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Home My WebLink About22 Development Permit 475 Woodcreek 9Drainage Report FOR Woodcreek Section Nine VICINITY MAP NTS June 1997 Prepared By: Mcaure Engineering, Inc. 1722 Broadmoor Drive, Suite 210 Bryan, Texas 77802 ( 409) 776-6700 PROVEDFO Drainage Report FOR Woodcreek Section Nine VICINITY MAP NTS June 1997 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 of WOODCREEK, SECTION NINE, was prepared by me in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners thereof. DRAINAGE REPORT WOODCREEK, SECTION NINE Michael R McClure, P .E . #32740 TABLE OF CONTENTS WOODCREEK SECTION NINE INTRODUCTION GENERAL LOCATION AND DESCRIPTION FLOOD HAZARD INFORMATION PRIMARY & SECONDARY DRAINAGE BASIN DESCRIPTION DRAINAGE FACILITY DESIGN DRAINAGE DESIGN CRITERIA CONCLUSION EXHIBITS FEMA FLOOD INSURANCE RATE MAP EXCERPT ' DRAINAGE AREA MAP -PRE-WOODCREEK EX. CONDITIONS DRAINAGE AREA MAP -EXISTING CONDITIONS DRAINAGE AREA MAP -PROPOSED CONDITIONS RATIONAL FORMULAS DRAINAGE AREA CALCULATIONS INLET COMPUTATIONS PIPE SIZE CALCULATIONS TYPICAL INLET CAP A CITY CALCULATIONS CUL VERT ANALYSIS PROPOSED DETENTION POND ROUTING PROPOSED DETENTION POND HYDROGRAPHS PROPOSED DETENTION POND STAGE/STORAGE AND STAGE/ DISCHARGE CURVES DRAINAGE REPORT WOODCREEK SECTION NINE 1 1 1 2 3 3 4 "A" "B-1" "B-2" "B-3" "C-1" "C-2" "C-3" "C-4" "C-5" "D-1" "D-2" "D-3" 11 DRAINAGE REPORT WOODCREEK SECTION NINE INTRODUCTION: The purpose of this report is to study the effects of the development of Woodcreek Section Nine. The parameters used for design and the existing conditions of the on-site area are incorporated to show how the final drainage design will accomplish the desired drainage objectives per the City of College Station Drainage Policy and De$ign Standards (DPDS.) GENERAL LOCATION AND DESCRIPTION: The 11.3 7 acre subdivision is located at the end of Stonebrook Drive. The development will extend Stonebrook Drive to connect with the existing extension of Foxfire Drive. Also Timber Knoll Drive and Concord Circle will be extended and intersect at Stonebrook Drive. Section Nine is bounded by Foxfire Phase 2 to the north, Woodcreek Section Two to the south and a City Park to the west. The site is mostly open with a few wooded areas along the north and west property line. The site is gently rolling with an average slope of 2.0% to 2.5%. FLOOD HAZARD INFORMATION: This property is not in a 100-Y ear Flood Hazard Area according to the Flood Insurance Rate Maps prepared by the Federal Emergency Management Agency (See Exhibit "A"). It should be noted that an existing concrete flume conveys storm water across the rear of Lots 9 and 10, Block 27. The DRAINAGE REP"ORT WOODCREEK SECTION NINE 1 stormwater is from Woodcreek Section Two. Drainage Easements have been placed on the lots based on the estimated 100 year event elevation. PRIMARY & SECONDARY DRAINAGE BASIN DESCRIPTION: The primary drainage basin for the site is the Foxfire Tributary of Carters Creek. The site is not located on the primary channel. The secondary drainage basins are three branches of the Foxfire Tributary. For the purposes of this study these three branches are referred to as Branch # 1, #2, and #3 and labeled on the Drainage Area Map Exhibits. Exhibit B-1 shows the approximate drainage area prior to the development of Woodcreek. Approximately 20 acres drained to Study Point B which is an existing 36" CMP culvert. The entire drainage area shown on Exhibit B-1 discharged into Branch #2. Exhibit B-2 shows the current drainage areas based on the development of Woodcreek. With the development of Woodcreek a significant portion of the drainage area shown in Exhibit B-1 is diverted to Branch # 1. This diversion of stormwater to Branch # 1 has caused flooding problems in Foxfire Phase 2. Exhibit B-3 shows the proposed conditions for Woodcreek Section 9. Stormwater that presently drains into Branch #1 will be captured by gutters and conveyed by storm drain to the proposed detention pond. The detention pond discharges into Branch #2. The redirection of the stormwater to its Pre-Woodcreek drainage area will decrease the flooding problems currently affecting Foxfire Phase 2. A small portion oflots 7-11, Block 27 drains into Branch #3. DRAINAGE REPORT WOODCREEK SECTION NINE 2 DRAINAGE FACILITY DESIGN: The detention facility will be located in the northern comer of the subdivision located between lots 4 and 5 of Block 27. Storm water from the detention facility will be discharged into an existing 40' wide drainage easement of Branch #2 of the Foxfire Tributary. Storm water from the subdivision will be captured in curb and gutters and conveyed to the pond. Exhibit C-1 shows the rational calculations for the various drainage areas corresponding to the Drainage Area Map (Exhibit B-3). Exhibits C-2 and C-3 show the inlet and pipe sizing for the storm drain system. DRAINAGE DESIGN CRITERIA: All drainage is in accordance with the City DPDS. The design rainstorm is the 10 year event Flow calculations for all drainage areas are based on the Rational Method. Pipe sizing is in accordance with Manning's Equation with an "n" of 0.014 per the DPDS. The storage volume required for the detention pond is based on a triangular hydrograph (base = 3* Tc). The Pre-development area used for the study is the present day conditions as shown in Exhibit B-1 . Two study points were analyzed for this project. Study Point A is the outlet of the detention pond. The outlet for the pond is a 15" orifice. Study Point Bis an existing 36" CMP culvert located approximately 100 feet downstream of the