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HomeMy WebLinkAboutOpen Record Request FOR OFFICE USE ONLY I BUILDING oR PLANNING DATE SUBMITTED: RECEIVED BY: CITY OF COLLEGE STATION PLANNING & DEVELOPMENT SERVICES Plasmfagd- Dexlapn rniServicer 1101 TEXAS AVENUE - COLLEGE STATION, TX 77840 13 1 c 't (979) 764 (979) 764 -3496 FAX • www.cstx.gov 012 12,011 REQUEST FOR PUBLIC INFORMATION O INFORMATION REQUESTED i BUILDING PLANS PLANNING CASE FILE DRAINAGE REPORT • SITE PLAN MINUTES �� OTHER (BE SPECIFIC) n DETAILED REQUEST (PLEASE BE AS SPECIFIC AS POSSIBLE.) : ./ra ( n I o(7{ -F-(4 1 u T A M - YEAR BUILT /DATE OF MEETING: (" tn(,(,reik c7� ADDRESS : LOT # BLOCK # {1st � 7 FAO 12tAdct/-i REQUESTOR'S INFORMATION ,� � NAME: \ n (� o (v) 0 s- G �e�J Inee r l� ADDRESS: 2.G(�1 P I Y `DV ' sk oZ CS -N 11-4 PHONE #: Oriel � ( � 0 - q c 'b [ '1 0 FAX # Chci - (p so -- EMAIL ADDRESS : Wv r oe,%✓loy 4 1ve''( r'1og\ ,Ci1�n In making this request, I understand that the City is under no obligation to create a document to satisfy my request or to comply with a standing request for information. 1 further understand that the information will be released only in accordance with the Public Information Act, Govemment Code, Chapter 552, which may require a determination as to confidentiality by the Texas Attorney General prior to a release. I further understand that the City of College Station has 10 working days from the date of request in which to solicit such a determination. REQUESTOR'S SIGNATURE I DATE OF REQUEST 2 Official use only DATE COMPLETED: 1 1• A I ' 13 COMPLETED BY: 4k/ NO. OF ORIGINAL PAGES: cO COST: $ Exhibit C -1. Exhibit C -3 shows the pipe size computations derived from these runoff calculations. There is one significant drainage area that by- passes the storm drain system and detention pond. It is referred to as Bypass 1 on Exhibit B -2. It is an undeveloped section of the site and there are no plans for development in this project. Runoff from this area is included in the peak flow calculations to accurately reflect all pre - development and post- development flowrates at Study Point A.. There is one other undeveloped area in the southwest corner of the site that drains into a separate outfall. This area is not being developed at this time which means the runoff rate from it is unaffected. DETENTION FACILITY DESIGN AND ANALYSIS: The storage routing for the detention pond is based on a triangular hydrograph routing of the peak flows based on the rational method and a time base of 3* Tc, with the peak flow at the time of concentration. The storage routing is performed in Microsoft Excel using the storage indication curve method. The storage volume is computed using the trapezoidal approximation of volume. The pond is analyzed for the 5, 10, 25, 50, and 100 year storm events. The outfall structure for the detention pond is an 18" RCP and the top of berm elevation is 267.25'. The study point of the routing analysis (Study Point A) is located on the northern corner of the site where the storm water leaves the church property. The following summary table gives the pre - development and post - development flows at the study point to demonstrate that the post - development flow will be equal to or less than the pre - development flow. These figures are taken from Exhibit D -1. Flow Summary at Study Point A Existing Proposed Pond W.S. Elev. Q 23 cfs 23 cfs 265.14 Q 26 cfs 25 cfs 265.26 Q25 30 cfs 28 cfs 265.42 Q50 34 cfs 31 cfs 265.60 Q 39 cfs' '` 33 cfs 265.80 Top of Berm = 267.00 CONCLUSION: As indicated in the table shown above, the proposed drainage system and detention pond provide adequate capacity to prevent post - development runoff rates from exceeding pre- development runoff rates for any of the DRAINAGE ANALYSIS A &M CHURCH OF CHRIST DRAINAGE ANALYSIS FOR THE A &M CHURCH OF CHRIST INTRODUCTION: The purpose of this report is to describe potential drainage effects associated with the development of the new A &M Church of Christ site in College Station. This drainage analysis is provided to demonstrate that the final design for the site complies with the City of College Station Drainage Policy and Design Standards (DPDS) by controlling runoff from this site. LOCATION: The site is located on the east side of State Highway 6 in College Station near its intersection with Raintree Drive. The north property line adjoins Raintree Subdivision, Sections One and Two. Bordering the site on the east is the Raintree Subdivision, Section Two. The south side is bordered by property owned by Northrop Grumman Corporation. The west is bordered by the TXDOT right -of -way of State Highway 6 Bypass. DESCRIPTION: The site encompasses an area of 29.35 acres. It is generally open with the exception of some small clusters of trees. Natural drainage is toward the northeast and southeast corners of the site where it flows into un- named tributaries of Wolf Pen Creek. Exhibit B -1 shows the pre - development drainage areas. This site is not located in a 100 -Year Flood Hazard Area according to the FEMA Flood Insurance Rate Maps for Brazos County, Texas (Map Nos. 48041C0163C effective July 2, 1992) Pertinent sections of these maps are shown in Exhibit A. DRAINAGE DESIGN CRITERIA: The proposed drainage system is designed in accordance with the City of College Station's DPDS. The design storm for the underground system is a 5 -year event and flow calculations are based on the Rational Method. Pipe sizes were determined using Manning's Equation with an "n" of 0.014. The storage routing for the detention pond is based on a triangular hydrograph. STORM DRAIN FACILITY DESIGN: The proposed design allows most of the runoff from the site to be captured in the driveways and parking areas where it is directed into inlets or flumes that lead to the detention facility. Exhibit B -2 is the drainage area map that shows the post - development drainage areas. Runoff calculations for each drainage area are shown in DRAINAGE ANALYSIS 1 A &M CHURCH OF CHRIST ` I ----.;•---... ri, I. • . ."--. ......, .._.,, •I \ t _ sue \ �. / I I ' pi : ya. \ i 1::N ' • ---\.. \----. t , .....„, \--, v ,�amli . 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I EXHIBIT "0-1" PROPOSED DETENTION POND ROUTING (1) A&M Church of Christ D.A. it D.A. 8 D.A. 8 D.A. 8 Pond Routing EVENT" 100 D.A. 8 D.A. 8 D.A. 8 iii L° Z c v c o Z o ' H J a J 6 + a � c o °, r (o O K x O X r U E N N d a w m r a w r w Op 41.6 39.6 14.8 16.4 4.8 38.9 Tc 13.8 30.9 10.2 19.4 11.3 30.8 inc 1.0 1.0 1.0 Time cfs cfs cfs efs efs cfs cfs ft cfs cfs cfs cfs cfs 0.0 0.0 0.0 0.0 0.0 5.74 0.00 0.00 0.00 262.8 0.0 0.0 0.00 0.0 0.00 1.0 3.0 1.3 1.4 5.7 17.22 5.16 5.74 0.29 263.0 0.8 0.4 1.51 1.3 1.26 3.0 9.0 3.8 4.3 17.2 40.19 46.90 49.68 1.39 263.2 2.4 1.3 5.05 3.8 3.79 5.0 15.1 6.4 7.2 28.7 63.15 127.10 134.10 3.50 263.7 4.0 2.1 9.60 6.3 6.32 7.0 21.1 9.0 10.1 40.2 86.12 243.82 255.07 5.62 264.0 5.6 3.0 14.15 8.8 8.84 9.0 27.1 11.5 13.0 51.7 109.08 401.05 415.02 6.99 264.2 7.2 3.8 17.96 11.4 11.37 11.0 33.2 14.1 14.2 61.4 126.44 596.03 613.38 8.68 264.4 8.8 4.6 22.09 13.9 13.90 13.0 39.2 16.7 12.7 68.6 139.74 815.67 836.84 10.58 264.6 10.4 4.4 25.36 16.4 16.42 15.0 39.7 19.2 11.3 70.2 139.47 1048.37 1073.58 12.60 264.8 12.0 4.0 28.55 19.0 18.95 ������ 1269.20 �� \1��ar ®T' -,`._. 19.0 33.7 24.3 8.4 66.4 131.87 1479.40 1509.14 ®r� 4.0 24.00 21.0 30.7 26.9 7.0 64.5 128. 1681.13 1711.30 S F__ t om ' ' ® ' 23.0 27.6 29.5 5.5 62.6 124.28 1874.43 1905.01 15.29 •5.2 14.0 2.3 458 29.1 29.06 25.0 24.6 32.0 4.1 60.7 120.49 2059.33 2090.31 15.49 265.3 13.2 1.9 30.56 31.6 31.58 27.0 21.6 34.6 2.6 58.8 116.69 2235.86 2267.23 15.68 265.3 12.4 1.5 29.53 34.1 34.11 29.0 18.6 37.2 1.2 56.9 112.89 2404.07 2435.80 15.86 265.4 11.6 1.0 28.49 36.6 36.64 31.0 15.6 39.5 0.0 55.1 108.06 2564.07 2596.14 16.04 265.5 10.8 0.6 27.45 • 38.7 38.70 33.0 12.6 38.2 0.0 50.8 99.47 2711.27 2743.66 16.19 265.5 10.0 0.2 26.39 37.4 37.44 35.0 9.6 37.0 0.0 46.5 90.88 2840.72 2873.38 16.33 265.6 9.2 0.0 25.54 36.2 36.17 37.0 6.5 35.7 0.0 42.2 82.29 2952.48 2985.39 16.45 265.6 8.4 0 0 24.86 34.9 34.91 39.0 3.5 34.4 0.0 37.9 73.70 3046.63 3079.74 16.56 265.6 7.6 0.0 24.17 33.6 33.65 41.0 0.5 33.1 0.0 33.6 66.10 3123.26 3156.54 16.64 265.7 6.8 0.0 23.45 32.4 32.38 43.0 0.0 31.8 0.0 31.8 63.03 3186.91 3220.32 16.71 265.7 6.0 0.0 22.72 31.1 31.12 45.0 0.0 30.6 0.0 30.6 60.46 3244.67 3278.21 16.77 265.7 5.2 0.0 21.99 29.9 29.86 47.0 0.0 29.3 0.0 29.3 57.90 3297.08 