W912QR25R0016_CERT_Final_Vol6_ ProjGIR_15of16_H-0000.pdf

Solicitation For Rough River Dam Safety Modification Project Phase II - New Outlet Works and Cutoff Wall, Rough River Reservoir, Falls of Rough, KY

P2: 145870

Design-Bid-Build

Geotechnical Information Report (GIR) Vol. 6 (15 of 16) Appendix H

Certified Final

20 December 2024

W912QR25R0016

ARIMS: 1200

Disposition: Permanent

W912QR25R0016_CERT_Final_Vol6_ ProjGIR_15of16_H-0000

Rough River Dam Geotechnical Data Report for Tunnel Construction

Volume 6: Project GIR

Appendix H - Analysis of Cutoff Wall Work Platform (15 of 16)

ROUGH RIVER, FALLS OF ROUGH, KY

LOUISVILLE DISTRICT, LRD DIVISION

ROUGH RIVER, FALLS OF ROUGH, KY

LOUISVILLE DISTRICT, LRD DIVISION

Appendix A

SYNOPSIS OF CONSTRUCTION HISTORY AND PERFORMANCE

Appendix B

BORING LOCATION PLANS AND BORING LOGS

Appendix C

SOIL AND ROCK TESTING AND ANALYSES BY INVESTIGATION

Appendix D

INSTRUMENTATION AND MONITORING

Appendix E

ANALYSES OF THE UPSTREAM FILTER AND DEWATERING

Appendix F

ANALYSES OF THE DOWNSTREAM COFFERDAM AND DEWATERING

Appendix G

ANALYSES OF DOWNSTREAM FILTER FOR STILLING BASIN ABANDONMENT

Appendix H

ANALYSES OF CUTOFF WALL WORK PLATFORM

Appendix I

ANALYSES OF UPLAND DISPOSAL AREA AND ARCHERY BERM

Slope Stability Analysis

H-1

CELRN-ECD-S 21 January 2021 Long x7924

MEMORANDUM FOR Steven Shifflett, Rough River Dam Safety Modification Lead Engineer and William Puckett, Rough River Geotechnical Lead

SUBJECT: Rough River Dam- Re-Evaluation of Slope Stability Analysis of Work Platform

1. LRN partnered with LRL geotechnical engineers to re-evaluate the slope stability of the work platform planned to be constructed at the Rough River Dam for the installation of a new cutoff wall. The work platform is temporary and will be installed at the crest extending along the downstream side of the Rough River Dam. The initial design of the work platform considered a sheet pile wall for support of the work platform and in this memorandum the analysis re-investigates a sheet pile support as well as a rock slope support. The work platform is required to support two hydromil cranes, a concrete slab, and general construction loading. There are also two widths of the work platform that are analyzed- a 90-foot and 65-foot platform. The platforms are measured from the downstream edge of the cutoff wall location extending out perpendicular from the dam. Figure 1 depicts how the width of the platform is measured.

Figure 1: Depiction of Work Platform Width

2. Dam embankment parameters were developed during the modification process for past projects including the Dam Safety Assurance Project which is the basis of the soil strength parameters for the dam as part of the 2012 Dam Safety Modification Study. Soil values for overburden soils and the presence of limited embankment cracks were revised/incorporated based on the Phase IB Exploratory Drilling and Grouting DSM Project. Also, since the initial slope stability analysis performed in 2016, additional soil

H-2 and rock boring campaigns have been performed in 2017, 2018 and 2019. The soil parameters only changed slightly, largely due to new seismic information obtained from the latter boring campaigns.

The rock fill values utilized were determined via a sensitivity analysis which drove the PDT to the conclusion that processed material would be required for the Work Platform and Service Bridge Abutment, which is addressed in a separate analysis. The parameters utilized were estimated using correlations based on material type, gradations, and potential fines content and also by comparing to the rock fill platform previously constructed on the upstream face of the dam during Phase IA construction of the overall Rough River Dam project. These parameters developed by LRL were provided to LRN as input into the seepage and slope stability analyses and are listed in Table 1 for saturated and unsaturated material types.

Table 1: Dam Soil and Rock Seepage Parameters – Saturated and Unsaturated

Material Saturated

Water Content

Particle Size at 10%

Passing (mm)

Particle Size at 60%

Passing (mm)

Liquid Limit

Saturated Kx (ft/s)

Residual Water

Content

Ky’/ Kx’

Cohesionless Overburden 10.8 0.034 0.174 0.00 4.02 x 10-7 10.3 0.50

Cohesive Overburden 22.3 0.002 0.0503 29.2 7.9 x 10-9 21.3 0.77

Embankment 19.5 0.002 0.027 35.6 1.1 x 10-8 18.5 0.20

Sand Filter 10.8 0.026 2.6 0.00 3.3 x 10-4 10.3 1.00

Shot Rock – Soil Mix Fill 10.8 0.026 2.6 0.00 2.0 x 10-3 10.3 1.00

Softened Embankment 10.8 0.002 0.027 35.6 1.1 x 10-8 18.5 0.20

Table 2 provides seepage parameters for saturated only material types.

Table 2: Dam Soil and Rock Seepage Parameters – Saturated Only

Material Saturated Water Volume Content

Ky’/ Kx’

Saturated X- Conductivity

(ft/s) Compressibility

(-/psf)

Rock 0.00 1.00 1.02 x 10-7 4.79 x 10-7

Rock Fill 0.00 1.00 5.00 0.00

Sheet Pile 0.00 1.00 1.0 x 10-12 0.00

The slope stability analysis input parameters for drained and undrained soil and rock conditions are listed in Table 3.

H-3

Table 3: Dam Soil and Rock Slope Stability Parameters

Material Unit

Weight (pcf)

Drained Strengths Undrained Strengths

Residual Water

Content (% of Sat

WC)

Cohesion

(psf) Phi

(deg) Cohesion

(psf) Phi

(deg)

Cohesionless Overburden --- --- --- --- --- ---

Cohesive Overburden 125 200 29 1320 0 0.1

Embankment 128 200 33 2400 11 0.1

Rock 135 --- --- --- 45 ---

Rock Fill* 130 --- --- --- 38 ---

Sand Filter 125 --- --- --- 34 0.1

Sheet Pile --- --- --- --- --- --- Shot Rock – Soil Mix Fill* 135 --- --- --- 38 0.1

Softened Embankment 130 20 11 22.5 0 ---

* Rock Fill = Type I spoil; Shot Rock = Type II spoil

The loading parameters that were used for the slope stability analysis consist of the concrete pad, miscellaneous construction equipment, and two hydromil cranes. The loading conditions (modeled as likely a worse case scenario) consisted of positioning one hydromil crane (large) in position to drill out the cutoff wall and the second hydromill crane (small) in a passing position which is parallel to the crest of the dam and cutoff wall. A figure of the crane positioning for the analysis is depicted in Figure 2.

H-4

Figure 2: Position of Hydromil Cranes in Analysis with respect to Cutoff Wall

The Deep Foundation Institute (DFI), Guide to Working Platforms, December 2019, suggests for analysis the entire loading of the crane should be distributed on one track instead of divided out between both tracks. This approach assumes the entire loading is only applied to the area of the track in contact with the ground. Although this approach is very conservative, it is too conservative for the Rough River work platform. The work platform will be underlain by compacted rock fill and the existing embankment.

Therefore, the crane loading is divided evenly between the two track areas. The loading parameters of the hydromil cranes and concrete pad is provided in Table 4.

The concrete pad distributed loading includes an additional 30% of the LRL provided concrete pad amount of 100 psf, that will account for miscellaneous construction equipment.

H-5

Table 4: Loading Parameters

Load Track Width

(ft)

Track Length

(ft) Total Weight

(lbf)

Distributed Loading

(psf) Large Crane1 3.61 23.03 500,000 3,100

Small Crane1 3.28 22.17 372,000 2,600

Concrete Pad 130 Note: 1.) Weights and dimensions of cranes are taken from the Bauer and Liebherr websites.

3. A seepage and slope stability analysis was performed for each platform width of 65 feet and 90 feet.

The seepage analysis was performed using the GeoStudio 2019 Seep/W program. The soil/rock and loading parameters used in each analysis are presented in Tables 1 through 3. This analysis was performed as a steady-state analysis and to set the correct water table and river influences on the work platform from the upstream side of the dam. Once the seepage analysis was completed, a slope stability analysis was performed using GeoStudio 2019 Slope/W. The parameters used in the slope stability analysis are presented in Tables 3 and 4. The Spencer method was used to perform the slope stability analysis as agreed with LRL.

Slope stability was analyzed with two different types of support; these supports were applied to each of the work platform widths, 90- and 65-feet, with the two support types as follows:

1. Sheet Pile Wall supported work platform

2. Rock Slope supported work platform.

The advantage of the sheet pile wall has over the rock slope approach is that it requires less rock fill material and has a smaller footprint on the downstream side of the embankment dam. The disadvantage of the sheet pile wall is the complexity of the design, and the requirement to avoid existing instrumentation. The sheet pile was modeled in Slope/W as an impenetrable material instead of a wall with a resistive force. The sheet pile wall has been designed in a separate analysis that is outside the scope of this analysis.

