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Home My WebLink About63 Development Permit 632 DWS Office BuildingABBREVIATED DRAINAGE REPORT FOR DWS Office Building Lot IR, Block "D" Ashford Square Subdivision Morgan Rector Survey, A-46 College Station, Brazos County, Texas 25-January 1999 RE.V\EWEO FOR coMPL\ANCE FEB 1 91999 COLLt:.\;O:::. ~ 'M. I \ON ENG\NEER\NG ~ DEVELOPED BY: Mr. David Scarmardo D .W .S. Inc . P .O . Box 4508 Bryan, TX 77805 ( 409) 779-7209 PREPARED BY: Kling Engineering & Surveying 4103 Texas Avenue, Suite 212 Bryan, TX 77802 ( 409) 846-6212 , PURPOSE: ABBREVIATED DRAINAGE REPORT for DWS Office Building Lot 1 R, Block "D" Ashford Square Subdivision Morgan Rector Survey, A-46 College Station, Brazos County, Texas 25-January, 1999 A drainage analysis for Lot IR, Block "D" was previously developed in the drainage report for the Ashford Square Resubdivision and Dartmouth Addition Subdivision submitted to the City of College Station dated 26-March, 1998 . The purpose of this report is to verify proposed design conditions are met by actual planned development and to document private, on-site, storm sewer design . HYDROLOGIC VERIFICATION: In the above mentioned drainage report, it was assumed that Lot IR, Block "D" would have a curve number no greater than 94 (refer to Appendix 8 of the drainage report, page 2.03 of the post-developed analysis, filename=Last3.ppk). Upon review of the proposed site design, an actual curve number of 94 is as signe d to the lot (refer to Appendix 1, "Hydrologic Calculations" for graphical representation and computation). Stormwater from the site will proceed into the adjacent channel and detention facility . STORM SEWER DESIGN: The site will be graded to drain to area inlets which will convey storm water runoff via A.D .S . polyethylene pipe to the adjacent channel and detention facility . Additionally, the area north of the proposed building adjacent to the Southwest Parkway right-of-way will be graded in a swale to drain to the creek. The Rational Method with a time of concentration equal to 10 minutes was used to determine runoff rates for sizing the pipe and area inlets . Flow profiles were calculated within the pipe system by computer aided use of the standard step method with Manning's friction method . Backwater effects from the channel flow were considered in pipe sizing . The design storm is the 100 year event with the 25 year event being analyzed as well . Runoff from the lot was determined by dividing the lot area into sub-areas based on the proposed grading plan (refer to Appendix 1, "Hydrologic Calculations" & Appendix 3, "Grading Plan"). The following tables summarize runoff rate determinations and contributing sub-areas for each area inlet (refer to Appendix 2, "Hydraulic Calculations" for inlet labeling map). Sub-areas -Flow rates Sub-Area Acreage "c" 025 0100 G1 0.003 0.2S 0.01 0.01 G2 0.0037 0.2S 0.01 0.01 G3 0 .0102 0.2S 0.03 0.03 G4 0 .0094 0.2S 0.02 0.03 GS 0.0067 0.2S 0.02 0.02 G6 0.0460 0.2S 0.11 0.13 P1 0.139S 0.9 1.24 1.46 P2 0.10S7 0.9 0.94 1.11 81 0.0379 0.9 0.34 0.40 82 0.0379 0.9 0.34 0.40 Totals 2.93 3.46 Table 1 *i25=9.86 ilOO=fl .64 Inlets -Contributin Flows Inlet Contributing Areas Contributing 025 Contributing 0100 (cfs) (cfs) 1-1 P1, G6 1.36 1 .61 1-2 P2, GS 0.96 1.13 1-3 G1 0 .01 0.01 1-4 G2 0.01 0.01 1-S G3 0.03 0.03 1-6 G4 0.02 0.03 Table 2 Grates sizes were checked with the orifice equation and a ponding depth of 1 ". Minimum required open area for grates on inlets I-3 through I-6 was determined to be 6 square inches. Grates specified on grading plan provide 30 square inches . Minimum required open area for grates on inlets I-1 and I-2 was determined to be 125 square inches . Grates specified on grading plan provide 161 square inches (refer to Appendix 2 for calculation & Appendix 3 for grading plan). Material for the storm sewer pipe was chosen to be polyethylene corrugated pipe with smooth interior wall (Manning's n=l2) as manufactured by Advanced Drainage Systems. The storm sewer modeling program StormCad, by Haestad Methods, was used to analyze the proposed storm sewer system with backwater effects from the creek included . Water surface elevations in the detention facility I channel were based on the following assumptions: (1) Pond is at maximum elevation & peak flow is still entering channel at developed rates (2) Manning's equation used to determine depth of flow using a channel bottom width at elevation resulting from peak pond elevation (3) computed depth is added to pond maximum elevation. The following tables summarize contributing areas I inlets for each pipe and the pipe flow characteristics for the 25 and 100 year events . 