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Final Drainage ReportN 0<'"91!3~ '' I •4\ I'' FINAL DRAINAGE REPORT FOR COLLEGE STATION MEDICAL CENTER 1604 ROCK PRAIRIE ROAD COLLEGE STATION, TX 77842 College Station, Brazos County, Texas October, 2001 REVIEWED FOR ~ COf\~PLl .l\ ~·'CE NOV 2 0 2001 COLLEGE s i A I IUi'J ENGINEERING ,c'\\J. 255 l Texas Ave. SouU1, Ste. A, College Sration. TX 77840 ~ '"''-l~f Ofc: 979.693.5359 Fa-.:: 979.693.4243 Email : mdgcs@mdgcs.com Web: www.mdgcs.com ~~~\'§. &~~o~ ~ '1 . -~ . '"" ,_ TABLE OF CONTENTS 1.0 PROJECT SCOPE. ................................................................................................ 1 1.1 SITE LOCATION .................................................................................................... 1 1.2 GENERAL DESCRIPTION .................................................................................... 1 1.3 FEMA INFORMATION .......................................................................................... 2 2.0 DRAINAGE BASINS & SUB-BASINS ................................................................. 2 2.1 MAJOR DRAINAGE BASIN DESCRIPTIONS ...................................................... 2 2.2 SUB-DRAINAGE BASIN DESCRIPTIONS ........................................................... 2 3.0 DRAINAGE DESIGN CRITERIA & CONSTRAINTS ....................................... 3 3 .1 DETENTION FACILITIES ..................................................................................... 4 3.2 EROSION & SEDIMENTATION CONTROL ........................................................ 4 4.0 HYDROLOGY & HYDRAULICS MODELING ................................................. 5 4.1 HYDROLOGY ........................................................................................................ 5 4.2 DETENTION FACILITIES ..................................................................................... 6 5.0 CONCLUDED DRAINAGE IMPROVEMENTS ................................................ 6 5.1 DETENTION FACILITIES ..................................................................................... 6 5.2 ON-SITE STORM SEWER SYSTEMS ................................................................... 7 5.3 EROSION & SEDIMENTATION CONTROL ........................................................ 9 APPENDIX A -EXHIBITS APPENDIX B -HYDROLOGY & HYDRAULIC COMPUTATIONS REVIEWED FOR Cf'" '101 11\ ~.!CE NOV 2 0 2001 COLLEGt: ~, r. i 1ui\J ENGINEERING ii LIST OF TABLES DESCRIPTION PAGE NO. TABLE #1 : RunoffData ................................................................................................ 5 TABLE #2 : On-Site Runoff Detention ........................................................................... 6 TABLE #3 : Pilot Channel Results .................................................................................. 7 TABLE #4 : On-Site Storm Sewer (Inlets) ...................................................................... 8 TABLE #5 : On-Site Storm Sewer (Conveyance) ............................................................ 9 iii College Station Medical Center Medical Office Building II 1.0 PROJECT SCOPE Municipal Development Group This report outlines the drainage improvements for the development of the College Station Medical Center, Medical Office Building II and the anticipated development of associated parking, stormwater runoff and detention facility improvements. This drainage report will address the requirements necessary for all proposed improvements pertinent to this development in accordance with the provisions of the City of College Station Drainage Policy and Design Standards. 1.1 SITE LOCATION The proposed improvements are located and contained solely within the Belmont Place Subdivision, Section Two, Tract A of Block Three. Particularly, the proposed MOB II will be constructed between the existing hospital building and the existing MOB. The hospital site and development area is bordered by Rock Prairie Road, Longmire Drive and Birmingham Road. These roads are classified as major arterial, major collector and minor collector respectively. Surrounding existing developments immediately adjacent and neighboring to the project site are; City of College Station Utility Service Center to the west, the Center American (Krogers) Shopping Center to the east, and College Station Professional Building to the immediate north. The project site area is graphically illustrated on Exhibit #1 -"General Location Map" located in Appendix A -Exhibits. 1.2 GENERAL DESCRIPTION The Belmont Place, Section Two, Block Three, Tract A is a 25 .00 acre tract, which contains the College Station Medical Center. Also, adjacent to this tract is an unplatted 0.44 acre parcel of land that is owned by the hospital. Development will not occur on this property at this time. The project site is partially developed with buildings, parking, detention facilities, and associated landscaping. Unimproved areas contain native grasses and weeds with scattered trees. The site's current conditions are 000727-3376 Drainage Report Final Drainage Report - 1 College Station Medical Center Medical Office Building II Municipal Development Group illustrated on Exhibit #2 -"Existing Site Plan" and are located in Appendix A -Exhibits. 1.3 FEMAINFORMATION No portions of the project site is located within the 100-year floodplain as shown on the Federal Emergency Management Agency's, Flood Insurance Rate Map, (FIRM) Map Panel No. 48041 201D having an effective date of February 9, 2000. An excerpt of the FIRM map with the location of the project site is illustrated on Exhibit #3 -"FIRM Map" which is located in Appendix A -Exhibits. 