appendix d, attachment d-8: preload and wick drain design · accommodate in the design. therefore...

Fargo Moorhead Metropolitan Area Design Documentation Report Flood Risk Management Project Diversion Inlet Structure Preload

Appendix D, Attachment D-8: Preload and Wick Drain Design

Attachment_D-8_Preload_and_Wick_Drain_Design.docx


Fargo Moorhead Metropolitan Area

Flood Risk Management Project

Diversion Inlet Structure

Engineering and Design Phase

Doc Version: BCOE ATR Submittal

19 February 2016




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Attachment_D-8_Preload_and_Wick_Drain_Design.docx i


Table of Contents 1. INTRODUCTION ..................................................................................................................................... 2

2. GEOTECHNICAL DESIGN ........................................................................................................................ 2

1.1. Settlement................................................................................................................................. 3

1.1.1. Design Grade and Hydraulic Criteria ..................................................................................... 3

1.1.2. Consolidation Parameters ..................................................................................................... 3

1.1.3. Settlement of the Embankment Dam ................................................................................... 3

1.2. Preload and Wick Drain Design ................................................................................................. 5

1.1.4. Design .................................................................................................................................... 5

1.1.5. Preload Embankment ............................................................................................................ 9

1.3. Stability ................................................................................................................................... 11

1.4. Instrumentation ...................................................................................................................... 13

1.1.6. Settlement Monitoring ....................................................................................................... 13

1.1.7. Pore-water Pressure Monitoring ........................................................................................ 13

1.5. Temporary Access Road .......................................................................................................... 14

3. POST PRELOAD CONSTRUCTION ......................................................................................................... 15

4. PEER REVIEW ....................................................................................................................................... 15

LIST OF FIGURES Figure No. Page

Figure 1: Settlement profile along the centerline of the T-wall and embankment. ..................................... 7

Figure 2: Wick Drain Transition Zones along the Centerline of the Preload Embankment. ......................... 8

Figure 3: South Preload Cross-section of Wick Drain Spacing. ..................................................................... 8

Figure 4: North Preload Cross-section of Wick Drain Spacing with Transition Zones .................................. 8

Figure 5: Typical Section of Preload Embankment ..................................................................................... 10



Attachment_D-8_Preload_and_Wick_Drain_Design.docx ii

LIST OF TABLES Table No. Page

Table 1: Summary of Consolidation Testing Parameters .............................................................................. 3

Table 2: Summary of the Ultimate Settlement Calculations. ....................................................................... 4

Table 3: Summary of Coefficient of Consolidation [Cv] ................................................................................. 5

Table 4: Granular Fill Gradation (ND DOT Underdrain Aggregate Gradation Table 714-01 from ND DOT Specifications) ............................................................................................................................................. 10

Table 5: Summary of stability analysis results for Northern Preload Embankment. .................................. 12

Table 6: Access Road Aggregate Base (ND DOT Class 5 Aggregate Base, Table 816-01 from ND DOT 2014 Specifications) ............................................................................................................................................. 14

EXHIBITS Exhibit – 1: Settlement Calculations

Exhibit – 2: Wick Drain Design

Exhibit – 3: Site Specific Testing Results

Exhibit – 4: Preload Stability

Exhibit – 5: Peer Review Sign-off




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Attachment_D-8_Preload_and_Wick_Drain_Design.docx Appendix D, Attachment D-8: Page 2


1. INTRODUCTION This geotechnical report has been developed to support the preparation of Plans and Specifications (P&S) for the preload as part of the Fargo Moorhead Metropolitan Area Diversion Inlet Structure.

A soil improvement program consisting of preloading and vertical wick drains will be the first stage of the Inlet Structure project. The preload is needed to minimize settlement at the transitions from the tie-back T-wall to the earthen embankment dam. The T-walls extend perpendicular to the Inlet structure and across the diversion channel to provide the line of protection for the flood risk management system. At the transition from T-wall to embankment, the weight of the fill will induce settlement of the soils adjacent to and under the base of the T-wall. Settlement is unwanted at this transition zone as it would induce an additional down-drag force on the piles, termed drag load, and induce a bending moment on the batter piles. The drag loads and bending moments were considered undesirable and difficult to accommodate in the design. Therefore preload with wick drains was selected to mitigate the settlement impacts at the T-wall/embankment transitions. Additionally, the preload and wick drains area will be extended to encompass the control building footprint. The preload and wick drains will minimize settlement from affecting the controls and utilities of the control building and prevent any differential settlement from affecting the foundation of the control building. Long-term settlement in the area of the control building will be limited to 6inches of less.

The following tasks were performed to develop this geotechnical report:

• Review the consolidation test results for boring 14-210MU, which was a deep boring drilled to an elevation of 810ft. The boring was drilled on Dec 10, 2014. Four consolidation tests were performed on samples from boring 14-210MU.

• Perform ultimate and time-rate consolidation settlement calculations for the control building and T-wall transition areas using Rocscience Settle3d and verify the results with a excel spreadsheet that was developed in-house.

2. GEOTECHNICAL DESIGN The geotechnical design for the Inlet Structure preload consists of developing a combination of preload and wick drain system that will achieve the desired settlement. The main geotechnical design considerations for the preload are outlined below:

(1) Determine long-term settlement of the embankment dam to be used as the wick drain and preload design value.

(2) Develop a combination of preload embankment and wick drain spacing to achieve the long-term settlement in step (1).

(3) Evaluate the stability of the preload embankment and borrow area.




(4) Develop an instrumentation plan to verify that the long-term settlement in step (1) has been achieved.

1.1. Settlement This section describes the settlement analysis that was completed to determine the ultimate settlement of the embankment dam and was consequently used for the designing the preload embankment and wick drain design.

1.1.1. Design Grade and Hydraulic Criteria

On December 1, 2014, hydraulics provided that the top of dam was to be at an elevation of 931 with a maximum water surface of 926ft. The upstream and downstream sills of the Diversion Inlet structure are set at an elevation 899.7 and 889.0 respectively. Additionally, the Inlet’s connecting and discharge channels were established to have a 300ft channel bottom width.

1.1.2. Consolidation Parameters

Soil parameters selected for design were based on consolidation tests taken from the overall FMM project consolidation tests. The overall consolidation tests were completed throughout the Fargo-Moorhead metro area that also includes several USACE projects. The site specific testing correlated fairly well with the overall tests for the FMM project. The decision to use the overall consolidation parameters is based on the consistent soil formations of the Red River Valley and reducing the risk of an erroneous reading at the site.

In-situ effective vertical stresses were calculated based on the stratigraphy from an adjacent machine boring along with using the boring’s corresponding measured groundwater elevation. Pre-consolidation pressures were both calculated by the laboratory and by the Corps using the Casagrande approach. Generally there was good agreement between both values.

Glacial Till found at the bottom of the Lake Agassiz was considered to be incompressible for the purposes of estimating settlement. Table 1 below provides a summary of the consolidation testing parameters for both the site specific and the overall project parameters. The site specific consolidation testing results can be found in Exhibit – 3.

Table 1: Summary of Consolidation Testing Parameters

Note: Numbers highlighted in blue represent the mean case, whereas the numbers highlighted in red represent the conservative case and green represents the site specific testing. The design used the highlight blue values (overall project average values).

1.1.3. Settlement of the Embankment Dam

With the existing ground surface at an elevation of 915, a minimum 16ft high embankment is required to achieve the desired elevation of 931ft, which is the required elevation to meet

Average Max Min σ Avg - 1σ Site Average Max Min σ Avg + 1σ Site Average Max Min σ Avg + 1σ Site Average Max Min σ Avg - 1σ SiteSherack 3.62 4.44 2.8 1.47 2.2 4.9 0.051 0.07 0.04 0.02 0.069 0.07 0.22 0.2 0.17 0.06 0.28 0.56 0.79 0.91 0.67 0.14 0.65 1.107

Brenna Samp #1 3.08 4.73 1.51 1.03 2.1 4.0 0.141 0.25 0.02 0.07 0.214 0.09 0.77 1.28 0.29 0.29 1.06 0.68 1.47 1.99 0.97 0.30 1.17 1.265Brenna Samp #2 3.08 4.73 1.51 1.03 2.1 2.5 0.141 0.25 0.02 0.07 0.214 0.13 0.77 1.28 0.29 0.29 1.06 0.77 1.47 1.99 0.97 0.30 1.17 1.512

Argusville 2.17 2.86 1.13 1.11 1.1 1.4 0.113 0.23 0.03 0.06 0.170 0.07 0.75 1.26 0.38 0.24 0.99 0.48 1.36 1.80 0.97 0.25 1.11 1.188

OCR Cr Cc eoFormation




design water surface elevation of 926ft plus an additional 5ft of risk and uncertainty to meet dam safety criteria.

Both T-wall transitions have differing geometry and configurations which resulted in each transition being analyzed separately. The southern T-wall will transition into the tie-back embankment dam that will run perpendicular to the channel. The northern T-wall will transition into a parallel tie-back embankment dam and EMB that runs upstream and downstream. Settlement was calculated using an in-house excel spreadsheet for plane strain conditions and Rocscience Settle 3D. Table 2 summarizes the ultimate (long-term) settlement for both the Southern and Northern Embankments with comparisons between each program that was used to analyze the sections.

Table 2: Summary of the Ultimate Settlement Calculations.

Settlement Analysis Total Settlement (ft)

In-House Spreadsheet (Plane Strain Condition)

Rocscience Settle3d (3 dimensional loading)

South Embankment 1.16 1.09

North Embankment 1.30 1.23

This amount of settlement was considered to be undesirable for both transitions areas. The foundation settlement would induce a significant amount of drag load on the piles that would require some type of remedial action either by additional reinforcement or settlement mitigation. The majority of the settlement is from recompression and not virgin compression. Therefore, once the preload is removed, the foundation will be susceptible to rebounding back to the original condition, partially negating the benefits of the preload. To limit the potential for significant rebound to occur, the contractor will be limited on the duration of time between the removal of the preload and construction of the T-wall and final embankment. A discussion was held with the structural engineer on how much settlement the piles could withstand without requiring additional design considerations. Based on past experience and engineering judgment, a threshold of 6inches was determined to be maximum settlement the piles could withstand without additional design considerations. The amount of rebound will be monitored during construction of the T-wall and final grading for the embankment. Calculations and assumptions for each analysis can be found in Exhibit – 1.

The following alternatives were considered to prevent down-drag on the piles:

• Deep soil mixing

• Designing the piles to withstand the down-drag forces

• A preload embankment and wick drain system to eliminate settlement

Given the aggressive schedule of the project, mitigation by means of preloading and vertical wick drains was chosen as the best alternative. The other alternatives are not considered as




common, have greater uncertainty, and could take significantly longer, leading to delays in the schedule and extra cost.

1.2. Preload and Wick Drain Design Prefabricated vertical drains or wick drains have been selected as the means to reduce settlement at the transition from the T-wall to embankment dam. Installation of wick drains through the Sherack, Brenna, and Argusville soil units would allow consolidation within the foundation soils to occur relatively rapidly after the preload embankment was constructed.

1.1.4. Design

Wick drain design was completed using both the technical design manual for a Mebra drain system which uses the Barron’s formula and Rocscience’s Settle3d software which also uses the Barron’s formula. The following procedure goes through the assumptions and analyses that were used to complete the wick drain design for both preload locations.

(1) The preload and wick drains were designed to attain, at a minimum, the same amount of settlement as the final embankment or greater. For this design, the preload and wick drains were designed to consolidate past the final embankment consolidation by a couple of inches. A 9 month period was estimated as the duration to attain the desired settlement. This number was based on engineering judgment and a reasonable timeline for achieving the required settlement. However, the specifications will require approval from the USACE COR before the preload embankment can be removed. Approval will be given after the rate of settlement has decreased to negligible rate, ensuring that the foundation soils have fully consolidated.

(2) The effectiveness of the wick drains are dependent on the foundations consolidation coefficients for horizontal flow [Ch]. The coefficient for horizontal flow [Ch] is a function of the coefficient of consolidation [Cv]. For clay type soils Ch is approximately 1 to 4 times Cv. Given the homogeneous nature of the clays and little lamination, it was assumed that ratio of Ch to Cv was equal to 1. Cv values were taken from nearby consolidation tests at the site. However, Cv values are not considered constant values and slowly decrease over time as the foundation material consolidate. This is a function of the void ratio reducing and decreasing the permeability. A summary of the nearby Cv values are provided in Table 3 below.

Table 3: Summary of Coefficient of Consolidation [Cv]

Boring Formation Sample Depth [ft]

Cv [ft2/day] High Low

14-210MU

Sherack 20 - 22 0.03 0.007 Brenna 30.5 - 32.5 0.08 0.006 Brenna 45 - 47 0.05 0.006

Argusville 60 - 62 0.07 0.015 Max 0.08 0.015 Min 0.03 0.006




Average 0.06 0.008 Overall Average 0.03

To simplify the wick drain calculation, an overall average Cv value was used to determine the wick drain spacing. This average was taken over both the higher and lower bound Cv values for the 4 consolidation tests that were completed at the site. A maximum and minimum Cv value was used to also provide an upper and lower bound of the wick drain design. These values were only used to show the possible range of the design values but are considered extreme cases.

(3) The wick drain thickness and width were chosen to be 0.089in and 3.8in respectively. This is based on typical values for wick drain thickness and widths.

(4) The depth of the wick drains were extended to an elevation of 855ft which is approximately 5ft above the Argusville Clay and Till contact. In some regional locations, the Till acts as an aquifer and could be under artesian pressure. Therefore, to prevent any contamination from occurring to a potential aquifer and eliminating significant flow through the wick drains, a minimum 5ft buffer will be left above the Till.

(5) A 3ft triangular wick drain spacing was selected for underneath the T-wall transition area and underneath the control building. A 3ft triangular wick drain spacing is considered the closest wick drains can be placed while still remaining efficient. The 3ft triangular spacing was selected in order to achieve the desired settlement in the shortest timeframe. Triangular spacing was chosen due to its more effective draining influences than other spacing configurations. The calculations for the wick drain spacing can be found in Exhibit – 2.

(6) Wick drain transition zones are being proposed at certain locations to minimize the potential for an abrupt settlement change that could cause differential settlement to occur. The transition zones will consist of an area that has an increased wick drain spacing. The transition areas will be located where the preload embankment and final embankment grading occur. Figure 2, Figure 3, Figure 4 outline each of the transition zones for the wick drain and preload embankments.

(7) A plot of the settlement along the centerline is provided in Figure 1 below for 3 time steps. The 3 time steps pose the following: (1) After preload and wick drains have been installed for 275 days, (2) Preload has been removed for 60days, and (3) Long term settlement of the final embankment grade.




Figure 1: Settlement profile along the centerline of the T-wall and embankment.

North Embankment South Embankment

Control Structure




Figure 2: Wick Drain Transition Zones along the Centerline of the Preload Embankment.

Figure 3: South Preload Cross-section of Wick Drain Spacing.

Figure 4: North Preload Cross-section of Wick Drain Spacing with Transition Zones




1.1.5. Preload Embankment

Both preload locations are at the transition area from T-wall to earthen embankment. The transition locations were based on the required setback distances needed to meet the required factor of safety for stability for the earthen embankment dam. The preload embankment is oversized to provide additional stress to achieve the desired settlement. The bullets below provide a summary of the dimensions for the preload along with ( ) containing the final embankment dam dimensions for reference:

(1) Crest elevation for the Southern Preload embankment is 935 and for the Northern Preload Embankment is 938 (931) – The crest elevation of the preload is 4ft and 7ft higher than the required embankment dam to ensure that the required settlement is met.

(2) A 20ft top-width is required for the southern embank (15ft)

(3) 1V:5H side slopes (1V:4H)

The footprint of the preload will be stripped of approximately 1-2ft of topsoil and set aside to be reused. The topsoil will be replaced with impervious fill material back to the existing ground surface. A 2ft layer of granular fill will then be placed in the footprint. Next, wick drains will then be installed through the sand layer to the required depth and spacing. A 1ft segment of the wick drain will be overlain onto of the granular fill layer and an additional layer of granular fill will be placed on top. Impervious fill will then be placed on top of the sand layer to the required elevation 935ft or 938ft. The embankment slopes above the sand drain will be covered with hydro seeding and temporary erosion protection (Ex. strawbale slope barriers). Since the embankment is a temporary structure, topsoil and seeding is not required. Some maintenance may be required in the beginning to remove material that has covered drain until turf has established. A requirement in the contract specification will require the contractor to maintain the embankment for one after construction to remove any material that has sloughed over any portion of the Granular Blanket Drain.

To remove any surface drainage and wick drain discharges from the preload area, a small ditch will be constructed around the entire perimeter of the preload. This will allow the wick drains to freely flow and not pond against the embankment. A typical section of the preload is provided in the Figure 5 below.




Figure 5: Typical Section of Preload Embankment

D.1.1.1.1 Granular Fill

A 3ft thick layer of granular fill will be placed under the preload fill to allow flow from the wick drains to freely drain. The granular fill will not be required to be designed as a filter. The granular fill will not be incorporated into the final embankment dam and will be removed prior to placement of the impervious fill for the dam. In addition, the granular fill does not need to act as a filter for the preload to function as designed. The granular fill shall consist of a well-graded clean sand. The following ND DOT underdrain aggregate gradation in Table 4 is being specified as the granular fill.

Table 4: Granular Fill Gradation (ND DOT Underdrain Aggregate Gradation Table 714-01 from ND DOT Specifications).

Sieve Opening Max Min

Inches or # mm 3/8 9.53 100 #4 4.75 95 100

#16 1.18 45 80 #50 0.3 10 30

#100 0.150 0 10 #200 0.075 3




D.1.1.1.2 Borrow (Impervious Fill)

Material for the impervious fill portion of the preload embankment will come from excavation for the Inlet control structure. Having the borrow location over the control structure will help in reducing the amount rebound that would occur on the structure. The depth of the borrow area will be limited to 11ft (El. 904) to meet stability requirements of the preload embankment and borrow area slopes. The material will consist of the Sherack Formation and will not excavate into the Brenna Formation. The minimum slopes of the borrow area shall be 1V:7H to prevent any possible slope failures occurring in the excavation. The following requirements need to be met for impervious fill:

(1) Placement – Impervious fill shall be placed in lifts of 12 inches or less

(2) Compaction – The fill material will be required to be compacted to a minimum 90 percent of maximum dry density as determined by the standard proctor.

(3) Moisture Control – Moisture control will not be specified but this will not relieve the contractor from obtaining the required compaction.

(4) Testing –Testing will included proctors, density, Atterberg limits, and grain size analysis.

Topsoil from the borrow area shall be removed and stockpiled in an approved area to be used at a later date. Once the preload embankments are completed, the borrow area will remain open until construction of the Inlet structure begins the following year. It was discussed and water from local run-off will be allowed to pond in the excavation and will not be required to be pumped until construction begins on the Inlet Structure. No erosion protection is being proposed on the slopes of the borrow area as erosion is not considered to be a concern or negatively affect the borrow area.

1.3. Stability Stability analysis was completed on the Preload embankment to evaluate the stability of the embankment itself and in determining the adjacent borrow area depth. With the higher preload embankment elevation and flatter slopes, the toe of the preload embankment approaches the edge of the borrow area. The Northern Preload embankment was considered to be the most critical with the higher elevation and larger dimensions and was therefore the only preload embankment analyzed for stability. Note that the same stability restrictions (ex. setback distances) will also be required for the shorter Southern Preload embankment.

