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65 Development Permit 626 The Engineering Center
Drainage Report FOR E'NGINEERING CENTER VICINITY MAP NTS November, 1998 ofO~ ~\)\~""'€, ri: \(', ~ 0~'?\~ B~ Prepared By: V ). ~ \~ Mcaure Engineering, Inc. \ ~f' r- 172 2 Broadmoor Drive, Suite 210 :c.V"v.-_C:., ~ Bryan , Texas 77802 cO"-v. ~ ~ (409) 776 -6700 ~' • I I • McCLURE ENGINEERING, INC.------- January 6, 1999 Mr. Jeff Tondre, Graduate Engineer Development Services Department CITY OF COLLEGE STATION P.O. Box 9960 College Station, Texas 77842 RE: Drainage Report for The Engineering Center Response to comments dated 12/9/98 Dear Jeff: The following are responses to the three comments on the Drainage Report for The Engineering Center: 1. A five minute time of concentration was used because we feel that it is an appropriate minimum time of concentration for the size of pond and drainage area in this secondary drainage system. The actual time of concentration for the existing conditions drainage area is 3 .2 minutes and the greatest time of concentration for any of the developed drainage areas is 1. 9 minutes. Therefore , using a minimum time of concentration of five minutes is conservative when compared to the actual time of concentrations. To use a time of concentration of ten minutes would add an additional factor of safety that we feel is not warranted. In Section IIl.B .3.C. of the Drainage Policy and Design Standards Manual, it states that the selection of the time of concentration, "need not be taken as being less than 10 minutes". We feel that the intent of this language is to allow lower values of time-of-concentration when justified. The design manual is very definite in its use of the word "shall" in selecting velocities of flow from Table II-2. This variable selection, coupled with the given travel lengths will produce the "actual" times of concentration for the drainage area. For small drainage areas, like those in this project, the computed time of concentration is often below 5 minutes. Nonetheless, we have evaluated the effects of using a minimum 10 minute time of concentration on this project's detention facility . The Rational Formula calculations have been amended in E xhibit "C-1" and the required storage volume has been taken as the difference in area between the pre and post-development hydrographs. The results are tabulated as follows: 1722 Broadmoor , Suite 210 • Bryan, Texas 77802 • (409) 776-6700 • FAX (409) 776-6699 The Engineering Center Drainage Report Mr. Jeff Tondre January 6 , 1999 S T O RM Q-PRE EVENT Q 5 2.2 QI O 2.5 Q 25 2 .9 Q 50 3.2 QlOO 3 .7 Page 2 Q-POST REQUIRED STO RAGE (cu. ft.) 3.8 1440 4.3 1620 4 .9 1800 5.6 2160 6.3 2340 The pond as designed provides 1830 cu. ft. of storage, therefore, accommodating the 25-year storm event when calculated using a 10 minute minimum time of concentration. 2 . The parking lot was designed so that when the pond reaches the maximum elevation, the water will back out of the pond and flow through the parking lot entrance into the curb line. A spillway is not required. 3 . The effects to the property east of the site will be minimized by the development . All water from the site will either be conveyed into the detention facility or discharged into the Woodcreek Drive curb line . The grading plan for the site shows that in the eastern comer of the site, storm water will be conveyed through a curb cut in the driveway and conveyed by earthen channel and s idewalk to Woodcreek Drive. Should you have further questions or require additional information, please advise. Very truly yours, v; -<;-d-__ Michael R. McClure, P.E., R.P.L.S. President MRM/mlm Drainage Re port FOR ENGINEERING CENTER VICINITY MAP NTS November, 1998 Prepared By: McClure Engineering, Inc. 1722 Broadmoor Drive, Suite 210 Bryan, Texas 77802 ( 409) 776 -6700 CERTIFICATION I, Michael R. McClure , Registered Professional Engineer No . 32740, State of Texas , certify that this report for the drainage design for THE ENGINEERING CENTER, Lot 1, Block 1, CORNERSTONE COMMERCIAL, SECTION ONE, was prepared by me in accordance with the provisions of the City of Bryan Drainage Policy and Design Standards for the OWJlers thereof DRAINAGE REPORT THE ENGINEERING CENTER el R. McClure, P.E. # 32740 _ ......... ,,,,~, --'\E. OF .,.~ \' -.. \'-••••••• .. J... • ,., .. * .. .,..., . ,,, 0 •• •• , .. , • Ill' .• •.v· I '* .. .. * .• i!*: ... ~ i .. M.1c·H·,;:E'L.Fi.'M'~ci:uRE··~ l••••••••••••••••••••••••••••c••••••;t l.~.. 32740 t ~~ l',i··.~~ ()l/;f I f.,~···.ftlSTE'i\<:;.•;;f .