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Home My WebLink About47 Krenek Crossing 03-96DRAINAGE REPORT FOR KRENEK CROSSING SUBDIVISION 7.41 ACRE TRACT (VOLUME 273, PAGE 691) MORGAN RECTOR LEAGUE, A-46 MDG JOB NO. 000790-3687 COLLEGE STATION, BRAZOS COUNTY, TEXAS DECEMB 2003 2551 Texas Ave. South, Ste. A , College Station, TX 77840 Ofc : 979 .693 .5359 Fax : 979.693.4243 Email: mdgcstx @yahoo.com Project Scope: This report outlines the drainage improvements for the Krenek Crossing Subdivision. This drainage report will consist of the requirements necessary for the improvements of this site in accordance with the provisions of the City of College Station Drainage Policy and Design Standards . General Location and Description: The project site is located on the west corner of the intersection of Dartmouth Drive and Krenek Tap Road. Currently, the project site is undeveloped and exists in a relatively natural state that is covered with native grasses , weeds , and light underbrush and heavily vegetated with trees . This land generally slopes to the southeast with a grade of approximately 1.80 % being fairly uniformly distributed. The 7.41-acre tract is located in Carter Creek Drainage Basin 3 and drains through the Dartmouth Drive and Krenek Tap Road storm sewer system directly into Bee Creek. Drainage System Modeling: For all drainage system modeling, the volume of runoff will be calculated. The drainage calculations are summarized accordingly using the Rational Method : Q = CIA , where "Q" is the runoff in cubic feet/second , "C" is the runoff coefficient, "I" is the storm intensity in inches/hour for each selected frequency , and "A" is the drainage area in acres. A minimum 10-minute time of concentration for all calculations will be assumed. The selected frequencies will be 2, 5, 10 , 25 , 50 , and 100-year rainfall events. Storm Sewer Inlets Storm sewer inlets are a part of the storm sewer system evaluation . They were sized according to the determined 10-year land area runoffs using the equation: Q = 3Ly3 12 , where "Q " is the capacity in cubic feet/second , "L" is the length of the opening which water enters into the inlet, and "y" is the total depth of water or head on the inlet. Storm Sewer Systems The program StormCad by Haestad Methods aided storm sewer system calculations. Within this program , basic geometry and characteristics of a storm sewer system can be defined. This would include data such as drainage basin calculations, type and configuration of several types of inlet boxes, and controlling factors of the conveyance system . From this program critical information can be determined about the storm sewer system . Detention Detention requirements are determined by graphical means . Tabulations of pre- development and the post-development hydrographs of the drainage area 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. Existin g Drain age C ond itio n s : The majority of the site drains directly into inlets located on Krenek Tap Road. This storm sewer system was designed .with future development in mind and is outlined in the Drainage Report for Dartmo uth Crossing, Fe bruary 1998. Runoff flows from the proj ect site (Area 2, 3, and 4 as depicted) totaling 23.5 cfs were used in the rep ort for designing the Krenek Tap storm sewer system . Excerpts from the Dartmouth Crossing Report have been provided . Drain age Improvem ents: The proposed drainage system for the Krenek Crossing Subdivision project consist of regu lating detention basin discharge and routing it directly into the existing Krenek Tap storm sewer system by tapping into the 36 inch line. The detention basin discharge will be no greater than 14 .206 cfs, the pre-development runoff for the 100-year rainfall event. Because this value is less than the 23.5 cfs used to design the storm sewer system, the deve lo ped site will not have an impact on the existing drainage conditions. Storm Sewe r I nl ets Below is a summary of the proposed curb inlets and proposed conditions during a 1 0-year rainfall event. Inl et Sizing 10 -Ye ar Storm Event Inlet # Length Total Area Total Flowrate Flow Elevation {ft} {a cr es } {cfs} {ft} 11 8.5 2.50 8.921 27 4.11 12 8.5 2.46 8.771 270 .87 13 5 1.4 0 5.005 27 0.44 14 5 1.05 3.737 27 0.4 4 Storm Sewer Systems Below is a summary of the proposed storm sewer conveyance elements and proposed conditions during a 100-year rainfall event. Section 11-J1 J1-J2 12-J2 J2-0ut1 14-13 13-0ut3 Juliet-Tao Storm Sewer Sizing 100-Yr Storm Event Length Slope Diameter Upstream Invert Downstream Invert Flowrate Capacity Velocity Upstream HGL (ft) (ft/ft) (in) (ft) (ft) (cfs) (cfs) (ft/s) (ft) 115 0.00530 24 269 .71 269 .10 12 .03 16.48 3.83 271 .11 245 0.00510 24 269.10 267 .85 12.03 16 .16 3.83 270 .34 110 0.00500 24 268.40 267 .85 11 .82 16 .00 3.76 270 .50 15 0.00667 30 267 .35 267 .25 23 .85 33.49 4.86 269 .01 115 0.00148 18 267 .52 267 .35 5.04 6.85 2.85 269 .06 215 0.00302 24 266 .85 266 .20 11 .78 16 .31 3.75 268 .13 180 0.02333 18 266 .00 261 .80 14.20 16 .04 8.04 267 .39 Detention Facility Below is a summary of the proposed detention basin for a 100-year rainfall event. V=.5*D*w*L V=> volume in cf D=> depth W=> width of basin L=> length of basin Required Volume = D= 3:1 Slo e 4ft 30ft 125ft 7500cf 7396ft3 With 1 ft Freeboard D= 5ft tw= 30ft L= 125ft IV= 9375cf Downstream HGL (ft) 270.66 269 .95 269 .95 268 .91 268 .93 267.48 263 .19 ... Appendix A AREA 8 1.4 AC R-5 1.4@0 .9 DARTMOUTH CROSSING PROPOSED EXTENSION OF DARTMOUTH DRIVE UNDEVELOPED PASTURE 90' ROW UNDEVELOPED PASTURE FUTURE DEVELOPMENT CO NDITI ONS DARTMOUTH CROSSING DRAINAGE AREA MAP SCALE : 1" =300' I :1 t1 I I 'I AREA 11 1.9 AC C=0.6 SOUTHWEST CROSSING DEVELOPED AREA 12 0.4 AC C=0.6 / / X-STORM SEWER SYSTEM AREA 15 5 .5 AC . 0 .600.9 4 .9C0.3 UNDEVELOPED PASTURE X~STORM SEWER SYSTEM ~AREA 5 ~AREA 6 2 .3 AC . 0 .9 AC . 0 .4@0 .9 o. 1@0 .9 1.9@0 .3 0 .8@0 .3 UNDEVELOPED PAS TURE AREA 7 1.1 AC. 0 .1@0 .9 1@0.3 ~ ! I"'----X-STOR M SEWER SYS TEM :1 I I :1 I ~OUTFALL TO BEE CREEK I FUTURE DEVELOPMENT RUNOFF COEFFICIENT DRAINAGE AREA PVMT GRASS MED-D Cw Ca TIME OF IlO QlO I25 Q25 IlOO QlOO no. acres 0.9 0.3 0.6 CONCEN. i/h cfs i/h cfs i/h cf s tc (min.) 1 2.3 0.6 1. 7 0.68 1. 6 10.0 8.63 13.5 9.86 15.4 11. 64 18.2 2 5 :2 0.1 5.1 0.31 1. 6 17.0 6.76 11. 0 7.74 12.5 9.16 ZI:~EI~ 3 1.4 0.3 1.1 0.43 0.6 10.0 8.63 5.2 9.86 5.9 11. 64 -· Qj(i Z3. S-c:~s 4 0.3 0.1 0.2 0.50 0.2 10.0 8.63 1.3' 9.86 1. 5 11. 64 ~ ~ 5 2.3 0.4 1. 9 0.40 0.9 10.0 8.63 8.0 9.86 9.2 11.64 10.8 6 0.9 0.1 0.8 0.37 0.3 10.0 8.63 2. 8 . 9.86 3.3 11.64 3.8 7 1.1 0.1 1. 0 0.35 0.4 10.0 8.63 3.4 9.86 3.8 11. 64 4 .5 BEGIN PROP. PIPE 8 1.4 1.4 0.90 1. 3 10.0 8.63 .10:.9 9.86 12.4 11. 64 14.7 9 1. 8 0.7 1.1 0.72 1. 3 10.0 8.63 11.1 9.86 12 .7 11.64 15.0 10 1.4 1.4 0.60 0.8 10.0 8.63 7.3 9.86 8.3 11. 64 9.8 11 1. 9 1. 9 0.60 1.1 10.0 8.63 9.8 9.86 11. 2 11. 64 13.3 12 0.4 0.4 0.60 0.2 10.0 8.63 2.1 9.86 2.4 11. 64 2.8 13 2.6 0.3 1.4 0.9 0.47 1.2 10.0 8.63 10.6 9 .86 12.1 11. 64 14.3 14 1. 8 0.7 1.1 0.53 1. 0 10.0 8.63 8.3 9.86 9.5 11. 64 11.2 15 5.5 0.6 4.9 0.37 2.0 19.5 6.29 12.7 7.21 14.5 8.54 17.2 , Appendix B Pre-Development Drainage Area Drainage Area = 7.41 acres Given Velocity of Runoff= 0 .91 f sec Coefficient of Runoff= 0 .20 Travel Distance = 860 ft Time of Concentration = 15.75 min **NOTE: Minimum Tc allowed= 10 min . Result 2 Year Frequency Constants Rainfall Intensity (1 2) = Coefficient (e) = 0.806 102 = Coefficient (b) = 65 Coefficient ( d) = 8 5 Year Frequency Constants Rainfall Intensity (1 5) = Coefficient (e) = 0 .785 las= Coefficient (b) = 76 Coefficient (d) = 8 .5 10 Year Frequency Constants Rainfall Intensity (1 10) = Coefficient ( e) = 0.763 1010 = Coefficient (b) = 80 Coefficient (d) = 8 .5 25 Year Frequency Constants Rainfall Intensity (1 25) = Coefficient (e) = 0.754 la2s = Coefficient (b) = 89 Coefficient ( d) = ' 8.5 50 Year Frequency Constants Rainfall Intensity (1 50 ) = Coefficient ( e) = 0 .745 IOso = Coefficient (b) = 98 Coefficient (d) = 8.5 100 Year Frequency Constants Rainfall Intensity (1 100) = Coefficient (e) = 0 .73 10100 = Coefficient (b) = 96 Coefficient (d) = 8 Krenek Crossing Subdivision Job# 000790-3687 Project Manager: Lee Adams Calculations: Mark Taylor 5 .060 in/hr 7.561 cfs 6 .220 1%r 9.295 cfs 7.023 '"!hr 10.495 cfs 8 .041 '"!hr 12.016 cfs 9 .112'"/hr 13.616 cfs 9 .507 '"!h r 14.206 cfs 12/15/2003 Drainage Area Land Area= Impervious Area = Total Drainage Area= Given Land Velocity of Runoff = Land Travel Distance = Land Time of Concentration = Impervious Velocity of Runoff= Impervious Travel Distance = Impervious Time of Concentration = Composite Coefficient of Runoff= Total Time of Concentration= **NOTE: Minimum Tc allowed= 10 min . 2 Year Frequency Constants · Coefficient (e) = Coefficient (b) = Coefficient (d) = 5 Year Frequency Constants Coefficient (e) = Coefficient (b) = Coefficient (d) = 10 Year Frequency Constants Coefficient (e) = Coefficient (b) = Coefficient (d) = 25 Year Frequency Constants Coefficient (e) = Coefficient (b) = Coefficient (d) = 50 Year Frequency Constants Coefficient (e) = Coefficient (b) = Coefficient (d) = 100 Year Frequency Constants Coefficient (e) = Coefficient (b) = Coefficient (d) = Post-Development Total 5.23 acres 1.12 acres 6 .36 acres 1.82 Isa c 340 ft 3.11 min 4.60 11 /sec 300 ft 1.09 min 0 .41 4 .20 min 0 .806 65 8 0 .785 76 8 .5 0 .763 80 8 .5 0.754 89 8 .5 0 .745 98 8 .5 0 .73 96 8 Result Rainfall Intensity (1 2) = Rainfall Intensity (1 5) = Rainfall Intensity (1 10) = Rainfall Intensity (1 2s) = Rainfall Intensity (1 50) = Rainfall Intensity (1100) = Krenek Crossing Subdivision Job # 000790-3687 Project Manager: Lee Adams Calculations : Mark Taylor 6 .327 '"/hr 16.629 cfs 7 .693 '"/hr 20.221 cfs 8 .635 '%r 22.696 cfs 9 .861 '"/hr 25.921 cfs 11 .148 '"!hr 29.302 cfs 11 .639 '%r 30.594 cfs 12/15/2003 2 Year 5 Year 10 Year Tc (min) Post (cfs) Pre (cfs) Tc (min) Post (cfs) Pre (cfs) Tc (min) Post (cfs) Pre (cfs) 0 0 0 0 0 0 0 0 0 0 0 0 10.00 15.75 16.629 7 .561 10.00 15.75 20.221 9.295 10.00 15 .75 22.696 10.495 20.00 31 .50 8.315 3 .780 20 .00 31.50 10.110 4.648 20 .00 31.50 11 .348 5 .248 30.00 47 .25 0 0 30 .00 47 .25 0 0 30.00 47 .25 0 0 VOL= 4248 VOL= 5022 VOL= 5548 25 Year 50 Year 100 Year Tc (min) Post (cfs) Pre (cfs) Tc (min) Post (cfs) Pre (cfs) Tc (min) Post (cfs) Pre (cfs) 0 0 0 0 0 0 0 0 0 0 0 0 10.00 15.75 25 .921 12.016 10.00 15 .75 29 .302 13.616 10.00 15.75 30.594 14.206 20.00 31.50 12.960 6 .008 20.00 31 .50 14.651 6.808 20.00 31 .50 15.297 7.103 30.00 47 .25 0 0 30 47 .25 0 0 30.00 47 .25 0 0 VOL= 6295 VOL= 7069 VOL= 7396 2-Year Hydrograph 5-Year Hydrograph 20 :i' 15 .!:!.. GI ~ 10 "' &. u Ill 5 c 0 0 10 20 30 Time (min) Krenek Crossing Subdivision Job # 000790-3687 40 50 -Post-Development -Pre-Development 25 ....................................................................... , :i'20 +---.---+~~~-1-~~--1 u ~15 +--1-~+-t~~~-1-~~--1 en ~ 10+-Jr----c=dr-~~-1-~~--1 u Ill c 5+1--:F-~--+"""'-=o.-=--+-~~~ 0-4"-~~-+~-"-~-f--"""-~--! 0 20 40 60 Time (min) Project Manager: Lee Adams Calculations : Mark Taylor -Post-Developmen -Pre-Development 12/15/2003 10-Year Hydrograph ~ 20 +---+-+~-----+---+------+----> CJ -; 15 +----*---+-__,.-+---+---+-----< !:' ~ 10 +--f---t~""""""'o;;:--t---+--~ CJ Ill c 5 +-1-_,,"-t---t--'l..--',...,.i;;;::---+----l o~----1---1---___,.,__-+_;;"""-~ 0 10 20 30 40 50 Time(min) 50-Year Hydrograph 35 -.----.......... ---.---....--.......... ---. -30+---:;;1....-----+---+----t---i "' ~ 25 -t----f-t-~-+---+----t---t E> 20 +----*---+---+---+----+---! ~ 15 +--t---t--=="1<---+----t---1 ii: 10 +-J~-:o>l'"---t-~"c-t---+----J c 5 +l--,,<£---1---1-----'~+--"--~----l 10 20 30 Time(min) Krenek Crossing Subdivision Job # 000790-3687 40 50 -Post-Development -Pre -Development -Post-Development -Pre-Development 25-Year Hydrograph 30 ............................................... ························i ~ 25 ~ 20 +---#----+--+------+-------! Qj !:' 15 +---#---~-----+------! .. -5 10 +-Jr----,,,.."'-----P~----t-----l "' c 5 +l-,,_---+-.-"""'.:-1------l 0 -"'-----1----"'-----1--""'------1 0 20 40 60 Time(min) 100-Year Hydrograph 35 ························ ························ ·······················i u;-30 l ~ 25 -t----#--+--+------t------l ~ 20 +--+-----'~-----t------l ~ 15 +----,;;;,------t------l ii: 10 .f--4L--.,__--+-V'"'=-----l-----l c 5 +1-F----t----'~-=~-----l o~-----+--_......---+---"""'------' 0 20 40 60 Time(min) Project Manager: Lee Adams Calculations: Mark Taylor -Post-Development -Pre-Development -Post-Development -Pre-Development 12/15/2003 Drainage Area Land Area= Impervious Area= Total Dra inage Area= Given Land Velocity of Runoff = Land Travel Distance = Land Time of Concentration = Impervious Velocity of Runoff= Impervious Travel Distance ·= Impervious Time of Concentration = Composite Coefficient of Runoff= Total Time of Concentration= **NOTE: Minimum Tc allowed= 10 min . 2 Year Frequency Constants · Coefficient (e) = Coefficient (b) = Coefficient (d) = 5 Year Frequency Constants Coefficient (e) = Coefficient (b) = Coefficient (d) = 10 Year Frequency Constants Coefficient (e) = Coefficient (b) = Coefficient (d) = 25 Year Frequency Constants Coefficient (e) = Coefficient (b) = Coefficient (d) = 50 Year Frequency Constants Coefficient (e) = Coefficient (b) = Coefficient (d) = 100 Year Frequency Constants Coefficient (e) = Coefficient (b) = Coefficient (d) = Post-Development Area 1 2.05 acres 0.45 acres 2.50 acres 1.82 lsec 340 ft 3.11 min 4 .60 "!sec 300 ft 1.09 min 0.4 1 4.20 min 0 .806 65 8 0.785 76 8.5 0 .763 80 8 .5 0 .754 89 8 .5 0 .745 98 8 .5 0 .73 96 8 Result Rainfall Intensity (1 2) = Rainfall Intensity (1 5) = Rainfall Intensity (1 10) = Rainfall Intensity (1 25) = Rainfall Intens ity (1 50) = Rainfall Intensity (1 100) = Krenek Crossing Subd ivision Job # 000790-3687 Project Manager: Lee Adams Calculations : Mark Taylor 6 .327 '"/hr 6.536 cfs 7.693 '%r 7.948 cfs 8 .635 '%r 8.921 cfs 9 .861 '"!hr 10.188 cfs 11 .148 '"!hr 11.517 cfs 11 .639 '"!hr 12.025 cfs 12/15/2003 Drainage Area Land Area= Impervious Area = Total Drainage Area= Given Land Velocity of Runoff = Land Travel Distance = Land Time of Concentration = Impervious Velocity of Runoff = Impervious Travel Distance = Impervious Time of Concentration = Composite Coefficient of Runoff = Total Time of Concentration= **NOTE : Minimum Tc allowed = 10 min. 2 Year Frequency Constants Coefficient (e) = Coefficient (b) = Coefficient (d) = 5 Year Frequency Constants Coefficient (e) = Coefficient (b) = Coefficient (d) = 10 Year Frequency Constants Coefficient (e) = Coefficient (b) = Coefficient (d) = 25 Year Frequency Constants Coefficient (e) = Coefficient (b) = Coefficient ( d) = 50 Year Frequency Constants Coefficient (e) = Coefficient (b) = Coefficient (d) = 100 Year Frequency Constants Coefficient (e) = Coefficient (b) = Coefficient (d) = Post-Development Area 2 2 .01 acres 0 .45 acres 2.46 acres 1.8 2 Isac 340 ft 3 .11 min 4.60 11fsec 300 ft 1.09 min 0.41 4 .20 min 0 .806 65 8 0.785 76 8 .5 0.763 80 8.5 0.754 89 8 .5 0 .745 98 8 .5 0 .73 96 8 Result Rainfall Intensity (1 2) = Rainfall Intensity (1 5) = Rainfall Intensity (1 10) = Rainfall Intensity (1 25) = Ra infall Intensity (1 50) = Rainfall Intensity (1 100) = Krenek Crossing Subd ivision Job # 000790-3687 Project Manager: Lee Adams Calculations : Mark Taylor 6.327 '%, 6.426 cfs 7 .693 '%, 7.814 cfs 8.635 '"!hr 8.771 cfs 9 .861 '%, 10.017 cfs 11 .148 '"!hr 11.323 cfs 11 .639 '%, 11.823 cfs 12/15/2003 Post-Development Area 3 Drainage Area Land Area= Impervious Area = Total Dra inage Area = Given Land Velocity of Runoff = Land Travel Distance = Land Time of Concentration = Impervious Velocity of Runoff= Impervious Travel Distance ·= Impervious Time of Concentration = Compos ite Coefficient of Runoff = Total T ime of Concentration = **NOTE : Minimum Tc allowed = 10 min . 2 Year Frequency Constants 1.18 acres 0 .22 acres 1.40 acres 1.82 I sac 320 ft 2 .93 min 4.60 "I sac 180 ft 0 .65 min 0.41 3.58 min Coefficient (e) = 0 .806 Coefficient (b) = 65 Coefficient (d) = 8 5 Year Frequency Constants Coefficient (e) = 0.785 Coefficient (b) = 76 Coefficient (d) = 8 .5 10 Year Frequency Constants Coefficient (e) = 0 .763 Coefficient (b) = 80 Coefficient (d) = 8 .5 25 Year Frequency Constants Coefficient (e) = 0 .754 Coefficient (b) = 89 Coefficient (d) = 8 .5 50 Year Frequency Constants Coefficient (e) = 0 .745 Coefficient (b) = 98 Coefficient {d) = 8 .5 100 Year Frequency Constants Coefficient (e) = 0.73 Coefficient (b) = 96 Coefficien t (d ) = 8 Result Rainfall Intens ity (Iv = Ra infall Intensity (1 5) = Rainfall Intensity (1 10) = Ra infall Intensity (125) = Ra infall Intens ity (1 50) = Ra infall Intensity (1 100) = Krenek Cross ing Subd iv ision Job # 000790-3687 Project Manager: Lee Adams Calcu lations : Mark Taylor 6 .327 '%, 3.667 cfs 7.693 '"lhr 4.459 cfs 8 .635 '%, 5.005 cfs 9 .861 1%, 5.716 cfs 11 .148 '%, 6.461 cfs 11 .639 '"/hr 6.746 cfs 12/15/2003 • Post-Development Area 4 Drainage Area Land Area= 0.83 acres Impervious Area = 0 .22 acres Total Drainage Area= 1.05 acres Given Land Velocity of Runoff= 1.82 fsec Land Travel Distance = 280 ft Land Time of Concentration = 2 .56 min Impervious Velocity of Runoff= 4.60 11 /sec Impervious Travel Distance = 180 ft Impervious Time of Concentration = 0 .65 min Compos ite Coefficient of Runoff= 0.41 Total Time of Concentration= 3.22 min **NOTE : Minimum Tc allowed= 10 min . 2 Year Frequency Constants Result Coefficient (e) = 0 .806 Coefficient (b) = 65 Rainfall Intensity (1 2) = Coefficient (d) = 8 la2= 5 Year Freguenc}'. Constants Coefficient (e) = 0.785 Coefficient (b) = 76 Ra in fall Intensity (1 5) = Coefficient (d) = 8.5 las= 10 Year Freguenc}'. Constants Coefficient (e) = 0.763 Coefficient (b) = 80 Rainfall Intensity (1 10) = Coefficient (d) = 8 .5 la10= 25 Year Freguenc}'. Constants Coefficient (e) = 0.754 Coefficient (b) = 89 Rainfall Intensity (1 25) = Coefficient (d) = 8 .5 la2s = 50 Year Freguenc}'. Constants · Coefficient (e) = 0.745 Coefficient (b) = 98 Rainfall Intensity (1 50) = Coefficient (d) = 8 .5 laso = 100 Year Freguenc}'. Constants Coefficient (e) = 0 .73 Coefficient (b) = 96 Rainfall Intensity (1 100) = Coefficient (d) = 8 la100= Krenek Crossing Subdivision Job # 000790-3687 Project Manager: Lee Adams Calculations : Mark Taylor 6 .327 '%r 2.738 cfs 7 .693 '"!hr 3.330 cfs 8 .635 '%r 3.737 cfs 9 .861 '%r 4.269 cfs 11 .148 '%r 4.825 cfs 11.639 '"!hr 5.038 cfs 12/15/2003 ~ LO T 2 ~ 0 .11 ocrea ~ 104.62' t..i LOT 3 ~ 0.11 acrn -.;i 104.lS' ~ LOT 4 0 .11 acrn l03.J7' LOT 5 0 ·~ ,.: " g ,.: .. ws:- z ~ ~ <, \/o ...J ~ ;\j Z I lo 0 ,_ "' (/)~ t..;,..: !\, ~~ .. G:J ~ v: b z S, "' ~~ !~ "· ... 1~ "' " i~c02'./ 0 .45 a cres 0 .1 3 acrn NA7'"27'S!°W H)().CO' LOT 15 0 .11 acres LOT 14 0 .11. OCAI LOT 1.3 0 .11 acres X:\700\3687KRENEK CROSSING\ronstdwgs_o\3687Eros_o.dwg, 12/15/2003 11:36:55 AM, \\ADMI N7\liP LaserJet 1, 1:82.8526 LOT 2 0.11 acrn~ lQC.00'~ LOT 3 ~ 0 .11 acres~ 100.0~)' ~ LOT 4 ~ 0.11 acre•~ N_..._,.27'5'$"W •co.r.c· 21.ee~ .. ~, b ~ 0 " ':,: .... I- a::~ ::::>"' ~ 0 3" 1. u I 4; z l::i ~ ;;; (:; "' o .!. e.. 0 ., ... ;.i .... "' I-:r .. 0 " )) z S! N a::"' O b fi ;!:~ ~ g .. .~ " ·-·-~ LOT 16 0 .13 acrn Nd.,:27'.~)W 1ccoo· LOT 15 0.11 acre• 1000-J' LOT 14 0 .11 acrn 1• 1 00- LOT 13 0 .11 a er ea ~._!.(.MJ*2MJ'C,'$'W 1Z)O.t;J' d"' P c.f'. LOT 6 0 .11 OCt'H ..,4·,.·1r·~<fw j().< 0()' LOT 5 0.10 acres N.tr1~·~1:w • 0 < s:-0 a:: ~ CL '!!! < ~ ... I-I Q: 1-0 ~ ee w 01.0 z 'o w a:: e :,.:: 8~~~""-, ~'Li..E· ~ ).~ 1H -,, .:.(TY NF )'1 (;,~ LOT 2 0.11 acres "' LOT 3 0.11 acres 1J4,:.,,, LOT 4 0.11 acres LOT 5 "' .. ~ "" w s::- z ~ < I \1 _J ~ (~ Z I " o 1- 1 vi i3 ci Ii z s_ <. "' 'X S11NC. v.-C ASEMEI<'" i..!d' 69. A(,f. .2 LOT 16 0.1J acres "'" 0 LOT 15 .~ 0.11 acres ·"o.~ 'y LOT 14 "' 0.11 acres 0 f,;.OiJ ·"' N LOT 13 0.11 acres q I "" LOT 12 LOT 11 X:\700\3687KREN EK CROSSING\mnStdwgs_a\3687Eros_a.dwg, 12/15/2003 11:36:55 AM, \\ADMIN71J;P Laserlet4, 1:82 .8526 UAK IMUU IH UKIVt. (90' R~.~(#AY) S47'27'53"E 730.69' Cl ;t LOT 2 r acres~ "' 0.11 f-~ a:: ')'.' ::> < <.> ~ 0 3" (.)I ·v: z ~ LOT 3 ~ ;'I o ..'. . (; ) ~ ~ f-r 0 .11 acres\..) z £? a:: er '''J.f/' ~ O b f· ~e LOT 4 ~ 0.11 acres~ R2~ "' -1 · LOT 51'' ~ ~ ..i <' ·, 0 .45 ""'" LOT 6 752.42' / LOT 16 0.13 acres Pl,• C• /, LOT 15 I 0 .11 acres ·~~ LOT 14 N / 0.11 acres /' 0.11 ,;)(). 0.44 ocres LOT 13 0 < 0.11 acres ·!'. :.~ 0 s:-a:: ~ f-I~ a.. a:: < 15.., '<~-·-.., .. ::>I f-..!-5 :· 0 15 ~§ (.)I ~ .... w LOT 6 /· ~~ z b \ w e <"' a:: 0.11 acres U§_ ~ LOT 5 :~ 0 03,,.