Hec Hms Manning With Macros
15
INTRODUCTION: Please read and understand the following important application notes regarding this spreadsheet: • blue shaded cells are for input data. • screen resolution of 1152 x 864 w/o col/row headings will display worksheet on one screen. • purple shaded cells are for optional input data. • to avoid "DIVIDE BY ZERO" ERROR, erase data using: RT CLK, CLEAR CONTENTS. • brown shaded cells are autopupulated from other worksheets. • green shaded cells are intermediate calculation work areas. • spredsheet was developed in Excel 2003, and contains macros • yellow shaded cells are for final calculated output. V 11/12 PIMA COUNTY REGIONAL FLOOD CONTROL DISTRICT NORMAL FLOW DISCHARGE USING MANNING'S EQUATION · This spreadsheet is best viewed using 1152 by 864 (or finer) screen resolution, and with EXCEL's horizontal and vertical column headings turned off. This will maxamize the viewable extent of the worksheet at the "MANNING'S RATINGS" tab. · This spreadsheet calculates normal flow discharge given a channel slope, water surface elevation, ground profile across the channel (Sta & Elev data pairs), & Manning's roughness coefficients corresponding to the ground profile. The water surface elevation or channel slope are varied to obtain, by trial-and-error, the desired discharge. Once this discharge is achieved, the hydraulic characteristics for critical flow conditions given this discharge flowing through the entire cross section may be calculated. A cross section plot may be printed, showing the flow elevation. circular channel sections. A triangular channel section may be developed using the Macro for a trapezoidal section, by specifying a zero channel bottom width. The Macro for a trapezoidal channel allows different side slopes for the left and right banks. A Macro is also provided for an irregular, natural channel section. This Macro will expand the number of spreadsheet rows to accomodate the number of ground data points composing the natural channel section, after which the user must enter the sta, elev ground data. For irregular and for simple geometric shapes, the number of ground points is determined by the Macro button selected. For simple geometric shapes, the Macro button also defines the channel banks. Once the ground profile is developed, the ground data pairs, flow elevation, channel slope, channel bank stations, & roughness coefficient(s) may be edited by · The ground profile for an irregular natural channel may contain a minimum of 7, and a maximum of 100 ground points, and within this profile, up to two channel segments may be defined (CHNL 1 & CHNL 2). These channel segments should approximate simple geometric shapes, and will usually constitute the low-flow portion(s) of the natural conveyance. They are defined by specifying the Stations corresponding to the left and right bank ground points, and a composite roughness coefficient for the channel(s). The spreadsheet automatically assigns the Composite Channel n to the channel segments. See Roughness Coefficients tab for information regarding these coefficients. · The spredsheet automatically assigns the Overbank n to all portions of the ground profile which lie outside the bounds of the defined channel segment(s). This roughness coefficient, as well as the composite channel roughness coefficients, may be overwritten (purple-shaded cells) by the user, for situations where the overbank exhibits significant variation in surface conditions. · Within the defined channel segments, Manning's equation is applied without subdivision. In other words, the total flow area and wetted perimeter are evaluated for the defined channel segment(s), and these characteristics supplied to Manning's equation, along with the composite roughness coefficient for the channel. Outside the bounds of the defined channel(s), the spreadsheet calculates incremental discharge for each segment between ground points, and then sums these discharge increments to obtain the total overbank discharge. · SPREADSHEET IS FOR DEVELOPMENT WITHIN PIMA COUNTY, ARIZONA WHICH IS PRESENTED TO THE PIMA COUNTY REGIONAL FLOOD CONTROL DISTRICT (DISTRICT) FOR REVIEW. USER MUST APPLY ENGINEERING JUDGEMENT TO DETERMINE ACCURACY OF RESULTS. Calc Notes: • hidden rows and columns are red when displayed
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Transcript of Hec Hms Manning With Macros
INTRODUCTION: Please read and understand the following important application notes regarding this spreadsheet:
• blue shaded cells are for input data. • screen resolution of 1152 x 864 w/o col/row headings will display worksheet on one screen.
• purple shaded cells are for optional input data. • to avoid "DIVIDE BY ZERO" ERROR, erase data using: RT CLK, CLEAR CONTENTS.
• brown shaded cells are autopupulated from other worksheets.
