Appendix A Settlement and Slope Stability Analyses Final...N:\projects\119504\2008\VF FEP Docs\Global Stability 3-1 3.0 Settlement Analysis 3.1 General The purpose of the settlement

$Page 1: Appendix A Settlement and Slope Stability Analyses Final...N:\projects\119504\2008\VF FEP Docs\Global Stability 3-1 3.0 Settlement Analysis 3.1 General The purpose of the settlement$
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SETTLEMENT & SLOPE STABILITY ANALYSES

Saugus RESCO Landfill Saugus, Massachusetts

Prepared for:

June, 2008

Prepared by:

11 Northeastern Boulevard

Salem, NH 03079-1953

Project 119504

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Table of Contents________________________________________________

List of Tables ..................................................................................................................................................ii List of Attachments .........................................................................................................................................ii 1.0 Introduction ..................................................................................................................................... 1-1 2.0 General Subsurface Conditions ...................................................................................................... 2-1 3.0 Settlement Analysis ........................................................................................................................ 3-1

3.1 General................................................................................................................................. 3-1 3.2 Settlement Model.................................................................................................................. 3-1 3.3 Calculations.......................................................................................................................... 3-2

4.0 Static and Seismic Slope Stability Analyses ................................................................................... 4-1 4.1 General................................................................................................................................. 4-1 4.2 Method of Analyses .............................................................................................................. 4-1

4.2.1 Slope Stability Analyses .......................................................................................... 4-1 4.2.2 Permanent Displacement Analysis for Seismic Conditions ..................................... 4-2

4.3 Cross-Section Across Phase III ............................................................................................ 4-2 4.3.1 Critical Slope Stability Cross-Section ...................................................................... 4-2 4.3.2 Subsurface Conditions for Analysis ......................................................................... 4-2 4.3.3 Shear Strength of Boston Blue Clay ........................................................................ 4-3 4.3.4 Results of Slope Stability Analyses ......................................................................... 4-4

4.3.4.1 Static Slope Stability Assuming No Consolidation of BBC ........................ 4-4 4.3.4.2 Static Slope Stability Assuming Consolidation of BBC.............................. 4-4 4.3.4.3 Slope Stability under Seismic Conditions.................................................. 4-4

4.4 Cross-Section Across Phase IV............................................................................................ 4-6 4.4.1 Critical Slope Stability Cross-Section ...................................................................... 4-6 4.4.2 Soil Parameters....................................................................................................... 4-6 4.4.3 Results of Static Slope Stability Analysis................................................................. 4-6 4.4.4 Results of Seismic Slope Stability Analysis ............................................................. 4-7

5.0 Conclusions and Recommendations............................................................................................... 5-1 5.1 Settlement ............................................................................................................................ 5-1 5.2 Slope Stability....................................................................................................................... 5-1

6.0 Bibliography .................................................................................................................................... 6-1

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List of Tables ___________________________________________________

Table 1 Boston Blue Clay Consolidation Calculations Table 2 Undrained Shear Strength of Boston Blue Clay Under Partial Consolidation Table 3 Undrained Shear Strength of Boston Blue Clay Under 100% Consolidation Table 4 Summary of Slope Stability Analyses Results – Cross Section Across Phase III Table 5 Summary of Slope Stability Analyses Results – Cross Section Across Phase IV List of Attachments ______________________________________________

Attachment A Settlement Analysis Attachment B Results of Static and Seismic Slope Stability Analyses Cross-Section Across Phase III B-1 Location of Slope Stability Cross-Section and Test Boring B-2 Results of Static Slope Stability Analysis B-3 Probabilistic Seismic Hazard Based on USGS B-4 Pseudo-Static Slope Stability Analysis to Determine Yield Acceleration B-5 Permanent Displacement Calculations Attachment C Results of Static and Seismic Slope Stability Analyses Cross-Section Across Phase IV C-1 Results of Static Slope Stability Analysis C-2 Results of Seismic Slope Stability Analysis

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1.0 Introduction

Refuse Energy Systems Company (RESCO), now known as Wheelabrator Saugus, J.V. (Wheelabrator), owns and operates a waste-to-energy plant and the adjacent ash residue disposal site, known as the Saugus RESCO Landfill (Landfill), in Saugus, Massachusetts. The Landfill accepts municipal solid waste (MSW) ash residue from the waste-to-energy plant located adjacent to the Landfill. The currently approved final grading plan for the Landfill consists of a ridge and valley configuration with a maximum elevation of 50 feet mean sea level (MSL) along the ridges. In all, there are five valley lines and six ridge lines. In addition, the Landfill consists of five phases, I through V. Phases I and II have been filled to the currently approved final grading, and Phases III, IV, and V are currently uncapped and either active or dormant covered with a layer of intermediated cover.

In accordance with the 2008 Revisions to the Final Engineering Plan (2008 FEP), additional ash residue will be placed within the area between ridges by flattening the cross-slope (this is referred to as the “valley fill”). The minimum cross-slope will be decreased from a five percent to a two percent slope, with a side slope of three horizontal to one vertical immediately adjacent to the valley line and in the perimeter areas. The slope along the length of the valley line will be maintained at one percent. The maximum Landfill elevation will remain at 50 feet MSL.

This report presents the results of analyses performed by Shaw Environmental, Inc. (Shaw) to determine the impact of the valley fill on landfill settlement and global slope stability of the Landfill Phases III, IV, and V.

The settlement analysis was performed using an idealized cross section taken at a critical cross section located within Phases III and IV. The slope stability was analyzed using two cross sections. The first slope stability cross section was taken perpendicular to the western perimeter of Phase III. The second slope stability cross section was taken perpendicular to the northwestern perimeter of Phase IV.


2.0 General Subsurface Conditions

Boring logs of existing test borings and monitoring wells were used to interpret the general subsurface conditions at the Landfill. No field investigation or laboratory tests were performed as part of this study. A review of these logs shows that the Landfill is underlain by the following strata, starting from the top:

• Existing municipal solid waste (MSW) ash residue

• Municipal solid waste

• A layer of peat (not encountered at all locations)

• A layer of sand

• Boston Blue Clay (BBC)

• Glacial till

In general, ash residue deposits vary from 0 to 40 feet in thickness to a maximum elevation of 50 feet MSL overlying the MSW. The bottom of MSW is at an approximate elevation of 0 feet MSL with a maximum thickness of approximately 25 to 30 feet. The thickness of peat varies from 0 to 7 feet. The thickness of sand is between 5 to 10 feet. The thickness of the BBC varies from 20 to 80 feet. The BBC consists of an over-consolidated upper crust which has a medium stiff consistency. The lower part of the BBC is soft, and it is normally consolidated.


3.0 Settlement Analysis

3.1 General The purpose of the settlement analysis performed was to determine whether the proposed two percent cross-slope will be adequate to accommodate any differential settlements in the Landfill that may occur in the future. If excessive differential settlement were to occur, surface water runoff to the valleys would be impeded which could result in ponding of surface water. The settlement analysis was performed for an idealized cross-section taken between a critical ridge and valley identified based on the subsurface conditions.

3.2 Settlement Model The MSW ash residue is relatively incompressible due to its cementing properties. Similarly, the settlement of the sand layer can be assumed to be very small because it is dense and its thickness is small. Therefore, the only strata that would contribute to landfill settlement include the following: MSW, peat layer, and the BBC. There are two settlement components associated with all of these three strata: (i) primary compression, and (ii) secondary compression. The potential contribution of each of these two components to differential settlement is discussed below.

Primary Compression: The primary compression or primary consolidation of peat and BBC occur when the surcharge load is transferred to the soil skeleton as the excess pore pressure dissipates with time. Although the primary compression mechanism is different for MSW, the state-of-practice is to model its primary compression similar to primary consolidation of peat or clay. The magnitudes of the final value of primary compression of all three strata are proportional to: (i) the thickness of each stratum, and (ii) the magnitude of the surcharge loading. Although the subsurface condition (i.e., thicknesses of the various strata) under the site may vary with location, it is reasonable to assume that such change would be minimal over the length of settlement cross-section taken between any adjacent ridges and valleys because of the relatively short length. Therefore, it can be assumed that the change in subsurface conditions would have very little impact on differential settlement between adjacent ridges and valleys. Accordingly, only the differential settlement due to change in surcharge loading between two points is considered. Also, since the final value of the primary compression (i.e., at 100 percent consolidation) is of interest, the time rate of settlement is not of importance.

Secondary Compression: Secondary compression within peat and BBC occur due to an internal rearrangement of the soil skeleton with time, which is independent of surcharge loading. This is a time dependent phenomenon. The secondary compression of MSW occurs due to biological decomposition of the waste with time. Again, the state-of-practice is to model the secondary


compression of MSW similar to the secondary consolidation of peat or clay. Also, only the final value of the secondary compression for all three strata is of interest. Since it is not dependent on surcharge loading, the secondary compression can contribute to differential settlement between two adjacent points only if the strata thicknesses between the two points vary. Since it is assumed that the thicknesses of strata are relatively uniform between adjacent ridges and valleys, the contribution of secondary compression to differential settlement should be negligible. It should also be noted that since the MSW is relatively old, it is very likely that almost all of the secondary settlement has already taken place. Accordingly, contribution of differential settlement due to secondary compression has been discounted in the settlement analysis.

Based on the above discussion, it can be seen that only the primary compressions of MSW, peat, and BBC due to the difference in surcharge loading between two points need to be computed to estimate the differential settlement between those two points. The critical settlement points are selected along a cross-section taken perpendicular to the critical ridge and valley.

3.3 Calculations The settlement analysis is presented in Attachment A. Based on a review of the existing test boring logs, Shaw developed a typical cross-section along with an idealized subsurface profile. The calculations estimated a slope reduction of approximately 0.24 percent (i.e., post-settlement slope of 1.76 percent) between the critical ridge and valley. A long-term post-settlement slope of 1.76 percent would be adequate to promote surface run-off.


4.0 Static and Seismic Slope Stability Analyses

4.1 General In accordance with the 2008 FEP, ash residue placement will continue in Phases III, IV, and V. To analyzed the global slope stability of Phases III, IV, and V, the following two cross sections were used:

• The first cross section is perpendicular to the western perimeter of Phase III where the thickness of the underlying BBC is inferred to be the greatest within Phases III, IV, and IV. This is referred to as Cross Section Across Phase III in this report. At this location, a significant thickness of MSW and ash residue is already present; therefore, consolidation of the BBC from the existing surcharge loading was considered in the slope stability analysis of this cross section.

• The second cross section is perpendicular to the northwestern perimeter of Phase IV. This is referred to as Cross Section Across Phase IV in this report. At this location, the thickness of the BBC is relatively small. However, the thickness of the existing ash residue is minimal; therefore, the slope stability analysis for this cross section was performed assuming no consolidation of the BBC. Also, the slurry wall at this location is closest to the toe of the Landfill slope; therefore, sliding block type failure surfaces through the slurry wall were analyzed at this cross section location to determine the potential impact of the Landfill slope on the slurry wall.

4.2 Method of Analyses 4.2.1 Slope Stability Analyses The slope stability analysis for the Landfill was performed using the computer program GSTABL7© (Version 2.0) developed by Gregory Geotechnical Software (GGS 2001) in conjunction with the user interface program STEDwin© (Version 3.56) developed by Annapolis Engineering Software. The GSTABL7© computer program is an advanced version of the original STABL computer program developed at Purdue University (Purdue 1988). GSTABL7© performs two-dimensional limit equilibrium analysis using the method of slices to compute factors of safety against slope instability based on any of the following four analysis procedures:

• The modified Bishop method for circular failure surfaces (this method satisfies only moment equilibrium)

• The simplified Janbu method for circular, random, or sliding block failure surfaces (this method satisfies only force equilibrium)

• The Spencer method for circular, random, or sliding block failure surfaces (this method satisfies both force and moment equilibrium)


• The Morgenstern-Price method for circular, random, or sliding block failure surfaces (this method also satisfies both force and moment equilibrium)

Because they satisfy both force and moment equilibrium, the factors of safety computed from the Spencer and the Morgenstern-Price methods are more accurate than those obtained from the other two methods. However, the factors of safety computed from the modified Bishop method for circular failure surfaces are typically very close to those computed from Spencer or Morgenstern-Price methods. The simplified Janbu method typically yields conservative factors of safety.

The slope stability analyses presented in this report were performed using the modified Bishop method for circular failure surfaces. To be conservative, the simplified Janbu method with the active and passive wedges generated according to the Rankine theory were used for sliding-block failure surfaces.

4.2.2 Permanent Displacement Analysis for Seismic Conditions The likely magnitude of the seismically-induced paramagnet displacement has been estimated using the simplified charts published by Makdisi and Seed (1978). These charts make use of the ratio of the yield acceleration to the maximum horizontal acceleration (ky/kmax) to provide an estimate of the likely permanent displacement. The yield acceleration value is the horizontal acceleration that results in a pseudo-static factor of safety of 1. The yield acceleration was determined using pseudo-static slope stability analysis using GSTABL©. The maximum acceleration is the maximum of the acceleration values averaged over the entire failure surface.

4.3 Cross-Section Across Phase III 4.3.1 Critical Slope Stability Cross-Section As noted previously, based on a review of the existing subsurface information in conjunction with the existing and designed ash residue grading at the landfill, a cross-section perpendicular to the western perimeter of Phase III is the most critical for slope stability of the three remaining phases. The location of this critical cross-section is shown in Attachment B-1. The design slope of the ash residue along the landfill perimeter is 3H:1V from elevation 20 feet to elevation 50 feet MSL at this cross-section.

4.3.2 Subsurface Conditions for Analysis The subsurface conditions at this cross-section location have been determined based on existing test boring logs (Wehran 1989; The IT Group 2000). Test boring PTB-8, monitoring well PMW-5D, and piezometer PZ-00-4 are located in the vicinity of the selected critical slope stability cross-section; boring logs for these locations are used to approximate the subsurface conditions under the selected slope stability cross section. Based on these logs (see Attachment B-1) and literature from the 1976 MIT test site along I-95 in Saugus, the following thicknesses have been


assumed for the various layers/strata underlying the existing ash residue (listed in a descending order):

− Existing MSW = 20 feet − Peat = 7 feet − Sand/Silt = 5 feet − Medium Boston blue clay = 18 feet − Soft Boston blue clay = 60 feet − A till or bedrock was assumed below El. –90 (NGVD)

4.3.3 Shear Strength of Boston Blue Clay A short-term analysis for the end-of-filling stage using undrained shear strengths (Su) for the BBC represents the most critical slope stability condition. Therefore, the most critical soil parameter for slope stability is the undrained shear strength of the BBC. To our knowledge, no site-specific shear strength testing of the BBC is available for the Landfill. Therefore, Shaw has used the soil testing information from the Massachusetts Institute of Technology (MIT) research work performed in 1976 for the I-95 embankment in Saugus. This information was provided to Wehran Engineering (now Shaw) by Prof. Charles Ladd of MIT in 1988. A method developed by Ladd and Foott (1974), known as SHANSEP (stress history and normalized soil engineering properties), was used to estimate the undrained shear strength of the BBC with depth.

Because of the presence of sandy strata both above and below the BBC stratum, it is assumed that the BBC has two-way drainage. Since the Su of the BBC varies with depth, the BBC was subdivided into vertical layers to assign varying Su values with depth. To account for the varying surcharge loading from the varying ash residue height across the cross section, the BBC was also subdivided horizontally.

It should be noted that the BBC has been gaining shear strength with time due to its consolidation from the weight of the MSW and the ash residue. To simplify shear strength gain computations, the consolidation due to the MSW and the ash residue have been computed separately and added (i.e., a linear superposition was used). The shear gain due to the MSW has been computed through 2008 assuming that the MSW was placed linearly between 1955 and 1985. The degree of consolidation calculations in Table 1 show that the BBC is almost fully consolidated under the weight of the MSW placed prior to 1985. The shear strength gain due to weight of the ash residue has been computed assuming that the ash residue was placed linearly between 1985 and 2008. The calculations presented in Table 1 show that the consolidation of the BBC varies with depth from 59 to 83 percent.

The shear strength calculations are shown in Table 2. This table also shows the SHANSEP equation and parameters used to estimate the Su. The left part of Table 2 shows the estimated original Su of the BBC corresponding to pre-landfill conditions assuming the original ground


elevation to be at 0 feet MSL. The estimated Su values in Table 2 have been used in the static slope stability analysis.

Table 3 shows the Su values assuming full consolidation of the BBC under both the MSW and the ash residue. These Su values have been used in the seismic slope stability analysis.

4.3.4 Results of Slope Stability Analyses 4.3.4.1 Static Slope Stability Assuming No Consolidation of BBC The initial slope stability analysis was performed using the original shear strength of the BBC corresponding to the original ground elevation (assumed to be 0 feet MSL) prior to any waste placement at the Landfill. Therefore, this analysis ignores the consolidation and resulting strength gain within the BBC from the waste/ash residue placement above elevation 0 feet MSL. As noted previously, the computed Su values for the BBC are shown in Table 2. The slope stability analysis using these original Su values for the BBC yielded a minimum factor of safety of 1.36, which less than the acceptable factor of safety of 1.5. This shows that consolidation of the BBC should be considered in the slope stability analysis. The slope stability analysis results are included in Attachment B-2.

4.3.4.2 Static Slope Stability Assuming Consolidation of BBC This slope stability analysis accounts for the likely shear strength gain within the BBC from the weight of the MSW and ash residue. The shear strength gain calculations are discussed in Section 4.3; the estimated Su values corresponding to this condition are shown in Table 3. The static slope stability analysis assuming consolidation of the BBC through 2008 yielded a minimum factor of safety 1.6, which is greater than the acceptable value of 1.5. The slope stability analysis results are included in Attachment B-2.

4.3.4.3 Slope Stability under Seismic Conditions General

Subtitle D regulations require that landfills located within seismic impact zones1 be designed to withstand peak ground acceleration (PGA) value having a ten percent probability of exceedance in 250 years (which is equivalent to two percent probability of exceedance in 50 years). Based on the United States Geological Survey (USGS) website, the PGA having a two percent probability of exceedance in 50 years for this site is determined to be 0.16g; the corresponding moment magnitude of the earthquake is 6. Printouts of the USGS based probabilistic seismic hazard are included in Attachment B-3. Since the PGA value is greater than 0.1g, this Landfill is located within a seismic impact zone and, therefore, requires a seismic slope stability analysis.

1 Seismic impact zones are areas where the peak ground acceleration having a 10 percent probability of exceedance 250 years is greater than 0.10g.


Because the seismic loading is cyclic in nature (i.e., loading magnitude and direction change rapidly with time), an allowable factor of safety criterion is not appropriate for seismic slope stability. Instead, the state-of-practice is to use the concept of an acceptable permanent displacement. According to the U.S. Environmental Protection Agency (USEPA 1995), 12 inches is considered as the maximum allowable limit of seismically-induced permanent displacement for landfill slopes.

Based on Newmark (1965), the potential for permanent displacement exists only if the maximum of the average horizontal accelerations induced within the slope stability cross-section exceeds the yield acceleration. The yield acceleration is the horizontal acceleration that results in a pseudo-static factor of safety of 1, which corresponds to an incipient state of slope movement. Therefore, the first step in the seismic slope stability analysis is to determine the yield acceleration value for the cross-section analyzed.

Yield Acceleration

An iterative pseudo-static slope stability analysis was performed using the GSTABL7© computer program to determine the minimum yield acceleration for the critical slope stability cross section analyzed. The iterative analysis involved repeating the pseudo-static slope stability analysis by varying the input horizontal acceleration value until the resulting factor of safety is 1.

The PGA value corresponding to a ten percent probability on 250 years has a recurrence interval of 2,475 years. Therefore, it is reasonable to assume that the BBC has gained 100 percent consolidation when the site is subjected to the design PGA value. Accordingly, the Su values from Table 3 that correspond to 100 percent consolidation under the MSW and ash residue were assigned to the BBC while determining the yield acceleration. The iterative analysis showed that the minimum yield acceleration value for the critical cross section analyzed is 0.081g. The results of the final iterations of the pseudo-static slope stability analyses are included in Attachment B-4.

Since the computed yield acceleration value is less the PGA value (i.e., 0.16g), a permanent displacement analysis was performed as discussed below.

Permanent Displacement

In the absence of seismic response analysis (e.g., SHAKE) to determine the time history of average accelerations within the critical failure surface, it is assumed that the maximum of the average acceleration values (kmax) within the critical failure surface (corresponding to the yield acceleration value) is equal to the PGA value. This assumption is conservative since the magnitudes of horizontal acceleration values at different points within the failure plane would be different, and all of these values would be less than or equal to the PGA value; therefore, the


average accelerations at different time durations (and hence the kmax) would be typically less than the PGA value.

The permanent displacement calculations performed using the Makdisi and Seed (1978) chart is presented in Attachment B-5. These calculations estimate a maximum permanent displacement of approximately 4 inches. Since this is less than the maximum allowable limit of 12 inches, it is acceptable.

The results of both static and seismic slope stability analyses for this cross-section are summarized in Table 4.

4.4 Cross-Section Across Phase IV 4.4.1 Critical Slope Stability Cross-Section Since the existing ash residue elevations within Phase IV are significantly lower than 50 feet, it is concluded that slope stability along the outer perimeter of Phase IV could be critical, at this stage of the landfill operation. Accordingly, this second cross-section taken perpendicular to the northwestern perimeter of Phase IV (next to Route 107) was analyzed for slope stability. The location of this cross-section is shown in Attachment C-1. The subsurface condition at this cross-section location was interpreted based on the log for test boring PTB-6 (the boring log is included in Attachment C-1).

4.4.2 Soil Parameters Again, a short-term analysis for the end-of-filling stage using undrained shear strength for the BBC represents the most critical slope stability condition. Therefore, as noted previously, the critical soil parameter for slope stability is the undrained shear strength of the soft BBC. The shear strength calculations along with the SHANSEP parameters used are presented in Attachment C-1. The initial average undrained shear strength of the BBC at the analyzed cross-section location, assuming no consolidation, is conservatively estimated to be 1,015 pounds per square foot (psf).

4.4.3 Results of Static Slope Stability Analysis Slope stability of the Landfill slope with both circular and sliding-block type failure surfaces was analyzed. The sliding-block type failure surface was also used to analyze potential failure surfaces that pass through the slurry wall.

As noted previously, a short-term analysis using undrained shear strength for the BBC represents the most critical slope stability condition. To be conservative2, this analysis was performed 2 It should be noted that the shear strength of the BBC will increase with time due consolidation from the ash to be placed in the future. Therefore, the analyses performed are conservative.


assuming the current undrained shear strength for the BBC which is estimated to be 1015 psf. This analysis yielded a static factor of safety of 2.15 for the circular failure mode and 1.87 for the sliding-block type failure mode. A sliding-block failure surface passing through the slurry wall yielded a higher factor of safety of 2.06. Therefore, all the computed factors of safety values are greater than the acceptable value of 1.5.

The results of slope stability analyses for static conditions are included in Attachment C-1. A summary of the results is presented in Table 5.

4.4.4 Results of Seismic Slope Stability Analysis The yield acceleration was determined using the GSTABL7© computer program. Again, the estimated original undrained shear strength was assigned to the BBC in this analysis, which is conservative because it ignores consolidation and strength gain within the BBC. The analysis shows a minimum yield acceleration value of 0.151g for a sliding-block type failure mode through the slurry wall. Since this value is very close to the PGA, the anticipated permanent displacement would be very small. A permanent displacement analysis using the Makdisi and Seed (1978) chart estimated a permanent displacement of only 0.1 inches, which is significantly lower than the allowable limit of 12 inches.

The GSTAB7© plots and printouts of the pseudo-static slope stability analyses are included in Attachment C-2. The permanent displacement analysis is also presented in Attachment C-2. A summary of the computed yield acceleration values and the estimated permanent displacement is shown in Table 5. It should be noted that these results are conservative because: (i) they ignore the consolidation of the BBC during filling, and (ii) the slope stability analyses were performed using the Janbu method.


5.0 Conclusions and Recommendations

5.1 Settlement The settlement analysis discussed herein demonstrates that a minimum slope of two percent over the valley fill areas of the Landfill would be adequate to accommodate future differential settlements.

The settlement analysis is a predictive assessment of the anticipated settlement based on idealized subsurface conditions and assumed settlement model and parameters. It is possible that actual subsurface conditions may not be as uniform as inferred from the limited test borings and settlement parameters could vary, which could result in a few localized depressions. Therefore, provisions are included in the Closure and Post-Closure Plan for the Landfill for inspection and re-grading of the final cover if detrimental differential settlements are observed in the field.

5.2 Slope Stability

The slope stability analysis for the Landfill shows adequate factors of safety under static conditions for both circular and sliding-block type failure surfaces, including failure surfaces through the slurry wall. The seismic analysis shows that the potential for excessive permanent displacement during the design earthquake does not exist.


6.0 Bibliography

Bray, J.D., Rathje, E.M., Augello, A.J., and Merry, S.M. (1998). "Simplified Seismic Design Procedure for Geosynthetic-Lined, Solid-Waste Landfills." Geosynthetics International, Vol. 5, Nos. 1-2.

Code of Federal Regulations, Title 40, Part 258.

Gregory Geotechnical Software (GGS). (2001). GSTABL7© with STEDwin© Slope Stability Analysis System, Program Manual, Version 2.0, dated September 2001.

Kavazanjian, Jr., E., Matasovic, N., Bonaparte, R., and Schmertmann, G.R. (1996). "Evaluation of MSW Properties for Seismic Analysis." Geoenvironment 2000, Geotechnical Special Publication No. 46, pp. 1126-1141.

Ladd, C.C. and Foott, R. (1974). “New Design Procedures for Stability of Soft Clays,” Journal of the Geotechnical Engineering Division, Proceedings of the American Society of Civil Engineers, Vol. 100, GT 7, July, pp. 763-786.

Makdisi, F.I., and H.B. Seed. (1978). “Simplified Procedure for Estimating Dam and Embankment Earthquake-Induced Deformations." Journal of the Geotechnical Engineering Division, ASCE, Vol. 104, No. GT7.

Newmark, N.M. (1965). "Effects of Earthquakes on Dams and Embankments." Geotechnique, Volume 5, No. 2.

Purdue University. (1988). User Guide for PC STABL 5M.

Schiffman R.L. (1958). "Field Applications of Soil Consolidation: Time-Dependent Loading and Varying Permeability,” Highway Research Board, Bulletin 248.

U.S. Environmental Protection Agency (EPA). (1995). RCRA Subtitle D (258) Seismic Design Guidance for Municipal Solid Waste Landfill Facilities by Gregory N. Richardson, Edward Kavazanjian, Jr., and Neven Matasovic, Report No. EPA 600/R-95/051.

USGS website: http://earthquake.usgs.gov/research/hazmaps/

TTaabblleess

1. Consolidation from Existing MSWBased on ash residue filling at 3H:1V to elevation 50 feet MSLApproximate year the MSW filling started = 1955Approximate year MSW filling ended = 1985Assuming the waste filling took place linearly t0 = 30 yearsYear when percent of consolidation required 2008

t = 53 yearsBased on the 1999 analysis, Cv for the clay cv = 0.2 ft2/dayTotal thickness of clay 2H = 78 ft2/dayAssuming two-way drainage H = 39 ft

T0 = Cv . t0/H2 T0 = 1.44

T = Cv . t/H2 T = 2.54

T-T0 = 1.10

Soil Nos. z z/H up/u0(T) up/u0(T-T0) T0.u/u0 u/u0 % Consol.(see Note 1) (See Note 2) (See Note 2)

5, 6, 7, 8, & 9 9 0.23 0.001 0.015 0.014 0.01 9910, 11, 12, 13, &14 33 0.85 0.0032 0.04 0.0368 0.03 9715, 16, 17, 18, & 19 15 0.38 0.002 0.025 0.023 0.02 98

Notes:1. Soil nos. correspond the soil numbering used in the slope stability analysis2. These value are obtained from Table 2 of "Field Applications of Soil Consolidation: Time-Dependent Loading and Varying Permeability", by Schiffman, R.L. (1958).z = depthu = excess pore pressure

2. Consolidation from Ash ResidueBased on ash residue filling at 3H:1V to elevation 50 feet MSLApproximate year the ash filling started = 1985Year when percent consolidation required = 2008Assuming the filling to be linear t0 = t = 23

T =T0 = Cv . t0/H2 T0 = T = 1.10

uz/u0 = (z/H) - (0.5)(z/H)2

Soil Nos. z z/H uz/u0 up/u0(T) T0.u/u0 u/u0 % Consol.(See Note)

5, 6, 7, 8, & 9 9 0.23 0.204 0.015 0.189 0.17 8310, 11, 12, 13, &14 33 0.85 0.488 0.04 0.448 0.41 5915, 16, 17, 18, & 19 15 0.38 0.311 0.025 0.286 0.26 74

Note:These value are obtained from Table 2 of "Field Applications of Soil Consolidation: Time-Dependent Loading and Varying Permeability", by Schiffman, R.L. (1958).

