Golder_Associates_Draped_Slope_Protection_Design_Site_4_Technical_Memorandum.pdf

TECHNICAL MEMORANDUM

051816dpf1_draped slope protection design memo.docx Golder Associates Inc.

18300 NE Union Hill Road, Suite 200 Redmond, WA 98052 USA

Tel: (425) 883-0777 Fax: (425) 882-5498 www.golder.com

Golder Associates: Operations in Africa, Asia, Australasia, Europe, North America and South America

Golder, Golder Associates and the GA globe design are trademarks of Golder Associates Corporation

Golder Associates Inc. (Golder) provided design recommendations for support of soil cuts associated with improvements of the forest service road along the Middle Fork Snoqualmie River Road. This technical memorandum is a summary of the design process and recommendations. The work was done at the request of Robert Peccia and Associates (RPA).

1.0 PROJECT DESCRIPTION

Improvements to the Middle Fork Snoqualmie River Road require cuts into the slope adjacent to the road.

One cut in particular identified as Site 4 will be made mostly in rock, but there is a significant soil section overlying the rock. Cuts in soil portion at Site 4 will be supported by a pinned draped slope mesh system.

The system is a two component system consisting of the wire mesh overlying a turf reinforcement mat

(TRM). The TRM and wire mesh will extend from the base of the soil cut an additional 10 feet (slope distance) beyond the crest of the soil cut.

2.0 ANALYSIS

2.1 Geometry

Two design sections were considered for the critical cases, based on cross-sections provided by RPA. The cut in soil at the first section (Station [Sta.] 280+50) is expected to be about 22 feet high. The second section (Sta. 281+00) is expected to have a cut in soil about 14 feet high. The soil cut will be battered at a

1H:2V slope.

2.2 Soil Parameters

Assessment of soil conditions in the field was limited, but indicated that soil in the supported zone consists of a layer of colluvium overlying alpine till and/or bedrock. Soil parameters used in the design were based on back-analysis of the natural slope. Presence of bedrock within the supported zone was ignored in the analysis, such that a maximum anchor nail length would be calculated. The following soil parameters were used in the analysis:

Date: May 19, 2016 Project No.: 14-03984

To: Brian Wacker, PE Company: Robert Peccia and Associates

From: Steven Van Shaar, PE David P. Findley, LEG cc: Andrew Walker, PE Email: dfindley@golder.com

RE: MIDDLE FORK SNOQUALMIE RIVER ROAD

DRAPED SLOPE PROTECTION DESIGN-SITE 4

SNOQUALMIE NATIONAL FOREST

Brian Wacker May 19, 2016 Robert Peccia and Associates 2 14-03984

Cohesion: 0

Friction angle: 38 degrees

Unit weight: 130 pounds per cubic foot

Ultimate grout-soil bond strength: 8,000 pounds per foot of anchor nail length

The required ultimate grout-soil bond strength can be achieved through various combinations of means and methods that primarily affect interface roughness and grout column diameter, such as drilling method, bit size and type, and applied grout pressure. For our analysis, we assumed a grout column with a diameter of 6 inches, constructed using a 4-inch diameter bit and assuming a 1-inch thick permeation zone due to grout pressure during installation, and bond strength of 35 pounds per square inch (psi).

Standard factors of safety (per Federal Highway Administration1 [FHWA] Geotechnical Engineering Circular

#7) were applied to these parameters:

Factor of safety on soil shear strength: 1.35

Factor of safety on grout-soil bond strength: 2.0

2.3 Face Design

Face design was performed using RUVOLUM®2 software (by Geobrugg). Using TECCO® G65/3 mesh, a

P66 spike plate, a pre-stress of 7 kilopounds (kips) at the head nut, and anchor nail spacing of 5 feet, an overall head strength of 27 kips was calculated. Anchor nail bar size was a hollow bar with nominal outside diameter of 1.5 inches, ultimate strength of 112 kips, and yield strength of 90 kips.

2.4 Overall Stability

Overall stability of the anchor nail system was evaluated using Goldnail3 software. Head strength from the face design was used in the overall stability analysis. The following structural factors of safety were used:

Head strength: 1.35

Tendon yield: 1.8

3.0 DESIGN RECOMMENDATIONS

Three types of anchor nails will be used in the design, referred to as Type I, Type II, and Type III anchors.

Type I anchors will be used as anchors for the upper perimeter cables and as needed to anchor the draped mesh to the slope above the soil cut. Type II anchors will be used for primary support of the soil cut. Type

1 Lazarte, C.A., V. Elias, R.D. Espinoza, and P.J. Sabatini. 2003. Geotechnical Engineering Circular No.

7: Soil Nail Walls. FHWA report no. FHWA-IF-03-017. Washington, D.C.

2 RUVOLUM® Online Tool. Version 17.02.2016. Online: www.geobrugg.com.

3 Golder Associates Inc. 2001. GOLDNAIL: Golder Associates Soil Nailing Design Program. September

2001 version. Redmond, Washington.

Robert Peccia and Associates 3 14-03984

III anchors will be used for the lower perimeter cables. For the sections provided by RPA (i.e., soil cut height and natural slope), the following parameters may be used for design of the anchors:

All anchors

Tendon: Hollow “self-drilling” bar with nominal outside diameter of 1.5 inches, ultimate strength of 112 kips, yield strength of 90 kips, average cross-sectional area of 0.91 square inches

Minimum penetration into rock for shortened anchor nails: 5 feet

Spike plate at soil face: Geobrugg P66 or equivalent

Mesh at soil face: Geobrugg TECCO® G65/3 or equivalent

Nut pre-stress: 7 kips

Type I anchors

Maximum spacing along perimeter cable: 20 feet

Anchor length: 10 feet

Type II anchors

Maximum vertical spacing: 5 feet

Maximum horizontal spacing: 5 feet

Anchor locations along rows are staggered relative to adjacent rows

Anchor length varies by station

− Sta. 279+80 to Sta. 281+00: 24 feet

− Sta. 281+00 to Sta. 282+00: 16 feet

Type III anchors

Maximum spacing along perimeter cable: 20 feet

Anchor length: 8.5 feet

When bedrock is encountered before the design anchor length (listed above) is reached, the anchor hole shall be advanced a minimum of 5 feet into bedrock, or to the design anchor length, whichever results in the shorter anchor length.