• green shaded cells are intermediate calculation work areas. • spredsheet was developed in Excel 2003, and contains macros
• yellow shaded cells are for final calculated output. V 11/12
PIMA COUNTY REGIONAL FLOOD CONTROL DISTRICTNORMAL FLOW DISCHARGE USING MANNING'S EQUATION
· This spreadsheet is best viewed using 1152 by 864 (or finer) screen resolution, and with EXCEL's horizontal and vertical column headings turned off. This will maxamize the viewable extent of the worksheet at the "MANNING'S RATINGS" tab.
· This spreadsheet calculates normal flow discharge given a channel slope, water surface elevation, ground profile across the channel (Sta & Elev data pairs), & Manning's roughness coefficients corresponding to the ground profile. The water surface elevation or channel slope are varied to obtain, by trial-and-error, the desired discharge. Once this discharge is achieved, the hydraulic characteristics for critical flow conditions given this discharge flowing through the entire cross section may be calculated. A cross section plot may be printed, showing the flow elevation.
· Macros are provided to develop ground profiles for simple geometric shapes. These shapes include rectangular, trapezoidal, parabolic, and circular channel sections. A triangular channel section may be developed using the Macro for a trapezoidal section, by specifying a zero channel bottom width. The Macro for a trapezoidal channel allows different side slopes for the left and right banks. A Macro is also provided for an irregular, natural channel section. This Macro will expand the number of spreadsheet rows to accomodate the number of ground data points composing the natural channel section, after which the user must enter the sta, elev ground data. For irregular and for simple geometric shapes, the number of ground points is determined by the Macro button selected. For simple geometric shapes, the Macro button also defines the channel banks. Once the ground profile is developed, the ground data pairs, flow elevation, channel slope, channel bank stations, & roughness coefficient(s) may be edited by the user.
· The ground profile for an irregular natural channel may contain a minimum of 7, and a maximum of 100 ground points, and within this profile, up to two channel segments may be defined (CHNL 1 & CHNL 2). These channel segments should approximate simple geometric shapes, and will usually constitute the low-flow portion(s) of the natural conveyance. They are defined by specifying the Stations corresponding to the left and right bank ground points, and a composite roughness coefficient for the channel(s). The spreadsheet automatically assigns the Composite Channel n to the channel segments. See Roughness Coefficients tab for information regarding these coefficients.
· The spredsheet automatically assigns the Overbank n to all portions of the ground profile which lie outside the bounds of the defined channel segment(s). This roughness coefficient, as well as the composite channel roughness coefficients, may be overwritten (purple-shaded cells) by the user, for situations where the overbank exhibits significant variation in surface conditions.
· Within the defined channel segments, Manning's equation is applied without subdivision. In other words, the total flow area and wetted perimeter are evaluated for the defined channel segment(s), and these characteristics supplied to Manning's equation, along with the composite roughness coefficient for the channel. Outside the bounds of the defined channel(s), the spreadsheet calculates incremental discharge for each segment between ground points, and then sums these discharge increments to obtain the total overbank discharge.
· SPREADSHEET IS FOR DEVELOPMENT WITHIN PIMA COUNTY, ARIZONA WHICH IS PRESENTED TO THE PIMA COUNTY REGIONAL FLOOD CONTROL DISTRICT (DISTRICT) FOR REVIEW. USER MUST APPLY ENGINEERING JUDGEMENT TO DETERMINE ACCURACY OF RESULTS.
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• hidden rows and columns are red when displayed
Chronology of Bug Fixes, Updates, Modifications, and Enhancements to the Normal Depth Analysis Spreadsheet
DATE NOTES 5/1/2009 V 11/12
12/31/2011
Added Macro to modify the axis limits and title of the cross section plot.
11/1/2012 Added Macro to calculate critical flow conditions for the normal flow discharge.Added worksheet to calculate depth-area data for cross section.
PIMA COUNTY REGIONAL FLOOD CONTROL DISTRICTNORMAL FLOW DISCHARGE USING MANNING'S EQUATION
Initial development of the spreadsheet by reference to a previously developed spreadsheet for manning's rating of an irregular section presented at a short course provided to Pima County.
Added Macros to automatically expand the spreadsheet given the number of data pairs provided for an irregular channel section. Also developed Macros to enter ground points for simple geometric shapes.
