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HomeMy WebLinkAboutDrainage ReportDRAINAGE REPORT j2 )5w 29 SOUTHERN TRACE SUBDIVISION COLLEGE STATION, BRAZOS COUNTY, TEXAS JANUARY, 2004 MICHAEL G. HESTER o, 69104 � T PtA Submitted By: / 12 Michael G. Hester, P.E. HESTER ENGINEERING COMPANY 7607 Eastmark Drive, Suite 253 -B College Station, TX 77840 (979) 693 -1100 fx:(979)693 -1075 `" SOUTHERN TRACE SUBDIVISION JANUARY, 2004 INDEX CERTIFICATION DRAINAGE REPORT DRAINAGE REPORT SUMMARY SHEET DRAINAGE MAPS TIME OF CONCENTRATION PRE DEVELOPMENT CONDITIONS POST DEVELOPMENT CONDITIONS BASIN VOLUME OUTFALL STRUCTURE STORM ROUTING STREET CAPACITY DRAINAGE STRUCTURES STORM DRAIN LINE CAPACITY SOUTHERN TRACE SUBDIVISION - INDEX CERTIFICATION I hereby certify that this report and accompanying drainage plan for the drainage design was prepared by me in accordance with the provisions of the Cities Drainage Policy and Design Standards for the owners thereof. MICHAEL G. HESTER o _ 69104 "UQ ~off s 'G /S TER By. 1*2 Michael G. Hester, P.E. .?A.3 Registered Professional Engineer No. 69104 State of Texas SOUTHERN TRACE SUBDIVISION DRAINAGE REPORT CERTIFICATION r� jf DRAINAGE REPORT SOUTHERN TRACE SUBDIVISION COLLEGE STATION, BRAZOS COUNTY TX JANUARY, 2004 INTRODUCTION: The proposed development is located along the east side of Wellborn Road (F.M. 2154) approximately 2200 feet south of Graham Road. The legal description is Southern Trace Subdivision and is approximately 15.0 acres. The proposed improvements include pavement, drainage and utility improvements for 48 single family residential homes. The site consists of numerous small trees and the terrain slopes in a northern direction toward Wellborn Road at approximately 2.0 percent. The latest Federal Emergency Management Agency (FEMA) Flood Insurance Rate Maps (48041 CO 200C) shows that no portion of the tract is in the regulatory 100 - year flood plain. The site is zoned R -1 (residential) and is being developed by Robert Carroll, Carroll and Carroll Development, LLC, 7090 Old Reliance Road, Bryan, Texas 77808, 979 -778- 2028. EXISTING DRAINAGE BASIN DESCRIPTION: The Brazos County Soil Survey describes the soil in this area as a Lufkin -Edge complex, (Lf) highly erodible claypan soils, unsuitable for cultivation and mostly in pastured native woodland. The woodland consists principally of scrubby post oak, blackjack oak and small yaupon trees. There are two watershed boundaries on this tract; the largest consisting of 34.6 acres and is referenced as "Pre -A" on Plate A " PRE DEVELOPMENT CONDITIONS in the appendix. This area flows to an existing structure at Wellborn Road then underground into a storm drain line under Wellborn Road and from there to an open ditch and finally to Hoppes Creek. This area has an existing stock tank that will be reshaped to provide storm water detention. Area "Pre -B" as shown on Plate A consists of 3.87 acres and flows to an open ditch along Wellborn Road and to the north tributary of Lick Creek. PROPOSED DRAINAGE: The proposed grading of the site will route the water along street sections and into a proposed storm sewer system that will discharge into the reshaped stock tank. The Haestad Methods F1owMaster computer program was used for the analysis of the capacity of the street sections using a 10 -year storm event and shows that the streets with the minimum slopes of 0.6% will successfully carry the expected flow and the 100 -year storm event will be maintained in the right -of -way. The storm drainage system was analyzed and designed using the Haestad Methods Storm Cad computer program and is designed to convey the 10 -year through the 100 -year storm event, inlets and pipes. Structure #DS -1 is an 18" culvert located along Wellborn Road at the Southern Trace north entrance. It has a small drainage area of 0.53 acres and a 25 -year storm discharge of 3.14 cubic feet per second. The capacity of the proposed 18" RCP at a 0.12% slope is 3.64 cubic feet per second with a velocity of 2.06 feet per second. SOUTHERN TRACE SUBDIVISION DRAINAGE REPORT - PAGE I OF 4 PAGES Structure #DS -2 is a 10' recessed sump inlet with a 10 -year storm event discharge of 11.65 cubic feet per second. The sump inlet has the capacity of approximately 2.2 cubic feet per second per foot of inlet is based on the equation Q= 3.01,y from College Station's Drainage and Design Standards. This inlet discharges directly into the detention basin. Structure #DS -3 is an on -grade 10' recessed inlet with a 10 -year storm event discharge of 5.66 cubic feet per second. The inlet is of sufficient size to accommodate this runoff. Structure #DS -4 is a 36" RCP pipe with two 10' recessed sump inlets. The discharge for the 36" pipe is Q25 at 34.44 cubic feet per second with a velocity of 10.65 feet per second however the 36" pipe will discharge into a 10 -foot wide open headwall that will substantially dissipate the energy by the time it gets to soil. Structure #DS -5 is a 24" culvert located along Wellborn Road at the Southern Trace south entrance. It has a drainage area of 5.55 acres and a 25 -year storm discharge of 11.37 cubic feet per second. The capacity of the proposed 24" RCP at a 2.25 percent slope is 33.93 cubic feet per second with a velocity of 9.73 feet per second that will require additional energy dissipation using rock rip rap. Structure #DS -6 is the detention basin outfall structure. It is a vertical rectangular weir 7.5 feet wide and the peak outflow Q100 is 37.45 cubic feet per second and the velocity is 3.3 feet per second. A Curlex double -net erosion control blanket will be used to dissipate the energy from the basin. The drainage area map for the above structures is in section "DRAINAGE MAPS ", Plate D "POST DEVELOPMENT STORM DRAIN SYSTEM AREAS" and the corresponding runoff calculations and structure capacities are in the DRAINAGE STRUCTURES appendix. Southern Breeze Culvert is located along the future proposed S.H. 40 and has a drainage area of 7.95 acres and a 25 -year storm discharge of 13.83 cubic feet per second. The capacity of the proposed 24" RCP at a 0.35 percent slope is 13.48 cubic feet per second with a velocity at 4.84 feet per second. Please see Plate F "POST DEVELOPMENT AREA TO SOUTHERN BREEZE CULVERT". STORM WATER DETENTION PLAN: Due to the development being located at the top of a watershed detention is planned for the project. The development will utilize an existing one -acre surface area stock tank. The basin has been designed to detain the 2 through the 100 -year storm event and will rise one and one half feet during the one hundred year storm event. The proposed outfall structure is a vertical rectangular weir, which will meter out the water at or below the pre - development conditions. The three discharges considered in the design of the basin: a.) Pre development "allowable" discharge This is the existing discharge from the watershed using a runoff coefficient of 0.3. This discharge leaves the site through an eighteen -inch culvert that runs under P.M. 2154. For a graphic of this area and the path for the estimated time of concentration, please see Plate A "PRE DEVELOMENT CONDITIONS" in the Drainage Maps section of this report. SOUTHERN TRACE SUBDIVISION DRAINAGE REPORT - PAGE 2 OF 4 PAGES b.) Post development "actual" discharge this discharge is the net discharge generated from the improvements using a runoff coefficient of 0.6, please see Plate B "POST DEVELOPMENT CONDITIONS" in the Drainage Maps section of this report. c.) Post development "revised allowable" discharge As shown in Plate D "POST DEVELOPMENT STORM DRAIN SYSTEM AREAS" a small portion of the post development drainage area is not captured by the proposed storm drain system and routed through the detention basin. This runoff is accounted for by determining the difference between the post development actual discharge and what is actually captured and routed through the basin. This amount is deducted from the allowable and the detention basin is designed using this discharge to assure that no increase in runoff from the improvements is allowed to flow to the 18" culvert under F.M.2154. Please see " REVISED ALLOWABLE DISCHARGE DETERMINATION in this report. A walking trail will be installed in the common area of the development and is planned as an amenity to this proposed up -scale development and the developer has discussed a floating aeration system to help maintain a pristine water feature. Two areas along the south side of the basin will be minimally re- shaped to allow for the installation of the walking trail and an area along the north side of the basin will have dirt removed to expand out the basin to allow for more volume. To arrest sediment transfer silt fencing will be installed around the entire perimeter of the basin during construction and will remain until a healthy ground cover is established. Once completed the area will be maintained by a homeowners association. ANALYSIS METHODS: 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 Isohyetal 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. Runoff Calculations: Rainfall intensities values were determined by the Rational Method. The pre and post development results are shown in the "DRAINAGE REPORT SUMMARY SHEET" in the drainage report and coefficients and areas are shown in the pre and post development attachments. Detention basin The detention basin is designed to control the peak runoff rates using the level pool reservoir routing continuity principle equation S /t =I -O, where S= storage volume, t= time, I =inflow rate and O= outflow rate. The outfall structure is designed to limit the peak outfall rates to allowable, predevelopment rates. The basin is designed to provide sufficient volume for temporary storage of the additional runoff generated by the improvements. The inlet, outlet and side slopes are stabilized, the side slopes are 1:4 The flat constant elevation top of the berm will act as an emergency spillway. Energy dissipation on the outside of the outfall structure is provided. A freeboard of 0.5 -feet is proposed for the detention basin. Velocities above five feet per second will have energy dissipation systems. Floodplain is not an issue for this development. SOUTHERN TRACE SUBDIVISION DRAINAGE REPORT - PAGE 3 OF 4 PAGES Tail- waters are taken into consideration for all structures. Drainage Structure 4DS -2 is designed considering the tail -water from the detention basin. STORM WATER POLLUTION CONTROL PLAN: A Storm Water Pollution Control Plan was prepared and included in the construction plans. A copy of the Notice of Intent has been submitted to the TCEQ for a permit. CONCLUSION: This project is in compliance with the City's Storm Water Design Standards. DRAINAGE MAPS: Plate A "PRE DEVELOMENT CONDITIONS" Plate B "POST DEVELOPMENT CONDITIONS" Plate C "POST DEVELOPMENT AREA TO DETENTION BASIN OUTFALL" Plate D "POST DEVELOPMENT STORM DRAIN SYSTEM AREAS" Plate F "POST DEVELOPMENT AREA TO SOUTHERN BREEZE CULVERT" SOUTHERN TRACE SUBDIVISION DRAINAGE REPORT - PAGE 4 OF 4 PAGES ' x� SOUTHERN TRACE SUBDIVISON DRAINAGE REPORT SUMMARY SHEET A PREDEVELOPMENT TO DISCHARGE POINT 34.64 ACRES @ 0.3 Tc =42.6 MIN Q2 Q5 Q10 Q25 Q100 28.47 36 41.3 47.64 56.87 B POST DEVELOPMENT TO DISCHARGE POINT 36.73 ACRES 26.77 AC @0.3 9.96AC @ 0.6 Tc =44.4 MIN. Q2 Q5 Q10 Q25 Q100 37.26 47.2 54.29 62.56 74.77 C POST DEVELOPMENT CAPTURED BY BASIN 29.81 ACRES 21.74AC @ 0.3 8.07 AC @ 0.6 Tc =44.4 MIN Q2 Q5 Q10 Q25 Q100 30.23 38.3 44.05 50.75 60.66 D DIFFERENCE BETWEEN POST DEVELOPMENT AND WHAT IS CAPTURED BY BASIN Q2 Q5 Q10 Q25 Q100 7.03 8.9 10.24 11.81 14.11 E DIFFERENCE DEDUCTED FROM ALLOWABLE - REVISED ALLOWABLE Q2 Q5 Q10 Q25 Q100 21.44 27.1 31.06 35.83 42.76 F STORM ROUTING THROUGH BASIN Q2 Q5 Q10 Q25 Q100 PEAK OUTFLOW 17.98 21.04 25.06 29.97 37.45 PEAK ELEVATION 332.93 333.04 333.17 333.31 333.53 TOTAL STORAGE 54493 59264 65259 72139 82293 DRAINAGE MAPS SOUTHERN TRACE SUBDIVISION DRAINAGE REPORT ii. b.) Post development "actual" discharge this discharge is the net discharge generated from the improvements using a runoff coefficient of 0.6, please see Plate B "POST DEVELOPMENT CONDITIONS" in the Drainage Maps section of this report. c.) Post development "revised allowable" discharge As shown in Plate D "POST DEVELOPMENT STORM DRAIN SYSTEM AREAS" a small portion of the post development drainage area is not captured by the proposed storm drain system and routed through the detention basin. This runoff is accounted for by determining the difference between the post development actual discharge and what is actually captured and routed through the basin. This amount is deducted from the allowable and the detention basin is designed using this discharge to assure that no increase in runoff from the improvements is allowed to flow to the 18" culvert under F.M.2154. Please see " REVISED ALLOWABLE DISCHARGE DETERMINATION in this report. A walking trail will be installed in the common area of the development and is planned as an amenity to this proposed up -scale development and the developer has discussed a floating aeration system to help maintain a pristine water feature. Two areas along the south side of the basin will be minimally re- shaped to allow for the installation of the walking