Calculation Summary Brief

For

WESTON (CURTIS) LANDSLIDE

Weston County, West Virginia

Prepared for:

WEST VIRGINIA

DEPARTMENT OF ENVIRONMENTAL PROTECTION

Division of Land Restoration Office of Abandoned Mine Lands and Reclamation

Prepared by:

1095 Chaplin Road, Suite 200 Morgantown, West Virginia, 26501

September 2024

Weston (Curtis) Landslide ♦

Table of Contents

1.0 Drainage Areas Maps…………………………………………………………………...……3

2.0 Culvert Calculations…………………………………………………………………..……10

2.1 Culvert Analysis Report………………………………………………….…………..11

2.2 Culvert Summary Table………………………………………………….…………..21

3.0 Channel Calculation…………………………………………………………………...……22

3.1 Channel Design Data…………………………………..……………………………..23

3.2 Hydraulic Analysis Report…………………………………………………...………30

3.3 TR-55 Reports………………………………………………………………………..44

3.4 Precipitation Frequency Data Server……………………………………………...….64

3.5 Cut/Fill Report…………………………………………………………………….…68

4.0 Slope Stability Analysis……………………………………………………………….…….69

5.0 PYWALL Analysis…………………………………………………………………….……76

1.0 Drainage Area Maps

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AMELIE MARIE

GISELE CORMIER

TM 8J PCL. 41

DB 805 PG. 50

3.39 AC

SCOTT & CYNTHIA

GODWIN

TM 8J PCL. 45

DB 666 PG. 88

1.21 AC

JANE BRADY

TM 8J PCL. 43

DB 530 PG.750

2.0 AC

KATELYN & LOGAN

THOMAS

TM 8K PCL. 32.5

DB 761 PG. 808

1.0 AC

MARK L. MELCHER, SR.

TM 8K PCL. 32.3

DB 767 PG. 215

2.35 AC

MATTHEW R & AMANDA L

BENNETT

TM 8K PCL. 32.4

DB 662 PG. 634

2.0 AC

SCOTT & CYNTHIA

GODWIN

TM 8J PCL. 44

DB 666 PG. 88

1.04 AC

KELLY J BARBINA

TM 8J PCL. 52

DB 723 PG. 494

1.3 AC

MICHAEL J & MARY C

GASPER

TM 8K PCL. 32.2

DB 603 PG. 771

2.65 AC

ROGER L & ETHEL M

CURTIS

TM 8K PCL. 32

DB 458 PG. 583

69.88 AC

RICKY LEE & JOYCE

LEE STOUT

TM 8J PCL. 42

DB 484 PG. 270

1.09 AC

PHILIP J & CLARA MARIE

BARTLING

TM 8J PCL. 46

DB 572 PG. 525

3.26 AC

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DELINEATED WETLAND

0.006 AC

UNT TO LITTLE SKIN CREEK

(INTERMITTENT STREAM)

UNT TO LITTLE SKIN CREEK

(INTERMITTENT STREAM)

DELINEATED WETLAND

0.016 AC

EXISTING CULVERT

LIMITS OF DISTURBANCE

CURTIS LANE(CR 36/1)

LITTLE SKIN CREEK RD (CR-30)

UNT TO LITTLE SKIN CREEK

(EPHEMERAL STREAM)

UNT TO LITTLE SKIN CREEK

(EPHEMERAL STREAM)

OUTFALL #1

POINT OF ANALYSIS

DRAINAGE AREA 3.85 AC

CFS: 10.59 10-YR

CFS: 2.24 1-YR

DRAWN BY:

APPROVED BY:

DESIGNED BY:

CHECKED BY:

REVISIONS

DATE: ( ):BY:

DATE:

SHT. NO.

REV.

X

Division of Land Restoration Office of Abandoned Mine Lands and Reclamation

West Virginia Department of Environmental ProtectionDIEFFENBAUCH & HRITZ, LLC

1095 Chaplin Road, Suite 200 Morgantown, WV 26501 www.dandhengineers.com P: 304.985.5555 F:304.985.5557

SEPT 2024

D&H

PWH

JHL

HLP

WESTON (CURTIS) LANDSLIDE

LEWIS COUNTY, WEST VIRGINIA

E R O S I O N

S E D I M E N T

0 50 100 FT

OUTFALL LOCATION MAP

EXISTING CONDITION

OUTFALL #1

CRITICAL FLOW PATH

AutoCAD SHX Text N

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AMELIE MARIE

GISELE CORMIER

TM 8J PCL. 41

DB 805 PG. 50

3.39 AC

SCOTT & CYNTHIA

GODWIN

TM 8J PCL. 45

DB 666 PG. 88

1.21 AC

JANE BRADY

TM 8J PCL. 43

DB 530 PG.750

2.0 AC

KATELYN & LOGAN

THOMAS

TM 8K PCL. 32.5

DB 761 PG. 808

1.0 AC

MARK L. MELCHER, SR.

TM 8K PCL. 32.3

DB 767 PG. 215

2.35 AC

MATTHEW R & AMANDA L

BENNETT

TM 8K PCL. 32.4

DB 662 PG. 634

2.0 AC

SCOTT & CYNTHIA

GODWIN

TM 8J PCL. 44

DB 666 PG. 88

1.04 AC

KELLY J BARBINA

TM 8J PCL. 52

DB 723 PG. 494

1.3 AC

MICHAEL J & MARY C

GASPER

TM 8K PCL. 32.2

DB 603 PG. 771

2.65 AC

ROGER L & ETHEL M

CURTIS

TM 8K PCL. 32

DB 458 PG. 583

69.88 AC

RICKY LEE & JOYCE

LEE STOUT

TM 8J PCL. 42

DB 484 PG. 270

1.09 AC

PHILIP J & CLARA MARIE

BARTLING

TM 8J PCL. 46

DB 572 PG. 525

3.26 AC

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W G

DELINEATED WETLAND

0.006 AC

UNT TO LITTLE SKIN CREEK

(INTERMITTENT STREAM)

UNT TO LITTLE SKIN CREEK

(INTERMITTENT STREAM)

DELINEATED WETLAND

0.016 AC

EXISTING CULVERT

LIMITS OF DISTURBANCE

CURTIS LANE(CR 36/1)

LITTLE SKIN CREEK RD (CR-30)

UNT TO LITTLE SKIN CREEK

(EPHEMERAL STREAM)

UNT TO LITTLE SKIN CREEK

(EPHEMERAL STREAM)

PROPOSED COMPOST SOCK

SEDIMENT TRAP

PROPOSED

15" CULVERT

INV. IN 1226.4'

OUTFALL #1

POINT OF ANALYSIS

DRAINAGE AREA: 3.85 AC

CFS: 10.59 10-YR

CFS: 2.21 1-YR

DRAWN BY:

APPROVED BY:

DESIGNED BY:

CHECKED BY:

REVISIONS

DATE: ( ):BY:

DATE:

SHT. NO.

REV.

X

Division of Land Restoration Office of Abandoned Mine Lands and Reclamation

West Virginia Department of Environmental ProtectionDIEFFENBAUCH & HRITZ, LLC

1095 Chaplin Road, Suite 200 Morgantown, WV 26501 www.dandhengineers.com P: 304.985.5555 F:304.985.5557

SEPT 2024

D&H

PWH

JHL

HLP

WESTON (CURTIS) LANDSLIDE

LEWIS COUNTY, WEST VIRGINIA

E R O S I O N

S E D I M E N T

0 50 100 FT

SHEET FLOW

DRAINAGE AREA

0.29 AC

OUTFALL LOCATION MAP

POST CONDITION

CHANNEL #1 (STA 30+00), SHEET FLOW

OUTFALL #1

CRITICAL FLOW PATH

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13201330

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AMELIE MARIE

GISELE CORMIER

TM 8J PCL. 41

DB 805 PG. 50

3.39 AC

SCOTT & CYNTHIA

GODWIN

TM 8J PCL. 45

DB 666 PG. 88

1.21 AC

JANE BRADY

TM 8J PCL. 43

DB 530 PG.750

2.0 AC

KATELYN & LOGAN

THOMAS

TM 8K PCL. 32.5

DB 761 PG. 808

1.0 AC

MARK L. MELCHER, SR.

TM 8K PCL. 32.3

DB 767 PG. 215

2.35 AC

MATTHEW R & AMANDA L

BENNETT

TM 8K PCL. 32.4

DB 662 PG. 634

2.0 AC

SCOTT & CYNTHIA

GODWIN

TM 8J PCL. 44

DB 666 PG. 88

1.04 AC

KELLY J BARBINA

TM 8J PCL. 52

DB 723 PG. 494

1.3 AC

MICHAEL J & MARY C

GASPER

TM 8K PCL. 32.2

DB 603 PG. 771

2.65 AC

ROGER L & ETHEL M

CURTIS

TM 8K PCL. 32

DB 458 PG. 583

69.88 AC

RICKY LEE & JOYCE

LEE STOUT

TM 8J PCL. 42

DB 484 PG. 270

1.09 AC

PHILIP J & CLARA MARIE

BARTLING

TM 8J PCL. 46

DB 572 PG. 525

3.26 AC

SC

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.0

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W G

DELINEATED WETLAND

0.006 AC

UNT TO LITTLE SKIN CREEK

(INTERMITTENT STREAM)

UNT TO LITTLE SKIN CREEK

(INTERMITTENT STREAM)

DELINEATED WETLAND

0.016 AC

EXISTING CULVERT

PROPOSED 2' CHANNEL #2

(STA 40+00)

LENGTH: 226 LF

PROPOSED CHANNEL #1

(STA 31+49)

LENGTH: 229 LF

LIMITS OF DISTURBANCE

CURTIS LANE(CR 36/1)

LITTLE SKIN CREEK RD (CR-30)

UNT TO LITTLE SKIN CREEK

(EPHEMERAL STREAM)

UNT TO LITTLE SKIN CREEK

(EPHEMERAL STREAM)

PROPOSED 1' CHANNEL #3

LENGTH: 150 LF

PROPOSED COMPOST SOCK

SEDIMENT TRAP

PROPOSED 1' CHANNEL #4

LENGTH: 100 LF

PROPOSED

15" CULVERT

INV. IN 1226.4'

CHANNEL #3 DRAINAGE AREA

0.23 AC

0.63 CFS

CHANNEL #4 DRAINAGE AREA

0.42 AC

1.16 CFS

CHANNEL #2(STA 40+00)

DRAINAGE AREA

1.92 AC

5.28 CFS

CHANNEL #1 (STA 31+49)

DRAINAGE AREA

0.92 AC

2.53 CFS

DRAWN BY:

APPROVED BY:

DESIGNED BY:

CHECKED BY:

REVISIONS

DATE: ( ):BY:

DATE:

SHT. NO.

