Essay: COMPARISON OF RCC RETAINING WALL AND GEO-TEXTILE REINFORCED EARTH RETAINING WALL w.r.t COST, TIME & QUALITY

1 ABSTRACT
Soil retention system has been revolutionized by the development of internally stabilized walls. This project represents design of stabilized walls as suggested by different codes / researchers. Typical design of reinforced concrete cantilever retaining walls and Geo-grid retaining walls has been provided for the purpose of cost, quality, time-consumption and appearance comparison.
2 BASIC CONCEPT
4.OBJECTIVE
To design Reinforced Cantilever Wall and Geo-synthetic Retaining Wall by using IS-456:2000 PLAIN REINFORCED CONCRETE CODE OF PRACTICE andBS 8006 : 1995 respectively, to compare both these walls with respect to cost, time and quality.
5.INTRODUCTION
5.1.REINFORCED CONCRETE RETAINING WALL
5.1.1 GENERAL INTRODUCTION
Retaining walls are usually built to hold back soil mass. However, retaining walls can also be constructed for aesthetic landscaping purposes. Retaining walls are structures that are constructed to retail soil or any such materials which are unable to stand vertically by themselves. They are also provided to maintain the grounds at two different levels.
5.1.2 CLASSIFICATION OF RETAINING WALLS
Following are the different types of retaining walls, which is based on the shape and the mode of resisting the pressure.
1. Gravity wall-Masonry or Plain concrete
2. Cantilever retaining wall-RCC (Inverted T and L)
3. Counterfort retaining wall-RCC
4. Buttress wall-RCC
5.1.3 CANTILEVER RETAINING WALL
This is a most common type of retaining wall and used for 3 to 8 m height. It consists of three cantilever slabs known as Stem, Heel, and Toe. The wall may be an inverted ‘T’ or ‘L’ shaped where toe projection is missing. The stem acts as a vertical cantilever and stability is provided by the weight of earth on base slab and self-weight of wall. Sometimes a Key is provided in base slab for stability against sliding. (Fig 1(a))
5.1.4 USES
‘ Retaining walls are often used near the toe of a cut or fill slope (of mountain or hill), so that a flatter slope can be constructed to prevent or minimize slope erosion or failure
‘ Retaining walls are used to restrain soil where there is two differing elevations or areas where landscaping has to be severely shaped such as land near expressways or farming on a hillside.
‘ A retaining wall is engineered to be strong enough to resist and hold back the lateral pressure of the soil when there is a change in the elevation of the ground that is in excess of the repose angle of the soil.
‘ It is used to counteract the soil pressure being placed upon it by the ground behind it.
5.1.5 ADVANTAGES OF CANTILEVER RETAINING WALL
a. Conventional wall system with well-established design procedures and performance characteristics
b. Concrete is very durable in many environments.
c. Concrete can be formed, textured, and colored to meet aesthetic requirements.
d. Counter- fort walls undergo less lateral displacement than cantilever walls
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5.1.7 QUANTITY OF RCC RETAINING WALL
Item No. Description No. Total Length TL Breadth
B Depth of Height D Quantity Total Quantity
1 RCC Work (M20)
Toe + Heel 1 1 2.7 0.35 0.945
Stem 1 1 (0.35+0.2/2)=0.275 4.65 1.278
Key 1 1 0.35 0.55 0.1925
2.4155 m3
2 Steel bars including bending in reinforcement
‘ STEM:
Right Side:
16mm-260c/c (full Height)
No.= Length- cover/Spacing +1
=1-0.08/0.26+1
=4.53=5 nos. 5 L=Height-top cover-bottom cover+2hooks+ width
5.55+0.9-0.04-0.05-0.05+2(9*0.016)
=6.598 32.99m
16mm-130c/c (2.7m Ht. curtail)
No.= Length- cover/Spacing +1
=1-0.08/0.13+1
=8.07=9 nos.
