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Home My WebLink About44 Callaway Villas 05-17 305 Marion PughJun 27 05 03:12p Rabon A. Metcalf', P.E. 9796900329 p. 1 RA BON M ETCALF fNoIN~iR~JN~o:_~~====""'~~~M~!f::·:·:"~,.,=8~~'-~·$--~-!S (979)690-0329 -Horn e POST OFFICE BOX 9253 ---(979)690-0329 -FAX COLLOOE STATION , TEXAS 77842 (979) 219-1174 _ C ELL EMAIL : r men r,inccr@iun o.com FACSIMILE TRANSMITTAL SHEET T O : Josh Norton, EIT COMPANY: CoCS -Planning & Development Services FAX NUMB ER: 764-3496 PHONE NUMBER.: RE: CV A -Drainage Report FROM : Rabon M:::tcalf, P .E. DATE : June 27, 2005 TOTAL NO. OF PllGES I NCLUD ING COVER.: 19 CC: CC FAX NUMBER : 0 URGENT 0 FOR R EV IEW 0 PLEASE CO MMENT 0 PLEASE REPLY 0 FOR YOUR REC ORDS NOTES/COMMENTS: Josh, Here is the routing data with the tabular information . Rabon The infonnation contained in this fux is confid ential and is exclusively for the use of the previously addressed party. Please call the above number to correct any difficulties with the transmi ssion of this fax . :RABON METCALF ENGINEERIN~G~~~====~::::*~·~·~~-1979) 690-0329 -HOME POST OFFICE BOX 9 253 ___ ---=e --1979) 690-0329 -FAX COLI.EGE STATION. TIXAS-77842 19791 219-4174 -CEll ..... ~----- -------EMAIL:/RMENGINEER@JUNO.COM / June 27 , 2005 Alan P. Gibbs , P.E. Development Engineer City of College Station 1101 Texas Avenue South College Station, TX 77842 RE: Drainage Letter (Revision No. 1) for Callaway Villa Apartments 305 Marion Pugh Drive, College Station, TX Lot 1, Block One, Callaway Subdivision, Phase Two -13.801 acres RME No. 178-0245 Dear Alan: Please find the enclosed findings , calculations and attachments for the above referenced project's drainage facilities and improvements. This drainage letter and the supporting design methods were performed in accordance with the City of College Station 's Drainage Design Policies and Standards. Information used for the design , and the resulting calculations , of these drainage improv ements are as follows: •:• A-1: •:• A-2 : •:• A-3 : •:• A-4: •:• B-1: •:• B-2: •:• B-3: General Bee Creek Watershed Map; FEMA Map Panel; Existing Drainage Area Map ; Proposed Drainage Area Map; Pre-Development Hydrology; Post-Development Hydrology & Pond Routing; Outlet Structure Routing ; The project site i s a 13.801 acre tract (Callaway Subdiv ision, Phase Two -Lot One , Block One) and is located within the Bee Creek watershed. Runoff is conveyed overland to the abandoned portion of Luther Street West at which point it collects in a poorly defined ditch on the west side of the Union Pacific Railroad ditch. Runoff eventually reaches the headworks of an unnamed tributary which drains into the North Fork -Tributary "B " (see Exhibit A-1). Additionally, this project site is not located or adjacent to any FEMA mapped floodplain (see Exhibit A-2). In general, undeveloped areas on this property are vacant, covered by native weeds and grasses, and have moderate tree coverage. Developed areas consist of the existing CD 1-178-0245-L05.doc Page - 1 . ' Callaway Villa Apartments Drainage Letter -Revision No . I Rabon Metcalf Engineering June 27, 2005 metal building , paved parking, and remnants of past abandoned facilities , drives , and parking areas (see Exhibit A-3). Hydrology Using the Rational Method for hydrology modeling , runoff values were determined for each drainage basin (ex isting & proposed). Results from the 2, 5, 10 , 25, 50 & 100-year rainfall events for these drainage basins are summarized below in Table #1 (see Exhibits B-1 & 2). Proposed runoff rates are the resultants of routed all sub-drainage areas through the storm drain system using the hydrology/hydraulic program HydroCAD v7.0 . TABLE #1 -HYDROL O GY SUMMARY D.A. Xl Pl (cfs) (cfs) (cfs) (cfs) 29.41 36 .37 41.21 47.25 41.62 51.48 58.33 66.88 XI -Existing conditions for 13.801 acre tract ; P 1 -Proposed conditions for 13 . 801 acre tract ; Hydraulics (cfs) (cfs) 53 .63 55 .96 75 .90 79.19 With the proposed development, a detention facility will be provided that consists of a combination of both underground storage , utilizing the storm drain system, and detentioning in the proposed parking areas. At a maximum water surface elevation of 328.38 ', storm drain lines and junction boxes , will provide for 32 ,642 ft3 of detentioning. A 30 " diameter restrictor pipe will be provided at the downstream area inlet "Al " in order to detain the increased runoff. Runoff conveyed through this restrictor will discharge into a larger 42 " diameter pipe prior to being released off-site so that velocities can be attenuated (see Exhibit B-3). Using the runoff hydrographs for proposed conditions, flows were routed through the detention system to determine expected runoff rates (see Exhibit B-2). These stage-storage relationships , for the proposed conditions are summarized below in Table #2. TABLE #2 -R OUTING D ATA Rainfall Peak Routed Event Storage Elevation Flow Pre-Dev. (yr) (ac-ft) (ft) (cfs) Flow (cfs) 2 0 .624 325.58 25 .77 29.41 5 0.810 326 .09 30.86 36 .37 10 0 .927 326.45 35.49 41 .21 25 1.066 327 .03 41.95 47.25 50 1.196 328 .09 49.09 53.63 100 1.251 328.28 50 .15 55 .96 Routing through the 30 " diameter restrictor pipe into the 42 " diameter outflow pipe lS summarized below in Table #3. CD1-l 78-0245-L05.doc Page -2 Callaway Villa Apartments Drainage Letter -Revision No. 1 Conclusion s TAB LE #3-OUTFALL STRU CTURE Rainfall Event Flow Velocity (yr) (cfs) (fps) 2 25.77 3.4 5 30.86 3 .6 10 35.49 3 .7 25 41.95 3 .8 50 49.09 3.8 10 0 5 0 .15 3.8 R abon Metcalf Engineering June 27, 2005 As shown, a maximum pond volume of 1.251 acre-feet occurs during the proposed conditions at a peak elevation of 32 8.28 feet with an outflow rate of 50.15 cfs discharged from the restrictor pipe. The outflow is significantly less (5.8 1 cfs) than the existing pre -development runoff rate. As menti oned previous ly, the attached engineering calculations are issued for the stated drainage improvements and are issued by me an d are applicable t o t hi s project. Please call shoul d you have any qu estions or re quire assistance. Rabon A. Metcalf, P.E. rmengineer@verizon.net CD l-l 78-0245 -L05 .doc Page -3 I I ' .... Existing Conditions TX-Brazos County 2-Year Duration=20 min, lnten=4.43 in/hr ~ Prepare<;t by {enter your company name here} Page 1 HydroCAP®. 7 .10 s/n 003394 C 2005 HydroCAD Software Solutions LLC 6/26/2005 Subcatchment X1: Drainage Area X1 Runoff = 29.41 cfs@ 0.34 hrs, Volume= 1.223 af, Depth> 1.06" Runoff by Rational method, Rise/Fall=1 .0/2 .0 xTc, Time Span= 0.00-1 .00 hrs, dt= 0.01 hrs TX-Brazos County 2-Year Duration=20 min, lnten=4.43 in/hr Area (ac) 3.380 10 ,420 13 .800 C Description 0.90 Gravel roads, HSG C 0.35 Brush Fair HSG C 0.48 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20 .0 1,753 0.0095 1.5 Shallow Concentrated Flow, Flow path to SE comer of property« 32 30 . 28 26 .. 24 ·. 22 . ~ 16·· .2 u.. 14 12 · 10· 8 ·· 6 ·. 4·· Grassed Waterway Kv= 15.0 fps l Subcatchment X1: Drainage Area X1 TX-Brazos County 2-Year Duration=20 min, I nten=4.43 in/hr unoff Area=13.800 ac ff Volume=1.223 af R off Depth>1.06" Flow ngth=1, 753' -20.0 min =0.48 { o :~.------------------------------------------------------Oll! 0 Time (hours) Existing Conditions TX-Brazos County 5-Year Duration=20 min, lnten=5.48 in/hr Prepared by {enter your company name here} Page 2 HydroCAD® 7 .10 sin 003394 ©> 2005 HydroCAD Software Solutions LLC 6/26/2005 Subcatchment X1: Drainage Area X1 Runoff = 36 .37 cfs @ 0.34 hrs, Volume= 1.512 af, Depth> 1.32" Runoff by Rational method, Rise/Fall=1 .0/2.0 xTc, Time Span= 0.00-1.00 hrs, cit= 0.01 hrs TX-Brazos County 5-Year Duration=20 min, lnten=5.48 in/hr Area (ac) C 3.380 0.90 10.420 0.35 13.800 0.48 Description Gravel roads, HSG C Brush Fair HSG C Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 1,753 0.0095 1.5 Shallow Concentrated Flow, Flow path to SE comer of property« Grassed Waterway Kv= 15.0 fps 40- 38·: 36 34·, 32 · 30· 28 ' 26 · 24 · ~ 22 ~ 203 ii: 18·' 16·' 14·: 12·: 10 . 8 ·. 6 4 · 2 ' Subcatchment X1: Drainage Area X1 TX-Brazos County 5-Year Duration=20 min, lnten=S.48 in/hr unoff Area=13.800 ac ff Volume=1.512 af R off Depth>1.32" Flow ngth=1,753' 20.0 min =0.48 O ·~----....... ---------------------~ 0 Time (hours) Existing Conditions TX-Brazos County 10-Year Duration=20 min, lnten=6.21 in/hr Prepared by {enter your company name here} Page 3 HydroCAD® 7 .10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 6/26/2005 Subcatchment X1: Drainage Area X1 Runoff = 41 .21 cfs@ 0.34 hrs , Volume= 1.714 af, Depth> 1.49" Runoff by Rational method , Rise/Fall=1 .0/2 .0 xTc, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs TX-Brazos County 10-Year Duration=20 min , lnten=6.21 in/hr Area (ac) C 3.380 0.90 10 .420 0.35 13 .800 0.48 Description Gravel roads, HSG C Brush Fair HSG C Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20 .0 1,753 0.0095 1.5 Shallow Concentrated Flow, Flow path to SE comer of property C Grassed Waterway Kv= 15.0 fps Subcatchment X1: Drainage Area X1 46·:-------------------------------. 44 · 42 40 38·~ 36· 34· 32 30 = 28 < .. 26·' ~ 24 · 1 22 ·~ I&. 2 . 10 · 8 · 6 , 4 , 2: TX-Brazos County 10-Year Duration=20 min, lnten=6.21 in/hr Runoff Area=13.800 ac off Volume=1.714 af noff Depth>1.49" Flo ength=1, 753' =20.0 min C=0.48 0-----------------------------.. 0 Time (hours) Existing Conditions TX-Brazos County 25-Year Duration=20 min, lnten=l.12 in/hr Prepared by {enter your company name here} Page 4 HydroCAO® 7 .10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 6/26/2005 Subcatchment X1: Drainage Area X1 Runoff = 47 .25 cfs@ 0.34 hrs, Volume= 1.965 af, Depth> 1. 71" Runoff by Rational method , Rise/Fall=1 .0/2 .0 xTc, Time Span= 0.00-1 .00 hrs , dt= 0.01 hrs TX-Brazos County 25-Year Duration=20 min , lnten=7 .12 in/hr Area (ac) C Description 3.380 0.90 Gravel roads , HSG C 10 .420 0.35 Brush Fair HSG C 13 .800 0.48 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20 .0 1, 753 0.0095 1.5 Shallow Concentrated Flow, Flow path to SE comer of property« Grassed Waterway Kv= 15.0 fps 50· 45· 40 35· ... 30·· ~ 20·· 15 10 · 5 Subcatchment X1: Drainage Area X1 TX-Brazos County 25-Year Duration=20 min, lnten=7.12 in/hr Runoff Area=13.800 ac off Volume=1.965 af noff Depth>1.71" Flo ength=1, 753' =20.0 min C=0.48 O·•. ---------------------------0 Time (hours) Existing Conditions TX-Brazos County 50-Year Duration=20 min, lnten=B.08 in/hr Prepared by {enter your company name here} Page 5 HydroCAD® 7 .10 s/n 003394 @ 2005 HydroCAD Software Solutions LLC 6/26/2005 Subcatchment X1: Drainage Area X1 Runoff = 53 .63 cfs @ 0.34 hrs, Volume= 2.230 af, Depth> 1.94 " Runoff by Rational method, Rise/Fa11=1 .0/2 .0 xTc, Time Span= 0 .00-1.00 hrs , dt= 0.01 hrs TX-Brazos County 50-Year Duration=20 min, lnten=8.08 in/hr Area {ac) C 3.380 0.90 10.420 0.35 13.800 0.48 Description Gravel roads , HSG C Brush Fair HSG C Weighted Average Tc Length Slope Velocity Capacity Description {min) (feet) (ft/ft) (ft/sec) (cfs) 20 .0 1,753 0.0095 1.5 Shallow Concentrated Flow, Flow path to SE comer of property« Grassed Waterway Kv= 15 .0 fps 45 40-: -35 -: . --. u ; 30· ..2 IL 25 20·: 15 10 5 · Subcatchment X1: Drainage Area X1 TX-Brazos County 50-Year Duration=20 min, lnten=S.08 in/hr Runoff Area=13.800 ac off Volume=2.230 af noff Depth>1.94" Flo ength=1, 753' =20.0 min C=0.48 O·""'· -----....-----------------.-----__..., 0 Time (hours) I-Runoff~ Existing Conditions TX-Brazos County 100-Year Duration=20 min, lnten=B.43 in/hr Prepared by {enter your company name here} Page 6 HydroCAD® 7 .10 s/n 003394 © 2005 HydroCAO Software Solutions LLC 6/26/2005 Subcatchment X1 : Drainage Area X1 Runoff = 55 .96 cfs @ 0.34 hrs, Volume= 2.327 af, Depth> 2.02" Runoff by Rat ional method, Rise/Fall=1 .0/2 .0 xTc, Time Span= 0.00-1.00 hrs , dt= 0.01 hrs TX-Brazos County 100-Year Duration=20 min , lnten=8.43 in/hr Area (ac) C 3.380 0.90 10 .420 0.35 13 .800 0.48 Description Gravel roads , HSG C Brush Fair HSG C Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 1,753 0.0095 1.5 Shallow Concentrated Flow, Flow path to SE comer of property« Grassed Waterway Kv= 15 .0 fps 45·: 40 · i' 35.: u . -. ~ 30 u.. 25 15 10 5 ·· Subcatchment X1: Drainage Area X1 TX-Brazos County 100-Year Duration=20 min, lnten=B.43 in/hr Runoff Area=13.800 ac noff Volume=2.327 af unoff Depth>2.02" Fl Length=1,753' c=20.0 min C=0.48 O ·!---------------.----------------.....-----------------------------.---------------~ 0 Time (hours) Jun 27 05 03:12p Rabon A. Metca 1 f, P. E. 9796900329 p.2 Proposed Conditions TX-Brazos County 2-Year Duration=20 min, lnten=4.43 in/hr Prepared by {enter your company name here} Page 1 HydroCAD® 7 .10 sin 003394 © 2005 HydroCAD Software Solutions LLC 6/2712005 Pond POND: Underground Stonn Drain System Inflow Area= 13.800 ac, Inflow Depth = 1.25" for 2-Year e\lent 1.433 ~If Inflow = Outflow = Primary = 41.62 cfs@ 0.17 hrs, Volume= 25.77 cfs@ 0.46 hrs, Volume= 25. 77 cfs @ 0.46 hrs , Volume= 1.433 a1f, Atten= 38%, Lag= 17.4 min 1.433 af Routing by Stor-lnd method, Time Span= 0 .00-2.00 hrs, dt= 0 .01 hrs Peak Elev= 325 .58'@ 0 .46 hrs Surf.Area= 0 .375 ac Storage= 0 .624 af Plug-Flow detention time= 14.9 min calculated for 1.433 af (100% of inflow) Center-of-Mass det. time= 14 .8 min ( 32 .8 -18.0) Volume #1 #2 #3 #4 #5 Elevation (feet) 327 .69 328 .38 Invert Avail.Storage Storage Description 322 .58' 323.06' 324.39' 326.43' 327.69' Surf.Area (acres) 0.000 0.400 0 .755 af 48.0"D x 999.00'L Horizontal Cylinder S= 0.0015 ·r x 2 .62 0 .344 at 42.0"D x 999.00'L Horizontal Cylinder S= 0.0015 ·r x 1.56 0.034 af 24.0"D x 468.46'L Horizontal Cylinder S= 0.0015 '/' 0 .017 af 18.0"D x 422.SO'L Horizontal Cylinder S= 0.0015 •r 0.138 af Custom Stage Data (Prismatic) Listed below (Recalc) 1.288 af Total Available Storage Inc.Store (acre-feet) 0 .000 0 .138 Cum .Store (acre-feet) 0.000 0 .138 Device Routing Invert Outlet Devices #1 Primary 322 .53' 30.0" x 33.0' long Strom Drain from A1 CMP, square edge headwall, Ke= O.SOO Outlet Invert= 322 .48' S= 0.0015 'f Cc= 0.900 n= 0 .013 Corrugated PE , smooth inteirior Primary OutFlow Max=25 .77 cfs@ 0 .46 hrs HW=325.58' (Free Discharge) L1=Strom Drain from A1 (Barrel Controls 25.77 cfs@ 5.5 fps) --------------------- Jun 27 05 03:12p Rabon A. Metcal¥, P.E. 9796900329 p.3 Proposed Conditions TX-Brazos County 2-Year Duration=20 min, lnten=4.43 in/hr Prepared by {enter your company name here} Page 2 HydroCAD® 7.10 sin 003394 © 2005 HydroCAD Software Solutions LLC 6/27/2005 46 · 44 · 42 ·' 40 ·! 38 ·: 36 ; 34 · 32 : 30·1 28 ; i 26 ~ 24 · ~ 22 · ii: 20-f 1a j 16 ~ 14 · 12· 10· 4 · 2 · Pond POND: Underground Storm D1rain System Inflow Area=13.800 ac Pea~~ Elev=325.58' Sto rage=0.624 af 30.0" >~ 33.0' Culvert o -11:. ----------t-----.-,.