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HomeMy WebLinkAboutDP2003-100004 - Pebble Creek 9B Final Drainage Report (2003)PEBBLE CREEK DEVELOPMENT PEBBLE CREE.K PHASE 9B FINAL DRAINAGE REPORT APRIL 2od3 ·· Ryan A Vi rden Li c ensed Pro fessional Engineer State of Texas No . 88673 Prepar~d by : The Wallace Group , Inc. ,, ..... ,,,, ., --'E. OFT \ -~ P..! •..•••••• ~-r..; ",, ,,:'<?>'' * · ... .si I ;' .. ·· "··•'1 ,, *: ·. ' ,,.. .., /'": ............................. , I RYAN ANDREW VIRDEN ~ ~···~·········· ................ : .. : '•"°"-88673 •. ·,'!:";k ~·. .·~ e,o,~i:-i.~CENS~?.·°&~~ • 'I. -vs/"""''E.~ --1._ \,,,ONA\. --1 O> 7 , ........ ~ ,..,... to ftl.°/' '7· Eng ineers 11 Ari:h ltect s • Pl anners• Surveyors PEBBLE CREEK DEVELOPMENT PEBBLE CREEK PHASE 9B FINAL DRAINAGE. REPORT APRIL 2003 . WORK ORDEH-#15430 "I hereby certify that t his report for the drainag e design of Pe b ble Creek Phase 98 was prepared by me in accordance with the provision s of the City of Co ll ege Station Dra inage Po li cy and Desi gn Standards for th e owners th ereof ." Ryan A. Virden Li c ense d Professi onal Eng ineer Stat e of Tex as No . 8 8673 Prepared 9 y : The Wallace Group, Inc. ............. ,,,, --~OFT \ -~~: ......... ~~''• ;~>· * ·· .. ~. ;' ... ···•'1 ,,*: ·. I ,,.. ·*1 1···: ............................. , !. RYAN ANDREW VIRDEN ~ .,, ................................. ~ • 73 : ";; '•'°... 886 ,..,'!:,,, ~·. .·~ e,ol~.(.~~.~CE NS~?.·&~~ • us1 • ....... .,,,~ -'{_ \ ONAL ~--0> 7 ,, ........ ,-~· to f~i~~· Engineers •:Ar c;;h itec ts • Plann e rs• Surveyors P. 0 . Box 22007 -Waco , Texas 76702 -(254) 772-9272 '' 'I , . I ~ ,:-·,' f. ·-,I :, .. , . ,,-, . Pebble Creek Phase 9B Final Drainage Report A. General Location and Description 1. Location a) Phase 9B is located south of Royal Adelade Drive , east of Sycamore Hills Drive, and west of the future Pebble Creek Parkway extension. b) Phase 9B drains southeast approximately 1,300 feet to Stream AC-1 and farther to Alum Creek. c) This development is south of Pebble Creek Phase 4C and east of Pebble Creek Phase 9A. 2. Description of Property a) Phase 9B covers 26.28 acres. b) This property will be developed as single-family residential. The land cover will be consistent with residential developments including streets, driveways , homes , and lawns. c) The secondary system drainageways will all be contained in the proposed right-of- way in closed conduits and in the proposed gutters. The primary system drainageway for this phase is a channel in the adjacent future park area. d) The general description for this Project is a residential subdivision very similar to the adjoining residential subdivisions of Pebble Creek. B. Drainage Basins and Sub-Basins 1. Primary Basin Description a) This Project is in the Lick Creek Drainage Basin as delineated in the Stormwater Management Plan for the City of College Station. More information is available for this drainage basin in the July 2, 1992 , FEMA, Flood Insurance Study and the Flood Insurance Rate Map with Community Panel No. 48041C0205D dated February 9, 2000. b) This Phase drains through an area that is made up of undeveloped land and other single-family residential neighborhoods. A large portion of this area is wooded with small creeks that come together and drain to the primary drainage system. Pebble Creek Phase 9B Final Drainage Report Page 1of4 2. Secondary Drainage Basin Description The off-site drainage to the southwest drains south to a future park. Phase 9B will also drain to this park where the drainage will come together in a grass-lined channel and continue on to Stream AC-1 south of the future phases. C. Drainage De sign Criteria 1. No optional criteria was used nor was there an y deviation from the City of College Station Standards . 