CHAPTER 1 INTRODUCTION 1.1
GENERAL
Dry dock is a dock into which the ship floats. The dock gates are closed behind it, the is pumped out, and theare shipvarious rests on the docking blocks ready for its hull to bewater repaired or cleaned. There types of dry docks as follows, • • • • • •
1.2
GRAV!G D"#$% &'"AT!G D"#$% %()'&T% %')*A+% TRA!%&R %+%T-% %-A'' #RA&T 'A!#(!G RA-)%
GRAVING DOCKS
Graving docks are large, fi/ed basins built into ground at water0s edge, separated from the water by a dock gate. ts basic structure consists of a floor, sidewalls, head1front2 wall and a dock gate. Alter may be incorporated into the side walls for structural stability.
1
&ig 3.3
&ig 3.4
&ig 3.5 1.3
ADVANTAGES OF A BASIN DOCK • •
•
'ong life e/pectancy of the basic structure. 'ow maintenance costs. 1Dock floor and walls can be built of granite or concrete which last a very long time with little maintenance2 There is no limit to the si6e of the basin dock.
2
•
•
1.4
DISADVANTAGES OF A BASIN DOCK • •
• •
• • •
1.5
There is no need to worry about ship7dock stability, pumping plans or longitudinal deflection of the dock while docking ships. 1%hip stability and block loading must still be addressed, however2 The basin can be e8uipped with an intermediate gate that allows flooding of the aft half of the dock while the forward half remains dry. (igh initial construction cost. The basin is a fi/ed structure, which cannot be moved. -akes it harder to re9sell thus harder to get financing. Routing of men and material is difficult since floor is below grade. Ventilation and lighting are not good because one has to work :in a hole;. t is very difficult to enlarge a basin dock. Transfer is not possible from a basin dock. sually slower to operate 1)ower is inversely proportional to si6e).
TYPES OF BASIN DOCKS
There are 5 basic types of basin docks< 32 Full Hyd!"#$#%& D!&' 9 A full hydrostatic dock uses its weight or an anchorage system to resist the full hydrostatic head at the ma/imum water table. 42 Fully R(l%()(d D!&' 9 A fully relieved dock uses a drainage system around the entire dock to drain away the water before it can build hydrostatic pressure on the walls and floor. 52 P$#%$lly R(l%()(d D!&' 9 A partially relieved dock uses a drainage system under the dock floor to eliminate the hydrostatic pressure on the floor only. The walls resist the full hydrostatic head. 1.*
ENTRANCE C LOSURES
All basin docks must, of course, have an entrance closure that keeps water out of the dock once the ship is in and retracts out of the way for docking and undocking operations. The basic re8uirements of the entrance closure are< ase = speed of installation and removal *ater9tightness 'ow maintenance &easibility of traffic movement across top #ost • • • • •
3
1.+
SLIDING O R R OLLING CAISSONS
These are built up bo/ sections with a sliding or rolling surface at the base. The gate slides or rolls into a notch built into the side of the dock. 1.,
ADVANTAGES
&ast operating 1.-
DISADVANTAGES • • • •
#leaning and maintenance of rollers or slide paths is difficult. "perating mechanism is e/pensive -a>or repairs re8uire removal of gate Recesses must be built into walls.