----~=--·---------J 0 328 · 327 · i 326 · ~ .. ~ iii 325· 0 1 Tirne (hours) Pond POND: Underground Storm Drain System 2 I-Storage~ f:---••ltiii~ Jun 27 05 03:12p Rabon A. Metcalr, P.E. 9796900329 p.4 Proposed Conditions TX-Brazos County 2-Ye!ar Duration=20 min, lnten=4.43 in/hr Prepared by {enter your company name here} Page 3 HydroCAD® 7.10 sin 003394 ~ 2005 HydroCAD Software Solutions LLC 6/27/2005 Hydrograph for Pond POND: Underground Storm Drain System Time Inflow Storage Elevation Primary Time Inflow Storage Elevation Primary {hours} {cfs} {acre-feet} (feet} (cfs} (hours} (cfs} {acre-feet} (feet} {cfs} 0.00 0.00 0.000 322.58 0.00 1.08 0.00 0.050 323.62 4.53 0.02 4.99 0.004 322.95 0.68 1.10 0.00 0.043 323.56 4.07 0.04 9.99 0.014 323.22 1.86 1.12 0.00 0.036 323.50 3.64 0.06 14.98 0.030 323.44 3.22 1.14 0.00 0.031 323.44 3.23 0.08 19.98 0.053 323.64 4.72 1.16 0.00 0.026 323.39 2.85 0.10 24.97 0.081 323.83 6.32 1.18 0.00 0.021 323.33 2.49 0.12 29.97 0.114 324.00 8.00 1.20 0.00 0.017 323.28 2.16 0.14 34.96 0.153 324.17 9.76 1.22 0.00 0.014 323.22 1.86 0.16 39.96 0.198 324.34 11.61 1.24 0.00 0.011 323.17 1.57 0.18 41.62 0.245 324.51 13.49 1.26 0.00 0.009 323.11 1.32 0.20 41.62 0.290 324.65 15.19 1.28 0.00 0.007 323.06 1.08 0.22 41.62 0.332 324.78 16.73 1.30 0.00 0.005 323.01 0.88 0.24 41.62 0.372 324.90 18.13 1.32 0.00 0.004 322.96 0.70 0.26 41.62 0.410 325.00 19.42 1.34 0.00 0.003 322.91 0.55 0.28 41.62 0.446 325.10 20.59 1.36 0.00 0.002 322.87 0.43 0.30 41.62 0.480 325.19 21.67 1.38 0.00 0.001 322.83 0.32 0.32 41.62 0.512 325.28 22.66 1.40 0.00 0.001 322.79 0.24 0.34 40.79 0.542 325.36 23.56 1.42 0.00 0.001 322.75 0.17 0.36 38.29 0.568 325.43 24.29 1.44 0.00 0.000 322.71 0.11 0.38 35.80 0.589 325.48 24.86 1.46 0.00 0.000 322.68 0.07 0.40 33.30 0.604 325.53 25.27 1.48 0.00 0.000 322.64 0.04 0.42 30.80 0.615 325.56 25.55 1.50 0.00 0.000 322.60 0.01 0.44 28.30 0.622 325.57 25.72 1.52 0.00 0.000 322.58 0.00 0.46 25.81 0.624 325.58 2s.n 1.54 0.00 0.000 322.58 0.00 0.48 23.31 0.622 325.57 25.72 1.56 0.00 0.000 322.58 0.00 0.50 20.81 0.616 325.56 25.57 1.58 0.00 0.000 322.58 0.00 0.52 18.31 0.606 325.53 25.32 1.60 0.00 0.000 322.58 0.00 0.54 15.82 0.593 325.50 24.97 1.62 0.00 0.000 322.58 0.00 0.56 13.32 0.576 325.45 24.52 1.64 0.00 0.000 322.58 0.00 0.58 10.82 0.556 325.40 23.95 1.66 0.00 0.000 322.58 0.00 0.60 8.32 0.533 325.34 23.28 1.68 (l.00 0.000 322.58 0.00 0.62 5.83 0.507 325.27 22.50 1.70 0.00 0.000 322.58 0.00 0.64 3.33 0.478 325.19 21.60 1.72 0.00 0.000 322.58 0.00 0.66 0.83 0.446 325.10 20.60 1.74 Cl.00 0.000 322.58 0.00 0.68 0.00 0.413 325.01 19.52 1.76 0.00 0.000 322.58 0.00 0.70 0.00 0.382 324.92 18.46 1.78 0.00 0.000 322.58 0.00 0.72 0.00 0.352 324.84 17.43 1.80 0.00 0.000 322.58 0.00 0.74 0.00 0.324 324.75 16.44 1.82 0.00 0.000 322.58 0.00 0.76 0.00 0.298 324.67 15.48 1.84 0.00 0.000 322.58 0.00 0.78 0.00 0.273 324.60 14.56 1.86 0.00 0.000 322.58 0.00 0.80 0.00 0.250 324.52 13.68 1.88 0.00 0.000 322.58 0.00 0.82 0.00 0.228 324.45 12.83 1.90 0.00 0.000 322.58 0.00 0.84 0.00 0.207 324.38 12.01 1.92 i0.00 0.000 322.58 0.00 0.86 0.00 0.188 324.31 11.23 1.94 10.00 0.000 322.58 0.00 0.88 0.00 0.170 324.24 10.48 1.96 0.00 0.000 322.58 0.00 0.90 0.00 0.153 324.17 9.76 1.98 1).00 0.000 322.58 0.00 0.92 0.00 0.138 324.11 9.08 2.00 0.00 0.000 322.58 0.00 0.94 0.00 0.123 324.04 8.43 0.96 0.00 0.110 323.98 7.79 0.98 0.00 0.098 323.92 7.19 1.00 0.00 0.086 323.86 6.61 1.02 0.00 0.076 323.80 6.05 1.04 0.00 0.066 323.74 5.52 1.06 0.00 0.058 323.68 5.01 Jun 27 05 03:13p Rabon A. Metcalf', P.E. 9796900329 p.5 Proposed Conditions TX-Brazos County 5-Year Duratian=20 min, lnten=5.48 in/hr Prepared by {enter your company name here} Page 4 HydroCAD® 7 .10 sin 003394 © 2005 HydroCAD Software Solutions LLC 612712005 Pond POND: Underground Stonn Drain System Inflow Area= 13 .800 ac, Inflow Depth = 1.54" for 5-Year e\lent 1.772 af Inflow = Outflow = Primary = 51.48 cfs@ 0.17 hrs , Volume= 30.86 cfs@ 0 .47 hrs , Volume= 30.86 cfs @ 0 .47 hrs, Volume= 1.772 a1f, Atten= 40%, Lag= 17.8 min 1.772 af Routing by Stor-lnd method, Time Span= 0 .00-2.00 hrs, dt= 0 .01 hrs Peak Elev= 326 .09'@ 0.47 hrs Surf.Area= 0 .349 ac Storage= 0.8'!0 af Plug-Flow detention time= 16.2 min calculated for 1.772 af (100% of inflow) Center-of-Mass det. time= 16.1 min ( 34.1 -18.0) Volume #1 #2 #3 #4 #5 Elevation (feet) 327 .69 328 .38 Invert Avail.Storage Storage Description 322.58' 323 .06' 324.39' 326 .43' 327 .69' Surf.Area (acres) 0 .000 0 .400 0 .755 af 48.0"D x 999.00'L Horizontal Cylinder S= 0.0015 ·r x 2 .62 0 .344 af 42.0"D x 999.00'L Horizontal Cylinder S= 0.0015 ·r x 1.56 0 .034 af 24.0"D x 468.46'L Horizontal Cylinder S= 0.0015 •r 0 .017 af 18.0"0 x 422.80'L Horizontal Cylinder S= 0.0015 ·r 0.138 af Custom Stage Data (Prismatic) Listed below (Recalc) 1.288 af Total Available Storage Inc.Store (acre-feet) 0 .000 0 .138 Cum.Store (acre-feet) 0 .000 0.138 Device Routing Invert Outlet Devices #1 Primary 322 .53' 30.0" x 33.0' long Strom Drain from A1 CMP, square edge headwall , Ke= 0 .500 Outlet Invert= 322.48' S= 0.0015 '/' Cc= 0 .900 n= 0 .013 Corrugated PE , smooth interior Primary Outflow Max=30.86 cfs @ 0.47 hrs HW=326.09' (Free Discharge) L1=Strom Drain from A1 (Barrel Controls 30.86 cfs @6.3 fps) Jun 27 05 03:13p Rabon A. Metcalf, P.E. 9796900329 p.6 Proposed Conditions TX-Brazos County 5-Year Duration=20 min, lnten=S.48 in/hr Prepared by {enter your company name here} Page 5 HydroCAD® 7 .10 s/n 003394 © 2005 HydroCAD Software Solutions LLC _ 612712005 55 · 45 . 35 · ~ ~30 ~ . IL 25 · 20 : Pond POND: Underground Storm Dtain System Inflow A1rea=13.800 ac Pea~~ Elev=326.09' Storage=0.810 af 30.0" lK 33.0' Culvert 0 ·¥. ----------i-----------__;::::::;:---------l 0 328 - 327 · ;- u ~ 326·. c ~ ;: iii 325· 0 1 2 Time {hours) Pond POND: Underground Stonn Drain System ~ ~ Jun 27 05 03:13p Rabon A. Metcal~, P.E. 9796900329 p.7 Proposed Conditions TX-Brazos County 5--Year Ouration=20 min, lnten=5.48 in/hr Prepared by {enter your company name here} Page6 HydroCAD® 7 .1 O s/n 003394 © 2005 HydroCAD Software Solutions LLC 612712005 Hydrograph for Pond POND: Underground Storm Drain System Time Inflow Storage Elevation Primary Time Inflow Storage Elevation Primary (hours) {cfs) (acre-feet} (feet} {cfs} {hours} {cfs} (acre-feet} (feet} (cfs} 0.00 0.00 0.000 322.58 0.00 1.08 0.00 0.089 323.87 6.75 0.02 6.18 0.005 322.99 0.80 1.10 0.00 0.078 323.81 6.18 0.04 12.35 0.017 323.28 2.18 1.12 0.00 0.069 323.75 5.65 0.06 18.53 0.038 323.52 3.77 1.14 0.00 0.060 323.69 5.13 0.08 24.71 0.066 323.74 5.51 1.16 0.00 0.052 323.63 4.64 0.10 30.89 0.101 323.94 7.38 1.18 0.00 0.044 323.57 4.18 0.12 37.06 0.144 324.13 9.34 1.20 0.00 0.038 323.52 3.74 0.14 43.24 0.193 324.33 11.43 1.22 0.00 0.032 323.46 3.33 0.16 49.42 0.249 324.52 13.64 1.24 Cl.00 0.027 323.40 2.94 0.18 51.48 0.309 324.71 15.88 1.26 0.00 0.022 323.35 2.58 0.20 51.48 0.366 324.88 17.90 1.28 0.00 0.018 323.29 2.24 0.22 51.48 0.420 325.03 19.74 1.30 0.00 0.015 323.24 1.93 0.24 51.48 0.471 325.17 21.39 1.32 0.00 0.012 323.18 1.64 0.26 51.48 0.519 325.30 22.88 1.34 0.00 0.009 323.13 1.38 0.28 51.48 0.565 325.42 24.22 1.36 0.00 0.007 323.07 1.14 0.30 51.48 0.610 325.54 25.41 1.38 0.00 0.005 323.02 0.93 0.32 51.48 0.652 325.65 26.42 1.40 0.00 0.004 322.97 0.75 0.34 50.45 0.692 325.76 27.22 1.42 0.00 0.003 322.93 0.59 0.36 47.36 0.728 325.86 27.64 1.44 0.00 0.002 322.88 0.46 0.38 44.27 0.757 325.94 28.70 1.46 0.00 0.001 322.84 0.35 0.40 41.18 0.779 326.00 29.62 1.48 0.00 0.001 322.80 0.26 0.42 38.09 0.795 326.05 30.27 1.50 0.00 0.001 322.76 0.19 0.44 35.00 0.805 326.07 30.67 1.52 0.00 0.000 322.72 0.13 0.46 31.92 0.810 326.09 30.85 1.54 0.00 0.000 322.69 0.08 0.48 28.83 0.809 326.09 30.82 1.56 0.00 0.000 322.65 0.05 0.50 25.74 0.803 326.07 30.59 1.58 0.00 0.000 322.61 0.02 0.52 22.65 0.793 326.04 30.18 1.60 0.00 0.000 322.58 0.00 0.54 19.56 0.778 326.00 29.59 1.62 0.00 0.000 322.58 0.00 0.56 16.47 0.760 325.95 28.83 1.64 0.00 0.000 322.58 0.00 0.58 13.38 0.738 325.89 27.90 1.66 0.00 0.000 322.58 0.00 0.60 10.30 0.711 325.81 27.51 1.68 0.00 0.000 322.58 0.00 0.62 7.21 0.681 325.73 27.02 1.70 0.00 0.000 322.58 0.00 0.64 4.12 0.646 325.64 26.30 1.72 D.00 0.000 322.58 0.00 0.66 1.03 0.608 325.54 25.36 1.74 D.00 0.000 322.58 0.00 0.68 0.00 0.567 325.43 24.27 1.76 0.00 0.000 322.58 0.00 0.70 0.00 0.528 325.32 23.14 1.78 0.00 0.000 322.58 0.00 0.72 0.00 0.491 325.22 22.01 1.80 10.00 0.000 322.58 0.00 0.74 0.00 0.455 325.13 20.89 1.82 0.00 0.000 322.58 0.00 0.76 0.00 0.421 325.03 19.79 1.84 1:>.00 0.000 322.58 0.00 0.78 0.00 0.390 324.94 18.72 1.86 1:>.00 0.000 322.58 0.00 0.80 0.00 0.360 324.86 17.69 1.88 IJ.00 0.000 322.58 0.00 0.82 0.00 0.331 324.77 16.68 1.90 IJ.00 0.000 322.58 0.00 0.84 0.00 0.304 324.69 15.72 1.92 IJ.00 0.000 322.58 0.00 0.86 0.00 0.279 324.62 14.79 1.94 1).00 0.000 322.58 0.00 0.88 0.00 0.255 324.54 13.90 1.96 IJ.00 0.000 322.58 0.00 0.90 0.00 0.233 324.47 13.04 1.98 IJ.00 0.000 322.58 0.00 0.92 0.00 0.212 324.39 12.21 2.00 0.00 0.000 322.58 0.00 0.94 0.00 0.193 324.32 11.42 0.96 0.00 0.175 324.26 10.66 0.98 0.00 0.158 324.19 9.94 1.00 0.00 0.142 324-12 925 1.02 0.00 0.127 324.06 8.59 1.04 0.00 0.113 324.00 7.95 1.06 0.00 0.101 323.94 7.34 Jun 27 05 03:13p Rabon A. Metcalf', P.E. 9796900329 p.8 Proposed Conditions TX-Brazos County 10-Year Duration=20 min, lnten=6.21 in/hr Prepared by {enter your company name here} Page 7 HydroCAD® 7.10 sin 003394 © 2005 HydroCAD Software Solutions LLC 6/27/2005 Inflow Area = Inflow = Outflow = Primary = Pond POND: Underground Storm 01rain System 13 .800 ac, Inflow Depth= 1.75" for 58 .33 cfs@ 0 .17 hrs , Volume= 35.49 cfs @ 0.46 hrs , Volume= 35.49 cfs @ 0.46 hrs, Volume= 10-Year event 2.008 ar 2 .008 a·f, Atten= 39%, 2 .008 a·f Routing by Star-Ind method , Time Span= 0 .00-2 .00 hrs , dt= 0 .01 hrs Peak Elev= 326 .45'@ 0.46 hrs Surf.Area= 0.303 ac Storage= 0.927 af Plug-Flow detention time= 16.6 min calculated for 2.008 af (100% of inflow) Center-o f-Mass det. time= 16.6 min ( 34.6 -18.0) Volume Invert Avail .Storage Storage Description Lag= 17 .6 min #1 #2 #3 #4 #5 322 .58' 323 .06' 324 .39' 326.43' 327 .69' 0 . 755 af 43 .0"D x 999.00'L Horizontal Cylinder S= 0.0015 •r x 2 .62 0.344 af 42.0"D x 999.00'L Horizontal Cylinder S= 0.0015 ·r x 1.56 0.034 af 24.0"D x 468.46'L Horizontal Cylinder S= 0.0015 ·r 0 .017 af 18.0"0 x 422.80'L Horizontal Cylinder S= 0.0015 '/' 0 .138 af Custom Stage Data (Prismatic) Listed below (Recalc) 1.288 af Total Available Storage Elevation (feet) Surf.Area (acres} Inc.Store (acre-feet) Cum .Store (acre-feet) 327.69 328 .38 Device Routing #1 Primary 0.000 0.400 0 .000 0 .1 38 0.000 0 .138 Invert Outlet Devices 322 .53' 30.0" x 33.0' long Strom Drain from A 1 CMP, square edge headwall , Ke= 0.500 Outlet Invert= 322.48' S= 0 .0015 '/' Cc= 0 .900 n= 0 .013 Corrugated PE , smooth int•erior Primary OutFlow Max=35.49 cfs@ 0.46 hrs HW=326.45' (Free Discharge) L1=Strom Drain from A1 (Barrel Controls 35 .49 cfs@ 7.2 fps) Jun 27 05 03:14p Rabon A. Metcal~, P.E. 9796900329 p.9 Proposed Conditions TX-Brazos County 10-Yi~ar Duration=20 min, lnten=6 .21 in/hr Prepared by {enter your company name here} Page B HydroCAD® 7 .10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 6/2712005 60·= 55·· SO : 45 : 40 • • ~ 35.: ~ ~ 30 ; 25 ·. 20 10 · 5 ·. Pond POND: Underground Storm Clrain System Inflow A~rea=13.800 ac Pealk Elev=326.45' Sturage=0.927 af 30.0" :1e 33.0' Culvert o :~. ----------------.------.;;:::=:.---------J 0 328 · 327 · ! 326 · 5 "' .. > ., iii 325·· 0 1 2 Time (hours) Pond POND: Underground Storm Drain System 1-storagej Jun 27 05 03:14p Rabon A. Metca 1 f', P. E. 9796900329 p. 1 o Proposed Conditions TX-Brazos County 10-Year Duration=20 min, lnten=6.21 in/hr Prepared by {enter your company name here} Page9 HydroCAD® 7 .10 sin 003394 ~ 2005 HydroCAD Software Solutions LLC 6/27/2005 Hydrograph for Pond POND: Underground Storm Drain System Time Inflow Storage Elevation Primary Time Inflow Storage Elevation Primary {hours} {cfs} (acre-feet} {feet} {cfs} {hours} fcfs} {acre-feet} {feet} {cfs} 0.00 0.00 0.000 322.58 0.00 1.08 0.00 0.115 324.00 8.02 0.02 7.00 0.005 323.01 0.89 1.10 0.00 0.102 323.94 7.40 0.04 14.00 0.020 323.31 2.39 1.12 0.00 0.090 323.88 6.81 0.06 21.00 0.043 323.57 4.12 1.14 0.00 0.079 323.82 6.25 0.08 28.00 0.076 323.80 6.03 1.16 0.00 0.070 323.76 5.70 0.10 35.00 0.116 324.01 8.08 1.18 0.00 0.061 323.70 5.19 0.12 42.00 0.164 324.22 10.23 1.20 0.00 0.052 323.64 4.70 0.14 49.00 0.221 324.42 12.55 1.22 0.00 0.045 323.58 4.23 0.16 56.00 0.285 324.63 15.00 1.24 0.00 0.038 323.52 3.79 0.18 58.33 0.353 324.84 17.47 1.26 0.00 0.033 323.47 3.38 0.20 58.33 0.419 325.03 19.71 1.28 0.00 0.027 323.41 2.99 0.22 58.33 0.481 325.20 21.72 1.30 0.00 0.023 323.35 2.62 0.24 58.33 0.540 325.36 23.50 1.32 0.00 0.019 323.30 2.28 0.26 58.33 0.597 325.51 25.07 1.34 0.00 0.015 323.24 1.96 0.28 58.33 0.650 325.65 26.39 1.36 0.00 0.012 323.19 1.67 0.30 58.33 0.702 325.79 27.37 1.38 0.00 0.010 323.13 1.40 0.32 58.33 0.753 325.93 28.54 1.40 0.00 0.007 323.08 1.16 0.34 57.16 0.800 326.06 30.46 1.42 0.00 0.006 323.03 0.95 0.36 53.66 0.840 326.17 32.05 1.44 0.00 0.004 322.98 0.76 0.38 50.16 0.872 326.27 33.29 1.46 0.00 0.003 322.93 0.61 0.40 46.66 0.896 326.34 34.24 1.48 0.00 0.002 322.89 0.47 0.42 43.16 0.913 326.40 34.91 1.50 0.00 0.002 322.84 0.36 0.44 39.66 0.923 326.43 35.33 1.52 0.00 0.001 322.80 0.27 0.46 36.16 0.927 326.45 35.49 1.54 0.00 0.001 322.77 0.19 0.48 32.66 0.926 326.44 35.42 1.56 0.00 0.000 322.73 0.13 0.50 29.16 0.918 326.42 35.13 1.58 0.00 0.000 322.69 0.09 0.52 25.67 0.906 326.38 34.64 1.60 0.00 0.000 322.65 0.05 0.54 22.17 0.889 326.32 33.97 1.62 0.00 0.000 322.61 0.02 0.56 18.67 0.867 326.26 33.12 1.64 0.00 0.000 322.59 0.00 0.58 15.17 0.841 326.18 32.10 1.66 0.00 0.000 322.58 0.00 0.60 11.67 0.811 326.09 30.91 1.68 0.00 0.000 322.58 0.00 0.62 8.17 0.778 326.00 29.56 1.70 0.00 0.000 322.58 0.00 0.64 4.67 0.741 325.89 28.03 1.72 0.00 0.000 322.58 0.00 0.66 1.17 0.700 325.78 27.33 1.74 0.00 0.000 322.58 0.00 0.68 0.00 0.656 325.66 26.51 1.76 0.00 0.000 322.58 0.00 0.70 0.00 0.613 325.55 25.49 1.78 0.00 0.000 322.58 0.00 0.72 0.00 0.571 325.44 24.39 1.80 0.00 0.000 322.58 0.00 0.74 0.00 0.532 325.33 23.26 1.82 0.00 0.000 322.58 0.00 0.76 0.00 0.495 325.23 22.13 1.84 0.00 0.000 322.58 0.00 0.78 0.00 0.459 325.14 21.01 1.86 0.00 0.000 322.58 0.00 0.80 0.00 0.425 325.04 19.91 1.88 0.00 0.000 322.58 0.00 0.82 0.00 0.393 324.95 18.84 1.90 0.00 0.000 322.58 0.00 0.84 0.00 0.363 324.87 17.80 1.92 tl.00 0.000 322.58 0.00 0.86 0.00 0.334 324.78 16.79 1.94 0.00 0.000 322.58 0.00 0.88 0.00 0.307 324.70 15.82 1.96 0.00 0.000 322.58 0.00 0.90 0.00 0.282 324.62 14.89 1.98 0.00 0.000 322.58 0.00 0.92 0.00 0.258 324.55 13.99 2.00 1().00 0.000 322.58 0.00 0.94 0.00 0.236 324.47 13.13 0.96 0.00 0.215 324.40 12.30 0.98 0.00 0.195 324.33 11.50 1.00 0.00 0.177 324.26 10.74 1.02 0.00 0.159 324.20 10.02 1.04 0.00 0.143 324.13 9.33 1.06 0.00 0.129 324.07 8.66 Jun 27 05 03:15p Rabon A . Metcalf, P.E. 9796900329 p . 11 Proposed Conditions TX-Brazos County 25-Yi;oar Duration=20 min, lnten=?.12 in/hr Prepared by {enter your company name here} Page 10 HydroCAD® 7.10 s/n 003394 C 2005 HydroCAD Software Solutions LLC 6/27/2005 Pond POND: Underground Storm Drain System Inflow Area= 13.800 ac, Inflow Depth = 2 .00" 66.88 cfs @ 0.17 hrs , Volume= 41 .95 cfs@ 0.46 hrs, Volume= 41 .95 cfs @ 0 .46 hrs, Volume= for 25-Year Ewent 2 .303 af Inflow = Outflow = Primary = 2.303 af, Atten= 37%, Lag= 17 .3 min 2 .303 af Routing by Stor-lnd method, Time Span= 0.00-2 .00 hrs, dt= 0 .01 hrs Peak Elev= 327 .03 '@ 0.46 hrs Surf.Area= 0 .173 ac Storage= 1.056 af Plug-Flow detention time= 16.7 min calculated for 2 .291 af (100% of inflow) Center-of-Mass det. time= 16 .8 min ( 34 .8 -18 .0) Volume #1 #2 #:3 #4 #5 Elevation (feet) 327 .69 328 .38 Invert Avail.Storage Storage Description 322 .58' 323 .06' 324 .39 ' 326.43' 327 .69 ' Surf.Area (acres) 0.000 0.400 0 .755 af 48.0"D x 999.00'L Horizontal Cylinder S= 0.0015 ·r x 2.62 0.344 af 42.0"D x 999.00'L Horizontal Cylinder S= 0.0015 •r x 1.56 0.034 af 24.0"D x 468.46'L Horizontal Cylinder S= 0.0015 ·r 0.017 af 18.0"D x 422.80'L Horizontal Cylinder S= 0.0015 ·r 0.138 af Custom Stage Data (Prismatic) Listed below (Recalc) 1.288 af Total Available Storage Inc .Store (acre-feet) 0 .000 0 .138 Cum .Store (acre-feet) 0.000 0 .138 Device Routing Invert Outlet Devices #1 Primary 322 .53 ' 30.0" x 33.0' long Strom Drain from A1 CMP, square edge headwall, Ke= 0.500 Outlet Invert= 322.48' S= 0.0015 ·r Cc= 0 .900 n= 0.013 Corrugated PE , smooth interior Primary OutFlow Max=41 .95 cfs@ 0.46 hrs HW=327.03' (Free rnscharge) 'L1=Strom Drain from A1 (Barrel Controls 41.95 cfs@ 8.5 fps) Jun 27 05 03:15p Rabon A. Metcal~, P.E. 9796900329 p. 12 Proposed Conditions TX-Brazos County 25-Year Duration=20 min, tnten=l.12 in/hr Prepared by {enter your company name here} Page 11 HydroCAD® 7 .10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 6/27 /2005 ... 