2.0 DRAINAGE BASINS & SUB-BASINS 2.1 MAJOR DRAINAGE BASINS The drainage improvements project site 1s contained within two (2) primary watersheds. Approximately, the upper northwest corner of the site is contained within the watershed of Bee Creek. This drainage basin is illustrated in its entirety on Exhibit #4 -"Bee Creek Drainage Basin". The remaining southeast portion of the property is contained within the drainage area of Lick Creek. This watershed is illustrated on Exhibit #5 - "Lick Creek Drainage Basin". Both exhibits are provided in Appendix A -Exhibits. 2.2 SUB-DRAINAGE BASINS As discussed previously, this development is contained within two (2) watersheds, which drain to the northwest (Bee Creek Watershed) and to the southeast (Lick Creek Watershed). Detention facilities for each of these watersheds were surveyed and pond volumes then calculated. The existing drainage conditions for the site and each specific sub-drainage basin are graphically illustrated on Exhibit #6 -"Pre-Development Drainage Basin Map" and are explained in more detail as follows. From 000727-3376 Drainage Report Final Drainage Report -2 College Station Medical Center Medi cal Office Building II Municipal Development Group these pre-development drainage basis, runoff calculations will be performed and used as the basins for detention storage calculations. •:• Runoff from approximately 8.02 acres within the College Station Medical Center's most northwesterly corner drains into an existing detention pond (called Bee Creek detention facility). This pond has an existing storage volume of approximately 13,300 cubic-feet. Runoff is metered out of the pond and then conveyed under Rock Prairie Road in a 48" RCP to the north. Thence runoff continues through an improved drainage channel located in the Southwood Valley and ultimately to Tributary "A" of Bee Creek; •:• Runoff from approximately 12.87 acres of the College Station Medical Center's southeast portion drains into an existing detention pond (called Lick Creek detention facility). This pond has an existing storage volume of approximately 50,835 cubic-feet. Runoff is metered out by sheet flow onto Birmingham Road. Thence, runoff is carried in the street's gutter to the west, through a 30" RCP, along an improved channel adjacent to Costa! Drive and to the confluence of the North Fork Lick Creek. Next, these sub-drainage basins were reconfigured to match drainage patterns of the proposed site grading. New coefficients of runoff were established with associated runoff values. From these computations the existing detention facilities were analyzed and expansion requirements determined. The proposed sub-drainage basins are illustrated on Exhibit #7 -"Post-Development Drainage Basin Map" which is contained within Appendix A-Exhibits. In addition to detention facility evaluations, the existing storm sewer systems and proposed improvements were evaluated for adequate sizing and proposed expansion. Based from proposed grading Exhibit #8 - "Post-Development Drainage Sub-Areas Map" was generated. From this 000727-3376 Drainage Report Final Drainage Report -3 College Station Medical Center Medical Office Building II Municipal Development Group data all existing systems will be evaluated and proposed inlets and conveyance systems design. This exhibit is contained within Appendix A -Exhibits. 3.0 DRAINAGE DESIGN CRITERIA & CONSTRAINTS For all development within the City of College Station, there are criteria on the use of which design storms and development conditions for each type of public drainage improvements. Below, for each type of applicable public drainage improvement, the required design constraints are more fully detailed. All drainage improvements shall also be analyzed during the 100-year rainfall event to insure that no adverse conditions will exist. 3 .1 DETENTION Detention shall be designed in accordance to the City of College Station's Drainage Policy and Design Standards. Unless otherwise stated, the following constraints shall dictate the design of detention basins: •:• Detention facilities shall have the capacity to contain the 100-year rainfall event. •:• Maximum detention basin's side slope shall be 4: 1 with vegetative cover and 2: 1 for non-vegetative cover. •:• Bottom slopes of the detention basin with vegetative cover shall be at a grade of 20: 1 with low-flow pilot channels. •:• Minimum of 0.5 feet of freeboard during the 100-year rainfall event. •:• Detention facilities other than parking lots and rooftops shall have an increased capacity of 10% to allow for sedimentation. 3.2 EROSION & SEDIMENTATION CONTROL Erosion and sedimentation control measures shall be implemented in accordance to the City of College Station's Drainage Policy and Design Standards. Temporary and permanent erosion control features shall be incorporated into the project site at key locations to control concentrated and overland flows. As a part of the Grading and Drainage Plan, an Erosion Control Plan is provided with appurtenant details and for all developments of five (5) acres or more shall issue an Environmental 000727-3376 Drainage Report Final Drainage Report - 4 College Station Medical Center Medical Office Building II Municipal Development Group Protection Agency Notice of Intent (EPA-NOI) with a Storm Water Pollution Prevention Plan (SWPPP). 