~tl\(O 2551 Toxas Avo South , Ste A, College Station, TX ~:4~ i v}r;: <t Ofc: 979.693.5359 Fax : 979 .693.4243 Email: mdgcstx@yahoo.com January 8, 2004 Attn: Carol Cotter City of College Station Development Services 1101 Texas Ave., South College Station, Texas 77842 RE: Addendum to Drainage Report per City Review Comments Dear Mrs. Cotter: Attached is an addendum to the Krenek Crossing Subdivision Drainage Report addressing the City of College staff review comments dated January 7, 2004. If you have any questions, please call. Very sincerely yours, Municipal Development Group Len wood S . Adams, P .E. Principal Time (min) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 :}_@:::1§.]Jt:? 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 4 7 48 Pre-Development Outflow Hydrograph Ordinates 2-Year Storm 0.00 0.47 0.95 (Cubic Feet per Second) 5-Year 10-Year 25-Year Storm Storm Storm 0.00 0.00 0.00 0.58 0.66 0.75 1.16 1.31 1.50 1.42 1.74 1.97 2.25 1.89 2 .33 2.63 3.01 2.36 2.91 3.28 3.76 2 .84 3.49 3.94 4 .51 3.31 4 .07 4 .59 5.26 3.78 4 .65 5.25 6.01 4.25 5 .23 5.91 6.76 4 .73 5.81 6.56 7.51 5.20 6 .39 7.22 8.26 5.67 6.98 7.88 9.02 6.14 7.56 8.53 9.77 50-Year Storm 0.00 0.85 1.70 2.55 3.41 4 .26 5.11 5.96 6 .81 7.66 8.51 9.36 10.22 11.07 100-Year Storm 0.00 0.89 1.78 2 .66 3 .55 4.44 5.33 6.22 7 .11 7.99 8.88 9.77 10.66 11 .55 6.62 8.14 9.19 10.52 11.92 12.43 7 .09 8.72 9.84 ·11.27 12.77 13.32 ·. 7,56 .. j 19.830. t:t]jQ~§P :17;9g{\):\ 11.!§?. :tt:J4@1?:? 7.32 9.01 10.21 11.73 7.09 8 . 72 9.92 11.44 6.85 8.43 9.63 11.15 6 .62 8.14 9.34 10.86 6 .38 7 .85 9.05 10.57 6.14 7.56 8.76 10.28 5.91 7.27 8.47 9.99 5.67 6 .98 8.18 9.70 5.43 6 .68 7.88 9.40 5 .20 6.39 7.59 9.11 4 .96 6.10 7.30 8.82 4 .73 5.81 7.01 8.53 4.49 5 .52 6.72 8.24 4.25 5 .23 6.43 7.95 4.02 3.78 3.54 3.31 3.07 2 .84 2 .60 2 .36 2.13 1 .89 1.65 1.42 1.18 0.94 0.71 0.47 0 .24 0.00 4.94 4 .65 4.36 4 .07 3.78 3.49 3.20 2.91 2 .62 2 .32 2 .03 1.74 1.45 1.16 0.87 0.58 0.29 0.00 6 .14 5.85 5.56 5.27 4 .98 4 .69 4.40 4 .11 3.82 3.52 3.23 2 .94 2 .65 2 .36 2 .07 1.78 1.49 0 .00 7.66 7.37 7.08 6.79 6.50 6.21 5.92 5.63 5.34 5.04 4.75 4.46 4.17 3.88 3.59 3.30 3.01 0.00 13.33 13.04 12.75 12.46 12.17 11.88 11 .59 11.30 11.00 10.71 10.42 10.13 9.84 9.55 9.26 8.97 8.68 8.39 8.10 7.81 7.52 7.23 6.94 6.64 6.35 6.06 5.77 5.48 5.19 4 .90 4.61 0.00 13.92 13.63 13.34 13.05 12.76 12.47 12.18 11 .89 11 .59 11.30 11.01 10.72 10.43 10.14 9.85 9.56 9.27 8 .98 8.69 8.40 8.11 7.82 7.53 7.23 6.94 6 .65 6.36 6 .07 5.78 5.49 5.20 0.00 Krenek Crossing Subdivision Job# 000790-3687 Project Manager: Lee Adams Calculations : Mark Taylor 1/8/2004 Post-Development Inflow Hydrograph Ordinates (Cubic Feet per Second) Time 2-Year 5-Year 10-Year 25-Year 50-Year 100-Year (min) Storm Storm Storm Storm Storm Storm 0 0 0 0 0 0 0 1 1.94 2.36 2 .65 3 .02 3.42 3 .57 2 3.88 4.71 5.29 6.04 6 .83 7 .13 3 5 .81 7 .07 7 .94 9 .06 10 .25 10 .70 4 7.75 9.43 10.58 12 .08 13 .66 14.26 5 9 .69 11 .78 13 .23 15 .11 17 .08 17 .83 6 11 .63 14 .14 15 .87 18 .13 20.49 21 .39 7 13 .57 16.50 18 .52 21.15 23 .91 24 .96 8 15 .50 18.85 21 .16 24 .17 27 .32 28 .52 9 17.44 21.21 23.81 27 .19 30.74 32.09 tt't10. :;::::::::::::::::::::~ ·tta laa :: ,::;::::::~~~§? ::::: ::'.?§!!§::] :: .. §9W:?1 ::'.i ::::9~\l§ :·:-:.:·:·:::: t~?:~§§]JlI :=::::::::::::::;.;:::: rr~~f 11 18 .41 22 .39 25 .13 28 .70 32.44 33 .87 12 17 .44 21 .21 23.81 27 .19 30 .74 32 .09 13 16.47 20 .03 22.48 25 .68 29.03 30 .31 14 15.50 18 .85 21 .16 24.17 27.32 28 .52 15 14 .54 17 .67 19 .84 22 .66 25 .61 26.74 16 13 .57 16 .50 18.52 21 .15 23 .91 24 .96 17 12.60 15 .32 17.19 19 .64 22 .20 23.18 18 11 .63 14 .14 15 .87 18 .13 20.49 21 .39 19 10.66 12 .96 14.55 16 .62 18 .78 19 .61 20 9 .69 11 .78 13 .23 15 .11 17 .08 17.83 21 8.72 10 .60 11 .90 13 .59 15 .37 16 .05 22 7 .75 9.43 10 .58 12.08 13 .66 14.26 23 6 .78 8.25 9.26 10.57 11 .95 12 .48 24 5 .81 7 .07 7.94 9 .06 10 .25 10 .70 25 4 .85 5 .89 6.61 7.55 8.54 8.91 26 3 .88 4.71 5 .29 6 .04 6 .83 7 .13 27 2 .91 3.53 3.97 4 .53 5 .12 5 .35 28 1.94 2.36 2.65 3 .02 3 .42 3.57 29 0.97 1.18 1.32 1.51 1.71 1.78 30 0 0 0 0 0 0 Krenek Crossing Subdivision Job# 000790-3687 Project Manager: Lee Adams Calculations: Mark Taylor 1/8/2004 Basin Depth vs. Volume Elevation Depth Volume (ft) (ft) (cf) 266 .0 0 .0 0 266 .5 0 .5 2100 267 .0 1 .0 4200 267 .5 1 .5 6300 268 .0 2 .0 8400 268 .5 2 .5 10500 269.0 3 .0 12600 269 .5 3.5 14700 270 .0 4 .0 16800 270 .5 4 .5 18900 271 .0 5.0 21000 Volume vs. Depth -20000 .0 +----l----+----1----+-~~----l .., ;::::: -;-15000 .0 E ::J 10000 .0 -l-----+----+-Jlli//l~-l----+-----t-------1 0 > 5000 .0 -1-----bol~--t----+---t----j------j 0 Krenek Cross ing Subdivision Job# 000790 -3687 2 3 4 5 Depth (ft) Project Manager: Lee Adams Calculations: Mark Taylor 6 1/8/2004 Outlet Control Elevation Depth Velocity Discharge (ft) (ft) (ft/s) (cfs) 266 .0 0.0 0 .00 0.00 266 .5 0.5 3.52 1.38 267 .0 1.0 4.98 3 .91 267.5 1.5 6 .09 7 .18 268 .0 2.0 7 .04 8.98 268 .5 2.5 7.87 10 .04 269.0 3.0 8.62 11 .00 269 .5 3 .5 9 .31 11 .88 270 .0 4 .0 9 .95 12 .70 270 .5 4.5 10.55 13.47 271 .0 5 .0 11 .13 14.20 Depth vs. Outflow 6.0 ..................... -...................................... -................................................................. -................... -.. -... -...... .. 5.0 g 4 .0 +--------1-------+---~"""-----: £ 3 .0 -1---------1-------+-~""'----a. ~ 2.0 +--------1----,,,_ ...... -+-------: Cl 1 .0~::::::t:~~~-~ = 0.0218x + 0 .0155x + 0.2712 0 .0 0.0 5 .0 10 .0 15.0 Outflow (cfs) Velocity vs. Outflow 12 .00 10.00 £ 8.00 -..c: 6.00 -a. ~ 4 .00 Cl 2 .00 0.00 y = -0 .0048x 386x + 1.2861 [ 0 .0 5 .0 10 .0 15 .0 Outflow (cfs) Krenek Crossing Subdivision Job# 000790-3687 Project Manager: Lee Adams Calculations : Mark Taylor 1/8/2004 Krenek Crossing Subdivision Job # 000790-3687 Time (min) 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 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 Inflow (cfs) 0 .00 1.94 3.88 5.81 7 .75 9.69 11 .63 13.57 15.50 17.44 19 .38 18 .41 17.44 16 .47 15 .50 14 .54 13 .57 12.60 11 .63 10.66 9 .69 8 .72 7 .75 6 .78 5 .81 4 .85 3 .88 2.91 1.94 0 .97 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 Inflow I Outflow Simulation 2-Year Storm Event 2s/l-O 2s/t+O (cfs) (cfs) 0 .00 0.00 1 .94 1.94 7 .75 7.75 17 .28 17 .44 29 .64 30.84 44 .66 47 .09 62 .16 65 .98 82.03 87.36 104.15 111.10 128.44 137.09 154.87 165.27 180.65 192.66 203 .17 216 .51 222 .66 237 .09 239.32 254 .64 253.33 269 .37 264 .83 281.43 273 .95 291 .00 280 .82 298.18 285 .52 303.11 288 .17 305.87 288 .85 306.59 287 .65 305.33 284 .64 302.18 279 .92 297 .24 273 .56 290 .58 265.64 282 .28 256 .24 272.42 245 .45 261 .09 . 233.36 248 .36 220 .05 234 .33 206.52 220 .05 193.73 206 .52 181 .66 193.73 170.29 181 .66 159.59 170.29 149.53 159.59 140.10 131 .26 122.98 115.24 108.01 101 .26 94 .97 89.11 83.66 78 .59 73 .87 69.49 65.42 61 .65 58.15 54 .90 51 .90 49.11 46 .53 44 .15 41 .94 39.90 38.01 36.26 25 .00 149.53 140.10 131 .26 122.98 115.24 108 .01 101 .26 94 .97 89.11 83.66 78 .59 73 .87 69.49 65.42 61.65 58.15 54.90 51.90 49.11 46.53 44 .15 41 .94 39.90 38 .01 Outflow (cfs) 0.00 0 .00 0 .00 0 .08 0 .60 1.21 1.91 2 .67 3 .48 4 .33 5 .20 6 .00 6 .67 7 .21 7 .66 8 .02 8 .30 8 .52 8 .68 8 .79 8 .85 8.87 8 .84 8 .77 8 .66 8 .51 8 .32 8 .09 7 .82 7 .50 7 .14 6.76 6 .39 6 .03 5.69 5 .35 5 .03 4 .72 4.42 4 .14 3 .87 3 .61 3 .37 3 .15 2 .93 2 .73 2 .54 2 .36 2 .19 2 .03 1 .89 1.75 1.62 1 .50 1.39 1.29 1.19 1.10 1.02 0 .94 0 .87 Volume (cf) 0 .00 0 .00 0 .00 1145.02 1211 .12 1352.92 1596.22 1963.46 2472 .16 3133.80 3953.12 4830.58 5643.63 6372.08 7006.85 7545.43 7989.08 8341 .00 8605.26 8786.14 8887 .73 8913.77 8867 .63 8752.34 8570.76 8325.70 8020.18 7657.62 7242.12 6778.64 6273.28 5767 .39 5298.44 4866.25 4470.06 4108.65 3780.49 3483.76 3216.49 2976 .62 2762 .05 2570 .67 2400.45 2249.42 2115 .71 1997 .58 1893.39 1801 .64 1720.96 1650.09 1587 .91 1533.39 1485.61 1443.78 1407.15 1375.09 1347.03 1322.47 1300.96 1282.12 1265.62 Inflow/Outflow Simulation 2-Year Storm Event i 20 .00 +--+-l--1--jf-l-+-+-+-l--+-+--H ;-15.00 -i 10.00 ~ 5.00 0.00 .,_.'"---------===>...J 0 5 10 15 20 25 30 35 40 45 50 55 60 Time (min) Project Manager: Lee Adams Calculations : Mark Taylor Depth (ft) 0.00 0 .00 0 .00 0 .27 0 .29 0 .32 0 .38 0 .47 0 .59 0 .75 0 .94 1.15 1.34 1.52 1.67 1.80 1.90 1.99 2.05 2.09 2.12 2.12 2 .11 2.08 2.04 1.98 1.91 1.82 1.72 1.61 1.49 1.37 1.26 1.16 1.06 0 .98 0 .90 0 .83 0 .77 0 .71 0 .66 0 .61 0 .57 0 .54 0 .50 0 .48 0.45 0.43 0 .41 0.39 0 .38 0 .37 0 .35 0 .34 0 .34 0 .33 0.32 0 .31 0 .31 0.31 0 .30 Clnflow COutflow Elevation (ft) 266 .00 266 .00 266 .00 266 .27 266 .29 266.32 266 .38 266.47 266.59 266.75 266.94 267.15 267 .34 267 .52 267 .67 267.80 267 .90 267 .99 268.05 268.09 268.12 268.12 268.11 268.08 268.04 267 .98 267.91 267 .82 267 .72 267 .61 267 .49 267 .37 267 .26 267 .16 267 .06 266.98 266.90 266.83 266.77 266 .71 266 .66 266.61 266 .57 266 .54 266 .50 266.48 266 .45 266.43 266 .41 266 .39 266.38 266 .37 266.35 266.34 266.34 266.33 266.32 266 .31 266 .31 266 .31 266 .30 Velocity (Wsec) 0 .00 0 .00 0 .00 1.35 1.73 2.18 2 .68 3 .22 3 .80 4.39 5 :00 5.55 6 .00 6 .36 6 .66 6.90 7.09 7 .23 7.34 7.41 7.45 7.46 7 .44 7 .39 7 .32 7.22 7 .10 6 .95 6 .77 6 .56 6 .32 6 .06 5 .81 5.57 5 .33 5.10 4 .88 4 .66 4 .46 4 .26 4 .07 3.89 3 .72 3.56 3.41 3 .26 3 .13 3 .00 2.88 2.77 2.66 2.56 2.47 2.39 2.31 2 .23 2 .18 2 .10 2 .04 1.98 1.93 1/8/2004 • Krenek Crossing Subdivision Job # 000790-3687 Time {min) 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 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 lnHow {cfs) 0.00 2.36 4.71 7.07 9.43 11.78 14.14 16.50 18.85 21.21 23.57 22.39 21.21 20.03 18.85 17.67 16.50 15.32 14.14 12.96 11.78 10.60 9.43 8.25 7.07 5.89 4.71 3.53 2.36 1.18 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 Inflow I Outflow Simulation 5-Year Storm Event 2s/t.o 2s/t+O {cfs) {cfs) 0.00 0.00 2.36 9.43 20.75 35.56 53.63 74.76 98.83 125.71 155.35 187.69 219.40 247.27 271.58 292.56 310.41 325.29 337.33 346.66 353.38 357.60 359.39 2.36 9.43 21.21 37.25 56.77 79.55 105.40 134.18 165.78 200.12 233.64 262.99 288.51 310.46 329.09 344.58 357.10 366.79 373.76 378.13 379.98 358.84 379.42 356.04 376.52 351.07 371.36 344.00 334.93 323.93 311.12 296.57 280.41 263.85 248.08 233.10 218.88 205.41 192.69 180.68 169.36 158.72 148.72 139.33 130.54 122.31 114.61 107.42 100.72 94.46 88.64 83.22 78.18 73.49 69.13 65.09 61.34 57.86 54.64 51.65 48.89 46.33 43.96 25.00 364.03 354.61 343.18 329.83 314.65 297.75 280.41 263.85 248.08 233.10 218.88 205.41 192.69 180.68 169.36 158.72 148.72 139.33 130.54 122.31 114.61 107.42 100.72 94.46 88.64 83.22 78.18 73.49 69.13 65.09 61.34 57.86 54.64 51.65 48.89 46.33 ~ 20.00. ! 15.00 i 10.00 ~ 5.00 Outnow (cfs) 0.00 0.00 0.00 0.23 0.84 1.57 2.39 3.29 4.23 5.22 6.22 7.12 7.86 8.46 8.95 9.34 ·9.65 9.89 10.06 10.19 10.27 10.30 10.29 10.24 10.15 10.01 9.84 9.62 9.35 9.04 8.67 8.28 7.88 7.49 7.11 6.73 6.36 6.00 5.66 5.32 5.00 4.69 4.40 4.12 3.85 3.59 3.35 3.13 2.91 2.71 .2.52 2.34 2.18 2.02 1.88 1.74 1.61 1.49 1.38 1.28 1.19 Volume {cf) 0.00 0.00 0.00 1158.75 1259.21 1467.55 1818.66 2341.11 3054.73 3968.78 5080.72 6248.83 7311.90 8249.45 9055.82 9733.53 10289.25 10731.30 11068.12 11307.46 11455.92 11518.69 11499.63 11401.35 11225.42 10972.70 10643.73 10239.12 9760.07 9208.89 8589.49 7951.30 7343.33 6768.64 6229.30 5726.51 5260.68 4831.55 4438.33 4079.79 3754.34 3460.17 3195.28 2957.63 2745.08 2555.56 2387.03 2237.53 2105.20 1988.30 1885.21 1794.44 1714.63 1644.54 1583.04 1529.12 1481.88 1440.50 1404.29 1372.58 1344.83 lnHow/Outllow Simulation 5·Year Storm Event o.ooV-4 ~I 0 5 10 15 20 25 30 35 40 45 50 55 60 Time (min} Project Manager: Lee Adams CalculaUons: Mark Taylor Depth {ft) 0.00 0.00 0.00 0.28 0.30 0.35 0.43 0.56 0.73 0.94 1.21 1.49 1.74 1.96 2.16 2.32 2.45 2.56 2.64 2.69 2.73 2.74 2.74 2.71 2.67 2.61 2.53 2.44 2.32 2.19 2.05 1.89 1.75 1.61 1.48 1.36 1.25 1.15 1.06 0.97 0.89 0.82 0.76 0.70 0.65 0.61 0.57 0.53 0.50 0.47 0.45 0.43 0.41 0.39 0.38 0.36 0.35 0.34 0.33 0.33 0.32 !Jlnflow DOutflow Elevation {ft) 266.00 266.00 266.00 266.28 266.30 266.35 266.43 266.56 266.73 266.94 267.21 267.49 267.74 267.96 268.16 268.32 268.45 268.56 268.64 268.69 268.73 268.74 268.74 268.71 268.67 268.61 268.53 268.44 268.32 268.19 268.05 267.89 267.75 267.61 267.48 267.36 267.25 267.15 267.06 266.97 266.89 266.82 266.76 266.70 266.65 266.61 266.57 266.53 266.50 266.47 266.45 266.43 266.41 266.39 266.38 266.36 266.35 266.34 266.33 266.33 266.32 Velocity {ft/sec) 0.00 0.00 0.00 1.45 1.91 2.44 3.03 3.66 4.33 5.01 5.69 6.30 6.80 7.19 7.51 7.77 7.97 8.12 8.23 8.31 8.36 8.38 8.38 8.34 8.29 8.20 8.09 7.95 7.78 7.57 7.33 7.07 6.81 6.55 6.29 6.04 5.79 5.55 5.31 5.08 4.86 4.65 4.44 4.24 4.06 3.88 3.71 3.55 3.40 3.25 3.12 2.99 2.87 2.76 2.65 2.56 2.46 2.38 2.30 2.22 2.15 1/812004 Krenek Crossing Subdivis io n Job # 000790-3687 Time (min) 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 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 Inflow (cfs) 0 .00 2.65 5 .29 7 .94 10.58 13.23 15.87 18.52 21 .16 23.81 26.45 25.13 23.81 22 .48 21 .16 19.84 18.52 17 .19 15.87 14 .55 13.23 11 .90 10.58 9 .26 7 .94 6 .61 5 .29 3 .97 2.65 1.32 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 Inflow I Outflow Simulation 10-Year Storm Event 2s/t-O (cfs) 2s/t+O Outflow (cfs) (cfs) 0.00 2.65 10.58 23.15 39.64 59.82 83.47 0 .00 0.00 2.65 0.00 10.58 0 .00 23.81 0.33 41 .66 1.01 63.45 1.82 88.91 2 .72 110.46 117 .86 140.66 150.13 174.02 185.63 210.53 224 .28 246.42 262 .11 278.12 295.36 305.92 324.41 330.08 349.57 350.80 371 .08 368.24 389.15 382 .56 403 .95 393.87 415.62 402.28 424 .29 407 .88 430.05 410.74 433 .00 410.96 433 .23 408.60 430.80 403.74 425.79 396.45 418.28 386.83 408.35 374.95 396 .08 360.91 381 .56 344.82 364.88 326.79 346.14 308.20 326. 79 290.40 308.20 273 .38 290.40 257 .16 273.38 241 .72 257 .16 227.05 241.72 213.15 227 .05 200.00 213.15 187 .58 200.00 175.86 187.58 164 .83 175.86 154.45 164.83 144.71 154.45 135.58 144.71 127 .03 135.58 119.02 127.03 111 .54 119.02 104 .56 111 .54 98.05 104.56 91 .98 98.05 86.32 91 .98 81 .06 86.32 76.17 81 .06 71 .63 76.17 3 .70 4 .74 5 .80 6 .88 7 .84 8 .62 9 .24 9 .74 10.14 10.45 10.70 10.88 11 .01 11 .09 11.13 11 .13 11 .10 11 .03 10.92 10.76 10.57 10.32 10.03 9 .68 9 .29 8 .90 8 .51 8 .11 7.72 7.33 . 6 .95 6 .58 6 .21 5 .86 5.52 5.19 4 .87 4 .57 4 .28 4 .00 3 .74 3.49 3 .26 3 .04 2.83 2 .63 2.45 2.27 67.41 71 .63 2.11 63.49 67 .41 1.96 59.86 63.49 1.82 56.49 59.86 1.68 53.36 56 .49 1.56 50.47 53 .36 1.45 Volume (cf) 0 .00 0 .00 0 .00 1170.45 1298.34 1559.00 1993.63 2634.40 3501.11 4598.84 5916.32 7279.40 8501 .45 9564.00 10466.04 11215.73 11825.37 12308.46 12677.91 12945.07 13119.18 13207.21 13213.80 13141.44 12990.69 12760.59 12449.10 12053.65 11571 .82 11002.09 10344.63 9650.11 8972.94 8319.00 7693.01 7098.66 6538.56 6014.42 5527 .08 5076.67 4662.7 0 4284.16 3939.68 3627 .55 3345.88 3092.64 2865.75 2663.09 2482 .60 2322 .26 2180.17 2054 .50 1943.57 1845.81 1759.79 1684.19 1617.82 1559.61 1508.59 1463.89 1424.76 Inflow/Outflow Simulation 10-Year Stonm Event 30 .00 M 25 .00 +-t-l"r-1'---t-r-t--+-t--+--+--+--+-< ~ 20.00 . ! 15 .00 - ~ 10.00 ~ 5.00 0.00 .,....,,__~~~~~~~~...,....:;:µ 0 5 10 15 20 25 30 35 40 45 50 55 60 Time (min) Project Manager: Lee Adams Calculations: Mark Taylor Depth (ft) 0 .00 0 .00 0 .00 0.28 0 .31 0 .37 0.47 0 .63 0 .83 1.09 1.41 1.73 2.02 2.28 2.49 2.67 2.82 2.93 3 .02 3 .08 3 .12 3 .14 3 .15 3 .13 3 .09 3 .04 2 .96 2.87 2.76 2.62 2.46 2.30 2.14 1.98 1.83 1.69 1.56 1.43 1.32 1.21 1.11 1.02 0 .94 0 .86 0 .80 0 .74 0 .68 0 .63 0 .59 0 .55 0 .52 0.49 0.46 0 .44 0.42 0.40 0 .39 0 .37 0.36 0.35 0 .34 Dlnflow DOutflow Elevation Velocity (ft) (fVsec) 266.00 0.00 266.00 0 .00 266.00 0.00 266.28 1.53 266.31 2.03 266.37 2 .61 266.47 3 .26 266.63 3.95 266.83 4 .68 267.09 5.41 267.41 6 .14 267 .73 6 .78 268.02 7.30 268.28 7 .70 268.49 8 .03 268.67 8 .28 268.82 8.48 268 .93 8 .64 269.02 8 .75 269.08 8 .8 3 269.12 8 .89 269 .14 8 .91 269.15 8 .91 269.13 8 .89 269.09 8 .85 269.04 8 .78 268.96 8 .68 268.87 8 .56 268.76 8 .40 268.62 8 .21 268.46 7 .98 268.30 7.74 268 .14 7.48 267 .98 7.22 267.83 6 .96 267.69 6 .70 267.56 6.44 267.43 6.19 267.32 5.94 267 .21 5 .69 267 .11 5 .45 267 .02 5 .21 266.94 4 .99 266.86 4 .77 266.80 4 .56 266.74 4 .36 266.68 4 .16 266.63 3 .98 266.59 3 .81 266.55 3 .64 266.52 3.48 266.49 3 .34 266.46 3.20 266.44 3.06 266.42 2.94 266.40 2.82 266.39 2.71 266.37 2.61 266.36 2.52 266.35 2.43 266.34 2.34 1/8/2004 Krenek Crossing Subdivisi on Job # 000790-3687 Time (min) 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 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 Inflow (cfs) 0 .00 3 .02 6 .04 9 .06 12 .08 15.11 18.13 21 .15 24.17 27.19 30.21 28 .70 27 .19 25 .68 24 .17 22 .66 21.15 19.64 18.13 16.62 15.11 13 .59 12 .08 10.57 9.06 7 .55 6 .04 4 .53 3 .02 1.51 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 Inflow I Outflow Simulation 25-Year Storm Event 2s/t-O 2s/t+O (cfs) (cfs) 0.00 0 .00 3.02 3 .02 12 .08 12 .08 26 .27 27 .19 44 .96 47 .42 67 .89 72.15 94 .84 101 .13 125.66 134.12 160.23 170.97 198.52 211 .59 240 .54 255 .92 282 .03 299.45 318.68 337.92 351.45 371 .75 379.99 401 .29 404.73 426.81 425.85 448.53 443.49 466.63 457.77 481.25 468.78 492 .51 476.60 500.50 481 .31 505.30 . 482.97 506.99 481 .63 505.63 477 .36 501 .27 470.21 493.97 460.27 483.61 447 .60 470.84 432 .29 455.15 414.46 436.82 394.20 415.97 373.13 394.20. 352. 77 373.13 333.16 352.77 3 14 .32 333.16 296 .25 314 .32 278 .98 296.25 262.49 276 .96 246 . 79 262 .49 231 .87 246 .79 217 .71 231 .87 204 .31 217 .71 191 .65 204 .31 179.70 191 .65 168.44 179. 70 157 .85 168.44 147 .90 157 .65 138.57 147 .90 129.82 121 .64 113.98 106.84 100.17 93 .96 88.17 82.78 77.77 73 .11 68 .78 64.76 61 .04 35 .cio 136.57 129.82 121 .64 113.96 106.84 100.17 93.96 88 .17 . 82 .76 77 .77 73.11 68.78 64.76 Outflow (cfs) 0 .00 0 .00 0 .00 0.46 1.23 2 .13 3 .14 4 .23 5 .37 6 .53 7 .69 8 .71 9 .52 10 .15 10.65 11 .04 11 .34 11 .57 11.74 11 .86 11 .95 11 .99 12.01 12 .00 11 .95 11 .66 11 .77 11 .62 11.43 11 .16 10.66 10.54 10.18 9 .60 9.42 9 .03 8.64 8.24 7 .85 7.46 7 .06 6.70 6 .33 5 .98 5 .63 5 .30 4 .97 4 .67 4 .37 4 .09 3.83 3.57 3.33 3.11 2.89 2 .69 2.51 2.33 2.16 2.01 1 .86 Volume (cf) 0 .00 0 .00 0 .00 1188.38 1356.45 1692.72 2246.42 3053.11 4130.02 5472.84 7053.44 8651 .88 10051 .23 11236.83 12222.86 13021 .62 13657 .28 14152 .32 14527.40 14800.29 14985.28 15092 .94 15130.14 15100.11 15002.72 14834.81 14590.68 14262.70 13842.10 13320.00 12686.58 11992.08 1 1285 .90 10579.23 9880.41 9196.74 8534.46 7898.68 7293.42 6721 .65 6185 .37 5685.69 5222.98 4796.93 4406.70 4051 .02 3728.28 3436.66 3174.17 2938 .71 2728 .20 2540.53 2373 .68 2225 .70 2094.74 1979.07 1877 .08 1787.29 1708.35 1639.02 1578.20 Infl ow/Outflow Simulation 25-Year Storm Event -30 .00 ,_.,__,._........,'--'---+-'--+---1----+----+--+--I -5 25 .00 . -; 20.00 -.i 15.00 10.00 u: 5.00 - 0 5 10 15 20 25 30 35 40 45 50 55 60 Time (min} Project Manager: Lee Adams Calculations : Mark Taylor Depth (ft) 0 .00 0 .00 0 .00 0.28 0 .32 0 .40 0 .53 0 .73 0 .98 1.30 1.68 2 .06 2.39 2.68 2.91 3 .10 3 .25 3 .37 3 .46 3.52 3.57 3 .59 3.60 3 .60 3 .57 3 .53 3 .47 3.40 3 .30 3.17 3 .02 2 .66 2 .69 2 .52 2 .35 2.19 2 .03 1.88 1.74 1.60 1.47 1.35 1.24 1.14 1.05 0 .96 0.89 0 .82 0.76 0 .70 0 .65 0 .60 0 .57 0 .53 0 .50 0 .47 0.45 0.43 0.41 0 .39 0 .38 a Inflow CJ Outflow Elevation (ft) 266.00 266.00 266.00 266.28 266 .32 266.40 266.53 266.73 266.96 267 .30 267 .68 268.06 268 .39 268.68 268.91 269 .10 269.25 269.37 269 .46 269 .52 269 .57 269 .59 269.60 269 .60 269.57 269.53 269.47 269.40 269.30 269.17 269 .02 268 .86 268 .69 268 .52 268 .35 268 .19 268 .03 267.86 267.74 267 .60 267 .47 267 .35 267 .24 267 .14 267 .05 266 .96 266.69 266 .82 266 .76 266 .70 266 .65 266 .60 266 .57 266 .53 266 .50 266.47 266 .45 266 .43 266 .41 266 .39 266.38 Velocity (tvsec) 0 .00 0 .00 0 .00 1.62 2.18 2.84 3.56 4 .32 5.11 5.91 6 .68 7 .36 7.88 8.29 8 .61 8 .86 9 .05 9 .1 9 9.30 9 .37 9.43 9.45 9 .47 9 .46 9 .43 9.38 9 .31 9 .22 9.10 8 .95 8 .75 8.54 8 .31 8.07 7 .82 7.57 7 .31 7 .05 6 .79 6 .53 6 .27 6 .02 5 .77 5 .53 5 .29 5 .06 4 .64 4 .63 4.42 4 .23 4 .04 3 .86 3 .70 3 .54 3 .38 3 .24 3 .11 2 .98 2 .86 2 .75 2 .65 1/6/2004 Krenek Crossing Subdivision Job # 000790-3687 Time (min) 0 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 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 lnHow (els) 0 .00 3.42 6.83 10.25 13.66 17 .08 20.49 23 .91 27 .32 30.74 34.15 32.44 30.74 29 .03 27 .32 25.61 23 .91 22.20 20 .49 18 .78 17 .08 15.37 13.66 11 .95 10.25 8 .54 6 .83 5.12 3 .42 1.71 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 Inflow I Outflow Simulation 50-Year Storm Event 2s/t-O 2s/t+O (els) (cfs) 0 .00 0 .00 3.42 3.42 13 .66 13 .66 29 .54 30.74 50.55 53.45 76 .38 81 .28 106.80 113.94 141 .66 151 .19 180.86 192.88 . 