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Home My WebLink About10 2565 Dartmouth 00-500037 Jefferson Commons 5-500DRAINAGE REPORT FOR LOT 1, BLOCK 1 JEFFERSON COMMONS CITY OF COLLEGE STATION, BRAZOS COUNTY, TEXAS Prepared for: JPI APARTMENT DEVELOPMENT, L.P. 600 East Las Colinas Blvd. Suite 1800 Irving, Texas 75039 May2000 ~_J /)I , lv r / I I I L{j I~ CXJ TABLE OF CONTENTS I. Introduction and Purpose II. Drainage Basins III . Design Criteria IV. Hydrology A General B . Predeveloped Conditions C . Postdeveloped Conditions v. Hydraulics VI . Drainage Facility Design VII. Conclusions VIII . Appendix A References B . Hydrologic Computations C . Hydraulic Computations D . Exhibits I. Drainage Area Map II . Storm Sewer Plan III. SWPPP and Erosion Control Plan IV. Detention Outlet Structure Plan '-------------------BUAY+PITTMAN ----------------_J I. Introduction and Purpose Lot 1, Block 1, Jefferson Commons is located in the City of College Station, Brazos County, Texas . The property is bounded to the southwest by the proposed Dartmouth Drive extension, to the southeast by Krenek Tap Road, to the Northwest by a townhome and duplex Community, and to the Northeast by a vacant tract of land . The property is approximately 15 .162 acres and is currently developed as 4 single- family residential tracts. The property is vegetated with grasses and is slightly wooded . There are existing primary storm drainage systems along the perimeter of the property that include a 30" storm sewer pipe located in the right-of-way of the proposed Dartmouth Drive extension, an 18 " storm sewer pipe located in the right-of-way of Krenek Tap Road, and a 24" storm sewer pipe located within a 20 ' Public Utility Easement along the northwest property line . There is also a drainage channel, which runs through the property along the its northeastern boundary and is within a 30 ' private drainage easement. This drainage swale is a secondary system that conveys run-off from the duplex community to the north through the subject property . The property is generally flat and crowned at the center. Surface run-off on the property is directed by overland flow to the southeast and southwest. Run-off directed to the southeast is captured in the above mentioned drainage swale, and run- off directed to the southeast is captured by the above mentioned primary systems in Krenek and Dartmouth respectively. A student housing project is proposed for Lot 1, Block 1, Jefferson Commons by JPI Apartment Development, L.P . The project will consist of eighteen (18) apartment buildings and one (1) clubhouse. The property is currently zoned R-5, which allows the proposed apartment development. On site detention will be used to reduce the run-off affects on the primary and secondary systems in the drainage basin . II. Drainage Basins According to the Flood Insurance Rate Map (FIRM) for Brazos County, the subject property is not located within the 100-year or 500-year flood hazard areas . The property is located within the Bee Creek Drainage Basin . Bee Creek, which eventually collects all the run-off from the property, is approximately 1,300 feet south of the property. No adverse affect is expected on the Drainage Basin with this development since on site detention will be provided. On site drainage will be captured in an underground storm sewer system and be directed to detention ponds located at the southwest and southeast corners of the property. The detention ponds will then drain into the respective primary and secondary systems . No adverse affect is expected in either the primary or secondary systems since on site detention will be provided . ill. Design Criteria On site detention will be provided in the drainage design for the proposed project. The on-site storm sewer systems will be designed to convey the 100-year storm event per the City of College Station requirements . The detention facilities will be designed to reduce the discharge released from the property to the predeveloped 100-year storm event per the City of College Station requirements. The capacities of the existing drainage systems is not applicable since the on site detention will only discharge run off equal to the predeveloped conditions. IV. Hydrology A. General All on site storm sewer systems are designed to collect and con vey the 100- year storm event. The Rational Method was used to determine the peak discharge for predeveloped and postdeveloped conditions for the property . The Rational Method is expressed by the following formula : Q=ciA Where "Q" is the discharge in cubic feet per second , "c" is the run off coefficient for the particular drainage area, "i" is the rainfall intensity for a given period chime, and "A" is the area of the drainage area being analyzed . Triangular approximation was used in determining the hydrographs for predeveloped and postdeveloped conditions . A copy of the hydrograph routing for both detention ponds can be found in Appendix B. B. Predeveloped Conditions The property is currently de veloped as four (4) single family residential tracts and is generally flat , veg etated and slightly wooded . Based on the se current conditions and the current usage and zoning the following criteria were used to determine the predeveloped run off: A run-off coefficient (c) of 0 .5, and a rainfall intensity of 10 .60 based on a Time of Concentration of 15 minutes . A summary of the predeveloped run-off calculations can be found in Appendix B. C. Post Developed Conditions Based on the current zoning and proposed development, the following criteria were used to determine the post developed run off: A run-off coefficient (c) of 0. 8 and a rainfall intensity of 12 . 