The rock slope approach has the advantage of a less complicated design and provides less impact to existing instrumentation. However, it would require a large amount of rock fill material to be placed over the downstream side of the embankment and all rock fill material must be removed when the work platform is removed to return the dam to its pre-rehabilitation condition. The rock material will be used to abandon the original stilling basin/retreat channel area above the typical outlet water level, and therefore cannot permanently leave the rock fill material on the embankment once the work platform is removed.

The rock slope that was determined to be most economical to build was a 2H:1V and is compared against the sheet pile wall support. Seepage and slope stability analyses were performed to determine the approach that satisfies the USACE Engineering Manual, EM 1110-2-1902 for Slope Stability. The results of each analyses are presented in Table 5 and graphical results are enclosed in this memorandum.

H-6

Table 5: Slope Stability Analysis Results Platform

Width (feet) Foundation

Support Type

EM 1110-2-1902

Required FOS

Spencer Method Calculated FOS

Sheet Pile Wall

1.3 1.70

Rock Slope 2H:1V 1.62

Sheet Pile Wall

1.3 1.59

Rock Slope 2H:1V 1.53

Conclusion:

As seen in Table 5, analyses of both the sheet pile wall and rock slope results in acceptable FS values (exceeding the required FOS for each platform width). Therefore, since both foundation support options have proven to safely support the estimated loading, the selection of the most appropriate foundation support for the work platform must consider the most economical approach.

Karlena Pabian, P.E.

LRN Senior Geotechnical Engineer

Encl: Results from Slope/W program

H-7

1.704

-350 -300 -250 -200 -150 -100 -50 0 50 100 150 200 250 300 350 400 450 500 550 600

Rough River - Station 17+00 65-ft Platform Slope Stability SP DS Slope

Color Name Model Unit Weight (pcf)

Cohesion' (psf)

Phi'

Vol. WC.

Function

Residual Water Content (% of Sat WC)

Cohesive Overburden

Mohr-Coulomb 125 200 29 Cohesive Foundation (Vol. WC)

0.1

Concrete Deadman

Bedrock (Impenetrable)

Embankment Mohr-Coulomb 130 2,400 11 Embankment (Vol. WC)

0.1

Rock Mohr-Coulomb 135 0 45

Rock Fill Mohr-Coulomb 130 0 38

Sand Filter Mohr-Coulomb 125 0 34 Sand (Vol.

WC)

0.1

Shot Rock - Soil Mix Fill

Mohr-Coulomb 135 0 38 Sand (Vol.

WC)

0.1

Softened Embankment

Mohr-Coulomb 130 0 22.5

H-8

1.624

Rough River - Station 17+00 65-ft Platform Slope Stability SP DS Slope_2H:1V

Color Name Model Unit Weight (pcf)

Cohesion' (psf)

Phi'

Vol. WC.

Function

Residual Water Content (% of Sat WC)

Cohesive Overburden

Mohr-Coulomb 125 200 29 Cohesive Foundation (Vol. WC)

0.1

Concrete Deadman

Bedrock (Impenetrable)

Embankment Mohr-Coulomb 130 2,400 11 Embankment (Vol. WC)

0.1

Rock Mohr-Coulomb 135 0 45

Rock Fill Mohr-Coulomb 130 0 38

Sand Filter Mohr-Coulomb 125 0 34 Sand (Vol.

WC)

0.1

Shot Rock - Soil Mix Fill

Mohr-Coulomb 135 0 38 Sand (Vol.

WC)

0.1

Softened Embankment

Mohr-Coulomb 130 0 22.5

H-9

1.594

Rough River - Station 17+00

Color Name Model Unit Weight (pcf)

Cohesion' (psf)

Phi'

Vol. WC.

Function

Residual Water Content (% of Sat WC)

Cohesive Overburden

Mohr-Coulomb 125 200 29 Cohesive Foundation (Vol. WC)

0.1

Concrete Deadman

Bedrock (Impenetrable)

Embankment Mohr-Coulomb 130 2,400 11 Embankment (Vol. WC)

0.1

Rock Mohr-Coulomb 135 0 45

Rock Fill Mohr-Coulomb 130 0 38

Sand Filter Mohr-Coulomb 125 0 34 Sand (Vol.

WC)

0.1

Shot Rock - Soil Mix Fill

Mohr-Coulomb 135 0 38 Sand (Vol.

WC)

0.1

Softened Embankment

Mohr-Coulomb 130 0 22.5

90-ft Platform Slope Stability SP DS Slope

H-10

1.530

Rough River - Station 17+00

Color Name Model Unit Weight (pcf)

Cohesion' (psf)

Phi'

Vol. WC.

Function

Residual Water Content (% of Sat WC)

Cohesive Overburden

Mohr-Coulomb 125 200 29 Cohesive Foundation (Vol. WC)

0.1

Concrete Deadman

Bedrock (Impenetrable)

Embankment Mohr-Coulomb 130 2,400 11 Embankment (Vol. WC)

0.1

Rock Mohr-Coulomb 135 0 45

Rock Fill Mohr-Coulomb 130 0 38

Sand Filter Mohr-Coulomb 125 0 34 Sand (Vol.

WC)

0.1

Shot Rock - Soil Mix Fill

Mohr-Coulomb 135 0 38 Sand (Vol.

WC)

0.1

Softened Embankment

Mohr-Coulomb 130 0 22.5

90-ft Platform Slope Stability SP DS Slope_2H:1V

H-11

Sheetpile Wall Analysis

H-12

90' Wide Section (NZ20)

Embedment Limit = 27 ft EM 1110‐2‐2504

Max Height = 27 ft

L, (sheet pile length/height) = 54 ft

Max Deflection = 2.217 in (calculated using software and supports are probably between piles where they are free to deflect ‐ per David)

Mmax, (max moment) = 1740 in‐k (pending geotech confirmation)

Vmax, (max shear) = 31 k (pending geotech confirmation ‐ is this from anchors, soil, or both)

Total Unit Weight = 128 pcf c, (cohesvie strength) = 16.7 psi (clay, conservative) pv, (effectie vertical soil pressure) = 24.00 psi fy = 60 ksi

E, (section modulus ‐ elastic) = 36.24 in^3/ft

I, (moment of inertia) = 292.8 in^4/ft tw, (thickness of web) = 0.394 in h, (height of z) = 16.16 in 25.254 w, (width of section) = 2.296666667 ft 20.90563

Allowable Stresses

Assume NZ20 fb, (combined bending & axial) = 30 ksi fv, (shear) = 19.8 ksi

Cantilever Wall

Smin, (section modulus min.) = 1.074074074 in^3/ft (eq. 6‐3)

Avmin, (shear area min.) = 0.02899364 in^2/ft (eq. 6‐4)

Sactual = 36.24 in^3/ft (Nucor Sheet on Right)

Av, (shear area) = 2.772296081 in^2/ft (eq. 6‐5)

Sactual is 'OKAY'

Av is 'OKAY'

Anchored Wall

Sn, (stability number) = 0.869791667 (eq. 6‐9)

Rm, (reduction factor) = 0.8

Mdes, (moment reduction) = 1392 in‐k (eq. 6‐7)

Tav, (axial component) = 73 k (load to resist) ym, (computed deflection @ Mmax) = 1 in (assumption) ea, (eccentricity) = 1 in (assumption)

Smin, (section modulus min.) = 0.949382716 in^3/ft (eq. 6‐10 anchored wall)

Sactual = 36.24 in^3/ft (Nucor Sheet on Right)

Sactual is 'OKAY'

Tie Rods (ASTM A416 Gr 270)

Ta, (anchor force per foot) = 1.351851852 k/ft

S, (spacing between tie rods) = 8 ft (assumption)

Trod, (tie road area) = 10.81481481 k (eq. 6‐12) ft, (allowable tensile strength) = 270 ksi

Anet, (min req'd net area) = 0.04005487 in^2

Wales

Vmax = 73 k

Tah, (anchor force per foot) = 9.125 k

S, (spacing between tie rods) = 8 ft

Mmax = 58.4 k‐ft

Ω = 1.67

Mu = 58.4 k‐ft fy = 36 ksi

Zx = 32.50933333 in^3

Try MC13x35 (2)

Zx = 93 in^3

Unbraced Length, L = 28 in

M = 250 k‐ft

V = 189.6

Ix = 252 in^4

E = 29000 ksi

Δallow = 0.077777778 in

Δmax = 0.004568327 in

Plate Design 1.25"x12.25"x12.25" (2) span = 2 in diameter = 7 in

T = 1.25 in

L & W = 12.25 in

0.825 in

Fy = 50 ksi

Fu = 65 ksi

Ag = 30.625 in^2

An = 28.5625 in^2

Gross Yield Strength = 1378.125 k <== contorls

Fracture Design Strength = 1392.421875 k

M = 73 k

S = 3.190104167 in^3 bending stress = 22.88326531 ksi

Ceff, (effective width of attached item) = 2 in (assumption)

Rn, (available shear strength) = 1068.75 k (steel manual eq. 9‐29)

Tieback = 1 @ 2ft from top of the wall

Angled = 1.5 degrees down to guide wall

Load to resist = 73 k

For Smin and Avmin, should the length of the piling (54 ft) be used? I was thinking the section modulus was based on a unit length (1 ft) of the wall, which would be the width of piling, not the length of piling.