224.39 238 .91 272 .32 289 .28 319.84 338.91 362.31 383.01 400.13 422 .08 433.59 456.48 462.92 486 .52 488.31 512.44 509.90 534.41 527 .81 552.59 542 .12 567.08 552 .88 577.97 560.15 585 .32 563.97 589.18 564.37 589.58 561 .38 586.57 555.05 580.17 545.41 570.42 532.51 557 .36 516.44 541 .05 497 .27 521.56 475 .12 498.98 451 .77 475.12 429.00 406 .85 385.37 364.59 344.54 325.25 306.73 288 .99 272 .04 255 .88 240.50 225 .90 212 .06 198.97 186.60 174 .94 163.96 153.64 143.95 134.87 126.36 118.40 110.96 104.01 97 .54 91.50 85.88 80.65 75 .79 451 .77 429.00 406.85 385.37 364.59 344.54 325.25 306.73 288 .99 272 .04 255 .88 240 .50 225 .90 212.06 198.97 186.60 174.94 163.96 153.64 143.95 134.87 126.36 118.40 110.96 104 .01 97.54 91 .50 85.88 80.65 40.00 i 30 .00 . ~ 20.00 l .2 10.00 -... Outnow (cfs) 0 .00 0 .00 0 .00 0.60 1.45 2.45 3.57 4 .77 6 .01 7.26 8 .48 9 .54 10.35 10.97 11 .45 11 .80 12 .06 12 .25 12 .39 12 .48 12 .55 12 .59 12.60 12.61 12 .59 12 .56 12.50 12.42 12.31 12 .15 11 .93 11 .67 11 .39 11 .07 10.74 10.39 10 .02 9 .65 9 .26 8 .87 8.48 8.08 7.69 7 .30 6.92 . 6.55 6.18 5.83 5 .49 5.16 4 .84 4 .54 4 .25 3.98 3.72 3.47 3 .24 3 .02 2 .81 2 .61 2.43 Volume (cf) 0 .00 0 .00 0 .00 1210.39 1425.79 1849.80 2539 .52 3531 .97 4837.95 6437 .68 8277 .85 10086.72 11620.69 12877 .42 13878.68 14656.91 15247.71 15685 .57 16001 .67 16222 .67 16370.20 16460.63 16505.13 16509.67 16475.24 16397 .98 16269.52 16077.46 15805.95 15436.79 14950.67 14372 .81 13748.28 13087 .62 12401.34 11699.65 10992 .20 10287 .83 9594.47 8918 .98 8267.14 7643 .60 7051 .94 6494 .70 5973.53 5489.19 5041 .76 4630.70 4254 .99 3913.19 3603.60 3324.31 3073.29 2848.44 2647.66 2468.88 23 10.09 2169 .39 2044 .98 1935.17 1838.42 lnflow/Outnow Simulation 50-Year Storm Event 0.00 ··'-"';..__~~~~~~~~.....:::+-J 0 5 10 15 20 25 30 35 40 45 50 55 60 Time (min) Project Manager: Lee Adams Calculations: Marl< Taylor Depth (ft) 0 .00 0 .00 0.00 0 .29 0 .34 0.44 0 .60 0 .84 1.15 1.53 1.97 2 .40 2.77 3.07 3.30 3.49 3.63 3.73 3.81 3.86 3 .90 3.92 3 .93 3 .93 3 .92 3 .90 3 .87 3 .83 3 .76 3 .68 3 .56 3 .42 3 .27 3 .12 2 .95 2 .79 2.62 2 .45 2.28 2 .12 1.97 1.82 1.68 1.55 1.42 1.31 1.20 1.10 1.01 0 .93 0 .86 0 .79 0 .73 0 .68 0.63 0 .59 0 .55 0.52 0.49 0.46 0.44 Clnflow DOutflow Elevation (ft) 266.00 266.00 266.00 266.29 266.34 266 .44 266 .60 266.84 267 .15 267 .53 267 .97 268.40 268 .77 269 .07 269 .30 269 .49 269 .63 269 .73 269 .81 269 .86 269 .90 269 .92 269 .93 269 .93 269 .92 269 .90 269 .87 269.83 269 .76 269 .68 269 .56 269.42 269 .27 269 .12 268 .95 268 .79 268 .62 268.45 268 .28 268 .12 267.97 267 .82 267 .68 267 .55 267.42 267 .31 267 .20 267 .10 267 .01 266 .93 266 .86 266.79 266 .73 266 .68 266 .63 266 .59 266 .55 266 .52 266 .49 266 .46 266.44 Velocity (ft/sec) 0 .00 0 .00 0 .00 1.72 2 .35 3 .07 3 .86 4.70 5 .55 6.40 7.21 7.89 8 .42 8.81 9 .11 9 .33 9.50 9 .62 9.70 9.76 9.80 9.82 9 .83 9.83 9 .83 9 .81 9.77 9 .72 9.65 9.55 9 .42 9 .25 9 .07 8 .88 8 .67 8 .44 8.21 7.96 7.71 7.46 7.20 6.94 6 .68 6.42 6.17 5.92 5.67 5.43 5.20 4 .97 4.75 4 .54 4 .34 4.15 3 .97 3 .79 3 .63 3.47 3.32 3.18 3.05 1/8/2004 Krenek Crossing Subdivision Job # 000790-3687 Time (min) 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 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 lnftow (els) 0 .00 3 .57 7 .13 10.70 14.26 17.83 21 .39 24 .96 28 .52 32.09 35.66 33.87 32.09 30.31 28.52 26.74 24.96 23.18 21 .39 19.61 17.83 16.05 14.26 12.48 10.70 8 .91 7.13 5 .35 3 .57 1.78 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 Inflow I Outflow Simulation 100-Year Storm Event 2s/t-O 2s/t+O Outnow (els) (els) (els) 0 .00 0 .00 0 .00 3.57 3 .57 0 .00 14 .26 14.26 0.00 30.79 32.09 0 .65 52 .68 55 .75 1.53 79.62 84.78 2.58 111 .38 118 .85 3.73 147 .79 157.73 4 .97 188.78 201 .27 6 .25 234.34 249.39 7 .53 284.55 302 .09 8.77 334.42 354 .08 9 .83 379.11 400.38 10.64 419.01 441 .51 11 .25 454.43 477 .84 11 .70 485.63 509.70 12.04 512.77 537 .33 12.28 536.02 560.91 12.45 555.46 580.59 12.56 571 .19 596.47 12.64 583.26 608.63 12.69 591 .71 617.14 12.71 596.56 622 .02 12.73 597 .84 623.30 12. 73 595.57 621.02 12.72 589.76 615.18 12.71 580.46 605.81 12.67 567.70 592 .94 12.62 551 .53 576.61 12.54 532.04 556.88 . 12.42 509.32 533.82 12.25 485.26 509.32 12.03 461 .68 485.26 '11 .79 438.66 461.68 11 .51 416.24 438.66 11 .21 394.47 416.24 10.89 373.39 394.47 10.54 353.02 373.39 10.18 333.40 353.02 9 .81 314.55 333.40 9 .43 296.48 314 .55 9 .04 279.19 296.48 8 .64 262 .69 279.19 8 .25 246.98 262.69 7 .86 232 .05 246.98 7 .47 217 .88 232.05 7 .08 204.47 217.88 6 .70 191 .80 204.47 6 .34 17 9 .84 191.80 5 .98 168.57 179.84 5 .63 157 .98 168.57 5 .30 148.02 157.98 4.98 138.68 148.02 4 .67 129.93 138.68 4 .38 121 .74 129.93 4 .10 114 .08 121 .74 3 .83 106.92 114.08 3.58 100.25 106.92 3 .34 94 .03 100.25 3.11 88.24 94.03 2 .90 82 .84 88.24 2.70 Volume (cf) 0 .00 0 .00 0 .00 1219.66 1454 .52 1914 .25 2658.69 3724.79 5119.71 6816.07 8748.70 10625.20 12193.49 13456.40 14441 .99 15189.06 15739.10 16131 .90 16403.21 16583.62 16698.07 16765.69 16799.88 16808.33 16793.15 16751 .03 16673.34 16546.54 16352.61 16069.94 15674.60 15180.93 14626.17 14020.31 13373.80 12697 .20 12000.88 11294 .76 10588.05 9889.08 9205 .18 8542.59 7906.45 7300.79 6728.59 6191 .86 5691 .72 5228.55 4802 .04 4411 .37 4055.26 3732 .13 3440.13 3177 .28 2941 .50 2730.69 2542 .75 2375.65 2227.44 2096.28 1980.43 .lnnow/Outnow Simulation 100-Year Storm Event 40 .00 ! 20.00 ~ ii: 0 5 10 15 20 25 30 35 40 45 50 55 60 Time (min) Project Manager: Lee Adams Calculations: Mark Taylor Depth (ft) 0.00 0 .00 0 .00 0 .29 0 .35 0.46 0 .63 0 .89 1.22 1 .62 2 .08 2 .53 2 .90 3 .20 3.44 3.62 3 .75 3 .84 3 .91 3 .95 3 .98 3.99 4.00 4 .00 4 .00 3 .99 3 .97 3 .94 3 .89 3 .83 3 .73 3 .61 3 .48 3 .34 3 .18 3.02 2.86 2.69 2.52 2.35 2.19 2.03 1 .88 1.74 1.60 1 .47 1 .36 1.24 1 .14 1.05 0.97 0 .89 0 .82 0.76 0 .70 0.65 0 .61 0 .57 0.53 0 .50 0.47 Dlnflow DOutllow Elevation (ft) 266.00 266.00 266.00 266.29 266.35 266.46 266.63 266.89 267 .22 267.62 268.08 268.53 268.90 269.20 269.44 269.62 269.75 269.84 269.91 269.95 269.98 269.99 270.00 270.00 270.00 269.99 269.97 269.94 269.89 269.83 269.73 269.61 269.48 269.34 269.18 269.02 268.86 268.69 268.52 268.35 268.19 268 .03 267 .88 267.74 267 .60 267.47 267.36 267 .24 267.14 267.05 266.97 266.89 266.82 266.76 266.70 266.65 266.61 266.57 266.53 266.50 266.47 Velocity (fVsec) 0 .00 0 .00 0 .00 1.76 2.41 3.16 3.98 4 .84 5 .71 6 .57 7 .39 8 .08 8 .60 8 .99 9.27 9.48 9 .63 9.74 9.81 9 .85 9 .88 9.90 9.91 9 .91 9.91 9 .90 9 .88 9 .84 9 .79 9 .72 9 .61 9.48 9 .32 9.15 8 .96 8 .76 8 .54 8 .31 8.o7 7.82 7 .57 7 .31 7.05 6 .79 6 .53 6 .28 6 .02 5 .77 5 .53 5 .29 5 .07 4 .84 4 .63 4.43 4 .23 4 .04 3.87 3.70 3.54 3 .39 3 .24 1/8/2004 Storm Simulation Synopsis 2-Year 5-Year 10-Year 25-Year 50-Year Storm Depth (ft) 2 .12 2 .74 3 .15 3.60 3 .93 Storm Elevation (ft ) 268 .12 268 .74 269 .15 269 .60 269 .93 Storm Volume (cf) 8913 .77 11518 .69 13213 .80 15130.14 16509.67 Supplied Capacity (cf) 21000 21000 21000 21000 21000 Percent of Capacity 42% 55% 63% 72 % 79% Supplied Freeboard (ft) 2 .88 2 .26 1 .85 1.40 1 .07 Basin Storage Volume as Percent of Maximum Volume 100% 90 % ell 80 % E ::I 70 % 0 > E 60 % ::I E ")( 50 % "' ::2: -40 % 0 c ell 30 % l: ell a.. 20% 10% 0% 2-Yea r 5-Year 10-Yea r 25 -Yea r 50 -Year 100-Yea r Design Storm K renek Crossing Subd ivision Job# 000790-3687 Project Manager: Lee Adams Calculations : Mark Taylor 100-Year 4 .00 270 .00 16808 .33 21000 80% 1.00 1/8/2004 Storage Indication Depth Storage Discharge 2s/t 2s/t+O (ft) (cf) (cfs) (cfs) (cfs) 0 .0 0 .00 0 .00 0 .00 0 .00 0.5 2100 .00 1.38 70.00 71.38 1.0 4200.00 3 .91 140 .00 143 .91 1.5 6300.00 7 .18 210 .00 217 .18 2 .0 8400.00 8 .98 280.00 288 .98 2 .5 10500.00 10 .04 350 .00 360 .04 3 .0 12600.00 11 .00 420.00 431 .00 3 .5 14700.00 11 .88 490 .00 501 .88 4 .0 16800.00 12.70 560.00 572 .70 4 .5 18900.00 13.47 630 .00 643.47 5 .0 21000 .00 14.20 700.00 714 .20 Outflow vs. 2s/t+O 14.0 -12 .0 ~ 10.0 (.) -3: 8.0 0 6 .0 ~ 4 .0 ::1 0 2.0 0.0 0 100 Krenek Crossing Subdivision Job # 000790-3687 200 300 . 400 2s/t+O ( cfs) 500 600 Project Manager: Lee Adams Calculations: Mark Taylor 700 1/8/2004 2551 Texas Ave. South , Ste. A, College Station , TX 77840 Ofc: 979.693 .5359 Fax: 979 .693.4243 Emai l: mdgcstx@yahoo.com January 6 , 2004 Attn: Carol Cotter City of College Station Development Services 1101 Texas Ave ., South College Station, Texas 77842 RE: Addendum to Drainage Report Dear Mrs. Cotter: Attached is an addendum to the Krenek Crossing Subdivision Drainage report outlining the detention basin outlet structure. If you have any questions , please call. Very sincerely yo ur s, Municipal Development Group Len wood S. Adams , P .E. Principal The following routing calculations were performed after sizing the weir to regulate the detention basin outflow to the pre-development runoff flows. Initially, the weir was considered to be a circular orifice or culvert and was calculated using the equation: Where V = Ol,ltlet velocity at detention basin capacity in ft/s Cd= oriface coefficient (.62) g = gravity (32.2 ft/s2) h = maximum depth of detention basin in ft This equation determined the maximum outlet velocity at the weir. Knowing the velocity and maximum pre-development runoff flow , the area of the weir can be calculated using the equation: A=QN However, the design called for an 18-inch pipe containing bored holes to regulate the outflow rather than a single circular weir. In order to determine the size, as well as the number of holes to be used , the previously calculated circular weir area was used. It was determined that to have a total cbmbined area matching that of the circular weir, 58 .5 holes , each having a diameter of 2 .inches , need to be bored into the 18-inch outlet pipe. The top of the pipe will be sealed with a cap , which will contain 9 holes that have a 2- inch diameter. A screen will also need to be attached around the outlet pipe in order to prevent sediment blockage. Weir Diameter The velocity at capacity is : V = outlet 'velocity at capacity in ft/s Cd = oriface coefficient (.62 , .72 -.85 for mitered edge) g = gravity (32 .2 ft/s 2) h = maximum depth of basin in ft V= 11 .13 ft/s Flowrate: Q = VA Q = flowrate in cfs V = velocity in ft/s A = area of weir in sq ft Q= 14.21cfs V = 11 .13 ft/s The area of the Weir exit is : A= 1.28 sq ft The circular Weir exit diameter is : D = 15.30 in Using holes in a pipe rather than a we ir yields : D= 2 in A= 0 .02 sq ft #Holes= 58 .5 A tot = 1.28 sq ft Krenek Crossing Subdivision Job # 000790-3687 Project Manager: Lee Adams Calculations ; Mark Taylor 1/6/2004 Krenek Crossing Subdivision Job# 000790-3667 Time (min) 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 25 26 27 26 29 30 31 32 33 34 35 36 37 36 39 40 41 42 43 44 45 46 47 46 49 50 51 52 53 54 55 56 57 56 59 60 In How (els) 0 .00 1.94 3 .66 5 .61 7 .75 9 .69 11 .63 13 .57 15.50 17 .44 19.36 16.41 17.44 16.47 15.50 14.54 13.57 12.60 11 .63 10.66 9.69 6.72 7.75 6 .76 5 .61 4 .65 3.66 2.91 1.94 0 .97 0 .00 0.00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 0 .()0 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 Inflow I Outflow Simulation 2-Year Storm Event 2s/t-O (els) 0 .00 1.94 7 .75 17.26 29.64 44.66 62.16 62.03 104.15 128.44 154.87 160.65 203.17 222 .66 239.32 253.33 264.83 273.95 280.82 285.52 286.17 288.65 287.65 284.64 279.92 273.56 265.64 256.24 245.45 233.36 220.05 206.52 193 .73 181 .66 170.29 159.59 149.53 140.10 131 .26 122 .98 115.24 108.01 101.26 94.97 69.11 83.66 78.59 73.67 69.49 65.42 61 .65 58.15 54.90 51 .90 49.11 46.53 44.15 41 .94 39.90 38.01 36.26 2s/t+O (els) 0 .00 1.94 7 .75 17.44 30.84 47.09 65.98 67 .36 111.10 137 .09 165.27 192.66 216.51 237 .09 254 .64 269.37 261 .43 291 .00 298.16 303.11 305.87 306.59 305.33 302.18 297 .24 290.58 282.28 ' 272.42 261.09 248.36 234.33 220.0!i 206.52 193.73 181 .66 170.29 159.59 149.53 140.10 131 .26 122.98 115.24 108.01 101.26 94.97 69.11 83.66 78.59 73.87 69.49 65.42 61 .65 58.15 54.90 51.90 49.11 46.53 44.15 41.94 39.90 38.01 ' 25 .00 ~ 20 .00 -; 15.00 ~ 10.00 0 Li: 5.00 Outnow (els) 0 .00 0.00 0.00 0 .08 0.60 1.21 1.91 2 .67 3 .48 4 .33 5 .20 6.00 6.67 7.21 7.66 8 .02 8 .30 8 .52 8 .68 8 .79 8 .85 8 .87 8 .84 6 .77 8 .66 8 .51 8 .32 8 .09 7.82 7 .50 7.14 6 .76 6 .39 6 .03 5 .69 5 .35 5 .03 4 .72 4 .42 4 .14 3.87 3.61 3.37 3.15 2.93 2 .73 2 .54 2.36 2 .19 2 .03 1.89 1.75 1.62 1.50 1 .39 1.29 1.19 1.10 1 .02 0.94 0 .87 Volume (cf) 0.00 0 .00 0.00 1145.02 1211.12 1352.92 1596.22 1963.46 2472.1 6 3133.60 3953.12 4830.58 5643.63 6372 .06 7006.85 7545.43 7969.08 8341.00 8605.26 8786.14 8887.73 8913.77 8667.63 8752.34 8570.76 8325 .70 8020.16 7657 .62 7242.12 6778.64 6273.28 5767 .39 5298.44 4666.25 4470.06 4108.65 3780.49 3483.76 3216.49 2976.62 2762.05 2570.67 2400.45 2249.42 2115.71 1997.58 1893 .39 1801.64 1720.96 1650.09 1587.91 1533.39 1465.61 1443.76 1407.15 1375.09 1347.03 1322.47 1300.96 1282.12 1265.62 lnftow/Outflow Simulation 2-Year Storm Event 0 5 10 15 20 25 30 35 40 45 50 55 60 Time (m in) Project Manager: Lee Adams Calculations : Mar!( Taylor Depth (ft) 0.00 0 .00 0 .00 0.27 0.29 0 .32 0 .38 0 .47 0 .59 0 .75 0 .94 1.15 1.34 1.52 1 .67 1 .80 1 .90 1 .99 2.05 2 .09 2.12 2 .12 2 .11 2 .06 2 .04 1.98 1.91 1.82 1.72 1 .61 1.49 1.37 1.26 1 .16 1.06 0 .96 0 .90 0.83 0 .77 0.71 0 .66 0 .61 0 .57 0 .54 0 .50 0.48 0.45 0.43 0 .41 0 .39 0.38 0 .37 0.35 0 .34 0 .34 0 .33 0 .32 0 .31 0 .31 0 .31 0 .30 Clnflow []Outflow Elevation (ft) 265.00 265.00 265.00 265.27 265.29 265.32 265.36 265.47 265.59 265 .75 265.94 266.15 266.34 266.52 266.67 266 .80 266.90 266.99 267.05 267.09 267.12 267.12 267.11 267.08 267 .04 266.98 266.91 266.82 266.72 266.61 266.49 266.37 266.26 266.16 266.06 265.98 265.90 265.83 265.77 265.71 265.66 265.61 265.57 265.54 265.50 265.48 265.45 265.43 265.41 265.39 265.38 265.37 265.35 265.34 265.34 265.33 265.32 265.31 265.31 265.31 265.30 Velocity (ft/sec) 0 .00 0 .00 0 .00 1.35 1.73 2.18 2.68 3 .22 3 .80 4 .39 5 .00 5 .55 6 .00 6 .36 6 .66 6.90 7 .09 7.23 7 .34 7 .41 7 .45 7.46 7 .44 7 .39 7 .32 7.22 7 .10 6.95 6.77 6 .56 6.32 6 .06 5 .81 5 .57 5.33 5.10 4 .66 4 .66 4.46 4 .26 4 .07 3.69 3.72 3.56 3.41 3.26 3.13 3.00 2.86 2.77 2.66 2.56 2.47 2.39 2.31 2.23 2.16 2.10 2 .04 1.98 1.93 1/612004 The inflow was determined as the total post-development flow for the project site. The peak post-development flow , occurring at the time interval of IO min., was interpolated for the entire 60 min. duration. 2s/t -0 was determined by doubling the outflow for the given time interval and subtracting it from 2s/t + 0 . 2s/t + O was calculated using the following equation : (2s/t -0)1 = Io + 11 + (2s/t -O)o Where Io = inflow at the previous time interval in cfs I 1 =inflow at the current time interval in cfs (2s/t + 0)0 = 2s/t + 0 at the previous time interval in cfs The total outflow from the outlet structure was determined from the resulting function of the plot of Outflow vs. 2s/t + 0. Outflow vs. 2s/t+O ~ 10.0 +------+----:,..-""f----+-----1 ~ 8 .0 ~-----+-a~--+----+-----1 ~ 5 6 .0 -l---~"-----t----f----1 :I 4.0 +-----8'---+----+----+-----I 0 2. 0 +---/~'----:-±=---"'· 0.0 ~----4----1----4----~ 0 200 400 2s/t+O (cfs) 600 800 The velocity and depth were determined by using the equations yielded from the relationship of the plot of Velocity vs. Outflow and Depth vs. Outflow. Velocity vs. Outflow 12 .00 10.00 g 8 .00 .c 6 .00 .... c. (1) 4 .00 c 2 .00 - 0 .00 0 .0 5 .0 10.0 15 .0 Outflow (cfs) 6 .0 5 .0 ~ 4 .0 ~ 3.0 ~ 2 .0 1.0 0.0 0 .0 Depth vs. Outflow / ,/ ~ .,,,,,.- ~ y 0 .0218x2 + 0 .0155x + 0 .2 D' 12 5 .0 10.0 15.0 Outflow (cfs) The volume was calculated using an equation determined from the linear relationship of the Volume vs. Depth plot. Volume vs. Depth 25000.0 ....----.-----...--,..---......---.....---. .-.. 20000.0 -l---+---+--t----+---,..,"9------1 ~ -; 15000.0 -1----'--+---+--+--o""':..+---l-----I E :::J 10000.0 -t---t----t~""-+----+-----+----1 g 5000.0 -1------ol.ol~-+--+----+---+----I 0.0 -fll"---+---+--+----+---+----1 0 2 3 Depth (ft) 4 5 6 The elevation is calculated by adding the depth at each time interval to the base detention basin elevation of 265.00 feet. 2551 Texas Ave . South, Ste. A, College Station, TX 77840 Ofc : 979 .693.5359 Fax : 979 .693.4243 Email: mdgcstx@yahoo.com January 14, 2004 Attn: Carol Cotter City of College Station Development Services 1101 Texas Ave., South College Station , Texas 77842 RE: Addendum to Drainage Report Dear Mrs. Cotter: Attached is an addendum to the Krenek Crossing Subdivision Drainage Report addressing the constructed detention basin volume, and the volume in the detention basin during the routing process. If you have any ·questions, please call . Very sincerely yours, Municipal Development Group Certification Sheet "I hereby certify that this report (plan) for the drainage design of Krenek Crossing Subdivision was prepared by me (or under my supervision) in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owner's thereof." ~,,,,,~, -..,.~ OF 7"~ ,, ;~~'.···· .. ••• .. 4-" •• , "'1···· ~ ···-:f tSi ·~ 1: 1'\' \~~ f·······-·········,. ........... ~ ... ~ Z LEN WOOD S. ADAMS l z.i-·;-·········· .. ·········:···f \~\~ 63357 ¢/~J f.a~··~G'/STE-~~··· ~ ,,,c.r~o····· .. ··· ~~':.- '\: IVAL ~--''"""'- Registered Professional Engineer State of Texas No. h 3 ~ S--? I 1 I! I : I! I ! I; I ! I, ' ! ! l I I STAFF REVIEW COMMENTS NO. 1 Project: DP-KRENEK CROSSING-DEVELOPMENT PERMIT( 03-00100096) I : ~NGINEERING ii : l : I I . I' ! I I Ii . I ! i I. Show how you modeled the outflow from the detention pond with the riser,pipe. Provide stage storage and discnafge-·curve. Justify the use of .41 as the post development runoff coefficient. The City's Drainage Policy allows a range in runoff coefficient from .55 to .65. Add the certification verbiage to the Drainage Report. Reviewed by: Carol Cotter Date: January 7, 2004 I; 1 1 ! i NOT!: Any changes made to the plans , that havi!I not besn .·equested by the Cily of College Station, must be expla ined in your I , next transmlnal letter end "bubbled" on your plans. AfJY addidonal changes on these p lans lliat have net been pointed cut ; I to the City. will consU t uta a completely new review. j I Sl•W Rnl,,... Cammoru ! I P•g• 2 a! 4 ::o;c:0 · 39'V d ~3 5 JJ l3 Hd 013 f .,3 0 SJDJ % ll £t''3 L 5 L 5 The following routing calculations were performed after sizing the weir to regulate the detention basin outflow to the pre-development runoff flows. Initially, the weir was considered to be a circular orifice or culvert and was calculated using the equation: V = Cdsqrt(2gh) Where V = outlet velocity at detention basin capacity in ft/s Cd = oriface coefficient (.62) g = gravity (32.2 ft/s2) h = maximum depth of detention basin in ft This equation determined the maximum outlet velocity at the weir. Knowing the velocity and maximum pre-development runoff flow, the area of the weir can be calculated using the equation : A=QN However, the design called for an 18-inch pipe containing bored holes to regulate the outflow rather than a single circular weir. In order to determine the size, as well as the number of holes to be used, the previously calculated circular weir area was used . It was determined that to have a total combined area matching that of the circular weir, 58.5 holes, each having a diameter of 2 inches , need to be bored into the 18-inch outlet pipe . The top of the pipe will be sealed . with a cap, which will contain 9 holes that have a 2- inch diameter. A screen will also need to be attached around the outlet pipe in order to prevent sediment blockage. The inflow was determined as the total post-development flow for the project site. The peak post-development flow, occurring at the time interval of 10 min., was interpolated for the entire 60 min . duration . 2s/t -0 was determined by doubling the outflow for the given time interval and subtracting it from 2s/t + 0. 2s/t + 0 was calculated using the following equation: (2s/t + 0)1 =Io+ 11 + (2s/t -O)o Where Io = inflow at the previous time interval in cfs I1 =inflow at the current time interval in cfs (2s/t + 0)0 = 2s/t + 0 at the previous time interval in cfs The total outflow from the outlet structure was determined from the resulting function of the plot of Outflow vs . 2s/t + 0 . The velocity and depth were determined by using the equations yielded from the relationship of the plot of Velocity vs . Outflow and Depth vs . Outflow. The volume was calculated using an equation determined from the linear relationship of the Volume vs. Depth plot. The elevation is calculated by adding the depth at each time interval to the base detention basin elevation of 266.00 feet. 19 5' . . <'.l <I· <I ·<I . . OUTLET PIPE .