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39 Williamsgate 05-01
.. t " FIRE FLOW AND WATER REPORT FOR WILLIAMSGATE SUBDIVISION 20 .27 ACRE TRACT (VOLUME 4628, PAGE 221) CRAWFORD BURNETT LEAGUE, A-7 MDG JOB NO. 000886-3736 COLLEGE STATION, BRAZOS COUNTY, TEXAS JULY 22, 2005 2551 Texas Ave. South , Ste . A, College St at ion, TX 77 840 . ~(>~~"-Ofc: 979.693 .5 359 Fax: 979 .693.4243 Emai l: mdgcstx@yahoo.c om ~~()<'I..~'\ "~v~a -v'<> G ' The proposed development consi s ts of the 20 .27-acre s of Phases I, II , and Ill of Williamsgate Subdiv ision . The site will be served by a 12" DIP main that is to be in stalled running so uthwest a long Rock Prairie Road. We intend to ti e into t his line w it h 1 O" lines at two location s, creat in g a closed loop. A fire flow analysis w as conducted in conjunction with E PAN ET fo r the four proposed fir e hydrants at Williamsgate Subdiv is ion. The domestic water secti o n of t h e Bryan/Co ll ege Statio n Unified Desi gn Guideline Manual was used to determine the required flow rates and pressures for t he proposed hy drants . This manu a l states that fir e hydrants mu st provide a minimum of 1,000 gal lo n s per minute in re si d e ntial a reas. Flow data for the existing fire hydrant, loc ated at the southwest corner of t he intersect ion of l & G North Rd . an d Rockpraire Rd., was obtained from a We llb orn Water Test. This test was w itn essed on June 28, 2005 by Lenwood Adams, P.E. and Ce leste Slaughter. T he test followed the ge neral NFPA 29 1 Standards. It was prefor med by using a bou rdon pressure gage to obtain the static pressure. Next we t raveled down the road to a gage located at a house, while the water remained on, to d etermine the residual pressure. The information for this hydrant was obtai ned using gages on s ite and is as follows: Stat ic Pressure: 79 psi Resid ual Pressure: 72 p si Flow Rate : 1040 g pm For the analysis, a pressure of 72 psi for the Rock Prairie hy drant was used. According to the Unified Design Guideline Manual, it mu st be determined if the proposed fire hydrants can hold a minimum pressure of 20 psi . Fro m t he gathered data on the Rock Prairie fire hydrant, the Hydraulic Grade Line (HGL) fo r the hydrant was determined usin g the e quation : HGL = z + P/d Where HGL =>Hydraulic Grade Line (ft) z => Elevation (ft) P => Pressure (psi) d => Density (62.4 lb s/ct) Knowing the HGL for the Rock Prairie hydrant , t h e HGL fo r every node in the n etwork was obta ined u s in g the ca lculation: Where K => Q => Head loss coefficient Flow rate (c fs) HGL 2 =>Do wnst rea m HGL (ft) HGL 1 =>Upstrea m 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: HGL 1 = HGL 2 + KQ 2 The head loss coeffic ient (K) for each pipe section is calculated u sing: K = (fL)/(2 *DA 2g) Where f => Friction facto r L => Length of pipe (ft) D => Diam e ter of pipe (ft) A => Area of pipe (ft) g => Gravity (32.2 ft/s 2) The HGL for the proposed fire hydrant was determined using this method . The pressure at the hydrant was determined by rearranging the above equation that solved for the HGL. Knowing the pressure, the flow rate of the hydrant can be determined using the following equation: Q = 29 .83c0"2*sqrt(P) Where Q => Flow Rate (gpm) c => Friction Coefficient (0 .7-0 .9) D => Diameter of Outlet (in) P => Pressure (psi) The proposed hydrants were assumed to have an outlet diameter of 2.5 in . Using this method for ca lcul ating the HGL at each junction, the flow rate and pressure at the proposed hydrants were computed. Further analysis of the network was also performed using the computer simulatio n program EPANET. 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 existin g fire hydrant, as a tank, must be enough to supply the entire network . Because of this high demand, the program computed excessive velocities for pipes 0 and P that are faulty to this a n alysis. After completion of the ana lysis, it was determined that the proposed fire hydrants for Williamsgate Subdivis ion wil l supply flow rates rangin g from 880.88 to 911.76. The hydrants can provide a total of 3,574.02 gpm while staying above the minimum pressure requirement of20 psi. In addition, the completion of the Wellborn's Bushy Creek Line within the week should further enhance the flow rate of the water line. Because this water distribution line meets the fire flow criteria outlined in the Unified Design Guideline Manual , it will sufficiently supply Williamsgate Subdivision w ith domestic water. Junction Elevation (ft) 1 320 2 324.00 3 324 .00 4 324 .00 5 318 .00 6 315 .00 7 312 .00 8 309.75 9 306.30 10 306.00 11 313 .0 0 12 314 .75 13 319 .50 14 318 .00 15 325 .50 16 325 .00 17 319.00 22 324 .00 FHEx 334 .00 FH1 318 .00 FH 2 309 .80 FH 3 318 .75 FH 4 311.50 Williamsgate Subdivision Job# 000886-3736 HGL (ft) 431 .22 433.80 432 .61 430 .60 425 .20 420 .72 419 .96 418.82 422 .29 422.33 424 .53 425.56 428.83 430.43 428 .82 428 .81 417 .61 434 .32 482.88 423.14 422.44 427 .61 417 .63 P (psi) Q(gpm) Pipe 48.19 B 47.58 c 47.07 D 46 .19 E 46.45 F 45 .81 G 46.78 H 47.26 I 50 .26 J 50.41 K 48 .3 3 L 48.02 M 47.37 N 48.72 0 44.77 p 44.98 Q 42.73 R 47.80 s 75.00 1040 T 45.56 880.88 u 48.81 911 . 76 v 47 .17 896 .36 w 45 .99 885 .02 x y Fire Flow Analysis Dia. (ft) Length (ft) K Q(gpm) 0 .83 123 0 .071 0 .67 70 0 .120 0.67 188 0 .323 0 .67 72 0 .124 0 .67 400 0 .686 0 .67 125 0 .215 0 .67 190 0.326 0.67 265 0.455 0.67 110 0 .189 0 .67 280 0.481 0 .67 163 0 .280 0 .67 80 0 .137 0 .67 160 0 .275 0.83 86 0 .049 0.83 110 0 .063 0 .83 55 0 .031 0 .50 256 1.856 0 .50 113 0 .819 0.50 350 2.537 0.67 130 0.218 0 .67 116 0 .195 1.00 540 0 .122 0.83 55 0 .031 1.00 2575 0.583 Project Engineer: Lee Adams Calculatio ns : Celeste Slaughter 1836 1836 1836 1836 842 842 842 207 207 207 1228 1228 1228 2224 2259 2259 35 35 35 1049 0 2259 1836 4095 V (ft/s) 7.56 11 . 71 11 . 71 11 .71 5 .37 5 .37 5 .37 1.32 1 .32 1 .3 2 7 .83 7.83 7.83 9.16 9 .30 9 .24 0.40 0.40 0.40 6 .63 0 .00 6.41 7.51 11.62 Fire Hydrant Location: I & G North Road Static Pressure: 79 psi Residual Pressu re : 75 psi Flowrate : 1040 gpm 2 .317 cfs HGL: 482 .88 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 (ps i) d => Dens ity (lbs/cf) HGL2 = HGL1 -KQ2 K => Headless coefficient Q => Flowrate (cfs) HGL2 => Downstream HGL (ft) HGL1 => Upstream HGL (ft) Q = 29.83cD"2*sqrt(P) Q => Flow Rate (gpm) c => Friction Coefficient (.7-.9) D => Diameter of Outlet (in) P => Pressure (psi) 7/22/2005 \D II JO II Day 1, 12:00 AM 10 K FH2 L 11 M 12 N FH3 14Q 1 J 0 9 R 15 18 v u FH4 T 17 w s H 16 10 II lo ll 6 F FH1 E 5 D 4 c 3 B 2 x 2 y ll.-ll HEX . ~ EPANET2 Page 1 JI Wllllamsgate Subdivision Phase I Engineering Estimate of Costs Dated January 12, 2006 No. Description 1 Subgrade Preparation w/ 6" Lime Treated Subgrade 2 6" Limestone Base 3 27' HMAC (1 .5") Street 4 Curb and Gutter 5 6' Sidewalk 6 Standard ADA Hand icap Ramps 7 6' Valley Gutter with Apron 8 Tie Into Existing Pavement with Flush Surface 9 Clearing, Grubbing , and Site Grading 10 Mobilization 11 Demolition No. Description 1 3" PVC Water Line (DR14 Class 200, AWWA C909) 2 8" PVC Water Line (DR14 Class 200 , AWWA C909) 3 Cement Stabilized Sand Backfill 4 45 deg, MJ Bend 5 8" x 8" MJ Cross 6 8" x 3" MJ Tee 7 Z' Blow Off Valve 8 1" Long Side Single Service 9 1.5" Long Side Dual Service 10 1" Short Side Single Service 11 1.5" Short Side Dual Service 12 1Z' x 8" Tapping Valve and Sleeve w/Gate Valve 13 Standard Fire Hydrant 14 Trench Safety 15 8" Gate Valve 16 3" Gate Valve 17 Steel Casing w/Spacers No. Description 1 Standard San itary Sewer Manhole 2 6" PVC Sanitary Sewer Line (SOR 26 Class 160 ASTM 03034) 3 4" Short Side Dual Service 4 4" Long Side Sanitary Single Service 5 4" Long Side Sanitary Dual Service 6 Clean Out 7 Trench Safety quantity 5731 5060 638 2911 787 2 Quantltl 283 2412 202 4 1 1 1 1 8 2 7 2 3 2695 4 1 24 Quantity 4 1110 6 1 10 1 1110 Unit SY SY Tons LF LF EA EA EA LS LS LS Unit LF LF LF EA EA EA EA EA EA EA EA EA EA LF EA EA LF Unit EA LF EA EA EA EA LF Unit Cost Total $3 .11 $17 ,824.25 $6 .72 $34,006 .22 $60 .00 $38 ,288.60 $8 .52 $24 ,801.72 $14 .00 $11,018 .00 $300 .00 $600.00 $2 ,000.00 $2 ,000.00 $1 ,000.00 $1 ,000.00 $18 ,000.00 $18 ,000.00 $15 ,000.00 $15 ,000.00 $10,000 .00 $10,000 .00 Total $172,538.80 Unit Cost Total $16 .00 $4 ,528.00 $21 .00 $50 ,652 .00 $25 .00 $5 ,050 .00 $500 .00 $2 ,000.00 $500 .00 $500 .00 $300 .00 $300.00 $600.00 $600 .00 $1 ,000.00 $1 ,000 .00 $900.00 $7 ,200 .00 $400 .00 $800 .00 $500 .00 $3 ,500.00 $2 ,200 .00 $4 ,400 .00 $2 ,000 .00 $6 ,000 .00 $1 .00 $2 ,695 .00 $550 .00 $2 ,200 .00 $400 .00 $400 .00 $95 .00 $2 ,280 .00 ------ Total $29,475.00 Unit Cost $1 ,600 .00 $30 .00 $500.00 $1,200 .00 $1,450 .00 $800 .00 $1 .00 Total Total $6 ,400 .00 $33 ,300 .00 $3 ,000 .00 $1,200 .00 $14 ,500 .00 $800 .00 $1 ,110.00 $60,310.00 No. 1 2 3 4 5 6 7 8 9 10 Description Standard Inlet Box Standard Headwall/Dissipater 18 x 28 112 Arch RCP 26518 x 4331~ Arch RCP 24" RCP 3' Concrete Channel Concrete Wier Detention Basin and Outlet Structure Off-Site Drainage Ditch and Erosion Control Trench Safety No. Description 1 Silt Fence 2 Stabilized Construction Entrance 3 Seeding and Sodding Quantity Unit 3 EA 1 EA 245 LF 87 LF 104 LF 131 LF EA LS 1 LS 332 LF Quantl~ Unit 3722 LF 2 EA 1 LS Total Phase I Construction Cost Unit Cost Total $2 ,000 .00 $6,000 .00 $2 ,500 .00 $2 ,500 .00 $38 .63 $9 ,464 .35 $63 .85 $5 ,554 .95 $36 .00 $3 ,744 .00 $18 .00 $2 ,358 .00 $5 ,500 .00 $5 ,500 .00 $10 ,000 .00 $10 ,000 .00 $4 ,000 .00 $4 ,000 .00 $1 .00 $332 .00 Total $49,453 .30 Unit Cost Total $2 .03 $7 ,555 .66 $1 ,800 .00 $3 ,600 .00 $5 ,000 .00 $5 ,000 .00 Total $65 ,608.96 $377 ,386.06 1) These costs are based on In-house data of previously bid projects. This estimate of probable cost Is only an estimate and has not been solicited to a contractor for bid or prices. 2) The projected estimate does not Include electrical, natural gas, telephone or cable conduit ~ ( <rDO 7f ('61 ) /'{~ &>o l"""' -0-~~ O/;>D ~ 3bo 7f (&f) 'a11 /'V !xf~ ?~1' ('1l} ~f r;ofOu 67 W I W@ (\{)sf C:>/ft>° ?-7 ';'·360 ~ >. 77 AL. \lo( '5t.o __, ~lf ~O.')I -~f 111 ('--!. )0 - (]~Q ~c;~ _____..s-Jt--1,- ~1~ 09 h?. I /-, 1.- r:·J.i~'C_ r---- ~·6 ( Welcome to the . ~ City of College Station ... f'6•6( Welcome to the ~ City of College Station ... H-~ f,11 p,- \;J ~ l~ fl ~ ' ' ' fit ~~ 11 S-;: ; f~ do ~ ' ..,.. ""' 1ir ; i$ . ,... .. ~_. ... I WI ( Ii Ou\M ~.e, 0 ~ . ~ {- _ l 0 ~ I > ~~ -:::-( 0 d I M j \A l 1~<o7 \Co~ ~ @ &J 0 , @A-~ t~ c ~OS'{-/ <:;f0 pe ~.J"(o ' { > D t'iVt~ ,,e_ (\A_~ vt <;e ~ [,,o w~H, "1. -4> ? . { 7X \ • L,,. /Jew Pr'fo~ --7 f_,,;r-s--7 /< -?> c "" ,S<I (). 7tf (()k- ©~{A '----"----.il----1""~ -1.!-r · ~ s llV (If) ( 'S) , . -~ts L{L 010viM ~ · - , trnt\ ~ ~ ~ VvlWMe -c~ ~ ttAJ{f (?O tW~ r~ x) ~e ~w t t-~~ -.i ~ -~ C/ ~ ' -- ( ( I ( f I r ( ( ( ( I r DRAINAGE REPORT FOR WILLIAMSGATE su·BDIVISION 20.27 ACRE TRACT (VOLUME 4628, PAGE 221) CRAWFORD BURNETT LEAGUE, A-7 MDG JOB NO. 000886-3736 COLLEGE STATION, BRAZOS COUNTY, TEXAS JUNE 2005 2551 Texas Ave . South, Ste. A , College Station , TX 77840 ~~ -0~¢ Ofc: 979.693 .5359 Fax: 979.693.4243 Email: mdgcstx@yahoo.com ~~a~~~ ~~~() -\;)~ () Certification Sheet "I hereby certify that this report (plan) for the drainage design of Williamsgate 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." Registered Professional Engineer State of Texas No . • Project Scope: T hi s report out li nes the drai n age improvements for Phases I, II, and III of Wi l liamsgate Subdiv is ion. T h is drainage report will consist of the requirements necessary for the improvements of this 20.27- acre site in accordance with the prov isions of the Drai nage Policy and Design Standards of the City of College Station. General Location and Description: The project s ite is located on the west side of Wellborn Road along Rock Prairie Road in the Carter Creek Drainage Basin. Currently, the project site is undeveloped and exists in a relatively natural state that is covered with native g rasses, weeds, and light underbrush. Th is land generally slopes rad ially outward from a highpoint located in the southern corner of the site with a grade of approximately 2.74 %. Because of the h igh point, the majority of the site drains to the northern corner of the tract. Drainage System Modeling: For all drainage system modeling, the volume of runoff will be ca lculated. The drainage calculations are summarized accordingly using the Rational Method: Q = CIA, where "Q" is the runoff in cub ic feet /second, "C" is the runoff coefficient, "I" is the sto rm intensity in inches/hour for each selected frequency , and "A" is t he drainage area in acres. The time of concentration was calculated using the eq uation: T = D/60V. A min im um 10-m inu te t ime of concentration for a ll calcu lations wi ll be assumed. The selected frequenc ies w ill be 2, 5, I 0, 25, 50, and 100-year rainfa ll events . The project site is former cow pasture w ith ha rd c lay so ils that increase the runoff. This was accounted for when choosing "C" from the table iii the design manual. Tabulatio ns of pre-development and post- development runoffs for the site are provided. Storm Sewer Inlets Storm sewer inlets are a part of the storm sewer system evaluation. They were sized accordi ng to the determi ned I 0-year land area runoffs using the equation: Q = 3Ly312 , where "Q" is the capacity in cubic feet/second, "L" is the length of the opening which water enters into the inlet, a nd "y" is the tota l depth of water or head on the inlet. A table showing the sizes, as well as ground elevations for the inlets is provided. Storm Sewer System Due to the low grade of the site, e ll iptical concrete pipes will be used for the storm sewer syste m to allow a 2 ft cover. Pipes with an area of 19 x 30 inches or less were sized assuming a 25% reduced cross-sectional area. The program StormCad by Haestad Methods a ided storm sewer system calculations. Within this program, bas ic geometry and characteristics of a storm sewer system can be defined. This would inc l ude data ~:uch 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. Tables provid ing information on the storm sewer for both the I 0 and I 00 -year rainfall events are provided, as well as I 0 and I 00-year HGL profi les . Acco rdin g to the Th ir d Edit ion of the State Department of Hi ghways and Publ ic Tra ns port ation Bridge Division Hydra ulic Manual , "if the plotted hydrauli c grade li ne doe s no t rise above the top of any manho le o r above the g utte r invert of a ny inlet, the pipe system is co ns id ered sat isfactory. W hereve r it do es rise above any of these points , howeve r, blow- outs throu gh inlet s lots and manh o le covers w ill prob a bly occur dur in g a desig n storm." For the Hancock Loop South sto rm sewe r line , the HGL ri ses ab ove so me of the junctio ns and inlets durin g the I 00-year sto rm eve nt. This is because so me of the p ip e run s were placed on a s lope th at is Jess than the e ner gy s lope of the pipe in orde