Geotechnical SD FTNP BADL 10(9) Dillion Pass Embank Repairs.pdf

PDF 802 KB Posted Dec 3, 2019

Attached to: SD FTNP 10(9), Dillon Pass Embankment Repairs
Solicitation number: 6982AF20B000005
Issued by: Department of Transportation Federal Highway Administration

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Written by GovTribe AI · Dec 27, 2023

This solicitation requests proposals for roadway reconstruction and repair work on federal lands in South Dakota. The work includes mill and overlay, embankment reconstruction, and a slurry seal contract. Schedule A covers repairs at two locations in Badlands National Park involving shallow reinforced soil slopes, deep patching and roadway reconstruction. Option X adds a fill repair and additional reconstruction. Option Y provides for a slurry seal at the Minuteman Missile Visitors Center. Proposals are due by the specified date with award by the identified date. Pricing will be firm fixed price. The soliciting agency is the Department of Transportation Federal Highway Administration.

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Other files

File	Type	Posted
Bid Tabs - Dillon Pass.pdf	PDF	Jan 27, 2020
Bid Opening Summary - Dillon Pass - January 9, 2020.pdf	PDF	Jan 9, 2020
INTERESTED VENDORS LIST JANUARY 6 2020.pdf	PDF	Jan 6, 2020
Q and A During Advertisement for SD FTNP JANUARY 6, 2020 10.pdf	PDF	Jan 6, 2020
Jan 6 - Amendment A002_SD 10(9) (1).pdf	PDF	Jan 6, 2020
Questions and Answers - Dillon Pass - Dec 17.pdf	PDF	Dec 17, 2019
Dec 17 - Amendment A001_SD 10(9).pdf	PDF	Dec 17, 2019
Pavement Memorandum_SD FTNP BADL 10(9) .pdf	PDF	Dec 3, 2019
Hydraulics_Report_SD FTNP BADL 10(9).pdf	PDF	Dec 3, 2019
BADL_10(9)_Plan_Sheets.pdf	PDF	Dec 2, 2019
BADL_10(9)_X-sheets.pdf	PDF	Dec 2, 2019
IFB - Re-advertise - 6982AF20B000005 - Dillon Pass Embankment Repairs 12022019.pdf	PDF	Dec 2, 2019

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General Location

Station Range

(LNFT)

Site # Current Condition Proposed Repair

(1), (2), (3) Construction

Materials

Dillion Pass

1330+67 to

1332+55 LT

(188 LNFT)

Embankment slope is 47’ High at 1V:1.5H. Slope is unvegetated and erosion headcuting toward roadway. An estimated 300 CUYD of concrete slurry was used to fill a void discovered under the roadway in 2010. The exact extents of the slurry fill are unknown.

Remove slurry fill and reconstruct embankment with RSS Height: 47 FT Max

Angle: 1V:1.5H

SV : 1 FT

Reinforcement Length: 33

Reinforcement Geogrid Type II per Table 714-6

Backfill material per 704.03(b)

Geocomposite sheet drain per

714.02

1341+40 to

1341+90 RT

(50 LNFT)

Embankment slope ranges 40- 50’ High at 1V:1.5H or steeper.

Slope is unvegetated and erosion headcuting toward roadway.

Shallow RSS Height: 50 FT Max

Angle: 1V:2H

SV : 1 FT

Reinforcement Length: 6

Stabilization Geogrid per Table

714-4

1344+00 to

1349+00 LT

(500 LNFT)

Embankment slope ranges 50 to 60 feet High at 1V:1.5H. Slope is unvegetated and erosion headcuting toward roadway.

Shallow RSS Height: 50 FT Max

Angle: 1V:2H

SV : 1 FT

Reinforcement Length: 6

Stabilization

Cattle Guard

Removal Near

Pinnacles Overlook

1404+88 to 1405+12

LT/RT (24

LNFT)

Embankment fill slope ranges 15 to 20 feet over natural slope which continues roughly 100 vertical feet. Roadway drainage concentrating flow at cattleguard eroded fill undermining foundation of cattleguard on the LEFT side.

Deep Patch (LT and RT) Depth: 6 feet

SV : 1 FT

1V:2H

Stabilization

Geocomposite sheet drain per

714.02 Notes:

(1) RSS: Reinforced Soil Slope

(2) Sv: Vertical spacing of reinforcement or stabilization geogrid.

(3) Reinforcement length measured horizontally from slope face.

ANALYSIS

Shallow Reinforced Soil Slopes (SRSS)

Shallow Reinforced Soil Slopes (SRSS) were evaluated as the preferred repair solution for Sites 1, 3, 6 and 7 because the stabilization geogrid at the face of proposed slope will reduce erosion and slumping before revegetation can begin. Traditionally a 1V:2H slope is the maximum ratio before geotextiles are needed for stability. However, many of the existing 1V:2H slopes within the project limits are not vegetated and are surficially unstable. All SRSS should have a maximum slope angle of 1V:2H. The finished slope face should be top soiled, seeded and covered with a rolled erosion control product

(RECP).

