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Home My WebLink About46 DP Richard Smith OFC 00-500071 1825 Brothers BLVDDrainage Report for Southwood Plaza Detention Basin Joe Orr, Inc. Surveyors & Engineers 2167 Post O ak Circle College Station, Texas 77845 (409) 690-3378 PURPOSE This report has been prepared to present the findings of an investigation of the impact on the existing detention basin in Block 15 of Southwood Plaza in College Station, Texas, by the Albertson's Center proposed on Lot 4A in Southwood Plaza phase two. This detention basin was constructed at the time of construction of the Walmart Discount Center on Lot 3 in Block 15 of Southwood Plaza. LOCATION This detention basin is located in Block 15 of Southwood Plaza phase one in College Station, Texas, as described by plat recorded in Volume 1212, Page 483 of the Official Records of Brazos County, Texas. The detention basin is shown as drainage right-of-way and is located immediately downstream of the storm sewer running through the Walmart parking lot in Lot 3 of Southwood Plaza. A drainage map for this project is included at the end of this report showing the entire drainage area and the travel path for storm water. DRAINAGE AREA The drainage area upstream of this detention basin consist of approximately 44 acres of partially developed land that is zoned general commercial (C-1 ). It is bounded generally by Hilltop Drive, Airline Drive, F.M. 2818 and Brothers Boulevard. The existing land uses are a U.S. Post Office, an auto repair shop and service station, a branch bank, a neighborhood convenience store and a Walmart discount store. Approximately 18.4 acres is presently undeveloped, but 12.2 acres of that is the proposed Albertson's Center. HYDROLOGICAL CONSIDERATIONS The rational formula for calculating stormwater runoff will be used since the area is less than 50 acres. Table 11-1 on page 23 of the Drainage Policy and Design Standards for the City of College Station, recommends a runoff coefficient of between 0.35 and 0.45 for natural grasslands that slope between 1 % and 3.5% and a runoff coefficient of between 0.65 and 0.75 for Business/Commercial land uses. The land slope in this drainage basin is within the 1 % to 3.5% range. When the Albertson's Center is completed, the drainage basin will have 37.8 acres of Business/Commercial and 6.2 acres of undeveloped natural grassland. Assuming a runoff coefficient of 0.7 for Business/Commercial and a runoff coefficient of 0.4 for undeveloped natural grassland, the following calculations show that a weighted runoff coefficient of 0.66 can be used for the total drainage basin . Developed Undeveloped Total Runoff Coefficient 0.7 0.4 Area (acres) 37.8 6.2 44. . . . Total Product 29 Runoff coeff1c1ent (weighted)= Total Area = 44 = 0.66 Product 26.5 2.5 29. To determine the Time of Concentration, the method described in Technical Release 55 URBAN HYDROLOGY FOR SMALL WATERSHEDS by the United States Department of Agriculture Soil Conservation Service dated June 1986 was used. EXHIBIT - 1 on the following page describing sheet flow, Figure 3-1 for determining velocity for shallow concentrated flow and Worksheet 3 for determining Time of concentration have been reproduced from this publication. The flow path indicated on the drainage area map shows that the most hydraulically remote point is near the north corner of the Post Office tract near the frontage drive on FM 2818. From this point there will be sheet flow for approximately 174' and then becomes shallow concentrated flow until entering the culvert under Longmire Drive. From Longmire Drive through the proposed Albertson's Center to the Walmart tract, flow will be through 42" RCP and through the Walmart tract, flow will be through 48" RCP. Manning's equation for open channel flow was used to determine the velocities through the storm sewers assuming full flow. V = 1.486r213s 1 /2 n For a 42" RCP with n = 0.014, V = 8.41 fps and for a 48" RCP with n = 0.014, V = 7.51 fps. The length of travel for the 42" RCP is 590 feet and the length through the 48" RCP is 600 feet. When these factors are entered into Worksheet 3, the resulting time of concentration is approximately 33 minutes. 2 EXHIBIT 1 -Time of Concentration Sheet Flow Sheet flow is flow over plane surfaces. It usually occurs in the headwater of streams. With sheet flow, the friction value (Manning's n) is an effective roughness coefficient that includes the effect of raindrop impact; drag over the plane surface; obstacles such as litter, crop ridges, and rocks; and erosion and transportation of sediment. These n values are for very shallow flow depths of about 0.1 foot or so. Table 3-1 gives Manning's n values for sheet flow for various surface conditions. For sheet flow of less than 300 feet, use Manning's kinematic solution (Overton and Meadows 1976) to compute Tt: 0 .007(nL)0.8 T t = (P .Jo.sso.4 [Eq. 3-3) Table 3-1.-Roughness coefficients (Manning's n) for sheet flow Surface description n' Smooth surfaces (concrete, asphalt, gravel, or bare soil)............................................... 0.011 Fallow (no residue).................................... 0.05 Cultivated soils: Residue cover ~20%................................ 0.06 Residue cover >20%................................ 0.17 Grass: Short grass prairie .................................. . Dense grasses2 ...................................... .. Bermudagrass ........................................ . Range (natural ) ........................................ . Woods :3 Light underbrush .................................. .. Dense underbrush ................................. .. 0.15 0.24 0.41 0 .13 0.40 0.80 1The n values are a canposite of infonnation compiled by Engman (1986). 2Includes species such as weeping lovegrass , bluegrass, buffalo grass, blue grama grass, and native grass mixtures. 3Wben selecting n, consider cover to a height of about 0.1 ft. This is the only part of the plant cover that will obstruct sheet flow. where Tt =travel time (hr), n =Manning's roughness coefficient (table 3- 1), L = flow length (ft), P 2 = 2-year, 24-hour rainfall (in), and s = slope of hydraulic grade line (land slope, ft/ft). This simplified form of the Manning's kinematic solution is based on the following: (1) shallow steady uniform flow, (2) constant intensity of rainfall excess (that part of a rain available for runoff), (3) rainfall duration of 24 hours, and (4) minor effect of infiltration on travel time. Rainfall depth can be obtained from appendix B. Shallow concentrated flow After a maximum of 300 feet, sheet flow usually becomes shallow concentrated flow. The average velocity for this flow can be determined from figure 3-1, in which average velocity is a function of watercourse slope and type of channel. For slopes less than 0.005 ft/ft, use equations given in appendix F for figure 3- 1. Tillage can affect the direction of shallow concentrated flow. Flow may not always be directly down the watershed slope if tillage runs across the slope. After determining average velocity in figure 3- 1, use equation 3-1 to estimate travel time for the shallow concentrated flow segment. Open channels Open channels are assumed to begin where surveyed cross section information has been obtained, where channels are visible on aerial photographs, or where blue lines (indicating streams) appear on United States Geological Survey (USGS) quadrangle sheets. Manning's equation or water surface profile information can be used to estimate average flow velocity. Average flow velocity is usually determined for bank-full elevation. (210-VI-TR-55, Second Ed., June 1986) 3 -..... ......... -..... .. Q) a. 0 c;; Q) I/) ~ :::I 0 u ~ Q) -0 ~ .50 .20 - .10 - .06 - .04 - .02 - .01 - ' I I .005 -I J J I , J b' l'l-b, 0 .§' ~ Q.ol ~, I j I ' J , I J I 2 ' J I ' j I I I 4 . . . . I I J I I I ' , J I ' I ' I I J , I , I ' I I I I I I 6 10 Average velocity, ft/sec I I . I I 20 Figure 3-1.