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Home My WebLink About58 Standard Automatic Fire 00-9 500 Graham Rd.DRAINAGE REPORT FOR Standard Automatic Fire Enterprises, Inc. Lot 2, 0.97 Acre University Industrial Park Phase II Robert Stevenson Survey, A-54 College Station, Brazos County, Texas February 04, 2000 DEVELOPED BY: Standard Automatic Fire Enterprises, Inc. 500 Graham Road College Station, TX 77845 ( 409)690-0301 PREPARED BY: Kling Engineering & Surveying 4103 Texas Avenue, Suite 212 Bryan, TX 77802 Drainage Report for Standard Automatic Fire Enterprises, Inc. Lot 2, 0.97 Acre, University Industrial Park Phase II Robert Stevenson Survey, A-54 College Station, Brazos County, Texas February 04, 2000 GENERAL LOCATION & DESCRIPTION: The current site is located approximately 500 feet west of the intersection of S. Graham and Victoria. The site is bound on the north by S. Graham, on the west by Lot 1 B of the Replat of Lot 1 University Industrial Park, to the south by Donald F. Carrol, Called 100 Acres, Volume 147, Page 514, and to the east by Lynn B. White and David R. White, Called 1. 00 Acre Tract, Volume 1332, Page 293. (See Appendix 1: "General Location Map" for location and Appendix 4: "Drainage Areas• for surrounding properties.) Current improvements on the 0.97 acre tract consist of a building, an asphalt parking area on the north side of the building and a gravel parking area on the west and south side of the building. The remainder of the tract is open area with grass cover. Proposed improvements include expanding the existing building, building a new parking lot and detention pond. DRAINAGE BASIN: The site is located in the Lick Creek drainage basin, which is the primary drainage way (See Appendix 1: "General Location Map"). The site is not within the 100 year flood hazard area according to the Flood Insurance Rate Maps 0182C, Community# 481195, Effective date: July 2, 1992, for Brazos County, Texas and Incorporated areas, (See Appendix 2: "Flood Plain Map"). Currently the site drains indirectly into a tributary of South Fork Lick Creek via sheet flow. DRAINAGE DESIGN CRITERIA: The City of College Station Drainage Policy and Design Standards state that the detention pond is to attenuate through the 100 year storm event. This standard was used to design the detention pond for the site. The purpose of this design is to follow these principles and provide adequate site drainage, while returning the discharge from the detention pond to original conditions of sheet flow over a strip of unchanged ground along the southeast side of the site. S.A.F .E. -Drainage Report -Page 2 The following methods were used in the analysis and design of the detention pond . The Rational Method was used to calculate the peak run-off for pre and post-developed conditions. The Modified Rational Method was used to calculate the in-flow hydrograph to the detention pond. The detention pond routing was performed using Level Pool Routing Procedures combined with the appropriate hydraulic equations for the staged outlet works. DRAINAGE FACILITY DESIGN: The design of the detention pond was based on pre and post-developed drainage patterns and run-off calculations. The pre-developed site only consisted of one drainage area and the post-developed site consisted of two drainage areas. The post-developed drainage areas were based on the area where the run-off leaves the site undetained and the area where the run-off is detained on site . (See Appendix 4: "Drainage Map" for delineation of post-developed drainage areas and Appendix 5: "Hydrologic Calculations" for run-off calculations including computations for the intensities and run-off coefficients.) Detention Pond The detention pond is located in the parking lot along the south property line. The outlet works consist of 3-8" PVC pipes with upstream invert at 312.70'. There are no tail water effects on the outlet works. The berm elevation is 314.00'. The detention pond was designed so that the post-developed run-off rate, the outflow from the detention pond plus the run-off from DA 2 (see Appendix 4: "Drainage Map"), would not exceed the pre-developed run-off rate. The chart below compares the pre-developed run-off rate and the post-developed run-off rate for the various storm events. The pond successfully attenuates the 2, 5, 10, 25, 50 and 100 year storm events . The water surface elevation for the 100 yr storm event is 313 .36 ft leaving 0.64 ft of free board. (Appendix 5: "Hydrologic Calculations" shows the computations for allowable outflow, and Appendix 6 : "Hydraulic Calculations" shows the computations for the actual outflow computed by the Level Pool Routing Procedure.) Outflow Pre-Developed Post-Developed Q2 cf s 3 .60 3 .16 Q5 cf s 4 .37 3.83 Q10 cf s 4 .91 4.34 Q25 cf s 5 .61 4 .95 Q50 Q100 cfs cfs 6.34 6.62 5 .53 5 .78 S.A.F.E. -Drainage Report -Page 3 CONCLUSIONS: The detention pond complies with the City of College Station Drainage Policy and Design Standards. The detention pond will detain through the 100 year storm event. "I hereby certify that this report (plan) for the drainage design of Standard Automatic Fire Enterorises. Inc. -0.97 Acres was prepared by me (or under my supervision) in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners thereof." APPENDICES 1) General Location Map (U.S.G.S.) Quad -Part of the Welborn Quadrangle 2) Flood Insurance Rate Map -FEMA 3) Grading Plan -Kling Engineering 4) Drainage Map 5) Hydrologic Calculations 6) Hydraulic Calculations APPENDIX 1 General Location Map APPENDIX 5 Hydrologic Calculations ~ INTENSITY CALCULATIONS BRAZOS COUNTY CONSTANTS FOR IDF CURVES FREQ e b d 2 0 .806 65 8.0 5 0 .785 76 8.5 10 0.763 80 8.5 25 0 .754 89 8.5 50 0 .745 98 8.5 100 0 .730 96 8.0 INTENSITY=b/ Tc+d Ae FREQ Tc min 2 5 10 25 50 100 PRE 1 10 6.33 7 .69 8 .63 9.86 11 .15 11 .64 POST 2 10 6.33 7.69 8.63 9.86 11 .15 11 .64 3 10 6.33 7.69 8.63 9.86 11 .15 11 .64 HYDROLOGIC CALCULATIONS -PHASE 1 RUN-OFF COEFFICIENT CC-VALUE) CALCULATIONS C-VALUES LAND 0.35 IMP 0.90 GRAVEL 0.75 AREA DA LAND GRAVEL IMP TOTAL C-VALUE PRE ----- 1 0.4745 0.2981 0.1989 0.9715 0.5853 POST ----- 2 0.3018 0.0000 0.1760 0.4778 0.5526 3 0.0613 0.0000 0.4399 0.5012 0.8327 where: C = (0 .35 *LAND+ 0.75 *GRAVEL+ 0.90 * IMP)/TOTAL AREA PEAK FLOW CALCULATIONS DA TC C-VALUE AREA Q2 QS Q10 PRE - - - 3.598 4 .375 4 .910 1 10 0.59 0.972 3.598 4.375 4.910 POST ---2 .640 3.211 3.604 2 10 0.55 0.478 1.670 2 .031 2 .280 3 10 0.83 0.501 2.640 3.211 3.604 whe re: Q = C-Value *Area * I I -is found in "Intensity Calculations" and corresponds to the approp riate Tc and frequency . MAXIMUM ALLOWABLE OUTFLOW FROM POND* Q2 QS Q10 Q25 QSO Q100 DA 1 3.ou 4 .37 4 .91 5.61 6 .34 6.02 DA2 1.67 2.03 2.28 2 .60 2 .94 3.07 MAX. 1.93 2.34 2.63 3.00 3.40 3.55 where : MAX.