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HomeMy WebLinkAboutDrainage ReportSPRING CREEK TERRACE PHASE ONE COLLEGE STATION, BRAZOS COUNTY, TEXAS APRIL, 2011 Drainage Report THE SEAL APPEARING ON THIS DOCUMENT WAS AUTHORIZED BY MICHAEL G. HESTER, P.E. #69104 APRIL 13, 2011 RELEASED FOR RECORD Submitted By: Michael G. Hester, P.E. HESTER ENGINEERING COMPANY #F -3476 7607 Eastmark Drive, Suite 253 -B College Station, TX 77840 (979) 693 -1100 This report for the drainage design of SPRING CREEK TERRACE was prepared by me (or under my supervision) in accordance with provisions of the Bryan /College Station Unified Drainage Design Guidelines for the owners of the property. All licenses and permits required by any and all state and federal regulatory agencies for the proposed drainage improvements have been issued. ]` . -z,<Ii..' - *- 0.F , '� , * IIp • ' *, .mss? MICHAEL G. HESTERt THE SEAL APPEARING ON THIS DOCUMENT WAS AUTHORIZED BY MICHAEL G. HESTER, P.E. ON April 13, 2011. RELEASED FOR RECORD HESTER ENGINEERING COMPANY #F -3476 CERTIFICATION SPRING CREEK TERRACE PHASE ONE DRAINAGE REPORT CERTIFICATION INTRODUCTION: DRAINAGE REPORT SPRING CREEK TERRACE PHASE ONE COLLEGE STATION, BRAZOS COUNTY, TX APRIL, 2011 The proposed development is located adjacent to the the intersection of Decatur Drive and Dayton Court and will connect to Whispering Creek Drive. The development is bordered on the north by an undeveloped Tight industrial zoned tract, the west by the Shenandoah development, the east by an undeveloped commercial zoned tract and the south by Spring Creek Gardens. The legal description is Spring Creek Terrace (SCT) and is approximately 10.4 acres. The proposed improvements include pavement, drainage and utility improvements for 44 single - family residential homes. The site consists of numerous small trees and the terrain slopes in a easterly direction toward a tributary of Spring Creek at an average slope of 2- percent. The latest Federal Emergency Management Agency (FEMA) Flood Insurance Rate Maps (48041C0 201D Revised 2/9/2000) shows this area as a non detailed study area. A recent model of the Spring Creek drainage basin has been submitted to FEMA and is under review however this area was not included in this study. The site is zoned R -1 (residential) and is being developed by JC Wall, PIL Investments, P.O. Box 390, Moody, Texas 76557, 254 - 721 -6179. EXISTING DRAINAGE BASIN DESCRIPTION: Stormwater from the tract sheet flows in an easterly direction to a tributary of Spring Creek that cross's the eastern portion of the tract from north to south. The tract has a significant amount of pipe fencing and appears to have been used for horse corrals. PROPOSED DRAINAGE: The proposed grading of the site will route stormwater runoff along street sections into a proposed storm sewer system with a detention basin and discharge the runoff into the Spring Creek tributary. The storm drainage system was analyzed and designed with the Rational Method using the Haestad Methods Storm Cad computer program. The storm sewer system, inlets and pipes are designed to convey the ultimate development 10 -year storm event at a friction slope and the 100 -year storm event with minor surcharging and the 100 - year storm event will be maintained within the right -of -way. The detention basin was analyized and designed by SCS methodology using the Hydrocad computer program. The 2 year through the 100 year storm event discharges are held to pre - development conditions. Turf reinforcement mat (TRM) and erosion control blankets (ECB) will be installed to provide energy dissipation and maintain ditch bottoms into and out of the detetion basin until a healthy ground cover is established. Alltic drive will connect to the 8 acre light industrial tract to the north. The proposed Spring Creek Terrace drainage system will accept the existing storm runoff. It is assumed that when this tract is developed the increased storm water runoff will be detained on the 8 -acre SPRING CREEK TERRACE PHASE ONE PAGE 1 OF 2 PAGES tract and the discharge pipe will run along the south property line to the Spring Creek Tributory, not crossing the SCT tract. No improvements to the Spring Creek tributary are planned. The tributary was analyized by additional cross sections and data added to the recently submitted Spring Creek FEMA HEC -RAS model. The detention basin was placed out of the 100 -year storm base flood elevations (BFE) determined form the analysis. STORM WATER POLLUTION CONTROL PLAN: A Storm Water Pollution Control Plan was prepared and included in the construction plans. The Contractor will submit the Notice of Intent to the TCEQ for a permit prior to construction. ANALYSIS METHODS FOR THE STORM DRAIN SYSTEM: Time of Concentration: The method used to determine the time of concentration is from the "URBAN HYDROLOGY FOR SMALL WATERSHEDS" USDA, Soil Conservation Service, Technical Release 55, June 1986. Chapter Three, Time of Concentration and Travel Time ". The 2 yr. 24 hour rainfall is from the National Weather Service lsohyetal Charts for Selected Return Periods and is the required input for this equation, please see TR55. See section "Time of Concentration" for travel length and slopes and the Drainage Map section. Velocities above five feet per second will have energy dissipation systems. All system outfalls will have either turf reinforcement mats (TRM) or Curlex double net erosion control blankets. CONCLUSION: This project is in compliance with the City's Storm Water Design Standards. 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II I � �,II II�� N i �� ...IS �...._�. IIIII , �I IIII I ��I I I I � II I I it I► I�IIII Ii.� L Q II I � r I. Ill �� �n I l ' l � r I � , __ � ! / I! 1/iI / h1i I 1 14 t r l I I rr . ii 1 `, k i/ SPRING CREEK TERRACE PHASE ONE STORM SEWER ANALYSIS #DS -1 P -2 J -1 Scenario: Base P -4 P -5 C > #DS -3 0-1 WHISPERING CREEK DRIVE DETENTION BASIN Title: SPRING CREEKTERRAC E PHASE ONE Project Engineer: Michael G. Hester, P.E. wallldocflles\stom cadbsct.stm Hester Engineering Company StormCAD v5.5 (5.5003] 04/12/11 08:13:24 PM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1866 Page 1 of 1 Calculation Results Summary Scenario: Base »» Info: Subsurface Network Rooted by: 0 -1 »» Info: Subsurface Analysis iterations: 2 »» Info: Convergence was achieved. CALCULATION SUMMARY FOR SURFACE NETWORKS Label #DS -3 #DS -1 #DS -4 #DS -2 CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0 -1 Label P -5 P -4 P -6 P -3 P -2 P -1 Inlet Type Generic Inlet Generic Inlet Generic Inlet Generic Inlet Number of Sections Section Size 30 inch 30 inch 24 inch 30 inch 24 inch 24 inch Label Total Ground System Elevation Flow (ft) (cfs) 0 -1 22.43 280.00 #DS -3 22.45 280.00 J -2 19.45 280.00 #DS -4 8.35 280.00 J -1 13.34 281.00 #DS -2 13.47 290.00 #DS -1 11.99 290.00 Completed: 04/12/2011 08:10:33 PM Inlet Generic Default 100% Generic Default 100% Generic Default 100% Generic Default 1004 Section Shape Circular Circular Circular Circular Circular Circular Hydraulic Grade Line In (ft) 277.00 277.57 278.16 278.77 278.69 287.37 288.70 Total Intercepted Flow (cfs) 7.87 11.99 8.35 3.55 Total Bypassed Flow (cfs) 0.00 0.00 0.00 0.00 Capture Efficiency ( %) 100.0 100.0 100.0 100.0 Gutter Spread (ft) 9.65 12.85 10.10 3.75 Length Total Average Hydraulic Hydraulic (ft) System Velocity Grade Grade Flow (ft /s) Upstream Downstream (cfs) (ft) (ft) 30.00 22.45 5.89 277.07 277.00 39.28 19.45 3.96 277.66 277.57 92.92 8.35 2.66 278.27 278.16 36.14 13.34 2.72 278.19 278.16 525.00 13.47 10.15 286.87 278.69 33.75 11.99 6.20 287.40 287.37 Hydraulic Grade Line Out (ft) 277.00 277.07 277.66 278.27 278.19 286.87 287.40 Gutter Depth (ft) 0.77 0.86 0.78 0.59 Title: SPRING CREEKTERRAC E PHASE ONE Project Engineer: Michael G. Hester, P.E. c:1... walltdocfileststormcad .stm Hester Engineering Company StormCAD v5.515.5003] 04/12/11 08:10:39 PM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 1 of 1 8 8 A 8 00 Ag 8 °LYCC 8 ° W 0 t Q co 8 8 � u d e 1 7, 01 0 Wa' 0 x O m O 0 Q a E w � m • U 2 w H a m z_ 8 Fe so Q. N �N d : • g M V O CO vt CO CI CO N- It N. N N � E J CLU) d Sri o € 4 w O O O 0 O to N N M CM O a OOOM + > >OMO N • a.C M N J�O JV)V) 4 4 -- � + 0 O OD ti N N U O) g. To ° a a) WOO OM E > >NMO 8 a C M N o w � re 72 C = O O m` 0 CO vJ C b 0 N 2 0 0 C') i 0 NN 0 C1?"E'E4''.. C� 0 > CO) NO __n a E w a O-C� •NO as JV)U) w a • Q. co O U f O z� 0 a T N m : w I-U0 9- 44- in in Label Upstream Inlet Area (acres) Upstream Inlet CA (acres) System Intensity (in/hr) Total System Flow (cfs) Length (ft) Constructed Slope (ft/ft) Section Size Mannings n Full Capacity (cfs) Velocity In (ft/s) Hydraulic Grade Line In (ft) Hydraulic Grade Line Out (ft) System Flow Time (min) N (" 1 9 0 ? a a a a a a 7.86 3.72 3.20 11.99 33.75 0.006519 24 inch 0.013 18.26 4.64 287.40 287.37 59.50 0.77 0.46 3.19 13.47 525.00 0.019048 24 inch 0.012 33.82 6.11 286.87 278.69 59.59 N/A N/A 3.16 13.34 36.14 0.002767 30 inch 0.012 23.37 2.72 278.19 278.16 60.45 N/A N/A 3.16 19.45 39.28 0.003819 30 inch 0.013 25.35 3.96 277.66 277.57 60.67 1.68 0.96 3.15 22.45 30.00 0.003333 30 inch 0.012 25.65 4.58 277.07 277.00 60.84 3.22 1.93 429 8.35 92.92 0.002152 24 inch 0.012 11.37 2.66 278.27 278.16 37.80 Scenario: Base Pipe Report Q10 Title: SPRING CREEK TERRAC E PHASE ONE Project Engineer: Michael G. Hester, P.E. c:\...