60 based on a Time of Concentration of 10 minutes . Both the detention ponds will be designed only to release a discharge equal to the predeveloped conditions . A summary of the postdeveloped run-off calculations along with the detention pond calculations can be found in Appendix B. V. Hydraulics All on site storm sewer systems and detention ponds are designed to collect and convey the 100-year storm event. The release rate of the detention ponds will be equal to the predeveloped discharges . Since detention is being used and the release rate is equal to the predeveloped conditions, there should not be any hydraulic changes in either the existing primary or secondary systems. The detention pond located at the southwest comer of the property (Pond A) will discharge into the primary system in Dartmouth Drive. The detention pond located at the southeast comer of the property (Pond B) will discharge into the drainage channel located along the eastern boundary of the property. The detention pond routing for both Ponds A and B can be found in Appendix C, respectively. VI. Drainage Facility Design The site has a natural crown within its boundaries . The proposed drainage systems are designed to follow that pattern . A portion of the property is designed to discharge into Pond "A" located at the southwest comer of the property. The remaining portion of the property is designed to discharge into Pond "B" located at the southeast comer of the property. All on site run-off will be collected in catch basins and discharged to the detention ponds, or the existing primary or secondary systems. The Ponds are designed to provide detention for those drainage areas that are being released directly to the existing primary and secondary systems . Both Ponds are designed with side slopes of 4H: 1 V and 6 inches of free board. Both Ponds will also have an emergency spillway to direct the storm events including the 100-year storm event. Detention Pond "A" discharges via 2-18" pipes into an existing 10-foot curb inlet located in Dartmouth Drive. Since Pond "A" is discharging into an existing drainage structure, no erosion control measures will be employed at the outfall . Pond "B" will discharge into the aforementioned drainage channel along the eastern boundary. Grouted rock rip-rap will be installed at the outlet structure to provide erosion protection at drainage swale. The on site storm sewer systems and detention ponds will be private, therefore, the property owner will be responsible for their maintenance. VII. Conclusions On site detention is being pro v ided to reduce the post-developed runoff to the pre- developed runoff so that there is no increased affect on the existing primary and secondary systems located with the Bee Creek Drainage Basin. Therefore, it is the conclusion of this drainage report that there will not be any adverse affect on the existing primary or secondary systems by the development of this project. "I hereby certify that this drainage report for the drainage design of Lot 1, Block 1, was prepared by me in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners thereof" APPENDIX A References REFERENCES 1. Topographic and Tree Survey of 15 .162 acre tract prepared by Kling Engineering and Surveying . 2 . Drainage Policy and Design Standards -City of College Station 3. Pond Pak -Haestad Methods 4. Flowmaster-Haestad Methods 5 . Zoning Ordinance -City of College Station ~----------------BURY+PITTMAN ------------------J APPENDIX B Hydrologic Computations PREDEVELOPED AND POSTDEVELOPED RUNOFF SUMMARY PREDEV. RUNOFF CALCULATIONS AREA ACRES c TIME OF INTENSITY 0100 (CFS) CONC. (MIN.) (IN/HR) 15.162 0 .6 15 10.60 96.43 POSTDEV. RUNOFF CALCULATIONS DRAINAGE AREA TIME OF INTENSITY REMARKS AREA (ACRES) c CONC . (MIN.) (IN/HR) 0100 (CFS) lA 1.65 0 .8 10 12.60 16.63 TO POND "A"/ 15' C.I . 18 1 .04 0 .8 10 12.60 10.48 TO POND "A" I AREA DRAINS lC 0 .98 0 .8 10 12.60 9 .88 TO POND" A"/ 10' C.I. 10 0.55 0.8 10 12.60 5 .54 TO POND "A" I 2-GRATE lE 0.29 0.8 10 12.60 2 .92 TO POND "A" 2A 0 .65 0 .8 10 12.60 6 .55 TO POND "A"/ 2-GRATE 28 1.07 0.8 10 12.60 10.79 TO POND "A"/ 10' C.I. 3A 0 .89 0.8 10 12.60 8 .97 TO POND "8" I 3 -GRATE 38 1 .71 0 .8 10 12.60 17.24 TO POND "8" I 15' C.I. 3C 1.00 0 .8 10 12.60 10.08 TO POND "8" / 10' C.I . 3D 0 .85 0 .8 10 12.60 8 .57 TO POND "8" / 10' C.I. 3E 0.41 0.8 10 12.60 4 .13 TO POND "8" 4A 0.46 0.8 10 12.60 4.64 5' C .I. I 30" IN DARTMOUT H DRIVE 48 0 .98 0.8 10 12.60 9 .88 TO DARTMOUTH DRIVE SA 0.45 0 .8 10 12.60 4 .54 TO KRENEK TAP ROAD 58 0 .72 0.8 10 12.60 7 .26 10' C .I. I 18" IN KRENEK TAP ROAD 6A 0.73 0 .8 10 12.60 7.36 10' C .I. I DRAINAGE SWALE 68 0.90 0 .8 10 12.60 9 .07 DRAINAGE SWALE A .) EXISTING RUNOFF FOR TOT AL SITE = 96 .43 CFS 8.) AREA OF ONSITE NOT BEING DETAINED = 4 .24 ACRES (42.74 CFS) C.) TOTAL ALLOWABLE DISCHARGE FROM PONDS AT PEAK = (A -Bl = 53.69 CFS D .l TOTAL DISCHARGE FROM PONDS AT PEAK = 53 .41 CFS SUMMARY OF DETENTION CALCULATIONS PONDS A B TOTAL VOLUME (AC. -FT.) 0 .51 0.40 PEAK OUTFLOW (CFS) 29 .31 24.10 PEAK ELEVATION (FT.) 271.24 271 .18 PEAK STORAGE (AC . -FT .) 0 .37 0.28 OUTFLOW PIPE (IN .) 2-18" 24" OUTFLOW PIPE FLOWLINE (FT.) 267.5 267.50 TIME TO PEAK OUTFLOW (MIN.) 40.00 40 .00 SPILLWAY ELEVATION (FT .) 271.74 271 .68 TOP OF POND ELEVATION (FT .) 272 .24 272.18 Job File: G:\ENG PR-1\PPKPROJ\185-01\A&M.PPK Rain Dir: G:\ENG=PR-1\PPKPROJ\185-01\ ========================== JOB TITLE ========================== Jefferson Commons I") oy,d B HYDRoC-,RAf\-\IC L~cv-r::t~~ S/N: HOMOL0223657 BPI Pond Pack Ver: 8-01-98 (61) Compute Time: 17:01:35 Date: 05-03-2000 Table of Contents i Table of Contents ****************** DESIGN STORMS SUMMARY ******************* COLLEGESTATION .. Rational Storms ................... . 1. 01 ********************** RAINFALL DATA *********************** collegestation .. 10 I -D-F Table .........••.......•..... 2.01 ********************** TC CALCULATIONS ********************* COLLEGESTAION. . . Tc Cales ......•.••....•..•......... 3.01 ****************** RATIONAL METHOD CALCS ******************* POND B. . . . . . . . . . C and Area ........•................ Rational Peak Q's ................. . Mod. Rational Grand Summary ....... . POND B .......... 10 Mod. Rational Graph ............... . Mod. Rational Storm Cales ......... . Mod. Rational Hyg ....•............. 4.01 4.02 4.03 4.04 4.05 4.06 S/N: HOMOL0223657 BPI Pond Pack Ver: 8-01-98 (61} Compute Time: 17:01:35 bate: 05-03-2000 Type .... Rational Storms Name ...• COLLEGESTATION File .... G:\ENG_PR-1\PPKPROJ\185-01\A&M.IDQ I-D-F DESIGN STORM SUMMARY Storm Queue File,ID = A&M.IDQ COLLEGESTATION Storm Tag Name = 10 Page 1.01 -----------------------------------------------------------~------~--- File: Type, ID= A&M.IDF: I-D-F Storm ... collegestation Storm Frequ. = 100 yr S/N: HOMOL0223657 BPI Pond Pack Ver: 8-01-98 (61) Compute Time: 17:01:35 Date: 05-03-2000 Type ...• I-D-F Table Name .... collegestation Tag: 10 File ...• G:\ENG_PR-1\PPKPROJ\185-01\A&M.IDF Rainfall-Intensity-Duration Curve Time, hrs .0833 .1667 .2500 .3333 .4166 .5000 .5833 .6667 .7500 .8333 .9166 1. 