REV.

X

Division of Land Restoration Office of Abandoned Mine Lands and Reclamation

West Virginia Department of Environmental ProtectionDIEFFENBAUCH & HRITZ, LLC

1095 Chaplin Road, Suite 200 Morgantown, WV 26501 www.dandhengineers.com P: 304.985.5555 F:304.985.5557

SEPT 2024

D&H

PWH

JHL

HLP

WESTON (CURTIS) LANDSLIDE

LEWIS COUNTY, WEST VIRGINIA

E R O S I O N

S E D I M E N T

0 50 100 FT

E&S DRAINAGE MAP

CHANNEL #1 (STA 31+49), CHANNEL #2 (STA 40+00),

CHANNEL #3, CHANNEL #4

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13201330

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13201330

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AMELIE MARIE

GISELE CORMIER

TM 8J PCL. 41

DB 805 PG. 50

3.39 AC

SCOTT & CYNTHIA

GODWIN

TM 8J PCL. 45

DB 666 PG. 88

1.21 AC

JANE BRADY

TM 8J PCL. 43

DB 530 PG.750

2.0 AC

KATELYN & LOGAN

THOMAS

TM 8K PCL. 32.5

DB 761 PG. 808

1.0 AC

MARK L. MELCHER, SR.

TM 8K PCL. 32.3

DB 767 PG. 215

2.35 AC

MATTHEW R & AMANDA L

BENNETT

TM 8K PCL. 32.4

DB 662 PG. 634

2.0 AC

SCOTT & CYNTHIA

GODWIN

TM 8J PCL. 44

DB 666 PG. 88

1.04 AC

KELLY J BARBINA

TM 8J PCL. 52

DB 723 PG. 494

1.3 AC

MICHAEL J & MARY C

GASPER

TM 8K PCL. 32.2

DB 603 PG. 771

2.65 AC

ROGER L & ETHEL M

CURTIS

TM 8K PCL. 32

DB 458 PG. 583

69.88 AC

RICKY LEE & JOYCE

LEE STOUT

TM 8J PCL. 42

DB 484 PG. 270

1.09 AC

PHILIP J & CLARA MARIE

BARTLING

TM 8J PCL. 46

DB 572 PG. 525

3.26 AC

SC

AL

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.0

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DELINEATED WETLAND

0.006 AC

UNT TO LITTLE SKIN CREEK

(INTERMITTENT STREAM)

UNT TO LITTLE SKIN CREEK

(INTERMITTENT STREAM)

DELINEATED WETLAND

0.016 AC

EXISTING CULVERT

LIMITS OF DISTURBANCE

CURTIS LANE(CR 36/1)

LITTLE SKIN CREEK RD (CR-30)

UNT TO LITTLE SKIN CREEK

(EPHEMERAL STREAM)

UNT TO LITTLE SKIN CREEK

(EPHEMERAL STREAM)

PROPOSED COMPOST SOCK

SEDIMENT TRAP

PROPOSED

15" CULVERT

INV. IN 1226.4'

PROPOSED 2' CHANNEL #1

(STA 30+00)

LENGTH: 149 LF

CHANNEL #1 (STA 30+00)

DRAINAGE AREA

3.83 AC

10.53 CFS

DRAWN BY:

APPROVED BY:

DESIGNED BY:

CHECKED BY:

REVISIONS

DATE: ( ):BY:

DATE:

SHT. NO.

REV.

X

Division of Land Restoration Office of Abandoned Mine Lands and Reclamation

West Virginia Department of Environmental ProtectionDIEFFENBAUCH & HRITZ, LLC

1095 Chaplin Road, Suite 200 Morgantown, WV 26501 www.dandhengineers.com P: 304.985.5555 F:304.985.5557

SEPT 2024

D&H

PWH

JHL

HLP

WESTON (CURTIS) LANDSLIDE

LEWIS COUNTY, WEST VIRGINIA

E R O S I O N

S E D I M E N T

0 50 100 FT

E&S DRAINAGE MAP

CHANNEL #1 (STA 30+00)

X

X

X

X

X

X X

X

X

X X

X X

X X

13201330

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4.0:1

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13201330

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AMELIE MARIE

GISELE CORMIER

TM 8J PCL. 41

DB 805 PG. 50

3.39 AC

SCOTT & CYNTHIA

GODWIN

TM 8J PCL. 45

DB 666 PG. 88

1.21 AC

JANE BRADY

TM 8J PCL. 43

DB 530 PG.750

2.0 AC

KATELYN & LOGAN

THOMAS

TM 8K PCL. 32.5

DB 761 PG. 808

1.0 AC

MARK L. MELCHER, SR.

TM 8K PCL. 32.3

DB 767 PG. 215

2.35 AC

MATTHEW R & AMANDA L

BENNETT

TM 8K PCL. 32.4

DB 662 PG. 634

2.0 AC

SCOTT & CYNTHIA

GODWIN

TM 8J PCL. 44

DB 666 PG. 88

1.04 AC

KELLY J BARBINA

TM 8J PCL. 52

DB 723 PG. 494

1.3 AC

MICHAEL J & MARY C

GASPER

TM 8K PCL. 32.2

DB 603 PG. 771

2.65 AC

ROGER L & ETHEL M

CURTIS

TM 8K PCL. 32

DB 458 PG. 583

69.88 AC

RICKY LEE & JOYCE

LEE STOUT

TM 8J PCL. 42

DB 484 PG. 270

1.09 AC

PHILIP J & CLARA MARIE

BARTLING

TM 8J PCL. 46

DB 572 PG. 525

3.26 AC

SC

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W G

DELINEATED WETLAND

0.006 AC

UNT TO LITTLE SKIN CREEK

(INTERMITTENT STREAM)

UNT TO LITTLE SKIN CREEK

(INTERMITTENT STREAM)

DELINEATED WETLAND

0.016 AC

EXISTING CULVERT

LIMITS OF DISTURBANCE

CURTIS LANE(CR 36/1)

LITTLE SKIN CREEK RD (CR-30)

UNT TO LITTLE SKIN CREEK

(EPHEMERAL STREAM)

UNT TO LITTLE SKIN CREEK

(EPHEMERAL STREAM)

PROPOSED COMPOST SOCK

SEDIMENT TRAP

PROPOSED

15" CULVERT

INV. IN 1226.4'

PROPOSED CHANNEL #5

LENGTH: 255 LF

CHANNEL #5

DRAINAGE AREA

0.54 AC

1.49 CFS

DRAWN BY:

APPROVED BY:

DESIGNED BY:

CHECKED BY:

REVISIONS

DATE: ( ):BY:

DATE:

SHT. NO.

REV.

X

Division of Land Restoration Office of Abandoned Mine Lands and Reclamation

West Virginia Department of Environmental ProtectionDIEFFENBAUCH & HRITZ, LLC

1095 Chaplin Road, Suite 200 Morgantown, WV 26501 www.dandhengineers.com P: 304.985.5555 F:304.985.5557

SEPT 2024

D&H

PWH

JHL

HLP

WESTON (CURTIS) LANDSLIDE

LEWIS COUNTY, WEST VIRGINIA

E R O S I O N

S E D I M E N T

0 50 100 FT

E&S DRAINAGE MAP

CHANNEL #5

X

X

X

X

X

X X

X

X

X X

X X

X X

13201330

G

G

G

G

W

W

W

W

W

W

W

W

WV

W

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G

G

G

WV

CC

C

C

C

C

CCC

C

C C

C

C

C

C C C

C

C C

C C

C

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F F F

F

C C

C

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CC

C

C

C

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C

C

C

C

C

C C

C

C

C

TB

C C

CC

C

F

F

F

F

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F F

F

F

F

F

F

F

C C

C

C

C

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C

C

C

C

C

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C

C C

4.0:1

C

C

C

C

C

C

C

C

C C

C

C

C

C

CC

C

C C C

C

C

C C

C C

C

C

CC

C

C

C

C

C

CCC

C

C

C

C

C

C

C

C

C C

C C

C

C

C C

C C

TB

C

C

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C

C

C

F

F

F

C

C

C

C

C

C

C

3.6:1

X X

X X

X

X

X

X

X X

X

X

X X

X X

X X

13201330

G

G

G

G

W

W

W

W

W

W

W

W

WV

W

W

W

G

G

G

WV

PL

PL

PL

P L

PL

PL

PL

PL

PL

P L

PL

PL

PL

PL

PL

PL

PL

PL

AMELIE MARIE

GISELE CORMIER

TM 8J PCL. 41

DB 805 PG. 50

3.39 AC

SCOTT & CYNTHIA

GODWIN

TM 8J PCL. 45

DB 666 PG. 88

1.21 AC

JANE BRADY

TM 8J PCL. 43

DB 530 PG.750

2.0 AC

KATELYN & LOGAN

THOMAS

TM 8K PCL. 32.5

DB 761 PG. 808

1.0 AC

MARK L. MELCHER, SR.

