SUMS Doc B2027W1According to section 705.7.1.1 of the Clark County Hydrologic Criteria and Drainage...

SUMS Doc B2027W1

Environmental Consultants 2702 North 44th Street 602.840.2596Suite 105B FAX 602.224.0572Phoenix, AZ 85008-1583

SCS ENGINEERS

March 30, 2000File No. 1099007.01 2027691

Mr. Steve Parrish, P.E.Senior EngineerCommunity DevelopmentClark County Department of Public Works500 S. Grand Central ParkwayLas Vegas, NV 89155-4000

Subject: Response to Clark County's Design Report Comments of March 1,2000Eastern By-Pass Channel ReconstructionSunrise Mountain LandfillLas Vegas, Nevada

Dear Mr. Parrish:

SCS Engineers (SCS) is pleased to submit on behalf of Republic DUMPCo (DUMPCo), thisresponse to Clark County's comments dated March 1, 2000 (received March 14, 2000)regarding the Design Report for the Eastern Bypass Channel Reconstruction (Report) by SCSEngineers (SCS). The Design Report included Construction Drawings, TechnicalSpecifications, and engineering calculations. Addendum No. 1 was issued February 24, 2000to address EPA comments. A copy of this addendum was given to Clark County PublicWorks. This response letter shall be designated as Addendum No. 2 to the Report.

Two copies of the revised Construction Drawings, the redlined drawings, and this Addendumare enclosed for Clark County Public Works (CCPW) review and approval. Once allapprovals and permits required by CCPW are obtained, DUMPCo will notify United StatesEnvironmental Protection Agency (USEPA) and the Bureau of Land Management (BLM) andinitiate the construction process. This correspondence, Addendum No. 2, and the revisedConstruction Drawings are also being sent to the USEPA.

RESPONSE TO COMMENTS

Below are the comments listed from the March 1, 2000 review memorandum from Mr. ChrisStone, P.E., of Willdan to Mr. Kurt Schaake, P.E., of Clark County concerning the DesignReport for the Eastern Bypass Channel Reconstruction. A response prepared by SCS andDUMPCo follows each comment.

Comment No. 1

The report must demonstrate that the proposed revetment will withstand the high velocitiesexpected. Bedding compaction, rock size, and concrete specifications must all be addressed.

OFFICES NATIONWIDE

•SCS ENGINEERS —

Response No. 1

The calculations have been revised to include an evaluation of the estimated velocity from theCCPW design storm and the permissible velocity of the proposed channel linings.

Specifications regarding bedding compaction, rock size, and concrete specifications have beenadded to the Construction Drawings.

Comment No. 2

The report must include some discussion and analysis as necessary concerning the potential forand mitigation of debris and sediment flows.

Response No. 2

The Eastern Bypass Channel was designed to control storm water runoff to minimize erosionand protect the adjacent landfill. The Eastern Bypass Channel when reconstructed will consistof the existing bedrock strata and the concrete revetment; therefore sediment and debris fromthe channel itself is not anticipated. The mitigation of debris and sediment due to upgradientconditions will be addressed in the proposed SWPPP as required by EPA. The flowdownstream of the reconstructed Eastern Bypass Channel will not be altered by the proposedmodifications.

Comment No. 3

Reference material supporting the use of Manning's n of 0.028 must be included in the report.

Response No. 3

Additional calculations clarifying the Manning's n used at each cross-section are enclosed.According to section 705.7.1.1 of the Clark County Hydrologic Criteria and Drainage DesignManual, the Manning's n for a grouted riprap lined channel ranges from 0.023 to 0.030. AManning's n of 0.027 was chosen as an average value. According to the National EngineeringHandbook: Section 5 Hydraulics, the design Manning's n for rock cut channels (smooth anduniform) is 0.035. These values were included in the cross-sections input for a weightedManning's n. The resulting Manning's n for each channel section is indicated in the revisedcalculations.

Comment No. 4

The FlowMaster calculation at Section 1, Station 2+47, does not agree with the topographyshown on the plans. The calculation must be revised accordingly. It is noted that thecalculation of normal flow depths for such steep slopes may not be accurate.

• SCS ENGINEERS —

Response No. 4

The calculation at Section 1, Station 2+47, has been corrected.

The Manning's equation for open channel flow was used to evaluate the hydraulic propertiesof the proposed channel. SCS recognizes that the accuracy of the Manning's equation islessened when channel slopes are more than 10 percent. However, the Eastern BypassChannel was designed to control the runoff from the Probable Maximum Precipitation stormwith a return period of 10,000,000,000 years (11,844 cfs). According to the Clark CountyRegional Flood Control District Hydrologic Criteria and Drainage Design Manual, the channelis only required to control the 100 year storm or 2,236 cfs. The design flow for this project issignificantly more than Clark County's design flow requirements by a factor of five. The largedesign flow for the channel should compensate for any small inaccuracies due to theapplication of the Manning's equation on slopes more than 10 percent.

Comment No. 5

The FlowMaster calculation at Section 3, Station 3+15.06 is located in a reach of the channelwhere the bottom width is transitioning; therefore, a normal depth calculation is notrepresentative of the flow characteristics.

Response No. 5

At Station 3+06.06, the channel slope changes from 1 Ipercent to 22.5 percent. From Station3+06.06 to Station 3+50.51, the low flow channel transitions from 10 feet wide to 5 feet wide.Two cross-sections were analyzed in this 44.4-foot length: Section #3 (located at Station3+15.06) and Section #4 (located at Station 3+46.07). SCS feels that choosing these twosections appropriately depicts flow within this section of the channel.

Comment No. 6

The FlowMaster calculation at Section 5, Station 3+86, indicates a bottom width of 5.5 feetwhereas the plans show a width of 5 feet. The calculation must be revised accordingly.

Response No. 6

The FlowMaster calculations were actually calculated for a five-foot bottom channel widthalthough the calculation page was erroneously labeled. The section was relabeled andincluded in the revised calculations.