r to acco mm odate th e grading of the s it e. Howeve r, th e storm sewe r syste m is co ns idered "satisfa cto ry" because th e HGL does not rise above the inlets or junctions for the I 0-year des ig n storm pe ri od. Drainage Improvements: As previ o us ly di scusse d , th e majority of the storm wate r run off fl ows to the no rth e rn corner of th e s ite. Because of this, a dete ntion basin will be located in the northern co rner of the tract. Due to exi st in g low s pots in the western and northern corners of the s ite, al ong w it h a 2 -foo t minimum for gro un d cover, storm sewe r pipe s. were arriving at the detention basin below its base elevat ion. In o rd er to acco mm odate the sto rm sewer, th e majority of t he site was re -grade d to a uniform s lope of 2.10 %. Outflow from t he detention basin wi II be regu lated by a rectangular weir and transported off s ite directly into an ex isting drai nage path. Detention Basin: Det enti on re quirem e nt s a re determined by graph ic a l means. Tab ul ations of pre-development and post -d eve lop ment hydrographs of th e si te are provided. The hydrographs a re based o n the sta ndard SCS unit hydrograph w it h time to pea k disch arge set to equa l the t im e of concentration and the total base time se t at 3 .00 t im es the t im e of co ncentra ti on. The fo ll owing ca lcu lation was us ed to determin e the required vo lum e for each drainage a rea: Volume Required= Vol 110st -Vo1 11 rc Wher e Vol post = Y:i(Qpo s1)(3T,;)(60) Vol pre = Y:i (Qpre)(3Tc)(60) T he ini tia l est im ate of the required volume for the detention basin was ca lcul ated to be 10911 cf. When the sto ra ge reta in ed was ca lculated for each storm event it was fou nd that 21,040 cf was required. Maki ng this adj ust ment and account ing fo r I foot of freeboard, the detention basin was designed as 32 749 cf. Routi n g Method s The fo ll ow in g ro utin g ca lcu lations were performed after sizing the rectangular weir to regu late th e detent ion bas in ou tfl ow to be less than t he pre -d evelop ment runoff flows. T he rectangular we ir was sized usi ng the following equation: Q=3Ly312 Where Q =discharge in cfs L =len gth of the openin g which water e nt ers into the we ir y = total depth of water or head on the we ir T hi s e qu at io n dete rmined the maximum length for the weir that would regulate the outflows fro m th e detention basin to that of the pre-development fl ows . Knowing the dimensions of t h e rec tan g ular we ir , a ro uting analysis of t he d etention basin cou ld be performed. The inflow to the detention basin was determined as the tota l po st -deve lopme nt flow from the site. The o utflow from the weir of the detention basin was determined using the Puls routing method. H 1 was determined from t he function of the p lot of Depth vs. Storage. 2S 1 //'i,.t -0 was determined fro m the storage indication fu nction from t he plot of 2S //'i,.t-0 vs . Depth. 2S2 //'i,.t +O was calculated usi ng th e fo ll owi ng equation: 282/M +O = (11 + h)/2 + (281 /6 t -0) H was d etermin e d from the storage indicat ion fun ction from the plot of Depth vs. 2S/6t+O. T he total outflow from the outlet stru cture was determined from the resulting function of the plot of Outflow vs. Depth. Graph s and tables repre se nt in g this routing process are provided. /,,;"J ~ . ~,\ I"' f Results: The pre-development run off for the site was determi a to be 62.34 , 75 .8 ~7 .24 , 109.93, and 11 4.77 c fs fo r the 2, 5 , I 0, 25, 50, and I 00 -y rainfall e vents, re sp e ~ft.er p e rform in g a routing ana ly s is of the detentio n basin with a n 8.0 foot rectang ul a r weir, it was determined that the above mentioned drainage improvements w il l satisfy the needs of the s ite in accordance with the pro v is ions o f the City of Co ll ege Station Drainage Po li cy and Design Standards. The max imu m eted outflows from the wei r. for t h e previous ly mentioned rainfall events are-59.80, 73 .87 , 96 . .J I , I 09.65 , a nd 114.75 cfs . T hese flows a re below the pre -d eve lopment flows as req uired Dra ina ge Policy a nd Design Standards . SITE RUNOFF CALCULATIONS Pre-Development GENERAL INFORMATION Description: Pre-Development Drainage Area Drainage Area = 20.27 acres GIVEN Velocity of Runoff= 1.67 'I sec Coefficient of Runoff= 0.49 Travel Distance = 1020 ft Time of Concentration = 10 .18 min **NOTE : Minimum Tc allowed = 10 min . RESULT 2 YEAR FREQUENCY CONSTANTS Coefficient (e) = 0.806 Coefficient (b) = 65 Coefficient ( d) = 8 5 YEAR FREQUENCY CONSTANTS Coefficient ( e) = Coefficient (b) = Coefficient ( d) = 0 .785 76 8.5 10 YEAR FREQUENCY CONSTANTS Coefficient (e) = Coefficient (b) = Coefficient (d) = 0.763 80 8.5 25 YEAR FREQUENCY CONSTANTS Coefficient (e) = Coefficient (b) = Coefficient ( d) = 0.754 89 8.5 50 YEAR FREQUENCY CONSTANTS Coeffic ient ( e) = Coefficient (b) = Coefficient ( d) = 0.74 5 98 8.5 100 YEAR FREQUENCY CONSTANTS Coefficient (e) = Coefficient (b) = Coefficient (d) = 0.73 96 8 Ra infall Intensity (1 2) = Rainfall Intensity (1 5) = Rainfall Intensity (1 10) = Rainfall Intensity (1 25 ) = Ra in fall Intensity (1 50) = Rainfall Intensity (1 100 ) = Williamsgate Subdivision Job# 000886-3736 Project Manager: Lee Adams Calculations: L. Brooks 62.336 cfs 75.830 cfs 85.131 cfs 97 .236 cfs 109.928 cfs 114.769 cfs 6/27/2005 Post-Development GENERAL INFORMATION Description : Post-Development Drainage Area LandArea= 17.81 acres Impervious Area = Total Drainage Area = GIVEN Land Velocity of Runoff= Land Coefficient of Runoff= Land Travel Distance = Land Time of Concentration = Impervious Velocity of Runoff= Imp ervio us Coefficient of Runoff= Impervious Travel Distance = Impervious Time of Concentration = Composite Coefficient of Runoff= Total Time of Conce ntration = **NOTE: Minimum Tc allowed = 10 min. 2.46 acres 20.27 acres 1 .67 11sec 0.49 155 ft 1.55 min 5 .67 fl/sec 0 .90 1316 ft 3.87 min O.G4 5.42 min 2YEARFREQUENCYCONSTANTS Coefficie nt (e) = Coefficient (b) = Coefficient (d) = 0.806 65 8 5 YEAR FREQUENCY CONSTANTS Coeffic ient (e) = Coefficie nt (b) = Coefficient (d) = 0 .785 76 8 .5 10 YEAR FREQUENCY CONST ANTS Coefficient (e) = 0.763 Coefficient (b) = 80 Coefficient (d) = 8 .5 25 YEAR FREQUENCY CONSTANTS Coefficient (e) = Coefficient (b) = Coefficient (d) = 0 .754 89 8 .5 50 YEAR FREQUENCY CONSTANTS Coefficient (e) = Coefficient {b) = Coefficient (d) = 0 .745 98 8 .5 100 YEAR FREQUENCY CONSTANTS Coefficient (e ) = 0.73 Coefficient (b) = 96 Coefficient (d) = 8 RESULT Rainfall Intensity (1 2) = Rainfall Intens ity (1 5) = Rainfall Intens ity (1 10) = Rai nfall Intensity (1 25) = Rainfall Intensity (1 50) = Rainfall Inte nsity {1 100) = Williamsgate Subdivision Job# 000886-3736 Project Manager: Lee Adams Calculations : L. Brooks 6 .327 in /hr 69.908 cfs 7 .693 '"/hr 85.006 cfs 8.635 "'!hr 95.412 cfs 9 .861 "'/hr 108.970 cfs 11 .148 in /hr 123.182 cfs 11.639 in /hr 128.613 cfs 612712005 Tc (min) Post-D evelopment, Pre-D evelop m e nt (cfs) 2 Year 5 Year 10 Year 0 0 0 0 0 0 0 0 10 10.2 69.908 62.336 85.006 75.830 95.412 85.131 20 20.3 34.954 31.168 42 .503 37 .915 47.706 42.565 30 30.5 0 0 0 0 0 0 VOL= 5974 VOL= 7235 VOL= 8104 25 Year 50 Year 1 00 Year 0 10 10 0 0 0 10 10.2 108.970 20 20.3 54.485 30 30.5 0 VOL= 2-Year Hydrograph 20 Time (min) 30 40 10-Year Hyd rog raph 20 Time (min) 30 40 50-Year Hydrograph 140 ................ i ~ 120 -1-~~,.-F"'...-~--t~~~t-~~~ ~ 100 ~ 80 !!' ~ 60-l-~'~-+-~~~~~~~t-~~4 -:; "' Ci 10 20 Time (min) W illi amsgate Subdivision Job# 000886-3736 30 40 0 97.236 48.618 0 9248 --Post-Developmen · ·······Pre-Development --Post-Developmen · · ·····Pre-Deve lopment --Post-Developmen .· .. -.-·.·.·Pre-Development 0 0 123 .182 109.928 61.591 54.964 0 0 VOL= 10445 0 10 0 10 0 0 128.613 114.769 64.307 57 .384 0 0 VO L= 1091 1 5-Year Hydrograph 20 Time (min) 30 40 25-Year Hydrograph 20 Tlme(mln) 30 40 100-Year Hydrograph --Post-Develo pmen · · · · ·. Pre-Development --Post-Developmen ··Pre-Developm ent l :~~,r ~:r ••••m , o~I "·· .. --Post-Oevelo pmen · .·.·.·.·.·.-. Pre-Development 0 10 20 30 40 Time (min) Project Manager: Lee Adams Calculations : L . Brooks 6/27/2005 DRAINAGE AREA RUNOFF CALCULATIONS Post-Development Area 1 GENERAL INFORMATION Description : Post-Development Drainage Area 1 Land Area = 3.64 acres Impervious Area = Total Drainage Area= GIVEN 0.11 acres 3.75 acres Land Coefficient of Runoff= 0.50 Impervious Coefficient of Runoff= 0.90 Composite Coefficient of Runoff= 0 .51 Total Time of Concentration= 10.00 min **NOTE: Minimum Tc allowed = 10 min. RESULT 2 YEAR FREQUENCY CONST ANTS Coefficient (e) = 0.806 Coefficient (b) = 65 Coefficient (d) = 8 5 YEAR FREQUENCY CONSTANTS Coefficient ( e) = Coefficient (b) = Coefficient (d) = 0.785 76 8.5 10 YEAR FREQUENCY CONSTANTS Coefficient ( e) = Coefficient (b) = Coefficient ( d) = 0.763 80 8.5 25 YEAR FREQUENCY CONSTANTS Coefficient ( e) = Coefficient (b) = Coefficient (d) = 0 .754 89 8.5 50 YEAR FREQUENCY CONSTANTS Coefficient (e) = Coefficient (b) = Coefficient (d) = 0 .745 98 8.5 100 YEAR FREQUENCY CONST ANTS Coefficient ( e) = Coefficient (b) = Coefficient ( d) = 0.73 96 8 Rainfall Intensity (1 2 ) = Rainfall Intensity (1 5) = Rainfall Intensity (1 10) = Rainfall Intensity (1 25 ) = Rainfall Intensity (1 50 ) = Rainfall Intensity (1 100) = Williamsgate Subdivision Job # 000886-3736 Project Engineer: Lee Adams Calculations: Mark Taylor 12.235 cfs 7.693 "'/hr 14.878 cfs 8 .635 "'/hr 16.699 cfs 9.861 "'/hr 19.072 cfs 11 .148 '"/hr 21.559 cfs 22.510 cfs 2/15/2005 Post-Development Area 2 GENERAL INFORMATION Description : Post-Development Drainage Area 2 Land Area = 2 . 19 acres Impervious Area= Total Drainage Area = GIVEN 0.50 acres 2.69 acres Land Coefficient of Runoff= 0.50 Impervious Coefficient of Runoff= 0.90 Composite Coefficient of Runoff= 0.57 Total Time of Concentration= 10.00 min **NOTE: Minimum Tc allowed = 10 min. RESULT 2 YEAR FREQUENCY CONSTANTS Coefficient ( e) = Coefficient (b) = Coefficient (d) = 0.806 65 8 5 YEAR FREQUENCY CONSTANTS Coefficient ( e) = Coefficient (b) = Coefficient (d) = 0.785 76 8.5 10 YEAR FREQUENCY CONSTANTS Coefficient (e) = 0 .763 Coefficient (b) = 80 Coefficient (d) = 8.5 25 YEAR FREQUENCY CONS:Y-ANTS Coefficient ( e) = Coefficient (b) = Coefficient (d) = 0.754 89 8 .5 50 YEAR FREQUENCY CONSTANTS Coefficient ( e) = Coefficient (b) = Coefficient (d) = 0.745 98 8.5 100 YEAR FREQUENCY CONSTANTS Coefficient ( e) = Coefficient (b) = Coefficient (d) = 0.73 96 8 Rainfall Intensity (1 2 ) = Rainfall Intensity (1 5) = Rainfall Intensity (1 10) = Rainfall Intensity (1 25 ) = Rainfall Intensity (1 50) = Rainfall Intensity (1 100) = Williamsgate Subdivision Job# 000886-3736 Project Engineer: Lee Adams Calculations: Mark Taylor 6.327 1%r 9.856 cfs 7.693 "'/hr 11.984 cfs 8.635 "'/hr 13.451 cfs 9.861 '"/hr 15.363 cfs 17.367 cfs 18.132 cfs 2/15/2005 Post-Development Area 3 GENERAL INFORMATION Description : Post-Development Drainage Area 3 La nd Area= 2 .04 acres Impervious Area= Total Drainage Area= GIVEN 0.18 acres 2 .22 acres Land Coefficient of Runoff= 0 .50 Impervious Coefficient of Runoff= 0.90 Composite Coefficient of Runoff= 0.53 Total Time of Concentration= 10 .00 min **NOTE : Minimum Tc allowed= 10 min. RESULT 2 YEAR FREQUENCY CONSTANTS 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 CONST ANTS Co efficient ( e) = Coefficient (b) = Coefficient (d) = 0.763 80 8.5 25 YEAR FREQUENCY CONSTANTS Coefficient ( e) = Coeffi cient (b) = Coefficient (d) = 0.754 89 8.5 50 YEAR FREQUENCY CONST ANTS Coefficient ( e) = Coeffi c ient (b) = Coefficient (d) = 0.745 98 8.5 100 YEAR FREQUENCY CONSTANTS Coeffi cient ( e) = Coefficient (b) = Coefficient (d) = 0.73 96 8 Rainfall Intensity (1 2 ) = Rainfall Intensity (1 5) = Rainfall Intensity (1 10) = Rainfall Intensity (1 25 ) = Rainfall Intensity (1 50 ) = Rainfall Intensity (1 100) = Williamsgate Subdivision Job # 000886-3 7 36 Project Engineer: Lee Adams Calculations: Mark Taylor 6.327 '"/hr 7.552 cfs 7.693 '"/hr 9.183 cfs 8.635 "'/hr 10.308 cfs 9.861 "'/hr 11.772 cfs 11 .148 '"!hr 13.308 cfs 11 .639 '"/h r 13.894 cfs 2/15/2005 Post-Development Area4 GENERAL INFORMATION Description : Post-Development Drainage Area 4 Land Area = 1.65 acres Impervious Area= Total Drainage Area= GIVEN 0.29 acres 1.93 acres Land Coefficient of Runoff= 0.50 Impervious Coefficient of Runoff= 0.90 Composite Coefficient of Runoff= 0.56 Total Time of Concentration= 10.00 min **NOTE: Minimum Tc allowed = 10 min . RESULT 2 YEAR FREQUENCY CONST ANTS Coefficient (e) = 0.806 Coefficient (b) = 65 Coefficient (d) = 8 5 YEAR FREQUENCY CONST ANTS Coefficient ( e) = Coefficient (b) = Coefficient (d) = 0.785 76 8.5 10 YEAR FREQUENCY CONSTANTS Coefficient ( e) = Coefficient (b) = Coefficient (d) = 0.763 80 8.5 25 YEAR FREQUENCY CONSTANTS Coefficient ( e) = Coefficient (b) = Coefficient ( d) = 0.754 89 8.5 50 YEAR FREQUENCY CONSTANTS Coefficient ( e) = Coefficient (b) = Coefficient (d) = 0.745 98 8.5 100 YEAR FREQUENCY CONSTANTS Coefficient ( e) = Coefficient (b) = Coefficient (d) = 0.73 96 8 Rainfall Intensity (1 2 ) = Rainfall Intensity (1 5 ) = Rainfall Intensity (1 10) = Rainfall Intensity (1 25) = Rainfall Intensity (1 50) = Rainfall Intensity (1 100) = Williamsgate Subdivision Job # 000886-3736 Project Engineer: Lee Ad ams Calculations: Mark Taylor 6.890 cfs 7.693 "'/hr 8.377 cfs 8.635 '"/hr 9.403 cfs 9.861 "'/hr 10.739 cfs 11.148 '"/hr 12.140 cfs 12.675 cfs 2/15/2005 Post-Development Area 5 GENERAL INFORMATION Description: Post-Development Drainage Area 5 Land Area= 0.62 acres Impervious Area= Total Drainage Area = GIVEN 0.17 acres 0 .78. acres Land Coefficient of Runoff= 0.50 Impervious Coefficient of Runoff= 0.90 Composite Coefficient of Runoff= 0.58 Total Time of Concentration= 10.00 min **NOTE: Minimum Tc allowed= 10 min . RESULT 2 YEAR FREQUENCY CONST ANTS Coefficient ( e) = Coefficient (b) = Coefficient (d) = 0.806 65 8 5 YEAR FREQUENCY CONSTANTS Coefficient (e) = 0.785 Coefficient (b) = 76 Coefficient (d) = 8.5 10 YEAR FREQUENCY CONSTANTS Coefficient ( e) = Coefficient (b) = Coefficient (d) = 0.763 80 8.5 25 YEAR FREQUENCY CONST ANTS Coefficient ( e) = Coefficient (b) = Coefficient (d) = 0.754 89 8.5 50 YEAR FREQUENCY CONST ANTS Coefficient ( e) = Coefficient (b) = Coefficient (d) = 0.745 98 8 .5 100 YEAR FREQUENCY CONSTANTS Coefficient ( e) = Coefficient (b) = Coefficient (d) = 0.73 96 8 Rainfall Intensity (1 2 ) = Rainfall Intensity (1 5 ) = Rainfall Intensity (1 10) = Rainfall Intensity (1 25 ) = Rainfall Intensity (1 50 ) = Rainfall Intensity (1 100) = Williamsgate Subdivision Job # 000886-3736 Project Engineer: Lee Adams Calculations: Mark Taylor 6 .327 '"/hr 2.921 cfs 7.693 "'/hr 3.552 cfs 8.635 "'/hr 3.987 cfs 9.861 "'/hr 4.553 cfs 5.147 cfs 11.639 '"!hr 5.374 cfs 2/15/2005 Post-Development Area 6 GENERAL INFORMATION Description: Post-Development Drainage Area 6 Land Area = 1.13 acres Impervious Area= Total Drainage Area= GIVEN 0 .19 acres 1.31 acres Land Coefficient of Runoff= 0.50 Impervious Coefficient of Runoff= 0 .90 Composite Coefficient of