detention pond outfall. Study Point B was evaluated to demonstrate that the existing culvert has adequate capacity for the design storms analyzed. Exhibit C-5 shows the culvert analysis for Study Point B. Exhibit D shows the routing . and hydrograph charts for the 5,10, 25, 50, and 100 year events. The following summary tables show the Pre-development and Post-development flows at the study points. DRAINAGE REPORT WOODCREEK SECTION NINE 3 I Design Event Pre-Development Post-Development Water Surface Elev. Qs= 13 cfs 13 cfs 265.80 Q10= 15 cfs 14 cfs 266.30 Qis= 17 cfs 15 cfs 266.80 Qso= 19 cfs 16 cfs 267.30 Q100= 22 cfs 16 cfs 267.90 Top of Berm= 268.50 Design Event Pre-Development Post-Development Water Surface Elev. Qs= 22cfs 21 cfs 259.67 Q10= 25 cfs 23 cfs 259.81 Q2s= 28cfs 25 cfs 259.95 Qso= 32 cfs 28 cfs 260.16 Q100= 36 cfs 31 cfs 260.37 Culvert Invert= 257.40, Culvert Soffit = 260.40, Top of Driveway= 262.00 CONCLUSION: For all of the design events, the Post-development flows do not exceed the present day Pre-development flows. The 100 year event is contained in the pond and released through the pond outlet device. Also, analysis at Study Point B shows that the existing 36" CMP culvert will adequately handle the event flows including the 100 year event. The drainage design for this site meets the requirements as stated in the City of College Station Drainage Policy and Design Standards. DRAINAGE REPORT WOODCREEK SECTION NINE 4 .. ' B azos County r Areas . corporated Unm 48119.5 . I ZONEX . of College Station ty 480083 Sea e: I 1• = 1000' r' I (( ' ,, J '\,t EXHIBIT A Excerpt nee Rate Map Flood lnsura ty Texas 5 Coun • Brazo t d Areas and lncorporq e 48041C0205C Map Numbers: July 2, 1992 Effective Date: '-- lil;l • !:;!) 0 <z ~~ c::> .-4 0 ds 1.0 I 3.8 2.0 I 7.7 3.0 I 7.7 4.0 I 7.9 5.0 I 4.5 6A I 5.8 6B I 7.9 7A I 3.7 7B I 5.7 -= --0 ~ ~ ~ --Vl ~ 00 -0 ~ ~ o' .!: '-' = ~ C"' Q. ~~ 281 0.2% 281 0.9°/o 281 0.9°/o 391 1.9°/o 391 0.6% 281 0.5% 281 0.9°/o 281 0.2% 281 0.5% EXHIBIT C-2 INLET COMPUTATIONS Woodcreek Section Nine 0 z -.-4 -z I = ~ 0 1 I 3.8 2 I 7.7 3 I 7.7 4 I 7.9 5 I 4.5 6 113.7 7 I 9.4 DESCRIPTION Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Low Point Inlet Recessed Inlet on Grade Recessed Low Point Inlet Recessed Low Point Inlet r-; .J -~ ~ g -= . .... '""4 -0 Q. fl.) ~ ~ -. :s ~ -0 i>-0~ C"' 0 ~ • ~ --0 ~ ~ ~ = < .J .J ~ u -0 -0 ~ ~ --0 ..... . ... = j> C"' 0 ~ -~ ~ OS OS ~ ~ --< < Curb Inlet I Grate Inlet ds I ft I ft ft I ds I sa-ft I sa-ft 2.33 I 1.61 I 5 2.33 I 3.32 I 5 2.33 I 3.29 I 5 2.331 3.37 I 51 I I I 0.621 1.291 lo~ :1-.!fin (m 2.331 5.861 10 2.33 I 4.02 I 5 ~ln!>dtl. 5/29/97 971 :Hira.xls Exhibit C-2 e 0 < ,_ Eo-1 u 0 z ~ -00 ~ Eo-1 ~ < = ~ C>ll Eo-1 g ·-0 0 "1 u u Eo-1 Eo-1 Eo-1 Q # # Ac. min yr 1 .0 3 0 .3 5.0 10 2 .0 3 0.7 6.1 10 3.0 4 1 .8 6 .2 10 4.0 5 2.8 12.8 10 5.0 68 3.3 13.0 10 68 78 4.7 13.7 10 78 HW 5 .6 13.8 10 EXHIBIT C-3 PIPE SIZE CALCULATIONS Woodcreek Section Nine = C>ll ·;; = « u C>ll « Q ·-u u "1 Q. Q. u 'O Q "1 ·-0 u u ~ --'O Q. ,_ VJ. "1 ·-u ~ u = = -~ 0 . .., "1 « '-·-'O :r; .a :r. 0 :r; -0: 0 u 'O 0 0 0 ·-=-< fi; -,_ ;;;J ~ z ~ ~ ds ds # ds % 3.8 4.7 1 4.7 0.61 7.7 9 .7 1 9.7 0.98 18.5 18.5 1 18 .5 0.41 21.8 21 .8 1 21 .8 0.57 25.2 25.2 1 25.2 0.76 35.0 35 .0 1 35.0 1.47 41.5 41 .5 1 41.5 1 .18 *Includes 25% Flow Increase for pipe sizes <27ft dia . • • See Plan & Profile for pipe slope used (Pipe slope >or= Friction slope) = Eo-1 ~ ~ toJ z ~ ~ ~ 00 ~ " fps I 15 3 .8 150 18 5.5 31 27 4.7 40 27 5 .5 80 27 6 .3 270 27 8.8 52 30 8.5 24 u e ·-'O Eo-1 = r== -~ u @ ... e 0: ,_ u ~ Eo-1 Eo-1 min min I 0.65 5.65 0.09 6 .21 0 .14 6.35 0.24 13 .03 0.71 13.74 0.10 13 .84 0.05 13 .88 5/29/97 9713-dra.xls Exhibit C-3 Eo-1 ~ ~ I EXHIBIT C-4 TYPICAL INLET CAPACITY CALCULATIONS Woodcreek Section Nine These values work for most inlets. Where the capacity of an inlet is approached, actual values are calculated. CAPACITY OF INLET IN A SAG Weir Formula Q={3.087){L){h)"(3/2) Q/L=(3.087)(h)11{3/2) Q= Discharge in cubic feet per second (cfs) L= Length of opening In feet (ft) h= Head or depth of water at opening in feet (ft) Q/L= Discharge per length of opening (cfs/ft) For inlets In sag it is assumed that the top of curb is the highest point the water will pond. Therefore the depth of water at opening is the height of the curb + the depression at the inlet (4j. Std. Inlet in a Sag Height of Curb = Depression at Inlet= Q/L= 1.69 cfs/ft CAPACITY OF INLET ON GRADE 0 .5 (ft) 0.17 (ft) Recessed Inlet in a Sag Height of Curb = Depression at Inlet = Q/L= 2.33 cfs/ft From Texas Highway Department, Hydraulic Manual, Chapter VI -Storm Sewer Design, Figure 2 Q/L = 0.7[1/(H1-H2)][(H 1)11 {5/2)-(H2)"(5/2)] 0.5 (ft) 0.33 (ft) Q/L= Discharge per length of opening {cfs/ft) H1 =a+ y {ft) H2 = a = Depression at Inlet {ft) = 0 .33' y = Depth of flow in approach gutter (ft) It is assumed that the depth of flow in the approach gutter is 0 .33'. Therefore, the Q/L for an inlet on grade is: Std. Inlet in on Grade a= y= H1= H2= Q/L= 0.17 ft 0.33 ft 0.5 ft 0 .17 ft 0.35 cfslft Recessed Inlet on Grade a= y= H1= H2= Q/L= 0.33 ft 0.33 ft 0 .66 ft 0.33 ft 0.62 cfS/ft 11:11 AM 9713-dra .xls Exhibit C-4 EXHIBIT C-5 CULVERT ANALYSIS Woodcreek Section Nine Culvert Diameter (feet) Culvert Invert Elevation Top of Road Number of Pipes FHWA Chart Number (1RCP,2 CMP) Scale Number on Chart (Type of culvert entrance) Manning's Roughness Coefficient (n-value) Entrance Loss Coefficient of Culvert Opening Culvert Length (feet) Culvert Slope (feet per foot) ............... Results ............... . as 010 025 Flow Rate (cfs) 21 23 25 Tailwater Depth (ft) 0.84 0.87 0.9 Headwater (ft) Inlet Control 2.27 2.41 2.55 Outlet Control 1.19 1.28 1.37 Noimal Depth (ft) 0.97 1.02 1.06 Crttical Depth (ft) 1.47 1.54 1.61 Depth at Outlet (ft) 0.97 1.02 1.06 Outlet Vel. (fps) 10.6 10.89 11 .12 Water Surface Elev. (ft.) 259.67 259.81 259 .95 Freeboard (ft.) 2 .33 2 .19 2.05 aso 28 0.94 2 .76 1.52 1.13 1.71 1.13 11 .5 260.16 1.84 3 257.4 262 1 2 3 0.024 0.5 20 0.066 0100 31 0.98 2.97 1.68 1.19 1.8 1.19 11 .81 260.37 1.63 5/30/97 Exhibit C-5 EXHIBIT "D-1" PROPOSED DETENTION POND ROUTING Woodcreek Section Nine D.A.