Requirements for corrosion protection for self-drilling bars have not been standardized across the industry.

We recommend a minimum drill bit diameter of 4 inches in order to increase the likelihood that sufficient grout cover is provided. The recommended tendon size includes approximately 1/16-inch sacrificial steel on the outside circumference.

4.0 FIELD TEST RECOMMENDATIONS

We recommend a testing program to confirm design assumptions and provide construction quality assurance. Details for anchor nail pullout tests are provided in the following paragraph. Testing and/or certification of materials (grout, reinforcing steel, etc.) should be performed as well.

Robert Peccia and Associates 4 14-03984

We recommend at least one verification test be performed on a sacrificial anchor nail. The verification test includes loading up to 200% of the allowable grout-soil bond strength used in design, as well as a

60-minute (minimum) creep measurement stage at 150% of the allowable grout-soil bond strength, and

10-minute creep measurement stages at several other loads. We recommend proof testing 5% of all production anchor nails, or on a quantity of sacrificial anchor nails equal to 5% of the number of production anchor nails. Proof tests include loading up to 150% of the allowable grout-soil bond strength, as well as a

10-minute (minimum) creep measurement stage.

In order to provide construction quality assurance, all test nails should be constructed using the same materials, means, and methods as other production anchor nails. For solid-bar anchor nails, a bar with a larger diameter is often used for test nails because of the higher loads used in testing. However, because the size of the bar is part of the means-and-methods of hollow-bar anchor nail installation, the same configuration (including bar size, bit size, grout mix, etc.) should be used in the test nails as in the production nails.

We recommend a minimum test bond length of 10 feet for all test anchor nails. We recommend an un-bonded length of 3 feet for verification anchor nails, 3 feet for proof tests on Type II anchors north of

Sta. 281+00, and 9 feet for proof tests on Type II anchors south of Sta. 281+00. Proof tests on Type I anchors do not require an un-bonded length. In no case should the maximum test load exceed the yield strength of the bar, i.e. 90 kips. The configurations and maximum test loads are summarized as follows:

Verification tests

Recommended bond length: 10 feet

Recommended un-bonded length: 3 feet

Recommended maximum test load: 80 kips = 4 kips/ft x 10 ft x 200%

Proof tests on Type I anchors

Recommended bond length: 10 feet

Recommended un-bonded length: 0 feet

Recommended maximum test load: 60 kips = 4 kips/ft x 10 ft x 150%

Proof tests on Type II anchors, Sta. 279+80 to Sta. 281+00

Recommended bond length: 15 feet

Recommended un-bonded length: 9 feet

Recommended maximum test load: 90 kips = 4 kips/ft x 15 ft x 150%

Proof tests on Type II anchors, Sta. 281+00 to Sta. 282+00

Recommended bond length: 13 feet

Recommended un-bonded length: 3 feet

Recommended maximum test load: 78 kips = 4 kips/ft x 13 ft x 150%

Robert Peccia and Associates 5 14-03984

Proof tests on Type III anchors

Recommended bond length: 8.5 feet

Recommended un-bonded length: 0 feet

Recommended maximum test load: 51 kips = 4 kips/ft x 8.5 ft x 150%

Note that the maximum test loads listed above are applicable regardless of drill bit size or grout column diameter.

The method for construction of the un-bonded length is not standard across the anchor nailing industry.

Research facilitated by FHWA4 illustrates some of the common methods, and their strengths and weaknesses. We recommend the following method:

1. Use a hollow bar anchor nail with an oversized bit to drill and grout the length of the desired un-bonded length plus 6 to 12 inches. Remove the bar and bit after reaching the desired depth.

2. Let the grout set long enough that it will not collapse when drilled through, typically 12 to 20 hours.

3. Install the test nail using conventional hollow-bar procedures by drilling through the grout.

The tendon should be fitted with a smooth PVC sheath which will act as a bondbreaker.

4. Flush the new grout from the annulus between the PVC sheath and the previously set grout.

5. Test the anchor when the grout has reached sufficient strength, based on grout testing.

6. If the soil/grout in the un-bonded zone has not collapsed, and the test nail was a proof-test, then the test anchor may be incorporated as a production anchor. In this case, grout the annulus between the PVC sheath and the open hole to provide grout/soil bonding along the entire length of the anchor nail.

If it is shown during construction that the un-bonded length will remain open without pre-grouting, then the

Contracting Officer (CO) may consider waiving the pre-grouting requirement.

For testing setup, loading schedules, etc., we recommend consulting “Recommendations for Prestressed

Rock and Soil Anchors”5 by the Post-Tensioning Institute for additional testing details.

GOLDER ASSOCIATES INC.

Steven Van Shaar, PE David P. Findley, LG, LEG Project Engineer Associate Engineering Geologist

4 Cadden, A.W., J.E. Gomez, A.C. Baxter, and T. Bird. 2010. Hollow Bar Soil Nails Pullout Test Program.

FHWA report no. FHWA-CFL/TD-10-001. Washington, D.C.

5 Post-Tensioning Institute (PTI). 2014. Recommendations for Prestressed Rock and Soil Anchors. PTI publication no. PTI DC35.1-14. Farmington Hills, Michigan.

