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14 Development Permit 00-500085 DP-Village @ Crystal Park 1
Village @ Crystal Park TOR# 00-~/\7 Drainage Report VILLAGE@ CRYSTAL PARK Drainage Report Prepared By : Urban Design Group Crystal Park Plaza 2700 Earl Rudder Frwy S . Ste 4300 College Station , Texas 77845 (979) 696-9653 ph (979) 696-9752 fax dkeating@udgcs .com Prepared for : Scott Eidson Karbrook, Inc . Crystal Park Plaza 2700 Earl Rudder Frwy S . Ste 1000 College Station, Texas 77845 December 2000 page 1 Village @ Crystal Park Drainage Report TABLE OF CONTENTS I. Certification II . General Location and Description Ill. Drainage Basins IV. Drainage Design Criteria V. Drainage Facility Design Figure 1. Location Map Figure 2. Overall Drainage Area Map Figure 3. Existing Drainage Patterns Figure 4. Developed Drainage Patterns APPENDIX FEMA Firm Map Hydrographs Storm sewer calculations JOB # 00 -367 page 2 Village @ Crystal Park Drainage Report page 3 I. CERTIFICATION I hereby cert ify that this report for the drainage design of improvements for Village @ Crystal Park, was prepared by me in accordance with the provisions of the C ity of College Station Drainage Policy and Des ign Standa rds , for the owners thereof. Reg istered Professional Engineer State of Texas No. 68243 JOB # 00-367 Village @ Crystal Park Drainage Report page 4 II. GENERAL LOCATION AND DESCRIPTION A. Location This development lies within the Bee Creek dra inage system. The location of the project is shown on the map included in this report . Surrounding developments include the existing Crystal Park Plaza (South), State Highway 6 to the east , a vacant tract to the west , and FM 2818 to the north . Th is development is not located within any known overlay districts. Existing drainage systems include an exist ing 24 " storm sewer to the east installed with the FM 2818 extension. This site drains primari ly to the east into an existing cu lvert under State Highway 6 and will not tie into the exist ing 24 ". B. Description of Property The acreage of the site is 3.77 acres . The existing land cover is grassland with large trees near the flood plain (east). Fill material (select fill). No secondary systems are currently on the subject tract. The primary system includes the drainage and floodpla in area east side of property . Because of the prox imity of the primary system , no detention is proposed . This concept was approved in the previous drainage study prepared by Kling Eng ineering and Surveying . The project consists of two office buildings with assoc iated parking , ut ilit y , and site improvements . 111. DRAINAGE BASINS AND SUB-BASINS A. Drainage Basins The subj ect tract is located in FIRM# 48041 C0163D , located w ithin the lim its of the 100 year floodplain as determ ined by FEMA. No secondary system is on the subject tract. Secondary systems adjacent to the tract i nclude existing storm sewer in FM 2818. No additional runoff is proposed for this system . JOB # 00 -367 Village @ Crystal Park Drainage Report The proposed pathway to the primary system is via surface runoff into existing floodplain area. IV. DRAINAGE DESIGN CRITERIA page 5 We are not aware of any deviations from the requirements in the DPDS . A previous draining study and site plan was approved for this tract with a larger imperious cover (larger building) than our proposed site plan. Hydrologic Criteria The Soil Conservation Service Curve Number Procedure was used to determine the runoff rates. Curve Numbers were estimated using Table 111-4 of the DPDS . 24 hour rainfall depths were estimated using Table 111-3 of the DPDS . A minimum time of concentration of ten minutes was used in the calculations. The results (hydrographs) for the peak runoff for the pre-and post-developed areas are included in the appendix. Return periods used in the analysis include the 25 and 100 year storm events . The program used for hydrologic computations of the runoff hydrographs is Hydrocad (version 5.11 ), a hydrologic modeling tool for civil engineers. The SCS unit hydrograph procedure is used in the hydrologic analysis. Hydraulic Criteria There are no public storm drainage systems proposed , the two proposed storm sewers are both private . Drainage inlet #1 (see attached map) drains an area of .59 acres and takes in 7.14 cfs during the 25 year storm. The pipe exiting the inlet is an 18" RCP at a 0 .9% slope. Drainage inlet #2 (see attached map) drains an area of .66 acres and takes in 7 .74 cfs during the 25 year storm . The pipe exiting the inlet is an 18 " RCP at a 1.7% slope . Area #3 flows directly into the tributary via sheet flow and does not need to be routed through a storm sewer. V. DRAINAGE FACILITY DESIGN Existing and proposed drainage patterns are shown on the map provided in this report . JOB # 00 -367 Village @ Crvstal Park Drainage Report page 6 During the construction , temporary erosion control measures include placement of silt fencing around the perimeter of the downstream end of the property to prevent erosion until permanent structures have been constructed and sufficient vegetation has been established. Conclusions The proposed discharges will be released into the existing floodplain and primary system , tributary "A" of bee creek. The site discharges before and after development are summarized below . TOR # 00-167 Storm (yr) 25 100 aexisting (cfs) 53.71 70.87 Qdeveloped (cfs) 60.42 78.38 ,,---'--. / ,,.-----'--. -----:// / (/ -"~ \ \ / __,, / , "--I; / /'// --.... \ \ ' -----::__--:::: -__, / / II F / I \ --( /1 ( \ '-.. /~--__, \ I \ \, ) ' __,, \ \ '-.. 0-\ ......._ ,,........ --"~, EXISTING DRAIN AGE \, AREA MAP I~ CRYSTAL PARK SUBDIVISION PHASE ONE-LOT 1 BLOCK 1 ~ ~ , , / ~ / / / / / t SCALE :l''·l ~ {______ "l / ( ~~------I '\ " \ \, PROPOSED DRAINAGE \\I AREA MAP Jj k CRY ST AL PARK SUBDIVISION ~ PHASE ONE-LOT 1 BLOCK 1 APPENDIX ' I r ~ HYDROGRAPHS Existing Conditions Data for Crystal Park TYPE II 24-HOUR RAINFALL= 8.80 IN Prepared by urban design group 11 Dec oo HydroCAD 5.11 001705 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 8 EX VCP Drainage PEAK= 53.71 CFS@ 11.98 HRS, VOLUME= 3.30 AF ACRES CN SCS TR-20 METHOD 6.47 78 ·TYPE II 24-HOUR RAINFALL= 8.80 IN SPAN= 0-24 HRS, dt=.1 HRS Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 11. 6 n=.029 L=842' P2=4.5 in s=.0225 '/' SUBCATCHMENT 8 RUNOFF PEAK= 53.71 CFS@ 11.98 HOURS HOUR 0.00 .10 .20 .30 .40 .50 .60 .70 .80 .90 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5.00 0.00 0.00 0.00 .01 .02 .03 .04 .05 .06 .07 6.00 .08 .09 . 10 . 11 . 13 . 14 . 15 . 16 .17 . 19 7.00 .20 .21 .22 .24 .25 .26 .28 .29 .30 .32 8.00 .33 .35 .37 .40 .42 .45 .49 .52 .55 .59 9.00 .63 .66 .69 .71 .73 .74 . 77 .81 .86 .92 10.00 .98 1.05 1. 13 1.22 1 . 31 1. 41 1. 52 1. 66 1 '81 1. 97 11. 00 2. 15 2.36 2.67 3.05 3.45 3.94 6.08 12.54 23.29 42.84 12.00 53.20 31.43 15.49 9.97 7.57 6.05 4.99 4.41 4.06 3.77 13.00 3.51 3.26 3.08 2.92 2.78 2.63 2.50 2.38 2.28 2. 17 14.00 2.07 1. 98 1.92 1.88 1.84 1.80 1. 77 1. 73 1. 70 1. 66 15.00 1.63 1.59 1.55 1.52 1.48 1 .44 1. 41 1.37 1.34 1. 30 16.00 1.26 1.23 1. 21 1. 19 1. 18 1. 17 1. 15 1. 14 1. 13 1 . 12 17.00 1. 10 1 .09 1.08 1.06 1.05 1.04 1.03 1. 01 1.00 .99 18.00 .97 .96 .95 .93 .92 .91 .90 .88 .87 .86 19.00 I .84 .83 .82 .80 .79 .78 .76 .75 .74 .72 20.00 : .71 .70 .69 .69 .69 .68 .68 .68 .68 .67 21.00 : .67 .67 .67 .66 .66 .66 .66 .65 .65 .65 22.00 : .65 .64 .64 .64 .64 .63 .63 .63 .62 .62 23.00 : .62 .62 \.61 .61 . 61 . 61 .60 .60 .60 .60 24.00 : .57 ' Data for Crystal Park TYPE II 24-HOUR RAINFALL=11.00 IN Prepared by urban design group 8 Dec oo HydroCAD 5.11 001705 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 8 EX VCP Drainage PEAK= 70.87 CFS@ 11.98 HRS, VOLUME= 4.42 AF ACRES CN Jscs TR-20 METHOD 6.47 78 · l'YPE I I 24-HOUR RAINFALL=ll.00 IN SPAN= 0-24 HRS, dt=.1 HRS Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 11. 6 n=.029 L=842' P2=4.5 in s=.0225 '/' SUBCATCHMENT 8 RUNOFF PEAK= 70.87 CFS@ 11.98 HOURS HOUR 0.00 . 10 .20 .30 .40 .50 .60 .70 .80 .90 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.00 0.00 0.00 0.00 0.00 . 01 .02 .03 .04 .05 .07 5.00 .08 .09 . 11 . 12 . 14 . 15 . 17 . 18 .20 . 21 6.00 .23 .24 .26 .27 .29 . 31 .32 .34 .36 .38 7.00 I .39 .41 .43 .45 .46 .48 .50 .52 .54 .55 8.00 .57 .60 .63 .67 .71 .76 .80 .85 .90 .96 9.00 1 . 01 1. 06 1.09 1 . 11 1. 14 1 . 16 1 . 19 1. 25 1. 32 1 . 41 10.00 1.49 1.59 1. 70 1.82 1. 95 2.09 2.24 2.43 2.64 2.87 11. 00 3. 10 3.40 3.82 4.34 4.89 5.55 8.49 17 .31 31.66 57. 18 12.00 70. 11 41.17 20.21 12.95 9.81 7.83 6.45 5.70 5.24 4.87 13.00 4.52 4.21 3.97 3. 77 3.58 3.39 3.22 3.07 2.93 2.79 14.00 2.66 2.55 2.47 2 .41 2.37 2.32 2.27 2.23 2. 18 2. 13 15.00 2.09 2.04 1.99 1.95 1. 90 1.85 1. 81 1. 76 1. 71 1. 67 16.00 1.62 1.58 1.55 1. 53 1 . 51 1. 50 1.48 1.46 1.45 1.43 17.00 1.41 1.40 1.38 1.36 1.35 1.33 1. 31 1.30 1. 28 1. 26 18.00 1. 25 1.23 1. 21 1.20 1. 18 1. 16 1 . 15 1. 13 1. 11 1. 09 19.00 1.08 1.06 1 .04 1.03 1. 01 .99 .98 .96 .94 .93 20.00 . 91 .89 .89 .88 .88 .87 .87 .87 .86 .86 21.00 .86 .85 .85 .85 .84 .84 .84 .83 .83 .83 22.00 .82 .82 .82 . 81 . 81 . 81 .80 .80 .80 .79 23.00 .79 .79 .78 .78 .78 . 77 . 77 . 77 .76 .76 24.00 .73 ' HYDROGRAPHS Developed Data for Crystal Park TYPE II 24-HOUR RAINFALL= 8.80 IN Prepared by urban design group 8 Dec oo HydroCAD 5.11 001705 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 4 VCP drain area #1 PEAK= 7.14 CFS@ 11.87 HRS, VOLUME= .39 AF . ACRES CN ~cs TR-20 METHOD .59 92 . TYPE I I 24-HOUR RAINFALL= 8.80 IN SPAN= 0-24 HRS, dt=.1 HRS Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 2.6 n=.018 L=222' P2=4.5 in s=.0247 '/' SUBCATCHMENT 4 RUNOFF PEAK= 7.14 CFS@ 11.87 HOURS HOUR 0.00 . 10 .20 .30 .40 .50 .60 .70 .80 .90 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.00 0.00 0.00 . 01 .01 .01 .01 .01 . 01 . 01 .02 3.00 .02 .02 .02 .02 .02 .02 .02 .03 .03 .03 4.00 .03 .03 .03 .03 .03 .04 .04 .04 .04 .04 5.00 .04 .04 .05 .05 .05 .05 .05 .05 .06 .06 6.00 I .06 .06 .06 .06 .06 .07 .07 .07 .07 .07 7.00 .07 .07 .08 .08 .08 .08 .08 .08 .08 .09 8.00 .09 .09 . 10 . 10 . 11 . 11 . 12 . 12 . 13 . 13 9.00 . 14 . 14 . 14 . 14 . 14 . 14 . 15 . 16 . 16 . . 17 10.00 . 18 . 19 .20 .22 .23 .24 .26 .28 ·.30 .32 11. 00 .35 .39 .44 .49 .54 .80 1. 86 3. 10 5.60 6.85 12.00 1. 77 . 91 .79 .67 .55 .46 .42 .39 .37 .34 13.00 .31 .30 .28 .27 .26 .24 .23 .22 .21 .20 14.00 . 19 . 19 . 18 . 18 . 18 .17 .17 . 17 . 16 . 16 15.00 . 15 . 15 . 15 . 14 . 14 . 14 . 13 . 13 . 13 . 12 16.00 . 12 . 12 . 12 . 12 . 11 . 11 . 11 . 11 . 11 . 11 17.00 . 11 . 10 . 10 . 10 . 10 . 10 . 10 . 10 . 10 .09 18.00 .09 .09 .09 .09 .09 .09 .09 .08 .08 .08 19.00 .08 .08 .08 .08 .08 .07 .07 .07 .07 .07 20.00 .07 .07 .07 .07 .07 .07 .07 .07 .07 .07 21.00 .06 .06 .06 .06 .06 .06 .06 .06 .06 .06 22.00 .06 .06 .06 .06 .06 .06 .06 .06 .06 .06 23.00 .06 .06 .06 .06 .06 .06 .06 .06 .06 .06 24.00 .02 ' Data for Crystal Park TYPE II 24-HOUR RAINFALL= 8.80 IN Prepared by urban design group 8 Dec oo HydroCAD 5. 11 001705 (c) 1986-1999 Applied Microcomputer Systems REACH 4 VCP Drain Pipe #1 Qin = 7.14 CFS@ 11.87 HRS, VOLUME= .39 AF Qout= 7.00 CFS@ 11.88 HRS, VOLUME= .39 AF, ATTEN= 2%, LAG= .3 MIN ! DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 18" PIPE STOR-IND+TRANS METHOD 0.00 0.00 0.00 PEAK DEPTH= .91 FT . 15 .09 .21 n= .013 PEAK VELOCITY= 6.1 FPS .30 .25 .87 LENGTH= 111 FT TRAVEL TIME = .3 MIN .45 .45 1.95 SLOPE= .009 FT/FT SPAN= 0-24 HRS, dt=.1 HRS 1.05 1. 32 8.34 1.20 1. 52 9.74 1. 35 1.68 10.62 1. 41 1. 72 10.72 1.46 1. 75 10.62 1.50 1. 77 9.97 REACH 4 OUTFLOW PEAK= 7.00 CFS@ 11.88 HOURS HOUR 0.00 . 10 .20 .30 .40 .50 .60 .70 .80 .90 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.00 0.00 0.00 . 01 . 01 .01 .01 .01 . 01 . 01 .02 3.00 .02 .02 .02 .02 .02 .02 .02 .03 .03 .03 4.00 .03 .03 .03 .03 .03 .04 .04 .04 .04 .04 5.00 .04 .04 .05 .05 .05 .05 .05 .05 .. 05 .06 6.00 .06 .06 .06 .06 .06 .07 .07 .07 .07 .07 7.00 .07 .07 .08 .08 .08 .08 .08 .08 .08 .09 8.00 .09 .09 . 10 . 10 . 11 . 11 . 11 . 12 . 12 . 13 9.00 . 13 . 14 . 14 . 14 . 14 . 14 . 15 . 15 . 16 . 17 10.00 . 18 . 19 .20 . 21 .23 .24 .26 .28 .. 30 .32 11. 00 .34 .39 .43 .48 .53 .76 1. 73 3.01 5.31 6.82 12.00 2.37 .78 .94 .58 .65 .41 .46 .37 .39 .33 13.00 .33 .29 .29 .27 .26 .24 .23 .22 .21 .20 14.00 . 19 . 19 . 18 . 18 .18 . 17 .17 .17 . 16 . 16 15.00 . 16 . 15 . 15 . 14 . 14 . 14 . 13 . 13 . 13 . 12 16.00 . 12 .12 . 12 . 12 . 11 . 11 . 11 . 11 . 11 . 11 17.00 . 11 . 11 . 10 . 10 . 10 . 10 . 10 . 10 . 10 .09 18.00 .09 .09 .09 .09 .09 .09 .09 .08 .08 .08 19.00 .08 .08 .08 .08 .08 .07 .07 .07 .07 .07 20.00 .07 .07 .07 .07 .07 .07 .07 .07 .07 .07 21.00 .06 .06 .06 .06 .06 .06 .06 .06 .06 .06 22.00 .06 .06 .06 .06 .06 .06 .06 .06 .06 .06 23.00 .06 .06 .06 .06 .06 .06 .06 .06 .06 .06 24.00 .03 " Data for Crystal Park TYPE II 24-HOUR RAINFALL= 8.80 IN Prepared by urban design group 8 Dec 00 HydroCAD 5. 11 001705 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 6 VCP Drain Area #2 PEAK= 7.74 CFS@ 11.87 HRS, VOLUME= . 41 AF ACRES CN Scs TR-20 METHOD .66 89 -TYPE I I 24-HOUR RAINFALL= 8.80 IN SPAN= 0-24 HRS, dt=. 1 HRS Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 2.2 n=.02 L=200' P2=4.5 in s=.04 '/' SUBCATCHMENT 6 RUNOFF PEAK= 7.74 CFS@ 11.87 HOURS HOUR 0.00 . 10 .20 .30 .40 .50 .60 .70 .80 .90 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .01 3.00 .01 .01 . 01 . 01 . 01 .01 .01 .02 .02 .02 4.00 .02 .02 .02 .02 .02 .03 .03 .03 .03 .03 5.00 .03 .04 .04 .04 .04 .04 .04 .04 .05 .05 6.00 .05 .05 .05 .05 .06 .06 .06 .06 .06 .06 7.00 .07 .07 .07 .07 .07 .07 .08 .08 .08 .08 8.00 .08 .09 .09 . 10 . 10 . 11 . 11 . 12 . 12 . 13 9.00 . 13 . 13 . 14 . 14 . 14 . 14 . 15 . 16 . 16 . .17 10.00 . 18 . 19 . 21 .22 .23 .25 .27 .29 .. 31 .33 11. 00 I .36 . 41 .46 .52 .57 .89 2.06 3.43 6.31 7.34 12.00 1. 71 .99 .86 .73 .60 .50 .46 .43 .40 .37 13.00 .35 .33 .31 .30 .28 .27 .26 .24 .23 .22 14.00 .21 . 21 .20 .20 .20 . 19 . 19 . 18 . 18 . 18 15.00 . 17 .17 . 16 . 16 . 16 . 15 . 15 .. 14 . 14 . 14 16.00 . 13 . 13 . 13 . 13 . 13 . 12 . 12 .12 . 12 . 12 17.00 . 12 . 12 . 11 . 11 . 11 . 11 . 11 . 11 . 11 . 10 18.00 . 10 . 10 . 10 . 10 . 10 . 10 .09 .09 .09 .09 19.00 .09 .09 .09 .08 .08 .08 .08 .08 .08 .08 20.00 .07 .07 .07 .07 .07 .07 .07 .07 .07 .07 21.00 .07 .07 .07 .07 .07 .07 .07 .07 .07 .07 22.00 .07 .07 .07 .07 .07 .07 .07 .07 .07 .07 23.00 .07 .07 .07 .07 .07 .06 .06 .06 .06 .06 24.00 .02 ' Da ta for Crystal Park TYPE I I 24-HOUR RA INF ALL = 8 .80 IN Pr e pared by urban design g roup 8 De c oo HydroCAD 5.11 001705 (c ) 1986-1999 Applied Microcomputer Systems REACH 5 VCP Drain Pipe #2 Qin = 7.74 CFS@ 11.87 HRS, VOLUME= .41 AF Qout= 7.64 CFS@ 11.87 HRS, VOLUME= .41 AF, ATTEN= 1%, LAG= .3 MIN 1 DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 18" PIPE STOR-IND+TRANS METHOD 0.00 0.00 0.00 PEAK DEPTH= . 77 FT . 15 .09 .29 n= .013 PEAK VE LOCITY= 8. 1 FPS .30 .25 1.20 LENGTH= 117 FT TRAVEL TI ME = .2 MIN .4 5 .45 2.68 SLOPE= .017 FT /FT SPAN= 0-24 HR S , d t=. 1 HRS 1.05 1. 32 11. 4 7 1. 20 1 . 52 13.39 1. 35 1. 68 14 .60 1 . 41 1. 72 14 .73 1.46 1 . 75 14 .60 1 . 50 1 . 77 13 .70 REACH 5 OUTF LOW PEAK= 7 .64 CFS@ 11 .87 HOU RS HOUR 0 .00 . 10 .20 .30 .40 .50 .60 .70 .80 .90 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 .00 0.00 0.00 0.00 1.00 0 .00 0.00 0.00 0.00 0 .00 0 .00 0.00 0.00 0.00 0.00 2 .00 0.00 0.00 0.00 0.00 0 .00 0.00 0 .00 0.00 0.00 .01 3 .00 . 01 . 01 . 01 .01 . 01 .01 .01 .02 .02 .02 4.00 .02 .02 .02 .02 .0 2 .03 .03 .03 .03 . .03 5 .00 .03 .04 .04 .04 .04 .04 .04 .04 .. 05 .05 6.00 .05 .05 .05 .05 .0 6 .06 .06 .06 .06 .06 7.00 .07 .07 .07 .07 .07 .07 .08 .08 .08 .08 8.00 .08 .09 .09 . 10 . 10 . 11 . 11 . 12 . 12 . 13 9.00 . 13 . 13 . 13 . 14 . 14 . 14 . 15 . 16 . 16 . 17 10.00 . 18 . 19 .21 .22 .23 .25 .27 .29 .31 .33 11. 00 .36 . 41 .46 . 51 .56 .85 1.94 3 .34 6.05 7.36 12.00 2.22 .86 1.01 .64 .70 .44 .52 .39 .44 .35 13.00 .37 .31 .33 .29 .29 .26 .26 .24 .24 .22 14.00 .21 . 21 .20 .20 .20 . 19 . 19 . 18 . 18 . 18 15.00 .17 .17 . 16 . 16 . 16 . 15 . 15 . 14 . 14 . 14 16.00 I . 13 . 13 . 13 . 13 . 13 . 12 . 12 . 12 . 12 . 12 17.00 . 12 . 12 . 11 . 11 . 11 . 11 . 11 . 11 . 11 . 10 18.00 . 10 . 10 . 10 . 10 . 10 . 10 .09 .09 .09 .09 19.00 .09 .09 .09 .08 .08 .08 .08 .08 .08 .08 20.00 .07 .07 .07 .07 .07 .07 .07 .07 .07 .07 21.00 .07 .07 .07 .07 .07 .07 .07 .07 .07 .07 22.00 .07 .07 .07 .07 .07 .07 .07 .07 .07 .07 23.00 .07 .07 .07 .07 .07 .06 .06 .06 .06 .06 24.00 .03 Data for Crystal Park TYPE II 24-HOUR RAINFALL= 8.80 IN Prepared by urban design group 11 Dec oo HydroCAD 5. 11 001705 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 7 VCP Drain Area #3 PEAK= 45.54 CFS@ 11.96 HRS, VOLUME= 2.76 AF ACRES CN ~cs TR-20 METHOD 5.20 80 · lYPE I I 24-HOUR RAINFALL= 8.80 IN SPAN= 0-24 HRS, dt=.1 HRS Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 9.9 n=.027 L=812' P2=4.5 in s=.0274 '/' SUBCATCHMENT 7 RUNOFF PEAK= 45.54 CFS@ 11.96 HOURS HOUR 0.00 . 10 .20 .30 .40 .50 .60 .70 .80 .90 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .01 . 01 5.00 .02 .03 .04 .05 .06 .06 .07 .08 .09 . 10 6.00 . 11 . 12 . 13 . 14 . 15 . 16 .17 . 18 . 19 .20 7.00 .21 .22 .23 .24 .26 .27 .28 .29 .30 . 31 8.00 : .32 .34 .36 .39 . 41 .44 .47 .50 .53 .56 9.00 : .59 .62 .64 .65 .67 .68 .70 . 74 . 79 . .84 10.00 : .90 .96 1.03 1 . 11 1. 19 1. 27 1.37 1.49 l.62 1. 77 11. 00 : 1. 91 2. 11 2.39 2.72 3.07 3.52 5.94 12.33 22.35 40.48 12.00 : 43.72 21.06 10.36 7. 16 5.69 4.65 3.90 3.51 3.25 3.03 13.00 : 2.81 2.62 2.48 2.36 2.24 2. 12 2.02 1.92 1. 84 1. 75 14.00 : 1. 67 1.60 1. 56 1.52 1.50 1 .47 1.44 1.41 1.38 1. 35 15.00 : 1.32 1.29 1. 26 1.23 1.20 1. 17 1. 14 1. 11 1.08 1.05 16.00 : 1.02 1.00 .98 .97 .96 .95 .94 .93 .92 . 91 17 .00 : .90 .89 .88 .87 .85 .84 .83 .82 . 81 .80 18.00 .79 .78 . 77 .76 .75 .74 .73 .72 .71 .69 19.00 .68 .67 .66 .65 .64 .63 .62 .61 .60 .59 20.00 .58 .57 .56 .56 .56 .56 .55 .55 .55 .55 21.00 .55 .54 .54 .54 .54 .54 .53 .53 .53 .53 22.00 .53 .52 .52 .52 .52 . 51 .51 .51 . 51 .51 23.00 .50 .50 .50 .50 .50 .49 .49 .49 .49 .48 24.00 .45 ,. Data for Crystal Park TYPE II 24-HOUR RAINFALL=11.00 IN Prepared by urban design group 8 Dec oo HydroCAD 5.11 001705 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 4 VCP drain area #1 PEAK= 9.00 CFS @ 11. 87 HRS, VOLUME= .49 AF ACRES CN ~cs TR-20 METHOD .59 92 · 1YPE I I 24-HOUR RAINFALL=11.00 IN SPAN= 0-24 HRS, dt=. 1 HRS Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 2.6 n=.018 L=222 ' P2=4.5 in s=.0247 '/' SUBCATCHMENT 4 RUNOFF PEAK= 9.00 CFS @ 11. 87 HOURS HOUR 0.00 . 10 .20 .30 .40 .50 .60 .70 .80 .90 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 . 01 .01 . 01 2.00 . 01 . 01 .02 .02 .02 .02 .02 .02 .03 .03 3.00 .03 .03 .03 .03 .04 .04 .04 .04 .04 .04 4.00 .05 .05 .05 . 05 .05 .05 .06 .06 .06 .06 5.00 .06 .07 .07 .07 .07 .07 .07 .08 .08 .08 6.00 I .08 .08 .09 .09 .09 .09 .09 .09 . 10 .10 7.00 . 10 . 10 . 10 . 11 . 11 . 11 . 11 . 11 . 11 . 12 8.00 . 12 . 12 . 13 . 14 . 14 . 15 . 15 . 16 .17 .17 9.00 . 18 . 18 . 18 . 18 . 18 . 19 . 19 .20 . 2 1 .23 10.00 .24 .25 .27 .28 .30 . 31 .34 .36 .. 39 .41 11.00 .45 .50 .57 .63 .69 1.03 2.38 3.94 7.08 8.63 12.00 2.23 1 . 14 .99 .84 .70 .57 .53 .49 .46 .43 13.00 .40 .38 .36 .34 .32 .30 .29 .28 .26 .25 14.00 .24 .24 .23 .23 .22 .22 . 21 . 21 .20 .20 15.00 . 19 . 19 . 19 . 18 . 18 .17 . 17 . 16 . 16 . 15 16.00 . 15 . 15 . 15 . 14 . 14 . 14 . 14 . 14 . 14 . 13 17.00 . 13 . 13 . 13 . 13 . 13 . 12 . 12 . 