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HomeMy WebLinkAboutDrainage StudyDrainage Study FOR Creek Meadows — Section 2, Phase 1B College Station Brazos County, Texas August 11, 2009 Prepared For: Creek Meadow Partners, L.P. 3988 Greens Prairie Road College Station, TX 77845 Prepared By: RME Consulting Engineers Texas Firm Registration No. F- 004695 P.O. Box 9253 College Station, TX 77845 RME No. 202 -0316 Drainage Study FOR Creek Meadows — Section 2, Phase 1B College Station Brazos County, Texas August 11, 2009 Prepared For: Creek Meadow Partners, L.P. 3988 Greens Prairie Road College Station, TX 77845 Prepared By: RME Consulting Engineers Texas Firm Registration No. F- 004695 P.O. Box 9253 College Station, TX 77845 RME No. 202 -0316 Drainage Study Creek Meadows — Section 2, Phase 1B College Station Brazos County, Texas TABLE OF CONTENTS: PAGE 1.0 General Information 1 1.1 Scope of Report 1 1.2 Site and General Location 1 1.3 Description of Existing Conditions and Drainage Patterns 2 1.4 FEMA Information 2 2.0 Watersheds & Drainage Areas 2 2.1 Detention Facility Watersheds (Existing Conditions) 2 2.2 Detention Facility Watersheds (Ultimate & Proposed Conditions) 3 2.3 Sub - Drainage Basins for Storm Sewer Collection System 4 3.0 Hydrologic Modeling 4 3.1 SCS -TR 20 Formula and Methodology 4 3.2 Rational Formula and Methodology 6 3.3 Cumulative Precipitation "P" 6 3.4 SCS Runoff Curve Numbers "CN" 6 3.5 Time of Concentration 8 3.6 Stormwater Runoff Quantities 9 4.0 Detention Facility & Routing 10 4.1 Detention Facility Criteria 10 4.2 Methodology 11 4.3 Detention Facility Configuration 11 4.4 Detention Facility Outlet Structures 12 4.5 Routing Results and Conclusions 12 5.0 Storm Drainage System 13 5.1 Street Drainage 13 5.2 Storm Drain Inlets 15 5.3 Storm Drain Conduits 16 5.4 Culverts 17 6.0 Certification 19 202 -0316 Drainage Report- S2P1B.docx Page - i LIST OF TABLES: PAGE Section 3.0 — Hydrologic Modeling Table #1: Rainfall Depth 6 Table #2: Composite Curve Number 6 Table #3: T Overland Sheet Flow 7 Table #4: T Shallow Concentrated Flow 8 Table #5: Tc Summary 8 Table #6: Drainage Basin Runoff Quantities 9 Section 4.0 — Detention Facility Routing Table #7: Detention Facility Routing 13 Section 5.0 — Storm Drainage System Table #8: Street Drainage Summary 14 Table #9: Curb Inlet Summary 16 Table #10: Storm Drainage Summary 17 Table #11: Culvert Summary 18 202 -0316 Drainage Report- S2P1B.docx Page - ii ATTACHMENTS: Section 1.0 — General Information Preliminary Plat Final Plat Vicinity Map FIRM Panel Maps Section 2.0 — Watersheds & Drainage Areas Peach Creek Drainage Basin Map Existing Conditions Drainage Area Map Proposed Conditions Drainage Area Map Ultimate Conditions Drainage Area Map Storm System Drainage Area Map Section 3.0 — Hydrologic Modeling Hydrologic Soil Group Data HydroCAD — Existing Conditions Drainage Calculations HydroCAD — Prop Conditions Drainage Calculations HydroCAD — Ultimate Conditions Drainage Calculations Section 4.0 — Detention Facility & Routing GP -01: Site Grading & Drainage Plan HydroCAD — Proposed Conditions Pond Routing Calculations — Pond 6 HydroCAD — Ultimate Conditions Pond Routing Calculations — Pond 6 Section 5.0 — Storm Drainage System Winstorm — Hydraulic Computations — Storm Drainage System "A" Winstorm — Hydraulic Computations — Storm Drainage System `B" ST -01 thru ST -03: Street & Drainage Plan/Profile THYSYS — Hydraulic Computations 202 -0316 Drainage Report- S2P1B.docx Page - iii 1.0 GENERAL INFORMATION Drainage Study Creek Meadows — Section 2, Phase 1B College Station Brazos County, Texas 1.1 Scope of Report: This report addresses the existing conditions and proposed drainage improvements for the Creek Meadows subdivision, Section 2, Phase 1B, anticipated future developments in subsequent phases, and what is planned to occur upstream of this development, but only areas contained within the same primary watershed. This drainage study's scope will analyze the proposed regional detention facilities design methods and proposed configurations, and the internal storm drainage system improvements designed for the Phase 1B development. All drainage system improvements (i.e. regional detention facilities, storm sewer, etc...) will be designed to accommodate the anticipated ultimate development conditions. The proposed development and drainage improvements are designed and analyzed in accordance with the criteria outlined in the "Unified Stormwater Design Guidelines" (USDG) manual of the City of College Station (CoCS). 1.2 Site and General Location: The master planned development, Creek Meadows subdivision, consists of 293.222 acres of land consisting of three tracts (20.179 acre tract, 176.043 acre tract, and a 96.00 acre tract). Section 2, Phase 1A will consist of 7.596 acres, located within the middle 176.043 acre tract, and will consist of the platting of thirty (30) residential lots with the construction of their associated improvements of paving, drainage, and utilities. Subsequent future developments and phases are proposed upstream of Phase 1B. The proposed and future developments and phases are depicted on the Preliminary Plat which is provided in the "Attachment — Section 1.0" portion of this report. Also, the Final Plat of Creek Meadows — Section 2, Phase 1B is provided in the same location of this report. The parent 176.043 acre tract is bordered by Greens Prairie Trail to the East, Royder Road to the South and Southwest, and Greens Prairie Road West to the West. Developments adjacent to the parent tract, all of which are rural residential, consist of Royder Ridge to the South, Woodlake to the East, and Wellborn Oaks to the Northeast. Access to the subdivision will be accomplished by Royder Road, Greens Prairie Trail and Greens Prairie Trail West. The subject development, Creek Meadows Subdivision — Section 2, Phase 1B, is adjacent and immediately east of the platted Section 2, Phase 1B. A Vicinity Map, for this project site, is provided and is located in the "Attachment — Section 1.0" portion of this manual. This map is being provided as an aid in locating the site. Drawings describing the work and its specific locations are contained in the 202 -0316 Drainage Report- S2P1B.docx Page -1 Creek Meadows — Section 2, Phase 1B RME Consulting Engineers Drainage Study August 11, 2009 Construction Drawings prepared by RME Consulting Engineers, College Station, Brazos County, TX. These Construction Drawings are included as part of this Drainage Report by reference. 1.3 Description of Existing Conditions and Drainage Patterns: The 176.043 -acre tract, which contains the proposed development of Creek Meadows Subdivision — Section 2, Phase 1B, is a moderately well sloping (approximately 1.0 %) undeveloped site with natural drainage systems that convey runoff to an existing drainage channel located along Woodlake Subdivision. The Creek Meadows subdivision, Section 2, Phase 1B area is primarily an unimproved. Existing land -cover general consists of open grassy areas with some thick brush, weeds, and trees along the unnamed tributary. Elevations range on the site from approximately 310' Mean Sea Level (MSL) to approximately 317' MSL. The Brazos County soil maps, as reported on the NRCS Web Soil Survey web -based program, indicates that the studied area is primarily comprised of Type C and D soils. These soils generally consist of clays or silty clay /sand mixtures with low absorption rates. Both pre -and post - runoff from the subject development will drain in a southeasterly direction through proposed drainage structures and into a detention facility (called Pond 6) for Section 2 of the Creek Meadows development. Runoff is then discharged into the existing drainage channel adjacent to Woodlake subdivision which drains under Greens Prairie Trail via a double barrel 24" CMP, thence into an unnamed tributary of Peach Creek. Eventually the unnamed tributary discharges into Peach Creek, thence to the Navasota River, thence to the Brazos River and ultimately to the Gulf of Mexico. 1.4 FEMA Information: The entire master planned Creek Meadow Subdivision does not lie within mapped 100 - year floodplain as graphically depicted by the Federal Emergency Management Agency (FEMA) — Flood Insurance Rate Map (FIRM) Community/Panel number 480083 0205D, with an effective date of February 9, 2000. A portion of these FIRM Panel Map is located in the "Attachment — Section 1.0" section of the Drainage Report. However, with the original Drainage Study for Creek Meadows — Section 1A & 1B (dated March 8, 2007), RME performed a hydraulic analysis of the unnamed tributary between Royder Road and upstream to the called Pond 4 of Creek Meadows. The resulting proposed 100 -year floodplain is illustrated in plan view on the Preliminary Plat and as stated before is contained in the "Attachment — Section 1.0" portion of the report. However, Section 2, Phase 1B is not located within this study watershed. 2.0 WATERSHEDS & DRAINAGE AREAS 2.1 Detention Facility Watersheds (Existing Conditions): As previously discussed, the Creek Meadows subdivision is located in a watershed of an unnamed tributary that drains into the Peach Creek Draiange Basin Map. An exhibit of 202 -0316 Drainage Report-S2P 1 B.docx Page - 2 Creek Meadows — Section 2, Phase 1B RME Consulting Engineers Drainage Study August 11, 2009 this watershed has been included in the "Attachment — Section 2.0" appendix of the report. Since this drainage study will include the hydrologic/hydraulic modeling of one (1) regional detention facility (called Pond 6), an appropriate drainage area map called the Existing Conditions Drainage Area Map (which is located in the "Attachment — Section 2.0" portion of the Drainage Report), was developed for considerations of runoff patterns and analysis and is described as follows. Drainage Area "X" — This drainage area is approximately 14.7 acres and will consist of the proposed development area of Creek Meadows — Section 2, Phase 1B and upstream contributing areas, at pre - development or existing conditions. At the downstream limit of this drainage area is the 2 -24" CMP culvert crossing at Greens Prairie Trail. Analysis of this drainage area will provide runoff characteristics for the appropriate portion of the subject development at its current existing conditions. This runoff data will be the "benchmark" data for the respective post - development area analysis so that increased runoff can be measured and appropriately detained. 2.2 Detention Facility Watersheds (Ultimate & Proposed Conditions): For post- development conditions two (2) individual drainage basins were considered and analyzed and are as follows. The Proposed Conditions Drainage Area Map and the Ultimate Conditions Drainage Area Map illustrates these drainage areas and is located in the "Attachment — Section 2.0" section of the Drainage Study. Drainage Area Map "P" — This drainage area consists of 13.8 acres and is moderately identical in shape as Drainage Area "X ". Hydrologic differences between these two drainage areas are as described as follows: • Improvements resulting from Section 2, Phase 1B; Proposed runoff conditions from this drainage area will be evaluated at the anticipated development conditions. The hydrologic data generated from this drainage area will be conveyed into Pond 6, routed through the regional detention facility and discharged to the 2 -24" CMP culvert crossing at Greens Prairie Trail. Ultimately, routed flow will be compared to the runoff values generated from Drainage Area "X" benchmark data; Drainage Area Map "PuLT" — This drainage area consists of the same 13.8 acres of land as depicted in Drainage Area "P ". Hydrologic differences between these two drainage areas are as described as follows: • Current proposed improvements resulting from Section 2, Phase 1B; • Future improvements resulting from the western edge of Section 2, Phase Two and all of Section 2, Phase Three; Proposed runoff conditions from this drainage area will be evaluated at the anticipated development conditions. The hydrologic data generated from this drainage area will be conveyed into Pond 6, routed through the regional detention facility and discharged to the 2 -24" CMP culvert crossing at Greens Prairie Trail. Ultimately, routed flow will be compared to the runoff values generated from Drainage Area "X" benchmark data; 202 -0316 Drainage Report- S2P1B.docx Page - 3 Creek Meadows — Section 2, Phase 1B RME Consulting Engineers Drainage Study August 11, 2009 2.3 Subdrainage Basins for Storm Sewer Collection System: For analysis of the internal storm drainage system, the proposed Drainage Area "P" and "PuLT" were further broken down into smaller sub - drainage areas so that individual curb inlets, grate inlets, and conveyance elements could properly be designed and analyzed. The Storm System Drainage Area Map illustrates these sub - drainage areas and is located in the "Attachment — Section 2.0" portion of this Drainage Study. The sub - drainage areas, per system, are briefly described below. Please note that when sub - drainage areas abutted or received runoff from future phases, the hydrologic model reflected the worse -case scenario for that receiving node. Location dictated whether existing drainage conditions were modeled or future /ultimate development conditions were modeled. • System A —The sub - drainage area of the proposed storm sewer system receives runoff from the northern two- thirds of Section 2, Phase 1B. Special considerations were made for this system's sub - drainage areas within and are noted as follows: DA A4 — Runoff calculated from this drainage area was inputted into called Junction Box A4. This drainage area was modeled at ultimate drainage conditions which are estimated to create worse -case runoff conditions vs. proposed drainage conditions. DA A4 will be further sub - divided and remodeled with the construction of future drainage improvements for subsequent phases; • System B —The sub - drainage area of the proposed storm sewer system receives runoff from the south third of Section 2, Phase 1B; • System C —The sub - drainage area is the basin for the Clear Meadow Creek Avenue driveway culvert proposed to be installed at its intersection with Greens Prairie Trail; 3.0 HYDROLOGIC MODELING 3.1 SCS — TR 20 Formula and Methodology: The Natural Resources Conservation Service (MRCS), formerly the Soil Conservation Service, developed the runoff curve number method as a means of estimating the amount of rainfall appearing as runoff. The SCS -TR 20 formula calculates the peak discharge and volumes in a reliable fashion for moderate sized (50 to 400 acres) watersheds. This hydrologic method will also be utilized for all detention facility sizing regardless of the size of the contributing drainage area. The SCS unit hydrograph procedure (also known as the TR -20 runoff method) generates a runoff hydrograph by the following basic steps: (For brevity, this is a simplified description.) The SCS -TR20 methodology was employed for hydrologic computations of the Pre -, Post -, and Ultimate - Development Watersheds/Drainage Areas. 202 -0316 Drainage Report- S2P1B.docx Page -4 Creek Meadows — Section 2, Phase 1B RME Consulting Engineers Drainage Study August 11, 2009 1. A rainfall distribution is selected which indicates how the storm depth will be distributed over time. This is usually a standardized distribution, such as the SCS Type II storm, and often has a standardized duration of 24 hours; 2. The design storm depth is determined from rainfall maps, based on the return period being modeled. Combined with the rainfall distribution, this specifies the cumulative rainfall depth at all times during the storm; 3. Based on the Time -of- Concentration (Tc), the storm is divided into "bursts" of equal duration. For each burst, the SCS runoff equation and the average Curve Number (CN) are used to determine the portion of that burst that will appear as runoff; The SCS runoff equation determines the precipitation excess runoff that results from a given cumulative precipitation: (P -Ia) Q= (Q =0 if P <Ia) (P -Ia) +S 1000 S= CN with Ia = 0.2 S (P -.2S) Q= (P +.8S) 10 where, Q = Precipitation excess runoff (inches); P = Cumulative precipitation (inches) — Table C -6 of the USDG — further discussion in the next sub - section; Ia = Initial abstraction (inches); S = Potential maximum retention (inches); CN = Curve Number — The Antecendent Mositure Condition (AMC) 1 and 3 are implemented by adjusting the Curve Numbers. The AMC specifies the moisture level in the ground immediately prior to the storm. Four conditions are defined: 1 I Dry 2 - II Normal 3 - III Wet 4 - Frozen or Saturated It is common policy to use AMC 2 for most design work. Other values should be used only under special circumstances. AMC 3 is sometimes used to study wet conditions, such as a spring rainfall event. AMC 3 usually causes a dramatic increase in runoff, and is not normally used for design purposes. Unless otherwise specified AMC 2 will be utilized for all hydrologic computations that employ the SCS -TR 20 method. 202 -0316 Drainage Report- S2P1B.docx Page - 5 TABLE #2 Composite Curve Number (CNwtd) Drainage Area I.D. Open Space Good Condition CN =80 Type D Pasture Good Condition CN =80 Residential (1/4 acre) CN =87 Composite CNwtd X P Pult 0.0% 7.0% 9.0% 100.0% 46.0% 0.0% 0.0% 47.0% 91.0% 80 83 86 Creek Meadows — Section 2, Phase 1B RME Consulting Engineers Drainage Study August 11, 2009 4. A Unit Hydrograph, in conjunction with the Tc, is used to determine how the runoff from a single burst is distributed over time. The result is a complete runoff hydrograph for a single burst; 5. Individual hydrographs are added together for all bursts in the storm, yielding the complete runoff hydrograph for the storm. 