TM 8K PCL. 32.3

DB 767 PG. 215

2.35 AC

MATTHEW R & AMANDA L

BENNETT

TM 8K PCL. 32.4

DB 662 PG. 634

2.0 AC

SCOTT & CYNTHIA

GODWIN

TM 8J PCL. 44

DB 666 PG. 88

1.04 AC

KELLY J BARBINA

TM 8J PCL. 52

DB 723 PG. 494

1.3 AC

MICHAEL J & MARY C

GASPER

TM 8K PCL. 32.2

DB 603 PG. 771

2.65 AC

ROGER L & ETHEL M

CURTIS

TM 8K PCL. 32

DB 458 PG. 583

69.88 AC

RICKY LEE & JOYCE

LEE STOUT

TM 8J PCL. 42

DB 484 PG. 270

1.09 AC

PHILIP J & CLARA MARIE

BARTLING

TM 8J PCL. 46

DB 572 PG. 525

3.26 AC

SC

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DELINEATED WETLAND

0.006 AC

UNT TO LITTLE SKIN CREEK

(INTERMITTENT STREAM)

UNT TO LITTLE SKIN CREEK

(INTERMITTENT STREAM)

DELINEATED WETLAND

0.016 AC

EXISTING CULVERT

LIMITS OF DISTURBANCE

CURTIS LANE(CR 36/1)

LITTLE SKIN CREEK RD (CR-30)

UNT TO LITTLE SKIN CREEK

(EPHEMERAL STREAM)

UNT TO LITTLE SKIN CREEK

(EPHEMERAL STREAM)

PROPOSED COMPOST SOCK

SEDIMENT TRAP

PROPOSED

15" CULVERT

INV. IN 1226.4'

DRAWN BY:

APPROVED BY:

DESIGNED BY:

CHECKED BY:

REVISIONS

DATE: ( ):BY:

DATE:

SHT. NO.

REV.

X

Division of Land Restoration Office of Abandoned Mine Lands and Reclamation

West Virginia Department of Environmental ProtectionDIEFFENBAUCH & HRITZ, LLC

1095 Chaplin Road, Suite 200 Morgantown, WV 26501 www.dandhengineers.com P: 304.985.5555 F:304.985.5557

SEPT 2024

D&H

PWH

JHL

HLP

WESTON (CURTIS) LANDSLIDE

LEWIS COUNTY, WEST VIRGINIA

E R O S I O N

S E D I M E N T

0 50 100 FT

DRAINAGE MAP

TEMPORARY DIVERSION CHANNEL, CHANNEL #1

(STA 30+00), SHEET FLOW

TEMPORARY DIVERSION CHANNEL

DRAINAGE AREA

1.02 AC

CHANNEL #1 (STA 30+00)

DRAINAGE AREA

2.83 AC

SHEET FLOW

DRAINAGE AREA

0.29 AC

2.0 Culvert Calculations

HY-8 Culvert Analysis Report

Project Notes

Project Title: Weston Curtis

Designer:

Project Date: September 2024

Notes:

Project Units: U.S. Customary Units

Site Data - Culvert 1

Site Data Option: Culvert Invert Data

Inlet Station: 0.00 ft

Inlet Elevation: 1274.98 ft

Outlet Station: 44.00 ft

Outlet Elevation: 1266.50 ft

Number of Barrels: 1

Culvert Data Summary - Culvert 1

Barrel Shape: Circular

Barrel Diameter: 1.00 ft

Barrel Material: Smooth HDPE

Embedment: 0.00 in

Barrel Manning's n: 0.0120

Culvert Type: Straight

Inlet Configuration: Square Edge with Headwall

Inlet Depression: None

Table 1 - Culvert Summary Table: Culvert 1

Total Discharge

(cfs) Culvert

Discharge (cfs)

Headwater Elevation

(ft) Inlet

Control Depth (ft)

Outlet Control

Depth (ft)

Flow Type

Normal Depth (ft)

Critical Depth (ft)

Outlet Depth (ft)

Tailwater Depth (ft)

Outlet Velocity

(ft/s) Tailwater Velocity

(ft/s)

0.00 0.00 1274.98 0.000 0.000 0-NF 0.000 0.000 0.000 0.000 0.000 0.000

0.06 0.06 1275.11 0.127 0.0* 1-S2n 0.041 0.097 0.041 0.191 17.518 0.864

0.13 0.13 1275.15 0.173 0.0* 1-S2n 0.059 0.142 0.059 0.248 -34.711 1.027

0.19 0.19 1275.19 0.211 0.0* 1-S2n 0.071 0.172 0.071 0.288 -15.227 1.137

0.25 0.25 1275.22 0.245 0.0* 1-S2n 0.082 0.202 0.082 0.321 8.961 1.221

0.32 0.32 1275.25 0.275 0.0* 1-S2n 0.091 0.228 0.091 0.349 9.936 1.291

0.38 0.38 1275.28 0.302 0.0* 1-S2n 0.100 0.251 0.100 0.374 10.714 1.352

0.44 0.44 1275.30 0.325 0.0* 1-S2n 0.108 0.269 0.108 0.396 9.920 1.405

0.50 0.50 1275.33 0.349 0.0* 1-S2n 0.115 0.290 0.115 0.417 10.509 1.452

0.57 0.57 1275.35 0.371 0.0* 1-S2n 0.121 0.309 0.121 0.435 11.018 1.496

0.63 0.63 1275.37 0.393 0.0* 1-S2n 0.128 0.328 0.128 0.453 10.620 1.536

* Full Flow Headwater elevation is below inlet invert.

Straight Culvert

Inlet Elevation (invert): 1274.98 ft, Outlet Elevation (invert): 1266.50 ft

Culvert Length: 44.81 ft, Culvert Slope: 0.1927

Water Surface Profile Plot for Culvert: Culvert 1

Roadway Data for Crossing: Culvert #1

Roadway Profile Shape: Constant Roadway Elevation

Crest Length: 100.00 ft

Crest Elevation: 1275.97 ft

Roadway Surface: Paved

Roadway Top Width: 24.00 ft

Table 2 - Downstream Channel Rating Curve (Crossing: Culvert #1)

Tailwater Channel Data - Culvert #1

Tailwater Channel Option: Triangular Channel

Side Slope (H:V): 2.00 (_:1)

Channel Slope: 0.0110

Channel Manning's n: 0.0350

Channel Invert Elevation: 1266.50 ft

Flow (cfs) Water Surface Elev (ft) Depth (ft) Velocity (ft/s) Shear (psf) Froude Number

0.00 1266.50 0.00 0.00 0.00 0.00

0.06 1266.69 0.19 0.86 0.13 0.49

0.13 1266.75 0.25 1.03 0.17 0.51

0.19 1266.79 0.29 1.14 0.20 0.53

0.25 1266.82 0.32 1.22 0.22 0.54

0.32 1266.85 0.35 1.29 0.24 0.54

0.38 1266.87 0.37 1.35 0.26 0.55

0.44 1266.90 0.40 1.40 0.27 0.56

0.50 1266.92 0.42 1.45 0.29 0.56

0.57 1266.94 0.44 1.50 0.30 0.57

0.63 1266.95 0.45 1.54 0.31 0.57

Site Data - Culvert 2

Site Data Option: Culvert Invert Data

Inlet Station: 0.00 ft

Inlet Elevation: 1226.00 ft

Outlet Station: 79.00 ft

Outlet Elevation: 1218.60 ft

Number of Barrels: 1

Culvert Data Summary - Culvert 2

Barrel Shape: Circular

Barrel Diameter: 1.25 ft

Barrel Material: Smooth HDPE

Embedment: 0.00 in

Barrel Manning's n: 0.0120

Culvert Type: Straight

Inlet Configuration: Square Edge with Headwall

Inlet Depression: None

Table 3 - Culvert Summary Table: Culvert 2

Total Discharge

(cfs) Culvert

Discharge (cfs)

Headwater Elevation

(ft) Inlet

Control Depth (ft)

Outlet Control

Depth (ft)

Flow Type

Normal Depth (ft)

Critical Depth (ft)

Outlet Depth (ft)

Tailwater Depth (ft)

Outlet Velocity

(ft/s) Tailwater Velocity

(ft/s)

0.00 0.00 1226.00 0.000 0.000 0-NF 0.000 0.000 0.000 0.000 0.000 0.000

0.15 0.15 1226.19 0.194 0.0* 1-S2n 0.071 0.143 0.074 0.179 -23.984 2.318

0.30 0.30 1226.27 0.271 0.0* 1-S2n 0.100 0.208 0.100 0.232 7.012 2.757

0.45 0.45 1226.33 0.330 0.0* 1-S2n 0.121 0.255 0.121 0.271 7.354 3.051

0.60 0.60 1226.38 0.384 0.0* 1-S2n 0.139 0.297 0.139 0.301 8.265 3.279

0.75 0.75 1226.43 0.432 0.0* 1-S2n 0.155 0.335 0.155 0.328 8.410 3.467

0.89 0.89 1226.47 0.474 0.0* 1-S2n 0.169 0.365 0.169 0.351 9.025 3.628

1.04 1.04 1226.51 0.515 0.0* 1-S2n 0.182 0.398 0.182 0.372 9.192 3.771

1.19 1.19 1226.55 0.552 0.0* 1-S2n 0.195 0.428 0.195 0.391 9.616 3.899

1.34 1.34 1226.59 0.588 0.0* 1-S2n 0.206 0.452 0.206 0.409 10.071 4.016

1.49 1.49 1226.62 0.622 0.0* 1-S2n 0.217 0.480 0.217 0.425 10.169 4.123

* Full Flow Headwater elevation is below inlet invert.

