CHAPTER I THE PROBLEM INTRODUCTION
Civil engineering is the professional engineering discipline that deals with the design, cons constr truc ucti tion on,, and and ma main inte tena nanc nce e of publ public ic and and priv privat ate e infr infras astr truc uctu ture re with within in the the natu natura rall environment. Geotechnical engineering is a field within civil engineering that focuses on the behavior of natural geological materials. Geotechnical engineers recognize that soil and rock are the cheapest and most abundant building materials on earth, and consequently play a major role in the construction and performance of every type of civil engineering structure. Slopes, either natural or engineered slopes, that have been stable for many years may suddenly fail because of changes of topography, seismicity, seismicity, groundwater groundwater flows, loss of strength, stress changes and weathering. Slope failures are usually due either to a sudden or gradual loss of strength by the soil to a change in geometric conditions. actors that tend to increase the shear stresses or decrease the shear strength increase the chances of failure of a slope. !hese present a special set of considerations that a geotechnical engineer must address. "here landslides or slopes failures occur, there is often a need to identify quickly the likely cause of failure and to develop short# or long#term methods of mitigating the failure. Slope failures is one of the common problem encountered in geotechnical engineering. $t may cause serious losses and damages in many areas around the world. Slope stability problem may arise due to various reasons such as natural phenomena, including typhoon, earthq earthquak uake e and hea heavy vy rains, rains, hum human an act activi ivitie ties s such such as lan land d cultiv cultivati ation on and urbani urbanizat zation ion,, weathering and soil erosion. !he slope stability analysis is concerned with identifying critical geological, material, environmental, and economic parameters that will affect the project, as well as understanding
the the natu nature re,, ma magn gnit itud ude, e, and and freq frequen uency cy of pote potent ntia iall slop slope e prob proble lems ms.. !his !his also also requi require res s establishing strength and groundwater conditions for each soil layer identified during the field e%ploration program. Several methods are commonly used to analyze and access the stability of slopes. &esult of slope stability analysis is very important to assess the safety of e%isting slopes against sliding and to determine whether the slope is stable or not.
BACKGROUND OF THE STUDY
!alisay, !alisay, 'atangas, 'atangas, being located at the foot of mountainous part of !agaytay !agaytay City have a lot of sloping areas. !alisay !alisay is bounded in the east by b y at least ()km of lakeshore of !aal *ake, in the the sout south h by mu muni nici cipa pali lity ty of Sa San n +ico +icola las, s, sepa separa rate ted d by a ans nsip ipit it &ive &iverr, on the the west west by municipality of *emery and on the north by the municipality of *aurel.
!he main topographic feature of 'atangas rovince is the !aal -olcano, which is part of the "estern *uzon -olcanic ront that e%tends northward to ariveles, t. +atib and t. inatubo. !he volcano, which is surrounded by a lake has a crater island in it. *ocally, the rugged and undulating terrain is common on all slopes form the !agaytay &idge down to the lake lake of !alisay lisay.. !alisay lisay is suited suited alo along ng the lakefr lakefront ont and its top topogr ography aphy is a lon longit gitudi udinal nal traversing of many minor ridges and drainage basins /valleys0.
*ocal lithology is the result of various eruptions of !aal -olcano. !he oldest rock is a liocene to recent solidified lava of basaltic to andesitic composition and pyroclastic rocks that are composed of blocks or fragment of volcano rocks embedded in volcanic ash or fine ejecta.
leist leistoce ocene ne sedimen sedimentary tary rocks ove overli rlie e the volcan volcanic ic rock rock and are com compos posed ed of tuff tuff /lithified volcanic ash0 and mi%ture of pumice and cinders.
!he youngest rock formation is the recent alluvium which consist of unconsolidated gravel, sand, silt and clay in varying proportion deposited in rivers and their tributaries as well in the low#lying lakeshore.
!here are generally two types of soil area. !he !aal *oam found along the lakeshore areas and the !agaytay *oam in the steeper terrains. !hey are generally characterized as having considerable amount of -olcanic 1jecta.
STATEMENT STATEMENT OF THE PROBLEM
!his study aimed to analyze the slope stability of the hillside area along !alisay national highway by using the different slope stability analysis methods and to suggest the appropriate design for slope stabilization.
Specifically, Specifically, the researchers aims to answer the following questions2
(. "hat are the different factors being considered to determine the stability of the e%isting slope3
4. 5ow to determine the factor of safety of the slope under study3
4.( anual Computation
4.4 Computer#generated computation2 GeoStructural analysis software
6. 'ased on the result slope stability analysis, what type and design of slope stabilization is most suitable for the slope3
OBJECTIVES OF THE STUDY
!he purpose of this study are as follows2 (. !o know the different different factors factors being considere considered d to determine the stabilit stability y of the e%isting e%isting slope. 4. !o determine determine the factor factor of safety safety of the slope slope under study study and to assess assess the stability stability of slopes under short#term /often during construction0 and long#term conditions. 6. !o sugges suggestt the design design of slope slope stabiliz stabilizati ation on that is most suitab suitable le for the slope slope and to contribute to the safe and economic design of e%cavation, embankments, earth dams, landfills and heaps. 7. !o understand understand failure failure mechanisms mechanisms and the the influence influence of environmenta environmentall facto factors. rs.
SIGNIFICANCE OF THE STUDY
!he study was conducted to determine the effective design of slope located in !alisay, 'atangas. !he results of the study could be significant to the transportation sectors, municipality leaders, public transportation operators, land owners, community and future researchers. !ranspor !ransportation tation sector especially the 8epartment 8epartment of ublic ublic "orks "orks and 5ighways 5ighways would would bene benefi fitt from from the the resu result lts s sinc since e they they were were resp respon onsi sibl ble e to prov provid ide e an effi effici cien entt me mean ans s of transportation to the community. community. ublic transportation operators could also benefit from this study. !hey will be able to have knowledge knowledge as to when the slope is dangerous and when it is dangerous dangerous to pass through along the area since the slope is located along the national highway.
!he community would also benefit from this study because it will enlightened them the possible causes of slope failure and at the same time the thing they can provide to protect the e%isting slope. !he results could also be significant to the future researchers who would conduct investigations related to the present one. 1specially, this study will be beneficial to the researcher as it will provide researcher to gain knowledge about slope stability and a preparation in dealing with problems in geotechnical engineering.
SCOPE AND DELIMITATION OF THE STUDY
!his study focuses on the effective design of slope that prevent erosion that may occur along the highway of !alisay, 'atangas. !his is in connection with the ongoing project of 8"5 8istrict $$$. Since all laboratory data is provided, this study involved actual site investigation and all the computation are based on the parameters provided and the analysis of factor of safety is done through computer software /Geoslope0 and manual computation for comparison. !his study also included a proposal of slope stability design if the slope is found to be unstable.
DEFINITION OF TERMS
!o allow readers to better understand this study some technical terms are presented herein together with their concept and definition.
Angle of inten!l fi"tion# 9 measure of the ability of a unit of rock or soil to withstand s shear
stress. $t is the angle /:0, measured between the normal force /+0 and the resultant force /&0, that is attained when failure occurs in response to a shearing stress. Angle of e$o%e# 9ngle :; for cohesionless soils. B!%e F!il&e# !he failure occurs in such a way that the surface of sliding assess at some
distance below the toe of the slope. Bi%'o$(% Si)$lifie* Met'o* of Sli"e%# !he effect of forces on the sides each slice is
accounted for some degree. Co'e%ion# 9 component of shear strength of a rock or soil that is independent of interparticle
friction. Citi"!l S&f!"e# !he one for which the ratio of Cu to Cd is a minimum. C&l)!nn(% Met'o*# !he analysis is based on the assumption that the failure of the slope
occurs along a plane when the average shearing stress that tends to cause the slip is greater than the shear strength of the soil. De$t' F&n"tion# -ertical distance from the top of the slope to the firm base over height of the
slope.
Die"t %'e! te%t# !his is a test used for the determination of the consolidated drained /or
undrained0 shear strength of soils. !he test is performed by deforming a specimen at a controlled rate on or near a single shear plane. F!"to of %!fet+ ,FS-# 9 term describing the capacity of a system beyond the e%pected loads
or actual loads. 9lso, this determines how much longer the system is than it usually needs to be for an intended load. Finite %lo$e# !he value of 5cr approaches the height of the slope. GeoSt&"t&!l !n!l+%i% %oft.!e# 9 software that addresses a wide range of geotechnical
design and analysis challenges from foundation and wall design to stability and settlement analyses. Infinite %lo$e#
phenomena or man activity. !his is the result from the failure of earth materials which are driven by force of gravity. M!%% Po"e*&e# !he mass of soil above the surface of sliding is taken as a unit. !his
procedure is useful when the soil that forms the slope is assumed to be homogenous, although this is hardly the case in most natural slopes. Met'o*% of Sli"e%# !he soil above the surface of sliding is divided into a number vertical
parallel slices. !he stability of each of the slices is calculated separately. !his is a vertical technique in which the non#homogeneity of the soil and pore water pressure can be taken into consideration. $t also accounts for the variation of the normal stress along potential failure surface.
Mi"'!lo.%/i(% Sol&tion# =se the kinematic approach of limit analysis to analyze slopes with
steady state seepage. Mi*$oint Ci"le# !he failure circle in case of base failure. Mo%t Citi"!l Pl!ne# !he one that has the minimum ratio of the average shearing stress that
tends to cause failure to the shear strength of the soil. O*in!+ )et'o* of %li"e%# !rials are made by changing the center of trial circle to find the
minimum factor of safety. P!!)ete%# 9 numerical or other measurable factor forming one of a set that defines a system
or sets the conditions of its operation. S'e! %tengt'# !he strength of a material or component against the type of yield or structural
failure where the material or component fails in shear. S'e! %tengt' $!!)ete%# Slo$e. 9n elevated geological formation. Slo$e Ci"le . ailure circle that passes the above the toe of the slope. Slo$e F!il&e# ailure occurs in such a way that the surface of sliding intersects the slope at or
above its toe. Slo$e %t!0ilit+ !n!l+%i%# !his is performed to assess the safe design of a human#made or
natural slopes and the equilibrium conditions. $t involves determining and comparing the shear stress developed along the most likely rupture surface with the shear strength of
the soil.
Soil "l!%%ifi"!tion# $n this study, this refers to the separation of soil into classes or groups each
having similar characteristics and potentially similar behavior.
S$en"e(% Sol&tion# 9 method to determine factor of safety Ss by taking into account the
interslice forces which does satisfy the equation of equilibrium with respect to the moment and forces. Toe Ci"le# !he failure circle that passes through the toe of the slope. Une%t!ine* %lo$e# 9n e%posed ground that stands at an angle with the horizontal.
ACRONYMS USED
!o minimize redundancies and emphasize simplicity, the researchers opted to use the following acronyms throughout the course of this study.
AASHTO. 9merican 9ssociation of State 5ighway and !ransportation
CHAPTER 2 REVIE1 OF RELATED LITERATURE AND STUDIES
This chapter presents the conceptual and related literature gathered by the researchers to serve as a guide in their study. Conceptual Literature Mechanical Analysis of Soils
Mechanical analysis is the determination of the size range of particles present in a soil, expressed as a percentage of the total dry weight. There are two methods generally used to find the particle-size distribution of soil: (! sieve analysis - for particle sizes larger than "."#$ mm in diameter, and (%! hydrometer analysis - for particle sizes smaller than "."#$ mm in diameter. &ieve 'nalysis
&ieve analysis consists of shaing the soil sample through a set of sieves that have progressively smaller openings. Table lists the ).&. standard sieve numbers and the sizes of openings.
&ieve *umber
+pening (mm!
.#$"
.$"
/
%."
"
%."""
./"
Particle size distribution curve
%"
"./$"
"
".""
"
".%$
$"
".""
"
".%$"
/"
"./"
""
".$"
"
"."
#"
"."//
%""
"."#$
%#"
"."$
Principle of Effective Stress
0round movements and instabilities can be caused by changes in total stress (such as loading due to foundations or unloading due to excavations!, but they can also be caused by changes in pore pressures (slopes can fail after rainfall increases the pore pressures!. 1n fact, it is the combined effect of total stress and pore pressure that controls soil behavior such as shear strength, compression and distortion. The difference between the total stress and the pore pressure is called the effective stress: Effective stress = total stress - pore pressure
or s2 3 s 4 u
Direct Shear est
' direct shear test is a laboratory or field test used by geotechnical engineers to measure the shear strength properties of soil or roc material, or of discontinuities in soil or roc masses. 1t is used for determination of the consolidated drained (or un-drained! shear strength of soils. The test is performed by deforming a specimen at a controlled rate on or near a single shear plane! &T'*5'65& o
7& ##-#:88"
o
'&TM 5"/" - " &tandard Test Method for 5irect &hear Test of &oils )nder 9onsolidated 5rained 9onditions
Shear Stren"th of #nsaturated Soils
The shear strength of an unsaturated soil is written in terms of two independent stress state variables. +ne form of the shear strength euation is
The transition from a saturated soil to an unsaturated soil is readily visible. ' second form of the shear strength euation is
Properties of Soil
7etween the soil particles there are the internal forces that the soil can be offer to resist failure and sliding a long any plane inside it. +ne of there is cohesive strength (9! and the other is angle of internal friction (;!.
The cohesive strength appear clearly in cohesive soil, more than the cohesion less soil is called by this forces ..
9ohesive soil
9ohesion less soil
called 9 4 soil and
called ; 4 soil
7ut the soil in general called 9 4 ; soil.
Determination of soil properties $shear stren"th%
There are several laboratory methods now available to determine the shear strength parameters of various soil specimens in the laboratory. They are as follows: a.! 5irect shear test b.! Triaxial test c.! 5irect simple shear test d.!
&!
Direct shear test'
This is the oldest and simplest form of shear test. The normal stress can be calculated as:-
3 = 3 normal stress 3
normalforce areaof cross sectionof sample P A
and shear stress can be calculated as :
>
3 shear stress 3
P1 = 3
A
shear force areaof cross sectionof sample
3
T A
T 1 >& 3
A
The shear strength value can be determined as shown, where ?
;
3 'ngle of internal friction.
9
3 9ohesive stress or adhesion stress
The euation for the average line obtained from experimental results called coulomb law.
S
+here '
&
: &hear strength
9
: 'dhesion stress
;
: @riction angle
=
: *ormal stress
= C ( ) tan *
%.
Tri-axial 9ompression Test'
A
Tri-axial compression test is one of the most common methods for determination the shear strength parameters or 9 and ; for soil.
A
The sample dimensions are .$ in and in diameter and length, 's shown in fig (! the sample is encased by a thin rubber membrane and placed inside plastic cylindrical chamber that is usually filled with water which is under pressure, the sample is effected with axial load which caused axial stress. The axial stress increment until the sample fails, and the axial deformation is measured by a dial gauge B =, as shown in fig ($!, the soil sample is subCected to an all-around co nfining pressure =.
Dhere:
= 3
,i" $% ' Stress Application
Dhere: =
:
=
: Total axial stress at failure
=
3 = E B =
in tri-axial test = is the maCor principle stress and = is the minor stress several test on similar samples can be conducted by varying the confining pressure, with the maCor and minor principle stress at failure for each envelop can be obtained the following relation show fig. (! and fig. (#!
Mohr.s Circle
's shown in fig (! the plan of failure inclination F with the maCor principle plane.
φ F 3 $ E
Dhere: ;
: 'n angle of internal friction
2
'nd the shear strength euation can be written as S
= C ( = tan *
. )nconfined 9ompression Test:
This special type of test used for clay sample as shown in fig (8! , where ; 3 " in that test the confining pressure = is zero, axial load is rapidly applied to cause failure, at failure the minor principal stress = 3 " and the maCor principal stress is =. &o unconfined cohesive strength is (9u!.
