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Stormwater Report 10-10-05
. . Stormwater Quality and Quantity Report for CHANHASSEN SHORT COURSE Chanhassen, Minnesota Prepared on July 18, 2003 Revised July 28,2003 October 10, 2005 CITY OF CHANHASSEN RECEIVED Prepared for Halla Nursery OCT 1 7 2005 CHANHASSEN PLANNING DEPT Prepared by Sathre-Bergquist, Inc. 150 South Broadway Wayzata, MN 55371 Contact: Daniel L. Schmidt, P.E. (phone) (952) 476-6000 (fax) (952) 476-0104 http://www.sathre.com I hereby certify that this report was prepared by me or under my direct supervision and that I am a duly registered Professional Engineer under the laws of the State of Minnesota. SATHRE-BERGQUIST, INC. BROADWAY, WAYZATA, MN 55391 . (952) 476-6000 Date ItJ -/t? -o~ Reg. No. 2611? . . . Stormwater Quality and Quantity Management Plan Chanhassen Short Course - Proposed Golf Course Chanhassen, Minnesota STORMWATER QUALITY AND QUANTITY MANAGEMENT PLAN FOR CHANHASSEN SHORT COURSE Chanhassen, Minnesota PREPARED FOR SMG INC. PREPARED BY Sathre-Bergquist, Inc. 150 South Broadway Wayzata, MN 55391 July 18, 2003 Revised: July 28, 2003 Revised: October 9,2005 Stormwater Quality and Quantity Report for CHANHASSEN SHORT COURSE Chanhassen, Minnesota Prepared on July 18, 2003 Revised July 28,2003 October 10, 2005 Prepared for Halla Nursery Prepared by Sathre-Bergquist, Inc. 150 South Broadway Wayzata, MN 55371 Contact: Daniel L. Schmidt, P.E. (phone) (952) 476-6000 (fax) (952) 476-0104 http://www.sathre.com I hereby certify that this report was prepared by me or under my direct supervision and that I am a duly registered Professional Engineer under the laws of the State of Minnesota. SATHRE-BERGQUIST, INC. BROADWAY, WAYZATA, MN 55391 . (952) 476-6000 Date 10 -/t:> -0";- Reg. No. 26/l/? Stormwater Quality and Quantity Management Plan . Chanhassen Short Course - Proposed Golf Course Chanhassen, Minnesota STORMWATER QUALITY AND QUANTITY MANAGEMENT PLAN FOR CHANHASSENSHORTCOURSE Chanhassen, Minnesota PREPARED FOR Halla Nursery PREPARED BY . Sathre-Bergquist, Inc. 150 South Broadway Wayzata, MN 55391 July 18,2003 Revised: July 28,2003 Revised: October 9, 2005 . Stormwater Quality and Quantity Management Plan . Chanhassen Short Course - Proposed Golf Course Chanhassen, Minnesota ~t.~$ s~l., t~ , \ '^' t & #I \S'~s f'...t-~ SATHRE-BERGQUIST, INC. 150 SOUTH BROADWAY, WAVZA.TA, MN 56391 . (612) 47~ TABLE OF CONTENTS . DRAINAGE DESIGN SUMMARY Introduction Methodology Hydrograph descriptions Summary I ntrod uction Tabulated Routing Summary Outlet Structure Data FIGURES Existing Drainage Map (sleeve) Proposed Drainage Map Plan (sleeve) . Stormwater Quality and Quantity Management Plan Chanhassen Short Course - Proposed Golf Course Chanhassen, Minnesota . INTRODUCTION The parameters of the routing calculations are as follows. Manning's n prairie grass (existing) = .15, Bermuda grass .41, concrete pipe = .013, PVC pipe 0.010 Utilizing the Storage Indication Method Cn = 66 for Rural and Estate Residential as per page III-3 of City ofChanhassen Surface Water Management Plan Cn = 69 for Golf Courses as per the TR-55 manual The existing drainage areas are shown on page 1 for the Chanhassen Short Course. The existing drainage consists of four different drainage areas. Existing Drainage Area #1 consists of the northeasterly comer of the property that drains to an existing 24" culvert. Existing Drainage Area #2 drains the northwest comer of the property to an existing 18"culvert. Existing Drainage Area #3 consists of the majority of the site and drains to an existing pond and large drainage swale. Drainage area #4 consists of a small area that drains to the southwest. . The proposed drainage areas are shown on page 2 for the proposed development. The proposed drainage areas have 4 sub areas that correspond with the four existing drainage areas. The correlation with the existing and proposed drainage areas are shown in the chart below: Proposed Drainage Area # 1 Proposed Drainage Area #2,#5 Proposed Drainage Area #3 Proposed Drainage Area #4 Existing Drainage Area # 1 Existing Drainage Area #2 Existing Drainage Area #3 Existing Drainage Area #4 The outlet for Pond #1 will be the existing 24" culvert that goes under the existing C.S.A.H. # 14 The outlet for Pond #2 will be a 4' diameter outlet structure with 20 feet of 18"RCP that will overflow to the existing 18" culvert at the northwest comer ofthe site. Pond #3 will not have any outlet other than the proposed irrigation. METHODOLOGY The watersheds in question were modeled using techniques and data found in the following: . 1. Urban HvdroloQv for Small Watersheds - Technical Release 55 by the United States Department of Agriculture Soils Conservation Service, June 1986. Curve numbers, Hydrologic Soils Groups, and 24 hr. precipitation values were obtained from this reference in addition to Time of Concentrations. Stormwater Quality and Quantity Management Plan . Chanhassen Short Course - Proposed Golf Course Chanhassen, Minnesota 2. AutoCAD Land Development Desktop 2000i by AutoDesk. This program was used to generate runoff hydrographs for watershed areas, to determine discharge/stage/storage characteristics for the NURP ponds. and to perform flood routing and to combine the results of runoff hydrographs. 3. Rational Method pipe sizing based on the method contained in ASCE Manual and Reports of Engineering Practice # 37 - Design and Construction ofSanitarv Sewers and Storm Drains, by the American Society of Civil Engineers and the Water Pollution Control Federation, 1970. The Mannings formula was used for determining pipe capacities. . . . . . Stormwater Quality and Quantity Management Plan Chanhassen Short Course - Proposed Golf Course Chanhassen, Minnesota Hvdroaraph Descriptions (see report for details): Hydrograph 1 - Existing Drainage for Existing Drainage Area #1 . Hydrograph 2 - Existing Drainage for Existing Drainage Area #2. Hydrograph 3 - Existing Drainage for Existing Drainage Area #3. Hydrograph 4 - Existing Drainage for Existing Drainage Area #4. Hydrograph 5 - Proposed Drainage for Proposed Drainage Area #1. Hydrograph 6 - Hydrograph #5 routed through Pond #1 Hydrograph 7 - Proposed Drainage for Proposed Drainage Area #2. Hydrograph 8 - Hydrograph # 7 as routed through Pond #2. Hydrograph 9 - Proposed Drainage for Proposed Drainage Area #4. Hydrograph 10 - Proposed Drainage for Proposed Drainage Area #3. Hydrograph 11 - Proposed Road Runoff for Proposed Drainage Area #5. Hydrograph 12 - Combination of Hydrograph #11 and #8. Hydrograph 13 - Hydrograph #12 as routed through the existing 18" Culvert. Stormwater Quality and Quantity Management Plan . Chanhassen Short Course - Proposed Golf Course Chanhassen, Minnesota Summary Storm Water Quantity Manae:ement: The proposed drainage will be restricted to a rate less than the existing condition for 10 and 100 year storm as shown in the following table: 10YEAR Proposed Drainage Area CFS Existing Drainage Area CFS P.D.A. #1 {Pond 9.40 E. D. A. #1 11.29 P.D.A. #2 (Pond 2 Routed) 4.74 E. D. A. #2 7.66 P.D.A. #3 19.70 E. D. A. #3 30.39 P.D.A. #4 2.49 E. D. A. #4 2.46 . 