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Calculation No.: Calc 388996-SW-01_Rev_3 Revision No.: 3Project: Honeywell Metropolis Works Facility (388996.HW.T6)

Engineering Discipline: Civil Date: 9/512012

Calculation Title & Description:"le." Civil and Stormwater Drainage Calculations

Descriotion: These calculations present the stormwater drainage evaluations related to the Honeywell - MetropoilisWorks Surface Water Impoundment Closure Project

Revision HNstoy* "

Revision No. Description Date Affected PagesFinal Calculation Package

3 9/5/2012 Complete StormwaterPackage (not HELP)

Document Review & Approval:Originator: Elizabeth Butterfield/CH2M HILL - 801, SW Lead

NtAMEiPOSITIOt4

I

I 9/5/2012DATF

NAMEJPSITION

9/5/2012DATE

Calculation 388996-SW-01, Rev 3 Page 1 of 152

1. Objective:

The objective of these calculations are to size the stormwater drainage ditches and drainage features,

including riprap, culverts, and discharge aprons.

2. Desicqn Standards and Criteria:

Stormwater Design Standards and CriteriaIllinois EPA and USEPA Requirements

General Illinois EPA criteria regarding drainage and erosion protection for in-place closure of surface

impoundments (per 35 III. Adm. Code 724) do not provide specific design storm requirements; however,

the 25-year, 24-hour design storm is cited throughout the 40 CFR 264 regulation for run-on and runoff

facilities at Subtitle C facilities.

For this project, surface water features are sized to manage the 100-year, 24-hour storm without

overtopping and to tolerate larger events without damage. Vegetated top-covers and riprap-stabilized

ditches, berm side slopes, and downslope drains will be provided to protect against erosion. Run-on is

not a significant concern because the impoundments are elevated above the surrounding topography.

The natural topography slopes away from the ponds into various natural drainages and to Outfall 002.

NRC Requirements and GuidanceGuidance in NUREG 1623 for uranium mine tailings sites is not directly applicable to MTW, but NRC staff

considers that this guidance can be used for any application where similar long-term stability is required.

Therefore, various guidance in NUREG 1623 has been considered for stormwater drainage design,

including the following:

* NUREG 1623, Section 2.2.1, "Selection of Design Flood and Precipitation Event": NRC cites the use of

the probable maximum flood for design storm events related to mine tailing sites, based on the

occurrence of the probable maximum precipitation (PMP). The PMP is the estimated depth of

rainfall for a given duration, drainage area, and time of year for which there is virtually no risk of

exceedance. The PMP approaches and approximates the maximum rainfall that is physically possible

within the limits of contemporary hydrometeorological knowledge and techniques. National

Oceanographic and Atmospheric Administration (NOAA) has developed methods in the form of

hydrometeorological reports for specific regions. Using the procedures outlined in

Hydrometeorological Report No. 51, "Probable Maximum Precipitation Estimates, United States East

of the 105th Meridian" (NOAA, 1978), and Hydrometeorological Report No. 52, "Application of

Probable Maximum Precipitation Estimates-United States East of the 105th Meridian" (NOAA,

1982), the PMP can be calculated.

Consideration for design: The combined drainage basin is on the order of 10.5 acres (or 0.016

square mile). For purposes of comparison to the design storm event used for this project, a

maximum flow rate (generated by a PMP event) is calculated in the design analysis section below to

arrive at an estimated, equivalent PMP storm using the charts and procedures outlined in HMR 51

and HMR 52.

" NUREG 1623, Section 2.2.2, "Gully Erosion," and Section 2.2.3, "Flow Concentrations and Drainage

Network Development": These sections describe the importance of preventing concentrated

drainage flows from creating gullies during a very large design storm event. By designing for a large


design storm event, the more frequent smaller events will have little to no cumulative impact on thestability of the cover system. The guidance states that it is unlikely that evenly distributed sheet flowwill occur from top to bottom of a slope as flow concentrations (gullies) can be caused by differentactions such as differential settlement, abnormal wind erosion, and/or random flow process andthat flow concentrations can develop even on carefully placed and compacted slopes and result information of rills and gullies, and eventually large preferential flow paths can develop.

Consideration for design: For this project, relatively short drainage lengths (approximately 125 feetor less) for the vegetated cover system are planned with a shallow graded cover crown of 4 percent,shedding off in all directions to prevent initiation of rills and gullies. Riprap in ditches and on bermside slopes is designed to tolerate the very large PMP flow rates without damage.

NUREG 1623, Appendix D, "Procedures for Designing Riprap Erosion Protection"--This appendix ofthe NUREG discusses the importance of riprap as protection from erosion and the various methodsof riprap design. The Safety Factors Method, the Stephenson Method, and the Abt and JohnsonMethod are discussed. These studies have indicated that the Safety Factors Method is applicable forslopes less than 10 percent and that the Stephenson Method is more applicable for slopes greaterthan 10 percent. Historic use of the Safety Factors Method has indicated that a minimum safetyfactor of 1.5 for nonprobable maximum flood applications (i.e., 100-year events) provides stabilityand protection. However, since the PMP is the estimated depth of rainfall for a given duration,drainage area, and time of year for which there is virtually no risk of exceedance, a safety factor of1.0 for the PMP application is sufficient for design. It is recommended that the riprap thickness bespecified as a minimum of 1.5 times the D50 of the riprap using the Safety Factors Method and 2times the D50 of the riprap using the Stephenson Method. The D50 is the stone diameter for whichhalf the material (by weight) is smaller and half is larger.

Consideration for design: The above guidance has been incorporated for riprap design in ditchesand on berm side slopes, as described below.

Summary of Selected Design CriteriaPermanent stormwater management features have been designed based on the following criteria.

Design Flow. Typical Subtitle C design requires the use of the 25-year, 24-hour design storm event. Forthis project the 100-year, 24-hour storm event is used to calculate the peak flows and to size ditches andother conveyance features, thus providing a safety factor (freeboard) for the features while carrying the25-year, 24-hour storm event. Consideration of the PMP event is made and compared for variouselements of the drainage system design. Peak flows are calculated from contributing drainages using theModified Rational Method.

Ditches. Ditches will be V-shaped with side slopes of 2H:1V, except for the interior slope of the exteriorperimeter ditches, which will have 3H:1V slopes to match the side slopes of the berms. The design depthof stormwater ditches has been determined using the following criteria:

* Size to convey the peak 100-year, 24-hour design storm event without overtopping, providingfreeboard and a safety factor to carry the conventional 25-year event. For interior ditches, designthe ditches to convey the 100-year, 24-hour design storm event below the elevation of the CDN.

* Define the ditch invert elevation as the top of the riprap layer-i.e., flow within the riprap is notconsidered for ditch design.

" Use n = 0.035 for rock-lined (riprap) ditches.


* Determine required depth for new ditches using a typical slope of one percent for allinterior/common berm ditches, with slopes marginally greater or less than 1 percent in select areasas necessary due to topographic and cover system design constraints.

Riprap. Ditch riprap D50 is designed to protect against erosion caused by the 100-year, 24-hour stormusing the Safety Factors Method with a minimum SF of 1.5, or the PMP event with an SF of 1.0. Sideslope riprap is designed using the Stephenson Method. Thickness of the riprap layers is specified as aminimum of 1.5 times the D50.

Downslope Drainage Ditches/Discharge Points. Downslope drains and discharge points where ditchesinterface with existing, natural drainage ravines and gullies (and Outfall 002) will be stabilized withriprap to prevent erosion. This reduces flow velocities to a level that the natural drainage can receivethe added flow, known as an energy dissipater. The energy dissipater will consist of a scour holefollowed by a riprap apron, which widens from the culvert outlet to the end of the apron. NUREG 1623Appendix D Section 4 Riprap Design for Aprons and Diversion Channel Outlets addresses this concern.Several methods exist to design the riprap energy dissipater. NUREG 1623 refers to EM 1110-2-1601 andHEC-14 as recommended design methods. Using HEC-14 and the culvert outlet calculations, the scourdepth is calculated. Then scour depth is used to calculate the length and width of the riprap apron. Thescour hole depth, length, and width are related to the size of the D50 riprap.

Culverts. Size culverts to convey the peak flow from the design event (100-year, 24-hour storm). Usecorrugated polyethylene pipe (such as ADS N-12) with corrugated exterior and smooth interior. Provideinlet and outlet protection using riprap.

3. Methodology and Assumptions:

Refer to Section 2 above.

4. Results and Conclusions

Summary of Stormwater Management FeaturesKey permanent stormwater management features are summarized as follows:

* Surface water will sheet flow off the top final cover from each pond and either convey into interiorditches collocated at the top of common pond berms or convey via sheet flow down the berm sideslope riprap to exterior perimeter ditches located at the toe of the berms.

" Concentrated flows from the common berm ditches will be conveyed under the perimeter accessroads via culverts to the exterior perimeter ditches.

* Exterior perimeter ditches will convey flows to three discharge points, as follows:

o Discharge point 1 (DP1) will collect surface water runoff from parts of Ponds B, C, and E.

o Discharge point 2 (DP2) will collect surface water runoff from part of Pond E.

o Discharge point 3 (DP3; existing Outfall 002) will collect surface water runoff from partsof Ponds B, C, and E, and all of Pond D.


Design Analyses

1.1.1.1 100-Year, 24-Hour Design Flow CalculationThe Rational Method was used to determine the peak runoff from each of the drainage basins as shownin Drawing C-4. The time of concentration (Tc) was calculated using the industry-standard TR-55methodology, as outlined in Chapter 3 of the USDA's Urban Hydrology for Small Watersheds. Tc iscomputed by determining the longest travel path in a drainage basin and summing the travel times forconsecutive components of the drainage path over three types of flow regimes: sheet flow, shallowconcentrated flow, and open channel flow. Surface roughness, channel shape, and channel slope allfactor into the Tc calculation.

A runoff coefficient of 0.95 was selected for the Rational Method stormwater runoff calculations as aconservative measure assuming frozen ground conditions with little or no infiltration or initialabstraction. it is assumed THAT virtually all stormwater runoff generated by the design storm events willbe conveyed BY ditches and culverts to the three outfalls. The storm intensity was chosen from theintensity-duration-frequency curves (and data tables) obtained from the nearby weather station for a100-year design storm with the corresponding time of concentration for each basin.

Based on the above, the peak flow for all contributing drainage areas is 62.65 cubic feet per second (cfs)for the 100-year storm. Table 5-1A summarizes the flows from each contributing drainage basin.

TABLE 5-1ADrainage Basin Flow Summary: 100-Year, 24-Hour Storm EventHoneywell-Metropolis Works Surface Impoundment Closure Engineering Report

Time ofArea Area Peak Flow Runoff Intensity ConcentrationID (acre) (cfs) Coefficient (in./hr) (min)

Pond B

A B-1 0.49 2.80 0.95 6.02 17

A B-2 0.18 1.28 0.95 7.49 10

A B-3 0.31 2.21 0.95 7.49 10

A B-4 0.11 0.64 0.95 6.13 16

A B-5 0.21 1.44 0.95 7.24 11

A B-6 0.26 1.79 0.95 7.24 11

Pond B Total 1.56 10.16

Pond C

A C-1 0.49 2.80 0.95 6.02 17

A C-2 0.19 1.35 0.95 7.49 10

A C-3 0.19 1.35 0.95 7.49 10

A C-4 0.15 1.03 0.95 7.24 11

A C-5 0.57 3.79 0.95 6.99 12

Pond C Total 1.59 10.32

Pond D


TABLE 5-1ADrainage Basin Flow Summary: 100-Year, 24-Hour Storm EventHoneywell-Metropolis Works Surface Impoundment Closure Engineering Report

Time ofArea Area Peak Flow Runoff Intensity Concentration

ID (acre) (cfs) Coefficient (in./hr) (min)

A D-1 0.24 1.71 0.95 7.49 10

A D-2 0.25 1.48 0.95 6.24 15

A D-3 0.85 4.77 0.95 5.91 18

A D-4 0.26 1.73 0.95 6.99 12

Pond D Total 1.60 9.69

Pond E

A E-1 0.92 5.17 0.95 5.91 18

A E-2 0.63 4.03 0.95 6.74 13

A E-3 0.37 2.46 0.95 6.99 12

A E-4 1.08 5.73 0.95 5.58 21

A E-5 0.66 3.64 0.95 5.80 19

A E-6 1.33 7.05 0.95 5.58 21

A E-7 0.80 4.41 0.95 5.80 19

Pond E Total 5.79 32.48

Project Total 10.54 62.65

1.1.1.2 PMP Flow Calculation

As described in Section 5.4.1, based on NRC guidance in NUREG 1623, theoretical maximum ditch flowrates are calculated based on the PMP for comparison to the design storm (100-year, 24-hour storm).

The Illinois EPA does not require consideration of the PMP.

Using the steps outlined in Sections 5.a and 5.b in HMR 51, the all-season, 6-hour, 10-square-mile PMP(inches) for the pond site in Metropolis, Illinois, was shown to be 28.7 inches (Calculation Step 1). Forthis analysis, it was necessary to derive the PMP for smaller durations and smaller areas per the stepsoutlined in HMR 52. From HMR 52, Figure 23, the ratio of the 1-hour point to 6-hour, 10-square-milePMP for the Metropolis ponds site is 0.647 (Calculation Step 2). This results in a 1-hour point PMP of18.6 inches (Calculation Step 3). Using HMR 52 Figures 36, 37, and 38, the ratios of the 5-, 15-, and 30-minute PMP to 1-hour point PMP calculated in the previous step are obtained (Calculation Step 4). Usingthese ratios the 5-, 15-, and 30-minute PMP results are 6.1, 9.6, and 13.9 inches respectively (CalculationStep 5). By plotting the 5-, 15-, and 30-minute PMP values, the PMP for various times of concentration(Tc) are obtained (Calculation Step 6). To determine Tc values for various ponds for the PMP eventfollowing iterative procedure was used:

1. PMPs are obtained using the Tc values calculated for the 100-year event. Using this information,

the peak flows from various pond drainage areas were calculated.


2. The peak flows calculated in Step 1 were used as inflow inputs in FlowMaster to route flowthrough the ditches. The obtained elevation profile from the FlowMaster output was used tocorrect the flow lengths used in the calculation of travel times.

3. The corrected travel times were used to determine the Tc values. Using these Tc values abovesteps 1 and 2 were repeated until the currently obtained elevation profile converges to theelevation profile.

Based on the above iterative procedure, the peak flow for all contributing drainage areas was calculatedto be 704.18 cfs for the PMP event. Table 5-1B summarizes the flows from each contributing drainagebasin. Drawing C-4 shows the configuration of the drainage areas listed in Table 5-lB. (Note: forconvenience, this drawing is reproduced as Attachment A in this memorandum.)


TABLE 5-1BDrainage Basin Flow Summary: PMP EventHoneywell-Metropolis Works Surface Impoundment Closure Engineering Report



Pond B

A B-1 0.49 31.85 1.00 65.0 6

A B-2 0.18 13.18 1.00 73.2 3

A 8-3 0.31 22.69 1.00 73.2 3

A B-4 0.11 7.15 1.00 65.0 6

A B-5 0.21 15.37 1.00 73.2 3

A B-6 0.26 19.03 1.00 73.2 3


Pond C

A C-1 0.49 35.87 1.00 73.2 5

A C-2 0.19 13.91 1.00 73.2 3

A C-3 0.19 13.91 1.00 73.2 3

A C-4 0.15 10.98 1.00 73.2 3

A C-5 0.57 41.72 1.00 73.2 4


Pond D

A D-1 0.24 17.57 1.00 73.2 3

A D-2 0.25 18.30 1.00 73.2 5

A D-3 0.85 55.25 1.00 65.0 6

A D-4 0.26 19.03 1.00 73.2 4


Pond E

A E-1 0.92 59.80 1.00 65.0 6

A E-2 0.63 46.12 1.00 73.2 4

A E-3 0.37 27.08 1.00 73.2 4

A E-4 1.08 62.95 1.00 58.3 7

A E-5 0.66 42.90 1.00 65.0 6

A E-6 1.33 42.90 1.00 58.3 7

A E-7 0.80 52.00 1.00 65.0 6



TABLE 5-1BDrainage Basin Flow Summary: PMP EventHoneywell-Metropolis Works Surfoce Impoundment Closure Engineering Report



Project Total 10.54 704.18

Ditch Sizes

Ditches were sized using the design criteria presented in Section 5.4.1. As noted, the Rational Methodwas used to calculate the stormwater runoff peak flow rate conveyed in each ditch. The flow for eachditch was then inserted into FlowMaster, a software package that uses the industry-standard open-channel Manning's equation to solve for the minimum depth of ditch with given inputs of flow rate,ditch cross-section, ditch side slope geometry, ditch slope, and Manning's n value (based on ditchroughness). Tables 5-2A and 5-2B list the minimum ditch depths calculated in order for the ditch tocontain the total ditch flow without overtopping during the 100-year and PMP events, respectively.

During the PMP event, the flow velocities are all subcritical, meaning the flow depth is greater than thecritical depth, and the velocity is less than the critical velocity. This occurs where slopes are relativelyflat. Low flow velocities are expected to ensure that the stormwater features will remain intact andfunctional. All ditches are sized to handle the updated PMP flow rates without overtopping during the

PMP event.


TABLE 5-2ADitch Flows and Design Summary: 100-Year, 24-Hour Storm Event

Honeywell-Metropolis Works Surface Impoundment Closure Engineering Report

ConveyanceDitch No.

DP1

DPi-1

DP1-2

DP1-3

DP1-4

DP1-5

DP1-6

DP1-7

DP1-8

DP2

DP2-1

DP2-2

DP3

DP3-1

DP3-2

DP3-3

DP3-4

DP3-5

DP3-6

Required Minimum DitchDepth (Normal Depth) (ft)

2.07

1.04

1.73

1.62

1.19

1.19

0.84

0.85

0.55

1.27

0.81

0.96

1.65

1.37

0.94

1.18

1.22

0.81

0.67

AverageSlope (ft/ft)

0.01

0.01

0.01

0.01

0.01

0.01

0.01

0.01

0.01

0.01

0.01

0.01

0.01

0.01

0.01

0.01

0.01

0.01

0.01

Velocity Side Slopes(ft/s) (Left/Right)

4.03 2H:1V/2H:1V

2.61 3H:1V/2H:1V

3.66 3H:1V/2H:1V

3.51 3H:1V/2H:1V

2.78 2H:IV/2H:IV

2.85 3H:1V/2H:1V

2.21 2H:1V/2H:IV

2.28 3H:1V/2H:IV

1.70 3H:1V/2H:1V

2.91 2H:1V/2H:IV

2.21 3H:1V/2H:1 V

2.48 2H:1V/3H:IV

3.46 2H:1V/2H:IV

3.13 2H:1V/3H:1V

2.38 2H:1V/2H:IV

2.84 2H:1V/3H:1V

2.83 2H:1V/2H:1V

2.15 2H:1V/2H:1V

1.95 2H:lV/3H:lV

Ditch Total Flow(cfs)

34.47

7.05

27.42

23.01

7.82

10.03

3.14

4.08

1.28

9.36

3.64

5.73

18.82

14.64

4.18

9.86

8.38

2.80

2.21


TABLE 5-2BDitch Flows and Design Summary: PMP EventHoneywell-Metropolis Works Surface Impoundment Closure Engineering Report

Conveyance Required Minimum Ditch Average Velocity Side Slopes Ditch Total FlowDitch No. Depth (Normal Depth) (ft) Slope (ft/ft) (ftls) (Left/Right) (cfs)

DP1 5.14 0.01 7.40 2H:1V/2H:1V 390.99

DPI-1 2.56 0.01 4.75 3H:IV/2H:IV 77.52

DP1-2 4.31 0.01 6.74 3H:1V/2H:IV 313.47

DP1-3 4.03 0.01 6.44 3H:IV/2H:IV 261.47

DP1-4 2.94 0.01 5.09 2H:IV/2H:IV 87.84

DP1-5 2.95 0.01 5.23 3H:IV/2H:IV 113.83

DP1-6 2.03 0.01 3.99 2H:IV/2H:IV 32.94

DP1-7 2.08 0.01 4.15 3H:IV/2H:IV 45.03

DP1-8 1.32 0.01 3.05 3H:IV/2H:IV 13.18

DP2 3.15 0.01 5.33 2H:IV/2H:IV 105.85

DP2-1 2.05 0.01 4.10 3H:IV/2H:IV 42.90

DP2-2 2.36 0.01 4.51 2H:IV/3H:lV 62.95

DP3 4.05 0.01 6.31 2H:IV/2H:IV 207.34

DP3-1 3.36 0.01 5.70 2H:IV/3H:IV 161.22

DP3-2 2.31 0.01 4.33 2H:IV/2H:IV 46.12

DP3-3 2.87 0.01 5.14 2H:IV/3H:IV 105.97

DP3-4 2.93 0.01 5.09 2H:1V/2H:1V 87.67

DP3-5 1.95 0.01 3.87 2H:IV/2H:1V 29.28

DP3-6 1.61 0.01 3.49 2H:IV/3H:IV 22.69

Culverts

Culverts were sized based on the design criteria presented above. The culverts were sized based on the

contributing ditch flows as described. Sizing was done using the FlowMaster software package

distributed by Bentley. The calculated flow rate for each culvert was imported into FlowMaster along

with the geometry of the culvert. The culvert design method used in the FlowMaster program is based

on Manning's equation.

Table 5-3 summarizes the associated culvert sizes for both the 100-year and the PMP design events. The

100-year design culvert sizes are planned for construction (very similar to the culvert sizes listed in the

LARR Volume 2), which are smaller than required to manage the PMP flow rates. These culvert sizes are

consistent with security requirements for the operating facility. At the end of the post-closure

monitoring period (required by Illinois EPA), the culverts will be replaced either with riprap armored

open channels (same designs as the corresponding ditch segments) or with larger culverts sized to

handle the PMP flow rates, as listed in Table 5-3.


TABLE 5-3Culvert Sizing SummaryHoneywell-Metropolis Works Surface Impoundment Closure Engineering Report

100-year 100-yearDesign Flow Design PMP Design PMP Design

Culvert ID (cfs) Diameter (in.) Flow (cfs) Diameter (in.)

01 7.82 24 87.84 54

C2 3.14 15 32.94 36

C3 1.28 12 13.18 24

C4 4.18 18 46.12 42

C5 8.38 24 87.67 54

C6 18.82 30 207.34 72

C7 18.82 30 207.34 72

C8 9.36 24 105.85 54

C9 34.47 36 390.99 90

C10 2.21 15 22.69 30

Riprap

Design of the riprap slope protection was performed using the criteria presented above. As described inNUREG 1623, the PMP event "approximates the maximum rainfall that is physically possible within thelimits of contemporary hydrometeorological knowledge and techniques." By this definition, the riprapsizing based on the PMP event and a safety factor of 1.0 is considered conservative for riprap design.The ditch riprap results in Table 5-4 are based on the flow rate for each ditch section.

For constructability purposes, the calculated minimum riprap sizes will be rounded up to accommodate

only four different gradations. Along the ditches, riprap sizes will be 6, 10, or 14 inches D50. Riprap sizesalong the approximately 3H:IV sideslopes will be either 6 or 8 inches D50. The planned riprap sizes for

construction are shown in Table 5-4.

TABLE 5-4Riprap Sizing SummaryHoneywell-Metropolis Works Surface Impoundment Closure Engineering Report

Ditch or Minimum Riprap Planned Planned ConstructedSideslope Storm Minimum Layer Thickness Safety Constructed Dso Riprap Layer Thickness

ID Event Dso (in.) (in.) Factor (in.) (in.)

Ditches

PMP 14 21 1.0DP1

100-year 14 21 1.4 14 21

PMP 7 10.5 1.0DPI-1

100-year 7 10.5 1.4 10 15

PMP 12 18 1.0DP 1-2

100-year 12 18 1.4 14 21

DP1-3 PMP 11 16.5 1.0



Ditch or Minimum Riprap Planned Planned ConstructedSideslope Storm Minimum Layer Thickness Safety Constructed D50 Riprap Layer Thickness

ID Event D50 (in.) (in.) Factor (in.) (in.)

100-year 11 16.5 1.4 14 21

PMP 8 12 1.0DP1-4

100-year 8 12 1.4 10 15

PMP 8 12 1.0DP1-5

100-year 8 12 1.4 10 15

PMP 6 9 1.1DP1-6

100-year 6 9 1.4 6 9

PMP 6 9 1.0DP11-7

100-year 6 9 1.4 6 9

PMP 4 6 1.1DP1-8

100-year 4 6 1.4 6 9

PMP 9 13.5 1.0DP2

100-year 9 13.5 1.4 10 15

PMP 6 9 1.0D P2-1100-year 6 9 1.4 6 9

PMP 7 10.5 1.1DP2-2

100-year 7 10.5 1.4 10 15

PMP 11 16.5 1.0DP3100-year 11 16.5 1.4 14 21

PMP 9 13.5 1.0DP3-1

100-year 9 13.5 1.4 10 15

PMP 7 10.5 1.1DP3-2

100-year 7 10.5 1.4 10 15

PMP 8 12 1.0D0P3-3

100-year 8 12 1.4 10 15

PMP 8 12 1.0DP3-4

100-year 8 12 1.4 10 15

PMP 6 9 1.1DP3-5

100-year 6 9 1.4 6 9

PMP 5 7.5 1.1DP3-6

100-year 5 7.5 1.4 6 9

Sideslopes

Between A PMP 4 8



Ditch or Minimum Riprap Planned Planned ConstructedSideslope Storm Minimum Layer Thickness Safety Constructed D50 Riprap Layer Thickness

ID Event D50 (in.) (in.) Factor (in.) (in.)