-Average velocities fo r estimati ng travel ti me for shallow con centrated fl o w. (21 0 -VI-TR-55, Second Ed., June 1986) 4 Worksheet 3: Time of concentration (Tc> or travel time (T t> Project : Walmart -Albertson's Detention Basin Location: College Station, Texas Check one : D Present W Developed Sheet Flow (Applicable to Tc only) 1. Surface Description (table 3 -1) 2. Manning's roughness coeff., n (table 3 -1) 3 . Flow length , L (total L~ 300 ft) 4 . Two-yr 24 hr rainfall , P2 5. Land slope, s 6. T O.CXJ7(nU 0·8 t P o.s5 o.4 2 Shallow Concentrated Flow 7. Surface description (paved or unpaved) 8. Flow Length, L 9 . Watercourse slope , s 10 . Average Velocity, V (figure 3 -1) 11 . Tt=~v Channel flow 12. Cross sectional flow area , a 13 . Wetted perimeter, Pw 14. Hydraulic radius, r=pa w 15. Channel Slope 16. Manning's roughness coeff ., n 17. V 1.49r213s 112 n 18 . Flow length , L 19 . Tt=~v 20 . Watershed or subarea Tc or Tt total in hrs . Tc in minutes Segment ID ft . in. ft/ft hr. Segment ID ft . ft/ft ftls hr Segment ID ..................... sq .ft. ..................... ft . ft. ft/ft ftls ft . hr. (210-VI -TR-55 , Sec ond Ed ., Jun e 1986) 5 Date 1 O-Jan -91 AB Dense Grass 0.24 174 4 .5 0.01 0.41 BC unoaved 663 0.016 2 0.09 CD DE 9.62 12.57 11 12 .57 0.875 1.000 0 .0075 0.005 0.014 0.014 8.43 7.53 590 600 0.02 0.02 0.55 32 .75 Runoff for Brazos County, Texas Constants for use in the formula l=bl(T c +d)e from SDHPT Manual Storm e b d 2 0.806 65 8 .00 5 0.785 76 8.5 0 10 0.763 80 8.5 0 25 0.754 89 8.5 0 50 0.745 98 8.5 0 100 0 .730 96 8.00 Tc(min) Storm Intensity Rate R uno ff Quantity Fr uenc in/hr Area ac. c.f.s. 30 10 4 .94 0 .66 44 143 30 25 5.67 0.66 44 165 30 50 6.46 0 .66 44 188 30 100 6 .75 0.66 44 196 15 10 7.19 0.70 44 222 15 25 8 .23 0 .70 44 254 15 50 9.33 0 .70 44 287 15 100 9.73 0 .70 44 300 15 10 7.19 0.60 60 259 15 25 8.23 0 .60 60 296 15 50 9 .33 0 .60 60 336 15 100 9.73 0 .70 60 409 30 100 6.75 0.40 7 19 30 100 6.75 0 .40 8 22 15 100 9.73 0 .70 8 55 15 100 9.73 0.40 7 27 Table 1 Approx i mate ly 7 acres of highway right -of-way contributes stormwater ru noff to the drainage ditch immediately downstream of the detention basin outlet. Ano th er approx i mately 8 acres is upstream of t he intersect ion of Brothers Bou levard and Texas Avenue . Table 1 above is a tabulation of t he runo ff quan ti t ies for the various areas for different storms . HYDRAULIC CONSIDERATIONS As p resently const ructed , the detention basin discharges t hrough a recta ngular reinforced conc rete channel under the Texas Avenue frontage drive . The channel has a 5' bottom width and is 3' deep below the frontage drive . The chan nel slope under the frontage drive is approximately 1.75%. Mann ing's equat ion for open channel flow gives a Q of 259 cfs with a velocity of 17.3 fps . At t hi s depth , the volume of detent ion is approximately 44 ,000 cubic feet or abou t 1 acre foot. With a dept h of flow of 2.75 ', the outlet Q = 180 cfs , V=1 3 fps and the volume of detention is approximately 39 ,000 cubic feet or 0.89 acre feet. 6 Discharge from the detention basin is into a drainage ditch between the frontage drive and the main lanes of Texas Avenue. Downstream of the detention basin outlet, the flow is through an 8' X 4' box culvert under Brothers Boulevard. The difference in elevation from the top of pavement over this box culvert to the flowline is 4.66 feet. The pavement rises 1.0 foot from the top of the box culvert to the centerline of Texas Avenue approximately 80' away and slopes up at 2.22% (45:1) back along Brothers Boulevard to the southwest. The maximum flow through the 8' X 4' box culvert before flowing over the Brothers Boulevard pavement is approximately 200 cfs which is shown on the following tabulation of a Box Culvert Analysis Computer Program by Dodson & Associates, Inc. This agrees with the highway department calculations shown on the plans for the widening of Loop 507 (Texas Avenue) dated December 18, 1984. BOX CULVERT ANALYSIS COMPUTATION OF CULVERT PERFORMANCE CURVE January 15, 1991 Program Input Data : DESCRIPTION Culvert Span (Width of Opening) (feet) .......................................... . Culvert Rise (Height of Opening) (feet) .......................................... . FHWA Chart Number (8,9, 10, 11, 12 or 13) ...................................... . Scale Number on Chart (Type of Culvert Entrance ) ....................... . Manning's Roughness coefficient (n-value) .................................... . Entrance Loss Coefficient of Culvert Opening ................................. . Culvert Length (feet) ........................................................................ . Culvert Slope (feet per foot) ............................................................ . PROGRAM RESULTS: Flow Tailwater Headwater (ft) Normal Critical Depth at Rate Depth Inlet Outlet Depth Depth Outlet (cfs} (ft} Control Control (ft} (ft} (ft} 100 .0 4.00 2 .88 4.08 1 .96 1.69 4 .00 150 .0 4 .00 3.79 4 .37 2.61 2 .22 4 .00 175 .0 4 .00 4.21 4 .56 2 .91 2.46 4 .00 200 .0 4 .00 4.60 4.78 3 .21 2.69 4.00 VALUE 8.00 4.00 8 3 0.0140 0.30 60.0 0.0025 Outlet Velocity (fQS} 3.13 4 .69 5.47 6 .25 PIPE CUL VERT ANALYSIS COMPUTER PROGRAM Version 1.6 Copyright (c) 1986 Dodson & Associates, Inc., 7015 Tidwell, #107, Houston, TX 77092 (713) 895-8322. All Rights Reserved. 7 If stormwater is allowed to flow over the Brothers Boulevard Pavement, the drainage ditch will prov ide additional detention volume. Assuming the pavement section over Brothers Boulevard to be a trapezoidal channel with a 45:1 side slope right and an 80:1 side slope left , a Manning's n value of 0.018 and a bottom slope equal to the box culvert of 0.25%, the following tabulation show the quantity that will pass at various depths over the pavement. Trapezoidal Channel Program Input Data: Descri tion 0.0025 0.0180 80.0000 45.0000 Channel Bottom Width feet ................................................ . 0 .0000 p R rogram esu ts : Depth Flow Rate Velocity Velocity Energy Flow Area Top Width (ft.) (cfs) (fps) Head (ft) Head (ft) (SQ ft) (ft) 0 .50 25.6 1.64 0 .042 0.542 15.6 62.5 0.60 41.6 1.85 0 .053 0.653 22.5 75 .0 0.70 62.8 2.05 0.065 0.765 30.6 87.5 0.80 89.6 2 .24 0.078 0.878 40.0 100.0 0 .90 122.7 2.42 0.091 0.991 50.6 112.5 1.00 162.5 2.60 0.105 1.105 62.5 125.0 Assuming the present stage of development upstream of this detention basin plus the development of the Albertson's Center, a 100 year storm would produce 196 cfs of stormwater discharging into the detention basin from the Walmart stromsewer. Adding to this approximately 19 cfs from the highway right-of-way upstream of the outlet and another 22 cfs from the 8 acres downstream of the outlet gives a total of 237 cfs at the culvert under Brothers Boulevard. Assuming a 2 .75' depth of flow at the detention basin outlet, there will be a discharge of approximately 180 cfs. This discharge plus the 41 cfs from the two downstream areas will produce 221 cfs at Brothers Boulevard which would overflow the street approximately 6" deep. Results of a computer model of this condition is shown on the following page. 8 RATIONAL METHOD ANALYSIS DETENTION ANALYSIS BY MODIFIED RATIONAL METHOD PROGRAM INPlIT DAT A: DESCRIPTION January 16, 1991 A lbertson's -Walmart Detention Southwood Plaza College Station, Texas Storm Frequency (years) ............................................................................................. . Detention Basin Drainage Area (acres) ....................................................................... . C Coefficient. ............................................................................................................. . Time of Concentration (minutes) ................................................................................ . Time Interval for MRM Computations (minutes) ........................................................ . Allowable Outflow from Detention Basin (cfs) ........................................................... . PROGRAM RESULTS : Rainfall Intensity computed using Single-Frequency 1-D-F Curve. Rainfall Intensity (Inches per hr) ................................................................................ . Peak Inflow Rate to Detention Basin (cfs) ................................................................ .. Critical Storm Duration (minutes) ............................................................................. . Peak Inflow Rate at Critical Duration (cfs) ................................................................ . Inflow Volume to Detention Basin (cubic feet) .......................................................... . Outflow from Detention Basin (cubic feet) ................................................................ . Maximum Storage Volume (acre-feet) ........................................................................ . MODIFIED RATIONAL METHOD RESULTS TABLE Storm Rainfall Peak Inflow Outflow Storage Duration Intensity Inflow Volume Volume Volume (min) (in/hr) (cfs) (cu .ft.) (cu.ft.) (cu.ft.) 30.00 6 .75 195.9 352613 324000 28613 40.00 5.69 165.2 396436 378000 18436 50.00 4.95 143.9 431605 432000 -395 60.00 4.41 128.1 461146 486000 -24854 VALUE 100.0 44 .00 0.66 30.00 10.00 180 6.75 195.9 30.00 195 .9 352613 324000 0.66 Storage Volume (ac.ft.) 0.66 0.42 -0.01 -0.57 RATIONAL METHOD ANALYSIS COMPUTER PROGRAM, Version 1.1Copyright1987 Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX (713) 895 -8322. The re q uired st orage v olume of 0.66 acre feet is less than the available 0.89 acre feet at the 2.75' depth. Assuming full deve lopment of the drainage basin upstream of the culvert at Brothers Bo ulevard and a time of concentrati o n of 15 minutes, a 100 year storm will produ c e approximately 300 cfs entering the det ention basin from the Walmart stormse wer, 55 cfs from the 8 acres dis charging down stream of the outlet and 27 cfs from the 7 acres of right-of-way upst ream of the outlet. If the 9 outlet channel flo ws 3' deep, there will be a discharge of approximately 259 cfs from the detention pond. This produces a quantity of 341 cfs at the Brothers Boulevard culvert and will overflow the pavement between 0.9' and 1.0' which will not overflow Texas Avenue. Computer output of a model for this situation is produced below. RATIONAL METHOD ANALYSIS DETENTION ANALYSIS BY MODIFIED RATIONAL METHOD PROGRAM INPUT DATA: DESCRWTION January 16, 1991 Albertson 's -Walmart Detention Southwood Plaza College Station, Texas Storm Frequency (years) ............................................................................................. . Detention Basin Drainage Area (acres) ....................................................................... . C Coefficient. ............................................................................................................. . Time of Concentration (minutes) ................................................................................ . Time Interval for MRM Computations (minutes) ........................................................ . Allowable Outflow from Detention Basin (cfs) ........................................................... . PROGRAM RESULTS: Rainfall Intensity computed using Single-Frequency I-D-F Curve. Rainfall Intensity (Inches per hr) ................................................................................ . Peak Inflow Rate to Detention Basin (cfs) ................................................................. . Critical Storm Duration (minutes) ............................................................................. . Peak Inflow Rate at Critical Duration (cfs) ................................................................ . Inflow Volume to Detention Basin (cubic feet) .......................................................... . Outflow from Detention Basin (cubic feet) ................................................................ . Maximum Storage Volume (acre-feet) ........................................................................ . MODIFIED RATIONAL METHOD RESULTS TABLE Storm Rainfall Peak Inflow Outflow Storage Duration Intensity Inflow Volume Volume Volume (min) (in/hr) (cfs) (cu.ft.) (cu.ft.) (cu.ft.) 15.00 9.73 299.8 269776 233100 36676 25.00 7.48 230.3 345460 310800 34660 35.00 6.16 189.8 398666 388500 101665 45.00 5.29 163.0 440012 466200 -26188 VALUE 100.0 44.00 0.70 15.00 10.00 259 9.73 299.8 15.00 299.8 269776 233100 0.84 Storage Volume (ac.ft.) 0.84 0.80 0.23 -0.60 RATIONAL METHOD ANALYSIS COMPUTER PROGRAM, Version 1.1Copyright1987 Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX (713) 895-8322. 10 CONCLUSION Results of this study show that the present detention basin in Block 15 of Southwood Plaza is more than adequate to contain the excess stormwater from a 1 00 year storm after construction of the Albertson's Center with all other parts of the drainage basin at present conditions. When all parts of the drainage area are developed, the present detention basin will still detain enough stormwater to prevent the overflow of Texas Avenue . This should be adequate during a 100 year storm, since adjoining structures are well above this elevation. The real estate office downstream of Brothers Boulevard has a floor elevation of 3' above the centerline of Texas Avenue at Brothers Boulevard and the Sonic Drive-Inn has a patio slab elevation 3.5' above the top of pavement at the detention basin outlet. 11 (f ~ COlllGl STATION DEVELOPMENT PERMIT PERMIT NO. 500071 DP-RICHARD SMITH OFFICES FOR AREAS THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE ST A TION CITY CODE SITE LEGAL DESCRIPTION: DATE OF ISSUE: 12/13 /00 OWNER: SMITH, RICHARD S 307 ARGUELLO DR COLLEGE STATION, TX 77840 TYPE OF DEVELOPMENT: SPECIAL CONDITIONS: SITE ADDRESS: 1825 BROTHERS BL VD DRAINAGE BASIN: Bee Creek Tributary A VALID FOR MONTHS CONTRACTOR: Full Site Development Larry Mariott Mariott Homes All construction must be in compliance with the approved construction plans All trees must be barricaded, as shown on plans, prior to any construction. Any trees not barricaded will not count towards landscaping points. Barricades must be l' per caliper inch of the tree diameter. The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design Criteria. The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its original condition, placement and state . The Owner and/or Contractor shall be responsible for any damage to adjacent properties, city streets or infrastructure due to heavy machinery and/or equipment as well as erosion, siltation or sedimentation resulting from the permitted work. Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced before any operations of this permit can begin. In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities. I hereby grant this permit for development of an area outside the special flood hazard area. All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit ~pplication -flhe above named project and all of the codes and ordinances of the City of College Station that apply. I;). -f.3-CO Date Owner/ Agent/ Contractor Date RICHARD SMITH OFFICE (SP) (0-203) ENGINEERING REVIEW COMMENTS No. 2 1. Sheet SP1 .2-Grading Plan-ok 2. Sheet SP1 .3-Waterline and fire hydrant details; looks ok 3. Revised Drainage Report-ok Reviewed by: Ted~ Date: 11 /29/00 NOTE: Any changes made to the plans, that have not been requested by the City of College Station, must be explained in your next transmittal letter and "bubbled" on your plans. Any additional changes on these plans that have not been pointed out to the City of College Station will constitute a completely new review. Drainage Report FOR Lot 2~ Block 15 Southwood Plaza, Phase One College Station, Texas Project Site VICINITY MAP COLLEGE STArlON ENGINEERING NTS October, 2000 Revised November, 2000 Prepared By: McClure Engineering. Inc. 1008 Woodcreek Drive, Suite 103 College Station, Texas 77845 (979) 693-3838 ~ Dra1nage Report FOR Lot 2.R Block 15 Southwood Plaza, Phase One College Station, Texas ------........ ........ " " " '\ \ \ \ \ . Project \ s~ \ I I I I () /EWED FO ~ . C . ~~p1 l~f\ICE J~ . I n / NOV 2 9 2000 ~....