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HomeMy WebLinkAbout11-00400101- 00076964 Detention Pond Analysis for Meadow Creel; Subdivision Phases 4 & 5 Brazos County, Texas November 2008 Developer: Main Street Homes — CS, Ltd 900 Congress Avenue, Suite L -100 Austin., Texas 78701 (3 12) 801 -8832 Prepared By_ Civil Development, Ltd. 2033 Harvey Mitchell Parkway South College Station, Texas 77840 (979) 764-7743 Detention Pond Analysis for Meadow Creek Subdivision Phases 4 & 5 Brazos County, Texas November 2008 Developer: Main Street Homes — CS, Ltd. 900 Congress Avenue, Suite L -100 Austin, Texas 78701 (512) 801 -8832 Prepared Bv: Civil Development, Ltd. 2033 Harvey Mitchell Parkway South College Station, Texas 77840 (979) 764 -7743 al 27 'tom r 86929 "/� i /CS D subdivision. The post - development CN is based on development of Phases 1, 2, 3, 4 & 5 of the subdivision within the detention pond drainage area. The CN calculations are found in Appendix A. • Time of Concentration, t - Calculations are based on the method found in the TR -55 publication. Refer to Table 1 for the equations and Appendices for calculations. The runoff flow paths used for calculating the post - development times of concentration for the detention pond analysis are shown on Exhibit B. TABLE 1- Time of Concentration (tc) and Lag Time Equations The time of concentration was determined using methods found in TR -55, "Urban Hydrology for Small Watersheds." The equations are as follows: Time of Concentration: Tc = Tq,e .., a,,,l+ Tqe,= n,=nd sheet 80,0 where: T, = Travel Time, minutes For Sheet Flow: T, = 0.007 L) (P s where: T, = travel time, hours n = Manning's roughness coefficient L = flow length, feet Pz = 2 -year, 24 -hour rainfall = 4.5" s = land slope, ft/ft For Shallow Concentrated Flow: T, = L / (60 *V) where: T, = travel time, minutes V = Velocity, fps L = flow length, feet From t Lag Times for use in 1-IEC -HMS are computed by: Lag = 0.6* t Refer to Appendix A for calculations. TABLE 2 - Pre- & Post - Development Runoff Information - Detention Evaluation Dev. Drainage Area CN Tc Lag Time Scenario Area # acres 1 s..mi. min I min 1 r Pre 101 188.48 .2945 69.7 83.1 49.9 0.83 Pre 101 201.63 MEM 69.7 83.1 49.9 0.83 Post MalIMMEGIMMIDIEMBELIMMIEEMMEM 0.32 Post MEBEIMIEEINIMMINIMIIIIIIMENIMEUE 0.80 Post IIELEIIIIME1111111111113111EMIIIKETIMMEEINI 0.13 Post 404 1727 .0270 79.1 61.0 36.6 0.61 Post 405 1 11.96 .0187 82.5 1 43.2 25.9 0.43 Post 406 15.3 1 .0239 882 1 29.6 17.8 1 0.30 Post 1 407 18.04 .0282 882 28.3 1 17.0 1 0.28 DETENTION FACILITY DESIGN Four detention ponds have been constructed for the Meadow Creek Subdivision for previous phases. An additional detention pond will be constructed and the size of one of the existing ponds will be increased to control the peak discharge from this development such that it is less than or equal to the pre-development peak discharge. No modifications are proposed for existing Ponds 3 & 4 with this project, but the data in the computer model has been adjusted to include as -built conditions so it accurately represents conditions in the subdivision. All of the ponds act together as a single system to control runoff from the site. The total pre - development drainage area used in the analysis of previous phases was 188.48 acres, which was determined using USGS maps that offered the best available topographic data at the time. Since then, newer and more accurate topographic maps from the City of College Station have become available that show 2 -foot contour intervals. Using this more accurate information, the pre - development drainage area for the entire site is 201.63 acres. Both areas were analyzed for this report. The runoff rates for Pre and Post- Development Scenarios for the system are summarized in Table 3.1. TABLE 3.1— Pre- & Post - Development Peak Discharge Comparison Meadow Creek Detention System Qr Qs Q1. %s Qso ( (cfs) (cfs) (cfs) I (cfs) (cfs) (cfs) Pre- Development - 188.48 acres 82 195 254 338 405 474 Pre - Development- 201.63 acres 87 209 272 362 I 433 508 Post Development — at main outfall from Pond 1 69 180 ! 245 331 I 393 473 Decrease in Peak Discharge (188.48 acres) 13 1 15 I 9 7 12 1 Decrease in Peak Discharge (201.63 acres) 18 I 29 1 27 ' 31 I 40 I 35 Note: Pre and Post- Development flowrates are computed using a 12 -hr storm duration with 5 minute computation intervals. The elevation- storage data and the storage-discharge data for the various ponds used in this analysis are provided in Appendix C. The grading for Detention Ponds 1, 2A & 2B are shown on Exhibits C & D. As seen in Table 3.1, the Post - Development outflow from Detention Pond No. 1 is less than the Pre- Development outflow for all storm events, even when compared to the smaller basin size used in the original report for the subdivision. Detailed pre- and post - development HEC -HMS outputs are provided in Appendices D through J. Pond I The pond outlet structure is a concrete channel that is 10' wide and has a control structure with 2 square openings that are 2' x 2' with