4.0 HYDROLOGY & HYDRAULICS MODELING 4.1 HYDROLOGY Determination of runoff quantities was made by the Rational Method. The Rational Method (Q=CIA) is a simple, yet accurate hydrologic formula for drainage basins of 100-acres or Jess. The four components of the equation are described as follows: •:• Q = The discharge runoff in cubic feet per second; •:• C = The runoff coefficient for the drainage basin; •:• I = The storm intensity in inches per hour for each selected frequency and taken from an intensity-duration-frequency curve at a Time of Concentration (Tc) for the particular county. A minimum of 10 minutes for all calculations will be used; •:• A = The total area of the drainage basin in acres. For each of these sub-drainage basins the 2, 5, 10, 25, 50 & 100-year rainfall events were analyzed. These values are as illustrated below in Table #1 -"Runoff Data". X1 14.19 X2 17.44 P1 27.00 P2 19.84 000727-3376 Drainage Report TABLE#l RUNOFF DATA RATIONAL METHOD 17.25 19.36 21 .21 23.80 32.83 36.85 24.13 27.08 22.11 25.00 26.10 27.19 30.73 32.09 42.09 47.57 49.67 30.93 34.96 36.51 Final Drainage Report -5 College Station Medical Center Medical Office Building II Municipal Development Group 4.2 DETENTION FACILITIES Detention requirements are determined by graphical means. Tabulations of the pre-development and the post-development hydrographs of the drainage areas are provided. The hydrographs are based on the standard SCS unit hydrograph with time to peak discharge set to equal the time of concentration and the total base time set at 3. 00 times the time of concentration. 5.0 CONCLUDED DRAINAGE IMPROVEMENTS Below are the concluded drainage improvements for the College Station Medical Center proposed Medical Office Building II. 5.1 DETENTION FACILITIES Detention of increased runoff ts required for all development m accordance with the City of College Station's Drainage Policy and Design Standards. By a comparison of the pre and post-development hydro graphs a required detention volume determination was obtained for each of the two drainage watersheds. These detention volume improvements are as summarized below in Table #2 -"On-Site Runoff Detention": TABLE #2 -ON-SITE RUNOFF & DETENTION !•II •li BEE CREEK DENTENTION FACILITY 2 14.19 27.00 12.81 5 17.25 32.83 15.58 10 19.36 36.85 17.49 25 22.11 42.09 19.97 50 25.00 47.57 22.58 100 26.10 49.67 23.57 LICK CREEK DENTENTION FACILITY 2 17.44 19.84 2.40 5 21 .21 24.13 2.92 10 23.80 27.08 3.28 25 27.19 30.93 3.74 50 30.73 34.96 4.23 100 32.09 36 .51 4.42 000727-3376 Drainage Report 11,532 14,021 15,737 17,975 20,318 21 ,215 2,162 2,628 2,950 3,369 3,808 3,976 Final Drainage Report -6 College Station Medical Center Medical Office Building II Municipal Development Group As reflected in Table #2, the Bee Creek detention facility will need to be expanded from its existing volume of 13 ,300 cubic-feet to a total volume of 37,696 cubic-feet. This number is derived from the increased runoff plus an additional 10% for sedimentation and 5% for a factor of safety then the addition of the existing storage volume. The expansion of this pond and associated improvements are illustrated on Exhibit #9 -"Bee Creek Detention Facility Improvements Plan", located in Appendix A- Exhibits. Also, illustrated in Table #2 is the increased runoff for the Lick Creek watershed. As shown this sub-drainage basin only incurs an increased runoff amount of 4.42 cfs during the 100-year rainfall event, which equates to an increased storage need of 3,976 cubic-feet. This volume is being considered a negligible amount based from the total pond volume and therefore no proposed improvements will be planned for the Lick Creek detention facility for the MOB II improvements. As required by ordinance, all detention ponds shall have a low-flow pilot channel installed. Since improvements are being made to the Bee Creek detention pond it will be brought up to city ordinances. As a rule-of- thumb for design purposes the low-flow pilot channel shall meet the design capacities fo r open-channel conditions. Therefore, low-flow pilot channel widths shall be sized to carry one-third of the 5-year rainfall event. For each outlet into the pond, the contributing sub-drainage areas' runoff was used which is illustrated on Exhibit #8 -"Post-Development Drainage Sub-Areas Map". Design results for these pilot channels for each detention pond's sub-drainage areas are summarized below in Table #3 -"Pilot Channel Results": 000727-3376 Drainage Report Final Drainage Report - 7 College Station Medical Center Medical Office Building II Municipal Development Group TABLE #3-PILOT CHANNEL RESULTS iil•i•lillti&llii A1 81 C1&2 Bee Creek Detention Facility 2.50 3.39 6.70 5.30 6.80 5.33 4.00 5.00 5.00 0.6 -0.3 -0.3 It should also be noted that this pond's existing outlet structure will be utilized and only extended on the upstream end as required by the proposed expansion improvements. Therefore, no evaluation of the pond's outlet structure will be made since it will remain in place. 5.2 ON-SITE STORM SEWER SYSTEMS Due to expansion of on-site parking, reconfiguring of the maintenance building parking area, and addition of the MOB II roof drains the on-site storm sewer system required some minor upgrades, extensions and additions. The proposed improvements are illustrated on Exhibit #10 - "On-Site Storm Sewer Improvements Plan". Hydraulic design was based from the IO-year rainfall event and analyzed during the 100-year event. The results are as summarized below in Table #4 & #5: TABLE #4 -ON-SITE STORM SEWER (INLETS) ••1n11•111•r• 000727-3376 Drainage Report A1 C1 A1 C1 10-YEAR RAINFALL EVENT 8.32 5.0 15.20 15.23 8.0 24.33 100-YEAR RAINFALL EVENT 11 .21 5.0 15.20 20.53 8.0 24.33 0.66 0.73 0.81 0.88 Final Drainage Report - 8 College Station Medical Center Medical Office Building II Municipal Development Group TABLE #4 -ON-SITE STORM SEWER (CONVEYANCE) li•1illllll•il11Etllili A1 C1 C2 C3 C4 01 A1 C1 C2 C3 C4 01 10-YEAR RAINFALL EVENT 18 8.32 12.13 24 21 .71 18.93 18 7.55 8.58 18 7.55 8.71 18 7.55 9.10 12 3.55 N/A 100-YEAR RAINFALL EVENT 18 11.21 12.13 24 29.37 18.93 18 10.17 8.58 18 10.17 8.71 18 10.17 9.10 12 4.79 N/A 5.3 EROSION & SEDIMENTATIO CONTROL 5.3. l TEMPORARY CONTROL MEASURES 4.71 6.91 4.27 4.27 4.27 3.47 6.34 9.35 5.76 5.76 5.76 3.61 As depicted on Exhibit #11 -"Grading, Drainage & Erosion Control Plan", located in Appendix A -Exhibits, silt fencing will be installed at key locations prior to construction. This silt fencing will remain and be maintained through the duration of construction and to a point in time after construction when sufficient groundcover has been established. Silt fencing will be installed to prohibit siltation from entering Rock Prairie Road and neighboring properties. 