Straight Culvert

Inlet Elevation (invert): 1226.00 ft, Outlet Elevation (invert): 1218.60 ft

Culvert Length: 79.35 ft, Culvert Slope: 0.0937

Water Surface Profile Plot for Culvert: Culvert 2

Roadway Data for Crossing: Culvert #2

Roadway Profile Shape: Constant Roadway Elevation

Crest Length: 100.00 ft

Crest Elevation: 1228.00 ft

Roadway Surface: Gravel

Roadway Top Width: 24.00 ft

Table 4 - Downstream Channel Rating Curve (Crossing: Culvert #2)

Tailwater Channel Data - Culvert #2

Tailwater Channel Option: Triangular Channel

Side Slope (H:V): 2.00 (_:1)

Channel Slope: 0.1490

Channel Manning's n: 0.0460

Channel Invert Elevation: 1218.60 ft

Flow (cfs) Water Surface Elev (ft) Depth (ft) Velocity (ft/s) Shear (psf) Froude Number

0.00 1218.60 0.00 0.00 0.00 0.00

0.15 1218.78 0.18 2.32 1.67 1.36

0.30 1218.83 0.23 2.76 2.16 1.43

0.45 1218.87 0.27 3.05 2.52 1.46

0.60 1218.90 0.30 3.28 2.80 1.49

0.75 1218.93 0.33 3.47 3.05 1.51

0.89 1218.95 0.35 3.63 3.26 1.53

1.04 1218.97 0.37 3.77 3.46 1.54

1.19 1218.99 0.39 3.90 3.64 1.55

1.34 1219.01 0.41 4.02 3.80 1.57

1.49 1219.03 0.43 4.12 3.95 1.58

PIPE ID DIA. MATERIAL STATION / OFFSET INVERT IN STATION / OFFSET INVERT OUT LENGTH (LF) SLOPE (%)

CULVERT #1 12" HDPE CURTIS LANE 14+80 / 28' LT. 1274.98 CURTIS LANE 14+40 / 10.5' LT. 1266.50 43 LF 19.7% CULVERT #2 15" HDPE SITE BASELINE 5+11 / 68' RT. 1226.00 SITE BASELINE 4+33 / 66' RT. 1218.60 78 LF 9.5%

3.0 Channel Calculations

PROJECT NAME:

LOCATION:

PREPARED BY: DATE:

CHECKED BY: DATE:

CHANNEL DESIGN CALCULATIONS FOR V-DITCH OR FLAT BOTTOM TRAPEZOIDAL CHANNEL

Channel or Channel Section Name/Number Channel 1 30+00 Channel 1 31+49 Channel 1 33+78

TEMPORARY OR PERMANENT? (T OR P) P P P

DESIGN STORM (2, 5, OR 10 YR) 10 10 10

WATERSHED ACRES 3.85 0.92 0.17

MULTIPLIER (1.6, 2.25, OR 2.75)1 2.75 2.75 2.75

Qr (REQUIRED CAPACITY) (CFS) 10.59 2.53 0.47

Q (CALCULATED AT FLOW DEPTH d) (CFS) 10.59 2.53 0.47

PROTECTIVE LINING2 (SEE TABLE BELOW) F F D

n (Manning's Coefficient) * 0.0462 0.0646 0.0400

Va (ALLOWABLE VELOCITY) (FPS) 9.0 9.0 9.5

V (CALCULATED AT FLOW DEPTH d) (FPS) 3.5 5.4 2.5

Ta (MAX ALLOWABLE SHEAR STRESS) (LB/FT2) 2.00 2.00 3.00

Ta (CALC SHEAR STRESS @FLOW d) (LB/FT2) NA 12.57 NA

Ta (CALC SHEAR STRESS @ADJUSTED FLOW DEPTH) (LB/FT2) NA 12.56 NA

40%RipRap Void Area (Per Lining Thickness) 0.00 0.00 0.00

ADJUSTED FLOW DEPTH (BASED ON STONE) 1.223 0.485 0.000

ADJUSTED FLOW AREA (BASED ON STONE) 2.99 0.47 0.00

CHANNEL BOTTOM WIDTH (FT) 0.00 0.00 0.00

CHANNEL SIDE SLOPES (H:V) 2.0 : 1 2.0 : 1 2.0 : 1

D (TOTAL DEPTH) (FT) 2.00 1.00 1.50

CHANNEL TOP WIDTH @FREEBOARD (FT) 8.00 4.00 6.00

d (ESTIMATED FLOW DEPTH) (FT) 1.223 0.486 0.305

CHANNEL TOP WIDTH @FLOW d (FT) 4.89 1.94 1.22

BOTTOM WIDTH:FLOW DEPTH RATIO (12:1 Max.) 0 : 1 0 : 1 0 : 1

D(50) Stone Size (in.) 6.0 6.0 NA

A (CROSS-SECTIONAL AREA) (SF) 2.99 0.47 0.19

R (HYDRAULIC RADIUS) (FT) 0.55 0.22 0.14

S (BED SLOPE)3 (FT/FT) 0.027 0.415 0.065

Sc (CRITICAL SLOPE) (FT/FT) 0.0424 0.1130 0.0506

WETTED PERIMETER (FT) 0.000 5.471 2.172 1.365 0.000

0.7 Sc 0.030 0.079 0.035

1.3 Sc 0.055 0.147 0.066

STABLE FLOW? Unstable Flow calcs add Freeboard Y Y N

FREEBOARD BASED ON UNSTABLE FLOW (FT) NA NA 0.22

FREEBOARD BASED ON STABLE FLOW (FT) 0.31 0.12 NA

MINIMUM REQUIRED FREEBOARD4 MIN (FT) 0.50 0.50 0.50

V S V

Channel Linings:

A. Bare Earth B. Grass Lined C. SC150 Erosion Blanket D. SC250 Erosion Blanket E. R-3 9" min. of Stone with underlining of Geotextile Fabric or 3" of FS-2 Filter Stone.

F. R-4 18" min. of Stone with underlining of Geotextile Fabric or 4" of FS-2 Filter Stone.

G. R-5 27" min. of Stone with underlining of Geotextile Fabric or 6" of FS-2 Filter Stone.

H. R-6 36" min. of Stone with underlining of Geotextile Fabric or 8" of FS-3 Filter Stone.

I. R-7 45" min. of Stone with underlining of Geotextile Fabric or 10" of FS-3 Filter Stone.

* Manning's "n" calculation based on Figure 4.5 in the Bureau of Soil and Water Conservation's

"Erosion and Sediment Pollution Control Program Manual" 363-2134-008/March 31, 2012/Page 382.

STANDARD WORK SHEET #11

Channel Design Data

Weston (Curtis) Landslide WV-7043

1. Use 1.6 for Temporary Channels; 2.25 for Temporary Channels in Special Protection (HQ or EV) Watersheds; 2.75 for Permanent Channels. For Rational Method, enter "NA/A" and attach E&S Worksheets 9 and 10. For TR-55 enter "N/A" and attach appropriate Worksheets.

Lewis County, West Virginia

PWH 5/30/2024

DESIGN METHOD FOR PROTECTIVE LINING5 PERMISSIBLE VELOCITY

(V) OR SHEAR STRESS (S)

2. Adjust "n" value for changes in channel liner and flow depth. For vegetated channels, provide data for manufactured linings without vegetation and with vegetation in separate columns. Method, enter "NA/A" and attach E&S Worksheets 9 and 10. For TR-55 enter "N/A" and attach appropriate Worksheets.

3. Slopes may not be averaged.

4. Minimum Freeboard is 0.5 ft. or 1/4 Total Channel Depth, whichever is greater.

5. Permissible velocity lining design method is not acceptable for channels with a bed slope of 10% or greater. Shear stress lining design method is required for channels with a bed slope of 10% or greater. Shear stress lining design method may be used for any channel bed slope.

PREPARED BY: DATE:

CHECKED BY: DATE:

CHANNEL DESIGN CALCULATIONS FOR V-DITCH OR FLAT BOTTOM TRAPEZOIDAL CHANNEL

Channel or Channel Section Name/Number Channel 1 30+00 Channel 1 31+49 Channel 1 33+78

