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IS 14458 (Part 2) (1997, Reaffirmed 2007) : Retaining Wall
for Hill Area--Guidelines, Part 2: Design of
Retaining/Breast Walls. ICS 93.020
Jawaharlal Nehru
'Step Out From the Old to the New'
■K^y / 1 juaaaws^fea rs^^TTF^
2*S< W I *>S*V2^NK^
^frcvvv^
Satyanarayan Gangaram Pitroda
Invent a New India Using Knowledge
?TR TJ^ ^TT teMHI | ^t ^Tift ^FTT ^f ^TT ^T^?TT \'
Bhartrhari — Nitisatakam
"Knowledge is such a treasure which cannot be stolen"
.^^_
•
(Reaffirmed 2007)
IS 14458 (Part 2): 1997
( Reaffirmed 2002 )
Indian Standard
RETAINING WALL FOR HILL AREA
GUIDELINES
PART 2 DESIGN OF RETAINING/BREAST WALLS
ICS 93.020
©BIS 1997
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
October 1997 Price Group 4
Hill Area Development Engineering Sectional Committee, CED 56
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized by the Hill
Area Development Engineering Sectional Committee had been approved by the Civil Engineering
Division Council.
Retaining wail is a structure used to retain backfill and maintain difference in the elevation of the two
ground surfaces. Retaining wall may be effectively utilized to tackle the problem of landslide in hill area
by stabilizing the fill slopes and cut slopes.
From the initial construction cost considerations, one metre of extra width in filling, requiring retaining
walls, costs much more than constructing the same width by cutting inside the hill. Similarly the cost of
a breast wall is several times more than a non-walled cut slope. However, considering maintenance cost,
progressive slope instability and environmental degradation from unprotected heavy excavations, the use
of retaining walls on hill roads and terraces becomes essential* This standard (Part 2) is, therefore, being
formulated to provide necessary guidance in design of retaining/breast walls for stability of hill slopes, the
other parts of the code being as follows which are under preparation:
Part 1 Selection of type of wall,
Part 3 Construction of dry stone walls,
Part 4 Construction of banded dry stone walls,
Part 5 Construction of cement stone walls,
Part 6 Construction of gabion walls,
Part 7 Construction of RCC crib walls,
Part 8 Construction of timber crib walls,
Part 9 Design of RCC cantilever wall/buttressed walls/L-type walls, and
Part 10 Design and construction of reinforced earth retaining walls.
In the formulation of this standard, assistance has been derived from Mountain Risk Engineering
Handbook.
The composition of technical committee responsible for the formulation of this standard is given at
Annex B.
For the purpose of deciding whether a particular requirement of this standard is complied with the final
value, observed or calculated, expressing the result of a test or analysis shall be rounded off in accordance
with IS 2 : 1960 'Rules for rounding off numerical values (revised)*. The number of significant places
retained in the rounded off value should be the same as that of the specified value in this standard.
IS 14458 (Part 2): 1997
Indian Standard
RETAINING WALL FOR HILL AREA —
GUIDELINES
PART 2 DESIGN OF RETAINING/BREAST WALLS
1 SCOPE
This standard (Part 2) deals with design of gravity
type structures used to support earth or other
materials behind them which would otherwise not
stay in that position. Other types of retaining struc-
tures are covered in Part 9 and Part 10 of this
standard (under preparation)
2 REFERENCES
The Indian Standards listed in Annex A contain
provisions which through reference in this text,
constitute provision of this standard. At the time
of publication, the editions indicated were valid.
All standards are subject to revision, and parties to
agreements based on this standard are encouraged
to investigate the possibility of applying the most
recent editions of the standards indicated in
Annex A.
3 GENERAL
3.1 Gravity type retaining structures in hills are
generally of two types:
a) Breast wall, and
b) Retaining wall.
3.1.1 Breast walls are normally stone masonry
walls provided to protect the slopes of cutting in
natural ground from the action of weather and cut
slope failure but not from impact of snow
avalanches. A toe wall cannot be used to stabilize
an unstable slope.
