l ' - II C ft 11. a a x xx xxA a ® . 0 i k $ r. / I zzl, _ Vik mom •i-.., 56'111.11r - I Rif! e" z� Resew P 0 Ag o. / / 1 $ S.Ag o .,.w a5 Cie k, a A a a A A A A A A x s x s x a a a k ' AMI L_ :I L.,: Ilw A A A A A A A A A A - x x - x A k k A . ` A �1� !IuII1'FlriIIIluI i il iza . .. Z4g I,i a Y , 1 , -4iih;L.,, (,)- liji 111111111 rp l�/ obi �`®��lii, O i liMEMENMMEMENNUMMEMEMEM=MMEMEINMEN: Ma A A A A A A A A A A IRANIAN S /416, W EXHIBIT 8.1 HMS SUBBASIN PARAMETERS THE COTTAGES OF COLLEGE STATION EXISTING CONDITIONS m a a - C w E r-- E F C l0 E G) •O 3 V J d N 0. Q Q >� N Z 3 L U C 01 N l6 I- L d 2 6 Iib 41 J d N r «m+ _ Q1 Z .a 0 O co y O. U) g G) O ' O O d 7 > Gf ° O > ° U v U) 0 F- E F- U) U x J Z. Q fn U) EA14 - 0.00824 5.27 D 75.00 1338.7 3.33 - 0.10 EA15 - 0.00709 4.53 D 75.00 - 3.33 - 0.10 EA16 - 0.00906 5.80 D 75.00 - 3.33 - 0.10 EA17 - 0.01296 8.30 D 75.00 - 3.33 - 0.10 EA18 - 0.00753 4.82 D 75.00 - 3.33 - 0.10 EA19 - 0.01047 6.70 D 75.00 - 3.33 - 0.10 EA20 - 0.02178 13.94 D 75.00 1568.85 3.33 2.04 0.13 EA21 - 0.00723 4.63 D 75.00 - 3.33 - 0.10 EA22 - 0.00562 3.60 D 75.00 - 3.33 - 0.10 EA8 - 0.0249 15.83 D 75.00 1841.32 3.33 0.95 0.21 EA1 - 0.01994 12.76 D 75.00 1634.459 3.33 1.96 0.20 EA10 - 0.02043 13.07 D 75.00 1685.37 3.33 1.34 0.17 EA9 - 0.00492 3.15 D 75.00 - 3.33 - 0.10 EA11 - 0.00355 2.27 D 75.00 - 3.33 - 0.10 EA13 - 0.01201 7.69 D 75.00 1002.64 3.33 1.50 0.11 EA12 - 0.00942 6.03 D 75.00 880.14 3.33 1.42 0.11 EA6 - 0.0153 9.91 D 75.00 1301.223 3.33 1.84 0.14 EA4 - 0.01891 12.11 D 80.26 2555.71 2.46 1.17 0.26 EA5 - 0.00948 6.07 D 75.00 995.7 3.33 2.26 0.10 EA2 - 0.00264 1.69 D 75.00 - 3.33 - 0.10 EA3 - 0.00575 3.68 D 77.69 - 2.87 - 0.10 EA7 - 0.00738 4.72 D 75.00 1408.79 3.33 1.9875 0.15 PROPOSED CONDITIONS* 0) c w E i= O l0 d y 'O 3 V J f0 E i- L d fi 0 t•'--- E c'' J .Q f.1 Ti Y _ -O c1 O U) d a co 7 cr. m > >, O > o Q O u) o FO- EL F co 3 U x J o`• Q U) co DA6 DA6,DA69 0.002953 1.89 D 84.20 - 1.88 - 0.10 DA60 DA60,DA2 0.006028 3.86 D 81.90 - 2.21 - 0.10 DA61 DA9B,DA61,DA30C,DA30B 0.004141 2.65 D 80.75 - 2.38 - 0.10 DA62 - 0.021516 13.77 D 75.00 1408.00 3.33 2.06 0.12 DA63 DA63,DA108 0.003763 2.41 D 81.90 924.11 2.21 1.35 0.12 DA64 - 0.020052 12.83 D 75.00 1841.32 3.33 0.95 0.21 DA65 DA65,DAB 0.012334 7.89 D 77.30 1301.22 2.94 1.84 0.14 DA66 - 0.009484 6.07 D 75.00 995.70 3.33 2.26 0.10 DA67 - 0.019202 12.29 D 80.18 2555.71 2.47 1.17 0.26 DA68 - 0.001966 1.26 D 78.29 - 2.77 - 0.10 DA7 DA14,DA9,DA7,DA72,DA10A 0.004469 2.86 D 80.29 - 2.45 - 0.10 DA70 DA70,DA3,DA12A,DA12B,DA11,DA13,DA15,DA16 0.005217 3.34 D 88.80 - 1.26 - 0.10 DA71 - 0.004339 2.78 D 76.38 - 3.09 - 0.10 DA74 - 0.011759 7.53 D 75 - 3.33 - 0.10 *Developed conditions which includes Holleman Drive, Manor Avenue,Market Street,Cottage Lane&The Cottages **Description describes additional DA included within presented DA EXHIBIT 8.1 0 • • • is EXHIBIT 8.2 2-YR EXISTING CONDITIONS HMS RESULTS 41.1 Peak Hydrologic Drainage Discharge Volume Element Area (mit) (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 0 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 DA17 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 liii DA6 0.0153 19.3 16Jan2009, 12:10 1.63 III DA7 0.00738 10.3 16Jan2009, 12:08 1.63 DA8 0.0249 26.4 16Jan2009, 12:16 1.63 L DA9 0.00492 6.9 16Jan2009, 12:08 1.63 • 2-YR PROPOSED CONDITIONS HMS RESULTS II 4 Peak Hydrologic Drainage Discharge Volume ID Element Area (m12) (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 I 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 (m12) (cfs) Time to Peak (in) DA1 0.01994 37.4 16Jan2009, 12:14 3.23 DA10 0.02043 40 16Jan2009, 12:12 3.23 DA11 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 DA17 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 DA5 0.00948 22.3 16Jan2009, 12:08 3.23 DA6 0.0153 32.8 16Jan2009, 12:10 3.23 DA7 0.00738 17.3 16Jan2009, 12:08 3.23 DA8 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 II • Peak Hydrologic Drainage Discharge Volume • Element Area (mit) (cfs) Time to Peak (in) ir DA6 0.0055625 16.7 16Jan2009, 12:07 4.6 DA60 0.00464 10.9 16Jan2009, 12:08 3.23 41. 