trail and an area along the north side of the basin will have dirt removed to expand out the basin to allow for more volume. To arrest sediment transfer silt fencing will be installed around the entire perimeter of the basin during construction and will remain until a healthy ground cover is established. Once completed the area will be maintained by a homeowners association. ANALYSIS METHODS: 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 Isohyetal 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. Runoff Calculations: Rainfall intensities values were determined by the Rational Method. The pre and post development results are shown in the "DRAINAGE REPORT SUMMARY SHEET" in the drainage report and coefficients and areas are shown in the pre and post development attachments. Detention basin The detention basin is designed to control the peak runoff rates using the level pool reservoir routing continuity principle equation S /t =I -O, where S= storage volume, t= time, I =inflow rate and 0= outflow rate. The outfall structure is designed to limit the peak outfall rates to allowable, predevelopment rates. The basin is designed to provide sufficient volume for temporary storage of the additional runoff generated by the improvements. The inlet, outlet and side slopes are stabilized, the side slopes are 1:4 The flat constant elevation top of the berm will act as an emergency spillway. Energy dissipation on the outside of the outfall structure is provided. A freeboard of 0.5 -feet is proposed for the detention basin. Velocities above five feet per second will have energy dissipation systems. Floodplain is not an issue for this development. SOUTHERN TRACE SUBDIVISION DRAINAGE REPORT - PAGE 3 OF 4 PAGES y k` 1 i 30 - iD'�0.7% 11 It 300 y \ - 1615- 02.09G / r� \ `V - 3/'.64 ACRES' TC - 4 .6 iJ 'O v � 696b _ � ,/� X 'l'C Aj - EDL EISS n. 4 - xv ,•� , -,. � y y ` ` v 196 Fi T S � Y Y v e \•\ \ \ 1 180' �J _ y, \ y v /\ , „ lx _ 4 �k x „ — \__ •iil�• �- •►' L► "r ►lr• - •� �� a� i11. `ter �► r',� _..__ _._.. - _._.. __ _ RE Tc '417 0 : _ _ .- .__.._ - a —__ '�_ .- - 220' ®1t:Q� _ , _ -_ -B OAD F M 4 . � - _ _ • _ , r • . ,831'!'1 0 100 200 - ..__ -__ 300 400 _ _ Y - - - ,' GE FRO ` .�,, - ` 11 S HAR M ,SITE -- - - -J I - - -" ' - - -- RAILROAD - TO H�PPES CREEK , , ; ; 1 1 ° ` 1 a , J "' e , n _ r . y 1 _ ;- SCALE: 1" =200' DECEMBER 23. 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HE _ 1 rl� _j , 1\ k , {7 - - - -- ' r �- HESTER ENGINEERING COM PA NY i — 607 EASTMARK DRIVE, SUITE 253 -8 �- COLLEGE STATION, TEXAS 77840 - _ � G)79-693­1 100 ITRUGTUFxE � � 3,60 --' I 720.01• Y - I , < 135'q3% \ , '� 00'02% i' ST�UC �.t I ,' y - rXr ✓I ', 1 'TC24 MIN. 1 a . j TXDO;T ST ,1 ,31 +39.8 WZ"C, ) P 0 5 1 I 4IJ 34,61.0% 3. , w^ 1 a , 2:83 0.3,, EDL_ EISS = x - L - T 344 ►3.296 • �"`_ � y : 1 � 1 , ✓�, �, 1 / 1, a , 'h1E ci , STRUCTURE #?. } - t om - -- 8 ", i ;10" SAN.'�iWR. - i \ --- -- - ' .•.i � - _ _ _ r 'I � - 360 -. __ � , 1 r 1 - - -- -- 4 , ---- - - -- -- 1N L -L60RN ROAD _ - A y - - - - - -_ -- -- ;: - -- - -- 0 100 200 300 400 x C -c- _ _ 4. �s _ �J,SCHARGE FROM SITE - - - -- - - -- - - -_ RAILROAD Y ' _- TO HOPPES CREIC A `, 1�_ , ; ` p �` F _ , i r , - r , TK 1 :li / 5 � F[ FMPP ii i �f� ' <"` AI F �n fl r�� HESTER ENGINEERING COMPANY _ 7607 EASTMARK DRIVE, SUITE 253-(3 =- COLLEGE STATION, TEX AS 77340 y- - y - - _ - - l9 6 l� 1100 TIME OF CONCENTRATION SOUTHERN TRACE SUBDIVISION DRAINAGE REPORT ` k . 1 SA_ �i.T Quick TR -55 Ver.5.46 S/N:1803000009 Executed: 12:54:06 12 -24 -2003 c: \pondpack \hydrow \ST.TCT SUMMARY SHEET FOR Tc or Tt COMPUTATIONS (Solved for Time using TR -55 Methods) SOUTHERN TRACE SUBDIVISION TIME OF CONCENTRATION USING TR -55 METHOD Subarea descr. Tc or Tt Time (hrs) PRE DEVELOPMENT Tt 0.71 POSTDEVELOPMENT Tt 0.74 #DS -5 Tt 0.49 SB DITCH Tt 0.50 #DS -3 Tt 0.39 S.H.40 CULV Tt 0.40 DS -2 Tt 0.34 #DS -4 Tt 0.67 Quick TR -55 Ver.5.46 S/N:1803000009 Executed: 12:54 :06 12 -24 -2003 c: \pondpack \hydrow \ST.TCT SOUTHERN TRACE SUBDIVISION TIME OF CONCENTRATION USING TR -55 METHOD Tt COMPUTATIONS FOR: ##DS -4 SHEET FLOW (Applicable to Tc only) Segment ID A Surface description WOOD /PASTURE Manning's roughness coeff., n 0.1500 Flow length, L (total < or = 300) ft 300.0 Two -yr 24 -hr rainfall, P2 in 4.500 Land slope, s ft /ft 0.0070 0.8 .007 * (n *L) T = -------- - - - - -- hrs 0.50 0.5 0.4 P2 * s SHALLOW CONCENTRATED FLOW �flmi7 Segment ID B C Surface (paved or unpaved)? Unpaved Paved Flow length, L ft 1049.0 300.0 Watercourse slope, s ft /ft 0.0170 0.0270 0.5 Avg.V = Csf * (s) ft /s 2.1037 3.3403 where: Unpaved Csf = 16.1345 Paved Csf = 20.3282 T = L / (3600 *V) hrs 0.14 + 0.02 = 0.16 CHANNEL FLOW Segment ID Cross Sectional Flow Area, a sq.ft 0.00 Wetted perimeter, Pw ft 0.00 Hydraulic radius, r = a /Pw ft 0.000 Channel slope, s ft /ft 0.0000 Manning's roughness coeff., n 0.0000 2/3 1/2 1.49 * r * s V = -------------- - - - - -- ft /s 0.0000 n Flow length, L ft 0 T = L / (3600 *V) hrs 0.00 = 0.00 Quick TR -55 Ver.5.46 S/N:1803000009 Executed: 12:54:06 12 -24 -2003 c: \pondpack \hydrow \ST.TCT SOUTHERN TRACE SUBDIVISION TIME OF CONCENTRATION USING TR -55 METHOD Tt COMPUTATIONS FOR: DS -2 SHEET FLOW (Applicable to Tc only) Segment ID A Surface description WOOD /PASTURE Manning's roughness coeff., n 0.1500 Flow length, L (total < or = 300) ft 300.0 Two -yr 24 -hr rainfall, P2 in 4.500 Land slope, s ft /ft 0.0270 0.8 .007 * (n *L) T = -------- - - - - -- hrs 0.29 = 0.29 0.5 0.4 P2 * S SHALLOW CONCENTRATED FLOW Segment ID B Surface (paved or unpaved)? Paved Flow length, L ft 846.0 Watercourse slope, s ft /ft 0.0600 0.5 Avg.V = Csf * (s) ft /s 4.9794 where: Unpaved Csf = 16.1345 Paved Csf = 20.3282 T = L / (3600 *V) hrs 0.05 = 0.05 CHANNEL FLOW Segment ID Cross Sectional Flow Area, a sq.ft 0.00 Wetted perimeter, Pw ft 0.00 Hydraulic radius, r = a /Pw ft 0.000 Channel slope, s ft /ft 0.0000 Manning's roughness coeff., n 0.0000 2/3 1/2 1.49 * r * S V = -------------- - - - - -- ft /s 0.0000 n Flow length, L ft 0 T = L / (3600 *V) hrs 0.00 = 0.00 ............................. ..............TOTAL • TIME . (hrs) . ... 0.34 ¢E 4 Quick TR -55 Ver.5.46 S/N:1803000009 Executed: 12 :54:06 12 -24 -2003 c: \pondpack \hydrow \ST.TCT SOUTHERN TRACE SUBDIVISION TIME OF CONCENTRATION USING TR -55 METHOD Tt COMPUTATIONS FOR: S.H.40 CULV SHEET FLOW (Applicable to Tc only) C Segment .ID Area, a A Surface description WOOD /PASTURE Manning's roughness coeff., n 10.50 0.1500 Flow length, L (total < or = 300) ft 300.0 Two -yr 24 -hr rainfall, P2 in 4.500 Land slope, s ft /ft 0.0200 0.8 0.0400 2/3 .007 * (n *L) T = -------- - - - - -- hrs 0.33 0.5 0.4 V = -------------- - - - - -- P2 * s 3.3937 n SHALLOW CONCENTRATED FLOW Segment ID B Surface (paved or unpaved)? T = L / (3600 *V) Unpaved Flow length, L ft 135.0 Watercourse slope, s ft /ft 0.0300 0.5 Avg.V = Csf * (s) ft /s 2.7946 where: Unpaved Csf = 16.1345 Paved Csf = 20.3282 T = L / (3600 *V) hrs 0.01 CHANNEL FLOW Segment ID C Cross Sectional Flow Area, a sq.ft 7.50 Wetted perimeter, Pw ft 10.50 Hydraulic radius, r = a /Pw ft 0.714 Channel slope, s ft /ft 0.0130 Manning's roughness coeff., n 0.0400 2/3 1/2 1.49 * r * s V = -------------- - - - - -- ft /s 3.3937 n Flow length, L ft 720 T = L / (3600 *V) hrs 0.06 = 0.33 = 0.01 � 1. Quick TR -55 Ver.5.46 S/N:1803000009 Executed: 12:54:06 12 -24 -2003 c: \pondpack \hydrow \ST.TCT SOUTHERN TRACE SUBDIVISION TIME OF CONCENTRATION USING TR -55 METHOD Tt COMPUTATIONS FOR: #DS -3 SHEET FLOW (Applicable to Tc only) Segment ID Surface description Manning's roughness coeff., n Flow length, L (total < or = 300) Two -yr 24 -hr rainfall, P2 Land slope, s 0.8 .007 * (n *L) T- -------- - - - - -- 0.5 0.4 P2 * s V-11 WOOD /PASTURE 0.1500 ft 300.0 in 4.500 ft /ft 0.0267 hrs 0.30 = 0.30 SHALLOW CONCENTRATED FLOW Segment ID Surface (paved or unpaved)? Flow length, L Watercourse slope, s 0.5 Avg.V = Csf * (s) where: Unpaved Csf = 16.1345 Paved Csf = 20.3282 T = L / (3600 *V) CHANNEL FLOW Segment ID Cross Sectional Flow Area, a Wetted perimeter, Pw Hydraulic radius, r = a /Pw Channel slope, s Manning's roughness coeff., n 2/3 1/2 1.49 * r * s V- -------------------- n Flow length, L B Paved ft 846.0 ft /ft 0.0150 ft /s 2.4897 hrs 0.09 sq. ft 0.00 ft 0.00 ft 0.000 ft /ft 0.0000 0.0000 ft /s 0.0000 ft 0 Quick TR -55 Ver.5.46 S/N:1803000009 Executed: 12:54:06 12 -24 -2003 c: \pondpack \hydrow \ST.TCT SOUTHERN TRACE SUBDIVISION TIME OF CONCENTRATION USING TR -55 METHOD Tt COMPUTATIONS FOR: SB DITCH SHEET FLOW (Applicable to Tc only) C Cross Sectional Flow Segment ID sq.ft A Surface description WOOD /PASTURE Manning's roughness coeff., n 8.20 0.1500 Flow length, L (total < or = 300) ft 300.0 Two -yr 24 -hr rainfall, P2 in 4.500 Land slope, s ft /ft 0.0100 0.8 0.0400 2/3 .007 * (n *L) T = -------- - - - - -- hrs 0.44 0.5 0.4 V = -- ------------ - - - - -- P2 * s 3.2644 n SHALLOW CONCENTRATED FLOW Segment ID B Surface (paved or unpaved)? Unpaved Flow length, L ft 344.0 Watercourse slope, s ft /ft 0.0320 0.5 Avg.V = Csf * (s) ft /s 2.8862 where: Unpaved Csf = 16.1345 Paved Csf = 20.3282 T = L / (3600 *V) hrs 0.03 CHANNEL FLOW Segment ID C Cross Sectional Flow Area, a sq.ft 4.00 Wetted perimeter, Pw ft 8.20 Hydraulic radius, r = a /Pw ft 0.488 Channel slope, s ft /ft 0.0200 Manning's roughness coeff., n 0.0400 2/3 1/2 1.49 * r * s V = -- ------------ - - - - -- ft /s 3.2644 n Flow length, L ft 357 0.44 0.03 Quick TR -55 Ver.5.46 S /N:1803000009 Executed: 12:54:06 12 -24 -2003 c: \pondpack \hydrow \ST.TCT SOUTHERN TRACE SUBDIVISION TIME OF CONCENTRATION USING TR -55 METHOD Tt COMPUTATIONS FOR: #DS -5 SHEET FLOW (Applicable to Tc only) Segment ID A Surface description WOOD /PASTURE Manning's roughness coeff., n 0.1500 Flow length, L (total < or = 300) ft 300.0 Two -yr 24 -hr rainfall, P2 in 4.500 Land slope, s ft /ft 0.0100 0.8 .007 * (n *L) T = -------- - - - - -- hrs 0.44 0.5 0.4 P2 * s SHALLOW CONCENTRATED FLOW = 0.44 Segment ID B Surface (paved or unpaved)? Unpaved Flow length, L ft 341.0 Watercourse slope, s ft /ft 0.0360 0.5 Avg.V = Csf * (s) ft /s 3.0613 where: Unpaved Csf = 16.1345 Paved Csf = 20.3282 T = L / (3600 *V) hrs 0.03 = 0.03 CHANNEL FLOW Segment ID C Cross Sectional Flow Area, a sq.ft 60.00 Wetted perimeter, Pw ft 40.00 Hydraulic radius, r = a /Pw ft 1.500 Channel slope, s ft /ft 0.0220 Manning's roughness coeff., n 0.0400 2/3 1/2 1.49 * r * s V = -------------- - - - - -- ft /s 7.2399 n Flow length, L ft 535 T = L / (3600 *V) hrs 0.02 = 0.02 Quick TR -55 Ver.5.46 S/N:1803000009 Executed: 12:54:06 12 -24 -2003 c: \pondpack \hydrow \ST.TCT SOUTHERN TRACE SUBDIVISION TIME OF CONCENTRATION USING TR -55 METHOD Tt COMPUTATIONS FOR: POSTDEVELOPMENT SHEET FLOW (Applicable to Tc only) C Segment ID Area, a A Surface description WOOD /PASTURE Manning's roughness coeff., n 13.50 0.1500 Flow length, L (total < or = 300) ft 300.0 Two -yr 24 -hr rainfall, P2 in 4.500 Land slope, s ft /ft 0.0070 0.8 0.0180 2/3 .007 * (n *L) T = -------- - - - - -- hrs 0.50 = 0.50 0.5 0.4 V = -------------- - - - - -- P2 * s 3.6898 n SHALLOW CONCENTRATED FLOW Segment ID B Surface (paved or unpaved)? T = L / (3600 *V) Unpaved Flow length, L ft 1047.0 Watercourse slope, s ft /ft 0.0140 0.5 Avg.V = Csf * (s) ft /s 1.9091 where: Unpaved Csf = 16.1345 Paved Csf = 20.3282 T = L / (3600 *V) hrs 0.15 = 0.15 CHANNEL FLOW Segment ID C Cross Sectional Flow Area, a sq.ft 3.30 Wetted perimeter, Pw ft 13.50 Hydraulic radius, r = a /Pw ft 0.244 Channel slope, s ft /ft 0.0130 Manning's roughness coeff., n 0.0180 2/3 1/2 1.49 * r * s V = -------------- - - - - -- ft /s 3.6898 n Flow length, L ft 1122 T = L / (3600 *V) hrs 0.08 = 0.08 Quick TR -55 Ver.5.46 S/N:1803000009 Executed: 12:54:06 12 -24 -2003 c: \pondpack \hydrow \ST.TCT SOUTHERN TRACE SUBDIVISION TIME OF CONCENTRATION USING TR -55 METHOD Tt COMPUTATIONS FOR: PRE DEVELOPMENT SHEET FLOW (Applicable to Tc only) C Cross Sectional Flow Segment ID sq.ft A Surface description WOOD /PASTURE Manning's roughness coeff., n 24.40 0.1500 Flow length, L (total < or = 300) ft 300.0 Two -yr 24 -hr rainfall, P2 in 4.500 Land slope, s ft /ft 0.0070 0.8 0.0400 2/3 .007 * (n *L) T = -------- - - - - -- hrs 0.50 r 0.50 0.5 0.4 V = -------------- - - - - -- P2 * s 7.8358 n SHALLOW CONCENTRATED FLOW Segment ID B Surface (paved or unpaved)? T = L / (3600 *V) Unpaved Flow length, L ft 1615.0 Watercourse slope, s ft /ft 0.0200 0.5 Avg.V = Csf * (s) ft /s 2.2818 where: Unpaved Csf = 16.1345 Paved Csf = 20.3282 T = L / (3600 *V) hrs 0.20 = 0.20 CHANNEL FLOW Segment ID C Cross Sectional Flow Area, a sq.ft 46.00 Wetted perimeter, Pw ft 24.40 Hydraulic radius, r = a /Pw ft 1.885 Channel slope, s ft /ft 0.0190 Manning's roughness coeff., n 0.0400 2/3 1/2 1.49 * r * s V = -------------- - - - - -- ft /s 7.8358 n Flow length, L ft 220 T = L / (3600 *V) hrs 0.01 = 0.01 PRE DEVELOPMENT CONDITIONS SOUTHERN TRACE SUBDIVISION DRAINAGE REPORT Quick TR -55 Ver.5.46 S/N:1803000009 Executed: 12:51:19 12 -20 -2003 SOUTHERN TRACE SUBDIVISION PRE DEVELOPMENT CONDITIONS 34.64 ACRES TO OUTFALL AT WELLBORN ROAD * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q =cfs, C= Weighted Runoff Coefficient, I =in /hour, A =acres adj = 'C' adjustment factor for each return frequency Subarea Runoff Area I Tc Wtd. Descr. 