12 . 12 . 12 18.00 . 12 . 12 . 11 . 11 . 11 . 11 . 11 . 11 . 10 . 10 19.00 .10 . 10 . 10 . 10 .09 .09 .09 .09 .09 .09 20.00 .08 .08 .08 .08 .08 .08 .08 .08 .08 .08 21.00 .08 .08 .08 .08 .08 .08 .08 .08 .08 .08 22.00 .08 .08 .08 .08 .08 .08 .08 .08 .08 .08 23.00 .07 .07 .07 .07 .07 .07 .07 .07 .07 .07 24.00 .03 ' Data for Crystal Park TYPE II 24-HOUR RAINFALL=ll.00 IN Prepared by urban design group 8 Dec oo HydroCAD 5. 11 001705 (c) 1986-1999 Applied Microcomputer Systems REACH 4 VCP Drain Pipe #1 Qin = 9.00 CFS@ 11.87 HRS, VOLUME= .49 AF Qout= 8.83 CFS@ 11.87 HRS, VOLUME= .49 AF, ATTEN= 2%, LAG= .3 MIN J DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 18" PIPE STOR-IND+TRANS METHOD 0.00 0.00 0.00 PEAK DEPTH= 1. 09 FT . 15 .09 .21 n= .013 PEAK VELOCITY= 6.3 FPS .30 .25 .87 LENGTH= 111 FT TRAVEL TIME = .3 MIN .45 .45 1. 95 SLOPE= .009 FT/FT SPAN= 0-24 HRS, dt=. 1 HRS 1.05 1. 32 8.34 1.20 1. 52 9.74 1.35 1. 68 10.62 1. 41 1. 72 10.72 1.46 1. 75 10.62 1.50 1. 77 9.97 REACH 4 OUTFLOW PEAK= 8.83 CFS@ 11.87 HOURS HOUR 0.00 . 10 .20 .30 .40 .50 .60 .70 .80 .90 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 . 01 . 01 2.00 . 01 .01 .01 .02 .02 .02 .02 .02 .03 .03 3.00 .03 .03 .03 .03 .04 .04 .04 .04 .04 .04 4.00 .05 .05 .05 .05 .05 .05 .06 .06 .06 . .06 5.00 .06 .07 .07 .07 .07 .07 .07 .08 .. 08 .08 6.00 .08 .08 .09 .09 .09 .09 .09 .09 . 10 . 10 7.00 . 10 . 10 . 10 . 10 . 11 . 11 . 11 . 11 . 11 . 12 8.00 . 12 . 12 . 13 . 13 . 14 . 15 . 15 . 16 .17 .17 9.00 . 18 . 18 . 18 . 18 . 18 . 19 . 19 .20 .21 .22 10.00 .23 .25 .26 .28 .29 . 31 .33 .36 .39 . 41 11. 00 .44 .50 .56 .62 .68 .98 2.22 3.82 6.73 8.60 12.00 I 2.97 .96 1. 20 .71 .83 .50 .59 .45 .50 . 41 13.00 .42 .36 .37 .33 .33 .30 .30 .28 .27 .25 14.00 .24 .23 .23 .23 .22 .22 .21 .21 .20 .20 15.00 .20 . 19 . 19 . 18 . 18 .17 . 17 . 16 . 16 . 15 16.00 . 15 . 15 . 15 . 14 . 14 . 14 . 14 . 14 . 14 . 14 17.00 . 13 . 13 . 13 . 13 . 13 . 13 . 12 . 12 . 12 . 12 18.00 . 12 . 12 . 11 . 11 . 11 . 11 . 11 . 11 . 10 . 10 19.00 . 10 . 10 . 10 . 10 .09 .09 .09 .09 .09 .09 20.00 .08 .08 .08 .08 .08 .08 .08 .08 .08 .08 21.00 .08 .08 .08 .08 .08 .08 .08 .08 .08 .08 22.00 .08 .08 .08 .08 .08 .08 .08 .08 .08 .08 23.00 .07 .07 .07 .07 .07 .07 .07 .07 .07 .07 24.00 .04 ,. Data for Crystal Park TYPE II 24-HOUR RAINFALL=ll.00 IN Prepared by urban design group 8 Dec 00 HydroCAD 5.11 001705 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 6 VCP Drain Area #2 PEAK= 9.81 CFS@ 11.86 HRS, VOLUME= .53 AF ACRES CN ~cs TR-20 METHOD .66 89 · TYPE II 24-HOUR RAINFALL=11.00 IN SPAN= 0-24 HRS, dt=.1 HRS Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 2.2 n=.02 L=200' P2=4.5 in s=.04 '/' SUBCATCHMENT 6 RUNOFF PEAK= 9.81 CFS@ 11.86 HOURS HOUR 0.00 . 10 .20 .30 .40 .50 .60 .70 .80 .90 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.00 0.00 0.00 0.00 . 01 . 01 .01 .01 .01 .01 .02 3.00 .02 .02 .02 .02 .02 .03 .03 .03 .03 .03 4.00 .03 .04 .04 .04 .04 .04 .05 .05 .05 .05 5.00 .05 .06 .06 .06 .06 .06 .07 .07 .07 .07 6.00 .07 .08 .08 .08 .08 .08 .09 .09 .09 .09 7.00 .09 . 10 .10 . 10 . 10 . 11 . 11 . 11 . 11 . 11 8.00 . 12 . 12 . 13 . 13 . 14 . 15 . 15 . 16 .17 . 18 9.00 . 18 . 18 . 18 . 19 . 19 . 19 .20 .21 .22 .23 10.00 .25 .26 .28 .29 .31 .33 .36 .38 .. 41 .44 11. 00 .48 .54 . 61 .67 .74 1. 16 2.67 4.41 8.04 9.30 12.00 2. 16 1. 25 1. 09 .93 .76 .63 .58 .54 .51 .47 13.00 .44 .42 .40 .38 .36 .34 .32 . 31 .29 .28 14.00 .27 .26 .26 .25 .25 .24 .24 .23 .23 .22 15.00 .22 . 21 . 21 .20 .20 . 19 . 19 . 18 . 18 .17 16.00 .17 . 16 . 16 . 16 . 16 . 16 . 16 . 15 . 15 . 15 17.00 . 15 . 15 . 14 . 14 . 14 . 14 . 14 . 14 . 13 . 13 18.00 . 13 . 13 . 13 . 12 . 12 . 12 . 12 . 12 . 12 . 11 19.00 . 11 . 11 . 11 . 11 . 10 . 10 . 10 . 10 . 10 . 10 20.00 .09 .09 .09 .09 .09 .09 .09 .09 .09 .09 21.00 .09 .09 .09 .09 .09 .09 .09 .09 .09 .09 22.00 .09 .09 .09 .09 .09 .09 .08 .08 .08 .08 23.00 .08 .08 .08 .08 .08 .08 .08 .08 .08 .08 24.00 .03 ' Data for Crystal Park TYPE II 24-HOUR RAINFALL=11.00 IN Prepared by urban design group 8 Dec oo HydroCAD 5.11 001705 (c) 1986-1999 Applied Microcomputer Systems REACH 5 VCP Drain Pipe #2 Qin = 9.81 CFS@ 11.86 HRS, VOLUME= .53 AF Qout= 9.71 CFS@ 11.87 HRS, VOLUME= .53 AF, ATTEN= 1%, LAG= .3 MIN 1 DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 18" PIPE STOR-IND+TRANS METHOD 0.00 0.00 0.00 PEAK DEPTH= . 91 FT . 15 .09 .29 n= .013 PEAK VELOCITY= 8.4 FPS .30 .25 1. 20 LENGTH= 117 FT TRAVEL TIME = .2 MIN .45 .45 2.68 SLOPE= .017 FT/FT SPAN= 0-24 HRS, dt=.1 HRS 1.05 1.32 11. 47 1.20 1.52 13.39 1.35 1.68 14.60 1. 41 1.72 14.73 1.46 1. 75 14.60 1. 50 1. 77 13.70 REACH 5 OUTFLOW PEAK= 9.71 CFS@ 11.87 HOURS HOUR 0.00 . 10 .20 .30 .40 .50 .60 .70 .80 .90 0.00 : 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1. 00 : 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.00 I 0.00 0.00 0.00 0.00 . 01 .01 .01 .01 .01 .02 3.00 .02 .02 .02 .02 .02 .03 .03 .03 .03 .03 4.00 .03 .04 .04 .04 .04 .04 .05 .05 .05 .05 5.00 .05 .06 .06 .06 .06 .06 .07 .07 .. 07 .07 6.00 .07 .08 .08 .08 .08 .08 .09 .09 .09 .09 7.00 .09 . 10 . 10 .10 . 10 . 10 . 11 . 11 . 11 . 11 8.00 . 12 . 12 . 13 . 13 . 14 . 15 . 15 . 16 .17 .17 9.00 . 18 . 18 . 18 . 19 . 19 . 19 .20 .21 .22 .23 10.00 .24 .26 .28 .29 .31 .33 .35 .38 .41 .44 11.00 .47 .53 .60 .67 .73 1. 11 2.53 4.31 7.72 9.33 12.00 2.78 1.09 1. 28 .80 .89 .55 .65 .49 .55 .44 13.00 .47 .40 . 41 .36 .37 .33 .33 .30 .30 .28 14.00 .27 .26 .26 .25 .25 .24 .24 .23 .23 .22 15.00 .22 . 21 . 21 .20 .20 . 19 . 19 . 18 . 18 . 17 16.00 .17 . 16 . 16 . 16 . 16 . 16 . 16 . 15 . 15 . 15 17.00 . 15 . 15 . 14 . 14 . 14 . 14 . 14 . 14 . 13 . 13 18.00 . 13 . 13 . 13 . 12 . 12 . 12 . 12 . 12 . 12 . 11 19.00 . 11 . 11 . 11 . 11 . 10 . 10 . 10 . 10 . 10 . 10 20.00 .09 .09 .09 .09 .09 .09 .09 .09 .09 .09 21.00 .09 .09 .09 .09 .09 .09 .09 .09 .09 .09 22.00 .09 .09 .09 .09 .09 .09 .08 .08 .08 .08 23.00 .08 .08 .08 .08 .08 .08 .08 .08 .08 .08 24.00 .04 Data for Crystal Park TYPE II 24-HOUR RAINFALL=ll.00 IN Prepared by urban design group 8 Dec oo HydroCAD 5. 11 001705 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 7 VCP Drain Area #3 PEAK= 59.58 CFS@ 11.96 HRS, VOLUME= 3.67 AF ACRES CN 1scs TR-20 METHOD 5.20 80 · -TYPE II 24-HOUR RAINFALL=11.00 IN SPAN= 0-24 HRS, dt=.1 HRS Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 9.9 n=.027 L=812' P2=4.5 in s=.0274 '/' SUBCATCHMENT 7 RUNOFF PEAK= 59.58 CFS@ 11.96 HOURS HOUR 0.00 . 10 .20 .30 .40 .50 .60 .70 .80 .90 0.00 : 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1. 00 : 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.00 : 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.00 : 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.00 : . 01 .02 .03 .04 .05 .06 .07 .08 .09 . 10 5.00 . 12 . 13 . 14 . 15 . 16 . 18 . 19 .20 .22 .23 6.00 .24 .26 .27 .28 .30 . 31 .33 .34 .35 .37 7.00 .38 .40 .41 .43 .44 .46 .47 .49 .50 .52 8.00 .53 .55 .59 .62 .66 .70 .74 .78 .83 .87 9.00 .92 .95 .98 1.00 1. 01 1. 03 1.06 1. 11 1 . 18 1. 25 10.00 1.33 1. 41 1. 51 1 . 61 1. 72 1.84 1.97 2. 14 ~.32 2.51 11. 00 2.71 2.98 3.36 3.81 4.27 4.87 8. 16 16.76 29.96 53.38 12.00 57.04 27.34 13.39 9.24 7.32 5.98 5.02 4.51 4. 18 3.89 13.00 3. 61 3.36 3. 18 3.02 2.87 2.72 2.58 2.46 2.35 2.24 14.00 2. 14 2.05 1.99 1. 95 1 . 91 1. 87 1.84 1.80 1. 76 1. 72 15.00 1. 69 1. 65 1 . 61 1.57 1.53 1.50 1.46 1.42 1.38 1.34 16.00 1. 31 1. 27 1.25 1.24 1.23 1. 21 1. 20 1. 19 1. 17 1. 16 17.00 1. 14 1. 13 1 . 12 1. 10 1.09 1.08 1.06 1.05 1.04 1.02 18.00 1.01 .99 .98 .97 .95 .94 .93 .91 .90 .88 19.00 : .87 .86 .84 .83 .82 .80 .79 .78 .76 .75 20.00 : .73 .72 .72 .71 .71 . 71 .71 .70 .70 .70 21.00 : .70 .69 .69 .69 .68 .68 .68 .68 .67 .67 22.00 : .67 .67 .66 .66 .66 .65 .65 .65 .65 .64 23.00 : .64 .64 .64 .63 .63 .63 .62 .62 .62 .62 24.00 : .58 ' Village @ Crystal Park Drainage Report Prepared By: Urban Design Group Crystal Park Plaza 2700 Earl Rudder Frwy S . Ste 4300 College Station , Texas 77845 (979) 696-9653 ph (979) 696-9752 fax d keating@udgcs .com Prepared for: Scott Eidson Karbrook , Inc. Crystal Park Plaza 2700 Earl Rudder Frwy S . Ste 1000 College Station, Texas 77845 January 2002 JOB # 00 -367/DREPORT3 .DO C page I Village @ Crystal Park Drainage Report TABLE OF CONTENTS I. Certification II. General Location and Description Ill. Drainage Basins IV. Drainage Design Criteria V. Drainage Facility Design Figure 1. Location Map Figure 2. Overall Drainage Area Map Figure 3. Existing Drainage Patterns Figure 4. Developed Drainage Patterns Figure 5. Detention Area APPENDIX FEMA Firm Map Hydrographs/Routing Results 1995 Kling Engineering Drainage Report JOB # 00-367/DREPORT3 .DOC page 2 Village @ Crystal Park Drainage Report page 3 I. CERTIFICATION I hereby certify that this report for the drainage design of improvements for Village @ Crystal Park, was prepared by me in accordance with the provisions of the City of College Station Drainage Policy and Design Standards , for the owners thereof. Registered Professional Engineer State of Texas No. 68243 JOB # 00-367/DREPORT3 .DOC Village @ Crystal Park Drainage Report page 4 II. GENERAL LOCATION AND DESCRIPTION A. Location This development lies within the Bee Creek drainage system. The location of the project is shown on the map included in this report . Surrounding developments include the existing Crystal Park Plaza (South), State Highway 6 to the east, a vacant tract to the west , and FM 2818 to the north. This development is not located within any known overlay districts. Existing drainage systems include an existing 24 " storm sewer to the east installed with the FM 2818 extension. This site drains primarily to the east into an existing culvert under State Highway 6 and will not tie into the existing 24 " storm sewer. B. Description of Property The acreage of the site is 3 .77 acres . The existing land cover is grassland with large trees near the flood plain (east). A portion of the site has existing fill material (select fill) that was placed a few years ago . No secondary systems are currently on the subject tract. The primary system includes the drainage and floodplain area east side of property . The floodway shown on the site construction documents were obtained digitally from the owner, that floodway being previously determined and provided by City of College Station staff. The floodplain shown was determined by using the elevations shown on the regulatory floodplain maps , (FIRM# 48041C01630), and plotting those elevations using recent field survey information . The project consists of two office buildings with associated parking , utility, and site improvements . Ill. DRAINAGE BASINS AND SUB-BASINS A. Drainage Basins The subject tract is located in FIRM# 48041C01630 , located within the limits of the 100 year floodplain as determined by FEMA. No existing secondary system is on the subject tract. Secondary systems adjacent to the tract include existing storm sewer in FM 2818 . No additional runoff is proposed for this system . JOB # 00 -367 /DRE PORT3 .DOC Village @ Crystal Park Drainage Report page 5 The proposed pathway to the primary system is via surface runoff into a new 18 " storm sewer emptying into the existing floodplain area (east side), and via surface runoff into the existing floodplain area (west side). IV. DRAINAGE DESIGN CRITERIA UDG is not aware of any deviations from the requirements in the DPDS. The finished floor requirement for this basin is the elevation of the regulatory floodplain plus two feet (2 '). The highest elevation of the regulatory floodplain on the subject tract as shown on the FIRM Map is 255 . The proposed finish floor elevation is 260.00 (five feet above the regulatory floodplain elevation). A prev ious drainage study and site plan was approved for this tract with a larger imperious cover (larger building) than our proposed site plan . Hydrologic Criteria The Soil Conservation Service Curve Number Procedure was used to determine the runoff rates. Curve Numbers were estimated using Table 111-4 of the DPDS. 24 hour rainfall depths were estimated using Table 111-3 of the DPDS . Time of concentration values were calculated using the Lag Method . The results (hydrographs) for the peak runoff for the pre-and post-developed areas are included in the appendix . Return periods used in the analysis include the 25 and 100 year storm events . The program used for hydrologic computations of the runoff hydrographs is Hydrocad (version 5.11), a hydrologic modeling tool for civil engineers. The SCS unit hydrograph procedure is used in the hydrologic analysis . Hydraulic Criteria There are no public storm drainage systems proposed, the two proposed storm sewers are both private . The proposed drainage inlet drains an area of 0.66 acres (Area A2) and takes in 7.12 cfs during the 25 year storm. The pipe exiting the i nlet is an 18 " RCP at a 1.0% slope . The remaining area (Area A 1) flows directly into the tributary via sheet flow and is not routed through a storm sewer. The capacity of the drainage inlet (unsubmerged) is calculated as : Q = 3(L)y3 12 where: JOB # 00-367/DREPORT3 .DOC Q = flow in cfs L = length of inlet opening in feet y =depth of water at inlet in feet Village @ Crystal Park Drainage Report page 6 Therefore , the capacity of the proposed 5' inlet is 9 .0 cfs (deduct 10% for clogging). The proposed 18" RCP limits (detains) the flow from the parking area as shown in Figure 5. Results of the routing procedure are provided in the Appendix . V. DRAINAGE FACILITY DESIGN Existing and proposed drainage patterns are shown on the map provided in this report . During construction , temporary erosion control measures include placement of silt fencing around the perimeter of the downstream end of the property to prevent erosion until permanent structures have been constructed and sufficient vegetat ion has been established . Conclusions UDG concurs with the statement in the 1995 Kling Engineering Report , (pg . 3), Runoff from the site will be allowed to leave undetained in accordance with the City of College Station drainage policy to : "encourage the rapid conveyance of stormwater through and out of the City within the primary system " (Stormwater Management Plan for the City of College Station , Drainage Policy and Design Standards, Page 8, 1986). However , as required for the approval of the site plan for the Village @ Crystal Park , detention is being provided. The proposed discharges will be released into the existing floodplain and primary system , Tributary "A" of Bee Creek. The site discharges before and after development are summarized below. Storm Oexistina Odev Qdev Odev Entire Area A1 A2 A1+A2 (yr) (cfs) (cfs) (cfs) (cfs) 25 53 .35 48.41 5 .06 53.47 100 69 .55 62 .80 6 .15 68.95 JOB # 00-367/DREPORT3 .DOC FIGURES FIGURE 3. EXISTING DRAINAGE AREA z :\00 367\vcpdra in ex.dgn / / VILLAGE@ CRYSTAL PARK UDG NO . 00-367 )~ / / / ~~ f ( / / / I / / / / // ,,.-_./ _/ f / I / / / / / / ~/ (_ t ""'''? --..._ -------- I ----------/ -~-;:// ( "1 \ \ It ; \ .::__ ----:::_ -----!J J \ \ / I ~ \ 0 ' FIGURE 4, DEVELOPED DRAINAGE AREAS / ( ~ VIWIGE@CRYSTAL PARK UDG NO , 0<>367 FEMA FIRM MAP M NATIONAL FLOOD INSURANCE PROGRAM FIRM ................. FLOOD INSURANCE RATE MAP BRAZOS COUNTY, TEXAS AND INCORPORATED AREAS (SEE MAP INDEX FOR PANELS NOT PRINTED) CONTAINS : COMMUNITY COLLEGE STATI ON. CITY OF UNINCORPORATED AREAS NUMBER PANEL SUFFIX 480083 0163 0 481195 016 3 o Notice To Uaer: The MAP NUMBER ahown below ahoulCI be uaed whMI piecing m-i> orders; th• COMMUNITY NUMBER ahown above should be used on Insurance applicatlona for tha aubject community. MAP NUMBER 48041C0163 D MAP REVISED: FEBRUARY 9, 2000 Federal Emergency Management Agency HYDROGRAPH/ ROUTING RESULTS VCPARK Prepared by Urban Design Group HydroCAD® 6 .00 sin 001705 © 1986-2001 Applied Microcomputer Systems Type II 24-hr Rainfal/=8. 80" Page 1 1/22/02 Time span=0 .00-24 .00 hrs, dt=0 .10 hrs, 241 points Runoff by SCS TR-20 method , UH=SCS , Type II 24-hr Rainfall=8.80" Reach routing by Stor-lnd+ Trans method -Pond routing by Stor-lnd method Subcatchment A1: Area A1 Tc=7 .2 min CN=82 Area=4 .836 ac Runoff= 48.41 cfs 2.666 af Subcatchment A2: AREA A2 Tc=5.5 min CN=89 Area=0 .660 ac Runoff= 7.12 cfs 0.411 af Subcatchment E1: ENTIRE DRAINAGE AREA Pond 2P: PARKING LOT DETENTION Tc=8 .1 min CN=81 Area=5.496 ac Runoff= 53 .38 cfs 2.974 af Peak Storage= 0.050 af Inflow= 7.12 cfs 0.411 af Primary= 5.06 cfs 0.410 af Outflow= 5.06 cfs 0.410 af Runoff Area = 10.992 ac Volume = 6.051 af Average Depth = 6.61" VCPARK Prepared by Urban Design Group HydroCAD® 6.00 sin 001705 © 1986-2001 Applied Microcomputer Systems Subcatchment A1: Area A1 Runoff = 48.41 cfs @ 11. 98 hrs, Volume= 2.666 af Type II 24-hr Rainfa/1=8. 80" Page 2 1/22/02 Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.10 hrs Type II 24-hr Rainfall=8 .80" Area (ac) CN Description 4 .836 82 Paving/Grass Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.2 220 0.0150 0.5 Lag/CN Method, Subcatchment A1: Area A1 Hydrograph Plot ID Runottl 50 48.41 els 45 40 35 Ui -30 ~ ~ 25 . u. 20 . 15 10 5 - 0 .... ' ' . , .. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 19 20 21 22 23 24 Time (hours) VCPARK Prepared by Urban Design Group HydroCAD® 6 .00 s/n 001705 © 1986-2001 Applied M icrocomputer Systems Subcatchment A2: AREA A2 Runoff = 7.12 cfs@ 11 .96 hrs , Volume= 0.411 af Type II 24-hr Rainfal/=8. 80" Page 3 1/22/02 Runoff by SCS TR-20 method , UH=SCS , Time Span= 0.00-24.00 hrs , dt= 0.10 hrs Type II 24-hr Rainfall=8.80" Area (ac) CN Description 0.660 89 PAVING/GRASS Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.5 165 0.0100 0.5 Lag/CN Method, 7 6 5 3 2 0 ' . 0 ,. 1 2 ,. 3 4 5 Subcatchment A2: AREA A2 Hydrograph Plot ' 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ID R u noff~ ------------------------------' VCPARK Prepared by Urban Design Group HydroCAD® 6 .00 s/n 001705 © 1986-2001 Applied M icrocomputer Systems Type II 24-hr Rainfal/=8. 80" Page4 1/22/02 Subcatchment E1: ENTIRE DRAINAGE AREA Runoff = 53 .38 cfs @ 11 .99 hrs , Volume= 2.974 af Runoff by SCS TR-20 method , UH=SCS , Time Span= 0.00 -24 .00 hrs , dt= 0.10 hrs Type II 24-hr Rainfall=8.80" Area (ac) CN Description 5.496 81 GRASS Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.1 300 0.0400 0.6 Sheet Flow, 55 - 50 45 40 Iii 35 ... ~ 3: 30 0 u: 25 20 15 10 5 n= 0.120 P2= 11.00" Subcatchment E1: ENTIRE DRAINAGE AREA Hydrograph Plot oi· ·············,· 1'· I l I ' ·I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 2 1 22 23 24 Time (hours) ID RunoffJ ------__________________ __.. VCPARK Prepared by Urban Design Group HydroCAD® 6.00 s/n 001705 © 1986-2001 Applied Microcomputer Systems Pond 2P: PARKING LOT DETENTION Inflow = 0.411 af Type II 24-hr Rainfall=B . BO" Page 5 1/22/02 Outflow = Primary = 7.12 cfs@ 11 .96 hrs , Volume= 5 .06 cfs@ 12 .03 hrs , Volume= 5.06 cfs@ 12.03 hrs , Volume= 0.410 af, Atten= 29%, Lag= 4 .7 min 0.410 af Routing by Star-Ind method , Time Span= 0.00-24 .00 hrs , dt= 0.10 hrs Peak Elev= 257 .86' Storage= 0 .050 af Flood Elev= 258.25' Storage= 0.095 af Plug-Flow detention time= 4 .8 min calculated for 0.410 af (100% of inflow) Storage and wetted areas determined by Prismatic sections Elevation (feet) 256 .75 257 .00 257 .25 257 .50 257 .75 258 .00 Surf.Area (acres) 0 .000 0 .009 0 .030 0 .057 0 .097 0 .138 Inc.Store (acre-feet) 0 .000 0 .001 0.005 0.011 0.019 0.029 Cum .Store (acre-feet) 0 .000 0 .001 0.006 0.017 0.036 0.065 Primary OutFlow (Free Discharge) L1=Culvert # Routing 1 Primary Invert Outlet Devices 256 .75 ' 18.0" x 35.0' long Culvert RCP, square edge headwall , Ke= 0 .500 Outlet Invert= 256 .25' S= 0.0143 '/' n= 0 .012 Cc= 0 .900 VCPARK Prepared by Urban Design Group Type II 24-hr Rainfal/=8. 