1pes - p· C "b . Fl 1pes -ontn utmg ows Pipe Contribut ing Contribut ing Contributing 025 Contribut ing Q 100 Inlets Areas (cfs) (cfs) P-10 1-3 G1 0.01 0 .01 P-9 1-4 G2 0.01 0 .01 P-8 1-S G3, 81 0 .37 0.43 P-7 1-6 G4 , 82 0.36 0.43 P-6 1-1 G6, P1 1.36 1 .61 P-S 1-1, 1-3 G1, G6, P1 1.37 1 .62 P-4 1-1 , 1-2, 1-3 , 1-4 G1 I G2, G6 , P1 1.38 1.63 P-3 1-1 , 1-2, 1-3 , 1-4 G1 , G2 , GS , G6, P1, 2 .34 2.76 P2 P-2 1-1 , 1-2, 1-3 , 1-4, G1 I G2 , G3, GS , G6, 2.71 3.19 1-5 P1,P2,81 P-1 1-1 , 1-2, 1-3 , 1-4, G1 I G2, G3 , G4, GS , 3 .07 3 .62 1-S, 1-6 G6,P1, P2,81 ,82 Table 3 As indicated above, pipes P-7 and P-8 will convey storm water from area inlets and the southeast half of the building roof, sub-areas B 1 and B2 . Roof gutter downspouts are to tie directly to the storm sewer system on this side . The northwest side of the roof will drain to the proposed swale . H d r lY rau JCS -25 year even t Pipe Upstream Downstream Upstream Downstream Length Section Q2S Average Upstream Downstream Node Node Invert Invert Size Velocity HGL HGL Elevation Elevation (ft) (ft) (ft) (in) (cfs) (ft/s) (ft) (ft) P-1 J-1 Outlet 272.4S 272.22 2S .04 24 3.07 0 .98 274.60 274.60 P-2 J-2 J-1 272 .92 272 .4S 64 .1S 24 2.71 0 .91 274.62 274 .61 P-3 1-2 J-2 273 .31 272.92 SS.98 24 2.34 0.94 274.63 274 .63 P-4 J-3 1-2 273.7S 273.41 S6 .7S 24 1.38 0 .8S 274.64 274 .64 P-S J-4 J-3 273 .81 273 .7S 9.26 24 1.37 1.0S 274 .6S 274 .6S P-6 1-1 J-4 273 .84 273.81 3 .99 24 1.36 1.10 274 .66 274.66 P-7 1-6 J-1 27S.OO 272.45 42.2S 8 0.36 1.82 27S .28 274 .61 P-8 1-S J-2 27S.OO 272.92 42 .2S 8 0.36 1.83 27S .28 274 .63 P-9 1-4 J-3 27S .OO 274 .1S 36 .98 8 0.01 o.so 27S .04 274 .6S P-10 1-3 J-4 27S.OO 274.21 S2.30 8 0 .01 0.47 27S.04 274.66 Table 4 1pes -H d 1' Ly1 rau !CS -100 year event Pipe Upstream Downstream Upstream Downstream Length Section 025 Average Upstream Downstream Node Node Invert Invert Size Velocity HGL HGL Elevation Elevation (ft) (ft) (ft) (i n) (cfs) (ft/s) (ft) (ft) P-1 J-1 Outlet 272 .45 272 .22 25.04 24 3.62 1 .15 276.15 276 .14 P-2 J-2 J-1 272.92 272.45 64.15 24 3.19 1.02 276.17 276 .16 P-3 1-2 J-2 273.31 272.92 55 .98 24 2 .76 0 .88 276 .19 276.18 P-4 J -3 1-2 273 .75 273 .41 56 .75 24 1.63 0.52 276.20 276.20 P-5 J-4 J-3 273.81 273.75 9 .26 24 1.62 0 .51 276.20 276 .20 P-6 1-1 J-4 273.84 273.81 3.99 24 1.61 0.51 276.20 276.20 P-7 1-6 J-1 275.00 272.45 42.25 8 0.43 1.23 276 .20 276.16 P-8 1-5 J-2 275.00 272 .92 42 .25 8 0.43 1.23 276.22 276 .18 P-9 1-4 J-3 275.00 274 .15 36 .98 8 0 .01 0.03 276.20 276 .20 P-10 1-3 J-4 275 .00 274.21 52.30 8 0.01 0 .03 276 .20 276.20 Table 5 *Refer to the follo wi ng Appendi x 2 for calculation and graphical representations of pipe labeling described in above tables . CONCLUSIONS: As the storm return period increases, backwater effects from the creek channel become more significant. This analysis assumes that peak elevation in the detention pond I channel coincide with peak runoff from the office site (worst case scenario). As a result of the backwater effects, pipe diameter had to be oversized to accommodate stormwater entering the system from the creek. It is shown that at the time of coincidence, backwater from the creek rises into the system affecting pipe flow velocities . The site is expected to be well maintained with little chance of significant sedimentation to occur within the storm sewer from on-site sources . During lesser storm events, such as the 2 year event, backwater from the creek will be negligible due to maximum water surface elevations in the pond I channel being lower than the outlet pipe flowline . Analysis of the 2 year event shows velocities in the 24" portion of the storm sewer system to be 2 .2 ft/s minimum to 3 .89 ft/s maximum (refer to Appendix 2 for calculation). The storm sewer is expected to be self cleansing due to higher velocities achieved during the more frequent minor storm events . Upon completion of construction, the system should be thoroughly cleaned of sediment due to construction to optimize performance . The runoff curve number for this development matches the design curve number referred to in the original drainage report which documents detention . c. h . --~II..'''' requirements 1or t e site . --<~ OF "'"'''' -'ll,;·..-'«:;,.' • ,.. .. 4 :• ; .... 7 .. ea« ~ \l l '/ ''.) ;...-/ I ·~; i'~ ... . ~ .:. .. -.ti;"' ......... . #~ ,,_ f 'f~-:(Y • "" 'I. ; .• -.'> .• I'" -~, \ ic ~ ~ .. ._ .. ~,,..ve"'--e~o ..... f.I "'"" · <'l •...,.-•-1o•J,. ~.! S. J. KLI NG t' ..... , · :_., ...... -~·:··. ·,. •·"~·•••"o ee•J.• ~L -·:.;., 24705 i l'Z j ~~~;-~·,··.:·~ ... ~1.lt/,,," l l .... ~. 0 '~ .. P.'I",_~, .... ,. \;\ .. .,..,~ ••~-"al V :l."" .1','.-;,. '* ~ ~·("!'f~c... c " tt.~~·- \ • ~J ~·----I 21 JI.ht 4 qt B.J. Kl' g , P .E . 24705 APPENDICES 1) 2) 3) Hydrologic Calculations Hydraulic Calculations Grading Plan -Ashford Square E:\Projects\Ashford'ap-tract\ddp .wpd APPENDIX 1 HYDROLOGIC CALCULATIONS "' c z " l'T1 z ro9 ~~ • 21 z ~" ~Ro (/) c ~ z " ~ I "'Tl 0 :;c 0 0 :;c < 1'11 DWS Ol'F1CB B1JIU>INO IDI' 1R, BLOCK "D" am.VB NUMBBll VAi.UBS SOUTHWEST PARKWAY SCALE: 1" =30' COVER ARCA CN (acre) IMPER\!. BLDG . 0 .1517 98 IMPER'J. PVMT . 0 .3114 98 CHANNEL 0 .1033 98 GRASSED 0 .1860 80 TOTAL/AVE . 0.7524 93.5•94 >< r z " "' (;; z CD£? ::i: :<>Z b -<"' )>"' :;o Z:<> . z 0 r1" CJ ;;:::~ :::0 (/)(/) < c ,.,, "' < ':/ z " 2002.02 SF 0 .0460 Ac G6 P2 6075.73 SF 0 .1395 Ac P1 159.92 SF 0.0037 Ac 4605.84 SF 0.1057 Ac DWS OFPICB BUJLDJNO LOr 1R. BLOCX "D" DRAINACJB SUB -ARBAS SOUTHWEST PARKWAY 1652.00 SF 1652.19 SF 0.0379 Ac 0.0379 Ac 81 82 445.27 SF G3 407.98 SF 0.0102 Ac 0.0094 Ac \ \ G4 I I I I I SCALE: 1'' =30' sub-area acreaae "c" i25 i100 025 0100 G1 0 .0030 0.25 9.86 11 .64 0 .01 0.01 G2 0 .0037 0.25 9.86 11.64 0 .01 0 .01 G3 0.0102 0.25 9 .86 11 .64 0.03 0 .03 G4 0.0094 0.25 9.86 11 .64 0.02 0.03 GS 0.0067 0.25 9.86 11.64 0.02 0 .02 G6 0.0460 0 .25 9 .86 11.64 0.11 0 .13 P1 0.1395 0 .9 9 .86 11 .64 1 .24 1.46 P2 0 .1057 0 .9 9.86 11 .64 0.94 1.11 81 0.0379 0.9 9 .86 11 .64 0 .34 0.40 82 0 .0379 0 .9 9.86 11.64 0 .34 0.40 totals: 3.04 3 .59 •acreages, i, & a rounded APPENDIX2 HYDRAULIC CALCULATIONS ·"7_("' ~ ~ 2 (\'I £ '2 :;:::- z.~_j L J } 0 I 0 ::'" [C£6G'O) )7°f'i~ g '0 J / £0 1 (/ = tj -;1-f-I 7.f'I' <;Z J -= z_J.j Lf3 I (l = LS£®'0 > r'f7J 9 -o J /1°.J '/ ~ ti ~c, 71) COi -<r,~ ti ~ :ri~-ios -Z--..I 3 l -_r L '1 -\i'wo ::-<!.! ( \ "") , \ = C't:'' 0 -z-.T71-..::c. ll O;I 2 °) £' \ ~ S'Z Q , 't ~e o · o ~ " 1 __ '--1 I 8·o = PJ ~ ' \;z I ' 'rJ-f r-::; = 0 : ; , oiE " , :i ' JO I I I tsJ /V !£J<; ..J..P~/1// I I ·,r,g _J.....,/~..::::/O Srl/Q I Project Description Project File Worksheet Flow Element Method Solve For In ut Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Bottom Width Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is subcritical. Notes : WATER DEPTH 25 YR EVENT Worksheet for Trapezoidal Channel e :\ha esta d\pi\ashford\ap-tra ct\dra ina ge . f m2 c-c new channel at 25yr pond depth Trapezoidal Channel Manning's Formula Channel Depth 3.000000 H : V 16 .00 ft 754 .91 cfs 4.57 ft 135.81 ft2 44.91 ft 43.42 ft 3.31 ft 0.028318 fUft 5.56 ft/s 0.48 ft 5.05 ft 0.55 25 yr depth assumes : (1) pond is at max elev and peak flow is still entering at developed rates (2) bottom width & min . elevation used calculated from 25 yr pond depth (3) computed depth is added to pond max elev 01/25/99 10:3 1 :20AM Haestad Methods, Inc . 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .12 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data WATER DEPTH 100 YR EVENT Worksheet for Trapezoidal Channel e :\haestad\pi\ashford\ap-tract\drainage . fm2 c-c new channel at 1 OOyr pond depth Trapezoidal Channel Manning's Formula Channel Depth Mannings Coefficient 0.050 Channel Slope / . 