# '\ .s's •••••••• ~v""' \\.,?ONAL ~-..,#" '"~~- TABLE OF CONTENTS ENGINEERING CENTER INTRODUCTION GENERAL LOCATION AND DESCRIPTION PRIMARY & SECONDARY DRAINAGE BASIN DESCRIPTION DRAINAGE DESIGN CRITERIA STORM DRAIN FACILITY DESIGN DETENTION FACILITY DESIGN CONCLUSION TABLE OF EXHIBITS EXCERPT FROM FLOOD INSURANCE RATE MAP EXISTING CONDITION DRAINAGE AREA MAP PROPOSED CONDITION DRAINAGE AREA MAP RATIONAL FORMULA DRAINAGE AREA CALCULATIONS INLET COMPUTATIONS FLUME SIZE CALCULATIONS PROPOSED DETENTION POND ROUTING HYDROGRAPHS ST AGE-STORAGE/ST AGE DISCHARGE TABLE DRAINAGE REPORT ENGINEERING CENTER 1 1 2 2 2 2 3 "A" "B-1" "B-2" "C-1" "C-2" "C-3" "D-1" "D-2" "D-3" ll DRAINAGE REPORT EGINEERING CENTER INTRODUCTION: The purpose of this report is to study potential drainage effects from the proposed Engineering Center in College Station. Results from the analysis of existing conditions and proposed improvements are provided to show that the final design accomplishes the objectives o f the City o f College Station Drainage Policy and Design Standards (DPDS) by controlling runoff from this site. GENERAL LOCATION AND DESCRIPTION: The 0.6 acre site is located on a platted tract located near the intersection of Woodcreek Drive and Highway 6 Frontage Road in southeast College Station. The property is platted as Lot 1, Block One of the Amending Plat of Cornerstone Commercial Section One. Bordering the site is Woodcreek Section 4 to the north and an undeveloped tract to the east and south. The property fronts Woodcreek Drive to the west. The site is mostly open with an average slope of 5.0%. The drainage of the site is towards the north with the runoff exiting into the curbline of Woodcreek Drive. An existing building and parking area located on the lot will be removed. No extension of public roadways or storm drains is anticipated for this project. This property is not located in a 100-Year Flood Hazard Area according to the Flood Insurance Rate Maps for Brazos County, Texas and Incorporated Areas, Map No. 48041C2 05 C effective July 2, 1992 as prepared by the Federal Emergency Management Agency (See Exhibit "A "). DRAINAGE REPORT E NGINEERING CENTER PRIMARY & SECONDARY DRAINAGE BASIN DESCRIPTION: The primary drainage basin for the site is Carters Creek. The secondary drainage basin is Foxfire Tributary. Currently, runoff from the site discharges into the curbline of Woodcreek Drive which conveys the water by curb and gutter and storm drain into Foxfire Tributary. DRAINAGE DESIGN CRITERIA: The proposed drainage system is designed in accordance with the City of College Station DPDS. The design storm is a 10-year event and flow calculations are based on the Rational Method. Pipe sizes were determined from Manning's Equation using an "n" of 0.014. Required storage volume for the detention pond was developed using a triangular hydrograph (base= 3* Tc). The pre-development area used for the study is the present day condition as depicted in Exhibit "B-1 ". Exhibit "B-2" shows the proposed development and the location of the proposed detention facility. STORM DRAIN FACILITY DESIGN: Storm water from the proposed development will be captured in the curbs and gutters of the Engineering Center parking lot and from roof drains of the Engineering Center and conveyed to the detention facility. Exhibit "C-1" provides the calculations for the drainage areas shown in Exhibit "B- 2". DETENTION FACILITY DESIGN: A small detention facility will be constructed along Woodcreek Drive. The proposed facility will have a single 4" outlet that will discharge into the Woodcreek Drive curb line. The detention DRAINAGE REPORT ENGINEERING CENTER 2 facility outlet elevation is 307.00'. The detention facility will be constructed with earthen berms. The top of berm elevation will be 309.50'. The 100 year event will back out of the pond and flow through the parking lot entrance into the curb line. Exhibits "D-1" and "D-2" show the routings and hydrographs for the various design storms. The following summary tables show the pre-development and post-development flows at the study point. Stud y P oin t (Outlet of Detention Pon d) Design Event Pre-Development Post-Development Water Surface Elev. Q s= 3 cfs 2 cfs 309.01 QIO= 3 cfs 2 cfs 309.13 Q25= 4 cfs 2 cfs 309.29 Qso= 4 cfs 3 cfs 309.46 Q100= 5 cfs 3 cfs 309.59 Top of Berm= 309.50' As required, post-development runoff rates from all design storms (5 , 25 , 50 and 100-year) are equal to corresponding pre-development runoff rates. The proposed design for the Engineering Center conveys storm water from the detention facility to the curbline of Woodcreek Drive. CONCLUSION: For all of the design events, the post-development runoff does not exceed the pre- development runoff. The 100-year event is discharged in the detention pond and released into the public right of way. The drainage design for this site meets the requirements as stated in the City of College Station Drainage Policy and Design Standards. DRAINAGE REPORT ENGINEERING CENTER 3 ~ ~ , Draw ou nty ~ nincorporated Arca 481195 ZONE X I ity of ollege 480083 tat ion . July 2 . 