1.1 GRAVING DRY DOCK OPERATION
-ost basin docks flood entirely by gravity. A few docks have a super flooding feature, which allows pumping the water inside the dock to a greater elevation than the outside water although this greatly complicates the gate design. There are 5 basic methods of flooding basin docks, Through culverts built into the walls and connected to floor openings spaced along the dock length. Through culverts passing transversely under the dock floor near the entrance and with openings leading up to the floor. Through pipes in the entrance closures 1gates2. %ome common features that are usually incorporated into the basin •
•
•
dock flooding systems are< over inlet openings to prevent the intake of solid Trash racks are placed matter. The racks should be removable for maintenance and replacement. Vertical slots should be provided between the trash racks and the sluice gates to accommodate stop logs to shut off water for sluice gate maintenance. %luice gates 1one for each intake tunnel2 control the dock flooding. ?asin docks usually have 4 separate dewatering systems. The primary system, consisting of large high9capacity pumps, performs the main portion of the dock0s deballasting. •
•
•
•
4
•
The secondary system, consisting of smaller pumps, collects the last few inches of water in the basin as well as rain water, flushing water and water from the under drain system. %and sumps 1settling basins2 should be located in accessible areas of
the waterout collector channels. These allowthe abrasive to settle of the water before reaching pump materials impellers.such as sand, grit, etc., n general, operation of a basin dock is easier than that of a floating dock. The operator does not have to be concerned with dock deflections, ability or differentially deballasting different ballast tanks under the vessel to provide proper lift as in a floating dock. %hip stability, block loadings and loading of floor slab must be considered, however. ?ecause trim of the keel block line can not be easily ad>usted care must be taken to properly trim the vessel to reasonable match the keel block trim or sue loads could develop. This could overload the blocks and affect the stability of the vessel as she lands. "n some types of pressure9relieved docks, care must be taken not to dewater the basin too 8uickly, since the water table in the surrounding soils must be allowed to drop as the basin level drops. This can greatly increase the time re8uired for a docking or undocking evolution. )rior to docking a vessel in a basin dock, the following minimum calculations should be performed< %tability of vessel afloat %tability of the vessel at landing on blocks %tability of the vessel at hauling of side blocks 1if applicable2 ?lock7slab loading calculations • • • • •
(urricane7arth8uake overturning calculation.
1.11 STAAD PRO ANALYSIS
"ur pro>ect involves analysis and design of dry dock using popular designing software %TAAD )ro. n the initial phase of our pro>ect we have done calculations regarding loadings on dry dock. *e have chosen %TAAD )ro because of its various advantages. %TAAD )ro features a state9of9the9art user interface, visuali6ation tools, powerful analysis and design engines with advanced finite element and dynamic analysis capabilities. &rom model generation, analysis and design to 5
visuali6ation and result verification, %TAAD )ro is the professional0s choice of steel , concrete, timber, aluminums, and cold @formed steel design of low and high9rise buildings, culverts, petrochemical plants, tunnels, bridges, piles and much more. t is used to generate the model, which can than be analy6ed using the %TAAD engine. After analysis and design is completed, the G can also be used to view the results. 1.12 OB/ECTIVES •
• •
To design a dry dock for #hennai harbor using ndian %tandard codal provisions. To draw and draft the layout using Auto#ad software package. To analy6e the same using %taad)ro software, to serve all types of ships.
1.13 NEED FOR STUDY •
• •
There is a ?ritish era slipway only present in our #hennai port for maintenance of small ships weighting up to 3tonnes. %o a dry dock is to be constructed in order for maintenance of ships up to 3tonnes. This will increase the standard of our #hennai port. t provides various repair and maintenance processes for all types of ships under the weight and dimensions limits.
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CHAPTER 2 LITERATURE REVIE0 2.1
BUREAU OF YARDS AND DOCKS FOURTEENTH NAVAL DISTRICT1-4
D("% $d &!"#u&#%! $" 6$% &!#$&#! !7 dy d!&' l(#8 136 9%d#8 2+6 d(:#8 1.,6 DESIGN 1. O$%;$#%! $. Bu($u< The constructions of the dry
dock were standard construction, in accordance with plans supplied by the ?ureau. =. S#$#%!< Designs were not developed by the station. &. A&8%#(&# $d E%((< Assistance in design was given, as consultants, by &.R. (arris, nc., of !ew +ork, consulting engineers. 2. C%#(%$ G(($l< Although the Robbins Dry Dock, at rie ?asin, !ew +ork,has been designed and constructed using 1in part2 tremie concrete floor slab 1circa 3B4C2, relatively few criteria e/isted, at the time that the work being discussed was begun, for a structure of the magnitude of Dry Dock !o. 4. The conventional 1circa 3B32, braced, sheet9pile cofferdam method, employed in the construction of Dry Dock !o. 3, had failed, and thus necessitated reconstruction, applying the costly laborious floating9caisson design which had consumed some si/ years. A repetition of the e/perience was to be avoided. #ertain data as the Robbins and similar structures were available 9 and were availed of. ?riefly, the philosophy of the design assumed that, when the deck was unwatered, the combined weights of 132 the floor slab and sidewallsE 142 a small part of the frictional wedge of the backfill on the sidewallsE and 152 .%. !AVA' ?A%, )AR' (AR?"R, DR+ D"#$ !o. 4 (AR (9FF some 5 of the theoretical uplift value of the (9section steel pilesE would resist the hydrostatic upward pressure. The dock floor was designed as a beam to transmit 7