3.1.2 Retaining walls are built to resist the earth
pressure of filling and the traffic loads of the road.
These are commonly used in hill roads when the
road goes in embankment or partly cutting and
partly filling (see Fig. 1). The retaining walls are
also'used extensively to develop sites for building
complexes.
4 BEARING CAPACITY
4.1 The allowable bearing capacity shall be calcu-
lated in accordance with IS 6403 on the basis of soil
test data. In case of non-erodible rocks, the bearing
capacity shall not exceed one-half the unconfined
compression strength of the rock if the joints are
HILL SLOPE-
EEP HOLE
BfiEAST WALL
RETAINING
WALL
SLOPE 1 INS
TO 1 IN 3
SLIP SURFACE
Fig. 1 Typical Arrangement of Retaining Wall and Breast
Wall in a Road Cross-Section
1
IS 14458 (Part 2): 1997
tight. Where the joints are open, the bearing
capacity shall not exceed one-tenth the unconfined
compression strength of the rock. Bearing capacity
for weak and closely jointed rock shall be as-
sessed after visual inspections supplemented as
necessary by field or laboratory tests to deter-
mine their strength and compressibility. In the
absence of soil test data, for preliminary design, the
values given in Table 1 may be adopted. Bearing
capacity of rocks may be determined in accordance
with IS 12070. In case of erodible and weak foun-
dations (clay, loose soil, etc) gabion walls shall be
preferred as they can withstand high differential
settlements.
Table 1 Safe Bearing Capacities for Different Types of Soil
(Clause 4 A)
Type of Bearing Material
(i)
Well graded mixture of fine and
coarse-grained soil, glacial till,
hard pan, boulder clay
Gravel, gravel -sand mixtures,
boulder-gravel mixtures
Coarse to medium sand, sand
with little gravel
Fine to medium sand, silty or
clayey medium to coarse sand
Fine sand, silty or clayey medium
to fine sand
Homogeneous inorganic clay,
sandy or silty
clay
Inorganic silt, sandy or clayey
silt, varied siU-clay-finesand
Symbol
(2)
GW-GC,
GC,SC
GW,GP
SW,SP
SW,
SP
SW, SM,
SC
SP, SM,
SC
CL,CH
ML,MH
Consistency of Place
(3)
Very compact
Very compact
Medium to compact
Loose
Very compact
Medium to compact
Loose
Very compact
Medium to compact
Loose
Very compact
Medium to compact
Loose
Very stiff to hard
Medium to stiff
Soft
Very stiff to hard
Medium to stiff
Soft
Recommended Value of
Safe Bearing Capacity
(t/m 2 )
100
80
60
40
40
30
30
30
25
15
30
20
15
40
20
5
30
15
5
4.2 When earthquake forces are included, the per-
missible increase in allowable bearing capacity
shall be in accordance with 3.3 of IS 1893.
4.3 The value of cohesion V and angle of internal
friction '<£' vary for different backfill and founda-
tion materials. These values shall be determined
by experiment. However for preliminary design the
values given in Table 2 may be used.
5 DESIGN CRITERIA
5.1 The design of a retaining structure shall consist
of two principal parts, the evaluation of loads and
pressures that may act on the structure and the
design of the structure to withstand these loads and
pressures.
5.1.1 Following forces ehall be accounted for in the
design:
a) Self weight of the retaining structure;
b) Live load and imposed loads, if any;
c) Earth pressure acting on the wall;
Table 2 Typical Strength
(Clause
Characteristics of Soil
4.3)
Group
Symbol
c (Cohesion of Soil)
(t/m 2 )
<*>' (Effective
Stress
Envelope)
(degrees)
km®'
(1)
GW
(2)
(3)
(4)
>38
(5)
>0.79
GP
>37
>0.74
GM
—
—
>34
>0.87
GC
—
—
>31
>0.60
SW
38
0.79
SP
37
0.74
SM
0.5
0.2
34
0.67
SM-SC
0.5
0.15
33
0.66
SC
0.75
0.1
31
0.60
ML
0.7
0.1
32
0.62
ML-CL
0.65
0.2
32
0.67
CL
0.9
0.15
28
0.54
MH
0.75
0.21
25
0.47
CH
1.0
0.1
19
0.35
IS 14458 (Part 2): 1997
d) Water pressure due to water table/subsur-
face seepage;
e) Water pressure due to water table on toe
side, if any;
f) Seismic forces; and
g) Special loads, if any.