-/~OLLEGESIAilON --~----_,,--. ENGINEERING VICINITY MAP NTS October, 2000 Rev i sed November, 2000 Prepared By. McClure Engineering. Inc. 1008 Woodcreek Drive, Suite 103 College Station, Texas 77845 (979) 693-3838 CERTIFICATION I, Michael R . McClure, Registered Professional Engineer No. 32740, State of Texas, certify that this report for the drainage design for Lot 2R, Block 15 , SOUTHWOOD PLAZA, PHASE ONE, was prepared by me in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners thereof DRAINAGE REPORT Lot 2R, Block 15 , Southwood Plaza Phase One College Station, Texas INTRODUCTION TABLE OF CONTENTS Lot 2R, Block 15, Southwood Plaza Phase One College Station, Texas GENERAL LOCATION AND DESCRJPTION PRlMARY DRAINAGE BASIN D E SCRJPTION FLOOD HAZARD INFORMATION DETENTION DRAINAGE DESIGN CRlTERlA CONCLUSION EXHIBITS FEMA FLOOD INSURANCE RATE MAP EXCERPT DRAINAGE AREA MAP -EXISTING CONDITIONS DRAINAGE AREA MAP -PROPOSED CONDITIONS RATIONAL FORMULAS DRAINAGE AREA CALCULATIONS PROPOSED DETENTION POND ROUTING PROPOSED DETENTION POND HYDROGRAPHS PROPOSED DETENTION POND STAGE/STORAGE AND STAGE/DISCHARGE CURVES DRAINAGE REPORT Lot 2R, Block 15, Southwood Plaza Phase One College Station, Texas 1 1 2 2 2 3 "A" "B-1" "B-2" "C-1" "D-1" "D-2" "D-3" II INTRODUCTION: STORM DRAINAGE REPORT Lot 2R, Block 15 Southwood Plaza Phase One College Station, Texas This storm drainage report is intended to cover the necessary drainage infrastructure for the projected improvements for Lot 2R Block 15 Southwood Plaza, Phase One. The parameters used for design and the existing conditions of the on-site area are incorporated to show how the final drainage design will accomplish the desired drainage objectives per the City of College Station Drainage Policy and Design Standards (DPDS.) GENERAL LOCATION AND DESCRIPTION: The project site is located in southern College Station, and is bounded by the Goodyear Store to the East, Brothers Boulevard to the south, Wal-Mart to the Northwest, and the existing drainage/utility right-of-way to the Northeast. This drainage analysis takes into account the construction of the Richard Smith office building with the associated parking and utility _improvements as well as a second office building to be built on this 1.22 acre lot at a later date. PRIMARY DRAINAGE BASIN DESCRIPTION: The site drains into Tributary "B" of Bee Creek, which then flows to Bee Creek then Carters Creek and ultimately to the Navasota River. The site is mostly open land and has a natural slope between one and two percent generally to the East. DRAINAGE REPORT Lot 2R, Block 15 Southwood Plaza Phase One College Station , Texas PAGE I FLOOD HAZARD INFORMATION: This property is not in a 100-year Flood Hazard Area as determined from the Federal Emergency Management Agency Flood Insurance Rate Maps 48041CO144C and 48041CO182C for Brazos County, Texas and Incorporated Areas effective July 2, 1992 (see Exhibit "A"). There is a Zone A hazard area nearby but no base flood elevations have been determined. Therefore, the proposed building s for this site will be set at finished floors to match existing buildings in this area. DETENTION: Storm water detention will be provided for Lot 2R by a detention pond that will capture the flow from approximately 50% of the site. The remaining portions of the site will drain directly into a drainage and utility right-of-way located west of the Sonic Drive-In. The proposed pond will be located in the southeast comer of the site. An 8" outlet pipe will be constructed for the pond in order to meter the flow to match existing conditions. DRAINAGE DESIGN CRITERIA: All drainage design is in accordance with the City DPDS. Flow calculations for all drainage areas are based on the Rational Method. The storage volume required for the detention pond is based on a triangular hydrograph routing of the flows (base=3*Tc). The detention pond serves to detain all design storms. Exhibit "D- l" shows the routing and hydrograph plots for the 5, 10, 25, 50 , and 100 year events . The discharge for the proposed detention facility will be metered to not exceed the existing runoff discharge from the site . DRAINAGE REPORT Lot 2R, Block 15 Southwood Plaza Phase One College Station , Texas PAGE2 i . ! i . Ii" ~·- EXHIBIT A Flood Insurance Rote mop Excerpt Brazos County. Texas and Incorporate d Area Mop Numbers : 48041 C0144C 48041C0182C Effective Dote: July 2, 199 2 c ZONE X ZONE X The following table shows the Pre-development and Post-development flows previous to the entrance into the Existing Detention Pond: Pre and Post Development Flows Design Event Pre-Development Post-Development Water Surface Elev. Qs 4.7 cfs 4.7 cfs 269.2 ft Qio 5.2 cfs 5.1 cfs 269.3 ft Q2 5 5.9 cfs 5.6 cfs 269.4 ft Q so 6.7 cfs 6.2 cfs 269.5 ft Q 100 7.5 cfs 6 .8 cfs 269 .6 ft The pond outfall device is a 8" Pipe. CONCLUSION: The post development flow is reduced to match the pre development flow for the 5, 10, 25, 50, and 100 year events. The 100 year event is contained in the pond and released through the pond outlet device. The drainage design for this site meets the requirements as stated in the City of College Station Drainage Policy and Design Standards. DRAINAGE REPORT Lo t 2R, Block 15 Southwood Plaza Phase One College Station, Texas PAGE3 <{ $: w 0 0 a::: w ...J ...J <{ <{ LL. a. <{ w w 0 ~ ~ 0 (!) a::: ...J z <{ z <{ <{ w z w (.) ~~ ...J > w :?: ...J z <{ w <{ 0 w <{ a::: (!) ~ Ci) ~ 0 UJ > ~ Wz 0 z a::: w <{ 0 >w 0 ~ ::> <{ a::: a. ~ 0 ...J NO. AC. 0.355 0.55 0.9 ft. Ex 1.34 1.34 0.00 0.00 0.48 435.0 Front 0.65 0.12 0.00 0.53 0.52 160.0 Back 0.69 0.51 0.00 0.18 0.34 265.0 EXHIBIT C-1 Rational Formula Drainage Area Calculations Lot 2R, Block 15 Southwood Plaza, Phase One $: 0 $: $: ...J LL. 0 0 0 ...J ...J z LL. LL. >-~ a::: ::c a::: !:: 0 w~ w (.) ~ 0 a::: ...J I= (!) I= ::l 0 ~ ti w ...J ::> z ...J w > <{ (!) ~ ::> <{ w -; en N 0 LL. (!) LL. > (.) ::> £:! 0 !!'! IO 0 ft. ft. ft. ft/s min min In/Hr cfs In/Hr cfs 10.0 0.5 0.5 1.1 6.8 5.0 8.22 3.9 9.9 4.7 1.5 300.0 5.0 1.3 5.9 5.9 7.79 4.0 9.4 4.9 3.0 70.0 1.0 0.9 6.4 6.4 7.57 2.6 9.1 3.1 0 IO 0 ..-IO N :!: 0 £:! 0 In/Hr cfs In/Hr cfs 11.0 5.2 12.5 5.9 10.5 5.4 11.9 6.2 10.2 3.5 11.6 4.0 0 !!'! In/Hr 14.1 13.5 13.1 0 0 0 0 IO 0 ..-0 :!: 0 cfs In/Hr cfs 6.7 15.8 7.5 7.0 15.1 7.8 4.5 14.7 5.0 10/27/00 0026-dra.xls Exhibit C-1 D.A. I D.A. I .. .t: 0 0. "' f z e iii c .,, lE :t f 0 .... 0 OD 4.9 Tc 5.9 inc 1.0 Time cfs cfs 0.0 0.0 0.0 1.0 0.8 0.8 2.0 1.7 1.7 3.0 2.5 2.5 4.0 3.3 3.3 5.0 4.2 4.2 6.0 4.8 4.8 7.0 4.4 4.4 8.0 4.0 4.0 9.0 3.6 3.6 10.0 3.2 3.2 11.0 2.7 2.7 12.0 2.3 2.3 13.0 1.9 1.9 14.0 1.5 1.5 15.0 1.1 1.1 16.0 0.7 0.7 17.0 0.2 0.2 18.0 0.0 0.0 19.0 0.0 0.0 20.0 0.0 0.0 21.0 0.0 0.0 22.0 0.0 0.0 23.0 0.0 0.0 24.0 0.0 0.0 25.0 0.0 0.0 26.0 0.0 0.0 27.0 0.0 0.0 28.0 0.0 0.0 29.0 0.0 0.0 30.0 0.0 0.0 31.0 0.0 0.0 32.0 0.0 0.0 33.0 0.0 0.0 34.0 0.0 0.0 35.0 0.0 0.0 36.0 0.0 0.0 37.0 0.0 0.0 38.0 0.0 0.0 39.0 0.0 0.0 40.0 0.0 0.0 41.0 0.0 0.0 42.0 0.0 0.0 43.0 0.0 0.0 «.O 0.0 0.0 45.0 0.0 0.0 46.0 0.0 0.0 47.0 0.0 0.0 48.0 0.0 0.0 49.0 0.0 0.0 50.0 0.0 0.0 51.0 0.0 0.0 52.0 0.0 0.0 53.0 0.0 0.0 54.0 0.0 0.0 55.0 0.0 0.0 56.0 0.0 0.0 57.0 0.0 0.0 58.0 0.0 0.0 59.0 0.0 0.0 60.0 0.0 0.0 61.0 0.0 0.0 82.0 0.0 0.0 63.0 0.0 0.0 64.0 0.0 0.0 65.0 0.0 0.0 66.0 0.0 0.0 67.0 0.0 0.0 68.0 0.0 0.0 69.0 0.0 0.0 70.0 0.0 0.0 71.0 0.0 0.0 PEAK FLOWS I 4.8 4.8 0.00 irdeatas irital condtion EXHIBIT "D·1" PROPOSED DETENTION POND ROUTING Lot 2R, Block 16 Southwood Plaza, Phaoe One PondRoutln EVENT• 5 D.A. 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N N a 0.. w "' 4.5 6.4 cfs cfs cfs cfs ft cfs 12 0.0 0.0 0.0 268.2 0.0 3.6 0.0 1.2 0.7 268.3 0.7 6.0 1.7 3.6 1.0 268.5 1.4 8.4 5.2 7.6 12 268.6 2.1 10.8 10.7 13.6 1.5 268.8 2.8 12.9 182 21.4 1.6 268.9 3.5 13.2 27.5 31.1 1.8 269.0 42 12.0 36.8 40.7 1.9 2692 4.3 10.8 44.8 48.9 2.0 269.3 3.9 9.6 51.5 55.6 2.1 269.3 3.6 8.4 56.9 61.1 2.1 269.4 32 72 61.0 65.3 22 269.4 2.9 6.0 63.9 68.3 22 269.4 2.5 4.9 65.6 70.0 2.2 269.5 22 3.7 66.0 70.4 22 269.5 1.8 2.5 65.3 69.7 2.2 269.4 1.4 1.3 63.4 67.8 22 269.4 1.1 0.3 60.4 64.7 2.1 269.4 0.7 0.0 56.5 60.7 2.1 269.4 0.4 0.0 52.3 56.5 2.1 269.3 0.0 0.0 482 52.3 2.0 269.3 0.0 0.0 44.2 48.2 2.0 269.3 0.0 0.0 40.3 44.2 2.0 269.2 0.0 0.0 36.4 40.3 1.9 2692 0.0 0.0 32.7 36.4 1.9 269.1 0.0 0.0 29.0 32.7 1.8 269.1 0.0 0.0 25.5 29.0 1.8 269.0 0.0 0.0 22.1 25.5 1.7 269.0 0.0 0.0 18.8 22.1 1.6 268.9 0.0 0.0 15.6 18.8 1.6 268.8 0.0 0.0 12.6 15.6 1.5 268.8 0.0 0.0 9.8 12.6 1.4 268.7 0.0 0.0 72 9.8 1.3 268.6 0.0 0.0 4.8 7.2 12 268.6 0.0 0.0 2.6 4.8 1.1 268.5 0.0 0.0 0.9 . 