---19.0··---1 <I . 3 .0' CAP 00 0 0 t---18.0'---< 2 .0· 3 .0' CIRCUMFERENCE 1 56.56 In LENGTH: 19.5 in HORIZONTAL 1 HOLE EVERY 6 in => 9 HOLES VERTICAL1 HOLE EVERY 3 In => 6 .5 HOLES TOT AL : 58.5 HOLES <I " <I, • <I· <I 2.0· Weir Diameter The velocity at capacity is : V = outlet' velocity at capacity in ft/s Cd = oriface coefficient (.62 , .72-.85 for mitered edge) g = gravity (32 .2 ft/s 2) h = maximum depth of basin in ft V= 11 .13 ft/s Flowrate : Q = VA Q = flowrate in cfs V = velocity in ft/s A = area of weir in sq ft Q = 14.21 cfs V = 11 .13 ft/s The area of the Weir exit is : A= 1.28 sq ft The circular Weir exit diameter is : D = 15 .30 in Using holes in a pipe rather than a weir yields : D = 2 in A= 0 .02 sq ft #Holes= 58.5 A tot = 1.28 sq ft Krenek Crossing Subdivision Job# 000790-3687 Project Manager: Lee Adams Calculations : Mark Taylor 1/8/2004 Pre-Development Outflow Hydrograph Ordinates (Cubic Feet per Second) Time 2-Year 5-Year 10-Year 25-Year 50-Year 100-Year (min) Storm Storm Storm Storm Storm Storm 0 0.00 0.00 0.00 0.00 0.00 0.00 1 0.47 0.58 0.66 0.75 0.85 0.89 2 0.95 1.16 1.31 1.50 1.70 1.78 3 1.42 1.74 1.97 .2.25 2.55 2.66 4 1.89 2.33 2.63 3.01 3.41 3.55 5 2.36 2.91 3.28 3.76 4.26 4.44 6 2.84 3.49 3.94 4.51 5.11 5.33 7 3.31 4.07 4.59 5.26 5.96 6.22 8 3.78 4.65 5.25 6.01 6.81 7.11 9 4.25 5.23 5.91 6.76 7.66 7.99 10 4.73 5.81 6.56 7.51 8.51 8.88 11 5.20 6.39 7.22 8.26 9.36 9.77 12 5.67 6.98 7.88 9.02 10.22 10.66 13 6.14 7.56 8.53 9.77 11.07 11.55 14 6.62 8.14 9.19 10.52 11.92 12.43 15 7.09 8.72 9.84 11.27 12.77 13.32 t :1@ ::::r:::::r;$.§:t:: r:: :::~rn9t:::::::::t:1P;£.$9t MM~2.::::u :M?.@?=::::::::: rn1@1: :: 17 7.32 9.01 10.21 11.73 13.33 13.92 18 7.09 8.72 9.92 11.44 13.04 13.63 19 6.85 8.43 9.63 11.15 12.75 13.34 20 6.62 8.14 9.34 10.86 12.46 13.05 21 6.38 7.85 9.05 10.57 12.17 12.76 22 6.14 7.56 8.76 10.28 11.88 12.47 23 5.91 7.27 8.47 9.99 11.59 12.18 24 5.67 6.98 8.18 9.70 11.30 11.89 25 5.43 6.68 7.88 9.40 11.00 11.59 26 5.20 6.39 7.59 9.11 10.71 11.30 27 4.96 6.10 7.30 8.82 10.42 11.01 28 4.73 5.81 7.01 8.53 10.13 10.72 29 4.49 5.52 6.72 8.24 9.84 10.43 30 4.25 5.23 6.43 7.95 9.55 10.14 31 4.02 4.94 6.14 7.66 9.26 9.85 32 3.78 4.65 5.85 7.37 8.97 9.56 33 3.54 4.36 5.56 7.08 8.68 9.27 34 3.31 4.07 5.27 6.79 8.39 8.98 35 3.07 3.78 4.98 6.50 8.10 8.69 36 2.84 3.49 4.69 6.21 7.81 8.40 37 2.60 3.20 4.40 5.92 7.52 8.11 38 2.36 2.91 4.11 5.63 7.23 7.82 39 2.13 2.62 3.82 5.34 6.94 7.53 40 1.89 2.32 3.52 5.04 6.64 7.23 41 1.65 2.03 3.23 4.75 6.35 6.94 42 1.42 1.74 2.94 4.46 6.06 6.65 43 1.18 1.45 2.65 4.17 5.77 6.36 44 0.94 1.16 2.36 3.88 5.48 6.07 45 0.71 0.87 2.07 3.59 5.19 5.78 46 0.47 0.58 1.78 3.30 4.90 5.49 47 0.24 0.29 1.49 3.01 4.61 5.20 48 0.00 0.00 0.00 0.00 0.00 0.00 Krenek Crossing Subdivision Project Manager: Lee Adams 1/14/2004 Job # 000790-3687 Calculations: Mark Taylor Post-Development Inflow Hydrograph Ordinates (Cubic Feet per Second) Time 2-Year 5-Year 10-Year 25-Year 50-Year 100-Year (min) Storm Storm Storm Storm Sto rm Storm 0 0 0 0 0 0 0 1 1 .94 2 .36 2 .65 3 .02 3.42 3 .57 2 3 .88 4 .71 5 .29 6 .04 6 .8 3 7.13 3 5 .81 7 .07 7 .94 9 .06 10.25 10 .70 4 7 .75 9.43 10 .58 12.08 13.66 14 .26 5 9.69 11 .78 13 .23 15 .11 17 .08 17 .83 6 11 .63 14.14 15 .87 18.13 20.49 21 .39 7 13 .57 16.50 18 .52 21 .15 23 .91 24 .96 8 15 .50 18.85 21 .16 24 .17 27 .32 28 .52 9 17 .44 21.21 23 .81 27 .19 30.74 32 .09 n: :n: 1P : nn=n :aatea .:= .r= =:g~~eyrr :: r:: i?§ii4.P. : :: :::t::¢.O.i21 iY r:~i:M §J ::: : :i ~§~§~:::::J : 11 18.41 22.39 25 .13 28 . 70 32 .44 33.87 12 17.44 21 .21 23.81 27 .19 30 .74 32.09 13 16 .47 20 .03 22 .48 25 .68 29 .03 30 .3 1 14 15 .50 18 .85 21 .16 24 .17 27 .32 28 .52 15 14 .54 17 .67 19.84 22 .66 25 .61 26 .74 16 13 .57 16 .50 18 .52 21.15 23 .91 24 .96 17 12.60 15.32 17.19 19.64 22 .20 23 .18 18 11 .63 14 .14 15 .87 18.13 20.49 21 .39 19 10.66 12.96 14 .55 16 .62 18 .78 19 .61 20 9 .69 11.78 13 .23 15 .1 1 17 .08 17 .83 21 8 .72 10 .60 11 .90 13 .59 15.37 16.05 22 7 .75 9.43 10 .58 12 .08 13 .66 14 .26 23 6.78 8 .25 9 .26 10.57 11 .95 12.48 24 5.8 1 7 .07 7 .94 9 .06 10 .25 10.70 25 4 .85 5.89 6 .61 7 .55 8 .54 8.91 26 3.88 4 .71 5 .29 6 .04 6 .83 7 .13 27 2.91 3.53 3 .97 4.53 5 .12 5 .35 28 1 .94 2 .36 2 .65 3 .02 3 .42 3.57 29 0.97 1.18 1 .32 1 .51 1 .71 1 .78 30 0 0 0 0 0 0 Krenek Crossing Subdivision Job# 000790-368 7 Project Manager: Lee Adams Calculations: Mark Taylor 1/14/2004 Basin Depth vs. Volume Elevation Depth Volume (ft) (ft) (cf) 266 .0 0.0 0 266 .5 0 .5 938 267 .0 1.0 1875 267 .5 1 .5 2813 268 .0 2 .0 3750 268.5 2 .5 4688 269 .0 3.0 5625 269.5 3.5 6563 270 .0 4 .0 7500 270 .5 4 .5 8438 271 .0 5 .0 9375 Volume vs. Depth 10000 .0 -"';: -Cl) E ::I 0 > 9000 .0 -1----1----1----+-----+-----::o-'~~---1 8000 .o __ .____Jvc___:==-J¥ 18 _/___:75~1x~+_,,,( r-----'-2;,,,&_L27_,,,3'---l----1----"'~"'----+---1 ~..,. 7000 .0 4-----l----l-----1--~--'1!-:+--------1----i 6000 .0 -l----l----1---~---6.,.~---+-----1---1 5000 .0 -{----J----1----~~~---t----t---l 4000 .0 +----+---~----=~:______-+---+------t----i 3 000 .0 +----f-~----::;;~-t----+-------t-------t---' 2000 .0 +---/~"----+----+-------t-------t----1 1000 .0 +,~--:~--1---t------t----t--------t-----j O.O __joll!':.---l----1-----1-----+----1-----' 0 2 3 4 5 6 Depth {ft) Krenek Crossing Subdivision J ob# 000 7 90 -3687 Project Manager: Lee Adams Calculations : Mark Taylor 1/14/2004 Outlet Control Elevation Depth Velocity Discharge (ft) (ft) (ft/s) (cfs) 266 .0 0 .0 0 .00 0 .00 266 .5 0.5 3.52 1.38 267 .0 1.0 4 .98 3 .91 267 .5 1.5 6 .09 7 .18 268 .0 2 .0 7 .04 8 .98 268 .5 2 .5 7.87 10.04 269.0 3 .0 8 .62 11 .00 269 .5 3 .5 9 .31 11 .88 270 .0 4 .0 9 .95 12 .70 270 .5 4 .5 10.55 13.47 271.0 5.0 11 .13 14 .20 Depth vs. Outflow 6 .0 ............................................... -... -......... -.................................................................................... ; 5 .0 +-------t----------t-----~--; g 4 .0 -l--------1-------+----~""'-----; £ 3 .0 +--------1-------+--~""'----a. ~ 2 .0 +-------+-------:~11111"""=-t------o 1 · 0 ~~~~====t~~5~~t~~~~~~· ~ = 0.0218x + 0 .0155x + 0.2712 0 .0 0 .0 5 .0 10.0 15 .0 Outflow (cfs) V elo city vs. Outflow 12 .00 .................................................................................... ·········································•. ~ 10.00 -8.00 -j------+-------=...--.~-----: >-6.00 -'() 0 4 .00 a; 2 .00 > 0 .00 0 .0 Krenek Crossing Subdivision J ob # 000790-3687 = -0.0048x · 386x + 1.2861 ~ 5.0 10.0 15.0 Outflow (cfs) Project Manager: Lee Adams Calculations : Mark T aylo r 1/1 4/2004 Kre nek Crossing Subdivision Job # 000790-3687 Time (min) 0 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 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 In ft ow (els) 0 .00 1.94 3 .88 5 .81 7 .75 9 .69 11 .63 13.57 15.50 17.44 19.38 18.41 17.44 16.47 15.50 14 .54 13.57 12 .60 11.63 10.66 9.69 8 .72 7.75 6 .78 5 .81 4.85 3 .88 2 .91 1.94 0 .97 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 Inflow I Outflow Simulation 2-Year Storm Ev ent 2s/t-O 2s/t+O Outnow (els) (cfs) (cfs) 0 .00 0 .00 0 .00 1 .94 7 .75 17 .28 29.64 44 .66 62 .16 82 .03 104.15 128.44 154.87 180.65 203.17 222 .66 239.32 253.33 264 .83 273 .95 280 .82 285 .52 288 .17 288 .85 287 .65 284 .64 279 .92 273 .56 265 .64 256 .24 245.45 233.36 220.05 206.52 193.73 181 .66 170.29 159.59 149.53 140.10 131 .26 122.98 115.24 108.01 1.94 7 .75 17.44 30.84 47.09 65.98 87.36 111 .10 137.09 165.27 192.66 216.51 237.09 254.64 269.37 281 .43 291 .00 298.18 303.11 305.87 306.59 305.33 302 .18 297 .24 290.58 282.28 272.42 261.09 248.36 234.33 220.05 206.52 193.73 181.66 170.29 159.59 149.53 140.10 131 .26 122 .98 115.24 101 .26 108.01 94.97 101 .26 89.11 94.97 83.66 89.11 78.59 83.66 73.87 78.59 69.49 73.87 65.42 69.49 . 61 .65 65.42 58.15 61 .65 54.90 58.15 51 .90 54.90 49.11 51 .90 0 .00 0 .00 0 .08 0 .60 1.21 1.91 2.67 3.48 4 .33 5 .20 6 .00 6 .67 7 .21 7 .66 8 .02 8 .30 8 .52 8 .68 8 .79 8 .85 8 .87 8 .84 8 .77 8 .66 8 .51 8 .32 8 .09 7 .82 7.50 7 .14 6 .76 6 .39 6 .03 5 .69 5 .35 5 .03 4 .72 4 .42 4 .14 3 .87 3 .6 1 3 .37 3 .15 2.93 2.73 2.54 2.36 2.19 2.03 1.89 1.75 1.62 1.50 1.39 46 .53 49 .11 1.29 44 .15 46.53 1.19 41 .94 44.15 1.10 39.90 41.94 1.02 38.01 39.90 0 .94 36.26 38.01 0 .87 Volume (cf) 0.00 0 .00 0 .00 511.40 540.91 604 .21 712.83 876 .77 1103.87 1399.24 1765.01 2156.74 2519.70 2844.91 3128.29 3368.72 3566.78 3723.89 3841 .86 3922.61 3967.96 3979.59 3958.99 3907.52 3826.46 3717.06 3580.66 3418.81 3233.32 3026.41 2800.80 2574 .9 5 2365.60 2172 .66 1995.79 1834.45 1687.95 1555.48 1436.16 1329.08 1233.28 1147 .85 1071 .86 1004.43 944.74 892 .00 845.49 804 .53 768 .51 736.87 709.11 684.77 663.45 644 .77 628.42 614.11 601 .58 590.61 581 .01 572.60 565.24 Infl ow/Outfl ow Simulation 2-Year Storm Event 25.00 ~ 20 .00 -; 15.00 . ~ 10.00 £. 5.00 - 0.00 .. ~..___~~---~~-=="-' o 5 10 15 20 25 30 35 •o •5 50 55 so Tlme (min) Projecl Manager: Lee Adams Calculations: Mark Taylor De pth (ft) 0 .00 0.00 0 .00 0 .27 0 .29 0 .32 0 .38 0.47 0 .59 0 .75 0 .94 1.15 1.34 1.52 1.67 1.80 1.90 1.99 2.05 2.09 2.12 2.12 2.11 2.08 2.04 1.98 1.91 1.82 1.72 1.6 1 1.49 1.37 1.26 1.16 1.06 0 .98 0 .90 0 .83 0 .77 0 .71 0 .66 0 .61 0.57 0.54 0.50 0.48 0.45 0.43 0 .41 0 .39 0.38 0 .37 0 .35 0 .34 0 .34 0 .33 0.32 0 .31 0 .31 0 .31 0.30 D Inflow DOutflow Elevation Veloc ity (ft) (fVsec) 266.00 0 .00 266.00 0 .00 266.00 0 .00 266.27 1.35 266.29 1.73 266.32 2.18 266.38 2.68 266.47 3 .22 266.59 3 .80 266.75 4.39 266.94 5.00 267 .15 5 .55 267.34 6 .00 267.52 6.36 267 .67 6 .66 267 .80 6 .90 267.90 7 .09 267 .99 7 .23 268.05 7.34 268.09 7.41 268.12 7 .45 268.12 7.46 268.11 7.44 268.08 7.39 268.04 7.32 267 .98 7 .22 267 .91 7 .10 267 .82 6.95 267 .72 6 .77 267 .61 6 .56 267 .49 6 .32 267 .37 6 .06 267 .26 5 .81 267 .16 5 .57 267 .06 5 .33 266.98 5 .10 266.90 4 .88 266.83 4 .66 266.77 4.46 266.71 4 .26 266.66 4.07 266.61 3 .89 266.57 3.72 266.54 3.56 266.50 3.41 266.48 3 .26 266.45 3.13 266.43 3.00 266.41 2 .88 266.39 2 .77 266.38 2 .66 266.37 2 .56 266.35 2 .47 266.34 2 .39 266.34 2 .31 266.33 2.23 266.32 2.16 266.31 2.10 266.31 2.04 266.31 1.98 266.30 1.93 1114/2004 Krenek Crossing Subdivision Job # 000790-3667 Time (min) 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 25 26 27 26 29 30 31 32 33 34 35 36 37 36 39 40 41 42 43 44 45 46 47 46 49 50 51 52 53 54 55 56 57 58 59 60 Inflow (els) 0.00 2 .36 4 .71 7 .07 9.43 11 .78 14 .14 16.50 16 .85 21 .21 23.57 22 .39 21 .21 20.03 16.65 17 .67 16.50 15.32 14.14 12.96 11 .78 10.60 9.43 6 .25 7 .07 5 .69 4.7 1 3 .53 2.36 1.16 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 Inflow I Outflow Simulation 5-Year Storm Event 2s/t-O (ds) 2s/t+O Outflow (ds) (els) 0 .00 2.36 9 .43 20.75 35.56 53.63 74 .76 98.83 125.71 155.35 187 .69 219.40 247 .27 271 .58 292.56 310.41 325.29 0 .00 0 .00 2 .36 9.43 21 .21 37 .25 56.77 79.55 105.40 134 .18 165.78 200.12 233.64 262 .99 286.51 310.46 329.09 344.58 337.33 357 .10 346 .66 366.79 353.38 373. 76 357 .60 376.13 359 .39 379.96 358.84 379.42 356.04 376.52 351 .07 371 .36 344.00 364.03 334.93 354.61 323.93 343.18 311 .12 329.83 296.57 314.65 280.41 297.75 263.85 280.41 248.08 263.85 233.10 248.08 218.88 233.10 0 .00 0 .00 0 .23 0 .84 1.57 2.39 3.29 4 .23 5 .22 6 .22 7 .12 7.86 8 .46 6 .95 9 .34 9 .65 9 .89 10.06 10.19 10.27 10.30 10.29 10.24 10.15 10.01 9.64 9 .62 9 .35 9 .04 8 .67 8 .26 7 .88 7.49 7.11 205.41 218 .88 6 .73 192.69 205.41 6 .36 180.68 192.69 6 .00 169.36 156.72 148.72 139.33 130.54 122 .31 114.61 107.42 100.72 94.46 66.64 83.22 78.18 73.49 69.13 65.09 61 .34 57 .86 54.64 51 .65 48.89 46.33 43.96 180.68 169.36 156.72 148.72 139.33 130.54 122 .31 114.61 107 .42 100.72 94 .46 86.64 83.22 78.16 73.49 69.13 65 .09 61 .34 57 .86 54.64 51 .65 48.69 46.33 5 .66 5 .32 5 .00 4 .69 4 .40 4 .12 3.85 3.59 3.35 3.13 2.91 2.71 2.52 2.34 2.18 2.02 1.86 1.74 1.61 1.49 1.38 1.28 1.19 Volume (cf) 0 .00 0 .00 0 .00 517 .53 562.37 655.36 812.13 1045.37 1363 .95 1772 .00 2268.41 2789.68 3264.47 3683.02 4043.00 4345.55 4593.64 4790.98 4941 .35 5048.20 5114.48 5142.50 5133.9 9 5090.12 5011 .57 4698.75 4751 .69 4571 .26 4357.40 4111 .34 3834.62 3549.91 3278.50 3021 .94 2781 .17 2556.70 2348.74 21 57 .17 1981 .63 1821 .56 1676.27 1544 .94 1426.69 1320.60 1225.71 1141.10 106 5 .67 999.12 940.05 887 .86 641.64 801 .32 765.69 734.40 706.94 682 .87 661 .78 643.31 627.14 612 .99 600.60 Inflow/Outflow Simulation 5-Year Storm Event 25.00 Iii 20 .00 'tl ;-15.00 i 10.00 t--,f,::,,..;_;i:--"-'-d-f--+-l-+-1--H Li.: 5.00 0 .00 ~~~~-----~-.=:+.i 0 5 10 15 20 25 30 35 40 45 50 55 60 Time (min) Project Manager: Lee Adams Calculations : Mark Taylor Depth (ft) 0 .00 0.00 0.00 0.28 0 .30 0 .35 0.43 0 .56 0 .73 0 .94 1.21 1.49 1.74 1 .96 2.16 2 .32 2.45 2.56 2 .64 2 .69 2.73 2.74 2 .74 2.71 2.67 2.61 2.53 2.44 2 .32 2.19 2.05 1 .89 1.75 1.61 1.46 1.36 1.25 1.15 1 .06 0 .97 0 .89 0 .82 0 .76 0 .70 0 .65 0 .61 0 .57 0 .53 0 .50 0 .47 0.45 0.43 0 .41 0.39 0.36 0.36 0 .35 0.34 0 .33 0 .33 0 .32 CJ Inflow OOutnow Elevation (ft) 266.00 266.00 266.00 266.28 266.30 266.35 266.43 266.56 266.73 266.94 267.21 267 .49 267.74 267.96 268.16 268.32 268.45 268.56 268.64 268.69 268.73 268.74 268.74 268.71 266.67 266.61 268.53 268.44 268.32 268.19 268.05 267 .89 267.75 267 .61 267.48 267.36 267.25 267.15 267 .06 266.97 266.89 266.82 266.76 266.70 266.65 266.61 266.57 266.53 266.50 266.47 266.45 266.43 266.41 266.39 266.38 266.36 266.35 266.34 266.33 266.33 266.32 Velocity (fVsec) 0 .00 0 .00 0 .00 1.45 1.91 2.44 3 .03 3 .66 4 .33 5 .01 5 .69 6 .30 6 .80 7 .19 7 .51 7 .77 7 .97 8 .12 6 .23 6 .31 6 .36 8 .38 8 .36 8 .34 6 .29 8 .20 6.09 7.95 7.78 7.57 7.33 7 .07 6 .81 6.55 6 .29 6.04 5.79 5 .55 5 .31 5 .08 4 .86 4 .65 4.44 4 .24 4.06 3.88 3 .71 3.55 3 .40 3 .25 3.12 2.99 2.67 2.76 2.65 2.56 2.46 2.38 2.30 2 .22 2 .15 1/14/2004 Krenek Crossing Subdivision Job # 000790-3687 Time (min) 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 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 In flow (els) 0 .00 2.65 5.29 7 .94 10 .58 13 .23 15 .87 18 .52 21 .16 23 .81 26 .45 25 .13 23 .81 22 .48 21 .16 19 .84 18 .52 17 .19 15.87 14 .55 13.23 11.90 10.58 9.26 7 .94 6 .61 5.29 3.97 2.65 1.32 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 Inflow I Outflow Simulation 10-Year Storm Event 2s/t-O (els) 0 .00 2 .65 10 .58 23 .15 39.64 59.82 83.47 110.46 2s/t+O (els) 0 .00 2.65 10.58 23 .81 41 .66 63.45 88.91 117.86 140.66 150.13 174 .02 185.63 210.53 224 .28 246.42 262 .11 278.12 295.36 305.92 324.41 330.08 349.57 350.80 371 .08 368.24 389.15 382 .56 403.95 393.87 415.62 402.28 424.29 407 .88 430.05 410.74 433.00 . 410.96 433.23 406.60 430.80 403.74 425.79 396.45 418 .28 386.83 408 .35 374.95 396.06 360.91 381 .56 344.82 364.88 326.79 346.14 308.20 326.79 290.40 308.20 273 .38 290.40 257 .16 273 .38 241.72 227.05 213 .15 200.00 187 .58 175.86 164.83 154.45 144.71 135.58 127 .03 119.02 111 .54 104.56 98.05 91 .98 86.32 81 .06 76 .17 71 .63 67.41 63.49 59.86 56.49 53.36 50.47 257 .16 241 .72 227 .05 213.15 200.00 187.58 175.86 164.83 154.45 144.71 135 .58 127.03 119.02 111 .54 104.56 98 .05 91 .98 86.32 81 .06 76 .17 71 .63 67 .41 63 .49 59.86 56.49 53.36 30.00 Outflow (els) 0 .00 0 .00 0 .00 0 .33 1.01 1.82 2.72 3 .70 4 .74 5 .80 6 .88 7 .84 8 .62 9 .24 9.74 10.14 10.45 10 .70 10.88 11 .01 11.09 11 .13 11 .13 11 .10 11 .03 10.92 10.76 10.57 10.32 10.03 9.68 9 .29 8 .90 8 .51 8 .11 7 .72 7 .33 6 .95 6 .58 6 .21 5 .86 5.52 5.19 4 .87 4 .57 4 .28 4 .00 3.74 3.49 3.26 3.04 2.83 2.63 2.45 2.27 2.11 1.96 1.82 1.68 1.56 1.45 Volume (cf) 0 .00 0 .00 0 .00 522.75 579.84 696.21 890.24 1176.30 1563.22 2053 .28 2641.44 3249.96 3795.52 4269.87 4672.57 5007.25 5279.41 5495.08 5660.01 5779.28 5857.00 5896.30 5899.25 5866.94 5799.64 5696.92 5557 .86 5381 .32 5166.22 4911 .87 4618.37 4308 .31 4006.01 3714.06 3434 .61 3169.27 2919.23 2685 .24 2467 .67 2266 .60 2081 .79 1912.80 1759.01 1619.67 1493.92 1380.87 1279.58 1189.11 1108.53 1036.95 973 .52 917.41 867.89 824.25 785 .85 752 .10 722 .47 696.48 673.70 653.75 636 .28 Inflow/Outflow Simulation 10-Year Storm Event -; 25.00 ,_._,,--t--+--+--+--+--+--+--+-+-+-1 ~ 20.00 ~ 15.00 . ~ 10.00 u: 5.00 0.00 .f-L,;:.....,.~~~~~~~-..:::~ 0 5 10 15 20 25 30 35 40 45 50 55 60 Time (min) Project Manager: Lee Adams Calculalions : Mark Taylor Depth (ft) 0.00 0.00 0 .00 0 .28 0 .31 0 .37 0.47 0 .63 0 .83 1.09 1.41 1.73 2.02 2 .28 2 .49 2 .67 2 .82 2 .93 3 .02 3 .08 3.12 3.14 3 .15 3 .13 3.09 3.04 2.96 2 .87 2.76 2.62 2.46 2.30 2.14 1.98 1.83 1.69 1.56 1.43 1.32 1.21 1.11 1.02 0.94 0.86 0 .80 0 .74 0 .68 0.63 0 .59 0.55 0 .52 0.49 0.46 0.44 0.42 0.40 . 0.39 0 .37 0.36 0 .35 0 .34 IJ Inflow IJOutflow Elevation (fl) 266 .00 266 .00 266 .00 266 .28 266.31 266.37 266.47 266.63 266.83 267 .09 267 .41 267 .73 268 .02 268 .26 268 .49 266 .67 266 .82 268 .93 269 .02 269 .06 269 .12 269 .14 269 .15 269 .13 269 .09 269 .04 268.96 268 .87 268 .76 268 .62 268 .46 268.30 268 .14 267 .98 267 .83 267 .69 267.56 267 .43 267 .32 267 .21 267 .11 267.02 266.94 266.86 266 .80 266 .74 266 .68 266 .63 266.59 266 .55 266 .52 266 .49 266.46 266.44 266.42 266 .40 266 .39 266.37 266 .36 266.35 266 .34 Velocity (Wsec) 0.00 0 .00 0.00 1.53 2.03 2.61 3.26 3 .95 4.68 5 .41 6 .14 6 .78 7 .30 7 .70 8 .03 8 .28 8.48 8 .64 8 .75 8.83 8 .89 8 .91 8 .91 8 .89 8.85 8.78 8 .68 8.56 8.40 8 .21 7 .98 7 .74 7 .48 7 .22 6.96 6 .70 6.44 6 .19 5.94 5.69 5.45 5 .21 4 .99 4 .77 4 .56 4 .36 4.16 3.98 3.81 3 .64 3.48 3.34 3.20 3.06 2 .94 2.82 2.71 2.61 2.52 2.43 2.34 1/14/2004 Krenek Crossing Subdivision Job # 000790-3687 Time (min) 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 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 lnftow (cfs) 0.00 3 .02 6 .04 9 .06 12.08 15 .11 18.13 21 .15 24 .17 27 .19 30.21 28 .70 27 .19 25.68 24 .17 22 .66 21 .15 19.64 18 .13 16.62 15.11 13.59 12.08 10.57 9.06 7.55 6 .04 4 .53 3.02 1.51 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 Inflow I Outflow Simulation 25-Year Storm Event 2slt-O 2slt+O (cfs) (cfs) 0.00 0 .00 3.02 3 .02 12 .08 12 .08 26 .27 27.19 44 .96 47 .42 67 .89 72.15 94.84 101 .13 125.66 134.12 160.23 170.97 198.52 211 .59 240.54 255 .92 282 .03 299.45 318.88 337.92 351 .45 371 .75 379.99 401 .29 404 .73 426 .81 425.85 448.53 443.49 466 .63 457 .77 481 .25 468.78 492 .51 476.60 500.50 481 .31 505.30 482.97 506.99 481.63 505.63 477.36 501 .27 470.21 493.97 460.27 483.81 447 .60 470.84 432.29 455.15 414.46 436.82 394.20 415.97 373.13 394.20 352.77 373.13 333.16 352 .77 314.32 333.16 296 .25 314.32 278 .98 296 .25 262 .49 278 .98 246.79 262 .49 231 .87 246 .79 217 .71 231 .87 204 .31 217 .71 . 191 .65 204 .31 179.70 191 .65 168.44 179. 70 157 .85 168.44 147.90 157.85 138.57 147.90 129.82 138.57 121 .64 129.82 113.98 121 .64 106.84 113.98 100.17 106.84 93.96 100.17 88 .17 93 .96 82 .78 88.17 77 .77 82.78 73 .11 77 .77 68 .78 73 .11 64.76 68 .78 61.04 64 .76 Outnow (cfs) 0 .00 0 .00 0 .00 0.46 1.23 2 .13 3 .14 4 .23 5.37 . 6 .53 7 .69 8.71 9 .52 10 .15 10.65 11 .04 11 .34 11 .57 11.74 11 .86 11 .95 11 .99 12 .01 12 .00 11 .95 11 .88 11 .77 11 .62 11 .43 11 .18 10.88 10 .54 10 .18 9 .80 9.42 9 .03 8 .64 8.24 7 .85 7 .46 7 .08 6 .70 6 .33 5 .98 5 .63 5 .30 4 .97 4 .67 4 .37 4 .09 3 .83 3 .57 3 .33 3 .11 2.89 2.69 2.51 2.33 2.16 2.01 1.86 Volume (cf) 0 .00 0 .00 0.00 530.75 605.79 755.90 1003.09 1363.22 1843.98 2443.46 3149.08 3862.67 4487 .38 5017 .56 5456.86 5813.45 6097 .23 6318.23 6485 .67 6607.50 6690.08 6738.15 6754 .75 6741 .35 6697 .87 6622 .91 6513 .93 6367 .50 6179 .74 5946.66 5664 .77 5353.84 5038.57 4723.10 4411 .12 4105.91 3810.25 3526.42 3256.22 3000.96 2761 .55 2538.48 2331 .92 2141 .71 1967 .50 1808.72 1664.64 1534.45 1417 .27 1312.15 1218.17 1134 .39 1059.91 993 .84 935 .38 883.74 838.21 798 .12 762 .88 731.93 704 .7 8 lnftow/Outnow Simulation 25-Year Storm Event 35.00 tii' 30.00 -l-"-'---"'--'-'-'--'--J...