100 YEAR Proposed Drainage Area CFS Existing Drainage Area CFS P.D.A. #1 10.81 E. D. A. #1 24.19 P.D.A. #2{Pond 2 Routed) 13.32 E. D. A. #2 16.63 P.D.A. #3 40.31 E. D. A. #3 65.12 P.D.A. #4 5.10 E. D. A. #4 5.24 Dead Storae:e Requirement (NURP) Dead storage was only calculated on Pond #2 for Proposed Drainage Area #2 because this area is the only one with an increase in hardcover. The required "NURP" is 0.57 acre feet. The provided "NURP" is 1.07 acre feet. The mean depth of Pond 2 is 3.87 feet. See calculations in the enclosed NURP Calculations section. . Stormwater Quality and Quantity Management Plan . Chanhassen Short Course - Proposed Golf Course Chanhassen, Minnesota Tabulated Routing Summary's . . Hydrograph Return Period Recap ., Hydrograph Inflow Peak Outflow (cfs) Hydrograph type Hyd(s) description ( origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr 1 SCS Runoff ------- ------- ------- ------- ------- 11.29 .....-..._- ------ 24.19 EXISTING DRAINAGE AREA #1 2 SCS Runoff ------- ---..._- ------- ------ ----- 7.66 ------ ----- 16.63 EXISTING DRAINAGE AREA #2 3 SCS Runoff ------- ------- ----- ------- ------ 30.39 ------- ------- 65.12 EXISTING DRAINAGE AREA #3 4 SCS Runoff ------- ------- ------ ------- ------- 2.46 ------- ----- 5.28 EXISTING DRAINAGE AREA #4 5 SCS Runoff ------- ------- ------- ------ ------- 9.40 ------- ------- 18.90 PROPOSED DRAINAGE AREA #1 6 Reservoir 5 ------- ------ ------ ------ 4.54 ------- ------- 10.81 POND 1 ROUTED 7 SCS Runoff ------- ------- ..-....._-- ---- ..------ 11.17 ------- ------- 20.96 PROPOSED DRAINAGE AREA #2 8 Reservoir 7 ------- ...------ ------- ------ 8.34 ------- --.._--... 13.94 POND 2 ROUTED 9 SCS Runoff ------- ------- ------- ------- ------ 2.49 ------- ------- 5.10 PROPOSED DRAINAGE AREA #4 10 SCS Runoff ------- ------- ------- ------- ------ 19.69 ------- ------- 40.31 PROPOSED DRAINAGE AREA #3 11 SCS Runoff ------- ------- ------- ------ ------ 2.42 ------- ------- 4.59 DRAINAGE AREA #5 12 Combine 8,11 ------- ------- ------- ------- 5.79 ------- ------- 13.32 Discharge to RCP at NW Corner 13 Reservoir 12 ------- ------ ---- ------- 4.74 ------- ----- 10.97 <no description> . Proj. file: STORM 10 12 05.gpw Wednesday, Oct 12 2005, 6:55 PM Hydraflow Hydrographs by Intelisolve Hydrograph Summary Report - Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph type flow interval peak hyd(s) elevation storage description (origin) (cfs) (min) (min) (cuft) (ft) ( cuft) 1 SCS Runoff 11.29 6 732 50,008 ---- ------ ----- EXISTING DRAINAGE AREA #1 2 SCS Runoff 7.66 6 738 42,305 ---- ------ ------ EXISTING DRAINAGE AREA #2 3 SCS Runoff 30.39 6 732 134,597 ---- ------ ------ EXISTING DRAINAGE AREA #3 4 SCS Runoff 2.46 6 732 10,913 ---- ----- ----- EXISTING DRAINAGE AREA #4 5 SCS Runoff 9.40 6 732 40,356 --- ------ ----- PROPOSED DRAINAGE AREA #1 6 Reservoir 4.54 6 750 40,335 5 903.91 12,281 POND 1 ROUTED 7 SCS Runoff 11.17 6 756 84,765 --..- ------ ------ PROPOSED DRAINAGE AREA #2 8 Reservoir 8.34 6 786 84,744 7 907.60 21,875 POND 2 ROUTED 9 SCS Runoff 2.49 6 750 17,361 ---- ------ ----- PROPOSED DRAINAGE AREA #4 10 SCS Runoff 19.69 6 750 137,312 ---- ------ ------ PROPOSED DRAINAGE AREA #3 11 SCS Runoff 2.42 6 744 14,029 ---- ------ ------ DRAINAGE AREA #5 12 Combine 5.79 6 786 72,989 8,11 ------ ------ Discharge to RCP at NW Corner 13 Reservoir 4.74 6 810 72,968 12 903.93 12,573 <no description> . . STORM 10 12 05.gpw Return Period: 10 Year Wednesday, Oct 12 2005, 6:55 PM Hydraflow Hydrographs by Intelisolve Hydrograph Summary Report ., Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph type flow interval peak hyd(s) elevation storage description (origin) (cfs) (min) (min) ( cuft) (ft) ( cuft) 1 SCS Runoff 24.19 6 732 101,069 ---.. ----- ------ EXISTING DRAINAGE AREA #1 2 SCS Runoff 16.63 6 738 85,502 --- ------ ------ EXISTING DRAINAGE AREA #2 3 SCS Runoff 65.12 6 732 272,028 ---- ------ ------ EXISTING DRAINAGE AREA #3 4 SCS Runoff 5.28 6 732 22,056 --- ---- ----- EXISTING DRAINAGE AREA #4 5 SCS Runoff 18.90 6 732 78,280 ---- ----- ------ PROPOSED DRAINAGE AREA #1 6 Reservoir 10.81 6 744 78,259 5 904.52 22,361 POND 1 ROUTED 7 SCS Runoff 20.96 6 756 154,743 ---- ------ ----- PROPOSED DRAINAGE AREA #2 8 Reservoir 13.94 6 786 154,722 7 908.62 38,082 POND 2 ROUTED 9 SCS Runoff 5.10 6 750 33,675 ---- ...---..... ------ PROPOSED DRAINAGE AREA #4 10 SCS Runoff 40.31 6 750 266,349 ---- ----- ------ PROPOSED DRAINAGE AREA #3 11 SCS Runoff 4.59 6 744 25,907 ---- ---- ------ DRAINAGE AREA #5 12 Combine 13.32 6 768 133,559 8,11 ...----- ----- Discharge to RCP at NW Corner 13 Reservoir 10.97 6 798 133,538 12 904.54 22,622 <no description> . . STORM 10 12 05.gpw Return Period: 100 Year Wednesday, Oct 12 2005, 6:55 PM Hydraflow Hydrographs by Intelisolve Stormwater Quality and Quantity Management Plan . Chanhassen Short Course - Proposed Golf Course Chanhassen, Minnesota 10 YEAR HYDROGRAPHS . . Hydrograph Report Wednesday, Oct 12 2005, 6:55 PM Hydraflow Hydrographs by Intelisolve eHyd. No. 1 EXISTING DRAINAGE AREA #1 Hydrograph type = SCS Runoff Storm frequency = 10 yrs Drainage area = 11.41 ac Basin Slope = 0.0% T c method = TR55 Total precip. = 4.20 in Storm duration = 24 hrs Peak discharge = 11.29 cfs Time interval = 6 min Curve number = 66 Hydraulic length = 0 ft Time of cone. (Tc) = 29.3 min Distribution = Type II Shape factor = 484 Hydrograph Volume = 50,008 cuft ( Printed values >= 5% of Qp. Print interval = 3) Hydrograph Discharge Table Time -- Outflow (hrs cfs) e 11.80 12.10 12.40 12.70 13.00 13.30 13.60 13.90 14.20 14.50 14.80 15.10 15.40 15.70 16.00 16.30 16.60 16.90 17.20 ...End e 1.41 10.68 7.80 2.70 1.91 1.56 1.33 1.16 1.02 0.94 0.89 0.84 0.79 0.74 0.68 0.64 0.61 0.60 0.58 Hydrograph Report Hydraflow Hydrographs by Intelisolve Wednesday, Oct 12 2005,6:55 PM . Hyd. No. 2 EXISTING DRAINAGE AREA #2 Hydrograph type = SCS Runoff Peak discharge = 7.66 cfs Storm frequency = 1 0 yrs Time interval = 6 min Drainage area = 9.36 ac Curve number = 66 Basin Slope = 0.0% Hydraulic length = Oft T c method = TR55 Time of cone. (Tc) = 35.8 min Total precip. = 4.20 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 42,305 cuff ( Printed values >= 5% of Qp. Print interval = 3) Hydrograph Discharge Table Time -- Outflow (hrs cfs) . 