Comment No. 7 and 8

Sheet 3 shows a proposed Gabion Drop Structure #1. This structure is not shown on any othersheets nor is it mentioned in the text of the report. The plans and report must be revisedappropriately.


Insufficient information is provided for the construction of the Gabion Drop Structure #2. Theplans must be revised to include all elevations, dimensions, materials, and specifications topermit construction of this structure.

Response No. 7 and 8

The proposed Gabion drop structure #1 has been added to Drawing No. 5.

The exact location and elevation of the Gabion drop structures will be established in the fieldfollowing excavation (or blasting) of the low flow channel. Dimensions of the structures wereincluded on the plans (see General Note 6, Drawing No. 3 and Detail 2, Drawing No. 9. Thepurpose of the Gabion structure is to allow side flow from two small drainage areas to enterthe larger channel and minimize impact to the larger flow in the channel.

Comment No. 9

• Sheet 2 — Provide benchmark and datum information• Sheet 4 - Proposed elevation at Station 2+51.52 does not match in plan and profile• Sheet 5 - Final ground and existing ground at the bottom of the profile are reversed and are

not consistent with sheet 4.• Sheet 5 - The coordinates shown in plan and profile for the PVI at Station 3+06.06 are the

same as those for Station 2+51.52 on Sheet 4.• Sheet 6 - Provide coordinate and elevation information for the angle point near Station

6+10• Sheet 6 - Provide stationing, coordinates, and elevations for the PVI's shown near Stations

5+50, 6+50, and 6+80.• Sheet 9 - Detail 2 appears to show the waste on the wrong side of the detail.• Sheet 9 - Detail 3 is called out in only one location on Sheet 5. If this is a typical detail to

apply to at all revetment locations, label as such.• Provide dimensions for the bottom width.

Response No. 9

The drawings were revised to address the above comments. Comments included on the'redlines' were also addressed.

Please note that a survey benchmark was shown on Drawing No. 3. In addition, severalbenchmarks are shown on Drawing No. 2.

Comment No. 10

Note that equation 734 from the CCRFCD criteria manual is used to size the minimum rockdiameter results in substantially larger rock sizes.

•SCS ENGINEERS —

Response No. 10

Equation 734 estimates the riprap size requirements for outlet protection of rectangularculverts. Since the channel is not a culvert, we feel that this equation is not applicable for therevetment design.

Comment No. 11

Additional information is required for showing how the Gabion structures will be keyed in ortied to the bedrock to prevent sliding or overturning.

Response No. 11

Additional information has been included in the revised Construction Drawings. In addition, acalculation that addresses sliding and overturning has been provided in the revisedcalculations.

Comment No. 12

Provide a calculation for the section of channel between stations 6+80 and 7+15 and addressthe possibility of a hydraulic jump at this location.

Response No. 12

The possibility of a hydraulic jump between stations 6+80 and 7+15 have been addressed inthe revised calculations. According to SCS calculations, the flow continues to be supercriticalat flows as low as 3.4 cubic feet per second (cfs) for this section. Therefore, no hydraulicjump will occur within these sections or anywhere within the reconstructed channel for flowabove 3.4 cfs.

Comment No. 13

Revise the velocity head column in the table for Section 4 of the calculations to reflect thecorrect values based on the calculated velocities.

Response No. 13

The revised calculations show correct velocity head information based on calculated velocities.

Comment No. 14

The grout for the riprap must comply with Section 610.02.01 of the Clark County StandardSpecifications and the placement of riprap must comply with section 610.03.04.

o


Response No. 14

Noted.

If you should require additional information, please do not hesitate to contact either of theundersigned at (602) 840-2596.

Sincerely,

' MbffiiCaMp' "

A Stephen B. Smith, P.E/'Project DirectorSCS ENGINEERS

Attachments Addendum 2Revised Construction DrawingsRedlines

cc: Mr. Alan Gaddy, DUMPCo, with Attachments (WA)Mr. Mark Morse, BLM, WAMr. John Schlegel, CCCP, WAMr. Leo Drozdoff, NDEP, WAMr. Clare Schmutz, CCHD, WOMs. Sandra Doty, SAIC, WA

SCL/SBS pkcF \DATA\PROJECTS\9900701 sunriseYTASK 09-Channel DesigrAconstructionrevision doc

ADDENDUM 2

ADDENDUM 2

Revised CalculationsHydraulic Analysis of Eastern Bypass Channel

SCS ENGINEERSENVIRONMENTAL CONSULTANTS

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Section 1Cross section at station 2+47Slope = 22%

BottomElevation (ft)

INPUTVaried

Discharge(cfs)

1100

10601728.61961.92230.22361.31184411844

2124

Depth(ft)

0.040.682.91

3.94.224.554.7

10.5110.85

Froude Weighted VelocityNumber Manning's n (fps) Flow is

2.063.113.493.6

3.643.693.714.24

'W3S50.0350.0350.0340.0340.0340.0340.033

2.39 supercritical14.29 supercritical31.81 supercritical36.89 supercritical38.14 supercritical39.37 supercritical39.94 supercritical61.83 supercritical

3.98 .^0.035 58.71 supercritical1 " yf / .

CriticalDepth (ft)

2124.072125.422130.322132.232132.792133.382133.662144.462144.46

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Critical CriticalDepth (ft) Slope (ft/ft

0.07 0.0443521.42 0.0196236.32 0.0144688.23 0.0132628.79 0.0129749.38 0.0126919.66 0.012569

20.46 0.0123420.46 0.014726

/lit. £oC-K

VelocityHead (ft)

0.093.17

15.7221.1522.6

24.0924.7959.4153.57

SpecificEnergy (ft)

2124.132127.852142.632149.052150.822152.642153.492193.922188.42

Flow Area

0.427

33.3246.8651.4456.6459.12

191.56201.73

WettedPerimeter

10.0911.5116.51

1919.9721.1121.6338.8339.84

A/R0.040.612.022.472.582.682.734.935.06

Max PrecipCross Section for Irregular Channel

Project DescriptionProject FileWorksheetFlow ElementMethodSolve For

c:\haestad\fmw\sunrise.fm2Section 1: Sta 2+06.06 to 2+51.52Irregular ChannelManning's FormulaWater Elevation

Section DataWtd. Mannings CoefficientChannel SlopeWater Surface ElevationDischarge ____

0.0350.220000 ft/ft

2,134.85 ft11,844.00 cfs

2138.

