The URL can be used to link to this page

Home My WebLink About77 Regency South 1816 Brothers Blvd 00-77Engineer's Estimate For Sanitary Sewer Improvements To A Replat Of A 1.51 Acre Tract Being Block 1 -Regency South College Station, Brazos County, Texas * December, 2000 * s "t s t 1. 2 . 3. 4 . 5 . 6" Diameter SDR 26-3034 P.V.C . 284 l.F. $14.00 $3,976.00 Sanitary Sewer Line (0'-5' Depth) Tie Into Exist i ng Sanitary Sewer 1 L.S . $350.00 $350.00 Manhole Standard Sanitary Sewer Manhole 2 EA . $1,400.00 $2 ,800.00 (0'-8' Depth) 4" Diameter P.V.C . Service Line 5 L.F . $10.00 $50.00 . Stub -Out 4 " Plug 1 EA . $25 .00 $25.00 Total Estimated Cost For Sanitary Sewer Improvements: $7,201.00 F E REVIEWED FOR co~~PI I At\ICE JAN 0 3 2001 COLLEGE STATION . I ENGINEERING ~~\J •Garrett Engineering• 4444 Carter Creek Parkway Su ite 108 •Bryan, Texas 77802 •Telephone: (979) 846-2688 • 1. 2. 3. Engineer's Estimate For Drainage Imp rovements To A Replat Of A 1.51 Acre Tract College Station, Brazos Co unty, Texas • December, 2000 • 4" Thick Reinforced Concrete Channel Lining 369 S.F. With #6 -6" x 6" Welded Wire Mesh Reinforcement -3000 P.S .I. Concrete (28-Day Strength) Channel Excavation ("In-Place" Quantity) 27 C .Y. TCS #018 Limestone Rock Rubble Rip -Rap 167 S.Y. Or Approved Equal $2.50 $922.50 $3 .50 $94.50 $25 .00 $4, 175.00 T otal Estimat ed Cost Fo r Drainage Improvem ents: $5, 192.00 F REVIEWED FOR cn~APf IAl\JCE JAN 0 3 2001 COLLEGE s I A .. ENGINEER1N~v)~ \ •r .• c1 •I I Engineer's Estimate · For Drainage Improvements To A Replat Of A 1.51 Acre Tract Being Block 1 -Regency South College Station, Brazos County, Texas D . el t 1. 4 " Thick Reinforced Concrete Channel Lining w/#6 -6X6" Welded wi re mesh Reinforcement (3000 P.S.I. Concrete 28-Day Strength) 2 . Channel Excavation ("In -Place· Quantity) 3 . TCS #018 Limestone Rock Rubble Rip -Rap * December, 2000 * 1142 27 91 S.F. $2.50 C.Y. $3 .50 S.Y. $25 .00 u Improvements: 11 "'060 oO '-J $2 ,855 .00 $94 .50 $2 ,2 75.00 br -/i I \(Jl I r/ ) i o " 'if r>1 "f'/ / 'eJ' *Ga rrett Engineeri ng* 4444 Carter Creek Parkway Su ite 108 *Bryan . Te xas 77802 *Teleph one : (979) 846 -2688 " «W COLllGl STA.TION DEVELOPMENT PERMIT PERMIT NO . 500077 DP-REGENCY SOUTH FOR AREAS IN THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: DATE OF ISSUE: OWNER: TYPE OF DEVELOPMENT: RESIDENTIAL SPECIAL CONDITIONS: SITE ADDRESS: 1816 BROTHERS BL VD DRAINAGE BASIN: CARTER CREEK VALID FOR 6 MONTHS CONTRACTOR: GLENN THOMAS All construction must be in compliance with the approved construction plans. The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design Criteria. The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetat:-::1 occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its original condition, placement and state. The Owner and/or Contractor shall be responsible for any damage to adjacent properties, city streets or infrastructure due to heavy machinery and/or equipment as well as erosion, siltation or sedimentation resulting from the permitted work. Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced before any operations of this permit can begin. I hereby grant this permit for development of an area in the special flood hazard area. All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit application for the above named project and all of the codes and ordinances of the City of College Station that apply. Date / j Owner/ Agent/ Contractor Date 1. 2 . 3. I Engineer's Estimate For Drainage Improvements To A Replat Of A 1.51 Acre Tract College Station, Brazos County, Texas • December, 2000 • 4" Thick Re i nforced Concrete Channel Lining 369 S .F. With #6 -6 " x 6 " Welded Wire Mesh Reinforcement -3000 P.S.I. Concrete (28-Day Strength) Channel Excavation ("In-Place" Quantity) 27 C.Y. TCS #018 Limestone Rock Rubble Rip-R ap 167 S.Y . Or Approved Equal $2 .50 $922.50 $3.50 $94.50 $25.00 $4, 175 .00 Total Estimated Cost For Drainage Improvements: $5, 192.00 REVIEWED FOR C0~!1PI IAl\ICE JAN 0 3 2001 COLLEGE SIA I iUl\I j ENGINEERING ~ \ ~~·· r . ' . Engineer's Estimate For Sanitary Sewer Improvements To A Replat Of A 1.51 Acre Tract Being Block 1 -Regency South College Station , Brazos County, Texas *December, 2000 * s •t s I t ~ i ~ r~~!)"t'~o •;J.~ ~I~;) ~I 'I" :.it 'I:~""' 1 O ~ ' I>" 'I" ~ j 1 I~ I ·~lllJ I •I 1 ~'i" ' lji1'' I~~ 4 ; """°'~!~! ';-..,.l 1~1;:~ t::1;~1~tl t' ~ :~:~ l~r ~~~~~ :~,. ~ '"', ~::! ~~~~ :.: II : r"~°''~~~~1 ,f17:'~r~r:; ~(:r;,~ir:.:~~~ 1111~lijNtil1~ ·Vt·lt l(.1 ,~~~·1i...!111 ~A·•"''' I I 1 ) '~ ,, '1' 1'1 ,. Lltt ':fiit·~1~ .. ~;'!' r \, ,14(1:'-· 'ill \N11ilt 1'-1 :·1 lt.i~ ~1.1 .... r~~.u !II '.r 11 I, ! 1,1·1 ~ .. 1·1i·~H1 ·~~!, ""~1·(·~ k.. .. '.J'i.~?.~~··:·:\f'.~~'ilq:,j'.~2,•1<' ", 1 1: ,' l ,' 'r ~·1 ,. '•,' 9 • 1 L ·~.1 ~l;;rJ.~:~~1~~1~:1~u~11 1~11 111:;i~1w1!1~~b~L1~r.:"J1 ··~-~:.'i 11 ~ ~ ,,111,h~~i,i.,::1;·:1~~.~4Jh.~~b·~!'l(~1~ 1. 2 . 3 . 4 . 5 . 6" Diameter SOR 26·3034 P.V.C . 284 L.F . $14.00 $3 ,976.00 Sanitary Sewer Line (0'-5' Depth) Tie Into Existing Sanitary Sewer 1 L.S . $350.00 $350.00 Manhole Standard Sanitary Sewer Manhole 2 EA . $1,400.00 $2,800.00 (0 '·8' Depth) 4" Diameter P.V.C . Service Line 5 L.F . $10.00 $50.00 Stub-Out 4 " Plug 1 EA. $25 .00 $25 .00 Total Estimated Cost For Sanitary Sewer Improvements: $7,201.00 REVIEWED FOR co~nPI IAl\JCE JAN 0 3 2001 COLLEGE STATION .\. I ENGINEERING~~ \J *Garrett Eng ineering* 4444 Carter Creek Parkway Suite 108 *Bryan , Texas 77802 *Telephone : (979) 846·2688 * DRAINAGE COMPUTATIONS For Replat Block 1-Regency South 1.51 Acre Tract College Station, Brazos County, Texas Prepared for Glenn Thomas 11 10 12th Man Circle College Station, Texas 77845 Telephone: (979) 690-7117 Prepared by: Garrett Engineering REV\EWED FOR CO~APL\ANCE JAN 0 3 2001 COLLEGE STA'fl~~\\J ENG\NEER\NGI"\" ., 4444 Carter Creek Parkway -Suite 108 Bryan, Texas 77802 Telephone: (979) 846-2688 *December, 2000 * Garrett Engi.-ring -444-4 Caner CrMk Parkway Suite 108 -8fyan. Tex11 77802 -Telephone: 1409) 848-2688 -Fax : 1409) 848-3094 -Paga 1 ~ . .. '\ -----· -------------------------- --------------------------------------------------- ·~/LU Eo·s ----------+-'---9!-------- ;!;fif'k (~) ?..-10'0 %. u Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Depth Left Side Slope Right Side Slope Results Discharge Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. FULL FLOW CAPACITY OF 'V'-CHANNEL Worksheet for Triangular Channel c:\haestad\academic\fmw\regency _. fm2 FULL FLOW CAPACITY OF 'V'-CHANNEL Triangular Channel Manning 's Fonnula Discharge 0.013 0.005000 ft/ft 1.50 ft 6.000000 H : V 6.000000 H : V 89 .25 cf s 13 .50 ft2 18.25 ft 18 .00 ft 1.69 ft 0.002653 ft/ft 6.61 ft/s 0.68 ft 2.18 ft 1.35 Academic Edition 12/14/00 10 :05:37 AM Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Fl owMaster v5 .17 P age 1 of 1 12/14/00 Table Rating Table for Triangular Channel Project Description Project File Worksheet Flow Element Method c:\haestad\academic\fmw\regency _. fm2 FULL FLOW CAPACITY OF 'V'-CHANNEL Triangular Channel Solve For Constant Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Input Data Minimum Depth 0.00 Rating Table Manning's Formula Discharge 0.013 0.005000 ft/ft 6.000000 H : V 6.000000 H : V Maximum Depth Discharge Velocity ~ftl ~cfsl ~ft/sl 0.00 0.00 0.00 0.01 0.14e-3 0.23 0.02 0.89e-3 0.37 0.03 0.26e-2 0.49 0.04 0.01 0.59 0.05 0.01 0.68 0.06 0.02 0.77 0.07 0.03 0.86 0.08 0.04 0.94 0.09 0.05 1.01 0.10 0.07 1.09 0.11 0.08 1.16 0.12 0.11 1.23 0.13 0.13 1.29 0.14 0.16 1.36 0.15 0.19 1.42 0.16 0.23 1.49 0.17 0.27 1.55 0.18 0.31 1.61 0.19 0.36 1.67 0.20 0.41 1.73 0.21 0.47 1.78 0.22 0.53 1.84 Increment 0.01 ft Academic Edition 10 :0 7 :44 AM Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.1 7 Page 1 of 4 Table Rating Table for Triangular Channel Rating Table Depth Discharge Velocity (ft) (cfs) (ft/s) 0.23 0.60 1.89 0.24 0.67 1.95 0.25 0.75 2.00 0.26 0.83 2.06 0.27 0.92 2.11 0.28 1.02 2.16 0.29 1.12 2.21 0.30 1.22 2.26 0.31 1.33 2.31 0.32 1.45 2.36 0.33 1.57 2.41 0.34 1.70 2.46 0.35 1.84 2.51 0.36 1.99 2.55 0.37 2.14 2.60 0.38 2.29 2.65 0.39 2.46 2.69 0.40 2.63 2.74 0.41 2.81 2.78 0.42 2.99 2.83 0.43 3.19 2.87 0.44 3.39 2.92 0.45 3.60 2.96 0.46 3.82 3.01 0.47 4.04 3.05 0.48 4.28 3.09 0.49 4.52 3.14 0.50 4.77 3.18 0.51 5.03 3.22 0.52 5.29 3.26 0.53 5.57 3.30 0.54 5.85 3.35 0.55 6.15 3.39 0.56 6.45 3.43 0.57 6.76 3.47 0.58 7.08 3.51 0.59 7.41 3.55 0.60 7.75 3.59 0.61 8.10 3.63 0.62 8.46 3.67 0.63 8.83 3.71 0.64 9.21 3.75 0.65 9.60 3.79 0.66 10.00 3.82 12/14/00 Academic Edition 10:07:44AM Haestad Methcxls, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster vS.17 Page 2 of 4 Table Rating Table for Triangular Channel Rating Table Depth Discharge Velocity (ft) -~s) (ft/s) 0.67 10.40 3.86 0.68 10.82 3.90 0.69 11.25 3.94 0.70 11.69 3.98 0.71 12.14 4.02 0.72 12.61 4.05 0.73 13.08 4.09 0.74 13.56 4.13 0.75 14.06 4.16 0.76 14.56 4.20 0.77 15.08 4.24 0.78 15.61 4.28 0.79 16.15 4.31 0.80 16.70 4.35 0.81 17.26 4.38 0.82 17.83 4.42 0.83 18.42 4.46 0.84 19.02 4.49 0.85 19.63 4.53 0.86 20.25 4.56 0.87 20.88 4.60 0.88 21.53 4.63 0.89 22.19 4.67 0.90 22.86 4.70 0.91 23.54 4.74 0.92 24.24 4.77 0.93 24.95 4.81 0.94 25.67 4.84 0.95 26.40 4.88 0.96 27.15 4.91 0.97 27.91 4.94 0.98 28.68 4.98 0.99 29.47 5.01 1.00 30.27 5.05 1.01 31.09 5.08 1.02 31.91 5.11 1.03 32.75 5.15 1.04 33.61 5.18 1.05 34.48 5.21 1.06 35.36 5.25 1.07 36.26 5.28 1.08 37.17 5.31 1.09 38.09 5.34 1.10 39.03 5.38 12/14100 Academic Edition 10:07:44AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.17 Page 3 of 4 Table Rating Table for Triangular Channel Rating Table 12114/00 10:07:44AM Depth Discharge Velocity (ft) (cfs) (ft/s) 1.11 39.98 5.41 1.12 40.95 5.44 1.13 41.94 5.47 1.14 42.93 5.51 1.15 43.94 5.54 1.16 44.97 5.57 1.17 46.01 5.60 1.18 47.07 5.63 1.19 48.14 5.67 1.20 49.22 5.70 1.21 50.33 5.73 1.22 51.44 5.76 1.23 52.58 5.79 1.24 53.72 5.82 1.25 54.89 5.85 1.26 56.06 5.89 1.27 57.26 5.92 1.28 58.47 5.95 1.29 59.70 5.98 1.30 60.94 6.01 1.31 62.20 6.04 1.32 63.47 6.07 1.33 64.76 6.10 1.34 66.07 6.13 1.35 67.39 6.16 1.36 68.73 6.19 1.37 70.08 6.22 1.38 71.46 6.25 1.39 72.85 6.28 1.40 74.25 6.31 1.41 75.68 6.34 1.42 77.11 6.37 1.43 78.57 6.40 1.44 80.05 6.43 1.45 81.54 6.46 1.46 83.04 6.49 1.47 84.57 6.52 1.48 86.11 6.55 1.49 87.67 6.58 1.50 89.25 6.61 Academic Edition Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.17 Page4 of 4 90.0 80 .0 Project Description Project File Worksheet Flow Element Method Solve For Constant Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Input Data Minimum Depth 0.00 FLOW CAPACITY OF "V''-CHANNEL Plotted Curves for Triangular Channel c:\haestad\academic\fmw\regency_.fm2 FUL FLOW CAPACITY OF "V"-CHANNEL Triangular Channel Manning's Formula Discharge 0.013 0.005000 ft/ft 6.000000 H : V 6.000000 H : V Maximum Increment 0.01 ft Discharge vs Depth I I / I 70.0 60.0 -(/) -~50 .0 Q) e llJ -fi 40.0 (/) 0 30.0 20.0 10.0 0 .0 0.0 12114/00 10:16:57 AM 0 .2 ~ v ---0.4 0 .6 / / / v 0 .8 Depth (ft) Academic Edition 1 .0 I / 1.2 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 1.4 1 .6 FlowMaster v5.17 Page 1 of 1 . . .. I. --· ,, .. · . ) .. -'""' ,.