Table 1

Saugus RESCO Landfill

Boston Blue Clay Consolidation CalculationsCross Section Across Phase III

Based on ash residue filling at 3H:1V to elevation 50 feet MSLOriginal ground elevation = 0.0 ftTotal unit weight of clay = 108.0 pcfGround water elevation = 0.0 ftUnit weight of water = 62.4 pcfUnit weight of MSW = 65.0 pcfUnit weight of ash = 100.0 pcf

σ'vc ∆σ'vc σ'vc + ∆σ'vc

Soil No. Soil Elev. Effect. OCR Original Su MSW Ht. MSW Wt. % Consol. Stress Incr. Ash Ht. Ash Wt. % Consol. Stress Incr. Total Stress New Effect. New OCR New SuStress (see Note 1) (see Note 2) Increase Stress (see Note 3)

(ft) (psf) (psf) (ft) (psf) (psf) (ft) (psf) (psf) (psf) (psf) (psf)1 Ash2 MSW3 Peat 10004 Silt/Sand5 Med. BBC -21.0 957.6 5 656 12.5 813 99 804 0 0 83 0 804 1762 2.72 7576 Med. BBC -21.0 957.6 5 656 17.5 1138 99 1126 0 0 83 0 1126 2084 2.30 7887 Med. BBC -21.0 957.6 5 656 20.0 1300 99 1287 10 1000 83 830 2117 3075 1.56 8638 Med. BBC -21.0 957.6 5 656 20.0 1300 99 1287 23 2300 83 1909 3196 4154 1.15 9269 Med. BBC -21.0 957.6 5 656 20.0 1300 99 1287 30 3000 83 2490 3777 4735 1.01 95510 Soft BBC -45.0 2052 2.5 827 12.5 813 97 788 0 0 59 0 788 2840 1.81 89311 Soft BBC -45.0 2052 2.5 827 17.5 1138 97 1103 0 0 59 0 1103 3155 1.63 91512 Soft BBC -45.0 2052 2.5 827 20.0 1300 97 1261 10 1000 59 590 1851 3903 1.31 96213 Soft BBC -45.0 2052 2.5 827 20.0 1300 97 1261 23 2300 59 1357 2618 4670 1.10 100414 Soft BBC -45.0 2052 2.5 827 20.0 1300 97 1261 30 3000 59 1770 3031 5083 1.01 102415 Soft BBC -75.0 3420 1.3 836 12.5 813 98 796 0 0 74 0 796 4216 1.05 87816 Soft BBC -75.0 3420 1.3 836 17.5 1138 98 1115 0 0 74 0 1115 4535 1.00 90717 Soft BBC -75.0 3420 1.3 836 20.0 1300 98 1274 10 1000 74 740 2014 5434 1.00 108718 Soft BBC -75.0 3420 1.3 836 20.0 1300 98 1274 23 2300 74 1702 2976 6396 1.00 127919 Soft BBC -75.0 3420 1.3 836 20.0 1300 98 1274 30 3000 74 2220 3494 6914 1.00 1383

Notes:1. Over-consolidation ratio (OCR) based on MIT data from Route I-95 test fill2. The undrained shear strength (Su) values for BBC were obtained using the following SHANSEP relationship:

3. The undrained shear strength (Su) values were obtained using the following SHANSEP relationship:

Consolidation from MSW Consolidation from Ash

Table 2Undrained Shear Strength of Boston Blue Clay Under Partial Consolidation

Saugus RESCO LandfillCross Section Across Phase III

765.0))()(2.0( OCRS vcu σ ′=765.0))()(2.0( OCRS vcvcu σσ ∆′+′=

Based on ash residue filling at 3H:1V to elevation 50 feet MSLOriginal ground elevation = 0.0 ftTotal unit weight of clay = 108.0 pcfGround water elevation = 0.0 ftUnit weight of water = 62.4 pcfUnit weight of MSW = 65.0 pcfUnit weight of ash = 100.0 pcf


Soil No. Soil Elev. Effect. OCR Original Su MSW Ht. MSW Wt. % Consol. Stress Incr. Ash Ht. Ash Wt. % Consol. Stress Incr. Total Stress New Effect. New OCR New Su

Stress (see Note 1) (see Note 2) Increase Stress (see Note 3)(ft) (psf) (psf) (ft) (psf) (psf) (ft) (psf) (psf) (psf) (psf) (psf)

1 Ash2 MSW3 Peat 10004 Silt/Sand5 Med. BBC -21.0 957.6 5 656 12.5 813 100 813 0 0 100 0 813 1770 2.70 7586 Med. BBC -21.0 957.6 5 656 17.5 1138 100 1138 0 0 100 0 1138 2095 2.29 7897 Med. BBC -21.0 957.6 5 656 20.0 1300 100 1300 10 1000 100 1000 2300 3258 1.47 8758 Med. BBC -21.0 957.6 5 656 20.0 1300 100 1300 23 2300 100 2300 3600 4558 1.05 9479 Med. BBC -21.0 957.6 5 656 20.0 1300 100 1300 30 3000 100 3000 4300 5258 1.00 105210 Soft BBC -45.0 2052 2.5 827 12.5 813 100 813 0 0 100 0 813 2865 1.79 89511 Soft BBC -45.0 2052 2.5 827 17.5 1138 100 1138 0 0 100 0 1138 3190 1.61 91812 Soft BBC -45.0 2052 2.5 827 20.0 1300 100 1300 10 1000 100 1000 2300 4352 1.18 98713 Soft BBC -45.0 2052 2.5 827 20.0 1300 100 1300 23 2300 100 2300 3600 5652 1.00 113014 Soft BBC -45.0 2052 2.5 827 20.0 1300 100 1300 30 3000 100 3000 4300 6352 1.00 127015 Soft BBC -75.0 3420 1.3 836 12.5 813 100 813 0 0 100 0 813 4233 1.05 87916 Soft BBC -75.0 3420 1.3 836 17.5 1138 100 1138 0 0 100 0 1138 4558 1.00 91217 Soft BBC -75.0 3420 1.3 836 20.0 1300 100 1300 10 1000 100 1000 2300 5720 1.00 114418 Soft BBC -75.0 3420 1.3 836 20.0 1300 100 1300 23 2300 100 2300 3600 7020 1.00 140419 Soft BBC -75.0 3420 1.3 836 20.0 1300 100 1300 30 3000 100 3000 4300 7720 1.00 1544

Notes:1. Over-consolidation ratio (OCR) based on MIT data from Route I-95 test fill2. The undrained shear strength (Su) values for BBC were obtained using the following SHANSEP relationship:3. The undrained shear strength (Su) values were obtained using the following SHANSEP relationship:


Table 3Undrained Shear Strength of Boston Blue Clay Under 100% Consolidation

Saugus RESCO LandfillCross Section Across Phase III

765.0))()(2.0( OCRS vcu σ ′=765.0))()(2.0( OCRS vcvcu σσ ∆′+′=

Table 4

Summary of Slope Stability Analyses Results – Cross Section Across Phase III Saugus RESCO Landfill

Analysis Consolidation of BBC Su Values from

Static Factor of

Safety

Yield Acceleration

Estimated Permanent

Displacement

Static None From Table 2 1.36 -- --

Static Partial (see Table 1) From Table 2 1.60(1) -- --

Yield Acceleration 100% From Table 3 -- 0.081g 4 inches(1)

Notes:

BBC = Boston Blue Clay Su = Undrained shear strength (1) These values are acceptable

Table 5

Summary of Slope Stability Analyses Results – Cross Section Across Phase IV Saugus RESCO Landfill

Slope Stability Run

Consolidation of BBC Failure Mode

Static Factor of

Safety

Yield Acceleration

Estimated Permanent

Displacement

1 None Circular 2.15(1) 0.201g --

2 None Block 1.87(1) 0.154g --

3 None Block through slurry wall 2.06(1) 0.151g 0.1 inches(1)

Notes:

BBC = Boston Blue Clay (1) These values are acceptable

N:\projects\119504\2008\VF FEP Docs\Global Stability

AAttttaacchhmmeenntt AA SSeettttlleemmeenntt AAnnaallyyssiiss

Elevation

50 6.5

33

17

17

0

-0.5 0.5

-1 0.5

9

-10

20

-30

Figure 1. Idealized Settlement Cross-Section (Not to Scale)

23.5'

Soft Boston Blue Clay

Medium Boston Blue Clay

Sand/Silt

Peat

Ash

Solid Waste

2%2%

3

13

1

376' 376'

A B

C

51'325'

Page 1 of 5

Required:

Determine whether the 2% slope on the final grading will be adequate considering

settlement over the long-term

Assumptions:

- Figure 1 shows an idealized cross-section taken perpendicular to the valley line

- The post-settlement slope between Points A and B would be the most critical

- The differential settlement between points A and B will determine the post-settlement slope

- Assuming the ash and sand to be relatively incompressible, the underlying layers that will undergo

settlement are the solid waste, peat, and Boston Blue Clay (BBC)

- All three compressible layers have two components of settlement: (i) a primary

compression, which is both load and thickness dependent, and (ii) a secondary compression,

which is time and thickness dependent (for waste, the secondary compression includes

decomposition of waste with time and for BBC it is secondary consolidation)

- To simplify the settlement calculations, it is assumed that the thicknesses

of the different compressible strata are uniform; therefore, the secondary

settlements at both A and B would be the same

- Therefore, only the primary compression due to difference in the surcharge loading between A

and B would lead to differential settlement

- The difference in surcharge loading between A and B is that due to 6.5 feet of ash

- Based on the discussion above, only the primary compression of solid waste, peat, and BBC

at Point A due to the 6.5 feet difference in ash thickness needs to be computed to determine

the slope change between A and B due to differential settlement

Page 2 of 5

Design Parameters

Critical Slope Length:

- Distance between Points A and B = 325 ft

- Minimum initial slope = 2 %

Thicknesses of Various Layers:

- Thickness of excess ash at Point A = 6.5 ft

- Ash thickness at B = 26.5 ft

- Thickness of solid waste = 17 ft

- Thickness of peat = 0.5 ft

- Thickness of sand/silt = 0.5 ft

- Thickness of medium Boston Blue Clay = 9 ft

- Thickness of soft Boston Blue Clay = 20 ft

Groundwater Table:

- Assumed depth to groundwater table = 0 ft

Ash Parameters:

- Unit weight = 105 pcf

Solid Waste Parameters:


- Compression ratio = 0.3

- Number of sublayers used = 3

Peat Parameters:




Sand/Silt Parameters:


Medium Boston Blue Clay Parameters:



- Recompression ratio = 0.02


Soft Boston Blue Clay Parameters:



- Recompression ratio = 0.025


Page 3 of 5

Calculations

Excess Loading at Point A relative to Point B = 682.5 psf

Excess settlement of solid waste under Point A:

Sublayer Sublayer Mid-Depth Total Effective Incremental

thickness Elevation Vert. Stress Vert Stress Settlement

(ft) (ft) (psf) (psf) inches

1 5.7 14.2 2967 2967 1.83

2 5.7 8.5 3335 3335 1.65

3 5.7 2.8 3703 3703 1.50

Cumulative = 5.0 Inches

Excess settlement of peat under Point A:


thickness Elevation Vert. Stress Vert Stress Settlement


1 0.5 -0.25 3912.5 3896.9 0.17

Cumulative = 0.2 Inches

Excess settlement of Medium Boston Blue Clay under Point A:

Sublayer Sublayer Mid-Depth Total Effective Past Max. Final Effective Incremental

thickness Elevation Vert. Stress Vert. Stress Vert. Stress Vert. Stress Settlement

(ft) (ft) (psf) (psf) (psf) (psf) inches

1 1.8 -1.9 4097 3978 7000 4660 0.03

2 1.8 -3.7 4295 4064 6500 4746 0.03

3 1.8 -5.5 4493 4149 6000 4832 0.03

4 1.8 -7.3 4691 4235 5500 4917 0.03

5 1.8 -9.1 4889 4321 5000 5003 0.03

Cumulative = 0.1 inches

Excess settlement of Soft Boston Blue Clay under Point A:


thickness Elevation Vert. Stress Vert. Stress Settlement


1 4.0 -12.0 5208 4459 0.89

2 4.0 -16.0 5648 4649 0.86

3 4.0 -20.0 6088 4840 0.83

4 4.0 -24.0 6528 5030 0.80

5 4.0 -28.0 6968 5220 0.77

Cumulative = 4.1 inches

Differential Settlement between Points A and B = 9.4 inches

Slope reduction between Points A and B due to the above differential settlement = 0.24 %

Post-Settlement Slope = 1.76 %

Page 4 of 5

Page 5 of 5





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CCrroossss--SSeeccttiioonn AAccrroossss PPhhaassee IIIIII


BB--11 LLooccaattiioonn ooff SSllooppee SSttaabbiilliittyy CCrroossss--SSeeccttiioonn aanndd TTeesstt BBoorriinngg










BB--22 RReessuullttss ooff SSttaattiicc SSllooppee SSttaabbiilliittyy AAnnaallyyssiiss


2/21/2008 Page 1 of 11

*** GSTABL7 ***

** GSTABL7 by Garry H. Gregory, P.E. **

** Original Version 1.0, January 1996; Current Version 2.003, Jun(All Rights Reserved-Unauthorized Use Prohibited)

********************************************************************SLOPE STABILITY ANALYSIS SYSTEM

Modified Bishop, Simplified Janbu, or GLE Method of Slices.(Includes Spencer & Morgenstern-Price Type Analysis)Including Pier/Pile, Reinforcement, Soil Nail, Tieback,Nonlinear Undrained Shear Strength, Curved Phi Envelope,Anisotropic Soil, Fiber-Reinforced Soil, Boundary Loads, WateSurfaces, Pseudo-Static & Newmark Earthquake, and Applied For

********************************************************************

Analysis Run Date: 2/21/2008Time of Run: 02:07PMRun By: nkInput Data Filename: C:\GEOTECHNICAL\saugus\2008\Global-Stabil\Output Filename: C:\GEOTECHNICAL\saugus\2008\Global-Stabil\Unit System: English

Plotted Output Filename: C:\GEOTECHNICAL\saugus\2008\Glob••••tabil\

PROBLEM DESCRIPTION: RESCO; Ash at 3H:1V to El. 50'; No Consolidation; Run#S1-Bc-1

BOUNDARY COORDINATES

5 Top Boundaries24 Total Boundaries

Boundary X-Left Y-Left X-Right Y-Right Soil TypeNo. (ft) (ft) (ft) (ft) Below Bnd

1 0.00 160.00 120.00 165.00 22 120.00 165.00 150.00 170.00 23 150.00 170.00 240.00 200.00 14 240.00 200.00 490.00 198.00 15 490.00 198.00 600.00 197.00 16 150.00 170.00 600.00 170.00 27 0.00 150.00 600.00 150.00 38 0.00 143.00 600.00 143.00 49 0.00 138.00 120.00 138.00 5

10 120.00 138.00 160.00 138.00 611 160.00 138.00 200.00 138.00 712 200.00 138.00 240.00 138.00 813 240.00 138.00 600.00 138.00 914 0.00 120.00 120.00 120.00 1015 120.00 120.00 160.00 120.00 1116 160.00 120.00 200.00 120.00 1217 200.00 120.00 240.00 120.00 1318 240.00 120.00 600.00 120.00 1419 0.00 90.00 120.00 90.00 1520 120.00 90.00 160.00 90.00 1621 160.00 90.00 200.00 90.00 1722 200.00 90.00 240.00 90.00 18

C:\GEOTECHNICAL\saugus\2008\Global-Stabil\s1-bc-1.OUT

2/21/2008 Page 2 of 11

23 240.00 90.00 600.00 90.00 1924 0.00 60.00 600.00 60.00 20

Default Y-Origin = 0.00(ft)

Default X-Plus Value = 0.00(ft)

Default Y-Plus Value = 0.00(ft)1

ISOTROPIC SOIL PARAMETERS

20 Type(s) of Soil

Soil Total Saturated Cohesion Friction Pore Pressure Piez.Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant SurfaceNo. (pcf) (pcf) (psf) (deg) Param. (psf) No.

1 105.0 105.0 0.0 38.0 0.00 0.0 12 75.0 75.0 0.0 28.0 0.00 0.0 13 100.0 100.0 1000.0 0.0 0.00 0.0 14 120.0 120.0 0.0 30.0 0.00 0.0 15 108.0 108.0 656.0 0.0 0.00 0.0 16 108.0 108.0 656.0 0.0 0.00 0.0 17 108.0 108.0 656.0 0.0 0.00 0.0 18 108.0 108.0 656.0 0.0 0.00 0.0 19 108.0 108.0 656.0 0.0 0.00 0.0 1

10 108.0 108.0 827.0 0.0 0.00 0.0 111 108.0 108.0 827.0 0.0 0.00 0.0 112 108.0 108.0 827.0 0.0 0.00 0.0 113 108.0 108.0 827.0 0.0 0.00 0.0 114 108.0 108.0 827.0 0.0 0.00 0.0 115 108.0 108.0 836.0 0.0 0.00 0.0 116 108.0 108.0 836.0 0.0 0.00 0.0 117 108.0 108.0 836.0 0.0 0.00 0.0 118 108.0 108.0 836.0 0.0 0.00 0.0 119 108.0 108.0 836.0 0.0 0.00 0.0 120 130.0 130.0 0.0 34.0 0.00 0.0 1

1

1 PIEZOMETRIC SURFACE(S) SPECIFIED

Unit Weight of Water = 62.40 (pcf)

Piezometric Surface No. 1 Specified by 2 Coordinate PointsPore Pressure Inclination Factor = 0.50

Point X-Water Y-WaterNo. (ft) (ft)

1 0.00 153.002 600.00 154.00

1

A Critical Failure Surface Searching Method, Using A RandomTechnique For Generating Circular Surfaces, Has Been Specified.


2/21/2008 Page 3 of 11

3600 Trial Surfaces Have Been Generated.

60 Surface(s) Initiate(s) From Each Of 60 Points Equally SpacedAlong The Ground Surface Between X = 0.00(ft)

and X = 150.00(ft)

Each Surface Terminates Between X = 200.00(ft)and X = 400.00(ft)

Unless Further Limitations Were Imposed, The Minimum ElevationAt Which A Surface Extends Is Y = 0.00(ft)

15.00(ft) Line Segments Define Each Trial Failure Surface.

Following Are Displayed The Ten Most Critical Of The TrialFailure Surfaces Evaluated. They AreOrdered - Most Critical First.

* * Safety Factors Are Calculated By The Modified Bishop Method * *

Total Number of Trial Surfaces Evaluated = 3600

Statistical Data On All Valid FS Values:FS Max = 6.927 FS Min = 1.356 FS Ave = 2.362Standard Deviation = 0.808 Coefficient of Variation = 34.2

Failure Surface Specified By 31 Coordinate Points

Point X-Surf Y-SurfNo. (ft) (ft)

1 0.00 160.002 10.61 149.393 21.85 139.474 33.69 130.255 46.07 121.796 58.96 114.117 72.30 107.258 86.03 101.239 100.12 96.06

10 114.50 91.7811 129.11 88.4112 143.91 85.9413 158.83 84.3914 173.81 83.7715 188.81 84.0916 203.76 85.3317 218.60 87.4918 233.28 90.5719 247.74 94.5620 261.93 99.4321 275.79 105.1722 289.26 111.7623 302.30 119.1724 314.86 127.3825 326.88 136.35


2/21/2008 Page 4 of 11

26 338.32 146.0527 349.15 156.4328 359.30 167.4729 368.76 179.1230 377.47 191.3331 382.17 198.86

Circle Center At X = 176.28 ; Y = 325.69 ; and Radius = 241.93

Factor of Safety*** 1.356 ***

Individual data on the 48 slices

Water Water Tie Tie EarthquakeForce Force Force Force Force Surcharge

Slice Width Weight Top Bot Norm Tan Hor Ver LoadNo. (ft) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs)

1 7.0 1907.8 0.0 0.0 0. 0. 0.0 0.02 3.0 1998.7 0.0 400.9 0. 0. 0.0 0.03 0.6 492.6 0.0 177.6 0. 0. 0.0 0.04 7.2 8506.3 0.0 4114.9 0. 0. 0.0 0.05 4.0 6901.8 0.0 3932.4 0. 0. 0.0 0.06 1.9 3828.0 0.0 2129.5 0. 0. 0.0 0.07 10.0 25465.4 0.0 14893.8 0. 0. 0.0 0.08 12.4 42956.9 0.0 25313.7 0. 0. 0.0 0.09 3.0 12164.0 0.0 7028.1 0. 0. 0.0 0.0

10 9.9 44268.2 0.0 25858.3 0. 0. 0.0 0.011 13.3 69427.0 0.0 39712.3 0. 0. 0.0 0.012 13.7 81649.7 0.0 45765.3 0. 0. 0.0 0.013 14.1 92831.3 0.0 51021.9 0. 0. 0.0 0.014 14.4 102729.5 0.0 55462.2 0. 0. 0.0 0.015 5.5 41154.1 0.0 21874.6 0. 0. 0.0 0.016 2.2 16815.8 0.0 8925.7 0. 0. 0.0 0.017 6.9 53551.7 0.0 28268.6 0. 0. 0.0 0.018 14.8 120152.8 0.0 61828.2 0. 0. 0.0 0.019 6.1 51308.3 0.0 25854.5 0. 0. 0.0 0.020 8.8 76736.0 0.0 37875.0 0. 0. 0.0 0.021 1.2 10477.7 0.0 5053.3 0. 0. 0.0 0.022 13.8 127317.9 0.0 59712.2 0. 0. 0.0 0.023 15.0 146000.0 0.0 64932.1 0. 0. 0.0 0.024 11.2 113322.0 0.0 48188.3 0. 0. 0.0 0.025 3.8 38789.7 0.0 16040.6 0. 0. 0.0 0.026 14.8 156045.9 0.0 62658.5 0. 0. 0.0 0.027 12.0 128273.8 0.0 49262.3 0. 0. 0.0 0.028 2.7 29488.5 0.0 10964.5 0. 0. 0.0 0.029 6.7 72927.4 0.0 26916.2 0. 0. 0.0 0.030 7.7 83263.8 0.0 30027.0 0. 0. 0.0 0.031 14.2 147061.8 0.0 52820.5 0. 0. 0.0 0.032 13.9 135542.0 0.0 47874.3 0. 0. 0.0 0.033 13.5 122672.1 0.0 42123.9 0. 0. 0.0 0.034 13.0 108712.1 0.0 35591.1 0. 0. 0.0 0.035 1.3 9958.9 0.0 3193.2 0. 0. 0.0 0.036 11.3 83989.4 0.0 25108.1 0. 0. 0.0 0.037 12.0 78686.7 0.0 20282.2 0. 0. 0.0 0.038 1.9 11615.3 0.0 2607.2 0. 0. 0.0 0.039 5.9 32885.9 0.0 6299.8 0. 0. 0.0 0.040 3.6 18399.7 0.0 2658.0 0. 0. 0.0 0.041 4.1 19616.0 0.0 1974.7 0. 0. 0.0 0.042 3.7 16501.2 0.0 575.4 0. 0. 0.0 0.043 3.0 12455.5 0.0 0.0 0. 0. 0.0 0.044 10.2 37148.9 0.0 0.0 0. 0. 0.0 0.0


2/21/2008 Page 5 of 11

45 2.1 6449.4 0.0 0.0 0. 0. 0.0 0.046 7.4 18994.4 0.0 0.0 0. 0. 0.0 0.047 8.7 12544.5 0.0 0.0 0. 0. 0.0 0.048 4.7 1868.5 0.0 0.0 0. 0. 0.0 0.0



1 5.08 160.212 15.71 149.623 26.97 139.714 38.83 130.535 51.23 122.096 64.14 114.457 77.50 107.628 91.25 101.649 105.35 96.53

10 119.74 92.3011 134.37 88.9812 149.18 86.5713 164.10 85.0914 179.09 84.5415 194.09 84.9316 209.03 86.2517 223.86 88.4918 238.52 91.6619 252.96 95.7320 267.12 100.6921 280.94 106.5222 294.37 113.2023 307.36 120.7124 319.85 129.0025 331.81 138.0626 343.18 147.8527 353.91 158.3228 363.98 169.4429 373.33 181.1730 381.94 193.4631 385.23 198.84



1



1 0.00 160.002 10.71 149.493 22.01 139.644 33.89 130.475 46.29 122.036 59.16 114.337 72.47 107.418 86.17 101.309 100.20 96.00


2/21/2008 Page 6 of 11

10 114.52 91.5511 129.09 87.9512 143.84 85.2313 158.72 83.3814 173.69 82.4215 188.69 82.3516 203.67 83.1717 218.57 84.8718 233.35 87.4619 247.94 90.9120 262.31 95.2321 276.39 100.3922 290.15 106.3823 303.52 113.1724 316.47 120.7425 328.95 129.0726 340.91 138.1227 352.31 147.8728 363.12 158.2729 373.28 169.3030 382.78 180.9131 391.57 193.0632 395.20 198.76





1 12.71 160.532 23.33 149.933 34.63 140.074 46.58 131.005 59.11 122.756 72.16 115.377 85.69 108.888 99.62 103.329 113.89 98.70

10 128.44 95.0711 143.21 92.4212 158.12 90.7713 173.10 90.1314 188.10 90.5015 203.03 91.8816 217.84 94.2717 232.46 97.6518 246.81 102.0019 260.84 107.3120 274.48 113.5621 287.66 120.7122 300.34 128.7323 312.44 137.5924 323.92 147.2525 334.72 157.6626 344.80 168.7727 354.10 180.5328 362.60 192.9029 366.20 198.99


2/21/2008 Page 7 of 11



1



1 12.71 160.532 23.33 149.943 34.62 140.064 46.53 130.945 59.00 122.616 71.99 115.107 85.44 108.468 99.29 102.719 113.49 97.87

10 127.98 93.9711 142.68 91.0212 157.55 89.0213 172.51 88.0014 187.51 87.9615 202.49 88.8916 217.36 90.7917 232.09 93.6618 246.59 97.4819 260.82 102.2320 274.71 107.9021 288.20 114.4622 301.23 121.8823 313.76 130.1324 325.72 139.1925 337.06 149.0026 347.75 159.5327 357.73 170.7328 366.95 182.5529 375.39 194.9530 377.72 198.90





1 2.54 160.112 13.19 149.543 24.53 139.724 36.50 130.685 49.05 122.47


2/21/2008 Page 8 of 11

6 62.12 115.117 75.66 108.668 89.61 103.139 103.89 98.55

10 118.45 94.9511 133.22 92.3312 148.13 90.7113 163.12 90.0914 178.12 90.4915 193.05 91.8916 207.86 94.3017 222.47 97.6918 236.82 102.0619 250.84 107.3920 264.47 113.6521 277.65 120.8122 290.32 128.8423 302.42 137.7024 313.90 147.3625 324.70 157.7726 334.77 168.8827 344.08 180.6528 352.57 193.0129 356.16 199.07



1



1 7.63 160.322 18.29 149.773 29.59 139.914 41.50 130.785 53.96 122.436 66.92 114.887 80.33 108.168 94.14 102.319 108.29 97.34

10 122.73 93.2711 137.40 90.1212 152.23 87.9013 167.18 86.6314 182.17 86.3015 197.16 86.9316 212.08 88.4917 226.87 91.0018 241.47 94.4319 255.83 98.7820 269.88 104.0321 283.57 110.1622 296.85 117.1423 309.66 124.9424 321.95 133.5325 333.67 142.8926 344.79 152.9727 355.24 163.73


2/21/2008 Page 9 of 11

28 364.99 175.1329 374.00 187.1230 381.72 198.87





1 5.08 160.212 15.76 149.673 27.04 139.794 38.89 130.595 51.26 122.116 64.12 114.397 77.42 107.448 91.10 101.309 105.13 95.98

10 119.44 91.5011 134.00 87.8912 148.75 85.1513 163.63 83.2914 178.60 82.3215 193.60 82.2416 208.58 83.0517 223.48 84.7518 238.26 87.3419 252.85 90.8020 267.22 95.1221 281.30 100.2922 295.05 106.2923 308.41 113.0924 321.35 120.6825 333.82 129.0326 345.76 138.1027 357.15 147.8628 367.93 158.2929 378.08 169.3430 387.55 180.9731 396.31 193.1532 399.83 198.72



