Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
33 DP A&M Church of Christ 05-100052 1901 Harvey Mitchell Pkwy
DRAINAGE REPORT FO R A & M CHURCH OF CHRIST PARKING LOT EXPANSION COLLEGE STATION, BRAZOS COUNTY, TEXAS JUNE 2005 MBESI # 100 0-0044 SUBMITTED BY : M c CLURE & BROWNE ENGINEERING/SURVEYI N G, I NC. 1008 W oo d cr eek Drive, Suite 103 •Coll ege Station, T exas 77 84 5 b5·[)l \·~ ~·\.o -CJ5 q ~L\C\,QY\r) CERTIFICATION SUMMARY A&M Church of Christ Parking Lot Expansion Drainage Report MBESI # 1000-0044 Date The A&M Church of Christ plans to add overflow parking on the east and west sides of their existing facility . This additional parking requires modifications to the existing drainage system . These modifications include the construction of a new detention pond on the west side of the site and a reduction in size of the existing detention pond on the east side of the site . Modifications also include the relocation of inlets and the extension of underground pipes to carry water to the two ponds . All of these changes are designed to integrate with the existing drainage system . The modified drainage system for the A&M Church of Christ meets all requirements of the City of College Station's Drainage Policy and Design Standards. It will effectively control the stormwater runoff from the site with no significant adverse impacts to the surrounding or downstream properties . The information that follows shows the parameters under which the design was prepared . Specific details are included in the applicable exhibits at the end of the report . GENERAL INFORMATION Area encompassed by entire facility : Anticipated land use : Notes on surrounding development: FLOOD HAZARD INFORMATION FEMA FIRM Map #: 48041C0161 C Effective Date : July 2 , 1992 29 .35 acres Church and associated parking lots The work associated with this project is an expansion of the recently completed church facility . All of the new work lies within the boundaries of the existing site. Bordering the existing site on the east is the Raintree Subdivision, Section 2 . The south side is bordered by property owned by Northrop Grumman Corporation . The West is bordered by the Earl Rudder Freeway (SH 6 Bypass). Comments : No portion of the site is shown to be within the 100-year floodplain , so it is not currently regulated under the National Flood Insurance Program . Applicable Exhibits : A-Excerpt ofFEMA FIRM DESCRIPTION OF DRAINAGE SYSTEMS Primary System : The site was cleared, graded and landscaped with the original church construction. The parking lot expansion will be made on grassy fields adjacent to the existing parking lots. Natural drainage of the site is toward the northeast and southeast corners of the site where it flows into un-named tributaries of Wolf Pen Creek. Secondary System: Runoff from most of the site will be captured in the driveways and parking areas where it is directed into inlets and flumes that lead to the detention facilities . As indicated in the original drainage report, there is one significant drainage area that bypasses the storm drain system and detention pond. It is an undeveloped section of the site and there are no plans for development at this time. Runoff from this area is included in the peak flow calculation to accurately reflect all pre-development and post-development flowrates . There is one other undeveloped area in the southwest comer of the site that drains into a separate outfall . This area is not being developed and its runoff rate is unchanged . Applicable Exhibits : B-1-Drainage Area Map (Proposed Conditions) SECONDARY STORM DRAIN DESIGN General Note : The secondary drainage system is privately owned and maintained by the church . No underground pipes or inlets are dedicated to the public . The system consists of inlets and underground pipes that carry runoff from the building and parking areas to the two detention ponds. DETENTION REQUIREMENTS General Note: Detention Ponds 1 and 2 will work in series . The outfall from Pond 1 will flow to Pond 2. The outfall from Pond 2 flows to Study Point A. Design Storm : Design Methodology Hydrology: Storage Volume : Software Model: Outlet Controls : 5, 10, 25, 50, 100-yr Return Period Rational Method Trapezoidal Hydrograph Microsoft Excel Spreadsheet Detention Pond 1: Outlet Grate Elevation: 289 .00 ' Top of Berm Elevation: 272 .20 ' Max. WSEL (100 yr): 272 .17 Detention Pond 2 : Outlet Pipe Flowline : 18" RCP at 262 .82 * Top of Berm Elevation: 270.00' Max. WSEL (100 yr): 266.40 * Note: The outlet pipe has a plate over the top half to limit flows. Applicable Exhibits: B-1 C-1 D-1 D-2 Comparison of Pre vs Post-Develo Pre-Dev. 5-year event 10-ear event 25-year event 50-year event 100-year event Flowrate (from Original Drainage Re rt) 23 cfs 26 cfs 30 cfs 34 cfs 39 cfs Drainage Area Map Drainage Area Calculations Pond Routing Analysis for Pond 1 Pond Routing Analysis for Pond 2 ment Flowrates Post Dev . Flowrate 13 cfs 14 cfs 16 cfs 18 cfs 19 cfs EROSION AND SEDIMENTATION CONTROLS Control Measures : SWPPP: Silt fence Hydromulch seeding Inlet protection The contractor shall be responsible for establishing and maintaining the SWPPP in accordance with TCEQ requirements . N.T.S. ZONEX EXHIBIT A Flood Insurance Rate Map Excerpt Brazos County, Texas and Incorporated Areas Map Numbe~ 48041C0161C Effective Date : July 2, 1992 ~ 3': 0 0 IX w ...I ...I < ~ a.. < u.. 0 I-0 w IX ;::: z < z (!) ...I < ~~ z w (,) ~::c < w :E z ...I 0 ...I IX I-~ < c;; w < w (!) I-> I->z 0 ~~ w < 0 0 I-IX a.. I-o~ NO. AC. 0.4 0.55 0.9 ft. 15 0.20 0.02 0.00 0.18 0.17 1.0 16 0.22 0.02 0.00 0.20 0.19 1.0 BYPASS 3.66 3.66 0.00 0.00 1.46 587.0 Ex 13.46 13.46 0.00 0.00 5.38 1253.0 DA1 5.06 3.61 0.00 1.45 2.75 270.0 DA2 14.48 5.50 0.00 8.98 10.28 1.0 NP1 1.59 0.24 0.00 1.35 1.31 35.0 NP2 3.02 0.72 0.00 2.30 2.36 35.0 EXHIBIT C-1 Rational Formula Drainage Area Calculations A&M Church of Christ New Parking Lots ~ 3': 3': ...I u.. 0 0 0 ...I ...I z u.. u.. ~ ~ IX ::C IX u u u w I-w I-I-IX ...I ~(!) ~...I 0 u w ...I :::> z :::>...I ...I ii w >< ~ Cl) ""' ..., Ou.. (!) ~ (!) ~ (,) :::> !::! a !!? a ft. ft. ft. ft/s min min In/Hr cfs In/Hr cfs 1.0 480.0 4.5 1.9 4.2 10.0 6.33 1.1 7.7 1.3 1.0 480.0 4.5 1.9 4.2 10.0 6.33 1.2 7.7 1.4 3.0 1.0 1.0 0.5 19.4 19.4 4.51 6.6 5.6 8.2 12.0 138.0 6.0 0.8 30.8 30.8 3.41 18.4 4.3 22.9 3.0 680.0 3.0 1.1 14.7 14.7 5.26 14.4 6.4 17.7 1.0 1289.0 9.0 1.7 13.0 13.0 5.59 57.5 6.8 70.3 1.0 279.0 3.0 1.9 2.8 10.0 6.33 8.3 7.7 10.1 1.0 280.0 4.0 2.1 2.5 10.0 6.33 14.9 7.7 18.1 0 ..., 0 a ..., a :!: !::! In/Hr cfs In/Hr cfs 8.6 1.5 9.9 1.7 8.6 1.6 9.9 1.9 6.3 9.2 7.2 10.6 4.9 26.2 5.6 30.1 7.3 20.0 8.3 22.9 7.7 79.2 8.8 90.6 8.6 11.3 9.9 12.9 8.6 20.4 9.9 23.3 5! ~ a In/Hr cfs 11.1 1.9 11.1 2.1 8.2 12.0 6.4 34.3 9.4 25.9 10.0 102.5 11.1 14.6 11.1 26.3 8 0 0 ..... :!: a In/Hr cfs 12.5 2.1 12.5 2.4 9.3 13.6 7.2 38.9 10.6 29.2 11.2 115.4 12.5 16.4 12.5 29.5 6/3/2005 new parking.xis Exhibit C-1 D.A. # .r:; ... !! ~ ~ "O c ~ .. 