70 55 .: 60·: 55 .. 50.: ~ 4~ ~ 35 . ~ 30 -. 25 Pond POND: Underground Storm D1·ain System Inflow A1rea=13.800 ac Peak Elev=327.03' Storage=1.066 af 30.0" J~ 33.0' Culvert o-'-. --------------------:::::::.---------1 0 328 · 327 · I 326 · c 0 ., .. ~ iii 325·· 0 1 2 Tim~ (hours) Pond POND: Underground Storm Drain System Jun 27 05 03:15p Rabon A. Metca 1 f, P. E. 9796900329 P· 13 Proposed Conditions TX-Brazos County 25-Ye,ar Duration=20 min, lnten= 7.12 in/hr Prepared by {enter your company name here} Page 12 HydroCAD® 7 .10 sin 003394 C 2005 HydroCAD Software Solutions LLC 6/27/2005 Hydrograph for Pond POND: Underground Stonn Drain System Time Inflow Storage Elevation Primary Time Inflow Storage Elevation Primary (hours) (cfs) {acre-feet) {feet} (cfs} (hours} (cfs} (acre-feet} (feet} (cfs) 0.00 0.00 0.000 322.58 0.00 1.08 0.00 0.145 324.14 9.40 0.02 8.03 0.006 323.04 0.98 1.10 0.00 0.130 324.07 8.73 0.04 16.05 0.023 323.36 2.64 1.12 0.00 0.116 324.01 8.09 0.06 24.08 0.050 323.62 4.55 1.14 0.00 0.103 323.95 7.47 0.08 32.10 0.087 323.86 6.66 1.16 0.00 0.091 323.89 6.87 0.10 40.13 0.134 324.09 8.91 1.18 0.00 0.081 323.83 6.31 0.12 48.15 0.190 324.32 11.32 1.20 0.00 0.071 323.76 5.76 0.14 56.18 0.256 324.54 13.91 1.22 0.00 0.062 323.71 5.24 0.16 64.20 0.330 324.77 16.64 1.24 0.00 0.053 323.65 4.75 0.18 66.88 0.410 325.00 19.40 1.26 0.00 0.046 323.59 4.28 0.20 66.88 0.486 325.21 21.87 1.28 0.00 0.039 323.53 3.84 0.22 66.88 0.559 325.40 24.03 1.30 0.00 0.033 323.47 3.42 0.24 66.88 0.628 325.59 25.87 1.32 0.00 0.028 323.42 3.03 0.26 66.88 0.694 325.77 27.26 1.34 0.00 0.023 323.36 2.66 0.28 66.88 0.759 325.95 28.80 1.36 0.00 0.019 323.30 2.32 0.30 66.88 0.820 326.12 31.26 1.38 0.00 0.o15 32325 2.00 0.32 66.88 0.877 326.29 33.50 1.40 0.00 0.012 323.19 1.70 0.34 65.54 0.930 326.45 35.59 1.42 0.00 0.010 323.14 1.43 0.36 61.53 0.974 326.61 37.43 1.44 0.00 0.008 323.09 1.19 0.38 57.52 1.010 326.75 39.00 1.46 0.00 0.006 323.03 0.97 0.40 53.50 1.036 326.87 4029 1.48 0.00 0.004 322.98 0.78 0.42 49.49 1.053 326.96 41.24 1.50 0.00 0.003 322.94 0.62 0.44 45.48 1.063 327.01 41.80 1.52 0.00 0.002 322.89 0.49 0.46 41.46 1.066 327.03 41.95 1.54 0.00 0.002 322.85 0.37 0.48 37.45 1.062 327.00 41.72 1.56 0.00 0.001 322.81 0.28 0.50 33.44 1.052 326.95 41.15 1.58 0.00 0.001 322.77 0.20 0.52 29.43 1.037 326.87 40.33 1.60 0.00 0.000 322.73 0.14 0.54 25.41 1.016 326.78 39.31 1.62 0.00 0.000 322.70 0.09 0.56 21.40 0.991 326.67 38.14 1.64 0.00 0.000 322.66 0.05 0.58 17.39 0.961 326.56 36.86 1.66 0.00 0.000 322.62 0.02 0.60 13.38 0.926 326.44 35.46 1.68 0.00 0.000 322.59 0.00 0.62 9.36 0.888 326.32 33.93 1.70 0.00 0.000 322.58 0.00 0.64 5.35 0.845 326.19 32.26 1.72 0.00 0.000 322.58 0.00 0.66 1.34 0.799 326.06 30.43 1.74 0.00 0.000 322.58 0.00 0.68 0.00 0.751 325.92 28.46 1.76 0.00 0.000 322.58 0.00 0.70 0.00 0.705 325.80 27.41 1.78 0.00 0.000 322.58 0.00 0.72 0.00 0.660 325.68 26.61 1.80 0.00 0.000 322.58 0.00 0.74 0.00 0.617 325.56 25.60 1.82 0.00 0.000 322.58 0.00 0.76 0.00 0.576 325.45 24.51 1.84 0.00 0.000 322.58 0.00 0.78 0.00 0.536 325.34 23.38 1.86 0.00 0.000 322.58 0.00 0.80 0.00 0.498 325.24 22.25 1.88 0.00 0.000 322.58 0.00 0.82 0.00 0.463 325.15 21.13 1.90 [).00 0.000 322.58 0.00 0.84 0.00 0.429 325.05 20.03 1.92 0.00 0.000 322.58 0.00 0.86 0.00 0.396 324.96 18.95 1.94 10.00 0.000 322.58 0.00 0.88 0.00 0.366 324.88 17.91 1.96 0.00 0.000 322.58 0.00 0.90 0.00 0.337 324.79 16.90 1.98 1J.OO 0.000 322.58 0.00 0.92 0.00 0.310 324.71 15.92 2.00 0.00 0.000 322.58 0.00 0.94 0.00 0.284 324.63 14.99 0.96 0.00 0.260 324.56 14.09 0.98 0.00 0238 324.48 13.22 1.00 0.00 0.217 324.41 12.39 1.02 0.00 0.197 324.34 11.59 1.04 0.00 0.178 324.27 10.82 1.06 0.00 0.161 324.20 10.09 Jun 27 05 03:16p Rabon A. Metcal~, P.E. 9796900329 p. 14 Proposed Conditions TX-Brazos County 50-Yi;;ar Duration=20 min, lnten=B.08 in/hr Prepared by {enter your company name here} Page 13 HydroCAD® 7.10 s/n 003394 C 2005 HydroCAD Software Solutions LLC 6/27/2005 Pond POND: Underground Stonn Drain System Inflow Area = 13 .800 ac, Inflow Depth = 2 .27" for 50-Year 1went 2 .613 af Inflow = Outflow = Primary = 75 .90 cfs@ 0 .17 hrs , Volume= 49.09 cfs @ 0.45 hrs, Volume= 49.09 cfs @ 0.45 hrs, Volume= 2 .613 af, Atten= 35%, Lag= 16 .9 min 2.613 af Routing by Stor-lnd method, Time Span= 0.00-2 .00 hrs , dt= 0 .01 hrs. Peak Elev= 328 .09'@ 0.45 hrs Surf.Area= 0.242 ac Storage= 1.196 af Plug -Flow detention time= 16.6 min calculated for 2 .600 af (100% of inflow) Center-of-Mass det. time= 16.8 min ( 34 .8 -18.0) Volume #1 #2 #3 #4 #5 Elevation {feet) 327 .69 328.38 Invert Avail.Storage Storage Description 322 .58' 323 .06' 324 .39' 326.43 ' 327 .69' Surf.Area (acres) 0.000 0.400 0.755 af 48.0"D x 999.00'L Horizontal Cylinder S= 0.0015 ·r x 2 .62 0 .344 af 42.0"D x 999.00'L Horizontal Cylinder S= 0.0015 ·r x 1 .56 0 .034 af 24.0"0 x 468.46'L Horizontal Cylinder S= 0.0015 •r 0 .017 af 18.0"D x 422.80'L Horizontal Cylinder S= 0.0015 ·r 0 .138 af Custom Stage Data (Prismatic) Listed below (Recalc) 1.288 af Total Available Storage Inc.Store (acre-feet) 0.000 0 .138 Cum .Store (acre-feet) 0.000 0 .138 Device Routing Invert Outlet Devices #1 Primary 322 .53' 30.0" x 33.0' long Strom Drain from A1 CMP , square edge headwall , Ke= 0.500 Outlet Invert= 322.48' S= 0.0015 'f Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary Outflow Max=49.09 cfs@ 0.45 hrs HW=328.09' (Free D,i scharge) L1=Strom Drain from A1 {Inlet Controls 49.09 cfs@ 10.0 fps} Jun 27 05 03 :16p Rabon A. Metca lf, P.E. 9796900329 p. 1 5 Proposed Conditions TX-Brazos County 50-YE~ar Duration =20 min, Jnlen=B.08 in/hr Prepared by {enter your company name here} Page 14 HydroCAD® 7 .10 s/n 003394 ~ 2005 HydroCAO Software Solutions LLC 6/27/2 005 Pond POND: Underground Storm Drain System ~·~. ~~~~~~~~~~~~~~~~~~~-~~~~~~~~ 80·· 75 .: 70-, 65 : 60 · 55.: 50: ~ : ~ 45 ·. ~ 40-: ii: 35·· Inflow Area=13.800 ac Peak Elev=328.09' Storage=1.196 af 30.0" JC 33.0' Culvert O'"· ;._---------1.----~-----,....;;;=:=:--------,1 0 1 2 328 · 3 27 · ! 3 26 c 0 "" .. > ~ 325· 0 Time (hours) Pond PONO: Underground Stonn 01 rain System Jun 27 05 03:16p Rabon A. Metca 1 f', P. E. 9796900329 p. 16 Proposed Conditions TX-Brazos County 50-Y~~ar Duration=20 min, lnten=B.08 in/hr Prepared by {enter your company name here} Page 15 HydroCAD® 7 .10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 6/27/2005 Hydrograph for Pond POND: Underground Stonn Drain System Time Inflow storage Elevation Primary Time Inflow Storage Elevation Primary (hours) {cfs} {acre-feet) {feet) {cfs) {hours) {cfs} {acre-feet) {feet} {cfs} 0.00 0.00 0.000 322.58 0.00 1.08 0.00 0.171 324.24 10.53 0.02 9.11 0.007 323.06 1.09 1.10 0.00 0.155 324.18 9.81 0.04 18.21 0.026 323.39 2.90 1.12 0.00 0.139 324.11 9.12 0.06 27.32 0.057 323.67 4.99 1.14 0.00 0.124 324.05 8.47 0.08 36.43 0.100 323.93 7.29 1.16 0.00 0.111 323.99 7.83 0.10 45.54 0.153 324.17 9.76 1.18 0.00 0.098 323.92 7.23 0.12 54.64 0.218 324.41 12.43 1.20 0.00 0.087 323.86 6.64 0.14 63.75 0.293 324.66 15.30 1.22 0.00 0.076 323.80 6.08 0.16 72.86 0.378 324.91 18.33 1.24 0.00 0.067 323.74 5.55 0.18 75.90 0.469 325.17 21.34 1.26 0.00 0.058 323.68 5.04 0.20 75.90 0.557 325.40 23.99 1.28 0.00 0.050 323.62 4.56 0.22 75.90 0.641 325.63 26.18 1.30 0.00 0.043 323.56 4.10 0.24 75.90 0.722 325.84 27.59 1.32 0.00 0.037 323.51 3.66 0.26 75.90 0.800 326.06 30.45 1.34 0.00 0.031 323.45 3.26 0.28 75.90 0.872 326.27 33.33 1.36 0.00 0.026 323.39 2.87 0.30 75.90 0.941 326.49 36.02 1.38 0.00 0.021 323.34 2.52 0.32 75.90 1.004 326.73 38.75 1.40 0.00 0.017 32328 2.18 0.34 74.38 1.063 327.01 41.75 1.42 0.00 0.014 323.23 1.87 0.36 69.82 1.110 327.34 44.59 1.44 0.00 0.011 323.17 1.59 0.38 65.27 1.146 327.79 47.33 1.46 0.00 0.009 323.12 1.33 0.40 60.72 1.171 327.97 48.40 1.48 0.00 0.007 323.07 1.10 0.42 56.16 1.187 328.05 48.86 1.50 0.00 0.005 323.01 0.89 0.44 51.61 1.195 328.09 49.07 1.52 0.00 0.004 322.96 0.71 0.46 47.06 1.196 328.09 49.07 1.54 0.00 0.003 322.92 0.56 0.48 42.50 1.189 328.06 48.90 1.56 0.00 0.002 322.87 0.44 0.50 37.95 1.174 327.99 48.51 1.58 0.00 0.001 322.83 0.33 0.52 33.39 1.154 327.86 47.75 1.60 0.00 0.001 322.79 0.24 0.54 28.84 1.128 327.53 45.74 1.62 0.00 0.001 322.75 0.17 0.56 24.29 1.098 327.24 43.93 1.64 0.00 0.000 322.72 0.12 0.58 19.73 1.063 327.01 41.79 1.66 0.00 0.000 322.68 0.07 0.60 15.18 1.025 326.82 39.73 1.68 0.00 0.000 322.65 0.04 0.62 10.63 0.982 326.64 37.75 1.70 0.00 0.000 322.60 0.01 0.64 6.07 0.935 326.47 35.80 1.72 0.00 0.000 322.58 0.00 0.66 1.52 0.884 326.31 33.77 1.74 0.00 0.000 322.58 0.00 0.68 0.00 0.830 326.15 31.67 1.76 0.00 0.000 322.58 0.00 0.70 0.00 0.780 326.00 29.64 1.78 0.00 0.000 322.58 0.00 0.72 0.00 0.732 325.87 27.68 1.80 0.00 0.000 322.58 0.00 0.74 0.00 0.687 325.75 27.13 1.82 0.00 0.000 322.58 0.00 0.76 0.00 0.643 325.63 26.22 1.84 0.00 0.000 322.58 0.00 0.78 0.00 0.600 325.52 25.17 1.86 0.00 0.000 322.58 0.00 0.80 0.00 0.560 325.41 24.06 1.88 0.00 0.000 322.58 0.00 0.82 0.00 0.521 325.30 22.93 1.90 0.00 0.000 322.58 0.00 0.84 0.00 0.484 325.20 21.80 1.92 0.00 0.000 322.58 0.00 0.86 0.00 0.449 325.11 20.68 1.94 0.00 0.000 322.58 0.00 0.88 0.00 0.415 325.02 19.59 1.96 0.00 0.000 322.58 0.00 0.90 0.00 0.384 324.93 18.53 1.98 0.00 0.000 322.58 0.00 0.92 0.00 0.354 324.84 17.50 2.00 0.00 0.000 322.58 0.00 0.94 0.00 0.326 324.76 16.50 0.96 0.00 0.300 324.68 15.54 0.98 0.00 0.275 324.60 14.62 1.00 0.00 0.251 324.53 13.73 1.02 0.00 0.229 324.45 12.88 1.04 0.00 0.209 324.38 12.06 1.06 0.00 0.189 324.31 11.28 Jun 27 05 03:17p Rabon A. Metcalf, P.E. 9796900329 p. 1 7 Proposed Conditions TX-Brazos County 100-Ye !ar Duration=20 min, fnten=B.43 in/hr Prepared by {enter your company name here} Page 16 HydroCAD® 7 .10 sin 003394 © 2005 HydroCAD Software Solutions LLC 6/27/2005 Inflow Area = Inflow = Outflow = Primary = Pond PONO: Underground Stonn Drain System 13 .800 ac, Inflow Depth= 2 .37 " for 79.19 cfs @ 0 .17 hrs , Volume= 50.15 cfs @ 0 .46 hrs , Volume= 50.15 cfs @ 0.46 hrs , Volume= 100-.Year event 2.727 ::1f 2 .727 a:f, Atten= 37%, 2 .727 af Routing by Stor-lnd method, T ime Span= 0 .00-2.00 hrs , dt= 0 .01 hrs Peak Elev= 328 .28'@ 0.46 hrs Surf.Area= 0.347 ac Storage= 1 .261 af Plug-Flow detention time= 16.7 min calculated for 2 .713 af (100'% of inflow) Center-of-Mass det. time= 16.9 min ( 34.9 -18 .0) Volume Invert Avail.Storage Storage Description Lag= 17.1 m in #1 #2 #3 #4 #5 322 .58' 323 .06' 324.39' 326.43' 327.69' 0 .755 af 48.0"D x 999.00'L Horizontal Cylinder S= 0.0015 •r x 2 .62 0 .344 af 42.0"D x 999.00'L Horizontal Cylinder S= 0.0015 •r x 1.56 0.034 af 24.0"D x 468.46'L Horizontal Cylinder S= 0.0015 '/' 0 .017 af 18.0"D x 422.80'L Horizontal Cylinder S= 0.0015 'r 0 .138 af Custom Stage Data {Prismatic) Listed below (Recalc) 1.288 af Total Available Storage Elevation (feet) Surf.Area (acres) Inc .Store (acre-feet) Cum.Store (acre-feet) 327.69 328.38 Device Routing #1 Primary 0.000 0.400 0.000 0 .138 0.000 0.138 Invert Outlet Devices 322 .53' 30.0" x 33.0' long Strom Drain from A1 CMP, square edge headwall , Ke= 0.500 Outlet Invert= 322 .48' S= 0 .0015 'f Cc= 0 .900 n= 0 .013 Corrugated PE , smooth interior Primary Outflow Max=50.15 cfs@ 0.46 hrs HW=328.28' (Free Discharge) t._1=Strom Drain from A1 (Inlet Controls 50 .15 cfs@ 10.2 fps) Jun 27 05 03:17p Rabon A. Metca 1 f', P. E. 9796900329 p. 18 Proposed Conditions TX-Brazos County 100-Year Duration=20 min, lnten=8.43 in/hr Prepared by {enter your company name here} Page 17 HydroCAD® 7.10 sin 003394 © 2005 HydroCAD Software Solutions LLC 6/27/2005 85·· 80·: 75 . 70 ' 65·· 60·: 55·. ~ 50 ~ 0 ; 45 ·: £ 40 '. 35·· 30·· 25 ·. zo : 15·· 10·· 5 ·: Pond POND: Underground Storm Drain System Inflow A.rea=13.800 ac Peal< Elev=328.28' Storage=1.251 af 30.0" ~c 33.0' Culvert O ·~.;__~--~~~~~~.L.-~--~~------.~---~...;;;;;:::::...-.--~--.-----J c .2 Oi > ., 0 328 · 327 · Ui 325· 1 2 Time (hours) Pond POND: Underground Stonn Drain System 0 ~ ~ Jun 27 05 03:17p Rabon A. Metca 1 f, P. E. 9796900329 p. 19 Proposed Conditions TX-Brazos County 100-YE~ar Ouration=20 min, lnten=B.43 in/hr Prepared by {enter your company name here} Page 18 HydroCAO® 7.10 sin 003394 © 2005 HydroCAD Software Solutions LLC 6/27/2005 Hydrograph for Pond POND: Underground Storm Drain System Time Inflow Storage Elevation Primary Time Inflow Storage Elevation Primary (hours) {cfs) {acre-feet) {feet) (cfs) {hours) (cfs} {acre-feet) {feet} {cfs) 0.00 0.00 0.000 322.58 0.00 1.08 0.00 0.183 324.29 11.02 0.02 9.50 0.007 323.07 1.12 1.10 0.00 0.166 324.22 10.29 0.04 19.01 0.027 323.41 2.99 1.12 0.00 0.149 324.16 9.58 0.06 28.51 0.060 323.69 5.14 1.14 0.00 0.134 324.09 8.91 0.08 38.01 0.104 323.95 7.52 1.16 0.00 0.120 324.03 826 0.10 47.52 0.161 324.20 10.07 1.18 0.00 0.107 323.97 7.63 0.12 57.02 0.228 324.45 12.83 1.20 0.00 0.095 323.90 7.03 0.14 66.52 0.306 324.70 15.79 1.22 0.00 0.083 323.84 6.46 0.16 76.03 0.396 324.96 18.93 1.24 0.00 0.073 323.78 5.91 0.18 79.19 0.491 325.22 22.03 1.26 0.00 0.064 323.72 5.38 0.20 79.19 0.584 325.47 24.72 1.28 0.00 0.055 323.66 4.88 0.22 79.19 0.672 325.71 26.84 1.30 0.00 0.048 323.60 4.40 0.24 79.19 0.757 325.94 28.71 1.32 0.00 0.041 323.54 3.95 0.26 79.19 0.838 326.17 31.96 1.34 0.00 0.035 323.49 3.53 0.28 79.19 0.913 326.40 34.93 1.36 0.00 0.029 323.43 3.13 0.30 79.19 0.984 326.65 37.84 1.38 0.00 0.024 323.37 2.75 0.32 79.19 1.050 326.94 41.03 1.40 0.00 0.020 323.32 2.40 0.34 77.61 1.109 327.33 44.54 1.42 0.00 0.016 32326 2.08 0.36 72.86 1.157 327.89 47.89 1.44 0.00 0.013 323.21 1.78 0.38 68.11 1.193 328.08 49.03 1.46 0.00 0.010 323.15 1.50 0.40 63.36 1.221 328.18 49.60 1.48 0.00 0.008 323.10 1.25 0.42 58.60 1.239 328.24 49.94 1.50 0.00 0.006 323.05 1.03 0.44 53.85 1.249 328.28 50.11 1.52 0.00 0.005 323.00 0.83 0.46 49.10 1.251 328.28 50.15 1.54 0.00 0.004 322.95 0.66 0.48 44.35 1.246 328.27 50.06 1.56 0.00 0.003 322.90 0.52 0.50 39.60 1.233 328.22 49.83 1.58 0.00 0.002 322.86 0.40 0.52 34.85 1.212 328.16 49.44 1.60 0.00 0.001 322.82 0.30 0.54 30.09 1.185 328.04 48.80 1.62 0.00 0.001 322.78 0.22 0.56 25.34 1.151 327.83 47.59 1.64 0.00 0.000 322.74 0.15 0.58 20.59 1.112 327.36 44.72 1.66 0.00 0.000 322.71 0.10 0.60 15.84 1.071 327.05 42.23 1.68 0.00 0.000 322.67 0.06 0.62 11.09 1.025 326.82 39.75 1.70 0.00 0.000 322.64 0.03 0.64 6.34 0.976 326.61 37.48 1.72 0.00 0.000 322.59 0.01 0.66 1.58 0.922 326.43 35.28 1.74 0.00 0.000 322.58 0.00 0.68 0.00 0.866 326.25 33.08 1.76 0.00 0.000 322.58 0.00 0.70 0.00 0.813 326.10 31.00 1.78 0.00 0.000 322.58 0.00 0.72 0.00 0.764 325.96 28.99 1.80 0.00 0.000 322.58 0.00 0.74 0.00 0.717 325.83 27.55 1.82 0.00 0.000 322.58 0.00 0.76 0.00 0.672 325.71 26.85 1.84 0.00 0.000 322.58 0.00 0.78 0.00 0.629 325.59 25.88 1.86 0.00 0.000 322.58 0.00 0.80 0.00 0.587 325.48 24.81 1.88 0.00 0.000 322.58 0.00 0.82 0.00 0.547 325.37 23.69 1.90 