\•f •Ir•' .. 4. ... , •• . . , , ... .. ·r · •' ·'· .. " ' ' ·~ ( I. ' ... . ·~' Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient 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 supercritica l. DESIGN DEPTH OF FLOW IN "V'-CHANNEL Worksheet for Triangular Channel c:\haestad\academic\fmw\regency_. fm2 FULL FLOW CAPACITY OF 'V'-CHANNEL Triangular Channel Manning 's Formula Channel Depth 0.013 0. 005000 fVft 6.000000 H : V 6. 000000 H : V 20.00 cfs 0.86 ft 4.40 ft2 10.41 ft 10 .27 ft 0.93 ft 0.003239 ft/ft 4.55 ft/s 0.32 ft 1.18 ft 1.23 Academic Edition 12/14/00 10 :10 :27 AM Haestad Methods . Inc. 37 Brookside Road Waterbury, CT 06708 (20 3) 755-1666 Fla.vMaster v5 .17 Page 1of1 • DRAINAGE COMPUTATIONS For A Replat Of A 1.51 Acre Reserve Tract Block 1, Regency South College Statio11 , Brazos County, Texas Pr epare d for Mr. Glenn Thomas 111 O 12th Man Circle College Station, Texas 77845 Prerare d by : Garrett Engineering 4444 Carter Creek Parkway -Suite 108 Bryan, Texas 77802 Telephone: (409 ) 846-2688 *November, 2000 * Garrett Engineering . 4444 Carter C reek Parkway Suite 108· Bryan . Texas 771!1J2 ·Telephone: (409) 846-2688 ·Fax: (409) 846-3094 ~\-00 9:3~ • Drainage Computations For A Replat Of A 1.51 Acre Tract Block 1, Regency South College Station, Brazos County, Texas Computations contained herewith are provided to first determine the existing peak storm water discharge rates from the subject tract and second determine the impact on the discharge as a function of developing the subject property based on the requested zoning and the associated changes in run-off coefficients. Jeff Tondre indicated in July, 1998 (when the subject project was initiated) that if the impact area was less than one (1) acre, he would not be expecting to see storm water detention incorporated with this project. The total project area is 1.51 acres, howeve r approximately 0.75 acres will remain undeveloped grass areas which yields an impacted area of approximately 0.76 acres. Based on this realization Steve Beachy with the Parks Department was contacted to determine if anticipated storm water discharge would be allowed to sheet drain across the City Park lying immediately downstream from th e subject tract. Mr. Beachy indicated that he did not have a problem with said scenario and thus the assumption to allow storm water discharge to exit the subject site unmetered from was arrived at. A rectangular flume with a four foot -four inch (4'-4") wide bottom is proposed to direct the anticipated storm water discharge from the existing cul-de-sac area to the east boundary line of the subject tract where same flume will terminate with a twenty-four (24") inch toewall. Limestone rock rubble rip-rap will be placed a same termination point to dissipate the discharge energy and armor the existing natural ground to minimize erosion in the vicinity of said end of flume. The flume depth was set at nine inches (0.75') and the lon gitudinal gradient was set at 0.50%. The geometry provided will allow for satisfactory conveyance of the storm water discharge as generated by the 2, 5, 10, 25, 50 and 100-year storm events. The flume was designed based on the total area tributary to the proposed flume and sam e area was derived from City of College Station topographic maps and actual on-the-ground observations. Said tributary area was determined to be approximately 2.09 acres. Comparisons of pre and post development conditions peak storm water discharge rates as well as hyd ographs (tabular and graphical) are included for City Staff review and consideration . Vicinity Map n. t.s . • • Determine Total Current Conaition •· Peak Storm Water Discharge Rates Trib utary Area ("A "): 1.51 Acres Pervious Area : 1.35 Acres Impervious Area: 0.16 Acres Run-Off Coefficient ("Cwt"): 0.36 Time Of Concentration ("Tic "): Woodlands: Low Elevation : High Elevation: Distance (Feet): Slope (%Grade): Velocity ("Vw "): T ime: Pastures: Low Elevation: High Elevation : Distance (Feet): Slope (%Grade): Veloc ity ("Vp"): Time : Pavements: Low Elevation : High Elevation: Distance (Feet): Slope (%Grade): Velocity ("Vpave"): Time : Total Travel Time: Hourly Intensity Rates ("I"): 2-Year: 6.33 5-Year: 7.69 10-Year: 8.63 25-Year: 9.86 50 -Year: 11.15 100-Year: 12 .63 Peak Discharge Rate ("Q "): 2 -Year: 3.47 5-Year: 4 .22 10-Year: 4 .74 25-Year : 5.41 50 -Year: 6.12 100-Year: 6.93 C= 0.30 C= 0.90 0.00 0.00 0.00 0.00 0.00 Feet I Second 0.00 Minutes 0.00 0.00 0.00 0.00 0.00 Feet I Second 0.00 Minutes 0.00 0.00 0.00 0.00 0.00 Feet I Second 0.00 Minutes 10.00 Minutes Inches I Hour Inches I Hour Inc.hes I Hour Inches I Hour Inches I Hour Inches I Hour Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Gorrell Engine91ng . 4444 Cort er C reek P<rkwcry Suite 108 • B<yo n . T exos 7711)2 ·Telephone : (409) 846-2688 • Fox: (409) 846-3094 - Determine Post-development Peak Storm Water Discharge (No Detention} Tributary Area ("A"): 1.51 Acres Pervious Area: 0.75 Acres Impervious Area : 0 .76 Acres Run-Off Coefficient ("Cwt"): 0.60 C= 0 .30 C= 0.90 Time Of Concentration ("T/c"): 10 Minutes Hourly Intensity Rates ("I"): 2-Year: 6.33 Inches I Hour .. 5-Year: 7.69 Inches I Hour 10-Year: 8.63 Inches I Hour 25-Year: 9.86 Inches I Hour 50-Year: 11.15 Inches I Hour 100-Year: 12 .63 Inches I Hour Peak Discharge Rate ("Q"): 2-Year: 5.75 Cubic Feet I Second 5-Year: 6.99 Cubic Feet I Second 10-Year: 7.85 Cubic Feet I Second 25-Year: 8.96 Cubic Feet I Second 50-Year: 10.13 Cubic Feet I Second 100-Year: 11.48 Cubic Feet I Second Comparison Of Predevelopment And Post-development Peak Discharge Rates Predevelopment Post-Development Increase 2-Year: 3 .47 Ft3/sec 5. 75 Ft3/sec 2 .28 Ft3/sec 5-Year: 4 .22 Ft3/sec 6.99 Ft3/sec 2. 77 Ft3/sec 10-Year: 4. 7 4 Ft3/sec 7.85 Ft3/sec 3.11 Ft3/sec 25-Year: 5.41 Ft3/sec 8 .96 Ft3/sec 3 .55 Ft3/sec 50-Year: 6.12 Ft3/sec 10.13 Ft3/sec 4 .01 Ft3/sec 100-Year: 6.93 Ft3/sec 11.48 Ft3/sec 4.55 Ft3/sec Gorrell Englnee<ing. 4444 Corte< Creek Pe<kw cry Suite 108 • B<yon . Texas 7711J2 ·Telephone: (409) 846-21188 ·Fox: (409) 846-3094 ,.. Time (Minutes) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 Current Condition (Predevelopinent) Inflow Hydrograph Ordinates (Cubic Feet per Second) 2-Year Storm 0.00 0.35 0.69 1.04 1.39 1.74 2.08 2.43 2.78 3.13 3.47 3.30 3.13 2.95 2.78 2.60 2.43 2.26 2.08 1.91 1.74 1.56 1.39 1.22 1.04 0.87 0.69 0.52 0.35 0.17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5-Year Storm 0.00 0.42 0.84 1.27 1.69 2.11 2.53 2.96 3.38 3.80 4.22 4.01 3.80 3.59 3.38 3.17 2.96 2.75 2.53 2.32 2.11 1.90 1.69 1.48 1.27 1.06 0.84 0.63 0.42 0.21 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10-Year 25-Year Storm Storm 0.00 0.00 0.47 0.54 0.95 1.08 1.42 1.62 1.90 2.17 2.37 2.71 2.84 3.25 3.32 3.79 3.79 4.33 4.27 4.87 4.74 5.41 4.50 5.14 4.27 '4.87 4.03 4.60 3.79 4.33 3.56 4.06 3.32 3.79 3.08 3.52 2.84 3.25 2.61 2.98 2.37 2.71 2.13 2.44 1.90 2.17 1.66 1.89 1.42 1.62 1.19 1.35 0.95 1.08 0.71 0.81 0.47 0.54 0.24 0.27 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SO-Year 100-Year Storm Storm ·o.oo o.oo 0.61 0.69 1.22 1.39 1.84 2.08 2.45 2.77 3.06 3.47 3.67 4.16 4.28 4.85 4.90 5.55 5.51 6.24 6.12 6.93 5.81 6.59 5.51 6.24 5.20 5.89 4.90 5.55 4.59 5.20 4.28 4.85 3.98 4.51 3.67 4.16 3.37 3.81 3.06 3.47 2.75 3.12 2.45 2.77 2.14 2.43 1.84 2.08 1.53 1.73 1.22 1.39 0.92 1.04 0.61 0.69 0.31 0.35 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gooen Engineering. 444'1 Co~er Creek Porkwcry Suite Joa· Bryon. Texas 77002 ·Telephone: (409) 846-2688 ·Fax: (409) 846-3094 46 0.00 0.00 0.00 0.00 0.00 0.00 47 0.00 0.00 0.00 0.00 0.00 0.00 48 0.00 0.00 0.00 0.00 0.00 0.00 49 0.00 0.00 0.00 0.00 0.00 0.00 50 0.00 0.00 0.00 0.00 0.00 0.00 51 0.00 0.00 0.00 0.00 0.00 0.00 52 0.00 0.00 0.00 0.00 0.00 0.00 53 0.00 0.00 0.00 0.00 0.00 0.00 54 0.00 0.00 0.00 0.00 0.00 0.00 55 0.00 0.00 0.00 0.00 0.00 0.00 56 0.00 0.00 0.00 0.00 0.00 0.00 57 0.00 0.00 0.00 0.00 0.00 0.00 58 0.00 0.00 0.00 0.00 0.00 0.00 59 0.00 0.00 0.00 0.00 0.00 0.00 60 0.00 0.00 0.00 0.00 0.00 0.00 Garrett Engineering. 444<1 Corter Creek Parkway SUie 108-Bryon. Texas 77ll02 -Telephone: (409) 841>2688 -Fax: (409) 841>3094 ... 46 0.00 0.00 0.00 0.00 0.00 0.00 47 0.00 0.00 0.00 0.00 0.00 0.00 48 0.00 0.00 0.00 0.00 0.00 0.00 49 0.00 0.00 0.00 0.00 0.00 0.00 50 0.00 0.00 0.00 0.00 0.00 0.00 51 0.00 0.00 0.00 0.00 0.00 0.00 52 0.00 0.00 0.00 0.00 0.00 0.00 53 0.00 0.00 0.00 0.00 0.00 0.00 54 0.00 0.00 0.00 0.00 0.00 0.00 55 0.00 0.00 0.00 0.00 0.00 0.00 56 0.00 0.00 0.00 0.00 0.00 0.00 57 0.00 0.00 0.00 0.00 0.00 0.00 58 0.00 0.00 0.00 0.00 0.00 0.00 59 0.00 0.00 0.00 0.00 0.00 0.00 60 0.00 0.00 0.00 0.00 0.00 0.00 Garett Englneerng -4444 Corter Creek PcrkwCl'{ Suite 108 • Blyon. Texas 77002-Telephone: (4'.)9) 846-2688 -Fox: (409) 846-3094 - - ...... 1J c: 0 0 Cl) ... a.. - LL. 'O :a :I u ..... C) ... 0 .s::. 0 Cl'I i5 6.00 5 .00 4.00 3 .00 2 .00 1.00 0 .00 ("\ Total Current Development Vs. Total Post-Development (No Detention) Peak -Discharge Rates 2-Year Storm Event .....,......--Curr ent Development Hydrograph ---Tot al Post-Development Hydrograph Total Current Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 5-Year Storm Event Q; a.. 6 .00 ----#-+~~---+-----+-----+-------,f-------i Qi £ 5 .00 ------+--~--!------+-----+----~"-------~ 0 ...... ·-1J 4 00 .__-1---A-'o..---~f------+-------1-----+-----l .0 c: . :I 0 () 0 ..... 3 .00 --+-~--+---"'r---+-"lr-----+------+-----1-------i Cl) ~ 0 2 .00 --+--+-----+--------~--+------+-----1-------i .s::. 0 '3 1.00 0 .00 +-----+-----+-----'1----+-----+-----t 0 10 20 Current Development Hydrograph 30 40 50 60 Time (Minutes) ---Post -Development Outflow Hydrograph Wit h o ut Detention Gooelt Eng ineering-4444 Cort er C reek Pcwkwoy Suit e 108 -Bryo n . T exos 778'2 -Telej::tlone: (409) 84<>-~ ·Fox: (409) 84<>-3094 • Total Current Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 10-Year Storm Event ~ 7 ,00._----#-+~~---+----~-----+-~---+------l ll.. Qi 6.00._ __ _,_-+-~r----+----~-----+-----+------l Q) ....... . 2 u 5.00 .0 c 8 8 4 .00 ___ _..,__.,._.. __________ __.>------+-----+---------< ....... Q) ~ V> 3.00 0 '5 2 .00 Cl) c 1.00+-#+----+-----+----"....