= DA 1 -DA2 Q25 QSO Q100 5.608 6.339 6.619 5.608 6.339 6.619 4.116 4 .653 4.858 2 .604 2 .943 3 .073 4.116 4.653 4 .858 *The maximum allowable outflow from pond is used to create the initial inflow hydrograph for the detention pond . This calculat ion is also used to qu ickly check the results of the Pond Pack runs to insure that pre-developed run-off rates will not be exceeded . POST-DEVELOPED RUN-OFF RA TES Q2 QS Q10 Q25 Q50 Q100 OUTFLOW* 1.49 1.80 2 .06 2.35 2.59 2.71 POST 3.16 3.83 4.34 4.95 5.53 5.78 *Outflow -is the outflow from the pond as calculated by Pond Pack . SAFE HYDROLOGIC CALCULATIONS -PHASE Type ...• Tc Cales Name ...• TC=10 File .... E:\PROJECTS\SAFE\PONDPACK\SAFE.PPK Page 1.01 ........................................................................ ........................................................................ TIME OF CONCENTRATION CALCULATOR ········································································ ........................................................................ Segment #1: Tc: User Defined Segment #1 Time: 10.00 min Total Tc: 10.00 min S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 8-01-98 (61) C~te Time: 13:45:00 Date: 02-26-2000 Type .... C and Area Name .... RUN4 File •... E:\PROJECTS\SAFE\PONOPACK\SAFE.PPK Title ..• PHASE 1 -DESIGNED PONO IN PARKING RATIONAL C COEFFICIENT DATA Page 2.01 .......................................................................... ......................................................................... PHASE 1 -DESIGNED PONO IN PARKING Area c x Area Soil/Surface Description c acres acres ----------------------------------------·-------·· ·--------- GRASS .3500 .061 .021 IMPERVIOUS .9000 .440 .396 IJEIGHTEO c & TOTAL AREA ---> .8330 .501 .417 ......................................................................... ········································································· S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 8-01-98 (61) C~te Time: 13:45:00 Date: 02-26-2000 Type •••• Rational Peak Q's Name ..•. RUN4 Page 2.02 File .... E:\PROJECTS\SAFE\PONDPACK\SAFE.PPK SUMMARY OF RATIONAL METHOD PEAK DISCHARGES Q = CiA * Units Conversion; ~here Conversion = 43560 I (12 * 3600) Rational Storms: BRAZOS.IDQ RATIONAL Tag Freq File IDF Curve ---------------------------- 2 YR 2 BRAZOS.IDQ e = .8060 b = 6S.OOOO d = 8.0000 S YR s BRAZOS. IDQ e = .78SO b = 76.0000 d = 8 .SOOO 10 YR 10 BRAZOS. IDQ e = .7630 b = 80.0000 d = 8.SOOO 2S YR 2S BRAZOS. IDQ e = .7540 b = 89.0000 d = 8.SOOO SO YR so BRAZOS.IDQ e = .74SO b = 98.0000 d = 8.SOOO 100 YR 100 BRAZOS. IDQ e = .7300 b = 96.0000 d = 8.0000 Tc = 10.00 min ----------------------------- Tag Freq c C adj I c Area Peak Q (years) factor I final in/hr acres I cfs 1-----------------------------1 ---------- 2 YR 2 .833 1.000 I .833 6.326S .S01 I 2.66 S YR s .833 1.000 I .833 7.6928 .S01 I 3.24 0 YR 10 .833 1.000 I .833 8.634S .S01 I 3.63 2S YR 2S .833 1.000 I .833 9.861S .S01 I 4.1S SO YR so .833 1.000 I .833 11. 1476 .S01 I 4.69 100 YR 100 .833 1.000 I .833 11.6392 .S01 I 4.90 ----------------------------- S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 8-01-98 (61) C~te Time: 13:4S:OO Date: 02 -26 -2000 Type •••• Mod. Rational Grand Sl.ITfllary Name •••• RUN4 File •••• E:\PROJECTS\SAFE\PONDPACK\SAFE.PPK Page 2.03 ************************************************************************ ************************************************************************ * * * * * MOOIFIED RATIONAL METHOD * * ----Grand Sl.ITfllary For All Storm Frequencies * * * * * ************************************************************************ ************************************************************************ Q CiA * Units Conversion; Where Conversion 43560 I (12 * 3600) Area = .501 acres Tc = 10.00 min ............................................................................ ............................................................................ Freq. Adjusted Duration years 'C' min in/hr Qpeak Allowable! cfs cfs I VOLUMES Inflow ac-ft Storage ac-ft ------------------------------------------------------1--------------------- 2 10 25 so 100 .833 .833 .833 .833 .833 .833 S/N: HOMOL0863131 12.00 12.00 13.00 13.00 13.00 14.00 5 .8114 7.0972 7.6991 8.8050 9.9669 10.0532 KLING ENGINEERING 2.45 2.99 3.24 3. 71 4.19 4.23 1.46 I i.11 I 1.98 I 2.26 I 2.51 I 2.59 I Pond Pack Ver: 8-01-98 (61) COflllllte Time: 13:45:00 .040 .049 .058 .066 .075 .082 .017 .021 .023 .027 .031 .033 Date: 02-26-2000 Type .... Mod. Rational Graph Page 2.10 Name .... RUN4 Tag: 2 YR File ...• E:\PROJECTS\SAFE\PONDPACK\SAFE.PPK MOOIFIED RATIONAL METHOO Graphical Slllll18ry for Maxilla.Ill Required Storage ---- Q CiA * Units Conversion; Where Conversion 43560 / C12 * 3600) ********************************************************************** Q * * RETURN FREQUENCY: 2 yr 'C' Adjustment: 1.000 Allowable Outflow: 1.46 cfs Required Storage: .017 ac-ft * * *--------------------------------------------------------------------* * Peak Inf low: 2.45 cfs * * .HYG File: SAFE4.HYG HYG 10 2 YR * ********************************************************************** Td = 12.00 min /-------Approx. Duration for Max. Storage ------/ Return Freq: 2 yr C adj.factor:1.000 1 I x ·I· I I I I Tc= 10.00 min 6.3265 in/hr I I I Q 2.66 cfs I I I Required Storage I .017 ac -ft I I Area = .501 acres Weighted C Adjusted C .833 .833 Td= 12.00 min 5.8114 in/hr x x x x x x xix x x x x x x x x x x Q 2.45 cfs I x o o o o o o o o o o o o o o o o Q = 1.46 cfs x o I· Ix CAL low.Outflow) o I I x 0 I NOT TO SCALE I x o I ============ I o I I x '-----------------------1-----------------------------1 ------------ 14.52 min 16.03 min T S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 8-01 -98 (61) COOlllJte Time: 13:45:00 Date: 02-26 -2000 Type ..•• Mod. Rational Storm Cales Name ..