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HomeMy WebLinkAbout15 Development Permit 99-284 Speedy Stop 63 1721 Texas AveDRAINAGE REPORT FOR THE SPEEDY STOP STORE #63 LOCATED ON LOT 3 AND A PORTION OF LOT 4 OF BLOCK "B" OF THE CULPEPPER PLAZA College Station, Texas FOR NEWMARK CONSTRUCTION ~\".) 'f O'?- . P .~. Box 1876 '1\~\l'l Ne'€.. Victoria, Texas 77902 t\€ O~~?\..\~ .. ~~ c i 'b \{jJ . \\.)~ .\ •\\'0~ PREPARED BY .J • •\~ ' \.\.E.~~~G cO-&G~,,, ASll 8t BROWNE ENGINEERING, INC. P .O. BOX 10838, COLLEGE STATION, TEXAS 77842 409-694-2123 Fax: 409-694-3694 DATE June 1999 _,,,,,,, --.c-~OFT~ \\ .. ,,,_ .... , ••••••• ,c;:.J-~ \ --~,r;-· .;."'l.s-• ;-.. ···* ...... , "' • . * ':/t,-9 1??1 \.11 ~ ...•............................. .., -,_ J. DALE BROWNE, JR. ~ ( •••••••••••••••••••••• e ee •••I te• •II ~ . . ~ '·~··. 81890 .:'$"'! • o··.'9~ <,;,<:>.·:~~ t,«'~~ .. 9/ST\:.~.··~~,,p," ,,..,s, ........ ..,_~ .. ~ \ 1 0N.A\.. ~ ..... ,, CERTIFICATION "I, J. Dale Browne, Jr, certify that this report for the drainage design of the Speedy Stop Store #163 located on a portion of Block "B" of the Culpepper Plaza was prepared by me in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners thereof. Licensed Professional Engineer State of Texas No. 81890 I TABLE OF CONTENTS GENERAL LOCATION AND DESCRIPTION Location ....................................................... 1 Description of Property . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 DRAINAGE BASINS AND SUB-BASINS Primary and Secondary Basin Description . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 DRAINAGE DESIGN CRITERIA Regulations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 Development Criteria Reference and Constraints . . . . . . . . . . . . . . . . . . . . . . . 2 HYDROLOGICAL CRITERIA Runoff Calculation Method . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 Hydraulic Criteria . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 Detention and Storage Calculation Method . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 DRAINAGE FACILITY DESIGN General Concept . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 CONCLUSION Compliance with City Standards .................................... 4 Effectiveness of Drainage Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 Explanation of the Effectiveness of Existing and Proposed Improvements ........................... 4 ATTACHMENT #1 GENERAL LOCATION MAP ATTACHMENT #2 EXISTING DRAINAGE CONDITIONS ATTACHMENT #3 PROPOSED DRAINAGE CONDITIONS ATTACHMENT #4 RATIONAL CALCULATIONS ATTACHMENT #5 PIPE SIZING ATTACHMENT tl6 HYDROGRAPH/POND ROUTING CALCULATIONS AND GRAPHS Drainage Report for SPEEDY STOP STORE #63 DRAINAGE REPORT GENERAL LOCATION AND DESCRIPTION Location June 1999 The proposed building site is located on Lot 3 and a portion of Lot 4 of Block "B" of the Culpepper Plaza located in the City of College Station. The property is adjacent to Harvey Road (State Hwy 30) to the south and Texas Avenue (State Hwy 6 Business) to the west. Culpepper Plaza is located on the north and east side of the site. Refer to Attachment #1 for the project location map . The nearest primary drainage-way, Wolf Pen Creek, is located approximately 220 feet to the southeast. The property is located in Flood Zones "X" and "AE" of Wolf Pen Creek as shown on F.l.R.M . (Flood Insurance Rate Map) map, Map Number: 48041C0144 C, effective date of July 2, 1992. Description of Property The site contains 0.8147 acres of land (mixed with grassy areas and impermeable areas) and contains no primary or secondary drainage-ways within this lot. Existing drainage inlets and storm sewers are located along the east side of the property that transports runoff from the site to Wolf Pen Creek. The proposed project will