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HomeMy WebLinkAbout32 Development Permit 378 1st National BankDR.L\INAGE COMPlJTA.TIONS fo r 1st NATIONAL BANK 1.43 _.i\.cre Tract LOT 1, BLOCK 1 -L.O. BALL °':IEMORIAL Sl.JBDIVISION College Station, Brazos County, Texas Prepare d fo r : Mr. Tim Bryan FIRST NA 110N AL BAl'Il< 2 807 South Texas Avenue B ryan, Brazo3 County, Texas Telephone: ( 409 ) 779 -1111 Prepared bv: MU NICIPAL DEVELOPMEXf GRO L"P 203 HO LLE YAH DPJ"i E EA ST C OLLEGE STATION, TEXAS 77840 (4 09) 693-5359 (4 09) 693 -4243 fa .. x E11ginu ring Plannin t: Survey in g * Revised: July, 1996 * r --·tli.ai~ e..Lv tSA ovv : SEGMENT 3 -,. o~ % swr--v Proposed 18" rjJ R. C.P. Storm Sewer Line @ + 1. Q Provided = (1.486 In )(A)(R)213 (S)112 = Manning's Equation for Full Flow >-QProvided = (105.10)(0.01)112 = 10.51 ft3/sec Q Expected for 100-Year Conditions = 1. 73 ft 3 I sec • INLET 4 Q Expected for 100-Year Conditions = 0.46 ft 3/sec • Rs Q Expected for 100-Year Conditions = 0 .57 ft 3/sec • R6 Q Expected for 100-Year Conditions = 0.07 ft3/sec • INLET 8 Q Expected for 100-Year Conditions = 3 . 7 5 ft3 I sec • INLET 7 Q Expected for 100-Year Conditions = 3 .32 ft3/sec • INLET 6 Q Expected for 100-Year Conditions = 0.46 ft3/sec • R2 Q Expected for 100-Year Conditions = 0.46 ft 3/sec • R3 >-Q Total Expected = 7.99 ft3/sec Therefore , the selected pipe is acceptable. m NOTE: See Layout M aps & Storm Sewer ConstructionPlan Sheets for Clarification of Storm Sewer Line Labels and Varying Pipe Diameters 1l2--'t i ct<-< ~(~ Q~k_ot= \O.'b2-~ Q pvcv~clt.o-l. := Io .qz...c..C.s V\J-C v.::> I ~ \ 'S .l-L.y; ~ ~ .pl (J..e... ~lop.-L ~\ l'fJk+lj +a M..l.L+--~\~ ~~~. lST NATIONAL BANK -Lot 1, B lock J, L. 0. Ball M emorial Sub d ivisi on , College Station , T.Y DRAINAGE COMPUTATIONS for 1st NATIONAL BANK 1.43 Acre Tract . . LOT 1, BLOCK 1 -L.O. BALL MEMORIAL SUBDIVISION College Station, Brazos County, Texas Prepared for: Mr. Tim Bryan FIRST NATIONAL BANK 2807 South Texas Avenue Bryan, Brazos County, Texas Telephone: (409) 779 -1111 Prepared by: MUNICIPAL DEVELOPMENT GROUP 203 HOLLEMAN DRIVE EAST COLLEGE STATION, TEXAS 7784-0 (409) 693-5359 (409) 693-4243 fax Engineering Planning Surveying *Revised: July, 1996 * DRAINAGE COMPUTATIONS for FIRST NATIONAL BANK Lot 1, Block 1 ofL.O. Ball Memorial Subdivision College Station, Brazos County, Texas *Revised: July, 1996 * SUMMARY The subject property is situated off the southbound Frontage Road of Highway 6 in southern College Station at the comer of Rock Prairie Road. The proposed First National Bank development is to be established within the bounds of the 1.43 acre tract. The project site -Lot 1 Block 1 of L.O . Ball Memorial Subdivision -is currently undeveloped with existing, native vegetation . (See the following Vicinity Map.) The terrain slopes toward Highway 6 with surface drainage along the Frontage Road. The primary bar ditch is located between Highway 6 and the Frontage Road and is considered in this drainage analysis. The predevelopment drainage condition is as follows: runoff sheet flows from the entire 1.43 acre tract and drains across the property to the front of the site , facing ·the southbound Frontage Road. The land slopes toward the road at a smooth 1 to 2% grade . Under existing topography, runoff flows across the property and southward to collect in the bar ditch between Highway 6 and the Frontage Road. The proposed method of handling the additional stormwater runoff generated by the new development is a storm sewer system to discharge flow to the bar ditch between the Frontage Road and Highway 6 proper. Currently this bar ditch has unused capacity which can easily support the increased runoff. The Site Plan calls for the site to be regraded with runoff flow being collected from the parking lots and emptying to the proposed storm sewer network as shown . The storm sewer system will incorporate the existing 18' RC.P. (See Site & Grading Plans .) and a second proposed 18 " diameter RC.P. to be "saw-cut" across the Frontage Road. Relevant calculations and data are provided in the appropriate section of this report according to this revised drainage scenario . This report is divided into several parts . The first section of this report covers drainage information relating to the runoff flows and corresponding increases with development of the site specifically and the corresponding flow to be discharged to the bar ditch . No detention is considered. The second part concerns the capacity of the bar ditch and, more particularly, the capacity of the related culvert . The third section of this report provides details, layout and capacity calculations for the proposed storm sewer system . Finally, a more detailed explanation of spreadsheet calculations from part 1 is included as well . P R 0 J E C T S I T E Peak Flow Conditions and Expected Increases with Development This section covers information relating to the runoff flows to be released to the bar ditch between the southbound Frontage Road and Highway 6 as relevant to this project. It includes pre-development and post-development peak flow rates for the 2-, 5-, 10-, 25-, 50-, and 100-year storm conditions . These rates are computed for the influencing basin made up of the 1.43 acre project site and another 0.5 acres of existing off site contributing area, yielding a total of 1.93 acres . (See following Map to delineate appropriate basin.) Also hydrographs of the pre-development and post-development conditions are provided for each storm event. The increase in peak storm water runoff for the basin under the 100-year storm is computed at 8.78 ft3/sec. The subsequent peak post-development discharge velocities are projected to be compatible with the outlet devices proposed lST NATIONAL BANK -Lot 1, Block l ; L.O. Ball Memorial S ubdivision, College Station , TX B A R D I T C H C A P A C I T Y between southbound State Highway 6 & Frontage Road The analysis of the bar ditch focuses on the existing 5' x 3' culvert and its capacity to handle the expected 100-year peak flow conditions -including the additional flow discharged from the FIRST NATIONAL BANK development. The downstream controlling culvert in the Highway 6 R.O.W. is the 5' x 3' concrete box . Beyond the 5' x 3' box culvert, the runoff flows uninhibited until joining the primary drainage channel at Lick Creek 0.4 miles downstream. There is a 6' x 4' concrete box at this junction to Lick Creek as it passes under Highway 6, but this is the only restrictive structure the flow encounters on route and it's capacity exceeds that of the 5' x 3' box culvert. Therefore, the 5' x 3' box culvert is used as the controlling check for downstream capacity. The calculations show the flows from all contributing basins as delineated on the included map. It shows the flow increase of the proposed new development collected by the ditch . The maximum capacity of the existing culvert was determined in the calculations section to be at least 133 cubic feet per second (See calculation sheet provided) The peak runoff flow from the FIRST NATIONAL BANK site to be released to the bar ditch is 17 .76 cubic feet per second under 100-year storm conditions. Similarly, the total peak flow including off-site runoff flow and the proposed new development is 115.51 cubic feet per second Therefore, with the addition of runoff from the FIRST NATIONAL BANK site, a total increase of 8. 78 cubic feet per second, should not exceed existing capacity of the drainage network. Again, these numbers are for 100-year storm conditions and are shown in greater detail in the following calculations sheets . STORM SEWER CALCULATIONS The grading plan shows the new drainage flow patterns after development. Stormwater enters the underground stormsewer lines through grates in the parking lot. The pavement is divided into eight mini- collection basins with grates sized according to volume of runoff anticipated The grates and their respective collection areas are shown in the layout included in this section. Roof drains and off-site contributions are considered and added to the corresponding sewer capacity calculations . Spreadsheet Calculations: These spreadsheet calculations are summarized according to the following methodology. Beginning on the first page and based on the following: appropriate tributary drainage area of the project (1.93 acres), the pre-development run-off coefficient estimated at 0.40, and a minimum time of concentration of 10 minutes -the relative pre-development peak discharge rate ("Q") was determined The Rational Method was utilized to compute the estimated peak pre-development discharge rates . The equation that represents the Rational Method is Q = CIA. The variables are defined as follows : "Q" is the peak discharge rate in cubic feet per second, "C" is the run-off coefficient (assumed to be 0 .40 in the predevelopment condition),"!" is the storm intensity in inches per hour, and "A" is the area of the drainage basin in acres . Computations following are based on the tributary area of 1.93 acres , the post-development run-off coefficient of 0 .79 , a minimum time of concentration of 10 minutes, to yield the relative pre-development peak discharge rate ("Q"). The Rational Method was again utilized to compute the estimated peak post- development discharge rates . The "C " variable , the run-off coefficient in the post-development condition, is computed according to the relative amounts ofpervious and impervious surface area and equals 0.79 . lST NATIONAL BANK -Lot J, Block 1; L.O. Ball M emorial S ubdivision , Colleg e Station , TX Comparison of the peak pre-development discharge rate to the post-development discharge rate is included in the report . This value is determined as the volume difference generated between the pre-development and post-development hydrographs -see subsequent pages for these hydrographs . Please note that the post-development hydrograph shown on these pages assumes no detention. All runoff is assumed to free- flow. Information concerning the post-development run-off that is not routed to the storm sewer is minimal and considered as unmetered, overland free-flow. Tabulations of the pre-development and the post-development hydrographs based on the previous computations are provided ahead of the hydrograph. The post-development hydrograph assumes no detention to facilitate direct comparison in the pre-and post-development conditions . Also included is the tabulation of the post-development hydrograph for "free-flow" from the project site. The hydrograph is triangular in shape and is based on the standard SCS unit hydrograph with time to peak set equal to the time of concentration and the total time base set at 3 .00 times the time of concentration. Please note that a 30 minute total storm event duration was utilized exclusively throughout this report due to the nature and relative size of the project. lST NATIONAL BANK -Lot 1, Block l ; L.O. Ball Memorial Subdivision , College Station , TX PROJECT LOCATION North < ·-\--- VICINITY MAP lST NATIONAL BANK -Lot 1, Block 1, L.O. Ball Memorial Subdivision , College Station , TX DRAINAGE COMPUTATIONS for FIRST NATIONAL BANK Lot 1, Block 1 ofL.O. Ball Memorial Subdivision College Station, Brazos County, Texas * Revised: June, 1996 * SUMMARY The subject property is situated off the southbound Frontage Road of Highway 6 in southern College Station at the corner of Rock Prairie Road. The proposed First National Bank development is to be established within the bounds of the 1.43 acre tract. The project site -Lot 1 Block 1 of L.O. Ball Memorial Subdivision -is currently undeveloped with existing, native vegetation. (See the following Vicinity Map.) The terrain slopes toward Highway 6 with surface drainage along the Frontage Road. The primary bar ditch is located between Highway 6 and the Frontage Road and is considered in this drainage analysis . The predevelopment drainage condition is as follows : runoff sheet flows from the entire 1.43 acre tract and drains across the property to the front of the site , facing the southbound Frontage Road. The land slopes toward the road at a smooth 1 to 2% grade . Under existing topography, runoff flows across the property and southward to collect in the bar ditch between Highway 6 and the Frontage Road and further downstream to a shallow bar ditch which forms off the Frontage Road and the bordering properties . The proposed method of handling the additional stormwater runoff generated by the new development is a storm sewer system to discharge flow to the bar ditch between the Frontage Road and Highway 6 proper. Currently this bar ditch has unused capacity which can easily support the increased runoff. The Site Plan calls for the site to be regraded with runoff flow being collected from the parking lots and emptying to the proposed storm sewer network as shown . The storm sewer system will incorporate the existing 18' R.C .P . (See Site & Grading Plans.) and two proposed 15" diameter PVC lines to be bored under the Frontage Road. Relevant calculations and data are provided in the appropriate section of this report according to this revised drainage scenario. This report is divided into several parts. The first section of this report covers drainage information relating to the runoff flows and corresponding increases with development of the site specifically and the corresponding flow to be discharged to the bar ditch . No detention is considered. The second part concerns the capacity of the bar ditch and, more particularly, the capacity of the related culvert. The third section of this report provides details , layout and capacity calculations for the proposed storm sewer system . Finally, a more detailed explanation of spreadsheet calculations from part 1 is included as well. P R 0 J E C T S I T E Peak Flow Conditions and Expected Increases with Development This section covers information relating to the runoff flows to be released to the bar ditch between the southbound Frontage Road and Highway 6 as relevant to this project. It includes pre-development and post-development peak flow rates for the 2-, 5-, 10-, 25-, 50-, and 100-year storm conditions. These rates are computed for the influencing basin made up of the 1.43 acre project site and another 0.5 acres of existing off site contributing area, yielding a total of 1. 93 acres . (See following Map to delineate appropriate basin.) Also hydrographs of the pre-development and post-development conditions are provided for each storm event. The increase in peak stormwater runoff for the basin under the 100-year storm is computed at 8.78 ft3/sec. The subsequent peak post-development discharge velocities are projected to be compatible with the outlet devices proposed. lST NATIONAL BANK -Lot 1, Block J; L.O. Ball Memorial Subdivision , College Station , TX B A R D I T C H C A P A C I T Y between southbound State Highway 6 & Frontage Road The analysis of the bar ditch focuses on the existing 5' x 3' culvert and its capacity to handle the expected 100-year peak flow conditions -including the additional flow discharged from the FIRST NATIONAL BANK development. The downstream controlling culvert in the Highway 6 R.O .W. is the 5' x 3' concrete box. Beyond the 5' x 3' box culvert, the runoff flows uninhibited until j oining the primary drainage channel at Lick Creek 0.4 miles downstream . There is a 6' x 4' concrete box at this junction to Lick Creek as it passes under Highway 6, but this is the only restrictive structure the flow encounters on route and it's capacity exceeds that of the 5' x 3' box culvert. Therefore, the 5' x 3' box culvert is used as the controlling check for downstream capacity. The calculations show the flows from all contributing basins as delineated on the included map . It shows the flow increase of the proposed new development collected by the ditch . The maximum capacity of the existing culvert was determined in the calculations section to be at least 133 cubic feet per second. (See calculation sheet provided.) The peak runoff flow from the FIRST NATIONAL BANK site to be released to the bar ditch is 17 .76 cubic feet per second under 100-year storm conditions . Similarly, the total peak flow including off-site runoff flow and the proposed new development is 97 .54 cubic feet per second . Therefore, with the addition of runoff from the FIRST NATIONAL BANK site, a total increase of 8.78 cubic feet per second, should not exceed existing capacity . Again, these numbers are for 100-year storm conditions and are shown in greater detail in the following calculations sheets . STORM SEWER CALCULATIONS The grading plan shows the new drainage flow patterns after development. Stormwater enters the underground stormsewer lines through grates in the parking lot. The pavement is divided into eight mini- collection basins with grates sized according to volume of runoff anticipated. The grates and their respective collection areas are shown in the layout included in this section . Roof drains and off-site contributions are considered and added to the corresponding sewer capacity calculations . Spreadsheet Calculations: These spreadsheet calculations are summarized according to the following methodology . Beginning on the first page and based on the following : appropriate tributary drainage area of the project (1.93 acres), the pre-development run-off coefficient estimated at 0.40, and a minimum time of concentration of 10 minutes -the relative pre-development peak discharge rate ("Q") was determined . The Rational Method was utilized to compute the estimated peak pre-development discharge rates . The equation that represents the Rational Method is Q = CIA. The variables are defined as follows: "Q" is the peak discharge rate in cubic feet per second, "C" is the run-off coefficient (assumed to be 0.40 in the predevelopment condition),"I" is the storm intensity in inches per hour, and "A" is the area of the drainage basin in acres . Computations following are based on the tributary area of 1.93 acres , the post-development run-off coefficient of 0. 