5. 3 .2 PERMANENT C ONTROL MEASURES As a standard practice, all disturbed areas will be seeded when final grades are meet. Seeded areas shall be fertilized and irrigated to stimulate prompt growth of the seasonal vegetation. 000727-3376 Drainage Report Final Drainage Report -9 000727-3376 Drainage Report APPENDIX A EXHIBITS DESCRIPTION APPENDIX A TABLE OF CONTENTS PAGE NO. Exhibit #1 -General Location Map ............................................................................. A-1 Exhibit #2 -Existing Site Plan .................................................................................... A-2 Exhibit #3 -FIRM Map .............................................................................................. A-3 Exhibit #4 -Bee Creek Drainage Basin ....................................................................... A-4 Exhibit #5 -Lick Creek Drainage Basin ...................................................................... A-5 Exhibit #6 -Pre-Development Drainage Basin Map .................................................... A-6 Exhibit #7 -Post-Development Drainage Basin Map .................................................. A-7 Exhibit #8 -Post-Development Sub-Areas Map .......................................................... A-8 Exhibit #9 -Bee Creek Detention Facility Improvements Plan .................................... A-9 Exhibit #10 -On-Site Storm Sewer Improvements Plan ............................................ A-10 Exhibit #11 -Grading, Drainage & Erosion Control Plan .......................................... A-11 000727-3376 Drainage Report RM 51 285. 78 RM 52 296 .15 PROJECT SITE ELEVATION REFERENCE I\ DESCRIPTION OF LC Railroad spike set in located on the south s 6 at Lick Creek. From the intersection and Rock Prairie Road, o.9 mile to the inters Prairie Road and Bird spike is in power pole approximately 34.0 fee Road. -NATIONAL FLOOD INSURANCE PROGRAM I I . FIRM FLOOD IKSURANCE RATE MAP BRAZOS COUNTY, TEXAS AND INCORPORATED AREAS (SEE MAP INDEX FOR PANELS NOT PRINTED) com1Hs: COMMUNITY COLLEGE STATION. CITY OF 480083 0201 D UNINCORPORATED AREAS 481195 0201 D Notice To Us«: The MAP NUMBER shown below should De used when piecing map orders; ltl• COMMUNITY NUMBER shown above should be used on insurance applications for the subject communrty. MAP NUMBER 48041C0201 D :I I -I 44:-Y M-il\~ '.l.?~--...,:1,_;;.,, 1;1~ •:....0 = -~ MAP REVISED: FEBRUARY 9, 2000 ~~~) 11\, ':{J, EXHIBIT #3 -FIRM MAP 11 Federal Emergency Management Agency \. l A-.~ \ ... ~ '\ ff -~~· TO HUNTSVILLE -.~ PROJECT SITE _; 2551 TEXAS AVEl'l..IE SOUTH. SUTE A COLLEGE STATION. T1C n &4-0 Ph: (979) 693-5359 Fx(979)~43 E~IL: mdgcs@mdgcs.com WEB: www.mdgcs.com £\"GINEERS. CONSULT ANTS, MANAGERS EXHIBIT #1 GENERAL LOCATION MAP FOR COLLEGE STATION MEDICAL CENTER MEDICAL OFFICE BUILDING II BELMONT PLACE, SECTION TWO TRACT A, BLOCK TWO RICHARD CARTER LEAGUE. ABSTRACT No. 6 COLLEGE STATION. BRAZOS OOUNTY. TEXAS Prepared for the exclusive use of: COLLEGE STATION MEDICAL CENTER (979) 764-5100 Scale: 1" = 2 Ml. Sheet: 1 of 1 Date: NOVEMBER, 2001 Drawn By: SWW M.D.G. No. 000727-3376 A-1 APPENDIXB HYDROLOGY & HYDRAULIC COMPUTATION 000727-3376 Drainage Report DESCRIPTION APPENDIXB TABLE OF CONTENTS PAGE NO. Rational Calculations (Pre-Development) (Bee Creek) ................................................ B-1 Rational Calculations (Pre-Development) (Lick Creek) ............................................... B-2 Rational Calculations (Post-Development) (Bee Creek) .............................................. B-3 Rational Calculations (Post-Development) (Lick Creek) ............................................. B-4 Runoff Hydrographs (Bee Creek) ................................................................................ B-5 Runoff Hydro graphs (Lick Creek) ............................................................................... B-6 Pilot Channel Calculations (Bee Creek) ....................................................................... B-7 THSYS Calculations (Sub-Drainage Area "A") ........................................................... B-8 THSYS Calculations (Sub-Drainage Area "C") ........................................................... B-9 Rational Calculations (Sub-Drainage Area "D") ........................................................ B-10 THSYS Calculations (Sub-Drainage Area "D") ......................................................... B-11 000727-3376 Drainage Report RATIONAL CALCULATIONS: PRE-DEVELOPMENT (BEE CREEK) GENERAL INFORMATION RESULT Description: Drainage area of site before proposed development. Drainage Area (AiMPERv1ous) = 3.61 acres Drainage Area (ALANDSCAPED) = Drainage Area (AuNDEVELOPED) = TIME OF CONCENTRATION (Tel GIVEN Max. Travel Distance (DPRE) = Velocity of Runoff (VPRE) = **NOTE: Minimum Tc allowed = 10 min. RUNOFF COEFFICIENTS Runoff Coefficient (C1MPERv1ous) = Runoff Coefficient (CLANoscAPEo) = 2.06 acres 2.35 acres 500 ft 1.50 1\ec 0.95 0.30 Runoff Coefficient (CuNDEVELOPED) = 0.38 2 YEAR FREQUENCY, RATE OF DISCHARGE (Q) Coefficient ( e) = Coefficient (b) = Coefficient ( d) = 0.806 65 8 5 YEAR FREQUENCY, RATE OF DISCHARGE (Q) Coefficient ( e) = 0.785 Coefficient (b) = 76 Coefficient ( d) = 8.5 10 YEAR FREQUENCY, RATE OF DISCHARGE (Q) Coefficient ( e) = 0.763 Coefficient (b) = 80 Coefficient ( d) = 8.5 25 YEAR FREQUENCY, RATE OF DISCHARGE (Q) Coefficient ( e) = Coefficient (b) = Coefficient ( d) = 0.754 89 8.5 50 YEAR FREQUENCY, RATE OF DISCHARGE (Q) Coefficient ( e) = Coefficient (b) = Coefficient ( d) = 0.745 98 8.5 100 YEAR FREQUENCY, RATE OF DISCHARGE (Q) Coefficient ( e) = Coefficient (b) = Coefficient ( d) = 000727-3376 Rational Calcul ations-Bee Creek 0.73 96 8 Total Drainage Area (X1) = Tc(PRE) = Wtd. Runoff Coefficient (Cwro) : Rainfall Intensity (1 2) = Rainfall Intensity (15) = Rainfall Intensity (1 10) = Rainfall Intensity (125) = Rainfall Intensity (15o) = Rainfall Intensity (1100) = 8.0 acres 5.6 min. 0.62 7.693 in/hr 8.635 in/hr 9.861 in/hr B-1 RATIONAL CALCULATIONS: PRE-DEVELOPMENT (LICK CREEK) GENERAL INFORMATION RESULT Description: Drainage area of site before proposed development. Drainage Area (A1MPERv1ous) = 4.74 acres Drainage Area (ALANDSCAPED) = 2.11 acres Drainage Area (AuNDEVELOPED) = 6.02 acres Total Drainage Area (X2) = TIME OF CONCENTRATION ff c) GIVEN Max. Travel Distance (DPRE) = Velocity of Runoff (VPRE) = **NOTE: Minimum Tc allowed = 10 min. RUNOFF COEFFICIENTS Runoff Coefficient (C1MPERv1ous) = 700 ft ft 1.50 fsec 0.95 Runoff Coefficient (CLANoscAPED) = 0.30 Runoff Coefficient (CuNDEVELOPED) = 0.38 2 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient ( e) = Coefficient (b) = Coefficient ( d) = 0.806 65 8 5 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = 0.785 Coefficient (b) = 76 Coefficient ( d) = 8.5 10 YEAR FREQUENCY, RATE OF DISCHARGE (Q) Coefficient ( e) = 0.763 Coefficient (b) = 80 Coefficient ( d) = 8.5 25 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient ( e) = 0.754 Coefficient (b) = 89 Coefficient (d) = 8.5 50 YEAR FREQUENCY, RATE OF DISCHARGE (Q) Coefficient ( e) = Coefficient (b) = Coefficient ( d) = 0.745 98 8.5 100 YEAR FREQUENCY, RATE OF DISCHARGE (Q) Coefficient (e) = 0.73 Coefficient (b) = 96 Coefficient ( d) = 8 000727-3376 Rational Calculations-Lick Creek Tc(PREJ = Wtd. Runoff Coefficient (Cwro) = Rainfall Intensity (1 2) = Rainfall Intensity (15) = Rainfall Intensity (110) = Rainfall Intensity (125) = Rainfall Intensity (1 50) = Rainfall Intensity (1100) = 12.9 acres 7.8 min. 0.58 7.693 in/hr 8.635 in/hr 9.861 in/hr 11 .148 in/hr B-2 RATIONAL CALCULATIONS: POST-DEVELOPMENT (BEE CREEK) GENERAL INFORMATION RESULT Description: Drainage area of site after proposed development. Drainage Area (AiM PERvious) = 5.57 acres Drainage Area (ALANoscAPED) = Drainage Area (AuNDEVELOPEo) = TIME OF CONCENTRATION CTc) GIVEN Max. Travel Distance (DposT) = Velocity of Runoff (VposT ) = 1.56 acres 0.90 acres 500 ft ft 1.70 fsec **NOTE: Minimum Tc allowed= 10 min. RUNOFF COEFFICIENTS Runoff Coefficient (C1MPERv1ous) = 0.95 Runoff Coefficient (C LANoscAPED) = 0.30 Runoff Coefficient (C uNoEVELOPED) = 0.38 2 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coefficient (d) = 0.806 65 8 5 YEAR FREQUENCY, RATE OF DISCHARGE (Q} Coefficient (e) = 0.785 Coefficient (b) = 76 Coefficient (d) = 8.5 10 YEAR FREQUENCY. RATE OF DISCHARGE (Q} Coefficient (e) = 0.763 Coefficient (b) = 80 Coefficient (d) = 8.5 25 YEAR FREQUENCY, RATE OF DISCHARGE (Q} Coefficient (e) = 0.754 Coefficient (b) = 89 Coefficient (d) = 8.5 50 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = 0.745 Coefficient (b) = 98 Coefficient (d) = 8.5 100 YEAR FREQUENCY, RATE OF DISCHARGE (Q} Coefficient (e) = Coefficient (b) = Coefficient (d) = 000727-3376 Rational Calculations-Bee Creek 0.73 96 8 Total Drainage Area (P1) = T C(POST) = Wtd. Runoff Coefficient (C WTo) Rainfall Intensity (12) = Rainfall Intensity (15) = Rainfall Intensity (1 10) = Rainfall Intensity (125) = Rainfall Intensity (150) = Rainfall Intensity (1100) = 8.0 acres 4.9 min. 0.76 in/ 6.327 hr in/ 7 .693 hr in/ 8.635 hr in/ 9.861 hr in/ 11.148 hr in/ 11 .639 hr B-3 RATIONAL CALCULATIONS: POST-DEVELOPMENT (LICK CREEK) GENERAL INFORMATION RESULT Description: Drainage area of site after proposed development. Drainage Area (AiMPERv1ous) = 5.29 acres Drainage Area (ALANDSCAPED) = Drainage Area (AuNDEVELOPED) = TIME OF CONCENTRATION CTc) GIVEN Max. Travel Distance (Dposr ) = Velocity of Runoff (Vposr) = 4.28 acres 3.28 acres ' 7 50 ft ft 1.50 fsec **NOTE: Minimum Tc allowed= 10 min. RUNOFF COEFFICIENTS Runoff Coefficient (C 1MPERv1ous) = 0.95 Runoff Coefficient (CLANoscAPEo) = 0.30 Runoff Coefficient (CuNDEVELOPEo) = 0.38 2 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coefficient (d) = 0 .806 65 8 5 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coefficient (d) = 0.785 76 8.5 10 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Coefficient (e) = 0.763 Coefficient (b) = 80 Coefficient (d) = 8.5 25 YEAR FREQUENCY, RATE OF DISCHARGE (Q) Coefficient (e) = 0.754 Coefficient (b) = 89 Coefficient (d) = 8.5 50 YEAR FREQUENCY, RATE OF DISCHARGE (Q) Coefficient (e) = 0.745 Coefficient (b) = 98 Coefficient (d) = 8.5 100 YEAR FREQUENCY, RATE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coefficient (d) = 000727-3376 Rational Calculations-Lick Creek 0.73 96 8 Total Drainage Area (P2) = Tc(POST) = Wtd. Runoff Coefficient (C wro) Rainfall Intensity (12) = Rainfall Intensity (15) = Rainfall Intensity (1 10) = Rainfall Intensity (125) = Rainfall Intensity (150) = Rainfall lnte nsity (1100) = 12.9 acres 8.3 min. 0.59 in/ 6.327 hr in/ 7.693 hr in/ 8 .635 hr in/ 9.861 hr in/ 11 .1 48 hr in/ 11 .639 hr 8-4 RUNOFF HYDROGRAPH (BEE CREEK) 2-YEAR HYDROGRAPH 10 --------- 0 10 I . --·--------·----------------. --·---\ LB Post-Develop1nent EJ Pre-Developn1enl 000727-3376 Rational Calculations-Be~ Creek TIME (min) 1--------~· -------- 20 30 B-5 RUNOFF HYDROGRAPH (BEE CREEK) 5-YEAR HYDROGRAPH 25 ~ Storage Vo 0 20 ~ ~ ,.