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CT 13-05; STATE STREET TOWNHOMES; DRAINAGE REPORT; 2014-10-23
TABLE OF CONTENTS Introduction .1 Hydrologic Analyses .2 • Hydraulic Analyses ....................................................... .......................................................................... 3 Conclusion ...........................................................................................................................................3 S NormalDepth Results ................................................................. ........................................................ 3 APPENDIX • • A. 100-Year Rational Method Analyses and Supporting Data. MAP POCKET S S • S Proposed Condition Rational Method Work Map • S INTRODUCTION The State Street Townhomes project is a proposed high-density residential subdivision that will consist of 47 two and three story airspace townhomes on a 1.89 acre site. The project is located along the west side of State Street (at 2531 to 2601 State Street) just south of Laguna Drive. The site currently contains commercial/light-industrial development spread across five adjacent parcels (Assessor's Parcel Number's 155-200-07 as well as 203-054-19, 20, 21, and 22). The existing development will be demolished for the proposed project. Under pre-development conditions the site is nearly entirely impervious. Under post-development conditions, the pervious area will be increased by a significant amount due to the use of permeable payers on the drive aisles and some walkways as well as from the landscape areas. Consequently, detention was not a condition of entitlements. MARRON RD. 'p - 5" c>_• LAGUNA DR. . cr 'p C) - PROJEC SITE PACIFIC • J OCEAN •. C) NOT TO • -43k3-- SCALE VICINITY MAP . According to the November 2013, 2531-2589 State Street Preliminary Hydrology Report,. by RBF Consulting, the existing site runoff sheet flows onto the adjacent San Diego Northern Railroad property and City of Carlsbad public alley to the west. Runoff in the rail property flows along the tracks and towards Buena Vista Lagoon. Runoff within the alley flows to the alley's cul-de-sac and enters a grated catch basin that connects to an existing 66-inch RCP storm drain that bisects the site. The existing 66-inch storm drain ultimate discharges to the lagoon. There are no existing stormwáter BMPs serving the site. Under post-project conditions, a series of proposed drainage systems (underground storm drains, catch basins, inlets, swales, curbs, gutters, and drive aisles) will be constructed to serve the site. Each of the systems connects to the existing 66-inch RCP that is aligned west to east through the middle of the site. This report contains drainage analyses for the final engineering plans by Adams-Streeter Civil Engineers, Inc. (Adams-Streeter). Hydrologic analyses were performed to determine the post- project 100-year flow rates at the site. Initial normal depth hydraulic analyses are included in the hydrologic output for the purposes of sizing the private storm drain pipes and are based on the available design drawings to-date. These hydraulic analyses will be refined in a subsequent submittal. HYDROLOGIC ANALYSES : Hydrologic analyses were performed to determine the 100-year flow rates under post-project (proposed) conditions. Pre-project analyses were not prepared because they are included in the: entitlement drainage report and because detention is not required. The County of San Diego's 2003 Hydrology Manual rational method procedure was used for the 100-year hydrologic analyses. The rational method input parameters are summarized below and the supporting data is included in Appendix A. Precipitation: The 100-year, 6- and 24-hour precipitation values are 2.6 and 4.5 inches, respectively. I Drainage areas: The drainage basins were delineated from the base topography and the grading plans by Adams-Streeter. A site investigation was performed to verify the site conditions. See the Proposed Condition Rational Method Work Map in the map pocket for the basin boundaries, rational method node numbers, and basin areas. Hydrologic soil groups: The hydrologic soil groups were determined from the Natural Resources Conservation Service's (NRCS) Web Soil Survey. The soil group in the study area is entirely type A. • • Runoff coefficients: The project will create 47 detached residential units on an overall 1.81 acre drainage area (or 26.0 DU/A), so the High Density Residential (43.0 DU/A or less) category was conservatively chosen for the entire proposed development area. Note that the permeable payers will reduce the impervious percentage. Nonetheless, the 43.0 DU/A category was selected. The overall site area is relatively small, so a conservative runoff coefficient will not appreciably impact the storm drain design. • • FlOw lengths and elevations: The flow lengths and elevations were obtained from the base • topography and engineering plans. S • S 2 two pipes 'An alternative alignment will connect theses to the 66-inch RCP near 70 (South) Table 1. 100-Year Rational Method Results at Connection to 66-inch RCP Node Number ac Rate, cfs , '100-Year Flow 70 (North) 1.08 ' ' 4.1 Rational Method Drainage Area, 70 (South) 0.55 • 2.1 104' 0.10 0.5 114' • 0.09 0.5 The project proposes many small storm drain laterals to collect storm runoff from planters, landscape areas, etc. Rather than analyze each small area (which are each less than 0.01 acres), several areas were grouped together at various locations throughout the site to create a drainage subarea that covers at least 0.01 acres. The subarea runoff is added to the receiving storm drain sytem at the upper end of the contributing laterals, which, will result in a conversative flow rate, for pipe sizing purposes, i.e., the actual flow contribution from the laterals is downstream of the point where the flow is added to the storm drain system. The Proposed Condition Rational Method Work Map shows that many of the roof areas cover 0.01 acres. At some locations (such as Nodes 96, 98, 102, and 112), several roofs were added together and entered as a single subarea at the node, e.g., the subarea flow into Node 102 is 0.08 acres, which represents nine 0.01 acre roofs that contribute flow to the storm drain below this, node. , The proposed condition rational method results are included in Appendix A and summarized ,in Table I for the four connection points to the existing 66-inch RCP. HYDRAULIC ANALYSES The proposed on-site storm drain systems will be private. As a result, the systems can be sized using normal depth analyses. Normal depth analyses are provided at the back of this report for 6- ,8-, and 12-inch pipes at 1 and 2 percent slope. Adams-Streeter will use the results to confirm the storm drain sizes on their plans. CONCLUSION m Hydrologic and hydraulic have been performed for State Street Townhomes. project by Adams- Streeter. This report accompanies the final engineering submittal. The analyses provide the guidelines for Adams-Streeter to use in confirming the private storm drain facility sizes on their plans. 3 4 - r - - 1_ . -' - i ... .-.- .. 4. - . .. ,. I r • Worksheet for 6" Circular Pipe ©1% -' [gject Description I Fnction Method Manning Formula Solve For Full Flow Capacity nput Data I Roughness Coefficient . 0.013 Channel Slope 001000 Normal Depth 0.50 ft Diameter 0..50 ft Discharge 0.56 ft3ls i [Results . .• - DisOharge - - .. - . - 0.56 ft 3/S Normal Depth 0.50 ft Flow Area. ..-.- -. 0:20 . ft2 •- .-.: Wetted Perimeter - 1.57- ft - r, Hydraulic Radius - 0.13 ft Top Width . 0.00 It Critical Depth - 0.38 ft Percent Full I 100.0 Critical Slope 001155 ft/ft Velocity '2.86 ft/s Velocity Head 0.13 ft Specific Energy ' 0.63, ft Froude Number 0.00 Maximum Discharge 0.60 ft3/s Discharge Full 0.56 ft3ls Slope Full 001000 ft/ft Flow Type • SubCritical - [GVF InpufData Downstream Depth 000 ft Length 000 ft Number Of Steps 0 LGVF Output Data Upstream Depth - -. ..1-4 ••• -4-. .---,.--- . -;--. - . - 0.00 ft - .• -V. . * . 4 4• • .. - 4V 4 . Profile Description • Profile Headloss ., 000 ft ., Average End Depth Over Rise • •,. - . 0.00 % . - r- • • 1, -' - -, . ----V . f •, .• t . ..... -'V. - • - - V_fr - ..- ; Bentley Systems; Inc. Haestad Methods V8i (SELECTseries 1) [08 M01.031 10/23/2014 2:56:09 PM 27 Siemons Company Drive Suite 200W Watertown CT 06795 USA +1-203-755-1666 Page 1 of 2 ---V_f f - ': •-- V -4. ...- - .- -, - -. 4..- 4 ---V. • • --•t- 4 _•.i.,_ -'-- - 4 -- • - -- - .--:. - • - - - - - f- - l, Worksheet for 8" Circular Pipe © 1% [pjettDescription S Friction Method Manning Formula Solve For •. Full Flow Capacity nputData . Roughness Coefficient 0.013 Channel Slope 0.01000 ft/ft Normal Depth 0.67 ft Diameter 0.67 ft Discharge . 1.21 ft3ls • suits . . Discharge 1.21 ft3/s Normal Depth 0.67 ft Flow Area . 