11.80 12.10 12.40 12.70 13.00 13.30 13.60 13.90 14.20 14.50 14.80 15.10 15.40 15.70 16.00 16.30 16.60 16.90 17.20 17.50 17.80 18.10 18.40 18.70 19.00 19.30 ...End . 0.68 5.66 7.07 4.44 1.92 1.45 1.21 1.05 0.92 0.82 0.77 0.73 0.68 0.64 0.60 0.56 0.53 0.51 0.50 0.48 0.46 0.45 0.43 0.42 0.40 0.38 Hydrograph Report Wednesday, Oct 12 2005, 6:55 PM Hydraflow Hydrographs by Intelisolve eHyd. No. 3 EXISTING DRAINAGE AREA #3 Hydrograph type = SCS Runoff Storm frequency = 1 0 yrs Drainage area = 30.71 ac Basin Slope = 5.0% T c method = TR55 Total precip. = 4.20 in Storm duration = 24 hrs Peak discharge = 30.39 cfs Time interval = 6 min Curve number = 66 Hydraulic length = 0 ft Time of cone. (Tc) = 25.4 min Distribution = Type II Shape factor = 484 Hydrograph Volume = 134.597 cuff ( Printed values >= 5% of Qp. Print interval = 3) Hydrograph Discharge Table Time -- Outflow (hrs cfs) . 11.80 12.10 12.40 12.70 13.00 13.30 13.60 13.90 14.20 14.50 14.80 15.10 15.40 15.70 16.00 16.30 16.60 16.90 17.20 ...End . 3.81 28.75 20.99 7.27 5.14 4.19 3.59 3.13 2.75 2.52 2.38 2.25 2.12 1.98 1.84 1.72 1.65 1.60 1.55 Hydrograph Report Wednesday, Oct 12 2005.6:55 PM Hydraflow Hydrographs by Intelisolve . Hyd. No. 4 EXISTING DRAINAGE AREA #4 Hydrograph type Storm frequency Drainage area Basin Slope T c method Total precip. Storm duration = SCS Runoff = 1 0 yrs = 2.49 ac = 0.0 % = TR55 = 4.20 in = 24 hrs Peak discharge = 2.46 cfs Time interval = 6 min Curve number = 66 Hydraulic length = 0 ft Time of conc. (Tc) = 26.1 min Distribution = Type II Shape factor = 484 Hydrograph Volume = 10,913 cuft ( Printed values >= 5% of Qp. Print interval = 3) Hydrograph Discharge Table Time -- Outflow (hrs cfs) . 11.80 12.10 12.40 12.70 13.00 13.30 13.60 13.90 14.20 14.50 14.80 15.10 15.40 15.70 16.00 16.30 16.60 16.90 17.20 ...End . 0.31 2.33 1.70 0.59 0.42 0.34 0.29 0.25 0.22 0.20 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.13 0.13 Hydrograph Report Wednesday, Oct 12 2005,6:55 PM Hydraflow Hydrographs by Intelisolve eHyd. No. 5 PROPOSED DRAINAGE AREA #1 Hydrograph type = SCS Runoff Peak discharge = 9.40 cfs Storm frequency = 1 0 yrs Time interval = 6 min Drainage area = 7.95 ac Curve number = 69 Basin Slope = 0.0% Hydraulic length = Oft T c method = TR55 Time of cone. (Tc) = 25.9 min Total precip. = 4.20 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 40,356 cuft ( Printed values >= 5% of Qp. Print interval = 3) Hydrograph Discharge Table Time -- Outflow (hrs cfs) . 11.70 12.00 12.30 12.60 12.90 13.20 13.50 13.80 14.10 14.40 14.70 15.00 15.30 15.60 15.90 16.20 16.50 ...End . 0.66 6.67 7.96 3.01 1.64 1.28 1.08 0.94 0.82 0.74 0.69 0.65 0.62 0.58 0.54 0.50 0.47 Hydrograph Report Hydraflow Hydrographs by Intelisolve . Hyd. No. 6 POND 1 ROUTED Hydrograph type = Reservoir Storm frequency = 1 0 yrs Inflow hyd. No. = 5 Max. Elevation = 903.91 ft Storage Indication method used. Hydrograph Discharge Table Time Inflow Elevation ClvA (hrs) cfs ft cfs 12.00 6.67 903.26 0.42 12.30 7.96 903.80 3.55 12.60 3.01 903.89 4.38 12.90 1.64 903.76 3.24 13.20 1.28 903.65 2.43 13.50 1.08 903.57 1.91 13.80 0.94 903.51 1.56 14.10 0.82 903.47 1.32 14.40 0.74 903.43 1.13 14.70 0.69 903.40 0.99 .15.00 0.65 903.38 0.90 15.30 0.62 903.37 0.82 15.60 0.58 903.35 0.76 15.90 0.54 903.34 0.70 16.20 0.50 903.32 0.65 16.50 0.47 903.31 0.60 16.80 0.46 903.30 0.56 17.10 0.44 903.29 0.54 17.40 0.43 903.29 0.52 17.70 0.42 903.28 0.50 18.00 0.40 903.27 0.48 18.30 0.39 903.27 0.46 18.60 0.37 903.26 0.44 18.90 0.36 903.26 0.43 19.20 0.34 903.25 0.41 19.50 0.33 903.25 0.39 19.80 0.31 903.24 0.38 20.10 0.30 903.24 0.36 20.40 0.29 903.23 0.35 20.70 0.28 903.23 0.33 21.00 0.28 903.22 0.32 21.30 0.28 903.22 0.31 21.60 0.27 903.22 0.30 21.90 0.27 903.22 0.30 22.20 0.27 903.21 0.29 22.50 0.26 903.21 0.29 22.80 0.26 903.21 0.28 .23.10 0.26 903.21 0.28 Peak discharge Time interval Reservoir name Max. Storage Wednesday, Oct 12 2005, 6:55 PM = 4.54 cfs = 6 min = POND 1 = 12,281 cuft Outflow hydrograph volume = 40,335 cuft ( Printed values >= 5% of Qp. Print interval = 3) Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.42 3.55 4.38 3.24 2.43 1.91 1.56 1.32 1.13 0.99 0.90 0.82 0.76 0.70 0.65 0.60 0.56 0.54 0.52 0.50 0.48 0.46 0.44 0.43 0.41 0.39 0.38 0.36 0.35 0.33 0.32 0.31 0.30 0.30 0.29 0.29 0.28 0.28 Continues on next page... POND 1 ROUTED . Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 23.40 0.26 903.21 0.27 23.70 0.25 903.21 0.27 24.00 0.25 903.21 0.26 24.30 0.12 903.20 0.25 .. .End 0.27 0.27 0.26 0.25 . . Hydrograph Report Wednesday, Oct 12 2005.6:55 PM Hydraflow Hydrographs by Intelisolve . Hyd. No. 7 PROPOSED DRAINAGE AREA #2 = SCS Runoff = 10 yrs = 13.15 ac = 0.0% = TR55 = 4.20 in = 24 hrs Peak discharge = 11.17 cfs Time interval = 6 min Curve number = 74 Hydraulic length = 0 ft Time of cone. (Tc) = 64.8 min Distribution = Type II Shape factor = 484 Hydrograph type Storm frequency Drainage area Basin Slope T c method Total precip. Storm duration Hydrograph Volume = 84,765 cuft ( Printed values >= 5% of Qp. Print interval = 3) Hydrograph Discharge Table Time -- Outflow (hrs cfs) . 11.70 12.00 12.30 12.60 12.90 13.20 13.50 13.80 14.10 14.40 14.70 15.00 15.30 15.60 15.90 16.20 16.50 16.80 17.10 17 .40 17.70 18.00 18.30 18.60 18.90 19.20 19.50 19.80 20.10 20.40 20.70 . ...End 0.77 3.67 8.34 11.17 << 9.57 7.26 4.63 2.59 2.10 1.79 1.58 1.44 1.33 1.24 1.16 1.09 1.02 0.95 0.91 0.87 0.84 0.82 0.79 0.76 0.73 0.70 0.67 0.64 0.61 0.58 0.56 Hydrograph Report Hydraflow Hydrographs by Intelisolve . Hyd. No. 8 POND 2 ROUTED Hydrograph type Storm frequency Inflow hyd. No. Max. Elevation Wednesday, Oct 12 2005, 6:55 PM = Reservoir = 10 yrs = 7 = 907.60 ft Peak discharge Time interval Reservoir name Max. Storage = 8.34 cfs = 6 min = POND 2 = 21,875 cuft Storage Indication method used. Outflow hydrograph volume = 84,744 cuft Hydrograph Discharge Table ( Printed values >= 5% of Qp. Print interval = 3) Time Inflow Elevation ClvA ClvB ClvC ClvD WrA WrB WrC WrD Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 12.30 8.34 906.68 4.28 1.09 1.09 12.60 11.17 << 907.29 4.56 2.85 1.62 4.47 12.90 9.57 907.57 7.97 3.44 4.53 7.97 13.20 7.26 907.59 8.17 3.45 4.71 8.16 13.50 4.63 907.48 6.75 3.31 3.42 6.73 13.80 2.59 907.31 4.73 2.91 1.81 4.72 14.10 2.10 907.19 4.28 2.53 0.86 3.39 14.40 1.79 907.11 4.28 2.28 0.39 2.67 14.70 1.58 907.05 4.28 2.11 0.18 2.29 15.00 1.44 907.01 4.28 1.97 0.02 2.00 .15.30 1.33 906.96 4.28 1.85 1.85 15.60 1.24 906.92 4.28 1.73 1.73 15.90 1.16 906.88 4.28 1.62 1.62 16.20 1.09 906.85 4.28 1.52 1.52 16.50 1.02 906.81 4.28 1.42 1.42 16.80 0.95 906.78 4.28 1.34 1.34 17.10 0.91 906.75 4.28 1.26 1.26 17.40 0.87 906.72 4.28 1.19 1.19 17.70 0.84 906.69 4.28 1.13 1.13 18.00 0.82 906.67 4.28 1.07 1.07 18.30 0.79 906.65 4.28 1.03 1.03 18.60 0.76 906.63 4.28 0.98 0.98 18.90 0.73 906.61 4.28 0.94 0.94 19.20 0.70 906.60 4.28 0.90 0.90 19.50 0.67 906.58 4.28 0.86 0.86 19.80 0.64 906.56 4.28 0.83 0.83 20.10 0.61 906.55 4.28 0.80 0.80 20.40 0.58 906.53 4.28 0.76 0.76 20.70 0.56 906.52 4.28 0.73 0.73 21.00 0.54 906.51 4.28 0.70 0.70 21.30 0.53 906.49 4.28 0.68 0.68 21.60 0.53 906.48 4.28 0.65 0.65 21.90 0.52 906.47 4.28 0.63 0.63 22.20 0.52 906.46 4.28 0.62 0.62 22.50 0.51 906.46 4.28 0.60 0.60 22.80 0.50 906.45 4.28 0.59 0.59 23.10 0.50 906.44 4.28 0.57 0.57 .23.40 0.49 906.44 4.28 0.56 0.56 Continues on next page... POND 2 ROUTED . Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 23.70 0.49 906.43 4.28 0.55 24.00 0.48 906.42 4.28 0.54 24.30 0.43 906.42 4.28 0.53 24.60 0.32 906.41 4.28 0.51 24.90 0.19 906.39 4.28 0.47 25.20 0.09 906.36 4.28 0.43 ...End 0.55 0.54 0.53 0.51 0.47 0.43 . . Hydrograph Report Wednesday, Oct 12 2005, 6:55 PM Hydraflow Hydrographs by Intelisolve .Hyd. No. 9 PROPOSED DRAINAGE AREA #4 Hydrograph type = SCS Runoff Peak discharge = 2.49 cfs Storm frequency = 1 0 yrs Time interval = 6 min Drainage area = 3.42 ac Curve number = 69 Basin Slope = 0.0% Hydraulic length = Oft T c method = TR55 Time of cone. (Tc) = 57.8 min Total precip. = 4.20 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 17.361 cuff ( Printed values >= 5% of Qp. Print interval = 3) Hydrograph Discharge Table Time -- Outflow (hrs cfs) . 11.80 12.10 12.40 12.70 13.00 13.30 13.60 13.90 14.20 14.50 14.80 15.10 15.40 15.70 16.00 16.30 16.60 16.90 17.20 17.50 17.80 18.10 18.40 18.70 19.00 19.30 19.60 19.90 20.20 20.50 . ...End 0.20 1.26 2.40 2.23 1.65 0.95 0.57 0.47 0.40 0.35 0.32 0.30 0.28 0.26 0.25 0.23 0.22 0.20 0.20 0.19 0.18 0.18 0.17 0.17 0.16 0.15 0.15 0.14 0.13 0.13 Hydrograph Report Wednesday, Oct 122005,6:55 PM Hydraflow Hydrographs by Intelisolve . Hyd. No. 10 PROPOSED DRAINAGE AREA #3 Hydrograph type = SCS Runoff Peak discharge = 19.69 cfs Storm frequency = 10 yrs Time interval = 6 min Drainage area = 27.05 ac Curve number = 69 Basin Slope = 0.0 % Hydraulic length = Oft T c method = TR55 Time of cone. (Tc) = 50.7 min Total precip. = 4.20 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 137,312 cuft ( Printed values >= 5% of Qp. Print interval = 3) Hydrograph Discharge Table Time -- Outflow (hrs cfs) . 11.80 12.10 12.40 12.70 13.00 13.30 13.60 13.90 14.20 14.50 14.80 15.10 15.40 15.70 16.00 16.30 16.60 16.90 17.20 17.50 17.80 18.10 18.40 18.70 19.00 19.30 19.60 19.90 20.20 20.50 . ...End 1.62 9.94 18.98 17.68 13.05 7.55 4.55 3.71 3.19 2.81 2.54 2.36 2.21 2.08 1.95 1.82 1.70 1.62 1.56 1.51 1.46 1.41 1.36 1.31 1.26 1.21 1.16 1.11 1.05 1.01 Hydrograph Report Wednesday, Oct 12 2005,6:55 PM Hydraftow Hydrographs by Intelisolve . Hyd. No. 11 DRAINAGE AREA #5 Hydrograph type = SCS Runoff Storm frequency = 1 0 yrs Drainage area = 2.37 ac Basin Slope = 0.0% T c method = TR55 Total precip. = 4.20 in Storm duration = 24 hrs Peak discharge = 2.42 cfs Time interval = 6 min Curve number = 73 Hydraulic length = 0 ft Time of cone. (Tc) = 40.3 min Distribution = Type II Shape factor = 484 Hydrograph Volume = 14,029 cuft ( Printed values >= 5% of Qp. Print interval = 3) Hydrograph Discharge Table Time -- Outflow (hrs cfs) . 11.70 12.00 12.30 12.60 12.90 13.20 13.50 13.80 14.10 14.40 14.70 15.00 15.30 15.60 15.90 16.20 16.50 16.80 17.10 17.40 17.70 18.00 18.30 18.60 ...End . 0.18 1.11 2.37 2.02 1.21 0.54 0.42 0.35 0.30 0.26 0.24 0.22 0.21 0.20 0.18 0.17 0.16 0.15 0.15 0.14 0.14 0.13 0.13 0.12 Hydrograph Report Hydraflow Hydrographs by Intelisolve . Hyd. No. 12 Discharge to RCP at NW Corner Wednesday, Oct 12 2005, 6:55 PM Hydrograph type Storm frequency Inflow hyds. = Combine = 1 0 yrs = 8,11 Peak discharge Time interval = 5.79 cfs = 6 min Hydrograph Volume = 72,989 cuft Hydrograph Discharge Table ( Printed values >= 5% of Qp. Print interval = 3) Time Hyd. 8 + Hyd. 11 = Outflow (hrs) (cfs) (cfs) (cfs) 12.00 0.22 1.11 1.24 12.30 1.09 2.37 3.02 12.60 4.47 2.02 3.88 12.90 7.97 1.21 5.54 13.20 8.16 0.54 5.71 13.50 6.73 0.42 4.92 13.80 4.72 0.35 3.68 14.10 3.39 0.30 2.81 14.40 2.67 0.26 2.34 14.70 2.29 0.24 2.07 . 15.00 2.00 0.22 1.89 15.30 1.85 0.21 1.74 15.60 1.73 0.20 1.60 15.90 1.62 0.18 1.48 16.20 1.52 0.17 1.37 16.50 1.42 0.16 1.27 16.80 1.34 0.15 1.18 17.10 1.26 0.15 1.11 17.40 1.19 0.14 1.04 17.70 1.13 0.14 0.99 18.00 1.07 0.13 0.94 18.30 1.03 0.13 0.89 18.60 0.98 0.12 0.85 18.90 0.94 0.12 0.81 19.20 0.90 0.11 0.78 19.50 0.86 0.11 0.74 19.80 0.83 0.10 0.71 20.10 0.80 0.10 0.68 20.40 0.76 0.09 0.65 20.70 0.73 0.09 0.62 21.00 0.70 0.09 0.60 21.30 0.68 0.09 0.58 21.60 0.65 0.09 0.56 21.90 0.63 0.09 0.55 22.20 0.62 0.09 0.53 22.50 0.60 0.09 0.52 22.80 0.59 0.08 0.51 23.10 0.57 0.08 0.50 . Continues on next page... Discharge to RCP at NW Corner eHYdrOgraPh Discharge Table Time Hyd. 8 + Hyd. 11 = (hrs) (cfs) (cfs) 23.40 0.56 0.08 23.70 0.55 0.08 24.00 0.54 0.08 24.30 0.53 0.07 24.60 0.51 0.03 24.90 0.47 0.01 25.20 0.43 0.00 ...End Outflow (cfs) 0.49 0.48 0.47 0.44 0.40 0.35 0.31 e . Hydrograph Report Hydraflow Hydrographs by Intelisolve . Hyd. No. 13 <no description> Hydrograph type = Reservoir Storm frequency = 1 0 yrs Inflow hyd. No. = 12 Max. Elevation = 903.93 ff Storage Indication method used. Hydrograph Discharge Table Time Inflow Elevation ClvA (hrs) cfs ft cfs 12.30 3.02 903.22 0.32 12.60 3.88 903.45 1.21 12.90 5.54 903.67 2.62 13.20 5.71 903.86 4.10 13.50 4.92 903.93 << 4.74 13.80 3.68 903.90 4.47 14.10 2.81 903.83 3.82 14.40 2.34 903.75 3.21 14.70 2.07 903.69 2.73 .15.00 1.89 903.65 2.41 15.30 1.74 903.61 2.15 15.60 1.60 903.58 1.95 15.90 1.48 903.55 1.79 16.20 1.37 903.53 1.64 16.50 1.27 903.51 1.52 16.80 1.18 903.49 1.41 17.10 1.11 903.47 1.32 17.40 1.04 903.45 1.24 17.70 0.99 903.44 1.16 18.00 0.94 903.43 1.10 18.30 0.89 903.41 1.03 18.60 0.85 903.40 0.98 18.90 0.81 903.39 0.93 19.20 0.78 903.38 0.90 19.50 0.74 903.37 0.86 19.80 0.71 903.36 0.82 20.10 0.68 903.36 0.79 20.40 0.65 903.35 0.75 20.70 0.62 903.34 0.72 21.00 0.60 903.33 0.69 21.30 0.58 903.33 0.66 21.60 0.56 903.32 0.64 21.90 0.55 903.31 0.61 22.20 0.53 903.31 0.59 22.50 0.52 903.30 0.57 22.80 0.51 903.30 0.56 .23.10 0.50 903.30 0.54 23.40 0.49 903.29 0.53 Peak discharge Time interval Reservoir name Max. Storage Wednesday, Oct 12 2005, 6:55 PM = 4.74 cfs = 6 min = POND 1 = 12,573 cuff Outflow hydrograph volume = 72,968 cuft ( Printed values >= 5% of Qp. Print interval = 3) Clv B Clv C Clv 0 Wr A Wr B Wr C Wr 0 Exfil Outflow cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.32 1.21 2.62 4.10 4.74 << 4.47 3.82 3.21 2.73 2.41 2.15 1.95 1.79 1.64 1.52 1.41 1.32 1.24 1.16 1.10 1.03 0.98 0.94 0.89 0.86 0.82 0.79 0.75 0.72 0.69 0.66 0.64 0.61 0.59 0.57 0.56 0.54 0.53 Continues on next page... <no description> . Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv 0 Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 23.70 0.48 903.29 0.52 24.00 0.47 903.29 0.51 24.30 0.44 903.28 0.50 24.60 0.40 903.28 0.48 24.90 0.35 903.27 0.46 25.20 0.31 903.26 0.43 25.50 0.28 903.25 0.40 25.80 0.25 903.24 0.37 26.10 0.22 903.23 0.34 26.40 0.19 903.22 0.31 26.70 0.17 903.21 0.28 27.00 0.16 903.20 0.26 27.30 0.14 903.19 0.24 ...End 0.52 0.51 0.50 0.48 0.46 0.43 0.40 0.37 0.34 0.31 0.28 0.26 0.24 . . Stormwater Quality and Quantity Management Plan Chanhassen Short Course - Proposed Golf Course Chanhassen, Minnesota . 100 YEAR HYDROGRAPHS . . Hydrograph Report Hydraflow Hydrographs by Intelisolve .' Hyd. No. 1 EXISTING DRAINAGE AREA #1 Wednesday, Oct 12 2005, 6:55 PM Hydrograph type = SCS Runoff Storm frequency = 1 00 yrs Drainage area = 11.41 ac Basin Slope = 0.0% T c method = TR55 Total precip. = 6.00 in Storm duration = 24 hrs Peak discharge = 24.19 cfs Time interval = 6 min Curve number = 66 Hydraulic length = 0 ft Time of cone. (Tc) = 29.3 min Distribution = Type II Shape factor = 484 Hydrograph Volume = 101,069 cuft ( Printed values >= 5% of Qp. Print interval = 3) Hydrograph Discharge Table Time -- Outflow (hrs cfs) . 11.60 11.90 12.20 12.50 12.80 13.10 13.40 13.70 14.00 14.30 14.60 14.90 15.20 15.50 15.80 ...End . 1.40 10.56 24.19 << 11.32 4.40 3.24 2.69 2.31 2.01 1.77 1.64 1.55 1.46 1.37 1.28 Hydrograph Report Wednesday, Oct 12 2005, 6:55 PM Hydraflow Hydrographs by Intelisolve . Hyd. No. 3 EXISTING DRAINAGE AREA #3 Hydrograph type = SCS Runoff Peak discharge = 65.12 cfs Storm frequency = 1 00 yrs Time interval = 6 min Drainage area = 30.71 ac Curve number = 66 Basin Slope = 5.0% Hydraulic length = Oft T c method = TR55 Time of cone. (Tc) = 25.4 min Total precip. = 6.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 272,028 cuff ( Printed values >= 5% of Qp. Print interval = 3) Hydrograph Discharge Table Time -- Outflow (hrs cfs) . 11.60 11.90 12.20 12.50 12.80 13.10 13.40 13.70 14.00 14.30 14.60 14.90 15.20 15.50 15.80 ...End . 3.77 28.42 65.12 << 30.46 11.85 8.73 7.24 6.21 5.40 4.78 4.43 4.18 3.94 3.69 3.44 Hydrograph Report Wednesday, Oct 12 2005. 6:55 PM Hydraflow Hydrographs by Intelisolve . Hyd. No. 4 EXISTING DRAINAGE AREA #4 Hydrograph type Storm frequency Drainage area Basin Slope T c method Total precip. Storm duration = SCS Runoff = 100 yrs = 2.49 ac = 0.0% = TR55 = 6.00 in = 24 hrs Peak discharge = 5.28 cfs Time interval = 6 min Curve number = 66 Hydraulic length = 0 ft Time of cone. (Tc) = 26.1 min Distribution = Type II Shape factor = 484 Hydrograph Volume = 22.056 cuft ( Printed values >= 5% of Qp. Print interval = 3) Hydrograph Discharge Table Time -- Outflow (hrs cfs) . 11.60 11.90 12.20 12.50 12.80 13.10 13.40 13.70 14.00 14.30 14.60 14.90 15.20 15.50 15.80 ...End . 0.31 2.30 5.28 << 2.47 0.96 0.71 0.59 0.50 0.44 0.39 0.36 0.34 0.32 0.30 0.28 Hydrograph Report Wednesday, Oct 12 2005, 6:55 PM Hydraflow Hydrographs by Intelisolve . Hyd. No. 5 PROPOSED DRAINAGE AREA #1 Hydrograph type = SCS Runoff Peak discharge = 18.90 cfs Storm frequency = 100 yrs Time interval = 6 min Drainage area = 7.95 ac Curve number = 69 Basin Slope = 0.0% Hydraulic length = Oft T c method = TR55 Time of conc. (Tc) = 25.9 min Total precip. = 6.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 78,280 cuft ( Printed values >= 5% of Qp. Print interval = 3) Hydrograph Discharge Table Time -- Outflow (hrs cfs) . 11.50 11.80 12.10 12.40 12.70 13.00 13.30 13.60 13.90 14.20 14.50 14.80 15.10 15.40 15.70 ...End . 0.97 4.18 18.80 12.18 3.81 2.65 2.13 1.81 1.57 1.37 1.25 1.18 1.11 1.04 0.97 Hydrograph Report Hydraflow Hydrographs by Intelisolve . Hyd. No. 6 POND 1 ROUTED Hydrograph type = Reservoir Storm frequency = 1 00 yrs Inflow hyd. No. = 5 Max. Elevation = 904.52 ft Storage Indication method used. Hydrograph Discharge Table Time Inflow Elevation ClvA (hrs) cfs ft cfs 12.00 14.51 903.69 2.72 12.30 15.68 904.45 10.00 12.60 5.50 904.45 9.97 12.90 2.93 904.15 6.88 13.20 2.27 903.94 4.76 13.50 1.91 903.78 3.41 13.80 1.64 903.68 2.65 14.10 1.43 903.61 2.17 14.40 1.28 903.56 1.84 . 14.70 1.20 903.52 1.61 15.00 1.13 903.49 1.44 15.30 1.06 903.47 1.32 15.60 0.99 903.45 1.22 15.90 0.92 903.43 1.13 16.20 0.85 903.42 1.05 16.50 0.81 903.40 0.97 16.80 0.78 903.39 0.92 17.10 0.76 903.38 0.88 17.40 0.73 903.37 0.84 17.70 0.71 903.36 0.81 18.00 0.68 903.35 0.78 18.30 0.66 903.35 0.75 18.60 0.63 903.34 0.72 18.90 0.61 903.33 0.69 19.20 0.58 903.33 0.66 19.50 0.55 903.32 0.63 19.80 0.53 903.31 0.61 20.10 0.50 903.31 0.58 20.40 0.48 903.30 0.55 ...End Peak discharge Time interval Reservoir name Max. Storage Wednesday, Oct 12 2005, 6:55 PM = 10.81 cfs = 6 min = POND 1 = 22,361 cuft . Outflow hydrograph volume = 78,259 cuff ( Printed values >= 5% of Qp. Print interval = 3) Clv B Clv C Clv 0 Wr A Wr B Wr C Wr 0 Exfil Outflow cfs cfs cfs cfs cfs cfs cfs cfs cfs 2.72 10.00 9.97 6.88 4.76 3.41 2.65 2.17 1.84 1.61 1.44 1.32 1.22 1.13 1.05 0.97 0.92 0.88 0.84 0.81 0.78 0.75 0.72 0.69 0.66 0.63 0.61 0.58 0.55 Hydrograph Report Wednesday, Oct 12 2005, 6:55 PM Hydraflow Hydrographs by Intelisolve eHyd. No. 7 PROPOSED DRAINAGE AREA #2 Hydrograph type = SCS Runoff Peak discharge = 20.96 cfs Storm frequency = 1 00 yrs Time interval = 6 min Drainage area = 13.15 ac Curve number = 74 Basin Slope = 0.0 % Hydraulic length = Oft T c method = TR55 Time of cone. (Tc) = 64.8 min Total precip. = 6.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 154,743 cuft ( Printed values >= 5% of Qp, Print interval = 3) Hydrograph Discharge Table Time -- Outflow (hrs cfs) . 11.30 11.60 11.90 12.20 12.50 12.80 13.10 13.40 13.70 14.00 14.30 14.60 14.90 15.20 15.50 15.80 16.10 16.40 16.70 17.00 17.30 17.60 17.90 18.20 18.50 18.80 19.10 19.40 19.70 ...End . 1.13 1.70 5.08 13.49 20.70 18.87 14.62 9.71 5.13 3.74 3.14 2.73 2.45 2.25 2.09 1.96 1.83 1.70 1.59 1.51 1.44 1.39 1.34 1.30 1.25 1.20 1.15 1.10 1.06 Hydrograph Report Hydraflow Hydrographs by Intelisolve Wednesday, Oct 12 2005, 6:56 PM . Hyd. No. S POND 2 ROUTED Hydrograph type = Reservoir Peak discharge = 13.94 cfs Storm frequency = 1 00 yrs Time interval = 6 min Inflow hyd. No. = 7 Reservoir name = POND 2 Max. Elevation = 908.62 ft Max. Storage = 38,082 cuft Storage Indication method used. Outflow hydrograph volume = 154,722 cuft Hydrograph Discharge Table ( Printed values >= 5% of Qp. Print interval = 3) Time Inflow Elevation ClvA ClvB ClvC ClvD WrA WrB WrC WrD Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 12.00 7.79 906.68 4.28 1.09 1.09 12.30 16.32 907.40 5.83 3.15 2.64 5.79 12.60 20.96 << 908.10 12.02 3.40 8.63 12.02 12.90 17.58 908.52 13.61 3.40 10.22 13.61 13.20 13.03 908.61 13.94 3.40 10.54 13.93 13.50 8.04 908.41 13.26 3.39 9.87 13.26 13.80 4.36 907.99 11.53 3.40 8.13 11.53 14.10 3.50 907.56 7.79 3.42 4.36 7.78 14.40 2.99 907.34 5.06 2.99 2.06 5.05 . 