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HomeMy WebLinkAboutDrainage Reports - 08/31/1999 (3)PROPERTY; OF Final A Re J` I=* � " W%UJM= ��� � t % Final Drainage Report for Registry Ridge P.U.D. First Filing Fort Collins, Colorado June 14, 1999 Volume 2 ENGINEERING I 1 I 11 I 1 1 i 1 I 1 1 Final Drainage Report for Registry Ridge P.U.D. First Filing Fort Collins, Colorado June 14, 1999 Volume 2 Prepared for: U.S. Home Corporation Colorado Division 6000 S. Greenwood Plaza Blvd. Suite 200 Englewood, Colorado 80111 Prepared by: '.71 CyE?S.IN NOhhenn Etginsed,g Services, Inc 420 S. Hawes, Suile 202 FM Collins, Colorado 80521 Phone:(9]0)221�158 Project Number: 9615.03 I i APPENDICES Volume 1: Appendix A: SWMM Modeling Appendix B: Developed On -site Hydrology Appendix C: Street Capacity I Plans Existing Overall Drainage Plan ' Developed Overall Drainage Plan Fossil Creek Basin SWMM Schematic Lang Gulch HEC-2 Mapping ' Volume 2: Appendix D: Appendix E: Design of Inlets Design of Swales Appendix F: Design of Culverts Appendix G: Design of Storm Sewers Plans: SWMM Basin Delineation using City of Fort Collins Aerial Topography Volume 3: I Appendix H: Detention Pond Rating Curves Appendix I: HEC-2 Modeling Appendix J: Riprap and Channel Erosion Control Appendix K: Erosion Control Calculations Appendix L: Off -Site Improvements Appendix M: Arterial Street Improvements kppendbv N. Easements (REMOVED) Appendix O: Design of Pond Emergency Overflow Weirs Appendix P: Floodplain Permit �. Plans: Pond 301 Topography HEC-2 Cross -Sections I 11 I 1 I I I I I I I ------------------------------------------------------------------------------ UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER --------SUPPORTED-BY-METRO DENVER CITIES/COUNTIES AND UD&FCD ----------------------------------------------- SER:Northern Engineering Services -Ft Collins Colorado ....................... ON DATE 08-11-1997 AT TIME 13:14:49 1** PROJECT TITLE: Registry Ridge ' *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 1 (; :ar 2�� - = INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 15.00 HEIGHT OF CURB OPENING (in)= 6.00 ' INCLINED THROAT ANGLE (degree)= 63.43 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.00 Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 1.01 STREET CROSS SLOPE M = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 7.53 GUTTER FLOW DEPTH (ft) = 0.32 ' FLOW VELOCITY ON STREET (fps)= 2.71 FLOW CROSS SECTION AREA (sq ft)= 0.73 GRATE CLOGGING FACTOR M = 50.00 CURB OPENNING CLOGGING FACTOR(%)= 10.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 7.65 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 2.00 FLOW INTERCEPTED (cfs)= 2.00 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 2.00� �rZ FLOW INTERCEPTED (cfs)= 2.00 CARRY-OVER FLOW (cfs)= 0.00 17�z 1 UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ---------------------- -- USER:Northern Engineering Services -Ft Collins Colorado ....................... ON DATE 08-11-1997 AT TIME 13:16:42 *** PROJECT TITLE: Registry Ridge *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 1 �O•i=� :ze r+ s c �'- T^ �' �_— INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 15.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 63.43 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.00 Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 1.01 STREET CROSS SLOPE (%) = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 13.75 GUTTER FLOW DEPTH (ft) = 0.44 FLOW VELOCITY ON STREET (fps)= 3.31 FLOW CROSS SECTION AREA (sq ft)= 2.06 GRATE CLOGGING FACTOR M = 50.00 CURB OPENNING CLOGGING FACTOR(%)= 10.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= BY FAA HEC-12 METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW BY DENVER UDFCD METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW 12.56 (cfs)= 6.80 (cfs)= 6.80 (cfs)= 0.00 (cfs)= 6.80.= G?,o (cfs)= 6.80 (cfs)= 0.00 I I �3 ' ---------------------------------------------------------------------------- UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER ----------SUPPORTED-BY-METRO-DENVER CITIES/COUNTIES AND UD&FCD ---------------------------------------- ER:Northern Engineering Services -Ft Collins Colorado ....................... ON DATE 06-03-1996 AT TIME 15:21:49 F* PROJECT TITLE: Registry Ridge I *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 3 INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 4.00 HEIGHT OF CURB OPENING (in)= INCLINED THROAT ANGLE (degree)= 6.00 63.43 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.00 Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 0.40 STREET CROSS SLOPE M = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 1.12 GUTTER WIDTH (ft) = 3.67 1 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 9.59 GUTTER FLOW DEPTH FLOW VELOCITY ON STREET (ft) = (fps)= 0.28 1.76 FLOW CROSS SECTION AREA (sq ft)= 1.09 GRATE CLOGGING FACTOR M = 50.00 CURB OPENNING CLOGGING FACTOR(%)= 20.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 2.66 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= FLOW INTERCEPTED (cfs)= CARRY-OVER FLOW (cfs)= ' BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= FLOW INTERCEPTED (cfs)= CARRY-OVER FLOW (cfs)= I 1.90 1.90 0.00 1.90E CqL 1.90 0.00 I Curb Inlet / Back of Walk Project: Registry Ridge P.U.D. Inlet Number; 3 100-yr Storm File Number: INLT3PRF.WQ1 15-Aug-96 Performance Curve: Local Street w/ Drive -Over Curb and Gutter Street Geometry Input: W= Width from Crown to Flowline of Gutter (ft)= 18 Ds= Gutter Depression (in)= 1.375 Wg= Gutter Width (in)= 14.00 Curb-ODening Inlet in a Sum When a Curb -Opening Inlet acts like an orifice (Ys+ Y)>(Hc+ Ds), its capacity is approximated by: Qi= 0.67HcLc(64.4Yo) ^ 0.50 Where: Hc= Curb Opening Height in Feet= 6" Yo= (Ys + Y)-(Hc/2)sinO Lc= Curb Opening Length in Feet (Varies) He+ Ds= 6"+ 1.375"= 0.61458' Ys= Sump Depth in Feet, (Varies) Curb Opening Input: Y= Gutter Flow Depth in Feet, (Varies) Lc= 4 0= Angie of Inlet Throat= 63.43 Deg %= 20 %= Inlet Capacity Reduction Factor, (Varies) Back of Walk Overtopping: Flow over the back of walk is defined by the weir equation as: Qo= CdLH ^ 1.5 Where: Cd= Overtopping Discharge Coefficient L= Length of the Back of Walk (B.O.W.) Crest Back of Walk Overtopping Input: H= Depth of Water Overtopping @ B.O.W. Cd= 2.92 G1= Back of Walk Grade, (ft/ft) G1= 0.004 G2= Back of Walk Grade, (ft/ft) G2= 0.004 Ys+Y Yo Qi H L Qo Qt (ft) (ft) (cfs) (ft) (ft) (cfs) (cfs) 0.00000 0.0000 0.00 0.0000 0.00 0.00 0.00 0.52083 0.29724 4.69 0.0000 0.00 0.00 4.69 0.53000 0.30640 4.76 0.0092 4.58 0.01 4.-77 0.58040 0.35680 5 14 > 0.0596 29.78 1.26_, '<€ t's'A-€ Q100 @Inlet 3 0.64355 0.41995 5.57 0.1227 61.36 7.70 13.28 0.68751 0.46391 5.86 0.1667 83.34 16.56 22.42 0.70000 0.47640 5.94 0.1792 89.58 19.84 25.78 0.76605 0.54245 6.34 0.2452 122.61 43.47 49.81 PRFMNCE2.W01 -----------------------------------------------------------------------;ems ' UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ---------------------------------------------------------- tER:Northern -------Engineering-----Services-Ft Collins Colorado ....................... ON DATE 01-14-1997 AT TIME 10:22:59 �* PROJECT TITLE: Registry Ridge *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 4 INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 15.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 63.43 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.00 ' Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: ' STREET LONGITUDINAL SLOPE (%) = 0.40 STREET CROSS SLOPE M = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 3.67 GUTTER WIDTH (ft) = 1.12 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 14.97 GUTTER FLOW DEPTH FLOW VELOCITY ON STREET (ft) = (fps)= 0.61 2.34 FLOW CROSS SECTION AREA (sq ft)= 2.53 GRATE CLOGGING FACTOR M = 50.00 CURB OPENNING CLOGGING FACTOR(%)= 10.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 20.14 ' BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= FLOW INTERCEPTED (cfs)= CARRY-OVER FLOW (cfs)= BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= FLOW INTERCEPTED (cfs)= CARRY-OVER FLOW (cfs)= I 5.90 5.90 0.00 5.90E 5.90 0.00 Curb Inlet / Roadway Overtopping Performance Curve: (Sump Condition) File No. PRFMNC4.WQ1 Local Street w/ Drive -Over Curb and Gutter Street Geometry Input: W= Width from Crown to Flowline of Gutter (ft)= 18.00 Ds= Gutter Depression (in)= 1.375 Wg= Gutter Width (in)= 14.000 Curb -Opening Inlet in a Sump: (Inlet 4) When a Curb -Opening Inlet acts like an orifice (Ys+ Y)>(Hc+ Ds), its capacity is approximated by: Qi= 0.67HcLc(64.4Yo)A0.50 Where: Hc= Curb Opening Height in Feet= 4.75" Yo= (Ys + Y)-(Hc/2)sinO Lc= Curb Opening Length in Feet (Varies) Hc+ Ds= 4.75"+ 1.375"= 6.125"= 0.5104' Ys= Sump Depth in Feet, (Varies) Curb Opening Input: Y= Gutter Flow Depth in Feet, (Varies) Lc-- 15 O= Angle of Inlet Throat= 63.43 Deg %= 10 %= Inlet Capacity Reduction Factor, (Varies) Roadway Crown Overtopping: Flow across the roadway is defined by the weir equation as: Qo= CdLHAt.5 Where: Cd= Overtopping Discharge Coefficient L= Length of the Roadway Crest Crown Overtopping Input: H= Depth of Water Overtopping the Crown Cd= 2.92 G1= Street Grade G1= 0.004 G2= Street Grade G2= 0.004 Ys+Y Yo Qi H L Qo, Qt (ft) (ft) (cfs) (ft) (ft) (cfs) (cfs) 0.00000 0.0000 0.00 0.0000 0.00 0.00 0.00 0.51040 0.3334 16.59 0.0591 29.57 1.24 17.83 0. 1Q Q100 Inlet 4 (3 54345. fY47.39,, f _..71 0.59373 0.4167 18.55 0.1425 71.24 11.19 29.73 0.66150 0.4845 20.00 0.2102 105.12 29.59 49.59 0.76039 0.5834 21.94 0.3091 154.57 77.58 99.52 0.84372 0.6667 23.46 0.3925 196.24 140.89 164.34 0.92705 0.7500 24.88 0.4758 237.90 227.99 252.87 100-Year WSEL= 5085.40+ 0.5434= 5085.94 Crown Elevation in Permit Drive = 5085.85 Q100= 19.9 cfs + 1.26 cfs spill from Inlet 3= 21.16 cfs I I 1 I �I 1 1 ----------------------------------------------------------------------------- ' UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER ----SUPPORTED-BY-METRO DENVER CITIES/COUNTIES AND UD&FCD ---------------------------------------------- ER:Northern Engineering Services -Ft Collins Colorado ....................... ON DATE 04-23-1997 AT TIME 14:39:01 1* PROJECT TITLE: Registry Ridge ' *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 5 ' INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 10.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 63.43 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.00 Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: ' STREET LONGITUDINAL SLOPE (%) = 0.40 STREET CROSS SLOPE M = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 1.12 GUTTER WIDTH (ft) = 3.67 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 13.09 1 GUTTER FLOW DEPTH (ft) = FLOW VELOCITY ON STREET (fps)= 0.35 2.01 FLOW CROSS SECTION AREA (sq ft)= 1.88 GRATE CLOGGING FACTOR M = 50.00 ' CURB OPENNING CLOGGING FACTOR(%)= 15.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 6.61 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 3.80 FLOW INTERCEPTED (cfs)= 3.80 CARRY-OVER BY DENVER UDFCD METHOD: DESIGN FLOW FLOW (cfs)= (cfs)= 0.00 3.80� v L FLOW INTERCEPTED (cfs)= 3.80 CARRY-OVER FLOW (cfs)= 0.00 I nI, Curb Inlet / Back of Walk Performance Curve: i Condition) , File Number: PRFMNC5.WQ2 Local Street w/ Drive -Over Curb and Gutter ' Street Geometry Input: ' W= Width from Crown to Flowline of Gutter (ft)=I8 Ds= Gutter Depression (in)= 1.375 Wg= Gutter Width (in)= 14.00 ' Curb -Opening Inlet in a Sump: (Inlet 5) When a Curb -Opening Inlet acts like an orifice (Ys+ Y)>(Hc+ Ds), its capacity is approximated by: , Qi= 0.67HcLc(64.4Yo)^0.50 Where: Hc= Curb Opening Height in Feet= 6" Yo= (Ys + Y)-(Hc/2)sinO Lc= Curb Opening Length in Feet (Varies) Hc+ Ds= 6"+ 1.375"= 0.61458' Ys= Sump Depth in Feet, (Varies) Curb Opening Input: Y= Gutter Flow Depth in Feet, (Varies) Lc= 10 O= Angle of Inlet Throat= 63.43 Deg %= 15 %= Inlet Capacity Reduction Factor, (Varies) Back of Walk Overtopping: Flow over the back of walk is defined by the weir equation as: Qo= CdLH^1.5 Where: Cd= Overtopping Discharge Coefficient L= Length of the Back of Walk (B.O.W.) Crest ' Back of Walk Overtopping Input: H= Depth of Water Overtopping @ B.O.W. Cd= 2.92 G1= Back of Walk Grade, (fUft) G1= 0.004 G2= Back of Walk Grade, (ft/ft) , G2= 0.004 Ys+Y Yo Qi H L Qo Qt , (ft) (ft) (cfs) (ft) (ft) (cfs) (cfs) 0.00000 0.0000 0.00 0.0000 0.00 0.00 0.00 0.52083 0.29724 12.46 0.0000 0.00 0.00 12.46 0.56250 0.33890 13.30 0.0417 20.83 0.52 13.82 0?1 D 7� 0'; t3: O'{1i8'' 3793�, 238 2 Q100 @ Inlet 5 0.64355 0.41995 14.81 0.1227 61.36 7.70 22.51 ' 0.68751 0.46391 15.56 0.1667 83.34 16.56 32.12 0.70000 0.47640 15.77 0.1792 89.58 19.84 35.61 0.76605 0.54245 16.83 0.2452 122.61 43.47 60.30 100-Year WSEL= 5085.40 + 0.5967 = 5086.00 0100= 12.5 cfs + 3.77 cfs spill from Inlet 4= 16.27 cfs I P L I 1:::� 9 ----------------------------------------------------------------------------- UDINLET: INLET HYDARULICS AND SIZING ' DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER ----SUPPORTED-BY-METRO DENVER CITIES/COUNTIES AND UD&FCD ------ --------------- -------------------------------- ER:Northern Engineering Services -Ft Collins Colorado ....................... ON DATE 01-28-1997 AT TIME 15:56:33 t* PROJECT TITLE: Registry Ridge i*** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 7 ( ' INLET HYDRAULICS: IN A SUMP. ' GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 10.00 HEIGHT OF CURB OPENING (in)= 6.00 ' INCLINED THROAT ANGLE (degree)= 63.43 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.00 Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 0.40 STREET CROSS SLOPE (%) = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 14.59 GUTTER FLOW DEPTH (ft) = FLOW VELOCITY ON STREET (fps)= 0.46 2.14 FLOW CROSS SECTION AREA (so ft)= 2.30 GRATE CLOGGING FACTOR M = 50.00 ' CURB OPENNING CLOGGING FACTOR(%)= 15.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 9.71 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 4.90 FLOW INTERCEPTED (cfs)= 4.90 CARRY-OVER BY DENVER UDFCD METHOD: DESIGN FLOW FLOW (cfs)= (cfs)= 0.00 4.90, Z FLOW INTERCEPTED (cfs)= 4.90 CARRY-OVER FLOW (cfs)= 0.00 11 Curb Inlet / Roadway Overtopping Performance Curve: Sum Condition) File No. PRFMNC7.WQ1 Collector Street w/ Vertical Curb and Gutter Street Geometry Input: W= Width from Crown to Flowline of Gutter (ft)= 25.00 Ds= Gutter Depression (in)= 2.00 Wg= Gutter Width (ft)= 2.00 Curb -Opening Inlet in a Sump: (Inlet 7) When a Curb -Opening Inlet acts like an orifice (Ys+ Y)>(Hc+ Ds), its capacity is approximated by: Qi= 0.67HcLc(64.4Yo)"0.50 Where: Hc= Curb Opening Height in Feet= 6" Yo= (Ys + Y)-(Hc/2)sinO Lc= Curb Opening Length in Feet (Varies) Hc+ Ds= 6"+ 2"= 0.6667' Ys= Sump Depth in Feet, (Varies) Curb Opening Input: Y= Gutter Flow Depth in Feet, (Varies) Lc= 10 O= Angle of Inlet Throat= 63.43 Deg %= 15 %= Inlet Capacity Reduction Factor, (Varies) Roadway Crown Overtopping: Flow across the roadway is defined by the weir equation as: Qo= CdLH11.5 Where: Cd= Overtopping Discharge Coefficient L= Length of the Roadway Crest Crown Overtopping Input: H= Depth of Water Overtopping the Crown Cd= 2.92 G1= Street Grade G1= 0.004 G2= Street Grade G2= 0.004 Ys+Y Yo Qi H L Qo Qt (ft) (ft) (cfs) (ft) (ft) (cfs) (cfs) 0.00000 0.0000 0.00 0.0000 0.00 0.00 0.00 0.43540 0.2118 10.52-0.1913 -95.63 ERR ERR 0.53458 0.31098 12.74-0.0921 -46.04 ERR ERR 68d70, i! ,_ 1a 52v A. S$0 29 D 118*7 a Q100 @ Inlet 7 0.70124 0.47764 15.79 0.0746 37.29 2.22 18.01 0.75750 0.53390 16.70 0.1308 65.42 9.04 25.74 0.86790 0.64430 18.34 0.2412 120.62 41.73 60.07 0.95123 0.72763 19.49 0.3246 162.28 87.62 107.11 100-Year WSEL= 5081.64+ 0.6847= 5082.32 Crown Elevation in Wainwright Drive= 5082.26 I ------------------------------------------------------------------------------ UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER ------SUPPORTED-BY-METRO-DENVER-CITIES/COUNTIES AND UD&FCD -------------------------------------- ER:Northern Engineering Services -Ft Collins Colorado ....................... ON DATE 04-24-1997 AT TIME 06:35:18 t* PROJECT TITLE: Registry Ridge ' *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 8 (w,"'jw,- �,F= INLET HYDRAULICS: IN A SUMP. ' GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 5.00 HEIGHT OF CURB OPENING (in)= 6.00 ' INCLINED THROAT ANGLE (degree)= 63.43 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.00 ' Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 0.40 STREET CROSS SLOPE M = 2.00 STREET MANNING N = 0.016 ' GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 13.75 ' GUTTER FLOW DEPTH (ft) = FLOW VELOCITY ON STREET (fps)= 0.44 2.08 FLOW CROSS SECTION AREA (sq ft)= 2.06 GRATE CLOGGING FACTOR M = 50.00 ' CURB OPENNING CLOGGING FACTOR(%)= 20.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 5.81 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 4.28 FLOW INTERCEPTED (cfs)= 4.28 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 4.28 FLOW INTERCEPTED (cfs)= 4.28 CARRY-OVER FLOW (cfs)= 0.00 1--�,Z 1 ------------ UDINLET: INLET HYDARULICS AND SIZING , DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER ----SUPPORTED -BY- METRO -DENVER CITIES/COUNTIES AND UD&FCD -------------------------------------------------- ' USER:Northern Engineering Services -Ft Collins Colorado ....................... ON DATE 04-24-1997 AT TIME 13:13:56 *** PROJECT TITLE: Registry Ridge *** CURB OPENING INLET HYDRAULICS AND SIZING: NUMBER: 9 INLET HYDRAULICS: ON A GRADE. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= REQUIRED CURB OPENING LENGTH (ft)= IDEAL CURB OPENNING EFFICIENCY = ACTURAL CURB OPENNING EFFICIENCY = STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = STREET CROSS SLOPE M = STREET MANNING N = GUTTER DEPRESSION (inch)= GUTTER WIDTH (ft) = STREET FLOW HYDRAULICS: 15.00 32.51 0.67 0.62 2.63 2.00 0.016 1.12 3.67 WATER SPREAD ON STREET (ft) = 9.69 GUTTER FLOW DEPTH (ft) = 0.29 FLOW VELOCITY ON STREET (fps)= 4.52 FLOW CROSS SECTION AREA (sq ft)= 1.11 GRATE CLOGGING FACTOR M = 50.00 CURB OPENNING CLOGGING FACTOR(%)= 10.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 3.36 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= FLOW INTERCEPTED (cfs)= CARRY-OVER FLOW (cfs)= BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= FLOW INTERCEPTED (cfs)= CARRY-OVER FLOW (cfs)= 5.00 3.10 1.90 5.00 �— z 3.02 1.98 i ,�>,> ------------------------------------------------------------------------------ ' UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD --------------------------------------------------------------------------- ER:Northern Engineering Services -Ft Collins Colorado ....................... ON DATE 04-24-1997 AT TIME 13:16:12 F* PROJECT TITLE: Registry Ridge 1 11 C *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 9 INLET HYDRAULICS: ON A GRADE. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= REQUIRED CURB OPENING LENGTH (ft)= IDEAL CURB OPENNING EFFICIENCY = ACTURAL CURB OPENNING EFFICIENCY = STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (o) _ STREET CROSS SLOPE M _ STREET MANNING N = GUTTER DEPRESSION (inch)= GUTTER WIDTH (ft) _ STREET FLOW HYDRAULICS: 15.00 60.10 0.40 0.37 2.63 2.00 0.016 1.12 3.67 WATER SPREAD ON STREET (ft) = 16.56 GUTTER FLOW DEPTH (ft) = 0.42 FLOW VELOCITY ON STREET (fps)= 5.81 FLOW CROSS SECTION AREA (sq ft)= 2.91 GRATE CLOGGING FACTOR M = 50.00 CURB OPENNING CLOGGING FACTOR(°%)= 10.00 I I INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 6.82 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= FLOW INTERCEPTED (cfs)= CARRY-OVER FLOW (cfs)= BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= FLOW INTERCEPTED (cfs)= CARRY-OVER FLOW (cfs)= 16.90 6.21 10.69 16.90, o 00 6.14 10.76 --------------------------------------------------------- UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GOO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD -------------------------------------------------- USER:Northern Engineering Services -Ft Collins Colorado ....................... ON DATE 04-24-1997 AT TIME 13:52:21 *** PROJECT TITLE: Registry Ridge *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER• 10 INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 15.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 63.43 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.00 Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 0.40 STREET CROSS SLOPE M = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 1.12 GUTTER WIDTH (ft) = 3.67 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 17.88 GUTTER FLOW DEPTH (ft) = 0.45 FLOW VELOCITY ON STREET (fps)= 2.36 FLOW CROSS SECTION AREA (sq ft)= 3.37 GRATE CLOGGING FACTOR M = 50.00 CURB OPENNING CLOGGING FACTOR(%)= 10.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 12.93 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 8.00 FLOW INTERCEPTED (cfs)= 8.00 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 8.00 FLOW INTERCEPTED (cfs)= 8.00 CARRY-OVER FLOW (cfs)= 0.00 I n IJ 1 I 11 1 I I 1 Curb inlet / Performance Curve: File No. PRFMNCi0.WQ2 Collector Street w/ Drive -Over Curb and Gutter Street Geometry Input: W= Width from Crown to Flowline of Gutter (ft)= 25.00 Ds= Gutter Depression (in)= 1.375 Wg= Gutter Width (in)= 14.000 Curb -Opening Inlet in a Sump: (Inlet 10) When a Curb -Opening Inlet acts like an orifice (Ys+ Y)>(Hc+ Ds), its capacity is approximated by: Qi= 0.67HcLc(64.4Yo)^0.50 Where: Hc= Curb Opening Height in Feet= 6.0" Yo= (Ys + Y)-(Hc/2)sinO Lc= Curb Opening Length in Feet (Varies) Hc+ Ds= 6.0"+ 1.375"= 7.375"= 0.6146' Ys= Sump Depth in Feet, (Varies) Curb Opening Input: Y= Gutter Flow Depth in Feet, (Varies) Lc= 15 0= Angle of Inlet Throat= 63.43 Deg %= 10 %= Inlet Capacity Reduction Factor, (Varies) Roadway Crown Overtopping: Flow across the roadway is defined by the weir equation as: Qo= CdLH^1.5 Where: Cd= Overtopping Discharge Coefficient L= Length of the Roadway Crest Crown Overtopping Input: H= Depth of Water Overtopping the Crown Cd= 2.92 G1= Street Grade G1= 0.004 G2= Street Grade G2= 0.004 Ys+Y Yo Qi H L 00 Qt (ft) (ft) (cfs) (ft) (ft) (cfs) (cfs) 0.00000 0.0000 0.00 0.0000 0.00 0.00 0.00 0.59373 0.3701 17.48 0.0025 1.24 0.00 17.48 0.66150 0.4379 19.01 0.0702 35.12 1.91 20.92 0.84372 0.6201 22.62 0.2525 126.24 46.76 69.38 0.92705 0.7035 24.10 0.3358 167.90 95.40 119.50 100-Year WSEL= 5066.82+ 0.7092= 5067.53 Crown Elevation in Truxtun Drive = 5067.41 Q100 @ Inlet 10 �, s ' PRFMNCE.WQ1 ------------------------------------------------------ UDINLET: STREET FLOW ANALYSIS DEVELOPED BY DR JAMES GUO, CIVIL ENG DEPT, U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD$FCD ------------- ------------ ------------ -------- --------------------------------- ' USER:Northern Engineering Services -Ft Collins Colorado ....................... ON DATE 04-24-1997 AT TIME 13:27:53 *** DETERMINATION OF DESIGN FLOW ON THE STREET: STREET ID NUMBER : 1.00 PEAK RUNOFF ON STREET INCLUDES LOCAL BASIN FLOW AND CARRYOVER FLOW. LOCAL BASIN FLOW r3< Ns 4o2-r `f,i (cfs)= 6.90 TIME OF CONCEMTRATION OF BASIN FLOW (min)= 21.20 CARRYOVER FLOW (cfs)= 1.98 TIME OF CONCENTRATION OF CARRYOVER FLOW (min)= 20.20 LENGTH FOR CARRYOVER FLOW TO DESIGN POINT(ft)= 93.27 SLOPE FOR FLOW LENGTH OF CARRYOVER FLOW (%)= 2.63 SCS FLOW TYPE OF CARRYOVER FLOW = Paved STREET DESIGN FLOW (cfs)= 8.78 TIME OF CONCENTRATION OF STREET FLOW (min)= 20.68 NOTE: TIME OF CONCENTRATION=O MEANS IT IS NOT GIVEN. AS A RESULT, PEAK RUNOFF ON STREET IS THE SUM OF GIVEN FLOWRATES.� ------------------------------------------------------------------------------ ' UDINLET: STREET FLOW ANALYSIS DEVELOPED BY DR JAMES GUO, CIVIL ENG DEPT, U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD$FCD --------------------------------------------------------------------------- SER:Northern Engineering Services -Ft Collins Colorado ....................... ON DATE 04-24-1997 AT TIME 13:28:58 '** DETERMINATION OF DESIGN FLOW ON THE STREET: ' STREET ID NUMBER : 1.00 PEAK RUNOFF ON STREET INCLUDES LOCAL BASIN FLOW AND CARRYOVER FLOW. LOCAL BASIN FLOW f�'-f £ ) (Cfs)= 22.90 TIME OF CONCEMTRATION OF BASIN FLOW (min)= 20.40 CARRYOVER FLOW (cfs)= 10.76 TIME OF CONCENTRATION OF CARRYOVER FLOW (min)= 19.20 LENGTH FOR CARRYOVER FLOW TO DESIGN POINT(ft)= 93.27 SLOPE FOR FLOW LENGTH OF CARRYOVER FLOW (%)= 2.63 SCS FLOW TYPE OF CARRYOVER FLOW = Paved STREET DESIGN FLOW (cfs)= 33.13- ' TIME OF CONCENTRATION OF STREET FLOW (min)= 19.68 NOTE: TIME OF CONCENTRATION=O MEANS IT IS NOT GIVEN. AS A RESULT, PEAK RUNOFF ON STREET IS THE SUM OF GIVEN FLOWRATES. ' G j [,� JO w � Gam'.=r �O✓E�� /-'�-+ /.1 :-C �- ----------------------------------------------------------------------------- UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD -------------------------- USER:Northern Engineering Services -Ft Collins Colorado ....................... ON DATE 04-24-1997 AT TIME 13:33:19 *** PROJECT TITLE: Registry Ridge *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 11 (-T- _ , _j ) INLET HYDRAULICS: ON A GRADE. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= REQUIRED CURB OPENING LENGTH (ft)= IDEAL CURB OPENNING EFFICIENCY = ACTURAL CURB OPENNING EFFICIENCY = STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) _ STREET CROSS SLOPE (%) _ STREET MANNING N = GUTTER DEPRESSION (inch)= GUTTER WIDTH (ft) _ STREET FLOW HYDRAULICS: 15.00 43.16 0.54 0.49 2.63 2.00 0.016 1.12 3.67 WATER SPREAD ON STREET (ft) = 12.53 GUTTER FLOW DEPTH (ft) = 0.34 FLOW VELOCITY ON STREET (fps)= 5.05 FLOW CROSS SECTION AREA (sq ft)= 1.74 GRATE CLOGGING FACTOR (%)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 10.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 4.71 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= FLOW INTERCEPTED (cfs)= CARRY-OVER FLOW (cfs)= BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= FLOW INTERCEPTED (cfs)= CARRY-OVER FLOW (cfs)= 8.78 4.31 4.47 8.78E-- oZ 4.24 4.54 I L r1 LJ L I ,I L IJ ' UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ------------------------------------------------------------------------ ER:Northern Engineering Services -Ft Collins Colorado ....................... ON DATE 04-24-1997 AT TIME 13:34:29 1* PROJECT TITLE: Registry Ridge i III *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 11 INLET HYDRAULICS: ON A GRADE. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= REQUIRED CURB OPENING LENGTH (ft)= IDEAL CURB OPENNING EFFICIENCY = ACTURAL CURB OPENNING EFFICIENCY = STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = STREET CROSS SLOPE M = STREET MANNING N = GUTTER DEPRESSION (inch)= GUTTER WIDTH (ft) = STREET FLOW HYDRAULICS: 15.00 84.14 0.30 0.27 2.63 2.00 0.016 1.12 3.67 WATER SPREAD ON STREET (ft) = 21.72 GUTTER FLOW DEPTH (ft) = 0.53 FLOW VELOCITY ON STREET (fps)= 6.78 FLOW CROSS SECTION AREA (sq ft)= 4.89 GRATE CLOGGING FACTOR M = 50.00 CURB OPENNING CLOGGING FACTOR(%)= 10.00 Ll 1 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 9.86 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= FLOW INTERCEPTED (cfs)= CARRY-OVER FLOW (cfs)= BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= FLOW INTERCEPTED (cfs)= CARRY-OVER FLOW (cfs)= 33.13 8.95 24.18 33. 13—Q,00 8.88 24.25 r7Lo ----------- ------------------------------------------------------------------ UDINLET: STREET FLOW ANALYSIS ' DEVELOPED BY DR JAMES GUO, CIVIL ENG DEPT, U OF COLORADO AT DENVER -------------SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD$FCD ----------- ------------ -------- -------------------------------- - , USER:Northern Engineering Services -Ft Collins Colorado ....................... ON DATE 04-24-1997 AT TIME 13:41:58 *** DETERMINATION OF DESIGN FLOW ON THE STREET: ' STREET ID NUMBER : 1.00 ' PEAK RUNOFF ON STREET INCLUDES LOCAL BASIN FLOW AND CARRYOVER FLOW. LOCAL BASIN FLOW ( r'�"r' J 4�Z- =" - (cfs)= 1.50 ' TIME OF CONCENTRATION OF BASIN FLOW (min)= 15.90 CARRYOVER FLOW (cfs)= 4.54 TIME OF CONCENTRATION OF CARRYOVER FLOW (min)= 20.68 ' LENGTH FOR CARRYOVER FLOW TO DESIGN POINT(ft)= 322.38 SLOPE FOR FLOW LENGTH OF CARRYOVER FLOW M = 2.11 SCS FLOW TYPE OF CARRYOVER FLOW = Paved ' STREET DESIGN FLOW (cfs)= 5.59 TIME OF CONCENTRATION OF STREET FLOW (min)= 22.53 NOTE: TIME OF CONCENTRATION=O MEANS IT IS NOT GIVEN. AS A RESULT, PEAK RUNOFF ON STREET IS THE SUM OF GIVEN FLOWRATES. CO2- G 11 I ----------------------------------------------------------------------------- ' UDINLET: STREET FLOW ANALYSIS DEVELOPED BY DR JAMES GUO, CIVIL ENG DEPT, U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD$FCD ------------ --------------------------------------------------------------- ER:Northern Engineering Services -Ft Collins Colorado ....................... ON DATE 04-24-1997 AT TIME 13:44:19 1* DETERMINATION OF DESIGN FLOW ON THE STREET: 'STREET ID NUMBER : 1.00 PEAK RUNOFF ON STREET INCLUDES LOCAL BASIN FLOW AND CARRYOVER FLOW. 1 LOCAL BASIN FLOW �Z'-) (cfs)= 4.90 TIME OF CONCEMTRATION OF BASIN FLOW (min)= 14.80 p u 1 CARRYOVER FLOW (cfs)= 24.25 TIME OF CONCENTRATION OF CARRYOVER FLOW (min)= 19.68 LENGTH FOR CARRYOVER FLOW TO DESIGN POINT(£t)= 322.38 SLOPE FOR FLOW LENGTH OF CARRYOVER FLOW (%)= 2.11 SCS FLOW TYPE OF CARRYOVER FLOW = Paved STREET DESIGN FLOW (cfs)= 27.18 TIME OF CONCENTRATION OF STREET FLOW (min)= 21.53 NOTE: TIME OF CONCENTRATION=O MEANS IT IS NOT GIVEN. AS A RESULT, PEAK RUNOFF ON STREET IS THE SUM OF GIVEN FLOWRATES. - 2 2Z UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ------------------------------------------------------------------- USER:Northern Engineering Services -Ft Collins Colorado ............. ON DATE 04-24-1997 AT TIME 13:47:48 *** PROJECT TITLE: Registry Ridge *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER' 13 ��" x- 'J " ) INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 15.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 63.43 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.00 Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 0.40 STREET CROSS SLOPE (%) = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 1.12 GUTTER WIDTH (ft) = 3.67 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 15.44 GUTTER FLOW DEPTH (ft) = 0.40 FLOW VELOCITY ON STREET (fps)= 2.18 FLOW CROSS SECTION AREA (sq ft)= 2.55 GRATE CLOGGING FACTOR M = 50.00 CURB OPENNING CLOGGING FACTOR(%)= 10.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= BY FAA HEC-12 METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW BY DENVER UDFCD METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW i[sE:3' (cfs)= 5.59 (cfs)= 5.59 (cfs)= 0.00 (cfs)= 5.59 o z (cfs)= 5.59 (cfs)= 0.00 C, I CJ 1 1 .. Curb Inlet / Performance Curve: File No. PRFMNCI3.WQ2 Collector Street w/ Drive -Over Curb and Gutter Street Geometry Input: W= Width from Crown to Flowline of Gutter (ft)= 25.00 Ds= Gutter Depression (in)= 1.375 Wg= Gutter Width (in)= 14.000 Curb -Opening Inlet in a Sump: (Inlet 13) v-L5) Conditio When a Curb -Opening Inlet acts like an orifice (Ys+ Y)>(Hc+ Ds), its capacity is approximated by: Qi= 0.67HcLc(64.4Yo)A0.50 Where: Hc= Curb Opening Height in Feet= 6.0" Yo= (Ys + Y)-(Hc/2)sinO Lc= Curb Opening Length in Feet (Varies) Hc+ Ds= 6.0"+ 1.375"= 7.375"= 0.6146' Ys= Sump Depth in Feet, (Varies) Curb Opening Input: Y= Gutter Flow Depth in Feet, (Varies) Lc= 15 O= Angle of Inlet Throat= 63.43 Deg %= 10 %= Inlet Capacity Reduction Factor, (Varies) Roadway Crown Overtopping: Flow across the roadway is defined by the weir equation as: Qo= CdLHA1.5 Where: Cd= Overtopping Discharge Coefficient L= Length of the Roadway Crest Crown Overtopping Input: H= Depth of Water Overtopping the Crown Cd= 2.92 G1= Street Grade (ft/ft) G1= 0.02 G2= Street Grade (ft/ft) G2= 0.02 Ys+Y Yo Qi H L Qo Olt (ft) (ft) (cfs) (8) (ft) (cfs) (cfs) 0.00000 0.0000 0.00 0.0000 0.00 0.00 0.00 0.51040 0.2868 15.39 0.0804 8.04 0.29 15.68 0.52800 0.3044 15.85 0.0980 9.80 0.48 16.33 0.59373 0.3701 17.48 0.1637 16.37 1.72 19.20 0:791704 ti568. 1x �r`.SS N Ot-3 f7 3fi 17 125i' M34'1$i Q100 @ Inlet 13 0.90000 0.6764 23.63 0.4700 47.00 24.07 47.70� 0.88110 0.6575 23.30 0.4511 4511 2172 45.02 0.92705 0.7035 24.10 0.4970 49.70 27.69 51.78 100-Year WSEL= 5066.82+ 0.7917= 5067.61 High Point in Flowline = 5067.25 PRFMNCE.WQ1 f 0 i t 7 4ri J _ If IU n d H 1 li r LN r , J 0; li ll L� L, I ` n� n f 3n n 4 �1 1 1 i 1 1 1 1 i 1 1 I - - - - - - - - - - --I UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER ----------SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ----------- ------------ -------- -------------------------------- - 'SER:Northern Engineering Services -Ft Collins Colorado ....................... ON DATE 01-15-1997 AT TIME 10:52:41 '** PROJECT TITLE: Registry Ridge 1 1 *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 16 l z'r -Z c INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 15.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 63.43 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.00 Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 0.40 STREET CROSS SLOPE (%) = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 19.09 GUTTER FLOW DEPTH (ft) = 0.55 FLOW VELOCITY ON STREET (fps)= 2.46 FLOW CROSS SECTION AREA (sg ft)= 3.81 GRATE CLOGGING FACTOR M = 50.00 CURB OPENNING CLOGGING FACTOR(%)= 10.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 17.38 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 9.40 FLOW INTERCEPTED (cfs)= 9.40 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 9.40� - �z FLOW INTERCEPTED (cfs)= 9.40 CARRY-OVER FLOW (cfs)= 0.00 Curb Inlet / Performance Curve: (Sump Co File No. PRFMNCI6.WQ1 Collector Street w/ Vertical Curb and Gutter Street Geometry Input: W= Width from Crown to Flowline of Gutter (ft)= 25.00 Ds= Gutter Depression (in)= 2.00 Wg= Gutter Width (ft)= 2.00 Curb -Opening Inlet in a Sump: (Inlet 16) When a Curb -Opening Inlet acts like an orifice (Ys+ Y)>(Hc+ Ds), its capacity is approximated by: Qi= 0.67HcLc(64.4Yo)^0.50 Where: Hc= Curb Opening Height in Feet= 6" Yo= (Ys + Y)-(Hc/2)sinO Lc= Curb Opening Length in Feet (Varies) Hc+ Ds= 6"+ 2"= 0.6667' Ys= Sump Depth in Feet, (Varies) Curb Opening Input: Y= Gutter Flow Depth in Feet, (Varies) Lc= 15 O= Angle of Inlet Throat= 63.43 Deg %= 10 %= Inlet Capacity Reduction Factor, (Varies) Roadway Crown Overtopping: Flow across the roadway is defined by the weir equation as: Qo= CdLHAl.5 Where: Cd= Overtopping Discharge Coefficient L= Length of the Roadway Crest Crown Overtopping Input: H= Depth of Water Overtopping the Crown Cd= 2.92 G1= Street Grade G1= 0.004 G2= Street Grade G2= 0.004 Ys+Y Yo Qi H L Qo Qt (ft) (ft) (cfs) (ft) (ft) (cfs) (cfs) 0.00000 0.0000 0.00 0.0000 0.00 0.00 0.00 0.45125 0.2277 17.32 -0.1754 -87.71 ERR ERR 0.53458 0.31098 20.24 -0.0921 -46.04 ERR ERR 0.61791 0.39431 22.79 -0.0088 -4.38 ERR ERR 0.70124 0.47764 25.08 0.0746 37.29 2.22 27.30 Q100 @ Inlet 16 0.86790 0.64430 29.13 0.2412 120.62 41.73 70.86 0.95123 0.72763 30.96 0.3246 162.28 87.62 118.58 100-Year WSEL= 5092.98+ 0.7363= 5093.71 Crown Elevation in Ranger Drive = 5093.60 O-4ro' PRFMNCE.WQ1 ----------------------------- ---------- �-z-��--- ' UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER --SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD -------- ----------- ------------ -------- -------------------------------- - ER: Northern Engineering Services -Ft Collins Colorado ....................... ON DATE 07-21-1997 AT TIME 15:17:11 '** PROJECT TITLE: Registry First 1 *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 17 INLET HYDRAULICS: ON A GRADE. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (£t)= REQUIRED CURB OPENING LENGTH (ft)= IDEAL CURB OPENNING EFFICIENCY = ACTURAL CURB OPENNING EFFICIENCY = STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) _ STREET CROSS SLOPE M _ STREET MANNING N = GUTTER DEPRESSION (inch)= GUTTER WIDTH (ft) = STREET FLOW HYDRAULICS: 15.00 11.56 1.00 1.00 1.06 2.00 0.016 2.00 2.00 WATER SPREAD ON STREET (ft) = 7.91 GUTTER FLOW DEPTH (ft) = 0.32 FLOW VELOCITY ON STREET (fps)= 2.80 FLOW CROSS SECTION AREA GRATE CLOGGING FACTOR (sa ft)= M = 0.79 50.00 CURB OPENNING CLOGGING FACTOR(%)= 10.00 1 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 2.20 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= FLOW INTERCEPTED (cfs)= CARRY-OVER FLOW (cfs)= BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= FLOW INTERCEPTED (.cfs)= CARRY-OVER FLOW (cfs)= 2.20 2.20 0.00 2.20 e C?2 1.98 0.22 1 UDINLET: INLET HYDARULICS AND SIZING 1 DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ------------- ------------ ------------ -------- --------------------------------- 1 USER:Northern Engineering Services -Ft Collins Colorado ....................... ON DATE 02-07-1997 AT TIME 09:29:09 *** PROJECT TITLE: Registry Ridge 1 *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 17 1 INLET HYDRAULICS: ON A GRADE. 1 GIVEN INLET DESIGN INFORMATION: 1 GIVEN CURB OPENING LENGTH (ft)= 15.00 REQUIRED CURB OPENING LENGTH (ft)= 23.24 IDEAL CURB OPENNING EFFICIENCY = 0.85 1 ACTURAL CURB OPENNING EFFICIENCY = 0.79 STREET GEOMETRIES: 1 STREET LONGITUDINAL SLOPE (%) = 1.06 STREET CROSS SLOPE M = STREET MANNING N = 2.00 0.016 ' GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 13.94 GUTTER FLOW DEPTH (ft) = 0.45 1 FLOW VELOCITY ON STREET (fps)= 3.41 FLOW CROSS SECTION AREA (sq ft)= 2.11 GRATE CLOGGING FACTOR M = 50.00 ' CURB OPENNING CLOGGING FACTOR(%)= 10.