#nconfined Compression est Cu
=
3
3G
Dhere:
= 3 minor stress called unconfined stress u
Stresses relations for unconfined compression test
Alten!ti3e )et'o*% of %lo$e %t!0ilit+ !n!l+%i%4
!he quantitative determination of the stability of slopes is necessary in a number of engineering activities, such as2 /a0 !he design of earth dams and embankments, /b0 !he analysis of stability of natural slopes, /c0 9nalysis of the stability of e%cavated slopes, /d0 9nalysis of deep seated failure of foundations and retaining walls. >uite a number of techniques are available for these analyses and in this chapter the more widely used techniques are discussed. 1%tensive reviews of stability analyses have been provided by Chowdhury /(?@A0 and by Schuster and Brizek /(?@A0. $n order to provide some basic understanding of the nature of the calculations involved in slope stability analyses the case of stability of an infinitely long slope is initially introduced.
C&l)!nn(% Met'o*
9 technique for the calculation of slope stability based upon the assumption of a plane surface of failure through the toe of the slope has been proposed by Culmann /see !aylor, (?7A0. !he forces acting on the wedge >&S are indicated on the figure as the weight of the wedge ", the mobilized cohesive force Cm and the mobilized frictional force . fm is the mobilized angle of shearing resistance. !hese three forces are placed in equilibrium to yield the following e%pression2 Cm rg5 cos /i D fm # 4q0 # cos /i # fm0 7 cos fm sin $ where the symbols are indicated in ig. ((.4. !he term on the left hand side of this equation is known as the stability number. Since >S is an arbitrarily selected trial plane inclined at an angle q to the horizontal, it is necessary to find the most dangerous plane along which sliding is most likely. !his is done by setting the first derivative with respect to q of the e%pression above equal to zero. T'e 5 6 Met'o* of Slo$e St!0ilit+ An!l+%i%
Since the surfaces of sliding for many slope failures have been observed to follow appro%imately the arc of a circle, most of the commonly used analytical techniques for calculation of slope stability involve the assumption of a circular failure arc. ost of the techniques discussed in this chapter are based upon this assumption. or composite failure surfaces, analyses have been developed by orgenstern and rice /(?EF0 and by anbu /(?@60.
O*in!+ Met'o* of Sli"e%
$n cases where the effective angle of shearing resistance is not constant over the failure surface, such as in zoned earth dams where the failure surface might pass through several different materials, the friction circle method cannot be used. 9 HslicesH method, is more appropriate in this situation. Bi%'o$ Met'o* of Sli"e%
9 slices method of slope stability analysis which involves a different procedure and gives different answers compared with the
RELATED STUDIES
!he following studies discuss articles related to slope stability and its analysis.
'ased on the research of Stephen G. "right entitled I1valuation of Soil Shear Strength for Slope and &etaining "all Stability 9nalysis with 1mphasis on 5igh lasticity of ClaysJ, the majority of slope problems were governed by the drained, rather than undrained strength of the soil. $t has also led to the conclusion that the fully#softened shear strength is the controlling shear strength in most cases but the residual shear strength may be applicable once a slide has occurred. ost failures of embankment have been restricted to the portion of the compacted fill
above abo ve the level of the toe of the slope, slope, with with relati relativel vely y few failures failures involvin involving g tha thatt nat natura urall foundation soils. 5owever, when failures do involves the foundation, the undrained, rather than drained strength controls the stability and must be evaluated. =ndrained shear strength values can vary widely and depend on the past stress history at a particular site. !he 8epartment of !rans !ranspor portat tation ion /!%8< /!%8
$n addition, a study conducted by 9. !otsev and . ellev, Slope Stability 9nalysis using Conventional methods and 1, results to the comparison between two different directions in slope stability analysis for a particular e%ample and the way the results can affect various parameters. !he calculation of the safety of factor were made using the conventional methods of 'ishop 'ishop,, ellen ellenius ius and 'e 'ell. ll. !he result results s of app applyi lying ng the these se con conven ventio tional nal met method hods s were were compared with the calculations performed by the 1 analysis and assessment of the results obtained obtai ned when applying different different methods for solving solving the same problem problem is an important important factor us designing buildingHs on steep slope.
!he study, I!he uly (), 4))) ayatas *andfill Slope ailureJ by +. afari, !. Stark S. erry, states that slope stability analyses indicate that the raised leachate level, e%istence of landfill gas created by natural aerobic and anaerobic degradation, and a significantly over# steeped slope contributed to the slope failure. !he study presents a description of the geological and environmental conditions, identification of the critical failure surface and slope stability analyses to better understand the failure and present recommendations for other landfills in tropical areas. $n addition, the case history is used to evaluate uncertainty in parameters based in back#analysis of a landfill slope failure.
'ased on the *andfill Slope Stability &isk 9greement by . 9li ahanfar, landfill is an engineered slope and should be classified as an involuntary risk society tolerates less risk while it is man#made structure .5owever, catastrophic landfill and dumpsite failures have proven that considering merely the lowest factor of safety /only hazard0 is not an encompassing criterion for designing, and the probable vulnerability as a result of failure may have to be considered in the decision. !his study includes the hazard and vulnerability in designing the landfill slope stability. stability.
oreover, a research study conducted by +. 5uvaj#Sarihan, !imothy 8. Stark titled 'ack#9 'ack#9naly nalyses ses of the *an *andfi dfillll Slope Slope ailur ailures es sug sugges gests ts tha thatt the she shear ar streng strength th of S S" " decreases with age, i.e., decomposition /Stegel et al. (??), 'randal (??A, Gabr et al. 4))4, &eddy and 'ogner 4))6, Gonzales#Garcia and 1spinoza#Silva 4))6. *ovelace and Kiehmann 4))70. !here is a continuing debate on whether both cohesion and friction angle decreases with time, or only friction angle decrease with time, or only cohesion decreases. $t is therefore reasonable to assume cohesion intercept is equal to for a 6)) years old S"#demolition debris mi%, and back#calculate the friction angle.
!he ISeismic Slope Safety# 8etermination of Critical Slip Surface using 9cceptability CriteriaJ by 8ing !an states that the design of earth dams and embankment under earthquake loadin loa ding, g, the seismi seismic# c# displac displaceme ement nt app approa roach ch provide provides s bet better ter criter criteria ia tha than n the loa load#ba d#based sed approach. 'ased on pseudo#static analysis within the limit equilibrium framework to obtain the slip surface with an acceptable stress field within the surface.
areas. Since there are many residence who will be affected if the coastal areas are eroded, the resear researche chers rs propos proposed ed to ana analyz lyze e the fac factor tors s tha thatt con contri tribut bute e to the sho shorel reline ine erosio erosion n and recommended a design of an effective protection structure which is reliable and effective both from an engineering and environmental perspective. $n the analysis, the geometry of the slope, geotechnical properties of material, hydraulic forces such as seepage and wave impact forces, and the human protection structures, the e%ternal stability was considered by computing the fact factor or of safe safety ty again against st slid slidin ing g and and over overtu turni rning ng.. 'a 'ase sed d on the the resu result lts s of the the analy analysi sis, s, e%peri e%p erimen ments ts and survey surveys, s, the geo geomet metry ry of the slope slope and its geo geotec techni hnical cal proper propertie ties, s, and hydraulic forces affect the stability of the slopes along the shoreline. Since the earth forces are relatively larger than the wave forces, the design of shoreline protection structure was analyzed as a cantilever retaining wall and not as vertical sea wall. /ay 4)(F0
CHAPTER 7 RESEARCH METHODOLOGY
RESEARCH DESIGN
$n this study, the descriptive research design was used in analyzing the slope stability of the hillside hillside area along !alisay alisay national highway highway.. 9lthough 9lthough the research research design is primarily primarily descriptive by conducting actual observation on the selected hillside, the data needed need ed for further analysis of hillside erosion were taken through tests and surveys conducted by C988B< Geo 1ngineering and 8rilling Services as initiated by the 8epartment of ublic "orks and 5ighways 8istrict $$$. DATA GATHERING PROCEDURE
!# Dete)ining t'e Soil Pofile
!he soil investigation underwent field and laboratory tests involving both simple and comple% techniques for the site characterization that are necessary to formulate geotechnical study for the engineering design of the project. 0# Fiel* te%t
!he boring was accomplished using a rotary#drilling rig. $n between sampling sections, the hole was advanced using the rotary wash method. Standard enetration !est /S!0 is carried out by using a standard split#spoon sampler, mounted on a drive rod of sufficient strength to prevent whipping from blows delivered by (7) pound /E6.Fkg0 hammer free#falling from a height of 6) in. /@E cm0. !he value of + is reported as the resistance to penetration. $t is the number of blows required to drive the tube to the last 6)) mm /(4 in0 of penetration distance. 9fter the sample and tube are brought to the surface and separated, the sample is removed from the tube and properly preserved and sealed using a moisture tight plastic bag for further testing in the laboratory. Correlation of S! data with other soil parameters have been developed foe estimates of stiffness of a soil and is a very useful supplementary classification as shown in the tables below2
"# L!0o!to+ Te%t
Selected soil samples were subjected to the following specific tests. •
Soil article Size 9nalysis
!he size and quantity of individual particles found in particular soil is indicative of the performance characteristics of the soil. !he percentage by weight of the material passing through each succession sieve is recorded. •
!he 9tterberg *imits !he liquid limit and the plastic limit tests define the upper and lower moisture content points at which a particular soil ceases to perform as a plastic. !he use of this test is restricted to cohesive soils.
•
oisture Content of Soils $t is based on the weight of the water in the soil. !his indicates imperative behavior of different soil types at various levels of moisture.
•
Standard Classification of Soils for 1ngineering urposes 'ased on the results of visual observations and prescribed laboratory tests, a soil is catalogued according to the basic soil groups, assigned a group symbol/s0 and name and thereby classified. !his standard classifies soils from any geographic location into categories representing the results of prescribed laboratory tests to determine the particle#size characteristics, the liquid limit, and the plasticity inde%. !he various groupings of the classification system have been devised to correlate in a general way with the engineering behavior of soils.
*# Soil Pofile
!here are generally two types of soil area. !he !aal *oam found along the lakeshore areas and the !agaytay *oam in the steeper terrains. !hey are generally characterized as having considerable amount of -olcanic 1jecta.
!aal loam is the biggest type of the !aal series. !his comprises the rolling lands, hills and mountains east, north and west of !aal, covering portions of the towns of *ipa, !anauan, !aal and Calaca.
!agaytay loam is dark#brown to nearly black friable and granular sandy loam soil with considerable amount of volcanic sand. !he subsoil is dark brown to very dark brown, and varies in te%ture from clay loam to clay. !his is a sub#clay or volcanic stuff. !he tuffaceous material varies in depth according t the topography of the place.
$n some places, especially near the ridge, there is a zone of volcanic ash accumulation just below the surface of the soil. !his zone, however, disappears in well#cultivated or highly eroded areas.
ANALYSIS OF DATA
A# Slo$e St!0ilit+ An!l+%i%
!he slope stability of the slope was determined using the analysis of finite slope with plane failure surface .!he researchers computed manually the factor of safety and the critical height for the comparison of actual height and critical height of the slope to determine its stability.
B# Soil "l!%%ifi"!tion
'ased on the soil borings conducted for each abutment areas, the underlying soil comprises mainly of upper sand#silt materials /S, SC, *0. !he said materials are e%tending to nearly Em depth. Subsequent deposits of sandy soil /S, S#S0 are supporting the area e%tending under e%ploration depth of (7.@)m along two locations. 9long the location of '5#(, sandy silt /*0 is only medium stiff for nearly 7m thick as implied by standard penetration test +#values varying from F to @. $t increases to stiff and very stiff condition on subsequent levels as described by consecutive S! +#values of (7 and 6A. *ower formation of sandy soil /S#S0 is very dense having S! +#values N76, and encountering S! refusals after nearly ().6Fm level. 9long the vicinity of '5#4, clayey sand /SC0 covers the area for at least (m thick. !he soil is medium dense as indicted by initial S! +#value of (@. Subsequent layers of sand and silt materials /S, *0 e%tends to more than Em depth, varying from medium stiff to very stiff as implied by S! +#values ranging from @ to 44. $ncrease in resistance has been observed on lower area with dense material of sand e%tending to nearly ?m depth as described by S! +# values of 6) and 6(. -ery dense condition is located on subsequent level having S! +#values NF). S! refusals were located after ((.@)m depth. Static water levels were encountered, measuring #@.7)m and #@.6)m along locations of '5#( and '5#4 respectively at the time of observation.
Ot'e %o&"e% of info)!tion4 Co)$&te %oft.!e !n!l+%i%
CHAPTER IV PRESENTATION8 ANALYSIS AND INTERPRETATION OF DATA
&1S1+!9!$<+ < 89!9 De$t'
6 9#: 7 ;#: < =#: >#? 96#7: 99#=6 97#26 9;#=6
Soil Cl!%%ifi"!tio n * * * * * S#S S#S S#S S#S S#S S#S
CLASSIFICATION VERY SOFT SOFT MEDIUM STIFF HARD VERY HARD
N V!l&e
LL
PI
PL
Fi"tion! l Angle
@ @ F (7 6A 76 F) F)L(F F)L(F F)L(F F)L(F
66.@ 6).7 4?.F 6(.6 4A.( + + + + + +
().( @.E E.A A.6 F.@ + + + + + +
46.E 44.A 44.@ 46 44.7 # # # # # #
66 66 66 66 66 67 67 67 67 67 67
SPT8 N O4 4#7 7#A A#(F (F#6) P6)
S& O(4 (4#4F 4F#F) F)#()) ())#4)) P4))
Unit 1eig't ,*+(F.E@ (F.E@ (F.E@ (F.E@ (F.E@ (A.A( (A.A( (A.A( (A.A( (A.A( (A.A(
Co'e%ion ,"-
) ) ) ) ) ) ) ) ) ) )
CLASSIFICATION VERY LOOSE LOOSE MEDIUM DENSE DENSE VERY DENSE
SPT8 N O7 7#() ()#(@ (@#64 P64
RELATIVE DENSITY )#(F (F#6F 6F#EF EF#AF AF#())
$Q1S S<$*S2 S*$G5!*R C*9R1R S9+8 9+8 S$*!R S9+8 SPT8 N
;> >9:
APPRO@IMATE COHESION ,/g)2(F))#4)F) 4)F)#6)))
APPRO@IMATE FRICTIONAL ANGLE
UNIT 1EIGHT ,DRY,/g)7-
()#(E (E#4)
(76@#(F@@ (F@@#(@FE
C*9R1R S9+8. C*9R1RLS9+8R S$*! 9+8 C*9R1R S$*! SPT8 N
;> >9: 9:76
APPRO@IMATE COHESION ,/g)24)F)#6))) 6)))#7))) 7)))#F)))
APPRO@IMATE FRICTIONAL ANGLE
UNIT 1EIGHT ,DRY,/g)7-
@#(4 (4#(E (E#4)
(76@#(F?@ (F?@#(@FE (@FE#(?(E
S9+8R C*9RSL S$*!R C*9RS9+8 *19+ C*9R SPT8 N
;> >9: 9:76
APPRO@IMATE COHESION ,/g)27())#F()) F())#E()) E())#A4))
APPRO@IMATE FRICTIONAL ANGLE
UNIT 1EIGHT ,DRY,/g)7-
4#F F#A A#()
(76@#(F?@ (F?@#(@FE (@FE#(?(E
9+G*1 < &$C!$<+ /C<51S$<+*1SS S<$*0 ).6E+ D4@ ).7F+ D4) general cases
).(F8r D4A 9+G*1 < &$C!$<+ /C<51S$-1 S<$*0 E
<& C*9R &9C!$<+ PF)T
()#(A
<& C*9R &9C!$<+ 4FT !< 7FT
(A#64
<& C*9R &9C!$<+ O4)T
COMPUTATIONS MANUAL
c =0 γ =15.67
KN m
3
∅=33
c =0 γ =18.81
KN m
3
∅=34
β =29.24 °
FSs=
FSs=
c ' 2
γH cos βtanβ
1
[
+
tan ∅ ' tan β
0
(
)(
tan 33
)
2 15.67 1.5 cos29.44 2 tan 29.24
FSs=1.16
+
tan 29.24
][ +
0+
tan 34 tan 29.24
]
τ f
'
c + σ ' tan ∅ ' FS= = τ d c ' d + σ ' tan σ ' d
σ ' 1=15.67 ( 1.5 )=23.505 KPa
σ ' 2= 23.505 + ( 18.81 ) ( 1.97 ) =60.5607 KPa
INTERPRETATION OF DATA AND RESULTS
Slo$e %t!0ilit+ !n!l+%i%
In$&t *!t! Poe"t
!ask 2 9uthor 2
9nalysis of Slope Stability 'SC-1+G C1#74)( /Slope Stability0
8ate 2 =nit weight of water is considered 2
6L()L4)(E ?,A( k+Lm6
Setting%
=S9 # Safety factor St!0ilit+ !n!l+%i% -erification methodology 2
Safety factors /9S80 S!fet+ f!"to% Pe)!nent *e%ign %it&!tion Ss
Safety factor 2
(.F) UVW
Soil $!!)ete% effe"ti3e %te%% %t!te No#
N!)e
P!tten
ef
"ef /P!