Deep Patch

A Deep Patch is the recommended repair alternative for Sites 2, 4 and 8. These sites are exhibiting signs of minor embankment failures. The depth failure is assumed to be less than 5 feet. All deep patches are recommended to be 6 feet in depth and either half the roadway width or full width as designated in Table 1 above. The reinforcement spacing is no more than 1 feet vertically and should daylight at the slope face at a maximum slope of 1V:2H. The finished slope face should be top soiled, seeded and covered with a rolled erosion control product (RECP).

Reinforced Soil Slope (RSS)

The proposed RSS repair for Site 5 is was evaluated based on visual investigations of existing site conditions and estimation of the native materials strength properties by back-analysis using SLIDE 7.0. The Bishop method of slices were used with isotropic soil and rock parameters. All cross sections were evaluated where the slope height was at its maximum and/or where the slope in front of damage site were the steepest.

Seismicity is not a major issue in this region. There are no Quaternary faults mapped within the general vicinity of the project site and therefore analysis of seismic loading was not considered necessary in the global slope stability analysis. Assumptions used in the back analysis for the RSS at Site 5 is presented in the following tables.

Table 2: - Estimated Material Properties of Native Soils for Design of Reinforced Soil Slopes

Notes:

(1) No indication of instability was observed in the existing embankment therefore a

Factor of Safety of 1.2 was assumed.

The estimated pre-failure soil strength properties were then incorporated as the undisturbed foundations and used in the analysis of the Reinforced Soil Slopes. RESSA, a two dimensional, limit equilibrium computer program from ADAMA Engineering was used in the analysis of the RSS. The Bishop method of slices was used with isotropic soil and rock parameters. Analysis were performed to determine embedment lengths, spacing and tensile strength required for a minimum static FS of 1.3. Mohr-Coulomb strength parameters for embankment fill are presented in Table 3. A 250 pounds per square foot surcharge load was included in the long term static analysis. See the attachments for the geotextile slope design calculations. The finished slope face should be top soiled, seeded and covered with a rolled erosion control product (RECP). See Table 3 for a summary of the proposed repair stability analysis.

Material Factor of Safety

Used in Back Analysis

Unit Weight, γ pcf.

Friction Angle, φ (deg)

Cohesion Intercept, c psf

Bentonitic Claystone and Siltstone 1.2 (1) 110 22 600

Table 3: - Slope Geometry and Assumed Material Properties of Embankment Backfill for Design of Reinforced Soil Slopes

LIMITATIONS

The recommendations in this memorandum are based on the data obtained from visual field investigation. The results of these observations and tests represent conditions at the specific locations indicated. Subsurface variations across the site are likely and may not become evident until excavation is performed. The analysis and recommendations include interpretations developed by the Government in the process of preparing the design. These interpretations are not intended as a substitute for the personal investigation, independent interpretation, and judgment of the Contractor.

APPENDICIES

Appendix A – Analysis

Reinforced Mass

Proposed Maximum

Slope Ratio (V:H)

Proposed Maximum

Slope Height

Applied Surcharge Load (psf)

Total Unit

Weight, γ (pcf).

Friction Angle, φ (deg)

Cohesion Intercept, c (psf)

Calculated F.S.

Backfill Material

703.03 (b) 1:1.5 47 250 130 28 100 1.3

Appendix A – Analysis

1.221.22

250.00 lbs/ft2 250.00 lbs/ft2

1.221.22

Material Name Color Unit Weight (lbs/ 3) Strength Type Cohesion

(psf) Phi (deg)

Bentoni c Claystone & Siltstone (White River Gp) 110 Mohr‐Coulomb 600 22

32.482

NOTE: Soils below roadway embankment contain cement slurry to an unknown extent

Safety Factor 0.00 0.25 0.50 0.75 1.00 1.25 1.50 1.75 2.00 2.25 2.50 2.75 3.00 3.25 3.50 3.75 4.00 4.25 4.50 4.75 5.00 5.25 5.50 5.75 6.00+

40 60 80 100 120 140 160 180 200 220 240

Analysis Description STA 1331+75, Existing Condition Company FHWA-CFLScale 1:250Drawn By D. Monarco File Name 1331+75 Existing Cond.slimDate 12/11/2018, 11:24:47 AM

Project

SD FTNP BADL 10(9) Dillon Pass Embankment Repairs

SLIDEINTERPRET 7.018

1.311.31

250.00 lbs/ft2 250.00 lbs/ft2

1.311.31

Material Name Color Unit Weight (lbs/ 3) Strength Type Cohesion

(psf) Phi (deg)

Bentoni c Claystone & Siltstone (White River Gp) 110 Mohr‐Coulomb 600 22

Reinforced Mass 704.03 (b) 130 Mohr‐Coulomb 100 28

Support Name Color Type Force Applica on Anchorage Tensile Strength (lbs/ )

1 FT Vert Spac Reinf Geotext Type II 1500 lbf Ul mate GeoTex le Passive (Method B) None 1500

47.0

33.0

NOTE: Soils below roadway embankment contain cement slurry to an unknown extent. Removal of slurry is required prior to RSS construction.