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 6.09 1 BY FAA HEC-12 METHOD: DESIGN FLOW (Cfs)= 7.20 FLOW INTERCEPTED (cfs)= 5.69 CARRY-OVER FLOW (cfs)= 1.51 1 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 7.20 O o 0 FLOW INTERCEPTED (Cfs)= 5.48 CARRY-OVER FLOW (cfs)= 1.72 1 1 1 i ---------- - a 5 L- ------------------------------------------------------------ - ' UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD --------- ---------------------------------------------------------- SER:Northern Engineering Services -Ft Collins Colorado ................ ON DATE 01-15-1997 AT TIME 11:07:24 '** PROJECT TITLE: Registry Ridge ' *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 18 Z.+ acL iii ) ' INLET HYDRAULICS: IN A SUMP. ' GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 10.00 HEIGHT OF CURB OPENING (in)= 6.00 ' INCLINED THROAT ANGLE (degree)= 63.43 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.00 ' Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: ' STREET LONGITUDINAL SLOPE (%) = 0.40 STREET CROSS SLOPE M = 2.00 STREET MANNING N = 0.016 ' GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 ' STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 8.66 ' GUTTER FLOW DEPTH (ft) = FLOW VELOCITY ON STREET (fps)= 0.34 1.76 FLOW CROSS SECTION AREA (sq ft)= 0.92 GRATE CLOGGING FACTOR M = 50.00 ' CURB OPENNING CLOGGING FACTOR(%)= 15.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 6.20 ' BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 1.60 FLOW INTERCEPTED (cfs)= 1.60 CARRY-OVER FLOW (cfs)= 0.00 ' BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 1.60oZ FLOW INTERCEPTED (cfs)= 1.60 CARRY-OVER FLOW (cfs)= 0.00 L� ------------------------------------------------------------------------- �Z_ , UDINLET: INLET HYDARULICS AND SIZING ' DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ------------------------------------------------------------------------------ ' USER:Northern Engineering Services -Ft Collins Colorado ....................... ON DATE 01-15-1997 AT TIME 11:06:08 *** PROJECT TITLE: Registry Ridge t *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 18 1 INLET HYDRAULICS: IN A SUMP. ' GIVEN INLET DESIGN INFORMATION: ' GIVEN CURB OPENING LENGTH (ft)= 10.00 HEIGHT OF CURB OPENING (in)= 6.00 ' INCLINED THROAT ANGLE (degree)= 63.43 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.00 Note: The sump depth is additional depth to flow depth. ' STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 0.40 ' STREET CROSS SLOPE M = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 ' STREET FLOW HYDRAULICS: ' WATER SPREAD ON STREET (ft) = 20.50 GUTTER FLOW DEPTH (ft) = 0.58 FLOW VELOCITY ON STREET (fps)= 2.56 ' FLOW CROSS SECTION AREA (sq ft)= 4.37 GRATE CLOGGING FACTOR M = 50.00 CURB OPENNING CLOGGING FACTOR(%)= 15.00 ' INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 13.70 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 11.31 ' FLOW INTERCEPTED (cfs)= 11.31 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 11.31��6 t FLOW INTERCEPTED (cfs)= 11.31 CARRY-OVER FLOW (cfs)= 0.00 -�'- ' ------------------------------------------------------- ---------------I- _ -- - ' UDINLET: STREET FLOW ANALYSIS DEVELOPED BY DR JAMES GUO, CIVIL ENG DEPT, U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD$FCD -------------------------------------------------------------------- ER:Northern Engineering Services -Ft Collins Colorado ....................... ON DATE 04-25-1997 AT TIME 11:42:43 '** DETERMINATION OF DESIGN FLOW ON THE STREET: ID NUMBER : 1.00 'STREET PEAK RUNOFF ON STREET INCLUDES LOCAL BASIN FLOW AND CARRYOVER FLOW. LOCAL BASIN FLOW ('3A`'f 4o2-"" ) (cfs)= 15.80 TIME OF CONCEMTRATION OF BASIN LOW (min)= 12.20 1 1 CARRYOVER FLOW (cfs)= 12.51 TIME OF CONCENTRATION OF CARRYOVER FLOW (min)= 21.53 LENGTH FOR CARRYOVER FLOW TO DESIGN POINT(ft)= 672.90 SLOPE FOR FLOW LENGTH OF CARRYOVER FLOW (o)= 0.40 SCS FLOW TYPE OF CARRYOVER FLOW = Paved STREET DESIGN FLOW TIME OF CONCENTRATION OF STREET FLOW (cfs)= �—'20.17 (min) = 30.40 NOTE: TIME OF CONCENTRATION=O MEANS IT IS NOT GIVEN. AS A RESULT, PEAK RUNOFF ON STREET IS THE SUM OF GIVEN FLOWRATES. Q100 C /Nc_cT /4j '_' l /.J�ca:F/5 ----------------------------------------------------------------------- =3Z1 UDINLET: INLET HYDARULICS AND SIZING ' DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER --SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ---------------------- ------------ -------- -------------------------------- - ' USER:Northern Engineering Services -Ft Collins Colorado ....................... ON DATE 04-25-1997 AT TIME 11:50:28 *** PROJECT TITLE: Registry Ridge *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 19 INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 15.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 63.43 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.00 Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 0.40 STREET CROSS SLOPE M = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 25.94 GUTTER FLOW DEPTH (ft) = 0.69 FLOW VELOCITY ON STREET (fps)= 2.94 FLOW CROSS SECTION AREA (sq ft)= 6.89 GRATE CLOGGING FACTOR M = 50.00 CURB OPENNING CLOGGING FACTOR(%)= 10.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 27.41 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 20.17 FLOW INTERCEPTED (cfs)= 20.17 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 20.17 FLOW INTERCEPTED (Cfs)= 20.17 CARRY-OVER FLOW (cfs)= 0.00 J UDINLET: INLET HYDARULICS AND SIZING ' DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER ----------SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ----------- ------------ -------- -------------------------------- ER:NOrthern Engineering Services -Ft Collins Colorado ....................... ON DATE 06-18-1996 AT TIME 16:24:14 t* PROJECT TITLE: Registry Ridge 1 *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 24 (,'z,J INLET HYDRAULICS: ON A GRADE. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= REQUIRED CURB OPENING LENGTH (ft)= IDEAL CURB OPENNING EFFICIENCY = ACTURAL CURB OPENNING EFFICIENCY = STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) _ STREET CROSS SLOPE M _ STREET MANNING N = GUTTER DEPRESSION (inch)= GUTTER WIDTH (ft) _ STREET FLOW HYDRAULICS: 15.00 29.63 0.72 0.67 0.70 2.00 0.016 1.12 3.67 WATER SPREAD ON STREET (ft) = 16.19 GUTTER FLOW DEPTH (ft) = 0.42 FLOW VELOCITY ON STREET (fps)= 2.95 FLOW CROSS SECTION AREA GRATE CLOGGING FACTOR (sq ft)= (%)= 2.79 50.00 CURB OPENNING CLOGGING FACTOR(%)= 10.00 1 1 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 5.90 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= FLOW INTERCEPTED (cfs)= CARRY-OVER FLOW (cfs)= BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= FLOW INTERCEPTED (cfs)= CARRY-OVER FLOW (cfs)= 8.20 5.46 2.74 8.20= CPz 5.31 2.89 ------------------------------------------------------------------ UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ------------------------- ----------------------------------------- USER: Northern Engineering Services -Ft Collins Colorado ...................... ON DATE 06-18-1996 AT TIME 16:25:29 *** PROJECT TITLE: Registry Ridge *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 24 INLET HYDRAULICS: ON A GRADE. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= REQUIRED CURB OPENING LENGTH (ft)= IDEAL CURB OPENNING EFFICIENCY = ACTURAL CURB OPENNING EFFICIENCY = STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) _ STREET CROSS SLOPE M _ STREET MANNING N = GUTTER DEPRESSION (inch)= GUTTER WIDTH (ft) _ STREET FLOW HYDRAULICS: 15.00 54.19 0.44 0.40 0.70 2.00 0.016 1.12 3.67 WATER SPREAD ON STREET (ft) = 26.31 GUTTER FLOW DEPTH (ft) = 0.62 FLOW VELOCITY ON STREET (fps)= 3.91 FLOW CROSS SECTION AREA (sq ft)= 7.09 GRATE CLOGGING FACTOR M = 50.00 CURB OPENNING CLOGGING FACTOR(%)= 10.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 12.20 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= FLOW INTERCEPTED (cfs)= CARRY-OVER FLOW (cfs)= BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= FLOW INTERCEPTED (cfS)= CARRY-OVER FLOW (cfs)= 27.60 11.12 16.48 27.60 0,-� 10.98 16.62 ' ,-�) - 35 _________________ J ' UDINLET: STREET FLOW ANALYSIS DEVELOPED BY DR JAMES GUO, CIVIL ENG DEPT, U OF COLORADO AT DENVER -SUPPORTED-BY-METRO-DENVER-CITIES/COUNTIES-AND-UD$FCD----- IER Northern --- Engineering Services -Ft Collins Colorado ...................... ON DATE 01-14-1997 AT TIME 09:40:16 1* DETERMINATION OF DESIGN FLOW ON THE STREET: ' STREET ID NUMBER : 25.00 t/i5 -J '2''- "-:` J PEAK RUNOFF ON STREET INCLUDES LOCAL BASIN FLOW AND CARRYOVER FLOW. LOCAL BASIN FLOW (t3Arl J 4 3= ) (cfs)= 0.70 TIME OF CONCEMTRATION OF BASIN FLOW (min)= 22.50 CARRYOVER FLOW i-.r";--, ) (cfs)= 2.89 TIME OF CONCENTRATION OF CARRYOVEg FLOW (min)= 19.40 LENGTH FOR CARRYOVER FLOW TO DESIGN POINT(ft)= 490.40 SLOPE FOR FLOW LENGTH OF CARRYOVER FLOW (%)= 0.70 SCS FLOW TYPE OF CARRYOVER FLOW = Paved STREET DESIGN FLOW (cfs)= ' TIME OF CONCENTRATION OF STREET FLOW (min)= 24.28 NOTE: TIME OF CONCENTRATION=O MEANS IT IS NOT GIVEN. AS A RESULT, PEAK RUNOFF ON STREET IS THE SUM OF GIVEN FLOWRATES. 1 1 ---------------------ram -------------------------------------------------- - UDINLET: STREET FLOW ANALYSIS DEVELOPED BY DR JAMES GUO, CIVIL ENG DEPT, U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD$FCD ------------------------------------------------------------------------------ USER:Northern Engineering Services -Ft Collins Colorado ....................... ON DATE 01-14-1997 AT TIME 09:46:37 *** DETERMINATION OF DESIGN FLOW ON THE STREET: STREET ID NUMBER : 25.00 PEAK RUNOFF ON STREET INCLUDES LOCAL BASIN FLOW AND CARRYOVER FLOW. LOCAL BASIN FLOW ( =-•J w � _ ) (cfs)= 2.50 TIME OF CONCENTRATION OF BASIN FLOW (min)= 21.10 CARRYOVER FLOW a'4-) (cfs)= 16.62 TIME OF CONCENTRATION OF CARRYOVER FLOW (min)= 18.40 LENGTH FOR CARRYOVER FLOW TO DESIGN POINT(ft)= 490.40 SLOPE FOR FLOW LENGTH OF CARRYOVER FLOW (%)= 0.70 SCS FLOW TYPE OF CARRYOVER FLOW = Paved STREET DESIGN FLOW (cfs)= 7. TIME OF CONCENTRATION OF STREET FLOW (min)= 23. i NOTE: TIME OF CONCENTRATION=O MEANS IT IS NOT GIVEN. AS A RESULT, PEAK RUNOFF ON STREET IS THE SUM OF GIVEN FLOWRATES. i c�,o� c r"j`� zS 1- --------------------------------------------------------------------------- - ' UDINLET: INLET HYDAAULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER ------SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ---------------------- -------- -------------------------------- - ER:Northern Engineering Services -Ft Collins Colorado ....................... ON DATE 01-14-1997 AT TIME 09:54:26 * PROJECT TITLE: Registry Ridge ' *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 25 INLET HYDRAULICS: ON A GRADE. ' GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 15.00 ' REQUIRED CURB OPENING LENGTH (ft)= 6.02 IDEAL CURB OPENNING EFFICIENCY = 1.00 ACTURAL CURB OPENNING EFFICIENCY = 1.00 ' STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 0.40 STREET CROSS SLOPE (%) _ 2.00 ' STREET MANNING N 0.016 GUTTER DEPRESSION (inch)= 3.67 GUTTER WIDTH (ft) = 1.12 ' STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 11.03 ' GUTTER FLOW DEPTH (ft) = 0.53 FLOW VELOCITY ON STREET (fps)= 2.15 ' FLOW CROSS SECTION AREA GRATE CLOGGING FACTOR (so £t)= M = 1.50 50.00 CURB OPENNING CLOGGING FACTOR(%)= 10.00 ' INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 3.23 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 3.23 FLOW INTERCEPTED (cfs)= 3.23 t CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 3.236 C7 Z FLOW INTERCEPTED (cfs)= 2.91 CARRY-OVER FLOW (cfs)= 0.32 1 1 1 UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITT_ES/COUNTIES AND UD&FCD ------------------------------- USER:Northern Engineering Services -Ft Collins Colorado ....................... ON DATE 01-14-1997 AT TIME 09:56:48 *** PROJECT TITLE: Registry Ridge *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 25 INLET HYDRAULICS: ON A GRADE. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= REQUIRED CURB OPENING LENGTH (ft)= IDEAL CURB OPENNING EFFICIENCY = ACTURAL CURB OPENNING EFFICIENCY = STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) _ STREET CROSS SLOPE M _ STREET MANNING N = GUTTER DEPRESSION (inch)= GUTTER WIDTH (ft) _ STREET FLOW HYDRAULICS: 15.00 18.08 0.96 0.92 0.40 2.00 0.016 3.67 1.12 WATER SPREAD ON STREET (ft) = 23.69 GUTTER FLOW DEPTH (ft) = 0.78 FLOW VELOCITY ON STREET (fps)= 2.88 FLOW CROSS SECTION AREA (sq ft)= 5.90 GRATE CLOGGING FACTOR M = 50.00 CURB OPENNING CLOGGING FACTOR(%)= 10.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 16.34 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= FLOW INTERCEPTED (cfs)= CARRY-OVER FLOW (cfs)= BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= FLOW INTERCEPTED (cfs)= CARRY-OVER FLOW (cfs)= 1 1 t 1 17.04 15.60 1.44 17.04 OJoo 70 12..34 ' 1 1 UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER --_--SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ----------------------------------------------------- ER:Northern Engineering Services -Ft Collins Colorado ............. ON DATE 11-26-1996 AT TIME 08:38:40 1* PROJECT TITLE: Registry Ridge I I I I I I r *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 26 INLET HYDRAULICS: ON A GRADE. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= REQUIRED CURB OPENING LENGTH (ft)= IDEAL CURB OPENNING EFFICIENCY = ACTURAL CURB OPENNING EFFICIENCY = STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = STREET CROSS SLOPE M = STREET MANNING N = GUTTER DEPRESSION (inch)= GUTTER WIDTH (ft) = STREET FLOW HYDRAULICS: 15.00 24.87 0.81 0.76 1.05 2.00 0.016 1.12 3.67 ' WATER SPREAD ON STREET (ft) = 11.69 GUTTER FLOW DEPTH (ft) = 0.33 FLOW VELOCITY ON STREET (fps)= 3.09 FLOW CROSS SECTION AREA (sq ft)= 1.54 GRATE CLOGGING FACTOR M = 50.00 CURB OPENNING CLOGGING FACTOR(%)= 10.00 ' INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 3.81 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= FLOW INTERCEPTED (cfs)= CARRY-OVER FLOW (cfs)= BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= FLOW INTERCEPTED (cfs)= CARRY-OVER FLOW (cfs)= I 4.70 3.55 1.15 4.70 3.43 1.27 t i.7) - 4 0 UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ------------------------------------------------------------------ USER:Northern Engineering Services -Ft Collins Colorado............ ON DATE 11-26-1996 AT TIME 08:41:33 *** PROJECT TITLE: Registry Ridge *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 26 INLET HYDRAULICS: ON A GRADE. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= REQUIRED CURB OPENING LENGTH (ft)= IDEAL CURB OPENNING EFFICIENCY = ACTURAL CURB OPENNING EFFICIENCY = STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) _ STREET CROSS SLOPE (%) _ STREET MANNING N = GUTTER DEPRESSION (inch)= GUTTER WIDTH (ft) _ STREET FLOW HYDRAULICS: 15.00 45.94 0.51 0.47 1.05 2.00 0.016 1.12 3.67 WATER SPREAD ON STREET (ft) = 19.47 GUTTER FLOW DEPTH (ft) = 0.48 FLOW VELOCITY ON STREET (fps)= 4.02 FLOW CROSS SECTION AREA (sq ft)= 3.96 GRATE CLOGGING FACTOR (%)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 10.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 8.09 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= FLOW INTERCEPTED (cfs)= CARRY-OVER FLOW (cfs)= BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= FLOW INTERCEPTED (Cfs)= CARRY-OVER FLOW (cfs)= 15.90 7.40 8.50 15. 90 �4 00 � 7_ 28 8.62 ------------------------------------------------------------------- ' UDINLET: STREET FLOW ANALYSIS DEVELOPED BY DR JAMES GUO, CIVIL ENG DEPT, U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD$FCD ---------------------------------------------------------------- ER:Northern Engineering Services -Ft Collins Colorado ....................... ON DATE 11-26-1996 AT TIME 08:45:37 t* DETERMINATION OF DESIGN FLOW ON THE STREET: r 1 11 `1 t 11 I STREET ID NUMBER : 26.00 PEAK RUNOFF ON STREET INCLUDES LOCAL BASIN FLOW AND CARRYOVER FLOW. LOCAL BASIN FLOW ('7cr1a-J fir. Z7 ) (cfs)= 4.50 TIME OF CONCEMTRATION OF BASIN FLOW (min)= 19.20 CARRYOVER FLOW 0=, -,, 1 4-�- Z= ) (cfs)= 1.27 TIME OF CONCENTRATION OF CARRYOVER FLOW (min)= 18.40 LENGTH FOR CARRYOVER FLOW TO DESIGN POINT(ft)= 83.67 SLOPE FOR FLOW LENGTH OF CARRYOVER FLOW (`s)= 1.05 SCS FLOW TYPE OF CARRYOVER FLOW = Paved STREET DESIGN FLOW (cfs)= 5.73 oZ TIME OF CONCENTRATION OF STREET FLOW (min)= 19.08 2-1 NOTE: TIME OF CONCENTRATION=O MEANS IT IS NOT GIVEN. AS A RESULT, PEAK RUNOFF ON STREET IS THE SUM OF GIVEN FLOWRATES. a z ------------------------------------------------ ----------------------- - �- UDINLET: STREET FLOW ANALYSIS DEVELOPED BY DR JAMES GUO, CIVIL ENG DEPT, U OF COLORADO AT DENVER -------------SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD$FCD , ------- ----- USER:Northern Engineering Services -Ft Collins Colorado ....................... ON DATE 11-26-1996 AT TIME 08:47:50 *** DETERMINATION OF DESIGN FLOW ON THE STREET: STREET ID NUMBER : 26.00 ) I PEAK RUNOFF ON STREET INCLUDES LOCAL BASIN FLOW AND CARRYOVER FLOW. LOCAL BASIN FLOW 2-7 ) (cfs)= 15.00 TIME OF CONCEMTRATION OF BASIN FLOW (min)= 18.00 CARRYOVER FLOW "JET z-� ) (cfs)= 8.62 TIME OF CONCENTRATION OF CARRYOVER FLOW (min)= 17.40 ' LENGTH FOR CARRYOVER FLOW TO DESIGN POINT(ft)= 83.67 SLOPE FOR FLOW LENGTH OF CARRYOVER FLOW M = 1.05 SCS FLOW TYPE OF CARRYOVER FLOW = Paved , STREET DESIGN FLOW (cfs)= 2;3.42 TIME OF CONCENTRATION OF STREET FLOW (min)= _08 1 NOTE: TIME OF CONCENTRATION=0 MEANS IT IS NOT GIVEN. AS A RESULT, PEAK RUNOFF ON STREET IS THE SUM OF GIVEN FLOWRATES. I I I 1 I ---------------------------------------------------------------------- UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER ----------SUPPORTED-BY-METRO-DENVER CITIES/COUNTIES AND UD&FCD ';;N:orther-n Engineering Services -Ft Collins Colorado ...................... ON DATE 11-26-1996 AT TIME 08:48:41 1* PROJECT TITLE: Registry Ridge I I i I I I r M 11 I *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 27 INLET HYDRAULICS: ON A GRADE. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= REQUIRED CURB OPENING LENGTH (ft)= IDEAL CURB OPENNING EFFICIENCY = ACTURAL CURB OPENNING EFFICIENCY = STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) _ STREET CROSS SLOPE M _ STREET MANNING N = GUTTER DEPRESSION (inch)= GUTTER WIDTH (ft) = STREET FLOW HYDRAULICS: 15.00 25.29 0.80 0.75 1.05 2.00 0.016 1.12 1.66 WATER SPREAD ON STREET (ft) = 13.19 GUTTER FLOW DEPTH (ft) = 0.36 FLOW VELOCITY ON STREET (fps)= 3.12 FLOW CROSS SECTION AREA (sa ft)= 1.83 GRATE CLOGGING FACTOR M = 50.00 CURB OPENNING CLOGGING FACTOR(%)= 10.