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HomeMy WebLinkAboutParcel 11 HydrologyHYDROLOGY STUDY �4170 Linkletter Development Par. 11 — PM 19580 TPNt21rvN3 IN THE CITY OF TEMECULA COUNTY OF RIVERSIDE, CALIFORNIA July 30, 2000 Armstrong Development Services 1101 California Avenue, suite 100 Corona, CA 92881 PREPARED QROFESSIpp, ��Q�2\S G. AR Dennis G. Armstron _ R.C.E. 48578 No. 048758 EXPIRES 9/30/2000 Exa 3 * IECEIVED JUL 3 12000 CITY OF TEMECULA JN 99117 TABLE OF CONTENTS Paqe Introduction and Narrative............................................................ 1- 1 100 -Year Onsite Hydrology Calculations .......................................... Onsite Hydrology Key Map ..................................................... Back Pocket v INTRODUCTION AND NARRATIVE 3 IA. INTRODUCTION. The purpose of this hydrology study is to determine 100 -year onsite stormwater runoff quantities for the Linkletter Development Projectin the City of Temecula. The proposed onsite drainage patterns and storm drain system will convey the runoff in a safe and non-destructive manner into the existing open channel storm drain facilities located along the northerly and easterly property boundary. B. EXISTING SITE. The project site consist of approximately 4.7 acres located within the interior of the Business Park Drive Loop between Rancho Way and Single Oak Drive. The existing undeveloped site elevations range from approximately 1028 to 1012 generally falling from west to east at approximately a 1 % grade, with the exception of a relatively small 4:1 slope approximately 10 feet high located along the southwesterly boundary. C. PROPOSED SITE. The proposed development consist of 3 industrial buildings of approximately 58,650 combined. square feet. The proposed grading design generates four distinct hydrologic drainage areas in the developed condition: "A", "B", "C" and "D". The travel length of each area is short enough to meet the Riverside County Flood Control and Water Conservation District criteria for an initial subarea. Drainage area "C" has a subarea "C-1" also modeled as an initial subarea to determine peak flow in the gutter section. Each area has been separately analyzed as an initial subarea and is shown on the hydrology key map. Roof plans were utilized to determine building drainage patterns. D. CALCULATIONS. Software designed by "CiviIDESIGN of San Bernardino was used to calculate the flows developed by the drainage models of the site. The output is printed in the standard Riverside County format. The following criteria was used to perform the hydrology calculations: Rainfall The software stores a rainfall database corresponding to Plate D-4.1 of the Riverside County Hydrology Manual. This provides all the required duration vs. intensity data for Temecula at the appropriate storm frequency. r 11 M 2. Infiltration Soil type "C was used throughout the site based on a review of the hydrologic soils group map for Murrieta, Plate C-1.52. 3. Runoff and Routing ' After the coefficient of runoff "C" has been determined, the runoff is calculated and routed downstream based on the input model and Plates D-7 through D-9 as necessary. 1! E. DESIGN CRITERIA The following City of Temecula and County of Riverside design criteria was used: 1. All buildings shall be protected from flooding during the 100 -year frequency storm. 2. The 10 -year storm must be contained within curbs in public streets. 