Section modulus is per 1ft of wall (width of piling), not depth of piling, correct?

In PYWall I anaylized the entire width of the pile section. So for an NZ20, this would be 27.56 inches. The results of the bending moments, shear stress, and deflection are based on this

27.56 width. Considering the section modulus and moment of inertia are based on a unit measure of 1 ft width of piling, I probably need to analyze based on a 1 ft piling width versus

H-13

90' Wide Section (NZ26)

Max Height = 27 ft

L, (sheet pile length/height) = 54 ft

Max Deflection = 1.926 in

Mmax, (max moment) = 1792 in‐k

Vmax, (max shear) = 31.5 k

Total Unit Weight = 128 pcf c, (cohesvie strength) = 16.7 psi (clay, conservative) pv, (effectie vertical soil pressure) = 24.00 psi fy = 60 ksi

E, (section modulus ‐ elastic) = 48.5 in^3/ft

I, (moment of inertia) = 419.9 in^4/ft tw, (thickness of web) = 0.5 in h, (height of z) = 17.32 in w, (width of section) = 2.296666667 ft

Allowable Stresses

Assume NZ20 fb, (combined bending & axial) = 30 ksi fv, (shear) = 19.8 ksi

Cantilever Wall

Smin, (section modulus min.) = 1.10617284 in^3/ft (eq. 6‐3)

Avmin, (shear area min.) = 0.029461279 in^2/ft (eq. 6‐4)

Sactual = 48.5 in^3/ft (Nucor Sheet on Right)

Av, (shear area) = 3.770682148 in^2/ft (eq. 6‐5)

Sactual is 'OKAY'

Av is 'OKAY'

Anchored Wall

Sn, (stability number) = 0.869791667 (eq. 6‐9)

Rm, (reduction factor) = 0.8

Mdes, (moment reduction) = 1433.6 in‐k (eq. 6‐7)

Tav, (axial component) = 72 k (load to resist) ym, (computed deflection @ Mmax) = 1 in (assumption) ea, (eccentricity) = 1 in (assumption)

Smin, (section modulus min.) = 0.97382716 in^3/ft (eq. 6‐10 anchored wall)

Sactual = 48.5 in^3/ft (Nucor Sheet on Right)

Sactual is 'OKAY'

Tie Rods (ASTM A416 Gr 270)

Ta, (anchor force per foot) = 1.333333333 k/ft

S, (spacing between tie rods) = 8 ft (assumption)

Trod, (tie road area) = 10.66666667 k (eq. 6‐12) ft, (allowable tensile strength) = 270 ksi

Anet, (min req'd net area) = 0.039506173 in^2

Wales

Vmax = 72 k

Tah, (anchor force per foot) = 9 k

S, (spacing between tie rods) = 8 ft

Mmax = 57.6 k‐ft

Ω = 1.67

Mu = 57.6 k‐ft fy = 36 ksi

Zx = 32.064 in^3

Try MC13x35 (2)

Zx = 93 in^3

Unbraced Length, L = 28 in

M = 250 k‐ft

V = 189.6

Ix = 252 in^4

E = 29000 ksi

Δallow = 0.077777778 in

Δmax = 0.004505747 in

Plate Design 1.25"x12.25"x12.25" (2) span = 2 in diameter = 7 in

T = 1.25 in

L & W = 12.25 in

0.825 in

Fy = 50 ksi

Fu = 65 ksi

Ag = 30.625 in^2

An = 28.5625 in^2

Gross Yield Strength = 1378.125 k <== contorls

Fracture Design Strength = 1392.421875 k

M = 72 k

S = 3.190104167 in^3 bending stress = 22.56979592 ksi

Ceff, (effective width of attached item) = 2 in (assumption)

Rn, (available shear strength) = 1068.75 k (steel manual eq. 9‐29)

Tieback = 1 @ 2ft from top of the wall

Angled = 1.5 degrees down to guide wall

Load to resist = 72 k

H-14

90' Wide Section (NZ38)

Max Height = 27 ft

L, (sheet pile length/height) = 54 ft

Max Deflection = 1.741 in

Mmax, (max moment) = 2064 in‐k

Vmax, (max shear) = 31.5 k

Total Unit Weight = 128 pcf c, (cohesvie strength) = 16.7 psi (clay, conservative) pv, (effectie vertical soil pressure) = 24.00 psi fy = 60 ksi

E, (section modulus ‐ elastic) = 70.84 in^3/ft

I, (moment of inertia) = 697.3 in^4/ft tw, (thickness of web) = 0.5 in h, (height of z) = 19.69 in w, (width of section) = 2.296666667 ft

Allowable Stresses

Assume NZ20 fb, (combined bending & axial) = 30 ksi fv, (shear) = 19.8 ksi

Cantilever Wall

Smin, (section modulus min.) = 1.274074074 in^3/ft (eq. 6‐3)

Avmin, (shear area min.) = 0.029461279 in^2/ft (eq. 6‐4)

Sactual = 70.84 in^3/ft (Nucor Sheet on Right)

Av, (shear area) = 4.286647315 in^2/ft (eq. 6‐5)

Sactual is 'OKAY'

Av is 'OKAY'

Anchored Wall

Sn, (stability number) = 0.869791667 (eq. 6‐9)

Rm, (reduction factor) = 0.8

Mdes, (moment reduction) = 1651.2 in‐k (eq. 6‐7)

Tav, (axial component) = 70 k (load to resist) ym, (computed deflection @ Mmax) = 1 in (assumption) ea, (eccentricity) = 1 in (assumption)

Smin, (section modulus min.) = 1.105679012 in^3/ft (eq. 6‐10 anchored wall)

Sactual = 70.84 in^3/ft (Nucor Sheet on Right)

Sactual is 'OKAY'

Tie Rods (ASTM A416 Gr 270)

Ta, (anchor force per foot) = 1.296296296 k/ft

S, (spacing between tie rods) = 8 ft (assumption)

Trod, (tie road area) = 10.37037037 k (eq. 6‐12) ft, (allowable tensile strength) = 270 ksi

Anet, (min req'd net area) = 0.038408779 in^2

Wales

Vmax = 70 k

Tah, (anchor force per foot) = 8.75 k

S, (spacing between tie rods) = 8 ft

Mmax = 56 k‐ft

Ω = 1.67

Mu = 56 k‐ft fy = 36 ksi

Zx = 31.17333333 in^3

Try MC13x35 (2)

Zx = 93 in^3

Unbraced Length, L = 28 in

M = 250 k‐ft

V = 189.6

Ix = 252 in^4

E = 29000 ksi

Δallow = 0.077777778 in

Δmax = 0.004380587 in

Plate Design 1.25"x12.25"x12.25" (2) span = 2 in diameter = 7 in

T = 1.25 in

L & W = 12.25 in

0.825 in

Fy = 50 ksi

Fu = 65 ksi

Ag = 30.625 in^2

An = 28.5625 in^2

Gross Yield Strength = 1378.125 k <== contorls

Fracture Design Strength = 1392.421875 k

M = 70 k

S = 3.190104167 in^3 bending stress = 21.94285714 ksi

Ceff, (effective width of attached item) = 2 in (assumption)

Rn, (available shear strength) = 1068.75 k (steel manual eq. 9‐29)

Tieback = 1 @ 2ft from top of the wall

Angled = 1.5 degrees down to guide wall

Load to resist = 70 k

H-15

90' Wide Section (SKZ20)

Max Height = 27 ft

L, (sheet pile length/height) = 54 ft

Max Deflection = 2.25 in

Mmax, (max moment) = 2100 in‐k

Vmax, (max shear) = 31.5 k

Total Unit Weight = 128 pcf c, (cohesvie strength) = 16.7 psi (clay, conservative) pv, (effectie vertical soil pressure) = 24.00 psi fy = 50 ksi

E, (section modulus ‐ elastic) = 31.69 in^3/ft

I, (moment of inertia) = 253.51 in^4/ft tw, (thickness of web) = 0.315 in h, (height of z) = 16 in w, (width of section) = 2.375 ft

Allowable Stresses

Assume NZ20 fb, (combined bending & axial) = 25 ksi fv, (shear) = 16.5 ksi

Cantilever Wall

Smin, (section modulus min.) = 1.555555556 in^3/ft (eq. 6‐3)

Avmin, (shear area min.) = 0.035353535 in^2/ft (eq. 6‐4)

Sactual = 31.69 in^3/ft (Nucor Sheet on Right)

Av, (shear area) = 2.122105263 in^2/ft (eq. 6‐5)

Sactual is 'OKAY'

Av is 'OKAY'

Anchored Wall

Sn, (stability number) = 0.869791667 (eq. 6‐9)

Rm, (reduction factor) = 0.8

Mdes, (moment reduction) = 1680 in‐k (eq. 6‐7)

Tav, (axial component) = 73 k (load to resist) ym, (computed deflection @ Mmax) = 1 in (assumption) ea, (eccentricity) = 1 in (assumption)