a flowline elevation of 293.0. The control structure also has a top crest elevation of 296.5, which allows additional weir flow over the control structure. Also, there is an overflow spillway with a crest elevation of 297.5. This spillway channel has a bottom width of 20', 3H:I V side slopes and is lined with rock riprap to prevent erosion of the channel. The top of the pond berm will be raised to Elevation 300.5. The outlet and spillway details are shown on the Grading Plan for the Phase 1 construction drawings. The outlet structure channel has dissipater blocks to reduce the velocity of the discharge and rock riprap is used to control erosion. Pond 2A The existing pond outlet structure consists of 2 -36" HDPE pipes with an upstream flowline of 296.05. One of the 36" pipes will be capped at each end to reduce the amount of flow out of this pond. Also, there is an overflow spillway with a crest elevation of 298.5. This spillway channel has a bottom width of 10', 4H: 1V side slopes and is lined with concrete to prevent erosion of the channel. Details are shown in Exhibit C. The top of the pond berm will be raised to Elevation 303.5. The proposed grading to increase the size of the pond is shown on Exhibits C & D. The outlet and spillway details are shown on the grading plans for Phases 2 & 3. The outlet structure channel has concrete channel lining to prevent erosion. Pond 2B The pond outlet structure consists of 1-42" HDPE pipe with a concrete box riser structure on the upstream end. The top of the riser box is at Elevation 302. This structure has a 1'xl' opening at Elevation 298.5 and a 3.5' wide opening at Elevation 301.0. The discharge from Pond 2B is controlled by the 2 openings in the riser structure until the water surface in the pond reaches Elevation 302, at which point the 42" outlet pipe restricts the flow from the pond. Also, there is an emergency overflow spillway with a crest elevation of 304. This spillway channel has a bottom width of 120' and 4H:1V side slopes. The top of the pond berm is at Elevation 305.2. The proposed grading of the pond and the outlet and spillway details are shown on the Grading Plan, Exhibits C & D. The outlet structure pipe will have a concrete headwall with dissipater blocks to control erosion. Ponds 3 & 4 No modifications are proposed for existing Ponds 3 & 4, and these ponds will continue to function as previously designed. TABLE 3.2 — Detention Pond Levels and Freeboard for 100 yr Rainfall Events Pond 1 I Pond 2A 1 Pond 2B Post Dev. WSEL 299.6 302.8 304.1 Top of Berm 300.5 303.5 305.2 Freeboard (ft.) 0.9 0.7 I 1.] CONCLUSIONS The five detention facilities analyzed in this report function together as a single system. When analyzed together, the ponds reduce the peak runoff from the entire development to levels below the peak flows for the pre - development conditions. APPENDIX A Detention Pond Design Data & Calculations: SCS Curve Number Data Meadowcreek Subdivision - Phase 1 SCS Curve Number Calculations Drainage Area -101 Area - Ac. 188.48 sq. mi. 0.2945 T 83.1 Lag = L = 0.6Tc = 49.9 min = 0.831 hrs Weighted Land Use Soil Type Area -Ac. CN II CN Pasture (good) C 54.73 74 21.5 Pasture (good) D 26.62 80 11.3 Wooded (good) C 58.08 70 21.6 Wooded(good) D 39.87 77 16.3 Farmstead C 4.50 82 2.0 Road — 2.36 98 1.2 Water — 2.32 100 1.2 Total - CN 11 188.48 75.1 Average Runoff condition CN = 69.7 CNI = 57.1 ARC CN= CN1 +0.70(CNII -CNI) Meadow Creek Subdivision - Phases 4 & 5 SCS Curve Number Calculations Post - Development Drainage Area - 401 Area - Ac. 32.79 sq. mi. 0.0512 - r e = 32.4 Lag = L = 0.6Tc = 19.4 min = 0.324 hrs Weighted Land Use Soil Type Area - Ac. CN II CN Pasture (good) C 0.90 74 2.0 Pasture (good) D 0.00 80 0.0 Wooded (good) C 2.94 70 6.3 Wooded (good) D 1.37 77 3.2 Developed Area C 18.25 89 49.5 Developed Area D 4.48 91 12.4 Open Space C 4.85 74 10.9 Open Space D 0.00 80 0.0 Farmstead C 0.00 82 0.0 Road - 0.00 98 0.0 Water - 0.00 100 0.0 Total - CN I I 32.79 84.4 Drainage Area - 402 Area - Ac. 104.71 sq. mi. 0.1636 T = 80.1 Lag = L = 0.6Tc = 48.1 min = 0.801 hrs Weighted Land Use Soil Type Area - Ac. CN II CN Pasture (good) C 49.34 74 34.9 Pasture (good) D 34.55 80 26.4 Wooded (good) C 11.10 70 7.4 Wooded (good) D 0.00 77 0.0 Developed Area C 1.98 89 1.7 Developed Area D 0.00 91 0.0 Open Space C 0.00 74 0.0 Open Space D 0.00 80 0.0 Farmstead C 4.64 82 3.6 Road - 1.88 98 1.8 Water - 1.22 100 1.2 Total - CN II 104.71 76.9 Drainage Area - 403 Area - Ac. 1.56 sq. mi. 0.0024 T, = 12.8 Lag = L = 0.6Tc = 7.7 min = 0.128 hrs Weighted Land Use Soil Type Area - Ac. CN II CN Pasture (good) C 0.00 74 0.0 Pasture (good) D 0.00 80 0.0 Wooded (good) C 0.00 70 0.0 Wooded (good) D 0.00 77 0.0 Developed Area C 0.00 89 0.0 Developed Area D 0.93 91 54.3 Open Space C 0.00 74 0.0 Open Space D 0.63 80 32.3 Farmstead C 0.00 82 0.0 Road - 0.00 98 0.0 Water - 0.00 100 0.0 Total - CN II 1.56 86.6 Drainage Area - 404 Area - Ac. 17.27 sq. mi. 0.0270 T,= 61.0 Lag = L = 0.6Tc = 36.6 min = 0.610 hrs Weighted Land Use Soil Type Area - Ac. CN II CN Pasture (good) C 