0.00 0.000 322.58 0.00 0.84 0.00 0.508 325.27 22.55 1.92 0.00 0.000 322.58 0.00 0.86 0.00 0.472 325.17 21.43 1.94 0.00 0.000 322.58 0.00 0.88 0.00 0.438 325.08 20.32 1.96 0.00 0.000 322.58 0.00 0.90 0.00 0.405 324.99 19.24 1.98 0.00 0.000 322.58 0.00 0.92 0.00 0.374 324.90 18.18 2.00 0.00 0.000 322.58 0.00 0.94 0.00 0.345 324.81 17.17 0.96 0.00 0.317 324.73 16.18 0.98 0.00 0.291 324.65 15.23 1.00 0.00 0.267 324.58 14.32 1.02 0.00 0.244 324.50 13.45 1.04 0.00 0.222 324.43 12.61 1.06 0.00 0202 324.36 11.80 Proposed Conditions TX-Brazos County 2-Year Duration=20 min, lnten=4.43 in/hr Prepared by {enter your company name here} Page 1 HydroCAD® 7 .10 sin 003394 © 2005 HydroCAO Software Solutions LLC 6/26/2005 Pond POND: Underground Storm Drain System Inflow Area= 13.800 ac, Inflow Depth = 1.25" for 2-Year event 1.433 af Inflow = Outflow = Pri mary = 41 .62 cfs @ 0.17 hrs, Volume= 25.77 cfs@ 0 .46 hrs , Volume= 25.77 cfs@ 0 .46 hrs , Volume= 1.433 af, Atten= 38%, lag= 17.4 min 1.433 af Routing by Stor-lnd method, Time Span= 0 .00-2 .00 hrs, dt= 0 .01 hrs Peak Elev= 325.58' @ 0.46 hrs Surf.Area= 0 .375 ac Storage= 0.624 af Plug-Flow detention time= 14.9 min calculated for 1.433 af (100% of inflow) Center-of-Mass det. time= 14.8 min ( 32.8 -18.0) Volume #1 #2. #3 #4 #5 Elevation (feet) 327 .69 328.38 Invert Avail.Storage Storage Description 322 .58' 323.06' 324.39' 326.43' 327.69' Surf.Area (acres) 0 .000 0.400 0.755 af 48.0"D x 999.00'L Horizontal Cylinder S= 0.0015 ·r x 2 .62 0 .344 af 42.0"D x 999.00'L Horizontal Cylinder S= 0.0015 •r x 1.56 0.034 af 24.0"D x 468.46'L Horizontal Cylinder S= 0.0015 •r 0 .017 af 18.0"D x 422.80'L Horizontal Cylinder S= 0.0015 ·r 0.138 af Custom Stage Data (Prismatic) listed below (Recalc) 1.288 af Total Available Storage Inc.Store (acre-feet) 0.000 0 .138 Cum.Store (acre-feet) 0 .000 0 .138 Device Routing Invert Outlet Devices #1 Primary 322.53' 30.0" x 33.0' long Strom Drain from A1 CMP, square edge headwall, Ke= 0.500 Outlet Invert= 322 .48' S= 0.0015 'f Cc= 0 .900 n= 0 .013 Corrugated PE, smooth interior Primary OutFlow Max=25.77 cfs@0.46 hrs HW=325.58' (Free Discharge) L1=Strom Drain from A1 (Barrel Controls 25.77 cfs@ 5.5 fps) Proposed Conditions TX-Brazos County 2-Year Duration=20 min, Jnten=4.43 in/hr Prepared by {enter your company name here} Page 2 HydroCAD® 7 .10 s/n 003394 @ 2005 HydroCAD Software Solutions LLC 6/26/2005 46 · 42·" 40 ·~ 38·~ 36 34 32·. 30·~ 28·' i 26 ~ 24 · ~ 22 · ii:: 20 ·~ 18·~ 16 14 12 · 10· 8 6 4 : 2· Pond PONO: Underground Stonn Drain System Inflow Area=13.800 ac Peak Elev=325.58' Storage=0.624 af 30.0" x 33.0' Culvert O·"· ;..._--------.l..----....----.;:-.----------' 0 1 2 Time (hours) Pond POND: Underground Storm Drain System 328 327 · 0 I-storage~ Proposed Conditions TX-Brazos County 5-Year Duration=20 min, lnten=5.48 in/hr Prepared by {enter your company name here} Page 3 HydroCAD® 7 .10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 6/26/2005 Pond POND: Underground Stonn Drain System Inflow Area= 13 .800 ac, Inflow Depth = 1.54" 51 .48 cfs @ 0 .17 hrs, Volume= 30 .86 cfs@ 0 .47 hrs, Volume= 30.86 cfs @ 0 .47 hrs, Volume= for 5-Year event 1.772 af Inflow = Outflow = Primary = 1. 772 af, Atten= 40%, Lag= 17 .8 min 1.772 af Routing by Stor-lnd method, Time Span= 0.00-2.00 hrs, dt= 0.01 hrs Peak Elev= 326.09'@0.47 hrs Surf.Area= 0.349 ac Storage= 0.810 af Plug-Flow detention time= 16.2 min calculated for 1.772 af (100% of inflow) Center-of-Mass det. time= 16.1 min ( 34.1 -18.0 ) Volume #1 #2 #3 #4 #5 Elevation (feet) 327.69 328 .38 Invert Avail.Storage Storage Description 322.58' 323.06' 324.39' 326.43' 327.69' Surf.Area (acres) 0 .000 0.400 0.755 af 48.0"D x 999.00'L Horizontal Cylinder S= 0.0015 •r x 2 .62 0 .344 af 42.0"D x 999.00'L Horizontal Cylinder S= 0.0015 ·r x 1.56 0 .034 af 24.0"D x 468.46'L Horizontal Cylinder S= 0.0015 ·r 0 .017 af 18.0"D x 422.80'L Horizontal Cylinder S= 0.0015 ·r 0.138 af Custom Stage Data (Prismatic) Listed below (Recalc) 1.288 af Total Available Storage Inc.Store (acre-feet) 0 .000 0 .138 Cum .Store (acre-feet) 0 .000 0 .138 Device Routing Invert Outlet Devices #1 Primary 322 .53' 30.0" x 33.0' long Strom Drain from A1 CMP, square edge headwall, Ke= 0.500 Outlet Invert= 322.48' S= 0 .0015 'f Cc= 0 .900 n= 0 .013 Corrugated PE , smooth interior Primary OutFlow Max=30 .86 cfs@0.47 hrs HW=326.09' (Free Discharge) 'L.1=Strom Drain from A1 (Barrel Controls 30.86 cfs@6.3 fps) Proposed Conditions TX-Brazos County 5-Year Duration=20 min, lnten=5.48 in/hr Prepared by {enter your company name here} Page 4 HydroCAD® 7 .10 sin 003394 @ 2005 HydroCAD Software Solutions LLC 6/26/2005 45 40 35 · :i ~30 ~ IL 25 - 20 15 10 Pond POND: Underground Stonn Drain System Inflow Area=13.800 ac Peak Elev=326.09' Storage=0.810 af 30.0" x 33.0' Culvert O ·~. --------'"'------..----....;;;;;;::..--------I 0 328 - 327 · I 326 a = ! iii 325· 324· 0 1 2 Time (hours) Pond POND: Underground Storm Drain System -::: .· .. :·~·~-::-.: ...... ,., I-storage~ Proposed Conditions TX-Brazos County 10-Year Duration=20 min, lnten=6.21 in/hr Prepared by {enter your company name here} Page 5 HydroCAD® 7 .10 s/n 003394 @ 2005 HydroCAD Software Solutions LLC 6/26/2005 Pond POND: Underground Storm Drain System Inflow Area= 13.800 ac, Inflow Depth= 1.75" 58.33 cfs @ 0 .17 hrs , Volume= 35 .49 cfs @ 0 .46 hrs, Volume= 35 .49 cfs @ 0.46 hrs, Volume= for 10-Year event 2.008 af Inflow = Outflow = Primary = 2 .008 af, Atten= 39%, Lag= 17.6 min 2.008 af Routing by Star-Ind method, Time Span= 0.00-2 .00 hrs , dt= 0.01 hrs Peak Elev= 326 .45' @ 0.46 hrs Surf.Area= 0 .303 ac Storage= 0.927 af Plug-Flow detention time= 16.6 min calculated for 2 .008 af (100% of inflow) Center-of-Mass det. time= 16.6 min ( 34.6 -18.0) Volume #1 #2 #3 #4 #5 Elevation (feet) 327 .69 328 .38 Invert Avail.Storage Storage Description 322.58' 323 .06' 324 .39' 326.43' 327 .69' Surf.Area (acres) 0.000 0 .400 0.755 af 48.0"D x 999.00'L Horizontal Cylinder S= 0.0015 •r x 2.62 0.344 af 42.0"D x 999.00'L Horizontal Cylinder S= 0.0015 •r x 1.56 0.034 af 24.0"D x 468.46'L Horizontal Cylinder S= 0.0015 ·r 0.017 af 18.0"D x 422.80'L Horizontal Cylinder S= 0.0015 ·r 0.138 af Custom Stage Data (Prismatic) Listed below (Recalc) 1.288 af Total Available Storage Inc.Store (acre-feet) 0.000 0.138 Cum.Store (acre-feet) 0.000 0.138 Device Routing Invert Outlet Devices #1 Primary 322.53' 30.0" x 33.0' long Strom Drain from A1 CMP, square edge headwall, Ke= 0 .500 Outlet Invert= 322.48' S= 0.0015 'f Cc= 0 .900 n= 0.013 Corrugated PE, smooth interior Primary Outflow Max=35 .49 cfs @ 0 .46 hrs HW=326.45' (Free Discharge) L1=Strom Drain from A1 (Barrel Controls 35.49 cfs@ 7.2 fps) Proposed Conditions TX-Brazos County 10-Year Duration=20 min, lnten=6.21 in/hr Prepared by {enter your company name here} Page 6 HydroCAD® 7 .10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 6/26/2005 Pond POND: Underground Stonn Drain System ~---~~~~~~~~~~~~~~~~~~~~~~~~~~ eo : 55.: 45 · 40 25 · 20 15·· 10 Inflow Area=13.800 ac Peak Elev=326.45' Storage=0.927 af 30.0" x 33.0' Culvert o :~. --------...a....----.,.-----;;=---------1 0 1 2 Time (hours) Pond POND: Underground Storm Drain System 328 · 327 · I 326 c 1 iii 325· 324· 323 · .,. ·:·:. _:.:.'l .... : '/• 0 1-storagej Proposed Conditions TX-Brazos County 25-Year Duration=20 min, lnten=7.12 in/hr Prepared by {enter your company name here} Page 7 HydroCAD® 7 .10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 6/26/2005 Inflow Area = Inflow = Outflow = Primary = Pond POND: Underground Storm Drain System 13 .800 ac, Inflow Depth= 2 .00" 66 .88 cfs @ 0.17 hrs , Volume= 41 .95 cfs @ 0 .46 hrs, Volume= 41 .95 cfs@ 0 .46 hrs , Volume= for 25-Year event 2.303 af 2.303 af, Atten= 37%, Lag= 17.3 min 2.303 af Routing by Stor-lnd method , Time Span= 0.00-2 .00 hrs , dt= 0 .01 hrs Peak Elev= 327 .03'@0.46 hrs Surf.Area= 0.173 ac Storage= 1.066 af Plug-Flow detention time= 16 .7 min calculated for 2 .291 af (100% of inflow) Center-of-Mass det. time= 16 .8 min ( 34 .8 -18 .0) Volume #1 #2 #3 #4 #5 Elevation (feet) 327.69 328 .38 Invert Avail.Storage Storage Description 322.58' 323.06' 324 .39' 326.43' 327 .69' Surf.Area (acres) 0.000 0.400 0.755 af 48.0"0 x 999.00'L Horizontal Cylinder S= 0.0015 ·r x 2 .62 0.344 af 42.0"0 x 999.00'L Horizontal Cylinder S= 0.0015 ·r x 1.56 0.034 af 24.0"D x 468.46'L Horizontal Cylinder S= 0.0015 ·r 0 .017 af 18.0"0 x 422.SO'L Horizontal Cylinder S= 0.0015 •r 0.138 af Custom Stage Data (Prismatic) Listed below (Recalc) 1.288 af Total Available Storage Inc.Store (acre-feet) 0 .000 0 .138 Cum .Store (acre-feet) 0.000 0.138 Device Routing Invert Outlet Devices #1 Primary 322.53' 30.0" x 33.0' long Strom Drain from A1 CMP, square edge headwall, Ke= 0.500 Outlet Invert= 322 .48' S= 0.0015 'f Cc= 0 .900 n= 0.013 Corrugated PE, smooth interior Primary Outflow Max=41 .95 cfs@0.46 hrs HW=327.03' (Free Discharge) "t._1=Strom Drain from A1 (Barrel Controls 41.95 cfs@8.5 fps) Proposed Conditions TX-Brazos County 25-Year Duration=20 min, lnten=l.12 in/hr Prepared by {enter your company name here} Page 8 HydroCAD® 7 .10 sin 003394 © 2005 HydroCAD Software Solutions LLC 6/26/2005 70 ·~;aa·~··· 65·· 60 55·· 50 45.: 30 25 . 20 · 15 : 10 · Pond POND: Underground Storm Drain System Inflow Area=13.800 ac Peak Elev=327 .03' Storage=1.066 af 30.0" x 33.0' Culvert o :~.-----------------l..------------------...,.;;;::::::.------------.....1 c 0 ! 0 328 · 327 · iii 325·· 324· 0 1 2 Time (hours) Pond POND: Underground Storm Drain System Proposed Conditions TX-Brazos County 50-Year Duration=20 min, lnten=B.08 in/hr Prepared by {enter your company name here} Page 9 HydroCAD® 7 .10 s/n 003394 @ 2005 HydroCAD Software Solutions LLC 6/26/2005 Pond POND: Underground Storm Drain System Inflow Area= 13.800 ac, Inflow Depth= 2.27" 75.90 cfs @ 0.17 hrs, Volume= 49.09 cfs @ 0.45 hrs, Volume= 49.09 cfs @ 0 .45 hrs, Volume= for 50-Year event 2.613 af Inflow = Outflow = Primary = 2.613 af, Atten= 35%, lag= 16.9 min 2.613 af Routing by Stor-lnd method, Time Span= 0 .00-2.00 hrs, dt= 0.01 hrs Peak Elev= 328.09'@0.45 hrs Surf.Area= 0.242 ac Storage= 1.196 af Plug-Flow detention time= 16.6 min calculated for 2.600 af (100% of inflow) Center-of-Mass det. time= 16.8 min ( 34 .8 -18.0) Volume #1 #2 #3 #4 #5 Elevation (feet) 327.69 328.38 Invert Avail.Storage Storage Description 322.58' 323.06' 324.39' 326.43' 327.69' Surf.Area (acres) 0.000 0.400 0.755 af 48.0"D x 999.00'L Horizontal Cylinder S= 0.0015 •r x 2.62 0.344 af 42.0"D x 999.00'L Horizontal Cylinder S= 0.0015 ·r x 1.56 0.034 af 24.0"D x 468.46'L Horizontal Cylinder S= 0.0015 ·r 0.017 af 18.0"D x 422.80'L Horizontal Cylinder S= 0.0015 ·r 0.138 af Custom Stage Data (Prismatic) Listed below (Recalc) 1.288 af Total Available Storage Inc.Store (acre-feet) 0.000 0.138 Cum.Store (acre-feet) 0.000 0.138 Device Routing Invert Outlet Devices #1 Primary 322.53' 30.0" x 33.0' long Strom Drain from A1 CMP, square edge headwall, Ke= 0.500 Outlet Invert= 322.48' S= 0.0015 'f Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary Outflow Max=49.09 cfs @ 0.45 hrs HW=328.09' (Free Discharge) L1=Strom Drain from A1 (Inlet Controls 49.09 cfs@ 10.0 fps) Proposed Conditions TX-Brazos County 50-Year Duration=20 min, lnten=B.08 in/hr Prepared by {enter your company name here} Page 10 HydroCAD® 7 .10 s/n 003394 @ 2005 HydroCAD Software Solutions LLC 6/26/2005 Pond POND: Underground Stonn Drain System ~----~~~~~~~~~~~~~~~~~~~~~~~~~~ 80·· 7$$~k 75 70·· 65 60·: 55· -50 ·: J!! . ~ 45 : ~ 40 .: ii: 35·. 30· 25·· 20 · 15·: 10 5 : Inflow Area=13.800 ac Peak Elev=328.09' Storage=1.196 af 30.0" x 33.0' Culvert 0·¥. ;..._ _______ ........ _________ .,...;;;;;::::::.-------1 0 328 · 327 · I 326 c 0 ';:! ! iii 325· 1 2 Time (hours) Pond POND: Underground Stonn Drain System 0 Proposed Conditions TX-Brazos County 100-Year Duration=20 min, lnten=B.43 in/hr Prepared by {enter your company name here} Page 11 HydroCAD® 7 .10 s/n 003394 @ 2005 HydroCAD Software Solutions LLC 6/26/2005 Pond POND: Underground Stonn Drain System Inflow Area= 13.800 ac, Inflow Depth= 2.37" 79.19 cfs@ 0.17 hrs, Volume= 50.15 cfs @ 0.46 hrs, Volume= 50 .15 cfs @ 0.46 hrs, Volume= for 100-Year event 2.727 af Inflow = Outflow = Primary = 2.727 af, Atten= 37%, Lag= 17.1 min 2 .727 af Routing by Stor-lnd method, Time Span= 0.00-2.00 hrs, dt= 0.01 hrs Peak Elev= 328.28'@ 0 .46 hrs Surf.Area= 0.347 ac Storage= 1.251 af Plug-Flow detention time= 16.7 min calculated for 2.713 af (100% of inflow) Center-of-Mass det. time= 16.9 min ( 34.9-18.0) Volume #1 #2 #3 #14 #5 Elevation (feet) 327.69 328.38 Invert Avail.Storage Storage Description 322.58' 323 .06' 324.39' 326.43' 327.69' Surf.Area (acres) 0.000 0.400 0.755 af 48.0"D x 999.00'L Horizontal Cylinder S= 0.0015 ·r x 2.62 0.344 af 42.0"D x 999.00'L Horizontal Cylinder S= 0.0015 •r x 1.56 0.034 af 24.0"D x 468.46'L Horizontal Cylinder S= 0.0015 ·r 0.017 af 18.0"D x 422.80'L Horizontal Cylinder S= 0.0015 ·r 0.138 af Custom Stage Data (Prismatic) Listed below (Recalc) 1.288 af Total Available Storage Inc.Store (acre-feet) 0.000 0.138 Cum.Store (acre-feet) 0.000 0.138 Device Routing Invert Outlet Devices #1 Primary 322.53' 30.0" x 33.0' long Strom Drain from A1 CMP, square edge headwall, Ke= 0.500 Outlet Invert= 322.48' S= 0.0015 'f Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary Outflow Max=S0.15 cfs@0.46 hrs HW=328.28' (Free Discharge) L1=Strom Drain from A1 (Inlet Controls 50.15 cfs@ 10.2 fps) Proposed Conditions TX-Brazos County 100-Year Duration=20 min, lnten=B.43 in/hr Prepared by {enter your company name here} Page 12 HydroCAD® 7 .10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 6/26/2005 85·: 80 75 : 70 65·: 60· 55 .. 50 · u : -45· ~ . ~ 40_ 35·· 30·: 25. 20 15·· 10·· 5- Pond POND: Underground Storm Drain System Inflow Area=13.800 ac Peak Elev=328.28' Storage=1.251 af 30.0" x 33.0' Culvert o -~. ;.._ ______________ ..J.. ____________ __, ______ .;;;:::....------------1 0 328 · 327 · I 326 g .. ~ iii 325· 0 1 2 Time (hours) Pond POND: Underground Storm Drain System I-storage~ Proposed Conditions TX-Brazos County 2-Year Duration=20 min, lnten=4.43 in/hr Prepared by {enter your company name here} Page 1 HydroCAD® 7 .10 s/n 003394 © 2005 HydroCAD Softwa re Solutions LLC 6/26/2005 Reach 1 R: Outlet Pipe [52] Hint: Inlet conditions not evaluated [79] Warning : Submerged Pond POND Primary device# 1 INLET by 1.78' Inflow Area = 13.800 ac, Inflow Depth= 1.25" for 2-Year event Inflow = 25 . 77 cfs @ 0.46 hrs, Volume= 1.433 af Outflow = 25 .77 cfs@ 0.46 hrs, Volume= 1.433 af, Atten= 0%, Lag= 0.1 min Routing by Stor-lnd+ Trans method, Time Span= 0.00-2 .00 hrs , dt= 0 .01 hrs Max. Velocity= 5.1 fps , Min. Travel Time= 0.1 min Avg. Velocity = 3.4 fps , Avg. Travel Time= 0.1 min Peak Depth= 1.83' @ 0.46 hrs Capacity at bank full= 47.83 cfs Inlet Invert= 322.48', Outlet Invert= 322 .44' 42 .0" Diameter Pipe , n= 0.013 Corrugated PE, smooth interior Length= 17.7' Slope= 0.0023 'f 28 26·· 24 22 20·· 18 · 0 Reach 1 R: Outlet Pipe 1 Inflow Area=13.800 ac Peak Depth=1.83' Max Vel=S.1 fps 0=42.0" n=0.013 L=17.7' S=0.0023 '/' Capacity=47.83 cfs Time (hours) 2 Proposed Conditions TX-Brazos County 5-Year Duration=20 min, lnten=5.48 in/hr Prepared by {enter your company name here} Page 2 HydroCAD® 7 .10 sin 003394 © 2005 HydroCAD Software Solutions LLC 6/26/2005 Reach 1 R: Outlet Pipe [52) Hint: Inlet conditions not evaluated [79) Warning: Submerged Pond POND Primary device# 1 INLET by 2.00' Inflow Area= 13.800 ac, Inflow Depth= 1.54" for 5-Yearevent Inflow = 30.86 cfs@ 0.47 hrs , Volume= 1.772 af Outflow = 30.86 cfs@ 0.47 hrs, Volume= 1.772 af, Atten= 0%, Lag= 0.1 min Routing by Stor-lnd+ Trans method, Time Span= 0.00-2.00 hrs, dt= 0.01 hrs Max. Velocity= 5.3 fps, Min. Travel Time= 0.1 min Avg. Velocity= 3.6 fps, Avg. Travel Time= 0.1 min Peak Depth= 2.05' @ 0.47 hrs Capacity at bank full= 47.83 cfs Inlet Invert= 322.48', Outlet Invert= 322.44' 42 .0" Diameter Pipe , n= 0.013 Corrugated PE, smooth interior Length= 17.7' Slope= 0.0023 'f 34·: 32· 30·· 28·· 26 . 