-.... ~ = ~ u '._,/ 00 15 ~ ~ 10 0 10 I CTI Post-Developn1ent cTI Pre-Developn1ent j 000727-3376 Rational Cakul ations-Bee Creek TIME (min) 20 30 B-5 RUNOFF HYDROGRAPH (BEE CREEK) 10-YEAR HYDROGRAPH Storage Volum . ~ 25 -1--------/: ~ ~ < ~20-1------~········ ~ ~ U'-' \fl ~ ~ 15 10 0 J(£121.221 0 10 \Em Post--0~-v~l~p~e·n-t uJ P-r~-D~velop~11 ~nt 000727-3376 IL1tional Cakul.tlions-Fke Creek -----!------------- TIME (min) 20 30 8-5 RUNOFF HYDROGRAPH (BEE CREEK) 25-YEAR HYDROGRAPH 35 -------- Storage Volutn 10 5 0 0 10 I Em P~-st-Development Eill P~;~D~l~~-~t I 000727-3376 Rational Cakulations-Bee Creek TIME (min) 20 30 B-5 RUNOFF HYDROGRAPH (BEE CREEK) 50-YEAR HYDROGRAPH 15-t---- 5 0 10 J [ill P~~D~v~l~p~-e~t--EJ Pr~~-D~~l~p;rie~t \ 000727-3376 R,1\ional Calculations-Bee Creek TIME (min) ------J----------------------- 20 30 B-5 RUNOFF HYDROGRAPH (BEE CREEK) 100-YEAR HYDROGRAPH 50 45 40 35 ~ (.) 30 ~ < -.. ~25 ~ ~ u .._, if1 ~ 20 ~ 15 10 5 o~== 0 10 \ LTI Po ~t-D~ve lopment EJ Pre-Develop_~~~~-\ 000727-3376 Rational Calculations-Bee Creek TIME (min) ---~------------·----------· 20 30 B-5 RUNOFF HYDROGRAPH (LICK CREEK) 2-YEAR HYDROGRAPH 5 ---- 0~2LWWL222Lilllli2ZE1LLllliL.lil~ 0 10 000727-3376 Rational Calculations-Lick Creek TIME (min) 20 30 B-6 RUNOFF HYDROGRAPH (LICK CREEK) 5-Y_EAR HYDROGRAPH ~ 15 v ~ < ,-... ~ ~ ~ u -..._; fJ.J. ~ 10 ~ 0 10 lcrn-r~~0e~~l ~pn1-e1~t -CJ_P_r~D~~e l o pn~ent j 000727-3376 Rational Calculations-Lick Cr~ek TIME (min) 20 30 B-6 RUNOFF HYDROGRAPH (LICK CREEK) 10-YEAR HYDROGRAPH 25 20 Storage Volum . 10 0 10 I Gill Post~D~v-~lopment miPre~D~velopment I 000727-3376 Rational Calcul ations-Lick Creek TIME (min) 20 30 B-6 RUNOFF HYDROGRAPH (LICK CREEK) 25-YEAR HYDROGRAPH 2s -Storage-V:olume_ 0 10 [filiP-;;_De~lopment till Pre-Devclop~~\ 000727-3376 Rational Calculations-Li.:k Creek TIME (min) 20 30 B-6 RUNOFF HYDROGRAPH (LICK CREEK) SO-YEAR HYDROGRAPH Storage Volu1ne 10 0 10 \till Post-Developtnen-t DJ Pre--Development I 000727-3376 Rational Calculations-Lick Creek TIME (min) 20 30 B-6 RUNOFF HYDROGRAPH (LICK CREEK) 100-YEAR HYDROGRAPH Storage Volu1ne = 10 0 10 \ cll -l;o~t--Oe~l~p~~~~t-ITfilPr~~-D~~~i-~-pn~~~~t-\ 000727-3376 Rational Calculations-Lick Creek TIME (min) 20 30 B-6 Project Description Project File Worksheet Flow Element Method Solve For Input Data APPENDIX B -PILOT CHANNEL CALCULATIONS Worksheet for Triangular Channel i:\projects\700\3376-csmob-ii\dr report\3376t1 ra.fm2 Sub-Drainage Area A 1 -Pilot Channel Triangular Channel Manning's Formula Channel Depth Mannings Coefficient 0.013 Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is subcritical. 10/31/01 03:30:32 AM 0.30 % 3 H :V 3 H :V 2.50 cfs 0.57 ft 0.96 ft2 3.58 ft 3.39 ft 0.53 ft 0.004104 ft/ft 2.60 ft/s 0.11 ft 0.67 ft 0.86 Municipal Development Group Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.07 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data APPENDIX B -PILOT CHANNEL CALCULATIONS Worksheet for Triangular Channel i:\projects\700\3376-csmob-ii\dr report\3376t1 ra. fm2 Sub-Drainage Area 81 -Pilot Channel Triangular Channel Manning's Formula Channel Depth Mannings Coefficient 0.013 Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is subcritical. 10/31/01 03:31 :18 AM 0.20 % 3 H :V 3 H :V 6.70 cf s 0.88 ft 2.34 ft2 5.59 ft 5.30 ft 0.79 ft 0.003599 ft/ft 2.86 ft/s 0.13 ft 1.01 ft 0.76 Municipal Development Group Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.07 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data APPENDIX B -PILOT CHANNEL CALCULATIONS Worksheet for Triangular Channel i:\projects\700\3376-csmob-ii\dr report\3376t1 ra.fm2 Sub-Drainage Area C -Pilot Channel Triangular Channel Manning's Formula Channel Depth Mannings Coefficient 0.013 Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is subcritical. 10/31/01 03:31 :56 AM 0.20 % 3 H :V 3 H :V 6.80 cfs 0.89 ft 2.37 ft2 5.62 ft 5.33 ft 0.80 ft 0.003592 ft/ft 2.87 ft/s 0.13 ft 1.02 ft 0.76 Municipal Development Group Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.07 Page 1 of 1 3376T1RA.out winstorm TXDOT STORM DRAIN DESIGN version 1.3 September 1997 PAGE 1 JOB CONTROL : 1 JOB SECTION : 727 JOB NUMBER : 3376 PROJECT DESCRIPTION : CS MED MOB II DESIGN FREQUENCY : 10 Year ANALYSYS FREQUENCY : 100 Year MEASUREMENT UNITS: Input ENGLISH Runoff computations I.D. A 1 D c value Area (acres) 0.900 1.070 TC (min) 10.00 Mon Oct 29 16:51:12 2001 Output ENGLISH Tc used (min) 10.00 Intensity supply Q Total Q (in/hr) (cfs) (cfs) 8.635 0.000 8. 315 winstorm TXDOT STORM DRAIN DESIGN Version 1.3 September 1997 PAGE 2 sag Inlet configuration Data Inlet Inlet I. D. Type Len9th/ Grate Left slope Right slope Per1m. Area Long Trans Long Trans (ft) (sf) (%) (%) (%) (%) Mon Oct 29 16:51:12 2001 Gutter Depth critical n Depr. Allow Elev. (ft) (ft) A 1 CURB D 5.000 n/a 1.92 2.00 0.53 2.00 0.015 0.240 0.750 No value winstorm TXDOT STORM DRAIN DESIGN version 1.3 September 1997 PAGE 3 sag Inlet Computation Data Inlet Inlet I.D. Type A 1 CURB Len9th/ Grate Total Per1m. Area Q (ft) (sf) (cfs) 5.000 n/a 8. 315 Inlet Total Capacity Head (cfs) (ft) 15.204 0.662 Mon Oct 29 16:51:12 2001 Ponded Widths Left Right (ft) (ft) 13.150 12.950 Page 1 3376T1RA.out D winstorm TXDOT STORM DRAIN DESIGN version 1.3 September 1997 PAGE 4 Mon Oct 29 16:51:12 2001 cumulative Junction Discharge computations cumulative Node weighted I.D. c-value cumulative Drainage Area (acres) Tc Intensity Supplied Discharge (cfs) Total Discharge (cfs) (min) Ci n/hr) Al 0 winstorm 0.900 1.070 10.00 TxDOT STORM DRAIN DESIGN conveyance configuration Data Flowline Elev. 8.635 0.000 8. 