In the slope stability models, entry/exit search extents were implemented. Generally, the entry extents were placed along the top of the embankment and along the embankment slopes to the toe. The exit extents were placed along the toe of the embankment and extending down into the borrow area. A crack filled with water was also included in all analyses, as the levee material has a cohesion component in both the undrained and effective stress shear strength parameters. The critical slip surface was optimized using the built-it feature of Slope/W. The analyses followed the methodology used to analyze slope stability that is described in detail in the MFR-002, Diversion Channel and Low




Flow Design. The analyses considered both drained and undrained cases. For the drained case, multiple search zones were identified with varying required factors of safety based on criticality of the slip surface.

The preload embankment was required to meet USACE Dam Criteria for slope stability, Factor of Safety’s are presented in Table 5 below. The slope stability analysis is considered to be conservative based on the following:

• The slope stability models used to analyze stability of the preload embankment assumes an infinite continuous embankment. Both preload embankments are fairly small and are not considered continuous embankments. Therefore, the 3d effects from smaller embankment are not considered in the slope stability model and results in a more conservative analysis.

• The undrained shear strength parameters used to analyze the preload embankments are the same for the Southern Borings. The site specific test results are larger than the selected parameters are and are therefore considered conservative for analyzing the preload embankment.

Table 5 below shows the results from the stability analyses and Exhibit – 4 contains figures of the slope stability models. The limiting case for the preload embankment was undrained stability into the borrow area. In order to meet stability criteria, a 50ft bench is required between the toe of the preload embankment and the top of the borrow excavation with the maximum depth of the borrow area shall be 11 below ground surface (El. 904). The borrow area will then need to remain at this elevation until the preload embankment is removed. However, to facilitate the pile load test during the preload, a second setback distance was analyzed to determine the minimum distance downstream the contractor would be required to meet stability requirements for excavation down to the required elevation. A setback distance of 90ft from the edge of the borrow excavation is required in order to excavate down to the elation to complete the pile load test. Any excavation below elevation 904 would reduce the undrained factor of safety below the established stability criteria.

Table 5: Summary of stability analysis results for Northern Preload Embankment.

Stability Case (1)

Factor of Safety Optimized

(Drained Req = 1.5; Undrained Req. = 1.3)

Notes

Ground Water: 905 Total Head boundary condition with potential seepage face in the excavation Global Stability (Drained) 2.05 None. Lower Stability (Drained) 2.69 None. Stability – Backside (Drained) 2.43 None.

Undrained 1.31(2) 8ft Tension Crack Required. Filled with water. Borrow area excavated down to 904 (11 BGS).

Undrained - Backside 1.44 8ft Tension Crack Required. Filled with water.

90ft bench and bottom of excavation down to pile load test elevation 885ft

Global Stability (Drained) 1.90 None. Undrained 1.30 8ft Tension Crack Required. Filled with water.

(1) Stability was on the North Embankment preload which is at elevation 938 with 1V:5H slopes (2) Limiting case for the stability.




1.4. Instrumentation The preload and wick drain system will be monitored for settlement to verify that the required settlement has been achieved.

Also, consideration will be given to the use of magnetic extensometers to provide a complete settlement profile as opposed to ground surface settlement only obtained from settlement gages.

1.1.6. Settlement Monitoring

Settlement plates will be required to be installed by the contractor. Multiple settlement plates will be located within each of the preload embankments. One settlement plate will be located in the center of the preload embankment and the other will be located at the edge of the preload.

Care shall be taken by the contractor to ensure that the settlement plates are not damaged during construction. This may require placing lighting and reflective material at each of the settlement locations to aid in alerting construction personnel.

1.1.7. Pore-water Pressure Monitoring

In addition to settlement plates, a series of piezometers will be placed underneath the preload embankments to monitor pore-water pressure during construction and post-construction. A series of piezometers will be located away from the preload to monitor the baseline condition. The piezometers will be installed by USACE St Paul District geologist and the corresponding drilling contractor. This is being done to ensure that the piezometers are installed correctly and setting up the program for long-term monitoring.

Approximately five (5) piezometers are proposed to be located underneath each of the preload embankments an additional two (2) piezometers will be offset adjacent to the preload embankment to monitor the baseline condition. A total of twelve (12) piezometers are proposed to monitor the preload embankments. Piezometers will be placed throughout each of the consolidation formations: Sherack, Brenna, and Argusville. The figure below indicates the proposed piezometer elevations for the preload instrumentation.




Figure 6: Proposed piezometer locations underneath the preload embankment and piezometer to measure existing conditions.

Timing of the instrumentation will be important with the on-going construction. Installing nested vibrating wire piezometers will require drilling and installation between the wick drains prior to embankment construction. This could be difficult coordinating/working around the construction contractor.

1.5. Temporary Access Road A temporary road access will need to be constructed to both preload locations as the area is currently in a farm field. The access road will enter North from County Road 16. An 18in diameter CMP culvert with flared ends will be required for the access road as a ditch runs parallel to road. The road shall be constructed out of ND DOT class 5 Aggregate Base. Class 5 material should be readily available in the area and will be sufficient base and top for an access road.

Table 6: Access Road Aggregate Base (ND DOT Class 5 Aggregate Base, Table 816-01 from ND DOT 2014 Specifications)

Sieve Opening Min Max

Inches or # mm 1 25 100 ¾ 19 90 100 #4 4.75 35 70

#30 0.6 16 40 #200 0.075 4 10




3. POST PRELOAD CONSTRUCTION Portions of the preload embankment will not be incorporated into the overall project and will be required to be removed by the contractor for the Inlet Structure (after the required settlement has occurred). A portion of the preload embankment was discussed about incorporating into the final embankment; however, the majority of the preload embankment will be required to be removed anyhow to be able to construct the T-wall. Therefore, to simplify construction and the design the entire preload embankment will be removed. Impervious fill material that is removed from the preload embankment can be reused to construct the final embankment dam.

Once the preload has been removed, the contractor will be limited on how long the area can be left open before construction of the new embankment is required. This requirement is to limit the amount rebound that is allowed to occur. Therefore, the specifications will outline that once the contractor has removed the preload embankment, the T-wall and final embankment grading will need to be constructed within 2 months. The 2 months was estimated based on engineering judgment, a reasonable yet expeditious construction schedule, and discussion with the team.

4. PEER REVIEW A quality control (peer review) was completed on all the calculation used for design in this document. A sign-off sheet for the peer review is provided in Exhibit – 5.



Attachment_D-8_Preload_and_Wick_Drain_Design.docx Exhibit – 1

Exhibit – 1: Settlement Calculations

Project: Fargo Diversion Inlet Structure

Subject: Section Information for Southern EmbankmentAuthor: LLS Revised By:

Date: 7/27/2015 Date Revised:

Section InformationLocation Southern Embankment

Reach Extents Southern Tie-back Embankment to

Vertical Datum 88

Levee InformationTop of Embankment Elevation 932.5 ft

Existing Ground Surface Elevation 915 ftEmbankment Height 17.5 ft

Embankment Unit Weight, γ 125 pcf

Top Width 15 ftWetside Side Slope, 1V on 4 HDryside Side Slope, 1V on 4 H

Stratigraphy Information Material Properties - Mean

Layer FormationTop

ElevationBot. Elev.

Thickness gsat (pcf) OCR Cr Cc eo g' Cer Cec

1 Sherack 915 to 896.7 18.3 115 3.62 0.051 0.22 0.79 52.6 0.028 0.1232 Brenna 896.7 to 864.6 32.1 106 3.08 0.141 0.77 1.47 43.6 0.057 0.3123 Argusville 864.6 to 844.9 19.7 110 2.17 0.113 0.75 1.36 47.6 0.048 0.3184 to5 to6 to7 to8 to9 to

10 to

Groundwater Information * Stratigraphy based on borings 15-231M, 15-232M, and 15-233MDepth to Groundwater Table 10 ftGroundwater Table Elevation 905 ft

Embankment, 932.5

Ground Surface, 915

Bottom of Sherack, 896.7

Bottom of Brenna, 864.6

Bottom of Argusville, 844.9

800810820830840850860870880890900910920930940

-150 -100 -50 0 50 100 150

Elev

atio

n (ft

)

Distance (ft)

Southern Embankment

Project: Fargo Diversion Inlet StructureSubject: Settlement Calculations for Southern Embankment

Computed By: LLS Reviewed By: CWBDate: Date:

Layer Thickness: 1Settlement Location:

Stress Calculations:

Results (ft) (in.) Final Embankment Height:Total Settlement 1.16 14.0 931.34

Depth (ft)Mid. Elev.

(ft)Mid depth,

z GW depth

(ft)Formation γsat (pcf) σv (psf) u (psf) σ'vo (psf) ∆σ'v (psf) σ'vf (psf) OCR σ'vc (psf) Cεr Cεc

Recomp. ε (%)

Comp. ε (%)

Sc (ft) ΣSc (ft)Sc - cumulative

(ft)

1 914.5 0.5 0 Sherack 115 57.5 0 57.5 2187 2245.0 3.62 208.2 0.028 0.123 0.016 0.127 0.143 0.143 1.1642 913.5 1.5 0 Sherack 115 172.5 0 172.5 2187 2359.6 3.62 624.5 0.028 0.123 0.016 0.071 0.087 0.230 1.0213 912.5 2.5 0 Sherack 115 287.5 0 287.5 2186 2473.3 3.62 1040.8 0.028 0.123 0.016 0.046 0.062 0.292 0.9344 911.5 3.5 0 Sherack 115 402.5 0 402.5 2183 2585.6 3.62 1457.1 0.028 0.123 0.016 0.031 0.047 0.338 0.8725 910.5 4.5 0 Sherack 115 517.5 0 517.5 2179 2696.2 3.62 1873.4 0.028 0.123 0.016 0.019 0.035 0.374 0.8256 909.5 5.5 0 Sherack 115 632.5 0 632.5 2173 2805.2 3.62 2289.7 0.028 0.123 0.016 0.011 0.027 0.401 0.7907 908.5 6.5 0 Sherack 115 747.5 0 747.5 2165 2912.5 3.62 2706.0 0.028 0.123 0.016 0.004 0.020 0.420 0.7638 907.5 7.5 0 Sherack 115 862.5 0 862.5 2156 3018.4 3.62 3122.3 0.028 0.123 0.016 0.000 0.016 0.436 0.7439 906.5 8.5 0 Sherack 115 977.5 0 977.5 2146 3123.1 3.62 3538.6 0.028 0.123 0.014 0.000 0.014 0.450 0.728

10 905.5 9.5 0 Sherack 115 1092.5 0 1092.5 2134 3226.6 3.62 3954.9 0.028 0.123 0.013 0.000 0.013 0.464 0.71311 904.5 10.5 0.5 Sherack 115 1207.5 31.2 1176.3 2122 3298.0 3.62 4258.2 0.028 0.123 0.013 0.000 0.013 0.476 0.70012 903.5 11.5 1.5 Sherack 115 1322.5 93.6 1228.9 2109 3337.4 3.62 4448.6 0.028 0.123 0.012 0.000 0.012 0.489 0.68713 902.5 12.5 2.5 Sherack 115 1437.5 156 1281.5 2095 3376.2 3.62 4639.0 0.028 0.123 0.012 0.000 0.012 0.501 0.67514 901.5 13.5 3.5 Sherack 115 1552.5 218.4 1334.1 2080 3414.4 3.62 4829.4 0.028 0.123 0.012 0.000 0.012 0.512 0.66315 900.5 14.5 4.5 Sherack 115 1667.5 280.8 1386.7 2065 3452.2 3.62 5019.9 0.028 0.123 0.011 0.000 0.011 0.524 0.65116 899.5 15.5 5.5 Sherack 115 1782.5 343.2 1439.3 2050 3489.6 3.62 5210.3 0.028 0.123 0.011 0.000 0.011 0.535 0.64017 898.5 16.5 6.5 Sherack 115 1897.5 405.6 1491.9 2035 3526.7 3.62 5400.7 0.028 0.123 0.011 0.000 0.011 0.545 0.62918 897.5 17.5 7.5 Sherack 115 2012.5 468 1544.5 2019 3563.6 3.62 5591.1 0.028 0.123 0.010 0.000 0.010 0.556 0.61819 896.5 18.5 8.5 Brenna 106 2123 530.4 1592.6 2003 3595.7 3.08 4905.2 0.057 0.312 0.020 0.000 0.020 0.576 0.60820 895.5 19.5 9.5 Brenna 106 2229 592.8 1636.2 1987 3623.2 3.08 5039.5 0.057 0.312 0.020 0.000 0.020 0.595 0.58821 894.5 20.5 10.5 Brenna 106 2335 655.2 1679.8 1971 3650.6 3.08 5173.8 0.057 0.312 0.019 0.000 0.019 0.615 0.56822 893.5 21.5 11.5 Brenna 106 2441 717.6 1723.4 1955 3678.0 3.08 5308.1 0.057 0.312 0.019 0.000 0.019 0.634 0.54923 892.5 22.5 12.5 Brenna 106 2547 780 1767 1938 3705.2 3.08 5442.4 0.057 0.312 0.018 0.000 0.018 0.652 0.53024 891.5 23.5 13.5 Brenna 106 2653 842.4 1810.6 1922 3732.4 3.08 5576.6 0.057 0.312 0.018 0.000 0.018 0.670 0.51225 890.5 24.5 14.5 Brenna 106 2759 904.8 1854.2 1905 3759.7 3.08 5710.9 0.057 0.312 0.018 0.000 0.018 0.687 0.49426 889.5 25.5 15.5 Brenna 106 2865 967.2 1897.8 1889 3786.9 3.08 5845.2 0.057 0.312 0.017 0.000 0.017 0.704 0.47627 888.5 26.5 16.5 Brenna 106 2971 1029.6 1941.4 1873 3814.1 3.08 5979.5 0.057 0.312 0.017 0.000 0.017 0.721 0.45928 887.5 27.5 17.5 Brenna 106 3077 1092 1985 1856 3841.4 3.08 6113.8 0.057 0.312 0.016 0.000 0.016 0.738 0.44229 886.5 28.5 18.5 Brenna 106 3183 1154.4 2028.6 1840 3868.8 3.08 6248.1 0.057 0.312 0.016 0.000 0.016 0.754 0.42630 885.5 29.5 19.5 Brenna 106 3289 1216.8 2072.2 1824 3896.2 3.08 6382.4 0.057 0.312 0.016 0.000 0.016 0.769 0.41031 884.5 30.5 20.5 Brenna 106 3395 1279.2 2115.8 1808 3923.6 3.08 6516.7 0.057 0.312 0.015 0.000 0.015 0.785 0.39432 883.5 31.5 21.5 Brenna 106 3501 1341.6 2159.4 1792 3951.2 3.08 6651.0 0.057 0.312 0.015 0.000 0.015 0.800 0.37933 882.5 32.5 22.5 Brenna 106 3607 1404 2203 1776 3978.8 3.08 6785.2 0.057 0.312 0.015 0.000 0.015 0.814 0.36434 881.5 33.5 23.5 Brenna 106 3713 1466.4 2246.6 1760 4006.5 3.08 6919.5 0.057 0.312 0.014 0.000 0.014 0.829 0.35035 880.5 34.5 24.5 Brenna 106 3819 1528.8 2290.2 1744 4034.4 3.08 7053.8 0.057 0.312 0.014 0.000 0.014 0.843 0.33536 879.5 35.5 25.5 Brenna 106 3925 1591.2 2333.8 1729 4062.3 3.08 7188.1 0.057 0.312 0.014 0.000 0.014 0.856 0.32137 878.5 36.5 26.5 Brenna 106 4031 1653.6 2377.4 1713 4090.4 3.08 7322.4 0.057 0.312 0.013 0.000 0.013 0.870 0.30738 877.5 37.5 27.5 Brenna 106 4137 1716 2421 1698 4118.6 3.08 7456.7 0.057 0.312 0.013 0.000 0.013 0.883 0.29439 876.5 38.5 28.5 Brenna 106 4243 1778.4 2464.6 1682 4146.9 3.08 7591.0 0.057 0.312 0.013 0.000 0.013 0.896 0.28140 875.5 39.5 29.5 Brenna 106 4349 1840.8 2508.2 1667 4175.3 3.08 7725.3 0.057 0.312 0.013 0.000 0.013 0.908 0.26841 874.5 40.5 30.5 Brenna 106 4455 1903.2 2551.8 1652 4203.9 3.08 7859.5 0.057 0.312 0.012 0.000 0.012 0.921 0.25542 873.5 41.5 31.5 Brenna 106 4561 1965.6 2595.4 1637 4232.6 3.08 7993.8 0.057 0.312 0.012 0.000 0.012 0.933 0.24343 872.5 42.5 32.5 Brenna 106 4667 2028 2639 1622 4261.4 3.08 8128.1 0.057 0.312 0.012 0.000 0.012 0.945 0.23144 871.5 43.5 33.5 Brenna 106 4773 2090.4 2682.6 1608 4290.4 3.08 8262.4 0.057 0.312 0.012 0.000 0.012 0.956 0.21945 870.5 44.5 34.5 Brenna 106 4879 2152.8 2726.2 1593 4319.5 3.08 8396.7 0.057 0.312 0.011 0.000 0.011 0.968 0.20746 869.5 45.5 35.5 Brenna 106 4985 2215.2 2769.8 1579 4348.8 3.08 8531.0 0.057 0.312 0.011 0.000 0.011 0.979 0.19647 868.5 46.5 36.5 Brenna 106 5091 2277.6 2813.4 1565 4378.2 3.08 8665.3 0.057 0.312 0.011 0.000 0.011 0.990 0.18548 867.5 47.5 37.5 Brenna 106 5197 2340 2857 1551 4407.7 3.08 8799.6 0.057 0.312 0.011 0.000 0.011 1.001 0.17449 866.5 48.5 38.5 Brenna 106 5303 2402.4 2900.6 1537 4437.4 3.08 8933.8 0.057 0.312 0.011 0.000 0.011 1.011 0.16350 865.5 49.5 39.5 Brenna 106 5409 2464.8 2944.2 1523 4467.3 3.08 9068.1 0.057 0.312 0.010 0.000 0.010 1.022 0.15251 864.5 50.5 40.5 Argusville 110 5517 2527.2 2989.8 1509 4499.3 2.17 6487.9 0.048 0.318 0.008 0.000 0.008 1.030 0.14252 863.5 51.5 41.5 Argusville 110 5627 2589.6 3037.4 1496 4533.4 2.17 6591.2 0.048 0.318 0.008 0.000 0.008 1.038 0.13453 862.5 52.5 42.5 Argusville 110 5737 2652 3085 1483 4567.7 2.17 6694.5 0.048 0.318 0.008 0.000 0.008 1.047 0.12554 861.5 53.5 43.5 Argusville 110 5847 2714.4 3132.6 1470 4602.1 2.17 6797.7 0.048 0.318 0.008 0.000 0.008 1.055 0.11755 860.5 54.5 44.5 Argusville 110 5957 2776.8 3180.2 1457 4636.7 2.17 6901.0 0.048 0.318 0.008 0.000 0.008 1.062 0.10956 859.5 55.5 45.5 Argusville 110 6067 2839.2 3227.8 1444 4671.4 2.17 7004.3 0.048 0.318 0.008 0.000 0.008 1.070 0.10157 858.5 56.5 46.5 Argusville 110 6177 2901.6 3275.4 1431 4706.3 2.17 7107.6 0.048 0.318 0.008 0.000 0.008 1.078 0.09458 857.5 57.5 47.5 Argusville 110 6287 2964 3323 1418 4741.4 2.17 7210.9 0.048 0.318 0.007 0.000 0.007 1.085 0.08659 856.5 58.5 48.5 Argusville 110 6397 3026.4 3370.6 1406 4776.5 2.17 7314.2 0.048 0.318 0.007 0.000 0.007 1.092 0.07960 855.5 59.5 49.5 Argusville 110 6507 3088.8 3418.2 1394 4811.8 2.17 7417.5 0.048 0.318 0.007 0.000 0.007 1.099 0.07161 854.5 60.5 50.5 Argusville 110 6617 3151.2 3465.8 1382 4847.3 2.17 7520.8 0.048 0.318 0.007 0.000 0.007 1.106 0.06462 853.5 61.5 51.5 Argusville 110 6727 3213.6 3513.4 1370 4882.9 2.17 7624.1 0.048 0.318 0.007 0.000 0.007 1.113 0.05763 852.5 62.5 52.5 Argusville 110 6837 3276 3561 1358 4918.7 2.17 7727.4 0.048 0.318 0.007 0.000 0.007 1.120 0.05064 851.5 63.5 53.5 Argusville 110 6947 3338.4 3608.6 1346 4954.6 2.17 7830.7 0.048 0.318 0.007 0.000 0.007 1.127 0.04465 850.5 64.5 54.5 Argusville 110 7057 3400.8 3656.2 1334 4990.6 2.17 7934.0 0.048 0.318 0.006 0.000 0.006 1.133 0.03766 849.5 65.5 55.5 Argusville 110 7167 3463.2 3703.8 1323 5026.8 2.17 8037.2 0.048 0.318 0.006 0.000 0.006 1.139 0.03167 848.5 66.5 56.5 Argusville 110 7277 3525.6 3751.4 1312 5063.1 2.17 8140.5 0.048 0.318 0.006 0.000 0.006 1.146 0.02468 847.5 67.5 57.5 Argusville 110 7387 3588 3799 1301 5099.6 2.17 8243.8 0.048 0.318 0.006 0.000 0.006 1.152 0.01869 846.5 68.5 58.5 Argusville 110 7497 3650.4 3846.6 1290 5136.2 2.17 8347.1 0.048 0.318 0.006 0.000 0.006 1.158 0.01270 845.5 69.5 59.5 Argusville 110 7607 3712.8 3894.2 1279 5172.9 2.17 8450.4 0.048 0.318 0.006 0.000 0.006 1.164 0.00671 844.5 70.5 60.5 0 0 7662 3775.2 3886.8 1268 5154.8 0 0.0 0.000 0.000 0.000 0.000 0.000 1.164 0.00072 843.5 71.5 61.5 0 0 7662 3837.6 3824.4 1257 5081.8 0 0.0 0.000 0.000 0.000 0.000 0.000 1.164 0.00073 842.5 72.5 62.5 0 0 7662 3900 3762 1247 5008.9 0 0.0 0.000 0.000 0.000 0.000 0.000 1.164 0.00074 841.5 73.5 63.5 0 0 7662 3962.4 3699.6 1237 4936.2 0 0.0 0.000 0.000 0.000 0.000 0.000 1.164 0.00075 840.5 74.5 64.5 0 0 7662 4024.8 3637.2 1226 4863.6 0 0.0 0.000 0.000 0.000 0.000 0.000 1.164 0.00076 839.5 75.5 65.5 0 0 7662 4087.2 3574.8 1216 4791.1 0 0.0 0.000 0.000 0.000 0.000 0.000 1.164 0.00077 838.5 76.5 66.5 0 0 7662 4149.6 3512.4 1206 4718.8 0 0.0 0.000 0.000 0.000 0.000 0.000 1.164 0.00078 837.5 77.5 67.5 0 0 7662 4212 3450 1197 4646.5 0 0.0 0.000 0.000 0.000 0.000 0.000 1.164 0.00079 836.5 78.5 68.5 0 0 7662 4274.4 3387.6 1187 4574.4 0 0.0 0.000 0.000 0.000 0.000 0.000 1.164 0.00080 835.5 79.5 69.5 0 0 7662 4336.8 3325.2 1177 4502.5 0 0.0 0.000 0.000 0.000 0.000 0.000 1.164 0.00081 834.5 80.5 70.5 0 0 7662 4399.2 3262.8 1168 4430.6 0 0.0 0.000 0.000 0.000 0.000 0.000 1.164 0.00082 833.5 81.5 71.5 0 0 7662 4461.6 3200.4 1158 4358.9 0 0.0 0.000 0.000 0.000 0.000 0.000 1.164 0.00083 832.5 82.5 72.5 0 0 7662 4524 3138 1149 4287.2 0 0.0 0.000 0.000 0.000 0.000 0.000 1.164 0.00084 831.5 83.5 73.5 0 0 7662 4586.4 3075.6 1140 4215.7 0 0.0 0.000 0.000 0.000 0.000 0.000 1.164 0.00085 830.5 84.5 74.5 0 0 7662 4648.8 3013.2 1131 4144.3 0 0.0 0.000 0.000 0.000 0.000 0.000 1.164 0.00086 829.5 85.5 75.5 0 0 7662 4711.2 2950.8 1122 4073.1 0 0.0 0.000 0.000 0.000 0.000 0.000 1.164 0.00087 828.5 86.5 76.5 0 0 7662 4773.6 2888.4 1114 4001.9 0 0.0 0.000 0.000 0.000 0.000 0.000 1.164 0.00088 827.5 87.5 77.5 0 0 7662 4836 2826 1105 3930.9 0 0.0 0.000 0.000 0.000 0.000 0.000 1.164 0.00089 826.5 88.5 78.5 0 0 7662 4898.4 2763.6 1096 3859.9 0 0.0 0.000 0.000 0.000 0.000 0.000 1.164 0.00090 825.5 89.5 79.5 0 0 7662 4960.8 2701.2 1088 3789.1 0 0.0 0.000 0.000 0.000 0.000 0.000 1.164 0.00091 824.5 90.5 80.5 0 0 7662 5023.2 2638.8 1080 3718.3 0 0.0 0.000 0.000 0.000 0.000 0.000 1.164 0.00092 823.5 91.5 81.5 0 0 7662 5085.6 2576.4 1071 3647.7 0 0.0 0.000 0.000 0.000 0.000 0.000 1.164 0.00093 822.5 92.5 82.5 0 0 7662 5148 2514 1063 3577.2 0 0.0 0.000 0.000 0.000 0.000 0.000 1.164 0.00094 821.5 93.5 83.5 0 0 7662 5210.4 2451.6 1055 3506.8 0 0.0 0.000 0.000 0.000 0.000 0.000 1.164 0.00095 820.5 94.5 84.5 0 0 7662 5272.8 2389.2 1047 3436.4 0 0.0 0.000 0.000 0.000 0.000 0.000 1.164 0.00096 819.5 95.5 85.5 0 0 7662 5335.2 2326.8 1039 3366.2 0 0.0 0.000 0.000 0.000 0.000 0.000 1.164 0.00097 818.5 96.5 86.5 0 0 7662 5397.6 2264.4 1032 3296.1 0 0.0 0.000 0.000 0.000 0.000 0.000 1.164 0.00098 817.5 97.5 87.5 0 0 7662 5460 2202 1024 3226.0 0 0.0 0.000 0.000 0.000 0.000 0.000 1.164 0.00099 816.5 98.5 88.5 0 0 7662 5522.4 2139.6 1016 3156.1 0 0.0 0.000 0.000 0.000 0.000 0.000 1.164 0.000