NORMAL FLOW DISCHARGE USING MANNING'S EQUATION
Irregular Channel for Illustration Project Address
ADS Preparer
NBR GROUND PNTS = 69 (min of 7, max of 100)ASSUMED WSEL = 2583.75 ft
CHNL SLOPE = 0.0100 ft/ftCOMPOSITE CHNL n = 0.035 dim GOVERNING EQUATIONS: n = Manning's roughness coefficient D = flow depth
OVERBANK n = 0.060 dim Q = V A A = flow area T = topwidthCHNL 1 CHNL 2 R = A / P P = wetted perimeter Q = discharge
BANK STA LEFT = 141.1 330.0 ft V = R = hydraulic radius g = gravitational acceleration
BANK STA RIGHT = 244.6 381.0 ft F = V = flow velocity denotes incremental valueDISCHARGE = 2078 cfs Wednesday, April 19, 2023 V 11/12
PNT STA (ft) ELEV (ft) n (dim) V (ft/s) D (ft)1 71.1 2583.3 OB CH 1 CH 2 OB CH 1 CH 2 OB OB OB CH 1 CH 2 OB CH 1 CH 2 OB OB2 74.8 2583.0 0.060 2.3 0.0 0.0 3.7 0.63 1.82 0.80 3.7 4.3 33 79.0 2583.2 0.060 2.9 0.0 0.0 4.2 0.68 1.91 0.80 4.2 5.5 34 82.3 2583.0 0.060 2.2 0.0 0.0 3.3 0.66 1.88 0.77 3.3 4.1 35 89.7 2583.2 0.060 5.1 0.0 0.0 7.4 0.68 1.92 0.77 7.4 9.7 36 97.1 2583.0 0.060 5.1 0.0 0.0 7.4 0.69 1.93 0.78 7.4 9.9 37 101.2 2583.1 0.060 2.8 0.0 0.0 4.1 0.69 1.94 0.78 4.1 5.5 38 117.3 2582.7 0.060 13.2 0.0 0.0 16.1 0.82 2.17 1.03 16.1 28.6 59 122.7 2582.9 0.060 5.0 0.0 0.0 5.4 0.92 2.35 1.03 5.4 11.7 6
10 130.2 2582.7 0.060 7.1 0.0 0.0 7.5 0.94 2.38 1.07 7.5 16.9 611 141.1 2583.1 0.060 9.6 0.0 0.0 10.9 0.88 2.27 1.07 10.9 21.8 612 143.2 2582.9 0.035 0.0 1.6 0.0 2.1 0.87 2.113 162.6 2582.4 0.035 0.0 21.6 0.0 19.4 1.35 19.414 170.0 2582.3 0.035 0.0 10.2 0.0 7.4 1.41 7.415 173.0 2582.1 0.035 0.0 4.5 0.0 3.0 1.61 3.016 180.9 2582.1 0.035 0.0 12.9 0.0 7.9 1.66 7.917 184.9 2582.0 0.035 0.0 6.9 0.0 4.0 1.78 4.018 188.4 2581.6 0.035 0.0 6.8 0.0 3.5 2.10 3.519 194.5 2581.7 0.035 0.0 12.8 0.0 6.1 2.10 6.120 196.8 2581.6 0.035 0.0 4.9 0.0 2.3 2.19 2.321 197.8 2581.7 0.035 0.0 2.1 0.0 1.0 2.19 1.022 198.7 2581.7 0.035 0.0 1.8 0.0 0.9 2.04 0.923 204.4 2582.0 0.035 0.0 10.9 0.0 5.7 2.04 5.724 206.1 2581.9 0.035 0.0 3.1 0.0 1.7 1.86 1.725 220.6 2582.1 0.035 0.0 25.7 0.0 14.5 1.86 14.526 223.0 2582.2 0.035 0.0 3.9 0.0 2.4 1.67 2.427 231.7 2582.2 0.035 0.0 13.3 0.0 8.7 1.54 8.728 233.9 2582.5 0.035 0.0 3.0 0.0 2.2 1.52 2.229 240.6 2583.1 0.035 0.0 6.4 0.0 6.7 1.24 6.730 244.6 2583.4 0.035 0.0 2.0 0.0 4.0 0.65 4.031 249.8 2583.0 0.060 2.9 0.0 0.0 5.2 0.55 1.66 0.77 5.2 4.7 232 256.6 2583.5 0.060 3.7 0.0 0.0 6.8 0.54 1.64 0.77 6.8 6.0 233 258.2 2583.3 0.060 0.6 0.0 0.0 1.6 0.39 1.33 0.48 1.6 0.8 134 264.4 2583.4 0.060 2.5 0.0 0.0 6.2 0.40 1.35 0.48 6.2 3.4 135 267.9 2583.9 0.060 0.4 0.0 0.0 2.5 