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Evaluation of two seismic design methods for segmental geosynthetic reinforced soil retaining walls

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Title:
Evaluation of two seismic design methods for segmental geosynthetic reinforced soil retaining walls
Creator:
Dodd, Gene
Place of Publication:
Denver, CO
Publisher:
University of Colorado Denver
Publication Date:
Language:
English
Physical Description:
viii, 392 leaves : ; 28 cm

Subjects

Subjects / Keywords:
Earthquake resistant design ( lcsh )
Retaining walls ( lcsh )
Geosynthetics ( lcsh )
Genre:
bibliography ( marcgt )
theses ( marcgt )
non-fiction ( marcgt )

Notes

Bibliography:
Includes bibliographical references (leaves 391-392).
Thesis:
Civil engineering
General Note:
Department of Civil Engineering
Statement of Responsibility:
by Gene Dodd.

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Source Institution:
|University of Colorado Denver
Holding Location:
|Auraria Library
Rights Management:
All applicable rights reserved by the source institution and holding location.
Resource Identifier:
57662156 ( OCLC )
ocm57662156
Classification:
LD1190.E53 2004m D62 ( lcc )

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EVALUATION OF TWO SEISMIC DESIGN METHODS FOR SEGMENTAL GEOSYNIHETIC REINFORCED SOIL RETAINING WALLS by Gene Dodd B.S., University of Colorado at Denver, 1992 A thesis submitted to the University of Colorado at Denver as partial fulfillment of the requirements for the degree of Master of Science Civil Engineeri!lg 2004

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This thesis for the Master of Science degree by Gene Dodd has been approved by : d( Bnan T. Bra y 5-26-03 Date

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Dodd, Gene (M.S., Civil Engineering) Evaluation of Two Seismic Design Methods for Segmental Geosynthetic Reinforced Soil Retaining Walls Thesis directed by Professor Jonathan T. Wu ABSTRACf Seismic design bas increasingly become an important part of Geosynthetic Reinforced Soil (GRS) design as these structures gain popularity in active seismic areas, and as codes and standards are updated to provide increased safety. The two most popular design methods: the American Association of State Highway and Transportation Officials (AASHTO) method, and the National Concrete Masonry Association (NCMA) method are the most published methods. Unfortunately, the AASHTO/FHW A method is mandated for public transportation facilities on most public funded projects, which provides little incentive to investigate other methods. This study was undertaken to provide some comparative information as to the design results between the AASHTOIFHW A and NCMA seismic design methods under a variety of conditions. The subject matter is limited to designs using the AASHTO/FHW A, NCMA, and deformation analysis design methods. Deformation analysis in this study is performed mainly to check the results of the limit equilibrium methods at larger accelerations. Some discussion is provided about documented post seismic event GRS structure performance. As both methods use the same external method of analysis, only the internal design procedure of each method is addressed in this study. Internal calculations are applied to one typical cross-section using both methods while varying internal design parameters. The effects of each design parameter change are discussed and factors that commonly control over both design methods are isolated. ?tis accurately represents the content of the thesis. I recommend Its publica!KlD. S1gned (} Jo T. Wu iii

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CONfENTS Figures ......................................................................................................................... vi Tables ............................................................................................................... viii Chapter 1. Introduction ............................................................................................................... 1 1.1 Problem Stateinent .................................................................................................. 1 1.2 Objectives ................................................................................................................ 2 1.3 Method of Research ................................................................................................ 2 2. Literature Review ...................................................................................................... 4 2.1 General Internal Design Methodology ............................................................ 4 2.2 The AASHTO Design Method ....................................................................... 6 2.3 The NCMA Design Method ........................................................................... 8 2.4 GRS Design PerforD1allce ............................................................................ 11 3. The Design Model for Comparison of the AASHTOIFHWA and NCMA Methods ......................................................................................................... 13 3.1 Background ........................................................................................................... 13 3.2 Description ............................................................................................................ 13 4. Resuhs and Discussion of Resuhs .......................................................................... 16 4.1 General .................................................................................................................. 16 4.2 The Effects of Wall Height on Inertial Force ....................................................... 17 iv

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4.3 The Effects ofSoil Parameters on Inertial Force ................................................. .l9 4.4 The Effects ofHoriZDntal Acceleration Coefficient on Inertial Force ................. 20 4.5 The Distribution oflnertial Force to Reinforcement Loads ................................. 20 4.6 Displacement Analysis ................................................................................. 34 5. Sununary and Conclusions ..................................................................................... 35 5.1 SumiDarY ............................................................................................................... 35 5.2 Conclusions ........................................................................................................... 36 Appendix A. AASHTO Method Design Data. 3.0-meter Wall Height ................................ 38 B. NCMA Method Design Data, 3.0-meter Wall Height ......................................... I 01 C. AASHTO Method Design Data, 4.6-meter Wall Height ..................................... l68 D. NCMA Method Design Data, 4.6-meter Wall Height ......................................... 227 E. AASHTO Method Design Data. 6.0-meter Wall Height .............................. 286 F. NCMA Method Design Data. 6.0-meter Wall Height ................................... 338 References ................................................................................................................. 391 v

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FlGURES Figure 2.1 Assumed failure plane by NCMA Method ..................................................... 9 3.1 Typical design cross-section ........................................................................ 14 4.1 Effects of wall height and horizontal acceleration on inertial force ............... 18 4.2 Effects of reinforced soil type and horizontal acceleration on inertial force for a 4.6-llleter high wall .............................................................................. 19 4.3 Reinforcement load at depth z, H = 3.0 m, y = 18.8 kN/m3 cj> = 30 .............. 22 4.4 Reinforcement load at depth z, H = 3.0 m, y = 20.0 kN/m3 + = 35 .............. 23 4.5 Reinforcement load at depth z, H = 3.0 m, y = 22.0 kN/m3 + = 40 .............. 24 4.6 Reinforcement load at depth z, H = 4.6 m, y = 18.8 kN/m3 + = 30 .............. 25 4.7 Reinforcement load at depth z, H = 4.6 m, y = 20.0 kN/m3 + = 35 .............. 26 4.8 Reinforcement load at depth z, H = 4.6 m, y = 22.0 kN/m3 cj> = 40 .............. 27 4.9 Reinforcement load at depth z, H = 6.0 m, y = 18.8 kN/m3 + = 30 .............. 28 4.10 Reinforcement load at depth z, H = 6.0 m, y = 20.0 kN/m3 + = 35 ............ 29 4.11 Reinforcement load at depth z, H = 6.0 m, y = 22.0 kN/m3 + = 40 ............ 30 4.12 Horizontal acceleration coefficient and minimum reinforcement layers, H =3.0 m ................................................................................................... 31 4.13 Horizontal acceleration coefficient and minimum reinforcement layers, H =4.6 m ...................................................... ............................................. 32 vi

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4.14 Horizontal acceleration coefficient and minimum reinforcement layers, H=6.0m ............................................................................................................ 33 VII

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TABLES Table 2.1 Safety factor requirements ............................................................................. 4 3.1 GRS design parameters ................................................................................ 15 4.1 Tabulation of failed designs ......................................................................... 16 viii

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1. Introduction 1.1 Problem Statement Geosynthetic Reinforced Soil (GRS) walls with segmental facing have gained increasing popularity in recent years. It is estimated that over 700,000 square meters ofwalls have been constructed in the United States in the past 10 years. Over half of those were constructed for transportation related facilities. Seismic design of these structures is a relatively new practice. Seismic design of GRS structures is similar to "conventional" gravity type retaining walls ahhough GRS walls address both external and internal stability in the design methodology. External stability is typically evaluated using the well-established Mononobe-Okabe pseudo-static approach, (Mononobe 1926; Okabe 1926), which is an extension of Coulomb analysis. For internal stability, the most popular design methods today use the ''tie back wedge" analysis. This is mainly because two highly published organizations have been able to provide seismic design methods where before none existed. The ''tie-back wedge" approach establishes several conditions that must be satisfied before adequate stability is achieved. The reinforcement must be sized to sufficient length to prevent pullout, the reinforcement must be of sufficient strength to prevent rupture, the connection strength at the wall facing must be sufficient to resist rupture and pullout, a sufficient number of reinforcement layers must be provided to prevent bulging cfthe facing, and a sufficient number of reinforcement layers must be provided to prevent toppling of the modular facing units. The current practice for the design of GRS using the ''tied-back wedge" approach is provided through two published manuals, the National Concrete Masonry Association (NCMA), the seismic supplement to their design procedure (Bathurst 1998), and the Federal Highway Administration (FHWA) manual (Elias and Christopher 1996) also utilized by the American Association of State Highway and Transportation Officials (AASHTO). Ahhough each ofthe methods described utilizes different assumptions for the determination of static and dynamic forces at the facing of the wall, only a limited amount of information exists for evaluating these methods under a variety of conditions. The importance of this study is to provide designers with information about the results provided by the AASHTO/FHWA and NCMA seismic design methods for a variety of conditions applied to segmental geosynthetic reinforced soil structures.

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1.2 Objectives The objectives of this study are two-folds. The first objective is to evaluate the differences in internal design methodology between the NCMA method and the AASHTO/FHW A methods, and the second objective is to evaluate the effects of earthquake acceleration, structure height, and reinforced soil parameters for both design methods. Most external GRS design methodologies utilize the well-established Mononobe Okabe pseudo-static approach, (Mononobe 1926; Okabe 1926), which is an extension of Coulomb analysis. Minor variations have been applied to this methodology over the years only to result in insignificant differences. Therefore, external analysis is not addressed in this study. 1.3 Method of Research To evaluate differences in internal design methodology between the AASHTO/FHWA and NCMA design methods, a thorough examination oftheir respective design manuals was performed to gain basic understanding of the design theory and assumptions. A consistent design model was created which would be applied to both methods. Therefore, comparable resuhs would be obtained in the study. For example, the AASHTOIFHWA method does not propose a specific design method for segmental wall facings. The NCMA method was adapted to the AASHTO/FHWA method to provide consistency. To minimize human error, due to procedural inconsistencies and repetitive miscalculations, a spreadsheet for each method was developed. Both spreadsheets were checked using known design examples provided by AASHTO/FHW A and NCMA. An independent design is created for each parameter change desired. The parameter change was consistently applied to both design methods. Therefore, a database was created that consists of comparable designs without either design having an advantage over the other. Each individual wall design utilized the same facing unit, foundation soil parameters, and retained soil parameters. Other parameters such as wall height, reinforced soil parameters, and horizontal ground accelerations were changed, in unison between the design methods, to evaluate their effects. Each wall design was created utilizing the minimum number of reinforcements while meeting the minimum safety factors required by NCMA and AASHTO/FHWA design criteria. These criteria are connection strength, interface sliding, toppling of the 2

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facing, pullout resistance,. and reinforcement strength. If minimum design criteria could not be met for all parameters in a particular wall design, that particular wall design was rejected in the study. The designs of both methods were reviewed and compared for each parameter change to determine any one factor that might have a controlling effect on the process. Therefore, a process is established that isolates the most critical design elements. 3

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2. Literature Review 2.1 General Internal Design Methodology Both the AASHTO/FHW A and NCMA design methodologies assume an active failure wedge develops behind the wall facing at some angle a from the horizontal at the heel ofthe wall facing. This occurs due to a combination of active pressure and seismic inertial forces applied to the wall facing and the reinforced soil mass. Forces acting on the failure wedge cause the facing to rotate outward, allowing the failure wedge to move down in relation to the wall, which applies additional forces at the facing. Resistance to destabilizing forces is provided by multiple layers of reinforcement embedded beyond the failure wedge, Hence the term ''tied back" wedge. Limit equilibrium analysis is performed at each reinforcement layer to equate resistance and horizontal forces with safety factors, thus ensuring proper safety margins. Only two independent safety factors, reinforcement strength and pullout, are determined using this method of analysis, five additional critical safety factors for seismic design must be obtained to achieve proper results: pullout capacity, reinforcement rupture, interface sliding (bulging) ofthe wall facing, connection strength at the wall face, and toppling of the segmental wall facing units. Table 2.1 provides the dynamic internal design safety factors required by both design methodologies. T bl 2 1 S fi Failure :\C,I:-\ :\AS liTO Requirement Requirement Tensile over-stress 1.0 1.0 Pullout 1.1 1.1 Internal Sliding 1.1 N/A Shear (bulging) 1.1 N/A Connection strength 1.1 1.2 Local Overturning 1.1 N/A Crest Toppling 1.1 N/A AASHTO does not recommend a specific wall facing design procedure but indicates wall facing must be properly designed. The NCMA design method provides for a facing design specifically for the use of segmental units. The NCMA facing design method assumes frictional connections are all that exist between the wall face and 4

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the reinforced soil mass. The NCMA facing design method could be modified for other types of connections and can easily be adapted to the AASHTO method. Some aspects ofthis design method are provided in the following discussion. Connection strength is determined by equating the separation resistance capacity of the connection T ci. to the load in each reinforcement layer multiplied by a safety factor. Equation 2.1 below is used for this calculation. (2.1) In Equation 2.1, the quantity Ocs is the minimum peak connection strength, and Acs is the interface friction angle. NCMA Test Method SRWU-1 is used to determine both values. The value !::t.Wh(zJ is the weight of the facing above a particular wall facing connection Equation 2.2 is similar to Equation 2.1 and is used for the calculation of interface friction capacity V u Interface shear or bulging occurs as unbalanced forces from the inertial forces ofthe facing and the reinforced soil mass less the anchorage forces from reinforcement are applied to the back of the facing column. These forces are typically applied at horizontal planes where joints occur within the facing column Equation 2.3 below is used to calculate the unbalanced force. (2.2) In Equation 2.2, the value au is the minimum peak interface frictional strength and A.u is the interface friction angle. NCMA Test Method SRWU-1 is also used to determine these values. N S;(z;)= A,.!::t.Wh(z;}+ P;r(z;}-Lf; (2.3) 1+1 In Equation 2.3, !::t.Wh(zJ is the weight of the wall facing above the point of calculation, Am is the calculated average horizontal seismic coefficient, Pir(Zi) is the inertial force from the failure wedge applied above the point of calculation, and r.F; is the sum of the reinforcement loads above the point of calculation. Toppling may occur as static and dynamic forces cause an outward moment Mo about the toe at any facing unit of the facing column above that unit. This moment is resisted by the moment Mr from the weight ofthe facing column about the heel of the unit in question and the moments from connections to the facing above the unit in question. Both Equations 2.1 and 2.2 are subject to hinge height requirements. The AASHTO and NCMA methods address the issue of hinge height in their respective designs. 5

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Hinge height is the maximum height which segmental units may be stacked at wall batter co without toppling. The maximum hinge height is also that which is considered to apply the full weight of the segmental units on lower units. This criteria limits the vertical column weight on the lower unit based on the batter of the wall facing. Without this definition the magnitude at shear interfaces, as used in calculating the facing could be drastically overestimated. Both design methods herein do not address wall deformations and therefore recommend that a displacement analysis be performed for horizontal accelerations in excess of 0.29g. This limitation is based on AASHTO guidelines of gravity structures, where a gravity structure is required to tolerate 75 mm of lateral movement. The magnitude of the maximum allowed acceleration was determined with equation 2.4. o=254A (2.4) where: o is the lateral movement in millimeters and A is the acceleration coefficient. The value Am is used in place of the seismic coefficient A in both the AASHTO and NCMA methods based on finite element models by Segrestin and Bastick (1988) where: Am= (1.45 -A)A (2.5) A is the seismic coefficient determined by calculation or local codes. This study suggests that the average acceleration Am in the reinforced soil mass is equal to or greater than the base acceleration of the wall. For acceleration coefficients greater than 0.45, Am =A. 2.2 The AASHTO Design Method The AASHTO design methodology as referred to in this study was obtained from FHW A publication No. FHW A-SA-96-071, Mechanically Stabilized Earth Walls and Reiriforced Soil Slopes Design and Construction Guidelines (Elias and Christopher 1997). The AASHTO design methodology assumes Rankine conditions, where the plane above the wall is assumed to be horizontal, and the wall facing is assumed near vertical. The reinforced soil mass is in a state of limit equilibrium where every point in the soil mass experiences the same strain. The design methodology assumes lateral movement of the wall facing occurs as a result of active static conditions and dynamic forces applied by the active failure wedge during an earthquake. Under these conditions a failed wedge is assumed to develop within the reinforced soil mass between the wall facing and an assumed failure 6

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surface. The failure surface theoretically occurs at an angle ai from the heel of the wall facing toward the surface behind the wall. and is determined by Equation 2.6 In Equation 2.6, cjl is equal to the internal friction angle of the reinforced soil. For the Rankine analysis, the active earth pressure coefficient KA is calculated according to Equation 2. 7. (2.6) (2.7) Again in the above expression, cjl is the internal friction angle of the reinforced soil mass. Tensile forces develop in each reinforcement level as the failure wedge shifts downward in relation to the wall facing. The AASHTO methodology estimates the resisting forces in each reinforcing layer by adding the forces resulting from static active earth pressure, distributed inertial force resulting from the seismic coefficient applied to the weight of the failure wedge, and the inertial force due to the wall facing. The seismic inertial force resuhing from the active failure wedge and the wall facing is distributed to each reinforcement layer by applying a ratio of the reinforcement embedment lengths. The ratio consists of the embedment length beyond the failure surface of each reinforcement layer divided by the sum of the reinforcement embedment lengths beyond the failure surface. This typically resuhs in an increasing distribution of the dynamic increment from the top of the wall downward. Each reinforcement layer must be embedded beyond the failure surface an adequate distance to prevent pullout of the reinforcement. The pullout resistance is estimated using the following equation: (2.8) Where: T pullout = Maximum pullout resistance. 7

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a= Scale correction factor for non-linear stress reduction of extensible reinforcements in the embedment zone. This is determined from full-scale pull out testing, and depends primarily on strain softening of the compacted granular backfill. C = 2 for strip, grid, and sheet type reinforcement. y Zp = Overburden pressure including distributed dead load surcharges. F.= Pullout resistance factor developed from full-scale pullout tests. In absence of testing, for all geogrid, it is taken as 0.8 tan + Rc = Coverage Ratio, I for continuous reinforcements. Turns discrete reinforcement into force per unit width. AASHTO recommends the pullout resistance developed in Equation 2.8 is reduced 20 percent for seismic designs. This is based on cyclic loading tests performed by FHWA 2.3 The NCMA Design Method The NCMA design methodology as referred to in this study was obtained from NCMA publication No. TR 160, Segmental Retaining Walls-Seismic Design Manual (Bathurst 1998). The NCMA design methodology is far more complex and difficuh to use in comparison to AASHTO. The NCMA methodology is based on the Coulomb theory. The Coulomb theory does not assume every point within the soil mass is in a state of limiting equilibrium. The assumption is that the state of limiting equilibrium occurs along a single failure plane. The Coulomb theory also takes into consideration the forces acting between the wall facing and the reinforced soil mass. As with the AASHTO method, static and dynamic forces cause the facing to rotate away from the reinforced soil mass, and a failure wedge is assumed to develop between the wall facing and the assumed failure plane within the reinforced soil mass. The angle aAE ofthe failure plane as determined by NCMA uses a more complex expression: ( 2.9) 8

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where: a= tan(f/J-8p) (2.10) b= 1 (2.11) tan(; 8 + m) c = tan(b" +8-m) (2.12) d = .Ja(a+bXbc+1) (2.13) e = 1 +c(a+b) (2.14) 8 = tan-1(A,) (2.15) Figure 2.1 Assumed failure plane by NCMA Method Figure 2.1 illustrates a general description for the parameters used in Equations 2. 9 through 2.15. The parameter o is the 100bilized interface friction angle between the wall facing and the reinforced soil mass, and 8 is the seismic inertia angle (i.e. the direction of the inertial force). For the NCMA methodology, tensile forces are also assumed to develop in each reinforcement level as the failure wedge shifts downward in relation to the wall facing. The tensile forces are determined by 100deling the reinforcements as tie backs and integrating the static and dynamic earth pressures over a contributory area. This method is highly affected by the vertical spacing of the reinforcement. The tensile force is equal to the sum of the inertial force resulting from the wall facing, the static force resuhing from the active earth pressure, and the dynamic increment resulting from acceleration applied to the reinforced mass. The static active earth pressure coefficient KA is calculated as with the Coulomb analysis using Equation 2.16. 9

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(2.16) The dynamic earth pressure component is determined as follows: (2.17) The tenns in the above expression were noted earlier. The dynamic pressure increment for calculation of tensile forces in the reinforcement is deterlnined using the following expression: (2.18) In the NCMA methodology, the results ofthe distribution of the dynamic increase from the base of the wall upwards. Equation 2.19 is used to determine the dynamic component of the reinforcement load. (2.19) In Equation2.19, iS the dynamic component of the reinforcement load, is the distance from the wall crest to the middle ofthe contributory area, Sv; is the. contributory area of the wall face for a layer of reinforcement acted on by the dynamic pressure distribution, the horizontal COmponent of the dYnamic pressure increment an:d His the wall height. Each reinforcement layer must be embedded beyond the :firilure surfilce an adequate distance to prevent pullout of the reinforcement. The pullout resistance is estimated using Equation 2.20. (2.20) Where: 10

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La; = the anchorage length beyond the active failure wedge. C; = the coefficient of interaction for pullout as determined by full-scale pullout tests. crv; = the average overburden pressure over the anchorage zone. IPr =the internal friction angle of the reinforced soil. 2.4 GRS Design Post earthquake structure surveys have been performed after two recent events where the original wall designs utilized either the AASHTO/FHW A or NCMA methods. At 4:30 am on January 17, 1994, the greater Los Angeles area was subjected to a 6. 7 Magnitude quake. The epicenter of the earthquake was located in a suburb ofLos Angeles near Northridge. In the weeks that followed. several segmental structures were surveyed for damage. Most of the segmental structures surveyed were 4.6 meters and higher, and were located in Orange and Los Angeles Counties, II to 70 miles from the epicenter of the quake. The original design of each wall inspected consisted of Rankine assumptions and "tied-back wedge" analysis used at the time of development, typically Christopher et. al., 1989 and Simac, 1990. These were earlier variations incorporated into AASHTO/FHW A. Of the walls inspected, "half of the structure designs employed some type of rationale to account for earthquake loading" (Sandri 1994). Seismic data indicates the structures were subjected to horizontal accelerations between 0.1 g and 0.5g. It is estimated that the vertical acceleration exceeded 1.5+ times the horizontal acceleration. The examinations consisted ofvisual inspections of facing for cracking and deflection, defects in the embankments above and below the wall facing, and sliding of the mass. No evidence of interface shear. bulging, or connection failure appeared in any of the walls examined. The segmental walls closest to the epicenter showed some signs of tension cracking developing near the back of the reinforced zone. These appeared to be a resuh of damaged reinforcement from earlier construction activity. The structures located furthest from the epicenter did not show any signs of distress. On January 13, 2001, an earthquake of7.6 magnitude occurred off the coast ofEl Salvador, Central America. Accelerations were reported to be 0.3g horizontal and 0.15 g vertical. Two walls located in San Salvador were visually inspected for damage. The first wall was a Keystone Retaining Wall originally designed for 6.5 meters using the II

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NCMA design method. Connection to the segmental block facing was achieved through high-strength pins and friction between the blocks and the geosynthetic reinforcement. The maximum vertical spacing between each reinforcement layer was 1 meter. Later, the wall height was increased from the original constructed design using 1. 7 -meters of unreinforced block facing. In addition, a 1.8-meter high privacy fence was attached to the unreinforced block facing. During the earthquake the privacy fence toppled, taking the top courses of the unreinforced portion of the facing for a depth of 1.5 meters. Failure did not surpass the depth of the reinforced soil zone. There was no visual indication of other damage to the wall facing or other portions of the wall. The second wall was also a Keystone Retaining Wall designed using the NCMA method. The original design height of the wall was 4.4 meters. The maximum vertical spacing between reinforcement was 1 meter. The facing was embedded 0.4 meters. Some time after coru,"'truction the wall height was increased to approximately 5.4 meters, with a 1.8-meter high masonry privacy fence added. The length of the reinforcement was not changed from original; however additional reinforcement was added to a depth of0.8 below the finish grade. At a later date, a house was buih below the face of the wall and the embedment for the wall was removed. During the earthquake the privacy fence toppled and the wall mass displaced approximately 20 millimeters outward. The upper portion of the wall rotated outward approximately 450 millimeters from vertical. Observations indicate the upper portion of the wall failed due to damage of the reinforcement during the installation of a drainage system behind the wall. Translational failure occurred as a result of additional height to the wall without verification of minimum reinforcement length for sliding. Under dynamic conditions, the safety factor for sliding was reduced to 0.9 when the height of the wall was increased to 5.4 meters. The resuhs of both investigations indicate that the performance of both design methods is adequate for horizontal accelerations in the range of0.1g to 0.5g when the structures are constructed according to their design. In both investigations, failure occurred due to post design modifications of the wall without consideration of redesign, and damage due to post construction activities at the completed wall site. 12

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3. The Design Model for Comparison of the AASHTOIFHW A and NCMA Methods 3.1 Background This evaluation compares the AASHTO/FHW A and the NCMA design methodologies and the effects of design parameter changes using same design model. To appropriately compare both methods, variable parameters and design restrictions were applied to one GRS wall cross section. Therefore, legitimate comparisons were assured. The design cross-section chosen is of a wall with geogrid reinforcement and frictional facing connections typical of designed modular block walls used today. The soil parameters used for the reinforced soiL retained soil, and the foundation soils are typical of soils which are described as sihy sand, sandy gravels, and gravels. As discussed in chapter 2.4, both the AASHTO/FHW A and NCMA static design methodologies have been used for several years in commercial, residential, and highway design. Structures designed using the dynamic method have also been studied following resent strong earthquakes, El Salvador (Race and Cid 2001), Chi-Chi (Huang & Tatsuoka 2001), Northridge (Sandri 1994), Lorna Prieta (Collin, et. al 1992), and the Nisqually (Kramer & Paulsen 2001). Both design methodologies performed well when subjected to dynamic forces, however, little design and construction background was known, and most post seismic studies have not made serious comparisons of the performance of each methodology. 3.2 Description The design cross section used in this evaluation is shown in Figure 3.1. The cross section provided assumes level slope conditions above the wall and no additional surcharge loadings. All designs assume mat type geosynthetic reinforcement was used with modular block wall facing, and the structure was not subjected to hydrostatic pressures. The wall facing was battered 3 degrees and the following segmental unit facing parameters were used for each design: Segmental Concrete Unit Parameters Block height, Hw = 0.15 m Block width, Lw = 0.6 m Block unit weight, Yw = 18.85 kN/m3 13

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Connection Strength Parameters Minimum available peak connection strength, Clcs = 5.84 kN/m Apparent Peak interface friction angle, Acs = 30 Interface Shear Strength Parameters (Bulging) Minimum available interface shear strength, au= 5.84 kN/m Apparent Peak interface friction angle, Acs = 30 The following parameters were used for backfill and foundation soils in each design: Unit weight yr= Yb = 18.8 kN/m3 Internal friction angle = 30 Foundation soils in this study were assumed to provide adequate bearing capacity. H Figure 3.1 Typical design cross-section All designs were performed using external design parameters mentioned earlier, as well as the internal parameters in Table 3.1. The minimum number of reinforcement layers was determined for each design that would provide the minimum safety factors required by each method. External analysis was performed for each design to determine the minimum reinforcement length that would provide the minimum factor of safety for sliding. For example, 0.6H reinforcement length was used initially with NCMA designs and 0. 7H reinforcement length was used initially for AASHTO designs. If insufficient, the calculated value was adjusted to provide the minimum factor of safety for sliding. Reinforcement lengths were never allowed to be less than the length determined by the external design. 14

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Where: Yr = reinforced soil unit weight = reinforced angle of internal friction AASHTO requires the vertical spacing not to exceed the lesser oftwice the modular unit width, or 0.8 meters whichever is less. To accommodate the use of 0.15-meter high modular block units, the vertical spacing requirement was slightly adjusted to 0.9 meters. This parameter was applied to both methods. Both the AASHTO and NCMA methods recommend perfonning a displacement analysis on any design that exceeds a 0.29g horizontal acceleration. Several designs in this study were subjected to a horizontal acceleration of0.4g and 0.5g. Each design meeting the minimum design requirements of these higher accelerations were checked for displacement at the base and at each reinforcement level within the wall using the Newmark Double Integration Method (Newmark 1965), sliding block analysis. The displacement criterion limits displacement to 2 percent of block height for individual wall units and 75mm for basal sliding. 15

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4. Results and Discussion of Results 4.1 General Several wall designs were evaluated using the NCMA and AASHTO/FHWA design methods, while applying the design parameters from Table 3.1. A total of 126 separate designs were created, 63 for each design method. Minimum safety factor criteria were not achieved on 22 ofthe designs. Table 4.1 lists each design that failed meet the minimum design criteria, and describes the design parameters and mode of each failure. 16

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All NCMA walls designs subjected to O.Sg horiZontal accelerations did not meet the NCMA minimum design criteria for connection strength. NCMA designs also failed in connection strength if they were subjected to 0.4g horizontal acceleration and the respective wall height was 4.6 meters or higher, and if the respective wall height was 6.0 meters or higher and subjected to 0.29g horizontal acceleration. AASHTO/FHW A wall designs subjected to O.Sg horizontal acceleration only failed to meet minimum design criteria for connection strength when the respective wall height was 6.0 meters or higher, and if the respective wall height was 4.6 meters high and used soils in the reinforced mass with a unit weight of22 kN/m3 or more. Each failing design did not meet the minimum connection strength within the top three segmental unit heights. The factor of safety for connection strength is determined by dividing the values obtained using Equation 2.1, at any connection elevation, with the reinforcement load of the connection in question. As this evaluation utilized only one wall facing type for both the AASHTO/FHW A and NCMA methods, the variable factors controlling the design are within the calculation of the reinforcement load. The reinforcement loads are determined by combining the force attributable to the static active earth pressure, and the inertial forces attributable to the reinforced soil mass. As discussed in Chapter 2, the NCMA method is based on Coulomb analysis, and the AASHTO!FHW A method is based on the Rankine analysis. Static active earth pressures determined by the Coulomb analysis are slightly less than those determined by Rankine. Therefore, it does not stand to reason that the NCMA design resuhs to be more conservative than the AASHTO!FHW A method, as is illustrated by the failure modes in Table 4.1. Considering the failure modes and the fact that the same facing was used for both methods (wall facing is calculated in the inertial force), one can infer the major differences between the two design methods occur in the way the inertial force is calculated and distributed along the vertical face ofthe wall. 4.2 The Effects of Wall Height on Inertial Force Figure 4.1 illustrates how total inertial force on a vertical column wall facing varies with wall height as calculated by each design method using consistent soil characteristics ('Yr = 20kN/m3 clr = 35). Ifthe inertial force is calculated along a full height facing column, the following equations will resuh with each method: 1 2 NCMA: -y,!:J(dynHH + A,.yWHWII 2 (4.1) 17

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AASHTO/FHWA: y,H'[ra{ 45"-)]+rJlW. J (4.2) Where Yw is the segmental unit weight, His the wall height, Wu is the segmental unit width, Am is the average horizontal acceleration, Yr is the unit weight of the reinforced soil, and cllr is the internal friction angle of the reinforced soil. Through study of Equations 4.1 and 4.2, the inertial force in the reinforced soil zone is affected by the square of the wall height H, and the inertial force of the wall facing is affected proportionally by the wall height H. The result is a non proportional increase in the inertial force with increases in H. As both walls in this evaluation are using the same wall facing and the same wall heights, no difference will result between the two methods due to the effect of wall height. tl II: 0 ... -1 II: "' :s 120.0 .---------,----------,r------------, IOO.O +---,-----_+--------:-AA-:-:S::-::HT=o-=-A--c= O:-c-.1----r-l-------------1f----,"--------l NCMAA= 0.1 80.0 60.0 40.0 AASHTO A = 0.2 _,_ NCMAA= 02 _,._AASHTO A= 0.29 NCMA A= 0.29 0.0 +---------1--------____,f--------------1 30 4.6 6.0 WALL HEIGHT (m) Figure 4.1 Effects of wall height and horizontal acceleration on inertial force. 18

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4.3 The Effects of Soil Parameters on Inertial Force Figure 4.2 illustrates the effects of the soil parameters on the inertial force within the reinforced zone (i.e., soil unit weight and internal friction angle). The values shown in Figure 4.2 are those calculated at the back of the wall facing for a 4.6meter high wall using both the NCMA and AASHTO/FHWA methods. The values of unit weight and internal friction angle for the reinforced soil mass were varied as per Table 3.1. As is shown in Figure 4.2, values calculated using the NCMA and AASHTO/FHW A methods are essentially the same for smaller seismic coefficients. As with the wall height, the inertial force increases with the seismic coefficient. The general trend ofboth methods is a slight decrease with increasing unit weight and friction angle. As the seismic coefficient increases, inertial force values calculated using the NCMA method decrease more rapidly with an increasing soil friction angle. The rate of decrease calculated using the AASHTO/FHW A method appears to be unaffected by increases in the acceleration constant. Figure 4.2 illustrates the effects of unit weight. This is especially clear if one examines the AASHTO/FHWA method where the angle of the failure plane becomes larger with the reinforced soil friction angle. z "' 3 :. 10.0 70.0 60.0 ,0.0 ---------------'0.0 10.0 20.0 -AASHTO A I I ---NCMA A O I 10.0---AA'iHTO A I 2 ---NCMA A OZ -AASHTO A I U --&--NCM A A I Jt 18.11 20.0 22.0 SOIL UN IT W EIGIIT (tN11J Figure 4.2 Effects of reinforced soil type and horizontal acceleration on inertial force for a 4.6-meter high wall. 19

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The soil unit weight increases the weight of the failure wedge; however the volume decrease overshadows the effect of the unit weight increase. The area of the dynamic increment included in the NCMA method is a constant. However the friction angle included in the calculation of has a greater decreasing affect than the increasing affect of the unit weight. 4.4 The Effects of Horizontal Acceleration Coefficient on Inertial Force Figures 4.1 and 4.2 indicate that the effects ofthe horizontal acceleration coefficient on the inertial force are proportional to the change in the coefficient. Both the NCMA and AASHTO/FHW A methods are affected differently by the average horizontal acceleration coefficient Am. This is evident through study of Equation 4.2, but is less evident with Equation 4.1 as is a complex function. The average acceleration coefficient is directly applied to the weight of the AASHTO/FHW A failure wedge and facing to determine total inertial force, however the value of Am is reduced substantially in Equation 4.2 by the term tan(45-+/2). For the NCMA method the average acceleration coefficient is a component of the seismic inertia angle used to determine the dynamic earth pressure coefficient The value is slightly less than Am for coefficients less than 0.2, and becomes slightly larger than Am for seismic coefficients greater than 0.2. 4.5 The Distribution of Inertial Force to Reinforcement Loads Figures 4.3 through 4.11 illustrate the distribution of the reinforcement loads with depth of the wall for nine separate wall designs. Each diagram provides reinforcement loads for one of three wall heights, one of three reinforced soil types, and seven horizontal acceleration coefficients ranging from 0.1 to 0.5. Each data point represents a reinforcement layer within the wall. The limit line to the far right in each diagram represents the maximum connection strength that can be developed at the wall face, utilizing the friction connection type assumed in the study. The values of this limit line were determined using Equation 2.1 multiplied by a factor of 1.2 for safety, as required by AASHTO. Lines lying left of the limit represent reinforcement loads of designs that meet or exceed all the minimum safety factors. Conservative designs are shown far left ofthe limit line. lfthe values for reinforcement load move right of the limit line, that portion of the design will not provide the minimum safety factor required for connection strength. The effects of height changes, soil parameter changes, and horizontal acceleration changes on the 20

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inertial force are also apparent in each diagram. Variations can be seen as a result of vertical spacing, and distribution of the inertial force. As discussed earlier, the major difference in the values for the reinforcement forces is attributed to the way the inertial force is distributed with depth of the wall facing. The AASHTO method distributes the ir.t:rtial force by applying a ratio to the total inertial force that consists of the embedded reinforcement length for a particular layer divided by the sum of all embedded reinforcement lengths for the wall design. As a result, the distribution of inertial force becomes greater with depth, and can be manipulated by increasing or decreasing the embedment length ofthe reinforcement at various depths of the wall. Consequently, loads may be artificially reduced at the most critical portions of the wall facing. The NCMA method uses a different approach for distribution of reinforcement loads. As shown in Equation 2.19, reinforcement loads and consequently inertial forces are distributed based on the contributory area of the wall facing that is represented by a particular reinforcement element. Therefore, this method is sensitive to vertical spacing between reinforcement. Examination of Equation 2.19 shows that a larger portion of the inertial force is distributed to the top portion ofthe wall. As shown in Table 4.1, obtaining adequate safety factors for connection strength in upper sections of the wall facing was not possible for higher walls with frictional connections and horizontal accelerations in excess of0.25g using the NCMA method. The only possibility of reducing the load on reinforcement elements and increasing connection strength is to add more reinforcement layers which may not be possible. depending on the segmental wall facing used. The facing blocks used in this study restricted the spacing to not less than 150 mm. In any case, a smaller vertical spacing may not have been feasible. As seen in Figures 4.3 through 4.11, the connection strength for the facing controlled the design. In all cases, the number of layers provided by the design was conservative mainly because additional layers were required to provide connection strength. As the horizontal acceleration coefficient became larger, generally more layers were required. 1bis is illustrated in Figures 4.12 through 4.14, where the minimum number of reinforcement layers determined by each design. As can be seen, increasing the number of reinforcement layers causes the pullout and reinforcement strength criteria for both AASHTO and NCMA became less critical to the design. Figures 4.12 through 4.14 show both the AASHTO and NCMA methods required slightly fewer reinforcement layers when soils with larger internal friction angles were used in the reinforced zone. As discussed in section 4.3, using soils with higher friction values in the reinforced zone tend to slightly reduce the inertial forces, thus requiring less connection strength and fewer connections. Both methods appeared to benefit from providing better soils in the reinforced zone however, it may not reduce the inertial forces enough to be cost effective, and by 21

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3 0 ...------r------.....,.------r------...,.--------. ----AASHTO A= 0.15 AASHTO A= 0 20 AASHTO A= 0.25 -----AASHTO A = 0 29 ----AASHTO A = 0.40 -+-AASHTO A= 0 50 --NCMAA=O.lO --NCMAA=O.l5 NCMAA=0.20 NCMAA= 0 25 --NCMA A= 0 29 NCMAA=0.40 --CONNECTION STRENGTH 0 0 0 5 10 15 20 25 REINFORCEMENT LOAD (kN/m) Figure 4 3 Reinforcement load at depth z, H = 3.0 m, y =18 8 kN/m3 q, = 30 22

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3.0 ..-------r-----....--------r----.--------, I 25 I I I I I 20 A ('oo;j 5 1.5 +------+----/ _...,_AAIRIO A 0.10 ----AAEJO A 0. U = .MSIJO A 0.20 I -NOAA. A 0.40 i I I i 0.0 +------+-----+------+----+------i 0 5 10 15 20 25 REINFOR<:EMENT LOAD (kN'm) Figure 4.4 Reinforcement load at depth z, H = 3.0 m., y =20.0 kN/m3 = 35 23

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I I I I -+-AASHTO A-0.10 -----AASHTO A= 0.15 AASHTO A= 0.20 I I I """"*-AASHTO A= 0.25 i ....... AASIITO A 0.29 -+-AASHTO A= 0.40 l -+-AASHTO A-0.50 -NCMAA=0.10 I I -NCMAA=0.15 I I --NCMAA=0.20 I i --NCMAA=0.25 I ---1 --NCMAA=0.29 I I --NCMAA-0.40 I I -41-CCRIJNECTION STRENGTH 0.0 +----------+----------+-----------t-----------+------------1 0 5 10 15 20 25 REINFORCEMENT WAD (IIN/m) Figure 4.5 Reinforcement load at depth z, H = 3.0 m, y =22.0 kN/m3 cj) = 40 24

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5.0 -r----,----.,..-----:-----r----;;-------,;-------, I 4.5 3.5 +-----+----+--+-AASHTO A= 0.15 AASHTO A= 0.20 AASHTO A= 0.25 AASHTO A= 0.29 ........._ AASHTO A = 0.40 -+-AASHTO A= 0.50 -NCMAA=O.IO -NCMAA=O.l5 NCMAA=0.20 -NCMAA=0.25 -NCMAA=0.29 -CONNECfiON STRENGTH 0 5 10 IS 20 25 30 35 REINFORCEMENT WAD (kN/m) Figure 4.6 Reinforcement load at depth z, H = 4.6 m, y =18.8 kN/m3 = 30 25

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S O ..------.------.------.-----,----....-----.-----, 4.5 -1-------1-----3.5 I 3 0 !: N 2 5 Q ..l -+-AASHTO A 0 .10 I ---AASHTOAOIS I I AASHTO A 0 .20 I 2 0 -----! -l*-AASHTO A 0 .25 i ' i -If-AASHTO A 0 .29 I I 1.S --+-AASHTO A 0 .40 I ____, -+-AASHTO A O .SO I I --NCMAA O .IO i I --NCMAAO.IS I 1.0 l -NCMA A 0 .20 -NCMAA-0.25 I 0.5 NCMAA 0 29 --CONNEcnON STRENGTH 0 s 10 IS 20 25 30 35 REINFORCEMENT LOAD (kN/m) Figure 4. 7 Reinforcement load at depth z, H = 4 6 m, y =20.0 kN/m3 cp = 35 26

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5.0 ..-----,----,-----.-----.------.-----,------, 3 0 +-------l----+-I I --AASHTO A 0 10 I I -AASHTO A 0 15 l AASHTO A 0 20 I I ->E-AASHTO A 0 .25 _j I --AASHTO A 0.40 i i -NCMAA. 10 i l -NCMA A 0 .15 --NCMAA=0. 20 NCMAA 0 .25 I I I ---, NCMAA 0 29 --CONNI!CI10M STRENGTH 0 5 10 15 20 25 30 35 REINFORCEMENT LOAD (kN/m) Figure 4.8 Reinforcement load at depth z, H = 4.6 m, y =22.0 kN/m3 =40 27

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6 0 I I -+-AASHTOA0 10 I I _._ AASHTO A 0.15 I i AASHTO A 0 20 I I __J -AASHTO A 0.25 I -wAASHTO A 0 29 I -+-AASHTO A 0 40 I I I I I --NCMAA.15 --NCMA A 0 20 l I NCMAA 0 .25 I I -CONNECTION STRENGTH 0 5 10 15 20 25 30 REINFORCEMENT LOAD (kN/m) 35 40 45 Figure 4.9 Reinforcement load at depth z, H = 6.0 m, y =18.8 kN/m3 =30 28

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6 0 +------11-----+----+----1---+---t-----l---+---i I 4 0 I N = I I t: I lol Q ..l I ..l i < lit: 3 0 -j I I --AASHTO A0 15 I AASHTO A 0 20 i I -)+--AASHTO A 0 25 i 2 0 -l -AASHTO A 0 40 I ---NCMA A= 0 10 I I I -NCMAA.15 I 1.0 -NCMAA=0.20 ___J -NCMAA-0. 25 -CONNEcrJON STR.HNOTH 0.0 0 5 10 15 20 25 30 35 40 45 REINFORCEMENT LOAD (kN/m) Figure 4.10 Reinforcement load at depth z, H = 6.0 m, y =20.0 kN/m3 4j) =35 29

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6 0 +----+-----+---+-----+---+----+----+---t-----l 0 5 10 I -+AASHTO A 0 .10 --AASHTOA O 15 AASHTOA.20 --AASHTO A 0 .25 --4--AASHTO A 0 .29 -+-AASHTO A 0 40 -NO#.A O .IO -NO#.A= 0 .15 -NQ#.A= 0 .20 NO#.A 0 .25 ---NQ#.A 0 .29 --CPNNB:TION S'l'RfNGTH 15 20 25 30 REINFORCEMENT WAD (kNim) 35 I I I I i I --j I i I I i I I I I I I I I I 45 Figure 4.11 Reinforcement load at depth z, H = 6.0 m. y =22.0 kN/m3 cjl =40 30

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0.29 ... 0.2S f------------------,-,.-,--r--,-r-;-r-r-,-1 0.20 C NCMA 40 degrees C AASHTO 40 degrees NCMA 35 degrees 0.15 .AASHTO 35 degrees CNCMA 30 degrees j 0.10 1 .. { .. D AASHTO 30 degrees NUMBER OP LA YJERS Figure 4.12 Horizontal acceleration coefficient and minimum reinforcement layers, H=3.0m 31

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02 [] NCMA 40 degrees [] AASHTO 40 degrees .NCMA35 degrees O.IJ AASHTO 35 degrees C NCMA 30 degrees 0 I [] AASHTO 30 degrees 10 12 14 NUMBER OF LAVERS Figure 4.13 Horizontal acceleration coefficient and minimum reinforcement layers, H=4.6m 32

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02 0 0.1 10 NU!II BF.R OF U YEllS 12 C NCMA 40 degrees [] AASIITO 4 0 d egr e es NCMA 3 5 d egrees AASIITO 35 d egrees [] NCMA 30 d egrees C AASHrO 30 d egrees 14 16 18 Figure 4.14 Horizontal acceleration coefficient and minimum reinforcement layers, H=6.0m 33

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examination of each of the figures, it does not appear to benefit one method more than the other. Both design methodologies required more reinforcement layers in the upper portions of the wall to provide adequate safety factors for connection strength. It appears if the connection strength could be increased to where it no longer affected the design, the other factors, such as interface sliding (bulging) and crest toppling, would become the critical factors. Considering both criteria, unless the facing is rigid, they can't be eliminated from the equation if the wall is to remain flexible. As is discussed by both AASHTO and NCMA, flexibility is an important factor when considering a system that can tolerate horizontal movement and settlement without causing visual distress at the facing. 4.6 Displacement Analysis All the designs subjected to a horizontal acceleration exceeding 0.29g were also checked for lateral displacement using a displacement analysis. Horizontal acceleration coefficients were 0.4 and 0.5, depending on the design parameter of the wall. 1be horizontal velocity used in this study was 35 cm/s. The design earthquake values used for the displacement analysis in this study were recorded during the Northridge earthquake in 1994. Values used from other earthquakes may produce different resuhs. The general trend was that soils with higher friction values were subjected to less lateral displacement externally. In addition, higher walls designed with soils of higher friction angles were subjected to even less external lateral displacement. Higher walls designed with soils of higher friction angles in the reinforced zone experienced less displacement between segmental units. The difference in external lateral displacement between soil types used in this study was never more than a few millimeters. None ofthe designs created in this study exceeded the maximum lateral displacement allowed. It should be noted that this method requires a design earthquake with a relatively high horizontal acceleration to produce significant resuhs. 34

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5. Summary and Conclusions 5.1 Summary The objective of this evaluation is aimed at determining the differences between the NCMA and the AASHTO/FHW A seismic design methodologies for segmental geosynthetic reinforced structures, and detennining the affects of design parameter changes when using each method with the same design wall cross-section. It does not however, suggest that either method will provide superior results, or propose that the results provided herein apply to all seismic design situations. As mentioned in chapter 2.4, both methods performed adequately within the acceleration range of 0.1 g through 0.5g when constructed according to the design recommendations. Neither design methodology allows for the use of cohesive soils. This is due to the potential for creep to occur with fine-grained cohesive soils. The use of cohesive soils would require some major modifications to the design. The AASHTO/FHW A method was much easier to use than the NCMA method, however AASHTO/FHW A produced less conservative results. The NCMA method provided a more realistic value for reinforcement loads in the upper portions of the wall design With both methods, the larger portion of the failure wedge is nearest the top of the wall therefore; it would stand to reason that the larger inertial forces would occur there. The AASHTO/FHW A method provides reinforcement loads highest at the base of the wall. This rational is reasonable for static conditions but is unreasonable under seismic loadings as the inertial forces increase with waH height. Therefore, the method of distributing the inertial forces based solely on reinforcement length as recommended by AASIITO/FHW A appears unfounded. The NCMA method distributes the inertial force based on tested dynamic formulas for sheet piling with an unsupported face. Both methods indicate an increased number of reinforcement layers are required with increased acceleration and wall height, although the number of reinforcements can be reduced if soils within the reinforced zone have a higher internal friction angle. The major design factor determined by this evaluation was that the wall facing parameters controlled the design. As the design loads on the reinforcement approached the connection strength of the wall facing, more reinforcement was 35

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required to meet the minimum safety factor design criteria. As the number of reinforcement layers increased, the safety factors for rupture strength and pullout became less critical. 5.2 Conclusions The results ofthis evaluation for the AASHTO/FHWA and the NCMA GRS seismic design methods and their performance produced a number of significant observations: Both design methods perform adequately for horizontal acceleration range ofO.lg to O.Sg when the structures are constructed according to their design. Investigations of both design methods in areas subjected to relatively large magnitude earthquakes (6.0 and higher) showed little or no distress when they were constructed and used as designed. Failures occurred from two primary factors: modifications were made to the wall without consideration of redesign, and damage due to post construction activities at the completed wall site. Both methods followed similar trends with regard to how the total inertial force on the column unit height of the wall was affected by horizontal acceleration, wall height, and soil parameters within the reinforced soil mass. In general, wall height impacted the inertial force the greatest, followed by horizontal acceleration, and the effects of the soil parameters of the reinforced soil mass. For example, increasing the wall height from 3.0 meters to 6.0 meters amplified the inertial force by 360 percent for 0.1 g horizontal acceleration, and by 41 0 percent for 0.29g horizontal acceleration. Changes in the wall height affect both the AASHTO/FHW A and NCMA design methods equally, according to their equations. Increasing the internal friction angle of the reinforced soil provides a slight decrease of the inertial force. In general. the NCMA method was affected more than the AASHTO/FHW A method at horizontal acceleralions greater than 0.25g. The AASHTO/FHW A method provides slight decreases in the inertial force with higher internal friction angles in the reinforced soil, and the trend is relatively constant through the range ofhorizontal acceleration. Both the AASHTO and NCMA methods required similar numbers of reinforcement layers, increasing proportionally with horizontal acceleration. In all cases however, the additional layers were provided to conform to provide adequate safety factors for connection and interface sliding requirements of the segmental wall facing. In general. by providing a soil in the reinforced zone with a higher internal friction 36

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angle, one layer could be removed. It did not appear that providing better soil in the reinforced zone would provide a substantial reduction in the cost of the wall. When conforming to the minimal safety factor requirements at the wall facing, the NCMA design method was affected by higher horizontal acceleration coefficients due to the distribution of inertial with depth at the wall face. The NCMA method is highly affected by vertical spacing requiring additional reinforcement to reduce the forces at the back of the facing when the horizontal acceleration increased the inertial force. The AASHTO method distributes the inertial force by the length of the reinforcement. Therefore the forces can be reduced somewhat by increasing the reinforcement length. The results of this study suggest the wall facing parameters (i.e. connection strength and interface sliding) are the controlling failme criteria. All the designs rejected within this evaluation failed to meet the minimum connection strength criteria. It appears that better designs of segmental units and their connections would provide better performance, ease of and cost savings. Possibly an adequate design can be created by adjusting the vertical spacing of the reinforcement to provide loads that match the most critical wall facing criteria. Both methods did not sustain large horizontal displacements with seismic loading above 0.29g. All designs that conformed to the minimum AASHTO/FHWA and NCMA design criteria fell well within the standard guidelines for displacement. The guidelines are 75 mm maximum for basal sliding and 2 percent of each segmental unit height for bulging. It appears that both the AASHTO and NCMA design methodologies provide similar designs for a broad range of wall heights within the horizontal acceleration limitations of 0.29g. Beyond this value, the NCMA method may actually provide a slightly more conservative design thail AASIITOIFHWA method. Although, there is some question of the reliability of the resuhs provided by AASHTO/FHWA because increasing or decreasing the reinforcement length can manipulate the distribution of the inertial force. 37

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Appendix A AASHTO Method Design Data, 3.0-meter WaD Height 38

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Nomenclature A Horizontal acceleration coefficient Am Average horizontal acceleration coefficient au Peak connection and sliding strength for wall facing C Reinforcement effective perimeter F* Pullout resistance factor F 1 Static horizontal earth force from retained soil FScs Safety factor for connection strength FSis Safety factor for futerface sliding FS0u Safety factor for overturning FSpo Safety factor for pullout H Wall height from toe to crest H11 Hinge height of wall facing Hu Segmental unit height K Lateral earth pressure coefficient Kar Foundation and retained soil active earth pressure coefficient Kar Reinforced soil active earth pressure coefficient La Free length of reinforcement Le Reinforcement Embedment Length Lmin Minimum reinforcement length M0 Overturning Moment Mo(zi) Overturning Moment over depth z Mr Resisting Moment Mo(z) Resisting Moment over depth z P, Inertial force caused by reinforced backfill P r Pullout resistance Pir Inertial force at back of reinforced soil zone P AE Seismic thrust Rc Coverage ratio, 1 for full coverage reinforcement Rs Sliding resistance Si(z) Out of balance horizontal shear force Sv Contributory area of static for determination of static reinforcement load T ci Peak connection capacity at reinforcement layer i T max Static reinforcement load T md Dynamic reinforcement load Ttotal Sum of static and dynamic reinforcement loads V, Weight of reinforced soil zone and wall facing V u(z) Peak interface shear capacity at level z 39

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W A Weight of 50% reinforced soil mass and wall facing Yi Vertical distance from rotation point on wall face to reinforcement layer i z Depth from wall crest to reinforcement layer a Scale correction factor to account for non-linear stress reduction in extensible reinforcements Pr Foundation and retained soil internal friction angle Pr Reinforced soil internal friction angle Yr Unit weight of foundation and retained soil Yr Unit weight of reinforced soil Yw Unit weight of segmental unit Au Connection strength and interface sliding friction angle for wall facing crh Effective horizontal stress cr v Effective vertical stress m Wall facing batter 40

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.,,-+.-K. K,-c, l'r +r-K,./K t.. .. Sliding v,R, FS..-ayaNo. I 2 3 4 INTERNAL DYNAMIC STABILITY CALCULATIONS 111.11 kNim3 F 30 dcpls o.3a H 0 33 A I kPa R.-ILl kNim1 F, 30 dqp"ea c-1 1.10 meten 119 kN!m 68 kNim U6 Depth Vertkal s.. z Praiiii'C o, (m) (kPa) (m) 0.60 11.28 1.20 1.10 33.84 1.05 1.70 50.76 0.60 BY A.ASilTO METHOD 0 46 w.0., mc:tc:n 0 1 H.-1.15 mc:tc:n 3.1 metcn o.0.3 meters 0 1 CD l delr"ec! J H,-3. 00 mc:tc:n 21 kN!m y.-JLI5 kN/m1 z EXTERNAL STABILITY (BY AAStrro MEmOD) Overturning M, m kN-mlm M. 53 kN-mlm FS.r-2.54 A,-wA-P, Pu .. >...-INTERNAL STABILITY (BY AASHTO MI:I'ROD) K. K Horimntal Static Dynamic: Toea! Pressure Load Load Load CJt. T_ r r-(kPa) (kNim) (kN/m) (kN/m) 0.33 0.33 3.76 4.SI 1 97 6.48 0 33 0.33 11.21 11.84 3.88 IS.73 0 .33 0.33 16.92 IO. U 5.32 15.4i o.m 82.77 kN/m 11.17 kN!m 1 kN/m 11.43 kN/m 5.14 kN!m 30 degrees Free Embcdmell Total P, FS.., Lc:niJih Lc:natJ! J...ena1h L. L. L (m) (m) (m) (kNJm) 1.39 0 .71 1.10 S.9S 1.22 0 69 1.41 1.11 35.19 2.98 0.17 1.93 2.11 72.28 6.23

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FACING INTERFACE SHEAR Layer Blev. Depth Total :& Total s11 1 VucJ FSII No. z Load Loads above lntmiu:e (m) (m) CkN!m) CkN/m) lkN/m) Ck.N/ml 1 2.40 0,60 6.48 0 4.42 9.76 2.21 2 1.20 1.80 15.73 6 11.96 17.59 1.47 3 0.30 :1.70 1S.47 22 11.28 23.47 2.08 CONNECTION STRENGm Layc:r Elev. Depth Total FSa l No. z Load Cml Cml .rlcN/ml CkN/m) 1 2.40 OJiO 6.48 9.76 I.SO I 2 1.20 1.80 15.73 17.59 1.12 I tei 3 0.30 2.70 1S.47 23.47 I.S2 FS,. b 80% of wlue whe _coaaeetloa fully depead! oa f'rldlon. OVERTURNING AND CREST TOPPLING l...aycr Elev. Depth Mr(d) Total : X Yl M..cal FS011 I No. z Load above depth z (m) Cm) (kN-mlm) JkliiLm) CkN/m) CkNm/ml CkNmlml lkN-m/m) 1 2.40 0.60 2.14 6.48 9.8 23.42 0.00 1.41 1.52 2 1.20 1.80 7.07 15.73 17.6 21.11 23.42 15.04 2.03 3 0.30 _po 11.32 15.47 23.S 7.04 44.S3 37.81 1.48

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y, .. +.-K,, .. K.r"' cr .. y,-41r'"' K..JK-I..... Sliding v .a R, l 1...1 Layer No. 1 2 3 4 s --INTERNAL DYNAMIC STABILITY CALCULATIONS i8.8 kNim1 *F= 30 dcgrea a-0.13 .H= 0.33 A 0 JcPa R,c l8.11cN/m1 F. 30 degrees c .. l 2.10 meters 119 JcNim 68 JcNim U4 Depth Vertical 8.t z Presmre cr. (m) (kPa) (m) 0.60. 11.28 1.20 1.80 33.84 0.90 2.40 45.12 0.45 2.70 50.76 0.30 3.00 BY AASHTO METHOD 0.46 w.0.6 meters 0.1 Hue o.ismelm l.Ometen 0."' 0.3 meters 0.15 CD 3 degrees I n..= 3.00 meters U lc'Nim y.,c 18.85 kNtm' l EXTERNAL STABILITY (8\' AASRTO METHOD) Overturning M, 135 lcNmlm M. = 64 kN-mlm FSia 2.10 A,. WA"' p, .. PAE P ... a,c INTERNAL STABILITY (IIY AASIITO METHOD) K.. K Horl:wntal Static Dynemlc Totul Preslllire "Load Load Load ab T,.. T,... TIOIII (kPB) (kNim) (kN/m) (kN/m) 0.33 0.33 3.76 4.51 1.99 6.50. 0.33 "0.33 11.28 IO.U 3.91 14.07 0.33 0.33 15.04 6.77 4.18 11.65 '033 0 .33 16.92 S.08 5 .36 10.44 0.19.5 82.77 lcN/m 16.14 lcN/m 12.371cN/m 16.51 kN/m 5.14 kN/m 30 degrees Free Bmbcdmen: Total P, FS,. length Looath Leogth r.. L. L (m) (m) (m) (kNim) 1.39 0.71 2.10 5.95 1.22 0.69 1.41 2.141 35.19 3.34 0.35 1.75 l.lO 58.47 6.69 0.17 1.93 1.10 72.28 9.23

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FACING INTERFACE SHEAR Layer Elov. Tohll l:Total Su.l Vu(l) FSII I No. z Load Loads above I intcrfilcc I Cm) Cml (kNfm) Whn) CkNfm) CkN/ml < I 2.40 0.60 6.SO 0 .5.88 9.76 1.661 2 1.20 1.80 14,07 6 15.62 17 .59 1.131 3 0.60 2.40 11.65 21 11.92. 21"..51 1.801 -____ll1!! 1.70 10.44 32 6.01 23.47 3.901 CONNECTION STRENGTH Layer Depth Total *FS.. No. z Load Cml Cml (kN/m) (kN/m) 1 2.40 0.60 6 .50 9.76 1 .50 2 1.20 1.80 14.07 17 .59 1.25 t 3 0.60 1.40 11.6S 21.51 1.85 4 0.30 1.70 10.44 23.47 2.25 FSa Is 80% ur static wine whea CUDJielltloa fnlly depends ua frlctloa. OVERTURNING AND CREST TOPPLING Layar Elcv. Depth Mr(l'l) Totul Td Td!t.Yt l:Td It Yl M.clll FS..! No. z Load Bbuve depthz Cm) (ml (kN-mlm) (kN/m) (kN/m) (kN-m/m) I fkNm/m) fkN-m/m) 1 2.40 0.60 2.14 6 .50 9.8 23.42 0.00 1.94 1.11 2 1.20 1.80 7.07 14.07 17.6 21.11 23.42 19.02 1.60 3 0.60 1.40 9.85 11.65 21.5 12.91 44 .53 3.5.23 1.54 4 0.30 2.70 11.32 23.5 7.04 57.44 45.48 1 .51

PAGE 53

y,-.. K.r-K.r= ct= ... L,.lao Sliding v, .. Layer No. I 2 3 4 5 INTERNAL DYNAMIC STABILITY CALCULATIONS .18.8 kNfm' 30 dagrees. 0 .33 H= 0.33 A= 0 kPa R.-18.8 kNfm1 F, 30 dcgm:3 C= I 2.10 meters 119 kNfm 68 kNfm 1.19 Depth Vertical s.. z Pn:ssore (m) (kPa) (m) 0.30 S.64 0.7S 1.20 22.56 0.90 2.10 39.48 0.75 2.70 50.76 0.45 3 tll BY AASIITO METHOD 0.46 Wu-=-0.6 meters 0.8 0.1!1 meb:rS o,-0.3 me1ers 0.2 . co= 3 degrees 1 H.,= 3.00 metcn 28.kNim Two 18.8! kNfm1 2 EXTERNAL STABILITY (BY AASHTO METHOD) Overtuming M= r 135lcN-mfm 74kN-mfm 1.81 P,= Pm = a.= INTERNAL STABILITY (BY AASHTO METHOD) K.. K Horlmntal Static Dyruanlc Total PresSU!O Load Load Load !Jb T,.;, T,.d T!Dial (kPa) (kN/m) (kNfm) (lcNfm) 0.33 0.33 1.88 1.41 3.84 S.2S 0.33 0.33 7.52 6.77 3.91 10.68 0.33 0.33 13.16 9.17 5.83 IS.70 0.33 0 .33 .16.92 7.61 7.11 14.72 .. 0.2.5 82.77 kNfm 20.69 kNfm 15.86 kNfm 21.17 kNfm 5.84 kNfm 30 degrea Free Embc:dmCJJ Total P, FS,. Length length Length La L. L (m) (m) (m) (kNfm) l.S6 1.04 2.60 4.34 1.10 1.U4 1 .06 2.10 17.69 221 0.52 1 .58 2.10 46.11 3.92 0.17 1 .93 2.10 72.28 6.SS

PAGE 54

FACING INTERFACE SHEAR Layer Elev. Depth Total E Total S..l vu(l, FSb No. z Load Load9 above lntcrfi= (m) (m) tkNiml. CkN!ml CkN!ml fkN/ml I 2.70 0.30 5.25 0 3.45 7.80 2.26 2 1.80 1.20 10.68 s 10.47 13.68 1.31 3 0.90 2.10 15.70 16 14.94 19.55 1.31 4 0.30 2.70 14.72 32 1o.93 23.47 2.15 CONNECTION STRENGTH Layer Elev. Depth Total Td FS .. No. z Load (ml Cml (kN/111) (kN/m) 1 2.70 0.30 5.25 7.80 1.49 2 1.80 1.20 10.68 13.68 1.28 3 0.90. 2.10 15.70 l9.SS 1.25 4 0.30 2.70 14.72 23.47 t;S9 FS,. Is ao ohtlltle wlue wheo connection fUlly depeocb oo friction. OVERTURNING AND CREST TOPPUNG Layer Elev, Depth Mr(od) Total Td TctXYa ri'dXYa Mo(od) No. z Load above depth z fml Cml
PAGE 55

y,-.... K. K.r-c, rr +r-K.,IK-1..-Sliding v,-R.-FS..-"'" -...I lA)'a' No. I 2 3 4 5 INTERNAL DYNAMIC ST ABILffY CALCULATIONS 11.1 kN/m1 F JO deirea a 0.33 H 0 .33 A 0 kPa R.-1U kNim1 F, 3t clqrea c-1 l.lO mett:n 124 kN/m 72 kN/m 1.14 Depth Vertlaal s.. z Pressure CJ, (m) (kPa) (m) 0.30 5.64 0.75 1.20 22.56 0.90 1.10 39.41 0.75 2.70 50.76 0.45 3.00 BY AASHTO ME1110D 0.46 w.0.6 meten 11.1 H.-0.15 meten 3.0 meteR a.-0.3 !IIden 0.15 Ill 3 .qrcc, 1 3.00 meten 21 kNim y.-11.85 kN/m1 2 ST ABU.ITY (BY AASHTO METHOD) Overturning M,-147 kN-m/111 M. -83 kN-m/111 FS... 1.76 A..-w4-P, PAl! Pa .. A,.-INTERNAL STABILITY (BY AASHI'O MJn'ROD) K. K Hortmnlal Sialic Dynamic Total J>Toesmre Load u.d u.d T .. r. r-(kPa) (lcN/m) (lcNim) (kN/m) OJ3 0.33 1.81 1.41 5 .36 6.77 0.33 0.33 7.52 6.77 4.64 11.41 OJ3 0.33 13.16 9.17 6 .72 16.'9 OJ3 0.33 16.91 7.61 1.11 15.72 L...0.3 82.77 kN/m 24.83 kNim 19.04 tN!m 25.41 kNflll 5.14 kN/m JO dqJea FJW Em bellmen Tab!.l P, FS,. l.ensth Lenglil Length L. L. L (Ill) (m) (m) (kN/m) 1.56 1.34 1.90 5.,9 1.10 1.04 1 .16 l.lO 19.35 2 .26 0.52 1.61 2.ll 49.03 3.94 0.17 2.03 l.lO 76.03 6 .45

PAGE 56

oc FACING INTERFACE SHEAR Ulycr Elcv. Depth Total :&Total vu(J FSo No. z Load Loads above. lnterfilce (m) (m) (kNJm) (lc'Nfm) fkN/m) !kN/m) 1 2.70 11.30 6.77 0 4.08 7.80 1.91 2 1.80 1.20 11.41 7 Jl.19 13.68 1.22 J 0.90 2.10 16.59 18 16.09 19.55 1.21 4 0.30 2.70 15.12 _11.74 23.47 2.00 CONNECI'ION STRENGTH l.a)'l:l' Elcv. Depth Total T,; Fs .. No. z Load lml (m) (kN/m) (kNim) 1 2.70 0.30 6.77 7.80 1.15 2 1.80 1.20 11.41 13.68 1.20 J 0.90 2..10 16.59 19.55 1.18 -4 15.12 23.47 1.49 FSa Is 80% ohtlltlc value wbe.a couaectloa fully d.epeadl on f'rictloa. OVERTURNING AND CBEST TOPPLING Layer Elev. Depth Mr(D) TD\al Ta Taxy, xy, No. z l.AJad above depthz cml (m) (kN-mhn) (kN/m) lkN/ml I CkN-m/ml I CkN-mlml I 2.70 0.30 1.04 6.77 7.8 21.06 0.00 2 1.80 1.20 4.50 11.41 13.7 24.62 21.06 3 0.90 2..10 8.43 16.59 19.6 17.60 45.61 4 0.3!1 2..1!!. 11.32 15.72 23.5 7.04 61.27 Ma(d) FSDII I I OtN-m/ml I 0.71 1.47 Jl.49 2.22 35.45 t.sjl 58.90 1.271

PAGE 57

y,2 ... K. K.r-c, Yra .... K,,K-t..-Sliding v,-R, FS..INTERNAL DYNAMIC STABILITY CALCULATIONS 11 1 kNim3 "F 30 deareea a 0.33 H 0.33 A lcPa R.-IU kN/m3 F, lG dqJ1:es c-1 l.ll mell:n 124 JcN/m 72 kNim 1.06 BY AASHTO METIIOD 0.46 W= 0.6 meters ... H.-0.15 meten l O meters a.-O.J meters o.n (II 1 "-3 .00 meters 21 JcNim r.-11 .15 JcN/m3 2 EXTERNAL STABILITY (BY AASIITO M&THOD) Overturning M.-147 JcN-m/m M. 90 JcN-m/m FS,. 1.63 A.,= WAa P P.e ... A..-\Q INTERNAL ST ABU ,JTY (8\' AA.BHT0 METHOD) Layer Depth Vcnkal s.. K. K Horimmal Stlltlc Dyoamic Total No. z P.-n Pressure t.o.l Load Load 0. "' TT,.. T-(m) (kPI) (k:Pa) (kNim) (kN/m) (JcNfm) (m) I O.JO S.64 0.60 0 .33 0.33 1.88 1.13 4 .43 S.S6 2 Mil 16.92 0.60 0.33 0.33 S.64 3.31 ].8.4 7.22 J 1.50 21.20 0 60 0.33 0.33 9.40 5 .64 5.18 10.12 .. 1.10 ]9.41 0.60 0.33 0.33 13.16 7.90 6.53 14.42 1.70 S0.76 0 .45 0.33 0.33 16.92 7.61 7 17 15.49 6 J.OI 0.3364 12.n JcNtm 27.15 k:Nim 21.34 JcN/m 28.49 JcN/m 5.14 tNim lG dqms Free Embedmcn Tolal P, FS,. Length LcrJi!h Lcnatfl L. L. L (m) (m) (m) (JcNfm) I.S6 1.14 2.70 4.76 1.14 1.21 0.99 1.20 12.35 2.21 0.17 1.33 l.lO 27.80 3.43 O.S2 1 .61 1.20 49.03 4.S3 0.17 2.03 1.lO 76.03 6 .SS

PAGE 58

VI 0 --------FACING INTERFACE SHEAR Layer Blev. Depth Total l: Total FS.. No. z Load Loads above inter&l:e (m) (ml rkNiml rkNiml (kN/ml OcNiml I 2.70 O.JO .S .S6 0 4 .S.S 7.80 1.72 2 2.10 8.90 7.22 6 11.71 I 1.72 1.33 3 !.SO 1.50 10.12 13 12.30 15.63 1.27 4 0.90 1.10 IU2 24 13.16 19 .S.S 1.49 .s 0.30 1.70 I.S.49 Jl 11.36 23.47 2.07 CONNECfiON STRENGTH Layer Elev. Depth Total T,; FS,. No. z Load (m) (m) (kN/m) (kNim) I 2.70 O.JO 5.56 7.80 1.40 2 2.10 0.90 7.22 11.72 1.62 3 I .SO 1.50 10.12 I.S.63 1.44 4 0.90 1.10 14.42 19 .S.S 1.36 0.30 1.70 15.49 23.47 I..S2 II'S, Ia 10% .r atk: val .._ .,..._.._ floiiJ clepeatb frh:tl OVERTURNING AND CREST TOPPLING I.Ayc:r Elev. M.(ll) Total T .. X Yl I:Td X Yl No. z Loed above depth z lml lml (kN-mlm) (kN/m) (kN/m) (kN-mlm) (kN-mlml I 2.70 O.JO 1.04 .S .S6 7.8 21.06 0.00 2 2.10 0.90 3.29 7.22 11.7 24.61 21.06 3 I.SO 1.50 .S.76 10.82 1'-6 23.4.S 45.66 4 0.90 1.10 8.43 1<4.42 19.6 17.60 69.11 _, _0.30 1.70 11.32 -15.49 23 .S 7.04 86.71 M.(ll) FS... lkN-mlm) 0.80 1.31 7.14 3.41 19.75 2.60 lii .SB 2.01 63 .S.S J.S4

PAGE 59

y, ... K. K.t c:r-Yr .... K.tK-.._. Sliding v,R, FS u. Layer No. I 2 3 4 5 6 7 INTERNAL DYNAMIC STABILITY CALCULATIONS 11.10 kN/m1 F 30 dqrcea a 0.33 H 0.33 A II kPe R.-IU kNim1 F lO dcp'ees cI 1.70 metm U2kNim 88 kN/m 1.1-4 Depth Vertk:al s.. z Pre111ure Go (m) (ld'a) (ml 0-15 2.82 0.31 0-60 11.28 0.4, 1.05 19.74 0.45 1.!8 28.20 0.53 %.18 lUI 0.60 1.78 50.76 uo tGO --. BY AASHTO MJ:THOD 0 .46 w.0., met.cn 0 8 H.-0.15 mctcn 3.0 meters a.-0.3 rnctm u m 3 -I H, 3 .00 DIIIICI'll 21 kNim y .. ILI!I kN/m1 l EXTERNAL STABILITY (BY AASHTO ME1110D) Overturning M..M.FS..216 kN-mlm 106 kN-mlm 2.05 A. wA-P P.u .. >..-INTERNAL STABILITY (BV AA8HTO Mr:TIIOD) K,. K Horlmotal Stade DyrYmic TOIIll Pressure Load t..o.d t..o.d .,, r ... r .. r-(kPa) (kNim) (lcN/m) (kN/m) 0 .33 0.33 0.94 0.35 5.34 5.69 0.33 0 .33 3.76 1.69 S .12 7.41 0 .33 0.33 6.51 2 .96 6 09 9 .06 o .JJ 0.33 9.4( 4 .94 6.47 11.41 0.33 0.33 13.16 7 90 5.16 13.06 0.33 0.33 16.92 JO.U 5 91 16.13 0.42 82.77 kNim 34.77 kNim 26.65 kNim H kNim 5 .14 kNim 38 degrees Froe Embedmen TOIIll P, FS.. l...cnjph Lcnath Leuath L, L, L (m) (m) (m) (kN/m) 1.65 2.2' 3.90 4.70 1.10 1.39 2 .41 3.80 20.13 3 .62 1.13 2 .57 3.70 37.55 5.53 0 .17 2.73 3.60 56.91 6 .66 0.$2 2.11 1.71 63. 62 6.50 0 .17 2.53 %.71 94.79 7 .83

PAGE 60

Vl N FACING INTERFACE SHEAR Layer Elev. Depth Toml I:Tocal vo(o) No. z Load Loads above inter&oe (m) (m) (kN/m) (kNim) (kNfm) (kN/m) I 2.8.5 0.15 5.69 0 2.78 6.82 2 2.40 0.60 7.41 6 5.67 9.76 3 1.95 1.05 9.06 13 7.19 12.70 .. I.SO I. SO 11.41 22 7.41 15.63 5 0.90 2.10 13.06 34 8.90 l9.S5 6 0.30 2.70 16.13 _47 9.36 23.47 Elev. Deplh Total T,. "FS.. No. z l.-1 (m) (m) (JcN/m) CkNim) I 2.15 0.15 5.69 6.82 1.20 2 2.40 0.60 7.41 9.76 1.32 3 1.95 1.05 9.06 12.70 1.40 4 uo uo 11.41 IS.63 1.37 0.90 2.10 13.06 19.55 !.SO 6 0.30 2.70 16_._13 -23.47 1.45 rs, II % el ... tk: ftle ..._ r.11y depnd1 l'rledoa. Fs.. 2.4S 1.72 I. 77 2.11 2.20 2.51

PAGE 61

..., w Layer No. I 1 3 4 s 6 Blev. (m) 2 .85 2.40 1 .95 1.50 0.90 OJO OVERTURNING AND CREST TOPPLING Depth M.oo Total Td TdX)\ I:l'd X Yl Mo(d) F8..J z LDad above depth z Cm) CkNmfm) CkN!m) CkNfm) : CkNmfm) CkNmlm) CkN.mJm) 0.15 0.52 S.69 6.8 19.44 0.00 0.2.5 2.03 0.60 2.14 7.41 9,8 13.42 19.44 3.91 S.S2 l.OS 3.19 9.06 11.7 14 .76 42.85 11.11 3 96 1.50 5.76 11.41 15.6 23.45 67.61 23.78 3.08 2.10 U3 13.06 19.6 17.60 91.06 45.76 2.17 2.70 -16.13 23.5 7.04 108.66 74.24 1.62

PAGE 62

INPT.IT VALUES son;s .y,18.8 lcN/m3 H.:;;. 30 degrees H DYNAMIC STABILITY CALCULATIONS DISPLACEMENT ME'i"HOD (Ncwrnork Double Integration) WAIL. EXTERNAL ANALYSIS (DISPLACEMENT METIJOD, NEWMARK _DOUBLE INTEGRATION) 0.15 nietm t.,;,..= 2.7 mclers K.u;= o:s1 3 meters R= 68.4 kN/m PAS= 43.2lcN/m C,"". 0 y,.= 18.85 kN/m3 Icc-0.27 = 25.4 kN/m r-= 41,= k,v .. -8r= Layar No. 1 2 3 4 5 6 18.9lcN/m3 L,.= .. O.ti metem kJk..= 0.7 30 degrees Lw-o.J metm li= 20.00 deweos 0 3 dewees 0= 15.3 SEISMIC o dcwecs 0.4 REINFORCEMENT 35 aJJls Bu"' 5.114 kNim 1.25 A.-30 dqJecs Maximum allowable movement ofwalliirte.rfilcc = 3 mm Mmdmum allowed total wall dilfpla=ment = SO mm Elev. Depth z (m) (m) 0.30 2.70 0.90 2.10 !.SO 1.!0 1.95 1.05 2.40 0.60 2.85 0.15 INTERNAL SEISMIC STABILITY CALCULATIONS (DISPLACEMENT METIIOD, NEWMARK DOUBLE IN'IEGRATION) INTERNAL SLIDING L R. v. k. !l a KAE PAl! (m) (kN/m) (del!lCCS) ldel!l'ees) (kN!m) 2.7 ss 23.5 0.385 20.0 21.1 0.68 46.4 2.7 43 19.6 0.400 20.0 21.8 0.71 29.3 3.6 44 15.6 0-400 20.0 21.8 0.71 14.9 3.7 32 12.7 0.400 20.0 21.8 0.71 7.3 3.8 19 9.8 o.4UO 20.0 21.8 0.71 2.4 3.9 s 6.8 0.400 20.0 21.8 0.71. 0.1 fS.u =-1.00 d 6mm FSIII kJk., (kN/m) 32.3 1.00 0.96 26.1 1.13 1.00 23.7 1.54 1.00 17.0 1.83 1.00 9.9 2.31 1.00 2.S 4.33 1.00 d (mm) I 0 0 0 0 0

PAGE 63

VI VI Layer No. I 2 3 4 5 6 Elev. (m) 0.30 0.90 1.50 1.95 '}..40 '}..85 Depth z (m) 2.70 '}..10 1.50 1.05 0.60 0.15 INTERNAL SEISMIC STABILITY CALCULATIONS (DISPLACEMENT METIIOD, NEWMARK DOUBLE INTEORATION) BLOCK INTERFACE SHEAR L Icc 6 e KAB K,., Tributory Area (m) ( deRrees) (deRreeB) _(m) '}..7 Q.400 20.0 21.8 0.71 0.28 0.43 0.600 2.7 0.400 20.0 21.8 0.71 0.28 0.43 0.600 3.6 0.400 20.0 21.8 0.71 0.28 0.43 0.525 3.7 0.400 .20.0 21.8 0.71 0.28 0.43 1.275 3.8 0.400 20.0 21.8 0.71 0.28 0.43 0.825 3.9 0.400 20.()___ -_21-8 -0.71 ---OAJ 0.375 v. u FSIII kclkm d _(kN/11\) (nun) 8.5 3.492 8.24 1.00 0 19.6 10.345 24.62 1.00 0 15.6 13.236 31.77 1.00 0 12.7 6.322 15.32 1.00 0 9.8 13.142 31.99 1.00 0 6.8 80.823 197.75 _1.00 o,

PAGE 64

r,-... K. K.r-c, rr .... K,,K-r-Sliding v,-R,FS..INTERNAL DYNAMIC STABO...ITY CALCULATIONS 18.10 tNim1 f2 lGdogreaa IJ 0.33 H 0.33 A 0 kPa R, 11.1 kNim1 F, JO dearees c-I 3.00 metcn 169 kNim 98 kNim 1.13 BY AASHTO ME'lliOD 0.46 w.0.6 meters 0.8 H.-0.15 metcn 3.0 meters G.-0.3 meters 0.! m 3 dqrees I 3.00 mecers 21 kN/m r .. 11.1!1 kN/m1 2 EXTERNAL STABILI1Y (BY AASHTO MrlliOD) Overturning M, 264 kN-m/m M. 120 kN-m/m FS,. 2.20 A.wAPr P..e Pa .... ).,. INTERNAL STABILITY (BY AASIITO METHOD) Depth Vertical s.. K. K Dyumic Tocal No. z Pnsrure Preuure l..olld l.Did Load cr. T-T .. T-(m) (kPa) (kPa) (kNim) (kNim) (kNim) (m) I 8.1!1 2.12 0.23 0.33 0.33 0.94 0.21 S.41 S.62 2 O.JO S.64 0.23 0.33 0.33 1.88 0.42 S.62 6.04 3 uo 11.28 0.30 0.33 0.33 3.76 1.13 6.04 7.16 4 0.90 16.92 0.4S 0.33 0.33 S.64 2.S4 6.45 8.99 s 1.50 21.20 0.60 0.33 0.33 9.40 5.64 5.12 10.76 6 2.10 39.41 0.60 0.33 0.33 13.16 7.90 S.95 13.85 7 2.70 50.76 0.60 0.33 0.33 16.92 10.1$ 6.79 16.94 8 3.10 o.s 12.77 kNim 41.39 kNim 31.73 kNim 42.35 kN/m !1.114 kN/m 30 degrees Free Embedmm Toea! P, FS.., Length Lqth l..cnllb L. L. L (m) (m) (m) (kNim) 1.6S 2.2S 3.90 4.70 1.11 t.S6 2.34 3.90 9.76 l.IS 1.39 2.51 3.90 20.96 3.90 1.21 2.69 3.90 33.61 4.91 0.87 2.13 3.00 44.47 S.SI O.S2 2.41 3.01 72.37 6.97 0.17 2.83 3.01 106.04 8.3S

PAGE 65

VI -...1 Layer No. I 2 3 4 s 6 7 No. I 2 3 4 s 6 7 FACING INTERFACE SHEAR Elcv. Depth Total I Total z Load lnads above InterfAce (ml lml (kN/m) (kN/m) (kN/m) 2.15 0.15 5.62 0 3.30 2.70 0.30 6.04 6 0.99 2.40 0.60 7.16 12 1.65 2.10 0.90 8.99 19 1.25 !.SO 1.50 10.76 28 6.03 0.90 2.10 13.8!1 39 9.33 0.30 2.70 16.94 !12 9.8!1 CONNECllONSTRENGTB Elcv. Depth Total *FS. z Load (m) (m) (kN/ml llcN/m) 2.1!1 0.1!1 !1.62 6.82 1.21 2.70 0.30 6.04 7.10 1.29 2.40 0.60 7.16 9.76 1.36 2.10 0.90 1.99 11.72 1.30 I.SO 1.50 10.76 15.63 1.4!1 0.90 2.10 13.8!1 19., 1.41 0_.30 2.70 16.94 23.47 1.39 VUI FS,. (kNim) 6.12 2.07 7.10 7.8-4 9.76 S.93 11.72 9.37 1!1.63 2.!19 19.!1!1 2.10 23.47 2.38

PAGE 66

Vl 00 No. I 2 3 4 5 6 7 Elev (m) 2 15 2 .70 2.40 2.10 1 50 0 .90 0 .30 Depth z (m) 0.15 0 .30 0.60 0.90 uo 2.10 2.70 OVER11JRNING AND CREST TOPPLING M.(oll TOial T., X Y1 FS.. Lo.d abow: depth z 00'{-m/ml lkN/ml (kNim) (lcN-m!m) lkN-m'ml (kN-m/ml 0.52 5.62 6 8 19 44 0 .00 0.29 1.75 1 .04 6.04 7 8 21.06 19.44 1.17 17 52 2.14 7.16 9.8 23 .42 40 .49 4 .61 9 24 3.29 8.99 11.7 24.61 63. 91 10 24 6.57 5 .76 10 .76 1.5. 6 23. 45 81 .52 27 6-' 3.41 8.43 13. 15 19 6 17.60 111.97 52.6-' 2.29 11.32 16.94'--23.5 7.04 129 .57 14 .46 1.67

PAGE 67

V\ 1.0 y,-... c:, '1\-lc, v -. .,.._ LayaNo. I 2 3 5 _7 INPUT VALUES DYNAMIC STABILITY CALCULATIONS DI8PLAC!MI!NT METHOD (Newmn Double lm.cp1dion) EXTERNAL ANALYSIS SOD...S WAIL (DISPLACEMENT METHOD, NEWMARK DOUBLE OOEOR.A TION) IU kN/m1 H .. 0.1! mcten t.._2.9 meten 30 detp'CCII H 3 motcn R 7-4.9 kNim 0 r .. 11.15 kNim1 k.-0 30 II.' kNim1 ,__ 1.6 mctcn 0.6 30 detp'CCII La-O.J metcn a-20.00 detvees Ill-3 degn:cs 916.5 SEISMIC IJ-0 dear-0.5 REINFORCEMENT 3! an/a ... 5.84 kNim 1.15 A.-JOdcarees Mulmum allowable movement nfwalllntcrface J ram Maximum allowed 101111 wall dlsplacanent 50 mm Elev. Depth z (m) (m) 0.30 1.71 0.90 1.10 1.50 1.!11 2.10 ..,, 2.40 O.M 2.70 O.JO 2.&5 0.15 --INTERNAL SEISMIC STABILITY CALCULATIONS (DISPLACEMENT METHOD, NEWMARK DOUBLE INTEORA TION) INlERNAL SLIDING L R. v. k, !i 9 KAII PAll (ml (kNim) (kN/m) (dcpcs) {dewea) (lrN/m) u 61 23.5 0.400 20.0 21.8 0.71 41.-4 1.9 -47 19.6 0.* 20.0 24.7 0.15 35.1 :u 41 15.6 G.!OI 20.0 26 6 0.97 20.6 3.5 25 11.7 D..50t 20.0 26.6 0.97 7.4 3.6 II 9.8 0..580 20 0 26. 6 0.97 3.3 3.7 9 7.8 0..511 20.0 26. 6 0.97 0.1 3.1 6.8 _1_0.0 26.6 0.97 -KAa PAll -45.6 kN/m Pa 29.2 kNim FS,. 1.00 d 9 DUD Pm FS k,,k., (kNim) 35.6 1.00 0.80 31.8 1.00 0.92 28.2 1.16 1.00 17.4 I. SO 1.00 11.9 1.80 1.00 6 1 l.s 1.00 3.1 L____3.41 _m d (mm) 2 I 0 0 0 0 L____ 0

PAGE 68

Layer Elev. Depth No. :z: (m) I OJO 2.70 2 0.90 2.10 3 I.SO 4 2.10 0.90 2.40 0.60 6 2.70 0.30 7 2.15 O.IS INTERNAL SEISMIC STABD..ITY CALCULATIONS (DISPJ.ACBMENT MEnfOD, NEWMARK DOUBLE INTEGRATION) BLOCK INIERFACE SHEAR L lc, li 9 K .... KA TribntDI)' Area Sot (dearces) (m) 2.9 0.!410 20.0 26.6 0.97 0.28 0.70 G.600 2.9 II.SOI 20.0 26.6 0.97 0.211 0.70 0.600 3.4 0.!1410 20.0 26.6 0.97 0.21 0.70 0.600 3.5 O.!ICNI 20.0 26.6 0.97 0.211 0.70 1.200 3.6 0.!1410 20.0 26.6 0.97 0.28 0.70 O.JSO 3.7 0..500 20.0 26.6 0.97 0.28 0.70 3.8 0.!180 20.0 26.6 0.97 0.28 0.70 0.225 v. u FS.. kJk. d (kN/111} (mm) B.S 3.492 6.74 1.00 0 19.6 18.96 1.00 0 1'-6 II.SII 2o.l1 1.00 0 11.7 7.233 11.91 1.00 0 9.8 14.456 23.48 1.00 0 7.1 38.513 61.54 1.00 0 6.11 134.706 213.80 1.00 0