2 . Development Criteria Reference and Constraints a) No previous drainage studies have been produced for this site. b) Existing improvements cause off-site drainage to drain around this development. The only drainage through the site is what actually falls on the site with the exception of the future storm sewer that is currently being stubbed-out for future development to the east. 3. Hydrologic Criteria a) The design rainfall was taken from the City of College Station intensity duration and :frequency curves. These curves are based on the TxDOT Bridge Division Hydraulic Manual. b) The rational method was used to calculate peak flow discharges. c) No detention required. d) The 10 -year design storm was used for the storm sewer. The 100-year storm was checked for flow depth in the proposed right-of-way . e) Not applicable. 4. Hydraulic Criteria a) The storm sewer was designed for a 10-year design storm. Thes e conduits were designed for the open-channel flow 1.;ondition using Manning's formula . The 100- year hydraulic grade line for the storm sewer was also calculated . The WSEL 100 shown on the plans represents the 100-year flow in the streets minus the full flow capacity of the storm sewer. b) No detention/retention outlet necessary . c) No other alternative standards were used. D. Drainage Facility Design 1. General Concept a) The typical drainage patterns for this Phase generally drain from Royal Adelade south to a low that then flows into an existing creek and into a future park. P ebble Creek Phase 9B Final Drainage Report Page 2 of 4 b) The area to the west, Phase 9A , currently drains to the south to the future park. Phase 9B drains to this same location. The area to the east is future development that a portion of this area (approximately 21 acres) has been designed to drain through Phase 9B to the ditch in the future park. The property to the south is future development and will still drain to the south to Stream AC-1 . Phase 4 to the north generally drains to the adjacent ditch and out through the golf course, thereby bypassing Phase 9B. c) The attached sheets consist of the drainage area map for this development and the drainage calculations . The drainage area map shows the sub-basins and what the individual sub-basin runoff is . The drainage calculation sheets show the runoff calculations for the sub-basins including the storm sewer calculations for those sub- basins. These sheets also show the storm sewer inlet calculations for this development and the hydraulic calculations for the surcharged storm sewer system during a 100-year storm event. Also attached are the individual right-of-way calculations which show the 100-year depth at specific stations. d) The proposed drainage patterns will flow from the individual lots to the proposed streets. These streets generally drain to the existing low which drains to the future park through the storm sewer system. 2. Specific Details . a) No particular drainage problems occurred with the design of this subdivision. b) No detention storage is provided for this site . c) Maintenance of this drainage design should be straightforward. All storm sewer associated with this Project is in public right-of-way. Access points are included throughout the system at inlets and junction boxes. Maintenance of the channel can be done from the access point at the low point of Kiele Drive. E. Conclusions 1. This Project was designed in compliance with the City of College Station Drainage and Design Standards . 