The self weight of the structure, and live and im-
posed loads shall be estimated in accordance with
IS 875 (Parts 1 to 5). In the usual cases live load
may be taken between 250 kg/m 2 to 500 kg/m 2 on
the top width of the wall.
The earth pressures and other seismic forces on the
retaining structure shall be estimated in accordance
with IS 1893. For low volume roads, the walls may
not be designed for earthquake forces. In case of
retaining walls for roads earth pressure due to sur-
charge shall be in accordance with IRC Codes.
The consideration of full water pressure behind the
wall may lead to quite heavy section. Adequate
arrangement for release of this water pressure shall
be made. Atleast 30 percent water pressure shall
always be considered even in case of provision of
good efficient pressure release system.
5.2 Retaining walls and breast walls shall be
designed as rigid walls, using following criteria:
a)
t>)
Factor of
safety
against
overturning
Factor of safety
against sliding
2.0 (static loads)
1.5 (with
earthquake
forces)
1.5 (static loads)
1.0 (with earth-
quake forces)
(see also
IS 1904)
NOTE — The live loads and imposed loads adding lo
stability of the structure shall not be considered in working
out the factors of safety given in 5.2(a) and 5.2(b).
c) Maximum base < q a (allowable bearing
pressure capacity)
< 1.33 q a (during
earth-quake)
d) Minimum base > (zero)] [see also
pressure IS 4247
e) Factor of safety > 1.25 (Part 3)]
against floatation
f) In case of steep hills, the factors of safety for
slip surface below foundation shall be
greater than 1.5 and 1.0 in static and seismic
conditions respectively.
The design of wall foundations shall meet the
requirements of IS 1080 and IS 1904.
5.3 Sometimes, to achieve the minimum factor of
safety given in 5.2(b) and thereby resist sliding it
may be necessary to increase the base area or to add
concrete keys monolithic with foundation slab or to
provide piles.
5.4 It is generally not possible to design each and
every wall along the entire length of a road. Stand-
ard designs as given in Table 3 may be adopted for
walls less than 8 m in height and 120 m 2 area in a
low hazard zone provided the allowable bearing
capacity is more than the maximum pressure indi-
cated in the table.
6 OTHER DETAILS
6.1 Depth of Walls
The depth of retaining wall and breast wall below
ground level or terrace level shall be at least
500 mm below side drain within soil or highly
jointed rock and foundation shall be on natural
firm ground. All multiple breast walls shall be
taken to the firm rock surface.
6.2 Stepping of Base of Wall on Rock Slope
If the retaining wall is made on rock slope, the
foundation shall be stepped as shown in Fig. 2. In
case of steep slopes (>35°), retaining walls with
front face nearly vertical and back-face inclined
shall be used as it will reduce the height of wall
considerably.
ROCK
Fig. 2 Stepping of Foundation of Wall on
Rock Slope
6.3 Dip of the Base of Wall Towards Hillside
A dip of the base of wall towards hillside to the
extent of 3 : 1 (horizontal : vertical) proves very
economical in seismic conditions (see Fig. 3). It in-
creases factor of safety against sliding significantly.
6.4 Negative Batter of Backside of Breast Wall
Breast wall with negative batter (see Fig. 3) on
cut-slope side reduces earth pressure significantly.