3.2 Cumulative Precipitation "P ": As sited earlier the NRCS SCS -TR20 methodology utilizes rainfall depth "P" at various storm durations for the various storm frequencies that will be analyzed. The information reported in the SCS TP40 is provided in Table C -6 of the USDG, for Brazos County, TX, and is summarized below in Table #1 — "Rainfall Depth ". 3.3 SCS Runoff Curve Numbers "CN ": The Soils Conservation Service (SCS) runoff Curve Number, for each sub - drainage basin, was determined by composite method of percentage of land cover to the total sub - drainage basin. These CNs were estimated from the NRCS, Urban Hydrology for Small Watersheds, TR 55 (June 1986) by comparison of runoff surface types. Runoff surface types where determined by field reconnaissance, aerial maps, and utilizing the NRCS Web Soil Survey web -based program. The associated sectional maps and Hydrologic Soil Group Data figures and tables which substantiate the selection of these CNs are contained in the "Attachment — Section 3.0" portion of the Drainage Study. Calculations for the composite runoff CNs are illustrated below in Table #2 — "Composite Curve Number ". 3.4 Time of Concentration: The Time -of- Concentration (Tc), for each watershed, is used to determine the intensity of the rainfall event for the corresponding drainage basin. Time -of- Concentration is defined as the time required for the surface runoff to flow from the most hydraulically remote 202 -0316 Drainage Report-S2P 1 B.docx Page - 6 TABLE #1 Rainfall Depth Storm Duration 2 -YR 5 -YR 10 -YR 25 -YR 50 -YR 100 -YR 500 -YR 24 -hr 4.50 6.20 7.40 8.40 9.80 11.00 16.17 Creek Meadows — Section 2, Phase 1B RME Consulting Engineers Drainage Study August 11, 2009 4. A Unit Hydrograph, in conjunction with the Tc, is used to determine how the runoff from a single burst is distributed over time. The result is a complete runoff hydrograph for a single burst; 5. Individual hydrographs are added together for all bursts in the storm, yielding the complete runoff hydrograph for the storm. 3.2 Cumulative Precipitation "P ": As sited earlier the NRCS SCS -TR20 methodology utilizes rainfall depth "P" at various storm durations for the various storm frequencies that will be analyzed. The information reported in the SCS TP40 is provided in Table C -6 of the USDG, for Brazos County, TX, and is summarized below in Table #1 — "Rainfall Depth ". 3.3 SCS Runoff Curve Numbers "CN ": The Soils Conservation Service (SCS) runoff Curve Number, for each sub - drainage basin, was determined by composite method of percentage of land cover to the total sub - drainage basin. These CNs were estimated from the NRCS, Urban Hydrology for Small Watersheds, TR 55 (June 1986) by comparison of runoff surface types. Runoff surface types where determined by field reconnaissance, aerial maps, and utilizing the NRCS Web Soil Survey web -based program. The associated sectional maps and Hydrologic Soil Group Data figures and tables which substantiate the selection of these CNs are contained in the "Attachment — Section 3.0" portion of the Drainage Study. Calculations for the composite runoff CNs are illustrated below in Table #2 — "Composite Curve Number ". 3.4 Time of Concentration: The Time -of- Concentration (Tc), for each watershed, is used to determine the intensity of the rainfall event for the corresponding drainage basin. Time -of- Concentration is defined as the time required for the surface runoff to flow from the most hydraulically remote 202 -0316 Drainage Report-S2P 1 B.docx Page - 6 TABLE #3 Ttl - Overland Sheet Flow Overland Average Flow Land Travel Drainage Manning's Distance Pi Slope Time Area I.D. "n" (L) (100 -year) (S) (Tc) X 0.24 195 11.0 0.0090 0.301 P 0.24 195 11.0 0.0090 0.301 Pult 0.24 160 11.0 0.0100 0.247 Creek Meadows — Section 2, Phase 1B RME Consulting Engineers Drainage Study August 11, 2009 point in a watershed to the point of analysis. The Tc is the summation of the flow time for overland sheet flow plus shallow overland flow and/or concentrated flow to the lower reach of the watershed. Overland sheet flow is a method developed by Overton and Meadows and is typically used for flow distances of 300 feet or less. Concentrated flows are estimated by velocities determined by use of the Manning's Equation. These two types of flow time calculations are further explained as follows. Overland Sheet Flow, T = {0.007 (n L) ° ' 8 1 / {Pi S ° ' 4 } where, T = travel time (hours); n = Manning's roughness coefficient — This represents the flow - ability of runoff across a particular surface type and is a dimensionless coefficient. These coefficients are obtained from Table C -5 of the USDG; Pi = i -year recurrence interval for the 24 -hour rainfall depth (inches) — Rainfall depths are obtained from Table C -6 of the USDG; S = land slope (feet/foot) Shallow Concentrated Flow, T = D /(60V) where, T = Travel time (minutes); D = Flow distance (feet); V = Average velocity of runoff (ft/sec) — These values are determined from interpolation velocities recorded in Table C -4 of the USDG; Table #3 — "T Overland Sheet Flow" and Table #4 — "T Shallow Concentrated Flow" illustrates the flow travel times for each segment of the sub - drainage basin in respect to the condition of the flow. The Tc's for each sub - drainage basin where then computed and are summarized below in Table #5 — "Tc Summary ". 202 -0316 Drainage Report- S2P1B.docx Page - 7 TABLE #4 Tt2 - Shallow and/or Concentrated Flow Drainage Area I.D. Shallow (Unpaved) Flow Average Distance Velocity (D1) (V1) Shallow (Paved) Flow Average Distance Velocity (D2) (V2) Concentrated Flow Average Distance Velocity (D2) (V2) Time (Tc) X P Pult 1,354 1.7 0 0.0 273 3.5 812 1.7 0 0.0 1,012 4.3 0 0.0 0 0.0 1,884 3.7 14.57 11.88 8.49 TABLE #5 Tc SUMMARY Drainage Area I.D. Combined Overland Channel Flow Flow Time Time Drainage Basin "Tc" (min) X P Pult 0.301 14.57 0.301 11.88 0.247 8.49 32.6 29.9 23.3 Creek Meadows — Section 2, Phase 1B Drainage Study August 11, 2009 Unpaved Shallow Flow average velocities were estimated using the following equation V = 16.135 *S where, V = fps S = average slope Assumptions — Manning's N = 0.05 & Hydraulic radius = 0.4 ft 2) Paved Shallow Flow average velocities were estimated using the following equation V = 20.328 *S where, V =fps S = average slope Assumptions — Manning's N = 0.025 & Hydraulic radius = 0.2 ft 1) Q = CIA where, RME Consulting Engineers 3.5 Rational Formula and Methodology: The Rational Method (Q =CIA) is one of the more frequently used methods to determine the peak runoff from a watershed and is typically reliable for small watersheds (< 50 acres). The Rational Method generates hydrologic data based on drainage area geometrics, surface conditions, and rainfall intensities. The Rational Method will be employed to determine the sizes of watershed's runoff values for the sub - drainage areas, for the internal storm drain systems, and it is explained further as: Q = peak runoff rate (cubic feet per second); C = runoff coefficient — This represents the average runoff characteristics of the land cover within the drainage area and is a dimensionless coefficient. Runoff coefficients are interpolated from either Table C -2 or C -3 of the USDG; I = average rainfall intensity (in/hr); A = area of land that contributes stormwater runoff to the area of study (acres); 202 -0316 Drainage Report- S2P1B.docx Page - 8 TABLE #6 DRAINAGE BASIN RUNOFF QUANTITIES Rainfall Event (yr) Drainage Area (X) (cfs) Drainage Area (P) (cfs) Drainage Area (Pult) (cfs) 2 5 10 25 50 100 29.56 47.69 60.73 71.66 86.98 100.09 32.62 50.88 63.88 74.72 89.86 102.79 41.77 63.12 78.17 90.68 108.10 122.97 Creek Meadows — Section 2, Phase 1B RME Consulting Engineers Drainage Study August 11, 2009 RUNOFF COEFFICIENT (C): The runoff coefficient (C) for various sub - drainage basins was estimated from the USDG, Table C -2 and C -3 by comparison of runoff surface types to percentage of land coverage and total drainage area. TIME OF CONCENTRATION "Tc ": Tc's for the Rational Method are calculated, for overland sheet flow and/or concentrated flow, by means of the Overton and Meadows and Manning's Equations as they were explained above in Section 3.4. The minimum Tc utilized for any sub - drainage basin will be ten (10) minutes. RAINFALL INTENSITY (I): Rainfall intensities (I) are the average rate of rainfall in inches per hour for a given rainfall event. The duration of "I" is assumed to occur at the computed Time -of- Concentration for each respective drainage basin. Rainfall intensities can be determined by use of intensity- duration - frequency (IDF) curves or from intensity equations which are provided in the TxDOT Hydraulic Manual. 3.6 Stormwater Runoff Quantities: Stormwater runoff quantities were calculated, using the SCS -TC 20 formula and Rational Method, with the assistance of the Hydrologic/Hydraulic stormwater modeling program HydroCAD. Runoff values for the larger watersheds are summarized below in Table #6 — "Drainage Basin Runoff Quantities ". HydroCAD- Existing Conditions Drainage Calculations and HydroCAD- Prop /Ult Conditions Drainage Calculations and their supporting data are contained the "Attachment — Section 3.0" appendix of this Drainage Report. These calculated runoff quantities were reviewed and considered reasonable for the studied watershed. Runoff values generated from the smaller sub - drainage areas, for purposes of modeling the proposed storm sewer system and street drainage, are not summarized below but are covered in the subsequent Section 5.0 — Storm Drainage System. However, some of the 202 -0316 Drainage Report- S2P1B.docx Page -9 Creek Meadows — Section 2, Phase 1B RME Consulting Engineers Drainage Study August 11, 2009 special considerations made with the computations of the hydrologic modeling are as follows: • DA Al — The Tc for this drainage area was calculated to be 21.47 minutes; • DA A4 — The Tc for this drainage area, at ultimate development conditions, was calculated to be 18.39 minutes; 4.0 DETENTION FACILITY & ROUTING 4.1 Detention Facility Criteria STORAGE: 1 The storage ability of the detention facility is such that it can adequately detain the receiving stormwater runoff from upstream drainage areas so that runoff from the project site is controlled to pre- development "existing" conditions. The storage requirements are more fully explained in the following section; 2. The maximum storage depths for design and ultimate conditions shall be as follows: Facility Location Design Hydrograph Ultimate Hydrograph Parking Areas 0.83 ft 1.5 ft Rooftops 0.50 ft 1.0 ft Landscaped Areas 3.0 ft 4.50 ft 3. All detention facilities located on natural streams or water courses that are designed with a permanent storage component shall meet all criteria, in terms of design and construction, for Dams and Reservoirs as required by the Texas Commission on Environmental Quality (TCEQ); 4. Detention facilities shall have an additional 10% in storage to account for sedimentation, except those located in parking areas or rooftops. OUTLET STRUCTURES: The detention facility outlet structures are designed so that the system can be drained by means of gravity. Discharge velocities shall be verified that they are below the minimum velocities receivable by the type and nature of the receiving system or attenuated so that they are below these minimums. PHYSICAL CHARACTERISTICS: 1. Side slopes shall not exceed 4:1 for vegetative cover and 2:1 for non - vegetative cover; 2. Bottom slopes must be 20:1 (5.00 %) or steeper to low flow outlet; 3. A low -flow invert shall be provided for all facilities which have a vegetative cover at the facility bottom. The low -flow invert shall conform to Section VII of the DPDS; EMERGENCY OVERFLOW: 1. The geometry of the emergency overflow shall be that of a rectangular weir; 202 -0316 Drainage Report- S2P1B.docx Page - 10 Creek Meadows — Section 2, Phase 1B RME Consulting Engineers Drainage Study August 11, 2009 2. Surface treatment of the overflow weir shall be consistent with the expected velocities at ultimate conditions. Proper treatments shall be provided to accommodate or attenuate the discharge velocities; 3. A minimum of 0.5 feet of freeboard shall be provided around the perimeter of the detention facility as measured between the maximum water surface elevation and the pool elevation and the ultimate conditions. 4.2 Methodology: The purpose of a detention facility is to store the increased runoff created by the impervious and improved areas, and discharge it at a rate so that the immediate downstream structure and/or property experiences decreases or no change as compared to existing conditions. Using the peak runoff rates, generated and illustrated in Section 3.3 of this report, hydrographs for each rainfall event and respective drainage basins were created for existing conditions. These hydrographs were constructed by means of triangular approximation method which is limited to smaller watersheds located within the secondary drainage system of a major watershed. Other assumptions and geometric conditions that are used to build these hydrographs are as listed below. Using this data, and inputting it into HydroCAD, approximate hydrographs were determined for each drainage basin at selected rainfall events. Triangular Approximation: 1. Peak Runoff (Q) occurs at "Tc "; 2. The outflow portion of the triangular hydrograph is Tc x 2; Using this information, the storage volume of the detention facility can be estimated. This storage volume shall be such that the peak discharges of the development hydrograph, or the routed hydrograph, from the detention facility will be equal to or less than the "Benchmark" discharges. For this project, at proposed and ultimate development conditions, the discharge values shall be such that the routed flow through Pond 6 are equal to or less than the peak discharge rates of Drainage Area "X ". 4.3 Detention Facility Configuration: The detention facility for the Creek Meadows subdivision (Section 2, Phase 1B) will consist of one regional detention facility. With the construction of the regional detention facility, called Pond 6, and outlet structure will be installed to detain/meter increased runoff from Drainage Areas "P" and "PuLT ". The proposed GP - 01: Site Grading & Drainage Plan for this project more fully depicts these improvements and is contained under the "Attachment — Section 4.0" portion of this report. The detention facility is briefly summarized below: Pond 6: Runoff from Drainage Area "P" and "PuLT" is conveyed by means of overland flow or by systems of underground storm drainage that discharges runoff into Pond 6. Pond 6 is "dry" pond with a bottom elevation of 310.11' and a maximum berm or ponding elevation of 314.00'. Sideslopes of the detention pond will be 4H:1V with the bottom at a 00 �.�� % slo� in earthen areas. Runoff routed through Pond 6 is metered `5`1. 'i 1 202 -0316 Drainage Report- S2P1B.docx Page - 11 Creek Meadows — Section 2, Phase 1B RME Consulting Engineers Drainage Study August 11, 2009 through a trapezoidal shaped weir and discharged into the drainage channel just upstream of the 2 -24" CMP culvert crossing of Greens Prairie Trail; 4.4 Detention Facility Outlet Structure: The detention facility outlet structures have been designed to accommodate and route collected stormwater runoff, from Drainage Areas "P" and "PuLT" so that during analyzed/routed rainfall events the post - development discharge rates of the detention facility are less than the "benchmark" discharge values. These "benchmark" discharge values are illustrated in Table #6 contained in Section 3.6 of this report. The discharge structure of each detention pond will serve as the restricting or metering device, and are summarized below: Pond 6: Pond 6 discharge structure is a trapezoidal shaped weir with the following configuration: • 3' wide base width trapezoidal weir, with sideslopes of 1H:1.52V, from head equal to 0' to 3.89'; This outlet weir structure will extend to a height of 314.00'. The maximum berm height will extend to 314.00' which will provide 0.52' of freeboard above the maximum pool elevation occurring during the 100 -year rainfall event. Tailwater considerations for the outlet of Pond 6 were set at a free discharge condition. 4.5 Routing Results and Conclusions: Once the project's detention facility and outlet structure was determined, then the hydrograph for Drainage Basins "P" and "P ", could be routed through the detention system. The routing of this hydrograph, for each analyzed rainfall event, was accomplished by means of the Hydrologic/Hydraulic stormwater modeling program HydroCAD. The program mathematically solves for continuity between the detention facilities storage capabilities, in respect to height versus storage and height versus discharge rate, with the inflow hydrograph and inputted tailwater conditions. HydroCAD — Proposed Conditions Pond Calculations — Pond 6 and HydroCAD — Ultimate Conditions Pond Calculations — Pond 6 and their supporting data are contained the "Attachment — Section 4.0" section of this Drainage Report. As shown below in Table #7 — "Detention Facility Routing ", the designed detention facility system can accommodate inflow runoff and adequately detain this stormwater so that the facility's discharge rates are minimally below the "benchmark" discharges without overtopping the maximum berm elevation. 