# Pond Routing ~ENT= 5 I .A.# C .A.# "" c .t:: a I a. + I!! c ~ g ~ -< .... q 0 cc + .... ,, i 0: c ~ ~ .... ii I-.: + fJ fJ § 8.!! f; CL .E CL W Clo 36.7 14.1 Tc 13.9 9.1 inc 1.0 Time cfs cfs cfs cfs cfs ft cfs cfs 0 .0 0 .0 2.64 0.00 0.00 0.00 262.0 0.00 0.0 1 .0 2.6 7.93 2.12 2.64 0 .26 262.0 0.26 1.5 2.0 5.3 13.22 7.61 10.06 1.22 262.2 1.22 3.1 3.0 7.9 18.51 15.59 20.83 2.62 262.4 2.62 4.6 4.0 10.6 23 .80 26.44 34.10 3.83 262.5 3.83 6.2 5.0 13.2 29.08 41.60 50.23 4.32 262.6 4.32 7.7 6.0 15.9 34.37 60.82 70.68 4.93 262.8 4.93 9.2 7.0 18.5 39.66 83.87 95.20 5.66 262.9 5.66 10.8 8.0 21.2 44.95 110.93 123.53 6.30 263.1 6.30 12.3 9.0 23.8 50.24 142.36 155.88 6.76 263.2 6.76 13.8 10.0 26.4 55.52 178.05 192.60 7.28 263.4 7.28 13.4 11.0 29.1 60.81 217.86 233.57 7.86 263.6 7.86 12.6 12.0 31.7 66.10 261.68 278.67 8.49 263.8 8 .49 11.9 13.0 34.4 70.91 309.41 327.79 9.19 264.0 9.19 11.1 14.0 36.5 71.76 360.99 380.32 9.66 264.2 9 .66 10.3 15.0 35.2 69.12 412.50 432.76 10.13 264.4 10.13 9.5 16.0 33.9 66.47 460.49 481.62 10.56 264.6 10.56 8.8 17.0 32.6 63.83 505.04 526.97 10.98 264.8 10.96 8.0 18.0 31.3 61.19 546.20 568.87 11.34 264.9 11.34 7.2 19.0 29.9 58.54 584.13 607.38 11.63 265.1 11.63 6.5 20.0 28.6 55.90 618.97 642.67 11.85 265.2 11.85 5.7 21.0 27.3 53.25 650.77 674.87 12.05 265.3 12.05 4.9 22.0 26.0 50.61 679.55 704.02 12.24 265.4 12.24 4.2 23.0 24.6 47.97 705.36 730.16 12.40 265 .5 12.40 3.4 24.0 23.3 45.32 728.23 753.32 12.55 265.5 12.55 2.6 25.0 22.0 42.68 748.21 773.55 12.67 265.6 12.67 1.9 26.0 20.7 40.03 765.32 790.88 12.78 265.7 12.78 1.1 27 .0 19.4 37.39 779.60 805.35 12.87 265.7 12.87 0.3 28 .0 18.0 34.75 791.10 816.99 12.95 265 .8 12.95 0 .0 29.0 16.7 32.10 799.84 825.84 13.00 265.8 13.00 0.0 30.0 15.4 29.46 805.86 831.94 13.04 265.8 13.04 0.0 31 .0 14.1 26.81 809.19 835.32 13.06 265.8 13.06 0 .0 32.0 12.7 24.17 809.87 836 .01 13.07 265.8 13 .07 0.0 33 .0 11.4 21.52 807 .93 834.04 13.05 . 265.8 13.05 0.0 34.0 10.1 18.88 803.41 829.46 13.03 265.8 13.03 0.0 35.0 8 .8 16.24 796.33 822.29 12.98 265.8 12.98 0.0 36 .0 7.5 13.59 786.73 812.57 12.92 265.7 12.92 0.0 37 .0 6 .1 10.95 774.64 800.32 12.84 265.7 12.84 0.0 38.0 4 .8 8.30 760.09 785.59 12.75 265.7 12.75 0.0 39.0 3 .5 5.66 743.11 768.39 12.64 265.6 12.64 0.0 40.0 2.2 3 .02 723.74 748.77 12.52 265.5 12.52 0.0 41 .0 0.8 0 .85 702.00 726.75 12.38 265.5 12.38 0.0 PEAK FLOWS 37 13 265.8 13 14 0.00 indicates inital condition Q w en ...10 ~~ ef cfs 0.00 1.80 4.30 7.24 9 .99 12.01 14.16 16.43 18.61 20.60 20.67 20.48 20.35 20.28 19.98 19.68 19.34 18.98 18.58 18.10 17.55 16.99 16.40 15.80 15.17 14.53 13.87 13.19 12.95 13.00 13.04 13.06 13.07 13.05 13.03 12.98 12.92 12.84 12.75 12.64 12.52 12.38 21 0 A.# DA.# ~ 0: ~ 13.4 10.0 cfs 0.0 1.3 2 .7 4.0 5 .3 6.7 8.0 9.3 10.7 12.0 13.3 12.7 12.1 11.4 10.7 10.1 9 .4 8.7 8.1 7 .4 6 .7 6.1 5.4 4 .7 4 .1 3.4 2 .7 2.1 1.4 0 .7 0.1 0.0 0.0 0.0 0 .0 0.0 0.0 0 .0 0 .0 0.0 0.0 0.0 13 0 _.z ~~ w e r:i u 9.3 9.1 cfs cfs 0.0 0 .00 1 .0 2 .35 2.0 4.69 3.0 7.04 4.0 9.38 5 .1 11.73 6 .1 14.08 7.1 16.42 8.1 18.77 9.1 21.11 8.8 22.15 8.3 21.04 7.8 19.87 7.3 18.70 6.8 17.52 6.3 16.35 5.8 15.18 5.3 14.00 4.8 12.83 4 .3 11.66 3.8 10.49 3.2 9.31 2.7 8.14 2.2 6 .97 1.7 5.79 1.2 4.62 0.7 3.45 0.2 2 .27 0.0 1.40 0 .0 0.73 0.0 0.07 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0 .00 0.0 0.00 0 .0 0.00 0.0 0.00 0.0 0.00 0 .0 0 .00 9 22 9713-dra.xls Exhibit D-1 EXHIBIT '"D-1'" PROPOSED DETENTION POND ROUTING Woodcreek Section Nine D-A. I Pond Routina 'VENT= 10 I.A. I C .A. I 'It c .i= a ~ Cl. + I!! c i? .§ gi Clj .... q 0 c( + .... .... 'C l 'g s .. it c i? + + j. ,,; + c a is .!! ~~ f; ::c 0.. c ~ ~ 0.. w lao 41.4 15.8 Tc 13.9 9.1 inc 1.0 Time cfs cfs cf s cfs cfs ft cfs cfs 0 .0 0.0 2.98 0.00 0.00 0.00 262.0 0.00 0.0 1.0 3 .0 8 .94 2.37 2.98 0 .30 262 .0 0.30 1.7 2 .0 6 .0 14.90 8 .54 11.31 1.38 262.2 1 .38 3.5 3.0 8.9 20 .86 17.53 23.44 2 .96 262.4 2.96 5 .2 4.0 11.9 26.82 30.47 38 .39 3 .96 262.6 3.96 6 .9 5 .0 14.9 32.78 48.23 57.29 4 .53 262.7 4.53 8.6 6.0 17.9 38 .74 70.54 81.01 5 .24 262.8 5.24 10.4 7 .0 20.9 44.70 97.10 109.28 6.09 263 .0 6.09 12.1 8.0 23 .8 50.66 128.69 141 .81 6.56 263.1 6.56 13.8 9.0 26.8 56.62 165.18 179.35 7.09 263.3 7.09 15.5 10.0 29.8 62.58 206.42 221.80 7.69 263.5 7.69 15.0 11.0 32.8 68.54 252.29 269.00 8.36 263.7 8 .36 14.2 12.0 35.8 74.50 302.65 320.83 9.09 264.0 9 .09 13.3 13.0 38.7 79.93 357.88 377.15 9.64 264.2 9.64 12.4 14.0 41.2 80.88 417.47 437.81 10.17 264.4 10.17 11.6 15.0 39.7 77.'30 476.93 498.35 10.71 264.7 10.71 10.7 16.0 38.2 74.92 532.41 554.84 11.21 264.9 11.21 9.8 17.0 . 36.7 71.94 584.08 607.34 11.63 265.1 11.63 9.0 18.0 35.2 68.96 632.16 656.03 11.93 265.2 11.93 8.1 19.0 33.7 65.98 676.69 701.13 12.22 265.4 12.22 7.3 20.0 32.2 63.00 717.72 742.67 12.48 265.5 12.48 6.4 21 .0 30.8 60.02 755 .28 780.72 12.72 265.6 12.72 5.5 22 .0 29.3 57 .04 789.43 815.31 12.94 265.8 12.94 4.7 23.0 27.8 54.06 820.21 846.48 13.13 265.9 13.13 3.8 24.0 26.3 51.08 847.66 874.28 13.31 265 .9 13.31 2.9 25.0 24.8 48 .1 0 871.85 898.74 13.45 266.0 13.45 2.1 26.0 23.3 45.12 892.85 919.95 13.55 266.1 13.55 1.2 27.0 21.8 42.14 910.70 937.97 13.64 266.1 13.64 0.4 28.0 20.3 39.16 925.43 952.84 13.71 266.2 13.71 0.0 29.0 18.8 36.18 937.07 964.60 13 .76 266.2 13.76 0.0 30.0 17.3 33.20 945.65 973.25 13.80 266.2 13.80 0.0 31.0 15.9 30.22 951.19 978 .85 13.83 266.3 13.83 0 .0 32.0 14.4 27 .24 953.73 981.42 13.84 266.3 13.84 0 .0 33.0 12.9 . 