PAGE 69

.,,-.... K.. K.c-c:, .,,. +r-K,..'K-r--Slidin1 v,-R, FS 0'1 l.a)'CI' No. I 2 l INTERNAL DYNAMIC STABILITY CALCULATIONS zo.oo kN/m1 F 35 dqreea a 0 .27 OJ3 A I kPa R.-IU kN/m1 F, 31 deaJ:eee I 1.10 metaa 124 kN/m 72 kN/m 1 .6.1 Depth Vertical s.. z Preuure " (m) (kl'u) (m) 0 .61 12.00 1.20 1.10 36.00 I. OS 1.10 54. 00 0.60 BY AASIITO METHOD O.S6 w.0.6 IIICia'l O.J H. D.l5 metcn J.O mctcn a.O.J meten 1.1 CD Jdetp-ea I H.. 3 .00 meta'll 21 kN/ra -, .. 11.15 kN/m1 1 EXTERNAL ST ABIUTY (BY AASKI'O METHOD) Overturning M.M. FSco 140 kNmlm .54 kN-m/m 2 .61 A.-wA-P, P ... Pill a.-A.INTERNAL STABILITY (IY AASHTO MI:TIIOD) K., K Hori:llllltal StEle Dynmnlc Total Prcssure lad l..olld l..olld " Tr., T(kPa) (kN/m) (kN/m) (kNim) 0.27 0.27 3.25 3.90 2 .17 6.07 0 .27 0.27 9.76 10.24 3 77 1
PAGE 70

FACING INTERFACE SHEAR l.ayor Elev. Depth Total tTotal s..., v"'., FS, No. z 1..-1 Lo.ll above lnn:rfaco lm) (ml (kN/m) (kN/ml (kN/m) (kN/m) 1 2.40 uo 6 .07 0 4.17 9.76 2.34 2 1.20 J.IO 14.01 6 10.77 17.59 1.63 3 0.30 1.70 13.74 20 10.05 23.47 2 .33 CONNEcrJON STimNGTH Layer Elev. Deptb Total r,. "FS. No. z 1..-1 fml (ml lkNiml lkNin1l 1 2.40 uo 6.07 9 .76 1.61 2 1.20 1.10 14.01 17.59 1.26 RJ 3 0.30 1.70 13.74L_ 23_A7 _1_._7!_ II'S., J.IO% el ... dc ftlw ...._ _...._ r.Uy llepeau &kt..._ OVERTURNING AND CREST TOPPLING l..aycr Blev. Dcph M.(oj) Tutal r .. T,;xy1 tr.xy1 M.,., FS.., No. z Load above dqltlu: I (m) (m) (kN-mlm) (kN/m) (kN/m) (kN-mlm) (kN-111/m) I I 2.40 uo 2.14 6.07 9.8 23.42 0.00 1.34 l.S9 2 1.20 1.10 7.07 14.01 17. 6 21.11 23.42 13.97 2.11 3 0.30 2.70 11.32 13.74 23.5 7.04 403 34.60 1.611

PAGE 71

y,-... K.-K..--c:, y,+r-K,/1(-._. Sliding v,R,-FS..-0\ w No. I 2 3 4 s INTERNAL DYNAMIC STABU..ITY CALCULATIONS :ZO.OO kN/m1 F 35 a 0 .27 H 0.31 A I kPa R.-11.1 kN/m1 F, ltdcwca cI 2.10 mc:tm 124 kNim 72 kNim IJ9 Depth Vertical s .. z Pressure a. (m) (!cPa) (m) 1.30 6.00 0.75 1.11 24.00 0.90 2.11 42.00 0.75 2.70 54.00 0 .45 3.00 BY AASHTO METHOD 0.56 w-. metcn ... H.-0.15 met.en J.O met.en G.-0.3 meten 1.15 .,. J dep-eea n.-3 .00 rneten 21 kN/m y.11.15 kN/m1 :z EXTERNAL STABILITY (BY AASHTO METHOD) Overturning M, 140 kN-m/m M. 65 kN-m/m FS.2.16 A..wAPr PAll Praa a.,-A.-INTERNAL ST ABD.,ITY (IY AASHTO MJ:TBOD) "K Horlmntal Static DyMmlc Tcxal Praswe Load Load Load CJt. r_ T..,. (lei' a) (kN/m) (lcN/m) (kN/m) 0 .27 0.27 1.63 1.22 2.01 3.23 0 .27 0 .27 6.50 5.U 3.37 9.23 O.l7 0.27 11.38 1 .54 4.73 13.27 0.27 0.27 14.63 6.59 5 .64 12.22 0.195 80.78 kN/m 15.75 kNim 12.37 kN/m 17.15 k.Nim 5.84 kNim 30 dqreea Free Eznbedmen Total P, FS,. l...en&lh Len&lh I...enath L. L. L (m) (m) (m) (kN/m) 1.41 0 69 1.10 3.73 1.54 0 94 1.16 :Z.IO 25.02 3.62 0 .47 1.63 1.11 61.41 6.17 0.16 1.94 1.11 94.08 10.26

PAGE 72

FACING INTERFACE SHEAR Layer Elev. Do:pth Total t Total Vu(a) FSu No. z IAad Loads above Interface
PAGE 73

y, ... K. K, c.-Jr .,. JVK-L,.,.Sliding v,R.-FS, INTERNAL DYNAMIC STABILITY CALCULATIONS 20.00 kN/m1 F 35 deJII'CCII a 0.27 H 0.33 A I kPa R. ILl kNim' F, 30 deii'CCS c-l UD metcn 124 kN/m 72 lcN/m 1.23 BY AASRTO METHOD 0 56 w.-0.6 msara 0.1 H.-1.15 mcta'l 3.1 metal a.0.3 metera 0.2 OD 3 dqrees l Ho.-3 00 millen 21 kNim y., 11.15 kNim' 2 EXTERNAL STABILITY (BY AASIITO ME1110D) Overturning M, 140 kN-mlm M. kN-m/m FS.. 1.16 A.w .. P, PAB .. >...-3: INTERNAL STABILITY (BY AASIFI'O METHOD) Layer Depth Vertical s.. K.. K Horizontal Slll11c Dynamic Tolal No. z PII:IIUfC PresaiiRI 1.-1 laid Load cr. TT.,.. (m) (kPa) (kPI) (kN/m) (kN/m) (kN/m) (m) I 0.30 6.00 0.75 0 .27 0.27 1.63 1.22 3.80 2 1.20 24.00 0.90 0.27 0.27 4.32 10.11 3 2.10 42.00 0.75 0.27 0 .27 11.31 8.54 6.06 14.60 4 1.70 54.00 0 .45 0 .27 0.27 14.63 6.59 7.23 13.81 __ L J.OO ----------L___ -0 25 10.78 kN/m 20.20 kN/m U.l6 kN/m 21. 91 kN/m kN/m 30 degrees Free Embedmem Tolal P, FS.., Length l.cqth J..coath L. L. L (m) (m) (m) (kN/m) 1.41 0.69 2.10 3.73 1.31 0.94 1 .16 2.10 3.21 0.47 1.63 UD 61.41 5.61 0.16 1.94 Ul 94.01 9.08 ----

PAGE 74

0\ 0\ FACING' INTERFACE SHEAR l..aycr Elev; Deplh Total tTotal vi(., FSt. No. z Load Loads above intcrfiu:e fm) fm) lkNim\ (kNim) (kNim) (kN/m) I 2.70 e.Jo 3.80 0 3.32 7.80 2.3S 2 1.80 l.lO 10.18 4 10.99 13.68 1.24 3 0.90 1.10 14.60 14 14.57 l!I.SS 1.34 4 0.30 __ ___It!! _2!1 0 0 liM! 23.47 2 .26 CONNECI'ION STRENGm lA)'a' Eluv. Depth Total *FS., No. z Load Cm) {m) CkN/m) lkNfm) 1 2.70 0.30 3.80 7.80 2.0S 2 1.80 1.20 10.18 13.68 1.34 3 0.!10 2.10 14.60 1!1.55 1.34 4 0.30 1.70 .81 23.47 t70 FS,. II 80% ol static :'I'll wbea conaeetfoB folly depends oa frlcdoa. OVERTURNING AND CREST TOPPLING layer Elev. Depth M,ld) Total M,ld) No. z Load above depthz lml Cm) I lkNmlml lkN/m) (kNfm) CkNmlm) I CkN-mfm) I ckN.mtml I 2.70 0.30 '1.04 3.80 7.8 21.06 0.00 0.58 2 1.80 1.20 4.50 10.18 13.7 24.62 21.06 9.40 3 0.90 1.10 8.43 14.60 19.6 17.60 45.67 29.28 4 O.JO _;.19 _j1.31_ 13.81 -23.5 7.04 63. 27 41.93 1.81 2.72 l.BS 1.52

PAGE 75

C\ -..I y,-... K. K.r-c, y,-+r-K.JK-l.,u,Sliding v,-R,m FS,.-Layer No. I 2 1 4 INTERNAL DYNAMIC ST ABU..ITY CALCULATIONS 10.80 kNim1 F 35 degl'ees a 0.27 H 0.33 A 0 ltPa R.-18.1 kNim1 F, JO Cc I 2.11 meten 130 kN/m 75 kN/m 1.17 Depth Vatical s.. z Pressure a, (m) (kPa) llll)_ O.JO 6.00 0.75 1.10 24.00 0.90 %.11 42.00 0.75 2..70 ROO 0.45 BY AASHTO METHOD 0.56 w.0.6 mctcn 0.11 H,a 0.15 mmen J.O meten a.-O.J mctcn 0.25 cn J deJ=s I Ht.-3.00 metc:nl 28 kNim y.,-111.115 kNim1 z EXTERNAL STABILITY (BY AASHTO METHOD) Overturning M, M, rs .. -153 kN-m/m 85 kN-m/m 1.10 A.wAP, PAB Pa ... >...INTERNAL STABWTY (BY AASHTO METHOD) K. K Horlmnlal Static Dynamic Tatll Preuure Load Loed Load r_ r ... r-(kPa) (kN/m) (kN/m) (kN/m) 0.27 0.27 1.61 1.22 3.30 4.52 0.27 0.27 6.50 5.15 5.25 11.10 0.27 0.27 II.JI 8.54 7.19 15.73 0.27 0.27 14.63 6.59 8.49 15.08 0.3 10.711 kNim 24.23 kNim 19.04 kN/m 26.38 kN/m 5.114 kNim JO dqvea Free Embedmenl Total P, FS,. Length Length Length L. L. L (m) (m) (m) (kN/m) 1.41 0.79 2..20 4.27 1.26 0.94 1.26 2..20 27.17 3.26 0.47 1.73 2.10 65.18 5.52 0.16 2.04 2..111 98.92 8.75

PAGE 76

0'1 00 FACING INTERFACE SHEAR Layer Elev. Deptb Total :!:Total VOI(a) FS1 No. z Load l...oed3 above interfil<:e (m) (m) (kN/m) lkN/ml CkN/m) CkN/ml I 2.70 D.JO 4.Sl 0 3.93 7.80 1.91 2 1.10 l.JO 11.10 .5 12.4.5 13.61 1.10 3 0.90 1.10 15.73 16 16.25 19.55 1.20 4 0.30 2.70 IS.OI 31 11.48 23.47 2.04 CONNEcrJON STRENGm Layer Elev. Depth Total r .. "FS.. No. z Load (m) (m) CkN/ml CkN/ml I 2.70 0.30 4.52 7.80 1.73 2 1.80 uo 11.10 13.68 1.23 3 0.90 uo 1.5.73 19 .5.5 1.24 4 0.30 2.70 15.01 23.47 1..56 5 JI'S,. Ia 10% .t atatlc ftiH w CGIIHCtiOII I'IIBy depudl l'rlctiolo.. OVERTURNING AN CREST TOPPLING Layer Elev. Depth M,,., Total r .. Tdxy, l:Td It y, No. z l...olld above depth z Cml Cml (kN-m/m) Oc:Niml CkNJml (kN-m/ml CkN-mlm) I 2.70 D.JO 1.04 4 .52 7.8 21.06 0.00 2 1.10 1.20 4 .50 11.10 13.7 24.62 21.06 3 0.90 Z.IO 8.43 15.73 19.6 17.60 4.5.67 _4 0.30 2.70 11.32 1.5.08 23 .5 7.04 63.27 M..,., FS.,. I. CkN-mlm) 0.69 1 .52 10.97 2..33 33.46 1.62 .5.5.16 l.JS

PAGE 77

r.-... K.-K.r-c,-rr-+r-K,,K ).._ Sliding v,R,FS. 0'1 '>D Layer No. I 2 3 4 5 INTERNAL DYNAMIC STABILITY CALCULATIONS 2G.OO kNim' pdqreea a 0.27 H 0.33 A 0 lcPa R.-11.1 kN/m1 F 30 dqrces c-l 1.20 meten 130 kNim 75 kN/m 1.10 Depth Vertical s,. z Prenure cr, (m) (kPa) (m) 0.30 6.00 0.75 1.28 24.00 0.90 1.10 42.00 0.75 1.70 54.00 0.45 J .OO BY AASHTO MrrHOD 0.56 w-. 0.6 meters 0.1 H.-meters 3.0 meun o.0.3 meten 0.2' cu 3 dcp-ee 3 .00 metcn 21 kN/m r .. 11.15 kNim1 1 EXTERNAL STABll.riTY (B\' AASHTO Mri'IIOD) A.wAP, PAE Pa ... )., Overturning M, 153 kN-mlm M. 92 kN-mlm FS.. 1.67 K.. K Horimntal Prcs'NA (kPa) 0.27 0.27 1.63 0 .27 0 .27 6.50 0.27 0 .27 11.31 0.27 0 .27 14.63 INTERNAL STABILITY (BY AASRTO METHOD) Statle Dynmnle Total Load Load Load r_ r .. r-(kN/m) (kNim) (kNim) 1.22 4.85 6.07 S.IS '-60 11.45 8.54 7 .67 16.21 6 .59 9 .06 15.64 0.3364 80.78 kN/m 27.17 kN/m 21.34 kN/m 29.51 kN/m kNim 38 dqp'ea Free (Embedmen To!al P, FS,., Lenglh Leo ph Lcnglh L. L. L (m) (m) (m) (kNim) 1.41 1.09 1.!10 5.89 1 .29 0.94 1.26 l.lt 27.17 3.16 0.47 1.73 1.lO 65.11 5.36 0.16 2 .04 1.10 91.92 1 .43

PAGE 78

FACING INTERFACE SHEAR Layer Elcv. Dcplh Total I:TIUI s.c., Vuel FS., No. z Load l..oeda above loter&cc lml lml (kN./ml (kNim) (kNfm) (kN/m) I 2 .70 I.JO 6.07 0 08 7 .10 1 .71 2 1.80 1.10 IUS 6 12.49 13.61 1.10 3 0.90 1 .10 16.21 II 16.76 19., 1.17 4 0.30 1.70 IS.64 _11.90 23.47 1.97 CONNECI'ION STRENGTH Layer Elcv. Deplh Total T,. *FS.. No. z Load lml lml lkNiml lkNfml I 2.70 OJO 6.07 7 .80 1.29 2 1.80 1.20 11.4S 13.68 1.19 3 0.90 1.10 16.21 19.SS 1.21 4 0.30 1.70 IS.64 23.47 1..50 s FS,.IIIO% m.. wiiR -MCtloll hlly Mpnlll.l Jrk:dea. OVERTURNING AND CREST TOPPLING layer Elev. De,llh Mr(oil Tcul T,. X Yl FS.,. No. z u-1 ahove depth z (ml (m) 00-mfmJ @lim} (kN/ml (_lcNmfm) (kN-m/m) I 2.70 O.JO 1.04 6.07 7 8 21.06 0.00 o.n 1.36 2 1.80 l.lO 4 .50 11.4.5 13. 7 24.62 21.06 12.11 2.11 J 0.90 1.10 1.43 16.21 19. 6 17.60 4S.67 J6.SO 1.48 4 0.30 1.70 11.32 IS. 64 23 .5 7 .04 63.27 59.70 1.25

PAGE 79

.,,-... K..-K.,-c:r-y,-+r-K.tK-'-Sliding v,R.-FS.o-...... No. I 2 3 4 s 6 INTERNAL DYNAMIC STABILITY CALCULATIONS 10.00 kN/m1 "F Hcte.,_ a 0 .27 Hw 0.33 A G kPa R.-IU kN/m1 F, Jt dqrca c-l 1.60 mc:ten kN/m 89 kN/m 1.13 Depth Vertical s.. z Preawe a. (m) (kPa) (m) 0.30 6.00 0.60 0.!10 18.00 0.60 1.50 30.00 0.60 1.10 42.00 0.60 1.71 54.00 1.60 3.00 BY AASIITO METHOD w-" 0.6 metcn 0.8 H.-0.15 meten 3.0 metcrt a.-o.J meten 1.4 m 3 dlqpees u.3. 00 IIICICn 28 kN/m y.-1&.15 kN/m1 z EXTI:RNAL STABII.ITY (BY AASHTO MI:THOD) Overturning w., M. I'S. 210 kN-m/m lOB kN-m/m 1.9' A..wAP PAE-Pa a.-INTERNAL STABILITY (BY AASIITO ME'1110D) K.. K Hori.mn1al Static Dynamic Total Pressure Load Load r..o.l TT.., T(kPa) (kN/m) (kN/m) (kN/m) 0.27 0.27 1.63 0.98 6.07 0.27 0.27 4.88 2.93 s.so 8.43 0.27 0.27 8.13 4.18 6 .64 IU2 0.27 0 .27 11.38 6.83 7 .71 14.61 0.27 0.27 14.6] 1.71 1 .92 17.70 0.42 80.78 kN/m 33.93 kN/m kN/m 36.93 kN/m 5.114 kN/m JO degn:es Free Total P, FS,. Lenath Leap Lenath L. L (m) (m) (m) (kN/m) 1.41 1.39 1.10 BO 1.65 1.09 1.'1 1.60 24.31 3.85 0.71 1.12 uo 48.91 0 .47 2.13 1.60 80.24 7 .32 0 .16 2.44 1.60 111.28 1.91

PAGE 80

FACING INTERFACE SHEAR Layer Elev. Depth Total :tTotal v,.., Fs,. No. z Load Loads above inter lila: (m) (m) (kN/m) {kN/ml (kN/m) (kN/m) I 2.70 0.30 6.07 0 5.41 7.80 1.44 2 2.10 0.90 U3 6 10.4-4 I I. 72 1.12 3 1.50 1..50 11 .52 14 13.49 15.63 1.16 4 0.90 2.10 14.61 26 13.82 19 .55 1.41 s 0.30 2.70 17.70 41 11.44 23.47 2.05 tj CONNEcriON STRENGm Layer Elev. Depth Total To1 *FS.. No. z Load (m) (m) (kNJm) (kN/ml 1 2.70 0.30 6.07 7.80 1.29 2 2.10 0.90 8.43 11.72 1.39 3 1..50 1 .50 11.52 1!1.63 1.36 4 0.90 2.10 14.61 19 .55 1.34 5 0.30 2.70 17.70 23.47 1.33 rs.. 11 80% ., ... de mewt.e. C8UKtlea 11111y ,..U .. rrtctl-

PAGE 81

-...1 w Layer No. I 2 3 4 Elev. Deplh z (m) (m) 2.70 0.30 2.10 0.90 uo l.SO 0 90 2.10 0.30 2.70 OVERTURNING AND CREST TOPPLING M.c.., T01al T,. T,. XYI rrd x Yl M.,,, FS.., l..old above deplh z (kN-m/m) CkN/ml (kN/m) (kN-mlm) (kN-mlm) (kN-mfml 1.04 6.07 7.8 21.06 0.00 0 .9, 1.10 3.29 8.43 11.7 24.61 21.06 8 39 2.90 5.76 11.52 JS.6 23.45 45.66 22.74 2 26 8.43 14.61 19.6 17. 60 69.11 43. 50 1.71 11.32 17. 70 23.S 7 .04 86 .71 70.12 1.40

PAGE 82

y, ... c. 'h-k. v.&r-Na. 1 1 3 4 5 OOUTVALUES DYNAMIC ST ABU...ITY CALCULATIONS DISPLACEMENT METHOD (Newmark Double lntearuion) EXTERNAL ANALYSIS son..s WALL (DISPLo\CEMENT METIIOD, NEWMARK DOUBLE INTEGRATKlN) 11 8 kNim1 n.11.1!1 meters t.. 2.6 metcn 35 H J meter! R 69.3 tN/m 0 r. 18.85 kN/m1 Jr... 0.27 11.9 kN/m1 L. 0.6 meten kA.-0 7 lOll.-r,-I.Jmaten IS 23 33 dqrecs 0 m-8 ID SEISMJC P deweee 0 4 REINFORCEMEm 35 gr,/a ... 5JM kNim 1.25 A..-341 dqJra:s MDJmum allowable mowment af wall lnterke 3 mm Malmum allowed 1Dial '"'' dlspiiii:IIDICIIIt SO mm Elev. Depth z (m) (m) OJO 1.70 0.90 1.10 uo 1.!0 2.10 0.!10 2.70 0.30 INTERNAL SEISMIC STABU..ITY CALCULATIONS (DISPLACEMENT MElHOD, NEWMARK DOUBLE INTEGRATION) INTERNAL SLIDD'.JO L R, v. Jr.. 6 9 KAB P.m (m) (kN/m) (kN/m) (degMI) (dewccs) (kNim) 13 78 23.S 0 .408 23.3 21.8 0.59 42.8 1.9 61 19.6 0 418 23. 3 21.1 0.59 2.5.9 .J.4 53 IS. 6 0 .410 23.3 21.1 0 59 13.2 3.5 ll 11.7 8.4t0 23.3 21.8 0.59 .u 3.6 11 7.8 uoo 23.3 21.8 0.59 0.5 K ... 0 .,2 PA 43. 1 kN/m 25.7 tN/m FS.o-1.00 d 6nun P,. FS.a I:Jk. (kNim) 37. 1 1.27 1.00 21.8 1.47 1.00 23. 6 1.16 1.00 14. 5 2 32 1.00 s.o 3.49 1.00 d (mm) 0 0 0 0 0

PAGE 83

-J IJ\ Layer No. I 2 3 4 .5 Elev. Depth z (m) (m) 0.30 2.70 0.90 2.10 1.50 l.SO 2.10 0.90 2.70 0.30 INTERNAL SEISMIC STABILITY CALCULATIONS (DISPLACEMENTMETiiOD, NEWMARK OOUBLE INTEGRATION) BLOCK INTERFACE SHEAR L k, & 9 K.w K" Trlbutory Area s.. (m) (deareesl (deareesl (m) 2.9 0.408 23.3 21.8 0.59 0.22 0.36 0.600 2.9 o.a 23.3 21.8 0.59 0.22 0.36 0.600 3.4 0.401 23.3 21.11 0.,9 0.22 0.36 0.600 3 .5 ueo 23.3 21.1 0.,9 0.22 0.36 1.200 3.6 0.400 23.3 21.8 0.59 0.22 0.36 0.600 v. u FS,. kJ1c,. d (kN!mJ (mm) 8.5 3.492 9.77 1.00 0 19.6 10.345 29.0S 1.00 0 15.6 lUll 32.62 1.00 0 11.7 7.233 20.4.5 1.00 0 7.8 28.1., 81.87 1.00 0

PAGE 84

y,-... K.r-K,-c, Jr +r-K.IK-.__ Sliding v,-R.-FS..-Layer No. I 2 3 4 5 6 7 INfERNAL DYNAMIC STABILITY CALCULATIONS ZO.OO kN/m1 "F-35 degrees a0.27 H0.33 A0 lcPa R.-18.1 kNim1 F,JO dep:s cI :uo mela'il 171 kN/m 99 kNim 1.13 Depth Vertical s.. z PfC:IISIR o, (m) (kPa) {m) 0.15 3.00 0.30 0.45 9.00 0.30 0.75 1.5.00 0.311 1.10 24.00 0 .53 1.10 36.00 0.7.5 1.70 .54.00 0.75 3_.111)-BY .usKrO mmoo 0 .56 w.0.6 metCJ"'I 0.1 H.-0.15 metc:rs J.O metcn G.-0.3 meters 8.5 mI H,-3.00 metert 28 kNim r.-ILl! kN/m1 l EXTERNAL STABILITY (BY AASiffO METHOD) Overtunung M, M.-FS.,2.59 kN-m/m 123 lcNmlm 2.11 A.wAPr PAl!-Pm.. A.-INTERNAL ST ABU..ITY (BY AA8HTO MEniOD) K., K Ho:i2Dill8l Static Dyn11111lc Total Preasure l..md 1..-1 Laid Ok T .. T..,. (kPa) (kNim) (kNim) (kNim) 0.27 0.27 0.81 0.24 .5.43 .5.67 0.27 0.27 2.44 0.73 5.81 6.54 0.27 0.27 4.06 1..52 6.19 7.71 0.27 0.27 6 .50 3.41 6.76 10.18 0.27 0.27 9.76 7.32 7 .53 14.114 0.27 0.27 14.63 18.98 8.68 19.6.5 0 .5 10.78 kN/m 40.39 kN/m 31.73 kN/m 43.97 kN/m 5.84 kN/m Free !Embedmerr Total P, FS,. Length l..qlh Length L. L. L (m) {m) (m) (lcNJm) I 1.48 2.22 3.70 .5.96 1.40 1.33 2.37 3.70 19.14 3.90 1.17 2..53 3.711 34.00 .5.88 0.94 2.76 3.78 .59.43 7.79 0.62 3.08 3.70 99.23 8.91 0.16 3 .54 3.70 17l.S2 11.64

PAGE 85

FACING INTERFACE SHEAR l.aya-Elcv. Depth Total l:TcUI v ... ) FS.. No. z Load Loads aboYI: intricc (m) (m) (kN/ml lkN/ml (lcN/m) (kN/m) I 2.1S 0.1!1 !1.67 0 3 .19 6.12 2 .14 2 2 .SS 0.45 6.!14 6 3.92 8 .78 2.24 l 2.25 0.7!1 7.71 12 1.11 10.74 2 .82 4 1.80 1.20 10.11 20 5.76 13.68 2 .31 1.20 1.80 30 1.!13 17.59 2.06 6 0.30 2.70 19.65 4!1 13.27 23.47 t.n :::J CONNEcnON STRENGTH layer Elcv. Dcplh TOial r. FS,. No. z Load (Ia) (m) (kN/ml lkNim) I 2 .85 0.1!1 5.67 6 82 1.20 2 2." 0.45 6.!14 1 .78 1.34 3 2.2' 0.7!1 7.71 10.74 1.39 4 1.10 1.20 10.11 13.68 1.34 1.20 1.80 14.84 17.,9 1.19 6 O.JO 2 .70 19.6!1 23.47 1.19

PAGE 86

-...J 00 Layer No. I 2 J 4 6 leY. Depth z (_m) (m) 2 .85 0 .15 2..5.5 0.45 2 .2!1 0.7.5 1.80 1.20 1 .20 1.80 O.JOL.. 2.70 OVERTURNING AND CREST TOPPLING -M,(>lj Tolal Td ll Y1 I:T,; l( y, M..!al FS.,. 1...-1 above depth z O:N-m/m) (kN/m) (kN/mj (kN-rnlm) (kN-mfm) Ck:N-m/m) 0 .52 .5.67 6.1 19.44 0.00 0 .28 1.81 1..59 6 .54 u 22.31 19.44 2..52 8.33 2.71 7 .71 10. 7 24.16 41.82 6 .90 6 .4!1 4 .50 10.18 13. 7 24.62 6.5. 98 17.24 4.09 7.07 14.14 17. 6 21.11 90.60 37 .51 2.60 11.32 19.6S 23.!1 7.04 111.71 80.01 1.54

PAGE 87

-....1 y,... c:.-1\-.... Jc,. v -. 6r-l...ll)w No. I 2 3 !I DYNAMIC STABILITY CALCULATIONS DIIPLACI!M!NT METltOD {Newnwk Double lnlegrallon) INPUT VALUES son.s WALL I EXTERNAL ANALYSIS (DISPLAC!!MENTME1t!OD, NEWMARK DOUBLE IN"ffiGRATION) 20 0 kN/m1 H., 1.1! meten I 35 dqpua H-3 meten 1._;, 2 8 meters R-76 2 kNim II r .. 18.85 kN/m1 k.,. 0.30 11.9 tN/m1 L.-0.6 meten k.llc,. 0 6 JO olegreea r..-O.J meters a. 23.33 detP"=s 0 ID3 cleareee o-16.5 SEISMIC P-0.5 REINFORCEMENT J5 an/a ... 5.14 kNim l.lS A.-30delllftS Mulmwn allowable-' ofwlllllnterfilce3 mm Maximum allowed total wllll displaa:mcnt 50 mm INTERNAL SEISMIC STABILITY CALCULATIONS (DISPLACEMENT METIIOD, NEWMARK DOUBLE INTEORAllON) INTERNAL SLIDING Ku-O H P ... 41i. 4 kN/m P11129.7 kN/m FS..-1.00 d-9mm Depth L R. v. k. 6 9 Ku PAS P111 FS.n k.,tk,. z (m) (m_l _1m) (kN/1!1}_ (kN/m) (dcwees) .(kN/m_l _LkN/m) 0.30 1.70 1.1 75 23.S 0 417 23.3 26.0 0.74 S4.3 43.8 1.00 0.97 0.90 1.10 1.1 51 19.6 0.!111 23. 3 26.6 0.77 34.1 35.0 1 .13 1.00 uo 1.50 1.1 42 15. 6 ... 23. 3 26. 6 0.77 17.4 25.0 1.35 1.00 2.10 8.'0 3.0 27 11.7 CL50I 23.3 26.6 0 77 6 3 15.9 1 76 1.00 2.40 0.60 3.1 19 9.8 0.!81 23.3 26.6 0.77 2.8 10.9 2.10 1.00 __ 0.15 3.2 1 -6.8 0.500 23. 3 26. 6 0.77 0.2 2.8 3.9S 1.00 d (mm) I 0 0 0 0 0

PAGE 88

00 0 l...a)w No. I 2 3 4 s 6 Elev. Dcpdl z (m} (m) 0 .30 2.70 0 .90 2.10 1..30 I. SO 2.10 0.90 2.40 0.60 l.IS O.IS INTERNAL SEISMIC ST ABll..ITY CALCULATIONS (DISPLACEMENT ME1HOD, NBWMARK. DOUBLE INlEORATION) BLOCK INlERFACE SHEAR L k. 6 9 K.w KA Trlbulmy Area s.. (m) (dqrcea) I (m) 2.8 0.!10 23.3 26.6 0.77 0.22 o.ss 0.600 2.8 0.!11 23.3 26.6 0.77 0.22 o.ss 0.600 2.8 11.511 23.3 26.6 0.77 0.22 O.S$ 0.600 3 o.-23.3 26.6 0.77 0.22 o.ss 1.200 3.1 o.seo 23.3 26.6 0.77 0.22 o.ss 0.750 3.2 uoo 23.3 26.6 0.77 0.22 o.ss 0.375 v. u Fs. kJk, d (IIN!m) (m.m) I.S 3.492 8.16 1.00 0 19. 6 10.345 23.11 1.00 0 15.6 li.SII 24.77 1.00 0 11.7 7.233 14.69 1.00 0 9.8 14.456 29.00 1.00 0 6.1 80.82l ISI.41 1.00 0

PAGE 89

y -... K.-K, c:r-y,-.,. K.IK L,..,Sliding v,R, FS 00 No. I 2 3 4 INTERNAL DYNAMIC STABILITY CALCULATIONS %1.00 kNim' F 40 dqrec! a 0.22 H 0 .33 A I kPa R.-1&.1 kNim1 F, 30 dctvca cI :UO mctcn 133 kN/m 77kN/m 1.70 Deplb Vertical s.. z Pre!llft a, (m) (kPa) (m) 0 .60 13.20 1.20 1.10 39.60 1.05 2.10 59.40 0.60 3.00 BY AASHTO METIIOD 0 67 w.-0.6 mctc:n 0 1 H.-1.15 IIICtc:n 3 0 mcten o.-0.3 metc:n 1.1 m 1 H..-3.00 mctcn 21 kN/m y.1&.8! kNim' 2 EXTERNAL STABILITY (BY AASRTO METHOD) Overturning M, M.FS.-ISO kN-m/m kN-m/m 2 .73 A,. wAP, PAE-Pa .. A..INTERNAL ST ABU..ITY (BY AASBT0 ME'IliOD) K. K Horimntal St.tlc Dytwnlc Total Pressure Load 1...-1 1...-1 CJt. r_ r_. r(kPa) (kN/m) (kNim) (kNim) 0 .22 0 .22 2.87 3 .44 2.37 S.BI 0 .22 0 .22 8.61 9.04 3 .72 12.76 0 22 0.22 12.92 7 .75 4 .73 12.41 0.135 10.09 kN/m 10.81 kNim 8 .S7 kN/m 12.60 kN/m 5.84kN/m 31 dep.a Free Embcdmcn Total P, FS.., Lqtb Lcnath 1...cngth '"' '"' L (m) (m) (m) (kNim) 1.12 0 91 :Z.IO 13.91 3.19 0.56 1.54 :Z.IO 6S.S2 6 .85 0 .14 1.96 %.10 125.05 13.36

PAGE 90

00 N FACING INTERFACE SHEAR Layer Elcv. Depth Total :t Total Sw.! No. z Load Loada aboYe inter&a: {m) lm) (kN/m) (_k:N/m) lkN/m) (kN/m) I 2.40 0.60 5.81 0 4.02 9.76 2.43 2 1.20 1.10 12.76 6 9.92 17.59 1.77 3 0.30 %.71 12.41 19 9.16 23.47 2.56 CONNECI'ION STRENGTH Layer Elcv. Depth TCJIBI T,. *FSa No. z 1..-1 lml (ml (k:Nim) (kN/m) I 2.40 0.60 5.81 9.76 1.68 2 1.20 1.10 12.76 17.59 1.38 3 0.30 %.70 12.41 23.47 1.18 rs. IIIlO% of ltatle Yllle -.:d Iaiiy dep..U H lrlctloll. OVERTURNING AND CREST TOPPLING Layer Elov. Depth M,Cii) Total T,. T,;X)'j l:T,. X Yl No. z 1..-1 above deplh:z: lml (m) (kN-mlm) (kNim) (kN/m) CkN-mlml I CkN-m/m) I 2.40 0.60 2.14 5.81 9.8 23.42 0.00 2 1.20 1.10 7.07 12.76 17.6 21.11 23.42 3 0.30 1.70 11.32 12.41 23.5 7.04 44.53 M.,.., FS.. lkN-m/m) 1.31 1.64 13.27 2.30 12.37 1.7]

PAGE 91

00 w y,-... K. K,-Cfy,... K,,K-t-Sliding v,-R.-FS..-l...ayDr No. I 2 3 4 INTERNAL DYNAMIC STABILITY CALCULATIONS 22.00 kN/m1 F a 0.22 H 0.33 A I kPa R.-IUkNim1 F, 30 deareo cI 1 .10 millen 133 kNim 77 kNim 1.46 Depth Ve11ic:.l s.. z: Presalftl Cia (m) (kPa) _im) uo 13.20 1.20 1 .10 39.60 1.0.5 1.70 .59.40 0 60 3.00 BY AASHTO METBOO 0 67 w.0.6 meten 0.1 n.D.IS meeen 3.0 meten a.-O.J mctcn 0.15 m 3 dqJrees I Ho.-3.00 metal! 28 kNim y.ILI!I kN/ m1 1 EXTERNAL STABILITY (BY AASIITO ME1HOO) Ovcrtuming M, M, FS., 130 kN-m/m 67 kN-m/m 2 .25 A.-w,..-p,. PAll Pa .. )..INTERNAL ST ABILJTY (BY AASHTO MUHOO) K. K Horimntal Static Dynamic Total Preu!n Load Load 1..uad CJio TT"" T(kPa) (kN/m) (kN/m) (kNim) 0 .22 0.22 2.87 3.44 3 .42 6.86 0.22 0.22 1.61 9 04 .5.37 14.41 0 .22 0.22 12.92 '" 6.83 14 .58 0.19.5 80.09 kN/m 1.5. 62 kN/m 12.37 kN/m 18.20 kN/m S.l4 kN/m 30 dep'ees Free Embedmen Total P, fS,. Lenljlh Lanl'b Length L, L, L (m) (m) (m) (kN/m) 1.12 0 .98 1.10 13.91 2.70 0 .56 1..54 1.10 .52 6.06 0 .14 1.96 1.10 12.5.0.5 11.44

PAGE 92

FACING INTERFACE SHEAR ----Layer Elev. Deplb Total l:Total v""' No. z Load u.ds above lntc:r&ce (m) (m) ClcN/m) (lcN/m) (lcN/m) (lcNiml I 2.40 uo 6.86 0 5 . 3 9.76 1.80 2 1.20 1.10 14 . 1 7 12.42 17.,9 U2 3 0.30 170 14.58 21 I 1.03 23.47 2.13 CONNECTION STRENGm l...a)a Elev. Deptb Total T,; *FS,. No. z Loed (m) (m) (lcN/m) (lcN/m) I 2.<40 Ul 6.86 9.76 1.42 2 1.20 1.10 14 . 1 17.59 1.22 3 0.30 171 14.,. 23 . 7 1.61 JI'Sa II of lltadc ftlue wllea cealledlea Flly depuda Frlcd011o OVERTURNING AND CREST TOPPLING LAyer Elev. Depth M,,,., Total T,. l:T,. X Yt Mo(ldl Fs... No. z r.o.d 8bo-te depth z (m) (m) I (kN-m/m) (kN-m/m) I 2.<40 8.60 2.14 6.86 9.8 23.42 0.00 1.82 1.11 2 1.20 1.10 7.07 14 . 1 17.6 21.11 2H2 17.10 1.71 3 0.30 170 I 1.32 14.,8 23., 7.0. ..... ,3 39.78 1.<40

PAGE 93

00 v. INTERNAL DYNAMIC STABILITY CALCULATIONS y, 12.00 kN/m1 F +..-dqrees a K, 0 .22 H K., 0.33 A c:, II kPa R. rr JU kNim1 F, +r-38 dqrees cK.IK1 '- 2.111 metm Sliding v,-133 kNim R. 77 kNim FS..-1.29 Layer Depth Vertical No. z P.--we (m) (kPa) lm) I 0.30 6.60 0.75 2 1.20 0.90 3 2.10 46.20 0.1S 4 1.70 59.40 0.45 s .-l:!!L-BY AASRTO METHOD 0.67 w.0.6 meters 0.1 H. 0.15 nacten 3.0 meters G, 0.3 mctcn 0.2 ao 1 1\ 3.00mcterl 21 kNim y .. 11.15 l:Nira1 2 EXTERNAL STABILITY (BY AASHTO METHOD) Overtuming M, 150 kN-mlm M. 77 kNmlm FS,. 1.93 A.w.P, Pu Pa ... A.INTERNAL STABILITY (BY .USHTO METIJOD) K,. K Horimntlll Static Dynamic lot Ill Pressure Load Load l.oad " T ... r .. T..,. (kPa) (kN/m) (kNim) (kN/m) 0.22 0.22 1.44 1.08 2 .93 4.01 o.n 0.22 S.74 S.l7 HO 9.S6 0.22 0.22 IO.OS 7.53 5.86 13.39 o.n 0.22 12.92 S.BI 6 84 12.65 0.25 80.09 kNim 20.02 kNim 15.116 kN/m 23.33 kN/m 5.84 lcNim Free Embedmen Total P, FS,. l.a!l!lh LcniJih Lcnglh L, L, L (m) (m) (m) (kN/m) 1.26 0 .84 2.10 S.96 1.98 0.84 1.26 1.10 35.15 4 .91 0.42 1.611 2.10 13.311 1.30 0.14 1.96 2.10 125.05 13.11

PAGE 94

00 0\ FACING INTERFACE SHEAR Layer Elev. Depth Total :ETotal F8& No. z Load Loads above intediu:e (m) (m) tkN/m) tkN/m) tkN/m) (kN/m) I 2.70 0.30 4.01 0 3.26 7.80 2.40 2 1.60 1.20 9.S6 4 11.65 13.68 1.17, 3 0.90 2.10 13.39 14 13.42 19.55 1.461 4 0.30 2.70 12.65 27 9.53 2.461 CONNECTION STRENGTH Layer Elev. Depth Total Td FS .. No. z Load (m) (m\ (kN/m) (kNim) I 2.70 0.30 4.01 7.80 1.9S 2 1.60 1.20 9.56 13.68 1.43 3 0.90 2.10 1339 l9.SS 1.46 4 0.30 2.70 12.65 23.47 1.86 -- FS.. b 80% ol Mlltlt! wloe wlleo C!Oaaectloa f'olly depeads oa trldloa. OVERTURNING AND CREST TOPPLING Layer Elev. DC!pth M.(o!) Total Td Tdxy, l:TdXYI No. z Load above depthz (m) (m) (ij>l-m/m) ()cN/m) tkN/m) I (JcN.mlml I ()cNrnlm) 1 2.70 0.30 1.04 4.01 7.8 21.06 0.00 2 1.60 1.20 .4.57 9.56 13.7 21.88 21.06 3 0.90 2.10 8.43 13.39 19.6 17.60 42.94 4 030 2.'79 _11.32 12.6S 23.5 7.04 60.54 ',,v M..(d) FS..t (JcN.mfm) 0.57 1.84 10.17 2.52 28.10 -1.83 46.57 1.54

PAGE 95

00 -.J INTERNAL DYNAMIC STABILITY CALCULATIONS n.oo kN/ms 40 cieJp'eel 0.22 0.33 t kPa 11.1 kN/ms JO dear- 2.10 meten 133 kN/m 77 kN/m 1.17 Deplh Vertical z J>reaaure a, (m) (kPa) 0.341 6 .60 1.20 26.40 l.IO 46.20 l.7t 59.40 J.M F a.H-AR.F,-cs.. (m) 0.1S 0.90 0.75 0.45 BY AASHTO METHOD 0.67 w.a 0.6 meier.! 0.1 H.-0.1!1 meters J.O mcten a.-0.3 mctcn G.l!l CDJ llqvees J H.-3 .00 meten 21 kNim y.-11.11!1 kN/m1 J EXTERNAL STABILITY (BY AASHTO METIIOD) Overturning M. I SO kN-mlm M.87 kNmlm FS.-1.71 A..wA-PrPAll Pa ... ).,. INTERNAL STABU..ITY (BY AASHTO METHOD) K.. K l:tizmgJ Static Dynsnlc Tocal Pre!IIIR Load Luad Load a r_ T..., r(kPa) (kN/m) (kN/m) (kN/m) 0.22 0.22 1.44 1.08 4.8S S .93 0.22 0 .22 S .74 S.l1 4 .93 10.10 0.22 0 .22 10.0S 7.53 6.57 14.11 0.22 0 .22 12.92 s.a1 7 .67 13.48 O.J 80.09 kN/m 24.03 kN/m 19.04 kN/m 21.00 kNim !1.14 kNim JOdep'eca Free Embedmt:ni ToUI P, FS,. Lenl!lh Lqth Lenath L. L. L (m) (m) (m) (kN/m) 1.26 1.24 2.50 8.80 1.98 0.84 1.26 J.IO 3S,, 02 0.42 1.61 J.IO 13.31 7.88 0.14 1.96 l.JO ilS.OS 12.37

PAGE 96

OCI OCI FACING INTERFACE SHEAR Elev. Depth Total t Total VD(o) FSt. z Load 1.Dads obovo interfaCe Cm) (m) {kN/m) CkN/m) CkN/ml CkN/ml 2.70 0.30 5.93 0 3.86 7.80 2.02 1.60 1.20 10.10 6 12.17 13.68 1.12 0.90 2.10 14.11 16 14.25 19.SS 1.37 0.30 2.70 13.48 30 10.17 23.47 2.31 CONNECTION STRENGTH Elev. Depth Total Td FS .. z Load Cm) (m) OcNim) (kN/m) 2.70 0.30 5.93. 7.80 1.31 1.60 1.10 1oao 13.68 1.35 0.90 2.10 14.11 19.5' 1.39 0.30 2.70 13.48 23.47 1.74 80% of static value wbeu connection fuDy depends on frletlou. OVERTURNING AND CREST TOPPLING Elov. Dilpth M,.(d) TOIBI Td tTdi!.Yi z Load above deptbz (m) (m) (kN-mlm) (kN.Im) CkN/m) (kNmlm) (kN.mfm) 2.70 0.30 1.04 5.93 7.8 21.06 0.00 1.60 1.20 4.57 10.10 13.7 21.88 21.06 0.90 Z.IO 8.43 14.11 19.6 17.60 42.94 0.30 2.70 11.32 13.48 23 .5 7.04 60.54 M..ra1 FS.u (kN.mfm) 0.68 1 .54 11.93 2.15 32.24 1.S9 .52.75 1.36

PAGE 97

00 '0 Yr"' +. .. K..=-K,,;, l:f'" Yr .. K./K l...,w."' Sliding v,= R.-FSr1"' Layer No. 1 2 3 4 s L__ __ 6 INTERNAL DYNAMIC STABILITY CALCULATIONS 21.00 kN/m3 40dcwces u 0 22 HO. 0.33 Am 0 kPD 111.8 kNtm' F,.., Co 1 2.10 meters 133 kN/m 77 kN/m 1.09 Depth Vertlc:al s... z PI'CSSIII!l a, (m) (kPa) (m) o.JO 6.60 0.60 0.90 19.80 0.60 1.50 33.00 0.60 Z.IO 46.20 0.60 2..70 59.40 0.45 .1.00 BY AASHTO METIIOD 0 0 67 w.= 0.6 meters 0.8 n.0.15 metm .1.11 meters a ... D..1 melel'll 0.29 10"' 3 degrees 1 .0.."' 3.00 meters 28 kNim y,.m 18:85 kNim' 1 EXTERNAL STABR.ITY (BY ,.usRTO METHOD) Overturning M,= M..-FS .. ISO kN-mfm 9S. kN-mfm .. 1.58 A,.= w,. .. P,-PAl!= Pm"' .... INTERNAL STABILITY (BY AASBTO ME'IHOD) K.. K HoriZDIIIIII Static Il)1111111ic Total Prcasiii'C Load Load Load O'Ji r ... r ... r .... (kPa) (kNfm) (kNfm) (kNfm) 0 .22 0.22 1.44 0.86 3.24 4.10 0 22 0.22 4.31 2.58 4.31 6.90 0.22 0.22 7.18 4.31 5.39 9.69 o.22 0.22 10.05 6.03 6.47 12..49 0.22 0.22 12.92 5.81 7 .54 ll.JS -------0.3364 80.09 kN/m 26.94 kN/m 21.34 kNfm 31.40 kNfm 5.84 kNlm .10 degrees Free Embc:dmcnJ Total P, FS,. Length 1.en8lh Length La La L {m) (m) (m) (kNfm) 1.26 0.84 l.lO 5.96 1.94 0.98 1.12 l.10 23.83 4.61 0.70 1.40 2.10 49.64 6.83 0.42 1.68 .Z.IO 83.38 8.90 0.14 1.96 1.10 12S.OS 12.49

PAGE 98

FACING INTERFACE SHEAR Layer Elev. Depth Total E Total v..,.) No. z Load Loads above (m) .. (m) CkN/m) lnterfiu:e (kN/m) CkN/m) CkN/m) I 2.70 0.30 4.10 0 4.31 7.80 1.81 2 2.10 0.90 6.90 4 9.18 11.72 1.28 3 1.50 1.!0 9.69 11 11.74 15.63 1.33 4 0.90 uo 12.49 21 11.98 19.55 1.63 5 _j).30 Z.70 13.35 33 .90' 23.47 2.37 CONNECTION STRENGTH Layer Elev. Depth Total T,; PS .. No. z Load (m) (m) CkN/m) CkNim) 1 2.70 O.JO 4.10 7.80 1.90 2 2.10 0.90 6.90 ll.72 1.70 3 1.!0 9.69 15.63 1.61 4 0.90 1.10 12.49 19.55 I.S7 s 0.30 Z.70 13.35 23.47 1.76 FS,. b 80% of stlltlc wlue whea conuectlou full)' depeuclll on friction. OVERTURNING .AND CREST TOPPLING Layer Elev. Depth M.(ll) Tollll T,j ETa xy. M.(d) FS... No. z Load above depth z (m) (m)
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I,Q INTERNAL .DYNAMIC STABll..ITY CALCULATIONS Yr"" 22.00 lcN/m3 +r-40 degrees K.,= 0.22 K.t-: 0.33. OkPa ILl kNim3 JO degm:e K.,IK= I l.,w.= 2.50 Sliding v, ... 159 kNim R.92kN/m FS.U= 1.14 Layer Depth Vertl1111 No. z sure O'a (m) (kPa) 1 0.30 6.60 2 D.90 19.80 3 1.50 33.00 4 2.10 46.20 s 1.70 59.40 6 3.00 .F"' a"' "'" A"' R.;, F, .. c-. BY. AASIITO METHOD 0.67 Wu'" 0.6 metcn o.a "'" 0.15 meten J O metm .Gucz 0.3 mctCI!I ... ca 3 degJfts I 1\"" 3.00 meters 28 lcNJm y,.= 18.85 kN/m3 2 EXTERNAL STABILITY (BY AASIITO METHOD) A.. .. W"s Pr= Pu'" PIR= llu"' A..= Overturning Sot (m) 0.60 0.60 0.60 0.60 0.60 M,= M,;= FS .. = K.. 0.22 0.22 0.22 o.n 0.22 K 209 kNmlm lllkN-m/m 1.89 Horimntal sure D'b (kPa) 0.22 1.44 0.22 4.31 0.22 7.18 0.22 10.05 0.22 12.92 INTERNAL STABILITY (BY AASR1'0 ME'DIOD) Static Dynamic Total !.Dad Load Lond r_ T11111 TIDIII (kN/m) (kN/m) (kNJm) 0.86 4.64 5.50 2.58 5.68 8.27 4.31 6.73 11.03 6.03 7 .77 13.80 7 .75 8 .82 16.57 0.42 80.09 kN/m 33.64 kNim 26.65 kN/m 39.20 kNim S.UicNim 30 degr=s Free Embed men Total P, FS .. Lenglh length length r.. 1.., L (m) (m) (m) (kNim) 1.26 1.24 2.50 8.80 2.13 0.98 1 .52 2.50 32.34 5.22 0.70 1.80 2.50 63.82 7.71 0.42 2.08 2.50 103.23 9.97 0.14 2.36 2.50 150.57 12.12

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FACING INTERFACE SHEAR Layer Elcv. Depth Toto.l l: Total vuOO FSu No. z Load Loads above lntcrfiloc (ml" (m) (kN/m) (kN/.;.)' (kN/m) OcN/ml I 2.70 0.30 s.so 0 5.32 7.80. 1.46 2 2.10 0.90 8.17 s 10.60 11.72 1.11 3 1.50 I. SO 11.03 14 13.29 15.63 .1.18 4 0.90 2.10 25 13.37 19.55 1.46 s 0.30 2.70 16.57 311 10.86 23.47 2.16 IS layer CONNECI'ION STRENGm Elcv. Depth Total Td *FScs No. z Load (m) (m) (kNim) (kN/m) I 2.70 0.30 s.so 7.80 1.42 2 2.10 0.90 8.27 11.72 1.42 3 1.SO 1.50 11.03 15.63 1.42 4 0.90 2.10 13.80 111.55 1.42 s 0.30 2.70 16.57 23.47 1.42 FS, Is 80% of staUc valae whea caooectlao folly depeoda oa Jrldloa.

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OVERTURNING AND CREST TOPPLING I.Jiyer Elev. Depth M,.(dj Total Td tTdxy, M,(zl) FS., ... No. z Load above depthz (m) (m) CkN-m!m) OcNim) (kNim) (kN-mlm) (kN-m/m) 1 2.70 OJO 1.04 5.50 7.8 21.06 0.00 0.!14 1.11 2 2.10 0.90 3.2!1 8.27 11.7 24.61 21.06 8.23 2.96 3 1 .50 I.SO 5.76 11.03 1'-6 23.4!1 45.66 22.1!1 2.321 4 0.90 2.10 8.43 13.80 19.6 17.60 69.11 42.18 1.841 s 0.30 2.70 11.32 16.57 23.5 7.04 86.71 67.57 1.45

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INPUT V ALUBS SOILS y,2Z.O kN/m3 a, .. """ 40 degrees H= 0 y,. DYNAMICSTABD..TI'Y CALCULATIONS DISPLACEMENT METHOD (Newmark Double WAll. EXTERNAL ANALYSIS {DISPLACEMENT ME;IHOD, NEWMARK. DOUBLE INTEGRATION) .. 0.1!1 meter& L..J., 2.5 meters KAB= 0.53 3 meters R .. 72.4 kN/m PAa"' 4S.I kN/m 18.8S kWm3 k.,. 0.28 Pm = 27.1 kN/m T. .9 kNfm3 Lw-0.6 metcn IcJk.. = 0.7 FS.u= 1.00 !h."" q,"" k..-Vm"' 6ra l.aym' No. I 2 3 4 !I 30 deg,ees 0.3 meter&. Sao 26.67 degrees 0 Ql= 3 degrees e1.5.6 SEISMIC P 0 degrees 0.4 REINFORCEMENT l!l r:m/s a.-!1.84 kN/m l.lS ).-30degrccs Maximum aUowahlc movement ofwalllnterfiu:e = 3 mm MaxlmiDII allowed total wall displacement 50 mm Blev. Depth z tml (m) 0.30 2.70 0.90 2.10 1.50 I .SO 2.10 D.90 2.70 0.30 INTERNAL SEISMIC STABll..ITY CALCULATIONS (DISPLACEMENT ME1HO'D; NEU'MARK DOUBLE IN'IEGRATION) INTERNAL SLIDING L n. Vu k. 8 e KAB PAB (m) (lcNim) lkN/m) Cdemeesl (dCID'CC9) (kNim) :z.s 85 23.5 0.400 26.7 21.8 0.50 39.9 2.5 66 19.6 0.400 26.7 21.8 0.50 24.1 2.5 47 15.6 0.400 26.7 21.8 0.50 12..3 2.!1 28 11.7 0.400 26.7 21.8 0.50 4.4 2.5 9 7.8 0.400. 26.7 21.8 o.so 0..5 d= 6mm Pm FS.S Jc.lk,. (kNim) 34.8 1.46 1.00 27,1 1.68 1.00 19.3 1.99 1.00 11.6 2:50 1.00 3.9 3.96 1.00 d I I Cmrnl 0 0 0 0 0

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10 VI l.a)'l:l' No. I 2 3 4 5 Elev. Depth z lll!) _1m) 0.30 2.70 0.90 2.10 1.50 1.50 2.10 0.90 2.70 0.30 INTERNAL SEIS:MIC STABH..ITY CALCULATIONS (DISPLACEMENT METIIOD, NEWMARK DOUBLE INTBORATION) BLOCK INTERFACE SHEAR L k, 0 9 KAB .K.-. AK.sro Trlbutory Area Sn (m) (dCJRC3) (deJO"ees) (m) 2.5 0.400 26.7 21.8 o.so 0.18 0.32 0.600 2.5 0.400 26.7 21.8 o.so 0.18 0.32 0.600 2.5 0.400 26.7 21.8 0.50 0.18 0.32 0.600 2.5 0.400 26.7 21.8 0.50 0.18 0.32 1.200 2.5 0.400 26.7 21.8 o.so 0.18 0.32 0.600 v. u FS,u k.lk, d (kN/m) (111m) 8.5 3.492 11.46 1.00 0 19.6 10.345 33.75 1.00 0 15.6 11.581 37.55 1.00 0 11.7 7.233 23.27 1.00 0 7.8 28.885 92.49 1.00 0

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y,= ..... Kor'" Cr"' Yr'" otr K.,IK Sliding R;,= FS,u= No. 1 2 3 4 5 6 7 INTERNAL DYNAMIC STABILITY CALCULATIONS n.oo k]lllm3 40 degreeS 0.22 0.33 OkPa 11.8 kN/m3 30 degrees 1 2.10 .meters 179 kN/m 103 kN/m 1.14 Depth Vertical z Pressure o . (m) (kPa) 0.15 3.30 0.60 13.20 0,90 19.80 l.lO 26.40 1.80 39.60 2.70 59.40 3.00 -BY AASHTO METHOD F=. 0.67 Wuc:= 0.6.meters A,.= a-R.'" Fa= cs.. (m) 0.38 0.38 0.30 0.45 0.75 0.75 o.a H., a 0.15 meters 3.0 meten o.= 0.3 meters PI-0.5. m= 3 degrees pAl! .. 1 1\= 3.00meters Pm"' 28.kN/m y .. = 18.85 kNim3 llu"' 2 .. EXTERNAL STABILITY (BY AASRTO MEI'BOD) Overturning M,= M.= FSat"' K,. 0.22 0.22 0.22 0.22 0.22 0.22 K 261 kNmlm 127 kN-mlm 2.06 Horfzantal Pressure Gh (kPil) 0.22 0.72 0.22 2.87 0.22 431 0.22 5.74 0.22 8.61 0.22 12.92 INTERNAL STABILITY (BY AASHTO MEI'HOD) Static Dynamic TaiBI Load Load Load T .... T11na1 (kN/m). (kN/m) (kN/m) 0.27 4.98 5.25 1.08 5.69 6.76 1.29 6.16 7.45 2.58 6.64 9.22 6.46 7.58 14.04 9.69 9.00 18.69 o.s 80.09 kN/m 40.05 kN/m 31.73 kNim 46.67 kN/m 5.84 kN/m 30 degrees Free Embcdmen Total P, Length Length Leogtb L. I. L (m} (m) (m) (kNim) 1.33 1.47 2.80 S.ll 1.32 1.12 1.68 2.80 23.83 4.70 0.98 1.82 2.80 38.n 6.93 0.84 1..96 2.80 SS.59 8.04 O.S6 2.24 2.80 95.29 9.05 0.14 2.66 2.80 169.71 12.11

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FACING INTERFACE SHEAR Layer EIGV. Depth Total E Total v No. z Load Loads abqve inlei'JiKe lml lm) (kN/m) (kN/m) (kN/m) flcN/ml 1 2.85 0.15 S.2S 0. 3.15 6.82 2.16 2 2.40 0.60 6.76 .5 7.32 9.76 1.33 3 2.10 0.90 7.45 12 6.79 11.72 1.73 4 1.80 1.20 9.22 19 5.54 13.68 2.47 s 1.20 1.80 14.04 29 8.63 17.59 2.04 .6 0.30 2.70 18.69 43 12.83 23.47 1.83 Layer CONNECfiON STRENGTH BIGV. Depth Total Td *PSo No. z Load (m) (m) (kN/m) (kNim) 1 2.85 0.15 5.25 6.82 1.30 2 2.40 0.60 6.76 9.76 1.44 .3 2.10 0.90 7.45 11.72 1.57 4 1.80 1.20 9.22 13.68 1.48 5 1.20 1.80 14.04 17.59 1.25 6 0.30 2.70 18.69 23.47 1.26

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\0 CliO Layer No. 1 2 3 40 5 6 Elev. Depth z (m) (m) 2 .8S 0.1S 2.40 0.60 2.10 0.90 1.80 1.20 1.20 1.10 0.30 2.70 OVERTURNING AND CREST TOPPI.JNG M,(d) Tlllal T,. rr,.xyl Mo(d) Load above 0 -depthz OcN-m/m) (kN/m) (kN/m) (kN-m/m) (kN-m/ml (kNmlml O.S2 S-2' 6o8 19.44 0.00 O o28 1.83 2.14 6.76 9.8 23.42 19.44 4.39 4o92 3.29 7.45 11.7 24.61 42." 9.69 4.76 4.50 9.22 0 13.7 24.62 67.46 16.90 4.26 7.07 14.04 17.6 21.11 92.08 36 .58 2.71 11.32 18.69 23.S 7.04 113.19 77.45 1.61

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y,.... .... .,. .. ._.. Clr-k,. v.Br :g No. 1 2 3 .. !I INPIJT VALUES DYNAMIC STABILITY CALCULATIONS DISPLACEMENT METHOD (NDWIIlllrk Double lntearalioo) EXTERNAL ANALYSIS son.s WALL (DISPLACEMENT METiiOD, NEWMARK DOUBLE INTEGRATION) n.o kNim' H. 0.15 ml:llen L..2.7 meters .. H l meten R= 80.0 kN/m 0 y.11.15 kNim1 Jr... O .ll IU kNim1 L, 0.6 metcn kJk.-0.6 lldqp-ea La e.J II= 26.67 ciqrcel 0 m l e17.1 SEISMIC p-0 dcpec:s 0.5 REINFORCEMENT JS r:m/a a.-5.14 kN/m 1.25 >... JOdcarees aJIO'Noble movement of Willi iuferflce 3 mm Mllllimum allowed total Willi dispiiiiZIIICilt 50 mm INTERNAL SEISMIC STABILITY CALCULATIONS Elev. Depth L z (m) (m) (m) 0.30 2.71 2.7 0.90 2.10 2.7 1.50 1.!10 2.7 1.9S 1.05 2.7 2.40 0.60 1.7 2.1!! 0.15 2.7 (DISPLACEMHNI' METifOD, NEWMARK DOUBLE INTEGRATION) IJIITEKNAL SLIDIN
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Layer Elev. Depth No. z (m) (m) I 0.30 2.70 2 0.90 2.10 l I. SO 1.50 4 1.95 !.OS s 2.40 0.60 6 2.85 0.15 8 INTERNAL SEISMIC STABILITY CALCULATIONS (DISPLACEMENT METHOD, NEWMARK DOUBLE INTEGRATION) BLOCK INlERFACE SHEAR L kc 6 9 Ku "'" Trlbutory Area s... (m) (m) 2.7 0.5011 26.7 26.6 0.65 0.18 0.47 0.600 2.7 0.500 26.7 26.6 0.65 0.18 0.47 0.600 2.7 0.5011 26.7 26.6 0.65 0.111 0.47 0.525 2.7 0.500 26.7 26.6 0.65 0.18 0.47 1.275 2.7 0.500 26.7 26.6 0.65 0.18 0.47 0.825 2.7 0.5011 26.7 26.6 0.65 0.18 0.47 v. u FS.. 1cJk.. d (kN/m) (_111111) 8.5 3.492 9.58 1.00 0 19.6 10.345 27.03 1.00 0 1'-6 13.236 33.04 1.00 0 12.7 6.322 15.05 1.00 0 9.8 13.142 30.53 1.00 0 6.11 80,823 183.35 1.00 0

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AppendixB NCMA Method Design Data, 3.0-meter Wall Height 101

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Nomcimclature A Foundation horizontal acceleration coefficient acs Peak connection strength for wall facing au Peak sliding strength for wall facing cr Coefficient of direct sliding Cds Coefficient of direct sliding Ci Coefficient of interaction for anchorage pullout F dyni dynamic reinforcement load Fi Total reinforcement load F stai Static reinforcement load FScs Safety factor for connection strength PSis Safety factor for interface sliding FSotl Safety factor for overturning FS05 Safety factor for tensile overstress of reinforcement FSpo Safety factor for pullout FSsu. Safety factor for internal sliding hzi Height of soil at back of reinforced soil zone used for internal sliding H Wall height from toe to crest Hh Hinge height of wall facing Hu Segmental unit height KA(int) Active earth pressure coefficient for reinforced soil KA(ext) Active earth pressure coefficient for retained soil KAE Dynamic earth pressure coefficient u8ing Mononobe-Okabe KAH Horizontal component of the static earth pressure coefficient KAEH Horizontal component of the static earth pressure coefficient using Kar kh(ext) kh(int) LAi Li Lmin Lw Mo Mo(zi) Mr Mo(z) Nh Nw Reinforced soil active earth pressure coefficient Horizontal seismic coefficient for external calculations Horizontal seismic coefficient for internal calculations Free length of reinforcement for level I Total length of reinforcement for level i Minimum reinforcement Segmental unit length Overturning Moment Overturning Moment over depth z Resisting Moment Resisting Moment over depth z Number of segmental units using hinge height of wall facing Nuniber of segmental units in height of wall facing 102

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T pull i Pullout resistance P AE Dynamic earth force P AEH Horizontal component of the dynamic earth force P AEH(z) Horizontal component of the dynamic earth force acting over depth z P1 R Inertial force at back of reinforced soil zone (external stability) Rs(z) Sliding resistance at depth z Si(z> Out of balance horizontal shear force Svi Tributory area T ci Peak connection capacity at reinforcement layer i Tmax Static reinforcement load Tmd Dynamic reinforcement load T1otal Sum of static and dynamic reinforcement loads V 1 Weight of reinforced soil zone and wall facing V u(z) Peak interface shear capacity at level z W11 Weight of wall facing using hinge height Wi Total weight of reinforced soil zone with height H. W' i Reduced weight of the reinforced zone 0.5H behind the facing column with constant height H. Used for Pm W r Total weight of reinforced soil zone with height H and weight of wall facing Xi Distance from the toe of the facing column to the center of gravity of the reinforced soil zone corresponding to Wi Xw Distance from the toe of the facing column to the center of gravity of the facing colimm Yi Vertical distance from rotation point on wall face to reinforcement layer i z Depth from wall crest to reinforcement layer aAE Orientation of failure plane p Slope angle above wall Ob Interface friction angle at base of wall Oi Interface friction angle at reinforced soil level i D}'narnic active earth pressure coefficient Horizontal component of the dynamic active earth pressure coefficient W wi Weight of the facing within the tributary area Svi W' i(zi)Reduced weight of the reinforced zone O.SH behind the facing column with constant height z W w(z) Weight of the facing column above the sliding surface cpr Foundation and retained soil internal friction angle cl>r Reinforced soil internal friction angle Yr Unit weight of foundation and retained soil Yr Unit weight of reinforced soil 103

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Yw i Unit weight of segmental unit A.cs Gonnection strength friction angle for wall facing A.11 Interface sliding friCtion angle for wall facing e Seismic inertia angle O'vi Average overburden pressure acting over depth z ro Wall facing batter 104

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0 VI : DYNAMIC STABU.ITY CALCULATIONS BV NCMA METHOD INPUT VALUES CALCULATIID VALUES SOILS WALL WALL STATIC 18.1 kN/1113 u..-0 .15 meters 33.9 kNim KA 0.28 ... 3D degrees H., 3 meters H!,= 3.0 meters KA 0.27 C,'" 0 y.= 18.8S kNha1 N."' 20 0 .58 18.8 kNim1 0.6 meter& N,. .. 20 be 1.54 30 degrees r..= 0.30 .ll!eters 20.0 degrees c= .31 ... c 0 m33.9 kN!m d= 1.34 18.8 kNfm3 P 0 degrees
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i INTERNAL SEISMIC STABD.JTY CALCULATIONS (NCMA MBI'HOD) INPUT VALUES PS.."' 1.0 PS,.= 1.1 fS.,m 1.1 1.1 PS,& 1.1 PS.., 1.1 FS. 1.1 MINIMUMREINFORCI!MI!NT STRENGTH Layer Eh:v. Dep1b Middle Tn1nllol)' AW_. ... .... F, No. z Trllnnor7 Ala Depth Zoi. Sol lml lm\ ll (Ill) (kN/al) (kN/m\ (k'Nflll) ltN/m\ I 0.30 :Z.?O 2.63 0.7$ 8.48 9.8 1.1 12. 0 2 1.20 1.110 1.80 0.90 10.13 8 1 2.0 11. 4 l 2.10 D.90 0.98 O.?S 8.48 3 6 :u 7.1 4 2.70 OJO L_ __ 6.79 0.9 2.3 4.1 PULLOUT F AlLURE l.oya Elcw. De pill 1,. LAI Cf.t T,..., Po FS,. No: z (ml (m) Cml (m) (kNimZ) (kNiiD) (t'N/m) I D.lO 2.70 1.8 1.00 50.76 38 12.0 3 1 2 1.20 1.110 1..!1 0.52 33.84 13 11.4 1.1 3 2.10 0.90 2.6 0.63 16.92 8 7.1 1.1 2.70 OJO _3.5 L_ 5.64 s 4.1 1.2 INrERNAL SUDJNO Layc .Biaf. Dcplb AW..w AW'i!>Q W'p APIIColl .... No. i . {ml lml_ (kN!m) _l!_llru lkN/ml (Jr.Nfm\ lml _llr.Nim_l_ I OJO 1.70 30.537 45.684 0 4 2.7 19 2 1.20 uo 203SB 38.456 0 3 1.8 9 3 :uo 090 10.179 15228 0 I 0.9 3 _! L_l.'l'O OJO 3.393 5.076 0 __IJ 0.3 I T,c.,., (Jr.N/In) 12.0 11.4 7.1 _4.! CHECK (OJ() OK OIQ R,(o) FS.U CHECK lkNfml IIINhnl 23 59 2.5 fOKl 18 43 3.6 .{_QK) 12 31 7.4 OK) 8 -17 -16.9 (OK}

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..... ::\ s Layor No. INTI!RFACE SLIDING Blav. I Dep1h I I!.W>bl I PA!II(d) F, Sum z I I I I P, Sw) v.,lil alme. lmfiu:e lml I lml I lkNII!!LL lkN/m) (kN/ml I 001/m) I 001/m) I lkNfm\ II D.JO 2.701 30.537 l5 12.0 22.6 7 .2.J 2J 1.20 1.80 I 20.358 14 11.4 11.2 s 18 31 2.10 D.90I 10.179 5 .1 4.1 12 41 :Z.70 D.JOI 3.39l 4.1 0.0 2 8 CONN1!CTION PAIUJRE Layer l!lav. llejltb F, PS.. CHECK No. z fm\ lml fiiN/m\ (IINfm}_ I O.JO %.70 2.J 12.0 2.0 (OK) 2 1.20 1.80 18 11.4 1.5 OK). 3 2.10 030 12 7.1 1.7 010 O.JO 8 4.1 1.9 (OK) LOCAL OVERTURING AND CREST TOPPLING Layer BIIIV. Depth. .. M.<.l Sum. Yoiiacll. No. z T,.xy1 fml rml lkN/m\ fm\ : IJ
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-0 00 DYNAMIC STABILITY CALCULATIONS BY NCMA METHOD INI'UT VALVES CALCULATED VALUES son..s WALL WALL STATIC y, .. 18.8 kNim3 H,.= o.1s mcten w.= 33.9 kNlm KA(inl) = 0.28 30 dllgrecs H= l meters Hh= 3.0 KA (ext)= 0.27 c, .. 0 r.-18.85 kN/m3 Nh 20 8"" 0.58 Tb"' 11.8 kNim1 L,.,.; 0.6 meten N.,=. 20 b= 1.54 30 degrees La-0.30 DielaS .. 20.0 degrees o 0.31 0 mea l degraa Wh=. 33.9 kN!m d 1.34 Yr"' 18.8 kNtm1 p-0 dcgtees GENERAL e= 1.65 ., .. 30 deg,ees a..-30.0 degrees aAE"' 54.9 degrees c,= 0 20.0 degrees SEISMIC a.-5.84 kN/m A"' 0.15 .RED\'FORCEMENT 1, 30 degrees C.,.= 0.64 I a.."' 5.8C.kN/m CdJJ= 1 1.a"' 30 degJees -EXTERNAL SEISMIC STABILITY CALCULATiONS (NCMA METHOD) INPUT VALUES 1,111 "' 1.8 metm minimum 0.6*B FS,,= 1.1 FS..= 1.1 CALCULATED VALUES (GBNERAL) (OVBRnJRNINO) w.= 67.7 kN/m Wp 0 kN/m W,= 101.6 kN/m Pm = 6.4 (BASE SLIDING) R."' 58.7 kN/m FS,, 2.02 (OK) w,, Wp'= h= PAIIII= 50.8 kNim X,= 0.37 meters OkN/m x.= 1.28 meters 3.0melers Xp= 1.56 meters 22.68 kNlm MR= 99kN-m/m DYNAMIC Jc.,(ext)= 0.075. Jc.. (lnt)= 0.195 e 4.3 degrees e (lnt)= 11.0 degrees 0.42 KAB(axt)= 0.33 I K.ul(lnt)= 0.26 KAH(ext)"' 0.24 4K..,..(Int)-0.15 (ext)-0.05 KAIIH (int) "' 0.41 KAIIII(ext)-0.29 AK..,..II (lnt) = 0.14 AK,s...,(ext) = 0.05 hp= 3.00 moters hm = 1.50 meters Mo= 34 kN-mlm FS.,= 1.94 (OK)

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INTERNAL SEISMIC STABILITY CALCULATIONS (NCMA MBTHOD) lNPUI' VALUSS FS,. 1.0 PS., 1.1 FS., 1.1 FS.. 1.1 P!l,n 1.1 PS,. .. 1.1 PS, .. 1.1 JVlll"ti.I.BUl'll I o0lllau.:I,V .. H _La,.,.. Blev. Dolplb Middle Tribuloly F .. F.,., 1', No. z Tribaltny Aral Depth lml lml lkN/ml lkN/ml (kN/m) lkN/ml I 0.30 2.70 2.63 0.75 8.48 9.8 1.6 13.1 2 1.20 1.80. 1.80 0.90 10.18 8.1 3.2 13.2 3 2.10 oao 0.98 . 0,75 8.48 3.6 3.6 8.9 11.30 0.60 6.79 0.9 3.5 5.8 PULLOUI' FAILURE Layor Blov. Doplh J.., LAI T,.af F, FS00 No. z tml (m) (m) (kN/m2) cWfml (JcNfm) I o.:IO 2.70 1.8 1.00 50.76 38 13.1 2.9 2 1.10 1.80 :z 0.62 33.84 IS ll.2 1.2 3 2.10 0.90 :z.s 0.83" 16.1)1 10 8.9 1.2 4 2.70 0.30 3.9 1.54 5.64 6 5.8 1.1 INTBRNAL SLIDING Llya' Elov. Dcplh AWWIJJ Wa IJ.PIJIII) hi! PAIIW1Il No. z lml tml tlrNhnl lkN/ml tkN/ml lkN/ml lml (kN/m) I 0.30 2.70 45.684 0 6 2.7 21 2 1.20 1.80 20.3SB 30.456 0 4 1.8 10 3 2.10 030 10.179 15.218 0 2 0.9 4 4 z.!!! ._ 0.30 0 1 OJ I Toe""' I tkN/ml 1 13.1 13.2 8.9 5.8 CHI!CK {010 010 lOKI lOKI v.,oi) CHECK (kN/ml lkN/m) 23 59 2.2 OK) 18 45 3.2 O!C)_ 12 33 6.1 OK) 8 19 12.8 019_

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JNTBRFACB SUDINO l.aycl Elev. Dcptll dWoo(ol PAEII(dl F, Sum vo(dl FS,, CHECK No. z F, abc!w bdrdico (m) (m) (kN/m) (kNhn) (kN!m) (kNim) (kN/m) (kNim) 1 0.30. 2.70 30.537 30 13.1 21!J a 23 3.1 OK} 2 1.20 I.ID 20.358 17 U.l 14.7 6 11 2.1 OKJ. l 2.10 UD 10.179 7 8.9 5.8 l 12 l S OK) 4 2.10 B.lO l.l!IJ 2 ,. a.o 3 8 2 9 OKI CONNECTIONPAILURB Lllyer Elev. Depth Tot P, Fa., CHBCK No. z lral _(m)_ fkN/ml {kNfml I 8.30 %.70 23 13.1 1.8 (.OK) 2 1.20 1.80 11 13.2 1.3 (OK) ] 2.10 0.90 12 8.9 1.3 OK _4 -_ __1.! L___M (OIQ -l.OCALO 0 AND CRI!STTOPPLINQ 0 Lqcr Elev. Ocpdi dWtl>l AXa.' M.t.! t .. Sam y-Me.! n. CHECK No. z TetllYJ Cml Cml CkNlml (ml (kN-mfm) (kN/m) CkN-mlml (m) {kN-m/m) I 0.30 1.10 31 0.37 11 23 56 J..SR 42 1..58 1_01(}_ 1 1.20 1.811 20 0.34 7 18 22 0.99 17 1.70 (OK) J :uo 11.90 10 0.32 3 12 5 0.47 4 2.04 (OK) 4 J.10 D.lO 3 0.30 1 8 -0 __ll.1f ___ 0 _2..17

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. DYNAMIC STABll.ITY CALcuLATIONS BY NCMA METHOD INPliTVALUES CALCULATED VALUES son.s WALL. WALL '. STATIC y;-= 18.8 kN/m1 H..-0.15 meters w .. 33.9 kN/m K"(lat)= 0.28 .. 30 dCgreea H3 meters 3.0 meters K...(cxt)= 0.27 C,.'" 0 r.-ius Nb 20 a 0.58 na 18.8 kNim1 0.6 meters 20 b"' 1.54 30 clepecs o.30 meter.! &.-20.0 del!l'ea C"" 0.]1 0 (II 3 dcjrees 33.9 kN/m d 1.34 rr= 18.8 kNlm1 p-OENERAL c= 1.65 tr= 30dCI!I'ees 30.o dearces 54.9 degrees .. 0 &= SEISMIC a.= 5.84 kN/m A= 0.2 -REINFOR.CI!MENr l..-38 clcgrcca C,= 0.64 ...... 5.84 kN/m : c.1 ,._ .. 30 clcgrcca .. EXTERNAL SEISMIC STABILITY CALCULATIONS (NCMA ME1HOD) INPUT VALUES L..t."' FS.I"' i.B meters nunlmam 0.6H 1.1 \ FS,a 1.1 CALCULATED V ALliES .(GENERAL) W1,. 67.7 kN/m Wp'"' .OkN/m w,. 101.6 kN/m P= 8.5 (BASE suDING) 58.7 kNim FS11a 1.84 (OK) w.= Wp'= b= PAIIII= (OVER'JURNINO) 50.8 kN/m x..= 0.37 meters OkNim x.= 1.28 meters meters Xp= 1.56 motc:n 23.43 kNim Ma= .99 kN-mlm I DYNAMIC 0.1 k. (lnt) = 0.25 8 (ext)2 5.7 del!l'ees 8 (lat) = 14. 0 degrees K.u!tlnt) 0.48 KAB(cxt) 0.35 I KAK(lnt)= 0.26 KAII ( c:xl) = 0.24 I 0.21 M<.!y.(ext)"' 0.07 I tc_.(lnt)"' 0.46 KAI!II(cxt)"' 0.31 AKdJall (I Ill) "' 0.20 0.06 _] hp"' 3.00 meters lim= UOmcten Mo= 38 kN-mlm FS,.= 2.59 (OK)

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.INTERNAL SEISMIC STABHJTY CALCULATIONS (NCMA MBTHOD) 1NPt1T VALUBS FS..-1.0 PS.,"' 1.i 1.1 FS,o 1.1 FS.o 1.1 FS.., 1.1 1.1 MINIMUM RI!INFORCEMI!NT STRENGnl Layer Elov, Depth Mfcldlo Tribulol)' llWot F.,., F, T,f._l No. z Tn'boiDry Am Depth Zol !1.! lm) (Ill) lml lml lkN/m) 001/m) (kN/ml II:N/m\ II:N/ml 1 0.30 2.70 2.63 0.7$ .8.48 9.8 2.3 14.19 14.2 2 1.20 LSD 1.80 0.90 10.18 8.1 4.4 14.99 15.0' 3 2.10 0.!10 1.05 0.60 6.19 3.1 3.9 8.75 ... 4 1.40 uo 0.60 0.30 3.39 0.9 2.3 4.00 4.0 s 2.70 0.30 o.s 3.8 5.54 5.51 Puu.our FAILURE Layer Blov. Depth .. "' L.u. CJ,j Tpo111 F, FS.,. CHECK No. z .. N .;, fml rml lml Cml (tN/m1 ) "(kN/m) (kN/ml I 0.30 2.70 1.8 1.00 50.16 38 14.2 2.7 (OiQ 2 1.20 1.80 lJ. 0.72 33.R4 18 u.o u OK) 3 2.10 0.!10 111 0.83 16.!12 10 8.8 1.2 OKI 4 .40 0.60 111 0.64 11.28 5 4.0 1.3 OK). s 2.70L.... 0.30 4.4 2.04 5.64 9 5.5 1.5 (OK) INTBRNAL SLIDING Layer Blov. Depth w, !J.PII(d) hd PA....o va(ol) tt.. FS.o CHI!CKI No. z I fm) lml llrllllml llrN!ml rtNfml llrN/ml Cml llrNfrnl CkN/m) llrN/ml I 0.30 2.70 30.537 '45.684 0 8 2.7 22 23 59 .2.0 OK) 2 1.20 1.80 20.358 30.456 0 5 1.8 12 18 47 2.8 OK) 3 2.10 0.90 10.179 15.228 0 3 0.9 4 u 33 4.9 OK) 4 2.40 0.60 6.786 10.152 0 2 0.6 2 10 24 5.8 OK) I 5 2.70 0.30 3.393 5.076 0 I 0.3 I 8 20 10.7 OK)

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INTERFACE SLIDING Layor l!lov. Dopdl PAI!IIC"'. Po Sam FS., CHECK No. . z p, above IDtcdlu:e (I!Nhn) _(_Ill}_ _(_ml_ !!W M.c.l FS... CHI!CK.I No. z T.,llyJ (ml lml. C!!l'l/11!1_ (kN_-m'll!l_ 1!!H/l!!)_ i (_kN-mlm}_ 1!1!) f.11N.iwml I 1 0.30 2.70 ll 0.37 11 .23 76 1.$8 52 1 .69 OIQ 2 1.20 1 80 lO 0.34 7 18 34 0.99 22 1.89 OKI 3 2.10 0.90 10 0.32 3 12 8 0.4'7 s %.14 (OK) 4 2.40 0.60 7 0 .31 2 10 2 OJI 2 2.02 'OKI 2.70 OJO _J ___!JO -1 _j -0 -O.IS I -_191 (OK)

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..... ..... ..... INPUT VALUES .SOILS 18.8 kN/m1 H.= DYNAMIC STABD..ITY CALCULATIONS BY NCMA METHOD CALCULATED VALUES WALL. WALL STATIC 0.15 meters w ... 33.9 kN/m .. 0.28 30 dcpoees H=. 3 metcn IJom 3.0 metcn KA(cxl)"' 0.27 C,"' 0 Yw"' 18.85 kNim1 20 a= 0.511 Yt. 18.8 kNim1 L.-. o:ts meters N .. 20 b= 1.54 30 degrees La-0;30 metm 6,-20;0 dcsrcca 0.31 q, 0 m= 3 degrees Wh"' 33.9 kN/m d .. 1.34 rr ILl kN/m1 P"' 0 degrees OENBRAL e 1.65 .,. 30 deareea 30.0 degrees CIAB"' .54.9 degrees c:r 0 20.0 clcsrccs SEISMIC a.-5.84 kNim A O.Z5 REINFORCEMENT )., ... 30, dqrecs o.u ..... 5.84 kNim c.= I 3Dcksrees EXTERNAL SEISMIC STABILITY CALCULATIONS (NCMAMBmOD) INPUTVALUES L..., = 1.8 meters minimum 0.6*B FSr1.. 1.1 fS.,.s 1,1 CALCULATh:D VALUES (GENERAL) W1"' 67.7 kN/m w,.. OkN/m w,... 101.6 kN/m P11= 10.6 (BASE SLIDING) R, = .58.7 kN/m FSr1 1.68 (OK) W,'= w,b= PAEB= (OVERnJRNINO) .50.8 kN/m X.. 0.31 meters 0 kNim x, ... i.28 meters 3.0 meters x,-1.56metm'll 24.23 kN/m. Ma= 99 kN-mlm -I DYNAMIC 0.12.5 k.(lnt)= O.f 0 7.1 degrees I O '(lnt)16.7 dcBCCS KAB(lnt) 0 .54 K,u.(ext) 0.37 KAR(Int)-0.26 0.24 0.27 0.09 KAI!II(lnl) .. 0 .52 KAIIII(cxt) 0.33 0.26 __ ... 0.08 II, 3.00 meters bm= !.SO meters Mo= 43 JcN..m/m rs .... 1.31 (OK)

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v. INTERNAL SEISMIC STABR.ITY CALCULATIONS (lOlA loEI1EO) NUT VALlES PS, 1 0 n..1 1 PS, I .I n..1.1 ra.. 1 1 n..-1.1 n..1.1 mi!IOI1J .._ Blov. llo!lll ...... .r.w .. F., ' Fo Me. "-Dllodo .. s.. ll c.l C.l c.! (loK'la) I IJI J.'ll 1 .71 0 .45 f .ll!l 6.l 1 6 9.11 1 '"' 1.41 1.3:! OAf '-l u 1.!10 3 1.11 LM 1.10 0 .611 6 .79 H u 11.10 4 1 .. Ul 1.31 0.611 6 .79 3.6 lOAf 1.41 1M 0 .61 0 .4f 5 .11!1 JJ 4J 1J4 6 1.'11 Ul UJ 1M 5 .11!1 OJ u 6.92 JII.U.(XJr F AI.I.IRB .._ Blow. llo!lll ... ..... T..oo P, I'S,.. No. ll 1111 (Ill) (lo) I)HJ) IIIM'IU I OJO 2 .10 1.1 1.00 50.16 Jl u 4.0 T,_ Ml/lo) 9.3 u 11.1 10. 5 1J 6.9 CIBX I'll 2 uo 141 u 0.11 45.12 27 1 9 3 0 Ill l 1.20 1.10 .., OJ2 ll ... 13 11.2 1.2 Ill 4 1.10 1.20 u 0.7.1 21J6 12 IOJ 1.2 _! 140 0 .60 J.l 1.04 11.21 7J ll Ill 6 111 OJO u IM ... u 1.1 to INI1iiiW.aJIIIO 1.-... llo!lll '"'-AW,.. w, "'-... pv .. Me. (Ill) 1.1 -1'"'-l diKWl (IHIQ (Ill} 'K'ml (kKW) I 0 .31 110 JOm 45.614 I 2 1 2A u 2 0 .60 140 21.144 -0 1.4 20 22 ] 1.20 1 .10 :Ill .lSI 31Af6 0 1.1 ll II 4 1..10 l.lO IU12 lDJI4 4 J.l 7 14 lAO uo 6.716 IG.J!2 0 2 u J 10 6 110 OJO 3.393 fJIH 0 I J)J I -I ... FS, CHECK 1.1 1(1 53 4l 1] 31 ].4 27 fJ 21 __M LJI l

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tiQ a... o..-6w .... p-F, s.. s.. v .. !'!,. aB:It No. & ...... (01) ll MI.Wl IIIM'IIl lkNi-l rur.l IIIK'ml I 0.30 2 .10 lll.S37 ]9 9 ] .... 3 Z3 17 1 0 .60 HO 17. 1 ... :14 I 35J 6 n t ] IJO IM 10.351 14 11.l 14. 7 6 II u 4 1.10 I tun IS IO. S 14.3 14 2.7 101 s 1.40 0 11 6 716 7 7.3 6 9 l 10 4.1 6 1 .10 0 .:10 3.393 4 6J 0 0 I 1 1 1011 aHHClDD JIALt.U ..._ ... l:lot!t6 To n.. CHICX No. {a) (101 -I 0.30 111 ll 9.31 1.5_101 2 0 .60 1.11 2l uo 2 4 l IJO IM II IUD u 1.10 Ul 14 10.4S 1.3 2 .40 0 11 10 7 .:14 IJ 6 1.10 0.:10 I Ul 1.1 01 LOCAL OVBRTUIINil AND CltDT TOfPI..INO ... 0.., AW..,, Ax., To T.o" ,_ ,._, n.. a&:lt No. Tl'l -....... _00_ -1111 IIINIIIIl .... I fkti.e'W I 0.30 110 31 OJ7 11 13 7.114 IOJ Ul 61 1.17 (01() 2 0 .60 1.41 l7 036 10 ll 11.91 90 U7 .. 1." 101( l IJO IM 20 0.34 1 II 11.11 0 26 UJ 101() 4 uo 1. 14 0.33 4 14 14.62 ... 0 .64 11 4.31 lOKI 1 .40 11.11 7 0 .31 2 10 Z3.42 21 0.31 3 1.40 IOIQ 1 .10 DJI l O.JO I I 11.116 0.15 I IJl lOKI