Smin, (section modulus min.) = 1.352592593 in^3/ft (eq. 6‐10 anchored wall)

Sactual = 31.69 in^3/ft (Nucor Sheet on Right)

Sactual is 'OKAY'

Tie Rods (ASTM A416 Gr 270)

Ta, (anchor force per foot) = 1.351851852 k/ft

S, (spacing between tie rods) = 8 ft (assumption)

Trod, (tie road area) = 10.81481481 k (eq. 6‐12) ft, (allowable tensile strength) = 270 ksi

Anet, (min req'd net area) = 0.04005487 in^2

Wales

Vmax = 73 k

Tah, (anchor force per foot) = 9.125 k

S, (spacing between tie rods) = 8 ft

Mmax = 58.4 k‐ft

Ω = 1.67

Mu = 58.4 k‐ft fy = 36 ksi

Zx = 32.50933333 in^3

Try MC13x35 (2)

Zx = 93 in^3

Unbraced Length, L = 28 in

M = 250 k‐ft

V = 189.6

Ix = 252 in^4

E = 29000 ksi

Δallow = 0.077777778 in

Δmax = 0.004568327 in

Plate Design 1.25"x12.25"x12.25" (2) span = 2 in diameter = 7 in

T = 1.25 in

L & W = 12.25 in

0.825 in

Fy = 50 ksi

Fu = 65 ksi

Ag = 30.625 in^2

An = 28.5625 in^2

Gross Yield Strength = 1378.125 k <== contorls

Fracture Design Strength = 1392.421875 k

M = 73 k

S = 3.190104167 in^3 bending stress = 22.88326531 ksi

Ceff, (effective width of attached item) = 2 in (assumption)

Rn, (available shear strength) = 1068.75 k (steel manual eq. 9‐29)

Tieback = 1 @ 2ft from top of the wall

Angled = 1.5 degrees down to guide wall

Load to resist = 73 k

H-16

65' Wide Section (NZ14)

Embedment Limit = 18 ft EM 1110‐2‐2504

Max Height = 16 ft

L, (sheet pile length/height) = 34 ft

Max Deflection = 0.9182 in

Mmax, (max moment) = 900 in‐k

Vmax, (max shear) = 15.5 k

Total Unit Weight = 128 pcf c, (cohesvie strength) = 16.7 psi (clay, conservative) pv, (effectie vertical soil pressure) = 14.22 psi fy = 60 ksi

E, (section modulus ‐ elastic) = 25.65 in^3/ft

I, (moment of inertia) = 171.7 in^4/ft tw, (thickness of web) = 0.375 in h, (height of z) = 13.39 in w, (width of section) = 2.525833333 ft

Allowable Stresses

Assume NZ14 fb, (combined bending & axial) = 30 ksi fv, (shear) = 19.8 ksi

Cantilever Wall

Smin, (section modulus min.) = 0.882352941 in^3/ft (eq. 6‐3)

Avmin, (shear area min.) = 0.023024361 in^2/ft (eq. 6‐4)

Sactual = 25.65 in^3/ft (Nucor Sheet on Right)

Av, (shear area) = 1.98795777 in^2/ft (eq. 6‐5)

Sactual is 'OKAY'

Av is 'OKAY'

Anchored Wall

Sn, (stability number) = 1.467773438 (eq. 6‐9)

Rm, (reduction factor) = 0.8

Mdes, (moment reduction) = 720 in‐k (eq. 6‐7)

Tav, (axial component) = 50 k (load to resist) ym, (computed deflection @ Mmax) = 0.5 in (assumption) ea, (eccentricity) = 1 (assumption)

Smin, (section modulus min.) = 0.779411765 in per ft (eq. 6‐10 anchored wall)

Sactual = 25.65 in^3/ft (Nucor Sheet on Right)

Sactual is 'OKAY'

Tie Rods (ASTM A416 Gr 270)

Ta, (anchor force per foot) = 1.470588235 k/ft

S, (spacing between tie rods) = 8 ft (assumption)

Trod, (tie road area) = 11.76470588 k (eq. 6‐12) ft, (allowable tensile strength) = 270 ksi

Anet, (min req'd net area) = 0.043572985 in^2

Wales

Vmax = 50 k

Tah, (anchor force per foot) = 6.25 k

S, (spacing between tie rods) = 8 ft

Mmax = 40 k‐ft

Ω = 1.67

Mu = 40 k‐ft fy = 36 ksi

Zx = 22.26666667 in^3

Try MC13x35 (2)

Zx = 93 in^3

Unbraced Length, L = 28 in

M = 250 k‐ft

V = 189.6

Ix = 252 in^4

E = 29000 ksi

Δallow = 0.077777778 in

Δmax = 0.003128991 in

Plate Design 1.25"x8"x8" (2) span = 2 in diameter = 7 in

T = 1.25 in

L & W = 12.25 in

0.825 in

Fy = 50 ksi

Fu = 65 ksi

Ag = 30.625 in^2

An = 28.5625 in^2

Gross Yield Strength = 1378.125 k <== contorls

Fracture Design Strength = 1392.421875 k

M = 50 k

S = 3.190104167 in^3 bending stress = 15.67346939 ksi

Ceff, (effective width of attached item) = 2 in (assumption)

Rn, (available shear strength) = 1068.75 k (steel manual eq. 9‐29)

Tieback = 1 @ 2ft from top of the wall

Angled = 1.5 degrees down

Load to resist = 50 k

H-17

65' Wide Section (NZ20)

Max Height = 16 ft

L, (sheet pile length/height) = 34 ft

Max Deflection = 0.7766 in

Mmax, (max moment) = 830 in‐k

Vmax, (max shear) = 14 k

Total Unit Weight = 128 pcf c, (cohesvie strength) = 16.7 psi (clay, conservative) pv, (effectie vertical soil pressure) = 14.22 psi fy = 60 ksi

E, (section modulus ‐ elastic) = 36.26 in^3/ft

I, (moment of inertia) = 292.8 in^4/ft tw, (thickness of web) = 0.394 in h, (height of z) = 16.16 in w, (width of section) = 2.296666667 ft

Allowable Stresses

Assume NZ14 fb, (combined bending & axial) = 30 ksi fv, (shear) = 19.8 ksi

Cantilever Wall

Smin, (section modulus min.) = 0.81372549 in^3/ft (eq. 6‐3)

Avmin, (shear area min.) = 0.020796197 in^2/ft (eq. 6‐4)

Sactual = 36.26 in^3/ft (Nucor Sheet on Right)

Av, (shear area) = 2.772296081 in^2/ft (eq. 6‐5)

Sactual is 'OKAY'

Av is 'OKAY'

Anchored Wall

Sn, (stability number) = 1.467773438 (eq. 6‐9)

Rm, (reduction factor) = 0.8

Mdes, (moment reduction) = 664 in‐k (eq. 6‐7)

Tav, (axial component) = 50 k (load to resist) ym, (computed deflection @ Mmax) = 0.5 in (assumption) ea, (eccentricity) = 1 (assumption)

Smin, (section modulus min.) = 0.724509804 in per ft (eq. 6‐10 anchored wall)

Sactual = 36.26 in^3/ft (Nucor Sheet on Right)

Sactual is 'OKAY'

Tie Rods (ASTM A416 Gr 270)

Ta, (anchor force per foot) = 1.470588235 k/ft

S, (spacing between tie rods) = 8 ft (assumption)

Trod, (tie road area) = 11.76470588 k (eq. 6‐12) ft, (allowable tensile strength) = 270 ksi

Anet, (min req'd net area) = 0.043572985 in^2

Wales

Vmax = 50 k

Tah, (anchor force per foot) = 6.25 k

S, (spacing between tie rods) = 8 ft

Mmax = 40 k‐ft

Ω = 1.67

Mu = 40 k‐ft fy = 36 ksi

Zx = 22.26666667 in^3

Try MC13x35 (2)

Zx = 93 in^3

Unbraced Length, L = 28 in

M = 250 k‐ft

V = 189.6

Ix = 252 in^4

E = 29000 ksi

Δallow = 0.077777778 in

Δmax = 0.003128991 in

Plate Design 1.25"x8"x8" (2) span = 2 in diameter = 7 in

T = 1.25 in

L & W = 12.25 in

0.825 in

Fy = 50 ksi

Fu = 65 ksi

Ag = 30.625 in^2

An = 28.5625 in^2

Gross Yield Strength = 1378.125 k <== contorls

Fracture Design Strength = 1392.421875 k

M = 50 k

S = 3.190104167 in^3 bending stress = 15.67346939 ksi

Ceff, (effective width of attached item) = 2 in (assumption)

Rn, (available shear strength) = 1068.75 k (steel manual eq. 9‐29)

Tieback = 1 @ 2ft from top of the wall

Angled = 1.5 degrees down

Load to resist = 50 k

H-18

65' Wide Section (NZ26)

Max Height = 16 ft

L, (sheet pile length/height) = 34 ft

Max Deflection = 0.7297 in

Mmax, (max moment) = 840 in‐k

Vmax, (max shear) = 14 k

Total Unit Weight = 128 pcf c, (cohesvie strength) = 16.7 psi (clay, conservative) pv, (effectie vertical soil pressure) = 14.22 psi fy = 60 ksi