-'--1---'-..W 'U 25.00 i 20.00 ~ 15.00 ii: 0 5 10 15 20 25 30 35 40 45 50 55 60 Time (min) Project Manager: Lee Adams Calculations: Mark Tayl or Depth (II) 0 .00 0 .00 0.00 0 .28 0 .32 0.40 0 .53 0 .73 0 .98 1.30 1.68 2.06 2.39 2.68 2.91 3 .10 3.25 3.37 3.46 3.52 3.57 3.59 3.60 3.60 3.57 3.53 3.47 3.40 3.30 3.17 3.02 2.86 2.69 2.52 2.35 2.19 2.03 1.88 1.74 1.60 1.47 1.35 1.24 1.14 1.05 0 .96 0 .89 0 .82 0.76 0 .70 0 .65 0.60 0 .57 0 .53 0 .50 0.47 0.45 0.43 0 .41 0 .39 0 .38 CJ Inflow CJOulflow Elevation (ft) 266 .00 266 .00 266.00 266.28 266.32 266.40 266 .53 266.73 266.98 267 .30 267 .68 268.06 268.39 268 .68 268.91 269.10 269.25 269.37 269.46 269 .52 269.57 269.59 269.60 269 .60 269.57 269.53 269.47 269 .40 269.30 269.17 269.02 268 .86 268 .69 268.52 268 .35 268 .19 268 .03 267.88 267 .74 267 .60 267 .47 267 .35 267.24 267.14 267 .05 266.96 266 .89 266.82 266.76 266.70 266.65 266.60 266.57 266.53 266.50 266.47 266.45 266.43 266 .41 266.39 266 .38 Velocity (II/sec) 0.00 0.00 0 .00 1 .62 2.18 2 .84 3.56 4 .32 5.11 5.91 6 .68 7.36 7 .88 8 .29 8 .61 8 .86 9 .05 9 .19 9.30 9 .37 9.43 9.45 9.47 9.46 9.43 9.38 9.31 9.22 9.10 8 .95 8.75 8.54 8 .31 8 .07 7 .82 7 .57 7.31 7.05 6 .79 6 .53 6.27 6 .02 5.77 5.53 5.29 5 .06 4 .84 4 .63 4.42 4 .23 4.04 3 .86 3 .70 3 .54 3 .38 3 .24 3.11 2.98 2.86 2.75 2 .65 1/14/2004 Krenek Crossing Subdivision Job # 000790-3687 Time (min) 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 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 Inflow (cfs) 0 .00 3.42 6 .83 10.25 13.66 17.08 20 .49 23 .91 27 .32 30.74 34.15 32.44 30.74 29 .03 27 .32 25 .61 23 .91 22 .20 20.49 18 .78 17 .08 15 .37 13.66 11 .95 10 .25 8.54 6 .83 5 .12 3 .42 1.71 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 Inflow I Outflow Simulation 50-Year Storm Event 2s/t-O (cfs) 0 .00 3.42 13.66 29 .54 50.55 76 .38 106.80 141 .66 180.86 224 .39 272 .32 319.84 362.31 400.13 433.59 462.92 2s/t+O (cfs) 0 .00 3.42 13.66 30.74 53.45 81.28 113.94 151.19 192.88 238 .91 289 .28 338.91 383.01 422.08 456.48 486.52 488.31 512.44 509.90 534.41 527.81 552.59 542.12 567.08 552 .88 577.97 560.15 585.32 563.97 589.18 564 .37 589.58 561 .38 586.57 555.05 580.17 . 545.41 570.42 532.51 557 .36 516.44 541 .05 497 .27 521 .56 475.12 498.98 451 .77 475.12 429.00 451 .77 406.85 429.00 385.37 406 .85 364.59 385.37 344 .54 325.25 306.73 288 .99 272 .04 255.88 240.50 225.90 212 .06 198 .97 186 .60 174 .94 163.96 153.64 143.95 134.87 126.36 118.40 110.96 104 .01 97.54 91 .50 85.88 80.65 75 .79 364.59 344.54 325.25 306.73 288 .99 272 .04 255 .88 240 .50 225 .90 212.06 198.97 186.60 174.94 163.96 153.64 143.95 134.87 126.36 118.40 110.96 104.01 97 .54 91 .50 85.88 80.65 Outflow (cfs) 0 .00 0 .00 0 .00 0 .60 1.45 2 .45 3 .57 4 .77 6 .01 7.26 8.48 9 .54 10.35 10.97 11 .45 11 .80 12.06 12 .25 12 .39 12.48 12 .55 12 .59 12 .60 12.61 12 .59 12 .56 12.50 12.42 12.31 12.15 11.93 11 .67 11 .39 11 .07 10.74 10.39 10.02 9 .65 9 .26 8 .87 8.48 8 .08 7 .69 7 .30 6 .92 6 .55 6 .18 5 .83 5 .49 5 .16 4 .84 4 .54 4 .25 3 .98 3 .72 3 .47 3 .24 3 .02 2.81 2 .61 2.43 Volume (cf) 0 .00 0 .00 0 .00 540.58 636 .74 826.03 1133.94 1577 .00 2160.02 2874.19 3695.70 4503.23 5188.04 5749.08 6196.07 6543.49 6807 .24 7002 .71 7143.83 7242 .49 7308.35 7348.72 7368.59 7370.62 7355.24 7320.75 7263.41 7177 .66 7056.46 6891 .65 6674 .63 6416.66 6137 .85 5842.91 5536.54 5223.29 4907.46 4593.01 4283.47 3981 .92 3690.92 3412.55 3148.41 2899.65 2666.98 2450.76 2251 .01 2067 .51 1899.77 1747 .19 1608.98 1484.30 1372.23 1271 .85 1182.22 1102.40 1031 .52 968 .70 913 .16 864.14 820.95 Inflow/Outflow Simulation 50-Year Storm Event 40.00 i 30.00 i 2000 .E 10.00 .. 0 S 10 1S 20 2S 30 3S 40 4S SO SS 60 Time (min) Project Manager: Lee Adams Calculations : Mark Taylor Depth (fl) 0.00 0 .00 0 .00 0 .29 0 .34 0.44 0.60 0 .84 1.15 1.53 1.97 2.40 2.77 3.07 3.30 3.49 3.63 3.73 3 .81 3 .86 3 .90 3.92 3.93 3.93 3.92 3.90 3.87 3.83 3.76 3.68 3.56 3.42 3 .27 3 .12 2.95 2.79 2.62 2.45 2.28 2.12 1.97 1.82 1.68 1.55 1.42 1.31 1.20 1.10 1.01 0 .93 0 .86 0.79 0 .73 0 .68 0 .63 0 .59 0 .55 0 .52 0.49 0.46 0.44 Clnllow DOutllow Elevation (ft) 266.00 266 .00 266.00 266 .29 266.34 266.44 266.60 266 .84 267.15 267 .53 267.97 268.40 268.77 269.07 269 .30 269 .49 269 .63 269 .73 269 .81 269.86 269 .90 269 .92 269.93 269 .93 269.92 269.90 269.87 269.83 269.76 269 .68 269.56 269 .42 269 .27 269 .12 268 .95 268 .79 268 .62 268.45 268.28 268 .12 267 .97 267 .82 267 .68 267 .55 267 .42 267 .31 267 .20 . 267 .10 267 .01 266.93 266.86 266 .79 266 .73 266 .68 266 .63 266 .59 266 .55 266 .52 266.49 266.46 266.44 Velocity (fl/sec) 0 .00 0 .00 0 .00 1.72 2.35 3 .07 3 .86 4 .70 5 .55 6.40 7 .21 7.89 8 .42 8 .81 9 .11 9 .33 9 .50 9 .62 9 .70 9 .76 9 .80 9 .82 9 .83 9 .83 9 .83 9.81 9.77 9.72 9.65 9 .55 9 .42 9.25 9 .07 8 .88 8 .67 8 .44 8.21 7.96 7.71 7.46 7 .20 6 .94 6 .68 6.42 6 .17 5.92 5 .67 5 .43 5 .20 4 .97 4 .75 4 .54 4 .34 4 .15 3 .97 3 .79 3 .63 3.47 3.32 3.18 3.05 1/14/2004 Krenek Crossing Subdivision Job # 000790-3687 Time (min) 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 3 1 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 Inflow (cfs) 0 .00 3 .57 7 .13 10.70 14.26 17.83 21 .39 24 .96 28.52 32 .09 35.66 33.87 32.09 30.31 28 .52 26.74 24 .96 23.18 21 .39 19.61 17.83 16.05 14.26 12.48 10.70 8 .91 7 .13 5 .35 3.57 1 .78 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 Inflow I Outflow Simulation 100-Year Storm Event 2s/t-O (cfs) 0 .00 3.57 14 .26 30.79 52 .68 79.62 111 .38 2s/t+O (cfs) 0 .00 3 .57 14 .26 32 .09 55.75 84.78 118.85 147 .79 157.73 188.78 201 .27 234 .34 249.39 284.55 302.09 334 .42 354.08 379.11 400.38 419.01 441 .51 454.43 477.84 485.63 509.70 512 .77 537.33 536.02 560.91 555.46 580.59 571 .19 596.47 583.26 608.63 591 .71 617.14 596.56 622.02 597 .84 623.30 595.57 621 .02 589.76 615.18 580.46 605.81 567 .70 592.94 551 .53 576.61 532.04 556.88 509.32 533 .82 485.26 509.32 461 .68 485.26 438.66 461 .68 41 6 .24 438.66 394.47 416.24 373.39 394 .47 353.02 373.39 333.40 353.02 314.55 333.40 296.48 314 .55 279.19 296.48 262.69 279.19 246.98 262.69 232 .05 246.98 217 .88 232.05 204 .47 217.88 191 .80 204.47 179.84 191 .80 168 .57 179.84 157 .98 168.57 148.02 ·157.98 138.68 148.02 129.93 138.68 121 .74 129.93 114.08 106.92 100.25 94.03 88.24 82.84 40 .00 i 30.00 i 20.00 l ~ 10 .00 121.74 114.08 106.92 100.25 94 .03 88.24 Outflow (cfs) 0 .00 0.00 0 .00 0.65 1.53 2.58 3.73 4 .97 6.25 7.53 8 .77 9 .83 10.64 11 .25 11 .70 12 .04 12 .28 12 .45 12 .56 12 .64 12 .69 12 .71 12 .73 12 .73 12 .72 12 .71 12 .67 12 .62 12.54 12 .42 12 .25 12 .03 11 .79 11.51 11 .21 10.89 10.54 10.18 9.81 9.43 9.04 8 .64 8 .25 7 .86 7.47 7.08 6 .70 6 .34 5 .98 5 .63 5 .30 4 .98 4 .67 4 .38 4 .10 3.83 3.58 3.34 3.11 2.90 2.70 Volume (cf) 0 .00 0 .00 0 .00 544.72 649.57 854.80 1187 .14 1663.08 2285.81 3043 .12 3905.90 4743.62 5443.75 6007.55 6447.54 6781 .06 7026.61 7201 .97 7323.09 7403.63 7454.72 7484.91 7500.17 7503.95 7497.17 7478.36 7443.68 7387.08 7300.50 7174.31 6997.82 6777.43 6529.77 6259.30 5970.67 5668.62 5357.76 5042.53 4727.03 4414.99 4109.68 38 13.89 3529.89 3259.51 3004.06 2764.45 2541 .17 2334.40 2 144 .00 1969.59 1810.61 1666.36 1536.00 1418.66 1313.40 1219.28 1135.38 1060.79 994 .62 936.07 884 .35 Inflow/Outflow Simulation 100-Yea r Storm Event 0 5 10 15 20 25 30 35 40 45 50 55 60 Time {min) Project Manager: Lee Adams Calculations: Mar1< Taylor Depth (ft) 0.00 0 .00 0 .00 0.29 0 .35 0.46 0.63 0.89 1.22 1.62 2.08 2.53 2.90 3.20 3.44 3.62 3.7 5 3.84 3.91 3.95 3.98 3.99 4 .00 4 .00 4.00 3.99 3 .97 3 .94 3 .89 3 .83 3.73 3.61 3.48 3.34 3 .18 3.02 2.86 2.69 2.52 2 .35 2.19 2.03 1.88 1.74 1.60 1.47 1.36 1.24 1.14 1.05 0.97 0 .89 0 .82 0 .76 0 .70 0.65 0 .61 0.57 0 .53 0 .50 0.47 Cl Inflow Cl Outflow Elevation (ft) 266.00 266.00 266.00 266.29 266.35 266.46 266.63 266.89 267.22 267 .62 268.08 268.53 268.90 269.20 269.44 269.62 269.75 269.84 269.91 269.95 269.98 269.99 270.00 270.00 270.00 269.99 269.97 269.94 269.89 269.83 269.73 269 .61 269.48 269.34 269.18 269.02 268.86 268.69 268.52 268.35 268.19 268.03 267 .88 267.74 267 .60 267.47 267 .36 267 .24 267 .14 267 .05 266.97 266.89 266.82 266.76 266.70 266.65 266.61 266.57 266.53 266.50 266.47 Velocity (ft/sec) 0 .00 0.00 0 .00 1.76 2.41 3 .16 3 .98 4.84 5.71 6 .57 7.39 8 .08 8 .60 8 .99 9.27 9.48 9.63 9.74 9 .81 9.85 9.88 9 .90 9.91 9 .91 9 .91 9 .90 9 .88 9 .84 9 .79 9.72 9.61 9 .48 9.32 9.15 8 .96 8.76 8 .54 8.31 8.Q7 7.82 7.57 7.31 7.05 6.79 6 .53 6 .28 6 .02 5 .77 5.53 5 .29 5 .07 4 .84 4 .63 4 .43 4 .23 4 .04 3 .87 3.70 3 .54 3 .39 3 .24 1114/2004 Storm Simulation Synopsis 2-Year 5-Year 10-Year 25-Year 50-Year Storm Depth (ft) 2.12 2 .74 3 .15 3 .60 3 .93 Storm Elevation (ft) 268 .12 268 .74 269.15 269.60 269 .93 Storm Volume (cf) 3979.59 5142 .50 5899.25 6754.75 7370.62 Supplied Capacity (cf) 9375 9375 9375 9375 9375 Percent of Capacity 42% 55% 63% 72% 79% Supplied Freeboard (ft) 2 .88 2 .26 1 .85 1.40 1 .07 Basin Storage Volume as Percent of Maximum Volume 100% 90% 41 80% E ::I 70 % 0 > E 60 % ::I E ')( ra 50 % :: -40% 0 c 41 30% u ... 41 a.. 20% 10% 0% 2-Yea r 5-Yea r 10-Yea r 25-Year 50 -Year 100-Yea r Design Storm Krenek Crossing Subdivision Job# 000790-3687 Project Manager: Lee Adams Calculations: Mark Taylor 100-Year 4 .00 270 .00 7503.95 9375 80% 1 .00 1/14/2004 V=.5*D*w*L V=> volume in cf D=> depth w=> width of basin L=> length of basin i--------w--------i Required Volume = 7396 ft 3 3:1 Slope D= 4 ft w= 30 ft L= 125 ft V= 7500 cf Krenek Crossing Subdivision Job # 000790-3687 With 1 ft Freeboard D= w= L= V= 5 ft 30 ft 125 ft 9375 Project Manager: Lee Adams Calculations : Mark Taylor 1/14/2004 Drainage Area Land Area= Impervious Area = Total Drainage Area= Given Land Velocity of Runoff= Land Travel Distance = Land Time of Concentration = Impervious Velocity of Runoff= Impervious Travel Distance = Impervious Time of Concentration = Composite Coefficient of Runoff = Total Time of Concentration= **NOTE : Minimum T c allowed = 10 min . 2 Year Frequency Constants Coefficient (e) = Coefficient (b) = Coefficient ( d) = 5 Year Frequency Constants Coefficient (e) = Coefficient (b) = Coefficient (d) = 10 Year Frequency Constants Coefficient (e) = Coefficient (b) = Coefficient ( d) = 25 Year Frequency Constants Coefficient (e) = Coefficient (b) = Coefficient (d) = 50 Year Frequency Constants Coefficient (e) = Coefficient (b) = Coefficient (d) = 100 Year Frequency Constants Coefficient (e) = Coefficient (b) = Coefficient ( d) = Krenek Crossing Subdivision Job # 000790-3687 2.05 acres 0.45 acres 2.50 acres 1.82 lsec 340 ft 3 .11 min 4 .60 11/sec 300 ft 1.09 min 0.41 4 .20 min 0 .806 65 8 0 .7 85 76 8 .5 0 .763 80 8 .5 0 .754 89 8 .5 0.745 98 8 .5 0 .73 96 8 Post-Development Area 1 Impervious area consists of roads, driveways , rooftops, etc. The coefficient of runoff was calculated as a weighted average : A1 anr/.. C1ancJ+A1mrA C;mp) Atotal Composite C = 0.41 = 2 .05(0.30)+0 .45(0.90) 2 .5 0.41 was the highest runoff coefficient value calculated for all four of the drainage areas , and was therefore used as the coefficient for all four drainage areas . Result Rainfall Intensity(~) = 6.327 '"!hr 6.536 cfs Rainfall Intensity (6) = 7.693 '"!hr 7.948 cfs Rainfall Intensity (~0 ) = 8 .635 '%r 8.921 cfs Rainfall Intensity (b) = 9 .861 '"!hr 10.188 cfs Rainfall Intensity (6 0) = 11 .148 '%r 11.517 cfs Ra infall Intensity (~00) = 11.639 '%r 12.025 cfs Project Manager: Lee Adams Calculations : Mark Taylor 1/8/2004 DRAINAGE REPORT FOR KRENEK CROSSING SUBDIVISION 7.41 ACRE TRACT (VOLUME 273, PAGE 691) MORGAN RECTOR LEAGUE, A-46 MDG JOB NO. 000790-3687 COLLEGE STATION, BRAZOS COUNTY, TEXAS DECEMB 2003 2551 Texas Ave. South, Ste. A, College Station, TX 77840 Ofc: 979.693.5359 Fax: 979.693.4243 Email : mdgcstx@yahoo.com Project Scope: This report outlines the drainage improvements for the Krenek Crossing Subdiv ision. This drainage report will consist of the requirements necessary for the improvements of this site in accordance with the provisions of the City of College Station Drainage Policy and Design Standards. General Location and Description: The project site is located on the west corner of the intersection of Dartmouth Drive and Krenek Tap Road . Currently, the project site is undeveloped and exists in a relatively natural state that is covered with native grasses, weeds , and light underbrush and heavily vegetated with trees. This land . generally slopes to the southeast with a grade of approximately 1.80 % being fairly uniformly distributed. The 7.41-acre tract is located in Carter Creek Drainage Basin 3 and drains through the Dartmouth Drive and Krenek Tap Road storm sewer system directly into Bee Creek. Drainage System Modeling: For all drainage system modeling, the volume of runoff will be calculated . The drainage calculations are summarized accordingly using the Rational Method: Q = CIA, where "Q" is the runoff in cubic feet/second , "C" is the runoff coefficient, "I" is the storm intensity in inches/hour for each selected frequency, and "A" is the drainage area in acres. A minimum 10-minute time of concentration for all calculations will be assumed. The selected frequencies will be 2 , 5, 10 , 25 , 50 , and 100-year rainfall events. Storm Sewer Inlets Storm sewer inlets are a part of the storm sewer system evaluation. They were sized according to the determined 10-year land area runoffs using the equation: Q = 3Ly12, where "Q" is the capacity in cubic feet/second , "L" is the length of the opening which water enters into the inlet, and "y" is the total depth of water or head on the inlet. Storm Sewer Systems The program StormCad by Haestad Methods aided storm sewer system calculations. Within this program, basic geometry and characteristics of a storm sewer system can be defined. This would include data such as drainage basin calculations, type and configuration of several types of inlet boxes , and controlling factors of the conveyance system. From this program critical information can be determined about the storm sewer system. D eten tio n Detention requirements are determined by graphical means . Tabulations of pre - development and the post-development hydrographs of the drainage area 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. Existin g Drainage Co n d iti ons : The majority of the site drains directly into inlets located on Krenek Tap Road. This storm sewer system was designed with future development in mind and is outlined in the Drainage Report for Dartmo uth Crossing , Feb ru ary 1998. Runoff flows from the project site (Area 2, 3, and 4 as depicted) totaling 23 .5 cfs were used in the re port for designing the Krenek Tap storm sewer system. Excerpts from the Dartmouth Crossing Report have been provided . D rainage Improvements: The proposed dra inage system for the Krenek Crossing Subdivision project consist of regulating detention basin discharge and routing it directly into the existing Krenek Tap storm sewer system by tapping into the 36 inch line. The detention basin discharge will be no greater than 14 .206 cfs, the pre-development runoff for the 100-year rainfall event. Because this value is less than the 23 .5 cfs used to design the storm sewer system, the developed site will not have an impact on the existing drainage conditions. St or m Sewer I nlet s Below is a summary of the proposed curb inlets and proposed conditions during a 10-year rainfall event. Inl et Sizing 10-Year Storm Event Inlet# Length Total Area Total Flowrate Flow Elevation {ft} {ac res } {cfs} {ft} 11 8.5 2 .50 8.921 274 .11 12 8.5 2.46 8.771 270.87 13 5 1.40 5.005 270.44 14 5 1.05 3 .737 270.44 Stor m Sew er Sys tems Below is a summary of the proposed storm sewer conveyance elements and proposed conditions during a 100-year rainfall event. Section 11-J1 J1 -J2 12-J2 J2-0ut1 14-13 13-0ut3 Juliet-Tao Storm Sewer Sizing 100-Yr Storm Event Length Slope Diameter Upstream Invert Downstream Invert Flowrate Capacity Velocity Upstream HGL (ft) (ft/ft) (in) (ft) (ft) (cfs) (cfs) (ft/s) (ft) 115 0.00530 24 269 .71 269.10 12 .03 16.48 3.83 271 .11 245 0 .00510 24 269 .10 267 .85 12 .03 16 .16 3.83 270 .34 110 0 .00500 24 268 .40 267 .85 11 .82 16 .00 3.76 270 .50 15 0 .00667 30 267 .35 267 .25 23 .85 33.49 4.86 269 .01 115 0 .00148 18 267 .52 267 .35 5.04 6 .85 2 .85 269 .06 215 0.00302 24 266 .85 266 .20 11 .78 16 .31 3.75 268 .13 180 0 .02333 18 266 .00 261.80 14 .20 16 .04 8.04 267 .39 Detention Facility Below is a summary of the proposed detention basin for a 100-year rainfall event. V=.5*D*w*L V=> volume in cf D=> depth W=> w idth of basin L=> length of basin Required Volume = 3:1 Slo e D= 4ft = 30ft 125ft 7500 cf 7396ft3 With 1 ft Freeb oard D= 5ft w= 30ft L= 125ft ~= 9375cf Downstream HGL (ft) 270 .66 269 .95 269.95 268 .91 268 .93 267.48 263 .19 ,. '·' Appendix A AREA I 2.J AC 0 .6C0.9 1.7@0 .6 SOUTHWEST AREA 8 1 .4 AC R-5 1.4@0 .9 DARTMOUTH CROSSING PROPOSED EXTENSION or DARTMOUTH DRIVE UNDEVELOPED PASTURE 90' ROW UNDEVELOPED PASTURE FUTURE DEVELOPMENT COND ITI ONS DARTMOUTH CROSSING DRAINAGE AREA MAP SCALE : 1" =300' :1 vi :1 I :, I I :1 t, I I 'I AREA 11 1.9 AC C=0.6 SOUTHWEST CROSSING DEVELOPED / / AREA 15 5 .5 AC . 0.600.9 4 .9@0 .J UNDEVELOPED PASTURE X-STORM SEWER SYS TEM ~AREA 5 ~AREA 6 2 .3 AC . 0.9 AC . 0.4@0.9 0 .1@0 .9 1.9@0 .J 0 .8@0 .J UNDEVELO PED PASTURE AREA 7 1.1 AC . 0 .1@0 .9 1@0 .J ~ ! I""--X-STOR M SEWER SYSTEM :1 I I :1 I ~OUTFALL TO BEE CREEK I FUTURE DEVELOPMENT RUNOFF COEFFICIENT DRAINAGE AREA PVMT GRASS MED-D Cw Ca TIME OF IlO QlO I25 Q25 IlOO QlOO no. acres 0.9 0.3 0.6 CONCEN. i/h cfs i/h cfs i/h cf s tc {min.) 1 2.3 0.6 1. 7 0.68 1. 6 10.0 8.63 13.5 9.86 15.4 11.64 18.2 2 5.2 0.1 5.1 0.31 1. 6 17.0 6.76 11. 0 7.74 12.5 9.16 {1:4;'"!".EI ~ {! 3 1.4 0.3 1.1 0.43 0.6 10.0 8.63 5.2 9.86 5.9 11.64 , ..... ~ Z.3. s-c: s 4 0.3 0 .1 0.2 0.50 0 .2 10.0 8.63 1.3 9.86 1. 5 11.64 l..,. 5 2.3 0.4 1. 9 0.40 0.9 10.0 8.63 8.0 9.86 9.2 11.64 10.8 6 0.9 0.1 0.8 0.37 0.3 10.0 8.63 2.8 9.86 3.3 11.64 3.8 7 1.1 0.1 1. 0 0.35 0.4 10.0 8.63 3.4 9.86 3.8 11.64 4.5 BEGIN PROP. PIPE 8 . 1.4 1.4 0.90 1. 3 10.0 8.63 10 .. 9 9.86 12.4 11. 64 . 14. 7 9 1. 8 0.7 1.1 0.72 1. 3 10.0 8 .63 11.1 9.86 12.7 11. 64 15.0 10 1.4 1.4 0.60 0.8 10.0 8.63 7.3 9.86 8.3 11. 64 9.8 11 1. 9 1. 9 0.60 1.1 10.0 8.63 9.8 9.86 11. 2 11. 64 13.3 12 0.4 0.4 0.60 0.2 10.0 8.63 2.1 9.86 2.4 11.64 2.8 13 2.6 0.3 1.4 0.9 0.47 1.2 10.0 8.63 10.6 9.86 12.1 11. 64 14.3 14 1. 8 0.7 1.1 0.53 1. 0 10.0 8.63 8.3 9.86 9.5 11.64 11.2 15 5.5 0.6 4.9 0.37 2.0 19.5 6.29 12.7 7.21 14.5 8.54 17.2 Appendix B Pre-Development Drainage Area Drainage Area = 7.41 acres Given Velocity of Runoff= 0 .91 fsec Coefficient of Runoff= 0.20 Travel Distance = 860 ft Time of Concentration = 15 .75 min **NOTE: Minimum Tc allowed = 10 min . Result 2 Year Frequency Constants Rainfall Intensity (1 2) = Coefficient (e) = 0 .806 102 = Coefficient (b) = 65 Coefficient (d) = 8 5 Year Frequency Constants Rainfall Intensity (1 5) = Coefficient ( e) = 0 .785 los= Coefficient (b) = 76 Coefficient (d) = 8 .5 10 Year Frequency Constants Rainfall Intensity (1 10 ) = Coefficient (e) = 0 .763 1010 = Coefficient (b) = 80 Coefficient ( d) = 8.5 25 Year Frequency Constants Rainfall Intens ity (1 25 ) = Coefficient ( e) = 0 .754 lo2s = Coefficient (b) = 89 Coefficient ( d) = 8 .5 50 Year Frequency Constants Rainfall Intensity (1 50) = Coefficient (e) = 0 .745 IOso = Coefficient (b) = 98 Coefficient (d) = 8.5 100 Year Frequency Constants Rainfall Intensity (1 100) = Coefficient (e) = 0 .73 10100 = Coefficient (b) = 96 Coefficient (d) = 8 Krenek Crossing Subdivision Job # 000790-3687 Project Manager: Lee Adams Calculations : Mark Taylor 5 .060 '"/hr 7.561 cfs 6 .220 1%r 9.295 cfs 7 .023 '"/hr 10.495 cfs 8 .041 1%r 12.016 cfs 9 .112 '"/hr 13.616 cfs 9 .507 '"!hr 14.206 cfs 12/15/2003 Drainage Area Land Area = Impervious Area = Total Drainage Area= Given Land Ve locity of Runoff = Land Travel Distance = Land Time of Concentration = Impervious Velocity of Runoff = Impervious Travel Distance = Impervious Time of Co ncentration = Composite Coefficient of Runoff = Total Time of Concentration= **NOTE: Minimum Tc allowed = 10 min . 2 Year Frequency Constants Coefficient (e) = Coefficient (b) = Coefficient (d) = 5 Year Frequency Constants Coefficient (e) = Coefficient (b) = Coefficient (d) = 10 Year Frequency Constants Coefficient (e) = Coefficient (b) = Coefficient (d) = 25 Year Frequency Constants Coefficient (e) = Coefficient (b) = Coefficient (d) = 50 Year Frequency Constants Coefficient (e) = Coefficient (b) = Coefficient (d) = 100 Year Frequency Constants Coefficient (e) = Coefficient (b) = Coefficient (d) = Post-Development Total 5.23 acres 1.12 acres 6 .36 acres 1.82 fsec 340 ft 3 .11 min 4 .60 ft/sec 300 ft 1.09 min 0 .41 4 .20 m in 0.806 65 8 0 .785 76 8 .5 0.763 80 8 .5 0 .754 89 8 .5 0 .745 98 8 .5 0 .73 96 8 Result Rainfall Intensity (1 2) = Rainfall Intensity (1 5) = Ra infall Intensity (1 10) = Ra infall Intensity (1 25) = Rainfall Intens ity (150) = Ra infall Intensity (1 100) = Krenek Crossing Subdiv ision Job # 000790-3687 Project Manager: Lee Adams Calculations : Mark Taylo r 6 .327 '%, 16.629 cfs 7 .693 '%, 20.221 cfs 8.635 '%, 22.696 cfs 9 .861 '%, 25.921 cfs 11 .148 '"!hr 29 .302 cfs 11 .639 '%, 30.594 cfs 12/15/2003 2 Year 5 Year 10 Year Tc (min) Post (cfs) Pre (cfs) Tc (min) Post (cfs) Pre (cfs) Tc (min) Post (cfs) Pre (cfs) 0 0 0 0 0 0 0 0 0 0 0 0 10.00 15.75 16 .629 7 .561 10 .00 15.75 20 .221 9 .295 10.00 15.75 22 .696 10.495 20 .00 31 .50 8.315 3 .780 20.00 31 .50 10.110 4 .648 20.00 31 .50 11 .348 5 .248 30 .00 47 .25 0 0 30 .00 47 .25 0 0 30 .00 47 .25 0 0 VOL= 4248 VOL= 5022 VOL= 5548 25 Year 50 Year 100 Year Tc (min) Post (cfs) Pre (cfs) Tc (min) Post (cfs) Pre (cfs) Tc (min) Post (cfs) Pre (cfs) 0 0 0 0 0 0 0 0 0 0 0 0 10.00 15.75 25 .921 12.016 10.00 15 .75 29.302 13 .616 10.00 15.75 30 .594 14 .206 20 .00 31.50 12.960 6 .008 20.00 31 .50 ·14.651 6 .808 20 .00 31 .50 15.297 7.103 30 .00 47 .25 0 0 30 47.25 0 0 30.00 47 .25 0 0 VOL= 6295 VOL= 7069 VOL= 7396 2-Year Hydrograph 5-Year Hydrograph 20 ~ 15 ~ ell ~ 10 .. .