Safety Factor 0.00 0.25 0.50 0.75 1.00 1.25 1.50 1.75 2.00 2.25 2.50 2.75 3.00 3.25 3.50 3.75 4.00 4.25 4.50 4.75 5.00 5.25 5.50 5.75 6.00+

40 60 80 100 120 140 160 180 200 220 240

Analysis Description STA 1331+75, Proposed RSS (47 feet) Company FHWA-CFLScale 1:250Drawn By D. Monarco File Name 1331+75 Proposed RSS 47 feet.slimDate 12/11/2018, 11:24:47 AM

Project

SD FTNP 10(9) Dillon Pass Embankment Repairs

SLIDEINTERPRET 7.018

Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0 ReSSA Version 3.0

ReSSA -- Reinforced Slope Stability Analysis Badlands NP Dillion Pass RSS 48H 33L Present Date/Time: Wed Dec 12 11:14:33 2018 N:\SD\badl10(9)\Geotech\5_Analysis\RSS 1331+75 Single Reinforcement.MSE

PROJECT IDENTIFICATION

Title: Badlands NP Dillion Pass RSS 48H 33L Project Number: - Client:

Designer: Dominic Monarco

Description:

Static Analysis - Rev 1c (Slope=1:1.5, H=48 ft, Spacing=1ft)

Company's information:

Name:

Street:

Telephone #:

Fax #:

E-Mail:

Original file path and name: N:\SD\badl ..... ch\5_Analysis\RSS 1331+75 Single Reinforcement.MSE Original date and time of creating this file: Wed Mar 01 09:22:00 2017

PROGRAM MODE: Analysis of a General Slope using GEOSYNTHETIC as reinforcing material.

Present Date/Time: Wed Dec 12 11:14:33 2018 N:\SD\badl10(9)\Geotech\5_Analysis\RSS 1331+75 Single Reinforcement.MSE

INPUT DATA (EXCLUDING REINFORCEMENT LAYOUT)

SOIL DATA

=========== Soil Layer #: =========== Unit weight, [lb/ft ³]

Internal angle of friction, [deg.] Cohesion, c

[lb/ft ²]

...........................................................................1 Reinforced Soil 704.03(b) 130.0 28.0 100.0

...........................................................................2 Native Claystone Siltstone 110.0 22.0 600.0

REINFORCEMENT

R e i n f o r c e m e n t

Type # Geosynthetic Designated Name

Ultimate Strength, Tult

Reduction Factor for Installation Damage, RFid

Reduction Factor for Durability, RFd

Reduction Factor for Creep, RFc

Additional Reduction Factor, RFa

Coverage Ratio, Rc

[lb/ft]

1 Reinforcement Geotextile, Type 1500.00 1.00 1.00 1.00 1.00 1.00

I n t e r a c t i o n P a r a m e t e r s

Type # Geosynthetic Designated Name

== Direct Sliding == ==== Pullout ====

Cds-phi Cds-c Ci Alpha

1 Reinforcement Geotextile, Type 0.80 0.00 0.80 0.80

Relative Orientation of Reinforcement Force, ROR = 0.00. Assigned Factor of Safety to resist pullout, Fs-po = 1.50 Design method for Global Stability: Comprehensive Bishop.

WATER

Unit weight of water = 62.45 [lb/ft ³] Water pressure is defined by phreatic surface in Effective Stress Analysis.

SEISMICITY

Not Applicable

Badlands NP Dillion Pass RSS 48H 33L

Present Date/Time: Wed Dec 12 11:14:33 2018 N:\SD\badl10(9)\Geotech\5_Analysis\RSS 1331+75 Single Reinforcement.MSE

DRAWING OF SPECIFIED GEOMETRY - GENERAL - Quick Input

-- Problem geometry is defined along sections selected by user at x,y coordinates.

-- X1,Y1 represents the coordinates of soil surface. X2,Y2 represent the coordinates of the end of soil layer 1 and start of soil layer 2, and so on.

-- Xw,Yw represents the coordinates of phreatic surface.

GEOMETRY

Soil profile contains 2 layers (see details in next page)

WATER GEOMETRY

Phreatic line was specified.

UNIFORM SURCHARGE

Load Q1 = 250.00 [lb/ft²] inclined from verical at 0.00 degrees, starts at X1s = 90.50 and ends at X1e = 118.50 [ft].

.......................................................................Surcharge load, Q2 None .......................................................................Surcharge load, Q3 None

STRIP LOAD

.......................................................................None

Toe point

7 8 9 1011 12

15 16

SCALE:

0246810[ft]

Badlands NP Dillion Pass RSS 48H 33L

Present Date/Time: Wed Dec 12 11:14:33 2018 N:\SD\badl10(9)\Geotech\5_Analysis\RSS 1331+75 Single Reinforcement.MSE

TABULATED DETAILS OF GEMERAL SPECIFIED GEOMETRY

Soil profile contains 2 layers. Coordinates in [ft.] Water was described by phreatic line.