PAGE 125

-...) DYNAMIC STABILITY CALCULATIONS BY NCMA ME'TltOD INPIJT VALVES CALCUlArnD VALUES SOD..S WALL WALL STATIC y,-11.1 kN/m1 H.-0.15 mesen w.-33.9 kN/m K. (lnt) 0.21 ... 3D dcpeea H .) meler'J H.-3.0 metcn K. (ext) 0.27 c:.-0 r.11.15 kN/m1 N..-20 -0 51 .,.. 11.1 kN/m1 L.-1.6 IIICihn N.-20 b 1.54 3D clqna t..-CUOmela's a.-20 0 dqreea c-0.31 q, 0 m l dearea w.-33.9 kN/m d 1.34 rr 11.1 kNim1 P0 dqrea GENERAL e 1.65 +r-30.0 deJrcea au 54.9 depees Cf-0 &.-20.0 cSosrees SEISMIC .. 5.14 kN/m A D.l' REINFORCEMENT ).,.-Je ...,._ c.-0.64 .. 5.14 kN/m c.-I A.-ll dearca EXTERNAL SEISMIC STABll.JTY CALCULATIONS (NCMA MElHOD) INPIJT VALUES (.._-1.1 meten mlal 0.6*H FS,. 1.1 FS,. 1.1 CALCULATED VALUES (OENERAL) w,67.7 kNim w.o kNim w,-101.6 kNim Pa12.3 (BASE SLIDING) R. 51.7 kN/m rs.t.51 (OK) w,-w.-bPAIII (OVERnJRNINO) 50.1 kN/m x.-0.37 meten 0 kNim 1.21 meten 3.0 metcn x,-1.36 meten 24.92 kN/m Me-99 kN-mlm DYNAMIC Jc.(ext)-0.145 k. (lnt)-0.3364 9(ext)9 (lnt)11.6 dciP'=a 0.60 K ... (nt)-0.39 K.ut(lot) 0.26 K.w(CU) 0.24 0.32 AK,. (1:111)-0.11 K ...... (lnt) 0.51 KAIM (C\1)-0.3-4 0.30 0.10 he-3.00 meten ...... uo IIICICI'I Mo -47 kN-mlm rs .. 1.11 (OK)

PAGE 126

00 INTERNAL SEISMIC STABD..ITY CALCULATIONS (NCMANI!IBD) lN'I1T v ALUII9 n..-1.0 n..-1.1 n.-1 1 rs..-1 1 n..-1.1 n..-1.1 n.-1.1 IOIDoU4 Sl'IIENimf ..._ l!low llo!>dl ,..,... nt..y AW,. F,.., ..... F; T,_ No. lllbolllly -Do,* s. I!IM'.l 1-.1 foal t.l -IIHiol lloNIW I l:li i1i 2 .70 uo 6,19 1.1 1.7 IHD ll. O 1 .... Lit 1 .10 uo 6 .19 u u 11.47 llJ l .... ... uo uo 6 .19 4..1 S.l 11.91 11.9 4 %.11 ..,. 0.!14 0..1] ,. 1.4 u '-9'7 10.0 1M -0 49 0.31 4.24 0.9 4..1 6.16 6.9 6 Ll! .. ., ... .... 3.]9 O.l 4.0 '-'4 lJ ':'Is.. J., I ""' I " T .. 1'!., I CIIIOC _!IIIIL J 1 i11HW1 I lliKWl II 0.301 l.lt, 1.1 1.00 S0.1W )I 13. 0 1 9 :II 0 .901 1.11 u 0.61 39.41 llJ 1 4 ll UOI UO' 1J 0 .'71 lll IS 11. 9 1.3 41 1.101 OJI Ul on 16.91 11 10.0 ll Sl 1."1 D.4S u 1.24 1.46 6 9 1.1 61 :!.lSI O.IS !.J 2.14 2.a 6 ,_, 1.1 tm!IUW.BLDJ t_. tlo!oiJo 6W...., 6W .. w, APa. v .. No. lllll 1 ruu.,) MID d!M'Iol /Ill) fktt'lll Oltl'ml I 0.30 1.10 30.537 45.614 II 1.7 15 1J 2 0 .90 1.11 1J 7JI l!..IJl I 9 1.1 17 20 l I.SO IJt 16.965 15JI 0 6 u II 16 4 1 .10 0 .90 10.179 U.lll 0 4 0 9 12 1." 1 .45 S.GIII5 7 .614 0 2 0 4J 1 6 l.IS O .IS IJ96,S :z.ne 0 I Cl,_IS -! _____1. .... n.. CH!CK fktt'lll u 47 1.1 0 1. a.. :w ] 7 1J 5 4 14 IU L

PAGE 127

>0 INII!IIFACB IIUQII) I 1-llloplll I AW-I -I P, No. -F, .... s.. v. 1!!!1 I I (WID) I (I.K'I 1=1 0 0.9 .b 2. 0 FAa.I.RJ! ... lloplll T. F, n.. No. I I lllll I.U Mllllll I O.JO 1.70 23 13.0l 1 1 101[ 2 0. .. 1.10 l!l 11.41 1 6 IOI:i l I-'ll I .SO 16 11.91 I.J Olt 4 1.10 G.!IO 11 U'l u !OK us 0 .45 9 6.16 I.J !OK 6 1.15 0.15 7 5.34 I.J 101[ ... lloplll w .. u.... N, T.. TIIIY. No. I T..l'l .... lml loU n.H/111 lal ........ ilkKeWI I O.JO 1 .70 31 OJ7 II 23 '1.04 107 1 uo 1.10 l4 OJS I lD 17.60 ,. 1.SO uo 17 0.34 6 16 %lAS .. 4 1.10 Ull 10 OJ1 ] 11 l4.61 0 us 0 .43 OJI 2 nJI 19 6 us o u 1 0 .:10 I 7 lUI I n.. I ClEo:. , '-,_ .... rs,. aECIC 1 IJI 19 1.72 OIC 1.17 41 l.Jf G.ll 11 Ut 1il: 0 .('1 7 6.11 OZI 1 11.66 0 .01 0 1.5'1 [)

PAGE 128

N 0 DYNAMIC STABILITY CALCULATIONS BY NCMA METHOD INPliT VALUES CALCUlATED VALUES soa.s WAlL WAlL STATIC y,IU kNim' H.-0.15 IMICn w.-33 9 kN/m KA (lnl)-0 21 ... JOdetlrees H l IIICia'l u..-J O metcn KA (at)-0 27 c:, r.-11.1! kNim' 20 0.51 Jb JU kNim' L.-u IIICIIen N.-20 b1.54 .... lt dear-L.-OJt mdcn a,-c O.JI Cb- .. ldetJ-33.9 kNim d 1.34 Jr 11.1 kNim' P 0 dear'ccs GENERAL e 1.65 +r-lO dear-5,-CIAI 54.9 dear-c,- a.-20.0 deFes SEISMIC a.-5.14 kNim A u REINFORCEMENT ).,.-lt dqrecs c.-0.64 ... $.14 kN/m c.1 A..EXTERNAL SEISMIC ST ABR.ITY CALCULATIONS (NCMA METHOD) INPUT VALUES Lu.-Ll mctcm ........ uH FS.. 1.1 FS., 1.1 CALCUlATED VALUES (OENERAL) w.-67.7 kNim w,o kNim W, 101. 6 kNim Pa 16.9 (BASE SUDINO) R. sa. 7 kN/m FS,1 1.33 (OK) w,-W,'-h PAIR (OVERTURNINO) SO. IIrN/m X. 0.37 mcun 0 kN/m X. 1.21 IDfltcn J O meten x.-U6mcten 27. 02 kNim Mw. 99 kNmfm I DYNAMIC "-Cat) 0 2 "-(lnt)-0 .42 e (ext)-11.3 depea 8 (lnt)22.1 cle..-ocs K..a,int)-0., K,ur(ext)-0 44 K.ui(int)0.26 KAH(exl)-0.24 0.47 6.K.,_ (at)-0.17 KAlil (lnt) 0.71 0.39 0 .45 0.15 he-3 00 metcn 1.50 metcn Mo-S7lcN-m/m FS.. 1.73 (OK)

PAGE 129

N -INTERNAL SEISMIC STABH..ITY CALCULATIONS (HCMA WlmiOD) INPUT VALUES rs..-1 0 rs..-1.1 FS,.-1 1 n...-1.1 n,.-1 1 n... 1 1 FS, 1.1 MINIMUM REINJIORCBMENT STlU!NOTH ....,. l!ln. Doplh Mickle IJ.W,. F., .... P, No. I Ttlbolaly -Doplb ... !, _1) (Ill}_ (m) (II!) lkH/a) (IINIID) (kH/ow) I 0.30 2.71 1.70 0 60 6 79 1.1 4 0 14.11 1 0 90 :LII 1.10 0.60 6 .'79 6.3 S.l 14.91 J 1.50 1.11 1.51 us !.09 3.5 ' 11.11 4 1.10 ... 1.20 O .JO J .J9 1.1 4 3 7.41 s 2 10 .... 0 .90 O.JO 3 39 l.l 4 7 7 49 2.40 "" 0.60 O.JO U9 0 9 1 7 .SO 1 1.70 Ul 0.34 O.ll 1.S4 0.4 4 1 UJ I 1.15 1.11 0,11 Ul 1 .S4 0.1 4 4 U4 PULI..0!1T PALUU Llyer Blev. Doplh L, L., .... r,.., P, n. No. I (81) ( .. ) I> (Ill) (tN/rli) 1/11) (kNiao) I 0 30 1.70 1.1 1.00 50.76 Jl 14.9 1 1 0.90 2 .10 1.1 0 .61 3941 II 14. 9 1.1 J I. SO I .SO :u 0 62 21 2 IJ 11.2 1.2 4 1 10 1.20 1.J O.Sl 21.541 9 7 5 1.2 s 2 10 0 90 2.7 0 .73 16. 92 9 7 1.2 6 1 40 0.60 .u 1.04 11.21 9 7.! 1.2 1 2 70 0.30 ,_, I.S4 '-64 6 6 1 1 I jill 5.5 3.04 6 6 _j. 1 T,_ I I (kth) 14.9 14. 9 11.2 7.5 1 5 7 5 5 6 !.6 CHBCK OK] OK] COO_ (010 lCOO_ (OK) _{01')

PAGE 130

INti!RNAL SLm!No Layer Bltv. Deplll AW.,.. AW'Itdl w, ll.P-II,. PAEH!dl VIIOII R.r, FS01 CIII!CK No. z (Ill) (DI) (kNIDI) (kNim) .. (kN/!!1)_ (kN/m) (m) (kN/m) !kW (I
PAGE 131

N 1-.1 me.. lloo!l* r,. F, FS, CHECJ:: No. (Ill) (m) (I I <-' I (tN!ml I <> I @HD'n!> I (!!Nila) II 0 .301 l.70 31 0.37 II 23 21 0 .1101 1.10 14 0.35 10 ll UOI I.SO 11 0.34 6 16 41 1.101 1.20 14 0.33 4 14 51 2 .101 0 90 10 0.32 12 61 2 .401 0 .60 7 0 .31 10 71 2 .101 O.JO 0 .30 II 2 .UI O U 2 O.JO 7 T,.llft 7.04 17.60 23.45 24.62 24.61 23.42 21.06 19 44 sT,.xy, ...... 7M.. Fs,. ICHECR I <> I (JoN.nl'mJ ., .. 1.51 911 1.12 137 1 .17 ss I 2.631 IOK.' 113 0 .11 111 4.121 co: 89 0.64 Ill 5 .16 64 0.47 101 U21 40 0.31 Sl 9 .451 (OK 19 o u II II.UI (OJ() 0 0 .01 Ol UOI (011:)

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y,... c,-.,..,. c.-k.v.&--l...a)er No. l :t 3 4 5 7 I DYNAMIC STABILITY CALCULATIONS DISPLAC!IIENT M!TlfOD (Ncwmm Double lnteantian) INPUT VALUES soru; WAlL EXTERNAL ANALYSIS (DISPLACEMENT MElHOD, NEWMARK DOUBLE INTEGRATION) 11.1 kNim1 H.-11.15 metm t....2.1 metm lO detJecs H 3 metan R 48.8 kNim 0 r.-111.15 kNim1 k.-0.18 11.9 k:Nim' r...-0.6 meten kJic.-0 5 30 dcpces 0.3 mctm s-20 .00 depees 0 m 3 dqrcel o-10.2 SEISMIC P 0 clep=l u REINFORCEMEm" 3! c:m/e .. 5.1WicNim 1..15 >...-JO det!rea Malmwn llllowable mcMment of Wlllll!llerlillce 3 mm Maxlllllllll allowed total will dbpi8CCII'ICI1t-SO rnm INTERNAL SEISMIC STABILITY CALCULATIONS (DISPLACEMENT MEn:IOD, NEWMARK OOUBLE NICORA110N) INIERNAL SLIDING Ku o .t Pu 3U kN/m Pa 13.7 kN/m FS 1.0 dJOmm Elev. Depth L R, v. k, 6 9 KAII PAll Pa FS. k.lk. z (m) (m) (m) (kNim) (kN/m) (dei!rea) (cJegr=s) (kN/m) (k:Nim) 0.30 1.70 2.1 40 23. 5 O.JJO 20 18.3 0.59 40.1 22.6 1.00 0 .83 0.90 1.111 1.1 31 19. 6 1.3'7 20 21.7 0.70 29.0 21.2 1.00 0.99 1.50 1.58 %.1 23 U.6 ... 20 21.1 0.71 14.9 15. 1 1 27 1.00 1.10 1.28 l.J 20 13.7 0.411 20 21.1 0.71 9.6 13.1 1.48 1.00 2.10 uo 1.7 18 11.7 8.400 20 21.11 0.71 5.4 11.2 1.12 1.00 2.40 0.68 3.2 IS 9.8 0.410 20 21.8 0.71 2.4 8.6 2.28 1.00 2.70 0.38 u 10 7.1 1.400 20 21.1 0.71 0.6 S l 3.01 1.00 2.85 0.15 5.5 7 6.1 Uot 20 21.1 0.71 0.1 3.4 3.90 1.00 d (mrn) 2 I 0 0 0 0 0 0

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l..a)er Elev. Dcptlt No. z (m) (m) I 0.30 2.70 2 0.90 2.10 3 uo 1.50 .. 1.80 1.20 s 2.10 0.90 6 2.40 0.60 7 2.70 0.30 8 2.8S O.!S -N U'o INTERNAL SEISMIC ST ABH..ITY CALCULATIONS (DISPLACEMENT METHOD, NEWMARK DOUBLE INTEGRATION) BLOCK INTERFACE SHEAR L ... II a KAB K... 4K..,. Tributory Area 8..t (m) (dopes) (delreea) (m) 2.1 1.4011 20 21.1 0.71 0.21 0 ... 3 0,600 2.1 uoo 20 21.1 0.71 0.21 0 ... 3 0.600 u ..... 20 21.1 0.71 0.28 0 ... 3 0 ... 50 l.J 0.400 20 21.1 0.71 0.21 M3 1.350 2.7 uoo 20 21.1 0.71 0.21 U3 1.050 3.2 ueo 20 21.8 0.71 0.21 0.43 0.750 3.9 ..... 20 21.1 0.71 0.21 0.43 o ... so 5.5 0.4410 20 21.8 0.71 0.21 0 ... 3 0.225 v. u FS.. kJk. d (kN/m) (mm) 8.5 3.492 1.2 .. 1.00 0 19.6 10.345 24.62 1.00 0 """2 37.05 1.00 0 13.7 5.621 13.61 1.00 0 11.7 1.266 20.05 1.00 0 9.1 IUS6 35.11 1.00 0 7.1 38.513 9-4.0.5 1.00 0 6.1 13 ... 706 329.40 1.00 0

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N 0'1 DYNAMIC STABILITY CALCULATIONS BY NCMA METHOD INPUT VALUES CALCULATED VALUES SOI):.S WAU. WAU. .STATIC y,= 20.0kNim' H,. .. o.JS mctm W,."" 33.9 kN/m 0.22 .... 3! dep'CCII H= l mccera .. 3.0 mctcra K" (ext)= 0.27 er Yw"' 11.85 kNim' Nb'" 20 a= 0.70 y, ,. 18.1 kNim' I. .. 0.6 meters N,m 20 b= 1.28 41.':" 30de8Jeos o.30. meters a,-23.3 depca C'" 0.37 q, 0 m=. 3 dcgra:s wb'" 33.9 kNim da 1.43 Yr"' 18.8 kNim' p .. 0 degrcca GBNERAL e= 1.73 .. 30 dagRCB St.= 30.0 dagrees aAII= 57.8 degrees c:,= 0 a.= 23.3 degrees SEISMIC .... 5.84kN/m A 6.1 REINFORCEMENT Aa'" 30 degrca Ct,= U4 a.s .. 5.84 kN/m c...=. I ).,. 30 degrees EXTERNAL SEISMIC STABILITY CALCULATIONS (NCMA METHOD) INPUT VALUES r_., 1.8 meterS mlalmum 0.6*H FS.a 1.1 FS.... 1.1 CALCULATED VALUES (GENERAL) (OVERTURNING) w, ... 72.0 kNim w,-54.0 kNim X.= 0.37 meters Wp"" OkNim Wp' 0 kN/m x.1.28 meters w, .. 105.9 kNim b 3.0 metcn X,= 1.56 meters pill .. 4.4 plol!ll .. 21.91 kNim MR .. lOS kNmlm (BASE SLIDING) R. 61.2 kN/m rs,, .. 2.32 (OK) DYNAMIC kt,(ext)-0.05 let. (lnt)-0.135 8 9 (lnt)-7.7 4esrees KAB(Int)= 0.31 KAB(cro)a 0.31 KAII(Ini)'" 0.21 KAH(c:xl)'" 0.24 0.08 0.03 KAIIII(Iut) .. 0.29 KAIIH (ext) ... 0.27 AK.t,..t (lnt) -O.OB 4K.t..H 0.03 llj,= 3.00 meters huo,= l.SO meters Mo= 30 kN-m/m FS., 3.54 (OK)

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-N -...) INTERNAL SEISMIC STABWTY CALCULATIONS (NCMAMmUJ) H'IJI' VAUI!S ,__ 1 0 n..-1.1 ,__ 1.1 n..-1.1 FS.o-1.1 n..,1 1 Fll, 1.1 JtENIORCI!JoENT S11II!NOnl ._ -,... n;-.,. 6W. F., ' Po r,-j No. 1'11'-Y -I 1 1\ s. ---.... I .... 1.71 1.61 11.7' 1 .41 u 1.0 JOJt 10. 4 1 IJI I. 1.111 0.90 I OJI u I, 10.115 10.0 3 1.1 Ul Ul I.JI 15.27 3 1 4.l lt.l3 10. 1 PUlDUT PAIJ.IIB ._ ... llo!l6 4 ... " r,.., P, rs.. OIIIX No ,_, I (Ill (liWoi) I1IWIIl I O .fO 2 .'111 l Ul ,. so IG.4 4.1 lOKI z IJD I. 1.1 o n ,. 16 lt.ll 1.6 101(' 3 u 0 19 II 13 _jliJ l.l lOKI INIJIINAL WllHI ._ ... llloJ6 691.., 6W.,. w,' ""-.... ,_ v. No. (Ill (Ill lkKWI -I1IWIIl (II) -I O .fO 1.71 :JO.n7 -41.6 0 4 2 7 19 D z 1.20 1.10 20JH 32. 4 0 J u 9 II 3 l.IO O.M _j0.119 16.2 0 I 0 9 3 12 II.., FS,. OIECX 69 J O lOKI 41 4.0 1911Q 31 1 7 (010

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........ ..;..;_; "' .. IR J .. "' ... J I J.:lfi i I o-.. ::! ..... rl j I J:a:::! ... ..:; 'ill!:! "'"" ... ,J IN :! a a .....;o I! a a f"i....ic:) I _.., i o-rl }:! ...... }:! _..,.., 128

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N IC DYNAMIC STABILITY CALCULATIONS BY NCMA IIETHOD INPUT VALVES CALCI.JU.lEl> VALVES son..s WAll WAll. STATIC y,-20.0 kNira.1 H.-0.1!1 metera w.-13 9 kN/m KA (tr.)-0.22 ... H l meters H,-3 0 IIINn K.,(CIKI)-0.27 c.-0 r .. 111.1!1 kN/m1 Nt.-20 a a 0.70 'h-111.1 kNim1 L. u N .. 20 b-1.28 .... lO dcarccs t.-l.lt metcn 6,. 2l.3--c 0 37 q, l dqrees w.-33.9 tNim d 1 .43 .,,-ILl kNim1 II-0 ciqp'ees OENI!RAL c 1.73 +r-lO de8rcu a.-30 .0di:!Pca a..- 57.8 dcweca er 0 &.23.3 clqpftil SEISMIC .. 5 14 kN/m A 0 .1!1 REINFORCEMENT A.-JOdqjrecs c.-o.u ... 5.14 kNim c.l )., lO EXTERNAL SEISMIC STABILITY CALCULATIONS (NCMA METHOD) INPUT VALUES t.. u mc11n ........ ua FS..1.1 FS,.1.1 CALCULATED VALVES (GENERAL) W1 72.0 kN/m w.o kNim w,-105. 9 kN/m P 6.6 (BASE SUDING) R.61.2 kN1nl rs, Z.09 (OK) w.-w,r-h P.oU!II (OVER 11JJUIONO) 54. 0 kN/m x.0.37 meten 0 kN/m 1.28 meten 3.0 metcn x,-1.56 meters 22.68 kN/m Mto-105 kN-m/m DYNAMIC k,(at)-0 .075 I ""(lnt)-0.195 &(at) 4 3 detncs 8(0.)-11. 0 deana K ... 0 15 I K.,a(axt) 0.33 KAH(Int) 0.21 I KAR(Citt)-0.24 I 0 .13 I 0 05 K.,..(lnt) O.ll KAIIH (ext)-0 29 A.K4pil(inl)-0.12 0.05 .... 3.00 metal .... I.SO millen Mo 34 FS..-3.17 (OK)

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w = INTERNAL SEISMIC STABn.JTY CALCULATIONS (IOUo.NEIRD) INPUT VALlES n..-1 0 n..-1.1 FS., 1.1 rs..-1.1 rs..-II n..-1.1 1'3,-1.1 aeiiNllol IUIIM'aiCIIMI!H S1DN(JJJI "-o.,a ..... ..-y 61111,. ,_, F .. i F, Na. ..........,. -o.,do Dol a. 11!Hial {.-) c. I Ul 1'11 2.113 0 .7S 1 .41 u .., 11.46 2 Ul ... t.a 0.7S 1.41 S 1J 9.91 3 ... ... l.lD o.dll 6.79 l.O u 6.11 4 1 ... 0.41! Ul 10.1 1.7 u 1.39 PI.I.LIJUI' PALUU! "--Doplh ... ..... o,. r.,., F, P3, Na. (II!)_ fa) 1W {..t -I O.JO 1.70 ... I. Ill S4 511 11. 4 u 2 1 .20 1.10 Ll 0.51 l6 u 1 7 l 1.10 1.lD :u 0.36 :14 I u 1.1 4 lAO O.fO 1 0.91 11 10 .... 1.2 trr1IIUW. SLDIO ..._ Blow lloplll Aw.., AW.,. w, ""-.... ,_ Na. I (r.) loal IIIN/otl {IIM'wll lkN/ool 11101 I O.JO 1.71 30.537 41.6 0 6 1.7 21 2 l.lD 1.10 2DJSI J1A Q 4 IJ 10 l 1 10 1.21 13.572 21.6 0 l u 2.40 0.11 6 716 1 0.1 I I 0.11 2 T,_ tlltCMU 114 9.9 6.1 lA Clllla: !lli Ia) IIC )I[) v_ II.. FS, Ol!a. n.Nionl MIIMl 23 2.6 1010 II 41 3.3 lOin 14 l7 4 6 1011.1 10 :19 u lOKI

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INti!IIJI "'"" -..._ l!lov. Dopdo II.W--' ss., v. n. CIIECit No. r, .... --,_, -Mllool fkK'Ial (1IN/oo) I O.JD 170 :10.537 26 11. 4 U l 7 D l.5 lOKI l 1.21 1.10 l0.3,. I! IU 4 II 4 7 11010 ] 1.10 IJO usn 9 6.1 1.4 J U 1Uitl 4 140 ___Mil 6.716 4 1.4 0.0 10 1.1 fOICI '.nDII! ..._ .... llo!6 r. F, FS. OECit No. (II) (Ill -I O.JD 170 D 11.44 11 (OIC) l 1.10 1 11 II t.JI .. J 1.111 1.21 14 U1 1 0 4 _M9 L_ 10 1.39 -1.1 (Ok) w I..OCALO ........... ARJCIII!ST1ti'PLI" t_. -llo!6 II.W,. ""'-Mo., T, Tl'l ,_ ""-FB, CECI No. T.oJi ...... .... (II) (II) '-'Nhnl lwll Mfal lml I uo 170 ll OJ7 II 1] 7.ot .. ,. ] l!'l! -2 1.21 1.111 20 0 .]4 7 II 21.11 0 .19 I ]611 ,.., J IM I _JI 14 OJl 4 14 24.62 D 0 ... 6 Ul __, 4 2 40 uo 7 0 .31 2 10 23.41 0 OJI I 1 42 .1011.1

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t..J N DYNAMIC STABILITY CALCULATIONS BY NCMA METHOD INPUT VALUES CALCULATED VALUES son.s WALL WALL STA:nc y 20. 0 kNim1 H.-O.IS mctcn w-. 33.9 kN/m KA (lnt)0.22 .... "dqafta H J metcn u.-3.0 mctc:n K4 (ext)-0 .27 c:.-0 ., ... ILlS kN/m1 20 -0.70 .,. .. lU kN/m1 I...-0.6 metcn N. 20 b 1.28 30 dep=s t..-O.ll mecar. a.-c 0.37 0 -Jdear33.9 kN/m d 1.43 rr JU kNim1 POdqms OENERAL c 1.73 tr-30 de!lr'ea &..-30.0 clqreel aAa 57.8 dear-er-0 &' 23.3 depca SEISMIC .... 5.14 kNim A l.l REINFORCEMI!NT )., 30 clqreel Ct.-. u ... 5.U kN/m c .. I A..lO dcarecs ---------EXTERNAL SEISMIC STABILITY CALCULATIONS (NCMA MEniOD) INPUT VALUES r._ 1.1 meters lllil .. 0.6"8 FS, 1.1 FS.-1.1 CALCUUTED VALUES (ClENERAL) w.12.0 kNim w,-0 kN/m W, 105.9 kN/m Pa 1 8 (BASE Sl...lDINO) R. 61.2 kN/m FS,. 1.90 (OK) w.-w.-h PAIR-(OVER'IlJRNINO) S4. 0 kN/m x.0 37 meters 0 kN/m '41.28 metcn 3 0 meta. X.-U6 meters 23.43 kN/m Ma-105 kN-m/m I DYNAMIC kt,(ext)0 1 Itt. (lnt)0.2$ I 8 (ext)-5.7 dqvees 9 (IDt)-14.0 clegrea K.-.11nt) 0.40 K.-.(cxt) 0.35 I i<..,.(int)-0.21 KAH(IIllt) 0.24 .1K,,. (lm) 0.11 I 0.07 I KAlil (lnt) 0.31 K.-(m) 0 .31 0.17 I 0.06 I 11,-3 .00mctm ha-.. ,o IIHIICnl Mo-39 kN-m/m rs .. 1.70 (OK)

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I..J I..J INTERNAL SEISMIC STABILITY CALCULATIONS (totA MEIHD) N'UI' v AIJ.I!S n..-1.0 rs..-1.1 n..-1 1 rs..-1.1 n..-1.1 ,__ 1.1 F3,-1.1 ... o.-..... 1lillolaly AW,. F..,, ,..,., F, No. 1l6olary AM o.-.. !, _{Ill}_ {II) ""' &4'111 lld'tWI OIK'Iol I LJI "" 2 70 0 60 6.1 1.6 10 2 ..,. 2.1 1.10 0.60 '-" u 1J 9.30 ] Ull 1.!11 uo 0.60 6 .79 3.1 3.0 Ul 4 2.11 ..,. 0 .90 0.60 6.79 1J u 7.74 2.'111 LJO Ul lUI 6.79 0 1 u 6.96 T,_ now.! 10. 1 u u 7 7 7 0 .._ I e... I Dopdo r.. I t..o I " T.,., F, ps_ I OII!I:K No. (II) I (IU I (..) ""' (11th) II 0.301 1.701 Lll l .ldl 541 SOl IG.II Ul ((] 21 0.901 1.111 1.11 Ul( G( 261 9.3( 1.1( __gJ 3 4 s .ltmiRMAL !UlHI .. o.-AW.., AW00 ... "'-' ... -v.,. No. (II) (II) B:N.Wl OIN/a) nrw.l (II) n.w.J OIN/al I 0.30 1.70 )O.j]7 4U 0 I 2 7 2l 23 2 0.90 1.10 a m 37 1 I 2.1 ., 20 3 I .SO I .SO 16.!165 27 0 4 .., 9 I 4 1.1 uo 10.179 16.1 0 ) u 4 ll 1.'111 0 .30 3.393 u 0 I 0.3 I .... FS, CIEOC Nfllal 1J Kl 1.6 (0 43 ].) 34 s o fO 20 10. 6 (0

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-w '"-EIIIV. [)qllh AW...,1 p._, ,, 911111 s.,. v.., FS,. OIECK. No. r; ,, -tm\ tm\ 11<>1/at\ n.Him; MJi.n, '= lkNiat\ tUml I OJO 2.70 Jom JO 10. 1 32.J J 2] 4 7 on 2 0.90 2.10 23.7.51 22 9.3 23.2 5 20 4.3 IOK' 3 I .SO uo 16.965 u 1.5 14.7 4 16 3 8 OK 4 2.10 0.90 10.1'79 I 7 7 7.0 4 12 3 1 lOKI 2.10 OJO 3.393 3 7 0 0.0 3 8 2.3 OKI PAJLURI! UF. EJov. Dllplb T,. F, PS, CIII!CK No. z (Ill) Cml lkN/ml I 0.30 2.70 2] 10.08 2.3 OKI 2 0.!10 2.10 20 9.30 2.1 OK 3 1.50 1.50 1.51 u OKI 4 2.10 0 .90 12 1.14 1J lOKI J 2.10 0.30 8 6.9 1.1 OKI I,U & .... .--.----.._ EIOY. Ilqilb &W.., Ax... Me, T, r .. a)) 9om y..;.., t.\uo FS.o OIECK No. z TdYt ..... (ml (Ill) .liiNhnl (ml CkN/m\ dqilbz I OJN.mfml (ml fldkt'm) I 0.]0 2.70 31 0.37 11 23 7 .04 87 UB .45 2. 2 0.!10 110 24 0.35 8 20 17.60 69 1.17 211 2 !-J 1.50 1..50 11 0.34 6 16 23.45 46 0 .11 13 J!l "4 2.10 0.90 10 0.32 J 12 2UI 21 0 .47 4 5 4 5 2.'70 0.]0 3 0.30 I 8 21.06 0 G.l5 0 2.15

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""' VI DYNAMIC STABILITY CALCULATIONS BY NCMA MEn40D INPlJT VALUES CALCULATED VALUES son.s WAll WALL STATIC .,, .. ZO.O kNim' H,. D.l5 mcten w.-33.9 kNim K .Cint) 0.22 .... 35 dqreea H 3 mc:tcn H..-3.0 mc:tcn K .. (ew:t) 0.27 c, 0 y.-11.15 kNim' N, 20 ... 0.70 Tb .. IU kNim' ...... 1.6 IIICien N. 20 b 1.21 +-.-O.ll metcn 11,ll.J dqvea <; 0.37 q, 0 .... 3 dqp'es wb33.9 kNim d 1.43 Tr ILl kNim1 p-0 clep'ca OENERAL c 1.73 ..... 30 de.--30.0 clcsr-a ... 57.1 dcv-c:, 15, 23.3.--SEISMIC ... 5M kNim A 1.25 JtEINFORCEMEm JO-.,c ... "" ..... 5.14 kNim c.-I ,. .. lO clcarecl EXTERNAL SEISMIC STABILITY CALCULATIONS (NCMA ME'Il:IOD) INPUT VALUES r_ 1.1 llldel1 mlalm OJiH FS,. 1.1 FS..1.1 CALCULATED VALUES (OENERAL) w... 72.0 kNim w,o kNim w,-105.9 kNim Pa 11. 0 (BASI! SUDINO) R. 61.2 kNim FS, 1.74 (OK) w,-w,.hp_.. .. (OVERTIJRNING) 54.0kN/m x.0.37 IIICienl 0 kNim Xt-1.21 meten 3.0 metcn x,-1.56 metcn 24.23 kNim Ma-105 kN-mlm DYNAMIC 0.125 0.3 7 .I clelllftS 9 (lnt)16.7 de..-KAII(Int) 0.46 K ... (cxt) 0.37 KAH(int) 0.21 0.24 0.23 0.09 K,_ (Inc) O.U K.-(e:Kt) .. 0.33 0.22 11KmH(e:Kt!-0.08 11,-3.00 mclenl ha-UO meten Mo-44 kNmlm II'S.,-Ul (OK)

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\H 0\ INTERNAL SEISMIC STABILITY CALCULATIONS (IQ(AtofiiJD)) lNI'UJ' VALlES n..-10 n..-1 1 n..-1.1 n..-1.1 rs.-1 1 rs...-1.1 n..-1 1 WNha.N 5 11( !IJJH .._. Plov. 0.., ....... na...y AW,. F., ,,., r, T,_ No. 1'llbuloly -J: ... .. lool 1101 ... !!!ll lW'oll !IIKWal lW'oll I ue 1.71 2 .70 UD 6 .79 u 10 10.a IO.J 2 Ul 1.1 2 .10 0,&) 6.79 u l O ID.ll 10.3 ] ... ... 1.50 OMI 6 .79 3.1 u 9.74 9 7 4 111 _UI 0 91 0 .45 ,.Of 1.1 3.6 6.9] 6.J 2M .... O .dO 0.30 3.39 0.1 17 4.44 u 6 171 ue tUl ... ,09 u 4 4 6AO _____M PI.I.LOUl' PAILllll! .._. Plov. o..e ... .... .... r... ,, n.. Clllla. Ito. (II) 111'1 (ool .. lkNIWl (liHioo) Mflool I OJO 170 l .ID ,. IO.J 4 6 II: 2 0 .!111 2.10 1.1 0.61 4l l6 10. ] 2.' (( ] 1.50 1.50 L 0 .43 lO 12 9 7 u II( 4 2.10 0.!111 u 11.49 II I u 1.1 Ct 140 0 .111 u D-'2 l2 u 1.2 It 170 0.30 :u 1.34 6 7 6.4 1.1 f(l ...... N "'""" .._. n.-6W_, 6'111-.... AI'.,.. p-v ... No. I (Ill} Pol OIHII'I !lith I (Ill dHIIol lldhl I 170 50. U7 41.6 0 10 2.7 14 :0 2 0 .91 2.10 :o. m J7 1 0 I :u lO l Ul Ul 16."' 27 J I.J 10 16 4 2.10 lUll 10.119 IU 0 ] 0 9 12 140 cue 6.7. 10.1 2 0.6 ] 10 6 ;t70 0,]0 ].]9] 5.4 I 0.] I 11..1 FS, OEat !liK'Wil 69 2 1 1] 4l 2.1 ]] 4 1 :16 5 0 01[ -1.4 1011:

PAGE 145

... IIIII!..,-! ... I "1"1 1"'1"'1"'1 --t! -i J a:!! ... I -;q;: gg oi,, .... ;.; .. !HI ,.! I ...... ; ... .. N ...... 1" 1 #!-:i!S ...... 1 l ...... .. .. l Iiiii; oo ...... ... rl :! Iiiii!; &!!:: 00 .... ..... ]:! ... ..... ]:! -N .., ... ..... }:! -.. .., ... "' .. 137

PAGE 146

w 00 DYNAMIC STABILITY CALCULATIONS BY NCMA IIETHOD INPUT VALUES SOII..ll WALL WALL y,-ZO.I kNim1 H..-0.15 metm w.-33.9 kNim ... l5 dep:a H liMtal u.-3.0 meten c, r.-11.115 kNira' ""'-20 IU kN/m1 L.-1.6 metcn N. 20 31 de!Jrea ..... 0.31 metcn a.23.3 dewccs Jdcarea w.33.9kNim y,-11.1 kN/m1 p cleaJees GENERAL +r-Je dqreea 30.0 dep'ecl er-0 a.-SEISMIC .. 5.114 kNim A O.l9 REINl'ORCEMENT ).-c.-U4 .. 5.14 tN/ra c.t )..,-lO dqreea EXTERNAL SEISMIC STABILITY CALCULATIONS (NCMA MEniOD) INPUT V AUJES .._ t.l mctcn ......... 1.6*8 1.1 FS.1.1 CALCUU\'IFD VALUES STATIC K,. (inl) 0 .22 K..(ext)-027 -0.70 b 1.21 c 0.37 d 1.43 c 1.73 aAI! 57.8 degrees CALaJLATED V AWES (GENERAL) (OVERTURNING) w, 72.0 kNim w,-0 kN/m W, 10,.9 kN/m Pm 12.7 (BASE !ILIDINO) R.61.2 kNim VS.. 1.62 (OK) w,-Wi hP.-. 54.0 kN/m x.-0.37 metcn 0 kNim x.-1.21 mctcn 3.0 mctcn x,-1.56 metcn 24.92 kN/m Ma lOS kN-m/m DYNAMIC t.,(cat) 0.14S ""(lnl)-0.3364 8 (sl) 1.3 deiJI"S 8 (lnt)-11.6 deareea K ... clnt) o.so K.u!(ext)-0.39 K411(1nt) 0.21 K411(ext) 0.24 AK.,_ (lnt) 0.28 AK.,_ (ad) 0.11 KAI!H (lnt) 0.47 KAIII(ext) 0.34 AK.,.s (lnt) 026 0.10 11,-3.00 meters .... 1.50 meiCn Mo 47 kN-mlm rs.-2.l1 (OK)

PAGE 147

'-() INTERNAL SEISMIC STABn.rrY CALCULATIONS (NOlA WI!I1DJ) INPUT V ALlB!8 n..-1.0 n..-1.1 fS,. 1.1 n..-1.1 n,.-1 1 PS,.-1.1 rs.-1 1 l\eiiNUM RIIINI'OIICDoiB miiiNCJI1I .._ l!lov. lolddlo no.., AW,. ,_, F._, ,, T,_ li>. 'lllballay s.. tal tal toll -1-. IIINIIol --I .... 171 l.7U 0.110 6.79 u 14 11.511 ll.ll l Cl.tl 1Jt 2.10 0 .110 6 .79 SJ u 11.11 11.1 ] Ul .... 1 .50 uo 6 .79 3.1 4 7 10.71 10. 7 4 Ul ..,. 0 .91 o u ,.., 1.1 4.2 7.71 7.1 1.41 ... 0 0.31 4.24 0 9 .... 6 .31 6J U! I. IS .I.U .... 4.24 I.J ... 6 .16 6.2 P!U.n1l' FALUIII -Elov. .... ... r.,. .... r.,., F, rs. OI!OC: Mo. i !!Ill _00 I_l tal I I 0 10 l.ll 1..1 !.Ill ,. m 113 u ii: l 0 .90 l.IO 1..1 O lil 4l l6 11.1 3 l.liO Ul u 033 .10 14 10. 7 t! lOK1 4 2.10 0 .90 l.4 039 II 9 7 1 1.2 (OK 2.40 0.61 17 0.72 ll I 6.3 1.2 lOK1 6 2..15 o .u_ u _236 -3 7 6.2 1.1 (OK) IN11!IIHAL su:.ll ..._ l!lov. o.a AW-.a.w.,. "' AI'-. -.. pv..,. No. tal Cl lktllml -Cal I 0 .10 1.11 .10.537 4U I II 17 25 23 l 0 .90 1.11 ll. m 37.1 0 9 2.1 17 :10 3 1.50 uo IU65 l7 0 .., II 16 4 2.11 Ul 10.179 16.2 0 4 0 9 ll 2.40 0.60 6 .7111 IG.I 0 3 0 6 3 10 6 :!.., o.u 1 .6965 2.7 0 -__ I I ____] J., PS,. OEC (Hh) 69 u ss l.l ., 1 101 J4 3 7 l7 4 7 16 11.6

PAGE 148

0 .._ No. I 2 l 4 6 .._ No. I 2 3 ' .._ No. I 2 3 6 Pl ... _loU_ OJO uo uo l l 2.40 11J -lOll OJO 0 .90 I.JO 2 .10 2 .40 l.IJ Pl ... _{II!)_ OJO 0.90 1 .50 :1.10 2..0 1.IJ INTEIIFACI! SUI H) Oopll AW..., P..,.,. s., v,.. Po ....... !Ill !loK'IIl _(!IMW :1.70 JO.n7 n IIJ G.l 6 23 2.10 23.751 D 11.1 no 6 :Ill uo 16.!16J :Ill 10. 7 :111.2 16 O.JO 10.179 12 7.1 I1J ll 0.60 6 .716 I u 6.2 4 10 ... 1 .6!16J l u l 7 IXIiHIIC'IDI PAIU.ali Dol* T FS,. CHBCit 1111 -I c.HIIol 1.70 23 ll.JO l O J!!!L 2 .10 :Ill 11.11 u'Jiij I.JO 16 JG.71 IJ Olt D. !II 12 7.'11 1 1011 IUO 10 6.JI IJ _g)JI O .IJ 7 6.16 1.1 _1011 1 AW, Alfooo Moo, T,. Tll s... T,.XJI .... ...... 1-.l (loKW) t.ll 1.70 31 OJ7 II l) 7 .04 109 1.10 24 OJJ I lO 17.60 91 IJO 17 OJ4 6 16 23..., 67 0 .90 10 e.n J ll 24.61 43 OMI 7 OJJ 2 10 2l G ., o u 2 0.30 I 7 19.44 I n.. c:H!Cit .I 101 lAI 101 UJPI 4.6 1011 u Ill u 101 y-N, n.. OECJ(I {l_ I lk!Mt'ml I JJI 60 2 .00 I= 1.17 ]6 171 0 .11 II 4.0'1 0 .47 6 7.22 011 OJI 3 U4 11*1 0 .111 0 2 .92

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-DYNAMIC STABILITY CALCULATIONS BY NCMA METHOD INPUT VALUES CALCULATED VALUES SOILS WALL WAll. STATIC y,'= 20.0 kN/m3 H.= o.JS meters w ..... 33.9 kNim KA (lnt)= 0.22 +,= ""' 3metm Hi,= 3.0 mutera K,.(ext)= 0.27 c:,-0 Yw"' 18.85 k:N/m3 20 0.70 'Yb a . 18.8 kN/m3 L,= 0.6 meters Nw"' 20 b-1.28 +.-30 dct!ms '0.30 meters 6,"' 23. 3 c 0.37 q,= 0 m= 3 desrees w,33. 9 kNlm d= 1.43 Yr"' 18.8 P= 0 degrees GENERAL e .. 1.73 ., .. 30 def,rees lit."' JO.O dogiees aAII .. 57 .B degrees er 0 s.= 23.3 degrees SEISMIC a.= 5.84 kN!m A= 0.4 .REINFORCEMENT Au-30 degrea .. 0.64 a..= S.B4 kNim C!,= 1 A..= 30 dOf!I'CCS EXTERNAL SEISMIC STABILITY CALCULATIONS {NCMA MEniOD) INPUT VALUES 1.8 melen minimum 0.6H FS,"' 1.1 FS.t-1.1 CALCULATED V ALUI!S (OBNERAL) w."' 72.0 kNim w,= OkN/m W,"" 105.9 kN/m Pm = 17.6 (BASE SLIDING) a.= 61.2 kN/m .FS11"' 1.37 (OK) W,'= I 'wp'r::a h= PAEII= (OVERTURNING) 54.0 k:Nim X,= OJ7 meters o kNim Xi"" 1.28 meters 3.0 meters Xp= 1.56 meters 27.02 kN/m Ma= lOS kN-mlm DYNAMIC 0.2 k. (lot)= 0.42 a {ext) 11.3 degrees 9 (lot)= 22.8 dqrees KAB(Int)= 0.62 KAE(cxt)"' 0.44 KAH(Int) 0.21 KAH(ext)= 0.24 AI<.!,.. (lot) "' 0.40 I 0.17 lC.uR(Int) O.SB KAIIH (ext)= 0.39 AK.i,aH (lot) = 0.37 AK....a(axt)= 0.15 3.00 meters hm .. 1.50 meters Mo= 58 k:Nmlm rs .. = 1.79 (OK)

PAGE 150

INTERNAL SEISMIC STABll.JTY CALCULATIONS (NCMA MEiliOD) lNPl1I' V ALUI!9 PS.,a 1.0 FS,. u FS,. 1.1 FS.,. 1.1 FS,. 1.1 FS.., 1.1 FS., 1.1 MINIMUM REINFORCEMENT STRENGTII -Layer Blov. Doplh Middle Tribllary P..,, '""'' PI No. z Tribultny Ana Deplh z, s.. (lia\ Cm) lm) (m) (kN/m) (lcN}m) (kNim) IIINim\ 1 0.30 2.70 2.70 0.60 6.19 6.1 3.5 13.12 2 0.90 2.10 2.10 0.150 6.79 5.3 S.J 13.21 3 1.50 uo --1.50 0.60 6.79 3.8 6.7 13.30 4 2.10 MO 0.98 0.45 5.09 1.8 6.1 10.03 !I 2.40 0.150 0.60 0.30 3.39 0.1 4.5 11.71 6 2.70 o.:JO 0.34 0.23 2.54 0.3 3.7 5.05 7 2.15 o.ts -G.ll O.ZJ 2.54 0.1 3.9 5.06 PULLOUT FAILURE Leyor Elev. Deplll t.. LAI .,.. t ... F, FS., No. z (m) (m) (m) (m) (kNhD') fkNim) (li:NIIn) I 0.30 2.70 I .I 1.03 54 so 13.1 3.8 2 0.90 2.10 ... 0.68 42 26 IJ.l 1.9 3 I .SO 1.50 1.1 0.63 30 17 13.3 1.3 4 2.10 0.90 2.5 0.69 18 II 10.0 1.1 s 2.40 0.60 1.7 0.72 12 I 6.7 1.1 6 2.70 OJO 3.Z 1.04 II 6 5.1 1.1 7 _2.15 0.15 4.4 2.16 3 6 5.1 1.1 r.-I>IJII\ 13.1 132 13.3 10.0 6.1 5.1 S.J CHECK OK) 010 OK OK OK OK I OK

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IH11!RNAL BLIDINO Layer Blev. Deplb 4W-4W'11111 W'D 4P,..d, .... p_, v,., R.i.. CHECK No. z lm\ lm\ lkNiml CkN/m) B:N/m) (kN/m) (m) nOOml (kNim) lkN/ml I 0.30 2.70 30.54 48.60 0 16 2.7 29 23 69 1.5 Oii 2 0.90 2.10 23.75 37.80 0 12 2.1 21 20 55 1.7 OS 3 1.50 1.50 16.97 27.00 0 9 1.5 13 16 47 2.1 OK 4 2.10 0.90 10.18 16.20 0 0.9 7 12 36 2.8 OK 5 2.40 0.60 6.79 ID.BO 0 4 0.6 10 27 3.4 011 6 2.70 0.30 3.39 5.40 0 2 0,3 2 8 19 4.8 OK) 7 2.15 o.u 1.70 2.70 0 I 0.15 I 7 15 7.7 QK)' ... 1----IN11!RPACI! SLIDING Layer FJov. Doplh P......, F, Sum Su, v"'"' FS,. CHECK No. z F, above _(m) lml lkN/m\ IIIN/m) ltN/m\ (kNim) (kNim) I I 0.30 %.70 30.S4 47 13.1 53.4 7 23 3.6 IOK 2 0.!10 2.10 23.75 37 13.2 40.2 7 20 3.0 (OK'! 3 1.50 1.50 IU7 26 U.3 26.9 16 23 (OK) 4 2.10 0.90 10.18 16 10.0 16.8 3 12 ].5 OK s 2.40 0.60 6.79 11 6.7 10.1 3 10 2.9 (OK) 6 2.70 O.lO 3.39 5.1 5.1 2 8 4.6 (OKJ 7 2.15 G.IS 1.70 3 5.1 _(1.0 3 7 %.0 (OK)

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CONNECTION FAILURE Layor l!lev. Deplh Td F1 l'S,. CHECK No. z (llll (Ill) CkNfm) OcN/111) I 0 30 2.70 23 13.12 1.8 OK) 2 0.90 2.10 20 13.21 1.5 OK 3 1.!0 1.50 IIi 13.30 1.2 (jj( 4 1.10 0.90 I :I 10.03 1.2 oil 0 .60 10 6.71 I.S Oil 6 2.70 0.30 I 5.05 1.5 OK 7 :us o u 7 5.06 1.3 OK) t LOCALOVI!RTUIUNO ANDCRI!ST TOPPUNO ----Layor l!lev. Deplh AWw.; AX..., M,c,o Td T.,xy1 Sum y-M,-o PS, CHBCK No. c T,.xy1 abo .. (Ill) (Ill) (kN/ml Cml llkN-atml ncWm) dl!plhz I ckN-mlm Cml I fkN.mlm 1 0.30 2 .70 31 0.37 11 23 7.04 130 1.51 77 1.82 OK) 2 0 .90 2 .10 24 0.35 I 20 17.60 112 1 .17 47 2.56 olil l 1.50 1 .50 17 0.34 6 16 23.45 19 0 .81 24 3 .92 OKf 4 2.10 0 .90 10 0.32 3 J:l 24.61 64 0 .47 g 7.75 oil 5 2 .40 O .dO 7 0.31 2 10 23.42 .40 0 .31 4 li.OS oil 6 2.70 0.30 l 0.30 I I 21.06 19 0 .13 I 21.21 coo 7 l.8S o u 2 0 30 I 7 19.44 0 0.08 0 2 .11 OiC)

PAGE 153

yr ca .. C."' Yb"' "'-ct."' k,.= v .. -lir= Layer No. 1 1 3 4 5 6 .1 INPUT VALUES DYNAMIC STABILiTY CALCULATIONS DISPLACEMENT METHOD (Newmark Double IRiegradon) EXTERNAL ANALYSIS son.s WALL (DISPLACEMENT ME1HOD, NEWMARK DOUBLE INTEGRATION) 20.0 kNim3 H.,= 0.15 meters L..t. "' 1.9 meters : KAI! = 0.]9 35 degrees H= 3 meters R45.0 lcN/m 0 .Tw ... 11.85 lcNim3 k,. 0.16 18.!) kNim3 I.., a 0.6 meters kJic,= 0.4 30 dcsrees La-0.3 meters 0 m= 3 degrees 6 degreeS 8=> .. 9.1 SEIS:MIC p-0 degrees 0.4 REINFORCEMENT I I 35 cmls a. .. 5.14 kN/m I 1.25 1...-30 dearees Maximum allowable muvemeat ofwlllllnterlice3 mm Maximum allowed lo1al wall displacement -50 mm INTERNAL SEISMIC STABILITY CALCULATIONS (DISPLACEMENT ME1HOD, NEWMARK DOUBLE DITEORATION) INTERNAL SLIDING PAll= 33.4 kN/m P .. = ll.7 kN/m FS111 1.00 d .. 43 mm Elev. Depth L R. v. k. li 8 KAE PAE Pm. FS111 kJkm z (m) lm) (m) lkN/m) _ikN/m) ldemecs) (de....,.,.) _(l@m) lkN/m) 0.30 2.71 1.9 44 23.5 Cl.39l 23.3 21.4 0.51 41.9 25.7 1.00 0.98 0.90 %.10 1.9 34 19.6 0.400 23.] 21.8 O.S9 25.9 20.4 1.16 1.00 1.50 1.50 %.1 28 15.6 uoo 23.] 21.1 0.59 13.2 15.11 1.52 1.00 2.10 MD %.5 22 11.7 0.400 23.3 21.8 D.S9 4.8 10.9 2.12 1.00 2.40 0.60 1.7 16 9.8 0.400 23.3 21.8 0.59 2.1 7.8 2.60 1.00 2.70 0.30 3.1 10 7.8 D.400 23.3 21.8 0.59 o.s 4.S 3.52 1.00 2.85 'o.tS 4.4 7 6.8 D.400 23.3 21.8 0.59 0.1 3.0 4.53 1.00 d (IDJIIl 1 0 0 0 0 0 0

PAGE 154

Ua)a Eln. Depth No. l. (m) (ml 1 0.30 2.70 2 0 .90 2.10 3 uo 1 .50 4 2.10 0.90 2.40 0.60 6 2.10 0.30 1 '--_ 0.1.5 INTERNAL SEISMIC ST ABIUTY CALCULATIONS (DISPlACEMENT ME1HOD, NEWMARK DOUBLE INTEGRATION) BLOCK INTERFACE SHEAR L k. 5 9 K.u K" Tribulory ARa s... (m) (dqrea) (m) 1.9 0 .400 23. 3 21.1 0 .22 0 36 D.600 1.9 uoo 23. 3 21.8 0 .59 0 22 0.36 0.600 2.1 0.400 23. 3 21.1 0 .59 0 22 0.36 0.600 2..5 ...... 23.3 21.8 0 .59 0.22 0.36 1.200 2.7 0.400 23.3 21.8 0 .59 0.22 0.36 0.7SO 3.2 0.400 23.3 21.8 O.S9 0.22 0.36 0.4SO 4.4 0.41JC1 23.3 21.8 0.36 v. u FS.. kJk.. d (kN/m) (mm) I.S 3.492 9.77 1.00 0 19.6 10.34.5 29.0.5 1.00 0 IS.6 u.m 32.62 1.00 0 11.7 7.233 20.4.5 1.00 0 9 1 40.92 1.00 0 7.1 38 .513 109.14 1.00 0 __ y 134.706 381.90 1.00 0

PAGE 155

-...:I DYNAMIC STABILITY CALCULATIONS BY NCMA METHOD INPt.rr VALUES CALCtJU.TED VALUES SOII..S WAIL WAll STATIC y, U.O kNim1 H.-1.15 metcn w.33.9 kNim KA (lnt)-0.11 ... H 3 IIIClCn f\-3 0 IDelcn 0.27 c,0 y.-11.115 kNim1 20 -0.14 l'lo-ILl kNim1 L... met&n N. 20 b1.07 ... JO cletlr-1.31 IIICIICn a,-c 0.44 0 ID 3 dqrea 33.9 kNim dU4 y,-1U kN/m1 P dear-GENERAL e 1.14 JO dqrca &.-30.0 degrea llAJI-60.8 degrees c,-0 a,26.7 deaJees SEISMIC .... !.84 kNim A 0.1 REJNFORCEMIWT 30 cleaJccs c.-0.64 .... 5.141r:Nim c.-I ),. JO de.EXTERNAL SEISMIC STABILITY CALCULATIONS (NCMA MEniOD) INPUT VALUES .._ 1.1 tnctcn 1111 0.6*8 r:s..-1.1 FS .. 1 1 CALCULATED VALVES (GENERAL) w.-79.2 kNhn w,o kN/m w,111.1 kNim Pa 4 .7 (BASE SUDlNO) R., 65.3 kNim FS,. 2.45 (OK) w;r wbp_, .. (OVERTURNING) 59.4 kNim x..-0.37 mcten 0 kN/m Xt-1.21 melen 3.0 metcn x.-l.S6 me1en 21.91 kN/m Ma 114 kN-mlm DYNAMIC o.os O .IH 8 (c:xt)2.9 dotvecs 8 (lnt)-7.7 K_..
PAGE 156

00 INTERNAL SEISMIC STABIT.JTY CALCULATIONS (lOIANlmD)) n..-1.0 FS,.-1.1 F3.o-1.1 FS,. 1.1 .._. Blov. Dopolo No. 1111} Ia\ I Ul J." l l.ll IM 3 :uo ..,. .._. --Dopolo No. IIIII lal I uo 111 z 1.20 IM'UJ' VAlDIS n.. n..,.,__ 1.1 1.1 1.1 Mdilo AW F., ,._, Tri-,. Ala .,... ... !, .Clot Ill!}_ (lltol/lal _(loN/Ia} 2.63 1.75 1.41 7.1 0 9 1 m 0.90 10.11 5.9 1.1 _____yt __ tS.l7 3]c_ __ 4.1 I'UJ..CM'PAUal! ... .... T,., F, tal 1111 t'M'WI -1.1 1 .115 67 9.l 1.1 0 3U 25 9.0 F, t.22 9.05 _9.44 n.. 7.l 2.1 T,_ O
PAGE 157

\C) t_. No. l 1 ) t_. No. t_. No. I 2 l l!looo. (._, 0 .60 1.20 1.10 Blov. Elov. (Oil uo IJO INJI!IIFACI! IIUIINO 0.,. t>.W..., pF, s,., P, ...... --ll (Hollll) (llthj 2 .70 ]0537 2D 9J UJ 1 .10 2D.J,. II 9 0 u 4 0.911 10.179 4 u 0 0 6 CCIIe8:"I10N PADal! Dopdl Tn F, PS,. CHICK LOCAL NCJ aJilJTlti'PUN Dopll "'W... .u... T T..JI lOll Mbl lOll (kN.MQ (lcNill) 1.'10 31 11.36 11 23 14.01 1 .111 2D O.J4 7 II 11.11 uo 10 O.Jl 3 12 14.61 v,.. PS,. CB1 (Hollll) 23 4 4 101( II 4 1 (01() 11 1 0 (01() ,_ ...... F'!l, CIECI.I TttYI -..... ll (loNemj 46 1.,. 24 :l..ll 1mB 15 0.99 10 )J4 (01[1 0 0.47 l IJI OK

PAGE 158

-VI 0 DYNAMIC STABILITY CALCULATIONS BY NCIIA METHOD INPUT VALUES CALCULATED VALUES sons WALL WALL STATIC r.-U.O kN/m1 H,-1.15 meten w .. kN/m KA (tnt) 0.111 ... H 3 metcn Hh 3.0 meters KA (ext) 0.27 c:,.-0 r.-18.15 kN/m1 20 -0.84 Tb 11.1 kNim1 L..-U meten N., 20 b1.07 30 detlreea La-0.30 metcn 6,-211.7 degrees c0.44 (I 3 degrees 33.9 kN/m da 1.5 rr-11.8 kN/m1 0 degrecs GENERAL e 1.84 +r-31 dqrccs e-.-30.0 degrees aAB 60.8 deareea er 0 &.2 26.7 degrees SEISMIC a.-s.a. kN/m A 0.15 REINFORCEMENT ).,-30 degrees c..-o.w a..-5.N kN/m c.I A.-30 degrees -----------L____ -------EXTERNAL SEISMIC STABILITY CALCULATIONS (NCMA METHOD) INPUT VALUES L... 1.8 meters llllm 0.6*H 1.1 FS..-1.1 CALCULATED VALUES (GENERAL) (OVERTIJRNING) W1 79.2 kN/m wJ-0 lcNim w,113.11cN/m Pa 7.0 (BASE SUDINO) ll, 6S.3 lcNim rs..-uo (OK) w.bPAEH 59.4 lcN/m x.-0.37 meters 0 lcN/m x.1.28 meters 3.0 metc:n x,-1..56 meters 22.68 kN/m Mo. 114 kN-mlm DYNAMIC lch(ext)-0.075 lc., (lnt) 0.195 9 (ext)-. 3 degecs 9 (lnt)11.0 depees KAI!!Int) 0.30 KAI!(mn)-0.33 KAH(Int)0.16 KAH(ext) 0.24 AK4ro(lnt) 0.12 o.os KABII (int) 0.27 KABH (ext) . 0.29 AK.,.a(lnt)-0.11 .1K-(C1!1.t) 0.05 h,.-3.00 mcten bu.-1.SO meters Mo 35 lcN-mlm FS. 3.11 (OK)

PAGE 159

u. INTERNAL SEISMIC STABn...JTY CALCULATIONS (NCMAMEIHlD) N't1l' VAUI!S n..-1 0 n.. 1.1 n..-1 1 1'3, 1.1 s...-1 1 rs..-1.1 rs..-1.1 .......... .._ Elov. .,... ,._ n;-, 6W,. ,_, .. _, F, No. n;-,. -"""* '' '' ,:.; .._ ,_ lldoll.l I 1.61 2.,. 1.63 0 .75 1 .411 1 1 u 10.25 1 I .:II IM uo 0.911 10.11 '-9 1 1 10.66 3 2.11 ... 1.115 0.60 6 .19 l.3 l J 6.11 4 2.41 .... 8.JI ..,, 1.411 1.0 3.1 Ul Pl UDUI' PAIIUUI ..._ ... .,... I., .... .. .. p, PS,. No. {-.) {IOl r.>l {IOl IIIKW (IIN.W) I 0.61 1.10 1.1 I.CIS 61 10.3 ,_, T,_ (IIN.W) 10. 3 10. 7 6.1 6.J CIII!Ct {0111:1 1 uo uo u 0.59 3U 15 10.7 1.4 101C 3 1.10 OJe 11 0 .33 IU 6.1 l.l OK 4 1.40 OJO 1A O.JII 132 I 6.J IJ 1011:1 INJ1iRNAL .... 0 .._ a ... Dopllo 4W-4W,. vr, 4P._ .... -v,. No. r..l lml -lkN/101 !l
PAGE 160

INl1!RJIICI!. !ILIDINO .._. .... llo!8 4W-rF, -s.. v_ lS, OEa No. P, ...... (m} lwll lkK'al Mflol Mflo) (IlN/II) (kHIIo) I 0.60 l.70 30.537 l3 10.3 l3.3 6 l3 3.9 1010 2 IJD 1.111 lUJI 14 10.7 12.6 II u I(JK.} 3 2.10 0.90 10.179 6 6.1 u I 12 1.1 01:1 4 2.411 0.60 6.716 4 6.! 0.0 10 1.9 1011: COH!C"J"D{FAUU .._. Blov. llo!8 T.o F, PS, CH!CX No. & lml 1 IIIK'ml I 0.611 l.70 2J 10.2! JJ lOKI 2 1.20 1.111 II 10.66 1.7 (OK) 3 1.10 0.90 12 6.11 1.9 OK 4 2.40 0.60 10 6.!1 U lOKI Ul N LOCAL AJC) CIII!ST lti'I'UNO .._. Elov. llopdl AW, 4Xo,., """' T T,.ay, sy_, M,u PS,. ae::K1 No. Tal'J I {01) (BI) lkK'OII (BI) 1\:N-w.J .::!..:,, ... ....__, I 0.60 l.70 31 0.36 11 l3 14.01 69 1.!1 32 l.U lOKI 2 1.20 1.10 10 0.34 7 II 21.11 41 U9 13 4.16 loKI J 2.10 0.90 10 0.32 3 12 24.61 2J 0.47 J 1.67 01( 4 2.40 0.60 7 0.31 2 10 l3 .U 0 0.31 I J.59

PAGE 161

u. .... DYNAMIC STABILITY CALCULATIONS BY NCMA IIETHOD INPtrr VALUES CALCl.JU.TED VALUES son.s WALL WALL STATIC y, U.l kNim1 H..-0.15 millen w-. 33.9 kNim KA (lnt)0.18 ... 41 dqvec:s H 3 meten n.3.0 meters KA(ext) 0.27 c:,- y.-111.85 kN/m1 N., 20 -0.84 .,.-ILl kNim1 L.-0.6 meten N,.m 20 b 1.07 t-.-Jl depwl r..-1.30 melers 5,26.7 de.,-c 0.44 q,- m J dep-aea w.33.9 kN/m d1.54 'Yr ILl kNJm1 P 0 degrees GENERAL c 1.84 +r-Jl dqrees a,-30.0 clep=l aAB 60.1 d'!WCCS er- a.26.7 dqrea SEISMIC ... !I.a. kNim A u REINFORCEMENT 30 dqrcas c-. ... !1.84 kNim c..1 >... 30 dcgrccs EXTERNAL SEISMIC STABILITY CALCULATIONS (NCMA METHOD) INPUT VALUES t_ 1.1 metm lllilll 0.6*B 1.1 FS..-1.1 CALCULATED VALUES (GENERAL) W1 79.2 kN/m Wp 0 kNim w,tll.I kNim Pa 9.3 (BASE SLIDING) R. 6S.3 kNim rs,.-..,,
PAGE 162

VI INTERNAL SEISMIC STABD.JTY CALCULATIONS (N(:MA JIE11D)) n..-1 0 n..-1.1 rs..-1.1 n..1 1 Et... Ito. ,_ I 1M 2 1.JI 1.11 1M No. (10) I OM 2 1.211 3 1.10 4 1.40 ..._ No. (lo) I 0.60 2 l.lO J 1.11 L_- 1.4t t I I I 1.71 ... Dopdo z till 1.111 0-'U 0.60 Dopdo C.} 1.71 ... O M uo INPUl' v ALlJI!S PS., rs.-1'3, 1.1 1 1 1.1 ....... AW,.. F., tn-,. Alii Dopb ,_, llN/Ool 1.61 0 .7! ... 7 1 .. .. 0.90 10.11 1.()5 0 ,(10 6 .79 2.l F.,., F, T,_ --,_, l O 11.21 ll.l u 12.21 ll.l u 7.42 7A Yl -.1!1 l42 u Pl.ll.(l11' PALIJU! ... .... " T,., P, PS,. c::IEX c.l (10) ttWJ> tiiK'IIl l1lthl 1.1 1.05 , 67 ll.l (011.1_ 1.1 0 .59 39.6 :u llJ 1.0 tOKI J.l 0 .43 IU 9 7 4 l.l OJ[_l_ u 0.61 U.l 10 u 1.1 OKI lfiDM ll.lllmHJ ""'-Aw .. w, "'-.... ,_ v_ l>/m) llM/Ia) _() :10.537 SUI 0 I 17 Zl D ZO.l51 35.64 0 6 .. IJ II 10.179 17.11 0 0 9 ll "' II . 0 l 0 6 _____1 -_____!II ...... n,. OECK OHIIOl ., 2.7 1010 S7 H .0.:: 37 31 7.l

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VI VI '-No. I 2 l 4 '-No. I 2 l 4 '-No. l 2 l 4 l!lov. (II) 0 .60 1.20 :uo 140 l'low. 0 .60 I :IV 2 .10 2 .40 0 .60 1.20 2.10 2 .40 IHI1!RFACE SI.IDIMl t..w.., pF, s. s,. F, ...... ...... (II) (kK'Ia) Mt'll) (kN/10) I'K'Io) 2.71 30.537 rl llJ 21. 1 7 1.10 lJOJSI 17 12.] 1,. 1 0 .90 10.1'19 I 7 4 1 4 2 0 .61 6 716 1 4 0 0 7 COINICIDIFAIUIUI 0 T,. n QI!Qt {a] (IIN/m) {Uh) 2.111 2l 11.27 2.1 Ill l II JUT 1 4 Ill 0 .90 12 7 .42 u C1l 0 .10 10 I U ll Ill t..w.., a.x.. ...., T" Tl'l {l _fill. IHflool 2.70 31 D.l6 II 2l 14.111 1.10 20 0.34 7 II 21.11 0.90 10 0.32 l 12 2UI 0 .10 7 0.31 2 10 Zl.42 v_ n. 0110. !l:Nial ll 3J fOICI II JO:K 12 6 5 10 1.3 (OIC) -,_ """' I'&.. OECK r = Ill 69 I.SI lf 2.04 (giQ 41 0.99 17 l.lt :1: n o .47 4 6.65 Oc_ _G.ll __ 2 L_ l.ll

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VI 0\ DYNAMIC STABILITY CALCULATIONS BY NCMA METHOD INPlTf VALUES son.s WALL WALL ..,,11.0 kN/m1 H.-0.1!1 metc:n 33. 9 lcNim ... H J metm 3.0 metcn c,.- ..,_. 18.15 kNim1 N,-20 l\-11.1 kNim' L.-0.6 mel2ft N. 20 Je dcotrwa x..-0.30 metc:n &.26. 7 ..,._ .,. J dqreea 33.9 kNim rr-11.1 kNim1 0 degrees OENERAL +r-30 dqrees a.-30. 0 dqrecs c,- lit26.7 detJeeti SEISMIC .. S.U kNim A 0.25 REINFORCEMENT )-.-Jt detrea 4.-0.64 .. 5.14 kNim C. 1 >...-30 depes EXTERNAL SEISMIC ST ABll..ITY CALCULATIONS (NCMA METiiOD) INPlTf VALUES 1.8 mctcn ...... _. 0.6*8 1.1 FS,. 1.1 CALCI.JU\ TED VALUES STATIC K.., (In!) 0.18 K..., (ext) 0.27 a o.u b1.07 c 0.44 d1.54 e 1.84 a...a 60.8 dqrecs CALCULATED VALUES (OENERAL) (OVER'J1JRNINO) W1 19.2 kNim w,o kNim w,111.1 kNim Pa 11. 7 (BASE SLIDINO) R, 65.3 lr:Nim rs,. 1.11 (OK) w,--hPAIIR-59.4 kNim 0 kNim 3 0 metcn 24.23 kNim x..x.-x.-Ma 0.37 metcn 1.21 metm 1.$6 meten 114 kN-mlm I DYNAMIC ko,(ex1) 0.125 ko. (lnt)0.3 9 (ex1)7.1 dqn:es 8 (lnt)16. 7 dqreee KAIItlat) 0 .19 K...(ax.t) 0 .37 K.ut(lnt) 0.16 K.ut(at) 0.24 0 .21 414,.. ( Gt) 0 .09 K ...... (lnt) O.JS KAIIH (ext) 0.33 AK.,""(Int) 0.19 AK.....(cmt) 0.08 11,-3 .00 metm .... 1.$0 melen Mo-45 kN-mlm rs .. 1.56 (OK)

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Ul -...1 INTERNAL SEISMIC STABD..ITY CALCULATIONS (NtMA NEl1IJD) IM'I1l' VAI.Im 1'!, 1.0 FS, 1 1 n,.1 1 n .. -1 1 fS, 1.1 F3,-1.1 1'!, 1.1 NIMMl.N RBIHFORCl!MBNT 8TIIBNGill Lo,or ... llo!lllo ...... IJ.Ww. r ... ,.,., f, T ..,_ I ,.,. lli-, -I llopllo .llo!l .. ,!i o.tll!ll .. (II) {loK'IIl I .... 1.'11 l.f3 ... 7 1 u IUii llJ 1 l.ll I. 1.10 0 .90 ID.II 5.9 u 13.17 13.9 3 111 ..,. 1.115 0 60 6.19 l.3 H 1.13 1 7 4 1.41 1.61 0.60 OJO ]J9 0.7 2 5 4.21 4.2 5 1.'11 I.JO IU3 0.41 '""' 0 4 u 6.13 6 1 t. I 1.. I T .. ,, n,. I CII!CI: 1!o!LL I!IILl II 1 .601 HG I .I 1 .05 " 12J HI 8*1 21 1.201 1.10 u 0 )9.6 25 IU Ul It 31 2.101 0 .90 u 0 .51 19.1 II 1.7 IJI lOKI 41 l.401 0 .110 u OJI ll.l 4.2 2.101 OJO' l.l I.Gl 6.6 6.1 l.ll IHl1IIINAL SUDMI '-... Do9ll "'""-"'" w, AP-.... pv. No. IIIII I Ill lloK'oU --lal -,.._, I 0 .60 l.10 30..5]7 53.46 0 10 l.7 :M 2] 2 1.21 1 :IOJSI .64 1 1.1 13 II ] l.IO OJI 10.179 17.12 0 3 0 9 5 12 4 2 .40 uo 6.716 ll. a 0 l u ] 10 5 2.10 0.34 ]J9] 5 .94 0 I -""" n.. OlliCK ,.._, I] l.4 t(j S1 :1.9 Hl ]I 4.6 ((] Tl Utoi 21 1.61ft

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IHll!RJIACI! :ILK 1 ...... -0.,0 6Wp-F, -s.. v,.. FS, CJB]t No. ,, -1111 1111 (.w.l -, .... .,._, I uo 2.70 lO. m 31 12.3 n 9 7 23 '.2 () 2 1 .20 1 .111 20.351 20 13 1 1 7 II 2 6 () l 2.10 Ul 10.1'19 1 7 ID.l l ll s s g 4 2.40 D lil 6 .'111 6 u 6.1 2 10 4.7 () c______j ___1.1!1 DJI ].J9] -__ _!I 0 0 4 I 1.9 (OIQ .._. !low 0.,0 T, ,, FS. No {JI) en -(kK/01) I OAII 2.70 23 11.26 I.' IU&' l 1.20 1 .11 II 13.17 IJ lOIII: l 2.10 O.JI 12 1 .73 l.l OK 4 2.40 0 .60 10 4.li __1 0 .31 -I U3 VI oe LOCAL 01/l!lllUINl Kl CIU!3TlO'PUIIO ..._ l!llw Dopa 6W..., AX..., "'-T.o r ll s.. ,_ Fs,. CH!CK No. lkWIDJ fkNia) olo:!6 1111 {Ill_ {m) (lll!l_ 1 DAD 2.1V ll 0.36 II 23 14.01 !10 1.511 41 2.17 lOKI 2 1.20 1.111 20 0.34 7 II 21.11 6!1 0.!1!1 20 3.76 3 1.10 0.!10 10 0.32 l 11 lUI 44 0.47 9.16 (OK] 4 1 .40 OAII 7 OJI 2 10 23.42 11 OJI 2 10.63 lOll\ 5 2.70 DJO 3 __ _l -I -21.06 0 0.15 I 1 .91 OK

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VI \() DYNAMIC STABILITY CALCULATIONS BY NCMA METHOD INPUT V AWES SOILS WAll WAll y,-U.O kN/m1 H.-0.1! IDCIIcrs w.33. 9 kN/m ... ..0 clear-H 3 IIM!Icn Hb-3 0 metcn c,. 0 y.11.15 kN/m1 N,-20 11.-IIJI kN/m1 L.-0.6 rnelen N. 20 ._,_ 30 depece Lw-I.JO metcn a.26 7 dqrees 0 -3 dop:s 33.9 kNim y,-11.1 kNim1 JJ-0 dear-OENERAL +r-30 dep"ea 30.0 degrees c:,-0 a.26 .7 dqreca .. 5.14 kNim A 0.19 REINFORCEMENT ).,.-30 c.-o.u .. 5.14 kN/m c.,1 A,.-31 cicFes -EXTERNAL SEISMIC ST ABll.JTY CALCULATIONS (NCMA ME'IliOD) INPUT VALUES r_ 1.1 metaa Iaiii O.'*H FS..1.1 rs..1 1 CALCI.JU.TED VALVES STATIC K,. (inl) 0.18 K11 (exl) 0.27 -0 14 b1.07 c 0.44 d U4 e 1.14 a_.. 60.8 degrees --------CALCU1..A TED VALUES (OENERAJ..) (OVERruRNINO) w,79 2 kWm okWm w,111.1 kNim Pa 13. (BASE SLIDING) R. 6S.J kNim FS,. 1.78 (OK) WI'-w.-hP .... S9 4 kN/m x.-0.37 meten 0 kNim x.-1.21 mcten 3.0 metcn x,-U6 metcn1 24.92 kN/m Ma-114 kN-mlm DYNAMIC ll.(ext) 0 .14S I II. (lnt)0.3364 O(m) 9 (lnt)KA1!11nt) 0.42 K.u(cxt) 0.39 KAH(1nt)0.16 KAII(cxt) 0.24 4K.,. (1nt) 0.24 4K.,. (ext) 0.11 K...,(1nt) 0.39 KABI(cxt)-0.34 4K-(Int) 0.22 __AK,_(ut)11,-3.00 meteR .... UO meters Mo 49 kN-m/m rs .. 1.35 (OK)

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INTERNAL SEISMIC STABD..JTY CALCULATIONS (IDolA NB11U)) N'Ul'VAUD n..-1 0 n..1.1 n..-1.1 n..-1.1 n..-1.1 rs..-1.1 n.. 1.1 S1lti!N(JlJI .._. l!loo. ...... or-, llW,. ,_, F, No. .. s.. tool (II) flo) (lol OltlWI Ootlllll I "" 2.71 2 .63 0.7! Ul 7 1 3 0 13.03 2 1..21 1.11 1.10 0.90 IG.II 5.9 u IS.IJ 3 :Lit ..,. 1.05 0.10 6 .79 2.3 5.2 9.T7 lM uo 0 10 G.JO 3 .39 0.7 3 0 4.79 :1.71 uo 1.2J 1.45 5.011 0.4 0 7.01 PU.UJUf PARlJIU! .._ l!lov. I:qo6 r., "" ... r .. ,, PS,. No tal 1-.1 1m f!U f.loMioo!l. I OBI 2.70 t 1.05 su 67 u o u 2 \.lD 1 .10 u O.Jt lU 25 IS .I 1.1 3 2.10 0.!10 2.l IU3 19J 1\ 9 1 1.1 4 2.40 0.10 2.l O.ll 13.2 4.1 1.1 2.111 OJO J.l 1.13 6.6 I 7.1 1.1 INIBIQW.-...o .._. lllpdo 6W-6Weo "' liP-.... ,_ No. (Do) (II) lkK'al Mho! (I Ml.lool I 0.10 2.70 JO .. m !3.<111 0 12 2 7 25 2 Ul 1.10 :10351 0 I 1.1 14 J 2.11 0 .90 10.179 17.112 0 4 Ojj 4 2.40 0 .60 6 .716 n.a a 3 0 6 3 2.70 3.393 0 2 T.,._ I I I IJ. O IS. I u 4.1 7 1 OECII: ICl II:) v.,. .... n.. CIIID( Mllool -23 13 u II S1 2.6 .. 1l 31 4 0 10 27 4 6 II. __ 22 7 6 ..