14.70 2.63 907.23 4.36 2.64 1.13 3.77 15.00 2.38 907.16 4.28 2.43 0.68 3.11 15.30 2.19 907.11 4.28 2.29 0.41 2.70 15.60 2.05 907.08 4.28 2.19 0.27 2.46 15.90 1.92 907.05 4.28 2.11 0.17 2.28 16.20 1.79 907.03 4.28 2.03 0.09 2.12 16.50 1.66 907.00 4.28 1.96 0.01 1.97 16.80 1.56 906.98 4.28 1.89 1.89 17.10 1.49 906.95 4.28 1.81 1.81 1 7.40 1.43 906.92 4.28 1.73 1.73 17.70 1.37 906.90 4.28 1.66 1.66 18.00 1.33 906.88 4.28 1.60 1.60 18.30 1.28 906.85 4.28 1.54 1.54 18.60 1.23 906.83 4.28 1.48 1.48 18.90 1.19 906.81 4.28 1.43 1.43 19.20 1.14 906.79 4.28 1.38 1.37 19.50 1.09 906.77 4.28 1.32 1.32 19.80 1.04 906.75 4.28 1.28 1.28 20.10 0.99 906.73 4.28 1.23 1.23 20.40 0.95 906.71 4.28 1.18 1.18 20.70 0.91 906.69 4.28 1.13 1.13 21.00 0.88 906.68 4.28 1.09 1.09 21.30 0.86 906.66 4.28 1.05 1.05 21.60 0.85 906.65 4.28 1.01 1.01 21.90 0.84 906.63 4.28 0.98 0.98 22.20 0.83 906.62 4.28 0.96 0.96 22.50 0.82 906.61 4.28 0.93 0.93 22.80 0.81 906.60 4.28 0.91 0.91 .23.10 0.80 906.60 4.28 0.90 0.90 Continues on next page... POND 2 ROUTED . Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv 0 Wr A Wr B Wr C Wr 0 Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 23.40 0.79 906.59 4.28 0.88 23.70 0.78 906.58 4.28 0.86 24.00 0.78 906.57 4.28 0.85 24.30 0.70 906.57 4.28 0.83 24.60 0.52 906.55 4.28 0.80 24.90 0.30 906.52 4.28 0.73 ...End 0.88 0.86 0.85 0.83 0.80 0.73 . . Hydrograph Report Wednesday, Oct 12 2005, 6:56 PM Hydraflow Hydrographs by Intelisolve . Hyd. No. 9 PROPOSED DRAINAGE AREA #4 Hydrograph type = SCS Runoff Peak discharge = 5.10 cfs Storm frequency = 100 yrs Time interval = 6 min Drainage area = 3.42 ac Curve number = 69 Basin Slope = 0.0% Hydraulic length = Oft T c method = TR55 Time of conc. (Tc) = 57.8 min Total precip. = 6.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 33,675 cuft ( Printed values >= 5% of Qp. Print interval = 3) Hydrograph Discharge Table Time -- Outflow (hrs cfs) . 11.50 11.80 12.10 12.40 12.70 13.00 13.30 13.60 13.90 14.20 14.50 14.80 15.10 15.40 15.70 16.00 16.30 16.60 16.90 17.20 17.50 17.80 18.10 18.40 18.70 19.00 19.30 ...End . 0.26 0.69 2.86 5.00 4.47 3.18 1.74 1.02 0.83 0.71 0.62 0.56 0.52 0.48 0.45 0.42 0.39 0.37 0.35 0.34 0.33 0.31 0.30 0.29 0.28 0.27 0.26 Hydrograph Report Wednesday, Oct 12 2005, 6:56 PM Hydraflow Hydrographs by Intelisolve . Hyd. No. 10 PROPOSED DRAINAGE AREA #3 Hydrograph type Storm frequency Drainage area Basin Slope T c method Total precip. Storm duration = SCS Runoff = 100 yrs = 27.05 ac = 0.0% = TR55 = 6.00 in = 24 hrs Peak discharge = 40.31 cfs Time interval = 6 min Curve number = 69 Hydraulic length = 0 ft Time of cone. (Tc) = 50.7 min Distribution = Type II Shape factor = 484 Hydrograph Volume = 266,349 cuft ( Printed values >= 5% of Qp. Print interval = 3) Hydrograph Discharge Table Time -- Outflow (hrs cfs) . 11.50 11.80 12.10 12.40 12.70 13.00 13.30 13.60 13.90 14.20 14.50 14.80 15.10 15.40 15.70 16.00 16.30 16.60 16.90 17.20 17.50 17.80 18.10 18.40 18.70 19.00 19.30 ...End . 2.05 5.50 22.63 39.58 35.35 25.16 13.79 8.06 6.53 5.59 4.89 4.42 4.08 3.82 3.59 3.35 3.12 2.92 2.77 2.66 2.57 2.49 2.40 2.31 2.23 2.14 2.05 Hydrograph Report Wednesday, Oct 12 2005, 6:56 PM Hydraflow Hydrographs by Intelisolve . Hyd. No. 11 DRAINAGE AREA #5 Hydrograph type = SCS Runoff Peak discharge = 4.59 cfs Storm frequency = 1 00 yrs Time interval = 6 min Drainage area = 2.37 ac Curve number = 73 Basin Slope = 0.0% Hydraulic length = Oft T c method = TR55 Time of cone. (Tc) = 40.3 min Total precip. = 6.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Volume = 25,907 cuft ( Printed values >= 5% of Qp. Print interval = 3) Hydrograph Discharge Table Time -- Outflow (hrs cfs) . 11 .40 11.70 12.00 12.30 12.60 12.90 13.20 13.50 13.80 14.10 14.40 14.70 15.00 15.30 15.60 15.90 16.20 16.50 16.80 17.10 17.40 ...End . 0.26 0.51 2.31 4.56 3.75 2.15 0.93 0.71 0.59 0.50 0.44 0.40 0.37 0.35 0.33 0.31 0.28 0.26 0.25 0.24 0.23 Hydrograph Report Hydraflow Hydrographs by Intelisolve . Hyd. No. 12 Discharge to RCP at NW Corner Wednesday, Oct 12 2005, 6:56 PM Hydrograph type Storm frequency Inflow hyds. = Combine = 100 yrs = 8,11 Peak discharge Time interval = 13.32 cfs = 6 min Hydrograph Volume = 133,559 cuft Hydrograph Discharge Table ( Printed values >= 5% of Qp. Print interval = 3) Time Hyd. 8 + Hyd. 11 = Outflow (hrs) (cfs) (cfs) (cfs) 11.70 0.44 0.51 0.77 12.00 1.09 2.31 2.96 12.30 5.79 4.56 6.90 12.60 12.02 3.75 12.55 12.90 13.61 2.15 13.07 13.20 13.93 0.93 11.72 13.50 13.26 0.71 9.77 13.80 11.53 0.59 6.58 14.10 7.78 0.50 4.59 14.40 5.05 0.44 3.56 14.70 3.77 0.40 2.95 .15.00 3.11 0.37 2.62 , 15.30 2.70 0.35 2.35 15.60 2.46 0.33 2.20 15.90 2.28 0.31 2.07 16.20 2.12 0.28 1.95 16.50 1.97 0.26 1.83 16.80 1.89 0.25 1.73 17.10 1.81 0.24 1.64 17.40 1.73 0.23 1.56 17.70 1.66 0.23 1.48 18.00 1.60 0.22 1.41 18.30 1.54 0.21 1.35 18.60 1.48 0.20 1.30 18.90 1.43 0.19 1.24 19.20 1.37 0.19 1.19 19.50 1.32 0.18 1.14 19.80 1.28 0.17 1.09 20.10 1.23 0.16 1.05 20.40 1.18 0.15 1.01 20.70 1.13 0.15 0.97 21.00 1.09 0.15 0.93 21.30 1.05 0.14 0.90 21.60 1.01 0.14 0.87 21.90 0.98 0.14 0.85 22.20 0.96 0.14 0.83 22.50 0.93 0.14 0.81 22.80 0.91 0.14 0.79 . Continues on next page... Discharge to RCP at NW Corner . Hydrograph Discharge Table Time Hyd. 8 + Hyd. 11 = (hrs) (cfs) (cfs) 23.10 0.90 0.14 23.40 0.88 0.13 23.70 0.86 0.13 24.00 0.85 0.13 24.30 0.83 0.11 ...End Outflow (cfs) 0.78 0.76 0.75 0.73 0.70 . . Hydrograph Report Hydraflow Hydrographs by Intelisolve . Hyd. No. 13 <no description> Wednesday, Oct 12 2005, 6:56 PM Hydrograph type Storm frequency Inflow hyd. No. Max. Elevation = Reservoir = 100 yrs = 12 = 904.54 ft Peak discharge Time interval Reservoir name Max. Storage = 10.97 cfs = 6 min = POND 1 = 22,622 cuft Storage Indication method used. Outflow hydrograph volume = 133,538 cuft Hydrograph Discharge Table ( Printed values >= 5% of Qp. Print interval = 3) Time Inflow Elevation ClvA Clv B ClvC ClvD WrA WrB WrC WrD Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 12.30 6.90 903.55 1.76 1.76 12.60 12.55 904.04 5.76 5.76 12.90 13.07 904.39 9.35 9.35 13.20 11.72 904.53 10.84 10.84 13.50 9.77 904.53 10.82 10.82 13.80 6.58 904.39 9.40 9.40 14.10 4.59 904.21 7.43 7.43 14.40 3.56 904.04 5.79 5.79 14.70 2.95 903.90 4.48 4.48 . 