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THE COMPARATIVE ANALYSIS OF THE STRENGTH OF CONCRETE MADE FROM VARIOUS AGGREGATE

(Civil Engineering)

THE COMPARATIVE ANALYSIS OF THE STRENGTH OF CONCRETE MADE FROM VARIOUS AGGREGATE

ABSTRACT

The work has gone a long way in determining strength of concrete made of various aggregates such as granites stone, black gravel, washed gravel and surface gravel.

Some factors such as porosity of the  aggregate temperature coursing lose of water plate form for mixing of concrete mix affect the workability and eventually the strength of concrete.

This project work consist of using hydraulic machine to carryout the compressive test of the strength of concrete made of the earlier mentioned aggregated.

From the result obtain, it is quite clear that their strength are not the same,

The result also reflect the strength of aggregate since their strength  can be directly determined.

The finishing from these works show the strength of these aggregates and also reflect the standard of work that these aggregate can be used for concreting.

TABLE OF CONTENT

CHAPTER ONE                                                           

1.1              Introduction                                                               

1.2              Project objective                                            

1.3              Particle sized distribution                              

CHAPTER TWO                      

2.1              Concreting                                                     

2.2              Testing of cubes                                                         

CHAPTER THREE                                                      

3.1     Discussion of result                                           

3.2     Result                                                                                        

3.3     Conclusion and recommendation                                             

Bibliography                                                                    

 

CHAPTER ONE

RETAINING WALLS

Retaining walls are structures used in providing stability for earth or materials where conditions do not give room for the material to assume its natural slope and are mostly used to hold back soil banks, coal or over, piles and water.

Retaining walls are distinguished from aone another based on the method of achieving stability.

There are six type of retaining walls and are:

i.                    The gravity wall

ii.                  The cantilever wall

iii.                The counterfort retaining wall

iv.                Buttressed retaining wall

v.                  The crib walls

vi.                Semi-gravity wall

Bridge abutments are often retaining walls with using wall extension to retain the approach fill and provide protection against erosion. They differ in two major respect from the usual retaining walls.

i.                    They carry and reactions from the bridge span.

ii.                  They are restrained at the top so that on active earth pressure is unlikely to develop.

Foundation walls of building mduding residential construction and retaining walls, whose function is to contain the earth of the basement.

Retaining walls are required to be of adequate proportion to resist over turning and sliding as wall as being structurally  a proportion to resist over turning and sliding as wall as being structurally adequate.

Terms used in retaining wall design are shown below (f.g 1-2).The toe is both the front base perfection and forward edge, similarly for the heel the backward perfection.

 

 

 

 

 

 

 

Fig(1-1)

The different types representation diagrams of retaining walls are shown in fig (1-2) below.

 

 

           
   
     
 
 
 
 

 

 

 

 

 

 

 

 

a) Gravity walls of stone masony, brick, or plain concrete

 

               
 
 
   
     
 
     

Bridge abutement

 
 

 

 

 

 

 

 

 

 

 

 

 

The retaining wall as a whole must satisfy two basic conditions. They are

i.                    The base pressure as the toe of the wall must not exceed the allowable bearing capacity of the soil.

ii.                   The factor of safety against sliding between the are and the underlying soil must be adequate a value of at least usually  being specified. (Rit Craig 2nd edition soil mechanical published by van nostrand rain hold co.ltd)

 Retaining wall design goes on with the choosing of tentative dimensions, which are then analyzed for stability and structural requirements. Since this s a trail process overall solution to the  problem may be obtained, all of which are satisfactory.

 

CANTILEVER RETAINING WALL

The cantilever wall is a reinforced concrete wall that utilizes cantilever action to retain step. The mass behind the wall from assuming natural slope. Stability of this wall mainly depends on the mass of the soil on the heel behind the wall.

Dimensions for a retaining wall should be adequate for structural stability and to satisfy local building code requirement.

The date shown below may be used where no other data is available but may result in a overly conservative design. The 200mm from a liberal  interpretation. of act (1966) and preferably not less than 600mm so that the proper placement concrete off or is broke off a sufficient amount will remain to satisfy structural and aesthetic require (Bowles I . E)

The base slab dimension should be such that the resultant of the vertical loads fall within the middle one third otherwise. The toe pressure will be too much such that only a part (Bowles J-E and (Hansen and Peck) of the footing will be effective.

 A better is increasing in order to save materials. A front better is more acceptable so that the forward wall movement to develop active pressure is not noticeable.

A slight increase in wall stability is usually  obtain when the battler is on the Bach face (Ref Bowles J.E) see fig 1-3 below for illustration.

 

       
 
   
 
 

 

 

 

 

 

 

 

RANKING THEORY

Ranking theory deals with pressure within a soil mass under the following condition (ie assumptions)

i.                    The wall is vertical

ii.                  The retaining wall face is smooth

iii.                The wall yield above the base and satisfies the condition of plastic equilibrium

iv.                It is isotropic

Ranking theory applies when the soil  mass is in so called rankling sate.