= .., Cll 5 Ci 0 0 10 20 30 Time(min) Krenek Crossing Subdivision Job # 000790-3687 40 50 -Post-Development -Pre -Development 25 ........................ ··············································· ~20 +-----..----+----+-----< .., ~15 +--+--~----+-----< Cl ~ 10-t--Jf----:::""""r----t--------1 .., Cll Ci 5 ++--+---t-'1.-""o.,~-+-------1 o~---+-~--+-=------l 0 20 40 60 Time(min) Project Manager: Lee Adams Calculations : Mark Taylor -Post-Developmen -Pre-Development 12/15/2003 10-Year Hydrograph ~ 20 +---#-1-----'1----+---+----+------< .!:!.. 111 15 +--+-+---+---+----+------; i=' ~ 10 +--1--+__,,,."""'"""..--+---+-----l c.J Cl) i:3 5 +-1--;tJL-t---+-~....--'P...,o;::--+-----l 0 -1"'---+---+----'.,__--+--'"""--i 0 10 20 30 40 50 Time (min) 50-Year Hydrograph 35 -r----.--...,-~-....-~---,--~ -30 +------3....----t---t----t----j Cl) ~ 25+---#4--'~--+----+---+--~ ~ 20 +---+--+----+----+----+----! ~ 15 +--+---t---~--t----t----j ~ 10+-i,__--...!"'---t-~"c:-t----t---i i:3 5 +l--..,,IC---l---1--~+-=""""=-f---i o~---1---+----'lf----+---'""""'"-i 0 10 20 30 Time (min) Krenek Crossing Subdivision Job # 000790-3687 40 50 -Post-Development -Pre-Development -Post-Development -Pre-Development 25-Year Hydrograph 30 ............................................... ························ ~ 25 .!:!.. 20 +--+----+------1----1 111 i=' 15 +--l---~-----1---------l ft! -5 10 +-J,_-#"'--f'~----1------1 Cl) i:3 5 +1-7"-----+~--"""'.,,.-J------l o~----+-~---1-"'...._----< 0 20 40 60 Time (min) 100-Year Hydrograph 35 ........................ ························ ...................... . en-30 +--..P.r--+-----1-------l ~ 25 +---+--+--+------1-------l ~ 20 +--l----'\-+------1-------l ~ 15 +----....~-----;-------; ~ 10 +-4'--,,....--+-V>"'=----1---~ c 5 -t+-~---+--"lr---""'-.d------< o~----+--1----1-"'"'"--~ 0 20 40 60 Time (min) Project Manager: Lee Adams Calculations : Mark Taylor -Post-Development -Pre-Development -Post-Development -Pre-Development 12/15/2003 Post-Development Area 1 Drainage Area Land Area= Impervious Area = Total Drainage Area= Given Land Velocity of Runoff = Land Travel Distance = Land Time of Concentration = Impervious Velocity of Runoff= Impervious Travel Distance = Impervious Time of Concentration = Composite Coefficient of Runoff= Total Time of Concentration = **NOTE : Minimum Tc allowed = 10 min . 2 Year Frequency Constants 2 .05 acres 0.45 acres 2.50 acres 1.82 Isac 340 ft 3.11 min 4 .60 11/sec 300 ft 1.09 min 0.41 4 .20 min Coefficient (e) = 0.806 Coefficient (b) = 65 Coefficient (d) = 8 5 Year Frequency Constants Coefficient (e) = 0 .785 Coefficient (b) = 76 Coefficient (d) = 8 .5 10 Year Frequency Constants Coefficient (e) = 0 .763 Coefficient (b) = 80 Coefficient (d) = 8.5 25 Year Frequency Constants Coefficient (e) = 0.754 Coefficient (b) = 89 Coefficient (d) = 8 .5 50 Year Frequency Constants Coefficient (e) = 0 .745 Coefficient (b) = 98 Coefficient (d) = 8 .5 100 Year Frequency Constants Coefficient (e) = 0 .73 Coefficient (b) = 96 Coefficient (d) = 8 Result Rainfall Intensity (1 2) = Rainfall Intensity (1 5) = Rainfall Intensity (1 10) = Rainfall Inte nsity (1 25) = Rainfall Intens ity (1 50) = Rainfall Intensity (1 100) = Krenek Crossing Subdivision Job # 000790-3687 Project Manager: Lee Adams Calculations : Mark Taylor 6 .327 '%r 6.536 cfs 7 .693 '"!hr 7.948 cfs 8 .635 '%r 8.921 cfs 9 .861 1%r 10.188 cfs 11.148 '%r 11.517 cfs 11 .639 '"!hr 12.025 cfs 12/15/2003 Drainage Area Land Area= Impervious Area= Total Drainage Area= Given Land Velocity of Runoff = Land Travel Distance = Land Time of Concentration = Impervious Velocity of Runoff= Impervious Travel Distance = Impervious Time of Concentration = Composite Coefficient of Runoff = Total Time of Concentration= **NOTE : Minimum T c allowed = 1 O min . 2 Year Frequency Constants Coefficient (e) = Coefficient (b) = Coefficient (d) = 5 Year Frequency Constants Coefficient (e) = Coefficient (b) = Coefficient (d) = 10 Year Frequency Constants Coefficient (e) = Coefficient (b) = Coefficient (d) = 25 Year Frequency Constants Coefficient (e) = Coefficient (b) = Coefficient (d) = 50 Year Frequency Constants Coefficient (e) = Coefficient (b) = Coefficient (d) = 100 Year Frequency Constants Coefficient ( e) = Coefficient (b) = Coefficient (d) = Post-Development Area 2 2 .01 acres 0.45 acres 2.46 acres 1.82 fsec 340 ft 3 .11 min 4 .60 ft/sec 300 ft 1.09 min 0.41 4 .20 min 0 .806 65 8 0 .785 76 8 .5 0.763 80 8 .5 0 .754 89 8 .5 0 .745 98 8 .5 0 .73 96 8 Result Ra infall Intensity (1 2) = Ra infall Intensity (1 5) = Ra infall Intensity (1 10) = Ra infall Intens ity (1 25) = Rainfall Intensity (1 50) = Rainfall Intens ity (1 100) = Krenek Crossing Subdivision Job # 000790-3687 Project Manager: Lee Adams Calculations : Mark Taylor 6 .327 '"!hr 6.426 cfs 7 .693 '%r 7.814 cfs 8 .635 '%r 8.771 cfs 9 .861 1%r 10.017 cfs 11 .148 '%r 11.323 cfs 11 .639 '"!hr 11.823 cfs 12/15/2003 Drainage Area Land Area= Impervious Area = Total Dra inage Area = Given Land Velocity of Runoff = Land Travel Distance = Land Time of Concentration = Impervious Velocity of Runoff= Impervious Travel Distance = Impervious Time of Concentration = Composite Coefficient of Runoff= Total T im e of Concentration= **NOTE: Minimum Tc allowed = 10 min : 2 Year Frequency Constants Coefficient (e) = Coefficient (b) = Coefficient (d) = 5 Year Freguenc~ Constants Coefficient (e) = Coefficient (b) = Coefficient (d) = 10 Year Freguenc~ Constants Coefficient (e) = Coefficient (b) = Coefficient (d) = 25 Year Freguenc~ Constants Coefficient (e) = Coefficient (b) = Coefficient ( d) = 50 Year Freguenc~ Constants Post-Development Area 3 1.18 acres 0 .22 acres 1.40 acres 1.82 lsec 320 ft 2.93 min 4 .60 ft/sec 180 ft 0 .65 min 0.41 3.58 min 0 .806 65 8 0.785 76 8 .5 0 .7 63 80 8 .5 0 .754 89 8 .5 Result Rainfall Intensity (Ii} = la2= Rainfall Intensity (1 5) = las= Rainfall Intensity (1 10) = la10= Rainfall Intensity (1 25) = la2s= Coefficient (e) = . 0 .745 Coefficient (b) = 98 Rainfall Intensity (1 50) = Coefficient ( d) = 8 .5 laso = 100 Year Freguenc~ Constants Coefficient (e) = Coefficient (b) = Coefficient ( d) = Krenek Cross ing Subdivision Job # 000790-3687 0 .73 96 Rainfall Intens ity (1 100) = 8 la100= Project Manager: Lee Adams Calculations : Mark Taylor 6 .327 '%, 3.667 cfs 7 .693 '%, 4.459 cfs 8 .635 '%, 5.005 cfs 9.861 '"!hr 5.716 cfs 11 .1 48 '%, 6.461 cfs 11 .639 '"!hr 6.746 cfs 12/15/2003 Drainage Area Land Area= Impervious Area = Total Drainage A rea= Given Land Velocity of Runoff = Land Travel Distance = Land Time of Concentration = Impervious Velocity of Runoff = Impervious Travel Distance = Impervious Time of Concentration = Composite Coefficient of Runoff = Total T ime of Concentration = **NOTE: Minimum Tc allowed= 10 min . 2 Year Frequency Constants Coefficient (e) = Coefficient (b) = Coefficient (d) = 5 Year Frequency Constants · Coefficient (e) = Coefficient (b) = Coefficient (d) = 10 Year Frequency Constants Coefficient (e) = Coefficient (b) = Coefficient (d) = 25 Year Frequency Constants Coefficient (e) = Coefficient (b) = Coefficient (d) = 50 Year Frequency Constants Coefficient (e) = Coefficient (b) = Coefficient (d) = 100 Year Frequency Constants Coefficient (e) = Coefficient (b) = Coefficient (d) = Post-Development Area 4 0 .83 acres 0 .22 acres 1.05 acres 1.82 Isac 280 ft 2 .56 min 4 .60 fl/sec 180 ft 0.65 min 0.41 3 .22 min 0 .806 65 8 0 .785 76 8 .5 0 .763 80 8.5 0.754 89 8 .5 0.745 98 8.5 0.73 96 8 Result Ra infall Intensity (1 2) = Rainfall Intensity (1 5) = Ra infall Intensity (1 10) = Rainfall Intensity (1 25) = Rainfall Intensity (1 50) = Rainfall Intensity (1 100) = Krenek Crossing Subdivision Job # 000790-3687 Project Manager: Lee Adams Calculations: Mark Tay lor 6 .327 "'!hr 2.738 cfs 7 .693 '"!hr 3.330 cfs 8 .635 '"!hr 3.737 cfs 9 .861 '"!hr 4.269 cfs 11 .148 '"!hr 4.825 cfs 11 .639 '"!hr 5.038 cfs 12/15/2003 LF.J>~(}Nf.-, '£0ESTAl. ~ 0 ·~ • .., LOT 2 rs ~ ..- 0.11 -·· ws:- 104.62' z ~ ~ <( I __J ~ LOT 3 ,, Z I .c 0 !-,,, <Il a w,.... ~ 0.11 oc:rn ~""I'" f ljj CE ~-..,..., 1Q4.19' z c b e "' LOT 4 0 r..:.: " 0.11 °"'" • 103.77' "' "' \ \.._ 30' tx:STIN~ <'VeLC lllllJ''Y EASEMOO °<'OWM!'. 61'1, PA<)!' 12 0 N LOT 16 0.13 ocr .. "47'27'5!' 100.00· LO T 15 0.11 acres 100.00· LOTH 0.11 Qcrff LOT 13 0.11 acres N4"'JY2T~$- 20· >.u.c ~ IS 8-1 .... ~ 0 0 -,.; "" X:\700\3687KRENEK CROSSING\COOsbl __ a\3687Eros_a.dwg, 12/15/2003 11:36:55 AM, \\ADMIN7\MP LaserJet 1, 1:82.8526 UAK I MUU IH UKIVt. (90' Rl~l[T-WAY) S47"27'53"E 730.69' SS .; .... 1cc.oo· LOT 2 8 0.11 --~ "' ... I- a::~ :::i .. 1c-coo·1o.. t. o ~ (.J I \ 0 ~'f z l5 LOT J ~ 0. ,, o .! w ~ I'. I-:r 0.11 acres \J ~ .. $ Z Q a::"' 10(HJ{Y ~ O b ~. -i!=e LOT 4 ~ ~ 0.11 ocrn~ Q: N4.,.V'.'l!'W ico.oo· 2186'--·- LOT 5 ?-r~gj'""-'......: 0.11 oc:r" Q?.p ~- N<(,....,7'~.t.»W ; d.*l.58' 0.45 ocrn LOT 6 .. ..., ~ :-; \_ 8 ,..: . g ~ '~ ~ :; / ,., " a: 0 N 1COilO. LOT 15 0 .11 ocrn LOT 14 0.11 ocrn 100.00· LOT 13 0.11 OCl'"H uns o» ~ --= Notice of Intent (NOi) for Storm Water Discharges TCEQ Office Use Only =--; Associated with Construction Activity under the TPDES Permit Number: TXR15·.:_·.:_·.:_·.:_··-NO TPDES Construction General Permit (TXR150000) For help completing this application, read the TXR150000 NOi Instructions (TCEQ -20022-lnstructions). GIN Number:·:._·:_·:__·:_·:_·:__•:_•• A. Construction Site Operator [!]New 0No Change Customer Reference Number: CN ________ _ Name: Stylecraft Builders, Inc. Mailing Address: 4090 State Highway 6 South City: College Station State: TX Zip Code : 77845 Country Mailing Information (if outside USA) Territory: ________ Country Code: _______ Postal Code : __ _ Phone Number: 979-690-1222 Extension: 20 Fax Number: 979-690-0348 E-mail Address: ewivagg@stylecraft-builders.com Type of Operator: D Individual D Sole Proprietorship -D.8.A. D Partnership [!] Corporation D Federal Government D State Government D County Government D City Government D Other: __________________ _ Independent Operator? I!] Yes D No Number of Employees: [J 0-20 D 21-100 l!J 101-250 CJ 251-500 D 501 or higher Federal Tax ID : 742485231 State Franchise Tax ID Number: 1-74-2485231-1 DUNS Number: B. Billing Address Name: Stylecraft Builders, Inc. Mailing Address: 4090 State Highway 6 South City: College Station State : TX Zip Code: 77845 Country Mailing Information (if outside USA) Territory: Country Code : Postal Code: __ _ C. Project I Site Information !!]New 0No Change Regulated Entity Reference Number: RN ________ _ Name: Krenek Crossing Mailing Address : 4090 State Highway 6 South City: College Station State: TX Zip Code: 77845 Physical Address: Krenek Tap Road @ Dartmouth Drive City: College Station County: BRAZOS Zip Code: 77845 Location Access Description: Krenek Tap Road @ Dartmouth Drive Latitude :2Q__ • ~ '~" N Longitude:~· _jl_' ~" W Degrees (°), Minutes ('), and Seconds (") Latitude: Longitude: -Decimal Form Standard Industrial Classification (SIC) code:~ Nso, describe the construction activity at this site (do not repeat the SIC code): Construction of Single Family Residences Has a storm water pollution prevention plan been prepared as specified in the general permit (TXR150000)? 00Yes Cl No Estimated area of land disturbed (to the nearest acre): 7 Is the project I site located on Indian Country Lands? C1 Yes ~ No Does this project I site discharge storm water into a municipal separate storm sewer system (MS4)? 00Yes Cl No If yes, provide the name of the MS4 operator:...:C:..:i.=..ty.__o=-f=--C=o=..:.lle""'g.._e:;_;:;S""ta::..:t""io:..:n,:..._ ______________________ _ Provide the name or segment number of the water body that receives storm water from this project I site : Bee Creek D. Contact -If the TCEQ needs additional information regarding this application, who should be contacted? Name: Eric Wivagg Title:_A_r_c_h_it_e_ct_u_r_al_D_e_s_i ... g_n_e_r ------------- Phone Number: 979-690-1222 Extension: 20 Fax Number: 979-690-0348 E-mail Address: ewivagg@stylecraft-builders.com E. Payment Information -Check I Money Order Number: 44820 Name on Check I Money Order: Stylecraft Builders, Inc. F. Certification I certify under penalty of law that this document was prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted . Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the infonnation, the infonnation submitted is, to the best of my knowledge and belief, true , accurate , and complete . I am aware there are si~,1 ificant penalties for submitting false infonnation, including the possibility of fine and imprisonment for knowing violations. Construction Si e Oper : I Prefix: Mr. $.i Fi t: Bob Middle: Last: Anderso ·q Suffix: Title: Construction_M_a_n_a_~_e_r ____________ _ Signature: --n-~==.q;c+-c.<----------------------Date: ·4lifVJ If you have qu es ons on ow o fill out this fonn or about the stonn water program, please contact us at (512) 239-4671. Individuals are entitled to request and review their personal infonnation that the agency gathers on its forms . They may also have any errors in th eir information corrected. To revi ew such information, contact us at (512) 239-3282 . TCEQ -200 22 (0 5/03) The completed NOi must be mailed to the following address. Use the attached document to submit the $100 application fee . Please note that the NOi and application fee are submitted separately to different addre sses. Texas Commission on Environmental Quality Storm Water & General Permits Team; MC -228 P.O. Box 13087 Austin, Texas 78711-3087 Page 1of2 <t-~ DEVELOPMENT PERMIT PERMIT NO . 03-968 Project: KRENEK CROSSING COlllGl STATION FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Krenek Crossing All Lots DATE OF ISSUE: 02/06/04 OWNER: Randy French 4112 State Highway 6 College Station , Texas 77840 TYPE OF DEVELOPMENT: SPECIAL CONDITIONS: SITE ADDRESS: 807 Krenek Tap Road DRAINAGE BASIN: Main Bee Creek VALID FOR 9 MONTHS CONTRACTOR: Full Development Permit All construction must be in compliance with the approved construction plans All trees required to be protected as part of the landscape plan must be completely barricaded in accordance with Section 7.5.E., Landscape/Streetscape Plan Requirements of the City's Unified Development Ordinance , prior to any operations of this permit. The cleaning of equipment or materials within the drip line of any tree or group of trees that are protected and required to remain is strictly prohibited . The disposal of any waste material such as , but not limited to, paint, oil, solvents , asphalt, concrete , mortar, or oth er harmful liquids or materials within the drip line of any tree required to remain is also prohibited . Erosion Control per the approved plans must be in place for duration of the project. 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 . If it is determined the presc ri bed erosion control measures are ineffective to retain all sediment onsite , it is the contractors responsibility to implement measures that will meet City , State and Federal requirements . The Owner and/or Contractor shall assure that all dis tur be d areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for tem porary erosion control. The Owner and/or Contractor shall also insure that any disturbed vegetat ion be returned to it s original condition , placement and state . The Owner and/or Contractor shall be responsible for any damage to adjacen t properties , city streets or infrastructure due to heavy machinery and/or equipment as well as erosion , siltation or sed imentation resulting from the permitted work . In accordance with Chapter 13 of th e Code of Ordinances of the City of College Station , measures shall be taken to insure that debris from constructi on , erosio n, and sedimentation shall not be deposited in city streets, or existing dra inage facilities . I hereby grant this permit for develo pment of an area outside the special flood hazard area . All development shall be in accordance with the plans and specifi cations submitted to and approved by the City Engineer in the development perm it application for the above na med projec t and all of the codes and ordinances of the City of College Station that apply . DZ-DL/-D~ Date '$/rl~ Date NO. 1 2 3 4 5 6 7 NO. KRENEK CROSSING SUBDIVISION TO THE CITY OF COLLEGE STATION, TEXAS ON -SITE ESTIMATE OF PROBABLE COST 2/2/2004 (Rev. D) DESCRIPTION 6" Subgrad e Preparat ion 1.5" HMAC (27' B-B) Flexib le ba se (c ru shed ston e) Reinfo rced Concrete Cu rb and Gutter Std . ADA Handicap Ra mps PROPOSED ~TRE E;T CONSTRUCTION QUANTITY UNIT 2,900 SY 203 TO N 2,900 1,000 6 SY LF LS UNIT COST $3 .25 $5 0 .00 $8 .00 $10.00 $450 .00 TOTAL COST $9,425 .00 $10,150 .00 $23 ,200 .00 $10 ,000 .00 $2,700.00 Sta nd ard con e. Vall ey Gutt er w/apro n 3 EA $2,200 .00 $6 ,600 .00 Tie Into Exist in g Pa ve ment w/ Flu sh Surface 3 EA $2,800 .00 $8,400 .00 TOTAL STREET CONSTRUCTION = $70 ,475 .00 ------'--'--"---- PROPOSED SA NIT ARY SEWER CONSTRUCTION . PROPOSED 6" SEWERLINE "A" 0+00 -3+63.69 DESCRIPTION QUANTITY UNIT UNIT COST TOTAL COST 6" PV C Sa n ita ry Se wer Li ne (SOR 21 AST M 02241) 364 LF $21 .00 2 Standa rd Ma nho le 2 EA $2,000 .00 $7 ,644 .00 $4,000 .00 $2 ,200 .00 3 Tie to Exist . Sanita ry Sewer 4 Trench Safety EA $2 ,200 .00 364 LF $2 .00 SEWERLINE "A " CONSTRUCTION = $728.00 $14 ,572.00 PROPOSED 6" SEWERLINE "B" o+oo .-3+61 ~52 NO. DESCRIPTION 6" PVC Sa nitary Sewe r Line (SOR 21 AS T M 02241) 2 Sta nd ard Manho le 3 Tie to Ex ist. Sanitary Sewer 4 Trenc h Safety QUANTITY UNIT UNIT COST 362 LF $21 .00 EA $2,000 .00 EA $2,200 .00 362 LF $2 .00 SEWERLINE "B" CONSTRUCTION = TOTAL COST $7 ,602 .00 $2,000 .00 $2,200 .00 $724.00 $12 ,52 6.00 PROPOSED 6" SEWERUNE "C" 0+00 -. 2+87 ,25 NO. DESCRIPTION QUANTITY UNIT UNIT COST TOTAL COST 6" PV C Sanitary Se we r Line (S OR 21 ASTM 0 224 1) 358 LF $2 1.00 $7 ,518 .00 2 Stan dar d Manhole EA $2 ,000 .00 $2 ,000 .0 0 3 Drop Man hole!, ex t ra depth EA $4 ,500 .00 $4,5 00.00 4 Tie to Exist. Sa nitary Sewer EA $2 ,200 .00 $2,200.00 5 Trench Safety 358 LF $2 .00 $7 16 .00 SEWERLINE "C" CONSTRUCTION= $1 6,934.00 -----'---'--- TOTAL SANITARY SEWER CONSTRUCTION = $44 ,032.00 PROPOSED WATER CONSTRUCTION PROPOSED 6" WATERLINE "A " 0+00 -4+71.70 NO . DESCRIPTION QUANTITY UNIT UNIT COST TOTAL COST 6" PVC Water Lin e (DR 14 Class 200, AWWA C909 ,) 471 LF $21 .00 $9,89 1.00 2 St anda rd Fire Hy drant EA $2,500 .0 0 $2,500.00 3 Wet Con nection To Ex ist ing 12" Waterline EA $5,000 .00 $5,000 .00 4 6" x 6" MJ Gate Valve w/access ori es EA $300 .00 $300 .00 5 6" x 22 1/2° MJ Bend 2 EA $300 .00 $6 00 .00 WATERLINE "A" CONSTRUCTION = ____ $_1_8 ~,2_9_1 ._o _o 1/3 t • ,. ... -~ ...... ,. ........ r1 ( . '"' . , . • PROPOSED6" WATE;RllNE"B" 0+00.• 2+69 ~26 NO. DESCRIPTION QUANTITY UNIT UNIT COST 6" PVC Wate r Line (DR14 Class 200 , A\NNA C909 ,) 270 LF $21 .00 2 Standard Fire Hydrant EA $2,500.00 3 Wet Connection To Existing 12" Waterline EA $5,000 .00 4 2" Water Blow -off Valve EA $9 00.00 5 6" x 6" MJ Gate Valve w/accessories 2 EA $3 00 .00 6 6" x 22 1/2° MJ Bend EA $3 00 .00 WATERLINE "B" CONSTRUCTION= PROPOSEOG" WATERLINE "C"O+ori "4+22.09 NO. DESCRIPTION QUANTITY UNIT UNIT COST 6" PVC Water Line (DR14 Class 200 , AWWA C909,) 423 LF $21 .00 2 Standard Fire Hydrant 1 EA $2 ,500 .00 3 Wet Connection To Existing 12" Waterline EA $5,000 .00 4 6" x 22 1/2° MJ Bend 3 EA $3 00.00 WATERLINE "C" CONSTRUCTION= TOTAL WATERLINE CONSTRUCTION= ·PROPOSED SJORM SEWER. GRADING &DRAINAGE PROPOSEDS10RM SEWER "A" 0+00 -3+79 .59 NO. DESCRIPTION QUANTITY UNIT UNIT COST 1 24" Reinforced Concrete Drainage Pipe 391 LF $4 0 .00 2 Standard Storm Sewer Inlet 1 EA $3,000 .00 3 Standard Junct ion Box 2 EA $3 ,000 .00 4 Std . Headwalls/dissipaters EA $3,000 .00 STORM SEWER "A" CONSTRUCTION= PROPOSED..STORM SEWER"A1"0+00-1+20.87 TOTAL COST $5 ,610 .00 $2 ,500 .00 $5,000 .00 $900.00 $600 .00 $300 .00 $14,970.00 TOTAL COST $8,883 .00 $2 ,500 .00 $5,000 .00 $900 .00 $17,283.00 $50,544.00 TOTAL COST $15 ,640 .00 $3 ,000 .00 $6 ,000 .00 $3 ,000 .00 $27 ,640.00 NO. DESCRIPTION QUANTITY UNIT UNIT COST TOTAL COST 1 24" Reinforced Concrete Drainage Pipe 121 LF $40.00 $4,840 .00 2 Standard Storm Sewer Inlet 1 EA $3,000 .00 $3 ,000 .00 STORM SEWER "B" CONSTRUCTION= $7,840.00 ----~-- PROPOSED STORM SEWER "B" 0+00 -1+5.5.53 NO. DESCRIPTION 1 24" Reinforced Concrete Drainage Pipe 2 Standard Storm Sewer Inlet 3 Std. Headwalls/dissipaters QUANTITY UNIT UNIT COST 156 LF $40. 