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INI1iltl'AC! '"--llopdl b.W .. I p,, ,_ s... v..,. ps_ CIECI: No. P, ...... fill O
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-0\ N DYNAMIC STABILITY CALCULATIONS BY NCMA METHOD INPUT VALUES CALCUU. TIID V AWES son.s WALL WALL STATIC y, n.e kNfm' H. 0.1!1 111111en w.-33 9 kNfm KA (lnt) 0 18 ... .. cietvCICS H 3 mecen u..-3.0 Olden KA(c:Kt)-0.27 c,- y.-11.115 kNim' N 20 -0 .8-4 y. ILl kNfm' L.-0.6 rnelen N. 20 b1.07 30 degrec:a 11..38 melel'l a,.-c 0 ..... q, Ill-3 dqrcca w.33.9 kN/m d 1.!54 y,11.1 kNim' IJ-0 dcpea GENERAL c 1.8-4 .,. 30 dqJaa II, 30.0 dcarees a ... 60.8 degrees c, 0 lit26.7 dc:aJca SEISMIC ... 5.UkN/m A u REINFORCEMENT A.-30 dcpees c,-0.64 .... 5.114 kN/m c...1 A..EXTERNAL SEISMIC ST ABR.ITY CALCULATIONS (NCMA ME'IllOD) INPUT VALUES t_ J.IIIICia'l 0.6H 1.1 FS,1.1 CALCUI.All!D VALUES (GENERAL) W1 79 2 kNim w.o kNim w,113. 1 lt:Wm Pa 11 7 (BASE SLIDING) R. 6!5.3 kNim PS,. UJ (OK) w, -w.hPAIIII (OVER.ruRNING) !59.4 kNim x.0.37 IIMIIaS 0 kN/m 1.28 metcn 3 0 mciCn x.-1 .56 mctcn 27 .02 kN/m Ma-114 kN-m/m I DYNAMIC kt,(c:xt)-0.2 kt. (int)0 .42 I e (at)ll.l cleareet e (lnt)22.1cletv-Ku(int) 0.!52 KAB ( CIXl) o ..... KAH(lnt)-0.16 K...,(Stt) 0.24 0 .14 AK.,.(eJrt) 0 17 K4111 (lnt) 0.41 I KAIIH (ext) 0.39 .UC.,.,.(IDt) 0 32 I ,U..(eJrt)-0.15 11,-3 .00 meters ha-UO metcn Mo-60 kN-mlm FS.. uo (OK)

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0'1 w INTERNAL SEISMIC ST ABD"ITY CALCULATIONS (NCMA METHOD) INPUT VALUBS rs,.-1 0 rs.-1.1 rs..-1.1 FS,. 1.1 F3,-1.1 ,... 1.1 n.-1.1 MINIMUN IIJ!INFORCEMENT STRIINCJllf ....,. !DOY. Middle IJ.W,.. .... F, No. Tnbalory Ana Doplll ... !, (18) (Ill) (m) (m)
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..: Iii; IS! 0 IS! o """"' "' ... :::z .... oo .... .... .,,..._ J .: I"' I ::Ul 2"" i > I;, 1;..: I"" li I .,._ ::!'" ..,,._ .. I NN ::: t .. "'"' ..... -:o ..1 0 J I J I !::-...... ..... I"' I: 00 0 0 000 ,; j i 1: .... 1'!: I ...... ..a....: ='"""' ....... J I I::! I"' I I .,.;""...: 1'!2 5!i ..... ....:o 000 I! N I! .i i 512 00 _;" """ I! l=oi" !:! _,. -... .......... I!! I 164

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0\ VI '--Mo. I 1 ] 4 6 7 '--Ha. I 2 ] 4 6 7 Blov. (Ill) O .JO 0 90 1.50 2.10 2.40 2.70 2.15 lllov (DI) 0.30 0.90 1 50 2.10 2 40 2.70 2.15 CONMBCI10H PAILUJtl! T., F, FS., CHI!CK II () (kH/a) (Uf.W) 2 10 lJ 11.97 2 0 K 2 .10 20 12 .1d u 01: 1 .!0 16 12.ld l.l II. 0.90 11 9 .]9 l.l OK D.IIO 10 6.31 .. [UK 0 .30 I 4 n 1.6 01: 0 .15 7 uo 1.4 [UK LOCAL OVBRTUIUNO AND CREST TOPPLINO Dopdo tJ.W.,. flx_ .... r. T.,ay1 !aft y-M.. Ps,. CHI!CX T.,IIYt ....
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y,-... r.-... k.v.&rl..ayc:r No. 1 :z 3 4 5 6 1 DYNAMIC STABILITY CALCULATIONS DISPLACEMENT METHOD (Ncwmmtr. Double lmption) INPUT VALUES EXTERNAL ANALYSIS (DISPLACEMENT METHOD, NEWMARK DOUBU: INlEGRATION) sons WALL 12.0 kN/m1 H..-0.15 meteJ' L.o. 1.1 mchn K.u-0.40 40 dear-H R 45. 7 kNim P.u 33.!1 kNim II y.-11.15 kN/m1 "0 .16 Pa-12.0 kNim 11.9 kNim1 L..-1.6 meters k,lt.,-0.4 PS 1.00 JO dqJea La-1.3 meters 626.67 dqrccs d 41 mm II m 3 dqrees e-9.3 SEISMIC dqreca u REINFORCEMENT I 35 emil .. 5.14 kN/m 1.15 ),-I Mulmum lllowable of welllntafao:e 3 mrn Mu.inun lOla! wall dllpiiiCIIIIIall 50 IIDII INTERNAL SEISMIC ST ABD..ITY CALCULATIONS (DISPLACEMENT METIIOD. NEWMARK DOUBLE INTEGRATION) INlERNAL SUDING Elcv. Depth L R., v. k, 6 8 Ku PAZ Pa FS,.. k,,k. z (m) (_m) (m) (kN/m) (kN/m) (ctaw-) (kN/m) (kNim) 0 30 1.70 1.8 54 23.5 26. 7 24. 7 0.58 46.7 30-4 1.00 I.U 0.90 1.10 1.8 42 19.6 I .!De 26.7 26.6 0.65 31.4 2S.7 1.07 1.2S uo 1.1 30 ts.6 26.7 26.6 0.65 16.0 11.4 1.32 1.2S 2 .10 1.90 u 24 11.7 O.Mt 26.7 26.6 0.6S ,_. 13.0 1.90 1.2S 2.40 8.60 u 18 9.8 I .!GO 26.7 26.6 0.6S 2.6 9.3 2.33 1.25 2.70 0.30 1.1 11 7.1 26.7 26.6 0.65 0.6 5 3 3.14 1..25 2 .85 0.15 3.6 1 6 1 0.510 26.7 26.6 0.6' 0.2 3.3 4 .10 1 .2S d (DIID) 0

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Elcv. Depth No. z (m) (m) I 0 .30 2.70 2 0.90 2.10 l I. SO 4 2.10 0.90 2.40 0.60 6 2.70 0.30 7 2.1S O.IS Q\ -.J INTERNAL SEISMIC STABILITY CALCULATIONS (DISPLACEMEm' ME1HOD, NEWMARK OOUBLE INTEORATION) BLOCK INTERFACE SHEAR L k. II e KAI! K_. Tributary Area s.. (m) (dear-) (dear-) (m) 1.1 O.D 26.7 26.6 0 .65 0.11 0.47 0.600 1.8 0..500 26.7 26.6 0.65 0.11 0.47 0.600 1.1 O.D 26.7 26.6 0.6S 0.11 0.47 0.600 2.2 0..501 26.7 26.6 0.65 0.18 0.47 1.200 2.4 ... 26.7 26.6 0.65 0.11 0.47 0.750 2.8 0..500 26.7 26.6 0.65 0 .18 0.47 ---0.500 26.7 26.6 ___llM 0 .18 0.47 0.225 v. u FS, kJk. d (kN/m) (DUD) I.S 3.492 9,,. 1.2S 0 19.6 10.345 27,03 1.2S 0 1-'.6 11 .581 21.17 1.25 0 11.7 7.233 17.05 1.2S 0 9.8 14.456 33.63 1.2S 0 7.8 31.513 88.17 1.25 0 6 8 134.706 306.38 1.2S 0

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Appendix C AASHTO Method Design Data, 4.6-meter WaD Height 168

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Nomenclature A Horizontal acceleration coefficient Am Average horizontal acceleration coefficient au Peak connection and sliding strength for wall facing C Reinforcement effective perimeter F* Pullout resistance factor F 1 Static horizontal earth force from retained soil FScs Safety factor for connection strength FSis Safety factor for interface sliding FSou Safety factor for overturning FSpo Safety factor for pullout H Wall height from toe to crest Hh Hinge height of wall facing Hu Segmental unit height K Lateral earth pressure coefficient Kar Foundation and retained soil active earth pressure coefficient Kar Reinforced soil active earth pressure coefficient La Free length of reinforcement Le Reinforcement Embedment Length Lmin Minimum reinforcement length Mo Overturning Moment Mo(zi) Overturning Moment over depth z Mr Resisting Moment Mo(z) Resisting Moment over depth z P1 Inertial force caused by reinforced backfill P r Pullout resistance Pir Inertial force at back of reinforced soil zone P AE Seismic thrust Rc Coverage ratio, I for full coverage reinforcement R5 Sliding resistance Si Out of balance horizontal shear force Sv Contributory area of static pressure for determination of static reinforcement load T ci Peak connection capacity at reinforcement layer i T max Static reinforcement load T md Dynamic reinforcement load T1otaJ Sum of static and dynamic reinforcement loads V r W ejght of reinforced soil zone and wall facing V u(z) Peak interface shear capacity at level z 169

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W A Weight of 50% reinforced soil mass and wall facing Yi Vertical distance from rotation point on wall face to reinforcement layer i z Depth from wall crest to reinforcement layer a Scale correction factor to account for non-linear stress reduction in extensible reinforcements Foundation and retained soil internal friction angle Reinforced soil internal friction angle Yr Unit weight of foundation and retained soil Yr Unit weight of reinforced soil Yw Unit weight of segmental unit A..u Connection strength and interface sliding friction angle for wall facing crh Effective horizontal stress crv Effective vertical stress w Wall facing batter 170

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y,-... K.y K.r-c,-.,,-+r-K.,IK-........ Sliding v,-R,-FS..-! --...1 Layer No. I 2 3 4 s 6 7 INTERNAL DYNAMIC STABILITY CALCULATIONS 11.10 lcN/m1 F a 0 .33 H 0 .33 A 0 kl'a R.-11.1 lcN/m1 F, Jl depes cI 3.lll mab:n 277 JcN/m 160 JcN/m DepCh Vertical s... z cr. (m) (kPa) (m) uo 11.28 1.05 1.50 21.20 0.90 2 ;40 45.12 0 .75 3.00 0 .60 uo 67.68 0.60 4.20 78.96 0 .50 4..60 BY AASBTO ME'1110D 0 .46 w.0.6 meten ... H,. o.J5 meten 4.6 o.-o.3 men 0.1 m 3 dcar=J I H,-4 .60 llllien 66 kNim .,.,-11.1!1 JcN/m1 2 EXTERNAL STABILITY (BY AASifi"O METHOD) Overturning M H9 kNmlm M,.191 kNmlm FS,-2 .40 A,-wA-P,-PAll Pll .. ).,. INTERNAL STABILITY (BY A.ABHTO METHOD) K. K Horimntal Slide: Dynamic: Total Preuun: Load Load Load TT,.. T(tP) (lcN/m) (lcN/m) (lcN/m) 0.33 0.33 3.76 3.95 1.66 S.61 0.33 0.33 9.40 1 .46 2.63 11.09 0.33 O.l:J 15.04 11.21 14.87 0.33 0.33 18.10 11.21 4.24 15.52 0.33 O .Jl 22.56 13.54 4.11 11.42 0.33 0 .33 26.32 13.16 .S. Sl 11. 69 o.m 166.16 lcN/m lcN/m 20.14 lcN/m 26.87 tN/m 5.14 lcN/m 30 dqreet Fr Embcdmca TCIIIII P, FSoo Len Jib lAnath J.enath L. L. L (m) (m) (m) (kN/m) 2 .31 0.89 3.20 7.<62 1.77 1.79 1.41 uo 29.39 3.53 1.27 1.93 3.21 64.35 5 .77 0.92 l.ll 3.21 94.17 1.15 0 .58 2 .62 3.21 lll.17 9.50 0 .23 2.97 3.21 173.25 12.36

PAGE 180

FACING INTERFACE SHXAR Elev. Depth Tollll tT01al S..l v .. No. z Loed I...D!Ids above ialcriiu::c (m) (ml {kN/DI) _ikN/m) (kN/m) (kN/m) I 4.00 0.61 .61 0 '-82 9.76 1.68 2 3 .10 1.!0 I 1.09 6 12.20 1,.63 1.18 3 2.20 2.40 14.17 17 16.91 :ZUI 1.27 4 1 60 3.01 J'-52 ll 14.14 2'-43 1.71 s 1.00 3.M 11.42 47 13.79 29.3' 2.13 6 0.40.__ 4.lO 18.69 66 ll.S7 33.27 2.11 CONNECTION STRENGTH Ulyer Eln. Dcpth Total T,. *FS,. No. z Loed lm\ lml (kN.Im) (kNiml I 4 00 1M '-61 9 76 1.74 2 3 .10 1.50 11.09 15.63 1.41 3 2.20 .. 14.17 21.51 1.4, 4 1.60 3.01 15.52 2S..C3 1 64 ;j 5 1.00 3.60 IUZ 29.35 1.,9 uo 11.69 33.27 1.71 rs,. 111 10% .r ... ..... .._ ___.._ r.u, li.,.. .. lric:ttOVERTURNING AND CREST TOPPUNG --Ulyer Elev. Deplh M,(li) Tollll T,. TaXYi I:T,. X Y, FS001 No. z u.d above deplb z (m) (m) (kN-m/ml (kNIIn) (kNim) (kN-mlml (kN-mlm) (kN-m/ml I 4 00 0.60 2.14 ,,61 9 8 39.03 0.00 1.92 1.12 2 3.10 1.!0 5.76 11.09 15.6 41.47 39.03 13.20 3.39 3 2.20 1.40 9.U 14.17 21..5 47.33 17.50 36.93 2.64 4 1.60 3..00 12.15 15.52 2'-4 40.69 134.12 60.97 2.42 5 1.00 3.60 16.06 18.42 29.3 29.35 175.51 92.51 2.07 6 0.40 4.20 19.41 11.69 33.3 13.31 204.86 132.31 1.70

PAGE 181

y,= K..= K.r= Cca y,= K.,IKc Sliding v.a R,= FS.u-=r a Layer No. I 2 3 4 5 .6 7 INTERNAL DYNAMIC STABILITY CALCULATIONS 18.80 kN/m3 F-30 degrees a= 0.33 Ha 0.33 Ac 0 kPa R.= 18.8 kN!mJ F= 30 degrees C= I 3.10 277 kN!m 160 kN!m ].34 Depth Vertical z Prasure a. (m) (kPa) (m) 0.30 5.64 0.60 0.90 16.92 0.75 1.80 33.84 0.75 2.40 45.12 0.60 3.00 56.40 0.60 3.60 67.68 0.60 4.20 78.96 o.so BY AASRTO MEmOD 0.46 w ... 0,6 meters 0.8 H,= O.IS meters 4.6 meters 0,.= 0.3 meters D.IS ma 3 degrees I 4.60metm 66 kN/m y.= 18.85 kN!mJ 2 EXTERNAL STABILITY (BY AASRTO METHOD) Overturning M,= M.= FS.,= 459kNmlm 231 kNmlm 1.98 A,., W,.= P= PAE= PDI = a. A, a INTERNAL STABILITY (BY AASHTO MEI'BOD) K, K HoriZIIlltal Statl11 D)'Tiamill Total Pressure Load Load Load ab T,... Taut T,.,.. {kPa) (kN!m) (kNim) (kNim) 0.33 0.33 1.88 1.13 3.39 4.S2 0.33 0.33 5.64 4.23 3.72 1.95 0.33 0.33 11.28 8.46 3.54 12.00 -0.33 0.33 15.04 9.02 4.31 13.34 0.33 0.33 18.80 11.18 S.09 16.37 0.33 0.33 22.56 13.54 S.86 19.40 0.33 0.33 13-1. M3 19,79 0.195 166.86 kNim 32.S4 kNim 29.09 kN/m 38.81 kN/m 5.84 kN/m 30 degrees Free Embedmcn Total P, FS,. Leagth Length I..eagth L. L. L (m) (m) (m) (kN/m) 2.48 1.52 4.00 6.32 1.87 2.14 1.66 3.80 20.80 3.49 1.62 1.58 3.10 39.60 4.40 1.27 1.93 3.20 64.35 6.43 0.92 2.28 3.20 94.87 7.73 0.58 2.62 3.10 131.17 9.02 0.23 2.97 3.20 173.25 11.67

PAGE 182

FACING INTERFACE SHEAR FJev. Depth Total tTOiai v ... FS;. No. z u.d I..oada above lata1llcc (ml (ml (kN/ml (kN/ml (kNim) OcN/m) I 4.30 O.JI 4.52 0 3.77 7.80 2.07 2 3.70 ue 7.95 5 7.91 11.72 1.48 3 2.80 1 .. 12.00 12 IS,, 17.59 1.12 4 2.20 L
PAGE 183

-...1 VI INTERNAL DYNAMIC STABILITY CALCULATIONS 18.10 kNiin' JOde.-0.33 0.33 0 kP IU kN/m1 31 dqrees I J.lO mc:ten 277 k.Nim 160 kN/m 1.19 Dcpdt Vertical z P!'lllllure cr. (m) (kPa) 0.30 5.64 0.90 16.92 1.!0 28.20 1.10 39.41 1.'70 $0.76 J.JO 62.04 3.,. 73.32 .uo 14.60 .___!!!! F-a H A R.-Ft cs.. Cm) 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.3S BY AASJITO METHOD 0.46 w.0.6 metcn 0.1 H.-1.15 metcn ... metcn a.-0.3 meten 0.1 -3 dqrecs 1 H.-4.60 metcn 66 kNim y.-11.8!1 kNim1 2 EXTERNAL STABILITY (BY AABRTO Overturning M,. 459 kN-mlm M., 261 kN-mlm PS.1.11 A,.wAPt p_..-Pa .. INTERNAL STABILITY (BY .USHTO ME11tOD) "K 1-lorimntal Dynamic Tixal PreuURI Load Loed Loed .,. r_ T,... T_. (lcPa) (kN/m) (kN/m) (kN/m) 0.33 OJ3 1.81 1.13 3.74 4.11 0.33 0.33 3.38 4.$4 7.93 0.33 0.33 9.40 5.64 5.11 10.75 O.JJ 0.33 ll.l6 7.90 4.06 11.96 O.JJ 0 .33 16.92 10.15 4.86 15.02 o.:n 0 .33 20.61 12.41 5.66 11.07 0.33 0 .33 24.44 14.66 6.47 21.13 0.33 0.33 21.20 9.87 7.27 17.14 166.86 II:Nim 41.72 kN/m 37.29 kN/m 49.76 kNim s.l4 kN/m JO deareea Free P, FSoo Lenglb Len!Jlh Lenllh L, L, L (m) (m) (m) (kN/m) 2.48 1.62 .C.10 6.74 2.14 1.96 4.10 24.56 4.13 1.79 2.21 .C.IO 46.06 5.71 1.44 1.76 3.20 51.25 5.71 1.10 2.10 3.21 78.19 7.01 0., 2.45 3.20 112.30 1 29 0.40 2.10 3.20 151.49 9 56 0.06 3.14 3.20 196.4S 15.29

PAGE 184

FACING INTERPACI SHEAR l..aytir l!lev. Dcplb Tl :en s,.... v,.. FS;, No. z t.o.d LOidl -....-...e (Ill) (Ill) (kN/m) (tN/nl) (kNfln) (kN/ml I 4.30 l.ll 4.17 0 4 .15 7 .10 1.64 2 3 70 ..,. 7 .93 5 111.35 11.n 1.13 ) J.IO 1.51 10.75 13 14.17 IS. 6J 1.10 4 2..50 :UI 11.96 24 16.44 19.55 1.19 5 1.90 2.71 U Ol 36 11.71 23.47 1.2.5 6 1.30 l.Jt 11.07 1935 27. 39 1 .42 7 0 .70 l.9t H .IJ 69 11.14 li.JI 1.73 I 0 .10 17.14 9(1 U .t.5 35.22 2.ll CONNEcnONSTRKNGTH Loyer EIGY. Deplh T""'l r.,. FS., No. z t.o.d ,.,, lml 11Jihal IUIJml I 4 30 L1t 4 17 7 10 1.60 2 3.70 ..,. 7.9] 11.n 1.41 3 3 .10 ,_,. 10.7.5 U .6l 1.45 4 2..50 :UI 11. 96 19.55 1.64 5 1.90 2.71 15.02 23. 47 1.56 6 I.JO l.Jt 11.07 27.39 U2 7 0.70 l.9t 21.13 3t.Jl 1.41 L_ _I --0.10 -__ (7.14 35.22 JIS,Io II% oro1ale .... ..._ e.._lllai'IIIIJ oleJII llidlaL OVERTURNING AND CREST TOPPUNG Loyer l!.lev. Dqllll M,..., Tc*' r. M.oo PS.. No. z t.o.d lboft doplh z ll ll CkN_.,I llrNiml fk]\1/nl) flN.mlml fkN-mll I 4.30 l.ll 1.04 4.17 7 1 3U4 0.00 0 .13 t.lj 2 3 70 ..,. 3 .29 7 .93 11. 7 43.35 33.54 7 .61 4 .14 3 3 .10 1.51 5 .76 10.75 15.6 41.47 76.19 21.45 J U 4 2 .50 :UI 1.43 11.96 19. 6 41.11 125.36 42.64 3 .14 5 1.90 2.71 1132 15.02 23. 5 44.59 17424 71..50 2 .60 6 I.JO l.ll 14.42 11.07 27.4 35.60 111.13 101.31 l.U 7 0 .70 191 17.74 21.13 31.) 21.91 254.44 153.31 1.77 I 0.10 .._,. 21.27 17.14 lS.l 3.51 176.35 107.01 1.44

PAGE 185

y,-... K.-K.r-c, Tr +r-JVK-Sliding v,R.Fs.:::1 LByar No. I 2 3 4 s 6 7 I 9 INTERNAL DYNAMIC STABILITY CALCULATIONS 11.10 kN/m1 "F 30 dcarecl a 0.33 H 0 .33 A 0 kPa R.-11. 8 kNim1 F, 30 dqp'eCI cI 3.40 meters 294 kNim 170 kNim 1.14 Depth Vc:rtical s.. z Prcsstn " (m) (kPa) (m) 0.15 2.82 0.4j 8.75 14.10 0.53 1.10 22.56 0.4! 1.65 31.02 0.45 l.JO 39.48 0 .53 1.78 !0. 76 0 60 3.30 62.04 0.60 uo 73.32 0.60 4 .51 14. 60 0_.3_5 BV .AASliTO ME'IliOD o.-46 w. 0.6 meterS 0 1 H.-0.15 metcn 4.6 mctcn G O .Jmmn 0.25 ..,. J ilclrcea I H, 4.60 rneten 66 kNim y.-UL15 kNim1 2 EXTERNAL STABILITY (BY AASBl' O ME1110D) Overturning M, M.FS, jl6 kN-mlm 301 kN-mlm 1.71 A..wAPt Pu p... ),.-INTERNAL STABILITY (BY AASHTO MJ:IliOD) K. K lblmnul S..Sic DyJwnlc TOIIll Prc:uun: lad Load Load "" r_ r., r_ (kPa) (kN/m) (kN/m) (kNim) 0 .33 0.33 0.9-4 0.42 4 .46 4.81 0.33 0.33 4.70 2.<'7 MD 7.47 0 .33 0.33 7.52 3.31 5.13 1.52 0.33 0.33 10.34 4.65 5 .41 10.14 0.33 0.33 13.16 6.91 !.II 12.09 0.33 0 .33 16.92 10.15 !.06 15.21 0.33 0.33 2o.61 12.41 5.12 11.23 0.33 0 .33 24.44 14.66 6 .51 21.24 0.33 0.33 2&.20 9.87 7 .34 17.21 0.3 166.16 kN!m j0.06 kN/m kNim j9,71 kNim 5 .14 kNim 30 dqp-ees Froe I:!mbedmen Total P, FS,. Lcnath l..en8lh Len lith L. L. L (m) (ml (m) (kNim) 2.j7 2 .03 4.60 4.23 1.16 2.22 2.28 4.58 23.73 4.24 1.96 2 .34 4.JO 3&.96 6 .10 1 .70 2 .50 4.20 57.24 7.H 1.44 2.36 3.10 68. 76 7.!9 1 .10 2 30 lAO. 16.19 7 57 0.75 2 .65 3.40 121.47 &.19 0.40 3 00 3.40 162.33 10.19 0.06 3 .34 3.40 201. 96 16.19

PAGE 186

FACING INTERFACE SUEAR lAyer Blev. Dopdl Talall ITOIIII s,.. v..., FS, No. z Lood L..u .... ....... (ml jJDl CUUinl (lN.ft) OtNhlll (kN/m) I 4.45 .... 4.11 0 1.79 6.12 1.44 2 3.15 1.71 7.47 9.74 10.74 1.10 3 3.40 1.211 1.32 12 11.16 13.61 I.U 4 2.U IM 10.14 21 13-'4 16.61 1.23 2.50 2.11 12.0!1 31 14.21 19.55 l.ll 6 1.90 2.71 15.21 43 17.41 2l.47 1.34 7 IJO 3.31 11.13 !I 11.71 l7.39 1.46 I 0.70 l.JI 21.24 77 11.01 3\.JI 1.74 0.10 ... 17.21 91 15.31 35.22 2.29 CONNICI'ION STRENG111 Layer l!lcv. Dopdo Tlllal r,. n. No. z Laod (m) Jrnl (kN/m) !l
PAGE 187

.,,-... K. K, c, .,,. +r-K,.IK-r....-Sliding v.R.-FS,. lAyl:r No. I 2 3 4 6 7 8 9 10 INTERNAL DYNAMIC STABILITY CALCULATIONS UI.IO lcNim' F 30 dewea a 0.33 H O.ll A 0 kPa R. ILl lcNJm' F 31-.cI 3.118 melen 311 lcN/m 180 lcN/m 1.14 Deptb Vmlc:al s... z Pnaure 0. (m) (lcPa) _(ml U5 l.Bl 0.38 uo 11.28 0.45 1.15 19.74 0.4S 1.58 28.20 o.n 1.10 39.41 0.60 1.71 50.76 0.60 3..30 6204 0.60 uo 13.32 0.60 4.!1 14.60 0.35 4.60 BY AASBTO MJ:rHOD 0 .46 w.0.6 meters 0.1 H. 0.15 meters 4.6 meters o. D.3 meters 0.29 m ldearces Hh 4 .60-en 66 kN/m .,.11.15 lcNim' 1 EXTERNAL STABILITY (BY AASIITO METHOD) Overturning M, M., FS,. 576 kNmlm 325 kN-m/m 1.77 A.-WA P P"" Pa .. >...-INTERNAL STABILITY (BY MSHTO ME1110D) K., K Horlmntal Static Dyrwnlc Tlllal Pn:ssure Loed Loed laad T-T .. T(kPa) (kN/m) (II:Nim) (II:Nim) 0.33 0.33 0.94 0.35 5 .15 0 .33 0.33 3.76 1.69 5 .30 6.99 0.33 0.33 6.51 2 .96 HS 8.42 0 .33 0.33 9.40 4.94 5 .61 10.54 0.33 0.33 13.16 7.90 5 .91 13.17 0 .33 0.33 16.92 IO.U 5 14 15.99 0.33 0.33 20.61 12.41 6 .72 19.1] 0.33 0.33 24.44 14.66 7.60 22.26 0.33 0.33 21.20 9 .87 8 .48 18.35 0.3364 166.86 lcNim 56.13 II:N/m SO. II kNim 66 .96 kN/m 5.14lcN/m 30 dear-Free Embedmen Tlllal P, FS.., J...coa!h Lcn&1h l..enllh L. L. L (m) (m) (m) (kNim) 1.57 1.03 4.60 4.23 1.03 1.31 1.09 4.40 17.43 3.32 1.05 2.15 uo 31.37 4.97 1.79 2.21 4.00 46. 06 5.83 1.44 1.36 3.10 61.76 6 .61 1.10 2 30 3.40 86.39 7.20 0 .7S 1.65 3.40 121.47 8 .47 0 .40 3 .00 3.40 162.33 9 .72 0 .06 3.34 3.40 208.96 15.18

PAGE 188

00 0 rACING INTERFACE !IIIEAR Loyer Bin. Doplll Teal tTcal s,.. v.., FS,. Na. z ....... Laodl ...... ---. (ml (Ill) lkNIIDl lkNinll lkNhnl lkNhnl I 4 4$ I.IS HO 0 3 .11 6 12 2 .19 2 4.00 IM 6.99 6 7 3 9 71 l.l3 3 3 .95 1.15 1.42 12 B7 12. 70 BS 4 3 10 1 .. 10 54 21 12.9l 15.6J 1 .21 s uo 1.lt 13.17 31 17.S7 19.55 1 .11 6 1 .90 2.71 15.99 45 19. P 13.47 1.11 7 1.30 1JI 19 .1] 61 2UO 17. 39 l.ll I 0 70 3.91 1126 10 19.71 31.31 1.51 9 0 10 .... II.JS IOJ 16 47 3S.2l 2 .14 CONNJ:CI'JON STIUtNGTB Loyw lev o.,dl TOIII T,. ps_ Na. z ....... (Ill) ( .. ) M,, .. FS., (liN-) 0 21 1.16 4.44 7.32 9 .16 1 .99 21.64 4.$3 54.114 3.26 " U6 132 17 1.01 114.91 1.70 145.66 1.39

PAGE 189

00 INTERNAL DYNAMIC STABll..ITY CALCULATIONS y,a 18.80 kNim' flO, ljl, JOdegms x..-0.33 H K.,a 0.33 A ero kPa R.,. .,,. 111.8 kNim' F, .,a 30 degrcm cK.,JKa 1 4.10 metc:m sudins v,a mkNim R, 205 kN/m Fs ... 1.13 Layer Dcplh Vcitical s .. No. z i'res!lllrC _D'a (m) (kPa). fm) I 0.15 .2.82 0.23 2 0.30 5.64 0.23 3 0.60 11.28 0.30 4 0.90 16.92 0.38 5 1.35 25.38 0.45 6 1.80 33.84 0.45 7 U5 42.30 0.45 8 :Z.70 50.76 0.53 9 3;.10 62.04 0.45 10 3.60 67.68 0.60 II 4.SO 84.60 0.55 g_4.1i0BY AASRTO METHOD 0.46 w.a. 0.6 atcrs 0.8 H., a 0.15 meters 4.6 meters o.-0.3 meters 0.4 w= l desrees 1 H,u 4.60 metm 66 kN!m. v.l!3 18.85 kNim' 2' EXTERNAL ST ABR.ITY (BY AASHTO MJmiOD) A..wApia PAR-Pu._= ..... A_, a Overiuniing M, a 743 kN-m/m M. = 380' kN-mlm FS..-= 1.95 K., K Horizontal l'R:sswe a (kPa) 0.33 0.33 0.!14 0.33 0.33 1.88 0.33 o.33 3.76 0.33 0.33 S.64 0.33 0.33 8.46 0.33 0.33 11.28 0.33 0.33 14.10 0.33 0.33 16.92 0.33 0.33 20.68 0.33 0.33 22.56 0.33 0.33 28.20 INTERNAL STABD..J.TY (BY AASIITO MElBOD) Stotic Dynwnlc Total Load Load Load T-T..,. T...., (kN!m) (lcN/m) (kNim) 0.21 5.20 5.41 0.42 4.93 S.36 1.13 4.87 6.00 2.12 5.04 7.16 3.81 5.42 9.22 5.08 5.79 10.86 6.35 6.39 12.74 8.88 7.00 15.88 9.31 7.81 17.11 13.54 8.21 21.75 15.51 9.42 24.93 0.42 166.86 kNim 70.08 kNim 62.65 kN/m 83.60 kNim 5.84 kNim Frae Embedment Total P, FS.,. Leosth Lensth lensth L. L, L (m) (m) (m) (kN!m) 2.57 223 4.80 4.65 1.15 2.48 2.12 4.60 8.83 2.20 2.31 2.09 4.40 17.43 3.87 2.14 2.16 4.30 :17.06 5.04 1.88 2.32 4.20 43 .58 6.30 1.62 2.48 4.10 62.11 7.62 1.36 2.74 4..10 85.75 8.98 1.10 3.00 4.10 112.65 9.46 0.7.5 3.35 4.10 153 .57 11.97 0.58 B2 4.10 176.19 10.80 0.06 4.04 4.10 252.72 13.52

PAGE 190

00 N FACING INTERFACE SHEAR Layer Elev. Dopth Ta181 :tTobll Sv .. v.,,. No. z 1..-J Loa UcM inllmce (m) (m) (kNJm) (kN/m) (kN/m) (kN/m) I 4.45 O.IS 5.41 0 3.11 6.82 2 4.30 0.30 ,.36 2.31 7.10 3 4.00 0.60 6.00 II 4.97 9.76 4 3.70 0.90 7.16 17 7.07 11.72 3.23 1.35 9.22 24 12.35 14.66 6 2.10 1.10 10.86 33 15.91 17.59 7 2.35 w 12.74 44 18.11 20.,3 I 1.90 2.70 15.81 18.92 23.47 9 1.30 3.30 17.11 73 2U4 27.39 10 1.00 3.60 21.75 90 13.91 29.35 II 0.10 4.50 24.93 Ill 2U4 U22 CONNECTION STRENGTH Layer Elev. DqJdl Tobll T,. FS,. No. z 1..-J lml lml (kN/111) (kN/m) I 4.45 0.15 HI 6.12 1.26 2 4.30 0.!0 5.36 7.10 1.46 l 4.00 0.60 6.00 9.76 1.63 4 3.70 0.90 7.16 11.72 1.64 5 3.23 Ll5 9.22 14.66 1.39 6 2.80 1.10 10.86 17.59 1.62 7 2.35 2.25 12.74 20.53 1.61 I 1.90 2.70 "" 23.47 1.41 9 1.30 3.30 17.1 I 27.39 1.60 10 1.00 3.60 21.75 .29.35 1.35 11 0.10 4.50 24.93 35.22 _I&_ rs. 11 %etatll: ...._.,....-liM..._,.,. .. llii:IIM. F-s., 1.76 3.27 1.96 1.66 1.19 1.11 1.13 1.24 1.27 2.11 1.64

PAGE 191

OVERTURNING AND CREST TOPPLING L8ya' Elr:v. M.,.., Tolal T,. T,.xy1 tT,.xy1 M.,. FS.., No. z t.a.d llbow dlplbz (DI) (ml CkN-mlml !kN/ml lkN/m) lkN-mlml C"kN-mhll) lkN-millll I us 0 .15 O .S2 5.41 6.1 30.15 0.00 0 .35 1.49 2 4.30 0 .30 1 .04 5.36 7.1 33.54 30.35 1 .38 22.74 l 4 .00 0.60 2.14 6 .00 9 1 39.03 63.81 S .49 12.04 4 3 .70 0 .90 3 .29 7 .16 11.7 43.35 102.91 12.26 1 66 3.25 1.35 S .12 9 .22. 14. 7 47.63 146.27 27.33 J .S4 6 2 10 1 80 7.07 1D.I6 17.6 49.26 193. 90 41.12 4.18 7 l.35 2.25 9 .13 12.74 20. J 41.25 243.16 74.44 3.39 I 1.90 2 .70 11.32 15.11 2l. J 44. J9 291.41 106.14 2 15 9 1 .30 3 .30 14.42 17.11 l1. 4 35.60 336.00 .,6.44 2 .24 10 1 .00 3.60 16.06 21.75 29.3 29.35 371.61 114.92 2 .10 II 0.10 _21.27 24.93 35. 2 3.J2 400.95 283.05 1.49 00 1...1

PAGE 192

y, .. .... c;, 1\-k..v.lir Layer No. I 2 3 ... !I 6 7 I 10 11 DYNAMIC STABILITY CALCULATIONS DISPLACEMENT MEntOD (Newnwk. Double lntet!rltlon) INPUT VALUES son.s WALL EXTERNAL ANALYSIS (DISPLACEMENT MElHOO, NEWMARK DOUBlliN'rnORATION) IU kN/m1 "-'" 0.1!1 meten t,.,-4.1 mcla'l Jl depees 4.6 meters R 174.8 kN/m y.IU!I kNim1 k.-0 .31 11.9 lcN/m1 L.-1.6 mcten lcJk, 0.8 Jl depel L,-1.3 meters 6-20.00 degrees 0 ... l de.e-17.2 SEISMIC P 0 dqrees u REINFORCEMENT J5 cmls ... !1.14 kN/m .., ).,.-30 dqrees Maimum allowable IJICMIIIlenl of wall interiilc:e 3 mm 000 Maximum allowed talaJ wall dilpiKCIIIent H 1DD1 INTERNAL SEISMIC STABILITY CALCULATIONS (DISPLACEMENT ME1HOD, NEWMARK DOUBLE NTEGRATION) INTERNAL SLIDINO K.e 0.56 pAll .. 111.1 kNim Pa 63. 0 kNim FS..-1.00 d l mm Elev. Depth L R, v. k. 8 9 KAII PA& Pa FSo11 lcJlc. z (m) (m) (m) (kN/m) (kN/m) (dcarea) {kN/DI)_ _LtN/m) 0.10 4.!0 4.1 1,.. 35.2 0.355 20.0 19. 5 0.62 111.9 70.6 1.00 0.119 1.00 3.60 4.1 123 29.3 ...... 20. 0 21.8 0.71 16 0 63.7 1.02 1.00 1.30 J.JO .... 113 27.4 1.400 20. 0 21.1 0 .71 72.2 su 1.07 1.00 1.90 2.70 4.1 92 23.5 1..400 20. 0 21.1 0.71 41.4 47 7 1.20 1.00 2.35 2.15 4.l 77 20.!1 1.400 20.0 21.1 0.71 33.6 39.1 1.33 1.00 2.10 uo .... 62 17.6 0.400 20.0 21.8 0.71 2U 31.1 1.41 1.00 3.2S 1.35 .u 47 14.7 0.400 20.0 21.1 0.71 12.1 24.4 1.70 1.00 3.70 1.90 .3 33 11.7 0.4011 20.0 21.1 0.71 5.4 16.6 2.01 1.00 4.00 0.60 u 22 9.8 UOI 20.0 21.8 0.71 2.4 11.3 2.34 1.00 4.30 0.30 4.6 12 7.8 1.400 20.0 21.8 0.71 0.6 S.9 3.02 1.00 4.45 G.l5 .... 6 6.8 0.400 20.0 21.8 0.71 0.1 3.0 4.06 1.00 d (mml 2 0 0 0 0 0 0 0 0 0 0

PAGE 193

Layer Elev. Depth No. z (m) (m) I 0.10 4.50 2 1.00 3.60 3 1.30 3.30 4 1.90 2.70 5 2.3S 2.2S 6 2.80 1.80 7 3.25 1.35 8 3.70 0.90 9 4.00 0.60 10 4.30 0.30 11 4.45 0.15 00 VI INTERNAL SEISMIC STABILITY CALCULATIONS (DISPLACEMENT MErnOD, NEWMARK DOUBLE INTEGRATION) BLOCK INTERFACE SHEAR L k. 6 K... KA TrlbuiOI)' Area s,. (m) (dqrees) (depea) fm) 4.1 0.408 20.0 21.1 0.71 0.28 0.43 o.sso 4.1 0.400 20.0 21.1 0.71 0.28 0.43 0.600 4.1 0.400 20.0 21.8 0.71 0.21 0.0 0.450 4.1 0.400 20.0 21.8 0.71 0.28 0.43 3.000 4.1. 0.400 20.0 21.8 0.71 0.21 0.43 2.475 4.1 0.400 20.0 21.8 0.71 0.211 0.43 2.025 4.2 0.400 20.0 21.8 0.71 0.28 0.43 1.575 4.3 0.400 20.0 21.8 0.71 0.21 0.0 1.125 4.4 ueo 20.0 21.8 0.71 0.28 0.43 0.750 4.6 0.410 20.0 21.8 0.71 0.28 0.0 0.450 4.1 8.488 20.0 21.8 0.71 0.28 0.43 0.225 v. u FS. kJic. d (kNim) (mm) 10.2 1.100 4.53 1.00 0 29.3 5.907 14.99 1.00 0 27.4 8.019 20.40 1.00 0 23.5 1.260 3.2S 1.00 0 20.5 1.603 4.14 1.00 0 17.6 2.099 5.44 1.00 0 14.7 2.997 7.80 1.00 0 11.7 5.031 13.14 1.00 0 9.1 9.421 24.67 1.00 0 7.1 25.117 65.17 1.00 0 6.8 17.852 230.63 1.00 0

PAGE 194

y,-... K., K.t-c:,-.,,-+r-tc.'K t_-Sliding v.R.-FS,.INfERNAL DYNAMIC STABILITY CALCULATIONS 11.10 lcN/mJ F a 0 .33 H 0.33 A e kPa R.-11.1 lcN/mJ r.JO dqrca cI 4.60 meten 391 kN/m 230 lcN/m 1.13 BY AASmo METHOD 0.46 w.0.6 mctcn ... n.-O.l!lllllllcn 4.6 mctcn a.0.3 1111111:11 1.5 G) l dejrees 1 H. 4 .60 metcn 66 kN/m y.ILI!IIcN/mJ 1 EXTERNAL STABILITY (BY AASHTO MmiOD) Overturning M.93\ k:N-mlm M.-433 kN-mlm FS.-2.15 A.wAP PAl! Pa ... A.-(BY AASHTO MnHOD) l...syllr Deplh Vcnlc:al s.. K. K Hori2DIIIal Slalo roclll No. z Pn:slure Praaure l..olld 1..-1 La.! cr. Cfk TT..,. T-(m) (kPa) (kPa) {kNim) (iN/m) (kNim) (m) I 1.15 2.12 0.23 0.33 0.33 0.94 0.21 5 .14 5.36 2 0.30 0.23 0 .33 0.33 1.11 0.42 5 .34 5.77 3 0.60 11.21 0.30 0.33 0 .13 3 .76 1.13 S.S\ 6.64 4 uo 16.92 0 .30 0.33 0.33 5.64 1.69 5 .45 7.14 s 1.20 22.56 0.30 0 .33 0.33 7.52 2 .26 5.15 1.11 6 ue 21. 20 0.30 0 .33 0.33 9 .40 2.12 6.25 9 .07 7 uo 33. 14 0.30 0.33 0 .33 11.21 3.31 6.6.5 10.03 I 2.10 39.41 0 .45 0.33 0 .33 ll.l6 5.92 7 .05 12.97 9 2.'70 50.76 0.60 0.33 0.33 16.92 IO.U 7 .15 11.00 10 3.30 62.04 0.60 0.33 0.33 20.68 12.41 8.65 21.05 II 3.90 73.32 0.60 0.33 0.33 24.44 14.66 9 .44 24.11 12 4..!10 14.60 ..... 0 .33 0.33 21.20 11.21 10.24 21.n 13 4.60 0.5 166.16 lcN/m 13.43 lcN/m 74.59 kNim 99.52 lcN/m !I.NicN/m lOde.-Free Tolal P, FS,. Lenlllh Lcn(llh Lcnph L. ... L (m) (m) (m) (lcN/m) 2 .57 2.23 .... 4.65 1.16 2.41 2.32 4.10 9.66 2.23 2.31 2.39 4.70 19.93 4.00 2.14 2.36 4..!10 29.56 5 .52 1.96 2 .54 4.50 42.30 6.96 1.79 2.71 4.51 56.41 1.30 1.62 2 .11 4.51 7l.ll 9 .,. 1.44 3.06 4.50 19.11 9 .17 1.10 3.40 4..!10 127.65 9.46 0, 3.75 4.!e 171.90 10,89 0.40 4.10 4..!10 221.93 12.27 0.06 4.44 4..!10 277.73 17.20

PAGE 195

---FACING INTERFACE SHEAR Layer Elev. Depth Total tTotal s,() FSII No. z Load Loads above. mtei-W:e (m) Cml (kN/ml lkN/inl lkN/ml 1 4.45 0.15 5.36 0 4.60 6.82 1.48 2 4.30 0.30 5.77 s 3.87 7.80 2.02 3 4.00 0.60 6.64 II 7.40 .9.76 1.32 4 3.70 0.90 7.14 18 10.13 11.72 1.16 s 3.40 1.20 8.11 25 12.44 13.6& 1.10 6 3.10 1 .50 9.07 33 13.86 15.63 '1.13 7 2.80 1.80 10.03 42 14.39 17.59 1.22 8 2.50 2.10 12.97 52 14.04 19.55 1.39 9 1.90 2.70 18.00 65 20.65 23.47 1.14 10 1.30 3.30 21.05 83 22.53 27.39 1.22 II 0.70 3.90 24.11 104 21.66 31.31 1.45 0.1021.52 128 18.04 35.22 1.95 CONNECI'ION STRENGTH LayaBlov. Depth Total Td *FS., No. z Load Cml lml !kN/m) tkN/m) 1 4.45 0.15 5.36 6.82 1.27 2 4.30 0.30 5.11 7.80 1.35 3 4.00 0.60 6.64 9.76 1.47 4 3.70 0.90 7.14 11.72 1.64 s 3.40 1.20 8.11 13.68 1.69 6 3.10 !.SO 9.07 15.63 1.72 7 2.80 1.80 10.03 11.59 1.15 8 2.50 2.10 12.97 19.55 1.51 9 1.90 2.70 18.00 23.47 1.30 10 1.30 3.30 21.05 27.39 1.30 11 0.70 3.90 24.11 31.31 1.30 12 0.10 4.50 21.52 35.22 1.64

PAGE 196

OVERTURNING AND CREST TOPPLING l..ayl:r Elav. Depth M,(ol) Tobll T111li)'l Jl)l M.(ol) FS.... No. z Loed flbove depth 7 (m) (ml (kN-m/m) (kN/m) CkN/m) I l'kN-mlml I CkN-mlml 1\N-m/m) J I 4.4!1 0.1!1 0.!12 5.36 6.8 30.3!1 0.00 0.41 1.2' 2 4.30 0.30 1.04 5.17 7.8 33.54 30.3!1 1.64 19.17' 3 4.00 0.60 2.14 6.64 9.8 39.03 63.88 6.49 10.181 4 3.70 0.90 3.29 7.1 .. 11.7 .f3.3!1 102.91 14.46 7.35 !I 3.40 1.20 ... 50 8.11 13.7 46.50 146.27 25.45 5.92 6 3.10 uo 5.76 9.07 1!1.6 48 .f7 192.76 39.37 5.04 7 2.80 1.10 7.07 10.03 17.6 .f9.26 241.23 56.12 4.42 8 2.50 2.10 8.43 12.97 19.6 48.88 290.49 75.61 3.95 9 1.90 2.70 11.32 18.00 23.5 4".59 339.38 122.44 2.86 10 1.30 l.JO 14.42 21.05 27.4 3.5.60 383.97 179.09 2.22 11 0.70 3.90 17.74 24.11 31.3 21.91 419.57 244.81 1.79 12 040 _4-s! 21.27 21.!12 3!1.2 3.52 441.49 318.84 1.45 OCI OCI

PAGE 197

00 "' y -... c,.-r,.-k,.v.llr [Aye No. I z J .. 5 ., II tl u DYNAMIC STABILITY CALCULATIONS (Newmark Double llllep'ltian) INPUf VALUES EXTERNAL ANALYSIS (DISPLACEMENT METHOD. NEWMARK DOUBLE INTEORATION) soo..s WAll. 11.1 kNim' H..-0 .15 llldcn L..-4.S lllelen r: .. 0 60 Jt..,_ H 4.6 IIICIICn R 194.7 kNim y. ILI5 kNIIn1 k.. 0 .34 IU kNim' r..-0.6-. Vc..-0 .7 JO dqRa L O.J-SI II 20.00 desr- ID l clepa 9 11.1 SEISMIC II ....... u REINPORCEMENT J5 emil ... 5.14 kN/111 1.75 )., lO .... Maldaalllllowable-of Will....,. 3 mm t.taxbwu lllowlld laW lftl dllplacemrlll-46 INTERNAL SEISMIC STABILITY CALCULATIONS (DISPI.ACEMF.I'IT MEllfOD, NEWMARK DOIJBLE nm!
PAGE 198

Layer !!lev. Depth No. z (ml (m) I 0.10 4.50 2 0.70 3.90 3 1.30 3.30 4 1.90 2.70 5 2.JO 2.10 6 2.10 1.80 7 3.10 I.JO I 3.40 1.20 9 3.70 0.90 10 4.00 0.60 II 4.30 0.30 12 4.45 o:u INTERNAL SEISMIC STABU.ITY CALCULATIONS (DISPLACI!MENT MI!'IHOD, NEWMARK DOUBLE !llriEORATION) BLOCK INI'ERFACE Slii!AR L k, II 9 K"" KA 41:.,. Tribulary Ala s .. _{mJ 0 '"'" 200 26.6 0.97 0.28 0.70 0.400 4.5 1.5418 200 26.6 0.97 0.28 0.70 0.600 ..., 1..5111 20.0 26.6 0.97 0.28 0.70 0.600 4.5 1.!00 20.0 26.6 0.97 0.21 0.70 3.000 U 1.!411 20.0 26.6 0.97 0.28 0.70 2.400 ..., 1.580 20.0 26.6 0.97 0.28 0.70 1.950 ..., 11.501 20.0 26.6 0.97 0.28 0.70 1.650 4.5 8.511 20.0 26.6 0.97 0.21 0.70 1.350 4.5 II .!II 20.0 26.6 0.97 0.21 0.70 1050 4.5 I .sot 20.0 26.6 0.97 0.28 0.70 0.750 4.7 1.!01 20.0 26.6 0.97 0.21 0.70 0.450 4.8 ... 20.0 26.6 0.97 0.28 0.70 0.22.s v. u FS,. k,,t. d _ill{lm) (mm) 10.2 2.475 5.28 1.00 0 31.3 5.817 11.91 1.00 0 2H 6.014 11.88 1.00 0 ll..S 1.260 2.33 1.00 0 19.6 1.617 3.04 1.00 0 17.6 2.179 3.89 1.00 0 15.6 2.747 4.84 1.00 0 13.7 3.670 6.39 1.00 0 11.7 5.391 9.28 1.00 0 9.8 9.428 16.05 1.00 0 7.1 2J.II7 42.29 1.00 0 6.8 17.152 147.21 1.00 0

PAGE 199

r,-+.-K.-K,-er y,IVK ._. Sliding R.--c l.ayer No. I 2 3 4 j 6 INTERNAL DYNAMIC STABILITY CALCULATIONS 20.00 kN/m1 F 35degrees a 0 27 H O .ll A 0 kPa R, 18.8 kN/m1 1',-341 degrees C I 3 20 meten 291 lcN/m 168 kNim 1.61 Depth Vcnlcal s .. z a, (m) (kPa) (m) 1.60 12. 00 1.05 1.!0 30.00 0 .90 1 40 48.00 0 90 l..lt 66.00 0 .90 4 21 84. 00 o.as ___!_.60 --BY AASHTO MEmOD O.j6 w.0.6 meten ... H.-0.15 meters G.-0.3 meters 0.1 Q) 3 degrees I 66 kN/m Yw 18.85 kN/on1 1 EXTERNAL STABILITY (BY AASHTO METIIOD) Overturning M, a 4112 lcN-mlm M. 194 kN-m/m FS. 2 48 A. w._-P, PAl! a.-).,.- INTERNAL STABILITY (IIY AASRTO METHOD) K.. K Horimntal Slade Dyn.mic: Tocal Pressure LOIId Load Lo8d ah T_ T_. T-(kPa) (kN/m) (kNJm) (kN/m) 0 .27 0 27 J.l5 3.41 2 38 5 80 0 .27 0 27 8 .13 7 .32 3.38 10. 70 0 .27 0.27 13.01 11.71 4 38 16.09 0.27 0.27 17. 89 16.10 us 21. 47 0.27 0 27 22.76 19.H 6.38 25.72 --O .IH 162.18 kN/m 21. 19 kN/m 20 .14 kN/m 28.14 kN/m 5.84 kN/m JO degrees Fn:c Embcdmen Total P, FS., Length Len gill Lenath L, L, L (m) (m) (m) (kN/m) 2 .011 1.12 3 10 12. 02 2.17 1.61 1.59 3 .10 42.65 5 32 I.IS 2 .0.5 J.lct 88.40 7.33 0 .68 2 .j2 3.10 149. 26 9 .27 0 .21 2.99 3.10 225.24 11.67 ---

PAGE 200

FACING INTERFACE SHEAR Layer e ... DopdJ Toul tTocal s. v. Fs. No. z LoM LOidt ollove iR:riM:e ,,., ,,., IIIN/ml (Uf/N} (kN/ml (kN/m) I 4 .00 0 .60 S .IO 0 Bl 9 76 177 2 3 40 1.511 10.70 6 118 U .6J 1 .76 3 2 80 1.48 16 09 16 ll.ll lUI 1.92 4 2.20 l.JO 21. 47 33 12. 07 l7.l9 2.27 s 1.30 4.18 l$,72 54 12.47 33 .27 2.67 CONNECnON STRENGTH Layer Elov. DopdJ Toll! To *Fll. No. z LoM tml lml ltNmo l lieN/In I I 4 00 ""'' S .IO 9 76 1.61 2 3 40 IS 10. 70 IS. 63 1 46 3 280 1M 16.09 21.$1 1.34 IS 4 2.20 ].JO 21. 47 l7. 39 1.21 s uo 4.10 2Hl lJ.l7 1.29 .... -.........,.IIJ..,..a .. liciiM. OV.IRTIJRNING AND CREST TOPPLING li)'OI' Bl ... DqJdl M,.., Toll! To ToYl tToYl w. ... FS., No z ..... obeve cloplh z _{ml llr:N-mlml llr:Nim) llr:Niml lkN-mlml I lkN-mlml 'lkN-miml I 4.00 ... 2.14 s .so 9.1 39 .03 000 I .IJ 1.17 2 3.40 1.50 $ 62 10 70 1'-6 Sl.16 39.03 10 .77 4.1$ 3 2 10 1. .. 9 .42 16 .09 lU 60 23 92 .19 29 92 3 .40 4 220 J.Je IB4 21. 47 27. 4 60. 2$ U2.42 62.43 2 66 s I.JO 4.2t 11 .36 2$ 72 3U 4l.l4 21261 114.10

PAGE 201

y,--K,. K.r-c,-y,-+r-K.JK L-.m Sliding v,R. rs,.,1.0 o..J Layer No. I 2 ) 4 s 6 7 INTERNAL DYNAMIC STABILITY CALCULATIONS 10.00 kN/m1 F 35 dqrees a 0.27 H 0.31 A 0 kPa R.-18.8 kNim1 r,z 30 dqrees cI 3.20 mcu:rs 291 kNim 168 kN/m 1.38 Dcplh Vertical s., z Pressure a. (m) (kPa) fml 0.45 9.00 0.90 1..35 27.00 0.90 2.25 45.00 0.90 3.15 63.00 0.1S 3.75 15.00 0.60 4.35 87.00 o .s.s 4.60 -BY AASHTO METHOD 0.56 w-. 0.6 meters 0.8 H. 0.15 meters 4.6 meters G u 0.3 meters 0.15 m 3 de11rees Hh 4.60 meters 66 kN/m Yw & 18.85 kN/m1 l EXTERNAL STABILITY (BY AASHTO METHOD) Overturning M, M.-FS,.-<482 lcN-m/m 23S kN-mlm 2.0S A.wAP, I'M Put a a,-).,. INTERNAL STABILITY (BY AASHTO ME1110D) K. K Horizontal Static Total Preuure Load Low! Load O'h T .. T,. T(kPa) (kNim) (lcN/m) (kN/m) 0.27 0.27 2.44 2.20 3.40 S.S9 0.27 0.27 7.32 6.S9 4.0) 10.62 0.27 0.27 12.19 10.98 4.67 U.64 0.27 0.27 17.07 12.80 5.71 18.S8 0.27 0.27 20.32 12.19 6 .SI 18.70 0.27 0.27 23 .S8 12.97 7.2S 20.21 0.19S 162.18 kN/m 31.62 kN/m 29.09 kN/m 40.64 kN/m 5.84 kN/m 30 deg=s Free Embedmen Total P, FS.., Len 11th Length Lensth L. L. L (m) (m) (m) (lcN/m) 2.16 1.44 3.60 11.61 2.77 1.69 1.71 3.40 <41.34 5.19 1.22 1.911 3.211 79.72 6.80 0.15 2.4S 3.20 138.07 9.91 0.44 2.76 3.20 18.S.36 13.21 0.13 3.07 3.20 239.37 1S.79

PAGE 202

FACING INTERFACE SJR.AR ....,... I!IC'Y. Dop!b T..W tTotal s,., v,.., Fs. No. z Lood Loodo lblnoe lml hal lkNiml i= lkHIInl III:Himl I 4 U 0.4!1 B9 0 S .S4 1 .71 1.59 l ltl l.J5 10.62 6 1301 14. 66 1.12 ] 2 .JS 1.l5 U 64 16 11.14 20 H l .ll 4 l.U U5 li.JI 32 li.Jl lUI 1.24 5 O .IS l.7S 11. 70 jQ 16 70 30 .ll 1.12 6 o v 4.35 20 .21 6!1 ll.16 34 .24 2 60 CONNJ:criON STRENGTH Llyor Bin. Dopdl Tolll T,. rs.. No z l.ood lml (m) (kN/m) (tN/nol l 4 .15 us S .S9 1 71 I.S7 2 l V l.l5 10. 63 14 66 1 .31 ] 1JS 1.l5 IS. 64 lO H l.ll 'f. 4 1 45 3.15 lUI l6.41 1 42 s 0 15 3 .75 11. 70 30 .]] 1 63 6 O.lS 4.35 lO.ll 34.l4 1 .69 1!1, ... '"'., ... tic .......... ---..., ......... tttcliell. OVERTIIRNING AND CREST TOPPLING Loyer I!Jn Deplb M. .. TaQJ r. ToKYo rr. x Yl tot. .. FS.. No. z ...-obo ... dopdu (m) lml CkN-m/lll) (kN/m) R:N/111) fkN.m/IWI llrN-mhnl llrN....tml I 4 .15 0.4!1 U9 U9 1 1 36 0 0 .00 1 0 1.11 2 J.tl I.J5 5 .12 10. 63 14. 7 4763 3643 ll.lS lll ] 2.35 1.l5 9 .13 U64 lOS 41.2' 14 06 31.42 2 .4) 4 1 .45 3.15 13. 63 lUI 26. 4 11.29 132.11 77 91 1.17 0 .13 J.7S 16.19 11. 70 30. 1 15 .71 170 60 11292 1 66 _j_ O.lS 4.35 2_().37 lO.ll 34.,2 1 .56 196.31 155.29 1 40

PAGE 203

y,= +.= K.,Q K.r= c,a Yr= tc= K.,IK= I..,.a,= Sliding V,= R. FS..= l.ayer .No. I 2 3 4 s 6 7 8 9 --INTERNAL. DYNAMIC STABll.ITY CALCULATIONS 20.00 kN/m1 F= 35 degrees: u= 0.27 0.33 A= 0 k:Pa R,= 18.8 kN/m1 F,= 30 desrees C= 1" 3.20 metcn 291 kN/m 168 kN/m 1.23 Depth Vertical 8.1 z Pressure u. (m) (kPa) (m) 0.30 6.00 0.60 0.90 18.00 0.60 1.50 30.00 0.60 2.10 42.00 0.60 .70 -S4.00 0.60 3.30 66.00 0.60 3.!10 78.00 0.60 4.50 90.00 0.35 4-_60 BY AASRTO METHOD w ... 0.6 metets 0.8. H. 0.15 metets 4.6 meters G.= 0.3 mett:111 D.2 Ql .. 3 dCI!IUS 1 Hb 4.60 meters 66 kN/m y.,= 18.85 kNfm' 2 EXTERNAL STABILITY (BY AASHTO METHOD) Overtumlng M,= M,= FS., 482 kN-mlm 273 kNmlm 1.76 A,.= WA= plm PAE= Pm llu"' A.= INTERNAL STABILITY (BY AABHTO MEmOD) K., .K Horimll18l Static Dynamic Total Pressure Load Load Load ah T .... T .... T, .... (kPa) (kN/m) (kN/m) (kNim) 0.27 0.27 1.63 0.98 3.59 4.57 0.27 0.27 4.88 2.93 3.85 6.77 0.27 -0.27 8.13 4.88 4.11 8.98 .. 0.27 0.27 11.38 6.83 4.36 11.19 0.27 0.27 14,63 8.78 5.08 13.86 0.27 0.27 17.89 10.73 5.80 16.53 .. 0.27 0.27 21.14 12.68 6.52 19.20 0.27 0.27 24.39 8.54 7;24 15.n ---L_ __ 0.25 162.18 kN/m 40.54 kN/m 37.29 kN/m 52.11 kN/m 5.114 kN/m 30 Free Embcdmen Total P, FS..., Length Length Length ... I., L (m) (m) (m) (kN/m) 2.24 1.56 3.80 8.40 2.45 1.93 1.67 3.60 27.00 5.31 1.61 1.79 3.40 48.03 7.13 1.30 1.90 3.20 71.47 8.51 0.99 2.21 3.20 107.00 10.29 0.68 2.52 3.20 149.26 12.04 0.36 2.84 J.ZO 198.23 13.77 o.os 3.15 3.20 253.93 21.47

PAGE 204

u,., m .. o.,tll Tlllal !:TGial s, v..,. FS, No. I L_. Loodo ...... hella (Ill) (m) (l:Nim) (kN/m) (kK'm) (kH/m) I 4.30 l.lt 4.57 0 4.57 7.10 1.71 2 3.70 .. ,. 6.T7 5 9.90 11.71 1.11 3 3.10 Ul 1.91 II 14.03 15.63 1.11 4 2.50 2.11 11.19 20 16.97 19.SS 1.15 5 1.90 2.7W 13.16 32 11.71 23.47 1.2J 6 1.]0 .J.Jt 16.53 45 11.10 27.39 1.46 7 0.70 1M 19.20 61 17.23 31.31 1.12 I 0.10 4.!11 u.n II 14.01 3522 2.51 CONNI.CI'ION STRENG1B Loy Elov. llo!lh Tlllal T,. n. No. z LaM (1111 _{Ill}_ _(k_Hial} (kN,W) I 4.30 Ul 4.J7 7.10 1.71 2 3.70 ..,. 6.77 11.72 1.71 3 3.10 Ull 1.91 15.63 1.74 -4 2.50 2.11 11.19 19., 1.73 5 1.90 2.10 13.16 23.47 1.69 6 1.30 uo 16.33 27.39 1.66 7 0.70 J.M 19.20 31.31 1.63 I 0.10 .... u.n 3S.22 2.23 n,ll_fll ____ ..,.._.. __ OVERTURNING AND CRIST TOPPUNG Elev. Depdl ........ Tcal T,. T,.xy1 J:T,. Yo N"" FS, No. I lAd llllcM depdu (ml liB} lkN-ID'nll ltNiml fkN-mlnl) ctN-m'llll I 4.30 I.JG 1.04 4.57 7.1 33.54 0.00 0.10 1.30 2 3.70 .... 3.29 6.T7 11.7 43.35 33.54 7.21 5.(16 3 3.10 ... 5.16 1.91 15.6 41.47 76.19 20.39 4.05 4 2.50 2.11 1.43 11.19 19.6 41.11 125.36 40.30 3.32 s 1.90 2.7W 11.32 13.16 23.5 44.59 174.24 67.15 2.76 6 1.30 J.l41 14.42 16.53 27.4 35.60 211.13 101.11 2.31 7 0.10 l.M 17.74 19.20 31.3 21.91 254.44 142.33 1.91 .... 21.27 15.T7 35.2 3.52 276.35 190.91 1.56

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y,a .. 2 K., K.r= c:r= '1'1'"' +r-K.,JKa L..m-Sliding R. .. Fs,.La,w No. I 2 3 4 !I 6 7 8 9 INTERNAL DYNAMIC STABILITY CALCULATIONS 20.00 kN/m3 ... 35 degrees a= 0.27 H-0.33 AD 0 kPa R.-11.8 kN/m3 Fl'" 30 degrees" c1 3.30 meters 300 kN/m 173 kN/m 1.15 Depth Vertical Svt z Ptessure a. (m) (kPa). (m) 0.30 6.00 0.60 0.90 18.00 0.60 1.50 30.00 0.60 2 .10 42.00 0 .60 1.70 54. 00 0.60 3.30 66. 00 0.60 "' 78. 00 0.60 4.50 90.00 0.35 4.60 -BY AASBTO MEI'IIOD 0 .56 w.= 0.6 meters !).8 H.= 0.1!1 meterS 4.6 meters 0,= 0.3 metc:rs 0 25 "Ill"' 3 dqrees 1 u..= 4 .60 meiU!I 66 kN/m 11.15 kNim3 :z EXTERNAL STABILITY (BY AASHI'O METHOD) Overturning M .. M.= FS.,"' 511 kN-m/m 307 kNmlm 1.66 A,.= w,.-P= PAE-.Pill= a.= ).,.= INTERNAL STABILITY (BY AASRTO METHOD) Kv K Horlzmual Statio Dynamic Total Load Load Load ll'h T.,. TIDIII (kPa) (kNim) (kN/m) (kN/m) 0 .27 0.27 1.63. 0.98 S .44 6.41 0 .27 0.27 4;88 2 .93 6.1!1 9.01 0.27 0.27 8.13. 4 .88 6.87 11.75 0.27 :0.27 11.38 6.83 4.60 11.43 0.27 0.27 14.63 8.78 S.32 14.10 0.%7 0 .27 17.89 10.73 6.04 16.77 0.27 0.27 21.14 12.61 6 .76 19.44 0.27 0.27 24.39 8.54 7.48 16.01 0.3 162.18 kN/m 48.65 kN/m 44.75 kN/m 62.53 kNim !1.84 kN/m 30 degrees Free Embedmcn Total P, FS,. Lengtb. Length Length L. L. L (m) (m) (m) (kN/m) 2.24 2.36 4.60 12.70 2.64 1.93 2.67 uo 43.14 6.33 1.61 2.99 4.60 110.29 9.11 1.30 2.00 3.30 7!1.23 8.78 0 99 2.31 3.30 111.84 10.58 0 .68 2 .62 l.JO I !IS. II 12.34 0.36 2.94 3.30 20!1.22 14.08 0.05 3.25 3.30 261.99 21.12

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FACING INTERI'ACE SHEAil LI)'OI' s ... Dooplh T4Dl tTIII&I s... v_ FSo No. z Lalli Loodl -;..., 1 118\ (kN/111) {lr:W.) (kN/111) I 4 .30 Ul 6.41 0 '-43 7 .10 1 .44 2 3 .70 O.tl 9 .01 6 10.50 11.72 l.ll 3 3 .10 ... 11.75 IS 13.73 IS.63 1.14 4 2.50 1.11 11.43 27 U .ll 19. H 1.29 1 .90 2.71 14.10 39 IUS 23.47 1.]) 1 .30 1 16.77 SJ 11.34 27.39 1.49 1 0 .70 !:M 19.44 70 17.19 31.31 1.12 I 0 .10 .... 16.01 19 14.19 3S.:I2 2.41 CONNECTION STR.ENGm ...,., m... Doplh T ... r,. "I'll,. No z Lalli l.i\ 118\ llrNilo\ CID 00 4 2.$0 2.11 11.43 19.55 1.71 1.90 2.71 14.10 23.47 1.66 6 1 .30 lJI 16.77 27.3P 1.63 7 0 .70 ,.. 19.44 31.31 Ul I 0 .10 ..... 16.01 35.22 2.20 "JIIJ,.II.%el_ ... __ OVERTURNING AND CRIST TOPPLING ...,., a... Doplll M,,., T ... r,. T,.xy1 n .. xy, M. .. rs,. No. z Lood ....... ........ (Ill) ( .. ) I I (kN-IMnl I 4.30 Ul 1.04 6.41 7 1 ]3.54 0 .00 0.96 1 .09 2 ] .70 .. ,. 3.29 9 01 11. 7 43. U ]].54 Ul 4 .21 ] l .IO Ul 5 .76 "" 15.6 41.47 76.19 23. 16 3 .46 4 2 .50 2.11 U3 11.43 19. 6 41.11 125.36 46.61 2 .17 5 1 .90 2.71. 11.32 14.10 ll. S 44. 59 174.24 77.02 2 .41 6 1.30 lJI 14.42 16.77 27.4 35.60 211.13 114.14 2 .03 7 0 .70 ue 17.74 19.44 31.3 21.91 154.44 160.01 1 .70 I 0 .10 ..... 21.27 16.01 JS.l 3.5'2 176.35 212.72 1 .40

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-\0 \0 INTERNAL DYNAMIC STABILITY CALCULATIONS 20.00 kN/m3 35 degrees 0.27 0.33 0 lcPa 11.8 kNim1 311 doirees I 3.50 meters 319 kN/m 184 kN/m 1.14 Depth Vcnlcal z Piessure " (m) (lcPa) 8.15 3.00 0.60 12.00 1.05 21.00 1.50 30.00 2.10 42.00 2.70 S4.00 3.30 66.00 3.!10 78.00 4.50 90.00 __!!! F;,. a H= A a R.'= Ca BY AASBTO METBOD 0.56 w.-0.6 meters 0.8 H.;. 0.15 Jlleiei'S 4.6 metcn G.= 0.3 meten 0.29 3 degrees J 4.1'i0 meten 66 kNim Yw= 11.85 kNim' 2 EXTERNAL STABILITY (BY AASIITO METHOD) A,.= W,.= P,= P.u;= Pill= a,. a Overturning M,574 kN-rn/m M.. = 332 kNmlm 1.73 s,, K,. K Horlmntol Pressure "h {kPa) (m) 0.38 0.27 0.27 0.81 0.45 0.27 0 27 3.25 0.45 0.27 0 27 5.69 0.53 0.27 0.27 8.13 0.60 0.27 0.27 11.38 0 60 0.27 0.27 14.63 0.60 0.27 0.27 17.89 0.60 0.27 0 27 21.14 0.35 0.27 0 27 24.39 INTERNAL STABILITY (BY AASHTO ME1BOD) SUllie Dynamic Total Load Load Load Tmu T.,d (kNim) (kN/m) (kN/m) 0.30 5.24 5.55 1.46 5.32 6.79 2.56 5.40 7.96 4.27 S.48 9.75 6.83 5.74 12.57 8.78 5 .77 14.55 10.73 6.48 17.22 12.68 7.20 19.88 8.54 7 92 16.45 0.3364 162.18 lcN/m S4.56 lcN/m 50.18 lcN/m 70.11 kN/m !1.84kJ'I/m 30 degJeCS Fn:e Embedmc:n Total P, FS,. Length Length Lenglh I. I. L (m) (m) (m) (kN/m) 2.32 2.28 4.60 6.14 1.48 2.08 2.32 4.40 24.93 4.90 1.85 2.35 00 44.27 7.41 1.61 2.39 4.00 64.16 8.78 1.30 l.SO 3.80 94.05 9.98 0.99 2.51 3.50 12l.S2 11.14 0.68 2.82 3.51 167.01 12.93 0.36 3.14 3.50 219.21 14.70 0.05 3.45 3.50 278.12 2.2.54

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N 0 0 FAdNG INTERFACE SHEAR Layer EICY. Depth Total :CT
PAGE 209

Yr"' ..... K.r,;, Kar= 11'"' y;a +r-K.,!Km J..,u,a Sliding v, .. R,=-FS.e= INTERNAL DYNAMIC STABll..ITY CALCULATIONS 20.00 kN/m3 35 dcarees 0.27 0.33 0 kPa 18.8 kN/m1 30cJq,eea I 4.00 meten 365 kNim 211 kN/m 1.!4 F=-a H':' Ac F, .. cBY AASHTO METHOD Q.S6 .. w."' 0.6 meter& o.i u..;, 0.15 meters 4.:6 meters G.";' 11.3 metera o ... ma 3 depcs J .. 4.60 meters 66 kN/m yw 18.85 kNim1 z EXTERNAL STABILITY (BY AASHTQ MEI'BOD) Overturning M,,. 74S kN-m/m Mo"' 389 kN-mlm FS01'" 1.91 A..'" WA"' p, ... PAB"' Pia"' ... .. a..-INTERNAL STABILITY (BY AASHTO METHOD) Dept!l Vertical Srt K., K Horimatal Static Dynamic ToiBI No. Z l'res9111'11 Press!R Load Load Load cr. CfJ. T,.,. Tmd T,.,.. (m) (kPa) (kPa) (kNim) (kN/m) (kN/m) (m) 1 0.15 3.00 0.23 0.27 0.27 0.81 0.18 4.88 5.07 2 O.JO 6.00 0.23 0.27 0.27 1.63 0.37 4.83 5.19 3 8.60 12.00 0.38 0 .27 0.27 3.25 1.22 4.97 6.19 4 1.05 21.00 0.45 0.27 0.27 5.69 2.56 5.58 8.14 s 1.50 30.00 0 .45 0.27 0.27 8.13 3.66 6.19 9.85 6 us 39.00 0.45 0 .27 0.27 10.57 4.76 6 .79 II.SS 7 2..40 48.00 0.53 0.27 0.27 13.01 6.83 7.40 14.23 8 3 .00 60.00 0.60 0.27 0.27 16.26 9.76 8.21 17.97 9 .uo 72.00 0.75 0.27 0 .27 19.51 14:63 9.02 23.65 10 4.511 90.00 0.!!1 0.27 0.27 24.39 13.41 10.24 23.65 11 uo 0.42 162.18 kN/ra 68.11 kNim 62.65 kNim 87.54 kN/m 5.1-4 kNim 30 dqp'ees Free lmblldmen ToiBI P, FS,. Length Leogth Length ... ... L (m) (m) (m) (kN/m) 2.32 1.88 4.20 5.06 1.33 2.24 1 .86 4.10 10.01 2.57 2.08 1.92 4.00 20.63 4.44 us 2.1S 4.00 40.SO 6.63 1.61 2 .39 4.00 64.16 8.69 1.38 2.62 4.00 91.60 10.57 1.15 2.85 4.00 122.81 11.51 0.83 3.17 4.00 170.31 12.64 0.52 3.48 4.00 224.53 12.66 0.05 3.95 4.08 318.46 17.95

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N 0 N I .ayaNo. I 2 3 5 6 7 I 9 10 ....,... No. I 2 3 4 5 6 7 I 9 10 FACING INTERFACE SHEAR Elev. Depth Total tTillal z t.o.d Loads above lntafilcc (111) (m) (kNim) (kNim) (kN/m) 4.45 O.IS '-07 0 3.74 4 .30 0.30 5 .19 5 2.44 . 00 0.60 6 .19 10 4 .85 3 .55 I.OS 1 .14 16 10.23 3.10 I.SO 9 .85 25 13.18 1 .65 1.95 11.55 34 16.04 1.20 2.40 14.13 46 16.70 1.60 3.00 17.97 60 19.09 1.00 .3.60 13.65 71 18.11 0 .10 4.50 13.65 102 20.65 CONNECTION STRENGTH Elcv Dcplh Total r .. FS. z: Loed (ml (m) (kNim) (kN/mJ 4.45 0.15 5.07 &.82 1.35 4.30 0.30 5.19 7 .10 uo 4 .00 0.60 6.19 9 .76 1.58 3.$5 1.05 8.1-4 12.70 1.56 3.10 1.50 9.15 15.63 1.59 1.65 1.95 IUS 11.57 1.61 1.20 2.40 14.13 21.51 1.51 1.60 3.00 17.97 25.43 1.42 1.00 3.60 23.65 29.35 1.24 0.10 4 .50 13.65 3S.ll 1.49 v.., FS., (kNim) 6.82 1.82 7.10 3.20 9.76 2 .01 12.70 1.24 1'-63 1.13 18.57 1.16 21.51 1.19 25.43 l.J.l 29 .35 1.62 35.22 1.71

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OVERTURNING AND CREST TOPPLING Layer Elev. Depth M.cz11 Total 'J:'ci :!:I'd X)\ M.ca) FSDII No. z Load above depth (m) (m) (kN-m/m) (kN!m) (kN/m) (kN-mlm) (kN-mlm) (kN-mlm) I 4.45 0.15 0.52 5.07 6.8 30.35 0.00 0.33 1.54 2 4.30 0.30 1.04 5.19 7.8 33.54 30.35 1.33 23.57 3 4.00 0.60 2.14 6.19 9.8 39.03 63.88 5.28 12.50 4 3.55 1.05 3.89 8.14. 12.7 45.07 102.91 15.91 6.69 5 3.10 1.50 5.76 9.85 JS.6 48.47 147.99 32.19 4.781 6 2.65 1.95 7.74 11.55 18.6 49.22 196.45 53.70 3.80 7 2.20 2.40 9.85 14.23 21.5 47.33 245.67 80.29 3.18 8 1.60 3.00 12.85 17.97 25.4 40.69 293.00 123.24 2.48 9 1.00 3.60 16.06 23.65 29.3 29.35 333.69 174.29 2.01 10 0.10 4.50 21.27 23.65 35.2 3.52 363.03 264.88 1.45 N 8

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y,= -q,-k,.= v., .. 6r= l.a.F No. 1 2 3 4 5 6 7 8 !I 10 DYNAMIC STABILITY CALCULATIONS DISPLACEMENT METHOD (Newmark INPUT VALUES EXTERNAL ANALYSIS (DISPLACEMENT METIIOD, NEW)'MRK DOUBLE IN'rnORATION) son.s -WAll loJJ kNfm3 H.;= 0.15 meters 1..,;, = 4.0 meters KAB = 0.58 3! degrees H 4.6 R 180.6 kNfm 0 y;., =18.85 kNfm3 _0.32 .9 kNfm3 L,.=-O.tj meters kJk, ,. 0.8 30 degrees La"' -o.3 mctm ii"' 23.33 de!P'ees 0 ID"" 3 degrees 17.6 SEISMIC P-_ 0 degrees 0.4 REINFoRCEMENT 35 r:m/a !.84 kNfm 0.9 ,.,. 30 desrecs Mllllimum allowable movement ofwalllntermcc = 3 mm Maximum allowed total wall dl9placement"' 55 mm INTERNAL SEISMIC STABILITY CALCULATIONS (DISPLACEMENT MEll:IOD, NEWMARK DOUBLE INTEGRATION) INIERNAL SLIDING pAS'"' JIM kN/m PIR-66.3 kNfm fS.0"' do 3mm Elev. Depth L R. v. k. li 0 Ku PAE PIR FSIII kJk.. z (m) (m) (m) (kN/m) (kNim) (demees) (deiii'CCS) (kN/m) (kNfm) 0.10 4.!0 4.0 193 35.2 O.AOO 23.3 21.8 0.59 118.9 81.6 1.14 1.00 1.00 3.60 '4.0 154 29.3 8.400 23.3 21.8 O.S!I 76.1 6S.2 1.30 1.00 1.60 3.00 4.0 129 2S.4 0.400 23.3 21.8 0.59 52.9 54.4 1.44 1.00 2.20 %.40 4.0 103 21.5 0.400 23.3 21.8 0.59 33.8 43.5 1.61 1.00 2.65 1.!15 4.0 84 18.6 0.400 23.3 21.8 0.59 22.3 35.3 1.77 1.00 3.10 1.50 4.0 64 15.6 0.400 23.3 21.8 0.59 13.2 27.2 1.98 1.00 3.55 1.05 4.0 45 12.7 o.400 23.3 21.8 0.59 6.5 19.0 2.26 1.00 4.00 0.60 4.0 26 9.8 0.400 23.3 21.8 0.59 2.1 10.9 2.73 1.00 4.30 O.JO 4.1 13 7.8 0.400 23.3 21.8 0.59 0.5 5.6 3.46 1.00 4.45 0.15 4.2 7 6.8 8.400 23.3 21.8 0.59 0.1 2.8 4.59 1.00 d (mm) 0 0 0 0 0 0 0 0 0 0

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I..aya-Blcv. Depth No. z (m) (m) I 0.10 4.50 2 1.00 3.60 3 1.60 3.00 4 2.20 2.40 5 2.65 1.95 6 3.10 1.SO 7 3.55 1.05 8 4.00 0.60 9 4.30 0.30 10 4.45 _(1.15 INTERNAL SEISMIC STABILITY CALCULATIONS (DISPLACEMENT MEniOD, NEWMARK DOUBLE INil!ORATION) BLOCK INTERFACE SHEAR. L leo 6 9 KAE KA TribuuJry Area S.; (m) (dep;rees) (m) 4.0 0.400 23.3 21.8 0.59 0.22 0.36 0.550 4.0 0.400 23.3 21.8 0.59 0.22 0.36 0.750 4.0 0.400 23.3 21.8 0.59 0.22 0.36 0.600 4.0 0.400 23.3 21.8 0.59 0.22 0.36 2.700 4.0 0.400 23.3 21.8 0.59 0.22 0.36 2.175 4.0 0.400 23.3 21.8 0.59 0.22 0.36 1.725 4.0 0.400 23.3 21.8 0.59 0.22 0.36 1.275 4.0 0;400 23.3 21.8 0.59 0.22 0.36 0.825 4.1 0.400 23.3 21.8 O.S9 0.22 0.36 0.450 ___ i.2 23.3__ --21.8 _0.59 -0.22 _q.J6 OJ25 v. u FS.u lcJk., d (kNim) (mm) 10.2 1.800 5.46 1.00 0 29.3 4.726 14.37 1.00 0' 25.4 6.142 18.72 1.00 0 21.5 1.443 4.42 1.00 0 18.6 1.904 5.83 1.00 0 15.6 2.627 8.06 1.00 0 12.7 4.123 12.66 1.00 0 9.8 8.571 26.36 1.00 0 7.8 25.117 77.30 1.00 o, 6.8 _v.m 270.45 1.00

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N INTERNAL DYNAMIC STABILITY CALCULATIONS y, = 20.00 kN/m1 4>,. 35 degrees 0.27 0.33 Cf= OkPa y,=. 11:S kNim' 3tdegn:e3 I I...J.-4.50 meters SUding 411 kN/m R,= 237 kN/m FS.s-1.14 . F Hco A ."" p I c .... BY AASIITO MEIHOD O.S6 w.-0.6 meters 0.8 0,15 meters 4.6 IIICI'II (},;= 0.3 meters 0.5 . .,. 3 degrees 1 &.,. 4.60 metm 66 kNim 11.8! kNim' z .. EXTERNAL STABiLITY (BY AASHTO METHOD)" Ove,tuming M, 9.W kNmfm M.-444 kN-mlm r:s..2.12 A..= w .. = pAI!c .. INTERNAL STABILITY (BY AASBTO METHOD) Layer Depth Vertiall B.t' K.r K HoriZODIIII Sialic Dynamic Tollll No. % Pressure Pressure Load Load Load a, crh T.,. T,. T..,.. (m) (kPa) (kPa) (kNim) (lcNim) (kNim) (m) I 0.15 3.00 0.23 0.27 0.27 0.81 0.18 5.50 S.68 2 o.JO 6.00 0.23 0.21 0.27 1.63 0.37 S.68 6.04 3 0.68 12.00 0.30 0.27 0.27 3.25 0.98 6.04 7.01 4 0.90 18.00 0.30 0.27 0.27 4.88 1.46 6.40 7.86 5 1.20 24.00 0.30 0.27 6.50 1.95 6.76 1.71 6 1.50 30.00 0 45 0.27 o.27 8.13 3.66 6.65 10.31 7 uo 42.00 0.60 0.27 0.27 11.38 6 .83 7.37 14.20 8 2.78 54.00 0.60 0.27 0.27 14.63 8.78 8.10 16.88 9 3.30 66.00 0.60 0.27 0.27 17.89 10.73 8.82 19.55 10 3.90 78.00 0.60 0.27 0.27 21.14 12.68 9.54 22.22 11 4.50 90.00 0.40 0.21 0.27 24.39 9.16 10.26 20.01 12 4.60 0.5 162.18 kN/m 81.09 kNim 74.59 kNim 104.21 kNfm 5.84 kNim 30 degrees Free Embedmen Total P, f'Soo Leagth Lensth. Length I. L. L (m) (m) (m) (kN/m) 2.32 2.38 4.70 6.41 1.50 2.24 2.46 4.70 13.24 2.92 2.08 2.62 4.70 28.15 S.l5 1.93 2.77 4.70 44.75 1.59 1.77 2.93 4.10 63.03 9 .65 1 .61 2.89 77.61 10.03 1.30 3.20 4.51 120.40 11.30 0.99 3.51 4.50 169.92 13.43 0.68 3.82 4.SO 226.16 15.43 0.36 4.14 4.50 289.11 11.35 0.05 4.45 4.50 358.79 23.91

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FACING INTERFACE SHEAR Layer Elov. Depth Total :notal Va(&) FS,. No. z Load Loads above. Cml Cm) OcN/m). lnlerfilcc CkN/nl) tkN/m) ClcN/m)" I 4.4S 0.15 5.68 0 4.44 6.82 1.54 2 4.30 0.30 6.04 6 3.21 7.80 2.43 3 4.00 0.60 7.01 12 6.08 9.76 1.61 4 3.70 0.90 7.86 19 8;00 11.72 .1.47 5 3.40 1.20 8.71 27 9.09 13;68 1.51 6 3.10 I.SO 10.31 35 "9;35 15.63 1.67 7 2.50 2.10 14.20 46 17.02 19.55 l.IS .a 1.90 2.70 16.88 60 20.89 23.47 1.12 9 IJO 3.30 19.55 77 2216 27.39 1.24 10 o.7o 3.90 22.22 96 20.84 31.31 l.SO 11 0.10 4.50 20.01 118 16.92 35.22 2.08 I -s Elov. Depth Total Td *FS.. No. z Load Cml (m) OcN/ml tJcNim) 1 4.45 0.15 5.68 6.82 1.20 2 4.30 0.30 6.04 7.80 1.29 3 4.00 0.60 7.01 9.76 1.39. 4 3.70 0.90 7.86 11.72 1.49 s -3.40 1.20 8.71 13.68 1.57 6 3.10 1.50 1o.J1 15.63 1.52 7 2.50 2.10 14.20 19.55 1.38 8 1.90 2.70 16.88 23.47 1.39 9 1.30 3.30 19.55 27.39 1.40 10 0.70 3.90 22.22 31.31 1.41 11 0.10 4.50 ____10.01 35.22 1.76

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OVER'I1JRNlNG AND CREST TOPPLING Layer Elev. Depth .M.(11) Tollll Td TdX:YI l:Td X:fl Mo(a) FS... No. z Load above -. dcpthz _im) fm) fi
PAGE 217

N 0 10 y,= +.= c.= 41,= k,-V,.= 6r= Layer No. l 2 3 4 5 6 7 8 9 10 11 DYNAMIC STABILITY CALCULATIONS DISPLACEMENT METHOD (Newmark Double InteSnulon) INPUT VALUES son.s WALL EXTERNAL ANALYSIS (DISPLACEMENT METIIOD, NEWMARK DOUBLE INTEGRATION) 20.0 kNim1 H.,= 0.15 meters 4.5 meters 35 degrees H= 4.6 meters R= 207.2 kN/m 0 y.,-i8.8! kN/m1 Jc, . 0.35 18.9 kNI!n1 Lw"' 0.6 m"cters lc,,k,. 0.7 30 dcirces La= 0.3 ineian li= 23.33 degrees 0 m-3 degrees 19.3 SEISMIC p= 0 degloees 0.! REINFORCEMffi:IT 35 c:mla a,.= 5.84 kNim 0.75 A,= 30 degrees Maximmn aUowable movement' ofwalllntcrlilco = 3 mm Maximum allowed total wall = 46 mm INTERNAL SEISMIC STAB.ll.ITY CALCULATIONS (DISPLACEMENT METIIOD, NEWMARK DOUBLE INTEGRATION) INTBRNAL SLIDING KAI! 0.63 .PAE= 125.2 kN/m Pm 81.0 kN/m FS.u'" 1.00 d= 4 mm Elev. Depth L R, v. k. 6 a KAE PAB Pm F8,o kJk,. z (ml (m) (m) (kNI!n) (kN/m) ( dCIII'CCS) Cdeareesl (kN/m) (kN/m) 0.10 4.!0 4.5 221 3.5.2 0.480 23.3 25.6 0.73 147.8 108.7 1.00 0.96 0.70 3.90 4.5 192 31.3 o.soo 23.3 26.6 0.77 117.6 98.1 1.03 1.00 1.30 3.30 4.5 162 27.4 0.500 23.3 26.6 0.77 84.2 83.0 1.13 1.00 1.90 2.70 4.5 133 23.5 0.500 23.3 26.6 0.77 56.4 67.9 1.26 1.00 2.50 2.10 4.5 103 19.6 0.500 23.3 26.6 0.77 34.1 52.8 1.41 1.00 3.10 1.50 4.5 74 1S.6 0.500 23.3 26.6 0.77 17.4 37.7 1.62 1.00 '3.40 1.20 4.5 59 13.7 0.500 23.3 26.6 0.77 11.1 30.2 1.76 1.00 3.70 6.90 4.9 44 11.7 0.500 23.3 26.6 0.77 6.3 22.6 1.94 1.00 4.00 0.60 4.5 29 9.8 0.500 23.3 26.6 0.77 2.8 15.1 2.20 1.00 4JO 0.30 4.5 IS 7.8 0.500 23.3 26.6 0.77 0.7 7.5 2.74 1.00 4.45 0.15 4.5 7 6.8 0.500 26.6 0.77 0.2 3.8 3.60 1.00 d (IDDI) I 0 0 0 0 0 0 0 0 0 0

PAGE 218

J....yer Elcv. Depth No. z _im} (m}_ I 0.10 4 .50 2 0.70 3.90 3 1.30 3.30 4 1.90 2.70 .5 2..50 2.10 6 3.10 !.SO 7 3.40 1.20 8 3.70 0.90 9 4.00 0.60 10 4.30 0.30 11 4.4.5 0.1.5 N ... 0 INTERNAL SEISMIC STABILITY CALCULATIONS (DISPLACEMENT MEUIOD, NEWMARK DOUBLE INTEGRATION) BLOCK INTERFACE SHEAR L k. 6 9 K..,. KA M<.,. Tributary Area s.. (ml (dep:s) (m) 0.!00 23.3 26.6 0.77 0.22 0.400 1.508 23.3 26.6 0.77 0.22 0.55 0.600 4.5 0.!00 23.3 26.6 0.77 0.22 0.5.5 0.600 4 .5 0.!08 23.3 26.6 0.77 0.22 o.ss 3.000 4 .5 0.500 23.3 26.6 0.77 0.22 0,, 2.400 4.5 0.!1418 23.3 26.6 0.77 0.22 o.ss 1.800 4 .5 0.5110 23.3 26.6 0.77 0.22 o.ss 1.3.50 4 .5 0..510 23.3 26.6 0.77 0.22 o.ss 1.0.50 4.5 0.508 23.3 26.6 0.77 0.22 o.ss 0.7.50 4 .5 0.!00 23.3 26.6 0.77 0.22 o.ss 0.4.50 4 .5 0.508 23.3 26.6 0.77 0.22 0 .5.5 0.22.5 v. u FS.i kJk. d (kN/m) (mm) 10.2 2.475 6.47 1.00 0 31.3 .5.117 14.67 1.00 0 27.4 6.014 14.69 1.00 0 23.S 1.260 2.19 1.00 0 19.6 1.687 3.79 1.00 0 IS.6 2.S11 S.S4 1.00 0 13.7 3.670 8.00 1.00 0 11.7 S.391 11.63 1.00 0 9.8 9.428 20.13 1.00 0 7.1 .53.07 1.00 0 6.8 87.852 184.84 1.00 0

PAGE 219

y,a -K.,: +ra Sliding v,-R., FS.ua N -Layer No. I 2 3 4 5 6 INTERNAL DYNAMIC STABILITY CALCULATIONS ll.ilo kN/m1 F= 40 Cia o .22 0 .33 A=-0 kPa R.= 18. 8 F = 30 degrees t l.ZO meters 31S kN/m 182 kN/m 1.71 Depth Vertical z Pn:ssurc cr. (m) (.kPa) (m) 0.60 13.20 1.05 I.SO 33.00 0.90 2.40 S2.BO 0 .90 3:.30 72.60 0.90 4.20 92.40 0.85 4.60 BY AASHTO METHOD 0.67 w.a 0.6 meters 0.11 H,a 0.1!1 mclr:rs 4.6 melers .. O.J mclers 0 1 Q)= J degrees I Ht.= 4 .60 meters 66 kNim y.,= 18.85 kNim' 2 EXTERNAL STABILITY (BY AASHTO METHOD) Overturning M,= M.= Fs .... 320 kNmlm 199 kNmlm 2 .61 A,.= WA= p, .. PAll= Put= o .. = .. INTERNAL STABILITY (BY AASHTO METHOD) K., K Horizontal Smtic: Tolal Pressure Load Load Load C7b T..,. T.,. T,..., (kPa) (kN/m) (kN/m) (JcN/m) 0.22 . 0.22 2.87 3.01 2 .66 5.68 0 .22 0 .22 7.18 6.46 3 .50 9.96 0.22 0.22 11.48 10.33 4.34 14.67 0 .22 0.22 JS.79 14.21 5 .17 19.38 0.22 0.22 20.09 17.08 6.01 23.09 0.13S 160.S6 kN/m 21.68 kN/m 20 .14 kN/m 30 .2S kN/m 5.84 kN/m JO desrees Free Embcdmen Total P, FS,. Length Lcnglh Length L. L. L (m) (m) (m) (kN/m) 1.87 1.33 3.20 18.92 4.4S 1.45 1.15 3.20 62.18 8.33 1.03 2.17 3.20 123.29 11.21 0.61 2.59 3.20 202.25 13.92 0.19 3.01 3.20 299.06 17.27

PAGE 220

FACING INTERFACE SBEAit Layer Elov. Dcprh Tob!l J:Tob!l v..., Fs. No. z Load l.olds ilbovo inlerfiQI _l_kN!ml (Ill) (m) (kNho) clkN/11!)_ (kH/m) I 4 .00 uo 5 .68 0 S .3S 9 .76 1.112 2 3.40. l.!t 9 .96 6 1 .19 15.63 1 .91 J 2.10 1.40 14.67 16 IO.Il 21.51 2 1J 2.20 l.JO 19.38 30 10.71 27.39 2.56 c._____! 1 .30 -__ _'1.20 21. 09 so 11.01 ll.27 l.OI CONNECTION STRENGTH LAyer Elov. Dcpdl To:al Td Fs,. No. z Load (m) (m) lkNiml lkN/ml I 4 .00 OM 5.68 9 .76 1.72 3 .40 I .!it 9.96 15.63 1 57 N -N 3 2 .80 1.40 14.67 ll.SI 1 .47 4 uo l.lO 19. 38 27.39 1.41 s 1.30 4.10 23, 09 __ 33.27, IM FS., I! 80% or Olallc mlae MOD CODDOCUOD rally dejlaldJ l'tfdloo. OVERTURNING AND CltESrTOPPLING Layer Elev. Dcpcb M,...., Tob!l Td Tdi
PAGE 221

y,= t.= K.r= rr= +r= K,/1{= L,w.= Sliding V,= R.,= FS111"' N IN Layer No. 1 2 3 4 5 6 7 INTERNAL STABll..ITY CALCULATIONS n.oo kNtm' 40degr=s 0 .22 O.JJ 0 kPa 18.8 kNim' 30 degrees 1 3.28 meters 315 kNim kNim 1.46 Deplb Vertical z Pressure cr. (m) (kPa) 0.45 9.90 1.35 29.70 1.25 49.50 3.15 69.30 3.75 82.50 4.35 95.70 4.60 "F= a=-Ho. R."' F,=. C= BY AASRTO METHOD 0.67 Wu-=?1 0.6 meters 0.8 R= 0.15 meters 4.6 meters 0.3 IIIC:tm 0.15 m= 3 degrees I H.= 4.60 meters 66 kN/m y .. = 18.85 kN/m3 2 EXTERNAL STABILITY (BY AASBTO 1\IETROD) A,.= WA= Po= PAP.= Pra= a,.= A..= Overturning M,= M.= FSo.= .. Svi K.,.. (m) 0.90 0.22 0 90 0.22 o.90 0.22 0 75 0.22 0 60 0.22 o .ss 0.22 K 520 kN-m/m 242 kN-mlm 2.15 Horizollt4l Pressure a (kPa) 0.22 2.IS 0.22 6 .46 0.22 10.76 0;22 IS.07 0 22 17.94 0.22 20.81 INTERNAL STABILITY (BY AASHTO METIIOD) Slllllc Dynllllic Total l.clad Load Load T.,.. T., T .... (kNim) (kNim) (kN/m) 1.94 2.94 4.88 5.81 3 92 9.73 9.69 4 89 14.58 11.30 5 87 17.17 10.76 6.52 17.28 11.45 7.17 18.62 0.195 160.56 kNim 31.31 kNim 29.09 kNim 43.69 kNim 5.84 kN/m 30 degrees Free Embed men Tocal P, FS,. Length Length Length L. Lo L (Ill) (m) (m) (kN/m) 1 94 1.26 3.20 13.4S 3.68 1 52 1.68 3.28 53.73 7.36 1 .10 2 .10 3.20 111.87 10.23 0 .61 2.52 3.20 187.85 14.59 0.40 2.80 3.20 248.43 19.17 0.12 3.08 3.20 316.93 22.70