202 -0316 Drainage Report- S2P1B.docx Page - 12 TABLE #7 DETENTION FACILITY ROUTING Routed Benchmark Diff. in Rainfall Storage Max. Discharge Discharge Discharge Max. Berm Event Volume Pool Elev Rate Rate Rate Elev. Freeboard (yr) (cu.ft.) (ft) (cfs) (cfs) (cfs) (ft) (ft) DETENTION POND 6 - PROPOSED CONDITIONS 2 22,652 311.64 23.70 29.56 -5.86 314.00 2.36 5 34,679 312.15 38.73 47.69 -8.96 314.00 1.85 10 42,101 312.45 49.83 60.73 -10.90 314.00 1.55 25 48,238 312.69 59.24 71.66 -12.42 314.00 1.31 50 56,440 312.99 72.57 86.98 -14.41 314.00 1.01 100 63,169 313.23 84.06 100.09 -16.03 314.00 0.77 DETENTION POND 6 - ULTIMATE CONDITIONS 2 26,965 311.83 28.95 29.56 -0.61 314.00 2.17 5 39,516 312.35 46.02 47.69 -1.67 314.00 1.65 10 47,766 312.67 58.50 60.73 -2.23 314.00 1.33 25 54,323 312.92 69.05 71.66 -2.61 314.00 1.08 50 63,092 313.23 83.97 86.98 -3.01 314.00 0.77 100 70,292 313.48 96.83 100.09 -3.26 314.00 0.52 Creek Meadows - Section 2, Phase 1B Drainage Study 5.0 STORM DRAINAGE SYSTEM RME Consulting Engineers August 11, 2009 The "system criteria" listed below in the follow sub - sections are only the main highlights of the CoCS - USDG. The proposed development and drainage improvements are designed and analyzed in full accordance with the criteria outlined in this manual. 5.1 Street Drainage SYSTEM CRITERIA: 1. The maximum velocity of street flow shall not exceed 10 fps. At "T" street intersection the flow velocity will be checked on the stem of the "T ". The minimum velocity shall be maintained by keeping a gutter slope of 0.60% or greater; 2. The depth of flow shall be limited to the top of the curb for the design flow (10 -year rainfall event) and shall be contained within the right -of -way during the 100 -year rainfall event: a. Local Streets - The design storm in local streets shall be limited to the top of crown or the top of curb, whichever is less; b. Collector Streets - Design storm flow in collector streets shall be limited so that one 12 -foot wide area at the center of the street will remain clear of water; 3. Curb inlets shall be placed in a manner to ensure that the design storm flows are intercepted along street legs in advance of the curb returns. For intersection types of Collector to Local, the curb inlets shall be placed along the local legs. For intersection types of Local to Local it is preferred that the curb inlets be located along two legs. 202 -0316 Drainage Report- S2P1B.docx Page -13 TABLE #8 STREET DRAINAGE SUMMARY Location 10 -YR RunoffQ (cfs) 100 -YR RunoffQ (cfs) Gutter Slope (ft/ft) 10 -YR Flow Depth (ft) 100 -YR Flow Depth (ft) 10 -YR Velocity (fps) 100 -YR Velocity (fps) Stevens Creek Ct. - C.I. "Al" Baker Meadow Loop - C.I. "A2" Baker Meadow Loop - C.I. "A3" Clear Meadow Creek Ave - C.I. "B 1" Clear Meadow Creek Ave - C.I. "B2" 7.534 8.635 9.158 11.259 6.683 10.239 11.639 12.345 15.177 9.009 0.006 0.006 0.006 0.006 0.006 0.35 0.37 0.38 0.41 0.34 0.40 0.42 0.43 0.46 0.38 2.32 2.40 2.44 2.57 2.26 2.51 2.59 2.63 2.77 2.43 Creek Meadows - Section 2, Phase 1B RME Consulting Engineers Drainage Study August 11, 2009 METHODOLGY & CONCLUSIONS: The hydraulic analysis, for street drainage with straight crowns, and corresponding results were determined by using the following equation for triangular channels. Corresponding flows for the studied locations were extracted from the WINSTORM hydraulic program, for stormwater modeling. This TxDOT program's typical use is for modeling gravity stormwater systems. The Winstorm data is summarized, for each system, under the Winstorm - Hydraulic Computations (reference "Attachment - Section 5.0" portion of the report). Flow Depth, Y = {Qn / [(0.56z *S where, Y = depth of flow (ft); Q = gutter discharge (cubic feet per second); z = reciprocal of the crown slope (ft/ft); S = street or gutter slope (ft/ft); n = Manning's roughness coefficient (typically 0.018); Flow Velocity, V = [(1.49 =n) * (R213 * S1n)] where, V = velocity of flow (fps); R = hydraulic radius (cross - sectional area/wetted perimeter); S = street or gutter slope (ft/ft); n = Manning's roughness coefficient (typically 0.014); Street drainage depths, for the both the design storm and 100 -year rainfall event, summarized below in Table #8 - "Street Drainage Summary ". are Street Drainage Notes: 1. Design calculations are with a n =0.018 and z =33.3 (cross -slope of 3.00 %); 2. Runoff rates illustrated are from the Winstorm program. These Q's are the total conveyed in the gutter immediately upstream of the identified inlet. For curb total runoff is input in lieu of that inlet's intercept capacity; 3. The maximum allowable depth, during the design storm, for all streets is 0.42'; 4. Flooding in the amount of 0.01' occurring at C.I. "A3" will be contained with Baker Meadow Loop; 5. Flooding in the amount of 0.04' occurring at C.I. `B 1" will be contained with Clear Meadow Creek Avenue and spill into the detention facility (Pond 6); 202 -0316 Drainage Report- S2P1B.docx runoff values being inlets at grade, the the right -of -way of the right -of -way of Page - 14 Creek Meadows — Section 2, Phase 1B Drainage Study 5.2 Storm Drain Inlets SYSTEM CRITERIA: 1. All curb inlets within this project are specified as recessed curb inlets with gutter depressions. Curb inlets that are located on streets with less than a 1% longitudinal slope shall be analyzed as curb inlets at sumps; fx ; : analyzed rainfall event, up to the 100-Aat titi METHODOLGY & CONCLUSIONS: The hydraulic analysis, for curb inlet sizing, and corresponding results were determined by using the following equation from the USDG, Table C -8 of Appendix C. Corresponding flows for the studied locations were extracted from the WINSTORM hydraulic program, for stormwater modeling. This TxDOT program's typical use is for modeling gravity stormwater systems. The Winstorm data is summarized, for each system, under the Winstorm — Hydraulic Computations (reference "Attachment — Section 5.0" portion of the report). Required Curb Length (on grade), L = Ko Q ° ' 42 S °3 (1- (nS where, S = S. + (E -W) L = calculated curb length requirement (ft); S = Substitution for S. which is the cross slope of the road (ft/ft); Kc = 0.6 (coefficient); S = street or gutter slope (ft/ft); a = gutter depression depth (ft); W = width of gutter depression (ft); E = ratio of frontal flow to total gutter flow (estimated at 0.50); Note: Increase required length by 10% to account for clogging factor; Required Curb Length (at sag), L = Q / (3.0 *y' where, RME Consulting Engineers August 11, 2009 L = calculated curb length requirement (ft); Q = gutter discharge (cubic feet per second); y = total depth of water or head on the inlet (ft); Note: Increase required length by 10% to account for clogging factor; Curb inlet sizing, for the both the design storm and 100 -year rainfall event, are summarized below in Table #9 — "Curb Inlet Summary ". 202 -0316 Drainage Report- S2P1B.docx Page -15 Creek Meadows — Section 2, Phase 1B Drainage Study RME Consulting Engineers August 11, 2009 Curb Inlet Notes: 1. Design calculations are with a standard gutter depression depth (a) of 0.33' and standard depression width (W) of 2'; 2. Design calculations are with a n =0.018 and a standard cross - sectional slope of 3.0% (0.03 ft/ft); 3. Curb inlets analyzed at sags will utilize the depth (y) of 6" unless otherwise noted; 4. Curb inlets at grade were allowed to be undersized so long as the downstream gutter section and ultimate receiving sag inlet could accommodate conveyed flows; 5. During the 100 -year rainfall event the calculated ponding depth is 0.63' for curb inlets "A2" and "A3" which is less than the permissible 24" ponding depth; 6. During the 100 -year rainfall event the calculated ponding depth is 0.54' for curb inlet "B 1" which is less than the permissible 24" ponding depth; 5.3 Storm Drain Conduits SYSTEM CRITERIA: 1. Storm drainage systems are designed to convey the design storm and analyzed during the 100 -year rainfall event. A gravity over -flow route, contained within the right -of- way or public drainage easement, has been provided so that conduits that are unable to convey the 100 -year storm can "spill" over into these over -flow systems so that situations that are hazardous to life, property, or public infrastructure is prevented; 2. For the design storm, the minimum flow velocity in a conveyance element shall not be less than 2.5 fps and not greater than 15.0 fps; 3. Roughness coefficients for storm sewer pipes were assigned at 0.012 for smooth -lined High Density Poly- Ethylene (HDPE) pipe and 0.013 for RCP; 4. Junction boxes were provided at all changes in conduit size and grade or alignment changes. Where junction box spacing exceeded 300 feet for 54" diameter pipe, or smaller, and 500' for pipes exceeding 54" in diameter, additional manhole were provided to maintain the desired spacing; 5. Storm sewer conduits with a diameter of 18" through 24" were hydraulically analyzed with a 25% reduction in cross - sectional area to compensate for potential partial blockage. Therefore 15" sized pipes were input as a 1.08' diameter pipe, 18" sized pipes were input as 1.30' diameter pipe, and 24" sized pipes were inputted as a 1.73' diameter pipe; 6. Conveyance elements were sized so that the design storm's hydraulic grade line would be equal to or less than 12" below the respective curb inlet curb elevation; TAILWATER CONSIDERATIONS: Tailwater for the storm drainage system was set at a free - discharge condition equal to the outlet pipe soffit elevation unless the downstream receiving system's tailwater surcharged the pipe. In this case, since the size ratio of the primary system (drainage area for Detention Pond 6 at ultimate development conditions) and Storm Sewer System "A" and 202 -0316 Drainage Report- S2P1B.docx Page -16 TABLE #9 CURB INLET SUMMARY Location - Curb Inlet I.D. Curb Inlet Type 10-YR Runoff Q (cfs) 100 -YR Runoff Q (cfs) Gutter Slope (ft/ft) 10 -YR Required Length (ft) 100 -YR Required Length (ft) Provided Length (ft) Stevens Creek Ct. - C.I. "Al" Baker Meadow Loop - C.I. "A2" Baker Meadow Loop - C.I. "A3" Clear Meadow Creek Ave - C.I. "B l" Clear Meadow Creek Ave - C.1. 'B2" Sag Sag Sag Sag Sag 7.534 8.635 9.158 11.259 6.683 10.239 11.639 12.345 15.177 9.009 0.006 0.006 0.006 0.006 0.006 7.89 9.05 9.59 11.79 7 10.73 12.19 12.93 15.90 9.44 10 10 10 15 10 Creek Meadows — Section 2, Phase 1B Drainage Study RME Consulting Engineers August 11, 2009 Curb Inlet Notes: 1. Design calculations are with a standard gutter depression depth (a) of 0.33' and standard depression width (W) of 2'; 2. Design calculations are with a n =0.018 and a standard cross - sectional slope of 3.0% (0.03 ft/ft); 3. Curb inlets analyzed at sags will utilize the depth (y) of 6" unless otherwise noted; 4. Curb inlets at grade were allowed to be undersized so long as the downstream gutter section and ultimate receiving sag inlet could accommodate conveyed flows; 5. During the 100 -year rainfall event the calculated ponding depth is 0.63' for curb inlets "A2" and "A3" which is less than the permissible 24" ponding depth; 6. During the 100 -year rainfall event the calculated ponding depth is 0.54' for curb inlet "B 1" which is less than the permissible 24" ponding depth; 5.3 Storm Drain Conduits SYSTEM CRITERIA: 1. Storm drainage systems are designed to convey the design storm and analyzed during the 100 -year rainfall event. A gravity over -flow route, contained within the right -of- way or public drainage easement, has been provided so that conduits that are unable to convey the 100 -year storm can "spill" over into these over -flow systems so that situations that are hazardous to life, property, or public infrastructure is prevented; 2. For the design storm, the minimum flow velocity in a conveyance element shall not be less than 2.5 fps and not greater than 15.0 fps; 3. Roughness coefficients for storm sewer pipes were assigned at 0.012 for smooth -lined High Density Poly- Ethylene (HDPE) pipe and 0.013 for RCP; 4. Junction boxes were provided at all changes in conduit size and grade or alignment changes. Where junction box spacing exceeded 300 feet for 54" diameter pipe, or smaller, and 500' for pipes exceeding 54" in diameter, additional manhole were provided to maintain the desired spacing; 5. Storm sewer conduits with a diameter of 18" through 24" were hydraulically analyzed with a 25% reduction in cross - sectional area to compensate for potential partial blockage. Therefore 15" sized pipes were input as a 1.08' diameter pipe, 18" sized pipes were input as 1.30' diameter pipe, and 24" sized pipes were inputted as a 1.73' diameter pipe; 6. Conveyance elements were sized so that the design storm's hydraulic grade line would be equal to or less than 12" below the respective curb inlet curb elevation; TAILWATER CONSIDERATIONS: Tailwater for the storm drainage system was set at a free - discharge condition equal to the outlet pipe soffit elevation unless the downstream receiving system's tailwater surcharged the pipe. In this case, since the size ratio of the primary system (drainage area for Detention Pond 6 at ultimate development conditions) and Storm Sewer System "A" and 202 -0316 Drainage Report- S2P1B.docx Page -16 Creek Meadows - Section 2. Phase 1B RME Consulting Engineers Drainage Study August 11, 2009 "B" are practically equal, the design storm and analyzed storm were set to that of the equal rainfall event pool elevation of Pond 6. Therefore the design storm, 10 -year event, had a TW= 312.45', and the analyzed storm, 100 -year event, had a TW= 313.48' for both systems. MITHODOLGY & CONCLUSIONS: The hydraulic analysis, for storm drain conduits, and corresponding results, were determined by using the WINSTORM hydraulic program for stormwater modeling. This TxDOT program's typical use is for modeling gravity stormwater systems. The Winstorm data is summarized, for each system, under the Winstorm rm 11ydt t ali _ tlzst4sl� =.� (reference "Attachment - Section 5.0" portion of the report) Also for graphical illustration purposes the hydraulic grade line (HGI for the 10 -year and 100 - year, are identified on S )' - Hart€ S F Strcei Dizi v tge PlanfProi of the construction drawings (see "Attachment - Section 5.0" portion of the report). Storm drain conveyance elements and system, for the design storm, are summarized below in Table #9 - "Storm Drainage Summary". As illustrated in the Winstorm output data the discharge velocities for the 100 -year rainfall event is 5.19 fps and 6.80 fps for Systems "A" and "B" respectively. rainage S ystem N otes: 1. All storm sewer system outfalls are specified with velocity dissipaters at the headwall; As illustrated, System "A ", during the 100 -year rainfall event the HGL surcharges the upstream conduit and curb inlets "A3" and "A4" by approximately 0.87' and 0.86" respectively. However, this flow will not inundate areas beyond the right -of -way of Baker Meadow Loop. These two curb inlets are located in a "sag" area of Baker TABLE #9 STORM DRAINAGE SUMMARY US Node DS Node 1D ID Pipe Size Diameter (in) Velocity (fps) Capacity (cfs) Runoff Q (cfs) US HGL (ft) US Top of Curb Elev. (ft) Diff (ft) SYSTEM "A" - 10 YR RAINFALL Al OUT 1 2 -30 4.04 62.96 37A6 312.46 314.86 -2.40 JB1 Al 30 6.58 29.05 32.30 314.91 316.60 -1.69 A2 JB1 30 6.67 31.14 32.30 315.11 316.67 -1.56 A3 A2 24 4.02 10.53 9.16 315.20 316.68 -1.48 A4 A2 27 4.92 21.79 19.14 315.34 317.05 -1.71 SYSTEM "13" - 10 YR RAINFALL, B I OUT 2 30 5.04 13.60 17.80 312.62 314.06 -1.44 B2 B1 30 3.78 6.17 6.68 312.81 314.08 -1.27 SYSTEM "A" - 100 YR RAINFALL Al OUT I 2 -30 5.19 62.96 50.92 314.04 314.86 -0.82 J131 Al 30 8.93 29.05 43.83 316.88 316.60 0.28 A2 JB I 30 8.93 31.14 43.83 317.32 316.67 0.65 A3 A2 24 5.25 10.53 12.34 317.55 316.68 0.87 A4 A2 27 6.53 21.79 25.95 317.91 317.05 0.86 SYSTEM "13" - 100 YR RAINFALL, B I OUT 2 30 6.80 13.60 24.04 313.79 314.06 -0.27 132 B1 30 5.10 6.17 9.01 314.13 314.08 0.05 Creek Meadows - Section 2. Phase 1B RME Consulting Engineers Drainage Study August 11, 2009 "B" are practically equal, the design storm and analyzed storm were set to that of the equal rainfall event pool elevation of Pond 6. Therefore the design storm, 10 -year event, had a TW= 312.45', and the analyzed storm, 100 -year event, had a TW= 313.48' for both systems. MITHODOLGY & CONCLUSIONS: The hydraulic analysis, for storm drain conduits, and corresponding results, were determined by using the WINSTORM hydraulic program for stormwater modeling. This TxDOT program's typical use is for modeling gravity stormwater systems. The Winstorm data is summarized, for each system, under the Winstorm rm 11ydt t ali _ tlzst4sl� =.