•• RUN4 Tag: 2 YR File .... E:\PROJECTS\SAFE\PONDPACK\SAFE.PPK MODIFIED RATIONAL METHOD Sunmary for Single Storm Frequency Page 2.11 Q = CiA * Units Conversion; ~here Conversion = 43560 / (12 * 3600) RETURN FREQUENCY: 2 yr 'C' Adjustment = 1.000 Allowable Q = 1.46 cfs Hydrograph Storm Duration, Td = 12.00 min Hydrograph File: SAFE4.HYG HYG 10 2 YR Tc 10.00 min ............................................................................ ............................................................................ ~td. Adjusted Duration 'C' 'C' min Intens. in/hr Area acres Qpeak I cts I VOLUMES Inflow Storage ac-ft ac-ft ------------------------------------------------------1--------------------- .833 .833 10.00 6.3265 .501 2.66 I .037 .017 ************************************************************ Storage Maxinun .833 .833 12.00 5.8114 .501 2.45 I .040 .017 **************************************************************************** .833 833 .833 .833 .833 .833 S/N: HOMOL0863131 15.00 5.1923 20.00 4.4310 30.00 3.4642 KLING ENGINEERING .501 .501 .501 2.18 1.86 1.46 Pond Pack Ver: 8-01-98 (61) Compute Time: 13:45:00 .045 .051 .016 .014 Qpeak < Qallow Date: 02 -26 -2000 Type .... Mod. Rational Hyg Page 2.12 Name .... RUN4 Tag: 2 YR File ...• E:\PROJECTS\SAFE\PONDPACK\ MODIFIED RATIONAL METHOD HYDROGRAPH Q = CiA * Units Conversion; Where Conversion = 43560 I (12 * 3600) Rational Storms: BRAZOS.IDQ RATIONAL Tag Freq File IDF Curve 2 YR 2 BRAZOS.IDQ e = .8060 b = 65.0000 d = 8.0000 Tag 2 YR Td = 12.00 min Freq c c adj c Area I (years) factor I final in/hr acres I l··---------------------------1 2 .833 1.000 I .833 5.8114 .501 ----------------------------- HYG file= E:\PROJECTS\SAFE\PONDPACK\SAFE4.HYG HYG ID = HYG 10 HYG Tag = 2 YR Peale Discharge = Time to Peale HYG Volune 2.45 cfs 10.00 min .040 ac·ft WARNING: Hydrograph truncated on left side. HYDROGRAPH ORDINATES (cfs) Output Time increment = 1.33 min I Peale Q cfs ---------- 2.45 Time I min I Time on left represents time for first value in each row. ---------1-------------------------------------------------------------- .69 I 7.34 I 13.99 I 20.64 I .17 1.80 1.96 .33 .49 2.12 1.63 .01 .82 2.45 1.31 .00 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 8-01-98 (61) COf11>Ute Time: 13:45:00 1.14 2.45 .98 1.47 2.28 .66 Date: 02-26-2000 Type .... Mod. Rational Graph Page 2.16 Name .... RUN4 Tag: 5 YR File .... E:\PROJECTS\SAFE\PONDPACK\SAFE.PPK MOOIFIED RATIONAL METHOD Graphical Slill118ry for Maxi111J11 Required Storage Q CiA * Units Convers i on; Where Conversion = 43560 / C12 * 3600) ********************************************************************** * RETURN FREQUENCY: 5 yr * 'C' Adjustment: 1.000 Allowable Outflow: 1.77 cfs Required Stor age: .021 ac-ft * * *--------------------------------------------------------------------* * Peak Inf low: 2.99 cfs * * .HYG File: SAFE4.HYG HYG 10 5 YR * ********************************************************************** Q Td = 12.00 min Return Freq: 5 yr /-------Approx. Duration for Max. Storage------/ C adj.factor:1.000 I I I I I Tc= 10.00 min I I I = 7.6928 in/hr I Area = .501 acres I Q = 3.24 cfs I Weighted C .833 I ·I· I Adjusted C = .833 I I I I I Required Storage I I .021 ac-ft I Td= 12.00 min I I I 7.0972 in/hr I x x x x x x xix x x x x x x x x x x Q 2.99 cfs I I I x x I o o o o o o o o o o o o o o o o Q = 1.77 cfs I x o I· Ix (Allow.Outflow) I o I I I x 0 I NOT TO SCALE I x I 0 I ============ I I o I I x '-----------------------1-----------------------------1------------ 14.53 min 16.07 min T S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 8-01-98 (61) C001>Ute Time: 13:45:00 Date: 02-26-2000 Type ..•• Mod. Rational Storm Cales Name ...• RUN4 Tag: 5 YR File .••• E:\PROJECTS\SAFE\PONDPACK\SAFE.PPK MODIFIED RATIONAL METHOD Sl.11111ary for Single Storm Frequency Page 2.17 Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600) RETURN FREQUENCY: 5 yr 'C' Adjustment= 1.000 Allowable Q = 1.77 cfs Hydrograph Storm Duration, Td = 12.00 min Hydrograph File: SAFE4.HYG HYG 10 5 YR Tc = 10.00 min ............................................................................ ............................................................................. Wtd. Adjusted Duration Intens. Area 'C' 'C' min in/hr acres Qpeak I cts I VOLUMES Inflow ac-ft Storage ac·ft ·-----------------------------------------------------1--------------------- .833 .833 10.00 7.6928 .501 3.24 I .045 .020 ************************************************************ Storage Maxill'-'11 .833 .833 12.00 7.0972 .501 2.99 I .049 .021 **************************************************************************** .833 .833 .833 .833 .833 .833 .833 .833 15.00 20.00 30.00 6.3757 5.4797 4.3274 40.00 3.6100 S/N: HOMOL0863131 KLING ENGINEERING .501 .501 .501 .501 2.68 2.31 1.82 1.52 Pond Pack Ver: 8-01-98 (61) Compute Time: 13:45:00 .055 .064 .075 .020 .017 .007 Qpeak < Qallow Date: 02-26-2000 Type ..•. Mod. Rat i onal Hyg Page 2.18 Name .... RUN4 Tag: 5 YR File ..•• E:\PROJECTS\SAFE\PONDPACK\ MODIFIED RATIONAL METHOD HYDROGRAPH Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600) Rational Storms: BRAZOS.IDQ RATIONAL Tag Freq File IDF Curve 5 YR 5 BRAZOS. I DQ e = .7850 b = 76.0000 d = 8.5000 Tag 5 YR Td = 12.00 min Freq c c adj I c Area (years) factor I final in/hr acres I 1-----------------------------1 5 .833 1.000 I .833 7.0972 .501 ----------------------------- HYG file= E:\PROJECTS\SAFE\PONDPACK\SAFE4.HYG HYG ID = HYG 10 HYG Tag = 5 YR Peak Discharge = Time to Peak HYG Volune = 2.99 cfs 10.00 min .049 ac -ft WARNING: Hydrograph truncated on left side. HYDROGRAPH ORDINATES Ccfs) Output Time increment = 1.33 min I Peak Q cfs -------·-- 2.99 Time I min I Time on left represents time for first value in each row . ---------1-------------------------------------------------------------- .69 I 7.34 I 13.99 I 20.64 I .21 2.19 2.39 .41 .60 2.59 1.99 .01 1.00 2.99 1.60 .00 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 8-01-98 (61) Coq:>Ute Time: 13:45:00 1.40 1.80 2.99 2.79 1.20 .80 Date: 02-26-2000 Type .•.. Mod. Rational Graph Page 2.04 Name .... RUN4 Tag: 10 YR File .