315 Version 1.3 September 1997 PAGE 5 Mon Oct 29 16:51:12 2001 Run I.D. Node I.D. US OS US OS shape # span (ft) Rise (ft) Length (ft) slope (%) n 1 Al 01 299.700 299.500 circ 1 n/a 1. 500 15.00 1.333 0.013 D winstorm TXDOT STORM DRAIN DESIGN conveyance Hydraulic computations Run Hydraulic Gradeline us Elev os Elev slope (%) Depth unif. Actual (ft) (ft) 1 303.394 303.300 0.63 0.912 1.500 version 1.3 September 1997 PAGE 6 Mon Oct 29 16:51:12 2001 velocity unif. Actual Q (fps) (fps) (cfs) Cap (cfs) June LOSS (ft) 7.40 4.71 8.315 12.130 0.000 DISCHARGE FREQUENCY = 100 TAILWATER 304.00 Page 2 3376T1RA.out 0 winstorm TxDOT STORM DRAIN DESIGN version 1.3 September 1997 PAGE 7 Runoff computations I.D. c value Area (acres) Tc (min) TC Used (min) Mon Oct 29 16:51:12 2001 Intensity supply Q Total Q (in/hr) (cfs) (cfs) A 1 0.900 1.070 10.00 10.00 11. 639 0.000 11.209 0 winStorm TXDOT STORM DRAIN DESIGN Version 1.3 September 1997 PAGE 8 Mon Oct 29 16:51:12 2001 sag Inlet configuration Data Inlet I.D. Inlet Type A 1 CURB 0 Winstorm Len9th/ Grate Left Per1m. Area Long (ft) (sf) (%) slope Right slope Trans Long Trans (%) (%) (%) Gutter Depth Critical n Depr. Allow Elev. (ft) (ft) 5.000 n/a 1.92 2.00 0.53 2.00 0.015 0.240 0.750 No value TXDOT STORM DRAIN DESIGN Version 1.3 September 1997 PAGE 9 Mon Oct 29 16:51:12 2001 sag Inlet Computation Data Inlet Inlet I. D. Type A 1 CURB 0 winstorm Len9th/ Grate Peri m. Area (ft) (sf) 5.000 n/a Total Q (cfs) 11. 209 Inlet Total Capacity Head (cfs) (ft) 15.204 0.808 Ponded widths Left Right (ft) (ft) 14.700 14.450 TXDOT STORM DRAIN DESIGN version 1.3 September 1997 PAGE 10 Mon Oct 29 16:51:12 2001 Page 3 cumulative Junction Discharge computations Node I.D. Al D weighted c-value 0.900 cumulative Drainage Area (acres) 1.070 cumulative Tc (min) 10.00 winstorm TXDOT STORM DRAIN DESIGN conveyance configuration Data Flowline Elev. 3376TlRA.out Intensity (in/hr) 11.639 Supplied Discharge (cfs) 0.000 Total Discharge (cfs) 11. 209 version 1.3 September 1997 PAGE 11 Mon Oct 29 16:51:12 2001 Run I.D. Node I.D. US DS us DS Shape # span Rise Length slope n (ft) (ft) (ft) (%) 1 Al 01 299.700 299.500 circ 1 n/a 1. 500 15.00 1.333 0.013 D winstorm TXDOT STORM DRAIN DESIGN conveyance Hydraulic computations Run Hydraulic Gradeline us Elev DS Elev slope (%) Depth Unif. Actual (ft) (ft) 1 304.171 304.000 1.14 1.139 1.500 D winstorm TXDOT STORM DRAIN DESIGN Computation Messages version 1.3 September 1997 PAGE 12 Mon Oct 29 16:51:12 2001 velocity uni f. Actual (fps) (fps) 7.78 6.34 Q (cfs) Cap (cfs) June Loss (ft) 11.209 12.130 0.000 version 1.3 September 1997 PAGE 13 Mon Oct 29 16:51:12 2001 *Warning: Left pond ed width exceeds allowabl e widt h at inlet id Al . *Warning: Right ponded width exceeds allowable width at inlet id Al. *Computation: Run = 1 -Pipe Flowing Full *Warning: Left ponded width exceeds allowable width at inlet id Al. Page 4 3376TlRA.out *Warning : Right ponded width exceeds allowable width at inlet id Al. *Computation: Run = 1 -Pipe Flowing Full NORMAL completion of winstorm. Page 5 3376T2RA.out winstorm TXDOT STORM DRAIN DESIGN version 1.3 September 1997 PAGE 1 JOB CONTROL : 1 JOB SECTION : 727 JOB NUMBER : 3376 PROJECT DESCRIPTION : CS MED MOB II DESIGN FREQUENCY : 10 Year ANALYSYS FREQUENCY : 100 Year MEASUREMENT UNITS: Input ENGLISH Runoff computations I.D. c 1 c 2 D c value Area (acres) 0.900 0.950 1.960 0.920 Tc (min) 10.00 10.00 Mon Oct 29 16:51:47 2001 Output ENGLISH Tc used (min) 10.00 10.00 Intensity supply Q Total Q (in/hr) (cfs) (cfs) 8.635 8.635 0.000 0.000 15. 231 7.547 winstorm TxDOT STORM DRAIN DESIGN Version 1.3 September 1997 PAGE 2 sag Inlet configuration Data Inlet I.D. Inlet Type Len~th/ Grate Left Per1m. Area Long (ft) (sf) (%) slope Right slope Trans Long Trans (%) (%) (%) Mon Oct 29 16:51:47 2001 Gutter Depth Critical n Depr. Allow Elev. (ft) (ft) C 1 CURB D 8.000 n/a 0.50 2.00 0.53 2.00 0.015 0.240 0.750 No value winstorm TxDOT STORM DRAIN DESIGN version 1.3 September 1997 PAGE 3 Sag Inlet Computation Data Inlet Inlet Len~th/ Grate Total I.D. Type Per1m. Area Q (ft) (sf) (cfs) Inlet Total capacity Head (cfs) (ft) Mon Oct 29 16:51:47 2001 Ponded widths Left Right (ft) (ft) Page 1 C 1 CURB 8.000 n/a 15. 231 3376T2RA. out 24.326 0.725 11.650 19.250 0 winstorm TxDOT STORM DRAIN DESIGN version 1.3 September 1997 PAGE 4 Mon Oct 29 16:51:47 2001 cumulative Junction Discharge computations cumulative Node weighted cumulative I.D. c -value Drainage Area (acres) Tc Intensity supplied Discharge (cfs) Total Discharge (cfs) (min) (in/hr) Cl 0.916 2.880 11. 20 8. 229 0.000 21. 709 Jl 0.950 0.920 10.00 8.635 0.000 7.547 C2 0.950 0.920 10.00 8.635 0.000 7.547 J2 0.950 0.920 10.00 8.635 0.000 7.547 0 winstorm TX DOT STORM DRAIN DESIGN version 1.3 September 1997 PAGE 5 Mon Oct 29 16:51:47 2001 Conveyance configuration Data Flowline Elev. Run I.D. Node I. D. US DS US DS Shape# Span Rise Length slope n 1 Cl 01 299.350 299.000 Ci re 2 Jl Cl 301. 950 300.350 Ci re 3 J2 Jl 302.500 301. 950 circ 4 C2 J2 303.100 302.500 circ 0 winStorm TX DOT STORM DRAIN DESIGN conveyance Hydraulic Computations Run Hydraulic Gradeline us Elev DS Elev slope (%) Depth unif. Actual (ft) (ft) 1 303.760 303.300 0.92 1.875 2.000 (ft) (ft). (ft) (%) 1 n/a 2.000 50.00 0.700 0.013 1 n/a 1. 500 240.00 0.667 0.013 1 n/a 1. 500 80.00 0.688 0.013 1 n/a 1. 500 80.00 0.750 0.013 version 1.3 September 1997 PAGE 6 Mon Oct 29 16:51:47 2001 velocity unif. Actual (fps) (fps) Q (cfs) Cap (cfs) June LOSS (ft) 7.10 6.91 21.709 18.927 0.000 Page 2 D 2 3 4 304.995 305.405 305.818 303.760 304.995 305.405 0.52 0. 52 0.52 1.092 1.078 1.042 DISCHARGE FREQUENCY = 100 1. 500 1. 500 1. 500 3376T2RA.out 5.47 4.27 7.547 5.55 4.27 7.547 5.75 4.27 7.547 TAILWATER = 304.00 8. 