2.6 0.8 268.4 0.0 0.0 0.0 0.9 0.6 268.3 0.0 0.0 0.0 0.0 0.0 2682 0.0 0.0 0.0 0.0 0.0 2682 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 2682 0.0 0.0 0.0 0.0 0.0 2682 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 2682 0.0 0.0 0.0 0.0 0.0 2682 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 2682 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 2682 0.0 0.0 0.0 0.0 0.0 2682 0.0 0.0 0.0 0.0 0.0 2682 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 2682 0.0 0.0 0.0 0.0 0.0 2682 0.0 0.0 0.0 0.0 0.0 2682 0.0 0.0 0.0 0.0 0.0 2682 0.0 0.0 0.0 0.0 0.0 2682 0.0 0.0 0.0 0.0 0.0 2682 0.0 0.0 0.0 0.0 0.0 2682 0.0 0.0 0.0 0.0 0.0 2682 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 2682 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 2682 0.0 0.0 0.0 0.0 0.0 2682 0.0 6.9 0.0 0.0 0.0 2682 0.0 0.0 4.8 6.9 12 268.8 0.0 0.0 2.4 4.6 1.1 268.5 0.0 0.0 0.6 2.4 0.8 268.4 0.0 0.0 0.0 0.8 0.5 268.3 0.0 0.0 0.0 0.0 0.0 268.2 0.0 2.2 269.5 4.3 D.A. # 0 w II) _, ~ :! 0 0 a: >( >-O.. w 6.7 5.0 cfs els 0.0 0.0 1.4 1.3 2.4 2.7 3.3 4.0 4.3 5.4 5.2 6.7 6.0 6.0 62 5.4 5.9 4.7 5.6 4.0 5.3 3.4 5.0 2.7 4.7 2.0 4.3 1.3 4.0 0.7 3.6 0.0 3.3 0.0 2.9 0.0 2.5 0.0 2.1 0.0 2.0 0.0 2.0 0.0 2.0 0.0 1.9 0.0 1.9 0.0 1.8 0.0 1.8 0.0 1.7 0.0 1.6 0.0 1.6 0.0 1.5 0.0 1.4 0.0 1.3 0.0 12 0.0 1.1 0.0 0.8 0.0 0.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 12 0.0 1.1 0.0 0.8 0.0 0.5 0.0 0.0 0.0 6.2 6.7 " _, z <~ ,_., g~ cfs 0.0 1.3 2.7 4.0 5.4 6.7 6.0 5.4 4.7 4.0 3.4 2.7 2.0 1.3 0.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 6.7 0026-dra.xls El<tllbilD-1 D.A.# D.A. # .. .c. 0 CL UJ !! z ~ iii c .., :E ... ~ 8 :r ... Qc 7.8 Tc 5.9 Inc 1.0 TI me cf• cf• 0.0 0.0 0.0 1.0 1.3 1.3 2.0 2.7 2.7 3.0 4.0 4.0 4.0 5.4 5.4 5.0 6.7 6.7 6.0 7.7 7.7 7.0 7.1 7.1 8.0 6.4 6.4 9.0 5.7 5.7 10.0 5.1 5.1 11.0 4.4 4.4 12.0 3.7 3.7 13.0 3.1 3.1 14.0 2.4 2.4 15.0 1.7 1.7 18.0 1.0 1.0 17.0 0.4 0.4 18.0 0.0 0.0 19.0 0.0 0.0 20.0 0.0 0.0 21.0 0.0 0.0 22.0 0.0 0.0 23.0 0.0 0.0 24.0 0.0 0.0 25.0 0.0 0.0 26.0 0.0 0.0 27.0 0.0 0.0 28.0 0.0 0.0 29.0 0.0 0.0 30.0 0.0 0.0 31.0 0.0 0.0 32.0 0.0 0.0 33.0 0.0 0.0 34.0 0.0 0.0 35.0 0.0 0.0 36.0 0.0 0.0 37.0 0.0 0.0 38.0 0.0 0.0 39.0 0.0 0.0 40.0 0.0 0.0 41.0 0.0 0.0 42.0 0.0 0.0 43.0 0.0 0.0 44.0 0.0 0.0 45.0 0.0 0.0 46.0 0.0 0.0 47.0 0.0 0.0 48.0 0.0 0.0 49.0 0.0 0.0 50.0 0.0 0.0 51.0 0.0 0.0 52.0 0.0 0.0 53.0 0.0 0.0 54.0 0.0 0.0 55.0 0.0 0.0 56.0 0.0 0.0 57.0 0.0 0.0 56.0 0.0 0.0 59.0 0.0 0.0 60.0 0.0 0.0 61.0 0.0 0.0 62.0 0.0 0.0 63.0 0.0 0.0 64.0 0.0 0.0 65.0 0.0 0.0 66.0 0.0 0.0 67.0 0.0 0.0 66.0 0.0 0.0 69.0 0.0 0.0 70.0 0.0 0.0 71.0 0.0 0.0 PEAK FLOWS I 7.7 7.7 0.00 irdcates irital concftion EXHIBIT "0-1" PROPOSED DETENTION POND.ROUTING Lot 2R, Block-16 Southwood Plan, Phaoe One Pond Routin EVENT• 100 D.A.# c a + c c ~ + ~ .l! ~ "8 ~ ... c ill + " + II) c 0 .!! . c "' "' a Q. UJ m 5.0 6.4 cfs cfs cfs cfs ft cf• 1.3 0.0 0.0 0.0 268.2 0.0 4.0 0.0 1.3 0.7 268.3 0.8 6.7 2.0 4.0 1.0 268.5 1.6 9.4 6.2 8.7 1.3 268.6 2.4 12.1 12.5 15.5 1.5 268.8 3.2 14.4 21.2 24.6 1.7 269.0 4.0 14.8 31.9 35.6 1.9 269.1 4.8 13.5 42.7 46.7 2.0 269.2 4.8 12.1 52.0 56.2 2.1 269.3 4.4 10.8 59.9 64.2 2.1 269.4 4.0 9.5 66.3 70.7 2.2 269.5 3.6 8.1 71.3 75.7 2.2 269.5 3.2 6.8 74.9 79.4 2.3 269.5 2.8 5.4 n.1 81.6 2.3 269.5 2.4 4.1 78.0 82.5 2.3 269.6 2.0 2.8 77.5 82.1 2.3 269.5 1.6 1.4 75.7 80.3 2.3 269.5 1.2 0.4 72.7 77.2 2.2 269.5 0.8 0.0 68.6 73.0 2.2 269.5 0.4 0.0 64.2 68.6 2.2 269.4 0.0 0.0 60.0 64.2 2.1 269.4 0.0 0.0 55.7 60.0 2.1 269.4 0.0 0.0 51.6 55.7 2.1 269.3 0.0 0.0 47.5 51.6 2.0 269.3 0.0 0.0 43.5 47.5 2.0 269.2 0.0 0.0 39.6 43.5 2.0 269.2 0.0 0.0 35.7 39.6 1.9 269.2 0.0 0.0 32.0 35.7 1.9 269.1 0.0 0.0 28.4 32.0 1.8 269.1 0.0 0.0 24.9 28.4 1.8 269.0 0.0 0.0 21.5 24.9 1.7 269.0 0.0 0.0 18.2 21.5 1.6 268.9 0.0 0.0 15.1 18.2 1.6 268.8 0.0 0.0 12.1 15.1 1.5 268.8 0.0 0.0 9.3 12.1 1.4 268.7 0.0 0.0 6.7 9.3 1.3 268.6 0.0 0.0 4.4 6.7 1.2 268.6 0.0 0.0 2.3 4.4 1.1 268.5 0.0 0.0 0.7 2.3 0.8 268.4 0.0 0.0 0.0 0.7 0.5 268.3 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 2682 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 2682 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 2682 0.0 0.0 0.0 0.0 0.0 268.2 0.0 7.7 0.0 0.0 0.0 268.2 0.0 0.0 5.3 7.7 12 268.6 0.0 0.0 3.1 5.3 1.1 268.5 0.0 0.0 1.3 3.1 0.9 268.4 0.0 0.0 0.0 1.3 0.7 268.3 0.0 0.0 0.0 0.0 0.0 268.2 0.0 2.3 269.6 4.8 D.A.# 0 UJ ., _, ~ :! 0 ~ g: >< UJ 7.5 5.0 cfs cf• 0.0 0.0 1.5 1.5 2.6 3.0 3.6 4.5 4.7 6.0 5.7 7.5 8.6 6.8 6.8 6.0 6.5 5.3 6.1 4.5 5.8 3.8 5.4 3.0 5.1 2.3 4.7 1.5 4.3 0.8 3.9 0.0 3.5 0.0 3.1 0.0 2.7 0.0 2.2 0.0 2.1 0.0 2.1 0.0 2.1 0.0 2.0 0.0 2.0 0.0 2.0 0.0 1.9 0.0 1.9 0.0 1.8 0.0 1.8 0.0 1.7 0.0 1.6 0.0 1.6 0.0 1.5 0.0 1.4 0.0 1.3 0.0 1.2 0.0 1.1 0.0 0.8 0.0 0.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 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 1.2 0.0 1.1 0.0 0.9 0.0 0.7 0.0 0.0 0.0 6.8 7.5 C) _, z <F I-., e r3 cfs 0.0 1.5 3.0 4.5 6.0 7.5 6.8 6.0 5.3 4.5 3.8 3.0 2.3 1.5 0.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 7.5 0026-<ra.xls EmbitD-1 Lot 2R, Block 15 Stage-Discharge Curve 25 .000 -r-------------------------------------------------~ ____...-- 0 .000+-----_.=----+-----+-----+-----+-----+-----+-----+-----+-----+-----~ 268.0 268 .2 268.4 268 .6 268.8 269.0 269 .2 269 .4 269 .6 269.8 270 .0 270 .2 Elevation (msl) Exhibit D-3 0 .1 00 0 .080 ~ .!!. ~ 0 .060 "' ... ~ VI 0 .040 0 .020 268 268 .2 268.4 268.6 268 .8 Lot 2R, Block 15 Stage-Storage Curve 269 269 .2 Elevation (msl) 269.4 269.6 269 .8 270 270 .2 Exhibit D-3 I I I I i I I I Drainage Report FOR Lot 2.R, Block 15 Southwood Plaza, Phase One College Station, Texas Project Site ----- ------- VICINITY MAP NTS October,. 2000 Prepared By: McClure Engineering. Inc. 1008 Woodcreek Drive, Suite 103 College Station, Texas 77845 (979) 693-3838 Drainage Report FOR Lot 2.R, Block 15 Southwood Plaza, Phase One College Sta lion, Texas __.------- ------- VICINITY MAP NTS October, 2000 Prepared By: McClure Engineering, Inc. 1008 Woodcreek Drive, Suite 103 College Station, Texas 77845 (979) 69.3-3838 CERTIFICATION I, Michael R. McClure, Registered Professional Engineer No. 32740, State of Texas, certify that this report for the drainage design for Lot 2R, Block 15 , SOUTHWOOD PLAZA, PHASE ONE, was prepared by me in accordance with the provisions of the City of Brya& . ff u45-uw""' Drainage Policy and Design Standards for the owners thereof DRAINAGE REPORT Lot 2R, Block 15 , Southwood Plaz.a Phase One College Station, Texas lo Z.1 oo I I INTRODUCTION TABLE OF CONTENTS Lot 2R, Block 15, Southwood Plaza Phase One College Station, Texas GENERAL LOCATION AND DESCRIPTION PRIMARY DRAINAGE BASIN DESCRIPTION FLOOD HAZARD INFORMATION DETENTION DRAINAGE DESIGN CRITERIA CONCLUSION EXHIBITS FEMA FLOOD INSURANCE RATE MAP EXCERPT DRAINAGE AREA MAP -EXISTING CONDITIONS DRAINAGE AREA MAP -PROPOSED CONDITIONS RATIONAL FORMULAS DRAINAGE AREA CALCULATIONS PROPOSED DETENTION POND ROUTING PROPOSED DETENTION POND HYDROGRAPHS PROPOSED DETENTION POND STAGE/STORAGE AND STAGE/DISCHARGE CURVES DRAINAGE REPORT Lot 2R. Block 15, Southwood Plaz.a Phase One College Station, Texas 1 1 2 2 2 3 "A" "B-1" "B-2" "C-1" "D-1" "D-2" "D-3" II INTRODUCTION: STORM DRAINAGE REPORT Lot 2R, Block 15 Southwood Plaza Phase One College Station, Texas This storm drainage report is intended to cover the necessary drainage infrastructure for the projected improvements for Lot 2R Block 15 Southwood Plaza, Phase One. The parameters used for design and the existing conditions of the on-site area are incorporated to show how the final drainage design will accomplish the desired drainage objectives per the City of College Station Drainage Policy and Design