0 Cl.. Qp 17.7 Tc 14.7 inc 1.0 Time cfs 0.0 0.0 1.0 1.2 2.0 2.4 3.0 3.6 4.0 4.8 5.0 6.0 6.0 7.3 7.0 8.5 8.0 9.7 9.0 10.9 10.0 12.1 11.0 13.3 12.0 14.5 13.0 15.7 14.0 16.9 15.0 17.5 16.0 16.9 17.0 16.3 18.0 15.7 19.0 15.1 20.0 14.5 21.0 13.9 22.0 13.3 23.0 12.7 24.0 12.1 25.0 11.5 26.0 10.9 27.0 10.3 28.0 9.7 29.0 9.1 30.0 8.5 31.0 7.8 32.0 7.2 33.0 6.6 34.0 6.0 35.0 5.4 36.0 4.8 37.0 4.2 38.0 3.6 39.0 3.0 40.0 2.4 41.0 1.8 42.0 1.2 43.0 0.6 44.0 0.0 45.0 0.0 46.0 0.0 47.0 0.0 46.0 0.0 49.0 0.0 50.0 0.0 51.0 0.0 52.0 0.0 53.0 0.0 54.0 0.0 55.0 0.0 56.0 0.0 57.0 0.0 58.0 0.0 59.0 0.0 60.0 0.0 61.0 0.0 62.0 0.0 63.0 0.0 64.0 0.0 PEAK FLOWS 18 0.00 indicates inital condition EXHIBIT "D-1" ti!, PROPOSED DETENTION POND ROUTING A&M Church of Christ New Parking Lots D.A. # Pond Routing EVENT= 5 c c a w ~ c z iii + a :=;: c t5 + .... ~ c + 8 iii .,, c N N a cfs cfs cfs cfs cfs 0.0 1.21 0.00 0.00 0.00 1.2 3.63 0.00 1.21 1.18 2.4 6.05 0.00 3.63 2.83 3.6 8.47 0.00 6.05 3.84 4.8 10.89 0.00 8.47 4.86 6.0 13.30 0.00 10.89 5.67 7.3 15.72 1.41 13.30 5.95 8.5 18.14 4.36 17.13 6.39 9.7 20.56 8.49 22.50 7.00 10.9 22.98 13.85 29.05 7.60 12.1 25.40 21.38 36.83 7.73 13.3 27.82 30.99 46.77 7.89 14.5 30.24 42.64 58.81 8.09 15.7 32.66 56.24 72.87 8.32 16.9 34.46 71.74 88.90 8.58 17.5 34.44 88.47 106.19 8.86 16.9 33.23 104.64 122.91 9.13 16.3 32.02 119.46 137.87 9.21 15.7 30.81 132.94 151.48 9.27 15.1 29.60 145.10 163.75 9.33 14.5 28.39 155.94 174.70 9.38 13.9 27.18 165.47 184.33 9.43 13.3 25.97 173.73 192.66 9.47 12.7 24.77 180.70 199.70 9.50 12.1 23.56 186.41 205.47 9.53 11.5 22.35 190.87 209.97 9.55 10.9 21.14 194.09 213.22 9.56 10.3 19.93 196.08 215.22 9.57 9.7 18.72 196.85 216.00 9.58 9.1 17.51 196.42 215.57 9.58 8.5 16.30 194.79 213.92 9.57 7.8 15.09 191.98 211.09 9.55 7.2 13.88 188.00 207.07 9.53 6.6 12.67 182.86 201.68 9.51 6.0 11.46 176.57 195.53 9.48 5.4 10.25 169.14 186.03 9.44 4.8 9.04 160.59 179.39 9.40 4.2 7.83 150.91 169.63 9.36 3.6 6.62 140.13 158.75 9.31 3.0 5.41 128.26 146.76 9.25 2.4 4.20 115.30 133.67 9.19 1.8 2.99 101.35 119.51 9.08 1.2 1.79 86.68 104.34 6.63 0.6 0.59 71.32 88.47 8.57 0.0 0.00 55.31 71.91 6.30 0.0 0.00 39.25 55.31 8.03 0.0 0.00 23.72 39.25 7.77 0.0 0.00 9.43 23.72 7.14 0.0 0.00 0.00 9.43 5.26 0.0 0.00 0.00 0.00 0.00 0.0 0.00 0.00 0.00 0.00 0.0 0.00 0.00 0.00 0.00 0.0 0.00 0.00 0.00 0.00 0.0 0.00 0.00 0.00 0.00 0.0 0.00 0.00 0.00 0.00 0.0 0.00 0.00 0.00 0.00 0.0 0.00 0.00 0.00 0.00 0.0 0.00 0.00 0.00 0.00 0.0 0.00 0.00 0.00 0.00 0.0 0.00 0.00 0.00 0.00 0.0 0.00 0.00 0.00 0.00 0.0 0.00 0.00 0.00 0.00 0.0 0.00 000 0.00 0.00 0.0 0.00 0.00 0.00 0.00 0.0 0.00 0.00 0.00 0.00 18 10 --c 0 'C ~ c > 0 .!! D..W ft 269.9 270.0 270.1 270.2 270.4 270.5 270.6 270.7 270.9 271.0 271.0 271.1 271.2 271.2 271.3 271.4 271.5 271.5 271.6 271.6 271.6 271.6 271.6 271.6 271.6 271.7 271.7 271.7 271.7 271.7 271.7 271.7 271.7 271.6 271.6 271.6 271.6 271.6 271.6 271.5 271.5 271.5 271.4 271.3 271.2 271.1 271.1 270.9 270.4 269.9 269.9 269.9 269.9 269.9 269.9 269.9 269.9 269.9 269.9 269.9 269.9 269.9 269.9 269.9 269.9 271.67 c w .,, _.o c( Cl.. t-0 gg: cfs 0.00 1.18 2.83 3.84 4.86 5.67 5.95 6.39 7.00 7.60 7.73 7.89 8.09 8.32 8.58 8.86 9.13 9.21 9.27 9.33 9.38 9.43 9.47 9.50 9.53 9.55 9.56 9.57 9.58 9.58 9.57 9.55 9.53 9.51 9.48 9.44 9.40 9.36 9.31 9.25 9.19 9.08 6.63 8.57 6.30 8.03 7.77 7.14 5.26 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10 new parking.xis Exhibit 0-1 D.A. # .l: Q. I! ~ :0 'ti c ~ .. 0 0.. Qo 20.0 Tc 14.7 inc 1.0 Time cfs 0.0 0.0 1.0 1.4 2.0 2.7 3.0 4.1 4.0 5.5 5.0 6.8 6.0 8.2 7.0 9.5 8.0 10.9 9.0 12.3 10.0 13.6 11.0 15.0 12.0 16.4 13.0 17.7 14.0 19.1 15.0 19.8 16.0 19.1 17.0 18.4 18.0 17.7 19.0 17.0 20.0 16.4 21.0 15.7 22.0 15.0 23.0 14.3 24.0 13.6 25.0 12.9 26.0 12.3 27.0 11.6 28.0 10.9 29.0 10.2 30.0 9.5 31.0 8.9 32.0 8.2 33.0 7.5 34.0 6.8 35.0 6.1 36.0 5.4 37.0 4.8 38.0 4.1 39.0 3.4 40.0 2.7 41.0 2.0 42.0 1.3 43.0 0.7 44.0 0.0 45.0 0.0 46.0 0.0 47.0 0.0 48.0 0.0 49.0 0.0 50.0 0.0 51.0 0.0 52.0 0.0 53.0 0.0 54.0 0.0 55.0 0.0 56.0 0.0 57.0 0.0 58.0 0.0 59.0 0.0 60.0 0.0 61.0 0.0 62.0 0.0 63.0 0.0 64.0 0.0 PEAK FLOWS 20 O. 00 indicates in ital condition EXHIBIT "D-1" PROPOSED DETENTION POND ROUTING A&M Church of Christ New Parking Lots D.A. # Pond Routing EVENT= 10 c 0 a w + c ~ z ... a iii + ~ + :E c + + c 0 Ill Ill c 0 .E N N a cfs cfs cfs cfs cfs 0.0 1.36 0.00 0.00 0.00 1.4 4.09 0.00 1.36 1.33 2.7 6.82 0.00 4.09 3.02 4.1 9.55 0.00 6.82 4.17 5.5 12.28 0.00 9.55 5.31 6.8 15.01 0.62 12.28 5.83 8.2 17.74 3.20 15.62 6.21 9.5 20.46 7.28 20.93 6.82 10.9 23.19 12.59 27.75 7.58 12.3 25.92 20.36 35.78 7.71 13.6 28.65 30.52 46.28 7.88 15.0 31.38 42.98 59.16 8.09 16.4 34.11 57.67 74.36 8.34 17.7 36.83 74.53 91.78 8.63 19.1 38.86 93.47 111.36 8.95 19.8 38.85 113.98 132.34 9.18 19.1 37.48 134.27 152.83 9.28 18.4 36.12 153.02 171.75 9.37 17.7 34.76 170.24 189.14 9.45 17.0 33.39 185.95 205.00 9.53 16.4 32.03 200.15 219.34 9.59 15.7 30.66 212.87 232.18 9.65 15.0 29.30 224.12 243.53 9.71 14.3 27.93 233.90 253.41 9.76 13.6 26.57 242.25 261.84 9.80 12.9 25.21 249.16 268.82 9.83 12.3 23.84 254.66 274.37 9.85 11.6 22.48 258.75 278.50 9.87 10.9 21.11 261.46 281.23 9.89 10.2 19.75 262.78 282.57 9.89 9.5 18.38 262.75 282.53 9.89 8.9 17.02 261.36 281.13 9.89 8.2 15.66 258.63 278.38 9.87 7.5 14.29 254.58 274.29 9.85 6.8 12.93 249.21 268.87 9.83 6.1 11.56 242.55 262.14 9.80 5.4 10.20 234.60 254.11 9.76 4.8 8.84 225.37 244.79 9.71 4.1 7.47 214.87 234.20 9.66 3.4 6.11 203.13 222.34 9.61 2.7 4.74 190.15 209.24 9.55 2.0 3.38 175.93 194.89 9.48 1.3 2.01 160.51 179.31 9.40 0.7 0.67 143.87 162.52 9.32 0.0 0.00 126.06 144.54 9.24 0.0 0.00 107.76 126.06 9.15 0.0 0.00 89.99 107.76 8.89 0.0 0.00 72.80 89.99 8.60 0.0 0.00 56.16 72.80 8.32 0.0 0.00 40.08 56.16 8.04 0.0 0.00 24.52 40.08 7.78 0.0 0.00 10.05 24.52 7.23 0.0 0.00 0.00 10.05 5.52 0.0 0.00 0.00 0.00 0.00 0.0 0.00 0.00 0.00 0.00 0.0 0.00 0.00 0.00 0.00 0.0 0.00 0.00 0.00 0.00 0.0 0.00 0.00 0.00 0.00 0.0 0.00 0.00 0.00 0.00 0.0 0.00 0.00 0.00 0.00 0.0 0.00 0.00 0.00 0.00 0.0 0.00 0.00 0.00 0.00 0.0 0.00 0.00 0.00 0.00 0.0 0.00 0.00 0.00 0.00 0.0 0.00 0.00 0.00 0.00 20 10 c 0 ; 'ti .. c > 0 .!! o..w ft 269.9 270.0 270.1 270.3 270.5 270.6 270.7 270.8 271.0 271.0 271.1 271.2 271.2 271.3 271.4 271.5 271.6 271.6 271.6 271.6 271.7 271.7 271.7 271.7 271.7 271.8 271.8 271.8 271.8 271.8 271.8 271.8 271.8 271.8 271.8 271.7 271.7 271.7 271.7 271.7 271.7 271.6 271.6 271.6 271.5 271.5 271.4 271.3 271.2 271.2 271.1 270.9 270.5 269.9 269.9 269.9 269.9 269.9 269.9 269.9 269.9 269.9 269.9 269.9 269.9 271.78 0 w Ill _,o t!' ~ g :E cfs 0.00 1.33 3.02 4.17 5.31 5.83 6.21 6.82 7.58 7.71 7.88 8.09 8.34 8.63 8.95 9.18 9.28 9.37 9.45 9.53 9.59 9.65 9.71 9.76 9.80 9.83 9.85 9.87 9.89 9.89 9.89 9.89 9.87 9.85 9.83 9.80 9.76 9.71 9.66 9.61 9.55 9.48 9.40 9.32 9.24 9.15 8.89 8.60 8.32 8.04 7.78 7.23 5.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10 new par1<ing.xls Exhibit D-1 D.A. # .r:. Q. I! ~ :c ,, c ~ .. 0 a.. Qp 22 .9 Tc 14.7 inc 1.0 Time cfs 0 .0 0.0 1.0 1.6 2 .0 3 .1 3.0 4 .7 4 .0 6 .2 5 .0 7.8 6 .0 9.4 7.0 10.9 8 .0 12 .5 9 .0 14.1 10.0 15.6 11 .0 17 .2 12.0 18.7 13.0 20.3 14.0 21 .9 15.0 22 .6 16.0 21 .8 17.0 21 .1 18.0 20 .3 19.0 19.5 20.0 18.7 21 .0 17 .9 22 .0 17.2 23.0 16.4 24.0 15.6 25 .0 14.8 26 .0 14.0 27 .0 13.3 28.0 12.5 29 .0 11 .7 30.0 10.9 31 .0 10.1 32 .0 9.3 33.0 8.6 34.0 7 .8 35.0 7 .0 36.0 6 .2 37.0 5.4 38.0 4 .7 39.0 3 .9 40.0 3 .1 41.0 2 .3 42.0 1.5 43 .0 0 .8 44 .0 0 .0 45.0 0 .0 46 .0 0 .0 47 .0 0.0 48.0 0 .0 49.0 0 .0 50.0 0 .0 51 .0 0 .0 52.0 0.0 53.0 0.0 54 .0 0.0 55.0 0.0 56.0 0 .0 57 .0 0 .0 58.0 0 .0 59.0 0 .0 60.0 0 .0 61 .0 0 .0 62.0 0.0 63.0 0.0 64.0 0.0 PEAK FLOWS 23 0.00 ind icates inital cond ition EXHIBIT "D-1" PROPOSED DETENTION POND ROUTING A&M Church of Christ New Parking Lots D.A. # Pond Routing EVENT= 25 c 0 a w ~ c z iii + a :E c ~ + + I c 8 ~ c "' "' a cfs cfs cfs cfs cfs 0 .0 1.56 0.00 0.00 0.00 1.6 4 .68 0 .00 1.56 1.52 3 .1 7 .81 0 .00 4 .68 3.27 4 .7 10.93 0 .00 7.81 4 .58 6 .2 14.05 0 .00 10.93 5.68 7 .8 17.17 1.98 14.05 6 .03 9.4 20.30 5 .92 19.16 6 .62 10.9 23.42 11 .35 26 .21 7.43 12.5 26 .54 19.38 34.77 7.69 14.1 29 .66 30.17 45 .93 7 .88 15.6 32 .79 43 .63 59.84 8 .10 17.2 35.91 59.67 76.42 8 .37 18.7 39.03 78.20 95.58 8 .69 20.3 42 .15 99.15 117.23 9 .04 21 .9 44.48 122.86 141.30 9 .22 22 .6 44.46 148.64 167.33 9 .35 21 .8 42.90 174.16 193.10 9.47 21 .1 41 .34 197.90 217.06 9.58 20 .3 39.77 219.86 239 .23 9 .69 19.5 38.21 240.06 259.63 9 .78 18.7 36.65 258.53 278.28 9 .87 17 .9 35.09 275.27 295.18 9 .95 17.2 33.53 290.31 310.37 10.03 16.4 31 .97 303.67 323.84 10.09 15.6 30.41 315.34 335.63 10.15 14.8 28 .85 325.36 345.75 10.19 14.0 27 .28 333.74 354.21 10.23 13.3 25.72 340.49 361.03 10.27 12 .5 24.16 345.64 366.22 10.29 11 .7 22 .60 349.18 369.80 10.31 10.9 21 .04 351 .15 371 .78 10.32 10.1 19.48 351 .55 372.19 10.32 9 .3 17 .92 350.40 371 .03 10.31 8.6 16.36 347.72 368.32 10.30 7 .8 14.79 343.51 364 .08 10.28 7 .0 13.23 337 .80 358.31 10.25 6 .2 11 .67 330.60 351 .04 10.22 5.4 10.11 321.92 342.27 10.18 4 .7 8 .55 311 .77 332.03 10.13 3.9 6.99 300.18 