E, (section modulus ‐ elastic) = 48.5 in^3/ft

I, (moment of inertia) = 419.9 in^4/ft tw, (thickness of web) = 0.5 in h, (height of z) = 17.32 in w, (width of section) = 2.296666667 ft

Allowable Stresses

Assume NZ14 fb, (combined bending & axial) = 30 ksi fv, (shear) = 19.8 ksi

Cantilever Wall

Smin, (section modulus min.) = 0.823529412 in^3/ft (eq. 6‐3)

Avmin, (shear area min.) = 0.020796197 in^2/ft (eq. 6‐4)

Sactual = 48.5 in^3/ft (Nucor Sheet on Right)

Av, (shear area) = 3.770682148 in^2/ft (eq. 6‐5)

Sactual is 'OKAY'

Av is 'OKAY'

Anchored Wall

Sn, (stability number) = 1.467773438 (eq. 6‐9)

Rm, (reduction factor) = 0.8

Mdes, (moment reduction) = 672 in‐k (eq. 6‐7)

Tav, (axial component) = 50 k (load to resist) ym, (computed deflection @ Mmax) = 0.5 in (assumption) ea, (eccentricity) = 1 (assumption)

Smin, (section modulus min.) = 0.732352941 in per ft (eq. 6‐10 anchored wall)

Sactual = 48.5 in^3/ft (Nucor Sheet on Right)

Sactual is 'OKAY'

Tie Rods (ASTM A416 Gr 270)

Ta, (anchor force per foot) = 1.470588235 k/ft

S, (spacing between tie rods) = 8 ft (assumption)

Trod, (tie road area) = 11.76470588 k (eq. 6‐12) ft, (allowable tensile strength) = 270 ksi

Anet, (min req'd net area) = 0.043572985 in^2

Wales

Vmax = 50 k

Tah, (anchor force per foot) = 6.25 k

S, (spacing between tie rods) = 8 ft

Mmax = 40 k‐ft

Ω = 1.67

Mu = 40 k‐ft fy = 36 ksi

Zx = 22.26666667 in^3

Try MC13x35 (2)

Zx = 93 in^3

Unbraced Length, L = 28 in

M = 250 k‐ft

V = 189.6

Ix = 252 in^4

E = 29000 ksi

Δallow = 0.077777778 in

Δmax = 0.003128991 in

Plate Design 1.25"x8"x8" (2) span = 2 in diameter = 7 in

T = 1.25 in

L & W = 12.25 in

0.825 in

Fy = 50 ksi

Fu = 65 ksi

Ag = 30.625 in^2

An = 28.5625 in^2

Gross Yield Strength = 1378.125 k <== contorls

Fracture Design Strength = 1392.421875 k

M = 50 k

S = 3.190104167 in^3 bending stress = 15.67346939 ksi

Ceff, (effective width of attached item) = 2 in (assumption)

Rn, (available shear strength) = 1068.75 k (steel manual eq. 9‐29)

Tieback = 1 @ 2ft from top of the wall

Angled = 1.5 degrees down

Load to resist = 50 k

H-19

65' Wide Section (SCZ14)

Max Height = 16 ft

L, (sheet pile length/height) = 34 ft

Max Deflection = 1 in

Mmax, (max moment) = 900 in‐k

Vmax, (max shear) = 15.5 k

Total Unit Weight = 128 pcf c, (cohesvie strength) = 16.7 psi (clay, conservative) pv, (effectie vertical soil pressure) = 14.22 psi fy = 50 ksi

E, (section modulus ‐ elastic) = 31.69 in^3/ft

I, (moment of inertia) = 253.51 in^4/ft tw, (thickness of web) = 0.315 in h, (height of z) = 16 in w, (width of section) = 2.375 ft

Allowable Stresses

Assume NZ14 fb, (combined bending & axial) = 25 ksi fv, (shear) = 16.5 ksi

Cantilever Wall

Smin, (section modulus min.) = 1.058823529 in^3/ft (eq. 6‐3)

Avmin, (shear area min.) = 0.027629234 in^2/ft (eq. 6‐4)

Sactual = 31.69 in^3/ft (Nucor Sheet on Right)

Av, (shear area) = 2.122105263 in^2/ft (eq. 6‐5)

Sactual is 'OKAY'

Av is 'OKAY'

Anchored Wall

Sn, (stability number) = 1.467773438 (eq. 6‐9)

Rm, (reduction factor) = 0.8

Mdes, (moment reduction) = 720 in‐k (eq. 6‐7)

Tav, (axial component) = 50 k (load to resist) ym, (computed deflection @ Mmax) = 0.5 in (assumption) ea, (eccentricity) = 1 (assumption)

Smin, (section modulus min.) = 0.935294118 in per ft (eq. 6‐10 anchored wall)

Sactual = 31.69 in^3/ft (Nucor Sheet on Right)

Sactual is 'OKAY'

Tie Rods (ASTM A416 Gr 270)

Ta, (anchor force per foot) = 1.470588235 k/ft

S, (spacing between tie rods) = 8 ft (assumption)

Trod, (tie road area) = 11.76470588 k (eq. 6‐12) ft, (allowable tensile strength) = 270 ksi

Anet, (min req'd net area) = 0.043572985 in^2

Wales

Vmax = 50 k

Tah, (anchor force per foot) = 6.25 k

S, (spacing between tie rods) = 8 ft

Mmax = 40 k‐ft

Ω = 1.67

Mu = 40 k‐ft fy = 36 ksi

Zx = 22.26666667 in^3

Try MC13x35 (2)

Zx = 93 in^3

Unbraced Length, L = 28 in

M = 250 k‐ft

V = 189.6

Ix = 252 in^4

E = 29000 ksi

Δallow = 0.077777778 in

Δmax = 0.003128991 in

Plate Design 1.25"x8"x8" (2) span = 2 in diameter = 7 in

T = 1.25 in

L & W = 12.25 in

0.825 in

Fy = 50 ksi

Fu = 65 ksi

Ag = 30.625 in^2

An = 28.5625 in^2

Gross Yield Strength = 1378.125 k <== contorls

Fracture Design Strength = 1392.421875 k

M = 50 k

S = 3.190104167 in^3 bending stress = 15.67346939 ksi

Ceff, (effective width of attached item) = 2 in (assumption)

Rn, (available shear strength) = 1068.75 k (steel manual eq. 9‐29)

Tieback = 1 @ 2ft from top of the wall

Angled = 1.5 degrees down

Load to resist = 50 k

H-20

65' Wide Section ‐ No Tiebacks (NZ38)

Embedment Limit = 24 ft EM 1110‐2‐2504

Max Height = 16 ft

L, (sheet pile length/height) = 40 ft

Max Deflection = 5.843 in

Mmax, (max moment) = 4265 in‐k

Vmax, (max shear) = 27.8 k

Total Unit Weight = 128 pcf c, (cohesvie strength) = 16.7 psi (clay, conservative ‐ pending geotech confirmation) pv, (effectie vertical soil pressure) = 14.22 psi fy = 60 ksi

E, (section modulus ‐ elastic) = 70.84 in^3/ft

I, (moment of inertia) = 697.3 in^4/ft tw, (thickness of web) = 0.5 in h, (height of z) = 19.69 in w, (width of section) = 2.296666667 ft

Allowable Stresses

Assume NZ38 fb, (combined bending & axial) = 30 ksi fv, (shear) = 19.8 ksi

Cantilever Wall

Smin, (section modulus min.) = 3.554166667 in^3/ft (eq. 6‐3)

Avmin, (shear area min.) = 0.03510101 in^2/ft (eq. 6‐4)

Sactual = 70.84 in^3/ft (Nucor Sheet on Right)

Av, (shear area) = 4.286647315 in^2/ft (eq. 6‐5)

Sactual is 'OKAY'

Av is 'OKAY'

Anchored Wall

Sn, (stability number) = 1.467773438 (eq. 6‐9)

Rm, (reduction factor) = 0.8

Mdes, (moment reduction) = 3412 in‐k (eq. 6‐7)

Tav, (axial component) = 108 k (load to resist) ym, (computed deflection @ Mmax) = 1 in (assumption) ea, (eccentricity) = 1 in (assumption)

Smin, (section modulus min.) = 3.023333333 in^3/ft (eq. 6‐10 anchored wall)

Sactual = 70.84 in^3/ft (Nucor Sheet on Right)

Sactual is 'OKAY'

Tie Rods (ASTM A416 Gr 270)

Ta, (anchor force per foot) = 2.7 k/ft

S, (spacing between tie rods) = 8 ft (assumption)

Trod, (tie road area) = 21.6 k (eq. 6‐12) ft, (allowable tensile strength) = 270 ksi

Anet, (min req'd net area) = 0.08 in^2

Wales

Vmax = 108 k

Tah, (anchor force per foot) = 13.5 k

S, (spacing between tie rods) = 8 ft

Mmax = 86.4 k‐ft

Ω = 1.67

Mu = 86.4 k‐ft fy = 36 ksi

Zx = 48.096 in^3

Try MC13x35 (2)