••• E:\PROJECTS\SAFE\PONDPACK\SAFE.PPK MOOIFIED RATIONAL METHOO Graphical SISl'fll8ry for MaxinK.m Required Storage ···· Q CiA * Units Conversion; Where Conversion 43560 I C12 * 3600) ********************************************************************** * RETURN FREQUENCY: 10 yr * 'C' Adjustment: 1.000 Allowable Outflow: 1.98 cfs Required Storage: .023 ac·ft * * *--------------------------------------------------------------------* * Peak Inf low: 3.24 cfs * * .HYG File: SAFE4.HYG HYG 10 10 YR * ********************************************************************** Q Td = 13.00 min /······· Approx. Duration for Max. Storage ······/ I I Tc= 10.00 min I 8.6345 in/hr I Q 3.63 cfs I ·I· I I I I Required Storage I .023 ac·ft I I Return Freq: 10 yr C adj.factor:1.000 Area = .501 acres Weighted C .833 Adjusted C .833 Td= 13.00 min 7.6991 in/hr x x x x x x xix x x x x x x x x x x Q 3.24 cfs I x x o o o o o o o o o o o o o o o o Q = 1.98 cfs x o I· Ix (Allow.Outflow) o I I x 0 I NOT TO SCALE I x o I ============ I o I I x ··················-----1-----------------------------1------------ 14.55 min 16.89 min T S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 8-01-98 (61) COflllllte Time: 13:45:00 Date: 02-26-2000 Type ..•. Mod. Rational Storm Cales Name .... RUN4 Tag: 10 YR File .... E:\PROJECTS\SAFE\PONDPACK\SAFE.PPK MODIFIED RATIONAL METHOD Sl.lllllary for Single Storm Frequency Page 2.05 Q = CiA * Units Conversion; Where Conversion = 43560 I C12 * 3600) RETURN FREQUENCY: 10 yr 'C' Adjustment= 1.DDD Allowable Q = 1.98 cfs Hydrograph Storm Duration, Td = 13.00 min Hydrograph File: SAFE4.HYG HYG 10 10 YR Tc = 10.00 min ............................................................................ ............................................................................ Wtd. Adjusted Duration Intens. Area 'C' 'C' min in/hr acres Qpeak I cfs I VOLUMES Inflow ac-ft Storage ac -ft ------------------------------------------------------1--------------------- .833 .833 10.00 8.6345 .501 3.63 I .050 .023 ************************************************************ Storage Maximun .833 .833 13.00 7.6991 .501 3.24 I .058 .023 **************************************************************************** .833 .833 15.00 7.1939 .501 3.03 .063 .023 833 .833 20.00 6.2093 .501 2.61 .072 .020 .833 .833 30.00 4.9361 .501 2.08 .086 .010 .833 .833 40.00 4. 1387 .501 1.74 Opeak < Oallow S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 8-01-98 (61) Compute Time: 13:45:00 Date: 02-26-2000 Type ...• Mod. Rational Hyg Page 2.06 Name ..•• RUN4 Tag: 10 YR File ...• E:\PROJECTS\SAFE\PONDPACK\ MODIFIED RATIONAL METHOD HYDROGRAPH Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600) Rational Storms: BRAZOS.IDQ RATIONAL Tag Freq File IDF Curve 10 YR 10 BRAZOS. IDQ e = .7630 b = 80.0000 d = 8.5000 Tag 10 YR Td = 13.00 min Freq c c adj I c Area (years) factor I final in/hr acres I 1-----------------------------1 10 .833 1.000 I .833 7.6991 .501 ----------------------------- HYG f i le= E:\PROJECTS\SAFE\PONDPACK\SAFE4.HYG HYG ID = HYG 10 HYG Tag = 10 YR Peak Discharge = Time to Peak = HYG Voli..me 3.24 cfs 10 .00 min .058 ac-ft WARNING: Hydrog r aph truncated on left side. HYDROGRAPH ORDINATES (cfs) Output Time increment= 1.33 min I Peak Q cfs ---------- 3.24 Time I min I Time on left represents time for first value in each row. ---------1-------------------------------------------------------------- .69 I 7.34 I 13.99 I 20.64 I .22 2.38 2.92 .76 .65 2.81 2.49 .33 1.09 3.24 2.06 .00 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 8 -01-98 (61) COITlJUte Time: 13:45:00 1.52 1.95 3.24 3.24 1.63 1.19 Date: 02 -26-2000 Type ..•. Mod. Rational Graph Page 2. 13 Name .... RUN4 Tag: 25 YR rile ..•• E:\PROJECTS\SAFE\PONDPACK\SAFE.PPK MODIFIED RATIONAL METHOD ----Graphical SU1111ary for MaxillLm Required Storage Q = CiA * Units Conversion; Yhere Conversion = 43560 / (12 * 3600) ********************************************************************** * RETURN FREQUENCY: 25 yr * 'C' Adjustment: 1.000 Allowable Outflow: 2.26 cfs Required Storage: .027 ac-ft * * *--------------------------------------------------------------------* * Peak Inflow: 3.71 cfs * * .HYG File: SAFE4.HYG HYG 10 25 YR * ********************************************************************** Q Td = 13.00 min Return Freq: 25 yr /-------Approx. Duration for Max. Storage ------/ C adj.factor:1.000 I I I I I Tc= 10.00 min I I = 9.8615 in/hr I Area = .501 acres I Q = 4.15 cfs I Yeighted C .833 I ·I· I Adjusted C = .833 I I I I I Required Storage I I .027 ac-ft I Td= 13.00 min I I I = 8.8050 in/hr I xx xx xx xix xx xx xx xx xx Q = 3.71 cfs I I I x x I o o o o o o o o o o o o o o o o Q = 2.26 cfs I x o I· Ix (Allow.Outflow) I o I I I x 0 I NOT TO SCALE I x I 0 I ============ I I 0 I I x '-----------------------1-----------------------------1------------ 14.55 min 16.90 min T S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 8-01-98 (61) COIJ1'Ute Time: 13:45:00 Date: 02-26-2000 Type ..•• Mod. Rational Storm Cales Name .... RUN4 Tag: 25 YR File .... E:\PROJECTS\SAFE\PONDPACK\SAFE.PPK MOOIFIED RATIONAL METHOD SUllllllry for Single Storm Frequency Page 2.14 Q = CiA * Units Conversion; Where Conversion = 43560 I C12 * 3600) RETURN FREQUENCY: 25 yr 'C' Adjustment= 1.000 Allowable Q = 2.26 cfs Hydrograph Storm Duration, Td = 13.00 min Hydrograph File: SAFE4.HYG HYG 10 25 YR Tc = 10.00 min ············································································ ............................................................................ Wtd. Adjusted Duration Intens. 'C' 'C' min in/hr Area acres Qpeak I cts I VOLUMES Inflow ac·ft Storage ac·ft ······················································I····················· .833 .833 10.00 9.8615 .501 4.15 I .057 .026 ************************************************************ Storage Maximun .833 .833 13.00 8.8050 .501 3.71 I .066 .027 **************************************************************************** .833 .833 15.00 8.2339 .501 3.46 .072 .027 .833 .833 20.00 7. 1193 .501 3.00 .083 .024 .833 .833 30.00 5.6748 .501 2.39 .099 .012 .833 .833 40.00 4.7680 .501 2.01 Qpeak < Qallow S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 8-01-98 (61) Compute Time: 13:45:00 Date: 02-26-2000 Type .... Mod. Rational Hyg Page 2.15 Name .... RUN4 Tag: 25 YR File .