Dimensioning of the slope stabilization system TECCO® / SPIDER® by the RUVOLUM® method

Project No. 140-3984.001

Project Name Middle Fork Project

Date, Author 2/17/2016 - K.Obermiller

Input quantities

Slope inclination α = 62.0 degrees

Layer thickness t = 8.00 ft

Friction angle ground (characteristic value) Φk = 38.0 degrees

Volume weight ground (characteristic value) ϒk = 130.0 lbs/ft3

Nail inclination to horizontal Ψ = 15.0 degrees

Nail distance horizontal a = 5.00 ft

Nail distance in line of slope b = 5.00 ft

Load cases

Streaming pressure considered No

Earthquake considered No

Coefficient of horizontal acceleration due to earthquake εh = 0.000 [-]

Coefficient of vertical acceleration due to earthquake εv = 0.000 [-]

Defaults and Safety Factors

Cohesion ground (characteristic value) ck = 0.0 lbs/ft2

Radius of pressure cone, top ζ = 6.0 in

Inclination of pressure cone to horizontal δ = 45.0 degrees

Slope-parallel force Zd = 5.5 kips

Pretensioning force of the system V = 6.7 kips

Partial safety correction value for friction angle ϒΦ = 1.30 [-] Dimensioning quantities

Φd [degrees ] = 31.0 cd [lbs/ft2] = 0.0

ϒd [lbs/ft3] = 169.0

Partial safety correction value for cohesion ϒc = 1.30 [-]

Partial safety correction value for volume weight ϒϒ = 1.30 [-]

Model uncertainty correction value ϒmod = 1.30 [-]

Elements of the system

Applied mesh type TECCO® G65/3

Applied spike plate TECCO® system spike plate P66

Bearing resistance of mesh to selective, slope parallel tensile stress ZR [kips] = 10.1

Bearing resistance of mesh to pressure stress in nail direction DR [kips] = 54.0

Bearing resistance of mesh against shearing-off in nail direction PR [kips] = 27.0

Applied nail type DYWIDAG 28 mm, Grad 75

Taking into account rusting away Yes

Bearing resistance of nail to tensile stress TRred [kips]

= 55.8

Bearing resistance of nail to shear stress SRred [kips]

= 32.2

Cross-section surface of the applied nail with / without rusting away Ared [2] = 0.744

18.02.2016 1 Ruvolum Online Tool Version 17.02.2016

Proofs

Proof of the mesh against shearing-off at the upslope edge of the spike plate Fulfilled

Proof of the mesh to selective transmission of the force Z onto the nail Fulfilled

Proof of the nail against sliding-off of a superficial layer parallel to the slope Fulfilled

Proof of the mesh against puncturing Fulfilled

Proof of the nail to combined stress Fulfilled

The given proofs concern the investigation of superficial instabilities.

Additional investigations are required if there is a risk regarding global stability of the slope. If necessary the nail type and nail pattern have to be adapted.

Investigation of local instabilities between single nails

Proof of the mesh against shearing-off at the upslope edge of the spike plate

Maximum stress on the mesh for shearing-off in nail direction at the upslope edge of the spike plate (dimensioning level).

Pd [kips] = 0.0

Thickness of decisive sliding mechanism trel [ft] = 1.70

Bearing resistance of the mesh against shearing-off in nail direction at the upslope edge of the spike plate (characteristic value).

PR [kips] = 27.0

Resistance correction value for shearing-off of the mesh ϒPR [-] = 1.5

Dimensioning value of the bearing resistance of the mesh against shearing-off PR/ϒ PR [kips] = 18.0

Proof of bearing safety Pd ⇐ PR/ϒPR Fulfilled

Proof of the mesh to selective transmission of the force Z onto the nail

Slope parallel force taken into account in the equilibrium considerations Zd [kips] = 5.5

Bearing resistance of the mesh to selective, slope-parallel tensile stress ZR [kips] = 10.1

Resistance correction value for selective, slope-parallel transmission of the force Z ϒZR [-] = 1.5

Dimensioning value of the bearing resistance of the mesh to tensile stress ZR/ϒZR [kips] = 6.7

Proof of bearing safety Zd ⇐ ZR/ϒZR Fulfilled

Investigation of slope-parallel, superficial instabilities

Proof of the nail against sliding-off of a superficial layer parallel to the slope

Pretensioning force effectively applied on nail V [kips] = 6.7

Load factor for positive influence of pretension V ϒVl [-] = 0.8

Dimensioning value of the applied pretensioning force by positive influence of V Vdl [kips]= 5.4

Calculatorily required shear force at dimensioning level in function of Vdl Sd [kips] = 18.9

Bearing resistance of the nail to shear stress SRred [kips] = 32.2

Resistance correction value for shearing-off of the nail ϒSR [-] = 1.5

Dimensioning value of the bearing resistance of the nail to shear stress SRred/ϒSR [kips]

21.5

Proof of bearing safety Sd ⇐ SRred/ϒSR Fulfilled

Proof of the mesh against puncturing

Pretensioning force effectively applied on nail V [kips] = 6.7

Load factor for negative influence of pretension V ϒVll [-] = 1.5

Dimensioning value of the applied pretensioning force by negative influence of V Vdll [kips] = 10.1

Bearing resistance of the mesh to pressure stress in nail direction DR [kips] = 54.0

Resistance correction value for puncturing ϒDR [-] = 1.5 Dimensioning value of the bearing resistance of the mesh to pressure stress DR/ϒDR [kips] = 36.0 Proof of bearing safety Vdll ⇐ DR/ϒDR Fulfilled

18.02.2016 2 Ruvolum Online Tool Version 17.02.2016

Proof of the nail to combined stress

Pretensioning force effectively applied on nail V [kips] = 6.7

Load factor for positive influence of pretension V ϒVl [-] = 0.8

Dimensioning value of the applied pretensioning force by positive influence of V Vdl [kips] = 5.4