1




2/21/2008 Page 10 of 11

1 7.63 160.322 18.29 149.763 29.57 139.894 41.45 130.725 53.86 122.306 66.77 114.657 80.12 107.818 93.86 101.819 107.95 96.66

10 122.33 92.3811 136.94 88.9912 151.73 86.5113 166.65 84.9414 181.64 84.2815 196.63 84.5516 211.59 85.7417 226.44 87.8418 241.13 90.8519 255.62 94.7620 269.83 99.5421 283.73 105.1922 297.25 111.6823 310.35 118.9924 322.97 127.0925 335.08 135.9526 346.61 145.5427 357.54 155.8128 367.82 166.7429 377.41 178.2730 386.27 190.3831 391.67 198.79





1 10.17 160.422 20.83 149.873 32.17 140.054 44.13 131.005 56.66 122.766 69.72 115.377 83.23 108.868 97.15 103.279 111.41 98.60

10 125.94 94.8911 140.69 92.1612 155.59 90.4013 170.57 89.6414 185.56 89.8715 200.51 91.0916 215.35 93.3017 230.01 96.4918 244.42 100.6419 258.53 105.7420 272.27 111.7721 285.57 118.69


2/21/2008 Page 11 of 11

22 298.39 126.4723 310.67 135.0924 322.35 144.5025 333.38 154.6726 343.71 165.5427 353.30 177.0828 362.10 189.2229 368.23 198.97



**** END OF GSTABL7 OUTPUT ****



2/21/2008 Page 1 of 10

*** GSTABL7 ***





********************************************************************

Analysis Run Date: 2/21/2008Time of Run: 02:10PMRun By: nkInput Data Filename: C:\GEOTECHNICAL\saugus\2008\Global-Stabil\Output Filename: C:\GEOTECHNICAL\saugus\2008\Global-Stabil\Unit System: English


PROBLEM DESCRIPTION: RESCO; Ash at 3H:1V to El. 50'; With Consolid. through 2008; Run#S1-Bc-2




1 0.00 160.00 120.00 165.00 22 120.00 165.00 150.00 170.00 23 150.00 170.00 240.00 200.00 14 240.00 200.00 490.00 198.00 15 490.00 198.00 600.00 197.00 16 150.00 170.00 600.00 170.00 27 0.00 150.00 600.00 150.00 38 0.00 143.00 600.00 143.00 49 0.00 138.00 120.00 138.00 5

10 120.00 138.00 160.00 138.00 611 160.00 138.00 200.00 138.00 712 200.00 138.00 240.00 138.00 813 240.00 138.00 600.00 138.00 914 0.00 120.00 120.00 120.00 1015 120.00 120.00 160.00 120.00 1116 160.00 120.00 200.00 120.00 1217 200.00 120.00 240.00 120.00 1318 240.00 120.00 600.00 120.00 1419 0.00 90.00 120.00 90.00 1520 120.00 90.00 160.00 90.00 1621 160.00 90.00 200.00 90.00 1722 200.00 90.00 240.00 90.00 18


2/21/2008 Page 2 of 10

23 240.00 90.00 600.00 90.00 1924 0.00 60.00 600.00 60.00 20





20 Type(s) of Soil


1 100.0 100.0 0.0 40.0 0.00 0.0 12 75.0 75.0 0.0 28.0 0.00 0.0 13 100.0 100.0 1000.0 0.0 0.00 0.0 14 120.0 120.0 0.0 30.0 0.00 0.0 15 108.0 108.0 757.0 0.0 0.00 0.0 16 108.0 108.0 788.0 0.0 0.00 0.0 17 108.0 108.0 863.0 0.0 0.00 0.0 18 108.0 108.0 926.0 0.0 0.00 0.0 19 108.0 108.0 955.0 0.0 0.00 0.0 1

10 108.0 108.0 893.0 0.0 0.00 0.0 111 108.0 108.0 915.0 0.0 0.00 0.0 112 108.0 108.0 962.0 0.0 0.00 0.0 113 108.0 108.0 1004.0 0.0 0.00 0.0 114 108.0 108.0 1024.0 0.0 0.00 0.0 115 108.0 108.0 878.0 0.0 0.00 0.0 116 108.0 108.0 907.0 0.0 0.00 0.0 117 108.0 108.0 1087.0 0.0 0.00 0.0 118 108.0 108.0 1279.0 0.0 0.00 0.0 119 108.0 108.0 1383.0 0.0 0.00 0.0 120 130.0 130.0 0.0 34.0 0.00 0.0 1

1





1 0.00 153.002 600.00 154.00

1



2/21/2008 Page 3 of 10



and X = 150.00(ft)










1 2.54 160.112 13.19 149.543 24.53 139.724 36.50 130.685 49.05 122.476 62.12 115.117 75.66 108.668 89.61 103.139 103.89 98.55

10 118.45 94.9511 133.22 92.3312 148.13 90.7113 163.12 90.0914 178.12 90.4915 193.05 91.8916 207.86 94.3017 222.47 97.6918 236.82 102.0619 250.84 107.3920 264.47 113.6521 277.65 120.8122 290.32 128.8423 302.42 137.7024 313.90 147.3625 324.70 157.77


2/21/2008 Page 4 of 10

26 334.77 168.8827 344.08 180.6528 352.57 193.0129 356.16 199.07






1 7.1 1979.8 0.0 0.0 0. 0. 0.0 0.02 3.0 2042.8 0.0 403.7 0. 0. 0.0 0.03 0.5 375.8 0.0 132.0 0. 0. 0.0 0.04 7.5 8876.1 0.0 4211.7 0. 0. 0.0 0.05 3.8 6505.1 0.0 3652.2 0. 0. 0.0 0.06 2.3 4611.3 0.0 2522.9 0. 0. 0.0 0.07 9.7 24668.4 0.0 14187.2 0. 0. 0.0 0.08 12.6 42899.6 0.0 24803.5 0. 0. 0.0 0.09 4.4 17631.7 0.0 9998.3 0. 0. 0.0 0.0

10 8.7 38572.2 0.0 22109.2 0. 0. 0.0 0.011 13.5 68859.0 0.0 38589.0 0. 0. 0.0 0.012 13.9 80532.9 0.0 44218.6 0. 0. 0.0 0.013 14.3 90924.9 0.0 48970.9 0. 0. 0.0 0.014 14.6 99771.3 0.0 52824.3 0. 0. 0.0 0.015 1.5 10970.5 0.0 5727.9 0. 0. 0.0 0.016 13.2 96700.2 0.0 50033.4 0. 0. 0.0 0.017 14.9 114880.7 0.0 57768.7 0. 0. 0.0 0.018 1.9 14743.3 0.0 7293.6 0. 0. 0.0 0.019 10.0 81048.2 0.0 39241.1 0. 0. 0.0 0.020 3.1 26070.5 0.0 12302.7 0. 0. 0.0 0.021 15.0 129554.0 0.0 58962.4 0. 0. 0.0 0.022 14.9 135028.1 0.0 58143.4 0. 0. 0.0 0.023 6.9 64421.3 0.0 26743.7 0. 0. 0.0 0.024 7.9 73740.4 0.0 29640.1 0. 0. 0.0 0.025 14.6 138925.2 0.0 53691.9 0. 0. 0.0 0.026 14.3 137346.0 0.0 50079.6 0. 0. 0.0 0.027 3.2 30450.5 0.0 10782.4 0. 0. 0.0 0.028 10.8 101053.1 0.0 34781.1 0. 0. 0.0 0.029 13.6 119336.0 0.0 40163.9 0. 0. 0.0 0.030 11.7 94275.8 0.0 30412.4 0. 0. 0.0 0.031 1.5 11413.5 0.0 3492.9 0. 0. 0.0 0.032 12.7 91064.1 0.0 26816.1 0. 0. 0.0 0.033 12.1 75815.2 0.0 18928.3 0. 0. 0.0 0.034 0.4 2029.4 0.0 449.3 0. 0. 0.0 0.035 5.9 32363.4 0.0 6303.7 0. 0. 0.0 0.036 5.2 25527.9 0.0 3524.8 0. 0. 0.0 0.037 2.7 12512.2 0.0 1148.9 0. 0. 0.0 0.038 3.7 15785.1 0.0 560.5 0. 0. 0.0 0.039 4.4 17632.1 0.0 0.0 0. 0. 0.0 0.040 10.1 34548.0 0.0 0.0 0. 0. 0.0 0.041 0.9 2620.5 0.0 0.0 0. 0. 0.0 0.042 8.4 20110.3 0.0 0.0 0. 0. 0.0 0.043 8.5 10450.5 0.0 0.0 0. 0. 0.0 0.044 3.6 1092.3 0.0 0.0 0. 0. 0.0 0.0



2/21/2008 Page 5 of 10


1 12.71 160.532 23.33 149.933 34.63 140.074 46.58 131.005 59.11 122.756 72.16 115.377 85.69 108.888 99.62 103.329 113.89 98.70

10 128.44 95.0711 143.21 92.4212 158.12 90.7713 173.10 90.1314 188.10 90.5015 203.03 91.8816 217.84 94.2717 232.46 97.6518 246.81 102.0019 260.84 107.3120 274.48 113.5621 287.66 120.7122 300.34 128.7323 312.44 137.5924 323.92 147.2525 334.72 157.6626 344.80 168.7727 354.10 180.5328 362.60 192.9029 366.20 198.99



1



1 5.08 160.212 15.71 149.633 27.04 139.804 39.02 130.775 51.59 122.596 64.70 115.297 78.28 108.928 92.26 103.499 106.59 99.05

10 121.19 95.5911 135.99 93.1612 150.92 91.7413 165.92 91.3614 180.90 92.0115 195.81 93.6916 210.56 96.4017 225.09 100.11


2/21/2008 Page 6 of 10

18 239.34 104.8219 253.22 110.4920 266.68 117.1121 279.66 124.6422 292.08 133.0523 303.90 142.2924 315.05 152.3225 325.48 163.1026 335.15 174.5727 344.00 186.6728 351.84 199.11





1 5.08 160.212 15.73 149.643 27.09 139.854 39.11 130.875 51.73 122.766 64.88 115.567 78.51 109.298 92.54 103.999 106.91 99.69

10 121.55 96.4111 136.38 94.1712 151.33 92.9613 166.33 92.8114 181.31 93.7115 196.18 95.6616 210.88 98.6517 225.33 102.6518 239.47 107.6719 253.22 113.6620 266.52 120.6021 279.30 128.4522 291.50 137.1823 303.05 146.7524 313.91 157.1025 324.01 168.1826 333.32 179.9527 341.77 192.3428 345.75 199.15



1



2/21/2008 Page 7 of 10


1 12.71 160.532 23.36 149.973 34.74 140.194 46.78 131.255 59.43 123.196 72.62 116.057 86.29 109.868 100.36 104.669 114.76 100.47

10 129.43 97.3211 144.28 95.2212 159.24 94.1813 174.24 94.2114 189.20 95.3115 204.05 97.4616 218.70 100.6717 233.09 104.9118 247.14 110.1619 260.78 116.4020 273.94 123.5921 286.56 131.7122 298.57 140.6923 309.91 150.5124 320.52 161.1125 330.36 172.4426 339.36 184.4427 347.48 197.0528 348.62 199.13





1 20.34 160.852 30.97 150.273 42.36 140.504 54.43 131.595 67.12 123.596 80.36 116.557 94.08 110.508 108.21 105.469 122.68 101.48

10 137.39 98.5811 152.28 96.7612 167.26 96.0313 182.26 96.4114 197.18 97.8915 211.96 100.4616 226.51 104.1017 240.76 108.8118 254.62 114.5419 268.02 121.2820 280.89 128.99


2/21/2008 Page 8 of 10

21 293.16 137.6122 304.76 147.1223 315.64 157.4524 325.73 168.5525 334.97 180.3626 343.33 192.8227 346.93 199.14



1



1 0.00 160.002 10.74 149.533 22.17 139.824 34.24 130.915 46.89 122.866 60.07 115.697 73.71 109.448 87.74 104.149 102.10 99.82

10 116.73 96.4911 131.55 94.1812 146.50 92.8813 161.49 92.6214 176.47 93.3815 191.37 95.1716 206.10 97.9817 220.61 101.7918 234.82 106.5919 248.67 112.3520 262.09 119.0521 275.02 126.6522 287.40 135.1323 299.17 144.4324 310.27 154.5125 320.65 165.3426 330.27 176.8527 339.08 188.9928 345.43 199.16






2/21/2008 Page 9 of 10

1 25.42 161.062 36.04 150.463 47.39 140.664 59.43 131.715 72.09 123.666 85.30 116.557 98.99 110.428 113.08 105.309 127.52 101.21

10 142.21 98.1911 157.08 96.2412 172.06 95.3813 187.06 95.6114 202.00 96.9315 216.81 99.3316 231.40 102.8017 245.70 107.3218 259.64 112.8719 273.13 119.4120 286.12 126.9221 298.52 135.3522 310.28 144.6723 321.34 154.8124 331.62 165.7325 341.09 177.3626 349.68 189.6627 355.30 199.08



1



1 5.08 160.212 15.70 149.613 27.05 139.804 39.08 130.845 51.72 122.786 64.92 115.657 78.60 109.498 92.69 104.349 107.11 100.23

10 121.80 97.1611 136.66 95.1712 151.64 94.2613 166.63 94.4414 181.58 95.6915 196.40 98.0316 211.01 101.4417 225.33 105.8918 239.30 111.3719 252.83 117.8420 265.85 125.2721 278.31 133.6322 290.13 142.8723 301.25 152.9424 311.61 163.78


2/21/2008 Page 10 of 10

25 321.16 175.3526 329.84 187.5827 336.91 199.22





1 10.17 160.422 20.83 149.873 32.17 140.054 44.13 131.005 56.66 122.766 69.72 115.377 83.23 108.868 97.15 103.279 111.41 98.60

10 125.94 94.8911 140.69 92.1612 155.59 90.4013 170.57 89.6414 185.56 89.8715 200.51 91.0916 215.35 93.3017 230.01 96.4918 244.42 100.6419 258.53 105.7420 272.27 111.7721 285.57 118.6922 298.39 126.4723 310.67 135.0924 322.35 144.5025 333.38 154.6726 343.71 165.5427 353.30 177.0828 362.10 189.2229 368.23 198.97





1. Consolidation from Existing MSW

Based on ash residue filling at 3H:1V to elevation 50 feet MSL

Approximate year the MSW filling started = 1955

Approximate year MSW filling ended = 1985

Assuming the waste filling took place linearly t0 = 30 years

Year when percent of consolidation required 2008

t = 53 years

Based on the 1999 analysis, Cv for the clay cv = 0.2 ft2/day

Total thickness of clay 2H = 78 ft2/day

Assuming two-way drainage H = 39 ft

T0 = Cv . t0/H2

T0 = 1.44

T = Cv . t/H2

T = 2.54

T-T0 = 1.10

Soil Nos. z z/H up/u0(T) up/u0(T-T0) T0.u/u0 u/u0 % Consol.

(see Note 1) (See Note 2) (See Note 2)

5, 6, 7, 8, & 9 9 0.23 0.001 0.015 0.014 0.01 99

10, 11, 12, 13, &14 33 0.85 0.0032 0.04 0.0368 0.03 97

15, 16, 17, 18, & 19 15 0.38 0.002 0.025 0.023 0.02 98

Notes:

1. Soil nos. correspond the soil numbering used in the slope stability analysis

2. These value are obtained from Table 2 of "Field Applications of Soil Consolidation: Time-Dependent Loading

and Varying Permeability", by Schiffman, R.L. (1958).

z = depth

u = excess pore pressure

2. Consolidation from Ash Residue


Approximate year the ash filling started = 1985

Year when percent consolidation required = 2008

Assuming the filling to be linear t0 = t = 23

T =T0 = Cv . t0/H2

T0 = T = 1.10

uz/u0 = (z/H) - (0.5)(z/H)2

Soil Nos. z z/H uz/u0 up/u0(T) T0.u/u0 u/u0 % Consol.

(See Note)

5, 6, 7, 8, & 9 9 0.23 0.204 0.015 0.189 0.17 83

10, 11, 12, 13, &14 33 0.85 0.488 0.04 0.448 0.41 59

15, 16, 17, 18, & 19 15 0.38 0.311 0.025 0.286 0.26 74

Note:

These value are obtained from Table 2 of "Field Applications of Soil Consolidation: Time-Dependent Loading

and Varying Permeability", by Schiffman, R.L. (1958).

Table 1


Boston Blue Clay Consolidation Calculations

Cross Section Across Phase III


Original ground elevation = 0.0 ft

Total unit weight of clay = 108.0 pcf

Ground water elevation = 0.0 ft

Unit weight of water = 62.4 pcf

Unit weight of MSW = 65.0 pcf

Unit weight of ash = 100.0 pcf


Soil No. Soil Elev. Effect. OCR Original Su MSW Ht. MSW Wt. % Consol. Stress Incr. Ash Ht. Ash Wt. % Consol. Stress Incr. Total Stress New Effect. New OCR New Su

Stress (see Note 1) (see Note 2) Increase Stress (see Note 3)

(ft) (psf) (psf) (ft) (psf) (psf) (ft) (psf) (psf) (psf) (psf) (psf)

1 Ash

2 MSW

3 Peat 1000

4 Silt/Sand

5 Med. BBC -21.0 957.6 5 656 12.5 813 99 804 0 0 83 0 804 1762 2.72 757

6 Med. BBC -21.0 957.6 5 656 17.5 1138 99 1126 0 0 83 0 1126 2084 2.30 788

7 Med. BBC -21.0 957.6 5 656 20.0 1300 99 1287 10 1000 83 830 2117 3075 1.56 863

8 Med. BBC -21.0 957.6 5 656 20.0 1300 99 1287 23 2300 83 1909 3196 4154 1.15 926

9 Med. BBC -21.0 957.6 5 656 20.0 1300 99 1287 30 3000 83 2490 3777 4735 1.01 955

10 Soft BBC -45.0 2052 2.5 827 12.5 813 97 788 0 0 59 0 788 2840 1.81 893

11 Soft BBC -45.0 2052 2.5 827 17.5 1138 97 1103 0 0 59 0 1103 3155 1.63 915

12 Soft BBC -45.0 2052 2.5 827 20.0 1300 97 1261 10 1000 59 590 1851 3903 1.31 962

13 Soft BBC -45.0 2052 2.5 827 20.0 1300 97 1261 23 2300 59 1357 2618 4670 1.10 1004

14 Soft BBC -45.0 2052 2.5 827 20.0 1300 97 1261 30 3000 59 1770 3031 5083 1.01 1024

15 Soft BBC -75.0 3420 1.3 836 12.5 813 98 796 0 0 74 0 796 4216 1.05 878

16 Soft BBC -75.0 3420 1.3 836 17.5 1138 98 1115 0 0 74 0 1115 4535 1.00 907

17 Soft BBC -75.0 3420 1.3 836 20.0 1300 98 1274 10 1000 74 740 2014 5434 1.00 1087

18 Soft BBC -75.0 3420 1.3 836 20.0 1300 98 1274 23 2300 74 1702 2976 6396 1.00 1279

19 Soft BBC -75.0 3420 1.3 836 20.0 1300 98 1274 30 3000 74 2220 3494 6914 1.00 1383

Notes:

1. Over-consolidation ratio (OCR) based on MIT data from Route I-95 test fill

2. The undrained shear strength (Su) values for BBC were obtained using the following SHANSEP relationship:

3. The undrained shear strength (Su) values were obtained using the following SHANSEP relationship:


Table 2

Undrained Shear Strength of Boston Blue Clay Under Partial Consolidation


Cross Section Across Phase III

765.0))()(2.0( OCRSvcu

σ ′=

765.0))()(2.0( OCRSvcvcu

σσ ∆′+′=





BB--33 PPrroobbaabbiilliissttiicc SSeeiissmmiicc HHaazzaarrdd BBaasseedd oonn UUSSGGSS


3/3/2008 Page 1 of 7

*** Deaggregation of Seismic Hazard for PGA & 2 Periods of Spectral Accel. ****** Data from U.S.G.S. National Seismic Hazards Mapping Project, 2002 versionPSHA Deaggregation. %contributions. site: RESCO long: 70.985 W., lat: 42.438USGS 2002-03 update files and programs. dM=0.2. Site descr:ROCKReturn period: 2475 yrs. Exceedance PGA =0.1604 g.#Pr[at least one eq with median motion>=PGA in 50 yrs]=0.00950DIST(KM) MAG(MW) ALL_EPS EPSILON>2 1<EPS<2 0<EPS<1 -1<EPS<0 -2<EPS<-1 EPS<-2

13.3 4.60 4.398 0.221 1.409 2.064 0.657 0.046 0.00129.9 4.60 1.347 0.569 0.778 0.000 0.000 0.000 0.00015.2 4.80 9.801 0.496 3.184 4.464 1.526 0.127 0.00433.6 4.80 2.367 1.040 1.327 0.000 0.000 0.000 0.00056.0 4.82 0.152 0.152 0.000 0.000 0.000 0.000 0.00015.0 5.03 7.309 0.267 1.747 3.741 1.399 0.149 0.00632.8 5.03 3.515 0.867 2.237 0.411 0.000 0.000 0.00058.2 5.04 0.362 0.354 0.008 0.000 0.000 0.000 0.00015.4 5.21 2.960 0.095 0.633 1.444 0.708 0.077 0.00333.1 5.21 1.936 0.321 1.151 0.464 0.000 0.000 0.00058.5 5.21 0.271 0.238 0.033 0.000 0.000 0.000 0.00015.7 5.40 4.822 0.130 0.907 2.267 1.340 0.172 0.00534.1 5.39 3.923 0.466 2.200 1.257 0.000 0.000 0.00059.9 5.40 0.796 0.556 0.241 0.000 0.000 0.000 0.00087.3 5.41 0.130 0.130 0.000 0.000 0.000 0.000 0.00016.3 5.62 2.690 0.062 0.470 1.184 0.843 0.128 0.00334.8 5.61 2.672 0.218 1.268 1.103 0.083 0.000 0.00060.6 5.62 0.764 0.344 0.420 0.000 0.000 0.000 0.00087.4 5.62 0.187 0.183 0.004 0.000 0.000 0.000 0.000

116.3 5.63 0.118 0.118 0.000 0.000 0.000 0.000 0.00016.5 5.80 2.448 0.049 0.391 0.994 0.871 0.138 0.00435.4 5.80 2.898 0.190 1.181 1.401 0.127 0.000 0.00058.9 5.81 0.881 0.244 0.621 0.015 0.000 0.000 0.00083.9 5.81 0.431 0.319 0.111 0.000 0.000 0.000 0.000

116.7 5.82 0.215 0.211 0.004 0.000 0.000 0.000 0.00015.6 6.01 1.757 0.028 0.261 0.684 0.639 0.137 0.00735.4 6.01 2.537 0.123 0.783 1.342 0.277 0.012 0.00062.1 6.01 1.093 0.220 0.782 0.091 0.000 0.000 0.00089.5 6.01 0.328 0.171 0.157 0.000 0.000 0.000 0.000

112.6 6.02 0.197 0.140 0.057 0.000 0.000 0.000 0.000127.8 6.00 0.150 0.150 0.000 0.000 0.000 0.000 0.00013.5 6.21 1.361 0.014 0.182 0.504 0.501 0.150 0.00934.5 6.21 2.914 0.113 0.721 1.530 0.527 0.022 0.00061.6 6.22 1.355 0.182 0.908 0.266 0.000 0.000 0.00088.9 6.21 0.501 0.179 0.321 0.000 0.000 0.000 0.000

119.8 6.22 0.524 0.288 0.236 0.000 0.000 0.000 0.000165.0 6.23 0.101 0.099 0.001 0.000 0.000 0.000 0.00016.6 6.42 1.304 0.015 0.167 0.482 0.482 0.150 0.01037.0 6.42 1.765 0.061 0.389 0.932 0.380 0.004 0.00062.2 6.42 1.234 0.113 0.671 0.450 0.000 0.000 0.00088.5 6.42 0.517 0.107 0.401 0.009 0.000 0.000 0.000

115.2 6.43 0.381 0.107 0.274 0.000 0.000 0.000 0.000129.5 6.41 0.238 0.123 0.115 0.000 0.000 0.000 0.000159.6 6.44 0.091 0.063 0.027 0.000 0.000 0.000 0.000179.2 6.42 0.068 0.068 0.000 0.000 0.000 0.000 0.00013.3 6.59 0.595 0.003 0.063 0.221 0.221 0.081 0.00735.4 6.59 1.348 0.040 0.260 0.642 0.375 0.030 0.00162.9 6.59 0.905 0.068 0.422 0.413 0.002 0.000 0.00089.6 6.59 0.370 0.056 0.272 0.043 0.000 0.000 0.000

120.1 6.59 0.471 0.108 0.360 0.003 0.000 0.000 0.000166.3 6.60 0.131 0.073 0.058 0.000 0.000 0.000 0.00013.1 6.78 0.822 0.002 0.075 0.306 0.308 0.119 0.01135.5 6.78 1.877 0.050 0.332 0.833 0.598 0.062 0.00262.6 6.79 1.406 0.082 0.521 0.764 0.038 0.000 0.00088.7 6.79 0.679 0.073 0.420 0.186 0.000 0.000 0.000

115.7 6.80 0.500 0.084 0.334 0.082 0.000 0.000 0.000128.3 6.77 0.424 0.090 0.334 0.000 0.000 0.000 0.000159.5 6.81 0.160 0.050 0.110 0.000 0.000 0.000 0.000179.5 6.77 0.158 0.082 0.076 0.000 0.000 0.000 0.000228.4 6.77 0.053 0.053 0.000 0.000 0.000 0.000 0.00012.7 7.00 0.586 0.001 0.042 0.220 0.224 0.089 0.011

C:\GEOTECHNICAL\saugus\2008\Global-Stabil\Deaggregation.txt

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35.9 7.00 1.341 0.030 0.218 0.548 0.473 0.069 0.00263.3 7.00 1.123 0.050 0.320 0.662 0.091 0.000 0.00089.1 7.00 0.573 0.043 0.271 0.258 0.000 0.000 0.000

120.4 7.01 0.726 0.074 0.442 0.210 0.000 0.000 0.000131.7 6.98 0.130 0.032 0.098 0.000 0.000 0.000 0.000168.9 7.01 0.267 0.061 0.204 0.002 0.000 0.000 0.000178.5 6.99 0.058 0.033 0.025 0.000 0.000 0.000 0.000219.8 7.01 0.101 0.059 0.042 0.000 0.000 0.000 0.00012.5 7.18 0.381 0.000 0.023 0.144 0.147 0.059 0.00836.0 7.19 0.860 0.017 0.134 0.338 0.312 0.057 0.00263.1 7.18 0.697 0.027 0.170 0.398 0.102 0.000 0.00087.9 7.19 0.434 0.026 0.164 0.244 0.000 0.000 0.000

114.6 7.18 0.293 0.024 0.134 0.135 0.000 0.000 0.000129.5 7.19 0.341 0.035 0.197 0.109 0.000 0.000 0.000159.7 7.19 0.114 0.019 0.079 0.016 0.000 0.000 0.000180.1 7.19 0.153 0.038 0.116 0.000 0.000 0.000 0.000229.7 7.19 0.068 0.034 0.033 0.000 0.000 0.000 0.00012.0 7.39 0.559 0.000 0.025 0.213 0.220 0.088 0.01335.9 7.39 1.199 0.020 0.179 0.456 0.441 0.099 0.00463.8 7.38 1.042 0.036 0.227 0.556 0.221 0.003 0.00089.5 7.38 0.583 0.028 0.181 0.356 0.018 0.000 0.000

119.9 7.40 0.730 0.040 0.254 0.434 0.002 0.000 0.000131.1 7.37 0.287 0.033 0.178 0.077 0.000 0.000 0.000168.8 7.40 0.367 0.049 0.222 0.096 0.000 0.000 0.000181.9 7.37 0.116 0.027 0.089 0.000 0.000 0.000 0.000219.7 7.40 0.201 0.051 0.150 0.000 0.000 0.000 0.000271.2 7.40 0.116 0.064 0.051 0.000 0.000 0.000 0.000338.1 7.40 0.070 0.070 0.000 0.000 0.000 0.000 0.000

Summary statistics for above PSHA PGA deaggregation, R=distance, e=epsilon:Mean src-site R= 42.2 km; M= 5.80; eps0= -0.03. Mean calculated for all so