320.32 10.07 3 .1 5 .43 287.14 307.1 7 10.01 2 .3 3 .87 272.69 292.57 9 .94 1.5 2 .30 256.83 276.56 9 .86 0 .8 0 .76 239.57 259.13 9 .78 0 .0 0 .00 220.94 240.33 9.69 0.0 0 .00 201 .74 220.94 9 .60 0.0 0 .00 182.72 201.74 9 .51 0 .0 0.00 163.88 182.72 9.42 0 .0 0.00 145.22 163.88 9 .33 0 .0 0 .00 126.74 145.22 9 .24 0 .0 0.00 108.43 126.74 9.15 0 .0 0 .00 90.64 108.43 8.90 0.0 0 .00 73.42 90.64 8.61 0.0 0 .00 56.77 73.42 8 .33 0 .0 0.00 40.67 56.77 8 .05 0 .0 0 .00 25 .08 40.67 7.79 0 .0 0 .00 10.48 25 .08 7 .30 0 .0 0 .00 0 .00 10.48 5 .62 0 .0 0 .00 0 .00 0 .00 0 .00 0 .0 0 .00 0 .00 0.00 0 .00 0 .0 0 .00 0 .00 0 .00 0 .00 0 .0 0 .00 0 .00 0 .00 0 .00 0 .0 0 .00 0 .00 0 .00 0 .00 0.0 0 .00 0 .00 0.00 0 .00 0 .0 0 .00 0 .00 0 .00 0 .00 23 10 c 0 ; ,, .. c > 0 .!! a..w ft 269 .9 270 .0 270 .1 270 .3 270.5 270.6 270.8 271.0 271.0 271 .1 271 .2 271 .3 271.4 271 .5 271 .5 271 .6 271 .6 271 .7 271 .7 271 .7 271 .8 271 .8 271 .8 271 .9 271.9 271 .9 271 .9 271 .9 271 .9 271 .9 271.9 271.9 271.9 271 .9 271 .9 271 .9 271 .9 271 .9 271 .9 271 .9 271 .8 271 .8 271 .8 271 .7 271 .7 271 .7 271 .6 271 .6 271 .6 271 .5 271 .5 271.4 271 .3 271 .2 271 .2 271.1 270.9 270 .5 269.9 269.9 269.9 269.9 269 .9 269 .9 269.9 271 .94 Q w ~ _, 0 ~~ gg: cfs 0 .00 1.52 3 .27 4 .58 5 .68 6 .03 6 .62 7.43 7 .69 7 .88 8 .10 8 .37 8 .69 9 .04 9.22 9 .35 9.47 9 .58 9 .69 9 .78 9 .87 9 .95 10.03 10.09 10.15 10.19 10.23 10.27 10.29 10.31 10.32 10.32 10.31 10.30 10.28 10.25 10.22 10.18 10.13 10.07 10.01 9 .94 9 .86 9.78 9 .69 9.60 9.51 9.42 9 .33 9.24 9 .15 8 .90 8 .61 8 .33 8 .05 7 .79 7 .30 5.62 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 10 new parking .xis Exhibit D-1 D.A. # s:; Q. I! ~ :g 'ti c :t ... 0 0.. Qp 25.9 Tc 14.7 Inc 1.0 Time CfS 0.0 0.0 1.0 1.8 2.0 3.5 3.0 5.3 4.0 7.1 5.0 8.8 6.0 10.6 7.0 12.4 8.0 14.1 9.0 15.9 10.0 17.7 11.0 19.5 12.0 21.2 13.0 23.0 14.0 24.8 15.0 25.6 16.0 24.7 17.0 23.9 18.0 23.0 19.0 22.1 20.0 21.2 21.0 20.3 22.0 19.4 23.0 18.5 24.0 17.7 25.0 16.8 26.0 15.9 27.0 15.0 28.0 14.1 29.0 13.2 30.0 12.4 31.0 11.5 32.0 10.6 33.0 9.7 34.0 8.8 35.0 7.9 36.0 7.1 37.0 6.2 38.0 5.3 39.0 4.4 40.0 3.5 41.0 2.6 42.0 1.7 43.0 0.9 44.0 0.0 45.0 0.0 46.0 0.0 47.0 0.0 48.0 0.0 49.0 0.0 50.0 0.0 51.0 0.0 52.0 0.0 53.0 0.0 54.0 0.0 55.0 0.0 56.0 0.0 57.0 0.0 58.0 0.0 59.0 0.0 60.0 0.0 61.0 0.0 62.0 0.0 63.0 0.0 64.0 0.0 PEAK FLOWS 26 0.00 indicates inital condition EXHIBIT "D-1" PROPOSED DETENTION POND ROUTING A&M Church of Christ New Parking Lots D.A. # Pond Routina EVENT= 50 c 0 a w ~ c z a iii + :E c ~ t .... + + 0 "' c 0 c N N a cfs cfs cfs cfs cfs 0.0 1.77 0.00 0.00 0.00 1.8 5.31 0.00 1.77 1.73 3.5 8.84 0.00 5.31 3.53 5.3 12.38 0.00 8.84 5.01 7.1 15.92 0.70 12.38 5.84 8.8 19.45 3.96 16.61 6.33 10.6 22.99 9.19 23.41 7.11 12.4 26.53 16.88 32.18 7.65 14.1 30.06 27.74 43.41 7.84 15.9 33.60 41.66 57.80 8.07 17.7 37.14 58.55 75.26 8.36 19.5 40.67 78.31 95.68 8.69 21.2 44.21 100.84 118.98 9.07 23.0 47.75 126.57 145.05 9.24 24.8 50.38 155.56 174.32 9.38 25.6 50.36 186.88 205.94 9.53 24.7 48.59 217.88 237.24 9.68 23.9 46.82 246.84 266.47 9.82 23.0 45.05 273.77 293.66 9.95 22.1 43.28 298.69 318.82 10.07 21.2 41.52 321.62 341.97 10.18 20.3 39.75 342.59 363.14 10.28 19.4 37.98 361.60 382.34 10.37 18.5 36.21 378.68 399.58 10.45 17.7 34.44 393.91 414.89 10.49 16.8 32.67 407.30 428.35 10.52 15.9 30.91 418.88 439.98 10.55 15.0 29.14 428.64 449.78 10.57 14.1 27.37 436.60 457.78 10.59 13.2 25.60 442.76 463.96 10.60 12.4 23.83 447.13 468.36 10.61 11.5 22.06 449.72 470.96 10.62 10.6 20.30 450.54 471.78 10.62 9.7 18.53 449.59 470.83 10.62 8.8 16.76 446.89 468.12 10.61 7.9 14.99 442.44 463.65 10.60 7.1 13.22 436.25 457.43 10.59 6.2 11.45 428.33 449.47 10.57 5.3 9.68 418.69 439.78 10.55 4.4 7.92 407.32 428.37 10.52 3.5 6.15 394.25 415.24 10.49 2.6 4.38 379.49 400.40 10.45 1.7 2.61 363.12 383.87 10.37 0.9 0.86 345.16 365.73 10.29 0.0 0.00 325.63 346.02 10.19 0.0 0.00 305.43 325.63 10.10 0.0 0.00 285.43 305.43 10.00 0.0 0.00 265.62 285.43 9.91 0.0 0.00 245.99 265.62 9.81 0.0 0.00 226.55 245.99 9.72 0.0 0.00 207.30 226.55 9.63 0.0 0.00 188.22 207.30 9.54 0.0 0.00 169.33 188.22 9.45 0.0 0.00 150.62 169.33 9.36 0.0 0.00 132.09 150.62 9.27 0.0 0.00 113.73 132.09 9.18 0.0 0.00 95.76 113.73 8.98 0.0 0.00 78.38 95.76 8.69 0.0 0.00 61.57 78.38 8.41 0.0 0.00 45.30 61.57 8.13 0.0 0.00 29.57 45.30 7.87 0.0 0.00 14.35 29.57 7.61 0.0 0.00 2.21 14.35 6.07 0.0 0.00 0.00 2.21 2.16 0.0 0.00 0.00 0.00 0.00 26 11 c 0 .,, 'ti .. c > 0 .!! o..w ft 269.9 270.0 270.2 270.4 270.6 270.7 270.9 271.0 271.1 271.2 271.3 271.4 271.5 271.5 271.6 271.6 271.7 271.8 271.8 271.8 271.9 271.9 272.0 272.0 272.0 272.0 272.0 272.0 272.1 272.1 272.1 272.1 272.1 272.1 272.1 272.1 272.1 272.0 272.0 272.0 272.0 272.0 272.0 271.9 271.9 271.9 271.8 271.8 271.8 271.7 271.7 271.7 271.6 271.6 271.5 271.5 271.5 271.4 271.3 271.2 271.1 271.0 270.6 270.0 269.9 272.06 0 w "' _.o ~~ g If cfs 0.00 1.73 3.53 5.01 5.84 6.33 7.11 7.65 7.84 8.07 8.36 8.69 9.07 9.24 9.38 9.53 9.68 9.82 9.95 10.07 10.18 10.28 10.37 10.45 10.49 10.52 10.55 10.57 10.59 10.60 10.61 10.62 10.62 10.62 10.61 10.60 10.59 10.57 10.55 10.52 10.49 10.45 10.37 10.29 10.19 10.10 10.00 9.91 9.81 9.72 9.63 9.54 9.45 9.36 9.27 9.18 8.98 8.69 8.41 8.13 7.87 7.61 6.07 2.16 0.00 11 new parking.xis Exhibit D-1 EXHIBIT "D-1" PROPOSED DETENTION POND ROUTING A&M Church of Christ New Parking Lots. ~-D.A. # D.A.# Pond Routing EVEN To/ 100 ..v l ----= 0 (j Q. w ~ c I! z c !! ~ iii + a :0 :Ii: c ~ + .... 'ti ... 'ti c + c + c > ~ .. 0 0 fl) c 0 .!! D.. 0 E N N a D.. w Qp 29.2 Tc 14.7 inc 1.0 Time cfs cfs cfs cfs cfs cfs ft 0.0 0.0 0.0 1.99 0.00 0.00 0.00 269.9 1.0 2.0 2.0 5.96 0.00 1.99 1.95 270.0 2.0 4.0 4.0 9.96 0.00 5.96 3.61 270.2 3.0 6.0 6.0 13.95 0.00 9.96 5.46 270.5 4.0 8.0 6.0 17.93 1.90 13.95 6.02 270.6 5.0 10.0 10.0 21.92 6.44 19.64 6.70 270.6 6.0 12.0 12.0 25.90 13.16 26.36 7.59 271.0 7.0 13.9 13.9 29.69 23.55 39.06 7.76 271.1 6.0 15.9 15.9 33.67 37.44 53.44 6.00 271.1 9.0 17.9 17.9 37.66 54.73 71.31 6.29 271.2 10.0 19.9 19.9 41.64 75.31 92.59 6.64 271.3 11.0 21.9 21.9 45.63 99.07 117.15 9.04 271.5 12.0 23.9 23.9 49.61 126.42 144.90 9.24 271.5 13.0 25.9 25.9 53.60 157.46 176.23 9.39 271.6 14.0 /2.~ ~ 27.9 56.76 192.14 211.25 9.55 --2-1-171' ..... ' 15.0 / 28.9_/ 26.9 56.74 229.44 246.91 9.73 r 271.7 J 16.0 '--27.9 27.9 54.75 266.36 266.16 9.91 ~ 17.0 26.9 26.9 52.75 300.95 321.10 10.06 271.9 16.0 25.9 25.9 50.76 333.24 353.70 10.23 271.9 19.0 24.9 24.9 46.77 363.25 364.00 10.38 272.0 20.0 23.9 23.9 46.78 391.05 412.02 10.49 272.0 21.0 22.9 22.9 44.78 416.74 437.83 10.55 272.0 22.0 21.9 21.9 42.79 440.32 461.52 10.60 272.1 23.0 20.9 20.9 40.80 461.62 463.11 10.65 272.1 24.0 19.9 19.9 38.81 461.23 502.62 10.69 272.1 25.0 18.9 16.9 36.81 496.57 520.04 10.73 272.1 26.0 17.9 17.9 34.62 513.65 535.39 10.77 272.1 27.0 16.9 16.9 32.63 527.06 546.66 10.60 272.1 26.0 15.9 15.9 30.64 536.27 559.91 10.62 272.1 29.0 14.9 14.9 26.64 547.42 569.10 10.64 272.2 30.0 13.9 13.9 26.65 554.54 576.26 10.66 272.2 31.0 12.9 12.9 24.66 559.65 561.39 10.67 272.2 32.0 11.9 11.9 22.67 562.75 564.51 10.66 272.2 33.0 10.9 10.9 20.67 563.66 565.62 10.66 272.2 34.0 9.9 9.9 16.66 562.97 564.73 10.66 272.2 35.0 6.9 6.9 16.69 560.11 561.65 10.67 272.2 36.0 7.9 7.9 14.90 555.27 577.00 10.66 272.2 37.0 7.0 7.0 12.90 546.46 570.17 10.65 272.2 36.0 6.0 6.0 10.91 539.73 561.36 10.63 272.1 39.0 5.0 5.0 6.92 529.04 550.64 10.60 272.1 40.0 4.0 4.0 6.93 516.41 537.96 10.77 272.1 41.0 3.0 3.0 4.93 501.66 523.34 10.74 272.1 42.0 2.0 2.0 2.94 465.39 506.79 10.70 272.1 43.0 1.0 1.0 0.97 467.01 466.33 10.66 272.1 44.0 0.0 0.0 0.00 446.76 467.99 10.61 272.1 45.0 0.0 0.0 0.00 425.63 446.76 10.57 272.0 46.0 0.0 0.0 0.00 404.59 425.63 10.52 272.0 47.0 0.0 0.0 0.00 363.65 404.59 10.47 272.0 46.0 0.0 0.0 0.00 362.91 363.65 10.37 272.0 49.0 0.0 0.0 0.00 342.36 362.91 10.27 271.9 50.0 0.0 0.0 0.00 322.00 342.36 10.16 271.9 51.0 0.0 0.0 0.00 301.64 322.00 10.06 271.9 52.0 0.0 0.0 0.00 261.67 301.64 9.96 271.6 53.0 0.0 0.0 0.00 262.09 261.67 9.69 271.6 54.0 0.0 0.0 0.00 242.50 262.09 9.60 271.7 55.0 0.0 0.0 0.00 223.09 242.50 9.70 271.7 56.0 0.0 0.0 0.00 203.67 223.09 9.61 271.7 57.0 0.0 0.0 0.00 164.63 203.67 9.52 271.6 56.0 0.0 0.0 0.00 165.97 164.63 9.43 271.6 59.0 0.0 0.0 0.00 147.29 165.97 9.34 271.6 60.0 0.0 0.0 0.00 126.79 147.29 9.25 271.5 61.0 0.0 0.0 0.00 110.46 126.79 9.16 271.5 62.0 0.0 0.0 0.00 92.60 110.46 6.93 271.4 63.0 0.0 0.0 0.00 75.32 92.60 6.64 271.3 64.0 0.0 0.0 0.00 56.61 75.32 6.36 271.3 PEAK FLOWS 29 29 11 272.17 0.00 indicates inital condition 0 w fl) -' 0 ~~ ~ g: cfs 0.00 1.95 3.81 5.48 6.02 6.70 7.59 7.76 6.00 6.29 6.64 9.04 9.24 9.39 9.55 9.73 9.91 10.06 10.23 10.38 10.49 10.55 10.60 10.65 10.69 10.73 10.77 10.60 10.62 10.64 10.66 10.67 10.66 10.66 10.66 10.67 10.66 10.65 10.63 10.60 10.77 10.74 10.70 10.66 10.61 10.57 10.52 10.47 10.37 10.27 10.16 10.06 9.96 9.69 9.60 9.70 9.61 9.52 9.43 9.34 9.25 9.16 6.93 6.64 6.36 11 N new parking.xis Exhibit D-1 EXHIBIT "D-2" PROPOSED DETENTION POND ROUTING A&M Church of Christ New Parking Lots D.A.