3330.73 16.82 265.7 4.4 0.0 21.25 28.6 28.59 49.0 0.0 28.0 0.0 28.0 55.34 3344.15 3377.90 16.88 265.7 3.6 0.0 20.50 27.3 27.33 51.0 0.0 26.7 0.0 26.7 52.78 3385.91 3419.75 16.92 265.7 2.8 0.0 19.75 26.1 26.07 53.0 0.0 25.4 0.0 25.4 50.22 3422.38 3456.30 16.96 265.8 2.0 0.0 18.99 24.8 24.80 55.0 0.0 24.1 0.0 24.1 47.65 3453.59 3487.58 16.99 265.8 1.2 0.0 18.23 23.5 23.54 57.0 0.0 22.9 0.0 22.9 45.09 3479.56 3513.61 17.02 265.8 0.4 0.0 17.46 22.3 22.28 59.0 0.0 21.6 0.0 21.6 42.53 3500.31 3534.40 17.04 265.8 0.0 0.0 17.04 21.0 21.01 61.0 0.0 20.3 0.0 20.3 39.97 3515.86 3549.99 17.06 265.8 0.0 0.0 17.06 19.7 19.75 63.0 0.0 19.0 0.0 19.0 37.41 3526.24 3560.39 17.07 265.8 0.0 0.0 17.07 18.5 18.49 65.0 0.0 17.7 0.0 17.7 17.74 3513.76 3547.88 17.06 265.8 0.0 0.0 17.06 17.2 17.22 67.0 0.0 16.5 0.0 16.5 16.46 3551.48 3585.68 17.10 265.8 0.0 0.0 17.10 16.0 15.96 69.0 0.0 15.2 0.0 15.2 15.18 3515.49 3549.61 17.06 265.8 0.0 0.0 17.06 ' 14.7 14.70 71.0 0.0 13.9 0.0 13.9 13.90 3477.09 3511.13 17.02 265.8 0.0 0.0 17.02 13.4 13.43 73.0 0.0 12.6 0.0 12.6 12.62 3436.30 3470.25 16.97 265.8 0.0 0.0 16.97 12.2 12.17 75.0 0.0 11.3 0.0 11.3 11.34 3393.14 3426.99 16.93 265.7 0.0 0.0 16.93 10.9 10.91 77.0 0.0 10.1 0.0 10.1 10.06 3347.60 3381.36 16.88 265.7 0.0 0.0 16.88 9.6 9.64 79.0 0.0 8.8 0.0 8.8 8.78 3299.71 3333.37 16.83 265.7 0.0 0.0 16.83 8.4 8.38 81.0 0.0 7.5 0.0 7.5 7.49 3249.47 3283.02 16.77 265.7 0.0 0.0 16.77 7.1 7.12 83.0 0.0 6.2 0.0 6.2 6.21 3196.90 3230.33 16.72 265.7 0.0 0.0 16.72 5.9 5.85 85.0 0.0 4.9 0.0 4.9 4.93 3141.99 3175.31 16.66 265.7 0.0 0.0 16.66 4.6 4.59 87.0 0.0 3.7 0.0 3.7 3.65 3084.77 3117.96 16.60 265.6 0.0 0.0 16.60 3.3 3.32 89.0 0.0 2.4 0.0 2.4 2.37 3025.24 3058.30 16.53 265.6 0.0 0.0 16.53 2.1 2.06 91.0 0.0 1.1 0.0 1.1 1.09 2963.41 2996.34 16.47 265.6 0.0 0.0 16.47 0.8 0.80 93.0 0.0 0.0 0.0 0.0 0.00 2899.29 2932.08 16.40 265.6 0.0 0.0 16.40 0.0 0.00 95.0 0.0 0.0 0.0 0.0 0.00 2833.91 2866.57 16.33 265.5 0.0 0.0 16.33 0.0 0.00 97.0 0.0 0.0 0.0 0.0 0.00 2768.82 2801.33 16.26 265.5 0.0 0.0 16.26 0.0 0.00 99.0 0.0 0.0 0.0 0.0 0.00 2704.01 2736.38 16.19 265.5 0.0 0.0 16.19 0.0 0.00 101.0 0.0 0.0 0.0 0.0 0.00 2639.47 2671.71 16.12 265.5 0.0 0.0 16.12 0.0 0.00 103.0 0.0 0.0 0.0 0.0 0.00 2575.22 2607.31 16.05 265.5 0.0 0.0 16.05 0.0 0.00 105.0 0.0 0.0 0.0 0.0 0.00 2511.23 2543.19 15.98 265.4 0.0 0.0 15.98 0.0 0.00 107.0 0.0 0.0 0.0 0.0 0.00 2447.53 2479.35 15.91 265.4 0.0 0.0 15.91 0.0 0.00 109.0 0.0 0.0 0.0 0.0 0.00 2384.09 2415.78 15.84 265.4 0.0 0.0 15.84 0.0 0.00 111.0 0.0 0.0 0.0 0.0 0.00 2320.93 2352.48 15.77 265.4 0.0 0.0 15.77 0.0 0.00 113.0 0.0 0.0 0.0 0.0 0.00 2258.04 2289.45 15.71 265.3 0.0 0.0 15.71 0.0 0.00 115.0 0.0 0.0 0.0 0.0 0.00 2195.42 2226.70 15.64 265.3 0.0 0.0 15.64 0.0 0.00 117.0 0.0 0.0 0.0 0.0 0.00 2133.07 2164.22 15.57 265.3 0.0 0.0 15.57 0 0 0.00 119.0 0.0 0.0 0.0 0.0 0.00 2070.99 2102.00 15.50 265.3 0.0 0.0 15.50 0.0 0.00 121.0 0.0 0.0 0.0 0.0 0.00 2009.18 2040.05 15.44 265.3 0.0 0.0 15.44 0.0 0.00 123.0 0.0 0.0 0.0 0.0 0.00 1947.63 1978.37 15.37 265.2 0.0 0.0 15.37 0.0 0.00 125.0 0.0 0.0 0.0 0.0 0.00 1886.34 1916.95 15.30 265.2 0.0 0.0 15.30 0.0 0.00 PEAK FLOWS 41 40 14 71 17 266.80 16 6 1 33 39 1 39 EXHIBIT C -3 PIPE SIZE CALCULATIONS A &M Church of Christ a �n a� � E A °' °' 0. Z W A L) ° a a' v� E L. x b 47 4 g o o a .... W a z h H H A w w z w w c a H H # # Ac. min yr cfs cfs # cfs % n fps ' min min ' 1 . 2 0.2 10.0 2 1.4 1.4 1 1.4 0.02 18 0.8 50 1.06 11.06 2 3 0.8 11.1 2 4.7 4.7 1 4.7 0.20 18 2.6 98 0.62 11.68 3 4 1.2 11.7 2 6.8 6.8 1 6.8 0.42 18 3.9 163 0.70 12.38 4 5 1.4 12.4 2 7.8 7.8 1 7.8 0.24 21 3.3 13 0.07 12.45 5 6.1 1.8 12.5 2 10.3 10.3 1 10.3 0.42 21 4.3 230 0.89 13.34 6 6.1 0.7 10.0 2 4.5 4.5 1 4.5 0.18 18 2.5 80 0.53 10.53 6.1 7 2.5 13.3 2 13.9 13.9 1 13.9 0.20 27 3.5 81 0.39 13.73 7 outl 3.8 13.7 2 20.7 20.7 1 20.7 0.25 30 4.2 13 0.05 13.78 8 9 0.2 10.0 2 1.0 1.0 1 1.0 0.01 18 0.6 28 0.84 10.84 _ 9 10 0.3 10.8 2 2.1 2.1 1 2.1 0.04 18 1.2 13 0.19 11.02 10 11B 2.1 26.8 2 8.0 8.0 1 8.0 0.25 21 3.3 510 2.57 29.41 11B 12B 2.3 29.4 2 8.2 8.2 1 8.2 0.13 24 2.6 217 1.38 30.79 12B 13B 3.1 30.8 2 10.5 10.5 1 10.5 0.11 27 2.6 13 0.08 30.88 13B out2 5.5 30.9 2 18.6 18.6 1 18.6 0.36 27 4.7 45 0.16 31.04 15 16 0.2 10.0 2 1.1 1.1 1 1.1 