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HomeMy WebLinkAboutDrainage Report Drainage Study FOR CREEK MEADOWS SUBDIVISION Section 5, Phase Three College Station Brazos County, Texas August 12, 2014 � E- , * �io''",- tiC) E M ''`‘‘‘::.� 4/1 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-4695 P.O. Box 9253 College Station, TX 77845 RME No. 260-0532 Drainage Study CREEK MEADOWS SUBIDIVISION Section 5, Phase Three 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 3 2.0 Watersheds&Drainage Areas 3 2.1 Detention Facility Watersheds(Existing Conditions) 3 2.2 Detention Facility Watersheds(Proposed Condtions) 4 2.3 Sub-Drainage Basins for Storm Sewer Collection System 4 3.0 Hydrologic Modeling 5 3.1 SCS—TR20 Formula&Methodology 5 3.2 Cumulative Precipitation"P" 6 3.3 SCS Runoff Curve Numbers"CN" 7 3.4 Time of Concentration 7 3.5 Rational Formula and Methodology 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 12 4.4 Tailwater Considerations 12 4.5 Detention Facility Outlet Structure 12 4.6 Routing Results and Conclusions 13 5.0 Storm Drainage System 14 5.1 Street Drainage 14 5.2 Storm Drain Inlets 16 5.3 Storm Drain Conduits 17 6.0 Certification 19 260-0532 S5P3 Drainage Report.docx Page-i LIST OF TABLES: PAGE Section 3.0—Hydrologic Modeling Table#1: Rainfall Depth 6 Table#2: Composite Curve Number 7 Table#3: T„—Overland Sheet Flow 8 Table#4: -Shallow and/or Concentrated Flow 8 Table#5: Tc Summary 8 Table#6: Drainage Basin Runoff Quantities 10 Section 4.0—Detention Facility Routing Table#7: Tailwater Summary 12 Table#8: Detention Facility Routing 14 Table#9: Emergency Spillway Routing 14 Section 5.0—Storm Drainage System Table#10: Street Drainage Summary 15 Table#11: Curb Inlet Summary 17 Table#12: Storm Drainage Summary 18 260-0532 S5P3 Drainage Report.docx Page-ii ATTACHMENTS: Section 1.0—General Information Preliminary Plan Final Plat Vicinity Map Section 2.0—Watersheds&Drainage Areas Existing Conditions Drainage Area Map Proposed Conditions Drainage Area Map Storm System Drainage Area Map Section 3.0—Hydrologic Modeling Hydrologic Soil Group Data HydroCAD—Existing&Proposed Conditions Drainage Calculations Section 4.0—Detention Facility&Routing GP-02: Grading&Drainage Plan Pond 8 Weir Structure HydroCAD—Proposed Conditions Pond Routing Calculations—Pond 8 Section 5.0—Storm Drainage System Winstorm—Hydraulic Computations—Storm Drainage System"A" Winstorm—Hydraulic Computations—Storm Drainage System"C" ST-01 &ST-02: Street&Drainage Plan/Profile 260-0532 S5P3 Drainage Report.docx Page-iii Drainage Study CREEK MEADOWS SUBIDIVISION Section 5, Phase Three College Station Brazos County, Texas 1.0 GENERAL INFORMATION 1.1 Scope of Report: This report addresses the existing conditions and proposed drainage improvements for the Creek Meadows Subdivision - Section 5, Phase Three. This development will consist of 34 urban residential lots. This drainage study's scope also comments on the existing detention facilities, currently constructed and designed/reported as follows. In addition, this drainage report outlines the internal storm drainage system improvements design and analysis for the subject development. • Section 5, Phase One (dated October 21, 2008): Approximately the west half of this development's (Section 5, Phase Three) runoff drains to the existing detention facility (called Pond 5) which is wholly contained in Section 5, Phase One. Runoff from this drainage area will be conveyed by Storm Sewer System "A"and will ultimately discharge into Peach Creek South Tributary 20; • Section 2, Phase 111 (dated August 11, 2009): The existing detention facility (called Pond 6) discharged into the unnamed tributary that is upstream this development's Storm Sewer System "C". Runoff detained in this facility is from Section 2, Phase lB &Phase 3; • Section 5, Phase Two (dated 2/5/14): The interim detention facility (called Pond 8) will be further developed for this phase of the subdivision. Approximately the east half of this development's (Section 5, Phase Three) runoff drains to this facility which is contained in the future Section 6, Phase One. Runoff from this drainage area will be conveyed by Storm Sewer System "C" and will ultimately discharge into Peach Creek South Tributary 16.4.3; 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 5, Phase Three will consist of 9.764 acres, located within the southwestern half of the 96.00 acre tract, and will consist of the platting of thirty-four (34) residential lots with the construction of their associated improvements of paving, drainage, and utilities. The existing, proposed, and future surrounding developments and phases are 260-0532 S5P3 Drainage Report.docx Page-1 Creek Meadows—Section 5,Phase Three RME Consulting Engineers Drainage Study August 12,2014 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 5, Phase Three is provided in the same location of this report. Creek Meadows — Section 5 has access to Greens Prairie Trail along its northwest property line and Royder Road along its southwest property line (no connection provided to this county road. Specifically Section 5, Phase Three will take access to Cottonwood Creek Lane. The 96.00 acre tract is bordered by Greens Prairie Trail to the southwest and Royder Road to the southwest. Developments adjacent to the parent tract, all of which are rural residential, consist of Royder Ridge to the northwest and Woodlake to the northeast. Land to the southeast is undeveloped and agricultural in its existing condition. 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 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 96.00-acre tract, which contains the proposed development of Creek Meadows Subdivision — Section 5, Phase Three, is primarily an unimproved area (with the exception of Section 5, Phase One & Two) with moderately well sloping (approximately 1.5%) undeveloped site with improved or natural drainage systems that convey runoff to either the west and into an existing drainage storm sewer system, which is part of the Creek Meadows Subdivision— Section 5, Phase One & Two (Pond 5 — discharging into Peach Creek South Tributary 20), or to the east and into an existing drainage storm sewr system, which is part of Creek Meadows Subdivision — Section 5, Phase Two & Three and thus into the watershed of Wood Lake (Peach Creek South Tributary 16.4.3). Existing land-cover general consists of open grassy areas with some thick brush, weeds, and trees. Elevations range on the proposed development area from approximately 288' Mean Sea Level (MSL) to approximately 303' 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. Pre-development runoff, from the west half of Section 5, Phase Three flows into the existing Storm Drainage System "A" that was constructed with Section 5, Phase One. The east portion of this new development, will drain to the existing Storm Drainage System "C", constructed with Section 5, Phase Two, then to Detention Pond 8, then to Peach Creek South Tributary 16.4.3 and ultimately into Wood Lake. At post-development conditions, the majority of runoff from Section 5, Phase One and Two, and the west half of Phase Three, is conveyed by means of overland flow or by systems of underground storm drainage that discharges runoff into an existing detention 260-0532 S5P3 Drainage Report.docx Page-2 Creek Meadows—Section 5,Phase Three RME Consulting Engineers Drainage Study August 12,2014 facility(Pond 5). A more descriptive analysis and explanation of this detention facility is provided in the original Drainage Study (prepared by RME dated October 21, 2008). Detention for new impervious cover, within this western portion of the development, was accounted for in this original study and design. Therefore, no detention analysis will be conducted for this portion of Phase Three. However, the eastern half of Phase Three will require additional detention will be analyzed in this report. 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 0325E, with an effective date of May 16,2012. However, with the original Drainage Study for Creek Meadows — Section 1A & 1B (dated March 8, 2007), RME performed a hydraulic analysis of Peach Creek South Tributary 20 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 5, Phase Three does not contain any resulting 100-year floodplain. 2.0 WATERSHEDS & DRAINAGE AREAS 2.1 Detention Facility Watershed(Existing Conditions): As previously discussed, the Creek Meadow Subdivision and western half of the subject development (Section 5, Phase Three) is located in a watershed of Peach Creek South Tributary 20 and drains to the existing Pond 5. This Drainage Report will not include the hydrologic/hydraulic modeling of this detention facility. Detailed analysis and reports of this detention facility can be examined in the original Drainage Study (prepared by RME dated October 21, 2008) for Section 5, Phase One. However, considerations for increased impervious cover, required detention storage, and additional drainage development requirements were provided for with the Section 5, Phase One detention facility. Since this project site is located within a drainage divide (discussed in Section 1.3), an appropriate drainage area map, called the Existing Conditions Drainage Area Map, with two (2) drainage areas identified, (which is located in the "Attachment — Section 2.0" portion of the Drainage Report), was developed for considerations of runoff patterns and quantities. For pre-development conditions these two (2) individual drainage basins were considered, analyzed,and are as follows. Drainage Area "X2"— This drainage area is approximately 33.7 acres and is the western half of Creek Meadows — Section 5, Phase Three, at pre-development or existing conditions. Runoff from this drainage area discharges into the existing storm sewer systems of Phase One (Storm Sewer System "A"). Detention was provided for as 260-0532 S5P3 Drainage Report.docx Page-3 Creek Meadows—Section 5,Phase Three RME Consulting Engineers Drainage Study August 12,2014 discussed in Section 1.3 of this report. No additional analysis will be provided for this Drainage Area in this report. Drainage Area"Xl"—This drainage area is approximately 108.0 acres and will consist of the eastern half of the proposed development area (Section 5, Phase Three) and future development of Section 6 and 7. Upstream and off-site contributing areas, at pre- development or existing conditions, are considered in this drainage basin (which includes Drainage Area "X" (being 14.7 acres) — Section 2, Phase 1B & 3). At the downstream limit of this drainage area is the Peach Creek South Tributary 16.4.3. 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 (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 illustrates these drainage areas and is located in the "Attachment — Section 2.0" section of the Drainage Study. Drainage Area "P2" — This drainage area is approximately 28.3 acres and is the western remainder of Creek Meadows—Section 5,Phase Two and western half of Phase Three, at post-development conditions. Runoff from this drainage area discharges into the existing storm sewer systems of Phase One (Storm Sewer System "A"). Detention was provided for, within this drainage area, as discussed in Section 1.3 of this report. No additional analysis will be provided for this Drainage Area in this report. Drainage Area Map "P1" — This drainage area is a portion of Drainage Area "X1" and consist of 112.9 acres of land and will consist of the eastern half of the proposed development area (Section 5, Phase 3) and future development of Section 6 and 7. Upstream and off-site contributing areas, at pre-development or existing conditions, are considered in this drainage basin (which includes Drainage Area"P" (being 13.8 acres)— Section 2, Phase 1B & 3). The hydrologic routing of Pond 6 will be inputted into this drainage model. 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 collected into the internal storm drainage system and discharged into Pond 8. Runoff will then be routed through this detention facility, and metering device, and discharged into Peach Creek South Tributary 16.4.3. Ultimately, routed flows will be compared to the runoff values generated from Drainage Area"X 1". For the purposes of this Drainage Report, and limited development within Drainage Area "P 1", the future developments within Section 6&&will not be considered at this time; 2.3 Sub-drainage Basins for Storm Sewer Collection System: For analysis of the internal storm drainage system, the original drainage area (called "P" in the report dated October 21, 2008) and the new drainage area(called"P1")was further broken 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 an expansion of the 260-0532 S5P3 Drainage Report.docx Page-4 Creek Meadows—Section 5,Phase Three RME Consulting Engineers Drainage Study August 12,2014 drainage studies for downstream collection systems, 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. Dependent upon location dictated whether existing drainage conditions were modeled or future development conditions were modeled. This is due to the fact that at future development conditions some receiving system's node areas will be significantly decreased. • System A—Section 5, Phase One,the western two-thirds of Phase 2, and the west half of Phase 3 (includes conveyance elements installed for earlier phases); • System C — Eastern third of Section 5, Phase Two and eastern half of Phase 3 (includes future development areas of Section 6 & 7); 3.0 HYDROLOGIC MODELING 3.1 SCS— TR 20 Formula and Methodology: The Natural Resources Conservation Service (NRCS), 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. 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 Unnamed Tributary's Watershed and Post-Development Watersheds/Drainage Areas. 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 III storm, and often a standardized duration of 24 hours is selected; 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)2 Q= (Q-0 if P<Ia) (P-Ia)+S 260-0532 S5P3 Drainage Report.docx Page-5 Creek Meadows—Section 5,Phase Three RME Consulting Engineers Drainage Study August 12,2014 1000 S= - 10 CN with Ia=0.2 S (P-.2S)2 Q= where, (P+.8S) 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 - IDry 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. Unless otherwise specified AMC 3 will be utilized for all hydrologic computations that employ the SCS-TR 20 method. 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". TABLE#1 Rainfall Depth Storm Duration 2-YR 5-YR 10-YR 25-YR 50-YR 100-YR 24-hr 4.50 6.20 7.40 8.40 9.80 11.00 260-0532 S5P3 Drainage Report.docx Page-6 Creek Meadows—Section 5,Phase Three RME Consulting Engineers Drainage Study August 12,2014 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" section of the Drainage Study. Calculations for the composite runoff CNs are illustrated below in Table #2 — "Composite Curve Number". TABLE#2 Composite Curve Number(CNwtd) Type D Open Space Undeveloped Woods Good Good Rooftop or Drainage Grass Areas Condition Condition Pavement Composite Area I.D. CN=77 CN=72 CN=79 CN=98 CNwtd X1 64.1% 35.9% 75 P1 55.8% 17.8% 14.6% 11.8% 79 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 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,Tt= (0.007 (n L)°'S} / (Fil/2 S°'4} where, It=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°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,Tt=D/(60V) where, 260-0532 S5P3 Drainage Report.docx Page-7 Creek Meadows—Section 5,Phase Three RME Consulting Engineers Drainage Study August 12,2014 Tt=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 — "Tti-Overland Sheet Flow" and Table #4 — "Th-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". 