# Xi Yi Top of Layer 1 1 0.00 0.00

2 82.50 55.00 3 118.50 55.00 4 133.00 53.00 5 153.00 60.00 6 191.00 96.00

Top of Layer 2 7 0.00 0.00 8 11.00 7.00 9 45.00 7.00 10 112.00 52.00 11 133.00 53.00 12 153.00 60.00 13 191.00 96.00

Top of Phreatic Line 15 -0.80 0.00 16 10.00 7.00 17 47.00 7.00 18 104.00 45.00 19 123.10 52.30 20 145.60 56.90 21 216.50 73.60

Badlands NP Dillion Pass RSS 48H 33L

Present Date/Time: Wed Dec 12 11:14:33 2018 N:\SD\badl10(9)\Geotech\5_Analysis\RSS 1331+75 Single Reinforcement.MSE

TABULATED DETAILS OF SPECIFIED GEOMETRY

Soil profile contains 2 layers. Coordinates in [ft.] Water was described by phreatic line. Y values are tabulated in the right most column.

# X Y1 Y2 Yw (phreatic)

1 -0.80 0.00 0.00 0.00 2 0.00 0.00 0.00 0.52 3 10.00 6.67 6.36 7.00 4 11.00 7.33 7.00 7.00 5 45.00 30.00 7.00 7.00 6 47.00 31.33 8.34 7.00 7 82.50 55.00 32.19 30.67 8 104.00 55.00 46.63 45.00 9 112.00 55.00 52.00 48.06 10 118.50 55.00 52.31 50.54 11 123.10 54.37 52.53 52.30 12 133.00 53.00 53.00 54.32 13 145.60 57.41 57.41 56.90 14 153.00 60.00 60.00 58.64 15 191.00 96.00 96.00 67.59 16 216.50 96.00 96.00 73.60

Badlands NP Dillion Pass RSS 48H 33L

Present Date/Time: Wed Dec 12 11:14:33 2018 N:\SD\badl10(9)\Geotech\5_Analysis\RSS 1331+75 Single Reinforcement.MSE

DISTRIBUTION OF AVAILABLE STRENGTH ALONG EACH REINFORCEMENT LAYER

A = Front-end of reinforcement (at face of slope) B = Rear-end of reinforcement AB = L1 + L2 + L3 = Embedded length of reinforcement

Tavailable = Long-term strength of reinforcement Tfe = Available front-end strength (e.g., connection to facing)

L1 = Front-end 'pullout' length L2 = Rear-end pullout length Tavailable prevails along L3

Factor of safety on resistance to pullout on either end of reinforcement, Fs-po = 1.50

Reinforcement Layer #

Designated Name

Height Relative to Toe [ft]

L [ft]

L1 [ft]

L2 [ft]

L3 [ft]

Tfe [lb/ft]

Tavailable [lb/ft]

1 Reinforcement Geotextile, Type 7.00 33.00 0.00 1.12 31.88 1500.00 1500.00 2 Reinforcement Geotextile, Type 8.00 33.00 0.00 1.12 31.88 1500.00 1500.00 3 Reinforcement Geotextile, Type 9.00 33.00 0.00 1.12 31.88 1500.00 1500.00 4 Reinforcement Geotextile, Type 10.00 33.00 0.00 1.12 31.88 1500.00 1500.00 5 Reinforcement Geotextile, Type 11.00 33.00 0.00 1.12 31.88 1500.00 1500.00 6 Reinforcement Geotextile, Type 12.00 33.00 0.00 1.12 31.88 1500.00 1500.00 7 Reinforcement Geotextile, Type 13.00 33.00 0.00 1.12 31.88 1500.00 1500.00 8 Reinforcement Geotextile, Type 14.00 33.00 0.00 1.12 31.88 1500.00 1500.00 9 Reinforcement Geotextile, Type 15.00 33.00 0.00 1.12 31.88 1500.00 1500.00