Runoff= 0.56 Total Time of Concentration= 10.00 min **NOTE: Minimum Tc allowed = 10 min. RESULT 2 YEAR FREQUENCY CONSTANTS 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) = Coefficient (b) = Coefficient (d) = 0 .763 80 8.5 25 YEAR FREQUENCY CONSTANTS Coefficient ( e) = Coefficient (b) = Coefficient (d) = 0.754 89 8 .5 50 YEAR FREQUENCY CONST ANTS Coefficient ( e) = Coefficient (b) = Coefficient (d) = 0 .745 98 8.5 100 YEAR FREQUENCY CONSTANTS Coefficient (e) = 0.73 Coefficient (b) = 96 Coefficient (d) = 8 Rainfall Intensity (1 2 ) = Rainfall Intensity (1 5 ) = Rainfall Intensity (1 10 ) = Rainfall Intensity (1 25 ) = Rainfall Intensity (1 50) = Rainfall Intensity (1 100) = Williamsgate Subdivision Job # 000886-3736 Project Engineer: Lee Adams Calculations: Mark Taylor 6.327 '"/hr 4.650 cfs 7.693 "'/hr 5.655 cfs 8.635 "'/hr 6.347 cfs 9.861 "'/hr 7.249 cfs 11.148 '"!hr 8.194 cfs 11.639 '"!hr 8.556 cfs 2/15/2005 Post-Development Area 7 GENERAL INFORMATION Description: Post-Development Drainage Area 7 Land Area = 3.30 acres Impervious Area= Total Drainage Area = GIVEN 0 .23 acres 3.53 acres Land Coefficient of Runoff= 0 .50 Impervious Coefficient of Runoff= 0.90 Composite Coefficient of Runoff= 0.53 Total Time of Concentration= 10.00 min **NOTE: Minimum Tc allowed = 10 min. RESULT 2 YEAR FREQUENCY CONST ANTS Coefficient (e) = 0 .806 Coefficient (b) = 65 Coefficient (d) = 8 5 YEAR FREQUENCY CONSTANTS Coefficient ( e) = Coefficient (b) = Coefficient (d) = 0.785 76 8 .5 10 YEAR FREQUENCY CONSTANTS Coefficient (e) = 0 .763 Coefficient (b) = 80 Coefficient (d) = 8 .5 25 YEAR FREQUENCY CONSTANTS Coefficient ( e) = Coefficient (b) = Coefficient (d) = 0 .754 89 8.5 50 YEAR FREQUENCY CONSTANTS Coefficient (e) = 0 .745 Coefficient (b) = 98 Coefficient (d) = 8 .5 100 YEAR FREQUENCY CONSTANTS Coefficient ( e) = Coefficient (b) = Coefficient ( d) = 0 .73 96 8 Rainfall Intensity (1 2) = Rainfall Intensity (1 5 ) = Rainfall Intensity (1 10) = Rainfall Intensity (1 25 ) = Rainfall Intensity (1 50) = Rainfall Intensity (1 100) = Williamsgate Subdivision Job # 000886-3736 Project Engineer: Lee Adams Calculations: Mark Taylor 11.845 cfs 7 .693 '"/hr 14.403 cfs 8 .635 "'/hr 16.166 cfs 9 .861 "'/hr 18.463 cfs 20.871 cfs 21.792 cfs 2/15/2005 Post-Development Area 8 GENERAL INFORMATION Description : Post-Development Drainage Area 8 Land Area= 2 .75 acres Impervious Area= Total Drainage Area = GIVEN 0 .28 acres 3 .03 acres Land Coefficient of Runoff= 0 .50 Impervious Coefficient of Runoff= 0.90 Composite Coefficient of Runoff= 0 .54 Total Time of Concentration= 10 .00 min **NOTE: Minimum Tc allowed = 10 min. RES ULT 2 YEAR FREQUENCY CONST ANTS Coefficient ( e) = Coefficient (b) = Coefficient (d) = 0.806 65 8 5 YEAR FREQUENCY CONSTANTS Coefficient ( e) = Coefficient (b) = Coefficient (d) = 0 .785 76 8 .5 10 YEAR FREQUENCY CONSTANTS Coefficient (e) = 0 .763 Coefficient (b) = 80 Coefficient (d) = 8 .5 25 YEAR FREQUENCY CONSTANTS Coefficient ( e) = Coefficient (b) = Coefficient ( d) = 0 .754 89 8.5 50 YEAR FREQUENCY CONST ANTS Coefficient ( e) = Coefficient (b) = Coefficient (d) = 0 .745 98 8 .5 100 YEAR FREQUENCY CONSTANTS Coefficient ( e) = Coefficient (b) = Coefficient (d) = 0 .7 3 96 8 Rainfall Intensity (1 2) = Rainfall Intensity (1 5 ) = Rainfall In tensity (1 10) = Rainfall Intensity (1 25 ) = Rainfall Intensity (1 50) = Ra infa ll Intensi ty {1 100 ) = Williamsgate Subdivision Job # 000886-3736 Project Eng ineer: Lee Adams Calculations : Mark T aylor 6 .327 '"!hr 10.350 cfs 7.693 '"/hr 12.586 cfs 8.635 "'/hr 14.126 cfs 9 .861 '"/h r 16 .1 34 cfs 11.148 '%r 18.238 cfs 19.042 cfs 2/15/2005 Post-De v e lopment Are a 9 GENERAL INFORMATION Description : Post-Development Drainage Area 9 Land Area= 1.09 acres Impervious Area= Total Drainage Area= GIVEN 0.26 acres 1.35 acres Land Coefficient of Runoff= 0 .50 Impervious Coefficient of Runoff= 0.90 Composite Coefficient of Runoff = 0 .58 Total Time of Concentration= 10.00 min **NOTE: Minimum Tc allowed= 10 min . R ESULT 2 YEAR FREQUENCY CONSTANTS Coefficient ( e) = Coefficient (b) = Coefficient (d) = 0 .806 65 8 5 YEAR FREQUENCY CONST ANTS Coefficient ( e) = Coefficient (b) = Coefficient (d) = 0.785 76 8 .5 10 YEAR FREQUENCY CONSTANTS Coefficient ( e) = Coefficient (b) = Coefficient (d) = 0.763 80 8 .5 25 YEAR FREQUENCY CONSTANTS Coefficient (e) = 0.754 Coefficient (b) = 89 Coefficie nt (d) = 8.5 50 YEAR FREQUENCY CONSTANTS Coefficient ( e ) = Coefficient (b) = Coefficient (d) = 0 .74 5 98 8.5 100 YEAR FREQUENCY CONST ANTS Coefficient ( e) = Coefficient (b) = Coefficient (d) = 0 .7 3 96 8 Ra infall Intensity (12 ) = Ra in fall Intens ity (1 5) = Rai nfall Intensity (1 10) = Ra in fall Intensity (1 25) = Ra infall Intensity (1 50 ) = Ra inf all Inte nsity (1 100) = Williamsgate Subdivision Job # 000886-3736 Project Engineer: Lee Ad ams Calculations: Mark T aylor 4 .977 cfs 7 .693 '"/hr 6 .052 cfs 8.635 "'/hr 6.793 cfs 9 .861 "'/hr 7.7 58 cfs 11 .148 '"/h r 8.770 cfs 9 .157 cfs 2/15/2 005 Post-Development Area 10 GENERAL INFORMATION Description : Post-Development Drainage Area 10 Land Area = 3 .1 9 acres Impervious Area= 0 .26 acres Total Drainage Area= 3.45 acres GIVEN Land Coefficient of Runoff= 0.50 Impervious Coefficient of Runoff= 0.9 0 Composite Coefficient of Runoff= 0.53 Total Time of Concentration= 10.00 min **NOTE: Minimum Tc allowed= 10 min. RESULT 2 YEAR FREQUENCY CONSTANTS Coefficient (e) = 0.806 Coefficient (b) = 65 Coefficient (d) = 8 5 YEAR FREQUENCY CONSTANTS Coefficient ( e) = Coefficient (b) = Coefficient (d) = 0.785 76 8.5 10 YEAR FREQUENCY CONSTANTS Coefficient ( e) = Coefficient (b) = Coefficient (d) = 0.763 80 8.5 25 YEAR FREQUENCY CONSTANTS Coefficient ( e) = Coefficient (b) = Coefficient (d) = 0.754 89 8.5 50 YEAR FREQUENCY CONST ANTS Coefficient ( e) = Coefficient (b) = Coefficient (d) = 0.745 98 8.5 100 YEAR FREQUENCY CONSTANTS Coefficient ( e) = Coefficient (b) = Coefficient (d) = 0.73 96 8 Rainfall Intensity (1 2 ) = Rainfall Intensity (1 5) = Rainfall Intensity (1 10) = Rainfall Intensity (1 25 ) = Rainfall Intensity (1 50) = Rainfall In tensity (1 100) = Williamsgate Subdivision Job # 000886-3736 Project Eng ineer: Lee Adams Calculations: Mark Taylor 6.327 '%r 11.664 cfs 7.693 "'/hr 14.183 ctQ 8.635 '"/h r 15.919 cfs 9.861 '"/hr 18 .181 cfs 20.552 cfs 21.458 cfs 2/15/2005 \ \ ;l ! ·-=--~--=::t~L;;:·t~::.::_-::---- ., ; •i I ~!~' INLET & STORM SEWER ANALYSIS Inlet# Williamsgate Subdivision Job # 000886-3736 14 13 12 18 16 110 19 17 Length (ft) 13.0 10.0 13.0 14.0 6 .0 15.0 7.0 15.0 Inlet Sizing 10-Year Storm Event Total Area Total Flowrate (acres) (cfs) 2.71 13.390 2.22 10.308 2 .69 13.451 3.03 14 .126 1.31 6 .347 3.45 15.919 1.35 6 .793 3.53 16.166 Project Engineer: Lee Ada ms Calculations: Mark Taylor Inlet Lip Elevation (ft) 311.30 309.75 307.00 313 .70 313.45 316.65 314.95 313 .10 2/15/2005 Pipe 1zing 10-Yr Storm Event Section Flowrate Velocity Length Slope Size Capacity Upstream Invert (cfs) (ft/s) (ft) (ft/ft) (in) (cfs) (ft) 14-13 13.48 4 .88 193 0 .00803 19 x 30 22 .53 307.70 13-12 23 .14 8.67 70 0.01571 19 x 30 31.51 306.05 18-16 14 .16 4 .30 30 0.00833 19 x 30 22 .95 310.10 16-J2 20.47 6 .27 78 0 .01410 19 x 30 29 .85 309 .75 110-J4 15 .92 4.82 40 0 .01000 19 x 30 25 .14 313 .05 J4-19 15 .83 4 .80 130 0 .00923 19 x 30 24 .15 312 .55 19-J3 22 .16 6 .72 70 0 .01771 19 x 30 33.45 311 .25 J3-17 22 .01 5.52 170 0.00482 22 x 34 22 .1 9 309 .82 17-J2 36 .93 9 .26 110 0.01409 22 x34 37 .93 308 .90 J2-J1 56 .05 9 .14 170 0.00982 27 x42 56.18 306 .91 J1 -12 55 .39 9.04 67 0 .00955 27 x 42 55.40 305 .14 12-0ut2 89 .67 12.30 17 0.01500 29 x45 90 .24 304 .33 *•Note: Pipes of 19 x 30 inches or less in size are sized assuming 25% reduced cross-sectional area . Will ia msgate Subdivision Jo b # 000886-3736 Project Engineer: Lee Adams Ca lcu lat ions : Mark Taylor Downstream Invert Upstream HGL Downstream HGL (ft) (ft) (ft) 306 .15 308 .77 307.89 304 .95 307.06 307 .00 309 .85 311 .67 311 .57 308.65 311 .26 310.59 312 .65 315 .36 315 .20 311 .35 315 .02 314 .50 310 .01 314 .15 313 .61 309 .00 313 .53 312 .72 307 .35 312.06 310 .59 305.24 309 .94 308.27 304 .50 307 .64 307 .00 304 .07 306.62 306.37 2/15/2005 HANCOCK LOOP NORTH 10-YEAR HGL Inlet: I4 Inlet: I3 Rlri:-309 -7~ f't -g SuMp: 305. 95 ft Inlet: I2 ----d---~.~-~---r===:~~~~-_-_--. RiM• 307.oo rt --· SUMp•_3~~ -~ L~__:__---=-~f---------:~ Outlet: Outlet ~--, '>, J_ RiM: 304.07 ft '\ SuMp : 304.07 ft _ _ ~ RiMI 311.30 ft SuMp: 307.60 ft -\ Pipe: I2-0utlet Up Invert: 304.33 ft Dn Invert: 304.07 ft Pipe· I3-I2 Leno.th• 1(.00 H Up invert, 306 05 ft Secf1on Size, 29x45 inch Dn Invert• 304;95 ft \ Plpe1 I4-I3 Up Inver ti 307. 70 ft Length: 70.00 ft Section Size: 19x30 Inch Dn Invert: 306.15 ft Length: 193.00 ft Section Size: 19x30 inch Y:\J736·WiUiamsgate\Drainage\3736-0iLN_ t0YR_HGL.dwg, 02/15/2005 10:53 :57 AM, llBEN\hp Dhotosmart 1215 series, 1:44.1579 HANCOCK LOOP SOUTH 10-YEAR HGL Y:\3736-Willlam I :93.4609 S9•to\Drainage13736-<:H lS_IOYR HGL ..__ -·-.. w, 02/I5/2CJ0s JO·SB· · .JS AM, \IBl'N\h p llholnsmart l2JS series, Inlet# Williamsgate Subdivision Job# 000886-3736 14 13 12 18 16 110 19 17 Length (ft) 13.0 10.0 13 .0 14 .0 6 .0 15 .0 7.0 15.0 Inlet Sizing 100-Year Storm Even t Total Area Total Flowrate (acres) (cfs) 2 .71 18.170 2 .22 13.894 2 .69 18 .148 3 .03 19.042 1.31 8.556 3.45 21.458 1.35 9.157 3.53 21.792 Project Engineer: Lee Adams Calculations: Mark Taylor Inlet Lip Elevation (ft) 311.30 309 .75 307 .00 313 .70 313 .45 316.65 314 .95 313 .10 2/15/2005 Section Flow rate Velocity (cfs) 14-13 18 .17 13-12 31 .30 18-16 19.09 16-J2 27.63 110-J4 21 .46 J4-19 21.37 19-J3 30.07 J3-17 29 .92 17-J2 50.47 J2-J1 76 .75 J1-12 76 .09 12-0ut2 123.32 Williamsgate Subdivision Job # 000886-3736 (ft/s) 5 .51 9.49 5.78 8 .37 6 .50 6.48 9 .11 7.50 12 .65 12 .52 12 .41 16 .68 Length Slope (ft) (ft/ft) 193 0 .00803 70 0 .01571 30 0 .00833 78 0 .01410 40 0.01000 130 0.00923 70 0 .01771 170 0 .00482 110 0 .01409 170 0 .00982 67 0 .00955 17 0 .01500 Size (in) 19 x 30 19 x 30 19 x 30 19 x 30 19 x 30 19 x 30 19 x 30 22x34 22x34 27 x 42 27 x 42 29 x 45 Pipe Sizing 100-Yr Storm Event Capacity Upstream Invert (cfs) (ft) 22 .53 307 .70 31 .51 306 .05 22.95 310 .10 29.85 309 .75 25 .14 313 .05 24 .15 312 .55 33.45 311 .25 22 .19 309.82 37 .93 308.90 56 .18 306 .91 55.40 305 .14 90.24 304.33 Project Engineer: Lee Adams Calculations : Mark Taylor Downstream Invert Upstream HGL Downstream HGL (ft) (ft) (ft) 306.15 309 .79 308 .78 304 .95 308 .09 307 .00 309 .85 313 .62 313 .45 308 .65 313 .19 312.25 312 .65 316 .51 316.22 311 .35 315 .89 314 .95 310 .01 314 .61 313 .61 309.00 314 .59 313 .10 307 .35 314.99 312.25 305.24 312.52 309.40 304.50 308 .21 307.00 304 .07 307 .01 306.44 2/15/2005 HANCOCk LOOP NORTH 100-YEAR HGL I Outlet: Outlet RiM: 304.07 f't SuMp: 304 .07 f't '\ -""~ -----~ ----- Pipe: I3 -I2 Up Invert: 306.05 f't Dn Invert: 304.95 f't Length: 70.00 Ft Section Size: l 9x30 Inch Pipe: I2-0utlet Up Invert: 304.33 Ft Dn Invert: 304.07 Ft Length: 17.00 Ft Section Size: 29x45 Inch Y:\37J6·Wi/llamsgate\Drainage13735-01LN IOOYR._HGLdwg, 02/15/2005 11 :00:44 AM, l\BEN\flp /lhotosmart 121 5 serie;, 1:43.6204 Inlet: I4 RIM: 311.30 f't SuMp: 307.60 f't - \ ---------u \ Pipe: I4-I3 Up Invert: 307, 70 ft Dn Invert: 306.15 ft Length: 193.00 f't Section Size: 19x30 inch HANCOCK LOOP SOUTH 100-YEAR HGL -~-!:.~ ~· ' ~· -=i ----~ Qllft I ' ~----fl \ --\ ,,.,., 17-•• ' -----w -.... « ~ ' . .,.. """ .. f::!~n I . ~{ ........ / ' -\ --ftJI2~ '\ ~~ m-· n JI-'t .... l ~i ~ z ... x•s Inch ~11}f.; Ww:h ~ ~•2 ~ '"'"·--.._,,.,,.,_,_"'_ """"'" "-~'"'" •-..-.....,,,_ 1:95.3822 ~~ 31 s t -~:l;ton. .U ~Ft ~th.~ !lit.rt• 19 lilt• 31~ ft -· ---""" ~. ' t --ll"'> .3J1l!i 'i St'""" a12.·•s Ft -~ £;. T "~~-31;_1 tr-i .J3-p r,p..~-~·@ I ~ r10-,s. ~~ii;j§ii n ~-LllhiJ' ftt _ ~liF~Jiti~ ~t oc""" w .. 22h. Inch :;ize;-~1,.30 Inch ~J4-r• oc""" sii: [,k, Inch nv.,. ;nfj! ft ~2¥.:;fis~\~~ . _ I v-rn [ DETENTION BASIN ANALYSIS Time (min) 0 1 2 3 4 5 6 2 -Year Sto rm 0 .00 6.23 12.47 18.70 24 .93 31.17 37.40 Pre-Development Outflow Hydrograph (Cubic Feet per Second) 5-Year 10-Year 2 5-Year Storm 0 00 7 .58 15.17 22.75 30 .3 3 37.92 45 .50 Storm Storm 7 43.64 53 .08 0 .00 8.51 17.03 25.54 34 .05 42.57 51.08 59.59 000 9.72 19.45 29 .17 38.89 48.62 58.34 68 .07 50-Year 100-Year Storm Storm 0.00 0.00 10.99 11.48 21 .99 22.95 32.98 43 .9 7 54 .96 65 .96 76 .95 34.43 45 .91 57.38 68.86 80.34 8 49 .87 60.66 68.10 77 .79 87 .94 91 .82 9 56.10 68 .25 :r<rnorr g;J~g'.a4 :=tJ;:z§;:mM : 11 59.22 72.04 12 56.10 68 .25 13 52.99 64.46 14 49.87 60 .66 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 46 .75 43 .64 40 .52 37.40 34.28 31 .17 28 .05 24.93 21.82 18.70 15.58 12.47 9.35 6.23 3.12 0.00 56 .87 53 .08 49 .29 45.50 41.71 37.92 34 .12 30.33 26 .54 22.75 18.96 15 .17 11.37 7.58 3.79 0 00 76 .62 87 .51 98 .94 103.29 r;::~~w~;: : · :::~z:;~4 :fot wo~Ma = ::114;:r1?: 80 .87 76 .62 72.36 68 .10 63 .85 59.59 55.34 51.08 46.82 42.57 38.31 34.05 29.80 25 .54 21.28 17.03 12.77 8.51 4.26 0.00 92 .37 87.51 82 .65 7779 72.93 68 .07 63.20 58 .34 53.48 48.62 43.76 38.89 34 .03 29 .17 24.31 19.4 5 14.59 9.72 4 .86 0.00 104.43 98 .94 93.44 87 .94 82 .45 76.95 71.45 65 .96 60.46 54 .96 49.47 43 .97 38.47 32.98 27.48 21.99 16.49 10.99 5.50 0.00 109 .03 103.29 97 .55 91.82 86.08 80.34 74 .60 68.86 63.12 57 .38 51.65 45.91 40.17 34 .4 3 28.69 22.95 17.22 11.4 8 5.74 0.00 Will iamsgate Subdivision Job # 000886-3736 Project Engineer: Lee Adams Calculation s: L. Brooks 6/27/2005 T ime 2-Year (min) Storm 0 0 .0 0 6.99 2 13.98 3 20 .97 4 27 .96 5 34 .95 6 4 1.94 7 48 .94 8 55.93 9 62.92 A9rnv , s1:f.'§~;,;W.,~:'.=K 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Williamsgate Subd ivision Job# 00 0886-3736 66 .41 62 .92 59.42 55 .93 52.43 48.94 45.44 41 .94 38.45 34 .95 31.46 27 .96 24.47 20.97 17 .48 13.98 10.49 6 .99 3 .50 0.00 Post-Development Detention Inflow (Cubic Feet per Second) 5-Year 10-Year 25-Year Storm Storm Storm 0 .0 0 0.00 0.00 8 .50 9.54 10.90 17.00 19.08 21 .79 25.50 28 .62 32.69 34.00 38 .16 43.59 42 .50 47 .71 54.49 51.00 57 .25 65 .38 59 .50 66.79 76 .28 68 .00 76.33 87 .18 76.51 85 .87 98.07 ,rn§§19@::rni; :~§;4,m~i,. tb"th9%{ 80.76 90 .64 103.52 76 .51 85 .87 98 .07 72.26 81.10 92.62 68.00 76.33 87.18 63.75 71.56 81.73 59 .50 66 .79 76.28 55 .25 62.02 70.83 51.00 57.25 65 .38 46.75 52.48 59.93 42.50 47.71 54.49 38.25 42 .94 49.04 34.00 38 .16 43 .59 29 .75 33.39 38 .14 25.50 28.62 32.69 21 .25 23.85 27 .24 17.00 19.08 21 .79 12 .75 14.31 16 .35 8 .50 9 .54 10.90 4 .25 4 .77 5.45 0.00 0.00 0.00 Project Engineer: Lee Adams Calculations: L. Brooks 50-Year 100-Year Storm Storm 0.00 0.00 12.32 12.86 24.64 25.72 36.95 38.58 49.27 51.45 61.59 64.31 73.91 77.17 86 .23 90 .03 98.55 102.89 110.86 115 .75 : d '.23d $ :: :rn g§;&1: 117 .02 122.1 8 110 .86 115.75 104.70 109 .32 98.55 102.89 92 .39 96.46 86.23 90 .03 80.07 83.60 73.91 77 .17 67 .75 70 .74 61 .59 64.31 55.43 57 .88 49 .27 51.45 43.11 45 .01 36 .95 38.58 30.80 32.15 24 .64 25 .72 18.48 19.29 12 .32 12 .86 6 .16 6.43 0 .00 0 .00 612712005 Time (min) 0 1 2 3 4 5 6 7 8 9 10 11 :p j~f 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Williamsgate Subdivision Job# 000886-3736 2 -Year Storm 0 5 .18 6.61 9 .18 12 .93 17 .8 6 23.81 30 .61 38 .00 45.79 59 .67 58.36 56.30 53 .78 50 .97 47.99 44 .90 41.76 38.58 35.40 32.22 29 .05 25 .91 22.80 19 .73 16 .71 13 .77 10 .91 Post-Development Detention Outflow (Cubic Feet per Second) 5 -Year 10-Year 25 -Year 50 -Year Storm Storm Storm Storm 0 .00 0 .00 0 .00 0 .00 5.41 5 .58 5.80 6.03 7 .34 7 .87 8 .57 9 .32 10 .74 11 .86 13.37 15 .02 15.68 17.65 20 .32 23 .23 22.09 25.14 29 .27 33.75 29.78 34 .07 39 .84 46 .08 38.45 44 .05 51 .55 59.63 47.77 54 .70 63.93 73.82 57.45 65 .69 76.60 88.24 67 .28 76.77 89.30 102.61 72.28 82.14 95.08 108.74 :wrn m2 ;§1;::rn:~: ii§$i§P r .]