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) X1/P1 0.035 250 11.0 0.0100 0.076 TABLE #4 Tt2 - Shallow and/or Concentrated Flow Shallow(Grassed) Shallow(Channel) Shallow(Creek) Flow Average Flow Average Flow Average Drainage Distance Velocity Distance Velocity Distance Velocity Time Area I.D. (DI) (V 1) (D1) (VI) (D2) (V2) (Tc) X 1/P 1 2205 1.5 1029 1.9 1896 3.8 41.84 1) Unpaved Shallow Flow average velocities were estimated using the following equation V= 16.135*S0'5 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°S where, V=fps S=average slope Assumptions—Manning's N=0.025&Hydraulic radius=0.2 ft TABLE#5 Tc SUMMARY Combined Drainage Overland Channel Flow Tc Area I.D. Flow Time Time (min) X1/P1 0.076 41.84 46.4 Note: If not noted above the minimum Tc utilized will be ten(10)minutes. 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 260-0532 S5P3 Drainage Report.docx Page-8 Creek Meadows—Section 5,Phase Three RME Consulting Engineers Drainage Study August 12,2014 geometries, surface conditions, and rainfall intensities. The Rational Method will be employed to determine these sizes of watershed's runoff values, for the sub-drainage areas for the internal storm drain systems, and it is explained further as: Q=CIA where, 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); 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. Calculations for these weighted runoff coefficients are included in the"Attachment—Section 4"section of this Drainage Study. TIME OF CONCENTRATION"Tc": The Time-of-Concentration (Ta) for each sub-drainage basin 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 remote point in a watershed to the point of analysis. The Tc is the summation of the flow time for 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 in Section 3.4. Calculations for these Tc's are included in the relative Section contained with the "Attachment — Section 4" section of this Drainage Study. The minimum Tc used for any drainage area will 10.0 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 & Proposed Conditions Drainage Calculations and their supporting data are contained the "Attachment— Section 260-0532 S5P3 Drainage Report.docx Page-9 Creek Meadows—Section 5,Phase Three RME Consulting Engineers Drainage Study August 12,2014 3.0" appendix of this Drainage Report. These calculated runoff quantities were reviewed and considered reasonable for the studied watershed. TABLE #6 DRAINAGE BASIN RUNOFF QUANTITIES Drainage Drainage Rainfall Area Area Event (X1) (P1) (yr) (cfs) (cfs) 2 182.19 200.97 5 270.43 294.24 10 332.44 359.92 25 383.88 414.61 50 455.54 491.10 100 516.68 556.52 Runoff values generated from the smaller sub-drainage areas, for purposes of modeling the proposed internal storm sewer system and driveway culverts, are not summarized in this section but are covered in the subsequent Section 5.0 — Storm Drainage System. These hydrologic analyses utilized the Rational Method. Runoff values for the internal storm sewer system were computed within the Winstorm hydraulic program (further explained in Section 5.0). 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 Maximum Depth Parking Areas 0.50 ft Rooftops 0.50 ft Landscaped Areas 6.0 ft(See Note#3) 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. 260-0532 S5P3 Drainage Report.docx Page-10 Creek Meadows—Section 5,Phase Three RME Consulting Engineers Drainage Study August 12,2014 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 2.00%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; EMERGENCY OVERFLOW: 1. The geometry of the emergency overflow shall be that of a rectangular weir; 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 above the maximum pool elevation of the emergency overflow system with the 100-year plugged flow of primary outlet. 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 3.6 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 facilities will be equal to or less than the "Benchmark" discharges. For this project, at proposed development conditions, the discharge values shall be such that the routed flows through Pond 8 (from Drainage Area"Pl")are equal to or less than the peak discharge rates of Drainage Area"Xl". 260-0532 S5P3 Drainage Report.docx Page-11 Creek Meadows—Section 5,Phase Three RME Consulting Engineers Drainage Study August 12,2014 4.3 Detention Facility Configuration: The proposed development will consist of one (1) pond which will be an earthen structure. With the construction of this detention facility, called Pond 8, an appropriate outlet structure will also be installed to detain/meter (discussed in Section 4.5) increased runoff from Drainage Area "P 1". The proposed GP-02 — 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 facilities are briefly summarized below: Pond 8: As mentioned above Pond 8 will consist of an earthen structure (4H:1 V sideslopes). Pond 8 is "dry" pond with a bottom elevation of 282.00' and a maximum berm or ponding elevation of 290.00'. Pond 8 storage volumes will be reduced by 10% to account for sedimentation and other storage losses. 4.4 Tailwater Considerations: Tailwater influences, for the detention facilities' outlet structures, are discussed as follows: Pond 8: The outlet metering device for Pond 8 discharges directly into the existing tributary called Peach Creek South Tributary 16.4.3. The Normal Depth equation was utilized, for a cross-section immediately downstream of Pond 8, to calculate the tailwater influences on the detention facility metering device. Table #7 — "Tailwater Summary" contains this information. Also shown in this table are the adjustments for comparison of the "Frequencies for Coincidental Occurrence". This was made due to the comparison of DA"P1"and the drainage area of the tributary having an approximate 10:1 ratio. TABLE #7 TAILWATER SUMMARY Frequencies Peach Creek for South Pond 8 Coincidental Tributary Rainfall Occurrence 16.4.3 Event Main W.S.E. (yr) Stream Trib. (ft) DETENTION POND 8 2 2 2 284.45 5 5 5 284.90 10 10 10 285.49 25 10 25 285.49 50 25 50 285.78 100 50 100 286.14 4.5 Detention Facility Outlet Structure: The detention facility outlet structures have been designed to accommodate and route collected stormwater runoff, from Drainage Area "P 1" (Pond 8) so that during analyzed/routed rainfall events the post-development discharge rates are near or less than 260-0532 S5P3 Drainage Report.docx Page-12 Creek Meadows—Section 5,Phase Three RME Consulting Engineers Drainage Study August 12,2014 the "benchmark" discharge values generated from Drainage Area "X1". 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 is summarized below. Pond#8: Primary: The initial discharge structure for the detention pond is an irregular shaped trapezoidal weir (placed in the vertical plane) that restricts flow and discharges into Peach Creek South Tributary 16.4.3. The flowline of this weir is 282.00' and a detail of the Pond 8 Weir Structure is contained under the "Attachment — Section 4.0" portion of this report. Emergency Spillway: The emergency spillway structure will be the continuance of the primary weir structure (placed in the vertical plane — an additional 0.49') that will be engaged when the pond system reaches an elevation of 289.51'; 4.6 Routing Results and Conclusions: Once the project's detention facility and outlet structure was determined, then the hydrograph for Drainage Basins "P 1" could be routed through the detention systems. 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 facility's 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 8 and its supporting data is contained the "Attachment — Section 4.0" section of this Drainage Report. An equivalent comparison of pre-development to post-development drainage areas is necessary to verify that the proposed detention facilities are properly attenuating the increased impervious cover runoff. For this project Drainage Area "X1" is the benchmark runoff values for pre-development conditions. Therefore, routed runoff values from Drainage Area "Pl" must be less than or equal to the benchmark runoff values. As shown below in Table #8 — "Detention Facility Routing", the designed detention facility systems can accommodate inflow runoff and adequately detain this stormwater so that the facility's discharge rates are minimally below the "benchmark" discharges. 100-year plugged flows to calculate emergency spillway discharges and freeboard are reported below in Table #9 — "Emergency Spillway Routing" and is complete data is found in HydroCAD — Proposed Conditions Pond Calculations — Pond 8 and its supporting data is contained the "Attachment — Section 4.0" section of this Drainage Report. 260-0532 S5P3 Drainage Report.docx Page-13 Creek Meadows-Section 5,Phase Three RME Consulting Engineers Drainage Study August 12,2014 TABLE#8 DETENTION FACILITY ROUTING Routed Benchmark Discharge Discharge Diff.in Rainfall Storage Max.Pool Rate Rate Discharge Event Volume Elevation (Pond 8) D.A. "Xl" Rate (yr) (cu.ft.) (ft) (cfs) (cfs) (cfs) 2 216,921 287.16 184.12 182.19 1.93 5 275,461 287.81 265.99 270.43 -4.44 10 317,507 288.26 324.07 332.44 -8.37 25 352,555 288.62 372.65 383.88 -11.23 50 401,275 289.11 441.03 455.54 -14.51 100 442,527 289.51 499.96 516.68 -16.72 TABLE#9 EMERGENCY SPILLWAY ROUTING Routed Max. Discharge Max.Berm Pool Elev Rate Elev. Freeboard Pond LD. (ft) (cfs) (ft) (ft) 8 289.51 499.96 290.00 0.49 5.0 STORM DRAINAGE SYSTEM 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 are 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 260-0532 S5P3 Drainage Report.docx Page-14 Creek Meadows-Section 5,Phase Three RME Consulting Engineers Drainage Study August 12,2014 intersection types of Local to Local it is preferred that the curb inlets be located along two legs. 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 - System "A" & "C" (reference "Attachment-Section 5.0"portion of the report). Flow Depth,Y= {Qn/ [(0.56z*S°'S)]}3/8 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) * (112/3 * Sl/2)] 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 0.018); Street drainage depths, for the both the design storm and 100-year rainfall event, are summarized below in Table#10-"Street Drainage Summary". TABLE#10 STREET DRAINAGE SUMMARY 10-YR 100-YR 10-YR 100-YR Gutter Flow Flow 10-YR 100-YR Runoff Q Runoff Q Slope Depth Depth Velocity Velocity Location (cfs) (cfs) (ft/ft) (ft) (ft) (fps) (fps) Wild Creek Ct.-CI"A14" 8.265 11.181 0.0070 0.36 0.40 2.52 2.72 Wild Creek Ct.-CI"C5" 4.578 6.172 0.0133 0.25 0.28 2.77 2.98 Wild Creek Ct.-CI"C6" 5.103 6.879 0.0133 0.26 0.29 2.84 3.06 Wild Creek Ct.-CI"C2" 4.037 5.822 0.0060 0.28 0.32 1.99 2.18 Wild Creek Ct.-CI"C3" 10.367 14.539 0.0060 0.40 0.45 2.52 2.74 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 runoff values being conveyed in the gutter immediately upstream of the identified inlet. For curb inlets at grade, the total runoff is inputted in lieu of that inlet's intercept capacity; 3. Maximum allowable flow depth Wild Creek Ct. (CI "A14") is D=0.42'. With sidewalks, on both sides,the depth of Wild Creek Ct.(CI C2,C3,C5&C6)is D=0.54'; 4. Runoff reported for Wild Creek Ct. (CI "C2" & "C3") includes the runoff not intercepted by CI "C5"&"C6"; 260-0532 S5P3 Drainage Report.docx Page-15 Creek Meadows—Section 5,Phase Three RME Consulting Engineers Drainage Study August 12,2014 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; 2. At any developments scenario and analyzed rainfall event, up to the 100-year frequency,the ponding depth at the inlet shall not exceed 24"; 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 — System "A" & "C" (reference "Attachment—Section 5.0"portion of the report). Required Curb Length(on grade),L=Kc Qo.42so3(1 _(nSe))o•6 where, Se=S.+(E0a-W) L =calculated curb length requirement(ft); Se= Substitution for SX which is the cross slope of the road(ft/ft); Ko=0.6 (coefficient); S=street or gutter slope (ft/ft); a=gutter depression depth(ft); W=width of gutter depression(ft); Eo=ratio of frontal flow to total gutter flow(estimated at 0.50); Required Curb Length (at sag),L=Q/(3.0*yls)where, L= calculated curb length requirement(ft); Q= gutter discharge(cubic feet per second); y=total depth of water or head on the inlet(ft); Curb inlet sizing, for the both the design storm and 100-year rainfall event, are summarized below in Table#11 —"Curb Inlet Summary". 260-0532 S5P3 Drainage Report.docx Page-16 Creek Meadows-Section 5,Phase Three RME Consulting Engineers Drainage Study August 12,2014 TABLE#11 CURB INLET SUMMARY 10-YR 100-YR 10-YR 100-YR Gutter Required Required Provide Curb Inlet Runoff Q Runoff Q Slope Length Length Length Location-Curb Inlet I.D. Type (cfs) (cfs) (ft/ft) (ft) (ft) (ft) Wild Creek Ct.-CI"A14" Sag 16.530 22.362 0.0070 15.58 21.08 20 Wild Creek Ct.-CI"C5" Grade 4.578 6.172 0.0133 12.85 14.57 10 Wild Creek Ct.-CI"C6" Grade 5.103 6.879 0.0133 13.45 15.25 10 Wild Creek Ct.-CI"C2" Sag 4.037 5.822 0.0060 3.81 5.49 15 Wild Creek Ct.-CI"C3" Sag 10.367 14.539 0.0060 9.77 13.71 15 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. Inlets at sags where reduced by 10%(opening)to account for clogging; 6. Inlet capacities: • Runoff computed at inlets are conservative since no conveyance of the private yard drainage systems are considered in the calculations; • Curb Inlet "A14" has a maximum ponding depth of 0.56'. The curb inlet is recessed by approximately 0.7' below existing grade. Therefore the ponding will be contained within the right-of-way of Wild Creek Ct; • Curb Inlet "C5" & "C6" are curb inlets, on-grade, and inlet capacity will be allowed to be exceeded; 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. An 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 holes 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 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 equal to or less than 12"below the respective curb inlet curb elevation; 7. Free-open area of all grate inlets were reduced by 25%to compensate for cloggage; 260-0532 S5P3 Drainage Report.docx Page-17 Creek Meadows-Section 5,Phase Three RME Consulting Engineers Drainage Study August 12,2014 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 the tailwater, for both systems, were set to equal that of the downstream drainage element. In this case, both storm sewer systems discharge into detention facilities and thus the tailwater will be set equal to that of the corresponding pond's pool elevation(designed&analyzed rainfall events). METHODOLGY& 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 - Hydraulic Computations- System "A" & "C" (reference "Attachment- Section 5.0" portion of the report). Also, for graphical illustration purposes the hydraulic grade line (HGL), for the 10-year and 100-year, are identified on ST-01 thru D-01 Street & Drainage Plan/Profile of the construction drawings(see"Attachment-Section 5.0"portion of the report). Storm drain conveyance elements and system, for the design storm (10-year rainfall event) and analyzed storm (100-year rainfall event), are summarized below in Table #12 - "Storm Drainage Summary". As illustrated the HGL of these systems are contained within the storm sewer pipe completely during both studied rainfall events. TABLE#12 STORM DRAINAGE SUMMARY Pipe Size 10-YR US Top of US Node DS Node Diameter Velocity Capacity Runoff Q US HGL Curb Diff ID ID (in) (fps) (cfs) (cfs) (ft) Elev.