10 Reinforcement Geotextile, Type 16.00 33.00 0.00 1.12 31.88 1500.00 1500.00 11 Reinforcement Geotextile, Type 17.00 33.00 0.00 1.12 31.88 1500.00 1500.00 12 Reinforcement Geotextile, Type 18.00 33.00 0.00 1.12 31.88 1500.00 1500.00 13 Reinforcement Geotextile, Type 19.00 33.00 0.00 1.12 31.88 1500.00 1500.00 14 Reinforcement Geotextile, Type 20.00 33.00 0.00 1.12 31.88 1500.00 1500.00 15 Reinforcement Geotextile, Type 21.00 33.00 0.00 1.12 31.88 1500.00 1500.00 16 Reinforcement Geotextile, Type 22.00 33.00 0.00 1.12 31.88 1500.00 1500.00 17 Reinforcement Geotextile, Type 23.00 33.00 0.00 1.12 31.88 1500.00 1500.00 18 Reinforcement Geotextile, Type 24.00 33.00 0.00 1.12 31.88 1500.00 1500.00 19 Reinforcement Geotextile, Type 25.00 33.00 0.00 1.12 31.88 1500.00 1500.00 20 Reinforcement Geotextile, Type 26.00 33.00 0.00 1.12 31.88 1500.00 1500.00 21 Reinforcement Geotextile, Type 27.00 33.00 0.00 1.12 31.88 1500.00 1500.00 22 Reinforcement Geotextile, Type 28.00 33.00 0.00 1.12 31.88 1500.00 1500.00 23 Reinforcement Geotextile, Type 29.00 33.00 0.00 1.12 31.88 1500.00 1500.00 24 Reinforcement Geotextile, Type 30.00 33.00 0.00 1.12 31.88 1500.00 1500.00 25 Reinforcement Geotextile, Type 31.00 33.00 0.00 1.12 31.88 1500.00 1500.00 26 Reinforcement Geotextile, Type 32.00 33.00 0.00 1.12 31.88 1500.00 1500.00 27 Reinforcement Geotextile, Type 33.00 33.00 0.00 1.12 31.88 1500.00 1500.00 28 Reinforcement Geotextile, Type 34.00 33.00 0.00 1.15 31.85 1500.00 1500.00 29 Reinforcement Geotextile, Type 35.00 33.00 0.00 1.21 31.79 1500.00 1500.00 30 Reinforcement Geotextile, Type 36.00 33.00 0.00 1.25 31.75 1500.00 1500.00 31 Reinforcement Geotextile, Type 37.00 33.00 0.00 1.31 31.69 1500.00 1500.00 32 Reinforcement Geotextile, Type 38.00 33.00 0.00 1.41 31.59 1500.00 1500.00 33 Reinforcement Geotextile, Type 39.00 33.00 0.00 1.48 31.52 1500.00 1500.00 34 Reinforcement Geotextile, Type 40.00 33.00 0.00 1.57 31.43 1500.00 1500.00 35 Reinforcement Geotextile, Type 41.00 33.00 0.00 1.67 31.33 1500.00 1500.00

Badlands NP Dillion Pass RSS 48H 33L

Present Date/Time: Wed Dec 12 11:14:33 2018 N:\SD\badl10(9)\Geotech\5_Analysis\RSS 1331+75 Single Reinforcement.MSE

DISTRIBUTION OF AVAILABLE STRENGTH ALONG EACH REINFORCEMENT LAYER (continues)

Factor of safety on resistance to pullout on either end of reinforcement, Fs-po = 1.50

Reinforcement Layer #

Designated Name

Height Relative to Toe [ft]

L [ft]

L1 [ft]

L2 [ft]

L3 [ft]

Tfe [lb/ft]

Tavailable [lb/ft]

36 Reinforcement Geotextile, Type 42.00 33.00 0.00 1.77 31.23 1500.00 1500.00 37 Reinforcement Geotextile, Type 43.00 33.00 0.00 1.90 31.10 1500.00 1500.00 38 Reinforcement Geotextile, Type 44.00 33.00 0.00 2.07 30.93 1500.00 1500.00 39 Reinforcement Geotextile, Type 45.00 33.00 0.00 2.23 30.77 1500.00 1500.00 40 Reinforcement Geotextile, Type 46.00 33.00 0.00 2.46 30.54 1500.00 1500.00 41 Reinforcement Geotextile, Type 47.00 33.00 0.00 2.72 30.28 1500.00 1500.00 42 Reinforcement Geotextile, Type 48.00 33.00 0.00 3.02 29.98 1500.00 1500.00 43 Reinforcement Geotextile, Type 49.00 33.00 0.00 3.44 29.56 1500.00 1500.00 44 Reinforcement Geotextile, Type 50.00 33.00 0.00 3.97 29.03 1500.00 1500.00 45 Reinforcement Geotextile, Type 51.00 33.00 0.00 4.69 28.31 1500.00 1500.00 46 Reinforcement Geotextile, Type 52.00 42.00 0.00 2.36 39.64 1500.00 1500.00 47 Reinforcement Geotextile, Type 53.00 42.00 0.00 7.58 34.42 1500.00 1500.00 48 Reinforcement Geotextile, Type 54.00 42.00 0.00 10.99 31.01 1500.00 1500.00

Badlands NP Dillion Pass RSS 48H 33L

Present Date/Time: Wed Dec 12 11:14:33 2018 N:\SD\badl10(9)\Geotech\5_Analysis\RSS 1331+75 Single Reinforcement.MSE

RESULTS OF TRANSLATIONAL ANALYSIS

Results in the table below represent critical two-part wedges identified between specified starting (X1) and ending (X2) search points. Wedges along all reinforcement layers and at elevation zero are reported. The critical two-part wedge, one for each predetermined elevation, is defined by Xa, Xb and Xc where Xa is the front end of the passive wedge (slope face), Xb is where the passive wedge ends and the active one starts, and Xc is the X-ordinate at which the active wedge starts.