2136.0[-

2124.010.0 10.0 15.0 20.0 25.0

Station (ft)30.0 35.0 40.0

03/27/0008:32:17 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203)755-1666

FlowMaster v5.15Page 1 of 1



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INPUTVaried

Discharge(cfs)

1100

10601728.61961.92230.22361.31184411844

2120

Depth(ft)

0.050.843.554.735.065.425.59

12.3812.84


1.512.252.6

2.652.682.712.72 /3.06 /

0.0350.0350.0340.0340.0340.0340.0340.032

1.94 supercritical11.46 supercritical25.19 supercritical28.54 supercritical

29.6 supercritical30.7 supercritical31.2 supercritical

48.15 supercritical2.85 / 0.035, 45.43 supercritical

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CriticalDepth (ft)

2120.072121.422126.252128.162128.722129.332129.612140.572140.57

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0.07 0.0443521.42 0.0196236.25 0.0144198.16 0.0133458.72 0.0130859.33 0.0128299.61 0.012718

20.57 0.01153220.57 0.013794

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VelocityHead (ft)

0.062.049.86

12.6613.6214.6515.1336.0332.08

SpecificEnergy (ft)

2120.112122.882133.412137.392138.682140.072140.722168.412164.92

Flow Area

0.528.72

42.0960.5766.2872.6575.68

245.98260.7

WettedPerimeter

10.1211.8718.5722.0722.9823.9724.4343.6544.98

A/R

0.050.732.272.742.883.033.105.645.80



c:\haestad\fmw\sunrise.fm2Section 2Irregular ChannelManning's FormulaWater Elevation

Section DataWtd. Mannings CoefficientChannel SlopeWater Surface ElevationDischarge

0.0350.110000 ft/ft

2,132.84 ft11,844.00 cfs

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2134.0 -

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2130.0 -

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2126.0

2124.0

2122.0

2120.00.0 5.0 10.0 15.0 20.0

Station (ft)25.0 30.0 35.0 40.0

03/27/0008:34:07 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666

FlowMaster V5.15Page 1 of 1

SCS ENGINEERSENVIRONMENTAL CONSULTANTS JOB


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Section 3Cross section at station 3+15.06Slope = 22.5%


INPUTVaried

Discharge(cfs)

1100

10601728.61961.92230.22361.31184411844

2115

Depth

(ft)0.040.723.094.074.334.614.739.519.88


2.13.153.553.964.014.054.074.47 /

0.0350.0350.0340.0320.0320.0320.032

JX032 .

2.51 supercritical14,87 supercritical32.48 supercritical36.24 supercritical37.21 supercritical38.24 supercritical38.71 supercritical61.64 supercritical

4.12 / 0.035 57.98 supercritical/ V^_>./V)^,A>;VC.$ /o

CriticalDepth (ft)

2115.072116,522121.212122.772123.252123.76

21242133.972133.97

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0.07 0.0434121.52 0.0198166.21 0.0127577.77 0.0119738.25 0.0117648.76 0,011553

9 0.01145918.97 0.01035318.97 0.012691

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VelocityHead (ft)

0.13.43

16.3920.4121.5222.7223.2959.0552.23

SpecificEnergy (ft)

2115.142119.152134.482139.482140.852142.332143.022183.562177.11

Flow Area

0.46.73

32.6447.7

52.7358.3260.99

192.14204.29

WettedPerimeter

9.110.6116.3

22.4223.8525.3426.0140.7341.82

A/R0.040.632.002.132.212.302.344.724.88

flu.

Cross SectionCross Section for Irregular Channel


c:\haestad\fmw\srmn35.fm2Section 3Irregular ChannelManning's FormulaWater Elevation


0.0350.225000 ft/ft

2,124.88 ft11,844.00 cfs

2130J

10.0 15.0 20.0 25.0Station (ft)

30.0 35.0 40.0 45.0

03/27/001219.28PM Haestad Methods, Inc 37 Brookside Road Waterbury, CT 06708 (203)755-1666

FlowMaster v515Page 1 of 1



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Section 4Cross section at station 3+46.07Slope = 22.5%


INPUTVaried

Discharge(cfs)

1100

10601728.61961.92230.22361.31184411844

2108

Depth

(ft)0.060.994.015.065,315.565.689.9

10.34


2.23.123.753.95

44.04 ,4.06 /4.62 /

/ J

0.0350.0350.0320.0320.0320.0320.0320.031


4.15 / 0.035 55.75 supercritical

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CriticalDepth (ft)

2108.12110.042115.082116.472116.9

2117.362117.582126.782126.78

sr rZe-


0.1 0.0396472.04 0.0217067.08 0,0122398.47 0.0113138.9 0.011068

9.36 0.0108239.58 0.010716

18.78 0.00977318.78 0.012917

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VelocityHead (ft)

0.144.43

17.1818.9619.9921.1321.6756.6748.31

SpecificEnergy (ft)

2108.22113.422129.192132.022133.3

2134.692135.352174.572166.65

Flow Area

0.335.92

31.8849.4954.7160.4963.23

196.14212.43

WettedPerimeter

5.637.71

17.5225.1326.7

28.3229.0644.7446.11

A/R

0.060.771.821.972.052.142.184.384.61

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c:\naestad\fmw\srmn35.fm2Section 4Irregular ChannelManning's FormulaWater Elevation


0.0350.225000 ft/ft

2,118.34 ft11,844.00 cfs

2122.0

2120.0 .