-~-----+-----+------l 0 .00 +-----+----~---..... -----.----+-----1 0 10 20 ---Current Development Hydrograph 30 . 40 50 60 Time (Minutes) ---Post-Development Outflow Hydrograph Wit ho ut Detention Total Current Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 25-Year Storm Event 1.00 +-1-?------+-----+---~.--lf-------+-----+--------l 0 .00 .... ----1-----+------'l~----+-----+------t 0 10 20 Current Development Hydrograph 30 40 50 60 Time (Minutes) ---Post-Development Outflow Hydrograph Wit h out Detention G<wrett Engineering. 4444 Corter C reek Pcrlcw oy Suite 108 ·&yo n . Texas 77002 ·Telephone: (409) 846-2688 ·Fox: (409) 846-3094 • ..... u c: 0 0 Cl> U) ... Cl> 0... -Cl> Cl> 1£.. .. 0 :0 :::J () ......, Cl> CJ) ... 0 .s::. 0 I/) 0 -Cl> Cl> 1£.. 12.00 10.00 8 .00 6.00 4 .00 2 .00 0 .00 12 .00 10 .00 Total Current Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 50-Year Storm Event Current Development Hydrograph ---Post -Development Outflow Hydrograph Wit·hout Detention Total Current Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 100-Year Storm Event 0 ..... ·-u 8 .00 ..0 c: :::J 0 () 0 6 .00 ......, Cl> Cl> U) CJ) ... ... Cl> 4 .00 0 0... .s::. 0 I/) 2.00 0 0 .00 0 10 20 ---Current Development Hydrograph 30 40 50 60 Time (Minutes) ---Post-Development Outflow Hydrograph Without Detention Garett Engineering. 4444 Corte< Creel< Pcwkwoy SUie 108. B<yon . T exos 77802 • T&lephone : (409) 841>-2688 • Fox: (409) 841>-3094 - Determine Total Peak Flow To Proposed Flume Tributary Area ("A"): 2 .09 Acres Pervious Area: 1.04 Acres Impervious Area : 1.05 Acres Run-Off Coefficient ("Cwt "): 0 .60 Time Of Concentration ("T/c "): Woodlands: Low Elevation : High Elevation : Distance (Feet): Slope (%Grade): Velocity ("Vw"): Time : Pastures: Low Elevation: High Elevation : Distance (Feet): Slope (%Grade): Velocity ("Vp"): Time : Pavements: Low Elevation : High Elevation : Distance (Feet): Slope (%Grade): Velocity ("Vpave "): Time: Total Travel Time: Hourly Intensity Rates ("I"): 2-Year: 6 .33 5-Year: 7.69 10-Year: 8.63 25-Year: 9.86 50-Year: 11.15 100-Year: 12 .63 Peak Discharge Rate ("Q"): 2-Year: 7.95 5-Year: 9.67 10-Year: 10.85 25-Year : 12.40 50-Year : 14.01 100-Year : 15.88 C= 0.30 C= 0.90 0.00 0.00 0 .00 0 .00 0 .00 Feet I Second 0.00 Minutes 0 .00 0.00 0.00 0 .00 0.00 Feet I Second 0 .00 Minutes 0.00 0.00 0 .00 0.00 0.00 Feet I Second 0.00 Minutes 10.00 Minutes Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Gmett Engtne .. ng · 4444 Corter Creek Parkway Suit e 108· Bryon. Texas 77ffJ2 -Telephone: (409) 846-2688 -Fox: (409) 846-3094 - Project Descrip tion Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Depth Bottom Width Results Discharge Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Veloc ity Head Specific Energ y Froude Number Flow is supercritical. Full Flow Capacity Of Propo sed Flume Workshe et for Rectangular Channel c :\haestad\academic\fmw\gthomas .fm2 Full Flow Capacity Of Proposed Flume Rectangular Channel Manning 's Formula Discharge 0.013 0.005000 ft/ft 0.75 ft 4.33 ft 17 .77 els 3 .25 ft 2 5 .83 ft 4 .33 ft 0 .81 ft 0 .004035 ft/ft 5.47 fUs o'.47 ft 1 .22 ft 1.11 Acade mi c Edition 11 /01/00 11 :48:41 AM Haestad Me th ods , Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Fl owMaster v5 .17 Page 1 of t - 18.0 16.0 14 .0 12 .0 (/) - Project Description Project File Worksheet Flow Element Method Solve For Constant Data Mannings Coefficient Channel Slope Bottom Width Input Data Minimum Depth 0.00 Full Flow Capacity Of Pr o posed Flume Plotted Curves for Rectangular C h annel c :\haestad\academic\fmw\gthomas.fm2 Full Flow Capac i ty Of Proposed Flume Rectangular Ch a nnel Manning's Formul a Discharge 0 .013 0 .005000 ft/ft 4 .33 ft Maximum 0.75 Increment 0 .01 ft Discharge vs Depth .......... ,,. ........................ , ................ , ................................................................... . . . . . . . ........................................................................ -................................... . .......... I' ............... , ............... , ............ , .................. , ................ , .... .. ................ · ............... · .............. · ................ • ................. · ................ -·-............ -· ........ .. ~ 10 .0 ................ ,· ................ ,· .............. ·,· .............. ·.· ............. ·.· .............. ·.· ............ -............. . (]) Ol ..... ell ..c (.) (/) 0 8 .0 ................ \. ............. • ............. •'• ............. ·'· .............. -·-.................................. • .......... . 6 .0 ................................................................ . . . .. ................................................................. . . . . . 4.0 --------' --------·-----. --'· --------·---------·---------· ---------· ----... . . . . .................................................................................. . . . . . . 2 .0 0.0 ....... ='-~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~- o .o 11/01/00 11:53 :0 1 AM 0. 1 0.2 0.3 0.4 Depth {ft) A cademic Edition 0 .5 0 .6 Haestad M ethods , In c. 37 Bro okside Road W aterbury, CT 06708 (203) 755-1666 0 .7 0.8 FlowM aster v5.17 Page 1 ol 1 - Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Bottom Width Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Spec i fic Energy Froude Number Flow is superc ri ti cal. Depth Of Flow 2-Year Sto r m Event (Flume) Worksheet for Rectangular Channel c:\haestad\academic\fmw\gth o mas.fm2 Depth Flow 2-Year Storm Event Rectangular Channel Ma nn ing's Formula Channe l Depth 0.013 0 .005000 ft/ft 4 .33 ft 7 .95 els 0.44 ft 1 .92 ft 2 5 .22 ft 4 .33 ft 0.47 ft 0 .004115 fl/ft 4 .15 ft/s 0.27 ft 0 .71 ft 1.10 Acade mic Edit io n 11 /01/00 01:28 :16 PM Haestad Methods, Inc . 37 Brookside Road Wat erbury , CT 06708 (203) 755 -1666 Fl ow Masl er v5.17 Page 1 of 1 - Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Bottom Width Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Depth Of Flow 5-Year Storm Event (Flume) Worksheet for Rectangular Channel c:\hae s tad\acade m ic\f mw\gthom as. fm2 Depth Flow 2-Year Storm Event Rectangular Channel Manning's Formula Channel Depth 0 .013 0 .005000 ft/ft 4 .33 ft 9 .67 els 0.50 ft 2.18 112 5.33 ft 4.33 ft 0 .54 ft 0 .004071 IUft 4.44 I Us 0.31 ft 0.81 ft 1. 11 Academic Edition 11/01/00 01:28:54 PM Haestad Me t hods, Inc. 37 Br ookside Road W aterbury, CT 067 08 (203) 755-1 666 Fl owMaster v5.17 Page 1 of 1 - Project Descrip tion Project File Wo rksheet Flow Element Method Solve For I npu t Data Mannings Coefficient Chann el Slop e Bottom Width Discharge Results Depth Flow Area Wetted Perimeter Top Width Crit ica l Depth Critical Slope Velocity Ve l oc i ty Head Specif i c Energy Froude Number Flow is superc ritical. Depth Flow 10-Year Storm Event (Flume) Worksheet fo r Rectangular Cha n nel c :\haestad\academic\fmw\gthomas .fm2 Depth Flow 2-Year Storm Event Rectangular Channel Manning's Formula Channel Depth 0.013 0.005000 ft/ft 4.33 ft 10 .85 els 0.54 ft 2.34 ft2 5.41 ft 4.33 ft 0 .58 ft 0.004052 ft/ft 4.63 ft /s 0.33 ft 0.87 ft 1 .11 Ac ad emic Edi t ion 11/0 1/00 01 :29 :32 PM Haest a d Methods , Inc . 37 B rookside Road Wate rbury, CT 067 08 (203) 755-1666 Flow Masler v5 .17 Page 1 of 1 - 1 1/01/00 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Bottom Width Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Veloc i ty Velocity Head Specif ic Energy Froude Number Flow is supercritical. Depth Flow 25-Year Storm Event (Flume) Worksheet for Rectangular Channel c:\haestad\academic\fmw\gthomas .fm2 Depth Flow 2-Year Storm Event Rectangular Channel Manning's Formula Channel Depth 0.013 0.005000 ft/ft 4 .33 ft 12.40 cfs 0 .59 ft 2.56 ft 2 5.51 ft 4 .33 ft 0 .63 ft 0 .004037 ft/ft 4 .85 ft/s 0.36 ft 0.96 ft 1.11 Acad e mic Edition 01 :30:00 PM Haestad Me th ods, Inc . 3 7 Brookside Road Waterbu ry, CT 06708 (203) 755 -1666 FlowM aste r v5.17 Page 1 c l 1 - 11 /01/00 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Ch annel Slope Bottom Width Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Sl ope Veloc ity Veloc ity Head Spec i f ic Energy Froude Number Flow is supercritical. Depth Flow 50-Year Sto r m Event (F l ume) Worksheet for Rectangular Channel c :\haestad\academic\fmw\gthomas.fm2 Depth Flow 2-Year Storm Event Rectangular Channel Manning 's Formula Channel Depth 0 .013 0.005000 fUft 4 .33 ft 14 .01 els 0 .64 ft 2.77 ft 2 5 .61 ft 4 .33 ft 0 .69 ft 0 .004030 ft /f t 5.05 tus 0.40 ft 1 .04 ft 1.11 Academic Edition 0 1 :30 :20 PM Haestad Me t hods, In c . 37 Brookside Road Wat e rbu ry, CT 06 7 08 (203) 755 -1666 Fl owMasler v5.1 7 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Bottom Width Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Veloc ity Velocity Head Specific Energy Froude Number Flow is supercritical. Depth Flow 100-Year Storm Event (Flume) Worksheet for Rectangular Channel c :\haestad\academic\fmw\gthomas .fm2 Depth Flow 2-Year Storm Event Rectangular Channel Manning's Formula Channel Depth 0 .013 0 .005000 ft/ft 4 .33 ft 15 .88 els 0.70 ft 3.01 ft 2 5.72 ft 4 .33 ft 0.75 ft 0 .004030 !Ult 5 .27 !Us 0.43 ft 1.13 ft 1.11 Ac ademic Edition 11/01/00 01:30 :42 PM Haestad Methods , Inc . 37 Brookside Road W aterbury, CT 06706 (203) 7 55-1666 Fl owMaste r v5 .17 Pag e 1 a l 1 MEMORANDUM April 3, 2001 TO: Carl Warren FROM: Tom Vennoc hi SUBJECT: Elevation Certificate for Regency South PUD An Elevation Certificate is necessary for the following lots , as shown on the copy of the Replat: Lots 4R, 5R, 6R, ?R, 8R, 9R & 1 OR. These lots are east of and inter se cted b y th e dotted line denoting the limits of the 100-year flood plain . The minimum FF elevation of 2 67.50' is a lso show n. plat is not yet recorded . FOR OFFICE USE ONLY P&Z CASE NO.: 1"'Y4i -7 / 2 DATE SUBMIITED: I :::1 I .::lP, IO(J ~ FINAL PLAT APPL !CATION ./"' / (check one) Minor _Amending Final _Vacating _Replat The following items must be submitted by an established filing deadline ~ing Fee of $200.00 . MINIMUM SUB MITT AL REQ .:::::::: Development Permit Application Fee of$ l 00.00 (if applicable). -Infrastructure Inspection Fee of$300.00 (applicable if any public __ Application completed in full. date for P & Z Commission consideration. UIREMENTS: infrastructure is being constructed .). be submitted after staff review.) Thirteen (13) folded copies of plat. (A signed mylar original must ,.ll.Jl"L..L One (1) copy of the approved Preliminary Plat and/or one (1) Maste r Plan (if applicable). and College Station I.S.D. Paid tax certificates from City of College Station, Braz.os County A copy of the attached checklist with all items checked off or a bn "ef explanation as to why they are not. 1J11 Two (2)copies of public infrastructure plans associated with this p lat (if applicable). APPLICATION DA TA NAME OF SUBDMSION Kcietvczy d<!H-'-t._ SPECIFIED LOCATION OF PROPOSED SUBDMSION --- ntact for the Project): APPLICANT/PROJECT MANAGER'S INFORMATION (Primary Co Name &4Nrr / /£cut 7Ao111t1:.S ~//§fr sl;/;~. City ·1 Address ~ rAowtd-S@_ fJ. l./t::.1- Street Address / / I 0 / I L -I{ Mt\-1\1 C f, State -Jal\6 Zip Code 17 I CJ 5 E-Mai Phone N:ffiber (s; JO-7 f / f Fax Number_ ~c,o 7 // &_ PROPERTY OWNER'S INFORMATION: Name Q L:: 'b'\ ..:l :A"> . --Ck~ A-= 7 Street Address I I \ 0 \ z:\t.. ~ c__ \--City ~cs. ' ·1 Address 71(5 e?