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 4.59 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= FLOW INTERCEPTED (cfs)= CARRY-OVER FLOW (cfs)= BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= FLOW INTERCEPTED (cfs)= CARRY-OVER FLOW (cfs)= 5.73 4.28 1.45 5.73 QL 4.13 1.60 -_ -- ---------------------------------------------------------------------- - UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ------------------------------------------------------------------------------ USER:Northern Engineering Services -Ft Collins Colorado ....................... ON DATE 11-26-1996 AT TIME 08:49:58 *** PROJECT TITLE: Registry Ridge *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 27 INLET HYDRAULICS: ON A GRADE. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= REQUIRED CURB OPENING LENGTH (ft)= IDEAL CURB OPENNING EFFICIENCY = ACTURAL CURB OPENNING EFFICIENCY = STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) _ STREET CROSS SLOPE M _ STREET MANNING N = GUTTER DEPRESSION (inch)= GUTTER WIDTH (ft) _ STREET FLOW HYDRAULICS: 15.00 53.27 0.45 0.41 1.05 2.00 0.016 1.12 1.66 WATER SPREAD ON STREET (ft) = 22.94 GUTTER FLOW DEPTH (ft) = 0.55 FLOW VELOCITY ON STREET (fps)= 4.34 FLOW CROSS SECTION AREA (sq ft)= 5.35 GRATE CLOGGING FACTOR M = 50.00 CURB OPENNING CLOGGING FACTOR(%)= 10.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= BY FAA HEC-12 METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW BY DENVER UDFCD METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW 10.51 (cfs)= 23.42 (cfS)= 9.58 (cfs)= 13.84 (cfs)= 23.42�--a'J� (cfs)= 9.45 (cfs)= 13.97 i ------------------------------------------------------------------ UDINLET: STREET FLOW ANALYSIS DEVELOPED BY DR JAMES GUO, CIVIL ENG DEPT, U OF COLORADO AT DENVER ----SUPPORTED-BY-METRO-DENVER-CITIES/COUNTIES-AND-UD$FCD- IER:NOrthern Engineering Services -Ft Collins Colorado............ ON DATE 11-26-1996 AT TIME 08:58:54 UDETERMINATION OF DESIGN FLOW ON THE STREET: STREET ID NUMBER : 28.00 2 "-`^ ` PEAK RUNOFF ON STREET INCLUDES LOCAL BASIN FLOW AND CARRYOVER FLOW. LOCAL BASIN FLOW (`q'3�o ) (cfs)= 4.60 TIME OF CONCEMTRATION OF BASIN FLOW (min)= 19.80 CARRYOVER FLOW ( r , -o— 1-1 % z--? ) ( cfs) = 1.60 TIME OF CONCENTRATION OF CARRYOVER FLOW (min)= 19.08 LENGTH FOR CARRYOVER FLOW TO DESIGN POINT(ft)= 819.00 SLOPE FOR FLOW LENGTH OF CARRYOVER FLOW M = 0.79 SCS FLOW TYPE OF CARRYOVER FLOW = Paved �_4s1 STREET DESIGN FLOW (cfs)= �'— C� e TIME OF CONCENTRATION OF STREET FLOW (min)= 26:76 l 7_ P, z.y NOTE: TIME OF CONCENTRATION=O MEANS IT IS NOT GIVEN. AS A RESULT, PEAK RUNOFF ON STREET IS THE SUM OF GIVEN FLOWRATES. r F UDINLET: STREET FLOW ANALYSIS DEVELOPED BY DR JAMES GUO, CIVIL ENG DEPT, U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD$FCD ----------------------------------------------------------------------------- USER:Northern Engineering Services -Ft Collins Colorado ....................... ON DATE 11-26-1996 AT TIME 09:00:03 *** DETERMINATION OF DESIGN FLOW ON THE STREET: STREET ID NUMBER : 28.00 1-7—" - --1 PEAK RUNOFF ON STREET INCLUDES LOCAL BASIN FLOW AND CARRYOVER FLOW. LOCAL BASIN FLOW (cfs)= 15.20 TIME OF CONCEMTRATION OF BASIN FLOW (min)= 19.10 CARRYOVER FLOW I-J _ — ' ) (cfs)= 13.97 TIME OF CONCENTRATION OF CARRYOVER FLOW (min)= 18.08 LENGTH FOR CARRYOVER FLOW TO DESIGN POINT(ft)= 819.00 SLOPE FOR FLOW LENGTH OF CARRYOVER FLOW M = 0.79 SCS FLOW TYPE OF CARRYOVER FLOW = Paved STREET DESIGN FLOW (cfs)= �24 48� 4 �0 TIME OF CONCENTRATION OF STREET FLOW (min)= 25.76 NOTE: TIME OF CONCENTRATION=O MEANS IT IS NOT GIVEN. AS A RESULT, PEAK RUNOFF ON STREET IS THE SUM OF GIVEN FLOWRATES. I C) - 47 ----------------------------------------------------------------------------- UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER ----SUPPORTED-BY-METRO-DENVER-CITIES/COUNTIES-AND-UD&FCD--- ---------------- SER:Northern Engineering Services -Ft Collins Colorado ....................... ON DATE 01-14-1997 AT TIME 12:41:03 1** PROJECT TITLE: Registry Ridge I .! I 1 I *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 28 INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 28.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 63.43 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.00 Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 0.40 STREET CROSS SLOPE M = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 24.25 GUTTER FLOW DEPTH (ft) = 0.65 FLOW VELOCITY ON STREET (fps)= 2.83 FLOW CROSS SECTION AREA (sq ft)= 6.05 GRATE CLOGGING FACTOR (%)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 10.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 38.23 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 17.20 FLOW INTERCEPTED (Cfs)= 17.20 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 17.20� p Z FLOW INTERCEPTED (Cfs)= 17.20 CARRY-OVER FLOW (cfs)= 0.00 I Curb Inlet / Roadway Overtopping Performance Curve: (Sump Condition) ' File No. PRFMNC28.WQ1 Collector Street w/ Vertical Curb and Gutter Street Geometry Input: W= Width from Crown to Flowline of Gutter (ft)= 25.00 Ds= Gutter Depression (in)= 2.00 Wg= Gutter Width (ft)= 2.00 Curb -Opening Inlet in a Sump: (Inlet 28) When a Curb -Opening Inlet acts like an orifice (Ys+ Y)>(Hc+ Ds), its capacity is approximated by: Qi= 0.67HcLc(64.4Yo)^0.50 Where: Hc= Curb Opening Height in Feet= 6" Yo= (Ys + Y)-(Hc/2)sinO Lc= Curb Opening Length in Feet (Varies) Hc+ Ds= 6"+ 2"= 0.6667' Ys= Sump Depth in Feet, (Varies) Curb Opening Input: Y= Gutter Flow Depth in Feet, (Varies) Lc= 28 O= Angle of Inlet Throat= 63.43 Deg %= 10 %= Inlet Capacity Reduction Factor, (Varies) Roadway Crown Overtopping: Flow across the roadway is defined by the weir equation as: Qo= CdLH^1.5 Where: Cd= Overtopping Discharge Coefficient L= Length of the Roadway Crest Crown Overtopping Input: H= Depth of Water Overtopping the Crown Cd= 2.92 G1= Street Grade G1= 0.004 G2= Street Grade G2= 0.004 1 Ys+Y Yo Qi H L Qo Qt (ft) (ft) (cfs) (ft) (ft) (cfs) (cfs) 0.00000 0.0000 0.00 0.0000 0.00 0.00 0.00 , 0.45125 0.2277 32.32-0.1754 -87.71 ERR ERR 0.53458 0.31098 37.78-0.0921 0.66670 0.44310 45.10 0.0400 -46.04 ERR ERR 20.02 0.47 45.56 0.70124 0.47764 46.82 0.0746 37.29 2.22 49.04 UAJ�Urd $4 i} 1 98t302� 96 wBS 8t?.x% 0100 @ Inlet 28 0.86790 0.64430 54.38 0.2412 120.62 41.73 96.11 0.95123 0.72763 57.79 0.3246 162.28 87.62 145.41 100-Year WSEL= 5070.22+ 0.7867= 5071.00 N Crown Elevation in Bon Homme Richard= 5070.84 71 1-,-_`ZJ ---------------------------------------------------------------------- - UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER --------SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ------------------- -------- -------------------------------- 'ER:Northern Engineering Services -Ft Collins Colorado ....................... ON DATE 01-14-1997 AT TIME 12:47:04 F* PROJECT TITLE: Registry Ridge *** CURB OPENING INLET HYDRAULICS AND ST_ZING: INLET ID NUMBER: 30 ' INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 15.00 HEIGHT OF CURB OPENING (in)= 6.00 ' INCLINED THROAT ANGLE (degree)= 63.43 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.00 Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 0.40 STREET CROSS SLOPE (%) = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 ' STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 26.50 GUTTER FLOW DEPTH FLOW VELOCITY ON STREET (ft) = (fps)= 0.70 2.98 FLOW CROSS SECTION AREA (sq ft)= 7.19 GRATE CLOGGING FACTOR (%)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 10.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 27.74 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 21.56 FLOW INTERCEPTED (cfs)= 21.56 BY DENVER UDFCD METHOD: CARRY-OVER FLOW (cfs)= DESIGN FLOW (cfs)= 0.00 21.56— C�iop FLOW INTERCEPTED (cfs)= 21.56 CARRY-OVER FLOW (cfs)= 0.00 I_��.,.J 4�3iz ------------------------------------------------------------------------------ UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ------------- ------------ ------------ -------- --------------------------------- USER:Northern Engineering Services -Ft Collins Colorado ....................... ON DATE 05-09-1997 AT TIME 10:45:24 *** PROJECT TITLE: Registry Ridge *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 32 J INLET HYDRAULICS: IN A SUMP. ' GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 10.00 HEIGHT OF CURB OPENING (in)= INCLINED THROAT ANGLE (degree)= 6.00 63.43 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.08 Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 0.40 STREET CROSS SLOPE M = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 22.47 GUTTER FLOW DEPTH (ft) = 0.62 FLOW VELOCITY ON STREET (fps)= 2.70 , FLOW CROSS SECTION AREA (sq ft)= 5.22 GRATE CLOGGING FACTOR M = 50.00 CURB OPENNING CLOGGING FACTOR(%)= 15.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 18.54 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 14.10 FLOW INTERCEPTED (cfs)= 14.10 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 14.10 FLOW INTERCEPTED (cfs)= 14.10 CARRY-OVER FLOW (cfs)= 0.00 ------------------------------ L ---------------------------------------- -- UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER ----------SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ---------------------- -------- -------------------------------- - ER:Northern Engineering Services -Ft Collins Colorado ....................... ON DATE 05-09-1997 AT TIME 10:49:25 1* PROJECT TITLE: Registry Ridge I F I r I r I r I I Fj 1 *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 33 INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 10.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 63.43 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.00 Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 0.40 STREET CROSS SLOPE M = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 14.50 GUTTER FLOW DEPTH (ft) = 0.46 FLOW VELOCITY ON STREET (fps)= 2.14 FLOW CROSS SECTION AREA (sq ft)= 2.27 GRATE CLOGGING FACTOR M = 50.00 CURB OPENNING CLOGGING FACTOR(%)= 15.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 9.65 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 4.80 FLOW INTERCEPTED (cfs)= 4.80 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 4.80 FLOW INTERCEPTED (cfs)= 4.80 CARRY-OVER FLOW (cfs)= 0.00 I t LL a o a a z V �rorn m m co W II II , U W 1 I I I Q I I I 1 1 I a o 1 1 1 I I W 1 I I I 1 I 1 I I I I I i 1 1 I I I I I I I I Q 1 0 1 I I I 1 1 Z I I I I I I I z ! I VI I I 1 I I I o a i 1 1 I 1 U U 1 1 Z Z 1 U o Z j Q U G I I I a a I LL Q > I I I Z Z II I I C C U U C W W O W W W U N m � o i lil 1 1 Q W I I 1 I 1 I UQ I I I C I I I I I I I 1 Q C I 1 1 1 U o I 1 1 I 1 1 1 r Z W LL' I I I I I I I I I 1 I I 1 1 I } I I " I I I Q I Q U I U z I VI 4 N 1 N Z I � Q � Z V Z C W Z Vl Z W U O w .Ji Y � r a `n cn in a w 6 g W z LJ Ll I r I I I Ll I I I 1 IT r 7 L r I Swale 3; Q100= 138.70 cfs Worksheet for Triangular Channel Project Description Project File c:\projectslreglswaleskeg-swls.fm2 Worksheet Swale 3 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data ' Mannings Coefficient 0.035 Channel Slope 0.015400 ft/ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Discharge 138.70 cfs Results Depth 2.43 ft Flow Area 23.60 ft' ' Wetted Perimeter 20.03 ft Top Width 19.43 It Critical Depth 2.37 ft Critical Slope 0.017565 ft/ft Velocity 5.88 fus Velocity Head 0.54 ft Specific Energy 2.97 ft Froude Number 0.94 Flow is subcritical. r w I� ' 081 08:1923:23 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-7666 FlowMaster v5.13 Page 1 of 1 Swale 3; Q100x1.333= 184.90 Cfs Worksheet for Triangular Channel Project Description Project File c:\projects\reg\swales\reg-swls.fm2 Worksheet Flow Element Swale 3 Triangular Channel , Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.035 , Channel Slope 0.015400 fttft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V ' Discharge 184.90 cfs Results Depth 2.71 ft Flow Area 29.28 ftz Wetted Perimeter 22.31 ft , Top Width 21.64 ft Critical Depth 2.66 ft Critical Slope 0.016904 ft/ft Velocity 6.32 fus Velocity Head 0.62 ft Specific Energy, 3.33 ft Froude Number 0.96 Flow is subcritical. I r I I I I 1 08/15/97 FlowMaster v5.13 08:19:51 AM Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 05708 (203) 755-1666 Page 1 of 1 , FI r I Overflow Swale 4; Q100= 6.4 cfs Worksheet for Triangular Channel Project Description Project File c:\projects\.regXswalesVeg-swls.fm2 Worksheet Overflow Swale 4 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data ' Mannings Coefficient 0.035 Channel Slope 0.062700 ft/ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Discharge 6.40 cfs ' Results Depth 0.59 ft Flow Area 1.39 ft' Wetted Perimeter 4.86 ft Top Width 4.71 ft Critical Depth 0.69 ft Critical Slope 0.026470 ft/ft Velocity 4.61 ft/s Velocity Head 0.33 ft Specific Energy 0.92 ft Froude Number 1.50 ' Flaw is supercritical. '111117197 FlowMaster v5.13 12:07:11 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 I Overflow Swale 4; Q100x 1.333= 8.6 cfs Worksheet for Triangular Channel Project Description Project File c:\projects\reglswaleslreg-sMs.fm2 Worksheet Overflow Swale 4 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth �G! r 1 1 Input Data 0.035 , Mannings Coefficient Channel Slope 0.062700 ft/ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Discharge 8.60 cfs Results Depth 0.66 ft Flow Area 1.73 ft' Wetted Perimeter 5.43 ft Top Width 5.26 ft Critical Depth 0.78 ft Critical Slope 0.025449 ft/ft Velocity 4.97 ft/s Velocity Head 0.38 ft Specific Energy 1.04 ft , Froude Number 1.53 Flow is supercritical. , 1 1 1 1 1 01/17/97 FlowMaster v5.13 12:07:41 PM Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 ' r LJ IF I h I U Overflow Swale 5; Q100 = 33.7 cfs Worksheet for Triangular Channel Project Description Project File c:\projectslreglswaleslreg-swls.fm2 Worksheet Overflow Swale 5 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.035 Channel Slope 0.013300 ft/ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Discharge 33.70 cfs ,?� Results Depth 1.47 ft Flow Area 8.63 ft2 Wetted Perimeter 12.11 ft Top Width 11.75 ft Critical Depth 1.35 ft Critical Slope 0.021211 ft/ft Velocity 3.91 RJs Velocity Head 0.24 ft Specific Energy 1.71 ft Froude Number 0.80 Flow is subcritical. �S =5/ '07/21/97 FlowMaster v5.13 03:29:21 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Overflow Swale 5; Q100x1.333 = 44.9 cfs Worksheet for Triangular Channel Project Description Project File c:\projects\reg\swalesVeg-swls.fm2 Worksheet Overflow Swale 5 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth L 1 1 1 Input Data Mannings Coefficient 0.035 1 Channel Slope 0.013300 ft/ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V 1 Discharge 44.90 cfs 1 Results Depth 1.64 ft Flow Area 10.70 ft2 Wetted Perimeter 13.49 ft 1 Top Width 13.08 ft Critical Depth 1.51 ft Critical Slope 0.020415 ft/ft 1 Velocity 4.20 ft/s Velocity Head 0.27 ft Specific Energy 1.91 ft Froude Number 0.82 Flow is subcritical. 1 1 1 1 1 1 1 07/21/97 FlowMaster v5.13 03:28:57 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page i of 1 1 E — 7 / Swale 9; 02= 5.53 ds (sror r Worksheet for Triangular Channel Project Description Project File c:\projects\reg\swales\reg-swls.fm2 Worksheet Swale 9 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.035 Channel Slope 0.016500 ft/ft Left Side Slope 4.000000 H : V ' Right Side Slope 4.000000 H : V Discharge 5.53 cfs Results Depth 0.72 ft ' Flow Area 2.05 ft2 Wetted Perimeter 5.91 ft Top Width 5.73 ft Critical Depth 0.65 ft Critical Slope 0.026990 ft/ft Velocity 2.70 ' ft/s Velocity Head 0.11 ft ' Specific Energy 0.83 ft Froude Number 0.79 ' Flow is subcritical. 11 1 '05/07/97 FlowMaster v5.13 02:29:30 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page i of 1 Swale 9; Q100= 19.8 cfs Worksheet for Triangular Channel , Project Description Project File c:\projects\reg\swales\reg-swls.fm2 Worksheet Swale 9 Flow Element Triangular Channel ' Method Manning's Formula Solve For Channel Depth , Input Data Mannings Coefficient 0.035 ' Channel Slope 0.016500 ft/ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V ' Discharge 19.80 cfs ' Results Depth 1.16 ft Flow Area 5.34 ft2 Wetted Perimeter 9.53 ft Top Width 9.24 ft Critical Depth 1.09 ft Critical Slope 0.022770 ft/ft Velocity 3.71 ft/s Velocity Head 0.21 ft Specific Energy 1.37 ft Froude Number 0.86 Flow is subcritical. C, E 7 05/07/97 FlowMaster v5.13 ' 02:29:12 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 ' Swale 9; Q100x 1.333= 26.4 cfs Worksheet for Triangular Channel ' Project Description ' ' Project File Worksheet Flow Element Method Solve For Input Data c:\projects\reg\swalesVeg-swls.fm2 Swale 9 Triangular Channel Manning's Formula Channel Depth ' Mannings Coefficient 0.035 Channel Slope 0.016500 Wit Left Side Slope 4.000000 H : V ' Right Side Slope 4.000000 H : V Discharge 26.40 cfs Results Depth 1.29 ft Flaw Area 6.63 ft' Wetted Perimeter 10.61 ft Top Width 10.30 It Critical Depth 1.22 ft 1 Critical Slope 0.021913 fUft Velocity 3.98 fUs Velocity Head 0.25 ft ' Specific Energy 1.53 ft Froude Number 0.88 ' Flow is subcritical. 1 I '05/07/97 FlowMaster v5.13 02:28:39 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Swale 10; Q2= 20.88 cFs Worksheet for Triangular Channel Project Description 1 Project File c:\projectslreg\swales\reg-swls.fm2 Worksheet Swale 10 Flow Element Triangular Channel 1 Method Manning's Formula Solve For Channel Depth 1 Input Data Mannings Coefficient 0.035 1 Channel Slope 0.005000 ft(ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Discharge 20.88 cfs 1 Results Depth 1.47 ft Flow Area 8.70 ft2 Wetted Perimeter 12.16 ft Top Width 11.80 ft Critical Depth 1.11 ft Critical Slope 0.022609 ft/ft Velocity 2.40 fus Velocity Head 0.09 ft Specific Energy 1.56 ft Froude Number 0.49 Flow is subcritical. 1 1 1 1 1 1 1 i 05/08/97 FlowMaster v5.13 1 03:23:15 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Swale 10; Q100= 67.99 afs ' Worksheet for Triangular Channel 1 Project Description Project File c:\projects\reg\swales\reg-swls.fm2 1 Worksheet Flow Element Swale 10 Triangular Channel Method Manning's Formula Solve For Channel Depth ' Input Data ' Mannings Coefficient 0.035 Channel Slope 0.005000 fttft Left Side Slope 4.000000 H : V 1 Right Side Slope 4.000000 H : V Discharge _ 67.99 cfS Results Depth 2.30 ft Flow Area 21.08 ft2 Wetted Perimeter 18.93 ft Top Width 18.37 ft Critical Depth 1.78 ft 1 Critical Slope 0.019317 Wit Velocity 3.23 ft/s Velocity Head 0.16 ft 1 Specific Energy 2.46 ft Froude Number 0.53 ' Flow is subcritical. 