'C' acres (min) 'C' UNDEVELOPED 0.300 34.64 42.60 0.300 RETURN FREQUENCY = 2 years 'C' adjustment, k = 1 Adj. 'Cl = Wtd.'C' x 1 ------------------- - - - - -- -- - - - - -- ------------------------- -- - - - - -- Adj. I Total Peak Q 'C' in /hr acres (cfs) ----------------- - - - - -- - - - - - -- 0.300 2.740 34.64 28.47 Quick TR -55 Ver.5.46 S/N:1803000009 Executed: 12:51:19 12 -20 -2003 SOUTHERN TRACE SUBDIVISION PRE DEVELOPMENT CONDITIONS 34.64 ACRES TO OUTFALL AT WELLBORN ROAD * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q =cfs, C= Weighted Runoff Coefficient, I =in /hour, A =acres adj = 'C' adjustment factor for each return frequency RETURN FREQUENCY = 5 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 Subarea Runoff Area Tc Wtd. Adj. I Total Peak Q Descr. 'C' acres (min) 'C' 'C' in /hr acres (cfs) UNDEVELOPED 0.300 34.64 42.60 0.300 0.300 3.464 34.64 36.00 Quick TR -55 Ver.5.46 S/N:1803000009 Executed: 12:51:19 12 -20 -2003 SOUTHERN TRACE SUBDIVISION PRE DEVELOPMENT CONDITIONS 34.64 ACRES TO OUTFALL AT WELLBORN ROAD * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q =cfs, C= Weighted Runoff Coefficient, I =in /hour, A =acres adj = 'C' adjustment factor for each return frequency Subarea Runoff Area Tc Wtd. Descr. 'C' acres (min) 'C' UNDEVELOPED 0.300 34.64 42.60 0.300 RETURN FREQUENCY = 10 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ------------------- - - - - -- -- - - - - -- ------------------------- -- - - - - -- Adj. I Total Peak Q 'C' in /hr acres (cfs) ------------- - - - - -- - - - - - -- 0.300 3.974 34.64 41.30 t tlpfv Quick TR -55 Ver.5.46 S/N:1803000009 Executed: 12:51:19 12 -20 -2003 SOUTHERN TRACE SUBDIVISION PRE DEVELOPMENT CONDITIONS 34.64 ACRES TO OUTFALL AT WELLBORN ROAD * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q =cfs, C= Weighted Runoff Coefficient, I =in /hour, A =acres adj = 'C' adjustment factor for each return frequency Subarea Runoff Area Tc Wtd. Descr. 'C' acres (min) Oct UNDEVELOPED 0.300 34.64 42.60 0.300 RETURN FREQUENCY = 25 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 Adj . I Total Peak Q 'C' in /hr acres (cfs) ----------------- - - - - -- - - - - - -- 0.300 4.584 34.64 47.64 mr. Quick TR -55 Ver.5.46 S/N:1803000009 Executed: 12:51:19 12 -20 -2003 SOUTHERN TRACE SUBDIVISION PRE DEVELOPMENT CONDITIONS 34.64 ACRES TO OUTFALL AT WELLBORN ROAD * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q =cfs, C= Weighted Runoff Coefficient, I =in /hour, A= acres adj = 'C' adjustment factor for each return frequency Subarea Runoff Area Tc Wtd. Descr. 'C' acres (min) 'C' UNDEVELOPED 0.300 34.64 42.60 0.300 RETURN FREQUENCY = 100 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ------------------- - - - - -- -- - - - - -- ------------------------- -- - - - - -- Adj. I Total Peak Q 'C' in /hr acres (cfs) ----------------- - - - - -- - - - - - -- 0.300 5.472 34.64 56.87 POST - DEVELOPMENT CONDITIONS SOUTHERN TRACE SUBDIVISION DRAINAGE REPORT 3 3 r* ,� Quick TR -55 Ver.5.46 S/N:1803000009 Executed: 12:17:12 12 -24 -2003 MODIFIED RATIONAL METHOD - - -- Graphical Summary for Maximum Required Storage - - -- First peak outflow point assumed to occur at inflow recession leg. SOUTHERN TRACE SUBDIVISION POSTDEVELOPMENT CONDITIONS - ACTUAL AREAS TO BASIN *************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • RETURN FREQUENCY: 2 yr I Allowable Outflow: 21.44 cfs • 'C' Adjustment: 1.000 Required Storage: 24,532 cu.ft. *--------------------------------------------------------------- - - - - -* * Peak Inflow: 29.55 cfs Inflow .HYD stored: ST2PST .HYD *************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Td = 47 minutes /- - - - - -- Approx. Duration for Max. Storage - - - - - -/ F L 0 W c f s Tc= 44.40 minutes I = 2.660 in /hr . Q = 30.23 cfs . Required Storage • -- 24,532 cu.ft. X x X x x X xlx X x x X X x X X x x Return Freq: 2 yr C adj.factor: 1.00 Area (ac): 29.81 Weighted C: 0.38 Adjusted C: 0.38 Td= 47 minutes I = 2.600 in /hr Q = 29.55 cfs o Q= 21.44 cfs x o x (Allow.Outflow) X O x o NOT TO SCALE x . x o O X - 59.18 minutes Quick TR -55 Ver.5.46 S/N:1803000009 Executed: 12:17:12 12 -24 -2003 MODIFIED RATIONAL METHOD - - -- Graphical Summary for Maximum Required Storage - - -- First peak outflow point assumed to occur.at inflow recession leg. SOUTHERN TRACE SUBDIVISION POSTDEVELOPMENT CONDITIONS - ACTUAL AREAS TO BASIN *************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • RETURN FREQUENCY: 5 yr I Allowable Outflow: 27.10 cfs • 'C' Adjustment: 1.000 Required Storage: 29,843 cu.ft. *--------------------------------------------------------------- - - - - -* * Peak Inflow: 36.93 cfs Inflow .HYD stored: ST5PST .HYD *************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Td = 47 minutes /- - - - - -- Approx. Duration for Max. Storage - - - - - -/ F L 0 W c f s Tc= 44.40 minutes I = 3.370 in /hr Q = 38.30 cfs Required Storage -- 29,843 cu.ft. x x x x x x xlx x x x x x x x x x x Return Freq: 5 yr C adj.factor: 1.00 Area (ac) : 29.81 Weighted C: 0.38 Adjusted C: 0.38 Td= 47 minutes I = 3.250 in /hr Q = 36.93 cfs x x o Q= 27.10 cfs x o x (Allow.Outflow) x o x o NOT TO SCALE x x o O x 58.82 minutes Quick TR -55 Ver.5.46 S/N:1803000009 Executed: 12:17:12 12 -24 -2003 MODIFIED RATIONAL METHOD - - -- Graphical Summary for Maximum Required Storage - - -- First peak outflow point assumed to occur at inflow recession leg. SOUTHERN TRACE SUBDIVISION POSTDEVELOPMENT CONDITIONS - ACTUAL AREAS TO BASIN *************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • RETURN FREQUENCY: 10 yr I Allowable Outflow: 31.06 cfs • 'C Adjustment: 1.000 Required Storage: 34,637 cu.ft. *--------------------------------------------------------------- - - - - -* * Peak Inflow: 43.07 cfs Inflow .HYD stored: ST10PST .HYD *************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Td = 46 minutes /- - - - - -- Approx. Duration for Max. Storage - - - - - -, Tc= 44.40 minutes I = 3.876 in /hr . Q = 44.05 cfs F L 0 W c f s Required Storage -- 34,637 cu.ft. x x x x x x xlx x x x x x x x x x x x O x o NOT TO SCALE x x o O x 58.38 minutes Return Freq: 10 yr C adj.factor: 1.00 Area (ac) : 29.81 Weighted C: 0.38 Adjusted C: 0.38 Td= 46 minutes I = 3.790 in /hr Q = 43.07 cfs x ' x O Q= 31.06 cfs x O x (Allow.Outflow) Quick TR -55 Ver.5.46 S/N:1803000009 Executed: 12:17:12 12 -24 -2003 MODIFIED RATIONAL METHOD - - -- Graphical Summary for Maximum Required Storage - - -- First peak outflow point assumed to occur at inflow recession leg. SOUTHERN TRACE SUBDIVISION POSTDEVELOPMENT CONDITIONS - ACTUAL AREAS TO BASIN *************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * RETURN FREQUENCY: 25 yr I Allowable Outflow: 35.83 cfs * 'C' Adjustment: 1.000 Required Storage: 39,893 cu.ft. *--------------------------------------------------------------- - - - - -* * Peak Inflow: 49.66 cfs Inflow .HYD stored: ST25PST .HYD *************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Td = 46 minutes -- - - - - -- Approx. Duration for Max. Storage - - - - - -/ F L W c f s Tc= 44.40 minutes I = 4.466 in /hr . Q = 50.75 cfs Required Storage -- 39,893 cu.ft. X x x x x x xlx x x x x x x x x x x x o Q= 35.83 cfs x o x (Al1ow.Outflow) x o x o NOT TO SCALE x . x o o x 58.37 minutes Return Freq: 25 yr C adj.factor: 1.00 Area (ac): 29.81 Weighted C: 0.38 Adjusted C: 0.38 Td= 46 minutes I = 4.370 in /hr Q = 49.66 cfs Quick TR -55 Ver.5.46 S/N:1803000009 Executed: 12:17:12 12 -24 -2003 MODIFIED RATIONAL METHOD - - -- Graphical Summary for Maximum Required Storage - - -- First peak outflow point assumed to occur at inflow recession leg. SOUTHERN TRACE SUBDIVISION POSTDEVELOPMENT CONDITIONS - ACTUAL AREAS TO BASIN F L 0 W c f s *************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • RETURN FREQUENCY: 100 yr I Allowable Outflow: 42.76 cfs • 'C' Adjustment: 1.000 Required Storage: 47,906 cu.ft. *--------------------------------------------------------------- - - - - -* * Peak Inflow: 57.05 cfs Inflow .HYD stored: ST100PST.HYD *************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Td = 49 minutes - - - - -- Approx. Duration for Max. Storage - - - - - -, Tc= 44.40 minutes I = 5.338 in /hr Q = 60.66 cfs Required Storage -- 47,906 cu.ft. x x x x x x xlx x x x x x x x x x x Return Freq: 100 yr C adj.factor: 1.00 Area (ac) : 29.81 Weighted C: 0.38 Adjusted C: 0.38 Td= 49 minutes I = 5.020 in /hr Q = 57.05 cfs x x o Q= 42.76 cfs x o x (Allow.Outflow) x o x o NOT TO SCALE x . x o o X 60.12 minutes Quick TR -55 Ver.5.46 S/N:1803000009 Executed: 12:17:12 12 -24 -2003 SOUTHERN TRACE SUBDIVISION POSTDEVELOPMENT CONDITIONS ACTUAL AREAS TO BASIN * * ** Modified Rational Hydrogra_ph * * * ** Weighted C = 0.381 Area= 29.810 acres Tc = 44.40 minutes Adjusted C = 0.381 Td= 47.00 min. I= 3.25 in /hr Qp= 36.93 cfs RETURN FREQUENCY: 5 year storm Adj.factor = 1.00 Output file: STSPST .HYD HYDROGRAPH FOR MAXIMUM STORAGE For the 5 Year Storm Time Time increment = 0.017 Hours Hours Time on left represents time for first Q in each row. -- - - - - -- 0.007 --------------------------------------------------------------- 0.33 1.16 2.00 2.83 3.66 4.49 5.32 0.123 6.16 6.99 7.82 8.65 9.48 10.31 11.15 0.240 11.98 12.81 13.64 14.47 15.31 16.14 16.97 0.357 17.80 18.63 19.46 20.30 21.13 21.96 22.79 0.473 23.62 24.46 25.29 26.12 26.95 27.78 28.61 0.590 29.45 30.28 31.11 31.94 32.77 33.61 34.44 0.707 35.27 36.10 36.93 36.93 36.93 36.60 35.77 0.823 34.94 34.10 33.27 32.44 31.61 30.78 29.95 0.940 29.11 28.28 27.45 26.62 25.79 24.95 24.12 1.057 23.29 22.46 21.63 20.80 19.96 19.13 18.30 1.173 17.47 16.64 15.80 14.97 14.14 13.31 12.48 1.290 11.65 10.81 9.98 9.15 8.32 7.49 6.65 1.407 5.82 4.99 4.16 3.33 2.50 1.66 0.83 1.523 0.00 Quick TR -55 Ver.5.46 S/N:1803000009 Executed: 12:17:12 12 -24 -2003 SOUTHERN TRACE SUBDIVISION - POSTDEVELOPMENT CONDITIONS - ACTUAL AREAS TO BASIN * * ** Modified Rational Hydrograph * * * ** Weighted C = 0.381 Area= 29.810 acres Tc = 44.40 minutes Adjusted C = 0.381 Td= 46.00 min. I= 3.79 in /hr Qp= 43.07 cfs RETURN FREQUENCY: 10 year storm Adj.factor = 1.00 Output file: ST10PST .HYD HYDROGRAPH FOR MAXIMUM STORAGE For the 10 Year Storm Time Time increment = 0.017 Hours Hours Time on left represents time for first Q in each row. -- - - - - -- 0.007 --------------------------------------------------------------- 0.39 1.36 2.33 3.30 4.27 5.24 6.21 0.123 7.18 8.15 9.12 10.09 11.06 12.03 13.00 0.240 13.97 14.94 15.91 16.88 17.85 18.82 19.79 0.357 20.76 21.73 22.70 23.67 24.64 25.61 26.58 0.473 27.55 28.52 29.49 30.46 31.43 32.40 33.37 0.590 34.34 35.31 36.28 37.25 38.22 39.19 40.16 0.707 41.13 42.10 43.07 43.07 42.68 41.71 40.74 0.823 39.77 38.80 37.83 36.86 35.89 34.92 33.95 0.940 32.98 32.01 31.04 30.07 29.10 28.13 27.16 1.057 26.19 25.22 24.25 23.28 22.31 21.34 20.37 1.173 19.40 18.43 17.46 16.49 15.52 14.55 13.58 1.290 12.61 11.64 10.67 9.70 8.73 7.76 6.79 1.407 5.82 4.85 3.88 2.91 1.94 0.97 0.00 Quick TR -55 Ver.5.46 S/N:1803000009 Executed: 12:17:12 12 -24 -2003 SOUTHERN TRACE SUBDIVISION POSTDEVELOPMENT CONDITIONS - ACTUAL AREAS TO BASIN * * ** Modified Rational Hydrograph * * * ** Weighted C = 0.381 Area= 29.810 acres Tc = 44.40 minutes Adjusted C = 0.381 Td= 46.00 min. I= 4.37 in /hr Qp= 49.66 cfs RETURN FREQUENCY: 25 year storm Adj.factor = 1.00 Output file: ST25PST .HYD HYDROGRAPH FOR MAXIMUM STORAGE For the 25 Year Storm Time Hours 0.007 0.123 0.240 0.357 0.473 0.590 0.707 0.823 0.940 1.057 1.173 1.290 1.407 Time increment = 0.017 Hours Time on left represents time for first Q in each row. 0.45 1.57 2.68 3.80 4.92 6.04 7.16 8.28 9.40 10.51 11.63 12.75 13.87 14.99 16.11 17.22 18.34 19.46 20.58 21.70 22.82 23.94 25.05 26.17 27.29 28.41 29.53 30.65 31.76 32.88 34.00 35.12 36.24 37.36 38.48 39.59 40.71 41.83 42.95 44.07 45.19 46.31 47.42 48.54 49.66 49.66 49.21 48.09 46.98 45.86 44.74 43.62 42.50 41.38 40.27 39.15 38.03 36.91 35.79 34.67 33.55 32.44 31.32 30.20 29.08 27.96 26.84 25.73 24.61 23.49 22.37 21.25 20.13 19.01 17.90 16.78 15.66 14.54 13.42 12.30 11.18 10.07 8.95 7.83 6.71 5.59 4.47 3.36 2.24 1.12 0.00 Quick TR -55 Ver.5.46 S/N:1803000009 Executed: 12:17:12 12 -24 -2003 SOUTHERN TRACE SUBDIVISION POSTDEVELOPMENT CONDITIONS - ACTUAL AREAS TO BASIN * * ** Modified Rational Hydrograph * * * ** Weighted C = 0.381 Area= 29.810 acres Tc = 44.40 minutes Adjusted C = 0.381 Td= 49.00 min. I= 5.02 in /hr Qp= 57.05 cfs RETURN FREQUENCY: 100 year storm Adj.factor = 1.00 Output file: ST100PST.HYD HYDROGRAPH FOR MAXIMUM STORAGE For the 100 Year Storm Time Hours 0.007 0.123 0.240 0.357 0.473 0.590 0.707 0.823 0.940 1.057 1.173 1.290 1.407 1.523 Time increment = 0.017 Hours Time on left represents time for first Q in each row. 0.51 1.80 3.08 4.37 5.65 6.94 8.22 9.51 10.79 12.08 13.36 14.65 15.93 17.22 18.50 19.79 21.07 22.36 23.64 24.93 26.21 27.50 28.78 30.07 31.35 32.64 33.92 35.20 36.49 37.77 39.06 40.34 41.63 42.91 44.20 45.48 46.77 48.05 49.34 50.62 51.91 53.19 54.48 55.76 57.05 57.05 57.05 57.05 57.05 56.53 55.25 53.96 52.68 51.39 50.11 48.82 47.54 46.25 44.97 43.68 42.40 41.12 39.83 38.55 37.26 35.98 34.69 33.41 32.12 30.84 29.55 28.27 26.98 25.70 24.41 23.13 21.84 20.56 19.27 17.99 16.70 15.42 14.13 12.85 11.56 10.28 8.99 7.71 6.42 5.14 3.85 2.57 1.28 0.00 Quick TR -55 Ver.5.46 S/N:1803000009 Executed: 12:17:12 12 -24 -2003 SOUTHERN TRACE SUBDIVISION POSTDEVELOPMENT CONDITIONS - ACTUAL AREAS TO BASIN * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q =cfs, C= Weighted Runoff Coefficient, I =in /hour, A =acres adj = 'C' adjustment factor for each return frequency Subarea Runoff Area Tc Wtd. Descr. 