79 , a minimum time of concentration of 10 minutes, to yield the relative pre-development peak discharge rate ("Q"). The Rational Method was again utilized to compute the estimated peak post- development discharge rates . The "C" vari able , the run-off coefficient in the post-development condition, is computed according to the relative amounts ofpervious and impervious surface area and equals 0.79 . lST NATIONAL BANK -Lot 1, Block J; L.O. Ball Memorial Subdivision , College Station , TX Comparison of the peak pre-development discharge rate to the post-development discharge rate is included in the report . This value is determined as the volume difference generated between the pre-development and post-development hydrographs -see subsequent pages for these hydrographs . Please note that the post-development hydrograph shown on these pages assumes no detention . All runoff is assumed to free- flow . Information concerning the post-development run-off that is not routed to the storm sewer is minimal and considered as unmetered, overland free-flow. Tabulations of the pre-development and the post-development hydrographs based on the previous computations are provided ahead of the hydrograph . The post-development hydrograph assumes no detention to facilitate direct comparison in the pre-and post-development conditions. Also included is the tabulation of the post-development hydrograph for "free-flow" from the project site . The hydrograph is triangular in shape and is based on the standard SCS unit hydrograph with time to peak set equal to the time of concentration and the total time base set at 3 .00 times the time of concentration . Please note that a 30 minute total storm event duration was utilized exclusively throughout this report due to the nature and relative size of the project. lST NATIONAL BANK -Lot 1, Block l ; L.O. Ball Memorial Subdivision, College Station , TX PROJECT SITE lST NATIONAL BANK -Lot 1, Block 1, L.O. Ball Memorial Subdivision , College Station , TX -Tributary Area ("A"): 1.93 Acres (1.43 acre site + 0 .50 acres offsite) Pervious Area: 1.93 Acres Impervious Area: 0.00 Acres Run -Off Coefficient ("Cwt"): 0 .40 Time Of Concentration ("T/c"): Woodlands: Low Elevation: High Elevation : Distance (Feet): Slope ( % Grade): Velocity ("Vw"): Time: Pastures: Low Elevation : High Elevation: Distance (Feet): Slope (% Grade): Velocity ("Vp"): T ime : Pavements: Low Elevation : High Elevation: Distance (Feet): Slope ( % Grade): Velocity ("Vpave"): Time : Total Travel T ime: Hourly Intensity Rates ("I"): 2-Year: 6.33 5-Year: 7.69 10-Year: 8 .63 25 -Year: 9.86 50-Year : 11 .1 5 100-Year: 11 .64 Peak Discharge Rate ("Q"): 2 -Year: 4.88 5-Year : 5.94 10-Year : 6 .67 25-Year: 7 .61 50-Year: 8 .61 100-Year: 8.99 P age 1 c = 0.40 c = 0 .98 0.00 0.00 0 .00 0.00 0 .00 Feet I Second 0.00 Minutes 0.00 0 .00 0.00 0 .00 0.00 Feet I Second 0 .00 Minutes 0.00 0 .00 0 .00 0.00 0.00 Feet I Second 0.00 Minutes 10.00 Minutes Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second l lillllllll'-1•111il~lll.llllllllllllll11Jlllllllllllllll11illllllil/l~~I~! Tributary Area ("A"): 1.93 Acres Pervious Area: 0.63 Acres c = 0.40 c = 0 .98 Impervious Area : 1.30 Acres Run -Off Coefficient ("Cwt"): 0 .79 Time Of Concentration ("T/c"): 10 Minutes (Min) Hourly Intensity Rates ("I"): 2 -Year: 6.33 Inches I Hour 5-Year: 7 .69 Inches I Hour 10-Year: 8.63 Inches I Hour 25-Year: 9.86 Inches I Hour 50-Year: 11 . 1 5 Inches I Hour 100-Year: 11 .64 Inches I Hour Peak Discharge Rate ("Q"): 2-Year: 9.65 Cubic Feet I Second 5-Year: 11. 74 Cubic Feet I Second 10-Year : 13.18 Cubic Feet I Second 25-Year : 15 .05 Cubic Feet I Second 50-Year : 17.01 Cubic Feet I Second 100-Year: 17.76 Cubic Feet I Second Predevelopment Post-Development Increase 2 -Year : 5-Year : 10-Y ear : 25 -Year : 50 -Y ear : 100-Y ear : 2 -Year : 5-Year : 10-Year: 25-Year : 50-Year : 100-Year: 4 .88 Ft3/sec 5 .94 Ft3/sec 6.67 Ft3/sec 7 . 61 Ft3/sec 8 .61 Ft3/sec 8 .99 Ft3/sec 4 .77 Ft3 /sec x (30 Min . 5 . 80 Ft3 /sec x (30 Min . 6 . 51 Ft3 /sec x (30 Min . 7 .44 Ft3 /sec x (30 M in . 8 .41 Ft3 /sec x (30 Min . 8. 7 8 Ft3 /sec x (30 Min . x 60 x 60 x 60 x 60 x 60 x 60 9 .65 Ft3/sec 11 . 7 4 Ft3/sec 13. 1 8 Ft3/sec 1 5. 05 Ft3/sec 17.01 Ft3/sec 17 . 76 Ft3/sec Sec . I 2 Sec . I 2 Sec . I 2 Sec . I 2 Sec . I 2 Sec . I 2 Page2 4. 77 Ft3 /sec 5 .80 Ft3 /sec 6.51 Ft3 /sec 7.44 Ft3 /sec 8 .41 Ft3 /sec 8 . 78 Ft3 /sec 4 ,293 Cubic 5,220 Cub ic 5 ,859 Cub ic 6,692 Cubic 7 ,565 Cub ic 7 ,898 Cub ic Feet Feet Feet Feet Feet Feet 1•1r6•1•1•111~1111111111111111111111111111111111111111111111111 Tributary Area ("A"): 0.06 Acres Pervious Area: 0 .04 Acres Impervious Area : 0.02 Acres Run-Off Coefficient ("Cwt"): 0 .59 Time Of Concentration ("T/c"): 10 Minutes (Min) Hourly Intensity Rates ("I"): 2-Year: 6.33 5-Year: 7.69 10-Year: 8 .63 25 -Year: 9.86 50-Year: 11. 1 5 100-Year: 11 .64 Peak Discharge Rate ("Q"): 2-Year: 0.23 5-Year: 0.27 10-Year: 0 .31 25-Year: 0.35 50-Year: 0.40 100-Year: 0 .41 Page 3 c = 0.40 c = 0 .98 Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second 1•,~•••••••11111111111111111111111111111111111111111111111111111111111111111111111111111111111111~11 Tributary Area ("A"): 1.87 Pervious Area: Impervious Area: Run-Off Coefficient ("Cwt"): Time Of Concentration ("T/c"): Hourly Intensity Rates ("I"): Peak Discharge Rate ("Q"): Acres 0.61 1.26 0 .79 Acres Acres 10 Minutes (Min) 2-Year: 6.33 5-Year : 7.69 10-Year: 8.63 25-Year: 9.86 50-Year: 11. 1 5 100-Year: 11 .64 2-Year: 9.36 5-Year: 11.38 10-Year: 12.77 25-Year: 14.58 50-Year : 16.49 100-Year: 17.21 Page 4 c = 0.40 c = 0.98 Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Pre-Development Inflow Hydrograph Ordinates (Cubic Feet per Second) Time 2-Year 25-Year 50-Year 100-Ye ar (Minutes) Storm Storm Storm Storm 0 0.00 0.00 0.00 0.00 1 0.49 0.76 0.86 0 .90 2 0.98 1.52 1.72 1.80 3 1 .47 2.28 2 .58 2.70 4 1.95 3 .05 3.44 3.59 5 2 .44 3.81 4.30 4.49 6 2.93 4.57 5.16 5 .39 7 3.42 4.16 4.67 5.33 6.02 6.29 8 3.91 4.75 5.33 6.09 6 .88 7.19 9 4.40 5.34 6.00 6.85 7.75 8.09 Peak = > rn::::::I11:1\21:1I~mm::mt:::1:~:11m::;:::1::::::::::::::::~HIJ.Jl::::::m;:;;::::[::::~1:\:1z:Im:m::m:::::~:zt,§;U:M::1:11::::::::1£1'=Mm:::mm;:;;::1*~mrn:;: 11 4.64 5 .64 6 .33 7.23 8.18 8 .54 12 4.40 5 .34 6.00 6.85 7 .75 8.09 13 4.15 5.05 5.67 6.47 7.32 7 .-04 14 3.91 4 .75 5.33 6.09 6.88 7.19 15 3.66 4.45 5.00 6 .74 5.71 6.45 16 3 .42 4.16 4.67 6.29 5.33 6 .02 17 3 .17 3 .86 4.33 5.84 4.95 5 .59 18 2.93 3.56 4.00 5.39 4.57 5 .16 19 2.69 3.27 3.67 4.94 4 .19 4.73 20 2 .44 2.97 3.33 4.49 3.81 4.30 21 2.20 2 .67 3.00 4.04 3.43 3.87 22 1.95 2.38 2.67 3.59 3.05 3.44 23 1.71 2.08 2 .33 3.14 2.66 3.01 24 1.47 1.78 2.00 2.70 2.28 2.58 25 1 .22 1.48 1 .67 2.25 1.90 2 .15 26 0.98 1.19 1.33 1.80 1.52 1 .72 27 0.73 0.89 1.00 1.35 1 .14 1.29 28 0.49 0.59 0.67 0.90 0 .76 0.86 29 30 0.24 0.00 0.30 0.00 0.33 0.00 Page5 0.38 0.43 0.00 0.00 0 .45 0 .00 Time (Minutes) 0 1 2 3 4 5 2-Year Storm 0.00 0.97 1.93 2 .90 3 .86 4.83 Post-Development Inflow Hydrograph Ordinates (Cubic Feet per Second) 5-Year 10-Year 25-Year Storm Storm Storm 0.00 0.00 0.00 1 .17 1.32 1 .50 2.35 2 .64 3.01 3.52 3.95 4.51 4.70 5.27 6.02 5.87 6.59 7 .52 6 5.79 7 .04 7.91 9.03 50-Year 100-Year Storm Storm 0.00 0 .00 1.70 1.78 3.40 3 .55 5 .10 5.33 6.80 7.10 8.51 8.88 10.21 10.66 7 6 .76 8.22 9.22 10.53 11.91 12.43 8 7 .72 9.39 10.54 12.04 13.61 14.21 9 8.69 10.57 11 .86 13.54 15.31 15.99 Peak = > [l\Il:::1:1t:1::::::::::::::::m:::1:::::~~;it!imm:::::::::::::::::;:::1 ::1::~il~::::::::::::::::;[::::u::~;,::1:1:::;;::;:mrn::::::1::111m:::::t1::::::::::m:;:::::1::i:~u11::::::::1::::::m:::::iz~z1:iliili: 11 9.17 11.15 12.52 14 .30 16.16 16 .87 12 8.69 10.57 11.86 13 .54 15.31 15.99 13 8.21 9.98 11.20 12.79 14.46 15.10 14 7.72 9.39 10.54 12.04 13.61 14 .21 15 7.24 8 .80 9.88 11.29 12.76 13.32 16 6 .76 8.22 9.22 10.53 11.91 12 .43 17 6.28 7.63 8.56 9.78 11.06 11.54 18 5.79 7.04 7.91 9.03 10.21 10 .66 19 5.31 6.46 7.25 8.28 9 .36 9.77 20 4.83 5 .87 6.59 7 .52 8.51 8.88 21 4 .34 5.28 5.93 6.77 7 .66 7.99 22 3.86 4 .70 5.27 6 .02 6.80 7.10 23 3.38 4 .11 4 .61 5.27 5.95 6 .22 24 2.90 3 .52 3.95 4 .51 5.10 5.33 25 2.41 2.93 3.29 3.76 4.25 4.44 26 1.93 2.35 2.64 3.01 3.40 3.55 27 1.45 1.76 1.98 2.26 2.55 2.66 28 0.97 1 .17 1.32 1.50 1 .70 1.78 29 0.48 0 .59 0.66 0.75 0.85 0.89 30 0 .00 0.00 0.00 0.00 0.00 0.00 Page 6 Time (Minutes) 0 2 3 Post-Development "Free-Flow" Inflow Hydrograph Ordinates (Cub ic Feet pe r Second) 2-Year 5-Year 10-Year 25-Year Storm Storm Storm Storm 0 .00 0 .00 0 .00 0 .00 0.02 0 .03 0.03 0.04 0.05 0 .05 0.06 0 .07 0 .07 0 .08 0.09 0 .11 50-Year Storm 0 .00 0 .04 0 .08 0.12 100-Year Storm 0 .00 0 .04 0 .08 0 .12 0 .09 0 .11 4 0.12 0 .14 0 .16 0 .1 7 5 0 .11 0 . 14 0. 1 5 0 .18 0 .20 0 .21 6 0 .14 0 .16 0 .18 0.21 0.24 0 .25 7 0 .16 0.19 0 .22 0 .25 0.28 0 .29 8 0.18 0 .22 0 .25 0.28 0 .32 0 .33 9 0 .20 0.25 0 .28 0.32 0.36 0 .37 Peak = > ii:i:ra:1;::i::::::rn:::m::::]:p;;:~1:::::~:~m:::::]:;:::::::11*~~::::::::::::::::::::I:lI:~i~:~:::::mm::r:~:::::r:1:~11;:::::::::;::::::::::~;::::::::::2;ni;;::::::::~:::]]:::::::2;m1;:;;:I:::':: 11 0 .21 0.26 0.29 0 .33 0.38 0 .39 12 0.20 0 .25 0.28 0.32 0 .36 0 :37 13 0 .19 0.23 0.26 0.30 0.34 0.35 14 0 .18 0.22 0 .32 0 .33 0.25 0.28 15 0 .17 0 .21 16 0 .16 0.19 17 0.15 0 .18 1 8 0 .14 0.16 " 19 0 .12 0 .15 20 0.11 0 .14 2 1 0.10 0 .12 22 0 .09 0.11 23 0.08 0.10 24 25 26 27 28 29 30 0.07 0.06 0.05 0.03 0 .02 0 .01 0 .00 0.08 0 .07 0.05 0 .04 0 .03 0 .01 0 .00 0.23 0 .22 0 .20 0 .18 0.17 0.15 0.14 0 .12 0.11 0 .09 0.08 0.06 0 .05 0.03 0.02 0.00 Page 7 0.26 0 .30 0 .31 0 .25 0 .28 0 .29 0.23 0.26 0.27 0 .21 0 .24 0 .25 0.19 0.22 0 .23 0.18 0 .20 0 .21 0.16 0 .18 0 .19 0 .14 0.16 0.17 0.12 0 .14 0 .15 0 .11 0.12 0.1 2 0 .09 0.10 0 .10 0.07 0.08 0.08 0 .05 0.06 0 .06 0.04 0 .04 0 .04 0 .02 0 .02 0 .02 0 .00 0.00 0 .00 Post-Development Flow Routed Through Storm Sewer Network Inflow Hydrograph Ordinates (Cubic Feet per Second) Time 2-Year 5-Year 10-Year 25-Year 50-Year 100-Y ear (Minutes) Storm Storm Storm Storm Storm Storm 0 0.00 0 .00 0.00 0 .00 0 .00 0 .00 1 0.94 1 .14 1.28 1 .46 1 .65 1.72 2 1.87 2.28 2.55 2 .92 3.30 3.44 3 2 .81 3 .41 3 .83 4.37 4.95 5.16 4 3 .74 4 .55 5. 11 5.83 6 .59 6.88 5 4 .68 5 .69 6.38 7.29 8 .24 8.61 6 5 .61 6.83 7.66 8.75 9.89 10.33 7 6.55 7.96 8.94 10.21 11.54 12.05 8 7.48 9 .10 10 .21 11.67 13 .19 13.77 9 8.42 10.24 11.49 13.12 14.84 15.49 Peak => 11 8 .89 10.81 12 .13 13 .85 15.66 16.35 12 8.42 10 .24 11.49 13.12 14.84 15.49 13 7 .95 9.67 10.85 12.40 14.01 14.63 14 7.48 9 .10 10.21 11 .67 13.19 13.77 15 7.02 8.53 9.58 10 .94 12 .36 12.91 16 6 .55 7.96 8.94 10 .21 11.54 12 .05 17 6 .08 7 .39 8.30 9.48 10.72 11 .19 18 5.61 6 .83 7 .66 8.75 9 .89 10.33 19 5.15 6.26 7.02 8 .02 9 .07 9.47 20 4 .68 5 .69 6 .38 7.29 8 .24 8.61 21 4 .21 5 .12 5.75 6.56 7.42 7 .75 22 3 .74 4.55 5. 11 5.83 6 .59 6.88 23 3 .27 3.98 4 .47 5.10 5 .77 6 .02 24 2 .81 3.41 3.83 4 .37 4.95 5.16 25 2 .34 2 .84 3.19 3.65 4.12 4.30 26 1.87 2 .28 2 .55 2 .92 3 .30 3.44 27 1.40 1. 71 1.92 2 .19 2.47 2.58 28 0 .94 1.14 1 .28 1.46 1 .65 1.72 29 0.47 0 .57 0 .64 0 .73 0 .82 0 .86 30 0 .00 0.00 0.00 0 .00 0.00 0.00 Page8 "C c: 0 (.) Cl) (/) ... Cl) a.. .... Cl) Cl) u.. (.) ::.c ::::l (..) Cl) 0) ... '° ..c: (.) fl) 0 Total Pre-Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 2-Year Storm Event 10.00 "C c: 0 (.) Cl) (/) ... Cl) a.. .... Cl) Cl) u.. (.) ::.c ::::l (..) Cl) ~ '° ..c: (.) fl) 0 9 .00 8 .00 7 .00 6 .00 5 .00 4 .00 3 .00 2 .00 1.00 0 .00 0 5 10 15 20 25 Time (Minutes) --Pre-Development Hydrograph -Total Post-Development Hydrograph Total Pre-Development Vs . Total Post-Development (No Detention) Peak Discharge Rates 5-Y ear Storm Event 12.00 10.00 8 .00 6.00 4 .00 2.00 0.00 0 5 10 1 5 20 25 Time (Minutes) --Pre-Devel opme nt Hydr ogra ph -Post-Dev elopme nt Outfl ow Hydrograph Without Detention Page 9 30 30 14.00 "C 12.00 c: 0 (,,) Cl.> (J'J .... 10.00 Cl.> a.. ..... 8.00 Cl.> Cl.> u.. (,,) :.c 6.00 ::i u Cl.> 4.00 C) .... co ~ (,,) (/) 2.00 i:5 0.00 16.00 "C c: 14.00 0 (,,) Cl.> 12.00 (J'J .... Cl.> a.. 10.00 ..... Cl.> Cl.> u.. 8.00 (,,) :.c ::i 6.00 u Cl.> ~ 4.00 co ~ (,,) (/) 2 .00 i:5 0.00 0 Total Pre -Development Vs . Total Post-Development (No Dete ntion) Peak Discharge Rates 10-Year Storm Event 5 10 15 2 0 25 T ime (M i nutes) --Pre-Dev elopment Hydrograp h -Post-Development Ou tflow Hydr o graph Without Detention Total Pre -Development Vs . Total Post-Development (No Dete ntion ) Peak Discharge Rates 25 -Year Sto r m Event 0 5 10 15 20 25 Time (Minutes) --Pre-Developme nt Hydrograph -Post-Development Outflow Hydrog raph Without Detention Page JO 30 30 'l:I c: 0 (.J Q) en .... Q) 0.. ... Q) Q) LL. (.J :.c :::I (.) Q) C) .... la .c: (.J (/) i5 Total Pre-Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 50-Year Storm Event 18 .00 16.00 14.00 12.00 10.00 8.00 6.00 4 .00 2.00 0 .00 0 5 10 15 20 25 Time (Minutes) --Pre-Development Hydrograph -Post-Dev e lopment Outflow Hydrograph Without Detention 'l:I c: 0 (.J Q) en .... Q) 0.. ... Q) Q) LL. (.J :.c :::I (.) Q) C) .... la .c: (.J (/) i5 Total Pre-Development Vs . Total Post-Development (No Detention) Peak Discharge Rates 100-Year Storm Event 18.00 16.00 14.00 12.00 10.00 8.00 6.00 4.00 2.00 0.00 0 5 10 15 20 25 Time (Minutes) --Pre-Development Hydrograph -Po st-Devel opme nt Outfl ow Hydrograph Without De tent ion Page II 30 30 Drainage Basin 1 Tributary Area ("A "): 6 .30 Pervious Area : Impervious Area: Acres (Se e Drainage M ap for Basin Delineati ons) 5 .11 Acres 1 .19 Acres c = 0.40 c = 0.95 Run-Off Coefficient ("Cwt"): 0 .50 Time Of Concentration ("t/c"): t/c: 24.00 Minutes 2-Year : 3 .98 Inches I Hour Hourly Intensity Rates ("I"): 5-Year: 4 .94 Inches I Hour 10-Year: 5 .62 Inches I Hour 25-Year: 6 .45 Inches I Hour 50-Year: 7 .33 Inches I Hour 100-Year: 7.65 Inches I Hour 2-Year: 12.63 Cubic Feet I Second Peak Discharge Rate ("Q"): 5-Year : 15.69 Cubic Feet I Second 10-Year: 17.83 Cubic Feet I Second 25-Year: 20.47 Cubic Feet I Second 50-Year : 23.26 Cubic Feet I Second 100-Year: 24.28 Cubic Feet I Second Drainage Basin 2 Tributary Area ("A "): 3 .30 Pervious Area: Impervious Area : Acres (Se e Drainage M ap f or B asin D elin eati ons) 1.80 Acres 1 .50 Acres c = 0.40 c = 0.95 Run -Off Coefficient ("Cwt"): 0.65 Time Of Concentration ("t/c "): t /c : 16.00 M inutes 2-Year : 5 .02 Inches I Hour Hourly Intensity Rates ("I"): 5-Year : 6.17 Inches I Hour 10-Year : 6.97 Inches I Hour 25-Year : 7 .98 Inc hes I Hour 50-Year : 9 .04 Inches I Hour 100-Year : 9.43 Inches I Hour 2-Year: 10.76 Cub ic Feet I Second Peak Discharge Rate ("Q"): 5-Year : 13.24 Cubic Feet I Second 10-Year : 14.95 Cubic Feet I Second 25-Year: 17.12 Cu b ic Feet I Second 50-Year : 19.40 Cu b ic Feet I Second 100-Year: 20 .24 Cubic Feet I Second Drainage Basin 3 Tributary Area ("A "): 9 .60 Pervious Area : Impervious Area: Run-Off Coefficient ("Cwt"): Time Of Concentration ("t/c"): Hourly Intensity Rates ("I"): Peak Discharge Rate ("0"): Acres (S ee Drainage M ap for Basin Delineations) 6.95 Acres c = 0 .40 c = 0 .95 2.65 Acres . 0 .55 tic: 18.00 Minutes 2-Year : 4.70 Inches I Hour 5-Year : 5.80 Inches I Hour 10-Year: 6.56 Inches I Hour 25-Year: 7.52 Inches I Hour 50-Year: 8 .53 Inches I Hour 100-Year: 8 .90 Inches I Hour 2 -Year : 24.92 Cubic Feet I Second 5-Year : 30.74 Cubic Feet I Second 10-Year: 34.77 Cubic Feet I Second 25-Year : 39.84 Cubic Feet I Second 50-Year : 45.18 Cubic Feet I Second 100-Year : 47.14 Cubic Feet I Second Drainage Basin 4 Tributary Area ("A"): 0 .90 Pervious Area : Impervious Area: Acres (See Drainage M ap for Basin Delineations) 0 .34 Acres 0 .56 Acres c = 0.40 c = 0.98 Run-Off Coefficient ("Cwt"): 0. 76 Time Of Concentration ("t/c"): t /c: 18.00 Minutes 2-Year: 4.70 Inches I Hour Hourly Intensity Rates ("I"): 5-Year: 5 .80 Inches I Hour 10-Year: 6 .56 Inc hes I Hour 25-Year : 7 .52 Inc hes I Hour 50-Year : 8 .53 Inches I Hour 100-Year : 8 .90 Inc hes I Hour 2 -Year: 3.22 Cu b ic Feet I Second Peak Discharge Rate ("Q"): 5-Year : 3.97 Cubic Feet I Second 10-Year : 4 .49 Cu b ic Feet I Second 25 -Year : 5.15 Cu bic Feet I Second 50-Year : 5 .84 Cu bic Feet I Second 100-Year: 6.09 Cub ic Feet I Second Drainage Basins 5 & 6 Tributary Area ("A"): 1 .93 Pervious Area: Impervious Area: Acres (See Previous Report Section for more Detail) 0.63 Acres 1.30 Acres c = 0.40 c = 0 .98 Run-Off Coefficient ("Cwt"): 0. 79 Time Of Concentration ("t/c"): t/c: 10.00 Minutes 2-Year: 6.33 Inches I Hour Hourly Intensity Rates ("I"): 5-Year: 7 .69 Inches I Hour 10-Year: 8.63 Inches I Hour 25-Year: 9.86 Inches I Hour 50-Year: 11. 