So even nominal section of breast wall stabilizes
cut slopes in soil, provided breast wall is founded
on rock or firm natural ground. Negative batter of
upto 1 : 3 (horizontal : vertical) is recommended.
Table 3 Standard Design of Cement Masonry and Dry Stone Masonry Retaining Walls
(Clause 5.4}
Back Fill
Type
Cement Masonry
Dry Stone Masonry
Hi 3M
III 6M
HI 8M
Ht IOM
Ht6M
ill tfM
Good
Top width
1 Jack -fill
iti in
Full
Base width
Drainage
in m
GW, GP
Foundation
SW, SP
pressure in t/m"
Fair
Top width
Buck-till
in in
Low pore Base width
Water pressure iit m
CM. SM Foundation
SM, SC pressure
in t/m 2
0.65 0.70 ■- 0.75 1.00 1.00 0.80 1 .CXI 1.00 0.90 1.00
1.91 2.01 — 3.92 4.78 8.41 5 23 8.10 10.96 6.64 13.57
14.00 13.00 — 25.0 20.00 1 3.00 33-00 20.00 17.00 40.00 21.00
070
2.01
I 1 .00
0.75 0.95 1.00 0.85 LOO 1.00
3.92 4.32 8.50 5.33 6.89 I 1.81
22.00 20.00 17.00 29.00 20.00 13.00
fit IOM
, * N
0.00 1 .00 —
6.64 14.58 —
36.00 16.00 —
Poor Top width
Back-fill in rti
High pore Base width
Water pressure in m
0.60 0.75 -- 0.90 i.00 1.00 0.95 F0O 1.00 1.00 1.00 1.00 0.75 — — 0.85 1.00 ~ 1.00 1.00 1.00
1.81 2.11 — 4.12 4.47 4 88 5 53 6 59 8 14 6.94 9.90 14.03 2.11 — — 4,12 4,42 — 5.63 6.49 6,94
15.00 13.00 — 25.00 22.00 20.00 32.00 25. (X) 20.OO39.00 25.OO 1 1.00 11.00 22.00 20.00 - 2H.00 22.Wt 20.00
1.00 1.00 1.00
6.94 K.50 10.26
34.00 25.00 20.00
1.00 1.00 1.00 1.00 1.00
6.49 7.89 8.50 7.79 11.01
1 .00 f .00 1 .00
654 865 8.70
1.00 1.00 1.00
7.S4 10.11 11.97
GC, SC Foundation
ML pressure
in t/m 2
— — — — 22.00 20.00 19.00 29.00 23.00
2.00 20.00 16.00 25.00 20.00 18.00
NOTES
1 Wall Geometry : Front face vertical back, face inclined, base inclined with hill.
2 Back Fill Top : Horizontal with surcharge 1.5 l/nr.
3 Select wall dimensions such that allowable hearing capacity is greater than the foundation pressure.
4 The base width for dry Stone masonry wall is slightly less for cement masonry wall because wall friction angle is likely to be equal to angle of internal friction of back (ill in the cast
;jf dry stone masonry.
IS 14458 (Part 2) : 1997
J^
RETAINING
WALL
300 mm LAYER OF 5ILTY SOIL
WITH BOULDER TO PREVENT
INGRESS OF RAIN WATER
W///////////////////A,
BREAST WALL
PITCHING TO
PREVENT TOE
EROSION
-SLOPE 1 IN 5
TO 1 m 3
-CATCH DRAIN
FILTER
SLOPE 1 IN 5
Fig. 3 Terrace Development for Building Complexes with
Retaining Wall and Breast Wall
6.5 Drainage Plan
6.5.1 Inverted filter shall be provided behind
retaining walls to drain off ground water table or
rain water seepage.
6.5.2 Weep holes shall be provided in cement
stone masonry walls at spacing of about 1.5 m
centre-to-centre in either direction. The size of
weep holes shall be 100 mm to 150 mm PVC
(flexible) pipes and shall be embedded at 10° down
from the horizontal towards valley side to effective-
ly drain the water from ground.