08QPD tuft Left Side Slope ( ~oOOOO H : V Right Side Slope 3.000000 H : V Bottom Width 19.40 ft Discharge 993 .02 cfs Results Depth 4.91 ft Flow Area 167 .75 ft2 Wetted Perimeter 50.48 ft Top Width 48.88 ft Critical Depth 3 .58 ft Critical Slope 0.027369 tuft Velocity 5.92 tus Velocity Head 0.54 ft Specific Energy 5.46 ft Froude Number 0.56 Flow is subcritical. Notes: 100 yr depth assumes: (1) pond is at max elev and peak flow is still entering at developed rates (2) bottom width & min . elevation used calculated from 100 yr pond depth (3) computed depth is added to pond max elev 01/25/99 10:32:30AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.12 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Bottom Width Discharge Results Depth Flow Area Wetted Perimeter Top W idth Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is subcritical. Notes: WATER DEPTH 100 YR EVENT Worksheet for Trapezoidal Channel e :\ha es ta d\pi\ashford\ap-tract\draina g e. fm2 start of new channel at 1 OOyr pond depth Trapezoidal Channel Manning's Formula Channel Depth 0.050 0.008000 ft/ft 3.000000 H : V 3 .000000 H : V 15.40 ft 993 .02 cfs 5.29 ft 165.61 ft2 48.88 ft 47.16 ft 3.91 ft 0.027212 ft/ft 6.00 ft/s 0 .56 ft 5.85 ft 0.56 New channel just past SWPKWY culverts -100 yr depth assumes : (1) pond is at max elev and peak flow is still entering at developed rates (2) bottom width & min . elevation used calculated from 100 yr pond depth (3) computed depth is added to pond max elev 01/25199 10:34:33AM Haestad Methods , Inc . 37 Brookside Road Water bury, CT 06708 (203) 755-1666 FlowMaster v5.12 Page 1 of 1 "' r z C) ,.., z rn9 ;u z -<,.., )>,.., Z :JJ ~ . z .... C) ,.., I ~~ "'Tl "'"' 0 c ;;a :JJ 0 G6 < ~ 0 z ;;a C) < rrl P1 1-J .-P ,,: Q Q Q q Q Q P-fo DWS OFFICB Btm.DING I.Or lR, BLOCK "D" STORM SBWBR. SCHBMA11C SOUTH WEST PARKWAY SCALE: 1" =30' 2 YEAR EVENT -ASSUME FREE OUTFALL, NORMAL DEPTH ------------------Beginning Calculation Cycle -------------------Discharge: D.23 cfs at node 1-6 Discharge: D.87 cfs at node 1-1 Discharge: 0.48e-2 cfs at node 1·3 Discharge: 0.88 cfs at node J-4 Discharge: 0.01 cfs at node 1-4 Discharge: 0.89 cfs at node J-3 Discharge: 1.50 cfs at node 1-2 Discharge: 0.23 cfs at node 1-5 Discharge: 1.74 cfs at node J-2 Discharge: 1.97 cfs at node J-1 Discharge: 1.97 cfs at node Outlet Beginning iteration 1 Discharge: 0.23 cfs at node 1-6 Discharge: 0.87 cfs at node 1-1 Discharge: 0.48e-2 cfs at node 1-3 Discharge: 0.88 cfs at node J-4 Discharge: 0.01 cfs at node 1-4 Discharge: 0.89 cfs at node J-3 Discharge: 1.50 cfs at node 1-2 Discharge: 0.23 cfs at node 1-5 Discharge: 1.74 cfs at node J-2 Discharge: 1.97 cfs at node J-1 Discharge: 1.97 cfs at node Outlet Discharge Convergence Achieved in 1 iterations: relative error: 0.0 ---------------------Calculations Complete ---------------------- ** Analysis Options ** Friction method: Manning's For~la HGL Convergence Test: 0.001000 Maxinain Network Traversals: 5 Nl..lllber of Flow Profile Steps: 5 Discharge Convergence Test: 0.001000 Maxinain Design Passes: 3 -----------------Network Quick View ------------------------ Discharge I Hydraulic Grade I Label Length I Size I Upstream I Downstream P-1 25.04 24 inch 1.97 272.94 272.62 P-3 55.98 24 inch 1.50 273. 73 273.47 P-2 64.15 24 inch 1. 74 273.38 273.04 P-6 3.99 24 inch 0.87 274.17 274.20 P-4 56.75 24 inch 0.89 274.07 273.85 P-5 9.26 24 inch 0.88 274.13 274.14 P-10 52.30 8 inch 0.48e-2 275.03 274.24 P-9 36.98 8 inch 0.01 275.03 274.18 P-8 42.25 8 inch 0.23 275.22 273.47 P-7 42.25 8 inch 0.23 275.22 273.04 Discharge I ------·----~~=~~!!