80" Page6 1/22/02 HydroCAD® 6.00 sin 001705 © 1986-2001 Applied Microcomputer Systems 7 6 3 2 0 0 1 Pond 2P: PARKING LOT DETENTION Hydrograph Plot ' ' ' 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) II Inflow D Primary ------___________________ __. VCPARK Prepared by Urban Design Group HydroCAD® 6.00 sin 001705 © 1986-2001 Applied Microcomputer Systems Type II 24-hr Rainfal/=11 .00" Page 1 1/22/02 Time span=0 .00-24 .00 hrs , dt=0 .10 hrs, 241 points Runoff by SCS TR-20 method , UH=SCS , Type II 24-hr Rainfall=11 .00" Reach routing by Stor-lnd+ Trans method -Pond routing by Stor-lnd method Subcatchment A 1 : Area A 1 Tc=7 .2 min CN=82 Area=4 .836 ac Runoff= 62.80 cfs 3.521 af Subcatchment A2: AREA A2 Tc=5 .5 min CN=89 Area=0 .660 ac Runoff= 9.04 cfs 0.530 af Subcatchment E1: ENTIRE DRAINAGE AREA Pond 2P: PARKING LOT DETENTION Tc=8.1 min CN=81 Area=5.496 ac Runoff= 69 .55 cfs 3.940 af Peak Storage= 0.068 af Inflow= 9.04 cfs 0.530 af Primary= 6 .15 cfs 0.530 af Outflow= 6 .15 cfs 0.530 af Runoff Area= 10.992 ac Volume= 7.991 af Average Depth= 8.72" VCPARK Prepared by Urban Design Group HydroCAD® 6 .00 sin 001705 © 1986-2001 Applied Microcomputer Systems Subcatchment A1: Area A1 Runoff = 62 .80 cfs @ 11 .98 hrs, Volume= 3.521 af Type II 24-hr Rainfa/1=11 .00" Page 2 1/22/02 Runoff by SCS TR-20 method , UH=SCS , Time Span= 0.00-24 .00 hrs , dt= 0.1 O hrs Type II 24-hr Rainfall=11 .00" Area (ac) CN Description 4.836 82 Paving/Grass Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.2 220 0 .0150 0.5 Lag/CN Method, 70 65 55 50 45 - i 40 - ~ ~ 35 u::: 30 . 25 ~ 20 15 10 5 olA •..•...•..•...•. - 0 1 2 3 4 5 6 7 Subcatchment A 1: Area A 1 Hydrograph Plot 8 9 10 11 12 13 14 15 16 Time (hours) I 0 Runoff I 19 20 21 22 24 VCPARK Prepared by Urban Design Group HydroCAD® 6 .00 s/n 001705 © 1986-2001 Applied Microcomputer Systems Type II 24-hr Rainfall= 11 . 00" Page 3 1/22/02 Subcatchment A2: AREA A2 Runoff = 9 .04 cfs @ 11 .96 hrs , Volume= 0 .530 af Runoff by SCS TR-20 method , UH=SCS , Time Span= 0 .00-24 .00 hrs , dt= 0 .10 hrs Type II 24-hr Rainfall=11 .00" Area (ac) CN Description 0.660 89 PAVING/GRASS Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5 .5 165 0.0100 0 .5 Lag/CN Method, 10 9 8 ~ 6 3: 5 0 u: 4 3 Subcatchment A2: AREA A2 Hydrograph Plot 2 - o.:._.• . . . !!!!!!!. !. , ~=~~!!!1!!1!11!!!!!! 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ID Ru noff I VCPARK Prepared by Urban Design Group HydroCAD® 6 .00 sin 001705 © 1986-2001 Applied Microcomputer Systems Type II 24-hr Rainfal/=11 .00" Page4 1/22/02 Subcatchment E1: ENTIRE DRAINAGE AREA Runoff = 69 .55 cfs@ 11 .99 hrs , Volume= 3.940 af Runoff by SCS TR-20 method , UH=SCS , Time Span= 0 .00-24 .00 hrs , dt= 0 .1 O hrs Type II 24-hr Rainfall=11 .00" Area (ac) CN Description 5.496 81 GRASS Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.1 300 0 .0400 0.6 Sheet Flow, n= 0 .120 P2= 11.00" Subcatchment E1: ENTIRE DRAINAGE AREA Hydrograph Plot 75 ~ 69.55 ds 70 65 60 .· 55 50 i 45 IJ -40 ~ ..Q 35 -. LI. . 30 25 . 20 15 10 5 0 .. I . I 0 2 3 4 5 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 Time (hours) ID Runoff! ,. . 1· . 22 23 24 VCPARK Prepared by Urban Design Group HydroCAD® 6 .00 s/n 001705 © 1986-2001 Applied Microcomputer Systems Pond 2P: PARKING LOT DETENTION Inflow = 0.530 af Type II 24-hr Rainfall= 11 . 00" Page 5 1/22/02 Outflow = Primary = 9 .04 cfs @ 11 .96 hrs, Volume= 6 .15 cfs@ 12 .04 hrs , Volume= 6 .15 cfs@ 12 .04 hrs , Volume= 0 .530 af, Atten= 32%, Lag= 5.0 min 0 .530 af Routing by Star-Ind method, Time Span= 0 .00-24 .00 hrs, dt= 0.10 hrs Peak Elev= 258 .02' Storage= 0.068 af Flood Elev= 258.25' Storage= 0 .095 af Plug-Flow detention time= 5 .0 min calculated for 0.530 af (100% of inflow) Storage and wetted areas determined by Prismatic sections Elevation (feet) 256 .75 257 .00 257.25 257.50 257 .75 258 .00 Surf.Area (acres) 0 .000 0 .009 0 .030 0.057 0 .097 0 .138 Inc.Store (acre-feet) 0 .000 0 .001 0 .005 0 .011 0 .019 0.029 Cum .Store (acre-feet) 0 .000 0.001 0.006 0.017 0 .036 0 .065 Primary OutFlow (Free Discharge) L1 =Culvert # Routing 1 Primary Invert Outlet Devices 256 .75' 18.0" x 35.0' long Culvert RCP , square edge headwall , Ke= 0 .500 Outlet Invert= 256.25' S= 0.0143 '/' n= 0 .012 Cc= 0 .900 VCPARK Prepared by Urban Design Group Type II 24-hr Rainfall= 11. 00" Page 6 1/22/02 HydroCAD® 6.00 sin 001705 © 1986-2001 Applied Microcomputer Systems 10 9 8 7 Cii 6 -~ 3: 5 0 u:: 4 3 2 1 0 I • • 0 1 2 I ,. 3 4 5 6 Pond 2P: PARKING LOT DETENTION Hydrograph Plot I •'•! 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Inflow D Pr imary Detailed Report for Pipe 18" RCP Section Material : Concrete Section S hape : Circular Section S ize: 18 inch Number Sections : 1 Description Dis ch arge Mannings Co efficient Leng th Constructed Slope Upstrea m Fl ow Time Pipe Flo w T ime System F low Time G ra de Eleva t ions Loca tio n In v e rt (ft) Upstream Downstream Messages : 255.75 255 .30 7.4 8 cfs 0 .014 45 .00 ft 0 .010000 ft/ft 10.00 min 0 .13 min Ground (ft) 10.13 258 .00 257.50 min Crown (ft) 257.25 256.80 Profile : Steep supercritical frontwate r profi le (S2). Pro file : Criti cal depth ass um ed upstream . Description city ity Cap acity Hydraulic Drop Energy Slope Up stream Velo Average Ve loc Downstream V e locity Cove r (ft) 0 .75 0 .7 0 Depth (ft) 1 .06 1 .06 9 .75 cfs 0.45 ft 0 .010000 ft/ft 5 .61 ft/s 5 .61 ft/s 5 .61 ft/s HGL EGL (ft) (ft) 256 .81 257 .30 256 .36 256.85 Pro ject Tit le : V ILLAGE@ CRYSTAL PARK Project Engi neer: URBAN DESIGN GR OUP CS untitled .stm URBAN DESIGN GROUP StormCAD v1 .0 0 1/22/02 03:24:31 PM © Haestad Meth ods , Inc. 37 Brookside Road W aterbury , CT 06708 USA (203) 755-1666 Page 1 of 1 - 1995 KLING ENGINEERING REPORT DRAINAGE REPORT FOR CRYSTAL PARK SUBDIVISION Lot 1, Block 1 Morgan Rector Survey, A-2 College Station, Brazos County, Texas December, 1995 DEVELOPED BY: Karbrooke Inc. Crystal Park Plaza 2700 East Bypass , Ste. 2000 College Station , Texas 77845 ( 409) 693-2467 PREPARED BY: Kling Engineering & Surveying 4103 Texas Avenue , Suite 212 Bryan, Texas 77802 ( 409) 846-6212 Drainage Report -Crystal Park Subd. Page 2 Previous Studies of this area include: 1. Comparative Hydraulic Analysis of Bee Creek Tributruy "A" in the Vicinity of Lot I. Block I. Crystal Park Subdivision by Kling Engineering and Surveying of Bryan, Texas in November, 1995. The purpose of this study was to determine the impact the proposed development would have on flood characteristics upstream and in the immediate area 2 . Drainage Analysis for 3.77 Acre Tract by Kling Engineering and Surveying of Bryan, Texas in October 1994. The purpose of this study was to determine the delineation of the floodway and placement of fill material in the floodplain . 3. · Flood Insurance Study -Brazos County, Texas and Incorporated Areas by the Federal Emergency Management Agency in July, 1992. The purpose of this report was to investigate the severity of flood hazards for Brazos County and to aid in the administration of the National Flood Insurance Act of 1968 and the Flood Disaster Protection Act of 1973 . 4 . Stoanwater Management Plan, Phase III by Walton and Associates -Consulting Engineers, Inc . contracted with the City of College Station ih 1987. The purpose of this study was to gain knowledge of the existing and future drainage conditions in the city and to ident ify flood problems and flood prone areas. DRAINAGE DESIGN CRITERIA The design storm will be the 25 year event although the 100 year event will also be analyzed . The Rational Method was used to determine peak runoff. A time of concentration of 10 minutes was used for the site. Runoff coefficients and areas are as follows : AREA (acres) 1--~~~~~~~~-t-~~~ Pre-Developed 4 .36 Post-Developed IMPERVIOUS 2. 171 LANDSCAPED 0. 889 NATURAL 1. 302 TotaVComposite C 4 .36 I c .43 .9 .4 .43 .66 I Table 1 Drainage Report -Crystal Park Subd . Page 3 The time of concentration for the site is less than the time to peak of the entire basin in the vicinity of the site as shown. SITE BASIN BASIN TIME OF CONCENIRA TION TIME OF CONCENJRA TION TIME TO PEAK =lOrnin >180min >120rnin Runoff from the site will be allowed to leave undetained in accordance with the City of College Station drainage policy to: " ... encourage the rapid conveyance of stonnwater through and out of the city within the primary system" (Stormwater Management Plan for the City of College Station, Drainage Policy and Design Standards, Page 8, 1986). DRAINAGE FACILITY DESIGN Maximum discharges were determined to be Q2sprc-dcv. = 18.48 cfs and Q 1 00prc-c1~. = 21.82 cfs . Post- developed runoff was found to be Q2s = 26 .7 cfs and Q 100 = 31.5 cfs (See Appendix 5: "Hydrologic Calculations"). Runoff DA-1 DA-2 DA-3 DA-4 DA-5 Total Pre-Dev. Post Dev. Post Dev. Post Dev Post Dev. Post Dev. Runoff Q 25 (cfs) 15.98 4 .61 10 .74 ·6.71 0 .79 3 .85 26 .7 Q 100 (cfs) 18 .86 5.44 12.68 7 .92 0 .94 4 .55 31.5 Table 2 Stormwater from DA-1 will flow in the access road toward the existing drainage structure at Crystal Park Plaza. The existing access road has two different cross sections. The first section is a crowned section the second is a sloping section. The flattest region of the transition between the two sections was chosen for capacity analysis. The location of this section is at road station 3+30 and can be seen in Appendix 6 "Access Road Capacity Calculations". The 10 year and 25 year storm events produced flows ofQ10 = 2 .91 cfs and Qis= 3.33 cfs with depths in the road of0.19' and 0.20' respectively. This allowed 16 . 7' of clear width during the 10 year event and 16 .3' during the 25 year event (See Appendix 6: "Access Road Capacity Calculations"). However, the north parking area of Crystal Park Plaza becomes inundated with water during larger storm events which creates severe backwater effects for surrounding drainage structures . This drainage problem does not allow the existing access road to flow freely during larger storm events. Stonnwater collects in the access road until it can discharge into the overbank flow of the creek eliminating the capacity of the road to act as a drainageway. Flow from DA-2 will be directed toward the retaining wall at the south end of the site and discharge through three 2' wide curb breaks. The curb breaks will be at elevation 254 . Erosion control will be provided in the form of a 4' wide strip of rock rubble with a minimum aggregate diameter of 6" below each break. For the sizing of these structures refer to Appendix 7 "Hydraulic Calculations", for location in the wall refer to Appendix 4 11 Grading and Drainage Plan. 11 Drainage Report -Crystal Park Subd. Page 4 Stonnwater from DA-3 will flow eastward through the parking lot. The lot is configured in an inverted crown section and will convey water toward two, 4' wide curb breaks located at the easternmost end . The breaks will have minimum elevations of25 l. 7 and 251.8 . Erosion control will be 4' wide rock rubble strips with minimum aggregate diameter of6". For the sizing of these structures refer to Appendix 7, for location in the wall refer to Appendix 4 "Grading and Drainage Plan." Runoff from the landscaped island at the front of the building in DA-4 will flow into a grate inlet with an open area of30 in2 or greater and through a 6" PVC pipe at a 0.75% slope discharging into the westernmost landscaped area in DA-4. A 2'X3' concrete splash pad will be provided for erosion control at the outlet of the drain pipe. Water will then drain through a 12" PVC culvert on a 1.0% slope beneath the proposed parking area and discharge to the overbank of Bee Creek Tributary "A". The entrance and outlet invert elevations of the culvert will be 250.5 and 250.0 respectively. (See Appendix 4 and 7 for placement and calculations). CONCLUSIONS The increased runoff caused by this development will discharged into the primary system before the primary system receives peak inflow from a storm event. This encourages rapid conveyance of the runoff through the system in accordance with City of College Station drainage policy. On-site drainage structures below the 100 year water surface elevation of 252 are expected to become inundated and temporarily nonfunctional. Ample freeboard is provided to the finished floor of the proposed building (8 feet) to accommodate the rise of flood waters. Only a minimal amount of the parking area ( 5 spaces) is below the published I 00 year water surface elevation of 252. No adverse impact to upstream or downstream landowners is expected. Concerns of the impact to flood water surface profile as a result of development are addressed in the study Comparative Hydraulic Analysis of Bee Creek Tributary "A" in the Vicinity of Lot 1 Blockl. Crystal Park Subdivision which is included in Appendix 8 of this report. Drainage Report -Crystal Park Subd. Page 5 APPENDICES 1) General Location Map -City of College Station 2) Flood Insurance Rate Map -FEMA 3) Drainage Area Map 4) Grading & Drainage Plan -Kling Engineering & Surveying 5) Hydrologic Calculations 6) Access Road Capacity Calculations 7) Hydraulic Calculations 8) Comparative Hydraulic Analysis ofBee Creek Tributary "A" in the Vicinity of Lot 1. Block 1. Crystal Park Subdivision . APPENDIX 1 GENERAL LOCATION MAP -CITY OF COLLEGE STATION SCALE 1 :500 CONTOUR INTEP.V AL = 2ft BASIS OF CONTOURS & ELEVATION : CITY OF COLLEGE STATION TOP OGRAPH IC MAP rUI K ; OIG I NEE R IM •~ .!,: '.;IJR\'[11~;.:. 3;(·,·Ar~. :-t: '"'s APPENDIX2 FLOOD INSURANCE RATE MAP -F.E.M.A. . I . 1 1 I l":: 500 ,. · Part of panel 163 of Flood Insurance Rate Map # 48041CO163 C Effective Date: July 2, 1992 for Brazos County, Texas and Incorporated Areas ZONE X / 0 - APPENDIX3 DRAINAGE AREA MAP " i ~ : ;; I· ii I· 1. i : I , l l Ii I I I I i I I: APPENDIX4 GRADING & DRAINAGE PLAN KLING ENGINEERING & SURVEYING °o{~-~ L J 1 ~ ·~o/A L {\,-f (~' ~.l V-1\ {~<-Op~';o{ L('/ Svi-t S 1 ~. pi-CC1lS APPENDIX5 HYDROLOGIC CALCULATIONS CftOUNO , O: \ SID( SLoK ·.\ W(TAL. K(VWA.Y P\.AT'[ WITM I •• 1 r OEf'ORWCD Tt[ ~ A.T 2, O.C. ' CONCR(Tt PA\i'Ool(NT R(INf'. w/ I • BARS 2•· o.c.e.w. PAVEMENT SECJJON • 8" Nu I I 11 11 Ii -.J .., c <:::i ·-...,. c:r 'r'-~ ---··- S..3-::>--:::-~ ,,._ = c;z ._:::::..._ ::z_ ";C 'o ._, .. r._:.: I / =-,,, ·L · .:::: u CJ /..., :::-:::_'1:;/'7S-c!N f:77 -"'t"O )} '-'" ".) \/' ~ 0 Z.p I 0 ·=·-::~.:: --"C -r-·-.' '.:;;-LJ. r::_ -- ·, ,,,...,_, .-i "--~-~/ ~·(' '\ -. I ..,, '-·.•_.;_r-::::J I-:.:_·_:_ ·-,Q~ '- ,,,_ 00111 000 ""'"'' ::c ::c :c mmm mmm ......... """"' 10-Year Flow Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method e:\haestad\pi\karbrook\roadcap.fm2 Access Road Sta. 3+30 (trans. fl A to 8) Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.029000 V : H Elevation range : 254 .24 ft to 255 .03 ft. Station (ft) Elevation (ft) 0.00 254.74 0.00 254.24 12.25 254.53 24.50 254 .53 24 .50 255 .03 Discharge 2.91 ftl/s Results Wtd. Mannings Coefficient 0.013 Water Surface Elevation 254.43 ft Flow Area 0.74 ff Wetted Perimeter 8.08 ft Top Width 7.89 ft Depth 0.19 ft Critical Water Elev. 254 .50 ft Critical Slope 0.005019 V : H Velocity 3.95 ft/s Velocity Head 0.24 ft Specific Energy 254.67 ft Froude Number 2.28 Full Flow Capacity 181 .89 ftl/s Flow is supercritical. Start Station 0.00 Kling Engineering & Surveying End Station 24.50 Sep 21, 1995 16:14:06 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Roughness 0.013 FlowMaster v4.1 c Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Section Data 10 Year Flow Cross Section for Irregular Channel e:\haestad\pi\karbrook\roadcap.fm2 Access Road Sta. 3+30 (trans. fl A to 8) Irregular Channel Manning's Formula Water Elevation Wtd. Mannings Coefficient Channel Slope 0.013 0.029000 V : H Water Surface Elevation Discharge 255.1 255.0 254.9 254 .8 ( ) g254.7 c 0 :;:: !U ~ 254.6 w 254.5 254.4 254 .43 ft 2.91 ftl/s / / v ~ ... / / v 254.3 / 254.2 0.0 5 .0 10.0 15.0 Station (ft) Kling Engineering & Surveying 20.0 Sep 21, 1995 16:14:32 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 (~ 25.0 FlowMaster v4.1 c Page 1 of 1 25-Year Flow Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method e :\haestad\pi\karbrook\roadcap. fm2 Access Road (transition fl A to B) "::Tr.> Irregular Channel Manning's Formula Solve For Water Elevation Input Data Channel Slope 0 .029000 V : H Elevation range: 254.24 ft to 255 .03 ft. Station (ft) Elevation (ft) 0 .00 254 .74 0.00 254 .24 12.25 254 .53 24.50 254 .53 24 .50 255 .03 Discharge 3.33 ft3/s Results Wtd. Mannings Coefficient 0 .013 Water Surface Elevation 254 .44 ft Flow Area 0.82 ft2 Wetted Perimeter 8.50 ft Top Width 8.30 ft Depth 0.20 ft Critical Water Elev . 254 .54 ft Critical Slope 0.005741 V : H Velocity 4 .08 ft/s Velocity Head 0.26 ft Specific Energy 254.70 ft Froude Number 2.29 Full Flow Capacity 181.89 ft3/s Flow is supercritical. Start Station 0.00 Kling Engineering & Surveying End Station 24 .50 Aug 4 . 1995 10:59:51 Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Roughness 0 .013 FlowMaster 114 .1 c Page 1 or 1 Project Description Project Fil e Worksheet Flow Element Method Solve For Section Data 25 Year Flow Cross Section for Irregular Channel e:\haestad\pi\karbrook\roa dcap . fm2 Access Road (transition fl A to B) ··.; ..,.,.. Irregular Channel Manning's Formula Water Elevation Wtd. Mannings Coefficient Channel Slope 0 .013 0 .029000 V : H Water Surface Elevation Discharge 255.1 255.0 254.9 254 .8 0 ..--s 254 .7 c 0 :;:: (1J ~ 254 .6 w 254 .5 254 .4 254.44 ft 3 .33 ffl/s / v v ""7 -=-/ / v 254.3 / 254 .2 0 .0 5 .0 10.0 15.0 Station (ft) Kling Engineering & Surveying 20.0 Aug 4 , 1995 10:58 :39 Haestad M et hods , Inc . 3 7 Brookside Road Waterbury , CT 06708 (2 0 3) 755-1666 () 25 .0 F lowMaster v4 .1 c Pag e 1 of 1 APPENDIX7 HYDRAULIC CALCULATIONS Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Diameter Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Full Flow Capacity Full Flow Slope Flow is supercritical. Drain Pipe Sizing Worksheet for Circular Channel e :\ha estad\pi\karbrook\drainag . fm2 Drain Pipe for 0.054 acre landscape Circular Channel Manning's Formula Channel Depth 0.012 0.007500 V : H 0.50 0.25 0.24 0.09 0.77 0.50 0.25 48 .52 ft ft3/s ft ft2 ft ft ft 0.006612 V : H 2.65 tus 0.11 ft 0.35 ft 1.07 0.57 ft 3/s 0.53 ft 3/s 0.001692 V : H Kling Engineering & Surveying Aug 7 , 1995 07:43:28 H<'!estad Methods . Inc . 37 Brookside Road Waterbury , CT 06708 (203) 755-1666 FlowMaster v4 . 