# D.A. # D.A. # Pond Routing EVENT= 5 c J::. 0 a Q. .. Ill ~ l! e c z a ~ N 'O J! iii + + "O :=;: c ~ + "O c c u + c ~ .. 0 0 .!!! 0 <II c IL ll.0 0 c N "' a Qp 70.3 #N/A Tc 13.0 #N/A inc 1.0 1.0 Time cfs cfs cfs cfs cfs cfs 0.0 0.0 0.0 0.0 6.60 0.00 0.00 0.00 1.0 5.4 1.2 6.6 20.25 5.16 6.60 0.72 2.0 10.8 2.8 13.7 33.74 23.46 25.41 0.97 3.0 16.2 3.6 20.1 46.60 54.42 57.22 1.40 4.0 21.7 4.9 26.5 59.26 97.05 101.03 1.99 5.0 27.1 5.7 32.7 71.16 150.65 156.31 2.73 6.0 32.5 5.9 38.4 62.73 215.63 222.04 3.20 7.0 37.9 6.4 44.3 94.62 291.82 298.36 3.27 8.0 43.3 7.0 50.3 106.66 379.74 366.44 3.35 9.0 48.7 7.6 56.3 116.22 479.53 486.40 3.44 10.0 54.2 7.7 61.9 129.34 590.67 597.75 3.54 11.0 59.6 7.9 67.5 140.52 712.72 720.01 3.64 12.0 65.0 6.1 73.1 151.68 645.72 653.24 3.76 13.0 70.3 8.3 78.6 154.77 989.61 997.40 3.89 14.0 67.6 8.6 76.2 149.90 1136.34 1144.39 4.02 15.0 64.9 8.9 73.7 145.05 1277.95 1266.25 4.15 16.0 62.2 9.1 71.3 139.96 1414.46 1423.00 4.27 17.0 59.5 9.2 68.7 134.70 1545.75 1554.43 4.34 16.0 56.6 9.3 66.0 129.40 1671.66 1660.44 4.39 19.0 54.0 9.3 63.4 124.10 1792.20 1801.07 4.43 20.0 51.3 9.4 60.7 116.78 1907.34 1916.30 4.46 21.0 48.6 9.4 58.1 113.45 2017.09 2026.12 4.52 22.0 45.9 9.5 55.4 108.11 2121.43 2130.54 4.56 23.0 43.2 9.5 52.7 102.76 2220.35 2229.54 4.59 24.0 40.5 9.5 50.0 97.39 2313.85 2323.11 4.63 25.0 37.6 9.5 47.4 92.01 2401.92 2411.24 4.66 26.0 35.1 9.6 44.7 66.62 2464.55 2493.93 4.69 27.0 32.4 9.6 42.0 61.22 2561.73 2571.17 4.72 28.0 29.7 9.6 39.3 75.61 2633.45 2642.95 4.75 29.0 27.0 9.6 36.5 70.38 2699.71 2709.26 4.77 30.0 24.3 9.6 33.6 64.94 2760.51 2770.10 4.79 31.0 21.6 9.6 31.1 59.50 2615.82 2625.45 4.81 32.0 18.9 9.5 26.4 54.04 2665.65 2675.32 4.83 33.0 16.1 9.5 25.7 46.57 2909.99 2919.69 4.85 34.0 13.4 9.5 22.9 43.09 2946.63 2956.56 4.66 35.0 10.7 9.4 20.2 37.60 2982.17 2991.92 4.88 36.0 6.0 9.4 17.4 32.09 3009.99 3019.76 4.69 37.0 5.3 9.4 14.7 26.56 3032.30 3042.09 4.69 38.0 2.6 9.3 11.9 21.16 3049.07 3056.66 4.90 39.0 0.0 9.2 9.2 16.44 3060.42 3070.23 4.91 40.0 0.0 9.2 9.2 18.27 3069.04 3076.66 4.91 41.0 0.0 9.1 9.1 17.91 3077.46 3067.31 4.91 42.0 0.0 6.8 6.8 17.40 3065.56 3095.39 4.91 43.0 0.0 6.6 8.6 16.87 3093.13 3102.97 4.92 44.0 0.0 6.3 6.3 16.33 3100.16 3110.00 4.92 45.0 0.0 6.0 6.0 15.60 3106.65 3116.50 4.92 46.0 0.0 7.6 7.8 14.91 3112.60 3122.45 4.92 47.0 0.0 7.1 7.1 12.41 3117.66 3127.51 4.93 46.0 0.0 5.3 5.3 5.26 3120.21 3130.06 4.93 49.0 0.0 0.0 0.0 0.00 3115.62 3125.47 4.93 50.0 0.0 0.0 0.0 0.00 3105.77 3115.62 4.92 51.0 0.0 0.0 0.0 0.00 3095.94 3105.77 4.92 52.0 0.0 0.0 0.0 0.00 3066.11 3095.94 4.91 53.0 0.0 0.0 0.0 0.00 3076.29 3086.11 4.91 54.0 0.0 0.0 0.0 0.00 3066.47 3076.29 4.91 55.0 0.0 0.0 0.0 0.00 3056.66 3066.47 4.90 56.0 0.0 0.0 0.0 0.00 3046.86 3056.66 4.90 57.0 0.0 0.0 0.0 0.00 3037.07 3046.66 4.90 58.0 0.0 0.0 0.0 0.00 3027.29 3037.07 4.69 59.0 0.0 0.0 0.0 0.00 3017.51 3027.29 4.69 60.0 0.0 0.0 0.0 0.00 3007.74 3017.51 4.69 61.0 0.0 0.0 0.0 0.00 2997.97 3007.74 4.66 62.0 00 0.0 0.0 0.00 2966.22 2997.97 4.66 63.0 0.0 0.0 0.0 0.00 2976.47 2968.22 4.67 64.0 0.0 0.0 0.0 0.00 2968.72 2976.47 4.67 PEAK FLOWS 70 10 79 5 0.00 indicates inital condition D.A. # c 0 ., "O .. c > 0 .!! co IL Ill .... 1.4 10.0 ft cfs 262.8 0.0 263.0 0.1 263.1 0.3 263.3 0.4 263.5 0.6 263.8 0.7 264.0 0.9 264.1 1.0 264.2 1.2 264.2 1.3 264.3 1.4 264.4 1.4 264.5 1.3 264.6 1.2 264.7 1.2 264.9 1.1 265.0 1.0 265.0 0.9 265.1 0.9 265.1 0.6 265.2 0.7 265.2 0.7 265.3 0.6 265.3 0.5 265.4 0.4 265.4 0.4 265.4 0.3 265.5 0.2 265.5 0.1 265.5 0.1 265.5 0.0 265.6 0.0 265.6 0.0 265.6 0.0 265.6 0.0 265.6 0.0 265.6 0.0 265.6 0.0 265.7 0.0 265.7 0.0 265.7 0.0 265.7 0.0 265.7 0.0 265.7 0.0 265.7 0.0 265.7 0.0 265.7 0.0 265.7 0.0 265.7 0.0 265.7 0.0 265.7 0.0 265.7 0.0 265.7 0.0 265.7 0.0 265.7 0.0 265.7 0.0 265.7 0.0 265.7 0.0 265.6 0.0 265.6 0.0 265.6 0.0 265.6 0.0 265.6 0.0 265.6 0.0 265.6 0.0 265.7 1 D.A. # .. .. !. ii 8.2 19.4 cts 0.0 0.4 0.6 1.3 1.7 2.1 2.5 3.0 3.4 3.6 4.2 4.6 5.1 5.5 5.9 6.3 6.7 7.2 7.6 6.0 6.0 7.6 7.6 7.4 7.2 7.0 6.8 6.6 6.3 6.1 5.9 5.7 5.5 5.3 5.1 4.9 4.7 4.4 4.2 4.0 3.6 3.6 3.4 3.2 3.0 2.8 2.6 2.3 2.1 1.9 1.7 1.5 1.3 1.1 0.9 0.7 0.4 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 8 0 Ill <II -' 0 ~~ g IE cfs 0.00 1.28 2.10 3.10 4.25 5.56 6.60 7.23 7.68 8.53 9.20 9.66 10.12 10.60 11.08 11.56 12.03 12.45 12.65 13.24 13.23 12.99 12.75 12.50 12.25 12.00 11.75 11.49 11.24 10.96 10.72 10.53 10.33 10.14 9.94 9.75 9.55 9.34 9.14 8.93 6.72 6.52 6.31 6.10 7.89 7.66 7.48 7.27 7.06 6.84 6.63 6.41 6.20 5.99 5.77 5.56 5.34 5.13 4.91 4.69 4.69 4.66 4.66 4.67 4.87 13 new parking.xis Exhibit 0-1 EXHIBIT "D-2" PROPOSED DETENTION POND ROUTING A&M Church of Christ New Parking Lots D.A.# D.A.# D.A. # Pond Routing EVENT= 10 c .c 0 a Q. • w + f !!' c ~ z a ~ :; ~ iii ! ~ ~ + .... ,, c c u ::E + c + ~ .. 0 0 .!! 8 lfl c IL 11..0 .!: N N a Qp 79.2 #NIA Tc 13.0 #NIA Inc 1.0 1.0 Time cfs cfs cfs cfs Cfs cfs 0.0 0.0 0.0 0.0 7.28 0.00 0.00 0.00 1.0 6.1 1.2 7.3 22.30 5.83 7.28 0.73 2.0 12.2 2.8 15.0 37.16 26.12 28.13 1.01 3.0 18.3 3.8 22.1 51.38 60.31 63.27 1.48 4.0 24.4 4.9 29.2 65.41 107.44 111.70 2.13 5.0 30.5 5.7 36.2 78.70 166.94 172.85 2.95 6.0 36.6 5.9 42.5 91.61 239.19 245.64 3.22 7.0 42.7 6.4 49.1 104.86 324.20 330.80 3.30 8.0 48.8 7.0 55.8 118.27 422.29 429.06 3.39 9.0 54.9 7.6 62.5 131.19 533.59 540.56 3.49 10.0 61.0 7.7 68.7 143.68 657.59 664.78 3.60 11.0 67.1 7.9 75.0 156.23 793.83 801.27 3.72 12.0 73.2 8.1 81.3 168.74 942.37 950.07 3.85 13.0 79.2 8.3 87.5 172.16 1103.12 1111.11 3.99 14.0 76.1 8.6 84.7 166.61 1267.01 1275.29 4.14 15.0 73.1 8.9 81.9 161.07 1425.06 1433.62 4.28 16.0 70.0 9.1 79.1 155.32 1577.42 1586.13 4.36 17.0 67.0 9.2 76.2 149.35 1723.92 1732.74 4.41 18.0 63.9 9.3 73.2 143.38 1864.35 1873.27 4.46 19.0 60.9 9.3 70.2 137.39 1998.70 2007.73 4.51 20.0 57.8 9.4 67.2 131.39 2126.98 2136.10 4.56 21.0 54.8 9.4 64.2 125.38 2249.16 2258.37 4.60 22.0 51.7 9.5 61.2 119.35 2365.24 2374.54 4.65 23.0 48.7 9.5 58.2 113.32 2475.22 2484.60 4.69 24.0 45.6 9.5 55.1 107.27 2579.08 2588.54 4.73 25.0 42.6 9.5 52.1 101.21 2676.82 2686.35 4.76 26.0 39.5 9.6 49.1 95.13 2768.44 2778.03 4.80 27.0 36.5 9.6 46.0 89.05 2853.91 2863.57 4.83 28.0 33.4 9.6 43.0 82.95 2933.24 2942.96 4.86 29.0 30.4 9.6 39.9 76.84 3006.42 3016.19 4.89 30.0 27.3 9.6 36.9 70.72 3073.45 3083.27 4.91 31.0 24.3 9.6 33.8 64.59 3134.30 3144.17 4.93 32.0 21.2 9.5 30.8 58.45 3188.99 3198.90 4.95 33.0 18.2 9.5 27.7 52.30 3237.50 3247.44 4.97 34.0 15.1 9.5 24.6 46.13 3279.83 3289.80 4.99 35.0 12.1 9.4 21.5 39.96 3315.96 3325.96 5.00 36.0 9.0 9.4 18.4 33.77 3345.90 3355.92 5.01 37.0 6.0 9.4 15.3 27.58 3369.63 3379.67 5.02 38.0 2.9 9.3 12.2 21.49 3387.16 3397.21 5.03 39.0 0.0 9.2 9.2 18.44 3398.59 3408.65 5.03 40.0 0.0 9.2 9.2 18.27 3406.95 3417.02 5.03 41.0 0.0 9.1 9.1 17.91 3415.15 3425.22 5.04 42.0 0.0 8.8 8.8 17.40 3422.98 3433.06 5.04 43.0 0.0 8.6 8.6 16.87 3430.29 3440.38 5.04 44.0 0.0 8.3 8.3 16.33 3437.08 3447.17 5.04 45.0 0.0 8.0 8.0 15.80 3443.31 3453.41 5.05 46.0 0.0 7.8 7.8 14.91 3449.01 3459.11 5.05 47.0 0.0 7.1 7.1 12.41 3453.82 3463.92 5.05 48.0 0.0 5.3 5.3 5.26 3456.12 3466.23 5.05 49.0 0.0 0.0 0.0 0.00 3451.29 3461.39 5.05 50.0 0.0 0.0 0.0 0.00 3441.19 3451.29 5.05 51.0 0.0 0.0 0.0 0.00 3431.11 3441.19 5.04 52.0 0.0 0.0 0.0 0.00 3421.03 3431.11 5.04 53.0 0.0 0.0 0.0 0.00 3410.96 3421.03 5.04 54.0 0.0 0.0 0.0 0.00 3400.90 3410.96 5.03 55.0 0.0 0.0 0.0 0.00 3390.84 3400.90 5.03 56.0 0.0 0.0 0.0 0.00 3380.79 3390.84 5.02 57.0 0.0 0.0 0.0 0.00 3370.75 3380.79 5.02 58.0 0.0 0.0 0.0 0.00 3360.72 3370.75 5.02 59.0 0.0 0.0 0.0 0.00 3350.70 3360.72 5.01 60.0 0.0 0.0 0.0 0.00 3340.68 3350.70 5.01 61.0 0.0 0.0 0.0 0.00 3330.67 3340.68 5.01 62.0 0.0 0.0 0.0 0.00 3320.66 3330.67 5.00 63.0 0.0 0.0 0.0 0.00 3310.67 3320.66 5.00 64.0 0.0 0.0 0.0 0.00 3300.68 3310.67 4.99 PEAK FLOWS 79 10 87 5 0. 