97,;

c ’ .“.,

IS 4651 ( Par@4 ) : 1989

(Reaffirmed 2005)
Indian Standard
CTICE FOR
i PLANNING A IGN OF PORTS AND
HARBOURS
PART 4 GENERAL DESIGN CONSIDERATIONS

( Second Revision)

UDC 627’21’3 : 624’131’31 : 006’76

FOR INTERNAL USE AT THIS LOCATION ONLY

LICENSED TO LANCO INFRATECH LIMITED, UDUOG VIHAR, GURGAON,

@ BIS 1989

BUREAU OF INDIAN STANDARDS

MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW -DELHI 110002

October 1989 Price Group 3

Ports and Harbours Sectional Committee, BDC 66

FOR INTERNAL USE AT THIS LOCATION ONLY

LICENSED TO LANCO INFRATECH LIMITED, UDUOG VIHAR, GURGAON,
FOREWORD
This Indian Standard ( Part 4 ) ( Second Revision ) was adopted by the Bureau of Indian
Standards on 17 February 1989, after the draft finalized by the Ports and Harbours Sectional
Committee had been’approved by the Civil Engineering Division Council.

This standard was first published in 1969 covering design and construction aspects of sheet pile
retaining walls, the provisions of which are now being‘covered in separate series relating to design
and construction of ports and harbours. Subsequently, this standard was revised in 1979 to cover
general design consideration of ports and harbour structures. This standard is one of the series
of standards formulated to cover various aspects of foundations for marine structures.

The revision of this standard has been taken up to incorporate further modifications necessary in
the light of comments received from the users of this standard. Clauses on method of design have
been modified keeping in view the fact that the load factor method is replaced by the limit state
method in IS 456 : 1978 ‘Code of practice for plain and reinforced concrete’. Also the clause
specifying the requirements of concrete has been updated.

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 ( r&red)‘. 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 4651 ( Part 4 ) $1989

Indian Standard
CODEOFPRACTICEFOR
PLANNINGANDDESIGNOFPORTSAND
HARBOURS
PART 4 GENERA~L DESIGN CONSIDERATIONS

( Second Revision )
1 SCOPE f) Earth pressure;
Ia Hydrostatic and hydrodynamic forces;
This standard ( Part 4 > deals with general h) Berthing forces from vessels;
design considerations for dock and harbour
structures. 3 Mooring forces;
k) Forces due to wind;
2 REFERENCES
4 Secondary stresses ( stresses due to shrin-

FOR INTERNAL USE AT THIS LOCATION ONLY

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The Indian Standards listed in Annex A are kage, creep, temperature, et~c, as appli-
necessary adjuncts to this standard. cable );
d Erection stage stresses;
3 TERMINOLOGY
P> Live load ( LL ); and
For the purpose of this standard, the definitions
of terms given in IS 7314 : 1974 shall apply. 9) Seismic forces.
4.2 The above mentioned loads, forces and
4 LOADS, FORCES AND STRESSES stresses should be worked out on the ~basis of
provisions in IS 4651 ( Part 3 ) : 1974 and other
4.1 The loads, forces and stresses to be consi- relevant Indian Standards.
dered in designing the structures are the follow-
ing: 5 COMBINATION OF LOADS, FORCES
a) Dead load ( DL ); AND STRESSES
b) Vertical live load; 5.1 All members shall be designed to sustain
c) Impact or dynamic effect of live load; safely the effect of the combination of various
d) Forces caused by the tractive effort or loads, forces and stresses ( specified in 4.1) that
breaking of vehicles, cranes, ship loader/ can possibly co-exist. All calculations shall
unloader, material handling equipment, distinctly tabulate the various combinations of
etc; above loads and stresses covered by the design.
e) Centrifugal forces of vehicles moving on The load combinations given in Tables 1 and 2
curve; should be considered.