0.01 18 0.6 47 1.29 11.29 16 out3 0.4 11.3 2 2.1 2.1 1 2.1 0.04 18 1.2 48 0.66 11.95 12/18/02 9719- 2nd - dra.xls See Plan & Profile for pipe slope used (Pipe slope >or= Friction slope) Exhibit C -2 Addendum to the Drainage Report for A &M Church of Christ CSC Building MBESI #1000-0044 CERTIFICATION I, Jeffery L. Robertson, Registered Professional Engineer No. 94745, State of Texas, certify that this addendum report for the drainage design of A &M Church of Christ CSC Building, was prepared by me in accordance with the provisions of the City of College Station Drainage Guidelines. Jeffery L. Robertson, P.E. No. 94745 Date SUMMARY This addendum to the Original Drainage Report for A &M Church of Christ CSC Building analyzes the proposed CSC Building site improvements and the addition of a new detention pond in the north corner of the site. The findings of this report are that the GENERAL INFORMATION Area encompassed: 29.35 acres Anticipated land use: Church Counseling Center Notes on surrounding development: The church site is surrounded by existing Raintree Subdivision on the north and east side, Highway 6 on the west, and the existing Westinghouse property to the south. FLOOD HAZARD INFORMATION FEMA FIRM Map #: 48041C0163C Effective Date: July 2, 1992 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 of FEMA FIRM DESCRIPTION OF DRAINAGE SYSTEMS Primary System: This site drains generally to the north to an existing tributary of Wolf Pen Creek. The site drains overland with a gentle slope of approximately 1 %. Secondary System: The building site is located in the northern portion of the existing detention area for the church site. This portion of the site drains to the existing outlet structure. The proposed detention area drains to the existing concrete channel located in the back of Lot 4, Block 4. Applicable Exhibits: Addendum B -1 Drainage Area Map (Proposed Conditions) SECONDARY STORM DRAIN DESIGN Design Storm: Detention: 5 -yr, 10 -yr, 25 -yr, 50 -yr, and 100 -yr Return Period Design Methodology Hydrology: Rational Formula Drainage Report Page 1 of 3 Addendum A &M Church of Christ Software Model: Excel Spreadsheet Time of Concentration: 10 min.(minimum) Runoff Coefficients: 0.40 - Undeveloped area 0.55 - Residential areas 0.90 - Paved areas Hydraulics: Manning's Equation Software Model: Excel Spreadsheet Manning's N: 0.013 (concrete pipe) DETENTION REQUIREMENTS General Note: The existing detention pond is sized to accommodate the existing church building, parking areas, and natural areas. The proposed pond is sized to include all of this area with the addition of the CSC building and the future development shown on the drainage map (Exhibit B -2). The existing pond will be eliminated over time with the addition of the future buildings. The proposed pond has been sized to reduce the anticipated flowrate from the site to levels below the existing conditions determined in the original drainage report (see chart below). This is accomplished with an 18" pipe metering device with a steel plate across the inlet to reduce the cross sectional area of the pipe by 50 %. The pipe is set at elevation = 258.65. A flared headwall with energy dissipater blocks will be installed on the downstream end of the metering pipe. The top of berm elevation will be 266.0' with an 25' wide emergency spillway @ elevation = 265.5'. The pond depth for the various storm events is included in the table below. The outlet of the pipe will then connect to an existing concrete flume that runs through the back of Lot 4, Block 4 of the Raintree Drive subdivision. The proposed pond has been located outside of the 30' natural area to reduce the effects on the surrounding area. Additionally, existing vegetation in the pond will be preserved to act a visual buffer from existing development. Storm E Pre - Dev 1 Post - Dev Elevation Event Conditions Conditions 5 I 22.9 cfs 17.0 cfs 263.97' _ 10 26.1 cfs ! 17.3 cfs = 264.17' 25 30.0 cfs 17.6 cfs j 264.41' 50 j 34.1 cfs 17.9 cfs 264.67' 100 ! 38.7 cfs 18.3 cfs ! 