When a soil mass is allowed to explain (active earth pressure) or contract (passive earth pressure rapture surface will form within the mass. if not interrupted by the back of the retaining wall or other strictures, the mature surface will be aeries of straight lines making an angle  1 with the horizontal.

Active earth pressure i = 45 + Ø/2

Passive earth pressure i = 45 – Ø /2

When the state above exists, the soil is said to be in the Rankin state and the Rankin theory is applicable.

Where pa and pp = unit active and passive earth pressure respectively, at a depth   Z

q= vertical pressure or load due to the weight of the soil above  Z

C = cohesion strength of the soil

Ka and kp – coefficient of active and passive earth pressure respectively

Ka = 1-sin Ø,  kp =1+ sine Ø :.

           1x sinØ              1 sinØ            

According to ranking theory, earth pressure increase linearly with the depth of the same manner as the lateral pressure exerted by a fluid. For the reason engineers often refer earth pressure as equivalent fluid pressure.

For a cohesion less soil

Pa =1/2 ka rH2 and Pp = ½ rH2

When the back of the wall is inclined

            Ka = cos B      CosB-√CosB – Cos Ø2

                             CosB_√CosB - Cos Ø2

 

 

 

 

B

Ka = 1/kp

 

 

 

 

 

(Ref Civil Engineering and Engineering machines series by (ref Civil Engineering and Engineering machines series b Newmark & W.J. Hall)

 

FORCES ON A CANTILEVER RETAINING WALL

Due to the difficulty in getting or calculating the wall frication, Rankin active pressure is normally used (ie O=o) mainly for walls less than 6 to 7 matters in heights

It is more economical  to use the coulombs equation for walls over 7m in height. It should  also be clear that it is  not the height it used for computation if max. Shear and bending moment that is used for sliding computation to get the driving force. It is left for the design to decide whether to use passive pressure from the soil in front of the toe and whether the soil covering the top portion will be available for existing over  turning moment and sliding. Sometimes this is not considered. Just for conservative purpose

The triangular pressure diagram on the stem,wil yield a shear diagram that is a  third degree curve.

The use of the different equations for shear and moment seems to be easier.

This  enables the roped computation of the cut off points for there in forcing steel since it is uneconomical to use a constant amount of reinforcement for the entire wall height.

From the diagram shown below. The with of the base slab is deduced from the gross. Soil pressure diagram before computing the shear and moments diagrams. The   eccentricity of computed by equation (iii) and (iv) shown below.

Differential equations can also be used to compute the shear and moments of the base slab if the safe of the cane is desired and even when numerical values are required.

 

 

            Fig 1-4 shows these illustrations diagrammatically

 

 

 

 

 

 

 

 

 

 

 

 

Forces on cantilever wall (a) entire unit; free bodied for (ii) stem,(ii) toe, (iv) heel. Note that

M1+M2+M3 = Y0

 

 

 

 

 

 

 

 

 

 

Fig (1-5)

Cantilever retaining wall (a) stem shear and moment (b) to and heel shear and moments.

 

CONTERFORT RETAINING WALL

Counterfort retaining wall, are similar to  the cantilever retaining wall only that this type has counterforts built behind to hold the wall (stem) and base together and is used where the cantilever is long or for very high pressure behind the wall this counterforts behinds the wall are subjected to tensile forces.

The dimension indicated in the diagram below, only act as a guide, some walls which are about 100mm to 150mm thick have been built in area like united Kingdom. Any thickness which satisfies stability of the wall can be used.

Relative costs of forms, concrete, enforcement and labour will determine to use of counterfort but it is doubtful if a counterfor wall  will  provide any relative construction economy values it is over 7m is height.

The spacing in the counterforts is based on the trail and error in other to   huiumise cost. The most economical method is placing them 1/3 to ½ H (height) apart. by conventional beam theory bending moments in the face slab cantilevered part of the wall  as at the interior if the length of over hang is made 0.411 and a spacing between counterforts of L.

 

200 – 300m

The counterfort will may be constructed with out a toe if additional front clearance is needed and sliding and overturning stability requirements are met.

 

 

 

 

 

Design dimension for a counterfort wall

 

FORCES ON A COUNTERFORT WALLS

Counterfort walls are described as indeterminate problem. this can be solved by the use of plate theory of the expense of large amount of labour. Simplified methods are commonly used in the solving of this problem which makes it to be over-designed the weight of the counterfort is not considered in the design.

A simplified and conservative solution to a counterfort wall problem is in the diagram shown below (gig 1-7). The face slab of the wall is considered as continuous slab constituting series of equivalent unit –width beam since the pressure distribution is triangular, the equivalent beam should be analyzed for strips at the junction of the wall and base and at two or three intermediate location between the top of the wall and base so that  adjunctions in reinforcing steel can be made as the pressure decrease moment distribution can be used to find the bending moment, although due to approximations being made continuous beam coefficients maybe used for lower strip wh2/12 or wl2/14may be used because of the lower edge being fastened to the base while for the upper strips, wl2/9 or wl2/10 can be used for a conservative solution or method. The same coefficients for both positive and negative moments maybe employed as the designer consider appropriate the toe of the base is considered as a  cantilever beam and heel as a continuous beam, similar to the treatment of the  shrinkage steel should be satisfied in the directions not steel should be  satisfied in the directions not analysed in this manner the counterfort member may be considered as a wedge shaped T-beam, which include the applicable portion of the wall tem as the flange, bat these beams are so massive that the concrete stresses will be so low that an analysis is usually not required. Tensile steel will be required at junction of the base (heel) and the counterfort to resist the moment, fending to tip the wall over and the quantity can be conservatively computed treating the conuterfort along as a beam. Tensile steel will also be required running horizontal from the counerfort into the stem to tie the wall and counterfort together. in some case, the bound stress requirements of this reinforcement control the slope of the counerfiort member.