1992 I Effective Date. 0 ~ ~ c 0 a::: UJ ..J ..J <( ~ a. <( u. UJ 0 i== .... c (!) a::: ..J z <( z <( <( UJ z UJ () 5 ::c > UJ ~ z ..J c ..J a::: .... ~ <( ~~ c;; UJ <( UJ (!) .... > .... >z 0 z a::: UJ <( 0 c .... ::::> <( a::: a. .... o~ NO. AC. 0.4 0.55 0.9 ft. EX 0.63 0.55 0.00 0.08 0.29 295.0 1 0.34 0.17 0.00 0.17 0.22 105.0 2 0.16 0.02 0.00 0.14 0.13 1.0 3 0.26 0.17 0.00 0.09 0.15 80.0 ALL 0.76 0.36 0.00 0.40 0.50 105.0 SUPPLEMENTAL CALCULATIONS 1&2 0.50 Ex. 0.29 EXHIBIT C-1 Rational Formula Drainage Area Calculations Engineering Center ~ 0 ~ ~ ..J u. 0 0 c ..J ..J z u. u. ~ 5 a::: ::c a::: u u u UJ .... UJ .... .... a::: ..J ~ (!) ~ ..J 0 ~ UJ ..J ::::> z ::::> ..J ..J UJ > <( UJ ca Cl) a It) 0 u. (!) ~ (!) ~ > () ::::> £::! !!::? a ft. ft. ft. fUs min min In/Hr cfs In/Hr cfs 14.0 1.0 1.0 1.5 3.2 5.0 8.22 2.4 9.9 2.9 3.0 120.0 6.0 2.0 1.9 5.0 8.22 1.8 9.9 2.2 1.0 160.0 1.6 2.0 1.3 5.0 8.22 1.1 9.9 1.3 4.0 60.0 3.0 2.2 1.1 5.0 8.22 1.2 9.9 1.5 3.0 120.0 6.0 2.0 1.9 5.0 8.22 4.1 9.9 5.0 10 7.68 3.8 10 7.68 2.2 0 It) 0 ..... It) N !: a £::! a In/Hr cfs In/Hr cfs 11.0 3.2 12.5 3.7 11.0 2.4 12.5 2.8 11.0 1.5 12.5 1. 7 11.0 1.6 12.5 1.9 11.0 5.5 12.5 6.3 8.62 4.3 9.85 4.9 8.62 2.5 9.85 2.9 0 !!::? In/Hr 14.1 14.1 14.1 14.1 14.1 11.16 11.16 0 0 0 0 It) 0 ..... a !: a cfs In/Hr cfs 4.1 15.8 4.6 3.1 15.8 3.5 1.9 15.8 2.1 2.1 15.8 2.4 7.1 15.8 8.0 5.6 12.60 6.3 3.2 12.60 3.7 1/6/1999 9819-dra.xls Exhibit C-1 <O m co x _... ::T <O _... -· I .--lo. rr a. ..._ ~ Ol ~ () . ..._ I ~ (0 NU> CO - z ;i:.. tv :i::.. 0 0 tv :i::.. tv 00 !:'.:> ....... ~ - tv :i::.. (/) -p.. t""' 0 ~ '"" 0 s · -2: Cl> - ....... °' 'D ....... :i::.. +:>. tv 0 n ~ n ~ ("') = = ., O' .... = = ;" - = n C'l ~ ., ~ -"' ft> .J:l .... I = = ;" -"' .J:l I = DRAINAGE AREA NO. Overflow Drainage Area Drainage area Q Q Carry Over Total Q at Inlet Street Width Required Street Slope(%) Inlet No. Total Q at Inlet ~ ~ rJJ ("'.) ~ ~ ~ ,.... 0 'Z CAP. Per L.F. L. Reqd. L. Provided Q Carry Over Ponded Depth CAP. Per S.F . Area Required A rea Provided z mr :J m cc ~ m :J (") >< (I) 0 :c (I) =--5· :u ~ (Q c ~ (") ~ (") (I) l> I :J ~ N S" 0 .., z CJ) e < 0 E--;.. u 0 z ~ -~ ~ 00 E--~ < = ~ E--.~ ~ 0 0 ..,, ~ (J <l.l E--E--E--~ # # Ac. mi n yr EXHIBIT C-3 FLUME SIZE CALCULATIONS Engineering Center = .~ = « ..,, <l.l Oil <l.l « ~ ·;;; e <l.l <l.l c. "O ~ = 0 <l.l ~ 00 -"O ..,, <l.l = = = -~ .~ ...... ..,, « "O ~ .=. ~ ~ -~ (J = 0 "O 0 0 ·c ~ ~ ~ <~ ~ cfs c fs cfs % " ~ ~ 00 1 Pond 0.2 5.0 10 2.4 2.4 2.4 0.04 F lu m e *Inclu des 25% Flow Increase for p ipe sizes <27" d ia . -See Plan & Profile for p ipe slope used (P ipe slope >or= Friction s lope) <l.l e = ~ E-- c..? 'i> ~ z > ~ ~ ~ ;.. ~ E-- f ps ' min 1.2 10 0.14 "O E--= = = ~ E--c..? @) 9 ~ ~ u ~ E-i mi n ' ' 5.14 4 0 .5 11/30/98 9819-d ra.xls Exhib it C-3 D.A.# D.A. # D.A.# "" .r. (J Q. w .. ~ z iii i5 ::;: >-0 J: ..-N t> Qp 2.2 1.3 Tc 5.0 5.0 inc 0.5 2.0 Time cfs cfs 0.0 0.0 0.0 0.0 0.5 0.2 0.1 0.4 1.0 0.4 0.3 0.7 1.5 0.7 0.4 1.1 2.0 0.9 0.5 1.4 2.5 1.1 0.7 1.8 3.0 1.3 0.8 2.1 3.5 1.5 0.9 2.5 4.0 1.7 1.1 2.8 4.5 2.0 1.2 3.2 5.0 2.2 1.3 3.5 5.5 2.1 1.3 3.3 6.0 2.0 1.2 3.2 6.5 1.9 1.1 3.0 7.0 1.7 1.1 2.8 7.5 1.6 1.0 2.6 8.0 1.5 0.9 2.5 8.5 1.4 0.9 2.3 9.0 1.3 0.8 2.1 9.5 1.2 0.7 1.9 10.0 1.1 0.7 1.8 10.5 1.0 0.6 1.6 11.0 0.9 0.5 1.4 11.5 0.8 0.5 1.2 12.0 0.7 0.4 1.1 12.5 0.5 0.3 0.9 13.0 0.4 0.3 0.7 13.5 0.3 0.2 0.5 14.0 0.2 0.1 0.4 14.5 0.1 0.1 0.2 15.0 0.0 0.0 0.0 15.5 0.0 0.0 0.0 16.0 0.0 0.0 0.0 16.5 0.0 0.0 0.0 17.0 0.0 0.0 0.0 17.5 0.0 0.0 0.0 18.0 0.0 0.0 0.0 18.5 0.0 0.0 0.0 19.0 0.0 0.0 0.0 19.5 0.0 0.0 0.0 20.0 0.0 0.0 0.0 20.5 0.0 0.0 0.0 21.0 0.0 0.0 0.0 21.5 0.0 0.0 0.0 22.0 0.0 00 0.0 22.5 0.0 0.0 0.0 23.0 0.0 0.0 0.0 23.5 0.0 0.0 0.0 24.0 0.0 0.0 0.0 24.5 0.0 0.0 0.0 25.0 0.0 0.0 0.0 PEAK FLOWS 2 1 4 0.00 indicates inital condition EXHIBIT "D-1" PROPOSED DETENTION POND ROUTING Engineering Center Pond Routino EVENT= 5 D.A. # c: a t. c: c: :E 0 + a "O ~ .!. + c: :E + c: > + c: ~ .,, c: 0 .!! c: N a Q. w .., 1.5 5.0 cfs cfs cfs cfs ft cfs 0.35 0.00 0.00 0.00 307.00 0.0 1.05 0.33 0.35 0.01 307.02 0.1 1.75 1.29 1.38 0.05 307.09 0.3 2.45 2.84 3.04 0.10 