264.96' Applicable Exhibits: Addendum B -1 Drainage Area Map Addendum D -1 Proposed Detention Pond Routing Addendum D -2 Stage- Storage Curve Addendum D -3 Stage- Discharge Curve EROSION AND SEDIMENTATION CONTROLS Control Measures: Silt fence Hydromulch seeding Inlet protection Construction entrance /exit Drainage Report Page 2 of 3 Addendum A &M Church of Christ INIMIIIIIMNI . , ii , r „,, . .,,, ! I , „,,,:. ,,,,,,„, r.„ 0 s cl „..,„,, ,, / 72 , i . k , / D 1;1:::, _. 04 , n 1 i '''' , ._____.. ..,,... , Q A. 1 99 Q. ' 0 I A Q) g i .x v e rror i y k j 1 11 : „ e. i .-. i ''',,,, f (.11 8 -•• � r� .� �, 1 O e A • ;' .'' • 1 11 to ® 0 1 in N A a • li 0 W Y A / !I n. 0 11 CO . A • kz F li • H d ) 01 a W W D o D ` li A ' A ii -”" rc:.. -" . .ti ..« -,.� i � -P 11 1 ( ° ..>m• � o 3 ,Is- ..o , .xr.a ..a L.,......,,,,,,,,„,.., 0 0 4 "t I . ... 4.1,4: a G ii I ?' : , I r l I § ' n ib ..1. 1 33 Illz I ' ' I I �� I �I E , 1 i, I 1 J i r J , N I , , ! h Niff ' 1 I I ! ■• i N • a , ,, I• i �! •N I l • . I .. 1.. F � � in rf s�a,9� O .. i 1 O �J q N • �/ O I! e -- LiII!IJ ' A • N I t II i i ` -4111."44111111ar ii in,,, ,,, 71110 ,„,i , ......,............ M , ,......, „.., , a xo,lowodd, , .,, , W Z Gl .� 7 CO = D a I p P u , -- k ,,, „...„.,........., ,..... , ___________________ 1 • M p Zi L X W co co N to (o N (0 (o N M to N 0 N 'fl E c U n 0 N cL. as o� - W c N aim CD as — Ca N N O (o N co • N co CO • to p O O O N O O p O O O p O O O O O O O O (6 U) ,I (-) (V O (ii -ae) a6eio3S EXHIBIT "D -2" PROPOSED DETENTION POND #2 ROUTING A&M Church of Christ CSC Building D.A. # D.A. # ID.A. # 'D.A. # 'D.A. # D.A. # Pond Routing IEVENT c I 100 DA # a r o a o E Z c v N 2 h .0 9 ^ m C 4 - 9; N Q R 3 ` o o o + a h c o ° 1 > o f4 0 S 2 0. a. Z 0 c N cs, a a. W Z H a. 70.0 0.0 13.9 2.4 0.0 0.0 16.3 32.02 4890.30 4926.96 18.33 264.96 0.00 18.33 71.0 0.0 13.3 2.4 0.0 0.0 15.7 30.74 4885.67 4922.32 18.33 264.96 0.00 18.33 72.0 0.0 12.7 2.4 0.0 0.0 15.1 29.47 4879.76 4916.41 18.32 264.95 0.00 18.32 73.0 0.0 12.0 2.4 0.0 0.0 14.4 28.19 4872.59 4909.23 18.32 264.95 0.00 18.32 74.0 0.0 11.4 2.4 0.0 0.0 13.8 26.92 4864.16 4900.79 18.31 264.95 0.00 18.31 75.0 0.0 10.8 2.3 0.0 0.0 13.1 25.64 4854.45 4891.07 18.31 264.94 0.00 18.31 76.0 0.0 10.2 2.3 0.0 0.0 12.5 24.37 4843.49 4880.10 18.30 264.94 0.00 18.30 77.0 0.0 9.6 2.3 0.0 0.0 11.9 23.09 4831.26 4867.86 18.30 264.94 0.00 18.30 78.0 0.0 8.9 2.3 0.0 0.0 11.2 21.82 4817.77 4854.35 18.29 264.93 0.00 18.29 79.0 0.0 8.3 2.3 0.0 0.0 10.6 20.54 4803.03 4839.59 18.28 264.92 0.00 18.28 80.0 0.0 7.7 2.3 0.0 0.0 10.0 19.26 4787.02 4823.57 18.27 264.92 0.00 18.27 81.0 0.0 7.1 2.2 0.0 0.0 9.3 17.99 4769.76 4806.28 18.26 264.91 0.00 18.26 82.0 0.0 6.5 2.2 0.0 0.0 8.7 16.71 4751.24 4787.75 18.25 264.90 0.00 18.25 83.0 0.0 5.8 2.2 0.0 0.0 8.0 15.44 4731.47 4767.95 18.24 264.90 0.00 18.24 84.0 0.0 5.2 2.2 0.0 0.0 7.4 14.16 4710.44 4746.90 18.23 264.89 0.00 18.23 85.0 0.0 4.6 2.2 0.0 0.0 6.8 12.89 4688.16 4724.60 18.22 264.88 0.00 18.22 86.0 0.0 4.0 2.2 0.0 0.0 6.1 11.61 4664.64 4701.05 18.21 264.87 0.00 18.21 87.0 0.0 3.4 2.1 0.0 0.0 5.5 10.34 4639.86 4676.25 18.19 264.86 0.00 18.19 88.0 0.0 2.7 2.1 0.0 0.0 4.8 9.06 4613.84 4650.20 18.18 264.85 0.00 18.18 89.0 0.0 2.1 2.1 0.0 0.0 4.2 7.78 4586.57 4622.90 18.16 264.84 0.00 18.16 90.0 0.0 1.5 2.1 0.0 0.0 3.6 6.51 4558.06 4594.36 18.15 264.83 0.00 18.15 91.0 0.0 0.9 2.1 0.0 0.0 2.9 5.23 4528.30 4564.57 18.13 264.82 0.00 18.13 92.0 0.0 0.2 2.0 0.0 0.0 2.3 4.33 4497.30 4533.54 18.12 264.80 0.00 18.12 93.0 0.0 0.0 2.0 0.0 0.0 2.0 4.05 4465.44 4501.63 18.10 264.79 0.00 18.10 94.0 0.0 0.0 2.0 0.0 0.0 2.0 4.01 4433.32 4469.48 18.08 264.78 0.00 18.08 95.0 0.0 0.0 2.0 0.0 0.0 2.0 3.98 4401.21 4437.33 18.06 264.76 0.00 18.06 96.0 0.0 0.0 2.0 0.0 0.0 2.0 3.94 4369.09 4405.18 18.05 264.75 0.00 18.05 97.0 0.0 0.0 2.0 0.0 0.0 2.0 3.91 4336.98 4373.03 18.03 264.74 0.00 18.03 98.0 0.0 0.0 1.9 0.0 0.0 1.9 3.87 4304.86 4340.88 18.01 264.73 0.00 18.01 99.0 0.0 0.0 1.9 0.0 0.0 1.9 3.84 4272.75 4308.73 17.99 264.71 0.00 17.99 100.0 0.0 0.0 1.9 0.0 0.0 1.9 3.80 4240.63 4276.58 17.98 264.70 0.00 17.98 101.0 0.0 0.0 1.9 0.0 0.0 1.9 3.77 4208.52 4244.44 17.96 264.69 0.00 17.96 102.0 0.0 0.0 1.9 0.0 0.0 1.9 3.73 4176.40 4212.29 17.94 264.68 0.00 17.94 103.0 0.0 0.0 1.9 0.0 0.0 1.9 3.70 4144.29 4180.14 17.92 264.66 0.00 17.92 104.0 0.0 0.0 1.8 0.0 0.0 1.8 3.67 4112.17 4147.99 17.91 264.65 0.00 17.91 105.0 0.0 0.0 1.8 0.0 0.0 1.8 