/N)7
(
Silty Sand
66.))
).))
(F.EA
4
Sandy Silt
67.))
).))
(A.A)
Soil $!!)ete% &$lift No#
N!)e
%!t
P!tten
N
%
/N)7
/N)7
(
Silty Sand
(F.EA
4
Sandy Silt
(A.A)
Soil $!!)ete%
Silt+ S!n* =nit weight 2 Stress#state 2 9ngle of internal friction 2
(F.EA k+Lm6
66.)) X ).)) ka (F.EA k+Lm6
γ effective ϕef cef γ sat
(A.A) k+Lm6
γ 1ffective ϕef cef γ sat
Cohesion of soil 2 Saturated unit weight 2 S!n*+ Silt =nit weight 2 Stress#state 2 9ngle of internal friction 2
Cohesion of soil 2 Saturated unit weight 2
67.)) X ).)) ka (A.A) k+Lm6
Setting% of t'e %t!ge of "on%t&"tion
8esign situation 2 permanent
Re%<% ,St!ge of "on%t&"tion 9An!l+%i% 9 Ci"&l! %li$ %&f!"e Sli$ %&f!"e $!!)ete%
Center 2 &adius 2
%
7).4A UmW
z
FA.(E UmW
&
9ngles 2
E6.(6 UmW !he slip surface after optimization.
Slo$e %t!0ilit+ 3eifi"!tion ,Bi%'o$-
Sum of active forces 2 Sum of passive forces 2 Sliding moment 2 &esisting moment 2
a p
).() k+Lm
a p
E.(A k+mLm
).(( k+Lm
@.(F k+mLm
α(
#4?.EE UXW
α4
#4A.?? UXW
actor of safety (.(E O (.F) Slo$e %t!0ilit+ NOT ACCEPTABLE O$ti)i!tion of "i"&l! %li$ %&f!"e ,Bi%'o$No#
Cente
R!*i&%
FS
Veifi"!tion
)
)
R )
(
#7).4A
FA.(E
E6.(6
(.(E
4
#E.4@
6.E(
).F4
(@F((.F(
ACCEPTABLE
6
#?.AA
6.?E
6.@A
6.?4
ACCEPTABLE
7 F
#E.4@ #?.@A
6.E( ?.E@
).F4 E.@6
(@F((.F( 6.66
ACCEPTABLE
E
#?.F(
(A.?E
(E.)4
E.(6
ACCEPTABLE
@
#E.A@
?.E@
E.@6
FF.64
ACCEPTABLE
A
#@.47
6.E(
).F4
(@F((.F(
ACCEPTABLE
?
#?.@?
6.A@
4.@4
6.7)
ACCEPTABLE
() ((
#@.47 #?.@(
6.E( F.67
).F4 4.7)
(@F((.F( (.A6
ACCEPTABLE
(4
#?.FE
((.F7
A.E)
7.4@
ACCEPTABLE
(6
#@.@A
F.67
4.7)
4A.F@
ACCEPTABLE
(7
#@.A?
6.E(
).F4
(@F((.F(
ACCEPTABLE
(F
#?.@7
6.A(
4.)4
4.@7
ACCEPTABLE
(E (@
#@.A? #?.EF
6.E( 6.@@
).F4 ).A4
(@F((.F( (.67
ACCEPTABLE
(A
#?.E)
@.?)
7.?E
6.)E
ACCEPTABLE
(?
#A.6E
6.@@
).A4
(E.F4
ACCEPTABLE
4)
#A.66
6.E4
).F6
()A.4?
ACCEPTABLE
4( 44
#?.@( #A.66
6.@A 6.E4
(.FE ).F6
4.47 ()A.4?
ACCEPTABLE
46
#?.E6
E.)F
6.((
4.4A
ACCEPTABLE
47
#(7.A@
66.?4
6(.(?
6.(?
ACCEPTABLE
4F
#A.E?
6.@@
).EF
F.6(
ACCEPTABLE
4E 4@
#?.@( #(7.A@
6.@A 66.?4
(.4A 6(.(?
(.A? 6.(?
ACCEPTABLE
4A 4?
#A.E? #?.EF
6.@@ F.)@
).EF 4.(6
F.6( (.A)
ACCEPTABLE
6)
#?.A)
E.F4
6.7)
4.)@
ACCEPTABLE
6(
#?.)6
7.)E
).?7
4.7)
ACCEPTABLE
64
#?.@6
6.@?
(.(4
(.E6
ACCEPTABLE
66 67
#?.A) #?.)6
E.F4 7.)E
6.7) ).?7
4.)@ 4.7)
ACCEPTABLE
6F
#?.A4
6.64
).7)
(.(@
NOT ACCEPTABLE
6E
#?.E@
7.F7
(.E)
(.F(
ACCEPTABLE
6@
#?.77
6.64
).7)
(.?F
ACCEPTABLE
6A 6?
#?.6( #().)A
7.4@ 7.7)
(.(? (.E(
(.@E (.4@
ACCEPTABLE
7)
#?.76
7.FA
(.F)
(.@(
ACCEPTABLE
7(
#?.@E
6.A7
(.)E
(.7@
NOT ACCEPTABLE
74
#?.6(
7.4@
(.(?
(.@E
ACCEPTABLE
76 77
#?.6E #?.76
6.FF 7.FA
).E? (.F)
(.?4 (.@(
ACCEPTABLE
7F
#?.@7
6.E4
).A7
(.F6
ACCEPTABLE
7E
#()?.6?
(A(.(A
4)7.47
(.(E
NOT ACCEPTABLE
NOT ACCEPTABLE
ACCEPTABLE
ACCEPTABLE
NOT ACCEPTABLE
ACCEPTABLE
ACCEPTABLE ACCEPTABLE
ACCEPTABLE
NOT ACCEPTABLE
ACCEPTABLE
No#
Cente
R!*i&%
FS
Veifi"!tion
7@
) #?.@E
) 6.74
R ) ).7A
(.4E
NOT ACCEPTABLE
7A
#?.EA
7.46
(.4?
(.6E
NOT ACCEPTABLE
7?
#?.F(
6.74
).7A
(.E4
ACCEPTABLE
F)
#?.(6
6.F4
).E4
4.7?
ACCEPTABLE
F(
#().46
7.E?
(.A?
(.44
NOT ACCEPTABLE
F4 F6
#?.?@ #?.A7
F.7A 7.))
4.7A (.(F
(.7F (.66
NOT ACCEPTABLE
F7
#?.F7
6.?)
).?E
(.77
NOT ACCEPTABLE
FF
#?.(6
6.F4
).E4
4.7?
ACCEPTABLE
FE
#().46
7.E?
(.A?
(.44
NOT ACCEPTABLE
F@
#?.?@
F.7A
4.7A
(.7F
NOT ACCEPTABLE
FA
#?.A7
7.))
(.(F
(.66
NOT ACCEPTABLE
F?
#?.@7
6.F(
).F@
(.6)
NOT ACCEPTABLE
E)
#?.E?
7.)F
(.((
(.64
NOT ACCEPTABLE
E(
#?.F@
6.F(
).F@
(.7A
NOT ACCEPTABLE
E4 E6
#?.7@ #().@)
7.(( F.EE
(.() 4.?6
(.7A (.(A
NOT ACCEPTABLE
E7
#().A7
@.)E
7.4F
(.6F
NOT ACCEPTABLE
EF
#().)6
7.7@
(.E(
(.47
NOT ACCEPTABLE
EE
#?.A(
7.7)
(.7E
(.4A
NOT ACCEPTABLE
NOT ACCEPTABLE
NOT ACCEPTABLE
E@
#?.7@
7.((
(.()
(.7A
NOT ACCEPTABLE
EA E?
#().@) #().A7
F.EE @.)E
4.?6 7.4F
(.(A (.6F
NOT ACCEPTABLE
@)
#().)6
7.7@
(.E(
(.47
NOT ACCEPTABLE
@(
#A6.F@
(6F.6A
(F(.EE
(.(E
NOT ACCEPTABLE
@4
#A6.F@
(6F.6A
(F(.EE
(.(E
NOT ACCEPTABLE
@6
#?.@6
6.FA
).E7
(.6)
NOT ACCEPTABLE
@7 @F
#?.E? #?.E4
6.?7 6.FA
(.)) ).E7
(.64 (.7)
NOT ACCEPTABLE
@E
#?.?A
F.)6
4.)A
(.6(
NOT ACCEPTABLE
@@
#((.67
E.A?
7.4?
(.(@
NOT ACCEPTABLE
@A
#(4.77
().((
@.E@
(.6(
NOT ACCEPTABLE
@?
#().6F
F.(6
4.6(
(.4)
NOT ACCEPTABLE
A) A(
#().44 #?.?A
F.(? F.)6
4.6( 4.)A
(.46 (.6(
NOT ACCEPTABLE
A4
#((.67
E.A?
7.4?
(.(@
NOT ACCEPTABLE
A6
#(4.77
().((
@.E@
(.6(
NOT ACCEPTABLE
A7
#().6F
F.(6
4.6(
(.4)
NOT ACCEPTABLE
AF AE
#?.@4 #?.@)
6.E6 6.A@
).E? ).?6
(.6( (.64
NOT ACCEPTABLE
NOT ACCEPTABLE
NOT ACCEPTABLE
NOT ACCEPTABLE
NOT ACCEPTABLE
A@
#?.EF
6.E6
).E?
(.6@
NOT ACCEPTABLE
AA
#().A4
E.E(
6.A6
(.4E
NOT ACCEPTABLE
A?
#(4.7@
?.)(
E.EA
(.(E
NOT ACCEPTABLE
?) ?(
#(E.(F #().A?
(@.4@ E.(A
(F.@4 6.7E
(.4A (.(@
NOT ACCEPTABLE
?4
#().?4
E.F)
6.@@
(.4(
NOT ACCEPTABLE
?6
#().A4
E.E(
6.A6
(.4E
NOT ACCEPTABLE
?7
#(4.7@
?.)(
E.EA
(.(E
NOT ACCEPTABLE
?F
#(E.(F
(@.4@
(F.@4
(.4A
NOT ACCEPTABLE
?E
#().A?
E.(A
6.7E
(.(@
NOT ACCEPTABLE
NOT ACCEPTABLE
No#
Cente
R!*i&%
FS
Veifi"!tion
?@
) #?.@4
) 6.E@
R ) ).@6
(.6)
NOT ACCEPTABLE
?A
#?.@)
6.A6
).A?
(.64
NOT ACCEPTABLE
??
#?.E@
6.E@
).@6
(.6F
NOT ACCEPTABLE
())
#(4.7(
?.E4
@.4(
(.47
NOT ACCEPTABLE
()(
#(F.)?
(6.?F
(4.4@
(.(A
NOT ACCEPTABLE
()4 ()6
#6(.)( #((.?(
7E.(A A.(7
7A.4( F.EE
(.4@ (.(A
NOT ACCEPTABLE
()7
#(4.(?
A.?)
E.7@
(.4(
NOT ACCEPTABLE
()F
#(4.7(
?.E4
@.4(
(.47
NOT ACCEPTABLE
()E
#(F.)?
(6.?F
(4.4@
(.(A
NOT ACCEPTABLE
()@
#6(.)(
7E.(A
7A.4(
(.4@
NOT ACCEPTABLE
()A
#((.?(
A.(7
F.EE
(.(A
NOT ACCEPTABLE
()?
#?.@(
6.E?
).@F
(.6(
NOT ACCEPTABLE
(()
#?.@)
6.A)
).AE
(.64
NOT ACCEPTABLE
(((
#?.EA
6.E?
).@F
(.67
NOT ACCEPTABLE
((4 ((6
#(E.)@ #44.E@
(E.E7 4A.(6
(F.(( 4A.6F
(.47 (.4)
NOT ACCEPTABLE
((7
#(6.?@
(4.)6
().)E
(.4)
NOT ACCEPTABLE
((F
#(7.AA
(7.)(
(4.46
(.4(
NOT ACCEPTABLE
((E
#(E.)@
(E.E7
(F.((
(.47
NOT ACCEPTABLE
((@
#44.E@
4A.(6
4A.6F
(.4)
NOT ACCEPTABLE
((A ((?
#(6.?@ #?.@(
(4.)6 6.@(
().)E ).@@
(.4) (.6(
NOT ACCEPTABLE
(4)
#?.@(
6.@A
).A7
(.6(
NOT ACCEPTABLE
NOT ACCEPTABLE
NOT ACCEPTABLE
NOT ACCEPTABLE
(4(
#?.E?
6.@(
).@@
(.66
NOT ACCEPTABLE
(44
#6).@?
77.AF
7E.?4
(.47
NOT ACCEPTABLE
(46
#(?.4?
44.)7
4(.6A
(.4)
NOT ACCEPTABLE
(47 (4F
#46.)F #6).@?
4?.7A 77.AF
4?.@4 7E.?4
(.44 (.47
NOT ACCEPTABLE
(4E
#(?.4?
44.)7
4(.6A
(.4)
NOT ACCEPTABLE
(4@
#?.@(
6.@4
).@A
(.6(
NOT ACCEPTABLE
(4A
#?.@(
6.@@
).A6
(.6(
NOT ACCEPTABLE
NOT ACCEPTABLE
(4?
#?.@)
6.@4
).@A
(.64
NOT ACCEPTABLE
(6) (6(
#F(.4? #F(.4?
A4.(F A4.(F
A?.7@ A?.7@
(.4( (.4(
NOT ACCEPTABLE
(64
#?.@(
6.@6
).@?
(.6(
NOT ACCEPTABLE
(66
#?.@(
6.@E
).A4
(.6(
NOT ACCEPTABLE
(67
#?.@)
6.@6
).@?