TEMPORARY OR PERMANENT? (T OR P) P P P

DESIGN STORM (2, 5, OR 10 YR) 10 10 10

WATERSHED ACRES 3.85 0.92 0.17

MULTIPLIER (1.6, 2.25, OR 2.75)1 2.75 2.75 2.75

Qr (REQUIRED CAPACITY) (CFS) 10.59 2.53 0.47

Q (CALCULATED AT FLOW DEPTH d) (CFS) 10.59 2.53 0.47

PROTECTIVE LINING2 (SEE TABLE BELOW) F F D

n (Manning's Coefficient) * 0.0524 0.0653 0.0400

Va (ALLOWABLE VELOCITY) (FPS) 9.0 9.0 9.5

V (CALCULATED AT FLOW DEPTH d) (FPS) 8.3 5.6 4.3

Ta (MAX ALLOWABLE SHEAR STRESS) (LB/FT2) 2.00 2.00 3.00

Ta (CALC SHEAR STRESS @FLOW d) (LB/FT2) 17.04 14.14 3.86

Ta (CALC SHEAR STRESS @ADJUSTED FLOW DEPTH) (LB/FT2) 17.04 14.13 -3.89

40%RipRap Void Area (Per Lining Thickness) 0.00 0.00 0.00

ADJUSTED FLOW DEPTH (BASED ON STONE) 0.796 0.475 -0.237

ADJUSTED FLOW AREA (BASED ON STONE) 1.27 0.45 0.11

CHANNEL BOTTOM WIDTH (FT) 0.00 0.00 0.00

CHANNEL SIDE SLOPES (H:V) 2.0 : 1 2.0 : 1 2.0 : 1

D (TOTAL DEPTH) (FT) 1.50 1.00 1.00

CHANNEL TOP WIDTH @FREEBOARD (FT) 6.00 4.00 4.00

d (ESTIMATED FLOW DEPTH) (FT) 0.796 0.475 0.235

CHANNEL TOP WIDTH @FLOW d (FT) 3.19 1.90 0.94

BOTTOM WIDTH:FLOW DEPTH RATIO (12:1 Max.) 0 : 1 0 : 1 0 : 1

D(50) Stone Size (in.) 6.0 6.0 NA

A (CROSS-SECTIONAL AREA) (SF) 1.27 0.45 0.11

R (HYDRAULIC RADIUS) (FT) 0.36 0.21 0.11

S (BED SLOPE)3 (FT/FT) 0.343 0.477 0.263

Sc (CRITICAL SLOPE) (FT/FT) 0.0631 0.1164 0.0551

WETTED PERIMETER (FT) 0.000 3.562 2.125 1.055 0.000

0.7 Sc 0.044 0.082 0.039

1.3 Sc 0.082 0.151 0.072

STABLE FLOW? Unstable Flow calcs add Freeboard Y Y Y

FREEBOARD BASED ON UNSTABLE FLOW (FT) NA NA NA

FREEBOARD BASED ON STABLE FLOW (FT) 0.20 0.12 0.06

MINIMUM REQUIRED FREEBOARD4 MIN (FT) 0.50 0.50 0.50

S S S

Channel Linings:

A. Bare Earth B. Grass Lined C. SC150 Erosion Blanket D. SC250 Erosion Blanket E. R-3 9" min. of Stone with underlining of Geotextile Fabric or 3" of FS-2 Filter Stone.

F. R-4 18" min. of Stone with underlining of Geotextile Fabric or 4" of FS-2 Filter Stone.

G. R-5 27" min. of Stone with underlining of Geotextile Fabric or 6" of FS-2 Filter Stone.

H. R-6 36" min. of Stone with underlining of Geotextile Fabric or 8" of FS-3 Filter Stone.

I. R-7 45" min. of Stone with underlining of Geotextile Fabric or 10" of FS-3 Filter Stone.

* Manning's "n" calculation based on Figure 4.5 in the Bureau of Soil and Water Conservation's

"Erosion and Sediment Pollution Control Program Manual" 363-2134-008/March 31, 2012/Page 382.

STANDARD WORK SHEET #11

Channel Design Data

Weston (Curtis) Landslide WV-7043 Lewis County, West Virginia

PWH 8/26/2024

1. Use 1.6 for Temporary Channels; 2.25 for Temporary Channels in Special Protection (HQ or EV) Watersheds; 2.75 for Permanent Channels. For Rational Method, enter "NA/A" and attach E&S Worksheets 9 and 10. For TR-55 enter "N/A" and attach appropriate Worksheets.

DESIGN METHOD FOR PROTECTIVE LINING5 PERMISSIBLE VELOCITY

(V) OR SHEAR STRESS (S)

2. Adjust "n" value for changes in channel liner and flow depth. For vegetated channels, provide data for manufactured linings without vegetation and with vegetation in separate columns. Method, enter "NA/A" and attach E&S Worksheets 9 and 10. For TR-55 enter "N/A" and attach appropriate Worksheets.

3. Slopes may not be averaged.

4. Minimum Freeboard is 0.5 ft. or 1/4 Total Channel Depth, whichever is greater.

5. Permissible velocity lining design method is not acceptable for channels with a bed slope of 10% or greater. Shear stress lining design method is required for channels with a bed slope of 10% or greater. Shear stress lining design method may be used for any channel bed slope.

PREPARED BY: DATE:

CHECKED BY: DATE:

CHANNEL DESIGN CALCULATIONS FOR V-DITCH OR FLAT BOTTOM TRAPEZOIDAL CHANNEL

Channel or Channel Section Name/Number Channel 2 40+00 Channel 2 42+26 Channel 2 42+77

TEMPORARY OR PERMANENT? (T OR P) P P P

DESIGN STORM (2, 5, OR 10 YR) 10 10 10

WATERSHED ACRES 1.92 1.44 1.18

MULTIPLIER (1.6, 2.25, OR 2.75)1 2.75 2.75 2.75

Qr (REQUIRED CAPACITY) (CFS) 5.28 3.96 3.25

Q (CALCULATED AT FLOW DEPTH d) (CFS) 5.28 3.96 3.25

PROTECTIVE LINING2 (SEE TABLE BELOW) F F C

n (Manning's Coefficient) * 0.0573 0.0559 0.0459

Va (ALLOWABLE VELOCITY) (FPS) 9.0 9.0 8.0

V (CALCULATED AT FLOW DEPTH d) (FPS) 6.7 4.4 3.4

Ta (MAX ALLOWABLE SHEAR STRESS) (LB/FT2) 2.00 2.00 2.00

Ta (CALC SHEAR STRESS @FLOW d) (LB/FT2) 14.22 5.72 NA

Ta (CALC SHEAR STRESS @ADJUSTED FLOW DEPTH) (LB/FT2) 14.22 5.71 NA

40%RipRap Void Area (Per Lining Thickness) 0.00 0.00 0.00

ADJUSTED FLOW DEPTH (BASED ON STONE) 0.628 0.668 0.000

ADJUSTED FLOW AREA (BASED ON STONE) 0.79 0.90 0.00

CHANNEL BOTTOM WIDTH (FT) 0.00 0.00 0.00

CHANNEL SIDE SLOPES (H:V) 2.0 : 1 2.0 : 1 2.0 : 1

D (TOTAL DEPTH) (FT) 1.50 1.50 2.00

CHANNEL TOP WIDTH @FREEBOARD (FT) 6.00 6.00 8.00

d (ESTIMATED FLOW DEPTH) (FT) 0.628 0.669 0.692

CHANNEL TOP WIDTH @FLOW d (FT) 2.51 2.68 2.77

BOTTOM WIDTH:FLOW DEPTH RATIO (12:1 Max.) 0 : 1 0 : 1 0 : 1

D(50) Stone Size (in.) 6.0 6.0 NA

A (CROSS-SECTIONAL AREA) (SF) 0.79 0.90 0.96

R (HYDRAULIC RADIUS) (FT) 0.28 0.30 0.31

S (BED SLOPE)3 (FT/FT) 0.363 0.137 0.052

Sc (CRITICAL SLOPE) (FT/FT) 0.0817 0.0760 0.0507

WETTED PERIMETER (FT) 2.809 2.996 3.099 0.000 0.000

0.7 Sc 0.057 0.053 0.035

1.3 Sc 0.106 0.099 0.066

STABLE FLOW? Unstable Flow calcs add Freeboard Y Y N

FREEBOARD BASED ON UNSTABLE FLOW (FT) NA NA 0.42

FREEBOARD BASED ON STABLE FLOW (FT) 0.16 0.17 NA

MINIMUM REQUIRED FREEBOARD4 MIN (FT) 0.50 0.50 0.50

S S V

Channel Linings:

A. Bare Earth B. Grass Lined C. SC150 Erosion Blanket D. SC250 Erosion Blanket E. R-3 9" min. of Stone with underlining of Geotextile Fabric or 3" of FS-2 Filter Stone.

F. R-4 18" min. of Stone with underlining of Geotextile Fabric or 4" of FS-2 Filter Stone.

G. R-5 27" min. of Stone with underlining of Geotextile Fabric or 6" of FS-2 Filter Stone.

H. R-6 36" min. of Stone with underlining of Geotextile Fabric or 8" of FS-3 Filter Stone.

I. R-7 45" min. of Stone with underlining of Geotextile Fabric or 10" of FS-3 Filter Stone.

* Manning's "n" calculation based on Figure 4.5 in the Bureau of Soil and Water Conservation's

"Erosion and Sediment Pollution Control Program Manual" 363-2134-008/March 31, 2012/Page 382.

2. Adjust "n" value for changes in channel liner and flow depth. For vegetated channels, provide data for manufactured linings without vegetation and with vegetation in separate columns. Method, enter "NA/A" and attach E&S Worksheets 9 and 10. For TR-55 enter "N/A" and attach appropriate Worksheets.

3. Slopes may not be averaged.

4. Minimum Freeboard is 0.5 ft. or 1/4 Total Channel Depth, whichever is greater.

5. Permissible velocity lining design method is not acceptable for channels with a bed slope of 10% or greater. Shear stress lining design method is required for channels with a bed slope of 10% or greater. Shear stress lining design method may be used for any channel bed slope.

1. Use 1.6 for Temporary Channels; 2.25 for Temporary Channels in Special Protection (HQ or EV) Watersheds; 2.75 for Permanent Channels. For Rational Method, enter "NA/A" and attach E&S Worksheets 9 and 10. For TR-55 enter "N/A" and attach appropriate Worksheets.