� (reference "Attachment - Section 5.0" portion of the report) Also for graphical illustration purposes the hydraulic grade line (HGI for the 10 -year and 100 - year, are identified on S )' - Hart€ S F Strcei Dizi v tge PlanfProi of the construction drawings (see "Attachment - Section 5.0" portion of the report). Storm drain conveyance elements and system, for the design storm, are summarized below in Table #9 - "Storm Drainage Summary". As illustrated in the Winstorm output data the discharge velocities for the 100 -year rainfall event is 5.19 fps and 6.80 fps for Systems "A" and "B" respectively. rainage S ystem N otes: 1. All storm sewer system outfalls are specified with velocity dissipaters at the headwall; As illustrated, System "A ", during the 100 -year rainfall event the HGL surcharges the upstream conduit and curb inlets "A3" and "A4" by approximately 0.87' and 0.86" respectively. However, this flow will not inundate areas beyond the right -of -way of Baker Meadow Loop. These two curb inlets are located in a "sag" area of Baker Creek Meadows — Section 2, Phase 1B RME Consulting Engineers Drainage Study August 11, 2009 Meadow Loop with an "over- topping" curb elevation of 316.67'. The "crest" of this "sag" area is near the street intersection of Baker Meadow Loop and Stevens Creek Court and has a maximum gutter flowline of 316.46'. Therefore, since this gutter elevation is lower the lowest top of curb elevation in the "sag" excess runoff will convey down the street section of Stevens Creek Court before ponding can exceed the limits of the right -of -way of Baker Meadow Loop at this "sag" location. 5.4 Culverts This section of the report will evaluate the design of called Culvert "C 1" which is located at the new street intersection of Clear Meadow Creek Avenue and Greens Prairie Trail and the proposed conditions imposed on called Culvert "C2 ". This culvert is the existing 2 -24" CMP's crossing Greens Prairie Trail and located immediately downstream of Pond No. 6 discharge structure. SYSTEM CRITERIA: 1. Drainage culverts shall be designed to convey the 25 -year storm and analyzed during the 100 -year rainfall event; 2. For the design storm, the discharge velocity shall not exceed 6.0 fps; 3. Roughness coefficients for storm sewer pipes were assigned at 0.012 for smooth -lined IIigh Density Poly- Ethylene (HDPE) pipe and 0.013 for RCP; TAILWATER CONSIDERATIONS: Tailwater for both drainage culverts were determined by calculating the water surface elevation of the open - channel immediately downstream of the structure. METHODOLGY & CONCLUSIONS: The hydraulic analysis, for drainage culverts, and corresponding results, were determined by using the THYSYS hydraulic program for stormwater modeling. This TxDOT program's typical use is for modeling gravity drainage culverts. The THYSYS data is summarized, for each culvert, under the THYSYS — Hydraulic Computations (reference "Attachment — Section 5.0" portion of the report). Drainage culverts are summarized below in Table #10 — "Culvert Summary ". 202 -0316 Drainage Report -S2P 1 B.docx Page - 18 TABLE #10 CULVERT SUMMARY Rainfall Event (yr) Pipe Size Diameter (in) Velocity (fps) RunoffQ (cfs) Lowest HW Elev. Pvmt Elev. (ft) (11) Freeboard (ft) CULVERT C1 2 18 3.90 2.14 311.33 312.10 0.77 5 18 4.11 2.61 311.43 312.10 0.67 10 18 4.24 2.93 311.49 312.10 0.61 25 18 4.34 3.34 311.57 312.10 0.53 50 18 4.48 3.78 311.65 312.10 0.45 100 18 4.53 3.94 311.68 312.10 0.42 CULVERT C2 2 2 -24 6.36 29.56 312.45 313.40 0.95 5 2 -24 6.96 47.69 313.50 313.40 -0.10 10 2 -24 7.14 60.73 313.60 313.40 -0.20 25 2 -24 7.26 71.66 313.71 313.40 -0.31 50 2 -24 7.41 86.98 313.81 313.40 -0.41 100 2 -24 7.53 100.09 313.90 313.40 -0.50 Creek Meadows - Section 2, Phase 1B Drainage Study August 11, 2009 As illustrated the existing 2 -24" CMP is inadequate to convey the 10 -year rainfall event or larger storm frequencies. This drainage structure was evaluated at existing runoff conditions. The proposed discharges from Pond No. 6, at both proposed and ultimate conditions, will decrease flows to the existing drainage structure. However these reductions in flow will not be sufficient to prevent overtopping of Greens Prairie Trail. 6.0 CERTIFICATION "This report for the drainage design of Creek Meadows - Section 2, Phase 1B was prepared by me (or 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." Rabon Metcalf, P.E. State of Texas P.E. No. 88583 Texas Firm Registration No. F- 004695 RME Consulting Engineers 202 -0116 llrainaae. Rennrt-S2P1 R. ilncx Pane; - 19 EX 2YR 29.56 312.45 310.48 1.62 6.36 0.00 2.48 2.51 EX 5YR 47.69 313.50 310.68 2.48 6.96 3.96 3.84 3.56 EX 10YR 60.73 313.62 310.80 2.48 7.14 15.89 3.97 3.68 EX 25YR 71.66 313.71 310.88 2.49 7.26 26.03 4.07 3.77 EX 50YR 86.98 313.81 310.99 2.48 7.41 40.43 4.18 3.87 EX 100YR 100.09 313.90 311.07 2.49 7.53 52.78 4.28 3.96 Texas Hydraulic System Culvert Design Creek Meadows S2P1B 202 -0316 Brazos County Clear Meadow Creek. Ave - Driveway Culvert C2 Shape: Material: Span: Rise: Barrels: Discharge Description Q total (cfs) HW TW elevation elevation (ft) (ft) Length(L): 40.00 ft Slope(S): 0.0085 n: 0.0170 Ke: 0.90 Entrance Type: BW* V out (ft) (ft) Thin Edged Projecting Q Inlet Ctl Outlet Ctl over road HW depth HW depth (cfs) (ft) (11) *Backwater (BW = HW - TW - S•L) C: \USERS\U SER \RME \PROJECI'S1202- 03- -2 \S2P 1 B \ENGINE• I \0316T 1 RA.CLV 9/25 /09 Creek Meadows'- Sectioh 2, Phase 1B Drainage Study RME Consulting Engineers August 11, 2009 "B" are practically equal, the design storm and analyzed storm were set to that of the equal rainfall event pool elevation of Pond 6. Therefore the design storm, 10 -year event, had a TW= 312.45', and the analyzed storm, 100 -year event, had a TW= 313.48' for both systems. METHODOLGY & CONCLUSIONS: The hydraulic analysis, for storm drain conduits, and corresponding results, were determined by using the WINSTORM hydraulic program for st e water modeling. This TxDOT program's typical use is for modeling gravity sts. water systems. The Winstorm data is summarized, for each system, under he Winstorm - Hydraulic Computations (reference "Attachment - Section 5.0" po Ion of the report). Also, for graphical illustration purposes the hydraulic grade line GL), for the 10 -year and 100 - year, are identified on ST -01 thru ST-03 Street Draina 7e Plan/Profile of the construction drawings (see "Attachment - Section 5.0' portion of the report). Storm drain conveyance elements and system, or the design storm, are summarized below in Table #9 - "Storm Drainage Summary '. As illustrated in the Winstorm output data the discharge velocities for the 100 -year ainfall event is 5.19 fps and 6.80 fps for Systems "A" and "B" respectively. Storm Drainage Sys Notes: 1. All storm sew r system outfalls are specified with velocity dissipaters at the headwall; 5.4 Culverts SYSTEM CRITERIA: 1. Drainage culverts shall be designed to convey the 25 -year storm and analyzed during the 100 -year rainfall event; 202 -0316 Drainage Report- S2P1B.docx Page - 17 `' TA$LE #9 STQRM DRAINAGE SUMMARY Pipe Size `' US Top of US Node DS Node Diameter Velocit Capacity Runoff Q US HGL Curb Diff ID ID (in) (fps) -,, (cfs) (cfs) (ft) Elev. (ft) (ft) SYSTEM "AX-‘10 YR RAINFALL Al OUT 1 2 -30 4.04 62.96, 37.46 312.46 314.86 -2.40 JB1 Al 30 6.58 29.05 32.30 314.91 316.60 -1.69 A2 JB1 30 6.67 31.14 .30 315.11 316.67 -1.56 A3 A2 24 4.02 10.53 9. 315.20 316.68 -1.48 A4 A2 27 4.92 21.79 19.14 ., 315.34 317.05 -1.71 SYSTEM "B" - 10 YR RAINFALL B1 OUT 2 30 5.04 13.60 17.80 312.62 314.06 -1.44 B2 B1 30 3.78 6.17 6.68 312.8,1 314.08 -1.27 SYSTEM "A" - 100 YR RAINFALL Al OUT 1 2 -30 5.19 62.96 50.92 314.04 314.86 -0.82 JB1 Al 30 : 8.93 29.05 43.83 316.88 316.60 0.28 A2 JB1 30 ;; 8.93 31.14 43.83 317.32 316.67 0.65 A3 A2 24 5.25 10.53 12.34 317.55 316.68 ' , 0.87 A4 A2 77 6.53 21.79 25.95 317.91 317.05 `i0.86 SYSTEM "B" - 100 YR RAINFALL B1 OUT 2 30 6.80 13.60 24.04 313.79 314.06 -0.27 B2 B1 30 5.10 6.17 9.01 314.13 314.08 0.05 Creek Meadows'- Sectioh 2, Phase 1B Drainage Study RME Consulting Engineers August 11, 2009 "B" are practically equal, the design storm and analyzed storm were set to that of the equal rainfall event pool elevation of Pond 6. Therefore the design storm, 10 -year event, had a TW= 312.45', and the analyzed storm, 100 -year event, had a TW= 313.48' for both systems. METHODOLGY & CONCLUSIONS: The hydraulic analysis, for storm drain conduits, and corresponding results, were determined by using the WINSTORM hydraulic program for st e water modeling. This TxDOT program's typical use is for modeling gravity sts. water systems. The Winstorm data is summarized, for each system, under he Winstorm - Hydraulic Computations (reference "Attachment - Section 5.0" po Ion of the report). Also, for graphical illustration purposes the hydraulic grade line GL), for the 10 -year and 100 - year, are identified on ST -01 thru ST-03 Street Draina 7e Plan/Profile of the construction drawings (see "Attachment - Section 5.0' portion of the report). Storm drain conveyance elements and system, or the design storm, are summarized below in Table #9 - "Storm Drainage Summary '. As illustrated in the Winstorm output data the discharge velocities for the 100 -year ainfall event is 5.19 fps and 6.80 fps for Systems "A" and "B" respectively. Storm Drainage Sys Notes: 1. All storm sew r system outfalls are specified with velocity dissipaters at the headwall; 5.4 Culverts SYSTEM CRITERIA: 1. Drainage culverts shall be designed to convey the 25 -year storm and analyzed during the 100 -year rainfall event; 202 -0316 Drainage Report- S2P1B.docx Page - 17 TABLE 10 CULVERT 1VIMARY Rainfall Pipe Size / Lowest Event Diameter Ve city Runoff Q HW Elev. Pvmt Elev. Freeboard (yr) (in) (fps) (cfs) (ft) (ft) (ft) LVERT Cl 2 18 3.90 . 4 311.33 312.10 0.77 5 18 4.11 2.61 311.43 312.10 0.67 10 18 4.24 2.93 11.49 312.10 0.61 25 18 4.34 3.34 3 .57 312.10 0.53 50 18 4.48 3.78 311. 312.10 0.45 100 18 4.53 3.94 311.68 312.10 0.42 Creek Meadows Sectioh 2, Phase 1B RME Consulting Engineers Drainage Study Drainage culverts are summarized below in Table 10 - "Culvert Summary ". 202 -0316 Drainage Report- S2P1B.docx August 11, 2009 2. For the design storm, the discharge velocity shall not exceed 6.0 fps; 3. Roughness coefficients for storm sewer pipes were assigned at 0.012 for smooth -lined High Density Poly- Ethylene (HDPE) pipe and 0.013 for RCP; TAILWATER CONSIDERATIONS: Tailwater for the drainage culverts were determined by calculating the water surface elevation of the open - channel immediately downstream of the structure. METHODOLGY & CONCLUSIONS: The hydraulic analysis, for drainage culverts, and correspondin • results, were determined by using the THYSYS hydraulic program for stormwate modeling. This TxDOT program's typical use is for modeling gravity drainage c erts. The THYSYS data is summarized, for each culvert, under the THYSYS - H raulic Com.utations (reference "Attachment - Section 5.0" portion of the report). Page - 18 Creek Meadows Sectioh 2, Phase 1B Drainage Study 6.0 CERTIFICATION "This report for the drainage design of Creek Meadows — Section 2, Phase 1B was prepared by me (or 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." 202 -0316 Drainage Report- S2P1B.docx N • • • *: : RAB dew I( Rabon Me alf, P.E. State of Texas ' .E. No. 88583 Texas Firm Regi u ation No. F- 004695 RME Consulting Engineers August 11, 2009 Page - 19 Section 1.0 GENERAL INFORMATION 3�V1 3Nn 1 (u) N10N31 I 9919 11999 I £014 00'0[1 I Z49C 9Z'94 I LO'Se Le'6Z I o0'05 C911 I 89'09 91'LZ I 5949 SL'09 I 49'16 _ £906 I 9s'9l _ _ I os•a Er•61 || I saw 091E I 00•09 59'11 I awes 51'90 96'95 _. l I 91'Zll I 05'901 09.491__ I 19'19 C9• 1 I 9090 91'19 I 0000 BL'90 I Ll•Z01 L ern __ I 1Z L I 0914438 011081 N 4' 37' 12' W - 51.18' N IS' 49' 20' E - 802.87' N 18' 34' 17' E - 719.71' S 18' 49' 20" W - 722.98' S 43' 30' 45' W - 1.40' N 56'48'02" W- 55.85' ,L411 - 3 ,OS ,+E .69 N ,91•009 - 3 „IS .40 .99 5 N 79' 16' 31' E - 106.60' N 81' 42' 30" E - 66.49' 25' 26' 06" W - 568.63' N 18' 23' 00' W - 545.92' N 79' 31' W - 36.19' S 59' 47' 26' W- 64.48' S 25' 28' 49' E - 91.67' S 84" 02' 22' W - 453.56' S 38' 25' 21' E - 283.44' 0N19436 M ,95 0 M .90 .94 .09 S S 82' 46' 02'6 364'59'21' 14 S 99' 10`12'14 s 89' 49' 51' W M .10 .00 .98 M .40 19 .94 N 5 54' 05' 50' W s 24' 30' 57'E S 41' 11' 33'E S e' 02' 44'14 M .11 ,9S .04 S _ .� M .90 .90 .10 S S 4P 01' 43' S 21' 33' 06'E 3 .00 .00 .1 M .90 .0C .06 5 5 49' 01' 43' E S 2' 24' 07'9 M .00 .89 .59 M ,51 L0 .995 5 46'51'32' E S 42' 55' 37" E S 47' 04' 23" W _ 542' 58' 37' E S 35' 05' 13' E 5 34' 16` 29' E 3 .4C ,84 .94 S 3 .40 ,LC .44 S 3 .90 ,60 .00 S 3 .C4 ,l0 .e4 S 3 .11 ,9G .58 N 3 .04 ,10 .94 S N Si' 34' 19' E N 4'01'43' W W la ts b% z. 3 .11 .65 .04 N M .01 .10 .4 N N 48" 02' se" W S 41' 57' 04 "W 3 ,AS .LO .94 S 318V1 3nano I Cu 0W 08 509 14 19 1845 041 4C041 £6 9c•El £5'99 09'901 65'49 £4'04 £6'155 SKIMS 16190 C0'954 98'011 1 941 9 Sri 001 WEN e§§5§ §!! §5§ 991 091 991 S91 §§ 011 691 NMI 111 4L, En 811 so 911 LL1 ! §5§ 491 C91 §! 091 I 3184'13Nn I N10N31 I 61191 95'651 I 99'641 19'110 18091 96 09911 09'461 OL'99 -- 96'64 69'901 90191 90•19 56'04 50 50 04101 00 90'10 1110 00'091 L9'9L 00'04 00'56 00 me ■ ® 60'09 0£•001 __ 96'00 ¥ � ■ ! 00'01 4890 £9zot 6011 £1 1010 00'09 I rest' 41'19 09 601 41130 .CZ 80 .19 .10 .9S .06 .91 ,OC .L9 I .90 11 .00 1 .00 .90 .14 .91 .5C .94 .55.05.09 .81 11 .LL 00' 47' 48" 07' 08' 17" .01 .CL .11 ,CC Mt .96 .41 ,CC .8Z .55 .41 .00 132' 54' 11" 27' 48' 13' 11 22' 55' ONW439 M .01 ,4C .64 N 3 .40 .00 .94 S M .00 10 .1S N M .80 .61 .19 N N 51' 59' 03' W N 42' 22' 02" E S 42' 22' 02" W -- I N 87' 00' 21' W _ M .54 .80 .6C N M 14 .10 .94 N 3 .a ,09 .Li N M .90 111 .19 N 3 .90 .10 .9C N 3 .04 ,L0 .41 N N 55" 46' 15' W N 00' 31' 10'14 M .C1 .95 .05 N M .90 .6S .99 S 3 .99 ,60 18 N M .10 .90 .4 N S 47' 21' 02' E N 42" 38' 58"E 3 .01 ,95 .09 S 3 .00 19 .14 S 3 .40 .£• .01 N 3 .0114 .41 S N 13' "E N 78' 23' 00' W N 13' 47' 27' E N 73' 18' 17' W N 13" 20' 41' E N 11' 14' 39' E 3 .9S ,5[ .9 N 3 .90 ,95 A N N 10" 27' 42' W N 79' 44' 44' N 79" 40' 25" E __. 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N t 8 8 8 ° a o H Z 7 w JJ W O 0] 8 8 o a U < 5 2 W V U 3 $ co 5 U F 8 8 n CFI �� Z X m 18 O Q I y a6 to N N tCL Wm cn V c Z 0 D EL U O a vi �� C b < W en . ,. . a Wee C - u X r� Y a � F m N J U m p _ x _ Z p0 g 1 < 9 5 1 ?it (Q F 0/ ° R E :1 - m m � Z Z g2 9 4yWZZ� V1 O 2 H i n R N WW yt a a o 0 < g g V O /....1 W < < o p B W I:i a I—� �I Z N *4a t W E---' m ,° J ( / 1 U w w rr^^ O� V1 U 8 m 8 s S s ° 5 8 F, 8 u 8 s p C 3 S n 8 8 8 8 8 a 8 S ri 8 8 8 8 8 Lai F, s S 8 8 ri b U au 3 P aiR aa a 24. 8 2 m tn P 8 3 8 r 3 n 8 Liu ) se || I 00a13NVas mr Section 2.0 WATERSHEDS & DRAINAGE AREAS 0 4050 8,100 I Feet 16 ,200 Figure B -12: Peach Creek Watershed Area y ■ • N N k \ %4 -'-- \ \- \ a CT y ■ • N N k \ %4 -'-- \ \- \ a i 00 g I 25 [ o N N RAINFALL EVENT (YR) L DRAINAGE AREA I HYDROLOGIC SUMMARY , 102.79 89.86 74.72 83.88 50.88 32.62 D.A. P (CFS) 13.8 AREA (AC) 83 COMPOSITE CURVE NUMBER Cn(rtd) 29.9 I Tc (MIN) IL t;7 �d ›� I too g I 25 a . to RAINFAtl EVENT (YR) I Pult DRAINAG AREA . 122.97 L 108.10 I 90.68 I 78.17 I 63.12 41.77 D.A. Pult (CFS) , IROLOGIC SUMMARY l 13.8 AREA (AC) m COMPOSITE CURVE NUMBER Cn(wtd) 23.3 I Tc (MIN) Section 3. HyDR OLOGIC MODELING 30 ° 378" cn m 30° 31' 49" N 0 25 50 a n 0 100 200 USDA Natural Resources Conservation Servce Hydrologic Soil Group — Brazos County, Texas (Hydrologic Soil Group Data) Map Scale: 1:2,750 if printed on A size (8.5" x 11") sheet 100 400 Meters 150 Feet 600 Web Soil Survey National Cooperative Soil Survey 30° 37 T 8/5/2009 Page 1 of 4 30 31' 49" % / \ E ca 2 § § S\ - CO #2 t w a 7 « k k �= k � kk - O. . ° ) o�» a \ \ n co __— 1 2 { E i § .. k \ \ 10 CD E 0 k ) � ) %Q�2 \ \ E 0 ) \ e 0. G - k§ < o k � � 0) C-1 0) M� ■ c § p c 2 § ( \� { \/ . -co 2 # �£ §G @ ) \/2 I 0 7 ) \ Di / # $ / o { . a� CO G t \§& MI ce \ / .0 { // %2 E \/ i7 / >... . #7ƒ {2 <\ k 2 2 -a .0 .. \% >A �� t� % Ef37 F ° a < _ � , CO ) ak S� \ 8 % f t ® 0 s . o 0. . ! / E E ƒ / ƒE k/G \f $A 3 AS {5 \ \ 4 0 al p } 7 \ f 0 co S o o o CI "6 k_ ❑ ❑ D D k 15 §/ C•4 a Hydrologic Soil Group —Brazos County, Texas Hydrologic Soil Group Map unit symbol Map unit name B Boonville fine sandy loam, 1 to 3 D percent slopes SnB ~ Singleton fine sandy loam, 1 to 3 D percent slopes ZaB Zack fine sandy loam, 1 to 5 I D percent slopes Totals for Area of Interest Hydrologic Soil Group— Summary by Map Unit — Brazos County, Taxa Rating Acres in AO1 2.1 12.4 14.6 Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long- duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (ND, B /D, and C /D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist have moderately t texture t moderately coa well e texture. These soils d soli have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B /D, or CID), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Hydrologic Soil Group Data Percent of AOI 14.7% 84.8% 0.1 0.5% 100.0% 8/5/2009 Web Soil Survey Page 3 8/5/2009 4 USDA Natural Resources National Cooperative Soil Survey �T Conservation Service Hydrologic Soil Group — Brazos County, Texas Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie -break Rule: Lower U Natural Resources Web Soil Survey i Conservation Service National Cooperative Soil Survey Hydrologic Soil Group Data 8/5/2009 Page 4 of 4 HydroCAD- Existing Conditions Drainage Calculations CMS2P1 B - TR20 A - 081109 Type 11 24-hr 2 -Year Rainfall= 4.50" Prepared by {enter your company name here} Page 1 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 8/5/2009 Subcatchment DA -X: Pre - Development "X" Runoff = 29.56 cfs @ 12.28 hrs, Volume= 2.761 af, Depth> 2.25" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -20.00 hrs, dt= 0.05 hrs Type II 24 -hr 2 -Year Rainfall= 4.50" Area (ac) CN Description 14.700 80 Pre - Development Conditions Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 32.6 Direct Entry, Existing Conditions Subcatchment DA X: Pre - Development "X" Hydrograph 32= 30: 28_ 26= 24= 22_ 20= u 18= c 16= tL 14= 12= 10= 8 6= 2: Type 11 24 -hr 2-Year Rainfal1= 4.50" Runoff Area = 14.700 ac Runoff Volume =2.761 af Runoff Depth >2.25" Tc =32.6 min CN =80 0 1 2 29.56 cfs I . 