0.35 ft2 Wetted Perimeter . . 1 2.09 ft Hydraulic Radius 0.17 ft Top Width 0.00 ft Critical Depth . 0.52 ft Percent Full S 100.0 % Critical Slope . •• 0.01099 ft/ft 5; Velocity 3.46 ftls Velocity Head . . 0.19 ft Specific Energy . 0.85 ft Froude Number 0.00 Maximum Discharge 1.30 ft3/s Discharge Full • • . 1.21 ft3/s Slope Full •• 0.01000 ft/ft Flow Type S S SubCritical • • [GVF Input Data •• .1 Downstream Depth • 0.00 ft • • Length S S • 5 0.00 ft • Number Of Steps . 0 [GVF Output Data . Upstream Depth • S • 0.00 ft • 5; 'Profile Description • : • = .•. S S Profile Headloss - - .0.00 ft S • Average End Depth Over Rise •• S 0.00 % • Bentley Systems, Inc. Haestad Methods SileSldwfv1aster V8i (SELECTseries 1) L08.11..01.031 10/2312014 2:57:48 PM, 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-755-1666 Page 1 of 2 Worksheet for 12" Circular Pipe © 1% Project Description . Friction Method Manning Formula S Solve For Full Flow Capacity [input Data Roughness Coefficient • 0.013 Channel Slope 0.01000 ft./ft S Normal Depth 1.00 ft Diameter 1.00 ft Discharge 3.56 ft3ls [Results . Discharge . 3.56 ft3/s Normal Depth 1.00 ft Flow Area . 0.79 ft2 . S. Wetted Perimeter 3.14 ft Hydraulic Radius 0.25 ft Top Width :' . 0.00 ft Critical Depth . 0.81 ft Percent Full . 100.0 % Critical Slope 0.01032 ft/ft Velocity 4.54 ft/s Velocity Head ' 0.32 ft Specific Energy ' 1.32 ft Froude Number . 0.00 Maximum Discharge 3.83 ft3/s . Discharge Full 3.56 ft'/s Slope Full 0.01000 ft/ft Flow Type SubCritical '[3VF Input Data ' Downstream Depth • 5 . 0.00 ft Length 0.00 ft : Number Of Steps S S '• VFOutputOata • S • Upstream Depth ' ' 0.00 ft S S Profile Description Profile Headloss ' 0.00 ft S • Average End Depth Over Rise' 0.00 % Bentley Systems, Inc. Haestad Methods SthtleçIdwMaster V8i (SELECTseries 1) t08.11.01.031 :10/23/2014 2:58:36 PM 27 Siemons Company Drive Suite 200W Watertown, CT 06796 USA +1-203-755-1666 Page • 1 of 2 • • • Worksheet for 6" Circular Pipe @2% Project Description .' Friction Method Manning Formula Solve For Full Flow capacity [input Data . . - . Roughness Coefficient 0.013 Channel Slope 0.02000 ft/ft Normal Depth , 0.50 ft Diameter 0.50 ft Discharge 0.79 ft3/s [Results . Discharge . . . 0.79 ft3/s Normal Depth . . 0.50 ft Flow Area . . 0.20 ft2 Wetted Perimeter . . 1.57 ft . Hydraulic Radius . 0.13 .ft Top Width . . 0.00 ft .: Critical Depth . 0.44 ft Percent Full . 100.0 % . Critical Slope . 0.01788 ft/ft Velocity . . 4.04 ft/s Velocity Head . . 0.25 ft. Specific Energy . . 0.75 ft Froude Number . . . . 0.00 Maximum Discharge •. . . 0.85 ft3/s Discharge Full . . - 0.79 ft3/s Slope Full . . . 0.02000 ft/ft . . . . Flow Type SubCritical [GVF Input Data Downstream Depth . 0.00 ft Length • 0.00 ft • • Number Of Steps 0 •• Output Data . . : : • Upstream Depth 0 00 ft Profile Description - . • I . . • •. Profile Headloss ••• . 0.00 ft . • Average End Depth Over Rise . . 0.00 % . . Bentley Systems, Inc. Haestad Methods (SELECTseries 1) [08.11.01.03] 10/23/2014 2:59:24 PM 27 Siemons Company Drive Suite 200W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 • •• Worksheet for 8" Circular Pipe @2% [Project Description - 1 Friction Method Manning Formula Solve For Full Flow Capacity [input Data . Roughness Coefficient 1 0.013 - Channel Slope 0.02000 ft/ft Normal Depth 0.67 ft Diameter . 0.67 ft Discharge 1.71 ft3/s '[Results . . Discharge . . . . . . 1.71 ft3/s . Normal Depth . S 0.67 ft . . Flow Area 0.35 ft2 . S. Wetted Perimeter . 2.09 ft . Hydraulic Radius 0.17 ft . Top Width . S 0.00 ft Critical Depth .. . 0.60 ft Percent Full . . 100.0 % . . Critical Slope 0.01761 ft/ft Velocity . 4.90 ft/s • • - Velocity Head S. 0.37 ft . . Specific Energy 1.04. ft Froude Number . 0.00 Maximum Discharge . 1.84 ft3/s . .-Discharge Full . 1.71 ft3ls -Slope Full . . . 0.02000 ft/ft . . . .. Flow Type SubCritical : [GVF Input.Data . Downstream Depth 0.00 ft . Length • • . .. S 0.00 ft : •. • 55 5 Number Of Steps . 0 VF Output Data .- . . S S • Upstream Depth 0.00 ft Profile Description • . S • . .. Profile Headloss • : • • : 0.00 ft • S : • Average End-Depth Over Rise .,. . - 0.00 . S • Bentley Systems, Inc. Haestad Methods ScdiIçIdwMasterV8i (SELECTseries 1) [08.11.01.03] 1012312014 3:00:41 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-755-1666 • Page 1 of 2 Worksheet for 12" Circular Pipe @2% Project Description 1 Friction Method Manning Formula Solve For . Full Flow Capacity [Input Data 1 Roughness Coefficient 0.013 Channel Slope : .. 0.02000 ftJft Normal Depth : 1.00 ft Diameter 1.00 ft Discharge 5.04 ft3/s rResults Discharge 5.04 ft3/s Normal Depth 1.00 ft Flow Area . : : 0:79 ft2 Wetted Perimeter 3.14 ft Hydraulic Radius . 0.25 ft Top Width 0.00 ft S Critical Depth . 0.92 ft Percent Full S 100.0 % Critical Slope 0 01737 ft/ft Velocity 6.41 ftis S •• Velocity Head 5 0.64 It S . Specific Energy 5 5 1.64 ft S Froude Number . 0.00 Maximum Discharge 5 5.42 ft3/s Discharge Full 5.04 113/s Slope Full S : 0.02000 ft/ft S S • Flow Type SubCritical -. GVF Input Data 111 Downstream Depth 0.00 ft S • Length • •• • 0.00 It • . 5 Number Of Steps • [GVF Output Data S S 55 Upstream Depth 0.00 ft Profile Description S • S • S Profile Headloss : 0.00 ft 5 5, Average End Depth Over Rise 0.00. % • Béntléy Systems, Inc. Haestad Methods SdidleIdwWlaster V81 (SELECTseries 1) L08.11.01.031 10/23/20143:00:01 PM 27 Siemons Company Drive Suite 200W Watertown CT 06796 USA +1-203-755.1666 Page 1 of 2 'TI 6b] a !a fa~ tZl ~ C,H 0 0 ....-4 ~~ §£ u . ~ - i 1 = ,0 I §-I ~ :§ ~ f I ! g ... cn1 'I Im-I~ 11 J t • ~l ~i Ii I • U) ~;i 11; 11 I• • I N cnej If 1111 II i II ffj! II J• ~rs~ 11.111 d • U) a. ! ~~ii ·t·=~ i · 1.i9H -----1~~~~-k+~~g...:;:s=~rn-tl-t-±1:,tt~~tr~ttm~m u ~n-r· i] c,)~ '1 ~~ J • ~~ II . • ~' ill J. I 1 It) • ~~;:i. i~ II I ij ::E ~ I ~ 1 '11 11 ,; .... • 00 6i3 §, ! II ~ V)~ 'i·· ''111 ~o ~ I ~ 0""'"4 I ru,1 MIH 1 ~~ J N ~£ A. ! 011 ll " -~ u 8 I ·+·: ... ~ 33" lO'O"N 330 9'40" N Soil Map-San Diego County Area. California 466600 466700 466800 466900 467!Xl0 467100 466600 466700 466800 466900 467!Xl0 467100 Map Scale: 1:4,430 if printed on A landscape (11" x 8.5") sheet N 0 ------======------------============iMeters 100 200 300 so A -------=======---------------==============R!et 0 200 400 800 1200 Map projedion: Web Mercator Comer ooordinates: WGS84 Edge tics: lJTM Zone llN WGS84 USDA Natural Resources Web Soil Survey National Cooperative Soil Survey .iiiiiiii Conservation Service 467200 I 467200 467300 467300 467400 467400 467500 -I 467500 7/20/2014 Page 1 of 3 33" lO'O"N 3JO 9' 40" N 30• 20 z U.1 I- 0 -J LL 4fl0 w > 0 100 Li 0 EXAMPLE: Given: Watercourse Distance (D).= 70 Feet Slope(s)=1.3% Runoff Coefficient (C) = 0.41 Overland Flow Time (T) = 9.5 Minutes SOURCE: Airport Drainage, Federal Aviation Administration, 1965 T=1.8(1.1 San Diego County Hydrology Manual' Date: June 2003 Section:' Page:. Table 3-1 RUNOFF COEFFICIENTSFOR URBAN AREAS. '6 of. 26 Land Use. Runoff Coefficient "C' Soil Type NRCS Elements . County Elements % 1MPER . (A) B. IC. D Undisturbed Natural Terrain (Natural) Permanent Open Space ' . 0'" . .0.20 0.25 '030 . 0.35 Low Density Residential (LDR) ResidentiaL 1 0 DU/A or less 10 0.27 0 32 036 0.41 Low Density Residential (LDR) Residential, 2.0 DU/A or less ., 20 0.34 , 0.38: 0.42 0.46. Low Density Residential (LDR) . . Residential; 2.9 DU/A or less. . 25 0.38. 0.41 0.45 0.49 Medium Density Residential (MDR) Residential, 4.3 DU/A_ Pr less, , 30 '0.41 0.45 0.48 0.52 ,Mediirii DensityResidential MDR' ' Residential, 73.DU/A or'less.. , 40'. 0.481 . 0.51 .'0.4 0.57 Medium Density Residential (MDR) Residential 10.9 DU/A or less 45 0 52 0.54 '6.57 6.66 Medium Density Residential (MDR): . Residential, .14.5 DU/A or less , 50 ' 0.55. .0.581 0.60 0.63 High Denity Residential HDR ' Reidêntial, 24.0 DU/A or less '. 65 . .0:66 . 0.67. .' 0.69 ' 0.71. .. . 80 () . ., 0.77. ' .0.78 079 Commercial/Industrial (N. Com) Neighborhood Commercial . , 80 .. 0.76 . 0.77 . 0.78 0.79 Commercial/Industrial (G Com) General Commercial 85 10."80 0.80' .0 .81 0.82 Commercial/Industrial (O .P. Corn) Office Professional/Commercial 90 '0.83 0.84 0.84 0.85 Coi'nmercial/Industrial (Limited I.) Limited Industrial ' , 90 0.83 0.84 0.84 0.85 Conim'ercial/Tndustrial (General I.) General Industrial 95 '0.87 0.87' 0.87' , . 