9
5.578-2.7 =2.88
25.9m
58.89@ 1.58 kg =93.04
Kg
Distribution bar:
10mm-220c/c
No .= Length- cover/Spacing +1
=2.7-0.05-0.05/0.22+1
=12.8=13 nos. 13 L=Height-top cover-bottom cover+2hooks+ width
=1-0.05+2(9*0.01)
=1.13 14.69m
At curtailment:
10mm-180c/c
No .= Length- cover/Spacing +1
=1.95-0.05-0.05/0.18+1
=11.27=12 nos. 12 L=Height-top cover-bottom cover+2hooks+ width
=1-0.05+18*0.01
=1.13 13.56m
At Base:
Top of Heel:
10mm-180c/c
No .= Length- cover/Spacing +1
=2.7-0.08/0.18+1
=15.55=16 nos. 16 L=Height-top cover-bottom cover+2hooks+ width
=1-0.05+18*0.01 =1.08
17.28m
At bottom of Heel:
Main bars
10mm-360c/c
No .= Length- cover/Spacing +1
=1-0.05/0.36+1
=3.63=4 nos. 4 L=Height-top cover-bottom cover+2hooks+ width
=1.45-0.04
=1.41 5.64m
Distribution bars:
10mm-360c/c
No .= Length- cover/Spacing +1
=1.45-0.05/0.36+1
=4.88=5 nos. 5 L=Height-top cover-bottom cover+2hooks+ width
=1-0.05+18*0.01
=1.13 5.65m
KEY:
Distribution bars:
10mm-360c/c
No .= Length- cover/Spacing +1
=0.55-0.05/0.36+1
=2.38=3 nos. 3 L=Height-top cover-bottom cover+2hooks+ width
=1-0.05+18*0.01
=1.13 3.39m
STEM:
‘ Left Side:
Main bars:
10mm-360c/c
No .= Length- cover/Spacing +1
=1-0.05/0.36+1
=3.63=4 nos. 4 L=Height-top cover-bottom cover+2hooks+ width
=5.55-0.08+18*0.01
=5.65 22.6m
At 2.7m from top:
10mm-440c/c
No .= Length- cover/Spacing +1
=2.7-0.04/0.44+1
=7.04=8 nos. 8 L=Height-top cover-bottom cover+2hooks+ width
=1-0.05+18*0.01
=1.13 9.04m
From Curtailment:
10mm-360c/c
No .= Length- cover/Spacing +1
=2.85-0.04/0.36+1
=8.8=9 nos. 9 L=Height-top cover-bottom cover+2hooks+ width
=1-0.05+18*0.01
=1.13 10.17m
At the base of toe:
Distribution bars:
10mm-180c/c
No .= Length- cover/Spacing +1
=0.9-0.04/0.18+1
=5.77=6 nos. 6 L=Height-top cover-bottom cover+2hooks+ width
=1-0.05+18*0.01
=1.13 6.78m
108.8@ 0.62 kg/m
=67.16
kg
At the top of heel and toe:
Main bars:
12mm-130c/c
No .= Length- cover/Spacing +1
=1-0.05/0.13+1
=8.3=9 nos. 9 L=Height-top cover-bottom cover+2hooks+ width
=2.7-0.8
=2.62 23.58m
23.58m@ 0.88kg
=20.96
Kg
Total 181.16
Kg
5.1.8 ABSTRACT SHEET
Item No. Description Quantity Rate
Rs. P. Per Amount
Rs. P.
1 RCC work 2.4155 6273 00 m3 15152 43
2 Reinforcement 181.16 98.26 00 Kg 17800 76
Total 32953 21
Add 1.5% work establishment charges 494 29
Add 5% contingencies 1647 66
Grand Total 35095 16
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5.2 GEOSYNTHETIC RETAINING WALL
5.2.1 GENERAL INTRODUCTION
A flexible retaining wall constructed of geosynthetics, often a geotextile or geogrid. A geosynthetic wall is constructed by placing successive layers of fill material, each on a geosynthetic layer with the geosynthetic folded over and covering the face of the wall. The weight of the next layer of fill material then holds the folded geosynthetic from the previous layer in place. (Fig 1c)
Geotextile sheets are used to wrap compacted soil in layers producing a stable composite structure. Geotextile-reinforced soil walls somewhat resemble the popular sandbag walls which have been used for some decades. However, geotextile- reinforced walls can be constructed to significant height because of the geotextile’s higher strength and a simple mechanized construction procedure.