307.20 0.4 3.15 4.94 5.29 0.17 307.36 0.6 3.85 7.56 8.09 0.27 307.54 0.7 4.55 10.66 11.41 0.38 307.77 0.9 5.25 14.23 15.22 0.49 308.01 1.0 5.95 18.48 19.49 0.51 308.07 1.2 6.66 23.39 24.43 0.52 308.16 1.3 6.83 28.96 30.04 0.54 308.25 1.5 6.48 34.67 35.79 0.56 308.34 1.4 6.13 40.00 41.15 0.58 308.43 1.3 5.78 44.94 46.13 0.59 308.51 1.2 5.43 49.50 50.72 0.61 308.58 1.2 5.08 53.69 54.93 0.62 308.65 1.1 4.73 57.49 58.77 0.64 308.72 1.0 4.38 60.93 62.22 0.65 308.77 1.0 4.03 63.99 65.31 0.66 308.82 0.9 3.68 66.69 68.02 0.67 308.87 0.8 3.33 69.02 70.37 0.67 308.90 0.7 2.98 70.99 72.35 0.68 308.94 0.7 2.63 72.59 73.96 0.69 308.96 0.6 2.28 73.84 75.22 0.69 308.98 0.5 1.93 74.73 76.12 0.69 309.00 0.4 1.58 75.27 76.66 0.69 309.00 0.4 1.23 75.46 76.84 0.69 309.01 0.3 0.88 75.29 76.68 0.69 309.01 0.2 0.53 74.78 76.17 0.69 309.00 0.1 0.18 73.93 75.31 0.69 308.99 0.1 0.00 72.73 74.10 0.69 308.97 0.0 0.00 71.37 72.73 0.68 308.94 0.0 0.00 70.01 71.37 0.68 308.92 0.0 0.00 68.67 70.01 0.67 308.90 0.0 0.00 67.33 68.67 0.67 308.88 0.0 0.00 66.00 67.33 0.66 308.86 0.0 0.00 64.68 66.00 0.66 308.83 0.0 0.00 63.37 64.68 0.66 308.81 0.0 0.00 62.07 63.37 0.65 308.79 0.0 0.00 60.78 62.07 0.65 308.77 0.0 0.00 59.49 60.78 0.64 308.75 0.0 0.00 58.22 59.49 0.64 308.73 0.0 0.00 56.95 58.22 0.63 308.71 0.0 0.00 55.69 56.95 0.63 308.69 0.0 0.00 54.44 55.69 0.63 308.67 0.0 0.00 53.20 54.44 0.62 308.64 0.0 0.00 51.96 53.20 0.62 308.62 0.0 0.00 50.74 51.96 0.61 308.60 0.0 0.00 49.52 50.74 0.61 308.58 0.0 0.00 48.31 49.52 0.60 308.56 0.0 0.00 47.11 48.31 0.60 308.55 0.0 1 309.01 1 (J w .,, ...J 0 <( Q. I-0 0 0:: '°" Q. cfs 0.00 0.16 0.34 0.54 0.76 1.00 1.26 1.52 1.68 1.84 2.01 1.95 1.90 1.84 1.78 1.72 1.66 1.60 1.54 1.47 1.41 1.34 1.27 1.20 1.13 1.06 0.99 0.91 0.84 0.76 0.69 0.68 0.68 0.67 0.67 0.66 0.66 0.66 0.65 0.65 0.64 0.64 0.63 0.63 0.63 0.62 0.62 0.61 0.61 0.60 0.60 2 D.A. # x w 2.9 5.0 cfs 0.0 0.3 0.6 0.9 1.2 1.4 1.7 2.0 2.3 2.6 2.9 2.7 2.6 2.4 2.3 2.2 2.0 1.9 1.7 1.6 1.4 1.3 1.2 1.0 0.9 0.7 0.6 0.4 0.3 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3 9819-dra.xls Exhibit D-1 Cl ...J ~ <( I-I-~ g~ cfs 0.00 0.29 0.58 0.86 1.15 1.44 1.73 2.02 2.31 2.59 2.88 2.74 2.59 2.45 2.31 2.16 2.02 1.87 1.73 1.59 1.44 1.30 1.15 1.01 0.86 0.72 0.58 0.43 0.29 0.14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 D.A. # D.A. # D.A. # 'll: .s::. Cl a. w ~ z O> iii 0 .t; :;: >-0 I ..... N (.) Qp 2.4 1.5 Tc 5.0 5.0 inc 0.5 2.0 Time cfs cfs 0.0 0.0 0.0 0.0 0.5 0.2 0.1 0.4 1.0 0.5 0.3 0.8 1.5 0.7 0.4 1.2 2.0 1.0 0.6 1.6 2.5 1.2 0.7 2.0 3.0 1.5 0.9 2.3 3.5 1.7 1.0 2.7 4.0 1.9 1.2 3.1 4.5 2.2 1.3 3.5 5.0 2.4 1.5 3.9 5.5 2.3 1.4 3.7 6.0 2.2 1.3 3.5 6.5 2.1 1.3 3.3 7.0 1.9 1.2 3.1 7.5 1.8 1.1 2.9 8.0 1.7 1.0 2.7 8.5 1.6 1.0 2.5 9.0 1.5 0.9 2.3 9.5 1.3 0.8 2.1 10.0 1.2 0.7 2.0 10.5 1.1 0.7 1.8 11.0 1.0 0.6 1.6 11.5 0.9 0.5 1.4 12.0 0.7 0.4 1.2 12.5 0.6 0.4 1.0 13.0 0.5 0.3 0.8 13.5 0.4 0.2 0.6 14.0 0.2 0.1 0.4 14.5 0.1 0.1 0.2 15.0 0.0 0.0 0.0 15.5 0.0 0.0 0.0 16.0 0.0 0.0 0.0 16.5 0.0 0.0 0.0 17.0 0.0 0.0 0.0 17.5 0.0 0.0 0.0 18.0 0.0 0.0 0.0 18.5 0.0 0.0 0.0 19.0 0.0 0.0 0.0 19.5 0.0 0.0 0.0 20.0 0.0 0.0 0.0 20.5 0.0 0.0 0.0 21.0 0.0 0.0 0.0 21.5 0.0 0.0 0.0 22.0 0.0 0.0 0.0 22.5 0.0 0.0 0.0 23.0 0.0 0.0 0.0 23.5 0.0 0.0 0.0 24.0 0.0 0.0 0.0 24.5 0.0 0.0 0.0 25.0 0.0 0.0 0.0 PEAK FLOWS 2 1 4 0.00 indicates inital condition EXHIBIT "D-1" PROPOSED DETENTION POND ROUTING Engineering Center Pond Routing EVENT= 10 D.A. # c a t c c 32 0 + 2 'tJ ·-; ..... c 32 + + c > + c :c V) c 0 ..!! -= N a 0.. w M 1.6 5.0 cfs cfs cfs cfs ft cfs 0.39 0.00 0.00 0.00 307.00 0.0 1.17 0.36 0.39 0.01 307.03 0.2 1.95 1.43 1.54 0.05 307.10 0.3 2.73 3.16 3.39 0.11 307.23 0.5 3.51 5.51 5.90 0.19 307.40 0.7 4.29 8.43 9.02 0.30 307.61 0.8 5.08 11.89 12.72 0.42 307.85 1.0 5.86 15.97 16.96 0.50 308.03 1.1 6.64 20.80 21.82 0.51 308.11 1.3 7.42 26.37 27.43 0.53 308.20 1.5 7.61 32.68 33.79 0.55 308.31 1.6 7.22 39.15 40.30 0.57 308.41 1.6 6.83 45.18 46.37 0.59 308.51 1.5 6.44 50.79 52.02 0.61 308.61 1.4 6.05 55.97 57.23 0.63 308.69 1.3 5.66 60.73 62.02 0.65 308.77 1.2 5.27 65.07 66.39 0.66 308.84 1.1 4.88 68.99 70.34 0.67 308.90 1.1 4.49 72.50 73.87 0.69 308.96 1.0 4.10 75.60 76.99 0.69 309.01 0.9 3.71 78.30 79.70 0.70 309.04 0.8 3.32 80.60 82.01 0.70 309.06 0.7 2.93 82.51 83.92 0.71 309.08 0.7 2.54 84.02 85.44 0.71 309.10 0.6 2.15 85.13 86.55 0.71 309.11 0.5 1.76 85.85 87.28 0.71 309.12 0.4 1.37 86.18 87.61 0.71 309.13 0.3 0.98 86.12 87.55 0.71 309.12 0.2 0.59 85.67 87.10 0.71 309.12 0.2 0.20 84.83 86.26 0.71 309.11 0.1 0.00 83.61 85.03 0.71 309.10 0.0 0.00 82.20 83.61 0.71 309.08 0.0 0.00 80.79 82.20 0.70 309.07 0.0 0.00 79.39 80.79 0.70 309.05 0.0 0.00 77.99 79.39 0.70 309.03 0.0 0.00 76.60 77.99 0.70 309.02 0.0 0.00 75.21 76.60 0.69 309.00 0.0 0.00 73.83 75.21 0.69 308.98 0.0 0.00 72.46 73.83 0.69 308.96 0.0 0.00 71.09 72.46 0.68 308.94 0.0 0.00 69.74 71.09 0.68 308.92 0.0 0.00 68.40 69.74 0.67 308.89 0.0 0.00 67.06 68.40 0.67 308.87 0.0 0.00 65.74 67.06 0.66 308.85 0.0 0.00 64.42 65.74 0.66 308.83 0.0 0.00 63.11 64.42 0.65 308.81 0.0 0.00 61.81 63.11 0.65 308.79 0.0 0.00 60.52 61.81 0.65 308.77 0.0 0.00 59.24 60.52 0.64 308.74 0.0 0.00 57.96 59.24 0.64 308.72 0.0 0.00 56.70 57.96 0.63 308.70 0.0 1 309.13 2 Cl w V) _J 0 <{ 0.. I-0 0 a:: .::. 