0.87 *The values associated with .0% impervious may be'used for direct calculation of the runoff coefficient as described in Section '3.1.2 (representing the :pervious runoff coefficient, Cp, for the sol type), or for areas that will remain undisturbed in perpetuity. Justification must be given that the area will remain natural forever (e.g., the area is-located in Cleveland National Forest). .DU/A =dwelling units per acre NRCS =National Resources Conservation Service 3-6 San Diego County Rational Hydrology Program C'IVILCADD/CIVILDESIGN Engineering Software, (c)1991-2009 Version 7.8 Rational method hydrology program based on San' Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 07/21/14 State Street Townhomes Proposed Conditions 100-Year Storm Event Hydrology Study Control Information,********** Program License Serial Number 4028 Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Nap data precipitation entered: 6 hour, precipitation(inches) = 2.600 , 24 hour precipitation(inches) = 4.500 P6/P24 = 57.8% ' San. Diego hydrology manual 'C' values used Process from Point/Station 10.000'to Point/Station 12.000 'k INITIAL AREA EVALUATION Decimal fraction. soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 'Decimal fraction soil group b 0.000 [HIGH DENSITY RESIDENTIAL (43.0 DU/A or Less Impervious value, Ai = 0.800 Sub-Area C Value = 0.760 Initial subarea total flow distance = 40.000(Ft.) Highest elevation = 39 500(Ft Lowest elevation = ' 39.000(Ft.) Elevation difference = 0.500(Ftj''Slope = 1.250 % " INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow'distance is 65.00 (Ft). for the top area slope value of 1.25 %, in a development type of ' 43.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.58 minutes TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(%slope (1/3)] TC=[1.8*(1.1_0.7600)*( 65.000".5)/( 1.250A(1/3)1= 4.58 Calculated TC of 4.580 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.760 Subarea runoff = 0.052(CFS) Total initial stream area = 0.010(Ac.) Process from Point/Station 12.000 to Point/Station 14.000 ****,PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 39.100(Ft.) Downstream point/station elevation = 39.000(Ft.) Pipe length = 20.00(Ft.) Slope = 0.0050 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.052(CFS) Nearest computed pipe diameter = 3..00(In.) Calculated individual pipe flow = 0.052(CFS) Normal flow depth in pipe = 2.09(In.) Flow top width inside pipe = 2.76(In.) Critical Depth = 1.65(In.) Pipe flow velocity= 1.42(Ft/s) Travel time through pipe = 0.23 mm. Time of concentration (TC) = 4.81 mm. , + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + +•+ + + + + + + + + + + + + + + + + +• Process from Point/Station ' ' 14.000 to Point/Station 14.000 SUBAREA FLOW ADDITION 'Calculated TC of 4.814 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) fOr a 100.0 year storm Decimal fraction soil group A = 1.000 ' Decimal fraction soil group B = 0.000 ' Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 ' • [HIGH DENSITY RESIDENTIAL I (43.0 DU/A or Less • ) Impervious value, Ai 0.800 Sub-Area C Value= 0.760 Time of concentration= • 4.81 mm. • • • • Rainfall intensity = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area • (Q=KCIA) is C = 0.760 CA = 0.046 • Subarea runoff =' • 0.260(CFS)' for • 0.050(Ac.) • 'Total runoff = 0.312(CFS) Total area • 0.060 (Ac.) • 2 • ++++++++++++++++++++++++++++++++++++++++++++++++++-4--l-++++++++++4-+++++++ Process from Point/Station 14.000 to Point/Station 16.000 PIPEFLOW TRAVEL TIME (Program estimated size) ** Upstream point/station elevation = 39.000(Ft.) Downstream point/station elevation = 37.500(F.t.) Pipe length •= 65.00(Ft.) Slope = 0.0231 Manning!s N = 0.013 No. of pipes =1 Required pipe flow = 0.312(CFS) Nearest computed pipe diameter = 6.00(In.), Calculated individual pipe flow = 0.312(CFS) Normal flow depth in pipe = 2.51(Ii.) 'Flow top width inside pipe = 5.92(In.) . . Critical Depth = 3.39(In.) Pipe flow velocity = 4.00(Ft/s) Travel time through pipe = 0.27mm. • Time of concentration (TC) = 5.08 min. Process from Point/Station . 16.000 to Point/Station 1.000 SUBAREA FLOW ADDITION Rainfall intensity (I) = 6.776(In/Hr) for a 100.0 year storm Decimal fraction soil group A'= 1.000 Decimal fraction soil group B = 0.000 • . Decimal fraction soil group .0 = 0.000 Decimal, fraction soil group D = 0.000 [HIGH DENSITY RESIDENTIAL I (43.0 DU/A or Less ) Impervious value, Ai = 0.800 . • :Sub-Area C Value = 0.760 Time of concentration = 5.08 min. Rainfall intensity = 6.776(In/Hr) for a 100.0 year storm Effective runoff coefficient. used for total area . (QKCIA) is C .0.760 CA = 0.084 • ' Subarea runoff = 0.254(CFS) for ' 0.050(Ac.) ' Total runoff = 0.566(CFS) Total area = . 0.110(Acj' • +±++++++++++++++++++++++++++++++++++++.+++++++±++++++'++++++++++++++++• Process from Point/Station 16.000 to Point/Station ' 18.000 kA PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 37.500(Ft.) '• Downstream point/station elevation = 36.200(Ft.) .. " Pipe length = 65.00(Ft.) Slope= 0.0200 Manning's N = 0.013 : No. of pipes = '1 Required pipe flow = 0.56,6(CFS) '• • • • Nearest computed pipe diameter = 6.00(In.) . • • Calculated individual pipe flow = 0.566(CFS) • • 'Normal flow depth in pipe =' 3.75(In.) • - Flow top width inside pipe. = 5.81(In.) ' • •• • • 3 Critical Depth = 4.60(In.) Pipe flow velocity = 4.39(Ft/s) Travel time through pipe = 0.25 mm. Time of concentration (TC) = 5.33 mm. ++++++++++++++++++ .++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 18.000 to Point/Station 18.000 SUBAREA FLOW ADDITION Rainfall intensity (I) = 6.572(In/Hr) for a. 100.0 year storm Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000: . Decimal fraction soil group C = 0.000 . Decimal fraction soil group D = 0.000 . . . . [HIGH DENSITY RESIDENTIAL . . (43.0 DU/A or Less ) . Impervious value, Ai = 0.800 Sub-Area C Value 0.760 : Time of concentration = . 5.33 mm. Rainfall intensity = 6.572(In/Hr) for a 100.0. year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.760 CA = • 0.122 • • • Subarea runoff = . 0.233(CFS) for 0.050(Ac.) • Total runoff = 0.799(CFS) Total area = 0.160(Ac.) Process from Point/Station 18.000 to Point/Station 20.000 PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation 36.200(Ft.) Downstream point/station elevation = 33.900(Ft.) • • Pipe length = 118.00(Ft.) Slope = 0.0195. Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.799(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 0.799(CFS) Normal flow depth in pipe = •3.65(In.) • • Flow top width inside pipe '= 8.84 (In.) Critical Depth = 4.90(In.) • • • Pipe flow velocity = • • 4.75(Ft/s) • • : Travel time through pipe = 0.41 min.• • • • Time of concentration (TC) = 5.75 min.• • •• • .++++++++++++++++++±+ ++++++++.++++++++++++++++++++++++++++++++++++ • Process from Point/Station 18.000 to Point/Station 20.000 • CONFLUENCE OF MAIN STREAMS • • • • • The following data inside Main Stream is listed: • • • • In Main Stream number: 1 • • : Stream flow area = • 0.160(Ac.) .• • • • • • • 4 Runoff from this stream = 0.799(CFS) Time of concentration = '5.75 min. Rainfall intensity = 6.263(In/Hr) Program is now starting with Main Stream No. 2 'Process from Point/Station 30.000 to POint/Station 32.000 INITIAL AREA 'EVALUATION Decimal fraction soil group A = 1.000 'Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 , Decimal fraction soil group D = 0.000 [HIGH DENSITY RESIDENTIAL (43.0 DU/A or Less Impervious value, Ai = 0.800' Sub-Area C Value = 0.760 Initial subarea total flow distance = 26.000(Ft.), Highest elevation = 40.000(Ft.) . 'Lowest elevation = . 39.700(Ft.) ,' • , . ' ' . Elevation difference = 0.300(Ft.) Slope = 1.154 % INITIAL AREA TIME -OF CONCENTRATION CALCULATIONS: 0 The maximum overland flow distance is 65.00 (Ft) , for the top area slope'value of 1.15 %,' in a development type of 43.0 DU/A or Less In Accordance With Figure 3-3 0 , Initial Area Time of Concentration = 4.70 minutes TC .[1.8*(1.1_C)*distance(Ftj.5)/(% sl'ope"(1/3)] . TC = [1.8*(1.1_0.7600)*(65.000.5)/( . 1.154"(1/3)1= 4.70 Calculated TC of '4.704 minutes ,is less ,than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr') for a 100.0 year storm Effective runoff coefficient used,, for area (Q=KCIA) is C = 0.760 ' 'Subarea runoff ' 0.052(CFS) ', ' 0 • ' ' ' . ' ., , .Total initial stream area =. 0.010(Ac.) Process from Point/Station 32.000 to Point/Station ' 34.000 IMPROVED CHANNEL TRAVEL TIME Upstream point elevation =.: 39.700(Ft.) Downstream point elevat,ion = 36.400(Ft.) ' Channel length thru subarea = 304.000(Ft.)' Channel base width' = 0.000'(Ft.) . ' .• , , , ' •,,. Slope or 'Z' of left channel bank = 50.000 Slope Or 'Z' of* right chann'el'bank = 50.000. . •' - ' S.. Estimated mean flow rate at midpoint of channel— 1.177(CFS) . Manning's 'N' • 0.014 Maximum depth of channel = , 1.000(Ft.) Flow(q) thru subarea = 1 177 (CFS) Depth of flow = 0.118(Ft.), Average velocity = 1.680(Ft/s) Channel flow top width = 11.840(Ft.) Flow Velocity = 1.68(Ft/s) Travel time = 3.02 mm. Time of concentration = 7.72 mm. Critical depth = 0.128(Ft.) Adding area flow to channel Rainfall intensity (I) = 5.176(Iñ/Hr) for a 100.0 year storm Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D = 0.000 [HIGH DENSITY RESIDENTIAL I (43.0 DU/A or Less Impervious value, Ai = 0.800 Sub-Area C Value = 0.760 Rainfall intensity = 5.176(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C =0.760 CA = 0.426 Subarea runoff = 2.151(CFS) for 0.550(Ac.) Total runoff = 2.203(CFS) Total area = 0.560(Ac.) Depth of flow = 0.150(Ft.), Average velocity = 1.964(Ft/s) Critical depth = 0.164(Ft.) S • ++++++++++++++++++++++++++++++++±++++++++++++++++++++++++++++++++++++ Process from Point/Station 34.000 to Point/Station 20.000 PIPEFLOW TRAVEL TIME (Program estimated size).