\jc walhdocflleslstormcad\sct.stm Hostler Engineering Company StormCAD v5.5 E5.50031 04/12/11 08:12:16 PM m Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 1 of 1 Label Area (acres) Inlet C Inlet CA (acres) System CA (acres) Time of Concentration (min) System Flow Time (min) System Intensity (in/hr) System Rational Flow (cfs) Total System Flow (cfs) Ground Elevation (ft) Rim Elevation (ft) Hydraulic Grade Line In (ft) Hydraulic Grade Line Out (ft) 0-1 7.07 8 0 8 8%$ M 3.15 22.43 22.43 280.00 280.00 277.00 277.57 277.00 #DS-3 J-2 1.68 0.57 0.96 7.07 6.11 11.40 3.15 3.16 22.45 19.45 22.45 19.45 280.00 280.00 279.83 279.98 278.16 277.66 J -1 4.18 3.16 13.34 13.34 281.00 280.66 278.69 278.19 #DS -2 0.77 0.60 0.46 4.18 13.30 3.19 13.47 13.47 290.00 289.87 287.37 286.87 #DS -1 7.86 0.47 3.72 3.72 59.50 3.20 11.99 11.99 290.00 289.87 288.70 287.40 #DS-4 3.22 0.60 1.93 1.93 37.80 4.29 8.35 8.35 280.00 279.38 278.77 278.27 Scenario: Base Node Report Q10 Title: SPRING CREEKTERRAC E PHASE ONE Project Engineer: Michael G. Hester, P.E. wallkiocfiles\stormcad(sct.stm Hester Engineering Company StormCAD v5.5 [5.5003) 04/12/11 08:12:50 PM m Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 1 of 1 Scenario: Base »» Info: Subsurface Network Rooted by: 0 -1 »» Info: Subsurface Analysis iterations: 2 »» Info: Convergence was achieved. CALCULATION SUMMARY FOR SURFACE NETWORKS Label #DS -3 #DS -1 #DS -4 #DS -2 Label P -5 P -4 P -6 P -3 P -2 P -1 Inlet Type Generic Inlet Generic Inlet Generic Inlet Generic Inlet Number of Sections Section Size 30 inch 30 inch 24 inch 30 inch 24 inch 24 inch Label Total Ground System Elevation Flow (ft) (cfs) 0 -1 31.19 280.00 #DS -3 31.22 280.00 J -2 27.03 280.00 #DS -4 11.46 280.00 J -1 18.52 281.00 #DS -2 18.68 290.00 #DS -1 16.63 290.00 Completed: 04/12/2011 08 :16:26 PM Inlet Generic Default 100% Generic Default 100% Generic Default 100% Generic Default 1008 Section Shape Circular Circular Circular Circular Circular Circular Hydraulic Grade Line In (ft) Calculation Results Summary aaxaxsaxxassasaa= x== xaa= s :aaaa =ss xaasaxx= asx= ax =a.= sax =axxxa Total Intercepted Flow (cfs) CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0 -1 277.00 277.65 278.32 279.02 278.88 287.61 289.05 Hydraulic Grade Line Out (ft) 277.00 277.15 277.82 278.52 278.38 287.11 287.75 10.62 16.63 11.46 4.79 x== ==a.ax. =.a= .xa. = ==..xaaa=a. =aax .x =.=== Total Bypassed Flow (cfs) 0.00 0.00 0.00 0.00 Capture Efficiency (%) 100.0 100.0 100.0 100.0 Gutter Spread (ft) 11.91 15.47 12.50 5.99 Length Total Average Hydraulic Hydraulic (ft) System Velocity Grade Grade Flow (ft /s) Upstream Downstream (cfs) (ft) (ft) 30.00 31.22 6.36 277.15 277.00 39.28 27.03 5.51 277.82 277.65 92.92 11.46 3.65 278.52 278.32 36.14 18.52 3.77 278.38 278.32 525.00 18.68 11.03 287.11 278.88 33.75 16.63 6.59 287.75 287.61 Gutter Depth (ft) Q100 0.84 0.94 0.85 0.66 Title: SPRING CREEK TERRAC E PHASE ONE Project Engineer: Michael G. Hester, P.E. c:\...yc wail \docfiles \stormed Vsct.stm Hester Engineering Company StormCAD v5.5 (5.5003) 04/12/11 08:16:31 PM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1866 Page 1 of 1 vs r d CO 1w O a) a O 'C = m o. d °' .52 o ai g N o a 8 8 C 0 a ire J C CO 4.0 g 8 0 g . 8 auu.1'°i 8 0 0 080 ri a iie � o � i 8 EE EE 8 8 ' , 0 0 0 !la.) 532...20 Q100 (D 8 N 8 8 U I 6 U 3 c C0 CO 0 ` � _ ° U C W L O d V E w g • g Y °2 w w a ✓ m N U ' co Z 8 E a ▪ �a 1 4-4— O O (.0 to O �� O O to N N co rn ° ti C - E C CejN 0 0 p_ Q) N O O cr) + > >OMO TDCC p N co o.C N ti JnOJV)V) O O tf) tan NN UN w CD C\11 N C C N N a E N O w N .3; N N w E Y $ w a w Nfh 0' m 0 0 , co 0 0 o 0 Ng d Q100 ~ °$ Label Upstream Inlet Area (acres) am Inlet CA (acres) System Intensity (in/hr) Total System Flow (cfs) Length (ft) Constructed Slope (ft/ft) Section Size Mannings n Full Capacity (cfs) Velocity In (ft/s) Hydraulic Grade Line In (ft) Hydraulic Grade Line Out (ft) System Flow Time (min) 7.86 3.72 g 4 4 v 4 4 tri 16.63 33.75 0.006519 24 inch 0.013 18.26 5.43 287.75 287.61 59.50 0.77 0.46 18.68 525.00 0.019048 24 inch 0.012 33.82 7.12 287.11 278.88 59.59 N/A N/A 18.52 36.14 0.002767 30 inch 0.012 23.37 3.77 278.38 278.32 60.38 a N/A N/A 27.03 39.28 0.003819 30 inch 0.013 25.35 5.51 277.82 277.65 60.54 1.68 0.96 31.22 30.00 0.003333 30 inch 0.012 25.65 6.36 277.15 277.00 60.66 3.22 1.93 11.46 92.92 0.002152 24 inch 0.012 11.37 3.65 278.52 278.32 37.80 Scenario: Base Pipe Report Q100 Title: SPRING CREEK TERRAC E PHASE ONE Project Engineer: Michael G. Hester, P.E. wallIdocfiles\stormcad\sct.stm Hester Engineering Company StormCAD v5.5 (5.5003) 04/12/11 08:16:08 PM C Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 1 of 1 Label Area ( Inlet C Inlet CA (acres) System CA (acres) Time of C (min) System Flow Time ) System Intensity (in/hr) System Rational Flow (cfs) Total System Flow (cfs) Ground Elevation (ft) Rim Elevation (ft) Hydraulic Grade Line In (ft) Hydraulic Grade Line Out (ft) 7.07 a v a a a a u� 31.19 31.19 280.00 280.00 277.00 277.00 1.68 0.57 7.07 11.40 31.22 31.22 280.00 279.83 277.65 277.15 6.11 27.03 27.03 280.00 279.98 278.32 277.82 i‘7 4.18 8 8 18.52 18.52 281.00 280.66 278.88 278.38 0.77 0.60 4.18 13.30 18.68 18.68 290.00 289.87 287.61 287.11 7.86 0.47 3.72 59.50 16.63 16.63 290.00 289.87 289.05 287.75 3.22 0.60 1.93 37.80 11.46 11.46 280.00 279.38 279.02 278.52 Scenario: Base Node Report Q100 Title: SPRING CREEK TERRAC E PHASE ONE Project Engineer: Michael G. Hester, P.E. c: \...\jc wallIdoctiles\stormoad\sct.stm Hester Engineering Company StormCAD v5.5 [5.5003] 04/12/11 08:17:17 PM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 1 of 1 SPRING CREEK TERRACE HEC RAS MODEL OF SPRING CREEK TRIBUTARY A THE RECENTLY SUBMITTED WATLTER P. MOORE SPRING CREEK FEMA MODEL WAS EXTENDED UP TO SOUTHERN PLANTATION DRIVE TO DETERMINE THE LIMITS OF THE FLOODPLAIN ACCROSS THE SPRING CREEK TERRACE TRACT. THE WATER P. MOORE MODEL ENDED AT RS 1587 at Ail k ■ far e Lul �/ _ CO / / A A \± 7 z0 » f / uJ IC? . b/ 0 /$ e ow CO ••••••••••••• ••••••••••••••••••••••••••••••• /9 ' • 4 r m -c) Arj z o D cn D m H 7C m m m D - n m •' `\ s ` 'la V N mz U10 ww z. o 8O fn 5' i m z I W -. % ' VD / W AN N 4 U". CO V a 0 D mz O N� VD `T Z T Z m Z �+ ti w0 W. rN NT V 1 ' 0 OP w� a\ ", :\ '' � m � . N a wa N • . ` �` c ifi — _-O___ . 