PAGE 222

FACING INTERFACE SHEAR --I.Dycr Elev. Depth TaiBI !:Total .. v""' No. z Land Loads above inlerfs<:c n.:N/ml (m\ 1m\ (kN/ml II
PAGE 223

"" VI r ... K, cr rr +r K,,K-..._. Sliding R.-fSu; Layer No. I 2 3 4 5 6 7 -INTERNAL DYNAMIC STABILITY CALCULATIONS 11.00 kN/m3 F 40 dqrees a 0 22 H = 0.33 A= 0 lcPa R.-18.8 kNim' F, 3G cle&rees I 3.10 melel'll 315 kN / m 112 kN/m 1 29 Depth Vertical s,. z Pressure G, (m) (kPo) (ml 0.30 6 .60 0.75 l..lO 26 .40 0.90 2.10 46.20 0 90 J.OO 6Ci.OO 0 90 3.90 85.80 0 75 4-M 9900 0 40 4.60 BY AASBTO METHOD 0 67 w.11.15 meters 0.1 H.-0.15 4 6 metcn G. 0.3 meters 0 1 m 3 clegrees I H 4.60 me!Cn 66 kN/m r.-11 .85 kN/m1 l EXTERNAL STABILITY (BY AASHTO METHOD) Overturning M,M,. FS .. 520 kN mlm 282 kN-m/m 1.84 PAE-P,R a..-)., INTERNAL STABILITY (BY A.ASHTO METHOD) K. K Horizontal Sialic Dynamic Totnl Prell sun: Load Load Load " r_ r ... r,... (lcPa) (kN/m) (kN/m) (kN/m) 0 22 0.22 1.44 1 08 5.60 6 68 0.22 0.22 5 74 5 17 6 16 IJ.JJ 0 22 0.22 10 05 9 04 6 72 15.77 0 22 0 22 14.3' 12. 92 6.26 19.18 0 22 0.22 18. 66 13. 99 7.14 21.33 0 22 0 22 21.51 8 .61 8.05 16.66 O H 160 56 kN/m 40 .14 kN/m 17. 29 kN/m ,6. 02 kN/m 5 .114 kN/m 30 degrees Fnoe Embedmen Total P, rs,.. Lenglh len lib Length L, I.., L (m) (m) (m) (kN/m) 2.01 2 .19 4.21 15.56 3 .11 U9 2.41 4.10 68.46 8 .06 1.17 2.63 3 .80 130 .71 11.05 0 75 2 45 3.20 173 95 12. 09 0 33 2 87 3.10 264 .81 16. 0 05 J .IS 3.10 335 30 26 .83

PAGE 224

PACING INTERFACE SHEAR UJ- Elev Doplll Tollll tTOGI s,.., v_ FS, No. Lood Loodl llbove i.-e (m) (ml (kNim) lkN/m) (tN/111} (kNhn) I 4 .JO G.lO 6.61 0 449 1 10 1.74 2 3 40 l.lO ll.J3 7 12. 47 13. 61 1.10 3 HO 2.10 IS .71 II 17. 60 IPH 1.11 4 1.60 3 .10 19.11 J4 20.09 25 43 1.27 5 0 .70 3 .90 21.3) SJ 20.96 31.31 149 6 0.10 4.541 16. 66 -74 14.119 L_ _)5. 22 CONNECTION STRENGTH Uytr l!lev Depth Tolal r FS. No. l Lood _(ll!l _!m) nrN/el II
PAGE 225

y,.. -K. K, tr rrK,,K. L .... Sliding v,. R.-r:s..,-N -...J Layer No. I 2 3 4 s 6 7 8 INTERNAL DYNAMIC STABILITY CALCULATIONS 22.00 kN/m1 F 40 dear= a O.ll H 0.33 A 0 kl'a R. 18.8 kN/ m1 F,= 30 dqrees C= I 3.%0 mc1C111 lU lcN/ru 182 kN/m 1.17 DqJth Vertical s,. z Pressure cr, (m) (lcPa) (m) 0.30 6 60 0 .45 0.60 13. 20 0 45 1.%0 26.40 0 60 1.10 39.60 0.75 2.70 59.40 0 90 J 60 79.20 0 90 4.!10 99.00 0 55 4.611 BY AASHTO METHOD 0 67 w.0.6 mcten 0 8 H.-0.15 mctcn 4.6 meier! G. 0.3 metm 0.2!1 (0) .. 3 degrees 1 4 60 meters 66 kN/m r .. 18. 85 lcN/m 1 2 EXTERNAL STABILITY (BV AASHTO METHOD) Overturning M, 520 kNmlm M. 318 kN-m/m FS,. 1.63 A,= WAP, PAE-1',.-a..-).,.= INTERNAL STABILITY (BY AASRTO METHOD) K.. K Horizonllll Srlllic Dynunic TDIIII Pressure LCNKI Load Load TT..r T-(kPa) (JcNim) (JcN/m) (lcN/m) 0 .22 0.22 1.44 0.6S 4.04 4.69 0 22 0 22 2 87 1.29 4 52 5.81 0.22 0 .22 5.74 3 .44 H6 8.91 0 22 0.22 8 .61 6.46 6.41 12.87 0 .22 0 22 12. 92 11.62 7 .83 19.45 0 22 0.22 17. 22 15.50 9 .25 24.7.S 0 22 0 .22 2I.S3 11.84 10.67 22.51 0.3 160.56 kN/m 48.17 kN/m 44.75 kNim 67. 22 kN/m 5.84 kN/m 30 dcg=s Free Embedmeo Total P FS,. Length Lengtb Length L. L. L (m) (m) (m) (kN/m) 2.01 1.19 J.%0 8 .47 241 1.87 1 .33 J.ll 18.92 4 .l.S 1.59 1.61 J.lO 45.78 6 .85 1.31 1.89 3.%0 80.57 8 .35 0 89 2.31 3 10 147 .63 10.12 0 47 2 .73 3.20 232.54 12. 53 0 .05 3.15 3.20 JH.JO 19. 86 I I

PAGE 226

FACING INTERFACE SHEAR l..oyor Elev. Doptll Tolal tTolll s .... v..., FS No. z u.s t..oadl llbow iDIIfib (Ill) (ID) (kN/m) (kN/In) (kNhn) (tN/m) I uo D.JO 4 .69 0 U4 710 146 2 4 .00 O.M HI 6U 9 .76 U9 3 J.40 l.lO 1 .91 10 II 79 13.61 1 .16 4 2 .10 1.10 12.17 19 14.9$ 11.S9 1.18 1.90 1.10 1945 12 2U4 2347 1.10 6 1.00 :1M 24.15 52 22.$2 29.35 uo 1 0 .10 uo 22. 76 19.71 3$.22 1.71 CONNECllON STRENGTH Llyor Elev. Oq>dl Tolll r. Fs,. No. z u.s lm_l_ _(m) {tN/111) _l!INhll) I 430 IUD 4 .69 7 .10 1.66 2 4 .00 uo HI 9 .76 1.61 N -3 3 .40 l.lO 1.91 1].61 1.$4 4 2 10 12.11 17.$9 1.37 00 $ 1.90 1.7W 19. U 23.47 1.21 6 1 .00 J.M 24.75 29. H 1.19 1 0.10 ol.5ll 22.$1 3$.22 1.51 PS. 11110% arllalk: ........... _..........,. ........ "trtcllaL OVERTURNING AND CREST TOPPLING uyer Elcv. Doplll M.,., Toal r. T,.xy, tToXYa M,..., FS. No z Laod ....... depllu lll!l (m} .lkN-mlm} lkN/ml lkN-mlrnl ltN-m/ral fkN-mlml I 4 .30 IUD 1.04 4 .69 7 1 31.54 0 .00 0 .94 1.11 2 4 .00 uo 2 .14 S .ll 9 1 39.03 31.$4 376 9.41 3 3 .40 l.ll 450 1 .91 13. 7 46. 50 12..57 14.95 ,16 4 2 10 ... 707 11.11 17. 6 49.26 119.06 3331 3 .71 $ 1.90 17W 11.3.:1 19.45 2U 44.59 161.ll 74.21 2 .42 6 1 .00 3 .61 16.06 24.75 29. ] 29. 35 212 .92 130.59 1.75 1 0.10 4.58 21.27 22..51 35. 2 3 .52 242 .27 201.7$ 1.31

PAGE 227

y, -K, K, c, y -.,_ K.IK r_.Sliding v, .. FS.u N Layer No. I 2 3 4 5 6 7 8 8 INTERNAL DYNA.i\flC STABILITY CALCULATIONS 1%.00 lcNim1 F 40 dcgrea (l 0.22 H 0.33 A 0 kPa 18. 8 kNim1 F, 30 dc&rea c1 3.38 metm l2S kNim 188 kNim l.ll Deprb S,; z Pressure a, (m) (kPa) _(m}_ 0.15 ] 30 0.38 0.60 13.20 O .SJ 1.18 26. 40 0.60 1.1141 39.60 0 60 1.40 .52.80 0 .7.5 3.30 72.60 0 .7.5 3.!10 8.5. 80 0.60 99.00 0.40 4.68 BY AASHTO METHOD 0.67 w.-8 6 meten 0 8 H. 1.15 meters 4 6 metcn 0.3 mcten 0.19 co 3 degrees I H, 4 .60 melers 66 kN/m kN/m1 1 EXTERNAL STABILITY (BY AASHTO METHOD) Overturning M r M. FS., H2 kNmfm 344 kN-mlm 1.60 A.-wA-P, P..., Pra = ...... )., INTERNAL STABILITY (BY AASHTO METHOD) K, K Horizontal Stade Dyo1111ic Tolal Presrure Load Load Load C1h TT.., T(kPI) (kN/m) (kN/m) (kN/m) 0 .22 0 .22 0 72 0 27 4 .94 .5.21 0.22 0.22 2 .117 LSI .5 .54 7 .0.5 0 .22 0 22 .5. 74 344 .5.77 9.21 0 22 0 .22 8 .61 .5.17 .5.71 10. 88 0 .22 0.22 11.48 8 .61 6 .51 1.5.12 0 22 0 22 1.5.79 11. 84 7 .71 19 .5.5 0.22 0 22 11. 66 11.19 8 .51 19.71 0 .22 0 .22 li.Sl 8.61 9.32 17.93 0 3364 160 .56 kN/m .5401 kN/m .50.18 kN/m 7.5.38 kN/m 5 84 kN/m 30 degrees Free Embed men Total P, FS,. Length Length Lenath L, L. L (m) (m) (m) (kN/m) 2 .08 1.72 3.10 6 .11 J.S7 1.87 1.93 3 80 27.43 .5.19 1..59 2.01 3.60 .57.12 11.27 1.31 1.99 3.30 84. 82 10. 40 1.03 2 27 J.JI 128.96 11.37 0 .61 2 .69 3.30 210 .0.5 14.)2 O.Jl 2 97 3.31 274 .03 18.54 I 0.0.5 3.2.5 3.30 343.93 2.5. 73 I I

PAGE 228

FACING INTERJ'ACE SIIL\R layer Elov Depth Toal t l 'oiAI s.... v.., PS,. No. z Lold l..oods ._. (ml frnl (kN/m) CkWml (kN/m) Cl:Niml I us 0.15 5 .21 0 1 .97 6 .112 : 30 l 4 .00 O.M 705 6 .64 9 .76 1.43 3 HO I.ZI 9 .21 12 12.32 IHI 1 .11 4 2 10 .... 10. 18 21 1611 17 59 1.09 j 2 .20 1.M U.l2 32 11.72 lUI I.IS 6 1.30 .J.ll 1955 47 24.73 27. 39 .II 7 060 Ul 19.71 67 20.47 3131 I.H 0 .10 4.!1 17.93 17 15.32 nn 2.30 CONNECTION STRENGTH uyer l!lov Depth TDIII Ta *fSu No. z LOid fml lml ltNiml 001/ml I H5 0 .15 HI 6 .12 1 .31 2 4 .00 O.M 70S 9 .76 1.31 l 3.40 1 21 9 .21 13.61 1.48 4 2 10 ... lOll 17.59 1.62 2.20 1.40 U .12 21.51 1.42 6 1.30 3.Je 19.55 27.39 1.40 7 0 .60 1M 19.71 31.31 1.59 I 0.10 .... 17.93 l$. 22 1.96 n. b-rUc ..... --foliJ ......., Oictle. OVERTURNING AND CREST TOPPLING layor Ele't. Deplb M.,., Tulll Ta TaX Yo rr.,xy, .... ..., Fs .. No. J LGod above deplh z lml lml Cl:Niml Cl:Niml lkN-milnl llrN-onlml I Cklkllml I us 0 .15 0.52 5.21 6.1 30 .35 0.00 0 .26 1.95 2 4 .00 Ull 2.14 7.05 9 1 39.03 30JS 4.20 7 .74 J 3 .40 1.11 4 .50 9 .21 13.7 46 .50 69.31 16.59 us 4 2.10 ... 7 .07 10.11 17. 6 49.26 115.11 36.17 ] .33 5 2.20 z. 9.15 U l2 21.5 47.Jl 165.14 64.72 2 .70 6 IJO J.JO 14.42 19 55 27. 4 35 .60 212.46 ll0.03 1.19 7 0 .60 J.IIU 17. 16 19.71 31J 11.71 241.07 166.19 1.59 -I 0.10 4.50 __ 21J1 3S.l Ul 266.15 217.42 1 .33

PAGE 229

y,-+.-K. K.r-Cf-y,-.... K,/1(-'--Sliding v,-R.-FS..INTERNAL DYNAMIC STABILITY CALCULATIONS n.oo kNim' "F 40 dqrees a 0.22 H 0.33 A 0 kP R.-11.1 kNim1 F, JO dqrccs cI J.ao ractcn 376 kN/m 217 kN/m 1.13 BY AASIITO METHOD 0.67 w.0.6 meters 0.1 H.-0.1!1 maten 4.6 meters o.-O.J meten ... m 3 dqjreea I Ht.-4.60mctm 66 kNfm y.11.1!1 kNim1 :z EXTERNAL STABll..ITY (BY AASIITO METHOD) Overtuming M, 730 kN-m/m M, .. 405 kN-m/m FS,. 1.10 A.-w,.-PJ-P.u; Pa .. A..-INTERNAL STABILITY (IIY AASHTO METHOD) Depch Venical s... K. K Horlmntal Sialic [)yn.nlc T
PAGE 230

N N FACING INTERFACE SHEAR Layer Elev. Depth Total I Total No. z to.! Loads .oovc interfilce _{ml_ CkN/m) (kN/111) OOifrtll I 4.4S 0.1.5 S.61 0 3.69 6.12 2 4.1.5 0.4.5 6.11 6 .5.43 8.78 3 3.70 0.90 6.9.5 12 10 .52 11.72 4 3.40 1.20 7.41 19 11.09 ll.68 .5 3.10 1 .50 1.20 26 11.24 1.5.63 6 2.80 1.80 10.28 34 10.6.5 17 .59 7 2.20 2.40 14.02 4.5 1.5.70 21.51 8 1.60 3.00 16.46 .59 17.20 2.5.43 9 1.00 3.60 21.41 7.5 16.42 29.3.5 10 0.10 4 .50 21.41 97 18.78 3.5.22 CONNECT10NSTRENGTB Layer Elcv. I)qllh Total Td *FS,. No. z u.d (m) Cml (kN/m) (kN/m) 1 4.4.5 O.IS .5.68 6.12 1.20 2 4.1.5 0.45 6.11 8.71 1.44 l 3.70 0.90 6.9.5 11.72 1.69 4 3.40 1.20 7.41 13.68 1.14 s 3.10 I. SO 8.20 1.5.63 1.91 6 2.10 1.10 10.21 17 .59 1.71 7 2.20 2.40 14.02 21.51 1.53 8 1.60 3.00 16.46 2.5.43 I.SS 9 1.00 3.60 21.41 29.3.5 1.37 c..__.lO 0.10 4 .50 21.48 3.5.22 1.64 FS., Is 80% of mtlc ...._ n .:.IIIICtt. r.n,....,..... l'rictiH. FS, 1.85 1.62 1.11 1.23 1.39 1.6.5 1.37 1.48 1.79 1.18

PAGE 231

N N w I..ayer No. I 2 l 4 s 6 7 8 9 10 Elcv. Depth z (m) (m) us 0.15 4.15 0.45 3.70 0.90 3.40 1.20 3.10 I. SO 2.10 1.80 2.20 2.40 1.60 3.00 1.00 3.60 0.10 4.50 OVER'I11RNING AND CREST TOPPLING M,(ol) Tolal T,. Td X Yl x Yl M.Uil FS.,. load above depth z (kN-m/m) (kN/m) (kNim) (kN-mlm) (kN-m/m) (kN-m/m) 0.52 5.68 6.8 30.35 0.00 0.33 l.S6 1.59 6.11 8.8 36.43 30.35 2.94 10.86 3.29 6.95 11.7 .35 66.71 11.58 6.05 4...50 7.41 13.7 46.50 110.13 20.37 Hil 5.76 8.20 15.6 48.47 1S6.63 31.50 5.16 7.07 10.21 17.6 49.26 205.09 44.88 4.73 9.85 14.02 21.5 47.33 254.36 78.07 3.38 12.85 16.46 25.4 40.69 301.68 119.31 2.64 16.06 21.411 29.3 29.35 342.37 167.95 2.13 21.27 21.48 35.2 3.52 371.72 253.39 I.SS

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y,+.-e.-k.."' v,-8r Layer No. I 2 3 4 6 '7 8 9 10 DYNAMIC STABILITY CALCULATIONS DISPLACEMENT METHOD (Newmark Double Intesratlon) INPtrr VALUES EXTERNAL ANALYSIS son..s WAll. (DISPLACEMEm' METHOD, NEWMARK DOUBLE INTEGRATION) nokNim' u..-0 .15 meters t..... 3.1 meters KAE 0 59 40 degrees H= 4.6 meters R'" 187. 0 kN/m P .... 117.9 kNim 0 Yw 1'.85 kN/m; Jr.,. 0.32 P ... -68.5 kN/m 11.9 kNim' 9.6 meters kJk.,.. 0.11 FS,i 1.00 .30 degrees La"'. 0.3 meters & = 26.67 degrees d 3 nun 0 m= 3 11.1 SEISMIC p0 dDgreCS 0.4 REINFORCEMENT 35 cmls Bu"' 5.84 kNim o.9 ,. .. 30 degrees Maxlmmn allowabiD miiVDII1c:nt 3 mm Mllxlmum allowed total wall dl9pla=ncnt = 55 mm INTERNAL SEISMIC STABB..ITY CALCULATIONS (DISPLACEMENT METHOD, NEWMARK DOUBLE INTEGRATION) INTERNAL SLIDINO Elev. Depth L R. v. k. 6 8 K.u. PAl Pm FS.u kJkm z lm) (m) (m} lkNiml {kN/m) (dellft!li!A\ ldelm:es\ (kN/m) (kN!m) 0.10 .uo 3.8 239 35.2 0.4t0 26. 7 21.11 o.so llo.9 83.7 1.41 1.00 1.00 3.10 3.8 191 293 o.400 26.7 21.8 0.50 71.0 67.0 1.60 1.00 1 .60 3.80 3.1 159 25.4 0.410 26.7 21. 8 0.50 49.3 55.8 1.76 1.00 2.20 1.40 111 128 21.5 0.400 26.7 21.8 0.50 31.5 44.6 1.96 1.00 2.80 1.80 3.8 96 17.6 0.400 26.7 21.8 0.50 17. 7 33.5 2.21 1.00 3.10 J.SO 3.8 80 15.6 0.400 26. 7 21.8 0.50 12.3 27.9 2 37 1.00 3.40 1.20 .J.B 64 13.7 o.400 26.7 21.8 0.50 1 9 22.3 2.56 1.00 3.70 o.!JO 3.8 48 11.7 D.400 26.7 21.8 0.50 4 4 16.7 2.81 1.00 4.15 0.45 4.0 25 8.8 0.400 26.7 21.8 0.50 1.1 8.8 3.46 1.00 4.45 0.1!1 !) 6.8 0.400 26.7 21.8 0.50 0.1 3.1 4.97 1.00 d (mm) 0 0 0 0 0 0 0 0 0 0

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N N Vl Laya-No. I 2 3 4 5 6 7 8 9 10 Elev. (m) 0.10 1.00 1.60 2..20 2.10 3.10 3.40 3.70 4.15 4 .45 Depth z _im) 4.50 3.60 3.00 2.40 1.80 1.50 1.20 0.90 0.45 0.15 INTERNAL SEISMIC ST ABll..ITY CALCULATIONS (DISPLACEMENT ME11>D, NEWMARK OOU'8LE JNn:GRATION) BLOCK INTER.F ACE SHEAR L k, & 9 KAII KA 6K.,. Trlbutnry Ala s.. _(m) (m) 3 8 0.410 26.7 21.8 0.50 0.18 0.32 3.1 uoo 26.7 21.8 0.11 0.32 0 .,0 3.1 8.401 26.7 21.8 0 50 0.18 0.32 0.600 3.8 0.400 26.7 21.8 0.,0 0.11 0.32 2.700 3 8 0.408 26.7 21.8 0.,0 0.111 0.32 2.100 3.1 0-410 26.7 21.8 0 50 0.18 0.32 1.650 3.8 0.480 26.7 21.1 0.50 0.18 0.32 1.350 3.8 0.41G 26.7 21.1 0.50 0.18 0.32 1.050 4 .0 0...00 26.7 21.1 0.50 0.18 0.32 0.675 4.2 26.7 21.8 o .so 0.111 _m 0 .30() v. u FS kA. d (kN/m) (DIDI) 10..2 1.100 6.53 1.00 0 29 3 4.n6 17.01 1.00 0 2$ 4 6.142 22.02 1.00 0 21. 5 1.443 5.13 1.00 0 17.6 2.024 7.17 1.00 0 IS. 6 2.747 9.n 1.00 0 13.7 3.670 12.96 1.00 0 11.7 5.391 19.01 1.00 0 u 12.565 44.19 1.00 0 6.8 65.8119 231.36 1.00 ___Q

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PAGE 235

AppendixD NCMA Method Design 4.6-meter Wall Height 227

PAGE 236

Nomenclature A Am au c F* F1 FScs FSis FSou FSpo H Hh Hu K Kar Kar La Le Lmin Mo Mo(zi) Mr Mo(z) PI Pr Pir PAE Rc Rs si(z) Sv Tci Tmax Tmd Ttotal VI Vu(z) Horizontal acceleration coefficient Average horizontal acceleration coefficient Peak connection and sliding strength for wall facing Reinforcement effective perimeter Pullout resistance factor Static horizontal earth force from retained soil Safety factor for connection strength Safety factor for interface sliding Safety factor for overturning Safety factor for pullout Wall height from toe to crest Hinge height of wall facing Segmental unit height Lateral earth pressure coefficient Foundation and retained soil active earth pressure coefficient Reinforced soil active earth pressure coefficient Free length of reinforcement Reinforcement Embedment Length Minimum reinforcement length Overturning Moment Overturning Moment over depth z Resisting Moment Resisting Moment over depth z Inertial force caused by reinforced backfill Pullout resistance Inertial force at back of reinforced soil zone Seismic thrust Coverage ratio, 1 for full coverage reinforcement Sliding resistance Out of balance horizontal shear force Contributory area of static pressure for determination of static reinforcement load Peak connection capacity at reinforcement layer i Static reinforcement load Dynamic reinforcement load Sum of static and dynamic reinforcement loads Weight of reinforced soil zone and wall facing Peak interface shear capacity at level z 228

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W A Weight of 50% reinforced soil mass and wall facing Yi Vertical distance from rotation point on wall face to reinforcement layer i z Depth from wall crest to reinforcement layer a Scale correction factor to account for non-linear stress reduction in extensible reinforcements Foundation and retained soil internal friction angle Reinforced soil internal friction angle Yr Unit weight of foundation and retained soil Yr Unit weight of reinforced soil Yw Unit weight of segmental unit Au Connection strength and interface sliding friction angle for wall facing crh Effective horizontal stress crv Effective vertical stress w Wall facing batter 229

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N l..l 0 DYNAMIC STABILITY CALCULATIONS BY NCMA III!THOD INPUT VALUES CAI..aJLATED V AWES son.s WAll. WAll. STATIC y,-111.1 kN/m' H..-0.15 meters WwS2.0 kN!m K,. (int)0.28 ... 3t depecs Hu meten H, melen K,.(at)-0.27 c, y.11.1! kNim' N.31 aO.S8 Y 11.1 kNim' L.-1.6 mcten N,.31 bU4 41.-3t dqp'ees ... O.JG meten a.-20.0 depes c0.31 .. 0 -3 ........ w.,2.0 kNim d1.34 y,-11.1 k:Nim' P0 degrees GENERAL e1.6S +r-JOdqna Iii. 30.0 dcarees aAB-S4.9 dellfCel c,-0 a..-20.0 dqp-eeo SEISMIC .. 5.14 kN/m A 0.1 REINFORCEMENT )..-JO dea=s c.-0.64 ... -!1.14 kNim c.-I ;...-3t depees EXTERNAL SEISMIC STABILITY CALCULATIONS (NCMA METHOD) INPUT VALUES '-1.1 mctcn ........ 0.6*9 FS,1.1 FS..1.1 CALCUI.A TED V ALliES (GENERAL) W1 190.3 kN/m w,o kN/m W,-242..3 kN/m Pm 10.0 (BASE SLIDING) R.139.9 kN/m FS, 2.17 (OK) WI'-W,'-hPAI!II-kNim 0 kNim 4.6 meten S1.611 kN/m (OVERTIJRNINO) x.-0.42 meier& 1.82 meten x.2.31 meters Ma-3611 kN-mlm DYNAMIC k,.(ext)-o.os k,.(lnt)-0.13S &(ext) 2.9 dqreeo 8 (int)-7.7 dearees K""11nl)-0.37 K .... -0.31 KAH(Int)-0.26 KAH(ext)-0.24 M(,. (lnt) 0.09 M<:.,_(ext)-O.oJ K,.lllf (lnt)O.JS KABI (mtt) 0.27 0.09 0.03 11,meten hu.-2.30 meten Mo 106 kN-m/m rs .. 3.41 (OK)

PAGE 239

N w -INTERNAL SEISMIC STABILITY CALCULATIONS n..-1.0 PS.,-1.1 n..-1.1 n..-1.1 "-No. Cal I 0.10 l 1.00 3 1.60 4 2.:10 ].10 6 3.70 7 4.30 l!lov. No. 1 I 0.10 Doplb Cal 4.11 Ul 1M Ul ..,. ..,. Dlpdo 1 4..10 N'UI" VALli!.! n..n .. PS,. 1.1 1.1 1.1 WIIMlN REINPtiiCBNIIIf S'IIUIN01H Midllo AW ... F,., ,.,_, -Doplb .. s. (II) ll 4.33 O..IS 6.ll 11.1 3.61 0.73 1.41 13.7 3.00 0.60 6.79 u U3 0.73 1.41 l7 I ..II 0.73 1.41 ,, 0.!10 o.60 6.7'1 2.7 .... ... 6.79 u PUUl11"PAUIII! L, 1., " T..,, IIIII .till II
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N """ N lr Mo. I l ) s 7 .._ No. I 2 ] 4 s 6 7 '-No. I 2 3 4 5 6 7 uo 1.00 1 .60 uo 3.10 3 .70 4.30 toll 0 .40 1 .110 1 60 uo ).10 ) .7'1 ... llol 0 .40 1.00 1 .60 uo 3 .10 3 .71 4.JO ... Dopolo 6.W.._I ,_ P, s,. v_ I -....... r ()tfa_l (kWID) (kN/m) 4JD 4Utn dl 11.1 60. 4 7 ll J M 40.716 ... 1).2 47. 2 e 2t ).IIU ll.9.1 ,, 11.1 lS 4 6 l5 2.40 27.1C4 12. 7 22.7 22 I ..Ill 16."' 14 IOJ IU 4 16 cuo IO.I7'J 7 u u J 12 OJG l.J9.1 2 5 4 0 0 3 I CDIMiriDifAUN Do!o6 T.. F, 1'!, 1 --4.211 ll 17.211 .., lJO :1!1 llJD u l!l J .GI 2S 11.71 l.l 2.40 22 IUJ 1.7 I ..Ill 16 10.30 IJ 0 .90 12 ... 1 7 O.JO I S.JI 1.4 (01[) OVIDln.INB AIIJ CUI!T'IOI'I'UHIJ Do!* ""'* u,., w... r.. r ,. r,..,, .... r -1 ,. -1 ..... 4.211 Ul 19 )) 13ll )t) ).60 41 O.lt 16 l9 Zt.JS 213 l .OI J4 0.)7 13 l5 40. 69 173 2 .40 27 O.JI 10 22 47.Jl l:tl 1.!0 17 O.JI 6 16 <11.47 '11 DJO 10 Q.Jl ] 12 4US J4 UD ] O.JO I I )3.54 I 1'!, CR!Cil u 10 u 101[} 4 1t IOIJ> 4.0 01( ) 6 ).J K*l ,_, M.. n.. aa:x 1 1.46 117 lll l.M II l D 1.66 D JJI J 1. n 4.29 0 .71 II 7J2 1.66 4 10.13 OJS 0 l .ID IOtC1

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N w w DYNAMIC STABILITY CALCULATIONS BY NCMA METHOD INPUT VALUES CALCUU. TED VALUES son..s WALL WALL STATIC y, IU kNim1 H.-O.t! meters w .. 52 0 kN/m K" flnt) 0.28 ... ll depecs Hu mct.m H, 4.6 meters K,. (ext) 0.27 c, 0 y .. 18 .15 kNim1 N 31 -0." r. IU kN/m1 L..-0.6 metcn N,. 31 b U4 +---30 dqrces ..... 0.30 mcn fi, 20 0 de.-c 0.31 I m lde.-a w.!12.0 kN/m d 1.34 ,,-IU kNim1 p0 .Jearees GENERAL c l.fiS +r-30 dqrcca &..-30.0 de.-O..a-S4.9 dearcea c, 0 8,-20.0 de.-SEISMIC .. 5.84 kN/m A 0.15 REINFORCE.MEN r ).,.-lO clcp'Dea c.-0.64 ... 5.84 kNim I A..EXTERNAL SEISMIC STABll..ITY CALCULATIONS (NCMA ME'IlfOD) INPUT VALUES 1.- 1.1 meten _..._ .. 0.6H 1.1 FS..-1.1 CALCULATED VALUES (OENERAL) W; 190J kNim w.-0 kNim w, -242J kNim P,. 14. 9 (BASE SUDING) R., 139.9 kN/m FS,. 1.85 (OK) w.-Wp'-... P...,. (OVERnJRNINO) 147 0 kN/m x.-0 42 meters 0 kN/m x.-1.82 mdfn 4 .6IIIC!Ia"S x,-2.Jimetcn 53.32 kN/m Ma-361 kN-mlm DYNAMIC I kt,(ext) O.D1S k. (int)0.195 8(ext) 4..3 de.,ees 0(1111) 11.0 dqJees 0.42 Ku(ext) 0.33 I KAH(Im) 0.26 I K.H(IIXI)-0.24 I O.IS AKot,o (CI(I) o.os I K...,(lnt)-0.41 I K..,.(.,.t)-0.29 0.14 I AJ<......(CI(I) o.os II, 4 60 meters ba 2.30 rneten Mo122 kN-m/m FS. l.Ol (OK)

PAGE 242

N .j>. INTERNAL SEISMIC STABll.JTY CALCULATIONS (NCMA llllmD>) IN'I1T VALIEI FS.. 1.0 PS, 1.1 Fll,. 1.1 n..-1.1 PS.o-1.1 Fll,.1.1 FS, 1.1 -..M RIIINPCilc:m.!NT STRI!IiTTI ..._ .,... -,.,_,. AW,. F., F ... F, No. 'IIIDoy ,.. Dlph ... s. (II) (Ill (Ill IJINial) lkNIIII filth) IJINial) I 0.10
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1Nl1!RFACB SUDINO ...,... Elft 6W..., P...., F, _Sian ... v..., f3, QIECit No. a F, ..... lkNiml lataiJJ:D lml lml fiJN/ml IUIIIIJl IUIIIIJl fiJN/IIIl IUIIIIJl I 0.10 4.50 50.1195 78 14.6 76.3 12 3.0 _(OK 2 1.00 160 40.716 57 11.7 su It 2.8 OK 3 1.90 2.70 30.537 39 16.0 38..5 6 23 u OK 4 2.50 2.10 13.751 l8 11.4 27.1 6 20 3.5 IOK 3.10 uo 16.965 18 12.6 14.5 1 16 2.1 OKI 6 4.00 0.60 U86 6 8.7 5,7 2 10 4.7 OK 1 4.30 0.30 3.393 -3 5.7 0.0 4 8 11 OK: CONN&CilON FAILIIRII ----------------Uya-ElcJo. DqJib Td F, FS,. OIECC No. z {OJ) 111) 1\N!Jnl (IJN/m) I 0.10 4.50 35 14.62 2.4 IO.Kl 2 1.00 3.60 ;lg 21.73 1.4 0 3 1.90 2.70 23 16.01 U K 4 2.50 110 20 IIA5 1.7 5 3.10 UO 16 12.60. 12 K 6 4.00 0.60 10 8.72 1.1 1 4.30 o.JU 8 5.74 M _:_1010 VI J..OCALOVIIRtURINOANQCiti!ST10PPLINO Uya-Elev. DqJib 4W.., 6Xooo M,., t. T.,a)J Sum ,....., ....... FS,. CHECK Na. .. TuK)J .. .. (OJ) (Jill d
PAGE 244

N w Q\ INPUT VALUES soo..s y,-ILl kNim' H.-... 30 depecs H c;0 y..,.-JU kNim' L.-.... 30 dear-t...-q, 0 .,. y,111.1 kNim' P DYNAMIC STABILITY CALCULATIONS BY NCMA METHOD CALCl.JIA'IFD VALUES WALL WAU.. STATIC 8.15 metcn w.52.0 kN!m K ... (lm)0.28 4.6 mcterll 1-\-4.6 meten K ... (CII.t) 0.27 11.15 kNim' N, 31 -O.S8 0.6 meters N-.. 31 b1.54 0.31 meters a.-20.0 deareea c 0.31 3 w,-52.0 kNim d1.34 OBNERAL e 1.6S +r-31 dqrccs 6, 30.0 dqp:ea a..aa-54.9 dqrea c, 0 a,-20.0 dqp:ea SEISMIC ... 5.14 kN/m A 0.2 REINFORCEMENT 30 detJcea Ct.-0.64 ... 5.14 kNim c.1 A..-30 cletP'ea --------EXTERNAL SEISMIC ST ABll..ITY CALCULATIONS (NCMA METIIOD) INPUT VALUES ._. 2.11M!cn .......... ua PS..-1.1 FS.-1.1 CALCULATED VALUES (GENERAL) (OVERTIJRNINO) w,-190.3 kNJm WI'-147.0 lcN/m x.-0.42 meten 0 kN/m 0 kN/m x.-1.12 meters w-. 242.3 kNim b-4.6 metcn Xp2.31 metcn Pa 19.9 PABH 55.09 kN/m M"' 368 kN-mlm (BASE SLIDING) R,119.9 kNim FS, 1.17 (OK) DYNAMIC k,.(ext) 0.1 k0 (int) 0.25 9 (ext) 5.7 detl=s e (lnt)14.0 dqrees K .... 11nt) 0.48 KAB(ext) 0.3S KAR(int) 0.26 KAH(ext) 0.24 AK.,.(Int) 0.21 0.07 K-. (lnt) 0.46 KAlil (axt) 0.31 0.20 0.06 hp-4.60 meten ha-2.30 meten Mo138 kN-mlm rs .. -2.66 (OK)

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N IJ,.I -..1 INTERNAL SEISMIC STABll.ITY CALCULATIONS (NOoiA ME1IDl) n.PS,. F!, n.-,__ .... I 2 3 4 6 7 9 ,__ .... I l l 4 6 7 I 9 .._ No. I 2 l 4 6 7 I 9 1 0 1.1 1 1 I. I ... !Ill 0.10 1.011 ... 1JII Ull 3 .60 4 .00 uo us lllov. 0 .10 1.00 !.to 1JII Ull l.AO 4 .011 4 .l0 us l!lov. IIIII 0 .11 1.011 Ull 1JII lJO 3 .40 4 .00 4.30 us 0.,. 1111 ... lM 110 110 ... uo .... I.JI 1.15 .... .. 4JO l .to l .OI :ua IJO uo o .to 0 .:10 0 .15 (Ill 4JO 3 .60 ].1111 1 .40 IM l.lO O .to 0.30 o u INPUI' v AU.IIS 1'1, n..-1.1 1.1 1.1 -,_, AW .. ... .........., Alii ,: s. !Ill -4.33 us Ul 11.1 3.61 0.75 1.41 13.7 3.011 o.eo 6 .79 u 2.60 0.60 6.79 7.l 1.10 0.60 6 .19 '" 1.20 0.611 6.'19 3.6 0 .61 0.45 UP IJ 0.34 O D 2 .54 0 4 1.11 Ull 2J4 0 1 PUJ.Cl1l"F AUIU! 4 o r_, !Ill IIIII 1.1 1.1) 14Ji Ill 1.1 IJ' 67. 8 n u 1.16 "" u o.n 4S.J1 l6 u 0.51 ll.IM 14 .Ui 0.19 l2.56 u u t.oP !Ill 9 4.5 1.10 s ... u l.DO l.ll -liW..., liW',.. W'o ""-n.w.l So.liO 143.11 0 I 40.71 115.01 II 3!.93 0 u 27.14 7UO 0 10 10.36 57.53 0 I UJ7 !1.35 0 6.79 19.11 0 ] 3.39 9J9 0 1 1.70 4.19 0 I r,., r, l.l IHI 4.1 19.91 4.l 14JI s.o 13.12 u 12.13 6Ji 11.14 ,,4 U3 u 3.to 3 0 ].76 F, FS, 15. 6 u 19. 9 3.9 14. 1 3.3 ll. l u IU 1.1 11.1 1.1 l.l 1.1 3 9 l.l 3J 1.1 .. ,_ (Ill .., 59 3 6 41 3 31 1.4 22 IJ I& l.l I 0 6 l 0.3 l O .IS I r.U 6 19.9 14.1 13.1 12.1 IIJ u 3 9 3.1 CIECK I v_ .... OEC ca:M'III lS 141 1 1 19 liS 1.0 OK 15 f7 l.l i 22 19 u II .. l.J 14 53 4 0 10 34 5.7 'Ole I lO 7 ] (OIQ 7 u 10.9 lOKI

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N """ 00 No. I 2 J 4 ' 7 I I No. I 2 3 4 6 7 I ___! '-No. I 2 3 4 5 6 7 I mo.. _1!!11 G.IO '1.00 1.60 1JD :uo 3 4 .00 4.30 4 .45 Elot. Cal 0.10 1 .00 l.:ID 2.10 3 40 4 .00 uo mo.. !Ill 0 .10 1.00 1.60 2.20 210 3 4 .00 4JO 4 .4S Dopdo I !Ill 4JI 3 .60 3 .10 1.41 1 IJI .... Q.JO 0 ,., """' _111!} 4 .50 3.110 3 .UI 3.41 IM IJI 0 .61 O.JI --_Q.IS lloJ'* ll 4Jll uo ).00 1.41 1.10 1.20 0 .61 0 .30 ou MERPACI! SUlNI .IIW-,_ F, -s... r, tm'al !I
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N w \0 INPlTT VALUES SOILS y, IUkN!m' H,. ... 30 dqreca H c, r. l\-IU kNim' L..-Jl dqrccs ""- .. y,-18JIIcNim' DYNAMIC STABILITY CALCULATIONS BY NCMA METHOD CALClJLA TED VALUES WAll. WAU. STATIC 0.15 metc::n w.,2.0 lcN/m KA (lnl)0.28 .... meten H.4.6 metcn 0.27 11.85 kNim' N ll -0.,8 0.6 meten N. 31 b1.'4 O.JO metcn a.-20.0 deaJees c 0.31 J dear-w.-,2,0 lcN/m d 1.34 o dcarea GI!NERAL e 1.6' JO defJca lito-30.0 degrees llAI!-S4.9 dqrecs er 0 a.SEISMIC .. !I.IW lcN/m A G.lS REINFORCEMENT Jl de!lrea c.-0.64 ... 5.1W kN/m c..-I ,___ 30 dqrees --------EXTERNAL SEISMIC ST ABIUTY CALCULATIONS (NCMA METIIOD) INPlTT VALUES r_ U metcn mll-m O.ri*H FS,-1.1 FS..-1.1 CALCULATED V ALUI!S (GENERAL) (OVERllJRNING) w,-190.3 kN/m w,-0 kNim W, 242.3 lcN/m Pa 24.9 (BASI! SLIDINO) R.-139.9 lcN!m FS, I. 71 (OK) WI'-w,--h PAIIH-147.0 kN/m 0 kNim 4.6 meten S6.91 lcN/m x.-0.42 x.-1.82 meters x.-2.31 meters Ma 368 kNmlm DYNAMIC k.(ext)-0.12' k,.(int) 0.3 0 (crt)7.1 de!P'ees 0 (int) 16.7 dC&JCCS KAE1int) 0., .. Ku(ext) 0.37 K...,(lnt) 0.26 KAR(crt) 0.24 .11{ ... (lnt)0.27 0.09 KAER (int) 0,,2 KA111(m) 0.33 ... (tnt) 0.26 Al4..ot ( CDCI) 0.08 11,-4.60 meten hm 2.30 meten Mo ISS kN-m/m rs.-l.JI (OK)

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INTERNAL SEISMIC STABILITY CALCULATIONS (NCMA MBTHOD) INPUT VALUES FS. 1 0 FS,. 1.1 Fs .. -1.1 PS, 1.1 PS.. 1.1 PS.. 1.1 FS, 1.1 MINIM\JM IU!INPOitCEMI!NT STIU!NOlH ..,.,. EIGv. Doplh Middle T.._, 4W.; P.o F.,., fo No. Tr.._.,. Ana Dopllo ... s.. _im] I I (m) (II!)_ (kNhl!) tl lml I> (Uollno') ltN/m) (IIN/wl) I 0 .10 4.50 1.1 2 .13 14.6 I3J 16.6 u 2 1.00 3 .60 1.1 1.$5 67 .61 77 21.6 3.6 3 uo 3 .00 1.1 1.16 41 16. 4 2 .!1 4 2.20 2 .40 1.1 0 77 45.11 26 15. 6 1.6 1.10 1.10 l.J 0 61 33.14 17 14. 9 1 1 6 3 .40 1.10 u 0 79 1H6 ll 10.7 1.1 1 3.70 0 .90 3.7 0.69 16.91 9 6.9 l.J 4.00 0 .60 4.1 0.19 11.21 7 6.7 1.1 9 4JO O.JO 4.1 1.40 ,,64 6 u 1.2 10 4 .45 0.15 6.1 2.60 _QL_ 1.1 T,_ lkl'l/!!l) 16. 6 11.6 lfl 4 13. 6 10. 7 6 9 6 1 4 9 4.1 CHI!CK (Of() 1010 lOki oiQ 0 0 0 -/010 OICI

PAGE 249

INTERNAL SLIDING La)C' Elcv. Depth AWo4"' w, A.PIIIloil h.. p-v,.,.l FS,. CHECK No. z (m) (m) (kNim) (kN/m) (kN/m) (kN/m) (m) (kN/m) (kN/m) (kN/m) I 0.10 4.50 S0.90 143.12 0 24 4 5 63 35 143 1.6 (_OKl 2 1.00 3 .60 40.72 m.06 0 19 3.6 29 liS 1.8 (OK) 3 1.60 3 .00 33.93 95.11 0 16 3 )4 zs 97 1.9 (OK) 4 2.20 2.40 27.14 76.70 0 13 2.4 24 12 79 2 1 (OK) 5 2.10 1 10 20. 36 !17.53 0 10 1.8 16 Ill 66 2.6 (_OK_l 6 3 40 1.20 13.37 31J5 0 6 1.2 10 14 53 3.3 (OK) 7 3.70 0.90 10.11 2L76 0 5 0.9 7 12 42 3.6 (OK) 4.00 0.60 6.79 19.11 0 3 0 6 4 10 33 4.4 I OK) 9 4 .30 0.30 3.39 9.59 0 2 0.3 2 8 21 6.1 (OK) 10 4.45 O.H 1.70 4.79 0 I 0.1!1 I 7 16 9.2 JOK_l IN1ERPACE Sl.IDINO Elcv. Depth AW...., F 1 511111 S...l Voe"' FS. CHECK No. z F1 above lntarfBce (GI) (m) (kNim) j_kN/ml_ (kN/m) _(_kN/mj_ 1 0 .10 4.!10 50.90 101 16.6 102.4 13 3!1 2.6 OK 2 1.00 3.60 40.72 77 21. 6 10.9 29 3.!1 _10__!9_ 3 1.60 3.00 33.93 62 16. 4 64.5 8 25 3.1 (_<00_ 4 2.20 2.40 27.14 41 15.6 48.1 I 12 2.1 (OK) 5 2 10 1.10 20.36 35 14 9 33.9 1 11 2.4 (OK) 6 3.40 1.20 13.57 23 10.7 23. 3 4 14 3.9 (OK) 7 3.70 0.90 10.18 17 6.9 16. 4 3 12 3.4 (OK) 4 00 0.60 6.79 II 6.7 9 7 3 10 2.9 (O!C) 9 4.30 0.30 3.39 4 9 4 8 2 I u (OK) 10 u.s O H 1.70 3 4.11 0.0 3 7 2.1 (OK)

PAGE 250

t,) N lAyer No. I 2 l 4 .5 6 7 9 10 Layer No. I 2 3 4 6 7 9 _10 EJev. (m) 0 .10 1.00 1.60 2.10 2.80 3 .40 3.70 4 .00 4 .30 4 .4.5 F.lev. (m) 0.10 1.00 1.60 2.20 2 .80 3 .40 3.70 4 00 4.30 4.4.5 CONNECTION FAILURE I Ta F1 FS,. CHECK z (m) (kNim) (kNim) 4 .50 3.5 16 .55 2 1 (OKJ 3 .60 29 1.4 {OK) 3 00 2.5 16.40 1.6 (OK) 1 40 22 1.5.64 1.4 (OK) 1.80 II 1"-19 1.2 (OK) 1.20 14 10.67 1.3 (OK) 0.90 11 Ul 1.7 (OK) 0.60 10 6.69 1..5 (OK) I 0.30 8 4 .90 1.6 {OKl o.u 7 4 .79 1.4 (OK) -----UX:AL OVERruJUNO AND CREST TOPPLING Depth AWII(ol M.c.l Ta TaXYJ Sum z T,.:r>'l above (kNim) (01) (kN-mfml (kNiml depth z (m) !kN-mlml 4 .50 0 .41 21 3.5 3 .52 3.59 3.60 41 0.39 16 29 29.3.5 330 3.00 34 0.37 13 2.5 40.69 219 1.40 17 0.36 10 22 47.33 242 1.10 20 0.34 7 18 49.26 193 1.20 14 0 .33 4 14 46 .50 146 0.90 10 0.32 3 12 43.3.5 103 0 60 7 0.31 2 10 39 .03 64 O .JO 3 0.)0 I 33.54 30 --2 0.30 I --_1. 30 .3S 0 Y-J FS.,. CHECk (01) !kN-mlm 2.61 24.5 1..5.5 (OK) 2.0.5 1.53 2.27 (OK) 1.66 104 2.90 (OK) 1.30 6.5 3.8.5 1_0Kj_ 0.95 36 5 .53 (OK) 0.62 16 9 .56 (010 0.46 9 12.09 (OK) 0 .31 4 17.01 _(OKJ 0.1.5 I 32.79 (OK) 0 01 0 2.14 (01(}

PAGE 251

N .j:o. w DYNAMIC STABILITY CALCULATIONS BY NeliA METHOD INPIJI' VALVES SOILS WALL WALL y,JILl kNim' H..-0.15 melen Ww S2.0 kN/m ... 31 dqrcea H 4..6 meten H.-4.6 meters c,-0 y.18.15 kN!m' N,.-31 ,.,. lUI kN/m3 L..-1.6 meten N. 31 .... 0.30 metenl &.-20.0 depeca Ct,-0 -Jdqrees w.S2.0 kNim rr-lUI kN/m3 ..._ GENERAL .,_ JO dqrces &.-30.0 de)l!eell cr-0 20.0 dcpecs SEISMIC ... 5.114 kNim A 0.29 REINFORCEMENT A..-31 dcpecs .c .. 0.64 ... -5.114 kNim c.-I ).,.-JO dqrces EXTERNAL SEISMIC ST ABU..ITY CALCULATIONS (NCMA MF:IlfOD) INPIJI' VALVES L.a 2.1 metc:n mlalm-0.6H rs..-1.1 FS..-1.1 CALCULATED VALUES STATIC K. (lnt) 0.21 KA (ext)= 0.27 -O.SII b l.S4 c 0.31 d1.34 e 1.65 au 54.9 dqrees CALCUUTED VALUES (GENERAL) (OVERTURNING) W1 190.3 kN/m W 0 kNim W, -242.3 kNim Pa 28.9 (BASE SLIDINO) R.-139.9 kN/m FS.. UO (OK) w,-w.hPAIII-147.0 kNim x.-0.42 meters 0 kNim x.-1.82 metcn 4.6 mcten x,-2.31 mctcn S8.S8 kNim Ma 368 kN-mim DYNAMIC k,(ext)-0.14S k, (lnt)-0.336-4 e (ext)8.3 degn:eo e (int)I 8.6 dep-ees KABcinl) 0.60 KAB(axt) 0.39 K.ut(lnt) 0.26 IC.AH(CDI.I) 0.24 0.32 4K..,. (ext) 0.11 K..,(lnt) 0., KAI!H(axt) 0.34 0.30 t.KmrR(ext) 0.10 11,-4.60 metcn ha.-2.30 meten 168 kN-m/m rs .. 2.19 (OK)

PAGE 252

t INTERNAL SEISMIC STABILITY CALCULATIONS (NCMA METHOD) INPUJ' V ALUBS PS, 1.0 PS, 1.1 FS,. 1.1 FS.,. 1.1 FS.U 1.1 FS.. 1.1 PS, 1 1 MJNIMUM REINPORCJ!MIINr STRI!NOTH Lolya m... Doplll Mldllo r......,. /i.W_. ,_i F.,_, F, No. z T......., Ana (.lopm ... s.. il (} (m} _f!!!l_ (kN/Inl J1
PAGE 253

INTERNAL SLIDING Elcv Depth !J.W'I(II) W'a !J.PII(D) h,. P41111(,.l v""') Fs. CHECK No. z (m) (m) (kN/m) (kN/m) fkN/m) (kNim) (m) (kNim) (kN/m) (kN/m) I 0.10 4 .50 50.90 143.12 0 28 4.5 66 35 143 1.5 (OK) 2 1.00 3.60 40.n I 15.06 0 23 3.6 47 29 115 1.6 OK) 3 1.60 3.00 33.93 95.88 0 19 3 36 25 97 1.8 OK) 4 2 .20 2.40 27.14 76.70 0 15 2 4 27 22 79 1.9 OK) 5 2 .10 1 .10 20.16 57.5) 0 II I. I 18 18 64 2.2 OK) 6 3.10 1.50 16.97 47.94 0 9 u 14 16 56 2 4 (OK) 7 3.40 1.20 13.57 38.35 0 l.l L1 14 so 2 7 (OKJ 3.70 0 .90 10.18 21.76 0 6 0.9 a 12 43 3.2 COKI 9 4 .00 0.60 6.79 19.11 0 4 0.6 5 10 34 4.0 (OK) 10 4.30 0.30 3.39 9.59 0 2 0.3 2 8 22 H (OK) 11 4.45 0.15 1.70 4.79 0 1 0.15 I 7 16 8.2 (OK) INTERFACE SLIDINO VI lA )'a' Elov. DqJch 4Ww(J! PAIRCIII F, Stm Sw.ol voo(JII FS. CHECK No. z F, ..... inlaf-Cml _lm) (kN/m) (ltNiml (kN/m) (kN/ml (kN/m) (kNiml I 0 .10 4.50 50.90 110 17.3 113.4 14 35 2.5 (OK 2 1.00 3.60 40.n 16 22.9 90.5 9 29 3 2 (OK 3 1.60 3.00 33.93 70 17. 7 n.8 9 25 2.9 (OK 4 2.20 2.40 27.14 17.1 55.7 9 2l l..S (OK 5 2 .10 1.10 20.36 40 12 .S 43.2 4 II 4.3 (OK) 6 3.10 1.50 16.97 33 l.l 35.0 4 16 3 8 (OK) 7 MO 1.20 IJ.57 26 8 0 27. 0 4 14 3 4 (OK_l_ I 3 .70 0 .90 10.11 20 7 9 19.1 4 12 J.O (OK) 9 4.00 0;60 6 .79 ll 7 7 11. 4 4 10 2.S _iOK)_ 10 4 .30 0.30 3.39 6 5 7 5.6 2 8 4.1 (OK) ____l! '----4.4.5 o u -1.70 ____ l L__ 5. 0.0 -4 7 1 8 (OK)

PAGE 254

OONNECTION FAD..URE Elev. lleplb F, FS, CHECK! No. z I (m) (m) (kNim) (kWm) I 0.10 4.50 3' 17.34 2 0 OK) 2 1.00 3.60 29 21.19 1.3 OK) 3 1.60 3.00 2S 17.69 1.4 OK) 4 2.20 2.40 22 17.14 I.J OK) 2.10 1.10 II 12.SO 1.4 OK) 6 3 .10 1.50 16 1.16 1.9 01( 7 3.40 1 .20 14 1.02 1.7 OK I 3.70 0 90 12 7.11 1 .5 OK 9 4.00 0 .60 10 7 .74 1.3 OK 10 4.30 0.30 8 5 .72 1.4 OK II 4.45 0 .15 7 5 .64 1 2 OK) I Q\ LOCAL OVERn.JRno.IO AND CREST TOPPLING 1.-ya-Elev. Dqlth t.WIICOI M...l T,. Sian y.,o(oj Mow FS... CHECK No. z T,.x>'l abow depth z (m) (m) (kWm) (m) (Jc11Hntm) (kN/m) i
PAGE 255

N -...1 DYNAMIC STABILITY CALCULATIONS BY NCMA METHOD INPIJf VALUES SOILS WAU. WAU. y,-20.0 kN/m1 H.-1.15 meters w .. 52 0 kN/m ... J5 deFees H U meten Ho.-4 6 meten c:.-0 r.-11.15 kNha1 N,31 .,.. IU kN!m1 L..-8.6 meren N..31 lO cletr-L,-o.3t mecen a,-23.3 dqrecl 0 -Jete..,... w,-52.0 kN/m .,,-18.8 kN/m1 P0 .x.,._ GENERAL +r-lO depeea a..-30.0 dear-c:,-0 &.-23.3 dew-SEISMIC .. 5.114 kN/m A 0.1 REINFORCEMENT A.-c.-0." ... 5.114 kN/m c.-I lO dqvca -EXTERNAL SEISMIC STABILITY CALCULATIONS (NCMA METHOD) INP1JT VALUES I.- 1.1 meten JDI.W. 0.6*H FS,1.1 FS.o-1.1 CALCULATED VALUES STATIC K,. (lnt) 0.22 K,. (ext) 0 21 -0.70 b 1.28 c 0 .37 d-1.43 e 1.73 uu ". 8 dqp-eea CALCULATED VALUES (GENERAL) (OVERTIJRNING) w,-202.4 kNim .,6.4 kN/m x.0 42 meters w,-0 kN/m W,' OkN/m 1 82 mcten w,254.4 kNim h 4.6 meters x.-2.31 metaw Pa 10. 4 PAllA-51.68 kN/m Ma-390 kN-mlm (BASE SLIDINO) R.146.9 kNim rs..2.37 (OK) I DYNAMIC lc,(ext)-o .os kr. (lnt) 0.135 8(ext)a (lnt)-7.7 desr-K..a(lnt) 0.31 Ku(axt) 0.31 K.u!(lnt) 0.21 KAR(ext) 0.24 0.01 Me..,. (ext) 0.03 KUH(Int)-0.29 KAIII(ext) 0.27 0.01 0 03 ___ .... UO mcten "--2.30 meten Mo-107 kN-mlm rs .. 3.65 (OK)

PAGE 256

00 INTERNAL SEISMIC ST ABD.JTY CALCULATIONS (NCMA MEllfOD) INPliT VALUES FS, 1.0 FS,. 1.1 FS,. 1.1 FS..o-1.1 FS..-1.1 FS. 1.1 FS..-1.1 MINIMUM REINFORCEMENT STRENGTH l...ayer Elev. Depth Middle Trlbulmy AW.,. F.; F, No. z Tn"bulory Area Depth 7.1 So! {m) (m) (m) (ml .(kN/m) (kN/m) (kNim) (kN!m) I 0.10 .so 4.33 0.55 6.22 10.0 0.9 11.77 2 1.00 uo 3.60 0 .90 10.18 13.6 2.2 17.14 l 1.90 1.70 2.70 0 .90 10.11 10.2 2.9 14.50 4 2.10 1.10 1.10 0 .90 10.11 6.1 3.7 11.16 5 3 70 uo 0 .91 0.75 1.41 3.1 3.7 7 .17 6 4.30 11.30 Ut 6.7! L_ 0.1 3 3 PUU.OliT FAILURE t...yer Elev. Depth 1., L.., "" r,..; F, FS,. No. z (m) (ml (m) {_Ill) (kN!m2 ) (kNim) .{kNiml_ I 0 .10 4.50 1.1 2.14 90 173 11.8 10 2 1.00 3.60 1.1 1.62 72 10!5 17.1 6 1 3 1.90 2.70 1.1 1.10 54 53 14.5 3 7 4 2.10 1.10 1.1 0.51 36 19 11.9 1 6 5 3.70 0.90 3.3 0.57 II 9 7.9 1.2 6 4.30 0.30 4.1 1.02 6 5 5.0 1.1 r ..,., (kN/m) 11.1 17.1 14.5 11.9 7.9 5 0 CHECK (OK) (OK) (OK) (OK) (OK I (OK)

PAGE 257

INTERNAL SLIDING U)oer Elcv. Depth AW_, AW'I(II) W', ha v,. .. FS,. CHECK No. z (ml _(m) (kNim) llcN/m_l _ikN/m) (kNim) lm) (kN/m) (kNim) (kNim) I 0 .10 4.50 50.90 153.00 0 10 53 3S 174 2 8 (OK) 2 1 .00 3 .60 40.72 122.40 0 8 3 6 l5 29 140 3 2 (OK) l 1 .90 2.70 30..54 91.10 0 6 2.7 21 23 107 3 9 (OK) 4 2.10 1.10 20 36 61.20 0 4 1 8 II 18 73 s o I OK) 3 .70 0 90 10.18 30 .60 0 2 0.9 4 12 46 8 1 (OK) 6 4.30 0 30 3.39 10.20 0 I 0.3 I 8 23 15.0 (OK) INlERFACE SLIDING "' U)oer Elcv. Depth AW_, ,_, F, Sum s--. FS,. CHECK No. z F, 8bovc iDicrDco (m) (m) (kN/m) (kN/m) (kN/ml (kN/m) (kN/m) (kN/m) I 0.10 4..50 50.90 59 11.8 .56.4 10 35 3.7 (OK) 2 1.00 3.60 40.72 42 17. 1 39.2 8 29 l.li (OK) 3 1.90 2 70 30.54 21 14.5 24.7 7 23 3.4 (OK) 4 2.10 1.80 20.36 16 11.9 1'2.9 6 18 l.1 (OK) 5 3 .70 0.90 10.18 7 7 9 5.0 3 12 4.0 _{OKJ 6 4.30 0.30 3.39 2 5.0 0.0 2 8 3.3 (OK)

PAGE 258

N Vo C> La)'IW No. I 2 l 4 5 6 l..ayer No. I 2 3 4 5 6 Elev. lml 0.10 1.00 1.90 110 3.70 4.30 Elev. (m}_ 0.10 1.00 1.90 2.80 3.71> 4.30 CONNEcnON FAD..URE l>
PAGE 259

N VI DYNAMIC STABILITY CALCULATIONS BY NCIIA METHOD INPlJT VAUJES so u.s WAll. WAll. y,20.1 kN/m1 H.-0.15 nteten w.-S2.0 kN/m .... J5 dqrca H }\ 4 6 meters c,0 y.ta.e kNim1 !"\31 .,. 18.1 kN/m1 L.-1.6 mecan N. 31 .... o.JO met.en 6,-23.3 depeee q, 0 D J decroea wh52.0 kNim ,,-18.1 kNim1 p-0 cSearea GENERAL +r-JO dqJreee a..-30.0 dagrea c:r-. 0 s.23.3 clesreea SEISMIC .. 5.114 kN/m A 0.1!1 REINFORCEMF.NT A.-JO ciearua c.-ow ... 5.14 kN/m c.-I A..-JO clc9'em EXTERNAL SEISMIC STABILITY CALCULATIONS (NCMA MEntOD) INPUT V AL.UES I... 1.1 meters -m 0.6H FS.o-1.1 FS..-1.1 CALCULATED VALUES STATIC K,. (lnt) 0.22 K. (ext) 0.27 -0.70 b1.21 c 0.37 d-1.43 e 1.73 a.,. 57.8 dewees CALCULATED V AL.UES (GENERAL) (OVERTIJRNINO) w, 202.4 kNim w,-0 kNim W, 234. 4 kN/m P111. 15. 6 (BASE SLIDING) R. 146 9 kN/m FS.. UJ (OK) WI'-w,-hPAI!II 156.4 kN/m x..0.42 metcn 0 kNim x.-1.82 metcn 4 6 metc:n x.2.3 I ntetcn 53.32 kN/m Ma-390 kN-mlm DYNAMIC k,(cxt)-0.075 lc, (lnt) 0.19S e (ext)4.3 degrees e (int) 11.0 cletiJee! KAB1int) 0.35 KAB(ext)-0.33 KMt(lnt) 0.21 K .u.
PAGE 260

N .... N INTERNAL SEISMIC STABILITY CALCULATIONS (NCMA MElliOD) INPUT VALUES FS.. 1.0 FS,.-1 1 rs,.-1.1 FS..-1.1 FS,. 1.1 FS,.-1.1 FS,. 1.1 MINIMUM REINFORCEMENT S'TRF.NO'rn I! lev. Depth Middle Trlburory !1W,. F.; F.,,l F1 No. Tribul.ory Ami Depth Z,; 5.t (m) (ml (m) (Ill) (kN/m) (kN/m) (kN/m) (kN/m) I 0.10 4.50 4.33 6.22 10.0 u 12.67 2 1.00 3.641 3.60 0.90 10.11 13.6 3 4 3 1.90 1.71 2.70 0 90 10.11 10.2 4.6 16.74 4 2.10 1.10 1.10 0.90 10.11 6 1 S 7 14.S3 s 3.70 ua I. OS 0.60 6.79 2.6 4 5 1.46 6 4.00 0." 0.60 0.30 3 .39 0.8 2 4 3.16 1 4.30 o.Je 8.13 OA5 Hl9 0.4 3 9 PUU.OUT l' AlLURE Layer Blev. Depth 4 l..,u a.. r,...1 F1 FS,. No. z (m) (m) (m) (m) (kNim') (kN/m) (kN/m) I 0.10 4.50 1.8 2.14 90 173 12.7 13.6 2 1.00 3 60 1.8 1 .62 12 11.9 '' 3 1.90 2.70 1.8 1.10 16. 7 3.] 4 2.10 1.10 1.8 O SI 36 19 14. 5 1.3 3.70 0 90 3.4 0.67 18 II I.S 1.3 6 4.00 0.60 .u 0.49 12 s 3.9 1.4 1 4.30 0.30 u 1.12 6 6 1.1 T.t.,.l (kN/m) 12. 7 18. 9 16. 7 IB a.s 3 9 S l CHECK (OK) (OK) _tOKj_ (OK) (OK .to_K (OK

PAGE 261

N VI o..J layer No. I 2 3 4 6 7 i..a)e' No. I 2 3 4 6 7 EIDV. (m) 0 .10 1.00 1.90 2.10 3.70 4.00 4.30 Elev. (m) 0.10 1.00 1.90 2.80 3.70 4 00 4.30 J)qJih z (m) (kNiml 4.SO :50.90 3.60 40.72 170 ]0,,. 1.10 20.36 0.90 10.11 0 60 6.79 0 30 3.39 DGpch Aw,.,., z: (m) (kN/m) 4.:50 S0.90 3.60 40.n 2.70 30.54 1.10 20.36 0.90 10.18 0.60 6 79 0 .30 3.39 INfERNAL SLIDING AW'.,._, APia(IIJ .... P,....., vu(,., FS,. CHECK (kN!m) @Urn) l_kN/m) (m) (lcN/m) (l.N!m) (kN/m) 1S3.00 0 56 174 2.4 lOKI 122.40 0 12 3.6 31 29 140 2 1 (OK) 91.10 0 9 2.7 24 23 107 3.3 (OK) 61.20 0 6 1.8 12 II 73 3.9 (OK) 30.60 0 3 0.9 12 47 6.2 (OK) 20.40 0 2 0 6 3 10 33 7.1 (OK) 10.20 0 I 0.3 I I 23 10. 6 (OK) INffiRFACE SLIDING P.....,., F1 Sum s-:., v"'"' FS. CHECK f1 lbove l....n.:e (k!'l/m) (kN/m) (kN/m) (kNim) (kN/m) 61 12.7 67.9 10 3S 3 4 (OK) so 18.9 41.9 9 29 3 2 OKJ 34 16.7 32.2 8 23 2 9 21 14.:5 17.7 7 II 2 S OK) 9 a.s 9.2 2 12 :5.8 OK) 6 3.9 :5.3 2 10 .S. I lOKJ 3 S.3 0.0 3 I 2.2 (OK)

PAGE 262

CONNECilON FAILURE Layer Elcv. Depth T,. Ft FS,. CHECK No. z lllll (m) (kNim) (kNim) I 0.10 4.50 J5 12.67 2.8 (OKJ l 1.00 3 60 29 18 .95 l.S (OK}_ 3 1 90 2.70 23 16.74 1.4 JOK_l_ 4 l.IO 1.10 II 14.Sl 1 2 (OK) s 3 .70 0.90 12 8 46 1.4 (OK) 6 4.00 0 60 10 3 16 2.S (OK) --_7 0.30 1.3 (OK) LOCAL OVERnJIUNG AND CREST TOPPLING N Laytr Elev. Depdt AW"'., .. M..., T,. Taxn Sum l'4roeoJ M ., Fs... CHECK No. z lbow: dcptlu. (m) (m) (kN/ml (m) (kN.m/m) (kNim) I (kN-mlm) (m) (JcN.m/m) I 0.10 4 .50 51 0 .41 21 3.5 3.,2 239 2.61 147 1.71 (OK) 2 1.00 3.60 41 0.311 16 29 29.35 210 2.05 89 2.51 (OK) 3 1.90 2.70 31 0.37 11 23 16.5 1.41 47 3.12 j_OK_l 4 2.80 1.80 20 0 .34 7 18 49.26 116 0.9.5 20 6.20 (OK) s 3.70 0.90 10 0.32 3 12 43.3.5 73 0 .46 16.33 (OK) 6 4 00 0.60 7 0 .31 2 10 39.03 34 0.31 2 17.67 (OK) 7 4.30 0.30 3 -O.JQ_ IL8 33.54 0 0.15 0 2 09 (OK)

PAGE 263

N VI VI DYNAMIC ST ABll..ITY CALCULATIONS BY NeliA METHOD INPUT V AWES CALCULATED VALUES son.s WALL WALL STATIC y,-H.O kN!m' H.-_, w.52.0 kN!m K_. (lnt) 0.22 +.-J5 .tep._ II u lllCICn .... 4.6 mo1en K .. (exl) 0.27 c.-0 y.-JU5kNim1 N.-31 -0 70 y, IU kN/m1 ._. u lllCICn N.-31 b1.28 .... 30dearca Lw-CUI meteB a.23.3 dcp:l c: 0.37 q. 3 de1J111C11 w,-n.o kNim d1.43 y,11.8 kNim' p-Ode.-GENERAL e 1.73 ... 30 dep!o a.-30.0 dqreea aAI! 57.1 c:r-0 11,-SEISMIC .. 5.114 kN/m A O.l REINFORCEMENT A.-lO do(pus c.-G.64 .. kN!m c..-I >...----------EXTERNAL SEISMIC SI'ABll..ITY CALCULATIONS (NCMA ME1HOD) INPUT VALUES I..... 2.1 meten 111ll.,. 0.6*8 1.1 Fs .. 1 1 CALCULATED VALVES (OENERAL) w,-202.4 Jdlllm w.-0 kN/m w,-25-UkN/m Pa 20.1 (BASE Sl.IDINO) 146. 9 kN/m F!l.i Ul (OK) W," h P ... (OVI!RnJRNING) 156.4 kN/m x.0.42 meten 0 kN/m x.-1.12 metcn 4.6 meten x.-2 .31 oteCG'I 55.09 kN/m Ma-390 kN..mfm DYNAMIC 0.1 k,.(lnt) 0.25 9(ext) '' dewees 8 (lnl) 14 0 dcwea K...,,int) 0.40 K_..(axt) 0.35 K""(lnt) 0.21 0.24 f.K.,. (inl) 0.11 0.07 K,...(lnt) 0.38 KAIIII (ext) 0.31 t\IC..,.,. (inl) 0.17 0 06 11,-4 60 mcten h,a-2 30 mcten Mo-140 kN-mlm FS., 2.71 (OK)

PAGE 264

N VI 0\ INTERNAL SEISMIC STABIUTY CALCULATIONS (NCMA M!THOD) rs..-1.0 n,.-1.1 FS, 1.1 PS,. 1.1 a... DopiJo No. t (m_l_ (aft I 0.10 ue 1 0.70 Ul ] 1.30 l.Jt 4 1.90 1.11 2.30 1.11 6 3.10 1.51 7 ] .10 .. ,. I 4.30 t.ll 9 4.45 LIS !..,..Eln. Doplh No z r .. l Cl I 0.10 4.30 2 0.70 3 90 3 1.30 3.30 4 1.90 2 .10 s 2.30 2 .10 6 ].10 I .SO 1 3 .10 0 90 I 4.30 0.30 9'---4.43 o.u 1NP1JT VALlES ps,.F'S,o FS.. 1.1 1.1 1.1 MINIMUM RI!INI'ORCI!MI!NT !ITRENOnJ Middlo T.......,. 4W. F,., Trl....., -Doplh ... s, (m) (kNial) (kNM) 4.40 0 .40 4.32 7 4 3.90 0 .60 6.79 9.1 3.30 0 .60 6.79 1 3 2.111 0 60 6.79 6 1 2.10 0 .60 6 .79 '-l uo 0 .60 6 79 3 1 0 90 0 .60 6 79 u 0 .41 0 31 4.24 0 6 0.11 UJ 2.34 0 1 PUUOUJ' FAILURE Lo L,.. II,; r .. (Ill} Cl (m'al') rtw.l :u 2.14 90 173 :u 1 .10 71 126 :u 1.45 66 16 :u 1.10 ,. S] :u 0 76 41 29 1t 0 .,. 30 14 J.5 0 .17 II 12 ...... 1 31 6 1 4.6 1 43 3 4 F.,., F, (kNim} M!lml 1.4 9 .93 1.7 14-lj J.S 13. 47 4.2 12. 69 4.9 11.91 5 6 11.11 6.4 10.]4 4 4 6.117 2.1 l .SO F; rs,. rtN!Nl 9.9 17. 4 14.2 1 1 13.3 6 4 12.7 4.2 11.9 1 4 11. 1 1.2 10.3 1.2 6 1 l.l 3.5 1.1 r.(kN/m) 9.9 IU u.s 12.7 U 9 11.1 10.3 6.1 H CHECit. [OIQ OIQ lOKI :OKl :OKl OK .!019..

PAGE 265

N .., -...1 l..,.er No. I 2 3 4 5 6 7 8 9 l...a)a' No. I 2 3 4 s 6 7 I 9 Elev. (m) 0.10 0 .70 1.30 1.90 2.50 3.10 3.70 4.30 4.45 Blcv. (m) 0.10 0.70 1.30 1.90 3.10 3.70 4.30 4.0 Depth z (m) (kN/m) ,0,90 3.90 44.11 3.30 37.32 2.70 30 34 2.10 23.75 16.97 0.90 10.11 0.30 3.39 L_ _1.70 Depth z (m) (kN/m) uo 3.90 44.11 3.30 37.32 2.70 30.54 1.10 23.75 .. ,0 16.97 0.90 10.18 O.JO 3.39 O.IS 1.70 INTERNAL SLIDING W'J l!.Pa(D) ha P_, v*' R.w FS.. CHECK (kN/m) _@j/IIJ}_ (kNIDI} (ml (kN/m) (kNim) (kN/m) U3.00 0 20 '' '9 35 114 2.2 (OK) 132.60 0 II 3.9 47 31 Ul 2.3 (01() 112.20 0 3.3 36 27 129 2.' lOKI 91.10 0 12 2.7 26 21 107 2.1 (01() 71.40 0 10 2.1 II 20 84 3.1 lOK) 51.00 0 7 1.5 II 16 64 3.6 (OK) 30.60 0 4 0.9 6 12 48 5.0 _j_Oig_ 10.20 0 I 0.3 2 24 LJ (OK) 5.1() 0 o.u I 7 IS 10.9 (OK) INTERFACE SLIDING p_..., F, Sum s.,., FS.. CHECK F, abcm: lntcr&cc (kN/m) (kN/m) (\N/m) CkN/m) (kN/m) 71 9.9 83.3 7 35 4.7 OK) 65 14.2 69.1 7 31 4.S OK) 53 13. 5 55.6 7 27 4.1 OK) 42 12.7 42.9 6 23 3.11 OK) 31 11.9 31.0 6 20 3.3 OK) 21 11.1 19.9 s 16 2.9 OK) 12 10.3 9.6 12 2.J OK) 4 6 1 l..S I 6.6 (OK) 2 3 5 0.0 2 7 2.9 (OK)

PAGE 266

N VI 00 layer No. I 2 3 4 !I 6 7 9 No. I 2 3 4 6 7 a 9 Elcv. (m) 0 .10 0.70 1.30 1.90 2.50 3.10 3 .70 4 30 us Elcv. (m) 0.10 0.70 1.30 1.90 3 .10 3.70 4.30 us CONNBcnON FAILURE Ocplb T" F, PS,. ameKI % (m) (kNim) CkN/m) I JS 9 93 J S OIQ 3.90 31 14.2!1 2.2 OK) 3.30 27 13.47 2.0 OK) 2.70 23 12.69 1.9 OK) 2.10 20 11.91 1.6 OK) I. SO 16 11.12 1.4 OK) 0.90 12 10.34 1 1 I OK) 0.30 6.07 l.l 1010 O .IS 7 3 .!10 2.0 (010 LOCAL OVER.TUIUNO AND CR.EST TOPPLING Depth 4Wio(a) T,; TaX)') Sum z Tdli>'J abcm dcplhz (m) (kNJm) (ml (kN-m/m) (kN/m_l (kN-m'm) 4.!10 Sl 0 .41 21 35 3.52 307 3 90 44 0.40 II 31 21.91 285 3.30 37 0.38 14 27 35.60 249 2 .70 31 0.37 II 23 44.59 20!1 2.10 24 0.3!1 I 20 41.11 1!16 uo 17 0.34 6 16 48.47 107 0 .90 10 0.32 l 12 43. H 64 0.30 3 0.30 I I 33.54 30 0 .15 _1 0.30 I -7 L_ Jl ----Yliyo(l Ma(ol FS... CHECK jm) !(kN-mlml 2.61 178 1.14 (OK) 2.25 131 2.31 (OK) 1.1!1 91 2.11 (OK) 1.41 60 3.62 OK} 1.12 3!1 4.66 OK) 0 78 18 6 .45 0 46 6 10.94 OK) 0.15 I 47.29 (OK) --0 3.09 (OK)

PAGE 267

N V\ '4:) DYNAMIC ST ABll..ITY CALCULATIONS BY NCIIA MEntOD INPliT VALUES CALCUUTED VALUES son.s WAll. WALL STATIC y,-zt.O kN/m1 H.-0.15 IIICICn w,.-52.0 kNim K4 (lilt) 0.22 ... 35--H 4.6 meten H,-4.6 metal K,.(et!) 0.27 c, 0 y.-UU5 kNim' H.31 -0.70 .,.-IU kNim1 L..-0.6 metcn N..31 b 1.21 .... lOdetP'ees O.JO 6.23.3 cleweca c 0.37 q, -,2.0 tN/m d 1.43 y,-IU tN/m1 pGENERAL e 1.73 .... JO depces JO.O......, a,.. S7.8 deJP"''O c, 23.3 dqJea SEISMIC .. 5.114kN/m A 1.15 REINFORCEMENT A,-ll dctlrea c.-1.64 .. 5.14 kN/m c..1 A.-lO dqpeco EXTERNAL SEISMIC STABILITY CALCULATIONS {NCMA METHOD) INPUT VALUES t_ 1.1 alden _...__ 0.6"H FS,1.1 FS..1.1 CALCULATED VALUES (OENERAL) W1 202.4 kN/m w,-0 kNim w,-2,4,4 kNim Pa 26.1 (BASE SUDINO) R, 146.9 kN/m II'S,. 1.77 (OK) w,-w.-hP..mc (OVJ!RnJRNINU) 156.4 kNim x..0.42 mat.en 0 liN/m x.1.82 mat.en 4.6 meten x.-2.31 mctm ,6.97 kN/m Ma-390 kN-m/m DYNAMIC kt.(cxt)0.125 let. (1nt)Oj 8(ext)7.1 de.-8(1nt) 16.7 de.-K481lm) 0.46 K,..(cxt) 0.37 KAH(1nt) 0.21 KAH(al) 0.24 .uc.,.. (lnl) 0.23 0.09 K4811 (lnt) 0.43 KUJt (c::xt) 0.33 M<.-(IDI) 0.22 0.01 he-4 60 meters ha-2.30 maters Mo-1" kN-mlm rs.-2.48 (OK)

PAGE 268

N INTERNAL SEISMIC STABILITY CALCULATIONS (lfCNA MEIHlD) IIPUT vALl& PS,-1.0 rs..-1.1 n,.-1.1 n..-1 1 n..-1.1 n..-1 1 f!, 1.1 ....nN IU!IIIPal ._ a... llopdo -Aw .. ..... P, .... ,... Do!* !Ill (Ill IIINoWl I 010 4.Jl o..u 6,D 10.0 1.6 14.41 l 1111 1M 3 .11G 090 111.11 13. 6 6 0 D.6J 3 1 .90 1.'11 2.'11 . 1.41 1.7 u 11 4 l.SO 1.11 l .IO 0 .60 fi.79 S.J 6J 13.66 J.IO 1 .. 1-'1 0 .4S ,.., 3.0 S.4 9.17 6 ].40 1.21 l..lO O.JG 3J9 I..S u 6.40 7 ] .70 Ul ... 0 .31 4.24 1.4 S.l 7.10 I 4 .15 1M 0 .49 O.JI 4.24 0.1 ,_, 7JI 9 4 .4S IJJ I.JJ l.ll ]J!I O.l 4 7 s.tl P\IJDUr p o\aaE ._ llopdo 1., r... T_, rs.. No. (.-I (Ill llll (Ill (lrN!Ia') -RH-l I 0 .10 4 .58 1.1 2.14 90 173 14. S 12. 0 2 1 .00 ] 61 1.1 1.61 71 lOS n 1 4.6 1 1.90 2.71 1.1 1.10 S4 SJ 11.9 1 0 4 l.JG 2.10 1.1 0 .76 Q 29 13. 1 21 1.10 ua 1.1 0.41 311 II 9 9 1.1 6 1.40 l.lll 1.t 0.34 24 1 6 4 1.1 1 1.70 uo JJI D .SJ II 9 ,.. l.l I ... 0 .4S u 1 .11 9 9 7 6 1.1 441 O.IS SA 2.41 ) 1 ' 1.1 DmlltM IUDHl .._. c..-6W.., """"'" "" "'-.. ,_ No. (Ill) (Ill l>llol (ldobU 0011'111 ll -I 0.1 4JO Jo.JD ISl.OO D 2' .., 6J 2 1.00 .60 40. 71 n 0 lO 1 6 .. uo 2.70 lO.S4 91. m D IS l.7 l9 l.SD l.l ll. n 71.4G D ll l.l lD l.JO IJO 16.91 ROll D I .., u 6 1.40 l.ll 13.J7 ... D 7 l.l 10 7 3.70 uo I OJI 30.60 0 0 9 7 I 4.U us 09 IS.lO D 3 0.0 ] 9 4.41 O.IS 1.70 S .ID 0 I D U I T,_ (ldh) 14. S n 6 17. 9 13. 7 9 9 u 1.1 7 6 S 9 OECit lit} JK: v .. .... FS.. 011:11: lkN/Iol -,, 174 2.0 l9 140 1.2 :1) 107 l.4 lO .. 1.6 .. 6l l.J 14 Sl l.l (OK 12 46 3.9 IOK. 9 Jl !.6 !OK 7 17 9 9 1011:

PAGE 269

N 0\ 14-No. I 2 3 4 6 7 I .._ No. I 2 3 4 6 7 I .._ No. I 2 3 4 6 7 I 9 !lor. (oil 0.10 UJO I .liD LSD 3.10 3.40 3.711 4.1S 4 .4S -Coli 0 .10 1.00 1 .90 lJII 3.10 uo 3.70 4.1S us !lor. (01) 0.10 1.00 ue 2-'0 3.11 3.40 3.71 4.1S 4.45 Do,lll 4W1 (II) IIIK'Iol ua !D. te uo 40. 111 30-'4 110 23.75 I.JCI 16.97 1.:10 13-'7 0.90 IG.II us S 09 0.15 1.70 I' T (,.) fiiK'Iol 4 .50 '' uo lt 2.70 23 110 :10 uo 16 1.:10 14 0.!111 ll us O.IS 7 Dopa 6W,.. (II) uo Sl 3 .60 41 170 31 2 .10 l6 I.SO 17 J.ljl 14 o.tll 10 04S 0 .15 l INI1!JUIAE SlJ[ INil p-,, -s,.. v_ FS,. at!Cit P, ...... ....... -(kNia) -(kNia) IU 91. 7 12 ]! l O .. :z:z. 69. 1 II lt 1.6 ., 17. 9 Sl.l u 3.3 37 13. 7 37.6 1 :10 23 l6 l7.7 3 16 4.1 :10 6.4 11.3 3 14 u t IS 7.1 IJj 12 1S 7.6 ,_, 3 9 23 2 0.0 3 7 2.) IIIII ,, n.. CllliCIC ClN!Io) 14.46 1 4 l .ll.U I.J (01() 17 IJ I'll UM 1 4 p U7 1.6 6.40 2 1 7MI u 7-'1 l.l Ul l.l LIJCAL OVEII.lUIINI; Nil aEST Ta'I'UN .u... t.. r ... ,.. PS.. oa::x T111aJJ -..... IIIII OH!Dl (IIIII_ 0.41 21 u Hl 321 1dl 210 1.66 fill[) G.J9 16 lt 2US 29!1 l.OS Ill l.:J9 OJ7 II 23 4U9 lS4 1 .41 7Z 3.67 (01() o.n I lO ... lOS 1 .12 0 4 M o.u 6 16 4147 ., 0 .71 l2 7 .!0 OJJ 4 14 46.50 110 0 .62 14 U4 OJ2 3 12 4US 1.46 I 9.13 OJI 2 9 36. 0 30 O.ll 1 IU!I 0..10 L__ I 7 30.35 -0 L__ 0.01 0 144

PAGE 270

N R3 DYNAMIC STABILITY CALCULATIONS BY NCMA IIETHOD JNPlTT VALUES son.s WAll WAlL y,-20.11 k:Nim1 H..-0.15 metcn w.Sl. O kNim +.-3!1 depes Ha u meters H,.4.6 metc:n c,.- y.-ILII! kNim1 Nha 31 ha ILII kNim1 I.,-D.6 meten N.-31 31--L.-D.3l IIMIIerll 6, 23. 3 depea 3 deireea w.52.0 kNim Yr-11.1 kNim1 II-0 ..-30depeel c.-.... .. 5.14 kN/m c.-I >...-30 --EXTERNAL SEISMIC STABILITY CALCULATIONS (NCMA METI-JOD) INPUT VALUES ).._ 2.1 melal - O.ti*H FS..-1.1 FS,.-1.1 CALCULATED VALUES STATIC KA(Int) 0 22 K_. (ext),. 0.27 ... 0.70 b 1.21 o 0.37 d 1.43 e 1.73 aAE 57.1 depws CALCULArnD V AWES (OI!NE.RAL) (OVERTIJRNINO) W1 202.4 kNim 0 kNim W,254.4 kNim P11.. 30. 2 (BASE SLD>INO) R,-146. 9 kNim rs,. U!l (OK) w,-w,-b p..., .. ISM kNim x..0.42 mctcn 0 kNim Xt-1.12 melc:n 4.6 meten x.-2.31 metcr3 51.511 kNim Ma-390 kN-mlm DYNAMIC k.,(ext) 0.145 k., (lnt)0.3364 8 (ext)-IIJ dearca 9 (lnt)11.6 det!ren K.ur,IDI) o .so 0 .39 KAH(IDI)-0 .21 K.ui(ext)-0.24 0.21 41{.,_ (ext) 0.11 KAD(int) 0.47 K .... (ext) 0.34 I 0.26 -""-(ext)-0.10 ----h,-4 .60 mcten ham 2JOm=n Mo 171 kN-mlm rs,.-2.11 (OK)

PAGE 271

N 01 \.U INTERNAL SEISMIC STABILITY CALCULATIONS FS, FS FS. ....,... No. I 2 3 4 6 7 a 9 9 10 Lay. No. I 2 3 4 5 6 7 I 9 9 10 1.0 1.1 1.1 1.1 l!lco. ll 0.10 0.70 1.30 1.90 2.50 3.10 340 3.70 4.00 4.30 4.45 .... hal 0.10 0.70 1.30 1.90 2.$0 3.10 3.40 3.70 4.00 4.30 4.45 Doplh E lal 4.51 l.H 1ll 2.71 2.1t 1.51 1.21 .. ,. Ut 11.31 0.15 Doplh z 1 4.50 3.90 ).)0 2.70 1.10 1.50 1.20 0.90 060 0.30 O.IS (NCMA MI!THOD) INPUT VALUES Fs_ FS.. FS, 1.1 1.1 1.1 MINIMUM REINI'OilCEMI!NT STRENOTII Middle Trilulury t:J.W.., F., Trftlallny -DopiJI ... Ia) (DI) ll
PAGE 272

INTERNAL SUDINO Layer Eln. Depth W' L\PiaCIII ha J> AIIH(Ifl v.,., FS,. CHECK No. z _im) lm) (kN/m) (kN!ml _!_kN/m) {_kN/m) _lm_l_ _!_kNim\ lkNim) (kNim) I 0 .10 4 50 50.90 153.00 0 30 u 66 35 174 1.8 (OK) 2 0 .70 3.90 44.11 132.60 0 26 3 9 53 31 lSI 1.9 (OK) 3 1 .30 3.30 37.32 112.20 0 22 3 3 42 27 129 2.0 OK 4 1.90 2 .70 30.54 91.10 0 18 2.7 31 23 107 QK .s 2.50 2.10 23., 71.40 0 14 2.1 22 20 84 2.3 ()I( 6 3.10 1.50 16.97 .51.00 0 10 u 14 16 64 2.7 01( 7 3.40 1.20 13.57 40.10 0 8 1.2 II 14 54 2.9 01( 3.70 0.90 10.18 30.60 0 6 0.9 8 12 46 3.4 OK 9 4.00 0.60 6.79 20.40 0 4 0.6 .s 10 36 4.1 (OK) 9 4.30 0.30 3.39 10.20 0 2 0.3 2 23 5.5 (OK}_ 10 4.45 0.15 1.70 5.10 0 I O.IS I 7 17 8.1 (OK) N INmRFACE SUDINO Layer Eln. Depth l!t.Ww