15.00 2.62 903.81 3.62 3.62 15.30 2.35 903.74 3.08 3.08 15.60 2.20 903.69 2.70 2.70 15.90 2.07 903.65 2.46 2.46 16.20 1.95 903.62 2.26 2.26 16.50 1.83 903.60 2.10 2.10 16.80 1.73 903.58 1.97 1.97 17.10 1.64 903.56 1.86 1.86 17.40 1.56 903.55 1.76 1.76 17.70 1.48 903.53 1.66 1.66 18.00 1.41 903.52 1.58 1.58 18.30 1.35 903.50 1.50 1.50 18.60 1.30 903.49 1.44 1.44 18.90 1.24 903.48 1.38 1.38 19.20 1.19 903.47 1.32 1.32 19.50 1.14 903.46 1.27 1.27 19.80 1.09 903.45 1.22 1.22 20.10 1.05 903.44 1.17 1.17 20.40 1.01 903.43 1.12 1.12 20.70 0.97 903.42 1.07 1.07 21.00 0.93 903.41 1.03 1.03 21.30 0.90 903.40 0.99 0.99 21.60 0.87 903.40 0.96 0.96 21.90 0.85 903.39 0.93 0.93 22.20 0.83 903.38 0.90 0.90 22.50 0.81 903.38 0.88 0.88 22.80 0.79 903.37 0.86 0.86 .23.10 0.78 903.37 0.84 0.84 23.40 0.76 903.36 0.82 0.82 Continues on next page... <no description> . Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv 0 Wr A Wr B Wr C Wr 0 Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 23.70 0.75 903.36 0.80 24.00 0.73 903.36 0.78 24.30 0.70 903.35 0.76 24.60 0.62 903.34 0.73 24.90 0.54 903.33 0.69 25.20 0.47 903.32 0.64 25.50 0.41 903.31 0.58 ...End 0.80 0.78 0.76 0.73 0.69 0.64 0.58 . . . . . Stormwater Quality and Quantity Management Plan Chanhassen Short Course - Proposed Golf Course Chanhassen, Minnesota NURP Data .... Chanhassen Short Course Location: Chanhassen, Minnesota Prepared for SMG INC. Prepared by Sathre-Bergquist, Inc. Date: July 18, 2003 Revised: October 5, 2005 Nurp Design Pond 2 P= Aw= No. of Houses = Ave. House Roof Area = No. of Driveways Ave. Driveway Area = Length of Street = Width of Street = T opoloQV Total Hardcover Area = Grasscover = Hardcover For Fi = 2.5 "Storm 9.15 Acres 1 Each 2400 SF 1 Each 900 SF 62000 LF 1 FT Area 1.50 Acres 7.65 Acres 1.44 Acres (Streets & Drives) CN 74 Fi= 0.16 . PerviousCN = 69.21 S= 1000/CN - 10 = 4.45 R= PFi+(P-.2S)(P-.2S)(1-Fi)/(P+.8S) R= 0.75 V= RAw/12 = 0.58 CN 98 69 Impervious Fraction Maximum Soil Retention (inches) Design Storm Runoff (inches) Permanent Pool Volume Required (Ac-Ft) Ponding Dead Storage Volume Based on Plan Contours - 10:1 Bench Then 3:1 Slopes Contour 896 Bottom 898 900 902 904 906 NWL . Area (sf) o 874 2977 5640 8662 12047 Cummulative Storage(cf) o Bottom 874 2977 11594 25896 46605 NWL (Acre-Feet) 0.00 0.02 0.07 0.27 0.59 1.07 (Provided) Dead Storage/Pond Surface Area = 3.87 Stormwater Quality aud Quantity Management Plan Chanhassen Short Course - Proposed Golf Course . Chanhassen, Minnesota TR55 Worksheets . . TR55 Tc Worksheet Hydraflow Hydrographs by Intelisolve . Hyd. No. 1 EXISTING DRAINAGE AREA #1 Description A B C Totals Sheet Flow Manning's n-value = 0.150 0.000 0.000 Flow length (ft) = 300.0 0.0 0.0 Two-year 24-hr precip. (in) = 2.50 0.00 0.00 Land slope (%) = 2.00 0.00 0.00 Travel Time (min) = 26.70 + 0.00 + 0.00 = 26.70 Shallow Concentrated Flow Flow length (ft) = 360.00 0.00 0.00 Watercourse slope (%) = 2.00 0.00 0.00 Surface description = Unpaved Average velocity (ftIs) = 2.28 0.00 0.00 Travel Time (min) = 2.63 + 0.00 + 0.00 = 2.63 . Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.000 0.000 Velocity (ftIs) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, T c . ..... ......... ..................................... ........... ............... 29.30 min . TR55 Tc Worksheet Hydraflow Hydrographs by Intelisolve . Hyd. No. 2 EXISTING DRAINAGE AREA #2 Description A B C Totals Sheet Flow Manning's n-value = 0.150 0.000 0.000 Flow length (ft) = 300.0 0.0 0.0 Two-year 24-hr precip. (in) = 2.50 0.00 0.00 Land slope (%) = 2.00 0.00 0.00 Travel Time (min) = 26.70 + 0.00 + 0.00 = 26.70 Shallow Concentrated Flow Flow length (ft) = 1240.00 0.00 0.00 Watercourse slope (%) = 2.00 0.00 0.00 Surface description = Unpaved Average velocity (ft/s) = 2.28 0.00 0.00 Travel Time (min) = 9.06 + 0.00 + 0.00 = 9.06 . Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.000 0.000 Velocity (ft/s) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, T c ........................... ..... .................... .......................... 35.80 min . TR55 Tc Worksheet Hydraflow Hydrographs by Intelisolve . Hyd. No. 3 EXISTING DRAINAGE AREA #3 Description A B C Totals Sheet Flow Manning's n-value = 0.150 0.000 0.000 Flow length (ft) = 300.0 0.0 0.0 Two-year 24-hr precip. (in) = 2.50 0.00 0.00 Land slope (%) = 5.00 0.00 0.00 Travel Time (min) = 18.50 + 0.00 + 0.00 = 18.50 Shallow Concentrated Flow Flow length (ft) = 1490.00 0.00 0.00 Watercourse slope (%) = 5.00 0.00 0.00 Surface description = Unpaved Average velocity (ftls) = 3.61 0.00 0.00 Travel Time (min) = 6.88 + 0.00 + 0.00 = 6.88 . Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.000 0.000 Velocity (ftls) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, T c ....... .................. ............................. ........................ 25.40 min . TR55 Tc Worksheet Hydraflow Hydrographs by Intelisolve . Hyd. No. 4 EXISTING DRAINAGE AREA #4 Description A B C Totals Sheet Flow Manning's n-value = 0.150 0.000 0.000 Flow length (ft) = 300.0 0.0 0.0 Two-year 24-hr precip. (in) = 2.90 0.00 0.00 Land slope (%) = 2.00 0.00 0.00 Travel Time (min) = 24.79 + 0.00 + 0.00 = 24.79 Shallow Concentrated Flow Flow length (ft) = 212.00 0.00 0.00 Watercourse slope (%) = 2.60 0.00 0.00 Surface description = Unpaved Average velocity (ftIs) = 2.60 0.00 0.00 Travel Time (min) = 1.36 + 0.00 + 0.00 = 1.36 . Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.000 0.000 Velocity (ftIs) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, T c ...... ......................... ............................................... 26.10 min . TR55 Tc Worksheet Hydraflow Hydrographs by Intelisolve . Hyd. No. S PROPOSED DRAINAGE AREA #1 Description A B C Totals Sheet Flow Manning's n-value = 0.150 0.000 0.000 Flow length (ft) = 300.0 0.0 0.0 Two-year 24-hr precip. (in) = 2.50 0.00 0.00 Land slope (%) = 2.70 0.00 0.00 Travel Time (min) = 23.68 + 0.00 + 0.00 = 23.68 Shallow Concentrated Flow Flow length (ft) = 360.00 0.00 0.00 Watercourse slope (%) = 2.70 0.00 0.00 Surface description = Unpaved Average velocity (ft/s) = 2.65 0.00 0.00 Travel Time (min) = 2.26 + 0.00 + 0.00 = 2.26 . Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.000 0.000 Velocity (ft/s) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, T c ........... ........... ........ ........................ .... .................... 