00 indicates in ital condition D.A. # c 0 ;:; ,, .. c > 0 .!! "' 11..W .... 1.6 10.0 ft cfs 262.8 0.0 263.0 0.2 263.1 0.3 263.3 0.5 263.6 0.6 263.9 0.8 264.0 1.0 264.1 1.1 264.2 1.3 264.3 1.5 264.4 1.6 264.5 1.5 264.6 1.5 264.7 1.4 264.8 1.3 265.0 1.2 265.0 1.1 265.1 1.1 265.2 1.0 265.2 0.9 265.3 0.8 265.3 0.7 265.4 0.6 265.4 0.6 265.5 0.5 265.5 0.4 265.5 0.3 265.6 0.2 265.6 0.2 265.6 0.1 265.7 0.0 265.7 0.0 265.7 0.0 265.7 0.0 265.8 0.0 265.8 0.0 265.8 0.0 265.8 0.0 265.8 0.0 265.8 0.0 265.8 0.0 265.8 0.0 265.8 0.0 265.8 0.0 265.8 0.0 265.8 0.0 265.8 0.0 265.8 0.0 265.8 0.0 265.8 0.0 265.8 0.0 265.8 0.0 265.8 0.0 265.8 0.0 265.8 0.0 265.8 0.0 265.8 0.0 265.8 0.0 265.8 0.0 265.8 0.0 265.8 0.0 265.8 0.0 265.8 0.0 265.8 0.0 265.8 0.0 265.8 2 D.A. # Ill Ill [ ~ 9.2 19.4 cfs 0.0 0.5 1.0 1.4 1.9 2.4 2.9 3.3 3.8 4.3 4.8 5.3 5.7 6.2 6.7 7.2 7.6 8.1 8.6 9.1 9.1 8.9 8.6 8.4 8.1 7.9 7.7 7.4 7.2 6.9 6.7 6.5 6.2 6.0 5.8 5.5 5.3 5.0 4.8 4.6 4.3 4.1 3.8 3.6 3.4 3.1 2.9 2.7 2.4 2.2 1.9 1.7 1.5 1.2 1.0 0.7 0.5 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 9 0 w Ill ..... 0 ~ t> ~f cfs 0.00 1.37 2.29 3.40 4.69 6.15 7.06 7.78 8.51 9.24 9.99 10.51 11.04 11.58 12.12 12.66 13.13 13.58 14.03 14.48 14.47 14.19 13.92 13.64 13.36 13.07 12.79 12.50 12.21 11.91 11.62 11.40 11.18 10.96 10.74 10.51 10.29 10.06 9.83 9.59 9.35 9.12 8.88 8.65 8.41 8.17 7.94 7.70 7.46 7.22 6.98 6.74 6.50 6.25 6.01 5.77 5.53 5.28 5.04 5.01 5.01 5.01 5.00 5.00 4.99 14 new parking.xis Exhibit D-1 EXHIBIT "D-2" PROPOSED DETENTION POND ROUTING A&M Church of Christ New Parking Lots D.A.# D.A. # D.A. # Pond Routing EVENT= 25 c ..c 0 a Q. • w + I! e z c !1 ~ ..... a N 'O .! iii + !? + ,, :i;: c + ,, c c u I c ~ .. 0 0 .!! 8 ,,, ,,, c IL IL 0 N "' a Qp 90.6 #N/A Tc 13.0 #N/A inc 1.0 1.0 Time cfS cfs cfs cfs cfs cfs 0.0 0.0 0.0 0.0 8.15 0.00 0.00 0.00 1.0 7.0 1.2 8.2 24.93 6.68 8.15 0.74 2.0 13.9 2.8 16.8 41.54 29.50 31.61 1.05 3.0 20.9 3.8 24.8 57.52 67.87 71.04 1.58 4.0 27.9 4.9 32.8 73.29 120.76 125.39 2.32 5.0 34.9 5.7 40.5 88.33 187.69 194.05 3.18 6.0 41.8 5.9 47.8 103.00 269.53 276.03 3.25 7.0 48.8 6.4 55.2 118.00 365.85 372.52 3.34 8.0 55.8 7.0 62.8 133.16 476.98 483.85 3.43 9.0 62.8 7.6 70.4 147.83 603.05 610.14 3.55 10.0 69.7 7.7 77.5 162.07 743.54 750.88 3.67 11.0 76.7 7.9 84.6 176.38 897.99 905.61 3.81 12.0 83.7 8.1 91.8 190.62 1066.45 1074.37 3.96 13.0 90.5 8.3 98.8 194.47 1248.83 1257.07 4.12 14.0 87.0 8.6 95.6 188.04 1434.72 1443.30 4.29 15.0 83.6 8.9 92.4 181.62 1614.02 1622.76 4.37 16.0 80.1 9.1 89.2 174.99 1786.77 1795.64 4.43 17.0 76.6 9.2 85.8 168.15 1952.78 1961.77 4.49 18.0 73.1 9.3 82.4 161.30 2111.82 2120.93 4.55 19.0 69.6 9.3 78.9 154.44 2263.91 2273.13 4.61 20.0 66.1 9.4 75.5 147.56 2409.02 2418.34 4.66 21.0 62.6 9.4 72.1 140.67 2547.15 2556.58 4.71 22.0 59.1 9.5 68.6 133.77 2678.30 2687.82 4.76 23.0 55.7 9.5 65.2 126.86 2802.45 2812.07 4.81 24.0 52.2 9.5 61.7 119.93 2919.60 2929.31 4.85 25.0 48.7 9.5 58.2 113.00 3029.75 3039.54 4.89 26.0 45.2 9.6 54.8 106.05 3132.88 3142.75 4.93 27.0 41.7 9.6 51.3 99.09 3229.00 3238.93 4.97 28.0 38.2 9.6 47.8 92.11 3318.08 3328.08 5.00 29.0 34.7 9.6 44.3 85.13 3400.14 3410.20 5.03 30.0 31.3 9.6 40.8 78.14 3475.15 3485.27 5.06 31.0 27.8 9.6 37.3 71.13 3543.12 3553.28 5.08 32.0 24.3 9.5 33.8 64.11 3604.03 3614.25 5.11 33.0 20.8 9.5 30.3 57.08 3657.89 3668.14 5.13 34.0 17.3 9.5 26.8 50.04 3704.69 3714.97 5.14 35.0 13.8 9.4 23.3 42.99 3744.41 3754.73 5.16 36.0 10.3 9.4 19.7 35.93 3777.06 3787.40 5.17 37.0 6.8 9.4 16.2 28.86 3802.63 3812.99 5.18 38.0 3.4 9.3 12.7 21.91 3821.12 3831.49 5.19 39.0 0.0 9.2 9.2 18.44 3832.64 3843.03 5.19 40.0 0.0 9.2 9.2 18.27 3840.69 3851.08 5.19 41.0 0.0 9.1 9.1 17.91 3848.56 3858.95 5.20 42.0 0.0 8.8 8.8 17.40 3856.07 3866.47 5.20 43.0 0.0 8.6 8.6 16.87 3863.07 3873.47 5.20 44.0 0.0 8.3 8.3 16.33 3869.53 3879.94 5.21 45.0 0.0 8.0 8.0 15.80 3875.44 3885.86 5.21 46.0 0.0 7.8 7.8 14.91 3880.82 3891.24 5.21 47.0 0.0 7.1 7.1 12.41 3885.31 3895.73 5.21 48.0 0.0 5.3 5.3 5.26 3887.30 3897.72 5.21 49.0 0.0 0.0 0.0 0.00 3882.14 3892.56 5.21 50.0 0.0 0.0 0.0 0.00 3871.73 3882.14 5.21 51.0 0.0 0.0 0.0 0.00 3861.32 3871.73 5.20 52.0 0.0 0.0 0.0 0.00 3850.93 3861.32 5.20 53.0 0.0 0.0 0.0 0.00 3840.54 3850.93 5.19 54.0 0.0 0.0 0.0 0.00 3830.16 3840.54 5.19 55.0 0.0 0.0 0.0 0.00 3819.78 3830.16 5.19 56.0 0.0 0.0 0.0 0.00 3809.42 3819.78 5.18 57.0 0.0 0.0 0.0 0.00 3799.06 3809.42 5.18 58.0 0.0 0.0 0.0 0.00 3788.71 3799.06 5.18 59.0 0.0 0.0 0.0 0.00 3778.37 3788.71 5.17 60.0 0.0 0.0 0.0 0.00 3768.03 3778.37 5.17 61.0 0.0 0.0 0.0 0.00 3757.70 3768.03 5.16 62.0 0.0 0.0 0.0 0.00 3747.38 3757.70 5.16 63.0 0.0 0.0 0.0 0.00 3737.07 3747.38 5.16 64.0 0.0 0.0 0.0 0.00 3726.77 3737.07 5.15 PEAK FLOWS 91 10 99 5 0.00 indicates inital condition D.A.# c .2 ,, ... c > 0 .!! "' IL W ..... 1.9 10.0 ft cfs 262.8 0.0 263.0 0.2 263.2 0.4 263.4 0.6 263.7 0.7 264.0 0.9 264.1 1.1 264.1 1.3 264.2 1.5 264.3 1.7 264.4 1.9 264.6 1.8 264.7 1.7 264.8 1.6 265.0 1.5 265.1 1.4 265.1 1.3 265.2 1.2 265.3 1.1 265.3 1.0 265.4 0.9 265.4 0.8 265.5 0.7 265.6 0.6 265.6 0.6 265.6 0.5 265.7 0.4 265.7 0.3 265.8 0.2 265.8 0.1 265.8 0.0 265.9 0.0 265.9 0.0 265.9 0.0 265.9 0.0 265.9 0.0 266.0 0.0 266.0 0.0 266.0 0.0 266.0 0.0 266.0 0.0 266.0 0.0 266.0 0.0 266.0 0.0 266.0 0.0 266.0 0.0 266.0 0.0 266.0 0.0 266.0 0.0 266.0 0.0 266.0 0.0 266.0 0.0 266.0 0.0 266.0 0.0 266.0 0.0 266.0 0.0 266.0 0.0 266.0 0.0 266.0 0.0 266.0 0.0 266.0 0.0 265.9 0.0 265.9 0.0 265.9 0.0 265.9 0.0 266.0 2 D.A.# .. .. 8. ~ 10.6 19.4 cts 0.0 0.5 1.1 1.6 2.2 2.7 3.3 3.8 4.4 4.9 5.5 6.0 6.6 7.1 7.7 8.2 8.8 9.3 9.9 10.4 10.4 10.2 9.9 9.6 9.3 9.1 8.8 8.5 8.2 8.0 7.7 7.4 7.1 6.9 6.6 6.3 6.0 5.8 5.5 5.2 5.0 4.7 4.4 4.1 3.9 3.6 3.3 3.0 2.8 2.5 2.2 1.9 1.7 1.4 1.1 0.8 0.6 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 10 0 w ,,, ..J 0 ~~ f2 g: cfs 0.00 1.47 2.52 3.78 5.25 6.84 7.65 8.47 9.30 10.14 11.00 11.59 12.20 12.81 13.43 13.97 14.49 15.00 15.52 16.03 16.02 15.70 15.39 15.06 14.74 14.42 14.09 13.76 13.42 13.09 12.75 12.50 12.25 12.00 11.74 11.48 11.22 10.96 10.69 10.42 10.15 9.88 9.61 9.34 9.06 8.79 8.52 8.25 7.98 7.70 7.42 7.15 6.87 6.59 6.31 6.03 5.76 5.48 5.20 5.17 5.17 5.16 5.16 5.16 5.15 16 new parking.xis Exhibit D-1 EXHIBIT "D-2" PROPOSED DETENTION POND ROUTING A&M Church of Christ New Parking Lots O.A.# O.A.# O.A. # Pond Routina EVENT= 50 c: J:. 0 a 0. ., w + !! l:' z c: :!! ~ :a .:! iii ..... a N + ~ + ..... .., ::E c: .., c: c: u + c: + ~-0 0 .!! 