1 c Page 1 or 1 Project Description Project File Worksheet Flow Element Method Solve For Constant Data Mannings Coefficient Channel Slope "Diameter Input Data Minimum Depth 0.25 Rating Table DISCHARGE THROUGH 12" PVC CULVERT Rating Table for Circular Channel e:\haestad\pi\karbrook\dra inag .fm2 12" CULVERT FOR DA-4 Circular Channel Manning's Formula Discharge 0 .012 0.010000 V : H 1.00 ft Maximum 1.00 Increment 0 .25 ft Depth Discharge Dec 7 , 1995 08:2 8 :27 (ft) 0 .25 0 .50 0 .75 1.00 (ft3/s) 0 .53 1.93 3 .52 3.86 Kli ng En g ineering & Surveying Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v4.1 c Page 1 of 1 MAXIMUM DISCHARGE THROUGH CURB BREAK Rating Table for Rectangular Channel Project Description Project File Worksheet Flow Element Method Solve For Constant Data e:\haestad\pi\karbrook\drainag .fm2 CURB CUTS Rectangular Channel Manning's Formula Discharge Mannings Coefficient Depth 0.013 0.25 ft Input Data Channel Slope Bottom Width Rating Table Dec 7, 1995 08:21 :05 Bottom Width (ft) 2.00 2.00 2.00 2.00 2.00 4.00 4.00 4.00 4 .00 4.00 Minimum 0.015000 2.00 Channel Slope (V : H) 0.015000 0.021250 0.027500 0.033750 0.040000 0.015000 0.021250 0.027500 0.033750 0.040000 Maximum 0.040000 4.00 Discharge (ff'/s) 2.39 2.85 3.24 3.59 3.91 5.14 6 .11 6 .95 7.70 8.39 Increment 0.006250 V : H 2.00 ft Kling Engineering & Surveying Haestad Methods, Inc. 37 Brookside Road Waterbury , CT 06708 (203) 755-1666 FlowMaster v4.1 c Page 1 of 1 APPENDIX8 CO:rv!PARATIVE HYDRAULIC ANALYSIS OF BEE CREEK TRIBUTARY "A" IN THE VICINITY OF LOT 1, BLOCK 1, CRYSTAL PARK SUBDIVISION PURPOSE: COMPARATIVE HYDRAULIC ANALYSIS OF BEE CREEK TRIBUTARY "A" IN THE VICINITY OF LOT 1, BLOCK 1, CRYSTAL PARK SUBDIVISION COLLEGE STATION, BRAZOS COUNTY, TEXAS MORGAN RECTOR SURVEY, A-46 In addition to the usual drainage report (which is submitted under separate cover), the city of College Station has required this additional Comparative Hydraulic Analysis of this site. This analysis was done on a comparative basis using the best available information which includes the College Station Flood Insurance Study prepared by FEMA, Phase ill: Drainage System Analyses of the Stormwater Management Plan for the City of College Station prepared by Walton & Associates, and field . surveyed topographical data. DATA COLLECTION: Kling Engineering and Surveying conducted a topographical survey of the tract to obtain accurate vertical data. The basis of elevation for this survey was the FEMA benchmark RM 32, a square cut in the culvert headwall at the southeast comer of the intersection of Texas Avenue and Brothers Boulevard, elevation 263 .94. Additional topographical data was obtained from McClure Engineering for the Brethren Church of Bryan College Station tract. Input data for the HEC-2 water surface profile modeling program was obtained from FEMA and the Walton study. To compare the three sets of data a common cross section was found. This section is located approximately at the creek station nearest the east edge of the Crystal Park Plaza north parking lot. In the FEMA study, the river mile for this cross section is 0.72. The Walton study labels this cross section 0.36 (see Appendix 1 "Results of Hydraulic Analysis"). Vertical data for the FEMA model was based on a cross section 1000' upstream at river mile 0.91. A constant of -3' was applied to each elevation in this generalized cross section to get an average elevation for the section at 0.72. The maximum elevation for the section is 257.0 . Bottom, left bank, and right bank elevations for the channel are 245.4, 250.9, and 250.5 respectively. The topographical survey yielded a maximum elevation of257.5 with an average variation of+ 1.3' from the FEMA elevations in the first 200' of the cross section width . The Walton cross section has a maximum elevation of265.0 with bottom, left and right bank elevations of248.5, 252.7, and 252.3 respectively (see Appendix 2 "Cross Section Comparison"). INCONSISTENCIES: After beginning the study, a large amount of material appeared to be conflicting and inconsistent. The following is a listing of inconsistencies and possible explanations if any. 1. A discrepancy in elevation exists between the FEMA HEC-2 input data and actual surveyed topographical data. An average variation of+ 1.3' exists between the two at FEMA river mile 0 . 72. This variation is acceptable due to the fact that the FEMA defined cross section is average estimate which only varies in slope. The same cross section was used for 1420' and gives only approximate elevations not accounting for minor site-specific fluctuation. See Appendix 2 "Cross Section Comparison" for graphical comparison of FEMA data and actual, on the ground, elevations . 2. A majority of the left overbank of the channel in the Walton model is 5' to 81 higher than the topographical survey and the FEMA model. Additionally, the minimum main channel elevation is 3. l' higher in the Walton model (see Appendix 2 "Cross Section Comparison"). Therefore, an accurate comparison between the two models can not be obtained. 3. A topographical survey done by McClure Engineering was obtained to gain vertical information about th e Brethren Church tract. This survey was assumed to be on the FEMA vertical datum. 4 . A discrepancy exists between the city 2' contour maps and surveyed elevations with a variation from -0 .3' to -2.0' 5. The FEMA model does not include the State Highway 6 Drainage Structure as this structure was not present at the time of the study. 6. The FEMA model does not include the extension ofF.M . 2818 as this roadway was not present at the time of the study. 7. The FEMA model does not include Crystal Park Plaza as this structure was not present at the time of the study. 8. The Walton model does not include the State Highway 6 Drainage Structure as this structure was not present at the time of the study. 9. The Walton model does not include the extension ofF.M . 2818 as this roadway was not present at the time of the study. 10 . The FIRM 48041C0163 Chas the floodplain in a different position than specified by the FEMA HEC-2 results. Results from HEC-2 runs call for the floodplain to be as much as 100' wider than shown on the FIRM . If the floodplain was delineated on maps with larger scales such as U.S.G.S. Quad. maps, horizontal positioning may not be exact . 11. The flood plain on the FIRM has been positioned horizontally. There is no reasonable way to position the floodplain vertically as the sections used in analysis are not vertically correct. 12 . The FEMA floodplain does not take into account the State Highway 6 Drainage Structure as this structure was not present at the time of the study. See 5 above. 13 . The FEMA floodplain does not take into account the extension ofF.M. 2818 as this roadway was not present at the time of the study. See 6 above. 14 . The FEMA floodplain does not take into account Crystal Park Plaza as this structure was not present at the time of the study. See 7 above . 15. The floodway defined by the City of College Station is not consistent with FEMA's determination . The floodway was defined by FEMA being specified at particular stationing. The methods of equal encroachments, encroachment stationing equidistant from the centerline of the channel, or specifying a l' rise from encroachments were not used . The floodway was set between stations 875 and 1130 for cross sections 0.64 and 0.72 and set between stations 870 and 1135 for cross section 0.91. 16 . The FEMA floodway does not take into account the State Highway 6 Drainage Structure as this structure was not present at the time of the study. 17 . The FEMA floodway does not take into account the extension ofF.M . 2818 as this roadway was not present at the time of the study. 18 . The FEMA floodway does not take into account Crystal Park Plaza as this structure was not present at the time of the study. 19 . The FEMA HEC-2 input data received by Kling Engineering and Surveying called for the special bridge routine to be used in analyzing the structure at Texas Avenue (river mile 1.25). A program error was encountered at this section due to "insufficient data". To correct the problem and successfully execute the program with the original intent of FEMA, X3 cards had to be added to the cross section input for both upstream and downstream cross sections . · ANALYSIS PARAMETERS: The FEMA HEC-2 model was run with existing and proposed site conditions . To get the proposed site condition cross section, a section line was drawn through the maximum proposed site elevations (see Appendix 3 "Post Developed Cross Section"). Vertical positioning of the surveyed elevations used in the cross section was accomplished by finding the differences in elevations for the pre ·and post developed surveyed cross sect ion and adding these incremental differences to the FEMA average cross section. For example, where the grading plan has an elevation of260.0 for the finish floor of the building, the incremental difference between 260 and the existing elevation was added to the FEMA HEC-2 cross section. This provides the means for direct comparison between existing and proposed conditions while ensuring that the reduction in cross sectional area is decreased by the proper amount. The FEMA model uses the same average cross section from the State Highway 6 west access road to a location 3470' upstream. This reach is modeled as being straight for 1420' with cross sections placed at river miles 0 .64, 0 .72, and 0.91 (see Appendix 4 "FEMA Input/Output file"). The channel reach lengths were measured along the FEMA representation of the stream and shown on FIRM 48041C0163 and 48040IC0144 . The fact that FEMA modeled the creek as straight when actual sharp bends and meanders are present is consistent with the method prescribed by the U .S. Army Corps of Engineers to model overbank flow which is as follows : "Channel reach lengths are typically measured along the thalweg. Overbank reach lengths should be measured along the anticipated path of the center of mass of the overbank flow ." HEC-2 Water Surface Profiles User's Manual. Sect. 3 .8, pg. 17. September 1990. The FEMA model uses a starting water surface elevation of 251. 84 at the State Highway 6 west access road and a 100 year flow rate of2750 cfs . ANALYSIS RESULTS: FEMA established the water surface elevation of the 100 year floodplain to be 251.84 at station 0.64, 253 .2 at station 0.72 and 256 .39 at station 0.91. Floodway elevations for the same sections were 252 .84 , 254 .2, and 257.36 respectively (see appendix 4A "Original FEMA Run"). The floodplain and floodway as determined by FEMA at each section is summarized in the following table . STA CWSEL TOPWID LEFT DIST FROM CENTER CENTER STA RIGHT DIST FROM CENTER 0.64 251 .8 595 .5 344.1 1050.5 251 .4 0.64 252.8 255 175 .5 1050 .5 79 .5 0.72 253 .2 585 .0 338.5 1050 .5 246 .5 0.72 254.2 255 175 .5 1050.5 79 .5 0.91 256.4 599 .2 346.1 1050.5 253 .1 0 .91 257.4 265 180 .5 1050.5 84 .5 Clearly, the floodway is not positioned equidistant from the center line of the stream and certainly has no regard for the actual bends and meanders of the reach length studied. This is verified by the centerline of the channel being located at station 1050.5 for all three cross sections . Additionally, the method FEMA used to define the floodway set left and right stations at prescribed locations (see Appendix 4 "FEMA Input/Output File). Proposed site development decreased the amount of cross sectional area available for left overbank flow and increased the water surface elevation by an average of0.20'. The cross sectional area was reduced by 5300 square feet or 15%. At section 0.72, the floodplain location moved 77' toward the main channel on the creek's west side and 6.2' away from its previously defined location on the creek's east side. At section 0 .91 , the floodplain moved 9 .2' away from the main channel on creek's west side and 8' away from the main channel on the east side. The post-developed floodplain characteristics are summarized in the following table. STA 0.64 0.72 0.91 CWSEL 251.8 253.4 256.6 CONCERNS: TOPWID 595.5 514 .0 616.4 LEFT DIST FROM CENTER 344.1 261.3 355 .3 CENTER STA 1050.5 1050 .5 1050.5 RIGHT DIST FROM CENTER 251.4 252 .7 261.2 Due to the many inconsistencies there is some concern about the usefulness of the results. Since the best available information does not include the F .M . 2818 extension, Highway 6 drainage structure, and Crystal Park Plaza in the analysis of Bee Creek Tributary "A", no determination of the effect of these features to the original FEMA study can be made. Additionally, the impact of previous and subsequent improvements in the Tributary "A" drainage basin to the floodwater surface profile can not be determined accurately for this area. CONCLUSIONS: This study was completed utilizing 53 manhours including research on original HEC-2 runs from FEMA, re-entry for analysis, interpreting results, comparing all information, and drafting. This effort was completed using the best available information to study the area of Bee Creek Tributary "A" in question. This type of study is not required by FEMA for development in the fringe of the floodplain . The change in the floodwater surface profile based on the HEC-2 runs shows a minimal effect on the upstream and surrounding areas . The largest increase in water surface elevation that occurred in the vicinity of the site was 0.18'. This resulted in the location of the 100 year water surface at FEMA river mile 0. 72 moving 6 .2' eastward ofits previous location . Upstream 1000', the water surface elevation increased by 0.2'. HEC-2 results show this causes the 100 year water surface to shift 9.2' to the west on the west side of the channel and 8' to the east on the east side of the channel. It is our opinion that no engineering decisions can be made from this comparative analysis. We believe that the addition of 8.22 cfs flow to the total of2750 cfs is not a significant factor. Also, the reduction of the cross sectional area due to the proposed construction below elevation 253 .2, the I 00 year flood event, does not raise a red flag. "I hereby certify that this study for the hydraulic analysis of Bee Creek Tributary A was prepared by me (or under my supervision)." Appendix 1 Appendix 2 Appendix 3 Appendix 4 Appendix 4a Appendix 5 APPENDICES Results ofHydraulic Analysis Cross Section Comparison Post Development Cross Section FEMA Input/Output File Original FEMA Data Post Development Input/Output File APPENDIX 1 RESULTS OF HYDRAULIC ANALYSIS APPENDIX2 CROSS SECTION COMPARISON \'. ;;; ~ "' ~ "' "' c z C) ,.,, z CD£? ::oz ~~ Z;:o . z r;;o ;;:;i::-Vl Vl c ;:o ~ z C) 279 275 271 267 263 259 255 251 247 243 239 235 231 227 223 CROSS SECTION COMPARISON HORIZ SCALE 1" =200' VERT SCALE 1" =20' 0 <( 0 a:: (f) WALT:ON X-SECT 0.36 ~ _, ~ : , ~ : ·_ DEVELOPED X-SECT OL7_2_~~-: __ : ~ FLOOOWAY WIDTH = 255 WSEL: 254. 14 :::..:::: .. a:: <..'.) <( :::.::: . 0... a:: 0... . _J <( <( ' I-N (f) <( ' >-_J. a:: ! 0 0... SURVEY~D-~ _ _?_~T. 0._7l_: ____ i_°X~------~:_ ~ ~: ----::.:..----.. '"t~+~ v I 1v wst.L: £!:>J.~ =c::::::: ~ ... ---=--:. .. . '.;>: FEMAj X-SEGT 0. 72---0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 + + + + + + + + 0 ...---N I") -.::t-Li) lD r--<( <( <( <( <( <( <( <( I-I-I-I-I-I-I-I-l/) l/) l/) l/) Ul Ul Ul Ul 0 0 0 0 0 0 + + + 0 Cl) m <( <( <( I-I-I-Ul U1 U1 ; ' ! 0 0 + ...---<( I-U1 0 0 0 0 + + N I") ~ <( I-(f) U1 279 275 271 267 263 :....--:-I 259 ::::::-I 255 251 247 243 239 235 231 227 223 0 0 0 0 0 0 0 0 + + + + -.::t-Li) lD r--<( <( <( <( I-I-I-I-Ul U1 U1 (f) APPENDIX3 POST DEVELOPMENT CROSS SECTION I "/ -.. ! .. I ... l .. .. .. / .. I I ... / ... I ···I ··· I ., ... I . ---------~- . r ·· I .. ,.. . .. ) . ..... L I I ./ ... APPENDIX4 FEMA INPUT I OUTPUT FILE 1******************************************** * HEC-2 \IATER SURFACE PROFILES * * * Version 4.6.2; May 1991 • • * RUN DATE 29NOV95 TIME 14:35:52 * ******************************************** 29NOV95 14:35:52 x x x FEMA INPUT/OUTPUT FILE EXISTING CONDITIONS vs FLOOD WAY x xxxxxxx xxxxx xxxxx x x x x x x x x x x xxxxxxx xxxx x xxxxx xxxxx x x x x x x x x x x x x x xxxxxxx xxxxx xxxxxxx **************************************• * U.S. ARMY CORPS OF ENGINEERS * HYDROLOGIC ENGINEERING CENTER * 609 SECOND STREET, SUITED * DAVIS, CALIFORNIA 95616-4687 • (916) 756-1104 *************************************•t PAGE THIS RUN EXECUTED 29NOV95 14:35:52 ************************************* HEC-2 \IATER SURFACE PROFILES 4.6.2; May 1991 ************************************* COLLEGE STATION FLOOO INSURANCE STUDY FLOOO\IAY DETERMINATION -METHOD 1 -FLOOO PLAIN RUN BEE CREEK -TRIBUTARY A I CHECK INQ NINV IDIR STRT METRIC 4 NPROF IPLOT PRFVS XSECV XSECH FN VARIABLE CODES FOR SUMMARY PRINTOUT 110 115 200 7 1700 2250 2750 3500 0.08 .08 .OS 0. 1 .3 .64 16 1040 1061 260 590 258 640 256 HVINS Q \JSEL FQ 251.84 AL LDC IB\J CHNIM IT RACE 2750 2750 2750 9.1 875 1130 -4.5 720 254 785 253.6 1000 GR 253.9 1040 253.2 1044.5 GR 253.5 1061 253.5 1100 GR 260 1500 ET X1 0.72 ET X1 0.91 QT 7 1600 2150 2500 ET X1 1.21 19 1777 1825 GR 265.4 1000 263.9 1100 GR 260.9 1500 260 1600 GR 257.9 1790 254.6 1795 GR 261 1852 260.4 1900 29NOV95 14:35:52 ET X1 1.22 X3 SB 1.25 1.55 2.7 ET X1 1.23 X2 262.7 X3 BT 7 1000 266.72 0 BT 1700 264.5 0 1900 BT 267.75 0 0 0 ET 0 X1 1.24 ET X1 1.36 14 1551 1611 X3 10 GR 272.5 1000 270 1170 GR 260.4 1569 257.8 1572 GR 263.15 1611 285.2 1700 QT 7 1550 2050 2350 NC 0.08 0.08 .04 ET X1 1.39 X3 10 FEMA INPUT/OUTPUT FILE EXISTING CONDITIONS vs FLOODWA Y 248.4 1046.5 248.4 254 1210 256 9.1 420 420 420 9.1 1000 1000 1000 3150 2500 2500 9.1 1720 2050 1735 262.8 1200 262.7 260.1 1700 269.5 254.9 1798 255.9 263.2 2000 266.3 9.1 50 50 50 19.1 1.4 138 9.1 60 60 60 264 .5 1200 264.7 0 265 .13 0 2000 0 0 0 . 0 9.1 50 50 50 9.1 1109 1109 1109 264 1500 264 257.8 1578 257.8 270 1940 273 2900 2350 2350 9.1 50 50 50 1 1050 249.1 1053 1290 258 1360 875 1130 1.5 870 1135 3 2500 1500 1850 1300 261.6 1400 1777 258.1 1784 1801 260.2 1825 2100 PAGE 2 1500 . 1850 254.9 254.9 1500 1850 1300 264.5 0 265.96 0 2100 0 0 0 1500 1850 1551 1611 264 264 1551 261.1 1557 1584 262.9 1600 2100 2350 1551 1611 264 264 SB 1.2S 1.SS 2.7 ET X1 1.4 X2 263 X3 10 BT 6 1000 271.8S 0 BT 1S63 264.3 0 1604 ET X1 1.41 X3 10 29NOV9S 14:3S:S2 ET X1 1.S2 17 1286 133S GR 270.4S 1000 270.21 1014 GR 261.8 1300 2S9.9 1304 GR 266.9 1400 287.4S 1481.5 GR 273.61 1800 275.S7 1900 29NOV95 14:3S:S2 SEC NO DEPTH CWSEL CRl\IS Q QLOB QCH QROB TIME VLOB VCH VROB SLOPE XLOBL XLCH XLOBR *PROF 1 0 CCHV= .100 CEHV= .300 *SECNO .640 .640 7.94 2S1.84 .00 2750.0 1339.0 S06.9 904.1 .00 1.81 4.43 1.79 .002989 0 • o. o. *SECNO . no .no 7.80 2S3.20 .oo 2750.0 132S.4 S31.8 892.8 .OS 1.91 4.77 1.89 .003586 420. 420. 420. *SECNO .910 .910 7.99 256.39 .00 2750.0 1343.3 498.9 907.8 .17 1.78 ·4.32 1.76 FEMA INPUT/OUTPUT FILE EXISTING CONDITIONS vs FLOODWA Y 39.3 3 210 9.1 SS SS SS 264.2 264 1300 267.24 0 1SOO 264.23 0 1700 265 9.1 so so so 264 9.1 636 686 736 269.4 1100 266.1 1200 260 1308 260.1 1312 267.65 1SOO 268.77 1600 \ISELK EG HV HL CLOSS ALOB ACH AROB VOL TUA XNL XNCH XNR UTN ELMIN ITRIAL IDC ICONT CORAR TOPUID 2S1.84 2S1.94 .10 .00 .00 739.1 114.S S04.9 .o .0 .080 .oso .080 .000 243.90 0 0 0 .00 S95.SO .oo 2S3.31 • 11 1.37 .00 692.9 111.6 471.6 12.7 5.7 .080 .050 .080 .000 245.40 2 0 0 .00 5~5.03 .oo 256.48 .09 3.16 .00 755.5 115.5 S16.7 43.3 19.3 .080 .050 .080 .000 248.40 I 2S7 257 1SS1 1611 264 264.9 0 0 1SS1 1611 264 PAGE 3 1280 1340 265.4 1286 264.9 133S 271.18 1700 PAGE 4 L·BANK ELEV R·BANK ELEV SSTA END ST 249.40 249.00 706.40 1301.90 250 .90 250 .50 711.99 1297.01 253.90 253.50 704.44 • 002809 1000. 1000. 1000 • *SECNO 1.210 3265 DIVIDED FLOW 1.210 7.80 262.40 .00 2500.0 1076.6 1107.7 315.7 .32 1.80 5.24 1.56 • 004266 1no • 1735. 2050. *SECNO 1.220 3265 DIVIDED FLOW 1.220 8.05 262.65 .00 2500.0 1136.8 1019.8 343 .4 .33 1.63 4.59 1.44 • 003090 so. 50 • 50. 