1 1 1 1 i i 1 05/011/97 FlowMaster v5.13 03:23:55 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 C — I 2— , Swale 10; Q10OX 1.333= 90.63 cfs ' Worksheet for Triangular Channel ' Project Description Project File c:\projects\reg\swales\reg-swls.fm2 Worksheet Swale 10 Flow Element Triangular Channel ' Method Manning's Formula Solve For Channel Depth ' Input Data 0.035 , Mannings Coefficient Channel Slope 0.005000 ft/ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V , Discharge 90.63 cfs Results Depth 2.56 ft Flow Area 26.15 ft2 Wetted Perimeter 21.09 ft Top Width 20.46 ft Critical Depth 2.00 ft Critical Slope 0.018590 tuft , Velocity 3.47 fus Velocity Head 0.19 ft Specific Energy 2.74 ft Froude Number 0.54 Flow is subcribcal. ' 1 I I CJ 05/08/97 FlowMaster v5.13 , 03:24:24 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 ' Swale 14; Q2= 3.8 cfs (D.P 50) ' Worksheet for Triangular Channel c 3 Project Description ' Project File d:tprojectstregtswaleskeg-swls.fm2 Worksheet Swale 14 ' Flow Element Method Triangular Channel Manning's Formula Solve For Channel Depth ' Input Data Mannings Coefficient 0.035 ' Channel Slope 0.020000 f 1ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V ' Discharge 3.80 cfs Results ' Depth 0.60 ft Flow Area 1.44 ft= Wetted Perimeter 4.95 ft Top Width 4.80 it Critical Depth 0.56 ft Critical Slope 0.028376 ft/ft ' Velocity 2.64 fus Velocity Head 0.11 ft Specific Energy 0.71 it ' Froude Number 0.85 Flow is subcritical. 1 ' 07/01/98 FlowMaster v5.13 01:08:35 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Swale 14; Q100= 12.9 cfs (D. P 50) t Worksheet for Triangular Channel ' Project Description Project File d:\projects\reg\swaleskeg-swls.fm2 ' Worksheet Swale 14 Flow Element Triangular Channel Method Manning's Formula ' Solve For Channel Depth ' Input Data Mannings Coefficient Channel Slope 0.035 0.020000 ft/ft ' Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Discharge 12.90 cfs Results ' Depth 0.95 ft Flow Area 3.60 ft' Wetted Perimeter 7.83 ft Top Width 7.59 ft Critical Depth 0.92 ft Critical Slope 0.024108 ft/ft , Velocity 3.58 ft/s Velocity Head 0.20 ft Specific Energy 1.15 ft , Froude Number 0.92 Flow is subcritical. t 07/01/98 FlowMaster v5.13 ' 01:07:30 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 ' Swale 14; Q100x 1.333= 17.2 cfs (D.P 50) ' Worksheet for Triangular Channel Project Description ' Project File d:\projectsVeg\swales\reg-swls.fm2 Worksheet Swale 14 ' Flow Element Method Triangular Channel Manning's Formula Solve For Channel Depth ' Input Data Mannings Coefficient 0,035 Channel Slope 0.020000 ftfft Left Side Slope 4.000000 H : V Right Side Slope 4,000000 H : V Discharge 17.20 cfs ' Results Depth 1.06 ft Flow Area 4.47 ft2 Wetted Perimeter 8.72 ft Top Width 8.46 ft Critical Depth 1.03 It Critical Slope 0.023201 ft(ft ' Velocity 3.85 ft/s Velocity Head 0.23 ft Specific Energy 1.29 ft Froude Number 0.93 Flow is subcritical. 1 LJ rI 11 ' 07/01/98 01:07:14 PM t�-15/ FlowMaster v5.13 Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 r -I-/�,1 Swale 15; Q2= 3.3 cfs Worksheet for Triangular Channel i Project Description Project File c:\projectslreg\swales\reg-swls.fm2 Worksheet Swale 15 Flow Element Triangular Channel 1 Method Manning's Formula Solve For Channel Depth 1 Input Data Mannings Coefficient 0.035 1 Channel Slope 0.020000 ft/ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V ' Discharge 3.30 cfs 1 Results Depth 0.57 ft Flow Area 1.30 ft2 1 Wetted Perimeter 4.69 ft Top Width 4.55 It Critical Depth 0.53 ft 1 Critical Slope 0.028915 ft/ft Velocity 2.55 ft/s Velocity Head 0.10 ft 1 Specific Energy 0.67 ft Froude Number 0.84 Flow is subcritical. 1 Ll� 1 1 1 i 1 0621/96 FlowMaster v5.13 1 10:10:57 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 l= - n 1 t Swale 15; Q100= 11.1 cfs Worksheet for Triangular Channel Project Description Project File c:\projects\reg\swalesVeg-swls.fm2 Worksheet Swale 15 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth ' Input Data Mannings Coefficient 0.035 Channel Slope 0.020000 ft/ft ' Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Discharge 11.10 cfs Results Depth 0.90 ft ' Flow Area 3.22 ft' Wetted Perimeter 7.40 It Top Width 7.18 ft ' Critical Depth 0.86 ft Critical Slope 0.024596 ft/ft Velocity 3.45 ft/s Velocity Head 0.18 ft Specific Energy 1.08 ft Froude Number 0.91 ' Flow is subcritical. L1 1 1 06/21/96 FlowMaster v5.13 10:11:28 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Swale 15; Q100x 1.333= 14.8 cfs Worksheet for Triangular Channel Project Description Project File c:\projects\reg\swales\reg-swls.fm2 Worksheet Swale 15 , Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth t Input Data Mannings Coefficient 0.035 ' Channel Slope 0.020000 ft/ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V ' Discharge 14.80 cfs ' Results Depth Flow Area 1.00 ft 3.99 ft' ' Wetted Perimeter 8.24 ft Top Width 7.99 ft Critical Depth 0.97 ft ' Critical Slope 0.023670 ft/ft Velocity 3.70 ft/s Velocity Head 0.21 ft ' Specific Energy 1.21 ft Froude Number 0.92 Flow is subcritical. , I 1 06/21/96 FIov+Master v5.13 10:11:50 AM Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Swale 18; Q2= 10.83 cfs (5 -^^ 'J j c - i--1 Worksheet for Triangular Channel Project Description Project File c:\projects\reg\swales\reg-swls.fm2 Worksheet Swale 18 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.035 Channel Slope 0.013200 ft/ft Left Side Slope 4.000000 H : V ' Right Side Slope 4.000000 H : V Discharge 10.83 cfs Results Depth 0.96 ft Flow Area 3.69 ft' ' Wetted Perimeter 7.92 ft Top Width 7.69 ft Critical Depth 0.85 ft ' Critical Slope 0.024678 ft/ft Velocity 2.93 ftis Velocity Head 0.13 It Specific Energy 1.09 ft Froude Number 0.75 ' Flow is subcritical. H 11 Ir� 01/17/97 FlowMas[er v5.13 12:16:53 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 I Swale 18; Q100= 40.2 cfs Worksheet for Triangular Channel 1 Project Description Project File c:\projects\reg\swales\reg-swls.fm2 Worksheet Flow Element Swale 18 Triangular Channel 1 Method Manning's Formula Solve For Channel Depth 1 Input Data Mannings Coefficient 0.035 1 Channel Slope 0.013200 ft/ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V 1 Discharge 40.20 cfs 1 Results Depth 1.57 ft Flow Area 9.88 ft2 Wetted Perimeter 12.96 ft 1 Top Width 12.57 ft Critical Depth 1.44 ft Critical Slope 0.020718 ft/ft 1 Velocity 4.07 ft/s Velocity Head 0.26 ft Specific Energy 1.83 ft ' Froude Number 0.81 Flow is subcritical. 1 1 1 1 1 1 1 10/24/97 FlowMaster v5.13 01 :38:36 PM Haestad Methods, Inc. 37 Brookside Road Wateroury, CT 06708 (203) 755-1666 Page 1 of 1 1 I Swale 18; Q100x 1.333= 53.6 ds Worksheet for Triangular Channel Project Description Project File c:\projects\reg\swales\reg-swls.fm2 Worksheet Swale 18 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.035 Channel Slope 0.013200 ft/ft Left Side Slope 4.000000 H : V ' Right Side Slope 4.000000 H : V Discharge 53.60 cfs Results Depth 1.75 ft Flow Area 12.26 ft2 Wetted Perimeter 14.43 ft Top Width 14.00 ft Critical Depth 1.62 ft Critical Slope 0.019939 ft/ft Velocity 4.37 ft/s Velocity Head 0.30 ft Specific Energy 2.05 ft Froude Number 0.82 Flow is subcritical. c2_1/ 10/24/97 FlowMaster v5.13 01 :38:14 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 u I i IJ �� n _ p o � d N u (1 � , � � uJ C Qj - e'; h <J 1A S I 448 RAPIDLY VARIED FLOW I=-z'V latjon colistaut call be multiplied by u correction factor equal to where V„ is the mean forward velocity in a straight channel. Superclevatiun in curved chaimels may also be determined by less accurate but simpler formulas which are based on the application of Newton's second law of motion to the centrifugal action in the curve. Assuming that all filamental velocities in the bend are equal to the mean velocity V, and that all streamlines have a radius of curvature r,, the transverse water surface can be shown to be a straight line, and a simple formula for superelevation can be obtained: 17,'b dh = -- where b is the width of the channel. Applying Newton's second law to each streamline and then integrating the whole channel section, Orashof [131 was able to show that the trans- verse surface profile is a logarithmic curve and that the superelevation is z Ah = 2.30 7 16-12 log ri ( ) Woodward [14,151 assumed that the velocity is zero at the banks and has a maximum value V,,,,, at the center, varying in between according to a parabolic curve. Using Newton's second law, he obtained the follow - in formula for su crelevation: \ �h = V9 `z L 2% b — 16 bz F (4�s2 _ 1 Ir In Zr` f bl (16-13) 2rr — bJ Of the above three simple superelevation formulas, it has been found that kq. (16-13) gives the best results, but none of them is more accurate than the free -vortex formula Eq. (16-8). 16-5. Cross Waves. Cross waves' are usually found in supercritical flow in channels of nonlinear alignment and channels with nonprismatic ' Cross waves in supercritical flow of water are analogous to the shock waves in supersonic flow of gases. This analogy was first noticed by Prandtl 1161, Ria- bouchinsky [171, and von K;irmfin 118] and then investigated experimentally by Preiswerk 1191 and others. These scientists, however, were interested primarily in applications of this principle to supersonic flow of gases. Later, comprehensive studies of the subject in hydraulic applications were made by Knapp, Ippen, and others 120-26). To facilitate the analysis of shock wave in gases, Busemann [271 developed a graphical method known as the method of characteristics, which was later applied to hydraulic problems by Preiswerk, Ippen, and Knapp. For detailed descriptions of this method, the reader should refer to [231, 1241, and [271. — Z-4/ .+ m N O L J+ G � o 0 4' [i O 5 j n O = C VI Z o U N e 0 0 0 G m n 0 Z O U O r N N > a I O G v U C O F O om £ o � r 0 m N O U K W O F �/1 Ui X 1p N O O O > F N 5 O U C V F Ii X Z + fL ul O t'1 a m o 0 o m + a N Z £ m + L T a N 5 N v m O N a Ll £+ N G N 00 O + G O 41 C N N 'J VI rl O uo + w > T + F + w O O Y ^J O 3 G Oa O o U 4+ w —Z=/ 1 1 t 1 1 N 0 0 0 o q Y Y O O e V O O Zq Z rlmm.y o0 qq m9E n V' �^.O 1l rr 11 m Z r o N r r .] 5 m 4: O O O O O O 0 0 0 0 000 N .y O m o mr� m 3 O qm" OF O F+: oN N r'1 rl O OOOO l0O ~ C O m O O Z N N _ O' O > U b VJ h O V� O c t0 v \9 a lJ O W m Z O 5 O N o o 0 - 0 > T z U � � o m l'l N ~ O N 2 ul O N N pr Z O r �o N min Om t,� qX E G O N O ul II N O O O O m m000 3 00 U < Z F r 3 qx.. o 1pb ww o w ow m 0 0 0 o m 00 0 o m o goo O 3 2 © In o '000 mcv o m 5 5 C x 4 r U d> X o o N Ob O.c� O v ON G O or o o:n om .. 0 0 0 0 0 ti N N 7 .4 �O Cl N V f+1 O e N m It O IS O O �oiO UO w r UU S Z vlc 0d> X U o V 0 wz0 T N : r] O N N H m Z O N rl O N o n o n o U m 0 0 0 0 5 N U q O O O O N II O O O O O O M �+ G O O O O L] N Z O�n c U G- F V O C d> X O O N N E O G^ 0 0 N O m E O O G p c q OO O e O O c o E ~ O- E O w m O N [V r >• Z :il 0• .a O O m m II II II II ^� Z `-' o O ti O .+O N O G U � O •y q - r N O'q •:2 ri5 r U OO O F O N i U m m m Md Fm i .+ 11 Z O o 5 5> G Z m O O E >_ U O It 4] q L] U.0. a G O ... 5 5 5 C J F M X V X U X C X u UO U. m I nI ti O e N N O z z F to O m m 4 G G m oN r oN mm F❑ r r o�n m O O o p N o r r ❑ o o- o ors oNm m z.+ 0�nm o m H 3 O G S a � N N � 00 Coco • y 00 • y 00 M.00 C N.00 O O G O a G F O = > 3 U 00 •-i 000 N 000 O O Z O OKO > 5 z U =Gx�. 0 0 m � N O N � O u l t o O N r U U Z ❑ O +I G X II N II vi I� � co 000 000 N 3 O O U 0. 0 Y G U O O V o O O " ❑ O Z E 3 G x , < o moo r'ioo O N O. O c m •m o .+ r I -I 00 0 r r m r KKK N O U O >X m N O N N u1 O v N N c O p II O N 14 S II O N II ' N O r r c m=- U O r r c O m Z 3C,x Z r Z r U o U X P> U O U 0 m VI U: O O O O O N O •'+ .00 O •-� M O N [+. O O O r - O O - o r Y O p .m �o N C C' Q1 "omco N �0-.0 Z 000 z .�, z .. O O O N l O ^-d> X 00- --i O E 0- O O- = 5 9 O 0 50 10 ~ .� •y O O r ~ (V O r Vl II II II• II ti .'- o } Z o •'/1 p II II II •� o V] It 011 II •� •-+ ti U z O G- ... . N O G-_ ' L> Nr O ❑ r L O m o K K> 'L zo o K Z> ZN o K> Z N 11 G i� m .� � m m 1 1 1 1 1 Q r Q 0 0 o O X Z � a N i9 C m N vI C io N H O r = T N c O O O N OO .1 O O N E rl N � N l9 o r r r r r r w o o O o 0 �n �n in in E m 0 o m m o 0 c❑ O U Nm O O O O N N O U X Q m (/ E N O� l� O � .7 U• m ❑ f'1 f"I m m N [il K r N n r J) f 4] Q O m U = Q U Dow 3 F o m E 4 � � U � Z H �f• Z Z O N p �IJ U E O O F > fr ti V] I m Nl V. LI II II N F N 0 O O a s O Z p •0 L a 00 m o + m G o 0 o a o Q 5 T oo II O r r r r m a U Z F + V + [.. m# W a 00 ;.� r•� + O � m o 0 W a. o � o m ❑ 5 l9 + N+ O m N Z (V N 0 0 O N + L Q m m o o :•. o 00 • o .-I + Q - 3 r r �n O o v j T ❑ O O Sl O~ . K N 'Z o o O o o Z Z o til C O O o 0 0 0 U U 0 O O N F ~ Cl } Q # i Y U m VJ m Vl O m m II II II II + '$ G # tl •' O N N �'1 rl J'+ r I'1 O' Q a_ < O* Q Y !n O m O N 5 Z Z O O rl N rS O O O_ 2' J 6• I N # I T Q .-� .y rf .-I .-I i FI H O 4 i — + t.1 N+ F o E ❑ > 0 m . Z h � U C<J Swale 20; Q2= 4.5 cfs Worksheet for Triangular Channel Project Description Project File c:lprojectslreg\swaleskeg-swls.fm2 Worksheet Swale 20 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.035 Channel Slope 0.022500 ft/ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Discharge 4.50 cfs 1 1 Results Depth 0.63 ft Flow Area 1.56 ft2 Wetted Perimeter 5.16 ft ' Top Width 5.00 ft Critical Depth 0.60 ft Critical Slope 0.027742 ft/ft t Velocity 2.88 ft/s Velocity Head 0.13 ft Specific Energy 0.75 ft ' Froude Number 0.91 Flow is subcritical. ' I 1 [1 1 01/17/97 FlowMaster v5.13 t 01:07:53 PM Haestad Methods. Inc. 37 Brookside Road Waterbury. CT 06708 (203) 755-1666 Page 1 of 1 I Swale 20; Q100 = 15.0 cfs Worksheet for Triangular Channel Project Description Project File c:\projects\reg\swales\reg-swls.fm2 Worksheet Swale 20 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data ' Mannings Coefficient 0.035 Channel Slope 0.022500 ft/ft Left Side Slope 4.000000 H : V ' Right Side Slope 4.000000 H : V Discharge 15.00 cfs Results Depth 0.98 ft Flow Area 3.86 ft' ' Wetted Perimeter 8.10 ft Top Width 7.86 ft Critical Depth 0.97 ft Critical Slope 0.023629 ft/ft Velocity 3.89 ft/s Velocity Head 0.23 ft ' Specific Energy 1.79 ft Froude Number 0.98 ' Flow is subcritical. 1 e-z1�1/ '01/17/97 FlowMaster v5.13 01 :07:09 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Swale 20; Q100 x 1.333= 20.0 cfs Worksheet for Triangular Channel Project Description Project File c:\projects\reg\swales\reg-swls.fm2 Worksheet Swale 20 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth 1 1 1 Input Data Mannings Coefficient 0.035 Channel Slope 0.022500 ft/ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V ' Discharge 20.00 cfs ' Results Depth 1.09 ft Flow Area 4.79 ft2 Wetted Perimeter 9.02 ft Top Width 8.75 ft Critical Depth 1.09 ft Critical Slope 0.022739 fttft Velocity 4.18 ftts Velocity Head 0.27 ft Specific Energy 1.37 ft Froude Number 1.00 Flow is subcritical. 1 1 01/1 W97 FlowMaster v5.13 ' 01 :07:28 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 ' Swale 22; Q2= 8.6 cfs (D.P. 29) ' Worksheet for Triangular Channel Project Description ' Project File d:\projects\reglswales\reg-swls.fm2 Worksheet Swale 22 Flow Element Method Triangular Channel Manning's Formula Solve For Channel Depth 1 Input Data Mannings Coefficient 0.035 Channel Slope 0.020000 ft/ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Discharge 8.60 cfs ' Results Depth 0.82 ft Flow Area 2.66 ft' ' Wetted Perimeter 6.72 ft Top Width 6.52 ft Critical Depth 0.78 ft Critical Slope 0.025447 ft/ft Velocity 3.23 ft/s Velocity Head 0.16 ft Specific Energy 0.98 ft Froude Number 0.89 Flow is subcritical. 1 ' 07/02/98 07:21:30 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 1 =3 i FlowMaster v5.13 Page 1 of 1 Swale 22; Q100= 28.8 cfs (D.P. 29) Worksheet for Triangular Channel ' Project Description Project File d:\projectskegtswalestreg-swls.fm2 , Worksheet Swale 22 Flow Element Triangular Channel Method Manning's Formula ' Solve For Channel Depth ' Input Data Mannings Coefficient Channel Slope 0.035 0.020000 ft/ft ' Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Discharge 28.80 cfs ' ' Results Depth 1.28 f: Flow Area 6.58 ft2 Wetted Perimeter 10.58 ft , Top Width 10.26 ft Critical Depth 1.26 ft Critical Slope 0.021661 ft/ft ' Velocity 4.38 ft/s Velocity Head 0.30 ft Specific Energy 1.58 ft ' Froude Number 0.96 Flow is subcritical. 1 t 1 07/0298 FlowMaster v5.13 07:21:58 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Swale 22; Q100x1.33= 38.4 ds (D.P. 29) ' Worksheet for Triangular Channel % Project Description Project File d:\projects\reg\swales\reg-swls.fm2 Worksheet Swale 22 Flow Element Triangular Channel ' Method Manning's Formula Solve For Channel Depth tInput Data Mannings Coefficient 0.035 ' Channel Slope 0.020000 ft/ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V ' Discharge 38.40 cfs Results ' Depth 1.43 ft Flow Area 8.17 ft' Wetted Perimeter 11.78 ft ' Top Width 11.43 ft Critical Depth 1.42 ft Critical Slope 0.020845 ft/ft ' Velocity 4.70 ft/s Velocity Head 0.34 ft Specific Energy 1.77 ft Froude Number 0.98 Flow is subcrftical. I 1 07/02/98 FlowMaster v5.13 07:22:42 AM Haestad Methods, Inc. 37 Brookside Road Waterbury. CT 06708 (203) 755-1666 Page 1 of 1 1 Swale 23; Q2 = 20.3 cfs .J„ter 2-3 c%� Worksheet for Triangular Channel ' ' Project Description Project File c:XprojectsXreglswaleslreg-swls.fm2 Worksheet Swale 23 Flow Element Triangular Channel ' Method Manning's Formula Solve For Channel Depth , Input Data Mannings Coefficient 0.035 t Channel Slope 0.018000 ft/ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V , Discharge 20.30 cfs 1 Results Depth 1.15 ft Flow Area 5.27 ft2 Wetted Perimeter 9.46 ft Top Width 9.18 ft Critical Depth 1.10 ft Critical Slope 0.022694 f fft 1 Velocity 3.85 ft/s Velocity Head 0.23 ft Specific Energy 1.38 ft ' Froude Number 0.90 Flow is subcritical. ' I t 1 OW09/97 FlowMaster v5.13 ' 11:57:28 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 1 1 Swale 23; Q100 = 67.5 cfs c35� Worksheet for Triangular Channel 1 Project Description Project File c:\projects\reg\swales\reg-swis.fm2 Worksheet Swale 23 Flow Element Triangular Channel Method Manning's Formula 1 Solve For Channel Depth Input Data Mannings Coefficient 0.035 Channel Slope 0.018000 fVft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Discharge 67.50 cfs =Z, Results Depth 1.80 ft 1 Flow Area 12.97 ft' Wetted Perimeter 14.85 ft Top Width 14.41 It Critical Depth 1.78 ft 1 Critical Slope 0.019335 ft/ft Velocity 5.20 ft/s Velocity Head 0.42 ft Specific Energy 2.22 ft Froude Number 0.97 1 Flow is subcritical. 