(ft) (ft) SYSTEM"A" Al OUT 1 2-36 5.03 132.03 71.04 291.18 294.67 3.49 A2 Al 24 1.75 13.08 4.03 291.18 294.67 3.49 A3 Al 2-36 4.77 116.16 66.75 291.23 295.08 3.85 JB 1 A3 2-36 5.31 116.82 64.01 291.41 295.67 4.26 JB 2 JB 1 36 6.11 41.48 28.40 291.78 295.89 4.11 A4 JB 2 36 6.74 46.26 28.40 291.95 296.16 4.21 A5 A4 24 7.07 15.49 10.44 293.06 296.36 3.30 A7 A4 30 6.02 28.11 16.83 293.64 298.40 4.76 A6 A7 24 7.74 19.31 7.75 294.57 298.68 4.11 A9 JB 1 36 8.37 58.23 38.92 292.07 296.38 4.31 A10 A9 24 4.15 16.75 2.32 292.45 296.38 3.93 JB3 A9 30 8.47 36.69 32.36 293.84 297.35 3.51 All 1133 30 4.45 34.29 15.98 294.20 298.40 4.20 Al2 All 24 5.42 11.45 9.22 295.14 298.40 3.26 JB4 All 24 4.74 12.87 3.76 296.56 300.70 4.14 A13 JB4 24 4.36 11.35 3.76 296.90 300.82 3.92 A8 JB3 30 4.90 34.78 17.61 293.90 297.00 3.10 JB5 A8 30 5.62 34.32 16.53 294.56 298.70 4.14 JB6 JB5 30 6.94 34.54 16.53 295.45 299.75 4.30 A14 JB6 30 6.87 33.85 16.53 295.74 299.20 3.46 260-0532 S5P3 Drainage Report.docx Page-18 Creek Meadows-Section 5,Phase Three RME Consulting Engineers Drainage Study August 12,2014 TABLE#12 STORM DRAINAGE SUMMARY Pipe Size 10-YR US Top of US Node DS Node Diameter Velocity Capacity Runoff Q US HGL Curb Diff ID ID (in) (fps) (cfs) (cfs) (ft) Elev.(ft) (ft) SYSTEM"C" CI OUT 3 36 10.73 77.43 53.72 289.17 292.25 3.08 JB1 Cl 36 8.07 71.75 34.83 289.98 293.75 3.77 JB2 JB1 36 10.64 77.39 34.83 291.42 295.45 4.03 C2 JB2 36 10.65 77.46 34.83 293.02 297.25 4.23 C3 C2 30 8.91 43.78 21.77 293.76 297.25 3.49 JB3 C3 30 5.79 29.75 12.80 295.36 299.25 3.89 C4 JB3 30 5.86 29.91 12.80 296.02 298.73 2.71 JB4 C2 24 5.59 11.72 9.63 294.50 297.39 2.89 C5 JB4 24 5.59 11.74 9.63 295.09 298.61 3.52 C6 C5 24 3.34 10.21 5.10 295.13 298.61 3.48 Storm Drainage System Notes: 1. All storm sewer system outfalls are specified with velocity dissipaters at the headwall with additional rock rip-rap erosion control; 6.0 CERTIFICATION "This report for the drainage design of Creek Meadows-Section 5,Phase Three 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." c OF TEA,,Ij i*.. 11P �..4 j ir �./:8583 •..�‘/ P-. /FENS:2••\ ;\ Rabon Metcalf, P.E. State of Texas P.E.No. 88583 260-0532 S5P3 Drainage Report.docx Page-19 Section 1 .0 GENERAL INFORMATION ''' ' 4 Ito 8 , ill 4 4 -- 44.ø - / on a ,,,Avlatts__ 0, (/) 1,7 Y 2 1-- o HZ 16 % . it ift4 5 IP Ilit/* I Illhk #. 001t .ip illie _ _ follii,______---0, - -...-- - - 144ir,,,,4 , Z , 4.040 0 m Section 2.0 WATERSHEDS & DRAINAGE AREAS Section 3.0 HYDROLOGIC MODELING 0 0 0 C Hydrologic Soil Group—Brazos County,Texas it- (Hydrologic (Hydrologic Soil Group Data)r. U 754700 759800 759900 760000 760100 760200 760300 760400 760503 760600 760700 30°32'14'N i 30°32'14•N 'n1 S, N 7 Sf 0 . J S "qj :#e • C3: 8 vpr _,,, 40r, . ‘11111:/..e'N. , ,$5�� , *it--. �... _ � § "ye , o Jaz .. , , , -3 . / %4.. O g �- r."- S w m a, K * • m 7,a r= L °E, ,r 3,s A /PO y S p. +AFP / °ro 30°31'26"N ��. �✓. 30°31'26'N 759700 759800 754900 760000 760103 760200 760300 760400 760500 760603 760700 760800 3 3 Map Scale:1:7,320 A printed on A portrait(&S'x 11")sheet Meters 5t N 0 100 200 403 600 A Feet 0 350 700 1400 2100 Map p ojection:Web MerratO Corner coordinates:WGS84 Edge tics:UTM Zone 14N WGS84 usDA Natural Resources Web Soil Survey 8/12/2014 T.10-1 Conservation Service National Cooperative Soil Survey Page 1 of 4 0 gra a c o 0 0) o 0 O _ O) O N l0 y 00 >, C N N 0 y 4.1 O u) m U OiCO 0 O c _ a C U y a) O C ) .o 7 a N O m E Z d a a) N N s N C y 1] O o a) CO a`.) u) E@ fa y w a) a)0 0_c °xi o w c Q y o m E o 0. c Z o y Z y N a E _ Y c = a a) 2. m c o U (°q) 0 0 EE U.-n W a.Cl) axiom o t 3 k m Q U N_... coN y .O aL !n f U a C y C o g y E m c)S o(CO o m 6 a a) as f.! o - a >o i � C a10i 332 co'4,1 _c c_ m o mac.ya>i LL a) a) -moo a) y � cQCa 3 0 � N O E? ma) Z .) .0 Ca) -Z 0 a) a2 2-a Eo Uc u) n a) 0E _0 a p O a) C N CC .O 7 y Ti'p Co `O a) y O Co y .O a) T E c aa) oac) `0 a) a) cpo.oao vv IN Cl) .0 aa) E a C m a��� y o 'omaUa� oa; f4 °) d ac Q y y ea m J (/) cc) C N y m> Q) y L NYc„, O m > UQ — ra a) N m o o ma EmELr Iid ' ccc >, L N o 0)u) •- aZ t ._ a) o' a) oL32 c >, a) moy m vso F a ` •-• 03 a Al 0 y ° om 3my zoQ t cvc oCcQC0o oE m ac� a, o? m O o'oQ a 0 0 CO O. toC ,0o8 a)..- `oc &� Em y . a .92 EN m (a uCv N N N jmo ow m N U N> Z ' a N N °O'EEasm r c -- a)7:;,- ma) oIo mo 4am : a) 03 o ea� Hoy F- W E ay n E coU nvQ U F coD cq ` Oc .Eo@ ro x a) F- cm co 2 U co 0 COO ya N CO N E Z U CO" CO am o m CIo C ) .0 ( W Co m C j, U S a m N N 0) O ..- co O GN y NO o p m o � � Za) Eo m m -a to8 m = 0 0 0 z 7 N O m 5 o J CGZ O 0 ■ OL w C # AV 2 (! 3 I- co LU J a) a, a. 'CC o — a as m N o0 C C m y C C o O m d Cl) e° o m c `' a o 0 0 0 : Q 0 0 o a° 0 0 Q 01 < < 00000 z 0) Q Q m m 0 0 0 z 0) <C Q m 47 c c a) c a c L a T5 y a7 an =c 0 c �« Z co o) a C m o 2 U — - �I Hydrologic Soil Group—Brazos County,Texas Hydrologic Soil Group Data Hydrologic Soil Group Hydrologic Soil Group—Summary by Map Unit--Brazos County,Texas(TX041) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI BoB Boonville fine sandy D 0.0 0.0%' loam,1 to 3 percent slopes GrC Gredge fine sandy loam, D 3.9 4.2% 1 to 5 percent slopes MaA Mabank loam,0 to 1 D 3.3 3.5% percent slopes SnB Singleton fine sandy D 61.0 64.5% loam,1 to 3 percent slopes TaA Tabor fine sandy loam,0 D 7.7 8.1% to 2 percent slopes ZaB Zack fine sandy loam,1 D 18.7 19.8% to 5 percent slopes Totals for Area of Interest 94.7 100.0% USDA Natural Resources Web Soil Survey 8/12/2014 aim Conservation Service National Cooperative Soil Survey Page 3 of 4 emornimeassr- Hydrologic Soil Group—Brazos County,Texas Hydrologic Soil Group Data 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 (A/D, 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 chiefly of moderately deep or deep,moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils 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 C/D),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. Ratiing Options Aggregation Method: Dominant Condition Component Percent Cutoff. None Specified Tie-break Rule: Higher t MIA Natural Resources Web Soil Survey 8/12/2014 411011 Conservation Service National Cooperative Soil Survey Page 4 of 4 HydroCAD - Existing & Proposed Conditions Drainage Calculations CMS5P3-TR20 A-062314 Type III 24-hr 2-Year Rainfall=4.50'; AMC=3 Prepared by {enter your company name here} Page 1 HydroCAD®7.10 s/n 003394 ©2005 HydroCAD Software Solutions LLC 8/12/2014 Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment DA-Pult: Post-Development Pult Runoff Area=13.800 ac Runoff Depth>3.61" Tc=15.0 min Adjusted CN=94 Runoff=43.85 cfs 4.155 of Subcatchment DA-X1: Pre-Development"X1" Runoff Area=108.000 ac Runoff Depth>2.97" Tc=46.4 min Adjusted CN=88 Runoff=182.19 cfs 26.774 af Subcatchment P1: Post-Development"P1" Runoff Area=99.100 ac Runoff Depth>3.27" Tc=46.4 min Adjusted CN=91 Runoff=180.13 cfs 27.010 of Reach 1R: Discharge of P1 Peak Depth=1.31' Max Vel=3.0 fps Inflow=30.75 cfs 4.146 of n=0.040 L=2,925.0' S=0.0075 '1' Capacity=659.50 cfs Outflow=25.56 cfs 4.067 af Pond P6-ult: Pond 6 Peak Elev=311.89' Storage=28,381 cf Inflow=43.85 cfs 4.155 of Outflow=30.75 cfs 4.146 af Total Runoff Area = 220.900 ac Runoff Volume= 57.939 af Average Runoff Depth = 3.15" C HydroCAD - Existing & Proposed Conditions Drainage Calculations CMS5P3-TR20 A-062314 Type III 24-hr 2-Year Rainfall=4.50" AMC=3 Prepared by{enter your company name here} Page 2 HydroCAD®7.10 s/n 003394 (>2005 HydroCAD Software Solutions LLC 8/12/2014 Subcatchment DA-Pult: Post-Development Pult Runoff = 43.85 cfs @ 12.20 hrs, Volume= 4.155 af, Depth> 3.61" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type Ill 24-hr 2-Year Rainfall=4.50", AMC=3 Area (ac) CN Description 13.800 86 Ultimate-Development Conditions 13.800 86 Weighted Average, Adjusted for AMC to CN = 94 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Proposed Conditions Subcatchment DA-Pult: Post-Development Pult Hydrograph 48= 46' 43.85 cfs j—Runoff 44= 4402= Type III 24-hr 2-Year 38= 36= Rainfall=4.50" AMC=3 32= 30 w 28_ Runoff Area=13.800 ac 26'_ 3 24' -Runoff Volume=4.155 of ° 22= 20' Runoff (Depth>3.61" 18 16-14 Tc=15.0 min 12=0Adjusted CN=94 41 2 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) HydroCAD - Existing & Proposed Conditions Drainage Calculations CMS5P3-TR20 A-062314 Type III 24-hr 2-Year Rainfall=4.50" AMC=3 Prepared by {enter your company name here) Page 3 HydroCAD®7.10 s/n 003394 ©2005 HydroCAD Software Solutions LLC 8/12/2014 Subcatchment DA-X1: Pre-Development "X1" Runoff = 182.19 cfs @ 12.62 hrs, Volume= 26.774 af, Depth> 2.97" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=4.50", AMC=3 Area (ac) CN Description 108.000 75 Pre-Development Conditions 108.000 75 Weighted Average, Adjusted for AMC to CN = 88 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 46.4 Direct Entry, Existing Conditions Subcatchment DA-X1: Pre-Development "X1" H y:f,,graph 200 190- 182.19 cfs —Runoff 180= 170= Type III 24-hr 2-Year 150= Rainfall=4.50" 140- AMC=3 130- 120- Runoff Area=108.000 ac "° Runoff Volume=26.774 af 100; LL 90 Runoff Depth>2.97" 80i Tc=46.4 min Adjusted CN=88 50= 40= 30 20= 10 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) HydroCAD- Existing & Proposed Conditions Drainage Calculations CMS5P3-TR20 A-062314 Type III 24-hr 2-Year Rainfall=4.50'; AMC=3 Prepared by {enter your company name here} Page 4 HydroCAD®7.10 s/n 003394 ©2005 HydroCAD Software Solutions LLC 3/12/2014 Subcatchment P1: Post-Development "P1" Runoff = 180.13 cfs @ 12.62 hrs, Volume= 27.010 af, Depth> 3.27" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=4.50", AMC=3 Area (ac) CN Description 99.100 79 99.100 79 Weighted Average, Adjusted for AMC to CN = 91 Tc Length Slope Velocity Capacity Description (min) (feet) jft/ft) (ft/sec) (cfs) 46.4 Direct Entry, Existing Conditions Subcatchment P1: Post-Development "P1" Hydrograph 200- 190- [j80.13 cfs I [—Runoff 180- 17°i Type III 24-hr 2-Year 160= 150= Rainfall=4.50" 140- _._. 130': AMC=3 120= Runoff ,Area=99.100 ac 3 ;oo- Runoff 'Volume=27.010 of 90, Runoff Depth>3.27" 80� 70 Tc=46.4 m i n 6°- Adjusted CN=91 50. 40= 30- 20 10, 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) HydroCAD - Existing & Proposed Conditions Drainage Calculations CMS5P3-TR20 A-062314 Type III 24-hr 2-Year Rainfall=4.50'; AMC=3 Prepared by {enter your company name here} Page 5 HydroCAD®7.10 s/n 003394 ©2005 HydroCAD Software Solutions LLC 8/12/2014 Reach 1R: Discharge of P1 Inflow Area = 13.800 ac, Inflow Depth > 3.60" for 2-Year event Inflow = 30.75 cfs @ 12.36 hrs, Volume= 4.146 af Outflow = 25.56 cfs @ 12.84 hrs, Volume= 4.067 af, Atten= 17%, Lag= 28.8 min Routing by Stor-Ind+Trans method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 3.0 fps, Min. Travel Time= 16.5 min Avg. Velocity = 1.2 fps, Avg. Travel Time= 39.3 min Peak Depth= 1.31' @ 12.56 hrs Capacity at bank full= 659.50 cfs Inlet Invert= 305.00', Outlet Invert= 283.00' 4.00' x 6.00' deep channel, n= 0.040 Earth, dense weeds Side Slope Z-value= 2.0 '/' Top Width= 28.00' Length= 2,925.0' Slope= 0.0075 'I' Reach 1R: Discharge of P1 Hydrograph 34: 32- ( 30.75 cfs [—Inflow II 30= 28 Inflow Area=13.800 ac Outflow 26_ Peak Depth=1.31' 25.56 cfs 24- - 22- Max Vel=3.0 fps 20- ,8= n=0.040 g 18= L=2,925.0' ,2= S=0.0075 '/' 101 Capacity=659.50 cfs 8: 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) HydroCAD - Existing & Proposed Conditions Drainage Calculations CMS5P3-TR20 A-062314 Type III 24-hr 2-Year Rainfall=4.5O'; AMC=3 Prepared by {enter your company name here} Page 6 HydroCAD®7.10 s/n 003394 ©2005 HydroCAD Software Solutions LLC 8/12/2014 Pond P6-ult: Pond 6 Inflow Area = 13.800 ac, Inflow Depth > 3.61" for 2-Year event Inflow = 43.85 cfs @ 12.20 hrs, Volume= 4.155 of Outflow = 30.75 cfs @ 12.36 hrs, Volume= 4.146 af, Atten= 30%, Lag= 9.7 min Primary = 30.'75 cfs @ 12.36 hrs, Volume= 4.146 of Routing by Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 311.89'@ 12.36 hrs Surf.Area= 23,393 sf Storage= 28,381 cf Plug-Flow detention time=13.4 min calculated for 4.146 af(100% of inflow) Center-of-Mass det. time=12.4 min ( 767.4 - 755.0 ) Volume Invert Avail.Storage Storage Description #1 310.11' 83,012 cf Custom Stage Data (Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 310.11 0 0 0 311.00 20,103 8,946 8,946 312.00 23,785 21,944 30,890 313.00 27,597 25,691 56,581 313.90 31,139 26,431 83,012 Device Routing 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 Primary OutFlow Max=30.65 cfs @ 12.36 hrs HW=311.89' (Free Discharge) L1=Custom Weir/Orifice (Weir Controls 30.65 cfs @ 4.1 fps) HydroCAD- Existing & Proposed Conditions Drainage Calculations CMS5P3-TR20 A-062314 Type III 24-hr 2-Year Rainfall=4.50 AMC=3 Prepared by {enter your company name here} Page 7 HydroCAD®7.10 s/n 003394 ©2005 HydroCAD Software Solutions LLC 8/12/2014 Pond P6-ult: Pond 6 Hydrograph 48= 48= (43.85 cfs Inflow 44_ Primary 40 Inflow Area=13.800 ac 36 36 Peak Elev=311 .89' 34 32- Storage=28,381 cf 30.75 cfs 30 28; .2, 26_ 3 24 LL 22 20 18' 16_ 14 12' 10 61 4= 2 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) HydroCAD- Existing & Proposed Conditions Drainage Calculations CMS5P3-TR20 A-062314 Type 111 24-hr 5-Year Rainfall=6.20'; AMC=3 Prepared by {enter your company name here} Page 8 HydroCAD®7.10 s/n 003394 ©2005 HydroCAD Software Solutions LLC 8/12/2014 Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment DA-Pult: Post-Development Pult Runoff Area=13.800 ac Runoff Depth>5.21" Tc=15.0 min Adjusted CN=94 Runoff=61.91 cfs 5.996 af Subcatchment DA-X1: Pre-Development"X1" Runoff Area=108.000 ac Runoff Depth>4.51" Tc=46.4 min Adjusted CN=88 Runoff=270.43 cfs 40.549 af Subcatchment P1: Post-Development"P1" Runoff Area=99.100 ac Runoff Depth>4.83" Tc=46.4 min Adjusted CN=91 Runoff=260.54 cfs 39.927 af Reach 1R: Discharge of P1 Peak Depth=1.60' Max Vel=3.3 fps Inflow=45.10 cfs 5.982 af n=0.040 L=2,925.0' S=0.0075 '1 Capacity=659.50 cfs Outflow=37.95 cfs 5.885 af Pond P6-ult: Pond 6 Peak Elev=312.33' Storage=38,885 cf Inflow=61.91 cfs 5.996 af Outflow=45.10 cfs 5.982 af Total Runoff Area = 220.900 ac Runoff Volume= 86.472 af Average Runoff Depth =4.70" HydroCAD- Existing & Proposed Conditions Drainage Calculations CMS5P3-TR20 A-062314 Type III 24-hr 5-Year Rainfall=6.20'; AMC=3 Prepared by {enter your company name here} Page 9 HydroCAD®7.10 s/n 003394 ©2005 HydroCAD Software Solutions LLC 8/12/2014 Subcatchment DA-Pult: Post-Development Pult Runoff = 61.91 cfs @ 12.20 hrs, Volume= 5.996 af, Depth> 5.21" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 5-Year Rainfall=6.20", AMC=3 Area (ac) CN Description 13.800 86 Ultimate-Development Conditions 13.800 86 Weighted Average, Adjusted for AMC to CN = 94 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Proposed Conditions Subcatchment DA-Pult: Post-Development Pult Hydrograph 65- 61.91 cfS —Runoff Type III 24-hr 5-Year 55 50_ Rainfall=6.20" 45- AMC=3 40= Runoff Area=13.800 ac 135_ Runoff Volume=5.996 of 30= Runoff Depth>5.21" 25, 20; Tc=15.0 min 15 Adjusted CN=94 10- . 