DESIGN METHOD FOR PROTECTIVE LINING5 PERMISSIBLE VELOCITY

(V) OR SHEAR STRESS (S)

STANDARD WORK SHEET #11

Channel Design Data

Weston (Curtis) Landslide WV-7043 Lewis County, West Virginia

PWH 8/26/2024

PREPARED BY: DATE:

CHECKED BY: DATE:

CHANNEL DESIGN CALCULATIONS FOR V-DITCH OR FLAT BOTTOM TRAPEZOIDAL CHANNEL

Channel or Channel Section Name/Number Channel 2 40+00 Channel 2 42+26 Channel 2 42+77

TEMPORARY OR PERMANENT? (T OR P) P P P

DESIGN STORM (2, 5, OR 10 YR) 10 10 10

WATERSHED ACRES 1.92 1.44 1.18

MULTIPLIER (1.6, 2.25, OR 2.75)1 2.75 2.75 2.75

Qr (REQUIRED CAPACITY) (CFS) 5.28 3.96 3.25

Q (CALCULATED AT FLOW DEPTH d) (CFS) 5.28 3.96 3.25

PROTECTIVE LINING2 (SEE TABLE BELOW) F F C

n (Manning's Coefficient) * 0.0581 0.0576 0.0462

Va (ALLOWABLE VELOCITY) (FPS) 9.0 9.0 8.0

V (CALCULATED AT FLOW DEPTH d) (FPS) 7.1 5.1 3.5

Ta (MAX ALLOWABLE SHEAR STRESS) (LB/FT2) 2.00 2.00 2.00

Ta (CALC SHEAR STRESS @FLOW d) (LB/FT2) 16.58 8.47 NA

Ta (CALC SHEAR STRESS @ADJUSTED FLOW DEPTH) (LB/FT2) 16.58 8.46 NA

40%RipRap Void Area (Per Lining Thickness) 0.00 0.00 0.00

ADJUSTED FLOW DEPTH (BASED ON STONE) 0.609 0.619 0.000

ADJUSTED FLOW AREA (BASED ON STONE) 0.74 0.77 0.00

CHANNEL BOTTOM WIDTH (FT) 0.00 0.00 0.00

CHANNEL SIDE SLOPES (H:V) 2.0 : 1 2.0 : 1 2.0 : 1

D (TOTAL DEPTH) (FT) 1.50 1.50 2.00

CHANNEL TOP WIDTH @FREEBOARD (FT) 6.00 6.00 8.00

d (ESTIMATED FLOW DEPTH) (FT) 0.610 0.620 0.678

CHANNEL TOP WIDTH @FLOW d (FT) 2.44 2.48 2.72

BOTTOM WIDTH:FLOW DEPTH RATIO (12:1 Max.) 0 : 1 0 : 1 0 : 1

D(50) Stone Size (in.) 6.0 6.0 NA

A (CROSS-SECTIONAL AREA) (SF) 0.74 0.77 0.92

R (HYDRAULIC RADIUS) (FT) 0.27 0.28 0.30

S (BED SLOPE)3 (FT/FT) 0.436 0.219 0.059

Sc (CRITICAL SLOPE) (FT/FT) 0.0846 0.0829 0.0517

WETTED PERIMETER (FT) 2.727 2.777 3.036 0.000 0.000

0.7 Sc 0.059 0.058 0.036

1.3 Sc 0.110 0.108 0.067

STABLE FLOW? Unstable Flow calcs add Freeboard Y Y N

FREEBOARD BASED ON UNSTABLE FLOW (FT) NA NA 0.41

FREEBOARD BASED ON STABLE FLOW (FT) 0.15 0.16 NA

MINIMUM REQUIRED FREEBOARD4 MIN (FT) 0.50 0.50 0.50

S S V

Channel Linings:

A. Bare Earth B. Grass Lined C. SC150 Erosion Blanket D. SC250 Erosion Blanket E. R-3 9" min. of Stone with underlining of Geotextile Fabric or 3" of FS-2 Filter Stone.

F. R-4 18" min. of Stone with underlining of Geotextile Fabric or 4" of FS-2 Filter Stone.

G. R-5 27" min. of Stone with underlining of Geotextile Fabric or 6" of FS-2 Filter Stone.

H. R-6 36" min. of Stone with underlining of Geotextile Fabric or 8" of FS-3 Filter Stone.

I. R-7 45" min. of Stone with underlining of Geotextile Fabric or 10" of FS-3 Filter Stone.

* Manning's "n" calculation based on Figure 4.5 in the Bureau of Soil and Water Conservation's

"Erosion and Sediment Pollution Control Program Manual" 363-2134-008/March 31, 2012/Page 382.

STANDARD WORK SHEET #11

Channel Design Data

Weston (Curtis) Landslide WV-7043 Lewis County, West Virginia

PWH 8/26/2024

1. Use 1.6 for Temporary Channels; 2.25 for Temporary Channels in Special Protection (HQ or EV) Watersheds; 2.75 for Permanent Channels. For Rational Method, enter "NA/A" and attach E&S Worksheets 9 and 10. For TR-55 enter "N/A" and attach appropriate Worksheets.

DESIGN METHOD FOR PROTECTIVE LINING5 PERMISSIBLE VELOCITY

(V) OR SHEAR STRESS (S)

2. Adjust "n" value for changes in channel liner and flow depth. For vegetated channels, provide data for manufactured linings without vegetation and with vegetation in separate columns. Method, enter "NA/A" and attach E&S Worksheets 9 and 10. For TR-55 enter "N/A" and attach appropriate Worksheets.

3. Slopes may not be averaged.

4. Minimum Freeboard is 0.5 ft. or 1/4 Total Channel Depth, whichever is greater.

5. Permissible velocity lining design method is not acceptable for channels with a bed slope of 10% or greater. Shear stress lining design method is required for channels with a bed slope of 10% or greater. Shear stress lining design method may be used for any channel bed slope.

PREPARED BY: DATE:

CHECKED BY: DATE:

CHANNEL DESIGN CALCULATIONS FOR V-DITCH OR FLAT BOTTOM TRAPEZOIDAL CHANNEL

Channel or Channel Section Name/Number Channel 3

TEMPORARY OR PERMANENT? (T OR P) P

DESIGN STORM (2, 5, OR 10 YR) 10

WATERSHED ACRES 0.23

MULTIPLIER (1.6, 2.25, OR 2.75)1 2.75

Qr (REQUIRED CAPACITY) (CFS) 0.63

Q (CALCULATED AT FLOW DEPTH d) (CFS) 0.63

PROTECTIVE LINING2 (SEE TABLE BELOW) B

n (Manning's Coefficient) * 0.0350

Va (ALLOWABLE VELOCITY) (FPS) 4.0

V (CALCULATED AT FLOW DEPTH d) (FPS) 1.5

Ta (MAX ALLOWABLE SHEAR STRESS) (LB/FT2) 0.60

Ta (CALC SHEAR STRESS @FLOW d) (LB/FT2) NA

Ta (CALC SHEAR STRESS @ADJUSTED FLOW DEPTH) (LB/FT2) NA

40%RipRap Void Area (Per Lining Thickness) 0.00

ADJUSTED FLOW DEPTH (BASED ON STONE) 0.000

ADJUSTED FLOW AREA (BASED ON STONE) 0.00

CHANNEL BOTTOM WIDTH (FT) 0.00

CHANNEL SIDE SLOPES (H:V) 2.0 : 1

D (TOTAL DEPTH) (FT) 1.00

CHANNEL TOP WIDTH @FREEBOARD (FT) 4.00

d (ESTIMATED FLOW DEPTH) (FT) 0.452

CHANNEL TOP WIDTH @FLOW d (FT) 1.81

BOTTOM WIDTH:FLOW DEPTH RATIO (12:1 Max.) 0 : 1

D(50) Stone Size (in.) NA

A (CROSS-SECTIONAL AREA) (SF) 0.41

R (HYDRAULIC RADIUS) (FT) 0.20

S (BED SLOPE)3 (FT/FT) 0.011

Sc (CRITICAL SLOPE) (FT/FT) 0.0340

WETTED PERIMETER (FT) 2.022 0.000 0.000 0.000 0.000

0.7 Sc 0.024

1.3 Sc 0.044

STABLE FLOW? Unstable Flow calcs add Freeboard Y

FREEBOARD BASED ON UNSTABLE FLOW (FT) NA

FREEBOARD BASED ON STABLE FLOW (FT) 0.11

MINIMUM REQUIRED FREEBOARD4 MIN (FT) 0.50

V

Channel Linings:

A. Bare Earth B. Grass Lined C. SC150 Erosion Blanket D. SC250 Erosion Blanket E. R-3 9" min. of Stone with underlining of Geotextile Fabric or 3" of FS-2 Filter Stone.

F. R-4 18" min. of Stone with underlining of Geotextile Fabric or 4" of FS-2 Filter Stone.

G. R-5 27" min. of Stone with underlining of Geotextile Fabric or 6" of FS-2 Filter Stone.

H. R-6 36" min. of Stone with underlining of Geotextile Fabric or 8" of FS-3 Filter Stone.

I. R-7 45" min. of Stone with underlining of Geotextile Fabric or 10" of FS-3 Filter Stone.

* Manning's "n" calculation based on Figure 4.5 in the Bureau of Soil and Water Conservation's

"Erosion and Sediment Pollution Control Program Manual" 363-2134-008/March 31, 2012/Page 382.

2. Adjust "n" value for changes in channel liner and flow depth. For vegetated channels, provide data for manufactured linings without vegetation and with vegetation in separate columns. Method, enter "NA/A" and attach E&S Worksheets 9 and 10. For TR-55 enter "N/A" and attach appropriate Worksheets.

3. Slopes may not be averaged.

4. Minimum Freeboard is 0.5 ft. or 1/4 Total Channel Depth, whichever is greater.

5. Permissible velocity lining design method is not acceptable for channels with a bed slope of 10% or greater. Shear stress lining design method is required for channels with a bed slope of 10% or greater. Shear stress lining design method may be used for any channel bed slope.

1. Use 1.6 for Temporary Channels; 2.25 for Temporary Channels in Special Protection (HQ or EV) Watersheds; 2.75 for Permanent Channels. For Rational Method, enter "NA/A" and attach E&S Worksheets 9 and 10. For TR-55 enter "N/A" and attach appropriate Worksheets.