5.2.2 USES
‘ Geo-textile application to walls is relatively new, long term effects such as creep, aging, and durability are not known based on actual experience. Therefore, a short life, serious consequences of failure, or high repair or replacement costs could offset a lower first cost.
‘ Applications of geotextile-reinforced walls range from construction of temporary road embankments to permanent structures remedying slide problems and widening, highways effectively. Such walls can be constructed as noise barriers or even as abutments for secondary bridges.
‘ Because of their flexibility, these walls can be constructed in areas where poor foundation material exists or areas susceptible to earthquake activity.
5.2.3 ADVATAGES OF GEOTEXTILE-REINFORCED WALLS
Some advantages of geotextile-reinforced wallsover conventional concrete walls are the following:
a. They are economical.
b. Construction usually is easy and rapid. Itdoes not require skilled labor or specialized equipment. Many of the components are prefabricatedallowing relatively quick construction.
c. Regardless of the height or length of the wall support of the structure is not required duringconstruction as for conventional retaining walls.
d. They are relatively flexible and can toleratelarge lateral deformations and large differentialvertical settlements. The flexibility of geotextilereinforcedwalls allows the use of a lower factor ofsafety for bearing capacity design than for conventionalmore rigid structures.
e. They are potentially better suited for earthquakeloading because of the flexibility an inherentenergy absorption capacity of the coherentearth mass.
5.2.4. TYPES OF GEOGRID
1. Woven Geogrids
‘ Microgrid
‘ Stratagrid
‘ One way geogrid
‘ Biaxial geogrid
‘ Multilayer geogrid
‘ Welded strip geogrid
2. Non WovenGeogrids
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5.2.5 RE GEOGRID PROPERTIES:
Dimension Geo-grid grade
80 RE 55 RE
Grid mass (kg/m2) 0.6 0.42
Mean grid size 22 x 235 22 x 235
Mean aperture 16 x 219 16 x 219
Roll length(m) 50 50
Roll width (m) 1 or 1.3 1 or 1.3
Weight of roll(kg) 31 or 41 22 or 28
Colour coding Orange Yellow
Long term creep rupture strength (kN/m) 34.8 26.3
Long term strain limited strength (kN/m) 22.4 15.4
5.2.6 DESIGN OF GEOGRID RETAINING WALL
DESIGN EXAMPLE USING THE TIE-BACK WEDGE METHOD
Design a suitable layout for the 4m high vertical soil wall shown in fig. using Tensar 80RE and 55RE reinforcement, creep limited strength for the two grid types for a design life of 120 years at a temperature of 10??C is 38.5kN/m. The thickness of a single compacted layer of wall-fill can be taken as 200mm. The allowable range of ground bearing pressure under the wall is 0 to 100kN/m2 for 80RE and 28.5kN/m for 55RE. The co-efficient of interaction(??) between grids and fill is 0.85.
Data given according to the problem:
Consider the initial dimension value from Table-3
Reinforcement length at base of the wall (L) = 0.7xH
= 2.8m
Unit weight of reinforced fill (??w) =19 kN/m3
Unit weight of unreinforced fill(??b) =17 kN/m3
Height of the reinforced soil block(H) =4m
Angle of internal friction for the wall-fill(??w) =35??
Angle of internal friction for back-fill(??b) =30??