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) C HydroCAD- Existing & Proposed Conditions Drainage Calculations CMS5P3-TR20 A-062314 Type III 24-hr 5-Year Rainfall=6.20'; AMC=3 Prepared by {enter your company name here} Page 10 HydroCAD®7.10 s/n 003394 ©2005 HydroCAD Software Solutions LLC 8/12/2014 Subcatchment DA-X1: Pre-Development "X1" Runoff = 270.43 cfs @ 12.62 hrs, Volume= 40.549 af, Depth> 4.51" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 5-Year Rainfall=6.20", AMC=3 Area (ac) CN Description 108.000 75 Pre-Development Conditions 108.000 75 Weighted Average, Adjusted for AMC to CN = 88 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 46.4 Direct Entry, Existing Conditions Subcatchment DA-X1: Pre-Development "X1" Hydrograph 300- 280- 270.43 cfs {-- 26° -26° Type III 24-hr 5-Year 240 220 Rainfall=6.20" 200 AMC=3 180 Runoff ,Area=108.000 ac 16 Runoff Volume=40.549 af LL 140a Runoff Depth>4.51" 120- r 100- Tc=46.4 min 80 Adjusted CN=88 6°: 40- 20- 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) HydroCAD - Existing & Proposed Conditions Drainage Calculations CMS5P3-TR20 A-062314 Type III 24-hr 5-Year Rainfall=6.2Q'; AMC=3 Prepared by {enter your company name here} Page 11 HydroCAD®7.10 s/n 003394 ©2005 HydroCAD Software Solutions LLC 8/12/2014 Subcatchment P1: Post-Development "P1" Runoff = 260.54 cfs @ 12.61 hrs, Volume= 39.927 af, Depth> 4.83" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 5-Year Rainfall=6.20", AMC=3 Area (ac) CN Description 99.100 79 99.100 79 Weighted Average, Adjusted for AMC to CN = 91 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 46.4 Direct Entry, Existing Conditions Subcatchment P1: Post-Development "P1" Hydrograph 280 26054 cfs —Runoff II 260 240 Type III 24-hr 5-Year 220 Rainfall=6.20" 200 AMC=3 180 Runoff Area=99.100 ac 160 a 140 Runoff Volume=39.927 of 120 Runoff Depth>4.83" 100 Tc=46.4 min 80 Adjusted CN=91 60 40 20 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) HydroCAD - Existing & Proposed Conditions Drainage Calculations CMS5P3-TR20 A-062314 Type III 24-hr 5-Year Rainfall=6.20'; AMC=3 Prepared by {enter your company name here} Page 12 HydroCAD®7.10 s/n 003394 ©2005 HydroCAD Software Solutions LLC 8/12/2014 Reach 1R: Discharge of P1 Inflow Area = 13.800 ac, Inflow Depth > 5.20" for 5-Year event Inflow = 45.10 cfs @ 12.35 hrs, Volume= 5.982 af Outflow = 37.95 cfs @ 12.78 hrs, Volume= 5.885 af, Atten= 16%, Lag= 25.9 min Routing by Stor-Ind+Trans method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 3.3 fps, Min. Travel Time= 14.8 min Avg. Velocity = 1.4 fps, Avg. Travel Time= 35.4 min Peak Depth= 1.60' @ 12.53 hrs Capacity at bank full= 659.50 cfs Inlet Invert= 305.00', Outlet Invert= 283.00' 4.00' x 6.00' deep channel, n= 0.040 Earth, dense weeds Side Slope Z-value= 2.0 '1 Top Width= 28.00' Length= 2,925.0' Slope= 0.0075 'I' Reach 1R: Discharge of P1 Hydrograph 50= 48 ----� 46= 45.10 cfs Inflow Outflow 44 42= Inflow Area=13.800 ac 40= l 37.95 cfs 387:36= Peak Depth=1 .60' 3z34= Max VeI=3.3 fps 30 28= n=0.040 2s= 0 24 �- LL 22- L-2,92.x. 1 0_ ,6= S=0.0075 16� 141 Capacity=659,50 cfs 12. 10� 8 4: 2 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) HydroCAD - Existing & Proposed Conditions Drainage Calculations CMS5P3-TR20 A-062314 Type III 24-hr 5-Year Rainfall=6.20'; AMC=3 Prepared by {enter your company name here} Page 13 HydroCAD®7.10 s/n 003394 ©2005 HydroCAD Software Solutions LLC 8/12/2014 Pond P6-ult: Pond 6 Inflow Area = 13.800 ac, Inflow Depth > 5.21" for 5-Year event Inflow = 61.91 cfs @ 12.20 hrs, Volume= 5.996 of Outflow = 45.10 cfs @ 12.35 hrs, Volume= 5.982 af, Atten= 27%, Lag= 8.9 min Primary = 45.10 cfs @ 12.35 hrs, Volume= 5.982 af Routing by Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 312.33'@ 12.35 hrs Surf.Area= 25,034 sf Storage= 38,885 cf Plug-Flow detention time=13.7 min calculated for 5.967 af(100% of inflow) Center-of-Mass det. time=12.6 min ( 759.4 - 746.8 ) Volume Invert Avail.Storage Storage Description #1 310.11' 83,012 cf Custom Stage Data (Prismatic) Listed below(Recaic) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 310.11 0 0 0 311.00 20,103 8,946 8,946 312.00 23,785 21,944 30,890 313.00 27,597 25,691 56,581 313.90 31,139 26,431 83,012 Device Routing 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 Primary OutFlow Max=45.06 cfs @ 12.35 hrs HW=312.33' (Free Discharge) L1=Custom Weir/Orifice (Weir Controls 45.06 cfs @ 4.6 fps) HydroCAD- Existing & Proposed Conditions Drainage Calculations CMS5P3-TR20 A-062314 Type III 24-hr 5-Year Rainfall=6.20" AMC=3 Prepared by {enter your company name here} Page 14 HydroCAD®7.10 s/n 003394 ©2005 HydroCAD Software Solutions LLC 6/12/2014 Pond P6-ult: Pond 6 Hydrograph 65 61.91 Cfs Inflow 60 ._Primary 55 Inflow ,Area=13.800 ac 50 Peak EIev=312.33' Storage=38,885 cf I 4510cfs 45 3 40 35 LL 30 25 20 15 10 5 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) HydroCAD - Existing & Proposed Conditions Drainage Calculations CMS5P3-TR20 A-062314 Type 111 24-hr 10-Year Rainfall=7.40'; AMC=3 Prepared by {enter your company name here} Page 15 HydroCAD®7.10 s/n 003394 ©2005 HydroCAD Software Solutions LLC 8/12/2014 Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment DA-Pult: Post-Development Pult Runoff Area=13.800 ac Runoff Depth>6.35" Tc=15.0 min Adjusted CN=94 Runoff=74.56 cfs 7.302 af Subcatchment DA-X1: Pre-Development"X1" Runoff Area=108.000 ac Runoff Depth>5.61" Tc=46.4 min Adjusted CN=88 Runoff=332.44 cfs 50.445 af Subcatchment P1: Post-Development"P1" Runoff Area=99.100 ac Runoff Depth>5.95" Tc=46.4 min Adjusted CN=91 Runoff=316.85 cfs 49.141 af Reach 1R: Discharge of P1 Peak Depth=1.78' Max Vel=3.5 fps Inflow=55.42 cfs 7.284 af n=0.040 L=2,925.0' S=0.0075 '/' Capacity=659.50 cfs Outflow=46.84 cfs 7.175 af Pond P6-ult: Pond 6 Peak Elev=312.60' Storage=45,787 cf Inflow=74.56 cfs 7.302 af Outflow=55.42 cfs 7.284 af Total Runoff Area= 220.900 ac Runoff Volume= 106.888 of Average Runoff Depth = 5.81" HydroCAD - Existing & Proposed Conditions Drainage Calculations CMS5P3-TR20 A-062314 Type III 24-hr 10-Year Rainfall=7.40'; AMC=3 Prepared by{enter your company name here} Page 16 HydroCAD®7.10 s/n 003394 ©2005 HydroCAD Software Solutions LLC 8/12/2014 Subcatchment DA-Pult: Post-Development Pult Runoff = 74.56 cfs @ 12.20 hrs, Volume= 7.302 af, Depth> 6.35" Runoff by SCS TR-21) method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=7.40", AMC=3 Area (ac) CN Description 13.800 86 Ultimate-Development Conditions 13.800 86 Weighted Average, Adjusted for AMC to CN = 94 Tc Length Slope Velocity Capacity Description (min) (feet) i,ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Proposed Conditions Subcatchment DA-Pult: Post-Development Pult Hydrograph 80_ 74.56 cfs —Runoff' 75= 70= Type III 24-hr 10-Year 604 Rainfalll=7.40" 55= AMC=3 50 Runoff Area=13.800 ac c"i 45- 0 403 Runoff Volume=7.302 of LL 35= Runoff Depth>6.35" 30, 25= Tc=15.0 min 20� Adjusted CN=94 15= 10= 5. 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) HydroCAD - Existing & Proposed Conditions Drainage Calculations CMS5P3-TR20 A-062314 Type Ill 24-hr 10-Year Rainfall=7.40'; AMC=3 Prepared by {enter your company name here} Page 17 HydroCAD®7.10 s/n 003394 ©2005 HydroCAD Software Solutions LLC 8/12/2014 Subcatchment DA-X1: Pre-Development "X1" Runoff = 332.44 cfs @ 12.61 hrs, Volume= 50.445 af, Depth> 5.61" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=7.40", AMC=3 Area (ac) CN Description 108.000 75 Pre-Development Conditions 108.000 75 Weighted Average, Adjusted for AMC to CN = 88 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 46.4 Direct Entry, Existing Conditions Subcatchment DA-X1: Pre-Development "X1" H :' vyraph 360-- 332.44 cfs I ��Runoff 340= 32° Type III 24-hr 10-Year 300-- 280 Rainfall=7.40" 260: 240-- AMC=3 220- Runoff Area=108.000 ac 200- - Runoff Volume=50.445 of 03 180- LL 160 Runoff Depth>5.61" 140- 1207. Tc=46.4 min 100., Adjusted CN=88 80' 60= 40= 0- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) „w HydroCAD- Existing & Proposed Conditions Drainage Calculations CMS5P3-TR20 A-1062314 Type !1124-hr 10-Year Rainfall=7.40'; AMC=3 Prepared by {enter your company name here} Page 18 HydroCAD®7.10 s/n 003394 ©2005 HydroCAD Software Solutions LLC 8/12/2014 Subcatchment P1: Post-Development "P1" Runoff = 316.85 cfs @ 12.61 hrs, Volume= 49.141 af, Depth> 5.95" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type 111 24-hr 10-Year Rainfall=7.40", AMC=3 Area (ac) CN Description 99.100 79 99.100 79 Weighted Average, Adjusted for AMC to CN = 91 Tc Length Slope Velocity Capacity Description (min) (feet) ,(ft/ft) (ft/sec) (cfs) 46.4 Direct Entry, Existing Conditions Subcatchment P1: Post-Development "P1" Hydrograph 340: -Runoff 316.85 cfs 320- 3°C)t Type IIII 24-hr 10-Year 2801* 260= -- Rainfall=7.40„ 240-1 AMC=3. 220= Runoff Area=99.100 ac 200: 180 Runoff Volume=49.141 af LL 160 Runoff Depth>5.95” 140 1201 Tc=46.4 m i n 1001 Adjusted CN=91 80; 60. 40= 20= 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) HydroCAD - Existing & Proposed Conditions Drainage Calculations CMS5P3-TR20 A-062314 Type III 24-hr 10-Year Rainfall=7.40', AMC=3 Prepared by {enter your company name here} Page 19 HydroCAD®7.10 s/n 003394 ©2005 HydroCAD Software Solutions LLC 8/12/2014 Reach 1R: Discharge of P1 Inflow Area = 13.800 ac, Inflow Depth > 6.33" for 10-Year event Inflow = 55.42 cfs @ 12.34 hrs, Volume= 7.284 af Outflow = 46.84 cfs @ 12.75 hrs, Volume= 7.175 af, Atten= 15%, Lag= 24.6 min Routing by Stor-Ind+Trans method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 3.5 fps, Min. Travel Time= 14.0 min Avg. Velocity = 1.5 fps, Avg. Travel Time= 33.4 min Peak Depth= 1.78' @ 12.52 hrs Capacity at bank full= 659.50 cfs Inlet Invert= 305.00', Outlet Invert= 283.00' 4.00' x 6.00' deep channel, n= 0.040 Earth, dense weeds Side Slope Z-value= 2.0 '1 Top Width= 28.00' Length= 2,925.0' Slope= 0.0075 '/' Reach 1R: Discharge of P1 Hydrograph 80 55.42 cfs Inflow 55- Outflow 50- EInflow Area=13.800 ac !84 I i 45- Peak Depth=1 .78' 40= Max VeI=3.5 fps 35:. n=0.040 g 30' L=2,925.0' 25 S=0.0075 '/' 20- 15_ Capacity=659.50 cfs 10-- 5 0 0 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 18 17 18 19 20 Time (hours) HydroCAD - Existing & Proposed Conditions Drainage Calculations CMS5P3-TR20 A-062314 Type III 24-hr 10-Year Rainfall=7.40'; AMC=3 Prepared by {enter your company name here} Page 20 HydroCAD®7.10 s/n 003394 ©2005 HydroCAD Software Solutions LLC 8/12/2014 Pond P6-ult: Pond 6 Inflow Area = 13.800 ac, Inflow Depth > 6.35" for 10-Year event Inflow = 74.56 cfs @ 12.20 hrs, Volume= 7.302 af Outflow = 55.42 cfs @ 12.34 hrs, Volume= 7.284 af, Atten= 26%, Lag= 8.4 min Primary = 55.42 cfs @ 12.34 hrs, Volume= 7.284 af Routing by Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 312.60'@ 12.34 hrs Surf.Area= 26,063 sf Storage= 45,787 cf Plug-Flow detention time=13.7 min calculated for 7.266 af(100% of inflow) Center-of-Mass det. time=12.6 min ( 755.2 - 742.6 ) Volume Invert Avail.Storage Storage Description #1 310.11' 83,012 cf Custom Stage Data (Prismatic) Listed below(Recaic) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 310.11 0 0 0 311.00 20,103 8,946 8,946 312.00 23,785 21,944 30,890 313.00 27,597 25,691 56,581 313.90 31,139 26,431 83,012 Device Routing 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 Primary OutFlow Max=55.25 cfs @ 12.34 hrs HW=312.59' (Free Discharge) t--1=Custom Weir/Orifice (Weir Controls 55.25 cfs @ 4.8 fps) HydroCAD - Existing & Proposed Conditions Drainage Calculations CMS5P3-TR20 A-062314 Type 111 24-hr 10-Year Rainfall=7.40'; AMC=3 Prepared by {enter your company name here} Page 21 HydroCAD®7.10 s/n 003394 ©2005 HydroCAD Software Solutions LLC 8/12/2014 Pond P6-ult: Pond 6 Hydrograph 80 17456 Cfs Inflow 75 ' Primary 70 Inflow Area=13.800 ac 65 Peak Elev=312.60' 60 f 58.42 cfs I 55 Storage=45,787 cf 50 u 45 33 40 u. 35 30 25 L. 20 15 10 5 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) HydroCAD - Existing & Proposed Conditions Drainage Calculations CMS5P3-TR20 A-062314 Type III 24-hr 25-Year Rainfall=8.40'; AMC=3 Prepared by {enter your company name here} Page 22 HydroCAD®7.10 s/n 003394 ©2005 HydroCAD Software Solutions LLC 8/12/2014 Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment DA-Pult: Post-Development Pult Runoff Area=13.800 ac Runoff Depth>7.30" Tc=15.0 min Adjusted CN=94 Runoff=85.06 cfs 8.392 af Subcatchment DA-X1: Pre-Development"X1" Runoff Area=108.000 ac Runoff Depth>6.53" Tc=46.4 min Adjusted CN=88 Runoff=383.88 cfs 58.757 af Subcatchment P1: Post-Development"P1" Runoff Area=99.100 ac Runoff Depth>6.88" Tc=46.4 min Adjusted CN=91 Runoff=363.53 cfs 56.854 af Reach 1R: Discharge of P1 Peak Depth=1.92' Max Vel=3.6 fps Inflow=64.10 cfs 8.371 af n=0.040 L=2,925.0' S=0.0075 '/' Capacity=659.50 cfs Outflow=54.38 cfs 8.252 af Pond P6-ult: Pond 6 Peak Elev=312.81' Storage=51,290 cf Inflow=85.06 cfs 8.392 af Outflow=64.10 cfs 8.371 af Total Runoff Area = 220.900 ac Runoff Volume = 124.003 af Average Runoff Depth = 6.74" HydroCAD - Existing & Proposed Conditions Drainage Calculations CMS5P3-TR20 A-062314 Type III 24-hr 25-Year Rainfall=8.40'; AMC=3 Prepared by {enter your company name here} Page 23 HydroCAD®7.10 s/n 003394 ©2005 HydroCAD Software Solutions LLC 8/12/2014 Subcatchment DA-Pult: Post-Development Pult Runoff = 85.06 cfs @ 12.20 hrs, Volume= 8.392 af, Depth> 7.30" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=8.40", AMC=3 Area (ac) CN Description 13.800 86 Ultimate-Development Conditions 13.800 86 Weighted Average, Adjusted for AMC to CN = 94 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Proposed Conditions Subcatchment DA-Pult: Post-Development Pult Hydrograph 95-31 g0- l 85.08 cfs 85_ 80= Type III 24-hr 25-Year 75; 7°= Rainfall=8.40" 65: 5 AMC=3 602. 55- Runoff Area=13.800 ac 5°- 45- Runoff Volume=8.392 af LL 40= Runoff Depth>7.30" 35: Tc=15.0 min 25 20 AdjuIstedCN94 15 10 5 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) HydroCAD - Existing & Proposed Conditions Drainage Calculations CMS5P3-TR20 A-062314 Type III 24-hr 25-Year Rainfall=8.40'; AMC=3 Prepared by {enter your company name here} Page 24 HydroCAD®7.10 s/n 003394 ©2005 HydroCAD Software Solutions LLC 8/12/2014 Subcatchment DA-X1: Pre-Development "X1" Runoff = 383.88 cfs @ 12.61 hrs, Volume= 58.757 af, Depth> 6.53" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=8.40", AMC=3 Area (ac) CN Description 108.000 75 Pre-Development Conditions 108.000 75 Weighted Average, Adjusted for AMC to CN = 88 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 46.4 Direct Entry, Existing Conditions Subcatchment DA-X1: Pre-Development "X1" Hydrograph 420 400 x383.88 cfs —Runoff 380 360i Type III 24-hr 25-Year 340= 3203 Rainfall=8.40" 300= - 280 AMC=3 2605 240_ Runoff Area=108.000 ac x220, Runoff Volume=58.757 of 0200 LT 180= Runoff Depth>6.53" 160 140 _Tc=46.4 min ;oo Adjusted CN=88 80= 60= 40= 20= 0. ...1. .. .2. .. .3.. ..4 5 6 ...7. . 