0.16 0.73 0.32 2.5 0.3 036 271.7 2583.5 0.060 0.4 0.0 0.0 2.6 0.14 0.66 0.27 2.6 0.2 037 278.4 2583.5 0.060 1.9 0.0 0.0 6.7 0.28 1.07 0.29 6.7 2.0 038 323.1 2582.2 0.060 41.8 0.0 0.0 44.7 0.93 2.37 1.57 44.7 98.8 939 325.8 2581.9 0.060 4.7 0.0 0.0 2.7 1.72 3.56 1.89 2.7 16.7 2440 330.0 2582.2 0.060 7.3 0.0 0.0 4.2 1.72 3.56 1.89 4.2 25.9 2441 337.6 2582.1 0.035 0.0 0.0 12.4 7.6 1.69 7.642 342.0 2581.9 0.035 0.0 0.0 7.8 4.4 1.86 4.443 345.6 2581.5 0.035 0.0 0.0 7.5 3.6 2.28 3.644 349.1 2581.6 0.035 0.0 0.0 7.8 3.5 2.28 3.545 351.8 2581.5 0.035 0.0 0.0 6.0 2.7 2.26 2.746 353.7 2581.6 0.035 0.0 0.0 4.2 1.9 2.26 1.947 355.7 2581.6 0.035 0.0 0.0 4.3 2.0 2.14 2.048 358.8 2581.5 0.035 0.0 0.0 6.8 3.1 2.22 3.149 359.8 2581.4 0.035 0.0 0.0 2.3 1.0 2.31 1.050 360.7 2581.5 0.035 0.0 0.0 2.0 0.9 2.31 0.951 363.6 2581.5 0.035 0.0 0.0 6.5 2.9 2.28 2.952 365.8 2581.5 0.035 0.0 0.0 5.0 2.2 2.28 2.253 367.9 2581.7 0.035 0.0 0.0 4.5 2.1 2.22 2.154 381.0 2582.5 0.035 0.0 0.0 21.3 13.1 2.02 13.155 391.8 2582.2 0.060 14.8 0.0 0.0 10.8 1.37 3.06 1.51 10.8 45.4 1456 399.1 2582.2 0.060 11.2 0.0 0.0 7.3 1.53 3.29 1.55 7.3 36.9 1757 401.5 2582.5 0.060 3.4 0.0 0.0 2.4 1.39 3.09 1.55 2.4 10.4 1558 402.9 2582.5 0.060 1.7 0.0 0.0 1.4 1.24 2.86 1.25 1.4 5.0 1059 412.1 2582.3 0.060 12.3 0.0 0.0 9.2 1.33 3.00 1.44 9.2 36.8 1360 414.2 2582.4 0.060 2.9 0.0 0.0 2.1 1.38 3.06 1.44 2.1 8.9 1461 417.6 2582.4 0.060 4.5 0.0 0.0 3.4 1.32 2.98 1.32 3.4 13.4 1262 419.2 2582.5 0.060 2.0 0.0 0.0 1.6 1.27 2.91 1.32 1.6 5.9 1163 438.7 2582.6 0.060 23.3 0.0 0.0 19.5 1.19 2.79 1.22 19.5 64.9 1064 444.4 2582.8 0.060 6.0 0.0 0.0 5.7 1.05 2.56 1.16 5.7 15.4 865 455.1 2582.8 0.060 10.2 0.0 0.0 10.7 0.95 2.39 0.95 10.7 24.3 566 457.9 2582.5 0.060 3.1 0.0 0.0 2.8 1.09 2.63 1.24 2.8 8.1 967 462.0 2582.7 0.060 4.6 0.0 0.0 4.1 1.13 2.69 1.24 4.1 12.5 968 464.0 2582.8 0.060 2.0 0.0 0.0 2.0 1.00 2.48 1.02 2.0 5.0 669 467.8 2583.3 0.060 2.8 0.0 0.0 3.8 0.72 1.99 0.98 3.8 5.5 4
Elmin = 2581.4 FROUDE P (ft) V (ft/s) MAXIMUM D (ft) T (ft) Q (cfs)
Elmax = 2583.9 NUMBER OB CH 1 CH 2 OB CH 1 CH 2 OB CH 1 CH 2 OB CH 1 CH 2 OVERBANK VALUES = 0.00 226.1 240.3 0.94 0.00 1.89 240.0 575 0.0
CHNL 1 VALUES = 0.80 154.6 103.6 1.49 5.54 2.19 103.5 857 67.4
CHNL 2 VALUES = 0.83 98.3 51.1 1.92 6.57 2.31 51.0 646 99.9
AVG SECTION VALUES = 0.69 478.9 395.0 4.34 2.31 394.5 2078 43.5
Discharge calc for an ASSUMED WSEL & CHNL SLOPE. Up to two chnls may be defined for an IRREGULAR section by providing BANK STA LEFT, RIGHT. Manning's equ is not subdivided w/i defined chnl(s), where COMPOSITE CHNL n is used. Roughness coeff (n) automatically entered in purple based on BANK STAs & COMPOSITE / OVERBANK n; this may be overwritten by preparer, but equations in purple area are then lost.