10.43 74 44.7 Pasture (good) D 0.00 80 0.0 Wooded (good) C 0.00 70 0.0 Wooded (good) D 0.00 77 0.0 Developed Area C 2.32 89 12.0 Developed Area D 1.26 91 6.6 Open Space C 0.15 74 0.6 Open Space D 0.73 80 3.4 Farmstead C 1.90 82 9.0 Road - 0.48 98 2.7 Water - 0.00 100 0.0 Total - CN II 17.27 79.1 Drainage Area - 405 Area - Ac. 11.96 sq. mi. 0.0187 T = 43.2 Lag = L = 0.6Tc = 25.9 min = 0.432 hrs Weighted Land Use Soil Type Area - Ac. CN II CN Pasture (good). C 0.00 74 0.0 Pasture (good) D 0.00 80 0.0 Wooded (good) C 1.70 70 9.9 Wooded (good) D 4.26 77 27.4 Developed Area C 0.23 89 1.7 Developed Area D 5.22 91 39.7 Open Space C 0.00 74 0.0 Open Space D 0.55 80 3.7 Farmstead C 0.00 82 0.0 Road - 0.00 98 0.0 Water - 0.00 100 0.0 Total - CN II 11.96 82.5 Drainage Area -406 Area - Ac. 15.3 sq. mi. 0.0239 'r = 29.6 Lag = L = 0.6Tc = 17.8 min = 0.296 hrs Weighted Land Use Soil Type Area - Ac. CN II CN Pasture (good) C 0.00 74 0.0 Pasture (good) D 0.00 80 0.0 Wooded (good) C 0.00 70 0.0 Wooded (good) D 0.00 77 0.0 Developed Area C 2.64 89 15.4 Developed Area D 9.43 91 56.1 Open Space C 0.24 74 1.2 Open Space D 2.99 80 15.6 Farmstead C 0.00 82 0.0 Road - 0.00 98 0.0 Water - 0.00 100 0.0 Total - CN 11 15.3 88.2 Drainage Area -407 Area - Ac. 18.04 sq. mi. 0.0282 T = 28.3 Lag = L = 0.6Tc = 17.0 min = 0.283 hrs Weighted Land Use Soil Type Area - Ac. CN II CN Pasture (good) C 0.00 74 0.0 Pasture (good) D 0.00 80 0.0 Wooded (good) C 0.00 70 0.0 Wooded (good) D 0.00 77 0.0 Developed Area C 7.64 89 37.7 Developed Area D 5.92 91 29.9 Open Space C 3.62 74 14.8 Open Space D 0.86 80 3.8 Farmstead C 0.00 82 0.0 Road -- 0.00 98 0.0 Water -- 0.00 100 0.0 Total - CN II 18.04 86.2 APPENDIX B Time of Concentration Data Meadowcreek Subdivision - Phase 4 & 5 ;Calculations-Pre-Development Drainage Area #101 Sheet Flow. n= 0 24 (dense grass) P= • - - .;4'.61 Elev,= :71...332;3 Elev2= :' -:,:10.0040 T,= 0.007(L*n)'" = 0.919 hours= I 55.1 min ( p ) 0.5. (s) oA Concentrated Flow 1: V= 77a72fps (unpaved) L= 4154 Elevi= r Elev is11-57 ? 6_ slope= 7 67,6I26 T 1./(60N) = 1 3.4 min I Concentrated Flow 2: V= 7,7 fps (unpaved) L= Elev T Elev ::!:...?.":23'' Slope= Ti'7•: 6164 6: : 1 U(60V) = I 0.2 min Flow Through Stream V= :i.2.02 fps (Manning's) #1 Segment #1: L= ;ft:7778b0 : Elev = 7.-- .75 Elev = 7 71T13 Slope= 7 1'iiiiiia' 1 .:•.,..- ...::;—., 2 T,= U(60V) = 1 6.6 min I Flow Through Stream V= - ..1 - 49 fps (Manning's) #1 Segment #2: L= ' -'" • -: Elev 1 = ---- :' • 313 Elev 2 = , - ": ..'; 297 Slope= -,'. 0 0110 .,z,:...:.e.e .- - -.i ,: . T L/(60V) = 1 9.8 min I Fkm Through Stream V= - 7,: - -T , . 1.51:. fps (Manning's) #3 Segment #1: L= :f:;:1: Elev 19f, Elev 77200 Slope= 7 , • •,,_____..._, T,= U(60V) = 1 4.2 min Flow Through Stream V= :-:7•'':- :24,7, fps (Manning's) #3 Segment #2:___ L= :.:. Elev , •1296.5'Elev 2 = '±.:293:5 Slope= 7 if . ."..1 ,. 0.005 - I t = U(60V) = 1 3.8 min rte 83.1 min I Meadow Creek Subdivision - Phases 4 & 5 T Calculations-Post-Development Drainage Area #401 Sheet Flow: n= (dense grass) SIope U 0.02007 - f t = 0.007(1.`r)' ° 0.363 hours= I 21.8 min Concentrated Flow 1: V= 242. fps (unpaved) Slope= :i_74JD:022 T U(60*V) = I 0.9 min 1 Gutter Flow 1: V= fps (paved) L= GrrilfgA. Slope= F'a:itibdaitf T U(60'V) = I 2.2 min I Gutter Flow 2: V= fps (paved) L= Slope= Ti0.0123` T = I 2.3 min II Gutter Flow 3: V= fps (paved) L= Slope= 0.O090 T,= LJ(60*V) = 1 0.5 min I Gutter Flow 4: V= 177771:92 fps (paved) L= 34J Slope= Witi.b6 T,= L/(60V) 1 3.0 min Gutter Flaw 5: V= :74F-:651fps (paved) L= Slope= T Li(60 = 1.1 min I Flow Throuoh Pip 8 V= NT 771:;:al fps (Manning's) L= 77.9:17. Slope= Withibtici T U(60*V) = I 0.4 min I Flow Throw: h Ps 7: V= ifg. fps (Manning's) L= TE7 Slope= ooiob U(60*V) = I 0.1 min I Flow Throuohponnelp: V= :A fps L= - Slope= P.'.70.6100 T U(60*V) = 1 0.1 min 1 Tc = 32.4 min I Drainage Area #402 (stopping at culvert) Sheet Flow: n= 0.24 (dense grass) L= Slope L4: o. ol op T o. doWL*n = 0.637 hours= I 38.2 min (P)" Concentrated Flow 1: V= fps (unpaved) L= , %,73:14,015- Slope= I. TtEdird "1 L/(60V) = I 3.2 min Concentrated Flow 2: V= E:72:175;lps(unpaved) L= Le-.1 60 SIope = NIFearliki 'f 1./(60"V) = I 4.3 min I Concentrated Flow 3: V= 17-1-7:3.25Lfps (unpaved) L= elope= qi,a LJ(60*V) = I 9.1 min Concentrated Flow 4: V= aFga7 5' flps (unpaved) L= i33 Slope — gfai - 1512fY T L/(60') = I 3.2 min I Culvert Flow: V= j2fps L= j5O Slope= —1 P7ToTcrfiffti 'f 1./(60*V) = I 0.4 min I Concentrated Flow 5: V= Mi.;717,35' fps (unpaved) Slope= l':=1 T,= 1/(60*V) = I 14.0 min Concentrated Flow 6: V= - 4 ,Tt75:r1.45' fps (unpaved) L= 14 Slope= gin.7.008 1 L/(60V) = I 5.7 min I Channel Flow 1: V= "7 77 "4 fps (unpaved) L= LarTfti Slope= Tin'ITC0 T L/(60V) = I 2.0 min 1 I T,r• 80.1 min Drainage Area #403 Sheet Flow: n= (dense grass) P L= 80 Slope= 0.0200% T 0.007(1:"h) = 0.168 hours= I 10.1 min (P) NS)" Concentrated Flow 1: V= 6; fps (unpaved) L= Slope= 7 70.260 T U(60*V) = I 0.1 min Concentrated Flow 2: V= 7- 7 'Z7.