29NOV95 14:35:52 SECNO DEPTH C\ISEL CRIWS Q QLOB QCH QROB TIME VLOB VCH VROB SLOPE XLOBL XLCH XLOBR SPECIAL BRIDGE 5227 DOWNSTREAM ELEV IS 261.46 , NOT SB XK XKOR COFQ RD LEN 1.25 1.55 2.70 .oo *SECNO 1.230 3265 DIVIDED FLOW FEMA INPUT/OUTPUT FILE EXISTING CONDITIONS vs FLOODWA Y 2 0 0 .00 599.17 .00 262 .62 .22 6.10 .04 596.7 211.3 202.0 93.4 44.1 .080 .050 .080 .000 254.60 3 a 0 .00 581.96 .00 262.80 .16 .18 .01 696.0 222.0 239.1 94.6 44.8 .080 .050 .080 .000 254.60 2 a 0 .00 615.24 WSELK EG HV HL OLOSS ALOB ACH AROB VOL TWA XNL XNCH .XNR \ITN ELM IN ITRIAL IDC I CONT CORAR TOPWID 1303 .61 269.50 260.20 1327.06 1971.51 269.50 260.20 1304.n 1980 .29 L·BANK ELEV R·BANK ELEV SSTA ENO ST 262.65 HYDRAULIC JUMP OCCURS DOWNSTREAM (IF LO\/ FLO\/ CONTROLS) ewe B\JP BA REA SS · ELCHU ELCHO 19.10 1.40 138.00 .00 254.90 254.90 3302 \JARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 3.86 PRESSURE ANO \IEIR FLOW, Weir Submergence Based on TRAPEZOIDAL Shape EGPRS EGL WC H3 Q\JEIR QPR BAR EA TRAPEZOID ELLC ELTRD \IEIRLN AREA 270.55 266.08 • oo 1061 • 1440. 138. 138 . 262.70 264.50 m . 1.230 10.65 265.25 .oo .oo 265.27 .01 2.46 .00 269.50 2500.0 1503.2 511. 7 485.1 2327.6 338.6 759.4 97.8 45.9 260.20 .35 .65 1.51 .64 .080 .050 .080 .ooo 254.60 1009.25 1 PAGE 5 FEMA INPUT/OUTPUT FILE EXISTING CONDITIONS vs FLOODWA Y 60. 60. 60. 0 6 .oo 1019.91 2066.49 Fla.I 1.240 10.67 265.27 .00 .oo 265.28 .01 .01 .00 269.50 2500.0 1503.5 511.3 485.2 2330.6 338.7 760.4 101.7 47.1 260.20 .37 .65 1.51 .64 .080 .050 .080 .000 254.60 1008.98 000206 50. 50. 50. 2 0 0 .00 1020.36 2066.62 HV CHANGED MORE THAN HVINS 14:35:52 DEPTH C\ISEL CRI\.IS l.ISELK EG HV HL OLOSS L·BANK ELEV QLOB QCH QROB ALOB ACH AROB VOL T\.IA R·BANK ELEV VLOB VCH VROB XNL XNCH XNR \./TN ELHIN SSTA XLOBL XLCH XLOBR ITRIAL IDC I CONT CORAR TOP\.llD END ST \./ARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .15 7.55 265.35 .00 .00 266.23 .88 .69 .26 264.00 219.9 2261.8 18.3 119.6 287.2 9.8 150.7 62.5 263. 15 1.84 7.87 1.86 .080 .050 .080 .000 257 .80 1425.47 1109. 1109. 1109. 2 0 0 .• 00 194.43 1619.90 \./ARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 1.59 8.18 265.98 .oo .00 266.52 .54 .26 .03 264.00 279.1 2050.0 20.9 208.0 324.4 16.1 151.2 62.8 263. 15 1.34 6.32 1.30 .080 .040 .080 .000 257.80 1391.37 50. 50. 50. 3 0 0 .00 231.04 1622.40 XKOR COFQ ROLEN B\.IC B\.IP BAR EA SS EL CHU ELCHO 1.55 2.70 .oo 39.30 3.00 210.00 .00 257.00 257.00 0 1.400 D.S. ENERGY OF .266.52 IS HIGHER THAN COMPUTED ENERGY OF 266.35 URE AND \.IEIR FLO\./, loleir Submergence Based on TRAPEZOIDAL Shape EGL\.IC H3 Q\JE IR QPR BAR EA TRAPEZOID ELLC ELTRD \.IEIRLN AREA 1 PAGE 6 268.99 266.6S .13 1S18. 1.400 8.18 26S.98 .oo 23SO.O 281.7 2047.2 21.1 .41 1.34 6.29 1.30 • 003178 SS • SS. SS. *SECNO 1.410 1.410 8.40 266.20 .oo 23SO.O 319.8 2006.7 23.S .42 1.30 S.94 1.25 .002686 50. 50. so. 29NOV95 14:35:S2 SECNO DEPTH C\lSEL CRllJS Q QLOB OCH QROB TIME VLOB VCH VROB SLOPE XLOBL XLCH XLOBR *SECNO 1.520 3265 DIVIDED FLOW 1.520 8.24 268.14 .00 23SO.O 401.0 1711.4 237.6 .46 1.50 5.96 1.49 .002521 636. 736. 686. 29NOV95 14:3S:S2 T1 FLOCX>IJAY DETERMINATION • FLOCX>IJAY RUN T3 BEE CREEK TRIBUTARY A J1 I CHECK INQ NINV IDIR 6 J2 NPROF IPLOT PRFVS XSECV 2 29NOV95 . 14:35:52 SECNO DEPTH C\lSEL CRllJS Q QLOB QCH QROB TIME VLOB VCH VROB FEMA INPUT/OUTPUT FILE EXISTING CONDITIONS vs FLOODWA Y 828. 210. 218. 263.00 264.20 .oo 266.S2 .S4 .00 .00 210.3 325.3 16.3 151.9 63.1 .080 .040 .080 .000 257.80 2 0 4 .00 231.89 .00 266.67 .47 .1S .01 24S.6 338.0 18.8 152.6 63.3 .080 .040 .080 .000 257.80 2 0 0 .00 244.42 IJSELK EG HV HL OLOSS ALOB ACH AROB VOL TIJA XNL XNCH XNR IJTN ELHIN ITRIAL IDC ICONT CORAR TOPIJID .00 268.SS .41 1.87 .01 268.0 287.4 159.0 163.0 67.6 .080 .040 .080 .000 259.90 2 0 0 .00 310.46 STRT METRIC HVINS Q IJSEL 251.84 XSECH FN AL LDC IBIJ CHNIH IJSELK EG HV HL OLOSS ALOB ACH AROB VOL TIJA XNL XNCH XNR IJTN ELHIN 1 324. 264.00 263.15 1390.S7 1622.46 264.00 263.1S 1378.89 1623.32 PAGE 7 L·BANK ELEV R·BANK ELEV SSTA END ST 265.40 264.90 1138.30 1543.40 PAGE 8 FQ IT RACE PAGE 9 L·BANK ELEV R·BANK ELEV SSTA 0 SLOPE XLOBL XLCH XLOBR *PROF 2 CCHV= .100 CEHV= .300 *SECNO .640 3280 CROSS SECTION .64 EXTENDED 3470 ENCROACHMENT STATIONS= 875.0 .640 7.94 251.84 .oo 2750.0 1321.9 813.6 614.5 .oo 3.06 7.10 3.17 .007698 0. o. o. *SECNO .720 3280 CROSS SECTION .72 EXTENDED FEMA INPUT/OUTPUT FILE EXISTING CONDITIONS vs FLOODWA Y ITRIAL IDC lCONT CORAR TOP\llD .84 FEET 1130.0 TYPE= 1 TARGET= 255.000 251.84 252.18 .34 .00 .00 431.6 114.5 193.9 .0 .0 .080 .050 .080 .000 243.90 0 0 0 .00 255.00 1.64 FEET 3302 \/ARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 1.46 3470 ENCROACHMENT STATIONS= 875.0 1130.0 TYPE= 1 TARGET= 255.000 .720 8.74 254. 14 .00 253.20 254.33 .19 2.14 .02 2750.0 1412.2 701.4 636.4 564 .4 131.4 249.4 8.1 2.5 .04 2.50 5.34 2.55 .080 .050 •• 080 .000 245.40 .003616 420. 420. 420. 3 0 0 .00 255.00 *SECNO .910 3470 ENCROACHMENT STATIONS= 870.0 1135.0 TYPE= 1 TARGET= 265.000 .910 8.97 257.37 .oo 256.39 257 .52 .15 3.18 .00 2750.0 1427.6 657.4 665.0 619.5 136.2 283.7 30.9 8.4 .13 2.30 4.83 2.34 .080 .050 .080 .000 248.40 • 002820 1000. 1000 • 1000. 3 0 0 .00 265.00 *SECNO 1.210 3265 DIVIDED FLO\I 29NOV95 14:35:52 SECNO DEPTH C\ISEL CRl\IS \ISELK EG HV HL OLOSS Q QLOB QCH QROB ALOB ACH AROB VOL TUA TIME VLOB VCH VROB XNL XNCH XNR UTN ELMIN SLOPE XLOBL XLCH XLOBR ITRIAL IDC I CONT CORAR TOPUID 3470 ENCROACHMENT STATIONS= 1500.0 1850.0 TYPE= 1 TARGET= 350.000 1.210 8.32 262.92 .00 262.40 263.15 .23 5.61 .02 2500.0 1190.7 1199.1 110.2 566.4 233.9 58.7 69.7 19.8 1 END ST 249.40 249.00 875 .00 1130.00 250.90 250.50 875.00 1130.00 253.90 253.50 870.00 1135.00 PAGE 10 L-BANK ELEV R-BANK ELEV SSTA END ST 269.50 260.20 1 .27 2.10 5.13 1.88 • 003622 1no • 1735. 2050. *SECNO 1.220 3265 DIVIDED FLOW 3470 ENCROACHMENT STATIONS= 1500.0 1.220 8.52 263.12 .00 2500.0 1226.6 1158.8 114.6 .27 2.01 4.77 1.80 .003007 50. so. 50. SPECIAL BRIDGE FEMA INPUT/OUTPUT FILE EXISTING CONDITIONS vs FLOOD WAY .080 .050 .080 .ooo 254.60 3 0 0 .00 292.05 1850.0 TYPE= 1 TARGET= 350.000 262.65 263.32 .20 .16 .oo 611.5 242.8 63.7 70.8 20.1 .080 .050 .080 .000 254.60 2 0 0 .oo 293.82 1500.00 1850.00 269.50 260.20 1500.00 1850.00 5227 00\INSTREAM ELEV IS 261.46 , NOT 263.12 HYDRAULIC JUMP OCCURS 00\./NSTREAM (IF LO\J FLO\J CONTROLS) SB XK · XKOR COFQ ROLEN BIJC B\JP BAR EA SS EL CHU ELCHO 1.25 1.55 2.70 .oo 19.10 1.40 138.00 .00 254.90 254.90 *SECNO 1.230 3265 DIVIDED FLOW 3302 \IARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 2.16 PRESSURE AND \IEIR FLOW, \leir Submergence Based on TRAPEZOIDAL Shape EGPRS ·EGU/C H3 Q\IEIR QPR BAREA TRAPEZOID ELLC ELTRD \IEIRLN AREA 271.02 266.12 .00 1183. 1318. 138. 138. 262.70 264.50 784. 3470 ENCROACHMENT STATIONS= 1500.0 1850.0 TYPE= 1 TARGET= 350.000 29NOV95 14:35:52 SECNO DEPTH C\ISEL CRl\IS \ISELK EG HV HL CLOSS L·BANK ELEV Q QLOB QCH QROB ALOB ACH AROB VOL T\IA R·BANK ELEV TIME VLOB VCH VROB XNL XNCH XNR \ITN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC !CONT CORAR TOPIJID ENDST 1.230 10.66 265.26 .oo 265.25 265.32 .06 2.00 .00 269.50 2500.0 . 1460.1 900.9 139.0 1111.1 338.5 117.2 n.s 20.6 260.20 .28 1.31 2.66 1.19 .080 .050 .080 .000 254.60 1500.00 • 000642 60 • 60. 60. 2 0 6 .oo 312.66 1850.00 *SECNO 1.240 1 PAGE 11 FEMA INPUT/OUTPUT FILE EXISTING CONDITIONS vs FLOOD WAY 3265 DIVIDED FLO'W 3470 ENCROACHMENT STATIONS= 1SOO.O 1850.0 TYPE= TARGET= 350.000 1.240 10.69 265.29 .00 26S.27 265.35 .06 .03 .00 269.50 2500.0 1462.4 898.4 139.2 1119.0 340.0 118. 1 74.3 20.9 260.20 .29 1.31 2.64 1.18 .080 .oso .080 .000 254.60 1SOO.OO .000630 so. so. so. 2 0 0 .00 312.95 1850.00 *SECNO 1 .360 3301 HV CHANGED MORE THAN HVINS 3302 \IARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, ICRATIO = .31 3470 ENCROACHMENT STATIONS= 1SS1.0 1611.0 TYPE= 1 TARGET= 60.000 1.360 8.60 266.40 .00 265.35 267.19 .79 1.62 .22 264.00 2500.0 .0 2500.0 .o .0 350.3 .0 98.8 25.7 100000.00 .33 .oo 7.14 .00 .000 .050 .000 .000 257.80 1551.00 .006493 1109. 1109. 1109. 2 0 0 .00 60.00 1611.00 *SECNO 1.390 3470 ENCROACHMENT STATIONS= 1SS1.0 1611.0 TYPE= 1 TARGET= 60.000 1.390 9.02 266.82 .oo 265.98 267.43 .61 .21 .02 264.00 23SO.O .o 2350.0 .o .o 375.0 .0 99.2 25.7 100000.00 .34 .00 6.27 .00 .000 .040 .000 .000 257.80 1551.00 • 002975 so . so. so. 2 0 0 .00 60.00 1611.00 29NOV95 14:3S:S2 SECNO DEPTH C\JSEL CRl\IS \ISELIC EG HV HL OLOSS L·BANk'. ELEV Q QLOB QCH QROB ALOB ACH AROB VOL T\IA R·BANIC ELEV TIME VLOB VCH VROB XNL XNCH XNR \ITN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOP\JID END ST SPECIAL BRIDGE SB XIC XICOR COFQ ROLEN B\JC B\JP BAREA SS EL CHU ELCHO 1.25 1.SS 2.70 .oo 39.30 3.00 210.00 .00 257.00 257.00 *SECNO 1.400 6870 D.S. ENERGY OF 267.43 IS HIGHER THAN COMPUTED ENERGY OF 266.92 PRESSURE AND. \IEIR FLO'W, \leir Submergence Based on TRAPEZOIDAL Shape EGPRS EGL\JC H3 Q\IEIR QPR BAR EA TRAPEZOID ELLC ELTRD \JEIRLN AREA 269.83 267.57 • 1S 1930. 444. 210 • 218. 263.00 264.20 373. I PAGE 12 3470 ENCROACHMENT STATIONS= 1SS1.0 1.400 9.02 266.82 .oo 23SO.O .0 23SO.O .o .34 .00 6.27 .OD • 002977 SS. SS • SS. *SECNO 1.410 3470 ENCROACHMENT STATIONS= 1SS1.0 1.410 9.19 266.99 .oo 23SO.O .0 23SO.O .o .34 .oo 6.09 .00 • 002728 so. so. so • *SECNO 1.S20 3470 ENCROACHMENT STATIONS= 1280.0 1.S20 9.0S 268.9S .oo 23SO.O 36.1 2280.0 33.9 .37 1. 71 6 .97 1.71 • 002899 636. 736 • 686. FEMA INPUT/OUTPUT FILE EXISTING CONDITIONS vs FLOODWA Y 1611.0 TYPE= 1 TARGET= 60.000 26S.98 267.43 .61 .00 .DO 264.00 .o 374.9 .0 99.7 2S.8 100000.00 .ODO .040 .000 .000 2S7.80 1SS1.00 2 0 s .00 60.00 1611.00 1611.0 TYPE= 1 TARGET= 60.000 266.20 267.S7 .S8 .14 .00 264.00 .o 38S.6 .0 100.1 2S.9 100000.00 .000 .040 .000 .000 2S7.80 1SS1.00 2 0 0 .00 60.00 1611.00 1340.0 TYPE= 1 TARGET= 60.000 268.14 269.68 .73 2.07 .OS 26S.40 21.2 327.3 19.9 106.S 26.9 264.90 .080 .040 .080 .000 2S9.90 1280.00 0 0 0 .00 60.00 1340.00 THIS RUN EXECUTED 29NOV9S ************************************* HEC -2 IJATER SURFACE PROFILES Version 4 .• 6.2; May 1991 ************************************* NOTE· ASTERISK (*) AT LEFT OF CROSS·SECTIOH NUMBER INDICATES MESSAGE IN SUMMARY Of ERRORS LIST BEE CREEK -TRIBUTAR SUMMARY PRINTOUT TABLE 110 SECNO C\ISEL DJF~S EG TOPIJID QLOB QCH QROB PERE NC STEN CL STCHL .640 251.84 .oo 2S1.94 S9S.SO 1338.96 S06.93 904.11 .oo .DO 1040.00 .640 251.84 .OD 252. 18 2SS.OO 1321.90 813.61 614.49 255.00 875.00 1040.00 .720 253.20 .00 2S3.31 585.03 1325.40 531.76 892.84 .DO .00 1040.00 * .720 254.14 .94 2S4.33 255.00 1412.21 701.39 636.40 255.00 875.00 1040.00 .910 256.39 .00 256.48 599.17 1343.34 498.85 907.81 .00 .oo 1040.00 .910 257.37 .98 257.52 265.00 1427.59 657.38 665.04 265.00 870.00 1040.00 1.210 262.40 .oo 262.62 581.96 1076.60 1107. 73 315.67 .00 .00 1m.oo 1 14:3S:S3 STCHR Sl 1061.00 1061.00 11:! 1061.00 1061.00 11:! 1061.00 1061.00 11:! 1825.00 1.210 262.92 .52 263. 15 1.220 262.65 .00 262.80 1.220 263.12 .47 263.32 * 1.230 265.25 .00 265.27 * 1.230 265.26 .01 265.32 1.240 265.27 .00 265.28 1.240 265.29 .03 265.35 * 1.360 265.35 .00 266.23 * 1.360 266.40 1.05 267.19 * 1.390 265.98 .oo 266.52 1.390 266.82 .84 267.43 1.400 265.98 .oo 266.52 1.400 266.82 .83 267.43 1.410 266.20 .oo 266.67 1.410 266.99 .79 267.57 29NOV95 14:35:52 SECNO C\ISEL DIFIC\IS EG 1.520 268.14 .oo 268.55 1.520 268.95 .82 269.68 29NOV95 14:35:52 FEMA INPUT/OUTPUT FILE EXISTING CONDITIONS vs FLOODWA Y 292.05 1190.65 1199.14 110.20 350.00 615.24 1136.80 1019.83 343.37 .oo 293.82 1226.59 1158.80 114.61 350.00 1019.91 1503.16 511.73 485.11 .oo 312.66 1460. 13 900.88 138.99 350.00 1020.36 1503.46 511.33 485.22 .oo 312.95 1462.44 898.40 139.17 350.00 194.43 219.91 2261.82 18.27 .oo 60.00 .oo 2500.00 .00 60.00 231.04 279.05 2050.01 20.94 .00 60.00 .oo 2350.00 .00 60.00 231.89 281.68 2047.22 21. 10 .00 60.00 .00 2350.00 .00 60.00 244.42 319.83 2006.65 23.51 .00 60.00 .00 2350.00 .00 60.00 TOP\IIO QLOB QCH QROS PERENC 310.46 401.02 ,1711.36 237.61 .oo 60.00 36.10 2279.95 33.95 60.00 SUMMARY OF ERRORS AND SPECIAL NOTES \IARNING SECNO= .no PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE CAUTION SECNO= 1.230 PROFILE= 1 HYDRAULIC JUMP D.S. \IARNING SECNO= 1.230 PROFILE• 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE CAUTION SECNO= 1.230 PROFILE= 2 HYDRAULIC JUMP D.S. \IARNING SECNO= 1.230 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE \IARNING SECNO= 1.360 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE \IARNING SECNO= 1.360 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE \IARNING SECNO= 1.390 PROFILE= CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE 29NOV95 14:35:52 Floodway width sUllll8ry: BEE CREEK -TRIBUTAR Profile No. 2 1 1500.00 1777.00 1825.00 185 ( .00 1777.00 1825.00 1500.00 1777.00 1825.00 185 ( .00 1777.00 1825.00 1500.00 1777.00 1825.00 185 ! .00 1777.00 1825.00 1500.00 1777 .00 1825.00 185 1 .00 1551.00 1611.00 1551.00 1551.00 1611.00 161 .oo 1551.00 1611.00 1551.00 1551.00 1611.00 161 .oo 1551.00 1611.00 1551.00 1551.00 1611.00 161 .00 1551.00 1611.00 1551.00 1551.00 1611.00 161 PAGE 14 STEN CL STCHL STCHR ST .00 1286.00 1335.00 1280.00 1286.00 1335.00 134 PAGE 15 PAGE 16 Left Section Elevation Top Encroach Nurbcr Increase "idth Station FEMA INPUT/OUTPUT FILE EXISTING CONDITIONS vs FLOODWA Y Left Sta Right Sta Distance Distance Right From Center From Encroach Center Station Center Station --------------------------------------------------------------------------------.640 .oo 255.00 875.00 175.50 1050.50 79.50 1130.00 .no .94 255.00 875.00 175.50 1050.50 79.50 1130.00 .910 .98 265.00 870.00 180.50 1050.50 84.50 1135.00 1.210 .52 350.00 1500.00 301.00 1801.00 49.00 1850.00 1.220 .47 350.00 1500.00 301.00 1801.00 49.00 1850.00 1.230 .01 350.00 1500.00 301.00 1801.00 49.00 1850.00 1.240 .03 350.00 1500.00 301.00 1801.00 49.00 1850.00 1.360 1.05 60.00 1551.00 30.00 1581.00 30.00 1611.00 1.390 .84 60.00 1551.00 30.00 1581.00 30.00 1611.00 1.400 .83 60.00 1551.00 30.00 1581.00 30.00 1611.00 1.410 .79 60.00 1551.00 30.00 1581.00 30.00 1611.00 1.520 .82 60.00 1280.00 30.50 1310.50 29.50 1340.00 29NOV95 14:35:52 FLOOOIJAY DATA, BEE CREEK -TRIBUTAR PROFILE NO. 2 FLOODIJAY -------"ATER SURFACE ELEVATION STATION \llDTH SECTION MEAN lillTH "ITHOUT DIFFERENCE AREA VELOCITY FLOODIJAY FLOODIJAY • 640 255 • 740. 3.7 251.8 251.8 .o . no 255 • 945. 2.9 254.1 253.2 .9 • 910 265 • 1039. 2.6 257.4 256.4 1.0 · 1.210 350. 859. 2.9 262.9 262.4 .5 1.220 . 350. 918 • 2.7 263.1 262.6 .5 1.230 350. 1567. 1.6 265.3 265.3 .o 1.240 350. 1577. 1.6 265.3 265.3 .0 1.360 60. 350. 7.1 266.4 265.4 1.0 1.390 60. 375. 6.3 266.8 266.0 .8 1.400 60. 375. 6.3 266.8 266.0 .8 1.410 60. 386. 6.1 267.0 266.2 .8 1.520 60. 368. 6.4 268.9 268.1 .8 1 PAGE 17 APPENDIX4a ORIGINAL FEMA DATA , I ••t '''•••••••••••••••••••••.••••••••••'••••••••••· l .~cz RELEASE D•TFO hOV 76 u~o·r~~ &J5 ,~,, ·-e~•~• ~,~~; 01 ,az ~Ollf1C4TION • 50,5115P,5l tel ""Dl'IC•' f(l"l!I rcio CALC 0 1 ~· pq~. r.e ·'. ;• >t ll '. 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DD .... 1•tt.o UJ.41 s.o• 11,0,IQ ___ l>O·OI ~11G UU1U Hl:ll .i:O APPENDIXS POST DEVELOPMENT INPUT I OUTPUT FILE POST DEVELOPMENT INPUT/OUTPUT FILE PROPOSED CONDITIONS vs FLOODWAY i~******************************************* HEC-2 MATER SURFACE PROFILES * Version 4.6.2; May 1991 * * * RUN DATE 14DEC95 TIME 14:23:17 * •******************************************* 14DEC95 14:23:17 ·••********************************** HEC-2 MATER SURFACE PROFILES 4.6.2; May 1991 ************************************ COLLEGE STATION FLOOO INSURANCE STUDY x x xxxxxxx x x x x x x x x xxxxxxx xx xx x x x x x x x x x x x xxxxxxx FLOOOMAY DETERMINATION -METHOD 1 -FLOOD PLAIN RUN BEE CREEK -TRIBUTARY A xxxxx x x xxxxx 1 !CHECK INQ NINV IDIR STRT METRIC HVINS 4 2 NPROF IPLOT PRFVS XSECV XSECH FN AL LDC VARIABLE CODES FOR SUMMARY PRINTOUT 110 115 200 7 1700 2250 2750 3500 2750 0.08 .08 ~OS 0.1 .3 9.1 .64 16 1040 1061 260 590 258 640 256 720 253.9 1040 253.2 1044.S 248.4 1046.5 253.5 1061 253.5 1100 254 1210 260 1500 9.1 0.72 17 1040 1061 420 420 259.4 590 258.9 640 258.6 no 250.6 1000 250.9 1040 250.2 1044.5 246.1 1053 . 250.5 1061 250.5 1100 255 1360 · 257 1500 *************************************** * U.S. ARMY CORPS OF ENGINEERS * * HYDROLOGIC ENGINEERING CENTER * * 609 SECOND STREET, SUITED * * DAVIS, CALIFORNIA 95616-4687 * * (916) 756-1104 * *************************************** xxxxx x x x xxxxx xxxxx x x xxxxxxx PAGE THIS RUN EXECUTED 14DEC95 14:23:17 Q MSEL FQ 251.84 IBM CHNIR !TRACE 2750 2750 875 1130 -4.5 254 785 253.6 1000 248.4 1050 249.1 1053 256 1290 258 1360 875 1130 420 253.6 785 252.8 800 245.4 1046.S 245.4 1050 251 1210 253 1290 POST DEVELOPMENT INPUT/OUTPUT FILE PROPOSED CONDITIONS vs FLOODWAY ET 9.1 870 1135 X1 0.91 16 1040 1061 1000 1000 1000 GR 260 590 258 640 256 720 254 785 253.6 1000 GR 253.9 1040 253.2 1044.5 248.4 1046.5 248.4 1050 249.1 1053 GR 253.5 1061 253.S 1100 2S4 1210 2S6 1290 2S8 1360 GR 260 1SOO 1 14DEC95 14:23:17 PAGE 2 QT 7 1600 2150 2500 3150 2SOO 2SOO 2SOO ET 9.1 1SOO 18SO X1 1.21 19 1m 182S 1720 20SO 173S GR 265.4 1000 263.9 1100 262.8 1200 262.7 1300 261.6 1400 GR 260.9 1SOO 260 1600 260.1 1700 269.S 1m 258.1 1784 GR 257.9 1790 2S4.6 179S 254.9 1798 2SS.9 1801 260.2 182S GR 261 18S2 260.4 1900 263.2 2000 266.3 2100 ET 9.1 1SOO 18SO X1 1.22 so so so X3 SB 1.2S 1.SS 2.7 19.1 1.4 138 2S4.9 2S4.9 ET 9.1 1SOO 18SO X1 1.23 60 60 60 X2 262.7 264.S X3 BT 7 1000 266.72 0 1200 264.7 0 1300 264.5 0 BT 1700 264.S 0 1900 26S.13 0 2000 26S.96 0 2100 BT 267.75 0 0 0 0 0 0 0 0 0 ET 0 0 9.1 1SOO 18SO X1 1.24 so 50 so ET 9.1 15S1 1611 X1 1.36 14 1SS1 1611 1109 1109 1109 X3 10 264 264 GR 272.S 1000 270 1170 264 1500 264 1SS1 261.1 1SS7 GR 260.4 1S69 2S7.8 1S72 257.8 1S78 2S7.8 1S84 262.9 1600 GR 263. 15 1611 28S.2 1700 270 1940 273 -2100 QT 7 15SO 2050 23SO 2900 2350 2350 2350 NC 0.08 0.08 .04 ET 9.1 15S1 1611 X1 1.39 50 so 50 X3 10 264 264 SB 1.25 1.SS 2.7 39.3 3 210 2S7 2S7 ET 9.1 15S1 1611 X1 1.4 SS S5 S5 X2 263 264.2 X3 10 264 264 BT 6 1000 271.8S 0 1300 267.24 0 1SOO 264.9 0 BT 1S63 264.3 0 1604 264.23 0 1700 26S 0 14DEC95 14:23:17 PAGE 3 ET 9.1 1551 1611 X1 1.41 so 50 so X3 10 264 264 0 1 POST DEVELOPMENT INPUT/OUTPUT FILE PROPOSED CONDITIONS vs FLOODWAY ET X1 1.52 17 1286 1335 636 GR 270.45 1000 270.21 1014 269.4 GR 261.8 1300 259.9 1304 260 GR 266.9 1400 287.45 1481.5 267.65 GR 273.61 1800 275.57 1900 140EC95 14:23:17 SECNO DEPTH C\ISEL CRllJS IJSELK EG Q QLOB QCH QROB ALOB ACH TIME VLOB VCH VROB XNL XNCH SLOPE XLOBL XLCH XLOBR ITRIAL IDC *PROF 1 CCHV= .100 CEHV= .300 *SECNO .640 .640 7.94 251.84 .oo 251.84 251 .94 2750.0 1339.0 506_9 904.1 739. 1 114.5 .OD 1.81 4.43 1. 79 .080 .050 .002989 o. o. 0. 0 0 *SECNO .no .no 7.98 253.38 _oo .oo 253.56 2750.0 886.3 663.0 1200.7 443.7 115.3 .04 2.00 5.75 2.34 .080 .050 .004996 420. 420. 420. 2 0 *SECNO .910 3302 IJARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, .910 8.21 256.61 .00 .OD 256.68 2750.0 1361.6 464.6 923.7 833.8 120.4 .18 1.63 3.86 1.61 .080 .050 • 002125 1000 • 1000. 1000. 3 0 *SECNO 1.210 3265 DIVIDED FLOW 3302 IJARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, 1.210 7.60 262.20 2500.0 1019.7 1190.5 .31 1.96 5.88 • 005636 1no. 1735 • *SECNO 1.220 14DEC95 14:23: 17 SECNO DEPTH C\ISEL Q QLOB QCH TIME VLOB VCH SLOPE XLOBL XLCH 3265 DIVIDED FLOW 1.220 2500.0 .31 7.94 1111.8 1. 71 262.54 1056.4 4.86 .oo 289.7 1.67 2050. CRllJS QROB VROB XLOBR .DO 331.8 1.49 .OD 520. 