100 815.5 99.5 89.5 0 0 7662 5584.8 2077.2 1009 3086.3 0 0.0 0.000 0.000 0.000 0.000 0.000 1.164 0.0001.164

CenterlineDavis & Poulus

2/9/2015 8/24/2015 0

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dept

h (f

t)

Settlement (ft)Sc - cumulative (ft)

Project: Fargo Diversion Inlet StructureSubject: Section Information for Northern EmbankmentAuthor: LLS Revised By:

Date: 7/29/2015 Date Revised:

Section InformationLocation Northern Embankment

Reach Extents Northside Tie-back Embankment toVertical Datum 88

Levee InformationTop of Embankment Elevation 932.5 ft

Existing Ground Surface Elevation 915 ftEmbankment Height 17.5 ft

Embankment Unit Weight, γ 125 pcfTop Width 400 ft

Wetside Side Slope, 1V on 4 HDryside Side Slope, 1V on 4 H


Layer FormationTop

ElevationBot. Elev.



10 toGroundwater Information * Stratigraphy based on boring 15-231M. Other nearby borings are 15-232M, and 15-233M

Depth to Groundwater Table 10 ftGroundwater Table Elevation 905 ft

Embankment, 932.5

Ground Surface, 915




800810820830840850860870880890900910920930940

-400 -300 -200 -100 0 100 200 300 400

Elev

atio

n (ft

)

Distance (ft)

Northside Embankment EMB and Tie-back Dam

Extended embankment width due to parallel running embankment and wide EMB embankment.

Project: Fargo Diversion Inlet StructureSubject: Settlement Calculations for Northern Embankment


Layer Thickness: 1 ftSettlement Location:




(ft)Mid depth,

z GW depth


Recomp. ε (%)

Comp. ε (%)


(ft)


10 905.5 9.5 0 Sherack 115 1092.5 0 1092.5 2187 3279.9 3.62 3954.9 0.028 0.123 0.014 0.000 0.014 0.465 0.84811 904.5 10.5 0.5 Sherack 115 1207.5 31.2 1176.3 2187 3363.7 3.62 4258.2 0.028 0.123 0.013 0.000 0.013 0.478 0.83412 903.5 11.5 1.5 Sherack 115 1322.5 93.6 1228.9 2187 3416.3 3.62 4448.6 0.028 0.123 0.013 0.000 0.013 0.491 0.82113 902.5 12.5 2.5 Sherack 115 1437.5 156 1281.5 2187 3468.9 3.62 4639.0 0.028 0.123 0.012 0.000 0.012 0.503 0.80814 901.5 13.5 3.5 Sherack 115 1552.5 218.4 1334.1 2187 3521.4 3.62 4829.4 0.028 0.123 0.012 0.000 0.012 0.515 0.79615 900.5 14.5 4.5 Sherack 115 1667.5 280.8 1386.7 2187 3574.0 3.62 5019.9 0.028 0.123 0.012 0.000 0.012 0.527 0.78416 899.5 15.5 5.5 Sherack 115 1782.5 343.2 1439.3 2187 3626.5 3.62 5210.3 0.028 0.123 0.011 0.000 0.011 0.538 0.77217 898.5 16.5 6.5 Sherack 115 1897.5 405.6 1491.9 2187 3679.1 3.62 5400.7 0.028 0.123 0.011 0.000 0.011 0.549 0.76118 897.5 17.5 7.5 Brenna 106 2008 468 1540 2187 3727.1 3.08 4743.2 0.057 0.312 0.022 0.000 0.022 0.571 0.75019 896.5 18.5 8.5 Brenna 106 2114 530.4 1583.6 2187 3770.6 3.08 4877.5 0.057 0.312 0.022 0.000 0.022 0.593 0.72820 895.5 19.5 9.5 Brenna 106 2220 592.8 1627.2 2187 3814.2 3.08 5011.8 0.057 0.312 0.021 0.000 0.021 0.614 0.70621 894.5 20.5 10.5 Brenna 106 2326 655.2 1670.8 2187 3857.7 3.08 5146.1 0.057 0.312 0.021 0.000 0.021 0.635 0.68522 893.5 21.5 11.5 Brenna 106 2432 717.6 1714.4 2187 3901.2 3.08 5280.4 0.057 0.312 0.020 0.000 0.020 0.655 0.66423 892.5 22.5 12.5 Brenna 106 2538 780 1758 2187 3944.7 3.08 5414.6 0.057 0.312 0.020 0.000 0.020 0.675 0.64424 891.5 23.5 13.5 Brenna 106 2644 842.4 1801.6 2187 3988.1 3.08 5548.9 0.057 0.312 0.020 0.000 0.020 0.695 0.62425 890.5 24.5 14.5 Brenna 106 2750 904.8 1845.2 2186 4031.6 3.08 5683.2 0.057 0.312 0.019 0.000 0.019 0.714 0.60426 889.5 25.5 15.5 Brenna 106 2856 967.2 1888.8 2186 4075.1 3.08 5817.5 0.057 0.312 0.019 0.000 0.019 0.733 0.58527 888.5 26.5 16.5 Brenna 106 2962 1029.6 1932.4 2186 4118.5 3.08 5951.8 0.057 0.312 0.019 0.000 0.019 0.752 0.56628 887.5 27.5 17.5 Brenna 106 3068 1092 1976 2186 4162.0 3.08 6086.1 0.057 0.312 0.018 0.000 0.018 0.770 0.54729 886.5 28.5 18.5 Brenna 106 3174 1154.4 2019.6 2186 4205.4 3.08 6220.4 0.057 0.312 0.018 0.000 0.018 0.789 0.52930 885.5 29.5 19.5 Brenna 106 3280 1216.8 2063.2 2186 4248.8 3.08 6354.7 0.057 0.312 0.018 0.000 0.018 0.807 0.51031 884.5 30.5 20.5 Brenna 106 3386 1279.2 2106.8 2185 4292.2 3.08 6488.9 0.057 0.312 0.018 0.000 0.018 0.824 0.49332 883.5 31.5 21.5 Brenna 106 3492 1341.6 2150.4 2185 4335.6 3.08 6623.2 0.057 0.312 0.017 0.000 0.017 0.842 0.47533 882.5 32.5 22.5 Brenna 106 3598 1404 2194 2185 4379.0 3.08 6757.5 0.057 0.312 0.017 0.000 0.017 0.859 0.45834 881.5 33.5 23.5 Brenna 106 3704 1466.4 2237.6 2185 4422.4 3.08 6891.8 0.057 0.312 0.017 0.000 0.017 0.876 0.44035 880.5 34.5 24.5 Brenna 106 3810 1528.8 2281.2 2185 4465.7 3.08 7026.1 0.057 0.312 0.017 0.000 0.017 0.892 0.42336 879.5 35.5 25.5 Brenna 106 3916 1591.2 2324.8 2184 4509.0 3.08 7160.4 0.057 0.312 0.016 0.000 0.016 0.909 0.40737 878.5 36.5 26.5 Brenna 106 4022 1653.6 2368.4 2184 4552.4 3.08 7294.7 0.057 0.312 0.016 0.000 0.016 0.925 0.39038 877.5 37.5 27.5 Brenna 106 4128 1716 2412 2184 4595.7 3.08 7429.0 0.057 0.312 0.016 0.000 0.016 0.941 0.37439 876.5 38.5 28.5 Brenna 106 4234 1778.4 2455.6 2183 4639.0 3.08 7563.2 0.057 0.312 0.016 0.000 0.016 0.957 0.35840 875.5 39.5 29.5 Brenna 106 4340 1840.8 2499.2 2183 4682.3 3.08 7697.5 0.057 0.312 0.016 0.000 0.016 0.972 0.34241 874.5 40.5 30.5 Brenna 106 4446 1903.2 2542.8 2183 4725.5 3.08 7831.8 0.057 0.312 0.015 0.000 0.015 0.988 0.32742 873.5 41.5 31.5 Brenna 106 4552 1965.6 2586.4 2182 4768.8 3.08 7966.1 0.057 0.312 0.015 0.000 0.015 1.003 0.31243 872.5 42.5 32.5 Brenna 106 4658 2028 2630 2182 4812.0 3.08 8100.4 0.057 0.312 0.015 0.000 0.015 1.018 0.29644 871.5 43.5 33.5 Brenna 106 4764 2090.4 2673.6 2182 4855.2 3.08 8234.7 0.057 0.312 0.015 0.000 0.015 1.033 0.28145 870.5 44.5 34.5 Brenna 106 4870 2152.8 2717.2 2181 4898.4 3.08 8369.0 0.057 0.312 0.015 0.000 0.015 1.047 0.26746 869.5 45.5 35.5 Brenna 106 4976 2215.2 2760.8 2181 4941.6 3.08 8503.3 0.057 0.312 0.014 0.000 0.014 1.062 0.25247 868.5 46.5 36.5 Brenna 106 5082 2277.6 2804.4 2180 4984.7 3.08 8637.6 0.057 0.312 0.014 0.000 0.014 1.076 0.23848 867.5 47.5 37.5 Brenna 106 5188 2340 2848 2180 5027.9 3.08 8771.8 0.057 0.312 0.014 0.000 0.014 1.090 0.22349 866.5 48.5 38.5 Brenna 106 5294 2402.4 2891.6 2179 5071.0 3.08 8906.1 0.057 0.312 0.014 0.000 0.014 1.104 0.20950 865.5 49.5 39.5 Brenna 106 5400 2464.8 2935.2 2179 5114.1 3.08 9040.4 0.057 0.312 0.014 0.000 0.014 1.118 0.19551 864.5 50.5 40.5 Brenna 106 5506 2527.2 2978.8 2178 5157.2 3.08 9174.7 0.057 0.312 0.014 0.000 0.014 1.131 0.18252 863.5 51.5 41.5 Brenna 106 5612 2589.6 3022.4 2178 5200.3 3.08 9309.0 0.057 0.312 0.013 0.000 0.013 1.145 0.16853 862.5 52.5 42.5 Argusville 110 5720 2652 3068 2177 5245.3 2.17 6657.6 0.048 0.318 0.011 0.000 0.011 1.156 0.15454 861.5 53.5 43.5 Argusville 110 5830 2714.4 3115.6 2177 5292.4 2.17 6760.9 0.048 0.318 0.011 0.000 0.011 1.167 0.14355 860.5 54.5 44.5 Argusville 110 5940 2776.8 3163.2 2176 5339.4 2.17 6864.1 0.048 0.318 0.011 0.000 0.011 1.178 0.13256 859.5 55.5 45.5 Argusville 110 6050 2839.2 3210.8 2176 5386.4 2.17 6967.4 0.048 0.318 0.011 0.000 0.011 1.188 0.12157 858.5 56.5 46.5 Argusville 110 6160 2901.6 3258.4 2175 5433.3 2.17 7070.7 0.048 0.318 0.011 0.000 0.011 1.199 0.11158 857.5 57.5 47.5 Argusville 110 6270 2964 3306 2174 5480.3 2.17 7174.0 0.048 0.318 0.011 0.000 0.011 1.210 0.10059 856.5 58.5 48.5 Argusville 110 6380 3026.4 3353.6 2174 5527.2 2.17 7277.3 0.048 0.318 0.010 0.000 0.010 1.220 0.08960 855.5 59.5 49.5 Argusville 110 6490 3088.8 3401.2 2173 5574.1 2.17 7380.6 0.048 0.318 0.010 0.000 0.010 1.230 0.07961 854.5 60.5 50.5 Argusville 110 6600 3151.2 3448.8 2172 5621.0 2.17 7483.9 0.048 0.318 0.010 0.000 0.010 1.240 0.06962 853.5 61.5 51.5 Argusville 110 6710 3213.6 3496.4 2172 5667.9 2.17 7587.2 0.048 0.318 0.010 0.000 0.010 1.251 0.05963 852.5 62.5 52.5 Argusville 110 6820 3276 3544 2171 5714.8 2.17 7690.5 0.048 0.318 0.010 0.000 0.010 1.260 0.04964 851.5 63.5 53.5 Argusville 110 6930 3338.4 3591.6 2170 5761.6 2.17 7793.8 0.048 0.318 0.010 0.000 0.010 1.270 0.03965 850.5 64.5 54.5 Argusville 110 7040 3400.8 3639.2 2169 5808.4 2.17 7897.1 0.048 0.318 0.010 0.000 0.010 1.280 0.02966 849.5 65.5 55.5 Argusville 110 7150 3463.2 3686.8 2168 5855.2 2.17 8000.4 0.048 0.318 0.010 0.000 0.010 1.290 0.01967 848.5 66.5 56.5 Argusville 110 7260 3525.6 3734.4 2168 5902.0 2.17 8103.6 0.048 0.318 0.010 0.000 0.010 1.299 0.01068 847.5 67.5 57.5 0 0 7315 3588 3727 2167 5893.7 0 0.0 0.000 0.000 0.000 0.000 0.000 1.299 0.00069 846.5 68.5 58.5 0 0 7315 3650.4 3664.6 2166 5830.4 0 0.0 0.000 0.000 0.000 0.000 0.000 1.299 0.00070 845.5 69.5 59.5 0 0 7315 3712.8 3602.2 2165 5767.1 0 0.0 0.000 0.000 0.000 0.000 0.000 1.299 0.00071 844.5 70.5 60.5 0 0 7315 3775.2 3539.8 2164 5703.8 0 0.0 0.000 0.000 0.000 0.000 0.000 1.299 0.00072 843.5 71.5 61.5 0 0 7315 3837.6 3477.4 2163 5640.5 0 0.0 0.000 0.000 0.000 0.000 0.000 1.299 0.00073 842.5 72.5 62.5 0 0 7315 3900 3415 2162 5577.1 0 0.0 0.000 0.000 0.000 0.000 0.000 1.299 0.00074 841.5 73.5 63.5 0 0 7315 3962.4 3352.6 2161 5513.7 0 0.0 0.000 0.000 0.000 0.000 0.000 1.299 0.00075 840.5 74.5 64.5 0 0 7315 4024.8 3290.2 2160 5450.3 0 0.0 0.000 0.000 0.000 0.000 0.000 1.299 0.00076 839.5 75.5 65.5 0 0 7315 4087.2 3227.8 2159 5386.9 0 0.0 0.000 0.000 0.000 0.000 0.000 1.299 0.00077 838.5 76.5 66.5 0 0 7315 4149.6 3165.4 2158 5323.5 0 0.0 0.000 0.000 0.000 0.000 0.000 1.299 0.00078 837.5 77.5 67.5 0 0 7315 4212 3103 2157 5260.0 0 0.0 0.000 0.000 0.000 0.000 0.000 1.299 0.00079 836.5 78.5 68.5 0 0 7315 4274.4 3040.6 2156 5196.5 0 0.0 0.000 0.000 0.000 0.000 0.000 1.299 0.00080 835.5 79.5 69.5 0 0 7315 4336.8 2978.2 2155 5133.0 0 0.0 0.000 0.000 0.000 0.000 0.000 1.299 0.00081 834.5 80.5 70.5 0 0 7315 4399.2 2915.8 2154 5069.4 0 0.0 0.000 0.000 0.000 0.000 0.000 1.299 0.00082 833.5 81.5 71.5 0 0 7315 4461.6 2853.4 2152 5005.9 0 0.0 0.000 0.000 0.000 0.000 0.000 1.299 0.00083 832.5 82.5 72.5 0 0 7315 4524 2791 2151 4942.3 0 0.0 0.000 0.000 0.000 0.000 0.000 1.299 0.00084 831.5 83.5 73.5 0 0 7315 4586.4 2728.6 2150 4878.7 0 0.0 0.000 0.000 0.000 0.000 0.000 1.299 0.00085 830.5 84.5 74.5 0 0 7315 4648.8 2666.2 2149 4815.1 0 0.0 0.000 0.000 0.000 0.000 0.000 1.299 0.00086 829.5 85.5 75.5 0 0 7315 4711.2 2603.8 2148 4751.4 0 0.0 0.000 0.000 0.000 0.000 0.000 1.299 0.00087 828.5 86.5 76.5 0 0 7315 4773.6 2541.4 2146 4687.7 0 0.0 0.000 0.000 0.000 0.000 0.000 1.299 0.00088 827.5 87.5 77.5 0 0 7315 4836 2479 2145 4624.0 0 0.0 0.000 0.000 0.000 0.000 0.000 1.299 0.00089 826.5 88.5 78.5 0 0 7315 4898.4 2416.6 2144 4560.3 0 0.0 0.000 0.000 0.000 0.000 0.000 1.299 0.00090 825.5 89.5 79.5 0 0 7315 4960.8 2354.2 2142 4496.6 0 0.0 0.000 0.000 0.000 0.000 0.000 1.299 0.00091 824.5 90.5 80.5 0 0 7315 5023.2 2291.8 2141 4432.8 0 0.0 0.000 0.000 0.000 0.000 0.000 1.299 0.00092 823.5 91.5 81.5 0 0 7315 5085.6 2229.4 2140 4369.0 0 0.0 0.000 0.000 0.000 0.000 0.000 1.299 0.00093 822.5 92.5 82.5 0 0 7315 5148 2167 2138 4305.2 0 0.0 0.000 0.000 0.000 0.000 0.000 1.299 0.00094 821.5 93.5 83.5 0 0 7315 5210.4 2104.6 2137 4241.4 0 0.0 0.000 0.000 0.000 0.000 0.000 1.299 0.00095 820.5 94.5 84.5 0 0 7315 5272.8 2042.2 2135 4177.6 0 0.0 0.000 0.000 0.000 0.000 0.000 1.299 0.00096 819.5 95.5 85.5 0 0 7315 5335.2 1979.8 2134 4113.7 0 0.0 0.000 0.000 0.000 0.000 0.000 1.299 0.00097 818.5 96.5 86.5 0 0 7315 5397.6 1917.4 2132 4049.8 0 0.0 0.000 0.000 0.000 0.000 0.000 1.299 0.00098 817.5 97.5 87.5 0 0 7315 5460 1855 2131 3985.9 0 0.0 0.000 0.000 0.000 0.000 0.000 1.299 0.00099 816.5 98.5 88.5 0 0 7315 5522.4 1792.6 2129 3921.9 0 0.0 0.000 0.000 0.000 0.000 0.000 1.299 0.000