2. This drainage system will be effective in controlling stormwater drainage for both the 10- year and 100-year events which will in turn minimize damage. The 100-year storm event will be conveyed above ground inside the right-of-way through the subdivision to the low at the future park. 3. Phase 9B 's drainage design was laid out with a minimum number of sump conditions. The only sump condition falls at the access point to the future park which is also the Pebble Creek Phase 9B Final Drainage Report Page 3 of4 outfall of the storm sewer system . An overflow swale has been designed to con vey the 100-year storm event. The major storm flow will be conveyed off-site aboveground using the streets , right-of-ways , and channel system. F . References 1. The criteria used for this design is Stormwater Management Plan for the City of College Station, Drainage Policy and Design Standards. Pebble Cre ek Phase 9B Final Drainage R eport Page 4 of 4 Street 100 Year Drainage Calculations (Top of curb elevation for each cross-section is 100.00) Congressional 14+00 Worksheet for Irregular Channel Project Description Worksheet Flow Element Method Solve For Input Data Slope 006000 ft/ft Discharg• 3.89 cfs Options Congressional 1 Irregular Channe Manning 's Form 1 Channel Depth Current Roughness Methe >ved Lotter's Method Open Channel Weighting >ved Lotter's Method Closed Channel Weightin! Horton's Method Results Mannings Coefficie1 0.018 Water Surface Elev 99.99 ft Elevation Range .71 to 101 .00 Flow Area 2.4 ft 2 Wetted Perimeter 19.00 ft Top Width 18 .72 ft Actual Depth 0 .28 ft Critical Elevation Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow Type Calculation Messages: Flow is divided. 99 .96 ft 0 .009842 ft/ft 1.61 ft/s 0 .04 ft 100.03 ft 0.79 Subcritical Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+11 0 .040 0+11 0+39 0.018 0+39 0+50 0 .040 Natural Channel Points Station Elevation (ft) (ft) 0+00 101.00 0+11 100.00 0+12 99 .83 0+12 99 .71 0+13 99 .75 0+25 100.13 0+37 99.75 g :\land desktop r2\1543 0\calcs\15430-streets.fm2 04/02/03 11 :28 :05 AM © Haestad Methods , Inc. The Wallace Group 37 Brookside Road Waterbury , CT 06708 USA Project Engineer: Ryan Virden FlowMaster v6 .1 [614k] (203) 755-1666 Page 1 of 2 Natural Channel Points Station (ft) 0+38 0+38 0+39 0+50 Elevation (ft) 99 .71 99 .83 100.00 101 .00 Congressional 14+0~ Worksheet for Irregular Channel g :\land desktop r2\15430\calcs\15430-streets.fm2 04/02/03 11 :28 :05 AM © Haestad Methods, Inc. The Wallace Group 37 Brookside Road Waterbury , CT 06708 USA Project Engineer: Ryan Virden FlowMaster v6 .1 [614k] (203) 755-1666 Page 2 of 2 Congressional 16+00 Worksheet for Irregular Channel Project Description Worksheet Flow Element Method Solve For Input Data Slope 006200 ft/ft Dischargo 12.68 cfs Options Congressional 1 Irregular ChannE Manning's Form1 Channel Depth Current Roughness Methe >ved Latter's Method Open Channel Weighting >ved Latter's Method Closed Channel Weightin! Horton's Method Results Mannings Coefficie1 0 .021 Water Surface Elev 100.15 ft Elevation Range .71to101 .00 Flow Area 6 .5 ft 2 Wetted Perimeter Top Width Actual Depth Critical Elevation Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow Type 31.50 ft 31 .20 ft 0.44 ft 100 .11 ft 0 .011199 ft/ft 1 .96 ft/s 0 .06 ft 100.21 ft 0 .76 Subcritical Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+11 0 .040 0+11 0+39 0 .018 0+39 0+50 0 .040 Natural Channel Points Station Elevation (ft) (ft) 0+00 101 .00 0+11 100.00 0+12 99 .83 0+12 99 .71 0+13 99.75 0+25 100.13 0+37 99.75 0+38 99 .71 0+38 99.83 0+39 100.00 g:\land desktop r2\ 15430\calcs\15430-streets. fm2 04102103 11 :28 :23 AM © Haestad Methods , Inc. The Wallace Group 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Ryan Virden FlowMaster