0000 1.1670 1. 3330 1.5000 1. 6670 1. 8333 2.0000 /N: HOMOL0223657 BPI ond Pack Ver: 8-01-98 (61) Intens. , in/hr 12.6000 12.6000 10.6000 9.2000 8.2000 7.3000 6.8000 6.4000 5.8000 5.5000 5.2000 4.8000 4.4000 4.0000 3.6000 . 3.4500 3.3000 3.2000 Compute Time: 17:01:35 Page 2.01 Date: 05-03-2000 Type .. Name •• Tc Cales COLLEGESTAION File .... G:\ENG_PR-1\PPKPROJ\185-01\A&M.PPK . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . TIME OF CONCENTRATION CALCULATOR . . . . . . . . . . . . . . . . . . . . . . . . . . -. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . .. Page 3.01 -----------------------------------------------·---------~------~------~- Segment #1: Tc: User Defined Segment #1 Time: .1667 hrs /N: ond HOMOL0223657 BPI Pack Ver: 8-01-98 (61) Compute Time: ========================= Total Tc: .1667 hrs ========================= 17:01:35 Date: 05-03-2000 Type ..•. Tc Cales Page 3.02 Name .... COLLEGESTAION File ..•• G:\ENG_PR-1\PPKPROJ\185-01\A&M.PPK ----------------------------------------------------------------~------- Tc Equations used ... User Defined ===========================================~========== Tc = Value entered by user Where: Tc = Time of concentration S/N: HOMOL0223657 BPI Pond Pack Ver: 8-01-98 (61) Compute Time: 17:01:35 Date: 05-03-2000 Type .... C and Area Page 4.01 Name .... POND B File .... G:\ENG_PR-1\PPKPROJ\185-01\A&M.PPK RATIONAL C COEFFICIENT DATA . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . -----~------------------------------------------------------------------- Area Soil/Surface Description C acres .8000 4.920 WEIGHTED C & TOTAL AREA ---> .8000 4.920 c x Area acres 3.936 3.936 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . S/N: HOMOL0223657 BPI Pond Pack Ver: 8-01-98 (61) Compute Time: 17:01:35 Date: 05-03-2000 Type .... Rational Peak Q's Page 4.02 Name .... POND B File .... G:\ENG_PR-1\PPKPROJ\185-01\A&M.PPK SUMMARY OF RATIONAL METHOD PEAK DISCHARGES Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600) Rational Storms: A&M.IDQ collegestation Tag Freq File IDF Curve 10 100 A&M.IDF collegestation Tc = .1667 hrs Tag Freq c c adj c I Area (years) factor final in/hr acres --------------------------------------------------- 10 100 .800 1. 000 .800 12.6000 4.920 ----------------------------- Peak Q cfs 50.01 S/N: HOMOL0223657 BPI Pond Pack Ver: 8-01-98 (61) Compute Time: 17:01:35 Date: 05-03-2000 Type ...• Mod. Rational Grand summary Name .... POND B File .... G:\ENG_PR-1\PPKPROJ\185-01\A&M.PPK Page 4.03 ************************************************************************ ************************************************************************ * * MODIFIED RATIONAL METHOD * * * * * ----Grand Summary For All Storm Frequencies * * * * * ************************************************************************ ************************************************************************ Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600) Area = 4.920 acres Tc = .1667 hrs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . req. Adjusted ears 'C' 100 . 800 Duration hrs .6667 /N: HOMOL0223657 BPI Pond Pack Ver: 8-01-98 (61) I in/hr 6.4002 Qpeak cfs 25.40 Allowable cfs 24.44 Compute Time: 17:01:35 VOLUMES Inflow ac-ft 1.400 Storage ac-ft .558 Date: 05-03-2000 Type .... Mod. Rational Graph Page 4.04 Name ...• POND B Tag: 10 File ...• G:\ENG_PR-1\PPKPROJ\185-01\A&M.PPK MODIFIED RATIONAL METHOD Graphical Summary for Maximum Required Storage ---- Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600) ************************************************************~********* * RETURN FREQUENCY: 100 yr Allowable Outflow: 24.44 cfs * * 'C' Adjustment: 1.000 Required Storage: .558 ac-ft * *-------------------------------------------------------~----~-------* * Peak Inflow: 25.40 cfs * .HYG File: POND B.HYG porid b 10 * * ********************************************************************** Q I Td = . 6 6 6 7 hrs I /-------Approx. Duration for Max. Storage ------/ . x 0 x x x x 0 Tc= .1667 hrs I = 12.6000 in/hr Q = 50.01 cfs Required Storage .558 ac-ft x x x x x x x x x x x x x x x x x x 0 0 0 NOT TO SCALE ============ Return Freq: 100 yr C adj.factor:l.000 Area = 4.920 acres Weighted c .800 Adjusted C = .800 Td= . 6667 hrs I = 6.4002 in/hr Q = 25.40 cfs x o Q = 24.44 cfs x (Allow.Outflow) x x '----------------------------------------------------- S/N: HOMOL0223657 BPI Pond Pack Ver: 8-01-98 (61) .6730 hrs T Compute Time: 17:01:35 Date: 05-03-2000 Type ...• Mod. Rational Storm Cales Name ...• POND B Tag: 10 File .... G:\ENG_PR-1\PPKPROJ\185-01\A&M.PPK MODIFIED RATIONAL METHOD Summary for Single Storm Frequency Page 4.05 Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600) RETURN FREQUENCY: 100 yr 'C' Adjustment = 1.000 Allowable Q = 24.44 cfs --------------------------------------------------------------~------------- ydrograph Storm Duration, Td = .6667 hrs Hydrograph File: POND B.HYG pond b 10 Tc = .1667 hrs : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : Wtd. 'C' .800 .800 .800 .800 Adjusted 'C' .800 .800 .800 .800 Duration hrs .1667 .2500 .3333 .5000 Intens. in/hr 12.6000 10.6000 9.1996 7.3000 Area acres 4.920 4.920 4.920 4.920 Qpeak cfs 50.01 42.07 36.51 28.97 VOLUMES Inflow ac-f t .689 .869 1.006 1.197 Storage ac-ft .352 .448 .501 .524 ~*********************************************************** Storage Maximum .800 .800 .6661 6.4002 4.920 25.40 I 1.400 .558 *************************************************************************** .800 .800 .800 .800 .6667 .8333 /N: HOMOL0223657 BPI ond Pack Ver: 8-01-98 (61) 6.4002 5.4999 4.920 4.920 25.40 I 21.83 Compute Time: 17:01:35 1. 400 . 558 Qpeak < Qallow Date: 05 -03-2000 Type .... Mod. Rational Hyg Page 4.06 Name .... POND B Tag: 10 File .... G:\ENG_PR-1\PPKPROJ\185-01\ MODIFIED RATIONAL METHOD HYDROGRAPH Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600) Rational Storms: A&M.IDQ collegestation Tag Freq File IDF Curve 10 100 A&M.IDF collegestation Tag ----- 10 Td = .6667 hrs Freq c c adj c I "Area (years) factor final in/hr acres ---------------------------------------------- 100 .800 1. 