Modal src-site R= 15.2 km; M= 4.80; eps0= -0.20 from peak (R,M) binGridded source distance metrics: Rseis Rrup and RjbMODE R*= 14.8km; M*= 4.80; EPS.INTERVAL: 0 to 1 sigma % CONTRIB.= 4.464

Principal sources (faults, subduction, random seismicity having >10% contributSource Category: % contr. R(km) M epsilon0 (mean values)CEUS gridded seism. 100.00 42.2 5.80 -0.03Individual fault hazard details if contrib.>1%:********************Central or Eastern U.S. Site *****************************PSHA Deaggregation. %contributions. ROCK site: RESCO long: 70.985 d W., lat:USGS 2002-2003 update files and programs. Analysis on DaMoYr:04/03/2008Return period: 2475 yrs. 1.00 s. PSA =0.06933 g.#Pr[at least one eq with median motion>=PSA in 50 yrs]=0.00577DIST(km) MAG(Mw) ALL_EPS EPSILON>2 1<EPS<2 0<EPS<1 -1<EPS<0 -2<EPS<-1 EPS<-2

9.2 4.62 0.100 0.056 0.044 0.001 0.000 0.000 0.00010.4 4.82 0.435 0.188 0.212 0.034 0.000 0.000 0.00011.7 5.04 0.878 0.204 0.496 0.176 0.003 0.000 0.00031.6 5.04 0.226 0.186 0.040 0.000 0.000 0.000 0.00013.5 5.21 0.679 0.095 0.375 0.200 0.009 0.000 0.00034.2 5.21 0.223 0.148 0.075 0.000 0.000 0.000 0.00060.2 5.21 0.055 0.055 0.000 0.000 0.000 0.000 0.00013.1 5.40 1.507 0.117 0.628 0.671 0.091 0.000 0.00033.2 5.40 1.045 0.345 0.661 0.039 0.000 0.000 0.00061.9 5.41 0.336 0.266 0.070 0.000 0.000 0.000 0.00089.3 5.42 0.097 0.097 0.000 0.000 0.000 0.000 0.000

126.4 5.40 0.057 0.057 0.000 0.000 0.000 0.000 0.00013.6 5.62 1.204 0.058 0.344 0.617 0.181 0.004 0.00034.1 5.62 1.243 0.199 0.741 0.303 0.000 0.000 0.00062.7 5.63 0.573 0.246 0.323 0.005 0.000 0.000 0.00089.6 5.63 0.219 0.160 0.059 0.000 0.000 0.000 0.000

117.9 5.65 0.190 0.171 0.019 0.000 0.000 0.000 0.000127.3 5.60 0.127 0.127 0.000 0.000 0.000 0.000 0.000166.4 5.66 0.083 0.083 0.000 0.000 0.000 0.000 0.00014.0 5.81 1.272 0.055 0.327 0.614 0.262 0.015 0.00034.3 5.81 1.656 0.185 0.844 0.615 0.012 0.000 0.00062.9 5.81 0.852 0.244 0.577 0.032 0.000 0.000 0.00089.4 5.82 0.384 0.185 0.199 0.000 0.000 0.000 0.000


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122.2 5.82 0.592 0.359 0.232 0.000 0.000 0.000 0.000162.5 5.85 0.114 0.092 0.022 0.000 0.000 0.000 0.000177.0 5.80 0.150 0.150 0.000 0.000 0.000 0.000 0.000220.6 5.83 0.089 0.089 0.000 0.000 0.000 0.000 0.00015.6 6.01 1.395 0.044 0.281 0.640 0.390 0.039 0.00036.5 6.01 1.565 0.120 0.606 0.782 0.057 0.000 0.00063.6 6.01 1.166 0.183 0.735 0.248 0.000 0.000 0.00090.0 6.01 0.560 0.137 0.405 0.018 0.000 0.000 0.000

120.6 6.02 0.859 0.258 0.601 0.000 0.000 0.000 0.000136.7 5.97 0.126 0.075 0.051 0.000 0.000 0.000 0.000171.1 6.02 0.489 0.261 0.228 0.000 0.000 0.000 0.000217.1 6.05 0.125 0.100 0.025 0.000 0.000 0.000 0.000229.5 5.98 0.105 0.105 0.000 0.000 0.000 0.000 0.000271.9 6.02 0.141 0.141 0.000 0.000 0.000 0.000 0.000318.6 6.06 0.055 0.055 0.000 0.000 0.000 0.000 0.000361.5 6.02 0.102 0.102 0.000 0.000 0.000 0.000 0.00013.4 6.21 1.175 0.032 0.205 0.494 0.381 0.061 0.00134.9 6.21 2.085 0.111 0.641 1.095 0.237 0.000 0.00063.4 6.22 1.511 0.181 0.813 0.516 0.001 0.000 0.00090.0 6.22 0.794 0.154 0.536 0.104 0.000 0.000 0.000

120.5 6.22 0.953 0.168 0.729 0.057 0.000 0.000 0.000129.3 6.21 0.469 0.194 0.275 0.000 0.000 0.000 0.000170.1 6.22 0.619 0.199 0.421 0.000 0.000 0.000 0.000178.2 6.21 0.168 0.099 0.069 0.000 0.000 0.000 0.000220.0 6.23 0.219 0.126 0.093 0.000 0.000 0.000 0.000227.1 6.21 0.191 0.099 0.092 0.000 0.000 0.000 0.000269.7 6.24 0.201 0.149 0.052 0.000 0.000 0.000 0.000282.2 6.19 0.083 0.083 0.000 0.000 0.000 0.000 0.000343.6 6.21 0.114 0.114 0.000 0.000 0.000 0.000 0.000355.3 6.24 0.208 0.208 0.000 0.000 0.000 0.000 0.000411.9 6.22 0.073 0.073 0.000 0.000 0.000 0.000 0.00014.1 6.42 0.920 0.023 0.144 0.361 0.316 0.073 0.00235.5 6.42 1.678 0.067 0.419 0.824 0.361 0.006 0.00061.5 6.42 1.250 0.103 0.477 0.628 0.041 0.000 0.00086.4 6.42 1.110 0.115 0.534 0.461 0.000 0.000 0.000

123.2 6.42 1.585 0.211 0.955 0.419 0.000 0.000 0.000127.0 6.42 0.056 0.042 0.014 0.000 0.000 0.000 0.000164.5 6.46 0.443 0.089 0.301 0.053 0.000 0.000 0.000178.3 6.40 0.557 0.145 0.412 0.000 0.000 0.000 0.000222.0 6.43 0.500 0.149 0.351 0.000 0.000 0.000 0.000234.5 6.38 0.086 0.054 0.032 0.000 0.000 0.000 0.000263.3 6.46 0.143 0.070 0.073 0.000 0.000 0.000 0.000278.9 6.41 0.312 0.148 0.164 0.000 0.000 0.000 0.000333.5 6.45 0.404 0.284 0.120 0.000 0.000 0.000 0.000404.9 6.42 0.445 0.445 0.000 0.000 0.000 0.000 0.000554.6 6.44 0.109 0.109 0.000 0.000 0.000 0.000 0.00015.2 6.59 0.678 0.016 0.104 0.261 0.234 0.060 0.00336.9 6.60 1.049 0.037 0.237 0.495 0.269 0.010 0.00064.0 6.60 1.070 0.066 0.369 0.578 0.057 0.000 0.00089.8 6.60 0.638 0.058 0.286 0.293 0.002 0.000 0.000

118.0 6.60 0.708 0.074 0.304 0.331 0.000 0.000 0.000130.2 6.59 0.568 0.069 0.377 0.122 0.000 0.000 0.000171.7 6.60 0.753 0.107 0.474 0.172 0.000 0.000 0.000180.7 6.57 0.067 0.039 0.028 0.000 0.000 0.000 0.000214.4 6.60 0.219 0.068 0.143 0.008 0.000 0.000 0.000230.7 6.60 0.307 0.075 0.232 0.000 0.000 0.000 0.000273.4 6.60 0.373 0.105 0.267 0.000 0.000 0.000 0.000278.6 6.59 0.052 0.052 0.000 0.000 0.000 0.000 0.000309.2 6.62 0.070 0.021 0.049 0.000 0.000 0.000 0.000363.8 6.60 0.621 0.354 0.267 0.000 0.000 0.000 0.000410.3 6.57 0.136 0.136 0.000 0.000 0.000 0.000 0.000451.3 6.63 0.085 0.085 0.000 0.000 0.000 0.000 0.000540.6 6.61 0.116 0.116 0.000 0.000 0.000 0.000 0.000594.6 6.60 0.094 0.094 0.000 0.000 0.000 0.000 0.00013.2 6.79 0.802 0.018 0.116 0.291 0.283 0.088 0.00635.7 6.78 1.698 0.052 0.327 0.755 0.521 0.044 0.00062.1 6.79 1.469 0.073 0.444 0.763 0.189 0.000 0.00087.1 6.78 1.306 0.082 0.477 0.730 0.018 0.000 0.000


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122.7 6.79 1.639 0.126 0.669 0.844 0.000 0.000 0.000126.6 6.77 0.524 0.049 0.313 0.162 0.000 0.000 0.000169.8 6.80 0.894 0.073 0.444 0.377 0.000 0.000 0.000177.2 6.77 0.585 0.107 0.397 0.080 0.000 0.000 0.000223.4 6.79 0.850 0.113 0.571 0.165 0.000 0.000 0.000228.3 6.77 0.166 0.083 0.083 0.000 0.000 0.000 0.000269.8 6.82 0.378 0.130 0.226 0.022 0.000 0.000 0.000277.5 6.77 0.494 0.119 0.375 0.000 0.000 0.000 0.000339.9 6.80 0.852 0.205 0.646 0.000 0.000 0.000 0.000387.6 6.79 0.309 0.309 0.000 0.000 0.000 0.000 0.000407.1 6.78 0.936 0.518 0.418 0.000 0.000 0.000 0.000525.7 6.86 0.072 0.063 0.009 0.000 0.000 0.000 0.000564.9 6.78 0.171 0.171 0.000 0.000 0.000 0.000 0.000577.3 6.80 0.342 0.342 0.000 0.000 0.000 0.000 0.000628.8 6.80 0.056 0.056 0.000 0.000 0.000 0.000 0.00012.7 7.00 0.572 0.013 0.080 0.201 0.201 0.071 0.00736.0 7.00 1.272 0.034 0.216 0.532 0.420 0.069 0.00164.3 7.00 1.334 0.051 0.325 0.649 0.307 0.002 0.00089.7 7.00 0.882 0.042 0.264 0.480 0.096 0.000 0.000

121.0 7.01 1.316 0.063 0.400 0.773 0.080 0.000 0.000131.8 6.98 0.578 0.043 0.265 0.270 0.000 0.000 0.000172.9 7.01 1.192 0.082 0.497 0.613 0.001 0.000 0.000177.7 6.99 0.187 0.025 0.126 0.036 0.000 0.000 0.000217.9 7.03 0.417 0.039 0.198 0.180 0.000 0.000 0.000229.0 6.99 0.655 0.084 0.406 0.165 0.000 0.000 0.000273.8 7.01 0.781 0.096 0.510 0.175 0.000 0.000 0.000278.4 6.99 0.187 0.068 0.120 0.000 0.000 0.000 0.000318.3 7.04 0.324 0.039 0.249 0.036 0.000 0.000 0.000371.0 7.00 0.925 0.194 0.731 0.000 0.000 0.000 0.000385.8 7.01 0.915 0.363 0.552 0.000 0.000 0.000 0.000424.1 6.99 0.479 0.304 0.176 0.000 0.000 0.000 0.000557.3 7.02 0.596 0.425 0.171 0.000 0.000 0.000 0.000595.1 6.97 0.256 0.256 0.000 0.000 0.000 0.000 0.000612.2 7.01 0.056 0.056 0.000 0.000 0.000 0.000 0.000639.1 7.01 0.090 0.090 0.000 0.000 0.000 0.000 0.00012.4 7.18 0.375 0.008 0.052 0.130 0.130 0.049 0.00536.0 7.19 0.834 0.021 0.133 0.335 0.285 0.059 0.00163.0 7.19 0.750 0.025 0.161 0.349 0.211 0.004 0.00087.2 7.18 0.695 0.027 0.171 0.365 0.132 0.000 0.000

124.1 7.19 1.038 0.046 0.294 0.550 0.148 0.000 0.000126.7 7.16 0.261 0.013 0.084 0.164 0.000 0.000 0.000166.0 7.20 0.360 0.018 0.114 0.206 0.021 0.000 0.000178.6 7.18 0.634 0.043 0.270 0.321 0.000 0.000 0.000224.0 7.19 0.657 0.046 0.289 0.323 0.000 0.000 0.000227.8 7.20 0.173 0.026 0.128 0.019 0.000 0.000 0.000268.8 7.18 0.374 0.052 0.232 0.090 0.000 0.000 0.000280.0 7.20 0.414 0.044 0.230 0.139 0.000 0.000 0.000342.0 7.19 0.846 0.090 0.569 0.187 0.000 0.000 0.000374.4 7.16 0.307 0.170 0.137 0.000 0.000 0.000 0.000392.7 7.23 0.121 0.063 0.058 0.000 0.000 0.000 0.000404.2 7.19 0.860 0.173 0.687 0.000 0.000 0.000 0.000458.8 7.18 0.072 0.072 0.000 0.000 0.000 0.000 0.000529.1 7.23 0.050 0.015 0.035 0.000 0.000 0.000 0.000573.5 7.16 0.309 0.153 0.155 0.000 0.000 0.000 0.000575.3 7.23 0.274 0.147 0.127 0.000 0.000 0.000 0.000608.5 7.16 0.116 0.116 0.000 0.000 0.000 0.000 0.000629.2 7.23 0.059 0.059 0.000 0.000 0.000 0.000 0.00012.0 7.39 0.553 0.012 0.076 0.191 0.191 0.075 0.00936.0 7.39 1.181 0.028 0.179 0.449 0.416 0.105 0.00364.5 7.38 1.202 0.036 0.227 0.551 0.372 0.016 0.00089.8 7.38 0.819 0.028 0.178 0.408 0.205 0.000 0.000

119.3 7.41 0.696 0.021 0.130 0.327 0.218 0.000 0.000128.1 7.37 1.213 0.052 0.332 0.697 0.131 0.000 0.000172.8 7.39 1.278 0.054 0.346 0.745 0.133 0.000 0.000181.2 7.36 0.283 0.021 0.135 0.127 0.000 0.000 0.000222.1 7.40 0.713 0.034 0.214 0.447 0.019 0.000 0.000227.6 7.38 0.730 0.059 0.376 0.294 0.000 0.000 0.000273.4 7.40 1.115 0.082 0.518 0.515 0.000 0.000 0.000


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281.0 7.36 0.300 0.041 0.219 0.039 0.000 0.000 0.000322.8 7.43 0.467 0.029 0.186 0.252 0.000 0.000 0.000370.4 7.39 1.592 0.274 1.165 0.153 0.000 0.000 0.000381.0 7.39 1.283 0.123 0.783 0.377 0.000 0.000 0.000403.9 7.38 0.313 0.062 0.251 0.000 0.000 0.000 0.000428.3 7.37 0.471 0.229 0.243 0.000 0.000 0.000 0.000563.5 7.41 1.021 0.246 0.775 0.000 0.000 0.000 0.000591.4 7.38 0.173 0.093 0.080 0.000 0.000 0.000 0.000607.7 7.39 0.693 0.567 0.126 0.000 0.000 0.000 0.000

Summary statistics for above 1.0s PSA deaggregation, R=distance, e=epsilon:Mean src-site R= 161.3 km; M= 6.62; eps0= 0.51. Mean calculated for all so

Modal src-site R= 34.9 km; M= 6.21; eps0= -0.02 from peak (R,M) binGridded source distance metrics: Rseis Rrup and RjbMODE R*= 370.6km; M*= 7.39; EPS.INTERVAL: 1 to 2 sigma % CONTRIB.= 1.165

Principal sources (faults, subduction, random seismicity having >10% contributSource Category: % contr. R(km) M epsilon0 (mean values)CEUS gridded seism. 100.00 161.3 6.62 0.51Individual fault hazard details if contrib.>1%:********************Central or Eastern U.S. Site *****************************PSHA Deaggregation. %contributions. ROCK site: RESCO long: 70.985 d W., lat:USGS 2002-2003 update files and programs. Analysis on DaMoYr:04/03/2008Return period: 2475 yrs. 0.20 s. PSA =0.2950 g.#Pr[at least one eq with median motion>=PSA in 50 yrs]=0.00759DIST(km) MAG(Mw) ALL_EPS EPSILON>2 1<EPS<2 0<EPS<1 -1<EPS<0 -2<EPS<-1 EPS<-2

13.4 4.61 2.848 0.271 1.402 1.044 0.128 0.004 0.00032.5 4.60 0.607 0.423 0.184 0.000 0.000 0.000 0.00014.2 4.80 6.426 0.494 2.804 2.631 0.478 0.018 0.00033.7 4.80 1.707 0.917 0.790 0.000 0.000 0.000 0.00058.1 4.82 0.199 0.199 0.000 0.000 0.000 0.000 0.00014.5 5.03 5.502 0.280 1.778 2.723 0.689 0.033 0.00033.1 5.03 2.649 0.819 1.694 0.136 0.000 0.000 0.00059.7 5.04 0.448 0.419 0.029 0.000 0.000 0.000 0.00014.6 5.21 2.357 0.093 0.590 1.270 0.387 0.017 0.00033.5 5.21 1.591 0.323 1.064 0.204 0.000 0.000 0.00060.5 5.21 0.348 0.284 0.064 0.000 0.000 0.000 0.00088.6 5.21 0.056 0.056 0.000 0.000 0.000 0.000 0.00015.7 5.40 4.246 0.152 0.973 2.207 0.855 0.058 0.00134.7 5.39 3.190 0.454 1.992 0.744 0.000 0.000 0.00060.0 5.40 0.902 0.542 0.360 0.000 0.000 0.000 0.00085.5 5.41 0.309 0.307 0.002 0.000 0.000 0.000 0.000

117.0 5.42 0.179 0.179 0.000 0.000 0.000 0.000 0.00015.9 5.62 2.446 0.070 0.462 1.161 0.685 0.067 0.00135.3 5.61 2.377 0.219 1.238 0.920 0.000 0.000 0.00061.9 5.62 0.959 0.381 0.571 0.007 0.000 0.000 0.00089.4 5.62 0.284 0.237 0.047 0.000 0.000 0.000 0.000

117.3 5.63 0.259 0.258 0.001 0.000 0.000 0.000 0.00014.8 5.81 1.968 0.047 0.329 0.827 0.677 0.086 0.00234.5 5.80 2.960 0.200 1.239 1.421 0.100 0.000 0.00061.8 5.81 1.204 0.330 0.843 0.031 0.000 0.000 0.00088.5 5.81 0.461 0.298 0.164 0.000 0.000 0.000 0.000

113.1 5.83 0.250 0.185 0.065 0.000 0.000 0.000 0.000126.8 5.80 0.292 0.292 0.000 0.000 0.000 0.000 0.000159.9 5.83 0.066 0.066 0.000 0.000 0.000 0.000 0.00016.1 6.01 1.829 0.038 0.292 0.734 0.659 0.104 0.00236.4 6.00 2.260 0.119 0.758 1.242 0.140 0.000 0.00062.6 6.01 1.282 0.213 0.903 0.166 0.000 0.000 0.00089.1 6.01 0.526 0.196 0.330 0.000 0.000 0.000 0.000

119.8 6.01 0.644 0.369 0.275 0.000 0.000 0.000 0.000134.9 5.99 0.053 0.053 0.000 0.000 0.000 0.000 0.000167.0 6.02 0.174 0.172 0.003 0.000 0.000 0.000 0.00013.9 6.21 1.404 0.022 0.205 0.523 0.519 0.131 0.00434.9 6.21 2.729 0.112 0.709 1.504 0.405 0.000 0.00062.4 6.22 1.596 0.191 1.016 0.389 0.000 0.000 0.00089.3 6.22 0.726 0.173 0.550 0.003 0.000 0.000 0.000

116.4 6.24 0.533 0.132 0.401 0.000 0.000 0.000 0.000127.8 6.20 0.484 0.265 0.219 0.000 0.000 0.000 0.000


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163.3 6.23 0.217 0.147 0.070 0.000 0.000 0.000 0.000180.5 6.20 0.111 0.111 0.000 0.000 0.000 0.000 0.000216.1 6.24 0.061 0.061 0.000 0.000 0.000 0.000 0.00016.4 6.42 1.259 0.018 0.177 0.465 0.465 0.127 0.00636.9 6.42 1.758 0.062 0.391 0.944 0.361 0.000 0.00062.8 6.42 1.440 0.113 0.698 0.626 0.003 0.000 0.00089.0 6.42 0.731 0.106 0.543 0.082 0.000 0.000 0.000

121.1 6.43 1.020 0.218 0.791 0.012 0.000 0.000 0.000134.3 6.40 0.073 0.037 0.037 0.000 0.000 0.000 0.000166.0 6.43 0.267 0.129 0.138 0.000 0.000 0.000 0.000177.1 6.42 0.144 0.083 0.061 0.000 0.000 0.000 0.000217.4 6.43 0.084 0.078 0.005 0.000 0.000 0.000 0.00013.3 6.59 0.590 0.005 0.075 0.214 0.214 0.076 0.00535.5 6.59 1.335 0.041 0.260 0.648 0.367 0.019 0.00062.0 6.60 0.921 0.057 0.357 0.497 0.010 0.000 0.00087.1 6.59 0.639 0.067 0.397 0.175 0.000 0.000 0.000

115.2 6.60 0.484 0.054 0.346 0.084 0.000 0.000 0.000130.7 6.59 0.395 0.089 0.305 0.000 0.000 0.000 0.000164.5 6.60 0.247 0.073 0.173 0.000 0.000 0.000 0.000182.7 6.60 0.116 0.055 0.061 0.000 0.000 0.000 0.000216.7 6.60 0.098 0.067 0.031 0.000 0.000 0.000 0.00013.0 6.78 0.817 0.004 0.094 0.298 0.298 0.114 0.01035.6 6.78 1.874 0.051 0.332 0.833 0.611 0.047 0.00063.3 6.78 1.617 0.084 0.534 0.944 0.055 0.000 0.00089.5 6.79 0.877 0.071 0.449 0.357 0.000 0.000 0.000

121.9 6.79 1.405 0.152 0.864 0.389 0.000 0.000 0.000133.2 6.77 0.097 0.024 0.073 0.000 0.000 0.000 0.000170.0 6.79 0.655 0.143 0.498 0.014 0.000 0.000 0.000215.7 6.81 0.117 0.053 0.065 0.000 0.000 0.000 0.000226.7 6.78 0.165 0.086 0.079 0.000 0.000 0.000 0.000261.2 6.83 0.060 0.048 0.012 0.000 0.000 0.000 0.000279.7 6.77 0.076 0.076 0.000 0.000 0.000 0.000 0.00012.7 7.00 0.584 0.001 0.052 0.217 0.218 0.086 0.01036.0 7.00 1.346 0.032 0.218 0.547 0.487 0.063 0.00162.8 7.01 1.144 0.045 0.289 0.667 0.143 0.000 0.00087.6 7.00 0.838 0.048 0.303 0.487 0.001 0.000 0.000

117.2 7.02 0.659 0.040 0.252 0.368 0.000 0.000 0.000129.2 6.99 0.664 0.066 0.394 0.204 0.000 0.000 0.000166.5 7.02 0.399 0.042 0.265 0.092 0.000 0.000 0.000179.7 6.99 0.269 0.066 0.204 0.000 0.000 0.000 0.000219.9 7.02 0.251 0.067 0.183 0.000 0.000 0.000 0.000232.3 6.98 0.075 0.038 0.037 0.000 0.000 0.000 0.000271.4 7.01 0.157 0.091 0.066 0.000 0.000 0.000 0.000334.1 7.01 0.093 0.093 0.000 0.000 0.000 0.000 0.00012.5 7.18 0.380 0.001 0.029 0.142 0.144 0.057 0.00736.0 7.19 0.865 0.018 0.134 0.337 0.320 0.055 0.00164.0 7.18 0.803 0.029 0.182 0.445 0.148 0.000 0.00089.1 7.19 0.497 0.024 0.152 0.308 0.014 0.000 0.000

121.8 7.19 0.739 0.040 0.252 0.447 0.001 0.000 0.000130.3 7.18 0.196 0.020 0.119 0.057 0.000 0.000 0.000167.6 7.21 0.232 0.024 0.131 0.077 0.000 0.000 0.000176.4 7.17 0.279 0.036 0.173 0.070 0.000 0.000 0.000207.4 7.20 0.059 0.013 0.042 0.004 0.000 0.000 0.000227.2 7.19 0.221 0.053 0.168 0.000 0.000 0.000 0.000259.4 7.19 0.069 0.021 0.048 0.000 0.000 0.000 0.000282.0 7.19 0.097 0.047 0.050 0.000 0.000 0.000 0.000316.3 7.19 0.069 0.049 0.019 0.000 0.000 0.000 0.000361.4 7.19 0.076 0.076 0.000 0.000 0.000 0.000 0.00012.0 7.39 0.557 0.001 0.032 0.211 0.216 0.086 0.01236.0 7.39 1.208 0.021 0.180 0.454 0.448 0.103 0.00263.8 7.39 1.104 0.034 0.219 0.550 0.300 0.001 0.00089.1 7.38 0.731 0.030 0.188 0.444 0.070 0.000 0.000

116.1 7.42 0.523 0.021 0.131 0.329 0.043 0.000 0.000128.6 7.37 0.899 0.052 0.332 0.514 0.000 0.000 0.000167.3 7.40 0.518 0.043 0.228 0.246 0.000 0.000 0.000181.3 7.37 0.343 0.033 0.193 0.117 0.000 0.000 0.000219.2 7.41 0.401 0.062 0.261 0.078 0.000 0.000 0.000234.9 7.36 0.137 0.031 0.107 0.000 0.000 0.000 0.000


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271.5 7.40 0.314 0.084 0.230 0.000 0.000 0.000 0.000335.8 7.39 0.232 0.133 0.099 0.000 0.000 0.000 0.000391.4 7.38 0.104 0.104 0.000 0.000 0.000 0.000 0.000

Summary statistics for above 0.2s PSA deaggregation, R=distance, e=epsilon:Mean src-site R= 58.0 km; M= 6.00; eps0= 0.24. Mean calculated for all so

Modal src-site R= 14.2 km; M= 4.80; eps0= 0.26 from peak (R,M) binGridded source distance metrics: Rseis Rrup and RjbMODE R*= 17.0km; M*= 4.80; EPS.INTERVAL: 1 to 2 sigma % CONTRIB.= 2.804

Principal sources (faults, subduction, random seismicity having >10% contributSource Category: % contr. R(km) M epsilon0 (mean values)CEUS gridded seism. 100.00 58.0 6.00 0.24Individual fault hazard details if contrib.>1%:********************Central or Eastern U.S. Site *****************************



BB--44 PPsseeuuddoo--SSttaattiicc SSllooppee SSttaabbiilliittyy AAnnaallyyssiiss ttoo DDeetteerrmmiinnee YYiieelldd AAcccceelleerraattiioonn


2/25/2008 Page 1 of 11

*** GSTABL7 ***





********************************************************************

Analysis Run Date: 2/25/2008Time of Run: 09:31AMRun By: nkInput Data Filename: C:\GEOTECHNICAL\saugus\2008\Global-Stabil\Output Filename: C:\GEOTECHNICAL\saugus\2008\Global-Stabil\Unit System: English


PROBLEM DESCRIPTION: RESCO; Ash at 3H:1V to El. 50'; With 100% Consolid; Y-Accel; Run#Y1-Bc-2




1 0.00 160.00 120.00 165.00 22 120.00 165.00 150.00 170.00 23 150.00 170.00 240.00 200.00 14 240.00 200.00 490.00 198.00 15 490.00 198.00 600.00 197.00 16 150.00 170.00 600.00 170.00 27 0.00 150.00 600.00 150.00 38 0.00 143.00 600.00 143.00 49 0.00 138.00 120.00 138.00 5

10 120.00 138.00 160.00 138.00 611 160.00 138.00 200.00 138.00 712 200.00 138.00 240.00 138.00 813 240.00 138.00 600.00 138.00 914 0.00 120.00 120.00 120.00 1015 120.00 120.00 160.00 120.00 1116 160.00 120.00 200.00 120.00 1217 200.00 120.00 240.00 120.00 1318 240.00 120.00 600.00 120.00 1419 0.00 90.00 120.00 90.00 1520 120.00 90.00 160.00 90.00 1621 160.00 90.00 200.00 90.00 1722 200.00 90.00 240.00 90.00 18