(.64
NOT ACCEPTABLE
(6F
#7).4A
FA.(E
E6.(6
(.(E
NOT ACCEPTABLE
NOT ACCEPTABLE
Since the verification and the slope factor of safety is not acceptable there is a need for slope protection design# COMMON SLOPE PROTECTION DESIGN DESIGN OF A GABION 1ALL
GABION
Gabion baskets are large, multi#celled, welded wire or wire mesh bo%es. Gabions are useful if a vertical wall is required or if larger rock is needed for construction than is available locally. CONDITIONS 1HERE GABIONS ARE APPLIED
Gabion baskets are used here to mechanically protect stream banks or steep slopes from erosion.
CONSTRUCTION
!he following requirements shall be met when constructing with gabions2 Y Gabion baskets shall be wired together to manufacturer;s specifications. Y !he bed on which gabion cages are to be laid before they are filled with rock shall be so leveled as to present an even surface at the depth shown on the drawings or as directed. Y !he lower gabion basket will be e%cavated into the channel bottom a minimum of (L6 the height of the gabion. Y !he gabion will be stretched to remove any kinks and to gain a straight alignment and carefully filled with rock that is larger than the wire openings /smaller stone may be used in the interior of the basket0M ensuring that a compact mass of rock with minimal void spaces is installed within the basket. Y !he baskets shall be filled in layers and in stages so that the depth of stone placed in any cell does not e%ceed the depth of the stone in an adjacent cell by more than 6) centimeters. Y Stacked gabion baskets used for bank stability shall be tilted towards the soil they are protecting by a minimum of E degrees from vertical.
Y Stones placed against the outside mesh of the basket must be larger than the basket openings. Y $nternal connecting cross#tie wires shall be placed in each gabion.
9long the e%posed faces, rock shall be placed by hand to ensure a uniform and neat appearance. 1ach basket shall be full prior to closing and fastening of basket lids. !he uppermost layer of rock shall completely fill the gabion basket and shall be uniformly leveled to the top edges of the basket so that the lid will bear on the rock when it is secured. *ids shall be stretched tight over the rock filling using only approved lid closing tools as necessary. !he use of crowbars or other single point leverage bars for lid closing is prohibited as they may damage the baskets. !he lid shall be stretched until it meets the perimeter edges of the front and end panels. !he gabion lid shall then be secured to the sides, ends, and diaphragms per manufacturer;s specifications. Y Gabions shall be placed to 6) cm above average bank height. 'askets placed on top of each other shall be offset horizontally like a brick wall. 'askets will be stepped vertically so as not to form a sheer face. 9verage offset shall be (L6 depth of gabion. Y Gabion walls placed along stream banks must be keyed in to the bank on both upstream and downstream ends. *ength for the keys /tiebacks or key#ins0 on the end of a gabion wall shall be at least equal to the bank height plus the anticipated scour depth. 1%tend gabion walls F m beyond point of visible erosion. Y 9ny damage to the wire or coatings during assembly, placement and filling shall be repaired promptly in accordance with the manufacturerHs recommendations or replaced with undamaged gabion baskets.
G!0ion !n!l+%i% In$&t *!t! Poe"t
!ask 9uthor 8ate =nit weight of water is considered
2 2 2 2
roposed 8esign of Gabion "all 'SC-1+G C1#74)( /Slope Stability0 6L((L4)(E ?,A( k+Lm6
N!)e 4 Po e"t
St! e 4 9 +x 0.61
0.61
0.61
0.61
1.50 0.91
0.61 z +
1.22
4.12 4.12
0.61
1.22
0.61 1.97
1.22
1.22
1.22
0.61
0.61
+z
0.61
Setting%
=S9 # Safety factor 1!ll !n!l+%i% 9ctive earth pressure calculation 2 assive earth pressure calculation 2 1arthquake analysis 2 Shape of earth wedge 2 -erification methodology 2
Safety factor for overturning 2
Coulomb azindrani /&ankin0 ononobe#
(.F) UVW
S!fet+ f!"to% Pe)!nent *e%ign %it&!tion Ss
(.F) UVW
Safety factor for bearing capacity 2
Sb
4.)) UVW
Safety factor for mesh strength 2
Sn
(.F) UVW
Safety factor for sliding resistance 2
Re*&"tion "oeffi"ient% Pe)!nent *e%ign %it&!tion &eduction coeff. of friction between blocks 2 γ f
(.F) UVW
Soil $!!)ete% Silt+ S!n* =nit weight 2
(F.EA k+Lm6
γ effective ϕef
Stress#state 2 9ngle of internal friction 2 Cohesion of soil 2 9ngle of friction struc.#soil 2 Soil 2 Saturated unit weight 2
66.)) X
cef
).)) ka 66.)) X δ cohesionless (F.EA k+Lm6 γ sat
S!n*+ Silt =nit weight 2 Stress#state 2 9ngle of internal friction 2
γ effective ϕef
(A.A) k+Lm6 67.)) X
Cohesion of soil 2
cef
).)) ka
9ngle of friction struc.#soil 2 Soil 2 Saturated unit weight 2
67.)) X δ cohesionless (A.A) k+Lm6 γ sat
Te!in $ofile
!errain behind the structure is flat.
Veifi"!tion No# 9 Fo"e% !"ting on "on%t&"tion F'o
N!)e
"eight V wall 9ctive pressure
/N) ).)) 4A.4E
A$$#Pt# ) #(.AF #(.47
Veifi"!tion of "o)$lete .!ll C'e"/ fo o3et&ning %t!0ilit+ &esisting moment res
()4.E( k+mLm
67.?@ k+mLm
ovr
Safety factor 4.?6 P (.F) 1!ll fo o3et&ning i% SATISFACTORY
F3et /N)
[email protected] (7.?4
A$$#Pt# )
).?7 (.6A
De%ign Coeffi"ient (.))) (.)))
C'e"/ fo %li$ &esisting horizontal force 5res @).@7 k+Lm 9ctive horizontal force 5act (@.6? k+Lm
Safety factor 7.)@ P (.F) 1!ll fo %li$ i% SATISFACTORY Fo"e% !"ting !t t'e "ente of footing 0otto)
(@.(7 k+Lm O3e!ll "'e"/ 1ALL i% SATISFACTORY
Be!ing "!$!"it+ of fo&n*!tion %oil Fo"e% !"ting !t t'e "ente of t'e footing 0otto) No#
(
Mo)ent /N)) #6.@(
No)# fo"e /N) ()7.A@
S'e! Fo"e /N) (@.(7
Be!ing "!$!"it+ of fo&n*!tion %oil "'e"/ E""enti"it+ 3eifi"!tion a%. eccentricity of normal force e ).) mm a%imum allowable eccentricity ealw 7)4.6 mm E""enti"it+ of t'e no)!l fo"e i% SATISFACTORY Footing 0otto) 0e!ing "!$!"it+ 3eifi"!tion a%. stress at footing bottom σ AE.)4 ka 'earing capacity of foundation soil &d 44).)) ka
Safety factor 4.FE P 4.)) Be!ing "!$!"it+ of fo&n*!tion %oil i% SATISFACTORY O3e!ll 3eifi"!tion 0e!ing "!$!"it+ of fo&n*# %oil i% SATISFACTORY
E""enti"it+ )
).))
Ste%% /P! AE.)4
N!)e 4 Be!in "! #
St! e 4 9
4.12 4.12
Di)en%ioning No# 9 A"ti3e $e%%&e 0e'in* t'e %t&"t&e $!ti!l e%<% L!+e No#
( 4 6 7 F
T'i"/ne%% )
).E( ).F@ ).64 ).4E ).E(
"*
*
#E.)) #E.66 #E.66 #E.66 #E.))
/P!
66.)) 66.)) 66.)) 67.)) 67.))
K!
*
).)) ).)) ).)) ).)) ).))
/N)7 (F.EA (F.EA (F.EA (A.A) (A.A)
Co))ent
66.)) 66.)) 66.)) 67.)) 67.))
).447 ).444 ).444 ).4(6 ).4(F
A"ti3e $e%%&e *i%ti0&tion 0e'in* t'e %t&"t&e ,.it'o&t %&"'!geL!+e
St!t )
No#
En* )
( 4
1
/P!
/P!
Pe%%&e
Ho# "o)$#
Vet# "o)$#
/P!
/P!
/P!
).))
).))
).))
).))
).))
).))
).E(
?.F)
).))
4.(6
(.?)
).?@
).E(
?.F(
).))
4.((
(.AA
).?F
(.(A
(A.F(
).))
7.()
6.E@
(.A7
L!+e No#
6
St!t )
1
En* ) (.(A
/P! (A.F(
/P! ).))
(.F)
46.F(
(.F)
7 F
Pe%%&e
Ho# "o)$#
Vet# "o)$#
/P!
/P!
/P!
7.()
6.E@
(.A7
).))
F.4(
7.EE
4.67
46.F(
).))
F.))
7.76
4.64
(.@E
4A.6(
).))
E.)4
F.66
4.A)
(.@E
4A.6(
).))
E.)A
F.6@
4.AE
4.6E
6?.@(
).))
A.F6
@.F6
7.)(
Fo"e% !"ting on "on%t&"tion F'o
N!)e
"eight V wall 9ctive pressure
/N) ).)) A.EE
A$$#Pt# ) #).?E #).EE
Veifi"!tion of "on%t&"tion oint !0o3e t'e 0lo"/ No#4 7 C'e"/ fo o3et&ning %t!0ilit+ &esisting moment res F).)4 k+mLm
Safety factor A.@? P (.F) Joint fo o3et&ning %t!0ilit+ i% SATISFACTORY C'e"/ fo %li$ &esisting horizontal force 5res 4?.4F k+Lm 9ctive horizontal force 5act 6.6A k+Lm
Safety factor A.EE P (.F) Joint fo %li$ i% SATISFACTORY Fo"e% !"ting !t t'e "ente of footing 0otto) 6.6( k+Lm
a%imum pressure on the bottom block &ed.Coeff. by offset of top block 9verage value of pressure on face Shear force transmitted by friction
7(.FF ka (.)) (?.E? ka (?.F) k+Lm
Be!ing "!$!"it+ !g!in%t t!n%3e%e $e%%&e4 oint bear.capacity 4E.@@ k+Lm Computed stress#state 6.?A k+Lm
Safety factor E.@6 P (.F) T!n%3e%e $e%%&e "'e"/ i% SATISFACTORY Joint 0t.# 0lo"/% "'e"/4 esh material bear.capacity 76.@A k+Lm Computed stress#state 6.?A k+Lm
F3et /N) 7F.F6 7.7?
A$$#Pt# )
).?E (.6?
De%ign Coeffi"ient (.))) (.)))
Safety factor ((.)) P (.F) Joint 0et.een 0lo"/% i% SATISFACTORY
Slo$e %t!0ilit+ !n!l+%i% The slip surface after optimization.
In$&t *!t! Poe"t Setting%
=S9 # Safety factor St!0ilit+ !n!l+%i% -erification methodology 2 Safety factors /9S80 S!fet+ f!"to% Pe)!nent *e%ign %it&!tion Ss
Safety factor 2
(.F) UVW
Soil $!!)ete% effe"ti3e %te%% %t!te No#
(
N!)e
Silty Sand
P!tten
ef
66.))
"ef /P!
).))
/N)7
(F.EA
No#
4
N!)e
P!tten
Sandy Silt
ef
"ef /N)7
/P!
67.))
).))
(A.A)
Soil $!!)ete% &$lift No#
N!)e
P!tten
%!t
%
n
/N)7
/N)7
(
Silty Sand
(F.EA
4
Sandy Silt
(A.A)
Soil $!!)ete% Silt+ S!n* =nit weight 2 Stress#state 2 9ngle of internal friction 2 Cohesion of soil 2 Saturated unit weight 2
γ (F.EA k+Lm6 effective ϕef 66.)) X cef ).)) ka γ sat (F.EA k+Lm6
S!n*+ Silt =nit weight 2 Stress#state 2 9ngle of internal friction 2 Cohesion of soil 2 Saturated unit weight 2
γ (A.A) k+Lm6 effective ϕef 67.)) X cef ).)) ka γ sat (A.A) k+Lm6
Rigi* 0o*ie% No#
(
N!)e
S!)$le
/N)7
"all material
(A.AF
Setting% of t'e %t!ge of "on%t&"tion
8esign situation 2 permanent An!l+%i% 9 Ci"&l! %li$ %&f!"e Sli$ %&f!"e $!!)ete%
Center 2 &adius 2
%
#4.E@ UmW
z
).4? UmW
&
9ngles 2
7.@F UmW !he slip surface after optimization.
α(
#[email protected]@ UXW
α4
AE.F) UXW
Slo$e %t!0ilit+ 3eifi"!tion ,Bi%'o$Sum of active forces 2 a ()6.)7 k+Lm Sum of passive forces 2 p ([email protected]? k+Lm
Sliding moment 2 a 7A?.7E k+mLm &esisting moment 2 p A?4.7? k+mLm actor of safety (.A4 P (.F) Slo$e %t!0ilit+ ACCEPTABLE O$ti)i!tion of "i"&l! %li$ %&f!"e ,Bi%'o$No#
Cente
R!*i&%
FS
Veifi"!tion
)
)
R )
(
#(.64
4.F)
@.7)
4.@(
ACCEPTABLE
4 6
#(.64 #74.(4
4.F) [email protected])
@.7) 474.@(
4.@( 6EE.((
ACCEPTABLE
7 F
).6@ ).(A
7.4) F.)4
?.A7 ().6A
7.)) 6.A)
ACCEPTABLE
E @
6.)? #4).6?
(.F@ 6@.(6
E.6@ 76.6@
F?A.6A F(?.)7
ACCEPTABLE
ACCEPTABLE ACCEPTABLE ACCEPTABLE
A
#).66
@.44
(4.)(
6.77
ACCEPTABLE
?
#74.)6
[email protected]
?A.)4
EE).F(
ACCEPTABLE
() ((
#EE.E) #(.64
4?6.44 4.F)
6)4.AA @.7)
46E.F? 4.@(
ACCEPTABLE
(4
#(E.AA
@).46
@7.F6
44(.4F
ACCEPTABLE
(6
#E.)4
4F.@E
4?.6E
(7@.@4
ACCEPTABLE
(7
#).FF
7.??
?.?F
6.4F
ACCEPTABLE
(F (E
#).6E (.()
7.46 4.F)
?.76 @.7)
6.7( 7.@)
ACCEPTABLE
(@
).EF
).(A
@.7(
F.7@
ACCEPTABLE
(A
#7.?@
@.A6
((.66
4)(.4A
ACCEPTABLE
(?
#F.F?
A.E?
(4.6A
(?A.))
ACCEPTABLE
4) 4(
#4.46 #[email protected]@
).@( AA.F?
F.F) ?7.F@
4.4) [email protected]
ACCEPTABLE
44
#E.AE
(?.)7
44.@A
(@4.6F
ACCEPTABLE
46
#(.(?
(.?6
@.()
4.AA
ACCEPTABLE
47
#(.46
4.)@
@.(A
4.A7
ACCEPTABLE
4F
).(?
).@(
F.F)
6.A@
ACCEPTABLE
4E 4@
#F.(A #E.FA
6.6@ 7.EF
E.A@ A.@4
6?F.(? 7)E.@E
ACCEPTABLE
4A 4?
#(.FE ).6(
6.(7 ).6?