000 .800 6.4002 4.920 ----------------------------- HYG file = G:\ENG PR-1\PPKPROJ\185-01\POND B.HYG HYG ID = pond b- HYG Tag = 10 Peak Discharge Time to Peak HYG Volume = 25.40 cfs .2499 hrs 1.400 ac-ft ----------------------------------- HYDROGRAPH ORDINATES (cfs) Output Time increment = .0833 hrs Peak Q cfs 25.40 Time hrs Time on left represents time for first value in each row. .0000 .4165 .8330 .00 25.40 .06 S/N: HOMOL0223657 BPI Pond Pack Ver: 8-01-98 (61) 12.69 25.40 .00 25.39 25.40 Compute Time: 17:01:35 25.40 25.40 25.40 12.75 Date: 05-03-2000 Appendix A Index of Starting Page Numbers for ID Names -----c --~-- COLLEGESTAION ... 3.01 COLLEGESTATION ... 1.01, 2.01 -----p ----- POND B ... 4.01, 4.02, 4.03, 4.04, 4.05, 4.06 S/N: HOMOL0223657 BPI Pond Pack Ver: 8-01-98 {61} Compute Time: 17:01:35 A-1 Date: 05-03-2000 Job File: G:\ENG PR-l\PPKPROJ\185-01\A&M.PPK Rain Dir: G:\ENG_PR-l\PPKPROJ\185-01\ ========================== JOB TITLE ========================== Jefferson Commons ?o~d A HYDRoGRAPr\IC RauT/ NG S/N: HOMOL0223657 BPI Pond Pack Ver: 8-01-98 (61) Compute Time: 17:00:35 Date: 05-03~2000 Table of Contents i Table of Contents ****************** DESIGN STORMS SUMMARY ******************* COLLEGESTATION .. Rational Storms ................... . 1. 01 ********************** RAINFALL DATA *********************** collegestation .. 10 I-D-F Table ......................•. 2.01 ********************** TC CALCULATIONS ********************* COLLEGESTAION. . . Tc Cales .•..................•...... 3.01 ****************** RATIONAL METHOD CALCS ******************* POND A. . . . . . . . . . C and Area ........................ . Rational Peak Q's ......•........... Mod. Rational Grand Summary ....... . POND A .......... 10 Mod. Rational Graph ..••............ Mod. Rational Storm Cales ......... . Mod. Rational Hyg ..............•... 4.01 4.02 4.03 4.04 4.05 4.06 S/N: HOMOL0223657 BPI Pond Pack Ver: 8-01-98 (61) Compute Time: 17:00:35 Date: 05-03-2000 Type ...• Rational Storms Name .... COLLEGESTATION File .... G:\ENG_PR-l\PPKPROJ\185-01\A&M.IDQ I-D-F DESIGN STORM SUMMARY storm Queue File,ID = A&M.IDQ COLLEGESTATION Storm Tag Name = 10 File: Type, ID= A&M.IDF: I-D-F Storm ... collegestation Storm Frequ. = 100 yr S/N: HOMOL0223657 BPI Pond Pack Ver: 8-01-98 (61) Compute Time: 17:00:35 Page 1. 01 Date: 05-03-2000 Type •... I-D-F Table Name •... collegestation Tag: 10 File ...• G:\ENG_PR-1\PPKPROJ\185-01\A&M.IDF Rainfall-Intensity-Duration Curve Time, hrs .0833 .1667 .2500 .3333 .4166 .5000 .5833 .6667 .7500 .8333 .9166 1. 0000 1.1670 1.3330 1.5000 1. 6670 1.8333 2.0000 S/N: HOMOL0223657 BPI Pond Pack Ver: 8-01-98 (61) Intens., in/hr 12.6000 12.6000 10.6000 9.2000 8.2000 7.3000 6.8000 6.4000 5.8000 5.5000 5.2000 4.8000 4.4000 4.0000 3.6000 3.4500 3.3000 3.2000 Compute Time: 17:00:35 Page 2.01 Date: 05-03-2000 Type ..•• Name ...• Tc Cales COLLEGESTAION Page 3.01 File .. G:\ENG_PR-1\PPKPROJ\185-01\A&M.PPK . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .......... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .......... . TIME OF CONCENTRATION CALCULATOR . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Segment #1: Tc: User Defined ............... . . . . . . . . . . . . . . . Segment #1 Time: ....... . ..... . .1667 hrs ========================= Total Tc: .1667 hrs ========================= S/N: HOMOL0223657 BPI Pond Pack Ver: 8-01-98 (61) Compute Time: 17:00:35 Date: 05-03-2000 Type ...• Tc Cales Page 3.02 Name ...• COLLEGESTAION File .... G:\ENG_PR-1\PPKPROJ\185-01\A&M.PPK Tc Equations used ... User Defined ====================================================== Tc = Value entered by user Where: Tc = Time of concentration S/N: HOMOL0223657 BPI Pond Pack Ver: 8-01-98 (61) compute Time: 17:00:35 Date: 05-03-2000 Type .. Name .. C and Area POND A File. G:\ENG_PR-1\PPKPROJ\185-01\A&M.PPK RATIONAL C COEFFICIENT DATA . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Soil/Surface Description WEIGHTED C & TOTAL AREA ---> ............................. ............................. c .8000 .8000 . . . . . . . . . . . . Area acres 6.150 6.150 . . . . . . . . . . . . . . S/N: HOMOL0223657 BPI Pond Pack Ver: 8-01-98 (61) Compute Time: 17:00:35 Page 4.01 c x Area acres 4.920 4.920 ...... ........ Date: 05-03-2000 Type .... Rational Peak Q's Page 4.02 Name .... POND A File .... G:\ENG_PR-1\PPKPROJ\185-01\A&M.PPK SUMMARY OF RATIONAL METHOD PEAK DISCHARGES Q = CiA * Units Conversion; Where Conversion = 43560 / {12 * 3600) Rational Storms: A&M.IDQ collegestation Tag Freq File IDF Curve 10 100 A&M.IDF collegestation Tc= .1667 hrs Tag Freq c c adj c I Area (years) factor final in/hr acres --------------------------------------------------- 10 100 .800 1.000 .800 12.6000 6.150 ----------------------------- Peak Q cf s 62.51 S/N: HOMOL0223657 BPI Pond Pack Ver: 8-01-98 (61) Compute Time: 17:00:35 Date: 05-03-2000 Type ...• Mod. Rational Grand Summary Name ...• POND A File ...• G:\ENG_PR-1\PPKPROJ\185-01\A&M.PPK Page 4.03 ************************************************************************ ************************************************************************ * * MODIFIED RATIONAL METHOD * * * * * ----Grand Summary For All Storm Frequencies * * * * * ************************************************************************ ************************************************************************ Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600) Area = 6.150 acres Tc = .1667 hrs ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Freq. Adjusted years 'C' 100 .800 Duration hrs .6667 I in/hr 6.4002 Qpeak cfs 31. 75 Allowable cf s 29.87 S/N: HOMOL0223657 BPI Pond Pack Ver: 8-01-98 (61) Compute Time: 17:00:35 VOLUMES Inflow ac-ft 1. 749 Storage ac-ft .721 Date: 05-03-2000 Type .... Mod. Rational Graph Page 4.04 Name ...• POND A Tag: 10 File .... G:\ENG_PR-1\PPKPROJ\185-01\A&M.PPK MODIFIED RATIONAL METHOD Graphical Summary for Maximum Required Storage ---- Q CiA * Units Conversion; Where Conversion = 43560 / {12 * 3600) ********************************************************************** * RETURN FREQUENCY: 100 yr Allowable Outflow: 29.87 cfs * * 'C' Adjustment: 1.000 Required Storage: .721 ac-ft * *--------------------------------------------------------------------* * Peak Inflow: 31.75 cfs * * .HYG File: POND A.HYG pond a 10 * ********************************************************************** Q I Td = .6667 hrs I /-------Approx. Duration for Max. Storage ------/ . x 0 x x x x 0 Tc= .1667 hrs I = 12.6000 in/hr Q = 62.51 cfs Required Storage .721 ac-ft x x x x x x x x x x x x x x x x x x 0 0 0 NOT TO SCALE ============ Return Freq: 100 yr C adj.factor:l.000 Area = 6.150 acres Weighted C = .800 Adjusted C = .800 Td= .6667 hrs I = 6.4002 in/hr Q = 31.75 cfs x o Q = 29.87 cfs x (Allow.Outflow) x x '----------------------------------------------------- S/N: HOMOL0223657 BPI Pond Pack Ver: 8-01-98 (61) .6765 hrs T Compute Time: 17:00:35 Date: 05-03-2000 Type ...