25.90 min . TR55 Tc Worksheet Hydraflow Hydrographs by Intelisolve . Hyd. No. 7 PROPOSED DRAINAGE AREA #2 Description A B C Totals Sheet Flow Manning's n-value = 0.410 0.011 0.011 Flow length (ft) = 300.0 0.0 0.0 Two-year 24-hr precip. (in) = 2.50 0.00 0.00 Land slope (%) = 2.00 0.00 0.00 Travel Time (min) = 59.67 + 0.00 + 0.00 = 59.67 Shallow Concentrated Flow Flow length (ft) = 700.00 0.00 0.00 Watercourse slope (%) = 2.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ftIs) = 2.28 0.00 0.00 Travel Time (min) = 5.11 + 0.00 + 0.00 = 5.11 . Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ftIs) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, T c . .............. ....... ................. ........ .................... ........... 64.80 min . TR55 Tc Worksheet Hydraflow Hydrographs by Intelisolve . Hyd. No. g PROPOSED DRAINAGE AREA #4 Description A B C Totals Sheet Flow Manning's n-value = 0.410 0.011 0.011 Flow length (ft) = 300.0 0.0 0.0 Two-year 24-hr precip. (in) = 2.40 0.00 0.00 Land slope (%) = 2.90 0.00 0.00 Travel Time (min) = 52.49 + 0.00 + 0.00 = 52.49 Shallow Concentrated Flow Flow length (ft) = 800.00 0.00 0.00 Watercourse slope (%) = 2.40 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) = 2.50 0.00 0.00 Travel Time (min) = 5.33 + 0.00 + 0.00 = 5.33 . Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ftIs) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, T c ..... .................................... ................. .................... 57.80 min . TR55 Tc Worksheet Hydraflow Hydrographs by Intelisolve . Hyd. No. 10 PROPOSED DRAINAGE AREA #3 Description A B C Totals Sheet Flow Manning's n-value = 0.410 0.011 0.011 Flow length (ft) = 300.0 0.0 0.0 Two-year 24-hr precip. (in) = 2.50 0.00 0.00 Land slope (%) = 4.50 0.00 0.00 Travel Time (min) = 43.14 + 0.00 + 0.00 = 43.14 Shallow Concentrated Flow Flow length (ft) = 1630.00 0.00 0.00 Watercourse slope (%) = 5.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ftIs) = 3.61 0.00 0.00 Travel Time (min) = 7.53 + 0.00 + 0.00 = 7.53 . Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 .0.015 0.015 Velocity (ftIs) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, T c .......................... ............... ........... ............ .............. 50.70 min . TR55 Tc Worksheet Hydraflow Hydrographs by Intelisolve . Hyd. No. 11 DRAINAGE AREA #5 Description A B C Totals Sheet Flow Manning's n-value = 0.240 0.011 0.011 Flow length (ft) = 300.0 0.0 0.0 Two-year 24-hr precip. (in) = 2.50 0.00 0.00 Land slope (%) = 2.67 0.00 0.00 Travel Time (min) = 34.65 + 0.00 + 0.00 = 34.65 Shallow Concentrated Flow Flow length (ft) = 900.00 0.00 0.00 Watercourse slope (%) = 2.67 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ftIs) = 2.64 0.00 0.00 Travel Time (min) = 5.69 + 0.00 + 0.00 = 5.69 . Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ftIs) = 0.00 0.00 0.00 Flow length (ft) = 0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, T c ...... ........ ............... ...................... ........ ................... 40.30 min . Stormwater Quality and Quantity Management Plan . Chanhassen Short Course - Proposed Golf Course Chanhassen, Minnesota Outlet Structure Data and Ponding Information . . Pond Report Hydraflow Hydrographs by Intelisolve Wednesday, Oct 12 2005, 6:55 PM . Pond No.1. POND 1 Pond Data Pond storage is based on known contour areas. Conic method used. Stage I Storage Table Stage (ft) Elevation (ft) 0.00 1.00 2.00 903.00 904.00 905.00 Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 12,935 14,033 20,000 o 13,479 16,927 o 13,479 30,406 Culvert I Orifice Structures [A] [8] [C] [0] Rise (in) = 24.00 0.00 0.00 0.00 Span (in) = 24.00 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Invert EI. (ft) = 903.00 0.00 0.00 0.00 Length (ft) = 80.00 0.00 0.00 0.00 Slope (%) = 1.00 0.00 0.00 0.00 N-Value = .013 .000 .000 .000 Orif. Coeff. = 0.60 0.00 0.00 0.00 Multi-Stage = nfa No No No Weir Structures [A] [8] [C] [0] Crest Len (ft) = 0.00 0.00 0.00 0.00 Crest EI. (ft) = 0.00 0.00 0.00 0.00 Weir Coeff. = 3.33 0.00 0.00 0.00 Weir Type Multi-Stage = No No No No Exfiltration = 0.000 infhr (Wet area) Tailwater Elev. = 0.00 ft Stage I Storage I Discharge Table Stage Storage Elevation Clv A ft cuft ft cfs . 0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90 1.00 1.10 1.20 1.30 1.40 1.50 1.60 1.70 1.80 1.90 2.00 . o 1,348 2,696 4,044 5,392 6,739 8,087 9,435 10,783 12,131 13,4 79 15,172 16,864 18,557 20,250 21,942 23,635 25,328 27,020 28,713 30,406 903.00 903.10 903.20 903.30 903.40 903.50 903.60 903.70 903.80 903.90 904.00 904.10 904.20 904.30 904.40 904.50 904.60 904.70 904.80 904.90 905.00 ClvB cfs 0.00 0.06 0.25 0.55 0.97 1.48 2.09 2.79 3.57 4.44 5.36 6.32 7.35 8.39 9.46 10.55 11.61 12.64 13.61 14.47 14.30 Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control. ClvC cfs WrB cfs Exfil cfs Total cfs WrC cfs WrD cfs ClvD cfs WrA cfs 0.00 0.06 0.25 0.55 0.97 1.48 2.09 2.79 3.57 4.44 5.36 6.32 7.35 8.39 9.46 10.55 11.61 12.64 13.61 14.47 14.30 Pond Report Hydraflow Hydrographs by Intelisolve Wednesday, Oct 12 2005, 6:55 PM . Pond No.1 - POND 1 Pond Data Pond storage is based on known contour areas. Conic method used. Stage I Storage Table Stage (ft) Elevation (ft) 0.00 1.00 2.00 903.00 904.00 905.00 Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 12,935 14,033 20,000 o 13,479 16,927 o 13,479 30,406 Culvert I Orifice Structures [A] [B) [C) [0] Rise (in) = 24.00 0.00 0.00 0.00 Span (in) = 24.00 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Invert EI. (ft) = 903.00 0.00 0.00 0.00 Length (ft) = 80.00 0.00 0.00 0.00 Slope (%) = 1.00 0.00 0.00 0.00 N-Value = .013 .000 .000 .000 Orif. Coeff. = 0.60 0.00 0.00 0.00 Multi-Stage = nfa No No No Weir Structures [A] [B) [C) [0] Crest Len (ft) = 0.00 0.00 0.00 0.00 Crest EI. (ft) = 0.00 0.00 0.00 0.00 Weir Coeff. = 3.33 0.00 0.00 0.00 Weir Type - --- Multi-Stage = No No No No Exfiltration = 0.000 infhr (Wet area) Tailwater Elev. = 0.00 ft Stage I Storage I Discharge Table Stage Storage Elevation Clv A ft cuft ft cfs . 0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90 1.00 1.10 1.20 1.30 1.40 1.50 1.60 1.70 1.80 1.90 2.00 . o 1,348 2,696 4,044 5,392 6,739 8,087 9,435 10,783 12,131 13,479 15,172 16,864 18,557 20,250 21,942 23,635 25,328 27,020 28,713 30,406 903.00 903.10 903.20 903.30 903.40 903.50 903.60 903.70 903.80 903.90 904.00 904.10 904.20 904.30 904.40 904.50 904.60 904.70 904.80 904.90 905.00 ClvB cfs 0.00 0.06 0.25 0.55 0.97 1.48 2.09 2.79 3.57 4.44 5.36 6.32 7.35 8.39 9.46 10.55 11.61 12.64 13.61 14.47 14.30 Note: CulverVOrifice outflows have been analyzed under inlet and outlet control. ClvC cfs WrA cfs WrC cfs Exfil cfs Total cfs ClvO cfs WrB cfs WrO cfs 0.00 0.06 0.25 0.55 0.97 1.48 2.09 2.79 3.57 4.44 5.36 6.32 7.35 8.39 9.46 10.55 11.61 12.64 13.61 14.47 14.30