1 5 Inches I Hour 100-Year: 11.64 Inches I Hour 2-Year: 9.65 Cubic Feet I Second Peak Discharge Rate ("Q"): 5-Year: 11.74 Cubic Feet I Second 10-Year: 13.18 Cubic Feet I Second 25-Year: 15.05 Cubic Feet I Second 50-Year: 17.01 Cubic Feet I Second 100-Year : 17.76 Cubic Feet I Second " ( ~· • • "' ~ . ,,. <e> ... ~ ~ ; '. I "' z ""' ~ -\> "' iD ( 5' X 3' Cone. Box Culvert Worksheet for Rectangular Channel Project Description Project File untit!ed.fm2 Worksheet 1st National Bank Flow Element Rectangular Channel Method Manning's Formula Solve For Discharge Input Data Mannings Coefficient Channel Slope Depth Bottom Width Results Discharge Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is subcritical. 0.013 0.004000 ft/ft 3.00 ft 5.00 ft 133 .34 cfs 15 .00 ft2 11 .00 ft 5.00 ft 2.81 ft 0.004763 ft/ft 8.89 ft/s 1.23 ft 4.23 ft 0.90 Municipal Deve lopme n t G ro up 11 /16/95 03 :25:25 PM Haestad Methods , In c . 37 Broo ksid e Road W aterbury, CT 0 6 7 08 (20 3) 755-1666 Flow Master v5 .07 Page 1 of 1 Capacity Calculations FLOW SUMMARY TO 3' X 5' CULVERT: STORM 2 year 5 year 10 year 25 year 50 year 100 year FLOW FLOW FLOW FLOW FLOW T OTAL FLOW from from from from from to Existing BASIN 1 BASIN2 BASIN3 BASIN 4 BASINS 5& 6 3x5 Culvert (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 12 .63 10 .76 24 .92 3.22 9 .65 61.18 15 .69 13 .24 30 .74 3 .97 11.74 75.38 17 .83 14.95 34 .77 4.49 13 .18 85 .22 20.47 17 .12 39 .84 5 .15 15 .05 97 .63 23 .26 19.40 45 .18 5 .84 17 .01 110.69 24 .28 20 .24 47 .14 6 .09 17 .76 115 .51 Maximum Flow at 100-year Storm Conditions = 115. 51 ft3/sec Maximum Culvert Capacity = 133. 34 ft3/sec Therefore, 3 'x 5' Culvert Capacity is sufficient lST NATIONAL BANK -Lot 1, Block 1, L.0. Ball Memorial Subdivision , College Station , TX Storm Sewer Inlets GRATES SELECTED: Inlet #1 Inlet #2 Inlet #3 Inlet #4 Inlet #5 Inlet #6 Inlet #7 Inlet #8 R-1878-A4G R-1878-A4G R-1878-A4G R-1878-A6G R-1879-AlG R-1878-A6G R-1878-A6G R-1879-AlG with Type A -i<1th Type A with Type A with Type A with Type A with Type A with Type A with Type A Grate & Frame Grate & Frame Grate & Frame Grate & Frame Grate & Frame Grate & Frame Grate & Frame Grate & Frame Inlet Box: "A" "A" "A" "C" "B" "C" "C" "B" Inlet Area: i 1.1 ft2 1.1 ft2 1.1 ft2 2.7 ft2 0.4 ft2 2.7 ft2 2.7 ft2 0.4 ft2 Dimensions: Inside Box: Inside Box : Inside Box: Inside Box: Inside Box : Inside Box: Inside Box: Inside Box : (22" x 22") (22" x 22") (22" x 22") (26" x 26") (14" x 14") (26" x 26") (26" x 26") (14" x 14") 1'-10" 1'-10" 1 '-10" 2'-2" l '-2" 2'-2" 2'-2" l '-2" Outside Box: Outside Box: Outside Box: Outside Box: Outside Box: Outside Box: Outside Box: Outside Box : 3'-2" 3'-2" 3'-2" 3'-6" 2'-2" 3'-6" 3'-6" 2'-2" Top Thickness : Top Thickness : Top Thickness: Top Thickness: Top Thickness : Top Thickness : Top Thickness : Top Thickness : 4" 4" 4" 4" 4" 4" 4" 4" To simplify plans, the following labeling system was used to reference varying inlet box dimensions: (See following figure) R-1878-A4G ~ Type "A" Box used for Inlets #1, #2, & #3 R-1879-AIG ~ Type "B" Box used for Inlets #5 & #8 R-1878-A6G ~ Type "C" Box used for Inlets #4, #6 & #7 lST NATIONAL BANK -Lot I , Block 1, L.O. Ball Memorial Subdivision , College Station , TX COLLECTION AREAS & INLET GRATES lST NATIONAL BANK -Lot 1, Block 1, L.O. Ball Memorial Subdivision , College Station , TX SIZE INLETS: Capacity Calculations Inlet #1 I Qioo Supplied = CI A = ( 0 .86 )( 11.6 in/hr)( 0 .14 acre) = 1.40 ft3/sec Available H => 307.38 Overflow 307.11 Top ofGrate --------- Available H = 0.27 feet Required Grate Opening => C A [ 2 g h ] Yz = Q 1.40 ft3/sec = (0 .60) A [ (64.4)(0.27)] Yz A = 0.56 ft2 Therefore use NEENAH R-1878-A 4G with Type ''A " Inlet Box -with 1.1 jt2 opening or approved equal. ______________ ............. __ ...... _ m NOTE: Design Depth "H' = 0 .07 ft Inlet #2 I Q100 Supplied = CIA = ( 0.86 )( 11.6 in/hr)( 0.15 acre) = 1.50 ft3/sec Available H => 307.25 Overflow 307.05 Top of Grate --------- Available H = 0.20 feet Required Grate Opening => CA [ 2 g h] Yz = Q 1.50 ft3 /sec = (0.60) A [ (64.4)(0 .20)] Yz A = 0.70 ft2 Therefor e use NEENAH R-1878-A 4G w ith Type ''A " Inlet Box -with 1.1 jt2 opening or approved equal. -----------------------m NOTE: Design Depth "H" = 0 .08 ft lST NATIONAL BANK -Lot I , Block I , L.O. Ball Memorial S ubdivision , College Statio n , T_"( Inlet #3 I Q100 Supplied CI A = ( 0.88 )( 11.6 in/hr)( 0.18 acre) = 1.84 ft3/sec Available H ==::> 307.19 Overflow 306.88 Top of Grate Available H = 0.31 feet Required Grate Opening ==::> C A [ 2 g h ] Yz = Q 1.84 ft3/sec = (0.60) A [ (64.4X0.31)] Y2 A = 0.69 ft2 Therefore use NEENAH R-1878-A 4G with Type ''A" Inlet Box -with 1.1 jt2 opening or approved equal. ~ NOTE: Design Depth "H" = 0.12 ft Inlet #4 I Q100 Supplied = CIA= ( 0.93 )( 11.6 in/hr)( 0.16 acre) = 1.73 ft3/sec Available H ==::> 305 .68 Overflow 305.34 Top of Grate Available H 0.34 feet Required Grate Opening ==::> C A [ 2 g h ] Y2 = Q 1.73 ft3/sec = (0.60) A [ (64.4)(0.34)] Yz A = 0.62 ft2 Therefore use NEENAH R-1878-A6G w ith Type "C" Inlet Box -with 2. 7 jt2 opening or approved equal. ~ NOTE: Design Depth "H" = 0.02 ft lST NATIONAL BANK -Lot 1, B lock 1, L.O. Ball Memorial Subdivision , Co llege Station , 'IX Inlet #5 I Qioo Supplied CI A = ( 0.40 )( 11.6 in/hr)( 0.013 acre) = 0.06 ft3/sec Available H => 308.06 Overflow 307.50 Top of Grate Available H = 0.56 feet Required Grate Opening => C A [ 2 g h ] Y2 = Q 0.06 ft3/sec = (0 .60) A [ (64.4)(0.56)] Y2 A = 0.02 ft2 Therefore use NEENAH R-1879-Al G with Type ''B" Inlet Box -with 0. 4 jt2 opening or approved equal. ~ NOTE: Design Depth "H" = 0 .001 ft Inlet #6 I Q100 Supplied = CI A = ( 0 .53 )( 11.6 in/hr)( 0.54 acre) = 3.32 ft3/sec Available H => 306.95 Overflow Equivalent 306 .64 Top of Grate Available H = 0.31 feet (Equivalent) Required Grate Opening => C A [ 2 g h ] Y2 = Q 3.32 ft3/sec = (0.60) A [ (64.4)(0.31)] Y2 A = 1.33 ft2 Therefore use NEENAH R-1878-A6G with Type "C" Inlet Box -with 2. 7 jt2 opening or approved equal. ~ NOTE: Design Depth "H" = 0 .12 ft lST NATIONAL BANK -Lot 1, Block 1, L.O. Ball Memorial Subdivision , College Station , TX Inlet #7 I Q100 Supplied = CI A = ( 0.77 )( 11.6 in/hr X 0.42 acre) = 3.75 ft3/sec Available H => 305.68 Overflow 305.32 Top o/Grate Available H = 0.36 feet Required Grate Opening => C A [ 2 g h ] Yz = Q 3.75 ft3/sec = (0.60) A [ (64.4)(0 .36)] Yz A = 1.90 ft2 Therefore use NEENAH R-1878-A6G with Type "C" Inlet Box -with 2. 7 jt2 opening or approved equal. ~ NOTE: Design Depth "H" = 0.08 ft Inlet #8 I Q100 Supplied = CI A = ( 0.40 )( 11.6 in/hr)( 0.016 acre) = 0.07 ft3/sec Available H => 308.02 Overflow Equivalent 307.00 Top o/Grate Available H 1.02 feet (Equivalent) Required Grate Opening => C A [ 2 g h ] Yz = Q 0.07 ft3/sec = (0 .60) A ( (64.4)(1.02)] Y2 A = 0.01 ft2 Therefore use NEENAH R-1879-AIG with Type "B" Inlet Box-with 0. 4 jt2 opening or approved equal. ~ NOTE: Design Depth "H" = 0.001 ft lST NATIONAL BANK -Lot 1, Block 1, L.O. Ball Memorial Subdi v ision , Coll ege Station , T.Y Capacity Calculations DRAINAGE COLLECTION AREAS: Area A I AreaB AreaC TOTAL 0.14 acres PERVIOUS = 0.03 acres ( c = 0.40) IMPERVIOUS 0.11 acres ( c = 0.98) Cwt = ( 0.03 acres x 0.40 ) + ( 0.11 acres x 0.98 ) 0.14 acres cwt = 0.86 I I TOTAL = 0.15 acres PERVIOUS 0.03 acres ( c = 0.40) IMPERVIOUS = 0.12 acres ( c = 0.98) Cwt = ( 0.03 acres x 0.40) + ( 0.12 acres x 0.98) 0.15 acres cwt = 0.86 I TOTAL = 0.18 acres PERVIOUS 0.03 acres IMPERVIOUS 0.15 acres ( c = 0.40) ( c = 0.98) I Cwt ( 0.03 acre s x 0.40 ) + ( 0.15 acres x 0.98) 0.18 acres cwt = 0.88 I lST NATIONAL BANK -Lo t 1, Block 1, L.O. Ball Memori al Subdivision , College Station , v...- DRAINAGE COLLECTION AREAS (Continued): Area D I AreaE TOTAL = 0.15 acres (D) + 0.39 (OS-1) PERVIOUS = 0.42 acres ( C = 0.40) IMPERVIOUS = 0.12 acres ( c = 0.98) C wt = ( 0.42 acres x 0.40 ) + ( 0.12 acres x 0.98 ) 0.54 acres cwt = 0.53 I· I TOTAL = 0.013 acres PERVIOUS 0.013 acres ( c = 0.40) IMPERVIOUS = 0.000 acres ( c = 0 .98) C wt = ( 0.013 acres x 0.40) + ( 0.00 acres x 0.98) 0.013 acres cwt = 0.40 I Area F I TOTAL = 0.31acres(F)+0.11 (OS-2) PERVIOU S 0.15 acres ( c = 0.40) IMPERVIOUS 0.27 acres ( C = 0.98) C wt = ( 0.15 acres x 0.40 ) + ( 0.27 acres x 0.98 ) 0.42 acres cwt = 0.77 lST NATIONAL BANK -Lot 1, Block 1, L.O. Ball Memori al Subdivision , Co llege Station , n.· DRAINAGE COLLECTION AREAS (Continued): AreaG I TOTAL = 0.160 acres PERVIOUS 0.013 acres ( c = 0.40) IMPERVIOUS = 0.147 acres ( c = 0.98) Cwt = ( 0.013 acres x 0.40) + ( 0.147 acres x 0.98) 0.160 acres cwt = 0.93 I Area H I TOTAL = 0.016 acres PERVIOUS = 0.016 acres IMPERVIOU S = 0.000 acres ( c = 0.40) ( c = 0.98) Cwt = ( 0.016 acres x 0.40 ) + ( 0.000 acres x 0.98) 0.016 acres cwt = 0.40 I lST NATIONAL BANK -L o t 1, Block 1, L.0. B all Mem oria l Subdivision , College S ta tion , T_)( DRAINAGE COLLECTION AREAS (Roof Drains): Rt I R4 I Rs I R6 I AREA (A) = 0.05 acres ( C = 0.98) Q 100 Supplied = 0.57 ft3/sec AREA (A) = 0.04 acres ( C = 0.98) Q 100 Supplied = 0.46 ft3/sec AREA (A) = 0.04 acres ( C = 0.98) Q 100 Supplied = 0.46 ft3/sec AREA(A) = 0.04 acres ( c = 0 .98) Q 100 Supplied = 0.46 ft3/sec AREA(A) = 0.04 acres ( c = 0.98) Q 100 Supplied = 0.46 ft3/sec AREA(A) = 0.05 acres ( c = 0.98) Q 100 Supplied = 0.57 ft3/sec lST NATIONAL BANK -Lot 1, Block 1, L.O. Ball Memorial Subdivision , College Station , n : STORM SEWER PIPE SIZING lST NATIONAL BANK -Lot 1, Block 1, L.O. Ball Memorial Subdivision , College Station , TX Capacity Calculations STORM SEWER NETWORK -Pipe Sizing & Capacity Check: Storm Sewer Line A I SEGMENT 1 Proposed 10"</JSDR 35 P.V.C. Storm Sewer Line@+ 0.50 %Slope Q Provided = (1.486 In )(A)(R)213(S)ll2 = Manning's Equation for Full Flow );>. Q Provided = (21.83)(.005)112 = 1.54 fi:3/sec Q Expected for 100-Year Conditions 1. 40 fi:3 I sec • INLET 1 );>. Q Total Expected = 1.40 ft 3/sec Therefore, the selected pipe is acceptable. SEGMENT 2 Proposed 15"¢ SDR 35 P. V.C. Storm Sewer Line@+ 0.96 % Slope Q Provided = (1.486 In )(A)(R)213(S)112 = Manning's Equation for Full Flow );>. Q Provided = (64.70)(.0096)112 = 6.34 ft3/sec Q Expected for 100-Year Conditions = 1.40 ft 3/sec • INLET 1 Q Expected for 100-Year Conditions = 0 .57 ft 3/sec • R1 Q Expected for 100-Year Conditions = 1.50 ft 3/sec • INLET 2 Q Expected for 100-Year Conditions = 1.84 ft 3/sec • INLET 3 Q Expected for 100-Year Conditions = 0 .06 ft 3/sec • INLET 5 Q Expected for 100-Year Conditions = 0.46 ft 3/sec • R4 );>. Q Total Expected = 5.83 fl:3/sec Therefore, the selected pipe is acceptable. lST NATIONAL BANK -Lot 1, Block 1, L.O. Ball Memorial Subdivision , College Station , TX I SEGMENT 3 Existing 18"</JR .C.P.@ + 1.09 % Slope Q Provided = (1.486 In )(A)(R)213 (S)112 = Manning's Equation for Full Flow ~ Q Provided = (105.10)(.0109)112 = 10.97 ft3/sec Q Expected for 100-Year Conditions = 1.40 ft 3/sec • INLET 1 Q Expected for 100-Year Conditions = 0.57 ft 3/sec • Rl Q Expected for 100-Year Conditions = 1. 5 0 ft3 I sec • INLET 2 Q Expected for 100-Year Conditions = 1. 84 ft3 I sec • INLET 3 Q Expected for 100-Year Conditions = 0 .06 ft3/sec • INLET 5 Q Expected for 100-Year Conditions = 0.46 ft3/sec • R4 ~ Q Total Expected = 5.83 ft 3/sec Therefore, the selected pipe is acceptable. Storm Sewer Line B I SEGMENT 1 Proposed 8"</J SDR 35 P. V.C. Storm Sewer Line@+ 1.00 % Slope Q Provided = (1.486 In )(A)(R)213(S)112 = Manning's Equation for Full Flow ~ Q Provided = (12 .12)(.01)112 = 1.21 ft3/sec Q Expected for 100-Year Conditions = 0 .06 ft3/sec • INLET 5 Q Expected for 100-Year Conditions = 0.46 ft 3/sec • R4 ~ Q Total Expected = 0.52 ft3/sec Therefore, the selected pipe is acceptable. lST NATIONAL BANK -Lot 1, Block 1, L.O. Ball Memorial Subdivision , College Station , TX SEGMENT 2 Proposed 12"r/JSDR 35 P.V.C. Storm Sewer Line@ +0.50 %Slope Q Provided = (1.486 In )(AXR)213(S)112 = Manning's Equation for Full Flow );;> Q Provided = (35.66)(.005)112 = 2.52 ft3/sec Q Expected for 100-Year Conditions = 0.06 ft3/sec • INLET 5 Q Expected for 100-Year Conditions = 0.46 ft 3/sec • R4 Q Expected for 100-Year Conditions = 1.84 ft 3/sec • INLET 3 );;> Q Total Expected = 2 .3 6 ft3/sec Therefore , the selected pipe is acceptable. Storm Sewer Line C I SEGMENT 1 Proposed 8" ¢ SDR 35 P. V. C. Storm Sewer Line @ +I . 00 % Slope Q Provided = (1.486 In )(A)(R)213 (S)112 = Manning's Equation for Full Flow );;> Q Provided = (12 .12)(.01)112 = 1.21 ft3/sec Q Expected for 100-Year Conditions = 0 .57 ft 3/sec • R1 );;> Q Total Expected = 0 .57 ft 3/sec Therefore, the selected pipe is acceptable. lST NATIONAL BANK -Lot 1, Block 1, L.0. Ball Memorial Subdivision , College Station , TX Storm Sewer Line D I SEGMENT 1 Proposed 15"r/JSDR 35 P.V.C. Storm Sewer Line@+ 1.12 %Slope Q Provided = (1.486 In )(A)(R)213(S)ll2 = Manning's Equation for Full Flow )> Q Provided = (64 . 70)(.0112)112 = 6.50 :ft3/sec Q Expected for 100-Year Conditions = 3.32 :ft 3/sec • INLET 6 Q Expected for 100-Year Conditions = 0.46 :ft 3/sec • R2 Q Expected for 100-Year Conditions = 0.46 :ft 3/sec • R3 )> Q Total Expected = 4.24 :ft3/sec Therefore, the selected pipe is acceptable. SEGMENT 2 Proposed 18" rjJ R. C.P. Storm Sewer Line @ + 0. 65 % Slope Q Provided = (1.486 In )(A)(R)213(S)112 = Manning's Equation for Full Flow )> Q Provided = (105.10)(.0065)112 = 8.47 :ft3/sec Q Expected for 100-Year Conditions = 3.75 ft 3/sec • INLET 7 Q Expected for 100-Year Conditions = 3.32 ft 3/sec • INLET 6 Q Expected for 100-Year Conditions = 0.46 ft 3/sec • R2 Q Expected for 100-Year Conditions = 0 .46 ft 3 I sec • R 3 )> Q Total Expected = 7.99 ft3/sec Therefore, the selected pipe is acceptable . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . lST NATIONAL BANK -Lot 1, Block 1, L.O. Ball Memorial Subdivision , College Station , LY SEGMENT 3 Proposed 18" ¢ R. C.P. Storm Sewer Line @ + 1. 08% Slope Q Provided = (1.486 In )(A)(R)213 (S)112 = Manning's Equation for Full Flow > Q Provided = (105 .10)(0.0108)112 = 10.92 ft3/sec Q Expected for 100-Year Conditions = 1. 73 fl:3 I sec • INLET 4 Q Expected for 100-Year Conditions = 0.46 ft3/sec • R5 Q Expected for 100-Year Conditions · = 0.57 ft3/sec • R~ Q Expected for 100-Year Conditions = 0.07 ft3/sec • INLET 8 Q Expected for 100-Year Conditions = 3.75 ft3/sec • INLET 7 QExpectedforlOO-YearConditions = 3.32 ft3/sec • INLET6 Q Expected for 100-Year Conditions = 0 .46 ft 3 I sec • R 2 QExpectedforlOO-YearConditio~s = 0.46 ft3/sec • R3 )> Q Total Expected = 10.82 ft 3/sec Therefore, the selected pipe is acceptable. ~ NOTE: See Layout Maps & Storm Sewer ConstructionPlan Sheets for Clarification of Storm Sewer Line Labels and Varying Pipe Diameters lST NATIONAL BANK -Lot 1, Block 1, L.O. Ball Memorial Subdivision , College Station , TX Xl 'UO!JVJS aZauo:J 'UO_IS!t1.!pqns zvµo w aw lllJfl -0 ·1 '! 'f:JO/fl '[ J01 -:>INV U: 'IVNOU.VN .LSI (d/V?~i?A~ ~ ~ /;? 77/.f;r;?/lf? C7~ CBZ/?NP:h JH.i?h9.7 /<P'AI ,,t?-;/1'- C703dld ~/?' ~//a~~~t2£ ~"' d/11' .PY.51#.7//?d 7~/a:%4"H' ~~ _g~_ah'/7 1 I ~~ ~~hfZ? ~/Y,7.?#ft11G' r r,a/.5'd'A.£J~/.tl:/~~ 7.tnP'./.Y~ .A'lh' J4¥ ~~h-'Y.L11 ~ \)f ~IB MUNICIPAL DEVELOPMENT GROUP 203 Holleman Drive East • Co llege Station , Texas 77 840 • 409-693-5359 •FAX: 409-693-4243 •EMA IL: MDGcs@aol.com Engineering, Surveying, Planning and Environmental Consultants September 18, 1996 Jerry Jones c/o Veronica Morgan Assistant City Engineer City of College Sta~ion Re: Change in sanitary sewer pipe material for 1st National Bank, Lot 1, Block 1, L.O. Ball Memorial Subdivision. Dear Veronica: We authorize the change of sanitary sewer pipe ofthis project from SDR 26 Class 160 pipe to SDR 26 Heavy Wall. We will change our plans accordingly . ~'C:4- Please call if you have any problems. Thank You, ~~ North Bardell, P.E. C .E.O. NB/tm 000600-c. l 0-16(2598) LETTER OF TRANSMITTAL MUNICIPAL DEVELOPMENT GROUP 203 HOLLEMAN DRIVE EAST COLLEGE STATION, TEXAS 77840 (409) 693-5359 (409) 693-4243 We TO: c_. o . c... <::. . A ttention 5 .W \tz. u;:'{ '-LOLJL Engineering Planning Surveying DATE: ·uGLlST WE ARE SENDING YOU: D Shop Drawings D Copy of Letter Co ies Date " /I Lr /( If Job N o. 2.S'9CO I 1 19 9 ~ ~ttached O Under Separate Cover via _________ the Following Items: 0 Specifications D Change Order No. c::!r"Ptans D Samples D Prints D ---------------~ ~SEARE ~SMITIEDAS.CHEc~f~~\,:0 ~ ~~~Os~~~ L~T ~ +o ,-x(:()T ~~lA.L-~ ~ D Approved as Submitted D Resubmit __ Copies for Approval (__,\ ~ , D Approved as Noted D Submit __ Copies for Distribution D For Approval D For Y our U se D As Requested D Returned for Corrections 0 Return Corrected Prints D ForRevi ew&Comment D £..£Vl%'t;? PLA.N-S c\. Qe..A\N A~S ~e._--r D FOR BID DUE 19 0 PRINTS RETURNED AFTER LOAN TO US ----------~~ REMARKS:• 5££ A"J TAC..1.-\.E.O S HEET S lZE"~AJ?-0 I NG C*' :/ APPL \.CATI.ON FE&$.. ,. S t=:B ? ~IL. WA TE g_ -{ "3:::.EW i;;g.... LOAD I N. Gt '"S A TT,C..C. l-\ "'-l.l:::.N T COPY TO: --------------~ SIGNED: ~~.<~ STORM SEWER CALCULATIONS lST NATIONAL BANK -Lot 1, Block 1, L.O. Ball Memorial Subdivision , College Station , TX ~001 I 08/05 /96 15 : 35 FAX 409 693 4243 MD G ' ...... LETTER OF TRANSMITTAL MUNICIPAL DEVJ;LOPMENT GROUP 203 HO~ Dl.M EAST COu.EGE STATION, 1EXAS 77840 (409) 693-53$9 (409) 693-4243 Iii% Ammtion (_.Q. c_. ~ . FROM: W'S+? Uu~vMoA~ bgln~~rillz Pfmr11Vi.g Sunqillg Job No. z...721 Z'.? DATE: ~<:..\= S, 1.59~ REASON: \ S~ NG l.r DY!.B l &.c..vi. I<- ~ARE SENDING YOU: 0 Shop Drawi~ 0 Copy cf Letter Copies Date I 8/ I r!t"Attacbed D Under Separate Cover via---------the Followiug Items: 0 Specifications 0 Change Order No. D Plans 0 Samples gl'" vJCA..k-v ~ S&v>Ur -::Lyi.,£9 Description wrJ..