1 .080 3 IJSELK ALOB XNL ITRIAL .OD 652.1 .080 262.49 202.5 .050 0 EG ACH XNCH !DC 262.n 217.3 .050 9.1 686 1100 1308 1500 HV AROB XNR ICONT .10 504.9 .080 0 .18 513.9 .080 0 KRATIO = •.07 573.5 .080 0 ICRATIO = .28 173.3 .080 0 HV AROB XNR !CONT .18 222.7 .080 736 266.1 260. 1 268.77 HL VOL IJTN CORAR .00 .0 .ooo .OD 1.60 11.7 .ODO .OD 1.53 3. 11 41.6 .000 .oo .56 5.74 92.3 .000 .00 HL VOL IJTN CORAR .22 93.4 .000 1200 1312 1600 OLOSS TIJA ELMIN TOPYID .00 .0 243.90 595.50 .03 5.3 245.40 514.03 .01 18.3 248.40 616.44 .06 42.9 254.60 554.78 CLOSS TIJA ELMIN TOPIJID .01 43.6 254.60 1280 265.4 264.9 271.18 L-BANK ELEV R-BANIC ELEV SSTA END ST 249.40 249.00 706.40 1301.90 250 .90 250.50 789.18 1303.21 253.90 253.50 695.23 1311.67 269.50 260.20 1345.30 1964.35 L-BANIC ELEV R-BANK ELEV SSTA END ST 269.50 260.20 1314.43 1340 1286 1335 1700 PAGE 4 PAGE 5 • 003S46 so . so. so. 2 0 0 .00 600.n 1976.47 SPECIAL BRIDGE S227 00\JNSTREAM ELEV IS 261.46 I NOT 262.S4 HYDRAULIC JUMP OCCURS DOWNSTREAM CIF LOW FLOW CONTROLS) SB XIC XICOR COFQ ROLEN B\IC BWP BAR EA SS EL CHU ELCHO 1.2S 1.SS 2.70 .DO 19.10 1.40 138.00 .00 2S4.90 2S4.90 *SECNO 1.230 326S DIVIDED FL°" 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 4.12 PRESSURE AND \IEIR FLOW, Weir Submergence Based on TRAPEZOIDAL Shape EGPRS EGL\IC H3 Q\IEIR QPR BARE A TRAPEZOID ELLC ELTRD \IEIRLN AREA 270.44 266.10 . oo 103S • 1466. 138. 138. 262.70 264.SO no. 1.230 10.64 26S.24 .oo .oo 26S.26 .01 2.S4 .00 269.SO 2SOO.O 1S02.3 S12.8 484.8 2319.4 338.0 756.7 96.6 44.7 260.20 .33 .6S 1.S2 .64 .080 .oso .080 .000 2S4.60 1010.00 .000209 60. 60. 60. 1 0 6 .00 1018.71 2066.13 *SECNO 1.240 326S DIVIDED FL°" 1.240 10.6S 26S.25 .oo .00 265.27 .01 .01 .00 269.50 2500.0 1502.7 512.4 484.9 2322.5 338.2 757.8 100.5 4S.9 260.20 .35 .65 1.51 .64 .080 .oso .080 .ODO 2S4.60 1009.n .000208 so. so. so. 2 0 0 .00 1019.16 2066.27 14DEC95 14:23: 17 PAGE 6 SECNO DEPTH C\ISEL CRIWS WSELIC EG HV HL CLOSS L·BANK ELEV Q QLOB QCH QROB ALOB ACH AROB VOL T!JA R·BANK ELEV TIME VLOB VCH VROB XNL XNCH XNR WTN ELM IN SSTA SLOPE XLOBL XLCH XLOBR ITRI AL IDC I CONT CORAR . TOP\./ID END ST *SECNO 1.360 3301 HV CHANGED MORE THAN HVINS 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .1S 1.360 7.54 265.34 .00 .00 266.23 .88 .70 .26 264.00 2500.0 218.0 2263.9 18. 1 118.5 286.7 9.7 149.3 61.3 263. lS .39 1.84 7.90 1.86 .080 .050 .080 .000 257.80 1425.95 • 009250 1109. 1109. 1109 • 2 0 0 .00 ; 193.91 1619.87 *SECNO 1.390 3302 \./ARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 1.59 1.390 8.17 265.97 .OD .00 266.52 .5S .26 .03 264.00 2350.0 278.6 2050.5 20.9 207.6 324.3 16.1 149.8 61.6 263.15 .39 1.34 6.32 1.30 .080 .040 .080 .000 257.80 1391.51 .003222 50. 50. 50. 3 0 0 .00 230.88 1622.39 POST DEVELOPMENT INPUT/OUTPUT FILE PROPOSED CONDITIONS vs FLOODWAY SPECIAL BRIDGE SB XK XKOR COFQ ROLEN ewe BWP BAR EA SS EL CHU ELCHO 1.25 1.55 2.70 .oo 39.30 3.00 210.00 .00 257.00 257.00 *SECNO 1.400 6870 D.S. ENERGY OF 266.52 IS HIGHER THAN COMPUTED ENERGY OF 266.35 PRESSURE AND \IEIR FLOIJ, Weir Submergence Based on TRAPEZOIDAL Shape · EGPRS EGUJC H3 Q\IEIR QPR BAR EA TRAPEZOID ELLC ELTRO WEIRLN AREA 268.99 266.65 • 13 1516. 830. 210 • 218. 263.00 264.20 324. 1.400 8.18 265.98 .oo .00 266.52 .54 .00 .00 264.00 2350.0 281.2 2047.7 21 .1 210.0 325.2 16.2 150.5 61.9 263.15 .40 1.34 6.30 1.30 .080 .040 .080 .ooo 257.80 1390.70 • 003184 55. 55 • 55. 2 0 4 .oo 231.75 1622.45 14DEC95 14:23:17 PAGE 7 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL CLOSS L·BANK ELEV Q QLOB QCH QROB ALOB ACH AROB VOL TWA R·BANK ELEV TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRI AL IDC I.CONT CORAR TOPWID END ST *SECNO 1.410 1.410 8.40 266.20 .oo .00 266.67 .47 .15 .01 264.00 2350.0 319.5 2007.0 23.5 245.3 337.9 18.8 151.2 62.1 263.15 .40 1.30 5.94 1.25 .080 .040 ,.080 .000 257.80 1379.00 .002690 50. so. so . 2 0 0 .00 244.31 1623.31 *SECNO 1.520 3265 DIVIDED FLOIJ 1.520 8.24 268 .14 .oo .oo 268.55 .41 1.87 .01 265.40 2350.0 401.0 1711.3 237.6 268 .0 287.4 159.0 161.6 66.4 264.90 .44 1.50 5.96 1.49 .080 .040 .080 .000 259.90 1138.30 • 002521 636. 736. 686 • 2 0 0 .00 "310.46 1543.41 PAGE 8 T1 FLOCX>WAY DETERMINATION • FLOCX>WAY RUN T3 BEE CREEK TRIBUTARY A J1 I CHECK INQ NINV IDIR STRT METRIC HVINS Q WSEL FQ 6 251.84 J2 NPROF IPLOT PRFVS XSECV XSECH FN AL LDC IBW CHNIH !TRACE 2 14DEC95 14:23:17 PAGE 9 SECNO DEPTH CWSEL CRIWS WSELK EG HV . HL CLOSS L·BANK ELEV Q QLOB QCH QROB ALOB ACH AROB VOL TWA R·BANK ELEV TIME VLOB VCH VROB XNL XNCH XNR WTN ELM IN SSTA SLOPE XLOBL XLCH XLOBR ITRI AL !DC ICONT CORAR TOPWID END ST POST DEVELOPMENT INPUT/OUTPUT FILE PROPOSED CONDITIONS vs FLOODWAY *PROF 2 0 CCHV= .100 CEHV= .300 *SECNO .640 3280 CROSS SECTION .64 EXTENDED .84 FEET 3470 ENCROACHMENT STATIONS= 875.0 1130.0 TYPE= 1 TARGET= 255.000 .640 7.94 251.84 .oo 251.84 252.18 .34 .00 .oo 249.40 2750.0 1321.9 813.6 614.5 431.6 114.5 193.9 .0 .0 249.00 .oo 3.06 7.10 3.17 .080 .050 .080 .000 243.90 875.00 • 007698 o • o. o. 0 0 0 .00 255.00 1130.00 *SECNO .720 3470 ENCROACHMENT STATIONS= 875.0 1130.0 TYPE= 1 TARGET= 255.000 .720 8.86 254.26 .00 253.38 254.47 .22 2.28 .01 250.90 2750.0 1277.9 764.3 707.8 511.5 133.8 257.2 7.9 2.5 250.50 .03 2.50 5.71 2.75 .080 .050 .080 .000 245.40 875.00 • 004046 420 • 420. 420. 3 0 0 .00 255.00 1130.00 *SECNO .910 3470 ENCROACHMENT STATIONS= 870.0 1135.0 TYPE= 1 TARGET= 265.000 .910 9.10 257.50 .oo 256.61 257.64 • 14 3.16 .01 253.90 2750.0 1437.4 645.3 667.3 642.1 139.0 293.6 30.6 8.4 253.50 .13 2.24 4.64 2.27 .080 .050 .080 .000 248.40 870.00 • 002540 1000 • 1000. 1000. 4 0 0 .oo 265.00 1135.00 *SECNO 1.210 3265 DIVIDED FLOW 3470 ENCROACHMENT STATIONS= 1500.0 1850.0 TYPE= 1 TARGET= 350.000 1.210 8.26 262.86 .00 262.20 263. 10 r24 5.42 .03 269.50 2500.0 1178.9 1212.3 108.7 552.7 231.2 57.2 69.8 19.8 260.20 .27 2.13 5.24 1.90 .080 .050 .080 .000 254.60 1500.00 .003840 1720. 1735. . 2050. 3 0 0 .oo 291.51 1850.00 14DEC95 14:23:17 PAGE 10 SECNO DEPTH C\ISEL CRUIS IJSELIC EG HV HL CLOSS L·BANIC ELEV Q QLOB QCH QROB ALOB ACH AROB VOL TllA R·BANIC ELEV TIME VLOB VCH VROB XNL XNCH XNR llTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPlllD _ ENDST *SECNO 1.220 3265 DIVIDED FLOW 3470 ENCROACHMENT STATIONS= 1500.0 1850.0 TYPE= 1 TARGET= 350.000 1.220 8.47 263.07 .oo 262.54 263.28 .20 .17 .00 269.50 2500.0 1218. 1 1168.3 113.6 600.4 240.6 62.5 70.8 20.1 260.20 .27 2.03 4.86 1.82 .080 .050 .080 .000 254.60 1500.00 • 003145 50. 50 • 50. 2 0 0 .oo 293.39 1850.00 POST DEVELOPMENT INPUT/OUTPUT FILE PROPOSED CONDITIONS vs FLOODWAY SPEC IAL BRIDGE 5227 DOIJNSTREAM ELEV IS 261.46 I NOT 263.07 HYDRAULIC JUMP OCCURS DOIJNSTREAM (IF LOIJ FLO\.I CONTROLS) SB XK XKOR COFQ ROLEN BIJC BIJP BAREA SS EL CHU ELCHO 1.25 1.SS 2.70 .OD 19.10 1.40 138 .00 .00 254 .90 254.90 *SECNO 1.230 3265 DIVIDED FLO\I 33D2 WARNING: CONVEYANCE CHANGE OUTSIDE Of ACCEPTABLE RANGE , KRATIO = 2.21 PRESSURE AND IJEIR FLO\I, IJeir Subnergence Based on TRAPEZOIDAL Shape EGPRS EGLIJC H3 QIJEIR QPR BAR EA TRAPEZOID ELLC ELTRD WElRLN AREA 270.97 266.12 . oo 1169 • 1331. 138. 138. 262.70 264.50 782. 3470 ENCROACHMENT STATIONS= 1SOO.O 1850.0 TYPE= TARGET= 350.000 1.230 10.6S 26S.25 .00 265.24 265.31 .06 2.04 .00 269.50 2500.0 1459.7 901.3 139.0 1109.8 338 .3 117 .1 72.5 20.6 260.20 .28 1.32 2.66 1.19 .080 .050 .080 .coo 254.60 1500.00 .000644 60. 60 . 60 . 2 0 6 .DO 312.62 1850.00 *SECNO 1.240 1 14DEC95 14:23:17 PAGE 11 SECNO DEPTH C\JSEL CRlWS WSELK EG HV HL OLOSS L-BANK ELEV Q QLOB QCH QROB ALOB ACH AROB VOL TIJA R-BANK ELEV TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL lDC [CONT CORAR TOPWID END ST 3265 DIVIDED FLO\I 3470 ENCROACHMENT STATIONS= 1SOO.O 1850.0 TYPE= 1 TARGET= 350.000 1.240 10.69 265.29 .oo 265.25 265.34 .06 .03 .00 269.50 2500.0 1462.1 898.8 139.1 1117. 7 339.8 117.9 74.3 20.9 260.20 .29 1.31 2.65 1.18 .080 .050 .080 .000 254.60 1500.00 .000632 so . so. so. 2 0 0 .00 312 .91 1850.00 *SECNO 1.360 3301 HV CHANGED MORE THAN HVINS 3302 IJARNlNG: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .31 3470 ENCROACHMENT STATIONS= 1551.0 1611.0 TYPE= 1 TARGET= 60 .000 1.360 8.60 266.40 .oo 265.34 267.19 .79 1.63 .22 264.00 2SOO.O .o 2SOO.O .o .o 350.2 .0 98.8 25.7 100000.00 .33 .00 7 .14 .oo .ODO .050 .coo .ODO 257 .80 1S51.00 • 006498 1109. 1109. 1109 • 2 0 0 .00 60 .00 1611.00 *SECNO 1.390 3470 ENCROACHMENT STATIONS= 15S1.0 1611.0 TYPE= 1 TARGET= 60.000 1.390 9.01 266.81 .00 265.97 267.42 .61 .21 .02 264.00 2350.0 .o 23SO.O .o .0 374.9 .0 99.3 25.7 100000.00 .33 .00 6.27 .• 00 .ODO .040 .000 .000 257.80 15S1.00 .002976 so. 50. so . 2 0 0 .OD 60.00 1611. 00 POST DEVELOPMENT INPUT/OUTPUT FILE PROPOSED CONDITIONS vs FLOODWAY SPECIAL BRIDGE SB XIC XKOR COFQ ROLEN B\.IC B\JP BAR EA SS EL CHU ELCHO 1.25 1.SS 2.70 .oo 39.30 3.00 210.00 .oo 2S7.00 2S7.00 *SECNO 1.400 1 14DEC95 14:23: 17 PAGE 12 SEC NO DEPTH C\JSEL CRl\.IS \.ISELIC EG HV HL CLOSS L·BANK ELEV Q QLOB QCH QROB ALOB ACH AROB VOL T\.IA R·BANK ELEV TIME VLOB VCH VROB XNL XNCH XNR \.ITN ELMIN SSTA SLOPE XLOBL XLCH XLOBR !TRIAL IDC ICONT CORAR TOP\.llD END ST 6870 D.S. ENERGY OF 267.42 IS HIGHER THAN COMPUTED ENERGY OF 266.92 PRESSURE AND \lEIR FLO\I, Meir Submergence Based on TRAPEZOIDAL Shape EGPRS ECL\.IC H3 Q\.IEIR QPR BAR EA TRAPEZOID ELLC ELTRD \.IEIRLN AREA 269.83 267.S7 • 15 1929 • 444. 210. 218. 263.00 264.20 373. 3470 ENCROACHMENT STATIONS: 1SS1.0 1611.0 TYPE: 1 TARGET: 60.000 1.400 9.01 266.81 .00 26S.98 267.42 .61 .oo .00 264.00 23SO.O .0 23SO.O .0 .0 374.8 .0 99.7 2S.8 100000.00 .34 .oo 6.27 .oo .000 .040 .000 .ooo 2S7.80 1S51.00 .002978 SS. SS. SS. 2 0 s .00 60.00 1611.00 *SECNO 1.410 . 3470 ENCROACHMENT STATIONS: 1SS1.0 1611.0 TYPE: 1 TARGET: 60.000 1.410 9.19 266.99 .oo 266.20 267.S7 .S8 .14 .oo 264.00 23SO.O .o 23SO.O .o .o 38S.6 .o 100.2 2S.9 100000.00 .34 .OD 6.09 .00 .ODO .040 .000 .DOD 2S7.80 1SS1.00 • 002n9 so. so . so. 2 0 'O .oo 60.00 1611.00 *SECNO 1.S20 3470 ENCROACHMENT STATIONS: 1280.0 1340.0 TYPE: 1 TARGET: 60.000 1.S20 9.0S 268.9S .00 268.14 269.68 .73 2.07 .OS 26S.40 23SO.O 36.1 2280.0 33.9 21.2 327.3 19.9 106.S 26.9 264.90 .37 1.71 6.97 1.71 .080 .040 .080 .000 2S9.90 1280.00 .002899 636. 736. 686. 0 0 0 .00 60.00 1340.00 THIS RUN EXECUTED 14DEC9S 14:23:18 ************************************* HEC-2 \JATER SURFACE PROFILES Version 4.6.2; May 1991 ************************************* NOTE · ASTERISK (*) AT LEFT OF CROSS-SECTION NUMBER INDICATES MESSAGE IN SUMMARY OF ERRORS LIST POST DEVELOPMENT INPUT/OUTPUT FILE PROPOSED CONDITIONS vs FLOODWA Y BEE CREEK • TRIBUTAR Y PRINTOUT TABLE 110 SECNO C\ISEL DIFIC\IS EG TOPIJID QLOB QCH QROB PERENC ST ENCL STCHL STCHR STEN CR .640 251.84 .00 251.94 595.50 1338.96 506.93 904.11 .00 .oo 1040.00 1061.00 .DO .640 251.84 .oo 252.18 255.00 1321.90 813.61 614.49 255 .00 875.00 1040.00 1061.00 1130 .00 .no 253.38 .oo 253.56 514.03 886.31 662.95 1200.73 .oo .00 1040.00 1061.00 ·.00 .no 254.26 .88 254.47 255.00 1277.93 764.28 707.79 255.00 875.00 1040.00 1061.00 1130.00 .910 256.61 .oo 256.68 616.44 1361.64 464.61 923.75 .00 .oo 1040.00 1061.00 .00 .910 257.50 .89 257.64 265.00 1437.41 645.29 667.30 265.00 870.00 1040.00 1061.00 1135.00 1.210 262.20 .oo 262.49 554.78 1019.74 1190.53 289.73 .00 .00 1777.00 1825.00 .oo 1.210 262.86 .65 263. 10 291.51 1178.93 1212.33 108.75 350.00 1500.00 1777.00 1825.00 1850.00 1.220 262.54 .oo 262.n 600.77 1111.79 1056.38 331.83 .00 .oo 1777.00 1825.00 .00 1.220 263.07 .53 263.28 293.39 1218.13 1168.29 113.58 350.00 1500.00 1777.00 1825.00 1850.00 1.230 265.24 .oo 265.26 1018.71 1502.35 512.82 484.83 .00 .00 1777.00 1825.00 .00 1.230 265.25 .01 265.31 312.62 1459.75 901.29 138.96 350.00 1500.00 1777.00 1825.00 1850.00 1.240 265.25 .oo 265.27 1019.16 1502.65 512.41 484.94 .00 .00 1777.00 1825.00 .00 1.240 265.29 .03 265.34 312.91 1462.07 898.79 139. 14 350.00 1500.00 1777.00 1825.00 1850.00 1.360 265.34 .00 266.23 193.91 217.96 2263,89 18.15 .00 .oo 1551.00 1611.00 .00 1.360 266.40 1.06 267.19 60.00 .00 2500.00 .00 60.00 1551.00 1551.00 1611.00 1611.00 1.390 265.97 .00 266.52 230.88 278.58 2050.51 20.91 .oo .00 1551.00 1611.00 .00 1.390 266.81 .84 267.42 60.00 .00 2350.00 .00 60.00 1551.00 1551.00 1611.00 1611.00 1.400 265.98 .oo 266.52 231. 75 281.24 2047.68 21.08 .00 .00 1551.00 1611.00 .oo 1.400 266.81 .84 267.42 60.00 .oo 2350.00 .00 60.00 1551.00 1551.00 1611.00 1611.00 1.410 266.20 .oo 266.67 244.31 319 .48 2007.03 23.49 .oo .00 1551.00 1611.00 .00 1.410 266.99 .79 267.57 60.00 .oo 2350.00 .00 60.00 1551.00 1551.00 1611.00 1611.00 14DEC95 14:23: 17 PAGE 14 SECNO C\ISEL DI FICUS EG TOPIJID QLOB QCH QROB PERENC STENCL STCHL STCHR STEN CR 1.520 268. 14 .oo 268.55 310.46 401.03 1711.35 237.62 .00 .oo 1286.00 1335.00 .OD 1.520 268.95 .82 269.68 60.00 36.10 2279.95 33.95 60.00 1280.00 1286.00 1335.00 1340.00 14DEC95 14:23:17 PAGE 15 .910 PROFILE= CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE 1.210 PROFILE= CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE 1.230 PROFILE= 1 HYDRAULIC JUMP D.S. 1.230 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE .ACCEPTABLE RANGE 1.230 PROFILE= 2 HYDRAULIC JUMP D.S. 1.230 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE 1.360 PROFILE• 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE 1.360 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE 1.390 PROFILE= 1 ·CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE 14DEC95 14:23: 17 PAGE 16 POST DEVELOPMENT INPUT/OUTPUT FILE PROPOSED CONDITIONS vs FLOODWAY Floodway width sunnary: BEE CREEK -TRJBUTAR Profile No. 2 Section Elevation Nui*>er Increase Top Midth Left Sta Left Distance Encroach From Station Center Right Sta Distance Center From Station Center Right Encroach Station --------------------------------------------------------------------------------.640 .oo 255.00 875.00 175.50 1050.50 79.50 1130 .00 .no .88 255.00 875.00 175 .so 1050.50 79.50 1130.00 .910 .89 265.00 870.00 180.50 1050.50 84.50 1135.00 1.210 .65 350.00 1500.00 301.00 1801.00 49.00 1850.00 1.220 .53 350.00 1500.00 301.00 1801.00 49.00 1850.00 1.230 .01 350.00 1500.00 301.00 1801.00 49.00 1850.00 1.240 .03 350.00 1500.00 301.00 1801.00 49 .00 1850.00 1.360 1.06 60.00 1551.00 30.00 1581.00 30.00 1611.00 1.390 .84 60.00 1551.00 30.00 1581.00 30.00 1611.00 1.400 .84 60.00 1551.00 30.00 1581.00 30.00 1611.00 1.410 .79 60.00 1551.00 30.00 1581.00 30.00 1611.00 1.520 .82 60.00 1280.00 30.50 1310.50 29.50 1340.00 14DEC95 14:23:17 FLOOOl.IAY DATA, BEE CREEK -TRIBUTAR PROFILE NO. 2 FLOOOl.IAY -·-···· MATER SURFACE ELEVATl0N STATION MIDTH SECTION MEAN MITH MIT HOUT DIFFERENCE AREA VELOCITY FLOOOl.IAY FLOOOl.IAY • 640 255. 740 • 3.7 251.8 251.8 .o . no 255 • 902. 3.0 254.3 253.4 .9 • 910 265 • 1075. 2.6 257.5 256.6 .9 1.210 350. 841. 3.0 262.9 262.2 .7 1.220 350. 903. 2.8 263.0 262.5 .s 1.230 350. 1565. 1.6 265.2 265.2 .o 1.240 350. 1575. 1.6 265.3 265.3 .o ' 1.360 60. 350. 7.1 266.4 265.3 1.1 1.390 60. 375. 6.3 266.8 266.0 .8 1.400 60. 375. 6.3 266.8 266.0 .8 1.410 60. 386. 6.1 267.0 266.2 .8 1.520 60. 368. 6.4 268.9 268.1 .8 PAGE 17 POST DEVELOPMENT SUMMARY TABLES PROPOSED CONDITIONS vs FLOODWAY •-----------------------------------* S U M P 0 Interactive SlJllll8ry Printout for MS/PC-DOS micro c°"""'ters May 1991 *-----------------------------------* NOTE -Asterisk (*) at left of profile nunber indicates message in sU1111ary of errors list BEE CREEK -TRIBUTAR SU1111ary Printout SEC NO DIF\JSX HV HL SSTA END ST TOP\JID ELHIN .64 .DO .10 .00 706.40 1301.90 595.50 243.90 .64 .oo .34 .00 875.00 1130.00 255.00 243.90 .n 1.54 .18 1.60 789.18 '1303.21 514.03 245.40 .72 2.42 .22 2.28 875.00 1130.00 255.00 245.40 * .91 3.23 .07 3.11 695.23 1311.67 616.44 248.40 .91 3.25 .14 3.16 870.00 1135.00 265.00 248.40 * 1.21 5.59 .28 5.74 1345.30 1964.35 554.78 254.60 1.21 5.35 .24 5.42 1500.00 1850.00 291.51 254.60 1.22 .34 .18 .22 1314.43 1976.47 600.n 254.60 1.22 .22 .20 .17 1500.00 185,0.00 293.39 254.60 * 1.23 2.70 .01 2.54 1010.00 2066.13 1018.71 254.60 * 1.23 2.18 .06 2.04 1500.00 1850.00 312.62 254.60 1.24 .01 .01 .01 1009.n 2066.27 1019.16 254.60 1.24 .03 .06 .03 1500.00 1850.00 312. 91 . 254.60 * 1.36 .09 .88 .70 1425.95 1619.87 193.91 257.80 * 1.36 1.11 .79 1.63 1551.00 1611.00 60.00 257.80 * 1.39 .63 .SS .26 1391.51 1622.39 230.88 257.80 1.39 .41 .61 .21 1551.00 1611.00 60.00 257.80 1.40 .01 .54 .00 1390.70 1622.45 231.75 257.80 1.40 .00 .61 .00 1551.00 1611.00 60.00 257.80 1.41 .22 .47 .15 1379.00 1623.31 244.31 257.80 1.41 .18 .58 .14 1551.00 1611.00 60.00 257.80 1.52 1.94 .41 1.87 1138.30 1543.41 310.46 259.90 1.52 1.96 .73 2.07 1280.00 1340.00 60.00 259.90 POST DEVELOPMENT SUMMARY TABLES PROPOSED CONDITIONS vs FLOODWAY NOTE -Asterisk (*) at left of profile nunber indicates message in sl.lllllary of errors list BEE CREEK -TRIBUTAR Sl.lllNlry Printout SECNO C\ISEL AREA Q QLOB QCH QROB QIJEIR .64 251.84 1358.51 2750.00 1338.96 506.93 904.11 .00 .64 251.84 739.99 2750.00 1321.90 813.61 614.49 .oo .72 253.38 1072.88 2750.00 886.31 662.95 1200.73 .oo .72 254.26 902.48 2750.00 12n.93 764.28 707.79 .00 * .91 256.61 1527.73 2750.00 1361.64 464 .61 923.75 .oo .91 257.50 1074.68 2750.00 1437.41 645.29 667.30 .00 * 1.21 262.20 895.90 2500.00 1019.74 1190.53 289.73 .00 1.21 262.86 841.11 2500.00 1178.93 1212.33 108.75 .00 1.22 262.54 1092.09 2500.00 1111.79 r 1056.38 331.83 .00 1.22 263.07 903.49 2500.00 1218. 13 1168.29 113.58 .oo * 1.23 265.24 3414.22 2500.00 1502.35 512.82 484.83 1034.56 * 1.23 265.25 1565.14 2500.00 1459.75 901.29 138.96 1169.39 1.24 265.25 3418.48 2500.00 1502.65 512.41 484.94 .oo 1.24 265.29 1575.41 2500.00 1462.07 898.79 139.14 .oo * 1.36 265.34 414.95 2500.00 217.96 2263.89 18.15 .00 * 1.36 266.40 350.24 2500.00 .oo 2500.00 .oo .oo * 1.39 265.97 547.95 2350.00 278.58 2050.51 20.91 .00 1.39 266.81 374.90 2350.00 .00 2350.00 .oo .00 1.40 265.98 551.36 2350.00 281.24 2047.68 21.08 1516.49 1.40 266.81 374.81 2350.00 .oo 2350.00 .00 1929.27 1.41 266.20 601.99 2350.00 319.48 2007.03 23.49 .oo 1.41 266.99 385.56 2350.00 .00 2350.00 .oo .00 1.52 268.14 714.44 2350.00 401.03 1711.35 237.62 .oo 1.52 268.95 368.36 2350.00 36.10 2279.95 33.95 .oo POST DEVELOPMENT SUMMARY TABLES PROPOSED CONDITIONS vs FLOODWAY NOTE • Asterisk (*) at left of profile ~r indicates message in surmary of errors list BEE CREEK · TRIBUTAR Surmary Printout SECNO TOP\llD VLOB VCH VROB C\ISEL Q QCH .64 595.50 1.81 4.43 1.79 251.84 2750.00 506.93 .64 255.00 3.06 7.10 3.17 251.84 2750.00 813.61 .n 514.03 2.00 5.75 2.34 253.38 2750.00 662.95 .n 255.00 2.50 5.71 2.75 254.26 2750.00 764.28 * .91 616.44 1.63 3.86 1.61 256.61 2750.00 464.61 .91 265.00 2.24 4.64 2.27 257.50 2750.00 645.29 * 1.21 554.78 1.96 5.88 1.67 262.20 2500.00 1190.53 1.21 291.51 2.13 5.24 1.90 262.86 2500.00 1212.33 1.22 600.77 1. 71 4.86 1.49 ' 262.54 2500.00 1056.38 1.22 293.39 2.03 4.86 1.82 263.07 2500.00 1168.29 * 1.23 1018.71 .65 1.52 .64 265.24 2500.00 512.82 * 1.23 312.62 1.32 2.66 1.19 265.25 2500.00 901.29 1.24 1019.16 .65 1.51 .64 '265.25 2500.00 512.41 1.24 312.91 1.31 2.65 1.18 265.29 2500.00 898.79 * 1.36 193.91 1.84 7.90 1.86 265.34 2500.00 2263.89 * 1.36 60.00 .oo 7.14 .00 266.40 2500.00 2500.00 * 1.39 230.88 1.34 6.32 . 