100 815.5 99.5 89.5 0 0 7315 5584.8 1730.2 2128 3858.0 0 0.0 0.000 0.000 0.000 0.000 0.000 1.299 0.0001.299


7/29/2015 8/24/2015 0

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50

60

70

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0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4

dept

h (f

t)

Settlement (ft)Sc - cumulative (ft)




Exhibit – 2: Wick Drain Design

Project: Fargo Diversion Inlet Structure PreloadSubject: Section Information for Southern Preload Embankment

Author: LLS Revised By: CWBDate: 7/31/2015 Date Revised: ########

Section InformationLocation Southern Preload Embankment

Reach Extents Southern T-Wall Transition toVertical Datum 88

Levee InformationTop of Embankment Elevation 935 ft

Existing Ground Surface Elevation 915 ft Final Embankment Height:Embankment Height 20 ft 933.66




Layer FormationTop

ElevationBot. Elev.

Thickness gsat (pcf) OCR Cr Cc eo g'Cer Cec


10 to* Stratigraphy based on borings 15-231M, 15-232M, and 15-233M

Groundwater InformationDepth to Groundwater Table 10 ftGroundwater Table Elevation 905 ft

Embankment, 935

Ground Surface, 915




Ground Water, 905

800810820830840850860870880890900910920930940950

-200 -150 -100 -50 0 50 100 150 200

Elev

atio

n (ft

)

Distance (ft)

Southern Preload Embankment

Project: Fargo Diversion Inlet Structure PreloadSubject: Settlement Calculations for Southern Preload Embankment






(ft)Mid depth,

z GW depth


Recomp. ε (%)

Comp. ε (%)


(ft)


10 905.5 9.5 0 Sherack 115 1092.5 0 1092.5 2470 3562.6 3.62 3954.9 0.028 0.123 0.015 0.000 0.015 0.514 0.84211 904.5 10.5 0.5 Sherack 115 1207.5 31.2 1176.3 2462 3638.6 3.62 4258.2 0.028 0.123 0.014 0.000 0.014 0.528 0.82712 903.5 11.5 1.5 Sherack 115 1322.5 93.6 1228.9 2454 3682.6 3.62 4448.6 0.028 0.123 0.014 0.000 0.014 0.541 0.81313 902.5 12.5 2.5 Sherack 115 1437.5 156 1281.5 2445 3726.0 3.62 4639.0 0.028 0.123 0.013 0.000 0.013 0.554 0.80014 901.5 13.5 3.5 Sherack 115 1552.5 218.4 1334.1 2435 3768.8 3.62 4829.4 0.028 0.123 0.013 0.000 0.013 0.567 0.78615 900.5 14.5 4.5 Sherack 115 1667.5 280.8 1386.7 2424 3811.2 3.62 5019.9 0.028 0.123 0.013 0.000 0.013 0.580 0.77416 899.5 15.5 5.5 Sherack 115 1782.5 343.2 1439.3 2414 3853.0 3.62 5210.3 0.028 0.123 0.012 0.000 0.012 0.592 0.76117 898.5 16.5 6.5 Sherack 115 1897.5 405.6 1491.9 2403 3894.5 3.62 5400.7 0.028 0.123 0.012 0.000 0.012 0.604 0.74918 897.5 17.5 7.5 Sherack 115 2012.5 468 1544.5 2391 3935.7 3.62 5591.1 0.028 0.123 0.012 0.000 0.012 0.615 0.73719 896.5 18.5 8.5 Brenna 106 2123 530.4 1592.6 2379 3972.0 3.08 4905.2 0.057 0.312 0.023 0.000 0.023 0.638 0.72520 895.5 19.5 9.5 Brenna 106 2229 592.8 1636.2 2367 4003.6 3.08 5039.5 0.057 0.312 0.022 0.000 0.022 0.660 0.70321 894.5 20.5 10.5 Brenna 106 2335 655.2 1679.8 2355 4035.0 3.08 5173.8 0.057 0.312 0.022 0.000 0.022 0.682 0.68122 893.5 21.5 11.5 Brenna 106 2441 717.6 1723.4 2343 4066.2 3.08 5308.1 0.057 0.312 0.021 0.000 0.021 0.703 0.65923 892.5 22.5 12.5 Brenna 106 2547 780 1767 2330 4097.2 3.08 5442.4 0.057 0.312 0.021 0.000 0.021 0.724 0.63824 891.5 23.5 13.5 Brenna 106 2653 842.4 1810.6 2317 4128.1 3.08 5576.6 0.057 0.312 0.020 0.000 0.020 0.745 0.61725 890.5 24.5 14.5 Brenna 106 2759 904.8 1854.2 2305 4158.9 3.08 5710.9 0.057 0.312 0.020 0.000 0.020 0.765 0.59626 889.5 25.5 15.5 Brenna 106 2865 967.2 1897.8 2292 4189.5 3.08 5845.2 0.057 0.312 0.020 0.000 0.020 0.784 0.57627 888.5 26.5 16.5 Brenna 106 2971 1029.6 1941.4 2279 4220.1 3.08 5979.5 0.057 0.312 0.019 0.000 0.019 0.803 0.55728 887.5 27.5 17.5 Brenna 106 3077 1092 1985 2266 4250.6 3.08 6113.8 0.057 0.312 0.019 0.000 0.019 0.822 0.53729 886.5 28.5 18.5 Brenna 106 3183 1154.4 2028.6 2252 4281.1 3.08 6248.1 0.057 0.312 0.019 0.000 0.019 0.841 0.51930 885.5 29.5 19.5 Brenna 106 3289 1216.8 2072.2 2239 4311.5 3.08 6382.4 0.057 0.312 0.018 0.000 0.018 0.859 0.50031 884.5 30.5 20.5 Brenna 106 3395 1279.2 2115.8 2226 4341.8 3.08 6516.7 0.057 0.312 0.018 0.000 0.018 0.877 0.48232 883.5 31.5 21.5 Brenna 106 3501 1341.6 2159.4 2213 4372.2 3.08 6651.0 0.057 0.312 0.017 0.000 0.017 0.894 0.46433 882.5 32.5 22.5 Brenna 106 3607 1404 2203 2200 4402.5 3.08 6785.2 0.057 0.312 0.017 0.000 0.017 0.911 0.44734 881.5 33.5 23.5 Brenna 106 3713 1466.4 2246.6 2186 4432.9 3.08 6919.5 0.057 0.312 0.017 0.000 0.017 0.928 0.42935 880.5 34.5 24.5 Brenna 106 3819 1528.8 2290.2 2173 4463.2 3.08 7053.8 0.057 0.312 0.017 0.000 0.017 0.945 0.41336 879.5 35.5 25.5 Brenna 106 3925 1591.2 2333.8 2160 4493.6 3.08 7188.1 0.057 0.312 0.016 0.000 0.016 0.961 0.39637 878.5 36.5 26.5 Brenna 106 4031 1653.6 2377.4 2147 4523.9 3.08 7322.4 0.057 0.312 0.016 0.000 0.016 0.977 0.38038 877.5 37.5 27.5 Brenna 106 4137 1716 2421 2133 4554.3 3.08 7456.7 0.057 0.312 0.016 0.000 0.016 0.993 0.36439 876.5 38.5 28.5 Brenna 106 4243 1778.4 2464.6 2120 4584.7 3.08 7591.0 0.057 0.312 0.015 0.000 0.015 1.008 0.34840 875.5 39.5 29.5 Brenna 106 4349 1840.8 2508.2 2107 4615.2 3.08 7725.3 0.057 0.312 0.015 0.000 0.015 1.023 0.33341 874.5 40.5 30.5 Brenna 106 4455 1903.2 2551.8 2094 4645.7 3.08 7859.5 0.057 0.312 0.015 0.000 0.015 1.038 0.31842 873.5 41.5 31.5 Brenna 106 4561 1965.6 2595.4 2081 4676.2 3.08 7993.8 0.057 0.312 0.015 0.000 0.015 1.053 0.30343 872.5 42.5 32.5 Brenna 106 4667 2028 2639 2068 4706.7 3.08 8128.1 0.057 0.312 0.014 0.000 0.014 1.067 0.28844 871.5 43.5 33.5 Brenna 106 4773 2090.4 2682.6 2055 4737.4 3.08 8262.4 0.057 0.312 0.014 0.000 0.014 1.081 0.27445 870.5 44.5 34.5 Brenna 106 4879 2152.8 2726.2 2042 4768.0 3.08 8396.7 0.057 0.312 0.014 0.000 0.014 1.095 0.26046 869.5 45.5 35.5 Brenna 106 4985 2215.2 2769.8 2029 4798.7 3.08 8531.0 0.057 0.312 0.014 0.000 0.014 1.109 0.24647 868.5 46.5 36.5 Brenna 106 5091 2277.6 2813.4 2016 4829.5 3.08 8665.3 0.057 0.312 0.013 0.000 0.013 1.122 0.23248 867.5 47.5 37.5 Brenna 106 5197 2340 2857 2003 4860.3 3.08 8799.6 0.057 0.312 0.013 0.000 0.013 1.135 0.21949 866.5 48.5 38.5 Brenna 106 5303 2402.4 2900.6 1991 4891.2 3.08 8933.8 0.057 0.312 0.013 0.000 0.013 1.148 0.20650 865.5 49.5 39.5 Brenna 106 5409 2464.8 2944.2 1978 4922.2 3.08 9068.1 0.057 0.312 0.013 0.000 0.013 1.161 0.19351 864.5 50.5 40.5 Argusville 110 5517 2527.2 2989.8 1965 4955.2 2.17 6487.9 0.048 0.318 0.011 0.000 0.011 1.171 0.18052 863.5 51.5 41.5 Argusville 110 5627 2589.6 3037.4 1953 4990.3 2.17 6591.2 0.048 0.318 0.010 0.000 0.010 1.182 0.16953 862.5 52.5 42.5 Argusville 110 5737 2652 3085 1940 5025.5 2.17 6694.5 0.048 0.318 0.010 0.000 0.010 1.192 0.15954 861.5 53.5 43.5 Argusville 110 5847 2714.4 3132.6 1928 5060.7 2.17 6797.7 0.048 0.318 0.010 0.000 0.010 1.202 0.14955 860.5 54.5 44.5 Argusville 110 5957 2776.8 3180.2 1916 5096.0 2.17 6901.0 0.048 0.318 0.010 0.000 0.010 1.212 0.13956 859.5 55.5 45.5 Argusville 110 6067 2839.2 3227.8 1904 5131.4 2.17 7004.3 0.048 0.318 0.010 0.000 0.010 1.221 0.12957 858.5 56.5 46.5 Argusville 110 6177 2901.6 3275.4 1891 5166.8 2.17 7107.6 0.048 0.318 0.009 0.000 0.009 1.231 0.12058 857.5 57.5 47.5 Argusville 110 6287 2964 3323 1879 5202.3 2.17 7210.9 0.048 0.318 0.009 0.000 0.009 1.240 0.11059 856.5 58.5 48.5 Argusville 110 6397 3026.4 3370.6 1867 5238.0 2.17 7314.2 0.048 0.318 0.009 0.000 0.009 1.249 0.10160 855.5 59.5 49.5 Argusville 110 6507 3088.8 3418.2 1855 5273.6 2.17 7417.5 0.048 0.318 0.009 0.000 0.009 1.258 0.09261 854.5 60.5 50.5 Argusville 110 6617 3151.2 3465.8 1844 5309.4 2.17 7520.8 0.048 0.318 0.009 0.000 0.009 1.267 0.08362 853.5 61.5 51.5 Argusville 110 6727 3213.6 3513.4 1832 5345.2 2.17 7624.1 0.048 0.318 0.009 0.000 0.009 1.276 0.07463 852.5 62.5 52.5 Argusville 110 6837 3276 3561 1820 5381.2 2.17 7727.4 0.048 0.318 0.009 0.000 0.009 1.284 0.06564 851.5 63.5 53.5 Argusville 110 6947 3338.4 3608.6 1809 5417.2 2.17 7830.7 0.048 0.318 0.008 0.000 0.008 1.293 0.05665 850.5 64.5 54.5 Argusville 110 7057 3400.8 3656.2 1797 5453.3 2.17 7934.0 0.048 0.318 0.008 0.000 0.008 1.301 0.04866 849.5 65.5 55.5 Argusville 110 7167 3463.2 3703.8 1786 5489.4 2.17 8037.2 0.048 0.318 0.008 0.000 0.008 1.309 0.04067 848.5 66.5 56.5 Argusville 110 7277 3525.6 3751.4 1774 5525.7 2.17 8140.5 0.048 0.318 0.008 0.000 0.008 1.317 0.03168 847.5 67.5 57.5 Argusville 110 7387 3588 3799 1763 5562.0 2.17 8243.8 0.048 0.318 0.008 0.000 0.008 1.325 0.02369 846.5 68.5 58.5 Argusville 110 7497 3650.4 3846.6 1752 5598.5 2.17 8347.1 0.048 0.318 0.008 0.000 0.008 1.333 0.01570 845.5 69.5 59.5 Argusville 110 7607 3712.8 3894.2 1741 5635.0 2.17 8450.4 0.048 0.318 0.008 0.000 0.008 1.341 0.00871 844.5 70.5 60.5 0 0 7662 3775.2 3886.8 1730 5616.5 0 0.0 0.000 0.000 0.000 0.000 0.000 1.341 0.00072 843.5 71.5 61.5 0 0 7662 3837.6 3824.4 1719 5543.2 0 0.0 0.000 0.000 0.000 0.000 0.000 1.341 0.00073 842.5 72.5 62.5 0 0 7662 3900 3762 1708 5470.0 0 0.0 0.000 0.000 0.000 0.000 0.000 1.341 0.00074 841.5 73.5 63.5 0 0 7662 3962.4 3699.6 1697 5396.8 0 0.0 0.000 0.000 0.000 0.000 0.000 1.341 0.00075 840.5 74.5 64.5 0 0 7662 4024.8 3637.2 1687 5323.8 0 0.0 0.000 0.000 0.000 0.000 0.000 1.341 0.00076 839.5 75.5 65.5 0 0 7662 4087.2 3574.8 1676 5250.8 0 0.0 0.000 0.000 0.000 0.000 0.000 1.341 0.00077 838.5 76.5 66.5 0 0 7662 4149.6 3512.4 1665 5177.9 0 0.0 0.000 0.000 0.000 0.000 0.000 1.341 0.00078 837.5 77.5 67.5 0 0 7662 4212 3450 1655 5105.0 0 0.0 0.000 0.000 0.000 0.000 0.000 1.341 0.00079 836.5 78.5 68.5 0 0 7662 4274.4 3387.6 1645 5032.3 0 0.0 0.000 0.000 0.000 0.000 0.000 1.341 0.00080 835.5 79.5 69.5 0 0 7662 4336.8 3325.2 1634 4959.7 0 0.0 0.000 0.000 0.000 0.000 0.000 1.341 0.00081 834.5 80.5 70.5 0 0 7662 4399.2 3262.8 1624 4887.1 0 0.0 0.000 0.000 0.000 0.000 0.000 1.341 0.00082 833.5 81.5 71.5 0 0 7662 4461.6 3200.4 1614 4814.6 0 0.0 0.000 0.000 0.000 0.000 0.000 1.341 0.00083 832.5 82.5 72.5 0 0 7662 4524 3138 1604 4742.2 0 0.0 0.000 0.000 0.000 0.000 0.000 1.341 0.00084 831.5 83.5 73.5 0 0 7662 4586.4 3075.6 1594 4669.9 0 0.0 0.000 0.000 0.000 0.000 0.000 1.341 0.00085 830.5 84.5 74.5 0 0 7662 4648.8 3013.2 1584 4597.7 0 0.0 0.000 0.000 0.000 0.000 0.000 1.341 0.00086 829.5 85.5 75.5 0 0 7662 4711.2 2950.8 1575 4525.5 0 0.0 0.000 0.000 0.000 0.000 0.000 1.341 0.00087 828.5 86.5 76.5 0 0 7662 4773.6 2888.4 1565 4453.5 0 0.0 0.000 0.000 0.000 0.000 0.000 1.341 0.00088 827.5 87.5 77.5 0 0 7662 4836 2826 1555 4381.5 0 0.0 0.000 0.000 0.000 0.000 0.000 1.341 0.00089 826.5 88.5 78.5 0 0 7662 4898.4 2763.6 1546 4309.6 0 0.0 0.000 0.000 0.000 0.000 0.000 1.341 0.00090 825.5 89.5 79.5 0 0 7662 4960.8 2701.2 1537 4237.8 0 0.0 0.000 0.000 0.000 0.000 0.000 1.341 0.00091 824.5 90.5 80.5 0 0 7662 5023.2 2638.8 1527 4166.0 0 0.0 0.000 0.000 0.000 0.000 0.000 1.341 0.00092 823.5 91.5 81.5 0 0 7662 5085.6 2576.4 1518 4094.4 0 0.0 0.000 0.000 0.000 0.000 0.000 1.341 0.00093 822.5 92.5 82.5 0 0 7662 5148 2514 1509 4022.8 0 0.0 0.000 0.000 0.000 0.000 0.000 1.341 0.00094 821.5 93.5 83.5 0 0 7662 5210.4 2451.6 1500 3951.3 0 0.0 0.000 0.000 0.000 0.000 0.000 1.341 0.00095 820.5 94.5 84.5 0 0 7662 5272.8 2389.2 1491 3879.9 0 0.0 0.000 0.000 0.000 0.000 0.000 1.341 0.00096 819.5 95.5 85.5 0 0 7662 5335.2 2326.8 1482 3808.5 0 0.0 0.000 0.000 0.000 0.000 0.000 1.341 0.00097 818.5 96.5 86.5 0 0 7662 5397.6 2264.4 1473 3737.3 0 0.0 0.000 0.000 0.000 0.000 0.000 1.341 0.00098 817.5 97.5 87.5 0 0 7662 5460 2202 1464 3666.1 0 0.0 0.000 0.000 0.000 0.000 0.000 1.341 0.00099 816.5 98.5 88.5 0 0 7662 5522.4 2139.6 1455 3595.0 0 0.0 0.000 0.000 0.000 0.000 0.000 1.341 0.000