• Mod. Rational Storm Cales Name ...• POND A Tag: 10 File ...• G:\ENG_PR-l\PPKPROJ\185-01\A&M.PPK MODIFIED RATIONAL METHOD Summary for Single Storm Frequency Page 4.05 Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600) RETURN FREQUENCY: 100 yr 'C' Adjustment= 1.000 Allowable Q = 29.87 cfs Hydrograph Storm Duration, Td = .6667 hrs Hydrograph File: POND A.HYG pond a 10 Tc= .1667 hrs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ............................................................................ Wtd. Adjusted Duration Intens. 'C' 'C' hrs in/hr .800 .800 .800 .800 .800 .800 .800 .800 .1667 .2500 .3333 .5000 12.6000 10.6000 9.1996 7.3000 Area acres 6.150 6.150 6.150 6.150 Qpeak cf s 62.51 52.59 45.64 36.22 VOLUMES Inflow Storage ac-ft ac-ft .861 1. 087 1. 257 1.497 .449 .572 .640 .674 ************************************************************ Storage Maximum .800 .800 .6667 6.4002 6.150 31.15 I 1.749 .121 **************************************************************************** .800 .800 .800 .800 .6667 .8333 6.4002 5.4999 6.150 6.150 31. 75 I 27.28 S/N: HOMOL0223657 BPI Pond Pack Ver: 8-01-98 (61) Compute Time: 17:00:35 1.749 .721 Qpeak < Qallow Date: 05-03-2000 Type ...• Mod. Rational Hyg Page 4.06 Name .... POND A Tag: 10 File ...• G:\ENG_PR-1\PPKPROJ\185-01\ MODIFIED RATIONAL METHOD HYDROGRAPH Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600) Rational Storms: A&M.IDQ collegestation Tag Freq File IDF Curve 10 100 A&M.IDF collegestation Tag ----- 10 Td = .6667 hrs Freq c c adj c I Area (years) factor final in/hr acres ---------------------------------------------- 100 .800 1.000 .800 6.4002 6.150 ----------------------------- HYG file= G:\ENG PR-1\PPKPROJ\185-01\POND A.HYG HYG ID = pond a- HYG Tag = 10 Peak Discharge = Time to Peak = HYG Volume = 31. 75 cfs .2499 hrs 1. 749 ac-ft HYDROGRAPH ORDINATES (cfs) Output Time increment = .0833 hrs Peak Q cf s 31. 75 Time hrs Time on left represents time for first value in each row. .0000 .4165 .8330 .00 31. 75 .07 S/N: HOMOL0223657 BPI Pond Pack Ver: 8-01-98 (61) 15.87 31. 75 .00 31. 73 31. 75 Compute Time: 17:00:35 31. 75 31. 75 31. 75 15.94 Date: 05-03-2000 Appendix A Index of Starting Page Numbers for ID Names -----c ----- COLLEGESTAION ... 3.01 COLLEGESTATION ... 1.01, 2.01 -----p ----- POND A ... 4.01, 4.02, 4.03, 4.04, 4.05, 4.06 S/N: HOMOL0223657 BPI Pond Pack Ver: 8-01-98 (61) Compute Time: 17:00:35 A-1 Date: 05-03-2000 I Type ...• Mod. Rational Hyg Page 4.06 Name .... POND B Tag: 10 File .... G:\ENG_PR-1\PPKPROJ\185-01\ MODIFIED RATIONAL METHOD HYDROGRAPH Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600) Rational Storms: A&M.IDQ collegestation Tag Freq File IDF Curve 10 100 A&M.IDF collegestation Tag ----- 10 Td = .6667 hrs Freq c c adj c I Area (years) factor final in/hr acres ---------------------------------------------- 100 .800 1.000 .800 6.4002 4.920 ----------------------------- HYG file = HYG ID G:\ENG_PR-1\PPKPROJ\185-01\POND B.HYG = pond b HYG Tag = 10 Peak Discharge = Time to Peak = HYG Volume = 25.40 cfs .2499 hrs 1.400 ac-ft HYDROGRAPH ORDINATES (cfs) Output Time increment = .0833 hrs Peak Q cfs 25.40 Time hrs Time on left represents time for first value in each row. .0000 .4165 .8330 .oo 25.40 .06 S/N: HOMOL0223657 BPI Pond Pack Ver: 8-01-98 (61) 12.69 25.40 .00 25.39 25.40 Compute Time: 17:01:35 25.40 25.40 25.40 12.75 Date: 05-03-2000 Appendix A Index of starting Page Numbers for ID Names -----c ----- COLLEGESTAION ... 3.01 COLLEGESTATION ... 1.01, 2.01 -----p ----- POND B .•. 4.01, 4.02, 4.03, 4.04, 4.05, 4.06 S/N: HOMOL0223657 BPI Pond Pack Ver: 8-01-98 (61) Compute Time: 17:01:35 A-1 Date: 05-03-2000 APPENDIX C Hydraulic Computations Job File: G:\ENG PR-1\PPKPROJ\185-01\A&M.PPK Rain Dir: G:\ENG=PR-1\PPKPROJ\185-01\ ========================== JOB TITLE ========================== Jefferson Commons Po~d A PoN D i~ouT 1 N c, S/N: HOMOL0223657 BPI Pond Pack Ver: 8-01-98 (61) Compute Time: 17:29:32 Date: 05-03-2000 Table of Contents i Table of Contents *********************** TIME VS.ELEV *********************** POND A OUT 10 Time-Elev 1. 01 ************************ TIME VS.VOL *********************** POND A OUT 10 Time vs. Volume ....•.........•..... 2.01 *********************** POND VOLUMES *********************** POND A. • . • . . . . . . Vol: Elev-Area ..........•.......... 3.01 ******************** OUTLET STRUCTURES ********************* POND A •......... Outlet Input Data ................. . Individual outlet Curves .......... . Composite Rating Curve ............ . 4.01 4.03 4.04 *********************** POND ROUTING *********************** POND A. . . • . . . . . . Pond E-V-Q Table ...•............... POND A ..•....... 10 Pond Routing Summary •••....•..•.... Pond Routed HYG (total out) ....•... 5.01 5.02 5.03 S/N: HOMOL0223657 BPI Pond Pack Ver: 8-01-98 (61) Compute Time: 17:29:32 Date: 05-03-2000 Type ...• Time-Elev Name .... POND A OUT Tag: 10 File ...• G:\ENG_PR-1\PPKPROJ\185-01\A&M.PPK TIME vs. ELEVATION (ft) Page 1.01 Time Output Time increment = .0833 hrs hrs Time on left represents time for first value in each row. .0000 .4165 .8330 1.2495 67.50 70.78 70.21 67.51 S/N: HOMOL0223657 BPI Pond Pack Ver: 8-01-98 (61) 68.51 70.98 69.15 67.50 69.44 71.13 68.40 67.50 Compute Time: 17:29:32 70.12 71.24 68.00 70.52 71. 04 67.57 Date: 05-03-2000 Type .... Time vs. Volume Page 2.01 Name •... POND A OUT Tag: 10 File ...• G:\ENG_PR-1\PPKPROJ\185-01\A&M.PPK Time hrs TIME vs. VOLUME (ac-ft) output Time increment = .0833 hrs Time on left represents time for first value in each row. ------------------------------------------------------~------- .0000 .4165 .8330 1. 2495 .000 .298 .215 .ooo S/N: HOMOL0223657 BPI Pond Pack Ver: 8-01-98 (61) .035 .329 .090 .000 .121 .352 .028 .000 Compute Time: 17:29:32 .204 .370 .007 .259 .337 .000 Date: 05-03-2000 Type ...• Vol: Elev-Area Name .... POND A Page 3.01 File .... G:\ENG_PR-1\PPKPROJ\185-01\A&M.PPK Elevation (ft) 67.50 68.00 69.00 70.00 71.00 72.00 Planimeter (sq.in) ----- ----- --------------- ----- Area Al+A2+sqr{Al*A2) (acres) (acres) .0000 .0000 .0427 .0427 .0974 .2046 .1281 .3372 .1594 .4304 .1890 .5220 POND VOLUME EQUATIONS Volume (ac-ft) .000 .007 .068 .112 .143 .174 Volume sum (ac-ft) .000 .007 .075 .188 .331 .505 * Incremental volume computed by the Conic Method for Reservoir Volumes. Volume= {1/3) * (EL2-EL1) * (Areal+ Area2 + sq.rt.