    PAGE 273

    N 0\ v. l..,er No. I 2 3 4 5 6 7 9 9 __ 10 La)'a" No. I 2 3 4 5 6 7 I 9 9 10 Elev. (m) 0 .10 0.70 1.30 1.90 2.50 3.10 3.40 3.70 4.00 4.30 4.45 Elev. {m) 0.10 0.70 1.30 1.90 2.50 3.10 3.40 3.70 4.00 4.30 4.45 CONNECJlON FAILURE Depth T,. F1 FS.. CHECK z (m) (kNim) (kNJm) 4.30 3S 11.06 3.2 (OK ] .90 31 16.26 1.9 OK 3 .30 27 15.17 1.7 OK 2.70 23 15.47 1.5 OK 2.10 20 15.01 1.3 OK 1.50 16 11.05 1.4 OK 1.20 14 7.24 1.9 (OK 0 90 12 7 .14 1.6 (OK 0 .60 10 7.04 1.4 (OK 0.30 5.22 .., (OK 0.15 7 3.16 1.3 (OKL LOCAL OVEil11JJliNO AND CREST TOPPLING Deplh AWIIW M.oo T,; Tall)'J Sum z r .. xn a.llcM (mj (kWm) (m) (kN-mlm) depth z I (kN-mlm) 4 .50 51 0.41 21 3.5 3 .52 392 3.90 44 0.40 II 31 21.91 370 3 .30 37 OJI 14 27 35.60 335 2 .70 31 0.37 II 23 44.59 290 2.10 24 0.35 20 41.81 241 1.50 17 0.34 6 16 41.47 193 1.20 14 OJ3 4 14 46 .SO 146 0 .90 10 OJ2 3 12 43.3.S 103 0 .60 7 0.31 2 10 39.03 64 0.30 3 0.30 I 33.54 30 O.JS 2 0.30 I 7 30.3$ 0 mEeK (m) l
    PAGE 274

    N DYNAMIC ST ABU..ITY CALCULATIONS IIY NeliA METHOD INPliT VALUES son.s WAIL WAIL y, 12 0 kNim1 H. 1.15 millen w.S2.0 kN/m ... dqvooes H Ui meto::n H..-4 6 meten c, 0 r. 18.85 kNim1 No 31 Ylo-11.1 kNim' L. 0.6 metera N.-31 .... JO degrees r..-e.Je meten 3, 26. 7 degrees eo 0 m 3 dqpees w.-52.0 kNim ,,-11.1 kN/m1 p-a dc.,.,es GENERAL .,. 30 dqrcc:s !i, 30.0 clepees c, 0 26.1 c1earccs SEISMIC .. 5.14 kN/m A 0.1 REINFORCEMENT ).,. 30 degrees c..-8.64 .. 5.14 kN/m c.1 ).,-30 dqp:ea EXTERNAL SEISMIC STABU..ITY CALCULATIONS (NCMA MEntOD) INPUT VALUES .._ 2.8 metcra lalma 0.6*H FS..-1 1 Fs .. 1.1 CALCUlATED VALUES STATIC K4!U.) 0.11 K 4 (ext) 0 .27 -0.14 b 1.07 c 0.44 d U4 e 1.14 aAE 60.1 dq,ees CALOJU'IU> VALUES (OBNI!RAL) lOVER Tl.J'ItNINO) W1 221.6 kNim w,o kNim W,-274. 7 kN/111 r.-11.2 (BASE SLIDING) R.,-158.6 kN/m VS,. 2.52 (OK) wi-W," h PAm 172. 0 kNim X. 0 .42 mcten OkN/m "'. 1.12 meten 4 6 meu:n x.-2.31meu:n 51.61kNim Ma-427 kN-m/m DYNAMIC k.,(c:xt) 0.05 k,(int) 0 .135 8 (at)= 2.9 dqp:ccs 8 (lnt)-7 7 dewees K.u(int) -0.26 K4a(ext) 0.31 KMt(lnt) 0.16 K.ut(c:xt) 0.24 4K.,. (int) 0.011 M.,,(ext) 0.03 K.om1 (lnt) 0.23 K4DI(eJ
    PAGE 275

    N INTERNAL SEISMIC STABILITY CALCULATIONS (NCMA METHOD) U>IPUT VALVES FS,. 1.0 FS. a I.J FS,. 1.1 FS,.. 1.1 FS.. 1.1 FS,., 1 1 FS,. 1.1 MINIMUM REINFORCEMENT STRENGlH U)'CI" Elcv Depth Middle Tri!Jutary 11W. Fai F.,.. Fl No. z Trlbulory Area IJqJib z.; s.. (m) lm) (m) (m) (kN/m) (kN/m) (kN/m) (kNim) I 0.10 4.541 4.33 0 .55 6.22 8.6 0.9 IOJ7 l 1 00 .Ut 3.60 0.90 10.11 11. 8 2 1 IS.20 l 1.90 2.70 2.70 0.90 10.11 8.8 2.1 12.99 2 80 ... 1.80 0.90 10.11 S 9 3 10 79 !I 3.70 0 90 0.91 0.7, 1 48 2 7 l S 7 .31 6 4.30 0.30 0.30 0.60 6.79 0 7 3 2 4.74 Pt.n..LOUT FAILURE l..a)'CI" Elcv. Dcplh 4 L., r,.., F, Fs,. No. z (m) (m) (m) (m) (kNim) (kN/m) I 0 .10 4 .SO 1.1 l.IS 99 229 10. 4 22.0 2 1.00 3 60 1.1 1.69 79. 2 144 JS. l 9 5 l 1.90 2.70 1.1 1.24 59.4 79 13.0 6.1 4 2.80 1.10 l.l 0.78 39.6 33 10.1 3.1 s 3.70 0 90 u 0 .42 19. 1 9 7.3 1.2 '-6 4JO 0.30 3.6 0.12 6 6 -6 4.7 1.2 (kNim) 10.4 IS.2 13. 0 10. 1 7 3 4 7 CHECK 011: 01( 011: 01( lOKI (OK)

    PAGE 276

    N 0'1 OCl l..a)'er No. I 2 3 4 6 l..8yer No. I 2 3 4 6 Elev. (ml 0.10 1.00 1.90 2.80 3.70 4.30 Elev. (m) 0.10 1.00 1.90 2.80 3.70 4.30 Depth liW-.., z (m) (kN/m) 4.50 50.90 3.60 40.72 2.70 30.54 1.80 20.36 0.90 10.18 0.30 3.39 Depth liW...., z (m) (kNfm) 4.50 50.90 3.60 40.72 2.70 30.54 1.80 20.36 0.90 10.18 0.30 3.39 INTERNAL SLIDING liW'I(B) W'p ha (kN/m) (kNim) (kN/m) (m) 168.30 0 II 4.5 134.64 0 9 3.6 100.98 0 7 2.7 67.32 0 4 1.8 33.66 0 2 0.9 11.22 0 I 0.3 INTERFACE SLIDING PA&I(III F, Sum F, abo-ve lntricc (kNim) fkNfml (lcN/m) (lcNim) S3 10.4 SI.O 8 38 15.2 35.8 7 25 13.0 22.8 6 14 10.8 12.1 s 6 7.3 4.7 3 2 4.7 0.0 2 PAIH(d) Vo(a) FS,. CHECK lkN/ml lkN/m) lkNfm) B 35 218 3.4 (_OK) 3S 29 176 4.0 (OK) 21 23 133 u (OK) II 18 91 6.0 (OK.) 4 12 so 8.6 (OK.) I 8 24 IS.I (OK) vuCiil FS.. CHECK {lcNiml 3S 4.2 IOK) 29 4.0 OK) 23 3.8 OK) 18 3.4 OK) 12 4.3 OK) 8 3.S OK)

    PAGE 277

    N 0\ "' l.Byer No. I 2 J 4 s 6 Layer No. I 2 3 4 s 6 Elev (m) 0.10 1 00 1.90 2.10 3.70 4.30 Eln. (ml 0.10 1.00 1.90 2.80 3.70 4 30 CONNECilON FAILURE Dc:plh Ta F1 FS.. CHI!CKI z i (m) (kN/m) (kN/m) i 4 .50 JS 10.37 3.4 OK) 3.60 29 15.20 1.9 (OK) 2.70 23 12.99 1.1 .lOKj_ 1.10 18 10.79 1 6 .(OK) 0.90 12 7 .31 1.6 (OK) 0.30 8 4.74 1.6 (OK) LOCAL OVERTUIUNO AND CREST TOPPUNO Dc:plh liW'tl/il T TaX )'I Stm y-M.w FS..t CHECY. z Tax Y) above depth z (m) (kN/m) (ml (kN.m/m) (kN/m) l
    PAGE 278

    N DYNAMIC ST ABIUTY CALCULATIONS BY NCMA METHOD JNPliT VALUES son.s WALL WALL y, Zl.O kNim1 H. 0.15 metcn w.,2.0 kNim -... dqrccs H 4.6 metcn H.-4.6 meten c,. 0 y.-18.85 kNirn1 N..-31 h-18.8 kNim1 L.-0.6 IIICiers N..31 ll dear-L,-O.JO mclcrl 6, 26.7 dear=! "'- 3 dewecs S2.0 kNim Yr 18.8 kNim1 pGENERAL ... 30 depecs a..-30.0 dctvccl er-I a,26.7 dearSEISMIC ... 5.84 kNim A 0.15 REINFORCEMENT A..-30deareet 4-0.64 a..-5.84 kN/m c.,1 ,__ 30 dqreel EXTERNAL SEISMIC STABILITY CALCULATIONS (NCMA METHOD) JNPlJT VALUES 1..- Z.l mctm tabu 0.6H FS,-1.1 FS,. 1.1 CALCUlATED VALUES STATIC K .. (lm) 0.11 K.o.(CXI) 0.27 -0.11-4 b 1.07 cc 0.44 d 1.54 e 1.84 a.u-60.1 degreca CALCULATED VALUES (GENERAl.) (OVERnJRNINO) W1 222.6 kNim w.o kNim w,-274.7 kNim Pa 16.8 (BASE SLIDINO) R. "R.6 kN/m II'S, %.16 (OK) WI' Wa' h P..., rn.o kNtm 0 kN/m 4.6 meterll SJ.J2 kN/m x.0.42 meten x,-1.82 meters x,-2.31 meten Ma427 kN-m/m DYNAMIC kt,(ext) O.o7S kt,(lnt) 0.195 9 (ext) 4.3 desree! 9 (lnt)11.0 degrea K,u111nt) 0.30 KAE (ext) O.JJ KAH(Int) 0.16 KAH(CKt) 0.24 0.12 &<..,. ( elll) o.os K...,(lnt) 0.27 K...,(ext) 0.29 AK-(int) 0.11 AK-(m) o.os tt,-4.60 meten bu.-2.30 meters Mo126 kN-m/m vs.-3.39 (OK)

    PAGE 279

    N -..I INTERNAL SEISMIC STABILITY CALCULATIONS (NCMA MEn!OD) INPUT VALUES FS..-1.0 FS..1 1 FS,.-1.1 FS..1.1 FS.W 1.1 FS...-1.1 FS..1.1 MINIMUM Rfn.jp()RCEMENr STRENGTH Layer Elev. Deplh Middle Tribuaory AW,.. F.; F.,_t Ft No. z Tributary Ala Dclplh z.. s .. (ml_ _{m) (_m) (m) (kN/m) _(kN/m) (kNim) (lr:N/m) I 0.10 4.50 4.33 0., 6 .22 8.6 1.4 11.25 z 1.00 3 .61 3.60 0.90 10.11 11. 8 3 2 16.96 3 1.90 2.'711 2.70 0.90 10.11 8.1 u 1$.16 4 2.80 1.10 1.80 0.90 10.11 $ 9 IJ.l7 3 70 uo 0.98 0 1.41 2 7 5 5 9.77 4.30 O.JI uo 0.60 L_ 6 .79 0.7 __ 6.91 PUllOUT FAILURE Layer Elev. Deplh L. L... 0.; r,... ft FS,. No. z (m) (m) (m) (m) (kNim') (kN/m) (kN/m) I 0.10 4.SO :u 2.15 99 229 11.2 20.3 2 1.00 3 60 :u 1 .69 79.2 144 11. 0 8.5 3 1.90 1 .70 :u 1.24 59. 4 79 U.l 5.2 4 2.80 1.80 :u 0.71 39 6 33 13. 4 2.5 3.70 0 90 3.0 0.$2 19.8 II 9.8 1.1 6 0.30 3.9 -1.12 -8 1.1 r .,.) (lcWm) 11.2 17. 0 15. 2 13.4 9 1 ___ 6 9 atECK COK) fOKI -(OKf COK) (OK) colO]

    PAGE 280

    IN'IERNAL SLIDINO Elov. Depth aw'fl(> w p APIR(dl ,... PADI(d) VD(dl R.(,, FS.t; CHECK No. z (m) {m) {kN/m) (kNim) acNtm) (m) rkN/m) fkN/m) (kNim)_ I 0 .10 4.50 50-90 168.30 0 16 4.5 56 35 21!1 3 0 (OK) 2 1.00 3.60 40.72 134.64 0 13 3.6 38 29 176 3.4 (OK) 3 1.90 2.70 30.54 JOD.98 0 10 2.7 24 23 133 4 0 (OK_l 4 2.80 1.80 20.36 67.32 0 7 1.8 12 18 91 4 8 (OK) 5 3.?0 0.90 10.18 33.66 0 3 0.9 s 12 52 6.6 (OK) 6 4 .30 0.30 3J9 11.22 0 1 0.3 I 8 26 11.6 (OJ() . . N IN'IERF.ACE SUDINO t::J Layer Elev. Deplh p Allll(d) Fa Sum Sqd) v_ FS.. CHECK No. z Fa above interliu:e (ml (m) OcNim) (kN/m) (kN/m) (lcNim) (kNim) lkN/nil I 0 .10 4.50 50.90 61 11.2 62.2 9 35 3.8 OK 2 1 .00 3.60 40.72 46 17.0 45.2 8 29 3.6 OK 3 1.90 2.70 30.54 31 15.2 30.0 7 23 3.2 OK 4 2.80 1.80 20.36 19 13. 4 16.7 6 18 2.7 (jj( 5 3.70 0.90 10.18 9 9.8 6.9 4 12 3.1 OK) 6 3J9 3 6.9 0.0 3 8 2.3 OK)

    PAGE 281

    CONNECTION FAD..URE Layer F.Jov. Dcpch T,. F, FS,. CHECK No. z (m) (m) O 6 4.30 0.30 I 6.91 1.1 OK) N LOCAL OVERnJJUNO AND CREST TOPPLING La,.... Elov. Dcpch 4Woc-1 M._, T,. TdXY) Sum Yroll FS... CHECK No. T,.XY) I z llbo\'C I depth z (m} (m} 00'1/_ml _{Jill !kN-mlml (_kN/m) _(_Jill .(kN-mlm) 1 0.10 4..50 0.41 21 3.5 3.52 200 2.61 126 1.76 (OK) 2 1.00 3.60 41 0.39 16 29 29.3.5 171 2.0.5 77 2.43 (OK) 3 1.90 2.70 31 0.37 II 23 44 .59 126 1 .41 41 3.33 (OK_l 4 2.80 1 10 20 0.34 7 II 49.26 77 0 9J 17 U2 (OK) s 3.70 0.90 10 0.32 3 12 43.3.5 34 0 .46 4 1.93 (OK) -6 4.30 0.30 3 0.30 I 8 33.54 0 0 .15 0 2.34 (OK)"

    PAGE 282

    N DYNAMIC STABll..ITY CALCULATIONS BY NCMA METHOD INI'UT VALUES CALCULATED VALUES son.s WAIL .. WALL STATIC y,= U.O kNim3 H..-ius mctCr3 s2.o kN/m K" (lnt) 0.18 ..... Umeten 4 6 mctcra 0.27 c;.-0 Yw"' 18.8! kNim3 N= 31' ... 0.84 Y'" 111.8 kN/m3 ..... 0.6 aictel'!l N..31 bco 1.07 t..= 30 clear=J .. 0.30 meters li,"' 26.7 detVees c 0.44 q,= 0 01"" 3 degeu wh-52;0 kN/m 1.54 rr= 11.8 kNI!DJ P"" o desrccs 'OENEltAL C"' 1.84 4rr= '.30 degRcs &.,=! ' 30.0 dcpea ot.u 60.8 degrees c,= 0 SEISMIC llu"' !I.UkNim A O.l REINFORCEMENT . A,= 30 degrees eu= 0.64 Ilea .. 5.14 kNim c..= 1 ,... .. ----L. EXTERNAL SEISMIC STABH..ITY CALcULATIONS (NCMA MEniOD) INPtrr V ALUBS Ln. c meters minimum 0.6*H FS11= 1.1 FS.,.. 1.1 CALCULA.lliD V ALOES (GENERAL) (OVHR.n.JRNINO) w... 222.6 kNim w.= 0 kN/m W,= 274.7 kN/m Pm = 22.4 (BASE SLIDING) R.= IS8.6kNim FS,1 2.0! (OK) WI'= Wp'= h= PAI!II= 172.0 kNim OkN/m 4.6 meten .09 kNim x,., .. 0.42 meten "'"' 1.82 meters x.= 2.31 meten M,. 427 kN-mlm DYNAMIC 14,(axt) 0.1 k. (IDt),. 0.25 9 (11111) .. 5.7 e (lnt) .. 14.0 degrees 0.34 K.u(cxt)'" 0.35 KAH(Int) 0.16 KAH(eKt)= 0.24 0.16 M<:dyo (at) "' 0.07 KABII (lnt) "' 0.31 KAIIII (ext)'" 0.31 O.JS AK.t..H(cxt)= 0.06 .. 4.60 meters ba .. 2.30 meters Mo= 144 kN-mlm FS., .. 2.!17 (OK)

    PAGE 283

    N .INfERNAL SEISMIC STABILITY CALCULATIONS (NCMA Mln'HOD) INPUT VALUBS 1.0 FSu 1.1 PS,. 1.1 FS... 1.1 FS.u= 1.1 FS.t.= 1.1 fS,.m 1.1 MINIMtiM REINFORCEMENT STRENGTH uycr Blav. Dlfl1h Middle Trltnmny .t\w .. F.., I F1 No. z Tributlll]l 1\na Dl:plh ..... s,. lml lml .Cm) _(I!!) .. ()Nim) (kN/m) l'kNiml lkN/ml 1 0.10 4.50 4.33 0..55 6.22 8.6 1.9 12.12 2 1.00 lSI ].68 0.75 8.48 10.0 3.6 15.70 J 1.60 180 3.00 0.60 6.'79 6..5 3.7 11.88 .. 220 1.40 2.40 0.60 6.79 5.2 4.3 11.27 5 :uo 1.80 1.80 0.60 6.79 ].9 s.o 10.66 6 3.40 uo 1.20 0.60 6.19 2.6 5.7 10.06 7 4.00 8.68 0.68 0.45 5.09 1.1 '4.8. 7.14 8 430 0.30 0.23 0.45 5.09 0.4 5.2. 6.80 .. PULLOUT FAILURE PULLOUT FAILURE Laym Blov. Dtplh 1; LAI G,j T,.u1 F1 FS.., No. z lml lml lml lml I'N/ID1) I llcNhn} (kN/m) I 0.10 450 2.8 2.15 99 229 12.1 18.9 2 1.00 3.60 11 1.69 79.2. 144 U.7 9.2 3 1.60 3.00 11 1.39 66 98 11.9 8.3 4 2.20 2.40 11 1.08 52.8 61 11.3 5..5 5 2.80 1.80 2.8 0.78 39.6 ]] 10.7 3.1 6 3.40 1.20 u 0.47 26.4 13 10.1 1.3 7 4.00 0.60 3.2 0..57 13.2 8 7.1 1.l 8 4.30 0.30 3.9 1.12 6.6 8 6.8 1.2 To(dp) I ltN/ml 12.1 1,,7 11.9 113 10.7 10.1 7.1 6.8 CHECK (OK) IOKl coKf OK OK IOKT OK) lOKI

    PAGE 284

    IN'IUNAL SLIDING l...a)a' Elcr;. Dcplh AW'oo W'p h.. p-v..,., FS.. CHECK No. z _Lm) (m) (lcN!m) _ikNim) (kNim) (m) (kNim) (kN/m) (kN/m) I 0 .10 UO .50.90 168 30 0 22 4.5 59 35 218 2 7 (OK 2 1.00 3.60 40 .72 134 64 0 Ul 3.6 41 29 176 3.0 (OK) 3 1.60 3 00 33 .93 112.20 0 15 3 31 2.5 147 3.2 (OK) 4 2.20 2.40 27 .14 89 .76 0 12 2.4 22 22 119 l S (OK) 2.80 1.10 20.36 67 32 0 9 1.8 14 18 91 3 9 (OIC.) 6 3 40 1.20 13 .57 44.U 0 6 1.2 14 62 4.5 (OK) 7 4.00 0 60 6.79 22.44 0 3 0.6 3 10 39 6.1 (OK) 8 4.30 0.30 3.39 11.22 0 I 0.3 2 I 26 ... (OK) N IN'I'ERFACE SUDINO l!lcv. Dcpch PAIIII[IIl fl Sum s_.., vo(,., Fs., CHECK No. z f ; llbuve latemr.e (m) (m) (kNim) (kNim) (kN/m) fkNiml
    PAGE 285

    N -...1 -...1 Layer No. I 2 3 4 6 7 la)'a" No. I 2 3 4 6 7 8 Elev. (m) 0.10 1.00 1.60 2.20 2.10 3.40 4.00 4.30 Elev. (m) 0.10 1.00 1.60 2.20 2.10 3.40 4.00 4.30 CONNEcnON F An..URE Depth Td F, FS,. CHECK z (m) (kNim) (kNim) 4.50 3S 12.12 2.9 (OK) 3.60 29 .,.70 1.9 (OK 3.00 11.11 2.1 OK 2 .40 22 11.27 1 9 OR 1.10 II 10.66 1.6 OK 1.20 14 10.06 1.4 OK 0.60 10 7 .14 1.4 OK) 0 30 6.10 1.1 (OK) LOCAL OVERnJR.ING ANIJ CREST TOPPUNG Depth 4WioCIII .uc..., T,. TdXYJ Sum z T,. Jt YJ above depCh z (m) (kNim) (DI) (lcN-mlm) (kN/m) tkN-mlm) 4.SO ,. 0.41 21 3.52 286 3.60 41 0.39 16 29 29.35 256 3 .00 34 0.37 13 25 40.69 216 2.40 27 0.3(i 10 22 47.33 161 1.10 20 0.34 7 18 49. 26 119 1 .20 14 0.33 4 14 46.50 73 0.60 7 0.31 2 10 39.03 34 O.JO _3 0.30 _l L_ 8 0 y.,..o) Ma(
    PAGE 286

    DYNAMIC ST ABR.ITY CALCULATIONS BY NCMA METHOD INPUT VALUES CALCULATED VALUES son.s WALL WALL Sf A TIC Yr"" 22.0 lcNim3 H.= ius meters w.= -52.0 kNJm KA (tnt) 0.18 tr-40 degt'CC:I H-4.6 meten 4.6 meiCH 0.27 0 Yw 11.15 JcN/m3 31 a 0.14 Yb'" 11.1 kN/m3 L..-0 6 mcten N.,a 31 1.07 .30 dagreos Lg= O.JO metm a,-= 26.7 degrees c=. 0.44 q, 0 m3 deirecs 52.1HN/m d-J.S4 .,, .. 11.1 kN/m3 P"' 0 degrees GENERAL e-1.1!4 4r-JO dcP=S 3t."' 30.0 degreCs CIAB., 60.8 degrees e,. 0 26.7 degn:es SEISMIC ... !.84 kN/m A 0.%5 A..,.. 30 .Ct,= a,a 5.84 kN/m c.= 1 A..-30 degrees --EXTERNAL SEISMIC STABILITY CALCULATIONS (NCMAMEmOI'I) INPUT VALUES L..l... 2.1 meters mlalmum 0.6*11 PS,1 "" 1.1 PS111 1.1 CALCULATED VALUES (OENBRAL) (OVERTilRNING) w ... 222.6 kN/m 172.0 kN/m :x..-0.42 metcn Wp 0 kN/m Wp' 0 kN/m X1"' 1.82 meters w, .. 274. 7 kNfm h= 4.6 mctm JG,= 2.31 meters Pm'" 28.0 PAER 56_ .91 kN/m Ma= 427 kN-m/m (BASE SLIDINO) R, 158.6 kN/m FSrt 1.17 (OK) I DYNAMIC 0.125 k, (i.Dt) 0.3 e 7.1 8 16.7 degrees 0.39 K.u(ext)-0.37 K..HOnt)a 0.16 0.24 AKdylo(i.Dt)"' 0.21 AKdylo(ext)= 0.09 KAlil (lot) = 0.35 KAlil (ext) 0.33 AK.!roH (lid) "' 0.19 a 0.08 lip-4.60 mclen hm"" 2.30 mclen Mo 162 kN-m/m FSaa 2.64 (OK)

    PAGE 287

    INTERNAL SEISMIC STABU..ITY CALCULATIONS (NCMA MniiOD) n..-FS..-PS.o FS,. lAylr No. I 2 l 4 5 7 I lAylr No. I 2 3 4 6 7 9 1.0 1.1 1.1 1.1 l!lft. ll 0.10 1.00 1.60 2.20 2.10 3 .40 4.00 4.30 4.45 l!lcv. () 0.10 1.00 1.60 2.20 2.10 3.40 4 .00 4.30 4,4, Dtplo z ll ... lM ,... 1. .. IM I.H Ul ... LU Dopll z ll 4.50 uo 3 .00 2 .40 1.10 IJO 0 .60 O .JO o u INPUT V ALUE:!I fS. n..1.1 1.1 1.1 MINIMUM llEINPCIRCEMENT STRI!NOTH Middle Tribulllr)' IJ.W,. F., T......, Ana Doplo .... s .. ll lml R:Niml R:W.l 4 .lJ 0 .35 6.22 1 6 3.61 0 .75 1.41 10. 0 3.00 0.60 6.79 6 5 2.40 0.60 6.79 '-2 1.10 0 60 6.79 3 9 1.20 0 .60 6 .79 2 6 0.61 Q.4' 5 09 1 1 0.34 0.23 2 .54 0 3 Lll UJ 2-'4 0.1 PULLOUT P AILIJllE L. LAI .... r .. (ID} _{_nll_ (lN!In'J 1.1 l U 99 n9 :LI 1.69 79.2 144 2.1 1.)9 66 91 2.1 1.01 52.1 61 :LI 0 .71 39. 6 ]] :LI 0 47 26. 4 13 :u 0 .17 1].2 II .u o n 6 6 4.l 1.34 J_.J -' F.,., F, R:Niml (kH/11) 2.S 12.91 4.6 17.14 4.7 5.6 12.14 6.5 12.0 7 4 12.03 6 1 1 73 3 3 4.29 3.4 4.23 F, PS., . ()N/!I!l 13.0 17. 6 17.1 1 4 13.3 H 12.1 4.1 12.4 2 7 12. 0 1.1 1.1 1.2 4.3 1.2 4 1 ___l.l r.I R:N/IIIl I 13. 0 17. 1 13.3 12.1 12. 4 JZ. O ... 4.3 42 OU!Cit J (01 0 (01 (01 0 (OK) {OK_l '--(OIQ__

    PAGE 288

    N CliO 0 la)u No. I 2 3 4 .5 6 7 I 9 No. I 2 3 4 .5 6 7 9 Elcv. (m) 0.10 1.00 1.60 2.20 2.110 3.40 4.00 4.30 4.-4.5 Elev. (m) 0.10 1.00 1.60 2.20 2.10 3.40 4.00 4.30 4.-4.5 Depth 4W..._"' z (m) (kN/m) 4 .50 .50.90 3.60 40.72 3.00 33.93 2.40 27.14 1.10 20.36 1.20 13..57 0.60 6.79 030 3.39 0.1.5 1.70 Depth I!J.WW!N z (m) (kN/m) 4 .50 .50.90 3.60 40.72 3.00 33.93 2.40 27.14 1.80 20.36 1.20 13 .57 0.60 6.79 0.30 3.39 0.1.5 1.70 JN"mRNAL SLIDING 41'_, h.. (kN/m) (kN/ml (lcN/m) (m) 168.30 0 27 4..5 134.64 0 22 3.6 112.20 0 18 3 89.76 0 1.5 2.4 67.32 0 II 1.1 44.11 0 7 1.2 22.44 0 4 0.6 11.22 0 2 0.3 .5.61 0 I 0.1.5 INTERFACE SUDINO p-F1 Sum S.CDI F above lnterfiao (kNim (kN/ml I (kN/ml (kN/m) 110 13.0 8.5.0 II 62 17.1 67.1 7 .5I 13.3 .54.6 7 40 12.1 41.7 6 29 12.4 29.3 6 19 12.0 17.3 6 9 1.1 8 .5 3 .5 4.3 4.2 I 2 4.2 0.0 3 PAI!II(III VOI(III R.t., Fs. CHECK CkN/ml (lcN/m) (kN/ml 63 3.5 218 2.4 (OK) 44 29 176 2.6 (OK) 34 2.5 147 2.1 (OK) 24 22 119 3.1 (OKJ 16 18 91 3.3 (OK) 10 14 62 3.7 (OK 4 10 41 .5.2 (OK 2 II 24 6.4 (OK I 7 17 9.2 (OK vii(.., FS" CHECK lkN/ml 3.5 3.3 iOKl 29 4.3 101<) 2.5 3.9 iOKl 22 3.4 !OK) Ill 2.9 IOKl 14 2.3 I OK) 10 3.4 I OK) I .5 .5 loiij 7 2.4 (OK)

    PAGE 289

    N OG IAF No. I 2 3 4 6 1 I 9 No. I 2 3 4 s 6 7 8 9 E1ov. (m\ 0 .10 1.00 1.60 2.20 2.80 3 .40 4 .00 4 .30 4.45 E1ev. (m) 0.10 1.00 1.60 2.20 2.10 3 .40 4.00 4.30 4 .45 CONNECTION FAB..URE Depth T,. F, FS,. CHECK z frnl fkN/rn\ (lcNim) 4 .50 lS 12.91 2.1 (OK) 3 .60 29 17.14 1.7 {OK) 3 .00 2-' 13.25 1.9 lOKI 2.40 22 12.84 1.7 IOKl 1.80 18 12.43 .... (OK: 1 .20 14 12.03 1.1 OK 0 .60 10 B .?J 1 1 OK: 0.30 8 4 .29 1.8 OK] o u 7 4.23 1.6 OK LOCAL OVER11JRING AND CREST TOPPI.JNO Depth Ta Tdxy1 Sum z X)') abcm: dcpthz (Ill) (kN/m) (Ill) (kN-mlm) (kN/m) 4 .50 51 0.41 21 35 3.52 316 3 .60 41 0 .39 16 29 29.35 217 3 00 34 0.37 JJ 25 40.69 246 2.40 27 0 .36 10 22 47.33 199 1.10 20 0.34 7 18 49.26 149 1 .20 14 0 .33 4 14 46.50 103 0 .60 7 O.ll 2 10 39.03 64 0 .30 3 0.30 I I 33.54 30 0.15 2 0.30 I 7 30.35 0 l'o,.c., Ma(., FS... CHECK: I (m) l
    PAGE 290

    N 00 N DYNAMIC STABILITY CALCULATIONS BY NCIIA METHOD JNP\IT VALUES SOILS WALL WALL y,-ll.D kN/m1 H.-1.15 meters w.52.0 kNim ... ... dqp'ea H 4.6metcn H.-4 6 mctcn c.- y. ILI5 kNim1 N.-31 11.1 kN/m1 ..... 0.6 meten N.-11 Jl cilp"eel La-O.lO meten &.26. 7 de.- -52.0 kNim y,-11.1 kN/m1 P deareet OENERAL +r-lt dqp"eel a.-c,- a.26.7 cleFa SEISMIC .. 5.14 k:N/m A 0.19 REINFORCEMENT A.-lt detP-c,.-G.64 ... 5.14 kNim c .. I A..EXTERNAL SEISMIC ST ABR.ITY CALCULATIONS (NCMA MHlHOD) JNP\IT VALUES t.. U metm 0 lal-m 0.6H FS..1.1 Fs.1 1 CALCUlATED VALUES STATIC K .. (int) 0.18 K .. (ext) 0.27 -0.84 b 1.07 c 0.44 d 1.54 e 1.84 CIAJ< 60.8 degrees CALCUlATED VALUES (GENERAL) (OVERllJRNINO) W1 222.6 kNim w,o kNim w,274.7 kN/m Pa 32.5 (BASE SLIDING) R.-151 6 kN/m JS,, 1.74 (OK) w.'-W,' hP .... 172.0 kN1m 0 kNim 4.6 mela1 " kNim x.-0.42 meten x.-1.12 mcttn x,-2.31 meten Ma427 kN-mlm DYNAMIC ll..(c:xt)-0.145 ""(lnt)-0.3364 8 3 detveos 8 (int)11.6de8reea K..a
    PAGE 291

    t-J 00 1,.1 INTERNAL SEISMIC STABD..ITY CALCULATIONS (NCMA Mlri'HOD) INPUT VALUI!S FS,-1 0 PS..-1 1 n..-1.1 n..-1 1 rs..-1.1 FS., 1 1 FS, 1.1 MINIMUM RI!INI'ORCI!MI!NI' S1'1tENOl1f u,a Blc. De!llb Milldlo Trillalury Aw .. F.; ,.,., ,, No. z T.....,. Ala Depla "" s.. (Ill} ll ll ll MUnll MU.I tw.u I 0.10 ..,. 4.33 0..5' 6.22 1 6 1.9 u." 2 1.00 JM 3.61 0.75 1.41 10. 0 5.4 lUI l 1.60 l.ll 3.00 0 60 6.79 6 5 ,_, 14.34 2.lO 1M 1.40 0 60 6.79 5.2 6.6 14.10 s 2 10 IM 1.10 0 .60 6.79 3 9 7 6 u,a, 3 .40 Ul 1.21 0 .4, ,., 2.1 6 4 IO.ll ., 3 .70 .. ,. 0 .91 0 30 3.39 1 0 u 6 .74 4 .00 1M 0.60 0.30 3 39 0 7 4 9 6 .61 4.30 Ul 0.34 O.ll 2..54 0.3 3.1 4 .97 II 4.45 1.15 Lll Ul 2..54 0 1 4.0 4.93 PUI.l.OUT P AlLURE Lo,w EleY. a:,. L, L"' o,. T,., F, PS., No. & ( .. ) ll ll ll (.W..') (tW.) (tW.) I 0.10 4 .50 11 2 .15 99 129 13. 6 16. 7 l 1.00 3 .60 11 1.69. 79.2 144 IU 7.9 3 1.60 3 .00 11 1.39 66 91 14.3 6 9 4 1.20 2 .40 11 1.01 51.1 61 14.1 u 1.10 1.10 11 0 .91 39.6 42 13.1 3.0 6 3.40 1.20 J.l o:n 26.4 l2 10.2 2 1 7 ).70 0 .90 lA 0 .92 IU 20 6 7 2.9 I 4.00 0.60 11 1 .17 13.2 17 6.7 u 9 4.30 OJO 4.J 1..52 u II s o u 10 o u u 2.14 ______j --4.9 _______y_ T,_ 13.6 ll.l 14.3 14.1 13.1 10.2 6 7 6 7 5 0 CH1!CK
    PAGE 292

    Jlll'mRNAL SLIDING La)Cr Elev. Deplh w. .1.1'_, ""' p Alll(lll) v.,., FS,. CHECK No. z {Ill) (m) (kNim) (kN/m) (kNim) (kNim) (m) (kNim) (kN/m) I 0 .10 uo 50.90 161.30 0 32 4.5 66 35 211 2.2 OK 2 1.00 3 .60 40.n 134.64 0 25 3.6 47 29 176 2.4 OK 3 1.60 3 .00 33.93 112.20 0 21 3 36 25 147 2.6 OJC 4 2.20 140 27.14 19 .76 0 17 2.4 27 22 119 17 OK 5 110 1.10 20.36 67.32 0 13 1.8 18 II 97 3.2 (OIC 6 3 .40 1.20 13.57 44.11 0 8 1.2 II 14 69 3 6 !OK 1 3.70 0.90 lo.tll 33.66 0 6 0 9 I 12 Sll 4.2 COK 4 .00 0.60 6.79 21.44 0 4 0.6 5 10 45 5 0 COJC 9 4.30 O.JO 3.39 11.22 0 2 0.3 2 8 21 6 5 COK 10 4 .45 0.15 1.70 S .61 0 I 0.15 I 7 19 1.9 OK N INT'ERFACE SUDINO : l...ayer Elcv. Depth p1\ Sum v.;,IJ Fs., OfECK No. z F1 inlcrf8co (m) (m) (kNim) (kN/m} (kN/m) (kWm) (kNiml_ I 0.10 4.50 50.90 18 13.6 94.1 II 35 3.2 (OK) 2 1.00 3.60 40.n 69 11.3 75.8 7 29 4.0 (OK) 3 1.60 3.00 33.93 14.3 61.5 7 25 3.6 (OK) 4 2.20 2.40 27.14 45 14. 1 47.4 7 l2 3.1 (OK) 5 2.10 1.10 20.36 34 13.11 33. 5 7 II 2.6 (OK) 6 3.40 1.20 13.57 22 10.2 233 3 14 4.0 (OK) 7 3 .70 0 90 10.18 17 6 7 16.6 3 12 3.5 (OK) I 4 .00 0.60 6.79 II 6 7 9 9 3 10 2.9 (OK) 9 4 .30 0.30 3.39 5 5.0 4.9 2 II 4.7 (OK) 10 4 .45 0.15 1.70 l 4.9 0 0 l 7 2.1 (OK)

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    N 00 Ul Layer Elev. No. Cml 1 0.10 2 1.00 3 1.60 4 2.20 s 2.80 6 3.40 7 3.70 8 4.00 9 4.30 10 4.4, Layer Elov. No. (m) 1 0.10 2 1.00 3 1.60 4 2.20 s 2.80 6 3.40 1 3.70 I 4 .00 9 4.30 10 4 .45 CONNEcnON PAn..URE Depth Td F1 PS.. CHEc;:K :r. (ml (lcN/m) (kNim) 4 .50 35 13.65 2.6 (OK) 3.60 29 18.28 1.6 (OK) 3.00 2S 14.34 1.1 (OK) 2.40 22 14.10 l.S (OK) 1.80 18 13.85 1.3 (OK) 1.20 14 10.22. 1.3 (OK) 0.90 12 6.74 1.7 J2!L 0.60 10 6.68 1.5 To"'ii 0.30 8 4.97 1.6 (OK) 0." 7 4.93 1.4 (OK) ; --LOCAL OVERTURJNG AND CREST TOPPLING Depth AWb(l) Ml(&l Td TdX)) Sum z X)) aboft (m) CkN/m) (m) 1 CkNDtlml I (kN/m) depdu I Od'i-m!ml 4.50 51 0.41 21 35 3.52 3,9 3.60 41 0.39 16 29 19.3' 330 3.00 34 0.37 13 25 40.69 289 2.40 27 0.36 10 22 47.33 242 1.80 10 0.34 7 18 49.26 193 1.20 14 0.33 4 14 46.50 146 0.90 10 0.32 3 12 43.35 103 0.60 7 0.31 2 10 39.03 64 0.30 3 0.30 I 8 33.54 30 O.IS 2 0.30 I 1 30.35 0 Ydya(l M'*l CHECK I i (m) ICkN-m!m) I 2.68 204 1.87 OK) 2.05 119 2.68 OK) 1.66 89 3.39 014 1.30 57 4.44 014 0.95 32 6.30 014 0.62 14 10.76 014 0.46 8 13.52 Ole 0.31 3 18.96 OIC D.l.S I 36.17 OIC 0.08 0 2.35 (014

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    Appendix E AASHTO Method Design Data, 6.0-meter Wall Height 286

    PAGE 295

    Nomenclature A Am au c F* F, FScs FSis FSotl FSpo H H11 Hu K Kar Kar La Le Lmin Mo Mo(zi) Mr Mo(z) P, Pr Pir PAE Rc Rs si(z) Sv Tci Tmax Tmd Ttotal v, Vu(z) Horizontal acceleration coefficient Average horizontal acceleration coefficient Peak connection and sliding strength for wall facing Reinforcement effective perimeter Pullout resistance factor Static horizontal earth force from retained soil Safety factor for connection strength Safety factor for interface sliding Safety factor for overturning Safety factor for pullout Wall height from toe to crest Hinge height of wall facing Segmental unit height Lateral earth pressure coefficient Foundation and retained soil active earth pressure coefficient Reinforced soil active earth pressure coefficient Free length of reinforcement Reinforcement Embedment Length Minimum reinforcement length Overturning Moment Overturning Moment over depth z Resisting Moment Resisting Moment over depth z Inertial force caused by reinforced backfill Pullout resistance Inertial force at back of reinforced soil zone Seismic thrust Coverage ratio, 1 for full coverage reinforcement Sliding resistance Out of balance horizontal shear force Contributory area of static pressure for determination of static reinforcement load Peak connection capacity at reinforcement layer i Static reinforcement load Dynamic reinforcement load Sum of static and dynamic reinforcement loads Weight of reinforced soil zone and wall facing Peak interface shear capacity at level z 287

    PAGE 296

    W A Weight of 50% reinforced soil mass and wall facing Yi Vertical distance from rotation point on wall face to reinforcement layer i z Depth from wall crest to reinforcement layer a Scale correction factor to account for non-linear stress reduction in extensible reinforcements Foundation and retained soil internal friction angle Reinforced soil internal friction angle Yr Unit weight of foundation and retained soil Yr Unit weight of reinforced soil Yw Unit weight of segmental unit Au Connection strength and interface sliding friction angle for wall facing crh Effective horizontal stress crv Effective vertical stress w Wall facing batter 288

    PAGE 297

    to-) DO \D y,--K. K,-c.-rr +r-K.JK-..._. Sliding v,R,FS"' Layer No. I 2 3 4 5 6 7 8 9 INTERNAL DYNAMIC STABILITY CALCULATIONS 18.80 kN/m1 F-30 dearces a 0.33 H 0.33 0 kP1 R.-18. 8 I.:N/ m1 30 degrees cI -4.10 llltllrn 474 kN/m 274 kNJm U6 Depdl Vertical s., z Pressure a, (m) (kPa) (ml o .cs 8.46 0 90 l.J!! 25.311 0.83 l.IO 39.-48 0 .83 3.10 56.-40 0 90 3.90 1332 0 75 4.50 84.60 0 60 5.10 95. 88 0 60 5.70 107.16 0 60 6.00 BY AASHTO METHOD 0 .46 w.0.6 metcn 0.8 H.-0.1!! m=n 6.0 meters o.I.J mc:un 0.1 m l dqrecs H..-6 00 meiCn 113 k.N/m y.-11 85 kN/m1 l EXTERNAL STABILITY (BY AASHTO METHOD) Overturning M.M.-FS01 1016 kN-rnlm 424 kN-mlm 2 39 A..wAP, PAl! PIR-a..->..INTERNAL ST ABll.ITY (BY AASRTO METHOD) K, K Horlmntal Static Dyn1111ic Total Presstn Load Load Load T_ T_, T(kPa) (kN/m) (kNfm) (kN/m) 0 .33 0 .33 2.82 2 .. 2.58 5.12 0 .33 0.33 8 .46 6 .98 3 .10 10.08 0 .33 0 .33 13.16 10.86 3 .1S 1-4.01 0 .33 O .ll 18.80 f6 .92 3 99 20 .91 OJ3 0 .33 24. 44 18.33 4.84 23.17 0 .33 0 .33 28.20 16.92 5.40 22.32 0 .33 0.33 31.96 19.11 5 .96 25.13 0 .33 0 .33 35 12 21.43 6 .52 21.9S 0 .13$ 263.24 kN/m 35. 54 kNJm 34.26 kNJm 45.71 kNJm 5.1U lcN/m 30 dqrees Free embed men Total P, Fs .. Length Length Length L. L. L (m) (m) (m) (kN/m) 3.20 1.60 4.10 9 98 2 60 2 68 1.92 4.641 3,.92 4 .75 2 .25 1.95 uo 56 .84 HI 1 .73 2 .47 4.l0 102. 86 6 56 1.21 2.99 uo 161.88 9.32 0 .87 3.33 4.l0 2011.44 12.4S 0 .52 3 .68 4.l0 260.78 13.83 0 .17 4 .03 4.l0 318.89 IS.21

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    N \0 0 FACING .INTERJIACE SHUll !Ayw El. Dopch ToG! tTOIII s... v..., FS, No z 1.old lMdl intorDca .111N/ml ,,.\ lml rtN/ml ltNIID\ lkNIIDl I S .JS us S.ll 0 S .ll 1 71 1.71 2 4 .65 U5 10.01 s ll. U 14.66 1.11 ] 3 .90 J.IO 14.01 IS 17.06 19.SS liS 4 300 J .uii 20.91 29 2US 2543 1.09 2 .10 } 90 23.17 so 26.63 li.JI 1.11 6 uo .uo 22.32 73 2176 1522 1 .62 7 0 .90 5.10 25.13 96 19. 46 39.14 l .OI I 0 .:10 5.'7CI 27.9S 121 1601 43.06 261 CONNEC110N STRJ:NGTH lAy Ele Deptb ToG! r .. "fSa No z 1.old lml lml l'tNIIal rtN/1111 I s.ss 1.45 S.ll 1 .71 1.71 2 us l.lll 10.01 1466 1 .45 ) 1.90 J.IO 14.01 19.SS 1.40 4 3 .00 lM 20.91 2Hl 1.22 l.IO :uo 23.17 31.31 us 6 !.SO .ua ll.ll lS.22 ..,. 7 0.90 5.11 25.U 39 .14 I.S6 I 0 .:10 5.70 27.95 43.06 U4 I --- JIS., !ell%,, ......................... 1111111 ........ IHcll ... OVERTURNING AND CRJ:ST TOPPLING lAytr l!le. Doplb M,.., Tala! T,. T .. YI n .. xy, N.eoo No z Lood .... deplhz tml tml lllrN-mlm) ltNIIDl lr.Nim) 1\N--) 'lkl'lnolml I lkN-mlm I DA5 U9 S l2 ... 41.72 0 00 l.ll 2 4.65 1.35 S .l2 10. 01 14. 7 61.1S 41.72 12. n 3 3 .90 J.ll 8.43 14.01 196 76.26 116. 17 32.90 4 3 .00 3 ll.IS 2091 25. 4 76.l9 193.12 72.05 s 2 .10 3.91 17.74 23.17 ]I. ] 65.74 269 .41 I:JO.OS 6 I .SO ...,. 21.27 ll.ll 3'-2 Sl.l4 lUIS 110.49 7 0 .90 5.11 lS.OI lS. U 19. 1 35.13 317. 99 241.27 0 .:10 5.711 21.9'7 27.95 43. 1 12.92 313.17 PS,. 1 .21 4.22 3.81 2 .16 :UI 1 .9'7 1 .71 1 .44

    PAGE 299

    N \0 y, ... K.-K..- c, y,. .,. K,.IK r--Sliding v,= R., FS,. Layer No. I 2 3 4 .s 6 7 8 9 10 II INTERNAL DYNAMIC STABILITY CALCULATIONS IUO kNim' F 30 degRCS a 0.33 H 0 .33 A 0 k.Pa R. 18.1 kN/m1 F, 30 cI UO meters 474 lcN/m 274 kN/m 1.34 Depch Vertical 5..1 z !'rasure a. (m) (kPa) (m) 0.30 5.64 0.60 0-" 16.92 0.60 1.51 28.20 0.60 2.10 39.41 0.60 1.'70 .50.76 0 60 3.30 62 04 0 60 3.90 73.32 0.60 4.50 84.60 0 60 5.10 9'-81 0.60 5.'70 107.16 0.60 6.00 BY AASHTO METHOD 0.46 w.-0.6 mettra 0.8 H.-0.15 metal 6.0 atlltm a.0.3 lMI1n 0.1! m 3 degnu I H..-6 00 moten lllkNim r.-18.115 kNim' l E.'IC1'ERNAL STABILITY (BY .USHTO Mri'HOD) Overturning M, M.FS..-1016 kN-mlm 513 kN-mlm 1.911 A,. wAP, PAl! PIR-o,a A.INTERNAL STABILITY (BV AASHTO METHOD) K.. K Horizontal Sialic Dyn...Uc Total Pmsure Load Lolli Load T_ T,.. T_. (kPa) (kN/m) (kN!m) (kN/m) 0.33 0.33 1.88 1.13 3 .93 s.os 0.33 0 .33 5.64 3 38 4.38 7.77 0.33 0 .33 9.40 5.64 4 .10 9.74 0.33 0.33 13.16 7.90 3.63 11.32 0 33 0.33 16.92 IO.I.S 4.27 14.42 0.33 0 .33 20 .68 12.41 4 92 17. 32 0 33 0.33 2U4 14. 66 .S.S6 20.22 0.33 0.33 28.20 16.92 6 .21 23.13 0.33 0 .33 31.96 19 .18 6 .8.5 26.03 0 33 0.33 35.72 21.43 7 49 28.93 263.24 kN/m SI.JJ kNiat 49.49 lcN/m 66.02 kNim 5.14 kNim 30 dqRCS Free Embcdmcn Total P, FS.., Length Lcnl!1h Length L. L. L (m) (m) (m) (kNfm) 3.29 2 .11 5.40 8.79 2.32 2.94 2.36 5.30 5 .06 2.60 2.20 4.80 45.89 6.21 1 .9.5 4.20 56.114 6 .S8 1.91 2 29 4.21 86.08 7.96 I.S6 2 64 4.21 121.09 9 32 1.21 2 .99 4.21 161.88 10 67 0.87 3.33 4.20 201.44 12.02 0 52 3 61 4.21 260.78 13.36 0.17 4.03 4.20 318.89 14.70

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    N \0 N PACING INTERPACJ. SHEAR '"-Blev Doplb Tolll ITGIIII s.. v.,.. FS, No. IAod .._.. ....... ....... (m) lml lkN/In) (kN/m) (tNJm) lkN/In) I 570 11.111 S,()j 0 4.66 7.10 1.67 2 l .IO ..,. 1.n j 10.04 11.72 1 .17 ] 4.50 1.50 9.74 1l 14.20 15.6] 1.10 4 3.90 LIO 11.52 23 17.19 19.H 1.09 5 ] ,30 1.11 14.42 l4 21.29 23.47 1.10 6 2 .70 3.JI 17.32 49 23.21 27. 39 1.11 7 2.10 1M 20.22 66 23.16 31.31 1.31 I 1.50 4.50 23.13 16 23.04 3522 I..Sl 9 0 .90 5.1 26.03 109 :ZO.Il 39.14 1.11 -10 l.'lt 21.93 Ill 17.17 43.06 2.51 CONH&criON n'llENGTR I.-m.v. Doplll TOIII FS,. No. IAod (m) (m) (kl'llno) (kN/In) I 5.70 QJI !.OS 7.10 154 l 5 .10 O.M 1.n 11.72 1.51 ] 4.50 Ul 9 .74 U .6J 1.61 4 3.90 Ul 11.52 IUS 1.70 s ] .30 1.11 14.42 23.47 1.63 6 2.70 1JI '17.32 27.39 t.n 7 l.JO 1M 20.22 31.31 l.SS -I ..SO 23.13 35.22 1 .52 9 0.90 5.11 26.03 39.14 .so 10 0.30 5.11 21.93 43.06 1.49 PS, toll!% 'tJc--. _....._ MJ .. _.. llri
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    y,a ljl,-K c It K., o:,= rr= ljl,a K.,JK.o Sliding v,= R,3 FSan= N Layer No. I 2 3 4 5 6 7 8 9 10 11 12 l1 -INTERNAL DYNAMIC STABTI..ITY CALCULATIONS 18.80 kN/m3 30 degn:es 0 .33 0 .33. 0 kPII 18.11 kN!m' 30 degreeS. 1 4.20 metm 474 kN/m 274 kN/m 1.19 Depth vertical z Pressure o. (m) (kPa) 0.15 2.82 0.60 11.28 1.05 19.74 1 .50 21.20 us 36.66 2.40 45.12 2.15 53.58 3.30 62.04 3;90 73.32 4 .50 84.60 5.10 95.88 5.70 107.16 6.00 F= a"' H= AR.= F,= C= BY AASRTO METHOD 0.46 w.= 0.6 meters 0.8 H,= 0.15 meters 6 0 meterS G.= 0.3 meters 0.1 U)= J degrees I 6 .00 meters 113 kN/m Yw= 18.85 kN/m, 1 EXTERNAL STABILITY (BY AASHTO METHOD) A .. W"= pia PAii= a,= A,. a Overturning M,a Fs .... s .. K, (Ill) 0.38 0 .33 0.45 0 .33 0 .45 0 .33 0 .4S. 0 .33 0.45 0 .33 0.45 0 .33 0.45 ,0.33 0 .52 0.33 0.60 0.33 0.60 0 .33 0.60 0 .33 o :60 0.33 1016 kN-mlm 594 kN-mlm 1.11 Horizontal Pres sun: crh (kPa) 0.33 0.94 0 .33 3.76 0 .33 6.58 0.33 9 .40 0.33 12. 22 0.33. 15.04 0 .33 17.86 0.33 20.68 0 .33 24.44 . 0 .33 28.20 0.33 31.96 0.33 35.72 INTERNAL STABILITY (BY AASRTO METHOD) Stnlic Dyuamlc Total Load Load Load T.,.. Tm4 T..w (kN/m) (kN/m) (kN/m) 0.35 5 .2S 5.60 1.69 S.86 7.56 2.96 6 .01 '8.97 4.23 3 .78 8.01 s .so 4 .40 9.90 6.n 5 .01 11. 78 8.04 5.63 13.66 10.86 6.24 17.10 14.66 7.06 21.72 16.92 7 .81 24.80 19.18 8 69 27.87 21.43 9 .51 30.94 0.2S 263.24 kN/m 65.81 kN/m 63.45 kN!m 84.65 kN/m 5 .84 kN/m 30 desrees Free Embedmen Total P, FS,.. Length Lcnsth Lenslh L, L. L I (m) (m) (rn) (kN/rn} 3.38 2 .22 5.60 4.63 1.10 3.12 2.48 5.60 20.69 3 .65 2.86 2 .S4 5.40 37.08 S:.S1 2.60 1.60 4.20 33.38 5.55 2 .34 1.86 4.20 50.44 6.79 2 .08 2.12 4.20 70.74 8.01 1.82 2.38 4 .10 94.29 9.20 l 1.56 2 .64 4.21 121.09 9.44 I 1.21 2 .99 4.21 161.81 9 .94 I 0.87 3.33 oUO 2011.44 11.21 I 0.52 3 .68 4.20 260.78 12.48 0.17 4 .03 4.20 318.89 13.74

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    FACJIIIC INlDFACE SJUAA u,.. IileY. 0.,00. T_. tT ... s.. v_ n.. Ha. ...... _D) ---(blioo) I 5.U I. I uo 0 2.91 6.12 2.3.1 2 5 .40 7-'6 uo 9 .?t 1.50 I 4.95 IM l .f7 LJ ... 12.711 UJ 4 4 50 .5I 101 1031 U .63 41 5 4 ., '-"' 9.90 10 11. n IU7 1.34 uo 1.41 ll.ll 40 16. 21..11 1.34 7 l U l.U ''" J] 17.07 24.45 1.43 I 2.'111 Ul 17.10 lUI %719 1.62 :uo :t.JI 2 n IU7 I .JI 1.65 IG I.JO Ul 24.10 liN 7.17 U ZI IJ9 II 0.90 1.11 I IU7 4 69 12 Q.JO I. ,..,. IS'7 ... 0 .110 us CONNZCTlON STRENGTH La,.. -0.,00. T.-T rs.. No I ...... r. Ia! _, _, s.t5 s S.to 6. I 5 40 Ul 7..!6 "'' 1.1". us IM 1.97 !2,'70 1 4 4 .... ,. 1.0 UAl us N 4 .05 us 9.90 1 .. 1 u f I 11.71 u I. 7 l U 2M 11-t!i )4. I 70 Ul 17. 0 27,. uo 0 Ul zt. n II 1.44 II I.JO 24.111 . II O.JI S.l Tl.rl :Jt 1 ll O.JO 5.71 JO.N G .Dt .It OYD'n.IRNING AI'QI etu:n' TOPPLING u,.. -0.,00. w. ... r r. r ... J\ rt.r M.,.. PI, No. ...... -..... I I l'l"al I 3.15 1.15 .., 1-'CI 6.1 ,,., 0.110 . 1 .91 2 5 .40 -14 7 Sl.ll "" 4 .11 11.011 l ... 3.19 U7 12.7 u.u n.J9 191 H7 4 4.JO 1.51 S.711 1.1 u e 70.36 I 0 an 6.07 5 us I.J! 7.74 t.JQ lu 7 .79 O.JO s Ul ,., II. Jl. 77.44 301.11 4.49 7 l.' 12. 1111 2oi.J 77. 02 171.45 .... .YI I 2.70 14.42 17 ... 1/.4 "-" 4SU7 ID.I4 Ul 2.10 1.74 2L7l IL 63.74 5 .G I I-'D 21.27 :M .2 SZ.N _m,lf 25:1. 1 2.0 II DJQ 5.1 ZS.OI Z7.rl 19 1 lUI ...... 321.77 2 .DS n 0 10 s. :ZU7 ,. ... .,, 2J2 ID 415. 1 1 72

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    N \0 v. y,--K.-K..-.. -y,.,. JVK-L.-Slidina v,-R,FS.., l...aya No. I 2 3 4 5 6 7 I 9 10 II 12 13 14 15 16 INTERNAL DYNAMIC STABILITY CALCULATIONS 11.10 kNJm1 f Jl dqm:l u 0.33 H 0.33 A 0 kP R,-11.1 kNIIo1 F, J1 cMpOIII c-1 .ue497 kNJm 287 lcNim 1.14 Depth Vlll1iall s .. z I'RI111111 (m) (kPo) (m) 1.15 2.12 0.23 IJO '-64 0.23 ue 11.21 0.30 0.9G 16.92 0.30 1.20 22J6 0.30 uo 21.20 0.30 t.IG 33.14 0.30 1.11 39.41 0.30 :L4G 45.12 O.JO 2.70 50.16 0.45 l.JI 62.04 0.60 l.90 73.32 0.60 4.58 14.60 0.60 5.10 95.11 0.60 5.71 107.16 OM uo BY AASIITO MI:TBOD 0.46 w.0.6 malin 0.1 H.-us..-. u melen o.O.J IIICIIen us 3 clear-I H,-6.00 IIICIIon 113 kNim l.-li.IS kN/m1 1 EXTERNAL STABILITY (BY AASBTO MI:TBOD) OvenumJna M, 1113 kN
    PAGE 304

    FACING INTERFACE SHEAR U.yer EleY. Deplh TWI I:TCII.II s.... v,,. Fs., No. l Lolli Lo.da ...._ iNirlll:e (Ill) (Ill) (tN/111) (tN/111) (tN/a) (kNim) I H5 0 .15 3 67 0 3.47 6.12 1.96 2 5.70 0.30 3.86 4 3.34 7.10 2.33 3 5.40 0.60 4.72 I r..n 9.76 1.4-4 4 S.IO 0.90 5.44 12 9.61 11.72 1.22 uo 1.20 6.16 II 12.00 13.61 1.14 6 uo !.SO 6.11 24 ll.94 15.63 1.12 7 4 .20 1.10 7.60 31 13.43 17.59 1.14 3.90 2.10 .. u 31 16.47 19.35 1.19 9 3.60 1 .40 9 .47 47 16.85 lUI 1.21 10 3.30 2.70 12.94 SCI 16.57 23.47 1.42 II 2.70 3.30 11.47 69 22.11 27.39 1.20 12 2.10 3 .90 21.47 II 24.60 31.31 1.27 13 1.50 4,,0 24.46 109 24.41 35.22 1.44 14 0.90 5.10 27.46 134 22.4-4 39.14 1.74 15 0.30 5.10 JG.-45 161 II.JO 43. 06 2.33 CONNECTION STRENGTH N Layer Eln. Dopch Tolal T,. FS. No. z u.d (Ill) (Ill) (kNIID) (kHfal) I 5.15 0.15 3.67 6.82 1.16 2 5.70 0.30 3.86 7.110 l.Ol 3 5.40 0.60 4.72 9.76 2.07 4 5.10 0.90 5.4-4 11.72 2.15 5 4.10 1.20 6.16 13.61 2.22 6 4.50 1.50 6 .11 U .63 2.27 7 4.20 1.10 7.60 17.39 2.32 3.90 2.10 1.5] 19.55 2.29 9 3.60 1.40 9.47 21.31 2.27 10 3.30 2.70 12.94 23.47 1.11 II 2.70 3 .30 11.47 27.39 1.41 12 2.10 3 .90 21.47 31.31 1.46 ll 1.50 4 .50 24.46 35.22 1.4-4 14 0 90 5.10 27.46 39 .14 1.43 15 0 10 ,,70 30.45 43.06 1.41 rs.. 1110% eralellc ..... "'" __ ...... .,. ....... -frktlla.

    PAGE 305

    N 'C ...,J Layar No. I 2 3 4 s 6 7 9 10 II 12 13 14 IS l!lev. Depch z (m) (m) S.IS 0.15 S.70 0.30 HO 0.60 S.IO 0.90 uo 1.20 4.SO 1.30 4.20 1.10 3.90 2.10 3.60 2.40 3.30 2.70 2.70 3.30 2.10 3.90 uo 4.50 0.90 '-10 0.30 5.70 OVERTURNING AND CREST TOPPLING Teal r,. r.xy, rr,.xy, M,.,, FS,. tOld llbow depth z (kN.m/m) (kNhn) (kN/In) (kN-m/m) (IIN-m/m) (kN-m/m) O.S2 3.67 6.8 39.89 0.00 0.31 1.66 1.04 3.16 7.8 44.4S 39.19 1.24 33.01 2.14 4.72 9.1 S2.69 14.3S 4.97 17.41 3.29 S.44 11.7 S9.76 137.04 11.19 12.S4 4.SO 6.16 13.7 6S.! 196.80 19.93 10.10 S.16 6.11 IS.6 70.36 262.44 31.11 1.60 7.07 7.60 17.6 73.19 332.80 44.97 7.S6 1.43 1.53 19.6 76.26 406.69 61.30 6.77 us 9.47 21.S 77.44 412.9S 10.11 6.15 11.32 12.94 23.5 77.4S S60.39 101.63 5.63 14.42 11.47 27.4 73.9S 637.14 IS2.26 4.211 17.74 21.47 31.l 6S.74 711.79 213.27 3.42 21.27 24.46 3S.2 52.14 777.S3 2114.i6 2.11 2S.OI 27.46 39.1 3S.23 830.37 366.82 2.33 21.:!_7 30.4S 43.1 12.92 165.60 4S9.S2 1.95

    PAGE 306

    N \0 00 r.--K.-K.,-c,-r,--K.,IK L...Sliding v,-R,-Fs.I.Ayll' No. I 2 3 4 5 6 7 I 9 10 II 12 13 14 IS 16 INTERNAL DYNAMIC STABILITY CALCULATIONS 11.18 JcN.Im1 "f'-31.._ ... 0.33 H 0.33 A I kPI R,-11.1 kNim1 F, llldcpwl c-1 .. ,._ S30 kNim 30tilr.Nim 1.14 Depdl Vertical s... z PIWIII'II (m) (lr.PI) (ID) 1.15 2.82 0.23 D.ll 5.64 0.23 0.61 11.ll O.JO MO 16.92 0.30 l.JI 22.56 0.30 1.51 21.20 0.30 1.10 33.84 0.30 2..11 39.41 0.30 1.41 4S.12 0.30 1.71 S0.76 0.45 3.311 62.04 Q.60 3.91 73.32 0.60 4.51 84.60 0.60 5.11 9S.U 0.60 5.71 107.16 IM 6.00 BY AASIITO MrrBOD 0.46 w-. Umlhll 0;1 H,-0.15 llllllall 6.0.-.. o.-l.lllllllen I.U .. -l cq,e. 1 1\-6.00..-a 113 kNhn r.-11.15 kNint' 2 EXTERNAL Sf ABILITY (B\' AASIITO METHOD) Overturning M,-1267 kN-mlm M. -721 kN-mlm FS .. 1.76 A,.- WAa P, PAl Pa .. ),INTERNAL Sf ABILITY (BY AASBTO MJ:TIIOD) K. K HorimDtll SID: Dynamic Tolli Preaunl 1..-1 Load 1..-1 cr, TT_, T{lr.PI) (twill) (tNhn) (lr.NhD) 0.33 0.33 0.9<1 0.21 00 4.91 O.J3 0.33 1.81 0.42 4.46 4.81 0.33 0.33 3.76 1.13 4.40 5.53 0.33 0.33 5.64 1.69 4.34 6.04 0.33 0.33 7.52 2.26 4.29 6.54 0.33 0.33 9.40 1.12 4.44 7.26 0.33 0.33 11.21 3.38 Ul 8.19 0.33 0.33 13.16 3.95 5.17 9.12 0.33 0.33 1S.04 4.51 S.S4 10.0S 0.33 0.33 16.92 1.61 5.91 13.52 0.33 0.33 2D.61 12.41 6.64 19.05 0.33 0.33 24.44 14.66 7.37 22.03 0.33 0.33 21.20 16.92 1.10 25.02 0.33 0.33 31.96 19.18 Ul 21.01 0.33 0.33 un 21.43 9.56 31.00 0.3364 263.24 tNinl IB.S5 tN/m U.31 kNim 113.90 kNim 5.1W kNim JOdcpBI free Embcdmlnl TOial P, FS,. Lenatb J.An&lb LSJIIh L. L. L (m) (m) (m) (lr.NhD) 3.38 2.22 5.61 4.63 1.26 3.29 2.11 uo 1.79 2.40 3.12 2.01 Ul 17.36 4.19 2.9<1 2.06 5.00 25.70 5.68 2.77 2.03 4.11 33.12 6.89 1.60 2.10 4.'71 43.10 1.04 2.42 2.21 4.71 S6.90 9.26 2.25 2.45 4.71 71.43 10.44 2.08 2.62 4.71 17.41 11.60 1.91 2.79 4.71 104.14 10.34 U6 3.14 4.71 144.02 10.08 1.21 3.49 4.71 181.91 11.44 0.11 3.83 4.71 239.70 12.11 0.52 4.11 4.71 296.21 14.10 0.17 03 4.71 3,..49 15.42

    PAGE 307

    1-.) \0 \0 FACING INTERFACE SIIEAR Layer Elev. Deplh Total l:Toul .... v"'" No. z Load. Loads . allow intatllai (ml (m) CkN/inl (kN/al) I 5 .85 0.15 4.91 0 3 89 6 .82 2 5.10 0.30 4.88 s 1.92 7 80 3 .5.40 0.60 5.53 10 6 .Jl 9.76 4 S.IO 0 90 6 04 IS 8 19 11.71 s 4 .80 1.20 6.54 21 11.39 13.68 6 4 .SO 1.50 7.26 28 13.62 15.63 7 4 .20 1.80 8.19 3S 1!i. 37 17.59 8 3 .90 2.10 9.12 43 16.42 19.35 9 3.60 2.40 10.05 52 16.78 21.51 10 3 30 2.70 ll.S2 63 16. 44 23.47 II 2.70 3.30 19.0S .76 23.06 27.39 12 2.10 3.90 22.03 95 25.09 31.31 13 1..50 4.SO 25.02 ll7 25.07 3'.22 14 0 .90 5 .10 28.01 142 23.01 39.14 15 O.JO 5 .70 3UI9 _j70 18. 90 43.06 CONNECTION STRENGm Layer !lin. Depth TGbll T.. FS,. No. z Load Cml (m) (kNim) (kNim) 1 5 .85 O.l5 4.91 6.82 1 .39 2 5 .70 0.30 4.88 7.80 1 .60 3 5 .40 0.60 S.S3 9.76 1 .77 4 5.10 0.90 6.04 11.71 1.94 s 4 .80 1.20 6.S4 13.68 2.09 6 4 .50 uo 7.26 15.63 2.15 7 4 .20 1.80 8.19 17.59 l.U I 3 .90 2.10 9 .12 19.5S 2.14 9 3 .60 2.40 10.05 21.51 2.14 10 3.30 2.70 ll.S% 23.47 1.74 II 2.70 3.30 19.05 27.39 1.44 12 2 .10 3.90 22.03 31.31 1.42 13 I. SO 4.50 25.02 35.22 1.41 14 0.90 S.10 28.01 39.14 1.40 15 O.l! __ P! 31.00 43. 06 l.l9 Fs .. b 80% or Italic wiDe whea COIIIIedloa ftdly depeadl oa frkllaiL FSb 1.75 2.67 1.60 1.32 L20 l.lS 1 .14 1.19 1.28 1.43 1.19 1.25 1.40 1.70 2.28

    PAGE 308

    w 0 0 Layer No. 1 2 3 4 5 6 7 8 9 10 II 12 13 14 Elev. Depth z (m) (m) 5.8S O .lS 5 .70 OJO 5.40 0 .60 5.10 0 .90 4 .80 1.20 4.50 1.50 4.20 1 .80 3 .90 2.10 3.60 2.40 3.30 2.70 2.70 3.30 2.10 3.90 l .SO 4.50 0 .90 5.10 '---0 .30 5.70 OVERTURNING AND CREST TOPPLING M,lal Total T" Tax:r1 rr .. xy1 M.tlil FS .. Lold abow dcplhz (lcNomlm) (kNfm) (lcNim) (kN-mhli) (lcN-mlaa) 0.52 4 .91 6 8 39.89 0 .00 0.35 1.49 1.04 4.88 7 8 44.45 39.89 1 .39 29.51 2.14 5 .53 9;8 52.69 84.35 5.54 15.60 3.29 6 .04 l1. 7 59.76 137.04 12.46 11.26 4 .50 6.54 13.7 65.64 196.80 22.13 9.10 5.76 7.26 15.6 10.36 262.44 34.54 7.76 7.07 8.19 17.6 13.89 332.80 49.69 6 .84 8.43 9.12 19.6 16.26 406.69 67.$6 6 .14 9.85 10.05 21.5 77.44 482.95 88.16 5.59 11.32 13.52 23.5 77.45 560.39 111.46 5.13 14.42 19.05 27.4 73.9' 637.84 166.18 3.93 17.74 22.03 31.3 65.74 711.79 231.63 3.15 21.27 25.02 35.2 52.84 777.53 307.77 2.60 25.01 28.01 39.1 35.23 830.37 394.51 2.17 28.97 31.00 43.1 12.92 86.'-60 491.81 1.82

    PAGE 309

    w 0 -y,c K,-'fc y,c Sliding v,D Layor No. l 2 3 4 s 6 7 .. 8 9 10 II 12 13 14 15 16 17 INTERNAL DYNAMIC STABILITY CALCULATIONS 18.80 kNim1 F JO degroa a 0.33 H 0.33 A 0 kPa R,= kNim' I",-. JO degrees c-1 5.40 metm 609 kN/m 352 kNim 1.14 Deplh Vertlt'81 z Pressure a, (m) (kP) (m) 0.15 2.81 023 0.30 5.64 0.15 0.45 8.46 0.15 0.60 11.28 0.23 MO 16.92 OJO 1.20 22..56 0.30 1.50 28.20 0.30 1.80 33.84 0.30 2.10 39.48 0.30 2.40 45.12 0.30 2.70 50.76 0.45 3.30 62.04 0,60 uo 73.32 0.60 4..50 84.60 0.60 5.10 95.88 0.60 5.70 107.16 0.60 6.00 -BY AASBTO METHOD 0.46 Wa 0.6 mell:rs 0.8 n.-0.15 met.cn 6.0 metem a.-0.3 0.4 m8 3 dOI!I'CC9 1 H,-6.00 motcB 113 kNim Yma ta:8s kNhn' l EXTERNAL STABILITY (BY AASBTO METHOD) Overturning M,m 1'5 .... 1665 kN-m/ai 844 kN-mlm 1.97 A,.-wA-P, P.u; Poa= "-8 INTERNAL STABILITY (BY AASRTO METROD) K., K Horimntal SIDllc Dynomlc Total Pnasure Load Lad Load a. r .... r.,. (kPa) (kN/m) (kN/m) (kN!m) 0.33 0.33 0.94 0.21 5.04 5.25 0.33 0.33 1.88 0.28 S.01 5.30 0.33 0.33 2.82 0.42 4.99 5.41 0.33 0.33 3.76 0.85 4.96 5.81 0.33 0.33 5.64 1.69 5.11 6.80 0;:13 0.33 7..52 2.26 5.41 7.73 0.33 0.33 9.40 2.82 5.83 8.65 0.33 0.33 11.28 3.38 6.19 9.58 0.33 0.33 13.16 3.95 6.55 10.50 0.33 0.33 15.04 4.51 6.92 11.43 0.33 0.33 16.92 7.61 7.28 14.89 0.33 0.33 2D.68 12.41 8.00 20.40 0.33 0.33 24.44 14.66 8.72 23.38 0.33 0.33 28.20 16.92 9.44 26.36 0.33 0.33 31.96 19.18 10.16 29.34 0.33 0.33 35.n 21.43 10.88 32.31 0.42 263.24 kNim 110.56 kNim 106.60 kN/m 142.20 kNim 5.14 kN/m 30 d"l!l'et:s Proe Embodmoot Total P, FS.., Lcn!llh Length Length X.. X.. L (m) (m) (m) (kNim) 3.38 2.42 5.80 s.os 1.28 3.19 2.41 5.70 10.04 2.53 3.20 2.40 5.60 14.98 3.69 3.12 2.38 5.50 19.86 4.56 2.94 2.46 5.40 30.70 6.02 2.77 2.63 5.40 43.83 7.56 2.60 2.80 5.40 58.39 9.00 2.42 2.98 5.40 74.40 10.36 2.25 3.15 5.40 91.86 11.66 2.08 3.32 5.40 110.15 12.92 1.91 3.49 5.40 131.10 11.74 1.56 3.84 5.40 176.11 11.51 1.21 4.19 5.40 226.90 12.94 0.87 4.53 5.40 283.46 14.34 0.52 4.88 5.40 345.81 15.72 0.17 523 5.40 413.92 17.08

    PAGE 310

    w 0 N FACING INTERFACE SHEAR Layer BleY. Dqllh Tala! :tTalal s.d v..., No. z Lo..s Loeds ..,_ Iatona (ml (ml (kN/JD) (kN/JD) (tNim) (kNhn) I HS O U S.lS 0 4 .13 6.82 2 5.10 0.30 5.30 s 4 .45 7.80 3 5.55 0 .45 5.41 II 4 07 1.71 HO 0 .60 HI 16 3.61 9 76 s uo 0 .90 6.80 22 7.82 11.72 6 4.10 l.lO 7.73 29 11.11 13.61 7 4 50 uo 8.65 36 13. 77 15.63 I 4.10 1.10 9.51 4S tHO 17,, 9 3 .90 2 .10 IO.SO 55 16.65 1955 10 3 .60 2.40 11.43 65 16.93 lUI II 3.30 2.70 14.89 76 16.44 13.47 12 2 .70 3.l0 10.40 91 13.19 27.39 13 2.10 ].90 13.31 112 26 .43 31.31 14 1.'0 4..50 26.36 135 26 .62 35.22 IS 0 .90 5.10 29.34 161 24.44 39.14 16 0.30 5 .70 32.31 191 19. 90 43.06 CONNECJ'ION STRENGTH l...aF Ele. Deplh Tnlal T" FS. No. z La.d (_Ill} {m) ctNha) (kNinl) I 5. 15 0 .15 5.2S 6.12 1.30 2 5.10 0.30 BO 7.80 1.47 3 5 .55 0.45 5.41 8.71 1 62 4 S.40 0.60 5.11 9 .76 1.61 5 .10 0.90 6.10 11.72 1.72 6 4 .80 1.20 7.73 13.61 1 .77 7 4 50 1.50 8.65 IS.63 1.11 4 20 uo 9 .,. 17. 59 1.14 9 3 .90 2.10 IO.SO 19 .. 1.16 10 3 .60 2 .40 11.43 21.51 1.11 II 3 .30 2.70 14.19 13 .47 1.51 12 2 .70 3.30 20.40 27.39 1.34 13 2.10 3.90 13 .31 ll.ll 1.34 14 I. SO 4.50 26.36 3U2 1.34 15 0 90 5.10 29.34 39.14 1.33 16 0 .30 _!70 32.31 43. 06 1 .33 PS., IIIO%oC11alk ........... cu.aiM ..,. ..... fltctiH. Fs. 1.41 1.15 2.16 2 .71 1..50 1 .22 1 .14 1.13 1.17 1.27 1.43 I. IS 1.11 1.32 1.60 2.16

    PAGE 311

    w 0 w Uyer No. I 2 J 4 5 6 7 9 10 II 12 13 14 ., 16 Elllv. Dlplll z _1_111}_ {ID) H5 O.IS 5.70 0.30 3 .55 0 .45 5.40 0.60 5.10 0.90 uo 1.20 4 .50 l,j(l 4.20 .80 3.90 2.10 3.60 2.40 3.30 1.70 2.70 3.30 2.10 3.90 uo 4 .50 0.90 HO 0.30 no OVERTURNING AND CRESI' TOPPLING M, .., TOIIII Td r,.xy rr,.xy, M ... FS,. LaM lbcM lli:N-talml {kl'{llftl (kN-
    PAGE 312

    y, ... ... "'-._.. II, v.Br ...., u.,.. No. I 1 4 5 7 I 11 II 12 lJ 14 " DYNAMIC STABILITY CALCULATIONS DISI'LACEIIENT MI!THOD
    PAGE 313

    w 0 !J> Lli)'ef No. I 2 3 4 5 6 7 I 9 10 11 12 ll 14 15 16 El=v. tml 0.30 0.90 1.30 2.10 2.70 3.30 3.60 3.90 4.20 4.50 4.90 5.10 5.40 5 .55 5.10 Depth z tm) S.70 5 .10 4.50 3.90 3.30 2.70 2.40 :uo 1.80 l.SO 1.20 0.90 INTERNAL SEISMIC STAB:U.ITY CALCULATIONS (DISPIJ\CI!MENT MBnJOD, NBWMARK.DOUBLB INTEORAnON) BLOCK JN:I'ERFACB SHBAR L k. 5 9 IC.\a IC.\ 4K.,. TriiJIJiory Ana. Sot (m) (dlgrecs) (d......,. I '(ml .5. 4 GAOl 10 0 21.8 0.71 0.21 0.43 0.600 5.4 D.AOO 20.0 21.1 0.71 0.21 0.43 0.600 5.4 0.408 20 0 21.1 0.71 0.21 0.43 0.600 5.4 DADO 20.0 21.1 0.71 0.28 0.43 4.200 5.4 O.AOO 20 0 21.1 0.71 0.28 0.43 3.600 .5.4 O.AOO 20.0 21.8 0.71 0.21 0.43 3.000 .5.4 0.400 20.0 21.8 0.71 0.28 0.43 2.!50 5.4 0.400 20.0 21.1 .0.71 0.28 0.43 2.2!0 5.4 O.AOD 20.0 21.8 0.71 0.28 0.43 1.950 5.4 uoo 20.0 :u.a 0.71 0.2R 0.43 1.650 5.4 0.400 20.0 21.8 0.71 0.28 0.43 1.350 5.4 o.400 20.0 21.8 0.71 0.28 0.43 1.050 0.60 s.s 0.400 20. 0 21.1 0.71 0.28 0.43 0.150 0.4!1 '.5.6 OAOQ 20.0 :21.8 0.71 0.28 0.43 0.525 0.30 5.1 0.400 20.0 21.8 0.71 0.21 0 .43 0 .37.5 5 15 0 .1.5 _.....,1! o.400 20 0 21.3 0.71 0.28 0 .43 0.22.5 v. u FS.. lcJk. d .(kN/mJ Cmml 11.4 1.113 2.111 1 00 0 311.1 4.264 11.12 1.00 0 35.2 4.349 11.40 1.00 0 31.3 0.637 1.69 1.00 0 27.4 0.768 2.05 1.00 0 23.5 0.966 1.58 1.00 0 21.5 1.112 3.14 1.00 0 19.6 1.379 3.70 1.00 0 17.6 1.671 4.49 1.00 0 15.6 1.1116 5.67 1.00 0 13.7 2.814 1..59 1.00 0 11.7 4.133 11.16 1.00 0 9.8 7.22.8 19.56 1.00 0 8.8 11.386 33-'3 1.00 0 u 23.108 62.62 1.00 0 6 1 67.353 112.70 1 00 0

    PAGE 314

    ...., 0 0\ y, JC. K, c, rr +r K,,K ....... Sliding VI R., FS,. Layer No. I 2 3 4 6 7 8 INTERNAL DYNAMIC STABILITY CALCULATIONS lO.OO kNim1 "F 35 dear-a 0 .27 H 0.33 A 0 ltPa R., 18.8 kN/m1 Fl 30 dqRes C 4.;21 mclcr.r 300 kNim 219 kNim 1.62 Depth Vertical S..l z l'reuln a, (m) (kPa) (m) 9.4!1 9.00 0.90 1 .35 21.00 0.90 l.l!l 4S.OO 0.90 l.J!I 63. 00 0.90 4.05 81.00 0.90 ... !15 99.00 0 .90 5.1!1 117.00 0.60 6.00 B\' AASBTO Mli:TBOD 0 .36 w. 0.6 I]Jcta\t 0.8 H. U!lmeten 6.0 maeB a.-O.J metcn 0.1 m 3 dear1 H. 6 00 meterS 113 kN/m r .. 111.11!1 kNim' l EXTERNAL STABILITY (BY AASRTO METHOD) Overturning M, M.FS..-I 070 kN-mlm OJ kN-mlrn 2.48 A,. w,.-PI 1',...-Pro. ... ).,. INTERNAL STABlLITY (B\' AASBTO METHOD) K. K Horizollllll Slllic Dynamic Total l'rcllure Loed Load Load a, T-T .. T-(tl'a) (kNim) (kNim) (kN/m) 0.27 0 .27 2.44 2 .20 2.38 4 .S7 0 27 0.27 7 .32 6.59 3 .22 9.81 0 .27 0 .27 12.19 10.98 4.07 l!l.O-' 0.27 0 27 17.07 lS.31 4.92 20 29 0.27 0.27 21.9S 19.76 S .71 2j,S3 0.27 0 27 26.83 24.JS 6 .62 30.77 0 27 0 .27 31.71 19.02 7.47 26.49 o.m 2.55.26 kN/m 34 .46 kN/m 34 .26 kN/m 48 04 tN/m 5.84 kN/m 31 dqrees Free Embedmen Total P, FS lcnlfh Lenlfh l..cnlfb L. L. L (m) (m) (m) (kN/m) 2 .89 1.31 4..10 10. 57 3.08 2.42 1.78 4.l0 43.06 HS 1.9-' 2.2.5 4.l0 90.66 8.03 1.41 2.72 4.ll ISJ.JI 10.01 1.02 3.18 4.l0 231.22 12.01 O.H l.6S 4.l0 324.17 J4.0S 0.08 4 .12 4.l0 432.24 2l.1S

    PAGE 315

    FACING JN'mlUI'ACE SIII.AR '"-Elov. Doplh Toal J:Taal Sw.! v.,. rs. No. & t.wl LoW obove latlrliooo (m) (DI) (ttllm) (kN/m) lkNiml !kllllal I 5.55 0-45 4.57 D 4.89 1 .71 1.10. 2 us 1.3.5 Ul 12.J] 14.66 1 .17 3 3.75 %.25 U .DS 14 .18.19 20.53 1 1] 4 2.85 3 .15 :ZO.l!J 29 21.86 26.41 131 1 .95 4.05 25.53 so 2U4 3U9 1.37 6 1.05 4.95 30.77 15 23.l4 38.16 1.64 7 o u 5._85 26.4' L__--106 _20.94 _1.10 CONNECI10N STRENGTH ..._ Elov Depill Toml T,. '!'Sa No. z u.ad (Ill) (m) ltN/m) _lloN/1!11 I 5.5 0-45 4.57 L71 132 2 w 1.35 9.BI 14.66 1.49 w s 3 3 .75 1.25 15.115 20.53 1.36 4 2.15 w 20.2!1 26AI I.JO 1.95 us 25.53 32.29 1.216 .6 .115 us 30.77 38.16 1.24 7 D.IS U5 26A9 44 04 - PS, oflllollc valDohat ..,_..., fldly dept:lldJ on rolctlon. OVER'ItlRNJNG AND CREST TOPPLING La,.r Elev. Dcplb M,Oo!J TOIII Td. ri',1Jl)'J M.(lllj PS.! No. & Load ohcMI dopthz lml lml I IJcN.
    PAGE 316

    w 0 00 INTERNAL DYNAMIC STABILITY CALCULATIONS y,= 20.00 kNim' .... 35 degrees K., 0 .27 K.t= DJ3 cr. 0 kPa Yr"' 18.8 kN/m1 30 degrees K.,IK I I....J.. 4.20 metc:rs Sliding v, .. SOD kN/m R,a 28!1 kN/m FS.uc 1.39 Layer Depth Verticel No. z Pressure cr, (m) (kPa) I 0.30 6.00 2 0 .90 18.00 3 1 .50 30.00 4 2.10 42.00 s 1.70 54. 00 6 J.JO 66.00 7 3 .90 78.00 8 4.!0 90.00 9 5.10 102.00 10 5.70 114.00 II 6.00 BY AASRTO METHOD F= 0.56 W= u 0.6 meters 0.8 0.15 meters H= 6.0 meters G- 0.3 meters A= 0.15 m"' J degrees n.= 1 Hr."' 6.00 meters Fr"' 113 kN/m y,.= 18. 85 lcNim' C= 2 EXTERNAL STABU..ITY (BY A.ASHTO METHOD) Overturning M,= M= Fs .. 1070 kN-m/m 523 kN-m/m 2.05 A .... WAa Pr-PAl!= PIR c llu"' 1._= INTERNAL STABILITY (BY AASHTO METHOD) 8,; K., K Horizontal Static Dynamic Total Pressun: Load Load Load crb r .... T1114 T,...r (kPa). (kN/m) (kN/m) (kN/m) (m) 0.60 0.27 0 .27 1.63 0.98 3.59 4 .57 0.60 O.Z7 0.27. 4.88 2.93 3 .79 6.72 0.60 0.27 0.27 8.13 4.81! 3.99 8.86 0.60 0 .27 0.27 11.38 6 .83 3 .83 10.66 0.60 0 27 0.27 14.63 8.78 4.38 13.16 0.60 0.27 0.27 17.89 10.73 4 .94 1.5.67 0 .60 0.27 0.27 21.14 12.68 5.49 18.17 0.60 0.27 0.27 24.39 14.63 6.04 20.67 0.60 0 .27 0.27 27.64 16.58 6.59 23.111 0.60 0 .27 0.27 3D.89 18.54 7 .14 25.68 0.195 255.26 kN/m 49.78 kN/m 49.49 kN/m 69.39 kN/m 5.84 kNim 30 degrees Free Embedmen Total P, FS .. I Length I.cnsth Leagth L. L, L (m) (m) (m) (kN/m) I 2.97 2.03 5.00 10.93 3.19 2.6.5 2.15 4.80 34.61 6.87 2.34 2.26 4.60 60.70 9.13 2.03 2 .17 4.%0 81.68 10.21 1.72 2 .48 4.20 120.13 12.17 1 .41 2 79 4.10 16S.JO 14. 07 1.09 3.11 4.20 217.19 15.94 0.78 3.42 4..10 275.80 17.79 0.47 3.73 4.20 341.13 19.63 0.16 4 .04 4.10 413.18 21.4S I