1.30 265.97 2350.00 2050.51 1.39 60.00 .oo 6.27 .00 266.81 2350.00 2350.00 1.40 231.75 1.34 6.30 1.30 265.98 2350.00 -2047.68 1.40 60.00 .oo 6.27 .oo 266.81 2350.00 2350.00 1.41 244.31 1.30 5.94 1.25 266.20 2350.00 2007.03 1.41 60.00 .oo 6.09 .oo 266.99 2350.00 2350.00 1.52 310.46 1.50 5.96 1.49 268.14 2350.00 1711.35 1.52 60.00 1.71 6.97 1.71 268.95 2350.00 2279.95 Village @ Crystal Park TOR # 00-1f.7 Drainage Report VILLAGE@ CRYSTAL PARK Drainage Report Prepared By : Urban Design Group Crystal Park Plaza 2700 Earl Rudder Frwy S . Ste 4300 College Station , Texas 77845 (979) 696-9653 ph (979) 696-9752 fax dkeating@udgcs .com Prepared for: Scott Eidson Karbrook, Inc. Crystal Park Plaza 2700 Earl Rudder Frwy S . Ste 1000 College Station, Texas 77845 December 2000 page 1 Village @ Crystal Park Drainage Report TABLE OF CONTENTS I. Certification II. General Location and Description Ill. Drainage Basins IV. Drainage Design Criteria V . Drainage Facility Design Figure 1. Location Map Figure 2. Overall Drainage Area Map Figure 3. Existing Drainage Patterns Figure 4. Developed Drainage Patterns APPENDIX FEMA Firm Map Hydrographs Storm sewer calculations JOB # 00 -367 page 2 Village @ Crystal Park Drainage Report page 3 I. CERTIFICATION I hereby certify that this report for the drainage design of improvements for Village @ Crystal Park , was prepared by me in accordance with the provisions of the City of College Station Drainage Policy and Design Standards , for the owners thereof. / Z. I 2 c:J Registered Professional Engineer State of Texas No . 68243 JOB # 00-367 Village @ Crystal Park Drainage Report page 4 II. GENERAL LOCATION AND DESCRIPTION A. Location This development lies within the Bee Creek drainage system. The location of the project is shown on the map included in this report . Surrounding developments include the existing Crystal Park Plaza (South), State Highway 6 to the east , a vacant tract to the west , and FM 2818 to the north. This development is not located within any known overlay districts . Existing drainage systems include an existing 24" storm sewer to the east installed with the FM 2818 extension . This site drains primarily to the east into an existing culvert under State Highway 6 and will not tie into the existing 24 ". B. Description of Property The acreage of the site is 3.77 acres . The existing land cover is grassland with large trees near the flood plain (east). Fill material (select fill). No secondary systems are currently on the subject tract. The primary system ~-- includes the drainage and floodplain area east side of property . Because of \.-_.__.,iiiii&oo.....-- the proximity of the primary system, no delention i d . This concept was ·n the revious draina e study prepared by Kling Engineerioo and Surveying. 'lf-"'711; ~ ef 5.Z~ ~ ~~ L.....-~ ~~ ::+ The project consists of two office buildings with associated parking , utility, and site improvements. Ill. DRAINAGE BASINS AND SUB-BASINS A. Drainage Basins The subject tract is located in FIRM# 48041C0163D , located within the limits of the 100 year floodplain as determined by FEMA. No secondary system is on the subject tract. Secondary systems adjacent to the tract include existing storm sewer in FM 2818. No additional runoff is proposed for this system . JOB # 00-367 Village @ Crystal Park Drainage Report The proposed pathway to the primary system is via surface runoff into existing floodplain area. IV. DRAINAGE DESIGN CRITERIA page 5 We are not aware of any deviations from the requirements in the DPDS . A previous draining study and site plan was approved for this tract with a larger imperious cover (larger building) than OU} P,roposed site plan. 4~ ~ /~ /A1j~7c1-'2, "~ ~) Hydrologic Criteria The Soil Conservation Service Curve Number Procedure was used to determine the runoff rates . Curve Numbers were estimated using Table 111-4 of the DPDS. 24 hour rainfall depths were estimated using Table 111-3 of the DPDS . A minimum time of concentration of ten minutes was used in the calculations. The results (hydrographs) for the peak runoff for the pre-and post-developed areas are included in the appendix. Return periods used in the analysis include the 25 and 100 year storm events. The program used for hydrologic computations of the runoff hydrographs is Hydrocad (version 5 .11 ), a hydrologic modeling tool for civil engineers . The SCS unit hydrograph procedure is used in the hydrologic analysis . Hydraulic Criteria There are no public storm drainage systems proposed , the two proposed storm sewers are both private . Drainage inlet #1 (see attached map) drains an area of .59 acres and takes in 7.14 cfs during the 25 year storm. The pipe exiting the inlet is an 18 " RCP at a 0 .9% slope . Drainage inlet #2 (see attached map) drains an area of .66 acres and takes in 7 .74 cfs during the 25 year storm . The pipe exiting the inlet is an 18 " RCP at a 1. 7% slope . Area #3 flows directly into the tributary via sheet flow and does not need to be routed through a storm sewer. V. DRAINAGE FACILITY DESIGN JOB # 00-367 Village @ Crvstal Park Drainage Report page 6 During the construction, temporary erosion control measures include placement of silt fencing around the perimeter of the downstream end of the property to prevent erosion until permanent structures have been constructed and sufficient vegetation has been established. Conclusions The proposed discharges will be released into the existing floodplain and primary system, tributary "A" of bee creek. The site discharges before and after development are summarized below. J()"R # 00-1.67 Storm (yr) 25 100 Qexlstlng (cfs) 53.71 70.87 Qdeveloped (cfs) 60.42 78.38 1 ---------... / ,,----------... - ----;:: / / ( -"'~ \ \ /------' '--!; / /'// -----... \ \ ' ----:::-_--:::: -----./ / II/ / I \ -- ( /1 ( \ " /---------\ I \ \----... ) ----... ___,, \ \ "' ~.... ........ -..----------------1 "~, EXISTING DRAIN AGE \»' AREA MAP CRYSTAL PARK SUBDIVISION PHASE ONE -LOT 1 BLOCK 1 ./'--......_ / -------..,..._ --/ ,,,.... -........ SCA LE : 1"·100" ---// (' "1 \ \ ;; /---/ ' "---// ~ --------.. I \ , --------__, / --- /,I J I \ ---~~---- 1 I I ( I / \ z I \_ ) --.._ _ _,. \ I -..,..._ - " ~ \ '-'--' __ ~~ ~ I ~~, ~~~~~~~~~~~~ \~\ PROPOS E D DRAINAGE y I AREA MAP 1 CRYSTAL PARK SUBDIVISION PHASE ONE -LOT 1 BLOCK 1 APPENDIX HYDROGRAPHS Existing Conditions Data for Crystal Park TYPE II 24-HOUR RAINFALL= 8.80 IN Prepared by urban design group 11 Dec oo HydroCAD 5. 11 001705 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 8 EX VCP Drainage PEAK= 53.71 CFS@ 11.98 HRS, VOLUME= 3.30 AF ACRES CN SCS TR-20 METHOD 6.47 78 ·TYPE II 24-HOUR RAINFALL= 8.80 IN SPAN= 0-24 HRS, dt=.1 HRS Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 11. 6 n=.029 L=842' P2=4.5 in s=.0225 '/' SUBCATCHMENT 8 RUNOFF PEAK= 53.71 CFS@ 11.98 HOURS HOUR 0.00 . 10 .20 .30 .40 .50 .60 .70 .80 .90 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5.00 0.00 0.00 0.00 . 01 .02 .03 .04 .05 .06 .07 6.00 .08 .09 . 10 . 11 . 13 . 14 . 15 . 16 .17 . 19 7.00 .20 . 21 .22 .24 .25 .26 .28 .29 .30 .32 8.00 .33 .35 .37 .40 .42 .45 .49 .52 .55 .59 9.00 .63 .66 .69 . 71 .73 .74 . 77 .81 .86 .92 10.00 .98 1.05 1. 13 1.22 1. 31 1. 41 1.52 1.66 1 '81 1. 97 11.00 2. 15 2.36 2.67 3.05 3.45 3.94 6.08 12.54 23.29 42.84 12.00 53.20 31.43 15.49 9.97 7.57 6.05 4.99 4.41 4.06 3.77 13.00 3.51 3.26 3.08 2.92 2.78 2.63 2.50 2.38 2.28 2. 17 14.00 2.07 1.98 1.92 1.88 1.84 1.80 1. 77 1. 73 1. 70 1.66 15.00 I 1.63 1.59 1.55 1.52 1.48 1.44 1.41 1.37 1.34 1.30 16.00 1.26 1.23 1. 21 1. 19 1. 18 1.17 1. 15 1.14 1. 13 1. 12 17.00 1. 10 1.09 1.08 1.06 1.05 1.04 1.03 1.01 1.00 .99 18.00 .97 .96 .95 .93 .92 . 91 .90 .88 .87 .86 19.00 .84 .83 .82 .80 .79 .78 .76 .75 .74 . 72 20.00 .71 .70 .69 .69 . 69 .68 .68 .68 .68 .67 21.00 .67 .67 .67 .66 .66 .66 .66 .65 .65 .65 22.00 .65 .64 .64 .64 .64 .63 .63 .63 .62 .62 23.00 .62 .62 \.· 61 .61 . 61 . 61 .60 .60 .60 .60 24.00 .57 ,, Data for Crystal Park TYPE II 24-HOUR RAINFALL=11.00 IN Prepared by urban design group 8 Dec oo HydroCAD 5.11 001705 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 8 EX VCP Drainage PEAK= 70.87 CFS@ 11.98 HRS, VOLUME= 4.42 AF ACRES CN -'scs TR-20 METHOD 6.47 78 · TYPE I I 24-HOUR RAINFALL=11.00 IN SPAN= 0-24 HRS, dt=.1 HRS Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 11. 6 n=.029 L=842' P2=4.5 in s=.0225 '/' SUBCATCHMENT 8 RUNOFF PEAK= 70.87 CFS@ 11.98 HOURS HOUR 0.00 . 10 .20 .30 .40 .50 .60 .70 .80 .90 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.00 0.00 0.00 0.00 0.00 . 01 .02 .03 .04 .05 .07 5.00 .08 .09 . 11 . 12 . 14 . 15 .17 . 18 .20 . 21 6.00 .23 .24 .26 .27 .29 .31 .32 .34 .36 .38 7.00 .39 . 41 .43 .45 .46 .48 .50 .52 .54 .55 8.00 .57 .60 .63 .67 .71 .76 .80 .85 .90 .96 9.00 1. 01 1.06 1. 09 1 . 11 1. 14 1 . 16 1 . 19 1. 25 1. 32 1 . 41 10.00 1.49 1.59 1. 70 1.82 1. 95 2.09 2.24 2.43 2.64 2.87 11. 00 3. 10 3.40 3.82 4.34 4.89 5.55 8.49 17. 31 31.66 57. 18 12.00 70.11 41 .17 20.21 12.95 9.81 7.83 6.45 5.70 5.24 4.87 13.00 4.52 4.21 3.97 3. 77 3.58 3.39 3.22 3.07 2.93 2.79 14.00 2.66 2.55 2.47 2.41 2.37 2.32 2.27 2.23 2. 18 2. 13 15.00 2.09 2.04 1.99 1. 95 1.90 1.85 1 . 81 1. 76 1. 71 1. 67 16.00 1. 62 1. 58 1.55 1.53 1. 51 1. 50 1 .48 1. 46 1 .45 1 .43 17.00 1.41 1.40 1.38 1.36 1.35 1. 33 1. 31 1.30 1. 28 1.26 18.00 1. 25 1. 23 1. 21 1. 20 1. 18 1. 16 1 . 15 1 . 13 1 . 11 1.09 19.00 1.08 1.06 1.04 1.03 1. 01 .99 .98 .96 .94 .93 20.00 .91 .89 .89 .88 .88 .87 .87 .87 .86 .86 21.00 .86 .85 .85 .85 .84 .84 .84 .83 .83 .83 22.00 .82 .82 .82 . 81 . 81 .81 .80 .80 .80 .79 23.00 t .79 .79 .78 .78 .78 . 77 . 77 . 77 .76 .76 24.00 : .73 ~ HYDROGRAPHS Developed Data for Crystal Park TYPE II 24-HOUR RAINFALL= 8.80 IN Prepared by urban design group 8 Dec oo HydroCAD 5. 11 001705 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 4 VCP drain area #1 PEAK= 7.14 CFS@ 11.87 HRS, VOLUME= .39 AF • ACRES CN 'SCS TR-20 METHOD .59 92 . TYPE I I 24-HOUR RAINFALL= 8.80 IN SPAN= 0-24 HRS, dt=.1 HRS Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 2.6 n=.018 L=222' P2=4.5 in s=.0247 '/' SUBCATCHMENT 4 RUNOFF PEAK= 7.14 CFS@ 11.87 HOURS HOUR 0.00 . 10 .20 .30 .40 .50 .60 .70 .80 .90 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.00 0.00 0.00 .01 .01 .01 . 01 .01 . 01 . 01 .02 3.00 .02 .02 .02 .02 .02 .02 .02 .03 .03 .03 4.00 .03 .03 .03 .03 .03 .04 .04 .04 .04 .04 5.00 .04 .04 .05 .05 .05 .05 .05 .05 .06 .06 6.00 t .06 .06 .06 .06 .06 .07 .07 .07 .07 .07 7.00 .07 .07 .08 .08 .08 .08 .08 .08 .08 .09 8.00 .09 .09 . 10 . 10 . 11 . 11 . 12 . 12 . 13 . 13 9.00 . 14 . 14 . 14 . 14 . 14 . 14 . 15 . 16 . 16 .17 10.00 . 18 . 19 .20 .22 .23 .24 .26 .28 -.30 .32 11. 00 .35 .39 .44 .49 .54 .80 1.86 3. 10 5.60 6.85 12.00 1. 77 . 91 .79 .67 .55 .46 .42 .39 .37 .34 13.00 . 31 .30 .28 .27 .26 .24 .23 .22 . 21 .20 14.00 . 19 . 19 . 18 . 18 . 18 . 17 .17 .17 . 16 . 16 15.00 . 15 . 15 . 15 . 14 . 14 . 14 . 13 . 13 . 13 . 12 16.00 . 12 . 12 . 12 . 12 . 11 . 11 . 11 . 11 . 11 . 11 17.00 . 11 . 10 . 10 . 10 . 10 . 10 . 10 . 10 . 10 .09 18.00 .09 .09 .09 .09 .09 .09 .09 .08 .08 .08 19.00 .08 .08 .08 .08 .08 .07 .07 .07 .07 .07 20.00 .07 .07 .07 .07 .07 .07 .07 .07 .07 .07 21.00 .06 .06 .06 .06 .06 .06 .06 .06 .06 .06 22.00 .06 .06 .06 .06 .06 .06 .06 .06 .06 .06 23.00 .06 .06 .06 .06 .06 .06 .06 .06 .06 .06 24.00 .02 ' Data for Crystal Park TYPE II 24-HOUR RAINFALL= 8.80 IN Prepared by urban design group 8 Dec 00 HydroCAD 5. 11 001705 (c) 1986-1999 Applied Microcomputer Systems REACH 4 VCP Drain Pipe #1 Qin = 7. 14 CFS @ 11.87 HRS, VOLUME= .39 AF Qout= 7.00 CFS@ 11. 88 HRS, VOLUME= .39 AF, ATTEN= 2%, LAG= .3 MIN 1 DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 18" PIPE STOR-IND+TRANS METHOD 0.00 0.00 0.00 PEAK DEPTH= . 91 FT . 15 .09 . 21 n= .013 PEAK VELOCITY= 6. 1 FPS .30 .25 .87 LENGTH= 111 FT TRAVEL TIME = .3 MIN .45 .45 1.95 SLOPE= .009 FT/FT SPAN= 0-24 HRS, dt=. 1 HRS 1.05 1.32 8.34 1. 20 1.52 9.74 1.35 1. 68 10.62 1. 41 1. 72 10.72 1 .46 1. 75 10.62 1.50 1. 77 9.97 REACH 4 OUTFLOW PEAK= 7.00 CFS@ 11.88 HOURS HOUR 0.00 . 10 .20 .30 .40 .50 .60 .70 .80 .90 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.00 0.00 0.00 .01 . 01 . 01 .01 .01 .01 . 01 .02 3.00 .02 .02 .02 .02 .02 .02 .02 .03 .03 .03 4.00 .03 .03 .03 .03 .03 .04 .04 .04 .04 .04 5.00 .04 .04 .05 .05 .05 .05 .05 .05 .. 05 .06 6.00 .06 .06 .06 .06 .06 .07 .07 .07 .07 .07 7.00 .07 .07 .08 .08 .08 .08 .08 .08 .08 .09 8.00 .09 .09 . 10 . 10 . 11 . 11 . 11 . 12 . 12 . 13 9.00 . 13 . 14 . 14 . 14 . 14 . 14 . 15 . 15 . 16 .17 10.00 . 18 . 19 .20 . 21 .23 .24 .26 .28 .30 .32 11. 00 .34 .39 .43 .48 .53 .76 1. 73 3.01 5.31 6.82 12.00 2.37 .78 .94 .58 .65 .41 .46 .37 .39 .33 13.00 .33 .29 .29 .27 .26 .24 .23 .22 . 21 .20 14.00 . 19 . 19 . 18 . 18 . 18 .17 .17 . 17 . 16 . 16 15.00 . 16 . 15 . 15 . 14 . 14 . 14 . 13 . 13 . 13 . 12 16.00 . 12 .12 . 12 . 12 . 11 . 11 . 11 . 11 . 11 . 11 17.00 . 11 . 11 . 10 . 10 .10 . 10 . 10 . 10 . 10 .09 18.00 .09 .09 .09 .09 .09 .09 .09 .08 .08 .08 19.00 .08 .08 .08 .08 .08 .07 .07 .07 .07 .07 20.00 .07 .07 .07 .07 .07 .07 .07 .07 .07 .07 21.00 .06 .06 .06 .06 .06 .06 .06 .06 .06 .06 22.00 .06 .06 .06 .06 .06 .06 .06 .06 .06 .06 23.00 .06 .06 .06 .06 .06 .06 .06 .06 .06 .06 24.00 .03 ,. Data for Crystal Park TYPE II 24-HOUR RAINFALL= 8.80 IN Prepared by urban design group 8 Dec 00 HydroCAD 5. 11 001705 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 6 VCP Drain Area #2 PEAK= 7.74 CFS@ 11.87 HRS, VOLUME= .41 AF ACRES CN Scs TR-20 METHOD .66 89 · TYPE I I 24-HOUR RAINFALL= 8.80 IN SPAN= 0-24 HRS, dt=.1 HRS Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 2.2 n=.02 L=200' P2=4.5 in s=.04 '/' SUBCATCHMENT 6 RUNOFF PEAK= 7.74 CFS@ 11.87 HOURS HOUR 0.00 . 10 .20 .30 .40 .50 .60 .70 .80 .90 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 . 01 3.00 .01 . 01 . 01 .01 . 01 . 01 . 01 .02 .02 .02 4.00 .02 .02 .02 .02 .02 .03 .03 .03 .03 .03 5.00 .03 .04 .04 .04 .04 .04 .04 .04 .05 .05 6.00 .05 .05 .05 .05 .06 .06 .06 .06 .06 .06 7.00 .07 .07 .07 .07 .07 .07 .08 .08 .08 .08 8.00 .08 .09 .09 . 10 . 10 . 11 . 11 . 12 . 12 . 13 9.00 . 13 . 13 . 14 . 14 . 14 . 14 . 15 . 16 . 16 .17 10.00 . 18 . 19 . 21 .22 .23 .25 .27 .29 .. 31 .33 11.00 .36 . 41 .46 .52 .57 .89 2.06 3.43 6.31 7.34 12.00 1. 71 .99 .86 .73 .60 .50 .46 .43 .40 .37 13.00 .35 .33 . 31 .30 .28 .27 .26 .24 .23 .22 14.00 I .21 . 21 .20 .20 .20 . 19 . 19 . 18 . 18 . 18 15.00 . 17 .17 . 16 . 16 . 16 . 15 . 15 . 14 . 14 . 14 16.00 . 13 . 13 . 13 . 13 . 13 . 12 . 12 . 12 . 12 . 12 17.00 . 12 . 12 . 11 . 11 . 11 . 11 . 11 . 11 . 11 .10 18.00 . 10 . 10 . 10 . 10 . 10 . 10 .09 .09 .09 .09 19.00 .09 .09 .09 .08 .08 .08 .08 .08 .08 .08 20.00 .07 .07 .07 .07 .07 .07 .07 .07 .07 .07 21.00 f .07 .07 .07 .07 .07 .07 .07 .07 .07 .07 22.00 : .07 .07 .07 .07 .07 .07 .07 .07 .07 .07 23.00 : .07 .07 .07 .07 .07 .06 .06 .06 .06 .06 24.00 : .02 ' Data for Crystal Park TYPE II 24-HOUR RAINFALL= 8.80 IN Prepared by urban design group 8 Dec 00 HydroCAD 5.11 001705 (c) 1986-1999 Applied Microcomputer Systems REACH 5 VCP Drain Pipe #2 Qin = 7.74 CFS@ 11.87 HRS, VOLUME= .41 AF Qout= 7.64 CFS@ 11.87 HRS, VOLUME= .41 AF I ATTEN= 1%, LAG= .3 MIN 1 DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 18" PIPE STOR-IND+TRANS METHOD 0.00 0.00 0.00 PEAK DEPTH= . 77 FT . 15 .09 .29 n= .013 PEAK VELOCITY= 8.1 FPS .30 .25 1. 20 LENGTH= 117 FT TRAVEL TIME = .2 MIN .45 .45 2.68 SLOPE= .017 FT/FT SPAN= 0-24 HRS, dt=.1 HRS 1.05 1.32 11. 47 1. 20 1.52 13.39 1.35 1. 68 14.60 1. 41 1. 72 14.73 1.46 1. 75 14.60 1.50 1. 77 13.70 REACH 5 OUTFLOW PEAK= 7.64 CFS@ 11.87 HOURS HOUR 0.00 . 10 .20 .30 .40 .50 .60 .70 .80 .90 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .01 3.00 .01 .01 .01 .01 . 01 . 01 .01 .02 .02 .02 4.00 .02 .02 .02 .02 .02 .03 .03 .03 .03 . .03 5.00 .03 .04 .04 .04 .04 .04 .04 .04 .. 05 .05 6.00 .05 .05 .05 .05 .06 .06 .06 .06 .06 .06 7.00 .07 .07 .07 .07 .07 .07 .08 .08 .08 .08 8.00 .08 .09 .09 . 10 . 10 . 11 . 11 . 12 . 12 . 13 9.00 . 13 . 13 . 13 . 14 . 14 . 14 . 15 . 16 . 16 . 17 10.00 . 18 . 19 . 21 .22 .23 .25 .27 .29 .31 .33 11. 00 .36 . 41 .46 . 51 .56 .85 1.94 3.34 6.05 7.36 12.00 2.22 .86 1.01 .64 .70 .44 .52 .39 .44 .35 13.00 .37 .31 .33 .29 .29 .26 .26 .24 .24 .22 14.00 . 21 . 21 .20 .20 .20 . 19 . 19 . 18 . 18 . 18 15.00 .17 . 17 . 16 . 16 . 16 . 15 . 15 . 14 . 14 . 14 16.00 . 13 . 13 . 13 . 13 . 13 . 12 . 12 . 12 . 12 . 12 17.00 . 12 . 12 . 11 . 11 . 11 . 11 . 11 . 11 . 11 . 10 18.00 . 10 . 10 . 10 . 10 . 10 . 10 .09 .09 .09 .09 19.00 .09 .09 .09 .08 .08 .08 .08 .08 .08 .08 20.00 .07 .07 .07 .07 .07 .07 .07 .07 .07 .07 21.00 .07 .07 .07 .07 .07 .07 .07 .07 .07 .07 22.00 .07 .07 .07 .07 .07 .07 .07 .07 .07 .07 23.00 .07 .07 .07 .07 .07 .06 .06 .06 .06 .06 24.00 .03 ' Data for Crystal Park TYPE II 24-HOUR RAINFALL= 8.80 IN Prepared by urban design group 11 Dec oo HydroCAD 5.11 001705 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 7 VCP Drain Area #3 PEAK= 45.54 CFS@ 11.96 HRS, VOLUME= 2.76 AF ACRES CN SCS TR-20 METHOD 5.20 80 · 1YPE I I 24-HOUR RAINFALL= 8.80 IN SPAN= 0-24 HRS, dt=.1 HRS Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 9.9 n=.027 L=812' P2=4.5 in s=.0274 '/' SUBCATCHMENT 7 RUNOFF PEAK= 45.54 CFS@ 11.96 HOURS HOUR 0.00 . 10 .20 .30 .40 .50 .60 .70 .80 .90 0.00 : 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 .00 : 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.00 : 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.00 : 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.00 : 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 . 01 .01 5.00 : .02 .03 .04 .05 .06 .06 .07 .08 .09 . 10 6.00 I . 11 . 12 . 13 . 14 . 15 . 16 .17 . 18 . 19 .20 7.00 .21 .22 .23 .24 .26 .27 .28 .29 .30 . 31 8.00 .32 .34 .36 .39 .41 .44 .47 .50 .53 .56 9.00 .59 .62 .64 .65 .67 .68 .70 .74 . 79 . .84 10.00 . 90 .96 1.03 1 . 11 1 . 19 1. 27 1.37 1. 49 l.62 1. 77 11. 00 1. 91 2. 11 2.39 2.72 3.07 3.52 5.94 12.33 22.35 40.48 12.00 43.72 21. 06 10.36 7. 16 5.69 4.65 3.90 3.51 3.25 3.03 13.00 2.81 2.62 2.48 2.36 2.24 2. 12 2.02 1.92 1.84 1. 75 14.00 1. 67 1. 60 1. 56 1. 52 1.50 1.47 1.44 1. 41 1.38 1.35 15.00 1. 32 1. 29 1. 26 1.23 1.20 1. 17 1. 14 1. 11 1.08 1.05 16.00 1.02 1.00 .98 .97 .96 .95 .94 .93 .92 . 91 17.00 .90 .89 .88 .87 .85 .84 .83 .82 . 81 .80 18.00 .79 .78 . 77 .76 .75 .74 .73 .72 . 71 .69 19.00 .68 .67 .66 .65 .64 .63 .62 . 61 .60 .59 20.00 .58 .57 .56 .56 .56 .56 .55 .55 .55 .55 21.00 .55 .54 .54 .54 .54 .54 .53 .53 .53 .53 22.00 .53 .52 .52 .52 .52 . 51 . 51 .51 . 51 .51 23.00 .50 .50 .50 .50 .50 .49 .49 .49 .49 .48 24.00 .45 ' Data for Crystal Park TYPE II 24-HOUR RAINFALL=11.00 IN Prepared by urban design group 8 Dec oo HydroCAD 5.11 001705 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 4 VCP drain area #1 PEAK= 9.00 CFS@ 11.87 HRS, VOLUME= .49 AF ACRES CN SCS TR-20 METHOD .59 92 -TYPE I I 24-HOUR RAINFALL=11.00 IN SPAN= 0-24 HRS, dt=.1 HRS Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 2.6 n=.018 L=222' P2=4.5 in s=.0247 '/' SUBCATCHMENT 4 RUNOFF PEAK= 9.00 CFS@ 11.87 HOURS HOUR 0.00 . 10 .20 .30 .40 .50 .60 .70 .80 .90 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .01 .01 . 01 2.00 . 01 . 01 .02 .02 .02 .02 .02 .02 .03 .03 3.00 .03 .03 .03 .03 .04 .04 .04 .04 .04 .04 4.00 .05 .05 .05 .05 .05 .05 .06 .06 .06 .06 5.00 .06 .07 .07 .07 .07 .07 .07 .08 .08 .08 6.00 .08 .08 .09 .09 .09 .09 .09 .09 . 10 . 10 7.00 . 10 .10 . 10 . 11 . 11 . 11 . 11 . 11 . 11 . 12 8.00 . 12 . 12 . 13 . 14 . 14 . 15 . 15 . 16 .17 .17 9.00 . 18 .18 . 18 . 18 . 18 . 19 . 19 .20 . 21 .23 10.00 .24 .25 .27 .28 .30 . 31 .34 .36 .. 39 .41 11.00 .45 .50 .57 . 63 .69 1. 03 2.38 3.94 7.08 8.63 12.00 2.23 1. 14 .99 .84 .70 .57 .53 .49 .46 .43 13.00 .40 .38 .36 .34 .32 .30 .29 .28 .26 .25 14.00 .24 .24 .23 .23 .22 .22 . 21 .21 .20 .20 15.00 . 19 . 19 . 19 . 18 . 18 . 17 .17 . 16 . 16 . 15 16.00 . 15 . 15 . 15 . 14 . 14 . 14 . 14 . 14 . 