B-2 and 100-year 1 2 6 12DP1-8

Between A PMP 7 14B-1 and 100-year 2 4 8 16DP1-7

Between A PMP 7 14C-1 and 100-year 2 4 8 16DP1-5

Between A PMP 7 14E-1 and 100-year 2 4 8 16DP1-3


Between A PMP 6 12E-6 and 100-year 2 4 6 12DPi-1



Between A PMP 8 16D-3 and 100-year 2 4 8 16DP3-1

Between A PMP 4 8D-2 and 100-year 1 2 6 12DP3-3



Downslope Drainage Ditches/Discharge Points. Downslope drains and discharge points where ditchesinterface with existing, natural drainage ravines and gullies (and Outfall 002) will be stabilized with

riprap to prevent erosion. This reduces flow velocities to a level that the natural drainage can receive

the added flow, known as an energy dissipater. The energy dissipater will consist of a scour hole

followed by a riprap apron, which widens from the culvert outlet to the end of the apron. NUREG 1623Appendix D Section 4 Riprap Design for Aprons and Diversion Channel Outlets addresses this concern.

Several methods exist to design the riprap energy dissipater. NUREG 1623 refers to EM 1110-2-1601 and


HEC-14 as recommended design methods. Using HEC-14 and the culvert outlet calculations, the scourdepth is calculated. Then scour depth is used to calculate the length and width of the riprap apron. Thescour hole depth, length, and width are related to the size of the D50 riprap.

Preliminary calculations have been prepared to achieve approximate dimensions for the energydissipaters. Culvert C9 outfalls to Discharge Point No. 1, or ditch DP1. The energy dissipater for DP1 willconsist of, at a minimum, a 3.54 feet deep, 36 foot long dissipater pool, with a 18 foot long apron, usinga D50 of 5 inches. The apron will widen from 7.5 feet to 44 feet at the basin exit. Culvert C8 outfalls toDischarge Point No. 2, or ditch DP2. The energy dissipater for DP2 will consist of, at a minimum, a 1.93feet deep, 20 foot long dissipater pool, with a 9 foot long apron, using a D50 of 3 inches. The apron willwiden from 4.5 feet to 24 feet at the basin exit.

Culvert C7 outfalls to Discharge Point No. 3, or ditch DP3. Ditch DP3 terminates in existing outfall 002,which consists of a concrete structure and overflow weir, which then discharges to a riprap-linedchannel that directs flow downslope toward the Ohio River floodplain. Outfall 002 will remain in itscurrent configuration during construction and throughout the IEPA post-closure period. Prior tocompletion of the post-closure period, additional energy dissipation features will be implemented asnecessary downstream of Outfall 002 consistent with NUREG 1623 guidance.

5. List of Attachments

Calculations:

" Drainage and Ditch Sizing Calculations

" PMP Calculations

* Riprap Sizing Calculatins

* Culvert Sizing Calculations

" Discharge Apron Calculations

6. Additional References

NOAA (National Oceanic and Atmospheric Administration). 1978. Probable Maximum PrecipitationEstimates, United States East of the 105th Meridian. Hydrometeorological Report No. 51. Available athttp://www.nws.noaa.gov/oh/hdsc/PMP documents/HMR51.pdf.

NOAA (National Oceanic and Atmospheric Administration). 1982. Application of Probable MaximumPrecipitation Estimates, United States East of the 105th Meridian. Hydrometeorological Report No. 52.Available at http://www.nws.noaa.gov/oh/hdsc/PMP documents/HMR52.pdf.

NRC, 1988. NUREG/CR-4651. Development of Riprap Design Criteria by Riprap Testing in Flumes: PhaseII. Follow-up Investigations.

NRC, 2002. NUREG-1623. Design of Erosion Protection for Long-Term Stabilization. Final Report.

US. Department of Transportation Federal Highway Administration, 2006. Hydraulic Design of EnergyDissipators for Culverts and Channels. Hydraulic Engineering Circular No. 14, Third Edition. Available athttp://www.fhwa.dot.gov/engineering/hydraulics/pubs/06086/hecl4.pdf.


Attachment ACALCULATIONS


Honeywell Pond Closure

Time of Concentration

Source: USDA, Urban Hydrology for Small Watersheds (TR-55)

Time of concentration is a combination of sheet flow, shallow concentrated flow,

and open channel flow. The total time of concentration results from the sum of

all contributing basins.

Sheet Flow

equation 3-3

00 = O.X (nY )O'sT, (p)0.5S 0'.4

T, = travel time (hr)

n = Manning's roughness coefficient for sheet flow (Table 3-1)L = flow length (ft)

P = rainfall (in)s = slope of hydraulic grade line (land slope, ft/ft)

Table 3-1 Roughness coefficients (Manning's n) forsheet flow

Surface description n I

Smooth surfaces (concrete, asphalt,

gravel, or bare soil) ......................................... 0.011

Fallow (no residue) .................................................. 0.05

Cultivated soils:

Residue cover <20% ......................................... 0.06

Residue cover >20% ......................................... 0.17

Grass:

Short grass prairie ............................................ 0.15

D ense grasses 2-/ .............................................. 0.24

Berm udagrass .................................................. 0.41

R lange (natural) ......................................................... 0.13

Woods:-'

Light underbrush .............................................. 0.40

Dense underbrush ............................................ 0.80

I The ji values are a composite of information compiled by Engmnan

(1986).2 Includes species such as weeping lovegrass, bluegrass, buffalo

grass, blue graina grass, and native grass mixtures.3 When selecting n, consider cover to a height of about 0.1 ft. This

is the only part of the plant cover that will obstruct sheet flow.


Shallow Concentrated FlowAfter a maximum of 300 feet, sheet flow usually becomes shallow concentrated flow.

equation 3-1

T, - L

3600 V

Tt = travel time (hr)

L = flow length (ft)V = average velocity (Figure 3-1, ft/s)

Figure 3-1 Average velocities for estimating travel time for shallow concentrated flow

.50

.20

.10

.06

.04

I. 1I/

tI'

CD

0

0)

i

.. ....... .... .

, Y-441t

.. ... ..... ..

.02

.01 (

////!

nn.,;2 4 6 10 20

Average velocity (ft/sec)


Open Channels

equation 3-4

2 1

1 .49 r 3 s 2

n

ar --P "I

V = average velocity (ft/s)r = hydraulic radius (ft)

a = cross sectional flow area (ft2)

Pw = wetted perimeter (ft)

s = slope of the hydraulic grade line (channel slope, ft/ft)n = Manning's roughness coefficient for open channel flow

equation 3-1

T= L3600 V

LV

= travel time (hr)

= flow length (ft)= average velocity from Equation 3-4 (ft/s)

Time of Concentration Calculations

A B-1 100-yearSheet Flow (4% slopes)n = 0.15L = 134 ftP1lo-year, 14 min = 1.498 in

s= 0.04 ft/ft

Tt= 0.22861hr

Sheet Flow (3:1 slopes)n = 0.15

L = 40 ft

Ploo-year, 5 min = 0.81 ins = 0.3333 ft/ft

T, = F.o005o6 hr

Total Time of Concentration

Tt= 0.2792-hr

short grass prairie

= [13.7]mrin

short grass prairie

= •.Ormin

A B-1 PMP

Sheet Flow (4% slopes)n = 0.1

L = 134 ft

PPMP, S rnin = 6.1 in

s = 0.04 ft/ft

T = 0.0819 hr


L = 30 ft

PPMP, 5 min = 6.1 in

s = 0.3333 ft/ftTt = L 0.0106 h

11 __ _ _jhr


Tt = t_0.0925!hr

short grass prairie

= Izq, min

short grass prairie

shortened due to ditch depth

= [0.6min

LJ7 mi

.%16min


A B-2 100-yearSheet Flow (4% slopes)n = 0.15L = 70 ft

P100-year, 10 min = 1.25 in

s = 0.04 ft/ft

T= 0.1489;hr

Sheet Flow (3:1 slopes)n = 0.15L = 12 ft

P100-year, 5 min = 0.81 in

s = 0.3333 ft/ft

T,= 00l93'!hr


T, : 0.1682ihr

A B-3 100-yearSheet Flow (4% slopes)n = 0.15L = 70 ft

P00-year, 10 min = 1.25 in

s = 0.04 ft/ft

T, = 0.14891hr

Sheet Flow (3:1 slopes)n = 0.15L = 12ft

P100-year, 5 min = 0.81 in

s = 0.3333 ft/ft

Tt -= -. 01931hr


Tt= 0.1682!hr

A B-4 100-year

Sheet Flow (4% slopes)n = 0.15L = 157 ft

P100-year, 16 min 1.609 ins = 0.04 ft/ft

T, -025O0i 1hr

Sheet Flow (3:1 slopes)n = 0.15L = iSft

P100-year, 5 min = 0.81 ins = 0.3333 ft/ft

mT = k 0.0231lhr


Tt 0'27351hr

short grass prairie

S 8.9min

short grass prairie

j 1.21min

= 10-min

short grass prairie

=-8.9,min

short grass prairie

S 1.21min

A B-2 PMP



s = 0.04 ft/ft

T = 0.0487!hr



s = 0.3333 ft/ft

Tt = i '0.0012!hr


Tt = 0.0499 hr

A B-3 PMP


PPMP, 5 mnin = 6.1 in

s = 0.04 ft/ft

Tt :[o.o48 hhr



s = 0.3333 ft/ft

Tt = FO.ý-t2J0 I hr


Tt = 0.04991 hr

A B-4 PMP



s = 0.04 ft/ft

Tt : 0.09041hr


short grass prairie

12.9imin

= - 31min

short grass prairie


- 1oii0im in

short grass prairie

= I2.9Imin

short grass prairie


r6iji

L m min =h 31min

short grass prairie

: 15.O1min

short grass prairie

short grass prairie

= "••m i n

short grass prairie


= ,O2! min

L = 5ft


s = 0.3333 ft/ft= 14min Tt = 0.0025 hr

= L-illminTotal Time of Concentration

Tt = O.00929hr - IG '6minL-_ I


A B-5 100-yearSheet Flow (4% slopes)n = 0.15

L

P100-yer, 10 min

s

= 77 ft

= 1.25 in

= 0.04 ft/ft

= O.•607:hr

short grass prairie

= 9.6,min

short grass prairie


L = 12 ft

P100-year, 5 min -

Tt

0.81 in

0.3333 ft/ft

0.0193ihr =:1.2imin

S11:min


T= 0.18'hr

A B-6 100-yearSheet Flow (4% slopes)n 0.15L = 83 ft

P100-year, 11 min

5

= 1.312 in

= 0.04 ft/ft

= 0. 1665- hr

short grass prairie

= 10.Ojmin

short grass prairie


P1oo-year, 5 min = 0.81 in

s = 0.3333 ft/ft

Tt = 1 0.01931hr


Tt [0.1858:hr

A C-1 100-yearSheet Flow (4% slopes)n = 0.15

L = 142 ft

P100-year, 15 nin 1.56 in

s = 0.04 ft/ft

Tt = -0.23-46 1hr

A B-5 PMP

Sheet Flow (4% slopes)

n = 0.1L = 77 ft


s = 0.04 ft/ft

T = 0.0526:hr



s = 0.3333 ft/ft

Tt = = "0.0012ihr


Tt = r 0.05 38-i hr

A B-6 PMP



s = 0.04 ft/ft

T, 0.0558-hr

Sheet Flow (3:1 slopes)n = 0.1L 2ft

PPMP, 5 rin = 6.1 in

s = 0.3333 ft/ft

T, = -%90.0012 hr


Tt = F 0.057i hr

A C-1 PMP


L = 142 ft


s = 0.04 ft/ft

Tt = O.08341 hr


L = 21 ft


s = 0.3333 ft/ft

Tt = 0.0- o,8: hr


Tt = 0.0914ihr

short grass prairie

= 13.3min

short grass prairie


= 10.1min

= ) 3imin

short grass prairie

= 3.2:min

short grass prairie


= 0.11min= LI?1min

= 11min -- I [min

short grass prairie short grass prairie

S d0_! min: -14.11 min

Sheet Flow (3:1 slopes)

n = 0.15

L = 41 ft


Tt = L0.0516hr


Tt,= 0-.2863-:hr

short grass prairie

3.1; min

short grass prairie


S10.5min

= 171min = 1i min


A C-2 100-yearSheet Flow (4% slopes)

n = 0.15L = 64 ft


s = 0.04 ft/ftr . ... .. ...T, 0.1437hr

short grass prairie

- 8.6imin

short grass prairie

= 1.2;min


nL

P1OO-year, 5 m~in-

5

0.15

12 ft

0.81 in

0.3333 ft/ft

i 0.0193'hr


= 0 .163;hr

A C-3 100-year



s = 0.04 ft/ft

Tt= 0.14731hr



s = 0.3333 ft/ft

SL-0.0193jhr


Tt 0.16661hr

A C-4 100-year


n = 0.15

L = 82 ft

Pl00-year, 11 min = 1.312 in

s = 0.04 ft/ft

T,= L- 0.1649- hr


n = 0.15

L = 14 ft

P100-year, 5 rin = 0.81 ins = 0.3333 ft/ft

mt =-002191 hr


T, IL= 0.1868,hr

10= min

short grass prairie

= 8.8"8min

short grass prairie

: 1-2min

A C-2 PMP


n = 0.1L = 64 ft

PPMP, 5 rnin = 6.1 in

s = 0.04 ft/ft

Tt = 0.0453 hr


PPMP, S min = 6.1 in

s = 0.3333 ft/ft

Tt = I 0.00121hr


T, 0= -04 66hr

A C-3 PMP

Sheet Flow (4% slopes)n = 0.1L 66 ft


s = 0.04 ft/ft

T, = 0.04K65hr


L = 2ft


s = 0.3333 ft/ftT , = [-O -.'66 T2'• h r


Tt :0.04771hr

A C-4 PMP



s = 0.04 ft/ft


short grass prairie

S2.7min

I 3amin

short grass prairieshortened due to ditch depth

- 1O.lVmin

short grass prairie

S12.81mm


= [-0--min

161 min= L-1-1 S31min

short grass prairie

= min

short grass prairie

short grass prairie

S3.3- minL _.

n

L

- 0.1 short grass prairie

= 2 ft shortened due to ditch depth

= 1.3;min

= 11!min

PPMP, 5 min = 6.1 ins = 0.3333 ft/ft

Tt = il 0.0012;hr

Total Time of Concentration.- 0-6-

Tt 10.0565!hr

= 10.1:min

- 31min


A C-5 100-yearSheet Flow (4% slopes)

n = 0.15

L = 90 ft

P100-year, 11 min = 1.312 in

s = 0.04 ft/ft

T, CAM7'7hr


n = 0.15

L = 17 ft

P100-year, 5 rin = 0.81 in

s = 0.3333 ft/ft

T= f.0255ihr


Tt=, 0.2032 hr

A D-1 100-year


n = 0.15

L = 71 ft

short grass prairie

= 10.7rmin

short grass prairie

= !1.5_min

A C-S PMPSheet Flow (4% slopes)

n = 0.1

L = 90 ft

PPMP, 5 min 6.1 in

s = 0.04 ft/ft

= 0.0596&hr


n = 0.1

L = 3 ft


s = 0.3333 ft/ft

T, = -0(OOl7hr

Total Time of Concentrationr-- .. --

T, = 0.0612 1hr

A D-1 PMPSheet Flow (4% slopes)n = 0.1

L = 71 ft


s = 0.04 ft/ft

_ { 0.04931 hr

short grass prairie

- 3.6mmfi

short grass prairie


= 0.1Omin

- 1 2!min - 4imin

short grass prairie short grass prairie

P100-year, 10 min

sTt

1.25 in

0.04 ft/ft

0.1506 hr = 9.90 min

short grass prairie

= 3.01min


Sheet Flow (3:1 slopes)n = 0.1 short grass prairieL = 2 ft shortened due to ditch depthL

P 100.year, 5 min

5

= 14 ft

= 0.81 in

= 0.3333 ft/ft

= 0.0219%hrI.. -. - -1... .Z = 1.31min

S101.min


Tt,= 10.17241hr

A D-2Sheet Flow (4% slopes)n = 0.15

L = 129 ft

P155.year, 14 min

5

= 1.498 in

= 0.04 ft/ft

= 0.22171 hr


L = 14 ft

P100-year, 5 min = 0.81 in

s = 0.3333 ft/ftSI.0.0219!hr


Tt= 0.24361hr

short grass prairie

I13.31min

short grass prairie

= 1.31min

SL1..35)min

PPMP,5min = 6.1 ins = 0.3333 ft/ft

= F -.-- -hITt : [0 .0 012ýIhr


Tt = I 0.05051hr

A D-2Sheet Flow (4% slopes)n = 0.1

L = 129 ft

PPMP, 5 min 6.1 ins = 0.04 ft/ft

Tt = '-O1.-7941hr


PPMP, 5 in = 6.1 in

s = 0.3333 ft/ft

Tt = F O.O0121hr


Tt : -0,0807Ahr

short grass prairie

- •4.8min

iO-I 0lmin

I ~3ýmin


: 0._Imin

S•5imm


A D-3 100-year


L = 159 ft

P100-year, 16 min 1.609 in

s = 0.04 ft/ft

Tt= 0.2529thr


L = 31ft

P10o-year, 5 rain = 0.81 in

s = 0.3333 ft/ft

Tt = 0.04413' hr


T,= 0.29421 hr

A D-4 100-year


L = 90 ft

P100-year, 11 min = 1.312 in

s = 0.04 ft/ft

Tt 0. 177.7 hr


L = 15 ft

P1oo-year, 5 min -= 0.81 in

s = 0.3333 ft/ft

Tt = 0.0231 hr


Tt = 0.2007ihr

A E-1 100-year


L = 147 ft

P100-year, 15 min 1.56 in

s = 0.04 ft/ft

Tt :0:2472ihr


L = 50ft

P1oo-year, 5 min = 0.81 ins = 0.3333 ft/ft

Tt = 0.0605 hr


T, = 0.3017hr

short grass prairie

= : 15.2 min

short grass prairie

. 2.51min

A D-3 PMP


n = 0.1

L = 159 ft


s = 0.04 ft/ft

Tt = 0.0913 hr


L = lift


s = 0.3333 ft/ft

Tt = 0.0-0471 h r


Tt r-.0= 9006-911hr

A D-4 PMP


PPMP, 5 min = 6.1 ins = 0.04 ft/ft

ZT L 0.05"961 hr

short grass prairie

! 5.5.min


= _03Imin

= 18- min S6min

short grass prairie

= 10.7,min

short grass prairie

= -.4 1 min

short grass prairie

= 3.6min

Sheet Flow (3:1 slopes)n = 0.1 short grass prairieL = 4 ft shortened due to ditch depth


s = 0.3333 ft/ft

Tt =0. [O.00212hr = {9.ljmin

12 !~min

short grass prairie

= B4'min

short grass prairie

S3.6min

Total Time of ConcentrationTtF-_6.66i7] h r

A E-1 PMPSheet Flow (4% slopes)n = 0.1

L = 147 ft


s = 0.04 ft/ft

T, = 0.0858 hr


n = 0.1L 30 ft


s = 0.3333 ft/ft

T, = F 00106!hr


T, 10 = * -06"4hr

= L_4min

short grass prairie

- [!.Imin


[0.6, min

= 181min - 6- min


A E-2 100-yearSheet Flow (4% slopes)

nL

P100-year, 12 min

s

= 0.15

= 101 ft

= 1.374 in

= 0.04 ft/ft

= 0.1904'hr

short grass prairie

=i 11.4:mm


nL

P10O-year, 5 min

5

= 0.15= 17 ft

= 0.81 in

= 0.3333 ft/ft

0 .:02551hr

short grass prairie

1.5ýmin

A E-2 PMP


n = 0.1L = 101ft

PPMP, 5 min 6.1 in

s = 0.04 ft/ft

ZT = 0.06531hr

Sheet Flow (3:1 slopes)n 0.1L = 4ft


s = 0.3333 ft/ft

T, = 0.0021_hr


Tt 0=.06741hr

A E-3 PMPSheet Flow (4% slopes)n = 0.1L = 85 ft

short grass prairie


-- 0.1min

short grass prairie

- 3.9imin


Tt= 0. 2159! hr

A E-3 100-yearSheet Flow (4% slopes)n = 0.15L = 85 ft

Ploo-year, 11rmin = 1.312 in

s = 0.04 ft/ft

Zt = 0,16971hr



T, = j 0.0231'hr


T,= 0.1928!hr

A E-4 100-yearSheet Flow (4% slopes)n = 0.15L = 192 ft

P100-year, 18 min = 1.708 ins 0.04 ft/ft

Tt= -0.28551 hr

- 13m mi - 4,min

short grass prairie

PPMP, 5 mnif

5

= 6.1 in

= 0.04 ft/ft

= 0.0569ihr10.2i min

short grass prairie

short grass prairie

= 3.4• min

short grass prairie


SiO.1jmin


L = 4ft

PPMP,5min = 6.1 ins = 0.3333 ft/ft

= 1 _,min T, o--: gi_ h.... = 0: 00211 h r

F12mi

short grass prairie

[17 1mn

short grass prairie

= V 35 min


mt = L_0.059hr

A E-4 PMPSheet Flow (4% slopes)n = 0.1L = 192 ft

PPMP, 7 rain 6.8 in

s = 0.04 ft/ft

Tt = 0 10034 hhr



s = 0.3333 ft/ft

Tt := L0. 03,33. h r


t = 0.1168j hr

I 4.min

short grass prairie

= 6.2 mi

Sheet Flow (3:1 slopes)n

L

Ploo-year, 5 min

Tt

= 0.15= 52 ft

= 0.81 in

= 0.3333 ft/ft= O.6241hr

short grass prairie


- 0_min


Tt,= 0.3479hrL_ .. .. . .- - . 21Vmin - i7jmin


A E-5 100-yearSheet Flow (4% slopes)n = 0.15

L = 149 ft

P100-year, 15 min 1.56 in

s = 0.04 ft/ft

Tt : 0.243"91 hr


n = 0.15L = 69 ft

P100-year, 5 min = 0.81 in

s = 0.3333 ft/ft

T, = F 0.0783ihr


Tt = 0.3221:hr


L = 173 ft

P1oo-year, 17 min 1.659 in

s = 0.04 ft/ft

T= 0.2665'hr


P100-year, s min = 0.81 in

s = 0.3333 ft/ft

T, = [.0 7,3j hr

Total Time of Concentrationi

Tt = ¶0.3448hr


L 149 ft

P100-year, 15 = 1.56 in

s = 0.04 ft/ft

Tt F0.= {02439] hr


L = 69 ft

short grass prairie

1 -4.6 min

short grass prairie

. 4.7:min

19 -4min

A E-5 PMPSheet Flow (4% slopes)

n = 0.1

L = 149 ft


s = -- 0.04 ft/ft

Tt = 0.0867ihr


n = 0.1L = 57 ft


s = 0.3333 ft/ft

Tt = 0.O1i77 hr


Tt = 0.1044ihr

A E-6 PMP


PPMP, 6 i = 6.45 in

s = 0.04 ft/ftT, L a-_ h r


L = 54 ft


s = 0.3333 ft/ft

Tt = L_.0.0171hr


Tt 11477 hr

A E-7 PMPSheet Flow (4% slopes)n = 0.1


= 1.1_min

short grass prairie

Sý5.2 min

- 6ýmin

short grass prairie

F !-i6.01 amin

short grass prairie

: 4i--j7! min

short grass prairie

-- I 5min

short grass prairie


S1.01 min

= 21mm S71min

short grass prairie

= Lgrss prmin

short grass prairie

L

PPMP, 6 mnir

5

= 149 ft

= 6.45 in

= 0.04 ft/ft

- Oý.8671hr

short grass prairie

is.21min

short grass prairie


- (Ojmin


L = 48 ft

P1OO-year, 5 min

5

= 0.81 in

= 0.3333 ft/ft=!0.0783• 1h r

PPMP, 5 min = 6.1 ins = 0.3333 ft/ft

=F47 i•-min Tt = FO0 5 0


T, [0.32211h = Fi~lmin


mt = V0.1021hr - i6min


Honeywell Pond ClosurePMP Calculation Using HMR 51 (Steps from Section 5) and HMR 52 (Section 6)

References:Hydrometorological Report No. 51, Probable Maximum Precipitation Estimates,

United States East of the 105th Meridian (HMR 51)

NOAA Hydrometorological Report No. 52, Application of Probable MaximumPrecipitation Estimates, United States East of the 105th Meridian (HMR 52)

Step 1. All-season PMP (inches) for Metropolis, Illinois (HMR 51 5.a & b)

Duration Drainage Area (square miles)

(hours) 10 200 1000 5000 10000 20000

6 28.7 21 15.5 9.2 7.1 5.1

12 34 25.2 19.2 13 10.3 8.1

24 36.2 27.3 21.8 15.2 12.6 10.3

48 40 30.5 25 18.6 15.9 13.4

72 42 32.4 26.5 20.2 17.6 15

Step 2. Ratio of 1-hr point to 6-hr 10-mi2 precipitation (HMR 52 Figure 23)