v6 .1 [614k] (203) 755-1666 Page 1 of 2 Natural Channel Points Station (ft) 0+50 Elevation (ft) 101 .00 Congressional 16+00 Worksheet for Irregular Channel g :\land desktop r2\15430\calcs\15430-streets.fm2 The Wallace Group 04/02/03 11 :28:23 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury , CT 06708 USA Project Engineer: Ryan Virden FlowMaster v6.1 (614k] (203) 755-1666 Page 2 of 2 C o ngress ional 17+50 Wo r ksheet for Irre gul a r Chann el Project Description Worksheet Flow Element Method Solve For Input Data Slope 006200 ft/ft Discharg1 13 .12 cfs Options Congressiona l 1 Irregular Channt Manning's Form1 Channel Depth Current Roughness Methe >ved Lotte r's Method Open Channel Weighting ived Lotter's Method Closed Channel W e ightin 1 Horto n's Method Results Mannings Coefficie1 0 .021 Water Surface Elev 100.15 ft Ele vation Range .71to101 .00 Flow Area 6 .6 ft2 Wetted Perimeter 31.61 ft Top Width 31 .32 ft Actual Depth 0 .44 ft Crit ica l Elevation 100.11 ft Critical Slope 0 .011238 ft/ft Velocity 1 .98 ft/s Velocity Head 0 .06 ft Specific Energy 100.21 ft Fro ude Number 0.76 Flow Type Subcritica l Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+11 0.040 0+11 0 +39 0.018 0+39 0 +5 0 0 .040 Natural Channel Points Station Elevation (ft) (ft) 0+00 101 .00 0+11 100.00 0+12 99 .83 0+12 99 .71 0+13 99 .75 0+25 100 .13 0+37 99 .75 0+38 99 .71 0+38 99 .83 0+39 100 .00 g :\land desktop r2\15430\calcs\15430-streets .fm2 04/02/03 11 :28 :41 AM © Haestad Methods , Inc. The Wallace Group 37 Brookside Road Waterbury , CT 06708 USA Project Engineer: Ryan V irden FlowMaster v6 .1 [614k] (203) 755-1666 Page 1 of 2 Natural Channel Points Station (ft) 0+50 Elevation (ft) 101 .00 Congressional 17+50 Worksheet for Irregular Channel g :\land desktop r2\15430\calcs\15430-streets.fm2 The Wallace Group 04/02/03 11 :28:41 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Ryan Virden FlowMaster v6 .1 (614k) (203) 755-1666 Page 2 of 2 Congress ion a l 20+50 W orksheet for Irregular C ha n nel Project Description Worksheet Flow Element Method Solve For Input Data Slope 006200 ft/ft Discharg1 7 .79 cfs Options Congressional 2 Irregular Channe Manning 's Form1 Channel Depth Current Roughness Methe ived Latter's Method Open Channel Weighting ived Latter's Method Closed Channel Weightin! Horton's Method Results Mannings Coefficie 1 0 .020 Water Surface Elev 100.07 ft Elevation Range .71to101 .00 Flow Area 4 .3 ft2 Wetted Perimeter 26.25 ft Top Width 25.97 ft Actual Depth 0.36 ft Critical Elevation 100 .04 ft Critical Slope 0.010715 ft/ft Velocity 1.79 ft/s Velocity Head 0 .05 ft Specific Energy 100.12 ft Froude Number 0 .77 Flow Type Subcritical Calculation Messages : Flow is divided . Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+11 0.040 0+11 0+39 0 .018 0+39 0+50 0.040 Natural Channel Points Station Elevation (ft) (ft) 0+00 101 .00 0+11 100.00 0+12 99 .83 0+12 99 .71 0+13 99 .75 0+25 100.13 0+37 99.75 g :\land desktop r2\15430\calcs\15430-streets.fm2 04/02/03 11 :29 :00 AM © Haestad Methods, Inc. The Wallace Group 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Ryan Virden FlowMaster v6 .1 [614k] (203) 755 -1666 Page 1 of 2 Natural Channel Points Station (ft) 0+38 0+38 0+39 0+50 Elevation (ft) 99 .71 99 .83 100 .00 101 .00 Congressional 20+50 Worksheet for Irregular Channel g :\land desktop r2\15430\calcs\15430-streets .fm2 04/02/03 11 :29:00 AM © Haestad Methods, Inc. The Wallace Group 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Ryan Virden FlowMaster v6 .1 (614k] (203) 755-1666 Page 2 of 2 Congressional 24+50 Worksheet for Irregular Channel Proj ect Description Works heet Flow Element Method Solve For Input Data Slope 017200 tuft Discharg1 5.68 cfs Options Congressi ona l 2 Irregular Channe Manning 's Form1 Channel Depth Current Roughness Methe ived Latter's Method Open Channel Weighting ived Loller's Method Closed Channel W e ightin! Horton's Method Results Mannings Coefficie1 0 .018 Water Surface Elev 99.97 ft Elev at ion Range . 