••• E:\PROJECTS\SAFE\PONDPACK\ MODIFIED RATIONAL METHOD HYDROGRAPH Q = CiA * Units Conversion; Where Conversion = 4356D I (12 * 3600) Rational Storms: BRAZOS.IDQ RATIONAL Tag Freq File IDF curve 25 YR 25 BRAZOS.IDQ e = .7540 b = 89.0000 d = 8.5000 Tag 25 Td = 13.00 min Freq c c adj I c Area (years) factor I final in/hr acres I 1-----------------------------1 YR 25 .833 1.000 I .833 8.8050 .501 ----------------------------- HYG f i le= E:\PROJECTS\SAFE\PONDPACK\SAFE4.HYG HYG ID = HYG 10 HYG Tag = 25 YR Peak Discharge = Time to Peak HYG Voli.me 3.71 cfs 10.00 min .066 ac-ft WARNING: Hydrograph truncated on left side. HYDROGRAPH ORDINATES Ccfs) Ti me I Output Time increment = 1.33 min I Peak Q cfs -----·-·-- 3.71 min I Ti me on left represents time for fir s t value in each row. ---------1-------------------------------------------------------------- .69 I .26 .75 1.24 1.73 2.23 7.34 I 2.72 3.21 3.71 3.71 3.71 13 .99 I 3.34 2.85 2.35 1.86 1.37 20.64 I .87 .38 .oo S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 8-01-98 (61) c~te Time: 13:45:00 Date: 02-26-2000 Type •••• Mod. Rational Graph Page 2.19 Name ..•. RUN4 Tag: SO YR File .•.• E:\PROJECTS\SAFE\PONDPACK\SAFE.PPK MOOIFIED RATIONAL METHOO ----Graphical S1i1111ary for Maxi~ Required Storage ---· Q CiA * Un i ts Conversion; Where Conversion = 43S60 / (12 * 3600) ********************************************************************** * RETURN FREQUENCY: SO yr • 'C' Adjustment: 1.000 Allowable Outflow: 2.S1 cfs Required Storage: .031 ac -ft • • *--------------------------------------------------------------------* * Peak Inflow: 4.19 cfs • * .HYG File: SAFE4.HYG HYG 10 SO YR • ********************************************************************** Q I Td = 13.00 min /-------Approx. Duration for Max. Storage ------/ Return Freq: SO yr C adj.factor:1.000 I I I I I I I I I I I I I I I I I I x 0 x x 0 ·I · I I I I Tc= 10.00 min I = 11.1476 in/hr I I I Q = 4.69 cfs I I Required Storage I .031 ac·ft I I Area = .S01 acres Weighted C .833 Adjusted C = .833 Td= 13.00 min 9.9669 in/hr x x x x x x xix x x x x x x x x x x Q 4.19 cfs 0 0 I x 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q = 2.S1 cfs I· I I I NOT TO SCALE ============ Ix (Allow.Outflow> I I I x I o I I x '-----------------------1 -----------------------------1------------ 14.6S min 17.02 mi n T S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 8-01-98 (61) C~te Time: 13:4S:OO Date: 02-26 -2000 Type .... Mod. Rational Storm Cales Name ..•. RUN4 Tag: 50 YR File .••• E:\PROJECTS\SAFE\PONDPACK\SAFE.PPK MOOIFIED RATIONAL METHOO SUllll8ry for Single Storm Frequency Page 2.20 Q = CiA * Units Conversion; Where Conversion = 43560 I (12 * 3600) RETURN FREQUENCY: 50 yr 'C' Adjustment= 1.000 Allowable Q = 2.51 cfs Hydrograph Storm Duration, Td = 13.00 min Hydrograph File: SAFE4.HYG HYG 10 50 YR Tc = 10.00 min ............................................................................ ............................................................................ Wtd. Adjusted Duration Intens. Area 'C' 'C' min in/hr acres Qpeak I cts I VOLUMES Inflow ac-ft Storage ac-ft ------------------------------------------------------1--------------------- .833 .833 10.00 11.1476 .501 4.69 I .065 .030 ************************************************************ Storage Maxi11U11 .833 .833 13.00 9.9669 .501 4.19 I .075 .031 **************************************************************************** .833 833 .833 .833 .833 .833 .833 .833 15.00 9.3278 20.00 8.0792 30.00 6.4574 40.00 5.4369 S/N: HOMOL0863131 KLING ENGINEERING .501 .501 .501 .501 3.93 3.40 2.72 2.29 Pond Pack Ver: 8-01-98 (61) Compute Time: 13:45:00 .081 .094 .112 .031 .028 .015 Qpeak < Qal low Date: 02-26-2000 Type ..•. Mod. Rational Hyg Page 2.21 Name .... RUN4 Tag: 50 YR File •••• E:\PROJECTS\SAFE\PONDPACK\ MODIFIED RATIONAL METHOD HYDROGRAPH Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600) Rational Storms: BRAZOS.IDQ RATIONAL Tag Freq File IDF Curve 50 YR 50 BRAZOS. IDQ e = .7450 b = 98.0000 d = 8.5000 Tag 50 YR Td = 13.00 min Freq c c adj I c Area (years) facto r I final in/hr acres I l··---------------------------1 50 .833 1.000 I .833 9.9669 .501 ----------------------------- HYG f i le= E:\PROJECTS\SAFE\PONDPACK\SAFE4.HYG HYG ID = HYG 10 HYG Tag = 50 YR Peak Discharge = Time to Peak HYG Volume 4.19 cfs 10.00 min .075 ac-ft WARN I NG: Hydrograph truncated on left side. HYDROGRAPH ORDINATES (cfs) Output Time increment = 1.33 min I Peak Q cfs ---------- 4.19 Ti me I mi n I Time on left r epresents time for f i r s t value in each row. ---------1-------------------------------------------------------------- .69 I 1 .34 I 13.99 I 20.64 I .29 3.08 3.78 .99 .85 3.64 3.22 .43 1.41 4.19 2.66 .00 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 8 -01-98 (61) C01J1XJte Time: 13:45:00 1.96 4.19 2.10 2.52 4.19 1.55 Date : 02 -26-2000 Type ..•• Mod. Rational Graph Page 2.07 Name .... RUN4 Tag: 100 YR File .... E:\PROJECTS\SAFE\PONDPACK\SAFE.PPK MODIFIED RATIONAL METHOD Graphical Sllllllary for Maxin-..n Required Storage ·--- Q = CiA * Units Conversion; ~here Conversion 43560 I C12 * 3600) ********************************************************************** * RETURN FREQUENCY: 100 yr * 'C' Adjustment: 1.000 * Peak Inflow: 4.23 cfs Allowable Outflow: 2.59 cfs Required Storage: .033 ac·ft * .HYG File : SAFE4.HYG HYG 10 100 YR * * * * ********************************************************************** Q Td = 14.00 mi n Return Freq: 100 yr /-------Approx. Duration for Max. Storage------/ C adj.factor:1.000 I I Tc= 10.00 min I 11 .6392 i n/hr I Area= .501 acres Q 4.90 cfs I ~eighted C .833 ·I· I Adjusted C .833 I I I Required Storage I .033 ac -ft I Td= 14.00 min I I I 10.0532 in/hr x x x x x x xix x x x x x x x x x x Q 4.23 cfs I x x o o o o o o o o o o o o o o o o Q = 2.59 cfs x o I· Ix (Allow.Outflow) o I I x 0 I NOT TO SCALE I x o I ============ I o I I x -------------·---------1 -----------------------------1------------ 14.71 min 17.88 min T S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 8-01 -98 (61) Coq:>Ute Time: 13:45:00 Date: 02 -26 -2000 Type •••• Mod. Rational Storm Cales Name •••• RUN4 Tag: 100 YR File •.•• E:\PROJECTS\SAFE\PONDPACK\SAFE.PPK MOOIFIED RATIONAL METHOO Sl.tllllBry for Single Storm Frequency Page 2.08 Q = CiA * Units Conversion; Where Conversion = 43560 I C12 * 3600) RETURN FREQUENCY: 100 yr 'C' Adjustment= 1.000 Allowable Q = 2.59 cfs Hydrograph Storm Duration, Td = 14.00 min Hydrograph File: SAFE4.HYG HYG 10 100 YR Tc = 10.00 min .............................................................................. ............................................................................ Wtd. Adjusted Duration 'C' 'C' min lntens. in/hr Area acres Qpeak I cts I VOLUMES Inflow Storage ac·ft ac-ft ------------------------------------------------------1--------------------- .833 .833 10.00 11.6392 .501 4.90 I .067 .032 ************************************************************ Storage Maxi1T1U11 .833 .833 14.00 10.0532 .501 4.23 I .082 .033 **************************************************************************** .833 .833 15.00 9.7322 .501 4.10 .085 .033 833 .833 20.00 8.4304 .501 3.55 .098 .030 .833 .833 30.00 6.7457 .501 2.84 • 117 .017 .833 .833 40.00 5.6881 .501 2.39 Qpeak < Qallow S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 8-01-98 (61) Compute Time: 13:45:00 Date: 02-26-2000 Type .... Mod. Rational Hyg Page 2.09 Name .... RUN4 Tag: 100 YR File ..•• E:\PROJECTS\SAFE\PONDPACK\ MODIFIED RATIONAL METHOD HYOROGRAPH Q = CiA * Units Conversion; ~here Conversion = 43560 / (12 * 3600) Rational Storms: BRAZOS.IOQ RATIONAL Tag Freq Fi le !OF Curve 100 YR 100 BRAZOS.IOQ e = .7300 b = 96.0000 d = 8.0000 Tag 100 YR Td = 14.00 min Freq c c adj I c Area (years) factor I final in/hr acres I 1-----------------------------1 100 .833 1.000 I .833 10.0532 .501 ----------------------------- HYG file= E:\PROJECTS\SAFE\PONDPACK\SAFE4.HYG HYG ID HYG 10 HYG Tag = 100 YR Peak Discharge = Time to Peak HYG Volume 4.23 cfs 10.00 min .082 ac-ft ~ARNING: Hydrograph truncated on left side. HYDROGRAPH ORDINATES (cfs) Output Time increment= 1.33 min I Peak Q cfs ---------- 4.23 Time I min I Time on left represents time for first value in each row . ---------1-------------------------------------------------------------- .69 I 1.34 I 13 .99 I 20.64 I .29 3. 11 4.23 1.42 .86 1.42 3.67 4.23 3.67 3.11 .86 .30 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 8-01-98 (61) Compute Time: 13:45:00 1.98 4.23 2.55 .00 2.54 4.23 1.98 Date: 02 -26-2000 APPENDIX 6 Hydraulic Calculations Type .... Vol: Elev-Area Name .... RUN3 File ..•• E:\PROJECTS\SAFE\PONDPACK\SAFE.PPK Title ... PHASE 1 -POND IN PARKING Elevation (ft) Planimeter (sq.in) Area A1+A2+sqrCA1*A2) Volune 312.70 313.00 314.00 (acres) .0000 .0634 .1718 (acres) .0000 .0634 .3396 POND VOLUME EQUATIONS (ac-ft) .000 .006 .113 Page 1.01 Volune Sl..fll (ac-ft) .000 .006 .120 * Incremental volune c~ted by the Conic Method for Reservoir Volunes. Volune = (1/3) * CEL2-EL1) * (Area1 + Area2 + sq.rt.(Area1*Area2)) where: EL1, EL2 =Lower and upper elevations of the increment Area1,Area2 =Areas c~ted for EL1, EL2, respectively Volune =Incremental volune between EL1 and EL2 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 8 -01-98 (61) C~te Time: 13:46:44 Date: 02-26-2000 Type .••. Outlet Input Data Name .... RUN3 File .... E:\PROJECTS\SAFE\PONDPACK\SAFE.PPK Title ••• PHASE 1 -POND IN PARKING REQUESTED POND WS ELEVATIONS: Min. Elev.= 312.70 ft Increment = .20 ft Max. Elev.= 314.00 ft ********************************************** OUTLET CONNECTIVITY ********************************************** ---> Forward Flow Only (Upstream to DnStream) <---Reverse Flow Only (DnStream to Upstream) <---> Forward and Reverse Both Allowed Structure No. Outfall E1 I ft Orifice-Circular ---> TW 312.700 TW SETUP, OS Channel S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 8-01-98 (61) COflllUte Time: 13:46:44 Page 2.01 E2, ft 314.000 Date: 02-26-2000 Type .... Outlet Input Data Name .... RUN3 File ..•. E:\PROJECTS\SAFE\PONDPACK\SAFE.PPK Title ... PHASE 1 · POND IN PARKING OUTLET STRUCTURE INPUT DATA Structure ID Structure Type = Orifice-Circular # of Openings Invert Elev. Diameter Orif i ce Coeff. TW 3 312.70 ft .6700 ft .600 Structure ID Structure Type TW SETUP, OS Channel ------------------------------------ FREE OUTFALL CONDITIONS SPECIFIED CONVERGENCE TOLERANCES ... Max i lll.lll Iterations= 30 Min. TW tolerance = .01 ft Max. TW tolerance .01 ft Mi n . HW tolerance .01 ft Max. HW tolerance .01 ft Min. Q tolerance .10 cfs Max. Q tolerance .10 cfs S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 8-01-98 (61) C~te Time: 13:46:44 Page 2.02 Date: 02 -26 -2000 t t Type .... Individual Outlet Curves Name ..•. RUN3 Page 2.03 File •..• E:\PROJECTS\SAFE\PONDPACK\SAFE.PPK Title ••• PHASE 1 -POND IN PARKING RATING TABLE FOR ONE OUTLET TYPE Structure ID (Orifice-Circular) Upstream ID (Pond Water Surface) ONstream ID = TW (Pond Outfall) NUMBER OF OPENINGS = 3 EACH FLOW = SUM OF OPENINGS x FLOW FOR ONE OPENING WS Elev,Device Q Tail Water Notes WS Elev. Q TW Elev Converge ft cfs ft +/-ft C~tation Messages --------.... --........ --------------------------- 312.70 .00 Free Outfall Upstream HW & DNstream TW < Inv.El 312.90 .32 Free Outfall CRIT.DEPTH CONTROL Vh= .053ft Der= CRIT.DEPTH 313.10 1.16 Free Outfall CR IT .DEPTH CONTROL Vh= . 109ft Der= CRIT .DEPTH 13.30 2.37 Free Outfall CRIT .DEPTH CONTROL Vh= . 180ft Der= CRIT .DEPTH 313.50 3.47 Free Outfall H =.46 313. 70 4.15 Free Outfall H =.67 313.90 4.73 Free Outfall H =.87 314.00 5.00 Free Outfall H =.96 S/N: HOMOL0863131 KLING ENGINEERING .146f .290f .420f Type •••• C0il1)0site Rating Curve ame •••• RUN3 File •••• E:\PROJECTS\SAFE\PONDPACK\SAFE.PPK Title ••• PHASE 1 -POND IN PARKING ***** COMPOSITE OUTFLOW SUMMARY **** WS Elev, Total Q Notes -----·-·----------------Converge ------------------------- Elev. Q TW Elev Error ft cfs ft +/-ft Contributing Structures ----------------............................................................ --- 312.70 .00 Free Outfall None contributing 312.90 .32 Free Outfall 313.10 1.16 Free Outfall 313.30 2.37 Free Outfall 313.50 3.47 Free Outfall 313. 