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 II 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 NA DA67 0.0189219 35.7 16Jan2009, 12:18 3.84 DA68 0.0029219 8.2 16Jan2009, 12:07 4.22 DA7 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 i 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 DA17 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 0.02178 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 0.011204 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 DA8 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 (mi2) (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 DA7 0.00738 30.3 16Jan2009, 12:07 6.63 DA8 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 DA7 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 DA5 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 DA8 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 White Creek Model Plan:Main-PROP-MM 3/16/2009 Unnamed TntxNr Main 330 a Legend • WS 1% WS2%• WS 4% WS10% 325- WS 20% WS 50% Future• Holleman Drive Toppof of Roadway 320- . Holleman Dnve Top of Roadway • 315- 310- Future 6'X5'Proposed Culvert • I 305, 7'X5'Proposed Culvert • • 205 0 500 1000 1500 ,2000 2500 Main Channel Distance(e1 HEC-RAS Plan:Main-PROP-MM Locations.User Defined River Reach River Sta Profile Q Total Min Ch El W.S.Elev Crit W.S. E.G.Elev E.G.Slope Vel Chnl Flow Area Top Width Froude#Chi (cfs) (ft) (ft) (ft) (ft) (Nft) (Ns) (sq ft) (ft) Unnamed Tributar 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 326 5.68 18.94 0.83 Unnamed Tributar 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% 23.90 322.59 323.67 323.24 323.70 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% 3320 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% 5060 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 31640 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% 3320 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 2120 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 31829 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 31424 316.35 0.000211 0.56 172.26 86.43 0.07 Unnamed Tributar 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 35.78 022 Unnamed Tributar Main 10221.67 10% 119.10 310.00 312.94 311.41 312.99 0.002481 178 66.98 38.12 024 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 31330 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 8828 43.79 026 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 30943 312.55 311.94 31270 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 30943 313.02 312.27 313.20 0.008130 4.03 90.07 59.10 045 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 31129 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 30925 312.44 311.54 312.59 0.006228 3.26 81.76 60.25 0.39 ILUnnamed 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 31123 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 31123 311.75 0.012656 429 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 31220 0.012205 4.79 94.66 72.53 0.54 cUnnamed 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 0.3) 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 31026 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 31124 0.007018 2.61 92.08 64.72 0.39 Unnamed Tdbutar Main 9867.082 50% 91.40 307.56 309.32 309.32 309.57 0.066655 4.01 22.78 4524 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 F1 PROP-MM Locations:User Defined(Continued) _ RiverRiver HEC-RAS Ian:Main-PROP-MM Reach Sta ' O El W.S.Profile Total Min Ch Elev CritW.S. E.G.Elev E.G.Slop /el Chnl Flow Area ! Top Width Froude#Chl (clv) (ft) (ft) (0) (9) (0/R) f (8/s) (sq ft) L _(5) Unnamed Tributar Main 9725 573 1% 299.70' 303.55 310.74: 305.971 310.74 0.000086 0.48 655.91 259.04, 0.05 Unnamed Tributar ,Main 9686.643 50% 123.60®' ®,0/ 303.84®'' ' 0.002543®.1113:1111.111111213 0.24 Unnamed Tributar Main 9686 643 20% 204.80 IIMEICIIMME:11=ZEI®' 0403241®IMEMMIEND _027 Unnamed Tributar Main 9686 643 10% 242.40 111WEIMMIEEMIETS®' ' 0.002391 IIIMEMBI ®' _ 024 Unnamed Tributar Main 9686.643 4% 295.10 302.15 308.78 304.93 308.83 0.001647 1.80 173.05 82.39 020 Unearned Tributar Main 9686.643 2% 332.80 302.15 309.W 305.12 309.67 0.000805 1.48 260.91 128.41 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% 1 123.60 302.00 305.14 304.19 305.27 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 9462441 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®'' MI M ' 0.010082 Man 76.57 30.68 _..