@.§!?1 :: : jQ~;§§ 73 .26 82.62 94.80 71 .29 80.17 91.69 68 .50 76 .85 87.67 65 .21 73.03 83 .16 61 .64 68.93 78 .36 57 .90 64.66 73.42 54.06 60.31 68.39 50 .1 7 55 .92 63.34 46.27 51.5 1 58.28 42 .36 47 .11 53.23 38.47 42.72 48.20 34 .60 38 .36 43 .21 30.76 34 .04 38.27 26.96 29 .77 33 .38 23 .22 25.57 28.57 19.54 21 .44 23.85 15.96 17.41 19.24 12.48 13.51 14.79 Project Engineer: Lee Ad ams Calculations : L. Brooks 107.53 103 .71 98.96 93 .71 88 .19 82.53 76.81 71.06 65.31 59.59 53.89 48 .24 42.64 37.10 31.66 26.31 2 1.11 16.08 ,.>!, ,, ' 100-Year • ""ill Storm ¢" 0 .00 6.12 9.61 15.66 24.37 35 .51 48 .52 62 .76 77 .65 92.73 107 .73 113.98 : ii· 114 ~7$.@i 112.38 108 .29 103.25 97 .72 9 1 .92 86.00 80 .01 73.99 67.99 62.00 56.05 50.14 44 .29 38.51 32 .82 27 .24 2 1.80 16.56 6 127120 05 Outlet Control Depth Velocity Outflow (ft) (ft/s) (cfs) 0.0 0 .00 0 .00 0 .5 2 .12 19.09 1 .0 3 .00 54 .00 1.5 3.67 99.20 2.0 4.24 152.74 2 .5 4 .74 213.45 Q = 3Ly11 (3/2) Q => capacity in cfs L => length of the opening which water enters into the weir y =>total depth of water or head on the weir L= y= Omax = 18 ft 1 .5 ft 99.20 cfs Outflow vs. Depth -250 ..... ~------~ _ .. __ ~_y_;;;: 86 . 4~~ .. :_J§. 35~-_ ....... , _____ .,.. __ .. , ........ 1 .l!! 20 0 +-~~-+-~~--+~~~l---~~+-~--~~~___; (.) ;-150 4 -~~-+-~~-+~~---if--~~~~~-l-~~-' 0 t 100 ~ 50~-~~-+---::;.....-.!l:;;.-.i~~~t--~~+-~~-+-~~----' 0 Williamsgate Subd ivis ion Job# 000886-3736 o -\.-.-i!~L---J_ __ J_ __ ..J_ __ ..J_ _ _.J 0 .0 0.5 1 .0 1.5 2 .0 Depth {ft) Project Engineer: Lee Adams Calculations: L. Brooks 2.5 3 .0 6/17/2005 -¢: -..c: -c. Q) 0 Will i amsgate Subdivision Job# 000 886-3736 3.0 2.5 2.0 1.5 1.0 0.5 Detention B as in Elevation Depth A rea Storage (ft) (ft) (ft :;) (ft j) 3 03 .5 0 0 0 304 .0 0.5 12 847 3212 304.5 1.0 13 795 9872 305.0 1.5 14 743 17007 305.5 2.0 15 742 24628 306 .0 2 .5 16 7 4 1 ~ Depth vs. Storage y = 7E-05x + 0 .180 1 0 5000 10000 15000 20000 25000 30000 35000 Volume (ft3) Project Engineer: Lee Adams Calculations: L. Brooks 6/27/2005 Williamsgate Subdivision Job# 000886-3736 -I/) .._ u 0 I -Q. -en N Depth (ft) 0 .0 0 .5 1.0 1.5 2 .0 2 .5 1000 900 800 700 600 500 400 300 - 200 100 - 0 0 .0 Storage Indicati o n Storage Outflow 2S /t.t -0 (cf) (cfs) (cfs ) 0 0.00 0 .00 3212 19.09 87 .97 9872 54 .00 275 .08 17007 99.20 467 .69 24628 152 .74 668 .20 32749 213.45 878 .17 2S/~t-O vs. Depth y = 361.38x -55 .543 0 .5 1.0 1.5 2.0 Depth (ft ) Depth vs. 2S/~t+O y = 0 .00 18x + 0 .1 896 2S /t.t + 0 (cfs) 0.00 126 .15 383 .08 666 .10 973 .67 1 305 .08 2 .5 3.0 3 .0 ..... . .. ., ................................................. ., ..... ., .. ,, ................. ., ...................... . 2.5 -·!---+---+-----+---+-----+---~ g 2.0 - £ 1.5 -l ---+---+----h,""'1f,"""'-+----+---~-c.. Q) 0 1.0 -1---+-~~"'---f---+---+--+----' 0 .0 0 200 400 600 800 1 000 1200 1400 2S/pt +O (c f s ) Proj e ct Eng ine er: Le e Ada ms Calculati on s : L. Bro o ks 6 12 7 120 05 2-Year Storm Event Infl ow/Outflow Simulation 2-Year Storm Event vs .storage (2S/6t -0 vs . (Outflow vs . (Inflow-outflow) (inflow·so) eq .) depth eq .) (11+1 2+2S/6 t -0) depth eq.) cummulative Time Inflow Inflow H1 2Slt.t -0 2S/t.t + 0 Outflow Outflow Storage (min) (cfs) (cf) (ft) (cfs) (cfs) (cfs) (cf) (cf) 0 0 .00 0 0 0 0 0 0 0 6.99 4 9.45 0 .21 20.15 6 .99 5 .18 310.60 41 9.45 2 13 .98 838 .9 0.25 33.52 41 .12 6.61 396 .39 947 .74 3 20.97 1258 .3 0.31 55 .32 68.47 9.18 550.53 1809 .70 4 27 .96 1677.8 0 .39 83 .84 104.26 12.9 3 776.06 29 36 .96 5 34 .95 2097.2 0.48 11 7.26 146 .75 17 .8 6 107 1.32 42 58 .14 6 41 .94 2516 .7 0 .58 153 .82 194 .16 23 .81 142 8.73 57 03 .51 7 48 .94 2936 .1 0 .68 191.95 244 .70 30 .61 18 36 .33 7210.91 8 55.93 3355 .6 0 .79 230 .38 296.82 38.00 22 80.26 8730.16 9 62 .92 3775 0.90 268 .20 349 .23 45 .7 9 2747.23 10224.94 10 69.91 4194.5 1.00 304.81 401.02 53.77 3226 .17 11672.19 11 66.41 3984.8 1.05 324 .00 441 .13 58 .12 3487.28 12430.77 12 62.92 3775 1.07 331.28 453.33 59 .80 3588.08 12718.52 13 59.42 3565 .3 1.07 330 .70 453 .62 59 .6 7 3580 .07 12695.75 14 55 .93 3355.6 1.05 325 .02 446.05 %.36 3501.41 1247 1.27 15 52.43 3145 .9 1.03 316.03 433 .38 56.30 3378.02 12115 .72 16 48.94 2936 .1 1.00 304 .85 417 .3 9 53 .7 8 32 26.74 11673.84 17 45.44 2726.4 0 .96 292.19 399 .2 3 50.97 3058 .26 11173.52 18 41 .94 2516.7 0 .92 278.49 379 .58 47 .99 2879.32 10631.95 19 38.45 2307 0.88 264.01 358.89 44.90 2694.16 10059 .59 20 34 .95 2097.2 0 .84 248 .91 337.42 41.76 2505.47 9462.67 21 31.46 1887 .5 0 .80 233 .28 315 .33 38.58 2315 .01 8844.71 22 27.96 1677.8 0.75 217 .16 292.70 35.4 0 2123 .94 8207.50 23 24.47 1468 .1 0 .71 200.57 269.59 32.22 1933 .09 7551 .63 24 20.97 1258.3 0.66 183.50 246 .01 29 .05 1743.10 6876.88 25 17.48 1048 .6 0 .61 165 .94 221.95 25.91 1554.52 6182.41 26 13 .98 838 .9 0.56 147.83 197.39 22.80 1367 .88 5466.78 27 10.49 629 .17 0.51 129.15 172 .3 0 19.73 1183 .75 4728.08 28 6 .99 419.4 5 0.46 109 .81 14 6 .62 16 .71 1002 .82 3963.78 29 3 .50 209 .72 0.40 89.75 120.3 0 13.77 825.96 3170 .68 30 0 .00 0 0 .34 68 .85 93.24 10.91 654.36 2344.72 ----- Inflow/Ou tflow Simulation 2-Year Storm Event -----------··--·-----··--------·--····--·---·-l (i) 60 .00 '+- ~ Q) 40 .00 ..... I'll .... :: .2 20 .00 u. 0 .00 Williamsgate Subdiv ision Job# 000886-3736 0 10 20 Time (m i n ) Project En gi neer : Lee Adams Calculations : L. Brooks I I I I j 1 -l~flow -1 1 I -outflow j 1 I -I 30 H (ft) 0 0 .21 0 .28 0 .3 4 0.41 0.49 0.59 0 .69 0.79 0.90 1.00 1.08 1.11 1.11 1.09 1.07 1.03 1.00 0 .96 0 .92 0.87 0.83 0.78 0 .74 0.69 0.64 0.59 0.54 0.49 0.44 0.38 6/27/2005 (depth vs. (inflow•so) storage eq .) Time Inflow Inflow (min) (cfs) (cf) 0 0 .00 0 .00 1 8 .50 510.04 2 17 .00 1020.07 3 25.50 1530.11 4 34 .00 2040 .1 4 5 42 .5 0 2550 .18 6 51.00 3060.22 7 59 .50 3570 .25 8 68.00 4080.29 9 76.51 4590 .32 10 85.01 5100 .3 6 11 80 .76 4845.34 12 76 .51 4590.32 13 72.26 4335 .31 14 68 .00 4080 .29 15 63 .75 3825 .27 16 59.50 3570.25 17 55 .25 3315 .23 18 51.00 3060 .22 19 46 .75 2805 .20 20 42.50 2550 .18 21 38.25 2295 .1 6 22 34 .00 2040 .14 23 29 .75 1785.13 24 25 .50 1530.11 25 21 .25 1275.09 26 17 .00 1020.07 27 12 .75 765 05 28 8 .5 0 510.04 29 4 .25 255 .02 30 0 .00 0 .00 90 .00 80 .00 U) 70 .00 ~ 60 .00 C1l .... nl .... 3: ..2 u... Williamsgate Subdivision Job# 000886-3736 50.00 40.00 30 .00 20 .00 10.00 0.00 0 H1 (ft) 0.00 0 .22 0.26 0 .34 0.44 0.55 0 .67 0 .80 0.92 1 04 1.16 1.21 1.23 1.23 1.20 1.17 1.13 1.09 1.05 1.00 0 .95 0 .90 0 .85 0.80 0 .74 0 .69 0 .63 0.57 0 .51 0.44 0 .38 5-Year Storm Event Inflow/Outflow Simu lation 5-Year Storm Event (2S /6t -0 vs . (Outflow vs. depth eq .) (11 +12+2S/6t -0) depth eq .) 25/t.t -0 25/L\t + 0 Outflow (cfs) (cfs) (cfs) 0.00 0.00 0.00 22.44 8.50 5 .41 40 .03 47 .95 7.34 67 .59 82 .53 10.74 102 .9 0 127 .09 15 .6 8 143 .62 179.40 22 09 187 .50 237.12 29 .78 232.61 298.00 38.45 277.47 360.12 47 .77 321.09 421.98 57.45 362 .9 0 482.60 67 .28 383.35 528.67 72.28 389.77 540.61 73 .87 387 .33 538.53 73.26 379.35 527.59 71 .29 367.92 511.11 68.50 354.27 491.17 65 .21 339 .15 46903 61.64 323 .01 445.41 57.90 306.10 420.77 54 .06 288.56 395.36 50.17 270.47 369.32 46.27 251 .85 342.72 42.36 232 .71 315 .60 38.47 213.03 287.96 34.60 192 .77 259.78 30.76 171 .89 23 1.02 26.96 150 .32 201 .64 23.22 127.99 171.58 19 .54 104.77 140 .74 15 .96 80 .56 109.02 12.48 Inflow/Outflow Simulation 5-Year Storm Event 10 20 Time (min) Project Engineer: Lee Adams Calculations : L. Broo ks outflow) cum mulative Outflow Storage H (cf) (cf) (ft) 0.00 0 .00 0 .00 324 .81 510 .04 0.22 440.67 12 05.30 0.29 644.41 2294.74 0.36 940 .59 3690.47 0.45 1325.55 5300 06 0.56 1786.95 7034.73 0.67 2306 .90 8818 .03 0 .79 2866.07 10591.42 0.92 3447 .22 12315.67 1.04 4037.02 13968.80 1.16 4336 .51 14777.13 1.26 4432.02 15030.94 1.28 4395.55 14934 .23 1.28 4277.35 14618.97 1.25 4109.75 14166.8 9 1.22 3912 .68 13627.39 1.18 3698 .2 5 13029.94 1.14 3473.74 12391.91 1.09 3243 .58 11 723 .37 1.04 3010.48 11029.97 0.99 2776.17 10314.65 0.94 2541.77 9578.63 0.88 2308 .1 0 8821 .9 9 0.83 2075.80 8043 .99 0 .77 1845.45 7243.28 0.72 1617 .66 6417 .9 0 0.66 1393 .10 5565 .3 0 0.60 1172.62 4682 .24 0 .54 957 .35 3764 .64 0.48 748.83 2807 .2 9 0.42 -Inflow -Outflow 1 30 6/27/2005 T im e Inflow (min) (cfs) 0 0.00 1 9.54 2 19.08 3 28.62 4 38.16 5 47.71 6 57.25 7 66.79 8 76 .33 9 85.87 10 95.4 1 11 90.64 12 85.87 13 81 .10 14 76.33 15 71.56 16 66.79 17 6202 18 57.25 19 52.48 20 47 .71 21 42.94 22 38.16 23 33.39 24 28.62 25 23.85 26 19.08 27 14 .31 28 9.54 29 4 .77 30 0.00 Cil -~ Q) ... C1I .... :: 0 u.. Williamsgate Subdivision Job# 000886-3736 (depth VS. (inflow'60) storage eq .) Inflow H1 (cf) (ft) 0.00 0.00 572.47 0.22 1144.94 0.28 1717.42 0 .36 2289.89 0.47 2862.36 0.60 3434 .83 0.74 4007 .30 0.87 4579.78 1 01 5152.25 1.14 5724.72 1.26 5438.48 1.32 5152.25 1.34 4866 .01 1.33 4579 .78 1.30 4293 .54 1.27 4007 .30 1.22 3721 .07 1.18 3434 .83 1.13 3148.60 1.08 2862.36 1.02 2576.12 0 .97 2289.89 0 .91 2003 .65 0.86 1717.42 0.8 0 1431 .18 0.74 1144.94 0 .67 858 .71 0.61 572.47 0 .54 286.24 0.47 0.00 0.40 100.00 80 .00 60 .00 40.00 20.00 0.00 0 10-Year Storm Event Inflow/Outflow Simulation 10-Year Storm Event (2S/i\t -0 vs . (Outflow vs. outflow) depth eq .) (11 +12+2S/i\t -0) depth eq .) cummulative 2SIL\t -0 2$/L'lt + 0 Outflow Outflow Sto rage (cfs) (cfs) (cfs) (cf) (cf) 0,00 0 .00 0.00 0 .00 0.00 24 .02 9 .54 5.58 334 .73 572.47 44 .52 52 .65 7.87 472.06 1382 .69 76.02 92.22 11 .86 711 .72 2628 04 115.94 142 .81 17 .65 1059 .12 4206 .21 161.56 201 .82 25 .14 1508.68 6009.44 210.29 266 .51 34 .07 2044.09 7935 .59 259.95 334 .32 44.05 2642.89 9898.81 308 .94 40307 54.70 3281.88 11835.70 356.26 471 .14 65.69 3941.22 13706.06 401.37 537.54 76.77 4606.34 15489.57 422.43 587.43 82.14 4928.30 16321.71 428.09 598 .94 83 .60 5016.18 16545.65 424.29 59506 82 .62 4957 .20 16395.48 414 .74 581.72 80 .17 4809.98 16018 06 401 .68 562.63 76 .85 4610 .95 15501.62 386.41 54003 73 .03 4381.90 14897 .97 369.69 515.22 68 .93 4135.65 14237.14 351 .96 488 .96 64 .66 3879.74 13536.33 333.47 461.69 60.31 3618 .63 12805.18 314.34 433.65 55.92 3355.00 12048.92 294 .64 404.98 51.51 3090.53 1127004 274.38 375 .74 47 .11 2826.32 10469.40 253.57 345 .94 42 .72 2563.17 9646.74 232 .18 315.59 38.36 2301.72 8800.98 210.15 284.65 3404 2042 .59 7930.44 187.45 253.09 29.77 1786.42 7032 .80 163.98 220.84 25.57 1533.97 6105 .09 139 .6 6 187.83 21.44 1286 .23 5143.59 114.36 153.97 17.41 1044.48 4143.60 87 .94 119.13 13.51 810 .57 3099.11 Inflow/Outflow Simulation 10-Year Storm Event ---------1 10 20 T ime (min) Project Engineer: Lee Adams Calculat ions: L. Brooks I l -Inflow -outflow 30 H (ft) 0 .00 0.22 0 .30 0 .38 0.48 0.60 0.73 0 .87 1.00 1.14 1.27 1.37 1.40 1.39 1.36 1.32 1.28 1.23 1.18 1.12 1.07 1.01 0 .95 0 .89 0 .83 0 .77 0 .70 0 .64 0.57 0.51 0.44 612712005 (depth vs. (inffow•6o) storage eq.) Tim e I nflow Inflow H1 (min.) (cfs) (cf) (ft) 0 0.00 0 .00 0 .00 1 10 .90 653.82 0.23 2 21.79 1307 .64 0 .29 3 32.69 1961 .4 6 0 .39 4 43.59 261 5 .28 0.52 5 54 .4 9 3269 .10 0 .66 6 65.38 3922 .92 0 .82 7 76.2 8 4576 .74 0 .97 8 87.18 5230 .56 1.12 9 98.07 5884.38 1.26 10 108 .97 6538 .2 0 1.40 11 103.52 6211 .29 1.46 12 98.07 5884 .38 1.47 13 92.62 5557.47 1.46 14 87 .18 5230 .56 1.42 15 81.73 4903 .65 1.38 16 76.28 4576.74 1.33 17 70 .83 4249 .83 1.28 18 65.38 3922 .92 1.23 19 59 .93 3596 .01 1.17 20 54.49 3269 .1 0 1.11 21 49 .04 2942 .19 1.05 22 43 .59 2615.28 0 .99 23 38 .14 2288.37 0 .93 24 32.69 1961.46 0.86 25 27 .2 4 1634.55 0 .79 26 21.79 1307.64 0 .73 27 16.35 980 .73 0 .6 5 28 10 .90 653.82 0 .58 29 5.45 326.91 0 .50 30 0.00 0 .00 0.42 100.00 Ul -~ QI ..... C1I .... ~ 0 u:: Wi lli amsgate Subdiv ision Job# 0 00886-3736 80.00 60.00 40 .00 20 .00 0 .00 0 25 -Year Storm Event Inflow/Outflow Simulation 25 -Year Storm Event (2S/l'>t-0 vs. (Outnow vs. depth eq .) (11 +12+2S/tit -0) depth eq.) 2S /t.t -0 2S/L'>t + 0 Outflow (cfs) (cfs) (cfs) 0.00 0 .00 0 .00 26 .08 10.90 5 .80 50.3 6 58 .77 8.57 86 .98 104 .85 13 .37 132.84 163 .2 6 20.32 184 .69 230 .9 1 29 .27 239.50 304.55 39.84 294 .81 381.16 51 .55 34 8.89 458.27 63.93 400 .71 534.14 76 .60 449 .83 607.75 89 .30 471.41 662.32 95.08 475 .95 673 .01 G§dD 470.35 666 .65 94.80 458.78 650.15 91.69 443 .67 627.69 87.67 426 .37 601.67 83.16 407 .66 573.48 78.36 387.96 543.87 73.42 367 .50 513.28 68.39 346 .38 481.91 63.34 324.68 449 .9 1 58 .28 302.38 417.30 53 .23 279.48 384.11 48.20 255.94 350.31 43.21 231.70 315.87 38.27 206.70 280 .74 33.38 180.84 244.84 28.57 154 .02 208.08 23.85 126 .10 17 0.37 19.24 96 .8 9 131 .5 5 14.79 Inflow/Outflow Simulatio n 25-Year S torm Event 10 20 l ime (min) Project Enginee r: Lee Adams Calculations: L. Brooks I w- outnow) cummulative Outflow Storage (cf) (cf) 0.0 0 0.00 347.80 653 .8 2 514.0 1 161 3.66 802 .44 3061 .11 1219.40 4873.95 1756.05 6923 .65 2390.17 9090 .51 3092 .89 11277.09 3835 .90 13414 .76 4596.27 15463 .24 5358.22 17405.16 5705 .06 18258.23 5778.88 18437.55 5687 .77 18216.14 5501.17 17758.93 5260.46 17161.40 4989.46 16477.69 4701.73 15738.06 4404.98 14959.26 4103.64 14150.29 3800 .33 13315.75 3496.64 12457.62 3193.64 11576.25 2892.10 10670.99 2592.68 9740 .35 2296.03 8782 .22 2002.87 7793.83 1714.07 6771.69 1430.79 5711.44 1154.56 4607.56 887.61 3453.00 1-lnflow -Outflow 30 H (ft) 0.00 0.22 0 .32 0.41 0 .52 0 .66 0 .81 0.96 1 .11 1 .27 1.41 1.52 ,..UA- 1.53 1.50 1.45 1.40 1.35 1.29 1.22 1.16 1.10 1.03 0.97 0 .90 0.83 0.76 0.69 0.61 0 .54 0.46 6/27/2005 (1nflow •60) Time Inflow In flow (min) (cfs) (cf) 0 0.00 0 .0 0 1 12.32 739 .09 2 24.64 1478 .18 3 36 .95 2217.28 4 49.27 2956 .37 5 61.59 3695.46 6 73 .91 4434.55 7 86 .23 5173 .64 8 98.55 5912.74 9 110.8 6 6651 .83 10 123 .18 7390 .92 11 117.02 702 1.37 12 110.86 6651.83 13 104.70 6282 .28 14 98 .55 5912 .74 15 92.39 5543 .19 16 86.23 5173 .64 17 80 .07 4804 .10 18 73.91 4434.55 19 67 .75 4065 .01 20 61.59 3695.46 21 55.43 3325.91 22 49.27 2956.37 23 43 .11 2586.82 24 36.95 2217.28 25 30 .80 1847.73 26 24.64 1478.18 27 18.48 1108.64 28 12 .32 739.09 29 6.16 369.55 30 0 .00 0 .00 120 .00 U> 100.00 .... u Cl> .... "' .... ::: _Q LL Williamsgate Subdivision Job# 000886-3736 80.00 60 .00 40.00 20.00 0 .00 50-Year Storm Event Inflow/Outflow Simulation 50-Year Storm Event 2S/ilt + 0 (2$/i\t -0 VS. (Outflow vs . (Inflow-ou tfl ow) eq .) depth eq.) (11+12+2S/i\t -0) depth eq .) cummulative H1 25/M-0 25/i'>t + 0 Outflow Outflow Storage (ft) (cfs) (cfs) (cfs) (cf) (cf) 0.00 0.00 0.00 0.00 0.00 0 .00 0.23 28.24 12 .32 6.03 361 .67 739 .09 0.31 56.48 65 .19 9.32 559.20 1855.60 0.43 98.43 118 .07 15 02 901 .05 3513 .67 0 .57 150.42 184 .65 23 .23 1394 .05 5569.00 0 .73 208 .64 261 .28 33 .75 2025.10 7870.41 0 .90 269.59 344 .14 46 08 2764.93 102 79.86 1.07 330.52 429.72 59 .6 3 3577 .54 12 688 .57 1.23 389.59 515 .29 73 .82 4429 .31 15023.77 1.39 445.81 599 .00 88 .24 5294.43 17 24 6.28 1.53 498.85 679 .86 102.61 6156 .3 5 19342 .77 1.59 520.73 739 .05 108 .7 4 6524.41 20207.80 1.60 523.95 748.62 109.65 6579.23 20335 .22 1.58 516.44 739 .52 107 .53 6451 .72 20038 .27 1.55 502 .81 719 .69 103 .71 6222.41 19499.29 1.50 485 .63 693 .74 98.96 5937.4 1 18820.06 1.44 466.30 664 .24 93 .71 5622 .30 18056.30 1.39 445 .61 632.60 88.19 5291.15 17238.09 1.33 423 .94 599 .58 82 .53 4951.71 16381.49 1.26 401.51 565 .60 76 .81 4608 .34 15494.79 1.20 378.41 530 .8 5 71.06 4263.53 14581.91 1.14 354 .70 495.44 65 .31 3918.81 13644.29 1.07 330.35 459.40 59 .59 3575 .18 12681 .85 1.00 305.35 422 .74 53 .89 3233.42 11693 .50 0.93 279 .64 385 .42 48.24 2894 .19 10677.36 0 .85 253.17 347 .39 42 .64 2558.19 9630.90 0.78 225.85 308 .60 37.10 2226 .23 8550.90 0.70 197.58 268 .96 31 .66 1899.30 7433.31 0 .62 168 .23 228 .37 26.31 1578 .74 6273 .10 0 .53 137 .64 186 . 