Select approproate button to set up geometry & nbr of ground pnts. IRREGULAR button expands spreadsheet to nbr of gnd pnts, which may then be entered in blue-shaded area. Other buttons develop gnd pnts & bank sta for simple cross sections. Then enter CHNL SLOPE, n & vary WSEL to get desired normal flow DISCHARGE. CRIT FLOW button is effective once desired normal flow DISCHARGE is established, & applies to entire cross section.
(1.49 R0.66 S0.5) / n
V / (g A / T)0.5 D =
D A (ft2) D P (ft) DR (ft) D T (ft) D Q cfs DV2
A (ft2) R (ft) DV2
IRREGULARRECTANGULARTRAPEZOIDALPARABOLICCIRCULAR
CRIT FLOW
70.0 110.0 150.0 190.0 230.0 270.0 310.0 350.0 390.0 430.0 470.02580.00
2582.00
2584.00
2586.00
2588.00
2590.00
Irregular Channel for IllustrationGround Points
Assumed WSEL
Left Channel Pts
Right Channel Pts
Station (feet)
Ele
va
tio
n (
fee
t)ADJUST SCALE
70.0 110.0 150.0 190.0 230.0 270.0 310.0 350.0 390.0 430.0 470.02580.00
2582.00
2584.00
2586.00
2588.00
2590.00
Irregular Channel for IllustrationGround Points
Assumed WSEL
Left Channel Pts
Right Channel Pts
Station (feet)
Ele
va
tio
n (
fee
t)
ADJUST SCALE
70.0 110.0 150.0 190.0 230.0 270.0 310.0 350.0 390.0 430.0 470.02580.00
2582.00
2584.00
2586.00
2588.00
2590.00
Irregular Channel for IllustrationGround Points
Assumed WSEL
Left Channel Pts
Right Channel Pts
Station (feet)
Ele
va
tio
n (
fee
t)
PROJ: Pima County FCD - Floodplain Hydraulics Short CourseDETAIL: Manning's Rating for Irregular Section
Section: Sample Section for Normal Depth Rating Workshop
Solution is for Manning's Equation for each section segment as follows:
Q = VA = 1.49 Rh^2/3 S^1/2 An
Calculation of discharge is for an assumed water surface elevation (WSEL) and given slope (SLOPE):
Number of Points in Section = 12.00 ASSUMED WSEL= 2417.80SLOPE = 0.0118
POINT STATION ELEV "n" "n" A WP Rh V Dmax T Dh Froude Q# (FT) (FT) value value (sq. ft) (feet) (feet) (ft/sec) (feet) (feet) (feet) # (cfs)1 0 24202 21 2418 0.06 0.06 0.00 0.00 0.00 0.00 0.00 0.0 0.00 0.00 0.03 34 2416 0.06 0.06 10.53 11.84 0.89 2.48 1.80 11.7 0.90 0.46 26.24 38 2416 0.06 0.06 7.20 4.00 1.80 3.98 1.80 4.0 1.80 0.52 28.65 61 2418 0.06 0.06 18.63 20.78 0.90 2.50 1.80 20.7 0.90 0.46 46.56 82 2418 0.06 0.06 0.00 0.00 0.00 0.00 0.00 0.0 0.00 0.00 0.07 120 2416 0.06 0.06 30.78 34.25 0.90 2.50 1.80 34.2 0.90 0.46 77.08 136 2414 0.03 0.03 44.80 16.12 2.78 10.62 3.80 16.0 2.80 1.12 475.79 158 2414 0.03 0.03 83.60 22.00 3.80 13.08 3.80 22.0 3.80 1.18 1093.7