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) HydroCAD - Existing & Proposed Conditions Drainage Calculations CMS5P3-TR20 A-062314 Type 111 24-hr 25-Year Rainfall=8.40'; AMC=3 Prepared by {enter your company name here} Page 25 HydroCAD®7.10 s/n 003394 ©2005 HydroCAD Software Solutions LLC 8/12/2014 Subcatchment P1: Post-Development "P1" Runoff = 363.53 cfs @ 12.61 hrs, Volume= 56.854 af, Depth> 6.88" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type Ill 24-hr 25-Year Rainfall=8.40", AMC=3 Area (ac) CN Description 99.100 79 99.100 79 Weighted Average, Adjusted for AMC to CN = 91 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 46.4 Direct Entry, Existing Conditions Subcatchment P1: Post-Development "P1" Hydrograph 400 380: 363.53 cfs I —Runoff 360-1 340= Type III 24-hr 25-Year 300_ Rainfall=8.40" 280: AMC=3 260- 240- Runoff Area=99.100 ac . 220- 2001 Runoff Volume=56.854 of - 1803 Runoff Depth>6.88" 1604. 140Tc=46.4 min 120 oo Adjusted CN=91 _- 80 60 40 20 0 r 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) HydroCAD - Existing & Proposed Conditions Drainage Calculations CMS5P3-TR20 A-062314 Type III 24-hr 25-Year Rainfall=8.40", AMC=3 Prepared by {enter your company name here} Page 26 HydroCAD®7.10 s/n 003394 ©2005 HydroCAD Software Solutions LLC 8/12/2014 Reach 1R: Discharge of P1 Inflow Area = 13.800 ac, Inflow Depth > 7.28" for 25-Year event Inflow = 64.10 cfs @ 12.33 hrs, Volume= 8.371 af Outflow = 54.38 cfs @ 12.73 hrs, Volume= 8.252 af, Atten= 15%, Lag= 23.7 min Routing by Stor-Ind+Trrans method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 3.6 fps, Min. Travel Time= 13.4 min Avg. Velocity = 1.5 fps, Avg. Travel Time= 32.0 min Peak Depth= 1.92' @ 12.50 hrs Capacity at bank full= 659.50 cfs Inlet Invert= 305.00', Outlet Invert= 283.00' 4.00' x 6.00' deep channel, n= 0.040 Earth, dense weeds Side Slope Z-value= 2.0 '1 Top Width= 28.00' Length= 2,925.0' Slope= 0.0075 '1 Reach 1R: Discharge of P1 Hydrograph 70- 65- 64.10 cfsInflow �-Outflow 603 Inflow Area=13.800 ac 54.38 cfs 55- Peak eak Depth=1 .92' 453 Max Vel=3.6 fps L° 40_ n= • 0040 •► ::i L=2,925.0' - 25j- S=0.0075 'I' 20- Capacity=659.50 cfs 15= 10- 5- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) HydroCAD - Existing & Proposed Conditions Drainage Calculations CMS5P3-TR20 A-062314 Type III 24-hr 25-Year Rainfall=8.40'; AMC=3 Prepared by {enter your company name here} Page 27 HydroCADO 7.10 s/n 003394 ©2005 HydroCAD Software Solutions LLC 8/12/2014 Pond P6-ult: Pond 6 Inflow Area = 13.800 ac, Inflow Depth > 7.30" for 25-Year event Inflow = 85.06 cfs @ 12.20 hrs, Volume= 8.392 af Outflow = 64.10 cfs @ 12.33 hrs, Volume= 8.371 af, Atten= 25%, Lag= 8.1 min Primary = 64.10 cfs @ 12.33 hrs, Volume= 8.371 af Routing by Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 312.81'@ 12.33 hrs Surf.Area= 26,856 sf Storage= 51,290 cf Plug-Flow detention time=13.8 min calculated for 8.371 of(100% of inflow) Center-of-Mass det. time=12.6 min ( 752.4 - 739.8 ) Volume Invert Avail.Storage Storage Description #1 310.11' 83,012 cf Custom Stage Data (Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 310.11 0 0 0 311.00 20,103 8,946 8,946 312.00 23,785 21,944 30,890 313.00 27,597 25,691 56,581 313.90 31,139 26,431 83,012 Device Routing 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 Primary OutFlow Max=63.84 cfs@ 12.33 hrs HW=312.80' (Free Discharge) L1=Custom Weir/Orifice (Weir Controls 63.84 cfs @ 5.0 fps) HydroCAD - Existing & Proposed Conditions Drainage Calculations CMS5P3-TR20 A-062314 Type III 24-hr 25-Year Rainfall=8.40'; AMC=3 Prepared by {enter your company name here} Page 28 HydroCAD®7.10 s/n 003394 ©2005 HydroCAD Software Solutions LLC 8/12/2014 Pond P6-ult: Pond 6 Hydrograph 95 90 I 85.06 OSInflow 85 —Primary 80 - Inflow Area=13.800 ac 75 70 Peak Elev=312.81' 65 64.10 cfs 60 Storage=51 ,290 cf i 55 _J 50 0 45 a 40 35 30 25 20 15 10 5 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) HydroCAD - Existing & Proposed Conditions Drainage Calculations CMS5P3-TR20 A-062314 Type III 24-hr 50-Year Rainfall=9.80 , AMC=3 Prepared by {enter your company name here} Page 29 HydroCAD®7.10 s/n 003394 ©2005 HydroCAD Software Solutions LLC 8/12/2014 Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment DA-Pult: Post-Development Pult Runoff Area=13.800 ac Runoff Depth>8.63" Tc=15.0 min Adjusted CN=94 Runoff=99.71 cfs 9.921 af Subcatchment DA-X1: Pre-Development"X1" Runoff Area=108.000 ac Runoff Depth>7.83" Tc=46.4 min Adjusted CN=88 Runoff=455.54 cfs 70.460 af Subcatchment P1: Post-Development"P1" Runoff Area=99.100 ac Runoff Depth>8.20" Tc=46.4 min Adjusted CN=91 Runoff=428.58 cfs 67.688 af Reach 1R: Discharge of P1 Peak Depth=2.10' Max Vel=3.8 fps Inflow=76.36 cfs 9.895 af n=0.040 L=2,925.0' S=0.0075 'P Capacity=659.50 cfs Outflow=65.19 cfs 9.764 af Pond P6-ult: Pond 6 Peak EIev=313.08' Storage=58,684 cf Inflow=99.71 cfs 9.921 af Outflow=76.36 cfs 9.895 af Total Runoff Area = 220.900 ac Runoff Volume = 148.069 af Average Runoff Depth = 8.04" HydroCAD - Existing & Proposed Conditions Drainage Calculations CMS5P3-TR20 A-062314 Type III 24-hr 50-Year Rainfall=9.80° AMC=3 Prepared by {enter your company name here) Page 30 HydroCAD®7.10 s/n 003394 ©2005 HydroCAD Software Solutions LLC 8/12/2014 Subcatchment DA-Pult: Post-Development Pult Runoff = 99.71 cfs @ 12.20 hrs, Volume= 9.921 af, Depth> 8.63" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 50-Year Rainfall=9.80", AMC=3 Area (ac) CN Description 13.800 86 Ultimate-Development Conditions 13.800 86 Weighted Average, Adjusted for AMC to CN = 94 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Proposed Conditions Subcatchment DA-Pult: Post-Development Pult Hydrograph 110- 105= 1 99.71 cfs —Runoff i 100 95; _ Type III 24-hr 50-Year 90= 85= Rainfall=9.80" so 75 AMC=3 70' 4 651 Runoff Area=13.800 ac it 60 3 55, Runoff Volume=9.921 af u. 50 45 Runoff Depth>8.63" 40-- 35, Tc=15.0 min 30- 257 Adjusted CN=94 20= 15= 10= 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) HydroCAD - Existing & Proposed Conditions Drainage Calculations CMS5P3-TR20 A-062314 Type III 24-hr 50-Year Rainfall=9.80'; AMC=3 Prepared by {enter your company name here} Page 31 HydroCAD®7.10 s/n 003394 ©2005 HydroCAD Software Solutions LLC 8/12/2014 Subcatchment DA-X1: Pre-Development "Xl" Runoff = 455.54 cfs @ 12.61 hrs, Volume= 70.460 af, Depth> 7.83" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type 111 24-hr 50-Year Rainfall=9.80", AMC=3 Area (ac) CN Description 108.000 75 Pre-Development Conditions 108.000 75 Weighted Average, Adjusted for AMC to CN = 88 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 46.4 Direct Entry, Existing Conditions Subcatchment DA-X1: Pre-Development "X1" Hydrograph 500-; 480 455.54 cfs —Runoff 460 440, 420= Type III 24-hr 50-Year 400-1 380 Rainfall=9.80" 340= AMC=3 320 3004 Runoff Area=108.000 ac 280. 260 Runoff Volume=70.460 af o LT. 2203 -Runoff Depth>7.83" 200-i 180; Tc=46.4 m i n 160- 140; Adjusted CN=88 120 100= 80= 60 40' 20 0 1 2 3 4 5 fi 7 8 9 10 11 12 1,3 14 15 16 17 18 19 20 Time (hours) HydroCAD - Existing & Proposed Conditions Drainage Calculations CMS5P3-TR20 A-062314 Type III 24-hr 50-Year Rainfall=9.80'; AMC=3 Prepared by {enter your company name here} Page 32 HydroCAD®7.10 s/n 003394 ©2005 HydroCAD Software Solutions LLC 8/12/2014 Subcatchment P1: Post-Development "P1" Runoff = 428.58 cfs @ 12.61 hrs, Volume= 67.688 af, Depth> 8.20" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 50-Year Rainfall=9.80", AMC=3 Area (ac) CN Description 99.100 79 99.100 79 Weighted Average, Adjusted for AMC to CN = 91 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 46.4 Direct Entry, Existing Conditions Subcatchment P1: Post-Development "P1" 480 _ Hydrograph 460' 440.. 428.58 cfs [—Runoff II 420-400-: Type III 24-hr 50-Year 380= 3604 Rainfalll=9.80" 340= 320° AMC=3 300 H 280; Runoff Area=99.100 ac 260= 3 240 Runoff Volume=67.688 af o LL 220200 Runoff Depth>8.20" 180: 160- Tc=46.4 min I :-_ Adjusted CN=9,-_;- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) HydroCAD - Existing & Proposed Conditions Drainage Calculations CMS5P3-TR20 A-062314 Type III 24-hr 50-Year Rainfall=9.80'; AMC=3 Prepared by {enter your company name here} Page 33 HydroCAD®7.10 s/n 003394 ©2005 HydroCAD Software Solutions LLC 8/12/2014 Reach 1R: Discharge of P1 Inflow Area = 13.800 ac, Inflow Depth > 8.60" for 50-Year event Inflow = 76.36 cfs @ 12.33 hrs, Volume= 9.895 af Outflow = 65.19 cfs @ 12.71 hrs, Volume= 9.764 af, Atten= 15%, Lag= 22.7 min Routing by Stor-Ind+Trans method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 3.8 fps, Min. Travel Time= 12.8 min Avg. Velocity = 1.6 fps, Avg. Travel Time= 30.4 min Peak Depth= 2.10' @ 12.49 hrs Capacity at bank full= 659.50 cfs Inlet Invert= 305.00', Outlet Invert= 283.00' 4.00' x 6.00' deep channel, n= 0.040 Earth, dense weeds Side Slope Z-value= 2.0 '/' Top Width= 28.00' Length= 2,925.0' Slope= 0.0075 '1 Reach 1R: Discharge of P1 Hydrograph 85 7636 cfs _Inflow 80= [ Outflow 75= 70- Inflow Area=13.800 ac i 65.19 i 65' Peak Depth=2.10' so= 55= Max Vel=3.8 fps 50= 1n=0.040 n=0.040 40= L=2,925.0' 35 30� S=0.0075 '/' 25= - - zo; - Capacity=659.50 cfs 15 10. 5: 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) HydroCAD- Existing & Proposed Conditions Drainage Calculations CMS5P3-TR20 A-062314 Type III 24-hr 50-Year Rainfall=9.80'; AMC=3 Prepared by {enter your company name here} Page 34 HydroCAD®7.10 s/n 003394 ©2005 HydroCAD Software Solutions LLC 8/12/2014 Pond P6-ult: Pond 6 Inflow Area = 13.800 ac, Inflow Depth > 8.63" for 50-Year event Inflow = 99.71 cfs @ 12.20 hrs, Volume= 9.921 af Outflow = 76.36 cfs @ 12.33 hrs, Volume= 9.895 af, Atten= 23%, Lag= 7.7 rim Primary = 76.36 cfs @ 12.33 hrs, Volume= 9.895 of Routing by Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 313.08'@ 12.33 hrs Surf.Area= 27,895 sf Storage= 58,684 cf Plug-Flow detention time=13.8 min calculated for 9.870 af (99% of inflow) Center-of-Mass det. time=12.6 min ( 749.1 - 736.6 ) Volume Invert Avail.Storage Storage Description #1 310.11 83,012 cf Custom Stage Data (Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 310.11 0 0 0 311.00 20,103 8,946 8,946 312.00 23,785 21,944 30,890 313.00 27,597 25,691 56,581 313.90 31,139 26,431 83,012 Device Routing 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 Primary OutFlow Max=76.01 cfs @ 12.33 hrs HW=313.07' (Free Discharge) L1=Custom Weir/Orifice (Weir Controls 76.01 cfs @ 5.2 fps) HydroCAD - Existing & Proposed Conditions Drainage Calculations CMS5P3-TR20 A-062314 Type III 24-hr 50-Year Rainfall=9.80'; AMC=3 Prepared by {enter your company name here} Page 35 HydroCAD®7.10 s/n 003394 ©2005 HydroCAD Software Solutions LLC 8/12/2014 Pond P6-ult: Pond 6 Hydrograph 110 — 105 I 99.71 Cfs � - Inflow 100Primary - 95 Inflow Area=13.800 ac 90 8501 Peak Elev=313.08' 76.36cfs i 7701 Storage=58,684 cf 65-] N t 607 55= 0 503 45 40 353 301 20 15 10 5 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) HydroCAD- Existing & Proposed Conditions Drainage Calculations CMS5P3-TR20 A-062314 Type III 24-hr 100-Year Rainfall=11.00'; AMC=3 Prepared by {enter your company name here} Page 36 HydroCAD®7.10 s/n 003394 ©2005 HydroCAD Software Solutions LLC 8/12/2014 Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment DA-Pult: Post-Development Pult Runoff Area=13.800 ac Runoff Depth>9.77" Tc=15.0 min Adjusted CN=94 Runoff=112.24 cfs 11.233 af Subcatchment DA-X1: Pre-Development"X1" Runoff Area=108.000 ac Runoff Depth>8.95" Tc=46.4 min Adjusted CN=88 Runoff=516.68 cfs 80.534 af Subcatchment P1: Post-Development"P1" Runoff Area=99.100 ac Runoff Depth>9.32" Tc=46.4 min Adjusted CN=91 Runoff=484.12 cfs 76.997 af Reach 1R: Discharge of P1 Peak Depth=2.24' Max Vel=3.9 fps Inflow=87.14 cfs 11.203 af n=0.040 L=2,925.0' S=0.0075'/' Capacity=659.50 cfs Outflow=74.57 cfs 11.061 af Pond P6-ult: Pond 6 Peak Elev=313.30' Storage=64,899 cf Inflow=112.24 cfs 11.233 af Outflow=87.14 cfs 11.203 af Total Runoff Area = 220.900 ac Runoff Volume= 168.764 af Average Runoff Depth = 9.17" HydroCAD - Existing & Proposed Conditions Drainage Calculations CMS5P3-TR20 A-062314 Type III 24-hr 100-Year Rainfall=11.00", AMC=3 Prepared by {enter your company name here} Page 37 HydroCAD®7.10 s/n 003394 ©2005 HydroCAD Software Solutions LLC 8/12/2014 Subcatchment DA-Pult: Post-Development Pult Runoff = 112.24 cfs @ 12.20 hrs, Volume= 11.233 af, Depth> 9.77" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=11.00", AMC=3 Area (ac) CN Description 13.800 86 Ultimate-Development Conditions 13.800 86 Weighted Average, Adjusted for AMC to CN = 94 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Proposed Conditions Subcatchment DA-Pult: Post-Development Pult Hydrograph 125- 1201 ( 112.24 cfs I—Runoff 115; 110. 105= Type III 24-hr 100-Year 100- 95 Rainfall=11.00" 90 35_ AMC=3 80= 75' Runoff Area=13.800 ac • 70. Runoff Volume=11.233 of 3• 65.60= o • 55= Runoff Depth>9.77" 503 45= Tc=15.0 min 401 35' Adjusted CN=94 301 251 20= 15 10' 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) HydroCAD - Existing & Proposed Conditions Drainage Calculations CMS5P3-TR20 A-062314 Type III 24-hr 100-Year Rainfall=11.00'; AMC=3 Prepared by {enter your company name here} Page 38 HydroCAD®7.10 s/n 003394 ©2005 HydroCAD Software Solutions LLC 8/12/2014 Subcatchment DA-X1: Pre-Development "X1" Runoff = 516.68 cfs @ 12.61 hrs, Volume= 80.534 af, Depth> 8.95" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=11.00", AMC=3 Area (ac) CN Description 108.000 75 Pre-Development Conditions 108.000 75 Weighted Average, Adjusted for AMC to CN = 88 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 46.4 Direct Entry, Existing Conditions Subcatchment DA-X1: Pre-Development "X1" Hydrograph 550 16.68 cfs � I—Runoff 500 Type III 24-hr 100-Year 45° Rainfalll=11.00" 4°° AMC=3 350:, Runoff Area=108.000 ac 300-- Runoff Volume=80.534 of IT 250 Runoff Depth>8.95" 200] Tc=46.4 m i n 150: Adjusted CN=88 100 50- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) HydroCAD - Existing & Proposed Conditions Drainage Calculations CMS5P3-TR20 A-062314 Type III 24-hr 100-Year Rainfall=11.00'; AMC=3 Prepared by {enter your company name here} Page 39 HydroCAD®7.10 s/n 003394 ©2005 HydroCAD Software Solutions LLC 8/12/2014 Subcatchment P1: Post-Development "P1" Runoff = 484.12 cfs @ 12.61 hrs, Volume= 76.997 af, Depth> 9.32" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=11.00", AMC=3 Area (ac) CN Description 99.100 79 99.100 79 Weighted Average, Adjusted for AMC to CN = 91 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 46.4 Direct Entry, Existing Conditions Subcatchment P1: Post-Development "P1" Hydrograph 540 520= Runoff 500= 1484.12 cfs 480= :=. Type III 24-hr 100-Year 440 400- Rainfall=11.00" 360 AMC=3 340 32O- Runoff Area=99.100 ac 300: -- 260 Runoff Volume=76.997 of 260; u. 240- Runoff Depth>9.32" 2201 21(100- Tc=46.4 m i n = 160 1401 Adjusted CN=91 120: 100 80= 60- 40. 