    PAGE 317

    FACING JI'ITERFACE SH&AR ....,., a... lloflla T ... tr..a s... v..., n. "" z "'*' .... - ,_, -_, _, l J."ltl L 07 U7 7.11 l .7S 2 1.10 _t.! & n 9 ."11 11. 72 1.!0 J 4-'0 I 1.11 II lUI U6l 1.11 4 J.!IO 2.1 lUI :JO 17.J4 lt.JJ II 3.30 J. 13. 6 Jl :JO.JII 23.47 J U 6 2 .10 U 67 .. 2UI 27.39 .l5 7 2.10 l.JI 11.17 110 :Z:UJ 31.31 1.41 I I.Stl 4.SI 20.67 71 ll. 35.:U 1.66 9 O.JO S.JI 23.11 IU7 31.14 2 06 10 uo S.'M 15 .11 122 IHI 0 .06 1.79 CONNicrfON STUNGTR ....,., l!le. o.,a T_. r. 'PS.. "" l "'*' lrol 1 -I IIIK'Inl I 5 .... 4 .57 7 1.71 1 J.l L" 6 .72 11.71 70 3 4.50 .... IUJ 1 ."11 '-'-1 4 l.IO 2.11 18.66 IP.J5 1 .13 5 uo J.'M IU6 23. .71 %.10 Ul J 67 27.3'1 _., 7 %.10 l.JI 11.17 3 l n I I .JO Ull 20-117 IU2 I .'M 0. .II J'-14 .If I cuo S.'M 15 11 0 .06 ... n.. .. ....... ___ ,..,._., __ OVIRTURNING AND CRIIn" TOP!'UNG ....,., Eln. lloflla M. .. T..a r. r ... ,. rr ,. ... .. liS.. No z ...... .... ...... IJ!!J {01) 1\NhaJ _Millo} __ ._, 5.70 .... 1 .04 4 57 7 1 44.45 0.00 0.71 1.3! 2 5.10 ..,. 3 .2!1 1 .71 11. 7 "-"" 44.45 7.11 U3 l 4.50 I.JI 5 .76 1.11 ''-' 70.34 104.ll 10.42 J.J 4 !.90 2.11 UJ 10.66 76.26 174.J7 40 .79 ... 5 J.Je J. 11.32 IJ.II 2U 77.6J zso. a 61.72 l .ll 6 %.70 14.42 JJ.67 17 1!.95 m : 114.$1 l D 7 1.10 Ul 17.74 11.17 I J 65.74 141.75 11 I I.JO Ull 1 JU7 15. J1.14 JOUI %.4 11.90 5.1 U .OI :ZJ.II JU JS.ZJ 5l0 . W.lJ 1.07 10 O.JO S.'M .97 ,_ 0 1%.92 !JUJ ,,.._, 1 .75

    PAGE 318

    y, .... K.-tr rr= +r-K..JK-L...Sliding v,-R, w 0 Lay or No. I 2 3 4 5 6 7 8 9 10 II 12 II --INTERNAL DYNAMIC STABILITY CALCULATIONS 20.00 kN/m3 F 3!1 degn'leS a 0.27 H 0.33 A OkPa R.-18.8 kNim' F, 30 degrees c-1 4.10 meten 500 kN/m 289 kN/m 1.24 Depth Vertic:al s., z Pre!3ure a, (m) (kPa) lml 0.1!1 3.00 0.38 0.60 12.00 0.4S 1.11!1 21.00 0.45 1.50 30.00 0.45 1.9!! 39.00 0.45 1.40 48.00 0.4S 1.11!1 57.00 0.45 3.30 66.00 0.52 3.99 71.00 0.60 4.50 90.00 0.60 5.10 102.00 0.60 5.70 114.00 0.60 6.10 BY AASBTO METHOD 0.56 w.0.6 metcn 0.8 H.-0.1!! mctriS 6.0 mc:ten o.0.3 meters 0.1 ro J degrees 1 H,-6.00 metm 113 kNhn Yw 18.8!! kN/m1 2 EXTERNAL STABILITY (BY AASHTO METHOD) Overturning M, M.= Fs .. 1070 kNmlm 607 kN-mlm 1.76 A.-w" .. P, PAl P,a-a,.->....INTERNAL ST ABU..ITY (BY AASHTO METHOD) K., K Horizontal Static Dynamic Total Pre!ISIII"C' Load Load Load a TT(kPI) (kN/m) (kN/m) (kN/m) 0.27 0.27 0.81 0.30 4.11 4.41 0.27 0.27 3.25 1.46 4.19 5.65 0.27 0.27 5.69 2.56 4.27 6.83 0.27 0.27 1.13 3.66 4.3S 8.01 0.27 0.27 IO.H 4.76 4.90 9.6S 0.27 0.27 13.01 5.85 5.4S 11.30 0.27 0.27 15.4S 6.95 5.99 12.95 0.27 0.27 17.89 9.39 6.54 15.93 0.27 0.27 21.14 12.68 7.27 19.96 0.27 0.27 24.39 14.63 8.01 22.64 0.27 0.27 27.64 16.S8 8.74 25.32 0.27 0.27 30.89 18.S4 9.47 28.00 0.25 255.26 kN/m 63.82 kN/m 63.45 kN/m 88.97 kN/m 5.84 kN/m 30 dcgn:a Free Embcdmen Total 1', FS.., Len lith Length Length L. L. L (m) (m) (m) (kN/m) 3.05 1.1S .uo 4.72 1.43 2.81 1.79 4.60 19.24 4.54 2.58 1.82 4.40 34.32 6.70 2.34 1.86 4.10 49.94 BJ2 2.11 2.09 4.10 73.1 I 10.10 1.87 2.33 uo 100.06 I 1.81 1.64 2.56 4.20 130.79 13.47 1.41 2.79 4.10 165.30 13.83 1.09 3.11 4.10 217.19 14.51 0.78 3.42 uo 275.80 16.24 0.47 3.73 4.10 341.13 17.96 0.16 4.04 4.20 413.18 19.67

    PAGE 319

    w --FACING INTERFACE SHEAR IAyor Bin lltpdl T .... J:TOIII :.,., FS No. z LoU 1.oldo aloow loa I lml ftlf/ml = flNiml !Wlllill I J.IIS LIS 4.41 0 1.10 6.12 :z. l 5.40 1.60 '" . 1 .16 9.7E .IS U3 10 10. s I I 4.50 I .SO 8 .01 11 13. N .,,6;1 I s us. ..,, us lS IUl 11.5 1 1 6 3.80 MO II.J 35 _V D 1.51 u 7 3.1S w 12.95 C6 ILU 2US I :z. ,,. IJ.9J ... l7.J .. 11 uo ,,_,, 18.6'2 31.31 I I I .., Zl.64 lUI ZJ 11 I 0. lS.ll II u . 2.1 0 s; 21.110 Ml u. ,. l.a)w !lev. Depdl TOIII T FS., No. z ...... I I 1111 llN/ml llN/0111 0.1 HI '-12 ..,, 2 40 '"' 9 .76 1.'13 3 49S .., 6.13 12.7 1 .86 1.01 1'-63 1.95 . ,, 9.65 ... n J 1.30 21.51 .90 w IUS 2US 1.19 :z. 3 1'-93 77.!9 1 .12 I uo 19.lld :JUt I .,. :Z:Z.64 35.22 ...,, I 0 10 2'.31 39.14 us I lUG s;7Q 28.00 43. FS,IIIII% ohlliicoat..wiiiil.......aJon ftoUJdq'"da .. frtcdn. OVERTURNING AND CRISfTOPPUNG IAyor Elov. Dtplh ...... TGial T. T11a'ft No. z Lolli ...... ...... _1m 1 lw-1 _MII!!!l_ (IIN.-l I ,., 0.15 0 .52 4.41 6 1 3U9 0 .00 UIJ 2.14 5.115 t l 39.19 us 3.19 __ 11_1 L__Q.., t:I.Jt M. ... FS.. I fiN.mlml G.2J 2.1 '4.01 lO. j 12.34 -'IJ

    PAGE 320

    w N y, +;= K,. K,t= C("' Yr ., .. K.,IK .. Sliding v, .. it.'" FS.u Layer No. I 2 3 4 5 6 7 8 9 10 11 12 Jt INTERNAL DYNAMIC STABILITY CALCULATIONS 20.00 kNim' p .. 35 degrees a 0.27 H= 0.33 A. OkPi R."' 18.8 kNim' F,., 30 dc8fCC3 C= I 4.30 meters .512 kN/m 296 JcNim I.IS Depth Vedical s .. z Pn:ss.urc a (m) (lcPa) (m) 0.15 3.00 0.38 D.60 12.00 0.45 1.05 21.00 0.45 1.51 30.00 0.45 1.95 39.00 0.45 2.40 48.00 0.45 2.85 51. 00 0.45 3.30 66.00 0.52 3-'0 78.00 0.60 4.51 90.00 0.60 5.10 102.00 0.60 5.70 114.00 0.60 Ci.OO BY AASHTO METHOD 0.56 w.= 0.6 meters 0.8 ""' 0.15 mell:rs 6.1 meters 0.= 0.3 meters us Q) 3 degrees -1 Ha,= 6.00 meters 113 kNim Tw"" 18.85 kNim' 1 EXTERNAL STABILITY (BY .AASHTO METHOD) Overturning M,= 1121 kN-m/m M. = 683 kN-m/m Fs.... t.64 A.."' WA= P, pAl! .. PIR= a..= A."' INTERNAL STABILITY (BY AASBTO MEniOD) K.. K Rorizoa1BI SUllie Dyuamic Totol PrcsstJre Load Load Load Cfb r_ r., Trorol (kPa) (kN/m) (kN/m) (kNim) 0.27 0.27 0.81 0.30 5.35 5.66 0.27 0 .27 3.25 1.46 5.78 7.24 0.27 0.27 .5.69 2.56 6.20. 8.76 0.27 0.27 8.13 3.66 6.63 10.29 0.27 0.27 IO.S7 4 .76 6.69 11.45 0.27 0.27 13.01 5 .85 6.75 12.61 0.27 0.27 15.45 6.95 6.81 13.77 0.27 0.27 17.89 9.39 7.24 16.63 0.27 0.27 2J.l4 12.68 7.81 20.49 0.27 0.27 24.39 14.63 8.37 23.00 0.27 0.27 27.64 16.58 8 .94 25.52 0.27 0.27 30.89 18.54 9.50 28.04 0.3 255.26 kN/m 76.58 kN/m kN/m 106.76 kN/m kN/m JO dcgm:s Free Bmbcdmco Total P, FS.,. LengU1 Lenclb Lenctb L. L. L (m) (m) (m) (kNim) 3.05 Z:95 6.00 '1.94 1.87. 2.81 3 .19 6.00 34.30 6.31 2.58 3.42 6.110 64.43 9.80 2.34 3.66 6.00 98.34 12.75 2.11 3.69 5.80 129.04 15.03 1.87 3.73 5.60 160.29 16.95 1.64 3.76 5.40 192.10 18.61 1.41 3.99 5.40 236.29 18.95 1.09 4.31 5.40 301.08 19.59 0.78 4.62 5.40 37260 21.60 0 .47 4 .93 5.40 450.83 23.55 0.16. 5 .24 5.40 535.18 2MB

    PAGE 321

    l.>l ...... l.>l FACING IN'l'ERFACB SBEAll .._ a .... Dqob .ToW I: Told s,. v-., Fs.. No. l..ood IAab -Ira ... = lkNhal OOI!Ial .. IIN/m I HI 0.15 5.66 0 3.3! 6.12 2.04 1 uo 11.10 7.24 6 1.113 9 .16 1.21 l U5 1.05 1.76 11.60 11.70 1 .09 4 4JD I .SO 10.29 22 14.12 l$.6l 1.11 I 4 0! 1.95 11.45 32 1!.57 11.57 1 .19 l .ID 3.40 12.61 41 16.23 2UI l .l3 7 u :us 13.77 IUD 2U5 1 .49 I 2.'10 "" I&.&J JS: n %7.19 1 .74 z.o ;uo 2UJ 16 11.31 11.11 l .lll 10 uo 4.50 Zl.OO 107 " 3'-22 lll 11 0 .90 5.10 nn 110 ll.U 39.14 J .Ol 12 0.10 5.70 2'1.04 "' I .Ill 43.06 5.3! CONNECfiON STIU!NGTR .._ 1!1 ... Deplb Told Td rs. No. .... lral lml MUm\ n.Nim\ I !.II 0.15 S.M 6.12 l.lO 2 '4.40 11.18 7.14 1.11 I A.95 lm L76 12.70 us 4 4 .10 I .SO 10.19 11.61 1..12 4 .0! 1.!15 11.41 11.57 1 .62 6 1 60 2.40 12..61 2UI 1 .71 1 1.11 :I. IS 13.77 .:14.41 1 .71 I 1. 3.31 16.63 27.39 I U 9 l.ln JJIO 2UJ Ul l..!l 10 1.10 4.511 21.00 31.22 Ul II 0 .90 5.10 2S.S2 19.14 1..51 12 OJO 5.70 21.04 41.06 1..14 fS, b-ololllllc ............. -rollydrpoedl .. rrll.oohn\ ',.,.""""' I .IS 0.15 0..12 5.61 ... 39.19 0 .00 2 uo om 2.W 1.1A 9 1 2..69 39.19 3 ..,, ... 3.19 1 .76 12.7 61.1J 9Z.S9 4 4.50 1.50 5.16 IU!I I.S. 6 70 16 IUO 5 4 .01 .. 7.74 11.41 11. 6 11. n 22579 3 .60 :1.40 !I. U 12..61 21.5 77.44 301.01 7 1.11 1.11!1 12.01 13.77 24.5 77.Cil 378.4S 8 1. ].10 14.42 16.1 %7.A 73.9J 4"-47 1.10 J.!JO 17.74 20.49 31. 1 65. 74 Sl9.41 10 u 4.50 11.27 23.00 lU 11.114 !95.16 II 0.90 5.10 11.01 11.52 19.1 15.21 648 0 12 0.30 5.70 11.97 li.04 . 41.1 12. 92 611.13 w., I'll. kNmlm 0.10 1 ,73 4 .77 1 .81 IUii 6.111 211.77 5.41 !o.25 4.65 76.03 4.09 107.0!1 3.65 143.41 1 .21 199.99 1.74 W.IS 1.31 140.94 1.97 411.22 1.67

    PAGE 322

    . y,= K.,= K,= crK rr= +r= K.,IK= Sliding v,a R,= PSrn= l.ol Layer 'No. I 2 3 4 s 6 7 8 9 10 II 12 13 14 I-_!5 INTERNAL DYNAMIC STABILITY CALCULATIONS BY AASHTO METHOD 10.00 kN/m1 F= .0.)6 w.= 0.6 meter.; A,.= 35 degrees a., 0.8 H.-0.15 mctm w,.= 0.27 H= 6.0 metm G.= 0.3 meters Pt .0.33 _6. .... 0.1!1 3 degrees PAS= 0 kPa R.= 18.8 kN/m1 F,= 30 depecs Ca 1 4.60 metel'3 548 kN/m 316 kN/m 1.15 Depth Verlical s,, z Pressure " (m) (kPa) {111) 0.15 3.00 0.23 O.JO 6.00 0.23 0.60 12.00 0.30 0.90 18.00 0.30 uo 24.00 0.30 1..50 30.00 0.30 1.80 36.00 0.30 1.10 42.00 0.45 1.70 54.00 0.60 J.JO 66.00 0.60 3.90 78.00 0.60 4.50 90.00 0.60 5.10 102.00 0.60 5.70 114.00 0.60 _.00 ----1 '"" .. 6.00 meters Pm .113 kN/m. Yw= ta.as kNim' a..= 2 A,.= EXTERNAL STABR.ITY (BY AASHTO METHOD) Overturning M.= FSot2:11 .K.r 0.27 0.27 0.27 0.27 0.27 0.27 0.27 -0.27 0.27 0.27 0.27 0.27 0.27 0.27 1280 kN-mlm 738 kNmfm 1.73 K Horimnml Pressure (kPa) 0.27 0.81 0.27 1.63 0.27 3.25 0.27 4.88 0.27 6.SO 0.27 8.13 0.27 9.76 0.27 11.38 0.27 14.63 0.27 17.89 0.27 21.14 0.27 24.39 0.27 27.64 0.27 10.89 INTERNAL STABILITY (BY AASHTO METHOD) Static Dynamic Totlll Load Load Load T,... T.,... (kN/m) (kN/m) (kN/m) 0.18 3.67 3.85 0.37 3.83 4.20 0.98 4.16 5.14 1.46 4.49 S.9S 1.95 4.81 6.17 2.44 5.14 7.S8 2.!13 5.47 8.40 5.12 5.80 10.92 8.78 6.45 15.23 10.73 7.10 17.83 12.68 7.76 20.44 14.63 8.41 23.04 16.58 9.06 25.65 18.54 9.72 28.25 0.3364 255.26 kN/m 85.87 kN/m 85.38 kN/m 119.71 lcN/m 5.84 kN/m 30 degrees Free Embedmcn Tow P, FS., Length Length Leugth ... ... L (m) (m) (m) (kNim) 3.05 1.75 4.80 4.72 1.63 2.97 1.83 4.80 9.86 3.13 2.81 1.99 4.80 21.39 s.s, 2.65 2.15 4.80 34.61 7.75 2.50 2.30 4.80 49.50 !1.75 2.34 2.46 4.80 66.08 11.62 2.1!1 2.61 4.80 84.33 13.39 2.03 2.77 4.80 104.26 12.73 1.72 3.08 4.80 14!1.17 13.06 1.41 3.39 4.80 200.79 15.01 1.09 3.71 4.80 259.14 16.91 0.78 4.02 4.80 324.20 18.76 0.47 4.33 4.80 395.98 20.5!1 0.16 4.64 4.80 474.48 22.39

    PAGE 323

    w -\.h Layer No I 2 3 4 s 6 7 8 9 10 II 12 13 14 Layer No 1 2 3 4 5 6 7 8 9 10 II 12 13 _H FACING INTERFACE SHEAR Elev Depth Total :tTotal s;(> z Load Loads above hitmacc (m) (m) (kNim) (kNim) (kN/m) 5 .85 0 .15 3.85 0 3.74 5 10 0 .30 4 20 4 3.68 5 .40 0 .60 S .l4 8 7.18 S.IO 0 .90 5 .95 .J3 9 ; 92 4 80 1.20 6.11 19 12.02 4.SO 1 50 7 58 26 13.48 4.20 1.80 8.40 33 14. 29 3.90 2.10 lo:92 42 14.46 3.30 2.70 15.23 53 21.20 2.70 3.30 17.83 68 24.31 2.10 3.90 20.44 86 25.51 I .SO 4.50 .04 106 24;80 0.90 5.10 25.65 129 22.17 0.30 5.70 28.25 ISS 17.62 CONNECTION STRENGTH Elev. Depdl Total Td FS., z Load (m) (m) (kN/m) (kN/m) S .llS 0.15 3.85 6 82 1.77 5.70 0.30 4.20 7 80 1.86 5.40 0.60 5.14 9 76 1.90 5.10 0.90 5.95 ll. 72 1.97 4 80 1.20 6.77 13.68 2.02 4.50 1.50 7.58 15. 63 2 06 4.20 1.80 8.40 17.59 2.10 3.90 2.10 10.92 19 .5.5 1.79 3.30 2.70 15.23 23.47 1 54 2 70 3.30 17.83 27.39 1.54 2.10 3 90 20.44 31.31 1.53 1.50 4.50 23.04 35.22 1.53 I 0.90 5.10 25.65 39.14 1.53 0.30 -5.10 _2"25 43. 06 1.52 I v*> FSr. (kN/m) 6 82 1.82 7 80 2 .12 9 76 1.36 11.72 13. 68 .. 1.14 15.63 1.16 t7.S9 1 23 19.55 1.35 23.47 1.11 27.39 1.13 31.31 1.23 35.22 l.42 39.14 1.77 43.06 2.44

    PAGE 324

    OVERTURNING AND CREST TOPPLING Layer Elcv. Depth M,(d) ToiBI Ta Tc.iXYI l:TdXY1 M.(a1 FSad No. z Load above deplhz (m) (m) (kN/m) {kN/m) (kN-mlm) (kN-m/m) (kN-m/m) I S.8S 0.15 0.52 3.8S 6.8 39.89 0.00 0.33 l..S4 2 S.70 0.30 1.04 4.20 7.8 44.45 39.89 134 '30.64 3 5.40 0.60 2.14 5.14 9.8 52.69 84.35 5.33 16.23 4 5.10 0.90 3.29 5.95 11.7 59.16 137.04 11.95 11.74 s 4.80 1.20 4.50 6.n 13.7 65.64 196.80 21.19 !t50 6 4.50 1.50 5.76 7.58 15.6 70.36 262.44 33.01 8.13 7 4.20 1.80 7.07 8.40 17.6 73.89 332.80 47.39 7.17 8 3.90 2.10 8.43 10.92 19.6 76.26 406.69 64.31 6.46 9 3.30 2.70 11.32 15.23 23.5 n.4s 482.95 105.66 4.68 10 2.70 3.30 14.42 17.83 27.4 73.95 .S60.40 156.87 3.66 II 2.10 3.90 17.74 20.44 31.3 65.74 634.35 217.75 2.99 12 1.50 4.50 21.27 23.04 35.2 52.84 700.09 288.12 2 .SO 13 0.90 5.10 25.01 25.65 39.1 35.23 752.93 367.77 2.12 14 0.30 5.70 '28.97 28.25 43.1 12.92 788.15 456.52 1.79 w 0'1

    PAGE 325

    w .....:1 y,= +.-K.,a K,-y,-,, . K..JK-. Sliding Vt":' R.,= U,er No. : I 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 INTERNAL DYNAMIC STABU..ITY CALCULATIONS 10 .00.kNim' 35 degm:a a .. 0 .27 H 0 .33 A o kPa R.= 11.8 kNhD' P= 30 degm:a .c 1 5.20 Dlclm 620 kN/m 358 kNim 1.13 Dl:pch Vatk:al s.. z PRSIIID 0'. (m) (kPa) (ml o.ts 3.00 0.23 0.30 6.00 0.23 0.60 12.00 0.30 0.90 18.00 0.30 lJO 24.00 0.30 1.50 30.00 0.30 l.liO 36.00 0.30 2.10 42.00 0.30 2.40 48.00 0.30 2.70 54.00 0.45 3.30 66.00 0.60 3..90 71.00 0.60 90.00 0.60 5.10 102.00 0.60 5.70 114.00 0.60 6.00 BY AASilTO METUOD 0.56 Wa 0.6 melen o.s H.-0.15 melelll 6.0 melen o.= O..J nmen 0.4 m : 3 degrees 1 H,= 6.00 mel1:rs 113 kNim' v .. -18.115 kNhn' 2 EXTERNAL STABILITY .. (BY AASHTO METHOD) Overturning M,-. M Fs .. = 1632 kN-m/m 866 kN-m/m '1.88 A,= w,. .. P= PAB Pa ... lNTERNAn STABILITY (BY .AASilTO METHOD) K.. K Hodmnllll SIJIIlc Dynamic Tollll .. Prcsaure Load l..olld Load 0'. T_ T,.. T_. {kPII) (kN/m) (kWm) (kNim) 0.27 0.27 0.81 0.18 5 .30 5.411 0.27 0.27 1.63 0.37 5 .45 Ul 0.27 0.27 3.2S 0.98 5 .75 6.n 0 .27 0.27 4.88 1.46 6 .0S 7 .SI 0.27 0.27 6.50 1.95 6.15 8 .\l 0.27 0.27 8.13 2.44 6 .45 1.89 0.27 0.27 9.76 2 .93 6 .75 9.68 0.27 0.27 11.38 3.41 6 .86 10.28 0.27 0.27 13.01 3.90 6 97 10.87 0.27 0.27 14.63 6.S9 7 .08 13.66 0.27 0 27 17.89 10.73 7 .68 11.41 0.17 0.27 21.14 12.68 8.28 20.96 0.27 0.27 24.39 14.63 8 .88 23.51 0 .2.7 0 .27 27.64 16.58 9.48 2.6.07 0.27 0.27 30.89 18.54 10.08 28.62 0.42 255.26 kNhn 107.21 kNim 106.60 kN/m 149.46 kNim 5.114 kNim 30 dopees Free TOial P, PS,. l.qlb Lellatb lengdl .... L. L (m) (m) (m) (kN/m) 3.05 2 .75 5.80 7.41 l.BO 2.97 2.83 5.80 15.23 3.49 2.81 1.99 5.10 JUS 6.38 2.65 3.15 5.80 50.74 9.01 2.50 3 .20 5.70 68.86 11.33 2.34 3 .36 5.70 90.27 13.53 2.19 3.51 5.70 113.37 15.61 2.03 3.57 5.60 134.38 17.43 1.87 3 .63 5.SO 155.99 19.13 t.n 3 .68 5.40 178.21 17.39 1.41 3.99 5.40 136.29 17.11 1.09 4 .31 5.40 301.08 19.15 0.78 4.62 5.40 372.60 21.13 0.47 4.93 5.40 450.83 23.06 0.16 5 .24 5 .40 535.78 24.96

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    w 00 FACING INTERFACE SHEAR Layer Elev. Dcplh Total :t Total s"" v.lal No. z Load Loads aboVD (ID) inter&ce (ID) (kNim) (kNfm) (kN!m) (kN/m) I 5.85 o.u 5.48 0 4 .66 6.82 2 S .70 0.30 5.81 .5 3 .86 7 .80 3 5 .40 0 .60 6. 72 11 1.49 9 .76 4 S .IO 0 .90 7 .51 18 10.30 11.72 .5 4.10 1 .20 8 .11 26 12.42 13.68 6 4 .50 1.50 8.89 34 14.03 1.5.63 7 4.20 1 .80 9.61 43 14.9.5 17.59 8 3.90 2.10 10.28 52 as;ts 19.55 9 3 .60 2 .40 10.87 62 14.90 21.SI 10 3.30 2.70 13.66 73 14.13 23.47 11 2 .70 3.30 18.41 87 20.94 27.39 12 2 .10 3.90 20.96 lOS 23.38 31.31 13 uo 4.50 23.51 126 23.6.5 3.5.22 14 0 .90 S.IO 26.07 ISO 21.7.5 39.14 CONNECT10NSTRENGTR Layer Elcv. Dcplb Total FS., No. z Load lml Cm) CkNiml 1 s .ss 0 .15 5.48 6.82 1.24 2 S .70 0 .30 S.BI 7.80 1 .34 3 5 .40 0.60 6.72 9.76 1.4S 4 S .IO 0 .90 7 .51 11.72 l.S6 5 4 .80 1.20 8.11 13.68 1.69 6 4.50 1.50 8.89 15.63 1.76 7 4 .20 1.80 9.68 17.59 1 .82 8 3 .90 2.10 10.28 19.55 1 .90 9 3 .60 2 .40 10.87 21.51 1.91 10 lJO 2.70 13.66 23.47 1.72 II 2 .70 3.30 18.41 27.39 1.49 u 2.10 3.90 20.96 31.31 1 .49 13 1.50 4 .50 23.51 3.5.22 uo 14 0 .90 .5.10 26.07 39.14 uo 115011 80% of .C.Ih: value whea conncctloa full,y dcpeadl oa Met loa. Fs. 1.46 2.02 1.30 1.14 1.10 1.11 1.!8 1.29 1.44 1.66 1.31 1.34 1.49 1.80

    PAGE 327

    w \0 Layc:r No, I 2 3 4 5 6 7 8 9 10 II 12 13 14 Elav. (m) $.85 5.70 $.40 uo 4.10 4.50 4.20 3.90 3.60 3.30 2.70 2.10 1.50 0.90 OVERTURNING AND CREST TOPPLING Deplh M,,.l Total Tc1 Tc1xy1 M;,,d) FS011 :r. l.oli4 abcM deplhz (m) (kN/m) (kN!m) lkNmlm) CkN-m/m) I licNofllhi.) O.IS 0.52 $.48. 6.8 39.89 0.00 0.42 1.24 030 1.04 $.81 7.8 44.45 39.89 1.66 24.63 0.60 2.14 6.12 9.8 52.69 84.35 6.60 13.09 0.90 3.29 7.51 11.7 59.16 137.04 14.76 9.51 1.20 4.50 8.11 13.7 65.64 196.80 26.07 7.72 1.50 5.76 8.89 1.5.6 70.36 262.44 40.45 6.63 1.80 7.07 9.68 .. 17.6 73.89 332.80 57.86 5.87 2.10 8.43 10.28 19.6 76.26 406.69 78.21 5.31 2.40 9.85 10.87 2l.S 77.44 4R2.95 101.44 4.86 2.70 11.32 13.66 23.5 71.45 560.39 127.50 4.48 330 14.42 18.41 27.4 73.95 637.84 187.79 3.47 3.90 17.74 20.96 31.3 65.74 711.79 258.55 2.82 4.SO 21.27 -. 23.51 35.2 52.84 777.53 339.26 235 5.10 25.01 26.07 :::=.:.. --39.1 35.23 830.37 429.39 1.99

    PAGE 328

    7r ... c, Yl "". "-"' Va.=-Br w l..aylr No. J 2 3 4 5 7 9 10 11 1:Z 13 14 15 DYNAMIC STABILITY CALCULATIONS DISPLACEMENT METHOD (NIIIMIIIIIk Dallble lnlqjnllioo) INPllrVALUES EXTERNAL ANALYSIS SOILS WALL 2.0.0 tN/mJ H.. OJ5 llllilm 35 depeu "" 6.0111C11111 0 y., 11.15 kN/mJ IL9 kN/mJ. o.6 melcn 30 dear-t." !l..lmmn e (II 3 dopees SEISMIC lim 0 clepee9 0.4 REINFORC2MI!to.'T 35 ants Da. m 5.84 kN!m 0.75 A. (DISPI..ACEMI!NT MBIHOD, NBWMARK DOUBLB INTEGRATION) I..t. 5 4 mdln K..e.; 0 .62 R s,; &a 33U kNim OJ5 o.f 19: o Pu 210.1 kNim P111 lnll kNim FS,u" 1.00 da ... 2 mm 3111111 MladmmD IIIIOMd 101111 wall d!IJIII<:clnad 60 mm INTERNAL SEISMIC STABILITY CALCULATIONS (DISPLACI!MIINI' MIITHOD, NEWMARK DOUBLB INTI!ORATION) INTI!RNAL SUDINO l!tev. Deplb L R, v. ... 6 8 K..a P,.. P,. PS,. tr.lk.. z {Ill) {ml lm) IIIN/m) lkN/m) (dei!Ra) lkN/m) (lcNiml O.JO 5.70 5.4 345 43.1 0.400 23.3 21. 8 0.$9 190.8 135. 2 1.19 1.110 0,90 5.10 5.4 309 39.1 0.400 23.3 21.8 0.59 152.7 lli.O 1.27 1.00 uo 4.!10 5.4 2.7l 3S.2 D.400 23.3 21.8 0.59 118.9 106.8 IJ6 1.00 1.10 3.90 5.4 236 31.3 0.400 23.3 21. 8 0.59 89.3 92. 5 1.47 1.00 2.70 3.30 5.4 200 27.4 OAOO 23.3 21. 1 0.59 64.0 78.3 1.60 1.00 3.30 2.70 5.4 163 23. 5 0..400 23.3 21.8 0.$9 42.8 64.1 1.75 1 .110 3 .60 2.40 5.5 148 2l.S 0.400 23.3 21.8 OJ9 33. 8 57. 9 1.85 1.00 3.90 2.10 u 132 19. 6 0.400 23.3 21. 8 0.59 25.9 Sl S 1.96 1.00 4.20 1.10 5.7 116 11. 6 0.400 23.3 21.8 0.59 19. 0 44.9 2 .09 1 .00 4.50 1.59 5.7 96 15. 6 0.400 23.3 21.8 0.59 13.2 37.4 2.21 1.00 4.80 1.20 5.7 17 13.7 0.400 23.3 21.8 0.59 8.5 29.9 2 .37 1.00 5.10 o.tO 5.8 '9 11. 7 D.400 23.3 21. 8 0.59 4.8 22.8 2 .57 1.00 5.40 0.60 5.8 39 9 8 D.400 23.3 21. 8 0.59 2.1 1S.2 2.84 1.00 5.70 0.30 5.1 zo 7.8 D.410 23.3 :u.s 0.59 0.5 7.6 3.38 1.00 S.85 5.8 10 6.8 0..400 23.3 21.8 0.59 0.1 3.8 4.24 1.00 d tmml 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

    PAGE 329

    t.l t..) lAya Na. I 2 l 4 5 (j 7 a 9 10 11 12 13 14 1.5 !!leu. fml D.JO 0 .90 1..50 2.10 2.70 3.30 3.60 3.90 4.20 4.50 4 .80 5.10 5.40 5 70 5.15 Deplh z fm) .5.70 5 .10 4.50 ].90 3.30 2.70 2.40 2.10 1.80 1.50 1.20 0 .90 INTERNAL SEISMIC STABU.I'fY CALCULATIONS (DISPLACI!Ml!NT MEIHOD, NEWMARK DOUauliNi'I!GRATION) BLOCK INTI!RFACE SRI!AR L k. 8 9 Ku K.. .uc.,. Tn11111Dry .An:a s . fml fclula!l fcltra=i) fm) 5 4 0.4011 23. 3 21. 8 0 .59 0.22 0 .36 0.600 5 4 lAD II 23.3 :u.s 0..59 0.22 0.36 0 .600 5 4 OAOO 23.3 2.1.1 0 .59 0.22 0.36 0.600 5.4 0.400 23.3 21.8 0.59 0.22 0.36 4.200 5 4 0.400 23.3 21.1 O..St 0.22 0.36 3.600 5.4 0.400 13.3 11.1 0..59 0.22 0 .36 3.000 5.5 D.400 23.3 21.8 0..59 0.22 0.36 2.550 u 0.400 23.3 21.8 0..59 0.22 0.36 2.250 5.7 0 .400 23.3 21.8 0.59 0.22 0.36 uso 5.7 9.400 23.3 21.8 0.59 0.22 0.36 1.650 5.1 0.40D 23.3 21.8 0.59 0.22 0.36 1.350 u OAOO 23.3 21.8 0.59 O.l1 0 .36 1.050 0.60 5 8 0.400 23.3 11.1 0.59 0.21 0.36 0.750 0.30 5 8 0.401 23.3 21. 8 0.59 0.22 G.36 0.450 0 .15 5 8 o.40D 23.3 21.8 0.59 O.l1 0.36 0.225 v u FSw tJt. d lkNiml fmml 11.4 1.113 J .SO 1.00 0 3!1.1 4.264 13.44 1.00 D 35.l 4.349 13.74 1.00 0 31. 3 0.637 2 .02 1.00 0 27.4 0 .768 2 .44 1.00 0 23.5 0 .966 3.07 1.00 0 21.5 1 .172 3.7l 1.00 0 19.6 1.379 4.39 1.00 0 17.6 1.671 5.33 1.00 0 15.6 2.106 6.72 1.00 0 13.7 1.814 8 .98 1.00 0 11.7 4.133 13.20 1.00 0 9.8 7.l1B 23.10 1.00 0 7.8 19.257 61.58 1.00 0 u 67.353 115.44 1.00 0

    PAGE 330

    y, x .. Cr"' K.,IK= I...u.= Sliding v,= FS.11"' w INTERNAL DYNAMIC STABILITY CALCULATIONS 2.1.00 kNim1 Fo. 40 'dcgn:es a= 0.22 H 0.33 A= 0 kP11 ll." 18. 8 kNtm> 30 degrees C= I 4 .20 mete13 543 kNim 314 kNim 1 72 BV AASHTO METHOD 0 61 W= u 0.6 metm 0.:8 H.= 0.15 metms 6.0 meters G.= 0.3 meters 0.1 Q)C 3 degtCCS I Ht.= 6.00 meters 113 kN/m y..,= 18.85 kNtm> l EXTERNAL STABILITY (BY AASHTO METHOD) Overturning M,.. 1161 kN-mlm M0 = 443 kN-mlm Fs .. -: 2 .62 A,.= w,.= Pr= p4E"' pm = u.= ).,= lj INTERNAL ST ABD..ITY (BY AASHTO METHOD) Layer Deplh VertiCIII .8.1 K,. K Horimnllll Static Dyuamic Total No. z l'n::sslm: Pressure Load Load Load cr. ab T,... TIOUI (m) (kPD) (kPa) (I:Nim) (kNim) (kN/m) (m) 1 0.45 9.90 0.90 0.22 0.22 2olS 1.94 2.73 4.67 2 l.JS 29.70 0.90 0.22 0.22 6.46 S.BI 3.45 9.26 3 2.25 49.50 0.90 0.22 0.22 10.76 9.69 4.16 13.85 4 3.15 69.30 0.90 0.22 0.22 15.87 13.56 4 87 18.43 s 4.05 89. 10 0.90 0.22 0.22 19.37 17.44 S .S8 23. 02 6 us 108. 90 0.90 0.22 0.22 23.68 21.31 6 29 27 .61 7 5.85 128. 70 0.60 0.22 o :22 27.98 16.79 7 .01 23.80 8 6.00 .. -0.135 2S2.S2 kN/m 34.09 kNim 34.26 kNim Sl.93 kN/m 5.84 kN/m 30 degrees Free Emblldmen Total P, FS,. Lenglh Length Length L. L. L (m) (m) (m) (kNim) 2.59 1.61 4.20 17.14 4 .89 2.17 2.03 4.20 64.81 9.33 1.1S 2.4S 4.20 130.33 12.SS 1.33 2.87 4.20 213;69 15.46 0 .91 3.29 4.20 314.91 18.24 0 .49 3.71 4.20 433.98 20.96 0 .07 4.13 4.20 570.90 31.99

    PAGE 331

    INTERFACE SHEAR Layer EleY. O.,llt Tow l:Tow S1111 v...., Fs. No. z Load Lmds ..... ,,.,. ll I= fkNiml ... I 5.S5 0.4S 4 .G7 0 4.77 1.78 1.14 2 u.s I.JS 9.l6 5 11.70 14.66 1 .2S 3 ] .7S Ll IUS 14 16.11 lO.Sl 1.22 4 2.15 ].15 18.43 28 20. 07 2G.41 1 .32 5 1.!15 us 23.02 -16 21.50 32. 19 1..50 6 I.OS 4.95 27.61 69 21.10 ]1.16 I. II 7 O.IS 5.11! 23.80 !17 11.87 44.04 2.33 CONNEcnON STRENGTH l.ayor l!lcv. Dq11h Toll I r. n. No. z t..ad !!M. _{_01) _C!!ll/m) I ,_,, 4.67 1.78 I.U 2 U! 1.35 9.26 14.66 IJI w lj 3 3.75 13.1! 10.53 1.48 4 2.85 3.15 11.43 16.41 1.43 5 1.!15 4.DS 23.G2 32.l!l 1.40 6 1.05 4.95 27.61 31. 1 IJB 7 D.U 5.15 23.80 44.04 1.15 f5, b 110% ofotodr Yllot .,. .. -..fully drp...,.oa fritdoa. OVERTURNING AND cREsT TOPPLING l.:lya Blav. Dcp1h M,(oll Tolll r. J:l'oYI M..., n"' No. z lAiad 1bow dopdl z (JD) lml ilkNofllllul II
    PAGE 332

    +rw K.,e crrr= K,,K.= Sliding v,= R.= FS.u"' w LIIJier No. 1 2 3 4 5 6 7 8 9 10 II INTERNAL DYNAMIC STABILITY CALCULATIONS n.oo kN/m3 F= 40 degrees [1= 0.22 H= 0.33 A'= o kPa a.= 18.8. kN/m1 1',= JO degrees C= 1 4.l0 metm S43 kN/m 314 kN/m 1.48 Depth Vertical S.n z Pressure a. (m) (lcPa) (m) 0.30 6.60 0.60 0.90 19.80 0.60 1.50 33. 00 0.60 2.10 46.20 0.60 1.70 .59.40 0.60 3.30 72.60 0 60 3.90 85.80 0.60 4.!10 99.00 0.60 5.10 112.20 0.60 5.70 125.40 0.60 6.00 BY AASBTO MEmOD 0.67 W= u o.fi meter.; 0.8 0.1!1 meters 6.0 reelers G= u O.l meters 0.15 Q)= 3 degrees I Hh= 6.00 meters Ill kN/m Yw= 18.85 kNim1 l EXTERNAL STABU..ITY (BY AASRTO METIIOD) Overturning M,= Mo':' FS01= 1161 kN-m/m .540 kN-mfm 2.15 WA= P,= P..a= a,,= ].,.= INTERNAL STABILITY (BY AASHTO METHOD) K., K Horizontal Static Dynamic Total Pressure Load Load Load Cl'h T., .. T.., TIIIUI (kPa) (kN/m) (kNim) (kNim) 0.22 0:22. 1.44 0.86 3 .69 4.55 0.22 0.22 4.31 2.58 3.14 5.72 0 22 0 22 7.18 4.31 3.62 7.92 0.22 0.22 \0.05 6.03 4.10 10.13 0.22 0.22 12. 92 .. 7 .7S 4.58 12.33 .0.22 0.22. 15.79 9.47 5.06 14.53 0 .22 0.22 18.66 11.19 5 .54 16.74 0 22 0.22 21.53 12.92 6 02 18.94 0.22 0.22. 24.40 14.64 6.51 21.14 0.22 0.22 27.27 16.36 6.99 23.35 -----0 .195 252.52 kNim 49.24 kN/m 49.49 kN/m 7S.OI kN/m 5.84 kN/m 30 degrees Free Embcdmen Total P, FSpo I Length Lenglh Lcnglh L, L. L i (m) (m) (m) (kN/m) I 2.66 2.14 4.80 15.18 4.45 2.38 1.82 4.20 38.74 9.03 J 2 .10 2.10 4.20 74.49 12.54 1.82 2.38 4.20 118.17 15.56 1.54 2 .66 uo 169.78 18.36 l.lfi 2.94 4.20 229.32 21.04 0 .98 3 .22 uo 296.80 23.64 0.70 3.50 4.20 372.21 26 .20 0.42 3 .78 4.20 4SS.56 28.73 0.14 4.06 4.20 546.84 31.23 --

    PAGE 333

    w 1-.J VI PACING IN'I'ERI"ACE SBEAR Loya EIDV. Dqnll Total I Tow s-.1 v.,, n. No. & laid Laull above intemce lml (m) 0.11/ml O.Niml lkl-1/Dil. lkNiml .. ... .. CONNECTION srRENGTH .._ Elcv. 11 I r. Fs. No. & Load lml tml Mllml ftN/ml I 5.70 0.30 4.55 7 .10 1.71 2 5.10 "'" 5 .12 11.11 2.05 ] 4..SCI I.SO 1.91 U.GJ 1 97 4 ].90 1.10 10.13 19.55 1.9] 3.30 2.70 12.33 23 .47 1 .90 6 1.70 3.30 14.53 27.39 1 11 1 1.10 ).90 16 74 ll.ll 1.8'7 8 I ..SO 4.50 11.94 35.22 l.Bii 0.!10 _1.1 21 14 ]9. 14 us ID 030 5.70 23.35 0 .1111 1 .14 FS_ II 110% 'f'alue ...... CDRMClloD lallr drp ... an OVERTURMNG AND CRESI' TOPPLING .._ a ... Dcpdl ""'"' Total r. r .. n.,.YI No. Load abow dept.h fml' fml IIIIN-mlml rkNinll a.N/ml lkN-m/m OIN-m/IDl I 5.70 0.30 1.04 us 7 1 44.45 0 00 2 5.10 0.90 3.29 5 12 11.7 59 .76 44.45 ] '-SO UD 5 ;76 7 .91 15. 6 7D.l6 10431 4 ].90 1.10 8 43 IO.IJ 19.6 76.26 174.57 5 ].J 1.71 11.32 11..53 23.5 77.45 250.12 6 2.70 l.lO 1 4.42 14.5] 27.4 7UJ Jlll27 7 1.10 3.90 17.74 16 .74 li.J 65.74 411tll I 1.50 4.SO 11 .27 II. 15 2 51.84 467.97 9 0.90 5.10 25. 01 21.14 39.1 35.73 SZD.IO 10 0.30 5.70 Z8.97 23 35 4].1 12.92 556.0] "'""" FS.. IIIN-mhal 0.77 1.:1 1.05 6.77 19.15 5.54 31.42 4 .64 6UJ ] .91 99 92 l .4J 141. 36 1.97 90 .,0 1.57 247 .89 1.20 31l.49 1 87

    PAGE 334

    w N 0\ K.,= er= Yr= +ro K.,IK= Sliding VI= R.= Layer No. I 2 3 4 5 6 7 II 9 10 II 12 13 INTERNAL DYNAMIC STABILITY CALCULATIONS 22.00 kN/m1 40 degrees 0 .22 0.33 0 kPa 18.8 l.31 5.11 S.S7 10.74 6.14 6.04 12.17 8 .29 6.SO 14.79 11.19 7.12 18.31 12.92 7.74 20.66 14.64 8.36 23.00 16J6 8.98 2S.34 0.25 252.52 kN/m 63.13 kN/m 63.4S kN/m 96 .17 kN/m 5.84 kN/m lO degrees Free Embcdmcn Total P, Fs,. Length Length Length L, L, L (m) (m) (m) (kN/m) 2.7J 1.87 4.60 6.64 2.01 2.52 1.68 4.20 23.85 6.35 2.31 1.89 4.20 46.94 9.71 2.10 2.10 4.10 74.49 12.61 1.89 2 .31 4.20 106.50 15.26 1.68 2.52 4.20 142.98 17.75 1.47 2 .73 4.10 1B:J.92 20.14 1.26 2.94 4.20 229. 32 20 .67 0.98 3.22 4.20 296.80 21.61 0.70 3 .SO 4.20 372.21 24.03 0.42 3.78 4.20 455.56 26.41 0.14 4.06 4.20 546.84 28.78

    PAGE 335

    FACING INTERFACE SHEAR !.&)"" Elw. D
    PAGE 336

    w N y,= t.= I<..= Yr"' K.,IK= l..,w,= Sliding v,= II."' FSd,= Layer No. I 2 3 4 s 6 7 8 9 10 II 12 13 INTERNAL DYNAMIC STABILITY CALCULATIONS n.oo kNtm' p-40 degrees a 0.22 H 0.33 A 0 kPa !\.. )8.8 kN/m1 F,= 30 dcgRCS C= 1 4.20 meters S43 kN/m 314 kN/m 1.18 Depth Vmical s.; z Pn:s!UR a, (m) (kPa) (m) 0.15 3.30 "OJB 0.60 13. 20 0.45 1.05 23.10 0.4S 1.50 33.00 0.45 1.95 42.90 0.45 :Z.40 52..80 0 .45 us 62.70 0.45 3.30 72.60 0.52 3.9.0 85.80 0 .60 4.50 99.00 0 .60 5.10 112.20 0.60 5.70 125.40 MO 6.00 BY AASHTO METHOD 0.67 w.0.6 meier$ 0.8 H ... 0.15 meters 6 0 meters o.a O.J meters 0.25 (J)"' 3 degrees I Hh= 6.00 meters 113 kN/m Ywc 18.85 kN/m1 l EXTERNAL STABILITY (BY AASHTO METifOD) Overturning M,= M.,co FS.,.= 1161 kN-mlm 109 kNmlm 1.64 A,.= PIR"' a.= ).,.= INTERNAL STABILITY (BY AASHTO METJiOD) K Horizontal Static Dynamic Total Pressure Load Load Load crh T,... T,... T_. (kPn) (kN/m) (kN/m) (kN/m) 0.22 0.72 0.27 5.24 S.S1 0.22 0.22 2.87 1.29 5 11 7 .06 0 .22 0.22 5.02 2.26 6JO 8.56 0.22 0.22 7.18 3.23 5.32 8.54 0.22 0.22 9.33 4.20 5.85 10.04 0.22 0.22 11.48 5.17 6.38 11.54 0.22 0.22 13.63 6.14 6.91 13.04 0 .22 0.22 15.79 8.29 7.44 15.73 0.22 0.22 18.66 11.19 8.15 19.34 o.22 0.22 21.53 12.92 8.85 21.77 0 .22 0.22 24.40 14.64 9.56 24.20 0.22 0.22 27.27 16.36 10.27 26.63 0.3 252.52 lcN!m 75.76 kN/m 76.14 lcN/m 115.40 kN/m 5.84 kN/m 30 degrees Free Embedmen Total P, FSpo Length Leagth Length L, L, L (m) (m) (m) (kN/m) 2.73 2.07 4.80 7.34 1.78 2.52 2.28 4.80 32.35 6.11 2.31 2.49 4.80 61.82 9.63 2.10 2.10 4.:ZO 74. 49 11.62 1.89 2.31 4.:ZO 106.50 14.14 1.68 2.52 4.20 142.98 16.52 1.47 2.73 4.:ZO 183.92 18.80 1.26 2.94 4.20 229.32 19.44 0.98 3.22 4.20 296.80 20.46 0.70 3.50 4.%0 372.21 22.80 0.42 3.78 4.%0 455.56 25.10 0.14 4.06 4.20 27 .38

    PAGE 337

    PACING JNI'BRPACESREAR Elov. D
    PAGE 338

    I.U I.U 0 Yr"" .... 1<,,== Kor= Cr"' Yr ., .. J<,.,IKa L..in"' Sliding v, .. R.,= FS,,,. Layer No. I 2 3 4 s 6 7 8 9 10 II 12 13 INTERNAL DYNAl\fiC STABILITY CALCULATIONS %2.00 kNim' 40 degn:cs 0 .22 0 .33 0 kPa 18.8 kNfm' 30 degrees I 4.30 meters j56 kNim 321 lcNfm 1.13 Depth Vertical z Ptcmue a, (m) (kPa) o.tS 3 .30 0.30 6.60 0.75 16.50 1.20 26.40 1.65 36.30 :uo 46. 20 1.70 59.40 3.JO 72.60 3.90 85.80 4.50 99.00 5.10 112.20 5 .70 125.40 6.00 --F= a a Ha A= R.-= F, .. C= So.t (m) 0 .23 0.30 0.45 0.45 0.45 0.53 0 60 0.60 BY AASBTO METHOD 0.67 w.-0.6 meters 0.8 0.15 meters 6.0 meters o., .. 0.3 meters u9 01."' 3 1 Hb= 6.00 meters 113 kN/m Yw" 18.85 kNim1 2 EXTERNALSTADll.JTY (BY. AASIITO METDOD) Overturning M,= M.,= FS.,"' 1216 kN-JDim 767 kN-mlm 1.58 A,. .. WA= P,= PAl!= P,a"' a.= ).,= INTERNAL STABILITY (BY AASHTO METHOD) K., K Horizonllll SU!Ic Dynamic Total Pressure Load Load Load ab Tmu T""" T...,, (kPa) (kNim) (kNfm) (kN/m) 0.22 0.22 0.72 0 .16 5 35 5.$2 0.22 0.22 1.44 0 .43 5.52 5.95 0.22 0.22 3.59 1.61 6 .01 7.63 0.22 0 22 5 .14 2.58 6 04 8 .62 0.22 0.22 7.89 3 .55 6.53 10.08 0.22 0.22 10.05 5 .21 6 .55 11.83 0.22 0 22 12.92 1 .15 6 .51 14.26 0.22 0.22 15.19 9.47 7.17 16.64 0.60 0.22 0.22 18.66 11.19 7.83 19.02 0.60 0.22 0.22 2l.SJ 12.92 8 .49 21.40 0 60 0 .22 0 .22 24.40 14. 64 9 .14 23.78 0.60 0.22 0.22 27.27 16.36 9.80 26.16 ---0.3364 252.52 lcNim 84.95 kNim 85.38 kN/m 129.40 lcNim 5.84 kN/m 30 degrees Free Embedmm Toml P, PS,. Length Length Length La L. L (m) (m) (m) (kN/m) 2.73 2.27 5.00 8.05 1.95 2.66 2.34 5.00 16. 60 3.72 2.45 2.55 5.00 45.22 7.90 2.24 2.56 4.80 72. 64 11.23 2.03 2 .77 4.80 108.06 14.29 1.82 2.78 4.60 138.02 15.56 1.54 2 .76 4.30 176.16 16.47 1.26 3.04 4.30 237.12 19. 00 0.98. 3.32 4.30 306. 02 21.45 0.70 3.60 4.30 382.85 23.85 0.42 3.88 4 30 467.61 26 22 J 0.14 4.16 4.30 560.31 28.SS .1 I

    PAGE 339

    I.U w -FACING INTERFACE SHEAR Layer Elcv. Depth Total l: Total sl(o) No. z Load Loads above .intCrf&cO (m) (m) (kN/m) (kN/m) (kN/m) !kNim) I 5.85 0.15 5.52 3.69 6.82 2 5.70 .0.30 5.95 6 1.90 7.80 3 5.25 0.75 7.63 II 7.29 10.74 4 4.80 1.20 8.62 19 11.28 13.68 5 4.35 1.65 10.08 28 14.54 16.61 6 3.90 2.10 11.83 38 16.61 19.55 7 3.30 2.70 14.26 so 21.41 23.47 8 2.70 3.30 16.64 64 24.26 27.39 9 2.10 3.90 19.02 81 25.20 31.31 I 10 1.!50 4.50 21.40 .100 24.25 35.22 I 11 0.90 5.10 23.78 121 21.39 39.14 [ 12 0.30 5.70 -26.16 145 16.63 43.06 CONNECTION STRENGTH Layer Elev. Dcptl1 Total Tc1 *FS., No. z Load (m) Cml (kN/ml tkN/m) I 1 S.8S 0.15 5.52 6.82 1.24 2 5.70 0.30 5.95 7.80 1.31 3 S.lS 0.75 7.63 10.74 1.41 4 4.80 1.20 8.62 13.68 1.59 s 4.35 1.65 10.08 16.61 1.65 6 J.90 2.10 11.83 19.55 1.65 7 3.30 2.70 14.26 '23.47 1.65 8 2.70 3.30 16.64 27.39 1.65 9 2.10 3.90 19.02 31.31 1.65 10 1.50 4.50 21.40 35.22 1.65 11 0.90 5.10 23.78 39.14 1.65 12 0.30 5.70 26.16 43.06 1.65 FSa Is 80% of static value whea i:oaaeetlon fUlly depeads oa frlctloa. FS1 1.85 4.11 1.47 1.21 l.l4 1.18 1.10 1.13 1.24 1.4!5' 1.83 2.59

    PAGE 340

    U-1 I.U N I L Layer No. I 2 3 4 5 6 7 8 9 10 II 12 Elcv. Depth z (m) (m) 5.85 0.15 5.70 0.30 5.25 0.75 4.80 1.20 4.35 1.65 3.90 2.10 3.30 2.70 2.70 3.30 2.10 3.90 1.50 4.50 0.90 5.10 0.30 5.70 OVERTURNING AND CREST TOPPLING Mr(zi) Tolal T.; TdXYJ l:Tdxy, M..
    PAGE 341

    ""' w ""' K,.= K.r Yr K.,IK= L,.1n.; Sliding v,= R,= Layer No. I 2 3 4 5 6 7 8 9 10 II 12 IJ 14 IS INTERNAL DYNAMIC STABILITY CALCULATIONS .u.oo lcN!m' 40 deg=s 0.22 D JJ 0 kPo. 18.8 kNim'' 3D degrees I !.00 mclcrs 649 kNfm 315 kN/JD 1.14 Depth Vertical z PJCSSUR o, (m) (kPa) 0.15 3.30 0.30 6.60 0.60 13.20 0.90 19.80 1.20 26.40 1.50 33.00 1.80 39.60 2.10 46.20 2.70 59.40 3.30 72.60 3.90 85.80 4.50 9MO 5,10 112.20 5.70 125.40 6.00 F= (lC A= R.= F C= S.; (m) 0.23 0.23 0.30 0.30 0 30 0.30 0.30 0.45 0.60 0.60 BY AASBTO METHOD 0.67 Ww 0.6 meters o.s n.= 0.15 meters 6.0 meter.! o.-O;.J mell:rs 0.4 ma J degrees I Hh= 6.00 meters .IJJ kNim Yw 18.85 kNim' l EXTERNAL STABILITY (BY AASBTO MEDIOD) Overturning M.= M."' FS,. .. 1642 kN-mfm 902 kN-mlm 1.82 A,.= WA= P,= PAS= a.= >.,= INTERNAL STABn..ITY (BY A.ASIITO METHOD) K.. K Horizontal Sialic Dynamic Total J'Rssurc Load Load Load T.,,. T""' T.,,.. (kPil) (kN/m) (kN/m) (kNfm) 0.22 0.22 0 72 0.16 5.24 5.41 0.22 0.22 1.44 0 .32 5.40 5.72 0.22 0.22 2.87 0.86 5.71 6.51 0.22 0 .22 4 .31 1.29 6 02 7.31 0.22 0.22 5.74 1.72 6 33 a.os 0.22 0.22 7.18 2.15 6 .64 8.79. 0.22 0.22 8.61 2.58 6 .95 9.53 0.22 0.22 10.05 4 52 7 .26 11.78 0.22 0.22 12.92 7 ,75 7.87 IS-62 0.22 0.22 15.79 9.47 8.49 11.96 0.60 0.22 0.22 18.66 11.19 9.11 20.30 0.60 0.22 o .u 21.53 12.92 9.73 22.65 0.60 0.22 0.22 24. 40 14.64 10. 35 24.99 0.60 0.22 0.22 27.27 16.36 10.97 27.33 0.42 252.52 kN/m 106.06 kNfm 106.60 kNim J61.S6 kN/m 5.84 kN/m 30 degrees Fn:e Embedmen Total P, FS.,. Leogth Length Length L, L. L (m) (m) (m) (lcNim) 2 .73 2 37 5 10 8.41 2.07 2.66 2.44 5.10 17.31 4.03 2.52 2.58 5.10 36.61 7.43 2.38 2.72 5.10 57.88 10.S6 2.24 2.86 S.IO 81.14 13.44 2.10 3.00 5.10 106.39 16.14 1.96 3.14 5.10 133.62 18.70 1.82 3.28 5.10 162.83 18.44 1.54 3.56 5.10 227.20 19.39 1.26 3.84 5.10 299.50 22.23 0.98 4.12 5.10 379.74 24.94 0.70 4 40 5.10 467.91 21.SS 0.42 4.68 5.10 564.02 30.10 0.14 4.96 5.10 668.05 32.60

    PAGE 342

    w w FACING INTERFACE SHEAR Layer Elev. Depth Total I: TotDI sl(a) No. z Load Loads above lnterf111:c (m) (ml lkNfml lkNfml (kNfm) I S.8S 0.15 5.41 0 4.60 2. 5.70 0.30 5.72. s 3.80 3 5:40 0.60 6.57 11 7.32 4 S.10 0.90 7.31 18 10.04 .5 4.80 1.20 8.05 25 12.06 6 4.50 LSD 8.79 33 13.38 7 4.20 1.80 9.S3 42 14.01 8 3.90 2.10 11.78 51 13.94 9 3.30. 2.70 15.62 63 U.21 10 2.70 3.30 17.96 79 24.80 II 2.10 3.90 20.30 97 26.22 12 !.SO 4.50 22.65 117 25.411 13 0.90 5.10 24.99 140 22.56 14 0.30 5.70 27.33 165 17.47 CONNECTION STRENGTH -. Layer Elcv. Dcplh Total Td *FSco No. z Load lml lml (kNfm) lkNfml I 5.85 0.15 5.41 6.82 1.26 2 S.70 0.30 5.72 7.80 1.36 3 5.40 0.60 6 .57 9.76 1.49 4 5.10 0.90 7.31 11.72 1.60 s 4.80 1.20 8.05 13.611 1.70 6 4.50 1.50 8.79 15.63 1.78 7 4.20 1.80 9.53 17 .59 1.85 8 3.90 2.10 11.78 19.55 1.66 9 3.30 2.70 15.62 23.47 1.50 10 2.70 3.30 17.96 27.39 1.52 II 2.10 3.90 20.30 31.31 1.S4 12 1.50 4.50 22.65 3.5.22 1.56 13 0.90 5.10 24.99 39.14 1.57 14 0.30 5.70 27.33 43.06 1.58 Vu{a) FSu I I (kNfm) I 6.82 1.48 7.80 2.0S 9.76 1.33 11.72 1.17 13.68 1.13 15.63 1.17 17.59 1.26 19.55 1.40 23.47 1.11 27.39. 1.10 31.31 1.19 35.22 1.38 39.14 1.74 43.06 2.46

    PAGE 343

    1-.1 ... v-. Layer No. I 2 3 4 s 6 7 8 9 10 11 12 13 14 Elc:v. (m) 5 .tiS 5 70 5 40 5 .10 4 80 4 .50 4.20 3.90 3.30 2.70 2.10 I. SO 0 90 0 30 -OVERTURNING AND CREST TOPPLING Deplh M,(zl) Total Td Tdxy, :ET.;XYI Z Load above deptbz (ml (kN-mlml CkN/ml (kNim) (kN-mlm) (kN-mlml O.IS 0 .52 5.41 6 .!1 39.89 0.00 0.30 1.04 5 72 7 8 44.45 39.89 0 60 2 .14 6 .57 9 8 52.69 84.35 0.90 3.29 7.31 11.7 59 76 137.04 1.20 4.50 8 .05 13. 7 65.64 196.80 1.50 5.76 8.79 15.6 70.36 262.:44 1.80 ?.rn 9 .53 17. 6 73.119 332.110 2.10 8.43 11;7.8 19.6 76.26 406.69 2.70 11.32 15.62 23.5 71.45 482.95 3.30 14.42 17.96 27.4 73.95 560.40 3.9() 17.74 -. 20.30 31.3 65.74 634.35 4.50 21.27 22.65 35. 2 52.84 700.09 5.10 25.01 24.99 39.1 35.23 752.93 5.70 _28.9743. 1 12.92 M,(ll) FSOII lkN-mlml 0.41 1.25 1.64 24. 98 6.50 13.30 14.51 9.67 25.58 7.87 39.64 6.77 56.60 6.00 76.39 5.43 124.11 3.98 182.16 3.16 249.9() 2.61 326.68 2.21 411.88 1.89 504.83 '1.62

    PAGE 344

    w w 0\ ... ... Yb" 41. k, v.-5r= Layer No. I l 3 4 5 7 10 11 12 13 14 DYNAMIC STABILITY CALCULATIONS DI8PLAc;EMENT METHOD (Nawmarlc. Doullle latei!'BIIIJ!I) INPIJJ' V ALW EXTERNAL ANALYSIS (DISPLACBMENT METHOD,NEWidAJt": DOUBLB "'!"ffORATION) SOILS WALL n.okNim' mam 5.1 mctcn KAe 0.63 40 depecs HQ 6.0 mctas Rm 342. 9 kNim 0 r .. -11.85 kNia' k,-kNim'. 0.6 melm k.lk... 0.9 30 clepees l,Q O.lllll(m 5 26.67 depes 0 m 3 ckpeea o19.1 SI!JSMIC II0 depees 0.4 REINFORCI!MBNT 35 omla a.m 5.84 kN/m 0.9 ).,a 30 dep:s Ma!dmwD allowHio IIICMIIICIIt ufwalllalallkco 3 ... Maximum alia wed total wall dllplaccmalt 72 rmn INTERNAL SEISMIC STABILITY CALCULATIONS (DISPLACEMI!N1' MlmiOD, NBWMARK DOUBLB INTEGRATION) ll'ITB1lNAL SLlDINO P.u;, 215.4"kN/m Pill 126.2 kNim PS,u" '1.00 d 2 lftiD Elw. Dcpch L a. v. k. 8 e IC,u PAB Pill 1<.,11<, z lml lml (ml OINiml OIN/m) (dalra:sl lkN/ml riiNiml 0.30 5.70 5.1 426 43.1 O.AOO 26.7 21.1 0 .50 177.9 138.6 1.48 1.00 0.90 5JO 5.1 381 39.1 0.400 26.7 21.8 0.50 142.4 124. 1 1.58 1.00 1.50 4.50 !1.1 336 35.2 0.400 26.7 21.8 0.50 110.9 109..5 1.69 1.00 2 .10 3.10 !1.1 292 31.3 0.4011 26.7 21.1 0.50 83.3 94.9 1.11 1.00 2.70 3.30 5.1 247 17.4 8.480 26.7 21.1 0.50 $9.6 BD.J 1.96 l.OD l.JO 2.70 5.1 202 23.5 0.400 26.7 21. 8 0.50 39.9 65.7 2.13 1.00 3 .90 2.10 !1.1 157 19.6 0.400 26.7 21.8 0.50 24.1 51.1 2.35 1.011 4.20 1.10 !1.1 135 17.6 0.400 26.7 21.8 0.50 17.7 43.1 2.47 1.00 4.50 1.!0 5.1 Ill 15.6 0.400 26. 7 2U o.so 12..3 ]6.5 2.61 1 .00 4)0 1.20 S.J 90 13.7 0.400 26.7 21.8 o .so 7.9 29.2 2.79 1.00 5.10 o.go !1.1 67 11.7 0.400 26.7 21.8 o.so 4.4 .21.9 3.00 1.00 5 40 0.60 !1.1 45 9.1 0.400 26.7 21.1 0.50 2.0 14.6 3.30 l.OD 5.70 0.30 !.1 22 7.8 0.400 26.7 21.8 0.50 0..5 7.3 3.88 1.00 5.85 0,15 5.1 11 .6.8 0.400 26.7 21J 0.50 0.1 3.6 4.71 I.OD d lmm_l 0 0 0 0 0 0 0 0 0 0 0 0 0 0

    PAGE 345

    1.;..1 1.;..1 -..I Layer No. I 2 3 4 s 6 7 8 9 10 II 12 13 14 Elov. _(_m) 0.30 0.90 1.30 2.10 2.70 3.30 3.!10 4.20 4..50 4.80 5.10 5.40 5.70 5.85 Dcplh z J!n) 5.70 5.10 4..50 3.!10 3.30 2.70 2.10 1.80 1.50 1.20 0.90 0.60 INTERNAL SEISl\UC STABD..ITY CALCULATIONS (DISPLACEMENT MEI'HOD, NBWMARK DOUBLE INTE!GRATION) BLOCK. INTERFACE SHEAR L k. 8 0 KAII KA dK..,. Tribu!Dry Am s.. (m) (degria) (d-) (m) 5.1 0.400 26.7 21.8 0.50 0.18 0..32 0,600 5.1 8.400 26.7 21.8 0.30 0.18 0.32 o.600 5.1 OAOO 26.7 21.8 0..50 0.18 0.32 o.600 S.1 0.410 26.7 21.8 0..50 0.18 0.32 4..200 5.1 D.400 26.7 21.8 0.50 0.10 0.32 J.600 5.1 0.400 26.7 21.8 0..50 0.18 0.32 3.000 5.1 0.4110 26.7 21.8 0.50 0.18 0.32 2.400 5.1 0.400 26.7 21.8 0..50 0.18 0.32 1.930 5.1 0.400 26.7 :u.s 0.!0 0.18 0.32 1.650 5.1 8.400 26.7 21.8 0.!0 0.18 0.32 1.350 5.1 o.400 26.7 21.8 0.50 0.18 0.32 1.050 u D.400 26.7 21.1 0.50 0.18 0.32 0.750 OJO 5.1 8.400 26.7 21.8 0.50 0.18 0.32 0.450 0.15 5.1 OAOO 26.7 21.8 0..50 0.18 0.32 0.225 v. u FS111 k,lk,. d (ldf/m) (mm) 11.4 1.113 4.22 1.00 0 39.1 4.264 16.10 1.00 0 35.2 4.349 16.36 1.00 0 31.3 0.637 2.38 1.00 0 27.4 0.768 2.86 1.00 0 23..5 U66 3.51 1.00 0 19.6 1.193 4.7B 1.00 0 17.6 1.671 6.17 1.00 0 15.6 2.106 7.77 1.00 0 13.7 2.814 10.37 1.00 0 11.7 4.133 15.21 1.00 0 9.8 7.228 26..56 1.00 0 7.8 19.257 70.67 1.00 0 6.8 67.353 247.06 1.00 0

    PAGE 346

    AppendixF NCMA Method Design Data, 6.0-meter Wall Height 338

    PAGE 347

    IJol IJol \() DYNAMIC STABILITY CALCULATIONS BY NCMA METHOD INPUT VALUES CALCULATED VALUES .son.s WALL WALL STATIC 18.8 kN/m3 o.JS meleJ:S W.,= 61.9 kN/m KA (fnl) m 0.28 t,.c 30 dewees H-. fi meters Hb= 6.0 meten 0.27 c,.= 0 rwz:::r 11!.8!1 kNim3 Nb40 &"' 0.51 Yb= 18.8 kN/m1 L..-o._fi meters. 40 b-1.54 4\-30 degrees La= 0.30 meters s.-20.0 degrees 0.]) q,= 0 m= degn:es Wh"' 61.9 kN/m d= 1.34 11i.s kNim1 : IJ= 0 deg,oees GENERAL e= 1.65 3.0 degrees 30.0 degrees a.w= 54.9 degrees Cf"' 0 20.0 desrecs SEISMIC a.= 5.84 kNim A= 0.1 REINFORCEMENT A,.= 3D degrees C;,= o.64 a,= 5.84 kN/m Cot ... .I 1,.;-30 degrees EXTERNAL SEISMIC STABILITY CALcuLATIONS (NCMAMEmOD) INPtrr VALUES Lmm = :U mcten minimum O.fi*H FSd"' 1.1 FS.t = 1.1 CALCULA'IED VALUES (GENERAL) W1 338.4 kN/m Wp OkN/m. W, = 406.3 kN/m Pm = 16.9 (BASE SLIDING) R, = 234.6 kN/m F5.J m 2.24 (OK) w.Wp' .. h= PAliK= (QVERTURNINO) 27D.7 kN/m x..= 0.45 meters 0 kN/m Xc-2.26 meters 6.0 mc:tera :IGJ= 2.91 meter& 87.92 kN/m MR= 795 kN-m/m DYNAMIC IQ,(ext)= o.os IQ, (lnl) = 0.135 9 (ext)= 2.9 dcgRGS 9 (lnt) 7.7 degrees KAB1int) 0.37 KAI!(ext)a 0.31 KAH(Int)m 0.26 KAH(c:xt)3 0.24 AKdro (int) "' 0.09 0.03 KAEII (int) .. 0.35 KABH (ext)= 0.27 AKdynll (lnt) -0.09 : 0.03 hp= 6.00 meters bm= 3.00 mctcn Mo= 235 kN-mlm FS01"' .3.31 (OK)

    PAGE 348

    IN'l'ERNAL SEISMIC STABILITY CALCULATIONS (NCMA Mi!THOD) .INPUT VALUBS FS,.a 1.0 FS,. 1.1 FS,."'! 1.1 FS..J 1.1 fSalla 1.1 PS.o. 1.1 FS,. 1.1 MINIMUM aElNFoRCEMENT Sl'RENCJTH La'yer Elov. Dqdh Middla Tnbutoty 4W .. P,., F.,_, F, T.l',.l. No. z Trlbutcny Area Depth :z.n ikNiml lkNhnl lkNiml lkNinil (m) (m) lml fkNfml 1 030 5.70 5.70 0.60 6.79 17.0 1.4 19.32 193 2. 0.90 !.10 ,,03 0.75 8.48 18;7 2.3 "22.15 22.2 3 1.80 oUO 4.20 .90 1D.18 18.8 u 23.65 23.7 4 2.70 130 3.30 0.90 "10.18 14.8 4.l 20.45 20.5 5 3.60 2.40 2.40 0.90 10.18 10.7 5.1 17.25 "17.3 6 4.50 1.50 1.58 .. 0.75 8.48 5.9 4.9 11.93 11.9 7 5.10 11.911 0.90 0.60 6.79 2.7 .. 43 7,9, 1!J 8 5.70 0.30 II.JO G.fiO 6.79 0.9 4.7 6.52 6.5 u.;l PVLLOUT FAILURE PVLLOUT FAILURE layer Elcv. Doplh I., .LAI G.t T,..u, FJ Ps ... CHECK" No. z lml lml lml tml (tN!m') lkN/m) lkN/ml I OJO 5.70 J.6 2.80 107.16 222 19.3 IU (OK) 2 0.!10 .5.10 3.6 2.41 95.88 171 22.2 7.7 (OK) 3 1.80 4.20 u 1.83 78.96 107 23.7 4.!1 OKl 4 2.70 3.30 3., 1.24 62.04 57 20.5 2.8 (OK) 5 3.60 2.40 u 0.65 45.12 22 17.3 l.J OK 6 4.50 I .SO 4.2 0.67 28.2 14 11.9 1.2 (OKf 7 ,,10 0.90 4.7 0.78 16;92 10 7.9 1.2 OK 8 5.70 0.30 6.1 1.79 S.64 _1 __ 6_, 1.1 (OKl

    PAGE 349

    w -Layer No. I 2 3 4 5 6 7 8 Layer No. I 2 3 4 s 6 7 8 Elev. (m_l 0.30 0.90 1.80 2.70 3 60 4.50 5.10 5.70 Elcv. (m) 0.30 0.90 1.80 2.70 3.60 4.50 5 .10 5.70 Depth AWv.(a) z (m) (kN/m) 5.70 64.47 5.10 57.68 4.20 47.50 3.30 37.32 2.40 27.14 l.SO 16.97 0.90 10.18 0.30 3.39 Depth t.Ww!ll z (..;) (kN/m) 5.70 64.47 5.10 57.68 4.20 41.50 3.30 37.32 2.40 27.14 1.50 16.97 0.!!0 10.18 0.30 3 39 INlERNAL SLIDING W'p APIRiaJ ha PAI!II(D) CHECK (kN/m) (kN/m) CkNIIn> (m) (kN/m) {kN/m) (kN/m) 257.18 0 16 5.1 BS 43 229 2.3 _!OK) 230.H o 14 5.1 69 39 lOS 2.5 (OK) 189.50 0 .12 4.2 49 33 170 2.8 (OK 148.90 0 9 3.3 32 27 135 3.3 101.29 0 7 2.4 19 22 100 3.9 (OK 67.68 0 4 1..5 9 16 74 5.1 (OK 40.61 0 3 0.9 4 12 S2 7.7 (OK 13.54 0 I 0.3 I 8 26 13.9 (OK INTERFACE SLIDING PADI(IIJ F, Sum v.c.i, FS.. CHECK F, above intcrfilce (kNfm) (kN/m) (kN!m) (kN/m) (lcN/m)' ll1 19.3 109.9 9 43 4.5 93 22.2 87.8 .13 39 3.0 (OK) 69 23.7 64.1 II 33 2.9 OK 48 20.5 43.7 .Jo. 27 2.8 OK 31 17.3 26.4 R 22 2.6 OK 17 11.9 14.5 s 16 3.5 OIC: 9 7.9 6.5 4 12 3.1 (OK) l 6.5 0.0 3 8 l.S (OK)

    PAGE 350

    CONNECTION FAJLURE Layer Elev. Depth Ta F, FS,. CHECK No. z I .. (m) (m) (kN/m) CkN/m) I I 0.30 5.70 43 19.32 2.2 (OK) 2 0.90 S.IO 3!1 22.15 1.8 (OK) 3 1.80 4.20 3) 23.6S 1.4 OK) 4 2.70 3.30 27 20 .45 1.3 OK) 5 3.60 2.40 22 17.25 1.2 OK) 6 4.50 1.50 16 11.93 1.3 OK) 7 S.IO 0.!10 12 7.95 1.5 OK) 8 5.70 0.30 8 6.52 1.2 OK) I U.l Elev. Depth l:t.Wti.r) T,;xy1 Sum )'dp(o) Mot> CHECK LOCAL OVERTURING AND CREST TOPPLING No. z above (m) (Ill) (kN/ml rml (kN/m) deplhz rml l(kN-mlm 'rkN-mlm) lrkN-mfml 1 0.30 5.70 64 0.45 29 43 12.92 421 3.38 279 1.61 (OK) 2 D.90 S.IO 58 0.43 2S 39 35.23 386 2.95 213 1.92 (OK) 3 1.80 4.20 48 0.41 19 33 59.88 326 2.35 134 2.57 (OK) 4 2.70 330 37 0.38 14 27 73.95 252 1.79 76 3.48 (OK) s 3.60 2.40 27 0.36 10 22 77.44 175 1.27 37 4.98 (OK) J 6 4.50 1.!10 17 0.34 6 16 70.36 104 0.78 13 8.38 (0Kl 7 S.IO 0.90 10 0.32 3 12 59.76 44 0.46 4 10.113 (OK) 8 5.70 0.30 3 0.30 I 8 44.45 0 O.IS 0 2.27 (OK)

    PAGE 351

    w t; ,. DYNAMIC STABILITY CALCULATIONS BY NCMA METHOD INPUT VALUES CALCULATED VALUES SOILS WALL' WAIL STATIC y,= 18.8 kN/m3 H,.m 0.15 meters Ww
    PAGE 352

    t INTERNAL SEISMIC STABILITY CALCULATIONS (NCMAMETHOD) INPtrr VALUES fllc, 1.0 FS,."' 1.1 FS,.D 1.1 FS,.= 1.1 FS,um 1.1 FS., .J.I. FS,.a 1.1 MINIMUM REINFOI\CEMI!NT STRENGTH Luyer Blov. Depth. Middle Tribatmy AW.., F.,. I Fm1 Fl No. z Trlbutos)-Ami .. Dcplb Z.l S.t .'RIN/m) lml "lml lmi lml lkN/ml fkNiml I 0.30 5.70 0.60 6.79 17.0 2.2 20.53 z 0.90 5.10 ,.03 0.75 8.48 18."7 3.6 23.95 l 1.80 4.20 4:20 o.90 10.18 18.8 s.s 26.23 .. 2.70. J.JO 3.38 0.75 8.41 12.6 5.5 19.77 s .JJO 2.70 2.70 0.60 6."79 8.1 5.1 14.45 6 3.90 2.10 2.10 0.60 6.19 6.3 5.7 .13.24 7 4.50 1.50 1.50 0.60 6.79 4.5 6.2 12.02 8 .5.10 0.90 0.98 0.45 5.09 2.2 5.0 8.22 9 5.40 0.68 0.60 0.30 3.39 0.9 3.5 5.10 10 5.70 11.30 IUl 6.4! 5.09 0.5 5.6 7.08 .. PW.OUT FAILURE PW.OUT FAILURE l.aylll" Blov. Deplb 4 LAI ll'n T,.u1 F1 FS,. No. z (m) (m) lml lml (kN/ml) II
    PAGE 353

    w ""' 1.11 Layer No. I 2 3 4 5 6 7 8 9 10 Layer No. I 2 3 4 s 6 7 8 9 10 Elev. (Ill) 0.30 0.90 1.80 2.70 3.30 3.90 4.50 5.10 5.40 5.70 EIGV. caci_ 0.30 0.90 1.80 2.70 3.30 3.90 4.50 5.10 5.40 5.70 Depth AW..,.1 z (m) (kN/m) 5.70 64.47 5.10 57.68 4.20 47.,0 3.30 37.32 2.70 2.10 23.75 1.50 16.97 0.90 10.18 0.60 6.79 0.30 3.39 -Depth AW- FS .. CHECK .F, abOve In trice (kN/m) CkN/m). (lcNim) (kNim) OcNim). 128 20.5 130.1 10 .43 4,3 .(OK) 109 23.9 106.1 -14 39 2.8 (OK) 83 26.2 19.9 13 33 2.6 (OKl_ 61 19.8 60.1 8 27 3.6 (OK) 47 14.5 45.7 7 23 3.3 (OK) 34 13.2 32.4 6 20 3.0 (OK) 23 12.0 20.4 6 16 2.7 _{OK) 13 .. 8.2 11.2 3 12 4.4 (OK) 8 5.1 7.1 3 10 3.9 (OK) 4 7.1 0.0 5 8 1.7 (OK)

    PAGE 354

    w 0'1 layer No. I 2 3 4 $ 6 7 8 9 10 Layer No. I 2 3 4 s 6 7 s . 9 10 CONNECTION FAILURE Elcv. Depth F,. FS,. .. CHECK z (m) Cm) {kN/m) (kN/m) 0.30 5.70 43 20.53 2.1 (OK) 0.90 5.10 3!1 23.95 1.6 (OK) 1.80 4.20 33 26.23 1.3 (OJC 2.70 3.30 27 19.77 1.4 OK 3.30 2.70. 23 14.45 1.6 OK 3.9() 2.10 20 13.24 1.5 OK 4.50 1.50 16 12.02 1.3 5.10 0.90 12 8.22 1.4 OK 5.40 0.60 10 5.10 1.9 OK 5.70 0.30 8 7.08 1.1 (OK LOCAL OVER.TURINO AND CREST TOPPLING Elov. Depth AWII(I) 4Xt.(o) Maw Sum z .. depthz (DI) (m) {kN/!11) (!II) (kNmlm) (kN/m) ,(kNmlml 0.30 5.70 64 0 .45 29 43 12.92 550 0.90 5.10 58 0.43 25 39 "35.23 SIS 1.80 4.20 48 0.41 19 33 59.88 4SS 2.70 3.30 37 0.38 14 27 73.95 381 3.30 2:70 31 0 .37 11 23 77.45 304 3.90 2.10 24 0.35 8 20 76.26 227 4.50 1.50 17 0.34 6 16 70.36 157 S .IO 0.90 10 0.32 3 12 59.16 91 5.40 0.60 7 0.31 2 10 52.69 44 5.70 0 .30 ] 0 30 I 8 44.45 0 Ydro
    PAGE 355

    w DYNAMIC STABILITY CALCULATIONS BY NCMA METHOD INPUT VALUES CALCULATED VALUES SOILS WAIL WAlL STATIC y,-18.11 kN/m1 H.. 0.1! meters W.,.= 67.9 kNim K4 (lnt) = 0.28 30degrccs H., 6 meters 6 0 metcn KA (ext)"' 0.27 c,= 0 y,.= 18..15 kNim' Nb= 40 il= o.sa Yb == 11.1 kNim1 lw"' o.6 meters N.= 40 b= 1.54 ._. .. 30 degrees L.-o.JO melenl &,c :W.o degrees .0.31 q, 0 Gl"' 3 degrees Wb= 67.91cNfm d= 1.34 rr= 18.8 kN/m1 P 0 degrees GENERAL' c= 1.65 4J,= 30 degrees a..=. degrees IIAB = 54.9 degrees C,"' 0 lit= 20.0 degrees SEISMIC a,-5.14 lcN/m A= o..z REiNFORCEMENT ).,.-30 dcsrecs eo.= '0.64 a..= !.N kNim eq .. I : )...u. 30 degrees -------------------EXTERNAL SEISMIC STABILITY CALCULATIONS (NCMAMBTIIOD) INPUT VALUES L.w. 3.6 metars minimum 0 .6H FS,a.. 1.1 FS..1.1 CALCULATED VALUES (GENERAL) (OVERTURNING) W1o 338A kN/m Wp= 0 kNim W,"' 406. 3 kN/m Pll\= 33.9 (BASI! SLIDING) R. = 234.6 kNim FS.1= 1.84 (OK) w. ... Wp'= h-PAIH= 270.7 kNim X,.= 0.45 meter& 0 kNim X,= 2.26 meters 6.0 meters 2.91 meters 93.72 kNfm MR= 795 kN-m/m DYNAMIC 0.1 .. 0.25 9 (eJtt) 5.7 degrees 0 (lnl)-14. 0 degrees KABtinl) 0.48 KAJ!(CJtl) 0.35 KAH (lot)., 0.26 KAH(ext) .. 0.24 0.21 AK.s,. ( c:xt) = 0.07 KA!R(Int)"' 0.46 KAI!II (al) 0.31 0.20 .1K.!.nH (at) = 0.06 6 .00 meters bill. .. 3.00 metars Mo= 306 kN-m/m FS,, = 2.59 (OK)

    PAGE 356

    1M 00 INTERNAL SEISMIC STABILITY CALCULATIONS (NCMA Mln'HOD) PSOI PS,. FS.K PS,. Layer No. 1 2 3 4 6 7 8 10 11 ll Layer No. I 2 3 4 5 6 7 8 9 10 11 12 u u u E!lev. Depth z (m) (m) 0 .30 5.70 0 .90 5.10 1.80 4.20 2 :40 3.60 3.00 3.00 3 60 2.40 4.20 uo 4.80 1.20 '-10 0.98 5 40 0.60 5.70 D.JO S.IS 0.15 Elev. Dep1h z Cml (m) 0.30 5 .70 0 .90 5 .10 1.80 4.20 2.40 3 .60 3.00 J.OO 3.60 2AO 4.20 1.10 4 .80 1.20 5.10 0.90 5.40 0.60 5 .70 0.30 5.85 0.15 INPUT VALUES n.-u -MINJMUMIWNFORCI!M!!NT STRI!NOTH Middle Tnllutary liW.-. Fa I F.,_, ' Tributory Area Dcpdl ; "" Cml il
    PAGE 357

    INTERNAL SLIDING I...BF Elev. Depth AWWI.ol W'o AI'IR(d) hJI PAI!If(d) Vatdl R.(., FS.O CHECK No. z .lml_ _(m)_ (kN/m) tkNJm) OcNim)_ _{kN/m)_ (In)" _{_kN/m) _(kN/111) (_kN/m) 1 0.30 5.70 64.47 257.18 0 32 .5.7 96 43 229 1.1 (OK) 2 0.90 S.IO .57.68 230.U 0 29 .5.1 80 39 20.5 1.9 (OK) 3 1.80 4.20 47;.50 189.50 0 24 4.2 59 33 170 2.1 (OK) 4 2.40 3.60 40.72 162.43 0 20 3.6 46 29 147 2.2 (OK) 5 3.00 3.00 33.93 13.5.36 0 17 3 35 25 123 2.4 (_OJC) 6 3.60 2.40 27.14 108.29 0 14 2.4 25 22 100 2.6 (OK) 7 4.20 . 80 20.36 81:22 0 10 1.8 17 11 86 3.2 fOKl 8 4.80 1.20 13 .57 54.14 0 7 1.2 10 14 64 3.9 (OK) 9 5.10 0.90 10.18 40.61 0 s 0.9 7 12 51 4.3 (OK) 10 5.40 0.60 6.79 27.07 0 3 0.6 4 10 38 5.1 (OK) II .5.70 0.30 3.39 u ;s4 0 2 0.3 2 8 24 6.7 (OK) 12 S.BS 0.15 1.70 6.77 0 I 0.15 I 7 17 9.7 (OK) . .. w INTERFACE SLIDING Elev. Depth 11Wwtal PAEII(zll F1 Sum Vu(li) FS. CHECK No. z F1 above In (m) (m) fkN/m) (kN/m) (kN/m). (kN/m). (kN/m) fkNim) I 0.30 5.70 64.47 146 21.8 151.2 11 43 4.0 OK) 2 0.90 .5.10 57.68 126 25.8 12.5.4 IS 39 2.6 OK) 3 1.80 4.20 47.50 99 24.2 101.1 10 33 3.5 0_!{) 4 2.40 3.60 40.72 82 18.3 82.8 9 29 3.3 OK) 5 3.00 3.00 33.93 66 17.3 65.5 9 2.5 3.0 OK) 6 3.60 2.40 27.14 so 16.3 49.2 8 22 2.7 OK) 7 4.20 uo 20.36 36 15.3 33.9 I 18 2;3 (OK) 8 4.80 1.20 13 .57 23 10.8 23 1 4 14 3.9 (OK) 9 5.ro 10.18 17 6.9 16.2 3 12 3.4 (OK) 10 5.40 0.60 6.79 II 6.7 9.5 3 10 3.0 (OK) 11 5.70 0.30 3.39 5 4.8 4.7 2 I 4.9 (OK) 12 5.85 O.IS 1.70 3 4.7 0.0 3 7 2.2 (OK)