involve the construction of a single-story convenience store of approximately 3,800 sq. ft. and concrete paving to provide the necessary parking and access to the site. All of the drainage from the site is proposed to be discharged into the existing drainage system located on the east side of the property. DRAINAGE BASINS AND SUB-BASINS Primary and Secondary Basin Description The property is located within the Wolf Pen Creek drainage basin as set forth in the City of College Station -"Drainage Policy and Design Standards" (Policy). Attachment #2 shows the existing drainage areas within the property and how the runoff is conveyed to Wolf Pen Creek (primary system) and Wolf Pen Creek Tributary "B" (secondary system). After the proposed improvements, runoff from the site will also be discharged in to Wolf Pen Creek and Wolf Pen Creek Tributary "B". Refer to Attachment #3 to see how the flows will be transported from the site to Wolf Pen Creek and Wolf Pen Creek Tributary "B". 1 Drainage Report for SPEEDY STOP STORE #63 DRAINAGE DESIGN CRITERIA Regulations June 1999 No deviations were taken from the City's "Drainage Policy and Design Standards" when this report was composed. Development Criteria Reference and Constraints No prior reports or investigations were reviewed as part of this report. Since no other reports are available, this report looks at the impact that the proposed development will have on existing drainage-ways. The existing site is currently partially developed. At present, runoff from the site flows over grassy and pavement areas within the property to the three inlets located on the east side of the site. After development, a majority of the site will be impervious surfaces (pavement and building) that will drain to the existing three inlets. Runoff from the proposed site will be limited to the current peak runoff to each inlet. HYDROLOGICAL CRITERIA Runoff Calculation Method Runoff for all areas was calculated based on the "Rational Method". The runoff coefficients of 0.40 and 0.90 were used for grassy/landscaped areas and pavement/buildings areas, respectively. Intensity was determined by using the calculated time of concentration (with 10 minutes as a minimum) for each drainage area. Refer to Attachment #4 for the runoff calculations. Hydraulic Criteria The capacity of all flows to occur within closed conduits were determined based on "Manning's Equation". A roughness coefficient (n) of 0.014 was used in all calculations. Refer to Attachment #5 for storm sewer sizing . Detention and Storage Calculation Method Detention and storage facilities will be required if runoff is increased by more than 0.5 cfs after the proposed improvements. The size of the detention facility was determined based on the peak flow occurring at the time of concentration(Tc = Tp). Also, 1/3 of the runoff is assumed to enter the detention facility prior to Tp and the final 2/3 entering after the peak inflow. Refer to the Attachment tl6 for the hydrograph/pond routing calculations and associated graphs. 2 Drainage Report for SPEEDY STOP STORE #63 DRAINAGE FACILITY DESIGN General Concept June 1999 The existing site was divided into three distinct drainage areas. Each area contributes to three independent storm sewer systems. Runoff from Area #1 is collected by an inlet and transported to Wolf Pen Creek Tributary "B". Areas #2 and #3 runoff is collected by inlet boxes and discharged directly into Wolf Pen Creek. The proposed site is also divided into three distinct drainage areas and runoff is discharged into the same inlets. The following table illustrate the existing and proposed runoff for each of the areas and the flow increase/decrease to each of the inlet boxes: Table 1 Existing/Proposed Runoff Areal Existing Runoff Proposed Runoff