24.26 953.30 980.98 13.84 266.3 13.84 0 .0 34.0 11.4 21.28 949.91 977.56 13.82 266.2 13.82 0 .0 35 .0 9.9 18.30 943.61 971 .19 13.79 266.2 13.79 0.0 36.0 8.4 15.32 934.41 961.91 13.75 266.2 13.75 0 .0 37.0 6.9 12.34 922.35 949.73 13.69 266.2 13.69 0.0 38.0 5.4 9.36 '307.45 934.69 13.62 266.1 13.62 0.0 39.0 3.9 6.38 889.75 916.81 13.53 266.1 13.53 0 .0 40.0 .2.4 3.40 869.25 896.13 13.44 266.0 13.44 0 .0 41.0 1.0 0 .96 846.06 872.65 13.30 265.9 13.30 0.0 PEAK FLOWS 41 14 266.3 14 16 0.00 indicates inital condition 0 w Cl) ....10 t! ~ 0 0:: F-0.. cfs 0.00 2.03 4 .84 8.13 10.86 1 3 .15 15.59 18.16 20.36 22.62 22.71 22.52 22.39 22.07 21.74 21.42 21.06 20.61 20.05 19.47 18.87 18.25 17.61 16.94 16.25 15.53 14.77 13.99 13.71 13 .76 13.80 13.83 13.84 13.84 13.82 13.79 13.75 13.69 13.62 13.53 13.44 13.30 23 DA. I DA. I Clj Q'. ~ 15.0 10.0 cf s 0 .0 1.5 3 .0 4.5 6 .0 7.5 9.0 10.5 12.0 13.5 15.0 14.3 13.5 12.8 12.0 11 .3 10.6 9.8 9.1 8 .3 7.6 6.8 6 .1 5 .3 4.6 3 .8 3 .1 2.3 1.6 0 .8 0 .1 0 .0 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0 .0 15 C> ..... ~ t! !!? ~ ~~ 10.4 9.1 cfs cfs 0.0 0 .00 1 .1 2.63 2.3 5.26 3 .4 7 .90 4 .5 10.53 5.7 13.16 6 .8 15 .79 7 .9 18.42 9.1 21.06 10.2 23.69 9.9 24.85 9 .3 23 .61 8 .7 22.29 8.2 20.98 7.6 19.66 7.0 18.35 6.5 17.03 5.9 15.71 5.3 14.40 4.8 13.08 4.2 11 .77 3.6 10.45 3 .1 9 .13 2.5 7.82 1.9 6.50 1.4 5.19 0.8 3.87 0.2 2.55 0.0 1.57 0.0 0.82 0.0 0 .07 0.0 0.00 0 .0 0 .00 0.-0 0 .00 0.0 0 .00 0.0 0.00 0.0 0.00 0.0 0 .00 0.0 0.00 0.0 0.00 0.0 0 .00 0.0 0.00 10 25 9713-dra.xls Exhibit D-1 EXHIBIT "'D-1" PROPOSED DETENTION POND ROUTING Woodcreek Section Nine D.A. # Pond Routing l~VENT= 25 ).A.# ~.A.# ., c I: a l! c. + l! c ~ c 'S l Clj .... ~ .2 0 cc i: .... 'a i A: i: .... ls ~ .: + ~ ~ § 8.!! 0 0 f; a. .E a. w a. a. Clo . 47.3 18.0 Tc 13.9 9.1 inc 1.0 Time cfs cfs cfs cfs cfs ft cfs cfs 0.0 0.0 3 .41 0.00 0.00 0.00 262.0 0.00 0.0 1.0 3.4 10.23 2.69 3.41 0 .36 262.0 0.36 2 .0 2.0 6.8 17.05 9.73 12.92 1.59 262.2 1 .59 3.9 3.0 10.2 23.87 20.00 26.78 3 .39 262.5 3 .39 5.9 4 .0 13.6 30.69 35.61 43.86 4.13 262.6 4 .13 7.9 5 .0 17.0 37.50 56.70 66.30 4.80 262.7 4.80 9.8 6 .0 20.5 44.32 82.94 94.21 5.63 262.9 5.63 11.8 7.0 23.9 51.14 114.56 127.26 6.35 263.1 6.35 13.8 8.0 27.3 57.96 151.91 165.70 6.90 263.3 6 .90 15.8 9.0 30.7 64.78 194.83 209.87 7.52 263.5 7 .52 17.7 10.0 34.1 71.60 243.16 259.61 8.22 263.7 8 .22 17.1 11.0 37.5 78.42 296.75 314.76 9 .00 263.9 9.00 16.2 12.0 40.9 85.24 355.93 375.17 9.62 264.2 9.62 15.2 13.0 44.3 91 .44 420.76 441.17 10.20 264.4 10.20 14.2 14.0 47.1 92.54 490.54 512.21 10.83 264.7 10.83 13.2 15.0 45.4 89.13 560.15 583.08 11 .46 265.0 11.46 12.2 16.0 43.7 85.72 625.50 649.28 11.89 265.2 11.89 11.2 17.0 42.0 82.31 686.66 711.22 12.28 265.4 12.28 10.3 18.0 40.3 78.90 743.68 768.96 12.64 265.6 12.64 9.3 19.0 38.6 75.49 796.61 822.57 12.98 265 .8 12.98 8.3 20.0 36.9 72.08 845.51 872.10 13.29 265.9 13.29 7.3 21.0 35.2 68 .67 890.52 917.59 13.54 266.1 13.54 6.3 22.0 33.5 65 .26 931.71 959.19 13.74 266.2 13.74 5.3 23 .0 31.8 61.85 969.15 996.98 13.91 266.3 13.91 4.3 24.0 30.1 58.44 1002.84 1031 .00 14.08 266.4 14.08 3.4 25.0 28.4 55.03 1032.85 1061.29 14.22 266.5 14.22 2.4 26.0 26.7 51.62 1059.19 1087.88 14.35 266.6 14.35 1.4 27 .0 25.0 48 .21 1081.90 1110.81 14.45 266.6 14.45 0.4 28 .0 23 .3 44.80 1101.02 1130.12 14.55 266.7 14.55 0.0 29.0 21.5 41 .39 1116.59 1145 .83 14.62 266.7 14.62 0.0 30.0 19.8 37.98 1128.63 1157.98 14.68 266.8 14.68 0.0 31.0 18.1 34.58 1137 .17 1166.61 14.72 266.8 14.72 0.0 32.0 16.4 31.17 1142.26 1171 .75 14.74 266.8 14.74 0.0 33.0 14.7 27 .76 1143.92 1173.43 14.75 ·266.8 14.75 0.0 34.0 13.0 24.35 1142.20 1171.68 14.74 266.8 14.74 0.0 35.0 11.3 20.94 1137.10 1166.54 14.72 266.8 14.72 0.0 36.0 9.6 17.53 1128.69 1158.04 14.68 266.8 14.68 0.0 37.0 7.9 14.12 1116.97 1146.21 14.62 266.7 14.62 0.0 38 .0 6 .2 10.71 1101.99 1131.09 14.55 266.7 14.55 0.0 39.0 4.5 7.30 1083.77 1112.70 14.46 266.6 14.46 0.0 40.0 2.8 3 .89 1062.35 1091.07 14.36 266.6 14.36 0.0 41.0 1.1 1.09 1037.75 1066.24 14.24 266.5 14.24 0.0 PEAK FLOWS 47 15 266.8 15 18 0.00 indicates inital condition C .A .# Cl Q w Cl) ...10 Clj ~~ A: ef ,c w 17.2 10.0 cfs cfs 0.00 0.0 2 .33 1.7 5.53 3 .4 9.30 5 .1 12.00 6.8 14.65 8.5 17.45 10.3 20.14 12.0 22.65 13.7 25.25 15.4 25.37 17.1 25.17 16.3 24.80 15.5 24.40 14.6 24.04 13.8 23.69 12.9 23.13 12.1 22.54 11.2 21.91 10.3 21.27 9 .5 20.59 8.6 19.85 7.8 19.07 6 .9 18.26 6 .1 17.44 5 .2 16.60 4.4 15.74 3 .5 14.86 2 .6 14.55 1 .8 14.62 0 .9 14.68 0.1 14.72 0 .0 14.74 0 .0 14.75 o ~o 14.74 0.0 14.72 0.0 14.68 0.0 14.62 0.0 14.55 0.0 14.46 0.0 14.36 0.0 14.24 0 .0 25 17 .A.# C> _,z ~~ ~ e~ 11.8 9.1 cfs cfs 0 .0 0.00 1.3 3.01 2.6 6.01 3.9 9.02 5.2 12.02 6.5 15.03 7.8 18.03 9 .1 21.04 10.4 24.04 1 1.7 27.05 11.3 28.38 10.6 26.96 10.0 25.46 9.3 23.95 8.7 22.45 8.0 20.95 7.4 19.45 6.7 17.94 6.1 16.44 5.5 14.94 4 .8 13.44 4.2 11 .93 3 .5 10.43 2.9 8.93 2.2 7.42 1.6 5.92 0.9 4.42 0 .3 2.92 0.0 1 .79 0.0 0.94 0.0 0.08 0.0 0.00 0 .0 0 .00 0 .0 0 .00 0 .0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0 .0 0.00 0.0 0.00 0.0 0 .00 0 .0 0 .00 12 28 9713-dra.xls Exhibit D-1 EXHIBIT "D-1" PROPOSED DETENTION POND ROUTING Woodcreek Section Nine D.A.I Pond Routing :vENT= 50 >.A. I II.A . I :a: c .c a ll Q. + • c ~ c '$ .. 