**** Upstream point/station elevation 33.430(Ft.) Downstream point/station elevation = 33.320(Ft.) Pipe length = 11.00(Ft.) Slope = 0.0100 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.203(CFS) Nearest computed pipe diameter = 12.00(In..) S Calculated individual pipe flow = 2.203(CFS) Normal flow depth in pipe = 6.83(In.) Flow top width inside pipe = 11.89(In.) Critical Depth = 7.61(In.) • • Pipe flow velocity = 4.77(Ft/s) Travel time through pipe =, 0.04 mm. • Time of concentration (TC) = 7.76 mm. Process from Point/Station 34.000 to Point/Station 20.000 CONFLUENCE OF MAIN STREAMS S • The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.560(Ac.) Runoff from this stream = •2.203(CFS) S S S Time of concentration = 7.76 min. 6 Rainfall intensity = 5.160(In/Hr) Summary of stream data: Stream Flow rate TC . Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 0.799 5.75 6.263 2 . 2.203 7:76 5.160. Qmax(l) = 1.000 * 1.000 * 0.799) + 1.000* 0.741 * 2.203.) + = 2.431 :Qmax(2) = 0 0.824 * 1.000 * 0.799) + 1.000 * 1.000 * 2.203) + 2.861 Total of 2 main streams to confluence: Flow rates before confluence point: 0.799 2.203 - Maximum flow rates at confluence using above data: 2.431 2.861 Area of streams before confluence: 0.160 0.560 •. . Results of confluence: 0 Total flow rate = 2.861(CFS) Time of concentration = 7.759 mm. . Effective stream area after confluence = 00. 720(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++ •+++++++++++++++++++++ Process from Point/Station' 20.000 to Point/Station 36.000 PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 33 300(Ft Downstream point/station elevation = 29.520(Ft.) Pipe length = 53.00(Ft.) Slope = 0.0713 Manning's N = 0.013 No. of pipes = 1 Required -pipe flow = 2.861(CFS) 0 Nearest computed pipe diameter = 0 9.00(.In.) 0 Calculated individual pipe flow = 2.861(CFS) Normal flow depth in pipe = 5.27(In.) • 0 0 Flow top width inside pipe = 8.87(In.) • • Critical depth could not be calculated. 0 Pipe flow velocity = 10.64(Ft/s) • • • Travel time through pipe = 0.08 min.• . : Time of concentration (TC) = 7.84 mm. • 0 • 0 •0 Process from Point/Station 36.000 to Point/Station 36.000 SUBAREA FLOW ADDITION • - 0 7• Rainfall intensity (I) = 5.124(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal. fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [HIGH DENSITY RESIDENTIAL I (43.0 DU/A or Less ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.770 Time of concentration = 7.84 mm. Rainfall intensity = 5.124(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.761 CA = 0.586 Subarea runoff = 0.140(CFS) for 0.050(Ac.) Total runoff .= 3.001(CFS) Total area 0.770(Ac.) Process from Point/Station 36.000 td Point/Station 38.000 PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstreampoint/station elevation 29.520(Ft.) Downstream point/station elevation = 27.900(Ft.) Pipe length = 63.00(Ft.) Slope = 0.0257 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.001(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 3.001(CFS) Normal flow depth in pipe = 6.18(In.) Flow top width inside pipe = 11.99(In.) Critical Depth = 8.92(In.) Pipe flow velocity = 7.36(Ft/s) Travel time through pipe =. 0.14 mm. Time of concentration (TC)= 7.98 min. Process from Point/Station 36.000 to Point/Station 38.000 CONFLUENCE OF MAIN STREAMS Thefollowing data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.770(Ac.) Runoff from this stream = 3 001 (CFS) Time of concentration = 7.98 min. S Rainfall intensity = S 5.065(In/Hr) • Program is now starting with Main Stream No 2 Process from Point/Station 40.000 t Point/Station 42.000 INITIAL AREA EVALUATION S 8 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [HIGH DENSITY RESIDENTIAL (43.0 DU/A or Less Impervious value, Ai =0.800 Sub-Area C Value = 0.760 Initial subarea total flow distance = 52.000(Ft.) Highest elevation = 38.900(Ft.) Lowest elevation = 37.300(Ft.) . Elevation difference = 1.600(Ft.) Slope = 3.077% INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 3.08 %, in a development type of 43.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.88 minutes TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope"(1/3)] TC [1.8*(1.1_0.7600)*( 85.000".5)/( 3.077"(1/3)1= 3.88 Calculated TC of 3.879 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) fQr a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.760 Subarea runoff = 0.208(CFS) Total initial stream area = 0.040(Ac.) Process from Point/Station 42.000 to Point/Station 44.000 PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 36.300(Ft.) Downstream point/station elevation = 35.800(Ft.) Pipe length = 39.00(Ft.) Slope = 0.0128 Manning's N = 0.013. No. of pipes = 1. Required pipe flow = 0.208(CFS) Nearest computed pipe diameter = 6.00(In.)' Calculated individual pipe flow = 0.208(CFS) Normal flow depth in pipe = 2.36(In.) Flowtop width inside pipe = 5.86(In.) Critical Depth = 2.74(In.) Pipe flow velocity = 2.90(Ft/s) • Travel time through pipe = 0.22 mm. Time of concentration (TC) = 4.10 mm. • Process from Point/Station • 44.000 to Point/Station 44.000 SUBAREA FLOW ADDITION Calculated TC of 4.104 minutes is less than 5 minutes, 9 resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr') for a 100.0 year storm. Decimal fraction soil group A = 1.000 Decimal fraction soil group B= 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [HIGH DENSITY RESIDENTIAL (43.0 DU/A or Less ) Impervious value, Ai = 0.800 1 Sub-Area C Value = 0.760 Time of concentration = 4.10 mm. Rainfall intensity = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.760 CA = 0.046 Subarea runoff = 0.104(CFS) for 0.020(Ac.) Total runoff = 0.312(CFS) Total area = • •, 0.060(Ac.) Process from Point/Station 44.000 to Point/Station 38.000 PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 35.800(Ft.) Downstream point/station elevation = 35.570(Ft.) 'Pipe length = 23.00(Ft.) Slope = 0.0100 Manning's N = 0.013 No. of pipes = 1 Required pipe flow '= 0.312(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 0.312(CFS) Normal flow depth in pipe = 3.20(In.) Flowtop width inside pipe = 5.99(In.). Critical Depth = 3.39(In.) Pipe flow velocity = 2.93(Ft/s). Travel time through pipe = 0.13 min.• ' Timeof concentration (TC),, = 4.23 min. • Process from Point/Station 44.000 to Point/Station 38.000 CONFLUENCE OF MAIN STREAMS • ' ' ' ' ' The, following data inside Main Stream is listed: In Main Stream number: 2 7 Stream flow area = • ' 0.060(Ac.) , • I ' Runoff from this stream = ' 0.312(CFS) ' • ' ' Time of concentration = 4.23 mm. , • ' ' • Rainfall intensity = • 6.850(In/Hr). " ' ' ' • ' • Summary. of stream data: Stream Flow rate TC Rainfall Intensity No': (CFS) , (nun) ,, ' (In/Hr) • ' ' , . ' 1 3.001 7.98 5.065 2 0.312 4.23 . 6.850 Qmax(1) = 1.000 * 1.000 * 3.001). + 0.739 * 1.000 * 0.312) + = 3.232 Qmax(2) = ' 1.000 * 0.530* 3.001) + 1.000 * 1.000 * : 0.312) + = 1.904 Total of 2 main streams.to: confluence:, Flow rates before confluence point: 3.001 0.312 .. Maximum flow rates at confluence using above data: 3.232 1.904 . . Area of streams before confluence: 0.770 0060, ,. . Results of confluence: . Total flow rate = '3.232(CFS) . Time of concentration = 7.985imin.. .' .. Effective stream area after confluence = 0.830 (Ac.) Process from Point/Station 38.000 to Point/Station 38.000 SUBAREA FLOW ADDITION Rainfall intensity (I) = . 5.065(In/Hr') for a 100.0 year storm Decimal fraction soil group A = '1.000 , Decimal fraction soil group B = 0.000 • Decimal fractibn soil group c= 0.000 Decimal fraction soil group D = 0.000 [HIGH DENSITY RESIDENTIAL . • • j " (43.0: DU/A or Less ) • .. •• • ' • :Impervious value, Ai =0.800 . • , Sub-Area C Value= 0.760 . • Time of concentration = 7.98mm. '. • . • H H Rainfall intensity = 5.065(In/Hr) for a 100.0 year storm. Effective runoff coefficient-used for total area . (Q=KCIA) is C = 0.761 CA = 0 654 Subarea runoff = • , 0.081(CFS) for 0.030(Ac.) • • . • Total runoff = 3.313(CFS) Total area = 0.860(Ac.) . • ' Process from Point/Station 38.000 to Point/Station 46.000 •' PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 37.500(Ft.) • '' H Downstream point/station elevation = 37 060(Ft Pipe length = 44 00(Ft ) Slope = 0.0100 Manning's N = 0.013 •• 11 • . No. of pipes = 1 Required pipe flow = 3.313(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 3.313(CFS) Normal flow depth in pipe = 9.15(In.) Flow top width inside pipe = 10.21(In.) Critical Depth = 9.35(In.) Pipe flow velocity = 5.15(Ft/s) Travel time through pipe = 0.14 mm. Time of concentration (TC) 8.13 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 46.000 to Point/Station .46.000 SUBAREA FLOW ADDITION Rainfall intensity (I) = 5.008(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [HIGH DENSITY RESIDENTIAL (43.0 DU/A or Less ) . Impervious value, Ai = 0.800 Sub-Area C Value = 0.760 Time of concentration = 8.13 min. Rainfall intensity = 5.008(In/Hr) for a 100.0 year storm Effective runoff coefficient used for. total area (Q=KCIA) is C = 0.761 CA = 0.685 Subarea runoff = 0.115(CFS) for 0.040(Ac.) Total runoff = 3.428(CFS) Total area = 0.900(Ac.) + + ++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + +- + + + + + + + + + + + + + + + + ++ + + + Process from Point/Station. 