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W f0 O 8 V ssssss.ssr . ■P®®ee®PAR®R®RROG►filaa• wi 3 -29 -11 HEC RAS Area Discharge Prepared by Hester Engineering Company HydroCAD® 9.00 s/n 05170 © 2009 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: SOUTHERN PLANTATION Runoff 134.24 cfs @ 12.69 hrs, Volume= 23.052 af, Depth= 5.75" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.05 hrs Type 11I24-hr 10 Year Rainfall = 7.40" Area (ac) CN Description 42.000 87 1/4 acre lots, 38% imp, HSG D 6.100 80 >75% Grass cover, Good, HSG D 48.100 86 Weighted Average 32.140 66.82% Pervious Area 15.960 33.18% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 48.6 300 0.0160 0.10 Sheet Flow, Developed Lot Grass: Bermuda n= 0.410 P2= 4.50" 2.7 350 0.0200 2.12 Shallow Concentrated Flow, Across Park Grassed Waterway Kv= 15.0 fps 0.3 220 10.62 Lake or Reservoir, SouthemPlantation Detention basin Mean Depth= 3.50' 0.6 508 0.0200 13.34 94.33 Pipe Channel, SouthPlanStm Outfall to Creek 36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75' n= 0.013 Concrete pipe, straight & clean 0.3 250 0.0240 14.62 103.33 Pipe Channel, South Plant Dr Outfall Pipe 36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75' n= 0.013 Concrete pipe, straight & clean 52.5 1,628 Total Subcatchment 1S: SOUTHERN PLANTATION Hydrograph Type III 24 -hr 10 Year Rainfall= 7.40" Runoff Area= 48.100 ac Runoff Volume =23.052 af Runoff Depth= 5.75" Flow Length= 1,628' Tc =52.5 min CN =86 4 6 8 10 12 14 16 18 20 22 24 26 28 30 Time (hours) Southern Plantation Type 11124 - hr 10 Year Rainfall 740" Printed 3/29/2011 Page 1 p Runoff 3 -29 -11 HEC RAS Area Discharge Prepared by Hester Engineering Company HydroCAD® 9.00 s/n 05170 © 2009 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: SOUTHERN PLANTATION Runoff = 211.48 cfs @ 12.68 hrs, Volume= 37.125 af, Depth= 9.26" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.05 hrs Type 11124-hr 100 Year Rainfall = 11.00" Area (ac) CN Description 42.000 87 1/4 acre lots, 38% imp, HSG D 6.100 80 >75% Grass cover, Good, HSG D 48.100 86 Weighted Average 32.140 66.82% Pervious Area 15.960 33.18% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 48.6 300 0.0160 0.10 Sheet Flow, Developed Lot Grass: Bermuda n= 0.410 P2= 4.50" 2.7 350 0.0200 2.12 Shallow Concentrated Flow, Across Park Grassed Waterway Kv= 15.0 fps 0.3 220 10.62 Lake or Reservoir, SouthemPlantation Detention basin Mean Depth= 3.50' 0.6 508 0.0200 13.34 94.33 Pipe Channel, SouthPlanStm Outfall to Creek 36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75' n= 0.013 Concrete pipe, straight & clean 0.3 250 0.0240 14.62 103.33 Pipe Channel, South Plant Dr Outfall Pipe 36.0" Round Area= 7.1 sf Perim= 9.4 r= 0.75' n= 0.013 Concrete pipe, straight & clean 52.5 1,628 Total 0 0 u- 220= 200= 180= 160= 140= 120= 100= 80= 60= 40= 20E 0 Subcatchment 1 S: SOUTHERN PLANTATION Hydrograph Type III 24 -hr 100 Year Rainfall =11.00 Runoff Area =48.100 ac Runoff Volume 37.125 af Runoff Depth= 9.26" Flow Length= 1,628' Tc=52.5 min CN =86 4 6 8 10 12 14 16 18 20 22 24 26 28 30 Time (hours) Southern Plantation Type 11124 - hr 100 Year Rainfall - 11.00" Printed 3/29/2011 Page 2 L o Runoff` 3 -29 -11 HEC RAS Area Discharge Prepared by Hester Engineering Company HydroCAD® 9.00 s/n 05170 © 2009 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: STA. 26 +00 Runoff = 235.16 cfs @ 12.72 hrs, Volume= 41.428 af, Depth= 5.87" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.05 hrs Type III 24 -hr 10 Year Rainfall= 7.40" Area (ac) 42.000 6.100 9.700 0.600 0.940 5.900 3.600 5.400 10.500 84.740 54.241 30.499 Tc Length Slope (min) (feet) (ft /ft) 48.6 300 0.0160 2.7 350 0.0200 0.3 220 0.6 508 0.0200 CN Description 87 1/4 acre lots, 38% imp, HSG D 80 >75% Grass cover, Good, HSG D 87 1/4 acre lots, 38% imp, HSG D 87 1/4 acre lots, 38% imp, HSG D 93 Urban industrial, 72% imp, HSG D 80 >75% Grass cover, Good, HSG D 87 1/4 acre lots, 38% imp, HSG D 95 Urban commercial, 85% imp, HSG D 87 1/4 acre lots, 38% imp, HSG D 87 Weighted Average 64.01% Pervious Area 35.99% Impervious Area Velocity (ft /sec) 0.10 2.12 10.62 13.34 0.3 250 0.0240 14.62 2.0 730 0.0060 6.16 54.5 2,358 Total 0 u- 260 ( 240- 2201 200= 180- 160= 140- 120= 100- 80= 60- 40- 20= 0 w 0 Capacity Description (cfs) Sheet Flow, Developed Lot Grass: Bermuda n= 0.410 P2= 4.50" Shallow Concentrated Flow, Across Park Grassed Waterway Kv= 15.0 fps Lake or Reservoir, SouthemPlantation Detention basin Mean Depth= 3,50' 94.33 Pipe Channel, SouthPlanStm Outfall to Creek 36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75' n= 0.013 Concrete pipe, straight & clean 103.33 Pipe Channel, South Plant Dr Outfall Pipe 36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75' n= 0.013 Concrete pipe, straight & clean 443.37 Channel Flow, Open Ditch Area= 72.0 sf Perim= 23.0' r= 3.13' n= 0.040 Subcatchment 2S: STA. 26 +00 Hydrograph 235.16 cfs e4fs:44184111844e11111141811 1$a Fr-4 Type I1124-hr 10 Year Rainfall =7.40" Runoff Area= 84.740 ac Runoff Volume =41.428 af Runoff Depth= 5.87" Flow Length= 2,358' Tc =54.5 min CN =87 8 10 12 14 16 18 20 22 24 26 28 30 Time (hours) Sta. 26 +00 Type 11124 10 Year Rainfall 740" Printed 3/29/2011 Page 1 [o Runoff` 3 -29 -11 HEC RAS Area Discharge Prepared by Hester Engineering Company HydroCAD® 9.00 s/n 05170 © 2009 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: STA. 26 +00 Runoff = 367.99 cfs @ 12.71 hrs, Volume= 66.309 af, Depth= 9.39" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.05 hrs Type III 24 -hr 100 Year Rainfall = 11.00" Area (ac) CN Description 42.000 87 1/4 acre lots, 38% imp, HSG D 6.100 80 >75% Grass cover, Good, HSG D 9.700 87 1/4 acre lots, 38% imp, HSG D 0.600 87 1/4 acre lots, 38% imp, HSG D 0.940 93 Urban industrial, 72% imp, HSG D 5.900 80 >75% Grass cover, Good, HSG D 3.600 87 1/4 acre lots, 38% imp, HSG D 5.400 95 Urban commercial, 85% imp, HSG D 10.500 87 1/4 acre lots, 38% imp, HSG D 84.740 87 Weighted Average 54.241 64.01% Pervious Area 30.499 35.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 48.6 300 0.0160 0.10 Sheet Flow, Developed Lot Grass: Bermuda n= 0.410 P2= 4.50" 2.7 350 0.0200 2.12 Shallow Concentrated Flow, Across Park Grassed Waterway Kv= 15.0 fps 0.3 220 10.62 Lake or Reservoir, SouthemPlantation Detention basin Mean Depth= 3.50' 0.6 508 0.0200 13.34 94.33 Pipe Channel, SouthPianStm Outfall to Creek 36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75' n= 0.013 Concrete pipe, straight & clean 0.3 250 0.0240 14.62 103.33 Pipe Channel, South Plant Dr Outfall Pipe 36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75' n= 0.013 Concrete pipe, straight & clean 2.0 730 0.0060 6.16 443.37 Channel Flow, Open Ditch Area= 72.0 sf Perim= 23.0' r= 3.13' n= 0.040 54.5 2,358 Total 400 350- 3007 0 200= 0 " 150 100 50-= 0 367.99 cfs Subcatchment 2S: STA. 26 +00 Hydrograph Type III 24 -hr 100 Year Rainfall= 11.00" Runoff Area= 84.740 ac Runoff Volume =66.309 af Runoff Depth= 9.39" Flow Length= 2,358' Tc =54.5 min CN =87 ' f Tr" ur lr r r e 181111 1,E1 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 Time (hours) Sta. 26 +00 Type l// 24 - hr 100 Year Rainfall - 19.00" Printed 3/29/2011 Paae 2 Runoff 3 -29 -11 HEC RAS Area Discharge Prepared by Hester Engineering Company HydroCAD® 9.00 s/n 05170 © 2009 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: STA. 17 +00 Runoff = 325.17 cfs @ 12.72 hrs, Volume= 57.902 af, Depth= 5.98" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.05 hrs Type III 24 -hr 10 Year Rainfall-7.40" Area (ac) 42.000 6.100 9.700 0.600 0.940 5.900 3.600 5.400 10.500 11.600 5.600 10.400 3.800 116.140 65.347 50.793 Tc Length Slope (min) (feet) (ft /ft) 48.6 300 0.0160 2.7 350 0.0200 0.3 220 0.6 508 0.0200 CN Description 87 1/4 acre lots, 38% imp, HSG D 80 >75% Grass cover, Good, HSG D 87 1/4 acre lots, 38% imp, HSG D 87 1/4 acre lots, 38% imp, HSG D 93 Urban industrial, 72% imp, HSG D 80 >75% Grass cover, Good, HSG D 87 1/4 acre lots, 38% imp, HSG D 95 Urban commercial, 85% imp, HSG D 87 1/4 acre lots, 38% imp, HSG D 93 Urban industrial, 72% imp, HSG D 95 Urban commercial, 85% imp, HSG D 87 1/4 acre lots, 38% imp, HSG D 95 Urban commercial, 85% imp, HSG D 88 Weighted Average 56.27% Pervious Area 43.73% Impervious Area Velocity (ft /sec) 0.10 Capacity Description (cfs) 2.12 10.62 13.34 94.33 0.3 250 0.0240 14.62 103.33 2.0 730 0.0060 6.16 443.37 0.7 300 0.0100 6.97 1,255.11 55.2 2,658 Total Sheet Flow, Developed Lot Grass: Bermuda n= 0.410 P2= 4.50" Shallow Concentrated Flow, Across Park Grassed Waterway Kv= 15.0 fps Lake or Reservoir, SouthemPlantation Detention basin Mean Depth= 3.50' Pipe Channel, SouthPlanStm Outfall to Creek 36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75' n= 0.013 Concrete pipe, straight & clean Pipe Channel, South Plant Dr Outfall Pipe 36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75' n= 0.013 Concrete pipe, straight & clean Channel Flow, Open Ditch Area= 72.0 sf Perim= 23.0' r= 3.13' n= 0.040 Channel Flow, Open Channel Area= 180.0 sf Perim= 70.0' r= 