this upward pressure, or thrust, to the under sides of the walls. As will be elsewhere noted in the te/t of this report, the construction methods stipulated in the plans and specifications were supplemented, and to some e/tent modified, by the disclosures reveled by e/perimental fieldwork. %everal weeks before the Hapanese attack of December C, 3BI3, 1and less than twenty months after its construction was begun2, Dry Dock !o. 4 had been brought to a stage of completion such that it could be 9 and was 9 used to repair !avy craft 1and affected the blit6. developed from this dockJs design and construction frombythose of Dry #riteria Dock !o. I, )hiladelphia !avy +ard, constructed concurrently2 were of inestimable value in facilitating 1and thus e/pediting2 rush completion of eight of the worldJs largest dry docks, all built by the !avy under war9time pressureE one of them, the recently completed Dry Dock !o. K, at )earl (arbor. DETAILS OF SITE
The dry docksJ 1!os. 4 and 52 location is well suited to the function of docking deep9drift ships, dry Dock !o. 4 is on the northerly water frontage of the )earl (arbor !avy +ard, ad>acent to the site of previously9constructed Dry Dock !o.3E repair and transportation facilities, power and water, were readily accessible, and had been e/tensively developed for use by Dry Dock !o. 3. #ore9boring tests had been made during 3B5L and 3B5B. They showed an overlay of adobe over 1successively2 volcanic tuffE volcanic sand 1loose, strong, hard2Elimestone, coral9reef formation 1hard, coarse, and fine, silty2E below the elevation of the floor slab, compact clay 1brown and gray2E and, still lower, loose, fragmentary limestone formations, e/tending indefinitely. Tests were run, too, to determine the e/tent of the abrasive and corrosive effects of coral and salt water on 1structural2 metal. *ith the test results known, it was decided that the site was suitable for the pro>ects construction. Designs were developed and the work begun.
8
2.2
SOLETANCHE BACHY 21 >CONCARNEAU DRY DOCK
D("% $d &!"#u&#%! $" 6$% &!#$&#! !7 dy d!&' l(#8 136 9%d#8 2+6 d(:#8 1.,6 DESIGN
The dry dock is 35m long, 4Cm wide and 3.Lm deep, controlled on the seaward side by trolley9mounted sliding gate. The remote end has a spiral access ramp for more efficient operational use by the commercial companies operating there. A pump room is provided to control wash water and gate leakage. Three pumps can discharge up to I m5 per hour to dewater the dock in four hours when a ship is being docked. There are all the usual fittings conventionally found in harbors works such as bollards, capstans and winches. 0ORKS
"ne of the challenges facing the consortium was how to deal with the mud covering the lagoon bed to depths of up to C meters, considering that the finished dock was to be surrounded by earth platforms for normal harbor operations, with a specified bearing capacity of at least 5 tones per s8uare meter. /cavation of the mud would have been difficult and disposal even more problematical, and it was decided to consolidate it in situ by preloading. Apart from the e/cavation for the therefore, all the mudthe haslagoon, been leftthen in place. An interceptor channel wasdock dug itself, to divert the river around the lagoon was emptied to e/pose the mud. A geo9te/tile was laid over the whole area and covered with the same thickness of free9draining gravel. %trip drains were sunk from this platform down to bedrock in a 39metre s8uare array. The subse8uent weight of the fill gradually e/pelled the water from the mud through sumps collecting the water in the free9draining layer. %ettlement of appro/imately one meter was observed before construction work proper could commence. The dock sidewalls were built as diaphragm walls, tied back at the top with passive anchors to sheet piling and fi/ed at the bottom by the concrete floor of the dock. 9
The floor is a drained raft to prevent the build9up of uplift. *orks on the dock entrance proceeded behind a watertight cofferdam built in the port< pump room, floor under the gate, gate recess 1rock e/cavation with concrete and nail support2. The contract re8uired a turnkey graving facility, and ancillary works included a perimeter road around the dock, drinking water, electricity and gas supply, fire9fighting system, two9storey control building and all fittings for ship docking 1keel winched cradles, etc.2. of the last operations was4Lm assembly of theblocks, dock gate, by assembling four "ne caissons to form a single unit long, 33m high and Im thick, weighing 3C tonnes. The gate was launched by a nearby boat hoist, towed to station and sunk onto its trolleys, standing ready on their rail tracks.