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) — Runoff HydroCAD- Existing Conditions Drainage Calculations CMS2P1 B - TR20 A - 081109 Type 11 24-hr 2 -Year Rainfall= 4.50" Prepared by {enter your company name here} Page 1 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 8/5/2009 Subcatchment DA -X: Pre - Development "X" Runoff = 29.56 cfs @ 12.28 hrs, Volume= 2.761 af, Depth> 2.25" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -20.00 hrs, dt= 0.05 hrs Type I1 24 -hr 2 -Year Rainfall= 4.50" Area (ac) CN Description 14.700 80 Pre - Development Conditions Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 32.6 Direct Entry, Existing Conditions Subcatchment DA -X: Pre - Development "X" Hydrograph 32= 30 28� 26 24= 22_ 20 18= c 16= LL 14= 12= 10= 8_ 2 0 Type 11 24 -hr 2 -Year Rainfall= 4.50" Runoff Area = 14.700 ac Runoff Volume =2.761 af Runoff Depth >2.25" Tc =32.6 min CN =80 29.56 cfs 9 10 11 12 13 Time (hours) 14 15 16 17 18 19 20 — Runoff HydroCAD- Existing Conditions Drainage Calculations CMS2P1 B - TR20 A - 081109 Type 11 24-hr 5 -Year Rainfall= 6.20" Prepared by {enter your company name here} Page 2 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 8/5/2009 Subcatchment DA -X: Pre - Development "X" Runoff = 47.69 cfs © 12.27 hrs, Volume= 4.479 af, Depth> 3.66" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -20.00 hrs, dt= 0.05 hrs Type II 24 -hr 5 -Year Rainfall= 6.20" Area (ac) CN Description 36' 34= 324 30= 28 3 26' 24_ 22= 20= 18= 16- 14= 12° 10= 8- 6- 4= 14.700 80 Pre - Development Conditions Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 32.6 Direct Entry, Existing Conditions 52_ 504 48' 46` 44 42= 40. 38 Subcatchment DA -X: Pre - Development "X" Hydrograph Type 11 24 -hr 5-Year Rainfall= 6.20" Runoff Area =14.700 ac Runoff Volume =4.479 af Runoff Depth >3.66" Tc =32.6 min CN=80 1 47.69 cfs 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) — Runoff HydroCAD- Existing Conditions Drainage Calculations CMS2P1 B - TR20 A - 081109 Type 1124 -hr 10 -Year Rainfall = 7.40" Prepared by {enter your company name here} Page 3 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 8/5/2009 Subcatchment DA -X: Pre - Development "X" Runoff = 60.73 cfs @ 12.27 hrs, Volume= 5.746 af, Depth> 4.69" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -20.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 -Year Rainfall= 7.40" Area (ac) CN Description 14.700 80 Pre - Development Conditions Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 32.6 Direct Entry, Existing Conditions Subcatchment DA -X: Pre - Development "X" Hydrograph 65- 60= 55: 50- 45 40- 35 30= 25- 20- 15- 10- Type 1124 -hr 10 -Year Rainfall= 7.40" Runoff Area = 14.700 ac Runoff Volume =5.746 af Runoff Depth >4.69" Tc =32.6 min CN =80 60.73 Cfs 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) — Runoff HydroCAD- Existing Conditions Drainage Calculations CMS2P1 B - TR20 A - 081109 Type 11 24-hr 25 -Year Rainfall =8.40" Prepared by {enter your company name here} Page 4 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 8/5/2009 Subcatchment DA -X: Pre - Development "X" Runoff = 71.66 cfs © 12.27 hrs, Volume= 6.823 af, Depth> 5.57" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -20.00 hrs, dt= 0.05 hrs Type II 24 -hr 25 -Year Rainfall = 8.40" Area (ac) CN Tc Length (min) (feet) 32.6 80. 75. 70= 65= 60= 55. 50. 45 40= o a 35. 30. 14.700 80 25= 20- 15_ 10. 5= 0 �- -. 0 m ^� 1 2 Description Pre - Development Conditions Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) Direct Entry, Existing Conditions Subcatchment DA -X: Pre - Development "X" Hydrograph Type II 24 -hr 25 -Year Rainfall = 8.40" Runoff Area = 14.700 ac Runoff Volume =6.823 of Runoff Depth >5.57" Tc =32.6 min CN =80 71.66 cfs 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) — Runoff HydroCAD- Existing Conditions Drainage Calculations CMS2P1 B - TR20 A 081109 Type 11 24 50 - Year Rainfall= 9.80" Prepared by {enter your company name here} Page 5 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 8/5/2009 Subcatchment DA -X: Pre - Development "X" Runoff = 86.98 cfs © 12.27 hrs, Volume= 8.354 af, Depth> 6.82" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -20.00 hrs, dt= 0.05 hrs Type 11 24 -hr 50 -Year Rainfall= 9.80" Area (ac) CN Description 14.700 80 Pre - Development Conditions Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 32.6 Direct Entry, Existing Conditions Subcatchment DA -X: Pre - Development "X" Hydrograph 95 90 85 80 75 70 65 60 w 55 n 50 0 45 LL 40 35 30 25 20 15= 10 5= 0: 0 Type II 24 -hr 50 Year Rainfall =9.80" Runoff Area = 14.700 ac Runoff Volume = 8.354 af Runoff Depth >6.82" Tc =32.6 min CN =80 88. 98 cfs I 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) —Runoff HydroCAD- Existing Conditions Drainage Calculations CMS2P1 B - TR20 A - 081109 Type 1124 -hr 100 -Year Rainfall = 11.00" Prepared by {enter your company name here} Page 6 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 8/5/2009 Subcatchment DA -X: Pre- Development "X" Runoff = 100.09 cfs @ 12.26 hrs, Volume= 9.682 af, Depth> 7.90" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -20.00 hrs, dt= 0.05 hrs Type II 24 - hr 100 -Year Rainfall= 11.00" Area (ac) CN Description 14.700 80 Pre - Development Conditions Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 32.6 Direct Entry, Existing Conditions Subcatchment DA -X: Pre - Development "X" Hydrograph 110= 105= 100= 95 - Type!! 24 -hr 100 -Year 90 = 85- Rainfall= 11.00" tio Runoff Area = 14.700 ac 65= Runoff Volume =9.682 af o 60 3 55 Runoff Depth >7.90" a 50 45 Tc =32.6 min 40_ 35 = CN=80 30= 25= 20= 15= 10= 5- 0 1 2 3 100.09 crs 4 5 6 7 8 9 10 11 12 Time (hours) 13 14 15 16 17 18 19 20 Runoff HydroCAD- Proposed Conditions Drainage Calculations CMS2P1 B - TR20 A - 081109 Type 11 24-hr 2 -Year Rainfall= 4.50" Prepared by {enter your company name here} Page 1 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 8/5/2009 Subcatchment DA -P: Post - Development P Runoff = 32.62 cfs @ 12.24 hrs, Volume= 2.887 af, Depth> 2.51" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -20.00 hrs, dt= 0.05 hrs Type II 24 -hr 2 -Year Rainfall= 4.50" Area (ac) CN Description 13.800 83 Post - Development Conditions Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 29 Direct Entry, Proposed Conditions Subcatchment DA -P: Post - Development P Hydrograph 36 34 32= 30= 28 26= 24= 22= 20 = 18= O 16- 14= 12= 10 8- 2= Type 11 24 -hr 2-Year Rainfall= 4.50" Runoff Area = 13.800 ac Runoff Volume =2.887 af Runoff Depth >2.51" Tc =29.9 min CN =83 32.62 cfs 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) — Runoff HydroCAD - Proposed Conditions Drainage Calculations CMS2P1 B - TR20 A - 081109 Type 11 24-hr 5 -Year Rainfall= 6.20" Prepared by {enter your company name here} Page 2 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 8/5/2009 Subcatchment DA -P: Post - Development P Runoff = 50.88 cfs @ 12.24 hrs, Volume= 4.562 af, Depth> 3.97" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -20.00 hrs, dt= 0.05 hrs Type 11 24 -hr 5 -Year Rainfall= 6.20" Area (ac) CN Description 13.800 83 Post - Development Conditions Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 29.9 55- 50- 45 40- 25- 20- 15- 10- Subcatchment DA -P: Post - Development P Hydrograph Type 11 24-hr 5 -Year Rainfall = 6.20" Runoff Area = 13.800 ac Runoff Volume =4.562 af Runoff Depth >3.97" Tc =29.9 min CN =83 Direct Entry, Proposed Conditions 50.88 cfs 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) — Run HydroCAD - Proposed Conditions Drainage Calculations CMS2P1 B - TR20 A - 081109 Type 1124 -hr 10 -Year Rainfall= 7.40" Prepared by {enter your company name here} Page 3 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 8/5/2009 Subcatchment DA -P: Post - Development P Runoff = 63.88 cfs @ 12.23 hrs, Volume= 5.783 af, Depth> 5.03" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -20.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 -Year Rainfall= 7.40" Area (ac) CN Description 13.800 83 Post - Development Conditions Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 29 Direct Entry, Proposed Conditions Subcatchment DA -P: Post - Development P Hydrograph 70- 65- 60= 55, 50- 45- 40: u 35- a 30- 25- 20- 15- 10- 5- 0- Type 11 24 -hr 10 Year Rainfall= 7.40" Runoff Area = 13.800 ac Runoff Volume =5.783 af Runoff Depth >5.03" Tc =29.9 min CN =83 63.88 cfs 1 • 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) — Runoff HydroCAD- Proposed Conditions Drainage Calculations CMS2P1 B - TR20 A - 081109 Type 11 24-hr 25 -Year Rainfall= 8.40" Prepared by {enter your company name here} Page 4 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 8/5/2009 Subcatchment DA -P: Post - Development P Runoff = 74.72 cfs © 12.23 hrs, Volume= 6.815 af, Depth> 5.93" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -20.00 hrs, dt= 0.05 hrs Type II 24 -hr 25 -Year Rainfall = 8.40" Area (ac) CN Description 13.800 83 Post - Development Conditions Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 29.9 80= 75= 70= 65= 60 55= 50= • c 45= 0 40: 35= 30= 25= 20= 15_ 10 5= Subcatchment DA -P: Post - Development P Hydrograph Type II 24 -hr 25 -Year Rainfall = 8.40" Runoff Area = 13.800 ac Runoff Volume =6.815 af Runoff Depth >5.93" Tc =29.9 min CN =83 Direct Entry, Proposed Conditions 74.72 Cfs 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) HydroCAD- Proposed Conditions Drainage Calculations CMS2P1 B - TR20 A - 081109 Type 11 24-hr 50 -Year Rainfall =9.80" Prepared by {enter your company name here} Page 5 HydroCAD® 7.10 sin 003394 © 2005 HydroCAD Software Solutions LLC 8/5/2009 Subcatchment DA - P: Post - Development P Runoff = 89.86 cfs @ 12.23 hrs, Volume= Area (ac) CN Description 8.277 af, Depth> 7.20" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -20.00 hrs, dt= 0.05 hrs Type II 24 -hr 50 -Year Rainfall= 9.80" 13.800 83 Post - Development Conditions Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 29.9 Direct Entry, Proposed Conditions Subcatchment DA -P: Post - Development P Hydrograph 100- 95= 90= 85 80= 75= 70= 65= 60= u 55= 50: i 45= LL 40= 35= 30= 25 20= 15= 10= 5= Type 11 24 -hr 50 -Year Rainfall= 9.80" Runoff Area =13.800 ac Runoff Volume =8.277 af Runoff Depth >7.20" Tc =29.9 min CN =83 0 0 1 2 3 4 5 6 7 89.88 Cfs 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) HydroCAD- Proposed Conditions Drainage Calculations CMS2P1 B - TR20 A - 081109 Type 11 24-hr 100 -Year Rainfall = 11.00" Prepared by {enter your company name here} Page 6 HydroCAD 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 8/5/2009 Subcatchment DA -P: Post - Development P Runoff = 102.79 cfs © 12.23 hrs, Volume= 9.541 af, Depth> 8.30" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -20.00 hrs, dt= 0.05 hrs Type 11 24 -hr 100 -Year Rainfall= 11.00" Area (ac) CN Description 13.800 83 Post - Development Conditions Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 29.9 Direct Entry, Proposed Conditions 115 110= 105= 100- 95= 90= 85= 80= 75= 70= • 65= • 60= c 56 50= 45= 40- 35= 30= 25= 20= 15= 10- 5= Subcatchment DA -P: Post - Development P Hydrograph Type 1124 -hr 100 -Year Rainfall= 11.00" Runoff Area = 13.800 ac Runoff Volume =9.541 af Runoff Depth>8.30" Tc =29.9 min CN=83 1 102.79 cfs 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) — Runoff HydroCAD - Ultimate Conditions Drainage Calculations CMS2P1 B - TR20 A - 081109 Type 1124 -hr 2 -Year Rainfall =4.50" Prepared by {enter your company name here} Page 1 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 8/5/2009 Subcatchment DA -Putt: Post - Development Pult Runoff = 41.77 cfs @ 12.16 hrs, Volume= 3.204 af, Depth> 2.79" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -20.00 hrs, dt= 0.05 hrs Type II 24 -hr 2 -Year Rainfall= 4.50" Area (ac) CN Description 13.800 86 Ultimate - Development Conditions Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.3 Direct Entry, Proposed Conditions Subcatchment DA -Putt: Post - Development Pult Hydrograph 46- 44= 42_ 40 ` Type 11 24 -hr 2-Year 38= Rainfall= 4.50" 32_ 30 Runoff Area = 13.800 ac e 26 Runoff Volume =3.204 af g 22= Runoff Depth >2.79" " 20 16= Tc =23.3 min 16 14 CN =86 = 12 = 10_ 8 = 4= 0 1 2 41.77 cfs 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) —Runoff HydroCAD- Ultimate Conditions Drainage Calculations CMS2P1 B - TR20 A - 081109 Type 11 24-hr 5 -Year Rainfall= 6.20" Prepared by {enter your company name here} Page 2 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 8/5/2009 Subcatchment DA -Putt: Post - Development Pult Runoff = 63.12 cfs @ 12.16 hrs, Volume= 4.934 af, Depth> 4.29" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -20.00 hrs, dt= 0.05 hrs Type II 24-hr 5 -Year Rainfall= 6.20" Area (ac) CN Description 13.800 86 Ultimate - Development Conditions Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.3 Direct Entry, Proposed Conditions 70- 65- 60- 55- 50- 45- i 40= 35- 0 LL 30- 25= 20- 15- 10- 0 �+ 0 1 Subcatchment DA -Putt: Post - Development Pult Hydrograph Type 11 24 -hr 5-Year Rainfall = 6.20" Runoff Area = 13.800 ac Runoff Volume =4.934 af Runoff Depth >4.29" Tc =23.3 min CN =86 63.12 cfs 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) — Runoff HydroCAD - Ultimate Conditions Drainage Calculations CMS2P1 B - TR20 A - 081109 Type 11 24-hr 10 -Year Rainfall= 7.40" Prepared by {enter your company name here} Page 3 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 8/5/2009 Subcatchment DA -Putt: Post - Development Pult Runoff = 78.17 cfs @ 12.16 hrs, Volume= 6.183 af, Depth> 5.38" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -20.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 -Year Rainfall= 7.40" Area (ac) CN Description 13.800 86 Ultimate - Development Conditions Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.3 Direct Entry, Proposed Conditions Subcatchment DA -Putt: Post - Development Pult Hydrograph 85- 80= 75. 70 65_ 60= 55= � 50= 45= c 40= LL 35= 30 25_ 20= 15_ 10= 5. 0 Type II 24 -hr 10 -Year Rainfall= 7.40" Runoff Area = 13.800 ac Runoff Volume= 6.183 af Runoff Depth >5.38" Tc =23.3 min CN =86 78.17 cfs 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) HydroCAD- Ultimate CMS2P1 B -TR20 A -081109 Type Prepared by {enter your company name here} HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC Runoff = 90.68 cfs © 12.16 hrs, Volume= Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -20.00 hrs, dt= 0.05 hrs Type II 24 -hr 25 -Year Rainfall = 8.40" Area (ac) CN Description Tc (min) 23.3 85= • 80= 75 = 70= 65= 60= f, 55= 50= a 45= 13.800 86 Ultimate - Development Conditions 100- 95= 90= 40= 35= 30= 25= 20- 15= 10= 5= Subcatchment DA -Putt: Post - Development Pult Length Slope Velocity Capacity Description (feet) (ft/ft) (ft/sec) (cfs) Type 11 24 -hr 25 -Year Rainfall = 8.40" Runoff Area = 13.800 ac Runoff Volume =7.235 af Runoff Depth >6.29" Tc =23.3 min CN =86 90.68 cfs 7.235 af, Depth> 6.29" Direct Entry, Proposed Conditions Subcatchment DA -Putt: Post - Development Pult Hydrograph Conditions Drainage Calculations 1124 - hr 25 - Year Rainfall = 8.40" Page 4 8/5/2009 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) — Runoff HydroCAD- Ultimate Conditions Drainage Calculations CMS2P1 B - TR20 A - 081109 Type 11 24-hr 50 -Year Rainfa /1= 9.80" Prepared by {enter your company name here} Page 5 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 8/5/2009 Subcatchment DA -Putt: Post - Development Pult Runoff = 108.10 cfs @ 12.15 hrs, Volume= 8.719 af, Depth> 7.58" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -20.00 hrs, dt= 0.05 hrs Type II 24 -hr 50 -Year Rainfall= 9.80" Area (ac) CN Description 13.800 86 Ultimate- Development Conditions Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.3 Direct Entry, Proposed Conditions Subcatchment DA -Putt: Post - Development Pult Hydrograph 120- 115= 110= 105= 100= 95= 90- 85= 80= 75= 70= ✓ 65= • 60 O 55= ▪ 50= 45= 40= 35= 30= 25= 20= 15= 10= 5= 0 Type 11 24 -hr 50 -Year Rainfall= 9.80" Runoff Area = 13.800 ac Runoff Volume =8.719 af Runoff Depth >7.58" Tc =23.3 min CN =86 4 1o8.1ocfs 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) HydroCAD - Ultimate Conditions Drainage Calculations CMS2P1 B - TR20 A - 081109 Type 11 24-hr 100 -Year Rainfall = 11.00" Prepared by {enter your company name here} Page 6 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 8/5/2009 Subcatchment DA -Putt: Post - Development Pult Runoff = 122.97 cfs @ 12.15 hrs, Volume= 9.999 af, Depth> 8.69" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -20.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 -Year Rainfall= 11.00" Area (ac) CN Tc Length (min) (feet) 23.3 130- 120- 110- 100= 90- 80- 70= u. 60- 13.800 86 50- 40, 30- 20- 10 Description Ultimate- Development Conditions Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) Subcatchment DA -Putt: Post - Development Pult Hydrograph Type II 24 -hr 100 -Year Rainfall= 11.00" Runoff Area = 13.800 ac Runoff Volume =9.999 af Runoff Depth >8.69" Tc =23.3 min CN =86 04. 