3.63 4080.06 4115.84 17.89 264.64 0.00 17.89 106.0 0.0 0.0' 1.8 0.0 0.0 1.8 3.60 4047.94 4083.69 17.87 264.62 0.00 17.87 107.0 0.0 0.0 1.8 0.0 0.0 1.8 3.56 4015.83 4051.54 17.86 264.61 0.00 17.86 108.0 0.0 0.0 1.8 0.0 0.0 1.8 3.53 3983.71 4019.39 17.84 264.60 0.00 17.84 109.0 0.0 0.0 1.8 0.0 0.0 1.8 3.49 3951.60 3987.24 17.82 264.59 0.00 17.82 110.0 0.0 0.0 1.7 0.0 0.0 1.7 3.46 3919.49 3955.09 17.80 264.57 0.00 17.80 111.0 0.0 0.0 1.7 0.0 0.0 1.7 3.42 3887.37 3922.94 17.79 264.56 0.00 17.79 112.0 0.0 0.0 1.7 0.0 0.0 1.7 1.70 3855.26 3890.79 17.77 264.55 0.00 17.77 PEAK FLOWS 28.8 38.1 2.2 17.9 49.3 111.1 18.3 264.96 2.68 18.3 dra- 2pond.xl5 Exhibit D-1 0.00 indicates inital condition EXHIBIT "D -2" PROPOSED DETENTION POND #2 ROUTING A &M Church of Christ CSC Building D.A. # D.A. # D.A. # D.A. # D.A. # O.A. # Pond Routing !EVENT= I 100 I D.A. # 1 I _ !EVENT= c O t 0 � W a 1° Z C •+ 0 J a m + q S ': i a n i U 5 N N C7 a w = F a Qp 29.2 38.2 2.4 18.0 49.9 2.7 Tc 13.6 30.8 70.0 12.0 12.7 5.0 inc 1.0 0.0 0.0 1.0 1.0 Time cfs cfs cfs cfs cfs cfs ft cfs cfs 0.0 0.0 0.0 0.0 0.0 0.0 0.0 8.85 0.00 0.00 0.00 258.00 0.00 0.00 1.0 2.2 1.2 0.0 1.5 3.9 8.8 26.54 8.25 8.85 0.30 258.37 0.54 0.84 2.0 4.3 2.5 0.1 3.0 7.9 17.7 44.23 32.82 34.79 0.98 259.08 1.07 2.06 3.0 6.5 3.7 0.1 4.5 11.8 26.5 61.93 73.70 77.06 1.68 259.40 1.61 3.29 4.0 8.6 5.0 0.1 6.0 15.7 35.4 79.62 130.35 135.63 2.64 259.84 2.15 4.79 5.0 10.8 6.2 0.2 7.5 19.6 44.2 97.31 203.09 209.97 3.44 260.22 2.68 6.12 6.0 12.9 7.4 0.2 9.0 23.6 53.1 115.01 292.00 300.40 4.20 260.60 2.41 6.61 7.0 15.1 8.7 0.2 10.4 27.5 61.9 132.70 396.32 407.01 5.34 261.04 2.15 7.49 8.0 17.2 9.9 0.3 11.9 31.4 70.8 150.39 510.95 529.02 9.04 261.45 1.88 10.92 9.0 19.4 11.2 0.3 13.4 35.3 79.6 168.09 635.25 661.34 13.04 261.90 1.61 14.65 10.0 .21.5 12.4 0.3 14.9 39.3 88.5 185.78 774.84 803.34 14.25 262.21 1.34 15.59 11.0 23.7 13.6 0.4 16.4 43.2 97.3 203.47 931.16 960.63 14.73 262.51 1.07 15.81 12.0 25.8 14.9 0.4 17.9 47.1 106.2 217.24 1104.09 1134.63 15.27 262.84 0.80 16.08 13.0 28.0 16.1 0.5 17.2 49.3 111.1 221.52 1290.03 1321.33 15.65 263.08 0.54 16.19 14.0 28.8 17.4 0.5 16.5 47.3 110.4 218.37 1479.81 1511.55 15.87 263.23 0.27 16.14 15.0 27.7 18.6 0.5 15.8 45.4 107.9 213.35 1666.00 1698.17 16.09 263.37 0.00 16.09 16.0 26.6 19.9 0.6 15.0 43.4 105.4 208.33 1846.76 1879.35 16.30 263.51 0.00 16.30 17.0 25.5 21.1 0.6 14.3 41.4 102.9 203.31 2022.09 2055.08 16.50 263.65 0.00 16.50 18.0 24.5 22.3 0.6 13.5 39.5 100.4 198.29 2192.01 2225.40 16.69 263.78 0.00 16.69 19.0 23.4 23.6 0.7 12.8 37.5 97.9 193.27 2356.53 2390.30 16.88 263.91 0.00 16.88 20.0 22.3 24.8 0.7 12.0 35.5 95.4 188.25 2515.71 2549.80 17.04 264.02 0.00 17.04 21.0 21.2 26.1 0.7 11.3 33.6 92.9 183.23 2669.71 2703.96 17.13 264.08 0.00 17.13 22.0 20.2 27.3 0.8 10.5 31.6 90.4 178.21 2818.52 2852.93 17.21 264.14 0.00 17.21 23.0 19.1 28.5 0.8 9.8 29.7 87.8 173.19 2962.16 2996.73 17.28 264.19 0.00 17.28 24.0 18.0 29.8 0.8 9.0 27.7 85.3 168.17 3100.62 3135.34 17.36 264.25 0.00 17.36 25.0 16.9 31.0 0.9 8.3 25.7 82.8 163.15 3233.93 3268.79 17.43 264.30 0.00 17.43 26.0 15.9 32.3 0.9 7.5 23.8 80.3 158.13 3362.07 3397.07 17.50 264.35 0.00 17.50 27.0 14.8 33.5 0.9 6.8 21.8 77.8 153.11 3485.06 3520.20 17.57 264.40 0.00 17.57 28.0 13.7 34.7 1.0 6.1 19.8 75.3 148.08 3602.90 3638.16 17.63 26445 0.00 17.63 29.0 12.6 36.0 1.0 5.3 17.9 72.8 143.06 3715.60 3750.99 17.69 264.49 0.00 17.69 30.0 11.5 37.2 1.0 4.6 15.9 70.3 137.67 3823.16 3858.67 17.75 264.54 0.00 17.75 31.0 10.5 38.1 1.1 3.8 13.9 67.4 130.42 3925.22 3960.64 17.81 264.58 0.00 17.81 _ 32.0 9.4 37.5 1.1 3.1 12.0 63.0 121.68 4019.93 4055.64 17.86 264.61 0.00 17.86 33.0 8.3 36.9 1.1 2.3 10.0 58.7 112.93 4105.80 4141.60 17.90 264.65 0.00 17.90 34.0 7.2 36.2 1.2 1.6 8.1 � 54.3 104.19 4182.84 4218.73 17.95 264.68 0.00 17.95 35.0 6.2 35.6 1.2 0.8 6.1 49.9 95.45 4251.06 4287.03 17.98 264.71 0.00 17.98 36.0 5.1 35.0 1.3 0.1 4.1 45.5 87.37 4310.48 4346.51 18.01 264.73 0.00 18.01 37.0 4.0 34.4 1.3 0.0 2.2 41.8 80.04 4361.77 4397.86 18.04 264.75 0.00 18.04 38.0 2.9 33.7 1.3 0.0 0.2 38.2 74.56 4405.68 4441.81 18.07 264.77 0.00 18.07 39.0 1.9 33.1 1.4 0.0 0.0 36.3 71.04 4444.06 4480.23 18.09 264.78 0.00 18.09 40.0 0.8 32.5 1.4 0.0 0.0 34.7 68.00 4478.89 4515.10 18.11 