=`; 7 2, fps (unpaved) L= Slope= 7:ES:0060 T,= U(60*V) = I 0.4 min Concentrated Flow 3: V= 2 (unpaved) L= i258 Slope= ii5770.Ol00 i T 1../(60`V) = I 2.2 min I Tc = 12.8 min Drainage Area #404 Sheet Flow: n= 7-'...6.214 (dense grass) P= L= = 745:::3 7 799 - cf Slope= V.-Z0.00601 T 0.007f11 = 0.697 hours= 1 41.8 min (P)° 51s)0.4 Concentrated Flow 1: V= M1 fps (unpaved) L .849: Slope= 4:74 T U(60V) = I 9.7 min Ditch Flow: V= i fps L= 4=77 28 Slope T,= U(60V) = I 2.3 min Pipe Flow: V= -. 4.0t1 fps L= 2 ."40- slope= ilgo.6645: T L/(60*V) = I 0.2 min I flow Throuoh Channel #3: V= :712,716 fps (Manning's) L= VILT : Slope= V:, 00200' T U(60"V) = I 0.9 min Flow Through Plpe #3: V= 77.rzpti fps (Manning's) L= Slope= MD"..tFlak U(60V) = 0.1 min Flow Throuoh Pie #2: V= 6:65: fps (Mannings) L= TIZZETA slope= rt'lTi0iff0p7 T 1./(60*V) = I 0.1 min I Flow Throw h Noe *1: V= ":1;S F ,,:7,02 ; fps (Manning's) Slope= .7 bo r 1J(60V) = I 0.2 min I POW ThrOUClh Pond #4: V= 5:':1,:71 4 fps L= frZri73:457f, Slope= r7d:0070 ': T U(60V) = 1 5.7 min I I Tc = 61.0 min I Drainage Area #405 Sheet Flow: n= :'T:i.V1247 (dense grass) P= L 300 Slope= - 0.8150 i T 0.007(L*M" = 0.542 hours= I 32.5 min (p)0 5.(s)0 4 Concentrated Flow 1: V= 07-7i•2,05'fps (unpaved) L= z-tv slope= Ft0.0150 - 7 T U(60V) = I 1.1 min 1 Concentrated Flow 2: V= fps (unpaved) L= Slope= T 1./(60•V) = I 8.2 min Flow Through Channel #5: V= fps (Manning's) L= Slope= .7:W8.019'11', U(60V) = I 0.5 min 1 Flow Through Pipe #5: V= ;112: fps (Manning's) L= I 3o Slope= C.0100, - I t = 1/(60N) = I 0.1 min I Flow Through Pie 4; V= fps (Manning's) L= slope= T U(60V) = 1 0.1 min Flow Through Channel #4. V= Ir1I3.;14' fps (Manning's) L= Slope= :i1,78.150130: - f t = U(60*V) = 1 0.7 min Tc = 43.2 min I Drainage Area #406 (to outlet structure between ponds) Sheet Flow: n= 'W024 (dense grass) P= Wita L= .,:,:::7,-1..Fl 01, Slope= -. ,:.; , 1 . : . 0.0200: 're 0.007(L•nl''' . 0.280 hours= 1 16.8 min (P)"*(S)" Concentrated Flow 1: V= tg.;:.,70.15fps (unpaved) L= : : . 83E1 Slope= - :',...76 7 .8121tf ...,,,z. Tt= L/(60V) = I 8.5 min Flow thru Pipe #10: I 0.1 min 1(from Manning's) Flow thru Pipe #11: I 0.3 min (from Manning's) Flow through Pond #2: V= - -.' , ..":1.151fps (unpaved) L= , Slope= .. :;r6005cl , 're 11(60*V) = I 3 . 9 min I 1T 29.6 min I Drainage Area #407 Sheet Flow: n= (dense grass) P= 0.11:44 L= 125 Slope= 0.0100' 1 = 0.316 hours= 19.0 min Gutter Flow 1: V= 1.85 fps (paved) L= L397 Slope= - f t = U(60*V) = I 3.6 min 1 Gutter Flow 2: V= 2.00:fps (paved) L= 350 Slope= .7• .0200 : 'f U(60*V) = 1 2.0 min ' Flow Throuqh Pipe 30: V= 7 5, fps (Manning's) L 7317t1N-4-6-: Slope= T L./(60*V) = 1 0.1 min Flow Through Pipe 29: V= .7:wy;:,' (Manning's) L= Slope= T U(60V) = 1 0.8 min 1 Flow Through Pipe 28: V= fps (Manning's) L= 251 slope= T U(60 = 1 0.8 min I Flow Through Pipe 27: V= fps (Manning's) L= Slope= tq5:-.7.77 T L/(60V) = 0.6 min 1 Flow Throuqh Pipe 26: V 5 fps (Manning's) L= [': Slope= T L/(60N) = I 0.6 min I Flow Through Pipe 25: V= ;:z.7. fps (Manning's) L= Slope= T U(60V) = 1 0.5 min I Flow Through Pipe 24: V= fps (Manning's1 L. :: Slope= L./(60*V) = 1 0.3 min Tc = 28.3 min APPENDIX C Detention Pond Design Data & Calculations: Elevation- Storage - Discharge Data Meadow Creek Subdivision - Phases 4 & 5 Detention Pond No. 1 Area - Capacity Data V = H • (IA1 +A2 r (A1'A21 1 3) V = volume, ft A = area, ft' H = difference in elevation, ft POND NO. 1 Area - Capacity Data Elevation Depth Area Area Volume Cumulative 901 (ft) (ft) (ft) (acres) (ac-ft) (ac -ft) (ac -ft) 293.00 0.00 0 0.000 0.000 0.000 0.00 294.00 294.00 9,554 0.219 0.073 0.073 0.07 295.00 295.00 32,607 0.749 0.458 0.531 0.48 296.00 296.00 41,913 0.962 0.853 1.384 1.25 297.00 297.00 50,782 1.166 1.082 2.446 2.20 298.00 298.00 61,001 1.400 1.281 3.728 3.35 299.00 299.00 84,675 1.944 1.665 5.392 4.85 300.00 300.00 115,398 2.649 2.287 7.680 6.91 Detention Pond No. 1 Elevation Discharge Data POND NO. 1 Elevation Discharge Data 2 -2.0' wide x 2- high openings 10' wide Overflow Splltway Total Elevation L"4.0', A, ■8.0 sf creste298.5 20" BW. 3H:1V side .lop.. Discharge Elevation Weir Orifice Weir cr .t•wf7.u, n•0.030 (ft) y, depth (ft) Q, cfs' h, depth (ft) Cl, cfs' y, depth (ft) 0, da y, depth (ft) 0, cfs' Q, cfs (ft) 293.0 0.0 0.0 0.0 0.0 - - - - 0 293.0 294.0 1.0 12.0 - - - - - - 12 294.0 295.0 2.0 34.0 - - - - - - 34 295.0 296.0 - - 2.0 55.0 - - - - 55 296.0 297.0 - - 3.0 67.0 0.5 10.6 - - 77 297.0 298.0 - - 4.0 77.0 1.5 55.1 0.5 18.0 150 298,0 299.0 - - 5.0 86.0 2.5 118.6 1.5 113.2 318 299.0 300.0 - - 6.0 94.5 3.5 196.4 2.5 300.0 591 300.0 1. Weir Equation 0 = 3.0 • L' y 2. Orifice Equation Q • 4.82' A h 3. Overflow Spillway - Mannings Equation Meadow Creek Subdivision - Phases 4 & 5 Detention Pond No. 2A Area - Capacity Data V = H • {{A1 +A2 + (AYA2)' V = volume, ft A = area, ft H = difference in elevation, ft POND NO. 2A Area - Capacity Data Elevation Depth Area Area Volume Cumulative 90% (ft) (ft) (&) (acres) (ac -ft) (ac -ft) (ac -ft) 296.05 0.00 0 0.000 0.000 0.000 0.00 297.00 0.95 14,557 . 