0.647

Step 3. 1-hr point precipitation = ratio from Step 2 multiplied by 6-hr 10-mi2

precipitation from Step 1

18.6 inches

Step 4. Ratios of 5-min, 15-min, and 30-min to 1-hr precipitation for areas < 200 mi2

5-min 0.330 (HMR 52 Figure 36)

15-min 0.519 (HMR 52 Figure 37)

30-min 0.746 (HMR 52 Figure 38)

Step 5. 5-min, 15-min, and 30-min precipitation = ratio from Step 4 multiplied by 1-hr

precipitation from Step 3

5-min 6.1 inches

15-min 9.6 inches

30-min 13.9 inches

Step 6. Plot the 5-min, 15-min, 30-min, and 1-hr values to obtain precipitations for other

durations obtained from T, calculations

Duration (min) PMP (inches)

5 6.1

15 9.6

30 13.9

60 18.6


Depth vs. Duration70

60

50

E 40

.20 30- 301-0-1 square mile

20

10

00 5 10 15 20

All-Season PMP (inches)

Interpolation from the Depth vs. Duration graph

Tc (min) PMP (in) Intensity (in/hr)

6 6.5 65.07 6.8 58.3

8 7.2 54.0

9 7.5 50.0

10 7.9 47.411 8.2 44.712 8.6 43.013 8.9 41.114 9.3 39.9



Peak Flow Calculations - 100-year event

Interpolation from the NOAA ATLAS 14 graphs for the 100-year event

Intensity(in/hr)

5 9.78

6 9.327 8.86

8 8.41

9 7.95

10 7.49

11 7.24

12 6.99

13 6.74

14 6.49

15 6.24

16 6.13

17 6.02

18 5.91

19 5.80

20 5.69

21 5.58

Area ID Area Frequency Method RunoffCoef Intensity TimeofConc PeakFlow(acres) (in/hr) (min) (cfs)

Pond B

A B-1 0.49 100 Mod. Rational 0.95 6.02 17 2.80

A B-2 0.18 100 Mod. Rational 0.95 7.49 10 1.28

A B-3 0.31 100 Mod, Rational 0.95 7.49 10 2.21

A B-4 0.11 100 Mod. Rational 0.95 6.13 16 0.64

A B-5 0.21 100 Mod. Rational 0.95 7.24 11 1.44

A B-6 0.26 100 Mod, Rational 0.95 7.24 11 1.79


Pond CA C-1 0.49 100 Mod, Rational 0.95 6.02 17 2.80

A C-2 0.19 100 Mod, Rational 0.95 7.49 10 1.35

A C-3 0.19 100 Mod. Rational 0.95 7.49 10 1.35

A C-4 0.15 100 Mod, Rational 0.95 7.24 11 1.03

A C-5 0.57 100 Mod. Rational 0.95 6.99 12 3.79


Pond D

A D-1 0.24 100 Mod. Rational 0.95 7.49 10 1.71

A D-2 0.25 100 Mod. Rational 0.95 6.24 15 1.48

A D-3 0.85 100 Mod. Rational 0.95 5.91 18 4.77

A D-4 0.26 100 Mod. Rational 0.95 6.99 12 1.73


Pond E

A E-1 0.92 100 Mod. Rational 0.95 5.91 18 5.17

A E-2 0.63 100 Mod. Rational 0.95 6.74 13 4.03

A E-3 0.37 100 Mod. Rational 0.95 6.99 12 2.46

A E-4 1.08 100 Mod. Rational 0.95 5.58 21 5.73

A E-5 0.66 100 Mod. Rational 0.95 5.80 19 3.64

A E-6 1.33 100 Mod. Rational 0.95 5.58 21 7.05

A E-7 0.80 100 Mod. Rational 0.95 5.80 19 4.41


Totals 10.54 62.65



Peak Flow Calculations - PMP event

From the PMP calculations

Intensity(in/hr)

3 73.2

4 73.2

5 73.2

6 65.0

7 58.3

8 54.0

9 50.0

10 47.4

Area IDAreaAcres Frequency

(acres) Method RunoffCoefIntensity

(in/fr)TimeofConc PeakFlow

(min) (cfs)Pond B

A B-1 0.49 N/A Mod. Rational 1.00 65.0 6 31.85







Pond C

A C-1 0.49 N/A Mod. Rational 1.00 73.2 5 35.87






Pond D

A D-1 0.24 N/A Mod. Rational 1.00 73.2 3 17.57





Pond E

A E-1 0.92 N/A Mod. Rational 1.00 65.0 6 59.80








Totals 10.54 704.18



Ditch Total Flows - 100-year event

Discharge Point 1DP1-8Flow From A (AC) Q (cfs)A B-2 0.18 1.28Totals 0.18 1.28

Discharge Point 2DP2-2

Flow From A (AC) Q (cfs)

A E-4 1.08 5.73Totals 1.08 5.73

Discharge Point 3DP3-6Flow From A (AC) Q (cfs)

A B-3 0.31 2.21Totals 0.31 2.21

DP1-7Flow FromDP1-8A B-1Totals

DP1-6Flow FromA B-6A C-2

Totals

DPI-S

Flow FromDP1-6DP1-7A C-1Totals

DP1-4Flow From

A C-5A E-2Totals

DP1-3Flow From

DP1-4DPi-5A E-1

Totals

DP1-2

Flow From

DP1-3A E-7Totals

DPI-1

Flow From

A E-6Totals

A (AC) Q(cfs)0.18 1.280.49 2.800.67 4.08

A(AC) Q(cfs)

0.26 1.790.19 1.35

0.45 3.14

A (AC) Q(cfs)0.45 3.14

0.67 4.08

0.49 2.801.61 10.03

A (AC) Q(cfs)

0.57 3.790.63 4.031.20 7.82

A (AC) Q(cfs)1.20 7.82

1.61 10.030.92 5.17

3.73 23.01

A (AC) Q(cfs)3.73 23.01

0.80 4.414.53 27.42

A (AC) Q(cfs)

1.33 7.051.33 7.05

DP2-1Flow FromA E-5Totals

A (AC) Q (cfs)0.66 3.640.66 3.64

DP2Flow From A (AC) Q (cfs)DP2-1 0.66 3.64DP2-2 1.08 5.73Totals 1.74 9.36

DP3-5

Flow FromA B-5A C-3Totals

DP3-4Flow FromA D-1A C-4

A B-4DP3-5DP3-6

Totals

DP3-3Flow FromDP3-4

A D-2Totals

DP3-2Flow FromA D-4A E-3Totals

DP3-1Flow From

DP3-3

A D-3Totals

A (AC) Q(cfs)0.21 1.44

0.19 1.350.40 2.80

A (AC) Q (cfs)

0.24 1.710.15 1.03

0.11 0.640.40 2.80

0.31 2.21

1.21 8.38

A (AC) O(cfs)

1.21 8.380.25 1.481.46 9.86

A (AC) Q(cfs)0.26 1.730.37 2.460.63 4.18

A(AC) Q(cfs)

1.46 9.86

0.85 4.772.31 14.64

DP3

Flow From A (AC) Q (cfs)DP3-1 2.31 14.64DP3-2 0.63 4.18Totals 2.94 18.82

DPI

Flow From A (AC) Q(cfs)DPi-1 1.33 7.05DP1-2 4.53 27.42Totals 5.86 34.47


Worksheet for DPI_100-year

[Project Description

Friction Method

Solve For

Lput Data --

Roughness Coefficient

Channel Slope

Left Side Slope

Right Side Slope

Discharge

EResu Its

Manning Formula

Normal Depth

0.035

0.01000

2.00

2.00

34.47

Normal Depth

Flow Area

Wetted Perimeter

Hydraulic Radius

Top Width

Critical Depth

Critical Slope

Velocity

Velocity Head

Specific Energy

Froude Number

Flow Type

Downstream Depth

Length

Number Of Steps

'GVF Output Data

Upstream Depth

Profile Description

Profile Headloss

Downstream Velocity

Upstream Velocity

Normal Depth

Critical Depth

Channel Slope

Critical Slope

2.07

8.55

9.25

0.92

8.27

1.79

0.02149

4.03

0.25

2.32

0.70

Subcritical

ft/ft

ft/ft (H:V)

ft/ft (H:V)ftc/s

ftft2

ft

ft

ft

ft

ft/ft

ft/s

ft

ft

0.00 ft

0.00 ft

0

-- _~~~1~0.00 ft

0.00 ft

Infinity ft/s

Infinity ft/s

2.07 ft

1.79 ft

0.01000 ft/ft

0.02149 ft/ft

Bentley Systems, Inc. Haestad Methods SolBkdot14efbwMaster V8i (SELECTseries 1) [08.11.01.03]27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 19/5/2012 12:11:32 PM


jiroýject Description

Friction Method

Solve For

Onput Data


Channel Slope

Left Side Slope

Right Side Slope

Discharge

...suits

Worksheet for DPI-l 100-year

Manning Formula

Normal Depth

0.035

0.01000

3.00

2.00

7.05

ft/ft

ft/ft (H:V)

ft/ft (H:V)

ft3/s

iI!7.f 77]Normal Depth

Flow Area

Wetted Perimeter

Hydraulic Radius

Top Width

Critical Depth

Critical Slope

1.04

2.70

5.61

0.48

5.20

0.87

0.02611

ftft2

ft

ft

ft

ft

ft/ft

ft/s

ft

ft

Velocity 2.61

Velocity Head 0.11

Specific Energy 1.15

Froude Number 0.64

Flow Type Subcritical

SFD-t- Data

Downstream Depth

Length

Number Of Steps

GVFOututbata

Upstream Depth

Profile Description

Profile Headloss

Downstream Velocity

Upstream Velocity

Normal Depth

Critical Depth

Channel Slope

Critical Slope

0.00 ft

0.00 ft

0

0.00 ft

0.00 ft

Infinity ft/s

Infinity ft/s

1.04 ft

0.87 ft

0.01000 ft/ft

0.02611 ft/ft

Bentley Systems, Inc. Haestad Methods SolBtiatldýrbMaster V8i (SELECTseries 1) [08.11.01.03]27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 19/4/2012 4:57:10 PM


Worksheet for DPI-2 100-year

.Iroject Description

Friction Method

Solve For

.hput Data


Channel Slope

Left Side Slope

Right Side Slope

Discharge

["esu ts

Manning Formula

Normal Depth

0.035

0.01000

3.00

2.00

27.42

Normal Depth

Flow Area

Wetted Perimeter

Hydraulic Radius

Top Width

Critical Depth

Critical Slope

Velocity

Velocity Head

Specific Energy

Froude Number

Flow Type

.ýVF Iput Data

Downstream Depth

Length

Number Of Steps

r.-", . ... . .. .. ...G-VF Output DataT

Upstream Depth

Profile Description

Profile Headloss

Downstream Velocity

Upstream Velocity

Normal Depth

Critical Depth

Channel Slope

Critical Slope

1.73

7.49

9.34

0.80

8.65

1.50

0.02178

3.66

0.21

1.94

0.69

Subcritical

ft/ft

ft/ft (H:V)

ft/ft (H:V)ft3/s

ftft2

ft

ft

ft

ft

ft/ft

ft/s

ft

ft

0.00

0.00

0

ft

ft

0.00 ft

0.00 ft

Infinity ft/s

Infinity ft/s

1.73 ft

1.50 ft

0.01000 ft/ft

0.02178 ft/ft

Bentley Systems, Inc. Haestad Methods SolBbatiod•egwMaster V8i (SELECTseries 1) [08.11.01.03]27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 19/5/2012 12:10:50 PM


Worksheet for DPl-3 100-year

;,Project Description

Friction Method

Solve For

Manning Formula

Normal Depth

[Inpubt Data


Channel Slope

Left Side Slope

Right Side Slope

Discharge

seuits

Normal Depth

Flow Area

Wetted Perimeter

Hydraulic Radius

Top Width

Critical Depth

Critical Slope

Velocity

Velocity Head

Specific Energy

Froude Number

Flow Type

',GVF_.I~n~ut- Data

0.035

0.01000

3.00

2.00

23.01

1.62

6.56

8.75

0.75

8.10

1.39

0.02230

3.51

0.19

1.81

0.69

ft/ft

ft/ft (H:V)

ft/ft (H:V)

ft3/s

ftft2

ft

ft

ft

ft

ft/ft

ft/s

ft

ft

Subcritical

Downstream Depth

Length

Number Of Steps

GF OutputData .

Upstream Depth

Profile Description

Profile Headloss

Downstream Velocity

Upstream Velocity

Normal Depth

Critical Depth

Channel Slope

Critical Slope

0.00 ft

0.00 ft

0

0.00 ft

0.00 ft

Infinity ft/s

Infinity ft/s

1.62 ft

1.39 ft

0.01000 ft/ft

0.02230 ft/ft

Bentley Systems, Inc. Haestad Methods SolBkintld•rrAwuwMaster V8i (SELECTseries 1) [08.11.01.03]27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of I9/4/2012 4:56:02 PM



Prject Description

Friction Method Manning Formula

Solve For Normal Depth

1Input Data .. . ... i iRoughness Coefficient 0.035

Channel Slope 0.01000 ft/ft

Left Side Slope 2.00 ft/ft (H:V)

Right Side Slope 2.00 ft/ft (H:V)

Discharge 7.82 ft3/s

Normal Depth 1.19 ft

Flow Area 2.81 ft2

Wetted Perimeter 5.30 ft

Hydraulic Radius 0.53 ft

Top Width 4.74 ft

Critical Depth 0.99 ft

Critical Slope 0.02619 ft/ft

Velocity 2.78 ft/s

Velocity Head 0.12 ft

Specific Energy 1.31 ft

Froude Number 0.64


OW Inut D ta J - _

Downstream Depth 0.00 ft

Length 0.00 ft

Number Of Steps 0

GVF Output Dt

Upstream Depth 0.00 ft

Profile Description

Profile Headloss 0.00 ft

Downstream Velocity Infinity ft/s

Upstream Velocity Infinity ft/s



Channel Slope 0,01000 ft/ft


Bentley Systems, Inc. Haestad Methods SolBklottd•eFvwMaster V8i (SELECTseries 1) [08.11.01.03]9/4/2012 4:55:28 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1



P.roject Description

Friction Method

Solve For

Iput Data_


Channel Slope

Left Side Slope

Right Side Slope

Discharge

iI uJts

Normal Depth

Flow Area

Wetted Perimeter

Hydraulic Radius

Top Width

Critical Depth

Critical Slope

Velocity

Velocity Head

Specific Energy

Froude Number

Flow Type

GVF Input Data

Downstream Depth

Length

Number Of Steps

LVF Output Data

Upstream Depth

Profile Description

Profile Headloss

Downstream Velocity

Upstream Velocity

Normal Depth

Critical Depth

Channel Slope

Critical Slope

J

Manning Formula

Normal Depth

0.035

0.01000

3.00

2.00

10.03

1.19

3.52

6.41

0.55

5.93

1.00

0.02491

2.85

0.13

1.31

0.65

ft/ft

ft/ft (H:V)

ft/ft (H:V)

ft3/s

111.1]ftft2

ft

ft

ft

ft

ft/ft

ft/s

ft

ft

Subcritical

0.00 ft

0.00 ft

0

0 .77 - 7707

0.00 ft

0.00 ft

Infinity ft/s

Infinity ft/s

1.19 ft

1.00 ft

0.01000 ft/ft

0.02491 ft/ft

Bentley Systems, Inc. Haestad Methods SolBk~ottd4hwMaster V8i (SELECTseries 1) [08.11.01.03]27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 19/4/2012 4:54:53 PM


1P,,roject Description

Friction Method

Solve For

Worksheet for DP1-6 100-year

Manning Formula

Normal Depth

Iiropt Dataa


Channel Slope

Left Side Slope

Right Side Slope

Discharge

Normal Depth

Flow Area

Wetted Perimeter

Hydraulic Radius

Top Width

Critical Depth

Critical Slope

Velocity

Velocity Head

Specific Energy

Froude Number


0.035

0.01000

2.00

2.00

3.14

0.84

1.42

3.77

0.38

3.37

0.69

0.02957

2.21

0.08

0.92

0.60

ft

ft2

ft

ft

ft

ft

ft/ft

ft/s

ft

ft

ft/ft

ft/ft (H:V)

ft/ft (H:V)

ftI/s

Downstream Depth

Length

Number Of Steps

Upstream Depth

Profile Description

Profile Headloss

Downstream Velocity

Upstream Velocity

Normal Depth

Critical Depth

Channel Slope

Critical Slope

0.00 ft

0.00 ft

0

0 ft __

0.00 ft

0.00 ft

Infinity ft/sInfinity ft/s

0.84 ft

0.69 ft

0.01000 ft/ft

0.02957 ft/ft

Bentley Systems, Inc. Haestad Methods SolBot1dod wvMaster V8i (SELECTseries 1) [08.11.01.03]27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 19/4/2012 4:54:20 PM



iýoJqe-t Description

Friction Method

Solve For

Manning Formula

Normal Depth

16u"Data"'


Channel Slope

Left Side Slope

Right Side Slope

Discharge

[Fsuits

Normal Depth

Flow Area

Wetted Perimeter

Hydraulic Radius

Top Width

Critical Depth

Critical Slope

Velocity

Velocity Head

Specific Energy

Froude Number


NGFInput Data

Downstream Depth

Length

Number Of Steps

Upstream Depth

Profile Description

Profile Headloss

Downstream Velocity

Upstream Velocity

Normal Depth

Critical Depth

Channel Slope

Critical Slope

0.035

0.01000

3.00

2.00

4.08

0.85

1.79

4.57

0.39

4.23

0.70

0.02808

2.28

0.08

0.93

0.62

ft/ft

ft/ft (H:V)

ft/ft (H:V)

ft3/s

Zifli]ftft2

ft

ft

ft

ft

ft/ft

ft/s

ft

ft

0.00 ft

0.00 ft

0

0.00 ft

In

In

0.00 ft

finity ft/s

finity ft/s

0.85 ft

0.70 ft

1000 ft/ft

2808 ft/ft

0.0

0.0.

Bentley Systems, Inc. Haestad Methods SoIBtIottd;4*wMaster V8i (SELECTseries 1) [08.11.01.03]27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of I9/4/2012 4:53:54 PM



F~roject Description I -

Friction Method

Solve For

Inp D at


Channel Slope

Left Side Slope

Right Side Slope

Discharge

I~esults

Normal Depth

Flow Area

Wetted Perimeter

Hydraulic Radius

Top Width

Critical Depth

Critical Slope

Velocity

Velocity Head

Specific Energy

Froude Number

Flow Type

•GVF Dnput Data

Downstream Depth

Length

Number Of Steps

jGVF Output? Data .

Upstream Depth

Profile Description

Profile Headloss

Downstream Velocity

Upstream Velocity

Normal Depth

Critical Depth

Channel Slope

Critical Slope

Manning Formula

Normal Depth

0.035

0.01000

3.00

2.00

1.28

0.55

0.75

2.96

0.25

2.74

0.44

0.03278

1.70

0.05

0.59

0.57

ft/ft

ft/ft (H:V)

ft/ft (H:V)ft3/s

ftft2

ft

ft

ft

ft

ft/ft

ft/s

ft

ft

Subcritical

0.00 ft

0.00 ft

0

0.00 ft

0.00

Infinity

Infinity

0.55

0.44

0.01000

0.03278

ft

ft's

ft/s

ft

ft

ft/ft

ft/ft

Bentley Systems, Inc. Haestad Methods SolBkoetld~MasterV8i (SELECTseries 1) [08.11.01.03]27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 19/4/2012 4:44:54 PM


ProjectODescription.........

Worksheet for DP2_100-year

Friction Method

Solve For

i[n6put Data.. .


Channel Slope

Left Side Slope

Right Side Slope

Discharge

esuits

Normal Depth

Flow Area

Wetted Perimeter

Hydraulic Radius

Top Width

Critical Depth

Critical Slope

Velocity

Velocity Head

Specific Energy

Froude Number

Flow Type

'GF Input Data

Manning Formula

Normal Depth

j0.035

0.01000

2.00

2.00

9.36

ft/ft

ft/ft (H:V)

ft/ft (H:V)

ft3/s

1.27 ft

3.22 ft2

5.67 ft

0.57 ft

5.07 ft

1.06 ft

0.02557 ft/ft

2.91 ft/s

0.13 ft

1.40 ft

0.64

Subcritical

1Downstream Depth

Length

Number Of Steps

GVF'Output Data'

Upstream Depth

Profile Description

Profile Headloss

Downstream Velocity

Upstream Velocity

Normal Depth

Critical Depth

Channel Slope

Critical Slope

0.00

0.00

0

ft

ft

0.00 ft

0.00 ft

Infinity ft/s

Infinity ft/s

1.27 ft

1.06 ft

0.01000 ft/ft

0.02557 ft/ft

Bentley Systems, Inc. Haestad Methods SoIBatd~etdIAmMaster V8i (SELECTseries 1) [08.11.01.03]27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 19/512012 12:12:48 PM



!Project Description



nput Data

Roughness Coefficient 0.035





LFesults


Flow Area 1.65 ft2



Top Width 4.06 ft



Velocity 2.21 ft/s



Froude Number 0.61


'qVF -nu Data- - - - ._ _


Length 0.00 ft

Number Of Steps 0

.GVF Output Data


Profile Description








Bentley Systems, Inc. Haestad Methods SolBliatid;rbwMaster V8i (SELECTseries 1) [08.11.01.03]9/5/2012 12:12:14 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1



Project Description

Friction Method

Solve For

Input Data


Channel Slope

Left Side Slope

Right Side Slope

Discharge

Normal Depth

Flow Area

Wetted Perimeter

Hydraulic Radius

Top Width

Critical Depth

Critical Slope

Velocity

Velocity Head

Specific Energy

Froude Number

Flow Type

ýGVF Input Data

Downstream Depth

Length

Number Of Steps

GF Output Data

Upstream Depth

Profile Description

Profile Headloss

Downstream Velocity

Upstream Velocity

Normal Depth

Critical Depth

Channel Slope

Critical Slope

Manning Formula

Normal Depth

0.035

0.01000

2.00

3.00

5.73

0.96

2.31

5.19

0.45

4.81

0.80

0.02684

2.48

0.10

1.06

0.63

ft/ft

ft/ft (H:V)

ft/ft (H:V)

ftl/s

ftft2

ft

ft

ft

ft

ft/ft

ft/s

ft

ft

Subcritical

0.00 ft

0.00 ft

0

ji0.00 ft

0.00

Infinity

Infinity

0.96

0.80

0.01000

0.02684

ft

ft/s

ft/s

ft

ft

ft/ft

ft/ft

Bentley Systems, Inc. Haestad Methods SolBljotld$ufvMaster V8i (SELECTseries 1) [08.11.01.03]27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of I9/4/2012 4:58:20 PM


Worksheet for DP3 100-year

I1yroject Description

Friction Method

Solve For

Manning Formula

Normal Depth

[nput Data .


Channel Slope

Left Side Slope

Right Side Slope

Discharge

Results

Normal Depth

Flow Area

Wetted Perimeter

Hydraulic Radius

Top Width

Critical Depth

Critical Slope

Velocity

Velocity Head

Specific Energy

Froude Number

Flow Type

GVF Input Data

__1

0.035

0.01000 ft/ft

2.00 ft/ft (H:V)

2.00 ft/ft (H:V)

18.82 ft3/s

1.65 ft

5.43 ft2

7.37 ft

0.74 ft

6.59 ft

1.41 ft

0.02329 ft/ft

3.46 ft/s

0.19 ft

1.83 ft

0.67

Subcritical

71]Downstream Depth

Length

Number Of Steps

GV\F Outp~ut Data __ __

Upstream Depth

Profile Description

Profile Headloss

Downstream Velocity

Upstream Velocity

Normal Depth

Critical Depth

Channel Slope

Critical Slope

0.00 ft

0.00 ft

0

0.00 ft

-- - -i

0.00 ft

Infinity ft/s

Infinity ft/s

1.65 ft

1.41 ft

0.01000 ft/ft

0.02329 ft/ft

Bentley Systems, Inc. Haestad Methods SolBtdotid;4OwMaster V8i (SELECTseries 1) [08.11.01.03]27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 19/512012 12:15:15 PM


Worksheet for DP3-1_ 100-year

LP, roject -Description



[in':put Dataa . .. ..






iResults


Flow Area 4.68 ft2



Top Width 6.84 ft



Velocity 3.13 ft/s



Froude Number 0.67


VF Input Data --... . ...