&ig 4.3
10
2.3
?URRAYLANDS DRY DOCK2-
INTRODUCTION
Dynamic )ro>ect Delivery 1D)D2 was engaged by the -urray lands Regional Development ?oard 1-RD?2 on behalf of the -urray lands Dry Dock *orking )arty to undertake an evaluation to determine the viability of building a dry dock facility in the -id -urray #ouncil region. D)D were also asked to define the optimum site for construction. The four key stages for the evaluation of the potential to establish a -urray lands Dry Dock facility identified were< 3. To identify an ideal site for the construction of a dry dock 4. To obtain costs, timelines and parameters for the construction of the dry dock 5. To identify potential funding or investors for the construction of the dry dock I. To recommend the ownership and management structure for the dry dock. The -urray lands Dry Dock *orking )arty determined that firm concept designs must be obtained and endorsed prior to lodging a )re9'odgment Agreement 7 Development Application, and prior to funding being sought. The development of conceptual designs will therefore form an interim stage between this report and the pre9lodgment process. DRY DOCK DESIGN
The -urray lands Dry Dock *orking )arty determined that firm concept designs must be obtained and endorsed prior to lodging a )re9'odgment Agreement 7 Development Application, and prior to funding being sought. The development of conceptual designs will therefore form an interim stage between this report and the pre9lodgment process. E@A?PLES OF E@ISTING DRY DOCKS 0ERE INVESTIGATED AND STUDIED MRandell Dry Dock , -annum, was installed in 3LC5 by *illiam
11
Randell. The dry dock was actually built at -ilang, by A.(. 'andseer, and towed across 'ake Ale/andrina by the steamer Nildesperandum. t was during the boom9 days that the dock and wharf were used to their capacity due to a huge trading enterprise built by H.G. Arnold. The dry dock now has a heritage listing. M South Brisbane Dry Dock was designed by *illiam D !esbit, chief3LL3 engineer forA(arbours Rivers, 3LCK. tport wasre8uired constructed between facility 3LCF and by H = "verend.=The busy in ?risbane a substantial for the maintenance, repair and refitting of commercial ships and (arbours = Rivers dredges, barges and other vessels. The dock was srcinally 54 feet 1BC.KI metres2 long, but was e/tended to I4 feet 134.L3 metres2. The width at the top is 4I.L metres and 3F.3K metres at the bottom. The overall depth is B.CK metres with K.CB metres at the entrance sill. The caisson 1dock gate2 was manufactured by the notable firm of RR %mellie = #o. of ?risbane. t is probably the largest locally made wrought iron composition in Nueensland. The dry dock site is incorporated in the Nueensland -aritime -useum which includes many moveable heritage items, such as the (-A% Diamantina which resides in the dock. M Sutherland Dry Dock, %ydney, !%*, was constructed as a dry dock between 3LL4 and 3LB under the supervision of the engineer 'ouis %amuel to supplement the capacity of the smaller &it6roy dock. ts gate or caisson was srcinally operated by a steam9driven engine, but later changed to an electric motor in 3B3K. The dock has been modified several times since then @ in 3B35 to accommodate the battle cruiser (-A% Australia and in 3B4C for the docking of the cruisers (-A% Australia and Canberra. M Entec @ *allsend, Tyneside $ 9 The proposed dry dock replaces the e/isting slipways, which are inclined and fall into the River Tyne. These are of reinforced concrete construction, founded over significant areas on bearing piles of steel, concrete and timber.