@.AE F.6F
4.FE 7.(@
ACCEPTABLE
6)
#7F.@F
((4.@)
(44.AA
[email protected]
ACCEPTABLE
6(
#E4.4@
47?.A)
4F?.F4
4F4.F)
ACCEPTABLE
64
#4.46
).@(
F.F)
4.4)
ACCEPTABLE
66 67
#7.@E #4.@4
((.6@ E.(@
(7.AA ?.@F
(EA.EA (6E.()
ACCEPTABLE
6F
#(.@4
4.)E
E.A@
4.7@
ACCEPTABLE
6E
#(.FA
(.E6
E.E4
4.E)
ACCEPTABLE
6@
#).E4
).@(
F.F)
6.)(
ACCEPTABLE
6A 6?
#7.)( #6.6?
4.6E (.@A
E.() F.6(
4)7.@E 4)7.EE
ACCEPTABLE
7)
#(.@?
4.4?
@.)(
4.7(
ACCEPTABLE
7(
#).EF
).A)
F.FF
4.?E
ACCEPTABLE
74
#7(.4A
A4.)(
?4.FF
?A6.6E
ACCEPTABLE
ACCEPTABLE
ACCEPTABLE
ACCEPTABLE
ACCEPTABLE ACCEPTABLE
ACCEPTABLE
ACCEPTABLE
No#
Cente
R!*i&%
FS
Veifi"!tion
76
) #F(.F6
) (F7.A)
R ) (E7.@F
6FA.7@
ACCEPTABLE
77
#6?.E@
A4.)(
?4.FF
66E.((
ACCEPTABLE
7F
#4.46
).@(
F.F)
4.4)
ACCEPTABLE
7E
#(.()
).F@
F.76
4.@4
ACCEPTABLE
7@
#6.44
F.7F
?.4A
(4@.)F
ACCEPTABLE
7A 7?
#4.44 #(.?E
6.7@ (.@?
@.6A E.F(
(4).@F 4.6(
ACCEPTABLE
F)
#(.A)
(.66
E.4F
4.7E
ACCEPTABLE
F(
#(.(E
).@(
F.F)
4.E7
ACCEPTABLE
F4
#6.6F
(.@E
F.@A
(7F.7)
ACCEPTABLE
F6
#4.@A
(.44
F.)A
(F).F@
ACCEPTABLE
F7
#4.E)
).)6
7.@F
4.)6
ACCEPTABLE
FF
#6.F?
7.4@
A.)7
(7?.4E
ACCEPTABLE
FE
#4.FA
4.77
E.6)
(6(.)(
ACCEPTABLE
F@
#4.6(
).?4
F.E(
4.(4
ACCEPTABLE
FA F?
#4.(A #(.F6
).F? ).)6
F.77 7.@F
4.4F 4.7(
ACCEPTABLE
E)
#6.E?
).?)
7.AF
4)7.?A
ACCEPTABLE
E(
#6.(6
).77
7.46
(?A.((
ACCEPTABLE
E4
#4.64
).?7
F.E4
4.((
ACCEPTABLE
ACCEPTABLE
ACCEPTABLE
E6
#(.F@
).(6
7.A)
4.6E
ACCEPTABLE
E7 EF
#74.A@ #7?.@6
?4.67 (7).A@
()4.@6 (F).A@
EF4.A6 6?).44
ACCEPTABLE
EE
#7(.A)
?4.67
()4.@6
6A).6F
ACCEPTABLE
E@
#4.F?
).)4
7.@7
4.)6
ACCEPTABLE
EA
#(.?)
).)E
7.@E
4.46
ACCEPTABLE
E?
#6.()
4.67
E.7(
(64.((
ACCEPTABLE
@) @(
#4.F) #4.77
(.77 ).E?
F.FF F.6F
[email protected] 4.)F
ACCEPTABLE
@4
#4.64
).7(
F.4(
4.(@
ACCEPTABLE
@6
#(.AA
).)6
7.@F
4.4F
ACCEPTABLE
@7
#6.6)
).E)
7.@A
(F@.)7
ACCEPTABLE
@F
#4.A?
).4E
7.66
(E).)?
ACCEPTABLE
@E @@
#4.7( #(.?6
).E6 ).(7
F.64 7.A)
4.)A 4.(?
ACCEPTABLE
@A
#7).A)
@A.A@
A?.7@
((4).?)
ACCEPTABLE
@?
#7F.((
()@.7)
((@.E6
F47.EE
ACCEPTABLE
A)
#7).)A
@A.A@
A?.7@
F7E.64
ACCEPTABLE
A( A4
#4.F? #4.(@
).)4 ).(7
7.@7 7.A)
4.)6 4.()
ACCEPTABLE
A6
#4.AA
(.7(
F.EA
E).66
ACCEPTABLE
A7
#4.F)
).?)
F.4(
4E.A?
ACCEPTABLE
AF
#4.F)
).7?
F.(E
4.)6
ACCEPTABLE
AE A@
#4.74 #4.(4
).4A ).)6
F.)F 7.@F
4.(4 4.(E
ACCEPTABLE
AA
#6.)E
).7(
7.@F
@6.A@
ACCEPTABLE
A?
#4.@@
).(@
7.7F
EA.F@
ACCEPTABLE
?)
#4.7@
).74
F.(4
4.)E
ACCEPTABLE
ACCEPTABLE
ACCEPTABLE
ACCEPTABLE
ACCEPTABLE
ACCEPTABLE
?(
#4.(E
).(4
7.@?
4.((
ACCEPTABLE
?4
#7(.7A
A6.4@
?6.@?
?(?.(A
ACCEPTABLE
No#
Cente
R!*i&%
FS
Veifi"!tion
?6
) #77.6E
) ()4.4?
R ) ((4.FE
FE4.4(
ACCEPTABLE
?7
#7(.)(
A6.4@
?6.@?
FA4.)?
ACCEPTABLE
?F
#4.F?
).)4
7.@7
4.)6
ACCEPTABLE
?E
#4.66
).(7
7.A)
4.)E
ACCEPTABLE
?@
#4.@@
).A?
F.6(
(E.@6
ACCEPTABLE
?A ??
#4.F4 #4.4A
).FA ).@@
F.)6 F.(7
(.A@ (.?)
ACCEPTABLE
() )
#4.?6
(.A)
E.))
A6.6(
ACCEPTABLE
() (
#4.7?
(.47
F.76
E(.4@
ACCEPTABLE
() 4
#4.E?
(.4)
F.E(
?.@E
ACCEPTABLE
() 6
#(.??
).()
7.@?
4.(?
ACCEPTABLE
() 7
#4.FA
).?4
F.7F
(.?7
ACCEPTABLE
() F
#4.4)
).FA
F.)6
(.?@
ACCEPTABLE
() E
#4.6?
).7@
F.4(
4.((
ACCEPTABLE
() @
#4.76
).4(
7.F?
?.E)
ACCEPTABLE
() A
#6.)6
(.)7
F.4?
AE.E6
ACCEPTABLE
() ?
#4.E@
).@(
7.AA
?(.F?
ACCEPTABLE
(()
#4.A6
).F@
F.)4
(A.)6
ACCEPTABLE
((( ((4
#4.@) #4.@@
).4A ).76
7.AE 7.?7
(.?( (.AF
ACCEPTABLE
((6
#4.F4
).E)
F.)6
(.AE
ACCEPTABLE
((7
#4.??
(.74
F.E7
[email protected])
ACCEPTABLE
((F
#4.@6
(.)E
F.6)
E4.@A
ACCEPTABLE
((E ((@
#4.@7 #4.EF
).A4 ).E(
F.4@ F.(F
F.?E (.?(
ACCEPTABLE
((A ((?
#4.7F #4.7E
).76 ).(F
7.?7 7.?6
(.?6 4.((
ACCEPTABLE
(4 )
#4.EA
).)E
7.F(
(6.AF
ACCEPTABLE
(4 (
#6.()
).@4
7.?A
?A.(E
ACCEPTABLE
(4 4
#4.?(
).FF
7.@@
??.77
ACCEPTABLE
(4 6
#4.AA
).4F
7.@4
44.74
ACCEPTABLE
(4 7
#4.@A
).)(
7.E(
(.?)
ACCEPTABLE
(4 F
#4.A7
).(7
7.E@
F.?A
ACCEPTABLE
(4 E
#4.@)
).@6
F.44
(.A@
ACCEPTABLE
(4 @
#4.7?
).F6
7.??
(.A?
ACCEPTABLE
ACCEPTABLE
ACCEPTABLE
ACCEPTABLE ACCEPTABLE
No#
Cente
R!*i&%
FS
Veifi"!tion
)
)
R )
#7(.?F
AE.4A
?E.@F
A(4.F7
ACCEPTABLE
#76.A@
?A.?E
()?.4@
F?4.A6
ACCEPTABLE
(6 )
#7(.E6
AE.4A
?E.@F
E)F.A4
ACCEPTABLE
(6 (
#4.@@
).76
7.?7
(.AF
ACCEPTABLE
#4.E(
).FF
F.)(
(.AE
ACCEPTABLE
#4.?(
(.)E
F.6@
[email protected]
ACCEPTABLE
#4.@7
).A7
F.(@
7).F?
ACCEPTABLE
#4.@F
).E?
F.(E
F.?7
ACCEPTABLE
#4.74
).(4
7.@?
4.)7
ACCEPTABLE
#4.E?
).FF
F.)A
(.A?
ACCEPTABLE
#4.FE
).76
7.?7
(.?)
ACCEPTABLE
#4.FE
).47
7.?6
4.)4
ACCEPTABLE
#4.@(
).(?
7.EF
?.(@
ACCEPTABLE
#4.??
).E4
7.?E
E).@6
ACCEPTABLE
(7 4
#4.AE
).F)
7.A4
F7.@A
ACCEPTABLE
(7 6
#4.AF
).6(
7.A)
(6.()
ACCEPTABLE
#4.@A
).(F
7.@4
(.AA
ACCEPTABLE
#4.EF
).)F
7.F?
(.AA
ACCEPTABLE
(7 E
#4.A(
).47
7.@E
F.?A
ACCEPTABLE
(7 @
#4.EA
).(4
7.E4
(.AF
ACCEPTABLE
(7 A
#4.F4
).46
7.E@
(.A7
ACCEPTABLE
(7 ?
#4.6E
).6F
7.@6
(.AF
ACCEPTABLE
(F )
#4.@?
).?@
F.47
F?.(A
ACCEPTABLE
(F (
#4.7?
).E6
7.A?
77.6@
ACCEPTABLE
(F 4
#4.E7
).E4
F.)7
?.(F
ACCEPTABLE
(F 6
#4.F@
).7E
7.?F
(.AA
ACCEPTABLE
(F 7
#4.6(
).46
7.E@
(.?)
ACCEPTABLE
(F F
#4.77
).(@
7.A)
4.))
ACCEPTABLE
(4 A (4 ?
(6 4 (6 6 (6 7 (6 F (6 E (6 @ (6 A (6 ? (7 ) (7 (
(7 7 (7 F
No#
Cente
R!*i&%
FS
Veifi"!tion
)
)
R )
#4.A@
).F4
7.A6
E4.7F
ACCEPTABLE
#4.E(
).6)
7.FF
E(.FE
ACCEPTABLE
(F A
#4.@6
).46
7.E@
(@.A6
ACCEPTABLE
(F ?
#4.EF
).)E
7.F?
(.A@
ACCEPTABLE
#4.@)
).(F
7.E6
F.?(
ACCEPTABLE
#4.E(
).F7
7.??
(.AF
ACCEPTABLE
(F E (F @
(E ) (E ( (E 4 (E 6 (E 7
#4.67
).6)
7.@)
(.A@
ACCEPTABLE
#74.46
AA.(@
?A.E4
@().@F
ACCEPTABLE
#76.F(
?E.E(
()E.?F
E)F.@7
ACCEPTABLE
(E F
#74.)4
AA.(@
?A.E4
E(@.@7
ACCEPTABLE
#4.F4
).46
7.E@
(.A7
ACCEPTABLE
#4.74
).64
7.@4
(.AF
ACCEPTABLE
#4.@)
).@(
F.)7
6E.(A
ACCEPTABLE
#4.F)
).7?
7.A(
4?.)F
ACCEPTABLE
(@ )
#4.E)
).7?
7.?(
?.A)
ACCEPTABLE
(@ (
#4.4?
).)6
7.F@
(.?A
ACCEPTABLE
#4.FF
).6A
7.AE
(.A@
ACCEPTABLE
#4.6A
).46
7.E@
(.AA
ACCEPTABLE
(@ 7
#4.7@
).(?
7.@E
(.?F
ACCEPTABLE
(@ F
#4.7A
).)@
7.7A
F.6?
ACCEPTABLE
(@ E
#4.@F
).76
7.@@
7(.6E
ACCEPTABLE
(@ @
#4.FA
).4A
7.F?
7).@6
ACCEPTABLE
(@ A
#4.EE
).46
7.E@
?.@6
ACCEPTABLE
(@ ?
#4.E(
).(4
7.E4
(.AE
ACCEPTABLE
(A )
#4.E7
).(A
7.E7
F.7F
ACCEPTABLE
(A (
#4.7E
).)6
7.7E
(.A7
ACCEPTABLE
(A 4
#4.FA
).77
7.AA
(.A7
ACCEPTABLE
(A 6
#4.7A
).F6
7.?6
(.A7
ACCEPTABLE
(E E (E @ (E A (E ?
(@ 4 (@ 6
No#
Cente
R!*i&%
FS
Veifi"!tion
)
)
R )
#4.@E
).?7
F.4@
6E.@F
ACCEPTABLE
#4.FE
).@(
F.)6
[email protected]
ACCEPTABLE
(A E
#4.EE
).@(
F.(6
?.?4
ACCEPTABLE
(A @
#4.6F
).46
7.@@
(.?@
ACCEPTABLE
#4.E(
).E)
F.)@
(.A@
ACCEPTABLE
#4.77
).77
7.AA
(.AA
ACCEPTABLE
#4.F6
).6?
7.?E
(.?F
ACCEPTABLE
#4.F7
).4A
7.E?
F.@?
ACCEPTABLE
#4.A(
).EF
7.??
74.7)
ACCEPTABLE
#4.E7
).7?
7.A)
7(.6E
ACCEPTABLE
#4.@4
).77
7.AA
?.AF
ACCEPTABLE
#4.F)
).)@
7.E7
(.?7
ACCEPTABLE
#4.E@
).64
7.A4
(.AE
ACCEPTABLE
#4.F)
).(A
7.E7
(.AE
ACCEPTABLE
(? A
#4.F?
).(7
7.@6
(.?6
ACCEPTABLE
(? ?
#4.@)
).6A
7.AF
(.A6
ACCEPTABLE
#4.E)
).7@
7.?)
F.AF
ACCEPTABLE
#4.AA
).A@
F.46
6A.E7
ACCEPTABLE
4) 4
#4.EA
).EF
F.))
[email protected]
ACCEPTABLE
4) 6
#4.@A
).E7
F.()
(4.?)
ACCEPTABLE
4) 7
#4.7@
).(@
7.@F
(.?E
ACCEPTABLE
4) F
#4.@6
).F7
F.)7
(.AE
ACCEPTABLE
4) E
#4.FE
).6A
7.AF
(.AE
ACCEPTABLE
4) @
#4.EF
).67
7.?7
(.?7
ACCEPTABLE
4) A
#4.EE
).44
7.EE
(4.F@
ACCEPTABLE
4) ?
#4.?6
).FA
7.?E
7E.6E
ACCEPTABLE
4( )
#4.@E
).76
7.@@
7(.7(
ACCEPTABLE
4((
#4.A7
).6A
7.AF
(@.F(
ACCEPTABLE
(A 7 (A F
(A A (A ? (? ) (? ( (? 4 (? 6 (? 7 (? F (? E (? @
4) ) 4) (
No#
Cente
R!*i&%
FS
Veifi"!tion
)
)
R )
#4.E4
).)4
7.E4
(.?6
ACCEPTABLE
#4.@?