3. The 100 -year storm must be contained within the public right-of-way. F. RESULTS I Drainage area "A" generates a Q100 of 2.7 cfs. The capacity of the proposed rectangular shaped channel at depth of 0.36 feet is 9.3 cfs at a slope of 3%. Drainage area "C-1" generates a Q100 of 4.7 cfs, again easily handled by the proposed curb and gutter (depth is 0.4 feet at 0.5%) and rectangular channel. Drainage area "C generates a Q100 of 5.2 cfs, again easily handled by the proposed curb and gutter (depth is 0.46 feet with 9.3 cfs at 0.6%) and proposed rectangular channel. Drainage area "D" generates a Q100 of 4.1 cfs and when confluenced with area "C" flows the total of 9.3 cfs is easily conveyed through the proposed rectangular channel. The capacity of the existing drainage improvements are as follows: the trapezoidal channel at 0.5 feet freeboard can convey 110 cfs. The concrete box culvert in an open channel condition can covey 58 cfs and the triangular grass sloped channel can convey 69 cfs. I 100 -YEAR HYDROLOGIC CALCULATIONS I I I I I 1 i 1 I h FJ I I I Linkaa.out Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1998 Version 5.1 Rational Hydrology Study Date: 07/27/00 File:LINKAA.out LINKLETTER DEVELOPMENT - Q100 PAR. 11 - PM 19580 SUBAREA"A" ********* Hydrology Study Control Information ********** English (in -Ib) Units used in input data file Armstrong Development Services, Corona, CA - S/N 785 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity -duration curves data (Plate D-4.1) For the [ Murrieta,Tmc Rnch Callorco ] area used. 10 year storm 10 minute intensity = 2.360(In/Hr) 10 year storm 60 minute intensity = 0.880(In/Hr) 100 year storm 10 minute intensity= 3.480(In/Hr) 100 year storm 60 minute intensity = 1.300(In/Hr) Storm event year= 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300(In/Hr) Slope of intensity duration curve = 0.5500 Process from Point/Station 10.000 to Point/Station 20.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 400.000(Ft.) Top (of initial area) elevation = 18.000(Ft.) Bottom (of initial area) elevation = 14.700(Ft.) Difference in elevation = 3.300(Ft.) Slope = 0.00825 s(percent)= 0.83 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 8.603 min. Rainfall intensity = 3.783(In/Hr) fora 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.888 I Page 1 8 Linkaa.out Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff= 2.653(CFS) Total initial stream area = 0.790(Ac.) Pervious area fraction = 0.100 End of computations, total study area = 0.79 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 69.0 Page 2 ILinkbb.out Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1998 Version 5.1 Rational Hydrology Study Date: 07/27/00 File:LINKBB.out LINKLETTER DEVELOPMENT - Q100 PAR. 11 - PM 19580 SUBAREA"B" ********* Hydrology Study Control Information English (in -lb) Units used in input data file ------------------------------------------------------------------------------ Armstrong Development Services, Corona, CA _-S/N 785 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual y� Storm event (year) = 100.00 Antecedent Moisture Condition = 2 A Standard intensity -duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch Callorco ] area used. 10 year storm 10 minute intensity= 2.360(In/Hr) ' 10 year storm 60 minute intensity = 0.880(In/Hr) 100 year storm 10 minute intensity = 3.480(In/Hr) A 100 year storm 60 minute intensity= 1.300(In/Hr) Storm event year= 