0 ~ "'= .... q 0 c( + .... 'C l 0: c ~ + .... 'C -j. + c + C II c .E ~ ~ ~ a 0-0 0 a. x .E a. w a. a. 0 Qo 53.6 20.3 Tc 13.9 9.1 inc 1.0 Time cfs cfs cfs cfs cfs ft cfs cfs 0 .0 0.0 3.86 0.00 0.00 0 .00 262.0 0 .00 0.0 1.0 3 .9 11.58 3.02 3.86 0 .42 262.1 0.42 2.2 2.0 7.7 19.30 10.98 14.61 1 .81 262.2 1.81 4.5 3.0 11.6 27.03 22.85 30.29 3 .72 262.5 3 .72 6.7 4 .0 15.4 34.75 41.26 49.88 4.31 262.6 4.31 8 .9 5 .0 19.3 42.47 65.83 76.01 5.09 262.8 5.09 11.1 6.0 23.2 50.19 96.19 108.30 6.06 263.0 6.06 13.4 7.0 27.0 57.91 133.13 146.38 6.62 263.2 6.62 15.6 8 .0 30.9 65.63 176.53 191 .04 7.25 263 .4 7 .25 17.8 9.0 34.7 73.35 226.21 242.17 7.98 263.6 7.98 20.0 10.0 38.6 81.08 281.99 299.57 8 .79 263.9 8.79 19.4 11.0 42.5 88.80 344.04 363.06 9.51 264.1 9.51 18.3 12.0 46.3 96.52 412.58 432.84 10.13 264.4 10.13 17.2 13.0 50.2 103.55 487.49 509.10 10.81 264.7 10.81 16.0 14.0 53.4 104.79 567.99 591.04 11.52 265 .0 11.52 14.9 15.0 51.4 100.92 648.70 672.77 12.04 265.3 12.04 13.8 16.0 49.5 97.06 724.58 749.62 12.52 265.5 12.52 12.7 17.0 47:6 93.20 795.69 821.64 12.98 265.8 12.98 11.6 18.0 45.6 89.34 862.09 888.89 13.40 266.0 13.40 10.6 19.0 43.7 85.48 924.04 951.43 13.70 266.2 13.70 9.4 20.0 41.8 81 .62 981 .57 1009.52 13.97 266.3 13.97 8 .2 21 .0 39.8 77.76 1034.73 1063.19 14.23 266.5 14.23 7.1 22.0 37.9 73.90 1083.57 1112.49 14.46 266.6 14.46 6.0 23.0 36.0 70.04 1128.11 1157.47 14.68 266.8 14.68 4.9 24.0 34.1 66.18 1168.42 1198.15 14.87 266.9 14.87 3.8 25.0 32.1 62.32 1204.51 1234.59 15.04 267 .0 15.04 2.7 26.0 30.2 58.46 1236.49 1266.83 15.17 267 .1 15.17 1.6 27.0 28.3 54.59 1264.40 1294.94 15.27 267.1 15.27 0.5 28.0 26.3 50.73 1288 .27 1318.99 15.36 267 .2 15.3 6 0.0 29 .0 24.4 46.87 1308.13 1339.00 15.44 267.2 15.44 0.0 30.0 22.5 43 .01 1324.01 1355.00 15.50 267.3 15.50 0 .0 31.0 20.5 39.15 1335.94 1367.02 15.54 267.3 15.54 0.0 32.0 18.6 35.29 1343.95 1375.09 15.57 267.3 15.57 0.0 33.0 16.7 31.43 1348.07 1379.24 15.59 267.3 15.59 0.0 34.0 14.7 27.57 1348.33 1379.50 15.59 267.3 15.59 0.0 35 .0 12.8 23.71 1344.75 1375.90 15.57 267.3 15.57 0.0 36.0 10.9 19.85 1337.37 1368.46 15.55 267.3 15.55 0.0 37.0 9.0 15.99 1326.21 1357.22 15.50 267.3 15.50 0.0 38.0 7.0 12.13 1311 .30 1342.20 15.45 267.2 15.45 0.0 39.0 5 .1 8 .27 1292.67 1323.43 15.38 267.2 15.38 0.0 40.0 3.2 4.40 1270.34 1300.93 15.30 267.1 15.30 0.0 41.0 1.2 1.24 1244.35 1274.75 15.20 267.1 15.20 0.0 PEAK FLOWS 53 16 267.3 16 20 0.00 indicates inital condition .A. I [ Q w en ..J 0 "'= ~~ 0: ,,( e g: w 19.4 10.0 cfs cfs 0.00 0.0 2.64 1.9 6.26 3.9 10.39 5.8 13 .21 7 .7 16.22 9.7 19.41 11.6 22.20 13.5 25 .06 15.5 28.01 17.4 28.17 19.3 27.77 18.5 27.28 17.5 26.84 16.5 26.45 15.6 25.85 14.6 25.22 13.6 24.56 12.7 23.87 11.7 23 .06 10.7 22.22 9.8 21.36 8 .8 20.49 7 .8 19.59 6.9 18.67 5.9 17.73 4 .9 16.74 4.0 15.73 3.0 15.36 2.0 15.44 1.1 15.50 0.1 15.54 0.0 15.57 0 .0 15.59 0.0 15.59 0.0 15.57 0.0 15.55 0.0 15.50 0.0 15.45 0.0 15.38 0.0 15.30 0.0 15.20 0.0 28 19 .A .I CJ ..J z ~~ ~ e~ 13.4 9.1 cfs cfs 0.0 0.00 1.5 3.40 2.9 6.79 4.4 10.19 5.9 13.59 7.3 16.98 8 .8 20.38 10.3 23 .78 11.7 27.18 13.2 30.57 12.8 32.08 12.0 30.47 11.3 28.77 10.6 27.07 9.8 25.38 9.1 23.68 8.4 21.98 7.6 20.28 6 .9 18.58 6.2 16.88 5.4 15.19 4.7 13.49 4.0 11.79 3.2 10.09 2 .5 8.39 1.8 6.69 1.0 4.99 0.3 3.30 0 .0 2.03 0 .0 1.06 0.0 0.09 0.0 0 .00 0.0 0.00 0.0 0 .00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0 .00 0 .0 0.00 0.0 0.00 13 32 9713-dra.xfs Exhibit 0 -1 EXHIBIT "D-1" PROPOSED DETENTION POND ROUTING Woodcreek Section Nine D.A. I Pond Routing l~ENT= 100 ).A. I •.A. I 'It: c .I::. a 1i ICI. + !i t! c ~ c ~ ~ .... q .2 oc + .... 1! I c ~ + .... 1! 11 !-~ c & ..: ~ ~ .f iii .f .f ~ 0.. lao 60.4 22.8 Tc 13.9 9.1 inc 1.0 Time cfs cfs cfs cfs cfs ft cfs cfs 0 .0 0 .0 4.35 0.00 0.00 0.00 262.0 0.00 0.0 1.0 4.3 13.04 3.39 4.35 0.48 262.1 0 .48 2.5 2.0 8.7 21.74 12.33 16.43 2.05 262.3 2.05 5 .0 3.0 13.0 30.44 26.41 34.07 3.83 262.5 3.83 7.5 4.0 17.4 39.13 47.82 56.85 4.51 262.7 4 .51 10.0 5.0 21.7 47.83 76.12 86.95 5.42 262.9 5.42 12.5 6.0 26.1 56.53 111.33 123.95 6.31 263.1 6.31 15.0 7.0 30.4 65.22 154.01 167.86 6.93 263.3 6.93 17.5 8.0 34.8 73.92 203.92 219.23 7.65 263.5 7.65 20.0 9.0 39.1 82.61 260.88 277.84 8.48 263.8 8.48 22.5 10.0 43.5 91.31 324.82 343.49 9.34 264.1 9.34 21.8 11.0 47.8 100.01 396.17 416.13 9.98 264.3 9.98 20.5 12.0 52.2 108.70 474.79 496.17 10.69 264.6 10.69 19.3 13.0 56.5 116.62 560.56 583.50 11.47 265.0 11.47 18.0 14.0 60.1 118.01 653.05 677.18 12.07 265.3 12.07 16.8 I 15.0 57.9 113.66 745.75 771.06 12.66 265.6 12.66 15.5 16.0 55.7 109.32 832.98 859.41 13.21 265.9 13.21 14.3 17.0 53.6 104.97 914.99 942.30 13.66 266.1 13.66 13.0 18.0 51.4 100.62 991.91 1019.96 14.02 266.4 14.02 11.8 19.0 49.2 96.27 1063.79 1092.53 14.37 266.6 14.37 10.5 20.0 47 .0 91.92 1130.69 1160.07 14.69 266.8 14.69 9.3 21.0 44.9 87.58 1192.64 1222.61 14.98 266.9 14.98 8.0 22.0 42.7 83.23 1249.78 1280.22 15.22 267.1 15.22 6.8 23.0 40.5 78.88 1302.18 1333.01 15.41 267.2 15.41 5.5 24.0 38 .4 74.53 1349.88 1381.06 15.59 267 .3 15.59 4.3 25.0 36.2 70.18 1392.90 1424.41 15.75 267.4 15.75 3.0 26.0 34.0 65.83 1431.29 1463.08 15.90 267.5 15.90 1.8 27 .0 31.8 61 .49 1465.08 1497.12 16.02 267 .6 16.02 0.5 28 .0 29.7 57.14 1494.30 1526.57 16.13 267.7 16.13 0.0 29.0 27 .5 52.79 1518.99 1551.44 16.22 267.8 16.22 0 .0 30.0 25.3 48.44 1539.19 1571.78 16.30 267.8 16.30 0.0 31.0 23.1 44.09 1554.91 1587.63 16.36 267.9 16.36 0.0 32.0 21 .0 39.75 1566.20 1599.01 16.40 267.9 16.40 0.0 33.0 . 