46.000 to Point/Station 48.000 PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 37.060(Ft.) Downstream point/station elevation = 36.940(Ft.) Pipe length = 12.00(FtJ Slope =. 0.0100 Manning's N 0.013 No. of pipes = 1 Required pipe flow = 3.428(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 3.428(CFS) . Normal flow depth in pipe = 9.45(In.) . Flow top width inside pipe = 9.82(In.) Critical Depth = 9.50(In.) . Pipe flow velocity = 5.17(Ft/s) Travel time through pipe = . 0.04 mm. Time of concentration (TC) 8.17 mm. Process from Point/Station • 46.000 to Point/Station 48.000 12 - CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.900 (Ac.) Runoff from this stream = 3.428(CFS) Time of concentration = 8.17 mm. Rainfall intensity = 4.992(In/Hr) Program is now starting with.Main Stream No. 2 Process from Point/Station 50.000 to •Point/Station 52.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [HIGH DENSITY RESIDENTIAL (43.0 DU/A or Less Impervious value, Ai = 0.800 Sub-Area C Value = 0.760 Initial subarea total flow distance = 18.000(Ft.) Highest elevation = 41.900(Ft.) Lowest elevation = 40.800(Ft.) Elevation difference = 1.100(Ft.) Slope = 6.111 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 95.00 (Ft) for the top area slope value of 6.11 %, in a development type of 43.0 DU/A or Less In Adcordance With Figure 3-3 Initial Area Time of Concentration = 3.26 minutes TC = [1.8*(1.1_C)*distance(Ft.)".5)/(% slope"(1/3)) TC= [1.8*(1.1_0.7600)*( 95.000'.5)/•( 6.111'(1/3)1= 3.26 Calculated TC of 3:263 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.760 Subarea runoff = 0.052(CFS) Total initial stream area = 0.010(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 52.000 to Point/Station 54.000 PIPEFLOW TRAVEL TIME (Program estimated size) *** Upstream point/station elevation = 39.800(Ft.) • Downstream point/station elevation = 38.500(Ft.) Pipe length = 23.00(Ft.) Slope = 0.0565 Manning's N ,= 0.013 • No. of pipes = 1 Required pipe flow = • 0.052(CFS) • Nearest computed pipe diameter , = 3.00(In.) • • 13 Calculated individual pipe flow = 0.052(CFS) Normal flow depth in pipe = 1.01(Inj Flow top width inside pipe .= 2.84(In.) Critical Depth = 1.65(In.) Pipe flow velocity = 3.54(Ft/s) Travel time through pipe 0.11 mm. Time-of concentration (TC) = 3.37 mm. -. - Process from Point/Station 54.000 to Point/Station 54.000 SUBAREA FLOW ADDITION **** Calculated TC of 3.371 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [HIGH DENSITY RESIDENTIAL • I (43.0 DU/A or Less ) S Impervious value, Ai = 0.800 5 Sub-Area C Value = 0.760 5 Time of concentration = 3.37 mm. Rainfall intensity = 6.850(In/Hr) for a 100.0 year storm • Effective runoff coefficient used for total area •:(Q=KCIA) is C = 0.760 CA = 0.015 • • Subarea runoff = 0.052(CFS) for 0.010(Ac.) Total runoff = • 0.104(CFS) Total area = 0.020(Ac.) Process from Point/Station 54.000 to Point/Station 56.000 PIP. TRAVEL TIME (Program estimated size) • Upstream point/station elevation = 38.500(Ft.-) Downstream point/station elevation = 38.010(Ft.) Pipe length = 49.00(Ft.) Slope = 0.0100 Manning's N =0.013 No. of pipes = 1 Required pipe flow = 0.104(CFS) • Nearest computed pipe diameter = 6.00(In.) •• Calculated individual pipe flow = 0.104(CFS) Normal flow depth in pipe = 1.75(In.) Flow top width inside pipe.= 5.46(In.) Critical-Depth = 1.91(InJ Pipe flow velocity '= 2.18(Ft/s) Travel time through pipe = 0.37 min.• S Time of concentration (TC)= 3.74 mm. • Process from Point/Station 56.000 to Point/Station 56.000 14 • • ** SUBAREA FLOW ADDITION Calculated TO of 3.745 minutes is less than 5 minutes, resetting TO to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 : Decimal fraction soil group D = 0.000 [HIGH DENSITY RESIDENTIAL I (43-0 DU/A or Less. Y. Impeivious value, Ai = 0.800 . Sub-Area C Value = 0.760 Time of concentration = 3.74 mm. Rainfall intensity = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.760 CA = 0.046 Subarea runoff = 0.208 (CFS) for 0.040(Ac.) Total runoff = 0.312(CFS) Total area = 0.060(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++±+ Process from Point/Station 56.000 to Point/Station . 58.000 PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 38.000(Ft.) Downstream point/station elevation = 33.240(Ft.) Pipe length = 46.00(Ft.) Slope = 0.1035 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.312(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow =. . 0.312(CFS) Normal flow depth in pipe = 1.69(In.) Flow top width inside pipe = 5.40(In.) Critical Depth = 3.39(In.) -.. Pipe flow velocity . 6.89(Ft/s) . .. Travel time through pipe = 0.11 mm. . Timeof concentration (TO) = 3.86 min. . + + + + ± + + + + + + + + + + + + + + + + + + + + + + + + +.+ + + + ++.+ + + + + + + + + + + + + + + + + + + + + + + ++ + + + + ++ + + + Process from Point/Station . .56.000 to Point/Station 58.000 ****.CONFLUENCE OF MINOR STREAMS . . Along Main Stream number: 2 in normal stream numbei' 1 Stream flow area = 0.060 (Ac.) Runoff from this stream = 0.312(CFS) . . . . Time of concentration1 = 3.86 mm. I Rainfall intensity . 6.850(In/Hr) I I Process from Point/Station I 60.000 to Point/Station 62.000 II, INITIAL AREA EVALUATION.**** Decimal fraction soil group A = 1.000 Decimal fraction soil group. B= 0.000. :Decimal. fraction soil group C = 0.000. Decimal fraction soil group D = 0;000 [HIGH DENSITY RESIDENTIAL I (43.0 DU/A or Less ) Impervious value, Al =0.800. Sub-Area'C Value = 0.760 Initial subarea total flow distance = 7.000(Ft.) Highest elevation = 40.000(Ft.) Lowest elevation = 39.900(Ft.) Elevation difference = 0 100(Ft ) Slope = 1.429 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:: •: The maximum Overland flow distance is 65.00 (Ft) H for the top area slope value of l.'43 %, in a development type of 43.0 DU/Aor Less In Accordance With Figure 33 • : Initial Area Time of Concentration = 4.38 minutes TC = [1.8*(1.1_q)*distance(Ft.)A.5)/(% Slope "(1/3)] TC = [1.8:*(1.1_0.7600)*( 65.000".5)/( 1.429"(1/3)]= 4.38 H Calculated TC of 4.381 minutes is less than 5-minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity '(I) = 6.850(In/Hr) for a: 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is 'C = 0.760 Subarea runoff = 0.052(CFS) Total initial stream area = •. Q.010(Ac.) +•+++++++•+++++++++++++++++++±+±+++++++++++++++++++•+++++++++++++++++++++ • Process from Point/Station 62.000 to Point/Station 64.000 ****pIpEFLow TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 38 210(Ft Downstream point/station elevation 38.000(Ft.). Pipe length = 21 00(Ft ) Slope = 0 0100 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.052(CFS) • • •• Nearest computed pipe diameter = 3 00(In Calculated individual pipe flow = 0.052(CFS) Normal flow depth in pipe 1.67(In.) • •. I • Flow top width inside pipe := 2 98(In Critidal Depth = •1.65(In.)' I • • H Pipe flow velocity = 1 88(Ft/s) Travel time through pipe = 0.19 mm. • Time--of concentration (TC)= 4.57 mm. • Process from Point/Station 64.000 to Point/Station 64.000 H • SUBAREA FLOW ADDITION " • • • 10 Calculated TC of 4.567 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 1.000 Decimal fraction soil group B ,= 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [HIGH DENSITY RESIDENTIAL 0 (43.0 DU/A or Less Impervious value, Ai = 0.800 Sub-Area C Value = 0.760 Time of concentration = 4.57 mm. Rainfall intensity = 6.850(In/Hr) for 'a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.760 CA = 0.023 Subarea runoff = 0.104(CFS) for 0.020(Ac.) Total runoff = 0.156(CFS) Total area = 0.030(Ac.) Process from Point/Station 64.000 to Point/Station 66.000 PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point/station elevation = 38.000(Ft.) Downstream point/station elevation = 37.300(Ft.) Pipe length = • 70.00(Ft.) Slope = 0.0100 Manning's N = 0.013 No. of pipes = 1 Required pipe flow 0= 0.156(CFS) 0 Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe, flow = 0.156(CFS,) Normal flow depth in pipe = 2.16(In.) Flow top width inside pipe = 5.76(In.) Critical Depth = 2.36(In.) Pipe flow velocity = 2.45(Ft/s) Travel time through pipe .