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300(In/Hr) 1 Slope of intensity duration curve = 0.5500 I Process from Point/Station 30.000 to Point/Station 40.000 **** INITIAL AREA EVALUATION **** IPage 1 \0 Initial area flow distance = 975.000(Ft.) Top (of initial area) elevation = 17.230(Ft.) Bottom (of initial area) elevation = 12.800(Ft.) Difference in elevation = 4.430(Ft.) Slope = 0.00454 s(percent)= 0.45 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.843 min. Rainfall intensity = 2.912(In/Hr) fora 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.885 IPage 1 \0 Linkbb.out Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff= 4.071(CFS) Total initial stream area = 1.580(Ac.) Pervious area fraction = 0.100 End of computations, total study area = 1.58 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 69.0 Page 2 \` I 1 I I I I I'j I I Linkcc.out Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1998 Version 5.1 Rational Hydrology Study Date: 07/27/00 File:LINKCC.0ut LINKLETTER DEVELOPMENT - Q 100 PAR. 11 - PM 19580 SUBAREA G ********* Hydrology Study Control Information ********** English (in -Ib) Units used in input data file Armstrong Development Services, Corona, CA - SN 785 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity -duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch Callorco ] area used. 10 year storm 10 minute intensity= 2.360(In/Hr) 10 year storm 60 minute intensity = 0.880(In/Hr) 100 year storm 10 minute intensity = 3.480(In/Hr) 100 year storm 60 minute intensity= 1.300(In/14r) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300(In/Hr) Slope of intensity duration curve = 0.5500 Process from Point/Station 50.000 to Point/Station 60.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 480.000(Ft.) Top (of initial area) elevation = 16.400(Ft.) Bottom (of initial area) elevation = 12.900(Ft.) Difference in elevation = 3.500(Ft.) Slope = 0.00729 s(percent)= 0.73 TC = k(0.300)*[(1ength^3)/(elevation change)]^0.2 Initial area time of concentration = 9.485 min. Rainfall intensity = 3.585(In/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.887 Page 1 V Linkcc.out Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 5.216(CFS) Total initial stream area = 1.640(Ac.) Pervious area fraction = 0.100 End of computations, total study area = 1.64 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 69.0 Page 2 �3 ILinkca.out Armstrong Development Services, Corona, CA _ S/N 785 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District Riverside County Rational Hydrology Program ' CfVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1998 Version 5.1 Rational Hydrology Study Date: 07/27/00 File:LINKCA.0ut ' L£NKLETTER DEVELOPMENT - Q 100 PAR. 11 - PM 19580 ' SUBAREA "C-1" -------------- ----- ********* Hydrology Study Control Information ********** ' English Units in input data file (in -lb) used Armstrong Development Services, Corona, CA _ S/N 785 Rational Method Hydrology Program based on ' Process from Point/Station 50.000 to Point/Station 55.000 **** INITIAL AREA EVALUATION **** Riverside County Flood Control & Water Conservation District 1978 hydrology manual ' Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity -duration curves data (Plate D-4.1) ' For the [ Murrieta,Tmc,Rnch Callorco ] area used. 10 year storm 10 minute intensity = 2.360(In/Hr) ' 10 year storm 60 minute intensity = 0.880(In/Hr) 100 year storm 10 minute intensity= 3.480(In/Hr) ' 100 year