24·: 22 . ~ 20·· ~ . ~ 18· ~ .2 16·· IL 14- 12 : 10· 8. 6 0 Reach 1 R: Outlet Pipe 1 Inflow Area=13.800 ac Peak Depth=2.05' Max Vel=5.3 fps 0=42.0" n=0.013 L=17.7' S=0.0023 '/' Capacity=47 .83 cfs Time (hours) 2 Proposed Conditions TX-Brazos County 10-Year Duration=20 min, lnten=6.21 in/hr Prepared by {enter your company name here} Page 3 HydroCAD® 7 .1 O s/n 003394 © 2005 HydroCAO Software Solutions LLC 6/26/2005 Reach 1 R: Outlet Pipe [52) Hint: Inlet conditions not evaluated [79] Warning : Submerged Pond POND Primary device # 1 INLET by 2.19' Inflow Area= 13 .800 ac, Inflow Depth= 1.75" for 10-Year event Inflow = 35 .49 cfs @ 0.46 hrs, Volume= 2.008 af Outflow = 35 .49 cfs@ 0.47 hrs , Volume= 2.008 af, Atten= 0%, Lag= 0.1 min Routing by Stor-lnd+ Trans method, Time Span= 0.00-2 .00 hrs, dt= 0.01 hrs Max. Velocity= 5.4 fps, Min . Travel Time= 0.1 min Avg. Velocity= 3.7 fps, Avg. Travel Time= 0.1 min Peak Depth= 2.25' @ 0.46 hrs Capacity at bank full= 47.83 cfs Inlet Invert= 322.48', Outlet Invert= 322 .44' 42.0" Diameter Pipe , n= 0.013 Corrugated PE, smooth interior Length= 17.7' Slope= 0.0023 'f 38· 36 34 .= 32 ·. 30 28 ·, 26 , 24 ~ 22·: 0 -:zo.. ~ £ 18·: 16 14 : 12 ·' 10: 8 ·~ 6 - 4 ·' 2 ·, Reach 1 R: Outlet Pipe Inflow Area=13.800 ac Peak Depth=2.25' Max Vel=5.4 fps 0=42.0" n=0.013 L=17.7' S=0.0023 '/' Capacity=47.83 cfs o~.:.....------------------------------------..;;;::..., ___________ ---' 0 1 2 Time (hours) Proposed Conditions TX-Brazos County 25-Year Duration=20 min, lnten=l.12 in/hr Prepared by {enter your company name here} Page 4 HydroCAD® 7 .10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 6/26/2005 Reach 1 R: Outlet Pipe [52) Hint: Inlet conditions not evaluated [79] Warning : Submerged Pond POND Primary device# 1 INLET by 2 .49' Inflow Area= 13.800 ac, Inflow Depth= 2 .00" for 25-Year event Inflow = 41 .95 cfs @ 0.46 hrs , Volume= 2.303 af Outflow = 41 .95 cfs@ 0.46 hrs, Volume= 2 .303 af, Atten= 0%, Lag= 0.1 min Routing by Stor-lnd+ Trans method , Time Span= 0.00-2.00 hrs, dt= 0.01 hrs Max. Velocity= 5.6 fps, Min . Travel Time= 0 .1 min Avg . Velocity= 3.8 fps, Avg. Travel Time= 0 .1 min Peak Depth= 2.54' @ 0 .46 hrs Capacity at bank full= 47 .83 cfs Inlet Invert= 322.48', Outlet Invert= 322 .44' 42.0" Diameter Pipe , n= 0 .013 Corrugated PE, smooth interior Length= 17 .7' Slope= 0.0023 'f 46' 44· 42 · 40 ·~ 38 36 34· 32 · 30 , 28 ~ ~ 26 -l u : -24 · ~ 22 , ii: 20· 18· 16 14 · 8 6 ' 4 · 2 · Reach 1 R: Outlet Pipe Inflow Area=13.800 ac Peak Depth=2.54' Max Vel=5.6 fps 0=42.0" n=0.013 L=17.7' S=0.0023 '/' Capacity=47 .83 cfs o~.~----------------------------------...... ....;;:::::.._ ________ --J 0 1 2 Time (hours) Proposed Conditions TX-Brazos County 50-Year Duration=20 min, lnten=B.08 in/hr Prepared by {enter your company name here} Page 5 HydroCAD® 7 .10 sin 003394 ©> 2005 HydroCAD Software Solutions LLC 6/26/2005 Reach 1 R: Outlet Pipe [52] Hint: Inlet conditions not evaluated [55] Hint: Peak inflow is 103% of Manning's capacity [79] Warning : Submerged Pond POND Primary device# 1 INLET by 2.91' Inflow Area= 13 .800 ac, Inflow Depth= 2.27" for 50-Year event Inflow = 49 .09 cfs@ 0 .45 hrs, Volume= 2 .613 af Outflow = 49 .09 cfs@ 0.45 hrs , Volume= 2 .613 af, Atten= 0%, Lag= 0.1 min Routing by Ster-Ind+ Trans method , Time Span= 0 .00-2.00 hrs , dt= 0 .01 hrs Max. Velocity= 5.7 fps , Min. Travel Time= 0.1 min Avg. Velocity = 3.8 fps , Avg. Travel Time= 0.1 min Peak Depth= 2 .96' @0.45 hrs Capacity at bank full= 47 .83 cfs Inlet Invert= 322.48', Outlet Invert= 322.44' 42.0" Diameter Pipe, n= 0.013 Corrugated PE, smooth interior Length= 17.7' Slope= 0 .0023 'f 50 · 45 · 40 · 35 . ;: ..2 25 u. 20· 15 · 5 . 0 . 0 Reach 1 R: Outlet Pipe 1 Inflow Area=13.800 ac Peak Depth=2.96' Max Vel=5.7 fps 0=42.0" n=0.013 L=17.7' S=0.0023 '/' Capacity=47.83 cfs Time (hours) 2 Proposed Conditions TX-Brazos County 100-Year Duration=20 min, lnten=B.43 in/hr Prepared by {enter your company name here} Page 6 HydroCAD® 7 .10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 6/26/2005 Reach 1 R: Outlet Pipe (52) Hint: Inlet conditions not evaluated (55) Hint: Peak inflow is 105% of Manning's capacity [79} Warning: Submerged Pond POND Primary device# 1 INLET by 3.00' Inflow Area = 13.800 ac, Inflow Depth= 2.37" for 100-Year event Inflow = 50 .15 cfs@ 0.46 hrs, Volume= 2.727 af Outflow = 50.15 cfs@ 0.46 hrs, Volume= 2 .727 af, Atten= 0%, Lag= 0 .1 min Routing by Star-Ind+ Trans method, Time Span= 0.00-2.00 hrs, dt= 0.01 hrs Max. Velocity= 5.7 fps, Min. Travel Time= 0.1 min Avg . Velocity= 3.8 fps, Avg. Travel Time= 0.1 min Peak Depth= 3.05' @ 0 .46 hrs Capacity at bank full= 47.83 cfs Inlet Invert= 322.48', Outlet Invert= 322 .44' 42 .0" Diameter Pipe, n= 0.013 Corrugated PE, smooth interior Length= 17.7' Slope= 0.0023 'f ss -: 50·_ 35.: ~ 30· 3,: : £. 25 · 20·: 10 5 · 0 . 0 Reach 1 R: Outlet Pipe 1 Inflow Area=13.800 ac Peak Depth=3.05' Max Vel=S.7 fps 0=42.0" n=0.013 L=17.7' S=0.0023 '/' Capacity=47 .83 cfs Time (hours) 2 DEVELOPMENT PERMIT '{(JJ,~ :l,uF . k<. MINIMUM SUBMITTAL REQUIREMENTS $200.00 development permit fee . 1:8] Drainage and erosion control plan, with supporting Drainage Report two (2) copies each 1:8] Notice of Intent (N .0.1.) if disturbed area is greater than 5 acres Date of *Required Preapplication Conference:_.M __ a=r __ c.;;.;h.._,7..,. ..... 2 ... o __ o __ s ____________ _ *(Required for areas of special flood hazard) LEGAL DESCRIPTION 13.768 acres (3750/237. 3987/36. 3987/64. 4036/57) out of a called 37.25 acre tract (15/435). and 0.236 acres out of the abandoned right-of-way of Luther Street West located with in the J.E. Scott. A-50 survey. Brazos County. TX. APPLICANrS INFORMATION (Primary Contact for the Project): Name Rabon Metcalf. P.E. (Rabon Metcalf Engineering) E-Mail rmengineer@verizon.net Street Address P.O. Box 9253 City College Station State TX Zip Code 77842 Phone Number (979) 690-0329 Fax Number (979) 690-0329 PROPERTY O'JVNER'S DEVELOPER'S INFORMATION: Name American Campus Developers. LLC E-Mail xgarcia@studenthousing.com Street Address ----------------=8'""'0-=5--=L=a=s--=C=im=a=s ..... P-=a=rk=w=a.,...y'"'"", ..::;S""'u=ite;;;;._;.4..;:;...00.;;__ ___ _ City Austin State TX Zip Code 787 46 Phone Number (512) 732-1000 Fax Number (512) 732-2453 ARCHITECT OR ENGINEER'S INFORMATION : Name _________ =S=ame ......... ~A~s~A~P~P~l=ic~a=n=t _______ _ E-Mail ____________ _ Street Address ---------------------------------- City ____________ State _______ _ Zip Code ________ _ Phone Number _____________ ~ Fax Number ------------- Application is hereby made for the following development specific site/waterway alterations: Preliminary grading and erosion control measures for a 14.004 acre tract located within the Carters Creek watershed draining to the North Fork. Tributary "B" of Bee Creek. ' ACKNOWLEDGMENTS: l, Rabon A. Metcalf. P.E., design engineer/owner, hereby acknowledge or affirm that: The information and conclusions contained in the above plans and supporting documents comply with the current requirements of the Ci of College Station, Texas City Code, Chapter 13 and its associated Drainage Policy nd · tandards As a condition of approval f this permit application, I agree to construct the improvements proposed in this application according to th se documents and the requirements of Chapter 13 of the College Station City Code Contractor CERTIFICATIONS: A. I, NIA, 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 flooding from the 100- year storm. NIA N/A Engineer Date B. I, NIA, certify that the finished floo r 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. Engineer Date c. I, Rabon A. Metcalf. P.E., certify that the alterations or development covered by this permit shall not diminish the flood-carrying capacity of the waterway adjoining or crossing this permitted site and that such alterations or d elopment are consistent with requirements of the City of College Station City C 13 ming encroachments of floodways and of floodways fringes. ~~ • D : , • Rabon A. Metcalf P. E.. do certify that the proposed alterations do not raise the level of the 100 year flood above eleva ·on established in the latest Federal Insurance Administration Flood Hazard Study. Date £'/i/¥' Conditions or comments as part of approval :---------------------- In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities. All development shall be in accordance with ·the plans and specifications submitted to and approved by the City Engineer for the above named project All of the applicable codes and ordinances of the City of College Station shall apply. 05/09/2005 IUN 7:33 'Al ' ~ ~ Notice oflntent(NOI) for Stonn Water Discharges TCEQ omce Use Only JI! !I Associated with Construction Activity under the TPOES P.-mtt Number. TXR15"!._•!._•!....·:_· .. NO TPDES Constluction General Pennlt(TXR150000) GIN Number: ·:._ -=-·=-·=-·=-·=-·=-·· For help wr1ipll!tng this appllcalion, tNd ltle TXR1SOOOO NOi lnAucllanl (TCEQ.20022-lnstruclklnl). A. Construction Sitt Operatot i!i)New 0No Change Name: American Cftmpus Ptv!lopert. LLC. Mailing Address: 805 Ln Cima8 P.tney. §ui!! 400 City. !tedn State:.D._Zip Code: 78746 Country Ma1ing Information (lfoulaide USA) Territory: _______ eountry Code: ______ Postal Code:. __ _ Phone Num~r: <512> 732-1900 Extension: ______ Fax Number: ___ ...a::i:C5...,1Zl~732=-2,..4""'53...__ __ _ E.mailAdchss: ~.cam Type of Operator: c Individual Cl Sole Proptillllorlhi -O.BA [] Pannership II Corponllion a Federal Government 0 SWte Government C CoWlty GovemmeM 0 City Government[] Oller:......,.~--,,,,.---~=---"='--- lndependent Operator? Ill Yee 0 No Number d Employeas: 0 ~20. 21-100 0101~ C 25HIOO 0 501 or higher Feder.II Tax 10: I+z"'"n State Franchise TllX ID Number: DUNS Nl.mber: !M-tlf.02Cd B. Billing Addrus Name: American Campus Dly!lpptrl. L.L.C. Mallif1! Address: I05 Lt! CinM Parkwlly. su119 g CoLl'ltlY Mailing lnfonnation (ilOlbidtl USA) Territory: c. Project/ Sb lnfurmation .,., CNo Ctiange Name: Call!W!!f VIP! A,...... City: ,, :zt!n Country Code: Sbde:.lL,Zlp Codlt: 787"6 Postal Code: Regulated Entity Rererence Number: RN. _______ _ Mailng Adctresa: 305 M!rioft Pugh pr!w City: C.,. S!lligrJ Stale:JL Zip Code: 77840 Physical Address: 305 llarlon Pimb QrlYt Cir. SS'h"....,,, County: IMP Z-ip Code: 77MO Location Access De&ctiption: Ont the Hit side of Mvism Pwb Dr .. !pl!Jll. tOW HUlb at 11 lnMIHCtlon with Geonae Bush Dr. tatllude:_·_·_· N Longitude:_._'.JL'" w 0egreesr).Minuteeo.anc15econds(") Llltitl.lde: 30,603498 L.ongilude: -9l.340ll5 Decimal Form Standant Industrial ClaMlficatlon (SIC) code: __.!m_ Also. dasaibe the conatruc:tion adMty at Ilia site (do nol repeet the SIC code): Hiah Densjty Reaidentiel •dmtnt Qmfop!!tnS Has a storm water pollution pnwention plan been prepared • specified in the genenal permit (1XR150000)? •Yes C No Eslimetl:d area of land diltUrbed (to the nearest acre): 14JI ls !he pruJed, ... toc:alild on Indian Country Lands? C Yes mJ No Does thil project/ Illa dlschlrge storm water intD a municlpllt ~storm MWer..., (MS4)? •vea []No If yes, provide the name of the MS4 opetetor."'"'C"""!tr.._..d ... Col~left.,... .... Slatlon...., ....... ,__ _________________ _ P!Ollide lhe name or segment number d the water body that recmvea storm Wlllllr fnlm thie prqect I Mir. 8te CrMk to Carters Creek D. ContKt • If lhe TCEQ needs addilional information regardi119 this applcatlon, who llhauld be c:madncf? Name: Rabon llltailf Enalneeml Tdle;_P_~-·---------------- Phone Number: m llG-Om Exten&ion: Fax Number: 979-690-0329 E...naa Address : nnenglneelQv!rllon.n E. Payment lnfonnation -Chedt I Money Order Nwnber: Name on Check I Money Order. F. Certification 1 Gertify under penattyaflaw lhatlhis dac:umentwas piepMMS under my~ a18Up8Nlllon In accorcllnGewllt a~OMigneoto *"" 9'al~ pel9Clrlllel ~ glllher and evaluate._ lnlamlallDn submlllld. Baud cinmy inquify ~-l*SO'I OI peqone wflO rnenete b ~ or'-penans direc:lly rapoillitlle fur gal'llflng the lntDnrtatlan. the lnfamlalion UMnilllCI iii, to the llellt Of Inf .......... _, belief, tue, -*• end c:amplele. I am aware~ are signilcant penalles for subnlllllng fme lnfarrnation. inckJding IN Pell&._, qi .... 9nd ~ fur biowing ~- Construction Site Opentor Repraeenllltive: Prefix : Firet: xavler Middle: ____________ _ ~:Garcia ~ Suffix: Tttlt: DiNCtor af Cwttuction lbna1ement Signature : ~ Dale: _...s ..... _CI\.._,· o='S------------ '' )all llawt qu;;<.;._ on ._ ta M out tllil tbrm or about the storm water P'11Q1111'11. pleale CDIMd us• (512) 239-4G71 . lnl!Mdual&-MtiVad to ~end reviewlheirpef90Mlinformalian lh8I theaaencygeltMISonllsfonn&. 'TMyfffllf alcohave anyerrun In lhelriftbllllliOll ~Cl To rtview 5Ud1 ittl'vimdun, CIUl1'ltd us at (512) 23t-3211Z. TCEQ-20022 (02/03) The c:iompleeld NOi must be mded 10 lhe foluwing address. Uae the allllc:hed document fD aubml the $100 application fee. Please note that the NOi and appliallian fee ant submillld ...... y to clilJer9nt addr95Ms. Tem Comminlon oe Envirol1111ii111DI QualilJ seonn Wafllr a General Permits TeMt; MC -221 P.O. Box 13117 Amlin. Yem 7m1.aGl7 Pate1 of2 05/09/2005 ION 7:34 FAI Texas Commiuion on EnVlronmental Quality Payment Submittal Form The storm water application fee shaH be sent under separate cover to the Texas Commission on Environmental Quality . This form must be used to submit your Storm Water Application Fee. PleaM complete the following information, staple yoor check in the space provided at the bottom c:I this docUment. end mail It to: BY REGULAR U.S. MAIL Texas Commiaaion on Environmental Quality F'1nandal Adminiltration Division Cashier's Office. MC-214 P.O. Box 13088 Austin, TX 78711-3088 BY OVERNIGHT/EXPREIJ MAIL Texas commission on Environmental Quality An.a.I Administration Division Cashier's Office. MC-214 12100 Park S5 Cltde Austin, TX 78753 Fee Code: GPA storm Water General P.ermlt: TXR15000Q Check / Money Order No: _________ Amount rlChecklMoney Order: ____ _ Date of Check or Money Order:------- Name on Check or Money Order: ____________________ _ Facmty I Site Physical Address: __ 305=-Ma=ria=n=P.....::uah:.a<:..;;;Drtvt-...-i--------------- City: Coll!at Mon Staple Check In This Space TCE<l-20022 (02/00) IJ!IUUJ/UUJ P1g12of2 05/09/2005 ION 7:33 ¥Al FACSIMILE DATE: TO: FROM: RE: CC: NUMBER OF PAGES: COMMENTS: Rabon, May9,2005 Rabon Metcalf ><avler Garcia CVANOI 29 l!JUUl/UUIJ AMERICAN CAMPUS COMMUNITIES 805 w ~ PNtl<WA.Y. sum: 4'00. AUSTIN. TEXAS. 787'6 T: 512-732-1000 • F: 512-732-2460 7:29AM 979-690-0329 Please see attachments. Let me know If there is anything else you need for TOday. Thank you THE DOCUMENTS AC~ THIS FACSIMILE 'TRANSMISSION W.Y CONT~ CONFIOENTW. INFORW.TION. 1HE "'F<>R*TION IS ~OED ONLY FOR THE USE OF lHE ~NT NAMED MOVE. P YOU HAW ~ tHIS FACSIMILE .. ERROR. PLEASE lMMEOIATEl Y NOTIFY US BY Ta.EPHONE TO ARRANGE FOR RETURN OF THE OfUGIW. DOCUMENT TO US, ANO YOU ARE HEREBY NOTIFIED THAT "'4Y DISCLOSURE. COPYING, DISTRIBUTION OR THE T~ Of' l+H'f ACTION tN RILIANCl ON THI CONTINTS Of' TH IS FACSIMll.E INFORMATION I& STRICTl Y PROHIBITED. DEVELOPMENT PERMIT PERMIT NO . 