_/c.A .. Ile~ ~ '(0-7 /) State T'i Zip Code -Z. ~ ~ 9 5 E-Mai PhoneNumber ~90 ~ 211 7 FaxNumber_ ARCIIlTECT OR ENGINEER'S INFORMATION: Name cZ i?xr-c-cl t {; tJ ~ • Street Address '±444 0 t... ... \-~p C t~k:-ii ID ~City ail Address State LG':f'\-!> Zip Code E-M Phone Number 914 ..--~C\-k-'Uo~" Fax Number_ FINAL PLAT APPUCA TION fNLPAPP.IX>C 4114199 3; (' 1 /Tl\.~ l o(J - ~·· ~· "' ,, ,-TOTAL ACRES OF SUBDMSION NUMBER OF LOTS BY ZONING DISTRICT \ · 'J '$ R-0-W ACREAGE TOT AL# OF LOTS 13 t 1. , r v v--R"..----, ---.;;;;;;;..____ ~ ----..:' -- AVERAGE ARREAGE OF EACH RESIDENTIAL LOT BY ZONING DISTRICT: .}~ I PDP/'1-I /__ --'-- FLOODPLAIN ACREAGE N 0 ~ ---- PARKLAND DEDICATION ACREAGE OR FEE AMOUNT ---------- A STATEMENT ADDRESSING ANY DIFFERENCES BElWEEN TIIE FINAL PLAT AND APPROVED MASTER DEVELOPMENT PLAN AND/OR PRELIMINARY PLAT (IF APPLICABLE): bJ 0 Ne: -tkAi-I -KN l!>W ~ • REQUESTED VARIANCES TO SUBDIVISION REGULATIONS & REASON FOR SAME _______ _ t-\ D Ill t +t,_ A-_(_ I t( t:¥!W ti . REQUESTEDOVERSIZEPARTICWATION~~~~N~O~N...._._t.___~1-"-\•~a~+--=.r=---if{,..._~~~-=--a~~~- NOTE: DIGITAL COPY OF PLAT (IF APPLICABLE) MUST BE SUBMITTED PRIOR TO FILING. 1he applicant has prepared this application and certifies that the facts stated herein and exhibits attached hereto are true, correct and complete. 1he undersigned hereby requests approval by the City of College Station oftl:n:~·~~:~ Signature and Title Date FINAL PLAT APPUCATION FNLPAPP.DOC <C/141in 2of'3 979 764 3496 03 /21 /01 10:26 'a'979 764 3496 DEVELOPMENT SVCS FACSIMILE co·vER SHEET CITY OF COLLEGE STATION DEVELOPMENT SER\'ICES l J 01 Texas Avenue South, PO Box 9960 College Station~ Texas 77842 Phone ( 409)764-3570 I Fax ( 409)764-3496 Date: March 20. 2001 #of pages including cover:--'-'2=--- lfy ou did riot receive. a completefa..t, pleasf! c;al/ our ojflce immediate~y.for a nC'!w transmittal. TO: Earl --~--~~-----F AX: __ (9 ....... 7_...9r-') 8"'-'4'-=-6--=3 ...... 09 ...... 4 __ FR011: Tho1]1as V . Vennochj Jr. PI-I ON E:_..,...(9'--'-. 7"""'-9-.'--'-) 7.--=<.6_,_4--=3=-57,__,,0:.....-_ COMPANY : _____ ---"C=.i...,ty~of.o--C ........... o ..... ll_eg=---e~· =St=a=ti=o.:.on ________ _ REMARKS: D Urgent D For your review [gj Replay ASAP D FYI Earl: Pl.cfl.s~ fill out sign and date :caragrapb B. _Ji®ll1l the original to us. JJ1is is necessary paper.vork for the Qeye!opment Pennit. Thanks Tom !41001 ~,( 0() ;'_)Ill I J" I : d ~ .rll!S Srtf; u ' ;>q I ) J{ 10 0WJ { 1 ,., lut ,) l J..)· ..... :d c.14 ~ '1 • '1111: -.It' l.'11' ~p,i-.. }ffitf: f HL 6.:..1).Q, i 9St"[ t>'3l 6.!. I''! ;:.l XJ .WV.l'·t·lfJ 111•ni 11 H<''H·· r , 1 \'.·JQ I > ltl • 03 /21 /01 979 754 3495 10:32 '6'979 764 3496 DEVELOPME NT SVCS !41001 CERTIF1CATION$; (for proposed alterations within designated flood hazard areas.) A. I, -·-certify that any nonresidential stl'Ucture on or proposed to be on this site a.s I- of this application is desi,gnat.e.d to prevent damage to the structure or its contents as a result of flooding from the 100 ye stonn. Engineer Date In accordance with Chapter 13 of the Code of Ordinances of lhe City of College Station, measures shall be taken to insure that debris from construction, erosion , and sedimentation sha.11 not be deposited in city streets, or existing drainage facilities . All development shall be in acco,rdancc with the plans and specifications submitted to and approved by the City Engineer for the above named projecl , All of the applicable codes and ordinances of the City of College Station shall apply. 01'!.VEU>rM~NT !'ER.MIT DPERMIT.DOC )/24Jl.>9 2of2 .>I. :::: _s ~ J4' ::; ;' / I "" I 111 I 11 11 I I I Ill Ill II I I Ill Ill Ill II II !I Ill ' ii I, I 11 Ill ll .~ I I CITY OF COLLEGE STATION DEVELOPMENT SERVICES 1101 Texas Avenue South, PO Box 9960 College Station, Texas 77842 DP- Phone (979) 764-3570 I Fax (979) 764-3496 MEMORANDUM January 4, 2001 TO: FROM: SUBJECT: Garrett Engineering, Via fax 846-3094 ~ Bridgette George, Assistant Development Review Manager DP-REGENCY SOUTH (0-500077) Staff reviewed the above-mentioned construction documents and has no comments. Please submit the following for the development permit to be issued: __ $100 Development Permit fee $300 Infrastructure Inspection fee /' 7 j __ Three (3) copies of the Erosion Control Plan 'i::.13tJf: I I 7; iJ) Please call Thomas Vennochi,Jr. or myself if you have any questions. CC: Glenn Thomas, Via fax 690-7118 Home of Texas A&M University ()0-7( DP-REGENCY SOUTH (0-500077) ENGINEERING REVIEW COMMENTS No. 2 1. The drainage report and drainage updates have been received, reviewed and stamped approved. 2. The construction documents for the sanitary sewer line have been received, reviewed and stamped approved. 3. The construction documents for the off-site drainage improvements have been received, reviewed and stamped approved. 4. The engineer estimates for the sanitary sewer and drainage improvements have been received, reviewed and stamped approved. 5. For a development permit to be issued an Erosion Control Plan needs to be submitted and approved. Reviewed by: Thomas V. Vennochi Jr. Date : 04 JAN 01 NOTE: Any changes made to the plans, that have not been requested by the City of College Station, must be explained in your next transmittal letter and "bubbled" on your plans . Any additional changes on these plans that have not been pointed out to the City of College Station will constitute a completely new review . 01 /05 /01 12 :34 '5'979 764 3496 DE VELOP MENT SVCS TR AN SMISSIO N OK TX /RX 0. CO NNE CTIO N TE L CO NNE CTIO N ID STA RT TIM E USAGE TIM E PAGES RESULT *************************** *** ACTI VI TY REPOR T *** *************************** 5956 01 /05 12 :33 01 '10 2 OK 96907118 141001 01105 /01 12:32 • '5'979 764 3496 DEVELOPMENT SVCS TRANSMISSION OK TX/RX NO. CO ECTION TEL CONNECTION ID START TIME USAGE THIE PAGES RES ULT *************************** *** ACTIVITY REPORT *** *************************** 5955 01 /05 12:31 01 '02 2 OK 98463094 141001 (f 'Y IP' J t'l--I ~j)r 0 11-/1'1 ~~J DRAINAGE COMPUTATIONS For Replat Block 1-Regency South 1.51 Acre Tract College Station, Brazos County, Texas REVIEWED FOR C()f\~PIJ ANCE JAN 0 3 2001 P repared fo r Glenn Thomas COLLEGE STATIONA/J ENGINEERING /\, ' 1110 12th Man Circle College Stat ion , Texas 77845 Telephone : (979) 690-71 17 Prepared by: Garrett Engineering 4444 Carter Creek Parkway -Suite 108 Bryan, Texas 77802 Telephone : (979) 846-2688 * December, 2000 * G•rrett Eng ineering -4444 Carter Creek Pa rkway Suite 108 -Bryan . Texas 77802 -Te'8phone: (409) 846-2688 -Fax : (409) 846-3094 -Page 1 ·------------· -- (~) ?__.10·0 z. a .. Project Description Project File Worksheet Flow Element Method Solve Fo r Input Data Mannings Coefficient Channel Slope Depth Left Side Slope Right S ide Slope Results Discharge Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritica l. FULL FLOW CAPACITY OF 'V'-CHANNEL Worksheet for Triangular Channel c :\haestad\academic\fmw\regency _. fm2 FULL FLOW CAPACITY OF 'V '-CHANNEL Triangular Channel Manning's Formula Discharge 0.013 0.005000 ft/ft 1.50 ft 6.000000 H : V 6.000000 H : V 89.25 cfs 13.50 ft2 18 .25 ft 18 .00 ft 1.69 ft 0.002653 ft/ft 6.61 ft/s 0.68 ft 2.18 ft 1.35 Academic Edition 12114/00 10 :0 5 :37 AM Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 067 08 (203) 755-1 666 FlowMaster v5 .17 P age 1 of 1 12114/00 Table Rating Table for Triangular Channel Project Description Project File Worksheet Flow Element Method c:\haestad\academic\fmw\regency _. fm2 FULL FLOW CAPACITY OF 'V'-CHANNEL Triangular Channel Manning's Formula Solve For Discharge Constant Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Input Data Minimum Depth 0.00 Rating Table 0.013 0.005000 ft/ft 6.000000 H : V 6.000000 H : V Maximum 1.50 Depth Discharge Velocity (ft) (cfs) (ft/s) o.op 0.00 0.00 0.01 0.14e-3 0.23 0.02 0 .89e-3 0.37 0.03 0.26e-2 0.49 \ 0.04 0.01 0.59 0.05 0.01 0.68 0.06 0.02 0.77 0.07 0.03 0.86 0.08 0.04 0.94 0.09 0.05 1.01 0.10 0.07 1.09 0.11 0.08 1.16 0.12 0.11 1.23 0.13 0.13 1.29 0.14 0.16 1.36 0.15 0.19 1.42 0.16 0.23 1.49 0 .1 7 0.27 1.55 0.18 0.31 1.61 0.19 0.36 1.67 0.20 0.41 1.73 0.21 0.47 1.78 0.22 0.53 1.84 Increment 0.01 ft Academic Edition 10:07 :44 AM Haestad Meth<Xls , Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .17 Page 1 of 4 Table Rating Table for Triangular Channel Rating Table 12/14/00 10:07:44AM Depth Discharge Velocity (ft) (cfs) (ft/s) 0.23 0.60 1.89 0.24 0.67 1.95 0.25 0.75 2.00 0.26 0.83 2.06 0.27 0.92 2.11 0.28 1.02 2.16 0.29 1.12 2.21 0.30 1.22 2.26 0.31 1.33 2.31 0.32 1.45 2.36 0.33 1.57 2.41 0.34 1.70 2.46 0.35 1.84 2.51 0.36 1.99 2.55 0.37 2.14 2.60 0.38 2.29 2.65 0.39 2.46 2.69 0.40 2.63 2.74 0.41 2.81 2.78 0.42 2.99 2.83 0.43 3.19 2.87 0.44 3.39 2.92 0.45 3.60 2.96 0.46 3.82 3.01 0.47 4.04 3.05 0.48 4.28 3.09 0.49 4.52 3.14 0.50 4.77 3.18 0.51 5.03 3.22 0.52 5.29 3.26 0.53 5.57 3.30 0.54 5.85 3.35 0.55 6.15 3.39 0.56 6.45 3.43 0.57 6.76 3.47 0.58 7.08 3.51 0.59 7.41 3.55 0.60 7.75 3.59 0.61 8.10 3.63 0.62 8.46 3.67 0.63 8.83 3.71 0.64 9.21 3.75 0.65 9.60 3.79 0.66 10.00 3.82 Academic Edition Haestad Methods, Inc. 37 Brookside Road Watert>ury, CT 06708 (203) 755-1666 FlovvMaster v5.17 Page 2 of 4 Table Rating Table for Triangular Channel Rating Table 12/14/00 10:07:44AM Depth Discharge Velocity (ft) (cfs) . (ft/s) 0.67 10.40 3.86 0.68 10.82 3.90 0.69 11.25 3.94 0.70 11.69 3.98 0.71 12.14 4.02 0.72 12.61 4.05 0.73 13.08 4.09 0.74 13.56 4.13 0.75 14.06 4.16 0.76 14.56 4.20 0.77 15.08 4.24 0.78 15.61 4.28 0.79 16.15 4.31 0.80 16.70 4.35 0.81 17.26 4.38 0.82 17.83 4.42 0.83 18.42 4.46 0.84 19.02 4.49 0.85 19.63 4.53 0.86 20.25 4.56 0.87 20.88 4.60 0.88 21.53 4.63 0.89 22.19 4.67 0.90 22.86 4.70 0.91 23.54 4.74 0.92 24.24 4.77 0.93 24.95 4.81 0.94 25.67 4.84 0.95 26.40 4.88 0.96 27.15 4.91 0.97 27.91 4.94 0.98 28.68 4.98 0.99 29.47 5.01 1.00 30.27 5.05 1.01 31.09 5.08 1.02 