Cohesion of the wall-fill(C’w) =0
Cohesion of the back-fill(C’b) =0
Co-efficient between grid and fill (??) =0.85 (Table-4)
Creep limit strength for 55RE grid(Tcr) =28.5kN/m
Creep limit strength for 80RE grid(Tcr) =38.5kN/m
Allowable range of bearing pressure under =0 to 200kN/m2
Wall
Consider the value from BS 8005: 1995, Table-16
Partial factor against base sliding(fs) =1.3
Partial material factor to be applied to =1
tan??p (fms)
Partial material factor to be applied to =1
C'(fms)
Partial material factor to be applied to =1
Cu(fms)
Consider the value from BS 8005:1995 Table-17
Partial load factor for external load(fq) =1.5
Partial load factor for wall-fill(ffs) =1.5
Consider the value from BS 8005:1995 Table-18
Partial load factor for load due to creep =1.2
and shrinkage(ff)
Consider the value from BS 8005:1995 Table-3
Partial factor(ramification of failure) (fn) =1.1
Coefficient of active earth pressure for wall-fill
Kaw= (1-sin??)/(1+sin??) = (1-sin35)/(1+sin35) = 0.27
Coefficient of active earth pressure for back-fill
Kab= (1-sin??)/(1+sin??)= (1-sin30)/(1+sin30) = 0.33
EXTERNAL STABILITY
SLIDING
For a long term stability where there is soil-to-reinforcement contact at the base of the structure is given below (as per BS 8006 : 1995 page 47)
fsRh ‘ Rv’??tan’??p + ‘?? c’ L (1)
fms fms
LHS of equation (1)
=fsRh
Where, Rh = horizontal factored disturbing force as per Fig21
= ffsKab??bH2/2
=1.5×0.33x17x42/2
=67.32kN/m
Therefore fsRh = 1.3×67.32
=87.51kN/m
RHS of equation (1)
Rv ‘??tan’??w+ ‘?? c’ L
fms fms
Where Rv = vertical factored resultant force as per Fig 22
=ffs??wHL
=1.5x19x4x2.8
=319.2kN/m
Therefore
Rv’??tan’??w+ ‘?? c’ L
fms fms
=319.2×0.85xtan35 +0.85x0x2.8
1 1.6
=189.9kN/m
Therefore as per equation (1)
87.51<189.9i.e LHS < RHS This satisfy the sliding condition of the external stability. Hence the structure is safe with the required condition. OVERTURNING In reinforced earth structure restoring moment about the toe is greater than the overturning moment about the toe. Overturning moment about the toe as per Fig 22 =Kabffs??bH3/6 =0.33x1.5x17x43/6 =89.76kN Restoring moment about the toe as per Fig 22 =ffs??wHL2/2 =1.5x19x4x2.82/2 =446.88kN Therefore Restoring moment is greater than the overturning moment. Therefore it satisfy the condition of overturning. Hence the structure is safe with the required condition. TILTING / BEARING:- The bearing pressure as per Meyerhof distribution is as given below. (as per BS 8006 : 1995 page 47) qr= Rv/L-2e Rv = ffs??wH =1.5x19x4 =114kN/m2 Eccentricity (e) = KabH3ffs??b 6Lffs??wH =0.33x42x1.5x17x4 6x2.8x1.5x19x4 =0.280m Bearing pressure per unit length =Rv/L-2e =114/(2.8-2x0.280) =50.89kN.m3 Therefore bearing pressure per meter =50.89kN.m3 The bearing pressure is less than the allowable ground bearing pressure. (i.e Max. 200kN/m2). This satisfy the bearing condition. Hence the structure is safe with the required condition. INTERNAL STABILITY The design tensile strength of polymeric reinforcement is (as per BS 8006: 1995 page 35) TD = Tcr/ fm Where Tcr is the creep strength and fmis the material factor and it's value is 1.0 For 80RE TD = 38.5/1.0 = 38.5kN/m For 55RE TD = 28.5/1.0 = 28.5kN/m The tensile loads in the grids (as per BS 8006:1995 page 51&52) Tj =Kaw ??vjSvj Or Tj =Tpj In this case strip loading is not occur therefore the value of Tsj And Tfj is not considered Tj= Kaw(ffs??whj)Svj 1-Kab(ffs??bhj)(hj/L)2 3 ffs??whj Therefore Svj= Tj/ Kaw??vj Svj= Design of Strength