0.. cfs 0.00 0.18 0.38 0.60 0.85 1.12 1.40 1.64 1.82 2.00 2.19 2.13 2.07 2.00 1.94 1.87 1.81 1.74 1.67 1.59 1.52 1.44 1.36 1.28 1.20 1.12 1.04 0.96 0.88 0.79 0.71 0.71 0.70 0.70 0.70 0.70 0.69 0.69 0.69 0.68 0.68 0.67 0.67 0.66 0.66 0.65 0.65 0.65 0.64 0.64 0.63 2 D.A. # x w 3.2 5.0 cfs 0.0 0.3 0.6 1.0 1.3 1.6 1.9 2.2 2.6 2.9 3.2 3.1 2.9 2.7 2.6 2.4 2.2 2.1 1.9 1.8 1.6 1.4 1.3 1.1 1.0 0.8 0.6 0.5 0.3 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3 9819-<lra.xls Exhibit 0-1 C> _J ~ <{ I-I-!!! ~ rti cfs 0.00 0.32 0.64 0.96 1.29 1.61 1.93 2.25 2.57 2.89 3.21 3.05 2.89 2.73 2.57 2.41 2.25 2.09 1.93 1.77 1.61 1.45 1.29 1.12 0.96 0.80 0.64 0.48 0.32 0.16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 D.A. # D.A. # D.A. # 'II: .s::. 0 a. w .. 0, ~ 0 ID -0 ::;: >-0 J: ... N (.) Qp 2.8 1.7 Tc 5.0 5.0 inc 0.5 2.0 Time cfs cfs 0.0 0.0 0.0 0.0 0.5 0.3 0.2 0.4 1.0 0.6 0.3 0.9 1.5 0.8 0.5 1.3 2.0 1.1 0.7 1.8 2.5 1.4 0.8 2.2 3.0 1.7 1.0 2.7 3.5 1.9 1.2 3.1 4.0 2.2 1.3 3.6 4.5 2.5 1.5 4.0 5.0 2.8 1.7 4.4 5.5 2.6 1.6 4.2 6.0 2.5 1.5 4.0 6.5 2.4 1.4 3.8 7.0 2.2 1.3 3.6 7.5 2.1 1.3 3.3 8.0 1.9 1.2 3.1 8.5 1.8 1.1 2.9 9.0 1.7 1.0 2.7 9.5 1.5 0.9 2.4 10.0 1.4 0.8 2.2 10.5 1.2 0.8 2.0 11.0 1.1 0.7 1.8 11.5 1.0 0.6 1.6 12.0 0.8 0.5 1.3 12.5 0.7 0.4 1.1 13.0 0.6 0.3 0.9 13.5 0.4 0.3 0.7 14.0 0.3 0.2 0.4 14.5 0.1 0.1 0.2 15.0 0.0 0.0 0.0 15.5 0.0 0.0 0.0 16.0 0.0 0.0 0.0 16.5 0.0 0.0 0.0 17.0 0.0 0.0 0.0 17.5 0.0 0.0 0.0 18.0 0.0 0.0 0.0 18.5 0.0 0-0 0.0 19.0 0.0 0.0 0.0 19.5 0.0 0.0 0.0 20.0 0.0 0.0 0.0 20.5 0.0 0.0 0.0 21.0 0.0 0.0 0.0 21.5 0.0 0.0 0.0 22.0 0.0 0.0 0.0 22.5 0.0 0.0 0.0 23.0 0.0 0.0 0.0 23.5 0.0 0.0 0.0 24.0 0.0 0.0 0.0 24.5 0.0 0.0 0.0 25.0 0.0 0.0 0.0 PEAK FLOWS 3 2 4 0.00 indicates inital condition EXHIBIT "D-1" PROPOSED DETENTION POND ROUTING Engineering Center Pond Routinci EVENT= 25 D.A. # c a t. c c 3:! 0 + a ,, :; .!. + ... c + 3:! c + c > <J) <J) c 0 .!! c N "' a Q. w M 1.9 5.0 cfs cfs cfs cfs ft cfs 0.44 0.00 0.00 0.00 307.00 0.0 1.33 0.42 0.44 0.01 307.03 0.2 2.22 1.63 1.75 0.06 307.12 0.4 3.11 3.60 3.86 0.13 307.26 0.6 4.00 6.27 6.72 0.22 307.45 0.7 4.89 9.60 10.28 0.34 307.69 0.9 5.78 13.54 14.49 0.48 307.97 1.1 6.67 18.31 19.32 0.50 308.07 1.3 7.56 23.93 24.98 0.52 308.16 1.5 8.45 30.40 31.49 0.55 308.27 1.7 8.67 37.71 38.85 0.57 308.39 1.9 8.23 45.19 46.38 0.59 308.51 1.8 7.78 52.18 53.42 0.62 308.63 1.7 7.34 58.68 59.96 0.64 308.73 1.6 6.89 64.70 66.02 0.66 308.83 1.5 6.45 70.24 71.59 0.68 308.92 1.4 6.00 75.29 76.68 0.69 309.01 1.3 5.56 79.89 81.30 0.70 309.06 1.2 5.11 84.03 85.45 0.71 309.10 1.1 4.67 87.71 89.14 0.72 309.14 1.0 4.22 90.94 92.38 0.72 309.18 0.9 3.78 93.70 95.16 0.73 309.21 0.8 3.33 96.02 97.48 0.73 309.23 0.7 2.89 97.89 99.36 0.73 309.25 0.7 2.45 99.30 100.78 0.74 309.27 0.6 2.00 100.27 101.75 0.74 309.28 0.5 1.56 100.79 102.27 0.74 309.29 0.4 1.11 100.86 102.35 0.74 309.29 0.3 0.67 100.50 101.98 0.74 309.28 0.2 0.22 99.69 101.16 0.74 309.27 0.1 0.00 98.44 99.91 0.74 309.26 0.0 0.00 96.97 98.44 0.73 309.24 0.0 0.00 95.51 96.97 0.73 309.23 0.0 0.00 94.05 95.51 0.73 309.21 0.0 0.00 92.60 94.05 0.73 309.20 0.0 0.00 91.16 92.60 0.72 309.18 0.0 0.00 89.72 91.16 0.72 309.16 0.0 0.00 88.28 89.72 0.72 309.15 0.0 0.00 86.85 88.28 0.72 309.13 0.0 0.00 85.43 86.85 0.71 309.12 0.0 0.00 84.01 85.43 0.71 309.10 0.0 0.00 82.59 84.01 0.71 309.09 0.0 0.00 81.18 82.59 0.70 309.07 0.0 0.00 79.78 81.18 0.70 309.05 0.0 0.00 78.38 79.78 0.70 309.04 0.0 0.00 76.98 78.38 0.70 309.02 0.0 0.00 75.60 76.98 0.69 309.01 0.0 0.00 74.21 75.60 0.69 308.99 0.0 0.00 72.84 74.21 0.69 308.97 0.0 0.00 71.48 72.84 0.68 308.95 0.0 0.00 70.12 71.48 0.68 308.92 0.0 1 309.29 2 0 w <J) _J 0 < Q. I-0 0 a: I-Q. cfs 0.00 0.20 0.43 0.69 0.97 1.27 1.60 1.81 2.01 2.22 2.43 2.36 2.29 2.22 2.15 2.08 2.00 1.91 1.83 1.74 1.65 1.57 1.48 1.39 1.30 1.21 1.11 1.02 0.93 0.83 0.74 0.73 0.73 0.73 0.73 0.72 0.72 0.72 0.72 0.71 0.71 0.71 0.70 0.70 0.70 0.70 0.69 0.69 0.69 0.68 0.68 2 D.A. # >< w 3.7 5.0 cfs 0.0 0.4 0.7 1.1 1.5 1.8 2.2 2.6 2.9 3.3 3.7 3.5 3.3 3.1 2.9 2.7 2.6 2.4 2.2 2.0 1.8 1.6 1.5 1.3 1.1 0.9 0.7 0.5 0.4 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4 9819-dra.xls Exhibit 0-1 (!) _J ~ < I-I-~ 0 >< I-w cfs 0.00 0.37 0.73 1.10 1.46 1.83 2.20 2.56 2.93 3.29 3.66 3.48 3.29 3.11 2.93 2.74 2.56 2.38 2.20 2.01 1.83 1.65 1.46 1.28 1.10 0.91 0.73 0.55 0.37 0.18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 D.A. # D.A. # D.A. # 'II: .s::. 