0 1 2 Direct Entry, Proposed Conditions 122.97 cfs 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Section 4.0 DETENTION FACILITY & ROUTING t ! TOP OF BERM =5' -0" ELEV. =314.00' 4N_1V 29' -0' mp pmm W m Vila,' Al I 2 W '9 z v, TA m a z C N N :0 SITE GRADING & DRAINAGE PLAN FOR THE CREEK MEADOWS SUBDIVISION SEC11ON 2, PHASE 1B PAVING, DRAINAGE & UTILITY IMPRV. COLLEGE STATION BRAZOS COUNTY, TEXAS MIA 6 HydroCAD - Proposed Conditions ' „r 2 Y ear alculations Rainfall CMS2P1 B T Typ R20 A -081109 name here} 8/6/2009 Prepared by {enter your company Page 1 HvdroCAD®7•10 s/n 003394 ©2005 H droCAD Software Solutions LL Pond P6: Pond 6 13.800 ac, Inflow Depth > 2.51” for 2 -Year event 32.62 cfs @ 12.24 hrs, Volume= 2.887 af 2.879 Lag= 879 af, Atten= 27 %, 11.4 min 23 70 cfs © 12.43 hrs, Volume= 2 879 af 23.70 cfs © 12.43 hrs, Volume= dt= 0.05 hrs Inflow Area = Inflow = Outflow = Primary = by Stor -Ind method, Time Span= 0.00 -20.00 hrs, 22,652 cf Plug Keating Y 12.43 hrs Surf.Area= 22,474 sf Storage= Peak Elev 311.64' detention o @ -Flow ion time =13.6 min calculated 0 for �� 79 af (100% of inflow) Center -of -Mass dot. time= 12.3 min ( � ton #1 Volume Invert Avail.Stora • e Stora • e Descn i • 78,607 cf Custom Stage Data (Prismatic) Listed below (Recalc) 310.11' Cum.Store cubic -feet 0 8,946 30,890 56,581 78,607 Inc.Store cubic -feet 0 8,946 21,944 25,691 22,026 Elevation feet 310.11 311.00 312.00 313.00 313.75 Surf.Area s• -ft 0 20,103 23,785 27,597 31,139 Device Routin #1 Primary Invert Outlet Devices 310.11' Custom Weir /Orifice, C= 2.62 Head (feet) 0.00 3.79 Width (feet) 3.00 8.00 12.43 hrs HW= 311.64' (Free Discharge) Primary OutFlow Max =23.62 cfs ntr 23.62 cfs @ 3.8 fps) 't-1= Custom Weir/Orifice (Weir 0 312 co W 311 CMS2P1 B -TR20 A -081109 HydroCAD - Proposed Conditions Pond Calc 7.10 S/n 0 ulate Prepared b H droCAD® 03394 © 2005 H droCAD Software Solutions LL Pond P6: Pond 6 Hydrograph 36 34 32 30 28 26 24 22 ; 20 18- 0 LL 16 14 12 10 8 6 4 2 0 y {enter your company name here} Time (hours) 13 Pond P6: Pond 6 S tage - Area- Storage 2,000 4,000 6,000 8,000 Surface /Horizontal /Wetted Area 10,000 12,000 14,000 16,000 18,000 20,0 0 22,000 24,000 26,000 28,000 30,000 Type 11 24 -hr 2 -Year Rainfall = 4.50" Page 2 8/6/2009 Inflow Area= 13.800 ac Peak Elev= 311,64' Storage = 22,652 cf 23.70 cfs 9 10 11 12 14 15 16 17 18 19 313 10,000 20,000 30,000 40,000 Storage (cubic -feet) 50,000 60,000 70,000 20 6 HydroCAD - Proposed Conditions h 5 - Year I Rainfa11 P 6. 20 " CMS2P1B - TR20 A - 081109 g /6/2009 Prepared by {enter your company name here} Page 3 HvdroCAD® 7.10 s/n 003394 © 2005 H droCAD Software Solutions LLC Inflow Area = Inflow = Outflow = Primary = Routing by Stor -Ind method, Time Span= 0.00 -20.0 hrs, dt= 0.05 hrs Peak Elev= 312.15' @ 12.41 hrs Surf,34 536 af of3nflow) Plug -Flow detention time =13.8 min calculated fo96 8 - 784.4 ) Center -of -Mass det. time= 12.5 min Volume Invert Avaii.Stora • e Stora • e Descri tion #1 310.11' 78,607 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation feet 310.11 311.00 312.00 313.00 313.75 Pond P6: Pond 6 13.800 ac, Inflow Depth > 3.97" for 5 -Year event 12.24 hrs, Volume= 4.562 af 50.88 cfs @ Volume= 4.547 af, Atten= 24 %, 38.73 cfs @ 12.41 hrs, 38.73 cfs © 12.41 hrs, Volume= 4.547 af Surf.Area s• -ft 0 20,103 23,785 27,597 31,139 Inc.Store Cum.Store cubic -feet cubic -feet 0 0 8,946 8,946 21,944 30,890 25,691 56,581 22,026 78,607 Lag= 10.4 min Invert Outlet Devices 310.11' Custom Weir /Orifice, C= 2.62 Head (feet) 0.00 3.79 Width (feet) 3.00 8.00 M =38.62 cfs @ 12.41 hrs HW= 312.14' (Free Discharge) Primary OutFlow eir Controls 38.62 cfs @ 4.4 fps) U1= Custom Weir /Orifice (W Device Routin #1 Primary HydroCAD - Proposed C Prepared by {enter your company name here} H droCAD® 7.10 s/n 003394 0 2005 H droCAD Software Solutions LLC Pond P6: Pond 6 Hydrograph CMS2P1 B -TR20 A- 081109 Type -re Inflow Area= 13.800 ac Peak EIev= 312,15 Storage= 34,379 cf 50.88 cfs 20 15 10 55 50 45 40 35 30 0 LL 25- 10,000 9 10 11 12 13 14 Time (hours) 20,000 30,000 40,000 Storage (cubic -feet) 50,000 15 onditions Pond Calculations - Pond 6 II 24 -hr 5 -Year Rainfall =6.20" Page 4 8/6/2009 16 17 60,000 70,000 18 19 20 Pond P6: Pond 6 Stage Area - Storage Surface /Horizontal /Wetted Area (sq -ft) 2,000 4,000 6,000 8,000 10,000 12,000 14,000 16,000 18,000 20,000 22,000 24,000 26,000 28,000 30,000 313 - m 0 312 - 15 m W 311 6 HydroCAD - Proposed Conditions h 10 -Year I Rainfal1 P 7.40" CMS2P1B T Type 11 R20 A - 081109 name here} 8/6/2009 Prepared by {enter your company Page 5 H droCAp®7.10 sin 003394 ©2005 H droCAD Software Solutions LL Pond P6: Pond 6 Inflow Area = Inflow = Outflow = Primary = 13.800 ac, Inflow Depth > 5.03" 63.88 cfs © 12.23 hrs, Volume= 49.83 cfs @ 12.40 hrs, Volume= 49.83 cfs @ 12.40 hrs, Volume= for 10 -Year event 5.783 af 5.764 af, Atten= 22 %, Lag= 9.9 min 5.764 af dt= 0. Peak E 05 hrs by Stor -Ind method, Time Span= 0.00 -20.00 hrs, 42,101 cf P g Keating Y 12.40 hrs Surf.Area= 25,519 sf Storage= lug -Floow w e dett enratiotio @ n time_13.7 min ca1911a3ted78 9 j � af (100 of inflow) Center -of- -Mass dot. time= 12.4 min Volume Invert Avail.Stora • e Stora • e Descri tion 310.11' 78,607 cf Custom Stage Data (Prismatic) Listed below (Recalc) #1 Elevation feet 310.11 311.00 312.00 313.00 313.75 Inc.Store Cum.Store cubic -feet cubic -feet 0 0 8,946 8,946 21,944 30,890 25,691 56,581 22,026 78,607 Invert Outlet Devices 2 62 310.11' Custom Weir /Orifice, C= Head (feet) 0.00 3.79 Width (feet) 3.00 8.00 Primary OutFlow Max =49 cfs @ 12.40 hrs HW =31 4 75' (Free Discharge) 't --1= Custom WeirlOrifice (W eir Controls 49.81 cfs @ Device Routin #1 Primary Surf.Area s• -ft 0 20,103 23,785 27,597 31,139 CMS2PIB -TR20 A -081109 HYdroCAD - Proposed Conditions Pond Calculations - Pond 6 Prepared by {enter your company name here) T ype 11 24 - hr 10 - Year Rainfall= 7.40" H droCAD® 7.10 s/n 003394 © 2005 H droCAD Software Solutions LLC Page 6 8/6/2009 50 45 40 u C 35 T. 30 25 20 15 10- 70 65 60 55 Pond P6: Pond 6 Hydrograph 9 10 11 12 13 14 15 16 17 Time (hours) 18 19 20 Pond P6: Pond 6 Stage - Area - Storage u 2,000 4,000 6,000 8,000 Surface /Horizontal /Wetted Area 10,000 12,000 14,000 16,000 18,000 2 000 22,000 24,000 26,000 28,000 30,000 313 m o 312 as as m w 311 10,000 20,000 30,000 40,000 50,000 Storage (cubic -feet) 60,000 70,000 droCAD - Proposed Conditions P r Calculations I R ain - Pond 6 HY Type I124 -hr Page 7 CNIS2P b {enter r your c 09 an name here} 8/6/200 Prepared by {enter your company droCAD Software Solutions LLC H droCAD®7.10 sin 003394 ©2005 H Pond P6: Pond 6 Inflow Depth > 5.93" for 25 -Year event 13.800 ac, Volume= 6.815 af Inflow Area_ 74 72 cfs @ 12.23 hrs, 6.793 af, Atten= 21 %, Lag= 9.5 min Inflow 59 cfs @ 12.39 hrs, Volume= 6.793 af Outflow = Primary = 59.24 cfs @ 12.39 hrs, Volume= dt= 0.05 hrs Span= 0.00 -20.00 hrs, 0_ hr 238 cf Routing by 312.69' method, Time Sp Storage= (100% of inflow) Peak Elev= 312.69' @ 12.39 hrs Surf.Area= 26, 419 sf Storag - - min 787.3 - 775 Plu -Flow detention time =13.7 min calculated for 6.793 af 9 Center -of -Mass det. time 12• � Stora e Descri•tion Avail.Stora e Volume 1nve1t Custom Stage Data (Prismatic) Listed below (Recalc) 310.11' 78,607 cf Cum.Store cubic -feet 0 8,946 30,890 56,581 78,607 #1 Inc.Store cubic -feet 0 8,946 21,944 25,69 22,026 Elevation Surf.Area feet s • -ft 310.11 0 20,103 311.00 23,785 312.00 27 597 313.00 81,139 313.75 Invert Outlet Devices 2.62 Device Ro • 0.11' Custom Weir /Orifice, C= #1 Primary ary 31 Head (feet) 0.00 3.79 W;dth (feet) 3.00 8.00 Primary 12.39 hrs HW= 312.69' (Free Discharge) OutFlow Max =59.09 e � Controls 59.09 cfs @ 4.9 fps) U1= Custom WeirlOrifice (W 313 0 312 a > W 311 CMS2P1 B -TR20 A- 081109 Prepared by {enter your company H droCAD® 7.10 s/n 003394 © 00H CAD Software Solution Pond P6: Pond 6 H ydrograph 13 45 40 35 30 25 20- 15 10 5 0 80 75 70 65 60 55 50 10,000 20,000 9 10 11 12 13 14 15 16 Time (hours) 17 18 19 20 Pond P6: Pond 6 St age - Area- Storag 2,000 4,000 6,000 8,000 10,000 2,000 14,000116,000 e18,000 20,000 22,000 24,000 26,000 28,000 Surf Area (scfrit) 0 30,000 30,000 40,000 Storage (cubic -feet) 50,000 HydroCAD - Proposed Conditions Pond Calculations - P T ype 1124-hr 25 -Year and 6 Rainfall =8.40 s LLC Page 8 8/6/2009 60,000 70,000 droCAD - Proposed Conditions Pond C alc I Rainf - Pond 6 Hy Type 11 24h Page 9 H dr prepay ed d by {e { e n ntt er y r your c 09 an Y name here} Prepar oCAD®7.10 s/n 003394 ©2005 H droCAD Software Solutions LL 8/6/200 Pond P6: Pond 6 Inflow Depth > 7.20" for 50 -Year event 13.800 ac, Volume= 8.277 af Inflow Area_ 8g 86 cfs @ 12.23 firms, Volume= 8.250 af, Atten= 19 %, Lag= 9.0 min Inflow _ 72 57 cfs @ 12.38 8.250 af Outflow - Primary = 72.57 cfs @ 12.38 hrs, Volume= dt= 0.05 hrs Span= 0.00 -20.00 hrs, hrs cf Routing by 312.99 method, Time Sp (100% 5 inflow) Peak Elev= 312.99' @ 12.38 hrs Surf.Area= 27,578 sf Storage= - min 782.6 - 770 detention time =13.6 min calculated for 8.250 of Plug-Flow Center -of -Mass det. time= ra • e Stora • e Descri • tion Recalc) Invert Avail.Sto a Data (prismatic) Listed below Volume 78 607 cf Custom Stag #1 310.11' Cum.Store cubic -feet 0 8,946 30,890 56,581 78,607 Inc.Store cubic -feet 0 8,946 21,944 25,691 22,026 Elevation feet 310.11 311.00 312.00 313.00 313.75 Invert Outlet Devices C= 2.62 Device R • 310.11' Custom eirlOrifice, #1 Primary mary 310. W Head (feet) 0.00 3.00 8 Width (feet) 12.38 hrs HW= 312.99' (Free Discharge) OutFlow Max =72.28 cfs � ntrols 72.28 cfs @ 5.1 fps) t.�primary = Custom WeirlOrifice (Weir Surf.Area s• -ft 0 20,103 23,785 27,597 31,139 CMS2PIB -TR20 A- 081109 HydroCAD - Proposed Conditions Pond Calculations Prepared by (enter your company ulations - Pond 6 H Prepared y . ( e to your © 2005 H droCAD Software Solutions LLC pany name here; T yp e 1124 -hr 5 0 -Year „ Rainfa // =9.80 Page 10 8 /6/2009 65 60 55 50 - 45 40- 35 30 25 20 15 10 5 0 Pond P6: Pond 6 Hydrograph 100 95 90 85 80 75 70 9 10 11 12 13 14 15 16 Time (hours) 17 18 19 20 Pond P6: Pond 6 Sta ge - Area- Storage 2,000 4,000 6,000 8,000 Surface /HorfzontaUVdetted Area 10,000 12,000 14,000 16,000 18,000 (sq 20,000 22,000 24,000 26,000 28,000 30,000 313 - m o 312 - w 311 10,000 20,000 30,000 Storage (cubc_1�,t) 50,000 60,000 70,000 HydroCAD - Proposed Conditions Pond Calculations Rainfal Po CMS2P1B - TR20 A 081109 00" Type 1! 24 00-Y ear Page 0 Prepared by {enter your company name here} H droCAD® 7.10 sin 003394 ©2005 H droCAD Software Solutions LL 8/6/2009 Pond P6: Pond 6 for 100 -Year event 9.541 af 9.509 af, Atten= 18 %, Lag= 8.7 min 9.509 af 13.800 ac, Inflow Depth > 8.30" Inflow Area = 102.79 cfs @ 12.23 hrs, Volume= Inflow = 84.06 cfs @ 12.38 hrs, Volume= Ou = 84.06 cfs @ 12.38 hrs, Volume= Prim = dt= 0.05 hrs Peak E by Stor -Ind method, Time Span= 0.00 -20.00 hrs, h cf Routing Y 12.38 hrs Surf.Area= 28,702 sf Storage= detention @ Plug-Flow a detention time =13.6 min calculated � 67 9.485 af (99% of inflow) Center-of-Mass dot. time= 12.1 min Volume Invert Avail.Stora • e Stora • e Device D 310.11' 7 8 607 cf Custom Stage (Prismatic) Listed below (Recalc) #1 Elevation feet 310.11 311.00 312.00 313.00 313.75 310.11' Custom WeirlOrifice, C= 2.62 Head (feet) 0.00 3.79 Width (feet) 3.00 8.00 12.38 hrs HW= 313.23' (Free Discharge) Primary OutFlow Max =83.70 cfs @ t_1= Custom Weir/Orifice (Weir Controls 83.70 cfs @ 5.3 fps) Device Routin #1 Primary Surf.Area s• -ft 0 20,103 23,785 27,597 31,139 Invert Inc.Store Cum.Store cubic -feet cubic -feet 0 0 8,946 8,946 21,944 30,890 25,691 56,581 22,026 78,607 Outlet Devices CMS2PIB -TR20 A- 081109 HydroCAD - Proposed Conditions Prepared by {enter your company Type 11 24 -hr �droCAD®7 10 s/n 003394 © p Y name here} 2005 H droCAD Software Solutions LLC Pond P6: Pond 6 Hydrograph 115 110 105 100 95 90 85 80 75 70 65 60 c 55 it 50 45 40 35 30 25 20 15 10 5 0 Pond P6: Pond 6 St age - Area- Storage u urfacelHurizontat/Wetted Area (s ft ) 2 , 0 00 4,000 6,000 8,000 1 0,00 12,000 14,000 16,000 18,000 20,000 22,000 24,000 26,000 28,000 30,000 313 - o 312 to 0 W 311 10,000 20,000 9 10 11 12 13 14 15 16 Time (hours) 17 18 19 20 30,000 40,000 Storage (cubic -feet) 50,000 60,000 70,000 Pond Calculations - Pond 6 100 - Year Rainfall= 11.00" Page 12 8/6/2009 H droCAD - Ultimate Conditions Pond C alc I tio nf - P o n Prepared by { enter your company name here} 6 CMS2P16 TR20 A- 0811 y Type 1124-hr page 1 Hv droCAD ®7.10 sin 003394 ©2005 H droCAD Software Solutions LL 8/6/2009 Pond P6 -ult: Pond 6 Depth > 2.79" for 2 Year event 13.800 ac, Inflow Inflow Area = Inflow = Outflow = Primary = 28.95 cfs @ 12.32 hrs, Volume 28.95 cfs @ 12.32 hrs, Volume= Routing by Stor -Ind method, Time Span= 0.00 -20. 26,865 cf Plug -Flow detention Peak Elev= 311.83' @ 12.32 hrs Surf.Area= 23,169 sf Storage= time =13.5 min calculated for 0 ) Volume Invert 3.195 af (100% of inflow) Center -of -Mass det. time= 12.3 min 794.3 7 Avail.Stora • e Stora • e Desce da (Prismatic) Listed below (Recalc) 83,012 cf Custom Stag #1 Elevation feet 310.11 311.00 312.00 313.00 313.90 310.11' 310.11' Custom Weir /Orifice, C= 2.62 Head (feet) 0.00 3.79 Width (feet) 3.00 8.00 Primary 12.32 hrs HW= 311.83' (Free Discharge) t1= Custom WeirlOrifice (Weir OutFlow Max =28.78 cfs Controls 28.78 cfs @ 4.1 fps) Device Routin #1 Primry 41 77 cfs @ 12.16 hrs, Volume= _ 3.204 af 3.195 af, Atten= 31%, Surf.Area s• -ft 0 20,103 23,785 27,597 31,139 Invert Inc.Store Cum.Store cubic -feet cubic -feet 8,946 0 0 8,946 30,890 21,944 56,581 26,431 25,691 83,012 Outlet Devices 3.195 af hrs, dt= 0.05 hrs Lag= 9.7 min CMS2PIB -TR20 A- 081109 HYdroCAD - Ultimate Conditions Pond Calcul Prepared b H droCAD® 7.10 34 32 30 28 F. 26 24 22 u - 20 18 16 14 12 10 . 6 4 2 0 8 Inflow Area = 13,800 ac Peak Elev= 311.83' Storage =26,965 cf 46 44 42 40 38 36 y {enter your company name here} s/n 003394 © 2005 H droCAD Software Solutions LLC Pond P6 -ult: Pond 6 Hydrograph 9 10 11 12 13 Time (hours) 14 15 16 17 18 19 20 Pond P6 -uit: Pond 6 St age - Area- Storage u 2,000 4,000 6,000 8,000 Surlace /Horizontal /LVetted Area s 10,000 12,000 14,000 16,000 18,000 20 000 22,000 24,000 26,000 28,000 30,000 313 - W 0 312 W 311 10,000 20,000 30,000 40,000 50,000 Storage (cubic -feet) 60,000 70,000 Type 1/ 24 -hr 2 -Year ations - Pond 6 Rainfall =4.50 Page 2 8/6/2009 80,000 H droCAD - Ultimate Conditions Pond C a I c I ti0 - p ond 6 CMS2P1B TR20 A 109 Prepared by {enter your company name here} y Type II 24- hr page 3 H droCAD®7•10 s/n 003394 ©2005 H droCAD Software Solutions LL 8/6/2009 Pond P6 -ult: Pond 6 Inflow Depth > 4.29 for 5 -Year event 13.800 ac, Volume= 4.934 af Lag= Inflow Area = 63.12 cfs @ 12.16 hrs, 4.919 af, Atten= 27%, 9.0 min Inflow = 46.02 cfs @ 12.31 hrs, Volume= 4 9 19 af Outflow = Primary = 46.02 cfs @ 12.31 hrs, Volume= dt= 0.05 hrs Routing Stor-Ind method, Time Span= 0.00 -20.00 hrs, e5 39,516 cf Peak k Elev = 312.35' @ 12.31 hrs Surf.Area= 25,130 sf Storag - detention time =13.6 min calculate 7 4.19 of (100% of inflow) Plug -Flow det 784.3 Center -of -Mass det. time= 12.3 min ( Stora • e Descri •tion Invert Avail.Stora • e e Data (prismatic) Listed below (Recalc) Volume 83,012 cf Custom Stag 310.11' Cum.Store cubic -feet 0 8,946 30,890 56,581 83,012 #1 Inc.Store cubic -feet 0 8,946 21,944 25,691 26,431 Elevation Surf.Area feet s• -ft 310.11 0 20,103 311.00 23,785 312.00 27,597 313.00 31,139 313.90 Invert Outlet Devices 2.62 Device Ro • 310.11' Custom Weir /Orifice, C= #1 Primary ary 310. Head (feet) 0.00 3.79 Width (feet) 3.00 8.00 12.31 hrs HW= 312.35' (Free Discharge) OutFlow Max =45.88 cfs @ 4.6 fps) Primary (Weir 'L1= Custom Weir/Orifice (W r Controls 45.88 cfs @ • CMS2P1B -TR20 A- 081109 HVdroCAD - Prepared by Ultimate Conditions Pond Cal Y {enter H droCAD® 7.10 s/n your company here} 03394© 2005 H name droCAD Software Solutions LLC Pond P6 -ult: Pond 6 70 Hydrograph 10,000 20,000 9 10 11 12 13 14 15 Time (hours) 30,000 40,000 50,000 Storage (cubic -feet) 60,000 Type 16 70,000 culations - Pond 6 11 24 5 - Year Rainfall= 6.20" Page 4 8/6/2009 Pond P6 -ult: Pond 6 Sta Area - Storag 2,000 4,000 6,000 8,000 10 00 SSurface /Horizontal /Wetted Area s 0 12,000 14,000 16,000 18,000 20,000 22,000 24,000 26,000 28,000 30,000 313 m o 312 W m W 311 80,000 20 HydroCAD - Ultimate Conditions 24-hr Pond 10-Year Calculations Ra nfal Pond 6 CMS2P1 B - TR20 A - 081109 7.40" Type 11 2 Page 5 Prepared by {enter your company name here) HVdroCAD® 7.10 �n 003394 ©2005 H droCAD Software Solutions LL 8/6/2009 Inflow Area = Inflow = Outflow = Primary = 58.50 cfs @ 12.30 hrs, Volum 58.50 cfs © 12.30 hrs, Volume= by Stor -Ind method, Time Span= 0.00 -20.00 hrs, 47,766 cf Plug -Flow tow e Keating Y 12.30 hrs Surf.Area= 26,351 sf Storage= _ low deteentintio' @ on time =13.6 min calculated 66 �) 64 af (100% of inflow) Center -of- -Mass dot. time= 12.3 min (77 g Volume Invert Avail.Stora • e Stora • e Descri •tion 310.11' 83,012 cf Custom Stage Data (Prismatic) Listed below (Recalc) #1 Elevation feet 310.11 311.00 312.00 313.00 313.90 Device Routin #1 Primary Pond P6 -ult: Pond 6 13.800 ac, Inflow Depth > 5.38" for 10 -Year event Volume= 6.183 af 78 17 cfs © 12.16 hrs, e= 6.164 af, Atten= 25 %, Surf.Area s• -ft 0 20,103 23,785 27,597 31,139 6.164 af dt= 0. Peak 05 hrs Inc.Store Cum -Store cubic -feet cubic -feet 0 0 8,946 8,946 21,944 30,890 25,691 56,581 26,431 83,012 Invert Outlet Devices 2.62 310.11' Custom Weir/Orifice, 3.79 Head (feet) 3.00 8.00 Width (feet) 12.30 hrs HW= 312.67' (Free Discharge) Primary OutFlow Max =58. e f @ Controls 58.47 cfs @ 4.9 fps) 't--1= Custom Weir/Orifice (Weir Lag= 8.6 min CMS2P1 B -TR20 A -081109 HydroCAD - Ultimate Conditions Pond Calcul Prepared b HydroCAD®710 85 80 75 70 65 60 55 50 u 45 a 40 5 35 30 25 20 15 10 5 0 y {enter your company name here} s/n 003394 © 2005 H droCAD Software Solutions LLC 10,00 20,000 Pond P6 -uit: Pond 6 Hydrograph 30,00 40,000 50,000 Storage (cubic -feet) 9 10 11 Time (hours) 12 13 14 15 16 17 18 19 Pond P6 -ult: Pond 6 311 Sta ge - Area-Storage Surface/ Horizontal/Wetted 0 2,000 4,000 6,000 Surface /Horizantal/Wetted Area s 8,000 10,000 1 2,00 14,000 16,00 18,00 20,000 22,000 24,000 26,000 28,000 30,000 312 313- 0 m o W Type 11 24-hr 10 -Year Rainfa// 7 4 06 6 Page 6 8/6/2009 60,000 70,000 80,000 20 HydroCAD - Ultimate Conditions �� h Pond Calculations TyP Page 7 CMS2P1 B - TR20 A - 081109 name here} 8/6/2009 Prepared by {enter your company H droCAD® 7.10 s/n 003394 ©2005 H droCAD Software Solutions LLC Pond P6 -ult: Pond 6 Inflow Area = 13.800 ac, Inflow Depth > 6.29" for 25-7 2a af event 8.3 min Inflow = 90.68 cfs © 12.16 hrs, Volume= 7 215 af, Atten= 24 %, Lag= Outflow = 69.05 cfs © 12.29 hrs, Volume= 7 213 af Primary = 69.05 cfs © 12.29 hrs, Volume= Routing by Stor -Ind method, Time Span= 0.00 -20.00 hrs, dt= 0.05 hrs Peak Elev= 312.92' @ 12.29 hrs SurfiCU calculated fo28 195 af of nflow)cf orage= 54,323 Plug -Flow detention time =13.5 min ca Center -of -Mass det. time= 12.2 min ( 775.1 - 762.9 ) Volume Invert Avail.Stora • e Stora• a Descri tion 310.11' 83,012 cf Custom Stage Data (Prismatic) Listed below (Recalc) #1 Elevation feet 310.11 311.00 312.00 313.00 313.90 Surf.Area s• -ft 0 20,103 23,785 27,597 31,139 Inc.Store cubic -feet 0 8,946 21,944 25,691 26,431 Cum.Store cubic -feet 0 8,946 30,890 56,581 83,012 Device Routin • Invert Outlet Devices #1 Primary 310.11' Custom Weir /Orifice, C= 2.62 Head (feet) 0.00 3.79 Width (feet) 3.00 8.00 M =68.85 cfs @ 12.29 hrs HW= 312.91' (Free Discharge) Primary OutFlow t 1= Custom Weir /Orifice (W eir Controls 68.85 cfs @ 5.1 fps) CMS2P1 B -TR20 A -081109 HYdroCAD - Ultimate Conditions Pond Calculations - Pond 6 Prepared by {enter your company name here} T ype 11 24 25 - Year Rainfall= 8.40" H droCAD® 7.10 s/n 003394 © 2005 H droCAD Software Solutions LLC Page 8/6/2009 g 8 100 95 90 85 80 . 