= 0.48 mm. 0 Time of concentration (TC) = • 5.04' mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process •from Point/Station 66.000 to Point/Station 66.000 SUBAREA FLOW ADDITION 0 Rainfall intensity (I) = 6.812(In/Hr) for a 100.0 year storm • Decimal fraction soil group A = 1.000 0 0 0 Decimal •fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 0 , 0 [HIGH DENSITY RESIDENTIAL •• 0 • 0 0 • (43.0 DU/A or Less ) 0 • 0 0 0 0 Impervious value, Ai = 0.800 Sub-Area C Value = 0.760 • ,• Time of concentration: = 0 5.04 mm. Rainfall intensity = 6.812(In/Hr) for a .1,00.0 year storm 0 17 Effective runoff coefficient used for total area (Q=KcIA) is C = 0.760 CA = 0.046 - Subarea runoff = 0.154(CFS) for 0.030(Ac.) Total runoff = 0.311(CFS) Total area 0.060(Ac.) Process from Point/Station 66.000 to Point/Station 58.000 PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 37.300(Ft.) Downstream point/station elevation = 33.240(Ft.) Pipe length = 67.00(Ft.) Slope = 0.0606 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.311(CFS) Nearest computed pipe diameter = 6.00(In.). • - I Calculated individual pipe flow =. 0.311(CFS) Normal flow depth in pipe = 1.93(In.) • Flow top width inside pipe = 5.61(In.) Critical. Depth = 3.38 (In.) •• • - Pipe flow velocity 5.67(Ft/s) • Travel time through pipe .= 0.20 min. Time of concentration (TC) = 5.24 mm. • Process from Point/Station 66.000 to Point/Station 58.000 .• 0 CONFLUENCE OF MINOR STREAMS • • Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.060(Ac.) Runoff from this stream = 0.311(CFS) ..Time of concentration.= 5.24 mm. Rainfall intensity 6.646(In/Hr) . 0 • . 0 Summary of stream data: . •. 0 • •0 Stream . Flow rate TC • : . Rainfall Intensity. No. (CFS): (mih) . . (In/Hr) :1 0.312 .3.86 2 0 311 5.24 6.'64 6 Qmax(1) = •0 . . 0 . 1.000 * 1.000 *, •, 0.312) + • 0 1.000 0.736*, 0.311) + = . .0.541 Qmax(2) = 0 .: .•. .. . . 0.970 * .1.000 . .31) + . • . 0 • 1.000 * 1.000 * • 0.311) + = .0.614 • 0 Total of2 streams to cOnfluenäe: Flow rates before confluence point: . •• 0, •• 0 • - 0.312 0.311 Maximum flow rates at confluence using above data: . : • • 18 0.541 0.614 Area -of streams before confluence: 0.060 0.060 Results of confluence: Total flow rate = .0.614(CFS) Time of concentration = 5.241 'mm. Effective stream area after confluence = 0.. 120 (Ac.) +t+++++++++++++++++++++'++'++++++++++++++++++++++++++F+++++++++++++++++ Process from Point/Station 58.000 to Point/Station 58.000 SUBAREA FLOW ADDITION Rainfall intensity (I) = '6.646(In/Hr) fora 100.0 year storm Decimal fraction soil group A = 1.000 Decimal fraction soil group .B = 0.000 Decimal fraction soil group C '= 0.000 Decimal fraátion soil group D = 0.000 [HIGH DENSITY RESIDENTIAL , J (43.0 DU/A or Less Impervious value, Ai = .0.800 Sub-Area C Value = 0.760 " Time of concentration = ' 5.24 mm. Rainfall intensity = 6.646(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area. (Q=KCIA) is C = 0.760 CA = 0.129 Subarea runoff. = 0.245(CFS) for ' 0.050 (Ac.) ' Total runoff = 0.859(CFS) Total area 0.170(Ac.) Process from Point/Station . 58.000 to Point/Station , 58.000 SUBAREA FLOW ADDITION Rainfall' intensity (I) '= 6.646(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group: D = 0.000 , [HIGH DENSITY RESIDENTIAL (43.0 DU/A or Less Impervious value, Ai = 0.800 Sub-Area C Value = 0.760 ' Time of 'concentration = 5.24 mm. Rainfall intensity = 6.646(In/Hr) for a . 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C ,= 0.760 CA = 0.137 Subarea runoff = '0.051(CFS) for 0.010 (Ac.) ' Total runoff = 0.909(CFS) Total area = 0.180(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 19 ' ' Process from Point/Station 58.000 to Point/Station 48.000 PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 33.240(Ft.). Downstream point/station elevation =, 28.550(Ft.) Pipe length = I 85.00(Ft.) Slope = 0.0552 Manning's N = 0.013 No of pipes = 1 Required pipe flow = 0.909(CFS), Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 0.909(CFS) Normal flow depth in pipe = 3.66(In.) " Flo.top width inside pipe = . 5.85(In.) Critical Depth = 5.55(In.) Pipe flow velocity = 7.24(Ft/s) ..• Travel time through pipe = 0.20 mm. Time of concentration (TO) = 5.44 mm. Process from Point/Station 58.000 to Poin't/Statin . 48.000 ** CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.180 (Ac.) Runoff from this stream = 0.909(CFS) " Time of concentration = 5.44 mm.. . Rainfall intensity = 6.490(In/Hr) . Summary, of stream data: . . Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 3.428 .. 8.17: . 4.992 ' 2 0.909 5.44 6.490 Qmax(1)' = . . 1.000 * 1.000 .3.428) + 0.769 * 1.000 0.909) + = 4.127 Qmax(2) = 1.000 0.666 *. 3.428). + . 1.000 * 1.000k .: 0.909) + = . 3.191 . .' Total' of 2 main streams to confluence: Flowràtes before confluence point:, 3.428 0.909 Maximum flow rates at confluence using above data: .• . . 4.127 : 3.191 Area of streams before confluence: ' . 0.900 0.180 • . . • Results of confluence: . , • . . . . • ••. . . , • 20 ' Total flow rate = 4.127(CFS) Time of concentration = 8.166 mm. Effective stream area after confluence = 1.080 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 48.000 to Point/Station 68.000 PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 28.550(Ft.) Downstream point/station elevation = 28.200(Ft.) Pipe length = 10.00(Ft.) Slope = 0.0350 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.127(CFS) Nearest computed pipe diameter =. 12.00(In.) Calculated individual pipe flow = 4.127(CFS) Normal flow depth in pipe = . 6.83(In.) Flow top width inside pipe = 11.88(In.). Critical Depth = 10.30(In.) Pipe flow velocity = 8.94(Ft/s) Travel time through pipe = 0.02 mm. Time of concentration (TC) = 8.18 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 68.000 to Point/Station 70.000 PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 28.200(Ft.) Downstream point/station elevation = 27.470(Ft.) Pipe length = 69.00(Ft.) Slope = 0.0106 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.127(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 4.'127(CFS) • Normal flow, depth in pipe = 8.55(In.) Flow top width inside pipe = 14.85(In.) : Critical Depth = 9.87(In.) Pipe flow, velocity = 5.70 ('Ft/s) Travel time through pipe = 0.20 min. Time of concentration (TC) = 8.39 min., + + + + + + + + + + + + + + + + + + + + + + + + + + + + + +4- + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + Process from Point/Station. 68.000 to Point/Station 70.000 CONFLUENCE OF MAIN STREAMS The 'following data inside Main Stream is listed: In Main Stream number: 1 ' • • Stream flow area = 1.080(Ac.) , Runoff from this stream = 4.127(CFS) Time of concentration =' 8.39 min.• '' . , • Rainfall intensity = 4.907(In/Hr) .. . .' Program is now starting with Main Stream No. 2 . • 21 Process from Point/Station 80.000to Point/Station 82.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 1.000 Decimal fraction soil group B= 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [HIGH DENSITY RESIDENTIAL . I (43.0 DU/A or Less Impervious value, Ai = 0.800 Sub-Area C Value = 0.760 . Initial subarea total flow distance = 27.000(Ft.) Highest elevation =. .40.200(Ft.) Lowest elevation = 39.900(Ft.) Elevation difference = 0.300(Ft.) Slope = 1.111 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 1.11 %, in a development type of 43.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration= 4.76 minutes TC = [1.8*(1.1_C)*distance(Ft.)".5)/(% slope"(1/3)] TC = [1.8*(1.1_0.7600)*( 65.000A.5)/( 1.111"(1/3)]= 4.76 Calculated TC of 4.764 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is = 0.760 Subarea runoff = 0.052(CFS) Total initial stream area 0.010 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station . 82.000 to Point/Station .. 84.000 IMPROVED CHANNEL TRAVEL TIME Upstream point elevation = 39.900(Ft.) Downstream point elevation = 37.800(Ft.) Channel length thru subarea = 248.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 50.000 Slope or 'Z' of right channel bank = 50.000 Estimated mean flow rate at midpoint of channel = 0.841(CFS) Manning's 'N' = 0.015 . . Maximum depth of channel =. 