14 . 13 17.00 . 13 . 13 . 13 . 13 . 13 . 12 . 12 . 12 . 12 . 12 18.00 . 12 . 12 . 11 . 11 . 11 . 11 . 11 . 11 . 10 .10 19.00 . 10 . 10 . 10 . 10 .09 .09 .09 .09 .09 .09 20.00 .08 .08 .08 .08 .08 .08 .08 .08 .08 .08 21.00 I .08 .08 .08 .08 .08 .08 .08 .08 .08 .08 22.00 : .08 .08 .08 .08 .08 .08 .08 .08 .08 .08 23.00 : .07 .07 .07 .07 .07 .07 .07 .07 .07 .07 24.00 : .03 ' Data for Crystal Park TYPE II 24-HOUR RAINFALL=11.00 IN Prepared by urban design group 8 Dec 00 HydroCAD 5. 11 001705 (c) 1986-1999 Applied Microcomputer Systems REACH 4 VCP Drain Pipe #1 Qin = 9.00 CFS@ 11.87 HRS, VOLUME= .49 AF Qout= 8.83 CFS@ 11.87 HRS, VOLUME= .49 AF, A TT EN= 2%, LAG= .3 MIN J DEPTH END AREA DISCH (FT) (SQ-FT} (CFS) 18" PIPE STOR-IND+TRANS METHOD 0.00 0.00 0.00 PEAK DEPTH= 1. 09 FT . 15 .09 .21 n= .013 PEAK VELOCITY= 6.3 FPS .30 .25 .87 LENGTH= 111 FT TRAVEL TIME = .3 MIN .45 .45 1.95 SLOPE= .009 FT/FT SPAN= 0-24 HRS, dt=.1 HRS 1.05 1.32 8.34 1.20 1. 52 9.74 1.35 1. 68 10.62 1.41 1. 72 10.72 1.46 1. 75 10.62 1.50 1. 77 9.97 REACH 4 OUTFLOW PEAK= 8.83 CFS@ 11.87 HOURS HOUR 0.00 . 10 .20 .30 .40 .50 .60 .70 .80 .90 0.00 : 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 : 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .01 . 01 2.00 : .01 . 01 .01 .02 .02 .02 .02 .02 .03 .03 3.00 : .03 .03 .03 .03 .04 .04 .04 .04 .04 .04 4.00 : .05 .05 .05 .05 .05 .05 .06 .06 .06 .06 5.00 : .06 .07 .07 .07 .07 .07 .07 .08 .. 08 .08 6.00 .08 .08 .09 .09 .09 .09 .09 .09 . 10 . 10 7.00 . 10 . 10 . 10 . 10 . 11 . 11 . 11 . 11 . 11 . 12 8.00 . 12 . 12 . 13 . 13 . 14 . 15 . 15 . 16 .17 .17 9.00 . 18 . 18 . 18 . 18 . 18 . 19 . 19 .20 . 21 .22 10.00 .23 .25 .26 .28 .29 .31 .33 .36. .39 .41 11.00 .44 .50 .56 .62 .68 .98 2.22 3.82 6.73 8.60 12.00 2.97 .96 1.20 . 71 .83 .50 .59 .45 .50 . 41 13.00 .42 .36 .37 .33 .33 .30 .30 .28 .27 .25 14.00 .24 .23 .23 .23 .22 .22 .21 . 21 .20 .20 15.00 .20 . 19 . 19 . 18 . 18 .17 .17 . 16 . 16 . 15 16.00 . 15 . 15 . 15 . 14 . 14 . 14 . 14 . 14 . 14 . 14 17.00 . 13 . 13 . 13 . 13 . 13 . 13 . 12 . 12 . 12 . 12 18.00 . 12 . 12 . 11 . 11 . 11 . 11 . 11 . 11 . 10 . 10 19.00 . 10 .10 . 10 . 10 .09 .09 .09 .09 .09 .09 20.00 .08 .08 .08 .08 .08 .08 .08 .08 .08 .08 21.00 .08 .08 .08 .08 .08 .08 .08 .08 .08 .08 22.00 .08 .08 .08 .08 .08 .08 .08 .08 .08 .08 23.00 .07 .07 .07 .07 .07 .07 .07 .07 .07 .07 24.00 .04 ' Data for Crystal Park TYPE II 24-HOUR RAINFALL=ll.00 IN Prepared by urban design group 8 Dec 00 HydroCAD 5.11 001705 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 6 VCP Drain Area #2 PEAK= 9.81 CFS@ 11.86 HRS, VOLUME= .53 AF ACRES CN ~cs TR-20 METHOD .66 89 · 'TYPE I I 24-HOUR RAINFALL=11.00 IN SPAN= 0-24 HRS, dt=.1 HRS Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 2.2 n=.02 L=200' P2=4.5 in s=.04 '/' SUBCATCHMENT 6 RUNOFF PEAK= 9.81 CFS@ 11.86 HOURS HOUR 0.00 .10 .20 .30 .40 .50 .60 .70 .80 .90 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.00 0.00 0.00 0.00 .01 . 01 . 01 . 01 . 01 . 01 .02 3.00 .02 .02 .02 .02 .02 .03 .03 .03 .03 .03 4.00 .03 .04 .04 .04 .04 .04 .05 .05 .05 .05 5.00 .05 .06 .06 .06 .06 .06 .07 .07 .07 .07 6.00 .07 .08 .08 .08 .08 .08 .09 .09 .09 .09 7.00 .09 . 10 . 10 . 10 . 10 . 11 . 11 . 11 . 11 . 11 8.00 . 12 . 12 . 13 . 13 . 14 . 15 . 15 . 16 .17 . 18 9.00 . 18 . 18 . 18 . 19 . 19 . 19 .20 .21 .22 . .23 10.00 .25 .26 .28 .29 . 31 .33 .36 .38 .. 41 .44 11. 00 .48 .54 . 61 .67 .74 1. 16 2.67 4.41 8.04 9.30 12.00 2. 16 1. 25 1. 09 .93 .76 .63 .58 .54 .51 .47 13.00 .44 .42 .40 .38 .36 .34 .32 .31 .29 .28 14.00 .27 .26 .26 .25 .25 .24 .24 .23 .23 .22 15.00 .22 . 21 . 21 .20 .20 . 19 . 19 . 18 . 18 . 17 16.00 .17 . 16 . 16 . 16 . 16 . 16 . 16 . 15 . 15 . 15 17.00 . 15 . 15 . 14 . 14 . 14 . 14 . 14 . 14 . 13 . 13 18.00 . 13 . 13 . 13 .12 . 12 . 12 . 12 . 12 . 12 . 11 19.00 . 11 . 11 . 11 . 11 . 10 . 10 . 10 . 10 . 10 . 10 20.00 .09 .09 .09 .09 .09 .09 .09 .09 .09 .09 21.00 .09 .09 .09 .09 .09 .09 .09 .09 .09 .09 22.00 .09 .09 .09 .09 .09 .09 .08 .08 .08 .08 23.00 .08 .08 .08 .08 .08 .08 .08 .08 .08 .08 24.00 .03 ' Data for Crystal Park TYPE II 24-HOUR RAINFALL=11.00 IN Prepared by urban design group 8 Dec 00 HydroCAD 5. 11 001705 (c) 1986-1999 Applied Microcomputer Systems REACH 5 VCP Drain Pipe #2 Qin = 9.81 CFS@ 11.86 HRS, VOLUME= .53 AF Qout= 9.71 CFS@ 11.87 HRS, VOLUME= .53 AF, ATTEN= 1%, LAG= .3 MIN 1 DEPTH END AREA DISCH (FT) (SQ-FT) (CFS} 18" PIPE STOR-IND+TRANS METHOD 0.00 0.00 0.00 PEAK DEPTH= .91 FT . 15 .09 .29 n= .013 PEAK VELOCITY= 8.4 FPS .30 .25 1.20 LENGTH= 117 FT TRAVEL TIME = .2 MIN .45 .45 2.68 SLOPE= .017 FT/FT SPAN= 0-24 HRS, dt=.1 HRS 1.05 1. 32 11. 47 1.20 1.52 13.39 1.35 1.68 14.60 1 .41 1. 72 14.73 1.46 1. 75 14.60 1.50 1. 77 13.70 REACH 5 OUTFLOW PEAK= 9.71 CFS@ 11.87 HOURS HOUR 0.00 . 10 .20 .30 .40 .50 .60 .70 .80 .90 0.00 : 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1, 00 I 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.00 0.00 0.00 0.00 0.00 . 01 .01 .01 . 01 . 01 .02 3.00 .02 .02 .02 .02 .02 .03 .03 .03 .03 .03 4.00 .03 .04 .04 .04 .04 .04 .05 .05 .05 .05 5.00 .05 .06 .06 .06 .06 .06 .07 .07 '.07 .07 6.00 .07 .08 .08 .08 .08 .08 .09 .09 .09 .09 7.00 .09 . 10 . 10 . 10 . 10 .10 . 11 . 11 . 11 . 11 8.00 . 12 . 12 . 13 . 13 . 14 . 15 . 15 . 16 .17 .17 9.00 . 18 . 18 . 18 . 19 . 19 . 19 .20 .21 .22 .23 10.00 .24 .26 .28 .29 .31 .33 .35 .38 .41 .44 11. 00 .47 .53 .60 .67 .73 1. 11 2.53 4.31 7.72 9.33 12.00 2.78 1.09 1.28 .80 .89 .55 .65 .49 .55 .44 13.00 .47 .40 .41 .36 .37 .33 .33 .30 .30 .28 14.00 .27 .26 .26 .25 .25 .24 .24 .23 .23 .22 15.00 .22 . 21 .21 .20 .20 . 19 . 19 . 18 . 18 .17 16.00 .17 . 16 . 16 . 16 . 16 . 16 . 16 . 15 . 15 . 15 17.00 . 15 . 15 . 14 . 14 . 14 . 14 .14 . 14 . 13 . 13 18.00 . 13 . 13 . 13 . 12 . 12 . 12 . 12 . 12 . 12 . 11 19.00 . 11 . 11 . 11 . 11 . 10 . 10 . 10 . 10 . 10 . 10 20.00 .09 .09 .09 .09 .09 .09 .09 .09 .09 .09 21 .00 .09 .09 .09 .09 .09 .09 .09 .09 .09 .09 22.00 .09 .09 .09 .09 .09 .09 .08 .08 .08 .08 23.00 .08 .08 .08 .08 .08 .08 .08 .08 .08 .08 24.00 .04 Data for Crystal Park TYPE II 24-HOUR RAINFALL=11.00 IN Prepared by urban design group 8 Dec oo HydroCAD 5. 11 001705 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 7 VCP Drain Area #3 PEAK= 59.58 CFS@ 11.96 HRS, VOLUME= 3.67 AF ACRES CN !SCS TR-20 METHOD 5.20 80 · -TYPE II 24-HOUR RAINFALL=11.00 IN SPAN= 0-24 HRS, dt=.1 HRS Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 9.9 n=.027 L=812' P2=4.5 in s=.0274 '/' SUBCATCHMENT 7 RUNOFF PEAK= 59.58 CFS@ 11.96 HOURS HOUR 0.00 . 10 .20 .30 .40 .50 .60 .70 .80 .90 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.00 .01 .02 .03 .04 .05 .06 .07 .08 .09 . 10 5.00 . 12 . 13 . 14 . 15 . 16 . 18 . 19 .20 .22 .23 6.00 .24 .26 .27 .28 .30 .31 .33 .34 .35 .37 7.00 .38 .40 . 41 .43 .44 .46 .47 .49 .50 .52 8.00 .53 .55 .59 .62 .66 .70 .74 .78 .83 .87 9.00 .92 .95 .98 1.00 1. 01 1. 03 1. 06 1. 11 1 . 18 ' 1. 25 10.00 1.33 1.41 1. 51 1. 61 1. 72 1. 84 1. 97 2. 14 4.32 2.51 11. 00 2.71 2.98 3.36 3.81 4.27 4.87 8. 16 16.76 29.96 53.38 12.00 57.04 27.34 13.39 9.24 7.32 5.98 5.02 4.51 4.18 3.89 13.00 3.61 3.36 3. 18 3.02 2.87 2.72 2.58 2.46 2.35 2.24 14.00 I 2. 14 2.05 1.99 1.95 1 . 91 1.87 1.84 1. 80 1. 76 1. 72 15.00 1. 69 1.65 1. 61 1.57 1.53 1. 50 1. 46 1.42 1.38 1. 34 16.00 1 . 31 1. 27 1.25 1.24 1.23 1. 21 1. 20 1. 19 1.17 1. 16 17.00 1. 14 1. 13 1 . 12 1. 10 1.09 1.08 1.06 1.05 1.04 1.02 18.00 1. 01 .99 .98 .97 .95 .94 .93 .91 .90 .88 19.00 .87 .86 .84 .83 .82 .80 .79 .78 .76 .75 20.00 .73 .72 .72 . 71 . 71 .71 .71 .70 .70 .70 21.00 .70 .69 .69 .69 .68 .68 .68 .68 .67 .67 22.00 .67 .67 .66 .66 .66 .65 .65 .65 .65 .64 23.00 .64 .64 .64 .63 .63 .63 .62 .62 .62 .62 24.00 .58 ' STAFF REVIEW COMMENTS No.1 Project: VILLAGE@ CRYSTAL PARK (SP)-SITE PLAN (0-230) PLANNING 1. The correct zoning for the parcel is PDD-8, not AP . 2. To ensure ADA sidewalk compliance, please add wheel stops to parking spaces along buildings . 3 . Need to show proposed 20' electrical easement covering primary electrical lines and equipment. 4. Please also show all utility easements on the utility plan. 5. No pavement is allowed within 6' of property line along Harvey Mitchell. Nine parking spaces do not meet this requirement. 6 . Will the building be sprinkled? If so, where is the FDC? Landscaping *Stop review was conducted on the landscaping plan for multiple reasons .* 7 . Development phase line should be shown to exclude flood plain from site area for land/streetscape purposes. Show barricade plan for the existing trees located in this area . 8 . Parking along Harvey Mitchell Parkway needs to be screened . 9 . Not all canopy trees along Harvey Mitchell Parkway meet the 20' separation. 10 . Along Harvey Mitchell Parkway there is a triangular piece of property that appears to be out of the site area . If so, landscaping in this area will not be counted toward point requirements . 11 . Need to show irrigation on plans before CO . Reviewed by: Jennifer Reeves Date: 12/20/00 Staff Review Comments Page 1 of2 ENGINEERING 1. Grading and Drainage Plan -Sheet C-4; This development shows · encroachment in the Floodway (as defined in 1995 in regard to the fill project on this property. See drawing C-4 of the Drainage Report For Crystal Park Subdivision dated12-95). This is in violation of the City's Drainage Ordinance. Virtually all of the fill for the 4 : 1 slope south of the west building encroaches in the floodway . The building will have to move north or some other measures such as a retaining wall will have to be implemented to remove the encroachment. Also, the existing contours (elevations) shown within the floodway are different from the original contours indicating additional fill has been placed . This material will have to be removed to re-establish the floodway volume lost by this fill. 2 . The above deficiencies need to be addressed before additiona l review can take place . Reviewed by : Ted Mayo Date : 12/21/00 ELECTRICAL 1. Developer responsible for installing conduit per city spec. and design. 2 . Developer responsible for providing and installing street lights per city spec. and design 3. Developer responsible for providing easements to cover all primary electrical lines and equipment. 4 . Developer responsible for providing 5' easements to cover streetl ight light services as needed Reviewed by: Jennifer Reeves Date : Staff Review Comments Page 2 of 2 .. MISCELLANEOUS ,, 1. Irrigation system must be protected by either a Pressure Vacuum Breaker or Reduced Pressure Principle Back Flow Device and, installed as per City Ordinance 2394. 2. Back Flow devises must be tested upon installation as per City Ordinance 2394. Reviewed by : Rob Werley NOTE: Any changes made to the plans, that have not been requested by the City of College Station, must be explained in your next transmittal letter and "bubbled" on your plans. Any additional changes on these ·plans that have not been pointed out to the City, will constitute a completely new review. Staff Review Comments Page 3 of 2 Scenario: Base A J Steady State nalys1 Junction Report Node Elevation Demand Demand Demand Calculated Calcu~ Label (ft) Type (gpm) Patt em Demand Hydra F112.C F .. ow (gpm) Gra (ft) J-6 256.00 Demand 0 .00 Fixed 0 .00 42 J-7 242.00 Demand 0.00 Fixed 0 .00 42 J-8 242.00 Demand 0.00 Fixed 0 .00 41 .AMAL'/31..$ J -9 242.00 Demand 0.00 Fixed 0.00 41! J-10 242.00 Demand 2 ,500.00 Fixed 2,500.00 41 J-11 255.00 Demand 0 .00 Fixed 0 .00 42· J -12 248.00 Demand 0 .00 Fixed 0.00 42 J-13 249.00 Demand 0 .00 Fixed 0 .00 42 J-14 247.75 Demand 0 .00 F ixed 0 .00 42 J -15 242.00 Demand 0.00 Fixed 0 .00 422 J-16 242.00 Demand 0 .00 Fixed 0 .00 4~. I . .., ___ I Title : crystal c :\windows\desktop\villag-1.wcd Urban Design Group 1 U>4.a) 11 :34:46 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06700 USA (203) 755-1666 Project Engineer: Deborah Keating Cybemet v3.1 [071 c] Page 1 of 1 r .. Link Length Diameter Material Label (ft) (in) P-10 4 .00 6 Ductile Iron P-13 246.00 12 Ductile Iron P-11 39.00 6 PVC P-12 5 .00 6 PVC P-14 15.00 12 Ductile Iron P-16 377.00 8 Ductile Iron P-17 8 .00 6 Ductile Iron P-18 37.00 8 Ductile Iron P-20 110.00 12 Ductile Iron P-24 4 .00 12 Ductile Iron P-25 29.00 48 Ductile Iron P-23 21.00 48 Ductile Iron Title: crystal Scenario: Base Steady State Analysis Pipe Report Roughness Minor Loss Current Discharge Status (gpm) 130.0 0 .00 Open 0 .14e-2 130.0 0 .00 Open 2,500.00 150.0 0 .00 Open 0 .00 150.0 0 .00 Open 0 .00 130.0 0 .00 Open 0 .00 130.0 0 .00 Open 2 ,500.00 130.0 0 .00 Open 0 .00 130.0 0 .00 Open 2 ,500.00 130.0 0 .00 Open 2 ,500.00 130.0 0 .00 Open -2 ,500.00 130.0 0 .00 Open -2,500.00 130.0 0 .00 Open -2,500.00 c :\windows\desktop\villag-1 .wcd Urban Design Group Headloss (ft) 0 .00 3 .42 0 .00 0 .00 0 .00 37.75 0 .00 3 .70 1 .53 0 .06 0 .46e-3 0 .34e-3 12,{)40) 11 :36:16 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06700 USA Friction Velocity Slope (ftls) (ft/1 OOOft) 0 .00 0 .16e-4 13.90 7 .09 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 100.13 15.96 0 .00 0 .00 100.13 15.96 13.90 7 .09 13.90 7 .09 0 .02 0 .44 0 .02 0 .44 Project Engineer: Deborah Keating Cybernet v3.1 [071 c) (203) 755-1666 Page 1 of 1 • Node Elevation Demand Demand Label (ft) Type (gpm) J-6 256.00 Demand 0.00 J-7 242.00 Demand 0.00 J-8 242.00 Demand 0.00 J-9 242.00 Demand 0.00 J-10 242.00 Demand 0.00 J-11 255.00 Demand 0.00 J-12 248.00 Demand 0.00 J-13 249.00 Demand 0.00 J-14 247.75 Demand 2,500.00 J-15 242.00 Demand 0.00 J-16 242.00 Demand 0.00 Title: crystal Scenario: Base Steady State Analysis Junction Report Demand Calculated Calculated Pattern Demand Hydraulic (gpm) Grade (ft) Fixed 0.00 418.03 Fixed 0.00 421.44 Fixed 0.00 421.44 Fixed 0.00 421.44 Fixed 0.00 421.44 Fixed 0.00 418.03 Fixed 0.00 380.28 Fixed 0.00 380.28 Fixed 2,500.00 376.57 Fixed 0.00 422.97 Fixed 0.00 423.03 c:\windows\desktop\villag-1.wcd Urban Design Group Pressure (psi) 70.07 n.60 77.60 77.60 77.60 70.50 57.20 56.77 55.71 78.26 78.28 Project Engineer: Deborah Keating Cybemet v3.1 [071 c] 12A'.>4A'.Xl 11 :36:03 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06706 USA (203) 755-1666 Page 1of1 Title: crystal z :\00-367\village at crystal park.wed 12/04/00 02:55 :24 PM P -16 Scenario: Base Urban Design Group @ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 c P roject Engineer: Deborah Keati ng Cybernet v3.1 [071c] Page 1 of 1 FOR OFFI CE USE ON LY -g, ( L\1 \\t CASE NO .:Qf, -C?i.30 11 DATESUBMITTED: i'0 l!3 (G'iJ SITE PLAN APPLICATION MINIMUM SUBMITIAL REQUIREMENTS _./_Site plan application completed in full. _./_$100.00 Appli cat ion Fee . _./ _ $100.00 D evelopment Pennit Application Fee. _ ./ _$300.00 Publi c Infrastructure In spection Fee if applicable. (This fee is payable if construction of a public waterline, sewer lin e, sidewalk, stree t or drainage faci li ties is invo lved.) _./_Ten (l 0) fold ed copies of s ite plan. _./_A copy of t he attached s it e p lan checklist with all items checked off or a brief expl a nation as to why they are not checked o ff. APPLICATION DATA LEGAL DESCRIPTION Crvsta l Park Subdivi s ion. P hase One . Re mainder of3 .77 Ac Tra ct. Portion of Lot 1. Blq_cjs_J_ Volume 2451. Page 6 3) APPLICANT (Primary Contact for the Project): Street Address __ 4_2_7_00_E~a_rl_R_u~d_d~e_r _F~re~c_w_av~· ~S~ot~rt_h_. ~Su_i_tc_4_3_0_0 ___ City __ C=o=l""'le""g=e-=S=ta=t=io'""n'-----· State __ T'-'e~x=a s~----Zip Code ___ 7_78~4~5 __ _ E-Mai l Address ---'-N-'-/~A _______ _ Phone Number __ C....,.9...:...79"-')'-'6=9=3-=-2:...:.4.::..67-=-----Fax Number ---~<9_7_9)~76~4_-_J 5_7_6 __________ _ PROPE RTY OWNER'S INFORMATION: Name _____ ~S~an_1~c~a ~s _A~bo~\_'e'---------------------------- Street Address ____________ _ City State --------E-Mail Address ----------·---Zip Code _____ _ Phone Number ___________ Fax Number __________________ _ ARC HJTECT OR ENGfNEER'S INFORMATION: Name _____ -=U~rb=a~n'-'D~e=s=ig=1.:...1~G~ro=u=p'-------------------------- Street Address ---=2'-'7-"-0-"-0 ~E=a""'rl'-'R'""u=d=d=c"-r"-F~re=c'-""-='a-'-v """'S""o=ut'-'-h"--. =S=u1=·1e=-· 4..:..:3~0'--"0'---City __ C~o~ll_e~ge~S ~ta~ti~o_n _____ _ State __ T~e~x~as~----Zip Code ___ 7~7~8~4~5 ____ E -Mail Address dke ating@ udgc s .com Phone Number _ _,_,_(9-'-7.:...9),_6""')9'"""6'-'-9'-'6=5-=-3 ____ Fax N umber --~(9_7~9~) _69_6_-~9_7 )_-2 ___________ _ OTHE R CONTACTS (Pl ease specify type of contact, i .e. project man ager, potential buyer, lo cal contact, etc): Name -------------------------------------- Street Address C ity ------------------------------- State Zip Code ______ E -Mail Address _____________ _ Phone Num ber ______________ Fax Number ______________ _ SI E PLAN APPLICATION SlT EAPf'.DO C 3/25/99 I of2 CURRENTZONING __ __,_P~D~D~-B~--------------------------- PRES ENT USE OF PROPERTY The site is c urrenth· und evelooed. PROPOSED USE OF PROPERTY Proposed use will co nsi st of two (2 ) buil dings , bo th ofwh.ich will be used as offices. V ARIANCE(S) REQUE STED AND REASON(S) None # OF PARKING SP ACES REQUIRED ---'-'72=----- . CJ MULTI-FAMILY RESIDENTIAL Total acreage ____ _ Floodp lain Acreage __ _ Housing Units ____ _ # of 1 Bedroom Units # of2 Bedroom Units # of 3 Bedroom Units # of 4 Bedroom Units FOR 2 BEDROOM UNITS ONLY ___ # Bedrooms 2::. 132 sq .ft. ___ #Bedrooms < 13 2 sq.ft. #OF PARKING SPACES PROVIDED ,/ CO MMERCIAL Total Acreage 3. 77 Buildin g Square Feet ~1~8~0~0~0 __ Floodpl ai n Acreage _ _,2=.-"-57'---- 76 The applicant has prepared th is 9pplication and certifies th at th e facts stated herein and exhibits attached hereto are tru e and correct. SITE PLAN APPLICATION SITE.APP .DOC 3125 199 Date 2 o f2 {)\)~~~ SUPPLEMENTAL DEVELOPMENT PERMIT INFORMATION .Application is hereby made for the following development specific waterway alterations: ACKNOWLEDGMENTS: I, _______________ __, design engineer/owner, hereby acknowledge or affirm that: The infonnation 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 thi rmit application, I agree to construct the improvements propo in this application according to these documents and · f Chapter 13 of the College Station City Code. ~~- alterations within designated flood A I, certify that any nonresidential structure on or proposed to be on this site as part of this application is designated to prevent damage to the structure or its contents as a result of floodi ng 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 Hazard Study and maps, as amended. :& w: 1> Si5n '' B ,, Engineer Date "Y'.f ,.,C-tl"' ke....-s~ ~-& C. I, _ k . , _, certify that the alteratio ns or development covered by this permit shall not diminish the fl • ""-.-h ~ c~r ~fi·c..t..+e ray adjoining or cross ing this permitted site and that such alterations or development a b-uf!!#[ o""' ~J-.-b ~16) he City of College Station City Code, Chapter 13 concerning encroaclunents of floodways and ( ~S-Jl...,,r). 'D. /~ Engineer Date D. I, do certify that the proposed alterations do not raise the level of the 100 year flood above elevation established in the latest Federal Insurance Administration Flood Hazard Study. Engineer Date Conditions or comments as part of approval : ~--------------------------~ In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debri s from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities . • hereby grant this permit for development All development shall be in accordahce 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 APPLICATION SITEAPP.DOC 03n5199 3 of3