264.80 0.00 18.11 41.0 0.0 31.9 1.4 0.0 0.0 33.3 66.04 4510.64 4546.89 18.12 264.81 0.00 18.12 42.0 0.0 31.3 1.5 0.0 0.0 32.7 64.87 4540.40 4576.68 18.14 264.82 0.00 18.14 43.0 0.0 30.6 1.5 0.0 0.0 32.1 63.70 4568.96 4605.27 18.15 264.83 0.00 18.15 44.0 0.0 30.0 1.5 0.0 0.0 31.6 62.52 4596.31 4632.65 18.17 26484 0.00 18.17 45.0 0.0 29.4 1.6 0.0 0.0 31.0 61.35 4622.47 4658.84 18.18 264.85 0.00 18.18 46.0 0.0 28.8 1.6 0.0 0.0 30.4 60.18 4647.43 4683.83 18.20 264.86 0.00 18.20 47.0 0.0 28.2 1.6 0.0 0.0 29.8 59.01 4671.19 4707.61 18.21 264.87 0.00 18.21 48.0 0.0 27.5 1.7 0.0 0.0 29.2 57.84 4693.76 4730.20 18.22 264.88 0.00 18.22 49.0 0.0 26.9 1.7 0.0 0.0 28.6 56.67 4715.13 4751.60 18.23 264.89 0.00 18.23 50.0 0.0 26.3 1.7 0.0 0.0 28.0 55.50 4735.31 4771.80 18.24 264.90 0.00 18.24 51.0 0.0 25.7 1.8 0.0 0.0 27.5 54.33 4754.30 4790.81 18.26 264.90 0.00 18,26 52.0 0.0 25.1 1.8 0.0 0.0 26.9 53.15 4772.09 4808.62 18.26 264.91 0.00 18.26 53.0 0.0 24.4 1.8 0.0 0.0 26.3 51.98 4788.70 4825.25 18.27 264.92 0.00 18.27 54.0 0.0 23.8 1.9 0.0 0.0 25.7 50.81 4804.12 4840.68 18.28 264.92 0.00 18.28 55.0 0.0 23.2 1.9 0.0 0.0 25.1 49.64 4818.35 4854.93 18.29 264.93 0.00 18.29 56.0 0.0 22.6 1.9 0.0 0.0 24.5 48.47 4831.40 4867.99 18.30 264.94 0.00 18.30 57.0 0.0 22.0 2.0 0.0 0.0 23.9 47.30 4843.26 4879.87 18.30 264.94 0.00 18.30 58.0 0.0 21.3 2.0 0.0 0.0 23.4 46.13 4853.94 4890.56 18.31 264.94 0.00 18.31 59.0 0.0 20.7 2.0 0.0 0.0 22.8 44.96 4863.44 4900.07 18.31 264.95 0.00 18.31 60.0 0.0 20. 2.1 0.0 0.0 22.2 43.78 4871.76 4908.39 18.32 264.95 0.00 18.32 61.0 0.0 19.5 2.1 0.0 0.0 21.6 42.61 4878.89 4915.54 18.32 264.95 0.00 , 18.32 62.0 0.0 18.9 2.2 0.0 0.0 21.0 41.44 4884.86 4921.51 18.33 264.96 0.00 18.33 63.0 0.0 18.2 2.2 0.0 0.0 20.4 4027 4889.64 4926.30 18.33 264.96 0.00 18.33 64.0 0.0 17.6 2.2 0.0 0.0 19.8 39.10 4893.25 4929.91 18.33 264.96 0.00 18.33 65.0 0.0 17.0 2.3 0.0 0.0 19.3 37.93 4895.69 4932.35 18.33 264.96 0.00 18.33 66.0 0.0 16.4 2.3 0.0 0.0 18.7 36.76 4896.95 4933.61 18.33 264.96 0.00 18.33 67.0 0.0 15.8 2.3 0.0 0.0 18.1 35.59 4897 n4 4939 71 18.33 264.96 0.00 18.33 68.0 0.0 15.1 2.4 0.0 0.0 17.5 34.41 4895.96 4932.63 18.33 264.96 0.00 18.33 69.0 0.0 14.5 2.4 0.0 0.0 16.9 33.24 4893.71 4930.38 18.33 264.96 0.00 18.33 dra- 2pond.xls Exhibit D-1 0.00 indicates inital condition a N r-+ L X W (O (.O N u1 co N O (0 (O N O d N N U C C� N o N W C � m r • C C 0 u d.+ CD 0 Ca co N O O CO N ai ai O u) N O to N O N (1) 0 u) O 16 O N N N (sp) e6ieyasia 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: 5, 10, 25, 50, 100 -yr Return Period Design Methodology Hydrology: Rational Method Storage Volume: Trapezoidal Hydrograph Software Model: Microsoft Excel Spreadsheet Outlet Controls: 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. Comparison of Pre vs Post - Development Flowrates Pre -Dev. Flowrate (from Post Dev. Original Drainage Flowrate Report) 5 -year event 23 cfs 13 cfs 10 -year event 26 cfs 14 cfs 25 -year event 30 cfs 16 cfs 50 -year event 34 cfs 18 cfs 100 -year event 39 cfs 19 cfs Applicable Exhibits: B -1 Drainage Area Map C -1 Drainage Area Calculations D -1 Pond Routing Analysis for Pond 1 D -2 Pond Routing Analysis for Pond 2 , 1 _ - - 0 J , u r. 0. \ \, , R j i ' �. V , r ”:".,,,:;,,,::::::.'tli!:—: -.1,.,.-;1.•.',;,:,.4-:K;',"-;..P.%;:',-.Z.5"'''', -4';, ': ''''' ' i s t \ ki ® he \ \ l' -0 CO 1 SmeY.rvc- i ;y ,,.:0N4-'-'1.1 "� _ y & O D 1 �- D „,. 4 ,.' : a K.. \ i 2 . 1 i 1 11116/ j I / �. '1111 i \ 411P \' \ \ . z 0 \\ ‘ . \ _ \ r _ _ \ \ \ ) \ / I \ \ \ \ \ ( \: __ i • \ -P \ / \ D N \ `, `\ \ — — 0 \ I I I1IIwl l IJ 11 �� , I= I \ l l i td,k1IfI IIII i : 5 ,...,::., ',:,',.. ..,,,,..,:,....,,,,..., ;:-.-,::::)., !#1.,,...',.,,,www-,1t ;:crli , 'Is:: ::. '-'.z.. 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L EXHIBIT "D -2" PROPOSED DETENTION POND ROUTING A &M Church of Christ New Parking Lptsn r? 11 D.A. # D.A. # D.A. # Pond Routing (EVENT =,4 ' 100 ..-- I ,/ D.A. # D.A. # 1 G a Z �/ � O CS 0.1 v t + + c> a F O ti U m N + C O O- 0 fA M O t2 T O a LC xt a a o 0 c N N C7 d W m F- R Qp 115.4 #NIA 2. 