__._ ®'' �� Unnamed Tributar Main 9462.441 2% � 332.60 302.00 0.010511 Inli 83.58 41.57 MIMEO Unnamed Tributar Main 9462.441 1% 378.70 302.00��� 0.010886 11111.131=11131144.8.4®' - _ _ ------ _ Unnamed Tributar Main 9449 336 50% _ 123.60IMMIEIIIMEZIEIMEMI21.82 22.15 1.01 Unearned Tributar Main 9449.336 x!20% 204.80 Min 304.60 EMEMICOMICE1 0.050922 IIIIIN23 32.74. 26.97 1.00 Unnamed Tributar Main 9449.336 10% 242.40 301.80 3°4.76=2:MMEZTE :1 37.37 28.72 1.00. ®' •. '®' Unnamed Tributar Main 9449.336 4% 295.10 301.80 304.96 r 43.32 30.49 1.01 �'®r Unnamed Tributar Main 9449.336 2% 332.60 301.80 305.10 47.68 31.721 100 Unnamed Tributar Main 9449.336 1% 378.70 301.80 309.26 1•11=3==1 r 1.00 Unnamed Tributar Main 9330.980 50% 13520 300.03, 302.51�� 0.005623® 61.90 4766 0.34 r• 0.048401 Unnamed Tributar Main 9330.980 20% 221.10 300.03 303.08 302.00 0.004704® 90.54 51.41 0.32 a �®' ® ®� Unnamed Tributar Main 9330.980 10% 260.80 300.03 r 0.004349 r 52.89 0.32 Unnamed Tributar Main 9330.980 4% 317.00 300.03 303.65. 302.29 0.004%2 IIMIE3®'' 54.77 0.31 Unnamed Tributar Main 9330.980 2% 356.50 300.03 303.86 302.39 map0.003884 MINEIECI® 56.04 0.31 Unnamed Tributar Main 9330.980 1% 405.50 300.03. 304.09 302.52 IMMEI3 0.003813ZIMIIIMI:MI 57.39 0.31 -- ®" 0.008878 111=33.1.2E131.17 0.42 Unnamed Tributar Main 9195.853 50% 141.60 298.02 301.49 300.08 Unnamed Tributar Main 9195 853 20% 231.60 302.23 300.69 302.38 0.007263 3.17 73.96 43.19 0.40 U____- - .. 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, 30321 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 34.09 027 Unnamed Tributar Main 19096263 20% 231.60 295.88 301.80 299.36 301.89 0.003349 2.44 96.57 44.60 0.28 d Unnamed Tributar Main 9096.263 10% 273.90 295.88 302.13 299.64 30222 0.003229 2.52 111.88 49.60 027 '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 eTributar Main 9096.2632% 374.60 295.88 302.86 300.59 302.96 0.002990 2.61 153.60 64.66 027 Unnamed Tributar Main 9096.263 !1% 426.10 295.88 303.12 300.74 30323 0.002975 2.69 171.67 69.69 027 Unnamed Tributar Main 8995415 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% 25920 295.24 301.43 29928 301.54 0.003671 2.59 100.03 39.60 029 Unnamed Tributar Main 8995.415 10% 308.60 295.24 301.75 299.50 301.87 0.003784 2.72 11326 42.73 029 Unnamed Tributar Main 8995415 4% 375.60 295.24 302.15 299.80 302.28 0.003875 2.87 130.97 46.86 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 85.81 0.31 Unnamed Tributar Main 8201 50% 158.00 296.62 299.14 298.94 299.59 0.031964 5.36 29.54 21.78 090 Unnamed Tributar Main 8201 20% 259.20 296.62 299.93 299.42 300.41 0.018680 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 Maul 8201 4% 375.60 296.62 300.55 299.91 301.14 0.016814 620 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 30029 301.73 0.015293 6.62 78.72 29.19 0.64 White Creek Model Plan:Tdb1-Exist-MM 3/172009 Reach 1 Tnb1 340 4 Legend WS1% WS 2% WSWS4% WS10% WS 20% WS 50% Ground 330- 321:1- 310- 4111 211- 310- • • 300- _- • • • 29 •D13 200 400 BaD 800 1000 ,200 1000 1800 • Main Channel Distance(8) • • • • • • • • • • • a HEC-RAS Plan:Trib1 River Reach 1 Reach.Trib1 Reach River Sta Profile Q Total Min Ch El W.S.Elev Crit W.S. E.G.Elev E.G.Slope Vel Chnl Flow Area Top Wdth Fronde#Chl (efs) (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 Tribi 15443.82 10% 20.90 331.47 332.54 33226 332.62 0.016663 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% 48.70 331.47 332.99 332.83 333.13 0.017987 2.99 16.27 18.58 0.56 C 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 C. Trib1 15248.36 4% 25.70 326.27 327.28 327.21 327.48 0.048281 3.63 7.08 12.79 0.86 Tdbi 15248.36 2% 29.10 326.27 327.34 327.26 327.55 0.047300 3.72 7.83 13.44 0.86 . Trib1 15248.36 1% 33.30 326.27 327.40 327.32 327.63 0.046271 3.81 8.73 14.18 0.86 Trib1 15248.36 0.2% 48.70 326.27 327.60 327.51 327.87 0.044419 4.13 11.78 16.45 0.86 IIITrib1 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 IP 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 ill 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 1505574 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 0.68 CTrib1 14909.99 20% 37.90 304.14 305.47 