Table 1 Partial Safety Factors for Loads in Limit State Design

Loading Partial Safety Factor
------------ -_-__-_----_____~
Limit State Serviceability Limit State of Collapse
c_-_-A----~ c------- ~____--___l
Dead load [ 4.1( a ) ] 1.0 1.0 1.5 1.2 ( or 1.2 ( or ‘d; )( or
0.9 ) 0.9 )
Vertical live load [ 4.1( b ) ] 1-O 1.0 1.2 ( or l-2 ( or 1.2 (or
0.9 ) 0.9 ) 0.9 )
Earth pressure [ 4.1( f ) ] 1.0 1.0 1.0 1.0 1-O
Hydrostatic and hydrodynamic 1.0 1’0 1’2 1.0 1.0
forces [ 4.1( g ) ]
Berthing and mooring forces - I.0 - - -
[ 4.1( h 1and 4.1( j ) ]
Secondary stresses [ 4.1( m J ] 1’0 - - - -
Wind forces [4.1( k ) ] - - - - I.5 -
Seismic forces [ 4.1( p ) ] - - - - - 1.5
NOTE - For the limit states of serviceability, the values given in this table are applicable for short terms
effects. While assessing the long term effects due to creep, fhe dead load and ths part of the live load, likely to
be permanent. may only be considered.

I
IS 4651 ( Part 4 ) : 1989

Table 2 Increase in Permissible Stresses

( Clauses 5.1 and 7.1.2 )
Sl No. Combination of Loads Increase in Permissible Stress Increase in
r-------- A_--_A---___y Allowable
Reinforced Concrete Other Materials Bearing Pres-
Such as Steel and sure
Timber
i) DL + LL + impact of breaking Nil Nil Nil
or traction or vehicles
+ centrifugal forces of
vehicles
ii) DL+LL with impact, breaking 15 15 15
or tractive and centrifugal
forces + earth pressure,
percent
iii) DL with/without LL including 25 33 l/3 25
impact, breaking or tractive
and centrifugal forces + earth
pressure + hydrodynamic and
hydrostatic forces + berthing
and mooring forces, percent
iv) Wind forces on structures see IS 875 ( Part 3 ) : 1987
+ load combination of ( i ),
( ii ) or ( iii )

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v) Seismic forcest load combina- see IS 1893 : 1984
tion ( i ), ( ii ) or ( iii )
vi) Secondary stresses + load com- 15 15 15
bination of ( i ), percent
vii) Erection stage stresses with 15 33 l/3 25
DL and appropriate LL
+earth pressure + hydrostatic
and hydrodynamic forces +
wind forces, percent

5.2 Crane/machine operating loads [ 4.1( b), particular state called limit state at which it
4.1( d ) and 4.1( e ) ] along with dead load ceases to fulfil the function or satisfy the condi-
[ 4.1( a ) 1, combined with wind load specified tions for which it is designed. The structure
by the manufacturer or the normal wheel load shall b> designed to withstand safely all loads
with maximum wind load as specified in liable to act throughout its life and it shall also
IS 875 ( Part 3 > : 1987, whichever #is more satisfy the serviceability requirements, such as,
severe, should be taken for design purposes. limitations on deflection and cracking, etc.
5.3 As berthing of vessel is deemed to be done 6.2.1 All relevant limit states shall be consider-
in relatively calm conditions, the berthing ed in design to ensure an adequate degree of
forces may not be considered to occur simulta- safety and serviceability. In general, the struc-
neously with crane/machine operating load ture shall be designed~on the basis of the most
[ 4.1( b >, 4.1( d ) and 4.1( e ) wind loads 4.1 critical limit state and shall be checked for other
k ) or seismic forces 4.1( q ) 1. 1i mit states.
5.4 Wind load [ 4.1( k ) ] and seismic forces
[ 4.1( q ) ] need not be deemed to act simulta- 6.2.2 Partial Safety Factors for Loads
neously. The values for the partial safety factor in,
5.5 Seismic forces [ 4.1( q ) ] need not be com- Table 1 shall normally be used.
bined with erection stage stresses [ 4.1( n ) 1.
6.2.3 Partial Safety Factor for Material
6 METHOD OF DESIGN Strength