18.8 35.40 1573.10 1605.95 16.43 267.9 16.43 0.0 34.0 16.6 31.05 1575.63 1608.50 16.44 267.9 16.44 0.0 35.0 14.4 26.70 1573.82 1606.68 16.43 267.9 16.43 0.0 36.0 12.3 22.35 1567.71 1600.52 16.41 267.9 16.41 0.0 37.0 10.1 18.01 1557.33 1590.06 16.37 267.9 16.37 0.0 38.0 7.9 13.66 1542.71 1575.33 16.31 267.8 16.31 0.0 39.0 5.7 9.31 1523.88 1556.36 16.24 267.8 16.24 0 .0 40.0 3.6 4.96 1500.88 1533.19 16.16 267.7 16.16 . 0 .0 41.0 1.4 1.39 1473.73 1505.84 16.05 267.6 16.05 0.0 PEAK FLOWS 60 16 267.9 16 22 0.00 indicates inital condition C .A. I C Q w "' ..J 0 Clj ~~ 15: eg: ~ 21.8 10.0 cfs cfs 0.00 0.0 2.98 2.2 7.05 4.3 11.33 6.5 14.51 8.7 17.91 10.9 21.30 13.0 24.42 15.2 27.65 17.4 30.97 19.5 31.10 21.7 30.49 20.7 29.95 19.7 29.48 18.6 28.83 17.5 28.17 16.4 27.48 15.3 26.67 14.2 25.79 13.1 24.88 12.0 23 .95 11.0 23 .00 9.9 21.98 8.8 20.93 7.7 19.86 6.6 18.77 5.5 17.66 4.4 16.54 3.4 16.13 2.3 16.22 1.2 16.30 0 .1 16.36 0.0 16.40 0 .0 16.43 0.0 16.44 0.0 16.43 0.0 16.41 0.0 16.37 0.0 16.31 0.0 16.24 0.0 16.16 0.0 16.05 0.0 31 22 .A.I (!) ..J z ~~ ~ e~ 15.0 9.1 cfs cfs 0.0 0.00 1 .6 3 .82 3.3 7.63 4.9 11.45 6.6 15.26 8.2 19.08 9.9 22.90 11.5 26.71 13.2 30.53 14.8 34.34 14.3 36.03 13.5 34.23 12.7 32.32 11.9 30.42 11.0 28.51 10.2 26.60 9.4 24.69 8.6 22.78 7.7 20.88 6.9 18.97 6.1 17.06 5.3 15.15 4 .5 13.24 3.6 11.34 2.8 9.43 2.0 7.52 1 .2 5.61 0.3 3.70 0.0 2.28 0.0 1.19 0.0 0.11 0 .0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0 .00 0.0 0.00 0.0 0.00 0 .0 0.00 0.0 0.00 0 .0 0.00 0.0 0.00 15 36 9713-dra .xls Exhibit D-1 Woodcreek Section Nine 5 Year Event Hydrograph 35.00 30.00 25 .00 -J!! ~ 20 .00 a 15 .00 10.00 ............ 5 .00 ...... ...... --.................. 0 .00 ~::;._~~~1--~~~-+~~~~-+-~~~~-+-~~~~-+---'=---~--"~~~~--1~~~~~ 0 .00 5 .00 10 .00 15.00 20 .00 Time(min.) 25 .00 30.00 35 .00 40 .00 --Pr.Pt .A --Pond Outlet Point A --CP --TOTAL PROPOSED - - -Ex .Pt.A ---CE ---TOTAL EXISTING 5/30/97 Exhibit D-2 -.I!! £. a Woodcreek Section Nine 10 Year Event Hydrograph 40 .00 35 .00 30.00 25 .00 20 .00 15.00 10 .00 5 .00 ......... o .00 ~~~~~1--~~~--+~~~~-+~~~~-+-~~--+--..:=--~'..;...o;-~~~--1--------l 0 .00 5 .00 10.00 15.00 20 .00 Time(min.) 25 .00 30.00 35 .00 40 .00 --Pr .Pt.A --Pond Outlet Po int A ---CP --TOTAL PROPOSED - - -Ex .pt.A ---CE -- -TOTAL EXISTING 5/30/97 Exhibit D-2 Woodcreek Section Nine 25 Year Event Hydrograph 45 .00 40 .00 35.00 30.00 E ~ 25.00 a 20.00 15.00 10.00 5 .00 o.oo ._...::;_ ___ ,__ ___ -+-----+------+------+-__;:ao..~---,._~~~--1~~----1 0 .00 5 .00 10.00 15.00 20 .00 Time (min.) 25.00 30 .00 35 .00 40 .00 ---Pr .Pt .A --Pond Outlet Point A --CP --TOTAL PROPOSED - - -Ex .Pt.A ---CE - - -TOTAL EXISTING 5/30/97 Exhibit D-2 Woodcreek Section Nine 50 Year Event Hydrograph 50.00 40 .00 ~ ~ 30.00 a 20 .00 10.00 ....... ........ O .OO -llk=~---1------+-----1------+------+---=3".~--"+------+-~---1 0 .00 5 .00 10 .00 15 .00 20 .00 Time (min .) 25 .00 30 .00 35.00 40 .00 ---Pr .Pt .A --Pond Outlet Point A --CP --TOTAL PROPOSED - - -Ex .Pt.A ---CE -- -TOTAL EXISTING 5/30/97 Exhibit D-2 a Woodcreek Section Nine 100 Year Event Hydrograph 60.00 50.00 40 .00 30 .00 20 .00 10 .00 ............ ............ ...... ............ ......... 0 .00 .,::..::::----1------+-----+------+------+-__;-..,_,~..,_~~~--1~~--~ 0 .00 5 .00 10.00 15 .00 20 .00 Time(min.) 25 .00 30.00 35 .00 40 .00 ---Pr .Pt .A --Pond Outlet Po int A --CP --TOTAL PROPOSED - - -Ex .Pt .A ---CE - --TOTAL EXISTING 5/30/97 Exh i bit D-2 1 .200 1 .000 0 .800 i t 0 .600 Ci) 0 .400 0 .200 Woodcreek Section Nine Stage-Storage Curve o .ooo +---~~--+-~_.~:::::::~~~-+-~~~~~+--~~~~--+~~~~~-+-~~~~~+--~~~~--+-~~~~----i 261 262 263 264 265 Elevatlon (rnsl) 266 267 268 269 Exhibit D-3 20 .000 15 .000 i 10 .000 2i 5.000 Woodcreek Section Nine Stage-Discharge Curve 0 .000 +-~~--+-~-.~~~~~-+-~~~~----4~~~~~--+-~~~~~t--~~~~--+~~~~~-f-~~~~--t 261 .0 262 .0 263 .0 264.0 265.0 Elevation (msl) 266.0 267 .0 268.0 269.0 Exhibit D-3 Sf e ve , rJ,, ,,,j fov,1aJ l ,,J o/{;~e -8'T S--/1{// !fome. -8t.; b -g{) 2_(:, J Tl9 T40 6 m.J WOODCREEK PA.RK 15 20 _JSI ---- DEVELOPMENT PERMIT PERMIT NO. 475 WOODCREEK, SECTION NINE FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE : CHAPTER 13 OF THE COLLEGE ST A TION CITY CODE SITE LEGAL DESCRIPTION: Woodcreek, Section Nine OWNER: TAC Realty, Inc . 1111 Briarcrest Drive, Suite 300 Bryan, Texas 77802 409-776-1111 DRAINAGE BASIN: FoxFire Tributary of Carter Creek Drainage Basin TYPE OF DEVELOPMENT: SITE ADDRESS: This permit is valid for all site development as shown on the approved site construction documents. The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design Criteria. The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its original condition, placement and state. The Owner and/or Contractor shall be responsible for any damage to adjacent properties, city streets or infrastructure due to heavy machinery and/or equipment as well as erosion, siltation or sedimentation resulting from the permitted work. In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities. I hereby grant this permit for development of an area outside the special flood hazard area. All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit application for the above named project and all of the codes and ordinances the City f College Station that apply. Date Date ' Contractor Date Figure Xll Development Permit City of College Station, Texas Site Owner: TAC REALTY, INC. ~ Michael R. McClure, P.E. Engineer : MCCLURE ENGINEERING, INC. Contractor: MADISON CONSTRUCTION CORP. Date Application Filed: ________ _ Address : 1111 Briarcrest Drive, Suite 300 Telephone : 776-1111 Bryan, TX 77802 Address : 1722 BroadmcxJr, #210, Bryan, TX 77802 Telephone No : --'-7-'-7 6-=----=6:....:.7--=-0-=-0 ____ _ Address : 1640 Briarcrest Dr., Suite 125, Bryan, Telephone No : 268-5520 TX I 1802 Application is hereby made for the following development specific waterway alterations : Subdivision Construction along the Foxfire Tributary of Carters Creek. 