).4@
7.@?
(.AF
ACCEPTABLE
4( 7
#4.E4
).(6
7.E(
(.A7
ACCEPTABLE
4( F
#4.@(
).)?
7.@(
(.?6
ACCEPTABLE
#4.A4
).66
7.A4
?.6F
ACCEPTABLE
#4.E7
).(A
7.E7
F.7F
ACCEPTABLE
#4.@E
).F?
F.)@
F.?6
ACCEPTABLE
#4.FA
).76
7.AA
(.AF
ACCEPTABLE
#7).@4
A(.4)
?(.@E
E(6.)A
ACCEPTABLE
#7(.FF
AE.F4
?E.??
FE4.A7
ACCEPTABLE
#7).FA
A(.4)
?(.@E
FEF.4A
ACCEPTABLE
#4.@)
).6A
7.AF
(.A6
ACCEPTABLE
#4.E6
).77
7.AA
F.AF
ACCEPTABLE
#4.A4
).@)
F.)?
4@.@6
ACCEPTABLE
44 E
#4.EA
).FF
7.?7
4(.@@
ACCEPTABLE
44 @
#4.@F
).FF
F.)(
?.?4
ACCEPTABLE
#4.F7
).47
7.@A
(.?(
ACCEPTABLE
#4.@4
).7A
7.?A
(.AF
ACCEPTABLE
46 )
#4.E(
).6A
7.AF
(.AF
ACCEPTABLE
46 (
#4.EE
).6F
7.?(
(.?)
ACCEPTABLE
46 4
#4.E@
).4@
7.@4
?.@E
ACCEPTABLE
46 6
#4.AF
).F4
7.?4
6(.A7
ACCEPTABLE
46 7
#4.@7
).7(
7.A)
4@.(E
ACCEPTABLE
46 F
#4.@?
).6A
7.AF
(6.6(
ACCEPTABLE
46 E
#4.EF
).(6
7.E?
(.?)
ACCEPTABLE
46 @
#4.F?
).)A
7.E6
(.?)
ACCEPTABLE
46 A
#4.@E
).6(
7.A(
F.?E
ACCEPTABLE
46 ?
#4.EF
).4(
7.E?
(.A7
ACCEPTABLE
4( 4 4( 6
4( E 4( @ 4( A 4( ? 44 ) 44 ( 44 4 44 6 44 7 44 F
44 A 44 ?
No#
Cente
R!*i&%
FS
Veifi"!tion
)
)
R )
#4.@(
).(A
7.@F
(.?)
ACCEPTABLE
#4.@A
).6F
7.A6
?.4A
ACCEPTABLE
47 4
#4.EE
).47
7.@(
(.A6
ACCEPTABLE
47 6
#4.@7
).F4
F.))
F.F7
ACCEPTABLE
#4.E4
).7(
7.A@
(.A7
ACCEPTABLE
#7(.?6
A@.(?
[email protected]
EFF.7E
ACCEPTABLE
#74.7?
?).A@
()(.4@
E(@.EA
ACCEPTABLE
#7(.A7
A@.(?
[email protected]
E4F.)(
ACCEPTABLE
#4.@)
).6A
7.AF
(.A6
ACCEPTABLE
#4.EE
).74
7.A@
F.AF
ACCEPTABLE
#4.@A
).F?
F.)(
4).(E
ACCEPTABLE
#4.E?
).F)
7.?(
(@.@@
ACCEPTABLE
#4.@7
).F)
7.?E
?.(@
ACCEPTABLE
#4.E)
).4?
7.A)
(.AA
ACCEPTABLE
4F 7
#4.@4
).7F
7.?6
(.A7
ACCEPTABLE
4F F
#4.E7
).6A
7.AF
(.A7
ACCEPTABLE
#4.EA
).6E
7.A?
(.AA
ACCEPTABLE
#4.EA
).6(
7.@@
F.A7
ACCEPTABLE
4F A
#4.A)
).7@
7.?)
4(.?(
ACCEPTABLE
4F ?
#4.@6
).7)
7.A(
46.F4
ACCEPTABLE
4E )
#4.@E
).6A
7.AF
?.(7
ACCEPTABLE
4E (
#4.EE
).4(
7.@7
(.AA
ACCEPTABLE
4E 4
#4.E4
).(A
7.@)
(.AA
ACCEPTABLE
4E 6
#4.@7
).66
7.A6
(.A7
ACCEPTABLE
4E 7
#4.EE
).4@
7.@7
(.A6
ACCEPTABLE
4E F
#4.@)
).4F
7.@A
(.A@
ACCEPTABLE
4E E
#4.@F
).6E
7.A7
F.AA
ACCEPTABLE
4E @
#4.E@
).4?
7.@F
(.A4
ACCEPTABLE
47 ) 47 (
47 7 47 F 47 E 47 @ 47 A 47 ? 4F ) 4F ( 4F 4 4F 6
4F E 4F @
No#
Cente
R!*i&%
FS
Veifi"!tion
)
)
R )
#4.E6
).66
7.@@
F.A4
ACCEPTABLE
#4.@F
).F)
7.?(
4(.A7
ACCEPTABLE
4@ )
#4.EE
).7)
7.A(
(@.EF
ACCEPTABLE
4@ (
#4.@(
).7)
7.AE
F.AE
ACCEPTABLE
#4.F@
).4)
7.@)
(.A@
ACCEPTABLE
#4.E?
).6E
7.A6
(.A6
ACCEPTABLE
#4.E(
).4?
7.@F
(.A7
ACCEPTABLE
#4.EF
).4@
7.@?
(.A@
ACCEPTABLE
#4.EF
).44
7.E@
?.)4
ACCEPTABLE
#4.@@
).6A
7.A)
4(.@@
ACCEPTABLE
#4.E?
).6(
7.@(
4(.F7
ACCEPTABLE
#4.@6
).4?
7.@F
?.A(
ACCEPTABLE
#4.E6
).(6
7.E7
(.AE
ACCEPTABLE
#4.F?
).)?
7.E)
(.A@
ACCEPTABLE
4A 4
#4.@(
).47
7.@6
(.A7
ACCEPTABLE
4A 6
#4.E6
).(A
7.EF
(.A6
ACCEPTABLE
#4.E@
).(E
7.EA
(.AE
ACCEPTABLE
#4.@4
).4@
7.@7
F.AF
ACCEPTABLE
4A E
#4.E7
).4)
7.EE
F.A(
ACCEPTABLE
4A @
#4.@)
).6A
7.AF
(.A6
ACCEPTABLE
4A A
#4.E4
).6(
7.@E
F.7@
ACCEPTABLE
4A ?
#74.)4
[email protected])
?A.4F
EF4.47
ACCEPTABLE
4? )
#74.7)
?).4F
()).EE
E6).(6
ACCEPTABLE
4? (
#7(.?E
[email protected])
?A.4F
E4).EA
ACCEPTABLE
4? 4
#4.E@
).4?
7.@F
(.A4
ACCEPTABLE
4? 6
#4.E7
).64
7.@E
F.A4
ACCEPTABLE
4? 7
#4.@4
).76
7.AF
(@.@E
ACCEPTABLE
4? F
#4.EE
).6@
7.@?
(6.@(
ACCEPTABLE
4E A 4E ?
4@ 4 4@ 6 4@ 7 4@ F 4@ E 4@ @ 4@ A 4@ ? 4A ) 4A (
4A 7 4A F
No#
Cente
R!*i&%
FS
Veifi"!tion
)
)
R )
#4.E?
).6@
7.A4
?.)?
ACCEPTABLE
#4.E)
).46
7.@4
(.AE
ACCEPTABLE
4? A
#4.EA
).67
7.A(
(.A6
ACCEPTABLE
4? ?
#4.E6
).4?
7.@F
(.A6
ACCEPTABLE
#4.EF
).4A
7.@A
(.AE
ACCEPTABLE
#4.EE
).47
7.E?
?.)6
ACCEPTABLE
#4.@7
).6F
7.@A
(?.AA
ACCEPTABLE
#4.E?
).6)
7.@6
(6.@)
ACCEPTABLE
#4.@(
).4?
7.@F
?.@?
ACCEPTABLE
#4.EF
).(A
7.EA
(.AF
ACCEPTABLE
#4.E4
).(E
7.EF
(.AF
ACCEPTABLE
#4.@)
).4E
7.@6
F.A7
ACCEPTABLE
#4.EF
).4(
7.EA
(.A6
ACCEPTABLE
#4.E@
).4)
7.@(
(.AE
ACCEPTABLE
6( )
#4.@(
).4A
7.@7
?.@?
ACCEPTABLE
6((
#4.EF
).46
7.E?
F.A4
ACCEPTABLE
6( 4
#4.E?
).6F
7.A(
F.AF
ACCEPTABLE
6( 6
#4.E6
).6)
7.@E
(.A6
ACCEPTABLE
#7(.F?
AF.F)
?F.?A
E7A.FF
ACCEPTABLE
#7(.A7
A@.()
[email protected]
E6(.)F
ACCEPTABLE
#7(.FF
AF.F)
?F.?A
E6E.?(
ACCEPTABLE
6( @
#4.E@
).4?
7.@F
(.A4
ACCEPTABLE
6( A
#4.EF
).6(
7.@E
?.)F
ACCEPTABLE
6( ?
#4.@)
).6A
7.A4
(4.EA
ACCEPTABLE
64 )
#4.EE
).67
7.@A
?.)E
ACCEPTABLE
#4.E?
).67
7.A)
F.AF
ACCEPTABLE
#4.E4
).4F
7.@6
(.AF
ACCEPTABLE
#4.EA
).64
7.@?
(.A6
ACCEPTABLE
4? E 4? @
6) ) 6) ( 6) 4 6) 6 6) 7 6) F 6) E 6) @ 6) A 6) ?
6( 7 6( F 6( E
64 ( 64 4 64 6
No#
Cente
R!*i&%
FS
Veifi"!tion
)
)
R )
#4.E7
).4?
7.@F
F.A6
ACCEPTABLE
#4.EE
).4A
7.@@
(.AF
ACCEPTABLE
64 E
#4.EE
).4E
7.@(
?.@F
ACCEPTABLE
64 @
#4.@4
).66
7.@@
(4.E@
ACCEPTABLE
#4.EA
).6)
7.@6
(6.E?
ACCEPTABLE
#4.@)
).4?
7.@F
F.A7
ACCEPTABLE
#4.EF
).44
7.@)
(.A7
ACCEPTABLE
#4.E7
).4)
7.EA
(.A7
ACCEPTABLE
#4.E?
).4@
7.@7
(.A6
ACCEPTABLE
#4.EF
).47
7.@)
F.A4
ACCEPTABLE
#4.E@
).46
7.@4
(.A7
ACCEPTABLE
#4.E?
).4A
7.@7
F.A7
ACCEPTABLE
#4.EE
).4F
7.@(
F.7@
ACCEPTABLE
#4.EA
).66
7.@?
F.A7
ACCEPTABLE
66 A
#4.EF
).6)
7.@F
?.)7
ACCEPTABLE
66 ?
#7(.E6
AF.@@
?E.4F
E74.F6
ACCEPTABLE
#7(.A)
AE.A6
[email protected])
E4?.)6
ACCEPTABLE
#7(.E(
AF.@@
?E.4F
E6).7@
ACCEPTABLE
67 4
#4.E@
).4?
7.@F
(.A4
ACCEPTABLE
67 6
#4.EE
).6)
7.@E
F.A6
ACCEPTABLE
67 7
#4.E?
).6F
7.A)
F.A7
ACCEPTABLE
67 F
#4.E@
).64
7.@@
?.)E
ACCEPTABLE
67 E
#4.EA
).64
7.@A
F.A7
ACCEPTABLE
67 @
#4.E7
).4E
7.@7
(.A7
ACCEPTABLE
67 A
#4.E@
).6(
7.@@
F.A7
ACCEPTABLE
67 ?
#4.EF
).4?
7.@F
F.A6
ACCEPTABLE
6F )
#4.EE
).4A
7.@E
(.A7
ACCEPTABLE
6F (
#4.E@
).4@
7.@6
F.A6
ACCEPTABLE
64 7 64 F
64 A 64 ? 66 ) 66 ( 66 4 66 6 66 7 66 F 66 E 66 @
67 ) 67 (
No#
Cente
R!*i&%
FS
Veifi"!tion
)
)
R )
#4.@)
).64
7.@E
(6.@4
ACCEPTABLE
#4.EA
).6)
7.@7
(6.E?
ACCEPTABLE
6F 7
#4.E?
).4?
7.@F
F.A7
ACCEPTABLE
6F F
#4.EE
).47
7.@4
(.A7
ACCEPTABLE
#4.EF
).46
7.@(
(.A7
ACCEPTABLE
#4.EA
).4A
7.@7
F.A6
ACCEPTABLE
#4.EE
).4E
7.@4
F.A6
ACCEPTABLE
#4.E@
).4F
7.@6
(.A7
ACCEPTABLE
#4.E?
).4A
7.@F
F.7A
ACCEPTABLE
#4.EE
).4E
7.@4
F.A6
ACCEPTABLE
#4.EA
).64
7.@A
F.A7
ACCEPTABLE
#4.EF
).6)
7.@F
?.)7
ACCEPTABLE
#7(.EE
AF.?7
?E.74
E76.@@
ACCEPTABLE
#7(.@@
AE.EE
?@.(4
E6F.E?
ACCEPTABLE
6E E
#7(.E7
AF.?7
?E.74
E4A.@@
ACCEPTABLE
6E @
#4.E@
).4?
7.@F
(.A4
ACCEPTABLE
#4.EE
).6)
7.@F
?.)F
ACCEPTABLE
#4.E?
).66
7.@A
?.)@
ACCEPTABLE
6@ )
#4.E@
).6(
7.@E
?.)E
ACCEPTABLE
6@ (
#4.EA
).6(
7.@@
F.A7
ACCEPTABLE
6@ 4
#4.EF
).4@
7.@7
(.A6
ACCEPTABLE
6@ 6
#4.E@
).6)
7.@@
(.A6
ACCEPTABLE
6@ 7
#4.EE
).4?
7.@F
(.A6
ACCEPTABLE
6@ F
#4.E@
).4?
7.@E
(.A6
ACCEPTABLE
6@ E
#4.E@
).4A
7.@6
?.@E
ACCEPTABLE
6@ @
#4.E?
).6(
7.@E
?.)@
ACCEPTABLE
6@ A
#4.E@
).4?
7.@7
F.A6
ACCEPTABLE
6@ ?
#4.EA
).4?
7.@F
F.A7
ACCEPTABLE
6F 4 6F 6
6F E 6F @ 6F A 6F ? 6E ) 6E ( 6E 4 6E 6 6E 7 6E F
6E A 6E ?
No#
Cente
R!*i&%
FS
Veifi"!tion
)
)
R )
#4.EE
).4E
7.@6
(.A6
ACCEPTABLE
#4.EF
).4F
7.@4
(.A6
ACCEPTABLE
6A 4
#4.EA
).4A
7.@F
F.7A
ACCEPTABLE
6A 6
#4.EE
).4@
7.@6
(.A4
ACCEPTABLE
#4.E@
).4E
7.@7
(.A7
ACCEPTABLE
#4.EA
).4?
7.@F
F.A7
ACCEPTABLE
#4.EE
).4@
7.@6
(.A4
ACCEPTABLE
#4.EA
).6(
7.@@
F.A7
ACCEPTABLE
#4.EE
).4?