577 8. 710 9.097 0.000 0.000 0.000 winStorm TXDOT STORM DRAIN DESIGN version 1.3 September 1997 PAGE 7 Runoff computations I.D. c 1 c 2 n c value Area (acres) 0.900 0.950 1.960 0.920 TC (min) 10.00 10.00 Winstorm TxDOT STORM DRAIN DESIGN sag Inlet configuration Data Tc used (min) 10.00 10.00 Mon Oct 29 16:51:47 2001 Intensity Supply Q Total Q Ci n/hr) (cfs) (cfs) 11.639 11. 639 0.000 0.000 20.532 10.173 version 1.3 September 1997 PAGE 8 Mon Oct 29 16:51:47 2001 Inlet I.D. Inlet Type Length/ Grate Left Per1m. Area Long (ft) (sf) (%) slope Right slope Trans Long Trans (%) (%) (%) Gutter Depth n Depr. Allow (ft) (ft) critical Elev. C 1 CURB 0 8.000 n/a 0.50 2.00 0.53 2.00 0.015 0.240 0.750 No value winstorm TxDOT STORM DRAIN DESIGN Sag Inlet computation Data Inlet Inlet Length/ Grate Total Version 1.3 September 1997 PAGE 9 Mon Oct 29 16:51:47 2001 Inlet Total Ponded widths Page 3 3376T2RA.out I. D. Type Perim. Area (ft) (sf) Q (cfs) capacity Head Left Right (cfs) (ft) (ft) (ft) C 1 CURB 8.000 n/a 20.532 24.326 0.884 13.000 21.550 0 winstorm TxDOT STORM DRAIN DESIGN version 1.3 September 1997 PAGE 10 Cumulative Junction Discharge Computations Node weighted I.D. c-value Cl 0.916 Jl 0.950 C2 0.950 J2 0.950 0 cumulative Drainage Area (acres) 2.880 0.920 0.920 0.920 cumulative Tc Intensity (min) Ci n/hr) 11.13 11.134 10.00 11.639 10.00 11.639 10.00 11.639 Mon Oct 29 16:51:47 2001 supplied Discharge (cfs) 0.000 0.000 0.000 0 .000 Total Discharge (cfs) 29. 372 10.173 10.173 10.173 winstorm TX DOT STORM DRAIN DESIGN version 1.3 September 1997 PAGE 11 conveyance configuration Data Run I.D. 1 2 3 4 0 Node I. D. US DS Cl 01 Jl Cl J2 Jl C2 J2 winstorm TX DOT Flowline Elev. US OS 299.350 299.000 301. 950 300.350 302.500 301.950 303.100 302.500 STORM DRAIN DESIGN conveyance Hydraulic Computations shape # Span (ft) Ci re 1 n/a Circ 1 n/a Circ 1 n/a circ 1 n/a Mon Oct 29 16:51:47 2001 Rise (ft) 2.000 1. 500 1. 500 1. 500 Length (ft) slope (%) n 50.00 0.700 0.013 240.00 0.667 0.013 80 .00 0.688 0.013 80.00 0.750 0.013 Version 1.3 September 1997 PAGE 12 Mon Oct 29 16:51:47 2001 Hydraulic Gradeline Depth velocity June LOSS Run us Elev os Elev slope Unif. Actual unif. Actual Q Cap Page 4 3376T2RA.out (%) (ft) (ft) (fps) (fps) (cfs) (cfs) (ft) ------------------------------------------------------------------------------ 1 304.843 304.000 1. 69 1. 875 2.000 9.60 9.35 29. 372 18 . 927 0.000 2 307.094 304.843 0.94 1. 407 1. 500 5. 91 5.76 10.173 8. 577 0.000 3 307.844 307.094 0.94 1.407 1. 500 5.91 5.76 10.173 8. 710 0.000 4 308.595 307.844 0.94 1.407 1. 500 5.91 5.76 10.173 9.097 0.000 0 winstorm TXDOT STORM DRAIN DESIGN version 1.3 September 1997 PAGE 13 Mon Oct 29 16:51:47 2001 computation Messages *Warning: Right ponded width exceeds allowable width at inlet id Cl. *Warning : Discharge decreased downstream Junction J2 -previous intensity used *Warning: Discharge decreased downstream Junction Jl -previous intensity used *Computation: Run 1 -Insufficient capacity *Computation: Run = 2 -Pipe Flowing Full *Computation: Run = 3 -Pipe Flowing Full *Computation: Run = 4 -Pipe Flowing Full *Warning: Left ponded width exceeds allowable width at inlet id Cl. *Warning: Right ponded width exceeds allowable width at inlet id Cl. *Warning: Discharge decreased downstream Junction J2 -previous intensity used *Warning: Discharge decreased downstream Junction Jl -previous intensity used *Computation: Run 1 -Insufficient capacity *Computation: Run 2 -Insufficient Capacity *Computation: Run 3 -Insufficient Capacity *Computation: Run 4 -Insufficient capacity NORMAL completion of Winstorm. Page 5 RATIONAL CALCULATIONS -(Sub Drainage Areas) GENERAL INFORMATION Description: Sub-Drainage Area D1 Drainage Area = Coefficient of Runoff (Cwr0 ) = TIME OF CONCENTRATION (Tc) GIVEN Maximum Travel Distance (D1) = Velocity of Runoff (VcREEK) = Maximum Travel Distance (D2) = Velocity of Runoff (VcHANNELl = Maximum Travel Distance (D3) = Velocity of Runoff (V3) = 0.68 acres 0.60 0 ft ft 3.50 fsec 0 ft 2.25 ft/sec 450 ft 1.00 ft/sec **NOTE: Minimum Tc allowed= 10 min. 2 YEAR FREQUENCY, RATE OF DISCHARGE (Q) Coefficient (e) = 0.806 Coefficient (b) = 65 Coefficient ( d) = 8 5 YEAR FREQUENCY, RATE OF DISCHARGE (Q) Coefficient ( e) = 0.785 Coefficient (b) = 76 Coefficient ( d) = 8.5 10 YEAR FREQUENCY, RATE OF DISCHARGE (Q) Coefficient (e) = 0.763 Coefficient (b) = 80 Coefficient ( d) = 8.5 25 YEAR FREQUENCY, RATE OF DISCHARGE (Q) Coefficient ( e) = 0.754 Coefficient (b) = 89 Coefficient ( d) = 8.5 50 YEAR FREQUENCY, RATE OF DISCHARGE (Q) Coefficient (e) = 0.745 Coefficient (b) = 98 Coefficient ( d) = 8.5 100 YEAR FREQUENCY, RATE OF DISCHARGE (Q) Coefficient (e) = Coefficient (b) = Coefficient ( d) = 000727-33 76 Rati onal Calculations-Sub-Areas 0.73 96 8 RESULT Tc1 = Tc2 = Tc3 = Tc= Rainfall Intensity (1 2) = Rainfall Intensity (15) = Rainfall Intensity (110) = Rainfall Intensity (1 25) = Rainfall Intensity (1 50) = Rainfall Intensity {1 100) = 0.0 min. 0.0 min. 7.5 min. 7.5 min. 6.327 inlr.r 7.693 in/~" 8.635 in/hr 9.861 in/hr 11.148 in/hr 11.639 in/hr B-8 Texas Hydraulic System Culvert Design CS MED MOBii 000727-3376 Brazos County On-Site Storm Sewer Improvements Dl Shape: !circular Material: I Concrete S~an:~ft Rise: CIQ2J ft Barrels: I 11 Discharge Description lOYR 100 YR Q total (cfs) 3.55 4.79 *Backwater (BW = HW -TW -S·L) HW TW elevation elevation (ft) (ft) 304.06 303.50 304.11 303.50 I :\PROJECTS\700\33 76-C-l \DRREP0-1 \3376Tl RA.CL V Length(L): I 50.ool ft Slope(S): I o.01otj n:~ Ke:~ Entrance Type:l ._M_i_te_r_ed ______ ~ BW* (ft) 0.06 0.11 v out (ft) 3.47 3.61 Q Inlet Ctl Outlet Ctl over road HW depth HW depth (cfs) (ft) (ft) 0.82 1.21 1.56 1.95 1.26 1.61 I 0/29/0 I