Increase/Decrease Inlet (cfs) (cfs) (cfs) Storm Frequency (yr) Storm Frequency (yr) Storm Frequency (yr) 5 10 25 50 100 5 10 25 50 100 5 10 25 50 100 1 1.15 1.29 1.48 1.67 1.74 1.77 1.96 2.26 256 267 0.62 0 .63 0.78 0.89 0 .93 2 1.Z3 1.38 1.57 1.78 1.86 1.22 1.37 1.56 1.77 1.85 (0.01) (0.01) (0.01) (0.01) (0.01) 3 1.85 200 237 268 280 1.96 219 251 283 296 0.11 0.11 0.14 0.15 0.16 Notes: If flow increase is greater than 0.5 cfs detention is required . Based on the above information, Area #1 is the only area that requires a detention facility. The following table shows the runoff from Area #1 after being routed through the proposed detention facilities: Table2 Area #1 Existing/Proposed Runoff with Detention Facility Areas Existing Runoff Proposed Runoff Increase/Decrease (cfs) (cfs) (cfs) Storm Frequency (yr) Storm Frequency (yr) Storm Frequency (yr) 5 10 25 50 100 5 10 25 50 100 5 10 25 50 100 1 1.15 1.29 1.48 1.67 1.74 1.14 1.26 1.43 1.56 1.62 (0.01) (0.03) (O.a5) (0.11) (0.12) 3 Drainage Report for SPEEDY STOP STORE #63 CONCLUSION Compliance with City Standards June 1999 From the information that is presented in this report, we have shown that the development of this site will meet the City's policy. Effectiveness of Drainage Design The proposed drainage plan shows how the stormwater will be conveyed to the existing inlets on the east side of the property. Explanation of the Effectiveness of Existing and Proposed Improvements The existing and proposed site conditions will discharge the stormwater from the site directly into the Wolf Pen Creek and Wolf Pen Creek Tributary "B". The detention facility and associated work for Area #1 is the only drainage facility (i.e. culverts, storm sewers, inlets, etc.) required to convey the 100-year storm event from the site. 4 Drainage Report for SPEEDY STOP STORE #63 ATTACHMENT #1 GENERAL LOCATION MAP June 1999 ATTACHMENT LOCATION MA~1 ASH lit BROWN 1(iV~~-__j Engin E EIYGIIYEE 1015001-002-01 P.O. B ~ 10 83~1;"' °"'",,!!f"G, l!YC. 4-09-694-2l23 ege Stati on, Texas 77 84 Fax: 409 -694-3694 2 Drainage Report for SPEEDY STOP STORE #63 ATTACHMENT #2 EXISTING DRAINAGE CONDITIONS June 1999 SCALE : 1" = 40' ± ---..289....-- LEGEND 1 ....... 1 ....... . . . . .. . . . . . . . .. . GRASSY AREAS (NOTE: All OlliER AREAS WllilN 1liE PROPERlY LllE ARE IMPERVIOUS SURFACES.) - -2ee - -EXISTING CONTOURS - - - - --...., --287.!1-----~ -~"""1 ,.._ ~' . \ TEXAS AVENUE I / i / 1 / J', I I I I I ) INLET #1 0 <( 0 O::'. >-w > O::'. <( I ATTACHMENT #2 EXISTING CONDITIONS ASH W BROWNE EIYGIIYEEB.llYG, JJYC. Engineers and Cons ultants P.O. Box 10838 , College Station, Texas 77842 4-09-694-2123 Fax : 409-694-3694 1015001-002-01 ... , ' I r-... --- Drainage Report for SPEEDY STOP STORE #63 ATTACHMENT #3 PROPOSED DRAINAGE CONDITIONS June 1999 SCALE : 1" = 40' ± DUMPSTER l \ LEGEND 1··· .... 1 ....... . .. .. . .. . .. . . . . . . . --288 -- GRASSY AREAS (NOTE: ALL OlHER AREAS WlHIN 1l£ PROPERlY LtlE ARE IMPERVIOUS SURFACES.) EXISTING CONTOURS PROPOSED CONTOURS PROPOSED 3,800 SF BUILDING INLET #2 ATTACHMENT #3 PROPOSED CONDITIONS ASll tJt BROWJYB BIYOIIYBERIIYG, JIYC. Engineers and Consultants P.O . Box 10838 , College Station, Texas 778 42 1 015001-003-01 409-694-2123 Fax: 409-694-3694 ... Drainage Report for SPEEDY STOP STORE #63 ATTACHMENT #4 RATIONAL CALCULATIONS June 1999 By : JOB SPEEDY STOP CONVENIENCE STORE #63 RATIONAL DRAINAGE CALCULATIONS Area #1 Conditions JUNE 1999 ABEi No . 1015001 DRAINAGE AREA TYPES EXISTING Area (acres) Grassy/Landscaped Areas 0.3109 Pavement/Roof 0.0284 Total: 0.3393 Existin Description Length ft Overland Flow 25 Pro osed Flow Path Description Length Slo e Data ft Be in Elev . End Elev . Shallow Gutter/Pavement Flow 119 NA NA Grassed Waterwa 85 Time of Concentration Tc Used Runoff Coefficient 0.40 0.90 0.442 Slope % 6 .80 Slope % NA PROPOSED Area Runoff Coefficient (acres) 0.0907 0.40 0.2148 0.90 0.3055 0.752 Velocity Time f s min. 0.7 0.6 TOTAL: 0.6 Velocity f s 2 .5 2 .0 Time min . 