Length 0.00 ft

Number Of Steps 0

'GVF Output Data -- -__ ___


Profile Description








Bentley Systems, Inc. Haestad Methods SolBtaotld•AmwMasterV8i (SELECTseries 1) [08.11.01.03]9/5/2012 12:14:48 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1



PIr0oject Description- ---- --_

Friction Method M

Solve For N

iqrjput Data


Channel Slope

Left Side Slope

Right Side Slope

Discharge

l~esults

Normal Depth

Flow Area

Wetted Perimeter

Hydraulic Radius

Top Width

Critical Depth

Critical Slope

Velocity

Velocity Head

Specific Energy

Froude Number

Flow Type S

qy Input Data

Downstream Depth

Length

Number Of Steps

DVF Output a.ta

Upstream Depth

Profile Description

Profile Headloss

Downstream Velocity

Upstream Velocity

Normal Depth

Critical Depth

Channel Slope

Critical Slope

lanning Formula

lormal Depth

0.035

0.01000

2.00

2.00

4.18

0.94

1.76

4.19

0.42

3.75

0.77

0.02847

2.38

0.09

1.03

0.61

ft/ft

ft/ft (H:V)

ft/ft (H:V)

ftf/s

ftft2

ft

ft

ft

ft

ft/ft

ft/s

ft

ft

;ubcritical

]0.00

0.00

0

ft

ft

~~1

0.00 ft

0.00 ft

Infinity ft/s

Infinity ft/s

0.94 ft

0.77 ft

0.01000 ft/ft

0.02847 ft/ft

Bentley Systems, Inc. Haestad Methods SolBkiotId4 wMaster V8i (SELECTseries 1) [08.11.01.03127 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of I9/4/2012 5:01:58 PM



F'rojec!Descriptlon -

Friction Method

Solve For

lnput Data


Channel Slope

Left Side Slope

Right Side Slope

Discharge

Results_.

Manning Formula

Normal Depth

0.035

0.01000

2.00

3.00

9.86

ft/ft

ft/ft (H:V)

ft/ft (H:V)

ft3/s

Normal Depth

Flow Area

Wetted Perimeter

Hydraulic Radius

Top Width

Critical Depth

Critical Slope

Velocity

Velocity Head

Specific Energy

Froude Number

Flow Type

:GVF Input Data

Downstream Depth

Length

Number Of Steps

ýGVF Out ,put Data

Upstream Depth

Profile Description

Profile Headloss

Downstream Velocity

Upstream Velocity

Normal Depth

Critical Depth

Channel Slope

Critical Slope

1.18

3.48

6.37

0.55

5.90

0.99

0.02497

2.84

0.13

1.30

0.65

ftft2

ft

ft

ft

ft

ft/ft

ft/s

ft

ft

Subcritical

0.00 ft

0.00 ft

0

0.00 ft

0.00 ft

Infinity ft/s

Infinity ft/s

1.18 ft

0.99 ft

0.01000 ft/ft

0.02497 ft/ft

Bentley Systems, Inc. Haestad Methods SolBtiotl14ewMaster V8i (SELECTseries 1) [08.11.01.03]27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of I9/5/2012 12:14:14 PM



Prject Description

Friction Method

Solve For

n1put Data


Channel Slope

Left Side Slope

Right Side Slope

Discharge

. . .esy. s

Normal Depth

Flow Area

Wetted Perimeter

Hydraulic Radius

Top Width

Critical Depth

Critical Slope

Velocity

Velocity Head

Specific Energy

Froude Number

Flow Type

,--VF Input Data

Downstream Depth

Length

Number Of Steps

Manning Formula

Normal Depth

0.035

0.01000 ft/ft

2.00 ft/ft (H:V)

2.00 ft/ft (H:V)

8.38 fW/s

1.22 ft

2.96 ft2

5.44 ft

0.54 ft

4.87 ft

1.02 ft

0.02595 ft/ft

2.83 ft/s

0.12 ft

1.34 ft

0.64

0.00 ft

0.00 ft

0

Subcritical

G•Otutput Data-

Upstream Depth

Profile Description

Profile Headloss

Downstream Velocity

Upstream Velocity

Normal Depth

Critical Depth

Channel Slope 0.

Critical Slope 0.

0.00 ft

0.00 ft

Infinity ft/s

Infinity ft/s

1.22 ft

1.02 ft

01000 ft/ft

02595 ft/ft

Bentley Systems, Inc. Haestad Methods SolBaotdpawjvFtMaster V8i (SELECTseries 1) [08.11.01.03]