~n~GL i-~~~~~~~~~~-~~~ I Label Ground I 1-1 0.87 277.28 274.25 274.17 1-2 1.50 277.23 273.85 273.73 Outlet 1.97 276.00 272.61 272.61 J-1 1.97 277.00 273.04 272.94 J-2 1.74 277.80 273.47 273.38 J-4 0.88 277.32 274.20 274.13 J-3 0.89 277.45 274.14 274.07 1-3 0.48e-2 277.50 275.04 275.03 1-4 0.01 277.92 275.04 275.03 1-5 0.23 277.60 275.29 275.22 1-6 0.23 277.32 275.29 275.22 Elapsed: 0 minute(s) 1 second(s) 25 YEAR EVENT -ASSUME ~SEL AT OUTLET=274.60 ------------------Beginning Calculation Cycle -------------------Discharge: 0.36 cfs at node 1-6 Discharge: 1.36 cfs at node 1-1 Discharge: 0.01 cfs at node 1-3 Discharge: 1.37 cfs at node J-4 Discharge: 0.01 cfs at node 1-4 Discharge: 1.38 cfs at node J-3 Discharge: 2.34 cfs at node 1-2 Discharge: 0.36 cfs at node 1-5 Discharge: 2.71 cfs at node J-2 Discharge: 3.07 cfs at node J-1 Discharge: 3.07 cfs at node Outlet Begirning iteration 1 Discharge: 0.36 cfs at node 1-6 Discharge: 1.36 cfs at node 1-1 Discharge: 0.01 cfs at node 1-3 Discharge: 1.37 cfs at node J-4 Discharge: 0.01 cfs at node 1-4 Discharge: 1.38 cfs at node J-3 Discharge: 2.34 cfs at node 1-2 Discharge: 0.36 cfs at node 1-5 Discharge: 2.71 cfs at node J-2 Discharge: 3.07 cfs at node J-1 Discharge: 3.07 cfs at node Outlet Discharge Convergence Achieved in 1 iterations: relative error: 0.0 Information: P-1 Surcharged condition ---------------------Calculations C0111'lete ---------------------- ** Analysis Options ** Friction method: Manning's For111.Jla HGL Convergence Test: 0.001000 Maxinain Network Traversals: 5 Nl.llber of Flow Profile Steps: 5 Discharge Convergence Test: 0.001000 Maxinain Design Passes: 3 -----------------Network Quick View ------------------------ Label P-1 P-3 P-2 P-6 P-4 P-5 P-10 P-9 P-8 P-7 Label 1-1 1-2 Outlet J-1 J-2 J-4 J -3 1-3 1-4 1-5 1-6 Elapsed: Length I 25.04 55.98 64.15 3.99 56.75 9.26 52.30 36.98 42.25 42.25 Discharge I 1.36 2.34 3.07 3.07 2. 71 1.37 1.38 0.01 0.01 0.36 0.36 0 minute(s) 2 Discharge I Hydraulic Grade I Size I Upstream I Downstream 24 inch 3.07 274.60 274.60 24 inch 2.34 274.63 274.63 24 inch 2. 71 274.62 274.61 24 inch 1.36 274.66 274.66 24 inch 1.38 274.64 274.64 24 inch 1.37 274.65 274.65 8 inch 0.01 275.04 274.66 8 inch 0.01 275.04 274.65 8 inch 0.36 275.28 274.63 8 inch 0.36 275.28 274.61 Ground I 277.28 277.23 276.00 277.00 277.80 277.32 277.45 277.50 277.92 277.60 277 .32 ~~:~~;!~n~GL i-~~~~~~~~~~-~~~ I 274.67 274.66 274.64 274.63 274.60 274.60 274.61 274.60 274.63 274.62 274.66 274.65 274.65 274.64 275.05 275.04 275.05 275.04 275.37 275.28 275.36 275.28 second(s) 100 YEAR EVENT -ASSUME WSEL AT OUTLET=276.14 ------------------Beginning Calculation Cycle ------------------- Discharge: 0.43 cfs at node 1-6 Discharge: 1.61 cfs at node 1-1 Discharge: 0.01 cfs at node 1-3 Discharge: 1.62 cfs at node J-4 Discharge: 0.01 cfs at node 1-4 Discharge: 1.63 cfs at node J-3 Discharge: 2.76 cfs at node 1-2 Discharge: 0.43 cfs at node 1-5 Discharge: 3 .19 cfs at node J-2 Discharge: 3 .62 cfs at node J-1 Discharge: 3.62 cfs at node Outlet Beginning iteration 1 Discharge: 0.43 cfs at node 1-6 Discharge: 1.61 cfs at node 1-1 Discharge: 0.01 cfs at node 1-3 Discharge: 1.62 cfs at node J-4 Discharge: 0.01 cfs at node 1-4 Discharge: 1.63 cfs at node J-3 Discharge: 2.76 cfs at node 1-2 Discharge: 0.43 cfs at node 1-5 Discharge: 3.19 cfs at node J-2 Discharge: 3.62 cfs at node J-1 Discharge: 3.62 cfs at node Outlet Discharge Convergence Achieved in 1 iterations: relative error: 0.0 Information: P-1 Surcharged condition Information: P-7 Surcharged condition Information: P-2 Surcharged condition Information: P-3 Surcharged condition Information: P-8 Surcharged condition Information: P-4 Surcharged condition Information: P-5 Surcharged condition Information: P-9 Surcharged condition Information: P-6 Surcharged condition Information: P-10 Surcharged condition ---------------------Calculations Corrplete ---------------------- ** Analysis Options ** Fr i ction method: Mann i ng's Formula HGL Convergence Test: 0.001000 Maxina.m Network Traversals: 5 Ni.inber of Flow Profile Steps: 5 Discharge Convergence Test: 0.001000 Maxina.m Design Passes: 3 -----------------Network Quick View ------------------------ Discharge I Hydraulic Grade I Label Length I Size I Upstream I Downstream P-1 25.04 24 inch 3.62 276.15 276.14 P-3 55.98 24 inch 2.76 276. 19 276.18 P-2 64 .15 24 inch 3.19 276. 17 276.16 P-6 3.99 24 inch 1.61 276.20 276.20 P-4 56.75 24 inch 1.63 276.20 276.20 P-5 9.26 24 inch 1.62 276.20 276.20 P-10 52.30 8 inch 0.01 276.20 276.20 P-9 36.98 8 inch 0.01 276.20 276.20 P-8 42.25 8 inch 0.43 276.22 276.18 P-7 42.25 8 i nch 0.43 276.20 276.16 Discharge I _., _________ ~~=~~!!