6.5.3 Impervious silty soil layer or back-fill of
about 300 mm thickness shall be provided on the
top to prevent seepage o£ rain water in the back-fill
or into the foundation of buildings on terraces (see
Fig. 3). However, the back-fill shall be of self-
draining material (coarse sand, gravel and
boulder), free of fines.
6.5.4 Natural gullies shall be diverted away from
the building site so that flow of rain water does not
cause erosion of breast walls on topmost terrace.
Grass turfing shall be laid on the ground slope to
prevent erosion.
6.5.5 Catch water drains shall be avoided near the
top of the breast walls as they allow seepage of
water in unmaintained conditiions into the cut
slope and destabilize it. If necessary, catch water
drains may be provided far away from breast walls
for above reasons. A catch water drain shall be
provided at the toe of the breast wall to collect
water from weep holes and surface runoff of the
slope.
6.6 Erosion Control of Toe of Retaining Walls
The rain water flows at a high speed from high
retaining walls (>3 m). This may lead to toe
erosion of soft rocks (shale/sand rock/con-
glomerate, etc) at the foundation. So dry stone
pitching may be done as shown in Fig. 3. Stones of
150 mm size may be laid on slope for a distance of
1 m below the toe of retaining walls.
IS 14458 (Part 2) : 1997
ANNEX A
(Clause 2)
LIST OF REFERRED INDIAN STANDARDS
IS No,
Title
875
Code of practice for design loads
(other than earthquake) for
buildings and structures: •
(Part 1) : 1987 Dead loads — Unit weights of
building material and stored
materials (second revision)
(Part 2) : 1987 Imposed loads (second revision)
(Part 3) : 1987 Wind loads (second revision)
(Part 4) : 1987 Snow loads (second revision)
(Part 5) : 1987 Special loads and load combina-
tions (second revision)
1080 : 1986 Code of practice for design and
construction of shallow founda-
tions on soils (other than raft, ring
and shell) (second revision)
IS No.
1893 : 1984
Title
1904 : 1986
Criteria for earthquake resistant
design of structures (fourth
revision)
Code of practice for design and
construction of foundations in
soils: General requirements (third
revision)
4247 Code of practice for structural
(Part 3) : 1978 design of surface hydel power
stations: Part 3 Substructure (first
revision)
6403 : 1981 Code of practice for determina-
tion of bearing capacity of shal-
low foundations (first revision)
12070 : 1987 Code of practice for design and
construction of shallow founda-
tion on rock
IS 14458 (Part 2) : 1997
ANNEXE
(Foreword)
COMMITTEE COMPOSITION
Hill Area Development Engineering Sectional Committee, CED 56
Chairman
Dr Gopal Ranjan
Members
Shri Sheikh Nazir Ahmed
Prof A. K. Chakraborty
Shrj R. C. Lakhera (Alternate)
Chairm an -cum-Man aging Director
Shri B. B. Kumar (Alternate)
Chief Engineer (Dam Design)
Suptdg Engineer (Tehri Dam Design
Circle) (Alternate)
Chief Engineer (Roads)
Suptdg Engineer (Roads) (Alternate)
Deputy Director General
(D&S DTE, DGBR)
Deputy Secretary (T), IRC (Alternate)
Director, HCD (N&W)
Director (Sardar Sarovar) (Alternate)
DrR.K-Dubey
Dr D. S. Upadhyay (Alternate)
Shri Paw an Kumar Gupta
Field Coordinator (Alternate)
ShriT. N.Gupta
SHRI J. SENGUPTA (Alternate)
Shrj M. M. Harbola
Shri P. K. Pathak (Alternate)
Dr V. C. Kalita
ShriB. C. Bortharur (Alternate)
SHRI S. Kaul
Shri Kjreet Kumar
Prof A. K. MArrRA
Prof Arvind Krishan (Alternate)
Dr G. S. Mehrotra
ShriN. C. Bhagat (Alternate)
Shri P. L. Narula
Shri S. Dasgupta (Alternate)
Shrimati M. Parthasarathy