1 d I J 1 1 1 04/09/97 FlowMaster v5.13 11 :57:06 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1656 Page 1 of 1 i Swale 23; 010OX 1.333 = 90.0 cfs Worksheet for Triangular Channel Project Description Project File c:\projects\reg\swales\-reg-swls.fm2 Worksheet Swale 23 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth i F Input Data 0.035 i Mannings Coefficient Channel Slope 0.018000 ft/ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Discharge 90.00 cfs Results Depth 2.01 ft Flow Area 16.09 ft2 Wetted Perimeter 16.54 ft Top Width 16.05 ft Critical Depth 1.99 ft Critical Slope 0.018607 ft/ft Velocity 5.59 ft/s Velocity Head 0.49 ft Specific Energy 2.49 ft Froude Number 0.98 Flow is subcritical. L II I I i 04/09/97 FlowMaster v5.13 i 11:56:43 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page i of 1 I i I [1 i I I I I I Swale 24; Q2= 8.6 cis Worksheet for Triangular Channel Project Description Project File c:lprojectslreglswaleslreg-swls.fm2 Worksheet Swale24 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.035 Channel Slope 0.010000 ft/ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Discharge 8.60 cfs Results Depth 0.93 ft Flow Area 3.45 ft2 Wetted Perimeter 7.66 ft Top Width 7.43 ft Critical Depth 0.78 ft Critical Slope 0.025448 ft/ft Velocity 2.49 ft/s Velocity Head 0.10 ft Specific Energy 1.03 ft Froude Number 0.65 Flow is subcritical. '01/17/97 FlowMaster v5.13 01 :39:02 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 CI Swale 24; Q100= 28.8 cfs Worksheet for Triangular Channel Project Description Project File c:\projects\reg\swales\reg-swls.fm2 Worksheet Swale 24 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth C3H / 1 F Input Data 0.035 Mannings Coefficient Channel Slope 0.010000 ft/ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Discharge 28.80 cfs Results Depth 1.46 ft Flow Area 8.54 ft2 Wetted Perimeter 12.05 ft Top Width 11.69 ft Critical Depth 1.26 ft Critical Slope 0.021660 ft/ft Velocity 3.37 ft/s Velocity Head 0.18 ft Specific Energy 1.64 ft Froude Number 0.70 Flow is subcrltical. J I 1 1 01/17/97 FlowMaster v5.13 01 :39:24 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 ' i Swale 24; Q100x 1.333= 38.4 cfs Worksheet for Triangular Channel iProject Description Project File c:lprojectstregtswalesVeg-swls.fm2 Worksheet Flow Element Swale 24 Triangular Channel Method Manning's Formula Salve For Channel Depth Input Data Mannings Coefficient 0.035 Channel Slope 0.010000 tuft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Discharge 38.40 cfs Results Depth 1.63 ft Flow Area 10.59 ft2 Wetted Perimeter 13.42 ft Top Width 13.02 ft Critical Depth 1.42 ft Critical Slope 0.020845 fUft Velocity 3.63 fus Velocity Head 0.20 ft Specific Energy 1.83 ft Froude Number 0.71 ' Flow is subcritical. I I I J 01/17/97 FlowMaster v5.13 01:39:43 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 i Swale 26: Q2 = 7.56 cfs (s. =r zL Worksheet for Triangular Channel Project Description Project File c:lprojectslreglswaleslreg-swls.fm2 Worksheet Swale 26 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth I Input Data Mannings Coefficient 0.035 Channel Slope 0.009000 tuft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V , Discharge 7.56 cfs Results Depth 0.90 ft Flow Area 3.26 ft' Wetted Perimeter 7.44 ft Top Width 7.22 ft Critical Depth 0.74 ft Critical Slope 0.025888 ftfft Velocity 2.32 ft/s Velocity Head 0.08 ft Specific Energy 0.99 ft Froude Number 0.61 Flow is subcritical. , I r r 04/22/97 FlowMaster v5.13 ' 07:15:04 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Swale 26: Q100 = 16.73 cfs 1 Worksheet for Triangular Channel rProject Description Project File c:tprojectskeg\swaleslreg-svtls.fm2 Worksheet Flow Element Swale 26 Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.035 Channel Slope 0.009000 ft/ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Discharge 16.73 cfs Results Depth 1.22 ft Flow Area 5.91 ft2 Wetted Perimeter 10.02 ft Top Width 9.72 ft Critical Depth 1.02 ft Critical Slope 0.023288 ft1ft Velocity 2.83 ftts Velocity Head 0.12 It Specific Energy 1.34 ft Froude Number 0.64 ' Flow is subcritical. 11 I 0422/97 FlowMaster v5.13 07:13:12 AM Haestad Methods, Inc. 37 8rookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Cl Swale 26: 0100x 1.333 = 22.3 cfs Worksheet for Triangular Channel Project Description Project File c:\projects\reglswales\reg-swls.fm2 Worksheet Swale 26 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth vGL� t 'I I Input Data Mannings Coefficient 6.035 Channel Slope 0.009000 ft/ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Discharge 22.30 cfs Results Depth 1.35 ft Flow Area 7.33 ft2 Wetted Perimeter 11.16 ft Top Width 10.83 ft Critical Depth 1.14 ft Critical Slope 0.022412 ft/ft Velocity 3.04 ft/s Velocity Head 0.14 ft Specific Energy 1.50 ft Froude Number 0.65 Flow is subcritical. I I, I 04/22/97 FlowMaster v5.13 07:13:42 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 ' Swale 32; 02= 10.9 cfs (DP 31) Worksheet for Triangular Channel c Project Description M Project File d:tprojectstreglswaleslreg-swis.fm2 Worksheet Swale 32 Flow Element Method Triangular Channel Manning's Formula Solve For Channel Depth MInput Data Mannings Coefficient 0.035 Channel Slope 0.004000 f tft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Discharge 10.90 cfs Results Depth 1.20 ft Flow Area 5.81 ft' Wetted Perimeter 9.94 ft Top Width 9.64 ft Critical Depth 0.86 ft Critical Slope 0.024656 fttft ' Velocity 1.88 ftis Velocity Head 0.05 ft Specific Energy 1.26 ft ' Froude Number 0.43 Flow is subcritical. r I 06/07/99 FlowMaster v5.13 12:03:23 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 1 Swale 32; Q100= 27.9 cfs Worksheet for Triangular Channel ' Project Description Project File d:\projects\reglswales\reg-swls.fm2 Worksheet Swale 32 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.035 Channel Slope 0.004000 fVft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Discharge 27.90 cfs Results Depth 1.71 ft Flow Area 11.75 ft' Wetted Perimeter 14.13 ft Top Width 13.71 ft Critical Depth 1.25 ft Critical Slope 0.021753 ft/ft Velocity 2.37 ftts Velocity Head 0.09 ft Specific Energy 1.80 ft Froude Number 0.45 Flow is subcritical. 06/07/99 12:02:27 PM Haestad Methods, Inc. 37 Brookside Road Waterbury. CT 06708 (203) 755-1666 FlowMaster v5.13 Page 1 of 1 i I Swale 32; Q100x 1.333= 37.2 cfs C a= ' Worksheet for Triangular Channel Project Description Project File d:\projects\reg\swales\reg-swls.fm2 Worksheet Swale 32 Flow Element Method Triangular Channel Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.035 Channel Slope 0.004000 fVft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Discharge 37.20 cfs Results ' Depth 1.91 ft Flow Area 14.58 ft2 Wetted Perimeter 15.74 ft Top Width 15.27 ft Critical Depth 1.40 ft Critical Slope 0.020934 fUft ' Velocity 2.55 ftfs Velocity Head 0.10 ft Specific Energy 2.01 ft Froude Number 0.46 Flow is subcritical. I M r Ll I 06/07/99 FlowMaster v5.13 12:00:48 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Swale 601; Q2= 13.4 cfs (D.P. 2) Worksheet for Triangular Channel Project Description Project File c:\projects\reg\swales\reg-swls.fm2 Worksheet Swale 601 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth r I Input Data Mannings Coefficient 0.035 Channel Slope 0.019000 tuft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V , Discharge 13.40 cfs Results Depth 0.97 ft Flow Area 3.78 ft' Wetted Perimeter 8.02 ft Top Width 7.78 ft Critical Depth 0.93 ft Critical Slope 0.023986 ft/ft Velocity 3.55 ft/s Velocity Head 0.20 ft Specific Energy 1.17 ft Froude Number 0.90 Flow is subcritical. , I r I I 1 1029/97 FlowMaster v5.13 07:41:10 AM Haestad Methods, Inc. 37 8rooksiae Roan Wateroury, CT 06708 (203) 755-1666 Page 1 of 1 ' Swale 601; Q100= 45.0 efs Worksheet for Triangular Channel Project Description Project File c:lprojectslreglswales\reg-swls.fm2 Worksheet Swale 601 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data ' Mannings Coefficient 0.035 Channel Slope 0.019000 ft/ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Discharge 45.00 cfs 1 Results Depth 1.53 ft Flow Area 9.38 ft' 1 Wetted Perimeter 12.63 ft Top Width 12.25 ft Critical Depth 1.51 ft Critical Slope 0.020410 ft/ft Velocity 4.80 ft/s Velocity Head 0.36 ft Specific Energy 1.89 ft Froude Number 0.97 1 Flow is subcritical. I M I 1 1 i C . %/ 1 05/08/97 FlowMaster v5.13 01 :31 :51 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 I Swale 601; Q100X 1.333= 60.0 cfs Worksheet for Triangular Channel Project Description Project File c:\projects\reg\swales\reg-swls.fm2 Worksheet Swale 601 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth I. I Input Data Mannings Coefficient 0.035 ' Channel Slope 0.019000 ft/ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V ' Discharge 60.00 cfs Results Depth 1.71 ft Flow Area 11.63 ft2 Wetted Perimeter 14.06 ft Top Width 13.64 ft Critical Depth 1.69 ft Critical Slope 0.019641 ft/ft Velocity 5.16 ft/s Velocity Head 0.41 ft Specific Energy 2.12 ft Froude Number 0.98 Flow is subcritical. I I I I I 11 05/08/97 FlowMaster v5.13 01:32:10 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 ' Swale 6031 Q2 = 54.0 cfs ' Worksheet for Triangular Channel rProject Description Project File c:\projects\reg\swales\reg-swls.fm2 Worksheet Flow Element Swale 603 Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.035 Channel Slope 0.016200 ft/ft Left Side Slope 4.000000 H : V ' Right Side Slope 4.000000 H : V Discharqe 54.00 cfs a S 1 Results Depth 1.69 ft Flow Area 11.41 ft' Wetted Perimeter 13.93 ft Top Width 13.51 ft Critical Depth 1.62 ft Critical Slope 0.019919 ft/ft Velocity 4.73 ft/s Velocity Head 0.35 ft Specific Energy 2.04 ft Froude Number 0.91 Flow is subcritical. r 1 10/30/97 FlowMaster v5.13 ' 02:06:00 PM Haestatl Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Swale 603; Q100 = 186.7 as 5 Ql Worksheet for Triangular Channel Project Description Project File c:tprojectslreg�swales\reg-swls.fm2 Worksheet Flow Element Swale 603 Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.035 ' Channel Slope 0.016200 f fft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V ' Discharge 186.70 cfs Results Depth 2.69 ft Flow Area 28.94 fN Wetted Perimeter 22.18 ft Top Width 21.52 ft Critical Depth 2.67 ft Critical Slope 0.016882 ft/ft Velocity 6.45 fus Velocity Head 0.65 ft Specific Energy 3.34 ft Froude Number 0.98 Flow is subcritical. r I I i 10/30/97 FlowMaster v5.13 02.05:27 PM Haestad Methods, Inc. 37 Brookside Road Wateroury, C-06708 (203) 755-1.666 Page 1 of 1 ' I 11 I L Swale 603; 0100X 1.333 = 248.8 cfs Worksheet for Triangular Channel Project Description Project File c:lprojectslreg\swales\reg-swls.fm2 Worksheet Swale 603 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.035 Channel Slope 0.016200 ft/ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Discharge 248.80 cfs IResults Depth 3.00 ft Flow Area 35.89 ft2 Wetted Perimeter 24.70 ft Top Width 23.96 ft Critical Depth 2.99 ft Critical Slope 0.016248 fVft Velocity 6.93 fus Velocity Head 0.75 ft Specific Energy 3.74 ft Froude Number 1.00 Flow is subcritical. I 11 I I '10/30/97 FlowMaster v5.13 02:04:58 PM Haestad Methods, Inc. 37 Brookside Road Waterbury. CT 06708 (203) 755-1666 Page 1 of 1 00 o= �a Oc o� 'aw wV �O ¢j O � h O N G O .LLi LJ 1: N N n _d ui S m E U Z Oo 0 0 W m y o o O N O 0 a N LL :2 of . o Q o � a � o 0 0 F N U �= 0 J o� W C a x O i G cy O S EC LU mm% E N > G N O ' t/1 E O N V m O G (j v GC V O a N N v o z E o z m v z < h <z a V 3 O O O Q oa oa o� o �w VZ o� <o `o inn nv> M 1^ r'j f7 COI C O 00 00 II il; c 0 0 O O 0 0 � O O - L C i Z v� W 00� :n0 00 00 LL '=s� ^0 0- 00 Wc— IN N W w z �i o m LL C O y U) v Z N w Z O Z N U N G N W y UI O L L L Q a C O N 3 N c o c -U' U_ O N i 01 O G Cl c= (9i v L .r o L z z W U LL LL W 0 a� Ny WN J W ID Q F� 0 2 I I r I F LJ 1 I I n IJ I r I [I 1 Culvert 15 1 CURRENT DATE: 07-08-1997 CURRENT TIME: 13:50:06 I 1 I I FHWA CULVERT ANALYSIS HY-8, VERSION 6.0 C SITE DATA U L INLET OUTLET CULVERT V ELEV. ELEV. LENGTH NO. (ft) (ft) (ft) 1 5079.61 5079.19 15.00 2 3 4 5 6 FILE DATE: 07-08-1997 FILE NAME: REG-15 CULVERT SHAPE, MATERIAL, BARRELS SHAPE SPAN RISE MANNING MATERIAL (ft) (ft) n 1 RCP 1.25 1.25 .013 INLET TYPE IMPR SDI CIR SUMMARY OF CULVERT FLOWS (cfs) FILE: REG-15 DATE: 07-08-1997 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 5079.61 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5080.20 1.5 1.5 0.0 0.0 0.0 0.0 0.0 0.00 1 5080.46 3.0 3.0 0.0 0.0 0.0 0.0 0.0 0.00 1 ' 5080.76 4.5 4.5 0.0 0.0 0.0 0.0 0.0 0.00 1 5081.06 6.0 6.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5081.36 7.5 7.5 0.0 0.0 0.0 0.0 0.0 0.00 1 5081.70 9.0 9.0 0.0 0.0 0.0 0.0 0.0 0.00 1 1 5082.20 10.5 10.5 0.0 0.0 0.0 0.0 0.0 0.00 1 5082.74 12.0 12.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5012.87 13.2 12.3 0.0 0.0 0.0 0.0 0.0 0.00 30 ' 5083.04 15.0 12.8 0.0 0.0 0.0 0.0 0.0 2.11 25 5083.00 12.7 12.7 0.0 0.0 0.0 0.0 0.0 OVERTOPPING 1 100-Year Design Floor- 13.2 cfs(Third Filing Design Point 15) SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: REG-15 DATE: 07-08-1997 HEAD HEAD TOTAL FLOW & FLOW ' ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 5079.61 0.000 0.00 0.00 0.00 5080.20 0.000 1.50 0.00 0.00 5080.46 0.000 3.00 0.00 0.00 5080.76 0.000 4.50 0.00 0.00 5081.06 0.000 6.00 0.00 0.00 5081.36 0.000 7.50 0.00 0.00 5081.70 0.000 9.00 0.00 0.00 5082.20 0.000 10.50 0.00 0.00 5082.74 0.000 12.00 0.00 0.00 5062.87 -0.004 13.20 0.86 6.52 1 5083.04 0.000 15.00 0.14 0.93 <1> TOLERANCE (ft) = 0.010 <2> TOLERANCE (S) = 1.000 iI CURRENT DATE: 07-08-1997 FILE DATE: 07-08-1997 CURRENT TIME: 13:50:06 FILE NAME: REG-15 PERFORMANCE CURVE FOR CULVERT 1 - 1( 1.25 (ft) BY 1.25 (ft)) RCP DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) 0.00 5079.61 0.00 -0.42 0-NF 0.00 0.00 0.00 0.00 0.00 0.00 1.50 5080.20 0.59 0.48 1-S2n 0.33 0.48 0.35 0.42 5.34 2.09 3.00 5080.46 0.85 0.70 1-S2n 0.48 0.69 0.52 0.55 6.21 2.48 4.50 5080.76 1.15 0.96 1-S2n 0.60 0.86 0.66 0.64 6.90 2.75 6.00 5081.06 1.45 1.27 5-S2n 0.71 0.99 0.78 0.71 7.45 2.96 7.50 5081.36 1.75 1.64 5-S2n 0.83 1.08 0.90 0.77 7.90 3.13 9.00 5081.70 2.09 2.08 5-S2n 0.96 1.17 1.03 0.83 8.33 3.27 10.50 5082.20 2.48 2.59 6-FFc 1.25 1.25 1.25 0.88 8.56 3.40 12.00 5082.74 2.91 3.13 6-FFc 1.25 1.25 1.25 0.92 9.78 3.51 12.34 5082.87 3.02 3.26 6-FFc 1.25 1.25 1.25 0.96 10.06 3.60 12.75 5083.03 3.15 3.42 6-FFc 1.25 1.25 1.25 1.00 10.39 3.72 El. inlet face invert 5079.61 ft El. outlet invert 5079.19 ft El. inlet throat invert 5079.53 ft El. inlet crest 0.00 ft ***** SITE DATA ***** CULVERT INVERT INLET STATION 0.00 ft INLET ELEVATION 5079.61 ft OUTLET STATION 18.75 ft OUTLET ELEVATION 5079.19 ft NUMBER OF BARRELS 1 SLOPE (V/H) 0.0224 CULVERT LENGTH ALONG SLOPE 15.00 ft ***** CULVERT DATA SUMMARY **+********************* BARREL SHAPE CIRCULAR BARREL DIAMETER 1.25 ft BARREL MATERI.n.L CONCRETE BARREL MANNING'S n 0.013 INLET TYPE IMPR SDT CIRC INLET EDGE AND WALL BEVELED EDGES (45-90 DEG WINGWALL) INLET DEPRESSION NONE ***** SIDE -TAPERED CIRCULAR IMPROVED INLET ******* FACE WIDTH 2.50 ft SIDE TAPER (4:1 TO 6:1) (X:1) 6.00 FACE HEIGHT_ 1.25 ft I [J rCURRENT DATE: 07-08-1997 CURRENT TIME: 13:50:06 TAI LWAT_ER 3 FILE DATE: 07-08-1997 FILE NAME: REG-15 REGULAR CHANNEL CROSS SECTION SIDE SLOPE H/V (X:l) 4.0 CHANNEL SLOPE V/H (ft/ft) 0.020 MANNING'S n (.01-0.1) 0.035 ' CHANNEL INVERT ELEVATION 5079.19 ft CULVERT NO.1 OUTLET INVERT ELEVATION 5079.19 ft UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL FLOW W.S.E. FROUDE DEPTH VEL. SHEAR (cfs) (ft) NUMBER (ft) (f/s) (osf) 0.00 5079.19 0.000 0.00 0.00 0.00 ' 1.50 5079.61 0.566 0.42 2.09 0.53 3.00 5079.74 0.591 0.55 2.48 0.69 4.50 5079.83 0.606 0.64 2.75 0.80 ' 6.00 5079.90 0.617 0.71 2.96 0.89 7.50 5079.96 0.626 0.77 3.13 0.97 9.00 5080.02 0.633 0.83 3.27 1.03 10.50 5080.07 0.639 0.88 3.40 1.10 ' 12.00 5080.11 0.644 0.92 3.51 1.15 13.20 5080.15 0.648 0.96 3.60 1.20 15.00 5080.19 0.653 1.00 3.72 1.25 1 1 I ROADWAY OVERTOPPING DATA ROADWAY SURFACE EMBANKMENT TOP WIDTH CREST LENGTH OVERTOPPING CREST ELEVATION PAVED 10.00 ft 100.00 ft 5083.00 ft I 1 Culvert 18 CURRENT DATE: 10-24-1997 FILE DATE: 10-24-1997 ' CURRENT TIME: 13:43:27 FILE NAME: REG-18 FHWA CULVER^_ ANALYSIS ' HY-8, VERSION 6.0 C SITE DATA CULVERT SHAPE, MATERIAL, INLET U , L INLET OUTLET CULVERT BARRES V ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING INLET NO. (ft) (ft) (ft) MATERIPS, (ft) (ft) n TYPE 1 5082.39 5082.11 15.00 1 RCP 2.00 2.00 .013 IMPR SDT CIR 2 3 , 6 t SUMMARY OF CULVERT FLOWS (cfs) FILE: REG-18 DATE: 10-24-1997 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR ' 5082.39 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5083.52 4.5 4.5 0.0 0.0 0.0 0.0 0.0 0.00 1 5083.82 9.0 9.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5084.18 13.5 13.5 0.0 0.0 0.0 0.0 0.0 0.00 1 , 5084.62 18.0 18.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5085.07 22.5 22.5 0.0 0.0 0.0 0.0 0.0 0.00 1 5085.57 27.0 26.7 0.0 0.0 0.0 C.0 0.0 0.06 13 5085.83 31.5 28.1 0.0 0.0 0.0 0.0 0.0 3.15 25 5085.92 36.0 29.7 0.0 0.0 C.0 0.0 0.0 5.97 15 5085.98 40.2 30.0 0.0 0.0 0.0 0.0 0.0 9.81 10 5086.02 45.0 30.0 0.0 0.0 0.0 0.0 0.0 14.69 7 ' 5085.50 26.1 26.1 0.0 0.0 0.0 0.0 0.0 OVERTOPPING SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: REG-18 DATE: 10-24-1997 , HEAD HEAD TOTAL FLOW FLOW ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR , 5082.39 0.000 0.00 0.00 0.00 5083.52 0.000 4.5C 0.00 0.00 5083.82 0.000 9.00 0.00 0.00 ' 5084.18 0.000 13.50 0.00 0.00 5084.62 0.000 18.00 0.00 0.00 5085.07 5085.57 0.000 -0.007 22.50 27.00 0.00 0.26 0.00 0.96 , 5085.83 -0.001 31.50 0.27 0.86 5085.92 -O.O01 36.00 0.30 0.83 5085.98 -0.001 40.20 0.37 0.92 5086.02 -0.001 45.00 0.29 0.64 , <1> TOLERANCE (ft) = 0.010 <2> TOLERANCE (3) = 1.000 I C I LI 11 Pj CURRENT DATE: 10-24-1-997 CURRENT TIME: 13:43:27 PERFORMANCE CURVE FOR CULVERT 1 - 1( 2.00 (ft) BY 2 FILE DATE: 10-24-1997 FILE NAME: REG-18 2.00 (ft)) RCP DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) 0.00 5082.39 0.00 -0.28 O-NF 0.00 0.00 0.00 0.00 0.00 0.00 4.50 5083.52 0.95 1.13 1-52. 0.56 0.74 0.60 0.69 5.67 2.35 9.00 5083.82 1.34 1.43 '--S2n 1.°'_ - 0.89 0.90 6.67 2.80 13.50 5084.18 1.79 1..78 I-S2n -.02 _.32 1.12 1.04 7.47 3.10 18.00 5084.02 2.23 2.19 5-S2n 1.22 -.52 1.34 1.16 8.06 3.33 22.50 5085.07 2.68 2.66 5-S2n 1.43 1.68 1.54 1.26 8.71 3.52 26.68 5085.56 3.12 3.17 5-S2n 1.70 1.8C 1.75 1.35 9.17 3.68 28.08 5085.82 3.28 3.43 2-M2c 2.00 1.84 1.84 1.43 9.24 3.83 29.73 5085.91 3.47 3.52 2-M2c 2.00 1.89 1.89 1.51 9.74 3.96 30.01 5085.96 3.51 3.57 2-M2c 2.00 1.90 1.90 1.57 9.81 4.07 30.01 5085.96 3.51 3.57 2-M2c 2.00 1.90 1.90 1.64 9.81 4.19 El. inlet face invert 5082.39 ft El. outlet invert 5082.11 ft El. inlet throat invert 5082.31 ft El. inlet crest 0.00 ft ' ;_*** SITE DATA ***'* CULVERT INVERT '='T"""----- INLET STATION C.00 =-t INLET ELEVATION 5082.39 ft OUTLET STATION 21.00 ft OUTLET ELEVATION 5082.11 ft ' NUMBER OF BARRELS 1 SLOPE (V/H) 0.0133 CULVERT LENGTH ALONG SLOPE 15.00 ft CULVERT DATA SUMMARY *'*****''*************"'•* BARREL SHAPE CIRCULAR BARREL DIAMETER 2.00 ft BARREL MATERIAL CONCRETE BARREL MANNING'S n 0.013 INLET TYPE IMPR SDT CIRC INLET EDGE AND WALL BEVELED EDGES (45-90 DEG WINGWALL) ' INLET DEPRESSION NONE ***** SIDE -TAPERED CIRCULAR IMPROVED INLET ---- FACE WIDTH 4.00 ft SIDE TAPER (4:1 TO 6:1) (X:1) 6.00 FACE HEIGHT 2.00 ft 1 1 CURRENT DATE: 10-24-1997 CURRENT TIME: 13:43:27 TAILWATER r-�l 3 FILE DATE: 10-24-1997 FILE NAME: REG-18 REGULAR CHANNEL CROSS SECTION """""""""* (Swale 18) SIDE SLOPE H/V (X:li 4.0 CHANNEL SLOPE V/H (ft/ft) 0.0132 MANNING'S n (.01-0.1) 0.035 CHANNEL INVERT ELEVATION 5082.11 ft CULVERT NO.1 OUTLET INVERT ELEVATION 5082.11 ft ******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL FLOW W.S.E. FROUDE DEPTH. VEL. SHEAR (cfs) (ft) NUMBER (ft) (f/s) (psf) 0.00 5082.11 0.000 0.01 0.00 0.00 4.50 5082.80 0.499 0.69 2.35 0.57 9.00 5083.01 0.521 0.9C 2.80 0.74 13.50 5083.15 0.534 2.04 3.10 0.8E 18.00 5083.27 0.544 _.'