0 a. f! w z E' iii 'C ::;: 8 >-I .... .... Qp 3.1 1.9 Tc 5.0 5.0 inc 0.5 2.0 Time cfs cfs 0.0 0.0 0.0 0.0 0.5 0.3 0.2 0.5 1.0 0.6 0.4 1.0 1.5 0.9 0.6 1.5 2.0 1.2 0.8 2.0 2.5 1.6 0.9 2.5 3.0 1.9 1.1 3.0 3.5 2.2 1.3 3.5 4.0 2.5 1.5 4.0 4.5 2.8 1.7 4.5 5.0 3.1 1.9 5.0 5.5 3.0 1.8 4.8 6.0 2.8 1.7 4.5 6.5 2.7 1.6 4.3 7.0 2.5 1.5 4.0 7.5 2.3 1.4 3.8 8.0 2.2 1.3 3.5 8.5 2.0 1.2 3.3 9.0 1.9 1.1 3.0 9.5 1.7 1.0 2.8 10.0 1.6 0.9 2.5 10.5 1.4 0.9 2.3 11.0 1.2 0.8 2.0 11.5 1.1 0.7 1.8 12.0 0.9 0.6 1.5 12.5 0.8 0.5 1.3 13.0 0.6 0.4 1.0 13.5 0.5 0.3 0.8 14.0 0.3 0.2 0.5 14.5 0.2 0.1 0.3 15.0 0.0 0.0 0.0 15.5 0.0 0.0 0.0 16.0 0.0 0.0 0.0 16.5 0.0 0.0 0.0 17.0 0.0 0.0 0.0 17.5 0.0 0.0 0.0 18.0 0.0 0.0 0.0 18.5 0.0 0.0 0.0 19.0 0.0 0.0 0.0 19.5 0.0 0.0 0.0 20.0 0.0 0.0 0.0 20.5 0.0 0.0 0.0 21.0 0.0 0.0 0.0 21.5 0.0 0.0 0.0 22.0 0.0 0.0 0.0 22.5 0.0 0.0 0.0 23.0 0.0 0.0 0.0 23.5 0.0 0.0 0.0 24.0 0.0 0.0 0.0 24.5 0.0 0.0 0.0 25.0 0.0 0.0 0.0 PEAK FLOWS 3 2 5 0.00 indicates inital condition EXHIBIT "D-1" PROPOSED DETENTION POND ROUTING Engineering Center Pond Routing EVENT= 50 D.A.# c a t. c c + a '.!:! 0 ..!. + "'C ~ c '.!:! + c > + c VI VI c 0 .!! c .... .... a 0. w "' 2.1 5.0 cfs cfs cfs cfs ft cfs 0.50 0.00 0.00 0.00 307.00 0.0 1.50 0.47 0.50 0.02 307.03 0.2 2.51 1.84 1.97 0.06 307.13 0.4 3.51 4.06 4.35 0.14 307.29 0.6 4.51 7.07 7.57 0.25 307.51 0.8 5.51 10.82 11.58 0.38 307.78 1.1 6.52 15.34 16.33 0.49 308.02 1.3 7.52 20.83 21.86 0.51 308.11 1.5 8.52 27.28 28.35 0.53 308.22 1.7 9.52 34.68 35.80 0.56 308.34 1.9 9.77 43.03 44.21 0.59 308.48 2.1 9.27 51.57 52.81 0.62 308.62 2.0 8.77 59.56 60.85 0.64 308.75 1.9 8.27 67.00 68.33 0.67 308.87 1.8 7.77 73.89 75.27 0.69 308.98 1.7 7.27 80.25 81.66 0.70 309.06 1.6 6.77 86.09 87.52 0.71 309.12 1.5 6.27 91.41 92.86 0.72 309.18 1.4 5.76 96.21 97.68 0.73 309.24 1.3 5.26 100.50 101.98 0.74 309.28 1.2 4.76 104.27 105.76 0.75 309.33 1.1 4.26 107.52 109.03 0.75 309.36 0.9 3.76 110.27 111.78 0.76 309.39 0.8 3.26 112.51 114.03 0.76 309.42 0.7 2.76 114.24 115.76 0.76 309.44 0.6 2.26 115.46 116.99 0.77 309.45 0.5 1.75 116.18 117.71 0.77 309.46 0.4 1.25 116.40 117.93 0.77 309.46 0.3 0.75 116.11 117.65 0.77 309.46 0.2 0.25 115.33 116.86 0.77 309.45 0.1 0.00 114.05 115.58 0.76 309.43 0.0 0.00 112.53 114.05 0.76 309.42 0.0 0.00 111.01 112.53 0.76 309.40 0.0 0.00 109.50 111.01 0.76 309.38 0.0 0.00 107.99 109.50 0.75 309.37 0.0 0.00 106.49 107.99 0.75 309.35 0.0 0.00 105.00 106.49 0.75 309.33 0.0 0.00 103.51 105.00 0.75 309.32 0.0 0.00 102.02 103.51 0.74 309.30 0.0 0.00 100.54 102.02 0.74 309.28 0.0 0.00 99.07 100.54 0.74 309.27 0.0 0.00 97.60 99.07 0.73 309.25 0.0 0.00 96.14 97.60 0.73 309.24 0.0 0.00 94.68 96.14 0.73 309.22 0.0 0.00 93.23 94.68 0.73 309.20 0.0 0.00 91.78 93.23 0.72 309.19 0.0 0.00 90.33 91.78 0.72 309.17 0.0 0.00 88.90 90.33 0.72 309.16 0.0 0.00 87.46 88.90 0.72 309.14 0.0 0.00 86.04 87.46 0.71 309.12 0.0 0.00 84.62 86.04 0.71 309.11 0.0 1 309.46 2 0 w VI ...J 0 c( 0. I-0 g g: cfs 0.00 0.23 0.49 0.77 1.09 1.43 1.76 1.98 2.22 2.45 2.69 2.61 2.53 2.45 2.37 2.28 2.18 2.09 1.99 1.89 1.80 1.70 1.60 1.50 1.39 1.29 1.19 1.08 0.98 0.87 0.76 0.76 0.76 0.76 0.75 0.75 0.75 0.75 0.74 0.74 0.74 0.73 0.73 0.73 0.73 0.72 0.72 0.72 0.72 0.71 0.71 3 D.A. # x w 4.1 5.0 cfs 0.0 0.4 0.8 1.2 1.6 2.1 2.5 2.9 3.3 3.7 4.1 3.9 3.7 3.5 3.3 3.1 2.9 2.7 2.5 2.3 2.1 1.9 1.6 1.4 1.2 1.0 0.8 0.6 0.4 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4 9819-<Jra.xls Exhibit D-1 C) ...J;;:;; c( I-I-!!! ox I-w cfs 0.00 0.41 0.82 1.24 1.65 2.06 2.47 2.89 3.30 3.71 4.12 3.92 3.71 3.51 3.30 3.09 2.89 2.68 2.47 2.27 2.06 1.86 1.65 1.44 1.24 1.03 0.82 0.62 0.41 0.21 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 D.A. # D.A. # D.A. # 'It .i::. c a. w "' c, z ai ~ :E "O ,., 0 J: ..