Load factor for negative influence of pretension V ϒVll [-] = 1.5

Dimensioning value of the applied pretensioning force by negative influence of V Vdll [kips] = 10.1

Calculatorily required shear force at dimensioning level in function of Vdll Sd [kips] = 18.9

Maximum stress on the mesh for shearing-off Pd [kips] = 0.0

Bearing resistance of the nail to tensile stress TRred [kips] = 55.8

Bearing resistance of the nail to shear stress SRred [kips] = 32.2

Resistance correction value for tensile stress ϒTR [-] = 1.5

Resistance correction value for shear stress ϒSR [-] = 1.5

Proof of bearing safety ([VdII/(TRred/ϒTR)]2 + [Sd/(SRred/ϒSR)]2)0.5 ≤ 1.0 0.92 Fulfilled

Proof of bearing safety ([Pd/(TRred/ϒTR)]2 + [Sd/(SRred/ϒSR)]2)0.5 ≤ 1.0 0.88 Fulfilled

Minimal tensile strength in the nail for superficial instabilities Dimensioning value of the static equivalent tensile force in the nail for determination of the nail length

Td [kips] = 31.4

18.02.2016 3 Ruvolum Online Tool Version 17.02.2016 Powered by TCPDF (www.tcpdf.org) http://www.tcpdf.org

P:\PROJECTS\2014\1403984 RPA Middle Fork Snoqualmie Construct\Secured Draped Mesh Design\Goldnail\CleanOutput\MiddleFork28050-Rev20160322.gni

Input File Version = 311

║ General Data ║ ║ File Indentifier ║ MiddleFork28050-R ║ Unit weight of water ║ 62.4 ║ ║ Base depth for analysis ║ 22.0 ║ ║ Seismic Coefficient ║ 0.0 ║ ║ Minimum Base Exit Angle ║ 0.0 ║ ║ X Search limit (left) ║ 2.0 ║ ║ X Search limit (right) ║ 60.0 ║ ║ Number of slip circles ║ 900 ║ ║ No. of slip circle exits ║ 30 ║

║ LRFD and Safety Factor Data ║ ║ Analysis Mode: (L)RFD or (S)LD (specify L or S) ║ S ║ ╠═ SLD Safety and Strength Factors (mode S only) ═╬═══════╣ ║ FS for Soil Cohesion ║ 1.35 ║ ║ FS for Soil Friction ║ 1.35 ║ ║ Strength Factor for Head Strength ║ 0.74 ║ ║ Strength Factor for Nail Tendon Strength ║ 0.56 ║ ║ Strength Factor for Nail Pullout Resistance ║ 0.5 ║ ╠═ LRFD Load Factors (mode L only) ═══════════════╬═══════╣ ║ LF for Unit Weight of Water ║ 1 ║ ║ LF for Unit Weight of Soil ║ 1.35 ║ ║ LF for Surcharge Loads ║ 1.75 ║ ║ LF for Seismic Loads ║ 1 ║ ╠═ LRFD Resistance Factors (mode L only) ═════════╬═══════╣ ║ RF for Soil Cohesion ║ 1 ║ ║ RF for Soil Friction Angle ║ 0.75 ║ ║ RF for Head Strength ║ 0.9 ║ ║ RF for Nail Pullout Resistance ║ 0.7 ║ ║ RF for Nail Tendon Strength ║ 0.9 ║

║ PIEZOMETRIC DATA ║ X-Value ║Piez. Level║ ║ Point 1 ║ ║ ║ ║ Point 2 ║ ║ ║ ║ Point 3 ║ ║ ║ ║ Point 4 ║ ║ ║ ║ Point 5 ║ ║ ║ ║ Point 6 ║ ║ ║ ║ Point 7 ║ ║ ║ ║ Point 8 ║ ║ ║ ║ Point 9 ║ ║ ║ ║ Point 10 ║ ║ ║

║ Nodal Data ║ ║Node No║X-Value║Y-Value║║Node No║X-Value║Y-Value║║Node No║X-Value║Y-Value║ ║ 1 ║-11 ║22 ║║ 16 ║ ║ ║║ 31 ║ ║ ║

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P:\PROJECTS\2014\1403984 RPA Middle Fork Snoqualmie Construct\Secured Draped Mesh Design\Goldnail\CleanOutput\MiddleFork28050-Rev20160322.gni

║ 2 ║0 ║0 ║║ 17 ║ ║ ║║ 32 ║ ║ ║ ║ 3 ║12.01 ║-11.13 ║║ 18 ║ ║ ║║ 33 ║ ║ ║ ║ 4 ║21.52 ║-21.3 ║║ 19 ║ ║ ║║ 34 ║ ║ ║ ║ 5 ║25.14 ║-25.48 ║║ 20 ║ ║ ║║ 35 ║ ║ ║ ║ 6 ║32.18 ║-30.2 ║║ 21 ║ ║ ║║ 36 ║ ║ ║ ║ 7 ║38.05 ║-34.54 ║║ 22 ║ ║ ║║ 37 ║ ║ ║ ║ 8 ║45.6 ║-37.34 ║║ 23 ║ ║ ║║ 38 ║ ║ ║ ║ 9 ║54.06 ║-36.43 ║║ 24 ║ ║ ║║ 39 ║ ║ ║ ║ 10 ║62.15 ║-37.39 ║║ 25 ║ ║ ║║ 40 ║ ║ ║ ║ 11 ║ ║ ║║ 26 ║ ║ ║║ 41 ║ ║ ║ ║ 12 ║ ║ ║║ 27 ║ ║ ║║ 42 ║ ║ ║ ║ 13 ║ ║ ║║ 28 ║ ║ ║║ 43 ║ ║ ║ ║ 14 ║ ║ ║║ 29 ║ ║ ║║ 44 ║ ║ ║ ║ 15 ║ ║ ║║ 30 ║ ║ ║║ 45 ║ ║ ║