'C' acres (min) 'C' I UNDEVELOPED 0.300 21.74 DEVELOPED 0.600 8.07 44.40 0.381 RETURN FREQUENCY = 2 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 Adj. I Total Peak Q 'C' in /hr acres (cfs) 0.381 2.660 29.81 30.23 Quick TR -55 Ver.5.46 S/N:1803000009 Executed: 12:17:12 12 -24 -2003 SOUTHERN TRACE SUBDIVISION POSTDEVELOPMENT CONDITIONS - ACTUAL AREAS TO BASIN * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q =cfs, C= Weighted Runoff Coefficient, I =in /hour, A =acres adj = 'C' adjustment factor for each return frequency Subarea Runoff Area Tc Wtd. Descr. 'C' acres (min) 'C' UNDEVELOPED 0.300 21.74 DEVELOPED 0.600 8.07 44.40 0.381 RETURN FREQUENCY = 5 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ------------------- - - - - -- -- - - - - -- ------------------------- -- - - - - -- Adj. I Total Peak Q 'C' in /hr acres (cfs) --------------- -- - - - - - - - -- 0.381 3.370 29.81 -- - - 38.30 Quick TR -55 Ver.5.46 S/N :1803000009 Executed: 12:17:12 12 -24 -2003 SOUTHERN TRACE SUBDIVISION POSTDEVELOPMENT CONDITIONS - ACTUAL AREAS TO BASIN * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q =cfs, C= Weighted Runoff Coefficient, I =in /hour, A =acres adj = 'C' adjustment factor for each return frequency RETURN FREQUENCY = 10 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ------------------- - - - - =- -- - - - - -- ------------------------- -- - - - - -- Subarea Runoff Area Tc Wtd. Adj. I Total Peak Q Descr. 'C' acres (min) 'C' 'C' in /hr acres (cfs) UNDEVELOPED 0.300 21.74 DEVELOPED 0.600 8.07 44.40 0.381 0.381 3.876 29.81 44.05 Quick TR -55 Ver.5.46 S/N:1803000009 Executed: 12:17:12 12 -24 -2003 SOUTHERN TRACE SUBDIVISION POSTDEVELOPMENT CONDITIONS - ACTUAL AREAS TO BASIN * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q =cfs, C= Weighted Runoff Coefficient, I =in /hour, A =acres adj = 'C' adjustment factor for each return frequency Subarea Runoff Area Tc Wtd. Descr. 'C' acres (min) 'C' UNDEVELOPED 0.300 21.74 DEVELOPED 0.600 8.07 44.40 0.381 RETURN FREQUENCY = 25 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ------------------- - - - - -- -- - - - - -- ------------------------- -- - - - - -- Adj. I Total Peak Q 'C' in /hr acres (cfs) ---------- -- - - - - -- - - - - -- 0.381 4.466 29.81 50.75 Quick TR -55 Ver.5.46 S/N:1803000009 Executed: 12:17:12 12 -24 -2003 SOUTHERN TRACE SUBDIVISION POSTDEVELOPMENT CONDITIONS - ACTUAL AREAS TO BASIN * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q =cfs, C= Weighted Runoff Coefficient, I =in /hour, A =acres adj = 'C' adjustment factor for each return frequency RETURN FREQUENCY = 100 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 -------------- - - - - -- -- - - - - -- Subarea Runoff Area Tc Wtd. Adj. I Total Peak Q Descr. 'C' acres (min) 'C' 'C' in /hr acres (cfs) UNDEVELOPED 0.300 21.74 DEVELOPED 0.600 8.07 44.40 0.381 0.381 5.338 29.81 60.66 Quick TR -55 Ver.5.46 S/N:1803000009 Executed: 12:17:12 12 -24 -2003 ***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * - MODIFIED RATIONAL METHOD * - - -- Grand Summary For All Storm Frequencies - - -- * * * * ***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** First peak outflow point assumed to occur at inflow recession leg. SOUTHERN TRACE SUBDIVISION POSTDEVELOPMENT CONDITIONS - ACTUAL AREAS TO BASIN Area = 29.81 acres Tc = 44.40 minutes ........ ............................... ........................ Frequency Adjusted Duration Intens. Qpeak Allowable Inflow Storage (years) 'C' minutes in /hr cfs cfs - - - - -- ( cu.ft.) --------------------- (cu.ft.) ------------------------------------------------ 2 0.381 47 2.600 29.55 21.44 83,321 24,532 5 0.381 47 3.250 36.93 27.10 104,151 29,843 10 0.381 46 3.790 43.07 31.06 118,872 34,637 25 0.381 46 4.370 49.66 35.83 137,063 39,893 100 0.381 49 5.020 57.05 42.76 167,719 47,906 Quick TR -55 Ver.5.46 S/N:1803000009 Executed: 12:17 :12 12 -24 -2003 MODIFIED RATIONAL METHOD - - --- Summary for Single Storm Frequency - - -- First peak outflow point assumed to occur at inflow recession leg. SOUTHERN TRACE SUBDIVISION POSTDEVELOPMENT CONDITIONS - ACTUAL AREAS TO BASIN RETURN FREQUENCY: 2 yr 'C' Adjustment = 1.000 Allowable Q = 21.44 cfs ---------------------------------------------------------------------------- Hydrograph file duration= 47.00 minutes Hydrograph file: ST2PST .HYD Tc 44.40 minutes ............................................. ............................... ............................................. ............................... VOLUMES Weighted Adjusted Duration Intens. Areas Qpeak Inflow Storage 'C' 'C' minutes in /hr acres cfs (cu.ft.) (cu.ft.) 0.381 0.381 44 2.660 29.81 30.23 80,528 23,412 *************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Storage Maximum 0.381 0.381 47 2.600 29.81 29.55 83,321 24,532 0.381 0.381 50 2.500 29.81 28.41 85,230 24 0.381 0.381 60 2.200 29.81 25.00 90,003 1 22,853 0.381 0.381 120 1.300 29.81 14.77 Qpeak < Qallow Quick TR -55 Ver.5.46 S/N:1803000009 Executed: 12:17:12 12 -24 -2003 MODIFIED RATIONAL METHOD - - -- Summary for Single Storm Frequency - - -- First peak outflow point assumed to occur at inflow recession leg. SOUTHERN TRACE SUBDIVISION POSTDEVELOPMENT CONDITIONS - ACTUAL AREAS TO BASIN RETURN FREQUENCY: 5 yr 'C' Adjustment = 1.000 Allowable Q = 27.10 cfs ---------------------------------------------------------------------- - - - - -- Hydrograph file duration= 47.00 min Hydrograph file: ST5PST .HYD ..... ............................... ..... ............................... Weighted Adjusted Duration Intens. 'C' 'C' minutes in /hr 0.381 0.381 44 3.370 utes Tc = 44.40 minutes ......... ............................... ......... ............................... VOLUMES Areas Qpeak Inflow Storage acres cfs (cu.ft.) (cu.ft.) 29.81 38.30 102,022 29,828 *************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Storage Maximum 0.381 0.381 47 3.250 29.81 36.93 104,151 29,843 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 0.381 0.381 50 3.120 29.81 0.381 0.381 60 2.750 29.81 0.381 0.381 120 1.700 29.81 35.46 106,367 29,620 31.25 112,504 27,626 19.32 Qpeak < Qallow Quick TR -55 Ver.5.46 S/N:1803000009 Executed: 12:17:12 12 -24 -2003 MODIFIED RATIONAL METHOD - - -- Summary for Single Storm Frequency - - -- First peak outflow point assumed to occur at inflow recession leg. SOUTHERN TRACE SUBDIVISION POSTDEVELOPMENT CONDITIONS - ACTUAL AREAS TO BASIN RETURN FREQUENCY: 10 yr 'C' Adjustment = 1.000 Allowable Q = 31.06 cfs ---------------------------------------------------------------- - - - - -- - -- Hydrograph file duration= 46.00 minutes Hydrograph file: ST10PST .HYD Tc = 44.40 minutes ........ ............................... ........................ ................ Weighted Adjusted Duration Intens. Areas Qpeak Inflow Storage 'Cl 'C' minutes in /hr acres cfs (cu.ft.) (cu.ft.) 0.381 0.381 44 3.876 29.81 44.05 117,341 34,597 ***************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Storage Maximum 0.381 0.381 46 3.790 29.81 43.07 118,872 34,637 0.381 0.381 50 3.590 29.81 40.80 122,390 34,428 0.381 0.381 60 3.180 29.81 36.14 130,095 32,815 0.381 0.381 120 2.000 29.81 22.73 Qpeak < Qallow Quick TR -55 Ver.5.46 S/N:1803000009 Executed: 12:17:12 12 -24 -2003 MODIFIED RATIONAL METHOD - - -- Summary for Single Storm Frequency - - -- First peak outflow point assumed to occur at inflow recession leg. SOUTHERN TRACE SUBDIVISION POSTDEVELOPMENT CONDITIONS - ACTUAL AREAS TO BASIN RETURN FREQUENCY: 25 yr - C' Adjustment = 1.000 Allowable Q = 35.83 cfs ---------------------------------------------------------------------- - - - - -- Hydrograph file duration= 46.00 min Hydrograph file: ST25PST .HYD ..... ............................... ..... ............................... Weighted Adjusted Duration Intens. 'C' 'C' minutes in /hr ------------------------------------ 0.381 0.381 44 4.466 utes Tc = 44.40 minutes ......... ............................... ......... ............................... VOLUMES Areas Qpeak Inflow Storage acres cfs (cu.ft.) ( cu.ft.) 29.81 50.75 135,202 39,751 ***************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Storage Maximum 0.381 0.381 46 4.370 29.81 49.66 137,063 39,893 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 0.381 0.381 50 4.140 29.81 47.05 141,141 39,670 0.381 0.381 60 3.680 29.81 41.82 150,550 38,331 0.381 0.381 120 2.300 29.81 26.14 Qpeak < Qallow Quick TR -55 Ver.5.46 S/N:1803000009 Executed: 12 :17:12 12 -24 -2003 MODIFIED RATIONAL METHOD - - -- Summary for Single Storm Frequency - - -- First peak outflow point assumed to occur at inflow recession leg. SOUTHERN TRACE SUBDIVISION POSTDEVELOPMENT CONDITIONS - ACTUAL AREAS TO BASIN RETURN FREQUENCY: 100 yr 'C' Adjustment = 1.000 Allowable Q = 42.76 cfs ---------------------------------------------------------------------- - - - - -- Hydrograph file duration= 49.00 min Hydrograph file: ST100PST.HYD ..... ............................... ..... ............................... Weighted Adjusted Duration Intens. 'C' 'C' minutes in /hr ------------------------------------ 0.381 0.381 44 5.338 utes Tc = 44.40 minutes ......... ............................... VOLUMES Areas Qpeak Inflow Storage acres cfs (cu.ft.) (cu.ft.) 29.81 60.66 161,601 47,688 **************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Storage Maximum 0.381 0.381 49 5.020 29.81 57.05 ( 167,719 47,906 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 0.381 0.381 50 4.950 29.81 56.25 168,755 47,659 0.381 0.381 60 4.410 29.81 50.12 180,415 46,491 0.381 0.381 120 2.800 29.81 31.82 Qpeak < Qallow BASIN VOLUME POND -2 Version: 5.20 SIN: 1903052002 SOUTHERN TRACE SUBDIVISION DETENTION BASIN VOLUMES CALCULATED 12 -24 -2003 13:03:09 DISK FILE: c: \pondpack \hydrow \ST .VOL Planimeter scale: 1 inch = 1 ft. 2 IA = ( sq.rt (Areal) + ( (Ei -E1) / (E2 -E1)) * ( sq.rt (Area2) -sq.rt (Areal)) ) where: E1, E2 = Closest two elevations with planimeter data Ei = Elevation at which to interpolate area Areal,Area2 = Areas computed for E1, E2, respectively IA = Interpolated area for Ei * Incremental volume computed by the Conic Method for Reservoir Volumes. Volume = (1/3) * (EL2 -EL1) * (Areal + Area2 + sq.rt.(Areal *Area2)) where: ELI, EL2 = Lower and upper elevations of the increment Areal,Area2 = Areas computed for ELI, EL2, respectively Volume = Incremental volume between ELI and EL2 * Elevation Planimeter Area Al +A2 +sgr(A1 *A2) Volume Volume Sum (ft) (sq.in.) (sq.ft) (sq.ft) (cubic -ft) (cubic -ft) --------------------------------------------------------------------------- 331.60 28,817.00 28,817 0 0 0 332.00 41,351.00 41,351 104,688 13,958 13,958 333.00 45,794.00 45,794 130,661 43,554 57,512 334.00 50,957.00 50,957 145,058 48,353 105,864 2 IA = ( sq.rt (Areal) + ( (Ei -E1) / (E2 -E1)) * ( sq.rt (Area2) -sq.rt (Areal)) ) where: E1, E2 = Closest two elevations with planimeter data Ei = Elevation at which to interpolate area Areal,Area2 = Areas computed for E1, E2, respectively IA = Interpolated area for Ei * Incremental volume computed by the Conic Method for Reservoir Volumes. Volume = (1/3) * (EL2 -EL1) * (Areal + Area2 + sq.rt.(Areal *Area2)) where: ELI, EL2 = Lower and upper elevations of the increment Areal,Area2 = Areas computed for ELI, EL2, respectively Volume = Incremental volume between ELI and EL2 OUTFALL STRUCTURE SOUTHERN TRACE SUBDIVISION DRAINAGE REPORT Outlet Structure File: ST .STR POND -2 Version: 5.20 SIN: 1903052002 Date Executed: -Time Executed: ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** SOUTHERN TRACE SUBDIVISION DETENTION BASIN OUTFALL STRUCTURE RECTANGULAR WEIR ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * ** COMPOSITE OUTFLOW SUMMARY * * ** Elevation (ft) Q (cfs) - - - - -- Contributing ------------------ Structures - - - - -- -------- - - - - -- 331.60 - 0.0 331.70 0.0 331.80 0.0 331.90 0.0 332.00 0.0 1 332.10 0.6 1 332.20 1.8 1 332.30 3.3 1 332.40 5.0 1 332.50 7.0 1 332.60 9.2 1 332.70 11.6 1 332.80 14.2 1 332.90 17.0 1 333.00 19.9 1 333.10 22.9 1 333.20 26.1 1 333.30 29.5 1 333.40 32.9 1 333.50 36.5 1 333.60 40.2 1 333.70 44.1 1 333.80 48.0 1 333.90 52.1 1 334.00 0.0 Outlet Structure File: ST STR POND -2 Version: 5.20 SIN: 1903052002 Date Executed: Time Executed: ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** SOUTHERN TRACE SUBDIVISION DETENTION BASIN OUTFALL STRUCTURE RECTANGULAR WEIR ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Outlet Structure File: c: \pondpack \hydrow \ST STR Planimeter Input File: c: \pondpack \hydrow \ST .VOL Rating Table Output File: c: \pondpack \hydrow \ST .PND Min. Elev. (ft) = 331.6 Max. Elev. (ft) = 334 Incr. (ft) _ .l Additional elevations (ft) to be included in table: * * * * * * * * * * * * * * * * * * * * * * * * * * *************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** SYSTEM CONNECTIVITY *************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Structure No. Q Table Q Table ---- - - - - -- - -- - - - - -- - - - - - -- WEIR-VR 1 -> 1 Outflow rating table summary was stored in file: c: \pondpack \hydrow \ST .PND A Outlet Structure File: ST .STR POND -2 Version: 5.20 SIN: 1903052002 Date Executed: Time Executed: ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** SOUTHERN TRACE SUBDIVISION DETENTION BASIN OUTFALL STRUCTURE RECTANGULAR WEIR ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** >>>>>> Structure No. 1 <<<<<< (Input Data) WEIR -VR Weir - Vertical Rectangular E1 elev.