100 815.5 99.5 89.5 0 0 7662 5584.8 2077.2 1447 3523.9 0 0.0 0.000 0.000 0.000 0.000 0.000 1.341 0.0001.341


7/31/2015 8/24/2015 0

10

20

30

40

50

60

70

80

90

100

0.0 0.5 1.0 1.5

dept

h (f

t)

Settlement (ft)Sc - cumulative Underneath the Centerline (ft)

Design of Prefabricated Vertical Drains for Southern Preload EmUltimate settlement for the embankment was computed to be 1.05

CWBParameters 8/24/2015 917 Wick Drain

Average cv = 0.03 (ft.2/day) Based on an average value for all the layer formations Row x x x ------ 914 Sand

Lowest Bound cv = 0.006 (ft.2/day) Lowest value of all layer Cv values Sub-row x x 3 Foundation 0.0 275

Highest Bound cv = 0.085 (ft.2/day) Highest value of all layer Cv values x x x ------ 1 275ch/cv = 1 The foundation soils in this area are closely uniform and can assume to be 1 x x

Average ch = 0.03 (ft.2/day) 0.333 x x xLower Bound ch = (ft.2/day) 0.0118 x x .Upper Bound ch = 0.085 (ft.2/day) x x x

wick width, a = 0.316667 ft 3.800 in x x 855wick thickness, b = 0.007417 ft 0.089 in l 3 l Hard Foundation or Bottom Depth of Drains

equivalent diameter, d = 0.2063 ft 2.5 in The equivale 933.66 Number of Rows 40Sphere of influence, D = 3.15 ft2 37.8 in Number of sub rows 39 Estimated time to complete settlement

# Drains per Row 25 * Estimated date for completed preload: 20-Oct-15# Drains per sub-row 24 * Estimated date for Inlet construction: 20-Jul-16

U % Consolidation t (days) Total # Drains 1936 * Total number of preload days: 2750.0 0.8 0.01 Total Length [ft] 1200320.1 8.7 0.130.2 18.3 0.270.3 29.3 0.400.4 42.0 0.540.5 57.0 0.670.6 75.3 0.800.7 99.0 0.940.8 132.3 1.070.9 189.3 1.211.0 378.6 1.33

Foot Print of Preload Cross-Section of Wick Drains

12062

75

Settlement (ft)Average Bound of Cv

The wick drain width and thickness was chosen based on engineering judgement and typical values.

Triangular pattern use 1.05 * direct spacing; for square pattern use 1.13 * direct spacing

Barron's Formula, to determine wick drain spacing

Inle

t Con

stru

ctio

n B

egin

s

1.16

0.00

0.20

0.40

0.60

0.80

1.00

1.20

0.0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1.0

0 50 100 150 200 250 300 350 400

Tota

l Set

tlem

ent (

ft)

Degr

ee o

f Con

solid

atio

n(U

) [%

]

Time [days]

Lower Ch

Upper Ch

Ave Ch

Target Settlement

Project: Fargo Diversion Inlet Structure PreloadSubject: Section Information for Northern Preload Embankment

Author: LLS Revised By:Date: 7/29/2015 Date Revised:

Section InformationLocation Northern Preload Embankment

Reach Extents Northern T-Wall Transition toVertical Datum 88

Levee InformationTop of Embankment Elevation 938 ft

Existing Ground Surface Elevation 915 ftEmbankment Height 23 ft




Layer FormationTop

ElevationBot. Elev.



10 to* Stratigraphy based on boring 15-231M. Other nearby borings are 15-232M, and 15-233M

Groundwater InformationDepth to Groundwater Table 10 ftGroundwater Table Elevation 905 ft

Embankment, 938

Ground Surface, 915




Ground Water, 905

800810820830840850860870880890900910920930940950

-200 -150 -100 -50 0 50 100 150 200

Elev

atio

n (ft

)

Distance (ft)

Northern Preload Embankment

Project: Fargo Diversion Inlet Structure PreloadSubject: Settlement Calculations for Northern Preload Embankment






(ft)Mid depth,

z GW depth


Recomp. ε (%)

Comp. ε (%)


(ft)


10 905.5 9.5 0 Sherack 115 1092.5 0 1092.5 2853 3945.9 3.62 3954.9 0.028 0.123 0.016 0.000 0.016 0.571 0.94511 904.5 10.5 0.5 Sherack 115 1207.5 31.2 1176.3 2847 4023.6 3.62 4258.2 0.028 0.123 0.015 0.000 0.015 0.586 0.93012 903.5 11.5 1.5 Sherack 115 1322.5 93.6 1228.9 2840 4069.3 3.62 4448.6 0.028 0.123 0.015 0.000 0.015 0.601 0.91413 902.5 12.5 2.5 Sherack 115 1437.5 156 1281.5 2833 4114.4 3.62 4639.0 0.028 0.123 0.014 0.000 0.014 0.616 0.89914 901.5 13.5 3.5 Sherack 115 1552.5 218.4 1334.1 2825 4158.9 3.62 4829.4 0.028 0.123 0.014 0.000 0.014 0.630 0.88515 900.5 14.5 4.5 Sherack 115 1667.5 280.8 1386.7 2816 4202.9 3.62 5019.9 0.028 0.123 0.014 0.000 0.014 0.643 0.87116 899.5 15.5 5.5 Sherack 115 1782.5 343.2 1439.3 2807 4246.3 3.62 5210.3 0.028 0.123 0.013 0.000 0.013 0.657 0.85717 898.5 16.5 6.5 Sherack 115 1897.5 405.6 1491.9 2797 4289.3 3.62 5400.7 0.028 0.123 0.013 0.000 0.013 0.670 0.84418 897.5 17.5 7.5 Brenna 106 2008 468 1540 2787 4327.3 3.08 4743.2 0.057 0.312 0.026 0.000 0.026 0.695 0.83119 896.5 18.5 8.5 Brenna 106 2114 530.4 1583.6 2777 4360.5 3.08 4877.5 0.057 0.312 0.025 0.000 0.025 0.721 0.80520 895.5 19.5 9.5 Brenna 106 2220 592.8 1627.2 2766 4393.3 3.08 5011.8 0.057 0.312 0.025 0.000 0.025 0.745 0.78021 894.5 20.5 10.5 Brenna 106 2326 655.2 1670.8 2755 4425.9 3.08 5146.1 0.057 0.312 0.024 0.000 0.024 0.769 0.75522 893.5 21.5 11.5 Brenna 106 2432 717.6 1714.4 2744 4458.1 3.08 5280.4 0.057 0.312 0.024 0.000 0.024 0.793 0.73123 892.5 22.5 12.5 Brenna 106 2538 780 1758 2732 4490.2 3.08 5414.6 0.057 0.312 0.023 0.000 0.023 0.816 0.70824 891.5 23.5 13.5 Brenna 106 2644 842.4 1801.6 2720 4522.0 3.08 5548.9 0.057 0.312 0.023 0.000 0.023 0.839 0.68425 890.5 24.5 14.5 Brenna 106 2750 904.8 1845.2 2708 4553.6 3.08 5683.2 0.057 0.312 0.022 0.000 0.022 0.861 0.66226 889.5 25.5 15.5 Brenna 106 2856 967.2 1888.8 2696 4585.1 3.08 5817.5 0.057 0.312 0.022 0.000 0.022 0.883 0.63927 888.5 26.5 16.5 Brenna 106 2962 1029.6 1932.4 2684 4616.4 3.08 5951.8 0.057 0.312 0.022 0.000 0.022 0.905 0.61728 887.5 27.5 17.5 Brenna 106 3068 1092 1976 2672 4647.6 3.08 6086.1 0.057 0.312 0.021 0.000 0.021 0.926 0.59629 886.5 28.5 18.5 Brenna 106 3174 1154.4 2019.6 2659 4678.6 3.08 6220.4 0.057 0.312 0.021 0.000 0.021 0.947 0.57430 885.5 29.5 19.5 Brenna 106 3280 1216.8 2063.2 2646 4709.6 3.08 6354.7 0.057 0.312 0.020 0.000 0.020 0.968 0.55431 884.5 30.5 20.5 Brenna 106 3386 1279.2 2106.8 2634 4740.5 3.08 6488.9 0.057 0.312 0.020 0.000 0.020 0.988 0.53332 883.5 31.5 21.5 Brenna 106 3492 1341.6 2150.4 2621 4771.2 3.08 6623.2 0.057 0.312 0.020 0.000 0.020 1.007 0.51333 882.5 32.5 22.5 Brenna 106 3598 1404 2194 2608 4802.0 3.08 6757.5 0.057 0.312 0.019 0.000 0.019 1.027 0.49334 881.5 33.5 23.5 Brenna 106 3704 1466.4 2237.6 2595 4832.7 3.08 6891.8 0.057 0.312 0.019 0.000 0.019 1.046 0.47435 880.5 34.5 24.5 Brenna 106 3810 1528.8 2281.2 2582 4863.3 3.08 7026.1 0.057 0.312 0.019 0.000 0.019 1.065 0.45536 879.5 35.5 25.5 Brenna 106 3916 1591.2 2324.8 2569 4893.9 3.08 7160.4 0.057 0.312 0.018 0.000 0.018 1.083 0.43637 878.5 36.5 26.5 Brenna 106 4022 1653.6 2368.4 2556 4924.5 3.08 7294.7 0.057 0.312 0.018 0.000 0.018 1.101 0.41738 877.5 37.5 27.5 Brenna 106 4128 1716 2412 2543 4955.0 3.08 7429.0 0.057 0.312 0.018 0.000 0.018 1.119 0.39939 876.5 38.5 28.5 Brenna 106 4234 1778.4 2455.6 2530 4985.6 3.08 7563.2 0.057 0.312 0.018 0.000 0.018 1.137 0.38240 875.5 39.5 29.5 Brenna 106 4340 1840.8 2499.2 2517 5016.1 3.08 7697.5 0.057 0.312 0.017 0.000 0.017 1.154 0.36441 874.5 40.5 30.5 Brenna 106 4446 1903.2 2542.8 2504 5046.6 3.08 7831.8 0.057 0.312 0.017 0.000 0.017 1.171 0.34742 873.5 41.5 31.5 Brenna 106 4552 1965.6 2586.4 2491 5077.1 3.08 7966.1 0.057 0.312 0.017 0.000 0.017 1.188 0.33043 872.5 42.5 32.5 Brenna 106 4658 2028 2630 2478 5107.7 3.08 8100.4 0.057 0.312 0.016 0.000 0.016 1.204 0.31344 871.5 43.5 33.5 Brenna 106 4764 2090.4 2673.6 2465 5138.2 3.08 8234.7 0.057 0.312 0.016 0.000 0.016 1.220 0.29745 870.5 44.5 34.5 Brenna 106 4870 2152.8 2717.2 2452 5168.8 3.08 8369.0 0.057 0.312 0.016 0.000 0.016 1.236 0.28046 869.5 45.5 35.5 Brenna 106 4976 2215.2 2760.8 2439 5199.4 3.08 8503.3 0.057 0.312 0.016 0.000 0.016 1.252 0.26447 868.5 46.5 36.5 Brenna 106 5082 2277.6 2804.4 2426 5230.0 3.08 8637.6 0.057 0.312 0.015 0.000 0.015 1.267 0.24948 867.5 47.5 37.5 Brenna 106 5188 2340 2848 2413 5260.6 3.08 8771.8 0.057 0.312 0.015 0.000 0.015 1.283 0.23349 866.5 48.5 38.5 Brenna 106 5294 2402.4 2891.6 2400 5291.3 3.08 8906.1 0.057 0.312 0.015 0.000 0.015 1.298 0.21850 865.5 49.5 39.5 Brenna 106 5400 2464.8 2935.2 2387 5322.0 3.08 9040.4 0.057 0.312 0.015 0.000 0.015 1.312 0.20351 864.5 50.5 40.5 Brenna 106 5506 2527.2 2978.8 2374 5352.8 3.08 9174.7 0.057 0.312 0.015 0.000 0.015 1.327 0.18852 863.5 51.5 41.5 Brenna 106 5612 2589.6 3022.4 2361 5383.5 3.08 9309.0 0.057 0.312 0.014 0.000 0.014 1.341 0.17453 862.5 52.5 42.5 Argusville 110 5720 2652 3068 2348 5416.4 2.17 6657.6 0.048 0.318 0.012 0.000 0.012 1.353 0.15954 861.5 53.5 43.5 Argusville 110 5830 2714.4 3115.6 2336 5451.2 2.17 6760.9 0.048 0.318 0.012 0.000 0.012 1.365 0.14855 860.5 54.5 44.5 Argusville 110 5940 2776.8 3163.2 2323 5486.2 2.17 6864.1 0.048 0.318 0.011 0.000 0.011 1.376 0.13656 859.5 55.5 45.5 Argusville 110 6050 2839.2 3210.8 2310 5521.1 2.17 6967.4 0.048 0.318 0.011 0.000 0.011 1.387 0.12557 858.5 56.5 46.5 Argusville 110 6160 2901.6 3258.4 2298 5556.1 2.17 7070.7 0.048 0.318 0.011 0.000 0.011 1.398 0.11358 857.5 57.5 47.5 Argusville 110 6270 2964 3306 2285 5591.2 2.17 7174.0 0.048 0.318 0.011 0.000 0.011 1.409 0.10259 856.5 58.5 48.5 Argusville 110 6380 3026.4 3353.6 2273 5626.3 2.17 7277.3 0.048 0.318 0.011 0.000 0.011 1.420 0.09160 855.5 59.5 49.5 Argusville 110 6490 3088.8 3401.2 2260 5661.5 2.17 7380.6 0.048 0.318 0.011 0.000 0.011 1.431 0.08061 854.5 60.5 50.5 Argusville 110 6600 3151.2 3448.8 2248 5696.7 2.17 7483.9 0.048 0.318 0.010 0.000 0.010 1.441 0.07062 853.5 61.5 51.5 Argusville 110 6710 3213.6 3496.4 2236 5732.0 2.17 7587.2 0.048 0.318 0.010 0.000 0.010 1.451 0.05963 852.5 62.5 52.5 Argusville 110 6820 3276 3544 2223 5767.4 2.17 7690.5 0.048 0.318 0.010 0.000 0.010 1.462 0.04964 851.5 63.5 53.5 Argusville 110 6930 3338.4 3591.6 2211 5802.8 2.17 7793.8 0.048 0.318 0.010 0.000 0.010 1.472 0.03965 850.5 64.5 54.5 Argusville 110 7040 3400.8 3639.2 2199 5838.2 2.17 7897.1 0.048 0.318 0.010 0.000 0.010 1.481 0.02966 849.5 65.5 55.5 Argusville 110 7150 3463.2 3686.8 2187 5873.8 2.17 8000.4 0.048 0.318 0.010 0.000 0.010 1.491 0.01967 848.5 66.5 56.5 Argusville 110 7260 3525.6 3734.4 2175 5909.4 2.17 8103.6 0.048 0.318 0.010 0.000 0.010 1.501 0.01068 847.5 67.5 57.5 0 0 7315 3588 3727 2163 5890.0 0 0.0 0.000 0.000 0.000 0.000 0.000 1.501 0.00069 846.5 68.5 58.5 0 0 7315 3650.4 3664.6 2151 5815.8 0 0.0 0.000 0.000 0.000 0.000 0.000 1.501 0.00070 845.5 69.5 59.5 0 0 7315 3712.8 3602.2 2139 5741.6 0 0.0 0.000 0.000 0.000 0.000 0.000 1.501 0.00071 844.5 70.5 60.5 0 0 7315 3775.2 3539.8 2128 5667.4 0 0.0 0.000 0.000 0.000 0.000 0.000 1.501 0.00072 843.5 71.5 61.5 0 0 7315 3837.6 3477.4 2116 5593.4 0 0.0 0.000 0.000 0.000 0.000 0.000 1.501 0.00073 842.5 72.5 62.5 0 0 7315 3900 3415 2104 5519.4 0 0.0 0.000 0.000 0.000 0.000 0.000 1.501 0.00074 841.5 73.5 63.5 0 0 7315 3962.4 3352.6 2093 5445.4 0 0.0 0.000 0.000 0.000 0.000 0.000 1.501 0.00075 840.5 74.5 64.5 0 0 7315 4024.8 3290.2 2081 5371.6 0 0.0 0.000 0.000 0.000 0.000 0.000 1.501 0.00076 839.5 75.5 65.5 0 0 7315 4087.2 3227.8 2070 5297.8 0 0.0 0.000 0.000 0.000 0.000 0.000 1.501 0.00077 838.5 76.5 66.5 0 0 7315 4149.6 3165.4 2059 5224.0 0 0.0 0.000 0.000 0.000 0.000 0.000 1.501 0.00078 837.5 77.5 67.5 0 0 7315 4212 3103 2047 5150.4 0 0.0 0.000 0.000 0.000 0.000 0.000 1.501 0.00079 836.5 78.5 68.5 0 0 7315 4274.4 3040.6 2036 5076.8 0 0.0 0.000 0.000 0.000 0.000 0.000 1.501 0.00080 835.5 79.5 69.5 0 0 7315 4336.8 2978.2 2025 5003.3 0 0.0 0.000 0.000 0.000 0.000 0.000 1.501 0.00081 834.5 80.5 70.5 0 0 7315 4399.2 2915.8 2014 4929.9 0 0.0 0.000 0.000 0.000 0.000 0.000 1.501 0.00082 833.5 81.5 71.5 0 0 7315 4461.6 2853.4 2003 4856.5 0 0.0 0.000 0.000 0.000 0.000 0.000 1.501 0.00083 832.5 82.5 72.5 0 0 7315 4524 2791 1992 4783.2 0 0.0 0.000 0.000 0.000 0.000 0.000 1.501 0.00084 831.5 83.5 73.5 0 0 7315 4586.4 2728.6 1981 4710.0 0 0.0 0.000 0.000 0.000 0.000 0.000 1.501 0.00085 830.5 84.5 74.5 0 0 7315 4648.8 2666.2 1971 4636.8 0 0.0 0.000 0.000 0.000 0.000 0.000 1.501 0.00086 829.5 85.5 75.5 0 0 7315 4711.2 2603.8 1960 4563.7 0 0.0 0.000 0.000 0.000 0.000 0.000 1.501 0.00087 828.5 86.5 76.5 0 0 7315 4773.6 2541.4 1949 4490.7 0 0.0 0.000 0.000 0.000 0.000 0.000 1.501 0.00088 827.5 87.5 77.5 0 0 7315 4836 2479 1939 4417.8 0 0.0 0.000 0.000 0.000 0.000 0.000 1.501 0.00089 826.5 88.5 78.5 0 0 7315 4898.4 2416.6 1928 4344.9 0 0.0 0.000 0.000 0.000 0.000 0.000 1.501 0.00090 825.5 89.5 79.5 0 0 7315 4960.8 2354.2 1918 4272.1 0 0.0 0.000 0.000 0.000 0.000 0.000 1.501 0.00091 824.5 90.5 80.5 0 0 7315 5023.2 2291.8 1908 4199.4 0 0.0 0.000 0.000 0.000 0.000 0.000 1.501 0.00092 823.5 91.5 81.5 0 0 7315 5085.6 2229.4 1897 4126.8 0 0.0 0.000 0.000 0.000 0.000 0.000 1.501 0.00093 822.5 92.5 82.5 0 0 7315 5148 2167 1887 4054.2 0 0.0 0.000 0.000 0.000 0.000 0.000 1.501 0.00094 821.5 93.5 83.5 0 0 7315 5210.4 2104.6 1877 3981.7 0 0.0 0.000 0.000 0.000 0.000 0.000 1.501 0.00095 820.5 94.5 84.5 0 0 7315 5272.8 2042.2 1867 3909.2 0 0.0 0.000 0.000 0.000 0.000 0.000 1.501 0.00096 819.5 95.5 85.5 0 0 7315 5335.2 1979.8 1857 3836.9 0 0.0 0.000 0.000 0.000 0.000 0.000 1.501 0.00097 818.5 96.5 86.5 0 0 7315 5397.6 1917.4 1847 3764.6 0 0.0 0.000 0.000 0.000 0.000 0.000 1.501 0.00098 817.5 97.5 87.5 0 0 7315 5460 1855 1837 3692.4 0 0.0 0.000 0.000 0.000 0.000 0.000 1.501 0.00099 816.5 98.5 88.5 0 0 7315 5522.4 1792.6 1828 3620.2 0 0.0 0.000 0.000 0.000 0.000 0.000 1.501 0.000