31.91 5.11 1.03 32.75 5.15 1.04 33.61 5.18 1.05 34.48 5.21 1.06 35.36 5.25 1.07 36.26 5.28 1.08 37.17 5.31 1.09 38.09 5.34 1.10 39.03 5.38 Academic Edition Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FICM'Master v5.17 Page 3 of 4 Table Rating Table for Triangular Channel Rating Table 12114/00 10:07:44AM Depth Discharge Velocity (ft) . (cfs) (ft/s) 1.11 39.98 5.41 1.12 40.95 5.44 1.13 41.94 5.47 1.14 42.93 5.51 1.15 43.94 5.54 1.16 44.97 5.57 1.17 46.01 5.60 1.18 47.07 5.63 1.19 48.14 5.67 1.20 49.22 5.70 1.21 50.33 5.73 1.22 51.44 5.76 1.23 52.58 5.79 1.24 53.72 5.82 1.25 54.89 5.85 1.26 56.06 5.89 1.27 57.26 5.92 1.28 58.47 5.95 1.29 59.70 5.98 1.30 60.94 6.01 1.31 62.20 6.04 1.32 63.47 6.07 1.33 64.76 6.10 1.34 66.07 6.13 1.35 67.39 6.16 1.36 68.73 6.19 1.37 70.08 6.22 1.38 71.46 6.25 1.39 72.85 6.28 1.40 74.25 6.31 1.41 75.68 6.34 1.42 77.11 6.37 1.43 78.57 6.40 1.44 80.05 6.43 1.45 81.54 6.46 1.46 83.04 6.49 1.47 84.57 6.52 1.48 86.11 6.55 1.49 87.67 6.58 1.50 89.25 6.61 Academic Edition Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster vs. 17 Page4 of 4 90 .0 80 .0 70 .0 60.0 -II) ..... ~50 .0 Q) E> (ll -fi 40 .0 II) 0 30 .0 20.0 10.0 0 .0 0 .0 Project Description Project File Worksheet Flow Element Method Solve For Constant Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Input Data Minimum Depth 0 .00 FLOW CAPACITY OF 'V'-CHANNEL Plotted Curves for Triangular Channel c :\haestad\academic\fmw\regency _.fm2 FUL FLOW CAPACITY OF 'V''-CHANNEL Triangular Channel Manning's Formula Discharge 0.013 0.005000 ft/ft 6 .000000 H : V 6.000000 H : V Maximum 1.50 i.....---- Increment 0.01 ft Discharge vs Depth / v / / [7 I/ ----~ 0 .2 0.4 0 .6 0 .8 Depth (ft) Academic Edition 1.0 1 .2 I 12/14100 10:16:57 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 I v J 1 .4 1.6 FlowMaster v5 .17 Page 1 of 1 ., l. '. \ . ; ,. ~ .. ,, .~ ( .. ~-· t • I· • ! . l ' ·' Project Description Project Fife Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critica l Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. DESIGN DEPTH OF FLOW IN "V'-CHANNEL Worksheet for Triangular Channel c :\haestad\academic\fmw\regency _. fm2 FULL FLOW CAPACITY OF 'V'-CHANNEL Triangular Channel Manning's Formula Channel Depth 0.013 0. 005000 ft/ft 6.000000 H : V 6.000000 H : V 20 .00 cfs 0.86 ft 4.40 ft2 10.41 ft 10.27 ft 0.93 ft 0.003239 fVft 4 .~5 fVs \ 0.32 ft 1.18 ft 1.23 Academic Edition 12114/00 10 :10:27 AM H aestad Methods . Inc. 37 Brooks ide Road Waterbury, CT 06708 (203} 755-1666 F lowMaster v5 .17 Page 1 of 1 ~-DO 3 °3~ DRAINAGE COMPUTATIONS For A Replat Of A 1.51 Acre Reserve Tract Block 1, Regency South Colleg e Station , Brazos County, Texas Prepare d for Mr. Glenn Thomas 111 O 12th Man Circle College Stat ion, Texas 77845 Prepa red bv: Garrett Engineering 4444 Carter Creek Parkway -Suite 108 Bryan , Texas 77802 Telephone : (409) 846 -2688 *November, 2000 * REV\EWEO FOR CO"~PL\ANCE J~N 0 3 Z001 COLLEGE STAT\ONJ E.NGINEERIN1v Fl LE Gorell Eng ineering -4444 Corter Creek Parkway Suit e 108-Bryon . T exos 77 ~2 -Telephone: (409) 846-2688 -Fox: (409) 846-3094 - Drainage Computations For A Replat Of A 1.51 Acre Tract Block 1, Regency South College Station, Brazos County, Texas Computations contained herewith are provided to first determine the existing peak storm water discharge rates from the subject tract and second determine the impact on th e discharge as a function of developing the subject property based on the requested zoning and the associated changes in run-off coefficients. Jeff Tondre indicated in July, 1998 (when the subject project was initiated) that if the impact area was less than one (1) acre, he would not be expecting to see storm wate r detention incorporated with this project. The total project area is 1.51 acres, howeve r approximately 0.75 acres will remain undeveloped grass areas which yields an impacted area of approximately 0.76 acres. Based on this realization Steve Beachy with the Parks Department was contacted to determine if anticipated storm water discharge would be allowed to sheet drain across the City Park lying immediately downstream from th e subject tract. Mr. Beachy indicated that he did not have a problem with said scenario and thus the assumption to allow storm water discharge to exit the subject site unmetered from was arrived at. A rectangular flume with a four foot -four inch (4'-4") wide bottom is proposed to direct the anticipated storm water discharge from the existing cul-de-sac area to the east boundary line of the subject tract where same flume will terminate with a twenty-four (24") inch toewall. Limestone rock rubble rip-rap will be placed a same termination point to dissipate the discharge energy and armor the existing natural ground to minimize erosion in the vicinity of said end of flume. The flume depth was set at nine inches (0.75') and the longitudinal gradient was set at 0.50%. The geometry provided will allow for satisfactory conveyance of th e storm water discharge as generated by the 2, 5, 10, 25, 50 and 100-year stonn events. The flume was designed based on the total area tributary to the proposed flume and sam e area was derived from City of College Station topographic maps and actual on-the-ground observations. Said tributary area was determined to be approximately 2.09 acres. Comparisons of pre and post development conditions peak storm water discharge rates as well as hydographs (tabular and graphical) are included for City Staff review and consideration . Vicinity Map n.t.s. - - Determine Total Current Condition Peak Storm Water Discharge Rates Trib utary Area ("A"): 1.S1 Acres Perv ious Area : 1.3S Acres Impervious Area : 0.16 Acres Run-Off Coefficient ("Cwt"): 0.36 Time Of Concentration ("T/c "): Woodlands: Low Elevation : High Elevation : Distance (Feet): Slope (%Grade): Velocity ("Vw "): Time : Pastures: Low Elevation : High Elevation: Distance (Feet): Slope (%Grade): Velocity ("Vp "): Time : Pavements: Low Elevation : High Elevation : Distance (Feet): Slope (%Grade): Velocity ("Vpave"): Time : Total Travel Time : Hourly Intensity Rates ("I"): 2-Year : 6.33 S-Year : 7.69 10-Year: 8.63 2S -Year: 9.86 SO -Year : 11.1 S 100-Year: 12 .63 Peak Discharge Rate ("Q"): 2-Year : 3.47 S-Year : 4 .22 10-Year : 4.74 2S-Year : S.41 SO-Year : 6.12 100-Year: 6.93 C= 0.30 C= 0.90 0.00 0.00 0.00 0.00 0.00 Feet I Second 0.00 Minutes 0.00 0.00 0.00 0.00 0.00 Feet I Second 0.00 Minutes 0.00 0.00 0.00 0.00 0.00 Feet I Second 0.00 Minutes 10 .00 Minutes Inches I Hour Inches I Hour Inc.hes I Hour Inches I Hour Inches I Hour Inches I Hour Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Garrett Engineering . 4444 Carter C reek Par kway Suite 108 ·Brya n . Texas 7711J2 ·Telephone: (409) 846-2688 ·Fax:(@) 846-3094 - Determine Post-develogment Peak Storm Water Disctiarge (No Detention f " Tributary Area ("A "): 1.51 Acres Pervious Area: 0.75 Acres Impervious Area: 0.76 Acres Run -Off Coefficient ("Cwt"): 0 .60 Time Of Concentration ("Tic"): 10 Mi nutes Hourly Intensity Rates ("I"): 2-Year : 6.33 .. 5-Year: 7 .69 10-Year : 8.63 25-Year: 9 .86 50-Year: 11.15 100-Year: 12 .63 C = 0.30 C = 0.90 Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Peak Discharge Rate ("Q "): 2-Year: 5.75 Cubic Feet I Second 5-Year: 6.99 Cubic Feet I Second 10-Year: 7.85 Cubic Feet I Second 25 -Year : 8.96 Cubic Feet I Second 50-Year: 10.13 Cubic Feet I Second 100-Year: 11.48 Cubic Feet I Second Comparison Of Predevelopment And Post-development Peak Discharge Rates Predevelopment Post-Development Increase 2-Year: 3.47 Ft3/sec 5. 75 Ft3/sec 2.28 Ft3/sec 5-Year: 4 .22 Ft3/sec 6.99 Ft3/sec 2. 77 Ft3/sec 10-Year: 4.74 Ft3/sec 7.85 Ft3/sec 3 .11 Ft3/sec 25 -Year: 5.41 Ft3/sec 8.96 Ft3/sec 3.55 Ft3/sec 50-Year: 6.12 Ft3/sec 10.13 Ft3/sec 4 .01 Ft3/sec 100-Year: 6.93 Ft3/sec 11.48 Ft3/sec 4 .55 Ft3/sec Garett Englnee<ing. 4444 Corter Creek Pcw kw oy Slite 108 ·Bryon . Texas 771YJ2 ·Telephone: (409) 846-2688 ·Fox: (409) 846-3094 Current Condition (Predevelopinent) Inflow Hydrograph Ordinates (Cubic Feet per Second) Time 2-Year 5-Year 10-Year 25-Year 50-Year 100-Year (Minutes) Storm Storm Storm Storm Storm Storm 0 0.00 0.00 0.00 0.00 ·o.oo 0.00 0.35 0.42 0.47 0.54 0.61 0.69 2 0.69 0.84 0.95 1.08 1.22 1.39 3 1.04 1.27 1.42 1.62 1.84 2.08 4 1.39 1.69 1.90 2.17 2.45 2.77 5 1.74 2.11 2.37 2.71 3.06 3.47 6 2.08 2.53 2.84 3.25 3.67 4.16 7 2.43 2.96 3.32 3.79 4.28 4.85 8 2.78 3.38 3.79 4.33 4.90 5.55 9 3.13 3.80 4.27 4.87 5.51 6.24 10 3.47 4.22 4.74 5.41 6.12 6.93 11 3.30 4.01 4.50 5.14 5.81 6.59 12 3.13 3.80 4.27 '4.87 5.51 6.24 13 2.95 3.59 4.03 4.60 5.20 5.89 14 2.78 3.38 3.79 4.33 4.90 5.55 15 2.60 3.17 3.56 4.06 4.59 5.20 16 2.43 2.96 3.32 3.79 4.28 4.85 17 2.26 2.75 3.08 3.52 3.98 4.51 18 2.08 2.53 2.84 3.25 3.67 4.16 19 1.91 2.32 2.61 2.98 3.37 3.81 20 1.74 2.11 2.37 2.71 3.06 3.47 21 1.56 1.90 2.13 2.44 2.75 3.12 22 1.39 1.69 1.90 2.17 2.45 2.77 23 1.22 1.48 1.66 1.89 2.14 2.43 24 1.04 1.27 1.42 1.62 1.84 2.08 25 0.87 1.06 1.19 1.35 1.53 1.73 26 0.69 0.84 0.95 1.08 1.22 1.39 27 0.52 0.63 0.71 0.81 0.92 1.04 28 0.35 0.42 0.47 0.54 0.61 0.69 29 0.17 0.21 0.24 0.27 0.31 0.35 30 0.00 0.00 0.00 0.00 0.00 0.00 31 0.00 0.00 0.00 0.00 0.00 0.00 32 0.00 0.00 0.00 0.00 0.00 0.00 33 0.00 0.00 0.00 0.00 0.00 0.00 34 0.00 0.00 0.00 0.00 0.00 0.00 35 0.00 0.00 0.00 0.00 0.00 0.00 36 0.00 0.00 0.00 0.00 0.00 0.00 37 0.00 0.00 0.00 0.00 0.00 0.00 38 0.00 0.00 0.00 0.00 0.00 0.00 39 0.00 0.00 0.00 0.00 0.00 0.00 40 0.00 0.00 0.00 0.00 0.00 0.00 41 0.00 0.00 0.00 0.00 0.00 0.00 42 0.00 0.00 0.00 0.00 0.00 0.00 43 0.00 0.00 0.00 0.00 0.00 0.00 44 0.00 0.00 0.00 0.00 0.00 0.00 45 0.00 0.00 0.00 0.00 0.00 0.00 Gooett Englnee<lng. 4444 Corter Creek PCKl<woy Suite 108-Bryon. Texas 77002 -Telephone: (409) 841>-2688 ·Fox: (409) 841>-3094 • - 46 0.00 0.00 0.00 0.00 0.00 0.00 47 0.00 0.00 0.00 0.00 0.00 0.00 48 0.00 0.00 0.00 0.00 0.00 0.00 49 0.00 0.00 0.00 0.00 0.00 0.00 50 0.00 0.00 0.00 0.00 0.00 0.00 51 0.00 0.00 0.00 0.00 0.00 0.00 52 0.00 0.00 0.00 0.00 0.00 0.00 53 0.00 0.00 0.00 0.00 0.00 0.00 54 0.00 0.00 0.00 0.00 0.00 0.00 55 0.00 0.00 0.00 0.00 0.00 0.00 56 0.00 0.00 0.00 0.00 0.00 0.00 57 0.00 0.00 0.00 0.00 0.00 0.00 58 0.00 0.00 0.00 0.00 0.00 0.00 59 0.00 0.00 0.00 0.00 0.00 0.00 60 0.00 0.00 0.00 0.00 0.00 0.00 Gon&lt Englne&<ng -4444 Cort&< Creek Porkwoy SUit& 108 -Btyon. T exos 77Sl2 -Telephone: (409) 84b-2688 -Fox: (<01) 84b-3094 - 46 0.00 0.00 0.00 0.00 0.00 0.00 47 0.00 0.00 0.00 0.00 0.00 0.00 48 0.00 0.00 0.00 0.00 0.00 0.00 49 0.00 0.00 0.00 0.00 0.00 0.00 50 0.00 0.00 0.00 0.00 0.00 0.00 51 0.00 0.00 0.00 0.00 0.00 0.00 52 0.00 0.00 0.00 0.00 0.00 0.00 53 0.00 0.00 0.00 0.00 0.00 0.00 54 0.00 0.00 0.00 0.00 0.00 0.00 55 0.00 0.00 0.00 0.00 0.00 0.00 56 0.00 0.00 0.00 0.00 0.00 0.00 57 0.00 0.00 0.00 0.00 0.00 0.00 58 0.00 0.00 0.00 0.00 0.00 0.00 59 0.00 0.00 0.00 0.00 0.00 0.00 60 0.00 0.00 0.00 0.00 0.00 0.00 Garett Englne9!1ng-4444 Corter Creek Porkwoy SUie 108-Bryon. T exos 77Sl2 -Telephone: (409) 840-2688 -Fox: (409) 840-3094 - - ...... "C c 0 0 Q) Cl) ... Q) Q... -Q) Q) u... 