Kaw(ffs??whj)Svj 1-Kab(ffs??bhj)(hj/L)2 3 ffs??whj Thus , at each depth hjthere will be a value of Svj for each grid as shown Table 1. Table-1 hj(m) Svjfor 80RE (m) Svjfor 55RE (m) 0.5 10.03 7.43 1.0 5.06 3.75 1.5 3.43 2.54 2.0 2.63 1.95 2.5 2.19 1.62 3.0 1.88 1.39 3.5 1.69 1.25 4.0 1.56 1.15 A layout of reinforcement can be determined from this data. LOCAL STABILITY CHECK The higher resistance grid i.e. 80Reis placed at the bottom of the structure as from the Table 1 the spacing is 1.0 considered and in the remaining height 55RE grid is consider from same spacing. The layout of reinforcement with the vertical spacing is 1.0 is show in Fig 31. The resistance of jth reinforcing element should be check against rupture and adherence failure. Tj =Tpj Tj = Kawffs??whjSvj 1- Kabffs??bhj(hj/L)2 3ffs??whj 1) Rupture: In local stability (as per BS 8006 : 1995 page 52) The value of TD / fn and Tj is shown in Table 2. Table-2 hj(m) Svj Tj TD/ fn 1 1.0 7.79 25.9 2 1.0 16.21 25.9 3 1.0 26.02 35.0 4 1.0 38.52 35.0 In Table 2 the value of Tj is greater than TD / fn at the depth greater than 3m, the rupture condition is does not satisfy. Therefore we decrease the vertical spacing between the grid, then consider Svj = 0.9. The layout of reinforcement with the vertical spacing is 0.9 is shown in Fig 3. Table -3 hj(m) Svj Tj TD/ fn 1 0.9 7.01 25.9 2 0.9 14.59 25.9 3 0.9 23.42 25.9 4 0.9 34.67 35.0 The Table 3 satisfies the rupture condition for local stability. Hence the structure is safe. WEDGE STABILITY CHECK Now check '[TDj/ fn] 'T (3) or '[PjLej { ?? ffs??hj+ '??C'}] ' T (4) fpfn fms The above two equation (as per BS 8006 : 1995 page 54) for each wedges at depth 1m,2m,3m, and 4m as shown in Fig 3 Where, Pj = Total horizontal width for the top and bottom faces reinforcing element. (top + bottom 1+1 = 2) Lej = Length of reinforcement in the resistant zone outside potential failure wedge. [L- (H-h')tan(45?? - '??w/2)] Fp = Partial factor for reinforcement pull-out resistance, 1.3 (from BS 8006 : 1995 Table 16) ?? = (??tan'??w)/fms = 0.85 x tan35??/1 =0.595 =0.60 In this case (i.e. wall) with level top containing fill, the inclination of potential failure plane is ?? = tan(45?? - '??w/2) (BS 8006 : 1995 page 54) The value of the force to be resisted with active surcharge T = hj tan?? ffs??whj (5) 2 tan ('??w + ??) Equation (4) and equation (5) check for each grid and for each wedge, without surcharge as shown in Table 5 Table-5 hj(m) T (kN/m) Effective number of grids Total Reinforcement Resistance Without surcharge 55 RE 80 RE Without surcharge 1 3.86 1 - 26.49 2 15.44 3 - 75.27 3 34.75 6 - 146.33 4 61.78 7 2 239.66 Grid coincide with or below the bottom of the wedge are disregarded in this evaluation. The value of equation (4) given by considering the anchorage of the grid is greater than the design strength of the grid, then eq. (4) value is limited to the design strength. In this case total reinforcement resistance > T and therefore the wedge check is satisfied.
For 80RE TD / fn = 38.5/1.1 = 35.0kN/m
For55RE TD / fn = 28.5/1.1 = 25.9kN/m
Equation (3) and eq. (5) is check for each grid and for each wedge as shown in Table 6
Table-6
hj(m) T (kN/m) Effective number of grids Total Reinforcement
55 RE 80 RE
1 3.86 1 – 25.9
2 15.44 3 – 77.7
3 34.75 6 – 155.4
4 61.78 7 2 251.3
In above table total reinforcement is greater than T and therefore wedge check is satisfied. Hence the structure satisfy all required condition. Now, it is safe.