(ft)? 332.00 E2 elev.(ft)? 334.00 Weir coefficient? 2.65 Weir elev.(ft)? 332.00 Length (ft)? 7.5 Contracted /Suppressed (C /S)? S 4 fN,:r. Outlet Structure File: ST STR POND -2 Version: 5.20 SIN: 1903052002 Date Executed: Time Executed: ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** SOUTHERN TRACE SUBDIVISION DETENTION BASIN OUTFALL STRUCTURE RECTANGULAR WEIR ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Outflow Rating Table for Structure #1 WEIR -VR Weir - Vertical Rectangular * * * ** INLET CONTROL ASSUMED * * * ** Elevation (ft) Q (cfs) Computation Messages 331.60 0.0 E < Inv.El.= 332 331.70 0.0 E < Inv.El.= 332 331.80 0.0 E < Inv.El.= 332 331.90 0.0 E < Inv.El.= 332 332.00 0.0 H =0.0 332.10 0.6 H =.1 332.20 1.8 H =.2 332.30 3.3 H =.3 332.40 5.0 H =.4 332.50 7.0 H =.5 332.60 9.2 H =.6 332.70 11.6 H =.7 332.80 14.2 H =.8 332.90 17.0 H =.9 333.00 19.9 H =1.0 333.10 22.9 H =1.1 333.20 26.1 H =1.2 333.30 29.5 H =1.3 333.40 32.9 H =1.4 333.50 36.5 H =1.5 333.60 40.2 H =1.6 333.70 44.1 H =1.7 333.80 48.0 H =1.8 333.90 52.1 H =1.9 334.00 0.0 E = or > E2= 334.00 C = 2.65 L (ft) = 7.5 H (ft) = Table elev. - Invert elev. ( 332 ft ) Q (cfs) = C * L * (H * *1.5) -- Suppressed Weir STORM ROUTING SOUTHERN TRACE SUBDIVISION DRAINAGE REPORT r POND -2 Version: 5.20 SIN: 1903052002 EXECUTED: 12 -24 -2003 12:40:54 Page 1 Return Freq: 2 years ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * SOUTHERN TRACES SUBDIVISION * STORM ROUTING * ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Inflow Hydrograph: c: \pondpack \hydrow \ST2PST .HYD Rating Table file: c: \pondpack \hydrow \ST .PND - - -- INITIAL CONDITIONS--- - Elevation = 332.00 ft Outflow = 0.00 cfs Storage = 13,958 cu -ft GIVEN POND DATA ELEVATION OUTFLOW STORAGE (ft) (cfs) (cu -ft) - - - - -- --- - - - - -- 331.60 --- - - - - -- 0.0 ---- 0 331.70 0.0 3,027 331.80 0.0 6,353 331.90 0.0 9,991 332.00 0.0 23,958 332.10 0.6 18,115 332.20 1.8 22,316 332.30 3.3 26,560 332.40 5.0 30,847 332.50 7.0 35,179 332.60 9.2 39,556 332.70 11.6 43,978 332.80 14.2 48,445 332.90 17.0 52,955 333.00 19.9 57,512 333.10 22.9 62,117 333.20 26.1 66,772 333.30 29.5 71,478 333.40 32.9 76,234 333.50 36.5 81,043 333.60 40.2 85,903 333.70 44.1 90,815 333.80 48.0 95,779 333.90 ------------------------ 52.1 100,795 - - - - -- INTERMEDIATE ROUTING COMPUTATIONS 2S /t 2S /t + 0 (cfs) (cfs) - - - - -- ------ - - - - -- 0.0 ------- 0.0 100.9 100.9 211.7 211.7 333.0 333.0 465.2 465.2 603.7 604.3 743.7 745.5 885.2 888.5 1028.0 1033.0 1172.4 1179.4 1318.3 1327.5 1465.6 1477.2 1614.5 1628.7 1764.8 1781.8 1916.7 1936.6 2070.1 2093.0 2225.3 2251.4 2382.1 2411.6 2540.6 2573.5 2700.9 2737.4 2862.9 2903.1 3026.6 3070.7 3192.0 3240.0 3359.2 -------------------- 3411.3 - - - - -- Time increment (t) = 0.017 hrs. POND -2 Version: 5.20 SIN: 1903052002 EXECUTED: 12 -24 -2003 12:40:54 Pond File: c: \pondpack \hydrow \ST PND Inflow Hydrograph: c: \pondpack \hydrow \ST2PST .HYD Outflow Hydrograph: c: \pondpack \hydrow \ST2 -OUT .HYD Page 2 Return Freq: 2 years INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------ - - - - -- ------------------------------------------------ - - - - -- TIME INFLOW I1 +I2 2S /t - 0 2S /t + 0 OUTFLOW ELEVATION (hrs) - (cfs) (cfs) (cfs) -- (cfs) ----- - - - - -- (cfs) --- - - - - -- (ft) --- - - - - -- -- - - - -- 0.007 --- - - - - -- 0.27 --- - - - - -- - - - -- ------ - - - - 465.2 465.2 0.00 332.00 0.023 0.93 1.2 466.4 466.4 0.01 332.00 0.040 1.60 2.5 468.9 468.9 0.02 332.00 0.057 2.26 3.9 472.7 472.7 0.03 332.01 0.073 2.93 5.2 477.7 477.9 0.05 332.01 0.090 3.59 6.5 484.1 484.3 0.08 332.01 0.107 4.26 7.9 491.7 492.0 0.12 332.02 0.123 4.92 9.2 500.6 500.9 0.15 332.03 0.140 5.59 10.5 510.7 511.1 0.20 332.03 0.157 6.26 11.9 522.1 522.6 0.25 332.04 0.173 6.92 13.2 534.6 535.2 0.30 332.05 0.190 7.59 14.5 548.4 549.2 0.36 332.06 0.207 8.25 15.8 563.4 564.3 0.43 332.07 0.223 8.92 17.2 579.6 580.6 0.50 332.08 0.240 9.58 18.5 596.9 598.1 0.57 332.10 0.257 10.25 19.8 615.4 616.8 0.71 332.11 0.273 10.91 21.2 634.8 636.5 0.87 332.12 0.290 11.58 22.5 655.2 657.3 1.05 332.14 0.307 12.24 23.8 676.5 679.0 1.23 332.15 0.323 12.91 25.2 698.8 701.7 1.43 332.17 0.340 13.58 26.5 722.0 725.3 1.63 332.19 0.357 14.24 27.8 746.2 749.9 1.85 332.20 0.373 14.91 29.2 771.1 775.3 2.11 332.22 0.390 15.57 30.5 796.8 801.6 2.39 332.24 0.407 16.24 31.8 823.3 828.6 2.67 332.26 0.423 16.90 33.1 850.5 856.4 2.96 332.28 0.440 17.57 34.5 878.4 884.9 3.26 332.30 0.457 18.23 35.8 907.0 914.2 3.60 332.32 0.473 18.90 37.1 936.2 944.1 3.95 332.34 0.490 19.56 38.5 966.1 974.7 4.31 332.36 0.507 20.23 39.8 996.5 1005.9 4.68 332.38 0.523 20.90 41.1 1027.5 1037.6 5.06 332.40 0.540 21.56 42.5 1059.0 1070.0 5.50 332.43 0.557 22.23 43.8 1090.8 1102.7 5.95 332.45 0.573 22.89 45.1 1123.1 1136.0 6.41 332.47 0.590 23.56 46.5 1155.9 1169.6 6.87 332.49 0.607 24.22 47.8 1188.9 1203.6 7.36 332.52 0.623 24.89 49.1 1222.3 1238.0 7.87 332.54 0.640 25.55 50.4 1256.0 1272.7 8.39 332.56 0.657 26.22 51.8 1289.9 1307.7 8.91 332.59 0.673 26.88 53.1 1324.1 1343.0 9.45 332.61 0.690 27.55 54.4 1358.5 1378.5 10.02 332.63 0.707 28.22 55.8 1393.1 1414.3 10.59 332.66 0.723 28.88 57.1 1427.9 1450.2 11.17 332.68 0.740 29.55 58.4 1462.8 1486.3 11.76 332.71 POND -2 Version: 5.20 SIN: 1903052002 EXECUTED: 12 -24 -2003 12:40:54 Pond File: c: \pondpack \hydrow \ST .PND Inflow Hydrograph: c: \pondpack \hydrow \ST2PST .HYD Outflow Hydrograph: c: \pondpack \hydrow \ST2 -OUT .HYD Page 3 Return Freq: 2 years INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------ - - - - -- ------------------------------------------------ - - - - -- TIME INFLOW I1 +I2 2S /t - 0 2S /t + 0 OUTFLOW ELEVATION (hrs) (cfs) (cfs) - (cfs) - - - - -- (cfs) ----- - - - - -- (cfs) --- - - - - -- (ft) --- - - - - -- -- - - - - -- 0.757 --- - - - - -- 29.55 --- - - - - -- 59.1 ------ 1497.2 1521.9 12.37 332.73 0.773 29.55 59.1 1530.3 1556.3 12.96 332.75 0.790 29.28 58.8 1562.1 1589.2 13.52 332.77 0.807 28.61 57.9 1591.9 1620.0 14.05 332.79 0.823 27.95 56.6 1619.4 1648.5 14.56 332.81 0.840 27.28 55.2 1644.5 1674.6 15.04 332.83 0.857 26.62 53.9 1667.5 1698.4 15.47 332.85 0.874 25.95 52.6 1688.3 1720.0 15.87 332.86 0.890 25.29 51.2 1707.1 1739.5 16.23 332.87 0.907 24.62 49.9 1723.9 1757.0 16.55 332.88 0.924 23.96 48.6 1738.8 1772.5 16.83 332.89 0.940 23.29 47.3 1751.9 1786.1 17.08 332.90 0.957 22.63 45.9 1763.2 1797.8 17.30 332.91 0.974 21.96 44.6 1772.8 1807.8 17.49 332.92 0.990 21.29 43.3 1780.8 1816.1 17.64 332.92 1.007 20.63 41.9 1787.2 1822.7 17.77 332.93 1.024 19.96 40.6 1792.1 1827.8 17.86 332.93 1.040 19.30 39.3 1795.5 1831.3 17.93 332.93 1.057 18.63 37.9 1797.5 1833.4 17.97 332.93 1.074 17.97 36.6 1798.1 1834.1 17.98 332.93 1.090 17.30 35.3 1797.4 1833.4 17.97 332.93 1.107 16.64 33.9 1795.5 1831.4 17.93 332.93 1.124 15.97 32.6 1792.4 1828.1 17.87 332.93 1.140 15.31 31.3 1788.1 1823.7 17.78 332.93 1.157 14.64 30.0 1782.7 1818.1 17.68 332.92 1.174 13.97 28.6 1776.2 1811.3 17.55 332.92 1.190 13.31 27.3 1768.7 1803.5 17.41 332'.91 1.207 12.64 26.0 1760.1 1794.6 17.24 332.91 1.224 11.98 24.6 1750.7 1784.8 17.06 332.90 1.240 11.31 23.3 1740.2 1773.9 16.86 332.89 1.257 10.65 22.0 1728.9 1762.2 16.64 332.89 1.274 9.98 20.6 1716.7 1749.5 16.41 332.88 1.290 9.32 19.3 1703.7 1736.0 16.16 332.87 1.307 8.65 18.0 1689.9 1721.7 15.90 332.86 1.324 7.99 16.6 1675.3 1706.5 15.62 332.85 1.340 7.32 15.3 1659.9 1690.6 15.33 332.84 1.357 6.65 14.0 1643.8 1673.9 15.03 - 332.83 1.374 5.99 12.6 1627.0 1656.5 14.71 332.82 1.390 5.32 11.3 1609.6 1638.4 14.38 332.81 1.407 4.66 10.0 1591.5 1619.6 14.04 332.79 1.424 3.99 8.7 1572.7 1600.1 13.71 332.78 1.440 3.33 7.3 1553.3 1580.0 13.36 332.77 1.457 2.66 6.0 1533.3 1559.3 13.01 332.75 1.474 2.00 4.7 1512.7 1538.0 12.64 332.74 1.490 1.33 3.3 1491.5 1516.0 12.27 332.73 1.507 0.67 2.0 1469.7 1493.5 11.88 332.71 Y ,'� yr POND -2 Version: 5.20 SIN: 1903052002 EXECUTED: 12 -24 -2003 12:40:54 Pond File:- c: \pondpack \hydrow \ST PND Inflow Hydrograph: c: \pondpack \hydrow \ST2PST .HYD Outflow Hydrograph: c: \pondpack \hydrow \ST2 -OUT .HYD Page 4 Return Freq: 2 years INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------ ------------------------------------------------------ TIME INFLOW I1 +I2 2S /t - 0 2S /t + 0 OUTFLOW ELEVATION (hrs) (cfs) (cfs) (cfs) (cfs) (cfs) (ft) 1.524 0.00 0.7 1447.4 1470.4 11.49 332.70 ----------- - - - - -- ------------------------------------------------ - - - - -- POND -2 Version: 5.20 SIN: 1903052002 Page 5 EXECUTED: 12 -24 -2003 12:40:54 Return Freq: 2 years * * * * * * * * * * * * * * * * ** SUMMARY OF ROUTING COMPUTATIONS * * * * * * * * * * * * * * * * ** Pond File: c: \pondpack \hydrow \ST .PND Inflow Hydrograph: c: \pondpack \hydrow \ST2PST .HYD Outflow Hydrograph: c: \pondpack \hydrow \ST2 -OUT .HYD Starting Pond W.S. Elevation = 332.00 ft * * * ** Summary of Peak Outflow and Peak Elevation * * * ** Peak Inflow = 29.55 cfs Peak Outflow = 17.98 cfs Peak Elevation = 332.93 ft * * * ** Summary of Approximate Peak Storage * * * ** Initial Storage = 13,958 cu -ft Peak Storage From Storm = 40,534 cu -ft --------------- Total Storage in Pond = 54,493 cu -ft Warning: Inflow hydrograph truncated on left side. POND -2 Version: 5.20 SIN: 1903052002 Page 6 Return Freq: 2 years Pond File: c: \pondpack \hydrow \ST .PND Inflow Hydrograph: c: \pondpack \hydrow \ST2PST .HYD Outflow Hydrograph: c: \pondpack \hydrow \ST2 -OUT .HYD EXECUTED: 12 -24 -2003 Peak Inflow 29.55 cfs 12:40:54 Peak Outflow = 17.98 cfs Peak Elevation = 332.93 ft Flow (cfs) 0.0 3.0 6.0 9.0 12.0 15.0 18.0 21.0 24.0 27.0 30.0 33.0 .62 - x x .64 - x x .65 - x x .67 - x X .69 - x X .7 - x X .72 - x x .74 - x x .76 - x x .77 - x x .79 - x x .81 - x x .82 - x x .84 - x x .86 - x X .87 - x x .89 - x x .91 - x X TIME (hrs) x File: c: \pondpack \hydrow \ST2 -OUT .HYD Qmax = 18.0 cfs * File: c: \pondpack \hydrow \ST2PST .HYD Qmax = 29.5 cfs POND -2 Version: 5.20 SIN: 1903052002 EXECUTED: 12 -24 -2003 12:40:54 Page 1 Return Freq: 5 years ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * SOUTHERN TRACES SUBDIVISION * STORM ROUTING * * * * * ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Inflow Hydrograph: c: \pondpack \hydrow \STSPST .HYD Rating Table file: c: \pondpack \hydrow \ST .PND - - -- INITIAL CONDITIONS - - -- Elevation = 331.60 ft Outflow = 0.00 cfs Storage = 0 cu -ft GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS ELEVATION OUTFLOW STORAGE (ft) - (cfs) - - - - -- (cu -ft) ---- - - - - -- --- - - - -- 331.60 --- 0.0 0 331.70 0.0 3,027 331.80 0.0 6,353 331.90 0.0 9,991 332.00 0.0 13,958 332.10 0.6 18,115 332.20 1.8 22,316 332.30 3.3 26,560 332.40 5.0 30,847 332.50 7.0 35,179 332.60 9.2 39,556 332.70 11.6 43,978 332.80 14.2 48,445 332.90 17.0 52,955 333.00 19.9 57,512 333.10 22.9 62,117 333.20 26.1 66,772 333.30 29.5 71,478 333.40 32.9 76,234 333.50 36.5 81,043 333.60 40.2 85,903 333.70 44.1 90,815 333.80 48.0 95,779 333.90 ------------------------ 52.1 100,795 - - - - -- 2S /t 2S /t + 0 (cfs) (cfs) - - - - -- ------ - - - - -- 0.0 ------- 0.0 100.9 100.9 211.7 211.7 333.0 333.0 465.2 465.2 603.7 604.3 743.7 745.5 885.2 888.5 1028.0 1033.0 1172.4 1179.4 1318.3 1327.5 1465.6 1477.2 1614.5 1628.7 1764.8 1781.8 1916.7 1936.6 2070.1 2093.0 2225.3 2251.4 2382.1 2411.6 2540.6 2573.5 2700.9 2737.4 2862.9 2903.1 3026.6 3070.7 3192.0 3240.0 3359.2 -------------------- 3411.3 - - - - -- Time increment (t) = 0.017 hrs. POND -2 Version: 5.20 SIN: 1903052002 EXECUTED: 12 -24 -2003 12:40:54 Pond File: c: \pondpack \hydrow \ST PND Inflow Hydrograph: c: \pondpack \hydrow \ST5PST .HYD Outflow Hydrograph: c: \pondpack \hydrow \ST5 -OUT .HYD INFLOW HYDROGRAPH ------------ - - - - -- Page 2 Return Freq: 5 years ROUTING COMPUTATIONS ------------------------------------------------ - - - - -- TIME INFLOW I1 +I2 2S /t - 0 2S /t + 0 OUTFLOW ELEVATION (hrs) (cfs) (cfs) --- - - - - -- (cfs) ------ - - - - -- (cfs) ----- - - - - -- (cfs) --- - - - - -- (ft) --- - - - - -- -- - - - - -- 0.007 --- - - - - -- 0.33 - - - -- 0.0 0.0 0.00 331.60 0.023 1.16 1.5 1.5 1.5 0.00 331.60 0.040 2.00 3.2 4.7 4.7 0.00 331.60 0.057 2.83 4.8 9.5 9.5 0.00 331.61 0.073 3.66 6.5 16.0 16.0 0.00 331.62 0.090 4.49 8.2 24.1 24.1 0.00 331.62 0.107 5.32 9.8 33.9 33.9 0.00 331.63 0.123 6.16 11.5 45.4 45.4 0.00 331.65 0.140 6.99 13.2 58.6 58.6 0.00 331.66 0.157 7.82 14.8 73.4 73.4 0.00 331.67 0.173 8.65 16.5 89.8 89.8 0.00 331.69 0.190 9.48 18.1 108.0 108.0 0.00 331.71 0.207 10.31 19.8 127.8 127.8 0.00 331.72 0.223 11.15 21.5 149.2 149.2 0.00 331.74 0.240 11.98 23.1 172.4 172.4 0.00 331.76 0.257 12.81 24.8 197.1 197.1 0.00 331.79 0.273 13.64 26.5 223.6 223.6 0.00 331.81 0.290 14.47 28.1 251.7 251.7 0.00 331.83 0.307 15.31 29.8 281.5 281.5 0.00 331.86 0.323 16.14 31.5 312.9 312.9 0.00 331.88 0.340 16.97 33.1 346.0 346.0 0.00 331.91 0.357 17.80 34.8 .380.8 380.8 0.00 331.94 0.373 18.63 36.4 417.2 417.2 0.00 331.96 0.390 19.46 38.1 455.3 