Zx = 93 in^3

Unbraced Length, L = 28 in

M = 250 k‐ft

V = 189.6

Ix = 252 in^4

E = 29000 ksi

Δallow = 0.077777778 in

Δmax = 0.006758621 in

Plate Design 1.25"x12.25"x12.25" (2) span = 2 in diameter = 7 in

T = 1.25 in

L & W = 12.25 in

0.825 in

Fy = 50 ksi

Fu = 65 ksi

Ag = 30.625 in^2

An = 28.5625 in^2

Gross Yield Strength = 1378.125 k <== contorls

Fracture Design Strength = 1392.421875 k

M = 108 k

S = 3.190104167 in^3 bending stress = 33.85469388 ksi

Ceff, (effective width of attached item) = 2 in (assumption)

Rn, (available shear strength) = 1068.75 k (steel manual eq. 9‐29)

Tieback = 1 @ 10ft from top of the wall

Angled = 4.53 degrees down to guide wall

Load to resist = 108 k

H-21 f'c = 4 ksi fy = 60 ksi bw = 4 ft 48 in soil density = 128 pcf bw1 = 41.0 in

FOS = 2

LL = 4000 plf

Wconc = 150 pcf

Aconc = 24 ft^2

DL = 3600 plf d= 6 ft bearing capacity = 4500 psf d= 68 in 5.666667 ft allowable soil pressure = 2250 psf d1= 65.00 in 5.416667 ft wall width min = 3.377778 ft 'OKAY'

T, (1 ft section) = 1 ft

ASD Load Combination

Vu, (DL+LL) = 10720 lb/ft 10.72 k/ft

Mu = 85760 lb‐ft 85.76 k‐ft

As(flex) = 10.88 in^2 ∴ USE 11 #9 11 in^2

As(t&s) = 5.8752 in^2 ∴ USE 6 #9 6 in^2

T = 652.8 k

C = 40.8 a = 55.42563 φ = 0.306664

Vc = 27.80417 k

Vc > Vu is 'TRUE' ructability use 24" spacing

Tieback Rods

CASE 1: 73 k @ 8' O.C. 1.5° down

Vmax = 73 k

Mmax = 146 k‐ft

Req'd Reinforcing = 0 in

CASE 2: 109 k @ 8' O.C. 4.5° down

Vmax = 109 k

Mmax = 218 k‐ft

Req'd Reinforcing = 0 in

CASE 3: 108 k @ 8' O.C. 4.5° down

Vmax = 108 k

Mmax = 216 k‐ft

Req'd Reinforcing = 5.8752 in

T=C

T=As*Fy

C=0.85*Sqrt(f'c)*b*a a=As*Fy/(0.85*sqrt(f'c)*b)

C=a/beta1

Phi*Mn=T*(d‐a/2) strain to verify Phi factor= 0.005*(d‐c)/c

H-22

PYWALL for Windows, Version 2019.6.2

Serial Number : 139309195

A Program for the Analysis of Flexible Retaining Walls

(c) Copyright ENSOFT, Inc., 1987-2019 All Rights Reserved

This program is licensed to :

U.S. Army Corps of Engineers Louisville, KY

Path to file locations :

F:\Rough_River_Dam_Outlet_Works_PH2\Design Analysis (Working) - Geotech - APP B\Work Platform (In progress)\PYWALL\2020 work platform\NZ20 (27ft stickup, 27ft embed) - 12 in width\

Name of input data file : NZ20 (12 in width).py6d Name of output file : NZ20 (12 in width).py6o Name of plot output file : NZ20 (12 in width).py6p

Time and Date of Analysis

Date: February 08, 2021 Time: 08:30:38

Rough River Ph 2 Outlet Works Modification

* PROGRAM CONTROL PARAMETERS *

NO OF POINTS FOR SPECIFIED DEFLECTIONS AND SLOPES = 0

NO OF WALL SECTIONS = 1

NO OF CROSS SECTIONS = 1

GENERATE EARTH PRESSURE INTERNALLY = 1

H-23

GENERATE SOIL RESISTANCE (P-Y) CURVES INTERNALLY = 1

NO OF P-Y MODIFICATION FACTORS FOR GEN. P-Y CURVES = 0

NO OF USER-SPECIFIED SOIL RESISTANCE (P-Y) CURVES = 0

NO OF TIE BACKS = 1

HEIGHT OF WALL = 54.000

FT

NUMBER OF INCREMENTS = 162

INCREMENT LENGTH = 4.000

IN

MAXIMUM ALLOWABLE DEFLECTION = 66.000

IN

DEFLECTION CLOSURE TOLERANCE = 1.000E-02

IN

MAXIMUM NUMBER OF ITERATIONS = 500

* WALL SECTIONS *

SECT TOP BOTTOM SECTION

FT FT

1 0.00000 54.0000 1

* CROSS SECTIONS *

CROSS SECTION : 1

SECTION NAME : NZ20

TYPE : ELASTIC

CROSS SECTION TYPE : GENERAL SECTION

EQUIVALENT DIAMETER : 12.0000 IN

YOUNG MODULUS : 2.90000E+07 LBS/IN**2

* CROSS SECTIONS PROPERTIES *

ELASTIC SECTIONS

SECT DIAM,IN I,IN**4

1 12.0000 292.800

* STIFFNESS AND LOAD DATA *

EI - FLEXURAL RIGIDITY, Q - TRANSVERSE LOAD,

S - STIFFNESS OF TRANSVERSE RESISTANCE,

T - TORQUE, P - AXIAL LOAD,

R - STIFFNESS OF TORSIONAL RESISTANCE.

H-24

FROM TO CONTD EI Q S T R

P

LBS-IN**2 LBS LBS/IN IN-LBS IN-LBS

LBS

0 1 8.491E+09 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 162 0 8.491E+09 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 6 6 0 8.491E+09 0.000E+00 5.033E+03 0.000E+00 0.000E+00 0.000E+00

* TIE BACK DATA *

DEPTH AREA ELASTIC UNBONDED HORIZ. ANCHOR

PRESTRESS.