7.@F
(.A6
ACCEPTABLE
#7(.EA
AE.)E
?E.F7
E64.F4
ACCEPTABLE
#7(.@F
AE.F7
?@.)(
E6(.(F
ACCEPTABLE
#7(.E@
AE.)E
?E.F7
E4?.A?
ACCEPTABLE
#4.E@
).4?
7.@F
(.A4
ACCEPTABLE
6A ) 6A (
6A 7 6A F 6A E 6A @ 6A A 6A ? 6? ) 6? ( 6? 4
DESIGN OF CANTILEVER 1ALL
C!ntile3e .!ll !n!l+%i% In$&t *!t! Poe"t
!ask 9uthor 8ate =nit weight of water is considered
2 2 2 2
roposed 8esign of Cantilever "all 'SC-1+G C1#74)( /Slope Stability0 6L((L4)(E ?,A( k+Lm6
Setting%
=S9 # Safety factor M!tei!l% !n* %t!n*!*% Concrete structures 2 9C$ 6(A#(( 1!ll !n!l+%i%
9ctive earth pressure calculation 2 assive earth pressure calculation 2 1arthquake analysis 2 Shape of earth wedge 2 'ase key 2 -erification methodology 2
Coulomb azindrani /&ankin0 ononobe#
S!fet+ f!"to% Pe)!nent *e%ign %it&!tion So
(.F) UVW
Safety factor for sliding resistance 2
Ss
(.F) UVW
Safety factor for bearing capacity 2
Sb
4.)) UVW
Safety factor for overturning 2
M!tei!l of %t&"t&e
=nit weight γ 46.F) k+Lm6 9nalysis of concrete structures carried out according to the standard 9C$ 6(A#((. Concrete 2 Concrete 9C$ Compressive strength !ensile#bending strength
fcH 4).EA a fr 4.A6 a
*ongitudinal steel 2 9E(ELE) !ensile strength
fy 7(6.E? a
Te!in $ofile
!errain behind the structure is flat. Re%i%t!n"e on font f!"e of t'e %t&"t&e
&esistance on front face of the structure is not considered. Setting% of t'e %t!ge of "on%t&"tion
8esign situation 2 permanent !he wall is free to move. 9ctive earth pressure is therefore assumed.
N!)e 4 An!l+%i%
!he slip surface after optimization. Silty San
Sany Silt
!all material
Slo$e %t!0ilit+ !n!l+%i% In$&t *!t! Poe"t Setting%
=S9 # Safety factor St!0ilit+ !n!l+%i% -erification methodology 2 Safety factors /9S80 S!fet+ f!"to% Pe)!nent *e%ign %it&!tion
Safety factor 2
Ss
(.F) UVW
Soil $!!)ete% effe"ti3e %te%% %t!te No#
N!)e
P!tten
ef
"ef /P!
/N)7
(
Silty Sand
66.))
).))
(F.E@
4
Sandy Silt
67.))
).))
(A.A(
Soil $!!)ete% &$lift No#
N!)e
P!tten
%!t
/N)7
(
Silty Sand
(F.E@
4
Sandy Silt
(A.A(
n
%
/N)7
Soil $!!)ete% Silt+ S!n* =nit weight 2 Stress#state 2 9ngle of internal friction 2 Cohesion of soil 2 Saturated unit weight 2
γ (F.E@ k+Lm6 effective ϕef 66.)) X cef ).)) ka γ sat (F.E@ k+Lm6
S!n*+ Silt =nit weight 2 Stress#state 2 9ngle of internal friction 2 Cohesion of soil 2 Saturated unit weight 2
γ (A.A( k+Lm6 effective ϕef 67.)) X cef ).)) ka γ sat (A.A( k+Lm6
Rigi* 0o*ie% No#
(
N!)e
S!)$le
/N)7
"all material
46.F)
Setting% of t'e %t!ge of "on%t&"tion
8esign situation 2 permanent An!l+%i% 9 Ci"&l! %li$ %&f!"e Sli$ %&f!"e $!!)ete%
Center 2 &adius 2
%
#4.7E UmW
z
E.7F UmW
&
9ngles 2
((.F? UmW !he slip surface after optimization.
Slo$e %t!0ilit+ 3eifi"!tion ,Bi%'o$Sum of active forces 2 a (AA.?6 k+Lm Sum of passive forces 2 p 6().?? k+Lm
Sliding moment 2 a 4(A?.E? k+mLm &esisting moment 2 p 6E)7.6A k+mLm actor of safety (.EF P (.F)
α(
F.(F UXW
α4
FE.(A UXW
Slo$e %t!0ilit+ ACCEPTABLE O$ti)i!tion of "i"&l! %li$ %&f!"e ,Bi%'o$ )
)
R!*i&% R )
( 4 6 7 F E @ A ? () (( (4 (6 (7 (F (E (@ (A (? 4) 4( 44 46 47 4F 4E 4@ 4A 4? 6) 6( 64 66 67 6F 6E 6@ 6A 6? 7) 7(
#4.7A E.F? #(7.@F ).)A E.F? (.?6 4.?( #7.7? #6.6) F.6E #@.7? #).(@ F.6E (.7) 4.?( #6.6) #(.)( #4.F( 7.F7 #7.@E #).4? 7.F7 (.)6 4.?( #4.7? #).A6 #(.?7 7.F7 #(6.E7 7.)) #6.4@ #).7) 7.)) ).EE #7.)@ 4.?( #(.?7 ).F6 ).(F ).7? #).@E
E.E( E(.74 FA.F4 @.AA ).F6 (.FF (.6) 7.@6 (?.74 E.() 4A.67 E.@@ ).F6 4.(7 ).FA 7.@@ ).7E (6.EE 6.(E (@.F@ F.?A ).F6 4.FE ).FF 7.@@ (.EF ().4E ).(A 6E.EA 4.)7 (4.47 F.7? ).F6 4.?? A.@A ).F7 7.@@ ).(@ ).A7 ).(? 4.FF
((.@F E(.F@ E6.?) (6.7) 7.6E ?.(4 (.7F ?.66 47.)@ @.7A 66.(7 ((.?E 7.6E A.FE (.?E ?.6? F.A( (A.6( F.6E 44.47 ().?7 7.6E A.4F 4.@F ?.6? E.E7 (7.?) 7.66 74.@F 7.@? (E.AE ().6( 7.6E A.46 (6.7@ 6.4A ?.6? F.E4 E.)E F.EF @.6E
(.EF F6@)(?A.EE @@.@) 4.@@ @6EE4@@.A6 7.(F (?F)E.)( ??.F( (F).4@ E7)@FEE.F) ()A.@A 4.7A (FF6@@7A.E6 6.77 AA7?A@.)) ((A.E4 (.A( (7(.7( A76@AE).(7 (7E.@( 4.6@ @6EE4@@.A6 6.)F # (EF.6) (.A) (4).(? (@F76@)7.4@ (().E7 # (E4.7E 4.66 # 4.@4 (4(.)@ # (EF.?? 4.@) 4.6E 4.@( 7.7?
74 76 77 7F 7E
#(.F@ 7.)) 6.7? #F.E4 6.6)
A.47 ).6@ ).7E (E.77 (.?6
(4.A@ 7.67 7.7? 4(.66 F.)F
((F.74 # # (67.@4 4)(A).)?
No#
Cente
FS
Veifi"!tion ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE
Solution not found ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE Solution not found ACCEPTABLE ACCEPTABLE Solution not found ACCEPTABLE ACCEPTABLE
Solution not found ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE Solution not found Solution not found ACCEPTABLE ACCEPTABLE
No#
7@ 7A 7? F) F( F4 F6 F7 FF FE F@ FA F? E) E( E4 E6 E7 EF EE E@ EA E? @) @( @4 @6 @7 @F @E @@ @A @? A) A( A4 A6 A7 AF AE A@ AA A? ?) ?( ?4 ?6 ?7
Cente
R!*i&%
) #4.6?
) ?.67
R ) (6.?7
#).F( 6.7E ).64 #4.?( 4.E? #(.FA #).)7 #).)@ ).66 #).@F #(.64 6.7E ).64 #E.@6 #).(? #7.4@ (.F) #(.AA ).?F #(.)@ ).7( #7.4) #).6@ #6.)) #).F? (.7) #(.(A (.)( #).@4 #(.?@ ).@4 #4.AA ).E7 ).6@ #7.A@ ).() #6.E7 (.(E #4.)F ).@? #(.7E ).76 #6.E4 #).)6 #4.A7 #(.)@ (.(4
F.4) ).@6 6.6? @.4A ).@? 7.@@ (.7@ (.?7 (.(@ 6.4( @.)) ).EA 7.EE (F.E7 F.@E ().?? 4.)? E.7@ 6.4? 7.?E 4.A) A.E? 7.4? E.EF 4.E@ ).A? 6.FE (.E7 4.@A 7.?) 4.4) A.6@ 6.?F 7.(A ((.E6 7.@@ ?.6? 4.7A E.7? 6.4? F.7( 4.?E @.?A 6.AA E.EF 6.E? (.F@
?.?7 7.FE A.6@ ((.?( 6.?) ?.6? E.@4 E.AE E.4A @.?6 ((.E4 7.FF A.@F 4(.6) ?.@? (E.4@ E.FE ((.F@ @.F6 ().)? E.?6 (6.?A A.6( ((.A) @.A( F.74 A.E? F.?@ @.?@ ().)) E.74 (6.F( A.() A.6( (@.)4 A.AE (7.E( E.AE ((.F? @.F6 ().F( @.(4 (6.4( @.?F ((.A) A.@? E.))
FS
(E).(A 4.47 # 4.F? (E6.E4 # (6?.(6 4.4E 4.4? 4.F( 4A.4? ((F.A) # (@E.7@ EF.4) ([email protected]? 6E.A7 4(6.6@ (.A( (A?.E7 4.)E (A7.E( F(.A6 ()@.A6 4E.?E 4.)( 47).74 (.?( 4().A? 4.)7 (.E@ ([email protected]? A.E( (A(.A) (AA.6( 77.@E (?4.7A [email protected]) 4)A.64 (.@E (?E.A@ (.AE (?F.F6 [email protected]) (A@.(6 (A.E? (.AA 44F.@7
Veifi"!tion ACCEPTABLE ACCEPTABLE
Solution not found ACCEPTABLE ACCEPTABLE Solution not found ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE Solution not found ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE
No#
?F ?E ?@ ?A ?? () ) () ( () 4 () 6 () 7 () F () E () @ () A () ? (() ((( ((4 ((6 ((7 ((F ((E ((@ ((A ((? (4 ) (4 ( (4 4 (4 6 (4 7 (4 F (4 E (4 @
Cente
R!*i&%
) #(.F4
) 7.74
R ) ?.F4
).A6 #(.(4 #4.(( ).E6
4.(E 6.@6 F.74 4.FF
#4.@E
FS
Veifi"!tion ACCEPTABLE
E.7F A.AF ().F6 E.@A
(.@F 4)@.F6 (.AE (.EE 4)7.A?
@.@A
(4.?4
E.EA
ACCEPTABLE
).F?
6.@4
@.?)
(?4.4E
ACCEPTABLE
).7(
6.A@
A.)7
4)6.7?
ACCEPTABLE
#6.?6
?.E7
(7.?(
6(.77
ACCEPTABLE
).4F
7.44
A.6F
(?@.)4
ACCEPTABLE
#6.47
A.7(
(6.E)
(A.A@
ACCEPTABLE
).?6
4.@7
@.)@
4((.F6
ACCEPTABLE
#4.(A
E.F4
((.E6
(.@6
ACCEPTABLE
).EA
6.4?
@.F6
4)7.E(
ACCEPTABLE
#(.@E
F.@E
().AE
(.@?
ACCEPTABLE
).77 #6.47 ).(E #4.@6 #(.7E ).?4 #(.A) ).@( #(.7@ #4.46
6.)@ @.F4 6.EE E.EF 7.F( 4.)A F.)@ 4.F4 7.F( F.A)
@.4E (4.@4 @.@A ((.A) ?.E( E.77 ().(@ E.@? ?.E( ().?4
4)F.A4 44.?6 4)).@7 ((.)E (.@A 4(A.E7 (.@4 4((.(F (.@A (.E@
ACCEPTABLE ACCEPTABLE
).FA
4.@?
@.)4
4)A.?F
ACCEPTABLE
#4.E@
@.6?
(4.F6
E.E4
ACCEPTABLE
).FF
6.FA
@.@A
4)(.AF
ACCEPTABLE
).76
6.E@
@.AE
4)@.)4
ACCEPTABLE
#6.7)
A.F(
(6.@7
(A.@6
ACCEPTABLE
).66
6.AA
A.)F
4)A.)@
ACCEPTABLE
).@A
4.?4
@.44
4(6.@)
ACCEPTABLE
#4.4A
E.FF
((.E@
(.@)
ACCEPTABLE
ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE
ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE
No#
(4 A (4 ? (6 ) (6 ( (6 4 (6 6 (6 7 (6 F (6 E (6 @ (6 A (6 ? (7 ) (7 ( (7 4 (7 6 (7 7 (7 F (7 E (7 @ (7 A (7 ? (F ) (F ( (F 4 (F 6
Cente
R!*i&%
FS
Veifi"!tion
)
)
R )
).E(
6.4?
@.F6
4().FE
ACCEPTABLE
#(.?A
E.)6
((.(6
(.@E
ACCEPTABLE
).7F
6.(7
@.67
4)@.)?
ACCEPTABLE
#6.))
@.44
(4.7(
(F.A4
ACCEPTABLE
).4@
6.F4
@.EA
4)A.)(
ACCEPTABLE
#4.EE
E.EF
((.A)
A.@A
ACCEPTABLE
).@A
4.7F
E.@@
4(?.A4
ACCEPTABLE
#4.)(
F.FF
().EF
(.@)
ACCEPTABLE
).E6
4.@@
@.)6
4((.6?
ACCEPTABLE
#(.@E
F.(4
().44
(.@F
ACCEPTABLE
#4.64
E.)@
((.(?
(.E@
ACCEPTABLE
).F7
4.?F
@.(?
4(6.4?
ACCEPTABLE
#4.E4
@.(7
(4.4A
6.?6
ACCEPTABLE
).F4
6.7A
@.E?
4)A.6?
ACCEPTABLE
).77
6.F7
@.@F
4(4.?)
ACCEPTABLE
).6A
6.E@
@.AE
4)?.EF
ACCEPTABLE
).E@
6.)7
@.64
4(F.6?
ACCEPTABLE
).FE
6.4?
@.F6
4(4.?E
ACCEPTABLE
).7E
6.(?
@.7)
4)A.44
ACCEPTABLE
).67
6.77
@.E4
4)?.?)
ACCEPTABLE
#(.??
F.E)
().@(
(.@4
ACCEPTABLE
).EA
4.@4
@.)(
4(F.E)
ACCEPTABLE
).F@
4.?7
@.(?
4(7.77
ACCEPTABLE
#(.?A
F.FA
().E?
(.@(
ACCEPTABLE
).F(
6.)E
@.6)
4(6.7(
ACCEPTABLE
).F)
6.7(
@.E6
4().44
ACCEPTABLE
No#
(F 7 (F F (F E (F @ (F A (F ? (E ) (E ( (E 4 (E 6 (E 7 (E F (E E (E @ (E A (E ? (@ ) (@ ( (@ 4 (@ 6 (@ 7 (@ F (@ E (@ @ (@ A (@ ?
Cente
R!*i&%
FS
Veifi"!tion
)
)
R )
).7F
6.7E
@.E@
4(4.77
ACCEPTABLE
).7(
6.F7
@.@F
4(6.?(
ACCEPTABLE
#4.@4
@.(7
(4.6)
E.F)
ACCEPTABLE
).E)
6.(4
@.6?