~g_~ ~\>"\.(' -=:!:IA. Co . D Prints ~·. t"'"lCO c.v..1.~~ I f""l,. ·~-~k... ..'Jr-.J .\-u.r ·. C4 r-i 0 ~ () I!'"-,.... ' t O"Y\. I """';. ... .c...... -~ILri l .... () I • IHESE ARE IRANSMIITED AS CHECKED BELOW : 0 For Approval 0 For Your Use 0 As Requested 0 Approved~ Submitted D Approved as Noted 0 Returned for Corrections D Resubmit_ Copies for Approval O Submit_ Copies for Dismbution D Rerum Corrected Prints D For Review & Comment D ------------------- D FOR BID DUE ---------19 __ _ CJ PRINTS :RETURNED AFTER LOAN TO US t:--1. I. I ~ff=~~-,Ff~~~~Hll;:;;;:;;:==========i1M=========;;;:;:=:;fi~~=4!1!1:~~~~~:__--1ll~,-. I r · -~ ffi (!) )- 0:'. ~ g ~~~a:J - - ... .. -• ~~ll3~f!!!!~~!!!!!!!!~~~!!!!!l!!!!!!!!!!i!!!!!!!!!~~!!!!!!!!!!!!!!~!!!!l!~~t::::~~!!!t~~==~ (!) rl <D llP£ll to Cl'lll. -0 "" cown&l.l.TIOll. .r;:., -IKJlll 10 i ~· -. FOllll!AllClll " UN W' CM. \!./ "'°"'1:f I" -~ -WO<. f'llM: --~~TOW~~llRCll. @•'$10IW~. © )" -C!Wi.-olJT • @ •. INnMf "°" IJ' HIWGlt .. r., 1' -~Ntf -DOW, t' &.IN!#<"°" -\V 1ft' NOT -Clllll MD ll!IOI', ©~~~~~~·.,. © 1• SMT.-.n' llMlt D09I, 't' -JAAY Wln tllUC vr ccu •lDI lll!OP. @ Z 1/t' llOllD11C •D i. l!ICll lfl.~ /.::\ r WITilllY em ~ '( •T/1111'( IOIT 1111[ ~ >/+" HOT illD CCl.O ""1UI Cll!OI'. @ f" SMIT"'" WMn: DClll. <" '*'"'" at llSIC. t' •• DCllillllC .... ® .. INff#lf 'INIE ~. ~ J;t' l t P MU1 W4 IC 11111 J/4" ORM! P,. ~ ~lllQlll[lllf'l.ClllloaMI. @ t' llHfAllY ~.,.,.., r -MY Wlll1 - 1 {" S.WlliltY MR llOlll fllW ~ " 4• wn.-r IU51l w ,. .-JU>011. @ r 1IWfm SNITllllY WloSll: W. @ I' _.., 't(Nf UI'. @ r D011E111t 11111101 111. @ vr C11U •1111 -.. (ii) f.~~~ ~-1!-~2.., • ~ -. ... to I-... ~ N I.( 0 u 0 C1 0-. I- ~ .. " ~ 0 "'1' (.!) N "' 0 I-z lJ. rr >< t\: ~ a .... -IT >< ..., E-< !L "'1' ('") 0 rl (.!) 0) -rl 0 --; co I 0 111 -; 0 ~ Al () 0 s: -u I> z -< VP Jt8 CITY OF COi .I .EGE STATION 5a:. T,>crx>T P,t~ J:w Cc--t>' ~ ~r.t. Post Office Box 9960 1101 Texas Avenu e VIA HAND DELIVERY July 19, 1996 Mr. Patrick Will iams , P.E. College Station, Texas 77842-9960 (409) 764-3500 Texas Departm ent of Transporta t ion 1300 N. Texas Avenue Bryan, TX 77803 RE: Utility and Driveway Permits First Nat ional Bank Dear Mr. Williams : B&fh; e T><JVoT ~;oq I ct ~ ~ ka.vc ~ ~Pr'°~ 1-zu:J&{.1' S./t~J7~~ Attached are three copies of Utility and Driveway Access Permits for a proposed First National Bank facility located at the south corner of Rock Prairie Road and State Highway No. 6. Please sign these and return two copies. One copy will be kept for our records and the other will be forwarded to the applicant. If you have any questions , please contact me at 764-3570 . Sincerely, Samantha Smith Engineering Assistant cc: Shirley Volk, Development Coordinator Tim Bryan, First National Bank Home of Texas A&M University ~·~ r Cl ~0:.0?.,:.s=~! 1.EG1~1 ~_!.~!,!~N ~ Co llege Station, Texas 77842-9960 VIA HAND DELIVERY Augusts, 1996 Mr. ·Patrick Williams, P.E. Texas Department of Transportation 1300 N. Texas Avenue Bryan, TX 77803 RE: Revision to the Utility Permit First National Bank Dear Mr. Williams: (4 09) 764-3500 Attached are three copies of a revision to the Utility Permit previously submitted for First National Bank. The engineer proposes to increase the slope of the 18" RCP storm drain from 1 % to 1.08%. The inceased slope is needed to provide greater capacity, since the previous calculations were inaccurate. If this change presents no problems, please return two copies. One copy will be kept for our records and the other will be forwarded to the applicant. If you have any questions, please contact me at 764-3570. Sincerely, 9~~ Samantha Smith Eng ineering Assistant cc : Sh irley Volk, Development Coord inator Tim Bryan, First National Bank Home o f Texas A&M University SEGMENT 3 Proposed 18" ¢ R. C.P. Storm Sewer Line @ + 1. 08% Slope Q Provided = (1.486 In XA)(R)213(S)112 = Manning's Equation for Full Flow )> Q Provided = (105.IOX0.0108)112 = 10.92 ft3/sec Q Expected for 100-Year Conditions = 1. 73 ft 3/sec • INLET 4 Q Expected for 100-Year Conditions = 0.46 ft 3/sec • Rs Q Expected for 100-Year Conditions -= 0. 57 ft 3 I sec + R6 Q Expected for 100-Year Conditions = 0. 07 ft 3 I sec • INLET 8 Q Expected for 100-Year Conditions = 3 . 7 5 ft 3 I sec • INLET 7 Q Expected for 100-Year Conditions = 3. 3 2 ft 3 I sec • INLET 6 QExpectedforlOO-YearConditions = 0.46 ft 3/sec • R1 Q Expected for 100-Year Conditions = 0.46 ft 3/sec • R3 )> Q Total Expected = 10.82 ft 3/sec Therefore, the selected pipe is acceptable . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ~ NOTE: See Layout Maps & Storm Sewer ConstructionPlan Sheets for Clarification of Storm Sewer Line Labels and Varying Pipe Diameters lST NATIONAL BANK -Lot 1, Block 1, L.O. Ball Memorial Subdivision , College Station , TX SUBMIT APPL!CA TION AND THIS LIST CHECKED-OFF WITH 16 FOLDED COPIES OF SITE PLAN FOR REVIEW REQ UIREi\IE NTS FOR SITE PLAN PROPOSALS C2r 1. Sheet size -24" x 36" cY 2. Title block to inclu de : a.) Name, address , location, and le gal description b.) Name, address, and telephone number of applicant c.) Name, add ress , and telephone number of developer/own e r d .) Name, address, and telephone number of architect/engineer e.) Date of submittal ci 3. Ownership and current zon in g of parcel and all abutting parcels . C1 4. A ke y map (not necessariiy to scale ). Gr 5. Scale should be largest standard en g ineering scale possible on sheet. 0 6. Provi2e a nort h arrow . 8 7. Topography, final grad ing plan, and other pertinent drain age info rmat ion . (If plan has too much information, sh o w drainage on separate sheet.) B' 8. All existing streets, dri ves, buildings , and water courses on or adj acent to the proposed project site. 0 9. Locate l 00 yr floodplain on or adjacent to t he proposed project site , note if there is none on the si te. Gr 10. Location and size of existing utilit ies withi n or adjacent to the proposed project site. 0 1 1. ·Proposed location, type , and size of the foll owin g: a .) Buildings and structures b .) Off-Street parkin g areas with parking spaces drawn, tabulated, and dimen sioned c.) Sidewalks d .) Common open space sites e.) Sites for solid waste co nt aine rs ET 12 . Proposed streets, drives, and curb cuts . For each proposed curb cut (including dri veways, streets, alleys , etc .) locate exist ing curb cuts on the same and opposite side of the street to determine separation dist ances between existing and proposed curb cuts . Indicate driveway throat length as measured in the Dri veway Ordinance. (See Ordinance 1961 for driveway location and design requirements.) N~ 13 . The total number of resid ent ia l buildings and units to be con st ructed on the propos ed project site . ..0 14 . Lan d scape plan as required in Section 11 of the Zoning Ord ina nce (See Ordin ance# 16 38 .) The lan dscaping plan can be shown on a separate sheet if too much information is on the original site pl an. Attempt to reduc e or eliminate plantings in easem ents . Incl ude information on the plan such as: a) existing landscaping to remain b) required point calculatio ns c) propo sed new plantings with points earne d ~~ 15 . Indicate unit type (number of bedrooms). \'a( l 6. The ce ns ity of d we llin g unit s per acre of th e proposed proj ec t. ."71 .. /iz( 17 . The gross sq uare footage of buildings and the proposed use of each building. cY 18. Th~ total site area and percent of building coverage of site . CJ 19. Designate number of parking spaces required by ordinance and provid ed by proposal. Q 20. Show dimensions to size and locate all structure s, parking space s, dri ves, curb cuts, parking islands, and setbacks. The following arc typic:ll standards for Plan Development established by Ordinance or Policy: Cd 1. Bu ilding separation is a minimum of 15 feet. O" 2. Building setbacks are outlined in Ordinance 163 8, Zoning Ordinance, Table A (Sec . 7, P . 30) 0' 3. M i;-ii mum parking space is 9' X 20', or on a perimeter row, 9' x 18' with a 2' overhang . All multi-family pa;-king lots must be screened from rights-of way . 0 4. Minimum drive width is 23' with head-in parking or 20' without parking . 0 5. Lc.ndscaped island s of 6" raised curb are located at both ends of each parking row. !Zl 6 . Landscap ed . isla nds are also located ever; 15 spaces or interio r rows and every 20 spaces on perimeter rows. Streetscape compliance is required which involves special plantings along certain specified in the C i~y's Streetscape P lan . Q' 7. A 6" raised curb is required aro und all edge s of all parts of al! paved areas without exception. (T o include islands, planting areas, access ways, dumpster locatio ns, utility p2ds, etc.) Curb deta il to be 2.Cr:'roved bv Cit v Ernfr1eer. No exceptions will be made for ar eas designated as "reserved for future pc.:-K.ing". !Zl 8. v.~:-:eelstops may be req:.!ired on interior ro ws longer t han 10 spaces or in special situations. 8 9. Si cewalks are required at time of development if property has frontage on a street shown on the s ice\vaik Master Plan or if the Project Review Committee determines the necessity.· (Refer to Section 10.2 of the Zoning Ordinance). Cd I 0. D ire ctor of Public Services determines number , and size of dum pste rs. Locatio ns shall be such that dumpsters are not visible from streets . Gates are discouraged and visual screening ma y be required. Ga 11. Parking is la nds are 9' X 20'; or 180 square feet. 0 12. Healthy, native trees over 6" in caliper should be retained whenever possible . cf 13 . F ire lanes of a minimum of 20 feet in width with a minimum height clearance of 14 feet must be es:ablished if any structure of any type is more than 15 0 feet from a public street or highway . 14. A:iy structure in any zoning district other than R-1, R-1 A, or R-2 must be within 300 feet of a fire h::drant as me asu red al ong a public street or highway. 0 15 . Fire hydrants must be located on the same side of a major street as a project, and shall be in a location c.;:;:iro\1 ed by the Fire Marshal's office and the Superintendent of Water and Se\ver. Gf 16. F::-e hydra nts must be operable and accepted by the City and drives must have an all weathe r surface be :o rc a building permi t can be issued . .[l 17 . /·_ raised island not less th an 6" in height and not less t han 8' in width shall separate parking areas from pc J lic rights-of-wa y. Eight foot setback fr om R .O .W. to curb of parking lot. SITE PLAN REVIEW APPLICATION DATE ---- P&Z CASE NO. ----- I \,... 0 Residential NAME OF PROJECT I* NC{11.(JJllt\..,\ 'f7C(;v\, 9--0 Commercial ADDRESS 0 'U8()7 0 /u/w ffru&!Aue , 12VU! i1W\ T'f 11f&? -z._ LEGAL DESCRIPTION Laf-( , r7/cc(v -I ,1 ~ c · Ba II WJe,r;ndVf~( 0v WVuc 7 i0V1 RESIDENTIAL COMMERCIAL Total Acreage Total Acreage I• i.+i; ~ Housing Units ---Building Square Feet I &1,0tlJ~ Floodplain Acreage o APPLrc..;.NT 1 t?F Nc<llM~~ f7~ r PHONE 714 -r 11 1 ADD:t\.ESS UtJ/ '7' ~~ Klu~1' ve 1 P (!jtz,,V\. r \'f-11 ~oz O\VNER /-'* fJa..-1_r;vj fS?Wt ~ PHONE /~( ,-! \ l 1 CONTACT 1/~ l/YvJ~ PHONE l/°/-.((\ \ ARCHIT:SCT OR ENGINEER _~_\v ____ ~_,,,__ _____ PHONE 0('1J tJ~:iOi ADDRESS -----------~----------- PRESE~1 USE OF PROPERTY -""""Va ...... ·1,""""'/lfa\___._1_,___ __________ ----'-_ PROPOSED USE OF PROPERTY tJlZ!h l (fu fl ?z0{ Vt(.£) CUR..~Et\"T ZONING OF PROPERTY __ c _ _,,,._r ____________ _ V ARIANCE(S) REQUESTED AND REASON(S) __ V\_oYl.L ________ _ NUMBE R OF PARKING SPACES REQUIRED &4 NUMBER OF PARKING SPACES PROVIDED g If} .~· I I Figure XII Develo ment Permit City o College Station, Texas Site Legal Description : LOT 1 1 BLOC... K.... l L.o. E:iALL t-1 Et-\0£.\ P..L... ::>u Bo 1 \/\'::.\ON Site Owner: £t £-ST NA. T\ o N AL !:?.A.N ~ Address: 2. 'DOI <SOU,.T\-\ TE:_')(...A.. <;:, 6 VE . Telephone: ( ':fcA.) -i=r '1 -\ \ I \ Architect/ Address: 2-.03 uoL.LE.M AN D?-\ \l E. ~>l" Engineer: HUN\C.IPAL DEYE.Ll:)PHE-N\ TelephoneNo: lyoctj LRS3-S-'35"S C:7e.DUP Date Application Filed: ~~~~~~~~- Application is hereby made for the following development specific waterway alterations: Application Fee Signed Certifications Drainage and erosion control plan, with supporting Drainag e Report two (2) copies each. Site and Construction Plans, with supporting Drai11age Report two (2) eoflies ea:eh .1 Other: · ACKNO\VLEDGMENTS : I, N og..TH g,. B A.?-OE..LL , :)'g., design engineer, hereby acknowledge or affirm that: ' The information and conclusions contained in the above plans and supporting documents comply with the current requirements of the City of College Station, Texas City Code, Chapter 13 and its associated Drainage Policy and Design Standards. As a condition of approval of this permit application., I agree to construct the improvements proposed in this application according to these documents and the requirements of Chapter 13 of th o ge Station City Code. ' Contractor . . Figure XII Continued l HCTT W ~ T \-\ \ N ~U.:O D 'PLAN E. ) CERTIFIC:). IONS :, ~fo~r~posed ~'.t,e.rat~ons. within designated .floo~ hazara areas .) . A. I, .::;;/t b. ~{/},c Ii ert1fy that any nonres1dent1al structure on or proposed to be on this site as part of this applicati · n is designated to prevent damage to the structure or its contents as a result of flooding from the I 00 year storm . N o /J-7 If Engineer Date ./ ) ---------------------- ./ B. I, certify that the finished floor elevation of the lowest floor, including any basement, of any residential struct~re, proposed as part of this application is at or above the base flood elevation established in the latest Federal Insurance Administration Flood Hazard Study and maps, as amended . Engineer Date C. I, cert ify that the alterations or development covered by thi s permit shall not dimi nish the flood-carrying capacity of the waterway adjo ini ng or crossing th!s permitted site and that such alterations or development are consistent with requirements of the City of College Station City Code, Chapter 13 concerning encroachments of flood ways and of floodway fringes . Engineer Date I, do certify that the proposed alterations do not raise the level of the 100 year flood above elevation establ ish ed in the latest Federal Insurance Administration Flood Hazard Study. Engineer Date Conditions or comments as part of approval : ------------------- In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing dra inage facilities . I hereby grant this permit for development. All dev elopme nt shall be in accordance wit h the plans and specifications submitted to and approved by th e Cit y Engineer for the above named project. AJI of the applicable codes and ordinances of the Cit y of College Station sh all apply . · .. I I I I I I I I I I I I I I • • • I - bri J in V\ 1 '/~ t\J ti,h -of16tl 1/f' °'f'll' u.h'c¥J INS oarik.. So {)JC :~le, C Vi''/ h fh;"'S Arr'° r e,,d . We uvd I f)C'.(d the., -c;r cl l\ d , . I Coord' nP:..fL. 1h i-s Veve. lo r ~~f P&-vvi i1- ls S~t 'l'Y\ped lNK VISION - )lJdlC~ +v 5i~V) I p <7 \ 1 4oo. t f1 et"cSc:, (Y\~ ltt y '?D tko..~ Li??i / c;h 1rlc 7 l-,11,s 996 * C,Onh'JYY)ec/ th C1J-thc.. i;:{m l9v n ~ (in Qe,s) t1re. CDrrcd-, _.;. ' Paid by_ Check ditJDcash ---THANK YOU ·- ACCOUNT NO. ______________ _ 380567 a/Cb< ,19~ jJlt(l'}IH CITY OF co7GE STATION $ !CO~ mz:t:; RECEIVED OF ~lH{llim ~ FOR Paid by_ Chec~q Cash ---THANK YOU I I I I I I I I I I I I I I - I J CITY OF_ Cc;>L~flGE STATION Engmeermg Division 6n·J /Vl ~ c{: r 1 "'~ Nah·o'1&'1 C)nle. C VI') -j+i ,·ns ~Ar pfi) v e,,.d ,, . VISION - 5i~vi t he p«7 \ + 'fa;. fY"\ t-.. H-t ¥ 5 ;; #'-c'-~ -\[I ~ Li sa 1 <Sh ,ric 7 11 .. s ' ' 996 * 0<J nh"r-rr.ed th C1_f--+-he_ Jm l?vn k; (in Qe,s ) t'.'1te. corrrJ-, ..... ,:·• ... I ~!ft!Pd 7 You.r-c n·J 0r .--~( h ctvt _rh ( C? Arrl ;o,~·~~Yl~_Sd~ _ ?/\a:,, '· i? . : v 17.? . ) rf) . -· DEVELOPH ENT SE:RVICES UOf TE XAS AVE COLLEGE STATION , TE X AS 77840 Facsimile Cover Sheet To: Company: Phone: Fax: From: Company: Phone: Fax: Date: Pages including this cover page: (409) 76 4 -3570 C40 9) 764 -3496 FAX . / 05 1 30 1 96 11: 15 5'409 764 3496 DEVELOPMENT SVCS TRA SMISSION OK TX/RX NO. CONNECTION TEL CONNECTION ID START TIME USAGE TIME PAGES RESULT *************************** *** ACTIVITY REPORT *** *************************** 6168 97789708 BRYAN AREA OFF 05/30 11:13 01'57 3 OK 141001 z ?;1 G> rn ::0 0 )> 0 ' I ~ 1 ~ ~ //~/ PIV/7 t?V'N ·~ ~ · ::peb ..9N/7 0!:;1·66-1-t:l ·y_/# :Nt:lMn!.:8 . \,na · --~ '7'/?b' IMtl ?flt;Jz 1:1 : 17jJ ·~:: ~13i/ g/Y/7 ':J/!i::I p 11tJ/ ~ : tb!~ /V/pa,.;7Nl7 d'"73~11g/_')/ . ~· .· -~~d'Mddt ("4 !ld/J..l f7 # xo;; .Ja?t11 ~gg'?/tl7/ (....LJ!.,,LJ WNNJ rl _f>c:b 'j'6fa ·P.fU ~ ~ & ·74(7' ~/A;r/ /W'--~ l( ( ~/Y~ '??;'m #/Jh'IA'#I..~/ .?JV/~?~ P 111/ZfAt WQ~ ..9'H~# ,J,-$ ~NI$ D,W't/U . ' ~-~ r CI~o~ o<?c~B S:£!--LEG1~1 ~l~Te !~N ~ College Station, Texas 77842-9960 VIA HAND DELIVERY July 9, 1996 Ms . Lisa Hagerman Mr. Larry Wells Municipal Development Group 203 Holleman Drive East College Station, TX 77840 ( 4 0 9) 764-3500 RE: Status of Fi rs t National Bank Submittals Dear Lisa and Larry, In reviewing the revised drainage reports and TxDOT submittals , I have noted the following . 1. Some of the original comments on the blueprint pages have not been addressed . 2 . There is a discrepancy throughout, regarding the size of a storm drain. 