71 21.11 1266.36 5063 .91 0.45 105.61 143 .80 16 .08 964 .81 3797.55 Inflow/Outflow Simulation 50-Year Storm Event ---·---------·-··-----·---···-· -----·-··-- 0 10 20 Time (min) Project Engineer: Lee Adams Calculations : L. Brooks r-=-1nflow - ~-=~ut!!_o w j ! 30 H (ft) 0.00 0.22 0 .33 0.43 0.56 0.72 0 .88 1.05 1.23 1.39 1.55 1.67 1.69 1.67 1.63 1.58 1.52 1.46 1.39 1.33 1.26 1.1 9 1.11 1.04 0 .97 0.89 0.81 0.73 0.65 0.57 0.48 6/27 /2005 100-Year Storm Event Inflow/Outflow Simulation 100-Year Storm Event (deplfi VS . (2Sliil -0 vs . (Ouliiow vs . (lnfl ow-oulll ow) (1nflow •so) sto rage eq .) depth eq .) (11 +12+2 Slllt -0) depl h eq .) cummu lat1ve Time Inflow Inflow H1 2S/t.t -0 2S/t.t + 0 Outflow Outflow Storage (min) (cfs) (cf) (ft) (cfs) (cfs) (cfs) (cf) (cf) 0 0 .00 0 .00 0.00 0 .00 0.00 0.00 0.00 0 .00 1 12 .86 771.68 0 .23 29 .06 12 .86 6 .12 367 03 771 .68 2 25 .72 1543.36 0 .32 58.82 67 .65 9 .61 576.80 1948.01 3 38.58 2315 .03 0.44 102.79 123.13 15 .66 939 .64 3686.24 4 51.45 3086.71 0.59 157.10 192.82 24.37 1462.48 5833.32 5 64 .31 3858.39 0 .76 217.71 272.86 35 .51 2130.36 8229.23 6 77 .17 4630 .07 0.93 280 .95 359.19 48 .52 2911 .10 10728.93 7 90.03 5401 .75 1.11 343 .95 448 .14 62.76 13219.58 8 102.89 6173.42 1.27 404 .85 536.87 15627.13 9 115 .75~ 1.43 462 .68 623 .50 17913.17 10 128.61 7716.7 1.58 517.14 707 05 20066 .06 11 122.18 330 .94 .1&5 539.08 767.94 20933 .38 12 115.75 6945 .10 1.65 541.78 777.02 21039 .89 13 109.32 6559.26 1.63 533.54 766 .85 1 20714 .03 14 102 .89 6173.42 1.59 519.13 745.75 108.29 6497 .18 201 44 .36 15 96.46 5787 .59 1.54 501 .18 7 18.48 103 .25 6195 .15 19434.77 16 9003 540 1.75 1.48 481 .10 687.66 97.72 5863 .17 18641.36 17 83 .60 5015 .91 1.43 459.67 654 .73 91.92 5515.45 17794 .10 18 77 .17 4630 07 1.36 437 .27 620.44 86.00 5159 .74 16908 .71 19 70.74 4244 .23 1.30 4 14 .12 585.18 80 .01 4800 .34 15993 .20 20 64.31 3858 .39 1.23 390 .29 549 .16 73 .99 44 39 .69 15051 .25 21 57 .88 3472 .55 1.1 7 365 .82 512.47 67.99 4079 .30 14084.11 22 51.45 3086 .71 1.10 340.71 475.14 62.00 3720 .16 13091 .52 23 45 .01 2700 .87 1 03 314 .93 437.17 5605 3363 .03 12072.23 24 38.58 2315 .03 0.95 288.42 398.53 50.14 3008.58 11024 .24 25 32.15 1929.20 0 .88 261 .11 359.15 44.29 2657.54 9944 .86 26 25.72 1543.36 0 .80 232.93 318.99 38 .51 2310.74 8830.67 27 19 .29 1157 .52 0 .72 203.75 277.94 32.82 1969.23 7677.45 28 12.86 771.68 0 .63 173.46 235.91 27.24 1634.42 6479.89 29 6.43 385 .84 0.55 141.88 192 .75 21 .80 1308 .22 5231 .32 30 0.00 0 .00 0.45 108 .78 148 .31 16 .56 993.47 3923 .09 Inflow/Outflow Simulation ~:~.~~ ---------------·---·----·-----. ------~--_ .. ·-11 ~ 100 .00 - 0 ~ 80 .00 I -Inflow ~ 60.0 0 :;_ 40 .00 I Williamsgate Subd ivis ion Job# 0008 86-3736 20 .00 0 .00 0 10 20 Time (min ) Project Engineer: Lee Adams Calculations: L. Brooks 30 -Outflow H (ft) 0 0.22 0.33 0.44 0.58 0.74 0.91 1.09 1.27 1.44 1.61 1.73 ...ll.5- 1.73 1.68 1.63 1.57 1.50 1.43 1.36 1.29 1.22 1 14 1.07 0.99 0 .91 0 .83 0.75 0.66 0.58 0.49 6127 12005 tD I N 2'-0" 1s '-o" . , EL=306'-0" EL=303'-6" 1'-6" t ....__..__------+---------' '-Ou A--__. ELEVA Tl ON VIEW T'IP. CONCRETE VAilEY GUTIER 14: BARS 0 12' O.C.E.W. 1'-0" -l I- 4'-o" 4'-0" SECTION 'A-A' CONCRETE WEIR WALL w 30° FLARED W-INGWALLS X:\800\3736Williamsgate\SHEETS\Phase 1 \3736DETENTIONBP1 .dwg. 06/20/2005 12 : 19:08 PM. \\ADMIN7\HP LaserJet 4. 1:1.13683 N.T.S . BAFFLE PIER :-:'~ ~o; :08 1:1'8 i ~ .g ~ f § g; ~ 2 ;:j 0 ~ $ ~ ~ ~ ~ ::! J '~ i 2 ~ i;; IG "-!l _,. ~ ~ ~ DETENTION PLAN & DET AILS WILLIAMSGATE SUBDIVISION 20.27 ACRES TOTAL CRAWFORD OURNEH LEAGUE. A-7 COLLEGE STATION. BRAZOS COUNTY. TX '(\. \ \ ------------1 \ ~LJ \,0 r· . 15 I " \J; J /'"A 2551 l[IC-''i A\'(HU( SOU !rt, 'SV1r£ A L) COllCCC STMIOH, rx 171140 rKrS ORAWINC IS fltE PROPOUY or t.lll tflCIPAI.. OCVtl.QP-..(NT Cff()OP AHO U4'f" NO ! 8C RCPROOUCCO OR USCO IN Wl!Ol.C Ott IN PAll l WllHOU I Ill( (Xl'f!t:SSCO WRllJ(N COHSCNr or ~Al l)(V(L()Pt.'[NI CROUP 1111S ORAWINC. IS CQPYRICHl[O AS 0£ f>AOJ(Cf ()Al[ f 0 I ( February 25, 2005 Lenwood S. Adams, P.E. Municipal Development Group 2551 Texas Avenue. South Ste. A College Station , Texas 77840 CITY OF COLLEGE STATION Plan ning & D evelopmen t Serv ices Re: Williamsgate -Drainage Report and Cross Drainage Mr. Adams : This letter is to follow-up on Comments No s . 3 and 4 (in italics) from the last Final Plat Memorandum dated February 17, 2004. Drainage Report -Detention Volumes 3. The d etention design in the Drainage Report app ears to reflect that additional flows could be released from th e pond. Furth ermore, th e pond volume bas ed on calculated depths , proposed volum e provided, and the volume approx imated for the pre/pos t flows are not consistent. Please clarify. Common Area "E " is s ubject to change based on the final Drainage Report and final Sanitary R eport. As discussed in our meeting, issues concerning the detention volumes arose in reviewing the subject drainage report as follows. The 100 year Q pre and Q pond outflow is calcualted to be 115 cfs and 20 cfs, respectively. Typically the outfall structure is sized such that it releases flows closer to the Q pre so that the pond is not larger than required. These peak flows would require an estimated pond storage volume of 85,500 cf. Ho w ever, in the summary information at the front of the drainage report it states that 14 , 074 cf is required. Finally, the routing information you provided depicts the pond only rises to a depth of 0 .92 ft for the 100 yr storm -this only translates to 11,040 sf based on the approximate 12 ,000 sf pond proposed. Please clarify. Cross Drainage 4 . Site grading must be revised such that there is not a propensity for flooding or future blocked drainage due to flo ws across lots and the absence of a drainage I system in these locations. Extensions of drainage systems would require a PUE. Additionally, please note that approximately 12 lots have over 2ft of fill which will require either additional beam depths for the house foundations or the fill be placed, compacted, and tested to satisfy 95 % Standard Proctor (ASTM D-698). While your drainage design may meet the minimum requirements , I believe that the proposed design does not adequately address all anticipated drainage concerns . Please note that the City is concerned that a drainage problem may present itself due your cross lot drainage design and future lot development. Although the City will allow a private drainage way with grassed swales at the rear lot lines to help accommodate these flows , the developer may need to assist future property owners in rectifying such drainage problems should they occur. If you have any additional questions , please do not hesitate to contact our offices . Best regards , ~I~ Sr. Asst. City Engineer Cc : Robbie Robinson Josh Norton Page 1of1 Josh Norton -Water flow to Haupt Ranch From: "Donald Ellis" <donald.e.ellis @worldnet.att.net> To: "Josh Norton" <Jnorton @cstx .gov> Date: 10/30/2006 10: 11 AM Subject: Water flow to Haupt Ranch Josh - I have talked with Dee Maendgen (254-541-3739) who lives on the 3 acre tract between Williamsgate and the lily ponds. He has informed me that he did have a water leak which was the source of the excess water on our place the first time. That has been shut off. He has had a problem with excess water running across his front yard up to the steps of his house when it rains . It is over-flow fron the ditch in front of his yard that is fed from drainage through a culvert under Rock Prairie Road up hill (west) of his place. He didn't know what to do about the situation, so I am reporting it to you. I am also wondering if this could be the source of the water that is coming on our property? There is a ditch between the three acres and the lily ponds. Does it run toward our property from the ditch along Rock Prairie? We would appreciate your checking this out. Reni Ellis file://C :\Documents %20and%20Settings\jnorton.CSTX\Local%20Settings\Temp\GW}OO... 10 /30/2006 OS"~(J-j Page 1of1 Josh Norton -Williamsgate Drainage Ditch Plan Acceptance From: "Donald Ellis" <donald.e .ellis @worldnet.att.net> To: "Josh Norton" <Jnorton@ cstx.gov>, "Robbie Robinson" <n8285r @hotmail.com> Date: 11/16/2006 3 :05 PM Subject: Williamsgate Drainage Ditch Plan Acceptance CC: "Wendell Rehm" <wenrehm@hotmail.com> The Haupt Family Partnership on November 8, 2006 , granted permission to Robbie Robinson, developer of Williams gate, to proceed with the prepaaration of the "drainage way" as proposed in the "Drainage Outfall for the Williamsgate Subdivision" prepared by MDG. The drainage way will be no wider than 30' (18' at the bottom and 6' sloping sides on each side) and no deeper than 1.5'. It will run from the Williamsgate detention pond to the culvert already installed under Haupt Road. The ditch will be planted with rye seed (annual)for the winter season and re-sodded in the spring. We have received a letter from Robbie Robinson confirming his guarantee that this work will be done as soon as the wet ground has sufficiently dried. We also received a letter from Robbie Robinson confirming his agreement to assume the responsibility 1) to monitor the flow of water from the detention pond and to ensure that it properly slows and continues to slow the release of water into the drainage ditch , and 2) to monitor the water flow on the north side of the new culvert and to deepen or to widen the existing ditch if necessary. I requested that the letter be amended by e-mail for greated clarity . This agreement will be honored for one year. These two letters answered the concerns we had about the outfall across the Haupt Ranch. We accept Mr. Robinson's written commitments (one amended by e-mail) and approve the Williams gate Drainage Ditch Plan . This Acceptance will be followed be the forwarded letters from Mr. Robinson . They are to be considered a part of this document. Arrenia H. Ellis, Managing Partner Haupt Family Partnership file ://C:\Documents %20and%20Settings\jnorton .CSTX\Loca1 %20Settings\Temp\GW}OO... 11 /16/2 006 ~osh Norton -Fw: W illiamsgate Drainage From: To: Date : Subject: "Donald Ellis" <donald .e .ellis@worldnet.att.net> "Josh Norton " <Jnorton@cstx.gov>, "Robbie Robinson" <n8285r@hotma il.com> 11 /16/2006 3:12:47 PM Fw: Williamsgate Drainage -----Orig inal Message ----- From : "Wendell Rehm" <wenrehm@hotmail.com> To: <donald .e.ellis@worldnet.att .net> Sent: Wednesday, November 15, 2006 1 :53 PM Subject: W illiamsgate Drainage >Mrs . E llis , > > I am writing this letter to state my intentions to grade the drainage ditch > as soon as the contractor feels he can do so w ithout getting st uck or > damag ing any of the adjoining flat lands . There is substantial water > stand ing in the drainage way at this time due to water coming from the Lilly >Farm . We had the contractor look at it this morning and he did not want to > attempt it. > >I, Robbie Robinson , give you my personal guarantee that we will get this > done as soon as possible . > > Since rely, > > Robb ie Robinson > > ~~~~~~~~~~~~~~~~~~~~~~~~~~~~- >Get FREE company branded e-mail accounts and business Web site from > Microsoft Office Live > http://clk .atdmt.com/MRT/go/mcrssaub0050001411 mrt/direct/01/ > > > > -- > No v irus found in t h is incom ing message. >Checked by AVG Free Edition . >Version : 7 .1.409 I Virus Database : 268.14 .5/534 -Release Date: 11/14/06 > > CC : "Wendell Rehm" <wenrehm@hotmail.com> Page 1 Josh Norton -Fw: Williamsgate letter -Clarification From: "Donald Ellis" <donald.e.ellis@worldnet.att.net> To: "Josh Norton" <Jnorton @cstx.gov>, "Robbie Robinson" <n8285r@hotmail.com> Date: 11116/2006 3:12 PM Subject: Fw: Williamsgate letter -Clarification CC: "Wendell Rehm" <w enrehm@hotmail.com> -----Original Message ----- From: Wendell Rehm To: donald .e.ellis@worldnet.att.net Sent: Thursday, November 16 , 2006 12:32 PM Subject: RE : Williamsgate letter -Clarification ROBBIE ROBINSON, LTD. 3800 STATE HWY. 6 SOUTH #104 COLLEGE STATION, TEXAS 77845 979-674-9000 979-696-8019 November 16, 2006 RE: Williamsgate Drainage Arrenia H. Ellis, Managing Partner 22629 Spanish Oak San Antonio, Texas 78266-2697 Mrs. Ellis, Page 1 of 2 I am writing this letter for clarification and documentation of our previous discussion on the phone. I, Robbie Robinson, do hereby agree to monitor the flow beyond the newly installed culverts with your permission from time to time. If the rain or water flow dictates the need to deepen or widen the existing drainage ditch on the north side of the culverts, I will review and receive approval of the work plan and schedule with you or your ranch manager to get this done at my expense. I also agree to monitor the flow over the Rip Rap rock to make sure that it is slowing the release of the file://C:\Documents %20a nd %20Settings~n orton.CSTX\Local%2 0Setting s\Temp \GW}OO... 11/16/2006 Page 2 of2 water as planned from the retention basin. If it is not working properly, I will reposition, or add more rocks to accomplish this at my expense. As we discussed on the phone, we should have had suitable rainfall amonts in a one year period to make any necessary adjustments. After a one year time period we will both feel confident that no further adjustments shall be needed. Si ncerely, Robbie Robinson , President All-in-one security and maintenance for your PC. Get a free 90-day trial! No virus found in this incoming message . Checked by A VG Free Edition. Versi on: 7 .1.409 /Virus D atabase: 268 .1 4.6/535 -Release D ate: 11/15 /06 file://C:\Documents %20and%20Settings~norton .CSTX\Local %20Settings\Temp\GW}OO... 11 /16 /2006 3800 STATE HWY. 6 SOUTH# 104 ' COLLEGE STATION, TEXAS 77845 979-764-9000 979-696-8019 Fax November l 0 , 2006 RE : Williamsgate Drainage Arrenia H. Ellis Managing Partner 22629 Spanish Oak San Antonio, Texas 78266-2697 Mrs. Ell i s, I am writing this letter to state my intentions to grade the drainage d itch as soon as the contractor feels he can do so without getting stuck or damaging any of the adjoining flat lands . There is substantial water standing in the drainage way at this time due to water coming from the Lilly Farm . We had the contractor look at it this morning and he did not want to attempt it. I Robbie Robinson give you my personal guarantee that we will get this done as soon as possible. Sincerely , Robbie Robinson President Ch-bY \ \ I \ ?:> I OlP CITY OF COLLEGE STATION Planning & Development Services SITE LEGAL DESCRIPTION: Williamsgate Subdivision Phase 1 DEVELOPMENT PERMIT PERMIT NO. 05-04 FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE ADDRESS: 3110 Rock Prairie Rd DRAINAGE BASIN: DATE OF ISSUE: January 12, 2006 Bee Creek Trib. "B" VALID FOR 12 MONTHS OWNER: Robbie Robinson 3800 State Hwy. 6 South, #100 College Station, Texas 77840 TYPE OF DEVELOPMENT: SPECIAL CONDITIONS: 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 other harmful liquids or materials within the drip line of any tree required to remain is also prohibited . Full Development Permit 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 eros ion 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 th is 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. ~ ClfF-Sf'n:: °t)t<:Ail'.l~E \fV\PP...OV~eNTS UfoN DEDtCA?flOf'J op EY\stj(AEt-..rr, .. ~-1-12--£;, Date / -/ <:. --o f=. Owner/Agent/Contractor Date ·~1 ·=.:b '-l 34% ~iJR OFFICE USE ONLY J Cn•q No . _ Datg Submitted ·--=;; CrTY m Cou .. EG.i:. STATroN ~ \ Plmm in.i: i:!