2108.00.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0

Station (ft)

03/27/0012:19:58 PM Haestad Methods, Inc 37 Brookside Road Waterbury, CT 06708 (203) 755-1666

FlowMaster v5 15Page 1 of 1

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Section 5Cross section at station 3+86Slope = 22.5%


INPUTVaried

Discharge(cfs)

1100

10601728.61961.92230.22361.31184411844

2099

Depth(ft)

0.061.054.235.215.445.685.789.82

10.23


2.223.1

3.763.933.98 14.03 /4.05 /4.71 /

0.0350.0350.0320.0320.0320.0320.0320.031

3.15 supercritical17.21 supercritical32.29 supercritical34.1 supercritical35.2 supercritical


4.2 / 0.035" 51,96 supercritical

CriticalDepth (ft)

2099.112101.152106.192107.592107.992108.412108.6

2116.332116.33


0.11 0.0390162.15 0.0222567.19 0.0121048.59 0.010938.99 0.0106479.41 0.0103849.6 0.010268

17.33 0.00802817.33 0.010829

VelocityHead (ft)

0.154.6

16.2118.0719.2520.5421.1550.1

41.95

SpecificEnergy (ft)

2099.212104.652119.442122.282123.692125.222125.932158.922151.18

Flow Area

0.325.81

32.8250.7

55.7461.3464.01208.6

227.96

WettedPerimeter

5.147.35

18.8426.4527.7929.2

29.8452.9755.01

A/R0.060.791.741.922.012.102.153.944.14

/j/f


n'¥7




0.0350.225000 ft/ft

2,109.23 ft11,844.00 cfs

2114J

2098.10.0 20.0 30.0 40.0

Station (ft)50.0 60.0 70.0

03/27/0012:20:31 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666


ISCS ENGINEERSENVIRONMENTAL CONSULTANTS JOB /£>/ 9*) OQ-7.01 S,^,Acr /^x/ Z./^- / e,T^^V^«j

2702 NORTH 44TH STREET SHEET

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Section 6Cross section at station 4-f-35.56Slope = 22.5%


INPUTVaried

Discharge(cfs)

1100

10601728.61961.92230.22361.31184411844

2088

Depth

(ft)0.061.063.364.014.24.4

4.498.048.33


2.223.113.914.074.114.154.17 /4.73 /

0.0350.0350.0330.0320.032

,0.0320.0320.032


33.37 supercritical34.49 supercritical

35 supercritical53.24 supercritical


/ "~— - fna t> ti i Al c. 'f t

CriticalDepth (ft)

2088.112090.142093.742094.962095.312095.692095.862102.552102.55

\J if- T^


0.11 0.0390162.14 0.0185845.74 0.0116226.96 0.0106977.31 0.010477.69 0.0102457.86 0.010146

14.55 0.008214.55 0.010272

e. c,f>f>t»J£ *-

VelocityHead (ft)

0.154.5

12.616.2117.3118.4919.0444.0538.14

SpecificEnergy (ft)

2088.212093.562103.962108.222109.512110.892111.532140.092134.47

Flow Area

0.325.88

37.2353.5258.7964.6667.46

222.47239.07

WettedPerimeter

5.147.57

24.5829.49

30.932.4

33.0959.7961.95

A/R0.060.781.511.811.902.002.043.723.86





0.0350.225000 ft/ft

2,096.33 ft11,844.00 cfs

2100.0

2098.0

2096.0

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2092.0

2090.0

2088.00.0 10.0 20.0

Aacit

30.0 40.0 50.0Station (ft)

60.0 70.0 80.0

03/27/0012:21:05PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666




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Section 7Cross section at station 4+89.5Slope = 10%


INPUTVaried

Discharge(cfs)

1100

10601728.61961.92230.22361.31184411844

2077

Depth

(ft)0.081.355.557.267.748.2

8.3913.9114.29


1.532.092.142.262.412.51 /2.55 /3.03 /

0.0350.0350.0350.0340.0330.0320.0320.032




CriticalDepth (ft)

2077.112079.152085.952087.742088.192088.652088.862096.852096.85


0.11 0.039022.15 0.0222568.95 0.014512

10.74 0.01274111.19 0.01243711.65 0.01217811.86 0.01205319.85 0.0089219.85 0.011098

VelocityHead (ft)

0.092.649.39

11.7512.1512.5312.7

25.6122,43

SpecificEnergy (ft)

2077.172080.992091.942096.012096.892097.732098.092116.522113.72

Flow Area

0.417,67

43.1262.8670.1578.5582.59

291.74311.78

WettedPerimeter

5.188.0217.4

22.4425.7228.8630.2163.5165.5

A/R0.080.962.482.802.732.722.734.594.76


Project DescriptionProject File c:\haestad\fmw\srmn35.fm2Worksheet Section 7Flow Element Irregular ChannelMethod Manning's FormulaSolve For Water Elevation


0.0350.100000 ft/ft

2,091.29 ft11,844.00 cfs

2096.0

2094.0

2092.0

2090.0

2088.0

S 2086.0ro

E 2084.0

2082.0

2080.0

2078.0

2076.10.0 20.0 30.0 40.0 50.0

Station (ft)60.0 70.0 80.0

03/27/0012:21:36PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666


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INPUTVaried

Discharge(cfs)

1100

10601728.61961.92230.22361.31184411844

2073

Depth(ft)

0.081.354.175.015.265.535.66

11.0411.49


1.532.092.642,752.77

2.8 /2.81 /3.16 /

0.0350.0350.0320.0320.0320.0320.0320.032



CriticalDepth (ft)

2073.112075.332079.262080.782081.242081.732081.962091.312091.31


0.11 0.039022.33 0.0180656.26 0.0121287.78 0.011188.24 0.0109538.73 0.0107298.96 0.010632

18.31 0.00876918.31 0.010759

VelocityHead (ft)

0.092.647.77

10.5411.4

12.3212.7631.8827.71

SpecificEnergy (ft)

20732076.992084.942088.552089.662090.852091.422115.922112.2

Flow Area

0.417.67

47.4266.3772.45

79.282.41

261.52280.48

WettedPerimeter

5.188.02

24.7227.6528.5329.4829.9248.6950.28

A/R

0.080.961.922.402.542.692.755.375.58

If l&

-C-J


/A




0.0350.100000 ft/ft

2,084.49 ft11,844.00 cfs

2090.