3. The submittals to the Texas Department of Transportation do not match the drainage reports . Although it may seem to slow down the overall approval process , our policy is to refrain from forwarding submittals to TxDOT until we feel relatively sure that the points which involve TxDOT will not change in the course of our review. Due to the second and third comments above, I am uncomfortable forwarding the submittals to TxDOT at this time. Note also that I have found a couple of things missing from the TxDOT documents that TxDOT will need to see. As soon as these items are resolved, we will promptly forward the TxDOT submittals . It appears tha t th e revisions still needed in the bod y of the drainage report are mi nimal. Mos t of the revisions t o t he report pertain to the attach ed co nstruction documents . You may wish to detach such sheets from the report and staple them separately . At this point in the review process , we need to see a full set of revised civil documents, along with all previous markings, wh ich includes: 1. Revised site plan , 2 . Proposed public water and sanitary sewer mains (which I cannot forward to TxDOT until I know our concerns are met), 3. The storm sheets, in corrected form (C-2,3,6,7, and erosion control), 4 . Any other civil sheets which are needed for construction of the site, and 5. Application for Development Permit. Home of T ex as A&M University First National Bank page 2 Please call me at 764-3570 if you have any questions. Sincerely, Samantha Smith Engineering Assistant cc : Shirley Volk, Development Coordinator Kent Laza, City Engineer Tim Bryan, Fi rst National Bank the-3 i--ev1~ drr:5 7fs vvh '<:.li n D6 <;vi:" rn / H ~ t:/zL. ,,;,., /,: oke-d r-e-v,sc.4 5vmrnA-r1eh . I l'(\~r(YlecA rh0vt b r f h1-s Fiv1-&/z8 rn') . 1 KM'AJe-d f ~ e,"' f1VVlJtt7 2,,_ c_ 'j' ~" fh t-S Vn0 ,.,,.,-) , /,.-SA (--h ) W-VV"< ,., ~ ";) h. ~ '" f-lic lo'\ i SS ( J U,n }e_. f., f-/1 iS "--ftr r>tMrt I O "J I V<[ l,,;t Md f ~ c.J Vlf lve sfa r't('..{ f-h L " fV/ 1 'eu., t,o!Pt'I t J Dw VI " p v e, r 1ti ovo (,,J I 'ol I e f- 70 v ~' ib~"7. g~ LETTER OF TRANSMITTAL DATE: MUNICIPAL DEVELOPMENT GROUP 203 HOLLEMAN DRIVE EAST COLLEGE STATION, TEXAS 77840 (409) 693-5359 ( 409) 693-4243 &x Engineering Planning Surveying FROM:~ Job No . 2.c;Cj 8-lt23 I WE ARE SENDING YOU : /Attached D Under Separate Cover via---------the Following Items: D Plans D Samples D Prints D Shop Drawings D Copy of Letter D Specifications D Change Order D ---------------~ Date No. TIIESE ARE TRANSMTITED AS CHECKED BELOW : ~or Approval D For Your Use D As Requested D Approved as Submitted D Approved as Noted D Returned for Corrections D For Review & Comment D D Resubmit __ Copies for Approval D Submit __ Copies for Distribution D Return Corrected Prints -------------------- D FORBID DUE---------19 __ _ D PRINTS RETURNED AFTER LOAN TO US ·COPY TO: ---------------SIGNED: __.Li..<-f4N-11"'-¥f\!V\~..,...__ ___ _ \ ( ; • • r \ ' .. .. LETTER OF TRANSMITTAL MUNICIPAL DEVELOPMENT GROUP 203 HOLLEMAN DRIVE EAST COLLEGE STATION, TEXAS 77840 (409) 693-5359 (409) 693-4243 &x Engineering Planning Surveying T O : c... o. c:_. "3 . A ttention Job No. z.. S't <O -G'S l WE ARE SENDING YOU : o/ Attached D Under Separate Cover via _________ the Following Items: D Plans D Samples D Prints D Shop Drawings D Copy of Letter D Specifications D Change Order D --------------- Copies Date No. Description 3 I I Gl Q_pvt~ OV-r1 I 'VI r1 r ,c e_e.ooi--h a I V r1 l I' V\.....L ~ o.C Ora t V\...C~ ~ _ u .ooi--t- -1--r1-Llu. ol..t o d THESE ARE TRANSMITTED AS CHECKED BELOW : D For Approval D Approved as Submitted D For Your Use D Approved as Noted D As Requested D Returned for Corrections D For Review & Comment D r O\ru tV1.r1 r Jl , Plr1 ... ,o1 O 0 - D Resubmit __ Copies for Approval D Submit __ Copies for Distribution D Return Corrected Prints ~------------------~ D FORBIDDUE 19 __ _ D PRINTS RETURNED AFTER LOAN TO US REMARKS: ,:s: _.l~).?(Y\ -fS ~/'?17./\.1) s./ v;>w .r7tl V~/.'!1-Lf vOJ I LETTER OF TRANSMITTAL MUNICIPAL DEVELOPMENT GROUP 203 HOLLEMAN DRIVE EAST COLLEGE ST A TION, TEXAS 77840 (409) 693-5359 (409) 693-4243 fax Engineering Planning Surveying DA TE: :r:,.;J.,y 2... ?-t L-9 CC L d"' TO:~L A ttention S. vW kc.i FROM: LJ'S.g...;? ~ Job No. 2.>:f ~ REASON: t*N~ ~k_ WE ARE SENDING YOU: 0 Attached D Under Separate Cover via----------the Following Items: 0 Specifications ~ans 0 Samples 0 Prints 0 Shop Drawings 0 Copy of Letter 0 Change Order 0 ----------------- Co ies Date No. Descri tion C...-l 1--~-+~~~~-+~-+~~~.!__V~-l...~v~~~~~cJ..._~~...!__!~~~~-=-~~~~~~~~-.1 ~1/~ &~li k-Li THESE ARE TRANSMITTED AS CHECKED BELOW : 0 For Approval 0 For Your Use 0 As Requested 0 Approved as Submitted 0 Approved as Noted 0 Returned for Corrections 0 FORBID DUE ---------19 __ _ REMARKS: COPY TO: --------------~ 0 Resubmit __ Copies for Approval 0 Submit __ Copies for Distribution 0 Return Corrected Prints 0 PRINTS RETURNED AFTER LOAN TO US LETTER OF TRANSMITTAL MUNICIPAL DEVELOPMENT GROUP 203 HOLLEMAN DRIVE EAST COLLEGE STATION, TEXAS 77840 (409) 693-5359 (409) 693-4243 tax Engineering Planning Surveying DATE: WE ARE SENDING YOU: D Shop Drawings D Copy of Letter Co ies Date 3 3 Job No. '2-Sq3 -~3 I REASON: l 'S-\--N c.t {-t cmcJ ~~ lL D Attached D Under Separate Cover via---------the Following Items: D Specifications D Change Order '¢_Plans D Samples D Prints D ---------------~ Descri tion TIIESE ARE lRANS.MITTED AS CHECK.ED BELOW : ~or Approval D For Your Use D As Requested D Approved as Submitted D Approved as Noted D Returned for Corrections D Resubmit __ Copies for Approval D Submit __ Copies for Distribution D Return Corrected Prints D For Review & Comment ~___..LI> ............. c.,'L-'Mg=""-'L=--------------- D FORBID DUE---------19 __ _ 0 PRINTS RETURNED AFTER LOAN TO US ) l ~ a+ .\--c;J.;kol · ~ ~ ~ -£ of. V \ (>y b lo. Y\ k_g _ _-t -{' CA 5' .l.Yl~~-(A.J-- l .. MUNICIPAL DEVELOPMENT GROUP 203 Holleman Drive East• College Station, Texas 77840 • 409-693-5359 •FAX: 409-693-4243 Engineering, Surveying, Planning and Environmental Consultants FA.:X# 1~ .. ~5-z NO.PAGES TO FOLLOW ~ DATE 1lt'J (q0 TO fi~k1 b'Jic'1q, \=rb0 I \ FROM ~ \ If there -is a problem with this transmission. please call us at409-693-5359. C01VFIDE1VTIALITYNOTICE: This facsimile message and accompanying communication and/or documents are intended for the exclusive and confidential use of the individual or entity to which the message is addressed COiWMENTS ~ (@?(N f ~e!1J ft; lu\A\ ~ ft~JttVg_~ oJ Jo/~ke± ~ ) 7t "1tt.-fiMtU 'bJNt/L @ @~ftqine @-1 i ~{e fhi1 fe -tof-t l f?(/L/ 1 //. t? · ffe:r IJ f/Ak#1Nittf ~kJo/wt~dvJ --p~ ~ Oate_.1]!,__._/q & __ City of Co ll ege Station Public Utilities Department Electrical Division P.O. Box 9S60 College Station, TX 77842 409/764-3452 FAX Contacts : Tony Michalsky, Operations Coordinator, 409-764-3438 Don Lusk, Line Designer, 409-764-3502 RE : ELECTRICAL SERVICE REQUEST We the undersigned of hereby request electric service for: Business name the fif'Jf !Ja;fitn(/J / ~k, t?f 8rV(h-? Location wt'I l f?;;fl/ 1 &/l· FAap rYIUrltfYiV 9ub, C..~ °J Tx Owners name Jk {10f !/a:ftiMJ ~£ l'f &i,kvi Billing address "t~{ ftfla IJv2 &nhl, fJ Phone number 11 j -I I I I Fax number 11 CJ -tltf-?z~ Estimated Date Construction begins__.~~'1-+-....... /+;_./_'J~~ ..... V"----------- Estimated Construction completion date ..... 8f}-'-+---''fi_._/_/1 ..... /_q._q ............ J'----------- Anticipated date permanent service required.__._A,8+...:..-rt..._.//.___._/~1 _/Pf/~_.7'--------- We further understand that we are to pay the City of College Station 20% (plus sales tax) of the total esti mated cost of electric service installation and furnish either "blanket" or "as-built" easement before any work will be done by the City. · THIS IS NOT A REQUEST FOR METER INSTALLATION. Own er J (Letter must be signed) MAIL O R FAX TO ABOVE ADDRESS -. EASEMENT INFORMATION SHEET (To be filled in and submitted with construction plans and specifteations for preliminary review) Requested By: ~J ?~c.ecluf e.. (Department and Name of Person to Contact) EXT. ___ _ Type of Easement: Public utilities Water line Sprinkler Vault Electric line __ Drainage Fire Hydrant Sanitary Sewer Line Access __ Temporary Blanket Electric Lines _? Temporary Blanket Utilities Other (specify below) Approval Required By: (prior to building permit) k Electric Water/WW City Engineer lntormaton below to-60 supplied by Applicant: Approval Given By: __ (please initial) Electric Wat.er/WW City Engineer Property Owner(s): ffi? flrtttJJ~ as~#Jk 0fli~~ Address: 1/( f) f JiiM H1,1e Phone Number: 171 -I I/ I f2Y74aM ~ Vof· 'Z1?-=?61ftl ~3 ~Lenders: __ ~----------------------------------- (Names and Addresses) If Owner is a corporation, partnership, or joint venture: 1. State of Incorporation/Registration------------------ 2. Partners' Names (if applicable) ------------------- 3. Person Authorized to Sign-------------------- (Name and TFtfe) Legal Department must be proVidea with the following: tor I, 17/k:_J I l:<J . ~II fYle'Jln m°,d ~C/ b . 1. A signed. sealed and dated metes and bounds description. U 0 f · ~J .p::f :? J 3 2. A diagram of the property showing the location of the easement. 3. A copy of the corporate resolution or other proof of authority to sign on behalf of the corporation, partnership, or joint venture, if applicable. 4. Name, address and phone number of person who is to receive the easement and be responsible for getting it executed .----------:--------- 1/ m I?~ -fj('/t ~ t2Mtk-- Any land acqt.isition f'8SUtk1g from CapbJ/ /mproverr16f't Pro;scts rsqti9s a meetk1g betw86n thB City Attorney and the Projsct Manager. js/c/forms/info. d oc 032593 07/10/96 09:17 .-. 409 693 4243 M U li • •••••••••••••••••••••••••• ***** ACTIVITY REPORT ***** ••••••••••••••••••••••••••• TRANSMISSION OK TX/RX NO. CONNECT! ON TEL CONNECTION ID START TIME USAGE TIME PAGES RESULT 2545 409 764 3452 COLL STA PUB UTL 07/10 09:16 01'23 3 OK 1. 2. 3. 4 . 5. 6. 7 . 8. 9 . 1 o. 11 . 12 . 13 . Engineer's Estimate for Water Improvements to FIRST NATIONAL BANK located at Lot 1, Block 1 -L.O. Ball Memorial Subdivision College Station, Brazos County, Texas 6" Diameter C900 -Class 200 P . V . C. Water Line 8" Diameter C900 -Class 200 P. V. C. Water Line 24" x 6" M.J. Tapping Saddle with 6" M.J . Tapping Gate Valve & Box 24" x 8" M.J. Tapping Saddle with 8" M.J . Tapping Gate Valve & Box 6" M.J. Gate Valve & Box 6" x 45 M.J . Bend 6" x 90 M.J . Bend 6" x 6" M.J. Tee 6" x 8" M .J. Tee Standard City of College Station Fire Hydrant Assembly with Appurtenances 4" Diameter C900 -Class 200 P. V.C. F.D .C. Line 4" x 45 M.J . Bend 4" x 90 M.J . Bend July, 1996 219 28 1 1 2 3 1 1 2 104 2 1 L.F. $12 .00 L.F. $15 .00 EA. $5,000.00 EA . $6,000 .00 EA . $375.00 EA . $250 .00 EA . $250.00 EA. $275 .00 EA . $375 .00 EA . $1,700.00 L.F . $9.00 EA. $50.00 EA. $50.00 $2,628.00 $420.00 $5,000.00 $6,000.00 $375.00 $500.00 $750.00 $275.00 $375.00 $3,400.00 $936.00 $100.00 $50.00 Municipal Development Group 203 Holleman Drive East -College Station, Texas 77840 -(409) 693-5359 14. 4" Diameter Plug 1 EA. $50 .00 $50 .00 15. Standard City of College Station 1 EA. $1,500.00 $1,500 .00 Siamese Connection Assembly DOMESTIC WATER 16. 3" Diameter Schedule 40 200 L.F. $5.00 $1 ,000.00 P.V .C. Water Line 17. 3" x 90 Bend 2 EA . $25 .00 $50 .00 18. 3" Plug 1 EA . $25 .00 $25 .00 19 . 3" Gate Valve & Box 1 EA . $25 .00 $25 .00 20 . 6" x 3" Reducer 1 EA. $75.00 $75.00 Estimated Cost For Water Improvements: $23,534.00 Municipal Development Group 203 H olleman Drive East -C ollege Sta tion , Tex as 778.JO -(409) 693 -5359 1. 2. 3 . 4. 5. Engineer's Estimate for Sanitary Sewer Improvements to FIRST NATIONAL BANK located at Lot 1. Block 1 -LO. Ball Memorial Subdivision College Station. Brazos County, Texas 8" Diameter SOR 26 - Class 160 P.V.C. Sanitary Sewer Line Standard City of College Station Concrete Manhole 4" C900 -Class 200 PVC Service {5' Stub-Out) with 4" Plug @ End Tie into Existing Manhole Trench Safety July, 1996 65 1 1 L.F. $14.00 EA. $1, 100.00 LS. $250.00 LS. $350.00 LS. $500 .00 Estimated Cost For Sanitary Sewer Improvements: ' $910.00 $1 ,100.00 $250.00 $350.00 $500.00 $3, 110.00 Municipal Development Group 203 Holleman Drive East -College Station, Texas 778~0 -(409) 693-5359 DRAINAGE COMPUTATIONS for 1st· NATIONAL BANK 1.43 Acre Tract LOT 1, BLOCI( 1 -L.Q. BALL ~IEMORIAL SUBDI\i~SION College Station, Brazos County, Texas Prepared fo r : Mr. Tim Bryan FIRST NATIONAL BA...""'IT< 2807 South Texas Avenue Bryan, Brazos County, Texas Telephone: (409) 779 -1111 Prepared bv: .'.\'IUNICIPAL DEVELOPMENT GROUP 203 HOLLEMAN DRIVE EAST COLLEGE STATION , TEXAS 7i8-!0 (409) 693-5359 (409) 693 -~2ol3 :ax Engineering Planning Surveying *Revised: June, 1996 * DRAINAGE COMPUTATIONS for 1st· NATIONAL BANK 1.43 Acre Tract LOT 1, BLOCK 1 -L.O. BALL MEMORIAL SUBDIVISION College Station, Brazos County, Texas Prepared for: Mr. Tim Bryan FIRST NATIONAL BANK · 2807 South Texas Avenue Bryan, Brazos County, Texas Telephone: (409) 779 -1111 Prepared by: MUNICIPAL DEVELOPMENT GROUP 203 HOLLEMAN DRIVE EAST COLLEGE STATION, TEXAS 77S-+0 (409) 693-5359 (409 ) 693-4243 fax Engineering Planning Surveying *Revised: June, 1996 * DRAINAGE COMPUTATIONS for FIRST NATIONAL BANK Lot 1, Block 1 ofL.O. Ball Memorial Subdivision College Station, Brazos County, Texas *Revised: June, 1996 * SUMMARY RECEIVED 2 1996 The subject property is situated off the southbound Frontage Road of Highway 6 in southern College Station at the corner of Rock Prairie Road . The proposed First National Bank development is to be established within the bounds of the 1.43 acre tract. The project site -Lot 1 Block 1 of L.O . Ball Memorial Subdivision -is currently undeveloped with existing, native vegetation . (See the following Vicinity Map.) The terrain slopes toward Highway 6 with surface drainage along the Frontage Road . The primary bar ditch is located between Highway 6 and the Frontage Road and is considered in this drainage analysis . The predevelopment drainage condition is as follows : runoff sheet flows from the entire 1.43 acre tract and drains across the property to the front of the site, facing the southbound Frontage Road . The land slopes toward the road at a smooth 1 to 2% grade. Under existing topography , runoff flows across the property and southward to collect in the bar ditch between Highway 6 and the Frontage Road and further downstream to a shallow bar ditch which forms off the Frontage Road and the bordering properties . The proposed method of handling the additional stormwater runoff generated by the new development is a storm sewer system to discharge flow to the bar ditch between the Frontage Road and Highway 6 proper. Currently this bar ditch has unused capacity which can easily support the increased runoff. The Site Plan calls for the site to be regraded with runoff flow being collected from the parking lots and emptying to the proposed storm sewer network as shown . The storm sewer system will incorporate the existing 18' R. C.P . (See Site & Grading Plans.) and two proposed 15" diameter PVC lines to be bored under the Frontage Road . Relevant calculations and data are provided in the appropriate section of this report according to this revised drainage scenario. This report is divided into several parts . The first section of this report covers drainage information relating to the runoff flows and corresponding increases with development of the site specifically and the corresponding flow to be discharged to the bar ditch . No detention is considered . The second part concerns the capacity of the bar ditch and, more particularly, the capacity of · the related culvert . The third section of this report provides details , layout and capacity calculations for the proposed storm sewer system . Finally, a more detailed explanation of spreadsheet calculations from part 1 is included as well . PR 0 J E C T S IT E Peak Flow Conditions and Expected Increases with Development This section covers information relating to the runoff flows to be released to the bar ditch between the southbound Frontage Road and Highway 6 as relevant to this project. It includes pre-development and post-development peak flow rates for the 2-, 5-, 10-, 25-, 50-, and 100-year storm conditions . These rates are computed for the influencing basin made up of the 1.43 acre project site and another 0.5 acres of existing off site contributing area, yielding a total of 1.93 acres . (See following Map to delineate appropriate basin .) Also hydrographs of the pre-development and post-development conditions are provided for each storm event. The increase in peak storm water runoff for the basin under the 100-year storm is computed at 8.78 ft3/sec . The subsequent peak post-development discharge velocities are projected to be compatible with the outlet devices proposed . lST NATIONAL BANK -Lot 1, Block 1; L.O. Ball Memorial Subdivision , College Station, TX RECEIVED ~:JL 2 1996 B A R D I T C H C A P A C I T Y between southbound State Highway 6 & Frontage Road The analysis of the bar ditch focuses on the existing 5' x 3' culvert and its capacity to handle the expected 100-year peak flow conditions -includillg he aaditional flow discharged from ttie IllST NATIONAL BANK development. The downstream controlling culvert in the Highway 6 R.O.W . is the 5' x 3' concrete box . Beyonel the 5' x ' box culvert, the runoff flows uninhibited until joining the primary drainage channel at Lick.Creek 0.4 miles downstream . There is a 6' x 4' concrete box at this junction.to Lick Creek as i passes under Highway 6, but