100 815.5 99.5 89.5 0 0 7315 5584.8 1730.2 1818 3548.1 0 0.0 0.000 0.000 0.000 0.000 0.000 1.501 0.0001.501


7/29/2015 8/24/2015 0

10

20

30

40

50

60

70

80

90

100

0.0 0.5 1.0 1.5 2.0

dept

h (f

t)

Settlement (ft)Sc - cumulative Underneath the Centerline (ft)

Design of Prefabricated Vertical Drains for the Northern Preload Ultimate settlement for the embankment was computed to be 1.3

Parameters 917 Wick Drain

Average cv = 0.03 (ft.2/day) Based on an average value for all the layer formations Row x x x ------ 914 Sand

Lowest Bound cv = 0.006 (ft.2/day) Lowest value of all layer Cv values Sub-row x x 3 Foundation 0.0 275

Highest Bound cv = 0.085 (ft.2/day) Highest value of all layer Cv values x x x ------ 1 275ch/cv = 1 The foundation soils in this area are closely uniform and can assume to be 1 x x

Average ch = 0.03 (ft.2/day) 0.333 x x xLower Bound ch = 0.006 (ft.2/day) 0.0118 x x .Upper Bound ch = 0.085 (ft.2/day) x x x

wick width, a = 0.316667 ft 3.800 in x x 855wick thickness, b = 0.007417 ft 0.089 in l 3 l Hard Foundation or Bottom Depth of Drains

equivalent diameter, d = 0.2063 ft 2.5 in The equivalent diameter of a strip drain ( ~ 2(a+b)/p in ft.) Number of Rows 33Sphere of influence, D = 3.15 ft2 37.8 in Number of sub rows 32 Estimated time to complete settlement

# Drains per Row 33 9 months# Drains per sub-row 32

U % Consolidation t (days) Total # Drains 2113 * Total number of preload days: 2750.0 0.8 0.02 Total Length [ft] 1310060.1 8.7 0.150.2 18.3 0.300.3 29.3 0.450.4 42.0 0.600.5 57.0 0.750.6 75.3 0.900.7 99.0 1.050.8 132.3 1.200.9 189.3 1.351.0 378.6 1.49

100

Settlement (ft)Average Bound of Cv

The wick drain width and thickness was chosen based on engineering judgement and typical values.

Triangular pattern use 1.05 * direct spacing; for square pattern use 1.13 * direct spacing

Barron's Formula, to determine wick drain spacing

Foot Print of Preload Cross-Section of Wick Drains

10062

Inle

t Con

stru

ctio

n B

egin

s

1.3

0.00

0.20

0.40

0.60

0.80

1.00

1.20

1.40

0.0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1.0

0 500 1000 1500 2000 2500

Tota

l Set

tlem

ent (

ft)

Degr

ee o

f Con

solid

atio

n(U

) [%

]

Time [days]

Lower Ch

Upper Ch

Ave Ch

Target Settlement

Fargo Moorhead Metropolitan Area Flood Risk Management Project

Design Documentation Report Diversion Inlet Structure Preload



7

Exhibit -2





8

Exhibit -2





9

Exhibit -2




Settle3d Output Results





1

Exhibit - 2





2

Exhibit - 2

b6eclls9

Text Box

Settlement underneath the North T-wall Transition





3

Exhibit - 2

b6eclls9

Text Box

Settlement underneath the South T-wall Transition

Settle3D Analysis Information

Project Settings

Document Name: FMM_DIS_3D_Wick_Drain_Preload_Design.s3zDate Created: 2/9/2015, 3:12:24 PMStress Computation Method: BoussinesqTime-dependent Consolidation AnalysisTime Units: daysPermeability Units: feet/dayUse average properties to calculate layered stressesGroundwater method: Water TableWater Unit Weight: 0.0312 tons/ft3Depth to water table: 10 [ft]

Stage Settings

Time [days]NameStage #0Preload & Wick Drains Installed1

25Preload 25 days250Preload 50 days3

100Preload 100 days4200Preload 200 days5275Preload 275 days6275Preload Removed7305Preload Removed 30 days8315Preload Removed 40 days9325Preload Removed 50 days10335Preload Removed 60days11335Final Embankment Placed12385Final Embankment Placed 50 days13485Final Embankment Placed 150 days147001 year15

21605 years16763520 years17

1858550 years18100000Long-term Settlement19

Results

Time taken to compute: 179.371 seconds

Stage: Preload & Wick Drains Installed = 0 d

MaximumMinimumData Type00Total Settlement [ft]00Consolidation Settlement [ft]00Immediate Settlement [ft]

Page 1 of 29SETTLE3D 2.016

FMM_DIS_3D_Wick_Drain_Preload_Design.s3z 2/9/2015, 3:12:24 PM





4

Exhibit - 2

00Secondary Settlement [ft]1.43751-0.127522Loading Stress [tons/ft2]1.89996-0Effective Stress [tons/ft2]4.717030Total Stress [tons/ft2]

-0-0Total Strain2.817070Pore Water Pressure [tons/ft2]1.43751-0.127522Excess Pore Water Pressure [tons/ft2]

00Degree of Consolidation [%]4.733730.0144438Pre-consolidation Stress [tons/ft2]

3.622.17Over-consolidation Ratio1.470.79Void Ratio

0.008774911.02578e-005Permeability [ft/d]0.030.03Coefficient of Consolidation [ft^2/d]

00Hydroconsolidation Settlement [ft]1000Average Degree of Consolidation [%]

Stage: Preload 25 days = 25 d

MaximumMinimumData Type0.69342-0.000151527Total Settlement [ft]0.69342-0.000151527Consolidation Settlement [ft]

00Immediate Settlement [ft]00Secondary Settlement [ft]

1.43751-0.127522Loading Stress [tons/ft2]2.00243-0Effective Stress [tons/ft2]4.717030Total Stress [tons/ft2]

0.242375-9.41067e-005Total Strain2.8250Pore Water Pressure [tons/ft2]

1.11449-0.127298Excess Pore Water Pressure [tons/ft2]88.55410Degree of Consolidation [%]4.733730.0144438Pre-consolidation Stress [tons/ft2]3.623871Over-consolidation Ratio1.470070.356148Void Ratio







0.242577-0.000135614Total Strain2.828410Pore Water Pressure [tons/ft2]1.03736-0.127074Excess Pore Water Pressure [tons/ft2]







5

Exhibit - 2

93.44580Degree of Consolidation [%]4.733730.0144438Pre-consolidation Stress [tons/ft2]3.625651Over-consolidation Ratio1.47010.355787Void Ratio







0.242628-0.000191473Total Strain2.832860Pore Water Pressure [tons/ft2]1.0268-0.126626Excess Pore Water Pressure [tons/ft2]

94.91270Degree of Consolidation [%]4.733730.0144438Pre-consolidation Stress [tons/ft2]3.628161Over-consolidation Ratio1.470150.355695Void Ratio







0.242643-0.000227938Total Strain2.834150Pore Water Pressure [tons/ft2]1.01831-0.125715Excess Pore Water Pressure [tons/ft2]95.87990Degree of Consolidation [%]4.733730.0144438Pre-consolidation Stress [tons/ft2]3.631391Over-consolidation Ratio1.470210.355669Void Ratio


00Hydroconsolidation Settlement [ft]







6

Exhibit - 2

1000Average Degree of Consolidation [%]





0.242646-0.000177879Total Strain2.82659-5.42963e-007Pore Water Pressure [tons/ft2]1.01075-0.125074Excess Pore Water Pressure [tons/ft2]96.52570Degree of Consolidation [%]4.733730.0144438Pre-consolidation Stress [tons/ft2]3.633081Over-consolidation Ratio1.470280.355664Void Ratio



Stage: Preload Removed = 275 d




0.242646-0.000177879Total Strain2.37763-1.43751Pore Water Pressure [tons/ft2]

0.754463-1.43751Excess Pore Water Pressure [tons/ft2]1000Degree of Consolidation [%]

4.733730.0144438Pre-consolidation Stress [tons/ft2]3.633081Over-consolidation Ratio1.470280.355664Void Ratio


00Hydroconsolidation Settlement [ft]1002.25111Average Degree of Consolidation [%]

Stage: Preload Removed 30 days = 305 d








7

Exhibit - 2


7.51294e-005-0.127584Loading Stress [tons/ft2]2.37242-0Effective Stress [tons/ft2]3.71580Total Stress [tons/ft2]












4.733730.0144438Pre-consolidation Stress [tons/ft2]165.9651.04388Over-consolidation Ratio1.470310.454333Void Ratio














8

Exhibit - 2





Stage: Preload Removed 60days = 335 d









Stage: Final Embankment Placed = 335 d



1.08544-1.56692Loading Stress [tons/ft2]2.19799-0Effective Stress [tons/ft2]4.7667-0.379728Total Stress [tons/ft2]

0.176731-0.000132377Total Strain2.86665-1.22315Pore Water Pressure [tons/ft2]1.08544-1.22515Excess Pore Water Pressure [tons/ft2]

1000Degree of Consolidation [%]4.733730.020634Pre-consolidation Stress [tons/ft2]206.6111.13605Over-consolidation Ratio1.476960.473652Void Ratio








9

Exhibit - 2


Stage: Final Embankment Placed 50 days = 385 d









Stage: Final Embankment Placed 150 days = 485 d





1000Degree of Consolidation [%]4.733730.020634Pre-consolidation Stress [tons/ft2]1432.811Over-consolidation Ratio1.924780.362027Void Ratio



Stage: 1 year = 700 d

MaximumMinimumData Type1.2946-0.235404Total Settlement [ft]







10

Exhibit - 2

1.2946-0.235404Consolidation Settlement [ft]00Immediate Settlement [ft]00Secondary Settlement [ft]






Stage: 5 years = 2160 d












0.239092-0.197158Total Strain







11

Exhibit - 2

2.86529-0.0656005Pore Water Pressure [tons/ft2]1.04945-0.841387Excess Pore Water Pressure [tons/ft2]













Stage: Long-term Settlement = 100000 d







0.008774911.02578e-005Permeability [ft/d]







12

Exhibit - 2

0.030.03Coefficient of Consolidation [ft^2/d]00Hydroconsolidation Settlement [ft]

10078.7036Average Degree of Consolidation [%]

Embankments

1. Embankment

Center Line: (400, 0) to (780, 0)Number of Layers: 1Near End Angle: 14 degreesFar End Angle: 14 degreesBase Width: 150

Right Bench Width (ft)

Right Angle (deg)

Unit Weight (tons/ft3)

Height (ft)

Left Angle (deg)

Left Bench Width (ft)StageLayer

0140.062517140Final Embankment Placed = 335 d1

2. Embankment

Center Line: (-739, -600) to (-739, 0)Number of Layers: 1Near End Angle: 14 degreesFar End Angle: 90 degreesBase Width: 468


Right Angle (deg)


Height (ft)

Left Angle (deg)



3. Embankment

Center Line: (-573, 400) to (-573, 0)Number of Layers: 1Near End Angle: 14 degreesFar End Angle: 90 degreesBase Width: 536


Right Angle (deg)


Height (ft)

Left Angle (deg)



4. Embankment

Center Line: (-405, 0) to (-405, -10)Number of Layers: 1Near End Angle: 90 degreesFar End Angle: 90 degreesBase Width: 200







13

Exhibit - 2


Right Angle (deg)


Height (ft)

Left Angle (deg)



5. Embankment

Center Line: (-411, -10) to (-411, -30)Number of Layers: 1Near End Angle: 90 degreesFar End Angle: 90 degreesBase Width: 188


Right Angle (deg)


Height (ft)

Left Angle (deg)



6. Embankment



Right Angle (deg)


Height (ft)

Left Angle (deg)



7. Embankment



Right Angle (deg)


Height (ft)

Left Angle (deg)



8. Embankment


Left







14

Exhibit - 2

Width (ft)Angle (deg)(tons/ft3)(ft)Angle (deg)Width (ft)StageLayer


9. Embankment



Right Angle (deg)


Height (ft)

Left Angle (deg)



10. Embankment



Right Angle (deg)


Height (ft)

Left Angle (deg)



11. Embankment



Right Angle (deg)


Height (ft)

Left Angle (deg)



12. Embankment



Right Angle (deg)


Height (ft)

Left Angle (deg)








15

Exhibit - 2


13. Embankment



Right Angle (deg)


Height (ft)

Left Angle (deg)



14. Embankment



Right Angle (deg)


Height (ft)

Left Angle (deg)



15. Embankment



Right Angle (deg)


Height (ft)

Left Angle (deg)



16. Embankment



Right Angle (deg)


Height (ft)

Left Angle (deg)


Final Embankment







16

Exhibit - 2

Placed = 335 d

17. Embankment

Center Line: (-470.917, -140) to (-470.917, -600)Number of Layers: 1Near End Angle: 90 degreesFar End Angle: 14 degreesBase Width: 68.2


Right Angle (deg)


Height (ft)

Left Angle (deg)



18. Embankment

Center Line: (420, 0) to (400, 0)Number of Layers: 1Near End Angle: 11.3 degreesFar End Angle: 11.3 degreesBase Width: 250


Right Angle (deg)


Height (ft)

Left Angle (deg)