5.2.7 DESIGN OF CONCRETE BLOCK FOR RE WALL.
These blocks are solid and of the precast concrete. They have a simple connection system having firm grip among themselves. These blocks are available in market. Also arrangement is to be made to have connection with geo-grid. These blocks are not specially design for individual retaining wall case but are readymade available in market having different practical sizes.
The sizes range as below:
Length = 0.6m to 0.18m
Height = 0.5m to 0.9m
Thickness = 0.15m to 0.45m
In our case:
Length = 1m
Height = 0.8m
Thickness = 0.25m
Nos. of block = Wall height / Block height
= 4/0.8
= 5
Volume of one block = 1m x 0.8m x 0.25m
= 0.2m3
Total volume = 5 x 1m x 0.8m x 0.25m
= 1m3
Considering these blocks/panels as a slab, minimum reinforcement= 0.12% (bD) as per IS456:2000
Hence, reinforcement required = 0.12 x 800 x 250 /100
= 240 mm2
5.2.8 QUANTITY OF GEO-GRID RETAINING WALL
Item No. Description No. Length
L Total Length
TL Breadth
B Depth of
Height
D Quantity Total Quantity
1 RCC Work (M20)
Concrete Blocks 5 1 0.25 0.8 1 1m3
Total 1 m3
2 Reinforcement
No.= Length- cover/Spacing +1
=1-0.05/0.2+1
=5.75=6 nos. 6 0.8 0.8*5
=4.0 24 24m @ 0.395 kg/m
=9.48kg
Total 9.48kg
3 Geo-grid
55 RE 17 2.8 47.8 m
80 RE 2 2.8 5.6 m
Total 53.4 m
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5.2.9 ABSTRACT SHEET OF GEO-GRID RETAINING WALL
Item No. Description Quantity Rate
Rs. P. Per Amount
Rs. P.
1 Concrete Blocks 1 m3 6,273 00 m3 6,273 00
2 Reinforcement 9.48 kg 98 26 Kg 931 50
3 Geo-grid
55 RE 47.8 m 54 00 m 2581 20
80 RE 5.6 m 54 00 m 302 40
Total 10088 10
Add 1.5% work establishment charges 151 32
Add 5% contingencies 504 40
Grand Total 10743 82
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6. DURATION OF CONSTRUCTION
The construction sequence of RCC Retaining walls involves casting of base and
stem followed by backfilling with specified material. This requires considerable amount
of time as concrete has to be adequately cured and sufficient time spacing has to be
allowed for concrete of previous lift to gain strength before the next lift is cast.
Geo-grid retaining walls compriseof horizontally laid reinforcements which carry most or all of the lateral earth pressure via soil-reinforcement interaction or via passive resistance from the anchor block. If the reinforcements are spaced closely enough, the stiffness of the soil-reinforcement system may be so high that practically very insignificant lateral thrust will have to be carried by the wall facing elements. This reduces the volume of concrete and steel reinforcement in the wall significantly.
Geo-grid retaining walls have relatively fast speed of construction. This is firstly because of less volume of concrete and steel fabrication work, and secondly because the placing of wall panels, laying ofreinforcements and compaction of reinforced fill are carried out simultaneously.’
7. QUALITY CONTROL
‘ In RCC retaining wall concreting is done cast-in-situ. Whereas in Geo-grid retaining wall precast panels are used to retain the earth.
‘ Because precast concrete products typically are made in a controlled plant environment, they exhibit high quality and uniformity. Problems affecting quality typically found on a job site- temperature, curing conditions, poor craftsmanship and material quality are nearly eliminated in a plant environment.
‘ Precast concrete is less susceptible to vibratory damage while the surrounding soil is backfilled. Consequently, backfilling operations can usually proceed much faster around precast concrete structures.