thi · s the only restrictive structure the flow encounters on route and it's capacity exceeds that of the 5' x 3' box culvert. Therefore, the 5' x 3' box culvert is used as the controlling check for downstream capacity. The calculations show the flows from all contributing basins as delineated on the included map. It shows the flow increase of the proposed new development collected by the ditch . The maximum capacity of the existing culvert was determined in the calculations section to be at least 133 cubic feet per second . (See calculation sheet provided.) The peak runoff flow from the FIRST NATIONAL BANK site to be released to the bar ditch is 17 .76 cubic feet per second under 100-year storm conditions. Similarly, the total peak flow including off-site runoff flow and the proposed new development is 97.54 cubic feet per second . Therefore , with the addition of runoff from the FIRST NATIONAL BANK site, a total increase of 8.78 cubic feet per second, should not exceed existing capacity. Again , these numbers are for 100-year storm conditions and are shown in greater detail in the following calculations sheets . STORM SEWER CALCULATIONS The grading plan shows the new drainage flow patterns after development. Stormwater enters the underground stormsewer lines through grates in the parking lot. The pavement is divided into eight mini- collection basins with grates sized according to volume of runoff anticipated . The grates and their respective collection areas are shown in the layout included in this section . Roof drains and off-site contributions are considered and added to the corresponding sewer capacity calculations . Spreadsheet Calculations: These spreadsheet calculations are summarized according to the following methodology. Beginning on the first page and based on the following : appropriate tributary drainage area of the project (1.93 acres), the pre-development run-off coefficient estimated at 0.40, and a minimum time of concentration of 10 minutes -the relative pre-development peak discharge rate ("Q") was determined. The Rational Method was utilized to compute the estimated peak pre-development discharge rates . The equation that represents the Rational Method is Q = CIA. The variables are defined as follows : "Q" is the peak discharge rate in cubic feet per second, "C" is the run-off coefficient (assumed to be 0.40 in the predevelopment condition),"!" is the storm intensity in inches per hour, and "A" is the area of the drainage basin in acres . Computations following are based on the tributary area of 1.93 acres , the post-development run-off coefficient of 0.79 , a minimum time of concentration of 10 minutes, to yield the relative pre-development peak discharge rate ("Q"). The Rational Method was again utilized to compute the estimated peak post- development discharge rates . The "C" variable, the run-off coefficient in the post-development condition, is computed according to the relative amounts ofpervious and impervious surface area and equals 0 .79 . lST NATIONAL BANK -Lot 1, Block J; L.O. Ball Memorial Subdivision , College Station, TX RECEI ED J:.;~ 2 996 Comparison of the peak pre-development discharge rate to the post-development discharge rate is included in the report . This value is determined as the volume difference generated between the pre-development and post-development hydrographs -see subsequent pages for these hydrographs . Please note that the post-development hydrograph shown on these pages assumes no detention . All runoff is assumed to free- flow. Information concerning the post-development run-off that is not routed to the storm sewer is minimal and considered as urunetered, overland free-flow . Tabulations of the pre-development and the post-development hydrographs based on the previous computations are provided ahead of the hydrograph . The post-development hydrograph assumes no detention to facilitate direct comparison in the pre-and post-development conditions . Also included is the tabulation of the post-development hydrograph for "free-flow" from the project site . The hydrograph is triangular in shape and is based on the standard SCS unit hydrograph with time to peak set equal to the time of concentration and the total time base set at 3.00 times the time of concentration . Please note that a 30 minute total storm event duration was utilized exclusively throughout this report due to the nature and relative size of the project. lST NATIONAL BANK -Lot 1, Block 1; L.0. Ball Memorial Subdivision , College S tation , TX 1•111•ltl•lllilllllllilillllllllllllilllll!!!!!!!!!!!!!!!!!l!!llllliliil!l!l!llllillli:11111111111111111111111111111 Tdbutary Area ("A"): (3 Pervious Area: Impervious Area: Run-Off Coefficient ("Cwt"): Time Of Concentration ("T/c"): Hourly Intensity Rates ("I"): Peak Discharge Rate ("0"): 0.61 Acres 1.26 Acres 0.79 10 Minutes (Min) 2-Year: 6.33 5 -Year: 7.69 10-Year : 8.63 25-Year : 9.86 50-Year : 11 .1 5 100-Year : 11.64 2 -Year : 9 .36 5 -Year : 1 1 .38 10-Year : 12.77 25-Year : 14.58 50-Year: 16.49 100-Year: 17.21 Page4 \.q"b / c = 0.40 c = 0 .98 Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Drainage Basin 1 ~l=~i~ill 1911~ ~111 l~i~i Ill~~ :rn R'!ij ~it91 l i1!!d lllH\I, l r··.·.··· T ributary Area ("A"): 6 .30 Perv iou s A rea : Imperv ious Area : Run -Off Coefficient ("Cwt"): Ti me Of Concentration ("t/c"): Hourly Intensity Rates ("I"): Pe ak Di sc h arg e Ra t e ("0"): Acres (See Drainage Map for Basin Deli neations) ~ Acres 9 Acres o.44 r'~~ c = 0.40 c = 0 .95 tic : 24 .00 Minutes 2-Year : 3 .98 Inches I Hour 5 -Year : 4 .94 Inches I Hour 10-Year : 5 .62 Inches I Hour 25-Year: 6.45 Inches I Hour 50-Year: 7 .33 Inches I Hour 100-Year : 7 .65 Inches I Hour 2 -Y ear : 11 .01 Cubic Feet I Second 5 -Y ear : 13.68 Cubic Fee t I Second 10 -Yea r: 15.55 Cubic Fee t I Second 25 -Year : 17.85 Cubic Feet I Second 50-Year : 20 .27 Cubic Feet I Second 100-Year : 21.16 Cubic Feet I Second ~. Drainage Basin 3 T ributary Area ("A "): 9 .60 Pervious Area : Impervious Area : Run -Off Coefficient ("Cwt"): T ime Of Concentration ("t/c"): Hourl y Int ensity Rates ("I"): Peak Discharge Rate ("Q"): tl..C. yV' (/' r'\ '7 Oo '1°11 r1'-F . f} (V\ tf\~ t' --------..;::... (Se ~evio us R eport Sec hOjj]or more Detail) Acres 8 .90 Acres ~Acres \ o.44 I p e.4-~ 2-Year : 5 -Year : 10-Year : 25-Year : 50-Year: 100-Year: 2-Year: 5-Year : 10-Year : 25-Year : 50-Year: 100-Year: tic: 4.70 5.80 6 .56 7 .52 8 .53 8.90 19.87 24 .51 27.73 31.78 36.04 37.60 4 c = 0.40 c = 0.95 18.00 Minutes Inches I Hou r Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second f e.zc.w.s A WA' v c I ulvv~ "' 3 /Avr-t.-S ' Drainage Basins 5 & 6 Tributary Area ("A"): 1.93 Pervious Area: Impervious Area: Acres 0.63 1 .30 Run -Off Coefficient ("Cwt"): 0.79 Time Of Concentration ("t/c"): 2-Year: Hourly Intensity Rates ("I"): 5-Year: 10-Year: 25-Year: 50-Year: 100-Year: 2-Year: Peak Discharge Rate ("0"): 5-Year : 10-Year: 25-Year: 50-Year: 100-Year: (See evious Report Sectio !for more Detail) Acres Acres • c = 0.40 c = 0.98 t/c: 10.00 Minutes 6 .33 Inches I Hour 7.69 Inches I Hour 8.63 Inches I Hour 9.86 Inches I Hour 11 .1 5 Inches I Hour 11.64 Inches I Hour 9.65 Cubic Feet I Second 11.74 Cubic Feet I Second 13.18 Cubic Feet I Second 15.05 Cubic Feet I Second 17.01 Cubic Feet I Second 17.76 Cubic Feet I Second Capa city C a l culati on s FLOW SUMMARY TO 3' X 5' CULVERT: STORM 2 year 5 year 10 year 25 year 50 year 100 year FLOW FLOW FLOW FLOW FLOW TOTAL FLOW from from from from from to Existing BASINl BASIN2 BASIN3 BASIN 4 BASINS 5& 6 3x5 Culvert (cfs) 1 1.01 13 .68 15 .55 17 .85 2 0 .27 21.16 (cfs) (cfs ) (cfs) (cfs) (cfs) 10.76 19 .87 3 .2 2 9 .65 54 .51 13 .24 24 .51 3 .97 11.74 67 .14 14 .95 27 .73 4.49 13 .18 75 .90 17 .12 31.78 5 .15 15 .05 86 .95 19.40 36 .04 5 .84 17 .01 98 .56 20 .24 37 .60 6.09 17 .76 102 .85 Maximum Flow at 100-year Storm Conditions = 102 . 85 ft3/sec Maximum Culvert Capacity = 133.34 ft3/sec Therefore, 3' x 5' Culvert Capacity is sufficient lST NATIONAL BANK -Lot 1, B lo ck 1, L.O. Ball Memorial Subdi visi on , Co llege Station , TX SEGMENT 3 Q Provided = (1.486 In XA)(R)213(S)112 = Manning's Equation for Full Flow ~ Q Provided = (64.70)(.01)112 = 6.47 ft 3/sec Q Expected for 100-Year Conditions :== 1. 73 ft 3 I sec • INLET 4 Q Expected for 100-Year Conditions = 0.46 ft 3/sec • R5 Q Expected for 100-Year Conditions = 0 · 5 7 ft 3 I sec • R6 Q Expected for 100-Year Conditions = 0.07 ft 3/sec • INLET 8 Q Expected for 100-Year Conditions = 3 . 7 5 ft 3 I sec • INLET 7 Q Expected for 100-Year Conditions = 3.32 ft 3/sec • INLET 6 Q Expected for 100-Year Conditions = 0 .46 ft 3 I sec • R 2 Q Expected for 100-Year Conditions = 0.46 ft 3/sec • R3 ~ Q Total Expected = ~;;===4=== Therefore, the selected pipe is acce ....................................... ·;.A·.... . ... ·~· .......... . /--\ \) .rt> ~ . \ v ~ NOTE: See Layout Maps & Storm Sewer ConstructionPlan Sheets for Clarification of Storm Sewer Line Labels and Varying Pipe Diameters lST NATIONAL BANK-Lot 1, Block 1, L.O Ball Memorial Subdivision , College Station , TX \ 0 H'w'Y 6 R.O .W. WIDTH VARIES 2'28 6 15 ' BUILD G UN ::::...__ _n_·--~ 1 ST NATIONAL BANK NOW OR FORMERLY 1 ST NATIONAL BANK VOLUME 2335, PAGE 203 ""~ 145' GORE DETAIL GTE EQUI P. THI S ARE A• CO NSU L T I,// GTE PRIOR TD CONS TR UC TION. NOT TO SC ALE IRRIGATION PROPOSED tlRELINE SLEEVE & HYDR ... NT W/ ... LL APPURTENANCES 94 ' TO CL EN TRY \ NOTE : COORDINATE VERT . LO~ ... TION or ALL PROP . UTILITIES w I SlORl.i SEWER PLACEl.iEN T AT CROSSIN~S---1{.(_ ·no NOT ENTER' SIGN ~1~8 ATNl~=RIGATION SLEE.Yf__ I 2-PROP OSE D 1 5• PVC PIPES TO DITCH ACROSS rRONT ... GE ROAD (SEE GRADING ND DRAINAGE PLAN 1 --+----i I \ROP-0-SE-D----< SAN . SE ER LINE 0 "' CTION ZONED C-2 NOTE : 5' SEPARATION RIGAT ION SLEEVE . 0 0 . 0 0 N 12 .,8 , BETWEEN WATER LINES . ltJ==~===r==;===F=o===91==fF===•---l -----'-------------~1 ·~2-------~~--+----11'-'-~~"-,1'----+1F-''-----il-'-'--"----'r3·0 · I --~ IRRIGATION SLEEVE ., ·I ' I • /~ ---,--,.,,,=---h END . 6" /~ • • -eu~~E 'tiiR1GATIONSLCTvE,.:;7>-' I F.F.=308.661 lST NATIONAL BANK -Lot 1, Block 1, L.O. Ball Memorial Subdivision , College Station , TX DRAINAGE COMPUTATIONS for 1st NATIONAL BANK 1.43 Acre Tract LOT 1, BLOCK 1 -L.O. BALL MEMORIAL SUBDIVISION College Station, Brazos County, Texas Prepared for: Mr. Tim Bryan FIRST NATIONAL BANK 2807 South Texas Avenue Bryan, Brazos County, Texas Telephone: (409) 779-1111 Prepared by: MUNICIPAL DEVELOPMENT GROUP 203 HOLLEMAN DRIVE EAST COLLEGE STATION, TEXAS 77840 (409) 693-5359 (409) 693-4243 fax Engineering Planning Surveying *May 1996 * •• /1'tftS Ufb'KI LA~ ~g,,,,rrr~ u,,._,1 '&:;JAA!b, ?<.EA'S.t oea1.A1f':J ALL ~~ ?£ 101Z -rt:> St.-,°&*1 l S.'S10AI. -nh~ w11-<-~ulf!.e ~I A.to "'M-"35 14-t2€ L.e>S"f: DRAINAGE COMPUTATIONS for FIRST NATIONAL BANK • :L \.:).e . ...l t~ i .\-- Lot 1, Block 1 ofL.O. Ball Memorial Subdivision or\'<; ~n.ev~ .,po ... 8 College Station, Brazos County, Texas '0~ ~c:l.{y c1~ pp-t..cl . *May, 1996 * SUMMARY The subject property is situated off the southbound Frontage Road of Highway 6 in southern College Station at the corner of Rock Prairie Road. The proposed First National Bank development is to be established within the bounds of the 1.43 acre tract. The project site -Lot 1 Block 1 of L.O. Ball M emorial Subdivision is currently undeveloped with existing, native vegetation . The terrain slopes toward Hi ghway 6 with surface drainage to the bar ditch along the Frontage Road. There is also another larger bar ditch between Highway 6 and the Frontage Road which is considered in the drainage analysis . (See the following Vicinity Map .) The pre-development drainage condition is as follows : runoff sheet flows from the entire 1.43 acre tract drains across the property to the front facing the southbound Frontage Road . The land slopes toward the road and adjacent bar ditch at a steady 1 to 2% grade . Under the existing topography, runoff flows across the property to collect in the existing bar ditch between the site and the Frontage Road. The proposed method of handling the additional stormwater runoff generated by the new development is a storm sewer to discharge flow to the larger bar ditch between the Frontage Road and Highway 6 proper. Currently this bar ditch has unused capacity which can easily support the increased runoff. The Site Plan calls for the site to be regraded with runoff flow being collected from the parking lots and emptying to the proposed storm sewer network as shown . The storm sewer system will incorporate the existing 18' R.C .P . (See Site & Grading Plans .) and two proposed 15" diameter PVC lines to be bored under the Frontage Road . Relevant calculations and data are provided in the appropriate section of this report according to this re vised drainage scenario . This report is divided into several parts. The first section of this report covers drainage information relating to the runoff flows and corresponding increases with development to be discharged to the bar ditch . No detention is considered . The second part concerns the capacity of the bar ditch and, more particularly, the capacity of the related culvert . The third section of this report provi des details , layout and capacity calculations for the proposed storm sewer system . Finally, a more detailed explanation of spreadsheet calculations from part 1 is included . PR 0 J E C T S IT E P eak Flo w Conditions and Exp ec ted Increases with Deve lopment This section covers information relating to the runoff flows to be released to the bar ditch between the southbound Frontage Road and Highway 6 as relevant to this project. It includes pre-development and pos t-development peak flow rates for the 2-, 5-, 10-, 25-, 50-, and 100-year storm conditions . These rates are computed for influencing basin made up of the 1.43 acre project site and another 0.5 acres of existing off site contributing area yielding a total of 1. 93 acres . (See following Map to delineate appropriate basin .) Also hydrographs of the pre-development and post-development are provided for each storm event. The increase in peak stormwater runoff for the basin under the 100-year storm is computed at 8.78 ft3/sec . The subsequent peak post-development discharge velocities are projected to be compatible with the outlet devices proposed . lST NATIONAL BANK -Lot 1, Block J; L.O. Ball Memorial Subdivi s ion, Co lleg e S tati on, TX B A R D I T C H C A P A C I T Y between southbound S tate Highway 6 & Frontage Road The analysis of the bar ditch focuses on the existing culvert and its capacity to handle the expected 100- year peak flow conditions . The existing downstream culvert in the State Highway 6 R.O.W. is a 5' x 3' concrete box . This is the controlling check as capacity downstream of the discharge point must be sufficient for the increased flow. The calculations show the flows from all contributing basins as delineated on the included map. It shows the flow increase of the proposed new development collected by the ditch . The maximum capacity of the existing culvert was determined in the calculations section to be at least 133 cubic feet per second . (See calculation sheet provided.) The peak runoff flow from the FIRST NATIONAL BANK site to be released to the bar ditch is 17 .76 cubic feet per second under 100-year storm conditions . Similarly, the total peak flow including off-site runoff flow and the proposed new development is 97 .54 cubic feet per second. Therefore, with the addition of runoff from the FIRST NATIONAL BANK site, a total increase of 8.78 cubic feet per second, should not exceed existing capacity. Again, these numbers are for 100-year storm conditions and are shown in greater detail in the following calculations sheets . STORM SEWER CALCULATIONS The grading plan shows the new drainage flow patterns after development. Stormwater enters the underground stormsewer lines through grates in the parking lot. The pavement is divided into eight mini- collection basins with grates sized according to volume of runoff anticipated. The grates and their respective collection areas are shown in the layout included in this section. Roof drains and off-site contributions are considered and added to the corresponding sewer capacity calculations. Spreadsheet Calculations: These spreadsheet calculations are summarized according to the following methodology . Beginning on the first page and based on the following: appropriate tributary drainage area of the project (1.93 acres), the pre-development run-off coefficient estimated at 0.40 , and a minimum time of concentration of 10 minutes -the relative pre-development peak discharge rate ("Q") was determined . The Rational Method was utilized to compute the estimated peak pre-development discharge rates . The equation that represents the Rational Method is Q = CIA. The variables are defined as follows: "Q" is the peak discharge rate in cubic feet per second, "C" is the run-off coefficient (assumed to be 0.40 in the predevelopment condition),"I" is the storm intensity in inches per hour, and "A" is the area of the drainage basin in acres . Computations following are based on the tributary area of 1.93 acres , the post-development run-off coefficient of 0 .79 , a minimum time of concentration of 10 minutes , to yield the relative pre-development peak discharge rate ("Q"). The Rational Method was again utilized to compute the estimated peak post- development discharge rates . The "C" variable , the run-off coefficient in the post-development condition, is computed according to the relative amounts of pervious and impervious surface area and equals 0 . 