305.23 305.62 0.023026 3.11 12.17 15.77 0.82 Trib1 14909.99 10% 47.60 304.14 305.62 305.34 305,79 0.020774 3.26 14.60 16.26 0.81 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 r Trib1 14909.99 1% 75.90 304.14 306.00 305.59 306.20 0.017680 3.63 20.90 17.34 0.58 Er 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% 37.90 303.48 305.19 305.21 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% 66.30 303.48 305.83 305.66 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 31.89 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% 66.30 303.13 305.18 305.28 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 02% 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 48.74 40.52 0.37 Trib1 1464128 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 1464128 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% 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 02% 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 1448128 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 98.99 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 39.38 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% 85.80 301.21 302.28 302.37 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 40.84 42.32 0.47 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 ,l HEC-RAS Plan:Trib1 River:Reach 1 Reach Trib1(Continued) ' Reach River Ste Profile Q Total Min Ch El W.S.Elev_J Crit W.S. E.G.Elev E.G.Slope Vel CMI Flow Area Top Width Froude 8 Chl (cfs) ;.!„: (fl) (ft) (0) (ft) (ft/ft) (Ms) (sq 9) (9) Tribi 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% 86.00 300.27 301.88 301.89 0.004428 1.53 58.15 82.54 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% 132.70 300.27 301.91 301.98 0.004977 1.84 72.17 66.59 0.31 Irib1 14301.01 2% 150.30 300.27 301.98 302.04 0.005179 1.94 77.48 67.87 0.32 TTrib1 14301.01 1%-_--� 172.20 300.27 302.08 302.14 0.005367 2.05 83.92 89.40 0.33 Trib1 14301.01 0.2% 251.80 300.27 302.39 302.48 0.005788 2.37 106.32 74.87 0.35 'Tribi 14200.98 50% 51.20 298.40 300.08 300.08 300.30 0.074806 3.77 13.59 31.62 1.01 Tribi 14200.98 20%--�- 88.00 298.40 300.28 300.28 300.56 0.064092 4.22 20.38 35.60 0.98 Tribi 14200.98 10% 108.00 298.40 300.38 300.38 300.69 0.062738 4.50 24.02 37.57 0.99 Tribi •14200.98 4% 132.70 298.40 300.59 300.85 0.041028 4.12 32.17 41.82 0.83 Tribi 14200.98 2% _-- 150.30 298.40 300.71 300.98 0.033689 3.99 37.88 44.15 0.78 Tribi 14200.98 1% 172.20 298.40 300.86 301.10 0.027661 3.87 44.49 47.10 0.70 Tribi 14200.98 0.2% 251.60 298.40 301.41 301.59 0.014633 3.44 73.18 57.37 0.54 Tribi 14095.88 50% 77.30 298.13 299.17 298.34 299.20 0.003829 1.49 51.84 52.55 0. 28 Tribi 14095.88 20% 129.90 296.13 299.60 298.87 299.85 0.003353 1.72 75.52 55.90 0.26 Tribi 14095.88 10% 163.20 296.13 299.77 299.83 0.003829 1.92 8521 56.94 0.28 Tribi 14095.88 4% 200.40 298.13 299.96 300.03 0.003807 2.09 95.78 58.03 0.29 Tribi 14095.88 2% 227.00 296.13 300.09 300.17 0.003830 2.19 103.59 58.84 0.29 Tribi 14095.88 1% 260.10 296.13 300.24 300.32 0.003914 2.31 112.38 59.72 0.30 Tribi 14095.88 0.2% 380.10 296.13 300.86 300.96 0.003736 2.52 150.99 88.41 0.30 Tribi 1487 50% 77.30 295.06 298.86 297.23 298.90 0.002163 1.74 52.10 50.37 0.22 Tribi 1487 20% 129.90 295.08 299.23 297.76 299.31 0.003105 2.34 72.82 61.50 0.27 Tribi 1487 _ 10% 163.20 295.06 299.30 298.07 299.41 0.004331 2.82 7720 63.59 0.32 -- Tribi 1487 4% 200.40 295.06 299.39 298.28 299.54 0.005594 328 83.05 88.28 0.37 ill Tribi _ 1487 _ 2% 227.00 295.06 299.49 298.43 299.66 0.006084 3.51 89.86 70.05 Tribi 1487 1% 260.10 295.06 299.59 298.58 299.78 0.006798 3.81 97.05 73.78 0.38 0.41 Tribi 1487 0.2% 380.10 295.08 300.35 299.16 300.511 0.004692 3.74 162.77 94.15 0.35 III • III• • • • • • • • • • • • • • • • • • • • • White Creek Model Plan:Trib3-Exist-MM 3/172009 AI Reach 1 Tnb3 330- I Legend WS 1% W5 2%2% Ws—tee% WS 10% WS 20% 325- WS 50% • Ground 320- • I 315- / • 310- • 305- 300 0 200 CW 600 a00 loco Main Channel Distance cal HEC-RAS Plan:Trib3-Exist- River Reach 1 Reach:Trib3 Reach River Sta Profile C Total Min Ch El W.S.Elev Crit W.S. E.G.Elev E.G.Slope Vel Chnl Flow Area Top Width Fronde#Chl (cls) (ft) (ft) (0) (ft) (6/9) (Ws) (sq ft) (ft) Trib3 13469.60 50% 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 