0.334 0.106 0.106 0.10 298.00 1.95 100,047 2.297 1.169 1.275 1.15 299.00 2.95 133,535 3.066 2.672 3.947 3.55 300.00 3.95 143,602 3.297 3.180 7.127 6.41 301.00 4.95 150,966 3.466 3.381 10.508 9.46 302.00 5.95 158,795 3.645 3.555 14.063 12.66 303.00 6.95 166,638 3.825 3.735 17.798 16.02 Detention Pond No. 2A Elevation Discharge Data POND NO. 2A Elevation Discharge Data 1-36" Pipe 10' wide Concrete Overflow Spillway Total Elevation n =0.012 Crest =298.5 Discharge Elevation H W, Depth TW, Depth Flow, Q n = 0.012 (ft) (ft) (ft) Ws) Depth, y (ft) Flow, Q (cfs)' Q, cfa (ft) 296.05 0.00 0.0 0.0 - - 0 296.05 297.0 0.95 0.0 5.4 - - 5 297.0 298.0 1.95 0.0 18.8 - - 19 298.0 299.0 2.95 0.5 36.8 0.5 10.0 47 299.0 300.0 3.95 2.0 54.5 1.5 55.2 110 300.0 301.0 4.95 2.6 67.5 2.5 129.0 197 301.0 302.0 5.95 3.4 76.4 3.5 232.0 308 302.0 303.0 6.95 4.0 87.8 4.5 366.0 454 303.0 1. Overflow Spillway - Mannings Equation Meadow Creek Subdivision • Phases 4 & 5 Detention Pond No. 28 Area- Capacity Data V sit • (1)114A2* (Al / 3) V • volume, ft' A • area. ft 11 • difference In elevation, 8 POND NO. 213 Area • Capacity Data Elevation Depth Area Area Volume Cumulative 9011 Volume Volume (ft) (ft) (ft') (acres) (ac -ft) (ac -ft) (ac-ft) 298.5 0.00 0 0.000 0.000 0.000 0.00 299.0 0.50 12,630 0.290 0.048 0.048 0.04 300.0 1.50 65,655 1.507 0.819 0.868 0.78 301.0 2.50 83,526 1.917 1.708 2.576 2.32 302.0 3.50 88,165 2.024 1.971 4.546 4.09 303.0 4.50 92,893 2.133 2.078 6.625 5.96 . 304.0 5.50 97,729 2.244 2.188 8.812 7.93 305.0 6.50 103,025 2.365 2.304 11.118 10.00 Detention Pond No. 2B Elevation Discharge Data POND NO. 2B Elevation Discharge Data 1' W x 1'N opening 3.5' wide Opening a Outlet 120' wide A..1.6 at St Overflow 42" Pipe Overflow Spillway Controlled Elevation 1 i§ Elev. 301 120'8w,4f1.1v ales .top.. Discharge Elevation Orifice Weir Invert • 298.5 e,.at.3o4.A n•0.035 HW, depth 1W, depth 0 y, depth 0 HW, depth 1W, depth 0 y, depth 0' 0 (ft) ((1) (ft) (cfa) (h) (cis) (ft) (ft) (cfs) (ft) (ofe) (cis) (ft) 298.5 0 - 0.0 - - 0 0 - - 0 298.5 299.0 0.5 - 1.1 - - 0.5 - - - 1 299.0 300.0 1.5 . 0.5 4.8 - - 1.5 - - - 5 300.0 301.0 2.5 0.5 6.8 - - 2.5 - - - 7 301.0 302.0 3.5 1.2 7.3 1.0 10.5 3.5 - - - 18 302.0 303.0 4.5 3.1 - - - 4,5 3.1 77.9 - - 78 303.0 304.0 5.5 3.8 - - - 5.5 3.8 92.2 - - _ 92 304.0 305.0 6.5 4.0 -- - - 6.5 4.0 109.1 1.0 352.0 447 305.0 1. Orifice Equation C • 0.6 2. Welt Equation 0 =3.0•L•y" 3. Overflow Spillway - Mannings Equation The outlet structure is a 4.5' x 4.5' concrete deer box with a 1' wide • 1' high opening at Elev. 298.5, a 3.5' wide weir opening at Elev. 301 and a top elevation of 302. The openings In the outlet structure control the rate of discharge until the pond level reaches Elev. 302, at which point the 42' pipe controls the discharge. Meadow Creek Subdivision - Phases 4 & 5 Detention Pond No. 3 Area - Capacity Data V • N' ((A1 +A2 + (A1'A21 / 31 V = volume, ft A = area, ft H = difference in elevation, ft POND NO. 3 Area - Capacity Data 90% Elevation Depth Area Area Volume Cumulative Cumulative Volume Volume (ft) (ft) (ft') (acres) (ac -ft) (ac -ft) (ac-ft) 308.00 0.00 0 0.000 0.000 0.000 0.00 309.00 1.00 5,530 0.127 0.042 0.042 0.04 310.00 2.00 13,441 0.309 0.211 0.253 0.23 311.00 3.00 16,180 0.371 0.340 0.593 0.53 312.00 4.00 19,019 0.437 0.404 0.997 0.90 Detention Pond No. 3 Elevation Discharge Data POND NO.3 Elevation Discharge Data 15" Pipe 1.8' wide Concrete Overflow Spillway Total Elevation n • 0.012 Crest • 310 Discharge Elevation Depth, y Flow, Q n =0.014 (ft) (ft) (cfs) Depth, y (ft) Flow, Q (cfs) Q, cfs (ft) 308.0 0.0 0.0 0.0 0 0 308.0 309.0 1.0 3.1 - - 3 309.0 310.0 2.0 5.8 0,0 - 6 310.0 311.0 10 8.2 1.0 12 20 311.0 312.0 4.0 10.0 2.0 50.6 61 312.0 Meadow Creek Subdivision - Phases 4 & 5 Detention Pond No. 4 Area - Capacity Data V • H • {(A7 +A2 + (kV/ke / 3) V = volume, ft A = area, ft H = difference in elevation, ft POND NO. 4 Area • Capacity Data 90% Elevation Depth Area Area Volume Cumulative Cumulative Volume Volume (ft) (ft) (ft (acres) (ac -ft) (ac -ft) (ac-ft) 311.00 0.00 0 0.000 0.000 0.000 0.00 312.00 1.00 3,929 0.090 0.030 0.030 0.03 313.00 2.00 16430 0.239 0.159 0.189 0.17 314.00 3.00 15,306 0.351 0.294 0.483 0.43 315.00 4.00 18,915 0.434 0.392 0.875 0.79 316.00 5.00 22,624 0.519 0.476 1.351 1.22 Detention Pond No. 4 Elevation Discharge Data POND NO. 4 Elevation Discharge Data 16" Pipe 2.1' wide Concrete Overflow Spillway Total Elevation n = 0.012 Crest = 314.0 Elevation Depth, y Flow, Q n = 0.014 Discharge (ft) (ft) (cfs) Depth, y (ft) Flow, Q (cfs) Q, cfs (ft) 311.0 0.0 0.0 - - 0 311.0 312.0 1.0 3.1 - - 3 312.0 313.0 2.0 5.8 - - 6 313.0 314.0 3.0 8.2 - - 8 314.0 315.0 4.0 10.0 1.0 12.5 23 315.0 316.0 5.0 11.5 2.0 57.8 63 316.0 APPENDIX D Pre - Development HEC -HMS Output Data for 188.48 acres Project: Meadow Creek Simulation Run: Pre 2 yr 188 12 hr Start of Run: 28Oct2008, 13:00 Basin Model: Pre Dev 188 End of Run: 29Oct2008, 13:15 Meteorologic Model: 2 yr 12 hr Compute Time: 04Nov2008, 14:54:36 Control Specifications: 24 hr duration Volume Units: IN Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (M12) (CFS) (IN) 101 