5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 55.0 60.0Station (ft)

03/27/0012:22:05 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203)755-1666


|SCS ENGINEERSENVIRONMENTAL CONSULTANTS JOB ir>ic)e}{>D7.o\ -r^/ *) ÛMIV? />fai /j?2702 NORTH 44TH STREET SHEET

SUITE 105BPHOENIX, AZ 85008-1 583 CALCU

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INPUTVaried

Discharge(cfs)

1100

10601728.61961.92230.22361.31184411844

2068

Depth

(ft)0.071.213.864.624.85

5.15.22

10.5410.99


1.82.493.123.223.25 13.28 /3.3 /

3.63 /

0.0350.0350.0320.0320.0320.0320.0320.032



CriticalDepth (ft)

2068.112070.342074.2

2075.782076.262076.782077.022087.212087.21


0.11 0.0390312.34 0.0175536.2 0.012424

7.78 0.0117328.26 0.011558.78 0.0113719.02 0.011292

19.21 0.01140819.21 0.013889

VelocityHead (ft)

0.123.389.88

13.6714.8516.1416.7443.6338.2

SpecificEnergy (ft)

2068.192072.592081.742086.292087.7

2089.242089.962122.172117.19

Flow Area

0.366.78

42.0358.2963.4769,2171.94

223.54238.88

WettedPerimeter

5.167.71

24.0526.1726.8227.5227.8542.7343.99

A/R

0.070.881.752.232.372.512.585.235.43

*





0.0350.142900 ft/ft

2,078.99 ft11,844.00 cfs

2082.0 r

2080.0 - J

2068.00.0 5.0 10.0 15.0 20.0 25.0

Station (ft)30.0 35.0 40.0



SCS ENGINEERSENVIRONMENTAL CONSULTANTS JOB

2702 NORTH 44TH STREETSUITE 105BPHOENIX, AZ 85008-1583602840-2596FAX 602 224-0572

SHEET NO. OF

CALCULATED BY , — HvO £.

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INPUTVaried

Discharge(cfs)

1100

10601728.61961.92230.22361.31184411844

2053

Depth(ft)

0.060.973.774.574.795.035.138.769.1


2.643.624.254.734.834.92 i4.97 /5.54 /

0.0350.0350.0340.0320.0310.0310.0310.031

3.55 supercritical19,75 supercritical35.25 supercritical40.29 supercritical41.41 supercritical42.54 supercritical43.01 supercritical66.71 supercritical


CriticalDepth (ft)

2053.112055.382059.822061.092061.482061.9

2062.112070.62070.6


0.11 0.0393042.38 0.0231866.82 0.0119328.09 0.0112288.48 0.0110098.9 0.010784

9.11 0.01067817.6 0.00953817.6 0.012189

VelocityHead (ft)

0.26.06

19.3125.2326.6528.1328.7569.1659.69

SpecificEnergy (ft)

2053.262060.032076.082082.8

2084.442086.162086.882130.922121.79

Flow Area

0.285.06

30.0742.9

47.3752.4254.9

177.54191.11

WettedPerimeter

5.126.99

18.2323.5525.3627.2828.3646.347.5

A/R0.050.721.651.821.871.921.943.834.02

AJ (Lttfl-r* *>£•<if.

ofr





0.0350.333000 ft/ft

2,062.10 ft11,844.00 cfs

2066.0

2064.0

2052.00.0 10.0 15.0 20.0 25.0 30.0

Station (ft)35.0 40.0 45.0 50.0

03/27/0012:23:18PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203)755-1666

FlowMaster V5.15Page 1 of 1



JOB.

33 OFSHEET NO._ _.

CALCULATED BY JS.—/M

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DATE

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TL £'&*£

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INPUTVaried

Discharge(cfs)

1100

10601728.61961.92230.22361.31184411844

2048

Depth(ft)

0.081.423.984.885.155.435.57

11.2511.8


0.91.341.64

1.71.721.74 /1.75 /1.97 /

0.03500330.0320.0320.0320.0320.0320.031

1.47 subcritical7.52 supercritical


17.99 supercritical18.3 supercritical

29.09 supercritical1.78 / 4C035_ 26.88 supercritical

CriticalDepth (ft)

2048.082049.692052.982054.242054.632055.042055.232063.132063.13


0.08 0.0424231.69 0.0175444.98 0.0113816.24 0.0104926.63 0.0102747.04 0.0100587.23 0.009964

15.13 0.00828415.13 0.010403

VelocityHead (ft)

0.030.883.184.3

4.655.035.21

13.1511.23

SpecificEnergy (ft)

2048.112050.3

2055.162057.182057.8

2058.462058.782072.4

2071.03

Flow Area

0.6813.374.1

103.86113.4

123.98129.02407.09440.64

WettedPerimeter

8.1914.9733.7

37.6738.8540.1240.7165.7768.19

A/R

0.080.892.202.762.923093.176.196.46





0.0350.033300 ft/ft

2,059.80 ft11,844.00 cfs

2060.QJ

2058.0

2056.0

o 2054.0™

CO

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2052.0

2050.0

2048.10.0 20.0 30.0 40.0

Station (ft)50.0 60.0 70.0





JOB„

SHEET NO 3Cf OF

CALCULATED BY

CHECKED BY

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DATE <33.7

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INPUTVaried

Discharge(cfs)

1100

10601728.61961.92230.22361.31184411844

2037

Depth

(ft)0.060.963.794.945.285.645.8

12.7212.72


0.971.471.721.771.781.8 /1.8 /

1.96 /

0,0350.0350,0350.0350.0350.0350,035CLQ35_

1.36 subcritical7.85 supercritical

16.59 supercritical18.91 supercritical19.57 supercritical20.26 supercritical20.57 supercritical31.22 suoercritical

1.96 / 0.035 ___3122 supercritical

/ ~ — />

CriticalDepth (ft)

2037.062038.242042.172043.732044.192044.692044.922054.182054.18

^ f> ,jfjt /oe, '.