00 2 EA $3,000 .00 1 EA $3 ,000 .00 STORM SEWER "C" CONSTRUCTION = TOTAL COST $6,240 .00 $6 ,000 .00 $3,000 .00 $15 ,240.00 PROPOSED STORM SEWER "C" 0+00 • 1+71 NO. DESCRIPTION QUANTITY UNIT UNIT COST TOTAL COST 18" PVC Pipe 171 LF $45 .00 $7 ,695 .00 2 Inlet Works EA $5,300.00 $5,3 00 .00 3 Remove inleUlnstall Ju nct ion Bo x EA $3,000 .00 $3 ,000.00 4 New inlet bo x 1 EA $3 ,000.00 $3 ,000 .00 STORM SEWER "D" CONSTRUCTION = ____ $_1_8"-,9_9_5._0_0 TOTAL STORM SEWER CONSTRUCTION= ____ $_6_9"-, 7_1_5._o_o 2/3 PROPOSED GRADING & DRAINAGE CONSTRUCTION NO. DESCRIPTION 1 Detention Basin 2 Clearing & Grubbing 3 Mobilization . 4 3 foot concrete valley gutter (6.5" thick) QUANTITY UNIT UNIT COST EA $6,000.00 7.41 AC $2 ,500 .00 EA $3,000.00 138 LF $35.00 TOTAL GRADING AND DRAINAGE CONSTRUCTION= TOTAL COST $6 ,000.00 $18 ,525.00 $3,000.00 $4 ,830 .00 $27,525.00 TOTAL STORM SEWER, GRADING AND DRAINAGE CONSTRUCTION= ____ $_9_7-'--,2_4_0_.o_o TOTAL IMPROVEMENTS= $262,291.00 10% CONTINGENCY= $26,229.10 CONSTRUCTION PRICE l._ ___ $_2_88-'-,5_2_0_.1__,0 I 3/3 Contact: 9 sTYLECRAFT BUILDERS, INC. TPDES GENERAL PERMIT TXR150000 Notice of Intent (N.0.1.) and Construction Site Notice (Attachment 2) of the Texas Commision on Environmental Quality (TCEQ) Storm Water Pollution Prevention Plan (SWPPP) for Krenek Crossing February 19, 2004 Eric Wivagg 4090 Highway 6 South College Station, Texas 77845 Phone: (979) 690-1222 ext. 20 Fax: (979) 690-0348 ., ~ IV ~Lf Ol¥h l-lq -OJJ o~-3iQ Attachment 2 TPDES General Permi t TXR150000 --' --lliiii!i . .- iii' CONSTRUCTION SITE NOTICE FOR THE Texas Commission on Environmental Quality (TCEQ) Storm Water Program TPDES GENERAL PERMIT TXR150000 The following information is posted in compliance with Part Il.D.2. of the TCEQ General Permit Number TXRl 50000 for discharges of storm water runoff from construction sites. Additional informati on regarding the TCEQ storm w ater p ermit program may be found on the internet at: I . . I www.tnrcc .state .tx.us 'nermJttml! watemerm/wwnerm/tndestorm Contact Name and Phone Number: Er ,,c.. W 1 v u.,~u, 97 9-690 -/~JJ (>~i . J. 0 Project Description : /.\ re11 l k C r ()~s ,'~ (Physical address or description of the site's ocation, estimated start date and projected end f\re ,.,e k T"-r Roe. J ~ 0 ~r t""-ov(L 0 r.'v e date, or date that disturbed soils will be stabilized) S:tw-t ).-11 -0Y El\A. 5 -0l -O't Location of Storm Water Pollution S---tr /! c r a.ft t3 vi( d n'> Prevention Plan : ~Mo )fi b .Se1d ~ Co (/e G( For Construction Sites Authorized Under Part 11.D.2 . (Obtaining Authorization to Discharge) the following certification must be completed : I En· ( \,.[ ,' v:rii (Typed or Printed Name Person Completing This Certification) certify under penalty of law that I have rea~d understand the eligibility requirements for claiming an authorization under Part 11 .D.2. of TPDES General Permit TXR150000 and agree to comply with the terms of this permit. A storm water pollution prevention plan has been developed and implemented according to permit requirements. A copy of this signed notice is supplied to the operator of the MS4 if discharges enter an MS4 system. I am aware there are si gnificant penalties for providing false information or for conducting unauthorized discharges , including the possibility of fine and imprisonment for knowing violations . fu_ C/2---Arc ~:f<rt v rq / Oe s.,~vi e r ./ ). f 1~ Io ~ S ignature and T itle D ate P age 3 3 TCEQ Office Use Only Notice of Intent {NOi) for Storm Water Discharges Associated with Construction Activity under the TPDES Construction General Permit {TXR150000) TPDES Permit Number: TXR15·:_·:_·:_·:_·._ NO For help completing this application, read the TXR150000 NOi Instructions (TCEQ-20022-lnstructions). GIN Number:·:_•:__•:_•:__•:_•:__•:_•• A. Construction Site Operator Name: Stylecraft Builders, Inc. I!) New 0No Change Customer Reference Number: CN ________ _ Mailing Address: 4090 State Highway 6 South City: College Station State: TX Zip Code: 77845 Country Mailing Information (if outside USA) Territory: ________ Country Code: _______ Postal Code: __ _ Phone Number: 979-690-1222 Extension: ___ =2=-0 ___ Fax Number: ____ ~9~79~-~6~90-0~~34~8~---- E-mail Address: ewivagg@stvlecraft-builders.com Type of Operator: a Individual a Sole Proprietorship -D.B .A. D Partnership I!l Corporation D Federal Government D State Government D County Government D City Government a Other: ___________________ _ Independent Operator? I!l Yes D No Number of Employees: C!I 0-20 D 21-100 I!l 101-250 D 251-500 D 501 or higher Federal Tax ID: 742485231 State Franchise Tax ID Number: 1-74-2485231-1 DUNS Number: B. Billing Address Name: Stylecraft Builders, Inc. Mailing Address: 4090 State Highway 6 South City: College Station State: TX Zip Code: 77845 Country Mailing Information (if outside USA) Territory: ________ Country Code: Postal Code: C . Project I Site Information I!) New 0No Change Regulated Entity Reference Number: RN ________ _ Name: Krenek Crossing Mailing Address: 4090 State Highway 6 South City: College Station State: TX Zip Code: 77845 Physical Address: Krenek Tap Road @ Dartmouth Drive City: College Station County: BRAZOS Zip Code: 77845 Location Access Description: Krenek Tap Road @ Dartmouth Drive Latitude:~•~'~" N Longitude:~• _!I_'..§!." W Degrees (0 ), Minutes ('), and Seconds (") Latitude: Longitude: -Decimal Form Standard Industrial Classification (SIC) code:~ Also, describe the construction activity at this site (do not repeat the SIC code): Construction of Single Family Residences Has a storm water pollution prevention plan been prepared as specified in the general permit (TXR150000)? 00Yes Cl No Estimated area of land disturbed (to the nearest acre): 7 Is the project I site located on Indian Country Lands? CJ Yes 00 No Does this project I site discharge storm water into a municipal separate storm sewer system (MS4)? 00Yes CJ No If yes, provide the name of the MS4 operator:~C~ity_o~f_C_o_l_le_g~e_S_t_at_io_n ______________________ _ Provide the name or segment number of the water body that receives storm water from this project I site:_B_e_e_C_r_e_e_k _______ _ D. Contact -If the TCEQ needs additional information regarding this application, who should be contacted? Name: Eric Wivagg Title:"""A_r"""c-'-hi-'-te.;...ct~u.;..;ra.;.;.l..;;;D...;;e...;;;s""'ig""n.;.;;e;.;_r ___________ _ Phone Number: 979-690-1222 Extension: 20 Fax Number: 979-690-0348 E-mail Address : ewivagg@stylecraft-bullders.com E. Payment Information -Check I Money Order Number: 44820 Name on Check I Money Order: Stylecraft Builders, Inc. F. Certification I certify under penalty of law that this document was prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted . Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is , to the best of my knowledge and belief, true, accurate, and complete. I am aware there are sigAificant penalties for submitting false information, induding the possibility of fine and imprisonment for knowing violations. Construction sr, Oper . Pref1X : Mr. Fi t: Bob Middle: _______________ _ Last: Anderso · Suffix: _____ Title: Construction Mana~r Signature: --t+-"it::.....,_~,__ __________________ Date: ·4likf If you have ques ns on w o fill out this form or about the storm water program , please contact us at (512) 239-4671 . Individuals are entitled to request and review their personal information that the agency gathers on its forms . They may also have any errors in their information corrected. To review such information , contact us at (512) 239-3282 . TCEQ-20022 (05/03) The completed NOi must be mailed to the following address . Use the attached document to submit the $100 application fee . Please note that the NOi and application fee are submitted separately to different addresses. Texas Commission on Environmental Quality Storm Water & General Permits Team; MC • 228 P.O. Box 13087 Austin, Texas 78711-3087 Page 1of2 • \ Notice of Intent {NOi) for Storm Water Discharges Associated with Construction Activity under the TPDES Construction General Permit {TXR150000) For help completing this application , read the TXR150000 NOi Instructions (TCEQ -20022-lnstructions). TCEQ Office Use Only TPDES Permit Number: TXR15•:_•:_•:_•:_•-.. NO GIN Number:·:_•:_•:_•:._•:._•:._•:_•• A. Construction Site Operator [!]New 0 No Change Customer Reference Number: CN ________ _ Name : Stylecraft Builders, Inc. Mailing Address: 4090 State Highway 6 South City: College Station State: TX Zip Code : 77845 Country Mailing Information (if outside USA) Territory: ________ Country Code: _______ Postal Code: __ _ Phone Number: 979-690-1222 Extension : 20 Fax Number: 979-690-0348 E-mail Address: ewivagg@stylecraft-builders.com Type of Operator: D Individual D Sole Proprietorship -D.B .A. D Partnership [!] Corporation D Federal Government D State Government D County Government D City Government D Other: ___________________ _ Independent Operator? l!l Yes IJ No Number of Employees : a 0-20 CJ 21-100 l!l 101-250 D 251-500 a 501 or higher Federal Tax ID : 742485231 State Franchise Tax ID Number: 1-74-2485231-1 DUNS Number: B. Billing Address Name: Stylecraft Builders, Inc. Mailing Address : 4090 State Highway 6 South City: College Station State: TX Zip Code : 77845 Country Mailing Information (if outside USA) Territory: Country Code : Postal Code: __ _ C. Project I Site Information l!lNew []No Change Regulated Entity Reference Number: RN ________ _ Name: Krenek Crossing Mailing Address : 4090 State Highway 6 South City: College Station State: TX Zip Code : 77845 Physical Address: Krenek Tap Road @ Dartmouth Drive City: College Station County: BRAZOS Zip Code : 77845 Location Access Description : Krenek Tap Road @ Dartmouth Drive Latitude :~·~·~" N Longitude :~·_rr_·~" W Degrees (0 ), Minutes ('), and Seconds (") Latitude : Longitude: -Decimal Form Standard Industrial Classification (SIC) code:~ Also, describe the construction activity at this site (do not repeat the SIC code): Construction of Single Family Residences Has a storm water pollution prevention plan been prepared as specified in the general permit (TXR150000)? 00Yes Cl No Estimated area of land disturbed (to the nearest acre): 7 Is the project I site located on Indian Country Lands? CJ Yes 00 No Does this project I site discharge storm water into a municipal separate storm sewer system (MS4 )? 00 Yes Cl No If yes, provide the name of the MS4 operator:...:C'""ity""'-'o""f-'C""'o""'l""'leg"""""e""'S""'t=at"'"lo=n""----------------------- Provide the name or segment number of the water body that receives storm water from this project I site: Bee Creek D. Contact -If the TCEQ needs additional information regarding this application, who should be contacted? Name: Eric Wivagg Title :_A_r_ch_i_te_ct_u_ra_l_D_e_s~lg~n_e_r ___________ _ Phone Number: 979-690-1222 Extension: 20 Fax Number: 979-690-0348 E-mail Address : ewlvagg@stylecraft-builders.com E. Payment Information -Check I Money Order Number: 44820 Name on Check I Money Order: Stylecraft Builders, Inc. F. Certification I certify under penalty of law that this document was prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information , the information submitted is, to the best of my knowledge and belief, true , accurate , and complete . I am aware there are sf'g ificant penalties for submitting false information , induding the possibility of fine and imprisonment for knowing violations. Construction Si Oper . Prefix: Mr. r Fi t: Bob Middle : ---------------~ Last: Anderso Suffix: _____ Title: Construction Mana;r Signature : -+t--'"!l!::::...-9"~-------------------Date: ·41iJJ.i If you have ques ns on w o fill out this form or about the storm water program, please contact us at (512) 239-4671 . Individuals are entitled to request and review their personal information that the agency gathers on its forms . They may also have any errors in their information corrected. To review such information , contact us at (512) 239-3282. TCEQ-20022 (05/03) The completed NOi must be mailed to the following address . Use the attached document to submit the $100 application fee. Please note that the NOi and application fee are submitted separately to different addresses . Texas Commission on Environmental Quality Storm Water & General Permits Team; MC -228 P.O. Box 13087 Austin, Texas 78711-3087 Page 1of2 (f ~ DEVELOPMENT PERMIT PERMIT NO . 03-96A Project: KRENEK CROSSING COlllGl STATION FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Williams-Winder-King Lots 6,7 , and 8 DATE OF ISSUE: 01/12/04 OWNER: Randy French 4112 State Highway 6 College Station, Texas 77840 TYPE OF DEVELOPMENT: SPECIAL CONDITIONS: Clearing Permit SITE ADDRESS: 807 Krenek Tap Road DRAINAGE BASIN: Main Bee Creek VALID FOR 3 MONTHS CONTRACTOR: All construction must be in compliance with the approved construction plans All trees required to be protected as part of the landscape plan must be completely barricaded in accordance with Section 7.5.E., Landscape/Streetscape Plan Requirements of the City's Unified Development Ordinance, prior to any operations of this permit. The cleaning of equipment or materials within the drip line of any tree or group of trees that are protected and required to remain is strictly prohibited . The disposal of any waste material such as, but not limited to, paint, oil , solvents , asphalt, concrete, mortar, or other harmful liquids or materials within the drip line of any tree required to remain is also prohibited. Erosion Control per the approved plans must be in place for duration of the project. 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. If it is determined the prescribed erosion control measures are ineffective to retain all sediment onsite , it is the contractors responsibility to implement measures that will meet City , State and Federal requirements . The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation 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 . In accordance with Chapter 13 of the Code of Ordinances of the City of College Station , measures shall be taken to insure that debris from construction , erosion , and sedimentation shall not be deposited in city streets, or existing drainage facilities . I hereby grant this permit for development of an area outside 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 . Of -IZ-o4 Date C?t/12/ o;/ Date NO. 1 2 3 4 5 6 7 8 NO. 2 3 4 NO. 2 3 4 NO. KRENEK CROSSING SUBDIVISION TO THE CITY OF COLLEGE STATION, TEXAS ON-SITE ESTIMATE OF PROBABLE COST 12/16/2003 DESCRIPTION QUANTITY UNIT 6" Subgrade Preparation 2 ,900 SY 1 .5" HMAC (27' B-B) 203 TON Fle x ible base (crushed stone) 2,900 SY Reinforced Concrete Curb and Gutter 1 ,000 LF 4" Reinforced Concrete Sidewalk, 4' foot (both sides) 240 LF Std . ADA Handicap Ramps 6 LS Standard cone . Valley Gutter w /apro n 3 EA Tie Into Existing Pavement w / Flush Surface 3 EA UNIT COST $3 .25 $50 .00 $8.00 $10.00 $10 .00 $450.00 $2,200 .00 $2,800.00 TOTAL STREET CONSTRUCTION= DESCRIPTION 6" PVC Sanitary Sewer Line (SOR 26, Class160) ASTM 03034 Standard Manhole Tie to Exist. Sanitary Sewer Trench Safety DESCRIPTION 6" PVC Sanitary Sewer Line (SOR 26, Class160) ASTM 03034 Standard Manhole Tie to Exist. Sanitary Sewer Trench Safety DESCRIPTION 6" PVC Sanitary Sewer Line (SOR 26 , Class160) ASTM 03034 QUANTITY UNIT UNIT COST 364 LF $21 .00 2 EA $2,000 .00 1 EA $2,200 .00 364 LF $2.00 SEWERLINE "A" CONSTRUCTION= QUANTITY UNIT UNIT COST 362 LF $21 .00 EA $2,000 .00 EA $2,200.00 362 LF $2 .00 SEWERLINE "B" CONSTRUCTION = QUANTITY UNIT UNIT COST 358 LF $21 .00 TOTAL COST $9 ,425.00 $1 0 ,150 .00 $23 ,200 .00 $10 ,000.00 $2,400 .00 $2,700.00 $6,600.00 $8,400 .00 $72,875.00 TOTAL COST $7 ,644.00 $4,000 .00 $2,200 .00 $728 .00 $14,572.00 TOTAL COST $7,602 .00 $2,000.00 $2,200 .00 $724.00 $12,526.00 TOTAL COST $7,518.00 2 Standard Manhole EA $2,000 .00 $2,000 .00 3 Drop Manhole!, extra depth 4 Tie to Exist. Sanitary Sewer 5 Trench Safety i ' ~ EA $4,500 .00 $4,500 .00 EA $2,2 00 .00 $2,200.00 358 LF $2.00 $716.00 SEWERLINE "C" CONSTRUCTION= ----'-$_16~,_93_4_.o_o TOTAL SANITARY SEWER CONSTRUCTION = ___ _,_$_44_,_,_03_2_.o_o NO. DESCRIPTION QUANTITY UNIT UNIT COST TOTAL COST 1 6 " PVC Water Line (DR14 Class 200, AWNA C909,) 471 LF $21 .00 $9,89 1.00 2 Standard Fire Hydrant EA $2,500 .00 $2 ,500.00 3 Wet Connection To Existing 12" Waterline EA $5,000 .00 $5,000 .00 4 6" x 6" MJ Gate Valve w/accessories EA $300 .00 $300 .00 5 6 " x 22 1/t' MJ Bend 2 EA $300 .00 $600.00 WATERLINE "A" CONSTRUCTION= -----'$-'-18__,.,_29_1_.o_o . -PROPOSED.&/'WATERltNE "B".1);i)(i .• 2+69'.26 ' ? ' NO. D~SCRIPTION 1 6 " PVC Water Line (DR14 Class 200 , AWNA C909,) 2 Standard Fire Hydrant 3 Wet Connection To Existing 12" Waterline 4 2" Water Blow-off Valve 5 6 " x 6" MJ Gate Valve w/accessories 6 6 " x 22 1/t' MJ Bend NO. DESCRIPTION 1 6 " PVC Water Line (D R14 Class 200 , AWNA C909,) 2 Standard Fire Hydrant 3 Wet Connection To Ex isting 12" Waterline 4 6 " x 22 1/t' MJ Bend -------------------------- 270 LF $21.00 $5 ,670 .00 1 EA $2,500.00 $2 ,500 .00 1 EA $5 ,000.00 $5 ,000 .00 1 EA $900 .00 $900.00 2 EA $300.00 $600 .00 1 EA $300.00 $300.00 WATERLINE "B" CONSTRUCTION= ----'-$_14-'-,9_7_0_.o_o QUANTITY UNIT UNIT COST 423 LF $21 .00 1 EA $2,500 .00 1 EA $5,000 .00 3 EA $300 .00 WATERLINE "C" CONSTRUCTION= TOTAL COST $8,883.00 $2 ,500 .00 $5 ,000 .00 $9 00 .00 $17,283.00 TOTAL WATERLINE CONSTRUCTION= ___ _,_$5_0-'-,5_4_4._0_0 NO. DESCRIPTION 1 24" Reinforced Concrete Drainage Pipe 2 Standard Storm Sewer Inlet 3 Standard Junction Bo x 4 Std . Headwalls/dissipaters NO. DESCRWTION 24" Reinforced Concrete Drainage Pipe 2 Standard Storm Sewer Inlet QUANTITY UNIT UNIT COST 391 LF $40 .00 1 EA $3 ,000 .00 2 EA $3,000 .00 1 EA $3 ,000 .00 STORM SEWER "A" CONSTRUCTION= TOTAL COST $15 ,640 .00 $3 ,000 .00 $6 ,000 .00 $3 ,000 .00 $27,640.00 QUANTITY UNIT UNIT COST TOTAL COST 121 LF $40 .00 $4,840 .00 1 EA $3 ,000.00 $3,000 .00 STORM SEWER "B" CONSTRUCTION = ----"'-$7;...:.•.;._84'-'0-'-.o-'-o >•f!i_lbPOSED sf.6~~-$~WER"B''.~'t 00.~1+S5.53 ? NO. DESCRIPTION QUANTITY UNIT UNIT COST TOTAL COST 1 24" Reinforced Concrete Drainage Pipe 156 LF $40.00 $6 ,240 .00 $6,000 .00 $3,000.00 2 Standard Storm Sewer Inlet 2 EA $3,000 .00 3 Std . Headwalls/dissipaters 1 EA $3,000 .00 STORM SEWER "C" CONSTRUCTION = $15 ,240.00 · PROPbsEosT6kf.1sEwER."cMi.+oo .-1 +11 r .·.·.·· .. ·.·.·.. ::·:·.-· ... ·.·.· .. ·.·.·.·.·•·.·. . .. -.... ·.-.·.·.·.·.·-·.·.·.· .. -.·.·.·.·.·-·.·. NO. DESC~PTION QUANTITY UNIT UNIT COST TOTAL COST 1 18" PVC Pipe 171 LF $45 .00 $7,695 .00 2 Inlet Works 1 EA $5,300 .00 $5 ,300 .00 3 Remove inleUlnstall Junction Bo x EA $3 ,000 .00 $3 ,000 .00 4 New inlet bo x 1 EA $3,000 .00 $3 ,000 .00 STORM SEWER "D" CONSTRUCTION = ----'"$_18-',_99_5_.o_o TOTAL STORM SEWER CONSTRUCTION= ----'"$_69'-''"'-71_5-'-.o_o \.).\.P. .... R.· .. ·.• o.· .. ·.·.·.·.·.e .. ····.o·.:.· .• ·.s.·.·.·.·.E.·.· ... · ... b_.·.· · .. G.· .. ·.· .. _RA.·.· ... ·.•.··. o .. ·.·.1 .• ·· .. N .. •.•.• .. ··.·.G .. • ... · .. ··.··.&··.··.: ... ·.:··.o .. ·• RA.·· .. ·.1.N .A.·.· .. G.· .. ·.· .. E .... ·.·:.· •. ·.: ... c.·.· .. ·.··.·.o.···.·.·.N.· .• :·.·· .. s.·_T ... ··. R.u ..... · .. c .. ·.·.11•·.·.·· ... o.·.·.·.·.·.·.u····.·.· ...• • •. : ...•.•. • ... •:.•·.•·.·····.·· .•. ·:.·'.t?i> ·•·•·•·•·•·•·•·•·•·>•·•·•·························:•<,/•>•····· _ -_ _ _ -_ ------------.J :-f{~:{i~t?f/fftUfI()ff=:)\):\~f:f~~ NO . QUANTITY UNIT UNIT COST TOTAL COST Detention Basin 1 EA $6 ,000 .00 $6 ,000 .00 2 Clearing & Grubbing 7 .41 AC $2 ,500 .00 $18 ,525.00 3 Mobilization 1 EA $3,000 .00 $3 ,000 .00 TOTAL GRADING AND DRAINAGE CONSTRUCTION= $27,525.00 TOTAL STORM SEWER, GRADING AND DRAINAGE CONSTRUCTION = ____ $_97~,_24_0_.o_o TOTAL IMPROVEMENTS= $264,691.00 10% CONTINGENCY= $26 ,469.10 CONSTRUCTION PRICE.