5-17 CITY OF C OLLEGE STATION P/annint <fr Dwe/,opmmt Servic~I FOR AREAS INS IDE THE SPECIAL FLOOD HAZARD AREA RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: 13. 768 acres out of 37 .25 acre tract in the JE Scott , A-50 Survey Brazos County , Texas DATE OF ISSUE: 5/24/05 OWNER: American Campus Developers , LLC 805 Las Cimas Parkway , Suite 400 Austin , Texas 78746 SITE ADDRESS: 305 Marion Pugh Drive DRAINAGE BASIN:·· Bee Creek Trib. "B" VALID FOR 12 MONTHS CONTRACTOR: TYPE OF DEVELOPMENT: Clearing and Grading Permit SPECIAL CONDITIONS: All construction must be in compliance with the approved construction plans All trees required to be protected as part of the landscape plan must be completely barricaded in accordance with Section 7.5.E., Landscape/Streetscape Plan Requirements of the City's Unified Development Ordinance , prior to any operat ions of this permit. The cleaning of equipment or materials within the drip line of any tree or group of trees that are protected and required to remain is strictly prohibited . The disposa l of any waste material such as , but not limited to , paint, oil , solvents, aspha lt , concrete , mortar, or other harmful liquids or materials within the drip line of any tree required to remain is also prohibited . Comply with TCEQ TPDES Construction General Permit (TXR 150000) for stormwater. The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design Criteria . If it is determined the prescribed erosion control measures are ineffective to retain all sediment onsite , it is the contractors responsibility to implement measures that will meet City , State and Federal requirements . The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed vegetat ion be returned to its original condition , placement and state . The Owner and/or Contracto r shall be responsible for any damage to adjacent properties , city streets or infrastructure due to heavy machinery and/or equipment as we ll as eros ion , siltation or sedimentation resulting from the permitted work . In accordance w ith Chapter 13 of the Code of Ordinances of the City of College Station , measures shall be taken to insure that debris from construction , erosion , and sedimentation shall not be deposited in city streets , or exist ing dra inage facilit ies . I hereby grant th is permit for development of an area outs id e the spec ial flood hazard area . All development shall be in accordance with the plans and specifications subm itted to and approved by the C ity Engineer in the development permit applicat ion for the above named project and all of the codes and ordinances of the City of College Stat ion that apply . Date Owner/Agent/Contractor Date DEVELOPMENT PERMIT PERMIT NO. 05-17c CITY OF C OLLEGE STATION PIAnnint 0-Dn>t'4pmmt Svvi<n FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: 13 .768 acres out of 37.25 acre Tract in the JE Scott , A-50 Survey Brazos County , Texas DATE OF ISSUE: August 3, 2005 OWNER: American Campus Developers, LLC 805 Las Cimas Parkway , Suite 400 Austin, Texas 78746 SITE ADDRESS: 305 Marion Pugh Dr. DRAINAGE BASIN: Bee Creek Trib . "B" VALID FOR 12 MONTHS CONTRACTOR: Davis Brothers Construction Attn : Bob Davis (713) 254-4550 TYPE OF DEVELOPMENT: Full Development Permit SPECIAL CONDITIONS: All construction must be in compliance with the approved construction plans All trees required to be protected as part of the landscape plan must be completely barricaded in accordance with Section 7 .5.E., Landscape/Streetscape Plan Requirements of the City's Unified Development Ordinance , prior to any operations of this permit. The cleaning of equipment or materials within the drip line of any tree or group of trees that are protected and required to remain is strictly prohibited . The disposal of any waste material such as , but not limited to, paint, oil , solvents , asphalt, concrete , mortar, or other harmful liquids or materials within the drip line of any tree required to remain is also prohibited . Full Development Permit The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design Criteria. If it is determined the prescribed erosion control measures are ineffective to retain all sed iment onsite , it is the contractors responsibility to implement measures that will meet City , State and Federal requirements . The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its original condition , placement and state . The Owner and/or Contractor shall be responsible for any damage to adjacent properties , city streets or infrastructure due to heavy machinery and/or equipment as well as erosion, siltation or sedimentation resulting from the permitted work. In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities . I hereby grant th is permit for development of an area outside the special flood hazard area . All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit application for the above named project and all of the codes and ordinances of the City of College Station that apply . Date ,jul 11 05 02:14p Rabon A. Metcal~, P.E. RABON M ErCALl' E NcHNrERJNG Posr omcrrnox 9253 -.,........- 9796900329 ~ ~: I =~:x+ ~ (979)690~...WJm\ , \9 79)690 -0329( -~'.J COLLOOP. STATION, TEXAS 77842 &79)219-4174 ·00 .;1 b3 EM:AIJ..: r m en gin ccr @j un o .c orn FACSIMILE TRANSMITTAL SHEET TO: Josh Norton, EIT COMPANY: CoCS -Planning & D evelopment Services FAX NUMBER: 764-3496 PHONE NUMBER: RE : CV A -Revised Utility Study FROM : Rabon Metcalf, P .E. D ATE: July 11, 2005 TOTAL NO. OF PA::::ES IN CLUDING COVER: 19 CC: CC !'AX NUMBER: 0 URGENT 0 FOR REVIEW 0 PLEAS E COM MENT 0 PLEASE REPLY 0 FOR YOUR RECORDS NOTES/COMMENTS: The information contained in thi s fux is confidential and is exclusively for 1he use of the previously addressed party. Please call the above number: to coro:ct any difficultie s with the ttansmission ::i f this fux. ~ ,J ul 11 05 02: 14p Rabon A. Metcalr, P.E. 9796900329 R ABON M crcALF ENG!NEERRll:NG~~~~~==:~:::;::2::··:2·,=, ~~~· -·f.i (979)690-oJ29 _Home POST OFFICE BOX 92D --\979)690-0 329 -FAX COLLEOEl.-rATION, TEXAS77842 (9 79)219-4174 • CEJ,i, EM All.: r men gin cer @j u no .com July 11, 2004 Alan P . Gibbs, P .E. Development Engineer City of College Station 1101 Texas Av e nue Sout h College Station, TX 77842 RE: Water & Sanitary Sewer Analysis for the Callaway Villa Apartments (REVISED) 305 Marion Pugh Drive, College Station, TX Lot I, Block One, Callaway Subdivision, Phase Two -13. 799 acres RME No.178-0245 Dear Alan : p .2 Please find enclosed, the findings, calculations and attachments for the above referenced project's water and sanitary sewer improvements. This analysis and the supporting design methods were performed in accordance with the B/CS Unified Design Guidelines and Standard s . Information used for the design, and the resulting calculations, of these utility improvements are as follows : •:• Cl .lA&Cl .lB : •:• Cl .QA & Cl .OB : •!• C2 . I & C2 .2 : •:• C2 .3 & C2.4 : •:• C2 .5 : •!• C1 .4A & Cl .4B : •!• B-1 : •!• C-1 : General C iv il Site Plan; Existing Site Plan ; Water Line "WI "; Water Line "W2"; Water Line "W3-W4" -Sewer Line "S l"; On-Site Private Ut ility Plan; KYPIPE Hydraulic Data; Winstonn Hydraulic Data; The project site is a 13 .799 acre tract (Callaway Subdivision, Phase Two -Lot One, Block One) and is located within the Bee Creek watershed. The proposed development "Callaway Villa Apartments" will consist of eighteen (18) three-story apartment buildings that have a total combined bed count of 704 . Also , within the development, there will be the construction of a Community Center facility that will accommodate offices a.nd users of the pool/recreational center (see sheets Cl . IA & Cl.1B). CD1-l 78-0245-L09 Page -I ·Jul 11 05 02:14p Rabon A. Metcalf, P.E. Callaway Villa Apartments Water & Sanitary Sewer Analysis (REVISED) Water Distribution System 9796900329 p.3 Rabon Metcalf Engineering July 11, 2004 Existing water lines that will supply domestic water and fire flows to this project will be a 16 " and two 6" water lines . The 16" water line dissects the property, running east and west, within the upper third of the property . The first 6" water line is located near the before mentioned 16" water line . The second 6" water line runs east and west nea r the south property line . The 16" and south 6" water lines are fed by an 18 " water line located within the right-of-way of Marion Pugh Drive (see sheets Cl.OA & CI.OB). Flow tests were obtained from the City of College Station Utility Department on two adjacent fire hydrants and conducted on March 29, 2004 . Results are as summarized below in Table #1. TABLE #1-FLOW TEST DATA ire Hydrant No . 0-040 0-008 Location Marion Pugh @ McDonalds Luther near Marion Pugh Sanitary Sewer Collection ot Reading (psi) 65 75 Flow (gpm) 1070 1120 tatlc u:e Hydrant No . 0-002 0-009 The proposed development will be served by an exist ing 6" and 8" sanitary sewer line . The 6" sanitary sewer line runs along the east property line of the development . It currently jogs around an existing metal building, to be demolished, and becomes an 8" line size . The "jog" will be abandoned and rerouted with an 8" sewer line so that the sanitary sewer traverses only along the east property line . This sewer line currently collects sewage only from the McDonalds restaurant . The existing 8" sewer line is located on the south property lint:, currently in the abandoned right- of-way of Luther Street West , and collects sewage from t he Treehouse and Tree House II apartment complexes . At the southeast comer of the development, these two 8" sanitary sewer lines merge into a single 8" sanitary sewer line crossing east under the Union Pacific Railroad and Wellborn Road (FM 2154), (see sheets CJ.OA & Cl.OB). Water System Imorovements Domestic Supply The domestic water demand for the proj>osed development was derived by Method 1 -"Fixture Count Determination". Result ing peak domestic water dema nds were calculated and the results are summarized in Table #2 below . CD1-l78-0245-L09 Pagc-2 ·~ul 11 05 02:14p Rabon A. Metcalf', P.E. 9796900329 p.4 Callaway Villa Apartments Water & Sanitary Sewer Analysis (REVISED) Rabon Metcalf Engineering JuJy II, 2004 TAB LE #2 -PEAK DOMESTIC WATER DEMANDS BLOO-TY I BLOO-TY2 BLOO-TY3 l'IX.UU'e r1x.cure rlXlllfC Unit Value Unit Value Unit Value Load Load Load Fixture Type Quantity Factor Quantity Factor Quantity Factor -Bathtub 24 48 28 56 40 80 Toilet (Tank) 32 128 40 160 56 224 Lavatory 40 80 44 88 64 128 Kitchen Sink (grinder) 8 16 12 24 16 32 Dishwasher (domestic) 8 16 12 24 16 32 Janitor Sink 0 0 0 0 0 0 Total Fixture Untis = 288 352 496 Peak Demand (gpm)= 40 49 69 BLOO-TY4 BLDG-TY 5 Community Center ruaurc l'IJUwC l'IXlUrt: Unit Value Unit Value Unit Value Load Load Load Fixture Type Quantity Factor Quantity Factor Quantity Factor Bathtub 48 96 56 112 2 4 Toilet (Tank) 64 256 64 256 IO 40 Lavatory 80 160 72 144 11 22 Kitchen Sink (grinder) 16 32 20 40 I 2 Dishwasher (domestic) 16 32 20 40 1 2 Janitor Sink 0 0 0 0 1 3 Total Fixture Untis = 576 592 73 Peak Demand (gpm)= 81 83 15 TA BLE #3 -PEAK DEMAND/B L DG Peak J:'eaK Building Building Demand Building Building Demand I.D. (Type) (gpm) I.D. (Type) (gpm) 1 1 40 11 2 49 2 2 49 12 3 69 3 2 49 13 3 69 4 l 40 14 2 49 5 Comm . 15 15 2 49 6 3 69 16 2 49 7 3 69 17 2 49 8 2 49 18 4 81 9 2 49 19 5 83 10 2 49 - Using these water demands and the proposed water system improvements (see sheets C2.1 - C2 .5), a hydraulic analysis was conducted and the following pressurelvelocity values, shown in Table #4, where determined . The summarized hydraulic results were determined by using the KYPIPE hydraulic program, for water systems, during steady··state conditions (see Exhibit B for KYPIPE hydraulic data). CD l-l 78-0245-L09 Page -3 <Jul 11 05 02: 14p Rabon A. Metcal~, P.E. Callaway Villa Apartments Water & Sanitary Sewer Analysis (REVISED) TABLE #4 9796900329 p.5 Rabon Metcalf Engineering JuJy 11 , 2004 DOMESTIC W ATER HYDRAULIC ANALYSIS l'lpe ~1ze Mow Ve l ocity N OCJe rress . Pipe Name (in) (gpm) (fjJs) Name (psi) Pl 16 3321 5.30 J2 75 .02 P2 16 2514 4.04 J3 75 .29 P3 8 307 4 .01 14 75.29 P4 8 -207 1.32 J5 75 .54 P5 8 470 3 .00 J7 74 .93 P6 16 2821 4 .50 J8 73 .88 P7 8 500 3 .19 no 74.96 PlO 8 -18 0 .12 RI 74 .97 Pll 6 122 1.39 R2 74.97 Pl2 6 122 1.39 R3 74.97 Pl3 6 -356 4 .04 R5 74.97 Hydraulic Analysis Notes: 1) A coefficient ~c" value of 130 was used; 2) Hydraulic analysis was performed with all buildings at simultaneous peaking. Fire Flow Su pply The fire fl ow water demand for the proposed development w as derived by use of the 2000 Internati onal Fire Code . The proposed facilities will be of Type V-A construction and will implement an automatic fire sprinkler system. Resulting fire flow water demands were calculated and results are summarized as follows i n Table #5 . CD1-178-0245-L09 Page - 4 ·Jul 11 05 02: 15p R abon A. Metcalf', P.E. 979690 0 329 p.6 Callaway Villa Apartments Rabo n Metcalf Engineering July 11 , 2004 Water & Sanitary Sewer Analysis (REVISED) T ABLE #5 -FIRE FLOW DEMAND .J'll"/o Reduction Mini.mum Buil ding Fire Fl ow Fire Fl ow No . of Fire I.D. Fire Area (sq.ft.) (gp m) (g(Jm) Hy drants l 11,555 2 ,000 l,000 I 2 13,287 2 ,250 1,125 1 3 13 ,287 2,250 1,125 l 4 11 ,555 2,000 l,{)()0 l 5 14 ,629 2 ,250 1,125 l 6 18 ,996 2 ,500 1,250 1 7 18 ,996 2 ,500 1,250 l 8 13,287 2 ,250 1,125 l 9 13,287 2 ,250 1,125 l 10 13 ,287 2,250 l ,125 I 11 13 ,287 2,250 1,125 1 12 18 ,996 2 ,500 l,.250 1 13 18,996 2,500 1,:250 l 14 13 ,287 2,250 1,125 1 15 13 ,287 2,250 1, 125 1 16 13 ,287 2,250 1,125 1 17 13 ,287 2,250 1,125 1 18 22 ,940 2,750 1,:375 1 19 21 ,110 2,500 l ,:~5 0 l Fire Fl ow Notes: 1. All bui ldings will employ the use of an automatic sprinkler system; Using these fire flow demand s and the proposed water system improvements (see sheets C2 .1 - C2 .5) a hydraulic an alysis was co nducted to verify that the fire flow rates could be achieved without dropping b elow desirable pressures (>20 p si) and maintaining safe pipe velo cities (<12 .0 fps). T he bel ow summ arized data refl ects a typical fire flow co nditio n that would provide 1,00 0 gpm from any two adj acent fire hydrants (from fi r e hy drants near J8 & JlO). TABLE #6 DOMESTIC WATER HYDRAU LIC ANALY SIS Pipe Size Flow Veloetty NOCle Press. Pipe Name (in) (gpm) (fps) Name (psi) Pl 16 3893 6 .21 J2 73 .05 P2 16 2102 3.35 13 75 .01 P3 8 801 5 .ll J4 75 .4 3 P4 8 -287 1.83 15 74.71 P5 8 1044 6 .66 J7 74.68 P6 16 2903 4 .63 J8 65.82 P7 8 990 6 .32 no 67.62 PIO 8 408 2 .60 Rl 74.97 Pll 6 -814 9 .23 R2 74.97 Pl2 6 -814 9 .23 R3 74.97 Pl3 6 -436 4 .94 R5 74.97 CD l -l 7 8-0245-L09 Page -5 ·:Jul 11 05 02: 15p Rabon A. Metcal~, P.E. 9796900329 p.7 Callaway Villa Apartments Water & Sanitary Sewer Analysis (REVISED) Rabon Metcalf Engineering July 11 , 2004 Hydraulic Analysis Notes : l) A coefficient "C" value of 130 was used; Sanitary Sewer Collection Improvements The sanitary sewer requirements for the proposed development were derived by Method 2 - "Land Use Determination". Resulting average sanitary sewe:r flow values were calculated and results are summarized in Table #6 below. It should be not•~d that when comparing the actual historical 2-year peak flows, for the existing Treehouse and Tree House II apartment complex developments, to the calculated design flows , as determined by Method 2, the calculated flows were