0.06 0.0459251.24 0.0185725.17 0.0135836.73 0.0128567.19 0.0126767.69 0.0124967.92 0.012416

17.18 0.01157217.18 0.011572

<, hi >f <2.H-AJ"JN«5.

VelocityHead (ft)

0.030.964.285.555.956.386.58

15.1515.15

u i& i^-t

SpecificEnergy (ft)

2037.092038.922045.072047.492048.232049.022049.382064.872064.87

-C/?Ct-fc^

Flow Area

0.7412.7363.8891.43

100.27110.1114.8

379.35379.35

WettedPerimeter

12.215.1124.6929.0530.2631.5532.1456.856.8

A/R0.060.842.593.153.313.493.576.686.68





0.0350.043000 ft/ft

2,049.72 ft11,844.00 cfs

2050.

2036.00.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0

Station (ft)



|SCS ENGINEERSENVIRONMENTAL CONSULTANTS JOB /.2/?^<2>£>7,<? / 7^5* ^ vfbfrWAjS^ X%^Z_/

2702 NORTH 44TH STREET 5SUITE 105BPHOENIX, AZ 85008-1 583 C

5C /j-j e:flf>r&:nfij c^-fi^ê^-HEETNO. JH OF 7 / SCALE

AlCULATEDBY ^> , tV>-O&H DATE ^2/2.7/0®602 840-2596FAX 602 224-0572 CHECKED BY

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DATE

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T?EGDNAL FLOOD CONTROL DISTRICT

^V-^v;T-:^-:-.~:.<.'^1f;v^?:-^'^>V.;r^V'x-'-''-K-'.

HYDROLOGICCRITERIA

ANDDRAINAGE

DESIGNMANUAL

Prepared by:

W: VJ W: .;•.:•<-.'.•• •*'

HYDROLOGIC CRITERIA AND DRAINAGE DESIGN MANUAL

705.4.4 CHANNEL LININGS

Channel linings constructed from loose riprap or grouted riprap tocontrol channel erosion have been found to be cost effective wherechannel reaches are relatively short (less than 1/4 mile).Situations for which riprap linings might be appropriate are: 1)where major flows, such as the 100-year flood are found to producechannel velocities in excess of allowable non-eroding values(typically 5 feet per second); 2) where channel side slopes must besteeper than 3:1; 3) for low flow channels, and 4} where rapidchanges in channel geometry occur such as channel bends andtransitions. Design criteria applicable to these situations arepresented in the following sections.

705.4.5 ROUGHNESS COEFFICIENTS

The Manning's roughness coefficient (n) for hydraulic computationsmay be estimated for loose riprap using:

n ~.0395(d.J1/6 (717)*50

in which d5 0 «= the mean stone size in feet.

This equation (Anderson, 1968) does not apply to grouted riprap (n «.023 to .030), or to very shallow flow (hydraulic raaius is lessthan or equal to 2 times the maximum rock size) where the roughnesscoefficient will be greater than indicated by the formula.

705.4.6 ROCK SIZING AND LINING DIMENSIONS

Riprap lining requirements for a stable channel lining is based onthe following relationship which resulted from model studies bySmith and Murray (Smith, 1965) and application to design criteria(Stevens, 1981):

V - 3(d50°'5)<S,-1)/S°-17 (718)

In which, V - Mean channel velocity in feet per secondS - Longitudinal channel slope In feet per footSf - Specific gravity of rock (minimum Sg » 2.50)d5 0 - Rock size in feet for which 50 percent of the

riprap by weight is smaller

Rock lined side slopes steeper than 2 horizontal to 1 vertical areconsidered unacceptable because of stability, safety, andmaintenance considerations. Proper bedding is required both alongthe side slopes and the channel bottom for a stable lining. Theriprap blanket thickness should be at least 2.0 times dso and shouldextend up the side slopes at least one foot above the design water

10/90 OPEN CHANNELS 729

PB-243 644

NATIONAL ENGINEERING HANDBOOK: SECTION 5HYDRAULICS

(U.S.) Department of AgricultureWashington, DC

Aug 56

U.S. DEPARTMENT OF COMMERCENational Technical Information Service

BIBLIOGRAPHIC OAT* '• Report No. 2.SHEET SCS/ENG/NEH-54. Title tad Subtitle

National Engineering HandbookSection 5, Hydraulics

7. Autbord)Soil Conservation Service

9. Performing Organization Name and Address

Same as 12.

12. Sponsoring Organization Name and AddressEngineering DivisionSoil Conservation ServiceDepartment of AgricultureWashington, D. C. 20250

FB 243644S. Report iiateLatest Issue Aug. '560.

•. Performing Organization Kept.No.

10. Projecc/T«sk/Work Unit No.•»•»

11. Coocracc/Graoc No.

•»«b

13. Type of Report ft PeriodCovered

Final14.

15. Supplementary Note*

u. Abstracts The scope of the handbook is limited to phases of engineering which pertaindirectly to the program of the Soil Conservation Service. Therefore, emphasis isgiven to problems involving the use, conservation, and disposal of vater, and thedesign and use of structures most commonly used for vater control. Typical problemsencountered in soil and vater conservation work are described, basic considerationsare set forth, and all of the step-by-step procedures are outlined to enable theengineer to obtain a complete understanding of a recommended solution.

More specifically, the subject areas discussed are hydrostatics, fundamentals ofwater flow, open channel flow, pipe flow, orifice flow, weir flow, flood routingthrough reservoirs, model investigations, water surface profiles, and estimation ofroughness coefficients.

17. Key 1'ords and Document Analysis. 17o. DescriptorsSoil Conservation ServiceFlood routingHydraulicsModel testsOpen channel flowOrifice flowPipe flowSurface roughnessUniform flow

\

7b. Identifiers/Open-Ended Terms

7e. COSATl Field Group

8. Availability StatementRelease unlimited; Available from NationalTechnical Information Service, Springfield, Va.

• 22151 .