27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of I91512012 12:13:39 PM



Lroject Description

Friction Method

Solve For

~~~~~1Manning Formula

Normal Depth

linputData


Channel Slope

Left Side Slope

Right Side Slope

Discharge

11ýeSults

0.035

0.01000 ft/ft

2.00 ft/ft (H:V)

2.00 ft/ft (H:V)

2.80 ft3/s

71 III]Normal Depth

Flow Area

Wetted Perimeter

Hydraulic Radius

Top Width

Critical Depth

Critical Slope

Velocity

Velocity Head

Specific Energy

Froude Number


F InputDat

0.81

1.30

3.61

0.36

3.23

0.66

0.03003

2.15

0.07

0.88

0.60

ftft2

ft

ft

ft

ft

ft/ft

ft/s

ft

ft

7

Downstream Depth

Length

Number Of Steps

.GyE Output Data

Upstream Depth

Profile Description

Profile Headloss

Downstream Velocity

Upstream Velocity

Normal Depth

Critical Depth

Channel Slope

Critical Slope

0.00

0.00

0

ft

ft

0.00 ft

0.00 ft

Infinity ft/s

Infinity ft/s

0.81 ft

0.66 ft

0.01000 ft/ft

0.03003 ft/ft

Bentley Systems, Inc. Haestad Methods SolB~dtldAuvwMasterV8i (SELECTseries 1) [08.11.01.03]

27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 19/412012 5:00:21 PM



R0roject -DescripOtion

Friction Method

Solve For

jiput Dtata


Channel Slope

Left Side Slope

Right Side Slope

Discharge

LResults

Normal Depth

Flow Area

Wetted Perimeter

Hydraulic Radius

Top Width

Critical Depth

Critical Slope

Velocity

Velocity Head

Specific Energy

Froude Number

Flow Type

,GVF Input Data

Downstream Depth

Length

Number Of Steps

r-1 -- --- . -

LGVF Output Data

Upstream Depth

Profile Description

Profile Headloss

Downstream Velocity

Upstream Velocity

Normal Depth

Critical Depth

Channel Slope

Critical Slope

Manning Formula

Normal Depth

0.035

0.01000

2.00

3.00

2.21

0.67

1.13

3.63

0.31

3.37

0.55

0.03048

1.95

0.06

0.73

0.59

ft/ft

ft/ft (H:V)

ft/ft (H:V)

ft3/s

ftft2

ft

ft

ft

ft

ft/ft

ft/s

ft

ft

Subcritical

0.00 ft

0.00 ft

0

0.00 ft

0.00 ft

Infinity ft/s

Infinity ft/s

0.67 ft

0.55 ft

0.01000 ft/ft

0.03048 ft/ft

Bentley Systems, Inc. Haestad Methods SoIB1ettd1e4lwMaster V8i (SELECTseries 1) [08.11.01.03]27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of I9/4/2012 4:59:51 PM


Honeywell Pond ClosureDitch Total Flows - PMP event

Discharge Point 1DP1-8Flow From A (AC) Q (cfs)A B-2 0.18 13.18Totals 0.18 13.18

DP1-7Flow FromDP1-8A B-1Totals

DP1-6Flow From

A B-6A C-2

Totals

DPI-SFlow FromDP1-6DP1-7

A C-1Totals

DP1-4Flow From

A C-5A E-2Totals

DP1-3Flow From

DP1-4

DP1-5A E-1Totals

DP1-2

Flow FromDP1-3A E-7

Totals

DPi-1Flow From

A E-6Totals

A (AC) Q(cfs)0.18 13.180.49 31.850.67 45.03

A (AC) Q (cfs)

0.26 19.03

0.19 13.91

0.45 32.94

A (AC) Q(cfs)0.45 32.940.67 45.03

0.49 35.871.61 113.83

A (AC) Q.(cfs)

0.57 41.720.63 46.121.20 87.84

A (AC) Q(cfs)

1.20 87.84

1.61 113.830.92 59.803.73 261.47

A(AC) Q(cfs)3.73 261.470.80 52.004.53 313.47

A (AC) Q (cfs)1.33 77.52

1.33 77.52

Discharge Point 2

DP2-2

Flow From A (AC) Q (cfs)

A E-4 1.08 62.95Totals 1.08 62.95

DP2-1

Flow From A (AC) Q (cfs)A E-5 0.66 42.90Totals 0.66 42.90

DP2Flow From A (AC) . (cfs)DP2-1 0.66 42.90DP2-2 1.08 62.95Totals 1.74 105.85

DP3-5Flow FromA B-5

A C-3Totals

DP3-4Flow FromA D-1

A C-4

A B-4DP3-5

DP3-6

Totals

DP3-3Flow FromDP3-4A D-2Totals

DP3-2Flow FromA D-4

A E-3

Totals

DP3-1

Flow From

DP3-3

A D-3Totals

Discharge Point 3DP3-6

Flow From A (AC) Q (cfs)A B-3 0.31 22.69Totals 0.31 22.69

A (AC) Q(cfs)0.21 15.370.19 13.910.40 29.28

A(AC) Q(cfs)

0.24 17.57

0.15 10.98

0.11 7.150.40 29.28

0.31 22.69

1.21 87.67

A (AC) Q.(cfs)1.21 87.670.25 18.301.46 105.97

A(AC) Q(cfs)0.26 19.03

0.37 27.080.63 46.12

A (AC) (cfs)1.46 105.970.85 55.252.31 161.22

DP3Flow From A (AC) . (cfs)DP3-1 2.31 161.22DP3-2 0.63 46.12Totals 2.94 207.34

DP1Flow From A (AC) Q (cfs)DPI-I 1.33 77.52DP1-2 4.53 313.47Totals 5.86 390.99


Worksheet for DPI PMP

Project Description

Friction Method

Solve For

lin ut Data_


Channel Slope

Left Side Slope

Right Side Slope

Discharge

i~esutts . ..

Normal Depth

Flow Area

Wetted Perimeter

Hydraulic Radius

Top Width

Critical Depth

Critical Slope

Velocity

Velocity Head

Specific Energy

Froude Number

Flow Type

,GVF Input Data

Downstream Depth

Length

Number Of Steps

Manning Formula

Normal Depth

0.035

0.01000

2.00

2.00

390.99

5.14

52.87

22.99

2.30

20.57

4.73

0.01554

7.40

0.85

5.99

0.81

ft/ft

ft/ft (H:V)

ft/ft (H:V)

ft3/s

j]ftft2

ft

ft

ft

ft

ft/ft

ft/s

ft

ft

Subcritical

0.00 ft

0.00 ft

0

DF Output Data ____

Upstream Depth

Profile Description

Profile Headloss

Downstream Velocity

Upstream Velocity

Normal Depth

Critical Depth

Channel Slope

Critical Slope

0.00 ft

0.00 ft

Infinity ft/s

Infinity ft/s

5.14 ft

4.73 ft

0.01000 ft/ft

0.01554 ft/ft

Bentley Systems, Inc. Haestad Methods SolBtiatlddt~ Master V8i (SELECTseries 1) [08.11.01.03]27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1915/2012 12:25:45 PM


Worksheet for DPI-I PMP

Iroject Description

Friction Method

Solve For

~Input 'Data


Channel Slope

Left Side Slope

Right Side Slope

Discharge

feu its

Normal Depth

Flow Area

Wetted Perimeter

Hydraulic Radius

Top Width

Critical Depth

Critical Slope

Velocity

Velocity Head

Specific Energy

Froude Number

Flow Type

GGVF Input Data

Downstream Depth

Length

Number Of Steps

Manning Formula

Normal Depth

0.035

0.01000 ft/ft

3.00 ft/ft (H:V)

2.00 ft/ft (H:V)

77.52 ft3/s

2.56 ft

16.32 ft2

13.79 ft

1.18 ft

12.78 ft

2.27 ft

0.01896 ft/ft

4.75 ft/s

0.35 ft

2.91 ft

0.74

§ §7]

Subcritical

0.00 ft

0.00 ft

0

IGVF Outiput:Data' __. _

Upstream Depth

Profile Description

Profile Headloss

Downstream Velocity

Upstream Velocity

Normal Depth

Critical Depth

Channel Slope

Critical Slope

0.00 ft

0.00 ft

Infinity ft/s

Infinity ft/s

2.56 ft

2.27 ft

0.01000 ft/ft

0.01896 ft/ft

Bentley Systems, Inc. Haestad Methods SoIBEaott4euwMaster V8i (SELECTseries 1) [08.11.01.03]27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 19/5/2012 9:27:02 AM


Worksheet for DPI-2_PMP

PoetDescription

Friction Method

Solve For

qnput Data

Manning Formula

Normal Depth

- - ~1


Channel Slope

Left Side Slope

Right Side Slope

Discharge

L pesuit~s: : _ _':•L_ _

Normal Depth

Flow Area

Wetted Perimeter

Hydraulic Radius

Top Width

Critical Depth

Critical Slope

Velocity

Velocity Head

Specific Energy

Froude Number

Flow Type S

LqV InIput Data

Downstream Depth

Length

Number Of Steps

VFG OLutput Data'

Upstream Depth

Profile Description

Profile Headloss

Downstream Velocity

Upstream Velocity

Normal Depth

Critical Depth

Channel Slope

Critical Slope

0.035

0.01000 ft/ft

3.00 ft/ft (H:V)

2.00 ft/ft (H:V)

313.47 ft3/s

4.31 ft

46.54 ft2

23.29 ft

2.00 ft

21.57 ft

3.96 ft

0.01574 ft/ft

6.74 ft/s

0.70 ft

5.02 ft

0.81

ubcritical

i-i0.00 ft

0.00 ft

0

0.00 ft

0.00 ft

Infinity ft/s

Infinity ft/s

4.31 ft

3.96 ft

0.01000 ft/ft

0.01574 ft/ft

Bentley Systems, Inc. Haestad Methods SolBaot1d•bwMaster V8i (SELECTseries 1) [08.11.01.03]27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 19/5/2012 12:25:08 PM


{Project Description• ....

Friction Method

Solve For

11 p1_ut Data_


Channel Slope

Left Side Slope

Right Side Slope

Discharge

L~~Its-Normal Depth

Flow Area

Wetted Perimeter

Hydraulic Radius

Top Width

Critical Depth

Critical Slope

Velocity

Velocity Head

Specific Energy

Froude Number

Flow Type

GV Input Data

Downstream Depth

Length

Number Of Steps

'GVF.Output Data

Upstream Depth

Profile Description

Profile Headloss

Downstream Velocity

Upstream Velocity

Normal Depth

Critical Depth

Channel Slope

Critical Slope


Manning Formula

Normal Depth

0.035

0.01000

3.00

2.00

261.47

4.03

40.62

21.76

1.87

20.15

3.69

0.01613

6.44

0.64

4.67

0.80

ft/ft

ft/ft (H:V)

ft/ft (H:V)

ft3/s

ftft2

ft

ft

ft

ft

ft/ft

ft/s

ft

ft

Subcritical

0.00 ft

0.00 ft

0

0.00 ft

0.00 ft

Infinity ft/s

Infinity ft/s

4.03 ft

3.69 ft

0.01000 ft/ft

0.01613 ft/ft

Bentley Systems, Inc. Haestad Methods SotBeutdj4#&wMaster V8i (SELECTseries 1) 108.11.01.03]27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 19/5/2012 12:24:28 PM


P roject Description

Friction Method

Solve For

[iput Data


Channel Slope

Left Side Slope

Right Side Slope

Discharge

[Ielts

Worksheet for DP1-4_PMP

Manning Formula

Normal Depth

Normal Depth

Flow Area

Wetted Perimeter

Hydraulic Radius

Top Width

Critical Depth

Critical Slope

Velocity

Velocity Head

Specific Energy

Froude Number

Flow Type

0.035

0.01000

2.00

2.00

87.84

2.94

17.25

13.13

1.31

11.75

2.60

0.01897

5.09

0.40

3.34

0.74

.1ft

ft2

ft

ft

ft

ft

ft/ft

ft/s

ft

ft

ft/ft

ft/ft (H:V)

ft/ft (H:V)

ft3/s

Subcritical

,GFInput Data __

Downstream Depth

Length

Number Of Steps

,GVF Output Data

Upstream Depth

Profile Description

Profile Headloss

Downstream Velocity

Upstream Velocity

Normal Depth

Critical Depth

Channel Slope

Critical Slope

0.00 ft.

0.00 ft

0.00 ft

0

0.00 ft

0.00 ft

Infinity ft/s

Infinity ft/s

2.94 ft

2.60 ft

0.01000 ft/ft

0.01897 ft/ft

Bentley Systems, Inc. Haestad Methods SoIBldetufid;twMaster V8i (SELECTseries 1) [08.11.01.03]

27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of I9/512012 9:25:23 AM


P•roject Description

Friction Method

Solve For

in6put Data


Channel Slope

Left Side Slope

Right Side Slope

Discharge

iResul't ....'iT2- 2:--Normal Depth

Flow Area

Wetted Perimeter

Hydraulic Radius

Top Width

Critical Depth

Critical Slope

Velocity

Velocity Head

Specific Energy

Froude Number

Flow Type

TGVF InputData


Manning Formula

Normal Depth

0.035

0.01000

3.00

2.00

113.83

2.95

21.77

15.93

1.37

14.75

2.64

0.01802

5.23

0.42

3.38

0.76

ft/ft

ft/ft (H:V)

ft/ft (H:V)

ft3/s

ftft2

ft

ft

ft

ft

ft/ft

ft/s

ft

ft

Subcritical

Downstream Depth

Length

Number Of Steps

Output Data

Upstream Depth

Profile Description

Profile Headloss

Downstream Velocity

Upstream Velocity

Normal Depth

Critical Depth

Channel Slope

Critical Slope

0.00

0.00

0

ft

ft

0.00 ft

0.00 ft

Infinity ft/s

Infinity ft/s

2.95 ft

2.64 ft

0.01000 ft/ft

0.01802 ft/ft

Bentley Systems, Inc. Haestad Methods SolBtaotlI4d*9Master V8i (SELECTseries 1) [08.11.01.03]27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 19/5/2012 12:23:34 PM



LPoject Description

Friction Method

Solve For

Idput Data


Channel Slope

Left Side Slope

Right Side Slope

Discharge

JR~esults

Normal Depth

Flow Area

Wetted Perimeter

Hydraulic Radius

Top Width

Critical Depth

Critical Slope

Velocity

Velocity Head

Specific Energy

Froude Number

Flow Type

;GFIn put Data_

Downstream Depth

Length

Number Of Steps

Manning Formula

Normal Depth

0.035

0.01000

2.00

2.00

32.94

2.03

8.27

9.09

0.91

8.13

1.76

0.02162

3.99

0.25

2.28

0.70

ft/ft

ft/ft (H:V)

ft/ft (H:V)

ft3/s

ftft2

ft

ft

ft

ft

ft/ft

ft/s

ft

ft

Subcritical

0.00 ft

0.00 ft

0

__V Output Data___

Upstream Depth

Profile Description

Profile Headloss

Downstream Velocity

Upstream Velocity

Normal Depth

Critical Depth

Channel Slope

Critical Slope

0.00 ft

0.00 ft

Infinity ft/s

Infinity ft/s

2.03 ft

1.76 ft

0.01000 ft/ft

0.02162 ft/ft

Bentley Systems, Inc. Haestad Methods SolBfiotld•eFlAwMaster V8i (SELECTseries 1) [08.11.01.03]27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 19/4/2012 5:04:40 PM


iPpoject Description

Worksheet for DPl-7_PMP



LInput Data


Channel Slope

Left Side Slope

Right Side Slope

Discharge

Results

Normal Depth

Flow Area

Wetted Perimeter

Hydraulic Radius

Top Width

Critical Depth

Critical Slope

Velocity

Velocity Head

Specific Energy

Froude Number


•VF Input Data.

Downstream Depth

Length

Number Of Steps

'G Output Data

Upstream Depth

Profile Description

Profile Headloss

Downstream Velocity

Upstream Velocity

Normal Depth

Critical Depth

Channel Slope

Critical Slope

0.035

0.01000

3.00

2.00

45.03

2.08

10.86

11.25

0.97

10.42

1.82

0.02039

4.15

0.27

2.35

0.72

ft/ft

ft/ft (H:V)

ft/ft (H:V)

ft3/S

ft

ft2

ft

ft

ft

ft

ft/ft

ft's

ft

ft

00 ft - -

0.00 ft0.00 ft

0

0.00 ft

0.00 ft

Infinity ft/s

Infinity ft/s

2.08 ft

1.82 ft

0.01000 ft/ft

0.02039 ft/ft

Bentley Systems, Inc. Haestad Methods SolBkoId4ttd uMasterV8i (SELECTseries 1) [08.11.01.03]27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 19/5/2012 9:23:56 AM


Project Description . . .

Friction Method

Solve For


Manning Formula

Normal Depth

[In4put Data -]


Channel Slope

Left Side Slope

Right Side Slope

Discharge

pResuits

Normal Depth

Flow Area

Wetted Perimeter

Hydraulic Radius

Top Width

Critical Depth

Critical Slope

Velocity

Velocity Head

Specific Energy

Froude Number

Flow Type

LGVF Input Data

0.035

0.01000

3.00

2.00

13.18

1.32

4.32

7.10

0.61

6.58

1.12

0.02402

3.05

0.14

1.46

0.66

ft/ft

ft/ft (H:V)

ft/ft (H:V)

ft3/s

ft

ft2

ft

ft

ft

ft

ft/ft

ft/s

ft

ft

Subcritical

Downstream Depth

Length

Number Of Steps

{6GVF Output Data

Upstream Depth

Profile Description

Profile Headloss

Downstream Velocity

Upstream Velocity

Normal Depth

Critical Depth

Channel Slope

Critical Slope

0.00 ft

0.00 ft

0

0.00 ft

0.00 ft

Infinity ft/s

Infinity ft/s

1.32 ft

1.12 ft

0.01000 ft/ft

0.02402 ft/ft

Bentley Systems, Inc. Haestad Methods SolBtiottd•rIwMaster V8i (SELECTseries 1) [08.11.01.03]

27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of I9/4/2012 5:03:39 PM


Worksheet for DP2_PMP

Project Description

Friction Method

Solve For

Input Data


Channel Slope

Left Side Slope

Right Side Slope

Discharge

f'esutlts

Manning Formula

Normal Depth

Normal Depth

Flow Area

Wetted Perimeter

Hydraulic Radius

Top Width

Critical Depth

Critical Slope

Velocity

Velocity Head

Specific Energy

Froude Number

Flow Type

GVF In pUt Data

0.035

0.01000

2.00

2.00

105.85

3.15

19.84

14.09

1.41

12.60

2.81

0.01850

5.33

0.44

3.59

0.75

ft/ft

ft/ft (H:V)

ft/ft (H:V)

ft3/s

ftft2

ft

ft

ft

ft

ft/ft

ft/s

ft

ft

Subcritical

Downstream Depth

Length

Number Of Steps

,GVF Output Data

Upstream Depth

Profile Description

Profile Headloss

Downstream Velocity

Upstream Velocity

Normal Depth

Critical Depth

Channel Slope

Critical Slope

0.00 ft

0.00 ft

0

0.00 ft

0.00 ft

Infinity ft/s

Infinity ft/s

3.15 ft

2.81 ft

0.01000 ft/ft

0.01850 ft/ft

Bentley Systems, Inc. Haestad Methods SolBkaotU4bwMasterV8i (SELECTseries 1) [08.11.01.03]27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 19/5/2012 9:29:01 AM


Project Description


Friction Method

Solve For

Ir9put Data,


Channel Slope

Left Side Slope

Right Side Slope

Discharge

fiesults

Normal Depth

Flow Area

Wetted Perimeter

Hydraulic Radius

Top Width

Critical Depth

Critical Slope

Velocity

Velocity Head

Specific Energy

Froude Number

Flow Type

GVF Input Data

Downstream Depth

Length

Number Of Steps

Manning Formula

Normal Depth

0.035

0.01000

3.00

2.00

42.90

2.05

10.47

11.05

0.95

10.23

1.79

0.02052

4.10

0.26

2.31

0.71

ft/ft

ft/ft (H:V)

ft/ft (H:V)

ft1/s

ftft2

ft

ft

ft

ft

ft/ft

ft's

ft

ft

Subcritical

0.00

0.00 ft

0

IVF Output Data .... __ ___ --_]


Profile Description








Bentley Systems, Inc. Haestad Methods SolBiottd•e~twMaster V8i (SELECTseries 1) [08.11.01.03]

27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 19/5/2012 9:28:31 AM


Project Descriýiion

Friction Method

Solve For


Manning Formula

Normal Depth

ilnput Data


Channel Slope

Left Side Slope

Right Side Slope

Discharge

Normal Depth

Flow Area

Wetted Perimeter

Hydraulic Radius

Top Width

Critical Depth

Critical Slope

Velocity

Velocity Head

Specific Energy

Froude Number

Flow Type

LV utData'

0.035

0.01000

2.00

3.00

62.95

2.36

13.96

12.76

1.09

11.82

2.09

0.01950

4.51

0.32

2.68

0.73

ft/ft

ft/ft (H:V)

ft/ft (H:V)

ft3/s

ftft2

ft

ft

ft

ft

ft/ft

ft/s

ft

ft

Subcritical

Downstream Depth

Length

Number Of Steps

V•,V-F'utput Data __ ___ .

Upstream Depth

Profile Description

Profile Headloss

Downstream Velocity

Upstream Velocity

Normal Depth

Critical Depth

Channel Slope

Critical Slope

--- --. .-----

0.00 ft

0.00 ft

0

0.00 ft

0.00 ft

Infinity ft/s

Infinity ft/s

2.36 ft

2.09 ft

0.01000 ft/ft

0.01950 ft/ft

Bentley Systems, Inc. Haestad Methods SolBkoattd;4iuwMaster V8i (SELECTseries 1) [08.11.01.03]27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of I9/5/2012 9:28:02 AM


Worksheet for DP3 PMP

Project Description

Friction Method

Solve For

Manning Formula

Normal Depth

Input Data


Channel Slope

Left Side Slope

Right Side Slope

Discharge

lResults

Normal Depth

Flow Area

Wetted Perimeter

Hydraulic Radius

Top Width

Critical Depth

Critical Slope

Velocity

Velocity Head

Specific Energy

Froude Number

Flow Type

9_VF_ Input Data

Downstream Depth

Length

Number Of Steps

'VF Output Data

Upstream Depth

Profile Description

Profile Headloss

Downstream Velocity

Upstream Velocity

Normal Depth

Critical Depth

Channel Slope

Critical Slope

0.035

0.01000

2.00

2.00

207.34

4.05

32.85

18.12

1.81

16.21

3.67

0.01692

6.31

0.62

4.67

0.78

ft/ft

ft/ft (H:V)

ft/ft (H:V)

ft3/s

ftft2

ft

ft

ft

ft

ft/ft

ft/s

ft

ft

Subcritical

0.00 ft

0.00 ft

0

.Li0.00 ft

0.00 ft

Infinity ft/s

Infinity ft/s

4.05 ft

3.67 ft

0.01000 ft/ft

0.01692 ft/ft

Bentley Systems, Inc. Haestad Methods SolBdottd•dvbwMaster V8i (SELECTseries 1) [08.11.01.03]

27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 191512012 9:31:16 AM


Project Description

Friction Method

Solve For

Input Data---


Channel Slope

Left Side Slope

Right Side Slope

Discharge

iLesults


Manning Formula

Normal Depth

0.035

0.01000 ft/ft

2.00 ft/ft (H:V)

3.00 ft/ft (H:V)

161.22 ft3/s

Normal Depth

Flow Area

Wetted Perimeter

Hydraulic Radius

Top Width

Critical Depth

Critical Slope

Velocity

Velocity Head

Specific Energy

Froude Number

Flow Type

9YF Input Data

3.36 ft

28.27 ft2

18.15 ft

1.56 ft

16.81 ft

3.04 ft

0.01720 ft/ft

5.70 ft/s

0.51 ft

3.87 ft

0.78

Subcritical

Downstream Depth

Length

Number Of Steps

GVF Output -Data

Upstream Depth

Profile Description

Profile Headloss

Downstream Velocity

Upstream Velocity

Normal Depth

Critical Depth

Channel Slope

Critical Slope

0.00 ft

0.00 ft

0

0.00 ft

0.00 ft

Infinity ft/s

Infinity ft/s

3.36 ft

3.04 ft

0.01000 ft/ft

0.01720 ft/ft

Bentley Systems, Inc. Haestad Methods SoIBadot4eRf Master V8i (SELECTseries 1) [08.11.01.03]27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 19/5/2012 9:30:47 AM


Worksheet for DP3-2 PMP


Friction Method

Solve For

Lnput Data _


Channel Slope

Left Side Slope

Right Side Slope

Discharge

I1e'sults

Manning Formula

Normal Depth

Normal Depth

Flow Area

Wetted Perimeter

Hydraulic Radius

Top Width

Critical Depth

Critical Slope

Velocity

Velocity Head

Specific Energy

Froude Number


LG'F Input Data

Downstream Depth

Length

Number Of Steps

L6VF Output Data

Upstream Depth

Profile Description

Profile Headloss

Downstream Velocity

Upstream Velocity

Normal Depth

Critical Depth

Channel Slope

Critical Slope

0.035

0.01000

2.00

2.00

46.12

2.31

10.64

10.32

1.03

9.23

2.01

0.02067

4.33

0.29

2.60

0.71

ft/ft

ft/ft (H:V)

ft/ft (H:V)

ft3/s

ftft2

ft

ft

ft

ft

ft/ft

ft/s

ft

ft

]

0.00 ft

0.00 ft

0

___-- -~.---- j0.00 ft

0.00 ft

Infinity ft/s

Infinity ft/s

2.31 ft

2.01 ft

0.01000 ft/ft

0.02067 ft/ft

Bentley Systems, Inc. Haestad Methods SolBfotlddlmfwMaster V1i (SELECTseries 1) 108.11.01.03]27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 19/4/2012 5:11:34 PM



IProject Description

Friction Method

Solve For

Manning Formula

Normal Depth

jlnput Data


Channel Slope

Left Side Slope

Right Side Slope

Discharge

LiPsits-

Normal Depth

Flow Area

Wetted Perimeter

Hydraulic Radius

Top Width

Critical Depth

Critical Slope

Velocity

Velocity Head

Specific Energy

Froude Number


'GVF lIput Data

Downstream Depth

Length

Number Of Steps

GVF Outlpbut Data

Upstream Depth

Profile Description

Profile Headloss

Downstream Velocity

Upstream Velocity

Normal Depth

Critical Depth

Channel Slope

Critical Slope

q

0.035

0.01000

2.00

3.00

105.97

2.87

20.63

15.51

1.33

14.36

2.57

0.01819

5.14

0.41

3.28

0.76

ft/ft

ft/ft (H:V)

ft/ft (H:V)

ft3/s

-1

ft

ft2

ft

ft

ft

ft

ft/ft

ft/s

ft

ft

0.00

0.00

0

ft

ft

0.00 ft

0.00 ft

Infinity ft/s

Infinity ft/s

2.87 ft

2.57 ft

0.01000 ft/ft

0.01819 ft/ft

Bentley Systems, Inc. Haestad Methods SoIBtiothd•lfOuwMaster V8i (SELECTseries 1) [08.11.01.03]

27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of I9/5/2012 9:30:12 AM



!Pr°oject Description ..

Friction Method

Solve For

~nput Data_


Channel Slope

Left Side Slope

Right Side Slope

Discharge

Ife sults

Manning Formula

Normal Depth

Normal Depth

Flow Area

Wetted Perimeter

Hydraulic Radius

Top Width

Critical Depth

Critical Slope

Velocity

Velocity Head

Specific Energy

Froude Number

Flow Type

GUVFInput Data

0.035

0.01000

2.00

2.00

87.67

2.93

17.23

13.12

1.31

11.74

2.60

0.01897

5.09

0.40

3.34

0.74

ft/ft

ft/ft (H:V)

ft/ft (H:V)

ft3/s

ftft2

ft

ft

ft

ft

ft/ft

ft/s

ft

ft

Subcritical

Downstream Depth

Length

Number Of Steps

Upstream Depth

Profile Description

Profile Headloss

Downstream Velocity

Upstream Velocity

Normal Depth

Critical Depth

Channel Slope

Critical Slope

0.00 ft

0.00 ft

0

00 f

0.00 ft

0.00 ft

Infinity ft/sInfinity ft/s

2.93 ft

2.60 ft

0.01000 ft/ft

0.01897 ft/ft

Bentley Systems, Inc. Haestad Methods SoIBklottd;r*wMaster V8i (SELECTseries 1) [08.11.01.03]27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 19/5/2012 9:29:44 AM



Project Description

Friction Method

Solve For

lInput Data


Channel Slope

Left Side Slope

Right Side Slope

Discharge

!Results

Normal Depth

Flow Area

Wetted Perimeter

Hydraulic Radius

Top Width

Critical Depth

Critical Slope

Velocity

Velocity Head

Specific Energy

Froude Number

Flow Type

GV nputData

Downstream Depth

Length

Number Of Steps

-1 6O utput Data

Upstream Depth

Profile Description

Profile Headloss

Downstream Velocity

Upstream Velocity

Normal Depth

Critical Depth

Channel Slope

Critical Slope

Manning Formula

Normal Depth

0.035

0.01000

2.00

2.00

29.28

ft/ft

ft/ft (H:V)

ft/ft (H:V)

ftI/s

1.95 ft

7.57 ft2

8.70 ft

0.87 ft

7.78 ft

1.68 ft

0.02196 ft/ft

3.87 ft/s

0.23 ft

2.18 ft

0.69

Subcritical

0.00 ft

0.00 ft

0

0.00 ft

0.00 ft

Infinity ft/s

Infinity ft/s

1.95 ft

1.68 ft

0.01000 ft/ft

0.02196 ft/ft

Bentley Systems, Inc. Haestad Methods SolBattd(et uvMaster V8i (SELECTseries 1) [08.11.01.03]27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of I9/4/2012 5:10:08 PM


Project Description


Friction Method

Solve For

jiput Dt


Channel Slope

Left Side Slope

Right Side Slope

Discharge

IResults

Manning Formula

Normal Depth

Normal Depth

Flow Area

Wetted Perimeter

Hydraulic Radius

Top Width

Critical Depth

Critical Slope

Velocity

Velocity Head

Specific Energy

Froude Number

Flow Type

GF,LGVF nput, Data.

Downstream Depth

Length

Number Of Steps

LGYFOutput Data'Upstream Depth

Profile Description

Profile Headloss

Downstream Velocity

Upstream Velocity

Normal Depth

Critical Depth

Channel Slope

Critical Slope

0.035

0.01000

2.00

3.00

22.69

1.61

6.49

8.70

0.75

8.06

1.39

0.02234

3.49

0.19

1.80

0.69

-... . . . . .

ft/ft

ft/ft (H:V)

ft/ft (H:V)

ft3/s

ftft2

ft

ft

ft

ft

ft/ft

ft/s

ft

ft

Subcritical

0.00 ft

0.00 ft

0

..........

0.00 ft

0.00 ft

Infinity ft/s

Infinity ft/s

1.61 ft

1.39 ft

0.01000 ft/ft

0.02234 ft/ft

Bentley Systems, Inc. Haestad Methods SolBboattdeFwMaster V8i (SELECTseries 1) [08.11.01.03127 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of I9/4/2012 5:09:40 PM