storm 60 minute intensity= 1.300(In/Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300(In/Hr) Slope of intensity duration curve = 0.5500 ' Process from Point/Station 50.000 to Point/Station 55.000 **** INITIAL AREA EVALUATION **** I Page 1 Initial area flow distance = 425.000(Ft.) Top (of initial area) elevation = 16.400(Ft.) Bottom (of initial area) elevation = 13.860(Ft.) Difference in elevation = 2.540(Ft.) ' Slope = 0.00598 s(percent)= 0.60 TC = k(0.300)*[(length A3)/(elevation change)]A0.2 1 Initial area time of concentration = 9.401 min. Rainfall intensity = 3.603(In/Hr) fora 100.0 yearstorm COMMERCIAL subarea type Runoff Coefficient = 0.887 I Page 1 Linkca.out Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 4.635(CFS) Total initial stream area = 1.450(Ac.) Pervious area fraction = 0.100 End of computations, total study area = 1.45 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 69.0 Page 2 Worksheet Worksheet for Gutter Section Project Description Worksheet Gutter Section - 1 Type Gutter Section Solve For Spread Gutter Cross Slope 0.0850 ft/ft Road Cross Slope 0.0200 ft/ft Input Data Slope 0.0060 ft/ft Discharge 9.30 cis Gutter Width 2.00 ft Gutter Cross Slope 0.0850 ft/ft Road Cross Slope 0.0200 ft/ft Mannings Coefficient 0.013 Results Spread 16.28 ft Flow Area 2.8 ft' Depth 0.46 ft Gutter Depression 1.6 in Velocity 3.35 ft/s Project Engineer: Dennis G. Armstrong f:\data\99\117\caddwgs\hydro\projeclt.fm2 ARMSTRONG DEVELOPMENT SERVICES FlowMaster v6.0 [614b] 07/27/00 06:02:35 PM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 4P Project Description Cross Section Cross Section for Gutter Section ' Worksheet Type Gutter Section - 1 Gutter Section Solve For Spread ' Section Data Slope 0.0060 fvft Discharge 9.30 cfs Gutter Width 2.00 ft Gutter Cross Slope 0.0850 f ift Road Cross Slope 0.0200 ft/ft Spread 16.28 ft Mannings Coefficient 0.013 0.50 0.00 0+00 0+02 0+04 0+06 0+08 0+10 0+12 0+14 0+16 0+18 VA H:1 NTS Project Engineer: Dennis G. Armstrong f:\data\99\117\caddwgs\hydro\projectt.fm2 ARMSTRONG DEVELOPMENT SERVICES FlowMaster v6.0 j614bj 07/27/00 06:04:18 PM 0 Hassled Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Worksheet Worksheet for Gutter Section Project Description Worksheet Gutter Section - 2 Type Gutter Section Solve For Spread Input Data Slope 0.0050 Tuft Discharge 4.64 cfs Gutter Width 2.00 ft Gutter Cross Slope 0.0850 ft/ft Road Cross Slope 0.0280 ft/ft Mannings Coefficient 0.013 Results Spread 10.30 ft Flow Area 1.6 ft' Depth 0.40 ft Gutter Depression 1.4 in Velocity 2.90 fUs Project Engineer: Dennis G. Armstrong f:\data\99\117\caddwgs\hydro\projectt.fm2 ARMSTRONG DEVELOPMENT SERVICES FlowMaster v6.0 [614b] 07/27/00 06:06:06 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 \16 Cross Section Cross Section for Gutter Section Project Description Worksheet Gutter Section - 2 Type Gutter. Section Solve For Spread Section Data Slope 0.0050 Wit Discharge 4.64 cfs Gutter Width 2.00 ft Gutter Cross Slope 0.0850 Wit Road Cross Slope 0.0280 ft/ft Spread 10.30 ft Mannings Coefficient 0.013 0.50 0.00 0+00 0+02 0+04 0+06 0+08 0+10 0+12 V:1N H:1 NTS Project Engineer: Dennis G. Armstrong f:\data\99\117\caddwgs\hydro\projeclt.fm2 ARMSTRONG DEVELOPMENT SERVICES FlowMasler v6.0 [614b] 07/27/00 06:06:14 PM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1! A Y Worksheet Worksheet for Rectangular Channel Project Engineer: Dennis G. Armstrong f:\data\991117\caddwgs\hydro\projeclt.fm2 