4(@.F)
ACCEPTABLE
).F6
6.4?
@.F6
4(F.?7
ACCEPTABLE
).7E
6.44
@.77
4(7.74
ACCEPTABLE
#4.@6
E.?)
(4.)E
A.A)
ACCEPTABLE
).6A
6.6?
@.F?
4(6.)E
ACCEPTABLE
).E(
4.?)
@.(@
4(@.@E
ACCEPTABLE
).F7
6.)F
@.6)
4(7.F4
ACCEPTABLE
).F)
6.(7
@.6@
4(6.6A
ACCEPTABLE
).7?
6.6@
@.E)
4(6.F(
ACCEPTABLE
).7F
6.7)
@.E4
4(7.)E
ACCEPTABLE
).76
6.7F
@.E@
4(6.?E
ACCEPTABLE
).FE
6.(A
@.76
4(7.F4
ACCEPTABLE
).F(
6.4?
@.F6
4(F.7)
ACCEPTABLE
).7E
6.47
@.7@
4(E.?E
ACCEPTABLE
).7(
6.6F
@.F@
4(E.64
ACCEPTABLE
).FE
6.)6
@.4?
4(F.4)
ACCEPTABLE
).F(
6.(6
@.6A
4(E.((
ACCEPTABLE
#4.7F
E.7@
((.E(
(.E@
ACCEPTABLE
).7?
6.(?
@.74
4(6.E6
ACCEPTABLE
).7A
6.67
@.F@
4(7.E@
ACCEPTABLE
).7E
6.6E
@.F?
4(7.4?
ACCEPTABLE
).77
6.7)
@.E4
4(6.@E
ACCEPTABLE
).F6
6.4(
@.7E
4(F.FE
ACCEPTABLE
No#
(A ) (A ( (A 4 (A 6 (A 7 (A F (A E (A @ (A A (A ? (? ) (? ( (? 4 (? 6 (? 7 (? F (? E (? @ (? A (? ? 4) ) 4) ( 4) 4 4) 6 4) 7 4) F
Cente
R!*i&%
FS
Veifi"!tion
)
)
R )
).7?
6.4?
@.F6
4(7.A4
ACCEPTABLE
).7E
6.4E
@.7?
4(@.(7
ACCEPTABLE
).76
6.66
@.FF
4(7.F7
ACCEPTABLE
).F6
6.((
@.6@
4(A.A4
ACCEPTABLE
).F)
6.(A
@.76
4(A.47
ACCEPTABLE
#4.7@
E.F6
((.E@
(.EF
ACCEPTABLE
).7E
6.6(
@.F7
4(@.E(
ACCEPTABLE
).77
6.67
@.F@
4(A.@F
ACCEPTABLE
).F4
6.(E
@.7(
4(A.E4
ACCEPTABLE
#4.7F
E.F7
((.EA
(.EE
ACCEPTABLE
).7?
6.46
@.7@
4(A.)E
ACCEPTABLE
).7E
6.4)
@.77
4(E.?7
ACCEPTABLE
).76
6.4A
@.F)
4(7.)A
ACCEPTABLE
).F6
6.)E
@.64
4(A.7)
ACCEPTABLE
).F)
6.(6
@.6A
4(@.A4
ACCEPTABLE
#4.7E
E.7F
((.F?
(.EF
ACCEPTABLE
).7E
6.4E
@.7?
4(@.(7
ACCEPTABLE
).77
6.4?
@.F4
4(E.?4
ACCEPTABLE
).F4
6.((
@.6E
4(A.(@
ACCEPTABLE
#4.77
E.7E
((.E)
(.E@
ACCEPTABLE
).7?
6.(A
@.74
4(F.E6
ACCEPTABLE
).7E
6.(F
@.6?
4(E.7A
ACCEPTABLE
).76
6.44
@.7F
4(F.?@
ACCEPTABLE
).F6
6.)(
@.4@
4(@.?@
ACCEPTABLE
).7?
6.)A
@.66
4(@.)6
ACCEPTABLE
).7A
6.(4
@.6E
4(A.46
ACCEPTABLE
No#
4) E 4) @ 4) A 4) ? 4( ) 4(( 4( 4 4( 6 4( 7 4( F 4( E 4( @ 4( A 4( ? 44 ) 44 ( 44 4 44 6 44 7 44 F 44 E 44 @ 44 A 44 ? 46 ) 46 (
Cente
R!*i&%
FS
Veifi"!tion
)
)
R )
#4.F(
E.FA
((.@4
(.EE
ACCEPTABLE
).7@
6.44
@.7E
4(@.7F
ACCEPTABLE
).7E
6.46
@.7@
4(A.F?
ACCEPTABLE
).7F
6.4F
@.7?
44).(7
ACCEPTABLE
).F)
6.(6
@.6A
4(@.A4
ACCEPTABLE
#4.7F
E.7@
((.E(
(.E@
ACCEPTABLE
).7A
6.(A
@.74
4(@.74
ACCEPTABLE
).7E
6.(E
@.7)
4(@.?F
ACCEPTABLE
).77
6.4(
@.77
4(E.4)
ACCEPTABLE
).F)
6.)@
@.64
4(@.6)
ACCEPTABLE
).7A
6.((
@.6E
4(A.6(
ACCEPTABLE
).7@
6.(7
@.6A
4(E.@6
ACCEPTABLE
).7@
6.4(
@.7F
4(@.6E
ACCEPTABLE
).7E
6.4(
@.7F
4(@.)6
ACCEPTABLE
).7F
6.46
@.7@
4(A.E6
ACCEPTABLE
).7?
6.(F
@.7)
4(@.EA
ACCEPTABLE
).7@
6.(A
@.74
4(A.7E
ACCEPTABLE
).7E
6.(@
@.7(
4(E.EE
ACCEPTABLE
).7F
6.4)
@.77
4(A.7@
ACCEPTABLE
).7?
6.()
@.6F
4(@.(@
ACCEPTABLE
#4.77
E.6A
((.F4
(.EE
ACCEPTABLE
).7A
6.(7
@.6A
4(@.)F
ACCEPTABLE
#4.7@
E.76
((.F@
(.EE
ACCEPTABLE
).7@
6.(F
@.6?
4(E.A4
ACCEPTABLE
).7@
6.4)
@.77
4(@.4@
ACCEPTABLE
#4.7E
E.7F
((.F?
(.EF
ACCEPTABLE
RIPRAP SLOPE PROTECTION4
S!9+89&8 9+8 S1C$$C9!$<+S <& &$&9 S*<1 &
9 layer of stone designed to protect and stabilize areas subject to erosion. urpose !o protect the soil surface from erosive forces andLor improve the stability of soil slopes that are subject to seepage or have poor soil structure.
8esign Criteria Gradation V &iprap should be a well#graded mi%ture with F)T by weight larger than the specified design size. !he diameter of the largest stone size in such a mi%ture should be (.F times the dF) size with smaller sizes grading down to ( inch. !he designer should select the size or sizes that equal or e%ceed that minimum size based on riprap gradations commercially available in the area. !hickness V !he minimum layer thickness should be (.F times the ma%imum stone diameter, but in no case less than E inches. >uality V Stone for riprap should be hard, durable field or quarry materials. !hey should be angular and not subject to breaking down when e%posed to water or weathering. !he specific gravity should be at least 4.F.
Size V !he sizes of stones used for riprap protection are determined by purpose and specific site conditions2 (. Slope Stabilization V &iprap stone for slope stabilization not subject to flowing water or wave action should be sized for the proposed grade. !he gradient of the slope to be stabilized should be less than the natural angle of repose of the stone selected. 9ngles of repose of riprap stones may be estimated from igure F'.4E. &iprap used for surface stabilization of slopes does not add significant resistance to sliding or slope failure and should not be considered a retaining wall. Slopes approaching (.F2( may require special stability analysis. !he inherent stability of the soil must be satisfactory before riprap is used for surface stabilization. 4.
CHAPTER V FINDINGS8 CONCLUSIONS AND RECOMMENDATION FINDINGS
'ased on the data gathered from the study, and the results of the analysis conducted the following findings were drawn2 9# F!"to% Affe"ting t'e St!0ilit+ of t'e Slo$e
(.(Geometry of the slope
'ased on the preliminary survey conducted the geometry of the slope under study is elevated at a height of 6.7@ meters and has an inclination of 4?.47 degrees from the horizontal.
(.4 Soil profile and Shear strength parameters
!he soil under study has two strata which has the following properties2 /(0
silty sand ith c =0
with
c =0 8
γ
18.81
=
γ =15.67 KN m
3
8
KN m
3
! ∅ =33
∅=34
with a height of (.F meters and /40 sandy silt
with a height of (.?@ meters.
2# F!"to of %!fet+ of t'e %lo$e
4.( anual Computation
'ased on manual computation the slope under study has a factor of safety of (.4 which is not acceptable.
4.4 Computer#generated computation2 GeoStructural analysis software
=sing the application of geo#slope the calculated factor of safety is also equals to (.4 which is not acceptable.
7# Mo%t %&it!0le *e%ign of %lo$e %t!0ili!tion
!he researcher presented two applicable design for slope stabilization2 the construction of cantilever wall and the gabion.
CONCLUSIONS
=pon the thorough analysis, the researchers came up with the following conclusions2 (. !he following characteristics of the slope affect its slope stability2 (.(. "ith a soil classification of silty sand and sandy silt the general subgrade rating is the slope isn;t stable enough to hold forces during typhoon or other natural disasters. (.4. *ower values of soil parameters limits the soil;s shear strength, resulting to a lesser factor of safety in the analysis compared to soils with high values of parameters. 4. Since factor of safety values resulted to (.4 which is less than (.F, the slopes were considered unstable. !here is also a similarity between manual computation and computer# based computation. 6. !he researchers recommend a cantilever type of wall for the slope. !his is to avoid stability failure during e%treme climate conditions.
RECOMMENDATION
'ased on the findings and conclusions that the researchers obtained in the analysis of the slope stability, the researchers recommend the following2 (. !he slope under study is prone to toppling on the roadway and must be subjected to slope protection activity. $n addition, the researchers encourage the construction of the cantilever#type retaining wall, considering the results of analysis and design aspects discussed in this study. 4. or future researchers, the researchers recommend other methods to use when considering the same study. 6. !his study was limited by the data obtained in the geotechnical investigation which involve borehole drilling, to obtain a detailed description of the soil profile.
8
Curriculum /itae
Personal Data
*ame
: 9alanog, Hohn Il Jarold 6.
'ddress
: 7rgy. 0ulod Kemery, 7atangas
9ontact *umber
: "8"-#-$
5ate of 7irth
: Hanuary %#, 88
: 7rgy. 0ulod Kemery, 7atangas
9ivil &tatus
: &ingle
Istanislao 6. 9alanog
Mother:
Ilnora 6. 9alanog
Imail 'ddress :
elharold-calanogyahoo.com
Educational Attainment
Tertiary
: 7atangas &tate )niversity 0ov.
&econdary
: 0ov. @eliciano Keviste Memorial *ational Jigh &chool 1gualdad &t. Kemery, 7atangas March %"%
: 0ulod Ilementary &chool 7rgy. 0ulod Kemery, 7atangas March %""/
Seminars and rainin"s
*ational 9ivil Ingineering &ummit %"$
Character 0eferences
Mr. Dilson T. +Cales
0ov. Jigh
@eliciano &chool,
Keviste
1gualdad
&t.
Memorial Kemery,
7atangas
Ingr. Irwin 6afael 5. 9abral
1nstructor- 7atangas &tate )niversity, 'langilan 9ampus, 'langilan, 7atangas 9ity, 7atangas
Curriculum /itae
Personal Data
*ame
: 9ueto, 'ivi '.
'ddress
: 7alintawa, Kipa 9ity
9ontact *umber
: "8%#$%#
5ate of 7irth
: May %#, 88$
: Kipa 9ity
9ivil &tatus
: &ingle
Nictor 0. 9ueto
Mother:
'ilene '. 9ueto
Imail 'ddress :
cuetoaivi%#gmail.com
Educational Attainment
Tertiary
: 7atangas &tate )niversity 0ov.
&econdary
: 9anossa 'cademy &an 9arlos, Kipa 9ity March %"%
: Teodoro M. Oalaw Memorial &chool Kipa 9ity March %""/
Seminars and rainin"s
*ational 9ivil Ingineering &ummit %"$
Character 0eferences
Mr. Hoselito
7arangay 9aptain, 7arangay 7alintawa, Kipa 9ity
Ingr. Irwin 6afael 5. 9abral
1nstructor- 7atangas &tate )niversity, 'langilan 9ampus, 'langilan, 7atangas 9ity, 7atangas
Curriculum /itae
Personal Data
*ame
: Inila, 9hristine Hoy 0.
'ddress
: 7rgy. 0ulod 1taas, 7atangas 9ity
9ontact *umber
: "8%#%%/%
5ate of 7irth
: Hune , 88
: 7atangas 9ity
9ivil &tatus
: &ingle
Iduardo &. Inila
Mother:
Marife 0. Inila
Imail 'ddress :
christineCoyenilayahoo.com.ph
Educational Attainment
Tertiary
: 7atangas &tate )niversity 0ov.
&econdary
: 7atangas *ational Jigh &chool 6izal 've., 7atangas 9ity March %"%
: 0ulod Ilementary &chool 7rgy. 0ulod 1taas, 7atangas 9ity March %""/
Seminars and rainin"s
*ational 9ivil Ingineering &ummit %"$
Character 0eferences
Mrs. 9irila de +campo
7arangay
9hairwoman
4
7rgy.
0ulod
1taas,
7atangas 9ity
Ingr. Irwin 6afael 5. 9abral
'dviser- 7atangas &tate )niversity, 'langilan 9ampus, 'langilan, 7atangas 9ity, 7atangas
Curriculum /itae
Personal Data
*ame
: 0arcia, 0lady 9.
'ddress
: 7rgy. &ta. 9ruz, 6osario, 7atangas
9ontact *umber
: "8%/88##
5ate of 7irth
: 'pril ", 88
: 7rgy. &ta. 9ruz, 6osario, 7atangas
9ivil &tatus
: &ingle
1renio T. 0arcia
Mother:
Marites 9. 0arcia
Imail 'ddress :
gladnessP""yahoo.com.ph
Educational Attainment
Tertiary
: 7atangas &tate )niversity 0ov.
&econdary
: 6osario *ational Jigh &chool &an 6oue, 6osario, 7atangas March %"%
: 7inacas Ilementary &chool 7inacas, Kubang 1sland, +ccidental Mindoro March %""/
Seminars and rainin"s
*ational 9ivil Ingineering &ummit %"$
Character 0eferences
Ingr. 6osalinda M. 9omia
'ssociate 5ean- 7atangas &tate )niversity, 6osario 9ampus, 6osario, 7atangas
Ingr. Mario 0. 7uas
'dviser- 7atangas &tate )niversity, 'langilan 9ampus, 'langilan, 7atangas 9ity, 7atangas
Curriculum /itae
Personal Data
*ame
: Manalo, 0ilbert 5.
'ddress
: &olo, Mabini, 7atangas
9ontact *umber
: "8#$###%#
5ate of 7irth
: Hune, 8, 88
: 7atangas 9ity
9ivil &tatus
: &ingle
0regorio *. Manalo
Mother:
6oberta 5. Manalo
Imail 'ddress :
gabitP"ymail.com
Educational Attainment
Tertiary
: 7atangas &tate )niversity 0ov.
&econdary
: &aint @rancis 'cademy
: &olo Ilementary &chool &olo, Mabini, 7atangas March %""/