Honeywell Pond ClosureRock Slope Protection - Conveyance Ditch

Ref: Development of Riprap Design Criteria by Riprap Testing in Flumes: Phase IIDivision of Low Level Waste Management and DecommissioningOffice of Nuclear Material Safety and SafeguardsU.S. Nuclear Regulatory CommissionNUREG/CR-4651, ORNL/TM-10100/V2Obtained from National Technical Information Service: U.S. Department of Commerce

Safety Factors Method

1.0 Determine the Safety Factor (SF) for a given Den

Use SF Cos 0 tan 0 Equation 3.5

/7'tan 0+ sin 0cos,8

Where:

1± sin( A+ ,8) EO = ýDS Equation 3.87/'=/7 Equation 3.6 D

21 L cos 2sn91Euto .2 1,co fl=arctanl~i Co+sm

)7 (G, -1)^D5 0 Equation 3.7 2 + Equation 3.9I tan j

as shown in Fig. 3.1, the angle between a horizontal line and theA velocity vector component, Vr, measured in the plane of the side

slope

a = the side slope angle shown in Fig. 3.1

the angle between the vector component of the weight, Ws,

directed down the side slope and the direction of particlemovement

4) = the angle of repose of the riprapTo = the bed shear stress

D50 = the representative median stone size

G = the specific weight of the rockD = the depth of flowy the specific weight of the liquidS = the slope of the channel

rq' and q = stability numbersF, and Fd = the lift and drag forces in Fig. 3.1


of Velacity, Wr

0.3 1 2. 4 10 20 40 60 100 200 400 600

40 A.,oo~o

44

NmOi Diameter (bfl

Fig-~, 3-2. MArk. -~.p-, (,..tI., fi 4LJ= -w~ di--~. sd shap..

(o) Generol View

i, Co 6

(al Sectiorn A-Aj b) V irm Normal To the Side Slope

Figure 3-1- Riprap stabi~lity conditiono as deacxibed ir. the Saeftyractars maethod.l

2.0 Determine the RiDraD Size and Laver Thickness

It is recommended that the riprap thickness be a minimum of 1.5 times the D50.


DP1-8 PMPGiven Data:

SD

Ditch Sideslopes

1.00%0.010000

2 1 (H:V, worst case)E = 0.463648 radians

Figure 3.2 (Assumptions: very roundedS = 40 degrees 10" riprap)

D 50

G,

D

Y

0.6981324

0.3333332.66

radiansinchesfeet

=1.32 feet (depth of flow from interior dike ditchsizing calculations)

= 62.43 pounds/cubic foot (water)

Calculations:To =

SF =

D5TThickness

0.8240760.5009640.4375190.3588731.062721

4• inches6~inches

DP1-8 100-yearGiven Data:

S\

Ditch Sideslopese

g50

Go

= 1.00%= 0.010000= 2= 0.463648

40

= 0.698132= 4= 0.333333= 2.66

= 0.55

= 62.43

1 (H:V, worst case)radians

Figure 3.2 (Assumptions: very roundeddegrees 10" riprap)

radiansinches (maximum from above PMP riprap calc)feet

feet (depth of flow from interior dike ditch

sizing calculations)

pounds/cubic foot (water)

Calculations:To

ri,SF

D50

Thickness

0.3433650.2087350.1929980.1254091.379264

41 inches... . inches



A1.00%

0.0100002:

0.463648 radiansDitch Sideslopes

01 (H:V, worst case)

Figure 3.2 (Assumptions: very rounded40 degrees 10" riprap)

D5o

G ý

D

Y

0.698132

60.5

2.66

radiansinches

feet


- 62.43 pounds/cubic foot (water)

Calculations:To =

F3 =

SF =

1.2985440.5262650.4566320.3815111.040186

D 50

Thickness

= 1i= !

61 inches91 inches


SX

Ditch Sideslopes8

D 50

GD

D

= 1.00%= 0.010000= 2= 0.463648

= 40

= 0.698132= 6= 0.5

= 2.66

= 0.85

= 62.43


Figure 3.2 (Assumptions: very roundeddegrees 10" riprap)radiansinches (maximum from above PMP riprap calc)feet




Calculations:To

q

139,

SF

D50

Thickness

0.5306550.21506

0.1986840.1298071.371209

6' inches

. . inches



S =

A =Ditch Sideslopes =

1.00%0.010000

2 1 (H:V, worst case)e = 0.463648 radians

Figure 3.2 (Assumptions: very rounded4) = 40 degrees 10" riprap)

D50

G,

D

V

Calculations:To

n13

SF

D5hThickness

0.698132

60.5

2.66

radiansinchesfeet



= 1.267329= 0.513614= 0.447121= 0.370153= 1.051366

S . 6' inches

= 9 iinches


SA

Ditch Sideslopes8

D50

G,

D

= 1.00%= 0.010000= 2= 0.463648

= 40

- 0.698132= 6= 0.5

= 2.66

= 0.84

= 62.43

radians

degrees

radiansinchesfeet

feet

1 (H:V, worst case)

Figure 3.2 (Assumptions: very rounded10" riprap)

(maximum from above PMP riprap calc)

(depth of flow from interior dike ditchsizing calculations)


Calculations:To

q'

SF

D5hThickness

0.5244120.21253

0.1964110.1280441.374424

-- i' 6 1 inches91 inches



S

S =

1.00%0.010000

2 1 (H:V, worst case)Ditch Sideslope8 = 0.463648 radians

Figure 3.2 (Assumptions: very rounded• = 40 degrees 10" riprap)

D 50

Gs;

D

Y

0.698132

80.666667

2.66

radiansinchesfeet



Calculations:To =

r =

SF =

D5h =

Thickness =

1.8416850.559789

0.48140.4119661.011382

8' inches.12i inches


SX

Ditch Sideslopes8

= 1.00%= 0.010000= 2= 0.463648

40

= 0.698132- 8= 0.666667= 2.66

D50

Gs

1 (H:V, worst case)radiansdegrees Figure 3.2 (Assumptions: very rounded

10" riprap)radiansinches (maximum from above PMP riprap calc)feet




D 1.19

y 62.43

Calculations:To

ri,SF

D5hThickness

0.7429170.225813

0.208320.1373611.357648

inches

- - ... . 12 inches



SA

Ditch Sideslopes

1.00%0.010000

2 1 (H:V, worst case)a = 0.463648 radians


D5o

Gsr

D

y

Calculations:To

f3r'

SF

D50

Thickness

0.698132

80.666667

2.66

radiansinches

feet



= 1.835442

- 0.557892= 0.480015= 0.410229= 1.012981

8! inches121 inches


SA

Ditch Sideslopes0ci

D50

Gs

D

= 1.00%= 0.010000= 2= 0.463648

40

= 0.698132= 8= 0.666667= 2.66

1.19

62.43

radians

degrees

radiansinchesfeet

feet

1 (H:V, worst case)





Calculations:To

$3

SF

D 50

Thickness

= 0.742917= 0.225813= 0.20832- 0.137361= 1.357648

= .inches

= L .. 12 inches



A1.00%

0.0100002:


a1 (H:V, worst case)


D50

G,

D

Y

0.69813211

0.9166672.66

radiansinchesfeet

(depth of flow from interior dike ditchS 4.03 feet sizing calculations)


Calculations:To

SF

D5hThickness

2.5159290.5561660.4787550.4086511.014438

- I 16.5;inchesinches


S

Ditch Sideslopese

D 5 0

Gs

D

= 1.00%= 0.010000= 2:= 0.463648

40

= 0.698132= 11= 0.916667= 2.66

1.62

62.43






Calculations:To

13

SF

T 5nThickness

- 1.011366= 0.223571= 0.206314= 0.135778= 1.360463

= K -! 1'i~ inches

= 1'inches



S =


1.00%0.010000

2: 1 (H:V, worst case)0 = 0.463648 radians

Figure 3.2 (Assumptions: very roundedS40 degrees 10" riprap)

D5o

G,

D

Y

Calculations:To

SF

D50

Thickness

Given Data:SA

Ditch Sideslopes6

4)

0.698132

121

2.66

radiansinchesfeet

4.31 feet (depth of flow from interior dike ditchsizing calculations)

62.43 pounds/cubic foot (water)

= 2.690733= 0.545241= 0.47073= 0.398687= 1.023737

121 inches181 inches

DP1-2 100-year

D 5 0

G,

D

Y

= 1.00%= 0.010000= 2= 0.463648

= 40

- 0.698132= 12= 1= 2.66

= 1.73

= 62.43

radians

degrees

radiansinchesfeet

feet

1 (H:V, worst case)





Calculations:To

q'rl

SF

D50Thickness

1.080039

0.2188550.20209

0.1324631.366404

12- inches181 inches


DPI-1 PMPGiven Data:

S =

A =

Ditch Sideslopes =6 =

D50 =

Gs

1.00%0.010000

20.463648 radians

1 (H:V, worst case)


0.6981327

0.5833332.66

radiansinchesfeet

D =2.56 feet (depth of flow from interior dike ditchsizing calculations)

y = 62.43 pounds/cubic foot (water)

Calculations:To = 1.598208

q = 0.55518113 = 0.478033

' = 0.40775SF = 1.015272

D =5 7ý inches

Thickness = 1 0' i0•5J inches

DPI-10 l0-yearGiven Data:

SA

Ditch Sideslopese

= 1.00%= 0.010000- 2= 0.463648

= 40

= 0.698132= 7= 0.583333= 2.66

D50

Gý






D 1.04

y 62.43

Calculations:To

SF

D5hThickness

0.6492720.2255420.2080770.1371691.357988

71 inchesL 10.i inches


DP1 PMPGiven Data:

C,

A =

1.00%0.010000

2 1 (H:V, worst case)Ditch Sideslopea = 0.463648 radians

D50


0.698132

141.166667

2.66

radiansinchesfeet



Calculations:To

SF

D50

Thickness

= 3.208902

= 0.5573490.479619

= 0.409733= 1.013439

= • 14i inches= L . 211 inches

DP1 100-yearGiven Data:

S = 1.00%A = 0.010000

Ditch Sideslopes = 28 = 0.463648

4) = 40

= 0.698132D5 = 14

= 1.166667G = 2.66

D = 2.07

y = 62.43

radians

degrees

radiansinchesfeet

feet

1 (H:V, worst case)





Calculations:To

SF

D5hThickness

1.292301

0.2244580.2071070.1364041.359348

- 14 inches. • inches



SA\

Ditch Sideslopes6

1.00%0.010000

20.463648



D50

Gs,

D

V

Calculations:To

q

q'

SF

D50

Thickness

0.6981327

0.5833332.66

radiansinchesfeet



= 1.473348

- 0.511807= 0.445755= 0.368537= 1.052978

S71 inches. . 0'.51 inches


SA

Ditch Sideslopese

D5o

Gs

D

= 1.00%= 0.010000= 2= 0.463648

= 40

= 0.698132= 7= 0.583333= 2.66

= 0.96

= 62.43






Calculations:To

rSSF

0.5993280.208193

0.192510.1250331.379957

D 5 0

Thickness= i

-7.. -771 inches

10.51 inches



s

1.00%0.010000

2:Ditch SideslopE 1 (H:V, worst case)6 = 0.463648 radians

Figure 3.2 (Assumptions: very rounded4, = 40 degrees 10" riprap)

D5o

Gs

D

Y

=

=

0.6981326

0.52.66

radiansinchesfeet



Calculations:To =

F =13 =

I"1' =

SF =

1.279815

0.5186750.4509360.3746871.046873

6! inches61 inches

D5 0

Thickness -


SA

Ditch SideslopeseE),

D50

Gs

D

- 1.00%- 0.010000= 2- 0.463648

= 40

- 0.698132= 6- 0.5= 2.66

= 0.81

= 62.43

1 (H:V, worst case)radiansdegrees Figure 3.2 (Assumptions: very rounded

10" riprap)radiansinches (maximum from above PMP riprap calc)

feet




Calculations:To

SF

D50

Thickness

= 0.505683= 0.20494= 0.18958= 0.122785= 1.384124

- - 61 inches=I inches


DP2 PMPGiven Data:

SA

Ditch Sideslopes

1.00%0.010000

2 1 (H:V, worst case)= 0.463648 radians

Figure 3.2 (Assumptions: very rounded4, = 40 degrees 10" riprap)

D 50

G,

D

Y

0.6981329

0.752.66

radiansinchesfeet


= 62.43 pounds/cubic toot (water)

Calculation S:

To

11

13ri I

SF

D5hThickness

1.966545

0.5313250.4604120.3860751.035762

K,-.ý9i inches-1315, inches


SA

Ditch Sideslopes6

D 5 0

GD

D

= 1.00%= 0.010000= 2= 0.463648

= 40

= 0.698132

= 9= 0.75= 2.66

= 1.27

= 62.43

radians

degrees

radiansinchesfeet

feet

1 (H:V, worst case)





Calculations:To

n

riISF

D5hThickness

= 0.792861- 0.214217= 0.197927- 0.129219= 1.37228

= : 9 inches= t 13.5. inches



S =

D =Ditch Sideslopes =

e =

1.00%0.010000

2 1 (H:V, worst case)0.463648 radians


D50

G,

0.698132

50.416667

2.66

radiansinchesfeet

D

Y

Calculations:To

13r'

SF


- 62.43 pounds/cubic foot (water)

= 1.005123= 0.488819= 0.428218= 0.348119- 1.073788

D 5 0

Thickness5i inches

7.51 inches


S = 1.00%= 0.010000

Ditch Sideslopes = 20 = 0.463648

= 40

= 0.698132D50 = 5

= 0.416667Gs = 2.66

D = 0.67

y = 62.43






Calculations:To

I'l

SF

D50

Thickness

- 0.418281= 0.203422= 0.188211- 0.121739= 1.386073

= -inches= 7_.5j inches



A1.00%

0.0100002:


01 (H:V, worst case)


D50

G,

D

Y

0.698132

6

0.52.66

radians

inchesfeet

S 1.95 feet (depth of flow from interior dike ditchsizing calculations)


Calculations:To

13

SF

1.2173850.4933730.4317150.3521431.069619

D5h

Thickness = I'= l 6i inches9, inches


SA

Ditch Sideslopes6

D50

G,

D

= 1.00%- 0.010000= 2:= 0.463648

= 40

= 0.698132= 6= 0.5= 2.66

= 0.81

= 62.43

radians

degrees

radiansinchesfeet

1 (H:V, worst case)



feet (depth of flow from interior dike ditchsizing calculations)


Calculations:To

q'1

riSF

0.5056830.204940.18958

0.1227851.384124

D5o

Thickness= L 61 inches

9. inches



S =

=

Ditch Sideslopes =

1.00%0.010000

2 1 (H:V, worst case)8 = 0.463648 radians


D50

G,

D

Y

0.698132

80.666667

2.66

radiansinchesfeet



Calculations:To

':3

SF

D5hThickness

1.8291990.5559940.4786290.4084931.014584

- L. .8; inches1,2 inches


S =A =

Ditch Sideslopes =8 =

D50 =

G,

1.00%0.010000

20.463648

40

0.698132

80.666667

2.66


Figure 3.2 (Assumptions: very roundeddegrees 10" riprap)radians

inches (maximum from above PMP riprap calc)feet




D = 1.22

y = 62.43

Calculations:To

1:3

SF

D5hThickness

0.7616460.2315060.2134040.1413981.350534

-8 inches121; inches



S =


6 =

1.00%0.010000

20.463648 radians

1 (H:V, worst case)


D5o0.698132

80.666667

2.66

radiansinchesfeet



Calculations:To

13

riSF

D5hThickness

1.7917410.5446080.4702640.3981121.024279

- p 81 inches121 inches

DP3-3 100-yearGiven Da

Ditch SidesloI

ta:S = 1.00%A = 0.010000

es = 2:0 = 0.463648

= 40

= 0.698132D5o = 8

= 0.666667Gs = 2.66

D = 1.18

Y = 62.43

radians

degrees

radiansinchesfeet

feet

1 (H:V, worst case)





Calculations:To

SF

0.7366740.2239160.2066220.1360211.360029

D5h

Thickness81 inches

121 inches



A =

1.00%0.010000

2:Ditch Sideslope 1 (H:V, worst case)a = 0.463648 radians

Figure 3.2 (Assumptions: very rounded4) = 40 degrees 10" riprap)

D5o

G,

D

Y

Calculations:To

ri

SF

D50

Thickness

Given Data:SA

Ditch Sideslopes6

4)

0.6981327

0.5833332.66

radiansinches

feet



= 1.442133

= 0.500964= 0.437519= 0.358873= 1.062721

- F 7i inches.10:5i inches

DP3-2 100-year

- 1.00%= 0.010000= 2= 0.463648

= 40

= 0.698132= 7= 0.583333= 2.66

radians

degrees

radiansinchesfeet

1 (H:V, worst case)


(maximum from above PMP riprap calc)D50

G,

D 0.94

Y 62.43

(depth of flow from interior dike ditchfeet sizing calculations)


Calculations:To

13

SF

0.5868420.2038550.1886020.1220381.385516

D50

Thickness. .. 7 inches10.5; inches



SA

Ditch Sideslopes6

4)

D5o

G,

D

y

Calculations:To

13

rSSF

1.00%0.010000

20.463648



0.698132

90.752.66

radiansinchesfeet



= 2.097648= 0.566747= 0.486461= 0.418349= 1.005551

D 5 0

Thickness91 inches

13.51 inches


S

Ditch Sideslopes

4)

D 5 0

G,

D

= 1.00%= 0.010000= 2= 0.463648

= 40

= 0.698132= 9= 0.75= 2.66

= 1.37

= 62.43

radians

degrees

radiansinchesfeet

feet

1 (H:V, worst case)





Calculations:To

SF

D50

Thickness

0.855291

0.2310840.2130280.141098

1.35106

- L.

. 91 inches13.51 inches


DP3 PMPGiven Data:

S =A =

Ditch Sideslopes =

e =

1.00%0.010000

2:0.463648 radians

1 (H:V, worst case)


0.69813211

0.9166672.66

radiansinches

feet



Calculations:

To =

13 =

r]' =

SF =

D 5 0

Thickness =

2.5284150.5589270.4807710.4111761.012109

111 inches16.5. inches


SA

Ditch Sideslopese

D50

Gs,

D

Y

= 1.00%- 0.010000= 2:= 0.463648

= 40

- 0.698132

= 11= 0.916667= 2.66

- 1.65

- 62.43

radiansFigure 3.2 (Assumptions: very rounded

degrees 10" riprap)

radiansinches (maximum from above PMP riprap calc)feet




1 (H:V, worst case)

Calculations:To

ri

SF

D50

Thickness

1.0300950.2277110.2100160.1387041.355272

16.5inches

inches


Honeywell Pond ClosureRock Slope Protection - Along a Side Slope

Ref: Development of Riprap Design Criteria by Riprap Testing in Flumes: Phase IIDivision of Low Level Waste Management and DecommissioningOffice of Nuclear Material Safety and SafeguardsU.S. Nuclear Regulatory CommissionNUREG/CR-4651, ORNL/TM-10100/V2Obtained from National Technical Information Service: U.S. Department of Commerce

Stephenson Method

1.0 Determine the Drn2

Use 7 1 3 Equation 3.15

D50 q(tan0)

6 nP6

Cg [(1 - np)(G,, -1)cosO(tano- tanO)Fl

Where:q the maximum flow rate per unit width

np = the rockfill porosity

g = the acceleration of gravityG, the relative density of the rock

0 = the angle of the slope measured from the horizontal4) = the angle of friction

C = the empirical factor (varies from 0.22 for gravel and pebbles to0.27 for crushed granite)

D50 the representative median stone size

2.0 Determine the Riprap Size and Layer Thickness

NUREG/CR-4651 recommends that the riprap thickness be a minimum of 2 times the D50.


Between A B-2 and DP1-8 (100-year)Given Data:o =

Average Width of Contributing Area =

q =np =

g =

G,

Sideslopes =

e =4, =

C =

1.28 cubic feet per second80.00 feet

0.016000 cubic feet per second/foot (maximum at A E-4)

50.00% (to be conservative)32.2 feet per second squared

2.663

0.32175140

0.6981320.220

1 (H:V)radiansdegrees (figure 3.2, Safety Factors Method)radians(to be conservative)

Calculations:D50

Minimum D50 Riprap Size

Minimum Riprap Layer Thickness

= 0.060014 feet- 0.720163 inches

Between A B-2 and DP1-8 (PMP)

1 inches2i inches

8 cubic feet per second)0 feet50 cubic feet per second/foot (maximum at A E-4)

Given Data:

Average Width of Contributing Ar

Sideslop

ea =

q =np =

g =

Gs =

es =

C =4, =

C =

13.180.0

0.16475

50.00322.6

0.3217.

0.69810.22

.2

363

51403220

(to be conservative)feet per second squared


Calculations:D50



= 0.284045 feet= 3.408534 inches

V- L

41 inches_8I inches


Between A B-1 and DP1-7 (100-year)Given Data:

Q -Average Width of Contributing Area =

q =np =

g =

G,

Sideslopes =

e =C=




2.663

0.32175140

0.6981320.220


Calculations:D5o



= 0.10113 feet= 1.213564 inches

= I 2i inches41 inches

Between A B-1 and DP1-7 (PMP)Given Data:

Average Width of Contributing Ar

Sideslop

Qea =

q =np =g =

G,

es =

e =

C =

31.8580.00

0.398125

50.00%32.2

2.663

0.32175140

0.6981320.220

cubic feet per secondfeetcubic feet per second/foot (maximum at A E-4)



Calculations:D5o

Minimum D5o Riprap SizeMinimum Riprap Layer Thickness

= 0.511504 feet= 6.138049 inches

= F- S71, inches4 inches


Between A C-1 and DP1-5 (100-year)Given Data:

QAverage Width of Contributing Area =

q =np =

g =

G,

Sideslopes =

e

C =




2.663

0.32175140

0.6981320.220


Calculations:D 50



= 0.10113 feet- 1.213564 inches

= 2' inches= .. . . . inches

Between A C-1 and DP1-5 (PMP)Given Data:

Average Width of Contributing Ar ea =

q =np =

Sideslop

Gs

es =

6 =

C =

35.8780.00

0.448375

50.00%32.2

2.663

0.32175140

0.6981320.220

cubic feet per secondfeetcubic feet per second/foot (maximum at A E-4)(to be conservative)feet per second squared


Calculations:D5o



= 0.553686 feet= 6.644235 inches

inchesinches


Between A E-1 and DP1-3 (100-year)Given Data:

Q =Average Width of Contributing Area =

q =np =g =

G,

Sideslopes

e =

C =


0.039769 cubic feet per second/foot (maximum at A E-4)50.00% (to be conservative)

32.2 feet per second squared2.66

3: 1 (H:V)0.321751

400.698132

0.220

radiansdegrees (figure 3.2, Safety Factors Method)radians(to be conservative)

Calculations:D50

Minimum D50 Riprap SizeMinimum Riprap Layer Thickness

- 0.11012 feet= 1.321444 inches

Between A E-1 and DP1-3 (PMP)Given Data:

Q =


q =np =

g =

G,

Sideslopes =

o =

C =

59.8130.0

0.4600(

50.0032

2.6

0.32175

0.69810.22

-- i2j inches4] inches

30 cubic feet per second)0 feet)0 cubic feet per second/foot (maximum at A E-4)

% (to be conservative).2 feet per second squared

363 1 (H:V)

51

3220


Calculations:D50


= 0.563216 feet- 6.758587 inches

- Li 71 inches14] inches


Between A E-7 and DP1 -2 (1 00-year)Given Data:

Q =


q =np =

g =

G,

Sideslopes =

0 =

C =

4.4190.00

0.049000

50.00%32.2

2.66



30.321751

400.698132

0.220


Calculations:

- 0.126561 feet= 1.518733 inches

2ý inches= . ... 41 inches




Q =


q =np =g =

G,

Sideslopes =

C =

C =




2.663: 1 (H:V)

0.321751 radians40 degrees (figure 3.2, Safety Factors Method)

0.698132 radians0.220 (to be conservative)

Calculations:D50


- 0.655657 feet= 7.867884 inches

= F 8 inches= •: 16 inches


Between A E-6 and DPI-1 (100-year)Given Data:

Q =


q =np =

g =

G,

Sideslopes =

o =

C =




2.663: 1 (H:V)



Calculations:D50


= 0.095356 feet= 1.14427 inches

2~1 inchesinches

Between A E-6 and DPI-1 (PMP)Given Data:

Q =


q =np =g =

G,

Sideslopes =

e =

C, =

77.52220.00

0.352364

50.00%32.2

2.663

0.32175140

0.6981320.220



Calculations:D50



= 0.471516 feet= 5.658197 inches

- F 6 inches,12 inches



Q -

Average Width of Contributing Areaq =

np

g =

G,

Sideslopes =

8 =

C =




2.66

30.321751

400.698132

0.220


Calculations:D50


= 0.103809 feet- 1.245714 inches

= F . 21 inches. 4 inches


QAverage Width of Contributing Ar

Sideslop

eaq =

np =

G ,

es =

e =

C =

42.90100.00

0.429000

50.00%32.2

2.663

0.32175140

0.6981320.220




Calculations:D5o = 0.537619 feet

= 6.451424 inches


F 71 inches

14, inches



Q =


q =np =

g =

G,

Sideslopes =

0 =

=

C =




2.663

0.32175140

0.6981320.220


Calculations:D50



= 0.117935 feet= 1.415223 inches

inches= . . 4 inches

Between A E-4 and DP2-2 (PMP)Given Da ta:

QAverage Width of Contributing Area

qnp

gGs

SideslopesC4)

C

62.95130.00

0.484231

50.00%32.2

2.663

0.32175140

0.6981320.220



Calculations:D50 0.582824 feet

= 6.993893 inches



F

- 117 1 inches

14. inches


Between A D-3 and DP3-1 (100-year)Given Data:


q

np =

g =Gs =

Sideslop




2.663 1 (H:V)



6 =

C =

Calculations:D50 - 0.124313 feet

- 1.491751 inches



__ F 2 inches4; inches

Between A D-3 and DP3-1 (PMP)

Given Data:Q =


q =np =g =

Gs

Sideslopes =

8 =

C =

55.25100.00

0.552500

50.00%32.2

2.663

0.32175140

0.6981320.220



Calculations:D50 = 0.636391 feet

= 7.636697 inches

= 81 inches= L .. .. 1j inches




Between A D-2 and DP3-3 (100-year)Given Data:

0 =


q =rnp =

g =

G,

Sideslopes =

0 =

C =




2.663

0.32175140

0.6981320.220


Calculations:D50



= 0.056974 feet- 0.683689 inches

11 inches2 inches

Between A D-2 and DP3-3 (PMP)Given Data:

Q =


q =np =g =

G,

Sideslopes =

6 =4, =

C =

18.30100.00

0.183000

50.00%32.2

2.663

0.32175140

0.6981320.220





= 3.65582 inches


Minimum Riprap Layer Thickness= V_

41 inches81 inches



Q =


q =np =

g =

G,

Sideslopes =6 =

4, =

C =

Calculations:D50 =

Minimum D50 Riprap Size =

Minimum Riprap Layer Thickness =




2.663 1 (H:V)

0.32175140

0.6981320.220


0.037806 feet0.453674 inches

r 1 inches21 inches



Sideslop

q -np =

g =

G, -

es =

e =4, =

C =

7.1580.00

0.089375

50.00%32.2

2.663

0.32175140

0.6981320.220




Calculations:D50



= 0.188935 feet= 2.267226 inches

F3 inches-6 inches



Q =


q =np =

g =

G,

Sideslopes =

6 =

C =




2.663

0.32175140

0.6981320.220


Calculations:D50



= 0.094413 feet- 1.132957 inches

-2 inches= : 4A inches



Sideslop

q

np =

g =

Gs

es =

C =

C =

22.6970.00

0.324143

50.00%32.2

2.663

0.32175140

0.6981320.220




= 5.351904 inches

61 inches= 12 inches




Worksheet for C1 (DPI-4) 100-year

Prrject Description





Diameter 2.00 ft


. .e .... . . . . .. . .. ...... . ... .uts


Flow Area 1.89 ft2



Top Width 1.97 ft


Percent Full 58.0 %


Velocity 4.13 ft/s



Froude Number 0.74

Maximum Discharge 13.18 ft3/s

Discharge Full 12.25 ft3/s

Slope Full 0.00407 ft/ft

Flow Type SubCritical

.GVF Input*Data _______


Length 0.00 ft

Number Of Steps 0

.GVF Outpuit Data


Profile Description


Average End Depth Over Rise 0.00 %

Normal Depth Over Rise 58.05 %


Bentley Systems, Inc. Haestad Methods SolBdotIL&d,4 Master V8i (SELECTseries 1) [08.11.01.03]9/4/2012 5:14:17 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2



1 _F Output Data

Upstream Velocity

Normal Depth

Critical Depth

Channel Slope

Critical Slope

1Infinity ft/s

1.16 ft

0.99 ft

0.01000 ft/ft

0.01658 ft/ft

Bentley Systems, Inc. Haestad Methods SolBlotld;4*wMaster V8i (SELECTseries 1) [08.11.01.03]

27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 29/4/2012 5:14:17 PM




Friction Method

Solve For

!Input Data


Channel Slope

Diameter

Discharge

R sults .....

Normal Depth

Flow Area

Wetted Perimeter

Hydraulic Radius

Top Width

Critical Depth

Percent Full

Critical Slope

Velocity

Velocity Head

Specific Energy

Froude Number

Maximum Discharge

Discharge Full

Slope Full

Flow Type

IManning Formula

Normal Depth

0.024

0.01000 ft/t

1.25 ft

3.14 ft3

ft

/s

0.92

0.97

2.59

0.38

1.10

0.71

74.0

0.02087

3.23

0.16

1.09

0.60

3.76

3.50

0.00805

ftftZ

ft

ft

ft

ft

ft/ft

ft/s

ft

ft

ft3/s

ft3/s

ft/ft

SubCritical

G FInput Data ___.... -, -..... _.... . ,_


Length 0.00 ft

Number Of Steps 0

ý6V-F but pcuit at a --,§ s~.~7?7~777 7 ~ 7 7~Upstream Depth 0.00 ft

Profile Description





Bentley Systems, Inc. Haestad Methods SolBtioddyetllwMaster V8i (SELECTseries 1) [08.11.01.03]27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 29/4/2012 5:15:43 PM



~GFOutput Data

Upstream Velocity

Normal Depth

Critical Depth

Channel Slope

Critical Slope

Infinity ft/s

0.92 ft

0.71 ft

0.01000 ft/ft

0.02087 ft/ft

Bentley Systems, Inc. Haestad Methods SoldtiottdpeAmMaster V8i (SELECTseries 1) [08.11.01.03]27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2914/2012 5:15:43 PM



I-P ro!ie-c-t D esc6r ip t i-o -n

Friction Method

Solve For

[Input Data


Channel Slope

Diameter

Discharge

V•ieu Its -l