20 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) HydroCAD - Existing & Proposed Conditions Drainage Calculations CMS5P3-TR20 A-062314 Type III 24-hr 100-Year Rainfall=11.00'; AMC=3 Prepared by {enter your company name here} Page 40 HydroCAD®7.10 s/n 003394 ©2005 HydroCAD Software Solutions LLC 8/12/2014 Reach 1R: Discharge of P1 Inflow Area = 13.800 ac, Inflow Depth > 9.74" for 100-Year event Inflow = 87.14 cfs @ 12.32 hrs, Volume= 11.203 af Outflow = 74.57 cfs @ 12.69 hrs, Volume= 11.061 af, Atten= 14%, Lag= 21.9 min Routing by Stor-Ind+Trans method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 3.9 fps, Min. Travel Time= 12.4 min Avg. Velocity = 1.7 fps, Avg. Travel Time= 29.3 min Peak Depth= 2.24' ©, 12.48 hrs Capacity at bank full= 659.50 cfs Inlet Invert= 305.00', Outlet Invert= 283.00' 4.00' x 6.00' deep channel, n= 0.040 Earth, dense weeds Side Slope Z-value= 2.0 '1 Top Width= 28.00' Length= 2,925.0' Slope= 0.0075 '1 Reach 1R: Discharge of P1 Hydrograph 95 90 87.14 cfs -r Inflow —Outflow 80 Inflow Area=13.800 ac 74.57 c fs 770 -_ Peak Depth=2.24' 65 Max Vel=3.9 fps 60 411 55 n=0.040 50 45 L=2,925.0' 40 /1 35 S=0.0075 'I' 25 Capacity=659.50 cfs 20 15 10 5 0 1 2 3 4 5 5 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) HydroCAD - Existing & Proposed Conditions Drainage Calculations CMS5P3-TR20 A-062314 Type III 24-hr 100-Year Rainfall=11.00'; AMC=3 Prepared by {enter your company name here} Page 41 HydroCAD®7.10 s/n 003394 ©2005 HydroCAD Software Solutions LLC 8/12/2014 Pond P6-ult: Pond 6 Inflow Area = 13.800 ac, Inflow Depth > 9.77" for 100-Year event Inflow = 112.24 cfs @ 12.20 hrs, Volume= 11.233 af Outflow = 87.14 cfs @ 12.32 hrs, Volume= 11.203 af, Atten= 22%, Lag= 7.5 min Primary = 87.14 cfs @ 12.32 hrs, Volume= 11.203 af Routing by Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 313.30'@ 12.32 hrs Surf.Area= 28,759 sf Storage= 64,899 cf Plug-Flow detention time=13.8 min calculated for 11.175 af(99% of inflow) Center-of-Mass det. time=12.5 min ( 746.8 - 734.3 ) Volume Invert Avail.Storage Storage Description #1 310.11' 83,012 cf Custom Stage Data (Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 310.11 0 0 0 311.00 20,103 8,946 8,946 312.00 23,785 21,944 30,890 313.00 27,597 25,691 56,581 313.90 31,139 26,431 83,012 Device Routing 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 Primary OutFlow Max=86.54 cfs @ 12.32 hrs HW=313.28' (Free Discharge) L1=Custom Weir/Orifice (Weir Controls 86.54 cfs @ 5.4 fps) nyuro�.Hu - r=xisung of rroposeu l.,unurtrons urdlrrage l.aicuiauons CMS5P3-TR20 A-062314 Type III 24-hr 100-Year Rainfall=11.00'; AMC=3 Prepared by {enter your company name here} Page 42 HydroCAD®7.10 sin 003394 ©2005 HydroCAD Software Solutions LLC 8/12/2014 Pond P6-ult: Pond 6 Hydrograph 125- 1201 112.24 cfs Inflow II 1151 [—Primary 1101 105= Inflow Area=13.800 ac 1001 90 Peak N Iev=313.30' 167.,4 cfs 880- 5� Stora��e=64,899 cf 75 3 - 70 651 60' 0 a 55 50' 45= 40 35i 30 25a 20-] 15 10 5 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Section 4.0 DETENTION FACILITY & ROUTING HydroCAD- Proposed Conditions Pond Calculations - Pond 8 CMS5P3-TR20 A-062314 Type III 24-hr 2-Year Rainfall=4.50'; AMC=3 Prepared by {enter your company name here} Page 1 HydroCAD®7.10 sin 003394 ©2005 HydroCAD Software Solutions LLC 8/12/2014 Pond Pond 8: Pond 8 [61] Hint: Submerged 19% of Reach 1R bottom Inflow Area = 112.900 ac, Inflow Depth > 3.30" for 2-Year event Inflow = 200.97 cfs @ 12.65 hrs, Volume= 31.078 af Outflow = 184.12 cfs @ 12.81 hrs, Volume= 28.049 af, Atten= 8%, Lag= 9.8 min Primary = 184.12 cfs @ 12.81 hrs, Volume= 28.049 af Routing by Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 287.16'@ 12.81 hrs Surf.Area= 87,505 sf Storage= 216,921 cf Plug-Flow detention time=58.3 min calculated for 27.979 af(90% of inflow) Center-of-Mass det. time=28.8 min ( 822.8 - 794.0 ) Volume Invert Avail.Storage Storage Description #1 282.00' 494,616 cf Custom Stage Data (Prismatic) Listed below(Recalc) x 1.25 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 282.00 0 0 0 283.00 4,777 2,389 2,389 284.00 14,273 9,525 11,914 285.00 45,024 29,649 41,562 286.00 64,043 54,534 96,096 287.00 69,171 66,607 162,703 288.00 74,523 71,847 234,550 288.50 77,718 38,060 272,610 290.00 86,393 123,083 395,693 Device Routing Invert Outlet Devices #1 Primary 282.00' Custom Weir/Orifice, C= 2.62 Head (feet) 0.00 8.00 Width (feet) 5.00 14.00 Primary OutFlow Max=183.90 cfs @ 12.81 hrs HW=287.15' TW=286.14' (Fixed TW Elev= 286.14') L1=Custom Weir/Orifice (Weir Controls 183.90 cfs @ 4.5 fps) HydroCAD - Proposed Conditions Pond Calculations - Pond 8 CMS5P3-TR20 A-062314 Type III 24-hr 2-Year Rainfall=4.50'; AMC=3 Prepared by {enter your company name here} Page 2 HydroCAD®7.10 s/n 003394 ©2005 HydroCAD Software Solutions LLC 8/12/2014 Pond Pond 8: Pond 8 Hydrograph 220i. 210i 200.97 cfs j L. Inflow 200- Primary 19°1 Inflow Area=112.900 ac I 184.12 c 2` fs I 180, 170; Peak Elev=287.16' 160_ 15°1 Storage=216,921 cf 140 130 73 120 110 100 90 80 70 60 50 40 30, 201 10 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pond Pond 8: Pond 8 Stage-Area-Storage Surface/Horizontal/Wetted Area(sq-ft) 0 20,000 40,000 60,000 80,000 100,000 Surface 290 --Storage 289 288 287 m m 0 286 m w 285 284- . 283- 282 Custom Stage Data 0 50,000 100,000 150,000 200,000 250,000 300,000 350,000 400,000 450,000 Storage(cubic-feet) HydroCAD- Proposed Conditions Pond Calculations - Pond 8 CMS5P3-TR20 A-062314 Type III 24-hr 5-Year Rainfall=6.20'; AMC=3 Prepared by {enter your company name here) Page 3 HydroCAD®7.10 s/n 003394 ©2005 HydroCAD Software Solutions LLC 8/12/2014 Pond Pond 8: Pond 8 [61] Hint: Submerged 22% of Reach 1R bottom Inflow Area = 112.900 ac, Inflow Depth > 4.87" for 5-Year event Inflow = 294.24 cfs @ 12.64 hrs, Volume= 45.812 af Outflow = 265.99 cfs @ 12.81 hrs, Volume= 42.778 af, Atten= 10%, Lag= 10.3 min Primary = 265.99 cfs @ 12.81 hrs, Volume= 42.778 of Routing by Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 287.81'@ 12.81 hrs Surf.Area= 91,872 sf Storage= 275,461 cf Plug-Flow detention time=48.1 min calculated for 42.671 af(93% of inflow) Center-of-Mass det. time=26.1 min ( 810.7 - 784.6 ) Volume Invert Avail.Storage Storage Description #1 282.00' 494,616 cf Custom Stage Data (Prismatic) Listed below(Recalc) x 1.25 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 282.00 0 0 0 283.00 4,777 2,389 2,389 284.00 14,273 9,525 11,914 285.00 45,024 29,649 41,562 286.00 64,043 54,534 96,096 287.00 69,171 66,607 162,703 288.00 74,523 71,847 234,550 288.50 77,718 38,060 272,610 290.00 86,393 123,083 395,693 Device Routing Invert Outlet Devices #1 Primary 282.00' Custom Weir/Orifice, C= 2.62 Head (feet) 0.00 8.00 Width (feet) 5.00 14.00 Primary OutFlow Max=265.65 cfs @ 12.81 hrs HW=287.81' TW=286.14' (Fixed TW Elev= 286.14') L1=Custom Weir/Orifice (Weir Controls 265.65 cfs @ 5.5 fps) HydroCAD- Proposed Conditions Pond Calculations- Pond 8 CMS5P3-TR20 A-062314 Type III 24-hr 5-Year Rainfall=6.20'; AMC=3 Prepared by{enter your company name here} Page 4 HydroCAD®7.10 sin 003394 ©2005 HydroCAD Software Solutions LLC 8/12/2014 Pond Pond 8: Pond 8 Hydrograph 320= 294.24 cfs 1 Inflow 300= 1 — Primary 280E Inflow Area=112.900 ac L2_65.99 cfs 260- 240- Peak EIev=287.81' 220= Storage=275,461 cf 200; •- 180= c 160/ Li 140= 120= 100E 80= 60-;1.I40= 20= Oak 0 .. .. .fir .• r .. . .r.. .. .. .. .. .. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pond Pond 8: Pond 8 Stage-Area-Storage Surface/Horizontal/Wetted Area(sq-ft) 0 20,000 40,000 60,000 80,000 100,000 Surface 290 Storage 289 288 287 0 286 is m W 285 284 283 282 Custom Stage Data 0 50,000 100.000 150,000 200,000 250,000 300,000 350,000 400,000 450,000 Storage(cubic-feet) HydroCAD - Proposed Conditions Pond Calculations- Pond 8 CMS5P3-TR20 A-062314 Type III 24-hr 10-Year Rainfall=7.40'; AMC=3 Prepared by {enter your company name here} Page 5 HydroCAD®7.10 s/n 003394 ©2005 HydroCAD Software Solutions LLC 8/12/2014 Pond Pond 8: Pond 8 [61] Hint: Submerged 24% of Reach 1R bottom Inflow Area = 112.900 ac, Inflow Depth > 5.99" for 10-Year event Inflow = 359.92 cfs @ 12.63 hrs, Volume= 56.315 af Outflow = 324.07 cfs @ 12.81 hrs, Volume= 53.279 af, Atten= 10%, Lag= 10.4 min Primary = 324.07 cfs @ 12.81 hrs, Volume= 53.279 af Routing by Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 288.26'@ 12.81 hrs Surf.Area= 95,216 sf Storage= 317,507 cf Plug-Flow detention time=43.3 min calculated for 53.146 af(94% of inflow) Center-of-Mass det. time=24.6 min ( 804.3- 779.7 ) Volume Invert Avail.Storage Storage Description #1 282.00' 494,616 cf Custom Stage Data (Prismatic) Listed below(Recalc) x 1.25 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 282.00 0 0 0 283.00 4,777 2,389 2,389 284.00 14,273 9,525 11,914 285.00 45,024 29,649 41,562 286.00 64,043 54,534 96,096 287.00 69,171 66,607 162,703 288.00 74,523 71,847 234,550 288.50 77,718 38,060 272,610 290.00 86,393 123,083 395,693 Device Routing Invert Outlet Devices #1 Primary 282.00' Custom Weir/Orifice, C= 2.62 Head (feet) 0.00 8.00 Width (feet) 5.00 14.00 Primary OutFlow Max=323.73 cfs @ 12.81 hrs HW=288.26' TW=286.14' (Fixed TW Elev= 286.14') L1=Custom Weir/Orifice (Weir Controls 323.73 cfs @ 6.1 fps) HydroCAD - Proposed Conditions Pond Calculations- Pond 8 CMS5P3-TR20 A-062314 Type III 24-hr 10-Year Rainfall=7.40" AMC=3 Prepared by {enter your company name here} Page 6 HydroCAD®7.10 s/n 003394 ©2005 HydroCAD Software Solutions LLC 8/12/2014 Pond Pond 8: Pond 8 Hydrograph 400,„ 380= 1359.92 cfs �'Inflow 360 Primary 340; Inflow Area=112.900 ac 132.07cfs 300- Peak Ellev=288.26' 280_ _ 260: Storage=317,507-cf 240-- 220' 200-- a 180: 160 140= 120 100. j 80 60= 404 20= O- f) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pond Pond 8: Pond 8 Stage-Area-Storage Surface/Horizontal/Wetted Area(sq-ft) 0 20,000 40,000 60,000 80,000 100,000 Surface 290-' . , �� --Storage 289- 288 m 287- m - 0 286 m w 285- 284- 283 282 0 50,000 100,000 150,000 200,000 250,000 300,000 350,000 400,000 450,000 Storage(cubic-feet) HydroCAD- Proposed Conditions Pond Calculations- Pond 8 CMS5P3-TR20 A-062314 Type III 24-hr 25-Year Rainfall=8.40'; AMC=3 Prepared by {enter your company name here} Page 7 HydroCAD®7.10 s/n 003394 ©2005 HydroCAD Software Solutions LLC 8/12/2014 Pond Pond 8: Pond 8 [61] Hint: Submerged 26% of Reach 1R bottom Inflow Area = 112.900 ac, Inflow Depth > 6.92" for 25-Year event Inflow = 414.61 cfs @ 12.63 hrs, Volume= 65.106 of Outflow = 372.65 cfs @ 12.81 hrs, Volume= 62.066 af, Atten= 10%, Lag= 10.5 min Primary = 372.65 cfs @ 12.81 hrs, Volume= 62.066 af Routing by Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 288.62'@ 12.81 hrs Surf.Area= 98,021 sf Storage= 352,555 cf Plug-Flow detention time=40.2 min calculated for 61.911 af(95% of inflow) Center-of-Mass det. time=23.6 min ( 800.0 - 776.4 ) Volume Invert Avail.Storage Storage Description #1 282.00' 494,616 cf Custom Stage Data (Prismatic) Listed below(Recalc) x 1.25 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 282.00 0 0 0 283.00 4,777 2,389 2,389 284.00 14,273 9,525 11,914 285.00 45,024 29,649 41,562 286.00 64,043 54,534 96,096 287.00 69,171 66,607 162,703 288.00 74,523 71,847 234,550 288.50 77,718 38,060 272,610 290.00 86,393 123,083 395,693 Device Routing Invert Outlet Devices #1 Primary 282.00' Custom Weir/Orifice, C= 2.62 Head (feet) 0.00 8.00 Width (feet) 5.00 14.00 Primary OutFlow Max=372.36 cfs @ 12.81 hrs HW=288.62' TW=286.14' (Fixed TW Elev= 286.14') t-1=Custom Weir/Orifice (Weir Controls 372.36 cfs @ 6.4 fps) HydroCAD - Proposed Conditions Pond Calculations - Pond 8 CMS5P3-TR20 A-062314 Type III 24-hr 25-Year Rainfall=8.40'; AMC=3 Prepared by {enter your company name here} Page 8 HydroCAD®7.10 s/n 003394 ©2005 HydroCAD Software Solutions LLC 8/12/2014 Pond Pond 8: Pond 8 Hydrograph 460 440- 1 414.6A1 Cfs ( Inflo j L w 420= Primary 380= Inflow Area=112.900 ac I 372.65cfs 360- Peak Elev=288.62' 300- 300 Storage=352,555 cf 280_ , 260-i 240 c 220= u_ 200- iao-] ) 160 140-... 120: 100 80 60' 40. 20 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pond Pond 8: Pond 8 Stage-Area-Storage Surface/Horizontal/Wetted Area(sq-ft) 0 20,000 40,000 60,000 80,000 100,000 Surface II 290 ' [_Storage 289- '' 288- ^Ti 287- m - --------.--".-/* p 286- m Ili 285 284- // 283 282 Custom Stage Data 0 50,000 100,000 150,000 200,000 250,000 300,000 350,000 400,000 450,000 Storage(cubic-feet) HydroCAD - Proposed Conditions Pond Calculations - Pond 8 CMS5P3-TR20 A-062314 Type III 24-hr 50-Year Rainfall=9.80'; AMC=3 Prepared by {enter your company name here} Page 9 HydroCAD®7.10 s/n 003394 ©2005 HydroCAD Software Solutions LLC 8/12/2014 Pond Pond 8: Pond 8 [61j Hint: Submerged 28% of Reach 1R bottom Inflow Area = 112.900 ac, Inflow Depth > 8.23" for 50-Year event Inflow = 491.10 cfs @ 12.63 hrs, Volume= 77.451 af Outflow = 441.03 cfs @ 12.80 hrs, Volume= 74.407 af, Atten= 10%, Lag= 10.5 ruin Primary = 441.03 cfs @ 12.80 hrs, Volume= 74.407 af Routing by Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 289.11'@ 12.80 hrs Surf.Area= 101,551 sf Storage=401,275 cf Plug-Flow detention time=36.7 min calculated for 74.222 af(96% of inflow) Center-of-Mass det. time=22.4 min ( 794.9 - 772.5 ) Volume Invert Avail.Storage Storage Description #1 282.00' 494,616 cf Custom Stage Data (Prismatic) Listed below(Recalc) x 1.25 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 282.00 0 0 0 283.00 4,777 2,389 2,389 284.00 14,273 9,525 11,914 285.00 45,024 29,649 41,562 286.00 64,043 54,534 96,096 287.00 69,171 66,607 162,703 288.00 74,523 71,847 234,550 288.50 77,718 38,060 272,610 290.00 86,393 123,083 395,693 Device Routing Invert Outlet Devices #1 Primary 282.00' Custom Weir/Orifice, C= 2.62 Head (feet) 0.00 8.00 Width (feet) 5.00 14.00 Primary OutFlow Max=440.95 cfs @ 12.80 hrs HW=289.11' TW=286.14' (Fixed TW Elev= 286.14') L-1=Custom Weir/Orifice (Weir Controls 440.95 cfs @ 6.9 fps) HydroCAD - Proposed Conditions Pond Calculations- Pond 8 CMS5P3-TR20 A-062314 Type Iii 24-hr 50-Year Rainfall=9.80''; AMC=3 Prepared by {enter your company name here} Page 10 HydroCAD®7.10 s/n 003394 ©2005 HydroCAD Software Solutions LLC 8/12/2014 Pond Pond 8: Pond 8 Hydrograph 550- ! 491.10 cfs L Inflow Primary 500-- 11 450-- Inflow Area=112.900 ac I 441.03 cfs 400 Peak Elev=289.11' 350 Storage=401 ,275 cf 300 2 250 LL 200- 150- 100 / 50: 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pond Pond 8: Pond 8 Stage-Area-Storage Surface/Horizontal/Wetted Area(sq-ft) 0 20,000 40,000 60,000 80,000 100,000 Surface 290 [—Storage 289- 288- 287- a - 0 286- i+ > > - G1 w 285- 284- 283 282 .