121 Application Fee ~ 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, TAC REALTY, INC. , ~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 Station City Code. v? INC. < •• Figure XU Continued CERTIFlCA TlONS : (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 low e st floor, includin g any baseme nt, of a ny resid e nti a l 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 alter~ or development are consistent with requirements of the City of College Station City~'°t,C(!;h ~ 13 concerning encroachments of flood ways and of •..<.,.?-••••••••• -1. t flood way fringes . ;'e;, •• ••• •• •• U' •1. ,, •• •• *I * • • * ~ ~tkJ.;i:.:. ................ ~ci:u~it' 1/;e/11 ~··················· · ········:·(i;''it -D-a-te~,,_ __ , ____________ _ '1>\ 32740 r.:il4J/ ftOA' ~f.G/ST~\\~··· ~' I, \i~sid;t<Af ·-~at the proposed alterations do not raise the level of the 100 year flood above elevati~ · 1shed 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 accordance with the plans and specifications submitted to and approved by the City Engineer for the above named project. All of the applicable codes and ordinances of the City of College Station shall apply . August 29, 1997 Mr. Steve Homeyer Assistant to the City Engineer City of College Station P .O . Box 9960 College Station, Texas 77842 Re: Woodcreek Nine Subdivision Dear Mr. Homeyer : CO NSTRU C TIO N CORPORATION Madison Construction Corporation would like to begin construction of Woodcreek Nine subdivision in College Station beginning September 2 , 1997 . Plans and plats have been prepared by McClure Engineering and approved by the City. Attached is our Development Permit and Subdivision Inspection Fee along with a check for $400 for both . I have included a copy of our Notice of Intent for EPA If there is additional inform ation that you need please let me know . You can get in touch with me at Madison Construction . My phone numbers follow : Bo Miles Madison Construction Corporation Office phone -268-5520 Office fax -268-6022 Home phone 774-15 11 We look forward to working with you on this project. Sincerely, ~~RUCTION CORPORATION Bo Miles Project Manager 1640 Briarcrest Dr ive • Sui te 1 25 • Bryan, Te xas 77802 P.O. Bo x 3787 • Bryan , Te xa s 77805-378 7 FAX 409-268-6022 4 09-26 8-5520 41230 Federal Register/ Vol. 57, No. 175 / Wednesday. September 9. 1992 / Notices Appendix C -NOi Form Instructions S.. A•v•rM for Instruction• Form Approved . OOolS No. )l)OO.<lOM A4oo>r-........ , ~·~ ~ Unltad Sta-Envlromiootaf Prole<:lloo AQe<q t.POES EPA w~~.Dc~ FORM , .. ,, Notice of Intent (NOi) for Storm Water Discharges Associated with lnduatrlal Activity Under the NPDES General Permit SubmlMloo of It"-Nolloe of Intent cooat!llJWs no<ioa flat t>e petty ldeodfied In S&ciio<1 ! of !hi& form lnlllndo: t:> be au!hO<ized by a NPDES permit lasued IC< 1tonn .....-di.dlar 8"0dated with Industrial aciM~ In. t>e S1218 ldendlled In Section II of this fo<m . BecomJ1:~tt;;rr<tl9e obllgal8c &UCh dladlatoe< t:> oomply ~ t>e 1191ms and~itions of t>e poonit. ALL N CESSARY INFORM.A. TION MUST BE PROVIDED ON I FORM. I. Facility Opera bf Information Nana: IT,. ,t\,, ,C,. I ~E: ,§\ ·'-;\ ·"'I ,\ ,\\,l, I I I I I I I ' ' I I I Phone : IDr1D1C\111t'\141\1\1\ 1\ I I ~I~ I~ I\ I ~IV.,~ 1~1~C.1~E1~i\1 ;o ~I I$ 1\,) I~ 1\1t1 1~1001 I Status of ~ Addreu : I I · I e>wner,operatx: .- City: 1E1~~1\:'s-1~1 I I I I I I I I I I I I I I I I I State : i"\""1~i ZIP C-Odo: l~i\ 1B1011..1·1 I I I I --· ·' l II. Facility/Sito Location Information 1S1e-,c..01\ 101".1 1\\ 1\ 1l\161 I Is !ho Facility Located en [i] Name : N-\ip 10il>161~1E°1€ 1'f. I I I I I I I I Indian lands? (Y or N) Address : I\ 1\ 1• A1 I~ 1C. 8..1E.1S I 0. IC. I~ ~100 ,\!>. 1E° ~1$ I 1\..1€1+..e ,Q ,i;., .~~' City: IG,o 1\.. 1\.. 1E' 1<P E. I 1Si' 1~1\r \ 1P1l\r I I I I I I I I StJ!a: ~ ZIP Code: l'\1"\1'61~1 S', -I I I I I • .. • ' .. la!iUde: IC\ 1 ~j ~ 1~ I "?>1el l.ongiUde: 1310 I 13~ I 3i'.l I Ouatte<: W Section: LJ Township: I I I I I Range : I I I I I 111 . Site Activtty Information MS4 {)pefabf N~: k'.:.1\ 1'\1'\1 101£=1 1C.1P1\..1'-1E:1'-iE I 1Si\1"-i" I\ 101\\1 111 £1 '1., flt1 5-1 I I Receiving Water Body : II:,~ 1'1-1~, ~ .~,e, 1\1"'-.1~~. I Ci.1~ '~I' IC:: 1~·1S I ,{,.,~.~' If You a-e Filing as a Co-permittoe , I I Alo There Existi~ 1~ I Is !he Fadliifa Required t:> Submit w Enter Siorm Waler General Permit Number : I I I I I I I I Ouanlitalivo Data . (Y or N) Monitoring ta? ( 1, 2. or 3) SIC or Designated Primary : I ,COi 2nd : I I I I I I Aaivity Code : I I I I 3rd: I I I 4th: I I I It This Fadli~s a Member of a Grou~ AppUcat!on , ler Group Application umber: I I I I I II You HIM! Other Existing NPDES I I I I I I Permits, Entar Permit Numbers : I I I I I I I I I I I I I I I I I I I I I I I I IV. Addil!onaf Information Required for Construction Activities Only Project Completion Start Date: Date : Is !ho Storm Wamr Pollution Prevention Plan 10,e..1~01~~ I 101~ 101~ IC\181 Estfmatad kea b bo 1 lil •! 1'?