-N () Qp 3.5 2.1 Tc 5.0 5.0 inc 0.5 2.0 Time cfs cfs 0.0 0.0 0.0 0.0 0.5 0.3 0.2 0.6 1.0 0.7 0.4 1.1 1.5 1.0 0.6 1.7 2.0 1.4 0.8 2.2 2.5 1.7 1.1 2.8 3.0 2.1 1.3 3.4 3.5 2.4 1.5 3.9 4.0 2.8 1.7 4.5 4.5 3.1 1.9 5.0 5.0 3.5 2.1 5.6 5.5 3.3 2.0 5.3 6.0 3.1 1.9 5.0 6.5 3.0 1.8 4.8 7.0 2.8 1.7 4.5 7.5 2.6 1.6 4.2 8.0 2.4 1.5 3.9 8.5 2.3 1.4 3.6 9.0 2.1 1.3 3.4 9.5 1.9 1.2 3.1 10.0 1.7 1.1 2.8 10.5 1.6 1.0 2.5 11.0 1.4 0.8 2.2 11.5 1.2 0.7 2.0 12.0 1.0 0.6 1.7 12.5 0.9 0.5 1.4 13.0 0.7 0.4 1.1 13.5 0.5 0.3 0.8 14.0 0.3 0.2 0.6 14.5 0.2 0.1 0.3 15.0 0.0 0.0 0.0 15.5 0.0 0.0 0.0 16.0 0.0 0.0 0.0 16.5 0.0 0.0 0.0 17.0 0.0 0.0 0.0 17.5 0.0 0.0 0.0 18.0 0.0 0.0 0.0 18.5 0.0 0.0 0.0 19.0 0.0 0.0 0.0 19.5 0.0 0.0 0.0 20.0 0.0 0.0 0.0 20.5 0.0 0.0 0.0 21.0 0.0 0.0 0.0 21.5 0.0 0.0 0.0 22.0 0.0 0.0 0.0 22.5 0.0 0.0 0.0 23.0 0.0 0.0 0.0 23.5 0.0 0.0 0.0 24.0 0.0 0.0 0.0 24.5 0.0 0.0 0.0 25.0 0.0 0.0 0.0 PEAK FLOWS 3 2 6 0.00 indicates inital condition EXHIBIT "D-1" PROPOSED DETENTION POND ROUTING Engineering Center Pond Routinq EVENT= 100 D.A. # c: 0 :t c: c: :E -~ + 0 .!. + "O iii c: :E + c: > + c: VI VI a 0 .!! c: N N n. w "' 2.4 5.0 cfs cfs cfs cfs ft cfs 0.56 0.00 0.00 0.00 307.00 0.0 1.68 0.52 0.56 0.02 307.04 0.2 2.81 2.06 2.21 0.07 307.15 0.5 3.93 4.55 4.87 0.16 307.33 0.7 5.05 7.92 8.47 0.28 307.57 0.9 6.17 12.11 12.97 0.43 307.87 1.2 7.29 17.28 18.28 0.50 308.06 1.4 8.42 23.53 24.58 0.52 308.16 1.6 9.54 30.85 31.95 0.55 308.28 1.9 10.66 39.24 40.39 0.57 308.42 2.1 10.94 48.69 49.90 0.61 308.57 2.4 10.38 58.35 59.63 0.64 308.73 2.2 9.82 67.40 68.73 0.67 308.88 2.1 9.26 75.83 77.22 0.70 309.01 2.0 8.70 83.67 85.08 0.71 309.10 1.9 8.14 90.92 92.36 0.72 309.18 1.8 7.57 97.58 99.05 0.73 309.25 1.6 7.01 103.67 105.16 0.75 309.32 1.5 6.45 109.17 110.68 0.76 309.38 1.4 5.89 114.09 115.62 0.76 309.43 1.3 5.33 118.44 119.99 0.77 309.48 1.2 4.77 122.04 123.77 0.87 309.52 1.1 4.21 124.82 126.81 1.00 309.55 0.9 3.65 126.84 129.02 1.09 309.57 0.8 3.09 128.19 130.49 1.15 309.58 0.7 2.52 128.90 131.27 1.19 309.59 0.6 1.96 129.04 131.42 1.19 309.59 0.5 1.40 128.65 131.00 1.17 309.59 0.4 0.84 127.79 130.06 1.13 309.58 0.2 0.28 126.48 128.63 1.07 309.57 0.1 0.00 124.78 126.76 0.99 309.55 0.0 0.00 122.96 124.78 0.91 309.53 0.0 0.00 121.29 122.96 0.83 309.51 0.0 0.00 119.75 121.29 0.77 309.50 0.0 0.00 118.20 119.75 0.77 309.48 0.0 0.00 116.66 118.20 0.77 309.46 0.0 0.00 115.13 116.66 0.77 309.45 0.0 0.00 113.61 115.13 0.76 309.43 0.0 0.00 112.08 113.61 0.76 309.41 0.0 0.00 110.57 112.08 0.76 309.39 0.0 0.00 109.06 110.57 0.76 309.38 0.0 0.00 107.55 109.06 0.75 309.36 0.0 0.00 106.05 107.55 0.75 309.35 0.0 0.00 104.56 106.05 0.75 309.33 0.0 0.00 103.07 104.56 0.74 309.31 0.0 0.00 101.59 103.07 0.74 309.30 0.0 0.00 100.11 101.59 0.74 309.28 0.0 0.00 98.64 100.11 0.74 309.26 0.0 0.00 97.17 98.64 0.73 309.25 0.0 0.00 95.71 97.17 0.73 309.23 0.0 0.00 94.25 95.71 0.73 309.21 0.0 1 309.59 2 c w VI ...J 0 <( n. I-0 0 n: I-n. cfs 0.00 0.25 0.54 0.87 1.22 1.60 1.91 2.17 2.43 2.69 2.96 2.87 2.78 2.69 2.59 2.49 2.38 2.27 2.17 2.06 1.95 1.92 1.94 1.91 1.86 1.77 1.66 1.53 1.37 1.19 0.99 0.91 0.83 0.77 0.77 0.77 0.77 0.76 0.76 0.76 0.76 0.75 0.75 0.75 0.74 0.74 0.74 0.74 0.73 0.73 0.73 3 D.A. # x w 4.6 5.0 cfs 0.0 0.5 0.9 1.4 1.8 2.3 2.8 3.2 3.7 4.2 4.6 4.4 4.2 3.9 3.7 3.5 3.2 3.0 2.8 2.5 2.3 2.1 1.8 1.6 1.4 1.2 0.9 0.7 0.5 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5 9819-dra.xls Exhibit 0-1 C> ...J ;;i;; <( I-I-!!! ox I-w cfs 0.00 0.46 0.92 1.38 1.85 2.31 2.77 3.23 3.69 4.15 4.62 4.39 4.15 3.92 3.69 3.46 3.23 3.00 2.77 2.54 2.31 2.08 1.85 1.62 1.38 1.15 0.92 0.69 0.46 0.23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 Engineering Center 5 Year Event Hydrograph 3 .50 ~ ~ 2 .00 a 1.50 1.00 0 .50 0.00 ~--=:~--;----+----+----+-----;----+----+-~~-+-------+----! 0.00 2 .00 4 .00 6 .00 8.00 10 .00 Time(min.) 12 .00 14 .00 16 .00 18 .00 20.00 --1 --2 --COMBINED --Qn+1 3 --TOTAL PROPOSED - - -TOTAL EXISTING 11/30/98 Exhibit D-2 E" .!:!. a Engineering Center 10 Year Event Hydrograph 4 .00 3.50 3.00 1.50 0 .00 .£-.....::::::____. ___ _,._ ______ -.;.. _________ __, _____ ___;;;;~------+--~ 0 .00 2 .00 4 .00 6 .00 8 .00 10.00 Time(min.) 12 .00 14.00 16 .00 18 .00 20 .00 --1 --2 --COMBINED --Qn+1 3 --TOTAL PROPOSED -- -TOTAL EXISTING 11/30/98 Exhibit D-2 Engineering Center 25 Year Event Hydrograph 4 .50 4 .00 3.00 ~ ~ 2 .50 a 2.00 1.50 1.00 0 .50 0 .00 ~--=;__--+----+----+-----+-----+-----+----+-.....:::::ii...-____ --+-__ ~ 0.00 2 .00 4.00 6 .00 8 .00 10 .00 Time(min.) 12 .00 14 .00 16 .00 18.00 20.00 --2 --COMBINED --Qn+1 3 --TOTAL PROPOSED - - -TOTAL EXISTING 11/30/98 Exhibit D-2 Engineering Center 50 Year Event Hydrograph 4 .00 ~ .!:!. 3.00 a 2 .00 1.00 0.00 ~~~-----+----+-------1-----+------+-----___;;;;::....__+-------+------! 0 .00 2.00 4 .00 6 .00 8 .00 10.00 Time(min.) 12 .00 14 .00 16 .00 18 .00 20 .00 --1 --2 --COMBINED --Qn+1 3 --TOTAL PROPOSED - --TOT AL EXISTING 11/30/98 Exhibit D-2 Engineering Center 100 Year Event Hydrograph 4 .00 ~ ~ 3.00 a 2 .00 1.00 0.00~-=~~f--~~-+~~~-+-~~~+-~~~f--~~-+~~~-+-___;;""'-~+-~~--,f--~~-1 0.00 2 .00 4.00 6 .00 8 .00 10 .00 Time(min .) 