__! ----'$_29_1_,_, 1_6_0_.1_.0J 2551 Texas Ave . South , Ste . A, College Station , TX 77840 Ofc: 979.693.5359 Fax: 979 .69 3 .4243 Email: mdgcstx @y ahoo.com December 16 , 2003 Attn : Spencer Thompson City of College Station Engineering Services 1101 Texas Ave., South College Station, Texas 77842 RE: Fire Flow Report -Krenek Crossing Subdivision Dear Mr. Thompson : The project consists of developing a 7.41-acre lot with a 47 lot, 3-block subdivision located at the western comer of the intersection of Dartmouth Drive and Krenek Tap Road. The site is now served by a 12" DIP main , which runs along Dartmouth Drive. We intend to utilize this main with 3, 8" C900 fire line connections running down each proposed street A fire flow analysis was conducted in conjunction with EP ANET for the three proposed fire hydrants at Krenek Crossing Subdivision. Appendix B of the 2000 International Fire Code was used to determine the flow rates and pressures for the proposed hydrants . Flow data for the existing fire hydrant number F-097 at 2518 Dartmouth Drive was obtained from the City of College Station Department of Public Works. The information for this hydrant is as follows: · Static Pressure: 105 psi Residual Pressure: 95 psi F low Rate : 1140 gpm For the initial analysis , a pressure of 95 psi was used . However, according to Appendix B , it must also be determined if the proposed fire hydrants can hold a minimum pressure of 20 psi over a two hour time period. For this analysis, a pressure of 20 psi was also used. From the gathered data on fire hydrant number F-097 , the Hydraulic Grade Line (HGL) for the hydrant was determined for each of the two time periods using the equation: HGL = z + P/d Where HGL =>Hydraulic Grade Line (ft) z => E levation (ft) P => Pressure (psi) d => Density (62.4 lbs /cf) Knowing HGL fo r the known hydrant at the two t ime periods, the HGL for every node in the network at both time periods was obtained using the calc ul ation: Where K => Q => Head loss coefficient Flow rate (cfs) HGL2 =>Downstream HGL (ft) HGL 1 =>Upstream HGL (ft) For this calculation, it is important to start at a known HGL , and move down the network computing the HGL in order from upstream to downstream. However, if the known HGL is located downstream and upstream HGLs need to be determined, the calculation can be reversed to accommodate the situation. The equation for this instance is as follows: The head loss coefficient (K) for each pipe section is calculated using : K = (fL)/(2*DA 2g) Where f => Friction factor L=> Length of pipe (ft) D=> Diameter of pipe (ft) A => Area of pipe (ft) g => Gravity (32 .2 ft/s 2 ) The HGL for each of the three proposed fire hydrants was determined using this method. The pressure at each of the hydrants was determined by rearranging the above equation that solved for the HGL. Knowing the pressures, the flow rates of the hydrants can be determ ined using the following equation: Q = 29.83c0"2*sqrt(P) W here Q => Flow Ra te (gpm) c => F ri ction Coeffic ie nt (0.7-0.9) D => Dia mete r of Outl et (i n) P => Pres sure (ps i) The proposed hydrants were assumed to have outlet diameters of 2.5 in. Further analysis of .the network was also performed using the computer simulation program EP ANET. This program can perform time simulations of the system by entering the information for each node and pipe. However, for the program to properly work, the known fire hydrant must be entered as a tank rather than a valve or junction. The demand for the existing fire hydrant, as a tank, must be enough to supply the entire network. After completion of the analysis , it was determined that the three proposed fire hydrants will supply adequate flow rates and pressures to the site. Initially, the hydrants can provide a total of 3,833 gpm . After two hours, the hydrants will provide a total of 1,788 gpm. If you have any questions, please call. Junction Elevation (ft) HGL (ft) 1 279.00 2 275.50 3 273.25 4 279.50 5 279.00 6 276.20 7 275.75 8 272.40 9 271.25 10 271.25 11 271.25 12 271.00 13 270.80 14 270.60 15 276.00 16 278.00 17 271.00 18 270.00 F-079 280.00 F-058 272.00 FH1 279.25 FH2 275.80 FH3 271.00 BOV1 279.00 BOV2 275.75 Krenek Crossing Subdivision Job # 000790-3687 500.13 500.19 500.45 499.84 499.84 499.91 499.91 499.63 497.13 495.78 495.36 494.94 494.51 494.09 500.15 499.69 500.19 500.66 499.23 498.70 498.22 498.29 493.03 499.84 499.91 P (psi) Q(gpm) Pipe 95.82 A 97.37 B 98.45 c 95.48 D 95.70 E 96.94 F 97.13 G 98.46 H 97.88 I 97.30 J 97.11 K 97.04 L 96.94 M 96.85 N 97.13 0 96.06 p 99.32 Q 99.95 R 95.00 1140 s 98.24 1294 T 94.89 1271 u 96.41 1281 v 96.21 1280 w 95.70 1277 x 97:13 1286 y Fire Flow Analysis Initial Dia. (ft) Length (ft) 1.00 207 1.00 250 1.00 215 1.00 255 0.67 15 0.50 20 0.67 235 0.67 22 0.67 15 0.50 20 0.67 235 0.67 22 0.67 43 0.67 130 0.50 20 0.67 70 0.67 22 0.67 22 0.67 22 0.67 22 0.67 55 1 105 1 105 1 65 1 272 K 0.047 0.057 0.049 0.058 0.026 0.145 0.404 0.038 0.026 0.145 0.404 0.038 0.074 0.224 0.145 0.120 0.038 0.038 0.038 0.038 0.095 0.024 0.024 0.015 0.062 Project Manager: Lee Adams Calculations: Mark Taylor Q(gpm) 1968 468 1032 2532 1500 1500 0 0 1500 1500 0 0 1500 1500 1500 1500 1500 1500 1500 1500 1500 1968 1968 2532 2532 V(Ws) 5.58 1.33 2.93 7.18 9.57 17.02 0.00 0.00 9.57 17.02 0.00 0.00 9.57 9.57 17.02 9.57 9.57 9.57 9.57 9.57 9.57 5.58 5.58 7.18 7.18 Flow Hydrant Number F-079 Static Pressure: 105 psi Residual Pressure: 95 psi Flowrate: 1140 gpm 2.540 cfs HGL: 499.23 ft K = (fL)/(2*DA2g) f => Friction factor L => Length of pipe (ft) D => Diameter of pipe (ft) A => Area of pipe (ft) g => Gravity (32.2 ft/s2) HGL = z + P/d HGL => Hydraulic Grade Line (ft) z => Elevation (ft) P => Pressure (psi) d => Density (lbs/cf) HGL2 = HGL, -KQ2 K => Headless coefficient Q => Flowrate (cfs) HGL2 => Downstream HGL (ft) HGL, => Upstream HGL {ft) 12/16/2003 Junction Elevation (ft) HGL (ft) 1 279.00 2 275.50 3 273.25 4 279.50 5 279.00 6 276.20 7 275.75 8 272.40 9 271.25 10 271.25 11 271.25 12 271.00 13 270.80 14 270.60 15 276.00 16 278.00 17 271.00 18 270.00 F-079 280.00 F-058 272.00 FH1 279.25 FH2 275.80 FH3 271.00 BOV1 279.00 BOV2 275.75 Krenek Crossing Subdivision Job # 000790-3687 438.80 438.88 439.10 438.51 438.51 438.59 438.59 438.27 435.78 434.43 434.01 433.59 433.16 432.74 438.81 438.32 438.88 439.32 437.82 437.48 436.89 436.97 431.68 438.51 438.59 P (psi) Q(gpm) Pipe 69.24 A 70.80 B 71.87 c 68.90 D 69.12 E 70.37 F 70.56 G 71.88 H 71.29 I 70.71 J 70.53 K 70.45 L 70.36 M 70.26 N 70.55 0 69.47 p 72.75 Q 73.37 R 68.39 1079 s 71.71 1105 T 68.31 1079 u 69.84 1091 v 69.63 1089 w 69.12 1085 x 70.56 1096 y Fire Flow Analysis After 2 Hours Dia. (ft) Length (ft) 1.00 207 1.00 250 1.00 215 1.00 255 0.67 15 0.50 20 0.67 235 0.67 22 0.67 15 0.50 20 0.67 235 0.67 22 0.67 43 0.67 130 0.50 20 0.67 70 0.67 22 0.67 22 0.67 22 0.67 22 0.67 55 1.00 105 1.00 105 1.00 65 1.00 272 K 0.047 0.057 0.049 0.058 0.026 0.145 0.404 0.038 0.026 0.145 0.404 0.038 0.074 0.224 0.145 0.120 0.038-0.038 0.038 0.038 0.095 0.024 0.024 0.015 0.062 Project Manager: Lee Adams Calculations: Mark Taylor Q(gpm) 2044 544 956 2456 1500 1500 0 0 1500 1500 0 0 1500 1500 1500 1500 1500 1500 1500 1500 1500 2044 2044 2456 2456 V (ft/s) 5.80 1.54 2.71 6.97 9.57 17.02 0.00 0.00 9.57 17.02 0.00 0.00 9.57 9.57 17.02 9.57 9.57 9.57 9.57 9.57 9.57 5.80 5.80 6.97 6.97 Flow Hydrant Number F-079 Static Pressure: 105 psi Residual Pressure: 68.39 psi Flowrate: 1079.26 gpm 2.405 cfs HGL: 437.82 ft K = (fL)/(2*DA2g) f => Friction factor L => Length of pipe (ft) D => Diameter of pipe (ft) A => Area of pipe (ft) g => Gravity (32.2 ft/s2) HGL = z + P/d HGL => Hydraulic Grade Line (ft) z => Elevation (ft) P => Pressure (psi) d => Density (lbs/cf) HGL2 = HGL1 -KQ2 K => Headless coefficient Q => Flowrate (cfs) HGL2 => Downstream HGL (ft) HGL1 => Upstream HGL (ft) 12/16/2003 . . 15 2 c 3 0 17 18 A B x E y 16 M 8 -058 4 F FH1 w F-079 N y G p H L 10 BOV1 BOV2 0 11 • • 12 R 13 14 u F H 3 s T Krenek Crossing Subdivision Page 1 , Jan 08 04 05:29p STYLECRAFT BLDRS I 4090 S. Highway 6, South, College Station , TX . 77845 979-690-1222x11 office 979-690-9069 fax rfrench@stylecraft-builders .com Fax Ff'om: Randy French/Stylecraft Builders, Inc. Fax: 1& 4 -_?4-t\(o Pages: Phone: 0a1e, t/ b lo 'f (9791690 -9069 p. 1 Stylecraft Builders, Inc. 0 Urgent 0 For Review 0 Please Comment 0 Please Reply 0 Please Recycle C:\Docurnents and Settings\Randy French\My Docurnents\faJ rfrench .do c 8:50 M Jan 08 04 05:29p STYLECRAFT BLDRS (9791690-9069 p.2 .___ TCEQ Office Use Only E --= Notice of Intent (NOi) for Storm Water Discharges r '= 8t I~ Associated ~th Construction Activity under the Sf g TPDES Construction General Permit (TXR150000) TPDES Permit Number : TXR15·:_•:_·:_•:_·._ NO GIN Numbe r ·~·~·~·!_·~·~·~·· TCEQ Fo r help comple ti ng this application, read the TXR150000 NOi Instructions (TCEQ-20022-lnstructions). A. Construction Site Operator · Name : 1.' Customer Reference Number: CN ________ _ Malling Address :--l.JWL..llK---..::i.Ll:lo.l..l~~...-2..:::i:~1o:.......------city:~· uw;~.J..l!ii~!-L--State ::n_Zlp Code : -n ~u O ---,=------P~tal Code : __ _ _____ Fax Number: d\.1'\-~ ~.qU6j Type of Operator: [j Ind iv idual D Sole Proprietorship -D.B.A Cl Partnership l:feorporation a Federal Government [J State Government [] County Government [J City Government IJ 01her. --::=-,...---:--~--.....,.,------------1 n dependent Operator? l:JYes i;f No Number of Employees: IJ 0-20 ~1-100 lJ 101 -250 [j 251-500 [J 501 or higher Federal Tax ID : 1£ -'2..t.f i'fl ~ \ State Franchise Tax ID Number: 11'£2~ slS":z~ I DUNS Numbe r. t.J/A B. Billing Address Name :~lt Q~ ~£± Tu;\@ .• cJ. \'I 0 · Mailing Adaress: i{\ f2: $1n:;t~ ~MY \.! Country Mail ing Information (if outside USA) Territory : City: Qol§ t:,\if\/m State :]X_Zip Code : 11 ~4'0 Country ode : Postal Code : C. Project I Site Information Name : G (\ L f'o )'{ . ~\ Regulated Entity Reference Number: RN ________ _ Mailing Address:...._.,~-1..lu..:~V ...<..;::-....,,....,..-....----.-----...--. -t-1-o\='~~~.a....i.,,,,,...State :~Zip Code : l ~i-W Physical Address :..l;:::ll!LWU:_l.>;!~~~..!:'!il:.W.l...!IL~.LL.---C i ty :~~,t.o..:il'll.w:.L-Zip Code : 11 j L.{ O location Access Description : ______________ __. __ _,_ ________________ _ Latitude::!Q_ • 1r:s_ '..2lil_" N Longitude :t\lQ •Ji.• =ile." W \\.fl 'b \ ~'b Degrees("), Minutes ('), and Seconds(") Latitude : Longitude : -Decimal Form Standard Industrial Classification (SIC) code : \51-1 Also , describe 1he construction activity at th is s ite (do not repeat the SIC code): ' ' I . · n -~ ' Has a storm water pollution prevention plan bee prepared as specified in !he general permit (TXR 150000)? m1es [J No Estimated area of land disturbed (to the nearest acre): 1-Is the project I site located on Indian Country Lands? [j Yes [B11lo Does this project I site discharge storm water Into a municip I separate storm sewe r system (MS4)? liJ'Yes 0 No . ' , . If yes, provide the name of the MS4 operator:__.....u.?;.+-LLJ.->..ww~ ...... ...1.· ~.:.:..:..:....------------------ Provids the namelor segment number of the water boay that rece1 es storm water from this project I site : E. Payment Information -Check I Money Order Number: Name on Check I Money Order: F. Certlflcatlon I certify under penalty oflawthatthis document was prepared under my direction or supervis ion in accordance With a system designed to assure that qual if ied personne l properly gather and evaluate the inform11tlon submitted . Basel! on my Inquiry of the person or persons~ho m11nage the system, or those persons directly responsible for gathe ri ng the information , the Information submitted is. to the best of my knowledge and be~ef, true, accurate, and complete . I am g ificant pen211ties for submitting false Information, Including the possibility of fine and lmp ri sonmantfor knowing v iolatlo~s . It Operator: (~~) Prefix :-=_....,,k-,,./Jrr....-l-.fl----1---'/irst: ~ Middle : ______________ _ Last:---1....i=..::a-.,_..~i:.....,1--...;..--.:.--Titie : ffiG ! Q ~ Signature : _f~.\Ut,L..U...::.1..-.!:.!!&!llil~L---------Da~~k'-f If you ha ve questions on ho to fill out this form or about the storm wate r program, fllease contact us at (512) 239-4671 . Individuals are entitled to request and review the ir persona l Information that the agency gathers on its forms . They may also have any errors In the ir Information corrected . To review such information , contact us at (512) 239-3282 . TCEQ-20022 (05103) The completed NOi must be mailed to the following address . Use the attached docum ent t o subm it the $100 application fee . Please note that the NOi and appl ication fee are submitted separate ly to different addresses . • Texas Commission on Envlronrnental Quality Storm Wate_~-~-g,!IW . ~Team; MC -228 ~ . t (' , ;.-p.o. Box 130 , \ \l.tA ·WV wi., ~Texas 7871 os1 Page 1of2 p.3 Jan 08 04 05:29p STYLECRAFT BLDRS (979)690-9069 • CHECK · · OATE DATE .CblE,CK ·> :J#ArE .. . .. INVOICE NO . Citi~p'K: : NI.l i;I BE!R · INVOlCENO . 11• n L L J. l I "1 STYLECRAFT BUILDERS , INC . COL LEGE STATION , TEXAS 77845 . DESCRIPTION INVOICE AMOUNT DEDUCTION TOTALS PLEASE DETACH THIS POR TION AND RETAIN FOR YOUR RECORDS . · · :· t>E$0RlPTi.ON . lroTALS ·1t { oce STYLECRAFT BUILDERS, INC . COLLEGE STATIO N, TEXAS 77845 443 ' BALANCE 4431 BALANCE 44314 .,l.. AMO .~ ·~·\00~ .. , . ..,.----- CITY OF COLLEGE STATION DEVELOPMENT SERVICES 1101 Texas Avenue South, PO Box 9960 College Station, Texas 77842 Phone 979.764.3570 I Fax 979.764.3496 MEMORANDUM TO : Lenwood S. Adams, P.E ., Municipal Dev'I Group , Via fax 693.4243 FROM : Natalie Thomas Ruiz, Development Ma SUBJECT: DP-KRENEK CROSSING -Development Per t Staff reviewed the above-mentioned drainage report as requested. The following page is a list of staff rev iew comments detailing items that need to be addressed. Please address the comments and submit the following information for further staff review and approval : __ Two (2) copies of the revised Drainage Report If there are comments that you are not addressing with the revised drainage report , please attach a letter explaining the details . If you have any questions or need additional information, please call Carol Cotter or myself at 764-3570. Attachments: Staff review comments cc: Randy French, Stylecraft Builders, Inc., Via fax 690.0348 Case file# (03-00100096) Home of Texas A&M University STAFF REVIEW COMMENTS NO. 1 Project: DP-KRENEK CROSSING-DEVELOPMENT PERMIT( 03-00100096) ENGINEERING 1. Show how you modeled the outflow from the detention pond with the riser pipe . 2 . Provide stage storage and discharge curve. 3. Justify the use of .41 as the post development runoff coefficient. The City's Drainage Policy allows a range in runoff coefficient from.55 to .65. 4. Add the certification verbiage to the Drainage Report. Reviewed by: Carol Cotter Date: January 7, 2004 NOTE: Any changes made to the plans , that have not been requested by the City of College Station, must be explain ed in your next transm ittal letter and "bubbled " on your plans. Any additional changes on these plans that have not been pointed out to the City, will constitute a completely new review . Staff Re view Comments Page 2 of 4 FROM: SUBJECT : Natalie Thomas Ruiz, Development ~ DP-KRENEK CROSSING -Development Per~t Staff reviewed the above-mentioned drainage report as requested. The following page is a list of staff review comments detailing items that need to be addressed. Please address the comments and submit the following information for further staff review and approval: __ Two (2) copies of the revised Drainage Report If there are comments that you are not addressing with the revised drainage report, please attach a letter explaining the details. If you have any questions or need additional information, please call Carol Cotter or myself at 764~3570. Allct{,il unents ; Staff review comments cc : Randy French, Stylecraft Builders, Inc., Via fax 690.0348 Case file# (03-00100096) Home of Texas A&M University EL01t>Ef6 30~8 #'~3 5 0L9Et>9L5L5 131 95t>Et>9L5L5 X\vi..:l ~35 1 N3Wd013 A3Q 5808 3W\vi N ti0:ti1 t>006/80/10 3WI 1 Q~\viQN\vilS >1 0 60 01 :1 0 :00 Et>6t>E5% E0 :ti1 80 /10 l~Od3~ NOil\vi8I..:lI~3A N OI S5 IW 5N\vi~l 3QOW llnS3~ (5 )3 8\vi d NOil\vi~na 3W\viN / "ON X\vi..:l 3Wll '31\viQ t-t-<UIVI: NOlt311e I nomas ~UI~, UtJVtJIUJ.>lll~CIL IVLdl ~'::rF'q DP-KRENEK CROSSING-Development Per~t SUBJFCT: Staff reviewed the above-mentioned drainage report as requested. The following page is a list of staff review comments detailing items that need to be addressed. Please address the comments and submit the following information for further staff review and approval: _ Two (2) copies of the revised Drainage Report If there are comments that you are not addressing with the revised drainage report, please attach a letter explaining the details . If you have any questions or need additional information, please call Carol Cotter or myself at 764-3570. Attachments: Staff rt:iview comment:5 cc: Randy French, Stylecraft Builders, Inc., Via fax 690.0348 Case file # (03~00100096) Home of Texas A&M University EL01tiEf030C:l8 #'C:l3 5 0LSEti9L5L5 131 95ti Eti9L5L5 X'ii'.:l ~35 1N3Wd013A3G 5:JO:J 3W 'ii'N s0 :ti1 !;1000/80 /10 3WI1 W:J3 GC:l'ii'GN'ii'15 >10 00 a :00 :00 8tiE00596 S0 :ti1 80/10 1C:IOd3C:I NOil'ii':JI.:lIC:l3A NOI55IW5N'ii'C:ll 3GOW lln53C:I (5 )39\i'd NOH'ii'C:lna 3W'ii'N/ 'O N X'ii'.:l 3WI1 '31\i'G FOR OFFICE USE ONLY ;() 2 _, 9 & Case No._,Ul""--D____,,........,..------ Date Submitted //)-Jfb -03 DEVELOPMENT PERMIT °t :;::p f¥YI ./Jll.14 MINIMUM SUBMITTAL REQUIREMENTS tll $200.00 development permit fee . D{1 Drainage and erosion control plan , with supporting Drainage Report two (2) copies each ~ Notice of Intent (N .0 .1.) if disturbed area is greater than 5 acres Date of *Required Preapplication Conference: ________________ _ *(Required for areas of special flood hazard) LEGAL DESCRIPTION: Williams-Winder-King, Lot 6 ,7,8 ACRES 7.408 APPLICANT'S INFORMATION (Primary Contact for the Project): Name : Lenwood S. Adams , P.E. E-Mail : mdgcstx@yahoo.com Street Address: 2551 Texas Avenue South Ste . A City: College Station State: Texas Zip Code: 77840 Phone Number: (979) 693 .5359 Fax Number: (979) 693.4243 PROPERTY OWNER'S INFORMATION : Name : Sty lecraft Builders , Inc. E-Mail ----------- Street Address : 4112 State Highway 6 C ity : College Station State : Texas Zip Code : 77845 Phone Number (979) 690.1222 Fax Number------------ ARCHITECT OR ENGINEER 'S INFORMATION : Name: Lenwood Adams E-Mail : mdgcstx@yahoo .com Street Address: 2551 Texas Ave. South Ste . A City: College Station State: Texas Zip Code : 77840 Phone Number: (979) 693 .5359 Fax Number: (979) 693.4243 Application is hereby made for the following development specific site/waterway alterations : Housing Developments 6/13/03 ACKNOWLEDGMENTS : I, , design engineer/owner, hereby acknowledge or affirm that: The information and conclusions contained in the above plans and supporting documents comply with the current requirements of the City of College Station , Texas City Code , Chapter 13 and its associated Drainage Policy and Design Standards . Property Owner(s) As a condition of approval of this permit application , I agree to construct the improvements proposed in this application according to these documents and the requ irements of Chapter 13 of the College Station City Code Contractor CERTIFICATIONS: A. I , , certify that any nonresidential structure on or proposed to be on this site as part of this application is designated to prevent damage to the structure or its contents as a result of flooding from the 100-year storm . Engineer Date B. I , , certify that the finished floor elevation of the lowest floor, including any basement , of any residential structure , proposed as part of this application is at or above the base flood elevation established in the latest Federal Insurance Administration Flood Hazard Study and maps , as amended. Engineer Date C . I , , certify that the alterations or development covered by this permit shall not diminish the flood-carrying capacity of the waterway adjoining or crossing this permitted site and that such alterations or development are consistent with requirements of the City of College Station City Code , Chapter 13 concerning encroachments of floodways and of floodways fringes. Engineer Date 6/13/03 D. I, , do certify that the proposed alterations do not raise the level of the 100 year flood above elevation established in the latest Federal Insurance Administration Flood Hazard Study . Engineer Date Conditions or comments as part of approval : --------------------- In accordance with Chapter 13 of the Code of Ordinances of the City of College Station , measures shall be taken to insure that debris from construction , erosion , and sedimentation shall not be deposited in city streets , or existing drainage facilit ies . All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer for the above named project. All of the applicable codes and ordinances of the City of College Station shall apply . 6/13/03