Critical two-part wedge along each interface:

Interface Height Relative to Toe [ft]

( Xa, Ya ) [ft]

( Xb, Yb ) [ft]

( Xc, Yc ) [ft]

Fs STATUS

At toe elevation 0.00 0.00 0.00 41.80 0.00 114.79 55.00 1.49 Minimum on Edge

Reinf. Layer #1 7.00 10.50 7.00 37.11 7.00 119.91 54.81 1.78 OK . .Reinf. Layer #2 8.00 12.00 8.00 45.19 8.00 114.87 55.00 1.34 Minimum on Edge

Reinf. Layer #3 9.00 13.50 9.00 46.69 9.00 114.89 55.00 1.36 Minimum on Edge Reinf. Layer #4 10.00 15.00 10.00 48.19 10.00 114.91 55.00 1.38 Minimum on Edge Reinf. Layer #5 11.00 16.50 11.00 49.69 11.00 114.92 55.00 1.39 Minimum on Edge Reinf. Layer #6 12.00 18.00 12.00 51.19 12.00 114.94 55.00 1.41 Minimum on Edge Reinf. Layer #7 13.00 19.50 13.00 52.69 13.00 114.96 55.00 1.43 Minimum on Edge Reinf. Layer #8 14.00 21.00 14.00 54.19 14.00 114.97 55.00 1.44 Minimum on Edge Reinf. Layer #9 15.00 22.50 15.00 55.69 15.00 114.99 55.00 1.46 Minimum on Edge Reinf. Layer #10 16.00 24.00 16.00 57.19 16.00 115.01 55.00 1.49 Minimum on Edge Reinf. Layer #11 17.00 25.50 17.00 58.69 17.00 115.03 55.00 1.50 Minimum on Edge Reinf. Layer #12 18.00 27.00 18.00 60.19 18.00 115.04 55.00 1.53 Minimum on Edge Reinf. Layer #13 19.00 28.50 19.00 61.69 19.00 115.06 55.00 1.55 Minimum on Edge Reinf. Layer #14 20.00 30.00 20.00 63.19 20.00 115.08 55.00 1.57 Minimum on Edge Reinf. Layer #15 21.00 31.50 21.00 64.69 21.00 115.10 55.00 1.60 Minimum on Edge Reinf. Layer #16 22.00 33.00 22.00 66.19 22.00 115.11 55.00 1.63 Minimum on Edge Reinf. Layer #17 23.00 34.50 23.00 67.69 23.00 115.13 55.00 1.66 Minimum on Edge Reinf. Layer #18 24.00 36.00 24.00 69.19 24.00 115.15 55.00 1.69 Minimum on Edge Reinf. Layer #19 25.00 37.50 25.00 70.69 25.00 115.17 55.00 1.73 Minimum on Edge Reinf. Layer #20 26.00 39.00 26.00 72.19 26.00 115.18 55.00 1.77 Minimum on Edge Reinf. Layer #21 27.00 40.50 27.00 73.69 27.00 115.20 55.00 1.81 Minimum on Edge Reinf. Layer #22 28.00 42.00 28.00 75.19 28.00 115.22 55.00 1.86 Minimum on Edge Reinf. Layer #23 29.00 43.50 29.00 76.69 29.00 115.24 55.00 1.91 Minimum on Edge Reinf. Layer #24 30.00 45.00 30.00 78.19 30.00 115.25 55.00 1.97 Minimum on Edge Reinf. Layer #25 31.00 46.50 31.00 79.69 31.00 115.27 55.00 2.03 Minimum on Edge Reinf. Layer #26 32.00 48.00 32.00 81.19 32.00 115.29 55.00 2.10 Minimum on Edge Reinf. Layer #27 33.00 49.50 33.00 82.69 33.00 115.31 55.00 2.19 Minimum on Edge Reinf. Layer #28 34.00 51.00 34.00 84.19 34.00 115.32 55.00 2.28 Minimum on Edge Reinf. Layer #29 35.00 52.50 35.00 85.69 35.00 115.34 55.00 2.38 Minimum on Edge Reinf. Layer #30 36.00 54.00 36.00 87.19 36.00 115.36 55.00 2.49 Minimum on Edge Reinf. Layer #31 37.00 55.50 37.00 88.69 37.00 115.38 55.00 2.60 Minimum on Edge Reinf. Layer #32 38.00 57.00 38.00 90.19 38.00 115.39 55.00 2.72 Minimum on Edge Reinf. Layer #33 39.00 58.50 39.00 91.69 39.00 115.41 55.00 2.88 Minimum on Edge Reinf. Layer #34 40.00 60.00 40.00 93.19 40.00 115.43 55.00 3.07 Minimum on Edge Reinf. Layer #35 41.00 61.50 41.00 74.96 41.00 99.20 55.00 3.50 OK Reinf. Layer #36 42.00 63.00 42.00 96.19 42.00 115.46 55.00 3.52 Minimum on Edge Reinf. Layer #37 43.00 64.50 43.00 77.96 43.00 97.93 55.00 3.82 OK Reinf. Layer #38 44.00 66.00 44.00 79.46 44.00 98.51 55.00 4.00 OK

Note: In the 'Status' column, OK means the critical two part-wedge was identified within the specified search domain. 'Minimum on Edge' means the critical result corresponds to a minimum on the edge of the search domain; i.e., either on X1 or X2 or the internally preset limits on Xc.