71 to 101.00 Flow Area 2.2 ft2 Wetted Perimeter 17.95 ft Top W idth 17 .68 ft Actual Depth 0.26 ft Critical Elevation 100.00 ft Critical S lope 0 .009347 tuft Ve locity 2 .64 fUs Velocity Head 0 .11 ft Specific Energy 100.08 ft Froude Number 1.33 Flo w Ty pe Supercritical Calculatio n Messages: Flow is divided. Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+11 0 .040 0+11 0+39 0 .018 0+39 0+50 0.040 Natural Channel Po ints Station Elevatio n (ft) (ft) 0+00 101 .0 0 0+11 100 .00 0+12 99.83 0+12 99 .71 0+13 99.75 0+25 100 .13 0+37 99 .75 g:\land desktop r2\15430\calcs\15430-streets .fm2 04/02/03 01 :48 :08 PM © Haestad Methods , Inc. T h e Wa llace G roup 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Ryan Virden FlowMaster v6 .1 (614k] (203) 755-1666 Page 1 of 2 Natural Channel Points Station (ft) 0+38 0+38 0+39 0+50 Elevation (ft) 99.71 99 .83 100.00 101 .00 Congressional 24+50 Worksheet for Irregular Channel g :\land desktop r2\15430\calcs\15430-streets .fm2 The Wallace Group 04/02/03 01 :48 :08 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA Proj ect Engineer: Ryan Virden FlowMaster v6 .1 (614k] (203) 755-1666 Page 2 of 2 Crooked Stick 4+00 Worksheet for Irregular Channel Project Description Worksheet Flow Element Method Solve For Input Data Slope 006000 ft/ft Discharg• 4.04 cfs Options Crooked Stick 4 Irregular Chann Manning 's Fam Channel Depth Current Roughness Methe >ved Latter's Method Open Channel Weighting ived Latter's Method Closed Channel Weightin! Horton 's Method Results Mannings Coefficie1 0 .018 Water Surface Elev 99 .99 ft Elevatio n Range .71 to 101 .00 Flow Area 2 .5 ft2 Wetted Perimeter 19.28 ft Top Width 19 .00 ft Actual Depth 0 .28 ft Critical Elevation 99.97 ft Critical Slope 0 .009791 ft/ft Velocity 1.63 ft/s Velocity Head 0 .04 ft Specific Energy 100.03 ft Froude Number 0.80 Flow Type Subcritical Calculation Messages: Flow is divided . Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+11 0 .040 0+11 0+39 0 .018 0+39 0+50 0 .040 Natural Channel Points Station Elevation (ft) (ft) 0+00 101.00 0+11 100 .00 0+12 99 .83 0+12 99 .71 0+13 99.75 0+25 100.13 0+37 99 .75 g :\land desktop r2\15430\calcs\15430-streets.fm2 04/02/03 11 :29 :33 AM © Haestad Methods , Inc. The Wallace Group 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Ryan Virden FlowMaster v6 .1 (614k] (203) 755-1666 Page 1 of 2 Natural Channel Points Station (ft) 0.+38 0+38 0+39 0+50 Elevation (ft) 99.71 99 .83 100.00 101 .00 Crooked Stick 4+00 Worksheet for Irregular Channel g :\land desktop r2\15430\calcs\15430-streets .fm2 The Wallace Group 04/02/03 11 :29:33 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury , CT 06708 USA Project Engineer: Ryan Virden FlowMaster v6 .1 [614k) (203) 755-1666 Page 2 of 2 Crooked Stick 9+00 Worksheet for Irregular Channel Proj ect Descriptio n Works heet Flow Element Method Sol ve For Inp ut Data Slope 006000 ft/ft Disch arg• 0.85 cfs Optio ns Crooked Stick ~ Irregular Chann Mannin g 's Fom Channe l Depth Current Roughness Methe >ved Lotte r's Method Ope n C hannel Weighti ng ived Latter's Meth od C lose d C hannel We igh tin ! Horton 's Meth od Res ults Ma nnin gs Coefficie1 0 .0 18 Water Surface Ele v 99 .87 ft Elevati on Range .71to101 .00 Fl ow Area 0 .8 ft2 Wetted Perimeter 10 .43 ft Top W idth 10 .18 ft Actu a l Depth 0 .16 ft C ritica l E lev ation 99 .8 5 ft Critical Slo pe 0 .012100 