13.6 Tc 13.0 #NIA 10.0 19.4 inc 1.0 1.0 Time cfs cfs cfs cfs cfs cfs ft cfs cfs cfs 0.0 0.0 0.0 0.0 10.07 0.00 0.00 0.00 262.8 0.0 0.0 0.00 1.0 8.9 1.2 10.1 30.66 8.54 10.07 0.76 263.0 0.2 0.7 1.70 2.0 17.8 2.8 20.6 51.10 36.90 39.21 1.16 263.2 0.5 1.4 3.03 3.0 26.7 3.8 30.5 70.90 84.37 87.99 1.81 263.5 0.7 2.1 4.62 4.0 35.5 4.9 40.4 90.50 149.84 155.27 2.72 263.8 0.9 2.8 6.46 5.0 44.4 5.7 _ 50.1 109.37 233.90 240.34 3.22 264.0 1.2 3.5 7.90 6.0 53.3 5.9 59.3 127.86 336.65 343.27 3.31 264.1 1.4 4.2 8.93 7.0 62.2 6.4 68.6 146.69 457.67 464.51 3.42 264.2 1.6 4.9 9.98 8.0 71.1 7.0 78.1 165.67 597.28 604.36 3.54 264.3 1.9 5.6 11.04 9.0 80.0 7.6 87.6 184.17 755.58 762.95 3.68 264.4 2.1 6.3 12.11 10.0 88.9 7.7 96.6 202.23 932.07 939.75 3.84 264.6 2.4 7.0 13.21 11.0 97.7 „^ 7.9 105.6 220.36 1126.28 1134.30 4.01 264.7 2.2 7.7 13.96 12.0 ,1066 ) 8.1 114.7 238.39 1338.24 1346.64 4.20 264.9 2.1 8.4 14.74 13.0 r 115.4 / 8.3 123.7 243.16 1567.93 1576.63 4.35 265.0 2.0 9.1 15.47 14.0 110.9' 8.6 119.5 234.82 1802.21 1811.09 4.44 265.1 1.9 9.8 16.14 15.0 O$.5 8.9 115.3 226.49 2027.98 2037.03 4.52 265.2 1.8 10.5 16.81 16.0 102.0 9.1 111.2 217.95 2245.26 2254.47 4.60 265.3 1.6 11.2 17.47 17.0 97.6 9.2 106.8 209.20 2453.85 2463.21 4.68 265.4 1.5 11.9 18.13 18.0 93.1 9.3 102.4 200.43 2653.54 2663.04 4.75 265.5 1.4 12.6 18.79 19.0 88.7 9.3 98.0 191.66 2844.32 2853.97 4.82 265.6 1.3 13.3 19.44 20.0 84.3 9.4 93.6 182.87 3026.19 3035.98 4.89 265.6 1.2 13.4 19.43 21.0 79.8 9.4 89.2 174.07 3199.15 3209.06 4.96 265.7 1.1 13.0 19.Q3 22.0 75.4 9.5 84.8 165.25 3363.18 3373.21 5.02 265.8 0.9 12.7 .....18.62 23.0 70.9 9.5 80.4 156.43 3518.28 3528.43 5.07 265.9 0.8 12.3 18.21 24.0 66.5 9.5 76.0 147.59 3664.45 3674.71 5.13 265.9 0.7 12.0 17.79 25.0 62.0 95 71.6 138.74 3801.68 3812.04 5.18 266.0 0.6 11.6 17.37 26.0 57.6 9.6 67.2 129.88 3929.98 3940.43 5.22 266.0 0.5 11.3 16.95 27.0 53.1 9.6 62.7 121.01 4049.34 4059.86 5.26 266.1 0.4 10.9 16.52 28.0 48.7 9.6 58.3 112.12 4159.76 4170.34 5.29 266.1 0.2 10.6 16.08 29.0 44.3 9.6 53.8 103.23 4261.23 4271.88 5.32 266.1 0.1 10.2 15.64 30.0 39.8 9.6 49.4 94.32 4353.76 4364.46 5.35 266.2 0.0 9.9 15.20 31.0 35.4 9.6 44.9 85.40 4437.32 4448.07 5.38 266.2 0.0 9.5 14.88 32.0 30.9 9.5 40.5 76.47 4511.92 4522.72 5.40 266.2 0.0 9.2 14.55 33.0 26.5 9.5 36.0 67.53 4577.56 4588.39 5.42 266.3 0.0 8.8 14.22 34.0 22.0 9.5 31.5 58.58 4634.21 4645.08 5.44 266.3 0.0 8.5 13.89 35.0 17.6 9.4 27.0 49.61 4681.89 4692.79 5.45 266.3 0.0 8.1 13.55 36.0 13.2 9.4 22.6 40.64 4720.58 4731.50 5.46 266.3 0.0 7.7 13.21 37.0 8.7 9.4 18.1 31.65 4750.28 4761.22 5.47 266.3 0.0 7.4 12.87 38.0 4.3 9.3 13.6 22.83 4770.98 4781.93 5.48 266.3 0.0 7.0 12.52 39.0 0.0 9.2 9.2 18.44 4782.85 4793.81 5.48 266.3 0.0 6.7 12.18 40.0 0.0 9.2 9.2 18.27 4790.32 4801.28 5.48 266.3 0.0 6.3 11.83 41.0 0.0 9.1 9.1 17.91 4797.62 4808.58 5.48 266.3 0.0 6.0 11.48 42.0 0.0 8.8 8.8 17.40 4804.55 4815.52 5.49 266.4 0.0 5.6 11.13 43.0 0.0 8.6 8.6 16.87 4810.98 4821.95 5.49 266.4 0.0 5.3 10.78 44.0 0.0 8.3 8.3 16.33 4816.87 4827.85 5.49 266.4 0.0 4.9 10.43 45.0 0.0 8.0 8.0 15.80 4822.22 4833.20 5.49 266.4 0.0 4.6 10.09 46.0 0.0 7.8 7.8 14.91 4827.03 4838.01 5.49 266.4 0.0 4.2 9.74 47.0 0.0 7.1 7.1 12.41 4830.95J 4841.94 5.49 266.4 0.0 3.9 9.39 48.0 0.0 5.3 5.3 5.26 4832.36 4843.35 5.50 266.4 0.0 3.5 9.04 49.0 0.0 0.0 0.0 0.00 4826.64 4837.62 5.49 266.4 0.0 3.2 8.68 50.0 0.0 0.0 0.0 0.00 4815.66 4826.64 5.49 266.4 0.0 2.8 8.33 51.0 0.0 0.0 0.0 0.00 4804.68 4815.66 5.49 266.4 0.0 2.5 7.98 52.0 0.0 0.0 0.0 0.00 4793.72 4804.68 5.48 266.3 0.0 2.1 7.62 53.0 0.0 0.0 0.0 0.00 4782.76 4793.72 5.48 266.3 0.0 1.8 7.27 54.0 0.0 0.0 0.0 0.00 4771.80 4782.76 5.48 266.3 0.0 1.4 6.91 55.0 0.0 0.0 0.0 0.00 4760.86 4771.80 5.47 266.3 0.0 1.1 6.56 56.0 0.0 0.0 0.0 0.00 4749.92 4760.86 5.47 266.3 0.0 0.7 6.21 57.0 0.0 0.0 0.0 0.00 4738.98 4749.92 5.47 266.3 0.0 0.4 5.85 58.0 0.0 0.0 0.0 0.00 4728.06 4738.98 5.46 266.3 0.0 0.0 5.50 59.0 0.0 0.0 0.0 0.00 4717.13 4728.06 5.46 266.3 0.0 0.0 5.46 60.0 0.0 0.0 0.0 0.00 4706.22 4717.13 5.46 266.3 0.0 0.0 5.46 61.0, 0.0 0.0 0.0 0.00 4695.31 4706.22 5.45 266.3 0.0 0.0 5.45 62.0 0.0 0.0 0.0 0.00 4684.41 4695.31 5.45 266.3 0.0 0.0 5.45 63.0 0.0 0.0 0.0 0.00 4673.52 4684.41 5.45 266.3 0.0 0.0 5.45 64.0 0.0 0.0 0.0 0.00 4662.63 4673.52 5.44 266.3 0.0 0.0 5.44 PEAK FLOWS 115 10 124 5 266.4 2 13 19 new parking.xls 0.00 indicates inital condition Exhibit D -1