ARMSTRONG DEVELOPMENT SERVICES FlowMaster v6.0 [614b] 07/27/00 07:19:36 PM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 ZD Project Description Worksheet Flow Element Rectangular Channel - 1 Rectangular Channel Input Data Method Manning's Formula Mannings Coefficient 0.013 Solve For Channel Depth 0.0300 ft/ft Bottom Width 3.00 ft Project Engineer: Dennis G. Armstrong f:\data\991117\caddwgs\hydro\projeclt.fm2 ARMSTRONG DEVELOPMENT SERVICES FlowMaster v6.0 [614b] 07/27/00 07:19:36 PM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 ZD Input Data Mannings Coefficient 0.013 ' Slope 0.0300 ft/ft Bottom Width 3.00 ft Discharge 9.30 cfs Results Depth 0.36 It Flow Area 1.1 ft' Wetted Perimeter 3.72 It Top Width 3.00 It Critical Depth 0.67 It ' Critical Slope 0.0046 ft/ft Velocity 6.66 ft/s Velocity Head 1.16 ft Specific Energy 1.52 ft ' Froude Number 2.55 Flow Type Supercritical Project Engineer: Dennis G. Armstrong f:\data\991117\caddwgs\hydro\projeclt.fm2 ARMSTRONG DEVELOPMENT SERVICES FlowMaster v6.0 [614b] 07/27/00 07:19:36 PM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 ZD Cross Section Cross Section for Rectangular Channel Project Description Worksheet Rectangular Channel - 1 Flow Element Rectangular Channel Method Manning's Formula Solve For Channel Depth Discharge 9.30 cfs Section Data Mannings Coefficient 0.013 Slope 0.0300 fVft Depth 0.36 ft Bottom Width 3.00 ft Discharge 9.30 cfs VIN HA NTS Project Engineer: Dennis G. Armstrong f:\data\99\117\caddwgs\hydm\projeclt.fm2 ARMSTRONG DEVELOPMENT SERVICES FlowMasler v6.0 [614b] 07/27/00 07:20:03 PM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 2N Worksheet Worksheet for Trapezoidal Channel Project Description ftp t� Worksheet 1 Trapezoidal Channel - 1 Flow Element Trapezoidal Channel Method Manning's Formula Solve For Discharge Right Side Slope 0.69 V: H Input Data Mannings Coefficient 0.013 Slope 0.0070 ft/ft Depth 2.10 ft Left Side Slope 0.69 V: H Right Side Slope 0.69 V: H Bottom Width 2.00 ft Results Discharge 109.71 cfs Flow Area 10.6 ft' Wetted Perimeter 9.40 ft Top Width 8.09 ft Critical Depth 2.64 ft Critical Slope 0.0026 ft/ft Velocity 10.36 ft/s Velocity Head 1.67 ft Specific Energy 3.77 ft Froude Number 1.60 Flow Type Supercritical Project Engineer: Dennis G. Armstrong f:\data\99\117\caddwgs\hydro\projectt.fm2 ARMSTRONG DEVELOPMENT SERVICES FlowMaster v6.0 [614b] 07/31/00 12:21:44 PM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 11 v Cross Section Cross Section for Trapezoidal Channel Project Description Pui fyM Worksheet Trapezoidal Ch Flow Element Trapezoidal Channel Method Manning's Formula Solve For Discharge Section Data Mannings Coefficient 0.013 Slope 0.0070 Wit Depth 2.10 ft Left Side Slope 0.69 V: H Right Side Slope 0.69 V: H Bottom Width 2.00 ft Discharge 109.71 cfs am 2.10 ft I VAN H:1 NTS Project Engineer: Dennis G. Armstrong f:\data\99\117\caddwgs\hydro\projectl.fm2 ARMSTRONG DEVELOPMENT SERVICES FlowMaster v6.0 [614b] 07/31/00 12:21:55 PM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Z;✓ Worksheet Worksheet for Rectangular Channel Project Description 0.013 Worksheet Rectangular Channel - 2 Flow Element Rectangular Channel Method Manning's Formula Solve For Discharge Input Data Mannings Coefficient 0.013 Slope 0.0050 ft/ft Depth 1.85 ft Bottom Width 4.00 ft Results Discharge 58.25 cfs Flow Area 7.4 W Wetted Perimeter 7.70 ft Top Width 4.00 It Critical Depth 1.87 ft Critical Slope 