2.57' n= 0.040 Sta. 17 +00 Type 11124 - hr 10 year Rainfall =7.40" Printed 3/29/2011 Paga 1 3 -29 -11 HEC RAS Area Discharge Prepared by Hester Engineering Company HydroCAD® 9.00 s/n 05170 © 2009 HydroCAD Software Solutions LLC 50: 0 Subcatchment 3S: STA. 17+00 Hydrograph 325.17 cfs Type III 24-hr 10 Year Rainfall = 7.40" Runoff Area = 116.140 ac Runoff Volume =57.902 of Runoff Depth= 5.98" Flow Length= 2,658' Tc =55.2 min CN =88 4 6 8 10 12 14 16 18 20 22 24 26 28 30 Time (hours) Sta. 17 +00 Type /1124 - hr 10 Year Rainfall= 7.40" Printed 3/29/2011 Page 2 L° Runoff` 3 -29 -11 HEC RAS Area Discharge Prepared by Hester Engineering Company HydroCAD® 9.00 s/n 05170 © 2009 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: STA. 17 +00 Runoff = 505.79 cfs @ 12.71 hrs, Volume= 92.113 af, Depth= 9.52" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.05 hrs Type III 24 -hr 100 Year Rainfall = 11.00" Area (ac) CN Description 42.000 87 1/4 acre lots, 38% imp, HSG D 6.100 80 >75% Grass cover, Good, HSG D 9.700 87 1/4 acre lots, 38% imp, HSG D 0.600 87 1/4 acre lots, 38% imp, HSG D 0.940 93 Urban industrial, 72% imp, HSG D 5.900 80 >75% Grass cover, Good, HSG D 3.600 87 1/4 acre lots, 38% imp, HSG D 5.400 95 Urban commercial, 85% imp, HSG D 10.500 87 1/4 acre lots, 38% imp, HSG D 11.600 93 Urban industrial, 72% imp, HSG D 5.600 95 Urban commercial, 85% imp, HSG D 10.400 87 1/4 acre lots, 38% imp, HSG D 3.800 95 Urban commercial, 85% imp, HSG D 116.140 88 Weighted Average 65.347 56.27% Pervious Area 50.793 43.73% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 48.6 300 0.0160 0.10 Sheet Flow, Developed Lot Grass: Bermuda n= 0.410 P2= 4.50" 2.7 350 0.0200 2.12 Shallow Concentrated Flow, Across Park Grassed Waterway Kv= 15.0 fps 0.3 220 10.62 Lake or Reservoir, SouthemPlantation Detention basin Mean Depth= 3.50' 0.6 508 0.0200 13.34 94.33 Pipe Channel, SouthPlanStm Outfall to Creek 36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75' n= 0.013 Concrete pipe, straight & clean 0.3 250 0.0240 14.62 103.33 Pipe Channel, South Plant Dr Outfall Pipe 36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75' n= 0.013 Concrete pipe, straight & clean 2.0 730 0.0060 6.16 443.37 Channel Flow, Open Ditch Area= 72.0 sf Perim= 23.0' r= 3.13' n= 0.040 0.7 300 0.0100 6.97 1,255.11 Channel Flow, Open Channel Area= 180.0 sf Perim= 70.0' r= 2.57' n= 0.040 55.2 2,658 Total Sta. 17 +00 Type 11124 - hr 100 Year Rainfall Printed 3/29/2011 Page 3 3 -29 -11 HEC RAS Area Discharge Prepared by Hester Engineering Company HydroCAD® 9.00 s/n 05170 © 2009 HydroCAD Software Solutions LLC 550= 500_ 450= 400= 350= 300= 0 250. L 200= 150= 100= 50- 0 Subcatchment 3S: STA. 17+00 Hydrograph IrI. f41 9. I 1 III „ 31 Type III 24 -hr 100 Year Rainfall =11.00" Runoff Area =116.140 ac Runoff Volume =92.113 of Runoff Depth =9.52" Flow Length = 2,658' Tc =55;2 min CN =88 8 10 12 14 16 18 20 22 24 26 28 30 Time (hours) Sta. 17 +00 Type ///24 - hr 100 Year Rainfall Printed 3/29/2011 Page 4 LD Runoff` E.G. Elev (ft) 275.85 Element Left OB Channel Right OB Vel Head (ft) 0.05 Wt. n-Val. 0.070 0.040 0.070 W.S. Elev (ft) 275.80 Reach Len. (ft) 50.00 29.00 11.00 Crit W.S. (ft) 274.33 Flow Area (sq ft) 0.10 132.58 832H E.G. Slope (ft/ft) 0.001451 Area (sq ft) 0.10 132.58 8.32 Q Total (cfs) 235.16 Flow (cfs) 0.02 235.16 1.83 1 Top Width (ft) 92.88 Top Width (ft) 0.72 92.88 57.01 Vel Total (ft/s) 1.77 Avg. Vel. (ft/s) 1.77 2.02 Max Chl Dpth (ft) 4.60 Hydr. Depth (ft) 1.43 0.15 Conv. Total (cfs) 6173.7 Conv. (cfs) 9876.7 6173.7 0.6 Length Wtd. (ft) 29.00 Wetted Per. (ft) 28.78 94.47 0.78 Min Ch El (ft) 271.20 Shear (Ib/sq ft) 0.13 Shear (lb/sq ft) Alpha 1.00 Stream Power (Iblft s) 278.57 0.00 0.00 Frctn Loss (ft) 0.07 Cum Volume (acre-ft) 0.04 3.99 0.00 C & E Loss (ft) 0.01 Cum SA (acres) 0.05 2.47 I 0.00 . ....... __ . _ E.G. Elev (ft) 276.36 Element Left OB Channel Right 0E Vel Head (ft) 0.06 Wt. n-Val. 0.070 0.040 0.070 W.S. Elev (ft) 276.29 Reach Len. (ft) 50.00 29.00 11.00 Crit VV.S. (ft) 274.84 Flow Area (sq ft) 0.10 180.83 832H E.G. Slope (Mt) 0.001388 Area (sq ft) 0.10 180.83 8.32 Q Total (cfs) 367.99 Flow (cfs) 0.02 366.14 1.83 1 Top VVidth (ft) 158.30 Top Width (ft) 0.72 100.57 57.01 Vel Total (ft/s) 1.94 Avg. Vel. (ft/s) 0.21 2.02 0.22 Max Chl Dpth (ft) 5.09 Hydr. Depth (ft) 0.15 1.80 0.15 Conv. Total (cfs) 9876.7 Conv. (cfs) 0.6 9827.1 49.0 Length Wtd. (ft) 28.78 Wetted Per. (ft) 0.78 102.20 57.01 Min Ch El (ft) 271.20 Shear (lb/sq ft) 0.01 0.15 0.01 Alpha 1.08 Stream Power (lbift s) 278.57 0.00 0.00 Frctn Loss (ft) 0.06 Cum Volume (acre-ft) 0.15 5.67 0.11 C & E Loss (ft) 0.00 Cum SA (acres) 0.35 2.78 0.31 . ....... __ . _ E.G. Elev (ft) 275.77 Element Left OB Channel Right OB] Vel Head (ft) 0.11 Wt. n-Val. 0.040 W.S. Elev (ft) 275.66 Reach Len. (ft) 90.00 100.00 108.00 Crit W.S. (ft) 275.09 Flow Area (sq ft) 87.82 E.G. Slope (ft/ft) 0.005595 Area (sq ft) 87.82 Q Total (ds) 235.16 Flow (cfs) 235.16 Top Width (ft) 92.45 Top Width (ft) 92.45 Vel Total (ft/s) 2.68 Avg. Vol. (ft/s) 2.68 Max Chl Dpth (ft) 2.76 Hydr. Depth (ft) 0.95 Cony. Total (ds) 3143.9 Conv. (cfs) 3143.9 Length Wtd. (ft) 100.00 Wetted Per. (ft) 92.84 Min Ch El (ft) 272.90 Shear (lb/sq ft) 0.33 Alpha 1.00 Stream Power (lb/ft s) 235.00 0.00 0.00 Frctn Loss (ft) 0.62 Cum Volume (acre-ft) 0.04 3.92 0.00 C & E Loss (ft) 0.01 Cum SA (acres) 0.05 2.41 0.00 • RS: 2129 Profile: 10Yr • RS: 2129 Profile: 100Yr • sr.T C SCT RS: 2100 Profile: 10Yr E.G. Elev (ft) 276.29 Element Left OB Channel Right 08 Vel Head (ft) 0.09 Wt. n -Val. 0.070 0.040 0.070 W.S. Elev (ft) 276.20 Reach Len. (ft) 90.00 100.00 108.00 Crit W.S. (ft) 275.45 Flow Area (sq ft) 1.24 144.61 14.81 E.G. Slope ( ft/ft) 0.003231 Area (sq ft) 1.24 144.61 14.81 Q Total (cfs) 367.99 Flow (cfs) 0.76 360.93 7.06 Top Width (ft) 171.39 Top Width (ft) 3.02 111.91 59.48 Vel Total (ft/s) 2.31 Avg. Vel. (ftls) 0.62 2.50 0.48 Max Chl Dpth (ft) 3.30 Hydr. Depth (ft) 0.41 1.29 0.25 Conv. Total (cfs) 6474.2 Conv. (cfs) 14.1 6350.0 124.2 Length Wtd. (ft) 100.23 Wetted Per. (ft) 49.88 112.53 59.68 Min Ch El (ft) 272.90 Shear (lb/sq ft ) 0.08 0.26 0.05 Alpha 1.15 Stream Power (113/ft s) 235.00 0.00 0.00 Frctn Loss (ft) 0.31 Cum Volume (acre -ft) 0.15 5.56 0.10 C & E Loss (ft) 0.01 Cum SA (acres) 0.35 2.71 0.29 E.G. Elev (ft) 275.15 Element " Left OB Channel 0.040 Right OB Vel Head (ft) 0.21 Wt. n -Val. 0.070 W.S. Elev (ft) 274.94 Reach Len. (ft) 118.00 100.00 91.00 Crit W.S. (ft) 274.31 Flow Area (sq ft) 274.79 63.68 1.24 E.G. Slope (ft/ft) 0.006869 Area (sq ft) 0.002906 63.68 1.24 Q Total (cfs) 235.16 Flow (cfs)' 367.99 235.16 0.76 Top Width (ft) 47.03 Top Width (ft) 104.88 47.03 3.02 Vel Total (ft/s) 3.69 'Avg. Vel. (ft/s) 2.82 3.69 0.62 Max Chl Dpth (ft) 3.74 Hydr. Depth (ft) 4.62 1.35 0.41 Conv. Total (cfs) 2837.3 Conv. (cfs) 6825.8 2837.3 14.1 Length Wtd. (ft) 100.00 Wetted Per. (ft) 99.83 Wetted Per. (ft) 48.48 49.88 Min Ch El (ft) 271.20 Shear (Iblsq ft) 0.07 0.56 0.08 Alpha 1.00 Stream Power (lb /ft s) 194.97 0.00 0.00 Frctn Loss (ft) 0.05 Cum Volume (acre -ft) 0.04 3.75 0.00 C & E Loss (ft) 0.06 Cum SA (acres) 0.05 2.25 0.00 E.G. Elev (ft) 275.98 Element Left OB Channel Right 08 Vel Head, (ft) 0.16 Wt. n -Val. 0.070 0.040 0.070 W.S. Elev (ft) 275.82 Reach Len. (ft) 118.00 100.00 91.00 Crit W.S. (ft) 274.79 Flow Area (sq ft) 1.24 106.25 ! 