0 fl) c: D.. D..0 0 c: N N a Qp 102.5 #NIA Tc 13.0 #N/A inc 1.0 1.0 Time cfs cfs cfs cfs cfs cfs 0.0 0.0 0.0 0.0 9.07 0.00 0.00 0.00 1.0 7.9 1.2 9.1 27.69 7.58 9.07 0.75 2.0 15.8 2.8 18.6 46.14 33.06 35.26 1.10 3.0 23.7 3.8 27.5 63.96 75.81 79.20 1.69 4.0 31.6 4.9 36.4 81.57 134.75 139.77 2.51 5.0 39.5 5.7 45.1 98.45 209.93 216.32 3.20 6.0 47.4 5.9 53.3 114.96 301.83 308.38 3.28 7.0 55.3 6.4 61.6 131.80 410.04 416.79 3.38 8.0 63.2 7.0 70.2 146.60 534.67 541.64 3.49 9.0 71.0 7.6 78.6 165.32 676.45 683.67 3.61 10.0 76.9 7.7 66.7 161.40 634.26 641.76 3.75 11.0 66.6 7.9 94.7 197.54 1007.84 1015.65 3.91 12.0 94.7 8.1 102.8 213.61 1197.23 1205.38 4.08 13.0 102.5 8.3 110.8 217.90 1402.32 1410.64 4.26 14.0 96.5 8.6 107.1 210.55 1611.48 1620.22 4.37 15.0 94.6 8.9 103.4 203.21 1813.14 1622.03 4.44 16.0 90.6 9.1 99.6 195.66 2007.32 2016.35 4.51 17.0 66.7 9.2 95.9 167.90 2193.62 2202.96 4.56 18.0 62.7 9.3 92.0 160.13 2372.42 2361.72 4.65 19.0 76.6 9.3 88.1 172.35 2543.12 2552.55 4.71 20.0 74.8 9.4 84.2 164.55 2705.92 2715.47 4.77 21.0 70.9 9.4 60.3 156.74 2660.81 2870.47 4.63 22.0 67.0 9.5 76.4 148.92 3007.78 3017.55 4.89 23.0 63.0 9.5 72.5 141.09 3146.83 3156.70 4.94 24.0 59.1 9.5 68.6 133.24 3277.95 3287.92 4.99 25.0 55.1 9.5 64.7 125.38 3401.12 3411.19 5.03 26.0 51.2 9.6 60.7 117.52 3516.36 3526.51 5.07 27.0 47.2 9.6 56.8 109.63 3623.65 3633.88 5.11 28.0 43.3 9.6 52.8 101.74 3722.98 3733.26 5.15 29.0 39.3 9.6 48.9 93.64 3814.35 3824.72 5.18 30.0 35.4 9.6 44.9 85.92 3897.76 3908.19 5.21 31.0 31.4 9.6 41.0 76.00 3973.21 3983.69 5.24 32.0 27.5 9.5 37.0 70.06 4040.69 4051.21 5.26 33.0 23.5 9.5 33.0 62.11 4100.20 4110.75 5.26 34.0 19.6 9.5 29.1 54.15 4151.73 4162.31 5.29 35.0 15.6 9.4 25.1 46.18 4195.27 4205.88 5.30 36.0 11.7 9.4 21.1 38.20 4230.82 4241.45 5.31 37.0 7.7 9.4 17.1 30.20 4258.37 4269.02 5.32 38.0 3.8 9.3 13.1 22.35 4277.92 4288.58 5.33 39.0 0.0 9.2 9.2 16.44 4289.61 4300.27 5.33 40.0 0.0 9.2 9.2 18.27 4297.37 4308.04 5.33 41.0 0.0 9.1 9.1 17.91 4304.96 4315.64 5.34 42.0 0.0 8.8 8.8 17.40 4312.20 4322.87 5.34 43.0 0.0 8.6 8.6 16.87 4318.92 4329.60 5.34 44.0 0.0 8.3 8.3 16.33 4325.10 4335.79 5.34 45.0 0.0 8.0 8.0 15.80 4330.75 4341.44 5.34 46.0 0.0 7.8 7.8 14.91 4335.85 4346.54 5.35 47.0 0.0 7.1 7.1 12.41 4340.07 4350.76 5.35 48.0 0.0 5.3 5.3 5.26 4341.78 4352.47 5.35 49.0 0.0 0.0 0.0 0.00 4336.35 4347.04 5.35 50.0 0.0 0.0 0.0 0.00 4325.66 4336.35 5.34 51.0 0.0 0.0 0.0 0.00 4314.98 4325.66 5.34 52.0 0.0 0.0 0.0 0.00 4304.31 4314.98 5.34 53.0 0.0 0.0 0.0 0.00 4293.64 4304.31 5.33 54.0 0.0 0.0 0.0 0.00 4282.98 4293.64 5.33 55.0 0.0 0.0 0.0 0.00 4272.33 4282.98 5.33 56.0 0.0 0.0 0.0 0.00 4261.68 4272.33 5.32 57.0 0.0 0.0 0.0 0.00 4251.04 4261.68 5.32 58.0 0.0 0.0 0.0 0.00 4240.41 4251.04 5.32 59.0 0.0 0.0 0.0 0.00 4229.78 4240.41 5.31 60.0 0.0 0.0 0.0 0.00 4219.16 4229.78 5.31 61.0 0.0 0.0 0.0 0.00 4208.54 4219.16 5.31 62.0 0.0 0.0 0.0 0.00 4197.93 4208.54 5.30 63.0 0.0 0.0 0.0 0.00 4167.33 4197.93 5.30 64.0 0.0 0.0 0.0 0.00 4176.73 4187.33 5.30 PEAK FLOWS 102 10 111 5 0.00 indicates inital condition O.A. # c: 0 ;:; .., .. c: > 0 .!! co D..W ..... 2.1 10.0 ft cfs 262.8 0.0 263.0 0.2 263.2 0.4 263.4 0.6 263.7 0.8 264.0 1.0 264.1 1.3 264.2 1.5 264.3 1.7 264.4 1.9 264.5 2.1 264.6 2.0 264.6 1.9 265.0 1.6 265.1 1.7 265.1 1.6 265.2 1.5 265.3 1.4 265.4 1.3 265.4 1.2 265.5 1.0 265.6 0.9 265.6 0.8 265.7 0.7 265.8 0.6 265.6 0.5 265.8 0.4 265.9 0.3 265.9 0.2 266.0 0.1 266.0 0.0 266.0 0.0 266.1 0.0 266.1 0.0 266.1 0.0 266.1 0.0 266.1 0.0 266.1 0.0 266.2 0.0 266.2 0.0 266.2 0.0 266.2 0.0 266.2 0.0 266.2 0.0 266.2 0.0 266.2 0.0 266.2 0.0 266.2 0.0 266.2 0.0 266.2 0.0 266.2 0.0 266.2 0.0 266.2 0.0 266.2 0.0 266.2 0.0 266.1 0.0 266.1 0.0 266.1 0.0 266.1 0.0 266.1 0.0 266.1 0.0 266.1 0.0 266.1 0.0 266.1 0.0 266.1 0.0 266.2 2 O.A.# .. .. !. ll 12.0 19.4 cfs 0.0 0.6 1.2 1.9 2.5 3.1 3.7 4.3 5.0 5.6 6.2 6.6 7.5 8.1 6.7 9.3 9.9 10.6 11.2 11.8 11.6 11.5 11.2 10.9 10.6 10.3 10.0 9.7 9.3 9.0 6.7 6.4 6.1 7.8 7.5 7.2 6.9 6.6 6.2 5.9 5.6 5.3 5.0 4.7 4.4 4.1 3.8 3.4 3.1 2.8 2.5 2.2 1.9 1.6 1.3 1.0 0.7 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 12 0 w fl) _, 0 ~~ ~ g: cfs 0.00 1.58 2.76 4.19 5.83 7.35 8.26 9.19 10.13 11.09 12.06 12.73 13.41 14.11 14.74 15.33 15.92 16.50 17.09 17.67 17.65 17.29 16.93 16.57 16.20 15.83 15.46 15.09 14.71 14.33 13.94 13.65 13.36 13.07 12.77 12.48 12.18 11.87 11.57 11.26 10.95 10.65 10.34 10.03 9.72 9.41 9.10 8.79 8.48 8.17 7.86 7.54 7.23 6.92 6.60 6.29 5.98 5.66 5.35 5.31 5.31 5.31 5.30 5.30 5.30 18 new parking.xis Exhibit D-1 EXHIBIT "D-2" PROPOSED DETENTION POND ROUTING ~ , 'G D.A. # D.A. # D.A. # Pond Routing EVENT-/ 100 / .l: 0 ~ v CL • w c !! e c z .... a 0 ~ .... :c ~ iii + ~ + ;:; "O :I!: c .... "O .. "O c c u + c + c > ~ .. 0 0 .!! 0 "' c 0 .!! II.. II.. 0 0 c .... .... a 11..W Qp 115.4 #N/A Tc 13.0 #N/A inc 1.0 1.0 Time cfs cfs cfs CfS CfS cfs ft 0.0 0.0 0.0 0.0 10.07 0.00 0.00 0.00 262.8 1.0 8.9 1.2 10.1 30.66 8.54 10.07 0.76 263.0 2.0 17.8 2.8 20.6 51.10 36.90 39.21 1.16 263.2 3.0 26.7 3.8 30.5 70.90 84.37 87.99 1.81 263.5 4.0 35.5 4.9 40.4 90.50 149.84 155.27 2.72 263.8 5.0 44.4 5.7 50.1 109.37 233.90 240.34 3.22 264.0 6.0 53.3 5.9 59.3 127.86 336.65 343.27 3.31 264.1 7.0 62.2 6.4 68.6 146.69 457.67 464.51 3.42 264.2 8.0 71.1 7.0 78.1 165.67 597.28 604.36 3.54 264.3 9.0 80.0 7.6 87.6 184.17 755.58 762.95 3.68 264.4 10.0 88.9 7.7 96.6 202.23 932.07 939.75 3.84 264.6 11.0 97.7 h 7.9 105.6 220.36 1126.28 1134.30 4.01 264.7 12.0 J~6 ) l 8.1 114.7 238.39 1338.24 1346.64 4.20 264.9 13.0 / 115.4 / 8.3 123.7 243.16 1567.93 1576.63 4.35 265.0 14.0 ( 110.9 8.6 119.5 234.82 1802.21 1811.09 4.44 265.1 15.0 '-'to6.5 8.9 115.3 226.49 2027.98 2037.03 4.52 265.2 16.0 102.0 9.1 111.2 217.95 2245.26 2254.47 4.60 265.3 17.0 97.6 9.2 106.8 209.20 2453.85 2463.21 4.68 265.4 18.0 93.1 9.3 102.4 200.43 2653.54 2663.04 4.75 265.5 19.0 88.7 9.3 98.0 191.66 2844.32 2853.97 4.82 265.6 20.0 84.3 9.4 93.6 182.87 3026.19 3035.98 4.89 265.6 21.0 79.8 9.4 89.2 174.07 3199.15 3209.06 4.96 265.7 22.0 75.4 9.5 84.8 165.25 3363.18 3373.21 5.02 265.8 23.0 70.9 9.5 80.4 156.43 3518.28 3528.43 5.07 265.9 24.0 66.5 9.5 76.0 147.59 3664.45 3674.71 5.13 265.9 25.0 62.0 9:5 71.6 138.74 3801.68 3812.04 5.18 266.0 26.0 57.6 '9.6 67.2 129.88 3929.98 3940.43 5.22 266.0 27.0 53.1 9.6 62.7 121.01 4049.34 4059.86 5.26 266.1 28.0 48.7 9.6 58.3 112.12 4159.76 4170.34 5.29 266.1 29.0 44.3 9.6 53.8 103.23 4261.23 4271.88 5.32 266.1 30.0 39.8 9.6 49.4 94.32 4353.76 4364.46 5.35 266.2 31.0 35.4 9.6 44.9 85.40 4437.32 4448.07 5.38 266.2 32.0 30.9 9.5 40.5 76.47 4511.92 4522.72 5.40 266.2 33.0 26.5 9.5 36.0 67.53 4577.56 4588.39 5.42 266.3 34.0 22.0 9.5 31.5 58.58 4634.21 4645.08 5.44 266.3 35.0 17.6 9.4 27.0 49.61 4681.89 4692.79 5.45 266.3 36.0 13.2 9.4 22.6 40.64 4720.58 4731.50 5.46 266.3 37.0 8.7 9.4 18.1 31.65 4750.28 4761.22 5.47 266.3 38.0 4.3 9.3 13.6 22.83 4770.98 4781.93 5.48 266.3 39.0 0.0 9.2 9.2 18.44 4782.85 4793.81 5.48 266.3 40.0 0.0 9.2 9.2 18.27 4790.32 4801.28 5.48 266.3 41.0 0.0 9.1 9.1 17.91 4797.62 4808.58 5.48 266.3 42.0 0.0 8.8 8.8 17.40 4804.55 4815.52 5.49 266.4 43.0 0.0 8.6 8.6 16.87 4810.98 4821.95 5.49 266.4 44.0 0.0 8.3 8.3 16.33 4816.87 4827.85 5.49 266.4 45.0 0.0 8.0 8.0 15.80 4822.22 4833.20 5.49 266.4 46.0 0.0 7.8 7.8 14.91 4827.03 4838.01 5.49 266.4 47.0 0.0 7.1 7.1 12.41 4830.95 4841.94 5.49 266.4 48.0 0.0 5.3 5.3 5.26 4832.36 4843.35 5.50 266.4 49.0 0.0 0.0 0.0 0.00 4826.64 4837.62 5.49 266.4 50.0 0.0 0.0 0.0 0.00 4815.66 4826.64 5.49 266.4 51.0 0.0 0.0 0.0 0.00 4804.68 4815.66 5.49 266.4 52.0 0.0 0.0 0.0 0.00 4793.72 4804.68 5.48 266.3 53.0 0.0 0.0 0.0 0.00 4782.76 4793.72 5.48 266.3 54.0 0.0 0.0 0.0 0.00 4771.80 4782.76 5.48 266.3 55.0 0.0 0.0 0.0 0.00 4760.86 4771.80 5.47 266.3 56.0 0.0 0.0 0.0 0.00 4749.92 4760.86 5.47 266.3 57.0 0.0 0.0 0.0 0.00 4738.98 4749.92 5.47 266.3 58.0 0.0 0.0 0.0 0.00 4728.06 4738.98 5.46 266.3 59.0 0.0 0.0 0.0 0.00 4717.13 4728.06 5.46 266.3 60.0 0.0 0.0 0.0 0.00 4706.22 4717.13 5.46 266.3 61.0 0.0 0.0 0.0 0.00 4695.31 4706.22 5.45 266.3 62.0 0.0 0.0 0.0 0.00 4684.41 4695.31 5.45 266.3 63.0 0.0 0.0 0.0 0.00 4673.52 4684.41 5.45 266.3 64.0 0.0 0.0 0.0 0.00 4662.63 4673.52 5.44 266.3 PEAK FLOWS 115 10 124 5 266.4 0. 00 indicates in ital condition D.A.# D.A. # .. .. !. "' " .... 2.4 13.6 10.0 19.4 CfS cfs 0.0 0.0 0.2 0.7 0.5 1.4 0.7 2.1 0.9 2.8 1.2 3.5 1.4 4.2 1.6 4.9 1.9 5.6 2.1 6.3 2.4 7.0 2.2 7.7 2.1 8.4 2.0 9.1 1.9 9.8 1.8 10.5 1.6 11.2 1.5 11.9 1.4 12.6 1.3 13.3 1.2 13.4 1.1 13.0 0.9 12.7 0.8 12.3 0.7 12.0 0.6 11.6 0.5 11.3 0.4 10.9 0.2 10.6 0.1 10.2 0.0 9.9 0.0 9.5 0.0 9.2 0.0 8.8 0.0 8.5 0.0 8.1 0.0 7.7 0.0 7.4 0.0 7.0 0.0 6.7 0.0 6.3 0.0 6.0 0.0 5.6 0.0 5.3 0.0 4.9 0.0 4.6 0.0 4.2 0.0 3.9 0.0 3.5 0.0 3.2 0.0 2.8 0.0 2.5 0.0 2.1 0.0 1.8 0.0 1.4 0.0 1.1 0.0 0.7 0.0 0.4 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 2 13 0 w f1I .... 