12
C8$:#( 3 ?ETHODOLOGY
13
1#LRD .$mEe PDDiPs eDsOg astRn ni dagTa !n%tn iaed eo"ma "f ien nta ghl soy ds
i t
i
i &ig 5.3 &'"* #(ART "& DR+ D"#$ D%G! A!D A!A'+%%
3.1
LI?IT STATE ?ETHOD
The design process of structural planning and design re8uires not only imagination and conceptual thinking but also sound knowledge of science of structural engineering besides the knowledge of practical aspects, such as recent design codes, bye laws, backed up by ample e/perience, intuition and 14
>udgement. The purpose of standards is to ensure and enhance the safety, keeping careful balance between economy and safety. This design process includes the design of dry dock components -anually. The components of dry dock designed in this process are as follows, 3. %taircase 4. %lab 5. Retaining wall I. %teel section K. pile The analysis of the bending moment and deflection is done by the %TAAD )ro software. 3.1.1 STAIRCASE DESIGN
This design is based limit state method. Tread and rise is taken from the book Odesign and consruction of dry docks0 by Ob.k ma6urkiewic60. Then using the indiam standard codes % IKF<4 to calculate its other dimensions and to check whether the design is safe manually. 3.1.2 SLAB DESIGN
This design is based limit state method. Depth is taken from the book Odesign and consruction of dry docks0 by Ob.k ma6urkiewic60. ?ased on 'y 7 '/ Value all the slabs are designed in two way method.Then using the indiam standard codes % IKF<4 to calculate its other dimensions and to check whether the design is safe manually. A two way slab having aspect ratioLy / Lx < 2 is generally economical compared to one way slab because steel along the spans acts as main steel and transfers the load toall its four supports. The two way action is advantageous essentially for large spans and for live loads greater than3kN/m^2. for short spans and light loads, steel re8uired for two way slab does not differ appreciably as compared to steel for one way slab because of the re8uirement of minimum steel.
3.1.3 CANTILEVER RETAINING 0ALL DESIGN
Retaining walls are structures designed to restrain soil to unnatural slopes. They are used to bound soils between two different elevations often in areas of terrain possessing undesirable slopes or in areas where the landscape needs to be shaped severely and engineered for more specific purposes like hillside farming or 15
roadway overpasses. This design is based limit state method. Depth is taken from the book Odesign and consruction of dry docks0 by Ob.k ma6urkiewic60. ?ased on ' y 7 '/ Value all the slabs are designed in two way method.Then using the indiam standard codes % IKF<4 to calculate its other dimensions and to check whether the design is safe manually. 3.1.4 GATE DESIGN
t is designed under the conditions of limit state method. ts dimensions are assumed considering heavy loads. The design is processed by considering a section of steel. ts properties are taken from steel tables and the calculations are made manually to calculate the load of the gate. 3.1.5 PILE DESIGN
t is designed considering the load to act on the foundation. ?ased on the load the depth is decided and pile is designed using the ndian standard codes in % FI5<3BL3.then the check of the pile design is done manually. 3.2
CADD DRA0ING
ts is an software used for drawing the different views of the structures and reinforcement details. t helps the presentation easy and also in correction of dimensions to make the design safe.
C8$:#( 4 DESIGN AND ANALYSIS 4.1
PILE DESIGN 16
4.1.1 REUIRE?ENTS FOR PILE DESIGN
Types of soil layers Thickness of various layers in soil %tandard penetration values 1!2 %kin friction of soil
4.1.2 SOIL PR OPERTIES
TA?' I.3 %"' )R")RT% DESCRIPTION OF SOIL
THICKNESS OF SOIL
*ater
C
%ilty clay 1layer 32 sand #lay
C
%ilty clay 1layer 42
3
SPT VALUEN
3
3
F 3B
%ilty sand
F
3
cementedsand1layer32
3
3
cementedsand1layer42
3
3
rock (ard
9
9
4.1.3 DESIGN OF PILE GIVEN DATA
Diameter of pile 1D2 P3m 17
'ength of pile 1'2 P Cm &cu P 5K!7mm4 #ross sectional area of pile 1Ac2 P 1QD427 I P .CLKm 4 )erimeter of pile P QD P 5.3Im %tructural capacity P .4K & cu Ac P .4K5K.CLK$! P FLC4.45$! END BEARING CAPACITY
%)T 1!2 P3 8b P3I!1'7D21$!7m42 ' P Cm D P3m 8b 8b
P3I31C732 $!7m4 P BL $!7m5
nd bearing capacity P 8b Ac P BL.CLK P CFB5$! &actor of safety
P 4.K
Allowable end bearing capacity P nd bearing capacity 7 &actor of safety P5CC.4$! SKIN FRICTION FOR PILE NEGATIVE SKIN FRICTION
N% P B!QD' %kin friction PK3IK.B4$! &actor of safety P4.K &actored skin frictionP 4KL.5FL$! Total a/ial load allowed P end bearing S skin friction P 5CC.4S4KL.5FL$! 'oad bearing of pile P K35K.KF$! 18
SKIN FRICTION FOR THE PILE TOTAL SKIN FRICTION
Total skin friction P 4IB5C.BK$! &actor of safety P 4.K Allowable skin friction P BBCK.3L$! *eight of pilePP.CLK4K area of pile unit weight of concrete P 3B.F5$!