75 70 65 60 55 50 0 LL 45 40 35 30 25 20 15 10 5 Pond P6 -ult: Pond 6 Hydrograph Inflow Area = 13.800 ac Peak Elev= 312.92' Storage =54,323 cf 90.68 cfs 69.05 cfs 7 8 9 10 11 12 Time (hours) 13 14 15 16 17 18 19 0 Pond P6 -ult: Pond 6 Stage Storage 0 2,000 4,000 Surface/Horizontal/Wetted Area (sq - ft) 10,000 12,000 14,000 16,000 18 20 22,000 24,000 26,000 28,000 30,000 312 - 313 - m 6,000 8,000 ro 311 10,000 20,000 30,000 40,000 50,000 60,000 70,000 80,000 Storage (cubic -feet) 20 ond 6 HydroCAD - Ultimate Conditions hr 5 -Year I Rainfalt P - - 9. CMS2P1 B - TR20 A - 081109 name here} Type 8/6/2009 Prepared by {enter your company Page 9 H droCAD® 7.10 s/n 003394 ©2005 H droCAD Software Solutions LLC Pond P6 - ult: Pond 6 13.800 ac, Inflow 1 D epth Vol7.58 108.10 cfs @ 83.97 cfs 12.29 hrs, Volume= @ 83.97 cfs @ 12.29 hrs, Volume= for 50 -Year event 8.719 af 8.692 af, Atten= 22 %, Lag= 7.9 min 8.692 af Inflow Area = Inflow = Outflow = Primary Stor -Ind method, Time Span= 0.00 -20.00 hrs Keating by Peak Elev= 313.23' @ 12.29 hrs Surf.Area= 28,510 sf Plug -Flow detention � me =12.1 min ( 6 calculated 758.5) 8.692 Center -of -Mass det • • e p ' • 83,012 cf Custom Stage Data (Prismatic) Listed below (Recalc) , dt= 0.05 hrs Storage= 63,092 cf af (100% of inflow) escn t ion Volume Invert Avail.Stora e Stora 310.11' #1 Elevation feet 310.11 311.00 312.00 313.00 313.90 Device Routin #1 Primary Surf.Area -ft 0 20,103 23,785 27,597 31,139 Inc.Store Cum.Store cubic -feet cubic -feet 0 0 8,946 8,946 21,944 30,890 25,691 56,581 26,431 83,012 Invert Outlet Devices 310.11' Custom Weir /Orifice, C= 2.62 Head (feet) 0.00 3.79 Width (feet) 3.00 8.00 a OutFlow Max =83.55 cfs @ 12.29 hrs HW = 523 fps) r ee Discharge) Prima Weir Controls 83.55 cfs @ t-1= Custom Weir /Orifice (W w CMS2P1 B -TR20 A -081109 HYdroCAD - Ultimate Conditions Pond Calculations - Pond 6 Prepared by {enter your company name here} T ype 11 24 - hr 50 - Year Rainfall =9.80" H droCAD® 7.10 sin 003394 © 2005 H droCAD Software Solutions LLC Page 10 8/6/2009 311 120 115 110 105 100 95 90 85 80 75 70 65 60 0 55 LL 50 313 45 40 35 30 25 20 15 10 5 0 Pond P6 -ult: Pond 6 Hydrograph 9 10 11 12 13 14 15 16 17 Time (hours) 18 19 20 Pond P6 -ult: Pond 6 Stage Area - Storage 2,000 4,000 Surface /Horizcntai /Wetted Area (sq -ft) 6,000 8,000 10,000 12,000 14,000 16,000 18,000 20,000 22,000 24,000 26,000 28,000 30,000 10,000 20,000 30,000 40,000 50,000 60,000 70,000 80,000 Storage (cubic -feet) HydroCAD - Ultimate Conditions Pond Calculations - Pond 6 9 Type 1124 -hr 100 -Year Rainfall = 11.00" CMS2P 1B -TR20 A- 08110 11 Page Prepared by {enter your company name here} P 11 H droCAD® 7.10 sin 003394 © 2005 H droCAD Software Solutions LLC Pond P6 - ult: Pond 6 Inflow Area = Inflow = Outflow = Primary = dt= 0.05 hrs Rou Ele v by 313.48' @ met 28 Time e Surf.Area= 29,488 sf hrs, Storage= 70,292 cf Peak v= Plug -Flow detention time =13. min calculated for 9.967 af (100% of inflow) Center -of -Mass det. time= 12.0 min ( 767.3 - 755.3 ) Stora a Descri•tion Volume #1 Elevation feet 310.11 311.00 312.00 313.00 313.90 Invert Outlet Devices 310.11' Custom Weir /Orifice, C= 2.62 Head (feet) 0.00 3.79 Width (feet) 3.00 8.00 Primary OutFlow Max =96.28 cfs @ 12.28 hrs HW= 313.47' (Free Discharge) 't--1= Custom Weir /Orifice (Weir Controls 96.28 cfs @ 5.5 fps) Device Routin #1 Primary 13.800 ac, Inflow Depth > 8.69" 122.97 cfs @ 12.15 hrs, Volume= 96.83 cfs @ 12.28 hrs, Volume= 96.83 cfs @ 12.28 hrs, Volume= for 100 -Year event 9.999 af 7,6 min 9.967 af, Atten= 21%, Lag= 9.967 af Invert Avail.Stora • e • 310.11' 83,012 cf Custom Stage Data (Prismatic) Listed below (Recalc) Surf.Area s• -ft 0 20,103 23,785 27,597 31,139 Inc.Store cubic -feet 0 8,946 21,944 25,691 26,431 Cum.Store cubic -feet 0 8,946 30,890 56,581 83,012 HYdroCAD - Ultimate Conditions Pond Calculations - Pond 6 CMS2P1 B -TR20 A- 081109 Prepared by {enter your company name here} Type 1124 -hr 100 -Year Rainfall= 11.00" H droCAD® 7.10 s/n 003394 © 2005 H droCAD Software Solutions LLC Page 12 8/6/2009 130 120 110 100 ° 80 3 70 0 u. 60 50 40 30 20 10 Pond P6 -ult: Pond 6 Hydrograph Inflow Area = 13.800 ac Peak Elev= 313.48' Storage = 70,292 cf 122.97 cfs 96.83 cfs 9 10 11 12 Time (hours) 13 14 15 16 17 18 19 Pond P6 -ult: Pond 6 Stage - Area - Storage 2,000 4,000 6,000 8,000 10,00 14,000 1 1 6,000 e 18,000 2U 000 22,000 24,000 26,000 28,000 30,000 • 313 0 312 311 10,000 20,000 30,000 40,000 50,000 60,000 70,000 80,000 Storage (cubic -feet) 20 Section 5.0 STORM DRAINAGE SYSTEM WinStorm (STORM DRAIN DESIGN) PROJECT NAME : 202 JOB NUMBER : 0316 PROJECT DESCRIPTION : Creek Meadovva-S2Pb18 A DESIGN FREQUENCY : 10 Years ANALYSYS FREQUENCY : 100 Years MEASUREMENT UNITS: ENGLISH OUTPUT FOR DESIGN FREQUENCY of: 10 Years Runoff Computation for Design Frequency. ID C Value Area Tc (acre) (min) A-1 0.689 0.96 0'G5 A-2 0.769 0.96 0'G5 '3 0.726 0.96 0'65 A-4 0.712 0.96 O'65 1.83 0.23 1.60 1.30 0.50 0.80 1.46 0.36 l'lU 4.14 0.83 3.31 Sag Inlets Configuration Data. Inlet Inlet Length/ Grate ID Type Perim. Area (ft) (sf) 8-1 A-2 A-3 Curb 10.00 Curb 10.00 Curb 10.00 21.47 21'47 Pavement Multi family 10'00 I0'00 Pavement Multi family 10.00 10,00 Pavement Multi family 18.39 18'39 Pavement Multi family n/a n/a n/a Sag Inlets Computation Data. Left-Slope Long Trans (%) (%) 0.60 3.00 0.60 3.00 0.60 3.00 Inlet Inlet Length Grate ID Type Perim Area otm0utpot'txt 0'60 3.00 8'018 I'50 0'60 3'00 0,018 1.50 0'60 3'00 0'018 1'50 Page 1 Version 3'05, Jan. 25, 2002 Run @ 8/7/2009 2:04:59 PM Tc Used Intensity Supply Q Total Q (min) (in/hr) (cfs) (cfs) 5'98 0.800 7.534 8.63 0,000 8.635 8.63 0.000 9'168 6.49 0.000 19'137 Right-Slope Gutter Depth Critic Long Trans n DeprW Allowed Elev. (%) (%) (ft) (ft) (ft) 0'50 313'86 0.50 315.67 0.50 215'68 Total Q Inlet Total Ponded Width Capacity Head Left Right Conveyance Configuration Data otmOutpot'txt (ft) (ft) (sf) (cfs) (cfs) (ft) (ft) (ft) '^ ' -I Curb 10.00 n/a n/a 7.534 I0,327 0,405 12'60 5.72 8' G35 l0 327 0 444 l3 77 5 98 A-2 Curb 10.00 n/a n/a ^ . . ' ' 14.16 9 l58 l0 327 U 46l 6 2� l4 A-3 Curb 10.00 n/a o/a ^ . , ' . Cumulative Junction Discharge Computations Node Node Weighted Cumulat. Cumulat. Intens. User Additional Total I.D. Type C-Value Dr.Area To Supply Q Q in Node Disch. (acres) (min) (in/hr) cfs) (cfs) (cfs) ODTl CircMh 0.718 8.73 21'47 5.98 0'000 0.00 37.465 A-1 Curb 0.718 8.73 21.47 5.98 0.000 0.00 37.465 A-2 Curb 0.726 6.90 18'62 6.45 0.000 0'00 32.303 A-3 Curb 0.726 1.46 10'00 8.63 0'000 0.00 9'158 A-4 JnctBx 0.712 4.14 18.39 6.49 0'000 0.00 10'137 JB1 JnctBx 0.726 6'90 18'62 6'45 0'000 0.00 22'303 Run# Node I.D. Flowline Elev. Shape Span Rise Length Slope � US DS US DS # _ value (ft) (ft) (ft) (ft) (ft) (%) A-1 0DT1 311. 06 310'21 Circ 2 0'00 2.50 169.40 0'50 0'0I2 2 � J81 A-1 31241 311'16 Circ 1 0'00 2.50 249'19 0.50 0'0I3 3 A-2 JB1 312.73 312'51 Circ 1 0'00 2.50 44,81 0'49 0'012 4 A-3 A-2 313.67 313'50 Circ 1 0'08 1'73 36'20 0.47 0'013 2 3l3 40 312.98 98 Circ 1 0 ' 0O 2.25 84.90 0.49 0'013 5 A-4 A- Conveyance Hydraulic Computations. Tailwater = 312.450 (ft) Hydraulic Gradeline Depth Velocity Junc Run# US Elev DS Elev Fr'Slope Unif. Actual Unif. Actual Q Cap Loss 1^ 312.46 312.45 0.178 1'39 2.24 6.70 4.04 37.46 62'96 0'000 2 314.91 313.10 0.620 2.50 2'50 6.58 6.58 32.30 29.05 0'000 3 315.11 314.91 0.528 2'15 2.40 7.20 6'67 32'30 31'14 0'000 4 315.20 315.11 0.355 1'24 1'61 5.06 4.02 9'16 10'52 0'000 5 315.34 315.11 0.382 1'63 2'13 6'18 4'92 19.I4 21.79 0'000 Page 2 Runoff Computation for Analysis Frequency. ID A -1 0.689 1.83 0.96 0.23 0.65 1.60 A -2 0.769 1.30 0.96 0.50 0.65 0.80 A -3 0.726 1.46 0.96 0.36 0.65 1.10 A -4 0.712 4.14 0.96 0.83 0.65 3.31 Sag Inlets Configuration Data. Tnlet :D A -1 A -2 A -3 Sag Inlets Computation Data. Inlet Inlet Length Grate ID Type Perim Area (ft) (ft) (sf) A -1 A -2 A -3 OUTPUT FOR ANALYSYS FREQUENCY of: 100 Years C Value Inlet Length/ Grate Type Perim. Area (ft) (sf) Curb 10.00 Curb 10.00 Curb 10.00 Curb Curb Curb Area Tc Tc Used (acre) (min) (min) 10.00 10.00 10.00 Node Node Weighted I.D. Type C -Value 21.47 21.47 Pavement Multi family 10.00 10.00 Pavement Multi family 10.00 10.00 Pavement Multi family 18.39 18.39 Pavement Multi family n/a n/a n/a n/a n/a n/a Left -Slope Right -Slope Long Trans Long Trans ( %) ( %) ( %) ( %) 0.60 3.00 0.60 3.00 0.60 3.00 n/a n/a n/a Cumulative Junction Discharge Computations Cumulat. Dr.Area (acres) stmOutput.txt 10.239 11.639 12.345 Page 3 Intensity Supply Q Total Q (in /hr) (cfs) (cfs) 8.12 0.000 10.239 11.64 0.000 11.639 11.64 0.000 12.345 25.953 8.80 Total Q Inlet Capacity (cfs) (cfs) 10.327 10.327 10.327 Cumulat. Intens. Tc (min) (in /hr) 0.000 0.60 3.00 0.018 1.50 0.60 3.00 0.018 1.50 0.60 3.00 0.018 1.50 Gutter Depth Critic n DeprW Allowed Elev. (ft) (ft) (ft) Total Head (ft) 0.497 0.541 0.563 14.16 15.46 6.89 User Additional Supply Q Q in Node cfs) (cfs) 0.50 313.86 0.50 315.67 0.50 315.68 Ponded Width Left Right (ft) (ft) 6.50 6.76 15.85 Total Disch. (cfs) ~Tl CircMh 0 ^ 7l8 8.73 21'47 8.12 0.000 0'00 50'918 0.00 50.918 8 73 2l 47 8 l2 U 8OO ^^-1 Curb 0.718 ^ ' ^ ^ 43.830 0.00 43 A-2 Curb 0.726 6'90 18'61 8'75 0'000 U A-3 Curb 0.726 1'46 10.00 I1.64 0'000 0.00 12.345 A-4 JnctBx 0.712 4'14 18'39 8.80 0'000 0'00 25'953 JB1 JnctBx 0.726 6.90 18.61 8.75 0.000 0'00 43.830 Conveyance Configuration Data Run# Node I.D. Flowline Elev. Shape Span Rise Length Slope u value US DS US DS # _ (ft) (ft) (ft) (ft) (ft) (%) 1 A-1 OUT1 311 .06 310'21 Circ 2 0'00 2.50 I69.40 0'50 0.012 2 J81 A-1 312.41 311'I6 Circ 1 0'00 2.50 249.19 0.50 0.013 3 A-2 J81 312.73 3I2,51 Circ 1 0'00 2.50 44.81 0'49 0'012 4 A-3 A-2 313.67 313'50 Circ 1 0.00 1'73 36.20 0'47 0'013 5 A-4 A-2 313.40 312'98 Circ 1 0'00 2.25 84.90 0'49 0'0I2 Conveyance Hydraulic Computations. Tailwater = 313'480 (ft) Hydraulic Gradeline Depth Velocity Junc /u# US Elev DS Elev Fr.Slope Unif. Actual Unif. Actual Q Cap Loss (ft) (ft) (%) (ft) (ft) (f/s) (f/s) (cfs) (cfs) (ft) 1* 314.04 313.48 0.328 1'70 2.50 7'17 5.19 50'92 62'96 8'000 2 316.88 314.04 1.142 2.50 2'50 8.93 8.93 43.83 29.05 0'000 3 317.32 316.88 0.973 2.50 2.50 8.93 8.93 43.83 31'14 0'000 4 317.55 317.32 0.645 1'73 1'73 5.25 5.25 12.24 10'53 0.000 5 317.91 317.32 0.702 2.25 2.25 6.53 6.53 25.95 21'79 0'000 END * Super critical flow. NORMAL TERMINATION OF WINSTORM. Warning Messages for current project: Runoff Frequency of: 10 Years Computed left ponded width exceeds allowable width at inlet Id= A-2 Computed right ponded width exceeds allowable width at inlet Id= A-3 Discharge decreased downstream node Id= J81 Previous intensity used. Ruu# 2 Insufficient capacity. Bou# 3 Insufficient capacity. Runoff Frequency of: 100 Years atmOutput'txt Page 4 stmOutput.txt Computed left ponded width exceeds allowable width at inlet Id= A -1 imputed left ponded width exceeds allowable width at inlet Id= A -2 - apacity of sag inlet exceeded at inlet Id= A -2 Computed right ponded width exceeds allowable width at inlet Id= A -3 Capacity of sag inlet exceeded at inlet Id= A -3 Discharge decreased downstream node Id= JB1 Previous intensity used. Upstream hydraulic gradeline exceeds critical elevation at node Id= A -1 Run# 2 Insufficient capacity. Upstream hydraulic gradeline exceeds critical elevation at node Id= JB1 Run# 3 Insufficient capacity. Upstream hydraulic gradeline exceeds critical elevation at node Id= A -2 Run# 4 Insufficient capacity. Upstream hydraulic gradeline exceeds critical elevation at node Id= A -3 Run# 5 Insufficient capacity. Upstream hydraulic gradeline exceeds critical elevation at node Id= A -4 Page 5 0 w t� ICI V Ca ( i s 4 A f id Q r 1 a c J 0 1 vO N 1) 0 0 0 0 0 1 M 1 N I ■4 0 O 0 0 0 O 0 0 0 0 0 0 N 0 0 0 Datum line = 310(ft) HGL Path: (A 4,A 2,JB1,A 1,OUT1) 1 Print HGL I node hgl 510 600 Outfall flowline elev.= 310.21; Reach = 548.30 (ft) convey N -80 0 U , d CV 0 0 O 0 0 0 d- 0 0 Cr) 0 0 N 0 1 HGL Path: (A- 4,A- 2,JB1,A- 1,OUT1) Datum line = 310(ft) 100 200 300 4r0 500 60 Print HGL l Outfall flowline elev.= 310.21; Reach = 548.30 (ft) node convey hgl atmDotput'txt OS 3 ' WinStorm (STORM DRAIN DESIGN) Version 3.05, Jan. 25 , 2002 Run @ 8/7/2009 2:03:43 PM PROJECT NAME : 202 JOB NUMBER : 0316 DESIGN FREQUENCY : 18 Years ANALYSYS FREQUENCY : I00 Years MEASUREMENT UNITS: ENGLISH OUTPUT FOR DESIGN FREQUENCY of: 10 Years Runoff Computation for Design Frequency. ID C Value Area Tc Tc Used Intensity Supply Q Total Q (acre) (min) (min) (in/hr) (cfs) (cfs) 8-1 0.758 1.72 10'00 10.00 8.63 0'800 1I'259 0'96 0'60 Pavement 0.65 1'12 Multi family B-2 0.774 1.00 10'00 10'00 8.63 0'800 6'683 0'96 0.40 Pavement 0.65 0'60 Multi family Sag Inlets Configuration Data. Inlet Inlet Length/ Grate Left-Slope Right-Slope Gutter Depth Critic ID Type Perim. Area Long Trans Long Trans n DeprW Allowed Elev. (ft) (sf) (%) (%) (%) (%) (ft) (ft) (ft) B-I Curb 15'00 n/a 0.60 2'00 0.60 3'00 0'0I8 1.50 0'50 312'06 B-2 Curb 10.00 n/a 0'60 3.00 0'60 3.00 0.018 1'50 0'50 313.08 Sag Inlets Computation Data. Inlet Inlet Length Grate Total Q Inlet Total Ponded Width ID Type Perim Area Capacity Head Left Right (ft) (ft) (sf) (cfs) (cfs) (ft) (ft) (ft) B-1 Curb 15.08 n/a n/a 1I'259 14,393 0.424 15.33 6'73 8-2 Curb I0'00 n/a n/a 6.683 10'327 0.374 5.46 12'60 Cumulative Junction Discharge Computations Page 1 Conveyance Configuration Data otmOutpot.txt de Node Weighted Cumulat Cumulat. Intens. User Additional Total .L' ' D Type C-\/alum Dr.Area Tc Supply Q Q in Node Disch. (acres) (min) (in/hr) cfs) (cfs) (cfs) OUT2 CircMh 0'764 2.72 10'20 8.56 0.000 0.00 17.797 8-1 Curb 0'764 2.72 10.20 8.56 0'800 0'00 17'797 B-2 Curb 0.774 1.00 10.00 8.63 0'000 0'00 6.683 Run# Node I.D. Flowline Elev. US DS US DS Shape # Span Rise Length Slope o (ft) (ft) (ft) (ft) (ft) (%) 1 B-1 0DT2 311'02 310'92 Circ 2 0'00 1'50 28.01 0,36 0'012 2 B-2 B-1 311'28 3II.12 Circ 1 0'00 1'60 46.32 0.35 0'013 Conveyance Hydraulic Computations. Tailwater = 312.450 (ft) Hydraulic Gradeline Depth Velocity Junc Run# US Elev DS Elev Fr.Slope Unif. Actual Unif. Actual Q Cap Loss (ft) (ft) (%) (ft) (ft) (f/s) (f/s) (cfs) (cfs) (ft) 1 2 312.62 312'45 0.611 1.50 1,50 5'04 5.04 17'80 13'60 0'080 312.81 312.62 0'405 1'41 1.50 3.88 3.78 6.68 6'17 0'000 OUTPUT FOR ANALYSYS FREQUENCY of: 100 Years Runoff Computation for Analysis Frequency. ID C Value Area Tc Tc Used Intensity Supply Q Total Q (acre) (min) (min) (in/hr) (cfs) (cfs) B-I 0.758 1'72 10'00 10'00 11'64 0.800 15.177 0.96 0.60 Pavement 0.65 1'12 Multi family B-2 0.774 1'00 10'00 10.00 11.64 0.000 9'009 0.96 0'40 Pavement 0'65 0.60 Multi family Page 2 g Inlets Configuration Data. Inlet Inlet Length/ Grate ID Type Perim. Area (ft) (sf) 8-1 Curb I6.00 n/a B-2 Curb 10.00 n/a Sag Inlets Computation Data, Left-Slope Long Trans (%) (%) Inlet Inlet Length Grate ID Type Perim Area (ft) (ft) (sf) B-1 Curb B-2 Curb 1 B-1 ODT2 2 B-2 B-1 15.00 n/a 10.00 n/a Cumulative Junction Discharge Computations Node Node Weighted I.D. Type C-Value T2 CircMh 0.764 0-1 Curb 0'764 B-2 Curb 0'774 Run# Node I.D. US DS Cumulat. Dz.Azea (acres) Conveyance Configuration Data 311.02 311.28 0.60 3.00 0.60 3.00 2.72 2.72 1.00 Flowlioe Elev. US DS (ft) (ft) 3IU'92 3ll'l2 Conveyance Hydraulic Cumputati000' stmOutput.txt n/a 15.177 n/a 9.009 Right-Slope Gutter Depth Critic Long Trans n DeprW Allowed Elev. (%) (%) (ft) (ft) (ft) 0'80 3.80 0'0I8 1.50 0.50 3I3'06 0'68 3'00 0'018 1.50 0.50 312'08 Total Q Inlet Capacity (cfs) (cfs) Cumulat. Intens. To (min) (in/hr) 10.15 10.15 10.00 Page 3 14'393 0'518 17'15 7'53 10.327 0.456 6'I1 14.03 Il'57 11.57 Il'64 Hydraulic Gradeline Depth Run# US Elev DS Elev Fr.Slope Duif' Actual (ft) (ft) (%) (ft) (ft) Total Head (ft) Tailwater = 313.480 (ft) Ponded Width Left Right (ft) (ft) User Additional Supply Q Q in Node cfs) (cfs) 0.000 0.000 0.000 Total Disch. (cfs) Shape # Span Rise Length Slope ovaloe (ft) (ft) (ft) (%) Velocity Unif. Actual (f/s) (f/s) 0.00 0.00 0.00 24.039 24'039 9.009 Circ 2 0.00 1'50 38'0I 0.36 0'012 Circ 1 8'00 1.50 46.32 0.35 0'0I2 Junc � Cap Loss (cfs) (cfs) (ft) 1 313.79 313'48 1'115 1.50 1.50 6.80 6.80 24.04 13.60 0'000 2 314.13 313.79 0.735 1.50 1.50 5.10 5.10 9.01 6.17 0.000 END NORMAL TERMINATION OF WINSTORM. Warning Messages for current project: stmOutput.txt Runoff Frequency of: 10 Years Computed left ponded width exceeds allowable width at inlet Id= B -1 Run# 1 Insufficient capacity. Run# 2 Insufficient capacity. Runoff Frequency of: 100 Years Computed left ponded width exceeds allowable width at inlet Id= B -1 Capacity of sag inlet exceeded at inlet Id= B -1 Computed right ponded width exceeds allowable width at inlet Id= B -2 Run# 1 Insufficient capacity. Upstream hydraulic gradeline exceeds critical elevation at node Id= B -1 Run# 2 Insufficient capacity. Upstream hydraulic gradeline exceeds critical elevation at node Id= B -2 Page 4 • 0 M a) 0 0 0 0 I I kn O v? (N1 N �'' O TOO 0 0 0 3.0 T 2.5 — 2.0 — 1.5 — 1.0 — 0.5— 0.0 0 Datum' line = 310(ft) 20 HGL Path: (B 2,B 1,OUT2) 40 Punt HGL I 60 80 Outfall flowline elev.