ft/ft Velocity 1 .12 ft/s Ve lo ci ty Head 0.02 ft Spec ifi c Energy 99 .89 ft Froude Number 0 .72 Fl ow Type Subcritical Calculation Messages : Flow is d iv ided . Rou ghness Se g ments Start End Man nings Station Station Coefficient 0+00 0+11 0 .040 0+11 0+39 0 .018 0+39 0+50 0 .040 Natural C hannel Po ints Station Ele v ation (ft) (ft) 0+00 101 .00 0+11 100 .00 0 +12 99 .8 3 0+12 99 .71 0 +13 99.75 0+25 100 .13 0+37 99 .75 g :\la nd de sktop r2\ 15430\calcs\ 1543 0-streets . fm2 04/02/03 01 :53 :16 PM © Haestad Methods , Inc. The Wallace Group 37 Bro okside Road W aterbury , CT 06708 USA Project Engineer: Ryan V irden Fl owM aster v6 .1 (614k) (203) 755-1666 Page 1 of 2 Natural Channel Points Station (ft) 0+38 0+38 0+39 0+50 Elevation (ft) 99.71 99.83 100 .00 101 .00 Crooked Stick 9+00 Worksheet for Irregular Channel g :\land desktop r2\ 15430\calcs\ 15430-streets. fm2 The Wallace Group 04/02/03 01 :53 :16 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Ryan Virden FlowMaster v6 .1 [614k) (203) 755-1666 Page 2 of 2 Durbae 1+00 Wo rks heet for I r reg u lar C ha nnel Project Descript ion Worksheet Flow Element Method Solve For Input Data Slope 015900 ft/ft Discharg• 17 .14 cfs Options Durbae 1+00 Irregular Chant Manning 's Fon Channel Depth Current Roughness Methe ived Latter's Method Open Channel Weighting ived Latter's Method Closed Channel W eightin! Horton's Method Results Mann ings Coefficie1 0 .020 Water Surface Elev 100 .12 ft Elevation Range .71 to 101.00 Flow Area 5.7 ft2 Wetted Perimeter 30 .35 ft Top Width Actua l Depth Critical Elevation Critical Slope Velocity 30 .05 ft 0.41 100 .15 0 .010282 3 .01 0 .14 100.26 1.22 Velocity Head Specific Energy Froude N umber Flow Type Supercritica l Calculation Messages: Flow is divided . Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+11 0 .040 0+11 0+39 0 .018 0+39 0+50 0.040 Natural Channel Points Station Elevation (ft) (ft) 0+00 101 .00 0+11 100 .00 0+12 99.83 0+12 99 .71 0+13 99 .75 0+25 100.13 0+37 99 .75 ft ft ft/ft ft/s ft ft g :\land desktop r2\ 1 5430\ca lcs\ 15430-streets . fm2 04/02/03 11 :30 :05 AM © Haestad Methods , Inc. The Wa ll ace Group 37 Brookside Road Waterbury , CT 06708 USA Project Engineer: Ryan Virden FlowMaster v6 .1 [614k] (203) 755-1666 Page 1 of 2 Natural Channel Points Station (ft) 0+38 0+38 0+39 0+50 Elevation (ft) 99 .71 99 .83 100.00 101.00 Durbae 1+00 Worksheet for Irregular Channel g :\land desktop r2\15430\calcs\15430-streets .fm2 04/02/03 11 :30 :05 AM © Haestad Methods, Inc. The Wallace Group 37 Brookside Road Waterbury , CT 06708 USA Project Engineer: Ryan Virden FlowMaster v6 .1 [614k] (203) 755-1666 Page 2 of 2 Plainfield 1 +00 Worksheet for Irregular Channel Project Description Worksheet Flow Element Method Solve For Input Data Slope 012100 ft/ft Discharg1 14 .02 cfs Options Plainfield 1 +00 Irregular Chant Manning 's Forr Channel Depth Current Roughness Methe ived Lotte r's Method Open Channel Weighting ived Latter's Method Closed Channel Weightin ! Horton's Method Results Mannings Coefficiet 0.020 Water Surface Elev 100 .11 ft Elevation Range .71to101 .00 Flow Area 5.4 ft2 Wetted Perimeter Top Width Actual Depth Critical Elevation Critical Slope Velocity 29.48 ft 29.19 ft 0.40 ft 100.12 ft 0.010522 ft/ft 2 .60 ft/s 0.11 ft 100 .22 ft Velocity Head Specific Energy Froude Number Flow Type 1.07 Supercritical Calculation Messages: Flow is divided . Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+11 0.040 0+11 0+39 0 .018 0+39 0+50 0.040 Natural Channel Points Station Elevation (ft) (ft) 0+00 101 .00 0+11 100.00 0+12 99 .83 0+12 99.71 0+13 99.75 0+25 100.13 0+37 99 .75 g :\land desktop r2\ 15430\calcs\15430-streets. fm2 04/02/03 11 :41 :45 AM © Haestad Methods , Inc. The Wallace Group 37 Brookside Road Waterbury , CT 06708 USA Project Engineer: Ryan Virden FlowMaster v6.1 [614k) (203) 755-1666 Page 1 of 2 Natural Channel Points Station (ft) 0+38 0+38 0+39 0+50 Elevation (ft) 99.71 99 .83 100.00 101 .00 Plainfield 1 +00 Worksheet for Irregular Channel g:\land desktop r2\15430\calcs\15430-streets.fm2 04/02/03 11 :41 :45 AM © Haestad Methods, Inc. The Wallace Group 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Ryan Virden FlowMaster v6 .1 [614k] (203) 755-1666 Page 2 of 2 Kiele 2+00 Worksheet for Irregular Channel Project Description Worksheet Flow Element Method Solve For Input Data Slope 011900 tuft Discharg1 11.41 cfs Options Kiele 2+00 Irregular Chan1 Manning's Forr Channel Depth Current Roughness Methe ived Letter's Method Open Channel Weighting >ved Letter's Method Closed Channel Weightin ! Horton's Method Results Mannings Coefficie1 0.020 Water Surface Elev 100.08 ft Elevation Range . 71 to 101 .00 Flow Area 4.6 ft2 Wetted Perimeter Top Width Actual Depth Critical Elevation Critical Slope Velocity 26 .94 ft 26 .65 ft 0.37 ft 100.09 ft 0 .010344 ft/ft 2 .50 ft/s 0 .10 ft 100.18 ft Velocity Head Specific Energy Froude Number Flow Type 1 .07 Supercritical Calculation Messages : Flow is divided . Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+11 0 .040 0+11 0+39 0 .018 0+39 0+50 0 .040 Natural Channel Points Station Elevation (ft) (ft) 0+00 101.00 0+11 100.00 0+12 99 .83 0+12 99.71 0+13 99 .75 0+25 100 .13 0+37 99 .75 g :\land desktop r2\15430\calcs\15430-streets .fm2 04/02/03 11 :40 :43 AM © Haestad Methods , Inc. The Wallace Group 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Ryan Virden FlowMaster v6 .1 [614k] (203) 755-1666 Page 1 of 2 Natural Channel Points Station (ft) 0+38 0+38 0+39 0+50 Elevation (ft) 99 .71 99 .83 100.00 101 .00 Kiele 2+00 Worksheet for Irregular Channel g :\land desktop r2\15430\calcs\15430-streets .fm2 04/02/03 11 :40:43 AM © Haestad Methods, Inc. The Wallace Group 37 Brookside Road Wate rbury, CT 06708 USA Project Engineer: Ryan Virden FlowMaster v6 .1 [614k) (203) 755-1666 Page 2 of 2 Kiele 4+00 Worksheet for Irregular Channel Project Description Worksheet Flow Element Method Solve For Input Data Slope 007000 ft/ft Discharg1 7 .15 cfs Options Kiele 4+00 Irregular Cham Manning 's Forr Channel Depth Current Roughness Methe >ved Lotte r's Method Open Channel Weighting ived Loller's Method Closed Channel Weightin ! Horton's Method Results Mannings Coefficie1 0 .019 Water Surface Elev 100.05 ft Elevation Range .71to101 .00 Flow Area 3 .8 ft2 Wetted Perimeter Top Width Actual Depth Critical Elevation Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow Type Calculation Messages : Flow is divided . 24.49 ft 24.20 ft 0 .34 ft 100.03 ft 0 .010415 ft/ft 1.87 ft/s 0 .05 ft 100.11 ft 0 .83 Subcritical Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+11 0 .040 0+11 0+39 0 .018 0+39 0+50 0 .040 Natural Channel Points Station Elevation (ft) (ft) 0+00 101.00 0+11 100.00 0+12 99 .83 0+12 99.71 0+13 99 .75 0+25 100 .13 0+37 99 .75 g :\land desktop r2\15430\calcs\15430-streets.fm2 04/02/03 11 :40 :57 AM © Haestad Methods , Inc. The Wallace Group 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Ryan Virden FlowMaster v6 .1 [614k) (203) 755-1666 Page 1 of 2 Natural Channel Points Station (ft) 0+38 0+38 0+39 0+50 Elevation (ft) 99.71 99.83 100.00 101 .00 Kiele 4+00 Worksheet for Irregular Channel g:\land desktop r2\15430\calcs\15430-streets .fm2 The Wallace Group 04/02/03 11 :40:57 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury , CT 06708 USA ' Project Engineer: Ryan Virden FlowMaster v6 .1 [614k) (203) 755-1666 Page 2 of 2