12 .00 14 .00 16 .00 18.00 20.00 --1 --2 --COMBINED --Qn+1 3 --TOTAL PROPOSED - - -TOT AL EXISTING 11/30/98 Exhibit D-2 ¢:1 u ~ ai Ol ra ... 0 (i) 0.200 0.150 0.100 0.050 Engineering Center Stage-Storage Curve o .ooo_j_~~~~_..--=:::::::::====~:._~~~~-+-~--!--~-+-~~~~~1---~~~~-4-~~~~-+-~~~~~<--~~~__J 306 307 308 309 310 311 312 313 314 315 Elevation (msl) Exhibit D-3 Engineering Center Stage-Discharge Curve 0 .0001-~~~~--6--===::::::====!:========~====::.~~4-~~~~--i.~~~~~-4-~~~~--i.~~~~~4-~~~~_J 306.0 307.0 308 .0 309.0 310.0 311.0 312 .0 313 .0 314.0 315 .0 Elevation (msl) Exhibit D-3 TRANSMITTAL LETTER McCLURE ENGINEERING, INC. 1722 Broadmoor, Suite 210 Bryan, Texas 77802 (409) 776-6700 Fax : (409) 776-6699 DATE: Decem her 1, 1998 TO: Mrs. Shirley Volk Development Coordinator CITY OF COLLEGE STATION FROM: Michael R. McClure, P.E., R.P.L.S . PROJECT NAME: THE ENGINEERING CENTER COMMENTS : Per your review comments , attached please find the following: 1. Three sets of Site Plan and Grading/Drainage Plan - 2. Two Copies of Drainage Report 3. Development Permit Application with $100 fee 4 . Staff red-lined site plan I t (. "'-/ 'I •/ Figure Xll Development Permit City of College Station, Texas Site Legal Description: Lot 1 , Block 1 , Cornerstone Comnercial, Section One Site Owner: Michael McClure ~ Engineer: McCLURE ENGINEERING, INC. Date Application Filed : ________ _ 9262 Brookwater Circle Address : College Station, TX 77845 Telephone: 776-6700 1722 Broadmoor, Suite 210 Address : Bryan, TX 77802 Telephone No : --'-7--'-7=6--'6"-'7'"""0'-"-0 _____ _ Address : -------------Telephone No : __________ _ Application is hereby made for the following development specific waterway alterations : Professional Off ice Building Construction U Application Fee fi Signed Certifications 0 Drainage and erosion control plan, with supporting Drainage Report two (2) copies each. 0 Site and Construction Plans, with supporting Drainage Report two (2) copies each . 0 Other: ~------------------------------ ACKNOWLEDGMENTS : I, _Mi_· _cha_e_l_M_cC_l_ur_e _____ __, ~wner, hereby acknowledge or affirm that : The information and conclusions contained in the above plans and supporting documents comply with the current requirements of the City of College Station, Texas City Code, Chapter 13 and its associated Drainage Policy and Design Standards. As a condition of approval of this permit application, I agree to construct the improvements proposed in this application according to these documents and the requirements of Chapter 13 of the College Statio City Code . Contractor Figure Xfl Continued CERTrFCCATlONS : (for proposed alterations within designated flood hazard areas.) A . I, certify that any nonresidential structure on or proposed to be on this site as part of this application is designated to prevent damage to the structure or its contents as a result of flooding from the 100 year storm. Engineer Date B. I, certify that the finished floor elevation of the lowest floor, including any basement, of any residential structure, proposed as part of this application is at or above the base flood elevation established in the latest Federal Insurance Administration Flood Hazard Study and maps, as amended. Engineer Date C . I, Michael R. McClure, P .E. certify that the alterations or development covered by this permit shall not diminish the flood-carrying capacity of the waterway adjoining or crossing this permitted site and that such alt · ~~evelopment are consistent with requirements of the City of College Station City~~~-" ,[~1 •Lconceming encroachments offloodways and of . _. <o ••• • •• "1~ .... ~ flood way fringes . '* l \ * '1. ii*: •• ~ .. ~··································1 '-l-~~~LJ...,~~~~l·:;·~~.l.C:::··~~·~·;;~~;;.··~-:;·•M99hV.~g .. 1_11_,_/_8_0+-/ct_8 __________ _ fi···-9, 40 <>///Dale ' t11~·.f.g1sr~~~··· ~; ~, S's ········.,.~cy I, '\ ~~e~hat the proposed alterations do not raise the level of the l 00 year flood above elevation established in the latest Federal Insurance Administration Flood Hazard Study. Engineer Date Conditions or comments as part of approval: -------------------- In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities . I hereby grant this .permit for development. All development shall be in ac~ordance with the plans and specifications submitted to and approved by the City Engineer for the above named project. All of the applicable codes and ordinances of the City of College Station shall apply . font111oW4'~10 -9)