Standards (DPDS .) GENERAL LOCATION AND DESCRIPTION: The project site is located in southern College Station, and is bounded by the Goodyear Store to the East, Brothers Boulevard to the south, Wal-Mart to the Northwest, and the existing drainage/utility right-of-way to the Northeast. This drainage analysis takes into account the construction of the Richard Smith office building with the associated parking and utility _improvements as well as a second office building to be built on this 1.22 acre lot at a later date. PRIMARY DRAINAGE BASIN DESCRIPTION: The site drains into Tributary "B'' of Bee Creek, which then flows to Bee Creek then Carters Creek and ultimately to the Navasota River. The site is mostly open land and has a natural slope between one and two percent generally to the East. DRAINAGE REPORT Lot 2R, Block 15 Southwood Plaz.a Phase One College Station , Texas PAG E i FLOOD HAZARD INFORMATION: This property is not ih a 100-year Flood Hazard Area as determined from the Federal Emergency Management Agency Flood Insurance Rate Maps 48041COl44C and 48041CO182C for Brazos County, Texas and Incorporated Areas effective July 2, 1992 (see Exhibit "A"). There is a Zone A hazard area nearby but no base flood elevations have been determined. Therefore, the proposed buildings for this site will be set at :finished floors to match existing buildings in this area. DETENTION: Storm water detention will be provided for Lot 2R by a detention pond that will capture the flow from approximately 50% of the site. The remaining portions of the site will drain directly into a drainage and utility right-of-way located west of the Sonic Drive-In. The proposed pond will be located in the southeast comer of the site. An 8" outlet pipe will be constructed for the pond in order to meter the flow to match existing conditions. DRAINAGE DESIGN CRITERIA: All drainage design is in accordance with the City DPDS. Flow calculations for all drainage areas are based on the Rational Method. The storage volume required for the detention pond is based on a triangular hydrograph routing of the flows (base=3*Tc). The detention pond serves to detain all design storms. Exhibit "D- l" shows the routing and hydrograph plots for the 5, 10, 25, 50, and 100 year events. The discharge for the proposed detention facility will be metered to not exceed the existing runoff discharge from the site. DRAINAGE REPORT Lot 2R, Block 15 Southwood Plaza Phase One College Station, Texas PAGE2 The following table shows the Pre-development and Post-development flows previous to the . t th E . f t en ranee m o e xis mg D t f e en ion p d on : j,JL /~ Pre and Post DJ1'elopment Flows Ir /' ~ Design Event Pre-Development Post-Development Water Surface Elev. Qs 4.7 cfs 4 .7 cfs 269 .2 ft Qi o 5.1 cfs 5.2 cfs 269.3 ft Q25 5.6 cfs 5.9 cfs 269.4 ft Q so 6.2 cfs 6.7 cfs 269.5 ft Qioo 6.8 cfs 7.5 cfs 269.6 ft The pond outfall device is a 8" Pipe. CONCLUSION: The post development flow is reduced to match the pre development flow for the 5, 10, 25, 50, and 100 year events. The 100 year event is contained in the pond and released through the pond outlet device. The drainage design for this site meets the requirements as stated in the City of College Station Drainage Policy and Design Standards. DRAINAGE REPORT Lot 2R, Block 15 Southwood Plaza Phase One College Station, Texas PAGEJ ; . ! i . fi '~·-··· -~~~~~~~-L.L.:._ EXHIBIT A Flood Insurance Rote map Excerpt Brazos County, Texas and Incorporated Area Map Numbers : 48041 C0144C 48041 C0182C Effective Dote : July 2, 1992 c ZONE X ZONE X O.A.# O.A.# .. .<: 0 a. ... !! z e iii E :Ii .,, :t f 8 LL UD 4.9 Tc 5.9 inc 1.0 Time cfs cfs 0.0 0.0 0.0 1.0 0.6 0.6 2.0 1.7 1.7 3.0 2.5 2.5 4.0 3.3 3.3 5.0 4? ., 6.0 /4.8 } f.oi.8 7.0 '-4,4 ...,. 8.0 4.0 4.0 9.0 3.6 3.6 10.0 3.2 3.2 11.0 2.7 2.7 12.0 2.3 2.3 13.0 1.9 1.9 14.0 1.5 1.5 15.0 1.1 1.1 16.0 0.7 0.7 17.0 02 02 18.0 0.0 0.0 19.0 0.0 0.0 20.0 0.0 0.0 21.0 0.0 0.0 22.0 0.0 0.0 23.0 0.0 0.0 24.0 0.0 0.0 25.0 0.0 0.0 26.0 0.0 0.0 27.0 0.0 0.0 28.0 0.0 0.0 29.0 0.0 0.0 30.0 0.0 0.0 31.0 0.0 0.0 32.0 0.0 0.0 33.0 0.0 0.0 34.0 0.0 0.0 35.0 0.0 0.0 36.0 0.0 0.0 37.0 0.0 0.0 38.0 0.0 0.0 39.0 0.0 0.0 40.0 0.0 0.0 41.0 0.0 0.0 42.0 0.0 0.0 43.0 0.0 0.0 44.0 0.0 0.0 45.0 0.0 0.0 46.0 0.0 0.0 47.0 0.0 0.0 46.0 0.0 0.0 49.0 0.0 0.0 50.0 0.0 0.0 51.0 0.0 0.0 52.0 0.0 0.0 53.0 0.0 0.0 54.0 0.0 0.0 55.0 0.0 0.0 56.0 0.0 0.0 57.0 0.0 0.0 56.0 0.0 0.0 59.0 0.0 0.0 60.0 0.0 0.0 61.0 0.0 0.0 62.0 0.0 0.0 63.0 0.0 0.0 64.0 0.0 0.0 65.0 0.0 0.0 66.0 0.0 0.0 67.0 0.0 0.0 68.0 0.0 0.0 69.0 0.0 0.0 70.0 0.0 0.0 71.0 0.0 0.0 PEAK FLOWS I 4.8 4.8 0.00 lrdcalas imal condtion EXHIBIT "D·1" PROPOSED DETENTION POND ROUTING Lot2R, Block 16 Southwood Plaza, Phase One PondRoutln EVENT• 5 O.A.# c: 'l c: c: ~ ! 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N a Q. w m 3.5 6.4 cfs cf• cf• cf• ft cf• 0.9 0.0 0.0 0.0 268.2 0.0 2.8 0.0 0.9 0.6 268.3 0.5 4.7 1.1 2.8 0.9 268.4 1.1 6.5 3.5 5.7 1.1 268.5 1.6 8.4 7.4 10.0 1.3 268.7 2.2 10.0 12.7 15.7 1.5 268.8 2.7 I> 10.3 19.4 22.7 1.7 268.9 3.3 9.4 26.1 29.7 1.8 269.0 3.3 8.4 31.8 35.5 1.9 269.1 3.1 7.5 38.4 40.2 1.9 269.2 2.8 6.6 40.0 43.9 2.0 269.2 2.5 5.6 42.5 48.5 2.0 269.2 2.2 4.7 44.1 48.2 2.0 269.3 I/ 2.0 3.8 44.8 48.8 2.0 269.3• 1.7 2.8 44.5 48.6 2.0 269.3 1.4 1.9 43.4 47.4 2.0 269.2 1.1 1.0 41.3 45.3 2.0 269.2 0.9 0.3 38.4 42.3 1.9 269.2 0.6 0.0 34.9 38.7 1.9 269.1 0.3 0.0 31.2 34.9 1.9 269.1 0.0 0.0 27.6 31.2 1.8 269.0 0.0 0.0 24.1 27.6 1.8 269.0 0.0 0.0 20.7 24.1 1.7 268.9 0.0 0.0 17.5 20.7 1.6 268.9 0.0 0.0 14.4 17.5 1.5 268.8 0.0 0.0 11.4 14.4 1.5 268.8 0.0 0.0 8.7 11.4 1.4 268.7 0.0 0.0 6.2 8.7 1.3 268.6 0.0 0.0 3.9 6.2 1.1 268.5 0.0 0.0 1.9 3.9 1.0 268.5 0.0 0.0 0.4 1.9 0.7 268.4 0.0 0.0 0.0 0.4 0.3 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 5.4 0.0 0.0 0.0 268.2 0.0 0.0 3.1 5.4 1.1 268.5 0.0 0.0 1.3 3.1 0.9 268.4 0.0 0.0 0.0 1.3 0.7 268.3 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 2.0 269.3 3.3 D.A.• c w "' .... ~ ;! 0 g g; >< w 5.2 5.0 cf• cfs 0.0 0.0 1.2 1.0 2.0 2.1 2.8 3.1 3.5 4.2 4.3 5.2 50 4.7 {5.1 J 4.2 4.9 3.7 4.7 3.1 4.5 2.6 4.2 2.1 4.0 1.6 3.7 1.0 3.4 0.5 3.1 0.0 2.8 0.0 2.5 0.0 2.2 0.0 1.9 0.0 1.8 0.0 1.8 0.0 1.7 0.0 1.6 0.0 1.5 0.0 1.5 0.0 1.4 0.0 1.3 0.0 1.1 0.0 1.0 0.0 0.7 0.0 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.1 0.0 0.9 0.0 0.7 0.0 0.0 0.0 0.0 0.0 5.1 5.2 " _.z <F ,....,, g~ cfs 0.0 1.0 2.1 3.1 4.2 5.2 4.7 4.2 3.7 3.1 2.6 2.1 1.6 1.0 0.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5.2 0026-dra.xls E>d'ibit 0-1 D.A. # D.A.# " .t:: 0 c. w e z O> iii e c :IE .., e 0 ~ .... u Co 6.2 Tc 5.9 inc 1.0 nme cf• cfs 0.0 0.0 0.0 1.0 1.1 1.1 2.0 2.1 2.1 3.0 3.2 3.2 4.0 4.2 4.2 5.0 5.3 5,3 6.0 6.1 ( 6.1 7.0 5.6 o:o 8.0 5.1 5.1 9.0 4.5 4.5 10.0 4.0 4.0 11.0 3.5 3.5 12.0 2.9 2.9 13.0 2.4 2.4 14.0 1.9 1.9 15.0 1.4 1.4 16.0 0.8 0.8 17.0 0.3 0.3 18.0 0.0 0.0 19.0 0.0 0.0 20.0 0.0 0.0 21.0 0.0 0.0 22.0 0.0 0.0 23.0 0.0 0.0 24.0 0.0 0.0 25.0 0.0 0.0 26.0 0.0 0.0 27.0 0.0 0.0 28.0 0.0 0.0 29.0 0.0 0.0 30.0 0.0 0.0 31.0 0.0 0.0 32.0 0.0 0.0 33.0 0.0 0.0 34.0 0.0 0.0 35.0 0.0 0.0 36.0 0.0 0.0 37.0 0.0 0.0 38.0 0.0 0.0 39.0 0.0 0.0 40.0 0.0 0.0 41.0 0.0 0.0 42.0 0.0 0.0 43.0 0.0 0.0 44.0 0.0 0.0 45.0 0.0 0.0 46.0 0.0 0.0 47.0 0.0 0.0 48.0 0.0 0.0 49.0 0.0 0.0 50.0 0.0 0.0 51.0 0.0 0.0 52.0 0.0 0.0 53.0 0.0 0.0 54.0 0.0 0.0 55.0 0.0 0.0 56.0 0.0 0.0 57.0 0.0 0.0 58.0 0.0 0.0 59.0 0.0 0.0 60.0 0.0 0.0 61.0 0.0 0.0 62.0 0.0 0.0 63.0 0.0 0.0 64.0 0.0 0.0 65.0 0.0 0.0 66.0 0.0 0.0 67.0 0.0 0.0 66.0 0.0 0.0 69.0 0.0 0.0 70.0 0.0 0.0 71.0 0.0 0.0 PEAK FLOWS I 6.1 6.1 0.00 irdcales irltal ooncftion EXHIBIT "l>-1" PROPOSED DETENTION POND ROUTING Lot 2R, Block 16 Southwood Plau, Phase One Pond Routln EVENT• 25 D.A. # c a + c c ~ i a .2 ~ i !! ~ ,, A I 0 .! ~ N ~ a.. w ., 4.0 6..4 cfs cfs cfs cfs ft cfs 1.1 0.0 0.0 0.0 268.2 0.0 3.2 0.0 1.1 0.6 268.3 0.6 5.3 1.4 3.2 0.9 266.4 1.3 7.4 4.3 6.7 1.2 268.6 1.9 9.5 9.0 11.7 1.4 268.7 2.5 11.4 15.4 18.5 1.6 266.8 3.1 ~ 11.7 23.3 26.8 1.7 269.0 3.8 10.7 31.3 35.0 1.9 269.1 3.8 9.6 38.1 42.0 1.9 269.2 3.5 8.5 43.7 47.7 2.0 269.3 3.2 7.5 48.1 52.2 2.0 269.3 2.9 6.4 51.5 55.6 2.1 269.3 2.5 5.4 53.7 57.9 2.1 269.3 ~ 2.2 4.3 54.9 59.1 2.1 269.4 I 1.9 3.2 55.0 59.2 2.1 269.4 1.8 2.2 54.0 58.2 2.1 269.3 1.3 1.1 52.0 56.2 2.1 269.3 1.0 0.3 49.1 53.2 2.1 269.3 0.7 0.0 45.3 49.4 2.0 269.3 0.3 0.0 41.3 45.3 2.0 269.2 0.0 0.0 37.5 41.3 1.9 269.2 0.0 0.0 33.7 37.5 1.9 269.1 0.0 0.0 30.0 33.7 1.8 269.1 0.0 0.0 26.5 30.0 1.8 269.0 0.0 0.0 23.0 26.5 1.7 269.0 0.0 0.0 19.7 23.0 1.7 268.9 0.0 0.0 16.5 19.7 1.6 266.9 0.0 0.0 13.4 16.5 1.5 266.8 0.0 0.0 10.5 13.4 1.5 268.8 0.0 0.0 7.9 10.5 1.3 266.7 0.0 0.0 5.4 7.9 1.2 268.6 0.0 0.0 3.2 5.4 1.1 268.5 0.0 0.0 1.4 3.2 0.9 268.4 0.0 0.0 0.0 1.4 0.7 268.3 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 266.