1346960 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% 82.50 328.94 328.02 328.02 328.30 0.062350 4.29 19.87 38.76 0.99 Trib3 13469.80 1% 94.50 328.94 328.08 328.08 328.38 0.060275 4.44 22.18 40.62 0.99 Trib3 13469.60 02% 141.40 326.94 328.29 328.29 328.84 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 4111 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 3.87 22.50 20.75 0.62 4111 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 GIP 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 0.031858 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 0.030836 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 38.91 43.54 0.73 Trib3 13077.50 50% 27.70 311.04 312.80 312.60 313.01 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 fail 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 8.19 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 Cif Trib3 12919.49 50% 27.70 309.88 311.02 310.52 311.03 0.002615 0.82 33.71 64.28 0.20 1ri53 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 89.27 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 Trib3 12919.49 2% 82.50 309.88 311.58 310.85 311.58 0.002231 1.17 70.46 71.27 0.21 12919.49 1% 94.50 309.88 311.66 310.91 31168 0.002189 1.23 7722 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 0.011339 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 81.62 0.48 Trib3 12791.88 10% 80.40 308.37 310.59 310.31 310.70 0.013344 3.11 39.75 62.58 0.51 Trib3 12791.88 4% 98.70 308.37 310.66 310.48 310.80 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 0.018294 3.93 50.96 64.49 0.80 Trib3 12791.88 0.2% 191.00 308.37 310.96 311.19 0.021931 4.64 64.21 66.67 0.87 C Trib3 12895.28 50% 37.80 306.40 307.79 307.79 308.16 0.082653 4.83 7.83 10.98 1.01 Trib3 12895.28 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 38.77 52.76 065 40 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 59.11 0.53 4' Trib3 12578.03 50% 45.70 300.79 303.34 302.60 303.60 0.020202 4.12 11.08 6.12 0.54 C 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 8.08 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% 135.10 300.79 304.44 305.28 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 02% 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 a • ' • • • • • • • • •• • a a White Creek Model Plan:Main-Exist-MM 3/17/2009 Unnamed Tributar Main 325- Legend • WS_1% WS 2% • / WS 4% WS 10% WS 20% 320- / WS 50% / Gmuna 315- 41111 • 0 310- • 305 • • 205 0 500 1000 1500 2000 2500 • Main Channel Distance(5) a • • • • • • • • • • HEC-RAS Plan.Main River Unearned Tributar Reach:Main Reach River Sta Profile Q Total Min Ch El W.S.Elev Crit W.S. E.G.Elev E.G.Slope Vel Chnl Flow Area Top Width Fronde#Chl (cfs) (ft) (ft) (ft) (ft) PM (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 1528 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 1105074 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 22.80 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% 81.20 320.94 322.09 321.89 322.15 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% 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 Sr 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 02% 81.20 318.54 319.83 379.43 319.88 0.009673 1.84 4424 67.53 0.40 C". 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 2.67 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 0.80 Main 10676.85 02% 81.20 317.29 318.85 318.55 318.96 0.019376 2.72 29.82 42.31 0.57 � �' Main 10595.02 50% 16.30 315.81 316.86 316.49 316.89 0.008669 1.57 10.36 18.23 0.37 SIM Main 10595.02 20% 27.60 315.81 317.09 316.67 317.14 0.009134 1.84 14.98 21.83 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 1 1011 Main 10595.02 02% 81.20 315.81 317.74 317.16 317.84 0.010200 2.52 32.17 31.48 0.44 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 ft 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 It Main 10290.33 50% 58.60 310.19 312.38 310.86 312.39 0.000423 0.57 128.21 104.34 0.09 It Main 10290.33 20% 100.10 310.19 312.89 311.06 312.90 0.000415 0.71 184.12 713.58 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 0.000428 0.85 242.94 119.47 0.10 C 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 CMain 10290.33 0.2% 303.80 310.19 314.36 311.72 314.38 