C:\GEOTECHNICAL\saugus\2008\Global-Stabil\y1-bc-2.OUT

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23 240.00 90.00 600.00 90.00 1924 0.00 60.00 600.00 60.00 20





20 Type(s) of Soil


1 100.0 100.0 0.0 40.0 0.00 0.0 12 75.0 75.0 0.0 28.0 0.00 0.0 13 100.0 100.0 1000.0 0.0 0.00 0.0 14 120.0 120.0 0.0 30.0 0.00 0.0 15 108.0 108.0 758.0 0.0 0.00 0.0 16 108.0 108.0 789.0 0.0 0.00 0.0 17 108.0 108.0 875.0 0.0 0.00 0.0 18 108.0 108.0 947.0 0.0 0.00 0.0 19 108.0 108.0 1052.0 0.0 0.00 0.0 1

10 108.0 108.0 895.0 0.0 0.00 0.0 111 108.0 108.0 918.0 0.0 0.00 0.0 112 108.0 108.0 987.0 0.0 0.00 0.0 113 108.0 108.0 1130.0 0.0 0.00 0.0 114 108.0 108.0 1270.0 0.0 0.00 0.0 115 108.0 108.0 879.0 0.0 0.00 0.0 116 108.0 108.0 912.0 0.0 0.00 0.0 117 108.0 108.0 1144.0 0.0 0.00 0.0 118 108.0 108.0 1404.0 0.0 0.00 0.0 119 108.0 108.0 1544.0 0.0 0.00 0.0 120 130.0 130.0 0.0 34.0 0.00 0.0 1

1





1 0.00 153.002 600.00 154.00

Specified Peak Ground Acceleration Coefficient (A) = 0.186(g)Specified Horizontal Earthquake Coefficient (kh) = 0.093(g)Specified Vertical Earthquake Coefficient (kv) = 0.000(g)

Specified Seismic Pore-Pressure Factor = 0.0001


2/25/2008 Page 3 of 11




and X = 150.00(ft)










1 2.54 160.112 13.19 149.543 24.53 139.724 36.50 130.685 49.05 122.476 62.12 115.117 75.66 108.668 89.61 103.139 103.89 98.55

10 118.45 94.9511 133.22 92.3312 148.13 90.7113 163.12 90.0914 178.12 90.4915 193.05 91.8916 207.86 94.3017 222.47 97.6918 236.82 102.0619 250.84 107.39


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20 264.47 113.6521 277.65 120.8122 290.32 128.8423 302.42 137.7024 313.90 147.3625 324.70 157.7726 334.77 168.8827 344.08 180.6528 352.57 193.0129 356.16 199.07






1 7.1 1979.8 0.0 0.0 0. 0. 184.1 0.02 3.0 2042.8 0.0 403.7 0. 0. 190.0 0.03 0.5 375.8 0.0 132.0 0. 0. 34.9 0.04 7.5 8876.1 0.0 4211.7 0. 0. 825.5 0.05 3.8 6505.1 0.0 3652.2 0. 0. 605.0 0.06 2.3 4611.3 0.0 2522.9 0. 0. 428.9 0.07 9.7 24668.4 0.0 14187.2 0. 0. 2294.2 0.08 12.6 42899.6 0.0 24803.5 0. 0. 3989.7 0.09 4.4 17631.7 0.0 9998.3 0. 0. 1639.7 0.0

10 8.7 38572.2 0.0 22109.2 0. 0. 3587.2 0.011 13.5 68859.0 0.0 38589.0 0. 0. 6403.9 0.012 13.9 80532.9 0.0 44218.6 0. 0. 7489.6 0.013 14.3 90924.9 0.0 48970.9 0. 0. 8456.0 0.014 14.6 99771.3 0.0 52824.3 0. 0. 9278.7 0.015 1.5 10970.5 0.0 5727.9 0. 0. 1020.3 0.016 13.2 96700.2 0.0 50033.4 0. 0. 8993.1 0.017 14.9 114880.7 0.0 57768.7 0. 0. 10683.9 0.018 1.9 14743.3 0.0 7293.6 0. 0. 1371.1 0.019 10.0 81048.2 0.0 39241.1 0. 0. 7537.5 0.020 3.1 26070.5 0.0 12302.7 0. 0. 2424.6 0.021 15.0 129554.0 0.0 58962.4 0. 0. 12048.5 0.022 14.9 135028.1 0.0 58143.4 0. 0. 12557.6 0.023 6.9 64421.3 0.0 26743.7 0. 0. 5991.2 0.024 7.9 73740.4 0.0 29640.1 0. 0. 6857.9 0.025 14.6 138925.2 0.0 53691.9 0. 0. 12920.0 0.026 14.3 137346.0 0.0 50079.6 0. 0. 12773.2 0.027 3.2 30450.5 0.0 10782.4 0. 0. 2831.9 0.028 10.8 101053.1 0.0 34781.1 0. 0. 9397.9 0.029 13.6 119336.0 0.0 40163.9 0. 0. 11098.2 0.030 11.7 94275.8 0.0 30412.4 0. 0. 8767.6 0.031 1.5 11413.5 0.0 3492.9 0. 0. 1061.5 0.032 12.7 91064.1 0.0 26816.1 0. 0. 8469.0 0.033 12.1 75815.2 0.0 18928.3 0. 0. 7050.8 0.034 0.4 2029.4 0.0 449.3 0. 0. 188.7 0.035 5.9 32363.4 0.0 6303.7 0. 0. 3009.8 0.036 5.2 25527.9 0.0 3524.8 0. 0. 2374.1 0.037 2.7 12512.2 0.0 1148.9 0. 0. 1163.6 0.038 3.7 15785.1 0.0 560.5 0. 0. 1468.0 0.039 4.4 17632.1 0.0 0.0 0. 0. 1639.8 0.040 10.1 34548.0 0.0 0.0 0. 0. 3213.0 0.0


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41 0.9 2620.5 0.0 0.0 0. 0. 243.7 0.042 8.4 20110.3 0.0 0.0 0. 0. 1870.3 0.043 8.5 10450.5 0.0 0.0 0. 0. 971.9 0.044 3.6 1092.3 0.0 0.0 0. 0. 101.6 0.0



1 12.71 160.532 23.33 149.933 34.63 140.074 46.58 131.005 59.11 122.756 72.16 115.377 85.69 108.888 99.62 103.329 113.89 98.70

10 128.44 95.0711 143.21 92.4212 158.12 90.7713 173.10 90.1314 188.10 90.5015 203.03 91.8816 217.84 94.2717 232.46 97.6518 246.81 102.0019 260.84 107.3120 274.48 113.5621 287.66 120.7122 300.34 128.7323 312.44 137.5924 323.92 147.2525 334.72 157.6626 344.80 168.7727 354.10 180.5328 362.60 192.9029 366.20 198.99



1



1 5.08 160.212 16.03 149.953 27.60 140.414 39.76 131.635 52.45 123.636 65.62 116.457 79.22 110.128 93.20 104.679 107.49 100.12

10 122.04 96.4911 136.80 93.78


2/25/2008 Page 6 of 11

12 151.69 92.0213 166.67 91.2114 181.67 91.3515 196.63 92.4416 211.49 94.4817 226.19 97.4518 240.68 101.3619 254.88 106.1820 268.75 111.8821 282.23 118.4622 295.27 125.8823 307.81 134.1124 319.80 143.1225 331.20 152.8826 341.95 163.3427 352.02 174.4628 361.36 186.1929 369.93 198.5030 370.21 198.96





1 0.00 160.002 11.07 149.883 22.73 140.444 34.94 131.725 47.64 123.756 60.81 116.577 74.38 110.188 88.32 104.639 102.56 99.93

10 117.06 96.0911 131.77 93.1312 146.62 91.0613 161.58 89.8914 176.58 89.6215 191.56 90.2616 206.48 91.7917 221.28 94.2318 235.91 97.5519 250.31 101.7420 264.44 106.7921 278.23 112.6922 291.64 119.4023 304.63 126.9124 317.14 135.1925 329.13 144.2026 340.55 153.9227 351.37 164.3128 361.54 175.3429 371.03 186.9530 379.64 198.88



2/25/2008 Page 7 of 11


1



1 7.63 160.322 18.87 150.383 30.66 141.124 42.97 132.545 55.75 124.696 68.97 117.607 82.57 111.278 96.51 105.759 110.75 101.03

10 125.24 97.1511 139.93 94.1112 154.77 91.9213 169.71 90.5914 184.70 90.1315 199.70 90.5316 214.65 91.7917 229.49 93.9218 244.19 96.9019 258.70 100.7220 272.96 105.3821 286.93 110.8522 300.55 117.1123 313.80 124.1624 326.61 131.9525 338.96 140.4726 350.79 149.6927 362.07 159.5828 372.76 170.1029 382.83 181.2230 392.24 192.9031 396.41 198.75





1 5.08 160.212 15.71 149.633 27.04 139.804 39.02 130.775 51.59 122.596 64.70 115.297 78.28 108.92


2/25/2008 Page 8 of 11

8 92.26 103.499 106.59 99.05

10 121.19 95.5911 135.99 93.1612 150.92 91.7413 165.92 91.3614 180.90 92.0115 195.81 93.6916 210.56 96.4017 225.09 100.1118 239.34 104.8219 253.22 110.4920 266.68 117.1121 279.66 124.6422 292.08 133.0523 303.90 142.2924 315.05 152.3225 325.48 163.1026 335.15 174.5727 344.00 186.6728 351.84 199.11



1



1 2.54 160.112 13.69 150.073 25.41 140.704 37.66 132.055 50.40 124.136 63.58 116.987 77.16 110.618 91.10 105.069 105.34 100.35

10 119.83 96.4811 134.53 93.4712 149.37 91.3313 164.32 90.0814 179.32 89.7115 194.31 90.2216 209.24 91.6217 224.07 93.9018 238.74 97.0519 253.19 101.0520 267.38 105.9121 281.26 111.5922 294.79 118.0823 307.90 125.3624 320.57 133.4025 332.73 142.1726 344.36 151.6527 355.41 161.8028 365.84 172.5729 375.62 183.9530 384.71 195.88


2/25/2008 Page 9 of 11

31 386.68 198.83





1 0.00 160.002 10.61 149.393 21.85 139.474 33.69 130.255 46.07 121.796 58.96 114.117 72.30 107.258 86.03 101.239 100.12 96.06

10 114.50 91.7811 129.11 88.4112 143.91 85.9413 158.83 84.3914 173.81 83.7715 188.81 84.0916 203.76 85.3317 218.60 87.4918 233.28 90.5719 247.74 94.5620 261.93 99.4321 275.79 105.1722 289.26 111.7623 302.30 119.1724 314.86 127.3825 326.88 136.3526 338.32 146.0527 349.15 156.4328 359.30 167.4729 368.76 179.1230 377.47 191.3331 382.17 198.86



1



1 0.00 160.002 10.95 149.743 22.54 140.23


2/25/2008 Page 10 of 11

4 34.73 131.495 47.47 123.566 60.70 116.497 74.36 110.308 88.40 105.029 102.75 100.66

10 117.36 97.2611 132.16 94.8112 147.09 93.3513 162.08 92.8614 177.07 93.3515 192.00 94.8216 206.80 97.2717 221.41 100.6818 235.76 105.0419 249.79 110.3320 263.46 116.5221 276.68 123.6022 289.42 131.5223 301.61 140.2724 313.20 149.7925 324.14 160.0526 334.39 171.0027 343.90 182.6028 352.63 194.8029 355.28 199.08





1 15.25 160.642 26.15 150.323 37.67 140.724 49.78 131.875 62.43 123.816 75.56 116.567 89.13 110.158 103.07 104.629 117.33 99.99

10 131.87 96.2611 146.60 93.4712 161.49 91.6113 176.46 90.7014 191.46 90.7415 206.43 91.7416 221.30 93.6717 236.02 96.5518 250.53 100.3519 264.77 105.0720 278.69 110.6721 292.22 117.1522 305.31 124.4723 317.91 132.6124 329.97 141.5325 341.44 151.1926 352.28 161.56


2/25/2008 Page 11 of 11

27 362.44 172.6028 371.88 184.2629 380.56 196.4930 382.02 198.86






2/25/2008 Page 1 of 12

*** GSTABL7 ***





********************************************************************

Analysis Run Date: 2/25/2008Time of Run: 09:31AMRun By: nkInput Data Filename: C:\GEOTECHNICAL\saugus\2008\Global-Stabil\Output Filename: C:\GEOTECHNICAL\saugus\2008\Global-Stabil\Unit System: English


PROBLEM DESCRIPTION: RESCO; Ash at 3H:1V to El. 50'; With 100% Consolid; Y-Accel; Run#Y1-Bc-r2




1 0.00 160.00 220.00 165.00 22 220.00 165.00 250.00 170.00 23 250.00 170.00 340.00 200.00 14 340.00 200.00 590.00 198.00 15 590.00 198.00 700.00 197.00 16 250.00 170.00 700.00 170.00 27 0.00 150.00 700.00 150.00 38 0.00 143.00 700.00 143.00 49 0.00 138.00 220.00 138.00 5

10 220.00 138.00 260.00 138.00 611 260.00 138.00 300.00 138.00 712 300.00 138.00 340.00 138.00 813 340.00 138.00 700.00 138.00 914 0.00 120.00 220.00 120.00 1015 220.00 120.00 260.00 120.00 1116 260.00 120.00 300.00 120.00 1217 300.00 120.00 340.00 120.00 1318 340.00 120.00 700.00 120.00 1419 0.00 90.00 220.00 90.00 1520 220.00 90.00 260.00 90.00 1621 260.00 90.00 300.00 90.00 1722 300.00 90.00 340.00 90.00 18

C:\GEOTECHNICAL\saugus\2008\Global-Stabil\y1-bc-r2.OUT

2/25/2008 Page 2 of 12

23 340.00 90.00 700.00 90.00 1924 0.00 60.00 700.00 60.00 20





20 Type(s) of Soil


1 100.0 100.0 0.0 40.0 0.00 0.0 12 75.0 75.0 0.0 28.0 0.00 0.0 13 100.0 100.0 1000.0 0.0 0.00 0.0 14 120.0 120.0 0.0 30.0 0.00 0.0 15 108.0 108.0 758.0 0.0 0.00 0.0 16 108.0 108.0 789.0 0.0 0.00 0.0 17 108.0 108.0 875.0 0.0 0.00 0.0 18 108.0 108.0 947.0 0.0 0.00 0.0 19 108.0 108.0 1052.0 0.0 0.00 0.0 1

10 108.0 108.0 895.0 0.0 0.00 0.0 111 108.0 108.0 918.0 0.0 0.00 0.0 112 108.0 108.0 987.0 0.0 0.00 0.0 113 108.0 108.0 1130.0 0.0 0.00 0.0 114 108.0 108.0 1270.0 0.0 0.00 0.0 115 108.0 108.0 879.0 0.0 0.00 0.0 116 108.0 108.0 912.0 0.0 0.00 0.0 117 108.0 108.0 1144.0 0.0 0.00 0.0 118 108.0 108.0 1404.0 0.0 0.00 0.0 119 108.0 108.0 1544.0 0.0 0.00 0.0 120 130.0 130.0 0.0 34.0 0.00 0.0 1

1





1 0.00 153.002 700.00 154.00

Specified Peak Ground Acceleration Coefficient (A) = 0.162(g)Specified Horizontal Earthquake Coefficient (kh) = 0.081(g)Specified Vertical Earthquake Coefficient (kv) = 0.000(g)



2/25/2008 Page 3 of 12




and X = 250.00(ft)










1 0.00 160.002 11.00 149.803 22.43 140.094 34.26 130.865 46.47 122.156 59.04 113.977 71.95 106.338 85.17 99.249 98.68 92.73

10 112.46 86.7911 126.47 81.4512 140.70 76.7113 155.12 72.5814 169.71 69.0715 184.43 66.1816 199.25 63.9217 214.17 62.2918 229.13 61.3019 244.13 60.94


2/25/2008 Page 4 of 12

20 259.13 61.2321 274.10 62.1522 289.02 63.7123 303.86 65.9124 318.59 68.7325 333.19 72.1826 347.62 76.2527 361.88 80.9228 375.92 86.2029 389.72 92.0730 403.26 98.5331 416.51 105.5532 429.45 113.1433 442.06 121.2634 454.31 129.9235 466.18 139.0936 477.65 148.7637 488.70 158.9038 499.31 169.5139 509.45 180.5640 519.12 192.0341 524.13 198.53






1 7.5 2025.2 0.0 0.0 0. 0. 164.0 0.02 3.2 2120.6 0.0 416.7 0. 0. 171.8 0.03 0.2 164.4 0.0 55.9 0. 0. 13.3 0.04 8.0 9083.1 0.0 4338.0 0. 0. 735.7 0.05 3.4 5687.6 0.0 3223.7 0. 0. 460.7 0.06 2.7 5258.7 0.0 2962.0 0. 0. 426.0 0.07 9.2 22756.1 0.0 13479.6 0. 0. 1843.2 0.08 12.2 41029.9 0.0 24850.8 0. 0. 3323.4 0.09 3.3 13090.9 0.0 7875.0 0. 0. 1060.4 0.0

10 9.3 40881.8 0.0 24899.0 0. 0. 3311.4 0.011 12.9 66729.7 0.0 40196.8 0. 0. 5405.1 0.012 13.2 79158.4 0.0 47105.8 0. 0. 6411.8 0.013 13.5 91122.4 0.0 53488.3 0. 0. 7380.9 0.014 6.3 45977.9 0.0 26582.7 0. 0. 3724.2 0.015 7.4 56514.1 0.0 32750.3 0. 0. 4577.6 0.016 14.0 113145.6 0.0 64629.1 0. 0. 9164.8 0.017 14.2 122970.4 0.0 69367.1 0. 0. 9960.6 0.018 14.4 131863.3 0.0 73538.4 0. 0. 10680.9 0.019 14.6 139732.1 0.0 77135.4 0. 0. 11318.3 0.020 14.7 146495.4 0.0 80151.6 0. 0. 11866.1 0.021 14.8 152084.0 0.0 82581.5 0. 0. 12318.8 0.022 14.9 156441.2 0.0 84420.8 0. 0. 12671.7 0.023 5.8 61939.5 0.0 33276.3 0. 0. 5017.1 0.024 9.1 98034.1 0.0 52389.7 0. 0. 7940.8 0.025 15.0 163992.0 0.0 86315.1 0. 0. 13283.4 0.026 5.9 65041.0 0.0 33836.7 0. 0. 5268.3 0.027 9.1 102700.3 0.0 52530.0 0. 0. 8318.7 0.028 0.9 9960.9 0.0 5028.8 0. 0. 806.8 0.0


2/25/2008 Page 5 of 12

29 14.1 163634.0 0.0 80791.9 0. 0. 13254.4 0.030 14.9 178412.6 0.0 84678.1 0. 0. 14451.4 0.031 11.0 134199.9 0.0 61585.5 0. 0. 10870.2 0.032 3.9 47608.2 0.0 21355.7 0. 0. 3856.3 0.033 14.7 183768.2 0.0 80612.8 0. 0. 14885.2 0.034 14.6 184294.7 0.0 77697.3 0. 0. 14927.9 0.035 6.8 86481.2 0.0 35490.5 0. 0. 7005.0 0.036 7.6 95930.6 0.0 38709.8 0. 0. 7770.4 0.037 14.3 173949.2 0.0 70127.4 0. 0. 14089.9 0.038 14.0 163653.9 0.0 65486.6 0. 0. 13256.0 0.039 8.9 99587.0 0.0 39612.6 0. 0. 8066.5 0.040 4.9 52833.3 0.0 20673.5 0. 0. 4279.5 0.041 13.5 140360.8 0.0 54535.4 0. 0. 11369.2 0.042 13.3 127596.4 0.0 48244.8 0. 0. 10335.3 0.043 12.9 114256.8 0.0 41425.8 0. 0. 9254.8 0.044 10.6 85584.1 0.0 29286.1 0. 0. 6932.3 0.045 2.0 14895.4 0.0 4804.6 0. 0. 1206.5 0.046 12.3 86407.5 0.0 26252.9 0. 0. 6999.0 0.047 10.5 64228.1 0.0 16243.9 0. 0. 5202.5 0.048 1.4 7951.5 0.0 1682.5 0. 0. 644.1 0.049 4.6 24734.4 0.0 4779.2 0. 0. 2003.5 0.050 6.8 32819.7 0.0 4347.4 0. 0. 2658.4 0.051 1.4 6025.2 0.0 493.7 0. 0. 488.0 0.052 4.0 17071.5 0.0 627.1 0. 0. 1382.8 0.053 5.7 22200.6 0.0 0.0 0. 0. 1798.2 0.054 10.6 35119.2 0.0 0.0 0. 0. 2844.7 0.055 0.4 1299.4 0.0 0.0 0. 0. 105.2 0.056 9.7 22690.3 0.0 0.0 0. 0. 1837.9 0.057 9.7 11898.6 0.0 0.0 0. 0. 963.8 0.058 5.0 1639.7 0.0 0.0 0. 0. 132.8 0.0



1 8.47 160.192 19.09 149.593 30.18 139.494 41.73 129.935 53.72 120.916 66.11 112.467 78.88 104.598 92.01 97.349 105.46 90.70

10 119.21 84.6911 133.22 79.3312 147.46 74.6313 161.91 70.6114 176.53 67.2515 191.29 64.5916 206.16 62.6117 221.11 61.3318 236.10 60.7519 251.10 60.8720 266.07 61.6921 281.00 63.2022 295.83 65.4123 310.55 68.3124 325.12 71.8925 339.50 76.1526 353.67 81.0727 367.60 86.6428 381.24 92.8729 394.59 99.7230 407.60 107.1831 420.25 115.24


2/25/2008 Page 6 of 12

32 432.51 123.8933 444.35 133.0934 455.75 142.8435 466.68 153.1136 477.13 163.8837 487.06 175.1238 496.45 186.8239 505.10 198.68



1



1 8.47 160.192 19.20 149.713 30.41 139.744 42.07 130.305 54.15 121.416 66.64 113.107 79.50 105.388 92.71 98.279 106.23 91.78

10 120.04 85.9211 134.11 80.7212 148.40 76.1813 162.90 72.3114 177.55 69.1215 192.34 66.6116 207.23 64.8017 222.19 63.6818 237.18 63.2619 252.18 63.5420 267.15 64.5221 282.06 66.1922 296.87 68.5623 311.55 71.6224 326.08 75.3525 340.42 79.7626 354.53 84.8327 368.40 90.5628 381.98 96.9229 395.25 103.9130 408.18 111.5231 420.75 119.7132 432.91 128.4833 444.66 137.8134 455.96 147.6835 466.78 158.0636 477.11 168.9437 486.93 180.2838 496.20 192.0739 500.94 198.71



2/25/2008 Page 7 of 12




1 12.71 160.292 23.34 149.703 34.45 139.634 46.04 130.105 58.06 121.136 70.49 112.737 83.31 104.948 96.48 97.769 109.97 91.22

10 123.77 85.3211 137.82 80.0912 152.11 75.5213 166.60 71.6414 181.26 68.4615 196.05 65.9716 210.94 64.1817 225.91 63.1018 240.90 62.7419 255.90 63.0820 270.86 64.1421 285.76 65.9022 300.55 68.3723 315.21 71.5424 329.71 75.4025 344.00 79.9426 358.07 85.1627 371.87 91.0428 385.37 97.5629 398.56 104.7230 411.38 112.5031 423.83 120.8732 435.86 129.8333 447.46 139.3434 458.59 149.4035 469.23 159.9736 479.35 171.0437 488.94 182.5738 497.98 194.5439 500.82 198.71



1




2/25/2008 Page 8 of 12

1 21.19 160.482 31.84 149.923 42.96 139.864 54.54 130.325 66.54 121.326 78.95 112.897 91.72 105.038 104.85 97.779 118.29 91.12

10 132.03 85.1011 146.03 79.7112 160.26 74.9713 174.70 70.8914 189.30 67.4815 204.05 64.7416 218.91 62.6917 233.85 61.3218 248.83 60.6319 263.83 60.6420 278.82 61.3421 293.75 62.7222 308.61 64.7923 323.36 67.5424 337.96 70.9625 352.39 75.0526 366.62 79.8027 380.61 85.2028 394.34 91.2429 407.78 97.9030 420.90 105.1731 433.67 113.0432 446.07 121.4933 458.07 130.4934 469.63 140.0435 480.75 150.1136 491.39 160.6837 501.54 171.7338 511.17 183.2339 520.25 195.1740 522.59 198.54





1 0.00 160.002 11.24 150.073 22.87 140.604 34.88 131.615 47.24 123.116 59.94 115.127 72.95 107.668 86.25 100.729 99.82 94.33

10 113.64 88.4911 127.68 83.2212 141.93 78.52


2/25/2008 Page 9 of 12

13 156.35 74.4014 170.93 70.8715 185.64 67.9416 200.45 65.6017 215.35 63.8618 230.31 62.7219 245.30 62.2020 260.30 62.2821 275.28 62.9722 290.23 64.2623 305.11 66.1624 319.90 68.6625 334.57 71.7526 349.11 75.4427 363.49 79.7128 377.69 84.5729 391.67 89.9930 405.43 95.9731 418.93 102.5132 432.15 109.5933 445.08 117.2034 457.69 125.3235 469.96 133.9536 481.87 143.0737 493.40 152.6638 504.53 162.7139 515.25 173.2140 525.53 184.1341 535.37 195.4642 537.73 198.42



1



1 12.71 160.292 23.39 149.753 34.55 139.734 46.17 130.255 58.24 121.346 70.71 113.007 83.57 105.278 96.77 98.179 110.30 91.69

10 124.13 85.8711 138.21 80.7112 152.53 76.2213 167.04 72.4214 181.71 69.3215 196.52 66.9116 211.42 65.2117 226.39 64.2218 241.39 63.9519 256.38 64.3920 271.34 65.5421 286.22 67.39


2/25/2008 Page 10 of 12

22 301.00 69.9623 315.64 73.2224 330.11 77.1825 344.37 81.8226 358.40 87.1327 372.16 93.1028 385.62 99.7229 398.75 106.9730 411.52 114.8431 423.91 123.3032 435.87 132.3533 447.40 141.9534 458.45 152.0935 469.01 162.7436 479.05 173.8937 488.55 185.4938 497.49 197.5439 498.29 198.73





1 0.00 160.002 11.26 150.083 22.91 140.644 34.94 131.695 47.34 123.246 60.07 115.307 73.11 107.908 86.46 101.059 100.07 94.74

10 113.93 89.0111 128.01 83.8512 142.30 79.2813 156.76 75.3014 171.38 71.9215 186.12 69.1416 200.96 66.9817 215.88 65.4318 230.85 64.4919 245.85 64.1820 260.84 64.4821 275.82 65.4022 290.74 66.9423 305.58 69.0924 320.33 71.8525 334.94 75.2226 349.41 79.1827 363.70 83.7428 377.79 88.8929 391.66 94.6130 405.27 100.8931 418.62 107.7432 431.68 115.1333 444.41 123.0534 456.82 131.49


2/25/2008 Page 11 of 12

35 468.86 140.4336 480.52 149.8637 491.79 159.7738 502.63 170.1339 513.04 180.9340 523.00 192.1541 528.18 198.49



1



1 12.71 160.292 23.74 150.123 35.19 140.434 47.05 131.255 59.30 122.596 71.91 114.477 84.86 106.908 98.13 99.909 111.68 93.47

10 125.50 87.6411 139.56 82.4212 153.83 77.8013 168.29 73.8114 182.91 70.4415 197.66 67.7116 212.51 65.6217 227.44 64.1718 242.42 63.3819 257.42 63.2220 272.41 63.7221 287.37 64.8722 302.26 66.6623 317.06 69.0924 331.75 72.1625 346.28 75.8626 360.64 80.1927 374.81 85.1328 388.74 90.6829 402.42 96.8330 415.83 103.5631 428.93 110.8732 441.70 118.7433 454.12 127.1534 466.16 136.0935 477.81 145.5436 489.04 155.4937 499.82 165.9138 510.15 176.7939 520.00 188.1140 528.27 198.49



2/25/2008 Page 12 of 12




1 21.19 160.482 31.80 149.883 42.91 139.804 54.50 130.285 66.54 121.346 79.00 112.997 91.86 105.268 105.08 98.179 118.62 91.73

10 132.47 85.9511 146.58 80.8612 160.92 76.4713 175.46 72.7714 190.16 69.7915 204.99 67.5316 219.91 66.0017 234.89 65.1918 249.89 65.1219 264.87 65.7820 279.81 67.1621 294.66 69.2822 309.39 72.1123 323.96 75.6624 338.34 79.9225 352.50 84.8726 366.40 90.5127 380.01 96.8128 393.30 103.7829 406.23 111.3830 418.78 119.6031 430.90 128.4332 442.59 137.8333 453.80 147.8034 464.51 158.3035 474.70 169.3136 484.34 180.8037 493.41 192.7538 497.51 198.74






BB--55 PPeerrmmaanneenntt DDiissppllaacceemmeenntt CCaallccuullaattiioonnss

Estimation of Seismically-Induced Permanent Displacement

Seismic Slope Stability of Cross Section Across Phase III


Based on USGS (2002) seismic hazard mapping, the peak ground acceleration (PGA) having a10% probability of exceedance in 250 years (this is equivalent to 2% probability in 50 years) = 0.16g Mean earthquake magnitude (M) = 6.0 Based on pseudo-static slope stability analysis, the yield acceleration (ky) = 0.081g Conservatively, assume that the maximum acceleration within the critical slope failure surface (averaged spatially) is equal to the PGA; i.e., kmax = 0.081g Therefore, ky/kmax = 0.081g/0.16g = 0.50 From the Makdisi and Seed (1978) chart shown below, for an earthquake magnitude of 6 and ky/kmax = 0.5, the likely maximum permanent displacement, (Umax) ≈ 10 cm ≈ 4 inches

Umax ≈ 10 cm

0.5


AAttttaacchhmmeenntt CC RReessuullttss ooff SSttaattiicc aanndd SSeeiissmmiicc SSllooppee SSttaabbiilliittyy AAnnaallyysseess

CCrroossss--SSeeccttiioonn AAccrroossss PPhhaassee IIVV


CC--11 RReessuullttss ooff SSttaattiicc SSllooppee SSttaabbiilliittyy AAnnaallyyssiiss

0 50 100 150 200 250 300 350 400 450100

150

200

250

300

350

400

RESCO; Valley Fill Stability; Section A-A'; Short-Term; Static; Circlec:\geotechnical\saugus\2008\revised 2006 stabil\a-stat-bc1.pl2 Run By: nk 3/12/2008 10:04AM

4 7 3 2 2 2

1

1

2 2 23

7

47

5

4

5 55

5

6

b cd ef gh ija

# FSa 2.15b 2.16c 2.16d 2.16e 2.16f 2.17g 2.17h 2.17i 2.18j 2.19

SoilDesc.