4.2
RETAINING 0ALL DESIGN
4.2.1 REUIRE?ENTS FOR RET AINING 0ALL DESIGN
?ulk density for each layer %urcharge pressure (ydraulic pressure Dry soil density pressure %oil pressure due each layer *ave pressure 19
4.2.2 BULK DENSITY
TA?' I.4 ?'$ D!%T+ S!%l #(#u(
C%#%&$l =ul' d("%#y $( &&
clay,siltloam
3.I93.KK
siltyclay,siltyclayloam,silt
3.I93.IK
clayloam
3.IK93.KK
'oam
3.IK93.F
sandyclay
3.KK93.FK
sandyclayloam
3.KK93.CK
sandyloam
3.KK93.CK
sandy loam
3.CK
?ased on (arris 3BB and -orris and 'owery 3BLL
20
4.2.3 SOIL PRESSURE
TA?' I.5.3 %"' )R%%R %oil layer
*ater %ilty clay1layer 32 #layey sand 3 %ilty clay1later 42 %ilty sand F #oncrete1laye r 32
Depth16
?ulk
#ohesion1c Angle of
Rankine0s
Dry
density1U 2
2
friction1 coefficient1k 2 2
ratio1e 2
density1Ud 2
C C
3 3.IK
5 5
.55 .55
.5 .5
.CC 3.34
3
3.FK 3.IK
5 5
.55 .55
.5 .5
3.4C 3.34
3
3.CK 4.I
5 5
.55 .55
.5 .5
3.5K 3.LK
5
.55
.5
3.LK
4.I
a
Void
2
#oncrete1laye 3 r 42
unsat
TA?' I.5.4 %"' )R%%R %oillayer
U sat
Usat 93
$
N
*ater 4.53 9C.FB .C %ilty 5.5K 9F.FK .C clay1layer 32 #layeysand 5.L3 9F.3B .C %ilty 5.5K 9F.FK .C clay1later 42 %iltysand I.I 9K.BF .C #oncrete1laye K.KI 9I.IF .C r 32 #oncrete1laye K.KI 9I.IF .C r 42
4 4
%urcharge (ydraulic Dry soil pressure head density 18 $2 pressure1Uw62 pressure1Usat 9321 8 $2 3I C4.K 95B.5 3I C 954.KB
Total pressure
#ummalativ e pressure
IC.IC K3.I3
IC.IC BL.LL
4 4
3I 3I
3 3
9I.55 9I.FF
3B.FC 3B.5I
33L.KK 35C.LB
4 4
3I 3I
F 3
94K.5 953.44
IL.BC L4.CL
3LF.LF 4FB.FI
4
3I
3
95.34
4.LL
4B.K4
21
4.2.4 0AVE PRES SURE
&ig I.3 GIVEN DATA
(igh sighted wave 1ds2P 4.Km wave length ' W D P 4.Km is IL.Cm D P 33m hP 33m R P Km r PKm (b P5m A3 P .F S .K X Y1IQD27 ' Z 137 Ysinh1IQD27IL.CZ2[ P.F S .K X Y1IQ332 7 IL.C Z 137 Ysinh1IQ3327IL.CZ2[ A3 P .L4 m 4 A4 P X1h9ds2 7 5h [ X(b 7 ds[4 P X1339F2 7 533 [ X5 7 F[ 4 A4 P.5L m4 A5 P X391ds7D2[ X39 137coshY4QD 7 'Z2[ P X391F7332[ X39 137cos33Y4Q33 7 IL.CZ2[ A5 P.4L4 m4 22
)3 P 1A3SA42*(b P1.L4S.5L235 )3 P4K.CI $!7m4 )4 P A5)3 P.4L44K.CI 4
)4 PC.4F$!7m )5 PX391r 7R2[ @ )3 PX391K7K2[ @ 4K.CI )5 PK.3IL $!7m4 & P X.K1p3Sp42ds [ S X .K 1p3Sp52 1dsShc2[ P X.K14K.CISC.4F2F [ S X .K 14K.CISK.3IL2 1FS42[ P5I.FK S 345.KK4 & P3KL.44$!