0.8 0.7 TOTAL: 1.5 Existing Conditions (1 O min .) I 0.6 min. 10 .0 min. Intensity= b/ (Tc+ d)"e Proposed Conditions (10 min .) I 1.5 min. 10.0 min. Storm BRAZOS COUNTY Period Existina Proposed Existina Proposed Increase b d e Intensity Intensity Runoff Runoff <Year) (in/hr) (in/hr) (cfs) (cfs) (cfs) 2 65 8 .0 0 .806 6 .3 6.3 0 .95 1.45 0 .50 5 76 8.5 0.785 7.7 7.7 1.15 1.77 0.61 10 80 8.5 0.763 8.6 8.6 1.29 1.98 0.69 25 89 8.5 0.754 9.9 9.9 1.48 2.26 0.79 50 98 8.5 0.745 11.1 11 .1 1.67 2.56 0.89 100 96 8.0 0.730 11 .6 11.6 1.74 2.67 0.93 Note : Detention is requi red . SPEEDY STOP CONVENIENCE STORE #63 RATIONAL DRAINAGE CALCULATIONS Area #2 Conditions By: JOB JUNE 1999 ABEi No. 1015001 DRAINAGE AREA TYPES EXISTING Grass/Landscaped Areas Pavement/Roof Description Pavement Flow Description Pavement Flow Time of Concentration Existina Conditions (1 O min.) I Proposed Conditions (10 min .) I Storm BRAZOS COUNTY Period b d e (Year) 2 65 8.0 0.806 5 76 8.5 0.785 10 80 8 .5 0.763 25 89 8.5 0.754 50 98 8.5 0.745 100 96 8.0 0 .730 Note: Detention not required. Area Runoff Coefficient (acres) 0 .0188 0.40 0.1689 0.90 Total: 0.1877 0.850 Existin Pro osed Flow Path Length Slo e Data ft End Elev . Tc Used 1.0 min . 10.0 min . 1.3 min . 10.0 min . Existing Proposed Existing Intensity Intensity Runoff (in/hr) (in/hr) (cfs) 6 .3 6 .3 1.01 7.7 7.7 1.23 8.6 8.6 1.38 9.9 9.9 1.57 11.1 11.1 1.78 11 .6 11 .6 1.86 Slope % 1.23 Slope % NA Proposed Runoff (cfs) 1.00 1.22 1.37 1.56 1.77 1.85 PROPOSED Area Runoff Coefficient (acres) 0.0046 0.40 0.1742 0.90 0.1788 0.887 Velocity f s 2.5 Time min. 1.0 TOTAL: 1.0 Velocity f s 2 .5 Time min . 1.3 TOTAL: 1.3 Increase (cfs) -0 .01 -0.01 -0.01 -0.01 -0 .01 -0 .01 SPEEDY STOP CONVENIENCE STORE #63 RATIONAL DRAINAGE CALCULATIONS Area #3 Conditions By: JOB JUNE 1999 ABEi No . 1015001 DRAINAGE AREA TYPES EXISTING Area Runoff Coefficient (acres) Grass/Landscaped Areas 0.0372 0.40 Pavement/Roof 0.2505 0.90 Total : 0.2877 0 .835 Existin Description Length Slope ft % Overland Flow 20 2 .00 Pavement flow 127 1.65 Pro osed Flow Path Description Length Slo e Data Slope ft End Elev. % Overland Flow 44 NA NA Pavement Flow 164 NA NA Time of Concentration Tc Used 1.0 min . 10 .0 min . 1.6 min . 10 .0 min. Storm BRAZOS COUNTY Period Existino Proposed Existino Proposed b d e Intensity Intensity Runoff Runoff (Year) (in/hr) (in/hr) (cfs) (cfs) 2 65 8 .0 0.806 6 .3 6.3 1.52 1.61 5 76 8 .5 0.785 7 .7 7.7 1.85 1.96 10 80 8 .5 0.763 8 .6 8 .6 2.08 2.19 25 89 8.5 0.754 9.9 9.9 2.37 2.51 50 98 8 .5 0 .745 11.1 11 .1 2.68 2.83 100 96 8 .0 0.730 11.6 11.6 2.80 2.96 Note: Detention not required. PROPOSED Area Runoff Coefficient (acres) 0.0864 0.40 0.2440 0 .90 0 .3304 0.769 Velocity Time f s min. 2 .0 0 .2 2 .5 0 .8 TOTAL: 1.0 Velocity Time f s min . 1.5 0 .5 2.5 1.1 TOTAL: 1.6 Increase (cfs) 0 .09 0 .11 0 .12 0 .14 0.15 0 .16 Drainage Report for SPEEDY STOP STORE #63 ATTACHMENT #5 PIPE SIZING June 1999 Project Descri!Xion Worksheet Flow Element Method Sohte For Input Data Mannings Coefficient Slope De!Xh Diameter Resuls Discharge Flow Area Wetted Perimeter TopWiclh Criical DeJXh Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Dischar' Discharge Full Slope Full Flow Type untitled . fm2 Q6,1J6i93 Cl3 :36:27 AM 24" RCP FLOWING 1/2 FULL Worksheet for Circular Channel 24" RCP Circular Channel Manning's Formula Discharge 0 .014 0.002500 ft/ft 1.00 ft 24 in 5.25 cfs 1.6 ft2 3 .14 ft 2.00 ft 0 .81 ft 50.0 % 0 .005303 ft/ft 3 .34 ft/s 0 .17 ft 1.17 ft 0 .67 11 .30 cfs -10.S0 cfs O.CXX>625 ft/ft Subcriical Ash & Browne Engl..