'O :.a ~ u ....... Q) O> ... 0 .c 0 11'1 i5 6.00 5.00 4.00 3.00 2.00 1.00 0.00 ("\ Total Current Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 2-Year Storm Even t ...,---C urr ent Development Hydrograph ---Total Post-Development Hydrograph Total Current Development Vs. Total Post -Development (No Detention) Peak Discharge Rates 5-Year Storm Event Q; Q... 6 .00 -----#--+--',.__---+--------+-----+-----1-------i -; ~ 5 .00 -----l--t---~--+--------+-----+-----1-------i 0 ...... ·-"C 4 00 -----..-------+--------+-----+-----1-------i ..0 c . ~ 0 u 0 ....... Q) 3 .00---1-_,_-t------~-------+-----+-----r--------i Q) Cl) O> 0 2 .00----+----t----------~---+-----+------r-------j .c 0 i5 1.00 0 .00 .J.----....+-----+-----.:111-----+-----t-----1 0 10 20 ---Current Development Hydrograph 30 40 50 60 Time (Minutes) ---Post-Development Outflow Hydrograph Wit hout Detention Gorrell Engh<t8fi"19 • 4444 Corter C reel< P0tkway Suit e 10a -Bryon. T exos 7711J2 -Telephone: (409) 846-2688 -Fax: (409) 846-3094 ... Q) 0.. -Q) Q) LL. 0 ...... ·-'O .0 c: j 0 u 0 ...... Q) Q) V) .l]) ... 0 .s:::. 0 "' i5 8.00 7.00 6.00 5.00 4.00 3.00 2.00 l.00 0.00 0 Total Current Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 10-Year Storm Event lO 20 30 40 50 Time (Minut es) 60 Current Development Hydrograph ---Post-Development Outflow Hydrograph Wit hout Detention Total Current Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 25-Year Storm Event 9 .00 ------------r-------.----...---------.------, l.00 ....,.,f------+------+----........-i-----___,i-------+-------< 0 .00 ..,_ ___ ....,. ____ ....., ___ .....,.t-----t------+------t 0 10 20 30 40 50 60 Time (Minutes) ---Current Development Hydrograph ---Post-Development Outflow Hydr o graph Without Det ention Gen en Engnee<ing -4444 Corte r C reek Pnrkway Suit e 108 -Bryo n . T exo s 7711J2 -Telephone: (409) 846-2688 -Fox: (409) 846-3094 ..... "O c: 0 0 Q) V) .... Q) Q. -Q) Q) LI.. ~ 0 :0 :J () ...... Q) 0) .... 0 .c 0 "' 0 -Q) Q) LI.. 12 .00 10 .00 8.00 6.00 4 .00 2.00 0.00 12 .00 10.00 Total Current Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 50-Year Storm Event Current Development Hydrograph ---Post -Development Outflow Hydrograph Wit h out Detention Total Current Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 100-Year Storm Event 0 ..... ·-"O 8 .00 ..0 c: :J 0 () 0 6 .00 ...... Q) G> V) 0) .... .... Q) 4.00 0 Q. .c 0 "' 2.00 0 0 .00 0 10 20 ---Curre nt Developm ent Hyd rograph 30 40 50 60 Time (Minutes) ---Post-Development Outflow Hydrograph With o ut Detention Garrett En<;jlne8!1n\J • 4444 Corter Creek Parkway Suite 108 -Bryon . Texas 77802 ·Telephone: (409) 846-2688 ·Fox: (409) 846-3094 Determine Total Peak Flow To Proposed Flume Tributary Area ("A"): 2 .09 Acres Pervious Area : 1.04 Acres Impervious Area: 1.05 Acres Run-Off Coefficient ("Cwt"): 0.60 Time Of Concentration ("T/c "): Woodlands: Low Elevation : High Elevation : Distance (Feet): Slope (%Grade): Velocity ("Vw"): Time : Pastures: Low Elevation : High Elevation : Distance (Feet): Slope (%Grade): Velocity ("Vp"): Time : Pavements: Low Elevation : High Elevation : Distance (Feet): Slope (%Grade): Velocity ("Vpave "): Time : Total Travel Time : Hourly Intensity Rates ("I"): 2-Year: 6.33 5-Year: 7.69 10-Year: 8.63 25-Year: 9.86 50-Year : 11 .15 100-Year: 12.63 Peak Discharge Rate ("O"): 2-Year: 7.95 5-Year : 9.67 10-Year: 10.85 25-Year: 12.40 50-Year: 14.01 100-Year: 15 .88 C= 0.30 C= 0.90 0.00 0.00 0.00 0.00 0.00 Feet I Second 0.00 Minutes 0.00 0.00 0.00 0.00 0.00 Feet I Second 0.00 Minutes 0.00 0.00 0.00 0.00 0.00 Feet I Second 0.00 Minutes 10 .00 Minutes Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Garrett Englnee<lng • 4444 Corter C reek PO!kway Suite 108 ·Bryon. Texas 77WJ2 ·Telephone: (409) 846-2688 ·Fox: (409) 846-3094 Project Description Project Fi le Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Depth Bottom Width Results Discharge Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritica l. Full Flow Capacity Of Proposed Flume Worksheet for Rectangular Channel c :\haestad\academic\fmw\gthomas.fm2 Full Flow Capac i ty Of Proposed Flume Rectangular Ch annel Manning's Formula Discharge 0.013 0.005000 ft/ft 0.75 ft 4.33 ft 17 .77 els 3.25 112 5.83 ft 4.33 ft 0.81 ft 0.004035 ft /ft 5.47 ft /s 0.47 ft 1.22 ft 1 .11 A cademic Editi o n 1 1/01/00 11:48 :41 AM Haestad Methods, Inc . 37 Brookside Road Waterbury, CT 0 67 08 (203) 75 5-1666 FlowMaster v5.17 Page 1 of 1 - 1 8 .0 1 6 .0 14.0 12 . 0 (/) - Project Description Project File Workshee t Flow Elem ent Method Solve For Constant Data Manning s Coefficient Channel Slope Bottom Wi dth Input Data Minimum Depth 0.00 Full Flow Capacity Of Proposed Flume Plotted Curves for Rectangular Channel c :\hae s tad\acade m ic\f m w\gthom as . fm2 Full Flow Cap acity Of Proposed Flume Rect angul a r Ch ann el Mann i ng's Formu la Discharge 0.013 0 .005000 ft/ft 4.33 ft Maximum 0.75 Increm e nt 0.01 ft Di sc ha rg e vs Depth ........ --.... ·-................ · ............... · ................ · ............... · .................. • ............. . . . . . . ............... , ...... -....... , ................ , .............. , ...... -................................. .. .............. · ................. • .............. • .. -.......... -·---........... • .................. · ................ · -....... . ~ 10 .0 ..... --...................... -.............. ·.· .............. ·.· .............. ·,· ................ , ............... · ........... . ·. QJ Ol ~ C1l .c () (/) 0 8 .0 ................ \. ................................................................................ • .. -.......... ·' ......... . ....................................................... . . . ' . .. ·,· .............. ·.· .............. ·,· .............. · ............ . 6 .0 4 .0 ........ ' ........ '• . . . . . . . '· ........ '· ................. ·' ........ •' ...... . 2 .0 . . . . ............................................. -.................................................... . . . . . . . O .Oi--==~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~ 0 .0 11/01/00 11:53:01 AM 0 . 1 0 .2 0 .3 0.4 Depth (ft) Academic Editi o n 0.5 0 .6 Haestad Me t hods, Inc . 37 Bro o kside Road Wa te rbury , CT 06 7 08 (203) 7 55·1666 0 .7 0 .8 Fl owMaste r v5 .17 Pag e 1 o f 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Bottom W i dth Discharge Results Depth Flow Area Wetted Perimeter Top Wid th Critical Depth Critical Slope Veloc ity Velocity Head Specific Energy Froude Number Flow is supercritical. Depth Of Flow 2-Year Storm Event (Flume) Worksheet for Rectangular Channel c :\hae stad\academ ic\f m w\gthom as . fm2 Depth Flow 2-Year Storm Event Rectangular Channel Manning's Formula Channel Depth 0.013 0.005000 ft/ft 4.33 ft 7.95 els 0.44 ft 1.92 112 5.22 ft 4.33 ft 0.47 ft 0 .004115 ft/ft 4.15 ft/s 0.27 ft 0 .71 ft 1 .10 A cademic Edition 11/01/00 01:26 :16 PM Haestad Me th ods, In c. 37 Brooks ide Road Waterbury, CT 06706 (20 3) 755-1 666 Fl o wM as t e r v5.1 7 Page 1 o f 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Bottom Width Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical . Depth Of Flow 5-Year Storm Event (Flume) Worksheet for Rectangular Cha nn el c :\haestad\academic\fmw\gthomas.fm2 Depth Flow 2-Year Storm Event Rectangular Channel Manning's Formula Channel Depth 0 .013 0 .005000 fl/ft 4 .33 ft 9 .67 els 0 .50 ft 2.18 ft 2 5.33 ft 4 .33 ft 0.54 ft 0 .004071 fUft 4.44 fl/s 0.31 ft 0 .81 ft 1 .11 A cade mic Edition 11 /0 1/00 0 1:28 :5 4 PM Haestad Me t hods, Inc . 37 B rooks i de Road W ate r bu ry, CT 06 7 08 (203) 7 55 -1 666 Fl o w Master v 5.17 Page 1 of 1 11/01/00 Project Description Project File Worksheet Flow Element Method Solve For Input Data Ma nnings Coefficient Channel Slope Bottom Width Discharge Resu lts Depth Flow Area Wetted Perimeter Top Width Critical Depth Crit ical Slope Velocity Velocity Head Spec ific Energy Froude Number Flow is supercr itical. Depth Flow 10-Year Storm Event (Flume) Worksheet for Rectangular Channel c :\haestad\acade m ic\f m w\gthomas . Im 2 Depth Flow 2-Year Storm Event Rectangular Channel Manning 's Formula Channel Depth 0 .013 0.005000 tuft 4 .33 ft 10 .85 els 0.54 ft 2.34 ft 2 5.41 ft 4.33 ft 0 .58 ft 0 .004052 ft/ft 4.63 !Us 0 .33 ft 0 .87 ft 1 .11 A cademic Edition 01 :29:32 PM Haestad Methods, Inc. 37 Brookside Road Wat erbury, CT 06708 (203) 755-1666 Fl owMaster v5.17 Page 1 of 1 - 1 1/0 1/00 Project Description Project File Worksheet F low Element Method So lve For Input Data Mann i ngs Coefficient Channel Slope Bottom Wi dth Discharg e Results Depth Flow Are a Wetted Perimeter Top W i d t h Critical Depth Critical Slope V elocity Veloc i ty Head Specific Energ y Froude Number Flow is supercritic al. Depth Flow 25-Year St o rm Event (Flume) Worksheet f o r Rectangular Channel c :\hae stad\acade m ic\f mw\gthom as. fm2 Dept h Flow 2-Year Storm Event Rectangular Ch annel Manning 's Formula Chan ne l Depth 0.013 0 .005000 fl/fl 4 .33 fl 12.40 els 0.59 ft 2 .56 ft 2 5 .51 ft 4.33 ft 0 .63 ft 0.004037 fl/ft 4.85 fl/s 0.36 ft 0 .96 ft 1 .11 Acade mic Editi o n 0 1 :30:00 PM Haes tad Methods, Inc . 3 7 Brookside Road W ate r bury , CT 06706 (203) 755 -1666 Fl o wM aster v5.17 Pag e 1 of 1 11/01/00 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Bottom Width Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Veloc it y Velocity Head Specific Energy Froude Number Flow is supercritical. Depth Flow 50-Year Storm Event (Flume) Worksheet for Rectangular Channel c:\haestad\academic\fmw\gthomas .fm2 Depth Flow 2-Year Storm Event Rectangular Channel Manning 's Formula Channel Depth 0.013 0 .005000 tuft 4.33 ft 14 .01 els 0 .64 ft 2 .77 112 5.61 ft 4 .33 ft 0 .69 ft 0 .004030 ft/ft 5 .05 ft/s 0.40 ft 1 .04 ft 1 .11 Ac ade mi c Edition 01 :30:20 PM Haestad Me th ods, Inc . 