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 266.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 266.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 266.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 266.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 266.2 0.0 0.0 0.0 0.0 0.0 266.2 0.0 0.0 0.0 0.0 0.0 266.2 0.0 0.0 0.0 0.0 0.0 266.2 0.0 0.0 0.0 0.0 0.0 266.2 0.0 6.1 0.0 0.0 0.0 268.2 0.0 0.0 3.8 6.1 1.1 266.5 0.0 0.0 1.8 3.8 1.0 266.5 0.0 0.0 0.4 1.8 0.7 266.4 0.0 0.0 0.0 0.4 0.3 266.2 0.0 0.0 0.0 0.0 0.0 268.2 0.0 2.1 269.4 3.8 0 w "' _.o c(O.. ... o ~ g: cfs 0.0 1.3 2.2 3.0 3.9 4.7 5.5. r5.6 J "" 5.2 4.9 4.6 4.3 4.0 3.7 3.4 3.1 2.7 2.4 2.0 1.9 1.9 1.8 1.8 1.7 1.7 1.6 1.5 1.5 1.3 1.2 1.1 0.9 0.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.1 1.0 0.7 0.3 0.0 5.6 D.A. # )( w 5.9 5.0 cfs 0.0 1.2 2.4 3.6 4.8 5.9 5.4 4.6 4.2 3.6 3.0 2.4 1.8 1.2 0.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5.9 Cl _,z ceF ..... e~ cfs 0.0 1.2 2.4 3.6 4.6 5.9 5.4 4.8 4.2 3.6 3.0 2.4 1.8 1.2 0.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5.9 0026--0ra.>ds Elchibit D-1 D.A.t D.A.t .. ~ 0 a. w I! z ~ iii c :IE .,, e ... 0 :I: .... 0 Qo 7.0 Tc 5.9 Inc 1.0 Time cf• cf• 0.0 0.0 0.0 1.0 12 12 2.0 2.4 2.4 3.0 3.6 3.6 4.0 4.8 4.8 5.0 6.0 6.0 6.0 6.9 r 6.9 7.0 6.3 -1[3 8.o 5.7 5.7 9.0 5.1 5.1 10.0 4.5 4.5 11.0 3.9 3.9 12.0 3.3 3.3 13.0 2.7 2.7 14.0 2.1 2.1 15.0 1.5 1.5 16.0 0.9 0.9 17.0 0.3 0.3 18.0 0.0 0.0 19.0 0.0 0.0 20.0 0.0 0.0 21.0 0.0 0.0 22.0 0.0 0.0 23.0 0.0 0.0 24.0 0.0 0.0 25.0 0.0 0.0 26.0 0.0 0.0 27.0 0.0 0.0 28.0 0.0 0.0 29.0 0.0 0.0 30.0 0.0 0.0 31.0 0.0 0.0 32.0 0.0 0.0 33.0 0.0 0.0 34.0 0.0 0.0 35.0 0.0 0.0 36.0 0.0 0.0 37.0 0.0 0.0 38.0 0.0 0.0 39.0 0.0 0.0 40.0 0.0 0.0 41.0 0.0 0.0 42.0 0.0 0.0 43.0 0.0 0.0 44.0 0.0 0.0 45.0 0.0 0.0 48.0 0.0 0.0 47.0 0.0 0.0 48.0 0.0 0.0 49.0 0.0 0.0 50.0 0.0 0.0 51.0 0.0 0.0 52.0 0.0 0.0 53.0 0.0 0.0 54.0 0.0 0.0 55.0 0.0 0.0 56.0 0.0 0.0 57.0 0.0 0.0 58.0 0.0 0.0 59.0 0.0 0.0 60.0 0.0 0.0 61.0 0.0 0.0 62.0 0.0 0.0 63.0 0.0 0.0 64.0 0.0 0.0 65.0 0.0 0.0 66.0 0.0 0.0 67.0 0.0 0.0 68.0 0.0 0.0 69.0 0.0 0.0 70.0 0.0 0.0 71.0 0.0 0.0 PEAK FLOWS I 6.9 6.9 0.00 lrdcates irilal concftion EXHIBIT "0-1" PROPOSED DETENTION PONO ROUTING Lot 2R, Block 16 Southwood Plaza, Phase On• Pond Routln EVENT• 50 D.A.t c: 0 • c: c: 52 + a .2 c: ... ! 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G "' "' 0 a. w Cll 4.5 6.4 cfs cf• cf• cfs ft cf• 12 0.0 0.0 0.0 2682 0.0 3.6 0.0 1.2 0.7 268.3 0.7 6.0 1.7 3.6 1.0 268.5 1.4 8.4 5.2 7.6 12 268.6 2.1 10.8 10.7 13.6 1.5 268.8 2.8 12.9 18.2 21.4 1.6 268.9 3.5 /132 27.5 31.1 1.8 269.0 42 0 w .. _, ~ ~o ~~ cf• 0.0 1.4 2.4 3.3 4.3 5.2 6.0 12.0 36.8 40.7 1.9 2692 4.3 ..--b.2 10.8 44.8 48.9 2.0 269.3 3.9 5.9 9.6 51.5 55.6 2.1 269.3 3.6 5.6 6.4 56.9 61.1 2.1 269.4 3.2 5.3 72 61.0 65.3 2.2 269.4 2.9 5.0 6.0 63.9 68.3 2.2 269.4 2.5 4.7 4.9 65.6 70.0 2.2 269.5 ./ 22 4.3 3.7 66.0 70.4 22 269.5 1.8 4.0 2.5 65.3 69.7 2.2 269.4 1.4 3.6 1.3 63.4 67.8 22 269.4 1.1 3.3 0.3 60.4 64.7 2.1 269.4 0.7 2.9 0.0 56.5 60.7 2.1 269.4 0.4 2.5 0.0 52.3 56.5 2.1 269.3 0.0 2.1 0.0 482 52.3 2.0 269.3 0.0 2.0 0.0 44.2 482 2.0 269.3 0.0 2.0 0.0 40.3 44.2 2.0 2692 0.0 2.0 0.0 36.4 40.3 1.9 2692 0.0 1.9 0.0 32.7 36.4 1.9 269.1 0.0 1.9 0.0 29.0 32.7 1.8 269.1 0.0 1.8 0.0 25.5 29.0 1.8 269.0 0.0 1.8 0.0 22.1 25.5 1.7 269.0 0.0 1.7 0.0 18.8 22.1 1.8 268.9 0.0 1.6 0.0 15.6 18.8 1.6 268.8 0.0 1.6 0.0 12.6 15.6 1.5 268.8 0.0 1.5 0.0 9.8 12.6 1.4 268.7 0.0 1.4 0.0 72 9.8 1.3 268.6 0.0 1.3 0.0 4.8 72 12 268.6 0.0 12 0.0 2.6 4.8 1.1 268.5 0.0 1.1 0.0 0.9 . 2.6 0.8 268.4 0.0 0.8 0.0 0.0 0.9 0.6 268.3 0.0 0.8 0.0 0.0 0.0 0.0 2682 0.0 0.0 0.0 0.0 0.0 0.0 2682 0.0 0.0 0.0 0.0 0.0 0.0 2682 0.0 0.0 0.0 0.0 0.0 0.0 2682 0.0 0.0 0.0 0.0 0.0 0.0 2682 0.0 0.0 0.0 0.0 0.0 0.0 2682 0.0 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 0.0 2682 0.0 0.0 0.0 0.0 0.0 0.0 2682 0.0 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 0.0 2682 0.0 0.0 0.0 0.0 0.0 0.0 2682 0.0 0.0 0.0 0.0 0.0 0.0 2682 0.0 0.0 0.0 0.0 0.0 0.0 2682 0.0 0.0 0.0 0.0 0.0 0.0 2682 0.0 0.0 0.0 0.0 0.0 0.0 2682 0.0 0.0 0.0 0.0 0.0 0.0 2682 0.0 0.0 0.0 0.0 0.0 0.0 2682 0.0 0.0 0.0 0.0 0.0 0.0 2682 0.0 0.0 0.0 0.0 0.0 0.0 2682 0.0 0.0 0.0 0.0 0.0 0.0 2682 0.0 0.0 0.0 0.0 0.0 0.0 2682 0.0 0.0 0.0 0.0 0.0 0.0 2682 0.0 0.0 0.0 0.0 0.0 0.0 2682 0.0 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 0.0 2682 0.0 0.0 0.0 0.0 0.0 0.0 268.2 0.0 0.0 0.0 0.0 0.0 0.0 2682 0.0 0.0 0.0 0.0 0.0 0.0 2682 0.0 0.0 6.9 0.0 0.0 0.0 2682 0.0 0.0 0.0 4.6 6.9 1.2 268.6 0.0 1.2 0.0 2.4 4.6 1.1 268.5 0.0 1.1 0.0 0.8 2.4 0.8 268.4 0.0 0.8 0.0 0.0 0.8 0.5 268.3 0.0 0.5 0.0 0.0 0.0 0.0 268.2 0.0 0.0 2.2 269.5 4.3 6.2 D.A.t ~ 6.7 5.0 cfs 0.0 1.3 2.7 4.0 5.4 6.7 6.0 ..I 5.4 4.7 4.0 3.4 2.7 2.0 1.3 0.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 6.7 (!) _, z <( I= ..... 0 >< >-W els 0.0 1.3 2.7 4.0 5.4 6.7 6.0 5.4 4.7 4.0 3.4 2.7 2.0 1.3 0.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 6.7 0026-dra.xls Elcl1bit [).1 0.00 irdcates irital condtion EXHIBIT "D-1" PROPOSED DETENTION POND.ROUTING Lot 2R, Block 15 Southwood Plaza, PhH• One D.A. # ID.A.# I Pond Routln~ EVENT• 100 D.A.# Qo Tc Inc .. .t:; 0.. e ~ .., ~ nme 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 13.0 14.0 15.0 16.0 17.0 18.0 19.0 20.0 21.0 22.0 23.0 24.0 25.0 26.0 27.0 28.0 29.0 30.0 31.0 32.0 33.0 34.0 35.0 36.0 37.0 38.0 39.0 40.0 41.0 42.0 43.0 44.0 45.0 46.0 47.0 46.0 49.0 50.0 51.0 52.0 53.0 54.0 55.0 56.0 57.0 58.0 59.0 60.0 61.0 62.0 63.0 64.0 65.0 66.0 67.0 68.0 69.0 70.0 71.0 PEAK FLOWS E e IL 7.8 5.9 1.0 cfs 0.0 1.3 2.7 4.0 cfs 0 w z ii! :E 0 u 0.0 1.3 2.7 4.0 5.4 I 5.4 6.71 6.7 1.11 rrr_. 7.1 I 7.1 6.41 6.4 5.71 5.7 5.11 5.1 4.41 4.4 3.71 3.7 3.11 3.1 2.41 2.4 1.71 1.7 1.01 1.0 0.4 I 0.4 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 I 7.7 7.7 ~ ti cf• 1.3 4.0 6.7 c q ~ N cfs 0.0 0.0 2.0 9.41 6.2 12.1 I 12.5 14.41 21.2 14.61 31.9 13.51 42.7 12.1 I 52.0 10.81 59.9 9.51 66.3 8.1 I 71.3 6.81 74.9 5.41 n.1 4.11 78.0 2.81 77.5 1.41 75.7 0.41 72.7 0.01 68.6 0.01 64.2 0.01 60.0 0.01 55.7 0.01 51.6 0.01 47.5 0.01 43.5 0.01 39.6 0.01 35.7 0.01 32.0 0.01 28.4 0.01 24.9 0.01 21.5 0.01 18.2 0.01 15.1 0.01 12.1 0.01 9.3 0.01 6.7 0.01 4.4 0.01 2.3 0.01 0.7 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 0.01 0.0 7.71 0.0 0.01 5.3 0.01 3.1 0.01 1.3 0.01 0.0 0.01 0.0 cfs c 0 ~ ! ., N 0.0 1.3 4.0 8.7 15.5 24.6 35.6 46.7 56.2 64.2 70.7 75.7 79.4 81.6 82.5 82.1 80.3 77.2 73.0 68.6 64.2 60.0 55.7 51.6 47.5 43.5 39.6 35.7 32.0 28.4 24.9 21.5 18.2 15.1 12.1 9.3 6.7 4.4 2.3 0.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 7.7 5.3 3.1 1.3 0.0 ~ 0 c .S! -g ~ o.!! 0.. w .