New-AshOld-Ash

MSWSandSilt

Med-BBCTill

SluryWal

SoilTypeNo.1234567

TotalUnit Wt.

(pcf)105.0105.075.0120.0110.0130.0100.0

SaturatedUnit Wt.

(pcf)105.0105.075.0120.0110.0130.0100.0

CohesionIntercept

(psf)0.00.00.00.0

1015.00.0

150.0

FrictionAngle(deg)38.038.028.032.00.034.00.0

Piez.Surface

No.W1W1W1W1W1W1W1

GSTABL7 v.2 FSmin=2.15Safety Factors Are Calculated By The Modified Bishop Method

C:\GEOTECHNICAL\saugus\2008\Revised 2006 Stabil\a-stat-bc1.OUT Page 1

*** GSTABL7 ***


** Original Version 1.0, January 1996; Current Version 2.003, June 2002 **

(All Rights Reserved-Unauthorized Use Prohibited)

*********************************************************************************

SLOPE STABILITY ANALYSIS SYSTEM

Modified Bishop, Simplified Janbu, or GLE Method of Slices.

(Includes Spencer & Morgenstern-Price Type Analysis)

Including Pier/Pile, Reinforcement, Soil Nail, Tieback,

Nonlinear Undrained Shear Strength, Curved Phi Envelope,

Anisotropic Soil, Fiber-Reinforced Soil, Boundary Loads, Water

Surfaces, Pseudo-Static & Newmark Earthquake, and Applied Forces.

*********************************************************************************

Analysis Run Date: 3/12/2008

Time of Run: 10:04AM

Run By: nk

Input Data Filename: C:\GEOTECHNICAL\saugus\2008\Revised 2006 Stabil\a-stat-bc1.i

n

Output Filename: C:\GEOTECHNICAL\saugus\2008\Revised 2006 Stabil\a-stat-bc1.O

UT

Unit System: English

Plotted Output Filename: C:\GEOTECHNICAL\saugus\2008\Revi2006 Stabil\a-stat-bc1.PLT

PROBLEM DESCRIPTION: RESCO; Valley Fill Stability; Section A-

A'; Short-Term; Static; Circle


8 Top Boundaries

22 Total Boundaries

Boundary X-Left Y-Left X-Right Y-Right Soil Type

No. (ft) (ft) (ft) (ft) Below Bnd

1 0.00 214.00 22.00 215.00 4

2 22.00 215.00 25.00 215.00 7

3 25.00 215.00 62.00 215.00 3

4 62.00 215.00 85.00 219.50 2

5 85.00 219.50 100.00 217.80 2

6 100.00 217.80 115.00 220.00 2

7 115.00 220.00 205.00 250.00 1

8 205.00 250.00 450.00 250.00 1

9 115.00 220.00 160.00 217.00 2

10 160.00 217.00 310.00 217.00 2

11 310.00 217.00 450.00 222.00 2

12 62.00 215.00 450.00 215.00 3

13 25.00 215.00 25.01 200.00 7

14 25.01 200.00 450.00 200.00 4

15 25.01 200.00 25.03 190.00 7

16 25.03 190.00 450.00 190.00 5

17 22.00 215.00 22.01 190.00 4

18 0.00 190.00 22.01 190.00 5

19 22.01 190.00 22.03 185.00 5

20 22.03 185.00 25.00 185.00 5

21 25.00 185.00 25.03 190.00 5

22 0.00 174.00 450.00 174.00 6

User Specified Y-Origin = 100.00(ft)


Default Y-Plus Value = 0.00(ft)


7 Type(s) of Soil

Soil Total Saturated Cohesion Friction Pore Pressure Piez.

Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface

No. (pcf) (pcf) (psf) (deg) Param. (psf) No.

1 105.0 105.0 0.0 38.0 0.00 0.0 1

2 105.0 105.0 0.0 38.0 0.00 0.0 1

3 75.0 75.0 0.0 28.0 0.00 0.0 1

4 120.0 120.0 0.0 32.0 0.00 0.0 1

5 110.0 110.0 1015.0 0.0 0.00 0.0 1

6 130.0 130.0 0.0 34.0 0.00 0.0 1

7 100.0 100.0 150.0 0.0 0.00 0.0 1

A Critical Failure Surface Searching Method, Using A Random

Technique For Generating Circular Surfaces, Has Been Specified.



40 Surface(s) Initiate(s) From Each Of 40 Points Equally Spaced

Along The Ground Surface Between X = 0.00(ft)

and X = 60.00(ft)

Each Surface Terminates Between X = 120.00(ft)

and X = 400.00(ft)

Unless Further Limitations Were Imposed, The Minimum Elevation

At Which A Surface Extends Is Y = 0.00(ft)


Following Are Displayed The Ten Most Critical Of The Trial

Failure Surfaces Evaluated. They Are

Ordered - Most Critical First.



Statistical Data On All Valid FS Values:

FS Max = 27.268 FS Min = 2.154 FS Ave = 4.761

Standard Deviation = 2.348 Coefficient of Variation = 49.31 %


Point X-Surf Y-Surf

No. (ft) (ft)

1 40.00 215.00

2 54.81 201.56

3 71.52 190.57

4 89.73 182.29

5 109.00 176.93

6 128.86 174.62

7 148.85 175.40

8 168.47 179.27

9 187.26 186.13

10 204.76 195.80

11 220.56 208.07

12 234.26 222.63

13 245.55 239.14

14 250.73 250.00


Factor of Safety

*** 2.154 ***


Water Water Tie Tie Earthquake

Force Force Force Force Force Surcharge

Slice Width Weight Top Bot Norm Tan Hor Ver Load

No. (ft) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs)

1 14.8 7465.0 0.0 0.0 0. 0. 0.0 0.0 0.0

2 2.4 2525.9 0.0 0.0 0. 0. 0.0 0.0 0.0

3 4.8 6343.7 0.0 0.0 0. 0. 0.0 0.0 0.0

4 9.5 18837.7 0.0 0.0 0. 0. 0.0 0.0 0.0

5 1.2 3119.4 0.0 0.0 0. 0. 0.0 0.0 0.0

6 12.2 36426.3 0.0 0.0 0. 0. 0.0 0.0 0.0

7 4.7 16538.5 0.0 0.0 0. 0. 0.0 0.0 0.0

8 10.3 37858.0 0.0 0.0 0. 0. 0.0 0.0 0.0

9 9.0 35872.5 0.0 0.0 0. 0. 0.0 0.0 0.0

10 6.0 25697.1 0.0 0.0 0. 0. 0.0 0.0 0.0

11 13.9 65085.3 0.0 0.0 0. 0. 0.0 0.0 0.0

12 20.0 106588.2 0.0 0.0 0. 0. 0.0 0.0 0.0

13 11.2 63741.2 0.0 0.0 0. 0. 0.0 0.0 0.0

14 8.5 49497.6 0.0 0.0 0. 0. 0.0 0.0 0.0

15 18.8 109976.8 0.0 0.0 0. 0. 0.0 0.0 0.0

16 7.0 40041.4 0.0 0.0 0. 0. 0.0 0.0 0.0

17 10.5 57304.6 0.0 0.0 0. 0. 0.0 0.0 0.0

18 0.2 1271.5 0.0 0.0 0. 0. 0.0 0.0 0.0

19 5.2 26023.8 0.0 0.0 0. 0. 0.0 0.0 0.0

20 10.4 46737.3 0.0 0.0 0. 0. 0.0 0.0 0.0

21 6.5 25662.9 0.0 0.0 0. 0. 0.0 0.0 0.0

22 1.9 6720.9 0.0 0.0 0. 0. 0.0 0.0 0.0

23 5.3 16808.4 0.0 0.0 0. 0. 0.0 0.0 0.0

24 11.3 22658.6 0.0 0.0 0. 0. 0.0 0.0 0.0

25 5.2 2949.0 0.0 0.0 0. 0. 0.0 0.0 0.0


Point X-Surf Y-Surf

No. (ft) (ft)

1 43.08 215.00


2 57.23 200.87

3 73.63 189.41

4 91.76 180.98

5 111.08 175.82

6 131.01 174.09

7 150.93 175.84

8 170.25 181.03

9 188.37 189.49

10 204.75 200.97

11 218.88 215.11

12 230.35 231.50

13 238.80 249.63

14 238.90 250.00


Factor of Safety

*** 2.155 ***


Point X-Surf Y-Surf

No. (ft) (ft)

1 52.31 215.00

2 66.56 200.97

3 82.99 189.56

4 101.11 181.11

5 120.41 175.85

6 140.32 173.94

7 160.26 175.43

8 179.66 180.28

9 197.96 188.36

10 214.62 199.42

11 229.17 213.15

12 241.18 229.14

13 250.29 246.94

14 251.25 250.00


Factor of Safety

*** 2.155 ***


Point X-Surf Y-Surf

No. (ft) (ft)

1 41.54 215.00

2 55.77 200.95

3 72.21 189.55

4 90.35 181.15

5 109.68 175.98

6 129.60 174.20

7 149.53 175.87

8 168.87 180.93

9 187.07 189.24

10 203.56 200.55

11 217.87 214.52

12 229.58 230.74

13 238.32 248.73

14 238.68 250.00


Factor of Safety

*** 2.162 ***


Point X-Surf Y-Surf

No. (ft) (ft)

1 41.54 215.00

2 57.16 202.51

3 74.28 192.17

4 92.59 184.13

5 111.80 178.55

6 131.56 175.50

7 151.56 175.06

8 171.44 177.22

9 190.88 181.94

10 209.53 189.15

11 227.09 198.73


12 243.25 210.51

13 257.75 224.28

14 270.33 239.83

15 276.57 250.00


Factor of Safety

*** 2.162 ***


Point X-Surf Y-Surf

No. (ft) (ft)

1 41.54 215.00

2 56.75 202.02

3 73.69 191.38

4 91.98 183.30

5 111.26 177.97

6 131.10 175.48

7 151.10 175.90

8 170.82 179.22

9 189.86 185.36

10 207.80 194.19

11 224.27 205.54

12 238.93 219.15

13 251.45 234.74

14 260.41 250.00


Factor of Safety

*** 2.169 ***


Point X-Surf Y-Surf

No. (ft) (ft)

1 30.77 215.00

2 46.37 202.49

3 63.46 192.09

4 81.74 183.99

5 100.92 178.32

6 120.67 175.17

7 140.67 174.60

8 160.56 176.61

9 180.04 181.17

10 198.76 188.21

11 216.41 197.61

12 232.70 209.21

13 247.36 222.81

14 260.15 238.20

15 267.61 250.00


Factor of Safety

*** 2.170 ***


Point X-Surf Y-Surf

No. (ft) (ft)

1 50.77 215.00

2 65.41 201.37

3 82.11 190.38

4 100.42 182.32

5 119.81 177.42

6 139.75 175.82

7 159.67 177.57

8 179.02 182.62

9 197.27 190.81

10 213.89 201.94

11 228.42 215.68

12 240.47 231.64

13 249.68 249.39

14 249.87 250.00


Factor of Safety

*** 2.171 ***


Point X-Surf Y-Surf


No. (ft) (ft)

1 41.54 215.00

2 57.28 202.66

3 74.47 192.44

4 92.83 184.51

5 112.06 179.00

6 131.83 176.00

7 151.83 175.55

8 171.71 177.68

9 191.16 182.33

10 209.86 189.43

11 227.49 198.88

12 243.76 210.50

13 258.41 224.12

14 271.20 239.50

15 277.85 250.00


Factor of Safety

*** 2.181 ***


Point X-Surf Y-Surf

No. (ft) (ft)

1 56.92 215.00

2 71.36 201.16

3 87.97 190.02

4 106.26 181.92

5 125.67 177.11

6 145.62 175.73

7 165.51 177.82

8 184.74 183.32

9 202.73 192.06

10 218.94 203.78

11 232.87 218.13

12 244.11 234.67

13 251.02 250.00


Factor of Safety

*** 2.185 ***


0 50 100 150 200 250 300 350 400 450100

150

200

250

300

350

400

RESCO; Valley Fill Stability; Section A-A'; Short-Term; Static; Blockc:\geotechnical\saugus\2008\revised 2006 stabil\a-stat-sb1.pl2 Run By: nk 3/12/2008 10:04AM

4 7 3 2 2 2

1

1

2 2 23

7

47

5

4

5 55

5

6

bcdef

ghija

# FSa 1.87b 1.87c 1.87d 1.87e 1.88f 1.88g 1.89h 1.89i 1.89j 1.89

SoilDesc.

New-AshOld-Ash

MSWSandSilt

Med-BBCTill

SluryWal

SoilTypeNo.1234567

TotalUnit Wt.

(pcf)105.0105.075.0120.0110.0130.0100.0

SaturatedUnit Wt.

(pcf)105.0105.075.0120.0110.0130.0100.0

CohesionIntercept

(psf)0.00.00.00.0

1000.00.0

150.0


Piez.Surface

No.W1W1W1W1W1W1W1

GSTABL7 v.2 FSmin=1.87Safety Factors Are Calculated By The Simplified Janbu Method

C:\GEOTECHNICAL\saugus\2008\Revised 2006 Stabil\a-stat-sb1.OUT Page 1

*** GSTABL7 ***




*********************************************************************************








*********************************************************************************



Run By: nk

Input Data Filename: C:\GEOTECHNICAL\saugus\2008\Revised 2006 Stabil\a-stat-sb1.i

n

Output Filename: C:\GEOTECHNICAL\saugus\2008\Revised 2006 Stabil\a-stat-sb1.O

UT


Plotted Output Filename: C:\GEOTECHNICAL\saugus\2008\Revi2006 Stabil\a-stat-sb1.PLT


A'; Short-Term; Static; Block


8 Top Boundaries

22 Total Boundaries



1 0.00 214.00 22.00 215.00 4

2 22.00 215.00 25.00 215.00 7

3 25.00 215.00 62.00 215.00 3

4 62.00 215.00 85.00 219.50 2

5 85.00 219.50 100.00 217.80 2

6 100.00 217.80 115.00 220.00 2

7 115.00 220.00 205.00 250.00 1

8 205.00 250.00 450.00 250.00 1

9 115.00 220.00 160.00 217.00 2

10 160.00 217.00 310.00 217.00 2

11 310.00 217.00 450.00 222.00 2

12 62.00 215.00 450.00 215.00 3

13 25.00 215.00 25.01 200.00 7

14 25.01 200.00 450.00 200.00 4

15 25.01 200.00 25.03 190.00 7

16 25.03 190.00 450.00 190.00 5

17 22.00 215.00 22.01 190.00 4

18 0.00 190.00 22.01 190.00 5

19 22.01 190.00 22.03 185.00 5

20 22.03 185.00 25.00 185.00 5

21 25.00 185.00 25.03 190.00 5

22 0.00 174.00 450.00 174.00 6





7 Type(s) of Soil




1 105.0 105.0 0.0 38.0 0.00 0.0 1

2 105.0 105.0 0.0 38.0 0.00 0.0 1

3 75.0 75.0 0.0 28.0 0.00 0.0 1

4 120.0 120.0 0.0 32.0 0.00 0.0 1

5 110.0 110.0 1000.0 0.0 0.00 0.0 1

6 130.0 130.0 0.0 34.0 0.00 0.0 1

7 100.0 100.0 150.0 0.0 0.00 0.0 1


Technique For Generating Sliding Block Surfaces, Has Been

Specified.


The Active And Passive Portions Of The Sliding Surfaces

Are Generated According To The Rankine Theory.


2 Boxes Specified For Generation Of Central Block Base

Length Of Line Segments For Active And Passive Portions Of

Sliding Block Is 20.0

Box X-Left Y-Left X-Right Y-Right Height

No. (ft) (ft) (ft) (ft) (ft)

1 83.00 182.00 100.00 182.00 16.00

2 150.00 182.00 250.00 182.00 16.00




* * Safety Factors Are Calculated By The Simplified Janbu Method * *






Point X-Surf Y-Surf

No. (ft) (ft)

1 30.47 215.00

2 38.29 210.30

3 55.44 200.00

4 55.99 199.70

5 73.48 190.00

6 74.16 189.32

7 88.30 175.18

8 192.45 174.39

9 206.59 188.53

10 208.06 190.00

11 213.60 200.00

12 222.62 215.00

13 223.59 217.00

14 232.36 234.98

15 239.69 250.00

Factor of Safety

*** 1.870 ***






1 7.8 1378.2 0.0 0.0 0. 0. 0.0 0.0 0.0

2 17.1 12664.2 0.0 0.0 0. 0. 0.0 0.0 0.0

3 0.5 626.6 0.0 0.0 0. 0. 0.0 0.0 0.0

4 6.0 8188.9 0.0 0.0 0. 0. 0.0 0.0 0.0

5 11.5 23657.5 0.0 0.0 0. 0. 0.0 0.0 0.0

6 0.7 1769.3 0.0 0.0 0. 0. 0.0 0.0 0.0

7 10.8 36402.5 0.0 0.0 0. 0. 0.0 0.0 0.0

8 3.3 13944.1 0.0 0.0 0. 0. 0.0 0.0 0.0

9 11.7 50593.2 0.0 0.0 0. 0. 0.0 0.0 0.0

10 15.0 65712.6 0.0 0.0 0. 0. 0.0 0.0 0.0

11 45.0 238898.0 0.0 0.0 0. 0. 0.0 0.0 0.0

12 32.4 217300.8 0.0 0.0 0. 0. 0.0 0.0 0.0

13 12.6 85431.5 0.0 0.0 0. 0. 0.0 0.0 0.0

14 1.6 9949.1 0.0 0.0 0. 0. 0.0 0.0 0.0

15 1.5 8927.9 0.0 0.0 0. 0. 0.0 0.0 0.0

16 5.5 29932.7 0.0 0.0 0. 0. 0.0 0.0 0.0

17 9.0 38192.2 0.0 0.0 0. 0. 0.0 0.0 0.0

18 1.0 3482.4 0.0 0.0 0. 0. 0.0 0.0 0.0

19 8.8 22105.0 0.0 0.0 0. 0. 0.0 0.0 0.0

20 7.3 5779.9 0.0 0.0 0. 0. 0.0 0.0 0.0


Point X-Surf Y-Surf

No. (ft) (ft)

1 30.47 215.00

2 38.29 210.30

3 55.44 200.00

4 55.99 199.70


5 73.48 190.00

6 74.16 189.32

7 88.30 175.18

8 192.45 174.39

9 206.59 188.53

10 208.06 190.00

11 213.60 200.00

12 222.62 215.00

13 223.59 217.00

14 232.36 234.98

15 239.69 250.00

Factor of Safety

*** 1.870 ***


Point X-Surf Y-Surf

No. (ft) (ft)

1 32.69 215.00

2 40.51 210.30

3 57.65 200.00

4 58.20 199.70

5 75.69 190.00

6 89.83 175.87

7 185.81 174.58

8 199.95 188.72

9 201.23 190.00

10 206.78 200.00

11 215.79 215.00

12 216.76 217.00

13 225.53 234.98

14 232.86 250.00

Factor of Safety

*** 1.874 ***


Point X-Surf Y-Surf

No. (ft) (ft)

1 32.69 215.00

2 40.51 210.30

3 57.65 200.00

4 58.20 199.70

5 75.69 190.00

6 89.83 175.87

7 185.81 174.58

8 199.95 188.72

9 201.23 190.00

10 206.78 200.00

11 215.79 215.00

12 216.76 217.00

13 225.53 234.98

14 232.86 250.00

Factor of Safety

*** 1.874 ***


Point X-Surf Y-Surf

No. (ft) (ft)

1 28.26 215.00

2 36.08 210.30

3 53.22 200.00

4 53.77 199.70

5 71.26 190.00

6 72.63 188.63

7 86.77 174.49

8 199.09 174.20

9 213.23 188.34

10 214.89 190.00

11 220.43 200.00

12 229.44 215.00

13 230.42 217.00

14 239.19 234.98

15 246.52 250.00

Factor of Safety


*** 1.881 ***


Point X-Surf Y-Surf

No. (ft) (ft)

1 28.26 215.00

2 36.08 210.30

3 53.22 200.00

4 53.77 199.70

5 71.26 190.00

6 72.63 188.63

7 86.77 174.49

8 199.09 174.20

9 213.23 188.34

10 214.89 190.00

11 220.43 200.00

12 229.44 215.00

13 230.42 217.00

14 239.19 234.98

15 246.52 250.00

Factor of Safety

*** 1.881 ***


Point X-Surf Y-Surf

No. (ft) (ft)

1 34.24 215.00

2 42.06 210.30

3 59.20 200.00

4 59.75 199.70

5 77.24 190.00

6 78.67 188.57

7 92.81 174.43

8 181.51 175.64

9 195.65 189.78

10 195.87 190.00

11 201.42 200.00

12 210.43 215.00

13 211.40 217.00

14 220.17 234.98

15 227.50 250.00

Factor of Safety

*** 1.889 ***


Point X-Surf Y-Surf

No. (ft) (ft)

1 34.24 215.00

2 42.06 210.30

3 59.20 200.00

4 59.75 199.70

5 77.24 190.00

6 78.67 188.57

7 92.81 174.43

8 181.51 175.64

9 195.65 189.78

10 195.87 190.00

11 201.42 200.00

12 210.43 215.00

13 211.40 217.00

14 220.17 234.98

15 227.50 250.00

Factor of Safety

*** 1.889 ***


Point X-Surf Y-Surf

No. (ft) (ft)

1 34.81 215.00

2 42.63 210.30

3 59.77 200.00

4 60.32 199.70

5 77.81 190.00

6 78.22 189.59


7 92.37 175.44

8 192.16 176.28

9 205.88 190.00

10 211.42 200.00

11 220.43 215.00

12 221.41 217.00

13 230.18 234.98

14 237.50 250.00

Factor of Safety

*** 1.889 ***


Point X-Surf Y-Surf

No. (ft) (ft)

1 34.81 215.00

2 42.63 210.30

3 59.77 200.00

4 60.32 199.70

5 77.81 190.00

6 78.22 189.59

7 92.37 175.44

8 192.16 176.28

9 205.88 190.00

10 211.42 200.00

11 220.43 215.00

12 221.41 217.00

13 230.18 234.98

14 237.50 250.00

Factor of Safety

*** 1.889 ***


0 50 100 150 200 250 300 350 400 450100

150

200

250

300

350

400

RESCO; Valley Fill Stability; Section A-A'; Short-Term; Static; Block; SluryWalc:\geotechnical\saugus\2008\revised 2006 stabil\a-stat-sb2.pl2 Run By: nk 3/12/2008 10:04AM

4 7 3 2 2 2

1

1

2 2 23

7

47

5

4

5 55

5

6

bcdef

ghij

a

# FSa 2.06b 2.06c 2.06d 2.06e 2.14f 2.14g 2.14h 2.14i 2.16j 2.16

SoilDesc.

New-AshOld-Ash

MSWSandSilt

Med-BBCTill

SluryWal

SoilTypeNo.1234567

TotalUnit Wt.

(pcf)105.0105.075.0120.0110.0130.0100.0

SaturatedUnit Wt.

(pcf)105.0105.075.0120.0110.0130.0100.0

CohesionIntercept

(psf)0.00.00.00.0

1000.00.0

150.0


Piez.Surface

No.W1W1W1W1W1W1W1



*** GSTABL7 ***




*********************************************************************************








*********************************************************************************



Run By: nk

Input Data Filename: C:\GEOTECHNICAL\saugus\2008\Revised 2006 Stabil\a-stat-sb2.i

n

Output Filename: C:\GEOTECHNICAL\saugus\2008\Revised 2006 Stabil\a-stat-sb2.O

UT


Plotted Output Filename: C:\GEOTECHNICAL\saugus\2008\Revi2006 Stabil\a-stat-sb2.PLT


A'; Short-Term; Static; Block; SluryWal


8 Top Boundaries

22 Total Boundaries



1 0.00 214.00 22.00 215.00 4

2 22.00 215.00 25.00 215.00 7

3 25.00 215.00 62.00 215.00 3

4 62.00 215.00 85.00 219.50 2

5 85.00 219.50 100.00 217.80 2

6 100.00 217.80 115.00 220.00 2

7 115.00 220.00 205.00 250.00 1

8 205.00 250.00 450.00 250.00 1

9 115.00 220.00 160.00 217.00 2

10 160.00 217.00 310.00 217.00 2

11 310.00 217.00 450.00 222.00 2

12 62.00 215.00 450.00 215.00 3

13 25.00 215.00 25.01 200.00 7

14 25.01 200.00 450.00 200.00 4

15 25.01 200.00 25.03 190.00 7

16 25.03 190.00 450.00 190.00 5

17 22.00 215.00 22.01 190.00 4

18 0.00 190.00 22.01 190.00 5

19 22.01 190.00 22.03 185.00 5

20 22.03 185.00 25.00 185.00 5

21 25.00 185.00 25.03 190.00 5

22 0.00 174.00 450.00 174.00 6





7 Type(s) of Soil




1 105.0 105.0 0.0 38.0 0.00 0.0 1

2 105.0 105.0 0.0 38.0 0.00 0.0 1

3 75.0 75.0 0.0 28.0 0.00 0.0 1

4 120.0 120.0 0.0 32.0 0.00 0.0 1

5 110.0 110.0 1000.0 0.0 0.00 0.0 1

6 130.0 130.0 0.0 34.0 0.00 0.0 1

7 100.0 100.0 150.0 0.0 0.00 0.0 1



Specified.