22.96 E.G. Slope ( ft/ft) 0.002906 Area (sq ft) 1.24 106.25 22.96 Q Total (cfs) 367.99 Flow (cfs) 0.76 352.26 14.97 Top Width (ft) 104.88 Top Width (ft) 3.02 48.42 53.43 Vel Total (ft/s) 2.82 Avg. Vel. (ft/s) 0.62 3.32 0.65 Max Chi Dpth (ft) 4.62 Hydr. Depth (ft) 0.41 2.19 0.43 Conv. Total (cfs) 6825.8 Conv. (cfs) 14.1 6534.1 277.6 Length Wtd. (ft) 99.83 Wetted Per. (ft) 3.13 49.88 53.44 Min Ch El (ft) 271.20 Shear (lb /sq ft) 0.07 0.39 0.08 Alpha 1.32 Stream Power (Ib /ft s) 194.97 0.00 0.00 Frctn Loss (ft) 0.04 Cum Volume (acre -ft) 0.15 5.28 0.06 C & E Loss (ft) 0.05 Cum SA (acres) 0.34 2.53 0.15 Plan: SCT C SCT RS: 2100 Profile: 100Yr Plan: SCT C SCT RS: 2000 Profile: 10Yr Plan: SCT C SCT RS: 2000 Profile: 100Yr Crit W.S. (ft) 271.92 Flow Area (sq ft) 298.73 Channel E.G. Slope (ft/ft) 0.000119 Area (sq ft) 298.73 0.000 E.G. Elev (ft) 275.03 Element Left OB Channel Right OB Vel Head (ft) 0.01 Wt. n-Val. 0.000 0.040 0.070 W.S. Elev (ft) 275.02 Reach Len. (ft) 58.00 68.00 75.00 Crit W.S. (ft) 272.71 Flow Area (sq ft) 0.00 285.54 0.01 E.G. Slope (ft/ft) 0.000185 Area (sq ft) 0.00 285.54 0.01 Q Total (cfs) 235.16 Flow (cfs) 0.00 235.16 0.00 Top Width (ft) 137.94 Top Width (ft) 0.20 136.89 0.84 Vel Total (ft/s) 0.82 Avg. Vel. (ft/s) 0.01 0.82 0.01 Max Chl Dpth (ft) 3.52 Hydr. Depth (ft) 0.01 2.09 0.01 Cony. Total (cfs) 17288.3 Cony. (cfs) 0.0 17288.3 0.0 Length Wtd. (ft) 68.00 Wetted Per. (ft) 0.20 137.23 0.84 Min Ch El (ft) 271.50 Shear (lb/sq ft) Shear (lb/v:1ft) 0.02 0.00 Alpha 1.00 Stream Power (lb/ft s) 208.47 0.00 0.00 Frctn Loss (ft) 0.01 Cum Volume (acre-ft) 0.04 3.35 0.00 C & E Loss (ft) 0.00 Cum SA (acres) 0.05 2.04 0.00 E.G. Elev (ft) 275.90 Element Left OB Channel Right OB Vel Head (ft) 0.01 Wt. n-Val. 0.070 0.040 0.070 W.S. Elev (ft) 275.89 Reach Len. (ft) 58.00 68.00 75.00 Crit W.S. (ft) 272.96 Flow Area (sq ft) 8.62 403.53 14.23 E.G. Slope (ft/ft) 0.000141 Area (sq ft) 8.62 403.53 14.23 Q Total (cfs) 367.99 Flow (cfs) 1.00 364.91 2.08 Top 'Width (ft) 198.22 Top VVidth (ft) 29.18 136.89 32.15 Vel Total (ftis) 0.86 Avg. Vel. (ft/s) 0.12 0.90 0.15 Max Chl Dpth (ft) 4.39 Hydr. Depth (ft) 0.30 2.95 0.44 Conv. Total (cfs) 31027.5 Conv. (cfs) 84.2 30767.9 175.4 Length Wtd. (ft) 67.99 Wetted Per. (ft) 29.72 137.23 32.16 Min Ch El (ft) 271.50 Shear (lb/v:1ft) 0.00 0.03 0.00 Alpha 1.09 Stream Power (lb/ft s) 208.47 0.00 0.00 Frctn Loss (ft) 0.01 ClirTIVolurne (acre-ft) 0.13 4.69 0.02 C & E Loss (ft) 0.00 Cum SA (acres) 0.30 2.31 0.06 • sr.T c SCT RS: 1900 Profile: 10Yr • RS: 1900 Profile: 100Yr Plan: SCT C SCT RS: 1832 E.G. Elev (ft) Vel Head (ft) 275.02 0.01 Element Wt. n-Val. Left OB Channel 0.040 Right OB Q Total (cfs) Top Width (ft) Vel Total (ft/s) Max Chl Dpth (ft) Conv. Total (cfs) Length Wtd. (ft) Min Ch El (ft) Alpha Frctn Loss (ft) C & E Loss (ft) Profile: 10Yr 01 Reach Len. (ft) 235.16 Flow (cfs) 109.63 Top Width (ft) 0.79 4.41 21588.3 32.00 270.60 Shear (lb/sq ft) 1.00 0.01 Cum Volume (acre-ft) 0.01 Cum SA (acres) Avg. Vel. (ft/s) Hydr. Depth (ft) Conv. (cfs) Wetted Per. (ft) 56.00 Stream Power (lb/ft s) 177.00 0.04 0.05 32.00 235.16 109.63 0.79 2.72 21588.3 110.09 0.02 0.00 2.89 1.84 45.00 0.00 E.G. Elev (ft) 275.89 Element Wt. n -Val. Left OB 0.070 Channel 0.040 Right OB 0.070 Vel Head (ft) 0.01 W.S. Elev (ft) 275.88 Reach Len. (ft) 56.00 32.00 45.00 Crit W.S. (ft) 272.23 Flow Area (sq ft) 11.60 399.07 1.37 E.G. Slope (ft/ft); 0.000125 Area (sq ft) 11.60 399.07 1.37 Q Total (cfs) 367.99 Flow (cfs) 1.51 366.37 0.11 Top Width (ft) 155.94 Top Width (ft) 27.77 120.89 7.28 Vel Total (ft/s) 0.89 Avg. Vel. (ft/s) 0.13 0.92 0.08 Max Chl Dpth (ft) 5.28 Hydr. Depth (ft) 0.42 3.30 0.19 Conv. Total (cfs) 32912.2 Conv. (cfs) 134.9 32767.8 9.5 Length Wtd. (ft) 32.05 Wetted Per. (ft) 28.62 121.44 7.29 Min Ch El (ft) 270.60 Shear (lb/sq ft) 0.00 0.03 0.00 Alpha 1.05 Stream Power (lb /ft s) 177.00 0.00 0.00 Frctn Loss (ft) 0.01 Cum Volume (acre -ft) 0.12 4.06 0.01 C & E Loss (ft) - 0.01 Cum SA (acres) ; 0.26 2.11 0.03 E.G. Elev (ft) 275.87 Element Left OB Channel Right 08 Vel Head (ft) 0.08 Wt. n-Val. " 0.040 W.S. Elev (ft) 275.80 Reach Len. (ft) 5.00 42.00 50.00 Crit W.S. (ft) 273.58 Flow Area (sq ft) 166.18 E.G. Slope (tuft) 0.000915 Area (sq ft) 166.18 Q Total (cfs) 367.99 Flow (cfs) 367.99 Top Width (ft) 58.95 Top Width (ft) 58.95 Vel Total (ft/s) 2.21 Avg. Vel. (ft/s) 2.21 Max' Chl Dpth (ft) 5.16 Hydr. Depth (ft) 2.82 Conv. Total (cfs) 12166.1 Conv. (cfs) 7422.9 12166.1 Length Wtd. (ft) Length Wtd. (ft) 42.00 Wetted Per. {ft) 54.11 60.06 Min Ch El (ft) Min Ch El (ft) 270.64 Shear (lb/sq ft) 0.14 0.16 Alpha Alpha 1.00 Stream Power (lb/ft s) 150.67 0.00 0.00 Frctn Loss (ft) 0.10 Cum Volume (acre -ft) 0.11 3.86 0.01 C & E Loss (ft) - 0.10 Cum SA (acres) 0.24 2.05 0.02 E.G. Elev (ft) 275.01 Element Left OB Channel Right OB Vel Head (ft) 0.06 Wt. n-Val. 0.040 W.S. Elev (ft) 274.95 Reach Len. (ft) 5.00 42.00 50.00 Crit W.S. (ft) 273.14 Flow Area (sq ft) 118.49 E.G. Slope (ft/ft) 0.001004 Area (sq ft) 118.49 Q Total (cfs) 235.16 Flow (cfs) 235.16 Top Width (ft) 53.25 Top Width (ft) 53.25 Vel Total (ft/s) 1.98 Avg. Vel. (ft/s) 1.98 Max Chl Dpth (ft) 4.31 Hydr. Depth (ft) 2.23 Conv. Total (cfs) 7422.9 Conv. (cfs) 7422.9 Length Wtd. (ft) 42.00 Wetted Per. (ft) 54.11 Min Ch El (ft) 270.64 Shear (Iblsq ft) 0.14 Alpha 1.00 Stream Power (lb/ft s) 150.67 0.00 0.00 Frctn Loss (ft) 0.11 Cum Volume (acre -ft) 0.04 2.74 C & E Loss (ft) 0.08 Cum SA (acres) 0.05 1.78 Plan: SCT C SCT RS: 1832 Profile: 100Yr Plan: SCT C SCT RS: 1800 Profile: 10Yr Plan: SCT C SCT RS: 1800 Profile: 100Yr i iir...,. ■■•••• 8 ../. ••••■•• • E.G. Elev (ft) • ••■•• • • - - . 274 81 Element Left OB Channel Right OB Vel Head (ft) 0.87 Wt. n-Val. 0.070 0.040 W.S. Elev (ft) 273.94 Reach Len. (ft) 58.00 58.00 58.00 Grit W.S. (ft) 273.94 Flow Area (sq ft) 0.09 31.35 E.G. Slope (ft/ft) 0.021251 Area (sq ft) 0.09 31.35 Q Total (cfs) 235.16 Flow (cis) 235.16 367.99 Top Width (ft) 17.91 Top Width (ft) Top Width (ft) 17.91 26.52 Vel Total (ft/s) 7.50 Avg. Vel. (ft/s) Avg. Vel. (ft/s) 7.50 4.08 Max Chl Dpth (ft) 3.50 Hydr. Depth (ft) Hydr. Depth (ft) 1.75 3.00 Cony. Total (efs) 1613.1 Conv. (cfs) 1613.1 2610.4 Length Wtd. (ft) 58.00 Wetted Per. (ft) 19.23 23.03 Min Ch El (ft) 270.44 Shear (lb/sq ft) 2.16 2.42 Alpha 1.00 Stream Power (lb/ft s) 163.56 0.00 0.00 Frctn Loss (ft) 0.33 Cum Volume (acre-ft) 0.04 2.67 Cum Volume (acre-ft) C & E Loss (ft) 0.18 Cum SA (acres) 0.05 1.75 0.19 E.G. Elev (ft) 275.67 Element Left OB Channel Right OB Vel Head (ft) 1.04 . Wt n-Val. . 0.070 0.040 W.S. Elev (ft) 274.63 Reach Len. (ft) 58.00 58.00 58.00 Crit W.S. (ft) 274.63 Flow Area (sq ft) 0.09 44.98 E.G. Slope (ft/ft) 0.019873 Area (sq ft) 0.09 44.98 0 Total (cfs) 367.99 Flow (cfs) 0.01 367.99 -I Top Width (ft) 21.45 Top Width (ft) 21.45 26.52 Vel Total (ft/s) 8.18 Avg. Vel. (ft/s) Avg. Vel. (ft/s) 8.18 4.08 Max Chl Dpth (ft) 4.19 Hydr. Depth (ft) Hydr. Depth (ft) 2.10 3.00 Cony. Total (cfs) 2610.4 Conv. (cfs) Conv. (cfs) 2610.4 5833.2 Length Wtd. (ft) 58.00 Wetted Per. (ft) 23.03 4.57 Min Ch El (ft) 270.44 Shear (lb/sq ft) 2.42 Shear (lb/sq ft) Alpha 1.00 Stream Power (IttIft s) 163.56 0.00 0.00 Frctn Loss (ft) 0.40 Cum Volume (acre-ft) 0.11 3.76 0.01 C & E Loss (ft) 0.19 Cum SA (acres) 0.24 2.01 0.02 I 1.II• ...”, . - __. E.G. Elev (ft) .._. .. __ 274.19 _ _ Element Left OB Channel Right OB Vel Head (ft) 0.26 Wt. n-Val. 0.070 0.040 1 W.S. Elev (ft) 273.93 Reach Len. (ft) 118.00 113.00 105.00 Crit W.S. (ft) 272.21 Flow Area (sq ft) 0.09 79.63 E.G. Slope (ft/ft) 0.003107 Area (sq ft) 0.09 79.63 Q Total (cfs) 325.17 Flow (cfs) 0.01 325.16 -I Top Width (ft) 31.09 Top Width (ft) 4.57 26.52 Vel Total (ft/s) 4.08 Avg. Vel. (ft/s) 0.09 4.08 Max Chl Dpth (ft) 5.25 Hydr. Depth (ft) 0.02 3.00 Conv. Total (cfs) 5833.3 Conv. (cfs) 0.1 5833.2 Length Wtd. (ft) 113.00 Wetted Per. (ft) 4.57 28.76 Min Ch El (ft) 268.68 Shear (lb/sq ft) 0.00 0.54 Alpha 1.00 Stream Power (lb/ft s) 185.52 0.00 0.00 Frctn Loss (ft) 0.55 Cum Volume (acre-ft) 0.04 2.59 C & E Loss (ft) 0.00 Cum SA (acres) 0.04 1.72 • 1758 Profile: lOYr • 1758 Profile: lOOYr E.G. Elev (ft) 273.63 Element ; Left OB Channel Right OB Vel Head (ft) 0.28 Wt. n -Val. 0.070 0.040 0.070 W.S. Elev (ft) 273.36 Reach Len. (ft) 100.00 100.00 100.00 Crit W.S. (ft) 272.77 Flow Area (sq ft) 23.87 77.27 1.48 E.G. Slope (ft/ft) 0.008819 Area (sq ft) 23.87 77.27 1.48 Q Total (cfs) 325.17 Flow (cfs) 14.21 325.17 0.81 Top Width (ft) 57.63 Top Width (ft) 82.07 57.63 5.80 Vel Total (ft/s) 4.21 Avg. Vel. (ft/s) 4.21 0.54 Max Chl Dpth (ft) 3.78 Hydr. Depth (ft) 0.29 1.34 0.26 Conv. Total (cfs) 3462.5 Conv. (cfs) 222.4 3462.5 12.6 Length Wtd. (ft) 100.00 Wetted Per. (ft) 82.08 58.32 5.82 Min Ch El (ft) 269.58 Shear (lb /sq ft) 0.07 0.73 0.06 Alpha 1.00 Stream Power (Ib/ft s) 138.47 0.00 0.00 Frctn Loss (ft) 1.30 Cum Volume (acre -ft) 0.04 2.39 0.00 C & E Loss (ft) 0.05 Cum SA (acres) 0.04 1.61 E.G. Elev (ft) 274.92 r Element Left OB Channel Right OB Vel Head (ft) 0.39 Wt. n -Val. 0.070 0.040 0.070 W.S. Elev (ft) 274.53 Reach Len. (ft) 118.00 113.00 105.00 Crit W.S. (ft) 272.99 Flow Area (sq ft) 23.87 96.09 1.48 E.G. Slope (ft/ft) 0.004085 Area (sq ft) 23.87 