significantly higher . The actual peak consumption for the Treehouse occurred during May of 2002 at 898,000 gallons. The calculated peak sewer fl.ow is 2 .88 MG for a one month duration . The actual peak consumption for the Tree House II occurred during April of 2003 at 305 ,000 gallons . The calculated peak sewer flow is 2.59 MG for a one month duration . Therefore, the use of Method 2 for sanitary sewer flow requirements is considered a conservative approach . TABLE #7 -SANITARY SEWER FWWS Average Daily Flow Peak Flow Peak Flow Development Bed Count (cap) (gpcl) (gpd) (cfs) McDonalds n/a n/a 1,467 0 .01 Rec/Car Wash Facility n/a 9 ,3 60 37,440 0 .06 Treehousc 240 24,000 96,000 0 .15 Tree House II 216 21 ,600 86,400 0 .13 Buidling I 32 3,200 12,800 0 .02 Buidling 2 32 3,200 12 ,800 0 .02 Building 3 32 3,200 12 ,800 0 .02 Building 4 32 3 ,200 12 ,800 0 .02 Building 5 n/a n/a 9,000 0 .01 Building 6 48 4 ,800 19,200 0 .03 Building 7 48 4 ,800 19,200 0 .03 Building 8 32 3 ,200 12 ,800 0.02 Building 9 32 3 ,200 12 ,800 0 .02 Building IO 32 3,200 12 ,800 0 .02 Building 11 32 3,200 12,800 0.02 Building 12 48 4,800 19,200 0 .03 Building 13 48 4,800 19,200 0 .03 Building 14 32 3,200 12,800 0.02 Building 15 32 3 ,200 12 ,800 0 .02 Building 16 32 3,200 12 ,800 0 .02 Building 17 32 3,200 12,800 0.02 Building 18 64 6 ,400 25 ,600 0 .04 Building 19 64 6 ,400 25 ,600 0 .04 Flow Detennination Notes: I) Residential use was utilized for the apartment developments at 100 GPD/cap; CD 1-l 78-0245-L09 Page -6 ·jul 11 05 02:15p Rabon A. Metcalf', P.E. 9796900329 p.8 Callaway Villa Apartments Water & Sanitary Sewer Analysis (REVISED) Rabon Metcalf Engineering July 11 , 2004 2) Peaking factor of 4.0 was applied to the Average Daily Flows to determine the Peak Flow which is used for line sizing; 3) The Peak Flow reported for the McDonalds Restaurant is based on historical data supplied by the City of College Station -Utility Center. Over the past two-years a peak monthly usc~':lge of 44,000 gallons occurred in December, 2002. Using these sewer flows and the utility improvements (see sheets Cl.4A & Cl.4B), a hydraulic analysis was conducted and the fol1owing flow/velocity · values shown, in Table #8 , were determined . The summarized hydraulic results were determined by using the Winstorm hydraulic program . This is a TxDOT manufactured program typically used for hydraulic analysis of storm sewer systems. Peak sewer flows were directly input at manholes in lieu of flow being generated by hydrology equations (see Exhibit C for Winstorm hydraulic data). TABLE #8 -SANITARY SEWER HYDRAUUC ANALYSIS Pipe Size Slope Q Capacity Veloc ity Upstream Downstream (in) (%) (cfs) (cfs) (fps) MHI MH2 6 0.48 ... 9.91 ........... 0.39 _o::::;.84:;.;._-t--- Ml-12 MH3 6 1.20 0.07 0.62 2ITT 1. r 1. ······w Ti . ····· ........ Mtis ·· · ·· · · ... 6 ... · .... · ...... 1:-i«>.... o.OCJ <J:61 ................ i?_i ...... ~ z . ~ i MHS .................. MH6 Ml-17 MH8 MH7 MH8 ............................ ···························· MH.8 MH9 Hydraulic Analysis Notes : 8 8 8 8 ---········-·-·· .............................. . 0.84 O. IO 1.12 0.35 0.28 0.72 1.50 0 .78 0 .48 0.74 1.50 1.08 1) A roughness coefficient of 0 . 013 was use¢ Conclusions l.98 l.93 3.79 3.29 As demonstrated above, the existing and proposed utility improvements will be sufficient and meet the requirement of the B/CS Unified Design Guidelines . Please call should you have any questions or require assistance . Sincerely, A. Metcalf, P .E. rmcngineer@verizon.net CD 1-l78-0245-L09 Page-7 ·~ul 11 05 02:15p Rabon A. Metca 1 f, P. E . 9796900329 I .si, .,.,., \. I \.\. / ~ / ~ \ <,~ ';)'il :.~ CIU I -. I~ / ""--/ -'-----~ I I ·y' ~· + p .9 · 0u 1 11 05 02: 16p Rabon A. Metca 1 f, P. E. 9796900329 * * * * * * * * * * * K Y P I P E 4 * * * * * * * * * * * * * * * * University of Kentucky Network Modeling Software Copyrighted by KPFS 1998 Version 2.000 -04/24/2003 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Date & Time : Mon Jul 11 13 :51:22 2005 INPUT DATA FILENAME --------------C:\PROGRA -1\PIPE20 -1\0245W1RA.DT2 TABULATED OUTPUT FILENAME --------C:\PROGRA -l\PIPE20-1\0245W1RA .OT2 POSTPROCESSOR RESULTS FILENAME ---C:\PROGRA-l\PIPE20-l\0245W1RA .RS2 ************************************************ S U M M A R Y 0 F 0 R I G I N A L DAT A ************************************************ U N I T S S P E C I F I E D FLOWRATE ............ ;gallons/minute HEAD (HGL) ...... .... feet PRESSURE ............ ~ psig p I P E L I NE D ATA STATUS CODE: xx -CLOSED PIPE CV -CHECK VALVE p I p E NODE NAMES LENGTH DIAMETER ROUGHNESS NAME #1 #2 (ft) (in) COEFF. p. 1 o MINOR LOSS COEFF. --------------------------------------~-~-------------------------------------- E N D P-1 P -10 P -11 P -12 P-13 P -2 P -3 P-4 P -5 P -6 P-7 N 0 DE NODE NAME R-1 J -10 J -10 J -2 J-5 J -4 J-4 J -3 J -3 J-7 J -7 DAT A NODE TITLE J-7 J-8 J-2 R-5 R -3 R-2 J-3 J -5 J-8 J -4 J-10 EXTERNAL DEMAND (gpm) 42 .00 16 .00 425.00 8.00 214.00 6.00 1 00 .00 6.00 100.00 6.00 100.00 16.00 14.00 8.00 95.00 8.00 1120.00 8.00 279.00 16.00 1215.00 8.00 JUNCTION ELEVATION (ft) 130.0000 130.0000 130 .0000 140.0000 130.0000 130 .0000 130.0000 130 .0000 130 .0000 130.0000 130.0000 EXTERNAL GRADE (ft} 0.57 1.54 0.92 0 .00 0.00 1.90 0.74 2 .4 1 1.54 0.00 2 .46 ·'Jul 11 05 02:16p Rabon A. Metcalf, 395.50 0.00 44.50 0.00 148.50 0.00 451.50 J-10 Sta. 12+15: J-2 Connection w J-3 Sta. 0+00: W J-4 W2 Connectio J-5 Sta. 0+35: W J-7 Wl Connectio J-8 Sta. 11+20: R-1 Supply from R-2 Supply from R-3 Connection w R-5 Supply from OUTPUT 0 P T I 0 N DAT A P.E. 9796900329 329.50 329.00 334.00 333.50 335.00 336.50 332 .00 336.50 334.00 336.00 329.00 509.50 507.00 509.00 502 .00 OUTPUT SELECTION: ALL RESULTS ARE INCLUDED IN THE TABULATED OUTPUT s y s T E M c ON F I GU RAT I 0 N NUMBER OF PIPES ................... (p) :; 11 NUMBER OF END NODES ............... ( j ) = 7 NUMBER OF PRIMARY LOOPS ........... ( 1) = 1 NUMBER OF SUPPLY NODES ............ ( f) = 4 NUMBER OF SUPPLY ZONES ............ (z) = 1 p. 11 ======================;===:======================·=============================== Case: O RESULTS OBTAINED AFTER 6 TRIALS: ACCURACY~ 0.00002 S I M U L A T I 0 N D E S C R I P T I 0 N (L A B E L) Callaway Villa Apartments p I P E L I N E R E S U L T S STATUS CODE: xx -CLOSED PIPE CV -CHECK VA:LVE p I p E NODE NUMBERS FLOWRATE HEAD MINOR LINE HL+ML/ HL/ NAM E #1 #2 LOSS LOSS VELO. 1000 1000 (gpm) (ft) (ft) (ft/s) (ft/ft) (ft/ft) P-1 R-1 J-7 3320.81 0.24 0 .25 5.30 11.68 5.77 P-10 J -10 J-8 -18.04 0.00 0.00 0.12 0.01 0.01 P -11 J-10 J -2 122.13 0 .32 0.03 1.39 1.64 ·"Jul 11 05 02:16p Rabon A. Metcalf', P. E. 9796900329 p. 12 1.51 P -12 J-2 R-5 122 .13 0.13 0.00 1.39 1.32 1. 3 2 P-13 J-5 R -3 -355.77 1. 09 0 .00 4 .04 10.94 10.94 P -2 J-4 R-2 2514.45 0.34 0 .47 4.01 8.19 3 .45 P -3 J -4 J -3 306 .78 0.03 0 .04 1. 96 5.19 2.05 P -4 J-3 J -5 -207.26 0 .09 0.07 1.32 1. 68 0.99 P-5 J-3 J-8 469.54 5.04 0 .21 3.00 4.70 4.50 P-6 J -7 J-4 2821.23 1.19 0.00 4.50 4 .26 4.26 P-7 J-7 J-10 499 .58 6 .14 0 .39 3 .19 5 .37 5.05 END N 0 D E R E s u L T s NODE NODE EXTERNAL HYDRAULIC NODE PRESSURE NODE NAME TITLE DEMAND GRADE ELEVATION HEAD PRESSURE (gpm) (ft) (ft) (ft) (psi) ------------------------------------------------------------------------------ J-10 Sta. 12+15: 395.50 502..18 329.50 J -2 Connection w 0.00 502.13 329.00 J -3 Sta. 0+00: w 44 .50 507.75 334.00 J-4 W2 Connectio 0.00 507 . .32 333.50 J-5 Sta. 0+35: w 148.50 507.9 1 335.00 J -7 W1 Connectio 0.00 509.0 1 336.50 J-8 Sta. 11+20: 451. 50 502 .49 332.00 R-1 Supply from 509 .!5 0 336.50 R-2 Supply from 507.00 334.00 R -3 Connection w 509.00 336.00 R-5 Supply from 502 .0 0 329.00 SUMMARY 0 F I N F L 0 W S AND OUTFLOWS (+) INFLOWS INTO THE SYSTEM FROM SUPPLY NODES (-) OUTFLOWS FROM THE SYSTEM INTO SUPPLY NODES NODE NAME R-1 R -2 R-3 R-5 FLOWRATE (gpm) 3320.81 -2514.45 355.77 -122.13 NET SYSTEM INFLOW = NET SYSTEM OUTFLOW = NET SYSTEM DEMAND = 3676.58 -2636.58 1040 .00 NODE TITLE Supply from Supply from Connection w Supply from ***** HYDRAULIC ANALYSIS COMPLETED ***"''* 172.98 74 .96 173.13 75.02 173 .75 75.29 1 7 4 .32 75.54 172.91 74 .93 172.51 74 .75 170.49 73 .88 173.00 74.97 173.00 74.97 173.00 74.97 173.00 74 .9 7 ··Ju 1 11 05 02: 1 Sp Rabon A. Metcalf, P.E. 9796900329 * * * * * * * * * * * K Y P I P E 4 * * * * * * * * * * * * * * * * University of Kentucky Network Mode l ing Software Copyrighted by KPFS 1998 Version 2.000 -04/24/2003 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Date & Time: Mon Jul 11 13:56:37 2005 INPUT DATA FILENAME --------------C :\PROGRA -l \PIPE20-1\0245WlRA .DT2 TABULATED OUTPUT FILENAME --------C:\PROGRA-l\PIPE20-l\0245W1RA.OT2 POSTPROCESSOR RESULTS FILENAME ---C:\PROGRA-1\PIPE20-1\0245WlRA.RS2 ************************************************ S U M M A R Y 0 F 0 R I G I N A L DAT A ************************************************ U N I T S S P E C I F I E D p FLOWRATE ........... . HEAD (HGL) .••••..... PRESSURE ........... . I p E L I NE D ATA gallons/minute = feet = psig STATUS CODE: xx -CLOSED PIPE CV -CHECK VALVE p I p E NODE NAMES LENGTH DIAMETER NAME #1 #2 (ft) (in) ROUGHNESS COEFF. p. 13 MINOR LOSS COEFF. ------------------------------------------------------------------------------- END P -1 P-10 P-11 P-12 P-13 P-2 P-3 P-4 P-5 P-6 P -7 N 0 DE NODE NAME R-1 J-10 J-10 J-2 J-5 J-4 J-4 J-3 J-3 J -7 J-7 DAT A NODE TITLE J-7 J-8 J-2 R-5 R-3 R -2 J-3 J-5 J-8 J-4 J-10 EXTERNAL DEMAND (gpm) 42.00 16.00 425.00 8.00 214.00 6.00 100.00 6.00 100.00 6.00 100.00 16.00 14.00 8.00 95.00 8.00 1120.00 8.00 279.00 16.00 1215.00 8.00 JUNCTION ELEVATION (ft) 130.0000 130.0000 130 .0000 140.0000 130.0000 130.0000 130.0000 130 .0000 130.0000 130.0000 130.0000 EXTERNAL GRADE (ft} 0.57 1.54 0.92 0.00 0.00 1.90 0.74 2.41 1.54 0.00 2.46 ··Jul 11 05 02:17p Rabon A. Metcalf', P.E. 9796900329 p. 14 J-10 Sta. 12+15: 1395.44 329 .50 J -2 Connection w 0.00 329 .00 J -3 Sta . 0+00 : w 44.49 334.00 J -4 W2 Connectio 0.00 333.50 J-5 Sta. 0+35: w 1 48.51 335 .00 J -7 Wl Connectio 0.00 336.50 J-8 Sta . 11+20 : 1451 .56 332.00 R -1 Supply from 336 .50 509 .50 R -2 Supply from 334.00 507.00 R-3 Connection w 336 .00 509.00 R-5 Supply from 329 .00 502.00 OUTPUT 0 P T I 0 N DAT A OUTPUT SELECTION : ALL RESULTS ARE INCLUDED IN THE TABULATED OUTPUT S Y S T E M C 0 N F I G U R A T I 0 N NUMBER OF PIPES ................... (p) 11 NUMBER OF END NODES ............... (j) 7 NUMBER OF PRIMARY LOOPS ........... (1) 1 NUMBER OF SUPPLY NODES ............ (f) 4 NUMBER OF SUPPLY ZONES ............ (z} = 1 ==========~==~===~============================================================== case: o RESULTS OBTAINED AFTER 6 TRIALS: ACCURACY ~ 0 .00000 S I M U L A T I 0 N D E S C R I P T I 0 N (L A B E L) Callaway Villa Apartments p I P E L I N E R E S U L TS STATUS CODE: xx -CLOSED PIPE CV -CHECK VALVE p I p E NODE NUMBERS FLOWRATE HEAD MINOR LINE HL+ML/ HL/ NA M E #1 #2 LOSS LOSS VELO. 1000 1000 (gpm) (ft) (ft} (ft/s) (ft/ft} (ft/ft) P -1 R-1 J -7 3892 .51 0.33 0.34 6.21 15.87 7 .74 P -10 J-10 J -8 407 .86 1.47 0 .16 2 .60 3 .85 3 .47 P-11 J-10 J -2 -813 .66 10 .83 1.22 9 .23 56 .31 ·'Jul 11 05 02:17p Rabon A. Metcalf', P. E. 9796900329 p. 15 50.62 P -12 J-2 R-5 -813.66 4.41 0.00 9.23 44.12 44.12 P-13 J-5 R-3 -435.80 1.59 0.00 4.94 15.93 15.93 P-2 J-4 R -2 2101. 97 0.25 0.33 3.35 5.79 2.47 P -3 J-4 J-3 800.91 0.17 0.30 5.11 33.55 12.11 P-4 J-3 J-5 -287.29 0.17 0.13 1.83 3.14 1.81 P-5 J-3 J-8 1043.70 22.15 1.06 6.66 20.72 19.77 P -6 J-7 J-4 2902 .87 1.25 0.00 4.63 4.50 4.50 P-7 J-7 J-10 989 .63 21.77 1. 52 6.32 19.17 17.92 E N D N 0 D E R E s u L T s NODE NODE EXTERNAL HYDRAULIC NODE PRESSURE NODE NAME TITLE DEMAND GRADE ELEVATION HEAD PRESSURE (gpm) (ft) (ft) (ft) (psi) ----------------------------------------~------------------------------------- J-10 Sta. 12+15 : 1395.44 485.54 329.50 J-2 Connection w 0.00 497.59 329.00 J-3 Sta . 0+00 : w 44.49 507.11 334.00 J-4 W2 Connectio 0.00 507.58 333.50 J -5 Sta. 0+35: w 148.51 507.41 335.00 J-7 Wl Connectio 0.00 508.B3 336.50 J-8 Sta. 11+20: 1451.56 483.90 332.00 R-1 Supply from 509.50 336.50 R-2 Supply from 507.00 334.00 R-3 Connection w 509.00 336.00 R-5 Supply from 502. 80 329.00 SUMMARY 0 F I N F L 0 W S AND 0 1J T F L 0 W S (+) INFLOWS INTO THE SYSTEM FROM SUPPLY NODES (-) OUTFLOWS FROM THE SYSTEM INTO SUPPLY NODES NET NET NET NODE NAME R-1 R-2 R -3 R -5 SYSTEM SYSTEM SYSTEM INFLOW OUTFLOW DEMAND FLOWRATE (gpm) 3892.51 -2101.97 435.80 813.66 = 5141. 97 = -2101.97 = 3040.00 NODE TITLE Supply from Supply from Connection w Supply from ***** HYDRAULIC ANALYSIS COMPLETED ***'~* 156.04 67.62 168 .59 73.05 173.11 75.01 174 .08 75.43 172 .41 74.71 172.33 74.68 151.90 65.82 173.00 74.97 173.00 74.97 173.00 74.97 173.00 74.97 .. Ju 1 11 05 02: 1 7p Rabon A. Metca 1 f', P. E • 9796900329 W\H-(Q (l-:. 332.()7 ~ 0 -= 32.'"f .?(p ~S'l.'15 { 12.~ 3'2B .'2J 7 I-= ?fl?J. lo3 o~ ~.42.. ..9 0 M ~ S ((.,-::. Z,'?'3.5C x --1. ':> :?2.5-~(:) 0-;: M..~-T1 ~ M+t ~ Q. :i 3ZZ.~'1 I~ o\lG.ll.Q ~ "I-:. ~l(.Q.fr7 .v a -;:.. ?>!Sar p. 16 stmOutput WinStorm (STORM DRAIN DESIGN) PROJECT NM-IE : Callaway Vi l l a JOB NUMBER 178-0 2 45 PROJECT DESCRIPTION : Sanitary Sewer Analysis DESIGN FREQUENCY 2 Years MEASUREMENT UNITS: ENGLISH OUTPUT FOR DESIGN FREQUENCY of: 2 Years Version 3.05, Jan. 25, 2002 Run @ 7/11/2005 12:20:41 PM ====================================~~====; Runof f Comp u tation for Design Frequency. =~==================================~======================================== I D C Value MH-1 0.0 MH-2 0.0 MH-6 o.o MH-8 o.o MH-2 0.0 MH-3 0.0 MH-5 0.0 MH-7 0.0 Area (acre) 0.00 0.0 0 0.0 0 0.00 0.00 0.00 0.00 0.00 Tc (min) 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 Tc Used (m i n) 0.00 0 .00 0 .00 0.00 0.00 0.00 o.oo o.oo Cumulative Junction Discharge Computations Intensity (in/hr ) 0.00 0.00 0,00 0.00 0.00 0 .00 0.00 0 .00 Supply Q (cfs) 0.010 0.060 0 .280 0.160 0.060 0.020 0.010 0 .200 Total Q (cfs ) 0.010 0. 060 0.280 0 .160 0. 060 0.020 0.010 0.200 ========================================================================~======== Node I.D. MH-1 MH-2 MH-3 Node Type CircMh CircMh Cir c Mh Weighted C-Value 0.000 0.000 0.000 Cumulat. Cumulat. Intens. Dr.Area (acres) 0.00 0.00 0.00 Tc (min) 0.00 10.00 10.00 (in/hr) 0.00 6.33 6.33 Page 1 User Supply Q cfs) 0.010 0.070 0 .090 Additional Q in Node (cfs) 0.00 0.0 0 0.00 Total Disch. (cfs) ·0.010 0.070 0.090 ..... ..... 0 (11 0 I\) ..... CXl .,, ;;o Cll CT 0 :J J) ""C rn c.o ...J c.o en c.o 0 0 w I\) c.o .,, . ..... ...J strnOutput MH-5 CircMh 0 .000 0.00 10 .00 6.33 0 .100 0.00 0.100 MH-6 CircMh 0.000 0.0 0 o .oo 0.00 0.2 80 0 .00 0 .280 MH-7 Ci rcMh 0 .00 0 0.00 10.00 6.33 0 .480 0.00 0.480 MH-8 CircMh 0.0 00 0 .0 0 15 .26 5.15 0.740 0.00 0.740 MH-9 Cir cMh 0,000 0.00 15.26 5.15 0 .740 0.00 0. 740 Conveya nce Configuration Data ~===========================================================================;===== Run# Node I. D. Flow line Elev. us DS us DS S hape # Span Rise Length Slope n value (ft) (ft ) (ft ) (ft) (ft) (%) ---------------------------------------------------------------------------------- 1 MH -1 MH -2 330.53 329 .49 Circ 1 0.00 0 .50 21 5.35 0.48 0 .013 2 MH -2 MH-3 329.87 329.17 Circ 1 0 .0 0 0 .50 58.18 1. 20 0.013 3 MH -3 MH-5 3 29.0 7 32 5.00 Circ 1 0.00 0 .50 341.54 1.19 0.013 5 MH -5 MH-8 324.10 316.20 Circ 1 0.00 0 .67 941. 06 0.84 0 .013 6 MH -6 MH-7 323.69 322. 96 Circ 1 0.00 0 .67 2 11.03 0.35 0.013 7 MH-7 MH -8 322.75 315 . 4 9 Circ 1 0.00 0.67 484 .45 1. 