- . Custom Stage Data 0 50,000 100,000 150,000 200,000 250,000 300,000 350,000 400,000 450,000 Storage(cubic-feet) HydroCAD - Proposed Conditions Pond Calculations - Pond 8 CMS5P3-TR20 A-062314 Type III 24-hr 100-Year Rainfall=11.00'; AMC=3 Prepared by {enter your company name here} Page 11 HydroCADO 7.10 s/n 003394 ©2005 HydroCAD Software Solutions LLC 8/12/2014 Pond Pond 8: Pond 8 [61] Hint: Submerged 30% of Reach 1R bottom Inflow Area = 112.900 ac, Inflow Depth > 9.36" for 100-Year event Inflow = 556.52 cfs @ 12.62 hrs, Volume= 88.057 af Outflow = 499.96 cfs @ 12.80 hrs, Volume= 85.010 af, Atten= 10%, Lag= 10.4 min Primary = 499.96 cfs @ 12.80 hrs, Volume= 85.010 af Routing by Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 289.51'@ 12.80 hrs Surf.Area= 104,446 sf Storage= 442,527 cf Plug-Flow detention time=34.4 min calculated for 84.798 af(96% of inflow) Center-of-Mass det. time=21.5 min ( 791.2 - 769.7 ) Volume Invert Avail.Storage Storage Description #1 282.00' 494,616 cf Custom Stage Data (Prismatic) Listed below(Recalc) x 1.25 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 282.00 0 0 0 283.00 4,777 2,389 2,389 284.00 14,273 9,525 11,914 285.00 45,024 29,649 41,562 286.00 64,043 54,534 96,096 287.00 69,171 66,607 162,703 288.00 74,523 71,847 234,550 288.50 77,718 38,060 272,610 290.00 86,393 123,083 395,693 Device Routing Invert Outlet Devices #1 Primary 282.00' Custom Weir/Orifice, C= 2.62 Head (feet) 0.00 8.00 Width (feet) 5.00 14.00 Primary OutFlow Max=499.76 cfs @ 12.80 hrs HW=289.51' TW=286.14' (Fixed TW Elev= 286.14') 4-1=Custom Weir/Orifice (Weir Controls 499.76 cfs @ 7.2 fps) HydroCAD - Proposed Conditions Pond Calculations- Pond 8 CMS5P3-TR20 A-0162314 Type III 24-hr 100-Year Rainfall=11.00', AMC=3 Prepared by {enter your company name here} Page 12 HydroCAD®7.10 s/n 003394 ©2005 HydroCAD Software Solutions LLC 8/12/2014 Pond Pond 8: Pond 8 Hydrograph 600- 1556 5A2 cfs I Inflow Primary 550- 500- Inflow Area=112.900 ac 499.96cfs 450- Peak Elev=289.51' 400- Storage=442,527_cf_ w 350- o 3 300- O - LL 250- 200- 150- 100- 50- 0 �... .,.. . .. ,rte... .. .. ,/. ..,. .. .. . , .. . . . . .. . , .. .r O 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pond Pond 8: Pond 8 Stage-Area-Storage Surface/Horizontal/Wetted Area(sq-ft) O 20,000 40,000 60,000 80,000 100,000 Surface 290 �-Storage 289 288 • 287 0 286 m• 285- 284 283 282 Custom Stage Data O 50,000 100,000 150,000 200,000 250,000 300,000 350,000 400,000 450,000 Storage(cubic-feet) Section 5.0 STORM DRAINAGE SYSTEM stmOutput.txt WinStorm (STORM DRAIN DESIGN) Version 3. 05, Jan. 25, 2002 Run @ 8/12/2014 11 : 37 : 43 AM PROJECT NAME : 260 JOB NUMBER 0532 PROJECT DESCRIPTION : Creek Meadows-S5Ph2-System 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 Tc Used Intensity Supply Q Total Q (acre) (min) (min) (in/hr) (cfs) (cfs) A-1 0. 814 0.25 10. 00 10. 00 8 . 63 0. 000 1 . 756 0. 96 0. 19 Pavement 0. 35 0. 06 Undeveloped A-2 0.805 0. 58 10. 00 10. 00 8 . 63 0. 000 4 . 031 0. 96 0.29 Pavement 0. 65 0 . 29 Multi family -3 0. 75 0 . 60 10. 00 10.00 8 . 63 0. 000 3. 886 A-4 0. 805 0. 46 10. 00 10 .00 8 . 63 0. 000 3. 197 0 . 96 0.23 Pavement 0. 65 0.23 Multi family A-5 0. 65 2 .07 12. 78 12 .78 7 . 76 0. 000 10. 441 A-6 0 . 65 1. 38 10. 00 10. 00 8 . 63 0 . 000 7.745 A-7 0. 805 1. 32 10. 00 10. 00 8 . 63 0. 000 9. 175 0. 96 0. 66 Pavement 0. 65 0. 66 Multi family A-9 0. 807 0. 89 10. 00 10. 00 8 . 63 0. 000 6. 194 0. 96 0. 45 Pavement 0. 65 0. 44 Single family A-10 0. 725 0. 37 10. 00 10. 00 8 . 63 0 . 000 2. 318 0. 96 0. 09 Pavement 0. 65 0.28 Single family A-12 0. 68 1. 79 13. 40 13. 40 7 . 59 0. 000 9.219 0. 96 0.38 Pavement 0. 65 1. 14 Single family 0. 4 0 .26 Undeveloped A-8 0 . 4 0. 52 10.00 10. 00 8. 63 0 .000 1. 806 0. 4 0. 52 Undeveloped A-11 0. 754 0. 61 10. 00 10. 00 8 . 63 0. 000 3. 995 0. 96 0. 21 Pavement 0. 65 0. 41 Single family Page 1 stmOutput.txt A-13 0. 754 0. 58 10 . 00 10. 00 8 . 63 0. 000 3. 761 0. 96 0. 19 Pavement 0. 65 0. 39 Single family A14 0. 65 3. 54 15. 00 15. 00 7 . 19 0 . 000 16. 530 On Grade Inlet Configuration Data Inlet Inlet Inlet Slopes Gutter Grate Pond Width Critic ID Type Length Long Trans n Depr. Width Type Allowed Elev. (ft) (%) (%) (ft) (ft) (ft) (ft) A-11 Curb 10 . 00 0. 75 3. 00 0. 012 0. 33 n/a n/a 12. 00 298 . 40 A-12 Curb 10. 00 0. 75 3. 00 0. 012 0. 33 n/a n/a 12 . 00 298 . 40 A-13 Curb 10. 00 0.75 3. 00 0. 012 0. 33 n/a n/a 12 . 00 300 . 82 On Grade Inlets Conmputation Data. Inlet Inlet Total Q Intercept Q Bypass To Inlet Required Actual Ponded ID Type Capacity Allow Actual ID Length Length Width (cfs) (cfs) (cfs) (cfs) (ft) (ft) (ft) A-11 Curb 3. 995 3. 986 5. 000 0 . 008 A-10 10. 34 10. 00 8 . 90 A-12 Curb 9.219 7 . 420 5. 000 1 . 799 A-9 16. 76 10. 00 12 . 20 A-13 Curb 3. 761 3. 761 5. 000 0 . 000 A-12 9. 99 10. 00 8 .70 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) A-1 Curb 5. 00 n/a 0 . 50 3. 00 0 . 64 3. 00 0. 012 5.00 0. 50 293. 67 A-2 Curb 10. 00 n/a 0 . 64 3. 00 0. 50 3. 00 0. 012 10. 00 0. 50 296. 66 A-4 Curb 5. 00 n/a 0 . 60 3. 00 0. 50 3. 00 0. 012 5. 00 0 . 50 295. 16 A-5 Curb 10. 00 n/a 0. 50 3. 00 0. 60 3. 00 0. 012 10. 00 0 . 50 295. 36 A-6 Curb 10. 00 n/a 0. 50 3. 00 0. 60 3. 00 0. 012 10. 00 0 . 50 295. 68 A-7 Curb 5. 00 n/a 0. 60 3. 00 0. 60 3. 00 0. 012 5. 00 0. 50 296. 40 A-9 Curb 5. 00 n/a 0. 50 3.00 0. 64 3. 00 0. 012 5. 00 0. 50 295. 38 A-10 Curb 5. 00 n/a 0. 64 3. 00 0. 50 3. 00 0. 012 5. 00 0. 50 295. 38 A-8 Grate 9. 00 2. 70 1. 00 1. 00 1 . 00 1. 00 0. 012 n/a 0. 50 297 . 00 A14 Curb 15. 00 n/a 0. 60 2. 00 0. 60 2. 00 0. 014 2. 00 0. 50 299. 20 Sag Inlets Computation Data. Inlet Inlet Length Grate Total Q Inlet Total Ponded Width ID Type Perim Area Capacity Head Left Right Page 2 stmOutput.txt (ft) (ft) (sf) (cfs) (cfs) (ft) (ft) (ft) A-1 Curb 5. 00 n/a n/a 1. 756 11 . 384 0. 144 2 . 97 6. 47 A-2 Curb 10. 00 n/a n/a 4 . 031 22. 769 0. 158 8 . 87 4 . 07 A-4 Curb 5.00 n/a n/a 3. 197 11. 384 0 .214 8 .20 3. 73 A-5 Curb 10. 00 n/a n/a 10. 441 22 . 769 0.297 5. 80 12 . 80 A-6 Curb 10. 00 n/a n/a 7 . 745 22 . 769 0 .244 5.20 11 . 43 A-7 Curb 5. 00 n/a n/a 9. 175 11. 384 0. 433 12 .20 5. 33 A-9 Curb 5. 00 n/a n/a 7. 993 11. 384 0. 395 5.27 11 . 43 A-10 Curb 5. 00 n/a n/a 2. 326 11. 384 0. 173 7 .20 3. 30 A-8 Grate n/a 9. 00 2 .70 1. 806 7 . 367 0. 162 9. 60 9. 60 A14 Curb 15. 00 n/a n/a 16. 530 20. 155 0. 418 16. 65 16. 65 Cumulative Junction Discharge Computations Node Node Weighted Cumulat. Cumulat. Intens . User Additional Total I . D. Type C-Value Dr.Area Tc Supply Q Q in Node Disch. (acres) (min) (in/hr) cfs) (cfs) (cfs) OUT1 CircMh 0. 695 14. 96 16. 65 6. 83 0. 000 0. 00 71 . 039 A-1 Curb 0 . 695 14 . 96 16. 65 6. 83 0. 000 0. 00 71 . 039 A-2 Curb 0. 805 0. 58 10 . 00 8 . 63 0. 000 0. 00 4 . 031 A-3 JnctBx 0. 689 14 . 13 16. 51 6. 86 0. 000 0. 00 66. 750 JB-1 JnctBx 0. 686 13. 53 16. 33 6. 90 0. 000 0 . 00 64 . 010 JB-2 JnctBx 0. 703 5.23 12. 90 7 .73 0. 000 0. 00 28 . 402 A-4 Curb 0.703 5. 23 12. 90 7 . 73 0. 000 0. 00 28 . 402 -5 Curb 0. 650 2. 07 12. 78 7 .76 0. 000 0. 00 10. 441 H-6 Curb 0. 650 1. 38 10. 00 8 . 63 0. 000 0. 00 7 .745 A-7 Curb 0.726 2. 70 10. 13 8 . 59 0. 000 0. 00 16. 833 A-9 Curb 0. 676 8 . 30 16. 12 6. 94 0. 000 0. 00 38. 918 A-10 Curb 0. 725 0. 37 10. 00 8. 63 0. 000 0. 00 2. 318 JB-3 JnctBx 0. 657 7 . 04 15. 84 7 . 00 0. 000 0. 00 32 . 358 JB-4 JnctBx 0. 754 0. 58 10. 00 8 . 63 0. 000 0. 00 3. 761 A-8 Grate 0. 618 4 . 06 15. 75 7 . 02 0. 000 0. 00 17 . 609 A-11 Curb 0. 709 2 . 98 13. 51 7 . 56 0. 000 0. 00 15. 979 A-12 Curb 0. 680 1. 79 13. 40 7 . 59 0. 000 0. 00 9. 219 A-13 Curb 0. 754 0. 58 10. 00 8 . 63 0. 000 0. 00 3 . 761 A14 Curb 0. 650 3. 54 15. 00 7 . 19 0. 000 0. 00 16. 530 JB5 Junct 0. 650 3. 54 15. 00 7 . 19 0. 000 0. 00 16. 530 JB6 JnctBx 0. 650 3. 54 15. 00 7 . 19 0. 000 0.00 16. 530 Conveyance Configuration Data Run# Node I.D. Flowline Elev. US DS US DS Shape # Span Rise Length Slope n_value (ft) (ft) (ft) (ft) (ft) (%) 1 A-1 OUT1 288 . 17 287 . 87 Circ 2 0. 00 3. 00 35. 95 0. 83 0 . 012 Page 3 stmOutput.txt 2 A-2 A-1 289. 79 289.54 Circ 1 0. 00 1. 73 34 . 50 0. 72 0 . 013 A-3 A-1 288 .74 288 . 27 Circ 2 0. 00 3. 00 72 .77 0. 65 0. 012 4 JB-1 A-3 289. 43 288. 84 Circ 2 0. 00 3. 00 90. 32 0. 65 0. 012 5 JB-2 JB-1 289. 95 289. 53 Circ 1 0. 00 3. 00 108 . 60 0. 39 0. 013 6 A-4 JB-2 290.25 290. 05 Circ 1 0. 00 3. 00 48 . 81 0. 41 0. 012 7 A-5 A-4 292. 02 291. 52 Circ 1 0. 00 1. 73 49.25 1. 02 0. 013 8 A-7 A-4 292.25 290.75 Circ 1 0. 00 2 . 50 375. 05 0. 40 0 . 012 9 A-6 A-7 293. 81 293. 02 Circ 1 0. 00 1.73 58 . 71 1. 35 0. 012 12 A-9 JB-1 290.27 289. 53 Circ 1 0. 00 3. 00 113. 99 0. 65 0 . 012 13 A-10 A-9 292. 02 291. 57 Circ 1 0. 00 1.70 34 . 50 1. 30 0. 013 14 JB-3 A-9 292 . 02 290. 87 Circ 1 0. 00 2 . 50 143. 78 0. 80 0. 013 15 A-11 JB-3 293. 00 292 . 12 Circ 1 0. 00 2 . 50 125. 96 0. 70 0. 013 16 A-12 A-11 293. 96 293.77 Circ 1 0. 00 1.73 34 .25 0. 55 0. 013 17 JB-4 A-11 295. 92 293. 77 Circ 1 0. 00 1. 73 306. 74 0.70 0. 013 18 A-13 JB-4 296.22 296. 02 Circ 1 0. 00 1.73 36. 65 0.55 0 . 013 19 A-8 JB-3 292. 35 292 . 12 Circ 1 0. 00 2 . 50 37 . 56 0. 61 0. 012 20 JB5 A-8 293.34 292 . 45 Circ 1 0. 00 2 . 50 149. 22 0 . 60 0 . 012 21 JB6 JB5 294 .23 293. 44 Circ 1 0 . 00 2 . 50 130. 76 0 . 60 0 . 012 22 A14 JB6 294 . 51 294 . 33 Circ 1 0. 00 2 . 50 31. 03 0. 58 0. 012 Conveyance Hydraulic Computations. Tailwater = 291. 090 (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) i* 291. 18 291. 09 0.242 1. 57 3. 00 9. 48 5. 03 71. 04 132 . 03 0. 000 2* 291. 18 291. 18 0. 069 0. 66 1. 64 4 . 90 1. 75 4 . 03 13. 08 0 . 000 3* 291.23 291. 18 0.213 1. 63 2 . 91 8. 51 4 . 77 66. 75 116. 16 0. 000 4* 291. 41 291.23 0 . 196 1. 58 2 . 39 8 . 47 5. 31 64 . 01 116. 82 0 . 000 5 291. 78 291. 41 0. 181 1. 83 1 . 88 6. 30 6. 11 28 . 40 41. 48 0. 000 6* 291. 95 291.78 0. 154 1. 69 1.73 6. 94 6. 74 28 . 40 46.26 0. 000 7* 293.06 292. 56 0. 462 1 . 04 1. 04 7 . 07 7 . 07 10. 44 15. 49 0. 000 8 293. 64 292. 14 0. 143 1 . 39 1. 39 6. 02 6.02 16. 83 28 . 11 0. 000 9* 294 . 57 293. 78 0.216 0 . 76 0 .76 7 .74 7 .74 7 . 75 19. 31 0. 000 12* 292.07 291. 41 0.290 1 . 79 1. 88 8 . 83 8 . 37 38 . 92 58 . 23 0. 000 13* 292. 45 292 . 07 0. 025 0. 43 0. 50 5. 19 4 . 15 2 . 32 16. 75 0. 000 14* 293. 84 292. 69 0 . 622 1 . 82 1. 82 8 . 47 8. 47 32. 36 36. 69 0 . 000 15* 294 .20 293. 84 0. 152 1.20 1. 72 6.85 4 . 45 15. 98 34 . 29 0 . 000 16 295. 14 294 . 90 0. 360 1. 18 1. 18 5. 42 5. 42 9.22 11. 45 0 . 000 17* 296. 56 294 . 41 0 . 060 0. 64 0. 64 4 . 74 4 . 74 3. 76 12. 87 0 . 000 18* 296. 90 296. 70 0. 060 0. 68 0. 68 4 . 36 4 . 36 3. 76 11. 35 0 . 000 19* 293. 90 293. 84 0. 157 1.26 1. 72 7 . 10 4 . 90 17 . 61 34 . 78 0 . 000 20* 294 . 56 293. 90 0 . 138 1.22 1. 45 6. 94 5. 62 16. 53 34 . 32 0 . 000 21* 295. 45 294 . 66 0 . 138 1.22 1.22 6. 94 6. 94 16. 53 34 . 54 0.000 22* 295. 74 295. 56 0. 138 1. 23 1.23 6. 87 6. 87 16. 53 33. 85 0 . 000 Page 4 stmOutput.txt 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) A-1 0.814 0.25 10. 00 10. 00 11. 64 0. 000 2 . 367 0. 96 0. 19 Pavement 0. 35 0. 06 Undeveloped A-2 0. 805 0. 58 10 . 00 10. 00 11. 64 0 .000 5.434 0. 96 0 .29 Pavement 0. 65 0. 29 Multi family A-3 0.75 0. 60 10. 00 10. 00 11. 64 0. 000 5.238 A-4 0. 805 0. 46 10. 00 10.00 11. 64 0. 000 4 . 310 0 . 96 0.23 Pavement 0. 65 0.23 Multi family A-5 0. 65 2 . 07 12 .78 12.78 10. 48 0. 000 14 . 102 A-6 0. 65 1. 38 10. 00 10. 00 11. 64 0. 000 10 . 440 A-7 0. 805 1.32 10. 00 10. 00 11. 64 0. 000 12 . 368 0. 96 0. 66 Pavement 0. 65 0. 66 Multi family A-9 0. 807 0. 89 10. 00 10. 00 11. 64 0. 000 8 . 349 0. 96 0. 45 Pavement 0 . 65 0 . 44 Single family A-10 0 . 725 0.37 10. 00 10.00 11 . 64 0. 000 3. 124 0 . 96 0.09 Pavement 0. 65 0.28 Single family A-12 0. 68 1.79 13. 40 13. 40 10 . 26 0 . 000 12 . 457 0. 96 0. 38 Pavement 0. 65 1. 14 Single family 0. 4 0.26 Undeveloped A-8 0. 4 0. 52 10. 00 10. 00 11. 64 0. 000 2. 435 0. 4 0. 52 Undeveloped A-11 0. 754 0. 61 10. 00 10. 00 11. 64 0. 000 5. 385 0. 96 0.21 Pavement 0. 65 0. 41 Single family A-13 0. 754 0.58 10.00 10.00 11. 64 0. 000 5. 069 0. 96 0. 19 Pavement 0. 65 0. 39 Single family A14 0. 65 3. 54 15. 00 15.00 9. 73 0 . 000 22 . 362 On Grade Inlet Configuration Data Inlet Inlet Inlet Slopes Gutter Grate Pond Width Critic ID Type Length Long Trans n Depr. Width Type Allowed Elev. Page 5 stmOutput.txt (ft) (%) (%) (ft) (ft) (ft) (ft) A-11 Curb 10. 00 0. 75 3. 00 0. 012 0. 33 n/a n/a 12 . 00 298 . 40 A-12 Curb 10. 00 0 .75 3. 00 0. 012 0.33 n/a n/a 12. 00 298 . 40 A-13 Curb 10. 00 0 .75 3. 00 0.012 0. 33 n/a n/a 12.00 300. 82 On Grade Inlets Conmputation Data. Inlet Inlet Total Q Intercept Q Bypass To Inlet Required Actual Ponded ID Type Capacity Allow Actual ID Length Length Width (cfs) (cfs) (cfs) (cfs) (ft) (ft) (ft) A-11 Curb 5.385 5. 128 5. 000 0. 257 A-10 12 . 26 10. 00 9. 97 A-12 Curb 12 . 634 8. 950 5. 000 3. 684 A-9 20. 17 10. 00 13. 73 A-13 Curb 5. 069 4 . 892 5. 000 0. 177 A-12 11. 84 10. 00 9. 73 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) A-1 Curb 5. 00 n/a 0 . 50 3. 00 0. 64 3. 00 0 . 012 5. 00 0. 50 293. 67 A-2 Curb 10. 00 n/a 0. 64 3. 00 0. 50 3. 00 0. 012 10. 00 0. 50 296. 66 A-4 Curb 5. 00 n/a 0. 60 3.00 0. 50 3. 00 0. 012 5. 00 0 . 50 295. 16 -5 Curb 10. 00 n/a 0. 50 3. 00 0. 60 3. 00 0. 012 10. 00 0. 50 295. 36 A-6 Curb 10.00 n/a 0. 50 3. 00 0. 60 3. 00 0. 012 10. 00 0. 50 295. 68 A-7 Curb 5. 00 n/a 0. 60 3. 00 0. 60 3. 00 0. 012 5. 00 0. 50 296. 40 A-9 Curb 5. 00 n/a 0. 50 3. 00 0. 64 3. 00 0. 012 5. 00 0. 50 295. 38 A-10 Curb 5. 00 n/a 0. 64 3. 00 0. 50 3. 00 0. 012 5. 00 0. 50 295. 38 A-8 Grate 9. 00 2.70 1. 00 1 . 00 1. 00 1. 00 0. 012 n/a 0 . 50 297 . 00 A14 Curb 15.00 n/a 0. 60 2 . 00 0. 60 2. 00 0. 014 2 .00 0 . 50 299.20 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) A-1 Curb 5. 00 n/a n/a 2 . 367 11 . 384 0. 175 3. 33 7 .27 A-2 Curb 10. 00 n/a n/a 5. 434 22 . 769 0. 192 9. 90 4 . 53 A-4 Curb 5. 00 n/a n/a 4 . 310 11. 384 0.262 9.20 4 . 17 A-5 Curb 10. 00 n/a n/a 14 . 102 22 . 769 0. 363 6. 50 14 . 33 A-6 Curb 10. 00 n/a n/a 10. 440 22 .769 0.297 5. 80 12. 80 A-7 Curb 5. 00 n/a n/a 12. 368 11. 384 0. 528 13. 63 6.00 A-9 Curb 5. 00 n/a n/a 12. 033 11. 384 0. 519 6. 13 13. 33 A-10 Curb 5.00 n/a n/a 3.381 11. 384 0.223 8 . 30 3. 80 A-8 Grate n/a 9. 00 2. 70 2 .435 7 . 367 0 . 197 10 . 70 10.70 Page 6 stmOutput.txt A14 Curb 15. 00 n/a n/a 22 . 362 20. 155 0 . 558 18 . 65 18 . 65 Cumulative Junction Discharge Computations Node Node Weighted Cumulat. Cumulat. Intens. User Additional Total I.D. Type C-Value Dr.Area Tc Supply Q Q in Node Disch. (acres) (min) (in/hr) cfs) (cfs) (cfs) OUT1 CircMh 0. 695 14 . 96 16. 55 9.28 0. 000 0. 00 96. 524 A-1 Curb 0 . 695 14 . 96 16. 55 9.28 0 . 000 0. 00 96.524 A-2 Curb 0 . 805 0. 58 10. 00 11. 64 0. 000 0. 00 5. 434 A-3 JnctBx 0. 689 14 . 13 16. 41 9. 32 0 . 000 0. 00 90. 663 JB-1 JnctBx 0 . 686 13.53 16.25 9. 36 0 . 000 0. 00 86. 901 JB-2 JnctBx 0.703 5.23 12 . 89 10. 44 0. 000 0. 00 38 . 372 A-4 Curb 0. 703 5.23 12. 89 10. 44 0 . 000 0 . 00 38 . 372 A-5 Curb 0. 650 2 .07 12. 78 10 .48 0. 000 0. 00 14 . 102 A-6 Curb 0. 650 1. 38 10 .00 11. 64 0. 000 0. 00 10. 440 A-7 Curb 0. 726 2. 70 10. 12 11. 58 0. 000 0.00 22 . 701 A-9 Curb 0. 676 8 . 30 16. 04 9. 42 0. 000 0. 00 52 . 811 A-10 Curb 0.725 0. 37 10 . 00 11. 64 0. 000 0. 00 3. 124 JB-3 JnctBx 0. 657 7 . 04 15.78 9. 50 0. 000 0. 00 43. 881 JB-4 JnctBx 0. 754 0. 58 10. 00 11. 64 0. 