_6 3.33 0.96 22.50 5083.37 0.552 1.26 3.52 1.04 27.00 5083.46 0.558 1.35 3.68 1.12 31.50 5083.54 0.563 1.43 3.83 '--.18 36.00 5083.62 0.568 1.51 3.96 1.24 40.20 5083.68 0.572 1.57 4.07 1.29 45.00 5083.75 0.576 1.64 4.19 1.35 ROADWAY OVERTCPPING DATA ROADWAY SURFACE EMBA.N?LMENT TOP WIDTH "+++ USER DEFINED ROADWAY PROFILE CROSS-SECTION X Y COORD. NO. It ft 1 0.00 5086.00 2 21.50 5085.90 3 31.50 5085.50 4 41.50 5085.90 5 89.60 5086.00 PAVED 5.00 ft I i-7 / I I 1 L C] Culvert 20 CURRENT DATE: 04-09-1997 CURRENT TIME: 12:18:23 FHWA CULVERT ANALYSIS HY-8, VERSION 6.0 1 FILE DATE: 04-09-1997 FILE NAME: REG-20 C SITE DATA CULVERT SHAPE, MATERIAL, INLET U L INLET OUTLET CULVERT BARRELS V ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING INLET NO. (£t) (ft) (ft) MATERIAL (ft) (ft) n TYPE 1 5073.31 5070.12 242.50 3 RCP 2.00 2.00 .013 IMPR SDT CIR 2 3 4 5 6 SUMMARY OF CULVERT FLOWS (cfs) FILE: REG-20 DATE: 04-09-1997 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 5073.31 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5074.00 7.5 7.5 0.0 0.0 0.0 0.0 0.0 0.00 1 5074.32 15.0 15.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5074.51 22.5 22.5 0.0 0.0 0.0 0.0 0.0 0.00 1 5074.76 30.0 30.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5075.01 37.5 37.5 0.0 0.0 0.0 0.0 0.0 0.00 1 5075.25 45.0 45.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5075.49 52.5 52.5 0.0 0.0 0.0 0.0 0.0 0.00 1 5075.74 60.0 60.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5075.99 67.5 67.5 0.0 0.0 0.0 0.0 0.0 0.00 1 5076.09 70.5 70.5 0.0 0.0 0.0 0.0 0.0 0.00 1 5078.00 100.2 100.2 0.0 0.0 0.0 0.0 0.0 OVERTOPPING Design Floc- 70.4 cfs SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: REG-20 DATE: 04-09-1997 HEAD HEAD TOTAL FLOW $ FLOW ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 5073.31 0.000 0.00 0.00 0.00 5074.00 0.000 7.50 0.00 0.00 5074.32 0.000 15.00 0.00 0.00 5074.51 0.000 22.50 0.00 0.00 5074.76 0.000 30.00 0.00 0.00 5075.01 0.000 37.50 0.00 0.00 5075.25 0.000 45.00 0.00 0.00 5075.49 0.000 52.50 0.00 0.00 5075.74 0.000 60.00 0.00 0.00 5075.99 0.000 67.50 0.00 0.00 5076.09 0.000 70.50 0.00 0.00 <1> TOLERANCE (ft) = 0.010 <2> TOLERANCE (%) = 1.000 1 2 CURRENT DATE: 04-09-1997 FILE DATE: 04-09-1997 CURRENT TIME: 12:18:23 ' FILE NAME: REG-20 PERFORMANCE CURVE FOR CULVERT 1 - 3( 2.00 (ft) BY 2.00 (ft)) RCP DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) 0.00 5073.31 0.00 -3.19 0-NF 0.00 0.00 0.00 0.00 0.00 0.00 7.50 5074.00 0.69 -1.88 1-S2n 0.42 0.54 0.34 0.79 6.81 3.00 15.00 5074.32 1.01 -1.63 1-S2n 0.60 0.79 0.49 1.02 8.39 3.57 22.50 5074.51 1.20 -1.33 1-S2n 0.74 0.97 0.67 1.19 8.08 3.95 30.00 5074.76 1.45 -0.97 1-S2n 0.86 1.13 0.86 1.33 7.76 4.25 37.50 5075.01 1.70 -0.53 1-S2n 0.98 1.27 0.87 1.44 9.57 4.49 45.00 5075.25 1.94 -0.01 1-S2n 1.10 1.40 1.00 1.55 9.60 4.70 52.50 5075.49 2.18 0.58 1-S2n 1.21 1.50 1.10 1.64 9.87 4.89 60.00 5075.74 2.43 1.25 1-S2n 1.33 1.60 1.20 1.72 10.11 5.05 67.50 5075.99 2.68 1.99 1-S2n 1.46 1.68 1.38 1.80 9.75 5.20 70.50 5076.09 2.78 2.31 5-S2n 1.51 1.71 1.41 1.83 9.94 5.26 El. inlet face invert 5073.31 ft El. outlet invert 5070.12 ft El. inlet throat invert 5073.23 ft El. inlet crest 0.00 ft ***** SITE DATA ***** CULVERT INVERT ************** INLET STATION 0.00 ft INLET ELEVATION 5073.31 ft OUTLET STATION 248.48 ft OUTLET ELEVATION 5070.12 ft NUMBER OF BARRELS 3 SLOPE (V/H) 0.0128 CULVERT LENGTH ALONG SLOPE 242.50 ft ***** CULVERT DATA SUMMARY **x********+**********x* BARREL SHAPE CIRCULAR BARREL DIAMETER 2.00 ft BARREL MATERIAL CONCRETE BARREL MANNING'S n 0.013 INLET TYPE IMPR SIT CIRC INLET EDGE AND WALL BEVELED EDGES (45-90 DEG WINGWALL) INLET DEPRESSION NONE ***** SIDE -TAPERED CIRCULAR IMPROVED INLET *****x* FACE WIDTH 4.00 ft SIDE TAPER (4:1 TO 6:1) (X:1) 6.00 FACE HEIGHT 2.00 ft [J 1 i 1 1 1 1 II 1 i 1 1 1 1 i 1 CURRENT DATE: 04-09-1997 CURRENT TIME: 12:18:23 TAILWATER 3 FILE DATE: 04-09-1997 FILE NAME: REG-20 x xxxxxx REGULAR CHANNEL CROSS SECTION xxxxxxxxxxxxxa*x SIDE SLOPE H/V (X:1) 4.0 CHANNEL SLOPE V/H (ft/ft) 0.018 MANNING'S n (.01-0.1) 0.035 CHANNEL INVERT ELEVATION 5070.12 ft CULVERT NO.1 OUTLET INVERT ELEVATION 5070.12 ft ******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL FLOW W.S.E. FROUDE DEPTH VEL. SHEAR (cfs) (ft) NUMBER (ft) (f/s) (Psf) 0.00 5070.12 0.000 0.00 0.00 0.00 7.50 5070.91 0.596 0.79 3.00 0.89 15.00 5071.15 0.622 1.02 3.57 1.15 22.50 5071.31 0.638 1.19 3.95 1.34 30.00 5071.45 0.650 1.33 4.25 1.49 37.50 5071.56 0.658 1.44 4.49 1.62 45.00 5071.67 0.666 1.55 4.70 1.74 52.50 5071.76 0.673 1.64 4.89 1.84 60.00 5071.84 0.678 1.72 5.05 1.93 67.50 5071.92 0.683 1.80 5.20 2.02 70.50 5071.95 0.685 1.83 5.26 2.06 ROADWAY OVERTOPPING DATA ROADWAY SURFACE EMBANKMENT TOP WIDTH ***** USER DEFINED ROADWAY PROFILE CROSS-SECTION X Y COORD. NO. ft ft 1 0.00 5080.00 2 16.91 5078.00 3 25.31 5078.00 4 37.31 5078.20 5 95.82 5078.52 6 132.57 5079.00 GRAVEL 54.00 ft s 1 Culvert 21 CURRENT DATE: 07-02-1997 CURRENT TIME: 16:01:31 C U L V NO. 1 2 3 4 5 6 FILE DATE: 07-02-1997 ' FILE NAME: REG-21 FHWA CULVERT ANALYSIS HY-8, VERSION 6.0 SITE DATA I CULVERT_ SHAPE, MATERIAL„ INLET INLET OUTLET CULVERT ELEV. ELEV. LENGTH (ft) (ft) (ft) 5078.58 5077.84 15.00 BARRELS SHAPE SPAN RISE MANNING MATERIAL (ft) (ft) n 1 RCP 1.25 1.25 .013 INLET TYPE IMPR SDT CIR SUMMARY OF CULVERT FLOWS (cfs) FILE: REG-21 DATE: 07-02-1997 ELEV (ft)• TOTAL 1 2 3 4 5 6 ROADWAY ITR 5078.58 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5079.10 1.5 1.5 0.0 0.0 0.0 0.0 0.0 0.00 1 5079.37 3.0 3.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5079.67 4.5 4.5 0.0 0.0 0.0 0.0 0.0 0.00 1 5079.96 6.0 6.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5080.27 7.5 7.5 0.0 0.0 0.0 0.0 0.0 0.00 1 5080.61 9.0 9.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5080.99 10.5 10.5 0.0 0.0 0.0 0.0 0.0 0.00 1 5081.43 12.0 12.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5081.74 12.9 12.9 0.0 0.0 0.0 0.0 0.0 0.00 1 5081.98 15.0 13.4 0.0 0.0 0.0 0.0 0.0 0.00 30 5082.00 13.5 13.5 0.0 0.0 0.0 0.0 0.0 OVERTOPPING 100-year Design Flow= 12.9 cfs (Third Filing Design Point 50) SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: REG-21 DATE: 07-02-1997 HEAD HEAD TOTAL FLOW $ FLOW ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 5078.58 0.000 0.00 0.00 0.00 5079.10 0.000 1.50 0.00 0.00 5079.37 0.000 3.00 0.00 0.00 5079.67 0.000 4.50 0.00 0.00 5079.96 0.000 6.00 0.00 0.00 5080.27 0.000 7.50 0.00 0.00 5080.61 0.000 9.00 0.00 0.00 5080.99 0.000 10.50 0.00 0.00 5081.43 0.000 12.00 0.00 0.00 5081.74 0.000 12.90 0.00 0.00 5081.98 -0.006 15.00 1.55 10.33 1 1 <1> TOLERANCE (ft) = 0.010 <2> TOLERANCE (%) = 1.000 ' 1 [1 2 ' CURRENT DATE: 07-02-1997 FILE DATE: 07-02-1997 CURRENT TIME: 16:01:31 FILE NAME: REG-21 PERFORMANCE CURVE FOR CULVERT 1 - 1( 1.25 (ft) BY 1.25 (ft)) RCP DIS- HEAD- INLET OUTLET ' CHARGE FLOW WATER ELEV. CONTROL DEPTH CONTROL DEPTH FLOW TYPE NORMAL DEPTH CRIT. DEPTH OUTLET DEPTH TW DEPTH OUTLET VEL. TW VEL. (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) 0.00 5078.58 0.00 -0.74 0-NF 0.00 0.00 0.00 0.00 0.00 0.00 ' 1.50 5079.10 0.52 0.16 1-S2n 0.28 0.48 0.31 0.42 6.34 2.09 3.00 5079.37 0.79 0.38 1-S2n 0.41 0.69 0.46 0.55 7.33 2.48 4.50 5079.67 1.09 0.64 1-S2n 0.51 0.86 0.59 0.64 7.94 2.75 6.00 5079.96 1.38 0.95 1-S2n 0.60 0.99 0.70 0.71 8.50 2.96 ' 7.50 5080.27 1.69 1.32 5-S2n 0.69 1.08 0.80 0.77 9.03 3.13 9.00 5080.61 2.03 1.76 5-S2n 0.77 1.17 0.90 0.83 9.48 3.27 10.50 5080.99 2.41 2.27 6-FFc 0.86 1.25 1.25 0.88 8.56 3.40 12.00 5081.43 2.85 2.81 6-FFc 0.96 1.25 1.25 0.92 9.78 3.51 ' 12.90 5081.74 3.13 3.16 6-FFc 1.04 1.25 1.25 0.95 10.51 3.58 13.45 5081.97 3.32 3.39 6-FFc 1.10 1.25 1.25 1.00 10.96 3.72 El. inlet face invert 5078.58 ft El. outlet invert 5077.84 ft El. inlet throat invert 5078.43 ft El. inlet crest 0.00 ft SITE DATA ***** CULVERT INVERT INLET STATION 0.00 ft INLET ELEVATION 5078.58 ft OUTLET STATION 18.74 ft OUTLET ELEVATION 5077.84 ft NUMBER OF BARRELS 1 SLOPE (V/H) 0.0395 ' CULVERT LENGTH ALONG SLOPE 15.00 ft +++++ CULVERT DATA SUMMARY ************************ BARREL SHAPE CIRCULAR ' BARREL DIAMETER 1.25 ft BARREL MATERIAL CONCRETE BARREL MANNING'S n 0. 013 INLET TYPE IMPR SDI CIRC ' INLET EDGE AND WALL, BEVELED EDGES (45-90 DEG WINGWALL) INLET DEPRESSION NONE ***** SIDE -TAPERED CIRCULAR IMPROVED INLET ******* FACE WIDTH 2.50 ft SIDE TAPER (4:1 TO 6:1) (X:1) 6.00 FACE HEIGHT 1.25 ft 1 3 CURRENT DATE: 07-02-1997 FINE DATE: 07-02-1997 ' CURRENT TIME: 16:01:31 FILE NAME: REG-21 TAILWATER ' ******* REGULAR CHANNEL CROSS SECTION SIDE SLOPE H/V (X:1) 4.0 CHANNEL SLOPE V/H (ft/ft) 0.020 MANNING'S n (.01-0.1) 0.035 CHANNEL INVERT ELEVATION 5077.84 ft , CULVERT NO.1 OUTLET INVERT ELEVATION 5077.84 ft ******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL ' FLOW W.S.E. FROUDE DEPTH VEL. SHEAR (cfs) (ft) NUMBER (ft) (f/s) (osf) 0.00 5077.84 0.000 0.00 0.00 0.00 1.50 5078.26 0.566 0.42 2.09 0.53 ' 3.00 5078.39 0.591 0.55 2.48 0.69 4.50 5078.48 0.606 0.64 2.75 0.80 6.00 5078.55 0.617 0.71 2.96 0.89 , 7.50 5078.61 0.626 0.77 3.13 0.97 9.00 5078.67 0.633 0.83 3.27 1.03 10.50 5078.72 0.639 0.88 3.40 1.10 12.00 5078.76 0.644 0.92 3.51 1.15 ' 12.90 5078.79 0.647 0.95 3.59 1.18 15.00 5078.84 0.653 1.00 3.72 1.25 , ROADWAY OVERTOPPING DATA ROADWAY SURFACE PAVED EMBANKMENT TOP WIDTH 10.00 ft CREST LENGTH 100.00 ft OVERTOPPING CREST ELEVATION 5082.00 ft I Culvert 22 CURRENT DATE: 07-03-1997 CURRENT TIME: 08:09:51 C U L V NO. 1 2 3 ' 4 5 6 1 FILE DATE: 07-03-1997 FILE NAME: REG-22 FHWA CULVERT ANALYSIS HY-8, VERSION 6.0 SITE DATA CULVERT SHAPE, MATERIAL, i INLET OUTLET CULVERT ELEV. ELEV. LENGTH (ft) (ft) (£t) 5070.46 5069.84 56.00 BARRELS SHAPE SPAN RISE MANNING MATERIAL (ft) (ft) n 1 RCP 2.00 2.00 .013 INLET TYPE IMPR SDT CIR SUMMARY OF CULVERT FLOWS (cfs) FILE: REG-22 DATE: 07-03-1997 ' ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 5070.46 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5071.31 3.5 3.5 0.0 0.0 0.0 0.0 0.0 0.00 1 ' 5071.64 7.0 7.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5071.97 10.5 10.5 0.0 0.0 0.0 0.0 0.0 0.00 1 5072.32 14.0 14.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5072.66 17.5 17.5 0.0 0.0 0.0 0.0 0.0 0.00 1 ' 5073.00 21.0 21.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5073.52 24.5 24.5 0.0 0.0 0.0 0.0 0.0 0.00 1 5073.97 28.0 28.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5074.17 31.4 28.5 0.0 0.0 0.0 0.0 0.0 2.54 21 ' 5074.24 35.0 28.9 0.0 0.0 0.0 0.0 0.0 5.81 11 5074.00 28.2 28.2 0.0 0.0 0.0 0.0 0.0 OVERTOPPING 1 U 1 100-Year Design Flow= 28.8 cfs (First Filing Design Point 29) SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: REG-22 DATE: 07-03-1997 HEAD HEAD TOTAL FLOW $ FLOW ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 5070.46 0.000 0.00 0.00 0.00 5071.31 0.000 3.50 0.00 0.00 5071.64 0.000 7.00 0.00 0.00 5071.97 0.000 10.50 0.00 0.00 5072.32 0.000 14.00 0.00 0.00 5072.66 0.000 17.50 0.00 0.00 5073.00 0.000 21.00 0.00 0.00 5073.52 0.000 24.50 0.00 0.00 5073.97 0.000 28.00 0.00 0.00 5074.17 -0.002 31.40 0.31 0.99 5074.24 -0.001 35.00 0.30 0.86 <1> TOLERANCE (ft) = 0.010 <2> TOLERANCE (%) = 1.000 I z ' CURRENT DATE: 07-03-1997 FILE DATE: 07-03-1997 CURRENT TIME: 08:09:51 FILE NAME: REG-22 RCP ' 2.00 BY 2.00 (ft)) PERFORMANCE CURVE FOR CULVERT 1 - 1( (ft) DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIIT. OUTLET TW OUTLET TW ' FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) 0.00 5070.46 0.00 -0.62 0-NF 0.00 0.00 0.00 0.00 0.00 0.00 ' 3.50 5071.31 0.85 0.74 1-S2n 0.52 0.65 0.45 0.66 6.76 1.99 7.00 5071.64 1.18 0.99 1-S2n 0.76 0.93 0.77 0.86 6.28 2.37 10.50 5071.97 1.51 1.29 1-S2n 0.95 1.16 0.86 1.00 8.15 2.62 14.00 5072.32 1.86 1.64 1-S2n 1.14 1.34 1.04 1.12 8.44 2.82 ' 17.50 5072.66 2.20 2.04 5-S2n 1.32 1.50 1.34 1.21 7.85 2.98 21.00 5073.00 2.54 2.51 5-S2n 1.53 1.63 1.43 1.30 8.70 3.12 24.50 5073.51 2.90 3.05 2-M2c 2.00 1.74 1.74 1.38 8.48 3.24 ' 28.00 5073.97 3.29 3.51 2-M2c 2.00 1.84 1.84 1.45 9.22 3.35 28.55 5074.18 3.36 3.72 2-M2c 2.00 1.86 1.86 1.51 9.44 3.45 28.89 5074.24 3.40 3.78 2-M2c 2.00 1.87 1.87 1.57 9.53 3.54 El. inlet face invert 5070.46 ft El. outlet invert 5069.84 ft ' El. inlet throat invert 5070.40 ft El. inlet crest 0.00 ft ***** SITE DATA ***** CULVERT INVERT INLET STATION 0.00 ft INLET ELEVATION 5070.46 ft OUTLET STATION 62.00 ft ' OUTLET ELEVATION 5069.84 ft NUMBER OF BARRELS 1 SLOPE (V/H) 0.0100 , CULVERT LENGTH ALONG SLOPE 56.00 ft ***** CULVERT DATA SUMMARY BARREL SHAPE *****+***************+++ CIRCULAR , BARREL DIAMETER 2.00 ft BARREL MATERIAL, CONCRETE BARREL MANNING'S n 0.013 INLET TYPE IMPR SDT CIRC , INLET EDGE AND WALL BEVELED EDGES (45-90 DEG WINGWALL) INLET DEPRESSION NONE ****+ SIDE -TAPERED CIRCULAR IMPROVED INLET FACE WIDTH 4.00 ft SIDE TAPER (4:1 TO 6:1) (X:1) 6.00 FACE HEIGHT 2.00 ft , 1 e I CURRENT DATE: 07-03-1997 CURRENT TIME: 08:09:51 TAILWATER 3 FILE DATE: 07-03-1997 FILE NAME: REG-22 REGULAR CHANNEL CROSS SECTION **************** SIDE SLOPE H/V (X:l) 4.0 CHANNEL SLOPE V/H (ft/ft) 0.010 MANNING'S n (.01-0.1) 0.035 ' CHANNEL INVERT ELEVATION 5069.84 ft CULVERT NO.1 OUTLET INVERT ELEVATION 5069.84 ft UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL FLOW W.S.E. FROUDE DEPTH VEL. SHEAR (cfs) (ft) NUMBER (ft) (f/s) (psf) 0.00 5069.84 0.000 0.00 0.00 0.00 ' 3.50 5070.50 0.431 0.66 1.99 0.41 7.00 5070.70 0.450 0.86 2.37 0.54 10.50 5070.84 0.462 1.00 2.62 0.62 ' 14.00 5070.96 0.470 1.12 2.82 0.70 17.50 5071.05 0.477 1.21 2.98 0.76 21.00 5071.14 0.482 1.30 3.12 0.81 24.50 5071.21 0.487 1.38 3.24 0.86 ' 28.00 5071.29 0.491 1.45 3.35 0.90 31.40 5071.35 0.494 1.51 3.45 0.94 35.00 5071.41 0.498 1.57 3.54 0.98 ROADWAY OVERTOPPING DATA ' ROADWAY SURFACE GRAVEL EMBANKMENT TOP WIDTH 10.00 ft USER DEFINED ROADWAY PROFILE CROSS-SECTION X Y COORD. NO. ft ft 1 0.00 5074.60 2 14.00 5074.00 3 71.00 5074.27 4 95.00 5074.40 1 CULVERT 23 CURRENT DATE: 01-16-1997 CURRENT TIME: 11:23:56 FHWA CULVERT ANALYSIS HY-8, VERSION 6.0 FILE DATE: 01-16-1997 FILE NAME: REG-23 C SITE DATA CULVERT SHAPE, MATERIAL, INLET U L INLET OUTLET CULVERT BARRELS V ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING INLET NO. (ft) (ft) (ft) MATERIAL (ft) (ft) .. TYPE 1 5067.86 5066.17 160.00 2 RCP 3.00 3.00 .013 IMPR SDT CIR 2 3 4 5 6 SUMMARY OF CULVERT FLOWS (cfs) FILE: REG-23 DATE: 01-16-1997 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 5068.76 10.0 0.0 0.0 0.0 0.0 C.0 0.0 0.00 0 5069.17 20.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 5069.48 30.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 5069.67 40.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 5069.92 50.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 5070.20 60.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 5070.47 70.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 5070.74 80.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 5070.96 88.4 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 5071.26 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 OVERTOPPING 100-YEAR DESIGN FLOW-- 88.4 CFS SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: REG-23 DATE: 01-16-1997 HEAD HEAD TOTAL FLOW o FLOW ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 0.00 0.000 0.00 0.00 0.00 5068.76 0.000 10.00 0.00 0.00 5069.17 0.000 20. 00 0.00 0.00 5069.48 0.000 30. 00 0.00 0.00 5069.67 0.000 40.00 0.00 0.00 5069.92 0.000 50.00 0.00 0.00 5070.20 0.000 60. 00 0.00 0.00 5070.47 0.000 70.00 0.00 0.00 5070.74 0.000 80.00 C.00 C.00 5070.96 0.000. 88.40 0.00 0.00 5071.26 0.000 100. 00 0.00 0.00 <1> TOLERANCE (ft) = 0.010 <2> TOLERANCE (o) = 1.000 ' e I 2 1 CURRENT DATE: 01-16-1997 FILE DATE: 01-16-1997 CURRENT TIME: 11:23:56 FILE NAME: REG-23 1 PERFORMANCE CURVE FOR CULVERT 1 - 2( 3.00 (ft) BY 3.00 (ft)) RCP DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW 1 FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) 0.00 5067.86 0.00 -1.69 0-NF 0.00 0.00 0.00 0.00 0.00 0.00 1 10.00 5068.76 0.90 0.17 1-S2n 0.54 0.69 0.49 0.89 6.52 3.14 20.00 5069.17 1.31 0.38 1-S2n 0.77 0.99 0.69 1.16 8.04 3.74 30.00 5069.48 1.62 0.59 1-S2n 0.96 1.23 0.97 1.35 7.61 4.14 1 40.00 50.00 5069,67 5069.92 1.81 2.06 0.82 1.07 1-S2n 1-S2n 1.12 1.26 1.43 1.61 1.03 1.21 1.50 1.63 9.28 9.40 4.45 4.70 60.00 5070.20 2.34 1.35 1-S2n 1.40 1.77 1.42 1.75 9.14 4.92 70.00 5070.47 2.61 1.66 1-S2n 1.54 1.92 1.55 1.85 9.50 5.12 80.DO 5070.74 2.88 2.01 1-S2n 1.67 2.06 1.68 1.94 9.80 5.29 1 88.40 5070.96 3.10 2.32 1-S2n 1.78 2.16 1.79 2..0210.05 5.43 100.00. 5071.26 3.40 2.78 1-S2n 1.93 2.29 1.95 2.11 10.31 5.60 El. inlet face invert 5067.86 ft El. outlet invert 5066.17 ft 1 El. inlet throat invert 5067.78 ft El. inlet crest 0.00 ft ***** SITE DATA ***** CULVERT INVERT 1 INLET STATION 0.00 ft INLET ELEVATION 5067.86 ft OUTLET STATION 168.05 ft OUTLET ELEVATION 5066.17 ft 1 NUMBER OF BARRELS 2 SLOPE (V/H) 0.0101 CULVERT LENGTH ALONG SLOPE 160.00 ft ' ***** CULVERT DATA SUMMARY ************************ BARREL SHAPE CIRCULAR 1 BARREL DIAMETER BARREL MATERIAL 3.00 ft CONCRETE BARREL MANNING'S n 0.013 INLET TYPE IMPR SDT CIRC INLET EDGE AND WALL SQUARE EDGE TOP (26-90 DEG WINGWALL) 1 INLET DEPRESSION NONE ***** SIDE -TAPERED CIRCULAR IMPROVED INLET ******* FACE WIDTH 6.00 ft 1 SIDE TAPER (4:1 TO 6:1) (X:1) 5.38 FACE HEIGHT 3.00 ft 11 1 1 1 CURRENT DATE: 01-16-1997 CURRENT TIME: 11:23:56 3 FILE DATE: 01-16-1997 ' FILE NAME: REG-23 TAILWATER ' ******* REGULAR CHANNEL CROSS SECTION *"**xxxx*"**""* SIDE SLOPE H/V (X:1) 4.0 CHANNEL SLOPE V/H (ft/ft) 0.017 MANNING'S n (.01-0.1) 0.035 CHANNEL INVERT ELEVATION 5066.17 ft CULVERT NO.1 OUTLET INVERT ELEVATION 5066.1-7 ft ******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL FLOW W.S.E. FROUDE DEPTH VEL. SHEAR (cfs) (ft) NUMBER (£t) (f/s) (Psf) 0.00 5066.17 0.000 0.00 0.00 0.00 10.00 5067.06 0.587 0.89 3.14 0.94 20.00 5067.33 0.613 1.16 3.74 2.21 30.00 5067.52 0.629 1.35 4.14 1.41 40.00 5067.67 0.640 '_.50 4.45 1.57 50.00 5067.80 0.649 1.63 4.70 1.71 60.00 5067.92 0.657 1.75 4.92 1.63 70.00 5068.02 0.663 1.85 5.12 1.94 80.00 5068.11 0.669 1.94 5.29 2.04 88.40 5068.19 0.673 2.02 5.43 2.12 100.00 5068.28 0.678 2.11 5.60 2.22 ROADWAY OVERTOPPING DATA ROADWAY SURFACE EMBANKMENT TOP WIDTH ***** USER DEFINED ROADWAY PROFILE CROSS-SECTION X Y COORD. NO. ft ft 1 0.00 5073.50 2 65.70 5073.00 3 77.90 5072.93 4 146.60 5072.50 5 159.60 5072.40 6 183.60 5073.36 PAVED 10.00 ft Culvert 24 ' CURRENT DATE: 04-09-1997 CURRENT TIME: 15:58:34 1 FILE DATE: 04-09-1997 FILE NAME: REG-24 FHWA CULVERT ANALYSIS HY-8, VERSION 6.0 C SITE DATA CULVERT SHAPE, MATERIAL, INLET U L INLET OUTLET CULVERT BARRELS V ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING INLET NO. (£t) (ft) (ft) MATERIAL (ft) (ft) n TYPE 1 5068.66 5068.12 45.00 1 RCP 2.00 2.00 .013 IMPR SDT CIR 2 3 5 6 SUMMARY OF CULVERT FLOWS (cfs) FILE: REG-24 DATE: 04-09-1997 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 5070.96 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5071.05 3.0 3.