0.000469 1.14 361.34 125.52 0.11 �g Main 10221.67 50% 58.60 310.00 312.30 310.96 312.33 0.001761 1.31 44.72 31.12 0.19 CMain 10221.67 20% 100.10 310.00 312.79 311.29 312.83 0.002219 1.63 61.30 36.48 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 It Main 10221.67 4% 155.40 310.00 313.27 311.63 313.33 0.002615 1.94 80.19 41.73 0.25 333 Main 10221.67 2% 177.10 310.00 313.43 311.75 313.50 0.002731 2.03 87.03 43.48 0.25 I 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 i 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 41 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 80.56 58.72 0.44 le 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 HEC-RAS Plan.Main River:Unnamed Tdbutar Reach:Main(Continued) Reach River Sta Profile 0 Total Min Ch El W.S.Elev Crit W.S. E.G.Elev E.G.Slope Vel Chnl Flow Area Top Width Froude#Chi._ (cfs) _...(0) _.(8) _.(0) (8) ( ) (ft/s) _._(8ft 8) (ft) Main 10101.99 50% 77.90 309.25 311.83 310.89 311.70 0.004765 2.09 40.84 40.91 0.31 Main 10101.99 20% 132.90 30925 312.03 311.19 312.13 0.005483 2.65 59.00 50.04 0.35 Main 10101.99 10% 167.90 309.25 312.24 311.36 312.38 0.005781 2.93 89.82 55.13 0.37 Main •10101.99 4% _ 206.10 30925 312.43 311.53 312.58 0.006078 3.21 81.08 59.98 0.38 Main 10101.99 2% 234.80 30925 312.57 311.85 312.73 0.008274 3.39 8928 83.28 0.39 Main _ 110101.99 --1% 268.90 30925 312.71 311.77 312.89 0.008482 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% 77.90 308.95 311.13 310.87 311.28 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 81.90 61.75 0.49 Main 10040.69 10% _ 187.90 308.95 311.72 31128 311.88 0.010914 4.17 74.88 88.17 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% 288.90 308.95 312.18 311.60 312.37 0.010982 4.78 107.77 76.42 0.52 Main 10040.69 0.2% 402.80 308.95 312.87 311.94 312.90 0.011434 5.45 148.30 92.78 0.54 Main 9939.552 50% 77.90 308.00 31043 309.78 31047 0.004319 7.55 50.26 53.57 028 Main 9939.552 20% 132.90 308.00 310.77 310.02 310.83 0.004883 1.91 69.43 59.12 0.31 ia,_ ._- Main 9939.552 10% 187.90 308.00 310.95 310.14 311.02 0.005124 2.09 80.27 62.04 0.32 Main 9939.552 4% 208.10 308.00 311.13 310.25 311.21 0.005300 2.28 91.31 64.55 Main 9939.552_ 2% 234.80 308.00 311.24 310.32 377.33 0.005489 2.38 98.76 86.12 0.33 0.34 IIIII Main 9939.552 1% 268.90 308.00 311.37 310.41 311.47 0.005818 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 13826 73.88 0.38 Main 9867 082 50% 91.20 307.58 309.33 309.33 309.57 0.088356 3.88 2348 49.99 1.00 Main 9867082 20% 15520 307.56 309.54 309.54 309.86 0.061731 4.54 34.21 53.48 1.00 IIIP Main 9867.082 10% 195.90 307.56 309.65 309.85 310.02 0.080013 4.87 4022 55.31 1.01 Main .9867 082 4% 240.40 307.56 309.77 309.77 310.18 0.057774 5.16 48.82 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 CV Main 9867 082 1% ;I 313.50 307.56 309.94 309.94 310.41 0.054251 5.52 56.84 80.13 1.00 Main 9867 082 0.2% 467.90 307.56 310.24 310.24 310.83 0.051725 8.18 75.77 85.31 1.01 Main 9725.573 50% 114.00 303.55 306.78 305.22 308.79 0.001848 1.42 80.39 49.94 0.20 116 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 7.80 153.38 86.44 0.20 Main '9725.573 4% 293.80 303.55 308.28 305.95 308.31 0.001883 1.59 19025 109.16 0.20 Main 9725.573 2% 334.10 303.55 308.47 306.08 308.51 0.001770 1.83 212.12 113.18 0.20 Main 9725.573 1% 382.00 303.55 308.74 308.21 308.78 0.001572 1.85 248.11 144.26 0.19 firMain ,.9725.573 0.2% 570.20 303.55 309.36 308.74 309.41 0.001672 1.82 347.48 172.29 0.20 C Main 9686.643 50% 114.00 302.15 306.88 303.76 308.73 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%' 239.80 302.15 307.77 304.61 307.88 0.002794 2.32 103.94 41.85 0.25 1 Main '19686.643 4% 293.80 302.15 308.11 304.92 306.20 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 0.003588 2.54 157.02 79.04 0.29 Main 9686.643 0.2% _ 570.20 302.15 309.17 30621 309.30 0.003892 2.98 208.15 94.97 0.31 II Main 9649.044 50% 124.30 302.87 30649 305.05 306.61 0.009823 278 44.72 34.85 0.43 i Main 9649.044 20% 20820 302.87 307.28 306.16 307.36 0.007043 2.60 79.99 54.85 0.38 1 Main ,9649.044 10% 281.60 302.87 307.59 306.37 307.70 0.006007 2.85 96499.32 60.86 0.36 964 Main 9.044 4',6 ' 320.50 302.87 307.91 306.62 308.02 0.005428 2.71 119.30 86.49 0.35 L Main 9649 044 2% 