║ Wall Segment Data ║ ║ Seg. ║ Node ║ Node ║ Soil ║Pullout║║ Seg. ║ Node ║ Node ║ Soil ║Pullout║ ║ No. ║ 1 ║ 2 ║ ID ║Res. ID║║ No. ║ 1 ║ 2 ║ ID ║Res. ID║ ║ 1 ║1 ║2 ║1 ║1 ║║ 11 ║ ║ ║ ║ ║ ║ 2 ║ ║ ║ ║ ║║ 12 ║ ║ ║ ║ ║ ║ 3 ║ ║ ║ ║ ║║ 13 ║ ║ ║ ║ ║ ║ 4 ║ ║ ║ ║ ║║ 14 ║ ║ ║ ║ ║ ║ 5 ║ ║ ║ ║ ║║ 15 ║ ║ ║ ║ ║ ║ 6 ║ ║ ║ ║ ║║ 16 ║ ║ ║ ║ ║ ║ 7 ║ ║ ║ ║ ║║ 17 ║ ║ ║ ║ ║ ║ 8 ║ ║ ║ ║ ║║ 18 ║ ║ ║ ║ ║ ║ 9 ║ ║ ║ ║ ║║ 19 ║ ║ ║ ║ ║ ║ 10 ║ ║ ║ ║ ║║ 20 ║ ║ ║ ║ ║

║ Surface Segment Data ║ ║ Seg. ║ Node ║ Node ║ Soil ║║ Seg. ║ Node ║ Node ║ Soil ║ ║ No. ║ 1 ║ 2 ║ ID ║║ No. ║ 1 ║ 2 ║ ID ║ ║ 1 ║ 2 ║ 3 ║ 1 ║║ 11 ║ ║ ║ ║ ║ 2 ║ 3 ║ 4 ║ 1 ║║ 12 ║ ║ ║ ║ ║ 3 ║ 4 ║ 5 ║ 1 ║║ 13 ║ ║ ║ ║ ║ 4 ║ 5 ║ 6 ║ 1 ║║ 14 ║ ║ ║ ║ ║ 5 ║ 6 ║ 7 ║ 1 ║║ 15 ║ ║ ║ ║ ║ 6 ║ 7 ║ 8 ║ 1 ║║ 16 ║ ║ ║ ║ ║ 7 ║ 8 ║ 9 ║ 1 ║║ 17 ║ ║ ║ ║ ║ 8 ║ 9 ║ 10 ║ 1 ║║ 18 ║ ║ ║ ║ ║ 9 ║ ║ ║ ║║ 19 ║ ║ ║ ║ ║ 10 ║ ║ ║ ║║ 20 ║ ║ ║ ║

║ Internal Segment Data ║ ║ Seg. ║ Node ║ Node ║ Soil ║Pullout║║ Seg. ║ Node ║ Node ║ Soil ║Pullout║ ║ No. ║ 1 ║ 2 ║ ID ║Res. ID║║ No. ║ 1 ║ 2 ║ ID ║Res. ID║ ║ 1 ║ ║ ║ ║ ║║ 11 ║ ║ ║ ║ ║ ║ 2 ║ ║ ║ ║ ║║ 12 ║ ║ ║ ║ ║

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║ 3 ║ ║ ║ ║ ║║ 13 ║ ║ ║ ║ ║ ║ 4 ║ ║ ║ ║ ║║ 14 ║ ║ ║ ║ ║ ║ 5 ║ ║ ║ ║ ║║ 15 ║ ║ ║ ║ ║ ║ 6 ║ ║ ║ ║ ║║ 16 ║ ║ ║ ║ ║ ║ 7 ║ ║ ║ ║ ║║ 17 ║ ║ ║ ║ ║ ║ 8 ║ ║ ║ ║ ║║ 18 ║ ║ ║ ║ ║ ║ 9 ║ ║ ║ ║ ║║ 19 ║ ║ ║ ║ ║ ║ 10 ║ ║ ║ ║ ║║ 20 ║ ║ ║ ║ ║

║ Soil Strength & Pullout Resist. Data ║ ║Material║ ║ ║ Unit ║Pullout║ ║ ID No. ║ c ║ ϕ ║ Weight║ Res. ║ ║ 1 ║ 0 ║ 38 ║ 130 ║ 8000 ║ ║ 2 ║ ║ ║ ║ ║ ║ 3 ║ ║ ║ ║ ║ ║ 4 ║ ║ ║ ║ ║ ║ 5 ║ ║ ║ ║ ║ ║ 6 ║ ║ ║ ║ ║ ║ 7 ║ ║ ║ ║ ║ ║ 8 ║ ║ ║ ║ ║ ║ 9 ║ ║ ║ ║ ║ ║ 10 ║ ║ ║ ║ ║ ║ 11 ║ ║ ║ ║ ║ ║ 12 ║ ║ ║ ║ ║ ║ 13 ║ ║ ║ ║ ║ ║ 14 ║ ║ ║ ║ ║

║ Surcharge Pressure Data ║ ║Load No║X-value║ Vert. ║ Horiz.║ ║ 1 ║ ║ ║ ║ ║ 2 ║ ║ ║ ║ ║ 3 ║ ║ ║ ║ ║ 4 ║ ║ ║ ║ ║ 5 ║ ║ ║ ║ ║ 6 ║ ║ ║ ║ ║ 7 ║ ║ ║ ║ ║ 8 ║ ║ ║ ║ ║ 9 ║ ║ ║ ║ ║ 10 ║ ║ ║ ║