0 c( II.. I-0 0 a: I-II.. cfs 0.00 1.70 3.03 4.62 6.46 7.90 8.93 9.98 11.04 12.11 13.21 13.96 14.74 15.47 16.14 16.81 17.47 18.1,3 18.79 ( 19.44 i) I 19.43 19.P3 ~16.62 18.21 17.79 17.37 16.95 16.52 16.08 15.64 15.20 14.88 14.55 14.22 13.89 13.55 13.21 12.87 12.52 12.18 11.83 11.48 11.13 10.78 10.43 10.09 9.74 9.39 9.04 8.68 8.33 7.98 7.62 7.27 6.91 6.56 6.21 5.85 5.50 5.46 5.46 5.45 5.45 5.45 5.44 19 new parking.xis Exhibit D-1 fl" -. r1 ll ll ll ~ ~l ~ II ~ II II 11 I II 11 DRAINAGE REPORT F OR A & M CHURCH OF CHRIST PARKING LOT EXPANSION A IJr~ i · 4 (00 5 COLLEGE STATION, BRAZOS COUNTY, TEXAS JUNE2005 MBESI # 1000-0044 COL ~~ ' · ·~· :'.! ENGI N r:;;;~,:;it.~c; SUBMITTED BY: McCLURE & BROWNE ENGINEERING/SURVEYING, INC. 1008 Wood creek Drive, Sui t e 103 • Coll ege Station , Texas 77845 D'S ·'El \~ ~·\..o -CJ 5 q~L\C\QY'vl I I I A&M Church of Christ Parking Lot Expansion Drainage .Report MBESI # 1000-0044 The A&M Church of Christ plans to add overflow parking on the east and west sides of their existing facility . This additional parking requires modifications to the existing drainage system. These modifications include the construction of a new detention pond on the west side of the site and a reduction in size of the existing detention pond on the east side of the site . Modifications also include the relocation of inlets and the extension of underground pipes to carry water to the two ponds . All of these changes are designed to integrate with the existing drainage system . The modified drainage system for the A&M Church of Christ meets all requirements of the City of College Station's Drainage Policy and Design Standards. It will effectively control the stormwater runoff from the site with no significant adverse impacts to the surrounding or downstream properties . The information that follows shows the parameters under which the design was prepared . Specific details are included in the applicable exhibits at the end of the report . GENERAL INFORMATION Area encompassed by entire facility: Anticipated land use : Notes on surrounding development: FLOOD HAZARD INFORMATION FFMA FIRM Map #: 48041C0161 C Effective Date : July 2, 1992 29.35 acres Church and associated parking lots The work associated with this project is an expansion of the recently completed church facility . All of the new work lies within the boundaries of the existing site . Bordering the existing site on the east is the Raintree Subdivision, Section 2 . The south side is bordered by property owned by Northrop Grumman Corporation. The West is bordered by the Earl Rudder Freeway (SH 6 Bypass). Comments : No portion of the site is shown to be within the 100-year floodplain, so it is not currently regulated under the National Flood Insurance Program. Applicable Exhibits : A -Excerpt ofFEMA FIRM · DESCRIPTION OF DRAINAGE SYSTEMS Primary System : The site was cleared, graded and landscaped with the original church construction. The parking lot expansion will be made on grassy fields adjacent to the existing parking lots . Natural drainage of the site is toward the northeast and southeast comers of the site where it flows into un-named tributaries of Wolf Pen Creek. I I I I I I I I I I I I I I I I I Secondary System: Runoff from most of the site will be captured in the driveways and parking areas where it is directed into inlets and flumes that lead to the detention facilities . As indicated in the original drainage report, there is one significant drainage area that bypasses the storm drain system and detention pond. It is an undeveloped section of the site and there are no plans for development at this time. Runoff from this area is included in the peak flow calculation to accurately reflect all pre-development and post-development flowrates . There is one other undeveloped area in the southwest comer of the site that drains into a separate outfall. This area is not being developed and its runoff rate is unchanged. Applicable Exhibits : B-1-Drainage Area Map (Proposed Conditions) SECONDARY STORM DRAIN DESIGN General Note : The secondary drainage system is privately owned and maintained by the church. No underground pipes or inlets are dedicated to the public. The system consists of inlets and underground pipes that carry runoff from the building and parking areas to the two detention ponds . DETENTION REQUIREMENTS General Note : Detention Ponds 1 and 2 will work in series. The outfall from Pond 1 will flow to Pond 2. The outfall from Pond 2 flows to Study Point A. Design Storm : Design Methodology Hydrology: Storage Volume : Software Model: Outlet Controls : 5, 10 , 25 , 50, 100-yr Return Period Rational Method Trapezoidal Hydrograph Microsoft Excel Spreadsheet Detention Pond 1 : Outlet Grate Elevation: 289.00 ' Top of Berm Elevation: 272 .20' Max. WSEL (100 yr): 272 .17 Detention Pond 2: Outlet Pipe Flowline: 18" RCP at 262 .82 * Top of Berm Elevation: 270.00 ' Max. WSEL (100 yr): 266.40 * Note : The outlet pipe has a plate over the top half to limit flows. Applicable Exhibits : B-1 C-1 D-1 D-2 Comparison of Pre vs Post-Development Flowrates Pre-Dev. Flowrate (from Original Drainage Re rt) 23 cfs 26 cfs 30 cfs 34 cfs 39 cfs Drainage Area Map Drainage Area Calculations Pond Routing Analysis for Pond 1 Pond Routing Analysis for Pond 2 Post Dev. Flowrate 13 cfs 14 cfs 16 cfs 18 cfs 19 cfs I I I I I I I I I I I EROSION AND SEDIMENTATION CONTROLS Control Measures: SWPPP : Silt fence H ydromulch seeding Inlet protection The contractor shall be responsible for establishing and maintaining the SWPPP in accordance with TCEQ requirements . I I I I I I I I I I I "'-s/TE I I I I I I I I I N.T.S. ZONEX I Flood 1 EXHIBIT A I nsuronce Rote M Brazos County op Excerpt and Inc • Texas orporoted A reos Mop Number: 48 041C0161C Effective Dot . e . July 2, 1992 I CITY O F COLLEGE STATION Planning & Dewlopmmt &rvicrs SITE LEGAL DESCRIPTION: A004601 M RECTOR (ICL), TRACT 145, ACRES 29.36 DEVELOPMENT PERMIT PERMIT NO. 05-52 FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE ADDRESS: 2475 EARL RUDDER FWY S DRAINAGE BASIN: Wolf Pen Creek DATE OF ISSUE: September 28, 2005 VALID FOR 12 MONTHS OWNER: A&M Church of Christ 2475 Earl Rudder FWY S College Station , Texas 77845 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, concre te, mortar, or other harmful liquids or materials within the drip line of any tree required to remain is also proh ibited . 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 prescr ibed erosion control measures are ineffective to retain all sediment onsite , it is the contractors responsibility to implement measures that will meet City, State and Federal requirements . The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its original condition , placement and state . The Owner and/or Contractor shall be responsible for any damage to adjacent properties , city streets or infrastructure due to heavy machinery and/or equipment as well as erosion, siltation or sedimentation resulting from t he permitted work. In accordance w ith 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 perm it for development of an area outside the special flood hazard area. All development shall be in accordance w it h 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. q ' f) (Y( ; C1"-' 'b ....... - / ~ FOR OFFIC~ USE ONLY V P&Z CASE NO.: 05 -% 7 1') ~-- DATE SUBMITTED;:>-d 3-'l)S- CITY OF COLLEGE STATION Pla nning & Devewpmen t Serv ices MINIMUM SUBMITTAL REQUIREMENTS ~ Site plan application completed in full. ~ $200 .00 Application Fee . NIA $200 .00 Development Permit Application Fee. N/A $600.00 Public Infrastructure Inspection Fee if applicable. (This fee is payable if construction of a public waterline , sewerline, sidewalk , street or drainage facilities is involved .) ~ Eleven ( 11) folded copies of site plan One (1) folded copy of the landscape plan. NIA One (1) copy of building elevation for all buildings. NIA A list of building materials for all facades and screening for non-residential buildings. NIA Color samples for all non-residential buildings. NIA Traffic Impact Analysis (if applicable for non-residential buildings). ~ A copy of the attached site plan checklist with all items checked off or a brief explanation as to why they are not checked off. NIA Parkland Dedication requirement approved by the Parks & Recreation Board, please provide proof of approval (if applicable). Date of Preapplication Conference: _______________________ _ NAME OF PROJECT A&M Church of Christ ADDRESS 1901 Harvey Mitchell Parkway, College Station. Texas=-=-7..:....78::::....4..:....:0::...