DESIGN METHOD FOR PROTECTIVE LINING5 PERMISSIBLE VELOCITY

(V) OR SHEAR STRESS (S)

STANDARD WORK SHEET #11

Channel Design Data

Weston (Curtis) Landslide WV-7043

PREPARED BY: DATE:

CHECKED BY: DATE:

CHANNEL DESIGN CALCULATIONS FOR V-DITCH OR FLAT BOTTOM TRAPEZOIDAL CHANNEL

Channel or Channel Section Name/Number Channel 4

TEMPORARY OR PERMANENT? (T OR P) P

DESIGN STORM (2, 5, OR 10 YR) 10

WATERSHED ACRES 0.42

MULTIPLIER (1.6, 2.25, OR 2.75)1 2.75

Qr (REQUIRED CAPACITY) (CFS) 1.16

Q (CALCULATED AT FLOW DEPTH d) (CFS) 1.16

PROTECTIVE LINING2 (SEE TABLE BELOW) B

n (Manning's Coefficient) * 0.0350

Va (ALLOWABLE VELOCITY) (FPS) 4.0

V (CALCULATED AT FLOW DEPTH d) (FPS) 1.7

Ta (MAX ALLOWABLE SHEAR STRESS) (LB/FT2) 0.60

Ta (CALC SHEAR STRESS @FLOW d) (LB/FT2) NA

Ta (CALC SHEAR STRESS @ADJUSTED FLOW DEPTH) (LB/FT2) NA

40%RipRap Void Area (Per Lining Thickness) 0.00

ADJUSTED FLOW DEPTH (BASED ON STONE) 0.000

ADJUSTED FLOW AREA (BASED ON STONE) 0.00

CHANNEL BOTTOM WIDTH (FT) 0.00

CHANNEL SIDE SLOPES (H:V) 2.0 : 1

D (TOTAL DEPTH) (FT) 1.50

CHANNEL TOP WIDTH @FREEBOARD (FT) 6.00

d (ESTIMATED FLOW DEPTH) (FT) 0.580

CHANNEL TOP WIDTH @FLOW d (FT) 2.32

BOTTOM WIDTH:FLOW DEPTH RATIO (12:1 Max.) 0 : 1

D(50) Stone Size (in.) NA

A (CROSS-SECTIONAL AREA) (SF) 0.67

R (HYDRAULIC RADIUS) (FT) 0.26

S (BED SLOPE)3 (FT/FT) 0.010

Sc (CRITICAL SLOPE) (FT/FT) 0.0313

WETTED PERIMETER (FT) 2.595 0.000 0.000 0.000 0.000

0.7 Sc 0.022

1.3 Sc 0.041

STABLE FLOW? Unstable Flow calcs add Freeboard Y

FREEBOARD BASED ON UNSTABLE FLOW (FT) NA

FREEBOARD BASED ON STABLE FLOW (FT) 0.15

MINIMUM REQUIRED FREEBOARD4 MIN (FT) 0.50

V

Channel Linings:

A. Bare Earth B. Grass Lined C. SC150 Erosion Blanket D. SC250 Erosion Blanket E. R-3 9" min. of Stone with underlining of Geotextile Fabric or 3" of FS-2 Filter Stone.

F. R-4 18" min. of Stone with underlining of Geotextile Fabric or 4" of FS-2 Filter Stone.

G. R-5 27" min. of Stone with underlining of Geotextile Fabric or 6" of FS-2 Filter Stone.

H. R-6 36" min. of Stone with underlining of Geotextile Fabric or 8" of FS-3 Filter Stone.

I. R-7 45" min. of Stone with underlining of Geotextile Fabric or 10" of FS-3 Filter Stone.

* Manning's "n" calculation based on Figure 4.5 in the Bureau of Soil and Water Conservation's

"Erosion and Sediment Pollution Control Program Manual" 363-2134-008/March 31, 2012/Page 382.

2. Adjust "n" value for changes in channel liner and flow depth. For vegetated channels, provide data for manufactured linings without vegetation and with vegetation in separate columns. Method, enter "NA/A" and attach E&S Worksheets 9 and 10. For TR-55 enter "N/A" and attach appropriate Worksheets.

3. Slopes may not be averaged.

4. Minimum Freeboard is 0.5 ft. or 1/4 Total Channel Depth, whichever is greater.

5. Permissible velocity lining design method is not acceptable for channels with a bed slope of 10% or greater. Shear stress lining design method is required for channels with a bed slope of 10% or greater. Shear stress lining design method may be used for any channel bed slope.

1. Use 1.6 for Temporary Channels; 2.25 for Temporary Channels in Special Protection (HQ or EV) Watersheds; 2.75 for Permanent Channels. For Rational Method, enter "NA/A" and attach E&S Worksheets 9 and 10. For TR-55 enter "N/A" and attach appropriate Worksheets.

DESIGN METHOD FOR PROTECTIVE LINING5 PERMISSIBLE VELOCITY

(V) OR SHEAR STRESS (S)

STANDARD WORK SHEET #11

Channel Design Data

Weston (Curtis) Landslide WV-7043

PREPARED BY: DATE:

CHECKED BY: DATE:

CHANNEL DESIGN CALCULATIONS FOR V-DITCH OR FLAT BOTTOM TRAPEZOIDAL CHANNEL

Channel or Channel Section Name/Number Channel 5

TEMPORARY OR PERMANENT? (T OR P) P

DESIGN STORM (2, 5, OR 10 YR) 10

WATERSHED ACRES 0.54

MULTIPLIER (1.6, 2.25, OR 2.75)1 2.75

Qr (REQUIRED CAPACITY) (CFS) 1.49

Q (CALCULATED AT FLOW DEPTH d) (CFS) 1.49

PROTECTIVE LINING2 (SEE TABLE BELOW) E

n (Manning's Coefficient) * 0.0457

Va (ALLOWABLE VELOCITY) (FPS) 6.5

V (CALCULATED AT FLOW DEPTH d) (FPS) 4.1

Ta (MAX ALLOWABLE SHEAR STRESS) (LB/FT2) 1.00

Ta (CALC SHEAR STRESS @FLOW d) (LB/FT2) 3.94

Ta (CALC SHEAR STRESS @ADJUSTED FLOW DEPTH) (LB/FT2) 3.94

40%RipRap Void Area (Per Lining Thickness) 0.00

ADJUSTED FLOW DEPTH (BASED ON STONE) 0.424

ADJUSTED FLOW AREA (BASED ON STONE) 0.36

CHANNEL BOTTOM WIDTH (FT) 0.00

CHANNEL SIDE SLOPES (H:V) 2.0 : 1

D (TOTAL DEPTH) (FT) 1.00

CHANNEL TOP WIDTH @FREEBOARD (FT) 4.00

d (ESTIMATED FLOW DEPTH) (FT) 0.424

CHANNEL TOP WIDTH @FLOW d (FT) 1.70

BOTTOM WIDTH:FLOW DEPTH RATIO (12:1 Max.) 0 : 1

D(50) Stone Size (in.) 3.0

A (CROSS-SECTIONAL AREA) (SF) 0.36

R (HYDRAULIC RADIUS) (FT) 0.19

S (BED SLOPE)3 (FT/FT) 0.149

Sc (CRITICAL SLOPE) (FT/FT) 0.0592

WETTED PERIMETER (FT) 1.897 0.000 0.000 0.000 0.000

0.7 Sc 0.041

1.3 Sc 0.077

STABLE FLOW? Unstable Flow calcs add Freeboard Y

FREEBOARD BASED ON UNSTABLE FLOW (FT) NA

FREEBOARD BASED ON STABLE FLOW (FT) 0.11

MINIMUM REQUIRED FREEBOARD4 MIN (FT) 0.50

S

Channel Linings:

A. Bare Earth B. Grass Lined C. SC150 Erosion Blanket D. SC250 Erosion Blanket E. R-3 9" min. of Stone with underlining of Geotextile Fabric or 3" of FS-2 Filter Stone.

F. R-4 18" min. of Stone with underlining of Geotextile Fabric or 4" of FS-2 Filter Stone.

G. R-5 27" min. of Stone with underlining of Geotextile Fabric or 6" of FS-2 Filter Stone.

H. R-6 36" min. of Stone with underlining of Geotextile Fabric or 8" of FS-3 Filter Stone.

I. R-7 45" min. of Stone with underlining of Geotextile Fabric or 10" of FS-3 Filter Stone.

* Manning's "n" calculation based on Figure 4.5 in the Bureau of Soil and Water Conservation's

"Erosion and Sediment Pollution Control Program Manual" 363-2134-008/March 31, 2012/Page 382.

2. Adjust "n" value for changes in channel liner and flow depth. For vegetated channels, provide data for manufactured linings without vegetation and with vegetation in separate columns. Method, enter "NA/A" and attach E&S Worksheets 9 and 10. For TR-55 enter "N/A" and attach appropriate Worksheets.

3. Slopes may not be averaged.

4. Minimum Freeboard is 0.5 ft. or 1/4 Total Channel Depth, whichever is greater.

5. Permissible velocity lining design method is not acceptable for channels with a bed slope of 10% or greater. Shear stress lining design method is required for channels with a bed slope of 10% or greater. Shear stress lining design method may be used for any channel bed slope.

1. Use 1.6 for Temporary Channels; 2.25 for Temporary Channels in Special Protection (HQ or EV) Watersheds; 2.75 for Permanent Channels. For Rational Method, enter "NA/A" and attach E&S Worksheets 9 and 10. For TR-55 enter "N/A" and attach appropriate Worksheets.