79 . Comparison of the peak pre-development discharge rate to the post-development discharge rate is included in the report. T his value is determined as the volume difference generated between the pre-development and post-development hydrographs -see subsequent pages for these hydrographs . Please note that the post-development hydrograph shown on these pages assumes no detention . All runoff is assumed to free- flow. Information concerning the post-development run-off that is not routed to the storm sewer is minimal and considered as unmetered, overland free-flow. lST NATIONAL BANK -Lot 1, Block l ; L.O. Ball M emorial S ubdivision, Colleg e S tation , TX Comparison of the peak pre-development discharge rate to the post-development discharge rate is included in the report . This value is determined as the volume difference generated between the pre-development and post-development hydrographs -see subsequent pages for these hydrographs . Please note that the post-development hydrograph shown on these pages assumes no detention . All runoff is assumed to free- flow. Information concerning the post-development run-off that is not routed to the storm sewer is minimal and considered as unmetered, overland free-flow. Tabulations of the pre-development and the post-development hydrographs based on the previous computations are provided ahead of the hydrograph . The post-development hydrograph assumes no detention to facilitate direct comparison in the pre-and post-development conditions . Also included is the tabulation of the post-development hydrograph for "free-flow" from the project site . The hydrograph is triangular in shape and is based on the standard SCS unit hydrograph with time to peak set equal to the time of concentration and the total time base set at 3 .00 times the time of concentration . Please note that a 30 minute total storm event duration was utilized exclusively throughout this report due to the nature and relative size of the project. lST NATIONAL BANK -Lot 1, Block J; L.O. Ball Memorial Subdivision, College Station , TX ·'" ... PROJECT LOCATION _/ \ \ \ \ \ _) < \ North \ \ \ \ //-f,..... ~ < 0 -<:::, \ \ \ \ \ \ \ \ \ VICINITY MAP lST NATIONAL BANK -Lot 1, Block 1, L.O. Ball Memorial Subdivision , College Station , TX .. .. , 11111111r1111r~11111 11\,111:1111111111111111111111111111111111111111111111111111111111111111111111111111111111111 Tributary Area ("A"): 1 .93 Acres Perv ious Area: 1.93 Acres Impervious Area : 0.00 Acres Run -Off Coefficient ("Cwt"): 0.40 Time Of Concentration ("T/c"): Woodlands: Low Elevation: High Elevation: Distance (Feet): Slope ( % Grade): Velocity ("Vw"): Time : Pastures : Low Elevation: High Elevation : Distance (Feet): Slope ( % Grade): Velocity ("Vp"): Time : Pavements: Low Elevation : High Elevation : Distance (Feet): Slope (% Grade): Velocity ("Vpave"): Time : Total Travel Time: Hourly Intensity Rates ("I "): 2 -Year : 6.33 5-Year : 7 .69 10-Year : 8.6 3 25 -Year : 9 .86 50-Year : 11 .1 5 100-Year: 11 .64 Peak Discharge Rate ("Q"): 2 -Yea r : 4.88 5 -Year : 5.94 10-Year: 6 .67 25 -Year : 7 .61 50-Year : 8 .61 100-Year: 8 .99 Page 1 c = 0.40 c = 0 .98 0 .00 0 .00 0 .00 0 .00 0 .00 Feet I Second 0 .00 Minutes 0 .00 0 .00 0 .00 0.00 0 .00 Feet I Second 0.00 Minutes 0 .00 0.00 0 .00 0 .00 0 .00 Feet I Second 0.00 Minutes 10.00 Minutes Inches I Hour Inches I Hour I nches I Hour Inches I Hour Inches I Hour Inches I Hour Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second . ' /lf.llT.il~flllll111illl~~l~i:i //iJ/lilllrllllllllllllll!l!!ll!!l!l!lll!::1i!ililililll Tributary Area ("A"): 1.93 Acres Pervious Area: 0.63 Acres Impervious Area : 1.30 Acres Run-Off Coefficient ("Cwt"): 0.79 Time Of Concentration ("T/c"): 10 Minutes (Min) Hourly Intensity Rates ("I"): 2-Year: 6.33 5-Year: 7.69 10-Year: 8.63 25-Year: 9 .86 50-Year : 11 .1 5 100-Year: 11 .64 Peak Discharge Rate ("0"): 2-Year: 9.65 5-Year: 11 .74 10-Year : 13.18 25 -Year: 15 .05 50-Year : 17.01 100-Year: 17 .76 c = 0.40 c = 0.98 Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Predevelopment Post-Development Increase 2 -Year : 5-Year: 10-Year: 25 -Year: 50-Year: 100-Year: 2-Year: 5-Y ear : 10-Year: 25 -Year: 50-Year: 100-Year: 4 .88 Ft3/sec 5. 94 Ft3/sec 6 .67 Ft3/sec 7 . 61 Ft3/sec 8.61 Ft3/sec 8.99 Ft3/sec 4 . 77 Ft3/sec x (30 Min . 5. 80 Ft3/sec x (30 Min. 6 .51 Ft3/sec x (30 Min . 7 .44 Ft3/sec x (30 Min. 8 .41 Ft3/sec x (30 Min . 8 . 78 Ft3/sec x (30 Min . x 60 x 60 x 60 x 60 x 60 x 60 9.65 Ft3/sec 11 . 74 Ft3/sec 13.18 Ft3/sec 15.05 Ft3/sec 17.01 Ft3/sec 17.76 Ft3/sec Sec . I 2 Sec. I 2 Sec . I 2 Sec . I 2 Sec. I 2 Sec. I 2 Page2 4 . 77 Ft3 /sec 5 . 80 Ft3 /sec 6 .51 Ft3/sec 7 .44 Ft3/sec 8.41 Ft3 /sec 8. 78 Ft3 /sec 4,293 Cubic 5,220 Cubic 5,859 Cubic 6 ,692 Cubic 7,565 Cubic 7,898 Cubic Feet Feet Feet Feet Feet Feet .. lllll llll\ldl~ll111llllllllllll lllllilililllllllllll!llJ!llllllillllilil!l!il!llllll! Tributary Area ("A "): 1.93 Pervious Area: Impervious Area : Run -Off Coefficient ("Cwt"): Time Of Concentration ("T/c"): Hourly Intensity Rates ("I"): Peak Di scharge Rate ("Q"): Acres 0.63 Acres 1 .30 Acres 0.79 10 Minutes (Min) 2 -Year: 6.33 5 -Year: 7 .69 10-Year: 8.63 25 -Year : 9.86 50-Year : 11 .1 5 100-Year : 11 .64 2 -Year: 9 .65 5-Year : 1 1.74 10-Yea r: 13 .1 8 25 -Year: 15.05 50-Year : 17 .01 100-Year: 17.76 c = 0.40 c = 0.98 Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second l( +-I ,-.., ....._ lf 0 ovf5iY\.C.Lll'j ~~ vH.,L -Y\.AJV'-1 Q.t.,~i7JY\O.\.-i~ ~ ~ \'5::. nA:J-\ cL~J--ec.t ~ ~h:A:l~ "Jvills s -sC k ~\ow <s iVLt.L VVU V\-W'-0~~ \~ olt...\-cu·~ CW'\d. 0 ----. (' . --(' t1 <:\.,\. \ I Y\ -€....~kt.A-lA ~ -~ \. O ~'S 0 ~-e..v -Y\.eivO ·,+'s c..,~ ~ bvc~~ CVS v.) I YlA t\tu. Om i V\.Q X-C Page3 .. Peak => Time (Minutes) 2 -Year Storm 0 .00 0.49 0 .98 1.47 1 .95 2.44 2 .93 3.42 2 .69 2.44 2 .20 1 .95 q. 7 1 1.47 1 .22 0.98 0.73 0.49 0.24 0 .00 Pre-Development Inflow Hydrograph Ordinates (Cubic Feet per Second) 5 -Year Storm 0.00 0 .59 1 .19 1 .78 2 .38 2.97 3 .56 4.16 3 .27 2 .97 2 .67 2 .38 2.08 1 .78 1.48 1 . 19 0.89 0.59 0 .30 0 .00 10-Year Storm 0.00 0.67 1 .33 2.00 2.67 3.33 4.00 4 .67 5.67 5.33 5 .00 4 .67 4.33 4 .00 3 .67 3.33 3 .00 2.67 2.33 2 .00 1 .67 1 .33 1 .00 0.67 0.33 0.00 Page4 25-Year Storm 0.00 0.76 1 .52 2.28 3 .05 3.81 4 .57 5.33 6.47 6.09 5.7 1 5 .33 4 .95 4.57 4.19 3 .81 3.43 3 .05 2.66 2 .28 1 .90 1.52 1 .14 0.76 0 .38 0.00 50-Year Storm 0.00 0.86 1 .72 2 .58 3.44 4.30 5 .1 6 4.73 4.30 3 .87 3 .44 3.01 2.58 2 .15 1 .72 1 .29 0.86 0.43 0.00 100-Year Storm 0 .00 0 .90 1 .80 2 .70 3 .59 4 .49 5 .39 4 .94 4 .49 4.04 3.59 3.1 4 2 .70 2.25 1.80 1 .35 0.90 0.45 0 .00 Peak => Time (Minutes) 0 2 -Year Storm Post-Development Inflow Hydrograph Ordinates (Cubic Feet per Second) 5-Year Storm 10-Year Storm 25-Year Storm 0 .00 0 .00 0 .00 0.97 1 .17 1 .32 2 1 .93 2.35 2.64 0.00 1 .50 3.01 4.51 3 2 .90 3 .52 3.95 50-Year 100-Year Storm Storm 0.00 0 .00 1 .70 3.40 5.10 1 .78 3 .55 5 .33 4 3.86 4 . 70 5.27 6.02 6.80 7 .10 5 4.83 5 .87 6.59 7.52 8.51 8 .88 6 5 .79 7.04 7.91 9.03 10.21 10.66 7 6. 76 8.22 9.22 10.53 11 .91 12 .43 8 7.72 9.39 10.54 12 .04 13 .61 14 .21 9 8 .69 10.57 11 .86 13 .54 15 .31 15 .99 :]]:::::::]::1:@:::::::1:::::::::1::::::: ::::]~i::1:~]]]:]:::111::1:::;zi:::::::]]]]::::1:1;, :!1:::::::::::11:11.:1i:P:1:::::1::::::::::1:::::::rn::1:;:g;1::::: ::::::::J\::]1:;r:;;r1::::1:::: 11 9.17 11 .15 12.52 12 8.69 10 .57 11.86 13 8 .21 9 .98 11.20 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 7 .72 7.24 6 .76 6.28 5 .79 5 .31 4.83 4.34 3.86 3.38 2.90 2.41 1 .93 1.45 0 .97 0.48 0.00 9 .39 8 .80 8.22 7 .63 7 .04 6.46 5 .87 5.28 4.70 4.11 3.52 2 .93 2 .35 1 .76 1 .17 0 .59 0.00 10.54 9.88 9.22 8.56 7 .91 7.25 6 .59 5.93 5.27 4.61 3.95 3.29 2 .64 1 .98 1 .32 0.66 0.00 Pa ge 5 14.30 13.54 12.79 12.04 11.29 10.53 9.78 9.03 8.28 7.52 6.77 6.02 5.27 4.51 3 .76 3 .01 2.26 1 .50 0 .75 0.00 16.16 15 .31 14.46 13.61 12.76 11 .91 11.06 10 .21 9.36 8 .51 7.66 6.80 5 .95 5 .10 4.25 3.40 2.55 1.70 0.85 0.00 16.87 15 .99 15.10 14 .21 13 .32 12 .43 11 .54 10 .66 9 .77 8 .88 7.99 7.10 6.22 5.33 4.44 3 .55 2 .66 1.78 0.89 0.00 .. Time (Minutes) 0 Post-Develop men 2-Year Storm 0.00 5-Year Storm 0 .00 10-Year Storm 0.00 25-Year Storm 0.00 I 50-Year 100-Year Storm Storm 0.00 0.00 1 0 .97 1.17 1.32 1.50 1.70 1.78 2 1 .93 2.35 2 .64 3.01 3.40 3.55 3 2 .90 3.52 3.95 4.51 5.10 5.33 4 3.86 4 .70 5 .27 6.02 6 .80 7 .10 5 4 .83 5.87 6 .59 7 .52 8 .51 8.88 6 5.79 7.04 7 .91 9 .03 10 .21 10 .66 7 6.76 8.22 9.22 10 .53 11.91 12.43 8 7.72 9.39 10.54 12.04 13.61 14 .21 9 8 .69 10.57 11.86 13.54 15 .31 15.99 Peak = > :1::::::::::]::::1:1H :::::::::::::::::::::::::::::::::~::::i~il?!l:]::::=:,:=:::::=:::::::::~::1::llif:ill::i::1:::::::::::::::::1:~~;::1:~::::::::rn:]:::::::::::::l::§~pl,]~!!::::i::::mm::1:;:91 ::::::::::::::::::::::1:11::1W::11 ~~=:~~=:~i 11 9 .17 11.15 12.52 14.30 16.16 16 .87 12 8.69 10 .57 11.86 13.54 15 .31 15.99 13 8.21 9.98 11.20 12.79 14.46 15 .10 14 7.72 9.39 10.54 12 .04 13.61 14.21 15 7 .24 8 .80 9.88 11.29 12.76 13.32 16 10.53 6.76 8.22 9.22 17 18 19 20 21 22 23 24 25 26 27 28 29 30 6.28 5 .79 5 .31 4.83 4.34 3.86 3.38 2 .90 2.41 1.93 1.45 0.97 0.48 0.00 7.63 7 .04 6.46 5 .87 5.28 4.70 4.11 3.52 2.93 2.35 1 .76 1.17 0 .59 0.00 8 .56 7.91 7.25 6.59 5.93 5 .27 4.61 3.95 3.29 2 .64 1 .98 1.32 0.66 0 .00 Page6 9.78 9 .03 8 .28 7.52 6 .77 6.02 5.27 4 .51 3 .76 3 .01 2.26 1 .50 0.75 0.00 11 .91 12.43 11.06 11.54 10.21 10.66 9.36 9 .77 8.51 8.88 7.66 7.99 6.80 7 .10 5.95 6.22 5 .10 5.33 4.25 4.44 3.40 3.55 2.55 2.66 1.70 1.78 0 .85 0 .89 0.00 0.00 .. "O c: 0 u Cl) CJ) ~ Cl) a. .... Cl) Cl) u.. u :.c :I (.) Cl) Cl ~ (ti ..c: u Ill i5 Total Pre -Development Vs. Total Post-Development (No Dete ntion) Peak Discharge Rates 2 -Year Storm Event 10.00 "O c: 0 u Cl) CJ) ~ Cl) a. .... Cl) Cl) u.. u .Q :I (.) Cl) ~ (ti ..c: u Ill i5 9 .00 8.00 7 .00 6 .00 5.00 4.00 3.00 2.00 1.00 0.00 0 5 10 1 5 2 0 25 Time (Minutes) --Pre -Development Hydrograph -Total Post-Dev e lopment Hydrograph Total Pre-Development Vs . Total Post -Development (No De t enti on) Peak Discharge Rates 5 -Y ear Storm Event 12.0 0 10.00 8.00 6.00 4 .00 2 .00 0 .00 0 5 10 1 5 2 0 25 Time (Minutes) --Pr e-Development Hydrograph -Post-Development Outflow Hydrograph Without Detention Page 7 3 0 3 0 .. 14 .00 "C 12 .00 c: 0 (.) Q) en 10 .00 .... Q) a.. .... 8.00 Q) Q) LL (.) :.c 6 .00 ::::l u Q) 4 .00 Cl .... co .r::. (.) I/) 2 .0 0 i5 0 .00 1 6 .00 "C c: 14 .00 0 (.) Q) 12 .00 en .... Q) a.. 10.00 .... Q) Q) LL 8 .00 (.) :.c ::::l 6 .00 u Q) ~ 4 .00 co .r::. (.) I/) 2 .00 i5 0 .00 Tot al Pre -Development Vs . Total Post -Development {No Dete nt i o n ) Peak Discharge Rates 10-Y ear Storm Event 0 5 10 15 2 0 25 Time (Minutes) --Pr e -De v e lo pment Hyd rog raph -Post-Dev e lo p me nt Outfl o w Hyd ro graph Wi th o ut Dete ntion Total Pre -Development Vs. Total Post-Development {No Detent ion) Peak Discharge Ra t es 25 -Year Storm Event 0 5 1 0 15 2 0 25 Time (Minutes) --Pr e -Dev e lo pme nt Hyd ro gr a ph -Post-Dev e lo pme nt Outfl o w Hydr ograph W itho u t Dete nt io n Page8 30 30 .. "'C c: 0 (,,) Q) CJ) ..... Q) a.. ... Q) Q) u. (,,) :.0 :I {) Q) ~ Ill .c: (,,) fl) i5 Total Pre -Development Vs . Total Post-Development (No Detention) Peak Discharge Rates 50-Y ear Storm Event 18 .00 16.00 14 .00 12.00 10 .00 8.00 6.00 4 .00 2 .0 0 0 .00 0 5 10 15 20 25 Time (M i nutes ) --Pr e -De v e lo p me nt Hydro g raph -Post -Deve lo pme nt Ou tfl o w Hydro grap h Without Dete nt io n "'C c: 0 (,,) Q) CJ) ..... Q) a.. ... Q) Q) u. (,,) :.0 :I {) Q) ~ Ill .c: (,,) fl) i5 Tot al Pre -Development Vs. Total Post -Development (No Detention) Peak Discharge Rates 100-Year Storm Event 18.00 16.00 14 .00 12 .00 10 .0 0 8 .00 6 .00 4 .00 2.0 0 0.00 0 5 10 15 2 0 25 Time (Minutes) --Pre-De v e lopme nt Hydro graph -Post -Deve lo pme nt Outflow Hydrog raph W ith out Detenti o n Page9 30 30 •• Drainage Basin 1 Tributary Area ("A"): 6 .30 Pervious Area: Impervious Area : Run-Off Coefficient ("Cwt"): Time Of Concentration ("t/c"): Hourly Intensity Rates ("I"): Peak Discharge Rate ("0"): Acres 0.40 6 .30 0.00 2 -Year : 5-Year: 10-Year: 25-Year: 50-Year : 100-Year: 2-Year: 5-Year : 1 O ~Year : 25-Year: 50-Year: 100-Year: Acres Acres t/c: 3.98 4.94 5.62 6 .45 7.33 7.65 10.03 12.46 14.16 16.25 18.46 19.27 c = 0.40 c = 0.95 ~ 24 .00 Minutes Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Drainage Basin 2 Tributary Area ("A "): 3.30 Pervious Area: Impervious Area: Acres 1 .80 Acres 1.50 Acres c = 0.40 c = 0 .95 Run-Off Coefficient ("Cwt"): 0.65 Time Of Concentration ("t/c"): t/c: 16.00 Minutes 2 -Year : 5.02 Inches I Hour Hourly Intensity Rates ("I"): 5 -Year: 6.17 Inches I Hour 10-Year: 6.97 Inches I Hour 25-Year: 7 .98 Inches I Hour 50-Year : 9.04 Inches I Hour 100-Year: 9.43 Inches I Hour 2 -Year: 10.76 Cubic Feet I Second Peak Discharge Rate ("Q"): 5-Year: 13.24 Cubic Feet I Second 10-Year: 14.95 Cubic Feet I Second 25-Year: 17.12 Cubic Feet I Second 50-Year : 19.40 Cubic Feet I Second 100-Year: 20.24 Cubic Feet I Second Drainage Basin 3 agierm:ini 10.11i eiik sbirm water > < mi:~qliral IA!I!-·f !llJ,l I > =/··········-·.·.···· Tributary Area ("A"): 9.60 Pervious Area : Impervious Area: Run -Off Coefficient ("Cwt"): T ime Of Concentration ("t/c"): Hourly Intensity Rates ("I"): Peak Discharge Rate ("0"): Acres 0.40 9.60 0 .00 2 -Year : 5-Year : 10-Year: 25-Year: 50-Year: 100-Year: 2 -Year : 5-Year: 1 0 -Year: 25-Year: 50-Year : 100-Year : Acres Acres t /c: 4 .70 5 .80 6.56 7.52 8.53 8.90 18.06 22.28 25.20 28.88 32.75 34.17 c = 0.40 c = 0.95 18.00 Minutes I nches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Cubic Feet I Second Cubic Feet I Second Cubic Fee t I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second .. Drainage Basin 4 Tributary Area ("A"): 0 .90 Pervious Area : Impervious Area : Acres 0.25 0.65 Run-Off Coefficient ("Cwt"): 0 .76 Time Of Concentration ("t/c"): 2-Year: Hourly Intensity Rates ("I"): 5-Year: 10-Year: 25-Year: 50-Year : 100-Year: 2 -Year: Peak Discharge Rate ("Q"): 5 -Year : 10-Year: 25-Year: 50-Year: 100-Year: Acres Acres c = 0.40 c = 0 .90 t/c : 18.00 Minutes 4.70 Inches I Hour 5 .80 Inches I Hour 6 .56 Inches I Hour 7 .52 Inches I Hour 8 .53 Inches I Hour 8.90 Inches I Hour 3.22 Cubic Feet I Second 3.97 Cubic Feet I Second 4.50 Cubic Feet I Second 5 .15 Cubic Feet I Second 5 .84 Cubic Feet I Second 6 .10 Cubic Feet I Second ,. Drainage Basins 5 & 6 Tributary Area ("A"): 1.93 Pervious Area: Impervious Area : Acres 0.63 1.30 Run -Off Coefficient ("Cwt"): 0 .79 Ti me Of Concentration ("t/c"): 2 -Year : Hourly Intensity Rates ("I"): 5 -Year : 10-Year : 25-Year : 50-Year: 100-Year : 2-Year : Peak Discharge Rate ("0"): 5-Year: 10-Year : 25-Year : 50-Year : 100-Year : (See Previous Report Section for more Detail) Acres Acres c = 0.40 c = 0 .98 t /c : 10.00 Minutes 6 .33 Inches I Hour 7.69 Inches I Hour 8.63 Inches I Hour 9 .86 Inches I Hour 11 .1 5 Inches I Hour 11 .64 Inches I Hour 9.65 Cubic Feet I Second 11.74 Cubic Feet I Second 13.18 Cubic Feet I Second 15.05 Cubic Feet I Second 17.01 Cubic Feet I Second 17.76 Cubic Feet I Second , . ""~, II ~ . ' " Project Descriptio n Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Depth Bottom Width Results Discharge Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is subcritic al. 5' X 3' Cone. Box Culvert Worksheet for Rectangular Channel untitled . fm2 1st National Bank Rectangular Channel Manning's Formula Discharge 0.013 0.004000 ft/ft 3.00 ft 5.00 ft 133.34 cfs 15 .00 ft2 11.00 ft 5.00 ft 2.81 ft 0.004763 ft/ft 8.89 ft/s 1.23 ft 4.23 ft 0.90 Municipal Development Group 11/16/95 03:25 :25 PM Haestad M ethods, Inc. 37 Brookside Road W aterbury, CT 06708 (203) 755-1666 FlowMaster v5.07 Page 1 of 1 " Capacity Calculations FLOW SUMMARY TO 3' X 5' CULVERT: STORM 2 year 5 year 10 year 25 year 50 year 100 year FLOW FLOW FLOW FLOW FLOW TOTAL FLOW from from from from from to Existing BASIN 1 BASIN2 BASIN3 BASIN 4 BASINS 5& 6 3x5 Culvert (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 10 .03 10 .76 18 .06 3 .22 9 .65 51 .72 12.46 13 .24 22 .28 3 .97 11 .74 63 .69 14 .16 14 .95 25 .20 4 .50 13 .18 71.99 16 .2 5 17 .12 28 .88 5 .15 15 .05 82.45 18.46 19.40 32 .75 5 .84 17 .01 93.46 19 .27 20 .24 34 .17 6 .10 17 .76 97 .54 Maximum Flow at 100-year Storm Conditions = 97. 