455.3 0.00 331.99 0.407 20.30 39.8 494.8 495.1 0.13 332.02 0.423 21.13 41.4 535.7 536.3 0.31 332.05 0.440 21.96 43.1 577.8 578.7 0.49 332.08 0.457 22.79 44.8 621.0 622.5 0.75 332.11 0.473 23.62 46.4 665.1 667.4 1.14 332.14 0.490 24.46 48.1 710.2 713.2 1.53 332.18 0.507 25.29 49.8 756.0 759.9 1.95 332.21 0.523 26.12 51.4 802.5 807.4 2.45 332.24 0.540 26.95 53.1 849.7 855.6 2.96 332.28 0.557 27.78 54.7 897.4 904.4 3.49 332.31 0.573 28.61 56.4 945.7 953.8 4.07 332.35 0.590 29.45 58.1 994.4 1003.8 4.66 332.38 0.607 30.28 59.7 1043.6 1054.2 5.29 332.41 0.623 31.11 61.4 1093.0 1105.0 5.98 332.45 0.640 31.94 63.1 1142.7 1156.1 6.68 332.48 0.657 32.77 64.7 1192.6 1207.4 7.42 332.52 0.673 33.61 66.4 1242.6 1259.0 8.18 332.55 0.690 34.44 68.1 1292.8 1310.7 8.95 332.59 0.707 35.27 69.7 1342.9 1362.5 9.76 332.62 0.723 36.10 71.4 1393.1 1414.3 10.59 332.66 0.740 36.93 73.0 1443.3 1466.2 11.42 332.69 POND -2 Version: 5.20 SIN: 1903052002 EXECUTED: 12 -24 -2003 12 :40:54 Pond - File: c: \pondpack \hydrow \ST PND Inflow Hydrograph: c: \pondpack \hydrow \ST5PST .HYD Outflow Hydrograph: c: \pondpack \hydrow \ST5 -OUT .HYD INFLOW HYDROGRAPH Page 3 Return Freq: 5 years ROUTING COMPUTATIONS TIME INFLOW I1 +I2 2S /t - 0 2S /t + 0 OUTFLOW ELEVATION (hrs) (cfs) (cfs) - (cfs) ------ - - - - -- (cfs) ----- - - - - -- (cfs) --- - - - - -- (ft) --- - - - - -- -- - - - - -- 0.757 --- - - - - -- 36.93 --- - - - -- 73.9 1492.6 1517.2 12.29 332.73 0.773 36.93 73.9 1540.2 1566.5 13.13 332.76 0.790 36.60 73.5 1585.8 1613.7 13.94 332.79 0.807 35.77 72.4 1628.7 1658.2 14.74 332.82 0.823 34.94 70.7 1668.5 1699.4 15.49 332.85 0.840 34.10 69.0 1705.1 1737.5 16.19 332.87 0.857 33.27 67.4 1738.8 1772.5 16.83 332.89 0.874 32.44 65.7 1769.7 1804.5 17.43 332.91 0.890 31.61 64.1 1797.8 1833.7 17.97 332.93 0.907 30.78 62.4 1823.2 1860.2 18.47 332.95 0.924 29.95 60.7 1846.1 1884.0 18.91 332.97 0.940 29.11 59.1 1866.6 1905.2 19.31 332.98 0.957 28.28 57.4 1884.6 1924.0 19.66 332.99 0.974 27.45 55.7 1900.4 1940.4 19.97 333.00 0.990 26.62 54.1 1914.0 1954.5 20.24 333.01 1.007 25.79 52.4 1925.5 1966.4 20.47 333.02 1.024 24.95 50.7 1934.9 1976.2 20.66 333.03 1.040 24.12 49.1 1942.4 1984.0 20.81 333.03 1.057 23.29 47.4 1947.9 1989.8 20.92 333.03 1.074 22.46 45.8 1951.7 1993.7 20.99 333.04 1.090 21.63 44.1 1953.7 1995.8 21.03 333.04 1.107 20.80 42.4 1954.0 1996.1 21.04 333.04 1.124 19.96 40.8 1952.8 1994.8 21.02 333.04 1.140 19.13 39.1 1949.9 1991.9 20.96 333.04 1.157 18.30 37.4 1945.6 1987.4 20.87 333.03 1.174 17.47 35.8 1939.9 1981.4 20.76 333.03 1.190 16.64 34.1 1932.8 1974.0 20.62 333.02 1.207 15.80 32.4 1924.3 1965.2 20.45 333.02 1.224 14.97 30.8 1914.6 1955.1 20.25 333.01 1.240 14.14 29.1 1903.6 1943.7 20.04 333.00 1.257 13.31 27.5 1891.5 1931.0 19.80 333.00 1.274 12.48 25.8 1878.2 1917.2 19.54 332.99 1.290 11.65 24.1 1863.8 1902.3 19.26 332.98 1.307 10.81 22.5 1848.3 1886.2 18.96 332.97 1.324 9.98 20.8 1831.8 1869.1 18.64 332.96 1.340 9.15 19.1 1814.4 1851.0 18.30 332.94 1.357 8.32 17.5 1796.0 1831.9 17.94 332.93 1.374 7.49 15.8 1776.7 1811.8 17.56 332.92 1.390 6.65 14.1 1756.5 1790.8 17.17 332.91 1.407 5.82 12.5 1735.4 1768.9 16.76 332.89 1.424 4.99 10.8 1713.5 1746.2 16.35 332.88 1.440 4.1.6 9.2 1690.8 1722.7 15.92 332.86 1.457 3.33 7.5 1667.4 1698.3 15.47 332.85 1.474 2.50 5.8 1643.2 1673.2 15.01 332.83 1.490 1.66 4.2 1618.3 1647.3 14.54 332.81 1.507 0.83 2.5 1592.6 1620.7 14.06 332.79 POND -2 Version: 5.20 SIN: 1903052002 EXECUTED: 12 -24 -2003 12:40:54 Pond File. Inflow Hydrograph: Outflow Hydrograph: INFLOW HYDROGRAPH --------------- - -- TIME INFLOW (hrs) (cfs) 1.524 0.00 ----------- - - - - -- c: \pondpack \hydrow \ST - c: \pondpack \hydrow \STSPST c: \pondpack \hydrow \ST5 -OUT ROUTING ------------------------ 11+12 2S /t - 0 (cfs) (cfs) 0.8 1566.3 ------------------ - - - - -- Page 4 Return Freq: 5 years PND .HYD .HYD COMPUTATIONS ----------------------------- 2S/t + 0 OUTFLOW ELEVATION (cfs) (cfs) (ft) 1593.5 13.59 332.78 ----------------------- - - - - -- POND -2 Version: 5.20 SIN: 1903052002 EXECUTED: 12 -24 -2003 12:40:54 Page 5 Return Freq: 5 years * * * * * * * * * * * * * * * * ** SUMMARY OF ROUTING COMPUTATIONS * * * * * * * * * * * * * * * * ** Pond File: c: \pondpack \hydrow \ST .PND Inflow Hydrograph: c: \pondpack \hydrow \STSPST .HYD Outflow Hydrograph: c: \pondpack \hydrow \ST5 -OUT .HYD Starting Pond W.S. Elevation = 331.60 ft * * * ** Summary of Peak Outflow and Peak Elevation * * * ** Peak Inflow = 36.93 cfs Peak Outflow = 21.04 cfs Peak Elevation = 333.04 ft * * * ** Summary of Approximate Peak Storage * * * ** Initial Storage = 0 cu -ft Peak Storage From Storm = 59,264 cu -ft --------------- Total Storage in Pond = 59,264 cu -ft Warning: Inflow hydrograph truncated on left side. POND -2 Version: 5.20 SIN: 1903052002 Page 6 Return Freq: 5 years Pond File: c: \pondpack \hydrow \ST .PND Inflow Hydrograph: c: \pondpack \hydrow \ST5PST .HYD Outflow Hydrograph: c: \pondpack \hydrow \ST5 -OUT .HYD EXECUTED: 12 -24 -2003 Peak Inflow = 36.93 cfs 12:40:54 Peak Outflow = 21.04 cfs Peak Elevation = 333.04 ft Flow (cfs) 0.0 4.0 8.0 12.0 16.0 20.0 24.0 28.0 32.0 36.0 40.0 44.0 .------ I ----- I - - - -- ----- I ----- I ----- I ----- I ----- I ----- I ----- I - - - - - I- .62 - x x .64 - x x .65 - x x .67 - x X .69 - x x .7 - x x .72 - x X .74 - x X .76 - x x .77 - x x .79 - x x .81 - x x .82 - x x .84 - x x .86 - x x .87 - x x .89 - x x .91 - x x TIME (hrs) x File: c: \pondpack \hydrow \ST5 -OUT HYD Qmax = * File: c: \pondpack \hydrow \ST5PST HYD Qmax = * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * POND -2 Version: 5.20 SIN: 1903052002 Page 1 EXECUTED: 12 -24 -2003 12:40:54 Return Freq: 10 years ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * SOUTHERN TRACES SUBDIVISION * STORM ROUTING * * ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Inflow Hydrograph: c: \pondpack \hydrow \STIOPST .HYD Rating Table file: c: \pondpack \hydrow \ST .PND - - -- INITIAL CONDITIONS--- - Elevation = 331.60 ft Outflow = 0.00 cfs Storage = O cu -ft GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS ELEVATION OUTFLOW STORAGE (ft) (cfs) (cu -ft) ---- - - - - -- --- - - - - -- 331.60 --- - - - - -- 0.0 0 331.70 0.0 3,027 331.80 0.0 6,353 331.90 0.0 9,991 332.00 0.0 13,958 332.10 0.6 18,115 332.20 1.8 22,316 332.30 3.3 26,560 332.40 5.0 30,847 332.50 7.0 35,179 332.60 9.2 39,556 332.70 11.6 43,978 332.80 14.2 48,445 332.90 17.0 52,955 333.00 19.9 57,512 333.10 22.9 62,117 333.20 26.1 66,772 333.30 29.5 71,478 333.40 32.9 76,234 333.50 36.5 81,043 333.60 40.2 85,903 333.70 44.1 90,815 333.80 48.0 95,779 333.90 ------------------------ 52.1 100,795 - - - - -- 2S /t 2S /t + 0 (cfs) (cfs) - - - - -- ------ - - - - -- 0.0 ------- 0.0 100.9 100.9 211.7 211.7 333.0 333.0 465.2 465.2 603.7 604.3 743.7 745.5 885.2 888.5 1028.0 1033.0 1172.4 1179.4 1318.3 1327.5 1465.6 1477.2 1614.5 1628.7 1764.8 1781.8 1916.7 1936.6 2070.1 2093.0 2225.3 2251.4 2382.1 2411.6 2540.6 2573.5 2700.9 2737.4 2862.9 2903.1 3026.6 3070.7 3192.0 3240.0 3359.2 -------------------- 3411.3 - - - - -- Time increment (t) = 0.017 hrs. POND -2 Version: 5.20 SIN: 1903052002 EXECUTED: 12 -24 -2003 12:40:54 Pond File: - c: \pondpack \hydrow \ST .PND Inflow Hydrograph: c: \pondpack \hydrow \ST10PST .HYD Outflow Hydrograph: c: \pondpack \hydrow \ST10- PST.HYD Page 2 Return Freq: 10 years INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------ - - - - -- ------------------------------------------------ - - - - -- TIME INFLOW I1 +I2 2S /t - 0 2S /t + 0 OUTFLOW ELEVATION (hrs) (cfs) (cfs) (cfs) ------ - - - - -- (cfs) ----- - - - - -- (cfs) --- - - - - -- (ft) --- - - - - -- -- - - - - -- 0.007 --- - - - - -- 0.39 --- - - - - -- - - - -- 0.0 0.0 0.00 331.60 0.023 1.36 1.8 1.8 1.8 0.00 331.60 0.040 2.33 3.7 5.4 5.4 0.00 331.61 0.057 3.30 5.6 11.1 11.1 0.00 331.61 0.073 4.27 7.6 18.6 18.6 0.00 331.62 0.090 5.24 9.5 28.2 28.2 0.00 331.63 0.107 6.21 11.5 39.6 39.6 0.00 331.64 0.123 7.18 13.4 53.0 53.0 0.00 331.65 0.140 8.15 15.3 68.3 68.3 0.00 331.67 0.157 9.12 17.3 85.6 85.6 0.00 331.68 0.173 10.09 19.2 104.8 104.8 0.00 331.70 0.190 11.06 21.2 126.0 126.0 0.00 331.72 0.207 12.03 23.1 149.0 149.0 0.00 331.74 0.223 13.00 25.0 174.1 174.1 0.00 331.77 0.240 13.97 27.0 201.0 201.0 0.00 331.79 0.257 14.94 28.9 230.0 230.0 0.00 331.82 0.273 15.91 30.9 260.8 260.8 0.00 331.84 0.290 16.88 32.8 293.6 293.6 0.00 331.87 0.307 17.85 34.7 328.3 328.3 0.00 331.90 0.323 18.82 36.7 365.0 365.0 0.00 331.92 0.340 19.79 38.6 403.6 403.6 0.00 331.95 0.357 20.76 40.6 444.2 444.2 0.00 331.98 0.373 21.73 42.5 486.5 486.6 0.09 332.02 0.390 22.70 44.4 530.3 530.9 0.28 332.05 0.407 23.67 46.4 575.7 576.7 0.48 332.08 0.423 24.64 48.3 622.5 624.0 0.77 332.11 0.440 25.61 50.3 670.4 672.8 1.18 332.15 0.457 26.58 52.2 719.4 722.6 1.61 332.18 0.473 27.55 54.1 769.3 773.5 2.09 332.22 0.490 28.52 56.1 820.1 825.4 2.64 332.26 0.507 29.49 58.0 871.7 878.1 3.19 332.29 0.523 30.46 60.0 924.1 931.7 3.81 332.33 0.540 31.43 61.9 977.1 986.0 4.45 332.37 0.557 32.40 63.8 1030.7 1040.9 5.11 332.41 0.573 33.37 65.8 1084.7 1096.5 5.87 332.44 0.590 34.34 67.7 1139.2 1152.4 6.63 332.48 0.607 35.31 69.7 1193.9 1208.8 7.44 332.52 0.623 36.28 71.6 1249.0 1265.5 8.28 332.56 0.640 37.25 73.5 1304.3 1322.5 9.13 332.60 0.657 38.22 75.5 1359.6 1379.7 10.04 332.63 0.673 39.19 77.4 1415.1 1437.1 10.96 332.67 0.690 40.16 79.3 1470.7 1494.5 11.90 332.71 0.707 41.13 81.3 1526.2 1552.0 12.88 332.75 0.723 42.10 8 1581.7 1609.5 13.87 332.79 0.740 43.07 85.2 1637.1 1666.9 14.90 332.82 POND -2 Version: 5.20 SIN: 1903052002 EXECUTED: 12 -24 -2003 12:40:54 Pond File: c: \pondpack \hydrow \ST PND Inflow Hydrograph: c: \pondpack \hydrow \ST10PST .HYD Outflow Hydrograph: c: \pondpack \hydrow \ST10- PST.HYD Page 3 Return Freq: 10 years INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------ - - - - -- ------------------------------------------------ - - - - -- TIME INFLOW I1 +I2 2S /t - O 2S /t + 0 OUTFLOW ELEVATION (hrs) (cfs) (cfs) (cfs) - - - - -- (cfs) ----- - - - - -- (cfs) --- - - - - -- (ft) --- - - - - -- -- - - - - -- 0.757 --- - - - - -- 43.07 --- - - - - -- 86.1 ------ 1691.4 1723.2 15.93 332.86 0.773 42.68 85.8 1743.3 1777.1 16.91 332.90 0.790 41.71 84.4 1792.0 1827.7 17.86 33 0.807 40.74 82.5 1836.9 1874.4 18.74 332.96 0.823 39.77 80.5 1878.4 1917.5 19.54 332.99 0.840 38.80 78.6 1916.4 1956.9 20.29 333.01 0.857 37.83 76.6 1951.0 1993.0 20.98 333.04 0.874 36.86 74.7 1982.5 2025.7 21.61 333.06 0.890 35.89 72.8 2010.9 2055.3 22.18 333.08 0.907 34.92 70.8 2036.3 2081.7 22.68 333.09 0.924 33.95 68.9 2058.9 2105.2 23.15 333.11 0.940 32.98 66.9 2078.7 2125.9 23.56 333.12 0.957 32.01 65.0 2095.9 2143.7 23.92 333.13 0.974 31.04 63.1 2110.5 2158.9 24.23 333.14 0.990 30.07 61.1 2122.6 2171.6 24.49 333.15 1.007 29.10 59.2 2132.4 2181.8 24.69 333.16 1.024 28.13 57.2 2139.9 2189.6 24.85 333.16 1.040 27.16 55.3 2145.3 2195.2 24.96 333.16 1.057 26.19 53.4 2148.5 2198.6 25.03 333.17 1.074 25.22 51.4 2149.8 2200.0 25.06 333.17 1.090 24.25 49.5 2149.2 2199.3 25.05 333.17 1.107 23.28 47.5 2146.7 2196.7 25.00 333.17 1.124 22.31 45.6 2142.5 2192.3 24.91 333.16 1.140 21.34 43.7 2136.6 2186.2 24.78 333.16 1.157 20.37 41.7 2129.1 2178.3 24.62 333.15 1.174 19.40 39.8 2120.0 2168.8 24.43 333.15 1.190 18.43 37.8 2109.4 2157.8 24.21 333.14 1.207 17.46 35.9 2097.4 2145.3 23.96 333.13 1.224 16.49 34.0 2084.0 2131.3 23.67 333.12 1.240 15.52 32.0 2069.3 2116.0 23.36 333.11 1.257 14.55 30.1 2053.3 2099.3 23.03 333.10 1.274 13.58 28.1 2036.0 2081.4 22.68 333.09 1.290 12.61 26.2 2017.6 2062.2 22.31 333.08 1.307 11.64 24.3 1998.0 2041.9 21.92 333.07 1.324 10.67 22.3 1977.3 2020.3 21.51 333.05 1.340 9.70 20.4 1955.6 1997.7 21.07 333.04 1.357 8.73 18.4 - 1932.7 1974.0 20.62 333.02 1.374 7.76 16.5 1909.0 1949.2 20.14 333.01 1.390 6.79 14.6 1884.2 1923.5 19.66 332.99 1.407 5.82 12.6 1858.5 1896.8 19.15 332.97 1.424 4.85 10.7 1831.9 1869.2 18.64 332.96 1.440 3.88 8.7 1804.4 1840.6 18.10 332.94 1.457 2.91 6.8 1776.1 1811.2 17.55 332.92 1.474 1.94 4.9 1747.0 1781.0 16.98 332.90 1.490 0.97 2.9 1717.1 1749.9 16.42 332.88 1.507 0.00 1.0 1686.4 1718.0 15.83 332.86 � w_ . f _�" POND -2 Version: 5.20 SIN: 1903052002 EXECUTED: 12 -24 -2003 12:40:54 Page 4 Return Freq: 10 years * * * * * * * * * * * * * * * * ** SUMMARY OF ROUTING COMPUTATIONS * * * * * * * * * * * * * * * * ** Pond File: c: \pondpack \hydrow \ST .PND Inflow Hydrograph: c: \pondpack \hydrow \ST10PST .HYD Outflow Hydrograph: c: \pondpack \hydrow \ST10- PST.HYD Starting Pond W.S. Elevation = 331.60 ft * * * ** Summary of Peak Outflow and Peak Elevation * * * ** Peak Inflow = 43.07 cfs Peak Outflow = 25.06 cfs Peak Elevation = 333.17 ft * * * ** Summary of Approximate Peak Storage * * * ** Initial Storage = 0 cu -ft Peak Storage From Storm = 65,259 cu -ft --------------- Total Storage in Pond = 65,259 cu -ft Warning: Inflow hydrograph truncated on left side. POND -2 Version: 5.20 SIN: 1903052002 Page 5 Return Freq: 10 years Pond File: c: \pondpack \hydrow \ST .PND Inflow Hydrograph: c: \pondpack \hydrow \ST10PST .HYD Outflow Hydrograph: c: \pondpack \hydrow \ST10- PST.HYD EXECUTED: 12 -24 -2003 Peak Inflow = 43.07 cfs 12:40:54 Peak Outflow = 25.06 cfs Peak Elevation = 333.17 ft Flow (cfs) 0.0 4.3 8.6 12.9 17.2 21.5 25.8 30.1 34.4 38.7 43.0 47.3 . - - - - -- - - - -- - - - -- I - - - -- I ----- I - - - -- I ----- I - - - -- I ----- I ----- I ----- I- .62 - x X .64 - x x .65 - x X .67 - x x .69 - x x .7 - x x .72 - x X .74 - x X .76 - x x .77 - x X .79 - x x .81 - x x .82 - x X .84 - x x .86 - x x .87 - x x .89 - x X .91 - x x .93 - x X .94 - x TIME _ (hrs ) x File: c: \pondpack \hydrow \ST10- PST.HYD * File: c: \pondpack \hydrow \ST10PST .HYD * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * POND -2 Version: 5.20 SIN: 1903052002 EXECUTED: 12 -24 -2003 12:40:54 Page 1 Return Freq: 25 years * * SOUTHERN TRACES,SUBDIVISION * STORM ROUTING * * ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Inflow Hydrograph: c: \pondpack \hydrow \ST25PST .HYD Rating Table file: c: \pondpack \hydrow \ST .PND - - -- INITIAL CONDITIONS--- - Elevation = 331.60 ft Outflow = 0.00 cfs Storage = 0 cu -ft GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS ELEVATION OUTFLOW STORAGE (ft) (cfs) (cu -ft) 331.60 0.0 0 331.70 0.0 3,027 331.80 0.0 6,353 331.90 0.0 9,991 332.00 0.0 13,958 332.10 0.6 18,115 332.20 1.8 22,316 332.30 3.3 26,560 332.40 5.0 30,847 332.50 7.0 35,179 332.60 9.2 39,556 332.70 11.6 43,978 332.80 14.2 48,445 332.90 17.0 52,955 333.00 19.9 57,512 333.10 22.9 62,117 333.20 26.1 66,772 333.30 29.5 71,478 333.40 32.9 76,234 333.50 36.5 81,043 333.60 40.2 85,903 333.70 44.1 90,815 333.80 48.0- 95,779 333.90 ------------------------ 52.1 100,795 - - - - -- 2S /t 2S /t + 0 (cfs) (cfs) - - - - -- ------ - - - - -- 0.0 ------- 0.0 100.9 100.9 211.7 211.7 333.0 333.0 465.2 465.2 603.7 604.3 743.7 745.5 885.2 888.5 1028.0 1033.0 1172.4 1179.4 1318.3 1327.5 1465.6 1477.2 1614.5 1628.7 1764.8 1781.8 1916.7 1936.6 2070.1 2093.0 2225.3 2251.4 2382.1 2411.6 2540.6 2573.5 2700.9 2737.4 2862.9 2903.1 3026.6 3070.7 3192.0 3240.0 3359.2 -------------------- 3411.3 - - - - -- Time increment (t) = 0.017 hrs. POND -2 Version: 5.20 SIN: 1903052002 EXECUTED: 12 -24 -2003 12:40:54 Pond File: c: \pondpack \hydrow \ST PND Inflow Hydrograph: c: \pondpack \hydrow \ST25PST .HYD Outflow Hydrograph: c: \pondpack \hydrow \ST25- PST.HYD Page 2 Return Freq: 25 years INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------ - - - - -- ------------------------------------------------ - - - - -- TIME INFLOW I1 +I2 2S /t - 0 2S /t + 0 OUTFLOW ELEVATION (hrs) (cfs) (cfs) (cfs) - - - - -- (cfs) ----- - - - - -- (cfs) --- - - - - -- (ft) --- - - - - -- -- - - - - -- 0.007 --- - - - - -- 0.45 --- - - - - -- - - - -- ------ 0.0 0.0 0.00 331.60 0.023 1.57 2.0 2.0 2.0 0.00 331.60 0.040 2.68 4.3 6.3 6.3 0.00 331.61 0.057 3.80 6.5 12.8 12.8 0.00 331.61 0.073 4.92 8.7 21.5 21.5 0.00 331.62 0.090 6.04 11.0 32.4 32.4 0.00 331.63 0.107 7.16 13.2 45.6 45.6 0.00 331.65 0.123 8.28 15.4 61.1 61.1 0.00 331.66 0.140 9.40 17.7 78.8 78.8 0.00 331.68 0.157 10.51 19.9 98.7 98.7 0.00 331.70 0.173 11.63 22.1 120.8 120.8 0.00 331.72 0.190 12.75 24.4 145.2 145.2 0.00 331.74 0.207 13.87 26.6 171.8 171.8 0.00 331.76 0.223 14.99 28.9 200.7 200.7 0.00 331.79 0.240 16.11 31.1 231.8 231.8 0.00 331.82 0.257 17.22 33.3 265.1 265.1 0.00 331.84 0.273 18.34 35.6 300.7 300.7 0.00 331.87 0.290 19.46 37.8 338.5 338.5 0.00 331.90 0.307 20.58 40.0 378.5 378.5 0.00 331.93 0.323 21.70 42.3 420.8 420.8 0.00 331.97 0.340 22.82 44.5 465.3 465.3 0.00 332.00 0.357 23.94 46.8 511.7 512.1 0.20 332.03 0.373 25.05 49.0 559.8 560.6 0.41 332.07 0.390 26.17 51.2 609.7 611.0 0.66 332.10 0.407 27.29 53.5 661.0 663.2 1.10 332.14 0.423 28.41 55.7 713.6 716.7 1.55 332.18 0.440 29.53 57.9 767.4 771.5 2.07 332.22 0.457 30.65 60.2 822.2 827.5 2.66 332.26 0.473 31.76 62.4 878.1 884.6 3.26 332.30 0.490 32.88 64.6 934.9 942.8 3.94 332.34 0.507 34.00 66.9 992.5 1001.8 4.63 332.38 0.523 35.12 69.1 1050.8 1061.6 5.39 332.42 0.540 36.24 71.4 1109.8 1122.2 6.22 332.46 0.557 37.36 73.6 1169.2 1183.4 7.06 332.50 0.573 38.48 75.8 1229.1 1245.1 7.98 332.54 0.590 39.59 78.1 1289.4 1307.2 8.90 332.59 0.607 40.71 80.3 1349.9 1369.7 9.88 332.63 0.623 41.83 82.5 1410.7 .1432.5 10.88 332.67 0.640 42.95 84.8 1471.7 1495.5 11.91 332.71 0.657 44.07 87.0 1532.7 1558.7 13.00 332.75 0.673 45.19 89.3 1593.8 1622.0 14.08 332.80 0.690 46.31 91.5 1654.8 1685.3 15.23 332.84 0.707 47.42 93.7 1715.8 1748.6 16.39 332.88 0.723 48.54 96.0 1776.6 1811.7 17.56 332.92 0.740 49.66 98.2 1837.3 1874.8 18.74 332.96 POND -2 Version: 5.20 SIN: 1903052002 EXECUTED: 12 -24 -2003 12 :40:54 Pond File: c: \pondpack \hydrow \ST PND Inflow Hydrograph: c: \pondpack \hydrow \ST25PST .HYD Outflow Hydrograph: c: \pondpack \hydrow \ST25- PST.HYD Page 3 Return Freq: 25 years INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------ - - - - -- ------------------------------------------------ - - - - -- TIME INFLOW I1 +I2 2S /t - 0 2S /t + 0 OUTFLOW ELEVATION (hrs) (cfs) (cfs) (cfs) - - - - -- (cfs) ----- - - - - -- (cfs) --- - - - - -- (ft) --- - - - - -- -- - - - - -- 0.757 --- - - - - -- 49.66 --- - - - - -- 99.3 ------ 1896.8 1936.6 19.90 333.00 0.773 49.21 98.9 1953.6 1995.7 21.03 333.04 0.790 48.09 97.3 2006.8 2050.9 22.09 333.07 0.807 46.98 95.1 2055.7 2101.8 23.08 333.11 0.823 45.86 92.8 2100.5 2148.5 24.02 333.14 0.840 44.74 90.6 2141.3 2191.1 24.88 333.16 0.857 43.62 88.4 2178.3 2229.7 25.66 333.19 0.874 42.50 86.1 2211.7 2264.5 26.38 333.21 0.890 41.38 83.9 2241.5 2295.6 27.04 333.23 0.907 40.27 81.7 2267.9 2323.2 27.62 333.24 0.924 39.15 79.4 2291.1 2347.3 28.14 333.26 0.940 38.03 77.2 2311.1 2368.2 28.58 333.27 0.957 36.91 74.9 2328.1 2386.0 28.96 333.28 0.974 35.79 72.7 2342.3 2400.8 29.27 333.29 0.990 34.67 70.5 2353.7 2412.7 29.52 333.30 1.007 33.55 68.2 2362.5 2421.9 29.72 333.31 1.024 32.44 66.0 2368.8 2428.5 29.85 333.31 1.040 31.32 63.8 2372.6 2432.5 29.94 333.31 1.057 30.20 61.5 2374.2 2434.2 29.97 333.31 1.074 29.08 59.3 2373.6 2433.5 29.96 333.31 1.090 27.96 57.0 2370.8 2430.6 29.90 333.31 1.107 26.84 54.8 2366.0 2425.6 29.79 333.31 1.124 25.73 52.6 2359.3 2418.6 29.65 333.30 1.140 24.61 50.3 2350.7 2409.6 29.46 333.30 1.157 23.49 48.1 2340.4 2398.8 29.23 333.29 1.174 22.37 45.9 2328.3 2386.2 28.96 333.28 1.190 21.25 43.6 2314.6 2371.9 28.66 333.28 1.207 20.13 41.4 2299.4 2356.0 28.32 333.27 1.224 19.01 39.1 2282.6 2338.5 27.95 333.25 1.240 17.90 36.9 2264.4 2319.5 27.55 333.24 1.257 16.78 34.7 2244.9 2299.1 27.11 333.23 1.274 15.66 32.4 2224.0 2277.3 26.65 333.22 1.290 14.54 30.2 2201.9 2254.2 26.16 333.20 1.307 13.42 28.0 2178.5 2229.9 25.66 333.19 1.324 12.30 25.7 2153.9 2204.2 25.15 333.17 1.340 11.18 23.5 2128.2 2177.4 24.61 333.15 1.357 10.07 21.3 2101.4 2149.5 24.04 333.14 1.374 8.95 19.0 2073.5 2120.4 23.45 333.12 1.390 7.83 16.8 2044.6 2090.3 22.85 333.10 1.407 6.71 14.5 2014.6 2059.1 22.25 333.08 1.424 5.59 12.3 1983.7 2026.9 21.63 333.06 1 1.440 4.47 10.1 1951.7 1993.7 21.00 333.04 1.457 3.36 7.8 1918.9 1959.6 20.34 333.01 1.474 2.24 5.6 1885.1 1924.5 19.67 332.99 1.490 1.12 3.4 1850.5 1888.5 19.00 332.97 1.507 0.00 1.1 1815.0 1851.6 18.31 332.95 �� �* �' POND -2 Version: 5.20 SIN: 1903052002 Page 4 EXECUTED: 12 -24 -2003 12:40:54 Return Freq: 25 years. * * * * * * * * * * * * * * * * ** SUMMARY OF ROUTING COMPUTATIONS * * * * * * * * * * * * * * * * ** Pond File: c: \pondpack \hydrow \ST .PND Inflow Hydrograph: c: \pondpack \hydrow \ST25PST .HYD Outflow Hydrograph: c: \pondpack \hydrow \ST25- PST.HYD Starting Pond W.S. Elevation = 331.60 ft * * * ** Summary of Peak Outflow and Peak Elevation * * * ** Peak Inflow = 49.66 cfs Peak Outflow = 29.97 cfs Peak Elevation = 333.31 ft * * * ** Summary of Approximate Peak Storage * * * ** Initial Storage = 0 cu -ft Peak Storage From Storm = 72,139 cu -ft --------------- Total Storage in Pond = 72,139 cu -ft Warning: Inflow hydrograph truncated on left side. POND -2 Version: 5.20 SIN: 1903052002 Page 5 Return Freq: 25 years Pond File: c: \pondpack \hydrow \ST .PND Inflow Hydrograph: c: \pondpack \hydrow \ST25PST .HYD Outflow Hydrograph: c: \pondpack \hydrow \ST25- PST.HYD EXECUTED: 12 -24 -2003 Peak Inflow = 49.66 cfs 12:40:54 Peak Outflow = 29.97 cfs Peak Elevation = 333.31 ft Flow (cfs) 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 55.0 .62 - x x .64 - x x .65 - x x .67 - x x .69 - x x .7 - x x .72 - x X .74 - x x .76 - x x .77 - x x .79 - x x .81 - x x .82 - x x .84 - x x .86 - x x .87 - x x .89 - x x .91 - x x TIME (hrs) x File: c: \pondpack \hydrow \ST25- PST.HYD Qmax = 30.0 cfs * File: c: \pondpack \hydrow \ST25PST .HYD Qmax = 49.7 cfs POND -2 Version: 5.20 SIN: 1903052002 Page 1 EXECUTED: 12 -24 -2003 12:40:54 Return Freq: 100 years * * SOUTHERN TRACES SUBDIVISION * STORM ROUTING * * ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Inflow Hydrograph: c: \pondpack \hydrow \ST10OPST.HYD Rating Table file: c: \pondpack \hydrow \ST .PND - - -- INITIAL CONDITIONS--- - Elevation = 331.60 ft Outflow = 0.00 cfs Storage = 0 cu -ft GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS ELEVATION OUTFLOW STORAGE (ft) (cfs) (cu -ft) ---- - - - - -- --- - - - - -- 331.60 --- - - - - -- 0.0 0 331.70 0.0 3,027 331.80 0.0 6,353 331.90 0.0 9,991 332.00 0.0 13,958 332.10 0.6 18,115 332.20 1.8 22,316 332.30 3.3 26,560 332.40 5.0 30,847 332.50 7.0 35,179 332.60 9.2 39,556 332.70 11.6 43,978 332.80 14.2 48,445 332.90 17.0 52,955 333.00 19.9 57,512 333.10 22.9 62,117 333.20 26.1 66,772 333.30 29.5 71,478 333.40 32.9 76,234 333.50 36.5 81,043 333.60 40.2 85,903 333.70 44.1 90,815 333.80 48.0 95,779 333.90 ------------------------ 52.1 100,795 - - - - -- 2S /t 2S /t + 0 (cfs) (cfs) - - - - -- ------ - - - - -- 0.0 ------- 0.0 100.9 100.9 211.7 211.7 333.0 333.0 465.2 465.2 603.7 604.3 743.7 745.5 885.2 888.5 1028.0 1033.0 1172.4 1179.4 1318.3 1327.5 1465.6 1477.2 1614.5 1628.7 1764.8 1781.8 1916.7 1936.6 2070.1 2093.0 2225.3 2251.4 2382.1 2411.6 2540.6 2573.5 2700.9 2737.4 2862.9 2903.1 3026.6 3070.7 3192.0 3240.0 3359.2 -------------------- 3411.3 - - - - -- Time increment (t) = 0.017 hrs. POND -2 Version: 5.20 SIN; 1903052002 Page 2 EXECUTED: 12 -24 -2003 12:40:54 Return Freq: 100 years Pond File: c: \pondpack \hydrow \ST PND Inflow Hydrograph: c: \pondpack \hydrow \ST100PST.HYD Outflow Hydrograph: c: \pondpack \hydrow \ST100 PS.HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------ TIME - - - - -- INFLOW ------------------------------------------------------ I1 +I2 2S /t - 0 2S /t + 0 OUTFLOW ELEVATION (hrs) (cfs) (cfs) (cfs) - -- - - -- (cfs) -- -- (cfs) -- -- (ft) - - -' -- - - - - -- --- 0.007 - - - - -- 0.51 -- -- - - - -- - - -- 0.0 0.0 0.00 331.60 0.023 1.80 2.3 2.3 2.3 0.00 331.60 0.040 3.08 4.9 7.2 7.2 0.00 331.61 0.057 4.37 7.5 14.6 14.6 0.00 331.61 0.073 5.65 10.0 24.7 24.7 0.00 331.62 0.090 6.94 12.6 37.3 37.3 0.00 331.64 0.107 8.22 15.2 52.4 52.4 0.00 331.65 0.123 9.51 17.7 70.1 70.1 0.00 331.67 0.140 10.79 20.3 90.4 90.4 0.00 331.69 0.157 12.08 22.9 113.3 113.3 0.00 331.71 0.173 13.36 25.4 138.8 138.8 0.00 331.73 0.190 14.65 28.0 166.8 166.8 0.00 331.76 0.207 15.93 30.6 197.3 197.3 0.00 331.79 0.223 17.22 33.2 230.5 230.5 0.00 331.82 0.240 18.50 35.7 266.2 266.2 0.00 331.84 0.257 19.79 38.3 304.5 304.5 0.00 331.88 0.273 21.07 40.9 345.4 345.4 0.00 331.91 0.290 22.36 43.4 388.8 388.8 0.00 331.94 0.307 23.64 46.0 434.8 434.8 0.00 331.98 0.323 24.93 48.6 483.2 483.4 0.08 332.01 0.340 26.21 51.1 533.8 534.3 0.30 332.05 0.357 27.50 53.7 586.4 587.5 0.53 332.09 0.373 28.78 56.3 640.8 642.7 0.93 332.13 0.390 30.07 58.9 696.9 699.7 1.41 332.17 0.407 31.35 61.4 754.4 758.3 1.93 332.21 0.423 32.64 64.0 813.3 818.4 2.56 332.25 0.440 33.92 66.6 873.4 879.8 3.21 332.29 0.457 35.20 69.1 934.7 942.5 3.94 332.34 0.473 36.49 71.7 997.0 1006.4 4.69 332.38 0.490 37.77 74.3 1060.2 1071.2 5.52 332.43 0.507 39.06 76.8 1124.2 1137.0 6.42 332.47 0.523 40.34 79.4 1188.9 1203.6 7.36 332.52 0.540 41.63 82.0 1254.1 1270.8 8.36 332.56 0.557 42.91 84.5 1319.9 1338.7 9.38 332.61 0.573 44.20 87.1 1386.1 1407.0 10.47 332.65 0.590 45.48 89.7 1452.6 1475.7 11.58 332.70 0.607 46.77 92.3 1519.3 1544.8 12.76 332.74 0.623 48.05 94.8 1586.2 1614.1 13.95 332.79 0.640 49.34 97.4 1653.2 1683.6 15.20 332.84 0.657 50.62 100.0 1720.2 1753.2 16.48 332.88 0.673 51.91 102.5 1787.2 1822.8 17.77 332.93 0.690 53.19 105.1. 