0.0048 ft/ft Velocity 7.87 ft/s Velocity Head 0.96 It Specific Energy 2.81 ft Froude Number 1.02 Flow Type Supercritical Project Engineer: Dennis G. Armstrong f:\data\99\117\caddwgs\hydro\project1.fm2 ARMSTRONG DEVELOPMENT SERVICES FlowMaster v6.0 [614b] 07/31/00 12:24:05 PM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Cross Section Cross Section for Rectangular Channel Project Description 0.013 Worksheet Rectangular Channel - 2 Flow Element Rectangular Channel Method Manning's Formula Solve For Discharge Section Data Mannings Coefficient 0.013 Slope 0.0050 ft/ft Depth 1.85 ft Bottom Width 4.00 ft Discharge 58.25 cfs 1.85 ft I V:1[�Nl H:1 NTS Project Engineer: Dennis G. Armstrong f:\data\99\117\caddwgs\hydro\projectl.fm2 ARMSTRONG DEVELOPMENT SERVICES FlowMaster v6.0 (614b) 07/31/00 12:23:59 PM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 ZD Cross Section Cross Section for Triangular Channel Project Description G—b7 /1 dkA/MK/ Worksheet Triangular Channel - 1 Flow Element Triangular Channel Method Manning's Formula Solve For Discharge Section Data Mannings Coefficient 0.030 Slope 0.0050 ft/ft Depth 2.00 ft Left Side Slope 0.20 V: H Right Side Slope 0.20 V: H Discharge 69.14 cfs 2.00 ft I VA L H:1 NTS Project Engineer: Dennis G. Armstrong f:\data\99\117\caddwgs\hydro\project1.fm2 ARMSTRONG DEVELOPMENT SERVICES FlowMaster v6.0 [614b] 07/31/00 12:22:18 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 vre. Worksheet Worksheet for Triangular Channel Project Engineer: Dennis G. Armstrong f:\data\99\117\caddwgs\hydro\projectt.fm2 ARMSTRONG DEVELOPMENT SERVICES FlowMasler v6.0[614b] 107/31100 12:22:23 PM 0 Hassled Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 • Input Data Mannings Coefficient Project Description Worksheet Triangular Channel - 1 ' Flow Element Triangular Channel 2.00 ft Method Manning's Formula 0.20 V: H Solve For Discharge 0.20 V: H ' Project Engineer: Dennis G. Armstrong f:\data\99\117\caddwgs\hydro\projectt.fm2 ARMSTRONG DEVELOPMENT SERVICES FlowMasler v6.0[614b] 107/31100 12:22:23 PM 0 Hassled Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Input Data Mannings Coefficient 0.030 Slope 0.0050 ft/ft Depth 2.00 ft Left Side Slope 0.20 V: H Right Side Slope 0.20 V: H ' Results Discharge 69.14 cfs ' Flow Area 20.0 ft' Wetted Perimeter 20.40 ft Top Width 20.00 ft Critical Depth 1.64 It ' Critical Slope 0.0144 ft/ft Velocity 3.46 ft/s Velocity Head 0.19 ft Specific Energy 2.19 It Froude Number 0.61 Flow Type Subcritical Project Engineer: Dennis G. Armstrong f:\data\99\117\caddwgs\hydro\projectt.fm2 ARMSTRONG DEVELOPMENT SERVICES FlowMasler v6.0[614b] 107/31100 12:22:23 PM 0 Hassled Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 1-0 tvl a�Vfiy it �"� � �.., �® ;Y Pf I I I I `�. 11 11. n �A a� m. J�, PA4EL I �EA PAO 10170 BUSINESS PARW 40RIW q �4r 4�r Stir Y ij I- WR�,� . Vv--� �l J P.�IRL�EL 3 ; `;1 PAD 1016.0 jo -ilk 41 0 �.y . . . . . . . . . . . CP 9/ �ooe 107 NO . . . . . . . . . . . . . ..... .. .......... . ...... 20 40 0 40 80 120 .SCALE ...... 40 HYDROLOGY KEY MAP WATERSHED BOUNDARY AREA BOUNDARY SUB AREA BOUNDARY 1O0i0 °D NODAL POINTIfL-fVATION SUBAREA/ACREAGE 'Au �l J P.�IRL�EL 3 ; `;1 PAD 1016.0 jo -ilk 41 0 �.y . . . . . . . . . . . CP 9/ �ooe 107 NO . . . . . . . . . . . . . ..... .. .......... . ...... 20 40 0 40 80 120 .SCALE ...... 40 HYDROLOGY KEY MAP WATERSHED BOUNDARY AREA BOUNDARY SUB AREA BOUNDARY 1O0i0 °D NODAL POINTIfL-fVATION SUBAREA/ACREAGE