            Huntington (1957) presented a method in the diagram below. the also recommended a value for one in  the middle half of the wall, at the base of  0.2qH to be used as long as he ratio of  counterfort spacing to the wall height L/H > 0.5 BOWLES J.E 1982.

 

 

       
 

(same solution for  the cantilever RW

   
 
 

Unit strip

                                   
       
 
   
 

 

 

 

 

 

 

           
 
   
     
 
 
 

 

 

 

 

 

 

qL2/10 for top strips for stem with an average ‘q’ on unit strip

qL2/10 for top strips near the bottom of stem because of fixity of stem to base.

qL2/10 for  all strips in the heel use an average net q for heel pressure. consider both rH and the upward actins soil press.

Fig 1-7, reduction of the complex analysis of a counterrfort  RW to a system of simple beans for rapid design.

 

       
 
   
 
 

 

 

 

 

 

Computation of bending moment in horizontal direction for the counterfort stem (Huntington 1957)

 

 

 

 

 

 

 

 

 

 

qs = Ws + Wcb

            b

qb = Pa sin B

            b                                                       

q1b = Pb1 sin B

            b

q=W1_ qs +qb+q1b

qnet =qs+q2b+qb+W11-4

NOTE: The increase in heel pressure due to moment is

W 1=2.4m: W1 = W1  = 2/3W1b

            6

MT == toe moments value at front face of wall.

Note that W1 is parabolic but may be approximated as a uniform pressure W11

            W11 =w1/b

Assure pressure q1b, qb and q are constant and uniformly distributed across b

If B-O the is only q and will W1 to consider since W11 qb and q1bare small he design will usually be sufficiently accurately to neglect these pressure

THE GRAVITY RETAINING WALL

This type of wall depends on its weight in other to achieve stability, just as the name implies. it also depends used in the constriction

No reinforcement is provided except in concrete walls where a nominal amount of steel is placed near the exposed faces to prevent surface cracking due to temperature changes (shrinkage)

           

 

       
   
 
 
 

 

 

 

 

 

Typical dimension for gravity walls maybe taken as shown below. Generally, gravity walls have trepezodial shape but it can also be constructed with broken backs. The base and other dimensions are designed and constant in such a way that the resultant falls within the middle on third of the base. The top width of the stem should be on the order of 0,30m. if the heel perfection is only 100 to 150mm, the coulomb equation may be used for evaluating the lateral earth pressure, with the surface of sliding taken along the  back face of the wall. The Rankin solution may face of used on a section taken through the heel. Due to the massive proportions and resulting low concrete stress, low strength concrete can generally be used for the wall construction.

            A critical section for analysis of tensile flexure stress will occur, through the junction of the toe portion at the front face of the wall.

 

       
 
   
 
 

 

 

 

 

 

 

 

i.                    Tentative dimensions for a gravity retaining wall

ii.                  Broken –back retaining wall

 

 

 

FORCES ON GRAVITY RETAINING WALL

            The active earth pressure is computed by using either the rackine or coulomb methods if the coulombs method is used it is assured that  there is incipient sliding on the back face of the wall, and the  earth pressure acts at the angle of wall frication to a normal with the wall. The rackine solution applies to Pa acting at the angle B on a vertical plane through the heel.the vector can then be added to the weight vector of the edge of  magnitude of the resultant Pa and the wall. The vertical resultant R acting on the base is equal to the sum of the forces acting downward, and will have an eccentricity  e with respect to  the geometrical center of the base

Taking moments about the toe

x = sum of overturning moment

R

If the width of the base is B1, the eccentricity of the base can then be computed as

e = B -x

    Z

 

 

 

 

 

 

 

 

a.         coulomb analysis       Ph =Pa cos B

b.         Rankin analysis         Pv =Pa sinB

SEMI GRAVITY WALLS

Semi gravity walls are intermediate between a true gravity and a cantilever wall. It is somewhat more slender than a gravity wall and requires reinforcement consisting of vertical bars along  the liner face and dowels continuing into footing. H likewise is provided with temperature steel war the exposed face to prevent shrinkage or expansion and contraction of wall due to temperature changes

 

 
 
 

 

 

 

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Project Details

Department Civil Engineering
Project ID CVE0014
Price N3000 ($14)
CHAPTERS 4 Chapters
No of Pages 68 Pages
Methodology Scientific Method
Reference YES
Format Microsoft Word