011.30.06252311.30Preload & Wick Drains Installed = 0 d

1

19. Embankment

Center Line: (-439, -57.5) to (-375, -57.5)Number of Layers: 1Near End Angle: 11.3 degreesFar End Angle: 11.3 degreesBase Width: 140


Right Angle (deg)


Height (ft)

Left Angle (deg)


011.30.062523900Preload & Wick Drains Installed = 0 d

1

20. Embankment

Center Line: (-411.5, 12.5) to (-411.5, 22.5)Number of Layers: 1Near End Angle: 90 degreesFar End Angle: 90 degreesBase Width: 285


Right Angle (deg)


Height (ft)

Left Angle (deg)



1







17

Exhibit - 2

21. Embankment



Right Angle (deg)


Height (ft)

Left Angle (deg)



1

22. Embankment



Right Angle (deg)


Height (ft)

Left Angle (deg)



1

23. Embankment

Center Line: (-426.5, 42.5) to (-426.5, 77.5)Number of Layers: 1Near End Angle: 90 degreesFar End Angle: 11.3 degreesBase Width: 255


Right Angle (deg)


Height (ft)

Left Angle (deg)



1

Excavations

1. Excavation

Depth: 15.8 ftInstallation Stage: Final Embankment Placed = 335 d

Coordinates

Y [ft]X [ft]0-88088

4088







18

Exhibit - 2

102150400150400-150102-150

40-88

2. Excavation


Coordinates

Y [ft]X [ft]-10-88-1088

0880-88

3. Excavation

Depth: 19 ftInstallation Stage: Final Embankment Placed = 335 d

Coordinates

Y [ft]X [ft]-20-88-2088-1088-10-88

4. Excavation


Coordinates

Y [ft]X [ft]-30-88-3088-2088-20-88

5. Excavation


Coordinates

Y [ft]X [ft]-40-88-4088







19

Exhibit - 2

-3088-30-88

6. Excavation


Coordinates

Y [ft]X [ft]-50-88-5088-4088-40-88

7. Excavation


Coordinates

Y [ft]X [ft]-60-88-6088-5088-50-88

8. Excavation


Coordinates

Y [ft]X [ft]-220-88-282-150-600-150-600150-282150-22088-6088-60-88

9. Excavation


Coordinates

Y [ft]X [ft]-213-88







20

Exhibit - 2

-282-157-600-157-600-150-282-150-220-88

10. Excavation


Coordinates

Y [ft]X [ft]-206-88-282-164-600-164-600-157-282-157-213-88

11. Excavation


Coordinates

Y [ft]X [ft]-199-88-282-171-600-171-600-164-282-164-206-88

12. Excavation

Depth: 23 ftInstallation Stage: Preload & Wick Drains Installed = 0 d

Coordinates

Y [ft]X [ft]-192-88-282-178-600-178-600-171-282-171-199-88

13. Excavation








21

Exhibit - 2

Coordinates

Y [ft]X [ft]-185-88-282-185-600-185-600-178-282-178-192-88

14. Excavation


Coordinates

Y [ft]X [ft]-178-88-282-192-600-192-600-185-282-185-185-88

15. Excavation


Coordinates

Y [ft]X [ft]-171-88-282-199-600-199-600-192-282-192-178-88

16. Excavation


Coordinates

Y [ft]X [ft]-164-88-282-206-600-206-600-199-282-199-171-88







22

Exhibit - 2

17. Excavation


Coordinates

Y [ft]X [ft]-157-88-282-213-600-213-600-206-282-206-164-88

18. Excavation


Coordinates

Y [ft]X [ft]-150-88-282-220-600-220-600-213-282-213-157-88

19. Excavation


Coordinates

Y [ft]X [ft]-282-220-150-88-143-88-282-227-600-227-600-220

20. Excavation


Coordinates

Y [ft]X [ft]-282-227







23

Exhibit - 2

-143-88-136-88-282-234-600-234-600-227

21. Excavation


Coordinates

Y [ft]X [ft]-282-234-136-88-129-88-282-241-600-241-600-234

22. Excavation


Coordinates

Y [ft]X [ft]-282-241-129-88-122-88-282-248-600-248-600-241

23. Excavation


Coordinates

Y [ft]X [ft]-282-248-122-88-115-88-282-255-600-255-600-248

24. Excavation








24

Exhibit - 2

Coordinates

Y [ft]X [ft]-282-255-115-88-108-88-282-262-600-262-600-255

25. Excavation


Coordinates

Y [ft]X [ft]-282-262-108-88-101-88-282-269-600-269-600-262

26. Excavation


Coordinates

Y [ft]X [ft]-282-269-101-88-94-88

-282-276-600-276-600-269

27. Excavation


Coordinates

Y [ft]X [ft]-282-276-94-88-87-88

-282-283-600-283-600-276







25

Exhibit - 2

28. Excavation


Coordinates

Y [ft]X [ft]-282-283-87-88-80-88

-282-290-600-290-600-283

29. Excavation


Coordinates

Y [ft]X [ft]-282-290-80-88-73-88

-282-297-600-297-600-290

30. Excavation


Coordinates

Y [ft]X [ft]-282-297-73-88-66-88

-282-304-600-304-600-297

31. Excavation


Coordinates

Y [ft]X [ft]-282-304







26

Exhibit - 2

-66-88-59-88

-282-311-600-311-600-304

32. Excavation


Coordinates

Y [ft]X [ft]-282-311-59-88-53-88

-282-318-600-318-600-311

33. Excavation


Coordinates

Y [ft]X [ft]-282-318-53-88-46-88

-282-325-600-325-600-318

34. Excavation


Coordinates

Y [ft]X [ft]-282-325-46-88-39-88

-282-332-600-332-600-325

Soil Layers







27

Exhibit - 2

Drained at BottomDepth [ft]Thickness [ft]TypeLayer #No017.7Sherack1No17.735.3Brenna2No5315.2Argusville3

Ground Surface Drained: Yes

Soil Properties

ArgusvilleBrennaSherackProperty

_________Color

0.0550.0530.057Unit Weight [tons/ft3]0.0550.0530.057Saturated Unit Weight [tons/ft3]

EnabledEnabledEnabledPrimary ConsolidationNon-LinearNon-LinearNon-LinearMaterial Type

0.750.770.22Cc0.1130.1410.051Cr1.361.470.79e02.173.083.62OCR0.030.030.03Cv [ft2/d]

111B-bar0.030.030.03Ch [ft2/d]

Wick Drains

Wick Drain Region 1

Installation Stage: Preload & Wick Drains Installed = 0 dCross-Section Shape: StripWidth: 0.317Thickness: 0.0074Drain Spacing: 3Drain Length: 60Drain Pattern: TriangularRatio of diameter of smear zone to diameter of drain: 1.05Ratio of undisturbed to smear zone permeability: 1







28

Exhibit - 2

Coordinates

Y [ft]X [ft]60420604005325

-5325-60400-60420

Wick Drain Region 2


Coordinates

Y [ft]X [ft]60420

-60420-6044060440

Wick Drain Region 3


Coordinates

Y [ft]X [ft]60440

-60440-6046060460

Wick Drain Region 4

Installation Stage: Preload & Wick Drains Installed = 0 dCross-Section Shape: StripWidth: 0.317Thickness: 0.0074Drain Spacing: 4Drain Length: 60Drain Pattern: Triangular







29

Exhibit - 2

Ratio of diameter of smear zone to diameter of drain: 1.05Ratio of undisturbed to smear zone permeability: 1

Coordinates

Y [ft]X [ft]-79.7657-374.766

-60-374.636-60-385

17.5-45492.5-45492.5-399

60-38560-320

80.195-340.91880.195-365.54492.853-379.763

112.642-398.353112.642-453.92392.453-474.31118.094-474.311

-60-405.149-79.7657-385.96

Wick Drain Region 5


Coordinates

Y [ft]X [ft]-79.7657-385.96

-60-405.14918.094-474.31192.453-474.311

112.642-453.923112.642-398.35392.853-379.76380.195-365.54480.195-340.91894.443-359.387

132.116-398.014132.116-453.17393.648-494.97917.666-494.979

-60-425.183-80-405.485







30

Exhibit - 2

Wick Drain Region 6


Coordinates

Y [ft]X [ft]-60-374.636-60-355.231

-25.068-32060-32060-385

92.5-39992.5-45417.5-454-60-385

Query Points

Number of Divisions(X,Y) LocationPoint #Auto: 57-385, 01Auto: 57410, 02Auto: 590, 2503Auto: 57-425, 2654Auto: 670, -4505Auto: 57-485, 06Auto: 57-435, 07Auto: 57-523.621, 08Auto: 57-555.202, 09

Query Lines

Vertical DivisionsHorizontal DivisionsEnd LocationStart LocationLine #5120710, 0-740, 01

Auto: 6720-639.259, -4500, -4502

Field Point Grid

Number of points: 494Expansion Factor: 2

Grid Coordinates







31

Exhibit - 2

Y [ft]X [ft]802.2751182.27

-1002.271182.27-1002.27-1307.09802.275-1307.09







32

Exhibit - 2




Exhibit – 3: Site Specific Consolidation Testing Results





1

Exhibit -3





2

Exhibit -3

LL: PL: PI: Gs:

Organic Content (%): Initial Height (in.): Diameter (in.): eo=

Recompression Index (Cr):

2401 W 66th Street Richfield, Minnesota 55423-2031

Sample #: 1 Boring #: Job #: 9660

2.6949.5

1.107

22.7

Project: Fargo-Moorhead Metro Flood Risk Management Project - Phase 2 Undisturbed Laboratory Soil Testing

14-210mu Depth ft: 20-22

0.09

Date: 12/17/14

Fat Clay (CH)

Initial W/C (%):

Soil Type:

Dry Density (pcf):41.4 79.7 72.2

0.746

Remarks: Testing performed in general accordance with ASTM:D2435

Preconsolidation Pressure (Pc): 3.5 tsf Compression Index (Cc): 0.48

2.506

Void Ratio and % Settlement vs. Log of PressureVoid Ratio and % Settlement vs. Log of PressureVoid Ratio and % Settlement vs. Log of PressureVoid Ratio and % Settlement vs. Log of Pressure

0.60

0.65

0.70

0.75

0.80

0.85

0.90

0.95

1.00

1.05

1.10

1.15

1.20

0.10 1.00 10.00 100.00

Pressure (tsf)

Vo

id R

ati

o "

e"

-4.4%

-2.4%

-0.4%

1.6%

3.6%

5.6%

7.6%

9.6%

11.6%

13.6%

15.6%

17.6%

19.6%

21.6%

23.6%

Sett

lem

en

t





3

Exhibit -3

b6pecwb3

Line

b6eclls9

Line

b6eclls9

Line

b6eclls9

Line

b6eclls9

Line

b6eclls9

Callout

Po = 3.4tsf

b6eclls9

Callout

eo=1.107

b6eclls9

Callout

ec1=0.845

b6eclls9

Callout

Pc1=10tsf

b6eclls9

Callout

er1=1.01

b6eclls9

Callout

ero=1.095

b6eclls9

Callout

Pro=0.25tsf

b6eclls9

Callout

Pr1=4tsf

b6eclls9

Text Box

Cc = (eo-ec1)/log((Po+DP1)/Po) = 0.559

b6eclls9

Text Box

Cr = (er1-er0)/log((P1+DP2)/P1) = 0.071

b6eclls9

Text Box

DP1 = Pc1 - Po = 6.6tsf

b6eclls9

Text Box

DP2 = Pr1 - Pr0 = 3.75tsf

b6eclls9

Text Box

Mark-ups in red provide the Corps calculated values Completed by: Luke Schmidt Date: Feb 26, 2015

b6eclls9

Line

b6eclls9

Line

b6eclls9

Line

b6eclls9

Line

b6eclls9

Text Box

Cc

b6eclls9

Line

b6eclls9

Line

b6eclls9

Text Box

Cr

12/17/14

9660


Project: Date:Fargo-Moorhead Metro Flood Risk Management Project - Phase 2 Undisturbed Laboratory Soil Testing

Job #:Sample #: 20-221 Boring #: 14-210mu Depth ft:

Consolidation Log of Time CurvesConsolidation Log of Time CurvesConsolidation Log of Time CurvesConsolidation Log of Time Curves0

100

200

300

400

500

600

700

800

900

1000

1100

1200

1300

1400

0.1 1 10 100 1000 10000Time (min)

Defo

rmati

on

(10

-4 i

n)

16 TSF: Cv =7.3 x 10-5

(cm2/sec)

8 TSF: Cv =1.7 x 10-4

(cm2/sec)

1 TSF: Cv =2.9 x 10-4

(cm2/sec)

2 TSF: Cv =2.2 x 10-4

(cm2/sec)

4 TSF: Cv =2.4 x 10-4

(cm2/sec)





4

Exhibit -3

LL: PL: PI: Gs:





2.7249.1

1.265

27.8


14-210mu Depth ft: 30.5-32.5

0.10

Date: 12/17/14

Fat Clay (CH)

Initial W/C (%):

Soil Type:


0.747



2.506


0.65

0.70

0.75

0.80

0.85

0.90

0.95

1.00

1.05

1.10

1.15

1.20

1.25

1.30

1.35

1.40

0.10 1.00 10.00 100.00

Pressure (tsf)

Vo

id R

ati

o "

e"

-6.0%

-4.0%

-2.0%

0.0%

2.0%

4.0%

6.0%

8.0%

10.0%

12.0%

14.0%

16.0%

18.0%

20.0%

22.0%

24.0%

26.0%

Sett

lem

en

t





5

Exhibit -3

b6eclls9

Line

b6eclls9

Line

b6eclls9

Line

b6eclls9

Line

b6eclls9

Callout

Po = 3.3tsf

b6eclls9

Callout

Pro=0.25tsf

b6eclls9

Callout

ero=1.26

b6eclls9

Callout

Pr1=4tsf

b6eclls9

Callout

er1=1.155

b6eclls9

Callout

ec1=0.94

b6eclls9

Callout

Pc1=10tsf

b6eclls9

Callout

eo=1.265

b6eclls9

Text Box

DP1 = P - Pc = 6.7tsf

b6eclls9

Text Box

Cc = (eo-e)/log((Po+DP1)/Po) = 0.675

b6eclls9

Text Box

DP2 = Pr1 - Pr0 = 3.75tsf

b6eclls9

Text Box

Cr = (er1-er0)/log((P1+DP2)/P1) = 0.087

b6eclls9

Line

b6eclls9

Line

b6eclls9

Line

b6eclls9

Text Box


b6eclls9

Line

b6eclls9

Line

b6eclls9

Text Box

Cc

b6eclls9

Text Box

Cr

b6eclls9

Line

b6eclls9

Line

12/17/14

9660



Job #:Sample #: 30.5-32.52 Boring #: 14-210mu Depth ft:


100

200

300

400

500

600

700

800

900

1000

1100

1200

1300

1400

1500

1600

1700

0.1 1 10 100 1000 10000Time (min)

Defo

rmati

on

(10

-4 i

n)

16 TSF: Cv =6.8 x 10-5

(cm2/sec)

8 TSF: Cv =1.5 x 10-4

(cm2/sec)

1 TSF: Cv =9.1 x 10-4

(cm2/sec)

2 TSF: Cv =4.4 x 10-4

(cm2/sec)

4 TSF: Cv =3.4 x 10-4

(cm2/sec)





6

Exhibit -3

LL: PL: PI: Gs:





2.7060.3

1.512

30.7


14-210mu Depth ft: 45-47

0.15

Date: 12/17/14

Fat Clay (CH)

Initial W/C (%):

Soil Type:


0.748



2.503


0.70

0.80

0.90

1.00

1.10

1.20

1.30

1.40

1.50

1.60

1.70

0.10 1.00 10.00 100.00

Pressure (tsf)

Vo

id R

ati

o "

e"

-7.5%

-2.5%

2.5%

7.5%

12.5%

17.5%

22.5%

27.5%

Sett

lem

en

t





7

Exhibit -3

b6eclls9

Line

b6eclls9

Line

b6eclls9

Line

b6eclls9

Line

b6eclls9

Callout

Po = 2.6tsf

b6eclls9

Text Box

DP1 = P - Pc = 7.4tsf

b6eclls9

Text Box

Cc = (eo-e)/log((Po+DP1)/Po) = 0.773

b6eclls9

Text Box

DP2 = Pr1 - Pr0 = 3.75tsf

b6eclls9

Text Box

Cr = (er1-er0)/log((P1+DP2)/P1) = 0.125

b6eclls9

Callout

ero=1.49

b6eclls9

Callout

Pro=0.25

b6eclls9

Callout

er1=1.34

b6eclls9

Callout

Pr1=4tsf

b6eclls9

Callout

eo=1.512

b6eclls9

Callout

ec1=1.06

b6eclls9

Callout

P1c=10tsf

b6eclls9

Text Box


b6eclls9

Line

b6eclls9

Line

b6eclls9

Line

b6eclls9

Line

b6eclls9

Line

b6eclls9

Text Box

Cc

b6eclls9

Line

b6eclls9

Line

b6eclls9

Text Box

Cr

12/17/14

9660





100

200

300

400

500

600

700

800

900

1000

1100

1200

1300

1400

1500

1600

1700

1800

1900

2000

0.1 1 10 100 1000 10000Time (min)

Defo

rmati

on

(10

-4 i

n)

16 TSF: Cv =6.1 x 10-5

(cm2/sec)

8 TSF: Cv =7.2 x 10-5

(cm2/sec)

1 TSF: Cv =5.9 x 10-4

(cm2/sec)

2 TSF: Cv =3.6 x 10-4

(cm2/sec)

4 TSF: Cv =2.6 x 10-4

(cm2/sec)





8

Exhibit -3

LL: PL: PI: Gs:





2.7043.5

1.188

25.8


14-210mu Depth ft: 60-62

0.08

Date: 12/17/14

Fat Clay (CH)

Initial W/C (%):

Soil Type:


0.745



2.503


0.65

0.70

0.75

0.80

0.85

0.90

0.95

1.00

1.05

1.10

1.15

1.20

1.25

1.30

0.10 1.00 10.00 100.00

Pressure (tsf)

Vo

id R

ati

o "

e"

-5.1%

-3.1%

-1.1%

0.9%

2.9%

4.9%

6.9%

8.9%

10.9%

12.9%

14.9%

16.9%

18.9%

20.9%

22.9%

Sett

lem

en

t





9

Exhibit -3

b6pecwb3

Line

b6pecwb3

Line

b6pecwb3

Line

b6pecwb3

Line

b6eclls9

Callout

Po = 2.3tsf

b6eclls9

Text Box

Cr = (er1-er0)/log((P1+DP2)/P1) = 0.0747

b6eclls9

Text Box

DP2 = Pr1 - Pr0 = 3.75tsf

b6eclls9

Text Box

Cc = (eo-e)/log((Po+DP1)/Po) = 0.476

b6eclls9

Text Box

DP1 = P - Pc = 7.7tsf

b6eclls9

Callout

ero=1.13

b6eclls9

Callout

er1=1.04

b6eclls9

Callout

Pro=0.25tsf

b6eclls9

Callout

Pr1=4tsf

b6eclls9

Callout

eo=1.188

b6eclls9

Callout

Pc1=10tsf

b6eclls9

Callout

ec1=0.884

b6eclls9

Text Box


b6eclls9

Line

b6eclls9

Line

b6eclls9

Line

b6eclls9

Line

b6eclls9

Line

b6eclls9

Text Box

Cc

b6eclls9

Line

b6eclls9

Line

b6eclls9

Text Box

Cr

12/17/14

9660





100

200

300

400

500

600

700

800

900

1000

1100

1200

1300

1400

1500

0.1 1 10 100 1000 10000Time (min)

Defo

rmati

on

(10

-4 i

n)

16 TSF: Cv =1.6 x 10-4

(cm2/sec)

8 TSF: Cv =1.7 x 10-4

(cm2/sec)

1 TSF: Cv =7.1 x 10-4

(cm2/sec)

2 TSF: Cv =3.5 x 10-4

(cm2/sec)

4 TSF: Cv =3.0 x 10-4

(cm2/sec)





10

Exhibit -3




Exhibit – 4: Preload Stability Analysis

2.05

Unit "A" Till

Bottom of Diversion Channel 888.5ft

50ft1V:5H

El. 904Sherack

File Name: FMM_Inlet_Preload_Stability.gsz

Soil Properties

Name: Sherack Model: Bilinear Unit Weight: 115 pcf Cohesion': 0 psf Phi 1: 28 ° Phi 2: 11 ° Bilinear Normal: 2,000 psf Phi-B: 0 ° Name: Brenna Model: Bilinear Unit Weight: 106 pcf Cohesion': 25 psf Phi 1: 24 ° Phi 2: 11 ° Bilinear Normal: 2,000 psf Phi-B: 0 ° Name: Argusville Model: Bilinear Unit Weight: 110 pcf Cohesion': 25 psf Phi 1: 24 ° Phi 2: 11 ° Bilinear Normal: 2,000 psf Phi-B: 0 ° Name: Unit "A" Till Model: Mohr-Coulomb Unit Weight: 123 pcf Cohesion': 225 psf Phi': 22 ° Phi-B: 0 ° Name: Levee Fill Model: Bilinear Unit Weight: 125 pcf Cohesion': 150 psf Phi 1: 24 ° Phi 2: 11 ° Bilinear Normal: 1,500 psf Phi-B: 0 °

1V:5H

1V:7H

Brenna

F-M Flood Risk ManagementInlet Structure PreloadNorth Embankment Preload SectionSouthern Parameters

Argusville

Ex. G.S.