37 Brookside Road Wa terbury, CT 06708 (203) 755·1 666 Fl o wMaster v 5 .17 Pag e 1 of 1 1 1/01/00 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mann i ngs Coefficient Channel Slope Bottom Width Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Veloc it y Veloc i ty Head Specific Energy Froude Number Flow is supercritical. Depth Flow 100-Year Storm Event (Flume) Worksheet for Rectangular Channel c:\haestad\academic\fmw\gthomas.fm2 Depth Flow 2-Year Storm Event Rectangular Channel Manning 's Formula Channel Depth 0.013 0.005000 fl/ft 4.33 ft 15.88 els 0.70 ft 3 .01 ft 2 5 .72 ft 4 .33 ft 0 .75 ft 0 .004030 ft/ft 5 .27 !Us 0.43 ft 1.13 ft 1.11 Aca d emic Edition 01 :30 :42 PM Haestad Methods, In c. 37 B rook side Roa d Wa te rbury, CT 06 7 08 (203) 755 -16 6 6 Fl owMast e r v5.17 Page 1 of 1 DRAINAGE COMPUTATIONS For A Replat Of A 1.51 Acre Reserve Tract Block 1, Regency South College Station, Brazos County, Texas . Prepared for Mr. Glenn Thomas 1110 12th Man Circle College Station, Texas 77845 Prepare d bv: Garrett Engineering 4444 Carter Creek Parkway -Suite 108 Bryan, Texas 77802 Telephone: (409) 846-2688 *November, 2000 * Garett Eng hee<ing-4444 Corter Creek Prnkwoy Suite 108-Bryan. Texas 771ll2 -Telephone: (409) 84b-2688 -Fox: (409) 84b-3094 Drainage Computations For A Replat Of A 1.51 Acre Tract Block 1, Regency South College Station, Brazos County, Texas Computations contained herewith are provided to first determine the existing peak storm water discharge rates from the subject tract and second determine the impact on the discharge as a function of developing the subject property based on the requested zoning and the associated changes in run-off coefficients. Jeff Tondre indicated in July, 1998 (when the subject project was initiated) that if the impact area was less than one (1) acre, he would not be expecting to see storm water detention incorporated with this project. The total project area is 1.51 acres, however approximately 0.75 acres will remain undeveloped grass areas which yields an impacted area of approximately 0.76 acres. Based on this realization Steve Beachy with the Parks Department was contacted to determine if anticipated storm water discharge would be allowed to sheet drain across the City Park lying immediately downstream from th e subject tract. Mr. Beachy indicated that he did not have a problem with said scenario and thus the assumption to allow storm water discharge to exit the subject site unmetered from was arrived at. A rectangular flume with a four foot -four inch (4'-4") wide bottom is proposed to direct the anticipated storm water discharge from the existing cul-de-sac area to the east boundary line of the subject tract where same flume will terminate with a twenty-four (24") inch toewall. Limestone rock rubble rip-rap will be placed a same termination point to dissipate the discharge energy and armor the existing natural ground to minimiz e erosion in the vicinity of said end of flume. The flume depth was set at nine inches (0. 7 5 ') and the longitudinal gradient was set at 0.50%. The geometry provided will allow for satisfactory conveyance of the storm water discharge as generated by the 2, 5, 10, 25, 50 and 100-year stmm events. The flume was designed based on the total area tributary to the proposed flume and same area was derived from City of College Station topographic maps and actual on-the-ground observations. Said tributary area was dete1mined to be approximately 2.09 acres. Comparisons of pre and post development conditions peak storm water discharge rates as well as hyd ographs (tabular and graphical) are included for City Staff review and consideration. Vicinity Map n.t.s. Determine Total Current Condition Peak Storm Water Discharge Rates Tributary Area ("A"): 1.51 Acres Pervious Area : 1.35 Acres Impervious Area: 0.16 Acres Run-Off Coefficient ("Cwt"): 0.36 Time Of Concentration ("T/c "): Woodlands: Low Elevation : High Elevation : Distance (Feet): Slope (%Grade): Velocity ("Vw"): Time : Pastures: Low Elevation : High Elevation : Distance (Feet): Slope(% Grade): Velocity ("Vp"): Time: Pavements: Low Elevation : High Elevation : Distance (Feet): Slope (%Grade): Velocity ("Vpave"): Time : Total Travel T ime: Hourly Intensity Rates ("I"): 2-Year: 6.33 5-Year: 7.69 10-Year: 8.63 25-Year: 9 .86 50-Year: 11.15 100-Year: 12 .63 Peak Discharge Rate ("Q "): 2-Year: 3.47 5-Year: 4 .22 10-Year: 4.74 25-Year: 5.41 50-Year: 6.12 100-Year: 6.93 C= 0 .30 C= 0 .90 0.00 0.00 0.00 0.00 0.00 Feet I Second 0 .00 Minutes 0.00 0.00 0 .00 0.00 0 .00 Feet I Second 0.00 Minutes 0.00 0.00 0.00 0.00 0.00 Feet I Second 0 .00 Minutes 10.00 Minutes Inches I Hour Inches I Hour Inc.hes I Hour Inches I Hour Inches I Hour Inches I Hour Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Gorrell Engnee<ing • 4444 Carte1 C 1eek POfkwoy Suite 108 ·Brya n . Texas 7711J2 ·Telephone: (409) 846-268a ·Fax: (409) 846-3094 - Determin~ Post-development Peak Storm wa·ter Discharge (No Detention) Tributary Area ("A"): 1.51 Acres Pervious Area : 0.75 Acres C= 0.30 C= 0.90 Impervious Area: 0.76 Acres Run-Off Coefficient ("Cwt"): 0.60 Time Of Concentration ("Tic"): 1 O Minutes Hourly Intensity Rates ("I "): 2-Year: 6.33 Inches I Hour .. 5-Year: 7.69 Inches I Hour 10-Year: 8.63 Inches I Hour 25-Year: 9.86 Inches I Hour SO-Year : 11 .15 Inches I Hour 100-Year: 12 .63 Inches I Hour Peak Discharge Rate ("Q "): 2-Year: 5.75 Cubic Feet I Second 5-Year: 6.99 Cubic Feet I Second 10-Year: 7.85 Cubic Feet I Second 25-Year: 8.96 Cubic Feet I Second 50-Year: 10.13 Cubic Feet I Second 100-Year: 11.48 Cubic Feet I Second Comparison Of Predevelopment And Post-development Peak Discharge Rates Predevelopment Post-Development Increase 2-Year: 3 .47 Ft3/sec 5. 75 Ft3/sec 2.28 Ft3/sec 5-Year: 4 .22 Ft3/sec 6.99 Ft3/sec 2.77 Ft3/sec 10-Year: 4 . 7 4 Ft3 /sec 7.85 Ft3/sec 3.11 Ft3/sec 25-Year: 5.41 Ft3/sec 8.96 Ft3/sec 3.55 Ft3/sec 50-Year: 6.12 Ft3/sec 10 .13 Ft3/sec 4.01 Ft3/sec 100-Year : 6.93 Ft3/sec 11 .48 Ft3/sec 4 .55 Ft3/sec Gooetl Englnee<lng • 4444 Carter Creek Prnkwcry Suite 10 8-B<yan . Texas 771'J2 ·Telephone: (409) 846-2688 ·Fox: (409) 841>-3094 Current Condition (Predevelopinent) Inflow Hydrograph Ordinates (Cubic Feet per Second) Time 2-Year 5-Year 10-Year 25-Year SO-Year 100-Year (Minutes) Storm Storm Storm Storm Storm Storm 0 0.00 0.00 0.00 0.00 ·o.oo 0.00 1 0.35 0.42 0.47 0.54 0.61 0.69 2 0.69 0.84 0.95 1.08 1.22 1.39 3 1.04 1.27 1.42 1.62 1.84 2.08 4 1.39 1.69 1.90 2.17 2.45 2.77 5 1.74 2.11 2.37 2.71 3.06 3.47 6 2.08 2.53 2.84 3.25 3.67 4.16 7 2.43 2.96 3.32 3.79 4.28 4.85 8 .2.78 3.38 3.79 4.33 4.90 5.55 9 3.13 3.80 4.27 4.87 5.51 6.24 10 3.47 4.22 4.74 5.41 6.12 6.93 11 3.30 4.01 4.50 5.14 5.81 6.59 12 3.13 3.80 4.27 '4.87 5.51 6.24 13 2.95 3.59 4.03 4.60 5.20 5.89 14 2.78 3.38 3.79 4.33 4.90 5.55 15 2.60 3.17 3.56 4.06 4.59 5.20 16 2.43 2.96 3.32 3.79 4.28 4.85 17 2.26 2.75 3.08 3.52 3.98 4.51 18 2.08 2.53 2.84 3.25 3.67 4.16 19 1.91 2.32 2.61 2.98 3.37 3.81 20 1.74 2.11 2.37 2.71 3.06 3.47 21 1.56 1.90 2.13 2.44 2.75 3.12 22 1.39 1.69 1.90 2.17 2.45 2.77 23 1.22 1.48 1.66 1.89 2.14 2.43 24 1.04 1.27 1.42 1.62 1.84 2.08 25 0.87 1.06 1.19 1.35 1.53 1.73 26 0.69 0.84 0.95 1.08 1.22 1.39 27 0.52 0.63 0.71 0.81 0.92 1.04 28 0.35 0.42 0.47 0.54 0.61 0.69 29 0.17 0.21 0.24 0.27 0.31 0.35 30 0.00 0.00 0.00 0.00 0.00 0.00 31 0.00 0.00 0.00 0.00 0.00 0.00 32 0.00 0.00 0.00 0.00 0.00 0.00 33 0.00 0.00 0.00 0.00 0.00 0.00 34 0.00 0.00 0.00 0.00 0.00 0.00 35 0.00 0.00 0.00 0.00 0.00 0.00 36 0.00 0.00 0.00 0.00 0.00 0.00 37 0.00 0.00 0.00 0.00 0.00 0.00 38 0.00 0.00 0.00 0.00 0.00 0.00 39 0.00 0.00 0.00 0.00 0.00 0.00 40 0.00 0.00 0.00 0.00 0.00 0.00 41 0.00 0.00 0.00 0.00 0.00 0.00 42 0.00 0.00 0.00 0.00 0.00 0.00 43 0.00 0.00 0.00 0.00 0.00 0.00 44 0.00 0.00 0.00 0.00 0.00 0.00 45 0.00 0.00 0.00 0.00 0.00 0.00 Garrett Engineering-4444 Corter Creek Parkway Suite 108-Bryon. Texas 77~2-Telephone: (409) 846-2688 -Fox: (409) 846-3094 • • 46 0.00 0.00 0.00 0.00 0.00 0.00 47 0.00 0.00 0.00 0.00 0.00 0.00 48 0.00 0.00 0.00 0.00 0.00 0.00 49 0.00 0.00 0.00 0.00 0.00 0.00 50 0.00 0.00 0.00 0.00 0.00 0.00 51 0.00 0.00 0.00 0.00 0.00 0.00 52 0.00 0.00 0.00 0.00 0.00 0.00 53 0.00 0.00 0.00 0.00 0.00 0.00 54 0.00 0.00 0.00 0.00 0.00 0.00 55 0.00 0.00 0.00 0.00 0.00 0.00 56 0.00 0.00 0.00 0.00 0.00 0.00 57 0.00 0.00 0.00 0.00 0.00 0.00 58 0.00 0.00 0.00 0.00 0.00 0.00 59 0.00 0.00 0.00 0.00 0.00 0.00 60 0.00 0.00 0.00 0.00 0.00 0.00 Gmen Engineering -4444 Corter Creek Parkway Suite 108 -Bryon, Texas 771!1J2 -Telephone: (409) 846-2688 ·Fox: (409) ~3094 - -Time (Minutes) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 2-Year Storm 0.00 0.58 1.15 1.73 2.30 2.88 3.45 4.03 4.60 5.18 5.75 5.46 5.18 4.89 4.60 4.31 4.03 3.74 3.45 3.16 2.88 2.59 2.30 2.01 1.73 1.44 1.15 0.86 0.58 0.29 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Post-Development Inflow Hydrograph Ordinates (Cubic Feet per Second) 5-Year Storm 0.00 0.70 1.40 2.10 2.80 3.50 4.20 4.89 5.59 6.29 6.99 6.64 6.29 5.94 5.59 5.24 4.89 4.55 4.20 3.85 3.50 3.15 2.80 2.45 2.10 1.75 1.40 1.05 0.70 0.35 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10-Year 25-Year Storm Storm 0.00 0.00 0.78 0.90 1.57 1.79 2.35 2.69 3.14 3.59 3.92 4.48 4.71 5.38 5.49 6.27 6.28 7.17 7.06 8.07 7.85 8.96 7.46 . 8.52 7.06 8.07 6.67 7.62 6.28 7.17 5.89 6.72 5.49 6.27 5.10 5.83 4.71 5.38 4.32 4.93 3.92 4.48 3.53 4.03 3.14 3.59 2.75 3.14 2.35 2.69 1.96 2.24 1.57 1.79 1.18 1.34 0.78 0.90 0.39 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 50-Year 1 00-Year Storm Storm 0.00 0.00 1.01 1.15 2.03 2.30 3.04 3.44 4.05 4.59 5.07 5.74 6.08 6.89 7.09 8.04 8.11 9.18 9.12 10.33 10.13 11.48 9.63 10.91 9.12 10.33 8.61 9.76 8.11 9.18 7.60 8.61 7.09 8.04 6.59 7.46 6.08 6.89 5.57 6.31 5.07 5.74 4.56 5.17 4.05 4.59 3.55 4.02 3.04 3.44 2.53 2.87 2.03 2.30 1.52 1.72 1.01 1.15 0.51 0.57 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 oi5.tt Engnee<ng(1..QQ;orter Creel< Q.~ Suite 108. D,,.OQ.xos 77!02 -0.i®ne: (409) s.JloOO Fax: (409) ~~ 46 0.00 0.00 0.00 0.00 0.00 0.00 47 0.00 0.00 0.00 0.00 0.00 0.00 48 0.00 0.00 0.00 0.00 0.00 0.00 49 0.00 0.00 0.00 0.00 0.00 0.00 50 0.00 0.00 0.00 0.00 0.00 0.00 51 0.00 0.00 0.00 0.00 0.00 0.00 52 0.00 0.00 0.00 0.00 0.00 0.00 53 0.00 0.00 0.00 0.00 0.00 0.00 54 0.00 0.00 0.00 0.00 0.00 0.00 55 0.00 0.00 0.00 0.00 0.00 0.00 56 0.00 0.00 0.00 0.00 0.00 0.00 57 0.00 0.00 0.00 0.00 0.00 0.00 58 0.00 0.00 0.00 0.00 0.00 0.00 59 0.00 0.00 0.00 0.00 0.00 0.00 60 0.00 0.00 0.00 0.00 0.00 0.00 Garrett Engineering. 4444 Corter Creek Porkwcry Suite 106-Bryon. Texas 77f!!J2 ·Telephone: (409) 646-2666 -Fox: (409) 646-3094 - • ...... "O c 0 0 CJ) Cl) -CJ) Q. -CJ) CJ) LL. 'O :.0 ::J u ........ CJ) O> -0 ..c:. 0 fl) a -CJ) 6.00 5.00 4 .00 3.00 2.00 1.00 0.00 ("\ Total Current Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 2-Year Storm Event ....,......