0.2945 81.6 28Oct2008, 20:05 0.90 Existing topo 0.2945 81.7 28Oct2008, 20:05 0.90 Outfall 0.2945 81.7 28Oct2008, 20:05 0.90 Project: Meadow Creek Simulation Run: Pre 5 yr 188 12 hr Start of Run: 28Oct2008, 13:00 Basin Model: Pre Dev 188 End of Run: 29Oct2008, 13:15 Meteorologic Model: 5 yr 12 hr Compute Time: 04Nov2008, 14:55:44 Control Specifications: 24 hr duration Volume Units: IN Hydrologic Drainage Area Peak Discharge Time. of Peak Volume Element (M12) (CFS) (IN) 101 0.2945 195.1 28Oct2008, 20:00 2.20 Existing topo 0.2945 195.0 28Oct2008, 20:00 2.20 Outfall 0.2945 195.0 28Oct2008, 20:00 2.20 Project: Meadow Creek Simulation Run: Pre 10 yr 188 12 hr Start of Run: 28Oct2008, 13:00 Basin Model: Pre Dev 188 End of Run: 29Oct2008, 13:15 Meteorologic Model: 10 yr 12 hr Compute Time: 04Nov2008, 14:53:34 Control Specifications:24 hr duration Volume Units: IN Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN) 101 0.2945 254.2 28Oct2008, 20:00 2.95 Existing topo 0.2945 254.1 28Oct2008, 20:00 2.95 Outfall 0.2945 254.1 28Oct2008, 20:00 2.95 Project: Meadow Creek Simulation Run: Pre 25 yr 188 12 hr Start of Run: 28Oct2008, 13:00 Basin Model: Pre Dev 188 End of Run: 29Oct2008, 13:15 Meteorologic Model: 25 yr 12 hr Compute Time: 04Nov2008, 14:54:02 Control Specifications: 24 hr duration Volume Units: IN Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN) 101 0.2945 337.9 28Oct2008, 20:00 3.93 Existing topo 0.2945 338.0 28Oct2008, 20:00 3.93 Outfall 0.2945 338.0 28Oct2008, 20:00 3.93 Project: Meadow Creek Simulation Run: Pre 50 yr 188 12 hr Start of Run: 28Oct2008, 13:00 Basin Model: Pre Dev 188 End of Run: 29Oct2008, 13:15 Meteorologic Model: 50 yr 12 hr Compute Time: 04Nov2008, 14:55:11 Control Specifications: 24 hr duration Volume Units: IN Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN) 101 0.2945 404.4 28Oct2008, 20:00 4.81 Existing topo 0.2945 404.8 28Oct2008, 20:00 4.81 Outfall 0.2945 404.8 28Oct2008, 20:00 4.81 Project: Meadow Creek Simulation Run: Pre 100 yr 188 12 hr Start of Run: 28Oct2008, 13:00 Basin Model: Pre Dev 188 End of Run: 29Oct2008, 13:15 Meteorologic Model: 100 yr 12 hr Compute Time: 04Nov2008, 14:53:11 Control Specifications: 24 hr duration Volume Units: IN Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (M12) (CFS) (IN) 101 0.2945 473.9 28Oct2008, 20:00 5.73 Existing topo 0.2945 473.9 28Oct2008, 19:55 5.73 Outfall 0.2945 473.9 28Oct2008, 19:55 5.73 APPENDIX E Pre- Development HEC -HMS Output Data for 201.63 acres Project: Meadow Creek Simulation Run: Pre 2 yr 200 12 hr Start of Run: 280ct2008, 13:00 Basin Model: Pre Dev 200 End of Run: 290ct2008, 13:15 Meteorologic Model: 2 yr 12 hr Compute Time: 04Nov2008, 14:54:50 Control Specifications: 24 hr duration Volume Units: IN Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN) 101 0.3150 87.2 280ct2008, 20:05 0.90 Existing topo 0.3150 87.4 280ct2008, 20:05 0.90 Outfall 0.3150 87.4 280ct2008, 20:05 0.90 Project: Meadow Creek Simulation Run: Pre 5 yr 200 12 hr Start of Run: 280ct2008, 13:00 Basin Model: Pre Dev 200 End of Run: 290ct2008, 13:15 Meteorologic Model: 5 yr 12 hr Compute Time: 04Nov2008, 14:55:59 Control Specifications: 24 hr duration Volume Units: IN Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (Ml2) (CFS) (IN) 101 0.3150 208.7 280ct2008, 20:00 2.20 Existing topo 0.3150 208.5 280ct2008, 20:00 2.20 Outfall 0.3150 208.5 280ct2008, 20:00 2.20 Project: Meadow Creek Simulation Run: Pre 10 yr 200 12 hr Start of Run: 28Oct2008, 13:00 Basin Model: Pre Dev 200 End of Run: 29Oct2008, 13:15 Meteorologic Model: 10 yr 12 hr Compute Time: 04Nov2008, 14:53:49 Control Specifications: 24 hr duration Volume Units: IN Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (M12) (CFS) (IN) 101 0.3150 271.9 28Oct2008, 20:00 2.95 Existing topo 0.3150 271.7 28Oct2008, 20:00 2.95 Outfall 0.3150 271.7 28Oct2008, 20:00 2.95 Project: Meadow Creek Simulation Run: Pre 25 yr 200 12 hr Start of Run: 28Oct2008, 13:00 Basin Model: Pre Dev 200 End of Run: 29Oct2008, 13:15 Meteorologic Model: 25 yr 12 hr Compute Time: 04Nov2008, 14:54:17 Control Specifications: 24 hr duration Volume Units: IN Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN) 101 0.3150 361.4 28Oct2008, 20:00 3.93 Existing topo 0.3150 361.5 28Oct2008, 20:00 3.93 Outfall 0.3150 361.5 28Oct2008, 20:00 3.93 Project: Meadow Creek Simulation Run: Pre 50 yr 200 12 hr Start of Run: 28Oct2008, 13:00 Basin Model: Pre Dev 200 End of Run: 29Oct2008, 13:15 Meteorologic Model: 50 yr 12 hr Compute Time: 04Nov2008, 14:55:21 Control Specifications: 24 hr duration Volume Units: IN Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (M12) (CFS) (IN) 101 0.3150 432.6 28Oct2008, 20:00 4.81 Existing topo 0.3150 433.0 28Oct2008, 20:00 4.81 Outfall 0.3150 433.0 28Oct2008, 20:00 4.81 Project: Meadow Creek Simulation Run: Pre 100 yr 200 12 hr Start of Run: 280ct2008, 13:00 Basin Model: Pre Dev 200 End of Run: 290ct2008, 13:15 Meteorologic Model: 100 yr 12 hr Compute Time: 04Nov2008, 14:53:20 Control Specifications: 24 hr duration Volume Units: IN Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN) 