Normal Depth

Flow Area

Wetted Perimeter

Hydraulic Radius

Top Width

Critical Depth

Percent Full

Critical Slope

Velocity

Velocity Head

Specific Energy

Froude Number

Maximum Discharge

Discharge Full

Slope Full

Flow Type

,IVF Input Dat

Manning Formula

Normal Depth

_t

0.024

0.01000 ft/ft

1.00 ft

1.28 ft3/s

0.60 ft

0.49 ft2

1.76 ft

0.28 ft

0.98 ft

0.48 ft

59.5 %

0.02057 ft/ft

2.63 ft/s

0.11 ft

0.70 ft

0.66

2.08 ft3/s

1.93 ft3/s

0.00440 ft/ft

SubCritical

Downstream Depth

Length

Number Of Steps

P'VFOutputData

0.00 ft

0.00 ft

0

___ ~10.00

ft

0.00 ftUpstream Depth

Profile Description

Profile Headloss

Average End Depth Over Rise

Normal Depth Over Rise

Downstream Velocity

0.00 ft

0.00 %

59.51 %

Infinity ft/s

Bentley Systems, Inc. Haestad Methods SoIBfiottd;vwMasterV8i (SELECTseries 1) [08.11.01.03]27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 29/4/2012 5:17:18 PM


__6_ Output Data

Upstream Velocity

Normal Depth

Critical Depth

Channel Slope

Critical Slope


Infinity ft/s

0.60 ft

0.48 ft

0.01000 ft/ft

0.02057 ft/ft

Bentley Systems, Inc. Haestad Methods SolBfiotid~vituwMaster V8i (SELECTseries 1) [08.11.01.03]27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 29/4/2012 5:17:18 PM


Froject Dscription

Friction Method

Solve For

Worksheet for C4 (DP3-2) 100-year

Manning Formula

Normal Depth


Channel Slope

Diameter

Discharge

L ; u -its .. . . .. _- .. . . . . . . . . . . ..

Normal Depth

Flow Area

Wetted Perimeter

Hydraulic Radius

Top Width

Critical Depth

Percent Full

Critical Slope

Velocity

Velocity Head

Specific Energy

Froude Number

Maximum Discharge

Discharge Full

Slope Full


:OVF Input Data

Downstream Depth

Length

Number Of Steps

----------------------------------------------------- ------- J

0.024

0.01000 ft/ft

1.50 ft

4.18 ft3/s

0.96

1.19

2.77

0.43

1.44

0.78

63.7

0.01866

3.52

0.19

1.15

0.68

6.12

5.69

0.00540

ft

ft2

ft

ft

ft

ft

ft/ft

ft/s

ft

ft

ft3/s

ft3/s

ft/ft

0.00 ft

0.00 ft

0

[GVF Output Data,

Upstream Depth

Profile Description

Profile Headloss



Downstream Velocity

0.00 ft

0.00 ft

0.00 %

63.69 %

Infinity ft/s

Bentley Systems, Inc. Haestad Methods SolBkatlde4tt Master V8i (SELECTseries 1) [08.11.01.03]




IGVF Output Data

Upstream Velocity

Normal Depth

Critical Depth

Channel Slope

Critical Slope

Infinity ft/s

0.96 ft

0.78 ft

0.01000 ft/ft

0.01866 ft/ft

Bentley Systems, Inc. Haestad Methods SolBodat1ljtwMaster V8i (SELECTseries 1) [08.11.01.03]27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 291412012 5:18:34 PM



IpojedtDescription

Friction Method

Solve For

ýInput Data


Channel Slope

Diameter

Discharge

lpýýults __

Manning Formula

Normal Depth

0.024

0.01000

2.00

8.38

Normal Depth

Flow Area

Wetted Perimeter

Hydraulic Radius

Top Width

Critical Depth

Percent Full

Critical Slope 0.'

Velocity

Velocity Head

Specific Energy

Froude Number

Maximum Discharge

Discharge Full

Slope Full 0.'


GV F I h " tba~ta , '__-

Downstream Depth

Length

Number Of Steps

'GV OuputData

1.21

2.00

3.57

0.56

1.95

1.03

60.7

01685

4.20

0.27

1.49

0.73

13.18

12.25

00468

ft/ft

ft

ft3/s

ftft2

ft

ft

ft

ft

ft/ft

ft/s

ft

ft

ft3/s

ft3/s

ft/ft

__________ I

0.00 ft

0.00 ft

0

-iUpstream Depth

Profile Description

Profile Headloss



Downstream Velocity

0.00 ft

0.00 ft

0.00 %

60.71 %

Infinity ft/s

Bentley Systems, Inc. Haestad Methods SolBdottd•ibwMaster V8i (SELECTseries 1) [08.11.01.03]27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 29/5/2012 12:33:23 PM



OGF-_OutputData

Upstream Velocity

Normal Depth

Critical Depth

Channel Slope

Critical Slope

Infinity ft/s

1.21 ft

1.03 ft

0.01000 ft/ft

0.01685 ft/ft

Bentley Systems, Inc. Haestad Methods SolBiotai4dpa Master V8i (SELECTseries 1) 108.11.01.03]27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 29/5/2012 12:33:23 PM


Worksheet for C6 (DP3) 100-year

[Prject Description

Friction Method

Solve For

!In"ut Data


Channel Slope

Diameter

Discharge

Manning Formula

Normal Depth

[Results :

Normal Depth

Flow Area

Wetted Perimeter

Hydraulic Radius

Top Width

Critical Depth

Percent Full

Critical Slope

Velocity

Velocity Head

Specific Energy

Froude Number

Maximum Discharge

Discharge Full

Slope Full


[GVF Input.Data:

Downstream Depth

Length

Number Of Steps

-GVF Output Data

Upstream Depth

Profile Description

Profile Headloss



Downstream Velocity

0.024

0.01000

2.50

18.82

1.77

3.71

4.99

0.74

2.28

1.47

70.6

0.01690

5.08

0.40

2.17

0.70

23.90

22.22

0.00718

ft/ft

ft

ft3/s

ftft2

ft

ft

ft

ft

ft/ft

ft/s

ft

ft

ft2/s

ft3/s

ft/ft

0.00 ft

0.00 ft

0

0.00 ft

0.00 ft

0.00 %

70.63 %

Infinity ft/s

Bentley Systems, Inc. Haestad Methods SolBtdottdeFbwmMaster V8i (SELECTseries 1) [08.11.01.03]27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 29/512012 12:34:15 PM



LGF Output Data

Upstream Velocity

Normal Depth

Critical Depth

Channel Slope

Critical Slope

Infinity ft/s

1.77 ft

1.47 ft

0.01000 ft/ft

0.01690 ft/ft

Bentley Systems, Inc. Haestad Methods SolBlbottdp~Master V8i (SELECTseries 1) [08.11.01.03]



Friction Method

Solve For

nutData


Channel Slope

Diameter

Discharge

Results T_ IY _- I


Manning Formula

Normal Depth

0.024

0.01000 ft/ft

2.50 ft

18.82 ft/s

Normal Depth

Flow Area

Wetted Perimeter

Hydraulic Radius

Top Width

Critical Depth

Percent Full

Critical Slope

Velocity

Velocity Head

Specific Energy

Froude Number

Maximum Discharge

Discharge Full

Slope Full


ýG-VF Input Data____

Downstream Depth

Length

Number Of Steps

,GVF Output Data _ _ _ _

Upstream Depth

Profile Description

Profile Headloss



Downstream Velocity

1.77

3.71

4.99

0.74

2.28

1.47

70.6

0.01690

5.08

0.40

2.17

0.70

23.90

22.22

0.00718

ft

ft2

ft

ft

ft

ft

ft/ft

ft/s

ft

ft

ftI/s

ftI/s

ft/ft

0.00 ft

0.00 ft

0

0.00 ft

0.00 ft

0.00 %

70.63 %

Infinity ft/s

Bentley Systems, Inc. Haestad Methods SolBdnottI14wMasterV8i (SELECTseries 1) [08.11.01.03127 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 29/5/2012 12:34:59 PM



16y -Output Data 117 1117]Upstream Velocity

Normal Depth

Critical Depth

Channel Slope

Critical Slope

Infinity ft/s

1.77 ft

1.47 ft

0.01000 ft/ft

0.01690 ft/ft

Bentley Systems, Inc. Haestad Methods SolBtIotl4•d4vMaster V8i (SELECTseries 1) [08.11.01.03]27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 29/5/2012 12:34:59 PM



tDescription

Friction Method

Solve For

i~putData


Channel Slope

Diameter

Discharge

Manning Formula

Normal Depth

0.024

0.01000

2.00

9.36

Normal Depth 1.31

Flow Area 2.18

Wetted Perimeter 3.77

Hydraulic Radius 0.58

Top Width 1.90

Critical Depth 1.09

Percent Full 65.5

Critical Slope 0.01736

Velocity 4.30

Velocity Head 0.29

Specific Energy 1.60

Froude Number 0.71

Maximum Discharge 13.18

Discharge Full 12.25

Slope Full 0.00584


jG'VF Input Data _____

ft/ft

ftft3/s

ftft2

ft

ft

ft

ft

ft/ft

ft/s

ft

ft

ft3/s

ft3/s

ft/ft


Length 0.00 ft

Number Of Steps 0

___V Output Dat

Upstream Depth

Profile Description

Profile Headloss



Downstream Velocity

0.00 ft

0.00 ft

0.00

65.45

Infinity ft/s

Bentley Systems, Inc. Haestad Methods SolBbotLicefiuMaster V8i (SELECTseries 1) [08.11.01.03127 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 29/5/2012 12:35:50 PM



'GVF Output Data

Upstream Velocity

Normal Depth

Critical Depth

Channel Slope

Critical Slope

Infinity ft/s

1.31 ft

1.09 ft

0.01000 ft/ft

0.01736 ft/ft

Bentley Systems, Inc. Haestad Methods SoIBkoat~dPtkxrMaster V8i (SELECTseries 1) [08.11.01.03]



Worksheet for C9 (DPI) 100-year

iirPqject De scriptio n

Friction Method

Solve For

Input Data

Manning Formula

Normal Depth


Channel Slope

Diameter

Discharge

r u-- I; t. - = .s ....i Results i...

0.024

0.01000

3.00

34.47

Normal Depth

Flow Area

Wetted Perimeter

Hydraulic Radius

Top Width

Critical Depth

Percent Full

Critical Slope 0

Velocity

Velocity Head

Specific Energy

Froude Number

Maximum Discharge

Discharge Full

Slope Full C


GVF Input Data-___ --

Downstream Depth

Length

Number Of Steps

GVF Output Data

Upstream Depth

Profile Description

Profile Headloss



Downstream Velocity

2.34

5.92

6.50

0.91

2.48

1.91

78.1

.01696

5.82

0.53

2.87

0.66

38.86

36.13

1.00910

ft/ft

ft

ft3/s

ft

ft2

ft

ft

ft

ft

ft/ft

ft/s

ft

ft

ft3/s

ft3/s

ft/ft

0.00

0.00

0

ft

ft

0.00 ft

0.00 ft

0.00 %

78.13 %

Infinity ft/s

Bentley Systems, Inc. Haestad Methods SoIBkaot1d;AswMaster V8i (SELECTseries 1) [08.11.01.03]27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 29/5/2012 12:36:50 PM


iGF ýOutput Data-

Upstream Velocity

Normal Depth

Critical Depth

Channel Slope

Critical Slope


Infinity ft/s

2.34 ft

1.91 ft

0.01000 ft/ft

0.01696 ft/ft

Bentley Systems, Inc. Haestad Methods SoIB~kot1dEwMaster V8i (SELECTseries 1) [08.11.01.03]27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 29/5/2012 12:36:50 PM



VFýroject Description

Friction Method

Solve For

[Inp"ut Data


Channel Slope

Diameter

Discharge

[ e ults

Normal Depth

Flow Area

Wetted Perimeter

Hydraulic Radius

Top Width

Critical Depth

Percent Full

Critical Slope

Velocity

Velocity Head

Specific Energy

Froude Number

Maximum Discharge

Discharge Full

Slope Full

Flow Type

Manning Formula

Normal Depth

0.024

0.01000 ft/ft

1.25 ft

2.21 ft3/s

0.72

0.73

2.16

0.34

1.24

0.59

57.7

0.01905

3.02

0.14

0.86

0.69

3.76

3.50

0.00399

ftft2

ft

ft

ft

ft

ft/ft

ft/s

ft

ft

ft3/s

ft3/s

ft/ft

SubCritical

iGVF Input Data __-L--ý2 __ _ _ _

Downstream Depth

Length

Number Of Steps

#Lý\FOutpu•t D ta:L ::t• C • C•C

Upstream Depth

Profile Description

Profile Headloss



Downstream Velocity

0.00 ft

0.00 ft

0

................ ....... __...... 7- T 7777C••

0.00 ft

0.00 ft

0.00 %

57.67 %

Infinity ft/s

Bentley Systems, Inc. Haestad Methods SolB16otId4E1eMaster V8i (SELECTseries 1) [OB.11.01.03]



Worksheet for CIO (DP3-6) 100-year

bGVF Output Data

Upstream Velocity

Normal Depth

Critical Depth

Channel Slope

Critical Slope

Infinity ft/s

0.72 ft

0.59 ft

0.01000 ft/ft

0.01905 ft/ft

Bentley Systems, Inc. Haestad Methods SoIBbottd14twMaster V8i (SELECTseries 1) (08.11.01.03]



Worksheet for C1 (DPI-4) PMP

Project-bescription

Friction Method

Solve For


Channel Slope

Diameter

Discharge

PResu Its,

Manning Formula

Normal Depth

Normal Depth

Flow Area

Wetted Perimeter

Hydraulic Radius

Top Width

Critical Depth

Percent Full

Critical Slope

Velocity

Velocity Head

Specific Energy

Froude Number

Maximum Discharge

Discharge Full

Slope Full

Flow Type

ýGVFlnput Data:

0.024

0.01000

4.50

87.84

3.11

11.74

8.84

1.33

4.15

2.75

69.2

0.01429

7.48

0.87

3.98

0.78

114.58

106.51

0.00680

ft/ft

ft

ft3/s

ftft2

ft

ft

ft

ft

ft/ft

ft/s

ft

ft

ft3/s

ft3/s

ft/ft

SubCritical


Length 0.00 ft

Number Of Steps 0

,GVF Output Data . _ _


Profile Description

Profile Headloss



Downstream Velocity

0.00 ft

0.00 %

69.20 %

Infinity ft/s

Bentley Systems, Inc. Haestad Methods SolBtlotfdiridjwMaster V8i (SELECTseries 1) [08.11.01.03]27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 29/5/2012 9:32:06 AM


Worksheet for C1 (DP1-4) PMP

IeVF Output Data

Upstream Velocity

Normal Depth

Critical Depth

Channel Slope

Critical Slope

IJ

Infinity ft/s

3.11 ft

2.75 ft

0.01000 ft/ft

0.01429 ft/ft

Bentley Systems, Inc. Haestad Methods SoIB13ntd•l;4*wMaster V8i (SELECTseries 1) [08.11.01.03]27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2915/2012 9:32:06 AM



- - - - - " : ..o r

Friction Method

Solve For


Channel Slope

Diameter

Discharge

,_esults -

Manning Formula

Normal Depth

Normal Depth

Flow Area

Wetted Perimeter

Hydraulic Radius

Top Width

Critical Depth

Percent Full

Critical Slope

Velocity

Velocity Head

Specific Energy

Froude Number

Maximum Discharge

Discharge Full

Slope Full

Flow Type

1QYF riout Nata_-

Downstream Depth

Length

Number Of Steps

{GVFOtutput Data

Upstream Depth

Profile Description

Profile Headloss



Downstream Velocity

0.024

0.01000

3.00

32.94

2.25

5.69

6.28

0.91

2.60

1.86

75.0

0.01660

5.79

0.52

2.77

0.69

38.86

36.13

0.00831

ft/ft

ft

ft3/s

ftft2

ft

ft

ft

ft

ft/ft

ft/s

ft

ft

ftf/s

ft3/s

ft/ft

SubCritical

0.00 ft

0.00 ft

0

___j

0.00 ft

0.00 ft

0.00 %

75.00 %

Infinity ft/s

Bentley Systems, Inc. Haestad Methods SoIBfotle44'wMaster V8i (SELECTseries 1) (08.11.01.03]27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2914/2012 5:16:24 PM



VF Output Data

Upstream Velocity

Normal Depth

Critical Depth

Channel Slope

Critical Slope

Infinity ft/s

2.25 ft

1.86 ft

0.01000 ft/ft

0.01660 ft/ft

Bentley Systems, Inc. Haestad Methods SolBlottd~erAvMaster V8i (SELECTseries 1) [08.11.01.03]27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 29/4/2012 5:16:24 PM


[project Description

Friction Method

Solve For


Manning Formula

Normal Depth

[puPIt Data


Channel Slope

Diameter

Discharge

jesults

Normal Depth

Flow Area

Wetted Perimeter

Hydraulic Radius

Top Width

Critical Depth

Percent Full

Critical Slope

Velocity

Velocity Head

Specific Energy

Froude Number

Maximum Discharge

Discharge Full

Slope Full


Downstream Depth

Length

Number Of Steps

0.024

0.01000

2.00

13.18

1.87

3.06

5.26

0.58

0.98

1.31

93.5

0.01993

4.31

0.29

2.16

0.43

13.18

12.25

0.01157

ft/ft

ft

ft3/s

ftft2

ft

ft

ft

ft

ft/ft

ft/s

ft

ft

ft3/s

ft2/s

ft/ft

.7]

0.00 ft

0.00 ft

0

19YF Output- Data

Upstream Depth

Profile Description

Profile Headloss



Downstream Velocity

0.00 ft

0.00 ft

0.00 %

93.54 %

Infinity ft/s

Bentley Systems, Inc. Haestad Methods SolBfatldofikwMaster V8i (SELECTseries 1) [08.11.01.03]27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 29/412012 5:17:52 PM


IGVF Output Data

Upstream Velocity

Normal Depth

Critical Depth

Channel Slope

Critical Slope


Infinity ft/s

1.87 ft

1.31 ft

0.01000 ft/ft

0.01993 ft/ft

Bentley Systems, Inc. Haestad Methods SolBkjotldýjIsMaster V8i (SELECTseries 1) [08.11.01.03]27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 29/4/2012 5:17:52 PM


oProject Description

Friction Method

Solve For


Manning Formula

Normal Depth

Inpu-t Data


Channel Slope

Diameter

Discharge

•Resu ts -

Normal Depth

Flow Area

Wetted Perimeter

Hydraulic Radius

Top Width

Critical Depth

Percent Full

Critical Slope

Velocity

Velocity Head

Specific Energy

Froude Number

Maximum Discharge

Discharge Full

Slope Full


GV Iri-Lit-D- ta __

Downstream Depth

Length

Number Of Steps

0.024

0.01000

3.50

46.12

ft/ft

ftft3/s

2.47 ft

7.26 ft2

6.98 ft

1.04 ft

3.19 ft

2.12 ft

70.6 %

0.01543 ft/ft

6.35 ft/s

0.63 ft

3.10 ft

0.74

58.62 ft3/s

54.49 ft3/s

0.00716 ft/ft

0.00 ft

0.00 ft

0

§GVY u'tput Data~(<. ~__~ - <


Profile Description





Bentley Systems, Inc. Haestad Methods SoIBtjottId~bwMaster V8i (SELECTseries 1) [08.11.01.03]




iGVF Output Data

Upstream Velocity

Normal Depth

Critical Depth

Channel Slope

Critical Slope

Infinity ft/s

2.47 ft

2.12 ft

0.01000 ft/ft

0.01543 ft/ft

Bentley Systems, Inc. Haestad Methods SolBfiotatldMaster V8i (SELECTseries 1) 108.11.01.03]27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 29/4/2012 5:19:17 PM



PrectDes ription .

Friction Method

Solve For

,Input Data

Manning Formula

Normal Depth

........ -J



Diameter 4.50 ft


FIResults.


Flow Area 11.72 ft2



Top Width 4.16 ft


Percent Full 69.1 %


Velocity 7.48 ft/s



Froude Number 0.79





[GVFInu Data


Length 0.00 ft

Number Of Steps 0

r(-F:utput :Data.,'


Profile Description





Bentley Systems, Inc. Haestad Methods SoIBkdoL1tt4=rbwMaster V8i (SELECTseries 1) [08.11.01.03]27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 29/5/2012 9:32:58 AM


Worksheet for C5 (DP3-4) PMPIGVF_ out put Data ............

Upstream Velocity

Normal Depth

Critical Depth

Channel Slope

Critical Slope

Infinity ft/s

3.11 ft

2.74 ft

0.01000 ft/ft

0.01428 ft/ft

Bentley Systems, Inc. Haestad Methods SoIBkitod•AmvMaster V8i (SELECTseries 1) 108.11.01.03]27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 29/5/2012 9:32:58 AM


Worksheet for C6 (DP3) PMP

-IjProect Description

Friction Method

Solve For

tInojut Data


Channel Slope

Diameter

Discharge

Normal Depth

Flow Area

Wetted Perimeter

Hydraulic Radius

Top Width

Critical Depth

Percent Full

Critical Slope

Velocity

Velocity Head

Specific Energy

Froude Number

Maximum Discharge

Discharge Full

Slope Full

Flow Type

GWF Input Data~

Downstream Depth

Length

Number Of Steps

GVFOutput Data

Manning Formula

Normal Depth

0.024

0.01000

6.00

207.34

4.47

22.57

12.49

1.81

5.23

3.94

74.4

0.01389

9.19

1.31

5.78

0.78

246.75

229.39

0.00817

ft/ft

ft

ftl/s

ft

ft2

ft

ft

ft

ft

ft/ft

ft/s

ft

ft

ft3/s

ft3/s

ft/ft

SubCritical

- ... •.00 f

0.00 ft

0.00 ft0

Upstream Depth

Profile Description

Profile Headloss



Downstream Velocity

0.00 ft

0.00 ft

0.00 %

74.44 %

Infinity ft/s

Bentley Systems, Inc. Haestad Methods SoIBfatldoudkftvMasterV8i (SELECTseries 1) [08.11.01.03]27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 29/5/2012 9:33:35 AM



GFOutput Data

Upstream Velocity

Normal Depth

Critical Depth

Channel Slope

Critical Slope

i1Infinity ft/s

4.47 ft

3.94 ft

0.01000 ft/ft

0.01389 ft/ft

Bentley Systems, Inc. Haestad Methods SolBotedqeFflvMaster V~i (SELECTseries 1) 108.111.01.03]27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 29/5/2012 9:33:35 AM



Project Description



Irr -- -- -- - - - - - - - - --

Ilnput Data - - -- ~------- - - - - --- ~~ -- ~



Diameter 6.00 ft


,FRe'ults


Flow Area 22.57 ft2



Top Width 5.23 ft


Percent Full 74.4 %


Velocity 9.19 ft/s



Froude Number 0.78





P FMnput Dataý _ _ _... . _ .... _ _


Length 0.00 ft

Number Of Steps 0

GF otputData'....


Profile Description





Bentley Systems, Inc. Haestad Methods SoIBtiatt•d4twMaster V8i (SELECTseries 1) [08.11.01.03]9/5/2012 9:34:24 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2


Worksheet for C7 (DP3) PMP _

iGIF Output Data

Upstream Velocity

Normal Depth

Critical Depth

Channel Slope

Critical Slope

Infinity ft/s

4.47 ft

3.94 ft

0.01000 ft/ft

0.01389 ft/ft

Bentley Systems, Inc. Haestad Methods SoIBteotId•vF~mRMaster V~i (SELECTseries 1) 108.11.01.03127 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 29/5/2012 9:34:24 AM


Project Description

Friction Method

Solve For

lInput Data. . .


Channel Slope

Diameter

Discharge

Reults

Normal Depth

Flow Area

Wetted Perimeter

Hydraulic Radius

Top Width

Critical Depth

Percent Full

Critical Slope

Velocity

Velocity Head

Specific Energy

Froude Number

Maximum Discharge

Discharge Full

Slope Full

Flow Type

,GVF Input Data


Manning Formula

Normal Depth

0.024

0.01000 ft/ft

4.50 ft

105.85 ft3/s

....... 1.... J

3.66

13.86

10.12

1.37

3.50

3.03

81.4

0.01570

7.63

0.91

4.57

0.68

114.58

106.51

0.00988

ftft2

ft

ft

ft

ft

ft/ft

ft/s

ft

ft

ft3/s

fna/s

ft/ft

SubCritical

_ _ _ _ _ _ _

Downstream Depth

Length

Number Of Steps

iGVF Output Data, %

Upstream Depth

Profile Description

Profile Headloss



Downstream Velocity

0.00 ft

0.00 ft

0

00 fi

0.00 ft

0.00 ft

0.00 %

81.41 %

Infinity ft/s

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G'F Output Daqta

Upstream Velocity

Normal Depth

Critical Depth

Channel Slope

Critical Slope

Infinity ft/s

3.66 ft

3.03 ft

0.01000 ft/ft

0.01570 ft/ft

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Worksheet for C9 (DPI) PMP

Pr2oject Description

Friction Method

Solve For

Manning Formula

Normal Depth

Input Data


Channel Slope

Diameter

Discharge

I~uts

Normal Depth

Flow Area

Wetted Perimeter

Hydraulic Radius

Top Width

Critical Depth

Percent Full

Critical Slope

Velocity

Velocity Head

Specific Energy

Froude Number

Maximum Discharge

Discharge Full

Slope Full

Flow Type

LGV Input Data'

Downstream Depth

Length

Number Of Steps

0.024

0.01000 ft/ft

7.50 ft

390.99 ft3/s

5.78

36.53

16.07

2.27

6.31

5.12

77.1

0.01348

10.70

1.78

7.56

0.78

447.39

415.91

0.00884

ftft2

ft

ft

ft

ft

ft/ft

ft/s

ft

ft

ft3/s

ft3/s

ft/ft

SubCritical

0.00 ft

0.00 ft

0


Profile Description





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Worksheet for C9 (DPI) PMP

GVF Output Data

Upstream Velocity

Normal Depth

Critical Depth

Channel Slope

Critical Slope

Infinity ft/s

5.78 ft

5.12 ft

0.01000 ft/ft

0.01348 ft/ft

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Worksheet for CIO (DP3-6) PMP

Project Description

Friction Method

Solve For

Input Data


Channel Slope

Diameter

Discharge

Results

Normal Depth

Flow Area

Wetted Perimeter

Hydraulic Radius

Top Width

Critical Depth

Percent Full

Critical Slope

Velocity

Velocity Head

Specific Energy

Froude Number

Maximum Discharge

Discharge Full

Slope Full

Flow Type

1GVF Inp~ut Data

Manning Formula

Normal Depth

-I

0.024

0.01000

2.50

22.69

2.10

4.40

5.80

0.76

1.83

1.62

84.0

0.01836

5.15

0.41

2.51

0.59

23.90

22.22

0.01043

ft/ft

ft

ft3/s

ftft2

ft

ft

ft

ft

ft/ft

ft/s

ft

ft

ft3/s

ft3/s

ft/ft

______ 2

SubCritical

Downstream Depth

Length

Number Of Steps

,-GV-F Output Data -- ----

0.00 ft

0.00 ft

0


Profile Description

Profile Headloss



Downstream Velocity

0.00 ft

0.00 %

84.03 %

Infinity ft/s

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IG\AF Output Data

Upstream Velocity

Normal Depth

Critical Depth

Channel Slope

Critical Slope

Infinity ft/s

2.10 ft

1.62 ft

0.01000 ft/ft

0.01836 ft/ft

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Honeywell Pond ClosureRock Slope Protection - Energy Dissipaters

Ref: Hydraulic Design of Energy Dissipators for Culverts and ChannelsHydraulic Engineering Circular No. 14, Third EditionFederal Highway AdministrationU.S. Department of TransportationPublication No. FHWA-NHI-06-086 July 2006

Riprap Basin (Culvert on a Mild Slope)

Given Data (from culvert calculations)D = Diameter or height of culvert barrel, ft

so = Slope of culvert, ft/ft

Q = Culvert Discharge, ft3/sYn = Normal Depth, ft

Vn = Velocity at Normal Depth, ft/sTW = Tailwater Depth, ft

Calculated DataY0 = Outlet Depth, ft

Ye = Equivalent Depth, ft

Yc = Basin Exit Depth, ft

A = Wetted Area, ft2

Ac = Basin Exit Wetted Area, ftd

V0 = Culvert Outlet Velocity, ft/sVc = Basin Exit Velocity, ft/sFr = Froude Numberhs = Dissipator pool depth, ft

D50 = Median Rock Size by Weight, ft

g = Gravitational Acceleration, ft/s 2

Co = Tailwater Parameter

hs = Depth of Scour, ftL = Length of Dissipator Pool, ft

LB = Overall Length of the Basin (pool plus apron), ftW = Basin Width at Culvert Opening, ft

WB = Basin Width at Basin Exit, ftT = Top Width of Water Surface at Basin Exit, ft

z = Basin Side Slope z:1 (H:V)

LB

DISSIPATOR POOL APRON

TOP OF RIPRAP

Figure 10.1. Profile of Riprap Basin


Figure 10.2. Half Plan of Riprap Basin

1.0 Compute the culvert outlet velocity, Vn, depth yn, and Froude Number

For subcritical flow (culvert on mild slope), use Figure 3.4 to obtain y0/DK = 1.0 for English Units

1.00

0.95

O..90

0.85

0.80

0.75

0.70

0.60

0.55Yo 05D

0.45

0.40

0.35

0.30

0.25

0-20

0.15

0.10

0.05

TWfJI

Figure 3.4. Dimensionless Rating Curves for the Outlets of Circular Culverts on Horizontal andMild Slopes (Simons, 1970)


Use Table B.2 to obtain the brink area ratio

Table B.2. Uniform Flow in Circular Sections Flowing Partly Full

y/ I 2 L~~n ((~ (72-42 2 ~n)

y/D AID R/D (S ) ( ) y/D A/DD2 R/D (p j) (j j)0.01 0.0013 0.0066 0.00007 15.04 0.51 0.4027 0.2531 0.239 1.4420.02 0.0037 0.0132 0.00031 10.57 0.52 0.4127 0.2562 0.247 0.4150.03 0.0069 0.0197 0.00074 8.56 0.53 0.4227 0.2592 0.255 1.3880.04 0.0105 0.0262 0.00138 7.38 0.54 0.4327 0.2621 0.263 1.362