1854.2 1892.3 19.07 332.97 0.707 54.48 107.7 1921.1 1961.9 20.38 333.02 0.723 55.76 110.2 1987.9 2031.3 21.72 333.06 0.740 57.05 112.8 2054.6 2100.7 23.05 333.10 POND -2 Version: 5.20 SIN: 1903052002 Page 3 EXECUTED: 12 -24 -2003 12:40:54 Return Freq: 100 years Pond File: c: \pondpack \hydrow \ST PND Inflow Hydrograph: c: \pondpack \hydrow \ST100PST.HYD Outflow Hydrograph: c: \pondpack \hydrow \ST100 PS.HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------ TIME - - - - -- INFLOW ------------------------------------------------------ I1 +I2 2S /t - O 2S /t + 0 OUTFLOW ELEVATION (hrs) (cfs) (cfs) (cfs) (cfs) (cfs) (ft) 0.757 57.05 114.1 2119.8 2168.7 24.43 333.15 0.773 57.05 114.1 2182.4 2233.9 25.75 333.19 0.790 57.05 114.1 2242.4 2296.5 27.06 333.23 0.807 57.05 114.1 2299.9 2356.5 28.33 333.27 0.823 56.53 113.6 2354.4 2413.4 29.54 333.30 0.840 55.25 111.8 2404.9 2466.1 30.64 333.33 0.857 53.96 109.2 2450.8 2514.1 31.65 333.36 0.874 52.68 106.6 2492.3 2557.4 32.56 333.39 0.890 51.39 104.1 2529.5 2596.3 33.40 333.41 0.907 50.11 101.5 2562.7 2631.0 34.16 333.44 0.924 48.82 98.9 2592.0 2661.6 34.84 333.45 0.940 47.54 96.4 2617.5 2688.3 35.42 333.47 0.957 46.25 93.8 2639.4 2711.3 35.93 333.48 0.974 44.97 91.2 2657.9 2730.6 36.35 333.50 0.990 43.68 88.7 2673.2 2746.6 36.71 333.51 1.007 42.40 86.1 2685.3 2759.3 36.99 333.51 1.024 41.12 83.5 2694.4 2768.8 37.20 333.52 1.040 39.83 80.9 2700.7 2775.4 37.35 333.52 1.057 38.55 78.4 2704.2 2779.0 37.43 333.53 1.074 37.26 75.8 2705.1 2780.0 37.45 333.53 1.090 35.98 73.2 2703.5 2778.3 37.41 333.52 1.107 34.69 70.7 2699.5 2774.2 37.32 333.52 1.124 33.41 68.1 2693.3 2767.6 37.18 333.52 1.140 32.12 65.5 2684.8 2758.8 36.98 333.51 1.157 30.84 63.0 2674.3 2747.8 36.73 333.51 1.174 29.55 60.4 2661.8 2734.7 36.44 333.50 1.190 28.27 57.8 2647.4 2719.7 36.11 333.49 1.207 26.98 55.3 2631.2 2702.7 35.74 333.48 1.224 25.70 52.7 2613.2 2683.9 35.32 333.47 1.240 24.41 50.1 2593.6 2663.4 34.87 333.45 1.257 23.13 47.5 2572.4 2641.1 34.39 333.44 1.274 21.84 45.0 2549.6 2617.3 33.86 333.43 1.290 20.56 42.4 2525.4 2592.0 33.31 333.41 1.307 19.27 39.8 2499.8 2565.2 32.73 333.39 1.324 17.99 37.3 2472.8 2537.0 32.13 333.38 1.340 16.70 34.7 2444.4 2507.5 31.51 333.36 1.357 15.42 32.1 2414.8 2476.6 30.86 333.34 1.374 14.13 29.6 2384.0 2444.4 30.19 333.32 1.390 12.85 27.0 2352.0 2411.0 29.49 333.30 1.407 11.56 24.4 2318.9 2376.4 28.75 333.28 1.424 10.28 21.8 2284.8 2340.8 28.00 333.26 1.440 8.99 19.3 2249.6 2304.0 27.22 333.23 1.457 7.71 16.7 2213.5 2266.3 26.42 333.21 1.474 6.42 14.1 2176.4 2227.6 25.62 333.18 1.490 5.14 11.6 2138.3 2187.9 24.82 333.16 1.507 1 3.85 9.0 2099.3 2147.3 24.00 333.13 POND -2 Version: 5.20 SIN: 1903052002 EXECUTED: 12 -24 -2003 12:40:54 Page 4 Return Freq: 100 years Pond File: - c: \pondpack \hydrow \ST PND Inflow Hydrograph: c: \pondpack \hydrow \ST100PST.HYD Outflow Hydrograph: c: \pondpack \hydrow \ST100- PS.HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------ - - - - -- TIME INFLOW ------------------------------------------------------ I1 +I2 2S /t - 0 2S /t + 0 OUTFLOW ELEVATION (hrs) (cfs) (cfs) (cfs) (cfs) - - - - -- ----- - - - - -- (cfs) --- - - - - -- (ft) --- - - - - -- -- - - - - -- --- - - - - -- 1.524 2.57 --- - - - - -- ------ 6.4 2059.4 2105.7 23.16 333.11 1.540 1.28 3.9 2018.6 2063.2 22.33 333.08 1.557 0.00 ----------- - - - - -- 1.3 1976.9 2019.9 ------------------------------------------------ 21.50 333.05 - - - - -- pOND -2 Version: 5.20 S IN: 190305200 EXECUTED: 12 -24 -2003 12:40:54 Page 5 Return Freq: 100 years * * * * * * * * * * * * * * * * ** SUMMARY OF ROUTING COMPUTATIONS * * * * * * * * * * * * * * * * ** and ack \hydrow \ST •PND Pond File: c� \P p Inflow Hydrograph: c: \pondpack \hydrow \ST100PST.HYD Outflow Hydrograph: c: \pondpack \hydrow \ST100 -PS.HYD Starting Pond W.S. Elevation = 331.60 ft * * * ** Summary of Peak Outflow and Peak Elevation * * * ** Peak Inflow = 57.05 cfs Peak OutflOW 37.45 cfs Peak Elevation = 333.53 ft * * * ** Summary of Approximate Peak Storage * * * ** 0 cu -ft Initial Storage 82 293 cu -ft Peak Storage From Storm - - ------- - - - - -- _ Total SLorage in Pond - 82,293 cu -ft Warning: Inflow hydrograph truncated on left side. �� ass STREET CAPACITY SOUTHERN TRACE SUBDIVISION DRAINAGE REPORT 27' B -B PAVEMENT CAPACITY Worksheet for Irregular Channel Project Description Project File c:\haestad \fmw\southem.fm2 Worksheet 27' B -B Street Capacity Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Input Data Wtd. Mannings Coefficient Channel Slope 0.006000 ft/ft Discharge ---10.70 Water Surface Elevation 0.50 ft 7.40 ft 2 Elevation range: 0.00 ft to 0.61 ft. 40.14 ft Top Width Station (ft) Elevation (ft) Start Station End Station Roughness 0.00 0.61 0.00 11.50 0.040 11.50 0.38 11.50 38.50 0.018 12.00 0.38 38.50 50.00 0.040 12.00 0.00 0.53 ft Froude Number 25.00 0.50 Flow is subcritical. 38.00 0.00 Flow is divided. 38.00 0.38 38.50 0.38 50.00 0.61 Results Wtd. Mannings Coefficient 0.026 Discharge ---10.70 cfs Flow Area 7.40 ft 2 Wetted Perimeter 40.14 ft Top Width 39.37 ft Height 0.50 ft Critical Depth 0.41 ft Critical Slope 0.012737 ftt t Velocity 1.45 ft/s Velocity Head 0.03 ft Speck Energy 0.53 ft Froude Number 0.59 Flow is subcritical. Flow is divided. 12/23/03 FlowMaster v5.13 03:32:54 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203)75-S--1666 Page 1 of 1 DRAINAGE STRUCTURES SOUTHERN TRACE SUBDIVISION DRAINAGE REPORT Quick TR -55 Ver.5.46 S/N :1803000009 Executed: 11:26:19 12 -24 -2003 SOUTHERN TRACE SUBDIVISON DRAINAGE STRUCTURE #DS -1 25 -YEAR STORM EVENT * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q =cfs, C= Weighted Runoff Coefficient, I =in /hour, A =acres adj = 'C' adjustment factor for each return frequency RETURN FREQUENCY = 25 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 Subarea Runoff Area Descr. 'C' acres DEVELOPED 0.600 0.53 --------- - - - - -- Tc Wtd. Adj. I Total (min) 'C' 'C' in /hr acres -------- - - - - -- 10.00 0.600 ----------------------- 0.600 9.860 0.53 years Peak Q (cfs) 3.14 Drainage Structure #DS -1 Worksheet for Circular Channel Project Description Project File c: \haestad \fmw\southern.fm2 Worksheet Drainage Structure #DS -1 Flow Element Circular Channel - Method Manning's Formula Solve For Full Flow Capacity Input Data Mannings Coefficient 0.013 Channel Slope 0.001200 ft/ft Diameter 1 8.00 in Results Depth 1.50 ft Discharge 3.64 cfs Flow Area 1.77 ft 2 Wetted Perimeter 4.71 ft Top Width 0.00 ft Critical Depth 0.73 ft Percent Full 100.00 Critical Slope 0.005301 ft/ft Velocity 2.06 ft/s Velocity Head 0.07 ft Specific Energy FULL ft Froude Number FULL Ma)amum Discharge 3.91 cfs Full Flow Capacity 3.64 cfs Full Flow Slope 0.001200 ft/ft 12/24/03 FlowMaster v5.13 11:30:00 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203)75-r--1666 Page 1 of 1 Quick TR -55 Ver.5.46 S/N:1803000009 Executed: 11:15:49 12 -24 -2003 SOUTHERN TRACE SUBDIVISON DRAINAGE STRUCTURE #DS -2 10 -YEAR STORM EVENT * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q =cfs, C= Weighted Runoff Coefficient, I =in /hour, A =acres adj = 'C' adjustment factor for each return frequency Subarea Runoff Area Descr. 'C' acres DEVELOPED 0.600 2.25 Tc Wtd. (min) 'C' 10.00 0.600 RETURN FREQUENCY = 10 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 Adj . I Total 'C' in /hr acres 0.600 8.630 2.25 years Peak Q (cfs) 11.65 Quick TR -55 Ver.5.46 S/N:1803000009 Executed: 11:17:11 12 -24 -2003 SOUTHERN TRACE SUBDIVISON DRAINAGE STRUCTURE #DS -3 10 -YEAR STORM EVENT * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q =cfs, C= Weighted Runoff Coefficient, I =in /hour, A =acres adj = 'C' adjustment factor for each return frequency RETURN FREQUENCY = 10 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 Subarea Runoff Area Tc Wtd. Adj. ! I Total Peak Q Descr. 'C' acres (min) 'C' 'C' in /hr acres (cfs) DEVELOPED 0.600 1.43 UNDEVELOPED 0.300 0.21 --------- - - - - -- - - - - -- 20.40 0.562 0.562- 6.146 1.64 5.66 Quick TR -55 Ver.5.46 S/N:1803000009 Executed: 11:19:27 12 -24 -2003 SOUTHERN TRACE SUBDIVISON DRAINAGE STRUCTURE #DS -4 25 -YEAR STORM EVENT * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q =cfs, C= Weighted Runoff Coefficient, I =in /hour, A =acres adj = 'C' adjustment factor for each return frequency RETURN FREQUENCY = 25 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 Subarea Runoff Area Tc Wtd. Adj. ` I Total Peak Q Descr. 'C' acres (min) 'C' 'Cl in /hr acres (cfs) DEVELOPED 0.600 2.10 UNDEVELOPED 0.300 19.94 40.20 0.329 0.329 4.756 22.04 34.44 Drainage Structure #DS-4 Worksheet for Circular Channel Project Description 16.8 Project File c:\haestad \fmw\southem.fm2 Worksheet Drainage STructure #DS-4 Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.013548 ft/ft Diameter 36.00 in Discharge 34.44 cfs Results Depth 16.8 in Flow Area 3.23 ft 2 Wetted Perimeter 4.51 ft Top Width 2.99 ft Critical Depth 1.91 ft Percent Full 46.65 Critical Slope 0.004972 ft/ft Velocity 10.65 ft/s Velocity Head 1.76 ft Specific Energy 3.16 ft Froude Number 1.81 Ma)amum Discharge 83.51 cfs Full Flow Capacity 77.63 cfs Full Flow Slope 0.002667 ft/ft Flow is supercritical. 12/24/03 FlowMaster v5.13 11:39:09 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 Sri,;; Quick TR -55 Ver.5.46 S/N:1803000009 Executed: 11:20:26 12 -24 -2003 SOUTHERN TRACE SUBDIVISON DRAINAGE STRUCTURE #DS -5 25 -YEAR STORM EVENT * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q =cfs, C= Weighted Runoff Coefficient, I =in /hour, A =acres adj = 'C' adjustment factor for each return frequency Subarea Runoff Area Tc Wtd. Descr. 'C' acres (min) 'C' DEVELOPED 0.600 1.05 UNDEVELOPED 0.300 4.50 29.40 0.357 RETURN FREQUENCY = 25 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ------------------- - - - - -- -- - - - - -- ------------------------- -- - - - - -- Adj. I Total Peak Q 'C' in /hr acres (cfs) ----------------- - - - - -- - - - - - -- 0.357 5.742 5.55 11.37 Drainage Structure #DS -5 Worksheet for Circular Channel Project Description 0.80 Project File c: \haestad\fmw\southem.fm2 Worksheet Drainage Structure #DS -5 Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.022500 ft/ft Diameter 24.00 in Discharge 11.37 cfs Results Depth 0.80 ft Flow Area 1.17 ft 2 Wetted Perimeter 2.73 ft Top Width 1.96 ft Critical Depth 1.21 ft Percent Full 39.88 Critical Slope 0.005455 ft/ft Velocity 9.73 ft/s Velocity Head 1.47 ft Specific Energy 2.27 ft Froude Number 2.22 Ma)amum Discharge 36.50 cfs Full Flow Capacity 33.93 cfs Full Flow Slope 0.002526 fttft Flow is supercritical. 12/24/03 FlowMaster v5.13 11:33:28 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 t( Quick TR -55 Ver.5.46 S/N:1803000009 Executed: 11:43:29 12 -24 -2003 SOUTHERN TRACE SUBDIVISON SOUTHERN BREEZE CULVERT AT SH40 25 -YEAR STORM EVENT * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q =cfs, C= Weighted Runoff Coefficient, I =in /hour, A =acres adj = 'C' adjustment factor for each return frequency Subarea Runoff Area Tc Wtd. Descr. 'C' acres (min) 'C' DEVELOPED 0.600 0.18 UNDEVELOPED 0.300 7.77 30.00 0.307 RETURN FREQUENCY = 25 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 Adj . I Total Peak Q 'C' in /hr acres (cfs) ----------- -- - - - - - - - - - - -- 0.307 5.670 7.95 - 13.83 Southern Breeze Culvert Worksheet for Circular Channel Project Description Project File c:lhaestadlfmwlsouthem.fm2 Worksheet Southern Breeze Culvert Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.003500 ftt t Diameter 24.00 in Discharge 13.83 cfs Results Depth 20.5 in Flow Area 2.86 ft2 Wetted Perimeter 4.71 ft Top Width 1.42 ft Critical Depth 1.34 ft Percent Full 85.33 Critical Slope 0.006007 ft/ft Velocity 4.84 ft/s Velocity Head 0.36 ft Specific Energy 2.07 ft Froude Number 0.60 Ma)dmum Discharge 14.40 cfs Full Flow Capacity 13.38 cfs Full Flow Slope 0.003738 ft/ft Flow is subcritical. 12/24/03 FlowMaster v5.13 11:44:14 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 STORM DRAIN LINE CAPACITY SOUTHERN TRACE SUBDIVISION DRAINAGE REPORT N a� 0 c m - Ihl D W H Z W U Z) U) J N U) N CL U 00 T- c� C) ►{ it Z O 5 0 m w z w r M O O N N W m W U w D o ° dJ N 2 a "rn =Q U_ U 0 a� � m c c W U N O a m Lh Cl) 0 N t U) D 00 0 0 U a � �M2 a W _� 10 0 W w N Y = O m ti M U t/1 0 0 Z 0 T) 0 m U) W U �fa Z Y w E 0 0Bc O w ? $ N F- O Scenario: Base »» Info: #DS -3 No bypass target specified. Bypass is assumed to travel to OUTFALL STRUCTURE. »» Info: Subsurface Analysis iterations: 2 >>>> Info: Convergence was achieved. Gravity subnetwork discharging at: OUTFALL STRUCTURE ----------------------------------------------------------------- »» Info: Loading and hydraulic computations completed successfully. CALCULATION SUMMARY FOR SURFACE NETWORKS I Label I Inlet I Inlet I Total I Total I Capture I Gutter I Gut I I Type I I Intercepted i Bypassed I Efficiency I Spread I Dep I I I I Flow 1 Flow I (ft) I (f I I I I (cfs) 1 (cfs) I I I I 1 -------I------------I----------------------------I-------------1----------I------- - ----I -------- I ---- I #DS -3 I Curb Inlet I Curb Inlet - 10' Recessed I 5.70 1 0.00 1 100.0 1 2.82 1 0 I #DS -2 1 Curb Inlet 1 Curb Inlet - 10' Recessed ------------------------------------------------------------------------------------------------ I 11.75 1 0.00 I 100.0 1 29.69 1 - - 1 - - -- CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: OUTFALL STRUCTURE I Label 1 Number I Section I Section I Length I Total I Average I Hydraulic I Hydraulic I I of i Size 1 Shape 1 (ft) I System I Velocity 1 Grade I Grade I I Sections 1 I I I Flow I (ft /s) I Upstream I Downstreai I I I I I I (cfs) I I (ft) I (ft) I---------I----------I-----------------1----------I--------1--------1----------I----- I P -2 I 1 1 5x2 Box Culvert I Box 1 5.00 I 13.85 1 1.38 1 333.17 1 333.1' 118" RCP I 1 1 18 inch ------------------------------------------------------------------------------------------------ 1 Circular 1 115.06 1 5.70 I 3.23 1 333.76 1 333.4: - - - - -- 1 Label I Total I Ground 1 Hydraulic I Hydraulic I I I System l Elevation I Grade 1 Grade 1 I I Flow I (ft) ( Line In 1 Line Out I I I (cfs) I I (ft) I (ft) I 1------ - - - - -I I------------------- I-------- I OUTFALL STRUCTURE 1 13.83 I----------- 1----------- l 334.57 I 333.17 I 333.17 1 I #DS -2 I 13.85 I 334.56 1 333.42 I 333.17 I I #DS -3 I 5.70 ------------------------------------------------------------ 1 335.43 1 335.06 1 333.76 1 - - - - -- Completed: 12/24/2003 02:04:42 PM Title: SOUTHERN TRACES SUBDIVISION -- ST -1 Project Engineer. MICHAEL G. 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