= 310.92; Reach =74.33 (ft) i ,w ,-6.5; .x' 41 node convey hgl le N 0 If 0 1 m N co o a t o J awm 0 a) 0 0 0 v 1 N 1 O 00 O O O N 0 5— 4— 3— 2— 1 0 0 Datum line = 310(ft) 20 HGL Path: (B 2,8 1,OUT2) 40 l Print HGL I 60 80 Outfall flowline elev.= 310.92; Reach =74.33 (ft) node convey hgl "� eiti .:4W1a .. RATIONAL METHOD GENERAL INFORMATION Description: Drainage Area "C1" Drainage Area = Coefficient of Runoff (C = TIME OF CONCENTRATION (T,.) **NOTE: Minimum T allowed = 10 min. T = 10.0 min. 2 YEAR FREQUENCY, RATE OF DISCHARGE (Q) Coefficient (e) = 0.806 Rainfall Intensity (1 = 6.327 ' /hr Coefficient (b) = 65 02 = 2.143 cfs Coefficient (d) = 8 5 YEAR FREQUENCY, RATE OF DISCHARGE (Q) Coefficient (e) = 0.785 Rainfall Intensity (1 = 7.693' Coefficient (b) = 76 05 = 2.606 cfs Coefficient (d) = 8.5 10 YEAR FREQUENCY, RATE OF DISCHARGE (Q) Coefficient (e) = 0.763 Rainfall Intensity (I = 8.635 'n /hr Coefficient (b) = 80 Q10 = 2.925 cfs Coefficient (d) = 8.5 25 YEAR FREQUENCY, RATE OF DISCHARGE (Q) Coefficient (e) = 0.754 Rainfall Intensity (125) = 9.861 '" /hr Coefficient (b) = 89 Q25 = 3.341 cfs Coefficient (d) = 8.5 50 YEAR FREQUENCY, RATE OF DISCHARGE (Q) Coefficient (e) = 0.745 Rainfall Intensity (150) = 11.148 m /hr Coefficient (b) = 98 Q = 3.777 cfs Coefficient (d) = 8.5 100 YEAR FREQUENCY, RATE OF DISCHARGE (Q) Coefficient (e) = 0.73 Rainfall Intensity ( = 11.639 "' /hr Coefficient (b) = 96 Qom = 3.943 cfs Coefficient (d) = 8 202-03 16-Rational Method-S2P 1 B. xlsx 0.5 acres 0.70 Texas Hydraulic System Culvert Design Creek Meadows S2P1B 202 -0316 Brazos County Clear Meadow Creek Ave - Driveway Culvert Cl Shape: r'1111 Material: Concrete Span: 0.00 ft Rise: 1.50 ft Barrels: 11 Discharge Description Q HW TW BW* V Q Inlet Ctl Outlet Ctl total elevation elevation out over road HW depth HW depth (cfs) (ft) (ft) (ft) (ft) (cfs) (ft) (ft) 2 YR 5 YR 10 YR 25 YR 50 YR 100 YR 2.14 2.61 2.93 3.34 3.78 3.94 311.33 311.43 311.49 311.57 311.65 311.68 310.65 310.70 310.72 310.76 310.88 310.79 0.27 0.33 0.38 0.41 0.37 0.49 3.90 4.11 4.24 4.34 4.48 4.53 0.00 0.00 0.00 0.00 0.00 0.00 0.77 0.87 0.93 1.01 1.09 1.12 0.87 0.97 1.04 1.11 1.19 1.22 *Backwater (BW = HW - TW - S-L) C:\ USERS \USER\RMEWROJECTS\202 -03--2 \S2P 1 B\ENGINE -1 \0316T I RA.CLV Length(L): 80.00 ft Slope(S): 0.0050 n: 0.0120 Ke: 0.50 Entrance Type: (Headwall I 8/10/09 N N) N M N M 6 L£ O M PI M OL£ LO£ 1�0£ l0£ 10 -. 213 1 W 7 11 1 1O -Zl AVM3Al210 HS 3113AVd ON 11V130 SD/ 3193112103/ 13 NOLLVA313 SIX3 O1N1 3LL 8 M 1 99Z1f=d/1 I • V311 21V313 '51r '3AV N33 £6 +1 V S N I ZYf2+1 •Yls 1.5A ON10D3E IV • O Z ca N'S 1 ON -STRUC IZED SAND 9 1 / Z9 113/1 , STA 4 +70.25 (00' SKEW): CLEAR' CREEK MEADOW AVE. 80 L.F. OF 18" RCP (CL3) DRIVEWAY' CULVERT w /CEMENT STABIUZED BEDDING & STRUCTURAL BACKFILL • 0.50% SLOPE w/6:1 SETS (BOTH SIDES) F/L (N)=31 0.58' F/L (S) =310.16' 000£+1 'VLS IdA ■- I•W CRE K VIEW IRETE HEAD ALL OUT2' SSIPATOR = • S FOR 2 - SEE DET L 03 -01 I 2 -28.01 L.F. OF 18'0 ADS (N -12) STORM SEWER TOTAL) OF MENT STAE N O 0 3 W m 56.02 L.F. ( :KFILL w /C_ = 0 .9l w .iI� +c P i Z o m O6-£t£ 3/1 a NI < "i >ftII , 11 III i► , _ J i i 0 0 . 0 •Y1S IdA 11 QII I un .9l 1 1irrm^ re °n I_ . atii '■ Z11.1.0 91 3 25.41' . ). :AD LT W CR 3/i IY130 335 0 j 1 •C 0 3 )166'6 1 +E 5' OPENING RT.): CLE CREEK A i O „ lE =0 /1 0 11V13 r) 'o ► STRUCT1 31LIZED 00Y3R l8'9t) 14'9 33 S -(ONIM1 46.32 L.F. 0 RCP (CL -3) • 4 I .32 L.F. OF . 'CEMENT ST ED T/C GRAC (RIGHT & L C+E 'V1S MP £9'1lc=0 /1 ■ 1 I I , I i S b cD .• .6 EXISTING GN 0 CA OF S' f6 -i if - 3/1 d001 MO0J3N 213X28 -00'00+0 'Y S = 3A'+ )I333213 MOCV321 21Y313 :ZYf1 +1. - V S /1 'VPI STA. 3 +20.00 WI ELEV: T/C =313.90' (`I IRVF IFNOTH =100.00' VERTICAL CURVE No. 1 STATION ELEVATION (FT) 2 +70.00 T/C- 314.21 2+80.00 T/C-31 4.16' 2 +90.00 T/C =314.11' 3 +00.00 T/C =314.08' 3 +10.00 T/C =314.06' 3 +20.00 T/C=31 4.06' 3 +30.00 T/C =314.06' 3 +40.00 T/C =314.08' 3 +50.00 T/C- 314.11' '. 3 +60.00 T/C =314.16' 3 +70.00 T/C =314.21 I 1Z'4l£..3 I i API STA. 4+30.00 JPI ELEV: T/C =314.62' :URVE LENGTH =100.00' CURVE No. 2 ELEVATION T/C =314 T/C=31 4 T/C=31 4 T/C=31 4 T/C=31 4 T/C =314 T/C-31 4 T/C=31 3 T/C =313 T/C =31 T/C =311 • SS "s if =3/1 113021LSNO3 1332LLS N10:111 SB'Sl£=3 /1 'V1S '3AV 29/313 :33213 moose: 00'00+0 'V_ svl vE im4 00 . 01 0 Idr co M n M 6 L£ ZZ£ co M M M O L£ LO£ It M O M Olg a kg 6 Z ZZiP H 05Z ca tow 0 CD 0 SVX31 'AINf103 SOZV98 NOIIV1S 3031100 'AWN Ainu. l 3OVNIV I 'ONIA`dd 81. 3SVHd `Z NOI1.O3S NOISIAI08f1S SMOad3w N3380 3H1 2103 0N3 0 1 00 +0 'b1S '3AV N3380 MOaY3W 8V310 S S z Z W gng (n N C U I • • I .9 a .9 • • S Id • .9 • • a Ih / LOT 3 CONCRETE HEADWALL "OUT2" / I I I \ \ LOT 5 ' \ PIPE - SEE DETAL D3-01 ' .-N\- \ \ 'STREET UGHT (30' t , I CURB INLET "B1" SCAM 1.= MY SIDES) y 4 I,/ \ \ PC STA. 0+00.00 _ -0 . I BEGIN TRANSITION TO 60' VADE r 1 , 1 < ) 7 2 /i . 1 - - 4 5? __ ,/§/IIII: 1 11,,,' - ; i , I Mass 4+00 ..._ STA. 1+43.42: CLEAR MEADOW , 1 w/24" LAYDOWN GUTTER ' - - STA. 3+38.44 (16.91' RT.): CLEAR ,..... /Iv dli ;moot ,,, Fs, 1 , / CREEK AVE. ... I I (SEE DETAILS MEADOW CREEK AVE Mr ' - -. 11 ■111/11■IF ME , 1 if ,,, i' 1 1 (10' OPENING)-SEE DETAIL D1-00 ' , - L.,...j I I CLEAR MEADOW CREEK AVE. - ,..-- \ 1 CENTER POINTS OF BLVD. ISLAND . STA. 0+00.00 CLEAR , I I f // . \ MEADOW CREEK AVE. , SIDEWALK-4' OFF BOC I I I PC STA. 3+30.7 1 I ..-- -. BEGIN SlREET CONSTRUCTION (SEE DETAIL SW1-02) , PT STA. 3+56.53 I , i / CREEK AVE. , CHD=S 68'56'38' E-25.76 LOT 1 ELEVATION FLUSH \ ' \ \ CREEK MEADOWS I , ; 1 BLOCK 2 , AMBULATORY RAMP / w/COMMERICAL DRIVEWAY PER \ SUBDIVISION LOT 3 I LOT 2 I TYPE 1 - BOTH SIDES \ I LOT 7 1 I ; (SEE DETAIL SHEET MD-01) 0££ LZ£ . 17Z£ IZ£ 9l£ 1t) N N 60£ 90£ £0£ 3A 3 331.438 £ ( SNOIS 0 ? ?AVM ' 90 L.F. OF 27'0 (CL -3) STORM PIER d001 O OOV3Y8 83 8 8 :fZ Y YIS SO Ll£ =O /1 VV. X (10 l ,SOY It .11 ? - ) - ??)�3M3S1 rvaols (£ -l0) dDa r.+Z 40 OZ'9£ £Z - 980-£ - - VLS IdA ' 01:£1,£ 0 0) .LZ 1/A , I I ......... d001 M0. I 11 n 11 II 11 091 hZ n 11 11Id10 1 S-NON 95 16.75' LT.): 3AKER MEADON LOOP < J 0 < 1 - � � �. I 008 ' '£ - V1S IdA , ,,,, i � . .96'M -- (I) . .LZ 1/d fLZI£ 0 0 .af N ■ tECESSED CIS OPENING) - 5' RT.): BAKI •IEADOW L00' _ m N O M '9I£'3/1 10 1IV130 33S ,ZV. 131N BMfD 03SS 3036 )171W1 31 ( ll o9'£S C6'9I +0 'V1S 6.20 L.F. OF STRUCTURAL BACKFILL /CEMENT STABIUZED SAND BEDDING C r Y09'0- X091)---/ . ., CET d0 '4'1 06'hi '£ o� , t t6 v1 — 61I) 69'Z1+ * 0 00 ' 'V LS IdA MO 31 63 l •0 • n I • VB :4Z' SN . 1 9Y91% 3/1 VERTICAI CURVE No. 7; VPI STA. 3 +18.00 VPI ELEV: T/C'318.58' CURVE LENGTH - 60.00' VERTICAL CURVE No. 2 STATION ELEVATION (FT) 2 +88.00 T/C■316.78' 2 +98.00 T /C- 316.71' 3+08.00 T/C- 316.68' 3 +18.00 T/C'316.67' 3 +28.00 T/C- 316.68' 3 +38.00 T/C'318.71' a • nn /P_ 11R 7R' VERTICAL CURVE No. 1: WI STA. 2 +60.00 WI ELEV: T/C'316.93' CURVE LENGTN'50.00' VERTICAL CURVE No. 1 STATION ELEVATION (FT) 2 +35.00 T/C'316.74' _ 2 +45.00 T/C'316.80' 2 +55.00 T/C- 316.84' 2 +65.00 T/C =316.84' 2 +75.00 T/C'316.82' 2 +85.00 T/C- 316.78' LZ£ SVx31 'AINl0o SOZV88 NOLLVIS 3031103 'A21dV4I 011!1!.8 2 5 , 3OVNIV210 'ONIAVd 84 3SVHd `Z NOLLO3S NOISIMO8f1S SMOOV3V4 )13380 3181 M03 ON3 0 1 00 +0 'VIS d001 MOOV3W 213)iV8 i A 2 3 3 A Z • Oa • • • la • ;:r I ac iTZ£ 9 l£ LZ£ in N N 0) 90£ £0£ 00£ L1 1 0 Of N 10-(0 1 130 33S 3dld ,LZ'OL£ =(O . .0f - Z 1/3 '13 3 383 SN3A Y Y1S 5 5�� , , 111 II I j II II l ` II L 2- 169.40 L 30 ADS ( STORM SEW III. II II I 11 11 ) )r0-ve - roar ,os.otf = =VJ 0 beIl II tLO(12l1S -NON aI I oI 1 I II 4 40 '3'l O1' sLrolr =Vf 98'ri + =3/1 I a° I 1 I II 191 .90'll£�O L L ,ot -Z V3 00 - LO 11V 3 30 33S-(0 N3d0 . . II II , ,9l'U£ K KO .0£ 1/3 �£ -- - - OO ±Z OO ±I 13 43383 SN3A S S :998 +" V VIS • II 11 II II ►9'9( Z Z Y1S Id. 133a1S annoa �I CT. 49.19 L.F. w CEMENT S !0 V3 ONLLSIX 3 I_ ,ZZ't t£ 1 0S'ZE +0 MIE ON 'flLa 0039 ONYS )Y8 Ivaru3r 9£'90£ =Vd ES. 3Nn 83 0 543380 St 83M3S 11801S (Z1 O,0£ J0 STA. 0+ +.28: STEVE 6" . NITARY SE 44.81 L.F. +F NON -STR w /CEME T STABILIZE. K 8 Z —rzwo- 3Lt w ig 0 to 43 SVX31 'uNl03 SOZV18 NOLLVIS 3031103 'AddVlI JllflLLfi 28 3OVNIVd4 `ONIAVd 8l 3SVHd `Z NOLLO3S NOISIAI08f1S SMOaV3W )I332IO 3141 NO3 0N3 0 1 00 +0 'V.'S 10 )I332I0 SN3A31S i 2 z V1 0 ffi co z W r a g o W Q 0 I g N K U 91; Q) Y 5 P �a / \ / \ \ / '6vSa \ /, ♦ \\ r / / S \ \ \ i 4 \ w ' ° of <m / / \ / i / \ \ \ \ mb \\ \ i � \\ 0 ° n F ip / / \ I - n 3 1-�i N & ° - / / 0 / / �Y °� m - ' / 00 / / 1 ` W H \ W / / a I � + , � n I�il m <' la 1 CO = L npF II i -�� \ 5 w ' C \ O / -` \ 6- / r` L..: n Z W O �� 2 `Ww 1 , � ,,. N n N r n f wVW QO W F *o NO!f/1 +IC ‘... W , `- -- <z I • - -. N W �� < \\ N • 0� _ In \ W 3z L , , W cF N ` I R � � � , %. - I t m ' r - IJ y. n L O Z . W i0 \ 61 O NO 4. 0 FU \::______.\__ 1 W 1 11 4 J N gy m x m mb \ ! - 9 6 Iyr I 00 VC oosz o ��--z I t \ w n 1 t \ - cow ' 6 10 01 00 n to o • < O I '�,1�1♦�� UI- Y 1 1 S� \ v) _ < N I p 1 i 880:00 0 ID t \ 0 2� ° Ic ° L \ \ J � FJ --- .K ti t \ v 0) n 6- 1 0 ' W . il. t WW 0 p"n V'Z JZ 010 Mm 1 p k W Y { N - y � l t aO 1 <W < a W O I O kAl '656 «VI \ 1 EH l 0 n l_6 co d001 MOGV3 M 83)IV8 .• • Id 1d °'n o££ LZ£ iTZ£ 1.Z£ 9•£ 2f) M N t) 90£ 60£ £0£ 3A 331J321 £ ONOA38 ,S NOLL3 • SNOIS 0 (3003 1 dY21 -d81 • SNO3 13328. NINA e Vd •N/M 0N3 d001 00V3Y1 83 8 :£Z'96 • 'WS Li. OF 2 CL -3) ST( SO'LL£ -3/1 4V. (W 508 NOLL3N ,SO'LLC -• L0 11V130 d3M3S - / £Z'9erf ''CIS WA /1 ) .15 Y1a01S (S 9,t8 40 • ...Th 8l£ ,OY'flf• 0 Z l£ 11 11 11, �11 ,, 1 1' X � I 11 i 11 11 BS'9t£ =3/1 " 11 01I +11 1V8 0+ 'o 009V+f , . o 'VIS WA ri('ln ,SL'91 Ituill 1 � t .. NI fZ'£L£= I tiZ 3 IL . J Ii N � ECESSED OPENING 5' RT.): B 1EADOW L 2 � oEr 30 '41 06' A I Y09'0— Y09'0— 'oN r e___ 'LL)Z I + s 032n19 aruonals >: £6'9l£ =3/1 = d00' all ' +Z 'V1S WA N + 8.20 Li. OF /CEMENT STY iR MEADOW ill vNa WAS 30VNIV2 nNl eano 01 IV '10 H3324C a3un0 /ea )1383A0 11W IM3S W801S 10 8A -001 %9L'0 '0 'V ls 038 0 'V1S 4L'6 iU 11-11 OU . NI 3O8VH3SII N3A31S n0 3H1 NMOI A3AN00 10 3141 1VH1 44 3141 smarm 133N0S ONf1000 I '0 ,8f'9L£•3/1 I . yERTICAI CAIRVF No. 2: _ 1 WI STA. 3 +18.00 VPI ELEV: T/C =316.58' CURVE LENGTH =60.00' .,.. VERTICAL CURVE No. 2 STATION ELEVATION (FT) 2 +88.00 T /C- 316.76' 2 +98.00 T/C- 316.71' 3 +08.00 T/C =316.68' 3 +18.00 T/C =316.67' 3 +28.00 T/C =316.68' 3 +38.00 T/C =316.71' T/P11R 9C 0 � El . R O ,£CS1.£ =3/1.• VERTCAL CURVE No. 1: WI STA. 2 +60.00 WI ELEV: T/C =316.93' CURVE LENGTH =50.00' VERTICAL CURVE No. 1 STATION ELEVATION (FT) 2 +35.00 T/C=316.74' _ 2 +45.00 T/C- 316.80' 2 +55.00 T/C- 316.84' 2 +65.00 T/C =316.84' 2 +75.00 T/C =316.82' 2 +85.00 T/C- 316.78' I ST'S Lf .3 /t +L 'VIS , ( 963'L£ =3 /l 3AV .33N3 MOO/ VI 21V313 :Zp'ff _ .1001 MOOV =W 2I3NV8 000130+0 'VSS IL 00 OCfO VLS WA 0 o££ LZ£ N M .- N) M M M 60£ CO 0 M 0 zitom el g Vat • EE 8 6 S SYX31 'AUNfO3 SOZVN8 NOILYIS 3031103 'A2Id11I AiflhLfl 7 8 30VNIV 0 `ONIAVd 8l 3SVHd `Z NOLLO3S NOISIAIO8fS SMOOV311 N332I0 3W. 2103 0N3 0 3 00 +0 'VIS d001 MOOV31/1 213NV8 A a N a 9 z W o I U0 O 0 W N Z U • •1 • OA • • • I• • A u 9Z£ 5Z£ N M Oi M CO M M M 0 M LO£ t0£ l0£ 10 -0N 213•1 13113AVd V CO -2..1.5 AVM3AI210 1V3183NNO3)• HS 113 ONLLSIX3 11V130 S0, NOLLVA313 0181 311 e C3 - VULLJI Idlbr& J 1J4 LLD U& . °' ,9971£ _ =d /1 1 MOC V3N 8V310 :Z4 3AV SiniE3 t6 +4 'V.S N Z4'£P+4 'V1S IdA Z m Z U � W i 9V3 0.91- 2 2 1 fA I W 0 6N z J O ( I STA 4 +70.25 (00' SKEW): CLEAR CREEK MEADOW AVE. 80 L.F. OF 18" RCP (CL3) DRIVEWAY CULVERT w /CEMENT STABILIZED BEDDING & STRUCTURAL BACKFILL O 0.50% SLOPE w/6:1 S.E.T.'S (BOTH SIDES) F/L (N)- 310.56' F/L (S)- 310.16' O II At .1 tf = 0 /1 . 40' LT.): C, t0 -£0 11 Z 110d S)IOC .zlno. TIV 2 -28.01 L.F. OF 18 "0 ADS (N -12) STORM SEWER .F. (TOTAL r /CEMENT m O < 00 +4 'VLS IdA 1 6Z-(o) .9l a 9l£ 130 33S - B 901YdIS5 OV3H 3.1.39: 3 +30 (5 I OW CREE K eg - 'V1S ;i.6.,,-0/,. � / 000 'V1S IdA F � _ 2O'llf =cog 81-Z 3 911 � � PIt , 5 n 1 ' ■ . , w .• ZI'llf -073 (2541^^ T.) S DETAI T/C ��I 11 u w 1. z LL D 6 m m • 1 •£ 0 . ....•. 15' OPENING - RT.): CLE I GREEK A ,, a . 69'61 +£ 'Vl (t MIIII 12.0/1 0 11V13I f39N1'$ .0 1 1 III1 t ' ° 0 V 16'91 WOE :NING) -SEE 46.32 L.F. RCP (CL -3) CA I +£ 'V1S t • • V8 , w £64 if - 0/1 d001 MO 3N 83)IVe •0'00+0 'V S _ '3A X3380 311 8V313 ZY£4 +1. 'V S 1, L'S t£=3 /1 _ VERTICAL CURVE No. 2 STATION ELEVATION (FT) 3 +60.00 T/C- 314.20' 3 +70.00 T/C- 314.25' 3 +80.00 T/C- 314.26 3 +90.00 T/C- 314.24' 4+00,00 T/C- 314.19' 4 +10.00 T/C- 314.11' 4 +20.00 T/C- 314.00' 4 +30.00 T/C =313.86' 4 +40.00 T /C- 313.68' . VERTICAL CURVE No 1: VPI STA. 3 +20.00 VPI ELEV: T /C- 313.95' CURVE LENGTH - 60.00' VERTICAL CURVE No. 1 • f Z III U - N W F F STATION ELEVATII 2 +90.00 T /C =3 3 +00.00 T /C -3 3 +10.00 T /C -3 3 +20.00 T /C -3 3 +30.00 T /C -3 3 +40.00 T /C -3 3 +50.00 T /C -3 I I . SS'6l£=3 /t 113f1d1SNO313381S N10le =0 3AV :33213 MOOV: 8V313 00'00+0 'V. so l __11�� 00'00+o 'VLS IdA .' CO M LO M M b L� ZZ£ 5Z£ .- M M 0 M LO£ O a O M M 41) 81 Paz r ¢c� - ivwoL. FF Z � iir WIZ CO = v r SVX3L 'ALN1103 SOZVBB NOLLVIS 3031100 'AddVlI AlilLLfl 7 P 3OVNIV I `ONI■dd 8l 3SVHd `Z NOLLO3S NOISIAIO8f1S SMOad311 )433d3 3H1. 803 0N3 0 3 00 +0 'V.'S '3AV >332IO MOGV3W 214313 c 3 S Cr I', W w oo C , a. z I N o Z N UZO w U r C 1 11.h 6 UP • • I • • u S OA .4 • • a No_m) . s 65,5.05. E.... . :+ii _ 000T i I i I ' % \ 4" 4. T 14-,, \ ' ( ADOW CREEK AVE. Li i COMMON AREA 'EE" / . - \ 'N - A 'C ' LOT 5 „ ' 2-28.01 L.F. OF 18"0 \ BLOCK 4 'TYPICAL 100W MPS \ ''' - 01, '' \ ‘ T A17131StATV D FFA '1 1 1 A l i' L ' I i ' \ \ STREET UGHT (30' T. „ ADS (N-12) STORM CREEK IAEADOW AVE. I ' \ (SEE DETAIL SW3-00) SEWER , 80 LF. OF 18' RCP (CL3) DRIVEWAY 1 00 MEADOW CREEK AVE. CURB INLET 131" WAIMP.M \ ....-' \\,..\- ----- LOT 6 B/CS DETAIL ST2-01 , t 1 m010 '0 Ay 0 :- - BLVD. SECTION (SEE SHEET i I I 1/ 1 W I / -- -..1 g _ , 4. s.00. / i, i 0. __/,,- - li ---- - -., - A z _________ , 1 1 LiJ CREEK AVE. . (SEE DETAILS MEADOW CREEK AVE. I/ MEADOW CREEK AVE. , SIDEWALK-4' OFF BOC I Iii , ...... BEGIN STREET CONSTRUCTION (SEE DETAIL SW1-01 , PT STA. 3+56.53 ' FYPIIAL 20& HPS I .. , 1 LOT 5 I LOT 4 I R.200.00 1 STREET LIGHT (42.5' STA. 4+93.42: CLEAR MEADOW \ LA BLOCK 2 1 BLOCK 2 1 BLOCK 2 L.25.78' ei ! BRONZE FINISH) . CREEK AVE. ; I END STREET CONSTRUCTION - TIE INTO EXISTING PAVEMENT i 1 1 BLOCK 2 i AMBULATORY RAMP / ELEVATION F1USH w/COTAMERICAL DRIVEWAY PER \ v \ LOT 7 \ 1 SUIEIDIVISION BLOCK 2 ; BLOCK 2 I 1 i (SEE DETAIL SHEET MD-01) \\\ \ I BLOCK 2 ,9, , ____________ ___ _ _ _ — — — -L _ _ _ _ 1 1 I SANITARY SCWER / ' ,f I \ \ — — - L " . "-- - '' — • - — ; I COMM64 AREA "Fr/ / 1 I \ i '''''\ ' \ I LZ£ t+ lZ£ 8l£ M M N 0 0) 0 M I 0 0 0 0 0 - In 0 11.0£'-Z 2 Lo-£0 1 130 33S - 3 3d1d ,lZ'oL£=(0 . .Of - Z V3 '13 A33213 S .11flO. M S :5 '95+4 ' 'VLS 1 11 I II , m , SZ'Otf - 1/3 I =V3 -+ II I II II 2- 169.40 L 30 "0 ADS STORM SEN II 1 11 < 1 o 4 L 11 _ $ W , ,eL O _ 1 3 9e'4Lf = =O/1 r z I " i ,90'11£ =(0) „ „Of - Z V3 0 00 11V 3 30 33S- (ON1N3d0 a a ° I , 1 L .6t) W 43303 SN3A S S 4909 +Z ' 'V1S 1 II 1 11 4 49'95'+Z ' IdA 111 F i L.F. OF 30'0 CL -3) STORM , t _ 00 -1R FLOOC THE STORM EY WILL OVEF RB /GU TIER C C CT. AND TO CURB IMU DRAINAGE SW 1 9 & 10 L S 03ZIlSBYl �3N3S , dDa L•6 77 ON T11! 1CTURAL BA( SAND BEDD 33ZIlIBY1S 143W30 /M kllS - NON d0 'Si UT** . 17Z£ LZ£ LZ£ S SVx31 'uNf00 SOZV1e NOaVI.S 3031103 n21dWl AIlllfl 3OVNIV210 'ONIAVd 81. 3SVHd ' Z N0IlO3S NOISv Ia8f1S SMOOV311 )133210 3141 2103 GN3 0 4 00 +0 'V1S 10 )133210 SN3A31S a 3 m 0 c 0 1 2 X C4 MN n y \ p 0 <a 3 \ W J m 3 W W PL" a \ n o§ \ N J 0 6 J^ ‘ ■ --. o - a -; 1 \\ O N N gv0 <F J ■ \ W < OF N' \ p S � IOU 01 \ \ CO' e, Y 1, g F w ' O \ \ v m O • O .0 y � y W y �� m nN ?41 VIEW � O - 'O N b0 N O^ Z¢¢�O - VI rN ° y W� I LL N 1<-.oO W 1 O+UhNZ J v f/I CIIN m y W yy ' ei LAJ 4 W p, � O< 1nUVId'O aQII i o.ln \ e n __I \\ { t 6 \ \ �� L9m - ~ q U Jv •\ \ / \ W OO 0 < ! ! In \ \ / • \ \I ▪ \ \ c' < O O O ! W \\ ` `\ \ z 1 N n n / 1/ ' d co \\ ▪ o • 01- tn / Y r• - V Ong ...a / 00 00 J r Z W \ �,. / 7 m < . p N N Z / / p U_W p / a C E YS W / in / W O ` J • I W10 o o il I0 I. REFER TO SHEETS GM-01 THRU GN-03 FOR CONSTRUCTION NOTES AND SPECIAL 2. REFER TO DETAIL SHEET MO-01 & MO-02 FOR MISCELLANEOUS PAMNG & DRAINAGE DETAILS AND B/CS STANDARD DETMLS SHEETS FOR STREET, SIDEWALX, PAMNG & DRAINAGE CONSTRUCTION. 3. THE EXISTING UTILITY LINES SHOW ARE IN AN APPROXIMATE WAY ONLY! NO UTILITY MAPS WERE AVAILABLE. BUT ununEs ARE SHOWN BASED FROM MEETING(S) VATH THE UTILITY COMPANIES AND ABOVE GROUND UTILITY FEATURES. AS SHOWN.