~n~GL i-~~~~~~~~~~-~~~ I Label Ground I 1-1 1.61 277.28 276.21 276.20 1-2 2.76 277.23 276.20 276.19 Outlet 3.62 276.00 276.14 276. 14 J -1 3 .62 277.00 276.16 276.15 J -2 3.19 277.80 276.18 276.17 J-4 1.62 277 .32 276.20 276.20 J-3 1.63 277.45 276.20 276.20 1-3 0.01 277.50 276.20 276.20 1-4 0.01 277.92 276.20 276.20 1-5 0.43 277.60 276.24 276.22 1-6 0.43 277.32 276.22 276.20 Elapsed: 0 minute(s) 2 second(s) _, _, ..... .... _, _, ;!:'. N.._N .,_N 10~ _, Q>o"! ~ ._lf) -,CON :;:;ON IOv ·r-- :J ·r--c::::N · O~N -:iO N ·r---ON .. .. N .. c ::::N :.;::; a.. _, 0. gEE :3 EE . QN .. _, 0. =i·-~ gEE -,a::vi :J._ :J OO:::Vl :J· -:J -,O:::(fl BYDRAUUC GllADB LINB 25 A 100 YBAR. BVBNTS _, .... _, -~ n". NI') N,..._:r--.. 1r--N -N .. _, ..... _, n ._lf) I lf)r'-: -,vn ·r-- c::::N ON .. 0. -t EE :.;:::; a.. gEE c:·-:J :J ·-:J _a:::VJ -,Cl::'.(/) _, ..... _, ..... '<!" ~ IN~ -,nn ·r-- c::::N .QN .. _, 0. gEE ~--~ -,a::: vi _, ..... _, ""-v co~ NI') ~r--:r-- I r--N -N .. a. -t EE c:·-:J _0:::(/) HORIZ. SCALE : 1" =40' VERT. SCALE: 1" =4' PROPOSED FIN SHED GRADE ~ L--:::::::100 YR 'Hvo~ li\UUC 278 00 277 .00 276.00 275 .00 ./ I GRADE Li'NE ,---.15 YR HYDRAUU1 / CRADE LINE Elevation ft , ~~~t!;~~/:::::::ttt~f1::::::~:::=::==~===t:~\~------==~~ I// 11 / ~ 273 .00 Pipe : P-6 I \ Up Invert: 273 .84 ft I ? \ 272 .00 en l~her~ 9~71t81 ft 0+00 Pipe . P-1 Up Invert: 272.45 ft On Invert: 272 .22 ft Length : 25 .04 ft Siz e: 24 i nch +50 1 +00. 1 +50 2 +00 2 +50 sfzne~ i4 Inch Station ft Pipe . P-2 Pipe. P-3 Pipe . P-4 Pipe. P-5 Up Invert : 272.92 ft Up Invert : 273.31 ft Up Invert: 273 .75 ft Up Invert: 273 .8 1 ft On Invert: 272.45 ft Dn Invert: 272.92 ft On Invert: 273.41 ft On Invert : 273.75 ft Length : 64.15 ft Length: 55.98 ft Length: 56 .75 ft Length: 9 .26 ft Size: 24 inch Size: 24 inch Size : 24 inch Size : 24 inch Table1 2 YR EVEN T Pipe Upstream Downstream Upstream Downstream Length Section Discharge Average Upstream Downstream Upstream Downstream Node Node Invert Invert (ft) Size (cfs) Velocity HGL HGL Depth Depth Elevation Elevation (ft/s) (ft) (ft) (ft) (ft) (ft) (ft) P-8 1-5 J-2 275.00 272.92 42.25 8inch 0 .23 1 .52 275.22 273.47 0 .22 0 .55 P-9 1-4 J-3 275.00 274.15 36.98 8inch 0 .01 1.06 275.03 274.18 0 .03 0.03 P-10 1-3 J-4 275.00 274.21 52.30 8inch 0.48e-2 0 .92 275.03 274.24 0 .03 0 .03 P-6 1-1 J-4 273.84 273.81 3 .99 24inch 0 .87 2 .30 274.17 274.20 0 .33 0 .39 P-5 J-4 J-3 273.81 273.75 9 .26 24inch 0 .88 2 .36 274.13 274.14 0.32 0 .39 P-4 J-3 1-2 273.75 273.41 56.75 24inch 0.89 2 .20 274.07 273.85 0 .32 0 .44 P-3 1-2 J-2 273.31 272.92 55.98 24inch 1 .50 2 .61 273.73 273.47 0 .42 0.55 P-2 J-2 J-1 272.92 272.45 64.15 24inch 1 .74 2 .73 273.38 273.04 0 .46 0 .59 P-7 1-6 J-1 275.00 272.45 42.25 8inch 0 .23 1 .50 275.22 273.04 0 .22 0 .59 P-1 J-1 Outlet 272.45 272.22 25.04 24inch 1 .97 3 .89 272.94 272.62 0 .49 0 .40 FREE OUTFALL -ASSUME NORMAL DEPTH @ OUTFALL Project Title : ASHFORD SQUARE A-P TRACT e:lhaestadlpilashfordlap-tract\strmswr1 .stm ~ Haestad Methods, Inc . KLING E NGIN EERING Project Engineer: KLING ENGINEERING StormCAD v1 .0 37 Brookside Road Waterbury , CT 06708 USA (203) 755-1666 Page 1 of 1 APPENDIX3 GRADING PLAN -ASHFORD SQUARE Figure XII Development Permit City of College Station, Texas Site Legal Description: Lot IR, Block D, Ashford Square Subdivision Site Owner: David Scarmardo Architect/ R.L. Payne & Associates, Inc./ Kling Engineering & Surveying Engineer:-------------- Address: P.O. Box 4508, Bryan, TX 77805 Telephone No.: (409)779-7209 Address: 1509 Emerald Pkwy, Suite 104 I 4103 Texas Ave. Ste 212, Bryan Telephone No. :(409)696-7272 I 846-6212 Contractor: Address: --------------------------~ Telephone No.: _________ _ Date Application Filed: __________ Approved: ___________ _ Application is hereby made for the following development specific waterway alterations: No waterway alterations -Site Development consisting of grading, building construction, parking and associated site amenities construction. ~ Application Fee 0 Signed Certifications 0 Drainage and erosion control plan, with supporting Drainage Report two (2) copies each. 0 Site and Construction