96.09 1.48 Q Total (cfs) 505.79 Flow (cfs) 14.21 490.77 0.81 Top Width (ft) 115.94 Top Width (ft) 82.07 28.07 5.80 Vel Total (ft/s) 4.17 Avg. Vel. (ft/s) 0.60 5.11 0.54 Max Chi Dpth (ft) 5.85 Hydr. Depth (ft) ''' 0.29 3.42 0.26 Conv. Total (cfs) 7913.4 Conv. (cfs) 222.4 7678.4 12.6 Length Wtd. (ft) 113.06 Wetted Per. (ft) 82.08 30.45 5.82 Min Ch El (ft) 268.68 Shear (Ib /sq ft) 0.07 0.80 0.06 Alpha 1.46 Stream Power (lb/ft s) 185.52 0.00 0.00 Frctn Loss (ft) 0.61 Cum Volume (acre -ft) 0.10 3.66 0.00 C & E Loss (ft) 0.04 Cum SA (acres) 0.19 1.97 0.02 F.G. Elev (ft ) 274.27 Element Left OB Channel Right Ot3 Vel Head (ft) 0.26 Wt. n -Val. 0.040 W.S. Elev (ft) 274.01 Reach Len. (ft) 100.00 100.00 100.00 Crit W.S. (ft) 273.35 Flow Area (sq ft) 124.15 E.G. Slope (ft/ft) 0.007506 Area (sq ft) 124.15 0 Total (cfs) 505.79 Flow (cfs) 505.79 Top, Width (ft) 86.44 Top Width (ft) 86.44 Vel Total (ft/s) 4.07 Avg. Vel. (ft/s) 4.07 Max Chl Dpth (ft) 4.43 Hydr. Depth (ft) 1.44 Conv. Tota (cfs) 5838.1 Conv. (cfs) 5838.1 Length Wtd. (ft) 100.00 Wetted Per. (ft) 87.17 Min Ch El (ft) 269.58 Shear (lb /sq ft) 0.67 Alpha 1.00 Stream Power (lb /ft s) ' 138.47 0.00 0.00 Frctn Loss (ft) 1.15 Cum Volume (acre -ft) 0.06 3.38 0.00 C & E Loss (ft) 0.07 Cum SA (acres) 0.08 1.83 0.01 Plan: SCT C SCT RS: 1700 Profile: 100Yr Plan: SCT C SCT RS: 1587 Profile: 10Yr Plan: SCT C SCT RS: 1587 Profile: 100Yr memesseessess•••••••••rAlass...... MOOSCSOOMOOSOO00000110glessessai22n". •essessessesessesessesseessessassm........1 i••••!..••••• S SSSSSSSOSSS••o••••••••■...•...r 0 s - r 8 R 8 8 $ U 1 0 1 1- 8 W 8 W N N 8 (a) uouswe (u) uollena13 0 to co eel ■ N N 01 N N co N (u) uollena13 8 8 O 8 g 0 N < 0 g 8 � U • c0i 8 Q x • r w 8 K 8 0 G13 40 W N N N N 8 a 1 0 r W N N O 8 W r r 8'8 8 N A • 00 0 m 8 N (u) uollenal3 (u) ualena13 co N N N N N (u) uouena13 (8) uollem 01 04 04 N N N N (u) uollenal3 A N 8 0 8 8 8 0 N 8 8 e 8 0 8 1012i0•i•ii•••ii•i••r •Y c o J 4 Q2 Q5 PRE DEVELOPMENT (CFS) 33.5 MAX WATER SURFACE ELEVATION SPRING CREEK TERRACE PHASE ONE DETENTION BASIN SUMMARY Q10 Q25 Q50 Q100 42.21 52.42 59.71 8.43 POST DEVELOPMENT (CFS) 20.65 i 30.90 37.91 44.85 50.7 57.7 ' ' 276.67 277.30 277.75 278.30 278.70 279.11 PREDEVELOPMENT CONDITIONS <Subc t/ 2S 1.02 ac ByPass Reach Link Pre Dev to ischage Poin Total Discharge Drainage Diagram for SCT Pre Dev Prepared by Hester Engineering Company, Printed 3/31/2011 HydroCAD® 9.00 s/n 05170 © 2009 HydroCAD Software Solutions LLC SCT Pre Dev Prepared by Hester Engineering Company HydroCAD® 9.00 s/n 05170 © 2009 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Pre Dev to Dischage Point Runoff = 20.11 cfs @ 12.70 hrs, Volume= 3.062 af, Depth> 2.43" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type III 24 -hr 2 Year Rainfall= 4.50" Area (ac) CN Description 0.710 87 1/4 acre lots, 38% imp, HSG D 6.120 79 Woods, Fair, HSG D 8.320 84 Pasture /grassland /range, Fair, HSG D 15.150 82 Weighted Average 14.880 98.22% Pervious Area 0.270 1.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 20.4 80 0.0100 0.07 Sheet Flow, Existing Single Family Resid Grass: Bermuda n= 0.410 P2= 4.50" 8.2 300 0.0150 0.61 Shallow Concentrated Flow, Wooded Tract Woodland Kv= 5.0 fps 4.5 183 0.0180 0.67 Shallow Concentrated Flow, Wooded Tract Woodland Kv= 5.0 fps 3.3 184 0.0180 0.94 Shallow Concentrated Flow, Pasture Short Grass Pasture Kv= 7.0 fps 7.1 260 0.0077 0.61 Shallow Concentrated Flow, Pasture Short Grass Pasture Kv= 7.0 fps 7.6 544 0.0294 1.20 Shallow Concentrated Flow, Pasture Short Grass Pasture Kv= 7.0 fps 0.6 180 0.5000 4.95 Shallow Concentrated Flow, Along Spring Creek Short Grass Pasture Kv= 7.0 fps 51.7 1,731 Total 22- 20- 18 16- N 14 • 12= 0 10� • 8= 6 4- 2 0 Type III 24 -hr 2 Year Rainfal I =4.50" Runoff Area = 15.150 ac Runoff Volume =3.062 af Runoff Depth >2.43" Flow Length =1,731' Tc=51.7 min CN =82 Subcatchment 1 S: Pre Dev to Dischage Point Hydrograph 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) SCT Pre Dev Total to Dischage Point Type 11124 - hr 2 Year Rainfall= 4.50" Printed 3/31/2011 Page 2 Lo Runoff` SCT Pre Dev Prepared by Hester Engineering Company HydroCAD® 9.00 s/n 05170 © 2009 HydroCAD Software Solutions LLC Runoff w • 1 0 1.66 cfs @ 12.42 hrs, Volume= 0.193 af, Depth> 2.28" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type III 24 -hr 2 Year Rainfall= 4.50" Area (ac) CN Description 1.020 80 Pasture /grassland /range, Good, HSG D 1.020 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 30.0 0 Summary for Subcatchment 2S: 1.02 ac ByPass Direct Entry, Subcatchment 2S: 1.02 ac ByPass Hydrograph 1.66 cfs Type 11124-hr 2 Year Rainfall= 4.50" Runoff Area =1.020 ac Runoff Volume =0.193 af Runoff Depth >2.28" Tc =30.0 min CN =80 r „ t - ,1--ens-r- e.wio„f,F ",tieg„1¢,., /..,, 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) SCT Pre Dev Total to Dischage Point Type /1124 - hr 2 Year Rainfa//= 4.50" Printed 3/31/2011 Page 3 D Runoff SCT Pre Dev Prepared by Hester Engineering Company HydroCAD® 9.00 s/n 05170 © 2009 HvdroCAD Software Solutions LLC Summary for Reach 1R: Total Discharge [40] Hint: Not Described (Outflow—Inflow) Inflow Area = 16.170 ac, 1.67% Impervious, Inflow Depth > 2.42" for 2 Year event Inflow = 21.27 cfs @ 12.69 hrs, Volume= 3.256 af Outflow = 21.27 cfs @ 12.69 hrs, Volume= 3.256 af, Atten= 0 %, Lag= 0.0 min Routing by Stor- Ind +Trans method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Reach 1R: Total Discharge Hydrograph 22- 20 18= 16= 14_ 3 12= c 10= 8- 6- 4- 2- 0 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) SCT Pre Dev Total to Dischage Point Type 11124 - hr 2 Year Rainfall 4.50" Printed 3/31/2011 Paae 4 Inflow D Outflow SCT Pre Dev Prepared by Hester Engineering Company HydroCAD® 9.00 s/n 05170 © 2009 HydroCAD Software Solutions LLC Runoff Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type III 24 -hr 5 Year Rainfall= 6.20" Area (ac) CN Description 0.710 87 1/4 acre lots, 38% imp, HSG D 6.120 79 Woods, Fair, HSG D 8.320 84 Pasture /grassland /range, Fair, HSG D 15.150 82 Weighted Average 14.880 98.22% Pervious Area 0.270 1.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 20.4 80 0.0100 0.07 Sheet Flow, Existing Single Family Resid Grass: Bermuda n= 0.410 P2= 4.50" 8.2 300 0.0150 0.61 Shallow Concentrated Flow, Wooded Tract Woodland Kv= 5.0 fps 4.5 183 0.0180 0.67 Shallow Concentrated Flow, Wooded Tract Woodland Kv= 5.0 fps 3.3 184 0.0180 0.94 Shallow Concentrated Flow, Pasture Short Grass Pasture Kv= 7.0 fps 7.1 260 0.0077 0.61 Shallow Concentrated Flow, Pasture Short Grass Pasture Kv= 7.0 fps 7.6 544 0.0294 1.20 Shallow Concentrated Flow, Pasture Short Grass Pasture Kv= 7.0 fps 0.6 180 0.5000 4.95 Shallow Concentrated Flow, Along Spring Creek Short Grass Pasture Kv= 7.0 fps 51.7 1,731 Total 35- 30- 25 0 20- 15- u. 10-- 5- 0 Summary for Subcatchment 1S: Pre Dev to Dischage Point = 31.66 cfs @ 12.69 hrs, Volume= 4.880 af, Depth> 3.87" Type 11124 -hr 5 Year Rainfall =6.20" Runoff Area =15.150 ac Runoff Volume= 4.880 af Runoff Depth >3.87" Flow Length = 1,731' Tc =51.7 min CN =82 Subcatchment 1 S: Pre Dev to Dischage Point Hydrograph I TA r c� ra , E j a : a 1 - 1 9 9, 1 1 9 1 9 1' 1 9 , 1 1 9 1, 9 1 1 1 9 1 1 1 1 9 91 1. 