1.000(Ft.) Flow(q) thru subarea = 0.841(CFS) Depth of flow = 0.112(Ft.), Average velocity = 1.336(Ft/s) Channel flow top width = 11.219(Ft.)' Flow Velocity = 1.34(Ft/s) Travel time = 3.09 mm; 22 Time of concentration = 7.86 mm. Critical depth = 0.112(Ft.) Adding area flow to channel Rainfall intensity (I) = 5.117(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group ,D = 0.000 [HIGH DENSITY RESIDENTIAL " :1 (43.0 DU/A or Less ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.760 Rainfall intensity = 5.117(In/Hr') for a 100.0 yearstorm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.760 CA = 0.304 Subarea runoff = 1.504(CFS) for 0.390(Ac.) Total runoff = 1.556(CFS) Total area '= 0.400(Ac.) Depth of flow = 0.141(Ft.), Average velocity = 1.558(Ft/s) Critical depth = 0.144(Ft,.) ++++++++++±+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1 82.000 to Point/Station 84.000 CONFLUENCE OF MINOR STREAMS Along Main. Stream number: 2 in normal stream number 1 Stream flow area = 0.400 (Ac.) Runoff from this stream = 1.556(CFS) . Time of concentration = 7.86 mm. Rainfall intensity = . 5.117(In/Hr) . Process from Point/Station 86.000 to Point/Station 88.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 1.000 S Decimal fraction soil group B = 0.000 . Decimal fraction soil group C = 0:000 'Decimal' fraction soil group D = 0.000 . [HIGH DENSITY RESIDENTIAL 'S I (430 DU/A or Less Impervious value, Ai = 0.800 , Sub-Area C Value = 0.760 Initial subarea total flow distance = 27.000(Ft.) Highest elevation = 40 400(Ft Lowest elevation = ' 40.100(Ft.) S Elevation difference = 0.300(Ft.) Slope = 1.111 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: S • The' maximum overland flow distance is 65.00 (Ft) • " S ' S for the top area slope value-Of 1.11 %, in a development type of 43.0 DU/A or Less ' • ' ' • S • • 23 In Accordance With Figure 3-3 Initial Area Time of Concentration = 4..76 minutes TC [1.8*(1.1_C)*distance(Ft.).5)/(%' slope A(1/3)] TC = [l.8*(l.l_0.7600)*( 65.000".5)/( l.111A(1/3)]= 4.76 Calculated TC of 1 4.764 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.760 Subarea runoff = 0.052(CFS) Total initial stream area = 0.010(Acj +++++++++++++++++++++++++++++++++++++++++++++++++•+++++++++++++++++++++ Process from Point/Station 88.000 to Point/Station 90.000 ****.PIPEFLQW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 39.100(Ft.) Downstream point/station elevation = 37.400(Ft.) Pipe length = 63.00(Ft.) Slope = 0.0270 Manning" N = 0013. No. of pipes = 1 Required pipe flow = 0.052(CFS) Nearest computed pipe diameter 3.00(In.) Calculated individual pipe flow •= 0.052(CFS) Normal flow depth in pipe = 1.25(In.) Flow top width inside pipe = 2.96(In.) Critical Depth 1.65(In.) • • Pipe flow velocity = 2.72(Ft/s) Travel time through pipe = 0.39 min.•. Time of concentration (TC) '= 5.15 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 90.000 to Point/Station • 90.000 SUBAREA FLOW ADDITION **** : • Rainfall intensity (I) = 6.721(Iñ/Hr): fora 100.0 year storm Decimal fraction soil group A 1.000 • Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000' [HIGH DENSITY RESIDENTIAL . (43.0 DU/A or Less ) ,, Impervious value, Ai = 0.800 Sub-Area C Value = 0.760 Time of concentration = 5.15 mm. Rainfall intensity = 6.721(In/Hr) for a 100.0 year storm • Effective runoff coefficient used for total area (Q=KCIA) is C = 0.760 CA = 0.030 • ' Subarea runoff = 0.152(CFS) for 0.030(Ac.) Total runoff = 0.204(CFS) Total area = , 0.040(Ac.) ' 24 Process from Point/Station 90.000 to Point/Station 92:000 PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstreampoint/station elevation = r37.400(Ft.) Downstream pOint/station elevation = 35.900(Ft.). Pipe length = 57.00(Ft.) Slope = 0.0263 Manning's N 0.013 No. :f pipes = 1 Required pipe flow = 0.204(CFS) Nearest computed pipe diameter = : 6.00(In.) . Calculated individual pipe flow = 0.204(CFS) . Normal flow depth in pipe = .1.93 (In. •Fiowtop width inside pipe = . 5.61(In.) Critical Depth = 2.71(In.) Pipe flow velocity = 3.74(Ft/s) Travel time through pipe = 0.25 mm. . Time of concentration (TC)= 5.40 min. Process from Point/Station 92.000 to Point/Station 92.000 SUBAREA -FLOW ADDITION Rainfall intensity (I) = 6.515(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D 0.000 [HIGH DENSITY RESIDENTIAL (43.0 DU/A or Less ) Impervious value, Ai = 0.800 . Sub-Area C Value = 0.760 • • Time of concentration = 5.40 mm. Rainfall, intensity = I 6.515(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is. C = 0.760 CA = : 0.053 . •. Subarea runoff = 0.142(CFS) for 0.030(Ac.) . . • Total runoff =. 0I.347(CFS) Total area :0.070 (Ac.) Process from Point/Station 92.000 to Point/Station 94.000 ****PIPEFLOW TRAVEL TIME (Program estimated size) . Upstream point/station elevation = 35.900(Ft.) . Downstream point/station elevation = 35.470(Ft.) . . • Pipe length = 43.00(Ft.) Slope = 0.0100 Manning' N = 0.013 0 No. of pipes = 1 Required pipe flow .= 0.347(CFS) •. Nearest computed pipe diameter = • 6.00 (In.). ' Calculated individual pipe flow .= 0.347(CFS.) 0 , , • . : Normal flow depth in pipe= 3.41(In.) . . . Flow ton width insidp nin = • Travel time through pipe = 0.24mm. Time of concentration (TC) 5.64 mm'. Process from Point/Station 94.000 to Point/Station 94.000 SUBAREA FLOW ADDITION Rainfall intensity (I) = 6.336(In/Hr) for a 100.0.year storm Decithal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [HIGH DENSITY RESIDENTIAL (43.0 DU/A or Less ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.760 Time of concentration = 5.64 mm. Rainfall intensity = 6.336(In/Hr) for •a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.760 CA 0.061 Subarea runoff = 0.039(CFS) for 0.010(Ac.) Total runoff = 0.385(CFS) Total area = 0.080(Ac.) + ± + + + + + + + +± + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + + + + + + + + + + Process from Point/Station 94.000 to Point/Station 84.000 PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation.= 35.470(Ft.) Downstream point/station elevation = 34.700(Ft.) Pipe length = 72.00(Ft.) Slope = 0.0107 Manninc's N = 0.013 No. of pipes = 1 Required pipe flow = 0.385(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 0.385(CFS) Normal flow depth in pipe = 3.57(In.) Flow top width inside pipe = 5.89(In.) Critical Depth = 3.78(In.) . Pipe flow velocity = 3.16(Ft/s) Travel time through pipe = 0.38 mm. Time of concentration (TC) = 6.02 mm. +++++++++++++++++++±+++++++++++++++++++++++++++++++++++-++++++++++++++. Process from Point/Station 94.000 to Point/Station 84.000 CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.080 (Ac.) Runoff from this stream = 0.385(CFS) Time of concentration = 6.02 mm. Rainfall intensity = 6.076(In/Hr) ' 26 Summary of stream data,: Stream Flow rate TC Rainfall Intensity No.' (CFS) , (mm) , ' (In/Hr) 1 1.556 ' 7.86 5.117 , 2 0.385 6.02 6.076 Qmax(1)' = 1.000 * "1.00,0* 1.556) . 0.842 * 1.000. 0.385) +'= ' 1.880 Qmax(2) ,. .'1.000'. 0.766 * ' .. 1.556). + 1.000 * 1.000 * 0.385) •+ = 1.577' ,Total'of 2 streams to confluence: . 'Flow rates before confluence point: . 1.556 0.385 Maximum flow rates at confluence' using above data: ' 1.880 1.577 Areaof streams before'conf'luence: 0.400 0.080 Results of confluence: Total flow rate = 1.880(CFS) . Time of concentration = 7.859 min.. Effective stream area after confluence = 0'480(Ac) Process from Point/Station .84.000 to Point/Station 96.000 'PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 32.000(Ft.) Downstream point/station elevation Pipe length = 18.00(Ft.) Slope=' 0.0100 Manning's N = 0.013 No. of pipes .= 1 Required pipe flow = 1.880(CFS) Nearest computed pipe diameter. = 12 00(In Calculated'individual pipe flow = 1.880(CFS) . Normal flow depth in pipe =. ' 6.19(In.) 'Flow top' width inside pipe = 11.99(In.) ' Critical Depth = ' 7.01(In.) Pipe:f low velocity = ' 4.60(Ft/s) . Travel time through pipe = 0.07 mm. ' Time of"concentration (TC) = 7.92' mm. Process from Point/Station. ' 96.000 to 'Point/Station' " 96.000 . '. SUBAREA FLOW ADDITION year storm Rainfall intensity (I) = ' '5.090(In/Hr) for a 100.0 Decimal fraction soil group 'A = 1.000 21 . ' Decimal fraction soil group B = 0.000 Decimal fraction soil group ,C = 0.000 Decimal fraction soil group D = 0.000 [HIGH DENSITY RESIDENTIAL I (43.0 DU/A or Less Impervious value, Ai = 0.800 Sub-Area C Value =0.760 Time of concentration = 7.92 mm. Rainfall intensity = . 5.090(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA)is C = 0.760 CA = 0.388 Subarea runoff = 0.093(CFS) for 0.030(Ac.) Total runoff = 1.973(CFS) Total area = .0.510(Ac.) Process from Point/Station 96.000 to Point/Station 98.000 kA PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 31.820(Ft.) Downstream point/station elevation= 31.200(Ft.) Pipe length = 62.00(Ft.) Slope = 0.0100 Manning's N = 0.013 No. of pipes = 1 Required pipe flow .