· l.>r udot11nw1.'Vr1;i,..., OS_ Q'-( f)~ 'U MINl~~~~~~:i~~~~~l~~~:ITTS-----"'r-r----l~-..&i_OO.ov cl $200.00 development p ermi t foe. l[;:t;/\ CY Drainage and eras ion control plan , with supporti ng Drait ~age Report two (2) copies each lYl o..s~~ M' Notice of Intent (t\ .. 0 .1.) if disturbed a m a I s greater th ;;m 5 acres ·--tJ~~ Date of *Required Preapplication Conference:_~------·--------------- •(Requircd for are;;is of special flood hazard) L EGA L DESCRIPTION _ ~J1112...~Afe__3~is_,_Qx.L__ ZO..:._°? 7~~~ APPLICANT'S ll\IFORM.ATION (P rimary Contact for the Projnct): Na me ___L_e_e.._Ad.a MS -tl l)G E-Mail _____ Jt!~ C:l f~~. WYVJ.. S tree t Address Z fiS"J~ A Y'.e. SalA.Jf:.. __ S_(e,_A_ ________________ . __ C ity ~Lf!!je Stt3...be""'-State __le:)(~_i___ Zip Code 77~10.. ___ _ F'hone Number __{)._z:i)_~n -V-35:!1. Fax Number _.(;z..z.J) t;?3 ::i213 _____ _ PROPER1 Y OWNER"S IN F:ORMATION : N arne.&bbi~ _R12b'111~---------E-M ail________ _ _____ _ Stroa\ Add re!>; --™O--Sla.-le Jlwy-_(p _____ So ..... &-+-:#:"____..,fl'J ... .,.0'-------------- City --~l!!je.. S fa._./:liz.1!).. __ ~_ State ___Je_Ka.S ____ Zip Code 7 78 "15 f-'f10ne Number _/J__7"J) 61'--b {;3 '2 Fox NumbGr _(.'171) /, Uz.:::..KfJ,._.l._..'l..__ __ _ ARCHITECT OR ENGINEER'S INFORMAT ION : Name M b G -H 1r1,,~L~~SH.QJ.lf E -Mail __ _m_~~_Q_,_CQJ2::L Street Add ress 2-55"L_7£,;{ra,s__AJ/ec__ Sou.ih -5._fg. A _ City Co 1 l~ e.c_ S re.f, 'aV\. State __ fiLa.. $ _ Zip CoJe _:z:z_K:l_Q_ __ _ Phone Nu mbe r {Jzci) 6'13__::__?._!J.53___ Fax Number {JZ?) fU_3 -~zt/5 __ Application is hereby made for the foll owi ng development spe c ifi c s it e/waterway alteratio ns : __fl..e_p-c.f!j· ec.-f si.'.t(!.__i..S...__Ll.b_.t._ _J_ o caleJ _jj).il_h_1_!':\.-_____l~g_ FE rl A £1.a.alffati!l . ACKNOWLEDGMENTS: I, ___ ,~/own e r , hereby acknowledge or affirm that: Th e ir ifoni1ation and conclusions contain ed in the above µJan s arid suppo rti ng documen t'3 comply with th e current requirements of the City of Col l ege Stat ion. Texas City Code , Chzple r ~ 3 and its associa ted Drainage Po l icy and Desi g n StandarrJs . c::~a.L~"' Pr oporty Owner (s) 6113 103 1 of 2 THIS FOR M REPLACES PREVIOUS FORM 3510-6 (8-92) Form Approved. OMB No. 2040-0086 See Reverse for Instructions Approval expires 8-31 -98 &EPA United Sta tes Environmental Protection Agency NP DES Washington, DC 20460 FO RM Notice of Intent (NOi) for Storm Water Discharges Associated with Industrial Activity Under a NPDES Pe rmit Submission of this Notice of Intent constitutes notice that the party identified in Section II of this form intends to be authorized by a NPDES permit issued for storm water discharges associated with industrial activity in the State identified in Section Ill of this form. Becoming a permittee obligates such discharger to comply with the terms and conditions of the permit. ALL NECESSARY INFORMATION MUST BE PROVIDED ON TH IS FORM . I. Permit Selection : You m ust indicate t he NPDES Storm Water general perm it under which you are apply ing for coverage. Check one of these . Base line D Baseline lZJ Multi-Sector o Industrial Construction (Group Permit) II. Facility Operator Information Name : 1Rabbi1e 1Rob1in1son1 I I I I I I I I I I I I I I Phone :l 9 :Z1916i916l616i3191 Address : 131810101 1S1t1a1te1 H;w~I .61 Souith1, 1 #l 10101 I I I I Status of [fil Owner/Operator: City : 1Cal1l1e 1ge 1S ta1t1i o n. I I I I I I I State :~ ZIP Code: 171 71814151 -I I I I I Ill. Facility/Site Location Information Name : 1Williamsga,te1 SubdiiiViisiion1 I I I I I I Is the facility located on ft..J·] Indian Lands? (Y or N) Address : 131212181 1Rack1 1P1r a 1i1r1ie1 Road1 1W1e1St1 I I I I I City : 1Co1l1l1eiQ:1e1 iSitaition1 I I I I I I I I State :~ ZIPCode:l717i814.S1-1 I I I I Latitude : iN3101D3141 Longitude:IW1916ID1ll81' lauarter:Li_Jsection:Li_J Township :! I I I I Rang e: I I I I I IV. Site Activity Information MS4 Operator Name: IN /A I I I I I I I I I I I I I I I I I I I I I I I I I I I I ReceivingWaterBody : 1Car1t e r, 1Cre ek1 I I I I I I I I I I I I If you are filing as a co-permittee , I I Multi-Sector Permit AQQlicants Onl~{ enter storm water general permit number: I I I I I I I I Based on the Instructions provided in Addendum H of the SIC or Designated Primary : 1315 3 1 lJ Mul ti-Sector permit, are species identified in Addendum H Activity Code : 2nd :! I I I I in proximity to the storm water discharges to be co vered D under this permit, or the areas of BMP construction to Is the facility required to submit monitoring data? ( 1, 2, 3, or 4 ) 0 control those storm water discharges? (Y or N) W ill construction (land disturbing activities) be conducted D If You Have Another Ex isting NPDES I I for storm water controls? (Y or N) Permit, Enter Permit Number: I I I I I I I I Is applicant subject to and in compliance with a written D historic prese rv ation agreement? (Y or N) V. Additional Information Requi red for Construction Activities Only Project Start Date : Comp letion Date : Is the Storm Water Pollution Prevention Plan l.YJ 101lll10I0151 1013lll10151 Estimated Area to be 2 Q 2 7 I in compliance with State and/or Loca l y Disturbed (in Acres): I 1 1 • 1 1 1 sediment and erosion plans? (Y or N) VI. Certification : The certification statement in Box 1 applies to all applicants. The certification statement in Box 2 applies onlyto facilities applying for the Multi -Sector storm water general permit. BOX 1 ALL APPLICANTS BOX2 MULTI-SECTOR STORM WATER GENERAL PERMIT APPLICANTS ONLY: -- I certify under penalty of law that this document I certify under penalty of law that I have read and understand Part l.B . eligib ility requirements and all attachments were prepared under my for coverage under the Multi-Sector storm water general permit , including those requirem ents direction or supervision in accordance with a relating to the protection of species identified in Addendum H. system designed to assure that qua l ified To the best of my knowledge , the discharges covered under th is permit , and construct io n of personnel properly gather and evaluate the BMPs to control storm water run-off, are not likely to and will not likely adversely affe ct any information submitted . Based on my inquiry species identified in Addendum H of the Mu lti-Sector storm water general permit or are otherwi se of the person or persons who manage the e li gible for coverage due to previous au t horization under the Endangered Species Act. system, or those persons directly responsible To the best of my knowledge , I further certify that such discharges , and construction of BMPs for gathering the information , the information submitted is, to the best of my kno wl edge and to control storm water run-off, do not have an effect on properties listed or eligible for listing belief, true , accurate , and complete. I am on the Natio nal Register of Historic Places under the National Historic Preservation Act, or are aware that there are significant penalties for otherwise eligible for coverage due to a previous agreement under the National Historic submitting false i nformation , including the Preservation Act. possibili ty of fine and imprisonment for knowing I understand that continued coverage under the Multi-Sector general permit is contingent upon violations . maintaining eligibility as provided for in Part l.B . Prin tN nmtl 1Rohhi,e ,Rob,inson I I _l.__Ll I l l .....LJ__l l l 1 I \\:\\\l \ Oi11 Oi'1.1G1Sl Signature: ~~;. £L~~~--I, EPA Form 3510 -6 (8 -98) K,)th kco l l<Vtn,,lt Whi tt: .. Cfwimum H. 13. "Ralph " Ma r4ue ~. Commissimwr l.;nTy It So 1N.-H'd, C<1 ~n rnissio1wr Gk.rm Sh<mkk. Exi!cu lir¥c' Dir~~:to r T EXA S CO MM IS S IO N ON E NVTRON i\1E NTAL Q UALI TY Pro ltJ r..:/inJl Texas hp Rl'd;.,u:ing and f'reH:.1n.lin.g Po ilutlr:n October 13, 2005 Dear Applicant: Re: TPDES General Permit for Construction Storm Water Runoff Storm Water Notice of Intent Authorization Your Notice of Intent application for authorization under the general permit for discharge of storm water associated with construction activities has been received. Please refer to the attached certificate for the identification number that was assigned to your project/site and the effective date. Please use this number to reference this project/site for future communications with the Texas Commission on Environmental Quality (TCEQ). A Notice of Termination must be submitted when permit coverage is no longer needed . You may obtain a Notice of Termination form at the web site listed below. All authorizations that are active on September 1st of each year will be assessed an annual fee of $100.00. Tbe N9tice of Termination must be post marked for delivery to TCEQ on or before September 1 to avoid the annual fee assessment. The billing statement will be mailed to the Operator Jn January and payment must be made within 30 days to avoid late fees. It is the responsibility of the Operator to notify the TCEQ Storm Water Processing center of any change in address supplied on the original Notice of Intent. If you have any questions regarding coverage under this general permit or other technical issues , you may contact the storm water technical staff at (512) 239-4671. For questions related to processing you may contact the Storm 'water Processing Center by email at SWPERMIT@tceg .state .tx.us or by telephone at (512) 239-3700 . Also , you may .. obtain information on the storm water web site at www.tceg .st~te .tx .us . Sincerely, L'Oreal Stepney , Director Water Quality Division TEXAS COMMISSION ON ENVIRONMENTAL QUALITY Texas Pollutant Discharge Elimination System Storm Water Construction General Permit The Notice oflntent (NOi) for the facility listed below was received on June 10, 2005. The intent to discharge storm water associated with construction activity under the terms and conditions imposed by the Texas Pollutant Discharge Elimination System (TPDES) storm water construction general permit TXRl 50000 is acknowledged . Your facility 's TPDES construction storm water general permit number is: TXR15W257 Coverage Effective : June 19 , 2005 TCEQ 's storm water construction general permit requires certain storm water pollution prevention and control measures , possible monitoring and reporting, and periodic inspections . Among the conditions and requirements of this permit, you must have prepared and implemented a storm water pollution prevention plan (SWP3) that is tailored to your construction site. As a facility authorized to discharge under the storm water construction general permit, all terms and conditions must be complied with to maintain coverage and avoid possible penalties . PROJECT/SITE: ROBBIE ROBINSON WlLLIAMSGATE SUBDIVISION BRAZOS County 3228 ROCK PRAIRIE RD W COLLEGE STATION , TX 77845 OPERATOR : ROBBIE ROBINSON LTD 3314 WESTCHESTER AVE COLLEGE STATION , TX 77845 This permit expires on March 05 , 2008 , tinless otherwise amended. For additional information, see the TCEQ web site at www.tceq .state .tx.us, or contact the Storm Water Processing Team by telephone at (512) 239-3700 or e-mail at swpermit@tceq.state.tx.us. A copy of this document should be kept with your SWP3 . bP-os~ot \)(;;J.:J) 05 II'· \'5 DEVELOPMENT CONTRACT 1f?\{_ FOR SUBDIVISION PROPOSED FOR NON-STANDARD SERVICE BY WELLBORN SPECIAL UTILITY DISTRICT This contract is made on the Countersignature Date by and between ROBBIE ROBINSON, LTD . (the "Develope r"), a Texas limited partnership , and WELLBORN SPECIAL UTILITY DISTRICT (the "District"), a body politic duly organized under the constitution and laws of Texas . The initial addresses of the parties , which one party may change by giving written notice of its changed address to the other party , are as follows : District Stephen Cast , General Manager Wellborn Special Utility District P . 0 . Box 250 Wellborn , Texas 77881 PREAMBLE WITNESS ETH: Developer Robbie Robinson , LTD . 