MODULUS LENGTH ANGLE SPACING

FORCE

FT IN**2 LBS/IN**2 FT DEG FT

LBS

2.000E+00 1.000E+00 2.900E+07 6.000E+01 1.500E+00 8.000E+00 0.000E+00

* WALL INFORMATION *

FREE HEIGHT OF WALL = 2.700E+01 FT

WIDTH FOR EARTH PRESSURE, WA = 1.200E+01 IN

WIDTH FOR SOIL RESISTANCE, WP = 1.200E+01 IN

DEPTH TO THE WATER TABLE AT BACKFILL = 1.000E+02 FT

DEPTH TO THE WATER TABLE AT EXCAVATION = 1.000E+02 FT

UNIT WEIGHT OF WATER = 3.600E-02 LBS/IN**3

SLOPE OF THE BACKFILL (deg.) = 1.840E+01 SLOPE OF THE EXCAVATION GROUND (deg.) = 0.000E+00

MODIFICATION FOR ACTIVE EARTH PRESSURE = 1.000E+00

* SURCHARGE INFORMATION *

UNIFORM SURFACE PRESSURE = 0.000E+00 LBS/IN**2

SURCHARGE LOADING NO. = 1

H-25

STRIP LOAD = 0.181E+02 LBS/IN**2

WIDTH OF THE STRIP LOAD = 0.394E+02 IN

HORIZONTAL DISTANCE BETWEEN = 0.140E+03 IN

WALL AND MIDDLE OF STRIP WIDTH

VERTICAL DISTANCE BETWEEN = 0.000E+00 IN

THE WALL AND SURCHARGE

FACTOR FOR SURCHARGE LOAD = 0.100E+01

SURCHARGE LOADING NO. = 2

STRIP LOAD = 0.181E+02 LBS/IN**2

WIDTH OF THE STRIP LOAD = 0.394E+02 IN

HORIZONTAL DISTANCE BETWEEN = 0.326E+03 IN

WALL AND MIDDLE OF STRIP WIDTH

VERTICAL DISTANCE BETWEEN = 0.000E+00 IN

THE WALL AND SURCHARGE

FACTOR FOR SURCHARGE LOAD = 0.100E+01

SURCHARGE LOADING NO. = 3

STRIP LOAD = 0.215E+02 LBS/IN**2

WIDTH OF THE STRIP LOAD = 0.433E+02 IN

HORIZONTAL DISTANCE BETWEEN = 0.796E+03 IN

WALL AND MIDDLE OF STRIP WIDTH

VERTICAL DISTANCE BETWEEN = 0.000E+00 IN

THE WALL AND SURCHARGE

FACTOR FOR SURCHARGE LOAD = 0.100E+01

SURCHARGE LOADING NO. = 4

STRIP LOAD = 0.215E+02 LBS/IN**2

WIDTH OF THE STRIP LOAD = 0.433E+02 IN

HORIZONTAL DISTANCE BETWEEN = 0.998E+03 IN

WALL AND MIDDLE OF STRIP WIDTH

VERTICAL DISTANCE BETWEEN = 0.000E+00 IN

THE WALL AND SURCHARGE

FACTOR FOR SURCHARGE LOAD = 0.100E+01

* SOIL INFORMATION *

TOTAL COHESION/ TOTAL UNIT

LAYER THICKNESS STRENGTH PHI WEIGHT DRAINED ZTOP

NO. FT PSI DEG PCI T OR F FT

1 27.0 0.0 38.0 0.081 T 0.00 2 33.0 16.7 0.0 0.074 F 27.00

* EFFECTIVE OVERBURDEN STRESS *

H-26

DEPTH STRESS

FT LBS/IN**2

0.000E+00 0.000E+00 2.700E+01 2.625E+01

* ACTIVE AND PASSIVE EARTH PRESSURE COEFFICIENT *

LAYER ACTIVE EARTH PASSIVE EARTH OPTIONAL

EARTH

NO. COEFFICIENT COEFFICIENT COEFFICIENT

1 2.699E-01 4.204E+00 0.000E+00 2 1.000E+00 1.000E+00 0.000E+00

* ACTIVE EARTH PRESSURE OF EACH LAYER *

LAYER PA1 Z1 PA2 Z2 PA3 Z3

PA4

NO LBS/IN FT LBS/IN FT LBS/IN FT

LBS/IN

1 61.64 13.50 1147.85 18.00 0.00 -0.00 0.00

* ACTIVE WATER PRESSURE OF EACH LAYER *

LAYER PW1 Z1 PW2 Z2

NO LBS/IN FT LBS/IN FT

DEPTH ACTIVE EARTH PRESSURE

FT LBS/IN

0.000E+00 0.000E+00 5.000E-01 3.864E+00 1.000E+00 9.972E+00 1.500E+00 1.596E+01 2.000E+00 2.160E+01 2.500E+00 2.700E+01 3.000E+00 3.204E+01 3.500E+00 3.528E+01 4.000E+00 3.960E+01 4.500E+00 4.368E+01

H-27

5.000E+00 4.716E+01 5.500E+00 5.040E+01 6.000E+00 5.316E+01 6.500E+00 5.568E+01 7.000E+00 5.760E+01 7.500E+00 5.964E+01 8.000E+00 6.156E+01 8.500E+00 6.312E+01 9.000E+00 6.468E+01 9.500E+00 6.600E+01 1.000E+01 6.732E+01 1.050E+01 6.864E+01 1.100E+01 6.984E+01 1.150E+01 7.092E+01 1.200E+01 7.200E+01 1.250E+01 7.296E+01 1.300E+01 7.404E+01 1.350E+01 7.524E+01 1.400E+01 7.632E+01 1.450E+01 7.728E+01 1.500E+01 7.836E+01 1.550E+01 7.932E+01 1.600E+01 8.040E+01 1.650E+01 8.148E+01 1.700E+01 8.280E+01 1.750E+01 8.388E+01 1.800E+01 8.496E+01 1.850E+01 8.604E+01 1.900E+01 8.712E+01 1.950E+01 8.832E+01 2.000E+01 8.940E+01 2.050E+01 9.084E+01 2.100E+01 9.192E+01 2.150E+01 9.312E+01 2.200E+01 9.432E+01 2.250E+01 9.552E+01 2.300E+01 9.672E+01 2.350E+01 9.792E+01 2.400E+01 9.936E+01 2.450E+01 1.007E+02 2.500E+01 1.019E+02 2.550E+01 1.032E+02 2.600E+01 1.044E+02 2.650E+01 1.057E+02 2.700E+01 1.072E+02 2.750E+01 2.184E+01 2.800E+01 2.160E+01 2.850E+01 2.124E+01 2.900E+01 2.100E+01 2.950E+01 2.076E+01 3.000E+01 2.052E+01 3.050E+01 2.040E+01 3.100E+01 2.016E+01 3.150E+01 1.992E+01

H-28

3.200E+01 1.968E+01 3.250E+01 1.944E+01 3.300E+01 1.932E+01 3.350E+01 1.908E+01 3.400E+01 1.896E+01 3.450E+01 1.872E+01 3.500E+01 1.860E+01 3.550E+01 1.836E+01 3.600E+01 1.812E+01 3.650E+01 1.800E+01 3.700E+01 1.776E+01 3.750E+01 1.776E+01 3.800E+01 1.752E+01 3.850E+01 1.740E+01 3.900E+01 1.716E+01 3.950E+01 1.704E+01 4.000E+01 1.692E+01 4.050E+01 1.680E+01 4.100E+01 1.668E+01 4.150E+01 1.644E+01 4.200E+01 1.632E+01 4.250E+01 1.620E+01 4.300E+01 1.596E+01 4.350E+01 1.584E+01 4.400E+01 1.572E+01 4.450E+01 1.560E+01 4.500E+01 1.548E+01 4.550E+01 1.536E+01 4.600E+01 1.524E+01 4.650E+01 1.512E+01 4.700E+01 1.488E+01 4.750E+01 1.488E+01 4.800E+01 1.476E+01 4.850E+01 1.464E+01 4.900E+01 1.440E+01 4.950E+01 1.428E+01 5.000E+01 1.416E+01 5.050E+01 1.404E+01 5.100E+01 1.404E+01 5.150E+01 1.392E+01 5.200E+01 1.380E+01 5.250E+01 1.368E+01 5.300E+01 1.356E+01 5.350E+01 1.344E+01 5.400E+01 1.332E+01