-lng Inc C Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06703 USA (203) 755-1666 Project Engineer: ABEi FlowMaater v6.0 (614e] Page 1 of 1 Drainage Report for SPEEDY STOP STORE #63 ATTACHMENT #6 HYDROGRAPH/POND ROUTING CALCULATIONS AND GRAPHS June 1999 SPEEDY STOP CONVENIENCE STORE #63 HYDROGRAPH/POND ROUTING CALCULATIONS June 1999 ABEi No. 1015001 Storm Frequency: 5-YR Time Existing Proposed (11+12)/2 (S1/t + 01/2) 01 (S2/t + 02/2) Inflow Inflow (min.) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.00 0.12 0.18 0.09 0.00 0.00 0.09 4.00 0.36 0.55 0.36 0.09 0.03 0.42 6.00 0.76 1.17 0.86 0.42 0.13 1.15 8.00 1.07 1.65 1.41 1.15 0.32 2.24 10.00 1.15 1.77 1.71 2.24 0.60 3.35 12.00 1.07 1.65 1.71 3.35 0.86 4.20 14.00 0.90 1.38 1.51 4.20 1.04 4.67 16.00 0.64 0.99 1.19 4.67 1.13 4.73 18.00 0.45 0.69 0.84 4.73 1.14 4.43 20.00 0.32 0.50 0.59 4.43 1.08 3.94 22.00 0.24 0.37 0.43 3.94 0.98 3.39 24.00 0.17 0.26 0.31 3.39 0.87 2.83 26.00 0.12 0.19 0.22 2.83 0.74 2.31 28.00 0.09 0.14 0.16 2.31 0.62 1.86 30.00 0.06 0.10 0.12 1.86 0.50 1.48 32.00 0.05 0.07 0.08 1.48 0.40 1.16 34.00 0.03 0.05 0.06 1.16 0.32 0.90 36.00 0.02 0.04 0.04 0.90 0.25 0.69 38.00 0.02 0.03 0.03 0.69 0.20 0.52 40.00 0.01 0.02 0.02 0.52 0.16 0.39 42.00 0.01 0.02 0.02 0.39 0.12 0.28 44.00 0.01 0.01 0.01 0.28 0.09 0.20 46.00 0.00 0.01 0.01 0.20 0.07 0.14 48.00 0.00 0.00 0.01 0.14 0.05 0.09 50.00 0.00 0.00 0.00 0.09 0.03 0.06 Max. Flow: 1.15 1.77 Outflow Water (02) Elevation (cfs) (ft) 0.00 285.00 0.03 285.05 0.13 285.15 0.32 285.29 0.60 285.46 0.86 285.61 1.04 285.71 1.13 285.77 1.14 285.77 1.08 285.74 0.98 285.68 0.87 285.62 0.74 285.55 0.62 285.48 0.50 285.41 0.40 285.35 0.32 285.29 0.25 285.25 0.20 285.21 0.16 285.18 0.12 285.15 0.09 285.12 0.07 285.11 0.05 285.08 0.03 285.05 0.02 285.03 1.14 285.77 3 .50 3 .00 2.50 .- ~ 2 .00 ............ ~ 0 1.50 LL 1.00 0 .50 0 .00 0 SPEEDY STOP CONVENIENCE STORE #63 5-Year Storm Hydrograph Exist ing Condit ions ! / --.... '\ I \ I ,, ____. ~ -~ \ / )v ~ \ ../ /I / ~ !' j / I ~ ~ ~ ~ 10 ---Proposed Conditions --!'... "' \. ~ ' "'---"' '--. r--- 20 ' --.._, ........_ ------ !'a_"- !'--. !'---.....__ r-- 30 T ime (min.) --11-Proposed Conditions w/Detention ,..... -i--.. -- 40 50 60 SPEEDY STOP CONVENIENCE STORE #63 HYDROGRAPH/POND ROUTING CALCULATIONS June 1999 ABEi No. 1015001 Storm Frequency: 10-YR Time Existing Proposed (11+12)/2 (S1/t + 01/2) 01 ($2/t + 0212) Inflow Inflow (min.) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.00 0.13 0.20 0.10 0.00 0.00 0.10 4.00 0.40 0.61 0.41 0.10 0.04 0.47 6.00 0.85 1.31 0.96 0.47 0.14 1.29 8.00 1.20 1.84 1.57 1.29 0.35 2.51 10.00 1.29 1.98 1.91 2.51 0.67 3.75 12.00 1.20 1.84 1.91 3.75 0.94 4.72 14.00 1.01 1.54 1.69 4.72 1.14 5.27 16.00 0.72 1.11 1.33 5.27 1.24 5.35 18.00 0.50 0.77 0.94 5.35 1.26 5.04 20.00 0.36 0.55 0.66 5.04 1.20 4.50 22.00 0.27 0.41 0.48 4.50 1.10 3.88 24.00 0.19 0.29 0.35 3.88 0.97 3.26 26.00 0.14 0.21 0.25 3.26 0.84 2.67 28.00 0.10 0.15 0.18 2.67 0.70 2.15 30.00 0.07 0.11 0.13 2.15 0.57 1.71 32.00 0.05 0.08 0.09 1.71 0.46 1.34 34.00 0.04 0.06 0.07 1.34 0.36 1.04 36.00 0.03 0.04 0.05 1.04 0.29 0.80 38.00 0.02 0.03 0.04 0.80 0.23 0.61 40.00 0.01 0.02 0.03 0.61 0.18 0.46 42.00 0.01 0.02 0.02 0.46 0.14 0.34 44.00 0.01 0.01 0.01 0.34 0.11 0.24 46.00 0.01 0.01 0.01 0.24 0.08 0.17 48.00 0.00 0.00 0.01 0.17 0.06 0.11 50.00 0.00 0.00 0.00 0.11 0.04 0.07 Max. Flow: 1.29 1.98 Outflow Water (02) Elevation (cfs) (ft) 0.00 285.00 0.04 285.05 0.14 285.16 0.35 285.31 0.67 285.50 0.94 285.66 1.14 285.77 1.24 285.83 1.26 285.84 1.20 285.81 1.10 285.75 0.97 285.68 0.84 285.60 0.70 285.53 0.57 285.45 0.46 285.38 0.36 285.32 0.29 285.27 0.23 285.23 0.18 285.20 0.14 285.16 0.11 285.13 0.08 285.11 0.06 285.09 0.04 285.06 0.03 285.04 1.26 285.84 3.50 3 .00 2 .50 --. en 't3 2.00 -~ 0 1.50 LL 1.00 0 .50 0.00 0 SPEEDY STOP CONVENIENCE STORE #63 10-Year Storm Hydrograph --Exi sting Conditions Tl/ "'K I/ \ ~ I \ - I I/ / ~ "-\ I I IJ "' '\ I\ 11 I/ I/ --.. I IJ 1,/ p ~ v 10 --.. I\ ""' ---Proposed Conditions )'-., !'