70 4.15 Free Outfall 313.90 4.73 Free Outfall 314.00 5.00 Free Outfall S/N: HOMOL0863131 KLING ENGINEERING Page 2.04 Pond Pack Ver: 8-01-98 (61) COfll'.lllte Time: 13:46:44 Date: 02-26 -2000 Type .... Pond Routing Surmary Name .... RUN3 Tag: 2 YR File .... E:\PROJECTS\SAFE\PONDPACK\SAFE.PPK LEVEL POOL ROUTING SUMMARY HYG Dir E:\PROJECTS\SAFE\PONDPACK\ Inflow HYG file= SAFE4.HYG -HYG 10 2 YR Outflow HYG file= NONE STORED -RUN3 OUT 2 YR Pond Node Data RUN3 Pond Volune Data RUN3 Pond Outlet Data RUN3 No Infiltration INITIAL CONDITIONS Starting IJS Elev 312.70 ft Starting Vo lune .000 ac-ft Starting Outflow .00 cfs Starting Infiltr. .00 cfs Starting Total Qout= .00 cfs Time Increment = 1.33 min INFLOIJ/OUTFLOIJ HYDROGRAPH SUMMARY ===================================================== Peak Inf low Peak Outflow Peak Elevation Peak Storage = 2.45 cfs 1.49 cfs 313.15 ft .017 ac-ft at at 10.00 min 15.32 min ===================================================== MASS BALANCE (ac-ft) + Initial Vol .000 + HYG Vol IN .040 -Infiltration= .000 -HYG Vol OUT .040 -Retained Vol .000 Page 3.03 Unrouted Vol -.000 ac-ft (.033% of Inflow Volune) IJARNING: Inf low hydrograph truncated on left side. S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 8-01-98 (61) C~te Time: 13:46:44 Date: 02-26-2000 Type .... Pond Routing Sllllllary Name .... RUN3 Tag: 5 YR File ..•• E:\PROJECTS\SAFE\PONDPACK\SAFE.PPK LEVEL POOL ROUTING SUMMARY HYG Dir = E:\PROJECTS\SAFE\PONDPACK\ Inflow HYG file= SAFE4.HYG -HYG 10 5 YR Outflow HYG file= NONE STORED · RUN3 OUT 5 YR Pond Node Data RUN3 Pond Volume Data RUN3 Pond Outlet Data RUN3 No Infiltration INITIAL CONDITIONS Starting WS Elev 312.70 ft Starting Volume .000 ac-ft Starting Outflow .00 cfs Starting lnfiltr. .00 cfs Starting Total Qout= .00 cfs Time Increment 1.33 min INFLOW/OUTFLOW HYDROGRAPH SUMMARY ===================================================== Peak Inf low Peak Outflow Peak Elevation Peak Storage = MASS BALANCE (ac-ft) 2.99 cfs 1.80 cfs 313.21 ft .021 ac-ft + Initial Vol .000 + HYG Vol IN .049 -Infiltration= .000 -HYG Vol OUT .049 -Retained Vol .000 at at 10.00 min 15.32 min Page 3.05 Unrouted Vol -.000 ac-ft (.031% of Inflow Volume) WARNING: Inf low hydrograph truncated on left side. S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 8-01-98 (61) Coq:>Ute Time: 13:46:44 Date: 02-26-2000 Type •••• Pond Routing SU1111ary Name •••• RUN3 Tag: 10 YR File •••• E:\PROJECTS\SAFE\PONDPACK\SAFE.PPK LEVEL POOL ROUTING SUMMARY HYG Dir E:\PROJECTS\SAFE\PONDPACK\ Inflow HYG file SAFE4.HYG -HYG 10 Outflow HYG fi Le NONE STORED -RUN3 Pond Node Data RUN3 Pond Vol1.111e Data RUN3 Pond Outlet Data RUN3 No Infiltration INITIAL CONDITIONS Starting IJS Elev Starting Vol1.111e Start i ng Outflow Starting Infiltr. Starting Total Qout= Time Increment 312.70 ft .000 ac-ft .00 cfs .00 cfs .00 cfs 1.33 min INFLOIJ/OUTFLOIJ HYDROGRAPH SUMMARY Peak I nf low Peak Outflow Peak Elevation Peak Storage = 3.24 cfs 2.06 cfs 313 .25 ft .025 ac-ft at at 10 YR OUT 10 YR 10.00 min 16.65 min ===================================================== MASS BALANCE (ac-ft) + Initial Vol .000 + HYG Vol IN .058 -Infiltration= .000 -HYG Vol OUT .058 -Retained Vol .000 Page 3.01 Unrouted Vol -.000 ac-ft (.023% of Inflow Vol1.111e) WARNING: Inf Low hydrograph truncated on Left side. S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 8-01 -98 (61) Compute Time: 13:46:44 Date: 02 -26-2000 Type .... Pond Routing Sllllll8ry Name .... RUN3 Tag: 25 YR File •••• E:\PROJECTS\SAFE\PONDPACK\SAFE.PPK LEVEL POOL ROUTING SUMMARY HYG Dir E:\PROJECTS\SAFE\PONDPACK\ Inflow HYG file SAFE4.HYG · HYG 10 Outflow HYG file NONE STORED · RUN3 Pond Node Data RUN3 Pond Volume Data RUN3 Pond OUtlet Data RUN3 No Infiltration INITIAL CONDITIONS Starting WS Elev 312.70 ft Starting Volume .000 ac·ft Starting Outflow .00 cfs Starting lnfiltr. .00 cfs Starting Total Qout= .00 cfs Time Increment 1.33 min INFL~/OUTFL~ HYDROGRAPH SUMMARY 25 YR OUT 25 YR ===================================================== Peak Inflow Peak Outflow Peak Elevation Peak Storage = = 3.71 cfs 2.35 cfs 313.30 ft .029 ac·ft at at 10.00 min 16.65 min ===================================================== MASS BALANCE (ac·ft) + Initial Vol .000 + HYG Vol IN = .066 · Infiltration= .000 · HYG Vol OUT = .066 · Retained Vol = .000 Page 3.04 Unrouted Vol = ·.000 ac·ft (.020% of Inflow Volume) WARNING: Inflow hydrograph truncated on left side. S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 8·01-98 (61) COflllllte Time: 13:46:44 Date: 02-26-2000 Type .••• Pond Routing Sllllllary Name .•.. RUN3 Tag: 50 YR File .••• E:\PROJECTS\SAFE\PONDPACK\SAFE.PPK LEVEL POOL ROUTING SUMMARY HYG Dir E:\PROJECTS\SAFE\PONDPACK\ Inflow HYG file= SAFE4.HYG · HYG 10 50 YR Outflow HYG file= NONE STORED -RUN3 OUT 50 YR Pond Node Data RUN3 Pond VolYne Data RUN3 Pond Outlet Data RUN3 No Infiltration INITIAL CONDITIONS Starting WS Elev Starting VolYne Starting Outflow Starting Infiltr. Starting Total Qout= Time Increment 312.70 ft .000 ac-ft .00 cfs .00 cfs .00 cfs 1.33 min INFLOW/OUTFLOW HYDROGRAPH SUMMARY ===================================================== Peak Inflow Peak Outflow Peak Elevation Peak Storage = MASS BALANCE (ac·ft) 4.19 cfs 2.59 cfs 313.34 ft .033 ac-ft + Initial Vol .000 + HYG Vol IN .075 -Infiltration= .000 -HYG Vol OUT = .075 -Retained Vol = .000 at at 10.00 min 16.65 min Page 3.06 Unrouted Vol = -.000 ac·ft (.018% of Inflow Volume) WARNING: Inf low hydrograph truncated on left side. S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 8-01-98 (61) C~te Time: 13:46:44 Date: 02-26-2000 Type .... Pond Routing Sl.lllll8ry Name .... RUN3 Tag: 100 YR File .••. E:\PROJECTS\SAFE\PONDPACK\SAFE.PPK LEVEL POOL ROUTING SUMMARY HYG Dir E:\PROJECTS\SAFE\PONDPACK\ Inflow HYG file= SAFE4.HYG -HYG 10 Outflow HYG file= NONE STORED -RUN3 Pond Node Data RUN3 Pond Volume Data RUN3 Pond Outlet Data RUN3 No Infiltration INITIAL CONDITIONS Starting WS Elev 312.70 ft Starting Volume .000 ac-ft Starting Outflow .00 cfs Starting lnfiltr. .00 cfs Starting Total Qout= .00 cfs Time Increment 1.33 min INFLOW/OUTFLOW HYDROGRAPH SUMMARY 100 YR OUT 100 YR ===================================================== Peak Inflow Peak Outflow Peak Elevation Peak Storage = = MASS BALANCE (ac-ft) 4.23 cfs 2.71 cfs 313.36 ft .035 ac-ft + Initial Vol .000 + HYG Vol IN .082 -Infiltration= .000 -HYG Vol OUT .082 -Retained Vol .000 at at 10.00 min 17.98 min Unrouted Vol -.000 ac-ft (.017% of Inflow Volume) WARNING: Inf low hydrograph truncated on left side. S/N: HOMOL0863131 KLING ENGINEERING Page 3.02 Pond Pack Ver: 8-01-98 (61) Compute Time: 13:46:44 Date: 02-26-2000 ~-w COLLlGl STATION DEVELOPMENT PERMIT PERMIT NO. 500009 DP-STANDARD AUTOMATIC FIRE ENTERPRISES FOR AREAS THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Lot 2, University Industrial Park Ph. II DATE OF ISSUE: March 24, 2000 OWNER: RIANS , STEVEN R & JEFFERY D SOSEBEE COLLEGE STATION, TX 77845 SITE ADDRESS: 500 GRAHAM RD DRAINAGE BASIN: LICK CREEK VALID FOR 12 MONTHS CONTRACTOR: JHW Contractors Jim Woods College Station, TX 77840 TYPE OF DEVELOPMENT: Warehouse addition to the existing building and associated parking lot. SPECIAL CONDITIONS: All construction must be in accordance with the approved plans. The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design Criteria. The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its original condition, placement and state . The Owner and/or Contractor shall be responsible for any damage to adjacent properties , city streets or infrastructure due to heavy machinery and/or equipment as well as erosion, siltation or sedimentation resulting from the permitted work. Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced before any operations of this permit can begin. In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction , erosion, and sedimentation shall not be deposited in city streets , or existing drainage facilities. I hereby grant this permit for development of an area outside the special flood hazard area. All development shall be in accordance w"th the plans and specifications submitted to and approved by the City Engineer in the development permit a plicatio the ed project and all of the codes and ordinances of the City of College Station that apply . tdro!oo Date b?/w Date 7; ' Date ... FOR omCE u~ ONLY CASE NO. ():)-'2~ DATE SUBMllTED SITE PLAN APPLICATION MINIMUM SUBMITfAL REQUIREMENTS "v Site plan application completed in full. ~ $100 .00 Application Fee. ~ $100.00 Development Permit Application Fee. ~ $300.00 Public Infrastructure Inspection Fee if applicable. (Ibis fee is payable if construction of a public waterline, sewerline, sidewalk, street or drainage facilities is involved.) ~Ten (10) folded copies of site plan. i A copy of the attached site plan checldist with all items checked off or a brief explanation as to why they are not checked off. APPLICATION DATA NAMEOFPROJECT Standard Automatic Fire Enterprises, In c. ADDRESS 500 Gr ah am Road, College St at io n, TX 77845 LEGAL DESCRIPTION Lot2, University Indu s trial Park, Pha s e I I APPLICANf (Primary Contact for the Project): Name Stev e R i ans StreetAddress __ 5_00"--G_r_a_ha_m_R_o_ad _________ City College Stati on State TX ZipCode 77845 E-MailAddress sa fei nc @s tartel.n e t PhoneNwnber 690-0301 FaxNumber 690-6741 ----------------- PROPERlY OWNER'S INFORMATION: Name Steve R. Rians and Jeffery 0. :So s ebee Street Address see appl j cant City ------------- State Zip Code _____ E-Mail Address ------------ Phone Nwnber __________ Fax Number ________________ _ ARCIIlTECT OR ENGINEER'S INFORMATION: Name Kl1ng Engi neering and Survey in g Street Address 4 10 3 Texas Avenue, Su ite 2 12 City Bryan State TX ZipCode 77802 E-MailAddress klin g @tca.net ----- PhoneNwnber 84 6-6212 FaxNumber 846-8252 ----------_----=:;....:...=........=;;..=.= ___________ _ OTIIER CONT~CTS (Please specify type of contact, i .e . project manager, potential buyer, local contact, etc.) Name N A __;_:.L...;..;.. _______________________________ _ StreetAddress ----------------City ------------~ State Z ip Code E-Mail Addres s ------------------- Phone Nwnber Fax Number SITE PLAN APPLICATION SITEAPP.DOC OJnS/99 ----------------- l of3 CURRENTZONING M-2 -Heavy Industrial PRESENT USE OF PROPERlY Office Building and Warehouse PROPOSED USE OF PROPERlY same as present use VARIANCE(S) REQUESTED AND REASON(S) _.n .......... ....._ ______________ _ #OF PARKING SPACES REQUIRED __ 2_5 __ 0 MULTI-FAMILY RESIDENTIAL Total Acreage ---- Floodplain Acreage __ Housing Units ---- # of l Bedroom Units # of 2 Bedroom Units # of 3 Bedroom Units # of 4 Bedroom Units FOR 2 BEDROOM UNITS ONLY __ # Bedrooms ~ 132 sq. ft. __ # Bedrooms < 132 sq. ft. # OF PARKING SPACES PROVIDED 40 ---- l'1 COMMERCIAL Total Acreage 0.97 ProposecBuilding Square Feet 2795 Floodplain Acreage ___ o __ 1he applicant has prep<IIed this application and certifies that the facts stated herein and exhibits attached hereto are true and co"ect. ~£.~. . -Z -L/--00 Date • SITE PLAN APPLICATION 2of3 SUPPLEMENTAL DEVELOPMENT PERMIT INFORMATION ~lication is hereby made for the following development specific waterway alt.erations: n/a ACKNOWLEDGMENTS: 1, Jeffery D. Sosebee design engineer/owner, hereby acknowledge or affirm that: --------------~ The information and conclusions contained in the above plans and supporting documents comply with the current requirements of the City of College Station, Texas City Code, Chapter 13 and its associated Drainage Policy and Design Standards. As a condition of approval of this permit application, I agree to coostruc:t the improvements proposed in this application according to ~.P~~ 13 m~Co8*5mti-Co-~-:-·ty_C_r ___ · --------- CERTIFICATIONS: (for proposed alterations within designated flood hazard areas.) A. I, certify that any nonresidential structure on or proposed to be on this site as part of this application is designated to prevent damage to the structwc or its contents as a result of flooding from the 100 year storm. Engineer Date B. I, certify that the finished floor elevation of the lowest floor, including any basement, of any residential structure, proposed as part of this application is at or above the base flood elevation established in the latest Federal Insurance Administration Flood Ha7.ard Study and maps, as amended. Engineer Date C. I, certify that the alt.erations or development covered by this permit shall not diminish the flood-<:anying capacity of the waterway adjoining or crossing this permitted site and that such alterations or development are consistent with requirements of the City of College Station City Code, Chapter 13 concerning encroachments of floodways and of floodway fringes. Engineer Date D. I, do certify that the proposed alt.eratioos do not raise the level of the 100 year tlood above elevation established in the latest Federal Insurance Administration Flood Ha7.ard Study. Engineer Date Conditions or comments as part of approval: --------------------------- In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities . r hereby grant this permit for development All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer for the above named project. All of the applicable codes and ordinances of the City of College Station shall apply. SITE PLAN APPUCA TION SITEAPP.DOC OJnS/99 3 of3