DESIGN METHOD FOR PROTECTIVE LINING5 PERMISSIBLE VELOCITY

(V) OR SHEAR STRESS (S)

STANDARD WORK SHEET #11

Channel Design Data

Weston (Curtis) Landslide WV-7043

Hydraulic Analysis Report

Project Data Project Title: Weston (Curtis)

Designer:

Project Date: September 2024

Project Units: U.S. Customary Units

Notes:

Channel Analysis: Channel #1 30+00 - 31+49 Notes:

Input Parameters

Channel Type: Triangular

Side Slope 1 (Z1): 2.0000 ft/ft

Side Slope 2 (Z2): 2.0000 ft/ft

Longitudinal Slope: 0.0270 ft/ft

Manning's n: 0.0462

Flow 10.5900 cfs

Result Parameters

Depth 1.2237 ft

Area of Flow 2.9949 ft^2

Wetted Perimeter 5.4725 ft

Hydraulic Radius 0.5473 ft

Average Velocity 3.5360 ft/s

Top Width 4.8948 ft

Froude Number: 0.7967

Critical Depth 1.1173 ft

Critical Velocity 4.2413 ft/s

Critical Slope: 0.0439 ft/ft

Critical Top Width 4.47 ft

Calculated Max Shear Stress 2.0617 lb/ft^2

Calculated Avg Shear Stress 0.9220 lb/ft^2

Channel Analysis: Channel #1 31+49 - 33+78 Notes:

Input Parameters

Channel Type: Triangular

Side Slope 1 (Z1): 2.0000 ft/ft

Side Slope 2 (Z2): 2.0000 ft/ft

Longitudinal Slope: 0.4150 ft/ft

Manning's n: 0.0646

Flow 2.5300 cfs

Result Parameters

Depth 0.4860 ft

Area of Flow 0.4723 ft^2

Wetted Perimeter 2.1733 ft

Hydraulic Radius 0.2173 ft

Average Velocity 5.3566 ft/s

Top Width 1.9438 ft

Froude Number: 1.9150

Critical Depth 0.6302 ft

Critical Velocity 3.1853 ft/s

Critical Slope: 0.1038 ft/ft

Critical Top Width 2.52 ft

Calculated Max Shear Stress 12.5844 lb/ft^2

Calculated Avg Shear Stress 5.6279 lb/ft^2

Channel Analysis: Channel #1 33+78 - 34+40 Notes:

Input Parameters

Channel Type: Triangular

Side Slope 1 (Z1): 2.0000 ft/ft

Side Slope 2 (Z2): 2.0000 ft/ft

Longitudinal Slope: 0.0650 ft/ft

Manning's n: 0.4000

Flow 0.4700 cfs

Result Parameters

Depth 0.7250 ft

Area of Flow 1.0514 ft^2

Wetted Perimeter 3.2425 ft

Hydraulic Radius 0.3243 ft

Average Velocity 0.4470 ft/s

Top Width 2.9002 ft

Froude Number: 0.1308

Critical Depth 0.3214 ft

Critical Velocity 2.2748 ft/s

Critical Slope: 4.9797 ft/ft

Critical Top Width 1.29 ft

Calculated Max Shear Stress 2.9408 lb/ft^2

Calculated Avg Shear Stress 1.3152 lb/ft^2

Channel Analysis: Channel #2 40+00 - 42+26

Input Parameters

Channel Type: Triangular

Side Slope 1 (Z1): 2.0000 ft/ft

Side Slope 2 (Z2): 2.0000 ft/ft

Longitudinal Slope: 0.3630 ft/ft

Manning's n: 0.0573

Flow 5.2800 cfs

Result Parameters

Depth 0.6278 ft

Area of Flow 0.7882 ft^2

Wetted Perimeter 2.8074 ft

Hydraulic Radius 0.2807 ft

Average Velocity 6.6992 ft/s

Top Width 2.5110 ft

Froude Number: 2.1072

Critical Depth 0.8458 ft

Critical Velocity 3.6902 ft/s

Critical Slope: 0.0740 ft/ft

Critical Top Width 3.38 ft

Calculated Max Shear Stress 14.2194 lb/ft^2

Calculated Avg Shear Stress 6.3591 lb/ft^2

Channel Analysis: Channel #2 42+26 - 42+77 Notes:

Input Parameters

Channel Type: Triangular

Side Slope 1 (Z1): 2.0000 ft/ft

Side Slope 2 (Z2): 2.0000 ft/ft

Longitudinal Slope: 0.1370 ft/ft

Manning's n: 0.0559

Flow 3.9600 cfs

Result Parameters

Depth 0.6703 ft

Area of Flow 0.8986 ft^2

Wetted Perimeter 2.9976 ft

Hydraulic Radius 0.2998 ft

Average Velocity 4.4071 ft/s

Top Width 2.6811 ft

Froude Number: 1.3416

Critical Depth 0.7539 ft

Critical Velocity 3.4839 ft/s

Critical Slope: 0.0732 ft/ft

Critical Top Width 3.02 ft

Calculated Max Shear Stress 5.7301 lb/ft^2

Calculated Avg Shear Stress 2.5626 lb/ft^2

Channel Analysis: Channel #2 42+77 - 44+70 Notes:

Input Parameters

Channel Type: Triangular

Side Slope 1 (Z1): 2.0000 ft/ft

Longitudinal Slope: 0.0520 ft/ft

Manning's n: 0.0459

Flow 3.2500 cfs

Result Parameters

Depth 0.6932 ft

Area of Flow 0.9611 ft^2

Wetted Perimeter 3.1001 ft

Hydraulic Radius 0.3100 ft

Average Velocity 3.3816 ft/s

Top Width 2.7728 ft

Froude Number: 1.0122

Critical Depth 0.6966 ft

Critical Velocity 3.3489 ft/s

Critical Slope: 0.0507 ft/ft

Critical Top Width 2.79 ft

Calculated Max Shear Stress 2.2493 lb/ft^2

Calculated Avg Shear Stress 1.0059 lb/ft^2

Channel Analysis: Channel #3 20+00 - 20+91 Notes:

Input Parameters

Channel Type: Triangular

Side Slope 1 (Z1): 2.0000 ft/ft

Side Slope 2 (Z2): 2.0000 ft/ft

Longitudinal Slope: 0.0110 ft/ft

Manning's n: 0.0350

Flow 0.6300 cfs

Result Parameters

Depth 0.4529 ft

Area of Flow 0.4102 ft^2

Wetted Perimeter 2.0254 ft

Hydraulic Radius 0.2025 ft

Average Velocity 1.5357 ft/s

Top Width 1.8116 ft

Froude Number: 0.5687

Critical Depth 0.3614 ft

Critical Velocity 2.4121 ft/s

Critical Slope: 0.0367 ft/ft

Critical Top Width 1.45 ft

Calculated Max Shear Stress 0.3109 lb/ft^2

Calculated Avg Shear Stress 0.1390 lb/ft^2

Channel Analysis: Channel #4 25+00 - 26+00 Notes:

Input Parameters

Channel Type: Triangular

Side Slope 1 (Z1): 2.0000 ft/ft

Side Slope 2 (Z2): 2.0000 ft/ft

Longitudinal Slope: 0.0100 ft/ft

Manning's n: 0.0350

Flow 1.1600 cfs

Result Parameters

Depth 0.5797 ft

Area of Flow 0.6720 ft^2

Wetted Perimeter 2.5923 ft

Hydraulic Radius 0.2592 ft

Average Velocity 1.7261 ft/s

Top Width 2.3187 ft

Froude Number: 0.5650

Critical Depth 0.4613 ft

Critical Velocity 2.7253 ft/s

Critical Slope: 0.0338 ft/ft

Critical Top Width 1.85 ft

Calculated Max Shear Stress 0.3617 lb/ft^2

Calculated Avg Shear Stress 0.1618 lb/ft^2

Channel Analysis: Channel #5 50+00 - 52+55 Notes:

Input Parameters

Channel Type: Triangular

Side Slope 1 (Z1): 2.0000 ft/ft

Side Slope 2 (Z2): 2.0000 ft/ft

Longitudinal Slope: 0.1490 ft/ft

Manning's n: 0.0457

Flow 1.4900 cfs

Result Parameters

Depth 0.4241 ft

Area of Flow 0.3596 ft^2

Wetted Perimeter 1.8964 ft

Hydraulic Radius 0.1896 ft

Average Velocity 4.1430 ft/s

Top Width 1.6962 ft

Froude Number: 1.5856

Critical Depth 0.5099 ft

Critical Velocity 2.8652 ft/s

Critical Slope: 0.0557 ft/ft

Critical Top Width 2.04 ft

Calculated Max Shear Stress 3.9427 lb/ft^2

Calculated Avg Shear Stress 1.7632 lb/ft^2

Channel Analysis: Channel #1 30+00 - 31+49(Steepest) Notes:

Input Parameters

Channel Type: Triangular

Side Slope 1 (Z1): 2.0000 ft/ft

Side Slope 2 (Z2): 2.0000 ft/ft

Longitudinal Slope: 0.3430 ft/ft

Manning's n: 0.0525

Flow 10.5900 cfs

Result Parameters

Depth 0.7971 ft

Area of Flow 1.2707 ft^2

Wetted Perimeter 3.5647 ft

Hydraulic Radius 0.3565 ft

Average Velocity 8.3340 ft/s

Top Width 3.1884 ft

Froude Number: 2.3264

Critical Depth 1.1173 ft

Critical Velocity 4.2413 ft/s

Critical Slope: 0.0566 ft/ft

Critical Top Width 4.47 ft

Calculated Max Shear Stress 17.0602 lb/ft^2

Calculated Avg Shear Stress 7.6296 lb/ft^2

Channel…