3800 State Hiway 6 South , # 100 College Station , TX 77845 WHEREAS , the Developer intends to develop a tract of land (the "Site") located w ithin the certificated area of the District); and WHEREAS, the Developer has been provided a copy of the District 's Subdivision Policy and Standard Specifications (the "Subdivision Policy"), adopted June 24 , 1998 , and a copy of District 's Rules Governing Water Service (the "Rules"), adopted August 18 , 1998 ; and as they may each have been amended . WHEREAS, in compliance with the provisions of the Rules , a contract is required between the District and the Developer to define the terms of service prior to construction of required service facilities and other terms and conditions to which the parties agree ; and WHEREAS, the subdivision to be developed on the Site (the "Development") is located within the District where no main water line is currently available to service the Development's water requirement requiring the construction of an off-site water line of a diameter size of Twelve (12") inches to be brought to the Development; and Page -1- WHEREAS, the District has agreed to cooperate with Developer to achieve the desired service of water to said Development subject to Developer's conformance with all requirements of the Subdivision Policy and Rules of the District. The District and Developer hereby agree to the terms and conditions of this Contract. This Contract consists of the following sections , which are hereby incorporated into this Contract by this reference for all purposes : TABLE OF CONTENTS Page No. PREAMBLE 1 TABLE OF CONTENTS 2. SIGNATURE PAGE 3. I. DEFINITIONS 4. II. DUTIES OF DEVELOPER 4. Ill. DUTIES OF DISTRICT 7. IV. TERM AND TERMINATION 8. V. MISCELLANEOUS 8. P age -2- IN WITNESS HEREOF, the District and the Developer have made and executed this Contract in multiple copies, each of which is an original. ROBBIE ROBINSON , LTD . By : Title : General Partner Page -3- Subdivis ion Policy. Rules. Standard Service . Plans Off-Site Main I. DEFINITIONS That policy adopted by the District on June 24 , 1998, and its amendments , if any , entitled "Subdivision Policy and Standa rd Specifications for Wellborn Special Utility District" That set of rules adopted by the District on August 18 , 1998, and amendments , if any , entitled "Rules Governing Water Service for Wellborn Special Utility District" Service on an existing pipel i ne or where service facility extensions are no t required and special design or engineering considerations are not necessary. (Typically, Standard Service i ncludes only 5/8" x 3.4" sized meter services set on existing pipelines .) See , Chapter 3 -Sections 3.2 and 3.3 and Chapter 4 of the "Rules". Plans and specifications for the construction and installation of the off-site main water line from a location in District's current system to the entrance of the Development. The off-site main water line to be constructed from a location in District's current system to the entrance of the Development. All other capitalized terms not defined in this Section I have those meanings ascribed to them elsewhere in the Contract. II. DUTIES OF DEVELOPER 2 .1 Except as otherwise provided herein , Developer shall pay to District all costs associated with the construction of the Off-Site Main a distance of approximately 3 ,000 linear feet to the entrance point of the Development. Such costs shall include in addition to the actual cost of construction and installation of a twelve (12") inch water line , all additional costs of professional services (acquisition of easements , engineering , surveying, legal and other), permit fees, administration, contingencies , and inspection of facilities for water service to the Development. The total amount of such costs shall be determined after receipt of competitive construction bids and shall be paid in cash by Developer to the District in advance and prior to the award of any construction contract. Any changes in the Plans after award that are documented by written change order and approved by District, the engineer and P age -4 - Developer may require adjustment in such costs which, if any , shall be adjusted and pa id or reimbursed upon approval of any such change order. Developer shall not , however, be responsible for additional costs of constructing an Off-Site Main with a d iameter greater than twelve (12) inches , which may be done at the election of the District. Developer may , at its election , howeve r terminate this agreement if in Developer's judgment the lowest responsible b id received is for an amount which exceeds an amount Developer is willing to pay , provided Developer makes full payment to District for all costs incurred by District for all such additional I costs of professional services (acquisition of easements , engineering, surveying , legal and other), permit fees , and administration . Written notice and payment of the amount due to District must be given to District within 5 calender days from the date the bids are opened stipulating that Developer elects to terminate this agreement and not to have the further financial obligation of funding the cost of the off-site line . In such event and upon making payment of the amounts due , all obligations unde r this agreement will cease as to both parties 2.2 Developer is responsible for all costs forthe design and construction and installation of water distribution lines within the Development. Dedicated public utility right-of- way easements in the Development shall be provided for all water lines for distribution to lots within the Development. An impact fee shall be paid by Developer or subsequent lot owner to the District (in addition to all other costs required) in the amount then being charged by the District and in accordance with the terms set forth in paragraph 3.1 . 2 .2.1 District approval of the Off-Site Main installation contractor is requi red prior to making an award of a construction contract to a contractor. Approval will not be unreasonably withheld , conditioned or delayed , and shall be based upon contractor's record of completing similar projects , experience either directly or indirectly which District may have had with such contractor, and general reputation for being responsible and financially able to complete the project in good and workmanlike manner. 2 .3 Developer shall acquire and pay the costs necessary to obtain private property easements required for the extension of water lines from District's present water service location to the Site. Such easements are be for the placement, serv ice and maintenance , repair, replacement and/or removal of an underground water line and have been granted in favor of Wellborn Special Utility District and upon the form approved by District for such easements . All such right of way easements and conveyances shall be researched , validated , and recorded by the District at the expense of the Developer. P age -5- 2.4 Developer shall convey and/or assigned all its right, title and interest (which it has acquired in its own name) in the easements and other property , if any , described in Section 2 .3 to District prior to award of any construction contract for the installation of the Off-Site Main . All lines constructed and la id within the easements/right-of-way shall be the property of District with no reserved nor res idual claim of any right by Developer to the ownership or control of such line or lines . 2 .4 .1 All water lines laid by Developer within the Development shall be within dedicated public util ity rights-of-way set out on the plat of the Development and after acceptance by District for its use in furnishing water for distribution through such lines shall thereafter be assigned to and become the property of District with no reserved nor residual claim of any right by Developer to the ownership or control of such line or lines. 2.4.2 Developer shall furnish to District evidence of full payment of all contractors , sub -contractors, laborers and materialmen performing work related to the design , construction and installation of water distribution lines within the Development , and transfer of ownership of such installations shall be free and clear of any liens or encumbrances whatsoever. 2.5 Developer stipulates and agrees that the water to be supplied by District to the Development is for domestic household use and fire protection . All lines constructed shall meet fire flow standards required by the City of College Station , Texas 2.6 DEVELOPER COVENANTS AND WARRANTS THAT IT WILL PROTECT, DEFEND, AND HOLD HARMLESS THE DISTRICT, ITS EMPLOYEES, OFFICERS, AND LEGAL REPRESENTATIVES (COLLECTIVELY, THE "DISTRICT") FROM ANY AND ALL THIRD PARTY CLAIMS, DEMAND, AND LIABILITY, INCLUDING DEFENSE COSTS, RELATING IN ANY WAY TO DAMAGES, CLAIMS, OR FINES ARISING BY REASON OF OR IN CONNECTION WITH DEVELOPER'S ACTUAL OR ALLEGED NEGLIGENCE OR OTHER ACTIONABLE PERFORMANCE OR OMISSION OF THE DEVELOPER IN CONNECTION WITH OR DURING THE PERFORMANCE OF THE DUTIES UNDER THIS CONTRACT. ALSO, DURING THE PERFORMANCE OF THE WORK AND UP TO A PERIOD OF ONE YEAR AFTER THE DATE OF FINAL ACCEPTANCE OF THE WORK, DEVELOPER FURTHER EXPRESSLY COVENANTS AND AGREES TO PROTECT, DEFEND, INDEMNIFY, AND HOLD HARMLESS THE DISTRICT FROM ALL CLAIMS , ALLEGATIONS, FINES, DEMANDS, AND DAMAGES RELATING IN ANYWAY TO THE ACTUAL OR ALLEGED JOINT AND/OR CONCURRENT NEGLIGENCE OF THE DISTRICT AND DEVELOPER, WHETHER DISTRICT IS IMMUNE FROM LIABILITY OR NOT. Page -6- IT IS THE EXPRESS INTENTION OF THE PARTIES HERETO THAT THE INDEMNITY PROVIDED HEREIN IS AN AGREEMENT BY THE DEVELOPER TO INDEMNIFY AND PROTECT THE DISTRICT FROM THE DISTRICT'S OWN NEGLIGENCE WHERE SAID NEGLIGENCE IS AN ALLEGED OR ACTUAL CONCURRING PROXIMATE CAUSE OF ANY ALLEGED THIRD-PARTY HARM. THE INDEMNITY PROVISION PROVIDED HEREIN SHALL HAVE NO APPLICATION TO ANY CLAIM OR DEMAND WHERE BODILY INJURY, DEATH, OR DAMAGE RESULTS ONLY FROM THE SOLE NEGLIGENCE OF THE DISTRICT UNMIXED WITH ANY FAULT OF THE DEVELOPER. 2 . 7 Developer shall comply with all terms , conditions and requirements of the District 's Subdivision Policy and its Rules and other specific notices given to sub-dividers of land seeking service from Wellborn Special Utility District. Ill. DUTIES OF DISTRICT 3 .1 District shall engage its engineer to des ign and prepare plans and specifications for the construction and installation of the Off-Site Main from a location in District's current system to the entrance of the Development. Such design shall include bidding alternates for a twelve (12) inch diameter line and any larger diameter line , as District elects, to accommodate future expansion . 3 .2 District shall utilize its standard competitive bidding process to seek the lowest responsible bid for construction and installation of the Off-Site Main extension. 3 .3 Provided Developer is not in default of this Contract , District will award a contract and provide all engineering , inspection and administrative services associated with the construction and installation of the Off-Site Main. 3.4 District shall supply water to the Development and retain and obligate the District's system capacity for a maximum of 82 meters to the Development. District agrees to hold such capacity for a period of five years from the date of this agreement during which period , Developer must have utilized at least 65% of the above number of meters or, failing to do so , the District will be relieved of any furthe r capacity commitment. If 65% of the number of meters are utilized during such five year period, then Developer shall be granted three additional years to either utilize or purchase the remaining number of meters or lose them . In consideration for the District's commitment of meter connections and capacity, Developer agrees that upon the sale of each lot to a purchaser, the sale will require the lot purchaser to pay Page -7- the cost of the District's impact fee (applicable at the time of the transaction), col lected at closing as an item on the closing statement for such sale , or if not possible for inclusion on such closing statement to be paid within 30 days from the date of closing . Failure to make such payments , as agreed , will release the District from its obligation to provide water to such lot. If the tota l number of maximum meters set forth above are to be allocated to a second , th ird , or subsequent phase or installment of the development, (in addition to the initial phase), then each phase or installment will establish an independent time line that begins when construction is complete or lots are available for sale for such phase or installment. The allocation of meters for each phase or installment are as follows : Initial Installment 33 meters ; Second Installment 3 / meters ; Third Installment / 8 District's commitment and obligation for system capacity shall , however , expi re and be no longer applicable to the Development after a total of eight (8) years from the sa le of the first lot , or the term of years set forth in the above schedule , whichever shall first occur. 3.5 Upon acceptance by District of all water lines constructed for the supply of water to the Site , including without limitation the Off-Site Main and d istribution lines within the Development, District shall assume full operation and maintenance responsibility , including the enforcement of warranties . Provided such water li nes substantially comply with the Plans , Rules and Subdivision Policy, and the requirements set forth by the City of College Station , Texas , District's acceptance of such water lines will not be unreasonably withheld , conditioned or delayed . 3.6 At the option of District, the Off-Site Main to the Development may be increased in size as deemed appropriate by District in its sole discretion . The added cost for the inc reased size of such line greater than twelve (12) inches in diameter shall be determined by obtaining a separate bid or alternate in the bidding document and the added cost for the increased size of line shall be borne by District. IV. TERM AND TERMINATION Either party may terminate its performance under this contract in the event of a default by the other party and a failure by that party to cure such default after receiving notice thereof, all as provided in this section . Default shall occur if a party fails to observe or perform any of its duties under this contract or the Subdivision Policy or Rules . Should such a default occur, the non -defaulting party may deliver a written notice to the defaulting party describing such default and the proposed date of termination . Such date may not be sooner than the 30 1h day following delivery of the notice . The non-defaulting party , at its P age -8- sole option, may extend the proposed date of termination to a later date . If prior to the proposed date of termination, the defaulting party cures such default , then the proposed termination shall be ineffective. If the defaulting party fails to cure the default prior to the proposed date of termination, then the non-defaulting party may terminate its performance under this contract as of such date . V. SPECIAL NOTICES TO DEVELOPER 5.1 Notice is hereby given that if the subdivision being developed or to be developed by you as a developer is one that is subject to storm water permitting, evidence of such permit and compliance with the provisions of the Endangered Species Act will be required prior to initiation of service of water to such subdivision. The District will not , however involve itself in the regulation of location of new subdivisions nor the determination of whether or not any such storm water permit is required , for which it has neither the authority nor the staff expertise to determine or attempt to regulate. For subdivisions not subject to storm water permitting , an affidavit signed by the project owner and/or consulting engineer that such subdivision is not so subject will be accepted by the District as conclusive. 5 .2 District is prohibited from extending water service to areas where wetland exist without verification that the proper U.S . Army Corps of Engineers, Section 404 permits have been obtained. 