000 0. 00 5.069 A-8 Grate 0. 618 4 . 06 15. 69 9. 52 0. 000 0. 00 23. 874 A-11 Curb 0.709 2 . 98 13. 51 10.22 0. 000 0 . 00 21. 591 A-12 Curb 0. 680 1.79 13. 40 10.26 0. 000 0. 00 12 . 457 A-13 Curb 0 . 754 0. 58 10. 00 11 . 64 0.000 0. 00 5. 069 14 Curb 0. 650 3. 54 15. 00 9.73 0.000 0. 00 22. 362 JB5 Junct 0. 650 3. 54 15.00 9. 73 0. 000 0. 00 22 . 362 JB6 JnctBx 0 . 650 3. 54 15. 00 9. 73 0.000 0. 00 22 . 362 Conveyance Configuration Data Run# Node I. D. Flowline Elev. US DS US DS Shape # Span Rise Length Slope n_value (ft) (ft) (ft) (ft) (ft) (%) 1 A-1 OUT1 288 . 17 287 . 87 Circ 2 0. 00 3. 00 35. 95 0 . 83 0 . 012 2 A-2 A-1 289. 79 289. 54 Circ 1 0. 00 1.73 34 . 50 0 . 72 0. 013 3 A-3 A-1 288 . 74 288 .27 Circ 2 0. 00 3. 00 72 .77 0. 65 0 . 012 4 JB-1 A-3 289. 43 288 .84 Circ 2 0 .00 3.00 90. 32 0 . 65 0. 012 5 JB-2 JB-1 289. 95 289. 53 Circ 1 0. 00 3. 00 108 . 60 0 . 39 0 . 013 6 A-4 JB-2 290.25 290. 05 Circ 1 0 .00 3. 00 48 . 81 0. 41 0. 012 7 A-5 A-4 292. 02 291.52 Circ 1 0.00 1. 73 49. 25 1. 02 0.013 8 A-7 A-4 292 . 25 290.75 Circ 1 0. 00 2. 50 375. 05 0. 40 0. 012 9 A-6 A-7 293. 81 293. 02 Circ 1 0. 00 1.73 58 .71 1. 35 0. 012 12 A-9 JB-1 290.27 289. 53 Circ 1 0. 00 3. 00 113. 99 0. 65 0. 012 13 A-10 A-9 292 . 02 291. 57 Circ 1 0.00 1.70 34 . 50 1. 30 0. 013 14 JB-3 A-9 292. 02 290. 87 Circ 1 0. 00 2 .50 143. 78 0. 80 0. 013 Page 7 stmOutput.txt 15 A-11 JB-3 293. 00 292. 12 Circ 1 0 . 00 2 . 50 125. 96 0.70 0.013 6 A-12 A-11 293. 96 293.77 Circ 1 0. 00 1. 73 34 .25 0. 55 0. 013 J_7 JB-4 A-11 295. 92 293. 77 Circ 1 0 . 00 1. 73 306. 74 0 . 70 0. 013 18 A-13 JB-4 296.22 296.02 Circ 1 0. 00 1.73 36. 65 0.55 0. 013 19 A-8 JB-3 292.35 292. 12 Circ 1 0. 00 2 . 50 37 . 56 0. 61 0. 012 20 JB5 A-8 293.34 292 . 45 Circ 1 0 . 00 2 .50 149.22 0. 60 0. 012 21 JB6 JB5 294 .23 293. 44 Circ 1 0. 00 2 . 50 130. 76 0. 60 0. 012 22 A14 JB6 294 . 51 294 . 33 Circ 1 0. 00 2. 50 31. 03 0. 58 0. 012 Conveyance Hydraulic Computations. Tailwater = 291. 950 (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* 292 . 11 291. 95 0. 446 1. 90 3. 00 10.23 6. 83 96. 52 132 . 03 0. 000 2* 292. 15 292 . 11 0. 125 0. 78 1. 73 5. 31 2. 31 5. 43 13. 08 0 . 000 3* 292 . 40 292 . 11 0 . 393 1. 99 3. 00 9. 10 6. 41 90. 66 116. 16 0. 000 4* 292 .72 292 . 40 0. 362 1. 92 3. 00 9.08 6. 15 86. 90 116. 82 0. 000 5 293. 08 292 .72 0. 331 2 .30 3. 00 6. 61 5. 43 38 . 37 41 . 48 0. 000 6 293.21 293. 08 0.282 2 . 09 3.00 7 . 31 5. 43 38 . 37 46.26 0. 000 7* 293. 36 293.21 0.842 1 .30 1. 69 7 . 46 6.03 14 . 10 15. 49 0 . 000 8 293. 98 293.21 0.261 1. 72 2. 46 6. 31 4 . 64 22 . 70 28 . 11 0. 000 9* 294 .73 293. 98 0. 393 0. 91 0. 96 8 . 38 7 . 80 10. 44 19. 31 0 . 000 12* 293. 33 292.72 0. 534 2 .25 3. 00 9. 29 7 . 47 52. 81 58 .23 0. 000 3* 293. 35 293. 33 0. 045 0. 50 1. 70 5. 64 1.38 3. 12 16. 75 0. 000 14 296. 03 293. 33 1. 144 2. 50 2 .50 8 . 94 8 . 94 43. 88 36. 69 0. 000 15* 296. 38 296. 03 0.277 1 . 45 2 . 50 7 . 34 4 . 40 21. 59 34 . 29 0. 000 16 296. 61 296. 38 0 . 657 1.73 1. 73 5. 30 5. 30 12. 46 11. 45 0. 000 17* 296.75 296. 38 0. 109 0. 76 1. 73 5. 13 2. 16 5. 07 12. 87 0. 000 18* 297 . 03 296. 83 0. 109 0.81 0.81 4 . 69 4 . 69 5. 07 11. 35 0. 000 19* 296. 14 296.03 0.289 1.52 2. 50 7 . 62 4 . 86 23. 87 34 . 78 0. 000 20* 296. 52 296. 14 0 . 253 1. 46 2 . 50 7 . 48 4 . 56 22.36 34 . 32 0. 000 21* 296. 85 296. 52 0. 253 1. 46 2 .50 7 . 48 4 . 56 22. 36 34 . 54 0. 000 22* 296. 93 296. 85 0.253 1. 48 2. 50 7 . 36 4 . 56 22 . 36 33. 85 0. 000 END * Super critical flow. NORMAL TERMINATION OF WINSTORM. Warning Messages for current project: Runoff Frequency of: 10 Years Capacity of grade inlet exceeded at inlet Id= A-11 Total flow is <= then allowable carryover flow at inlet Id= A-11 A minimum drain size was assigned to this inlet. Capacity of grade inlet exceeded at inlet Id= A-12 Computed ponded width exceeds allowable width at inlet Id= A-12 C Page 8 stmOutput.txt Total flow is <= then allowable carryover flow at inlet Id= A-13 A minimum drain size was assigned to this inlet. ..omputed right ponded width exceeds allowable width at inlet Id= A-5 Computed left ponded width exceeds allowable width at inlet Id= A-7 Grate inlet in sag Id=A-8 has a % reduction safety factor = 25 Computed right ponded width exceeds allowable width at inlet Id= A14 Computed left ponded width exceeds allowable width at inlet Id= A14 Discharge decreased downstream node Id= JB-4 Previous intensity used. Discharge decreased downstream node Id= JB6 Previous intensity used. Discharge decreased downstream node Id= JB5 Previous intensity used. Discharge decreased downstream node Id= JB-2 Previous intensity used. Runoff Frequency of: 100 Years Capacity of grade inlet exceeded at inlet Id= A-11 Capacity of grade inlet exceeded at inlet Id= A-12 Computed ponded width exceeds allowable width at inlet Id= A-12 Capacity of grade inlet exceeded at inlet Id= A-13 Computed right ponded width exceeds allowable width at inlet Id= A-5 Computed right ponded width exceeds allowable width at inlet Id= A-6 Computed left ponded width exceeds allowable width at inlet Id= A-7 Capacity of sag inlet exceeded at inlet Id= A-7 Computed right ponded width exceeds allowable width at inlet Id= A-9 Capacity of sag inlet exceeded at inlet Id= A-9 Grate inlet in sag Id=A-8 has a % reduction safety factor = 25 Computed right ponded width exceeds allowable width at inlet Id= A14 Computed left ponded width exceeds allowable width at inlet Id= A14 Capacity of sag inlet exceeded at inlet Id= A14 ischarge decreased downstream node Id= JB-4 Previous intensity used. discharge decreased downstream node Id= JB6 Previous intensity used. Discharge decreased downstream node Id= JB5 Previous intensity used. Discharge decreased downstream node Id= JB-2 Previous intensity used. Run# 14 Insufficient capacity. Run# 16 Insufficient capacity. A 4 C Page 9 stmOutput.txt WinStorm (STORM DRAIN DESIGN) Version 3.05, Jan. 25, 2002 Run @ 8/12/2014 11:39: 18 AM PROJECT NAME : 260 JOB NUMBER 0532 PROJECT DESCRIPTION : Creek Meadows-S5Ph3-System C 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 Tc Used Intensity Supply Q Total Q (acre) (min) (min) (in/hr) (cfs) (cfs) C-1 0.728 3.31 10.00 10.00 8 . 63 0.000 20. 807 0. 96 0.83 Pavement 0. 65 2.48 Single family C-2 0.75 0. 61 10.00 10.00 8 . 63 0.000 3. 944 C-3 0. 65 1.74 10. 00 10.00 8. 63 0.000 9.738 C-4 0. 65 2.28 10.00 10.00 8 . 63 0.000 12. 802 -5 0.75 0.71 10. 00 10.00 8. 63 0. 000*gt-6 0.75 0.79 10.00 10.00 8. 63 0.000 5. 103 On Grade Inlet Configuration Data ----= Inlet Inlet Inlet Slopes Gutter Grate Pond Width Critic ID Type Length Long Trans n Depr. Width Type Allowed Elev. (ft) (%) (%) (ft) (ft) (ft) (ft) C-5 Curb 10.00 1.33 3.00 0.018 0.33 n/a n/a 12.00 298 . 61 C-6 Curb 10. 00 1.33 3.00 0.012 0.33 n/a n/a 12.00 298 . 61 On Grade Inlets Conmputation Data. Inlet Inlet Total Q Intercept Q Bypass To Inlet Required Actual Ponded ID Type Capacity Allow Actual ID Length Length Width (cfs) (cfs) (cfs) (cfs) (ft) (ft) (ft) C-5 Curb 4.578 4.485 5.000 0.093 0-2 11.30 10.00 9.80 C-6 Curb 5. 103 4.474 5.000 0. 629 C-3 14 .55 10.00 8.77 Page 1 stmOutput.txt ag 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) C-2 Curb 15.00 n/a 0. 60 3.00 0. 60 3.00 0.012 2.00 0.54 296. 85 C-3 Curb 15.00 n/a 0. 60 3. 00 0. 60 3.00 0.012 2.00 0. 54 296. 85 C-4 Curb 10.00 n/a 0. 60 3. 00 0. 95 3.00 0.012 1. 50 0. 50 298 . 73 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) C-2 Curb 15.00 n/a n/a 4 .037 16. 976 0.207 7 .20 7 .20 C-3 Curb 15.00 n/a n/a 10. 367 16. 976 0. 389 10.23 10.23 C-4 Curb 10.00 n/a n/a 12. 802 10.327 0.577 11.10 10. 17 Cumulative Junction Discharge Computations Node Node Weighted Cumulat. Cumulat. Intens. User Additional Total 40.Z.D. Type C-Value Dr.Area Tc Supply Q Q in Node Disch. (acres) (min) (in/hr) cfs) (cfs) (cfs) OUT3 CircMh 0.700 9.43 11.48 8 . 14 0.000 0.00 53.715 JB1 JnctBx 0. 684 6.12 10. 93 8.32 0.000 0.00 34 .835 JB2 JnctBx 0. 684 6. 12 10. 93 8 .32 0. 000 0.00 34 .835 JB3 JnctBx 0. 650 2.28 10.00 8. 63 0.000 0.00 12. 802 C-i JnctBx 0.700 9.43 11.48 8. 14 0.000 0.00 53.715 C-2 Curb 0. 684 6. 12 10. 93 8 .32 0. 000 0. 00 34 . 835 C-3 Curb 0. 650 4.02 10.87 8 .34 0.000 0.00 21.767 C-4 Curb 0. 650 2.28 10.00 8. 63 0.000 0. 00 12. 802 C-5 Curb 0.750 1. 50 10.13 8 .59 0. 000 0.00 9. 630 C-6 Curb 0.750 0.79 10.00 8. 63 0.000 0.00 5. 103 JB4 JnctBx 0.750 1.50 10. 13 8.59 0. 000 0.00 9. 630 Conveyance Configuration Data Run# Node I.D. Flowline Elev. US DS US DS Shape # Span Rise Length Slope n_value (ft) (ft) (ft) (ft) (ft) (%) 1 C-1 OUT3 287. 31 285.50 Circ 1 0.00 3. 00 157. 69 1. 15 0.012 2 JB1 C-1 288.47 287 .41 Circ 1 0.00 3. 00 91. 64 1. 16 0. 013 Page 2 stmOutput.txt 3 JB2 JB1 290.01 288.57 Circ 1 0.00 3.00 125. 56 1.15 0. 012 C-2 JB2 291. 61 290. 11 Circ 1 0. 00 3.00 130.57 1. 15 0. 012 C-3 C-2 292.51 292. 11 Circ 1 0.00 2.50 35. 13 1. 14 0.013 6 JB3 C-3 294 .21 293.42 Circ 1 0.00 2.50 176.25 0. 45 0.012 7 C-4 JB3 294.88 294 .31 Circ 1 0.00 2 .50 125.86 0.45 0.012 8 JB4 C-2 293.31 292.88 Circ 1 0.00 1.73 86.73 0.50 0.012 9 C-5 JB4 293. 90 293.41 Circ 1 0.00 1.73 98 .59 0.50 0.012 10 C-6 C-5 294.17 294 .02 Circ 1 0.00 1.73 34.00 0. 44 0.013 Conveyance Hydraulic Computations. Tailwater = 287 .500 (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* 289. 17 287.50 0. 552 1.84 2.00 11. 82 10.73 53.72 77 . 43 0.000 2* 289. 98 289. 17 0.273 1.48 1.76 10.06 8 .07 34.83 71.75 0.000 3* 291.42 289. 98 0.232 1. 41 1. 41 10. 65 10.64 34 .83 77 .39 0.000 4* 293.02 291.52 0.232 1. 41 1.41 10. 65 10. 65 34.83 77 .46 0.000 5* 293.76 293.36 0.282 1.25 1.25 8. 91 8 . 91 21.77 43.78 0.000 6* 295.36 294 .57 0. 083 1. 15 1.15 5.79 5.79 12. 80 29.75 0.000 7* 296.02 295. 45 0.083 1. 14 1.14 5.86 5.86 12.80 29. 91 0.000 8 294.50 294.04 0.335 1. 19 1. 19 5.59 5.59 9. 63 11.72 0.000 9 295. 09 294.57 0. 335 1. 19 1. 19 5. 59 5. 59 9. 63 11.74 0. 000 41e. 0 295.13 295.09 0.110 0. 87 1.07 4.34 3.34 5.10 10.21 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) C-1 0.728 3.31 10. 00 10.00 11. 64 0. 000 28.048 0. 96 0.83 Pavement 0. 65 2. 48 Single family C-2 0.75 0. 61 10. 00 10.00 11. 64 0.000 5.316 C-3 0. 65 1.74 10. 00 10.00 11. 64 0.000 13. 126 C-4 0. 65 2.28 10.00 10.00 11. 64 0.000 17 .257 C-5 0.75 0.71 10.00 10.00 11. 64 0.000 6.172 C-6 0.75 0.79 10.00 10. 00 11. 64 0.000 6.879 Page 3 stmOutput.txt On Grade Inlet Configuration Data inlet Inlet Inlet Slopes Gutter Grate Pond Width Critic ID Type Length Long Trans n Depr. Width Type Allowed Elev. (ft) (%) (%) (ft) (ft) (ft) (ft) C-5 Curb 10.00 1.33 3.00 0.018 0. 33 n/a n/a 12.00 298 . 61 C-6 Curb 10.00 1.33 3.00 0. 012 0.33 n/a n/a 12.00 298 . 61 On Grade Inlets Conmputation Data. Inlet Inlet Total Q Intercept Q Bypass To Inlet Required Actual Ponded ID Type Capacity Allow Actual ID Length Length Width (cfs) (cfs) (cfs) (cfs) (ft) (ft) (ft) C-5 Curb 6.172 5. 666 5.000 0.506 C-2 13.32 10.00 10. 97 C-6 Curb 6.879 5.466 5.000 1.412 C-3 17 .09 10. 00 9. 80 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) C-2 Curb 15.00 n/a 0. 60 3.00 0. 60 3.00 0.012 2.00 0.54 296. 85 -3 Curb 15.00 n/a 0. 60 3.00 0.60 3.00 0.012 2.00 0.54 296.85 -"C-4 Curb 10.00 n/a 0. 60 3.00 0. 95 3.00 0.012 1. 50 0.50 298 .73 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) C-2 Curb 15. 00 n/a n/a 5. 822 16. 976 0.265 8.27 8.27 C-3 Curb 15. 00 n/a n/a 14 .539 16. 976 0. 487 11. 63 11. 63 C-4 Curb 10.00 n/a n/a 17 .257 10.327 0.704 12.40 11.37 Cumulative Junction Discharge Computations Node Node Weighted Cumulat. Cumulat. Intens. User Additional Total I.D. Type C-Value Dr.Area Tc Supply Q Q in Node Disch. (acres) (min) (in/hr) cfs) (cfs) (cfs) OUT3 CircMh 0.700 9. 43 11.37 11.03 0.000 0.00 72.781 JB1 JnctBx 0. 684 6.12 10.86 11.25 0.000 0.00 47 . 111 JB2 JnctBx 0. 684 6. 12 10.86 11.25 0.000 0.00 47. 111 Page 4 stmOutput.txt JB3 JnctBx 0. 650 2. 28 10. 00 11. 64 0. 000 0 . 00 17 . 257 '-1 JnctBx 0.700 9. 43 11. 37 11. 03 0. 000 0. 00 72 . 781 .:-2 Curb 0. 684 6. 12 10. 86 11.25 0. 000 0. 00 47 . 111 0-3 Curb 0. 650 4 .02 10. 80 11.27 0. 000 0.00 29. 432 0-4 Curb 0. 650 2 .28 10 .00 11. 64 0 . 000 0. 00 17 . 257 C-5 Curb 0 .750 1. 50 10 . 12 11.58 0 . 000 0. 00 12. 986 0-6 Curb 0 .750 0.79 10 . 00 11. 64 0.000 0. 00 6.879 JB4 JnctBx 0. 750 1. 50 10 . 12 11. 58 0 . 000 0. 00 12 . 986 Conveyance Configuration Data Run# Node I.D. Flowline Elev. US DS US DS Shape # Span Rise Length Slope n_value (ft) (ft) (ft) (ft) (ft) (o) 1 0-1 OUT3 287 .31 285.50 Circ 1 0. 00 3. 00 157 . 69 1. 15 0. 012 2 JB1 0-1 288 . 47 287 . 41 Circ 1 0. 00 3 . 00 91. 64 1. 16 0 . 013 3 JB2 JB1 290 . 01 288 . 57 Circ 1 0.00 3 . 00 125.56 1. 15 0 . 012 4 0-2 JB2 291 . 61 290 . 11 Circ 1 0 .00 3.00 130. 57 1 . 15 0. 012 5 0-3 0-2 292 .51 292 . 11 Circ 1 0 . 00 2 . 50 35. 13 1 . 14 0. 013 6 JB3 0-3 294 . 21 293. 42 Circ 1 0 .00 2 . 50 176.25 0 . 45 0 . 012 7 0-4 JB3 294 . 88 294 . 31 Circ 1 0.00 2 . 50 125.86 0 . 45 0. 012 8 JB4 0-2 293.31 292. 88 Circ 1 0 .00 1.73 86.73 0 . 50 0. 012 9 0-5 JB4 293. 90 293. 41 Circ 1 0 . 00 1. 73 98 . 59 0 . 50 0 . 012 10 0-6 0-5 294 . 17 294 . 02 Circ 1 0. 00 1.73 34 . 00 0 . 44 0 . 013 Conveyance Hydraulic Computations . Tailwater = 288 . 000 (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* 289. 65 288 . 00 1. 014 2. 32 2. 50 12 . 41 11.56 72 .78 77 . 43 0 . 000 2* 290. 30 289. 65 0. 499 1.77 2 .24 10.86 8 . 33 47 . 11 71.75 0 . 000 3* 291.71 290. 30 0 .425 1. 69 1.73 11. 50 11. 18 47 . 11 77 . 39 0 . 000 4* 293.30 291. 80 0. 425 1. 69 1. 69 11. 50 11 . 50 47 . 11 77 . 46 0 . 000 5* 294 .01 293. 61 0. 515 1. 50 1.50 9. 54 9. 54 29. 43 43.78 0 . 000 6* 295. 58 294 .79 0. 151 1. 37 1. 37 6. 28 6.28 17 .26 29.75 0 . 000 7* 296.25 295. 68 0. 151 1 . 37 1. 37 6. 28 6. 28 17 . 26 29. 91 0. 000 8 295. 04 294 .23 0. 608 1 .73 1.73 5. 52 5. 52 12 . 99 11.72 0 . 000 9 295. 63 295.04 0. 608 1. 73 1.73 5. 52 5. 52 12. 99 11. 74 0. 000 10 295. 68 295. 63 0.200 1. 04 1. 61 4 . 66 3. 02 6. 88 10.21 0. 000 END * Super critical flow. NORMAL TERMINATION OF WINSTORM. Page 5 stmOutput.txt 'arning Messages for current project: Runoff Frequency of: 10 Years Capacity of grade inlet exceeded at inlet Id= C-5 Total flow is <= then allowable carryover flow at inlet Id= C-5 A minimum drain size was assigned to this inlet. Capacity of grade inlet exceeded at inlet Id= C-6 Capacity of sag inlet exceeded at inlet Id= C-4 Discharge decreased downstream node Id= JB3 Previous intensity used. Discharge decreased downstream node Id= JB4 Previous intensity used. Discharge decreased downstream node Id= JB2 Previous intensity used. Discharge decreased downstream node Id= JB1 Previous intensity used. Runoff Frequency of: 100 Years Capacity of grade inlet exceeded at inlet Id= C-5 Capacity of grade inlet exceeded at inlet Id= C-6 Computed left ponded width exceeds allowable width at inlet Id= C-4 Capacity of sag inlet exceeded at inlet Id= C-4 Discharge decreased downstream node Id= JB3 Previous intensity used. Discharge decreased downstream node Id= JB4 Previous intensity used. Discharge decreased downstream node Id= JB2 Previous intensity used. Discharge decreased downstream node Id= JB1 Previous intensity used. Run# 8 Insufficient capacity. Run# 9 Insufficient capacity. Page 6