║ ║ Nail ║ Nail ║ Tendon ║ Head ║ Fixed ║ ║ Nail Data ║ Depth ║ Length ║Strength║Strength║ Nail? ║ ║ Nail Row 1 ║ 2 ║ 24 ║ 75000 ║ 27000 ║ ║ ║ Nail Row 2 ║ 6.5 ║ 24 ║ 75000 ║ 27000 ║ ║ ║ Nail Row 3 ║ 11 ║ 24 ║ 75000 ║ 27000 ║ ║ ║ Nail Row 4 ║ 15.5 ║ 16 ║ 75000 ║ 27000 ║ ║ ║ Nail Row 5 ║ 20 ║ 9 ║ 75000 ║ 27000 ║ ║ ║ Nail Row 6 ║ ║ ║ ║ ║ ║ ║ Nail Row 7 ║ ║ ║ ║ ║ ║

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║ Nail Row 8 ║ ║ ║ ║ ║ ║ ║ Nail Row 9 ║ ║ ║ ║ ║ ║ ║ Nail Row 10 ║ ║ ║ ║ ║ ║ ║ Nail Row 11 ║ ║ ║ ║ ║ ║ ║ Nail Row 12 ║ ║ ║ ║ ║ ║ ║ Nail Row 13 ║ ║ ║ ║ ║ ║ ║ Nail Row 14 ║ ║ ║ ║ ║ ║ ║ Nail Row 15 ║ ║ ║ ║ ║ ║ ║ Horiz. Spacing ║ 5 ║ ║ Nail Declination║ 15 ║

║ Facing Data ║ ║ Maximum Facing Pressure ║ 0.0 ║ ║ Facing Pressure angle ║ 15.0 ║ ║ Press. Distribution type ║ 3 ║ ║ Press. Distribution type ║ Triangular ║

║ Analysis Options ║ ║ Analysis Mode ║ Design ║ ║ Soil Model ║ Linear ║ ║ Analysis with nails? ║ Yes ║

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║ Output Data ║ ║ Wall Height = 22.00 ║ ║ Wall Slope = 63.43 ║ ║ ║ ║ ║ ║ ║ ║Force Req'd/ ║ ║ Circle ║ Circle ║ Circle ║ Circle ║ Circle ║ Moment ║ Unit Wall ║ ║ Number ║ X-Intercept║ Base Angle ║ X-Center ║ Y-Center ║ Ratio ║ Length ║ ║ 1 ║ 2.06 ║ 61.30 ║ -11960.24 ║ -6521.30 ║ 1.000 ║ 1201.96 ║ ║ 2 ║ 2.06 ║ 60.07 ║ -537.74 ║ -281.28 ║ 1.000 ║ 1459.65 ║ ║ 3 ║ 2.06 ║ 58.84 ║ -277.06 ║ -138.87 ║ 1.000 ║ 1715.12 ║

║ 892 ║ 60.00 ║ 5.38 ║ -18.66 ║ -59.39 ║ 1.002 ║ 7211.30 ║ ║ 893 ║ 60.00 ║ 4.15 ║ -16.74 ║ -57.08 ║ 1.002 ║ 5643.91 ║ ║ 894 ║ 60.00 ║ 2.92 ║ -14.92 ║ -54.90 ║ 1.001 ║ 3983.67 ║

║ Design Data ║ ║ Nail Head Factor = 1.00 for circle no 894 ║ ║ Nail Length Factor = 0.99 for circle no 721 ║ ║ ║ ║ Required Nail ║ ║ Nail No. ║ Circle No ║ Tendon Strength ║ ║ 1 ║ 766 ║ 44876.16 ║ ║ 2 ║ 808 ║ 46718.60 ║ ║ 3 ║ 746 ║ 53315.50 ║ ║ 4 ║ 806 ║ 44431.63 ║ ║ 5 ║ 820 ║ 31548.61 ║ ║ ║ ║ Required ║ ║ Nail No. ║ Circle No ║ Nail Length ║ ║ 1 ║ ║ 23.66 ║ ║ 2 ║ ║ 23.66 ║ ║ 3 ║ ║ 23.66 ║ ║ 4 ║ ║ 15.77 ║ ║ 5 ║ ║ 8.87 ║

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Input File Version = 311

║ General Data ║ ║ File Indentifier ║ MiddleFork28100-R ║ Unit weight of water ║ 62.4 ║ ║ Base depth for analysis ║ 14.0 ║ ║ Seismic Coefficient ║ 0.0 ║ ║ Minimum Base Exit Angle ║ 0.0 ║ ║ X Search limit (left) ║ 2.0 ║ ║ X Search limit (right) ║ 50.0 ║ ║ Number of slip circles ║ 625 ║ ║ No. of slip circle exits ║ 25 ║

║ LRFD and Safety Factor Data ║ ║ Analysis Mode: (L)RFD or (S)LD (specify L or S) ║ S ║ ╠═ SLD Safety and Strength Factors (mode S only) ═╬═══════╣ ║ FS for Soil Cohesion ║ 1.35 ║ ║ FS for Soil Friction ║ 1.35 ║ ║ Strength Factor for Head Strength ║ 0.74 ║ ║ Strength Factor for Nail Tendon Strength ║ 0.56 ║ ║ Strength Factor for Nail Pullout Resistance ║ 0.5 ║ ╠═ LRFD Load Factors (mode L only) ═══════════════╬═══════╣ ║ LF for Unit Weight of Water ║ 1 ║ ║ LF for Unit Weight of Soil ║ 1.35 ║ ║ LF for Surcharge Loads ║ 1.75 ║ ║ LF for Seismic Loads ║ 1 ║ ╠═ LRFD Resistance Factors (mode L only) ═════════╬═══════╣ ║ RF for Soil Cohesion ║ 1 ║ ║ RF for Soil Friction Angle ║ 0.75 ║ ║ RF for Head Strength ║ 0.9 ║ ║ RF for Nail Pullout Resistance ║ 0.7 ║ ║ RF for Nail Tendon Strength ║ 0.9 ║