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5071.12 6.0 6.0 0.0 0.0 0.0 0.0 0.0 0.00 1 ' 5071.25 9.0 9.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5071.42 12.0 12.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5071.65 15.0 15.0 0.0 0.0 0.0 0.0 0.0 0.00 1 ' 5071.92 18.0 18.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5072.24 21.0 21.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5072.61 24.0 24.0 0.0 0.0 0.0 0.0 0.0 0.00 1 ' 5073.04 5073.19 27.0 28.8 27.0 28.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 O.0 0.0 0.00 0.00 1 30 5073.25 28.4 28.4 0.0 0.0 0.0 0.0 0.0 OVERTOPPING t h 1] 100-Year Design Flow= 28.8 cfs (D.P 29) SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: REG-24 DATE: 04-09-1997 HEAD HEAD TOTAL FLOW $ FLOW ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 5070.96 0.000 0.00 0.00 0.00 5071.05 0.000 3.00 0.00 0.00 5071.12 0.000 6.00 0.00 0.00 5071.25 0.000 9.00 0.00 0.00 5071.42 0.000 12.00 0.00 0.00 5071.65 0.000 15.00 0.00 0.00 5071.92 0.000 18.00 0.00 0.00 5072.24 0.000 21.00 0.00 0.00 5072.61 0.000 24.00 0.00 0.00 5073.04 0.000 27.00 0.00 0.00 5073.19 -0.003 28.80 0.81 2.81 <1> TOLERANCE (ft) = 0.010 <2> TOLERANCE (%) = 1.000 1 a CURRENT DATE: 04-09-1997 FILE DATE: 04-09-1997 CURRENT TIME: 15:58:34 FILE NAME: REG-24 PERFORMANCE CURVE FOR CULVERT 1 - 1( 2.00 (ft) BY 2.00 (£t)) RCP DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) 0.00 5070.96 0.00 2.30 0-NF 0.00 0.00 0.00 2.84 0.00 0.00 3.00 5071.05 0.78 2.39 4-FFt 0.48 0.60 2.00 2.84 0.95 0.00 6.00 5071.12 1.11 2.46 4-FFt 0.69 0.86 2.00 2.84 1.91 0.00 9.00 5071.25 1.36 2.59 4-FFt 0.86 1.07 2.00 2.84 2.86 0.00 12.00 5071.42 1.66 2.76 4-FFt 1.02 1.24 2.00 2.84 3.82 0.00 15.00 5071.64 1.96 2.98 4-FFt 1.17 1.40 2.00 2.84 4.77 0.00 18.00 5071.92 2.25 3.26 4-FFt 1.32 1.52 2.00 2.84 5.73 0.00 21.00 5072.24 2.54 3.58 4-FFt 1.49 1.63 2.00 2.84 6.68 0.00 24.00 5072.61 2.85 3.95 4-FFt 1.72 1.72 2.00 2.84 7.64 0.00 27.00 5073.04 3.17 4.38 4-FFt 2.00 1.81 2.00 2.84 8.59 0.00 27.99 5073.19 3.29 4.53 4-FFt 2.00 1.84 2.00 2.84 8.91 0.00 El. inlet face invert 5068.66 ft El. outlet invert 5068.12 ft ' E1. inlet throat invert 5068.60 ft El. inlet crest 0.00 ft ***** SITE DATA ***** CULVERT INVERT ************** INLET STATION 0.00 ft INLET ELEVATION 5068.66 ft OUTLET STATION 51.00 ft OUTLET ELEVATION 5068.12 ft NUMBER OF BARRELS 1 SLOPE (V/H) 0.0106 CULVERT LENGTH ALONG SLOPE 45.00 ft ***** CULVERT DATA SUMMARY ************************ BARREL SHAPE CIRCULAR BARREL DIAMETER 2.00 ft BARREL MATERIAL CONCRETE BARREL MANNING'S n 0.013 INLET TYPE IMPR SDT CIRC INLET EDGE AND WALL BEVELED EDGES (45-90 DEG WINGWALL) INLET DEPRESSION NONE ***** SIDE -TAPERED CIRCULAR IMPROVED INLET ******* FACE WIDTH 4.00 ft SIDE TAPER (4:1 TO 6:1) (X:1) 6.00 FACE HEIGHT 2.00 ft 1 1 1 1 CURRENT DATE: 04-09-1997 CURRENT TIME: 15:58:34 3 FILE DATE: 04-09-1997 FILE NAME: REG-24 TAILWATER CONSTANT WATER SURFACE ELEVATION 5070.96 �Ax,r�r=--�•----=:i e ROADWAY OVERTOPPING DATA ROADWAY SURFACE PAVED EMBANKMENT TOP WIDTH 10.00 ft CREST LENGTH 100.00 ft OVERTOPPING CREST ELEVATION 5073.25 ft I =zy , 1 Culvert 601 CURRENT DATE: 01-20-1999 FILE DATE: 01-20-1999 CURRENT TIME: 13:53:28 FILE NAME: REG-601 ' FHWA CULVERT ANALYSIS HY-8, VERSION 6.0 C SITE DATA CULVERT SHAPE, MATERIAL, INLET U ' L INLET OUTLET CULVERT BARRELS V ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING INLET NO. (ft) (ft) (ft) MATERIAL (ft) (ft) n TYPE 1 5062.00 5061.11 152.00 1 RCP 3.00 3.00 .013 IMPR SDT CIR ' 2 3 4 5 ' 6 ' SUMMARY OF CULVERT FLOWS (cfs) FILE: REG-601 DATE: 01-20-1999 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR ' 5062.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5063.35 10.0 10.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5063.85 20.0 20.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5064.37 30.0 30.0 0.0 0.0 0.0 0.0 0.0 0.00 1 ' 5064.91 40.0 40.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5065.67 50.0 50.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5065.98 60.0 60.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5067.37 70.0 70.0 0.0 0.0 0.0 0.0 0.0 0.00 1 ' 5067.82 73.7 73.7 0.0 0.0 0.0 0.0 0.0 0.00 1 5068.51 90.0 79.5 0.0 0.0 0.0 0.0 0.0 9.98 10 5068.60 100.0 79.8 0.0 0.0 0.0 0.0 0.0 19.31 9 5068.24 77.2 77.2 0.0 0.0 0.0 0.0 0.0 OVERTOPPING ' ' SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: REG-601 DATE: 01-20-1999 HEAD HEAD TOTAL FLOW % FLOW ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 5062.00 0.000 0.00 0.00 0.00 5063.35 0.000 10.00 0.00 0.00 5063.85 0.000 20.00 0.00 0.00 5064.37 0.000 30.00 0.00 0.00 5064.91 0.000 40.00 0.00 0.00 5065.67 0.000 50.00 0.00 0.00 5065.98 0.000 60.00 0.00 0.00 5067.37 0.000 70.00 0.00 0.00 5067.82 0.000 73.70 0.00 0.00 5068.51 -0.005 90.00 0.56 0.62 5068.60 -0.002 100.00 0.87 0.87 <1> TOLERANCE (ft) = 0.010 <2> TOLERANCE ($) = 1.000 1 FL3 1 2 ' CURRENT DATE: 01-20-1111 CURRENT TIME: 13:53:28 FILE FILE DATE: NAME: 01-20-1999 REG-601 PERFORMANCE CURVE FOR CULVERT 1 - 1( 3.00 (ft) BY 3.00 (ft)) RCP 1 DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. 1 (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) 0.00 5062.00 0.00 -0.89 0-NF 0.00 0.00 0.00 0.00 0.00 0.00 10.00 5063.35 1.35 1.18 1-S2n 0.91 0.99 0.79 0.66 6.65 1.77 1 20.00 5063.85 1.85 1.61 1-S2n 1.32 1.43 1.23 0.95 7.34 2.16 30.00 5064.37 2.37 2.14 1-S2n 1.67 1.77 1.57 1.16 8.00 2.42 40.00 5064.91 2.91 2.78 1-S2n 2.03 2.06 1.96 1.34 8.21 2.62 1 50.00 5065.67 3.44 60.00 5065.98 3.98 3.67 2-M2c 3.87 2-M2c 2.48 2.29 3.00 2.49 2.29 2.49 1.50 1.64 8.64 9.61 2.78 70.00 5067.37 4.55 5.37 2-M2c 3.00 2.65 2.65 1.76 10.63 2.92 3.05 73.70 5067.82 4.77 5.82 2-M2c 3.00 2.71 2.71 1.81 10.98 3.09 79.47 5068.51 5.13 6.51 2-M2c 3.00 2.80 2.80 1.98 11.65 3.25 1 79.81 5068.60 5.15 6.60 2-M2c 3.00 2.80 2.80 2.08 11.69 3.35 El. inlet face invert 5062.00 ft El. outlet invert 5061.11 ft 1 El. inlet throat invert 5061.96 ft El. inlet crest 0.00 ft ***** SITE DATA ***** CULVERT INVERT ************** 1 INLET STATION 0.00 ft INLET ELEVATION 5062.00 ft OUTLET STATION 160.06 ft 1 OUTLET ELEVATION NUMBER OF BARRELS 5061.11 1 ft SLOPE (V/H) 0.0056 CULVERT LENGTH ALONG SLOPE 152.00 ft 1 ***** CULVERT DATA SUMMARY ************************ BARREL SHAPE CIRCULAR BARREL DIAMETER 3.00 ft BARREL MATERIAL CONCRETE 1 BARREL MANNING'S n 0.013 INLET TYPE IMPR SDT CIRC INLET EDGE AND WALL BEVELED EDGES (45-90 DEG WINGWALL) 1 INLET DEPRESSION NONE ***** SIDE -TAPERED CIRCULAR IMPROVED INLET ******* 1 FACE WIDTH SIDE TAPER (4:1 TO 6:1) (X:1) 6.00 ft 5.38 FACE HEIGHT 3.00 ft 1 1 11 1 d _2-+ 1 3 CURRENT DATE: 01-20-1999 FILE DATE: 01-20-1999 ' CURRENT TIME: 13:53:28 FILE NAME: REG-601 TAILWATER ******* REGULAR CHANNEL CROSS SECTION BOTTOM WIDTH 6.00 ft SIDE SLOPE H/V (X:l) 4.0 CHANNEL SLOPE V/H (ft/ft) 0.013 MANNING'S n (.01-0.1) 0.060 ' CHANNEL INVERT ELEVATION 5061.11 ft CULVERT NO.1 OUTLET INVERT ELEVATION 5061.11 ft ******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL ' FLOW W.S.E. FROUDE DEPTH VEL. SHEAR (cfs) (ft) NUMBER - (ft) (f/s) (psf) 0.00 5061.11 0.000 0.00 0.00 0.00 ' 10.00 5061.77 0.385 0.66 1.77 0.53 20.00 5062.06 0.392 0.95 2.16 0.77 30.00 5062.27 0.396 1.16 2.42 0.94 40.00 5062.45 0.398 1.34 2.62 1.09 ' 50.00 5062.61 0.401 1.50 2.78 1.22 60.00 5062.75 0.403 1.64 2.92 1.33 70.00 5062.87 0.404 1.76 3.05 1.43 ' 73.70 5062.92 0.405 1.81 3.09 1.47 90.00 5063.09 0.407 1.98 3.25 1.61 100.00 5063.19 0.406 2.08 3.35 1.69 ' ROADWAY OVERTOPPING DATA , ROADWAY SURFACE PAVED EMBANKMENT TOP WIDTH 43.00 ft ***** USER DEFINED ROADWAY PROFILE CROSS-SECTION X Y COORD. NO. ft ft 1 0.00 5069.05 2 31.18 5068.74 ' 3 130.20 5068.24 4 531.18 5076.44 t Culvert 603 CURRENT DATE: 08-15-1997 CURRENT TIME: 08:43:43 C ' U L V NO. ' 1 2 3 ' 4 5 6 1 FILE DATE: 08-15-1997 FILE NAME: REG-603 FHWA CULVERT ANALYSIS HY-8, VERSION 6.0 SITE DATA CULVERT SHAPE, MATERIAL, INLET INLET OUTLET CULVERT ELEV. ELEV. LENGTH (ft) (ft) (ft) 5047.00 5045.84 184.00 BARRELS SHAPE SPAN RISE MANNING MATERIAL (£t) (ft) 1 RCP 3.00 3.00 .013 INLET TYPE IMPR SDT CIR 1 SUMMARY OF CULVERT FLOWS (cfs) FILE: REG-6C3 DATE: 08-15-1997 ' ELEV (ft) TOTAL 1 2 3 ': 5 6 ROADWAY ITR 5047.00 0.0 0.0 0.0 0.0 ^.0 0.0 0.0 0.00 1 5048.20 8.0 8.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5048.70 16.0 16.0 0.0 0.0 0.0 0.0 0.0 0.00 1 ' 5049.04 24.0 24.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5049.48 32.0 32.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5049.91 40.0 40.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5050.58 48.0 48.0 0.0 0.0 0.0 0.0 0.0 0.00 1 5051.00 56.0 56.0 0.0 0.0 0..1 0.0 0.0 0.00 1 5051.54 64.0 64.0 0.0 0.0 0.0 0.0 0.0 0.00 1 ' 5052,12 5052.28 69.3 80.0 67.3 68.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.56 10.43 12 4 5052.05 67.1 67.1 0.0 O.0 0.0 0.0 C.0 OVERTOPPING SUMMARY OF ITERATIVE SOLUTION ERRORS HEAD HEAD ELEV (ft) ERROR (ft) 5047.00 0.000 5048.20 0.000 ' 5048.70 0.000 5049.04 0.000 5049.48 0.000 ' 5049.91 5050.58 0.000 0.000 5051.00 0.000 5051.54 0.000 5052.12 -0.005 ' 5052.28 -0.007 <1> TOLERANCE (ft) = 0.010 FILE: REG-603 DATE: 08-15-1997 TOTAL FLOW FLOW FLOW (cfs) ERROR (cfs) ERROR 0.00 0.00 0.00 8.00 0.00 0.00 16.00 0.00 0.00 24.00 0.00 0.00 32.00 0.00 0.00 40.00 0.00 0.00 48.00 0.00 0.00 56.00 0.00 O.CO 64.00 0.00 0.00 69.30 0.41 0.59 80.00 0.78 0.97 <2> TOLERANCE M = 1.000 I 2 CURRENT DATE: 08-15-1997 FILE DATE: 08-15-1997 CURRENT TIME: 08:43:43 FILE NAME: REG-603 ' PERFORMANCE CURVE FOR CULVERT 1 - 1( 3.00 (ft) BY 3.00 (ft)) RCP DIS- HEAD- INLET OUTLET , CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) ' 0.00 5047.00 0.00 -1.16 0-NF 0.00 0.00 0.00 0.00 0.00 0.00 8.00 16.00 5048.20 5048.70 1.20 1.70 0.83 1.18 1-S2n 1-S2n 0.79 1.14 0.89 1.27 0.69 1.07 0.85 1.10 6.46 7.04 2.77 3.30 ' 24.00 5049.04 2.04 1.58 1-S2n 1.43 1.57 1.37 1.28 7.60 3.65 32.00 5049.48 2.48 2.06 1-S2n 1.71 1.83 1.63 1.43 8.15 3.92 40.00 5049.91 2.91 2.62 1-S2n 1.98 2.06 1.86 1.55 8.72 4.14 48.00 5050.58 3.33 3.58 2-M2c 2.29 2.25 2.25 1.66 8.47 4.34 t 56.00 5051.01 3.76 4.01 2-M2c 3.00 2.42 2.42 1.76 9.15 4.51 64.00 5051.54 4.20 4.54 2-M2c 3.00 2.55 2.55 1.85 10.03 4.66 67.33 5052.13 4.39 5.12 2-M2c 3.00 2.60 2.60 1.91 10.37 4.76 68.79 5052.29 4.47 5.29 2-M2c 3.00 2.63 2.63 2.01 10.51 4.93 ' El. inlet face invert 5047.00 ft El. outlet invert 5045.84 ft El. inlet throat invert 5046.95 ft El. inlet crest 0.00 ft ' ***** SITE DATA ***** CULVERT INVERT ************** INLET STATION 0.00 ft INLET ELEVATION 5047.00 £t OUTLET STATION 192.06 ft OUTLET ELEVATION 5045.84 ft NUMBER OF BARRELS 1 SLOPE (V/H) 0.0060 CULVERT LENGTH ALONG SLOPE 184.00 ft ***** CULVERT DATA SUMMARY BARREL SHAPE CIRCULAR BARREL DIAMETER 3.00 ft BARREL MATERIAL CONCRETE BARREL MANNING'S n 0.013 INLET TYPE IMPR SDT CIRC INLET EDGE AND WALL BEVELED EDGES (45-90 DEG WINGWALL) INLET DEPRESSION NONE ***** SIDE -TAPERED CIRCULAR IMPROVED INLET ******* FACE WIDTH 6.00 ft SIDE TAPER (4:1 TO 6:1) (X:1) 5.38 FACE HEIGHT 3.00 ft L ' CURRENT DATE: 08-15-1997 CURRENT TIME: 08:43:43 1 TAILWATER 3 FILE DATE: 08-15-1997 FILE NAME: REG-603 +++++++ REGULAR CHANNEL CROSS SECTION **************** SIDE SLOPE H/V (X:1) 4.0 CHANNEL SLOPE V/H (ft/ft) 0.014 MANNING'S n (.01-0.1) 0.035 ' CHANNEL INVERT ELEVATION 5045.84 ft CULVERT NO.1 OUTLET INVERT ELEVATION 5045.84 ft ***+**+ UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL FLOW W.S.E. FROUDE DEPTH VEL. SHEAR (cfs) (ft) NUMBER (ft) (f/s) (psf) 0.00 5O45.84 0.000 0.00 0.00 0.00 8.00 5046.69 0.530 0.85 2.77 0.74 16.00 5046.94 0.553 1.10 3.30 0.96 24.00 5047.12 0.568 1.28 3.65 1.11 32.00 5047.27 0.578 1.43 3.92 1.24 ' 40.00 5047.39 0.586 1.55 4.14 1.35 48.00 5047.50 0.593 1.66 4.34 1.44 56.00 5047.60 0.598 1.76 4.51 1.53 ' 64.00 5047.69 0.603 1.85 4.66 1.61 69.30 5047.75 0.607 '-.91 4.76 1.66 80.00 5047.85 0.612 2.01 4.93 1.75 1 11 1 ROADWAY OVERTOPPING DATA ROADWAY SURFACE EMBANKMENT TOP WIDTH CREST LENGTH OVERTOPPING CREST ELEVATION PAVED 1.00 ft 30.00 ft 5052.05 ft I 1 11 1 1 1 1 1 1 1 1 1 1 1 C� 1 1 1 9 1 I Explanation of Sto= Sewer Output and Profiles I The output found in this section (Section G) is from the computer model "Storm Sewer" by Eagle Point Software. The fourth column in the output table gives the pipe length in feet. This is the actual length of pipe and is not the ' distance from centerline to centerline of adjacent structures. If a flared end section is located at the end of the pipe its length is also included in the pipe length. ' The pipe lengths given on the plan and profile sheets are also the actual length of pipe. The stationing of manholes and inlets are given from centerline to centerline of ' adjacent structures. 1 I 1 GI I W w 0 0 I .i l7 I W w I o 0 I a � I VI .y N I aJ I O N U ❑ w I F I til S •. m F t m m ❑ z I N 7 ❑ I m I O a I o z w I I 1 1 lh I � a 1 o i � a I o 2 W I I I I O 1 � C I ❑ I r I � E I o C W I I I N I N a I ❑ I r I � E 1 0 N L 1 N I I I m I N > a I m m I I I I c I r I G I vt ❑ I t0 I o N1J I N W I O I O I a I� 7 I � I o (il W I m 1-1 w I I I 4' N N I U w a a I 4 J+ d F H I U N I I I o E •+ v I o ++ a N I N W N C I m C I c a I V I O D 4 I N I N I P 3 W I m W W N N L I I c u I M O I v D W N I P N W I PE I N I 3 K d I O V UI I a ril 1J In I N / ❑ Ol O W I 01 F U I D \ I 4] \ 4 x o I z a tv 3 [u H V Q N U I fu y ❑ G In I .I M N I I a ❑ I d 1 1 i 1 1 II Io I � G I ❑ ❑ w I GZ N I I W W I O O I N r U ❑ w I F I m F W I lD m ❑ £ t c i m 3 E ❑ I �O I O 1•J L I �(1 2 W I I I I V I M a I � I r I � U• Y I N $ W 1 I I I O 1 � G 1 ❑ I r I LD E I o N Y I N a W I I I I N I � a I � I r I � E I o .i L I vl a W I I I I m I M > a I I I I c I I r C I m ❑ I �D I O W 1 1 I O 1 O a I e O I b I O ryY I N W I I I M I N N N I U 1 a s I W o N T C I N O Oi F M I U •--I 1 d ❑ N I rl �M I c a I V 1 o D 1+ v I m v v w a w l rn E I c u 1 u v I � 2 a W i P F L U I G d I ; a I m N U O I m H m JJ Vi I tO / ❑ m F U I D \ I N r 1 N O I W \ I z a 1 O •• I W 3 W W Q N U I fu Z ❑ C N I ti a ❑ I a G � L u I I I I I 1 1 L 1 I 11 .� r+ a 4 1 (gj)UOT4leAatJ 1 x a 0 a V O o m o+ f 1 1 1 1 1 1 1 G_G I N P m I f-I c W a I o 0 O I fr N C� N I o o c l: I I N v' l0 ✓I i+] I m m N ❑ E m m m I 000 ^ = h I I 00, a I © m m E I 000 z w I I I I o 0 0 - I m P I I m m m E I o G 0 1 N N h I I 1 I P N m > a I c-. 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I I wl� 1 I � O I m N m I C m h h I C O V J a:J I I I V I r r U N I n vl _ I I I I om o a � I r I r r a I o 0 _ 1 I `n m c I O I m o I � G E I o c I ti I m 6 a � I o O E i o 0 �4J I tll 7 w I I I I w r I r > a I H I o c I N m c` N I c 1 m r G I r I I I I m � I O Ll I a I r J I ^ I o 0 W I - I N 0 I p 0 U a s I E r I I � I o o c r 1 v n I 1 G r 1 L I m rvl / n o u I I u G I i O C I G� V VI N I U I i G a �,I r w I 4 F I 1 c z I N I J i O 4 I c E O I \ I I \ I I _ � 1 I 1 N m o O —7 / I w o a 0 I Vi F L1 I N l9 C C - 1 1 r OO N N x w I 1 a I ' r r i o 0 x w I I I I O ti I N m I T O 1 r m E I o 0 C w I I I I m m 1 I ' I O O I m O I O O r� I I v, r 1 r N > a c-+ i o 0 I 1 1 � m 1 N 1 0 1 r r 1 O O 1 1 1 m m 1 o N a I I r > 1 r 1 0 0 � I N I I G 1 I s- lao �r N I O O 4 6 m I 9 GI 1 c: ic rn I m rl p+ CI I c 3 I L G N 1 I / I � U :� v I mN ❑r 1 I O (v I I r � G I 3t. 1 1 � G VI I ti N N 1 I 1 a ,:�7--�/ o Y J N U V 1 J V a - - I I I - I co I NI , IT p oRl � �i)��i�. �� 9[ J N r N N r N 1 Q G i O 7 v N N m I m y�nr Q I I l0 N r a I o 0 0 0 (7 yI N N h m I I I I Nor o O I m c J' L I ill 7 N i[l w I I I N N r I 0 m l0 N a I Z I lJ � m l0 E l o 0 0 0 5 w I I O (\ N N � i mv� iom I lJ �0 l7 r E I O o 0 0 z 1 1 I I c v O� 1p Q o .y N: ✓ VI M I I I I Q I NNmin Dolor l Coco rvy V I I I I O m N O I tJ N m I c I N Nr�o � I m Dior l o 0 0 0 w I CI U' I J U U U ~ I l 0000 v l o 0 0 0 a m I C I m O m N C C .ti I m m I dN J I m ] w I 1 Immmr N I N 1 Q N I W 1 I I m Ol 'V N O I m 0 N o � N I 0.11 F U I N I v U I VI I ti tl m c aN I I I I I c Imamm .. m 00 0 n N .i G —/ o/ 9 I I ww I o C 11' 1 O O N O v I �N1rt NN .. .Ic I ❑ � V 1 4 1 1 m f J I N l0 N c V I l'J 'V r r VJ 2 W I I I I m v v O m I O m m L I I l0 l9 19 r l9 2 c+ I I I N N NI O I m m l9 N N a I J I V l9 m V' to „00000 r✓ N ul N N :fl C W I I I ON N N N I O m C) p m C I 1 �o io�ru E 1 0 0 0 0 0 W I N N N N N z 1 1 I 1 r-ip mN > a yI OO.INO VI cp 1 1 I I N t9 O O ti I Nm c00 N O, I N N Ol m t�1 J i io iomr io I O O o O O .� I NNN Nttl ti w I I I I c V^ N m O C N N O M p 0 0 b 1 0 0 0 0 0 [il L I N N N N N 4 W I N I N I � N N I U U 'JJ U U O m T � i U U U U V m I I ao 1 O o 0 0 0 L f-I N I O O O O O 4 a a w O m N m I' 4 l 0 o m o r a u I c 3 I v � I u o a 1 V' N c N O N In m 1 a cN Z N I 10 a N I N I 4 4 I U � T N N c O N U O' I mmo.-m ern O W 1 l0 f`l r1 G1 _ I 1N I O N I 4 \ I d 1 i fil � fi I V I � G N U I 4 Z O W 0 I I 1 I I 1 1 c a c m a I o u l m N N l I m o 0 0 U 7 I I I I N N O O O I I o o .. o 0 Y I I p I N m 0 0 m J I l7 m N N m N, I C\ I T m m m l0 I u I > w I i C I N m O O m N I OV m NV 41 I .y > W I I I I mN-� Om I t0 T v O N � L I 4 a w I iJ O W I i IV O O O I m N N O N L I O au I W I i 1 v�oo -o I CI N N J N L I 1 NN.r .+.+ aW I � J I I li I I I I I 1 i 1 11 1 i i 1 0 1 1 1 1 i 1 i i 1 I I to 271. 8 11 m io 71 I� i IIV �11) 110 11leA,9Jrj n' 11 a� V ❑ w I N � c I m 3 F ❑ I m c 2 w � I I o a I � I � � I c I o L W I N I o I � c I c I C� E I c I o I N KW W I I I I T. I � a I � to I 1 E I o I I � � � I I O •y !/� M I I I C ^ I m I I o 4 N 17 w I I ti I I p �U I Nl d Im � I _ I O n W I I � y I 2 I N N N I U T N -f .^-• F G I U h I II G+ r I _ I + P Y I � 3 M E I � v I m i W U I r c I z v I a o aml a o• u I v= I 1 U C im hV I u I .Y � ❑ r p�JI w I m r r�. I v o I y I z z I O •- I � J I I F~i [il Q U .] ❑ I I I C ez:;—'_/ 1 O 1 � „L I J I O QJ 1 O Oc. 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B VERT. CONTROL O 5101,28 VERTICAL CONTROL ONLY 0 TRANSMISSION TOWER 100 0 IQO 200 - 300 SCALE-I"-10d CONTOUR INTERVAL 2 FEET TOPOGRAPHY ON THIS MAP COMPLIES WITH NATIONAL MAP ACCURACY STANDARDS. TOPOGRAPHY COMPILED BY PHOTOGRAMMETRIC METHODS FROM 153O9rrm.F. L VERTICAL AERIAL PHOTOGRAPHY EXPOSED ON APRIL 9,1982. DAS JOB NO. 4705 LL1 M(PO Y1Y1112BB136. 1112. sw 15-F 59