>< u cl! 5.0 6.4 cfslftlcfs o.o I 268.2 I o.o 0.71 268.3 I o.8 1.01 268.5 I 1.6 1.31 268.6 I 2.4 1.51 268.8 I 3.2 1.71 269.0 I 4.0 1.91 269.1 I 4.8 2.0 I 269.2 I 4.8 2.11 269.3 I 4.4 2.11 269.4 I 4.0 2.2 I 269.5 I 3.6 2.21 269.5 I 3.2 2.3 I 269.5 I 2.8 2.3 I 269.5 I , 2.4 2.3 I 269.6 v 2.0 2.31 269.5 I 1.6 2.31 269.5 I 1.2 2.21 269.5 I 0.8 2.21 269.5 I 0.4 2.21 269.4 I o.o 2.11 269.4 I o.o 2.11 269.4 I o.o 2.11 269.3 I o.o 2.0 I 269.3 I o.o 2.0 I 269.2 I o.o 2.0 I 269.2 I o.o 1.9 I 269.2 I o.o 1.91 269.1 I o.o 1.81 269.1 I o.o 1.81 269.0 I o.o 1.71 269.0 I o.o 1.6 I 268.9 I o.o 1.61 268.6 I o.o 1.51 268.8 I o.o 1.41 268.7 I o.o 1.3 I 268.6 I o.o 121 268.6 I o.o 1.11 268.5 I o.o 0.8 I 268.4 I o.o 0.5 I 268.3 I o.o o.o I 268.2 I o.o o.o I 268.2 I o.o o.o I 268.2 I o.o o.o I 268.2 I o.o o.o I 268.2 I o.o o.o I 268.2 I o.o o.o I 268.2 I o.o o.o I 268.2 I o.o o.o I 268.2 I o.o o.o I 268.2 I o.o o.o I 268.2 I o.o o.o I 268.2 I o.o o.o I 268.2 I o.o o.o I 268.2 I o.o o.o I 268.2 I o.o o.o I 268.2 I o.o o.o I 268.2 I o.o o.o I 268.2 I o.o o.o I 268.2 I o.o o.o I 268.2 I o.o o.o I 268.2 I o.o o.o I 268.2 I o.o o.o I 268.2 I o.o o.o I 268.2 I o.o o.o I 268.2 I o.o o.o I 268.2 I o.o o.o I 268.2 I o.o 1.21 268.6 I o.o 1.1 I 268.5 I o.o o.9 I 268.4 I o.o o. 71 268.3 I o.o o.o I 268.2 I o.o 2.3 I 269.6 4.8 0 w "' _, ~ ~o 00:: I-0.. cfs 0.0 1.5 2.8 3.6 4.7 5.7 6,61 ..... ('"Ml/ -6'.5 6.1 5.8 5.4 5.1 4.7 4.3 3.9 3.5 3.1 2.7 2.2 2.1 2.1 2.1 2.0 2.0 2.0 1.9 1.9 1.8 1.8 1.7 1.6 1.6 1.5 1.4 1.3 1.2 1.1 0.8 0.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.2 1.1 0.9 0.7 0.0 6.8 D.A. # >< w 7.5 5.0 cfs 0.0 1.5 3.0 4.5 6.0 7.5 6.8 6.0 5.3 4.5 3.8 3.0 2.3 1.5 0.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 7.5 C) _, z <F I-., 0 >< ,_ w cfs 0.0 1.5 3.0 4.5 6.0 7.5 6.8 6.0 5.3 4.5 3.8 3.0 2.3 1.5 0.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 7.5 0026-d'a.xls Elchbit ().1 5.00 .. I I I 4 .00 I l I I I I ~ I ~ 3 .00 a I I 2 .00 1.00 -10.00 0 .00 \ 10.00 \ I \ Lot 2R, Block 15 5 Year Event Hydrograph 20 .00 30 .00 40 .00 Time (min.) 50 .00 60 .00 --Front Back --Bypass2 --TOTAL PROPOSED ---EX 10/27/00 Exhibit 0-2 5.00 \ \ \ \ 4 .00 \ 3.00 a 2 .00 1.00 -10.00 0.00 \ \ \ \ \ \ \ \ \ \ \ \ 10.00 \ \ \ \ \ \ \ I I I Lot 2R, Block 15 10 Year Event Hydrograph 20 .00 30 .00 40.00 Time(mln .) 50 .00 60.00 --Front Back --Bypass2 --TOTAL PROPOSED ---EX 10/27/00 Exhibit D-2 Lot 2R, Block 15 25 Year Event Hydrograph 6 .00 5.00 4 .00 3.00 2 .00 1.00 -10.00 0 .00 10.00 20.00 30 .00 40.00 Time(min.) 50 .00 60 .00 --Front Back --Bypass2 --TOTAL PROPOSED ---EX 10/27/00 Exhibit D-2 Lot 2R, Block 15 50 Year Event Hydrograph 7 .00 6 .00 5.00 4.00 3 .00 2 .00 1.00 -10.00 0 .00 10.00 20 .00 30 .00 40.00 Time(min.) 50 .00 60 .00 --Front Back --Bypass2 --TOTAL PROPOSED ---EX 10/27/00 Exhibit D-2 8 .00 7.00 6 .00 5.00 ~ .!:!. a 4 .00 3.00 2 .00 1.00 -10 .00 0 .00 \ / 10.00 \ \ \ \ \ \ \ \ \ Lot 2R, Block 15 100 Year Event Hydrograph 20 .00 30 .00 40.00 Time(min .) 50 .00 60 .00 --Front Back --Bypass2 --TOTAL PROPOSED ---EX 10/27/00 Exhibit D-2 Lot 2R, Block 15 Stage-Discharge Curve __......- 0.000+-~~~_..:::;_~~--1~~~~+-~~~-+-~~~--1~~~~+-~~~-+-~~~--1~~~~+-~~~-+-~~~--1 268 .0 268 .2 268.4 268 .6 268 .8 269.0 269 .2 269.4 269 .6 269 .8 270 .0 270 .2 Elevation (msl) Exhibit D-3 = u .!!. 0.100 0 .080 ~ 0 .060 0 u; 0 .040 0 .020 Lot 2R, Block 15 Stage-Storage Curve o .ooot-~~~-+-~ ..... ===:::+:==:::.~-+~~~~+--~~~-+-~~~-+-~~~-+~~~--1---~~~+-~~~-+-~~~~ 268 268.2 268.4 268.6 268 .8 269 269 .2 269 .4 269 .6 269 .8 270 270 .2 Elevation (msl) Exh ibit D-3 Do,~~~ L0t-u, IS\ 'K: l S ~~~ ..... fl__a_._ ) IVic_Cl'-"-7 ~--a-~--"--. ,, ~ ,--~-L~t.eL ~ ~ ~ ~6,L -fk--P~(>~ a-.J.. R,., k--~J. tJc.~ l:t>-SDbo 1 { '0-C). tco ~ "2-pM SUPPLEMENTAL DEVELOPMENT PERMIT INFORMATION pplication is hereby made for the following development specific waterway alterations : ACKNOWLEDGMENTS: I, -----------------' design engineer/owner, hereby acknowledge or affirm that: The information and conclusions contained in the above pl ans and supporting documents comply with the current requirements of the City of College Station, Texas City Code, Chapter 13 and its associated Drainage Policy and Design Standards. As a condition of approval of this permit application, I agree to construct the improvements proposed in this application according t o these documents and the requirements of Chapter 13 of the College Station City Code. Property Owner(s) Contractor CERTIFICATIONS: (for proposed alterations within designated flood haz.ard areas.) A. I, certify that any nonresidential structure on or proposed to be on this site as part of this application is designated to prevent damage to the structure or its contents as a result of flooding from the 100 year stonn. Engineer Date B. I, certify that the finished floor elevation of the lowest floor, including any l.Semen t, of any residential structure, proposed as part of this a pplication is at or above the base flood elevation established in the .test Federal Insurance Administration Flood Haz.ard Study and maps, as amended. Engineer Date C. I,. Mtt!.1/.46.L R. /tft!~Lv/ll£ certify that the alterations or development covered by this -~)~ ' diminish the flood-cart)ing capacity of the waterway adjoining or crossing this permitted site and that such ~~···r"••,,;f'..., '•t devel opment are consistent with requirements of the City of College Station City Code, Chapter 13 concenAg /llcr en~.$ t1, floodway s and of fl way fringes. J.!.' .. ~ ....................... :.1\ 4 ,~~ /o jz 1/o 0 i~~~9.ti~~~4~91V..~~j eer D ate ff o-<-·~~G ~<:,._¢.•1/ I 1 1 ~ ... ···.'.STE •••• ·,.~J!' •, vs ••••• ~v...,.. D. I, do certify that the proposed alterations do not rai se the lev ~~~ ilocd above elev ation established in the latest Federal Insurance Administration Flood Haz.ard Study. ~ E ngin eer Date Conditions or comments as part of a pproval:----------------------------- In accordance with Chapter 13 of the Code of Ordinances of the C ity of College Station, measures shall be taken to insure that debri s r...om construction, erosion, and sedimentation shall not be deposited in c ity streets, or existing drainage facilities . ..i.ereby grant this permit for development All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer for the above named project All of the applicable codes and ordinances of the City of College Station s hall apply. SITE PLAN AP PLICATION SITEAPP.DOC 03/25199 3 of3 F OR OFFICE USE ONLY ~ CASE NO. '(;)O:Q2 0,,3 u DA TE SUBMITTED f c-;J-rca SITE PLAN APPLICATION MlNiiYIUM SUBI\'UTTAL REQUJREMENTS 0' Site pla n app lication completed in full. 7 $100.00 Applicati on Fe e . ../ $I 00 .00 De ve lopme nt Permi t Applicati o n Fee. nio:--$300.00 Public Infrastructure Inspection Fee if app li cab le. (This fee is payable if construction of a public --waterline , sew erline, sidewaik, stree t or dr a inage fac iliti es is invo lved.) vTen (IO) fo lded copies of site plan. ' 7 A co py of the att a ched s it e p lan checkli s t with al l it ems ch eck ed off o r a brief exp lanati on as t o why they ar e not ; chec ked off NA.lvfE OF PROJECT ADDR.,"SSS LEGAL DESCRIPTION APP LI CANT (Primary Contact fo r the Proj ec t): APPLICATIO N DATA N a me ~e+r v\QH~ )~)C; · Stree t Add ress ZCf1 Pttf=f12.Nrz\e f2D City C.Cil J.. 4~ 8?<TIO:rJ S ta te 1)( zip Code 77UJ6 E-Mai l Ad dre ss ___________ _ Phon e Num be r '174-c;'::;l(~ ,,.. /~_F a x Numb er 4:J4 -<'.O'}~ -3--::>5 0 PROPERTY OWNER'S TNFOR..!\:IATION: N a me ---i6\GVJ~D s. _ _5t=J1---~'M"--t-I -~.__.J>f:J-..=-~--=--· ------- St ree t Add res s ?:i>7 Af-<:q~ ~. City Co~e=..£:a::MJ c;J St:ite 1}., Zip Cod e 77M Q jE-i'vbil ;.\c!dres s __________ _ Phone Numbe r 1:J1---Zld2-J1 l$LL1xl'f um bc r ,'\RCH IT ECT OR ENGIN EER'S fN.FORJ\·fATTON: _ ~ Name __ __Hcd~~ Sl.-ect Add ccss _l_oo~ = c;,y ~e. 8iM\aJ .St:i tc JX Zip Cod ~ -rW-)5 __ E-Ma il Address _________ _ Ph one Numbe r jJ:J -'"(9:J-:;).-:3t)~b F ax Num be r ________________ _ -------------------------- • CURRENT ZO NING __________ _ PRE SrnT ITTE ~~OPffiIT __ ~-~~~-~~~~------------~ VARIANCE(S) REQUESTED Al'iD REASON(S) #OF PARKING SPACES REQUlRED _l._,,(o.....___ MULTI-FAMILY RES I DENTI AL T o tal Acreage ___ _ Fl oodplain Acre::ige __ _ Housing Units ___ _ # of 1 Bed room Units # of 2 Bedroom Units # of 3 Bedroom Units #of 4 Bedroom Units FOR 2 BEDROOM UNITS ONLY __ # Bedrooms 2:: 132 sq. fl. __ # Bedrooms < 132 sq. ft. #OF PARKING SPACES PROVIDED }(o COMMERCIAL Tota l Acreage /. Z-l.- Building Square Fcet;:tlq. ~~ Fl oodplain Acreage ___ _ The applicant has prepared thi s application and ce rtifies that the facts s tated h erein and exhibits attached he re to are true and correct. SITE PL\N APPLICATION SITE APP 04/ l 3/9 9 r Applicant ~I Date 3 of3