__ ________ _ LEGAL DESCRIPTION----------------------------- APPLICANT/PROJECT MANAGER'S INFORMATION (Primary Contact for the Project): Name A&M Church of Christ Street Address 1901 Harvey Mitchell Parkway City College Station State Texas Zip Code 77840 E-Mail Address------------- Phone Number (979) 693-0400 Fax Number "'""(9'"""7-=9+-)-=6-=9-=3_,-0o....4:...::0;....:.1 ______ _ PROPERTY OWNER 'S INFORMATION : Name (Same as above) ARCHITECT OR ENGINEER'S INFORMATION : Name McClure & Browne Engineering/Surveying, Inc. Street Address 1008 Woodcreek Drive. Suite 103 City College Station State Texas Zip Code _,_7-=-78=-4...:..5=-----E-Mail Address MikeM@McClureBrowne.com Phone Number (979) 693-3838 Fax Number (979) 693-2554 6/13/03 I of 6 FOR OFFICE USE ONLY Case No .. _________ _ CITY OF COLLEGE STATION Pla11ni11g & Dev~lop111mt Sn11 iw DEVELOPMENT PERMIT Date Submitted MINIMUM SUBMITTAL REQUIREMENTS $200 development perm it fee . $600.00 Public Infrastructure Inspection Fee if applicable. (This fee is payable if construction of a public waterline, sewerline, sidewalk, street or drainage facilities is involved .) D D Drainage and erosion control plan , with supporting Drainage Report two (2) copies each Notice of Intent (N .0.1.) if disturbed area is greater than 5 acres Date of *Required Preapplication Conference: ___________________ _ *(Required for areas of special flood hazard) LEGAL DESCRIPTION -----------------------------~ APPLICANT'S INFORMATION (Primary Contact for the Project): Name E-Mail Street Address City State Zip Code Phone Number Fax Number PROPERTY OWNER'S INFORMATION: Name E-Mail Street Address City State Z ip Code Phone Number Fax Number ARCHITECT OR ENGINEER'S INFORMATION : Name E-Mail Street Address City State Zip Code Phone Number Fax Number Application is hereby made for the following development specific site/waterway alterations : ACKNOWLEDGMENTS : I, __ , design engineer/owner , hereby acknowledge or affirm that: The information and conclusions contained in the above plans and supporting documents comply with the current requirements of the City of College Station , Texas City Code, Chapter 13 and its associated Drainage Po · Design Standards . 1of2 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 Contractor CERTIFICATIONS: A. I, __ , certify that any nonresidential structure on or proposed to be on this site as part of this application is designated to prevent damage to the structure or its contents as a result of flooding from the 100-year storm. Engineer Date 8. I, __ , certify that the finished floor elevation of the lowest floor, including any basement, of any residential structure, proposed as part of this application is at or above the base flood elevation established in the latest Federal Insurance Administration Flood Hazard Study and maps, as amended. Engineer Date C. I, __ , certify that the alterations or development covered by this permit shall not diminish the flood- carrying capacity of the waterway adjoining or crossing this permitted site and that such alterations or development are consistent with requirements of the City of College Station City Code, Chapter 13 concerning encroachments of floodways and of fl oodways fringes. Engineer Date D. I, __ , do certify that the proposed alterations do not raise the level of the 100 year flood above elevation established in the latest Federal Insurance Administration Flood Hazard Study . Engineer Date Conditions or comments as part of approval: ------------------------ In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion , and sedimentation shall not be deposited in city streets, or existing drainage facilities. 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 shal I apply. 6/13/03 2 of 2 Page 1 of 2 Alan Gibbs -Fwd: RE: A&M Church of Christ -Raintree drainage From: Alan Gibbs To: Mosley, Bob; Smith, Mark Date: 9/27/2005 3:27 PM Subject: Fwd: RE: A&M Church of Christ -Raintree drainage CC: Norton, Josh The church came in this morning and completed the Development Permit application and paid the fee -Josh will issue the DP this afternoon. The associated Development Permit is for the construction of a eastern parking expansion into the existing eastern pond (Built -Picture 10), a proposed western parking expansion (not Built -Picture 9), and a proposed western second pond (not built -Picture 7). A spreadsheet is attached with the flows from the Drainage Reports. Note that this intermediate construction is not reflected by either report. McClure has told Josh that this intermediate construction has adequate detention capacity. Let me know if I need to get back anyone else regarding the status. >>> Bob Mosley 9/26/2005 4:12 PM >>> At this time I am interested in checking the additional discharge from the new parking lot area pavement, decrease in the storage for the original detention pond and the combined discharge of the total post development from the site. >>>Alan Gibbs 9/26/2005 3:55 PM >>> Fyi, see Kent's response below. I'll contact the Church as well. Per the attached ordinance summary, we should next issue a stop work until the Church applies for Development Permit. If they don't apply, we should then file with Munciple Court. Let me know what y'all think. >>>"Kent Laza"< mcclurebrownel@verizon.net > 9/26/2005 3:10 PM >>> Alan, I don't know the answer to your question. I am aware that construction has commenced, but I don't know the status. Our contractual involvement on the project ended once the plans had been approved. The contractor is Brazos Paving, so you may be able to get information from Kent Dalsing or Billy Prewitt. Mr. John Duncum is the church's representative and he was to sign and pay for the permit. After getting your e-mail this morning we called and left messages on his phone to remind him of this, but we've not been able to talk with him yet. If he calls, we will put him in touch with you. Kent From: Alan Gibbs [ mailto:AgLbbs_@cstx.gov] Sent: Monday, September 26, 2005 11:47 AM To: mcclurebrownel@verizon.net Subject: A&M Church of Christ -Raintree drainage Kent, file://C :\Documents%20and%20Settings\agibbs\Local%20Settings\ Temo\GW} 00001.HTM 10/3/200S Page 2 of2 The associated development permit has not been issued, however I'm told much of the work has been completed. Plans and drainage report have been essentially approved since early August -which proposes building the parking into about 1/3 of the existing pond and adding a second pond to make up for the lost volume. I believe Josh has contacted you previously that you can get a permit by simply submitting an application and fee for a development permit. Can you verify the status of construction and intent for applying for perm it? Alan >>>Mark Smith 9/21/2005 11:45 AM >>> We (Ron Gay) have gotten another letter from Mr. Jochen. He lists several concerns. In particular, he complains that the detention pond modifications has reduced the flooding to a trickle but that it it always stays wet now and it is more difficult to maintain. He also is worried that more major flooding may occur if we get a really big rain event. He notes that the church has recently converted half of the detention area into a parking area. College Station. Heart of the Research Valley. file://C:\Documents%20and%20Settings\agibbs\Local %20Settings\ Temp\G W} 0000 l .HTM 10/3/2005 • I Storm 5 10 25 50 100 Pre-Dev 23 26 30 34 39 Drainage Report 1 (1 Pond) Post 23 25 28 31 33 Drainage Report 2 (2 Ponds) Post 13 14 16 18 19