Plans, with supporting Drainage Report two (2) copies each. 0 Other: -----------------~ ACKNOWLEDGEMENTS: I, David Scarmardo , design engineer/owner, hereby acknowledge or affirm that: The information and conclusions contained in the above plans and supporting documents comply with the current requirements of the City of College Station, Texas City Code, Chapter 13 and its associated Drainage Policy and Design Standards. As a condition of approval of this permit application, I agree to construct the improvements proposed in this application according to these documents and the requirements of Chapter 13 of the College Station City Code. ~ 7Rv4J _~ u/) ~flL Property Owner(s) COfltracto~ Page 1of2 · . . ·~· 12/02/98 15:56 '6'409 764 3496 DEVELOPMENT SVCS !al 006 Fig"re XII Continued CERTIFICATIONS : (for proposed alterations within designated flood hazard areas.) A . 1, certify that any nonresidential structure on or proposed 10 be on this site: as part of this application is designated 10 prevent damage to the structure or its contents as a. result of flooding from the 100 year stonn. Engineer Date R . (, --·· .. ___,certify that the finished floor elevation of the lowest floor, induding any basement, of any residenlial structure, propogcd 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, .. certify that the alterations or development covered by this permit shall not diminish the flood-carrying ~pacity of the waterway adjoining or crossing this permitted site and that such alterations or development arc consistent with requirements of the City of College Station City Code, Chapter 13 conceming encroaclunent:s of.floodways and of floodway fringes. Engineer Date l, , do ccnify that the proposed alterations do not raise the level of the 100 year flood above elevation established in lhe latest Federal Insurance Administration Flood Hazard Study. Engineer Date CondiLions or comments <ts part of approval : ------------------- In accordance with Chapter l3 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. l hereby grant this permit for development. All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer for the above named project. All of the applicable codes and ordinances of the City of College Station shall apply . 44 ....... • -~ ..... ·· 12 /02198 15:56 'Q'409 764 3496 DEVELOPMENT SVCS Figure XU Development Pc1-mit City of College Stl'tion, Texas Site Legal Description : fo r /fZ I ,3 .. -x.-K f>, ~ Sv"1&2 ~OO!A&<1Y\I Site Owner : b"""tD .Sc;,A&r'lrirzr.:>o Address: Telephone:------------ Address: {.qy ,va !_ K_65,,--___ _ Telephone No : ,P4111tl /«65 Addre~s . ------- Telephone No.---------- Date Application Filed: --···-------Approved: _____ ~------ Applica;ion is hereby made for the following development specific waterway alterations : -Ah Wlfn1J..fy 4wuns!N 'S-._ 7:>,;rzr f/gi/~/?toNr C4Jr=v:sf"?~ cJ.F $RA-OrN4 ,i 8d1u ){Ah ~rzv-.1 , BY.xut< & A ~'4-f2/l? :Sr~ 4«Jc3Nt77E :s tctl-s ~o-N 1ZJ: Application Fee ~ / ~ 0 Signed Certification!. ;V ///_ . CJ Drainage and erosion control plan, with .supporting Drainage Report two (2) copies each. Q Site and Construction Plans, with supportir\$ Drainage Rcpon two (2) copies each_ 0 Other: ----- ACKNOWLEDGMENTS : I, b&il I) 5 C<4-h?114i'ZO-D , design engine{r9ereby acknowledge or affirm that: The information and conclusions contained in the above plans and supporting documents comply with the current requirements of the City of Coll~ge. Station, Texas City Code, Chapter 13 and its associated Drainage Policy and Design Standards . As a condition of approval of this permit application, I agree to construct the improvements proposed in this application according to these documents and the requirements of Chapter 13 of t e College . Code. /, ~ Contractor • 4103 Texas Avenue, Suite 212 Bryan, Texas 77802 TO ATTENTION WE TRANSMIT : D Under Separate Cover JZf Enclosed VIA : DMail [j'Messenger D Federal Express D Express Mail D Special Courier D Picked Up By Your Office NO . KLING ENGINEERING AND SURVEYING Consulting Engineers • Land Surveyors Tel. (409) 846-6212 Fax (409) 846-8252 THE FOLLOWING : D Prints D Copies D Originals O Plat D Field Notes O Plans t:)f Report D Estimate DCut Sheets DATE PROJECT N0. D Computer Printout O File D Contract D DESCRIPTION FOR : P.O. Box 4234 Bryan, Texas 77805 D Your Review & Approval D Your Review & Comment D Your Review & Distribution D Your Rev iew, Revision & Return D Your Signature & Return D Your File and /or Use D As Requested By : D Please Acknowledge Receipt of Enclosures D Please Return Enclosures To Us D Copies Of This Letter Of Transmittal Sent To : :J. \)y-ri.. ; {'\ r'll.. a R ~ J2 nf'lr-t.