19. Security Class (ThisReport)

UNCLASSIFIED

121. No. of Paxes

20. Security Claas (ThisPace

UNCLASSIFIEDNYifrm i«v. 10-7*1 ENDORSED BY ANSI AND UNESCO. THIS FORM MAY BE REPRODUCED USC OC

TABLE 5-1*-!. VALUES OF ROUGHNESS COEFFICIENT, n

Type of Conduit find Description

PipeCast-iron, coatedCast-iron, uncoatedWrought Iron, galvanizedWrought iron, blackSteel, riveted and spiralCorrugatedWood staveNeat cement surfaceConcreteVitrified sewer pipeClay, common drainage tile

Lined ChannelsMetal, smooth semicircularMetal, corrugatedWood, planedWood, unplanedNeat cement-linedConcreteCement rubbleVegetated, small channels, shallow depths

Bermuda grass; long - 13", greenLong - 15". dormantShort - 3"» gr*enShort - 3"| dormant

Sericea Lespedeza; long -16", greenLong - 16", dormantShort - 2", weenShort - 2", dormant

Unlined ChannelsEarth; straight and uniform

Dredged -,Winding and sluggishotony bed, weeds or. bankE&rth bottom, rubble sides

iMin.

0.0100.0110.0130.0120.0130.0210.0100.0100.0100.0100.011

0.0110.02280.0100.0110.0100*0120.017

O.OU20.0350.031*0.031*O.OJ60.0500.0330.031*

0.0170.0250.02250.0250.028

(

Values of nDesign

0.012 - O.Oll*0.013 - 0.0150.015 - o.or[

0.015 - 0.0170.025

0.012 - 0.013

0.012 - 0.0170.013 - 0.0150.012 - 0.014

0.02'*0.0120.013

0.611* - 0.016

0.02250.02750.0250.035

0.030 - 0.033

Continued on n

Max.

O.OlU0.0150.0170.0150.0170.0255o.oil*0.0130.0170.0170.017

0.0150.02W*0.0150.0150.0130.0180.030

0.2b

0.22

0.0250.0330.030O.WO0.035ext page

Refer-ences

111112111,611

1,521,51,51,51,51,5

33333333

11111

1

Ml•

t

TABLE 5.M. (Contlnueo). VALUES OF ROUGHNESS COEFFICIENT, n

REFERENCES:

1.2.

3.J*.

5.6.

Type of Conduit and DescriptionUnlined Channels-Continued

Rock cuts; smooth and uniform

Nati(

i

Jagged ani| irregularural Streams1) Clean, straight banks, full stage, no rifts or

deep pools2) Same as (1) but more weeds and stones3) Winding, some pools and shoals, clean4) Same as (3), lower stages, more ineffective slopes

and sections15J Same att (3), some weed* and stonesGJ Same as (i*)? stony sectionsj) Slilggish reaches, rather weedy, very deep pools8, Very weedy reaches

Values of nMin.

0.025JU.035~1

0.0250.0300.033

o.oi»o0.0350.01*50.0500.075

Design

0.033

Max.

1 0.0350.01*5

O.C330.01*00.0*5

0.0550.0500.0600.0800.150

Refer-ences

11

1AI,1*I,1*

l.kI,1*1.*I,1*1.*

"King's Handbook", pp. 182 and 268."Hydraulics of Corrugated Metal Pipes" by H. M. Morris, St. Anthony Falls Hydraulic

Laboratory, University of Minnesota."Flow of Water in Channels Protected by Vegetative Linings" by W. 0. Ree and V. J. Palmer;

and U5DA Technical Bulletin No. 967, February 19 *9 •"Low Dams" by National Resources Committee, U. S. Government Printing Office,

Washington, D. C., pp, 227-?53. '"The Flow of Water In Flumes" by Fred C. Ssobey; USDA Technical Bulletin No. 393, Dec. 1933."Hydraulic Studies of Twenty-four Inch Culverts", studies by St. Anthony Falls Hydraulic

Laboratory, University of Minnesota; The American Concrete Pipe Association; and thePortland Cement Association.

"The Flov of Water in Irrigation Channels" by Fred C. Scobey, USDA Billetin 19*, 191*."Flow of Water in Drainage Channels" by C. E. Ramser, USDA Technical Bulletin No. 129, 1929«"Some Better Kutter's Formula Coefficients" by R. E. Horton, Engineering News, February 2>*,

May 1*, 1916.

Ul

. (

DESIGN STORM EVALUATION

SUNRISE MOUNTAIN LANDFILL

CLARK COUNTY, NEVADA

Prepared for

DUMPCO, Inc.

November 15,1999

Prepared by

EMCON1433 North Market BoulevardSacramento, California 95834

Project 800080

Table 3Comparison of Calculated Design Storm to Known Return Frequency Storms

Duration(min)

51560120180360

Flow (cfs)=

Revised1

CCRFCDStorm(in)0.811.592.792.93.073.62

2,361.3

CCRFCD2

Storm(in)0.431.092.012.512.833.62

1,728.6

25 year2

FrequencyStorm(in)

0.30.761.411.751.972.53

1,060.1

200 year3

FrequencyStorm(in)0.481.2

2.222.773.12

4

1,961.9 •

500 year3

FrequencyStorm

(in)0.531.332.463.073.464.43

2,230.2

Probable4

MaximumPrecipitation

(in)

N/A7.510.21 1.612.313.3

11,844.0

Notes:• 1. The Revised CCRFCD method is the 100-year storm recommended for future design work. This method is based

on adjusting each storm duration by a factor of 1.43, per the Rational Equation.2. The CCRFCD storm is based on the adjustment to the 6-hour storm event and back calculation of shorter

duration events.3. 200 and 500 year storm events extrapolated using log Pearson Type III distribution per CCRFCD.4. Probable Maximum Precipitation calculated using NOAA method.

rvw/winword/sunrise/200-SOO,xls 11/15/99

ADDENDUM 2

CalculationsGabion Stability Analysis


2702 NORTH 44TH STREETSUITE 105BFtK)ENK,AZ 85008-1583602 840-2596FAX 602 224-0572

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FOUNDATIONS AND RETAINING WALLS

Appendix A: Active Components for Retaining Wallswith Straight Slope Backfill

10-23

c£

\y

I

values of slode angle /3, degrees

Circled numbers indicate the following soil types.1. Clean sand and gravel: GW, GP, SW, SP.