(Areal*Area2)) where: ELl, EL2 Areal,Area2 Volume = Lower and upper elevations of the increment = Areas computed for ELl, EL2, respectively = Incremental volume between ELl and EL2 S/N: HOMOL0223657 BPI Pond Pack Ver: 8-01-98 (61) Compute Time: 17:29:32 Date: 05-03-2000 Type ...• Outlet Input Data Name ..•• POND A File .... G:\ENG_PR-l\PPKPROJ\185-01\A&M.PPK REQUESTED POND WS ELEVATIONS: Min. Elev.= Increment = Max. Elev.= 67.50 ft .50 ft 72.00 ft ********************************************** OUTLET CONNECTIVITY ********************************************** ---> Forward Flow Only (Upstream to DnStream) <---Reverse Flow Only (DnStream to Upstream) <---> Forward and Reverse Both Allowed Structure No. Outfall El, ft Culvert-circular ---> TW 67.500 TW SETUP, DS Channel Page 4.01 E2, ft 72.000 S/N: HOMOL0223657 BPI Pond Pack Ver: 8-01-98 (61) Compute Time: 17:29:32 Date: 05-03-2000 Type .... Outlet Input Data Page 4.02 Name .... POND A File .... G:\ENG_PR-1\PPKPROJ\185-01\A&M.PPK OUTLET STRUCTURE INPUT DATA = Structure ID Structure Type = Culvert-Circular No. Barrels = Barrel Diameter = Upstream Invert = Dnstream Invert = Horiz. Length = Barrel Length = Barrel Slope = OUTLET CONTROL DATA ... Mannings n = Ke = Kb = Kr = HW Convergence INLET CONTROL DATA .•. Equation form = Inlet Control K = Inlet Control M = Inlet Control c = Inlet Control Y = Tl ratio (HW/D) = T2 ratio (HW/D) = Slope Factor = 2 1. 5000 67.50 67.00 50.00 50.00 .01000 .0140 .5000 .021123 .5000 .001 1 .0098 2.0000 .03980 .6700 1.155 1. 302 -.500 ft ft ft ft ft ft/ft (forward entrance loss) (per ft of full flow) (reverse entrance loss) +/-ft Use unsubmerged inlet control Form 1 equ. below Tl elev. Use submerged inlet control Form 1 equ. In transition zone between unsubmerged and interpolate between flows at Tl & T2 ... At Tl Elev = 69.23 ft ---> Flow = At T2 Elev = 69.45 ft ---> Flow = = TW above T2 elev. submerged inlet control, 7.58 cfs 8.66 cfs Structure ID Structure Type = TW SETUP, DS Channel FREE OUTFALL CONDITIONS SPECIFIED CONVERGENCE TOLERANCES •.• Maximum Iterations= 30 Min. TW tolerance = .01 ft Max. TW tolerance = .01 ft Min. HW tolerance = .01 ft Max. HW tolerance = .01 ft I Min. Q tolerance Max. Q tolerance = .10 cfs .10 cfs S/N: HOMOL0223657 BPI Pond Pack Ver: 8-01-98 (61) Compute Time: 17:29:32 Date: 05-03-2000 Type .... Individual outlet curves Page 4.03 Name .... POND A File .... G:\ENG_PR-1\PPKPROJ\185-01\A&M.PPK RATING TABLE FOR ONE OUTLET TYPE Structure ID = (Culvert-Circular) Mannings open channel maximum capacity: 10.49 cfs Upstream ID = (Pond Water Surface) DNstream ID = TW (Pond Outfall) NUMBER OF BARRELS = 2 EACH FLOW = SUM OF BARRELS x FLOW FOR ONE BARREL WS Elev,Device Q Tail Water Notes WS Elev. ft 67.50 68.00 68.50 69.00 69.50 70.00 70.50 71.00 71.50 72.00 Q cf s TW Elev Converge ft +/-ft Computation Messages .oo Free Outfall Upstream HW & DNstream TW < Inv.El 1.56 Free Outfall CRIT.DEPTH CONTROL Vh= .115ft Der= .328ft CRIT.DEPTH 5.63 Free Outfall CRIT.DEPTH CONTROL Vh= .241ft Der= .638ft CRIT.DEPTH 11.32 Free Outfall CRIT.DEPTH CONTROL Vh= .388ft Der= .918ft CRIT.DEPTH 17.53 Free outfall CRIT.DEPTH CONTROL Vh= .569ft Der= 1.146ft CRIT.DEPTH 21.72 Free Outfall INLET CONTROL ... Submerged: HW =2.50 25.07 Free Outfall INLET CONTROL ... Submerged: HW =3.00 28.03 Free outfall INLET CONTROL ... Submerged: HW =3.50 30.70 Free Outfall INLET CONTROL ... Submerged: HW =4.00 33.15 Free outfall INLET CONTROL ... Submerged: HW =4.50 S/N: HOMOL0223657 BPI Pond Pack Ver: 8-01-98 (61) Compute Time: 17:29:32 Date: 05-03-2000 Type ..•• Composite Rating curve Name .... POND A File ...• G:\ENG_PR-1\PPKPROJ\185-01\A&M.PPK ***** COMPOSITE OUTFLOW SUMMARY **** WS Elev, Total Q Notes Elev. Q Page 4.04 ft cf s TW Elev ft Converge Error +/-ft Contributing Structures 67.50 68.00 68.50 69.00 69.50 70.00 70.50 71. 00 71.50 72.00 .oo 1.56 5.63 11. 32 17.53 21. 72 25.07 28.03 30.70 33.15 Free Outfall Free outfall Free Outfall Free Outfall Free outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall None contributing S/N: HOMOL0223657 BPI Pond Pack Ver: 8-01-98 {61) Compute Time: 17:29:32 Date: 05-03-2000 Type .•.. Pond E-V-Q Table Name .... POND A File .... G:\ENG_PR-1\PPKPROJ\185-01\A&M.PPK LEVEL POOL ROUTING DATA HYG Dir = G:\ENG PR-1\PPKPROJ\185-01\ Inflow HYG file = PONDA-l.HYG -pond a 10 Outflow HYG file = NONE STORED -POND A OUT 10 Pond Node Data = pond a Pond Volume Data = pond a Pond outlet Data = pond a No Infiltration INITIAL CONDITIONS Starting WS Elev = Starting Volume = Starting Outflow = Starting Infiltr. = Starting Total Qout= Time Increment = Elevation ft Outflow cf s 67.50 ft .ooo ac-ft .oo cfs .oo cfs .oo cfs .0833 hrs Storage ac-ft Area acres Infilt. cfs Q Total cfs Page 5.01 2S/t + 0 cf s ------------------------------------------------------------------------------ 67.50 .00 .000 68.00 1.56 .007 68.50 5.63 .034 69.00 11.32 .075 69.50 17.53 .128 70.00 21.72 .188 70.50 25.07 .256 71. 00 28.03 .331 71. 50 30.70 .414 72.00 33.15 .505 S/N: HOMOL0223657 BPI Pond Pack Ver: 8-01-98 (61) .0000 .oo .0427 .00 .0673 .00 .0974 .oo .1122 .00 .1281 .oo .1433 .00 .1594 .00 .1739 .oo .1890 .00 Compute Time: 17:29:32 .00 .oo 1. 56 3.62 5.63 15.62 11. 32 33.20 17.53 54.62 21. 72 76.25 25.07 99.31 28.03 124.24 30.70 151.11 33.15 179.91 Date: 05-03-2000 + + - Type ..•. Pond Routing Summary Name .... POND A Tag: 10 File .... G:\ENG_PR-1\PPKPROJ\185-01\A&M.PPK LEVEL POOL ROUTING SUMMARY HYG Dir = G:\ENG PR-1\PPKPROJ\185-01\ Inflow HYG file = PONDA-1.HYG -pond a 10 Outflow HYG file NONE STORED -POND A OUT 10 Pond Node Data Pond Volume Data = Pond Outlet Data No Infiltration INITIAL CONDITIONS starting ws Elev Starting Volume Starting outflow Starting Infiltr. pond a pond a pond a = 67.50 = .000 = .oo = .oo Starting Total Qout= .oo Time Increment .0833 ft ac-ft cfs cfs cfs hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY ===================================================== Peak Inf low Peak Outflow Peak Elevation Peak Storage = = = = 31. 75 cfs 29.31 cfs 71.24 ft .370 ac-ft at at .2499 hrs .6664 hrs ===================================================== MASS BALANCE (ac-ft) Initial Vol = .000 HYG Vol IN = 1. 