‘ The strength of precast concrete gradually increases over time. Other materials can deteriorate, experience creep and stress relaxation, lose strength, deflect over time and may not be able to withstand vehicular impacts.
‘ The load-carrying capacity of precast concrete is derived from its own structural qualities and does not rely on the strength or quality of the surrounding backfill materials.
‘ Prolonged exposure of geogrid reinforcement to sunlight should be avoidedto prevent change in properties due to ultra violet rays.
‘ Hence, quality control in construction of geo-grid retaining walls is better than RCC retaining wall.
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8. COMPARISON OF RCC RETAINING WALL AND GEO-TEXTILE RETAINING WALL
COMPARATIVE STATEMENT:
‘ The overall cost of RCC retaining wall is ‘ 35095.16. The overall cost of Geo-grid retaining wall is ‘ 10743.82. Hence the percentage saving in cost is around 70%.
‘ Geo-grid retaining wall requires less amount of time as all the construction processes are simultaneous. RCC retaining wall requires considerable amount of time as all the construction processes are sequential. Hence Geo-grid retaining wall consumes less time during construction.
‘ Quality control is better in Geo-grid retaining wall as compared to RCC retaining wall.
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9. REFERENCES
‘DESIGN BASIS AND ECONOMIC ASPECTS OF DIFFERENT TYPES OF RETAINING WALLS’, A. J. Khan and M. Sikderb, Journal of Civil Engineering (IEB), 32 (1) (2004) 17-34Received in final revised form on 5 March 2004
http://www.jce-ieb.org/pdfdown/ce320102.pdf
‘GEOSYNTHETIC REINFORCED SEGMENTAL RETAINING WALL STRUCTURES IN NORTH AMERICA’, Richard J. Bathurst and Michael R. Simac, Proceedings of the Fifth International Conference on Geotextiles, Geomembranes and Related Products, Singapore, September 1994
geoeng.ca/Directory/Bathurst/5igc-keynote-reprint.pdf
‘FIELD MONITORING EVALUATION OF GEOTEXTILE-REINFORCED SOIL-RETAINING WALLS, C. V. S. Benjamim and B. S. Bueno and J. G. Zornberg, Geosynthetics International, 2007, 14, No. 2Received 13 February 2006, revised 11 December 2006, accepted 16 January 2007
http://www.caee.utexas.edu/prof/…/Benjamim_Bueno_Zornberg_2007a.pdf
‘WORLDWIDE APPLICATIONS OF GEOSYNTHETICS REINFORCED WALLS FOR SOIL REINFORCEMENT’, Mena I. Souliman and Claudia Zapata, Jordan Journal of Civil Engineering, Volume 5, No. 1, 2011
https://elearning.just.edu.jo/jjce/issues/paper.php?p=170.pdf
‘NUMERICAL ANALYSIS OF GEOSYNTHETIC REINFORCED RETAINING WALL CONSTRUCTED ON A LAYERED SOIL FOUNDATION’, R. Kerry Rowe and Graeme D. Skinner, Geotextiles and Geomembranes 19 (2001) 387’412Received 1 February 2001; received in revised form 29 April 2001; accepted 10 June 2001
http://www.civil.queensu.ca/…/GG2001197387-412RoweandSkinnerlayeredsoil. pdf
IS-456:2000
PLAIN REINFORCED CONCRETE CODE OF PRACTICE
First Reprint SEPTEMBER 2000
BS 8006-1995
IRC SP:102-2014
REINFORCED CONCRETE VOL I (Elementary Reinforced Concrete)
Dr. H.J.Shah.
REINFORCED CONCRETE STRUCTURES
A. K. Jain &Jaykrishnan.
SOIL MECHANICS AND FOUNDATION
Dr. B. C. Punmia
Ashok Kumar Jain
Arun Kumar Jain
10. OTHER GUIDANCE
Dr. Mukesh Patel (MAP LABORATORY)
ShriSatish M. Prajapati(S.M.P CONSULTANTS)