50 0 .01 3 8 MH-8 MH-9 315.10 309 .33 Circ 1 0 .00 0.67 740 .00 0.78 0.013 Conveyance Hydraulic Computations . Tai lwater = 310.670 (ft) ================================================================================== Run# 1* 2* 3* 5* 6 7* 8 US Elev (ft ) 33 0 .59 329.98 329.20 324.23 32 3 .98 32 3 .01 315 .51 DS Elev (f t) 329 .9 8 329.28 32 5.13 3 16.33 32 3.1 7 315.75 310 .67 n--.,,_t.. LJ <:::J:-' t..11 Fr.Slope Unif. Actual (%) (ft) (ft) 0.000 0.06 0 .49 0.016 0 .11 0.11 0.026 0 .1 3 0.13 0.007 0 .1 3 0.13 0.052 0 .29 0.29 0.154 0 .2 6 0 . 26 0. 365 0 .41 0.67 '1"F-"1 --~ .._ --V tL.LUC.Lt..y Unif. Actual (f/s) (f/s) 0.84 0.05 2.07 2.07 2.2 2 2. 2-2 1. 98 1. 98 1. 9 3 1. 93 3.7 9 3. 79 3.29 2.10 Q (cfs) 0.01 0.07 0.09 0.10 0.2 8 0.48 0.74 Cap (cfs) 0 .39 0 .62 0.61 1.12 0. 72 1. 50 1. 08 June Loss (ft) 0.000 0.000 0 .000 0 .000 0 .000 0 .000 0 .000 ===================================END============================================ Page 2 c..... c:: ...... ..... ..... 0 U1 0 r\) ..... co .,, ;;o QJ C" 0 :J :n -0 rn CD ..J CD en CD 0 0 w r\) CD .,, . ..... co stmoutput * Super critical flow. NORMAL TERMIN ATION OF WINSTORM. Warning Messages for current project: Runoff Frequ e ncy of: 2 Years Drop flowline elevation. Downstream HGL set to uniform depth e levation at Run# 5 Drop flowline elevation. Downstream HGL set to uniform depth elevation at Ru n# 3 Page 3 0 rn 0 N From: Josh Norton To: Date: Schwartz, Jan 06/16/2005 4:48 :21 PM Subject: Re : Callaway Villa Apartments Jan , .< The sewer line that runs parallel to Wellborn Rd has a jog in it that goes back to the west, then north and then west again back to the main line that runs parallel to Wellborn . I am looking for any dedicated easements for that "jog". That may be confusing , if so let me know and I'll run the plat down there to show you . Thanks for the help. Josh Norton >» Jan Schwartz 6/16/2005 4 :41 :55 PM >» Josh , I hate to admit it , but I can't tell which of the lines is the sewer line you're asking me about. »> Josh Norton 06/16/2005 11 :48 :58 AM >» Jan , I have attached a JPEG of the property and sewer line in question. I know the sewer line existing with at least prescriptive rights , but unsure if any easements were ever dedicated for the sewer line. Here is the legal deception on the property: 305 Marion Pugh Drive 13 .786 acres (3750/237 , 3987/36, 3987/64, 4036/57) out of a called 37 .25 acre tract (15/435), and 0 .236 acres out of the abandoned right-of-way of Luther Street West located with in the JE Scott, A-50 survey , Brazos County, TX Let me know if you need any additional information about the property . Thanks -Josh Norton Josh Norton, E.l.T. Graduate Civil Engineer Public Works Department City of College Station P. 0 . Box 9960 College Station, Texas 77842 Ph : (979) 764-6221 Fx : (979) 764-3496 T o: From: R e : Date : CITY OF COLLEGE STATION MEMORANDUM Josh Norton, Graduate Civi l Engineer Jan Schwartz, Legal Ass i stant ~ Callaway Villa Apartments July 25, 2005 I apologize that it has taken me so long to get the information you requested to you. Attached are copies of a three easements I found, but I really don't know if they are in the area you are looking at or not. There is a fourth easement that I could not find , but if you want to look it up at the county courthouse, it is recorded in Vo lume 46 7, page 199. My records show that it is a right-of-way easement from Southern Pacific Railroad that the City got back in 1980. ; Legal Department P.O. BOX 9960 • 1101 TEXAS AVENUE COLLEGE STATION ·TEXAS • 77842 TEL. 979.764.3507 • FAX. 979.764-3481 www.cstx.gov ,,, • / ... • 1 inch equals 200 feet .• 0 145 290 580 870 1,160 -~::::l-C::::il.--11!1111--=========:::::i-----Feet Jan Schwartz -Callaway.jpg Page 1 Jul 08 05 09:45a Rabon A. Metcalr, P.E. 9796900329 a,'tG1i°4 RABON MEITcALF &oINaiRING rosr OFFICE BOX 9253 COLLEGE SfATION , TEXAS 77842 """.:::::--:?-""~ (979) 690 -0 3ffl'dl ~/ ~ (979)690-03 •• :~v~ "if' J \979) 2 19-417 • CELL EM.All.: r ru cu & in eer @ju n o ..c: om FACSIMILE TRANSMITTAL SHEET TO : Josh Norton, EIT COMPANY : CoCS -Planning & Development Services FAX NUMBER: 764-3496 PHONE NUMBER: RE : CV A -Drainage Discharge FROM: Rabon Metcalf, P .E. DATE : July 8, 2005 TOTAL NO. OP PA•::; Es !NCLUDI!\IG COVER: 2 CC: CC FAX NUMBER . 0 URGENT ~ FOR REVIEW 0 PLEASE COMMENT 0 PLE.'\S E REPLY 0 FOR YOU R RECORDS NOTES/COMMENTS: Let me know if this cross-section works. I will take my level out and get spot elevations every 20' or so d own the fl owline of the cross-section. Thanks, Rabon The information contained in this fux is confidential and is exclusively for 1fle use of lhe previously addressed party. Please call the above number to correct an y difficulties with the transmission of this fax . f7 05-/03 -- c.o. KEYSTONE RETAINING WALL T/C=.328.98 T/C=328.98 .. • (..., c ...... 0 CXl 0 CJ1 0 CD ~ CJ1 cu :;c cu er 0 :J :n :I m (1" 0 cu ...... -1) ~ "'O rn . CD ...J CD en CD 0 0 w I\) CD .,, I\) DEVELOPMENT PERMIT PERMIT NO . 05-17b vr CITY OF C OLLEGE STAT I O N Planning & Development Services FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRl~ON: 13 .768 acres out of 37 .25 acre tract in the JE Scott , A-50 Survey Brazos County , Texas DATE OF ISSUE: July 13, 2005 OWNER: American Campus Developers , LLC 805 Las Cimas Parkway , Suite 400 Austin , Texas 78746 SITE ADDRESS: 305 Marion Pugh Drive DRAINAGE BASIN: Bee Creek Trib . "B" VALID FOR 12 MONTHS CONTRACTOR: TYPE OF DEVELOPMENT: Public Sanitary Sewer Infrastructure SPECIAL CONDITIONS: Demo and Construction of Public Sanitary Sewer Infrastructure Only All construction must be in compliance with the approved construction plans All trees required to be protected as part of the landscape plan must be completely barricaded in accordance with Section 7.5.E., Landscape/Streetscape Plan Requirements of the City's Unified Development Ordinance, prior to any operations of this permit. The cleaning of equipment or materials within the drip line of any tree or group of trees that are protected and required to rema in is strictly prohibited . The disposal of any waste material such as , but not limited to , paint, oil , solvents, asphalt , concrete , mortar, or other harmful liquids or materials within the drip line of any tree required to remain is also prohibited . Permit for Demo and Construction of Public Sanitary Sewer Infrastructure Only The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design Criter ia. If it is determined the prescribed erosion control measures are ineffective to retain all sediment onsite , it is the contractors responsibility to implement measures that will meet City , State and Federal requirements . The Owner and/or Contractor shal l assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed vegetat io n be returned to its original condition , placement and state . The Owner and/or Contractor shall be responsible for any damage to adjacent properties , city streets or infrastructure due to heavy machinery and/or equipment as well as erosion , siltation or sedimentation resulting from the permitted work . Jn accordance with Chapter 13 of the Code of Ordinances of the City of College Station , measures shall be taken to insure that debris from construction , erosion , and sedimentation shall not be deposited in city streets , or existing drainage fac ili t ie s . I hereby grant this perm it for development of an area outside the special flood hazard area . All development shall be in accordance with the plans and spec ifications submitted to and approved by the City Engineer in the development permit application for the above named project and all of the codes and ordinances of the City of College Station that apply . I I Date .r •l 11 05 11:34a R8bon A. Metcalf, P.E. 9796900329 / ENGINEER'S COST ESTIMATE -7/1112005 CALLAWAY VILLA APARTMENTS CALLAWAY SUBDIVISION, PH TWO -I.OT 1, BLOCK 1 COLLEGE STATION, BRAZOS COUN1Y, TEXAS WATER LINE IMPROVEMENTS ~~ Nopjl~.t.\on, Staki~g, & Trencn *'fe:ty (Water Line) 1 ~$ $1'2 ;000:00 2 8" PVC Water Line (C909 , Class 200) 2,633 LF $26.00 3 6" PVC Water Line (C909, Class 200) 2n LF $22.00 4 8" (MJ) Gate Valve & Box 8 EA $700 .00 5 6" (MJ) Gate Valve & Box 12 EA $500.00 6 4" (MJ) Gate Valve & Box 3 EA $400.00 7 16"x8" (MJ) Tapping Valve & Sleeve (Tie to 2 EA $3,000.00 Existing 16" DIP Water Line) 8 Tie to Existing 6" Water Line 2 EA $1,000.00 9 Ductile Iron Fittings (Class 350) 1 LS $9,000.00 10 Standard Fire Hydrant Assembly 8 EA $2,500.00 11 Water Meters, BFP, Lead Lines & Vaults 1 LS $20,000 .00 ,,12 ' structural Bedding (Cement Stabilized Sand) 1,419 LF $25.00 13 Replace Existing 8" Sanitary Sewer w/8" PVC (SOR 1 LS $3,500 .00 26 , Class 160) & Cement Stabilized Sand Bedding 14 Abandonment, Plugging, Removal & Grout Filling of 1 LF $10,000.00 Existing Water Lines SUB-TOTAL= SANITARY SEWER IMPROVEMENTS .,_, .. Mob ·1~tion, ,'Ji raffio £ontrot;'Staktng ·;"ey~Pass ,. .. ·1u!f ~~~~.. '·· · · ·.·Pumping, & Trench Safety (Sewer Line) . 1 ·LS''. '• $6',500:00 . "'46·~· e· PVC S'h iifta ry Se wer (SDR:.~. ogo~) 312 . LF · $21 ":00 17 6" PVC Sanitary Sewer (SDR-26, Class 160)) 88 LF $25.00 CD1-178-0245-E01 p.2 $12,000.00 $68,458 .00 $6 ,094 .00 $5,600.00 $6 ,000 .00 $1 ,200.00 $6,000.00 $2 ,000.00 $9,000.00 $20,000.00 $20,000 .00 $35,475.00 $3 ,500 .00 $10,000 .00 205 327.00 $&,552.00 ')< $2,200 .00 1of2 1 11 05 11:34a Rabon A. Metcalf, P.E. 9?96900329 p.3 ENGINEER'S COST ESTIMATE -7/11/2005 .uflh Staodard 4 '-0lametel"'Manhole0 w/32" .. Qperting .. 1 EA . $2 ;'300:00 . 19 Manhole Adjustment (Remove. Replace & Adjust 5 EA $1,500.00 Cone , Ring & Cover) 20 Structural Bedding (Cement Stabilized Sand) 86 LF $25.00 aa . AbandonmeJ'!t, Pluggi_ng, R~Jl),Q)l~l & .Grout F.illing o E1a~ng Manholes & sanitary Sewr Lines 1 LS $10,000:00 SUB-TOTAL= SIDEWALK IMPROVEMENTS; 22 6' Wide Concrete Sidewalk (Adjacent & Along Marion Pugh Drive) 1 ,586 LF $12 .001 '$2',300 . $7,500.00 $2,150 .00 $10,000 .00 'i $37,202.00 $19 ,032 .001 SUB· TOTAL= 10% CONTINGENCY = $19,032 .00 $26,156 .10 TOTAL ESTIMATED CONS1rRUCTION COST= $287,717.10 This Engineer's Cost Estim te was prepared in our office , at the date shown, and is r ased for the purpose of pubr · jections. CD1 -178-0245-E01 RABON METCALF ENGINEERING POST OFFICE BOX 9253 COLLEGE ST A TION, TEXAS 77842 CELL: (979) 219-417 4 FAX: (979) 690-0329 E-mail : nnenginecr@verizon .net fer,...+ t.r ~ V.-1i--&. ~ ~~,,(_~~'~ ~ ~-fw.c.k (>.. EVIEWEDFOR COMPLIAN~ JUL I 3 2005 ~ ... COLLEGE STATION ENGINEERING 2of2 ... ,, DEVELOPMENT PERMIT PERMIT NO. 5-17 Ckr CITY O F COLLEGE STAT ION Planning &-Droelopmmr Services / FOR AREAS INSIDE THE SPECIAL FLOOD HAZARD AREA RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: 13 .768 acres out of 37 .25 acre tract in the JE Scott , A-50 Survey Brazos County , Texas DATE OF ISSUE: 5/24/05 OWNER: American Campus Developers, LLC 805 Las Cimas Parkway , Suite 400 Austin, Texas 78746 SITE ADDRESS: 305 Marion Pugh Drive DRAINAGE BASIN: Bee Creek Trib . "B" VALID FOR 12 MONTHS CONTRACTOR: TYPE OF DEVELOPMENT: Clearing and Grading Permit SPECIAL CONDITIONS: All construction must be in compliance with the approved construction plans All trees required to be protected as part of the landscape plan must be completely barricaded in accordance with Section 7.5.E., Landscape/Streetscape Plan Requirements of the City's Unified Development Ordinance, prior to any operations of this permit. The cleaning of equipment or materials within the drip line of any tree or group of trees that are protected and required to remain is strictly prohibited . The disposal of any waste material such as , but not limited to , paint, oil, solvents , asphalt , concrete , mortar, or other harmful liquids or materials within the drip line of any tree required to remain is also prohibited . Comply with TCEQ TPDES Construction General Permit (TXR 150000) for stormwater. The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design Criteria . If it is determined the prescribed erosion control measures are ineffective to retain all sediment onsite , it is the contractors responsibility to implement measures that will meet City, State and Federal requirements . The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its original condition , placement and state . The Owner and/or Contractor shall be responsible for any damage to adjacent properties , city streets or infrastructure due to heavy machinery and/or equipment as well as erosion , siltation or sedimentation resulting from the permitted work . In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction , erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities . I hereby grant this permit for development of an area outside the special flood hazard area . All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit application for the above named project and all of the codes and ordinances of the City of College Station that apply . I Date • j u 1 11 05 11: 34a Rabon A. Metcalf , P.E. 9796900329 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 ENGINEER'S COST ESTIMATE -7/11/2005 CALLAWAY VILLA APARTMENTS CALLAWAY SUBDIVISION, PH 1WO -1,0T 1, BLOCK 1 COLLEGE STATION, BRAZOS COUNTY, TEXAS WATER LINE IMPROVEMENTS Mobilization , Staking, & Trench Safety (Water Line) 1 LS $12,000 .00 B" PVC Water Line (C909 , Class 200) 2,633 LF $26.00 6" PVC Water Line (C909, Class 200) 277 LF $22 .00 8" (MJ) Gate Valve & Box 8 EA $700 .00 6" (MJ) Gate Valve & Box 12 EA $500.00 4" (MJ) Gate Valve & Box 3 EA $400.00 16"x8" (MJ) Tapping Valve & Sleeve (Tie to 2 EA $3,000.00 Existing 16" DIP Water Line) T i e to Existing 6 " Water Line 2 EA $1,000.00 Ductile Iron Fitti ngs (Class 350) 1 LS $9,000 .00 Standard Fire Hydrant Assembly 8 EA $2,500.00 Water Meters, BFP, Lead Lines & Vaults 1 LS $20 ,000.00 Structural Bedding (Cement Stabilized Sand) -1,419 LF -$25 .00 '~ ~ Replace Existing 8" Sanitary Sewer w/8" PVC (SOR 1 LS $3,500 .00 26 , Class 160) & Cement Stabilized Sand Bedding Abandonment, Plugging, Removal & Grout Filling of 1 LF $10,000 .00 Existing Water Lines SUB-TOTAL= SANITARY SEWER IMPROVEMENTS Mobilization , Traffic Control , Staking , By-Pass 1 LS $6,500.00 Pumping , & Trench Safety (Sewer Line) 6 " PVC Sanitary Sewer (SDR-26 , 03034) 312 LF $21 .00 6 " PVC Sanitary Sewer (SDR-26, Class 160)) 88 LF $25 .00 CD1-178-0245-E01 p.2 $12 ,000 .00 $68,458 .00 $6,094 .00 $5 ,600 .00 $6 ,000.00 $1 ,200.00 $6,000.00 $2 ,000.00 $9 ,000 .00 $20,000.00 $20 ,000 .00 $35,475.00 $3 ,500 .00 $10 ,000 .00 205 327 .00 $6,500.00 $6,552 .00 $2,200 .00 1of 2 , ' .. Jul 11 05 11:34a Rabon A. Metcalf', P.E. 9796900329 ENGINEER'S COST ESTIMATE-7/11/20 05 18 Standard 4' Diameter Manhole w/32" Opening -1 EA $2,300.00 19 Manhole Adjustment (Remove , Replace & Adjust 5 EA $1,500.00 Cone , Ring & Cover) 20 Structural Bedding (Cement Stabilized Sand) 86 LF $25.00 21 Abandonment, Plugging, Removal & Grout Filling of 1 LS $10,000.00 Existing Manholes & Sanitary Sewr Lines SUB-TOTAL= SIDEWALK IMPROVEMENTS; 22 6' Wide Concrete Sidewalk (Adjacent & Along Marion Pugh Drive) 1,586 LF $12.001 SUB-TOTAL= 10% CONTINGENCY = TOTAL ESTIMATED CONSlrRUCTION COST = This Engineer's Cost Estim te was prepared in our office , at the date shown , and is r ased for the purpose of publi · ure cost p jections. CD1-178-0245-E01 RABON METCALF ENGINEERING POST OFFICE BOX 9253 COLLEGE ST A TION, TEXAS 77842 CELL: (979) 219-4174 FAX: (979) 690-0329 E-mail : nnengineer@verizon.net p.3 $2,300 .00 $7,500.00 $2 ,150.00 $10,000.00 $37,202 .00 $19,032.001 $19,032 .00 $26,156 .10 $287,717.10 2 of2