6.1 Structures and structural elements may be When assessing the strength of a structure or
designed by any of the following methods: structural member for the limit state of collapse,
a) Limit state method, and the values of partial safety factors shall be taken
as 1’5 for concrete and 1’15 for steel.
b) Working stress method.
6.1.1 RCC and prestressed concrete members 6.3 Working Stress Method
can be designed by any of the above two Working stress method or permissible stress
methods whereas for designing structures with method may also be adopted in the designs till
other material, working stress method should be such time the complete changeover to the limit
adhered to. state method is made in other relevant Indian
Standards on the subject. However as the limit
6.2 Limit State Method state method is more rational and adoptable,
In the limit state method of design, a structure the designs may be carried out by limit state
is considered unfit for use when it reaches a method. Limit state method affords easy

2
 IS 4651 ( Part 4 ) : 1989

calculation in the case of circular columns which tidal range with alternate wetting and drying.
involve a complicated procedure under working Steel buried in ground is also subjected to corro-
stress method. sion under certain conditions.

7 PERMISSIBLE STRESSES 8.2.3 Any one or a combination of the follow-

ing remedial measures may be taken against the
7.1 The following permissible stresses shall be corrosion:
adopted for the working load method of design. Protective Coatings
a)
7.1.1 When the load items mentioned in 4.1( a )
Protective coatings form a barrier to the
to 4.1( e ) are considered for possible appro-
environmental exposure and thereby delay
priate combination, the following standard shall
the corrosion. These barriers invariably
be applicable, subject to the stipulations con-
break down after a number of years,
tained in 7.1.2.
specially under the suction and growth of
4 For reinforced concrete structural mem- barnacles. The choice of coatings, method
bers, the permissible stresses shall be as of application, thickness of coats, possibi-
specified in IS 456 : 1978. lity of recoating, etc, are important in
ensuring optimum performance of coat-
b> For prestressed concrete structural mem- ings.
bers, the permissible stresses shall conform
to those specified in IS 1343 : 1980. b> Cathodic ProtEction

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4 For structural steel members, the permis- Corrosion of steel completely immersed
sible stresses shall be as specified in under water or buried in ground ( where
IS 800 : 1984. possibility of electrolytic corrosion exists )
can be substantially eliminated, and corro-
d) For timber structural members, the permi- sion of steel alternatively exposed to wet
ssible stresses shall be as specified in
IS 883 : 1970. and dry condition can be significantly
protected by cathodic protection using an
e> For timber or concrete piles, the safe impressed current system or sacrificial
bearing capacity, and/or factor of safety anode system.
shall be in accordance with IS 2911 ( Part
2 ) : 1980 and IS 2911 ( Part l/Set 1 to 3 ) : c>Increased Section/Reduced Stresses
1979. Where the-above mentioned measures are
not practical or their maintenance a doubt-
7.1.2 Increase in Permissible Stresses ful, extra thickness of metal or section
Under various combinations of loading, the may be considered for providing an
appropriate permissible stresses of bearing economic solution.
pressures may be exceeded up to the limits as The actual recommendations as to the
indicated in Table 2 provided in no case does minimum metal thickness depend upon the
the stress exceed the yield stress or 0’2 percent nature of the structure and its projected
of the proof stress of the material concerned. life. As a general rule, it may be consider-
ed that any mild steel used in marine
8 CHOICE OF CONSTRUCTION structure, should have a minimum thick-
MATERIAL ness of 6 mm when cathodic protection is
8.1 The basic criteria adopted in the general provided, and a minimum thickness of
choice of construction material, such as, easy 10 mm when cathodic protection is not
availability, easy working, mechanical proper- provided. In any case,%0 structural steel
ties suited to the purpose for which it is to be should be used in marine conditions
used and economic considerations, hold equally without protective coatings.
good for dock and harbour structures. The 4 Use of Special Steel
durability under the environmental condition, Special alloy steels, such as, like those
however, is of particular importance in these with 2 percent copper content can signifi-
marine structures. The aggressive action of sea cantly arrest corrosion.
water and/or the marine environment of the
e) Jacketting with Concrete or Other Suitable
principal construction materials, such as, steel,
concrete and timber requires special attention. Synthetic Material
Special care has to be taken in the splash
zone where the protection could be given
8.2 Steel by a concrete lining applied by guniting
or bv jacketting with suitable synthetic
8.2.1 Unless otherwise specified, the steel shall
mate&al.
conform to IS 226 : 1975 or IS 2062 : 1984.
8.3 Concrete
8.2.2 The corrosion of steel varies in diXerent
conditions of sea air or sea water exposure. 8.3.1 Concrete has extensive use in harbour
Severe corrosion, however, occurs in saline structures, such as, dock walls and floors, piles,
water and undermarine growth, specially in sheet piles, caissons and monoliths, deck struc-
the splash zone and in the reaches of the tures for jetties and wharves and breakwater