9 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) SCT Pre Dev Total to Dischage Point Type 11124 - hr 5 Year Rainfall= 6.20" Printed 3/31/2011 Pap 5 �❑ Runoff` SCT Pre Dev Prepared by Hester Engineering Company HydroCAD® 9.00 s/n 05170 © 2009 HydroCAD Software Solutions LLC Runoff 0 Summary for Subcatchment 2S: 1.02 ac ByPass 2.67 cfs @ 12.41 hrs, Volume= 0.314 af, Depth> 3.69" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type III 24 -hr 5 Year Rainfall= 6.20" Area (ac) CN Description 1.020 80 Pasture /grassland /range, Good, HSG D 1.020 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 30.0 Direct Entry, Subcatchment 2S: 1.02 ac Bypass Hydrograph Type 11124-hr 5 Year Rainfall= 6.20" Runoff Area= 1.020 ac Runoff Volume =0.314 af Runoff Depth >3.69" Tc =30.0 min CN =80 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) SCT Pre Dev Total to Dischage Point Type l/124 - hr 5 Year Rainfall 6.20" Printed 3/31/2011 Paaa 6 LD Runoff SCT Pre Dev Prepared by Hester Engineering Company HydroCAD 6 9.00 s/n 05170 © 2009 HydroCAD Software Solutions LLC [40] Hint: Not Described (Outflow = Inflow) Inflow Area = 16.170 ac, 1.67% Impervious, Inflow Depth > 3.85" for 5 Year event Inflow = 33.50 cfs @ 12.68 hrs, Volume= 5.194 af Outflow = 33.50 cfs @ 12.68 hrs, Volume= 5.194 af, Atten= 0 %, Lag= 0.0 min Routing by Stor- Ind +Trans method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Reach 1 R: Total Discharge Hydrograph 35= 30- 25= co 20- 15= Summary for Reach 1R: Total Discharge fTil - i T1 11r I A11 - 111I'I11I 1I9,/11I 111tI11i,lI j *II1 I1I1 11 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) SCT Pre Dev Total to Dischage Point Type 11124 -hr 5 Year Rainfall= 6.20" Printed 3/31/2011 PAW 7 Inflow 0 Outflow SCT Pre Dev Prepared by Hester Engineering Company HydroCAD® 9.00 s/n 05170 © 2009 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Pre Dev to Dischage Point Runoff 39.91 cfs @ 12.69 hrs, Volume= 6.210 af, Depth> 4.92" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5,00-20.00 hrs, dt= 0.05 hrs Type III 24 -hr 10 Year Rainfall-7.40" Area (ac) CN Description 0.710 87 1/4 acre lots, 38% imp, HSG D 6.120 79 Woods, Fair, HSG D 8.320 84 Pasture /grassland /range, Fair, HSG D 15.150 82 Weighted Average 14.880 98.22% Pervious Area 0.270 1.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 20.4 80 0.0100 0.07 Sheet Flow, Existing Single Family Resid Grass: Bermuda n= 0.410 P2= 4.50" 8.2 300 0.0150 0.61 Shallow Concentrated Row, Wooded Tract Woodland Kv= 5.0 fps 4.5 183 0.0180 0.67 Shallow Concentrated Flow, Wooded Tract Woodland Kv= 5.0 fps 3.3 184 0.0180 0.94 Shallow Concentrated Flow, Pasture Short Grass Pasture Kv= 7.0 fps 7.1 260 0.0077 0.61 Shallow Concentrated Flow, Pasture Short Grass Pasture Kv= 7.0 fps 7.6 544 0.0294 1.20 Shallow Concentrated Flow, Pasture Short Grass Pasture Kv= 7.0 fps 0.6 180 0.5000 4.95 Shallow Concentrated Flow, Along Spring Creek Short Grass Pasture Kv= 7.0 fps 51.7 1,731 Total 40. 35= 30-E 25= c 20= 15® 10= 0 Type III 24 -hr 10 Year Rainfall =7.40" Runoff Area=15.150 ac Runoff Volume =6.210 af Runoff Depth >4.92" Flow Length =1,731' Tc =51.7 min CN =82 Subcatchment 1 S: Pre Dev to Dischage Point Hydrograph 39.91 cfs 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) SCT Pre Dev Total to Dischage Point Type 111 24 10 Year Rainfall - 740" Printed 3/31/2011 Pia 8 `0 Runoff` SCT Pre Dev Prepared by Hester Engineering Company HydroCAD® 9.00 s/n 05170 © 2009 HydroCAD Software Solutions LLC Runoff Summary for Subcatchment 2S: 1.02 ac ByPass 3.39 cfs @ 12.41 hrs, Volume= 0.402 af, Depth> 4.73" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type III 24 -hr 10 Year Rainfall= 7.40" Area (ac) CN Description 1.020 80 Pasture /grassland /range, Good, HSG D 1.020 100,00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 30.0 0 0 Direct Entry, Subcatchment 2S: 1.02 ac ByPass Hydrograph Type 11124-hr 10 Year Rainfall= 7.40" Runoff Area =1.020 ac Runoff Volume =0.402 af Runoff Depth >4.73" Tc =30.0 min CN =80 e r1 r1rr1 11,111: 51 511 1551:':41,11111,':13,1¢. e:11.,5 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) SCT Pre Dev Total to Dischage Point Type /1124 -hr 10 Year Rainfall- 740" Printed 3/31/2011 PaQP 9 0 Runoff SCT Pre Dev Prepared by Hester Engineering Company HydroCAD® 9.00 s/n 05170 © 2009 HydroCAD Software Solutions LLC Summary for Reach 1R: Total Discharge [40] Hint: Not Described (Outflow-Inflow) Inflow Area = 16.170 ac, 1.67% Impervious, Inflow Depth > 4.91" for 10 Year event Inflow = 42.21 cfs @ 12.67 hrs, Volume= 6.612 af Outflow = 42.21 cfs @ 12.67 hrs, Volume= 6.612 af, Atten= 0 %, Lag= 0.0 min Routing by Stor- Ind +Trans method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Reach 1 R: Total Discharge Hydrograph 45 40.- 35 = • 25= O 20-7 u_ 15 10= 5= 0 Inflow Area= 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) SCT Pre Dev Total to Dischage Point Type 11124 - hr 10 Year Rainfall= 7.40" Printed 3/31/2011 Page 10 • Inflow O Outflow SCT Pre Dev Prepared by Hester Engineering Company HydroCAD® 9.00 s/n 05170 © 2009 HydroCAD Software Solutions LLC Runoff Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type III 24 -hr 25 Year Rainfall = 8.80" Area (ac) CN Description 0.710 87 1/4 acre lots, 38% imp, HSG D 6.120 79 Woods, Fair, HSG D 8.320 84 Pasture /grassland /range, Fair, HSG D 15.150 82 Weighted Average 14.880 98.22% Pervious Area 0.270 1.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 20.4 80 0.0100 0.07 Sheet Flow, Existing Single Family Resid Grass: Bermuda n= 0.410 P2= 4.50" 8.2 300 0.0150 0.61 Shallow Concentrated Flow, Wooded Tract Woodland Kv= 5.0 fps 4.5 183 0.0180 0.67 Shallow Concentrated Flow, Wooded Tract Woodland Kv= 5.0 fps 3.3 184 0.0180 0.94 Shallow Concentrated Flow, Pasture Short Grass Pasture Kv= 7.0 fps 7.1 260 0.0077 0.61 Shallow Concentrated Flow, Pasture Short Grass Pasture Kv= 7.0 fps 7.6 544 0.0294 1.20 Shallow Concentrated Flow, Pasture Short Grass Pasture Kv= 7.0 fps 0.6 180 0.5000 4.95 Shallow Concentrated Flow, Along Spring Creek Short Grass Pasture Kv= 7.0 fps 51.7 1,731 Total 55= 50 45= 40- y 35= 30= o 25= 20 15. 10® 57 0 Summary for Subcatchment 1S: Pre Dev to Dischage Point 49.55 cfs @ 12.69 hrs, Volume= 7.792 af, Depth> 6.17" Subcatchment 1S: Pre Dev to Dischage Point Hydrograph 49.55 cfs Type III 24 -hr 25 Year Rainfall =8.80" Runoff Area = 15.150 ac Runoff Volume =7.792 af Runoff Depth >6.17" Flow Length = 1,731' Tc =51.7 min CN =82 �r�a� - e - r - tom - r rrTr r rr�rr - e s (01011sIrr 11011 rs'rrr0 1 0 1 1111/11111 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) SCT Pre Dev Total to Dischage Point Type /// 24 - hr 25 Year Rainfall= 8.80" Printed 3/31/2011 Paap 11 Lo Runoff` SCT Pre Dev Prepared by Hester Engineering Company HydroCAD® 9.00 s/n 05170 © 2009 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: 1.02 ac ByPass Runoff = 4.24 cfs @ 12.41 hrs, Volume= 0.508 af, Depth> 5.97" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type III 24 -hr 25 Year Rainfall = 8.80" Area (ac) CN Description 1.020 80 Pasture /grassland /range, Good, HSG D 1.020 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 30.0 Direct Entry, Subcatchment 2S: 1.02 ac ByPass V 0 Hydrograph Type 11124 -hr 25 Year Rainfall= 8.80" Runoff Area =1.020 ac Runoff Volume =0.508'af Runoff Depth >5.97" Tc =30.0 min CN =80 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) SCT Pre Dev Total to Dischage Point Type /1l 24 - hr 25 Year Rainfall= 880" Printed 3/31/2011 Page 12 [p Runoff SCT Pre Dev Prepared by Hester Engineering Company HydroCAD® 9.00 s/n 05170 © 2009 HydroCAD Software Solutions LLC Summary for Reach 1R: Total Discharge [40] Hint: Not Described (Outflow = Inflow) Inflow Area = 16.170 ac, 1.67% Impervious, Inflow Depth > 6.16" for 25 Year event Inflow = 52.42 cfs @ 12.67 hrs, Volume= 8.300 af Outflow = 52.42 cfs @ 12.67 hrs, Volume= 8.300 af, Atten= 0 %, Lag= 0.0 min Routing by Stor- Ind +Trans method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Reach 1 R: Total Discharge Hydrograph 55= 50= 45= 40= 35= 30= 25= L 20= 15- 10= 5= 0 Inflow Area= r - r - sa rre — r - r - r e ear s- ea -r -� -e are � -re ae, rjs 3.ef-etaF 1ar,1.FiIIVe8a /■111 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) SCT Pre Dev Total to Dischage Point Type 11124 - hr 25 Year Rainfall 880" Printed 3/31/2011 Paga 13 Inflow D Outflow SCT Pre Dev Prepared by Hester Engineering Company HydroCAD® 9.00 s/n 05170 © 2009 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Pre Dev to Dischage Point Runoff = 56.42 cfs @ 12.69 hrs, Volume= 8.934 af, Depth> 7.08" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type III 24 -hr 50 Year Rainfall= 9.80" Area (ac) CN Description 0.710 87 1/4 acre lots, 38% imp, HSG D 6.120 79 Woods, Fair, HSG D 8.320 84 Pasture /grassland /range, Fair, HSG D 15.150 82 Weighted Average 14.880 98.22% Pervious Area 0.270 1.78% Impervious Area Capacity Description (cfs) Tc Length Slope Velocity (min) (feet) (ft /ft) (ft /sec) 20.4 80 0.0100 0.07 Sheet Flow, Existing Single Family Resid Grass: Bermuda n= 0.410 P2= 4.50" 8.2 300 0.0150 0.61 Shallow Concentrated Flow, Wooded Tract Woodland Kv= 5.0 fps 4.5 183 0.0180 0.67 Shallow Concentrated Flow, Wooded Tract Woodland Kv= 5.0 fps 3.3 184 0.0180 0.94 Shallow