║ PIEZOMETRIC DATA ║ X-Value ║Piez. Level║ ║ Point 1 ║ ║ ║ ║ Point 2 ║ ║ ║ ║ Point 3 ║ ║ ║ ║ Point 4 ║ ║ ║ ║ Point 5 ║ ║ ║ ║ Point 6 ║ ║ ║ ║ Point 7 ║ ║ ║ ║ Point 8 ║ ║ ║ ║ Point 9 ║ ║ ║ ║ Point 10 ║ ║ ║

║ Nodal Data ║ ║Node No║X-Value║Y-Value║║Node No║X-Value║Y-Value║║Node No║X-Value║Y-Value║ ║ 1 ║-7 ║14 ║║ 16 ║ ║ ║║ 31 ║ ║ ║

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║ 2 ║0 ║0 ║║ 17 ║ ║ ║║ 32 ║ ║ ║ ║ 3 ║3.23 ║-2.98 ║║ 18 ║ ║ ║║ 33 ║ ║ ║ ║ 4 ║11.14 ║-12.12 ║║ 19 ║ ║ ║║ 34 ║ ║ ║ ║ 5 ║29.64 ║-23.71 ║║ 20 ║ ║ ║║ 35 ║ ║ ║ ║ 6 ║38.63 ║-27.17 ║║ 21 ║ ║ ║║ 36 ║ ║ ║ ║ 7 ║56.19 ║-33.96 ║║ 22 ║ ║ ║║ 37 ║ ║ ║ ║ 8 ║60 ║-36.4 ║║ 23 ║ ║ ║║ 38 ║ ║ ║ ║ 9 ║64.04 ║-38.99 ║║ 24 ║ ║ ║║ 39 ║ ║ ║ ║ 10 ║ ║ ║║ 25 ║ ║ ║║ 40 ║ ║ ║ ║ 11 ║ ║ ║║ 26 ║ ║ ║║ 41 ║ ║ ║ ║ 12 ║ ║ ║║ 27 ║ ║ ║║ 42 ║ ║ ║ ║ 13 ║ ║ ║║ 28 ║ ║ ║║ 43 ║ ║ ║ ║ 14 ║ ║ ║║ 29 ║ ║ ║║ 44 ║ ║ ║ ║ 15 ║ ║ ║║ 30 ║ ║ ║║ 45 ║ ║ ║

║ Wall Segment Data ║ ║ Seg. ║ Node ║ Node ║ Soil ║Pullout║║ Seg. ║ Node ║ Node ║ Soil ║Pullout║ ║ No. ║ 1 ║ 2 ║ ID ║Res. ID║║ No. ║ 1 ║ 2 ║ ID ║Res. ID║ ║ 1 ║1 ║2 ║1 ║1 ║║ 11 ║ ║ ║ ║ ║ ║ 2 ║ ║ ║ ║ ║║ 12 ║ ║ ║ ║ ║ ║ 3 ║ ║ ║ ║ ║║ 13 ║ ║ ║ ║ ║ ║ 4 ║ ║ ║ ║ ║║ 14 ║ ║ ║ ║ ║ ║ 5 ║ ║ ║ ║ ║║ 15 ║ ║ ║ ║ ║ ║ 6 ║ ║ ║ ║ ║║ 16 ║ ║ ║ ║ ║ ║ 7 ║ ║ ║ ║ ║║ 17 ║ ║ ║ ║ ║ ║ 8 ║ ║ ║ ║ ║║ 18 ║ ║ ║ ║ ║ ║ 9 ║ ║ ║ ║ ║║ 19 ║ ║ ║ ║ ║ ║ 10 ║ ║ ║ ║ ║║ 20 ║ ║ ║ ║ ║

║ Surface Segment Data ║ ║ Seg. ║ Node ║ Node ║ Soil ║║ Seg. ║ Node ║ Node ║ Soil ║ ║ No. ║ 1 ║ 2 ║ ID ║║ No. ║ 1 ║ 2 ║ ID ║ ║ 1 ║ 2 ║ 3 ║ 1 ║║ 11 ║ ║ ║ ║ ║ 2 ║ 3 ║ 4 ║ 1 ║║ 12 ║ ║ ║ ║ ║ 3 ║ 4 ║ 5 ║ 1 ║║ 13 ║ ║ ║ ║ ║ 4 ║ 5 ║ 6 ║ 1 ║║ 14 ║ ║ ║ ║ ║ 5 ║ 6 ║ 7 ║ 1 ║║ 15 ║ ║ ║ ║ ║ 6 ║ 7 ║ 8 ║ 1 ║║ 16 ║ ║ ║ ║ ║ 7 ║ 8 ║ 9 ║ 1 ║║ 17 ║ ║ ║ ║ ║ 8 ║ ║ ║ ║║ 18 ║ ║ ║ ║ ║ 9 ║ ║ ║ ║║ 19 ║ ║ ║ ║ ║ 10 ║ ║ ║ ║║ 20 ║ ║ ║ ║

║ Internal Segment Data ║ ║ Seg. ║ Node ║ Node ║ Soil ║Pullout║║ Seg. ║ Node ║ Node ║ Soil ║Pullout║ ║ No. ║ 1 ║ 2 ║ ID ║Res. ID║║ No. ║ 1 ║ 2 ║ ID ║Res. ID║ ║ 1 ║ ║ ║ ║ ║║ 11 ║ ║ ║ ║ ║ ║ 2 ║ ║ ║ ║ ║║ 12 ║ ║ ║ ║ ║