Dirty sand and gravel of restricted permeability: GM, GM-GP, SM, SM-SP.3. Stiff residual silts and clays, silty fine sands, and clayey sands and gravels:

CL, ML, CH, MH, SM, SC, GC.4. Very soft to soft clay, silty clay, organic silt and clay: CL, ML, OL, CH, MH, OH.5. Medium to stiff clay deposited in chunks and protected from infiltration: CL, CH.

For type 5 material, H is reduced by 4 feet. The resultant is assumed to act (H-4)/3above the bottom of the base.

PROFESSIONAL PUBLICATIONS INC. • P.O. Box 199,San Carlos, CA 94070

FOUNDATIONS AND RETAINING WALLSs/s

10-9

If the pile diameter, B, is small, the \pBN^ term can beomitted. There is also some evidence that the pz(Nq-l)term does not increase without bound, but rather, hasas upper limit of Nq tan (f>.

The akin friction coefficient, f0, includes both cohesiveand adhesive terms. In evaluating f0 and the bearingcapacity factors, the friction angle (j> should be increasedby 2° to 5° for piles driven into sand. For drilled orjetted piles, no increase is necessary.

f0 = smaller+ Ph tan 6 }

10.25

The friction angle, 6, can be obtained from table 10.6.The lateral earth pressure depends on the depth, downto a critical depth, after which it is essentially con-stant.11

ph = k(pz - n) 10.26

11 Between relative densities of 30% and 70%, the critical depthcan be interpolated between 10 and 20 diameters.

_ ( 105 for relative density < 30%Critical - for 10.27

The adhesion, ca, should be obtained from testing. Inthe absence of such tests, it can be approximated as afraction of the cohesion. For rough concrete, rusty steel,and corrugated metal, ca = c. For wood, 0.9c < ca < c.For smooth concrete, 0.8c < ca < c. For clean steel,0.5c < ca < 0.9c.

For driven piles, the coefficient of lateral earth pres-sure at failure, k, also depends on the relative density.For loose sands (relative density < 30%), 2 < k < 3.For driven piles in dense sand (relative density > 70%),3 < k < 4. For drilled piles, the coefficients of lateralearth pressure are approximately 50% of the values fordriven piles. For jetted piles, the coefficients are ap-proximately 25% of the driven values.

Of course, the pore pressure will not develop in drainedsandy soils. For sand below the water table, the porepressure will be

, = 62.4 x depth 10.28

Table 10.6Friction Angles

interface materials*

frictionangle,S, degrees

concrete or masonry on the following foundation materials:clean, sound rockclean gravel, gravel-sand mixtures, and coarse sandclean fine to medium sand, silty medium to coarse sand, and silty or clayey gravelclean fine sand, and silty or clayey fine to medium sandfine sandy silt, and non-plastic siltvery stiff clay, and hard residual or preconsolidated claymedium stiff clay, stiff clay, and silty clay

steel sheet piles against the following soils:clean gravel, gravel-sand mixtures, and well-graded rock fill with spallsclean sand, silty sand-gravel mixtures, and single-size hard rock fillsilty sand, gravel or sand mixed with silt or clayfine sandy silt, and non-plastic silt

formed concrete or concrete sheet piling against the following soils:clean gravel, gravel-sand mixtures, and well-graded rock fill with spallsclean sand, silty sand-gravel mixtures, and single-size hard rock fillsilty sand, and gravel or sand mixed with silt or clayfine sandy silt, and non-plastic silt

miscellaneous combinations of structural materials:masonry on masonry, igneous and metamorphic rocks:

dressed soft rock on dressed soft rockdressed hard rock on dressed soft rockdressed hard rock on dressed hard rock

masonry on wood (cross grain)steel on steel at sheet-steel interlocks

* Angles given are ultimate values. Sufficient movement is required before failure will occur.

PROFESSIONAL PUBLICATIONS INC. • P.O. Box 199, San Carlos. CA 94070

ADDENDUM 2

CalculationsVelocity Analysis



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REGDN i FLOOD CONTROL DISTRICT*

HYDROLOGICCRITERIA

ANDDRAINAGE

DESIGNMANUAL

Prepared by:

HYDROLOGIC CRITERIA AND DRAINAGE DESIGN MANUAL

MAXIMUM PERMISSIBLEMEAN CHANNEL VELOCITIES

Material / Lining Maximum PermissibleMean Velocity

(fps)

Natural and Improved Unlined ChannelsFine sand,colloidal 1.50Sandy loam.noncolloidal 1.75Silt loam,noncolloidal 2.00Alluvial silts,noncolloidal 2.00Ordinary firm loam 2.50Volcanic ash 2.50Stiff clay,vary colloidal 3.75Alluvial silts.colloidal 3.75Shales and hardpans 6.00Fi ne gravel 2.50Graded loam to cobbles when noncolloidal 3.75Graded silts to cobbles when colloidal 4.00Coarse gravel .noncolloidal 4.00Cobbles and shingles 5.00Sandy silt 2.00Silty clay 2.50C1 ay 6.00Poor sedimentary rock 10.0

Fully Lined ChannelsUnreinforced vegetation 5.0Loose riprap 10.0Grouted riprap ; 15.0Gabions 15.0

, »|Q,1 I ~Vejn£n^Kt..l,.»Ja-JU«»t* A-'Wt~tJUJ -J_l'- ^ '•'• ' ' « < l~l~f~*~3LJL-i i? 1 W

L&tO£rB.t.e, 35.0 1

NOTES: 1. For composite lined channels, use the lowest ofthe maximum mean velocities for the materialsused in the composite lining.

2. Deviations from the above values are onlyallowed with appropriate engineering analysisand/or suitable agreements for maintenanceresponsibilities.

Oatt ,

WRCENGINEERING

REFERENCE: Natural-Fortier and Scobey,Fully Lined-Various Sources

1926 TABLE 702

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