Created By: Schmidt, LukeLast Edited By: Schmidt, Luke L MVPDate Edited: 8/4/2015

Preload Borrow Area

(1) Global StabilityTop El. 938

FMM: Inlet Structure - Preload Stability AnalysesFMM_Inlet_Preload_Stability.gsz(1) Global Stability

Levee Fill

Distance-750 -700 -650 -600 -550 -500 -450 -400 -350 -300 -250 -200 -150 -100 -50 0

Ele

vatio

n

795

815

835

855

875

895

915

935

955

Ele

vatio

n

795

815

835

855

875

895

915

935

955





1

Exhibit - 4

2.43

Unit "A" Till


50ft1V:5H

El. 904Sherack


Soil Properties


1V:5H

1V:7H

Brenna


Argusville

Ex. G.S.


Preload Borrow Area

(3) Lower Stability - BacksideTop El. 938

FMM: Inlet Structure - Preload Stability AnalysesFMM_Inlet_Preload_Stability.gsz(3) Lower Stability - Backside

Levee Fill

Distance-750 -700 -650 -600 -550 -500 -450 -400 -350 -300 -250 -200 -150 -100 -50 0

Ele

vatio

n

795

815

835

855

875

895

915

935

955

Ele

vatio

n

795

815

835

855

875

895

915

935

955





2

Exhibit - 4

2.69

Unit "A" Till


50ft1V:5H

El. 904Sherack


Soil Properties


1V:5H

1V:7H

Brenna


Argusville

Ex. G.S.


Preload Borrow Area

(2) Lower StabilityTop El. 938

FMM: Inlet Structure - Preload Stability AnalysesFMM_Inlet_Preload_Stability.gsz(2) Lower Stability

Levee Fill

Distance-750 -700 -650 -600 -550 -500 -450 -400 -350 -300 -250 -200 -150 -100 -50 0

Ele

vatio

n

795

815

835

855

875

895

915

935

955

Ele

vatio

n

795

815

835

855

875

895

915

935

955





3

Exhibit - 4

90

5

Unit "A" Till


50ft1V:5H

El. 904Sherack


Total Head Boundary 905ft, 10ft below the ground surface.

Soil Properties

Name: Sherack Model: Saturated / Unsaturated K-Function: Alluv/Sherack Ky'/Kx' Ratio: 0.25 Rotation: 0 ° Vol. WC. Function: Alluv/Sherack Name: Brenna Model: Saturated Only K-Sat: 0.00028 ft/days Ky'/Kx' Ratio: 1 Rotation: 0 ° Volumetric Water Content: 0.63 ft³/ft³ Mv: 3e-005 /psf Name: Argusville Model: Saturated Only K-Sat: 0.00028 ft/days Ky'/Kx' Ratio: 1 Rotation: 0 ° Volumetric Water Content: 0.6 ft³/ft³ Mv: 3e-005 /psf Name: Unit "A" Till Model: Saturated Only K-Sat: 0.057 ft/days Ky'/Kx' Ratio: 0.25 Rotation: 0 ° Volumetric Water Content: 0.45 ft³/ft³ Mv: 3e-005 /psf Name: Levee Fill Model: Saturated / Unsaturated K-Function: Alluv/Sherack Ky'/Kx' Ratio: 0.25 Rotation: 0 ° Vol. WC. Function: Alluv/Sherack

1V:5H

1V:7H

Brenna


Argusville

Ex. G.S.


Preload Borrow Area

Steady-State Seepage AnalysisTop El. 938

FMM: Inlet Structure - Preload Stability AnalysesFMM_Inlet_Preload_Stability.gszSteady-State Seepage Analysis

Levee Fill

Distance-750 -700 -650 -600 -550 -500 -450 -400 -350 -300 -250 -200 -150 -100 -50 0

Ele

vatio

n

795

815

835

855

875

895

915

935

955

Ele

vatio

n

795

815

835

855

875

895

915

935

955





4

Exhibit - 4

1.44

Unit "A" Till Undrained


50ft1V:5H

El. 904Sherack Undrained


Soil Properties

Name: Sherack Undrained Model: Undrained (Phi=0) Unit Weight: 115 pcf Cohesion': 900 psf Name: Brenna Undrained Model: Undrained (Phi=0) Unit Weight: 106 pcf Cohesion': 650 psf Name: Argusville Undrained Model: S=f(depth) Unit Weight: 110 pcf C-Top of Layer: 650 psf C-Rate of Change: 10 (lbs/ft²)/ft C-Maximum: 850 psf Name: Unit "A" Till Undrained Model: Undrained (Phi=0) Unit Weight: 123 pcf Cohesion': 1,900 psf Name: Levee Fill Undrained Model: Undrained (Phi=0) Unit Weight: 125 pcf Cohesion': 900 psf

1V:5H

1V:7H

Brenna Undrained


Argusville Undrained

Ex. G.S.


Preload Borrow Area

(2) Undrained Stability - BacksideTop El. 938

FMM: Inlet Structure - Preload Stability AnalysesFMM_Inlet_Preload_Stability.gsz(2) Undrained Stability - Backside

Levee Fill Undrained

Distance-750 -700 -650 -600 -550 -500 -450 -400 -350 -300 -250 -200 -150 -100 -50 0

Ele

vatio

n

795

815

835

855

875

895

915

935

955

Ele

vatio

n

795

815

835

855

875

895

915

935

955





5

Exhibit - 4

1.31



50ft1V:5H

El. 904Sherack Undrained


Soil Properties

Name: Sherack Undrained Model: Undrained (Phi=0) Unit Weight: 115 pcf Cohesion': 900 psf Name: Brenna Undrained Model: Undrained (Phi=0) Unit Weight: 106 pcf Cohesion': 650 psf Name: Argusville Undrained Model: S=f(depth) Unit Weight: 110 pcf C-Top of Layer: 650 psf C-Rate of Change: 10 (lbs/ft²)/ft C-Maximum: 850 psf Name: Unit "A" Till Undrained Model: Undrained (Phi=0) Unit Weight: 123 pcf Cohesion': 1,900 psf Name: Levee Fill Undrained Model: Undrained (Phi=0) Unit Weight: 125 pcf Cohesion': 900 psf

1V:5H

1V:7H

Brenna Undrained



Ex. G.S.


Preload Borrow Area

(1) Undrained StabilityTop El. 938

FMM: Inlet Structure - Preload Stability AnalysesFMM_Inlet_Preload_Stability.gsz(1) Undrained Stability

Levee Fill Undrained

Distance-750 -700 -650 -600 -550 -500 -450 -400 -350 -300 -250 -200 -150 -100 -50 0

Ele

vatio

n

795

815

835

855

875

895

915

935

955

Ele

vatio

n

795

815

835

855

875

895

915

935

955





6

Exhibit - 4

90

5

Unit "A" Till

Bottom of Excavation for Pile Load Test 885ft

90ftDistance from edge of preload embankment1V:5H

Sherack

File Name: FMM_Inlet_Preload_Stability_Deep_Excavation.gsz

Total Head Boundary 905ft, 10ft below the ground surface.

Soil Properties

Name: Sherack Model: Saturated / Unsaturated K-Function: Alluv/Sherack Ky'/Kx' Ratio: 0.25 Rotation: 0 ° Vol. WC. Function: Alluv/Sherack Name: Brenna Model: Saturated Only K-Sat: 0.00028 ft/days Ky'/Kx' Ratio: 1 Rotation: 0 ° Volumetric Water Content: 0.63 ft³/ft³ Mv: 3e-005 /psf Name: Argusville Model: Saturated Only K-Sat: 0.00028 ft/days Ky'/Kx' Ratio: 1 Rotation: 0 ° Volumetric Water Content: 0.6 ft³/ft³ Mv: 3e-005 /psf Name: Unit "A" Till Model: Saturated Only K-Sat: 0.057 ft/days Ky'/Kx' Ratio: 0.25 Rotation: 0 ° Volumetric Water Content: 0.45 ft³/ft³ Mv: 3e-005 /psf Name: Preload Fill Model: Saturated / Unsaturated K-Function: Alluv/Sherack Ky'/Kx' Ratio: 0.25 Rotation: 0 ° Vol. WC. Function: Alluv/Sherack

1V:5H

1V:7H

Brenna

F-M Flood Risk ManagementInlet Structure PreloadNorth Embankment Preload SectionDownstream Borrow Area ExcavationSouthern Parameters

Argusville

Ex. G.S.


Preload Downstream Borrow Area

Steady-State Seepage AnalysisTop El. 938

FMM: Inlet Structure - Preload Stability AnalysesFMM_Inlet_Preload_Stability_Deep_Excavation.gszSteady-State Seepage Analysis

Preload Fill

Distance-750 -700 -650 -600 -550 -500 -450 -400 -350 -300 -250 -200 -150 -100 -50 0

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1.30




Sherack Undrained


Soil Properties

Name: Sherack Undrained Model: Undrained (Phi=0) Unit Weight: 115 pcf Cohesion': 900 psf Name: Brenna Undrained Model: Undrained (Phi=0) Unit Weight: 106 pcf Cohesion': 650 psf Name: Argusville Undrained Model: S=f(depth) Unit Weight: 110 pcf C-Top of Layer: 650 psf C-Rate of Change: 10 (lbs/ft²)/ft C-Maximum: 850 psf Name: Unit "A" Till Undrained Model: Undrained (Phi=0) Unit Weight: 123 pcf Cohesion': 1,900 psf Name: Preload Fill Undrained Model: Undrained (Phi=0) Unit Weight: 120 pcf Cohesion': 900 psf

1V:5H

1V:7H

Brenna Undrained



Ex. G.S.



(1) Undrained StabilityTop El. 938

FMM: Inlet Structure - Preload Stability AnalysesFMM_Inlet_Preload_Stability_Deep_Excavation.gsz(1) Undrained Stability

Preload Fill Undrained

Distance-750 -700 -650 -600 -550 -500 -450 -400 -350 -300 -250 -200 -150 -100 -50 0

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1.94

Unit "A" Till



Sherack


Soil Properties

Name: Sherack Model: Bilinear Unit Weight: 115 pcf Cohesion': 0 psf Phi 1: 28 ° Phi 2: 11 ° Bilinear Normal: 2,000 psf Phi-B: 0 ° Name: Brenna Model: Bilinear Unit Weight: 106 pcf Cohesion': 25 psf Phi 1: 24 ° Phi 2: 11 ° Bilinear Normal: 2,000 psf Phi-B: 0 ° Name: Argusville Model: Bilinear Unit Weight: 110 pcf Cohesion': 25 psf Phi 1: 24 ° Phi 2: 11 ° Bilinear Normal: 2,000 psf Phi-B: 0 ° Name: Unit "A" Till Model: Mohr-Coulomb Unit Weight: 123 pcf Cohesion': 225 psf Phi': 22 ° Phi-B: 0 ° Name: Preload Fill Model: Bilinear Unit Weight: 120 pcf Cohesion': 150 psf Phi 1: 24 ° Phi 2: 11 ° Bilinear Normal: 1,500 psf Phi-B: 0 °

1V:5H

1V:7H

Brenna


Argusville

Ex. G.S.



(2) Lower StabilityTop El. 938

FMM: Inlet Structure - Preload Stability AnalysesFMM_Inlet_Preload_Stability_Deep_Excavation.gsz(2) Lower Stability

Preload Fill

Distance-750 -700 -650 -600 -550 -500 -450 -400 -350 -300 -250 -200 -150 -100 -50 0

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1.90

Unit "A" Till



Sherack


Soil Properties

Name: Sherack Model: Bilinear Unit Weight: 115 pcf Cohesion': 0 psf Phi 1: 28 ° Phi 2: 11 ° Bilinear Normal: 2,000 psf Phi-B: 0 ° Name: Brenna Model: Bilinear Unit Weight: 106 pcf Cohesion': 25 psf Phi 1: 24 ° Phi 2: 11 ° Bilinear Normal: 2,000 psf Phi-B: 0 ° Name: Argusville Model: Bilinear Unit Weight: 110 pcf Cohesion': 25 psf Phi 1: 24 ° Phi 2: 11 ° Bilinear Normal: 2,000 psf Phi-B: 0 ° Name: Unit "A" Till Model: Mohr-Coulomb Unit Weight: 123 pcf Cohesion': 225 psf Phi': 22 ° Phi-B: 0 ° Name: Preload Fill Model: Bilinear Unit Weight: 120 pcf Cohesion': 150 psf Phi 1: 24 ° Phi 2: 11 ° Bilinear Normal: 1,500 psf Phi-B: 0 °

1V:5H

1V:7H

Brenna


Argusville

Ex. G.S.



(1) Global StabilityTop El. 938

FMM: Inlet Structure - Preload Stability AnalysesFMM_Inlet_Preload_Stability_Deep_Excavation.gsz(1) Global Stability

Preload Fill

Distance-750 -700 -650 -600 -550 -500 -450 -400 -350 -300 -250 -200 -150 -100 -50 0

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Attachment_D-8_Preload_and_Wick_Drain_Design.docx Exhibit –5

Exhibit – 5: Peer Review Sign-off

August 24, 2015

Page 1 of 2

Plans and Specifications Quality Control (QC) of Design Calculations

FMM Inlet Structure Preload

St. Paul District Fargo, North Dakota

The purpose of this sheet is to serve as the official QC sign off sheet for design calculations in electronic format. This sheet will be included in the front of the applicable calculation set. Signatures on this sheet certify that the described calculations were designed by and checked by the listed individuals. Design Calculations File Location:

Settlement Calculations Link \\mvd\mvp\PROJECTS\SA\SA_Fargo_Moorhead_Metro(PED)-370365\5_COE_Elements\Diversion_Inlet\03-Geotech\Settlement Stability Analysis \\mvd\mvp\PROJECTS\SA\SA_Fargo_Moorhead_Metro(PED)-370365\5_COE_Elements\Diversion_Inlet\03-Geotech\Inlet_Stability\Final_Stability

Design Calculations Description:

Settlement calculations were performed on the Inlet Structure final embankment grading to analyze long-term consolidation of the foundation materials. Due to a significant amount of settlement underneath the embankment, a preload wick drain system was developed to reduce the amount of settlement underneath the T-wall transitions to earthen embankment. Settlement underneath the T-wall would induce a drag loads on the piling and differential settlement which are undesirable. Calculations for settlement were completed with a spreadsheet that uses elastic solutions to determine stress increases beneath an embankment loading. In addition, the Rocscience Settle3D software was used to estimate settlement of the preload with wick drains and the permanent embankment. Slope stability analyses were completed on the preload embankment and the adjacent borrow area. Slope stability calculations were performed using GEO-SLOPE International computer program SLOPE/W. The designer of the models/spreadsheet is listed below, followed by the reviewer.

Purpose for Sign-off Sheet: This sheet was developed because there were multiple iterations for the design. The sign-offs for the excel spreadsheets, Settle3D, SLOPE/W and SEEP/W were done to document that these are the people who checked the actual calculations.

August 24, 2015

Page 2 of 2

GeoStudio Models –SLOPE/W Analysis for Preload Embankment (FMM_Inlet_Preload_Stability.gsz) Excel Spreadsheets – Shear strength parameters for undrained strengths (SandHill_Shear_Strength_Parameters.xlsm) This sign-off is for the person who checked the settlement and stability analyses and parameters for the design of the Preload for the FMM Diversion Inlet Structure. The reviewer checked the following: Spreadsheet Settlement Computations

• Verify geologic stratigraphy, embankment geometry, soil unit weights, compressibility parameters (OCR, Cc, Cr, eo)

Spreadsheet Computations for Wick Drain Spacing/Average Degree of Consolidation

• Verify PVD parameters (dimensions, spacing, depth, sphere of influence), coefficient of vertical consolidation (cv), and ratio of ch/cv

Settle 3D Input/Output • Verify inputs including: geologic stratigraphy, embankment geometry, soil unit weights,

compressibility parameters (OCR, Cc, Cr, eo), PVD parameters (dimensions, spacing, depth, sphere of influence), coefficient of vertical consolidation (cv), and ratio of ch/cv. Compare Settle 3D results to spreadsheet results.

Review of Consolidation Tests (14-210MU, Sample 1, 2, 3, and 4) Slope Stability

• Verify inputs including: unit weights, material shear strengths (drained and undrained) accuracy of boundary conditions, soil stratigraphy, and pore water conditions. Verify outputs including: convergence of analyses, slip surface extents and shape, optimized critical slip surface is realistic, and appropriate tension crack line for undrained conditions (no tension in slices)

Review comments were provided to Mr. Schmidt in two files: 90%_DQC_FMM_Diversion Inlet Preload_Appendix_D_CB peer review comments.docx and 90%_DQC_FMM_Diversion Inlet Preload_Appendix_D_CB review.pdf located at: \PROJECTS\SA\SA_Fargo_Moorhead_Metro(PED)-370365\5_COE_Elements\Diversion_Inlet\12-DDR_working\01_Preload\90% DQC\Appendix_D_Geotechincal_&_Geology Designed By: Luke Schmidt, PE St Paul District [email protected] 651-290-5670 Signature: Checked By: Chris Behling, PE St Paul District [email protected] 651-290-5572 Signature:

appendix d, attachment d-8: preload and wick drain design · accommodate in the design. therefore...

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