384.40 302.87 308.11 306.78 308.23 0.005172 2.77 133.42 70.19 0.34 Main 9649 044 1% 416.70 302.87 308.42 306.95 308.53 0.004486 2.74 155.63 75.81 0.32 rMain 9649.044 :0.2% II 820.90 302.87 308.98 307.40 309.14 0.004720 3.21 200.50 81.97 0.34 Main 9540.031 50% _ 12430 301.50 305.78 304.29 305.88 0.004801 2.51 49.57 25.70 0.32 ti Main 9540.031 20% 208.20 301.50 306.51 304.87 306.84 0.006214 2.89 72.13 37.83 0.37 Main 9540 031 10% 261.60 301.50 308.87 305.17 307.01 0.006634 3.02 88.72 44.88 0.38 Aiii Vi Main 9540.031 4% 320.50 301.50 307.21 305.48 307.38 0.006681 3.10 103.36 51.93 0.39 Main 9540.031 _2% 384.40 301.50 307.43 305.66 307.59 0.006705 3.18 115.37 58.73 0.39 Main 9540.031 1% 416.70 301.50 307.76 305.90 307.90 0.007770 3.01 138.87 83.04 0.41 ,ii Main 9540.031 0.2% 620.90 301.50 308.39 306.70 308.55 0.008156 323 192.18 86.44 0.38 I., Main 9462.441 50% 124.30 302.00 305.14 304.20 305.27 0.0078962.90 42.92 27.64 0.41 Main 9462.441 20% 20820 302.00 305.71 304.70 305.90 0.0091141 3.48 60.18 33.06 0.45 C Main ;9462.441 10% 281.60 302.00 308.00 304.97 306.21 0.009847 3.74 70.01 35.79 0.47 Main _ 9462441 4% 320.50 302.00 306.29 305.21 306.53 0.010395 3.94 81.30 40.85 0.49 gyp` Main 9462.441 2% 364.40 302.00 306.49 305.38 306.74 0.010780 4.07 89.49 43.86 0.50 s -._-_- 1% Main 9482.441 '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% 820.90 302.00 307.40 306.19 307.72 0.011625 4.55 136.80 60.34 0.53 • Main x49449.336 50% 124.30 301.80 304.17 304.17 304.66 0.053932 5.62 22.11 22.30 0.99 1 Main 9449 336 20% _ 20820 301.80 304.82 304.62 30523 0.050297 8.25 33.29 27.19 1.00 Main 19449.336 x,10% 281.80 301.80 304.84 304.84 305.52 0.049069 6.59 39.70 29.42 1.00 il. Main 9449.336 4% _ __ - 320.50 301.80 305.08 305.06 305.81 0.047835 6.92 48.35 31.35 1.00 Main 9449 336 2% 364.40 301.80 305.22 305.22 308.00 0.048831 7.11 5113 32.89 1.00 Main 9449336. A43.nu.{ 418.70 301.80 305.39 305.39 306.22 0.045879 7.32 56.96 34.20 1.00 HEC-RAS Plan:Main River:Unnamed Tributar Reach:Main(Continued) Reach 1 River Sta ' Profile Q Total Min Ch El W.S.Elevr Crit W.S. E.G.Elev E.G.Slope Vel Chnl Flow Area Top Width Froude#Chl _ (Os) (ft) (ft) ! (ft) (ft) (ft/ft) (Ws) (sq ft) (ft) Main 9449.336 0.2% A 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 0.005528 2.14 59.93 47.10 0.33 Main 9330.980 120% 214.40 300.03 303.07 301.98 303.16 0.004551 2.39 89.70 51.31 0.32 46, Main 9330.980 10% 269.10 300.03 303.42 302.16 303.51 0.004089 2.49 108.01 53.39 0.31 Main 9330.980 4% 330.10 300.03 303.75 302.32 303.88 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 58.73 0.30 Main 9330.980 1% _ 429.10 300.03 304.22 302.57 304.34 0.003881 2.81 152.74 58.16 0.31 111 Main _19330.980 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% 137.00 298.02 301.17 300.05 301.60 0.008692 2.92 18.86 30.98 .4 Main 9195.853 20% 228.70 298.02 302.24 300.67 302.39 0.006934 3.10 71.60 43.55 2 0.39 Main 19195.853 10% 287.10 298.02 302.67 301.23 302.82 0.006519 3.13 95.64 56.60 0.38 a Main 9195.853 4% 351.70 298.02 303.09 301.58 303.24 0.005470 3.11 121.91 88.80 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% 456.80 296.02 303.62 301.89 303.77 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 4; Main9096.263 50% 137.00 295.88 301.00 298.86 301.07 0.003388 2.09 85.55 34.10 0.27 Main 9096.263 20% 228.70 295.88 301.84 299.34 301.93 0.003101 2.36 98.54 45.28 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% _ 351.70 295.88 302.78 300.51 302.88 0.002710 2.58 148.15 59.39 0.28 Ma in 9096.263 2/ 399.50 295.88 303.03 300.66 303.14 0.002608 2.65 183.10 62.23 0.26 41 Main . 11% _ 456.80 295.88 303.31 300.83 303.43 0.002587 2.77 180.85 84.80 0.26 Main 9096 263 10.2% 679.10 295.88 304.28 301.44 304.42 0.002636 3.15 251.54 89.21 0.27 Main 8995.415 50% 15870 295.24 300.67 298.79 300.74 0003092 219 72.61 3213 026 Main 8995.415 20% 286.10 295.24 301.48 299.30 301.59 0.003687 2.61 101.94 40.08 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% 488.00 295.24 302.87 300.18 302.81 0.004135 2.92 159.87 63.52 0.31 Main i 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 W 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% 286.10 296.82 299.93 299.45 300.43 0.019899 5.71 47.94 24.82 0.68 411 Main 8201 10% 334.50 