-... ~ r-, ~ I'-, ...._ r----.. I"----t-.. re- 20 ... ['-. "r----.. ~ .... ......=-r--. 30 Ti me (min.) --Proposed Conditions w/Detention r--~ ' -' 40 50 6 0 SPEEDY STOP CONVENIENCE STORE #63 HYDROGRAPH/POND ROUTING CALCULATIONS June 1999 ABEi No. 1015001 Storm Frequency: 25-YR Time Existing Proposed (11 +12)/2 (S1/t + 01/2) 01 (S2/t + 02/2) Inflow Inflow (min.) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.00 0.15 0.23 0.11 0.00 0.00 0.11 4.00 0.46 0.71 0.47 0.11 0.04 0.54 6.00 0.98 1.52 1.11 0.54 0.16 1.49 8.00 1.38 2.14 1.83 1.49 0.40 2.91 10.00 1.48 2.30 2.22 2.91 0.76 4.37 12.00 1.38 2.14 2.22 4.37 1.07 5.51 14.00 1.15 1.79 1.96 5.51 1.29 6.19 16.00 0.83 1.29 1.54 6.19 1.41 6.32 18.00 0.58 0.90 1.09 6.32 1.43 5.98 20.00 0.41 0.64 0.77 5.98 1.37 5.38 22.00 0.31 0.48 0.56 5.38 1.26 4.67 24.00 0.22 0.34 0.41 4.67 1.13 3.95 26.00 0.16 0.25 0.29 3.95 0.99 3.25 28.00 0.11 0.18 0.21 3.25 0.84 2.63 30.00 0.08 0.13 0.15 2.63 0.69 2.08 32.00 0.06 0.09 0.11 2.08 0.56 1.63 34.00 0.04 0.07 0.08 1.63 0.44 1.27 36.00 0.03 0.05 0.06 1.27 0.35 0.98 38.00 0.02 0.03 0.04 0.98 0.27 0.75 40.00 0.02 0.03 0.03 0.75 0.22 0.56 42.00 0.01 0.02 0.02 0.56 0.17 0.42 44.00 0.01 0.01 0.02 0.42 0.13 0.31 46.00 0.01 0.01 0.01 0.31 0.10 0.22 48.00 0.00 0.00 0.01 0.22 0.08 0.15 50.00 0.00 0.00 0.00 0.15 0.05 0.09 Max. Flow: 1.48 2.30 Outflow Water (02) Elevation (cfs) (ft) 0.00 285.00 0.04 285.06 0.16 285.18 0.40 285.35 0.76 285.56 1.07 285.73 1.29 285.86 1.41 285.93 1.43 285.94 1.37 285.90 1.26 285.84 1.13 285.77 0.99 285.68 0.84 285.60 0.69 285.52 0.56 285.44 0.44 285.37 0.35 285.31 0.27 285.26 0.22 285.22 0.17 285.19 0.13 285.15 0.10 285.13 0.08 285.11 0.05 285.08 0.04 285.05 1.43 285.94 3.50 3 .00 2 .50 -n 2.00 -;: 0 1.50 LL 1.00 0 .50 0 .00 SPEEDY STOP CONVENIENCE STORE #63 25-Year Storm Hydrograph --Exi st ing Conditi ons Proposed Condit ions --Proposed Conditions w/Dete ntion JV "~ I \ I\ J \ I v r-.::.._ I \~ / ~ ...-\ -I"'--. I/ !v I\ \ ---...._ J I\ ~ I I! II I\ \ -...._ f',._ "' I/; I/ \. \~ • ~ ... /, I.! ll " r"-1"-~ la._ ~ r-,__ IP ~ 1,.1 -r--. h::! r--.... •t--a.. 0 10 20 30 Time (min.) -- 40 5 0 60 SPEEDY STOP CONVENIENCE STORE #63 HYDROGRAPH/POND ROUTING CALCULATIONS June 1999 ABEi No. 1015001 Storm Frequency: 50-YR Time Existing Proposed (11+12)/2 (S1/t + 01/2) 01 (S2/t + 02/2) Inflow Inflow (min.) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.00 0.17 0.26 0.13 0.00 0.00 0.13 4.00 0.52 0.79 0.52 0.13 0.05 0.60 6.00 1.10 1.69 1.24 0.60 0.18 1.67 8.00 1.55 2.38 2.04 1.67 0.45 3.25 10.00 1.67 2.56 2.47 3.25 0.84 4.88 12.00 1.55 2.38 2.47 4.88 1.17 6.18 14.00 1.30 2.00 2.19 6.18 1.41 6.96 16.00 0.94 1.43 1.72 6.96 1.54 7.14 18.00 0.65 1.00 1.22 7.14 1.56 6.79 20.00 0.47 0.72 0.86 6.79 1.51 6.14 22.00 0.35 0.53 0.62 6.14 1.40 5.37 24.00 0.25 0.38 0.45 5.37 1.26 4.56 26.00 0.18 0.27 0.33 4.56 1.11 3.78 28.00 0.13 0.20 0.24 3.78 0.95 3.06 30.00 0.09 0.14 0.17 3.06 0.80 2.43 32.00 0.07 0.10 0.12 2.43 0.65 1.91 34.00 0.05 0.07 0.09 1.91 0.51 1.48 36.00 0.04 0.05 0.06 1.48 0.40 1.15 38.00 0.03 0.04 0.05 1.15 0.32 0.88 40.00 0.02 0.03 0.03 0.88 0.25 0.66 42.00 0.02 0.02 0.03 0.66 0.19 0.49 44.00 0.01 0.02 0.02 0.49 0.15 0.36 46.00 0.01 0.01 0.01 0.36 0.12 0.26 48.00 0.00 0.01 0.01 0.26 0.09 0.18 50.00 0.00 0.00 0.00 0.18 0.07 0.12 Max. Flow: 1.67 .2.56 Outflow Water (02) Elevation (cfs) (ft) 0.00 285.00 0.05 285.07 0.18 285.20 0.45 285.38 0.84 285.60 1.17 285.79 1.41 285.93 1.54 286.00 1.56 286.02 1.51 285.99 1.40 285.92 1.26 285.84 1.11 285.75 0.95 285.66 0.80 285.58 0.65 285.49 0.51 285.41 0.40 285.35 0.32 285.29 0.25 285.24 0.19 285.21 0.15 285.17 0.12 285.14 0.09 285.12 0.07 285.10 0.04 285.06 1.56 286.02 3 .50 3 .00 2 .50 -~ 2 .00 _.. 