101 0.3150 506.9 280ct2008, 20:00 5.73 Existing topo 0.3150 507.7 280ct2008, 20:00 5.73 l Outfall 0.3150 507.7 280ct2008, 20:00 5.73 APPENDIX F Post - Development HEC -HMS Output Data Project: Meadow Creek Simulation Run: Post 5 yr 12 hr Start of Run: 280ct2008, 13:00 Basin Model: Post Dev End of Run: 290ct2008, 13:15 Meteorologic Model: 5 yr 12 hr Compute Time: 04Nov2008, 14:57:47 Control Specifications: 24 hr duration Volume Units: IN Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (M12) (CFS) (IN) 401 0.0512 93.3 280ct2008, 19:25 3.54 402 0.1636 146.0 280ct2008, 19:55 2.82 1 403 0.0024 6.5 280ct2008, 19:10 3.76 404 0.0270 30.4 280ct2008, 19:45 3.02 405 0.0187 28.3 280ct2008, 19:30 3.35 1 406 0.0239 49.7 280ct2008, 19:20 3.92 :407 0.0282 57.3 280ct2008, 19:20 3.72 Jct.3 0.0720 81.2 280ct2008, 19:25 3.43 Jct.4 0.2638 198.9 280ct2008, 19:55 3.08 Jct.5 0.3150 181.8 280ct2008, 20:15 3.16 Jct 1 0.0294 26.9 280ct2008, 20:00 3.08 Jct 2 0.0481 37.1 280ct2008, 19:40 3.19 • Junction -1 0.0000 0.0 280ct2008, 13:00 Junction -2 0.0000 0.0 280ct2008, 13:00 Outfall 0.3150 180.2 280ct2008, 20:25 3.16 Pondt 0.3150 180.2 280ct2008, 20:25 3.16 Pond2A 0.2638 163.3 280ct2008, 20:20 3.08 Pond2B 0.0720 42.5 280ct2008, 20:15 3.43 Pond3 0.0294 24.7 280ct2008, 20:10 3.08 Pond4 0.0270 26.0 280ct2008, 20:00 3.02 Reach 1 0.0481 37.0 280ct2008, 19:40 3.19 Project: Meadow Creek Simulation Run: Post 2 yr 12 hr Start of Run: 28Oct2008, 13:00 Basin Model: Post Dev End of Run: 29Oct2008, 13:15 Meteorologic Model: 2 yr 12 hr Compute Time: 04Nov2008, 14:57:15 Control Specifications: 24 hr duration Volume Units: IN Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN) 401 0.0512 56.3 28Oct2008, 19:25 1.83 402 0.1636 72.5 28Oct2008, 19:55 1.31 403 0.0024 4.2 28Oct2008, 19:10 2.01 404 0.0270 16.2 28Oct2008, 19:45 1.45 405 0.0187 16.2 28Oct2008, 19:30 1.69 1 406 0.0239 31.8 28Oct2008, 19:20 2.14 407 0.0282 35.6 28Oct2008, 19:20 1.98 Jct.3 0.0720 49.9 28Oct2008, 19:25 1.76 Jct.4 0.2638 91.1 28Oct2008, 19:55 1.50 Jct.5 0.3150 76.9 28042008, 19:30 1.56 Jct 1 0.0294 11.1 28Oct2008, 20:10 1.50 Jct 2 0.0481 20.6 280ct2008, 19:35 1.57 Junction -1 0.0000 0.0 280ct2008, 13:00 Junction -2 0.0000 0.0 28Oct2008, 13:00 Outfall 0.3150 69.3 280ct2008, 20:40 1.56 Pond1 0.3150 69.3 280ct2008, 20:40 1.56 Pond2A 0.2638 65.4 280ct2008, 20:30 1.50 Pond2B 0.0720 12.1 28Oct2008, 21:10 1.76 Pond3 0.0294 9.9 280ct2008, 20:25 1.50 Pond4 0.0270 10.8 28Oct2008, 20:10 1.45 Reach 1 0.0481 20.6 28Oct2008, 19:35 1.57 Project: Meadow Creek Simulation Run: Post 10 yr 12 hr Start of Run: 280ct2008, 13:00 Basin Model: Post Dev End of Run: 290ct2008, 13:15 Meteorologic Model: 10 yr 12 hr Compute Time: 04Nov2008, 14:56:44 Control Specifications: 24 hr duration Volume Units: IN Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN) 401 0.0512 108.6 280ct2008, 19:25 4.44 402 0.1636 181.4 280ct2008, 19:55 3.66 403 0.0024 7.4 280ct2008, 19:10 4.68 404 0.0270 37.0 280ct2008, 19:40 3.88 1 ' 405 0.0187 33.5 280ct2008, 19:30 4.24 j 406 0.0239 57.0 280ct2008, 19:20 4.85 407 0.0282 66.1 280ct2008, 19:20 4.63 Jct.3 0.0720 96.2 280ct2008, 19:25 4.32 Jct.4 0.2638 262.0 280ct2008, 19:55 3.94 Jct.5 0.3150 248.1 280ct2008, 20:15 4.02 Jct 1 0.0294 35.4 280ct2008, 19:55 3.95 Jct 2 0.0481 52.4 280ct2008, 19:55 4.06 Junction -1 0.0000 0.0 280ct2008, 13:00 Junction -2 0.0000 0.0 280ct2008, 13:00 Outfall 0.3150 245.4 280ct2008, 20:20 4.02 Pond1 0.3150 245.4 280ct2008, 20:20 4.02 Pond2A 0.2638 221.9 280ct2008, 20:20 3.94 Pond2B 0.0720 62.1 280ct2008, 20:10 4.32 Pond3 0.0294 33.5 280ct2008, 20:00 3.95 Pond4 0.0270 34.1 280ct2008, 19:55 3.88 Reach 1 0.0481 52.2 280ct2008, 19:55 4.06 Project: Meadow Creek Simulation Run: Post 25 yr 12 hr Start of Run: 280ct2008, 13:00 Basin Model: Post Dev End of Run: 290ct2008, 13:15 Meteorologic Model: 25 yr 12 hr Compute Time: 04Nov2008, 14:57:00 Control Specifications: 24 hr duration Volume Units: IN Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN) 401 0.0512 131.9 280ct2008, 19:25 5.58 .402 0.1636 231.8 280ct2008, 19:55 4.73 403 0.0024 8.8 280ct2008, 19:10 5.84 404 0.0270 46.7 280ct2008, 19:40 4.98 405 0.0187 41.3 280ct2008, 19:30 5.36 406 0.0239 68.1 280ct2008, 19:20 6.02 407 0.0282 79.6 280ct2008, 19:20 5.79 Jct.3 0.0720 118.8 280ct2008, 19:25 5.45 Jct.4 0.2638 341.9 280ct2008, 19:50 5.04 Jct.5 0.3150 334.0 280ct2008, 20:10 5.13 I Jct 1 0.0294 46.1 280ct2008, 19:50 5.05 j Jct 2 0.0481 71.2 280ct2008, 19:50 5.17 Junction -1 0.0000 0.0 280ct2008, 13:00 Junction -2 0.0000 0.0 280ct2008, 13:00 I Outfall 0.3150 331.4 280ct2008, 20:15 5.13 Pond1 0.3150 331.4 280ct2008, 20:15 5.13 Pond2A 0.2638 297.4 280ct2008, 20:15 5.04 Pond2B 0.0720 80.9 280ct2008, 20:05 5.45 Pond3 0.0294 44.4 280ct2008, 20:00 5.05 Pond4 0.0270 44.3 280ct2008, 19:50 4.98 Reach 1 0.0481 71.1 280ct2008, 19:50 5.17 Project: Meadow Creek Simulation Run: Post 50 yr 12 hr Start of Run: 280ct2008, 13:00 Basin Model: Post Dev End of Run: 290ct2008, 13:15 Meteorologic Model: 50 yr 12 hr Compute Time: 04Nov2008, 14:57:32 Control Specifications: 24 hr