5 .3 District is prohibited from extending water service to all structures, houses, buildings or other improvements not existing , established and completed on or before September 21, 2004, located within the 100-year flood plain, as identified by the Federal Emergency Management Administration (FEMA) without the following: 1. On-site sewage disposal facilities shall be approved by the health authority for Brazos County; comply with local requirements for development within the 100-year flood plain, and comply with TCEQ regulations . Evidence that all required permits have been obtained with respect to sewage disposal should be demonstrated. 2. The floor elevation of the structure shall be a minimum of 1.0 feet above the established 100 year flood plain and flood insurance is available . 3. The District shall obtain an agreement from the Brazos County Flood Management Administrator that any request for water service shall include a review by Brazos County Flood Management Administrator and insure the development complies with the flood management plan as approved by FEMA. Page -9- VI. MISCELLANEOUS 6 .1 Independent Contractor. Developer is engaged as an independent contractor, and all of the services provided for herein shall be accomplished by Developer in such capacity. District shall have no control or supervisory powers as to the detailed manner or method of the Developer's performance of the subject matter of this contract. All personnel supplied or used by Developer shall be deemed employees or subcontractors of Developer and will not be considered employees, agents or subcontractors of District for any purpose whatsoever . Developer shall be solely responsible for the compensation of all such personnel , for the withholding of income, social security and other payroll taxes and for the coverage of worker's compensation benefits, if any. 6.2 . Force Majeure . "Force Majeure " includes, but is not lim ited to, acts of God , acts of the public enemy, acts or threats of terrorists, activity, war, blockades, insurrection , riots , epidemics, landslides, lightning, earthquakes, fires , storms , floods , washouts , tornadoes , hurricanes, strikes, labor disputes, arrests and restraints of government and people , explosions, and any other inabilities of either party to carry out its obligations under this contract, except strikes or labor disputes and breakage to machinery or equipment, whether similar to those enumerated or otherwise, and not within the control of the party claiming such inability , and which by the exercise of due diligence and care such party could not have avoided . If due to an event of Force Majeure , any party hereto is rendered unable , wholly or in part, to carry out its obligations under this contract, then such party shall give to the other party prompt written notice of the event of Force Majeure with reasonable full details concerning it ; thereupon the obligation of the party giving the notice , so far as they are affected by the event of Force Majeure, shall be suspended during , but no longer than , the continuance of the event of Force Majeure. The affected party shall use commercially reasonable efforts to remove the event of Force Majeure as quickly as possible , but this obligation shall not be deemed to require the settlement of any strike , lockout, or other labor difficulty contrary to the wishes of the party involved . 6.3 Severability. In the event any term , covenant or condition herein contained shall be held to be invalid by any court of competent jurisdiction, such invalidity shall not affect any other term , covenant or condition herein contained, provided that such invalidity does not materially prejudice either the Developer or District in their respective rights and obligations contained in the valid terms , covenants or conditions . P age -10- 6.4 Entire Agreement. This contract merges the prior negotiations and understandings of the parties hereto and embodies the entire agreement of the parties , and there are no other agreements , assurances , conditions , covenants (expressed or implied) or other terms with respect to the subject matter hereof, whether written or verbal , antecedent or contemporaneous with the execution hereof. 6 .5 Notices . All notices required or permitted hereunder shall be in wri t ing and shall be deemed delivered when actually received or , if earlier, on the third day following deposit in a United States Postal Service post office or receptacle with proper postage affixed (certified mail-return receipt requested) addressed to the respective other party at the address prescribed in the preamble of this contract or at such othe r address as the receiving party may have thereafter prescribed by not ice to the sending party. 6 .6 Time . Time is of the essence as to this contract. Unless otherwise specified , all references to "days" shall mean and refer to calendar days . Business days shall exclude all Saturdays , Sundays and federal legal holidays . In the event the date for performance of any obligation hereunder shall fall on a Saturday, Sunday or federal legal holiday, then that obligation shall be performable the next following regular business day. 6 . 7 Binding Effect. All covenants, agreements , warranties , and prov1s1ons of this contract shall be binding upon and inure to the benefit of the parties hereto and their respective heirs, executors , administrators , personal representatives , successors and permitted assigns . 6 .8 Controlling Law. This contract shall be governed by, construed and enforced in accordance with the laws of the State of Texas . The obligations hereunder are performable in Brazos County, Texas . 6 .9 Attorneys' Fees . Should either party employ an attorney or attorneys to enforce any of the terms and conditions hereof, or to protect any right , title or interest created or ev idenced hereby, or to recover damages for the breach of the terms and conditions hereof, the non-prevailing party in any action pursued in a court of competent jurisdiction shall pay to the prevailing party all reasonable costs , damages , and expenses , including attorneys' fees , expended or incurred by the prevailing party . 6.10 Interpretation. This contract is not to be construed more or less favorably between the parties by reason of authorship or origin of language . Page -11- NO FURTHER PROVISIONS APPLY Page -12- Ckr CITY OF COLLEGE S°l'ATI ON Plann ing d-Dewlcpmmt &rvice1 SITE LEGAL DESCRIPTION: DEVELOPMENT PERMIT PERMIT NO. 05-01 FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE ADDRESS: Williamsgate Subdivision 20.27 acres 3110 Rock Prairie Road DRAINAGE BASIN: ..... DATE OF ISSUE: February 21, 2005 OWNER: Robbie Robinson 3800 State Hwy 6 South, #100 College Station, Texas 77845 Alum Creek VALID FOR 3 MONTHS CONTRACTOR: TYPE OF DEVELOPMENT: Clearing and Grading Permit SPECIAL CONDITIONS: 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 proh ibited . 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 eros ion, 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. Date Owner/ Agent/Contractor Date ~ ..t-------.; CITY OF COLLEGE STATION *** CUSTOMER RECEIPT 111 Oper: GLSOUTH Type: CT Drawer: 1 Date: 1/04/05 00 Receipt no: 101757 Description Quantity A1ount 2005 100001 PL ~tANNING AND ZONING 1. 00 $200. 00 ROBBIE ROBINSON DEVLOP PERMIT FEE GS CK# 4010 Tender detail CK PERSONAL Total tendered Total payment Trans date: THANK YOU 4010 $200. 00 $200.00 $200.00 1/04/05 Ti1e: 16:27:23 ACCOUNT NO . ___ :....__ _____ --:---------- CITY OF COLLEGE STATION $ -:1vo ( ){) /-t.f RECEIVED OF tv\, \') Cb FOR Lt) I 1 l ! (' I ! I Jrl [CC L , -..:.. -j l i u THANK YOU ... 498 512 .. ~l,s- I''-•- 41~, CrT Y OF Cou .. EGE ST ATION Pim mi n,f: c· l.>r arfn1111w11 s,,.,,;,Y!j DEVELOPMENT PERMIT ..... ~~~-~---~--------~~ ·--~~--~------~~-----·~~~~~~~~~--.. MINIMUM SUBMITTAL REQUIREMENTS $2 00 .0 0 developrn ent permit foe. Drainage and erosion con tr ol plan , witl1 s upporting Drain age Report two (2 ) C<Jpies each Notice of Intent ( N .. 0 .1.) if disturbed a re a I s greater than 5 acres Date of *Required Preapplication Confere nce:_~--- •(Req ui r cd for areas of special ll ood haz ard ) L EGA L DE S CR IP T ION ___ 'J_;_LJ.1 '0..MSjo..i.-e.__S_~isJ_b.n_ W _:_"? ~~ APPLICANT'S INFORl\lAil ON (Prim ary Contact for t he Projn c:t): Name_L_ee. Ada.ms -tt1_G__ E-M8 il _____ ~~~~.wr11_ S tree t A ddres s Z 5SJ~_/iy_e,_,_~l}... __ S_f_e_._A . ____________ . __ City -~J~e S tt>. t~----S tat e __]£,.1(~.5____ Z ip Cod e _ 7 7 <t10 P hone Number _f_17!1_)._.,E -fJ 3 §:1.. Fa x Number _(tzJ) t:? 3 -'/2 i3 PROPERlY OWNER'S IN F:ORMATION : Name. Rob b!e _R.iibilt.5.Q.D._________ E .. fv1ail ___ . Str oa\ A ddfQS S ~Q--'3:ia.'3e..~,_fp _____ So.,._t{,,_-J-::1£LaQ City .-W:Je. S f13,../:liz.~-----State Te.-,ca.S _____ Z ip Code 7 7$ ~5 t-'hOne Number _{J__79) (,']'6-G-'3."} Fox Numbor-1JJ1) 61fi.:::_K{}-.:...L._.2.__ __ _ ARCHITEC T OR ENG INEER 'S IN FORM A T ION : Name M \JG -H Krllcif14l~ep.~..f2!"..rwp E-."1 a ll __ .fil_~ c..S fx(Ci) ya.ho..Q..,_C!2!:1:1_ Street Add r es~ -~L __ "l£2<.rAS .. .AJ1e . 5ou.lh __ _s_fg. A _ -----·-- City Co 1 l~ ~ S [ea,.f, ·_QI/\ . St<1t e __ liL!_a.. $ ____ Zip Code -7.2HQ"""--- Phone Nu m b~r {Jzci) 61_3~-~J.S..J_____ Fax Number -fJ.z'1) 623-~.£zt/3. __ _ Ap plicati on is hereby rnade for th e fo ll owing development spec ifi c s ite/waterway alterations: .... 1.J(J.e._p -~f3.tecJ_-5J.1~-11'-s-___n.ti_t__ LecJd _.w.JJ.b.i~~e F Erl 4 \:b.d_;L/o.ti:L. ACKNOWLEDGMENTS: I. __ ,({)~/owner , hereby acknowl edgo or affirm that: Th e i11for matio n and conc lu sions contain Gd in the above pl a ns arid su ppo rting documen t5 comply with the cu rr ent re quirP mcnts of the C ity of College Stat ion. Texa.s C ity Corle , Chzpler ~ 3 and its associa ted Dra in ag e Pol icy 8nd Oe;;lgn Standar c.Js . ~aL~<l Pr oporty Ow ne r(s) 6/13 102 1 of 2 THIS FORM REPLACES PREVIOUS FORM 3510-6 (8-92) Form Approved . OMB No. 2040 -008 6 See Reverse for Instructions Approval expires 8-31 -98 &EPA United States Environmental Protection Agency NP DES Washington, DC 20460 FORM Notice of Intent (NOi) for Storm Water Discharges Associated with Industrial Activity Under a NPDES Permit Submission of this Notice of Intent co nstitutes notice that the party identified in Section II of this form intends to be authorized by a NPDES permit issued for storm water discharges associated with industrial activity in the State identified in Section Ill of this form. Becoming a permittee obligates such discharger to comply with th e terms and conditions of the permit ALL NECESSARY INFORMATION MUST BE PROVIDED ON THIS FORM . I. Permit Selection : You must indicate the NPDES Storm Water general permit under wh ich you are applying for coverage. Check one of these . Baselin e D Baseline 0 Multi -Sector o Industrial Construction (Group Permit) IL Facility Operator Information Name : 1Rabbi1e 1Rob,in,son, I I I I I I I I I I I I I I Phone :l 9 :Z1916i916l616i3191 Address : 131810101 1Sit,a,te, HWQ[1 161 Souith,i I .#,1,0,0, I I I I Status of lfil Owner/Operator: City : 1Cal,l,e,ge ,S,tat,ion, I I I I I I I State:~ ZIP Code : 171 7 18 14 15 1 -1 I I I I Ill. Faci lity/Site Location Information Name : 1WiJ,liams,gate, bd' .. Su ,1 iV,l s ,1 on, I I I I I I Is the facility located on IN I Indian Lands? (Y or N) Address : 131212181 ,Raqk, ,P,r a,i,r,i,e, Road, ;we,s,t, I I I I I City: 1CoJ,lege, Station. I I I I I I I I State : l1USi ZIPCode:l7,7i8,4S1 -, I I I I Latitude : iN31 OiD3,4i Longitude :IW1916ID1ll81' lauarter:l..i_Jsection:Li_J Township :! I I I I Range :I I I I I IV. Site Activity Information MS4 Operator Name : IN /A I I I I I I I I I I I I I I I I I I I I I I I I I I I I Receiving Water Body : 1Cart er1 ,Creek1 I I I I I I I I I I I I If you are filing as a co-permittee , I I Multi-Sector Permit A1212licants Onl~t: enter storm water general permit number: I I I I I I I I Based on the Instructions provided in Addendum H of the SIC or Designated Primary : 131 Si 31 lJ Multi-Sector permit, are species identified in Addendum H Activity Code : 2nd: I I I I I in proximity to the storm water discharges to be covered D under this permit, or the areas of BMP construction to Is the facility required to submit monitoring data? (1 , 2, 3, or 4) 0 control those storm water discharges? (Y or N) Will construction (land disturbing activities) be conducted D If You Have Another Existing NPDES I I for storm water controls? (Y or N) Permit, Enter Permit Num ber: I I I I I I I I Is applicant subject to and in compliance wi th a written D historic preservation agreement? (Y or N) V. Additional Information Required for Construction Activities Only Project Start Date : Completion Date : Is the Storm Water Pollution Prevention Plan IYJ 10,l1l1010i51 10131Ll10i51 Estimated Area to be 2 O 2 7 I in compliance with State and/or Local y Disturbed (in Acres): I 1 1 • 1 1 1 sediment and erosion plans? (Y or N) VI. Certification : The certification statement in Box 1 applies to all applicants . The certification statement in Box 2 applies 2!!]Yto facilities applying for the Multi-Sector storm water general permit. BOX 1 ALL APPLICANTS BOX2 MULTI-SECTOR STORM WATER GENERAL PERMIT APPLICANTS ONLY: -- I certify under penalty of law that this document I certify under penalty of law that I have read and understand Part LB . eligibility requirements and all attachments were prepared under my for coverage under the Multi-Sector storm water general permit , including those requirements direction or supervision in accordance with a relating to the protection of species ide ntified in Addendum H . system designed to assure that qualified To the best of my knowledge, the discharges covered under this permit , and construction of personnel properly gather and evaluate the BMPs to control storm water run-off, are not likely to and will not likely adversely affect any information submitted. Based on my inquiry species identified in Addendum H of the Multi-Sector storm water general permit or are otherwise of the person or persons who manage the eligible for coverage due to prev io us authorization under the Endangered Species Act. system , or those persons directly responsible for gathering the information , the information To the best of my knowledge , I further certify that such discharges , and construction of BMPs submitted is , to the best of my knowledge and to control storm water run-off, do not have an effect on properties listed or eligible for listing belief, true , accurate , and complete. lam on the National Register of Historic Places under the National Historic Preservation Act, or are aware that there are significant penalties for otherwise eligible for coverage due to a prev ious agreement under the National Historic submitting false info rmatio n , including the Preservation Act. possibility of fine and imprisonment for knowing I understand that continued coverage under the Multi-Sector general permit is contingent upon violations . maintaining eligibility as provided for in Part LB. Print Name : 1Rnhhi,e ,Rob,inson, I I I I I I I I I I I I I I I Date : I 011J 01410151 Signature: If~ 5~,;, /[_ (,·A.--j~ / EPA Form 3510 -6 (8 -98)