10 170 2416 0.03 0.03 33.60 12.17 2.76 10.58 3.80 12.0 2.80 1.11 355.411 185 2418 0.06 0.06 12.15 13.62 0.89 2.49 1.80 13.5 0.90 0.46 30.212 193 2420 0.06 0.06 0.00 0.00 0.00 0.00 0.00 0.0 0.00 0.00 0.0
0.06 0.00 0.00 0.00 0.00 0.00 0.0 0.00 0.00 0.00.06 0.00 0.00 0.00 0.00 0.00 0.0 0.00 0.00 0.00.06 0.00 0.00 0.00 0.00 0.00 0.0 0.00 0.00 0.00.06 0.00 0.00 0.00 0.00 0.00 0.0 0.00 0.00 0.00.06 0.00 0.00 0.00 0.00 0.00 0.0 0.00 0.00 0.00.06 0.00 0.00 0.00 0.00 0.00 0.0 0.00 0.00 0.00.06 0.00 0.00 0.00 0.00 0.00 0.0 0.00 0.00 0.00.06 0.00 0.00 0.00 0.00 0.00 0.0 0.00 0.00 0.0
TOTAL SECTION VALUES = 241.29 134.77 1.79 8.84 134.1 1.80 1.16 2133
Legend: "n" = Manning's roughness coefficientA = flow area
WP = wetted perimeterRh = hydraulic radius
V = flow velocityDmax = maximum flow depth
T = topwidthDh = hydraulic flow depth = A/TQ = discharge
NOTES: Segment Q shown is for segment between indicated point and previous point"Total" Section value for V (velocity) is average for entire section
0 40 80 120 160 2002411
2412
2413
2414
2415
2416
2417
2418
2419
2420
2421
Cross-Section Plot
Cross-Section
Station (feet)
Ele
vati
on
(fe
et)
PIMA COUNTY REGIONAL FLOOD CONTROL DISTRICT NORMAL FLOW DISCHARGE USING MANNING'S EQUATION
Irregular Channel for Illustration Project AddressADS Preparer
depth area Depth-Area button calculates depth - area table.
0.0 ft 0.00 This table considers only the cross section geometry as entered in columns C & D of the Manning's Rating worksheet.
0.1 ft 0.84 The depth - area table is unaffected by discharge, channel definitions, or roughness coefficients entered on the Manning's
0.2 ft 3.89 worksheet. Maximum number of table entries is 20.
0.4 ft 8.39
0.5 ft 13.89
0.6 ft 21.78
0.7 ft 32.59
0.9 ft 46.84
1.0 ft 64.17
1.1 ft 85.27
1.2 ft 110.81
1.3 ft 139.29
1.5 ft 172.37
1.6 ft 208.62
1.7 ft 248.85
1.8 ft 292.05
1.9 ft 336.90
2.1 ft 383.54
2.2 ft 431.11
2.3 ft 478.94
ft2
ft2
ft2
ft2
ft2
ft2
ft2
ft2
ft2
ft2
ft2
ft2
ft2
ft2
ft2
ft2
ft2
ft2
ft2
ft2
PIMA COUNTY REGIONAL FLOOD CONTROL DISTRICT NORMAL FLOW DISCHARGE USING MANNING'S EQUATION
Project Address Preparer
Depth-Area button calculates depth - area table.
This table considers only the cross section geometry as entered in columns C & D of the Manning's Rating worksheet.
The depth - area table is unaffected by discharge, channel definitions, or roughness coefficients entered on the Manning's
worksheet. Maximum number of table entries is 20.
DEPTH - AREA