54 ft3/sec Maximum Culvert Capacity = 133.34 ft3/sec Therefore, 3' x 5' Culvert Capacity is sufficient lST NATIONAL BANK -Lot 1, Block 1, L.O. Ball Memorial Subdivision , College Station, TX DRAINAGE COMPUTATIONS for 1st NATIONAL BANK 1.43 Acre Tract LOT 1, BLOCK 1 -L.O. BALL MEMORIAL SUBDIVISION College Station, Brazos County, Texas . ,,, ,, ' // ////, ,, ~ ,., .. // ///,;"Ill ',/' .41 / /~, ////////!' /~ / '/ Prepared by: MUNICIPAL DEVELOPMENT GROUP 203 HOLLEMAN DRIVE EAST COLLEGE STATION , TEXAS 77840 (409) 693-5359 (409) 693-4 243 fax Engineering Planning Surveying *May 1996 * . ' ,, Storm Sewer Inlets GRATES SELECTED : I nlet #1 Inlet #2 Inlet #3 Inlet #4 Inlet #5 Inlet #6 Inlet #7 Inlet #8 R-1878-A4G R-1878-A4G R -18 78-A4G R -1878 -A6 G R -1 879-AlG R -1878 -A6 G R -1878-A6 G R -18 79-AlG with Type A with Type A with Type A with Typ e A with Type A with Typ e A with Type A with Type A Grate & Fra me Grate & Fra me Grate & F ram e Grate & Frame Grat e & F ram e Grate & F rame Grate & F ram e Grat e & Fra me Inlet Box: "A" "A " "A " "C" "B" "C" "C" "B" Inlet Area: 1.1 ft2 1.1 ft 2 1.1 ft2 2.7 ft2 0.4 ft2 2.7 ft2 2.7 ft2 0.4 ft2 Dimensions: Ins id e Box: Inside Box : Inside Box: Inside Box: Inside Box : Inside Box : Inside Box: Inside Bo x: (22 " x 22 ") (22" x 2 2") (22" x 22") (26" x 26") (14" x 14 ") (26" x 26") (26" x 26") (14" x 14") l'-10" 1'-10" l'-10 " 2'-2" 1 '-2 " 2 '-2" 2'-2" 1'-2" Outside Box : Outside Box : Outside B ox : Outside Box: Outside Box : Outside B ox : Outside B ox : Outside Bo x: 3 '-2" 3'-2" 3 '-2" 3'-6" 2'-2 " 3 '-6" 3'-6" 2 '-2" Top Thickn ess: Top Thickness: Top Thickness : Top Thicknes s : Top Thickness : Top Thickness : Top Thickness: Top Thickness : 4 " 4" 4" 4" 4" 4 " 4" 4" ............................................................................................................................................................................. To simplifY p la ns, the f ollowi ng lab e ling system was us ed to reference vary ing inlet box dimens ions: (See fo llo wing fig ure) R-1878-A4G => Typ e "A" Bo x u se d for Inlets #1 , #2 , & #3 R-1879-Al G => Typ e "B" Bo x used for I nlets #5 & #8 R-1878-A6G => Type "C " Bo x u se d for I nlets #4 , #6 & #7 lST NATIONAL B ANK -Lot 1, Block 1, L.O. Ball Memorial S ubdi v ision , Co ll ege Stati on, TX ., Capacity Calculations SIZE INLETS: Inlet #1 I Q1oosupplied = CIA= (0.86)( 11.6in/hr)(0.14acre) = 1.40ft3/sec Available H => 307 .38 Overflow 307.11 Top of Grate --------- Available H 0.27 feet Required Grate Opening => C A [ 2 g h ] Yi = Q 1.40 fl:3/~ec = (0 .60) A [ (64.4)(0.27)] Y2 A = 0.56 ft2 Therefore use NEENAH R-1878-A4Gwith Type ''A" Inlet Box -with 1.1 jt2 opening or approved equal. ~ NOTE: Design Depth "H" = 0.07 ft Inlet #2 I Q100 Supplied = CI A = ( 0 .86 )( 11.6 in/hr)( 0.15 acre) = 1.50 ft3/sec Available H => 307 .25 Overflow 307 .05 Top of Grate --------- Av ail able H 0.20 feet Required Grate Opening => C A [ 2 g h ] Yi = Q 1.50 ft3/sec = (0 .60) A [ (64.4)(0 .20)] Yi A = 0.70 ft2 Therefore use NEENAH R -1878-A 4G with Type ''A" Inlet Box -with 1.1 jt2 opening or approved equal. ~ NOTE: Design Depth "H" = 0.08 ft lST NATIONAL BANK -Lot 1, Block 1, L.0. Ball Mem orial Subdivision , College Stati on, TX ' ;·: .. Inlet #3 I Qioo Supplied = C I A = ( 0 .88 )( 11.6 in/hr)( 0.18 acre) = 1.84 ft3/sec Available H => 307 .19 Overflow 306 .88 Top a/Grate Available H 0 .31 feet Required Grate Opening => C A [ 2 g h ] Y2 = Q 1.84 fl:3/sec = (0 .60) A [ (64.4)(0.31)] Y2 A = 0.69 ft2 Therefore use NEENAH R -1878-A 4Gwith Ty pe ''A" Inlet Box-with 1.1 jt2 opening or approved equal. ~ NOTE: Design Depth "H" = 0.12 ft ....-------.-¥-{-O r CO Y\S,I ~~~, we.. Clk(.. ~~ ~i~ ~ dY'CA.k ~"{)~S Inlet #4 I ~volA..~t-~ pv-oje.d-: _____ .. • ThfS OY\-L l:x.c;..\-'iU.( ~ ~ C\~m.~ erQ. ~ u J "S ~ C-t~ bo~ . Q100 Supplied = CI A = ( 0.93 )( 11.6 in/hr)( 0 .16 acre) = 1.73 ft3/sec o A..lso, l;J.u~ \Y\ c;...;) Available H => 305 .68 Overflow pri~ in\~~ pcR.\\-\OV\l, _________ 30_5_.3_4_Ti_o-=-'P_o-'--if_G_r_a_te_ o...clcl i ~~e.t. l <: .. c.qoet.c.,C ~ ~ d.~ <; ,. Y' ~ 1c \....L \'i-\ Y\ c.rut:L Available H 0.34 feet 0 ~ CA.V\Lj ~'S\ \o~ u Q cd-o\.-WV /]_,, • C\ rCA. \..<.; Required Grate Opening => C A [ 2 g h ] 72 = A • u • cJ)-1 1.73 ft3/sec 0.60) A [ (6 . .34)] Y2 .... ,.,/ ~ ~ ·~+1·01,(_s . ?. Therefore use NEENA -878-A 6G with Type "C" Inlet Box -with 2 . 7 jt2 opening or approved equal. ~ NOTE: Design Depth "H" = 0 .02 ft lST NATIONAL BANK -Lot 1, Block 1, L.O. Ball Memorial S ubdivision , College Statio n, TX .. Inlet #5 I Qioo Supplied CI A = ( 0.40 )( 11.6 in/hr)( 0.013 acre) = 0.06 ft3/sec Available H => 308.06 Overflow 307.50 Top of Grate ~~~~~~~~~- Available H 0.56 feet Required Grate Opening => C A [ 2 g h ] Yz = Q 0.06 ft3/sec = (0 .60) A [ (64.4)(0.56)] Yz A = 0.02 ft2 Therefore use NEENAH R-1879-Al G with Type "B" Inlet Box -with 0. 4 jt2 opening or approved equal. ~ NOTE: Design Depth "H" = 0.001 ft Inlet #6 I Qioo Supplied = CIA = ( 0.53 )( 11.6 in/hr)( 0.54 acre) = 3.32 ft3/sec Available H => 306.95 Overflow Equivalent 306.64 Top of Grate ~~~~~~~~~- Av ail able H 0.31 feet (Equivalent) Required Grate Opening => C A [ 2 g h ] Yz = Q 3.32 ft3/sec = (0 .60) A [ (64.4)(0 .31)] Yz A = 1.33 ft2 Therefore use NEENAH R-1878-A 6Gwith Type "C" Inlet Box -with 2. 7 jt2 opening or approved equal. ~ NOTE: Design Depth "H" = 0.12 ft lST NATIONAL BANK -Lot 1, Block 1, L.0. Ball Memorial Subdivision , College Station , TX Inlet #7 I Qioo Supplied = CI A = ( 0 .77 )( 11.6 in/hr)( 0.42 acre) = 3.75 ft3/sec Available H ~ 305.68 Overflow 305.32 Top a/Grate ---------- Available H 0 . 3 6 feet Required Grate Opening ~ C A [ 2 g h ] Vz = Q 3.75 fl:3/sec = (0.60) A [ (64.4)(0.36)] Yz A = 1.90 ft2 Therefore use NEENAH R -1878-A6G with Type "C" Inlet Box -with 2. 7 jt2 opening or approved equal. ~ NOTE: Design Depth "H" = 0 .08 ft Inlet #8 I Qioo Supplied CI A = ( 0.40 )( 11.6 in/hr)( 0.016 acre) = 0.07 ft3/sec Available H ~ 308 .02 Overflow Equivalent 307.00 Top a/Grate ---------- Available H 1.02 feet (Equivalent) Required Grate Opening ~ C A [ 2 g h ] Vz = Q 0.07 ft3/sec = (0.60) A [ (64.4)(1.02)] Y2 A = 0.01 ft2 Therefore use NEENAH R -1879-AlG with Type ''B" Inlet Box -with 0. 4 jt2 opening or approved equal. ~ NOTE: Design Depth "H" = 0.001 ft lST NATIONAL BANK -Lot 1, Block 1, L.0. Ball Memorial Subdivision , College Station , TX .. ·. Capacity Calculations DRAINAGE COLLECTION AREAS: TOTAL PERVIOUS IMPERVIOUS 0.14 acres 0.03 acres 0.11 acres ( c = 0.40) ( c = 0 .98) Cwt ( 0.03 acres x 0.40) + ( 0 .11 acres x 0 .98) 0 .14 acres cwt = 0.86 I TOTAL PERVIOUS IMPERVIOUS 0.15 acres 0.03 acres 0.12 acres ( c = 0.40) ( c = 0 .98) Cwt ( 0 .03 acres x 0.40) + ( 0.12 acres x 0 .98) 0 .15 acres cwt = 0.86 I TOTAL PERVIOUS IMPERVIOUS 0.18 acres 0.03 acres ( C = 0.40 ) 0.15 acres ( C = 0 .98 ) Cwt ( 0.03 acres x 0.40) + ( 0 .15 acres x 0 .98) 0.18 acres cwt = 0.88 I lST NATIONAL BANK -Lo t 1, Block 1, L.O. Ball M emorial S ubdi v ision , College S tation, TX .. DRAINAGE COLLECTION AREAS (Continued): I Area EI TOTAL PERVIOUS IMPERVIOUS 0.15 acres (D) + 0.39 (OS-1) 0.42 acres ( C = 0.40 ) 0.12 acres ( C = 0.98 ) C wt ( 0.42 acres x 0.40 ) + ( 0.12 acres x 0. 98 ) 0.54 acres cwt = 0.53 I TOTAL PERVIOUS IMPERVIOUS 0.013 acres 0.013 acres ( C = 0.40 ) 0.000 acres ( C = 0.98 ) Cwt ( 0.013 acres x 0.40) + ( 0.00 acres x 0.98) 0 .013 acres cwt = 0.40 I TOTAL PERVIOUS IMPERVIOUS 0.31 acres (F) + 0.11 (OS-2) 0.15 acres ( C = 0.40 ) 0.27 acres ( C = 0.98) Cwt ( 0.15 acres x 0.40) + ( 0.27 acres x 0.98) 0.42 acres cwt = 0.77 I lST NATIONAL BANK -Lot 1, Block 1, L.O. Ball Memorial Subdivision , College Station , TX .... DRAINAGE COLLECTION AREAS (Continued): TOTAL PERVIOUS IMPERVIOUS 0.160 acres 0.013 acres ( C = 0.40) 0.147 acres ( C = 0.98 ) Cwt ( 0.013 acres x 0.40) + ( 0 .147 acres x 0.98) 0.160 acres cwt = 0.93 I TOTAL 0.016 acres PERVIOUS 0.016 acres ( C = 0.40) IMPERVIOUS = 0.000 acres ( c = 0.98 ) Cwt ( 0 .016 acres x 0.40) + ( 0.000 acres x 0.98) 0 .016 acres cwt = 0.40 I lST NATIONAL BANK -Lot 1, Block 1, L.O. Ball Memorial S ubdivision , Colleg e S tati on, TX ,• DRAINAGE COLLECTION AREAS (Roof Drains): AREA (A) = 0.05 acres ( C = 0.98 ) Q 100 Supplied = 0.57 ft3/sec AREA (A) = 0.04 acres ( C = 0.98 ) Q 100 Supplied = 0.46 ft3/sec AREA (A) = 0.04 acres ( C = 0.98) Q 100 Supplied = 0.46 ft3/sec AREA (A) = 0.04 acres ( C = 0.98 ) Q 100 Supplied = 0.46 ft3/sec AREA (A) = 0.04 acres ( C = 0.98) Q 100 Supplied = 0.46 ft3/sec AREA (A) = 0.05 acres ( C = 0.98) Q 100 Supplied = 0.57 ft3/sec lST NATIONAL BANK -Lot 1, Block 1, L.O. Ball Memorial S ubdivision , College Station , TX DEVELOPMENT PEIDrlIT PERMIT NO. 378 FIRST NATIONAL BANK FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Lot 1, Block 1, L. 0. Ball Memorial Subdivision SITE ADDRESS: 2807 South Texas Avenue OWNER: First National Bank 2807 South Texas Avenue College Station, Texas 77845 DRAINAGE BASIN: Closest drainage basin to area TYPE OF DEVELOPMENT: This permit is valid for all site construction according to approved plans . Contractor shall prevent silt and debris from leaving the site in accordance with the City of College Station Drainage Policy and Design Criteria. Owner and/or contractor shall be responsible for any damage to existing city streets or infrastructure due to heavy machinery and/or equipment. In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities. I hereby grant this permit for development of an area outside the special flood hazard area . All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit application for the above named project and all of the codes and ordinances of the City of College Station that apply . 5'~ ~ S-/4-16 Administrator/Representative Date Date J Jyo T7£ Date METES AND BOUNDS DESCRIPTION OFA 0.0011 ACRE TRACT "A" (5.00 FEET X 10.00 FEET PUBLIC UTILITY EASEMEN1) ROBERT STEVENSON LEAGUE, ABSTRACT NO. 54 COLLEGE STATION, BRAZOS COUNTY, TEXAS Metes and bounds description of all that certain 0 .0011 acre Tract "A" (5 .00 feet x 10 .00 feet public utility easement) or parcel ofland, lying and being situated in the Robert Stevenson League, Abstract No . 54, College Station, Brazos County, Texas , and being a portion out of the 0.43 acre tract shown as the final plat of Lot One, Block One of the L. 0 . Ball Memorial Subdivision and filed by plat on March 15, 1996 in VOLUME 2555, PAGE 313 of the Official Records of Brazos County, Texas (B .C.O .R.), said 0 .011 acre easement tract being more particularly described as follows : COMMENCING at a found 112" iron rod lying in the southwesterly right-of-way line of Highway No . 6 South Feeder Road, the same being the east corner of the said Lot One, Block One; THENCE S 57° 47' 32" W -20 .00 feet along the southeasterly line of said Lot One , Block One to a point for corner lying on the interior edge of a 20 .00 feet wide public utility easement as depicted on the said final plat of Lot One, Block One; from said point a found 1/2" iron rod marking the south corner of said Lot One, Block One bears S 57° 47' 32" W -180.00 feet; THENCE N 32° 12' 28" W -63 .96 feet along the said interior edge of the 20 .00 feet wide public utility easement to the PLACE OF BEGINNING of the herein described easement; THENCE around the perimeter of said easement for the following four calls: S 57° 47' 32" W -5.00 feet to a point for corner; N 32° 12' 28" W -10 .00 feet to a point for corner; N 57° 47' 32" E -5.00 feet to a point for corner; S 32° 12' 28" E -10.00 feet to the PLACE OF BEGINNING containing 0 .0011 acre of land, more or less . BASIS OF BEARING: S 57° 47' 32" W, marking the platted southeasterly bearing line of the final plat of Lot One, Block One of L. 0 . Ball Memorial Subdivision, VOLUME 2555, PAGE 313 (B .C .O .R.). 00063 !-f02-! 8(2598) January, 1997 Municipal Development Group College Station, Texas METES AND BOUNDS DESCRIPTION OFA 0.0011 ACRE TRACT "B" (5.00 FEET X 10.00 FEET PUBLIC UTILITY EASEMENI) ROBERT STEVENSON LEAGUE, ABSTRACT NO. 54 COLLEGE STATION, BRAZOS COUNTY, TEXAS Metes and bounds description of all that certain 0 .0011 acre Tract "B" (5 .00 feet x 10 .00 feet public utility easement) or parcel of land, lying and being situated in the Robert Stevenson League, Abstract No . 54 , College Station, Brazos County, Texas, and being a portion out of the 0.43 acre tract shown as the final plat of Lot One , Block One of the L. 0 . Ball Memorial Subdivision and filed by plat on March 15 , 1996 in VOLUME 2555 , PAGE 313 of the Official Records of Brazos County, Texas (B .C.O .R.), said 0 .0011 acre easement tract being more particularly described as follows : COMMENCING at a found 1/2 " iron rod lying in the southwesterly right-of-way line of Highway No . 6 South Feeder Road, the same being the east corner of the said Lot One, Block One; THENCE S 57° 47' 32" W -20.00 feet along the southeasterly line of said Lot One , Block One to a point for corner lying on the interior edge of a 20 .00 feet wide public utility easement as depicted on the said final plat of said Lot One, Bloc!' One , from said point a found 1/2 " iron rod marking the south corner of said Lot One, Block One bears S 57° 47' 32" W -180 .00 feet ; · THENCE N 32° 12' 28 " W -291.70 feet along the said interior edge of the 20 .00 feet wide public utility easement to an interior edge corner of said easement; THENCE S 57° 47' 32" W -91.00 feet continuing along said interior edge to the PLACE OF BEGINNING of the herein described easement; THENCE around the perimeter of said easement for the following four calls: S 32° 12' 28" E -5 .00 feet to a point for corner; S 57° 47' 32" W -10.00 feet to a point for corner; N 32° 12' 28" W -5.00 feet to a point for corner; N 57° 47' 32 " E -10.00 feet to the PLACE OF BEGINNING containing 0 .0011 acre ofland, more or less . BASIS OF BEARING: S 57° 47' 32" W , marking the platted southeasterly bearing line of the final plat of Lot One, Block One ofL. 0 . Ball Memorial Subdivision, VOLUME 2555 , PAGE 313 (B .C.O .R.). 00 06 3 l -f.0 5-18(2598) January, 1997 Municipal Development Group College Station, Texas METES AND BOUNDS DESCRIPTION OFA 0.0568 ACRE TRACT '.'C" 15.00 FEET WIDE PUBLIC UTILITY :EASEMENT ROBERT STEVENSON LEAGUE, ABSTRACT NO. 54 COLLEGE STATION, BRAZOS COUNTY, TEXAS Metes and bounds description of all that certain 0.0568 acre Tract "C" (public utili ty easement) or parcel of land, lying and being situated in the Robert Stevenson League, Abstract No. 54, College Station, Brazos County, Texas, and being a portion out of the 0.43 acre tract shown as the final plat of Lot One, Block One of the L. 0 . Ball Memorial Subdivision and filed by plat on March 15, 1996 in VOLUME 2555, PAGE 313 of the Official Records of Brazos County, Texas (B .C.O.R.), said 0.0568 acre easement tract being more particularly described as follows: COMMENCING at a found 1/2" iron rod lying ill the southwesterly right-of-way line of Highway No . 6 South Feeder Road, the same being the east comer of the said Lot One, Block One; THENCE S 57° 47' 32" W -20.00 feet along the southeasterly line of said Lot One, Block One to a point for comer lying on the interior edge of a 20 .00 feet wide public utility easement as depicted on the said final plat of said Lot One, Block One, from said point a found 1/2" iron rod marking the south comer of said Lot One, Block One bears S 57° 47' 32" W -180 .00 feet; THENCE N 32° 12' 28" W -33 .00 feet along the said interior edge of the 20.00 feet wide public utility easement to the PLACE OF BEGINNING of the herein described easement; THENCE S 57° 47' 32" W -100 .00 feet to a point for comer; THENCE N 32° 12' 28" W -80 .00 feet to a point for comer; THENCE N 57° 47' 32" E -15.00 feet to a point for corner; THENCE S 32° 12' 28" E -65 .00 feet to a point for corner; THENCE N 57° 47' 32" E -85.00 feet to a point for corner lying on the said interior edge of the 20 .00 feet wide public utility easement; THENCE S 32° 12' 28" E -15 .00 feet along the said interior edge of the easement to the PLACE OF BEGINNING containing 0 .0568 acre of land, more or less. BASIS OF BEARING: S 57° 47' 32" W, marking the platted southeasterly bearing line of the final plat of Lot One, Block One ofL. 0 . Ball Memorial Subdivision, VOLUME 2555, PAGE 313 (B .C .O .R.). 00063 !-f04-! 8(2598) January, 1997 Municipal Development Group College Station, Texas METES AND BOUNDS DESCRIPTION OFA 0.0496 ACRE TRACT "D" PUBLIC UTILITY EASEMENT (VARIABLE WIDTII) ROBERT STEVENSON LEAGUE, ABSTRACT NO. 54 COLLEGE STATION, BRAZOS COUNTY, TEXAS Metes and bounds description of all that certain 0 .0496 acre Tract "D" (public utility easement of variable width) or parcel ofland, lying and being situated in the Robert Stevenson League, Abstract No. 54, College Station, Brazos County, Texas, and being a portion out of the 0 .43 acre tract shown as the final plat of Lot One, Block One of the L. 0 . Ball Memorial Subdivision and filed by plat on March 15, 1996 in VOLUME 2555 , PAGE 313 of the Official Records of Brazos County, Texas (B.C .O.R.), said 0 .0496 acre easement tract being more particularly described as follows : BEGINNING at a found 1/2" iron rod marking the south corner of said Lot One , Block One, from said south corner a found 1/2" iron rod marking the east corner of said Lot One, Block One bears N 57° 47' 32" E - 200.00 feet ; THENCE N 32° 12' 28" W -28.00 feet along the southwesterly line of said Lot One, Block One to a point for corner; THENCE N 57° 47' 32" E -180 .00 feet to a point for corner lying on the interior edge of a 20.00 feet wide public utility easement as depicted on the said final plat of Lot One, Block One; THENCE S 32° 12 ' 28" E -10 .00 feet along the said interior easement edge to a point for corner; THENCE S 57° 47' 32" W -160 .00 feet to a point for corner; THENCE S 32° 12 ' 28" E -18.00 feet to a point for corner in southeasterly line of the said Lot One, Block One ; THENCE S 57° 47' 32" W -20 .00 feet along the said southeasterly line of said Lot One, Block One to the PLACE OF BEGINNING containing 0 .0496 acres ofland, more or less. BASIS OF BEARING: S 57° 47' 32" W , marking the platted southeasterly bearing line of the final plat of Lot One , Block One ofL. 0 . Ball Memorial Subdivision, VOLUME 2555 , PAGE 313 (B .C .O.R.). 00063 l-f03-1 8(2598) January, 1997 Municipal Development Group College Station, Texas