Badlands NP Dillion Pass RSS 48H 33L

Present Date/Time: Wed Dec 12 11:14:33 2018 N:\SD\badl10(9)\Geotech\5_Analysis\RSS 1331+75 Single Reinforcement.MSE

RESULTS OF TRANSLATIONAL ANALYSIS (continues)

Critical two-part wedge along each interface:

Interface Height Relative to Toe [ft]

( Xa, Ya ) [ft]

( Xb, Yb ) [ft]

( Xc, Yc ) [ft]

Fs STATUS

Reinf. Layer #39 45.00 67.50 45.00 80.96 45.00 96.96 55.00 4.26 OK Reinf. Layer #40 46.00 69.00 46.00 82.46 46.00 98.04 55.00 4.59 OK Reinf. Layer #41 47.00 70.50 47.00 83.96 47.00 97.81 55.00 5.00 OK Reinf. Layer #42 48.00 72.00 48.00 85.46 48.00 97.58 55.00 5.48 OK Reinf. Layer #43 49.00 73.50 49.00 86.96 49.00 97.35 55.00 6.02 OK Reinf. Layer #44 50.00 75.00 50.00 88.46 50.00 95.60 55.00 6.68 OK Reinf. Layer #45 51.00 76.50 51.00 89.96 51.00 94.72 55.00 7.15 OK Reinf. Layer #46 52.00 78.00 52.00 86.68 52.00 91.67 55.00 11.35 OK Reinf. Layer #47 53.00 0.00 0.00 0.00 0.00 0.00 0.001000033.30 No convergence Reinf. Layer #48 54.00 0.00 0.00 0.00 0.00 0.00 0.001000033.30 No convergence

Badlands NP Dillion Pass RSS 48H 33L

Present Date/Time: Wed Dec 12 11:14:33 2018 N:\SD\badl10(9)\Geotech\5_Analysis\RSS 1331+75 Single Reinforcement.MSE

CRITICAL RESULTS OF ROTATIONAL AND TRANSLATIONAL STABILITY ANALYSES

Rotational (Circular Arc; Bishop) Stability Analysis

N O T C O N D U C T E D

Translational (2-Part Wedge; Spencer), Direct Sliding, Stability Analysis Minimum Factor of Safety = 1.34 Critical Two-Part Wedge: (Xa = 12.00, Ya = 8.00) [ft]

(Xb = 45.19, Yb = 8.00) [ft] (Xc = 114.87, Yc = 55.00) [ft] (Number of slices used = 30 ) Interslice resultant force inclination = 21.79 [degrees]

Three-Part Wedge Stability Analysis

N O T C O N D U C T E D

REINFORCEMENT LAYOUT: DRAWING

SCALE:

0246810[ft]

Badlands NP Dillion Pass RSS 48H 33L

Present Date/Time: Wed Dec 12 11:14:33 2018 N:\SD\badl10(9)\Geotech\5_Analysis\RSS 1331+75 Single Reinforcement.MSE

REINFORCEMENT LAYOUT: TABULATED DATA & QUANTITIES

Layer

Reinf.

Type #

Geosynthetic Designated Name

Height Relative to Toe [ft]

Embedded Length [ft]

Covergae Ratio, Rc

( X, Y ) front [ft]

( X, Y ) rear [ft]

Lsv * [ft]

Lre [ft]