749 Infiltration = .000 HYG Vol OUT = 1. 749 Retained Vol = .000 ---------- Page 5.02 Unrouted Vol = -.000 ac-ft (.000% of Inflow Volume) S/N: HOMOL0223657 BPI Pond Pack Ver: 8-01-98 (61) Compute Time: 17:29:32 Date: 05-03-2000 Type .... Pond Routed HYG (total out} Name ..•• POND A Tag: 10 File ..•. G:\ENG_PR-l\PPKPROJ\185-01\A&M.PPK POND ROUTED TOTAL OUTFLOW HYG ... HYG file = HYG ID = POND A OUT HYG Tag = 10 Peak Discharge = Time to Peak = HYG Volume = 29.31 cfs .6664 hrs 1. 749 ac-ft HYDROGRAPH ORDINATES (cfs} Page 5.03 Time hrs Output Time increment = .0833 hrs Time on left represents time for first value in each row. ------~------------------------------------------------------- .0000 .4165 .8330 1.2495 .00 26.75 23.11 .03 S/N: HOMOL0223657 BPI Pond Pack Ver: 8-01-98 (61} 5.71 27.94 13.19 .oo 16.78 28.71 4.84 .oo Compute Time: 17:29:32 22.55 29.31 1.55 25.20 28.23 .22 Date: 05-03-2000 Appendix A Index of Starting Page Numbers for ID Names -----p ----- POND A .•. 3.01, 4.01, 4.03, 4.04, 5.01, 5.02, 5.03 POND A OUT 10 ... 1.01, 2.01 S/N: HOMOL0223657 BPI Pond Pack Ver: 8-01-98 (61) Compute Time: 17:29:32 A-1 Date: 05-03-2000 Job File: G:\ENG_PR-1\PPKPROJ\185-01\A&M.PPK Rain Dir: G:\ENG_PR-1\PPKPROJ\185-01\ ========================== JOB TITLE ========================== Jefferson Commons Pohd B Pot-.:>D RouT.:t~<=> S/N: HOMOL0223657 BPI Pond Pack Ver: 8-01-98 (61) Compute Time: 17:30:17 Date: 05-03-2000 Table of Contents i Table of Contents *********************** TIME VS.ELEV *********************** POND B OUT 10 Time-Elev 1. 01 ************************ TIME VS.VOL *********************** POND B OUT 10 Time vs. Volume ....•........•...... 2.01 *********************** POND VOLUMES *********************** POND B •••••••••• Vol: Elev-Area .................... . 3.01 ******************** OUTLET STRUCTURES ********************* POND B. • • • • • • . . • Outlet Input Data ...•.......•...... Individual Outlet Curves .......... . Composite Rating Curve ............ . 4.01 4.03 4.04 *********************** POND ROUTING *********************** POND B .......... Pond E-V-Q Table .................. . POND B .......... 10 Pond Routing Summary ...••.......... Pond Routed HYG (total out) ....... . 5.01 5.02 5.03 S/N: HOMOL0223657 BPI Pond Pack Ver: 8-01-98 (61) Compute Time: 17:30:17 Date: 05-03-2000 Type ..•• Time-Elev Name .... POND B OUT Page 1. 01 Tag: 10 File .... G:\ENG_PR-1\PPKPROJ\185-01\A&M.PPK TIME vs. ELEVATION (ft) Output Time increment = .0833 hrs Time hrs Time on left represents time for first value in each row. .0000 .4165 .8330 1.2495 1.6660 67.50 70.84 70.10 67.64 67.50 S/N: HOMOL0223657 BPI Pond Pack Ver: 8-01-98 (61) 68.52 69.56 71. 00 71.10 69.12 68.53 67.55 67.52 Compute Time: 17:30:17 70.27 70.62 71.18 70.94 68.15 67.91 67.51 67.50 Date: 05-03-2000 Type ...• Time vs. Volume Page 2.01 Name ...• POND B OUT Tag: 10 File .... G:\ENG_PR-1\PPKPROJ\185-01\A&M.PPK TIME vs. VOLUME (ac-ft) Time Output Time increment = .0833 hrs hrs Time on left represents time for first value in each row . .0000 .4165 .8330 1. 2495 1.6660 .000 .241 .159 .000 .000 S/N: HOMOL0223657 BPI Pond Pack Ver: 8-01-98 (61) . 031 .108 .177 .215 .260 .273 .283 .253 .072 .031 .013 .003 .000 .000 .000 .000 Compute Time: 17:30:17 Date: 05-03-2000 Type ...• Vol: Elev-Area Name ...• POND B Page 3.01 File .... G:\ENG_PR-1\PPKPROJ\185-01\A&M.PPK Elevation (ft) 67.50 68.00 69.00 70.00 71. 00 72.00 Planimeter (sq.in) ---------- ----- --------------- Area Al+A2+sqr(Al*A2) (acres) (acres) .0000 .0000 .0390 .0390 .0752 .1684 .0985 .2598 .1250 .3345 .1503 .4124 POND VOLUME EQUATIONS Volume (ac-ft) .000 .007 .056 .087 .111 .137 Volume Sum (ac-ft) .000 .007 .063 .149 .261 .398 * Incremental volume computed by the Conic Method for Reservoir Volumes. Volume= (1/3) * (EL2-EL1) * (Areal+ Area2 + sq.rt.(Areal*Area2)) where: EL1, EL2 Areal,Area2 Volume = Lower and upper elevations of the increment = Areas computed for ELl, EL2, respectively = Incremental volume between EL1 and EL2 S/N: HOMOL0223657 BPI Pond Pack Ver: 8-01-98 (61) Compute Time: 17:30:17 Date: 05-03-2000 Type ...• Outlet Input Data Name .... POND B File .... G:\ENG_PR-1\PPKPROJ\185-01\A&M.PPK REQUESTED POND WS ELEVATIONS: Min. Elev.= Increment = Max. Elev.= 67.50 ft .50 ft 72.00 ft ********************************************** OUTLET CONNECTIVITY ********************************************** ---> Forward Flow Only (Upstream to DnStream) <---Reverse Flow Only (DnStream to Upstream) <---> Forward and Reverse Both Allowed Structure No. Outfall El, ft Culvert-Circular ---> TW 67.500 TW SETUP, DS Channel Page 4.01 E2, ft 72.000 S/N: HOMOL0223657 BPI Pond Pack Ver: 8-01-98 (61) Compute Time: 17:30:17 Date: 05-03-2000 Type ..•• Outlet Input Data Name •... POND B File .... G:\ENG_PR-l\PPKPROJ\185-01\A&M.PPK OUTLET STRUCTURE INPUT DATA Structure ID Structure Type = Culvert-Circular No. Barrels Barrel Diameter Upstream Invert Dnstream Invert Horiz. Length Barrel Length Barrel Slope = = = = = = = OUTLET CONTROL DATA .•. = 1 2.0000 ft 67.50 ft 67.00 ft 50.00 ft 50.00 ft .01000 ft/ft Page 4.02 Mannings n Ke Kb Kr HW Convergence = = = = .0140 .5000 .014394 .5000 .001 (forward entrance loss) (per ft of full flow) (reverse entrance loss) +/-ft INLET CONTROL DATA ... Equation form Inlet Control K Inlet Control M Inlet Control c Inlet Control Y Tl ratio (HW/D) T2 ratio (HW/D) Slope Factor = = = = = = = = 1 .0098 2.0000 .03980 .6700 1.155 1.302 -.500 Use unsubmerged inlet control Form 1 equ. below Tl elev. Use submerged inlet control Form 1 equ. above T2 elev. In transition zone between unsubmerged and submerged inlet control, interpolate between flows at Tl & T2 .•. At Tl Elev = 69.81 ft ---> Flow = 15.55 cfs At T2 Elev= 70.10 ft ---> Flow= 17.77 cfs = TW Structure ID Structure Type = TW SETUP, DS Channel FREE OUTFALL CONDITIONS SPECIFIED CONVERGENCE TOLERANCES ... Maximum Iterations= 30 Min. TW tolerance = .01 ft Max. TW tolerance = .01 ft Min. HW tolerance = .01 ft Max. HW tolerance = .01 ft Min. Q tolerance = Max. Q tolerance = .10 cfs .10 cfs S/N: HOMOL0223657 BPI Pond Pack Ver: 8-01-98 (61) Compute Time: 17:30:17 Date: 05-03-2000 Type .•.. Individual Outlet Curves Name .... POND B Page 4.03 File ...