3
IS 4651 ( Part 4 ) : 1989

armour blocks, apart from the use in dock 8.4.2 The hazards which face timber are the
buildings and in other structures above ground. attack by fungi and insecticides; and in sea
water the attack by the marine borers. When
S.33 The concrete structures built in aggressive used in dockside buildings the design shall be
environment are subject to attack by sea water primarily guided by provisions of the relevant
penetrating into the mass. Concrete shall Abe standards and protection against the attack of
made impermeable to such a degree that it is fungi and insecticides. The timber used in
not penetrated by the constituents of sea water. marine structure, particularly if subjected to
The most dense concrete will give the best fluctuating tides, is prone to attacks by marine
result. Concrete grade not less than M 30 for borers and require preservative treatment.
RCC and M 40 for prestressed concrete cons-
truction shall be used. Concrete grade not less 8.4.3 An effective preservative treatment of
than M 15 shall be used in mass concrete con- timber is creosoting which is normally applied
struction. by pressure impregnation ( see IS 401 : 1982 >.
8.3.3 The use of special type of cement and the 9 FENDERS
total cement content in concrete also require
careful consideration. Sulphate resistant cement 9.1 Purpose
or blast furnace slag cement ( see IS 4.55 : 1976
and IS 1489 : 1976 > should preferably be used The fenders shall absorb the impact of berthing
for marine structures wherever available. As an vessel and also the chatter of the moored vessel
alternative, ordinary Portland cement may be in order to avoid damages to the vessel and to
used provided a higher grade of concrete than the structure. Functionally, fenders shall accom-
plish the following purposes:

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that required from strength consideration alone,
is used. Minimum cement content of 400 kg/m3 a) Absorb the berthing energy or impact of
and a maximum water cement ratio of 0’45 vessels and transmit a designed or calcu-
shall be maintained for all grades of concrete lated thrust to the structure,
for RCC and prestressed concrete construction. b) Hold the vessel off the face of the struc-
However, for trimmed concrete, the maximum ture and avoid rubbing against the
water cement ratio can be relaxed up to 0’5 at structure and consequent damages to the
the discretion of the engineer-in-charge. In vessel and the structure, and
ease of plain cement concrete, a minimum
cement content of 310 kg/ma and a maximum c) Impart the thrust from berthing loads to
water cement ratio of 0’5 shall be maintained. the structure at predetermined or design
points.
8.3.4 As cracking in concrete members is to be
minimized, reduced stresses are recommended 9.2 Type of Fenders
for concrete and steel to be used in the design The fenders may be made of rubber, steel,
of RCC members subject to marine environ- timber, brushwood, rope, concrete and similar
ments unless the structure is checked against material. Rubber has come into extensive use
the formation of cracks. The stresses in steel for fender system. Amongst various types,
may be reduced to l65 N/mm” in working stress there may be hollow-cylindrical or rectangular
design. As a guide, assessed surface width of rubber fenders, sandwich type known as Raykin
cracks at points nearest to the main reinforce- fender buffer, steel spring fenders, wood-spring-
ment should not exceed 0’004 times the cover of ing-type fenders, horizontal and vertical timber
the main reinforcement. fenders, fender piles, brushwood fenders, gra-
8.3.5 Adequate thickness of cover is to be pro- vity-type fenders, torsion fenders, floating
vided for the structures in marine atmosphere. fenders, obstruction types, etc. The choice of
It is recommended for structures immersed in material and the type of fender shall be judici-
sea water, in splash zone, or exposed to marine ously made to serve the specific purpose in the
atmosphere, that the thickness of cover should particular case.
be 25 mm more than the cover specified accord-
ing to 25.4.1 of IS 456 : 1978. 9.3 Design
The design of the fenders shall be dependent on
8.3.6 The use of precast concrete elements is the following parameters and they should be
preferred for marine structures as they are cast designed for berth loads from ships as specified
under strict quality control and, therefore, are in Is’ 4651 (Part 3 ) : 1974.
able to withstand the destructive influence of
marine environments better.
a) Size of Ship
The fender capacity shall depend upon the
8.4 Timber ship size and also on the frequency of
8.4.1 Timber has wide use in dock and harbour arrival.
structures. It can be used for sheet piles,
bearing piles, structural members in jetties, b) Berthing Velocity
fenders, transit sheds and warehouses, as struc- The berthing velocity under various condi-
tural members and/or for door and window tions and type of vessel shall be adopted
frames. as specified in IS 3651 ( Part 3 ) : 1974.

4
 IS4651(Part ):198 9

cl Importance of Structure energy absorption capacity of such fen-

ders.
The design of the fenders shall take into
account the importance of consequences Difposition of Fenders
suffered by the ship and the berthing The disposition of the fenders shall depend
structure in case of fan eventual accident upon the location of the berths, the type
due to insufficient energy absorption capa- of berthing structure, conditions of berth-
city. ing, etc. However, as a general rule, the
Energy Absorption longitudinal spacing should not exceed
4 0’3 to 0’4 L where L is the length of the
Various types of fenders absorb energy in smallest ship; the remaining length of the
various ways but in most of them, the berthing face shall be provided with
kinetic energy of the ship is stored in secondary fenders for the use of smaller
energy of strain. Shear permits the absor- vessels. The vertical disposition shall be
ption of larger amount of energy than so designed as to prevent the ship’s hull
tension and compression. Flexure does and/or berthing structure being damaged
not permit an efficient use of material as under all tidal conditions land in specific
only a small percentage of the material of cases, may extend from the cope level to
the fender may reach the allowable the low water level.
stresses. Torsion permits a good use of
all the materials of a fender, particularly 10 EXPANSION JOINTS
if tubes with thin walls are used.
10.1 A sufficient number of expansion joints

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The flexibility of the berthing structure
shall be provided depending upon the type of
together with that of the fendering system
the structure, the sub-soil and the atmosphere
may be taken into consideration in com-
conditions in order to accommodate movements
puting the total energy absorption capacity
arising from shrinkage, temperature changes
of the whole system. Any accepted method
and some yieldings of the foundation. The steel
of analysis ( such as beams on elastic
foundation ) may be adopted for such reinforcement shall be so designed that it also
acts to provide the shrinkage and temperature
computation.
cracks.
4 Reaction Force and Deflection of the
Fender 10.2 As a general rule, a length of 39 m between
the expansion joints is recommended for struc-
The maximum amount of reaction force tures, such as solid quay walls or walls resting
of a fender system on ship shall be chosen on piles. A spacing of 60 m provides better
taking into account: stiffness.
1) the strength of hull, and
10.3 The expansion joints in the sections shall
2) the strength of the berthing structure. be keyed for mutual transfer of shear force and
The manufacturers of proprietory fenders shall be so designed that changes in the length
usually supply the energy absorption, of the sections are not hindered. The arrange-
deflection and reaction force characteris- ment of keys for vertical support shall depend
tics of the specific fenders. These should on the soil conditions, the construction of the
be adopted in design. It is, however, structure and the type of its loading. The
recommended that a factor of safety of expansion joints shall be covered to -prevent the
1’4 should be applied over the ultimate backfill from being washed out.