296.62 300.17 299.74 300.81 0.022015 6.14 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% 468.00 296.62 300.82 300.24 301.56 0.018818 8.97 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 18201 10.2% t 794.80 296.62 301.97 301.29 303.02 0.017919 8.41 108.53 32.82 0.72 C C C • C C IMP • • I • • • • is • • • 111 • • • • • ' • • • • • • • • • 4 White Creek Model Plan:Main_Fork1-Exist-MM 3/17/2009 Unnamed Tnbutar Forkl 326- ascend 040 1% W0 2% • WS 4% 326- WS 10% 411 /j WS 20% / WS 60% Ground 324- 322- / • 320- • • 318- • • 31677.77 - • • 314- • 312- • 310 • 0 200 400 600 800 1000 Main Channel Distance(a) • • CO HEC-RAS Plan.Fork1 River.Unnamed Tributar Reach.Fork1 Reach River Sta Profile Q Total Min Ch El W.S.Elev Crit W.S. E.G.Elev E.G.Slope Vel Chnl Flow Area Top Width Fronde#Chi (cfs) (ft) (ft) (ft) (ft) (9/8) (8/5) (sq ft) (ft) Fork1 857.2039 50% 23.40 326.00 326.83 326.83 326.98 0.082203 3.03 7.73 27.36 1.00 Forks 857.2039 20% 40.00 326.00 328.98 326.98 327.15 0.067845 3.29 12.15 32.79 0.95 Fork1 857.2039 10% 50.60 326.00 327.03 327.03 327.24 0.076497 3.69 13.70 34.09 1.03 Forks 857.2039 4% 62.20 326.00 327.09 327.09 327.33 0.074078 3.87 16.06 36.30 1.03 Fork1 857.2039 2% 70.90 326.00 327.14 327.14 327.39 0.072734 4.02 17.63 37.14 1.03 Fork1 857.2039 1% 81.20 326.00 327.18 327.18 327.45 0.070339 4.17 19.48 37.91 1.02 Fork1 857.2039 0.2% 123.00 326.00 327.36 327.36 327.70 0.064649 4.66 26.37 40.66 1.02 Fork1 747.7705 50% 23.40 322.59 323.78 323.22 323.81 0.004135 1.27 18.44 25.09 0.26 Forkt 747.7705 20% 40.00 322.59 324.05 323.40 324.09 0.004608 1.57 25.51 27.45 0.29 Forks 747.7705 10% 50.80 322.59 324.19 323.49 324.24 0.004899 1.72 29.50 29.07 0.30 Fork1 747.7705 4% 62.20 322.59 324.33 323.59 324.38 0.005190 1.86 33.51 30.64 0.31 Fork1 747.7705 2% 70.90 322.59 324.42 323.66 324.48 0.005374 1.95 38.35 31.70 0.32 Forks 747.7705 1% 81.20 322.59 324.51 323.72 324.58 0.005655 2.06 39.35 32.78 0.33 Fork1 747.7705 0.2% 123.00 322.59 324.84 323.96 324.93 0.006380 2.42 50.87 36.62 0.36 Forkt 459.9240 50% 30.30 319.59 320.29 320.42 0.052995 2.81 10.77 31.05 0.84 Fork1 459.9240 20% 51.60 319.59 320.47 320.61 0.043974 3.05 16.93 37.61 0.80 Fork1 459.9240 10% 65.10 319.59 320.56 320.72 0.040148 3.20 20.33 39.16 0.78 Fork1 459.9240 4% 80.00 319.59 320.65 320.82 0.036466 3.32 24.07 40.79 0.76 Fork1 459.9240 2% 91.10 319.59 32072 320.90 0.034671 3.41 26.71 41.90 0.75 Fork1 459.9240 1% 104.30 319.59 320.79 320.98 0.032034 3.47 30.05 43.26 0.73 Fork1 459.9240 0.2% 156.80 319.59 321.05 320.84 321.27 0.027378 3.75 41.86 47.78 0.71 Forks 244.7146 50% 30.30 315.47 317.21 317.26 0.006685 1.81 16.74 19.22 0.34 Fork1 244.7146 20% 51.60 315.47 317.61 317.67 0.006528 2.05 25.18 23.57 0.35 Fork1 244.7146 10% 65.10 315.47 317.81 317.88 0.006404 2.16 30.19 25.81 0.35 Fork1 244.7146 4% 80.00 315.47 318.00 318.08 0.006332 2.28 35.39 27.95 0.35 Fork1 244.7146 2% 91.10 315.47 318.14 318.22 0.006240 2.32 39.23 29.42 0.35 Fork1 244.7146 1% 104.30 315.47 318.28 318.37 0.006215 2.40 43.48 30.96 0.36 Fork1 244.7146 0.2% 156.80 315.47 318.77 318.88 0.005883 2.60 60.23 36.42 0.36 For51 55.62691 50% 35.30 311.89 313.64 313.64 314.09 0.064395 5.36 6.58 7.50 1.01 F0k1 55.62691 20% 59.90 311.89 314.06 314.06 314.61 0.080314 5.97 10.03 9.26 1.01 Fork1 55.62691 10% 75.60 311.89 314.26 314.26 314.88 0.058879 6.27 12.05 10.15 1.01 Fork1 55.62691 4% 92.80 311.89 314.47 314.47 315.13 0.056676 6.51 14.26 11.04 1.01 Fork1 55.62691 2% 105.70 311.89 314.61 314.61 315.30 0.055988 6.69 15.79 11.82 1.01 Forks 55.82691 1% 121.00 311.89 314.77 314.77 315.49 0.053735 6.82 17.75 12.32 1.00 Forks 55.62691 0.2% 181.20 311.89 315.26 315.26 316.12 0.052065 7.45 24.31 14.42 1.01 Fork1 0 50% 35.30 310.19 312.38 310.73 312.38 0.000155 0.35 127.78 104.16 0.06 Fork1 0 20% 59.90 310.19 312.89 310.87 312.89 0.000149 0.42 183.80 113.52 0.06 Fork1 0 10% 75.60 310.19 313.15 310.94 313.15 0.000150 0.47 213.76 117.00 0.06 Fork1 0 4% 92.80 310.19 313.40 311.02 313.40 0.000151 0.51 243.38 119.49 0.06 Fork1 0 2% 105.70 310.19 313.56 311.08 313.56 0.000154 0.54 282.58 120.49 0.06 Fork1 0 1% 121.00 310.19 313.75 311.14 313.75 0.000155 0.57 285.58 121.68 0.06 Forks 0 0.2% 181.20 310.19 314.36 311.33 314.37 0.000167 0.68 360.98 125.50 0.07