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║ 3 ║ ║ ║ ║ ║║ 13 ║ ║ ║ ║ ║ ║ 4 ║ ║ ║ ║ ║║ 14 ║ ║ ║ ║ ║ ║ 5 ║ ║ ║ ║ ║║ 15 ║ ║ ║ ║ ║ ║ 6 ║ ║ ║ ║ ║║ 16 ║ ║ ║ ║ ║ ║ 7 ║ ║ ║ ║ ║║ 17 ║ ║ ║ ║ ║ ║ 8 ║ ║ ║ ║ ║║ 18 ║ ║ ║ ║ ║ ║ 9 ║ ║ ║ ║ ║║ 19 ║ ║ ║ ║ ║ ║ 10 ║ ║ ║ ║ ║║ 20 ║ ║ ║ ║ ║

║ Soil Strength & Pullout Resist. Data ║ ║Material║ ║ ║ Unit ║Pullout║ ║ ID No. ║ c ║ ϕ ║ Weight║ Res. ║ ║ 1 ║ 0 ║ 38 ║ 130 ║ 8000 ║ ║ 2 ║ ║ ║ ║ ║ ║ 3 ║ ║ ║ ║ ║ ║ 4 ║ ║ ║ ║ ║ ║ 5 ║ ║ ║ ║ ║ ║ 6 ║ ║ ║ ║ ║ ║ 7 ║ ║ ║ ║ ║ ║ 8 ║ ║ ║ ║ ║ ║ 9 ║ ║ ║ ║ ║ ║ 10 ║ ║ ║ ║ ║ ║ 11 ║ ║ ║ ║ ║ ║ 12 ║ ║ ║ ║ ║ ║ 13 ║ ║ ║ ║ ║ ║ 14 ║ ║ ║ ║ ║

║ Surcharge Pressure Data ║ ║Load No║X-value║ Vert. ║ Horiz.║ ║ 1 ║ ║ ║ ║ ║ 2 ║ ║ ║ ║ ║ 3 ║ ║ ║ ║ ║ 4 ║ ║ ║ ║ ║ 5 ║ ║ ║ ║ ║ 6 ║ ║ ║ ║ ║ 7 ║ ║ ║ ║ ║ 8 ║ ║ ║ ║ ║ 9 ║ ║ ║ ║ ║ 10 ║ ║ ║ ║

║ ║ Nail ║ Nail ║ Tendon ║ Head ║ Fixed ║ ║ Nail Data ║ Depth ║ Length ║Strength║Strength║ Nail? ║ ║ Nail Row 1 ║ 2.5 ║ 16 ║ 75000 ║ 27000 ║ ║ ║ Nail Row 2 ║ 7 ║ 16 ║ 75000 ║ 27000 ║ ║ ║ Nail Row 3 ║ 11.5 ║ 8 ║ 75000 ║ 27000 ║ ║ ║ Nail Row 4 ║ ║ ║ ║ ║ ║ ║ Nail Row 5 ║ ║ ║ ║ ║ ║ ║ Nail Row 6 ║ ║ ║ ║ ║ ║ ║ Nail Row 7 ║ ║ ║ ║ ║ ║

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║ Nail Row 8 ║ ║ ║ ║ ║ ║ ║ Nail Row 9 ║ ║ ║ ║ ║ ║ ║ Nail Row 10 ║ ║ ║ ║ ║ ║ ║ Nail Row 11 ║ ║ ║ ║ ║ ║ ║ Nail Row 12 ║ ║ ║ ║ ║ ║ ║ Nail Row 13 ║ ║ ║ ║ ║ ║ ║ Nail Row 14 ║ ║ ║ ║ ║ ║ ║ Nail Row 15 ║ ║ ║ ║ ║ ║ ║ Horiz. Spacing ║ 5 ║ ║ Nail Declination║ 15 ║

║ Facing Data ║ ║ Maximum Facing Pressure ║ 0.0 ║ ║ Facing Pressure angle ║ 15.0 ║ ║ Press. Distribution type ║ 3 ║ ║ Press. Distribution type ║ Triangular ║

║ Analysis Options ║ ║ Analysis Mode ║ Design ║ ║ Soil Model ║ Linear ║ ║ Analysis with nails? ║ Yes ║

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║ Output Data ║ ║ Wall Height = 14.00 ║ ║ Wall Slope = 63.43 ║ ║ ║ ║ ║ ║ ║ ║Force Req'd/ ║ ║ Circle ║ Circle ║ Circle ║ Circle ║ Circle ║ Moment ║ Unit Wall ║ ║ Number ║ X-Intercept║ Base Angle ║ X-Center ║ Y-Center ║ Ratio ║ Length ║ ║ 1 ║ 2.04 ║ 60.29 ║ -7945.45 ║ -4516.03 ║ 1.000 ║ 723.48 ║ ║ 2 ║ 2.04 ║ 58.74 ║ -286.02 ║ -155.37 ║ 1.000 ║ 861.95 ║ ║ 3 ║ 2.04 ║ 57.19 ║ -146.72 ║ -76.06 ║ 1.000 ║ 997.95 ║

║ 601 ║ 50.00 ║ 9.18 ║ -18.84 ║ -59.25 ║ 0.992 ║ 2601.17 ║ ║ 602 ║ 50.00 ║ 7.64 ║ -16.41 ║ -56.21 ║ 0.991 ║ 1663.66 ║ ║ 603 ║ 50.00 ║ 6.09 ║ -14.19 ║ -53.43 ║ 1.005 ║ 1596.72 ║

║ Design Data ║ ║ Nail Head Factor = 1.00 for circle no 603 ║ ║ Nail Length Factor = 0.92 for circle no 504 ║ ║ ║ ║ Required Nail ║ ║ Nail No. ║ Circle No ║ Tendon Strength ║ ║ 1 ║ 532 ║ 28741.15 ║ ║ 2 ║ 540 ║ 36932.79 ║ ║ 3 ║ 568 ║ 21877.71 ║ ║ ║ ║ Required ║ ║ Nail No. ║ Circle No ║ Nail Length ║ ║ 1 ║ ║ 14.71 ║ ║ 2 ║ ║ 14.71 ║ ║ 3 ║ ║ 7.36 ║