0.05 0.0147 0.0325 0.00222 6.55 0.55 0.4426 0.2649 0.271 1.3360.06 0.0192 0.0389 0.00328 5.95 0.56 0.4526 0.2676 0.279 1.3110.07 0.0294 0.0451 0.00455 5.47 0.57 0.1626 0.2703 0.287 1.2860.08 0.0350 0.0513 0.00604 5.09 0.58 0.4724 0.2728 0.295 1.2620.09 0.0378 0.0575 0.00775 4.76 0.59 0.4822 0.2753 0.303 1.238

0.10 0.0409 0.0635 0.0097 449 0.60 0.4920 0.2776 0,311 1.2150.11 0.0470 0.0695 0.0118 4.25 0.61 0.5018 0.2799 0.319 1.1920.12 0.0534 0.0755 0.0142 4.04 0.62 0.5115 0.2821 0.327 1.1700.13 0.0600 0.0813 0.0167 3.86 0.63 0.5212 0.2842 0.335 1.1480.14 0.0668 0.0871 0.0195 3.69 0.64 0.5308 0.2862 0.343 1.126

0.15 0.0739 0.0929 0.0225 3.54 0.65 0.5405 0.2988 0.350 1.1050.16 0.0811 0.0985 0.0257 3.41 0.66 0.5499 0.2900 0.358 1.0840.17 0.0885 0.1042 0.0291 3.28 0.67 0.5594 0.2917 0.366 1.0640.18 0.0961 0.1097 0.0327 3.17 0.68 0.5687 0.2933 0.373 1.0440.19 0.0139 0.1152 0.0365 3.06 0.69 0.5780 0.2948 0.380 1.024

0.20 0.1118 0.1206 0.0406 2.96 0.70 0.5872 0.2962 0.388 1.0040.21 0.1199 0.1259 0.0448 2.87 0.71 0.5964 0.2975 0.395 0.9850.22 0.1281 0.1312 0.0492 2.79 0.72 0.6054 0.2987 0.402 0.9650.23 0.1365 0.1364 0.0537 2.71 0.73 0.6143 0.2998 0.409 0.9470.24 0.1449 0.1416 0.0585 2.63 0.74 0.6231 0.3008 0.416 0.928

0.25 0.1535 0.1466 0.0634 2.56 0.75 0.6319 0.3042 0.422 0,9100.26 0.1623 0.1516 0.0686 2.49 0.76 0.6405 0.3043 0.429 0.8910.27 0.1711 0.1566 0.0739 2.42 0.77 0.6489 0.3043 0.435 0.8730.28 0.1800 0.1614 0.0793 2.36 0.78 0.6573 0.3041 0.441 0.8560.29 0.1890 0.1662 0.0849 2.30 0.79 0.6655 0.3039 0.447 0.8380.30 0.1982 0.1709 0.0907 '2.25 0.80 0.6736 0.3042 0.453 0.8210.31 0.2074 0.1756 0.0966 2.20 0.81 0.6815 0.3043 0.458 0.8040.32 0.2167 0.1802 0.1027 I2.14 082 0.6893 0.3043 0.463 0.7870.33 0.2260 0.1847 0.1089 2.09 0.83 0.6969 0.3041 0.468 0.7700.34 0.2355 0.1891 0.1153 2.05 0.84 0.7043 0.3038 0.473 0.753

0.35 0.2450 0.1935 0.1218 2.00 0.85 0.7115 0.3033 0.453 0.7360.36 0.2546 0.1978 0.1284 1.958 0.86 0.7186 0.3026 0.458 0.720

_ _ (~n) (U001 2 X~n ((xn,;y/D &V RID (D-S-) (yon sf y/D A/D2 RID (D"'S'r) (yu/ S0.37 0.2642 0.2020 0.1351 1.915 0.87 0.7254 0.3018 0.485 0.7030.38 0.2739 0.2062 0.1420 1.875 0.88 0.7320 0.3007 0.488 0.6870.39 0.2836 0.2102 0.1490 1.835 0.89 0.7384 0.2995 0.491 0.670

0.40 0.2934 0.2142 0.1561 1.797 0.90 0.7445 0.2980 0.494 0.6540.41 0.3032 0.2182 0.1633 1.760 0.91 0.7504 0.2963 0.496 0.6370.42 0.3130 0.2220 0.1705 1.724 0.92 0.7560 0.2944 0.497 0.6210.43 0.3229 0.2258 0.1779 1.689 0.93 0.7612 0.2921 0.498 0.6040.44 0.3328 0.2295 0.1854 1.655 0.94 0.7662 0.2895 0.498 0.588

0.45 0.3428 0.2331 0.1929 1.622 0.95 0.7707 0.2865 0.498 0.5710.46 0.3527 0.2366 0.201 1.590 0.96 0.7749 0.2829 0.496 0.5530.47 0.3627 0.2401 0.208 1.559 0.97 0.7785 0.2787 0.94 0.5350.48 0.3727 0.2435 0.216 1.530 0.98 0.7817 0.2735 0.489 0.5170.49 0.3827 0.2468 0.224 1.500 0.99 0.7841 0.2666 0.483 0.496

0.50 0.3927 0.2500 0.232 1.471 1.00 0.7854 0.2500 0.63 .463y = depth or flow, m (ft)D diameter of pipe, rn (ft)A = area of flow, m

2 (ft2)

R= hydraulic radius, m (ft)Source: USBR (1974)

Q = discharge by Manning's Equation, m°/s (ft°Is)n = Manning's coefficientS = channel bottom and water surface slopex = units conversion = 1.49 for SI, 1 for CU


Obtain the wetted area by multiplying the brink area ratio by D2

Calculate Vo by dividing Q by the wetted areaCalculate ye

Calculate the Froude Number

Fr = V 0

(32.2 y,

2.0 Select a trial Dn and obtain h./y. from Equation 10.1

=0.86(D50-0.55 ( 0

Where

C()1.4 for - <i 0.75 ,orYe

CO4.0T for 0.75 <1-- < 1.0 ,or

o=2 for 1.0 <

Ye

Calculate hs by multiplying hs/ye by ye

Check to see that hs/D 50 is greater than or equal to 2 and that D5o/ye is greather than or equal to 0.1


3.0 Size the Basin as shown in Ficqures 10.1 and 10.2

Calculate the length of the dissipator pool

IL, = 10 hs

Check L, to ensure it meets minimum requirements

ý L, = 3Wo

Calculate the length of the entire basin (pool plus apron)

LB =15

Check LB to ensure it meets minimum requirements

LB min = 4Wo

Calculate the basin with at the basin exit

W B = o

4.0 Determine the Basin Exit Depth and Exit Velocity

Q =2 _ Ac [yc(W0 + Zyc V-g T WB+ 2zyc

Use a trial and error process to find yc, Tc, and A,Calculate Vc and verify it is within accpetable range

V - Qc A c

Evaluate the initial trial of riprap that satisfies all design requirements. Try the next larger riprap size available to

test if a smaller basin is feasible by repeating steps 2 through 4.

5.0 For the design discharge, determine if TW/vn_50.75

If TW/y0 O0.75, design is satisfied. No additional riprap is needed.

If TW/y0<0.75, additional riprap is needed downstream of the dissipater exit (see HEC-1 1)


C7 PMPGiven Data:

Dso

QYnVn

TWCalculations:

1.0

K,

KuQ/D2.5TW/D

yo/D

YoA/D

2

AVo

YeFr

D50

D50

D50/Ye

TW/Ye

Co

6.00

0.01

207.34

4.47

9.19

3.94

1

2.35

0.66

0.65

3.90

0.5405

19.46

10.65

3.12

1.06

4

0.33

0.11

1.26

Not Valid

Not Valid2.40

0.68

2.12

6.42

ftft/ftft3/sft

ft/sft

from Figure 3.4

ft

from table B.2ft

2

ft/s

ft

in

ft

Check D50 OK

TW/ye<0.750.75<TW/ye<1.01.0<TW/ye

2.0

hs/Yehsr

hs/D 5o3.0

Wo

L. min

LBmin

Ls

LB

WB

4.0

YcTo

Acz

o 2g(Ao;)'/Tc

[Yc(WB+ZYc)13/(WB+2zyc)

Vc

5.0TW/yo

ft

Check D50 OK

6.0018.00

24.00

21.20

31.80

27.20

ftft

ft

ft

ft

ft

= 1.1015

= 29.4394

= 34

= 2= 1335.089

= 1335.082

= 1335.035

= 6.10

ft

ft

ft2

ft/s

1.01 Additional Riprap Needed Downstream


C8 PMPGiven Data:

Dso

QYnVn

TWCalculations:

1.0K2

KuQ/D2.5

TW/Dyo/D

YoA/D

2

AVo

YeFr

2.0

4.50.01

105.85

3.66

7.63

3.03

1

2.46

0.67

0.65

2.93

0.5405

10.95

9.67

2.34

1.11

ftft/ftft3/sft

ft/sft

from Figure 3.4

ft

from table B.2ft

2

ft/s

ft

inD 5o

D50

D50 /Ye

TW/ye

Co

hs/Yehs

hs/D5o

Wo

L, min

LBmin

Ls,

LB

WB

3.0

= 3= 0.25

= 0.11

= 1.29

= Not Valid

= Not Valid= 2.40

= 0.83

= 1.94

= 7.76

= 4.50

= 13.50

= 18.00

= 19.40

= 29.10

= 23.90

= 0.781

- 19.71

= 19

= 2= 347.9572

= 347.9959

= 347.8983

= 5.57

ftCheck

TW/ye<0.750.75<TW/ye<1.01.0<TW/ye

ft

Check D50 OK

D50 OK

ft

ft

ft

ft

ft

ft

4.0

YcTc

Ac

zQ2g

(A.) 3/Tc

[yo(WB+Zy.)] 3/(WB+2zyc)

Vc

5.0TW/yo

ft

ft

ft2

ft/s

1.03 Additional Riprap Needed Downstream


C9 PMPGiven Data:

Dso

QYn

Vn

TWCalculations:

1.0K,,

KuQ/D2.5

TW/Dyo/D

YoA/D

2

AVo

YeFr

2.0D50D50

D50/Ye

TW/Ye

Co

7.5

0.01

390.99

5.78

10.7

5.12

1

2.54

0.68

0.68

5.10

0.5687

31.99

12.22

4

1.08

ft

ft/ft

ft3/s

ft

ft/s

ft

from Figure 3.4

ft

from table B.2ft

2

ft/s

ft

in

ft

Check D50 OK

TW/ye<0.750.75<TW/ye<1.01.0<TW/ye

50.42

0.11

1.28

Not ValidNot Valid

2.400.72

2.88

6.86

hs/Yeh,

hs/D 50

3.0Wo

Lsmin

LaBminLs

LB

WB

4.0

YcT,

A,

zQ2g

(Ac.)3/fc

[yo(W B+ZYo)] 3/(W B+2zyc)Vc

5.0TW/yo

ft

Check D50 OK

= 7.50 ft

= 22.50 ft

= 30.00 ft

= 28.80 ft

= 43.20 ft

= 36.30 ft

= 1.3938 ft

= 13.4804 ft

40 ft2

= 2= 4747.614

= 4747.634

= 4748.049

- 9.77 ft/s

= 1.00 Additional Riprap Needed Downstream


CH2MHiLL Calculation

Calculation No.: CALC-388996-SW-02 Revision No.: 0

Project: Honeywell Metropolis Works Facility (388996.HW.T6)

Engineering Discipline: Geotechnical Date: 916/12

Calculation Title & Description:Tite! Riprap Bedding Gradation Requirements

Descrirtion: This calculation determines riprap bedding gradation requirements for the riprap sizes used on the sideslopes and in the ditches on the project.

Revision Historv:

Revision No. Description Date Affected Pages

Final Calculation Package - Initial Issue0 916/12 n/a

Document Review & Approval:

Originator: David J. Curran, Jr., P.E. / Geotechnical EngineerNAME/POSIm1ON

SIGNATURE V/ ! (ZE•" - _

Checked: John H. Barker, PE. I Geotechnical EngineerNAMFJPOSIMN

.D'T /

•N~eF.•E DATE

Calculation 388996-SW-02, Rev 0 Page I of 15

1. Objective:

The objective of this calculation is to determine bedding material gradation requirements for riprap withD50 values of 6, 8, 10 and 14 inches.

2. Design Standards and Criteria:

The following design standards were used as main references in our analyses and development of ourrecommendations:

* NUREG-1623, Appendix D, Section 2.1.1 (Attachment A)* NUREG/CR-4620, Section 4.4 (Attachment B)* FHWA-IP-89-016, Section 4.2 (Attachment C)

3. Methodology and Assumptions:

The Filter Requirements Section (2.1.1) of Appendix D of NUREG-1623 indicates that filter sizing criteriaare presented in NUREG/CR-4620. The Filter Criteria Section (4.4) of NUREG/CR-4620 provides thefollowing recommendations:

" The filter blanket (bedding layer) should include gravel sizes ranging from 3/16 inches (4.76 mm)to an upper limit of approximately 3 to 3 ½ inches (76.2 to 88.9 mm).

* Filter thickness should be one-half the riprap layer thickness but not less than 6 to 9 inches.* D15 (bedding) < 10 x D85 (soil): This prevents migration of soil into bedding" D85 (bedding) > D15 (riprap) / 5: This prevents migration of bedding into riprap.

The onsite soil to be retained by the bedding is assumed to have a D85 = 0.03mm based on particle sizeanalyses of 2 samples (see Attachment D).

The Rock Gradation Section (4.2) of FHWA-IP-89-016 recommends that the D15 particle size for a riprapmaterial range from 0.4 x D50 to 0.6 x D50. Based on this recommendation, the riprap D15 particle size isassumed to be 0.5 x D50. Resulting values are:

" D15 (6 inch riprap) = 0.5 x 6 = 3.0 inches (76.2 mm)" D15 (8 inch riprap) = 0.5 x 8 = 4.0 inches (101.6 mm)* D15 (10 inch riprap) = 0.5 x 10 = 5.0 inches (127.0 mm)" D15 (14 inch riprap) = 0.5 x 14 = 7.0 inches (177.8 mm)

4. Results and Conclusions

To prevent soil migration into riprap bedding:

0 D15 (bedding) < 10 x 0.03mm => D15 (bedding) < 0.3 mm

To prevent riprap bedding migration into riprap:

* D85 (6 inch riprap bedding) > (3.0 inches)/5; D85 (6 inch riprap bedding) > 0.6 inches (15.2 mm)" D85 (8 inch riprap bedding) > (4.0 inches)/5; D85 (8 inch riprap bedding) > 0.8 inches (20.3 mm)* D85 (10 inch riprap bedding) > (5.0 inches)/5; D85 (10 inch riprap bedding) > 1.0 inches (25.4 mm)* D85 (14 inch riprap bedding) > (7.0 inches)/5; D85 (14 inch riprap bedding) > 1.4 inches (35.6 mm)


Minimum bedding thicknesses:

* 6, 8 and 10 inch riprap = 6 inches* 14 inch riprap = 7 inches* Based on construction considerations a minimum bedding thickness of 7 inches is recommended

in all areas.

Candidate materials:

* Illinois DOT Coarse Aggregate Gradations CA 2 and CA 4 (see Attachment E) are candidatematerials. Depending on the gradation of specific materials available, blending of 2 or morematerials may be required and a single material may work for all riprap sizes.

5. List of Attachments

A - NUREG-1623, Appendix D, Section 2.1.1B - NUREG/CR-4620, Section 4.4C - FHWA-IP-89-016, Section 4.2D - Particle Size Analyses for Onsite SoilsE - Illinois DOT Coarse Aggregate Gradations

6. Additional References

None


Attachment ANUREG-1623, APPENDIX D, SECTION 2.1.1


Rock mulches (rock liyefs where the average rock size'is relatively small) may provide apractical solution for stabilization of slopes and channels at many sites: The procedures fordesigning such rock layers are identical to those mentioned in the preceding paragraph. Studies byAbt et a]. (1988) have indicated that a rock/soil matrix (riprap layer with the rock voids filled withsoil) has similar stability characteristics as the riprap layer, alone. The staff, therefore, accepts theuse of a rock mulch, a rock/soil matrix, or a rocky soil. The design of a rock mulch or a rock/soilmatrix should be based on the D5. rock size and should follow the procedures given in Appendix D;the designs are similar because there is no clear-cut distinction between a riprap layer and a layer ofrock mulch. The design of a rocky soil cover should be based on the D75 particle size and shouldfollow the procedures given in Appendix A; the design follows the procedure for a soil cover,because the layer is predominantly soil, rather than rock.

Abt and Johnson (1991) utilized the data from the Abt et al. (1988) flume studies anddeveloped a comprehensive riprap design procedure for overtopping flow conditions. The Abt andJohnson procedure provides guidance for sizing angular-shaped riprap placed on slopes of tip to 20percenL From the flume tests, they developed an expression that determined the median rock size(D..) of the riprap layer as a function of the embankment slope and the unit discharge. Abt andJohnson recommended that the minimum rock layer thickness be about 2-D50s. As necessary, a flowconcentration factor may be integrated into the design.

2.1.1 Filter Requirements

It is generally recommended that a filter or bedding layer comprised of well-graded rockmaterial be placed on the cover or in locations where rock riprap is to be placed for erosionprotection. Locations recommended for filter placement include impoundment side slopes, toes ofslopes, transition areas, diversion ditches and channels, stilling areas, and flow impact areas. Thepurpose of the filter is to bed the riprap and prevent stone penetration into the cover and/or radonbarrier, prevent soil erosion from flow at the stone/soil interface, and to prevent the pooling ofprecipitation andlortributary runofffrom infiltrating into the cover and waste materials. Filter sizingcriteria are presented in NUREG/CR-4620 (Nelson, 1986).

The staff recognizes that the bedding layer for a typical reclaimed mill does not serve thesame classic purpose as a filter for prevention of piping of fines from the underlying soil. In manycases, there is no hydraulic gradient to cause piping. In such cases, it is recommended that ananalysis be performed to determine the need for a filter when median sione sizes of 2 inches or lessare to placed on flat slopes (2% or less) in arid regions. Assuming that there is no potential forpiping of fines and the interstitial flow velocities are insufficient to transport soil particles, a filterlayer may not be needed. Interstitial velocities should be based on the flow derived from theprobable maximum precipitation and subsequent probable maximum flood condition.

To determine the interstitial flow velocity, v,, at the soil/rock interface, the Leps (1973)procedure may be employed, as presented in NUREGICR-4620 as

VV = Wmo- io-54

D-3 NUREG-1623


where Vis the average velocity of water (inches/sec) in the voids of the rockfill, W is an empiricalconstant for a specific riprap or rock mulch material, m is the hydraulic mean radius and i is thehydraulic gradient The appropriate coefficients are presented in NUREGICR-4620. A procedurefor estimating flow through rock materials is presented by Abt et al. (1991).

When the computed interstitial velocity is less than 0.5 ft per second, a filter may not beneeded. When velocities are between 0.5 and 1.0 ft per second, the need for a filter layer will bedependent upon the type of soil material placed at the interface. A filter should be provided whenvelocities are 1.0 ft per second or greater.

2.12 Riprap Layer Thickness

The minimum layer thickness should be such that all stones are contained with the ripraplayer thickness to provide maximum resistance against erosive forces. The layer should not be lessthan 1.5 times the mean stone diameter (D.) or the D,,, whichever is greater (ACE, 1994). Thethickness previously determined should be increased by 50 percent when the riprap is placed underwater.

Care should be taken to select a layer thickness when placing median store sizes of less thanor equal to 3-inches. Minimum layer thicknesses may be dictated by standard rock placementpractices, indicating that riprap layers less than 6-inches thick may be difficult to place.

2.2 Desian Procedures

2.2.1 Design Procedure Using Safety Factors and Stephenson Methods

A step-by-step procedure for designing riprap for the top and side slopes of a reclaimed pileis presented below:

Step 1. Determine the drainage areas for both the top slope and the side slope. These drainageareas are normally computed on a unit-width basis.

Step 2. Determine time of concentration (t,).

The t% can be a difficult parameter to estimate in the design of a rock layer. Based on areview of the various methods for calculating t, the NRC staff concludes that a methodsuch as the Kirpich method, as discussed by Nelson et al. (1986), should be used. Thetk may be calculated using the formula:

tV (11.9L3/H)"385 (D-1)

I,

iii

If

I.

I

NUREG-1623 D-4


Attachment BNUREG/CR-4620, SECTION 4.4


56

Furthermore, Powledge and Dodge indicated that with slowly rising or lowconstant flow, erosion may start and remain at one low point causinggully-type erosion.

It is recommended that the slope transition areas, particularly alongthe embankment crest, be protected (i.e., riprap, rock mulch, etc.) atleast 8-10 feet up-grade and down-grade of the slope break. The slopetransitional area is vulnerable to sheet and concentrated flows. Designdischarges will often transition from subcritical to critical or super-critical flows resulting in a high potential for erosion. The recommendedprotection will provide an armoring that will help resist degradation,particularly from unexpected, concentrated flows.

4.4 FILTER CRITERIA

It is recommended that a layer or blanket of well-graded rock materialbe placed over the embankment or cover slope prior to riprap placement.Sizes of gravel in the filter blanket should be from 3/16 inch to an upperlimit of approximately 3 to 3 1/2 inches, depending on the gradation of theriprap. The filter thickness shall vary depending upon the riprapthickness and riprap design procedure, but should not be less than 6 to ginches. Filter thicknesses one-half the riprap layer thickness arerecommended. Suggested specifications for gradation of the filters are asfollows:

D15 (Filter)< 5 (4.35)

D85 (Base)

and

D15 (Filter)< 10 (4.36)

D8 5 (Base)

The criteria presented in Equation 4.35 will prevent migration of thebedding into the riprap. When the filter meets the criteria as specifiedin Equation 4.36, erosion of the radon barrier below the bedding shall beprevented (Sherard et al., 1984).

4.5 FLOW THROUGH RIPRAP ROCKFILL

When a riprap layer is used to stabilize a sloped cover, it is advan-tageous to determine the discharge through the rockfill. The analysis offlow through a riprap rockfill is complex and does not comply with Darcy's


Attachment CFHWA-IP-89-016, SECTION 4.2


4.2 ROCK GRADATION

The gradation of stones in riprap revetment affects the riprap's resistance toerosion. The stone should be reasonably well graded throughout the riprap layerthickness. Specifications should provide for two limiting gradation curves, and thestone gradation (as determined from a field test sample) should lay within these limits.The gradation limits should not be so restrictive that production costs would beexcessive. Table 2 presents suggested guidelines for establishing gradation limits.Table 3 presents six (6) suggested gradation classes based on AASHTO specifications.Form 3 (appendix C) can be used as an aid in selecting appropriate gradation limits.

It is recognized that the use of a four (4) point gradation as specified in table 2might in some cases be too harsh a specification for some smaller quarries. If this isthe case, the 85 percent specification can be dropped as is done in table 3. In mostinstances, a uniform gradation between D, 0 and Dim will result in an appropriate DOs.

Each load of riprap should be reasonably well graded from the smallest to themaximum size specified. Stones smaller than the specified 5 or 10 percent size shouldnot be permitted in an amount exceeding 20 percent by weight of each load.

Table 2. Rock riprap gradation limits.

Stone Size Stone Weight Percent ofRange* Range Gradation

(ft.) (lb) Smaller Than

1.5 D50 to 1.7 D5s 3.0 Wso to 5.0 W5s 100

1.2 D&O to 1.4 D50 2.0 W5 0 to 2.75 Wso 85

1.0 D50 to 1.15 D50 1.0 W6o to 1.5 W'0 50

0A D50 to 0.6 D5 0 0.1 Ws0 to 0.2 W50 15

36Calculation 388996-SW-02, Rev 0 Page 10 of 15

Attachment DD - PARTICLE SIZE ANALYSES FOR ONSITE SOILS


CLIENT REVIEW DRAFT - 10111/2010 ATTORNEY VVRK PRODUCT

U.S. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS I HYDROMETER104 - 2i5 1 314 1123V43 4 6 81O141620 40 7010W4l)'0c

10 111 1 1 1NIil1 T 1 1f r I Hil IU I900

80 i ill1 - LITIIffLII li I-i I 'I I .11, I- l-X 1-, _ _

70I1....J IHi~i] .... Ii

SO 1TI -r, 1 111.~70 -1 :11R I I I__ T[I I ' I

50 I---LI t--

o, 1 ! [Ill- I I •1ii - i ! I I

11 ,1 1 Ht'i Iii I ' ii

20

100 10 1 0.1 0.01 0.0"GRAIN SIZ IN MILLIMETERS

COBBLES coarse I fine coarse! medium fine SILT OR CLAY

SPECIMEN IDENTIFICATION SIEVE % PASS SOIL CLASSIFICATION

Haring: GT-01 - -. - Cnh 10 BA,.n trace • snd an-d organic

Sample: ST-01 2 - - -00 (CL)Veplh: 9,0oi 1.0' 1 1/2 __ _

1 [ 100 %GRAVEL %SANOi %SILT I%CLAY

NOTES: 314 100 C, 3 74 _23

318 100

$4 100 MC% dyIpcd I PI

S10 ... 0.24.6 17.7

LOATO0Mtrpli, Jn 29..... 201 0

9200 j 9? 2.1PROJECT Honeywell/Metropolis Works JOB NO, L- 75,293LOCATION - M1et~reopois, Illn5ois DATE June 29. 2010

•' JSOIL DATA SHEETTesting Service Corporation

S..Carol Stream, IL 60188


CLIENT REVIEW DRAFT - 1011112010 ATT-ORNEY WORK PRODUCT

U.S. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS I HYDROMETER

0 ; 2 1.5 13t41123,83 4 6 810 14162030 70'*1004O0100

I,1 1 p tlI I- T

50 it

40-- I: I I

to--

- I I

100 10 1 0.1 0. 0.GRAIN SIZE IN MILLhIIETERS

5 OB1 I_ SAND t SILT OR CLAY 1LEfine coarse medium" finI

SPECIMEN IDENTIFICATION SIEVE 1% PASS SOIL' CLASSIFICATION

•.• T*023 inuth i oO Srvwn silly CLAY, trace' sa~nd and organic .

Sample: ST-01 2 100 (CL)........

D e pth : 6 .0 '-8 .0 ' .. 1 112, 10 D

1 100 %GRAVEL %SAND %SILT *ACLW

NOTES: 3/4 100 0 1 78 .. 21

I4 100l I IC. jdy PC L P- PI 8 I l°° i

2c ) 1. 00 1100 1# 1o 9 0.1 0.11%0.0

PROJECT Honeywell/Metropolis Works JOB NO. L - 75,293LOCATION MRDATE June 29 2010

SEMlEIC O SOIL DATA SHEET

Testing Service Corporatione Carol Stream, IL 60188

Depth: 8.0-../ 11,2 10


Attachment ED - ILLINOIS DOT COARSE AGGREGATE GRADATIONS


Art- 1004_01 Coarse Aggregates

COARSE AGGREGATE GRADATIONS

'oad Sieve Size and Percent Passingqm 3 2 112 2. 1 112 1 /4 1/2 318 No. No- No- No- No-in. in. in. in. in. 3in. in. in. 4 8 16 50 2W• !

,A1 100 95t5 60/15 15515 353

100 9130±1D51 1± ±3___

A2 3 - 100 95±5 87511 50115 30t10 20t15 8±4093 595120 8t8 11:3

_A4_100 95ft5 85L10 601±5 ±0610 20315 8±4

1A0 9713 97±3" 30±15 3±3.A 6 1100 95`15 75`+15 43:113 1 25d15 8f:4

1A 7 r±100 9535 5±15 , 5t5

5A 8 100 974± 85010 55210 1015 33'A 9 100 9W 90115 30t125 1-2 10 61•2

•A10 100 9515 80115 501:10 30115, 94A11 100 9M:: 415-15"sm 616 3:13 ' "

A512 100 9515 85t10 601±10 35:±0

A 13 100 100 9280 2010 30115 3±3'r

-A 14- 90110 "nd 45Pc 20 3a1s3

7 0A 15 100 75915 75 22.2

A 16 100 9713 30015 2112 '3A 17 100 ±65120 420± 20110 10±5

•A 118 1030 95:15 75:125 55%25 10110 2±2

4A1 00 g05±55 60615 40115 20-t10 1(±5A 2- 100 9215 8 20±10 515 3.83

COARSE AGGREGATE GRADATIONS (metric)

3tad Sieve Size and Percent Passing

A,8 75 63 50 37.5 25 19 12.5 9.5 4.75 2.36 1.1S 300 75rmM mm MM Min a mm mn Min mm Mina mm Vn PMt

A 1 101 9597±3 6t515 301:A 2 100 9S15 75115 50±15 30±10 20±15 8±4

Al 3100 93V97 558120 M 3163;A4 100 9515 Mil0 60±115 40±010 20315 89±4

ýA 5 97±3 z -4 1025 7±3 5 3033

A6 100 955 1 0 75±15 4+13 25±15 8±4A17 100 95715 5015 22 5±5

A8 100 9713 85-11 55t -10 10-5 3:04 1A9 100 97±3 607±15 30515 10110 626A10 100 959 5 80515 50±150 _ 30±15 920 4

CA 11 100 9228 05±10 5 "' 6±6 313 41 __

CA12 100 9515 85110 60±110 35±10 9M4

*A 131 100 97+3 .80t10! 30t"15 3t3v

*A 14 90± 10 "• 45±120 3±-3

CA15 100 75:115 7+7 2:12

C* 16 100 97±13 30:t15 212 '

A17 1W0 65±20 45120 201+10 10±+5

18 100 95t5 75±125 55f125 10:110 2±12

*A 19i 100 951.5 60+t15 40-+15 20110 10:15

CA12 0. - -r - 100 92±18 120t"10 5t+5 W±3

1/ Subject to maximum percent allowed in Coarse Aggregate Quality table.

2/ Shall be 100 percent passing the 1 3/4 in. (45 mm) sieve.

738


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