= 1.973(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 1.973(CFS) Normal flow depth in pipe = 6.38(In.) Flow top. width inside pipe = 11.98 (In.) • Critical Depth = 7.19(In.) Pipe flow velocity = 4.65(Ft/s) Travel time through pipe = 0.22 min. Time of concentration (TC) = • 8.15 mm. Process from Point/Station : 98.000 to Point/Station 98.000 SUBAREA FLOW ADDITION . Rainfall intensity (I) = 5.000(In/Hr) for a: 100.0 year storm Decimal fraction soil group A'= 1.000 • Decimal fraction soil group B = 0.000 . . Decimal fraction soil group C 0.000 Decimal fraction soil group D = 0.000 • . . • [HIGH DENSITY RESIDENTIAL • 1 • . (43.0 DU/A or Less ) • Impervious value, Ai = 0.800 .. Sub-Area. C Value = 0.760 • • . •. • Time of concentration = 8.15 mm. : Rainfall intensity = 5.000(In/Hr) for a 100.0, year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.760 CA = 0.418 • •• • Subarea runoff = •O.117(CFS) for 0.040(Ac.) Total runoff = 2.090(CFS) Total area = 0.550(Ac.) 28 +++++++++++++++++±+++++±+++++.++++++++±+++++++- -+++++++++++++±+ Process from Point/Station 98.000 to Point/Station 70.000 PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point/station elevation = 31.200 (Ft.) Downstream point/station elevation = 27.470(Ft.) ,Pipe length = 79.00(Ft.) Slope = 0.0472 Manning's N = 0.013 No. of pipes = 1 Required pipe flow 2.090(CFS) Nearest computed pipe diameter = 9.00(In.) ': Calculated individual pipe flow = 2.090(CFS). 'Normal flow depth in pipe = 4.93(In.) Flow-top width inside pipe = 8.96(In.) Critical Depth = 7.84(In.) Pipe flow velocity = 8.44(Ft/s) Travel time through pipe = 0.16 mm. Time'of concentration (TC) = 8.30 mm. ++++++++'++++.+++±++++++++++±++++*++++++++++1-++++++f+++.+++++±++±+++++++ Process from Point/Station , 98.000 to Point/Station 70.000 CONFLUENCE OF MAIN STREAMS ' I 1 LLLLLuw.J.11y Ltct L CE .LI1 ZD LU iIdLII D LLdItL LU;. In Main Stream number:' 2 • • ' Stream flow area = 0.550(Ac.) Runoff from this stream = 2.090(CFS) • Time.of concentration = 8.30 mm. Rai'nfall"intensity = 4.939(In/Hr) • ' , • Summary of stream data: •• Stream Flow rate •TC' ' Rainfall Intensity No. • • (CFS) (mm) . • (In/Hr) . •.: ' 4.127 , 8.39 ' • 4.907 ' • • . ' : 2. • 2.090 8.30 ' , • 4.939 Qmax(1) .1.000 * 1.000 *, : 4.1.27) + • 0.994 * 1.000 * .2.090) + = , 6.204 • Qmax(2) = • . 1.000 * 0.990 *' , 4.1:27) + ' • . 1.000 * l..000 * 2.090) + = 6 176 Total of, 2 main streams'to confluence: , • " . , Flow rates before confluence point: . , .• , 4.127 2.090 • ' ,. ' ' ' .•' ' Maximum flow rates at confluence using above data: ' 6.204 6.176 • ' ' •' ' ". • ' . Area of, streams before confluence: 1.080 0.550 29 ' Results of confluence: Total flow rate = 6.204(CFS) Time of concentration = 8.386 mm. Effective stream area after confluence = 1.630 (Ac.) Process from Point/Station 100.000 to Point/Station 102.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 . [HIGH DENSITY RESIDENTIAL (43.0 DU/A or Less •) Impervious value, Ai = 0.800 Sub-Area C Value = 0.760 • Initial subarea total flow distance Highest elevation = 42.710(Ft.) Lowest elevation = 42.500(Ft.) Elevation difference = 0.210(Ft.) Slope = 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 1.00 %, in a development type of 43.0 DU/A or Less • In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.93 minutes TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope"(1/3)) TC= [].8*(1.1_0.7600)*( 65.000".5)/( 1.000"(1/3)1= 4.93 Calculated TC of 4.934 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(Ini/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C.= 0.760 Subarea runoff = 0.052(CFS) Total initial stream area = 0.010(Ac.) Process from Point/Station 102.000 to Point/Station 102.000 SUBAREA FLOW ADDITION Calculated TC of 4.934 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) fora 100.0 year storm Decimal fraction soil group A = 1.000 • • Decimal fraction soil group B = 0.000 : Decimal fraction soil. group C = 0.000 • • • • Decimal fraction soil group D = 0.000 . .. [HIGH DENSITY RESIDENTIAL 0 • • ] • • • 30 (43.0 DU/A or Less Impervious value, Ai = 0.800 Sub-Area C Value' = 0.760 Time of concentration = 4.93 mm. Rainfall intensity = 6.850(In/Hr) for a 100.0 year.storm Effective runoff coefficient used for total area (Q=KCIA) i5 C = 0.7,60 CA Subarea runoff 0.416.(CFS) for 0.080(Ac. Total runoff = 0'.469(CFS) Total area 090 (Ac. Process from Point/Station 102.000 to Point/Station. 104.000 PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point/station elevation = 41.200(Ft.). Downstream point/station eleiYation = 27.100(Ft.) Pipe length = 186.00(Ft.) Slope = 0.0758 Manning's N 0.013 No of pipes = 1 Required pipe flow = 0 469 (CFS) Nearest computed pipe diameter = , 6.00(In.) , Calculated individual pipe flow = 0 469 (CFS) Normal flow depth in pipe = 2.27(In.) Flow top. width inside pipe =. ' 5.82(In.), Critical Depth = 4.19(In.) Pipe flow velocity .-- 6.90(Ft/s) ' , Travel time through pipe = 0.45 mm. Time of concentration (TC) = 5.38 min. , Process from Point/Station - 102.000 to Point/Station , 104.000 CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed In Main Stream number: 1 Stream flow area = 0.090(Ac.). Runoff from this stream .= 0 469(CFS) Time of concentration = 5.38 mm. Rainfall intensity = 6.531(In/Hr) Program is now starting with:Main Stream No'. 2 , Process from Point/Station 110.'000 to Point/Station 112.000 INITIAL AREA EVALUATION *** Decimal fraction soilgroup: A = 1.000 Decimal fraction soil group B := 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D .= 0'. 000 '[HIGH DENSITY RESIDENTIAL (43.0 DU/A or Less. - ) ii 'Impervious value, Ai = 0.800: . Sub-Area C Value = 0.760 Initial subarea total flow distance = 22.000(Ft.) Highest elevation = 42.320(Ft.) Lowest elevation = 42.100(Ft.) Elevation difference = 0.220(Ft.) Slope = 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 1.00 %, in a development type of 43.0 DU/A or Less . In Accordance With Figure .3-3 Initial Area Time of Concentration = 4.93 minutes TC = [1.8*(1.1C)*distance(Ft.)ts.5)/(% slope"(1/3)] f TC = [1.8*(1.1_0.7600)*(65.000"..5)/( 1.000'(1/3)]=. 4.93 Calculated TC of 4.934 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) -for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is .0 = 0.760 Subarea runoff = 0.052(CFS) . . Total initial stream area = . 0.010(Ac.) Process from Point/Station 112.000 to Point/Station 112.000 SUBAREA FLOW ADDITION Calculated TC of 4.934 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 1.000 . Decimal fraction soil group B.= 0.000 • Decimal fraction soil group C = 0.000 . . • Decimal fraction soil group D = 0.000 • . S [HIGH DENSITY RESIDENTIAL I (43.0 DU/A or Less ) . •. : 'Impervious value, Ai = 0.800 . Sub-Area .0 Value = 0.760 ' ' . • I Time of concentration = ' 4.93 -min. •• • Rainfall intensity = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is'C = 0.760 CA = 0.068. .1 . Subarea runoff = • 0.416(CFS) for 0.080(Ac.) ' S Total-runoff = 0.469(CFS) Total area ' ,'0.090(Ac.) +.+++++++++. +++++++•++++++++++++++++++4++++++++++++++'+++++++++++++++ Process from Point/Station 112.000 to Point/Station • 114.000 ****,PIPEFLOW TRAVEL TIME (Program estimatedsize) S • • Upstream, 'point/station elevation = • 41.100(Ft.) S • • Downstream point/station elevation = 27.100(Ft.) • • Pipe;length = 165.00(Ft.) Slope = 0.0848 Manhing's N 0.013 32 No. of pipes = 1 Required pipe flow = 0.469(CFS) Nearest computed pipe diameter = 6.00(In.)' Calculated individual pipe flow = 0.469(CFS) Normal flow depth in pipe = 2.20(In.) Flow top. width inside pipe =. 5.78(In.) Critical Depth = 4.19(In.) Pipe flow velocity = 7.19(Ft/s) Travel time through pipe = . 0.38 min. Time of concentration (TC) = 5.32 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 'Process from Point/Station ' 112.000 to Point/Station 114.000 CONFLUENCE OF MAIN STREAMS . The following data inside Main Stream' is listed: In Main Stream number: 2 Stream flow area = 0.090 (Ac.) Runoff from this stream Time of -concentration = 5.32 mm. ' Rainfall intensity = . 6.584(In/Hr)' •. . . Summary of stream data: S . Stream Flow rate TC ' . ' Rainfall Intensity No.. (CFS) (mm) . S (In/Hr) 1 ' 0.469 5.38 ' 6.531 . 2 ' 0.469 5.32 : ' 6.584 Qmax(1) '•000 * 1.000 * 0.469) + 1' . .0.992 * 1.000 * 0.469) + =0.933 Qrnax(2) 1,000 * .0.988 * 0.469) + 1.000 * 1.000 *' • 0.469) + =. 0.931 Total of 2main streams to confluence: Flow rates before confluence point: • 0.469 0.469 . Maximum flow rates at confluence using above data:' 0.933 0.931 • • S • . S S Area of streams before confluence: S • 0.090 ' 0.090 • S ' Results of confluence: • . . Total flow rate = ' 0.933(CFS) • . ' • : S Time of concentration = 5.384 min.• . S Effective stream area after confluence .= 0.180 (Ac.) • End of computations, total study area = • 1.810 (Ac'.) S S , 33 1" = 30' ~ 0 30 LEGEND: DRAINAGE BASIN BOUNDARY OVERLAND FLOW PATH PROPOSED DRAINAGE FACILITY 3.62 AC DRAINAGE BASIN AREA (]Q] RATIONAL METHOD NODE NUMBER PROPOSED CONDITION RATIONAL METHOD WORK MAP ~ \. II /' L..J I 1)1 .~~ •, I ' I :i \,, "?"+ ' '--~ ,' ' J ~---,A" / ,, I~ ' \ ,r,"' ' .;,· / ' ~"'11 ' I rvn I \ \ / ca ~ >, ' , '1\\f'' ,~ •• ,. ' ' > v--,J - ,.-,.\ ' -Mh -. ' :::S - ..+'~ -"Ir'-' I ,' ' \_., l;l! 0 -..,."; ' " /1 ' /{)~' ,;,· + + ~ •, ,;,· < <= / >. \ \ \ /