1 1 Reinforcement Geotextile, Type7.00 33.00 1.00 10.50 7.00 43.50 7.00 0.00 0.00 2 1 Reinforcement Geotextile, Type8.00 33.00 1.00 12.00 8.00 45.00 8.00 0.00 0.00 3 1 Reinforcement Geotextile, Type9.00 33.00 1.00 13.50 9.00 46.50 9.00 0.00 0.00 4 1 Reinforcement Geotextile, Type10.00 33.00 1.00 15.00 10.00 48.00 10.00 0.00 0.00 5 1 Reinforcement Geotextile, Type11.00 33.00 1.00 16.50 11.00 49.50 11.00 0.00 0.00 6 1 Reinforcement Geotextile, Type12.00 33.00 1.00 18.00 12.00 51.00 12.00 0.00 0.00 7 1 Reinforcement Geotextile, Type13.00 33.00 1.00 19.50 13.00 52.50 13.00 0.00 0.00 8 1 Reinforcement Geotextile, Type14.00 33.00 1.00 21.00 14.00 54.00 14.00 0.00 0.00 9 1 Reinforcement Geotextile, Type15.00 33.00 1.00 22.50 15.00 55.50 15.00 0.00 0.00 10 1 Reinforcement Geotextile, Type16.00 33.00 1.00 24.00 16.00 57.00 16.00 0.00 0.00 11 1 Reinforcement Geotextile, Type17.00 33.00 1.00 25.50 17.00 58.50 17.00 0.00 0.00 12 1 Reinforcement Geotextile, Type18.00 33.00 1.00 27.00 18.00 60.00 18.00 0.00 0.00 13 1 Reinforcement Geotextile, Type19.00 33.00 1.00 28.50 19.00 61.50 19.00 0.00 0.00 14 1 Reinforcement Geotextile, Type20.00 33.00 1.00 30.00 20.00 63.00 20.00 0.00 0.00 15 1 Reinforcement Geotextile, Type21.00 33.00 1.00 31.50 21.00 64.50 21.00 0.00 0.00 16 1 Reinforcement Geotextile, Type22.00 33.00 1.00 33.00 22.00 66.00 22.00 0.00 0.00 17 1 Reinforcement Geotextile, Type23.00 33.00 1.00 34.50 23.00 67.50 23.00 0.00 0.00 18 1 Reinforcement Geotextile, Type24.00 33.00 1.00 36.00 24.00 69.00 24.00 0.00 0.00 19 1 Reinforcement Geotextile, Type25.00 33.00 1.00 37.50 25.00 70.50 25.00 0.00 0.00 20 1 Reinforcement Geotextile, Type26.00 33.00 1.00 39.00 26.00 72.00 26.00 0.00 0.00 21 1 Reinforcement Geotextile, Type27.00 33.00 1.00 40.50 27.00 73.50 27.00 0.00 0.00 22 1 Reinforcement Geotextile, Type28.00 33.00 1.00 42.00 28.00 75.00 28.00 0.00 0.00 23 1 Reinforcement Geotextile, Type29.00 33.00 1.00 43.50 29.00 76.50 29.00 0.00 0.00 24 1 Reinforcement Geotextile, Type30.00 33.00 1.00 45.00 30.00 78.00 30.00 0.00 0.00 25 1 Reinforcement Geotextile, Type31.00 33.00 1.00 46.50 31.00 79.50 31.00 0.00 0.00 26 1 Reinforcement Geotextile, Type32.00 33.00 1.00 48.00 32.00 81.00 32.00 0.00 0.00 27 1 Reinforcement Geotextile, Type33.00 33.00 1.00 49.50 33.00 82.50 33.00 0.00 0.00 28 1 Reinforcement Geotextile, Type34.00 33.00 1.00 51.00 34.00 84.00 34.00 0.00 0.00 29 1 Reinforcement Geotextile, Type35.00 33.00 1.00 52.50 35.00 85.50 35.00 0.00 0.00 30 1 Reinforcement Geotextile, Type36.00 33.00 1.00 54.00 36.00 87.00 36.00 0.00 0.00 31 1 Reinforcement Geotextile, Type37.00 33.00 1.00 55.50 37.00 88.50 37.00 0.00 0.00 32 1 Reinforcement Geotextile, Type38.00 33.00 1.00 57.00 38.00 90.00 38.00 0.00 0.00 33 1 Reinforcement Geotextile, Type39.00 33.00 1.00 58.50 39.00 91.50 39.00 0.00 0.00 34 1 Reinforcement Geotextile, Type40.00 33.00 1.00 60.00 40.00 93.00 40.00 0.00 0.00 35 1 Reinforcement Geotextile, Type41.00 33.00 1.00 61.50 41.00 94.50 41.00 0.00 0.00 36 1 Reinforcement Geotextile, Type42.00 33.00 1.00 63.00 42.00 96.00 42.00 0.00 0.00 37 1 Reinforcement Geotextile, Type43.00 33.00 1.00 64.50 43.00 97.50 43.00 0.00 0.00 38 1 Reinforcement Geotextile, Type44.00 33.00 1.00 66.00 44.00 99.00 44.00 0.00 0.00 39 1 Reinforcement Geotextile, Type45.00 33.00 1.00 67.50 45.00 100.50 45.00 0.00 0.00 40 1 Reinforcement Geotextile, Type46.00 33.00 1.00 69.00 46.00 102.00 46.00 0.00 0.00 41 1 Reinforcement Geotextile, Type47.00 33.00 1.00 70.50 47.00 103.50 47.00 0.00 0.00 42 1 Reinforcement Geotextile, Type48.00 33.00 1.00 72.00 48.00 105.00 48.00 0.00 0.00 43 1 Reinforcement Geotextile, Type49.00 33.00 1.00 73.50 49.00 106.50 49.00 0.00 0.00 44 1 Reinforcement Geotextile, Type50.00 33.00 1.00 75.00 50.00 108.00 50.00 0.00 0.00 45 1 Reinforcement Geotextile, Type51.00 33.00 1.00 76.50 51.00 109.50 51.00 0.00 0.00 46 1 Reinforcement Geotextile, Type52.00 42.00 1.00 78.00 52.00 120.00 52.00 0.00 0.00 47 1 Reinforcement Geotextile, Type53.00 42.00 1.00 79.50 53.00 121.50 53.00 0.00 0.00 48 1 Reinforcement Geotextile, Type54.00 42.00 1.00 81.00 54.00 123.00 54.00 0.00 0.00

* Vertical distance between layers.QUANTITIES

Reinf. Type # Designated Name Coverage Ratio Area of reinforcemnt [ft²] / length of slope [ft] 1 Reinforcement Geotextile, Type1.00 1611.00

Badlands NP Dillion Pass RSS 48H 33L

Memo SD FTNP BADL 10(9) Dillion and Bigfoot Pass Embank Repairs 01.10.2018

Appendix A

1331+75 Existing Cond (scale 250)

1331+75 Proposed RSS 47 feet (scale 250)

RSS 1331+75 Single Reinforcement (with logo)

File details come from the government source that posted it. Updated Dec 3, 2019.