1 22.00 214.00 22.50 214.00 0.50

2 24.50 186.00 25.00 186.00 1.00

3 30.00 182.00 100.00 182.00 16.00

4 150.00 182.00 350.00 182.00 16.00










Point X-Surf Y-Surf

No. (ft) (ft)

1 20.34 214.92

2 22.00 214.00

3 22.12 213.88

4 24.93 186.21

5 66.24 175.54

6 187.05 174.12

7 197.65 184.73

8 202.92 190.00

9 208.47 200.00

10 216.19 212.86

11 217.48 215.00

12 218.46 217.00

13 225.03 230.48

14 231.61 243.96

15 234.55 250.00

Factor of Safety

*** 2.064 ***






1 1.7 99.1 0.0 0.0 0. 0. 0.0 0.0 0.0

2 0.1 13.1 0.0 0.0 0. 0. 0.0 0.0 0.0

3 2.8 4196.6 0.0 0.0 0. 0. 0.0 0.0 0.0

4 0.1 198.7 0.0 0.0 0. 0. 0.0 0.0 0.0

5 0.0 19.6 0.0 0.0 0. 0. 0.0 0.0 0.0

6 0.0 7.3 0.0 0.0 0. 0. 0.0 0.0 0.0

7 0.0 52.6 0.0 0.0 0. 0. 0.0 0.0 0.0

8 37.0 120886.8 0.0 0.0 0. 0. 0.0 0.0 0.0

9 4.2 16545.0 0.0 0.0 0. 0. 0.0 0.0 0.0

10 18.8 78923.0 0.0 0.0 0. 0. 0.0 0.0 0.0

11 15.0 64993.0 0.0 0.0 0. 0. 0.0 0.0 0.0

12 15.0 65676.5 0.0 0.0 0. 0. 0.0 0.0 0.0

13 45.0 239402.7 0.0 0.0 0. 0. 0.0 0.0 0.0

14 27.0 179257.2 0.0 0.0 0. 0. 0.0 0.0 0.0

15 10.6 71279.5 0.0 0.0 0. 0. 0.0 0.0 0.0

16 5.3 32274.7 0.0 0.0 0. 0. 0.0 0.0 0.0

17 2.1 11912.3 0.0 0.0 0. 0. 0.0 0.0 0.0

18 3.5 17944.9 0.0 0.0 0. 0. 0.0 0.0 0.0

19 7.7 33357.8 0.0 0.0 0. 0. 0.0 0.0 0.0

20 1.3 4834.4 0.0 0.0 0. 0. 0.0 0.0 0.0

21 1.0 3482.4 0.0 0.0 0. 0. 0.0 0.0 0.0

22 6.6 18130.1 0.0 0.0 0. 0. 0.0 0.0 0.0

23 6.6 8821.8 0.0 0.0 0. 0. 0.0 0.0 0.0

24 2.9 933.0 0.0 0.0 0. 0. 0.0 0.0 0.0



Point X-Surf Y-Surf

No. (ft) (ft)

1 20.34 214.92

2 22.00 214.00

3 22.12 213.88

4 24.93 186.21

5 66.24 175.54

6 187.05 174.12

7 197.65 184.73

8 202.92 190.00

9 208.47 200.00

10 216.19 212.86

11 217.48 215.00

12 218.46 217.00

13 225.03 230.48

14 231.61 243.96

15 234.55 250.00

Factor of Safety

*** 2.064 ***


Point X-Surf Y-Surf

No. (ft) (ft)

1 20.34 214.92

2 22.00 214.00

3 22.12 213.88

4 24.93 186.21

5 66.24 175.54

6 187.05 174.12

7 197.65 184.73

8 202.92 190.00

9 208.47 200.00

10 216.19 212.86

11 217.48 215.00

12 218.46 217.00

13 225.03 230.48

14 231.61 243.96

15 234.55 250.00

Factor of Safety

*** 2.064 ***


Point X-Surf Y-Surf

No. (ft) (ft)

1 20.34 214.92

2 22.00 214.00

3 22.12 213.88

4 24.93 186.21

5 66.24 175.54

6 187.05 174.12

7 197.65 184.73

8 202.92 190.00

9 208.47 200.00

10 216.19 212.86

11 217.48 215.00

12 218.46 217.00

13 225.03 230.48

14 231.61 243.96

15 234.55 250.00

Factor of Safety

*** 2.064 ***


Point X-Surf Y-Surf

No. (ft) (ft)

1 20.93 214.95

2 22.00 214.36

3 22.31 214.05

4 24.75 186.22

5 78.55 174.10

6 178.45 175.19

7 189.06 185.79

8 193.27 190.00


9 198.81 200.00

10 206.54 212.86

11 207.82 215.00

12 208.80 217.00

13 215.38 230.48

14 221.95 243.96

15 224.89 250.00

Factor of Safety

*** 2.142 ***


Point X-Surf Y-Surf

No. (ft) (ft)

1 20.93 214.95

2 22.00 214.36

3 22.31 214.05

4 24.75 186.22

5 78.55 174.10

6 178.45 175.19

7 189.06 185.79

8 193.27 190.00

9 198.81 200.00

10 206.54 212.86

11 207.82 215.00

12 208.80 217.00

13 215.38 230.48

14 221.95 243.96

15 224.89 250.00

Factor of Safety

*** 2.142 ***


Point X-Surf Y-Surf

No. (ft) (ft)

1 20.93 214.95

2 22.00 214.36

3 22.31 214.05

4 24.75 186.22

5 78.55 174.10

6 178.45 175.19

7 189.06 185.79

8 193.27 190.00

9 198.81 200.00

10 206.54 212.86

11 207.82 215.00

12 208.80 217.00

13 215.38 230.48

14 221.95 243.96

15 224.89 250.00

Factor of Safety

*** 2.142 ***


Point X-Surf Y-Surf

No. (ft) (ft)

1 20.93 214.95

2 22.00 214.36

3 22.31 214.05

4 24.75 186.22

5 78.55 174.10

6 178.45 175.19

7 189.06 185.79

8 193.27 190.00

9 198.81 200.00

10 206.54 212.86

11 207.82 215.00

12 208.80 217.00

13 215.38 230.48

14 221.95 243.96

15 224.89 250.00

Factor of Safety

*** 2.142 ***



Point X-Surf Y-Surf

No. (ft) (ft)

1 20.85 214.95

2 22.00 214.31

3 22.10 214.21

4 24.90 186.16

5 87.43 177.51

6 194.47 176.84

7 205.08 187.45

8 207.63 190.00

9 213.17 200.00

10 220.90 212.86

11 222.18 215.00

12 223.16 217.00

13 229.73 230.48

14 236.31 243.96

15 239.25 250.00

Factor of Safety

*** 2.155 ***


Point X-Surf Y-Surf

No. (ft) (ft)

1 20.85 214.95

2 22.00 214.31

3 22.10 214.21

4 24.90 186.16

5 87.43 177.51

6 194.47 176.84

7 205.08 187.45

8 207.63 190.00

9 213.17 200.00

10 220.90 212.86

11 222.18 215.00

12 223.16 217.00

13 229.73 230.48

14 236.31 243.96

15 239.25 250.00

Factor of Safety

*** 2.155 ***











CC--22 RReessuullttss ooff SSeeiissmmiicc SSllooppee SSttaabbiilliittyy AAnnaallyyssiiss

Estimation of Seismically-Induced Permanent Displacement

Seismic Slope Stability of Cross Section Across Phase IV


Based on USGS (2002) seismic hazard mapping, the peak ground acceleration (PGA) having a10% probability of exceedance in 250 years (this is equivalent to 2% probability in 50 years) = 0.16g Mean earthquake magnitude (M) = 6.0 Based on pseudo-static slope stability analysis, the yield acceleration (ky) = 0.151g Conservatively, assume that the maximum acceleration within the critical slope failure surface (averaged spatially) is equal to the PGA; i.e., kmax = 0.151g Therefore, ky/kmax = 0.151g/0.16g = 0.94 From the Makdisi and Seed (1978) chart shown below, for an Earthquake magnitude of 6.0 and ky/kmax = 0.94, the likely maximum permanent displacement, (Umax) ≈ 0.3 cm ≈ 0.1 inches

Umax ≈ 0.3 cm

0.94

0 50 100 150 200 250 300 350 400 450100

150

200

250

300

350

400

RESCO; Valley Fill Stability; Section A-A'; Short-Term; Y-Acc; Circlec:\geotechnical\saugus\2008\revised 2006 stabil\a-yacc-bc1.pl2 Run By: nk 3/12/2008 10:05AM

4 7 3 2 2 2

1

1

2 2 23

7

47

5

4

5 55

5

6

b c de fghi ja

# FSa 1.00b 1.01c 1.01d 1.02e 1.02f 1.02g 1.02h 1.02i 1.02j 1.02

SoilDesc.

New-AshOld-Ash

MSWSandSilt

Med-BBCTill

SluryWal

SoilTypeNo.1234567

TotalUnit Wt.

(pcf)105.0105.075.0120.0110.0130.0100.0

SaturatedUnit Wt.

(pcf)105.0105.075.0120.0110.0130.0100.0

CohesionIntercept

(psf)0.00.00.00.0

1015.00.0

150.0


Piez.Surface

No.W1W1W1W1W1W1W1

Load ValuePeak(A) 0.402(g)kh Coef. 0.201(g)<

GSTABL7 v.2 FSmin=1.00Safety Factors Are Calculated By The Modified Bishop Method

C:\GEOTECHNICAL\saugus\2008\Revised 2006 Stabil\a-yacc-bc1.OUT Page 1

*** GSTABL7 ***




*********************************************************************************








*********************************************************************************



Run By: nk

Input Data Filename: C:\GEOTECHNICAL\saugus\2008\Revised 2006 Stabil\a-yacc-bc1.i

n

Output Filename: C:\GEOTECHNICAL\saugus\2008\Revised 2006 Stabil\a-yacc-bc1.O

UT


Plotted Output Filename: C:\GEOTECHNICAL\saugus\2008\Revi2006 Stabil\a-yacc-bc1.PLT


A'; Short-Term; Y-Acc; Circle


8 Top Boundaries

22 Total Boundaries



1 0.00 214.00 22.00 215.00 4

2 22.00 215.00 25.00 215.00 7

3 25.00 215.00 62.00 215.00 3

4 62.00 215.00 85.00 219.50 2

5 85.00 219.50 100.00 217.80 2

6 100.00 217.80 115.00 220.00 2

7 115.00 220.00 205.00 250.00 1

8 205.00 250.00 450.00 250.00 1

9 115.00 220.00 160.00 217.00 2

10 160.00 217.00 310.00 217.00 2

11 310.00 217.00 450.00 222.00 2

12 62.00 215.00 450.00 215.00 3

13 25.00 215.00 25.01 200.00 7

14 25.01 200.00 450.00 200.00 4

15 25.01 200.00 25.03 190.00 7

16 25.03 190.00 450.00 190.00 5

17 22.00 215.00 22.01 190.00 4

18 0.00 190.00 22.01 190.00 5

19 22.01 190.00 22.03 185.00 5

20 22.03 185.00 25.00 185.00 5

21 25.00 185.00 25.03 190.00 5

22 0.00 174.00 450.00 174.00 6





7 Type(s) of Soil




1 105.0 105.0 0.0 38.0 0.00 0.0 1

2 105.0 105.0 0.0 38.0 0.00 0.0 1

3 75.0 75.0 0.0 28.0 0.00 0.0 1

4 120.0 120.0 0.0 32.0 0.00 0.0 1

5 110.0 110.0 1015.0 0.0 0.00 0.0 1

6 130.0 130.0 0.0 34.0 0.00 0.0 1

7 100.0 100.0 150.0 0.0 0.00 0.0 1

Specified Peak Ground Acceleration Coefficient (A) = 0.402(g)

Specified Horizontal Earthquake Coefficient (kh) = 0.201(g)

Specified Vertical Earthquake Coefficient (kv) = 0.000(g)




Technique For Generating Circular Surfaces, Has Been Specified.


40 Surface(s) Initiate(s) From Each Of 40 Points Equally Spaced

Along The Ground Surface Between X = 0.00(ft)

and X = 60.00(ft)

Each Surface Terminates Between X = 120.00(ft)

and X = 400.00(ft)

Unless Further Limitations Were Imposed, The Minimum Elevation

At Which A Surface Extends Is Y = 0.00(ft)











Point X-Surf Y-Surf

No. (ft) (ft)

1 36.92 215.00

2 53.37 203.63

3 70.89 193.97

4 89.29 186.13

5 108.38 180.18

6 127.98 176.19

7 147.88 174.19

8 167.88 174.21

9 187.78 176.25

10 207.37 180.28

11 226.45 186.26

12 244.83 194.14

13 262.33 203.83

14 278.75 215.24

15 293.95 228.24

16 307.76 242.71

17 313.42 250.00


Factor of Safety

*** 1.002 ***






1 16.5 7016.6 0.0 0.0 0. 0. 1410.3 0.0 0.0

2 6.6 6504.7 0.0 0.0 0. 0. 1307.4 0.0 0.0

3 2.0 2443.6 0.0 0.0 0. 0. 491.2 0.0 0.0

4 8.9 14629.4 0.0 0.0 0. 0. 2940.5 0.0 0.0

5 9.3 22024.7 0.0 0.0 0. 0. 4427.0 0.0 0.0

6 4.8 13729.2 0.0 0.0 0. 0. 2759.6 0.0 0.0

7 4.3 13278.0 0.0 0.0 0. 0. 2668.9 0.0 0.0

8 10.7 35271.4 0.0 0.0 0. 0. 7089.5 0.0 0.0

9 8.4 30344.0 0.0 0.0 0. 0. 6099.2 0.0 0.0

10 6.6 26164.5 0.0 0.0 0. 0. 5259.1 0.0 0.0

11 13.0 57772.6 0.0 0.0 0. 0. 11612.3 0.0 0.0

12 19.9 105107.4 0.0 0.0 0. 0. 21126.6 0.0 0.0

13 12.1 72132.5 0.0 0.0 0. 0. 14498.6 0.0 0.0

14 7.9 49641.6 0.0 0.0 0. 0. 9978.0 0.0 0.0

15 19.9 132782.9 0.0 0.0 0. 0. 26689.4 0.0 0.0

16 17.2 120855.4 0.0 0.0 0. 0. 24291.9 0.0 0.0

17 2.4 16782.8 0.0 0.0 0. 0. 3373.3 0.0 0.0

18 19.1 128625.9 0.0 0.0 0. 0. 25853.8 0.0 0.0

19 8.7 54099.5 0.0 0.0 0. 0. 10874.0 0.0 0.0

20 9.7 55586.2 0.0 0.0 0. 0. 11172.8 0.0 0.0

21 10.6 54469.9 0.0 0.0 0. 0. 10948.5 0.0 0.0

22 6.9 32226.2 0.0 0.0 0. 0. 6477.5 0.0 0.0


23 16.1 65837.0 0.0 0.0 0. 0. 13233.2 0.0 0.0

24 0.3 1267.8 0.0 0.0 0. 0. 254.8 0.0 0.0

25 2.1 7314.4 0.0 0.0 0. 0. 1470.2 0.0 0.0

26 13.1 37770.1 0.0 0.0 0. 0. 7591.8 0.0 0.0

27 13.8 21050.6 0.0 0.0 0. 0. 4231.2 0.0 0.0

28 5.7 2167.2 0.0 0.0 0. 0. 435.6 0.0 0.0


Point X-Surf Y-Surf

No. (ft) (ft)

1 49.23 215.00

2 66.20 204.42

3 84.01 195.32

4 102.54 187.78

5 121.64 181.85

6 141.17 177.57

7 161.00 174.97

8 180.98 174.08

9 200.97 174.90

10 220.81 177.41

11 240.36 181.62

12 259.48 187.48

13 278.04 194.95

14 295.88 203.97

15 312.90 214.49

16 328.95 226.42

17 343.92 239.68

18 353.74 250.00


Factor of Safety

*** 1.005 ***


Point X-Surf Y-Surf

No. (ft) (ft)

1 53.85 215.00

2 70.93 204.60

3 88.81 195.64

4 107.37 188.19

5 126.48 182.29

6 146.01 177.99

7 165.83 175.31

8 185.81 174.28

9 205.80 174.89

10 225.67 177.16

11 245.28 181.05

12 264.51 186.55

13 283.23 193.61

14 301.29 202.19

15 318.59 212.24

16 334.99 223.67

17 350.40 236.42

18 364.30 250.00


Factor of Safety

*** 1.012 ***


Point X-Surf Y-Surf

No. (ft) (ft)

1 12.31 214.56

2 30.34 205.90

3 48.82 198.25

4 67.69 191.65

5 86.91 186.10

6 106.40 181.63

7 126.12 178.26

8 145.99 175.98

9 165.95 174.81

10 185.95 174.75

11 205.92 175.81

12 225.81 177.97

13 245.54 181.24


14 265.06 185.59

15 284.31 191.03

16 303.22 197.53

17 321.74 205.07

18 339.82 213.63

19 357.39 223.18

20 374.41 233.69

21 390.81 245.13

22 397.03 250.00


Factor of Safety

*** 1.016 ***


Point X-Surf Y-Surf

No. (ft) (ft)

1 46.15 215.00

2 63.69 205.38

3 81.85 197.01

4 100.56 189.94

5 119.72 184.19

6 139.23 179.79

7 159.00 176.78

8 178.93 175.15

9 198.93 174.93

10 218.90 176.10

11 238.73 178.67

12 258.34 182.63

13 277.62 187.94

14 296.48 194.59

15 314.83 202.55

16 332.57 211.77

17 349.63 222.21

18 365.92 233.82

19 381.35 246.55

20 384.99 250.00


Factor of Safety

*** 1.018 ***


Point X-Surf Y-Surf

No. (ft) (ft)

1 18.46 214.84

2 36.46 206.12

3 54.92 198.43

4 73.79 191.79

5 93.00 186.24

6 112.50 181.77

7 132.22 178.42

8 152.09 176.19

9 172.06 175.09

10 192.06 175.11

11 212.03 176.27

12 231.90 178.56

13 251.60 181.96

14 271.09 186.48

15 290.28 192.08

16 309.13 198.77

17 327.58 206.51

18 345.55 215.28

19 363.00 225.05

20 379.87 235.80

21 396.10 247.48

22 399.22 250.00


Factor of Safety

*** 1.020 ***


Point X-Surf Y-Surf

No. (ft) (ft)

1 52.31 215.00


2 69.87 205.43

3 88.05 197.09

4 106.76 190.03

5 125.92 184.28

6 145.42 179.86

7 165.19 176.80

8 185.11 175.10

9 205.11 174.79

10 225.08 175.85

11 244.93 178.30

12 264.57 182.10

13 283.89 187.25

14 302.82 193.72

15 321.25 201.48

16 339.10 210.50

17 356.29 220.72

18 372.74 232.10

19 388.36 244.60

20 394.23 250.00


Factor of Safety

*** 1.022 ***


Point X-Surf Y-Surf

No. (ft) (ft)

1 58.46 215.00

2 75.35 204.28

3 93.13 195.12

4 111.65 187.59

5 130.78 181.74

6 150.35 177.63

7 170.21 175.29

8 190.21 174.74

9 210.17 175.98

10 229.94 179.00

11 249.36 183.78

12 268.28 190.27

13 286.53 198.44

14 303.99 208.20

15 320.49 219.49

16 335.93 232.22

17 350.16 246.27

18 353.31 250.00


Factor of Safety

*** 1.022 ***


Point X-Surf Y-Surf

No. (ft) (ft)

1 29.23 215.00

2 46.04 204.16

3 63.78 194.93

4 82.31 187.40

5 101.46 181.63

6 121.06 177.67

7 140.95 175.55

8 160.95 175.30

9 180.88 176.91

10 200.58 180.37

11 219.87 185.66

12 238.58 192.72

13 256.55 201.50

14 273.63 211.91

15 289.66 223.87

16 304.50 237.27

17 316.19 250.00


Factor of Safety

*** 1.022 ***



Point X-Surf Y-Surf

No. (ft) (ft)

1 7.69 214.35

2 25.75 205.75

3 44.25 198.16

4 63.15 191.60

5 82.37 186.10

6 101.88 181.66

7 121.59 178.30

8 141.46 176.03

9 161.43 174.87

10 181.43 174.80

11 201.40 175.84

12 221.29 177.98

13 241.02 181.21

14 260.55 185.53

15 279.82 190.91

16 298.75 197.35

17 317.30 204.82

18 335.41 213.30

19 353.03 222.77

20 370.10 233.20

21 386.57 244.55

22 393.61 250.00


Factor of Safety

*** 1.023 ***


0 50 100 150 200 250 300 350 400 450100

150

200

250

300

350

400

RESCO; Valley Fill Stability; Section A-A'; Short-Term; Y-Acc; Blockc:\geotechnical\saugus\2008\revised 2006 stabil\a-yacc-sb1.pl2 Run By: nk 3/12/2008 10:08AM

4 7 3 2 2 2

1

1

2 2 23

7

47

5

4

5 55

5

6

b cdef

ghij

a

# FSa 1.00b 1.00c 1.00d 1.00e 1.01f 1.01g 1.01h 1.01i 1.01j 1.01

SoilDesc.

New-AshOld-Ash

MSWSandSilt

Med-BBCTill

SluryWal

SoilTypeNo.1234567

TotalUnit Wt.

(pcf)105.0105.075.0120.0110.0130.0100.0

SaturatedUnit Wt.

(pcf)105.0105.075.0120.0110.0130.0100.0

CohesionIntercept

(psf)0.00.00.00.0

1000.00.0

150.0


Piez.Surface

No.W1W1W1W1W1W1W1



C:\GEOTECHNICAL\saugus\2008\Revised 2006 Stabil\a-yacc-sb1.OUT Page 1

*** GSTABL7 ***




*********************************************************************************








*********************************************************************************



Run By: nk

Input Data Filename: C:\GEOTECHNICAL\saugus\2008\Revised 2006 Stabil\a-yacc-sb1.i

n

Output Filename: C:\GEOTECHNICAL\saugus\2008\Revised 2006 Stabil\a-yacc-sb1.O

UT


Plotted Output Filename: C:\GEOTECHNICAL\saugus\2008\Revi2006 Stabil\a-yacc-sb1.PLT


A'; Short-Term; Y-Acc; Block


8 Top Boundaries

22 Total Boundaries



1 0.00 214.00 22.00 215.00 4

2 22.00 215.00 25.00 215.00 7

3 25.00 215.00 62.00 215.00 3

4 62.00 215.00 85.00 219.50 2

5 85.00 219.50 100.00 217.80 2

6 100.00 217.80 115.00 220.00 2

7 115.00 220.00 205.00 250.00 1

8 205.00 250.00 450.00 250.00 1

9 115.00 220.00 160.00 217.00 2

10 160.00 217.00 310.00 217.00 2

11 310.00 217.00 450.00 222.00 2

12 62.00 215.00 450.00 215.00 3

13 25.00 215.00 25.01 200.00 7

14 25.01 200.00 450.00 200.00 4

15 25.01 200.00 25.03 190.00 7

16 25.03 190.00 450.00 190.00 5

17 22.00 215.00 22.01 190.00 4

18 0.00 190.00 22.01 190.00 5

19 22.01 190.00 22.03 185.00 5

20 22.03 185.00 25.00 185.00 5

21 25.00 185.00 25.03 190.00 5

22 0.00 174.00 450.00 174.00 6





7 Type(s) of Soil




1 105.0 105.0 0.0 38.0 0.00 0.0 1

2 105.0 105.0 0.0 38.0 0.00 0.0 1

3 75.0 75.0 0.0 28.0 0.00 0.0 1

4 120.0 120.0 0.0 32.0 0.00 0.0 1

5 110.0 110.0 1000.0 0.0 0.00 0.0 1

6 130.0 130.0 0.0 34.0 0.00 0.0 1

7 100.0 100.0 150.0 0.0 0.00 0.0 1








Specified.









1 83.00 182.00 120.00 182.00 16.00

2 150.00 182.00 250.00 182.00 16.00










Point X-Surf Y-Surf

No. (ft) (ft)

1 24.83 215.00

2 25.00 214.83

3 32.53 210.30

4 49.68 200.00

5 50.22 199.70

6 67.72 190.00

7 69.44 188.27

8 83.58 174.13

9 223.02 174.47

10 237.16 188.61

11 238.55 190.00

12 244.09 200.00

13 253.10 215.00

14 254.08 217.00

15 262.85 234.98

16 270.18 250.00

Factor of Safety

*** 0.997 ***






1 0.2 1.5 0.0 0.0 0. 0. 0.2 0.0 0.0

2 7.5 1376.3 0.0 0.0 0. 0. 212.0 0.0 0.0

3 17.1 12664.2 0.0 0.0 0. 0. 1950.3 0.0 0.0

4 0.5 626.6 0.0 0.0 0. 0. 96.5 0.0 0.0

5 11.8 18288.7 0.0 0.0 0. 0. 2816.5 0.0 0.0

6 5.7 12540.2 0.0 0.0 0. 0. 1931.2 0.0 0.0

7 1.7 4410.2 0.0 0.0 0. 0. 679.2 0.0 0.0

8 14.1 50782.2 0.0 0.0 0. 0. 7820.5 0.0 0.0

9 1.4 6408.0 0.0 0.0 0. 0. 986.8 0.0 0.0

10 15.0 66770.8 0.0 0.0 0. 0. 10282.7 0.0 0.0

11 15.0 67104.9 0.0 0.0 0. 0. 10334.2 0.0 0.0

12 45.0 241591.9 0.0 0.0 0. 0. 37205.2 0.0 0.0

13 45.0 311930.2 0.0 0.0 0. 0. 48037.2 0.0 0.0

14 18.0 138922.9 0.0 0.0 0. 0. 21394.1 0.0 0.0

15 14.1 98015.3 0.0 0.0 0. 0. 15094.4 0.0 0.0

16 1.4 8446.8 0.0 0.0 0. 0. 1300.8 0.0 0.0

17 5.5 29932.7 0.0 0.0 0. 0. 4609.6 0.0 0.0

18 9.0 38192.2 0.0 0.0 0. 0. 5881.6 0.0 0.0

19 1.0 3482.4 0.0 0.0 0. 0. 536.3 0.0 0.0

20 8.8 22105.1 0.0 0.0 0. 0. 3404.2 0.0 0.0

21 7.3 5779.9 0.0 0.0 0. 0. 890.1 0.0 0.0



Point X-Surf Y-Surf

No. (ft) (ft)

1 24.83 215.00

2 25.00 214.83

3 32.53 210.30

4 49.68 200.00

5 50.22 199.70

6 67.72 190.00

7 69.44 188.27

8 83.58 174.13

9 223.02 174.47

10 237.16 188.61

11 238.55 190.00

12 244.09 200.00

13 253.10 215.00

14 254.08 217.00

15 262.85 234.98

16 270.18 250.00

Factor of Safety

*** 0.997 ***


Point X-Surf Y-Surf

No. (ft) (ft)

1 25.00 215.51

2 33.67 210.30

3 50.81 200.00

4 51.36 199.70

5 68.85 190.00

6 70.67 188.18

7 84.81 174.04

8 246.65 176.62

9 260.03 190.00

10 265.57 200.00

11 274.58 215.00

12 275.56 217.00

13 284.32 234.98

14 291.65 250.00

Factor of Safety

*** 0.997 ***


Point X-Surf Y-Surf

No. (ft) (ft)

1 25.00 215.51

2 33.67 210.30

3 50.81 200.00

4 51.36 199.70

5 68.85 190.00

6 70.67 188.18

7 84.81 174.04

8 246.65 176.62

9 260.03 190.00

10 265.57 200.00

11 274.58 215.00

12 275.56 217.00

13 284.32 234.98

14 291.65 250.00

Factor of Safety

*** 0.997 ***


Point X-Surf Y-Surf

No. (ft) (ft)

1 28.72 215.00

2 36.54 210.30

3 53.69 200.00

4 54.24 199.70

5 71.73 190.00

6 72.77 188.96

7 86.91 174.82

8 216.38 174.66

9 230.52 188.80


10 231.72 190.00

11 237.26 200.00

12 246.28 215.00

13 247.25 217.00

14 256.02 234.98

15 263.35 250.00

Factor of Safety

*** 1.007 ***


Point X-Surf Y-Surf

No. (ft) (ft)

1 28.72 215.00

2 36.54 210.30

3 53.69 200.00

4 54.24 199.70

5 71.73 190.00

6 72.77 188.96

7 86.91 174.82

8 216.38 174.66

9 230.52 188.80

10 231.72 190.00

11 237.26 200.00

12 246.28 215.00

13 247.25 217.00

14 256.02 234.98

15 263.35 250.00

Factor of Safety

*** 1.007 ***


Point X-Surf Y-Surf

No. (ft) (ft)

1 29.86 215.00

2 37.68 210.30

3 54.82 200.00

4 55.37 199.70

5 72.86 190.00

6 74.00 188.87

7 88.14 174.73

8 240.01 176.81

9 253.20 190.00

10 258.74 200.00

11 267.75 215.00

12 268.73 217.00

13 277.50 234.98

14 284.82 250.00

Factor of Safety

*** 1.007 ***


Point X-Surf Y-Surf

No. (ft) (ft)

1 29.86 215.00

2 37.68 210.30

3 54.82 200.00

4 55.37 199.70

5 72.86 190.00

6 74.00 188.87

7 88.14 174.73

8 240.01 176.81

9 253.20 190.00

10 258.74 200.00

11 267.75 215.00

12 268.73 217.00

13 277.50 234.98

14 284.82 250.00

Factor of Safety

*** 1.007 ***


Point X-Surf Y-Surf

No. (ft) (ft)

1 28.76 215.00


2 36.58 210.30

3 53.73 200.00

4 54.28 199.70

5 71.77 190.00

6 71.79 189.98

7 85.93 175.83

8 227.02 175.30

9 241.16 189.44

10 241.72 190.00

11 247.27 200.00

12 256.28 215.00

13 257.26 217.00

14 266.02 234.98

15 273.35 250.00

Factor of Safety

*** 1.010 ***


Point X-Surf Y-Surf

No. (ft) (ft)

1 28.76 215.00

2 36.58 210.30

3 53.73 200.00

4 54.28 199.70

5 71.77 190.00

6 71.79 189.98

7 85.93 175.83

8 227.02 175.30

9 241.16 189.44

10 241.72 190.00

11 247.27 200.00

12 256.28 215.00

13 257.26 217.00

14 266.02 234.98

15 273.35 250.00

Factor of Safety

*** 1.010 ***


0 50 100 150 200 250 300 350 400 450100

150

200

250

300

350

400

RESCO; Valley Fill Stability; Section A-A'; Short-Term; Y-Acc; Block; SluryWalc:\geotechnical\saugus\2008\revised 2006 stabil\a-yacc-sb2.pl2 Run By: nk 3/12/2008 10:11AM

4 7 3 2 2 2

1

1

2 2 23

7

47

5

4

5 55

5

6

bcdef

ghij

a

# FSa 1.00b 1.00c 1.00d 1.00e 1.01f 1.01g 1.01h 1.01i 1.02j 1.02

SoilDesc.