ANNEX A
( Clause 2.1)
LIST OF REFERRED INDIAN STANDARDS

IS No. Title IS No. Title

IS 226 : 1974 Specification for structural IS 800 : 1984 Code of practice for use of
steel ( standard quality ) ’ structural steel in general
building construction ( second
IS 401 : 1982 Code of practice for preser- revision )
vation of timber ( third revi-
sion ) IS:8~;8$ Part 3 ) Code of practice for design
loads (other than earthquake)
IS 455 : 1976 Specification for portland slag for buildings and structures :
cement ( third revision ) Part 3 Wind loads
IS 456 . 1978 Code of practice for plain and IS 883 : 1970 Code of practice for design
reinforced concrete ( third ~of structural timber in buil-
revision ) ding ( third revision )

5
IS 4631 ( Part 4 ) : 1989

IS No. Title IS No. Title

IS 1343 : 1980 Code of practice for prestress- IS 2911 ( Part/ Code of practice for design
ed concrete ( first revision ) Set 1 to 3 ) : and construction of pile foun-
IS 1489 : 1976 Specification for portland 1979 dation: Part 1 Concrete piles
pozzolana cement ( second Section 1 Driven cast in-situ
revision ) piles
IS 1893 : 1984 Criteria for earthquake resis- Section 2 Bored cast in-situ
tant design of structures piles
( fourth revision ) Section 3 Driven precast con-
IS 2062 : 1984 Specification for weldable crete piles
structural steel ( third revision ) IS 4651 ( Part 3 > Code of practice for planning
IS 2911 ( Part 2) Code of practice for design : 1974 and design of ports and har-
: 1980 and construction of pile foun- bours: Part 3 Loading
dation: Part 2 Timber piles IS 7314 : 1974 Glossary of terms relating to
( first revision ) port and harbour engineering

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6
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Standard Mark

The use of the Standard Mark is governed by the provisions of the Bureau ifthe Indian
Standards, Act, 1986 and the Rules and Regulations made thereunder. The Standard Mark on
products covered by an Indian Standard conveys the assurance that they have been produced
to comply with the requirements of that standard under a well defined system of inspection,
testing and quality control which is devised and supervised by BIS and operated by the pro-
ducer. Standard marked products are also continuously checked by BIS for conformity to
that standard as a further safeguard. Details of conditions under which a licence for the use
of the Standard Mark may be granted to manufacturers or producers may be obtained from
the Bureau of Indian Standards.
 b.

Bareau of Indian Standarb

BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to
promote harmonious development of the activities of standardization, marking and quality
certification of goods and attending to connected matters in the country.

Copyright

BIS has the copyright of all its publications. No part of these publications may be reproduced in
any form without the prior permission in writing of BIS. This does not preclude the free use, in
the course of implementing the standard, of necessary details, such as symbols and sizes, type or
grade designations. Enquiries relating to copyright be addressed to the Director ( Publications ), BIS.

Revision of Indian Standards

Indian Standards are reviewed periodically and revised, when necessary and amendments, if any,
are issued from time to time. Users of Indian Standards should ascertain that they are in possession
of the latest amendments or edition. Comments on this Indian Standard may be sent to BIS
giving the following reference:

Dot : No. BDC 66 ( 4484 )

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Amendments Issued Since Publication

Amend No. Date of Issue Text Affected

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