• G:\ENG_PR-1\PPKPROJ\185-01\A&M.PPK RATING TABLE FOR ONE OUTLET TYPE Structure ID = (Culvert-Circular) Mannings open channel maximum capacity: 22.60 cfs Upstream ID = (Pond Water Surface) DNstream ID = TW (Pond Outfall) WS Elev,Device Q Tail Water Notes ws Elev. ft 67.50 68.00 68.50 69.00 69.50 70.00 7-0.50 71.00 71.50 72.00 Q cf s TW Elev Converge ft +/-ft Computation Messages .oo Free Outfall Upstream HW & DNstream TW < Inv.El .91 Free Outfall CRIT.DEPTH CONTROL Vh= .114ft Der= .329ft CRIT.DEPTH 3.42 Free Outfall CRIT.DEPTH CONTROL Vh= .235ft Der= .647ft CRIT.DEPTH 7.14 Free Outfall CRIT.DEPTH CONTROL Vh= .367ft Der= .948ft CRIT.DEPTH 11.62 Free Outfall CRIT.DEPTH CONTROL Vh= .517ft Der= l.224ft CRIT.DEPTH 16.42 Free Outfall CRIT.DEPTH CONTROL Vh= .693ft Der= 1.461ft CRIT.DEPTH 20.35 Free Outfall INLET CONTROL ... Submerged: HW =3.00 23.20 Free outfall INLET CONTROL ... Submerged: HW =3.50 25.73 Free outfall INLET CONTROL ... Submerged: HW =4.00 28.04 Free Outfall INLET CONTROL ... Submerged: HW =4.50 S/N: HOMOL0223657 BPI Pond Pack Ver: 8-01-98 (61) Compute Time: 17:30:17 Date: 05-03-2000 Type .... Composite Rating Curve Page 4.04 Name .... POND B File ..•. G:\ENG_PR-1\PPKPROJ\185-01\A&M.PPK ***** COMPOSITE OUTFLOW SUMMARY **** WS Elev, Total Q Notes Elev. Q ft cf s TW Elev ft Converge Error +/-ft Contributing Structures 67.50 68.00 68.50 69.00 69 .50 70.00 70.50 71.00 71. 50 72.00 .oo .91 3.42 7.14 11. 62 16.42 20.35 23.20 25.73 28.04 Free outfall Free Outfall Free Outfall Free Outfall Free Outfall Free Outfall Free outfall Free Outfall Free outfall Free outfall None contributing S/N: HOMOL0223657 BPI Pond Pack Ver: 8-01-98 (61) Compute Time: 17:30:17 Date: 05-03-2000 Type .••• Pond E-V-Q Table Name .... POND B File .... G:\ENG_PR-1\PPKPROJ\185 -01\A&M.PPK LEVEL POOL ROUTING DATA HYG Dir = G:\ENG PR-1\PPKPROJ\185-01\ Inflow HYG file = PONDB-l.HYG -pond b 10 Outflow HYG file = NONE STORED -POND B OUT 10 Pond Node Data = pond b Pond Volume Data = pond b Pond Outlet Data = pond b No Infiltration INITIAL CONDITIONS starting ws Elev = 67.50 Starting Volume = .000 Starting Outflow = .00 Starting Infiltr. = .00 Starting Total Qout= .00 Time Increment = .0833 Elevation outflow Storage ft cfs ac-ft ft ac-ft cfs cf s cf s hrs Area Infilt. acres cf s Page 5.01 Q Total 2S/t + 0 cf s cf s ------------------------------------------------------------------------------ 67.50 .00 .000 68.00 .91 .007 68.50 3.42 .030 69.00 7.14 .063 69.50 11.62 .103 70.00 16.42 .149 70.50 20.35 .202 71.00 23.20 .261 71.50 25.73 .326 72.00 28.04 .398 S/N: HOMOL0223657 BPI Pond Pack Ver: 8-01-98 (61) .0000 .00 .oo .oo .0390 .00 .91 2.80 .0556 .00 3.42 12.14 .0752 .oo 7.14 25.33 .0865 .00 11.62 41.55 .0985 .oo 16.42 59.77 .1114 .00 20.35 78.93 .1250 .oo 23.20 98.93 .1374 .00 25.73 120.51 .1503 .00 28.04 143.71 Compute Time: 17:30:17 Date: 05-03-2000 + + - - Type .... Pond Routing Summary Name .... POND B Tag: 10 File .... G:\ENG_PR-1\PPKPROJ\185-01\A&M.PPK LEVEL POOL ROUTING SUMMARY HYG Dir = G:\ENG PR-1\PPKPROJ\185-01\ Inflow HYG file = PONDB-1.HYG -pond b 10 outflow HYG file NONE STORED -POND B OUT 10 Pond Node Data = pond b Pond Volume Data = pond b Pond Outlet Data = pond b No Infiltration INITIAL CONDITIONS Starting ws Elev = 67.50 starting Volume = .000 starting Outflow = .00 Starting Infiltr. = .oo Starting Total Qout= .00 Time Increment = .0833 ft ac-ft cfs cf s cf s hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY ===================================================== Peak Inflow Peak Outflow Peak Elevation Peak Storage = = = = 25.40 cfs 24.10 cfs 71.18 ft .283 ac-ft at at .2499 hrs .6664 hrs ===================================================== MASS BALANCE (ac-ft) Initial Vol = .000 HYG Vol IN = 1.400 Infiltration = .000 HYG Vol OUT = 1. 399 Retained Vol = .000 ---------- Page 5.02 Unrouted Vol = -.000 ac-ft (.001% of Inflow Volume) S/N: HOMOL0223657 BPI Pond Pack Ver: 8-01-98 (61) Compute Time: 17:30:17 Date: 05-03-2000 Type .... Pond Routed HYG (total out) Name .... POND B Tag: 10 File .... G:\ENG_PR-1\PPKPROJ\185-01\A&M.PPK POND ROUTED TOTAL OUTFLOW HYG ... HYG file = HYG ID = POND B OUT HYG Tag = 10 Peak Discharge Time to Peak = HYG Volume = 24.10 cfs .6664 hrs 1. 399 ac-ft HYDROGRAPH ORDINATES (cfs) Page 5.03 Time Output Time increment = .0833 hrs hrs Time on left represents time for first value in each row. .0000 .4165 .8330 1.2495 1.6660 .00 22.28 17.22 .26 .00 S/N: HOMOL0223657 BPI Pond Pack Ver: 8-01-98 (61) 3.57 12.17 23.17 23.70 8.23 3.61 .09 .03 Compute Time: 17:30:17 18.53 21. 04 24.10 22.86 1.66 .74 .01 .oo Date: 05-03-2000 Appendix A Index of Starting Page Numbers for ID Names -----p ----- POND B .•. 3.01, 4.01, 4.03, 4.04, 5.01, 5.02, 5.03 POND B OUT 10 ... 1.01, 2.01 S/N: HOMOL0223657 BPI Pond Pack Ver: 8-01-98 (61) Compute Time: 17:30:17 A-1 Date: 05-03-2000 APPENDIX D Exibits DEVELOPMENT PERMIT MINIMUM SUBMITTAL REQUIREMENTS x $100.00 Development Permit Application Fee. FOR OFFICE USE ONLY CASE NO.: 5t:X>63J DATE SUBMITTED: S::>Q) l IQ-'· ID f/lt _x_ Drainage and erosion control plan, with supporting Drainage Report two (2) copies each. Notice oflntent (N.O .I.) if disturbed area is greater than 5 acres. o> fol/(? LEGAL DESCRIPTION Lot 1. Block 1. Jefferson Commons APPLICANT (Primary Contact for the Project): Name Bury+ Partners-DFW, Inc. (Juan J. Vasguez) Street Address 5310 Harvest Hill Road, Suite 100 State Texas Zip Code 75230 ------E-Mail Address jvasguez@burypartners.com Phone Number 9972) 991-0011 FaxNumber (972) 991-0278 PROPER IT OWNER'S INFORMATION: Name JPI Student Housing (Todd 0. Thomas) Street Address 600 E. Las Colinas Blvd., Suite 1800 City __ I~r~v~fa'"'"O-g __________ _ State Tex as Zip Cod e 75039 E-Mail Address Phone Number (972) 556-386 7 Fax Number _ ...... (""--97'""""'2'"-')'--=5=.5-=-6_.-:_69"-'5"'""'2=------------ ARCI-IlTECT OR ENGINEER'S INFORMATION: Name Bury+ Partner-DFW, Inc. (Juan J. Vasquez) Street Address 5310 Harvest Hj ll Rd., Suite J 00 City Dallas State Texas Zip Code __,_7_,_5~23_._.0.,__ __ _ E-Mail Address jvasquez@burypartners.com Fax Number (972) 991-0278 Phone Number 9972) 991-0011 Application is hereby made for the following development specific site/wateiway alterations : Proposed Apartment Complex ACKNOWLEDGMENTS: I, Juan J. Vasq11ez ,?.G , design engineer/9Weer, 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 pem1it application, I agree to construct the improvements proposed in this application 'Ording to these documents and the requirements of Chapter 13 of the College Station City Code . Property Owner(s) DEVELOPMENT PERMIT DPERMIT.DOC 3/24/99 P:fe rkrr= l of2