--Cur rent Development Hydrograph ---Total Post-Development Hydrograph Total Current Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 5-Year Storm Event .2 5 .oo -----#--+------+-----+-----;--------i----~ 0 ...... ·-"O 4 00 +----1---1+'...,_--~+-----+-----+------l-----1 .0 c . ::J 0 u 0 ........ CJ) 3.00 --"f---r--+-------t-"r----1"-----r-----1--------1 CJ) Cl) O> 5 2 .00 +--#--+---+--------------+-----+----~1-----~ ..c:. 0 i5 1.00 0.00 +-----+----....... ---~-----+----.......t~----.l 0 10 20 ---Current Development Hydrograph 30 40 50 60 Time (Minutes) ---Post-Development Outflow Hydrograph Without Detention Garr en Engineering· 4444 C o rt Of C reek Parkw ay Slit& 108 • Btyon . T exos 77m -Telephone: (409) 846-2688 ·Fax: (409 ) 846-3094 - 8 .00 ... 7.00 GI 0... -6.00 GI GI u.. 0,,...., 5 .00 ·-"O ..0 c: :::J 0 4 .00 u 0 ......, GI GI en 3 .00 DI ... 0 2 .00 .s::. 0 .,, a l.00 0 .00 0 Total Current Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 10-Year Storm Event 10 20 30 40 50 Time (Minutes) 60 ---Current Development Hydrograph ---Post-Development Outflow Hydrograph Without Detention Total Current Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 25-Year Storm Event 9 .00 -----...----~---~-----...-----~---~ Qi 8 .00 0... Qi 7.00 GI u.. 6 .00 ------+----"ar---+----~-----+-----+-----~ .2 :a .g c: 5.00 +---#---++~--~.-+-------+-----t-----+--------i u 0 ; ~ 4 .00 ~ 3.00 .-_,.-r--;----__...,M----"ar-----t------+-----t-----~ .s::. 0 .,, a l.00 ..,.,r----t------+--......... ~1-----+------+-------1 0 .00 +----+----+------..----+-----+------I 0 10 20 Current Development Hydrograph 30 40 50 60 Time (Minutes) ---Post-Development Outflow Hydrograph Without Detention Go rell Engineerng -4444 Carter C reek Parkway Suite 108 -B<yo n . Texas 77P!ol2 ·Telephone: (409) 846-2688 -Fox : (409 ) 846-3094 ~ Total Current Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 50-Year Storm Event c 0 10 .00 +------111,----+------t-----+------+-------; 0 Cl> (/) £. 8 .00 ----~~-~r----+------r-------t------r---------j Qi Cl> ... ~0 6 .00 ----.r--~'c----~-+------r-------t------r---------1 :0 ::::J u ; 4 .00 -----,r--+----t--~...--+-~----r------t------t---------j O> 0 .c. 0 U) c ---Current Developm ent Hydrograph ---Post -Developm e nt Outflow Hydrograph With out Detention 12 .00 -Cl> 10 .00 Cl> ... 0 ........ 8 .00 ·-"O .0 c ::::J 0 u 0 6 .00 ......, Cl> Cl> (/) O> ... ... Cl> 4 .00 0 0... .c. 0 U) 2.00 c 0 .00 0 Total Current Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 100-Year Storm Event 10 20 30 40 50 Time (Minutes) 60 ---Current Development Hyd rograph Post -Development Outflow Hydrograph With out Detention Gorrelt Engh eering-4444 Corter Creek Pcwkw oy Suit e 108-E!lyon . Texas 7711J2 -Telephone: (409) 84b-2688 -Fox: (409) 84b-:l094 Determine Total Peak Flow To Proposed Flume Tributary Area ("A"): 2.09 Acres Pervious Area : 1.04 Acres Impervious Area : 1.05 Acres Run-Off Coefficient ("Cwt"): 0.60 Time Of Concentration ("T/c"): Woodlands: Low Elevation : High Elevation: Distance (Feet): Slope(% Grade): Velocity ("Vw "): Time : Pastures: Low Elevation : High Elevation : Distance (Feet): Slope (%Grade): Velocity ("Vp"): Time : Pavements: Low El eva ti on: High Elevation : Distance (Feet): Slope (%Grade): Velocity ("Vpave"): T ime : Total Travel Time: Hourly Intensity Rates ("I"): 2-Year : 6 .33 5-Year : 7.69 10-Year: 8.63 25-Year: 9 .86 50-Year : 11.15 100-Year: 12 .63 Peak Discharge Rate ("Q"): 2-Year: 7 .95 5-Year : 9 .67 10-Year: 10.85 25-Yea r: 12.40 50-Year: 14.01 100-Year: 15.88 C= 0 .30 C= 0.90 0 .00 0 .00 0 .00 0 .00 0.00 Feet I Second 0 .00 Minutes 0.00 0.00 0.00 0.00 0 .00 Feet I Second 0.00 Minutes 0.00 0 .00 0.00 0 .00 0.00 Feet I Second 0.00 Minutes 10 .00 Minutes Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Gooett Englnee<lng • 4444 Corter Creek P°'kway Suite 108 ·Bryon . Texas 77&J2 ·Telephone : (409) 846-2688 • Fox: (409) 846-3094 Project Description Project File Worksheet Flow Eleme nt Method Solve For Input Data Mannings Coefficient Channel Slope Depth Bottom Width Results Discharge Flow Area Wetted Perimeter Top Widt h Critical Depth Critical Slope Veloc ity Vel ocity Head Specif i c Energy Froude Number Flow is supercritical. Full Flow Capac ity Of Proposed Flume Worksheet for Rectangular Channel c:\haestad\academic\fmw\gthomas .fm2 Full Flow Capacity Of Proposed Flume Rectangular Channel Manning's Formula Discharge 0.013 0.005000 ft/ft 0.75 ft 4 .33 ft 17.77 els 3.25 ft2 5.83 ft 4 .33 ft 0.81 ft 0.004035 ft/ft 5.47 ft/s 0.47 ft 1.22 ft 1 .11 Acade mic Editi o n 11 /0 1/0 0 11:48:4 1 AM Haesta d Methods, Inc . 3 7 B rookside Road W a te r bu ry, CT 067 08 (203 ) 755-1 666 Fl owMasler v5.17 Page 1 ol 1 (/) - 18.0 Project Description Project File Worksheet Flow Element Method Solve For Constant Data Mann i ngs Coefficient Channel Slope Bottom Width Input Data Minimum Depth 0 .00 Full Flow Capacity Of Proposed Flume Plotted Curves for Rectangular Channel c :\hae stad\acade m ic\f m w\g thorn as . fm 2 Full Flow Capacity Of Proposed Flume Rectangular Channel Manning 's Formula Discharge 0.013 0.005000 ft/ft 4.33 ft Maximum 0.75 Increment 0 .01 ft Discharge vs Depth 16 .0 ........... • ........... · ......... · .......... ' ........... ' ............. · ............ .. 14 .0 ........ , .................. , ................................ . .· 12 .0 ............... • ................ · ................. • ................. • ................ • ................. • ................. · ......... -- -. ~ 10 .0 ................. · ................ -........... ·,· ............ ·.· ......... ·.· ............. ·,· ............ ·, ....... --. Q) Ol ~ C1l ..c u (/) 0 8 .0 .............................. '· ............ ·'· .......... ·'· .............. • ................................ ·' ........ --·' 6 .0 .. .. .. . .. .. .. .. .. . .. .. .. .. .. .. . .. .. .. .. . . . . .. .. . .. . . . ........................................................... -- -. . . . . . . . 4 .0 . . . . . . . . • . . . . . . . . .. . . . . . . . .......... '• ................................... . 2.0 :/ : : : : : / ........ · .......... · ............. · ............ · ........... : ..... . . . . . O .Oi.-==~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~- 0.0 11/01 /00 11:53:0 1 AM 0 . 1 0.2 0.3 0.4 Depth (ft) A cadem ic Edition 0.5 0.6 Haes tad Methods, In c. 3 7 Brooks i de Road W aterb ury , CT 06708 (203) 755 ·1 666 0 .7 0.8 Fl owMaster vS.17 Page 1 o f 1 - Project Description Project File Worksheet Flow E lement Method Solve For Input Data Mannings Coefficient Channel Slope Bottom Width Discharge Results Depth Flow Area Wetted Perimeter Top Wi dth Critical Depth Critical Slope Veloc ity Veloc i ty Head Specific Energy Froude Number Flow is supercritical. Depth Of Flow 2-Year Storm Event (Flume) Worksheet for Rectangular Channel c :\haestad\academic\fmw\gthomas.fm2 Depth Flow 2-Year Storm Event Rectangular Channel Manning 's Formula Channel Depth 0.013 0 .005000 ft/ft 4 .33 ft 7 .95 els 0.44 ft 1 .92 ft 2 5 .22 ft 4 .33 ft 0.47 ft 0 .004115 ft /ft 4 .15 fUs 0.27 ft 0.71 ft 1.10 A cademic Edition 11 /01/0 0 01 :28 :16 PM Haestad Methods, In c. 37 Brook side Road Waterbury, CT 06708 (203 ) 755-1 666 Fl owMaster v5 .17 Page 1 of 1 - Proj ect Descri ption Pro ject File Worksheet Flow Element Method Solve For I nput Da t a Mann i ng s Coeffic i e n t Ch ann el Slope Bottom Wid t h Disch arge Resu l ts Depth Flow Area Wetted Perimeter Top Widt h Critical Dep t h Crit i cal Slope Veloc ity Ve locity Hea d Speci f ic Energy Froud e Number Flow i s supercritica l. Dep t h O f Flow 5-Year Storm Event (Flume) Worksheet for Rec t angular Channel c :\ha es tad\aca d e m ic\f m w\g th om as . f m 2 Depth Flow 2-Year Storm Event Rectangular Channel Ma n ning 's Formul a Channel Depth 0 .013 0 .005000 ft/ft 4 .33 ft 9 .67 els 0 .50 ft 2.18 ft 2 5 .33 ft 4 .33 ft 0 .54 ft 0 .004071 f t/ft 4.44 ft/s 0.3 1 ft 0 .81 ft 1 .11 Acade mi c Editi o n 1 1/01 /00 01:28 :54 PM Haestad Me th o ds , I nc. 37 Brooksi de Roa d Waterb u ry , CT 06 7 08 (203) 75 5-1 666 Fl owMa st er v5. 17 Page 1 of 1 11/01/00 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Bottom Width Discharge Results Depth Flow Area Wetted Perimeter Top Width Critica l Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow i s supercritical. Depth Flow 10-Year Storm Event (Flume) Worksheet for Rectangular Channel c:\haestad\academic\fmw\gthomas.fm2 Depth Flow 2-Year Storm Event Rectangular Channel Manning 's Formula Channel Depth 0.013 0 .005000 ft/ft 4.33 ft 10.85 els 0 .54 ft 2 .34 f t2 5.41 ft 4.33 ft 0.58 ft 0.004052 ft/ft 4 .63 ft/s 0 .33 ft 0 .87 ft 1.11 A ca demic Edition 01 :29 :32 PM Haestad Methods, Inc. 37 Brook side Roa d Waterbury , CT 06708 (203) 755-1666 FlowM aster v5.17 Page 1 of 1 11/01/00 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Bottom W i dth Discharge Results Depth Flow Area Wetted Perimeter Top W id t h Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Depth Flow 25-Year Storm Event (Flume) Worksheet for Rectangular Channel c :\hae stad\acade m ic\f mw\gthom as. f m2 Depth Flow 2-Year Storm Event Rectangular Channel Manni ng 's Formula Channel Depth 0 .013 0 .005000 fUft 4 .33 ft 12 .40 els 0 .59 ft 2 .56 ft 2 5.51 ft 4.33 ft 0 .63 ft 0 .004037 tuft 4 .85 IVs 0 .36 ft 0 .96 ft 1 .11 Acade mic Ed ition 01 :30:00 PM Haestad Methods, Inc . 3 7 Brookside Roa d W aterbury , CT 06708 (203) 755-1666 FlowM asler v5.17 Page 1 of 1 11/01/00 Project Description Project File Wo rksheet Flow Element Method Sol ve For Input Data Mannings Coe ff icient Channel Slope Bottom Width Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is superc ritical. Depth Flow 50-Year St o rm Event (Flume) Worksheet f o r Rectangular Channel c :\haestad\academic\fmw\gthomas.fm2 Depth Flow 2-Year Storm Event Rectangular Channel Manning's Formu la Cha nn e l Depth 0.013 0.005000 ft/ft 4.33 ft 14 .01 cfs 0.64 ft 2.77 ft2 5.61 ft 4.33 ft 0.69 ft 0.004030 ft/ft 5.05 ft/s 0.40 ft 1.04 ft 1 .11 Acade mic Edition 01 :30:20 PM Haestad Methods, In c. 37 Brook side Road Waterbury , CT 06708 (203) 755-1 666 FlowMa ster v5.17 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Bottom Width Discharge Results Depth Flow Area Wetted Perimeter Top Wi dth Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Depth Flow 100-Year Storm Event (Flume) Worksheet for Rectangular Channel c:\haestad\academic\fmw\gthomas.fm2 Depth Flow 2-Year Storm Event Rectangular Channel Manning's Formula Channel Depth 0.013 0.005000 ft/ft 4.33 ft 15 .88 els 0.70 ft 3.01 112 5.72 ft 4 .33 ft 0 .75 ft 0 .004030 ft/ft 5 .27 ft/s 0.43 ft 1.13 ft 1.11 Aca de mic Edition 11/0 1/0 0 01 :30:42 PM Hae stad Me th o d s, Inc. 3 7 Brook sid e Road Waterbury , CT 067 08 (203) 755 -1666 FlowM as te r v5.1 7 Page 1 o f 1