<\ 0 -, If En closures Are Not As Noted , e Notify Us At Once. Pleas Sign ed : rK Q..,b~'-~ ~~ h~ ?C\.; f'J...._ ABBREVIATED DRAINAGE REPORT FOR DWS Office Building Lot lR, Block "D" Ashford Square Subdivision Morgan Rector Survey, A-46 College Station, Brazos County, Texas 25-January 1999 _ re ut:;e. Y'e.f'V'-; U-4 ~ J?~ j/'(f;'SO /u-J;'o..-,. ~ defM -J/CV\ f ~ ~ p ~~A/ C!/v':) OV' ~CA s----- a e,to tc=s;-11~) ~ (°Joor Ad.~L S70 o~ ~7"~ f~· _ P:,40 ;h CJ'~ /,.. Gai,...e;t'vo d14.. p~ A- DEVELOPED BY: Mr. David Scarmardo D .W .S. Inc. P .O . Box 4508 Bryan, TX 77805 ( 409) 779-7209 PREPARED BY: Kling Engineering & Surveying 4103 Texas Avenue, Suite 212 Bryan, TX 77802 (409) 846-6212 DEVELOPMENT PERMIT PERMIT N0.632-B DWS Office Building FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: OWNER: Lot IR Block D, Ashford Square Subdivision DWS Development Inc. David Scarmardo P.O. Box 4508 Bryan, Texas 77805 779-7209 DRAINAGE BASIN: BEE CREEK SITE ADDRESS: 2501 Ashford Square TYPE OF DEVELOPMENT:This permit is valid for construction work as per approved site plans. The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design Criteria. The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its original condition. placement and state. The Owner and/or Contractor shall be responsible for any damage to adjacent properties, city streets or infrastructure due to heavy machinery and/or equipment as well as erosion. siltation or sedimentation resulting from the permitted work. Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced before any operations of this permit can begin. This permit, being temporary, is valid only within sixty (60) days of the date shown below, and is not intended to allow the complete development of the site as proposed. Any work performed after the expiration of this permit is not covered, and is considered unauthorized . 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 facilities. I hereby grant this permit for development of an area outside the special flood hazard area. All de ve lopment shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in t lopment permit application for the above named project and all of the codes and ordinances e Ci of College Station that apply. Date Contractor Date DEVELOPMENT PERMIT PERMIT N0.632-A DWS Office Building FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: OWNER: Lot lR Block D, Ashford Square Subdivision DWS Development Inc. David Scarmardo P.O. Box 4508 Bryan, Texas 77805 779-7209 DRAINAGE BASIN: BEE CREEK SITE ADDRESS: 2501 Ashford Square TYPE OF DEVELOPMENT:This permit is valid for rough cuting and grading only, as shown on the plans approved by the City of College Station on March 3, 1999. The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design Criteria. The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its original condition, placement and state . The Owner and/or Contractor shall be responsible for any damage to adjacent properties, city streets or infrastructure due to heavy machinery and/or equipment as well as erosion, siltation or sedimentation resulting from the permitted work . Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced before any operations of this permit can begin . This permit, being temporary, is valid only within sixty (60) days of the date shown below, and is not intended to allow the complete development of the site as proposed. Any work performed after the expiration of this permit is not covered, and is considered unauthorized. 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 or inances o the City of College Station that apply. ~ r; Date Date Date