Concentrated Flow, Pasture Short Grass Pasture Kv= 7.0 fps 7.1 260 0.0077 0.61 Shallow Concentrated Flow, Pasture Short Grass Pasture Kv= 7.0 fps 7.6 544 0.0294 1.20 Shallow Concentrated Row, Pasture Short Grass Pasture Kv= 7.0 fps 0.6 180 0.5000 4.95 Shallow Concentrated Flow, Along Spring Creek Short Grass Pasture Kv= 7.0 fps 51.7 1,731 Total 60_ 55 50 45- 40- 35 3 30 LI 25 20 15 10 5 0 Type III 24 -hr 50 Year Rainfall =9.80" Runoff Area =15.150 ac Runoff Volume =8.934 af Runoff Depth >7.08" Flow Length= 1,731' Tc =51.7 min CN =82 Subcatchment 1S: Pre Dev to Dischage Point Hydrograph 56.42 cfs 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) SCT Pre Dev Total to Dischage Point Type 11124 - hr 50 Year Rainfall Printed 3/31/2011 Paaa. 14 l0 Runoff` SCT Pre Dev Prepared by Hester Engineering Company HydroCAD® 9.00 s/n 05170 © 2009 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: 1.02 ac ByPass Runoff = 4.84 cfs @ 12.40 hrs, Volume= 0.584 af, Depth> 6.87" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type III 24 -hr 50 Year Rainfall= 9.80" Area (ac) CN Description 1.020 80 Pasture /grassland /range, Good, HSG D 1.020 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 30.0 0 0 T. Direct Entry, Subcatchment 2S: 1.02 ac ByPass Hydrograph Type 111 24 -hr 50 Year Rainfall= 9.80" Runoff Area =1 .020 ac Runoff Volume =0.584 af Runoff Depth >6.87" Tc =30.0 min CN =80 �r4 :rr�r�rr� ere : safer F 1844 e1e4,111416111a:1"11,14x, :re 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) SCT Pre Dev Total to Dischage Point Type 11124 - hr 50 Year Rainfall 9.80" Printed 3/31/2011 PAQP 15 [0 Runoff` SCT Pre Dev Prepared by Hester Engineering Company HydroCAD 9.00 s/n 05170 © 2009 HydroCAD Software Solutions LLC Summary for Reach 1R: Total Discharge [40] Hint: Not Described (Outflow = Inflow) Inflow Area = 16.170 ac, 1.67% Impervious, Inflow Depth > 7.06" for 50 Year event Inflow = 59.71 cfs @ 12.67 hrs, Volume= 9.519 af Outflow = 59.71 cfs @ 12.67 hrs, Volume= 9.519 af, Atten= 0 %, Lag= 0.0 min Routing by Stor- Ind +Trans method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Reach 1 R: Total Discharge Hydrograph 65 60= 55= 50= 45= 40_ ' 35= 0 30 25= 20- 15= 10= 5- 0 X r Ire aeT EIfl Ei 4! �.14IIIF4E II4xI' :er sri !E. . 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) SCT Pre Dev Total to Dischage Point Type 11124 - hr 50 Year Rainfall 9.80" Printed 3/31/2011 Paae 16 ® Inflow p Outflow SCT Pre Dev Prepared by Hester Engineering Company HydroCAD® 9.00 s/n 05170 © 2009 HydroCAD Software Solutions LLC Runoff Summary for Subcatchment 1S: Pre Dev to Dischage Point 64.65 cfs @ 12.68 hrs, Volume= 10.314 af, Depth> 8.17" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type III 24 -hr 100 Year Rainfall = 11.00" Area (ac) CN Description 0.710 87 1/4 acre lots, 38% imp, HSG D 6.120 79 Woods, Fair, HSG D 8.320 84 Pasture /grassland /range, Fair, HSG D 15.150 82 Weighted Average 14.880 98.22% Pervious Area 0.270 1.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 20.4 80 0.0100 0.07 Sheet Flow, Existing Single Family Resid Grass: Bermuda n= 0.410 P2= 4.50" 8.2 300 0.0150 0.61 Shallow Concentrated Flow, Wooded Tract Woodland Kv= 5.0 fps 4.5 183 0.0180 0.67 Shallow Concentrated Flow, Wooded Tract Woodland Kv= 5.0 fps 3.3 184 0.0180 0.94 Shallow Concentrated Flow, Pasture Short Grass Pasture Kv= 7.0 fps 7.1 260 0.0077 0.61 Shallow Concentrated Flow, Pasture Short Grass Pasture Kv= 7.0 fps 7.6 544 0.0294 1.20 Shallow Concentrated Flow, Pasture Short Grass Pasture Kv= 7.0 fps 0.6 180 0.5000 4.95 Shallow Concentrated Flow, Along Spring Creek Short Grass Pasture Kv= 7.0 fps 51.7 1,731 Total 70- 65= 60= 55= 50= 45= 40= 35- °30=- 25= 20= 15- 10= 5. 0 Subcatchment 1 S: Pre Dev to Dischage Point Hydrograph 64.65 cfs Type 11124-hr 100 Year Rainfall = 11.00" Runoff Area= 15.150 ac Runoff Volume= 10.314 a Runoff Depth >8.17" Flow Length =1,731' Tc =51.7 min CN =82 , F F 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) SCT Pre Dev Total to Dischage Point Type /1124 - hr 100 Year Rainfall Printed 3/31/2011 Paae 17 L o Runoff SCT Pre Dev Prepared by Hester Engineering Company HydroCAD® 9.00 s/n 05170 © 2009 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: 1.02 ac ByPass Runoff 5.57 cfs @ 12.40 hrs, Volume= 0.677 af, Depth> 7.96" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type III 24 -hr 100 Year Rainfall = 11.00" Area (ac) CN Description 1.020 80 Pasture /grassland /range, Good, HSG D 1.020 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 30.0 Direct Entry, Subcatchment 2S: 1.02 ac ByPass 6 5 4 0 3 2 1 0 Hydrograph 5.57 cfs Type 11124-hr 100 Year Rainfall= 11.00" Runoff Area =1.020 ac Runoff Volume =0.677'af Runoff Depth >7.96" Tc =30.0 min CN =80 rz pr - e • r - Fr - 1 : m 1L Ft : "Ft," , ,.Ti„e t, 9+elI N ., 1.1,11 “ 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) SCT Pre Dev Total to Dischage Point Type/1124 100 Year Rainfall = 11.00” Printed 3/31/2011 Page 18 1p Runoff` SCT Pre Dev Prepared by Hester Engineering Company HydroCAD® 9.00 s/n 05170 © 2009 HydroCAD Software Solutions LLC Summary for Reach 1R: Total Discharge [40] Hint: Not Described (Outflow = Inflow) Inflow Area = 16.170 ac, 1.67% Impervious, Inflow Depth > 8.16" for 100 Year event Inflow = 68.43 cfs @ 12.66 hrs, Volume= 10.991 af Outflow = 68.43 cfs @ 12.66 hrs, Volume= 10.991 af, Atten= 0 %, Lag= 0.0 min Routing by Stor- Ind +Trans method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Reach 1R: Total Discharge Hydrograph 70= 60-= 7 50 m 40= 0 LL 30= 20= 10::" 0 e Irns(r.es'ree a'seeeieeea�erea�rereeeeee�ee 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) SCT Pre Dev Total to Dischage Point Type 11124 -hr 100 Year Rainfall - 19.00" Printed 3/31/2011 Page 19 D Inflow D Outflow POST DEVELOPMENT CONDITIONS < Subca > Bypass Basin Reach Link Detentidn Basin DP Total Discharge from Tract Drainage Diagram for SCT Post Dev to Basin Prepared by Hester Engineering Company, Printed 4/12/2011 HydroCAD® 9.00 s/n 05170 © 2009 HydroCAD Software Solutions LLC SCT Post Dev to Basin Prepared by Hester Engineering Company HydroCAD® 9.00 sin 05170 © 2009 HydroCAD Software Solutions LLC Summary for Subcatchment S -1: To Basin Runoff = 22.09 cfs @ 12.59 hrs, Volume= 3.333 af, Depth= 2.82" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.05 hrs Type III 24 -hr 2 Year Rainfall= 4.50" Area (ac) CN Description 0.620 87 1/4 acre lots, 38% imp, HSG D 4.980 79 Woods, Fair, HSG D 2.260 87 1/4 acre lots, 38% imp, HSG D 0.770 87 1/4 acre lots, 38% imp, HSG D 0.230 79 Woods, Fair, HSG D 1.420 87 1/4 acre lots, 38% imp, HSG D 3.220 87 1/4 acre lots, 38% imp, HSG D 0.700 87 1/4 acre lots, 38% imp, HSG D 14.200 84 Weighted Average 10.784 75.94% Pervious Area 3.416 24.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 17.3 80 0.0150 0.08 Sheet Flow, Existing Single Family Resid Grass: Bermuda n= 0.410 P2= 4.50" 8.2 300 0.0150 0.61 Shallow Concentrated Flow, Woodland Woodland Kv= 5.0 fps 4.5 183 0.0180 0.67 Shallow Concentrated Flow, Woodland Woodland Kv= 5.0 fps 10.9 125 0.0160 0.19 0.34 Channel Flow, SF Resid between houses Area= 1.8 sf Perim= 15.0' r= 0.12' n= 0.240 Sheet flow over Dense Grass 1.3 270 0.0060 3.39 10.85 Channel Flow, Whispering Creek Drive Area= 3.2 sf Perim =13.5' r= 0.24' n= 0.013 Concrete pipe, straight & clean 0.7 550 0.0300 13.51 42.45 Pipe Channel, Storm Sewer System 24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.012 0.3 75 0.0030 4.58 22.47 Pipe Channel, 30 - Inch Stm Swr. 30.0" Round Area 4.9 sf Perim= 7.9' r= 0.63' n= 0.013 0.1 30 0.0020 4.05 19.87 Pipe Channel, 30 - Inch to Basin 30.0" Round Area= 4.9 sf Perim= 7.9' r= 0.63' n= 0.012 43.3 1,613 Total 24= 22= 20= 18= 14= '1 Subcatchment S -1: To Basin Hydrograph Type III 24 -hr 2 Year Rainfall 4.50" Runoff Area = 14.200 ac Runoff Volume =3.333 af Runoff Depth= 2.82" Flow Length= 1,613' Tc =43.3 min CN =84 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 Time (hours) SCT POST DEV Type 11124 - hr 2 Year Rainfall= 4.50" Printed 4/12/2011 Page 2 10 Runoff` ,'JBWUd 0 MOI4u I uoileAeg 9LZ- bLOZ /ZL, /b Pa4u!Jd 00'GG= / /eduie2/ ieaA OOG JU -bZ /// adAj (smog) mull OE 8Z 9Z tiZ ZZ OZ 8 191..171. 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