Shri R K. Bali (Alternate)
Shri D. P. Pradhan
Shri P. Jagannatha Rao
SHRI D. S. TOLIA (Alternate)
Dr K. S. Rao
Shri P. K. Sah
Shri J, Gopalakrjshna (Alternate)
Shri G. S. Saini
Dr. Bhawani Singh
Dr P. C. Jain (Alternate)
Shri Bhoop Singh
Shri R. D. Singh
Dr Sudhir Kumar (Alternate)
Prof C P. Sinha
Shri D. K. Singh (Alternate)
Shri Lakhbir Singh Sonkhla
DrP. Srinivasulu
Shri N. Gopalakrishnan (Alternate)
Suptdg Surveyor of Works (NZ)
Surveyor of Works - 1 (NZ) (Alternate)
Representing
University of Roorkee, Roorkee
Public Works Department, Jammu & Kashmir
Indian Institute of Remote Sensing, Dehra Dun
National Buildings Construction Corporation, New Delhi
Uttar Pradesh Irrigation Design Organization, Roorkee
Ministry of Surface Transport, New Delhi
Indian Roads Congress, New Delhi
Central Water Commission, New Delhi
Indian Meteorological Department, New Delhi
Society for Integrated Development of Himalayas, Mussorie
Building Materials and Technology Promotion Council, New Delhi
Forest Survey of India, Dehra Dun
Regional Research Laboratory, Jorhat
Ministry of Railways, New Delhi
G.B, Pant Institute of Himalayan Environment and Development, Almora
School of Planning and Architecture, New Delhi
Central Building Research Institute, Roorkee
Geological Survey of India, Calcutta
Engineer-in-Chief s Branch, Army Headquarters, New Delhi
Sikkim Hill Area Development Board, Gangtok
Central Road Research Institute, New Delhi
IIT, New Delhi
Directorate General Border Roads (D&S), New Delhi
Central Mining Research Institute, Dhanbad
University of Roorkee, Roorkee
Department of Science and Technology, New Delhi
National Institute of Hydrology, Roorkee
North-Eastern Regional Institute of Water and Land Management,
Assam
Public Works Department, Simla
Structural Engineering Research Centre, Madras
Central Public Works Department, New Delhi
(Continued on page 8)
IS 14458 (Part 2) ; 1997
(Continued from page 7)
Members
SHRI V. SURESH
Shrj D. P. Singh (Alternate)
Shri S. C. Tiwari
SHRI K, VENKATACHALAM
Shrj S. KL Basbbar (Alternate)
DR N. S. VlRDHI
Shri Vinod Kumar,
Director (Civ Engg)
Representing
Housing and Urban Development Corporation (HUDCO), New Delhi
U.P. Hill Area Development Board, Lucknow
Central Soil and Material Research Station, New Delhi
Wadia Institute of Himalayan Geology, Dehra Dun
Director General, BIS (Ex-officio Member)
Member Secretaries
Shri T. B. Narayanan
Joint Director (Civ Engg), BIS
Shri Sanjay Pant
Deputy Director (Civ Engg), BIS
Bureau of Indian Standards
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harmonious development of the activities of standardization, marking and quality certification of goods and
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Enquiries relating to copyright be addressed to the Director (Publication), BIS.
Review of Indian Standards
*¥ .
Amendments are issued to standards as the need arises on the basis of comments. Standards are also reviewed
periodically; a standard along with amendments is reaffirmed when such review indicates that no changes are
needed; if the review indicates that changes are needed, it is taken up for revision. Users of Indian Standards
should ascertain that they are in possession of the latest amendments or edition by referring to the latest issue
of 'BIS Handbook* and 'StandardsMonthly Additions'.
This Indian Standard has been developed from Doc: No. CHD 56 ( 5546 ).
Amendments Issued Since Publication
Amend No.
Date of Issue
Text Affected
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