3: 0 1.50 LL 1.00 0 .50 0 .00 SPEEDY STOP CONVENIENCE STORE #63 50-Yea r Storm Hydrograph --Exi sting Conditi ons --Proposed Condit ions --Proposed Conditions w /Detention l / " \ I \ \ I \ r ,/ ~ill. :~ I I ~ \ ""' ~-/ ,._ I I /{ \ \ " \ " j l / \ .__ !' I\. "' ~ /j v \, ""-.. ~ .. ""' ""'~ 111 v /. ~ ' "r---... 1---..... ~ ......... '- /:_ ~ i,.' -----:.:: t---,__ .....,._ ---- 0 10 20 30 Time (min.) 40 50 60 SPEEDY STOP CONVENIENCE STORE #63 HYDROGRAPH/POND ROUTING CALCULATIONS June 1999 ABEi No. 1015001 Storm Frequency: 100-YR Time Existing Proposed (11+12)/2 (S1/t + 01/2) 01 (S2/t + 02/2) Outflow Water Inflow Inflow (02) Elevation min.} (cfs} (cfs} (cfs} (cfs} (cfs} (cfs} (cfs} (ft} 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 285.00 2.00 0.17 0.27 0.13 0.00 0.00 0.13 0.05 285.07 4.00 0.54 0.83 0.55 0.13 0.05 0.63 0.19 285.20 6.00 1.15 1.76 1.29 0.63 0.19 1.74 0.47 285.39 8.00 1.62 2.48 2.12 1.74 0.47 3.39 0.87 285.62 10.00 1.74 2.67 2.58 3.39 0.87 5.10 1.21 285.81 12.00 1.62 2.48 2.58 5.10 1.21 6.46 1.45 285.95 14.00 1.36 2.08 2.28 6.46 1.45 7.29 1.59 286.03 16.00 0.97 1.50 1.79 7.29 1.59 7.50 1.62 286.05 18.00 0.68 1.04 1.27 7.50 1.62 7.15 1.56 286.02 20.00 0.49 0.75 0.89 7.15 1.56 6.48 1.46 285.95 22.00 0.36 0.55 0.65 6.48 1.46 5.67 1.32 285.87 24.00 0.26 0.39 0.47 5.67 1.32 4.83 1.16 285.78 26.00 0.19 0.29 0.34 4.83 1.16 4.00 1.00 285.69 28.00 0.13 0.21 0.25 4.00 1.00 3.25 0.84 285.60 30.00 0.10 0.15 0.18 3.25 0.84 2.59 0.69 285.51 32.00 0.07 0.11 0.13 2.59 0.69 2.03 0.54 285.43 34.00 0.05 0.08 0.09 2.03 0.54 1.58 0.43 285.36 36.00 0.04 0.06 0.07 1.58 0.43 1.22 0.33 285.30 38.00 0.03 0.04 0.05 1.22 0.33 0.93 0.26 285.25 40.00 0.02 0.03 0.03 0.93 0.26 0.71 0.20 285.21 42.00 0.02 0.02 0.03 0.71 0.20 0.53 0.16 285.18 44.00 0.01 0.02 0.02 0.53 0.16 0.39 0.12 285.15 46.00 0.01 0.01 0.01 0.39 0.12 0.28 0.09 285.12 48.00 0.00 0.01 0.01 0.28 0.09 0.19 0.07 285.10 50.00 0.00 0.00 0.00 0.19 0.07 0.13 0.05 285.07 Max. Flow: 1.74 2.67 1.62 286.05 3 .50 3 .00 2 .50 _.... en 't3 2 .00 --~ 0 1.50 LL 1.00 0 .50 0 .00 SPEEDY STOP CONVENIENCE STORE #63 100-Year Storm Hydrograph ---Exi sting Conditions / ~ I \ I ~ J \ I '/ I'-...... I",, ,_ r \_ I IOI' \ \ / I f /' \ \ / ' "\ 1'/ v I l/; v /' / p_ ~ ~ 0 10 ---Proposed Conditions --, -.~ ..... \ '\ '\ ... ""' .... ""' !'---.. ~ 20 '!'-.. ' I'-, l ~ • ....___ -........ ,.._:----. 30 Tim e (min.) ---Proposed Conditions w/Detention r---.._ ~ ._ ------, 40 50 60 SPEEDY STOP CONVENIENCE STORE #63 STAGE STORAGE CURVE 286.6 286.4 z-.286.2 '+-........... 5 286.0 ~ co ~ 285.8 w L.. 2 285.6 co s 285.4 285.2 285.0 / I 0 / ,_,....,.,- ./ / / / / / r 100 ~---- ----~ ----~ ~ ~ ----v v-- /v v _,.v v // / 200 300 400 500 600 Storage (cf) ---~ ~ 700 SPEEDY STOP CONVENIENCE STORE #63 STAGE DISCHARGE CURVE 286 .6 286.4 _286.2 ~ -§ 286.0 :.;:::; C1l ~ 285.8 w "- $ 285.6 C1l s 285.4 285 .2 ./ / I 285.0 0 .0 ./ v i/ / / / / _,..v / / 0.5 / j / / / ,./' / / / / ,- / / / / / / / I 1.0 1.5 2 .0 Discharge ( cfs) 2.5 ' - , CONSTR!JCTION -MAINTENANCE ,ne ro l Contractors & Inst allation . Repair and Remo va l of UST Systems . FRANK HURTA, JR. ~ ttn:ffl) }tr.AN APPLICATION '01 US H 59N (6Jfol ) . . wy orth . Su ite 400 Office: 5 l 2-5 73-0l33 . EvUf 11 . Box 1876 . ~'1 ··l-!--~""'!!!"""'111111!"'.'~~~~~~~----------c torio . Texas 77902 FAX : 51 2-573 -1454 . SUBl\fi'ITAL llQUJREMl!NTS Page r: 5 12-788 -81 32 • ___ ,:·, -,_·~ _lL. Sr.c plan application completed in full . . ~$100.00 Application Foo. ~$100.00 Development Ponnit Applico.tion Feo. _ $300.00 Public Tnfrutructurc Jmpectioo Fee if applioablc. (This h is payable if QOnstr1Jefjon of' a pub11o waterline, scwcrline, aidc:walk, street or drainage facilities is involved .) . J Ten (IO) folded copies of site plan. J A copy of the attachro Hite plan checklist with all items chcclccd off or a brief' explanation a.c to why they me DOC checked off: APPLICATION DATA NAMBOFPROJECT ,S µ~ed,/ S}o1) -#=-J3 I ( I ADDRESS ~ / '7 J. I 5 . 