>n ~1 lo Compiance with State iWldJor local [i] Dis 11.Jtbod Qn Aaes): Sediment and Erosion Plans? (Y or N) V. Ce<1!flca~: I cer1lfy urder penalty of law lhal this doaJment :nd an albehments were prepared under mt diroction or supervisioo in accordance · with a 'ystem de&igned b as.sure lhat quah6ed pocsonnel propeny oalho< :nd wakJale t>e intormation submitted. Based on mt inquiry of tie persoo or p0fSOOC v.t-o manaoe ~tem. or h:>Ge persons directty responslbkl for oa!herinQ tie information. !he infonna!lon submittad is. t:> the best of mt ~ and belel rue =:~plele . I an~ Iha! tiere Ne significant penalties for submitting false information, induding tie possibility of line imprisonme011oi Print Na-ne: Dale: l"B101 '~~~' l I I l I l I I I I I I l l I I ·I01SI 'l..Sl'\i"\I Signature: EPA Form 3510~ (S.Q2) . ---.... '111) BRIARCREST DRIVE SUITE300 . BRYAN, TEXAs nao2 ' -FIRST AMERICAN BANK BRYAN, TEXAS (409) ns-1111 DATE CHECK NO. <** PAY FOUR-HUNDRED DOLLARS AND N0/100 ****** 08/26/97 005160 THE J ER OF CITY OF COLLEGE STATION DEVELOPMENT SERVICES DEPARTMENT r 39918 8 ACCOUNT NO ·-------------------=-- CIT'L/tJ)_Ltf E STATION -JCX3. , 19~ :ECEIVED JJ-bJJOrA-Oi/)v &w ~ •1)93~p FOR Paid by_ Check ~Dash __ _ THANK YOU ~-~ ( CITY OF C~I ·~ .EC?~ STATION ~ Engmeenng D1vis1on -7-/g-c; I (h I Jl t' I n-fC F-OLLOWIN G tT&=IV\ s;:- ArzC Q...A-rSTA-NDJA./G ·. 1) ~/DO ~1T ~~ z) ~bAJ&b APPLt<-AnoJ 3) ;J.D. I. l{) l SOD 1/\f 5:P&CT>o>J ~?:. s~ A/JfJicrle-r:::, w f:>LAA15 n.fA-J Mc(LL.ce.~ 6JJb.1.1'1~1/'-Jr;, ?JC£ei:> Utf, ENGINEER'S CONSTRUCTION COST ESTIMATE ef'> WOODCREEK, SECTION NINE ~ REVISED JULY 16, 1997 '1'7 "1' /'b' ITEM DESCRIPTION UNIT QUANTITY UNIT AMOUNT NO. COST STREET CONSTRUCTION 1 Erosion & Sedimentation Control L .S . $3 ,500 .00 $3,500.00 2 Clearing & Grubbing L .S . 1 7 ,000 .00 7 ,000 .00 3 Roadway and Detention Pond Excavation C.Y. 5 ,958 4 .50 26 ,811 .00 4 Cellulose Fiber Mulch Seeding S.Y. 6,000 0 .65 3 ,900 .00 5 6" Lime Stab. Subgrade (5% Lime) S.Y. 7 ,330 2 .35 17 ,225 .50 6 Extra Lime to achieve Ph Requirement Ton 20 80 .00 1 ,600 .00 7 6" Flexible Base Crushed Stone S.Y. 4 ,406 6 .25 27 ,537.50 8 7" Flexible Base Crushed Stone S.Y. 1,619 7 .50 12,142.50 9 1 W' Hot Mix Asphaltic Concrete (Type D) S.Y. 6,025 3 .80 22 ,895 .00 10 Reinforced Concrete Curb (Type I) L.F . 578 7 .25 4 ,190.50 11 Reinforced Concrete Curb (Type 3) L.F. 2,716 7 .25 19,691 .00 12 Reinf. Concrete Alley & Driveway (6" thick) S.Y. 737 25 .00 18,425.00 13 Reinf. Concrete Sidewalk S .F . 10,202 2 .15 21 ,934 .30 14 Reinf. Concrete Aprons (6" thick) S .F . 1 ,267 3 .15 3,991 .05 STREET CONSTRUCTION SUBTOTAL $190 ,843.35 DRAINAGE CONSTRUCTION 15 15" RCP (C76, Cl. Ill) L.F. 77 * $23 .00 $1 ,771 .00 16 18" RCP (C76, Cl. Ill) L.F. 180 * 28 .50 5 ,130.00 17 27" RCP (C76 , Cl. Ill) L .F. 440 38 .50 16,940 .00 18 30" RCP (C76, Cl. Ill) L.F . 27 42 .00 1 ,134.00 19 15" X 45° RCP Bend Each 1 350 .00 350 .00 20 27" X 45 ° RCP Bend Each 2 400 .00 800 .00 21 5' Reinf. Cone. Recessed Inlet Each 7 1 ,650 .00 11 ,550 .00 22 1 O' Reinf. Cone. Recessed Inlet Each 1 2 ,000 .00 2 ,000 .00 23 15" RCP Sloped Headwall (4 :1 Slope) Each 2 500 .00 1 ,000 .00 24 30" RCP Sloped Headwall (4 :1 Slope) Each 1 600.00 600.00 25 Reinforced Concrete Flume (4 " thick) S.F. 271 3 .50 948 .50 26 Dry' Riprap Channel Lining S.Y. 17 30 .00 510 .00 27 Trench Safety (Stonn Drain) L.S . 1 1 ,000 .00 1,000.00 DRAINAGE CONSTRUCTION SUBTOTAL $43,733.50 SEWER LINE CONSTRUCTION 28 6" PVC (SDR-26, D3034)(6' to 8 ' depth) L.F. 268 $16.00 $4 ,288.00 29 6" PVC (SDR-26, D3034)(8' to 1 O' depth) L.F. 207 18.00 3 ,726.00 30 6" PVC (CL. 160, D2241)(8' to 10' depth) L.F. 20 18 .50 370.00 31 Standard 4' Diameter Manhole (< 6' depth) Each 1 1 ,300 .00 1 ,300 .00 32 Standard 4' Diameter Manhole (8' to 1 O' depth) Each 2 1,400 .00 2 ,800 .00 33 Standard 4' Drop Manhole (16' to 18' depth) Each 1 2,000.00 2,000.00 Page 1 ITEM NO. 34 35 36 37 38 ENGINEER'S CONSTRUCTION COST ESTIMATE WOODCREEK, SECTION NINE REVISED JULY 16, 1997 DESCRIPTION UNIT QUANTITY UNIT COST Type Ill Sewer Service Nos. 3 ,4 ,7 & 8 Each 4 750 .00 Type Ill Sewer Serv ice Nos . 9 , 10 & 11 Each 3 650 .00 Type II Sewer Serv ice No . 6 Each 1 500 .00 Type I Sewer Service Nos . 1 , 2 , 5 & 12 Each 4 450 .00 Trench Safety (Sewer Lines) L.S. 1 1 ,000 .00 SEWER LINE CONSTRUCTION SUBTOTAL AMOUNT 3 ,000 .00 1 ,950 .00 500 .00 1 ,800 .00 1 ,000 .00 $22 ,734 .00 WATER LINE CONSTRUCTION 39 6" PVC (C900 , Cl. 200) L.F. 1 ,353 $13 .00 $17 ,589 .00 40 12" 0.1.P . (Cl. 52) w/Restrained Joints L.F. 75 * 38 .00 2 ,850 .00 41 6" M .J . Gate Valve w ith Box Each 2 350 .00 700 .00 42 12" M .J . Gate Valve with Box Each 1 875 .00 875.00 43 16" X 3/8" thick Stl. Casing (per ASTM A-134) with End Seals & Spacers L.F. 60 45 .00 2,700.00 44 Fire Hydrant Assembly (Type 3) Each 1 1,650.00 1,650.00 45 6" X 13" M .J . Anchor Coupling Each 3 210 .00 630 .00 46 12" X 13" M .J . Anchor Coupling Each 1 275.00 275 .00 47 6" X 11 Y.0 M .J . Bend Each 2 120.00 240 .00 48 6" X 22Y:z 0 M .J . Bend Each 1 120.00 120.00 49 6" X 45° M .J . Bend Each 5 110.00 550 .00 50 12" X 6" M .J. Cross Each 3 275 .00 825 .00 51 12" X 45° M .J . Bend Each 4 225 .00 900 .00 52 1Y:z" Type K Copper Water Serv. (34' Avg .Length) Each 16 650.00 10,400 .00 53 Bore & Install 1Y:z" Type K Copper Serv. (55 L.F .) Each 1 1,100.00 1 , 100.00 54 1" Type K Copper Water Serv. (3' Avg .Length) Each 1 350.00 350 .00 55 Connect to Existing 6" Water Line Each 2 350.00 700 .00 56 Connect to Existing 12" Water Line Each 2 500 .00 1 ,000 .00 WATER LINE CONSTRUCTION SUBTOTAL $43 ,454 .00 TOTAL ESTIMATED COST OF CONSTRUCTION $300,764.85 * Indicates Quantity Revision to plans as a result of Final C ity Review Comments on 7/15/97 ~'''''' ---~OF.,-,\\ .:':-<. """'-·*·fJr.,_ 'ti 11'0 ••• •• •• Q\ " '* ... ··. ·'i l.*: •*] ~·································· 1 l··~.l.9.f:l.~F.b.8-.M99h~Bs •. I ~'() •• 0 : Q;: ,i··.-9, 3274 <:).:!§J f!~·.f.91s ~··· ~"§ 1 • $${ ''." .: .. 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