New-AshOld-Ash

MSWSandSilt

Med-BBCTill

SluryWal

SoilTypeNo.1234567

TotalUnit Wt.

(pcf)105.0105.075.0120.0110.0130.0100.0

SaturatedUnit Wt.

(pcf)105.0105.075.0120.0110.0130.0100.0

CohesionIntercept

(psf)0.00.00.00.0

1000.00.0

150.0


Piez.Surface

No.W1W1W1W1W1W1W1




*** GSTABL7 ***




*********************************************************************************








*********************************************************************************



Run By: nk

Input Data Filename: C:\GEOTECHNICAL\saugus\2008\Revised 2006 Stabil\a-yacc-sb2.i

n

Output Filename: C:\GEOTECHNICAL\saugus\2008\Revised 2006 Stabil\a-yacc-sb2.O

UT


Plotted Output Filename: C:\GEOTECHNICAL\saugus\2008\Revi2006 Stabil\a-yacc-sb2.PLT


A'; Short-Term; Y-Acc; Block; SluryWal


8 Top Boundaries

22 Total Boundaries



1 0.00 214.00 22.00 215.00 4

2 22.00 215.00 25.00 215.00 7

3 25.00 215.00 62.00 215.00 3

4 62.00 215.00 85.00 219.50 2

5 85.00 219.50 100.00 217.80 2

6 100.00 217.80 115.00 220.00 2

7 115.00 220.00 205.00 250.00 1

8 205.00 250.00 450.00 250.00 1

9 115.00 220.00 160.00 217.00 2

10 160.00 217.00 310.00 217.00 2

11 310.00 217.00 450.00 222.00 2

12 62.00 215.00 450.00 215.00 3

13 25.00 215.00 25.01 200.00 7

14 25.01 200.00 450.00 200.00 4

15 25.01 200.00 25.03 190.00 7

16 25.03 190.00 450.00 190.00 5

17 22.00 215.00 22.01 190.00 4

18 0.00 190.00 22.01 190.00 5

19 22.01 190.00 22.03 185.00 5

20 22.03 185.00 25.00 185.00 5

21 25.00 185.00 25.03 190.00 5

22 0.00 174.00 450.00 174.00 6





7 Type(s) of Soil




1 105.0 105.0 0.0 38.0 0.00 0.0 1

2 105.0 105.0 0.0 38.0 0.00 0.0 1

3 75.0 75.0 0.0 28.0 0.00 0.0 1

4 120.0 120.0 0.0 32.0 0.00 0.0 1

5 110.0 110.0 1000.0 0.0 0.00 0.0 1

6 130.0 130.0 0.0 34.0 0.00 0.0 1

7 100.0 100.0 150.0 0.0 0.00 0.0 1








Specified.









1 22.00 214.00 22.50 214.00 0.50

2 24.50 186.00 25.00 186.00 1.00

3 30.00 182.00 60.00 182.00 16.00

4 150.00 182.00 350.00 182.00 16.00










Point X-Surf Y-Surf

No. (ft) (ft)

1 20.36 214.93

2 22.00 214.02

3 22.10 213.91

4 24.93 185.68

5 53.62 177.60

6 347.20 174.69

7 357.81 185.29

8 362.52 190.00

9 368.06 200.00

10 375.79 212.86

11 377.07 215.00

12 379.26 219.47

13 385.83 232.96

14 392.41 246.44

15 394.14 250.00

Factor of Safety

*** 1.000 ***






1 1.6 96.8 0.0 0.0 0. 0. 14.6 0.0 0.0

2 0.1 10.6 0.0 0.0 0. 0. 1.6 0.0 0.0

3 2.8 4289.7 0.0 0.0 0. 0. 647.7 0.0 0.0

4 0.1 219.5 0.0 0.0 0. 0. 33.1 0.0 0.0

5 0.0 11.4 0.0 0.0 0. 0. 1.7 0.0 0.0

6 0.0 16.1 0.0 0.0 0. 0. 2.4 0.0 0.0

7 0.0 53.7 0.0 0.0 0. 0. 8.1 0.0 0.0

8 28.6 92797.6 0.0 0.0 0. 0. 14012.4 0.0 0.0

9 8.4 30956.1 0.0 0.0 0. 0. 4674.4 0.0 0.0

10 23.0 90778.5 0.0 0.0 0. 0. 13707.6 0.0 0.0

11 15.0 61719.6 0.0 0.0 0. 0. 9319.7 0.0 0.0

12 15.0 62359.0 0.0 0.0 0. 0. 9416.2 0.0 0.0

13 45.0 229185.9 0.0 0.0 0. 0. 34607.1 0.0 0.0

14 45.0 302271.9 0.0 0.0 0. 0. 45643.1 0.0 0.0

15 105.0 796586.8 0.0 0.0 0. 0. ******* 0.0 0.0

16 37.2 285142.3 0.0 0.0 0. 0. 43056.5 0.0 0.0

17 10.6 75318.7 0.0 0.0 0. 0. 11373.1 0.0 0.0

18 4.7 29459.8 0.0 0.0 0. 0. 4448.4 0.0 0.0

19 5.5 29932.7 0.0 0.0 0. 0. 4519.8 0.0 0.0

20 7.7 33357.9 0.0 0.0 0. 0. 5037.0 0.0 0.0

21 1.3 4834.3 0.0 0.0 0. 0. 730.0 0.0 0.0


22 2.2 7505.8 0.0 0.0 0. 0. 1133.4 0.0 0.0

23 6.6 16422.4 0.0 0.0 0. 0. 2479.8 0.0 0.0

24 6.6 7114.0 0.0 0.0 0. 0. 1074.2 0.0 0.0

25 1.7 325.0 0.0 0.0 0. 0. 49.1 0.0 0.0


Point X-Surf Y-Surf

No. (ft) (ft)

1 20.36 214.93

2 22.00 214.02

3 22.10 213.91

4 24.93 185.68

5 53.62 177.60

6 347.20 174.69

7 357.81 185.29

8 362.52 190.00

9 368.06 200.00

10 375.79 212.86

11 377.07 215.00

12 379.26 219.47

13 385.83 232.96

14 392.41 246.44

15 394.14 250.00

Factor of Safety

*** 1.000 ***


Point X-Surf Y-Surf

No. (ft) (ft)

1 20.36 214.93

2 22.00 214.02

3 22.10 213.91

4 24.93 185.68

5 53.62 177.60

6 347.20 174.69

7 357.81 185.29

8 362.52 190.00

9 368.06 200.00

10 375.79 212.86

11 377.07 215.00

12 379.26 219.47

13 385.83 232.96

14 392.41 246.44

15 394.14 250.00

Factor of Safety

*** 1.000 ***


Point X-Surf Y-Surf

No. (ft) (ft)

1 20.36 214.93

2 22.00 214.02

3 22.10 213.91

4 24.93 185.68

5 53.62 177.60

6 347.20 174.69

7 357.81 185.29

8 362.52 190.00

9 368.06 200.00

10 375.79 212.86

11 377.07 215.00

12 379.26 219.47

13 385.83 232.96

14 392.41 246.44

15 394.14 250.00

Factor of Safety

*** 1.000 ***


Point X-Surf Y-Surf

No. (ft) (ft)

1 20.95 214.95

2 22.00 214.37

3 22.28 214.09


4 24.75 185.69

5 58.89 176.16

6 338.61 175.75

7 349.22 186.36

8 352.86 190.00

9 358.40 200.00

10 366.13 212.86

11 367.42 215.00

12 369.43 219.12

13 376.00 232.60

14 382.58 246.09

15 384.49 250.00

Factor of Safety

*** 1.009 ***


Point X-Surf Y-Surf

No. (ft) (ft)

1 20.95 214.95

2 22.00 214.37

3 22.28 214.09

4 24.75 185.69

5 58.89 176.16

6 338.61 175.75

7 349.22 186.36

8 352.86 190.00

9 358.40 200.00

10 366.13 212.86

11 367.42 215.00

12 369.43 219.12

13 376.00 232.60

14 382.58 246.09

15 384.49 250.00

Factor of Safety

*** 1.009 ***


Point X-Surf Y-Surf

No. (ft) (ft)

1 20.95 214.95

2 22.00 214.37

3 22.28 214.09

4 24.75 185.69

5 58.89 176.16

6 338.61 175.75

7 349.22 186.36

8 352.86 190.00

9 358.40 200.00

10 366.13 212.86

11 367.42 215.00

12 369.43 219.12

13 376.00 232.60

14 382.58 246.09

15 384.49 250.00

Factor of Safety

*** 1.009 ***


Point X-Surf Y-Surf

No. (ft) (ft)

1 20.95 214.95

2 22.00 214.37

3 22.28 214.09

4 24.75 185.69

5 58.89 176.16

6 338.61 175.75

7 349.22 186.36

8 352.86 190.00

9 358.40 200.00

10 366.13 212.86

11 367.42 215.00

12 369.43 219.12

13 376.00 232.60


14 382.58 246.09

15 384.49 250.00

Factor of Safety

*** 1.009 ***


Point X-Surf Y-Surf

No. (ft) (ft)

1 20.98 214.95

2 22.00 214.39

3 22.30 214.08

4 24.87 185.82

5 45.83 174.57

6 342.13 180.41

7 351.72 190.00

8 357.26 200.00

9 364.99 212.86

10 366.28 215.00

11 368.27 219.08

12 374.84 232.56

13 381.42 246.04

14 383.35 250.00

Factor of Safety

*** 1.020 ***


Point X-Surf Y-Surf

No. (ft) (ft)

1 20.98 214.95

2 22.00 214.39

3 22.30 214.08

4 24.87 185.82

5 45.83 174.57

6 342.13 180.41

7 351.72 190.00

8 357.26 200.00

9 364.99 212.86

10 366.28 215.00

11 368.27 219.08

12 374.84 232.56

13 381.42 246.04

14 383.35 250.00

Factor of Safety

*** 1.020 ***


AAppppeennddiixx BB FFiinnaall CCoovveerr SSuurrffiicciiaall SSttaabbiilliittyy AAnnaallyyssiiss

FINAL COVER SURFICIAL STABILITY ANALYSIS

Saugus RESCO Landfill Saugus, Massachusetts

Prepared for:

June, 2008

Prepared by:

11 Northeastern Boulevard

Salem, NH 03079-1953

Project 119504

N:\projects\119504\2008\VF FEP Docs\Sum Rpt Appendix B Cvr Stab i

Table of Contents________________________________________________

List of Tables .................................................................................................................................................. i 1.0 Introduction ..................................................................................................................................... 1-1 2.0 Basis and Approach........................................................................................................................ 2-1

2.1 Final Cover Design ............................................................................................................... 2-1 2.2 General Approach to Analysis .............................................................................................. 2-2

3.0 Drainage Layer Evaluation.............................................................................................................. 3-1 4.0 Infinite Slope Stability Analysis ....................................................................................................... 4-1 5.0 References ..................................................................................................................................... 5-1

List of Tables ___________________________________________________

Table 1 Drainage Layer Calculations – Geocomposite Transmissivity Table 2 Infinite Slope Stability Calculations

N:\projects\119504\2008\VF FEP Docs\Sum Rpt Appendix B Cvr Stab 1-1

1.0 Introduction

Refuse Energy Systems Company (RESCO), now known as Wheelabrator Saugus, J.V. (Wheelabrator), owns and operates a waste-to-energy plant and the adjacent ash residue disposal site, known as the Saugus RESCO Landfill (Landfill), in Saugus, Massachusetts. The Landfill accepts municipal solid waste (MSW) ash residue from the waste-to-energy plant located adjacent to the Landfill. The currently approved final grading plan for the Landfill consists of a ridge and valley configuration with a maximum elevation of 50 feet mean sea level (MSL) along the ridges. In all, there are five valley lines and six ridge lines. In addition, the Landfill consists of five phases, I through V. Phases I and II have been filled to the currently approved final grading, and Phases III, IV, and V are currently uncapped and either active or dormant covered with a layer of intermediate cover.

In accordance with the 2008 Revisions to the Final Engineering Plan (2008 FEP), additional ash residue will be placed within the areas between ridges by flattening the cross-slope (this is referred to as the “valley fill”). The minimum cross-slope will be decreased from a five percent to a two percent slope, with a maximum side slope of three horizontal to one vertical immediately adjacent to the valley line and in the perimeter areas. The slope along the length of the valley lines will be maintained at one percent. The maximum Landfill elevation will remain at 50 feet MSL.

This report presents the results of analyses performed by Shaw Environmental, Inc. (Shaw) to evaluate the stability of the final cover and to calculate the shear strength requirement of the cover materials.


2.0 Basis and Approach

2.1 Final Cover Design The surficial stability analysis is based on the details of the final cover design and the final slope steepness. The final cover system that will be constructed during closure of Phases III, IV, and V of the Landfill consists of four layers as follows, in ascending order:

• Subgrade Layer - Prior to the placement of the impermeable layer, the subgrade will be constructed in accordance with the FEP using ash residue or earthen materials. In accordance with the Consent Order, this minimum six-inch layer with a minimum permeability of 1 x 10-3 cm/sec will provide adequate structural support for the final cover and be free of materials which may damage or abrade the barrier layer. This layer serves the dual purposes of geomembrane bedding and venting small quantities of landfill gas to the perforated PVC gas collection and venting pipes.

• Impermeable Layer - The low permeability barrier layer will consist of a textured 40 mil high density polyethylene (HDPE) flexible membrane liner. The Consent Order allows use of a synthetic membrane as an alternative to 18 inches of low permeability (less than or equal to 1 x 10-7 cm/sec) earthen materials.

• Drainage Layer - The drainage layer of the final cover system will consist of a geocomposite drainage net that meets a transmissivity of greater than or equal to 4 x 10-3 m2/sec. The Consent Order stipulates that this layer: 1) be of sufficient thickness and hydraulic conductivity or capacity to drain the immediate and upgradient areas of the Landfill, and 2) have a hydraulic conductivity equal to 1 x 10-3 cm/sec. The geocomposite net will provide the required subsurface drainage and prevent hydraulic head buildup.

• Contingency Cap Drains – as a contingency measure to enhance subsurface drainage and slope stability, 12-inch slotted oblong corrugated polyethylene pipe cap drains will be installed on the geocomposite drainage layer and spaced across the slope every 100 horizontal feet of the two percent slopes. This will limit the build-up of vertical head to two feet to ensure cover stability.

• Vegetative Support Layer - The vegetative support layer will consist of 12 inches of a low permeability Soils Suitable to Support Vegetation (SSSV), with a hydraulic conductivity of 1 x 10-6 cm/sec or less, overlain by six inches of SSSV with a minimum organic content of nine percent. The vegetative support layer, in combination with the drainage layer, will be a minimum of 18 inches thick, in accordance with the Consent Order. The vegetative support layer will sustain a vegetative cover compatible with the area setting, having a shallow root system and capable of self-revegetation. The installed hydraulic conductivity of the 12-inch layer of low permeability soil is ten times less than the design calculation requirements to allow for long-term weathering changes to the soil matrix.


The final cover design is illustrated in the Closure and Post-Closure Plan, Drawing No. 3. Technical Specifications for materials and closure activities are included in the Closure and Post-Closure Plan, Appendix A.

2.2 General Approach to Analysis Final cover stability is a function of the shear strength of the soils and geosynthetics and the driving slippage due to gravity forces combined with drainage head. This surficial stability analysis examines the interface strength of the final cover materials layering with respect to subsurface drainage efficiency and slope steepness. As the saturated depth in the soil increases over the liner, stability decreases. For steeper slopes, a relevant design criterion is that the saturated depth is less than the thickness of the drainage layer. This criterion is achieved by establishing a balance of infiltration rate, the hydraulic conductively of the drainage layer, the thickness of the drainage layer, the flow length to discharge, and the slope angle. Once the appropriate design balance has been achieved, the interface shear strength requirements of the final cover materials are calculated. The results are incorporated into the Technical Specifications to assure final cover stability.


3.0 Drainage Layer Evaluation

The drainage layer for the final cover of the Landfill will be a geocomposite drain. For long uniform slopes, drainage in the drainage layer is calculated by Darcy's Law, Q= kia, where:

Q = flow (cubic feet/second, gallons/minute, liters/second, etc.)

k = the hydraulic conductivity (centimeter/sec, cubic meters/sec/ square meter, feet/day, etc.)

i = the slope gradient (percent)

a = the cross-sectional flow area (square feet, square centimeters, etc.)

The thickness of the geocomposite drain is approximately 0.028 feet. This is the maximum head on the liner if the of the geocomposite capacity is not exceeded. The hydraulic capacity of a geocomposite drain is described in terms of transmissivity at a particular gradient. Geocomposite transmissivity is typically tested at gradients of 0.1 and 0.33. Transmissivity decreases as the gradient increases, due to increase turbulence in the flow; however, overall flow capacity increases with increased gradient. Darcy's Law can be modified by combining the thickness and hydraulic conductivity into terms of the transmissivity of the layer.

The Landfill slopes are designed at a minimum of two percent and a maximum of 33 percent. The variables are the infiltration rate per unit area over the flow length per unit width and the geocomposite transmissivity. The infiltration rate will be controlled by the permeability of the overlying soil. The flow length is controlled by providing periodic cap drain discharge locations (if needed), and the geocomposite transmissivity is determined by testing and then reduced by several reduction factors and a drainage factor of safety.

The formula for allowable geocomposite transmissivity, as defined by GRI-GC8 is:

qallow = q100*[1/(FRCR*RFCC*RFBC)], where

qallow = allowable flow rate which specifies the minimum geocomposite transmissivity properties with no Drainage Factor of Safety

q100 = initial flow rate determined under simulated conditions for 100-hour duration. For design purposes, q100 is the test value of the geocomposite under design loading (x2) and design burial conditions. It adequately reflects intrusion of the geotextile and soil material into the geocomposite, and therefore includes RFIN.


RFCR = reduction factor for creep to account for long-term behavior

RFCC = reduction factor for chemical clogging

RFBC = reduction factor for biological clogging

RFIN = reduction factor for intrusion

The Factor of Safety for Drainage (FSD) is an arbitrary value relative to the critical issues with final cover failure. An FSD equal to 2 to 3 is cited (Giroud 2006) as sufficient. GSE suggests an FSD equal to 2 (GSE 2007).

The range of reduction factors for final cover geocomposite and the development of the Total Adjustment Factor are as follows:

Factor Low High Choice Reference RFCR = 1.1 1.1 1.1 GSE 2007 RFCC = 1 1.2 1.2 GRI-GC8 2001 RFBC = 1.2 3.5 2 GRI-GC8 2001 RFTotal = 1.32 4.62 2.64 Use in Table 1 FSD 2 3 2 Giroud 2006 & GSE 2007 Total Adjustment Factor

2.64 13.86 5.28 Use in Table 1

Most manufacturers' literature test specifications use ASTM D-4716 versus GRI-GC8. ASTM D-4716 is typically a 15 minute test with the sample sandwiched between two steel plates. It therefore does not reflect geotextile intrusion into the geonet core caused by softer soil adjacent to the geocomposite under field installation conditions. Intrusion then must be accounted for by the Intrusion Reduction Factor RFIN.

Low High Choice Reference RFIN = 1.3 1.5 NA Giroud 2006

RFIN = 1 1 1 When test includes intrusion per to GRI-GC8


The higher RF values were mostly selected to be conservative. The highest value of biological clogging was not used due to the planned use of low permeability soils versus using sand against the geocomposite. The lower FSD value was used since the slope is non critically steep.

Table 1 presents the drainage layer calculations and results using the various reduction factors and safety factors. Based on the final cover design for the Landfill, the design drainage layer flows at two percent top slopes and 3:1 H:V side slopes are compared to the comparable flow capacities of a commercially available geocomposite product (e.g., Tenflow 7100-2©). For the top slopes, 59 percent of the rated flow capacity of the geocomposite is utilized. For the side slopes, 4 percent of the rated flow capacity is used. Thus, the commercially available products provide adequate geocomposite flow capacity. These calculations are based upon an SSSV layer hydraulic conductivity of 1 x 10-5 cm/sec. The specification requires that the lowest 12 inches of SSSV be installed with a minimum hydraulic conductivity of 1 x 10-6 cm/sec to account for long-term weathering of the soil matrix.


4.0 Infinite Slope Stability Analysis

Final cover stability is a function of the shear strength of the soils and geosynthetics and the driving slippage due to gravity forces combined with drainage head. The shear strength of these materials is the combined strength of friction and cohesion. Often, soil cohesion is neglected as a factor in conservative design approaches. However, it may be considered in final field approval of materials, if necessary.

An infinite slope method was used to determine the stability of final cover soils because the geometry of a landfill cap is a uniform layering of materials on a long planar surface. This commonly used design evaluation method is conservative where it neglects any potential buttressing effects at the toe of slope.

Two minimum shear strengths are typically specified; one for peak shear strength and one for residual shear strength. Acceptable factors of safety (FS) against failure of 1.5 and 1.3, respectively, are commonly applied to cap designs. Failure is assumed to occur when FS is equal to or less than 1.0. This calculation is independent of the any safety or reduction factors used in the transmissivity calculations. More important is that all the cap drainage can be transmitted within the thickness of the geocomposite.

Final cover stability calculations are presented in Table 2. Based on these calculations, a minimum interface shear strength between geosynthetic materials has been determined and incorporated into the relevant Technical Specifications. If the specified interface strength cannot be achieved in pre-construction confirmatory testing, then a sand drainage layer will be used. This might only be an issue on the 3:1 H:V side slopes. If cohesion is a significant factor in the testing, then that may be considered in the stability calculations at that time.


5.0 References

GSE. The GSE Drainage Design Manual, Second Addition, June 2007, pg 4-14, 16

GRI. GRI-GC8, Determination of the Allowable Flow Rate of a Drainage Geocomposite, Original: April 17, 2001

Giroud, J.P. Design of Geosynthetic Drainage Systems in Landfills, January 2006 (Seminar)

TTaabblleess

TOP DOWN Landfill Cap Units Top Slopes @ 2% Side Slopes @ 33%Topsoil Layers (SSSV) Topsoil TopsoilTopsoil Thickness (d) ft 0.50 0.50 Topsoil Hydraulic Conductivity cm/sec 1.0E-04 1.0E-04Saturated Depth (h) ft 0.50 0.50 Gradient (vertical i = h/d) ft 1.0 1.0 Maximum Percolation Rate ( i =1) in/hr 0.142 0.142I = Infiltration or Percolation Inflow cf/hr/sf 0.0118 0.0118Restrictive Layer (SSSV) Till/ SSSV Till/ SSSVRestrictive Layer Soil Thickness ft 1.00 1.00 Soil Hydraulic Conductivity cm/sec 1.0E-05 1.0E-05Saturated Depth (h) ft - - Gradient (vertical i = h/d) unitless 1.50 1.50 Maximum Percolation Rate ( i =1) in/hr 0.021 0.021I = Infiltration or Percolation Inflow cf/hr/sf 0.0018 0.0018Drainage Layer Material Geocomposite GeocompositeInfiltration Rate (min. from above) cf/hr/sf 0.0018 0.0018Design Max Flow Length to Discharge ft 340 200Design Drainage Layer Flow cf/hr/ft 0.60 0.35 Design Drainage Layer Flow [Compare] m3/sec/m 1.55E-05 9.14E-06

Transmissivity Adjustments Geocomposite GeocompositeTotal Reduction Factor, RFtotal (see text) unitless 2.64 2.64Drainage Safety Factor, FSd unitless 2.0 2.0 Combined Adjustment Factor unitless 5.28 5.28s = slope, horizontal : vertical H:V 50.0 3.0b = slope angle degrees 1.1 18.4i = slope gradient % 2% 33%

Comparison to ProductsTenflow 7100-2 Double-Sided Geocomposite - Manufacturer's LiteratureGeocomposite Transmissivity Data (per GRI-GC8) m2/sec 7.00E-03 4.00E-03Intrusion Reduction Factor, RFIN (per GRI-GC8) unitless 1.00 1.00 Combined Adjustment Factor unitless 5.28 5.28 Slope and All Adjustment RFs unitless 264.0 15.8 Adj. Flow Capacity of Geocomposite [Compare] m2/sec 2.65E-05 2.53E-04Required % of Adj. Flow Capacity % 59% 4%Max Drainage Length at 100% Capacity ft 580 5,523

Table 1

Saugus RESCO LandfillDrainage Layer Calculations - Geocomposite Transmissivity

Parameters Labels/Formula Units Top SlopesSide Slopes

Peak

pResidual w

Geommbrane

Slope, horzizontal : vertical S ft/ft 50.0 3.0 3.0Slope angle B degrees 1.1 18.4 18.4Slope in percent % 2% 33% 33%Normal to vertical slope adj. factor Adj 1.000 1.054 1.054Soil thickness normal to the slope Hn ft 1.50 1.50 1.50Vertical thickness of soil Tv = Hn*Adj ft 1.50 1.58 1.58Unit dry weight of soil Gs lbs/cf 120 120 120Vertical Dry weight of soil block Ws = Gs*Tv lbs 180 190 190 Normal depth of sat. soil (ave) Xn ft 0.028 0.028 0.028Vertical height of water column Hv = Adj*Xn ft 0.03 0.03 0.03Unit weight of water Gw lbs/cf 62.4 62.4 62.4Vertical Weight of Water Gwv lbs 1.7 1.8 1.8 Total Vertical Weight lbs 182 192 192Total Driving Force DF = Ws*SIN(b) lbs/sf 3.6 60.6 60.6

Resisting ForceMinimum Factor of Safety against sliding FS 1.50 1.50 1.30Normal soil force Ns = Ws*cos b lbs/sf 180 180 180Pore water pressure U = Gw*Hv lbs/sf 1.7 1.8 1.8 Net normal forces N = Ns-U lbs/sf 178 178 178Cohesion C lbs/sf 0.0 0.0 0.0Min. interface friction angle between geocomposite and geomembrane A' degrees 1.8 27.0 23.9Resisting friction force Frf=TAN(A')*N lbs/sf 5.5 90.9 78.8 Resiting Force, total RF = Frf + C lbs/sf 5.5 90.9 78.8

Factor of Safety FS = DF/RF 1.50 1.50 1.30

Table 2

Saugus RESCO LandfillInfinite Slope Stability Calculations

Documents

Appendix A Settlement and Slope Stability Analyses Final...N:\projects\119504\2008\VF FEP Docs\Global Stability 3-1 3.0 Settlement Analysis 3.1 General The purpose of the settlement