7:R '{gs A t1 en k< e._ l.F.OAL DESCRIPTION (). &11'{ I A'-r ~ Ir.~0+ /Par:\ )RD ~£ ~I od( "J)', Cu...! ~q>~u-]?IA2~ (o\\e..c\c_.5-\o.....\iev>... l>'f"a.i..0 5(0-u.,"'~ ,l~Y:a...5 /"Rc.c.orclcJ ,',...lJ /. :l/B "P o. e3~ APPLICANT (Primary Contact for the Projcci): Q ;is o k""""" q.c J..ot3, <1 J...o-\-'i ,. n l)("cc\ o~ ~<i tc"'k ' ) F fl I 'B 1oc It'.-':B ) Namo r: q, n )< U. r--·1 a.__. Strtet Address 'P l? fi D X: I £ / /.o City 'it' c.J o t 1' «.: Stat~ TX Zip Code ''(7 °ID A B-MailAddnm f hu.ci°'-.@ c (thqmg&. C·" ' PbonoNumber 3~)-5 73 -)k& ')_ FoxNumbcr 3/p/-57.3-"'l-89l e:;J: _ * l\I PROPBRTY OWNER'S JNFORMATION: \. Name C, t_.Thornq,,s Cc<), rJ }on l~'Be{~) Stre:!t Addtcss J: Q Box 18 ?k City _ _.V_.,_..' c ..... J'""'o'-1,r-..;.;· __ a.__=------ State J )( Zip Code / / 9 0 )___ E-Mail Address c/a.bA£ @c/ t homgs • ·~ PhoncNwnbcr 32p/-S73 -JlR{g')> FaxNumber $/-073-:'fi<1 b e~.+ }~\ ARCHITECT OR ENGINEER'S INFORMATION: Name ---'tY-...i..e...iowl..¥-Lm~a-..;..r--1.{l~.-=+=..:n....:.;~:=..-~-· ___ _._(_...E___,_r-,,,,.Q~D--~~H ....... u...,Y-...... "'1.....,a.... .... J..._ ___ 1_, Sueet AddrllSS d O B> D '{ I 8 ) le City Y 1' cJ o r i' g,,. Stato TX ZipCodo :z-1t:?0 -2._, &MailAddrcu {H"r1&@ c,/jb0 mg5 sCo® Phooo Number @/-5 2 }-::Z lo <o J. Fax Number , ?lo I -5 )3-iB CJ le .... -·--~- e)C.t, +-Ill ' " " ~;·~~-~I v OTHER CONT ACTS (PIEla~ s;pccify type of contact. i.e. project mmacr, potential buyer, Joell CCJ«dlCCt a.) NMW J' Q€._'f' =t?u n lg p Street.Addrm yo i2D { I£)~ City V1'c.-i ad4 I t " State T:;e Zip Code "t I <1O4 s.Mai!Addms Jdy ,h lep@ >lfhorne-z ·~ Ci>""-'. PhcuoNwnber 3/?I -GI ~ )lo0 "J_ PuNumbcr 3bL -5)3-tjpqi, . ' e)(i. +113 ·1 ~rr . ; . hlli ~'. ' ·~ :. . . ·:r . r.~~ . :r l . ._ .. ,•I; ~-f · · ~i .. : ; ... •»~:I.· I~ -~ .. :, ... ,,·.II;. ·ft..~' I CURRENTZONINO.~~(_--.:-\~~~~ . ''·4 ····.'·~~.,~·; ~ ~·~.~:'\l:.\·Pr PRESENT USE OF PROPER1Y Eu e. I , · )'\ % . F Q C, l l t ' i-" J . 1 PR.DPOSBD USE OF PROPERTY V A.RIA.."'lCE{S) REQUESTED AND RBASON(S) #OF PARKING SPACES REQUlRED z_ ) a MULTI-FAMlLVRESIDENTIAL Tom! Acreage-·--- Floodplain Acreage. __ Housing Units __ _ _#of l Bodroom Uniu _ # of2 Bedroom Units if of 3 Bc:droom Units _ 11 of 4 Bedroom Unia .FORlBEDROOM UNlTS ONLY __ H Bedroom• ~ 132 sq. ft. _#Bedrooms < 132 sq. ft. #OF PARKING SPACBS PROVID!D kl - Tota.l.A.cnlp nwtdina Squaro P• -~goo FJoodplaiD ~F.--- . ~ TIM appliamt hos prepared this app/icatkm l1lld clrlij/11 tllat tM /aut.t Ila/#,_,,;~ ~-ti 'Mreto art1 tn11 and correcJ. ·' l ' ·' .• -----------...,...,.·~~--~ ,_ gq 005CXJ2.g4 pu-(Y\I+ ii}' C.L. Tho111as, Ltd. Managing General Partner of: Speedy Stop Food Stores, Ltd . Thomas Petroleum , Ltd. Newmark, Inc. Amber Kelly Development Services City of College Station P.O. Box 9960 College -Station, Texas 77842 RE: Speedy Stop #63 1721 South Texas Avenue Dear Ms . Kelly , I May 14, 1999 9701 U.S. Hwy 59 North (P. 0 . Box 1876 77902-1876) Victoria, Texas 77905 361-573-7662 Fax 361-573-4896 Enclosed please find a ccn'nple.ted site plan application, site plan drawings along with two checks. eek #222408, in e amount of $100.00 is for the application fee. Check #222409, · the amount of $100.00 is for Development Permit Application Fee . Please submit these documents and checks through the proper channels. If you have any questions please feel free to contact me at any time. My phone number is 361 -573-7662 , extension #111 or #187. Sincerely, Frank Hurta Construction Manager