    PAGE 358

    w VI 0 Layer No. I 2 3 4 6 7 8 9 10 II 12 No. 1 2 3 4 5 6 7 8 9 10 11 12 Elev. (m) 0.30 0.90 1.80 2.40 3.00 3.60 4.20 4.80 5.10 5.40 5.70 .5.8.5 Elev. (m) 0.30 .0.90 1.80 2.40 3.00 3.60 4.20 uo .5.10 5.40 S.7CJ 5.85 CONNECfiON FAILURE Depth Td F, FS., CHECK z (m) (kN/m) (kN/m) 5.70 43 21.75 2.0 (OK) 5.10 39 25.80 l.S (OK 4.20 33 24.25 1.4 (OK] 3.60 29 11.28 1.6 (OK] 3.00 2S 17.29 1 .5 (OK: 2.40 22 16.30 .1.3 OKJJ .1.80 18 IS.JI 1.1 OK) 1.20 14 10.83 1.3 OK) 0.90 12 6.91 1.7 OK) 0.60 10 6.66 1.5 OK) 0.30 8 4.84 1.6 (Q!9 0.15 7 4.70 l.S (OK) I LOCAL OVERTUIUNO AND CREST TOPPLING Depth AW'Cil Td TdX)) Sum z TdXYJ above dcpthz (m) (kNimJ (Dl)_ _(kN-m/m) _LkN/mJ. looi-mtml 5.70 64 0.45 29 43 12.92 656 .5.10 58 0.43 25 39 3.5.23 620 4.20 48 0.41 19 33 59.88 .S60 3.60 41 0.39 16 29 70.43 490 3.00 34 0.37 13 zs 76.29 414 2.40 27 0.36 10 22 77.44 336 1.80 20 0.34 7 18 73.19 262 1.20 14 0.33 4 14 65.64 197 0.!10 10 0.32 3 12 59.76 137 0.60 7 0.31 2 10 52.69 84 (),30 3 0.30 I 8 44.4.5 40 0.15 -_ _1 L_ __QJg '----I L_ __ 0 Ydro
    PAGE 359

    w VI DYNAMIC STABILITY CALCULATIONS BY NCMA METHOD INPUT VALUES CALCULA1ED VALUES SOILS WALL. '. WALL STATIC y,-18;8 kNim3 H,.. w.67.9 kN/m K" (lnt)"' 0.28 30 degrees 6 mctcts Hh= 6.0metm 0.27 c:,.-0 y,.-ILB5 kNim3 40. II"" 0.58 Yb"' 18.8 kNim3 J.....co 0.6 mders 40 b= 411,-30 degrees 0.30 ... 20.0 degrecli C'" 0.31 'Cb"' 0 _m= 3 degrees wb-67.9 kN/m dco 1.34 Yr"' 18.8 kNim3 P"' 0 degrees GENERAl. e= 1.65 30 degrees lit.-30.0 degrees uA&= 54.9 degrees Cr'" 0 20;0 degrees SEISMIC llu"' 5.84 kN/m A= 0,25 REINFORCEMENT-).,.co 30 degrees c..= 0.64 a..= 5.84_kN/m <;:.t, co I )....= 30 degrees -------------EXTERNAL SEISMIC STABll.JTY CALCULATIONS. (NCMA METHOD) INPUT VALUES L..1a.. 3.6 meters mlalmam 0.6*H FS,.= 1.1 FS01"' 1.1 CALCULA1ED VALUES (GENERAL) (OVERTIJRNINO) w,... 338.4 kN/m Wp"' 0 kN/m W, = 406.3 kN/m Pa"' 42.3 (BASE SLIDING) R,"' 234.6 kN/m FS,,.. UB (OK) w,= Vl'"' p hPAI!II"' 270.7 kN/m X., a 0.45 meters 0 kN/m '4"' 2.26 metm 6.0 meters Xp= 2.91 metm 96.93 kN/m Ma"' 795 kN-m/m DYNAMIC k,(ext)-0.125 kh (lnt)"' 0.3 9 (ext)= 7.1 degrees 9 (lnt) = 16.7 degrees KAE(Int)= 0.54 KAB(ext) 0.37 KAH(1nt)c 0.26 KAH(at)'"' 0.24 AK.t,. (lot) 0.27 Mara (ext)"' 0.09 KAIIH (lnt) = 0.52 KAI!II (ext) = 0.33 AK.t,.u (lnt) = 0.26 AKmH(ext)= 0.08 hp .. 6.00 hm= 3.00mder.l Mo 343 kNmlm FS.. 2.31 (OK)

    PAGE 360

    Ul INTERNAL SEISMIC STABILITY CALCULATIONS (NCMAMBTHOD) JNPIJI'VALUES FS,. 1.0 FS,. J.J FS,. 1.1 FS..Ja 1.1 J.J Fs,.1.1 FS. 1.1 MINIMUM JU!JNPORCEMENT STRENOm Layer EleY. Deplh Middle tfibolmy F ... F.,., F, No. z An:a Doplh. s.. rml (ml. W/ml (kN/ml (kN/ml rtNiml 1 0.30 5.70 5.70 0.60 6.79 17.0 4.0 23.01 z 0.90 5.10 3.03 0.75 8.48 18.7 6.4 27.70 'J 1.80 4.10 4.28 0.75 8.48 15.9 8.0 26.53 4 2.40 3.61 3.60 0.60 6.79 10.7 7.6 2037 s 3.00 3.00 3.00 0.60. 6.79 8.9 8.li 19.62 6 3.Ci0 2.40 2.40 0.60 6.79 7.2 9.7 18.87. 4.20 1.80 1.88 0.45 5.09 4.2 7.9 13.66 a 4.!10 1.50 1.50 030 3.39 2..l 5.6 .87 9 4,80 1.20 1.20 0.30 3.39 u 5.9 '8.68 10 5.10 0.90 0.90 0.30 339 1.3 6.1 8.49 11 5.40 0.60 0.60 0.30 3.39 0.9 6.4 1.30 1l 5.70 0..10 0.34 0.23 2.54 0.4 5.0 6.11 u 5.85 11.15 0.11 0.23 2.54 0.1 5.1 6.00 PULLOur FAILURB PULLOur FAILURB l.ayw l!lcv. Depth Lt LAJ O,j Todll F,. l'Sp. No. z ,> ,, fml. fml fml fml (kNim'J
    PAGE 361

    IJ,l VI IJ,l layer Elcv. No. (m) I 0.30 2 3 1.110 4 2.40 s .J.OO 6 3.60 7 4.20 8 4.SO 9 4.80 10 5.10 11 5.40 12 5.70 13 s.ss '-----L_ --layer Elev. No. (ml 1 0.30 2 0.90 3 1.80 4 2.40 5 3.00 6 3.60 7 4.20 8 4.50 9 4.80 10 S.IO 11 5.40 12 5.70 13 5.85 Depth z (m) (kN/m) 5.10 6U7 5.10 .57.68 4.20 47.50 3.60 40.72 3.00 33.93 2.40 27.14 1.80 20.36 I.SO 16.97 1.20 13.S7 0.90 10.18 0.60 6.19 0.30 3.39 0.15 1.70 -Depth ll.Wwf14 z (Ill) (kN/m) 5.70 64.47 5.10 57.68 4.20 47.50 3.60 40.72 3.00 33.93 2.40 27.14 1.80 20.36 I .SO 16.97 1.20 13.57 0.90 10.18 0.60 6.79 0.30. 3.39 0.15 1.70 INTBRNAL SLIDING ll.Wqd) W'p APm(a) h,; (kN/m) (kN/m) {kN/m) (m) 0 40 5.7 230.11 D 36 5.1 189.50 0 30 4.2 162.43 0 3.6 135. 36 0 . 21 3 108.29 0 17 2.4 81.22 0 13 1.8 67.68 0 .11 1.5 54.14 0 8 l.l 40.61 o. 6 0.9 27.07 0 4 0.6 13.54 0 .2 0.3 6.77 0 I 0.15 '---INTERFACE SLIDING PAI!IIItll F, SUm s.ll) abovo interliu:o CkN/m) (kN/m} (kN/m) CkN/ml 165 23.0 173.2. 11 145 27.7 '145.5 16 liS 26.5 119.0 10 96 20.4 98.6 10 79 19.6 79.0 10 61 18.9 60.1 9 45 13.7 46.S 5 37 8.9 37.6 4 29 8.7 28.9 4 22 8.5 20.4 4 14 8.3 12.1 4 7 6.1 6.0 2 3 6.0 o:o 4 PAI!II(IIl v .., R,(l) FS.u CHECK CkN/m) jkNfm) CkN/m) 102 43 229 1.6 (OJ{) 86 39 205 1.7 (OK) 64 33 170 1.8 (0 51 29 147 1.9 (0 39 25 123 2.0 (0 29 22 100 2.l (0 19 18 84 2.6 .{OK) 15 16 71 2.7 (OK) 12 14 62 3.1 (OK) 8 12 52 J.S (OK s 10 40 4.3 (OK 2 8 25 5.6 (OK I 7 18 8.l _(O__H --vll(ol) FS.. CHECK lkNiml 43 3.8 (OK). 39 2.4 (OK) 33 3.2 OK) 29 2.9 OK) '25 2.6 OK) '22 2.3 OK) 18 3.9 OK) 16 J.S OK) 14 3.2 OK) 12 2.8 OK) 10 .2.4 OK) 8 3.9 (_OIQ_ 7 1.7 (OK)

    PAGE 362

    w VI Layer Elev. No. Cm\ 1 0.30 2 0.90 3 1.80 4 2.40 5 3.00 6 3;60 7 4.20 8 4.50 9 4.80 10 5.10 11 5.40 12 5.70 13 5.85 ----Layer Elev. No. lm\ 1 0.30 2 0.90 3 1.80 4 2.40 s 3.00 6 3.60 7 4.20 8 4.50 9 4.80 0 10 5.10 ll 5.40 12 5.70 -JJ_ 5.85 CONNECfiON P.An.URE Depth Ta F, FS., CHECK l. Cm\ (kNJm) (!tN!m) 5.70 43 23.01 1.9 (OK) 5.10 3!1 27.70 1.4 (OK) 4.20 33 26.S3 1.3 (OK) 3.60 29 20.37 1.4 (OK) 3.00 2S 19.62 1.3 (OK} .40 22 18.87 1.1 (OK) 1.80 18 13.66 1.3 (OK) 1.50 16 8.87 1.8 COKl 1.20 14 8.68 1.6 (OK] 0.90 12 8.49' 1.4 (OK: 0.60 10 8.30 1.2 (OK 0.30 8 6.11 1.3 (OK 0.15 7 6.00 1.1 (OK) LOCAL OVERTIJRINO AND CREST TOPPLING Depth J\.4'-tl&) Ta TaX)'J Sum z T,; Xl) abow fm\ (kN/m) (m) OcN-mlm) (kN/m) depthz looi-mlm) 5.70 64 0.45 29 43 12.92 726 5.10 58 0.43 2S 39 35.23 691 4.20 48 0.41 1!1 33 59.88 .631 3.60 41 0.39 16 29 7D.43 560 3.00 34 0.37 13 2S 76.29 484 2.40 27 0.36 10 22 77.44 407 1.80 20 0.34 7 18 73.89 333 1.50 17 0.34 6 16 70.36 262 1.20 14 0.33 4 14 65.64 197 0.90 10 0.32 3 12 59.76. 137 0.60 7 0.31 2 10 52.69 84 0.30 3 0.30 1 8 44.45 40 0.15 2 0.30 1 7 39.89 0 Ydrntl M..,., FS.u CHECK (m) I (kN-mlm I 3.38 494 1.53 (OK) 2.95 390 1.83 (OK) 2.35 259 2.51 (OK) 1.97 188 3.07 (OK) 1.62 128 3.87 (OK) 1.27 81 5.15 (OK) 0.94 45 7.58 (OK) 0.78 31 8.68 (OK) 0.62 20 10.25 (OK) 0.46 II 12.80 (OK) 0.30 5 17.89 (OK} 0.15 I 34.14 (OK) 0.08 0 1.71 (010

    PAGE 363

    I.N Ul Ul DYNAMIC STABILITY CALCULATIONS BY NCMA METHOD INPUT VALUES soo.s WAIJ. WALL y,-20.0 kN/m1 w .. 67.9 kN/m 3!1 degrees Ha 6 meten Hh= 6.0 meten C:,.'" 0 Y.w 18.85 kNim1 4{) 'Yb-18.8 kN/m1 0.6 metcnl N., 4{) .. 3Gclqms t.-0.30 mcten a, .. 23.3 desn:cs q,'" 0 m= ldegrecs Wh= 67.9 kN/m ru kNim1 P= 0 degrees GENERAL 30 dcpcc:s &.=-30.0 desrces Cf"' 0 &= 23.3 degJees SEISMIC B,"' 5.84 kN/m o.l REINFORCEMENT lOdepes Q,= 0.64 ...... 5.14 kN/m CdJ= 1 .. 30 degrees EXTERNAL SEISMIC STABILITY CALCULATIONS (NCMA METiiOD) INPIIT VALUES l.,m m 3.6 meu:n mlalmnm 0.6*8 FS,.= 1.1 FS.,.. 1.1 CALCUI.ATBD VALUES STATIC KA (lnt)0.22 KA (ext) m 0.27 a= 0.70 ba 1.28 0.37 d1.43 C'" 1.73 CIAB c 57.8 degrees CALCULATED VALUES (GENERAL) (OVERTURNING) w."' 360.0 kNim o kNim w,427.9 kN/m Pm 17.8 (BASE SLIDING) R. 247.0 kNim FS,1 2.34 (OK) w. .. Wp' .. he PAEH 288.0 kN/m X.,c 0.45 metm OkN/m X.= 2.26 meten 6.0 meters JG,= 2.91 meters 87.92 kN/m .. 843 kN-m/m DYNAMIC 0.05 0.135 8 (!!XI)"" 2.9 degrees 8 (lnt)= 7 7 degrees KAB1Int) 0.31 KAB(eltt}"" 0.31 K.AH(lnt)= 0.21 0.24 (lnt) = 0.08 4K.ty,. ( eJtt) = 0.03 KAIIII (int) 0.29 KAEH 0.27 AKd,.a (/nt) '" 0.08 AK.....ulext)"" 0.03 hp= 6.00 meters bm= 3.00ml:ters Mo= 237 kNmlm rs .... 3 55 (OK)

    PAGE 364

    c..J VI 01, INTERNAL SEISMIC STABILITY CALCULATIONS (NCMAMBlllOD) INPUl' VALVES FS..-1.0 PSa 1.1 PS,..;, 1.1 PSOII-.1 PS... 1.1 FS..-1.1 PS,. .. 1.1 MtNIMUM RSINFORCEMI!NT STRENOTH LByu Elev. Deptb Middle tributary F,.., F.,., F,. NO: z Tribulul}' Ana Dcplb z.a :&.a (ml (ml (m) (m) OcN/ml (kN/m) (kNfml (kNfm) I 0 .30 5.70 5.63 0.75 8 .48 17.7 1.7 20.35 z 1.20 4.80 4.80. 0.90 10.18 18.1 2.7 22.24 3 2 .10 3.90 3.90 0.90 10.18 14.7 3.3 19.60 4 3 .00 3.00 3,00 0 .90 10.18 II.J 4.3 16.97 s 3.90 2.10 2 .10 0 .90 10.18 7 9 5.0 14.33 4.80 1.21 1.28 0 75 8.48 4.8 9 .93 7 5 .40 uo 0 .68 M 0 ,45 $.09. IJ 3 1 5 .08 8 5 .70 O.JO 11.2.1 o.-45 $.09 0 4 3 3 4.42 PULLOUfFAILURB Layt:r Blev. 'Depth Lt LM a,. T,.uf Fa FS,. No. z (ID) (m) (11'1) fml (kN!m') (kN/11!}_ _ii
    PAGE 365

    w VI -...! INTERNAL SLIDING Layer 1 Elev. 1 Depth 1 1 Wp ha No. z (m) (m) (kN/m) I OcNfm) j!cN/m) I (kN!m) 0.30 S.7o 64.471 273.60 Ol 17 5.7 2 1.20 4.80 54.291 230.40 01 14 4.8 3 2.10 3.90 44.111 187.20 Ol 12 3.9 4 3.00 3.00 33.931 144.00 Ol 9 3 .S 3.90 2.10 23.751 100:SO Ol 6 2.1 6 4.80 1.20 13.571 57.60 Ol 4 1.2 7 MO 0.60 6.791 28.80 Ol 2 0.6 8 5.70 0.30 3.391 14.40 Ol 1 0.3 INTERFACE SIJDJNG Layer EI.w. Depth AWMJr.l PAI!JI(rlJ F, Sum No. z F, above Interface (m) (m) (kN/m) CkN/m) (k:Nim) (kN/m) 1 0.30 5.70 64.47 96 20.5 92.6 12 2 1.20 4.80 54.29 74 22.2 70.3 11 3 2.10 3.90 44.11 S4 19.6 50.7 9 4 3.00 3.00 33.93 37 17.0 33.8 8 5 3.90 2.10 23.75 23 14.3 19.4 7 6 4.80 1.20 13.57 II 9.9 9.5 4 7 5.40 0.60 6.79 5 5.1 4.4 2 8 5.70 0.30 3.39 2 4.4 ____M 3 PAEII(dl vu(d) Rot.> FS,uiCHECK (kN/!'1l_ (kN/m) I (kN/m) as 431 283 . 2.81 _(OJ() 62 371 239 3.11 (OK) 43 311 195 3.61 (OIQ_ 27 251 151 4.21 (OK) 1S 201 108 (OK 6 141 69 7.01 2 101 41 9.81 (OK" Bl 25 13.41 COK Va(l) FS,. CHECK CkNim) : 43 3.6 (OK) 37 3.4 (OK) 31 3.3 _10K.l 2S 3.1 (OK) .20 2.9 (OK) 14 3.6 (OK) 10 6.0 (OK) 8 2.7 (OKl

    PAGE 366

    w Vl 00 LJ1er No 1 2 3 4 5 6 7 8 Layer No. I 2 3 4 5 6 7 8 Elev. Cml 0.30 1.20 2.10 3.00 3.90 4.80 5.40 5.70 : Elev. '' (m) 0.30 1.20 2.10 3 .00 3 .90 4.80 5.40 5.70 CONNECTION FAILURE Depth Td F1 FS.. CHECK I z Cml lkN/m) lkN/ml 5.70 43 10.55 2 1 (OK} 4.80 37 22.24 1.7 OK) 3.90 31 19.60 1 6 OKl 3.00 25 16.97 1 5 OK} :uo 20 14.33 1 4 OK) 1.20 14 9.93 1.4 OK} 0.60 10 5.08 1.9 OK) 0.30 8 4.42 1.8 OKl LOCAL OVBRttJRINO AND CREST TOPPLING Deplh 4Wb(a1 Mot.) Td TdXYJ Sum z TdXY) above depthz Cml (kN/m) (m) CkN-m/m} (kN!m) I '5.70 64 0.45 29 43 12.92 426 4.80 54 0.42 23 37 44.62 381 3.90 44 0.40 18 31 65,74 'liS 3 00 34 0.37 13 25 76.29 239 2.10 24 0.35 8 20 76.26 163 1.20 14 '0.33 4 14 65.64 97 0.60 7 0.31 2 10 52.69 44 0.30 3 0.30 I 8 44.45 0 FS.d CHECK I (ml rkN-m/m _I 3.38 235 1.94 (OK 2.74 156 2.59 (OK 2.16 96 3 .47 (OK 1.62 S3 4.78 (OK) 1.10 24 1.20 (OK) 0.62 7 14.31 (OK} 0.30 2 27.98 (OK) 0.15 0 2 .56 (OK}

    PAGE 367

    w VI \C) DYNAMIC STABll..TIY CALCULATIONS BY NCMA METHOD lNPUT VALUES CALCULATED VALUES son.s WALL WALL STATIC y, 20.0 kNfm1 H,., 0.15 meters W, 67.9 kN/m K,\(lnt)"' 0.22 ...... 35 ckgn:cs H6mc1en u ... 6.0 mctas K,.. (ext)-0.27 c:, 0 Yw'" 18.85 kNfm1 Nh 40 a 0.70 Y'" 18.8 kNfm1 L. 0.6 meters 40 1.28 ch.-30 clesJces uo .nu.. 8,-23.3 dqJ'COS o= 0.37 q, 0 m 3 degees w ... 67.9 .kNfm d 1.43 Yr"' 18.8 kNlm1 p .. 0 de8""S GENERAL C"' 1.73 tr= 30degJCeS S.,= 30 . 0 degrees aAB"' 57.8 0 s.= 23.3 clegrea SEISMIC .... 5.84 'kNfm A 0.15 REINFORCEMENT ).,-30 de!!fees q,-0.64 a..'" 5.84 kNfm c..= I .. 3t clcpls EXTERNAL SEISMIC STABILITY CALCllliATIONS (NCMA METIIOD) INPUT VALUES L,.;, .., 3.6 meters minimum 0.6H F8,t = 1.1 FS.,.;. 1.1 CALCULATED VALUES (GENBRAL) (OVER. TURNING) w,.. 360.0 kNim w,.. OkNim W,=427.9 kN/m Pm= 26.7 (BASE SLIDING) R., = 247.0 kN/m FS.."" 2.10 (OK) = Wp'= h= pABR"' 288.0 kN/m 0 kN/m 6.0 meters x,. .. 0.45 meters .. 2.26 metc:n X,= 2.91 meters Mil= 843 kN-m/m DYNAMIC k(ext) 0.075 k. (lnt) .. 0.19S 8 (ext)'" 4.3 dcgrccs 8 (lnt) .. 11.0 degecs KA21int) 0.35 KAJ!(Dxt)"" 0.33 KAH(Int)'" 0.21 K.ur (ext) .. 0.24 0.13 Me..,. (ext) o.os KAEH (int) 0.33 KAIIII (ext) .. 0.29 (I at) .. 0.12 AK. .... (cxt)= o.os hp= 6.00 metm lim'" 3 00 meters Mo"' 274 kN-mlm rs .. 3.08 (OK)

    PAGE 368

    w $ INTERNAL SEISMIC STABILITY CALCULATIONS (NCMAMIITHOD) INPUI' V ALllES Fs .. 1.0 FS.,m 1.1 1.1 l.i FSu 1.1 FS.., 1.1 1.1 MINIMUM REINFORCEMBNT STRENorH Layer Blcv. Depth Middle Tribulllly F,,., F..,_, P't No. z Tn"butmy Ala Deplh z.t s.. (ml lml lml lml 1/ml CkN/ml n.N/ml tkNfml 1 OJO 5.10 5.63 0.75 .48 17.7 2.6 21.99 % 1.20 4.80 4.80 0.90 10.18 18.1 4.2 24;37 3 2.10 3.90 3.90 0.90 10.18 14.7 5.4 22.16 .. 3.00 100 3.08 0.75 .8.48 9.7 5.4 16.78 5 3.60 2.40 2.40 0.60 6.79 6.0 4.9 12.32 4.20 1.80 1.80 0.60 6.79 4-' 5.S 11.34 7 4.80 1.20 1.20 0.60 6.79 3.0 6.0 10.35 8 5.40 0.60 0.68 0,4, 5.09 LJ 4.9 7:12 9 5.70 O.JO 0.23 0.45 5.09 0.4 S.l 6-'1 PULLOUf FAILURE PULLOUf FAILURE Layer Blav.Dcptlt Lt 'LAI .... T,.nt. Ft FS,.. No. z (m\ lm\ lm\ (kNiml) lkNiml CkN/m\ I OJO 5.70 3.6. 2.83 ll4 289 22.0 13.1 2 1.20 4JO 3.6 2.ll 96 199 24.4 8.1 3 :uo 3.90 3-' 1.79 78 l2S 22.2 5.6 4 3.00 3.00 3.6 1.27 60 68 16.8 4.1 5 3.60 2.40 3.6 0.92 48 40 12.3 3.2 6 4.20 1.80 3.6 0..58 36 19 11.3 1.6 7 4.80 1.20 19 0.53 24 II 10,4 1.1 8 5.40 0.60 4.5 .0.79 12 8 7.1 1.2 9 5.70 OJO 5.3 1.41 _6 _B _6,1; ___ 1.2 T.c.,_J tkNhn) 22.0 24.4 22.2 16.8 12.3 Jt.l 10.4 7.1 6.6 .. I (010 -IOK (OK OK OK OK OK OK Jrua._

    PAGE 369

    I.>J 0\ Layer E1ev. No. (m) 1 0.30 2 1.20 3 -2.10 4 3.00 5 3.60 6 4.20 7 4.80 8 5.40 9 5.70 Layer Elev. No. "1 0.30 2 1.20 3" 2.10 4 3.00 5 3.60 6 4.20 7 4.80 B 5.40 9 5.70 Depth I!J.Ww(o) z (m) (kN/ml 5.70 64.47 4.80 54.29 3.90 44.11 3.00 33.93 2.40 27.14 1.80 20.36 1.20 13.57 0.60 6.79 0.30 3.39 Depth z (m) (kN/m) .5.70 64.47 4.80 54.29 3.90 44.11 3.00 33.93 2.40 27.14 1.80 20.36 1.20 13.57 0.60 6.79 0.30 3.39 INlERNAL SLIDING W'p I!J.PIR(d) h.! (kNiirl) (kN/m) lkNt.ri) (m) 273.60 2S 5.1 230.40 0 21 4.8 187;20 0 17 3.9 144.00 0 13 3 115.20 0 11 2.4 86.40 0 8 1.8 57.60 0 .5 1.2 28.80 0 "3 0.6 14.40 0 1 0.3 -L__ ---INTERFACE SLIDING p AI!F.(d) F, Sum F, obove interiiJcc (kN/m) (kN/m) CkN/m) (kN/m) 111 22.0 111.0 13 88 24.4 86.6 12 67 22.2 64.5 11 48-16.8 47.7 7 36 12.3 35.4 6 26 11.3 24.0 6 16 10.4. 13.7. s 8 7.1 6.6 2 .4 6.6 0.0 4 --p AEif(d) vu(dJ R.!zl FS,u CHECK (kN/m) (kNim) _00'1/_mj_ 90 43 283 2.4 (OK 67 37 239 2.7 (OK 47 31 195 3.0 (OK 31 25 lSI 3.4 (OK) 22 22 122 3.8 1019_ 14 18 93 42 (OK) 8 14 69 5.2 (OK) 3 10 43 7.2 (OK) 1 8 28 9.9 (OK) ---L___ vu(d) FS,. CHECK CkN/ml 43 3.3 (OK 37 3.1 OK 31 2.9 OK 2.5 3.9 22 3.6 OK 18 3.2 (OK) 14 2.7 (OK) 10 4.2 (OK) R 1.8 (OK)

    PAGE 370

    ' CONNECI10NFAn..URE Depth Td I) FS.,. CHECK No. z (m) (m) (lcN/m) W/m) 1 0.30 5.70 43 21.99 2.0 (OIC 2 1.20 4.80 37 24.37 1.5 (OIC 3 2 .10 3.90 31 22.16 1.4 (OK .. 3.00 3.00 16.78 1.5 (OK s 3.60 2.40 22 12.32 1.7 (OK) 6 4.20 1.80 18 11.34 1.6 (OK 7 4.80 1.20 14 10.35 1.3 (OK i 8 5.40 0.60 10 7.12 1.4 (OK 9 5.70 0.30 8 6,7 1.2 (OK I ....., LOCAL OVERTURING AND CREST TOPPLING Depth . Td TdXYJ Swn Yo!rll(a) CHECK No . z above dcpthz (m) _1111)_ 1Jcl'1/m) (m) (kN-m/m) CkNim) 1
    PAGE 371

    w el DYNAMIC STABILITY CALCULATIONS BY NCMA METHOD INPUT VALUES CALCULATED VALUES SOILS WALL WALL STATIC Yr"' 20.0 kN/m, 0.15 w .. 67.9 kN/m KA (lot) .. 0.22 ojl,= 35 degrees H= 6 metClB Hh 6.0 meters K"(ext) 0.27 c,= 0 y.= 111.85 kNim3 Nh= 40 a= 0.70 Yb .. 111.8 kN/m3 L,.= 0,6 meters N,.=-40 b= 1.28 ih':" r...= O.JO meters 6,= 23.3 degrees o= 0.37 q, 0 .. co 11:::::11 J degrees Wh= 67.9 kN/m d ... 1.43" Yr"' 18.8 kNim, IJ 0 degrees ClENERAL e= 1.73 .. JO degrees 0.,"!' 30.0 degrees 57.8 degrees C,"' 0 23.3 degrees SEisMIC a.-5.84 kNfm A= o.z REINFORCEMENT 1..-30 degrees .. 0.64 lla"' 5.84 kNfm Cdr= 1 ?..,.= 30 degrees. EXTERNAL SEISMIC STABILITY CALCULATIONS (NCMA ME'IHOD) INPUT VALUES l..,m3.6 meters mlolmam 0.66H Fs.."' 1.1 Fs.... 1.1 CALCULATED VALUES (GENERAL) w. 36o.o kNlm Wp= OkNfm W, = 427.9 kNfm Pm = 35.6 (BASE SLIDING) R. a 247.0 kNlm Ps,; c 1.91 (OK) w.= Wp'= h= PAEH= (OVER11JRNING) 288.0 kN/m X.= 0.4S metenl 0 kN/m .x.= 2.26 meters 6.0 mctc:rs Xp= 2.91 meters 93.72 kN/m Ma= 843 kN-mlm DYNAMIC kh(axt) 0.1 kh (lnt)0.25 9(ext)= 5.7 degrees 9 (lnt) = 14.0 degrees KAE11nl)= 0.40 i KAII(axt)"' 0.35 KAH(inl)= 0.21 KAH(ext)= 0.24 Med,. (lnt) = 0.18 (ext)= O.o7 KAEH (lnt) 0.38 I KAm(ext) .. 0.31 AI
    PAGE 372

    ...., INTERNAL SEIS:MIC STABWTY CALCULATIONS (NCMAMETHOD) PS..-. 1.0 n.... 1.1 fSoll a 1.1 fS,.a 1.1 Loyer Blev. No. Cml 1 0.30 2 1.20 3 2.10 4 3.00 5 3.60 6 420 7 4.10 8 5.10 9 5.40 10 5.70 II 5.85 Layer mav. No. Cml 1 0.30 2 1;20 3 2.10 4 3.00 s 3.60 6 4.20 7 4.80 8 5.10 9 5.40 10 5.70 II 5.85 Dapth z Cm) 5.70 4.80 3.!10 3.00 2.40 1.10 uo 0.!10 uo 0.30 D.JS Dqdll z Cml 5.70 4.10 3.ll0 3.00 2.40 l.ID 1.20 O.llD 0.60 0.30 0.15 INPUT V ALUBS PS,. PS..,FS.,.-1.1 1.1 1.1 MlNlMUM REINFORCBMENT STRENGTH Middle Trilrutol)' AW .. Tnlllllol)' Area Dcplb r:;, lkNfml (kNim) 5.6) O.?S .8.48 17.7 4.80 0.90 1D.II 18.1 3.90 O.llO 10.18 14.7 3.08 0.75 8.48 9.7 2.40 0.60 6.79 6.0 1.80 0.60 6.79 4.5 1.28 0.45 5.09 2.4 0.90 0.30 3.39 1.1 0.60 0.30 3.39 0.8 0.34 0.23 2.54 0.3 0,11 0.%3 2.54 0.1 PULLOUf'FAILURE PULLOUf'FAILURE L, LAJ
    PAGE 373

    U.l 0'1 Vo l...ay!:r. No. 1 2 3 4 s 6 7 8 10 11 Layer No. I 2 3 4 5 6 7 B 9 10 ll Elev. (m) o;3o 1.20 2.10 3.00 3.60 4.20 4.80 5.10 5.40 5.10 S.BS Elev. Cm'i 0.30 1.20 2.10 3.00 3.60 4.20 4.80 .5.10 5.40 5.10 s.ss Depth AWw
    PAGE 374

    lU C'l C'l Layer No. 1 2 3 4 s 6 7 II 9 10 11 Layer No. I 2 3 4 s 6 7 II 9 10 _jl Elc:v. (m) .Q.JO 1.20 2.10 3.60 4.20 4.80 5.10 5.40 5.70 5.85 Blc:v. (m) 030 1.20 2.10 3.00 3.60 4.20 4.80 5.10 5.40 5 .70 5.81 CONNECTION FAILURE Dcptb Td P, PS .. CHECK z . . (m) (kN/m) (JcN/m) 5.10 43 23.46 1.8 4.80 37 26,54 1.4 (OK) 3.90 31 24.78 1.3 (OK) 3.00 25 19.31 1.3 (OK). 2.40 22 14..57 1.5 (OK) 1.10 11 13.79 1.3 (OK) 1.20 14 9 .83 1.4 (OK 0.90 12 6.31 1.9 _{_OJ(; 0.60 10 6 .11 1.6 (OK 0.30 8 4.46 1.7 (OK 0.15 7 4.35 1.6 _10K) LOCAL OVER1l1R.ING AND CREST TOPPLING Depth AW'a/R' M.
    PAGE 375

    I.H DYNAMIC STABILITY CALCULATIONS BV NCMA METHOD INPUT VALUES CALCULATED VALUES SOILS WALL WAIL STATIC Yr":' 20.0 k:Nim3 meters Ww.ra 67.9 k:Nim KA (lnt).;, 0.22 35 degrees H.;. 6 Dlctm'& H..'" 6.0 metm KA(ext)= 0.27 Or"' .0 Yw'" 18.85 kNim3 Nb= 40 a= 0.70 'Yb'" 18.8 kNim3 0.6 melers N,.= "40 b= 1.28 ott,':" Jodesrees I;,= 0.30 maims li;= 23.3 c= 0.37 1:1."' 0 01'" 3 degree& .. wh= 67.9 kN/m d= 1.43 Yr"" IJ.8 kN/m3 0 degrees GENERAL e= 1.73 ... 30 degrees -Bt,= 30.0 degrees a.u= 57.8 del!l'eell cr= 0 q= 23.3 SEISMIC a.= 5..14 kN/m A 0.25 REJNF()R.CEMENT '-,.= 30 di:grees q,= 0.64 a..= 5.84 kN/m c.= 1 Au"' 30 degn:e9 EXTERNAL SEISMIC STABILITY CALCULATIONS (NCMA METHOD) INPUT VALUES L,;,.. 3.6 meters mlalmum 0.6'8 FS11 1.1 FS01 1.1 CALCULA1ED VALUES (GENERAL) (OVER1URNINO) W1= 360.0 k:Nim Wp= 0 kNim w, = 427.9 k:Nim Pm = 44.3 (BASE SLIDING) ll, =; 247.0 kNim FS.."' 1.75 (OK) w, .. Wp'= h= PAEII= 288.0 kNim X.= 0.45 meters OkNim J!i= 2.26 metenl 6.0 meters Xp-2.91 meters 96.93 kN/m MR= 843 kN-mlm I DYNAMIC I Jc.,(ext)m 0.125 kh (lnt) 0.3 9 (ext)= 7.1 degrees 9 (lnt) .. 16.7 desrees KAB1int)'" 0.46 KAE(ext)= 0.37 KAH(Int) 0.21 KAR(cxt)"' 0.24 0.23 AK,sy. (ext) = 0.09 K.uia (1nt) 0.43 KAIIII(ext) = 0.33 4Kdfall (In I) = 0.22 O.OR hp= 6.00 meters bm= 3.00 metera Mo lSD kN-rillm rs.,= 2.41 (OK)

    PAGE 376

    IN 0'1 00 INTERNAL SEISMIC STABILITY CALCuLATIONS (NCMA MlrrHOD) I'S,. 1.0 FS,. 1.1 PS.. 1.1 PS. iJ INPUT VALUBS n .. n,.. Fs.. I.J 1.1" 1.1 MINIMUM IIEINPORCI!MBNT STRJ!NOTH ta,cr _,Ill ... Deplb I Middle 1 TdllaCaly I 4Ww. I I 1' .. 1'1 _T.No. z Tribaaxy Area Dcptb ,Z:.. <> I s.. I J...OOha.iL.1!cNI!IIl _l (kNim_j__J lkNimL II 0.301 5.70 5.63 0.1$ 1.481 17.7 4.71 24.92 24.9 %1 1.201 ..... 4.80 0 90 10.181 .11.1 7.51 21.74 21. 7 ll 2.101 "3.90 3.90 0.90 10.111 14.7 9.71 27.4.5 27.5 41 3.001 1011 3.08 0.7S 8.411 9.7 9.71 21.90 21.9 Sl 3.601 1.49 2 .40 0.60 6.791 '-0 8.81 16.11 16.9 61 4.201 1.111 1.88 0 .4.5 5.091 3.5 7.2.1 12.29 u.3 71 4.501 1.50 1.50 0.30 3.391 u 5.11 1.01 8.0 II '4.101 1.21 1.20' 0.30 3.391 1.5 5.31 7 .17 7.9 PI 5.101 e.PCI 0.90 0.30 3.391 1.1 5.61 7 .73 7.7 101 5.401 1.60 0.60 0.30 3.391 0.1 5.81 7.59 7.6 Ill .5.701 .... 0.34 0.23 0.3 4.31 5.60 5.6 121 5 .851 t.15 . u 1.23 2.$41 CJ. 1 4.61 5.52 5.5 PUU.OUT PAILUR .. I I I., LAI cr., .T.,., ,, Fs,. CHl!CK . (m) (m) -(m) (1!11 (tN/m2) JkN/1!!) I 0.30 5.70 u 2.83 114 289 24.9 1U lOJ 2 1.20 4.80 16 2.31 M Ul9 28.7 6.9 (0' 3 2.10 3.90 .3.6 1.79 78 125 27.5 4.6 _{_OJ 4 3.00 3 00 3.6 1.27 60 61 2U 3 1 (0: 5 3.60 2 .40 3.6 0 92 48 .40 16.!1 2.4 0 6 4.20 1.80 16 0.38 36 19 12.3 1-' (01 7 4.50 .,.,. 3.6 0.40 30 11 a.o 1.4 (.OK: 8 4 .80 1.20 11 0 .43 24 9 7.9 l.l (01( 9 5.10 "0.90 .... 0.56 18 9 7.7 l.l (OK 10 5.40 0.60 4.5 0 .19 12 I 1.6 1 1 (Of( II 5.70 0.30 5.1 1.21 6 7 5.6 l.l (_OK 12 5.85 0.15 6.3 2.33 3 5.5 (OIQ

    PAGE 377

    w 01 \0 Layer No. I 2 3 4 5 6 7 8 9 10 11 12 Layer No. 1 2 3 4 s 6 7 8 9 10 11 12 Elno. 0.30 1.20 2.10 3.00 3.60 4.20 4.50 4.80 5.10 $.40 5.70 .W. Cm) 0.30 1.20 2.10 3.00 3.60 4.20 4.SO 4.80 5.10 5.40 5.70 s.as Depth aw ... .., z (m) (kN/m) 5.70 64.4.7 4.80 54.29 3.90 44.11 3.00 33.93 2.40 27.14 1.80 20.36 1.SO 16.97 1.20 13.57 0.90 10.18 0.60 6.79 0.30 3.39 0.15 1.70 Depth I:J.Ww(r) z (m) CkN/m) 5.70 64.47 4.80 54.29 3.90 44.11 3.00 33.93 2.40 27.14 1.80 20.36 1.50 16.97 1.20 13.57 0.!10 10.18. 0.60 6.79 0.30 3.39 0.15 _!.Ill. INlERNAL SLIDrNO t:..WI(II) W'p 4Piil(ol) h.! PAEII(dJ v""'> FS,a CHECK fkN/m) CkN/m) (kN/m) (m) j}(N/m) (kN/m} .(kN/m) 273.60 0 42 S.7 102 43 283 2.0 (OK 230:40 0 36 4.8 78 37 239 2.1 (OK 187.20 0 29 3.9 57 3t 19.5 2.3 (O_K 144.00 0 22 3 39 25 lSI 2.S (OK IIS.20 0 18 2.4 29 22 122 2 6 (OK 86.40 0 13 1.8 19 18 93 2.8 _(_O_K 72.00 0 .II 1.!1 15 16 79 3.0 (OK 57.60 0 9 1.2 12 14 67 J.J !OK 43.20 0 7 0.9 8 12 56 3.7 (OK 28.80 0 4 0.6 5 10. 43 4.4 (O_K 14.40 0 .2 0.3 2 s 27 5.7 (OK) 7.20 0 I O.IS I 7 19 8.2 (OK) MERFACE SLIDING p AEII(ri) & Sum 8ttdJ vu(a) FS,. CHECK F, above lnterfiu:o CkN/m) CkN/m) (kN/m) (kN.Im) (kN/m) 14S 24.9 149.6 15 43 2.9 (OK) 119 28.7 120.8 14 37 2.6 jOK_l 94 27.5 93.4 14 31 2.3 (OK) 70 21.9 71.5 9 2S 2.9 OK) ss 16.9 54.6 I 22 2.6 OK) 40 12.3 42.3 4 18 4.3 OK) 33 8.0 34.3 4 16 3.9 OK) 26 7.9 26.4 4 14 3.5 (OK) 19 7.7 18.7 4 12 3.0 (OK) 13 7.6 11.1 4 10 2.6 (OK)_ 6 5.6 s.s 2 8 4.2 (OK) 3 '-----0.0 4 7 1.9

    PAGE 378

    CONNECTION FAILURE Layu Elev. Depth Td .f, FS., CHECK No. z : (m) (m) (lcNJm) (kN!m) 1 0.30 5.70 43 24.92 1.7 (010 2 1.20 4.80 37 28.74 1.3 (OH 3 2.10 3.90 31 27.45 1.1 (OJ( 4 3.00 3.00 25 21.90 1.2 (OK 5 3.60 2.40 22 16.88 1.3 (01( 6 4.20 1.80 18 12.29 1.4 (010 7 4.50 1.50 16 8.01 2.0 (OK} 8 4.80 1.20 14 7.87 1.7 (OK) 9 S.IO 0.90 12 7.73 t.S (OK) 10 5.40 0.60 to 1.3 (OK) 11 5.70 0.30 8 5.60 1.4 (010 0.15 7 S.S2 1.2 (Ole) l.iol LOCAL OVERtuRING AND CREST TOPPLING Layer Elev. Dcp1h AWh{ol Mljo) Td TdXYJ Sum Ydya(IJ M*l CHECK No. z TdX)) abow (m) rm). (kN!m) (m) (kN-m/m) (kN/m) depth:!; fm) I rkN:.Wml l(kN-m/m) 1 0.30 5.70 64 0.45 29 43 12.92 671 3.38 421 1.66 (OK) 2 1.20 4.80 54 0.42 23 37 44.62 626 2.74 293 2.21 (OK) 3 2.10 3.90 44 0.40 18 31 65.74 S60 2.16 190 3.04 (OK) 4 3.00 3.00 34 0.37 13 2S 76.29 484 1.62 111 4.49 (OK) s .).60 2.40 27 0.36 10 22 77.44 407 1.27 70 5.96 (OK) 6 4.20 1.80 20 0.34 7 18 73.89 333 0.94 39 8.75 (OK) 7 4.50 !.SO 17 0.34 6 16 70.36 262 0.78 27 10.00 (OK) 8 4.80 1.20 14 0.33 4 14 65.64 197 0.62 17 11.81 (OK) 9 5.10 0.90 10 0.32 3 12 59.76 137 0.46 10 14.72 OK) 10 5.40 0.60 7 0.31 2 10 52.69 84 0.30 4 20.55 OK) 11 5.70 0.30. 3 0.30 1 8 44.45 40 0.15 1 39.15 OK) 12 s.as O.lS 2 0.30 1 7 39.89 0 0.08 0 1.95 OK) ---

    PAGE 379

    . w -..1 .... DYNAMIC STABILITY CALCULATIONS BY NCMA METHOD INPUT VALUES CALCULATED VALUES son.s WAlL WAlL STATIC y,2 22.0 kNim1 o.JS w.= 67.9 kN/m KA (lnt)= 0 .18 .. 40 dcgrcot H .. 6 matcrs Hh 6.D.inctcrs KA(ext)2 0.27 c:,= 0 .,.= 1L85 kNim1 40 a= 0.84 'Yb"' 18.8kNim1 L,.= 0.6 melcrs N .. 40 b= 1.07 la"' 0.30. melcrs 6,= 26.7 C"' 0.44 0 ma 3 dcgree3 Wh= 67.9 kNlm d= l.S4 rr= ... 8 kNI1i11 p .. Odegn:es OENERAL e= 1.84 30 degrees 30.0 degrees aAB"' 60.8 degrees er= 0 &= 26.7 dezn=es SEISMIC a.-5.14 kNfm A D.1 RElNFORCBMENf A..-30 degrees q,a O.M .. 5.84 kNlm c.= 1 ).,.= 311 clqp=9 --------. EXTERNAL SEISMIC ST.A,IIILITY CALCULATIONS (NCMAMEniOD) JNPUTV ALUES L,.,, = 3.6 meters mlolmom 0.6*H 1.1 FS., 1.1 CALCULATED VALUES (OBNERAL) (OVERTURNJNO) w, .. 396.0 kN/m w,c. 316.8 kNim x_ .. 0.45 melcrs Wp .. 0 kNfm w... 0 kNim 2.26 meters w, .. 463.9 kNfm h= 6.0 millers Xp= 2.91 meters 19.2 po\1!11 = 87.92 kNim Mr-= 92S kN-rnfm. (BASE SLIDING) R.267.8 kN/m rs.,-%.!0 (OK) I DYNAMIC D. OS 1<. (int) .. O.l3S 8 (ext} m 2.9 desreea 8 (lnt) = 7.7 degrees 0.26 KAB(eKl)"" 0.31 K.ut(int)= 0.16 0.24 4K..,n (lnt) = 0.08 AKd,. (e:rt) 0.03 KAI!H (lot) 0.23 KAEH (ext) = 0.27 0.07 __ O.Ol __j bp= 6 00 maten bu..= 3.00 meters Ma= 242 kNmlm JIS., 3.83 (OK)

    PAGE 380

    I.U t::1 INTERNAL SEISMIC STAB:IT.ITY CALCULATIONS (NCMAMETIIOD) INPUT VALUES FS.,= 1.0 FS.,_m 1.1 1.1 1.1 FS,. 1.1 FS..,., 1.1 1.1 MINIMUM REINFORCEMENT STJU!NGm Laya Elcv. Deplb Middle Trlbutoty IJ.W;,;. F.;,, F.,.,_ F, No. z Trlbulury Arm Depth rml. z.t s,. CkWm) fm) fm) (kN/m) lkNfm) (kN/m) 1 0.60 5.40 ,,48 1.05 11.88 20.9 2.4 24.87 z 1.50 4.!0 4.50 0.90 10.18 14.7 2.9 18.93 3 2.40 3,60 l.tiO .0.90 ID.I8 11.8 1.6 16.72 4 JJO 2.70 2.70 0.90 10.18 8;8 4.3 14.52 5 420 1.80 1.80 0.90. 10.18 5.9 5.1 12.31 6 5.10 11.90 0.98 0.75 8.48 2.7 4.8 8.58 7 5.70 O.JO O.JO 0.60 6.79 0.7 4.2 5.76 PUU.OUT FAILURE PUU.OUT FAILURE Layer Elav. Dcplb L. L,.; a,. T .... ,. F, FS,. No. z (m) lm) _(m) lm) (kNim') ltN/m) (kN/m) I 0.150 5.40 16 2.70 118.8 344 24.9 13.8 2 1..50 4.50 J,6 2.24 99 238 18.9 12.6 3 2.40 3.60. 16 1.78 79.2 152 16.7 9.1 4 3.30 2.70 3.6 IJl 59.4 15 14.5 5.8 5 4.20 1.80 16 0.87 39.6 37 12.3 3.0 6 S.IO 0.90 3.7 0.51 19.8 II 8.6 1.3 T,ll lkN/m) 24.9 18.9 16.7 14.5 12.3 8.6 5.8 CHI!CK I (OK) OKf OK) OID OK) (OK) 7 5.70 OJO 4.4 0.91 6.6 6 5.8 _1.1 _jC!_K)

    PAGE 381

    JN'TERNALSLIDJI>IO Layer Elev. Deptb ll.Ww(a) AW'I(ail W'p APIIICzll h11 PAEH{a) vujal) Rota) FSa!; CHECK No. z (m) (m) (kNim) (kNJm) (kN/m) jkN/111}_ _(!Ill j_kN/m) (kN/m) j_kN/m) I 0.60 5.40 61.07 285.12 o 17 5.4 77 41 340 3.6 (OK) 2 1.50 4.50. 50.90 237.60 0 14 4.5 55 35 284 4.1 OK) 3 2.40 3.60 40.72 190.08 0. 12 3.6 37 29 229 4.7 OK) 4 3.30 2.70. 30.54 142..56 0 9 2.7 23 23 173 5.5 OK) s 4.20 1.80 20.36 95;04 0 6 1.8 12 18 117 6.7 OK) 6 5.10 0.90 10.18 .47.52 0 3 0.9 4 12 63 9.0 OK) 7 5.70 0.30 3.39 15.84 0 1 0.3 I 8 29 14.6 OK) ' w IN1ERFACE SLIDING Layer Elev. Depth PAJ!II(al Ft Sum Sijdl Vu(J!) FS., CHECK No. z Ft above interiilce (m) (m) tkN/m) CkN/ml CkNiml (kN/m) (kN/m) (kN/m) I 0.60 5.40 61.07 .19 24.9 76.8 10 41 4.0 (OK) 2 1.50 4.50 50.90 60 18.9 57.9 9 35 3.8 OK) 3 2.40 3.60 40.72 44 16.7 41.2 8 29 3.6 OK) 4 3.30 2.70. 30.54 30 14.5 26.7 7 23 3.4 OK) s 4.20 1.80 20.36 17 12.3 14.3 6 18 3.0 (OK) 6 5.10 0.90 10.18 8 8.6 5.8 3 12 3.6 _!OK) 7 5.70 0.30 3.39 -2 3 8 2.8 (OK)

    PAGE 382

    CONNEcnON FAILURE La}W Elev. Deplh Te1 .. F, FS,. CHECK No. z (m) (Ill) CkN/m) CkN/m) I 0.60 5.40 41 2-1.87. 1.7 (OK 2 .SO 4.SO 35 18.93 1.9 3 2.40 3 60 29 16.72 1.8 (OK 4 3 .30 2.70 23 14,,2 1.6 (OK 5 4.20 1.80 18 12.31 1.4 (OK) 6 5.10 0.90 12 8 .58 1.4 (OK) 7 5.70 '-----8 5.76 ].35 (01{)_:_ w LOCAL OVERTURING AND CREST TOPPLING La)cr Elev. Depth Aw ... AJC..t,, Mrll Te1 Sum M.'J I above depth z (m) (Ill) (kN/m) (m) (kN-mlm) (kN/m) I (kN-ftllm) (m) (kN-m/m) I 0.60 5.40 61 0 44 27 41 24.66 379 3.16 174 2.33 OK) 2 l.SO 4.50 S1 0 .41 21 35 52.84 326 2.54 114 3.06 OK) 3 2.40 3.60 41 0.39 16 29 70,43 2S6 1.97 68 3.98 OK) 4 3.30 2.70 31 0 .37 II 23 77.45 178 1.44 36 5.29 OK) 4.20 J.80 20 0 .34 7 18 73.89 104 0.94 IS 7.52 (OK) 6 5.10 0.90 10 0.32 J 12 59.76 44 0 46 3 13.98 (OK) 7 5 .70 0.30 3 0.30 1 8 44. 45 0 O.IS 0 2.88 (OK)

    PAGE 383

    """ DYNAMIC STABILITY CALCULATIONS BY NCMA METHOD INPUT VALUES son.s WALL WALL Yr"' kN/m1 : 0.15 67.9 kJ'I/m t.= 40 degrees u6 Hb 6.0 metcnJ c,= 0 18.85 kN/m3 Nh= 4Q Yb = 18.1 kNim1 L,.= 0.6 N,= 40 +..=. 30 Lw.; 0.30 Dieters S,m 26.7 degrees C't."' 0 Ill'" 3 degreca Wka 67.9 kNIJn 18.8 kN!m1 P= 0 degrees GENERAl. 4tf= 30 deirm &..= c,= 0 s.= 26.7 degreCs SEISMIC .. a.= 5.84 kN/m A Q;15 REINFORCEMENT ?.,= 30 degrees q,m 0.64 a..-5.84 kN/m c...= 1 30 degrees EXTERNAL SEISMIC STABILITY CALCULATIONS (NCMAMElHOD) INPUT VALUES L.run = 3,6 meters minimum 0.6*H FS,,= 1.1 FS01 = 1.1 CALCULATED VALUES STATIC K,. (lnt)= 0;18 K,. 0.27 a= 0.84 b= 1.07 o= 0.44 d .. 1.54 e= 1.84 aABa 60.8 degrees CALCUlATED VALUES (GENERAL) (OVERTURNING) W1"' 396.0 kN/m Wp= 0 kN/m W, = 463.9 kNim 1'01."' 28,8 (BASE SLIDING) R, "' 267.8 kN/m rs,,"' 2.24 (OK) w,= Wp'"' h= PAI!II= 316.8 kN/m 0 kN/in 6.0 meters 90.72 kNJm X,.= 0.4S meters ]4= 2.26 meters Xp= 2.91 meters Ma= 925 kN-m/m I DYNAMIC kk(ext)= 0.075 kt. (lnt) = 0.195 I 9 (ext)= 4.3 degrees 9 (lnt) m 11.0 degrees KAB1int)= 0.30 I KAE(ext)= 0.33 KAI!(Irit)= o;t6 KAJr(ext)D 0.24 liKd)'ll (lnt) = 0.12 0.05 K.m. (lnt) = 0.27 KAIIH (ext)= 0.29 (int) = I 0.11 I 0.05 hp= 6.00 meters hm= 3.00 meters Mo281 kN-mlm FS.,= 3.19 (OK)

    PAGE 384

    w (NCMA t.mi'HOD) 'INPl1T VALUES 1.0 PSt:.=. 1.1. fS,.a 1.1 1.1 rs,.-1.1 FS.,.a 1.1 FS .. G 1.1 MINIMUM RlliNFORCEMI!NT SllU!NOTH i.aF l!lcv. Dcplb Middle Tribu1DJ)' l'wal 1'.,_1 F1 No. z ARII Depth Zn 5.1 tm\ lm\ lml tml (kN/ml (kNim) -fkNiml (kN/ml 1 0.30 5.'70 $.63 0 ., 8 .48 15.3 2..5 19.48 1 1.20 4.80 4.80-0.90 10.18 15.7 . 4.1 21.72 3 2.10 3.90 3.90 0.90 10 .18 12.7 $.2 19.93 4 3.00 3.00 .00 0.90 10.18 9.8 6.3 11.13 5 3.90 2.10 2.10 0.90 1Q.I8 6J 7.5 16.33 6 4.80 1.20 1.28 0,15 1.48 3..5 7;1 12.24 ., SAO 0.60 0 68 0 .45 5 09 1.1 4 7 6.75 8 5 70 0.30 0.23 0.45 5 09 0.4 4.9 6.30 : PUU.our PAILURB PUU.our PAILURB Layer 2111\'. Dcplh Lt LAI G'vi T,.n1 F1 PS,. No. z tml (ml tml {ml (kN/1111) lkNiml lkNiml I 0.30 5 70 3.6 2.85 12..5. 4 384 19.5 19.7 2 1.20 4 80 3.6 1.39 105. 6 271 21.7 12..5 3 2.10 3.90 3.6 1.93 85. 8 178 19. 9 8.9 4 3.00 3.00 l.6 1.41 66 105 18.1 5.1 s 3. 90 2.10 3.6 1.02 462 51 16.3 3.1 6 4.80 1.20 :u 0..56 26.4 Ui 12.2 1.3 7 $.40 0.60 3S 0.56 13.2 8 6.1 1.2 8 $.70 0.30 u J.jl ---6. 6 B 6.3 1.2 T.l.,.l lkN/m\ 19..5 21.7 19. 9 : -18. 1 16.3 12.2 6. 7 6.3 CHI!CK 0 0 0 0 0 0 (OKl OK

    PAGE 385

    INTI!RNAL SLIDING Layer Elev. Depth llWwr.> llW'I!dl W'p llPIR{zi) Ita PAEH(a) Vu(d) R.r.l FSu CHECK No. z (m) (m), 001/m) (kN/m) Ocl'l/m) (lcN!m) J!JI) (kN/m) (lcN!m) (kN/m) I 0.30 5.70 64.47 300.96 0 27 5.7 90 43 359 3.1 (OK) 2 1.20 4.80 54.29 253.44 .o 23 4.8 67 37 303 3.4 (OK) 3 2.10 3.90 44.11 205.92 0 19 3.9 47 31 247 3.7 (OK) 4 3.00 3.00 33:93 158.40 0 14 3 31 2S 192 4.2 (OK) 5 3.90 2.10 23.75 llO.SB 0 10 2.1 18 20 136 4.9 OK) 6 4.80 1.20 13.57 0 6 1.2 8 14 80 5.8 OK) 7 5.40 0.60 6.79 31.68 0 3 0.6 3 10 46 7.5 OK) 8 5.70 0.30 3.39 15.84 0 1 0.3 l 8 30 10.4 OK) .. .. : .. loU :::i INTERFACE SLIDING Layer Elev. Depth AWw(l PAIIII(d) F, Swn Vu(d) FS,. CHECK No. z .F, above ... interfi!ce (m) (m) (kNim) OcN/m) (kN/m) (kN/m) lkN/m) (kN/m) l 0.30 5.70 64.47 100 19.5 101.4 12 43 3.7 OKl 2 1.20 4.80 54.29 80 21.7 79.7 II 37 3.5 OK) 3 2.10 3.90 44.11 61 19.9 S9.7 10 31 3.2 OK) 4 3.00 3.00 33.93 44 18.1 41.6 9 2S 2.9 OKJ s 3.90 2.10 23.75 29 16.3 25.3 8 20 2.5 OK) I 6 4.80 1.20 13.57 IS 12.2 13.0 s 14 2.9 (OK) 7 5.40 0.60 6.79 7 6.7 6.3 2 10 4.4 (OK) __ 0.30 3.39 3 6.3 o.o 4 8 1.9 (OK)

    PAGE 386

    w -..J 00 Laya' No. I 2 3 4 5 6 7 8 1..a)ter No. 1 2 3 4 s 6 7 a Elev, (m) 0.30 1.20 2.10 3 .00 3.90 4.80 5.40 5.10 (m) 0.30 1.%0 2.10 3.00 3.90 4 .80 5 .40 5.70 CONNECfiON FAILURE Depth Td F1 FS., CHECK z (m) (kNim) .(kN/m} 5.70 43 19.48 2.2 (OK) 4.80 37 21.72 1 7 (OK ].90 Jl 19.93 1.6 (OK 3.00 25 1&.13 1.4 (OK 2.10 20 16.33 1.2 (OK 1.20 14 12.24 1.1 (OK 0.60 10 6.75 1.45 (OKl 0.30 8 6.30 1.24 (OK) ; LOCAL OVER11JRING AND CREST TOl'PLING Depth 4W'lol 4X,(I) Ml() Tc1 S11111 z TdXYJ a.bave deplbz (m) (kN/m) (m) (kN-m/m) (t-.Nim) (kNmlm) S.?O 64 0.45 29 43 12.92 426 4.80 54 0.42 23 37 44.62 381 3.90 44 0 .40 II 3l 65.74 315 3.00 34 0.37 13 25 76.29 239 2.10 24 0.35 8 20 76.26 163 1.20 14 o.33 4 14 65.64 97 0 .60 7 o.31 2 10 52.69 44 0.30 3 0.30 I a 44.45 0 Y"ret) Fs ... CEECK (m) I
    PAGE 387

    w DYNAMIC STABILITY CALCULATIONS BY NCMA METHOD INPUT VALUES CALCUlATED VALUES SOD.S WALL WAIL STATIC 21.0 kNim' H,.= 0.15 meters .Ww= 67.9 kNim K, (lot)== 0.18 .40 dcpc3 He 6 melOn H..= 6.0 mctan K, (ext)= 0.27 c:,.-0 r .. 18 85 kNim1 Nb"' 40 a 0.84 'Yb-18,8 kN/m1 I.., 0.6 mctcrs N,-. 40 b= 1.07 411.'" 3 0 degrees l.w"' . 0.30 mc:tcrs li, 26 7 degrees c 0.44 0 m= 3 dearecs Wb= 67.9 kNim d= l.S4 rr 18.8 kNim1 p= 0 dqrces GENERAL e= 1.84 +r-30 degrees 30.0 degrees OLAJI a 60.8 degree! ct."" 0 6;= SEISMIC a.= 5.84 kNim A= O.l REINFORCEMENT ),-30. dcgrecs C&= 0.64 a,.== 5.114 kNim ( Cb= 1 30 degrees ---------EXTERNAL SEISMIC STABILITY CALCULATIONS (NCMA MEntOD) INPliT VALUES L,.m"' 3.6 meters mlalmum 0.6*8 1.1 FS., .. 1.1 CALCULATED VALUES (OENBRAL) W1 = 396.0 kN/m Wp'" 0 kN/m W,"' 463. 9 kN/m PIR 38.S (BASE SLIDING) R. 267.1 kN/m J!S,1 2.03 (OK) w, .. w '= p pAI!II .. (OVER.nJRNINO) 316.1 kNim X.."" 0.4S metms OkN/m 2 .26 mcten 6.0 mcten Xo2.91 meters 93.72 kN/m 925 kN-m/m DYNAMIC 0.1 k, (lnt) = 0 25 9 s 1 dewccs 9 (iJu)c 14.0 degrees KAB(Int) 0.34 KAI!(cxt)= O.JS KAH(Int)= 0.16 KAH(ext)= 0.24 0.16 0.07 KABH(Int)= 0.31 0.31 I 0 .15 I 0 .06 bp= 6.00 meters Ita\"' 3.00 meters Mo= 320 kN-mlm FS, 2.89 (OK)

    PAGE 388

    I.J..l oa Q INTERNAL SEISMIC STABILITY CALCULATIONS (NCMAME'I110D) INPUT VALUES FS,. 1.0 FS,. 1.1 FS,. 1.1 l'Sod'" 1.1 FS,u 1.1 Ps.1.1 FS, 1.1 MINIMUM lUIINPORCI!MBNT STIU!NGTH Layer Blew. Dcplh Mid diG TliboiDiy AW.t F.,.l P1 No. z TribuiOIY Area Dqlth z.. s .. lml lml Cml rml R
    PAGE 389

    UJ 00 -I Layer Elev. No. Cm) 1 0.30 2 1.20 3 2.10 4 3.00 s 3.60 6 4.20 7 4.80 8 5.40 9 5.70 10 5.85 'LayaBlcv. No. (m) I 0.30 2 1.20 3 2.10 4 3.00 5 3.60 6 4.20 7 4.80 8 5.40 9 5.70 10 5.85 Depth AWw<..zJ z (m) (kN/m) 5.70 64.47 4.80 54.29 3.90 44.11 3.00 33.93 2.40 27.14 1.80 20.36 1.20 13.57 0.60 6.79. 0.30 3.39 0.1.5 1;70 Depth AWwf.l z (m) tkNim) 5.70 64.47 4.80 54.29 3.90 44.11 3.00 33.93 2;40 27.14 1.80 20.36 1.20 13.57 0.60 6.79 0.30 3.39 0.15 1.70 INrnRNAL SLIDING W'p Al'lR(zl) ha (kN/m) (kNim) (kN!m) (m) 300.96 0 5.7 253.44 0 31 4.8 205.92. 0 25 3.9 158.40 0 19 3 126.72 0 IS 2.4 95.04 0 .. 12 1.8 63.36 0 8 1.2 31.68 0 4 0.6 15.84 0 "2 0.3 7.92 0 I 0.15 INTERFACE SLIDING INTERFACE SLIDING PAEII(d) Fl Sum Sqa!J F above lntermcc (kN/m) CkN/m) (kN/m) CkNfm) 116 .20.9 ..6 12 94 23.8 95.8 12 -73 22.4 73.4 .11 54 17.7 SS.1 7 42 13.4 42.3 7 31 12.8 29.4 6 20 12.2 17.2 6 10 8.8 8;4 3 s 4.3 4.2 I 2 4.2 0..!!_ ___ l PIIE!I(zll R,(.) FS,u CHECK tkN/m) (kN/m) (kN/m) 96 43 359 2.7 (OK 73 37 303 2.9 JOK 52 31 247 3.2 (OK 35 25 192 3.5 _(OIC) 25 22 154 3.8 (OK) 17 18 117 4.1 (OK) 10 14 80 4.6 _(OK) 4 10 49 6.0 (OK) 2 8 28 7.2 _l019 I 7 19 10.0 (OK) Vu(d) FS .. CHECK CkNfm) 43 3.5 (OK: 37 3.2 (OK 31 2.8 (OK 2S 3.7 JOK 22 3.2 (OK 18 2.8 OK 14 2.3 OK 10 3.4 OK) B s.s OK) 7 2.5 OK)

    PAGE 390

    CONNECTION FAILURE layer E1n. Depth Td F1 FS,. CHECK No. z (In) (m) (kNim) (kN/m) I 0.30 5.70 43 20.89 2.1 (OK) 2 1.20 4.80 37 23.11 1.6 (OK) 3 2 .10 3.90 31 22;45 1.4 OK) 4 3.00 3.00 25 17.66 1.4 OK) s 3.60 2.40 22 13.45 1 6 OK 6 4.20 1.80 II 12.84 1.4 OK] 7 4.10 1.20 14 12.23 1.12 OK a 5.40 0.60 10 8.77 1.11 (OK 9 5.70 0.30 8 4.26 1.83 j_OK) 10 5.85 0.15 7 4.17 1.63 (OK) w LOCAL OVER11JRINO AND CREST TOPPLING layer E1CY. Depth AW'*l Td SIDD Y4Jo<>l M-
    PAGE 391

    , . w ei DYNAMIC STABll..ITY CALCULATIONS BY NCMA METHOD INPUT VALUES CALCULATED VALUES son.s WALL WALL STATIC y,= Zl.l kNim1 H..-O.lS metcn W.,.= 67.9 kNim K"(lnt)= 0.18 .... 40 degrees H= 6mca:n H 6 0 mctcn KA (ext)= 0 27 c,-0 y,. 18.85 JcNfm3 N..;. 40 a 0 .84 Yb"' tlikNim' r...,-0.6 meU:rs N., 40 b= 1.07 30 degrees r..,o.Jo meu:n &,= 26.7 degrees 0.44 q,a 0 Ill"' l degrees wh .. 67.9 kNim d= 1.54 y,= 18.8 kN/m3 P= 0 degrees GENERAL e= 1.84 ., .. lOdcgreea 30.0 depea e&AJ!-60.8 degree& c:,-0 15126.7 degrees SEISMIC a.-5.84 kNim A 0.25 REINFORCEMENT )..,.= lD degrees Q.= D.fi4 a..9.84 lcNim c.t.= 1 "--= 30 degrees ----L__C ------------EXTERNAL SEISMIC STABU...ITY CALCULATIONS (NCMA MEnlOD) INPtrr VALUES L..J, a 3.6 meta'S minimum 0.6*8 = I. I Fs.,'.. 1.1 CALCULATED VALUES (GENERAL) W1 = 396 0 kN/m Wg= 0 kNim W, = 463.9 kNim PIR = 48.1 (BASE SLIDING) R., = 267.8 kNim rs us (OK) w.= Wg' ba PAI!H= (OVERnJRNING) 316.8 kNim :x_ .. 0.4S melml OkNim X.= 2.26 6.0 meters Xp'" 2.91 mclm 96 .93 kNim MR92S kNmlm I DYNAMIC kt,(=tl)= 0.12S kt. (lnt) 0.3 e (ext)= 7 1 degrees e (lnt) = 16.7 degrees KAB11nt)-0.39 KAB(ext)-0.37 KAH(Int)= 0.16 0.24 AKd,a (lnt) .. 0.21 0.09 KABII (lnt) 0.35 KAEH(ext)= 0.33 0.19 _4IC.i,.H (ext) -0.08 hp= 6.00 meters hm= l.OO metera Mo 361 kNmlm rs .... (OK)

    PAGE 392

    3: INTERNAL SEISMIC STABH..ITY CALCULAnONS (NCMA MI!THOD) PS,. 1.0. FS,.1 1 FS" 1.1 FS.. 1 1 Layer Eln. Dcpdl No. z lm}_ (11!)_ J 0.30 5.70 1 l.lO 4.80 3 2.10 3.90 4 3 .00 3.00 s HO 2.40 6 4.20 1.80 7 4.80 1.20 8 5 .10 0.90 9 .5.40 '0.60 10 $.70 0.30 11 ,., 0.15 Layer Blcv. DqRh No. z fml rml I 0.30 5.70 2 JJO 4 .80 3 2 .10 3.90 4 3.00 3.00 5 3.60 1.40 6 4.20 1.80 1 4 .80 1.20 8 5.10 0.90 9 5 .40 0.60 10 $ .10 0.30 __ II '---''" 0.15 INPUT VALtJES FS..'" FSDIIPs .. 1.1 1.1 1.1 MiNIMuM REtNFORCEMI!NT STIU!NarH Mlcldle Tn'balmy b.W.., .... Tn"butOI)' Area Doplb z.o s .. _(mi em> rkNimJ (kN/1!1)_ 5.63 0.75 8.41 13.3 4.80 0.90 10.11 15.7 3.90 0.90 10.11 12.7 3.08 0.75 8 .4R 8 4 2.40 0 .60 6 .79 5.2 1.80 0.60 . 6 .79 3.9 128 0.45 5 .09 2.1 0.90 0.30 3.39 1 0 0 .60 0.30 3 .39. 0.7 0.34 0.23 2..54 0.3 0.11 O.lJ 2..54 0 1 PULLOUT FAILURE PULLOUT FAILURE Lo LAJ cr,. fm) fm) (kNtm2 ) CkNfm) 3.6 2.85 125. 4 384 3.6 2.39 10.5. 6 271 3.6 1.93 8S. 8 171 3.6 1.48 66 lOS 3.6 1.17 52. 8 67 3.6 0 .87 39.11 37 3.6 0.56 26 4 16 3.6 0.41 19.8 9 1!J 0.56 13.2 8 4.4 0.91 6.6 6 5.J 1.73 3.3 6 F41-o CkNim) (kNim) 4.4 22.19 7.2 25.91 9.2 24.99 9.2 20.12 8.4 1S.63 9.3 13.23 1.5 11.15 5.3 7.31 s.s 7.20 4.3 .5.34 4.4 .5.28 F, PS,. IJIN/nll 22.3 17.2 25. 9 10. 5 25.0 7 1 20.1 .5.2 15.6 4.3 15.2 2.4 11.2 1.4 7.3 12 7.2 1.1 5.3 1.2 .5.3 1.2 To(i>o) 1kNtli!J 21.3 2.5. 9 25.0 lD.I' 15.6 15.2 11.2 .. 7.3 u .5.3 .5.3 CHI!CK (OK: OK OK OK OK 01 OK OK 01 OK) OK)

    PAGE 393

    IJo,) 00 Ul .. Layer E1ev. No. {m) 1 0.30 2 1.20 3 2.10 4 3.00 s 3.60 6 4.20 7 4;80 8 S .IO 9 5.40 10 .5.70 11 5.85 Layer B1cv. No. (m) 1 0.30 2 1.20 3 2.10 4 3.00 5 3.60 6 4.20 7 4.80 8 5.10 9 5.40 10 5.10 II '" Depth z {m) (kN/m) .5.70 64.47 4.80 S4.29 3.90 44.11 3.00 33.93. 2.40 27.14 1.80 20.36 1.20 '13 .57 0.90 10.18 0.60 6.79 0.30 3.39 0.15 1.70 Depth z {m) (kN/m) 5.70 64.47 4.80 S4.29 3.90 44.11 3.00. 33.93 .. 2.40 27.14 1.80 20.36 1.20 13.57. 0.90 10.18 0.60 6.79 0.30 3.39 0.1.5 1.70 IN'IERNAL SLIDING llW'I(a) W'p llPDI(zl) ha PAml(llll Vu(ol) Rq,, FSIII CHECK !kNim> ckNIDil (m) (kN/m) _W/113)_ _ikN/m) 300.96. 0 46 S.1 102 43 359 2.4 (OK 253.44. 0 38 4.8 78 37 303 2.6 (OK 205.92 0 31 3.9 51 31 247 2.1 (OK) 1.58.40 0 24 3 39 2S 192 3.0 (OK 126.72 0 19 2.4 29 22 154 3.2 J!!!9.... 95.04 0 14 1.8 19 18 .117 l.S (OK 63.36 0 10 1.2 12 14 80 3.8 OK 47.52. 0 0,9 8 12 62 4.0 OK 31.68 0 s 0.6 s 10 46 4.6 OK 15.84 0 2 0.3 2 8 29 6.0 OK 7.92 0 1' 0.15 1 7 20 8.4 !OK INTERFACE SLIDING PAm(ol) F. Smn vo;(d). FS,. CHECK F1 above lnterfilai CkN/ai) (kN/m) (kN/ml (kN/ml (kNim) 132 22.3 138.1 -13 .43 3.2 (OKl 109 25.9 112.2 13 37 2.9 (OK) 86 2S.O 87.3 12 31 2.5 (OK) 6S 20.1 67.1 8 25 3.2 (OK) Sl 15.6 51.5 8 22 2.8 (OK) 38 1.5.2 36.3 8 18 2.3 (OK) 2.5 11.2. 25.1 4 14 3.7 (OK) 18 7.3 17.8 4 12 3.2 (OK) ll 7.2 10.6 4 10 2.7 COKl 6 S.J S.l 2 8 .4.4 (OK) .5.3 0.0 -4 __ __{Q_K)_

    PAGE 394

    w co Q'l Layer No. I 2 3 4 s 6 7 8 9 10 11 l.aF No. 1 2 3 4 s 6 7 8 9 10 11 Elev. lml 0.30 1.20 :Z.IO 3.00 3.60 4.20 4.80 5.10 5.40 5 ;70 5.85 Elev. lm) 0.30 1.20 2.10 3 .00 3.60 4.20 4.80 5 .10 S .40 S.70 5.85 CONNECI'ION FAILURE Deplb .FS .. CHECK I z lml (kN/m) (kNI;i;) I 5.10 43 22.29 1 9 OK) 4.80 31 25.91 1 4 OK) 3.90 31 24.99 ... 1.3 OK) 3.00 25 20.12. 1.3 OK) 2.40 22 15.63 1.4 OK) 1 .80 18 15.23 1.2 jOK) 1.20 14 11.15 1.23 I OK) 0.90 12 7.31 1.60 (OK 0.60 10 7.20 1.35 (OK 0.30 8 5.34 1.46 (OK-0.15 7 S.28 1.29 (OK LOCAL OVER.TURJNG AND CREST TOPPUNG Deplb AWio> Ml(a) Td Sulll z X)) above lm) lkN-m/m) (kN/m) depthz (kN/m) (m) I lkNmlm) 5.70 64 0.45 29 43 12.92 600 4.80 54 0 .42 23 37 44.62 556 3.90 44 0.40 18 31 6.5.74 490 3.00 34 0.37 13 2S 76.29 414 2.40 27 OJ6 10 22 77.44 336 1.80 20-0.34 7 18 73.89 262 1.20 14 0 .33 4 14 65.64 197 0.90 10 0 .32 3 12 59.76 137 0.60 7 0.31 2 10 52.69 84 0.30 3 0.30 1 8 44.45 40 0.15 2 0.30 1 7 39.89 0 Ydrnltl Fs... CHECK. (m) l(kN-mlm) 3.38 362 1.74 010 2.74 253 2.29 OK) 2.16 165 3.08 OK) 1.62 96 4.43 OK) 1.27 61 .5.67 010 0 .94 34 7 .91 OKl 0.62 IS 13.43 :OK) 0.46 a 16.72 OK) 0.30 4 23.29 010 0.15 I 44.30 (OK} 0 .08 0 2.21 IOK)

    PAGE 395

    w 00 -..J DYNAMIC STABILITY CALCULATIONS BY NCMA METHOD INPlTf V AWES CALCULATED VALUES SO lUi WALL WALL STATIC y,= 12.0 kNim3 H.,= 0.15 meters Ww"" 67.9 k:N/m KA (lnt).;, O.i8 "= 40 degrees H=:o 6 meters H.= 6.0 meters KA (ext)"' 0.27 c:,a 0 'fw"' 18.8! kN!m3 Nb"' 40 e.= 0.84 'fb= 18.8 kNim3 L..'" o.6 mctcn Nw"" 40 b= 1.07 30 degrees 'I.,= 0.30 meters 6,= 26.7 u= 0.44 tt,= 0 01'" 3 degrees wh,;, 67.9 kNim d= 1.S4 'fr= 18.8 kNim3 .P= 0 degrees GENERAL ., .. [.84 30 degrees 30.0 degrees ClAJ!"' 60.8 degrees er= 0 Iii'" 26.7 degrees SEISMIC llu"'' 5.84 kN!m A= 0.29 REINFORCEMENT a..= 30 degrees q, .. 0.64 ..... !1.84 JcN/m 1 ,.., .. 30 degrees EXTERNAL SEISMIC STABILITY CALCULATIONS (NCMA ME1HOD) INPUT VALUES L..m a 3.6 metm mlalmum 0.6*H FS11 = 1.1 FS.,= 1.1 CALCULATED VALUES (GENERAL) (OVERTIJRNING) W1 = 396.0 kNim Wp= 0 kN/m w, a 463.9 kN/m Pm. = ss.& (BASE SLIDING) R., = 267.8 kNim FS11.. 1. 72 (OK) WI'"' Wp'a h= PAEII= 316.8 kNim 0 kN/m 6.0 meters 99.67 kN/m X.,= Xr= Xp= Ma= 0.45 mlllcr.l 226 metfml 291 meters 92S kN-mlm I DYNAMIC kt,(cxt)= 0.14S let. (lnt) B 0.3364 9 (ext)"' 8.3 degrees 9 (lnt) = ) 8.6 degrees K.u!clnt)= 0.42 KAE(ext)= 0.39 KAH(int)= 0.16 KAH(Illll)o; 0.24 AK.ty. (int) 0.24 0.11 KABR(Int)0.39 l<,uu(ext) = 0.34 I (lnt) = 0.22 _AK.t.all(ext) = 0.10 bp= 6.00 meters 11m= 3.00 meters Mo= 394 kN-mlm FS., .. 2.3!1 (OK)

    PAGE 396

    1..) 00 00 INTERNAL SEISMIC STABn..ITY CALCULATIONS (NCMA METHOD) INPUT VALUES 1.0 FSuQ 1.1 FS,.Q 1 1 PS.,,= 1.1 FS..Q 1.1 PS,.. I.J u MINIMUM REINPORCI!MI!NT STRl!NOTH EIIIY. Dcplll Middle Trfbulllly 4W"" P;,., ,.,., Fo No. z Tdbulmy Area Depth . .... s.. lkNhnl Cml (m) (ml Cml CkN/ml CkN/ml (kN/m) t 0 .30 5.70 5.63 0.75 8 .48 15.3 5.2 23.40 2 1".20 4.110 4.80 D.90 10.18 15.7 8.5 27.57 3 2 .10 3.90 3.90 0.90 10.18 12.7 10.9 2.7.01 4 3.00 3.00 3.08 0.75 8 .48 8.4 1D.9 22.08 5 3.60 1.40 2.40 .0.60 6.19 5.2 !1.9 17.39 6 4.20 1.80 1.88 0.45 '-09 ].I 8.1 12..18 7 4 .50 1.50 1.50 0.30 3 .39 1 6 5.7 1.51 4 .80 1.28 1.20 0.30 3.39 1.3 6.0 8.45 5.10 0.911 0.90 0.30 3 .39 1.0 6.3 8.38 tO 5 40 8.60 0.60 0.30 ).39 0 7 6.5 8.32. II 5 70 CL30 0.34 0.23 2.54 0 3 5.1 6.20 1% s.u ... 1.11 8.23 0.1 5.2 6.17 PULLOUT FAILURE PULLOUT FAILURE Elev. Deplh lo LAJ !J,j T,.,u F1 FS,. No. z .. (ml (m) fm) fml (kNJml) (kN/m) (kN/m) I 0.30 5.70 3.6 2.85 US 4 384 23.4 16.4 2 1.20 4.80 3.6 2.39 105.1i 271 27.6 9 8 3 2 .10 3 .90 3.6 1.93 au -178 27.0 6.6 4 3.00 3 .00 3.6 1 .48 66 105 22.1 4 7 5 3.60 2.40 3.6 1.17 Sl.l 67 17.4 3.8 6 4.20 1.80 3.6 0 .87 39. 6 37 12. 9 2.9 7 4.50 1.50 3.6 0 .72 33 25 8..5 3.0 I 4.80 120 3.6 0.56 2U 16 8.4 1.9 9 5.10 0.90 3.7 0.51 19.1 II 8.4 1.3 10 5.40 0.60 <4.0 0.66 13.2 9 8.3 1.1 11 5.70 0.30 4.5 1.01 6 6 7 6.2 1.1 _12 5.85 o.u 5.5 1.93 u 1 6.2 1 1 T!4>ol (kN/ml 23. 4 21; 6 27.0 22.1 17.4 12.9 8.5 8 4 8 4 8 3 6.2 6.2 CHECK (OIC COK (OK OK OK OK OK OK OK OK (OK OK

    PAGE 397

    00 \0 INTERNAL SLIDING layer Elev. Depth AW'1(21l W'p tU'IR(II) b.t PAiill(dJ Vutdl R.!a) No. z (m) (m) (kN/m) (kNfm) {kNfm) (kNtni) (m) (kN!m) (kNim) (kN/m) l 0.30 5.70 64.47 300.96 0 53 5.7 108 43 359 '2 1.20 4.80 54.29 253.44 0 45 4.8 83 37 303 3 2.10 3.90 44.11 205.92 0 36 3.9 61 31 247 4 3.00 3.00 33.93 158.40 0 28 3 43 25 192 5 3.60 2.40 27.14 126.72 0 22 2.4 32 22 6 4.20 1.80 20.36 95.04 0 17 1.8 22 18 117 7 4.50 1.50 16.97 79.20 0 14 1.5 17 16 99 8 .4.80 1.20 13.57 63.36 ,11 1.2 13 14 80 9 5.10 0.90 10.18 47.52 0 8 0.9 9 12 63 10 5.40 0.60 6.79 31.68 0 .6 0.6 6 10 47 II 5.70 0.30 3.39 15.84 0 3 0.3 3 8 29 12 5.85 0.15 1.70 7.92 0 I 0.15 I 7 20 ... .. INTERFACE SLIDING layer Elev. Depth AW.t.l PAIIBOO Fl Swn v.(11) FS,. CHBCK I No. z. PI ., above .. (m) (m) (k:Nim) (kNlm) (kNfm) (kNfm) (k:Nim) 1 0.30 S.70 64.47 145 23.4 153.0 14 43 3.1 OK) 2 1.20 4.80 54.29 121 27.6 125.4 14 37 2.7 o_Jg_ J 3 2.10 3.90 44.11 97. 27.0 98.4 13 31 2.3 OK) 4 3.00 3.00 33.93 74 22.1 76.3 9 2S 2.9 tOK) 5 3.60 2.40 27.14 58 17.4 SB.9 9 22 2.5 (OK) 6 4.20 1.80 20.36 43 12.9 46.0 4 18 4.1 OK) 7 4.50 1.50 t6.97 36 &.5 n5 4 16 3.7 OJQ. 8 4.80 1.20 13.57 29 8.4 29.1 4 14 3.2 OK) 9 5.10 0.90 10.18 21 8.4 20.7 4 12 2.8 OK) 10 5.40 0.60 6.79 14 8.3 12.4 4 10 2.3 (OK) I 11 5.70 0.30 3.39 7 6.2 6.2 2 8 3.8 (OK) I 12 5.85 0.15 1.70 4 6.2 o.o 4 7 1.7 {OK) I FSIII CHECK 2.2 (OK) 2.4 (OK) 2.5 OK) 2.7 OK) 2.9 OK)_ 3.0 OK) 3.2 OK) 3.3 OK) 3.5 (OK) 4.1 (OK) 5.2 (OK) 7.3 (OK) .,

    PAGE 398

    110N FAILURE l..ayl:r r Elev. I Depth F I FS .. I CHECK!' No. z (m) (m) CkN/m) _jl(lll/111}_ 0.30 5.70 43 23.40 t.B OK 1.20 4 .80 37 27.57 1.3 ox 3.90 31 27.01 1.2 01( 1.00 25 22.01 1.2 OIC 5 3.60 2.40 "22 17.39 1.2 OK) 6 4.20 1.80 18 12.88 1.4 OK 7 4.50 1.50 16 8.51 1.84 (OK 8 4.80 1.20 14 8.45 1.62 (OK 9 5.10 0.90 12 8.38 1.40 (OK 10 5.40 0.60 10 8.32 1.17 (OX 11 S.70 0.30 8 6.20 1.26 (01< _ll 5.85 0.15 7 6.17 1.11 (OK) I.U g LOCAL OVERTURING AND l l..ayl:r I Elev. I Depth J A WI!(&) No. z Ml(ll I T. (m) I (m) I (kN/m) (m) I :t above depth z ICkN-mlm: 12.921 6"[. 44_. 611 65.741 56l '76.29r 71.441 41 73.891 3: 70.36f--2t 65.641-_ 59.761 I 52.69 44.45 39.89 )'dp(<) I I FS ... _{Ill}_ ltkN.m/m) 3.381 407 1.721 (0Kl m 2.271 (OK) 2.161 m 3.081
    PAGE 399

    REFERENCES Bathurst, R.J. Segmental retaining wall seismic design procedure. Supplement to the design manual for segmental retaining walls, First Edition. National Concrete Masonry Association (NCMA) Publication TR 160.Virginia, USA, 1998. Collin, J.G., V .E., and Berg, R.R. "Field observations of reinforced soils structures under seismic loading, E.arth Reinforcement Practice." Proceedings of the International Symposium, on Earth Reinforcement Practice. Ochial, Hayashi and Otani (eds), Vol. 1: pp. 223-228. Fukuoko, Kyushu, Japan, 1992. Elias, V., and Christopher, B.R. Mechanically stabilized earth walls and reinforced soil slopes, design and construction guidelines. Federal Highway Administration (FHWA) Publication FHWA-SA-96-071. Washington D.C.: GPO, 1997. Huang C.C., and Tatsuoka, F. "Stability analysis of the geosynthetic-reinforced modular block walls damaged during the Chi-Chi earthquake." Proceedings 4'hintemational Coriference on Recent Advances in Geotechnical Engineering and Soil Dynamics, Paper No. 7.19. San Diego, California, 2001. Kramer, S.L., and Paulsen, S.B. "Seismic performance ofMSE structures in Washington State." Proceedings from the International Geosynthetics Engineering Forum, Seismic Design and Performance of Mechanically Stabilized Earth Retaining Structures, pp. 145-174. Taipei, Taiwan R.O.C., 2001. Mononobe, N. "An investigation on vertical earthquake acceleration and structural vibration." Proceedings of the Japanese Society of Civil Engineers, 10(5): pp. 10631094. 1926. Newmark, N.M. "Effects of earthquakes on dams and embankments." Ge'otechnique, 15(2): pp. 139-159. 1965. Okabe, S. "General theory of earth pressure and seismic stability of retaining walls and dams." Proceedings of the Japanese Society of Civil Engineers, 10(6): pp. 1277-1288. 1926. 391

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