duration Volume Units: IN Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN) 401 0.0512 149.7 280ct2008, 19:25 6.57 402 0.1636 270.9 280ct2006, 19:55 5.67 403 0.0024 9.9 280ct2008, 19:10 6.84 404 0.0270 54.2 280ct2008, 19:40 5.94 405 0.0187 47.3 280ct2008, 19:30 6.34 406 0.0239 76.6 280ct2008, 19:20 7.03 407 0.0282 89.8 280ct2008, 19:20 6.79 Jct.3 0.0720 137.0 280ct2008, 19:25 6.43 Jct.4 0.2638 392.2 280ct2008, 19:50 6.00 Jct.5 0.3150 395.7 280ct2008, 20:05 6.09 Jct 1 0.0294 53.8 280ct2008, 19:50 6.01 Jct 2 0.0481 85.1 280ct2008, 19 :45 6.14 Junction -1 0.0000 0.0 280ct2008, 13:00 Junction -2 0.0000 0.0 280ct2008, 13:00 Outfall 0.3150 392.7 280ct2008, 20:10 6.09 Pond1 0.3150 392.7 280ct2008, 20:10 6.09 Pond2A 0.2638 351.2 280ct2008, 20:10 6.00 Pond2B 0.0720 88.8 280ct2008, 20:10 6.43 Pond3 0.0294 52.1 280ct2008, 19:55 6.01 Pond4 0.0270 51.8 280ct2008, 19:50 5.94 Reach 1 0.0481 84.9 280ct2008, 19:45 6.14 Project: Meadow Creek Simulation Run: Post 100 yr 12 hr Start of Run: 280ct2008, 13:00 Basin Model: Post Dev End of Run: 290ct2008, 13:15 Meteorologic Model: 100 yr 12 hr Compute Time: 04Nov2008, 14:56:30 Control Specifications: 24 hr duration Volume Units: IN Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN) 401 0.0512 167.1 280ct2008, 19:20 7.59 402 0.1636 311.0 280ct2008, 19:55 6.65 403 0.0024 11.0 280ct2008, 19:10 7.86 404 0.0270 61.6 280ct2008, 19:40 6.93 405 0.0187 53.2 280ct2008, 19:30 7.35 406 0.0239 84.8 280ct2008, 19:20 8.06 407 0.0282 99.8 280ct2008, 19:20 7.81 Jct.3 0.0720 160.6 280ct2008, 19:30 7.44 Jct.4 0.2638 474.8 280ct2008, 19:55 6.99 Jct.5 0.3150 477.1 280ct2008, 20:05 7.09 Jct 1 0.0294 61.6 280ct2008, 19:50 7.00 Jct 2 0.0481 98.6 280ct2008, 19:40 7.14 1 Junction -1 0.0000 0.0 280ct2008, 13:00 Junction -2 0.0000 0.0 280ct2008, 13:00 Outfall 0.3150 472.6 280ct2008, 20:10 7.09 Pond1 0.3150 472.6 280ct2008, 20:10 7.09 Pond2A 0.2638 422.6 280ct2008, 20:10 6.99 I Pond2B 0.0720 126.6 280ct2008, 19:55 7.44 Pond3 0.0294 60.0 280ct2008, 19:55 7.00 Pond4 0.0270 59.2 280ct2008, 19:50 6.93 Reach 1 0.0481 98.5 280ct2008, 19:45 7.14 APPENDIX G Post - Development Pond Elevations for 100-yr Event From IBC -HMS Output Data Project: Meadow Creek Simulation Run: Post 100 yr 12 hr Reservoir: Pond1 Start of Run: 28Oct2008, 13:00 Basin Model: Post Dev End of Run: 29Oct2008, 13:15 Meteorologic Model: 100 yr 12 hr Compute Time: 04Nov2008, 14:56:30 Control Specifications: 24 hr duration Volume Units: IN Computed Results Peak Inflow : 477,1 (CFS) Date/Time of Peak Inflow : 28Oc12008, 20:05 Peak Outflow : 472.6 (CFS) Date/Time of Peak Outflow : 28Oc12008, 20:10 Total Inflow : 7.09 (IN) Peak Storage : 6.0 (AC -FT) Total Outflow : 7.09 (IN) Peak Elevation : 299.6 (FT) Project: Meadow Creek Simulation Run: Post 100 yr 12 hr Reservoir: Pond2A Start of Run: 28Oct2008, 13:00 Basin Model: Post Dev End of Run: 29Oct2008, 13:15 Meteorologic Model: 100 yr 12 hr Compute Time: 04Nov2008, 14:56:30 Control Specifications: 24 hr duration Volume Units: IN Conputed Results Peak Inflow: 474.8 (CFS) Date /me of Peak Inflow: 28Oct2008, 19:55 Peak Outflow : 422.6 (CFS) DateTme of Peak Outflow : 28Oct2008, 20:10 Total Inflow : 6.99 (IN) Peak Storage : 15.3 (AC -FT) Total Outflow : 6.99 (IN) Peak Elevation : 302.8 (FT) Project: Meadow Creek Simulation Run: Post 100 yr 12 hr Reservoir: Pond2B Start of Run: 28Oct2008, 13:00 Basin Model: Post Dev End of Run: 29Oct2008, 13:15 Meteorologic Model: 100 yr 12 hr Compute Time: 04Nov2008, 14:56:30 Control Specifications: 24 hr duration Volume Units: IN Computed Results Peak Inflow : 160.6 (CFS) Date/Time of Peak Inflow : 28Oct2008, 19:30 Peak Outflow : 126.6 (CFS) Date/Time of Peak Outflow : 28Oct2008, 19:55 Total Inflow : 7.44 (IN) Peak Storage : 8.1 (AC -FT) Total Outflow : 7.44 (IN) Peak Elevation : 304.1 (FT) Project: Meadow Creek Simulation Run: Post 100 yr 12 hr Reservoir: Pond3 Start of Run: 280c12008, 13:00 Basin Model: Post Dev End of Run: 290ct2008, 13:15 Meteorologic Model: 100 yr 12 hr Compute Time: 04Nov2008, 14:56:30 Control Specifications: 24 hr duration Volume Units: IN Computed Results Peak Inflow : 61.6 (CFS) Date/Time of Peak Inflow : 280c12008, 19:50 Peak Outflow : 60.0 (CFS) Date/Time of Peak Outflow : 280c12008, 19:55 Total Inflow : 7.00 (IN) Peak Storage : 0.9 (AC -FT) Total Outflow : 7.00 (IN) Peak Elevation : 312.0 (FT) Project: Meadow Creek Simulation Run: Post 100 yr 12 hr Reservoir: Pond4 Start of Run: 28Oct2008, 13:00 Basin Model: Post Dev End of Run: 29Oct2008, 13:15 Meteorologic Model: 100 yr 12 hr Compute Time: 04Nov2008, 14:56:30 Control Specifications: 24 hr duration Volume Units: IN Computed Results Peak Inflow : 61.6 (CFS) Date/Time of Peak Inflow : 28Oct2008, 19:40 Peak Outflow : 59.2 (CFS) Date/Time of Peak Outflow ; 28Oct2008, 19:50 Total Inflow : 6.93 (IN) Peak Storage : 1.2 (AC -FT) Total Outflow : 6.93 (IN) Peak Elevation : 315.9 (FT) EDIT A Drainage Area Map — Pre - Development EXHIBIT B Drainage Area Map — Post - Development, Pond Design EDIT C Grading Plan — Sheet 1 of 2 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