* SOIL LAYERS AND STRENGTH DATA *

X AT THE SURFACE OF EXCAVATION SIDE = 27.00 FT

H-29

1 LAYER(S) OF SOIL

LAYER 1

THE SOIL IS A STIFF CLAY WITHOUT FREE WATER

DISTRIBUTION OF EFFECTIVE UNIT WEIGHT WITH DEPTH

2 POINTS

X,FT WEIGHT,LBS/IN**3

27.0000 7.4074E-02

60.0000 7.4074E-02

DISTRIBUTION OF STRENGTH PARAMETERS WITH DEPTH

2 POINTS

X,FT S,LBS/IN**2 PHI,DEGREES E50

27.00 1.6694E+01 0.000

7.0000E-03

54.67 1.6694E+01 0.000

7.0000E-03

P-Y CURVES DATA

AT THE EXCAVATION SIDE

DEPTH BELOW GS DIAM C CAVG GAMMA AVG

E50

FT IN LBS/IN**2 LBS/IN**2 LBS/IN**3

0.01 12.000 1.67E+01 1.67E+01 7.41E-02

7.0000E-03 Y P

IN LBS/IN

0.00000 0.00000

0.00003 16.91070

0.00017 25.28740

0.00034 30.07195

0.00168 44.96806

0.00336 53.47633

0.01680 79.96577

0.03360 95.09586

0.08400 119.57671

0.16800 142.20148

0.25200 157.37181

0.33600 169.10701

0.84000 212.64081

1.68000 252.87396

3.36000 300.71951

3.78000 300.71951

H-30

4.20000 300.71951

P-Multiplier = 1.000E+00 Y-Multiplier = 1.000E+00

AT THE BACKFILL SIDE

DEPTH BELOW GS DIAM C CAVG GAMMA AVG

E50

FT IN LBS/IN**2 LBS/IN**2 LBS/IN**3

27.01 12.000 1.67E+01 1.67E+01 7.41E-02

7.0000E-03 Y P

IN LBS/IN

0.00000 0.00000

0.00003 40.24989

0.00017 60.18763

0.00034 71.57555

0.00168 107.03042

0.00336 127.28134

0.01680 190.32999

0.03360 226.34178

0.08400 284.60972

0.16800 338.45990

0.25200 374.56746

0.33600 402.49892

0.84000 506.11560

1.68000 601.87627

3.36000 715.75555

3.78000 715.75555

4.20000 715.75555

P-Multiplier = 1.000E+00 Y-Multiplier = 1.000E+00

AT THE EXCAVATION SIDE

DEPTH BELOW GS DIAM C CAVG GAMMA AVG

E50

FT IN LBS/IN**2 LBS/IN**2 LBS/IN**3

6.92 12.000 1.67E+01 1.67E+01 7.41E-02

7.0000E-03 Y P

IN LBS/IN

0.00000 0.00000

0.00003 20.02015

0.00017 29.93711

0.00034 35.60143

0.00168 53.23655

0.00336 63.30929

H-31

0.01680 94.66947

0.03360 112.58160

0.08400 141.56387

0.16800 168.34876

0.25200 186.30853

0.33600 200.20155

0.84000 251.74012

1.68000 299.37114

3.36000 356.01429

3.78000 356.01429

4.20000 356.01429

P-Multiplier = 1.000E+00 Y-Multiplier = 1.000E+00

AT THE BACKFILL SIDE

DEPTH BELOW GS DIAM C CAVG GAMMA AVG

E50

FT IN LBS/IN**2 LBS/IN**2 LBS/IN**3

33.92 12.000 1.67E+01 1.67E+01 7.41E-02

7.0000E-03 Y P

IN LBS/IN

0.00000 0.00000

0.00003 44.39372

0.00017 66.38410

0.00034 78.94444

0.00168 118.04948

0.00336 140.38528

0.01680 209.92495

0.03360 249.64425

0.08400 313.91103

0.16800 373.30523

0.25200 413.13015

0.33600 443.93723

0.84000 558.22151

1.68000 663.84100

3.36000 789.44444

3.78000 789.44444

4.20000 789.44444

P-Multiplier = 1.000E+00 Y-Multiplier = 1.000E+00

AT THE EXCAVATION SIDE

DEPTH BELOW GS DIAM C CAVG GAMMA AVG

E50

FT IN LBS/IN**2 LBS/IN**2 LBS/IN**3

H-32

13.83 12.000 1.67E+01 1.67E+01 7.41E-02 7.0000E-03

Y P

IN LBS/IN

0.00000 0.00000

0.00003 23.13336

0.00017 34.59244

0.00034 41.13758

0.00168 61.51502

0.00336 73.15411

0.01680 109.39090

0.03360 130.08844

0.08400 163.57755

0.16800 194.52759

0.25200 215.28017

0.33600 231.33359

0.84000 290.88659

1.68000 345.92440

3.36000 411.37576

3.78000 411.37576

4.20000 411.37576

P-Multiplier = 1.000E+00 Y-Multiplier = 1.000E+00

AT THE BACKFILL SIDE

DEPTH BELOW GS DIAM C CAVG GAMMA AVG

E50

FT IN LBS/IN**2 LBS/IN**2 LBS/IN**3

40.83 12.000 1.67E+01 1.67E+01 7.41E-02

7.0000E-03 Y P

IN LBS/IN

0.00000 0.00000

0.00003 48.54255

0.00017 72.58805

0.00034 86.32222

0.00168 129.08183

0.00336 153.50503

0.01680 229.54356

0.03360 272.97483

0.08400 343.24768

0.16800 408.19258

0.25200 451.73936

0.33600 485.42553

0.84000 610.39028

1.68000 725.88046

3.36000 863.22221

3.78000 863.22221

4.20000 863.22221

H-33

P-Multiplier = 1.000E+00 Y-Multiplier = 1.000E+00

AT THE EXCAVATION SIDE

DEPTH BELOW GS DIAM C CAVG GAMMA AVG

E50

FT IN LBS/IN**2 LBS/IN**2 LBS/IN**3

20.75 12.000 1.67E+01 1.67E+01 7.41E-02

7.0000E-03 Y P

IN LBS/IN

0.00000 0.00000

0.00003 26.24656

0.00017 39.24777

0.00034 46.67372

0.00168 69.79350

0.00336 82.99892

0.01680 124.11234

0.03360 147.59527

0.08400 185.59123

0.16800 220.70641

0.25200 244.25180

0.33600 262.46564

0.84000 330.03306

1.68000 392.47767

3.36000 466.73723

3.78000 466.73723

4.20000 466.73723

P-Multiplier = 1.000E+00 Y-Multiplier = 1.000E+00

AT THE BACKFILL SIDE

DEPTH BELOW GS DIAM C CAVG GAMMA AVG

E50

FT IN LBS/IN**2 LBS/IN**2 LBS/IN**3

47.75 12.000 1.67E+01 1.67E+01 7.41E-02

7.0000E-03 Y P

IN LBS/IN

0.00000 0.00000

0.00003 52.69138

0.00017 78.79199

0.00034 93.70000

0.00168 140.11418

0.00336 166.62478

0.01680 249.16216

0.03360 296.30541

H-34

0.08400 372.58433

0.16800 443.07994

0.25200 490.34856

0.33600 526.91382

0.84000 662.55905

1.68000 787.91993

3.36000 936.99999

3.78000 936.99999

4.20000 936.99999

P-Multiplier = 1.000E+00 Y-Multiplier = 1.000E+00

AT THE EXCAVATION SIDE

DEPTH BELOW GS DIAM C CAVG GAMMA AVG

E50

FT IN LBS/IN**2 LBS/IN**2 LBS/IN**3

27.66 12.000 1.67E+01 1.67E+01 7.41E-02

7.0000E-03 Y P

IN LBS/IN

0.00000 0.00000

0.00003 29.35602

0.00017 43.89748

0.00034 52.20320

0.00168 78.06199

0.00336 92.83188

0.01680 138.81603

0.03360 165.08101

0.08400 207.57839

0.16800 246.85370

0.25200 273.18852

0.33600 293.56017

0.84000 369.13237

1.68000 438.97484

3.36000 522.03201

3.78000 522.03201

4.20000 522.03201

P-Multiplier = 1.000E+00 Y-Multiplier = 1.000E+00

AT THE BACKFILL SIDE

DEPTH BELOW GS DIAM C CAVG GAMMA AVG

E50

FT IN LBS/IN**2 LBS/IN**2 LBS/IN**3

54.66 12.000 1.67E+01 1.67E+01 7.41E-02

7.0000E-03

H-35

Y P

IN LBS/IN

0.00000 0.00000

0.00003 56.83521

0.00017 84.98847

0.00034 101.06889

0.00168 151.13324

0.00336 179.72872

0.01680 268.75712

0.03360 319.60788

0.08400 401.88564

0.16800 477.92527

0.25200 528.91125

0.33600 568.35213

0.84000 714.66496

1.68000 849.88466

3.36000 1010.68888

3.78000 1010.68888

4.20000 1010.68888

P-Multiplier = 1.000E+00 Y-Multiplier = 1.000E+00

Rough River Ph 2 Outlet Works Modification

RESULTS

NUMBER OF ITERATIONS : 7

STA I X DEFL. SLOPE MOMENT SHEAR

SOIL_REACT NET_FORCE/STA EI

FT IN RAD LBS-IN LBS

LBS/IN LBS LBS-IN**2

0 0.000E+00 1.661E+00 5.643E-03 0.000E+00 0.000E+00 0.000E+00 0.000E+00 8.491E+09

1 3.333E-01 1.684E+00 5.643E-03 0.000E+00 6.672E+00 0.000E+00 1.334E+01 8.491E+09

2 6.667E-01 1.706E+00 5.643E-03 5.338E+01 2.666E+01 0.000E+00 2.664E+01 8.491E+09

3 1.000E+00 1.729E+00 5.643E-03 2.133E+02 5.993E+01 0.000E+00 3.989E+01 8.491E+09

4 1.333E+00 1.751E+00 5.643E-03 5.328E+02 1.063E+02 0.000E+00 5.280E+01 8.491E+09

5 1.667E+00 1.774E+00 5.643E-03 1.063E+03 1.699E+02 0.000E+00 7.440E+01 8.491E+09

6 2.000E+00 1.797E+00 5.644E-03 1.892E+03 -4.271E+03 0.000E+00 -8.956E+03 8.491E+09

7 2.333E+00 1.819E+00 5.637E-03 -3.310E+04 -8.699E+03 0.000E+00 9.840E+01 8.491E+09

8 2.667E+00 1.842E+00 5.613E-03 -6.770E+04 -8.595E+03

H-36

0.000E+00 1.104E+02 8.491E+09 9 3.000E+00 1.864E+00 5.573E-03 -1.019E+05 -8.476E+03

0.000E+00 1.282E+02 8.491E+09 10 3.333E+00 1.886E+00 5.517E-03 -1.355E+05 -8.342E+03 0.000E+00 1.387E+02 8.491E+09 11 3.667E+00 1.908E+00 5.445E-03 -1.686E+05 -8.198E+03 0.000E+00 1.488E+02 8.491E+09 12 4.000E+00 1.930E+00 5.358E-03 -2.011E+05 -8.045E+03 0.000E+00 1.584E+02 8.491E+09 13 4.333E+00 1.951E+00 5.256E-03 -2.330E+05 -7.879E+03 0.000E+00 1.723E+02 8.491E+09 14 4.667E+00 1.972E+00 5.139E-03 -2.641E+05 -7.703E+03 0.000E+00 1.810E+02 8.491E+09 15 5.000E+00 1.992E+00 5.007E-03 -2.946E+05 -7.518E+03 0.000E+00 1.886E+02 8.491E+09 16 5.333E+00 2.012E+00 4.862E-03 -3.243E+05 -7.326E+03 0.000E+00 1.963E+02 8.491E+09 17 5.667E+00 2.031E+00 4.702E-03 -3.532E+05 -7.126E+03 0.000E+00 2.035E+02 8.491E+09 18 6.000E+00 2.049E+00 4.529E-03 -3.813E+05 -6.918E+03 0.000E+00 2.126E+02 8.491E+09 19 6.333E+00 2.067E+00 4.343E-03 -4.085E+05 -6.702E+03 0.000E+00 2.189E+02 8.491E+09 20 6.667E+00 2.084E+00 4.144E-03 -4.349E+05 -6.480E+03 0.000E+00 2.251E+02 8.491E+09 21 7.000E+00 2.100E+00 3.933E-03 -4.604E+05 -6.252E+03 0.000E+00 2.304E+02 8.491E+09 22 7.333E+00 2.116E+00 3.711E-03 -4.849E+05 -6.018E+03 0.000E+00 2.366E+02 8.491E+09 23 7.667E+00 2.130E+00 3.477E-03 -5.085E+05 -5.779E+03 0.000E+00 2.414E+02 8.491E+09 24 8.000E+00 2.144E+00 3.232E-03 -5.311E+05 -5.536E+03 0.000E+00 2.462E+02 8.491E+09 25 8.333E+00…