- P& hc P3KL.444 - P53F.II$!.m
4.2.5 DESIGN OF RETAINING 0ALL GIVEN DATE
Assume the following, 23
%afe bearing capacity1p2 P 4$!7m5 (eight of embankment above ground level P 3m Density of soil 1w2 P3L $!7m5 Angle of repose P 5 &riction between soil and concrete 1\2 P .K se -5K grade concerte and &eK steel bars SOLUTION S#(: 1 D%6("%!" !7 (#$%% 9$ll
-inimum depth of foundation P 11p7w21139sinM2 7 13SsinM22.K2 .K P 11473L213752 2 P 34.5Km "verall depth 1(2 P 3S34.5K m P 44.5Km P 45m Thickness of base slab P 1(7342 P 1457342 P 3.B4m P 4m Thickness of stem at base P 4m (eight of stem1h2 P ( 9 4 P 459 4 P 43m *idth of base slab 1b2 P .K( to .F( P 35m *idth of heel slab P 1114752352 @ 42 P L.FC @ 4 P F.FC m *idth of toe slab P I.5Km S#(: 2 D("% !7 "#(6
(eight of stem 1h2 P 43m 24
-a/imum working moment in stem 1-2 P 1#p wh52 7 F *here #p P 139sinM2 7 13SsinM2 P 13752 - P 1137523L4352 7 F P B4F3 $!.m &actored bending moment 1-u2 P 3.KP 3.KB4F3 $!.m P 35LB3.K $!.m 'imiting thickness of stem at base< -u P .35Lfckbd4 35LB3.K 3F P .35L5K3d4 d P 3FBK.Bmm adopt effective depth of stem1P4m2 and at top1P3m2 -u 7 1bd42 P 35LB3.K3F 7 13442 P 5.IC S#(: 3 ?$% (%7!&(6(#
&R"- %) 3F, 1&rom table I2 )t P .BK3 Ast P 1)tbd2 7 3 P 1.BK3342 7 3 P 3B4 mm 4 )rovide 3 bars of Kmm diameter Astpro P 31Q7I2K4 mm4 P 3BF5I.B mm 4 %pacing P 13ast2 7 Astpro P 13 1Q 7 I2K 42 7 3BF5I.B mm P 3 mm P!)%d( 1 =$" !7 566 d%$6(#( $# 166 &(#( #! &(#( ":$&% D%"#%=u#%! (%7!&(6(# 25
Ast P .34bd P 1.34 7 3234 mm 4 P 4I mm 4 )rovide I bars of 5mm diameter Astpro P I 1Q 7 I254 mm4 4
P 4L4C.I5 mm %pacing P 13ast2 7 Astpro P 13 1Q 7 I25 42 7 4L4C.I5 mm P 4K mm P!)%d( 4 =$" !7 366 d%$6(#( $# 2566 &(#( #! &(#( ":$&% S#(: 4 S#$=%l%#y &$l&ul$#%!"
(eel pro>ection P 114752352 9 4 P F.FC m
L!$d &$l&ul$#%!" L!$d
?$%#ud(!7 l!$d" KN
D%"#$&( 7!6 $ 6
*3PL.FC44K *4 P 1I.4544K2 S IKB
II FCK.K
1L.FC742PI.55 L.FCS1I.55742 P 3.L
3BK.4 C53B.I
5 * F.FC433L *PI PKI.554K
4K43.4K KI3.4K
1F.FC 742P5.5K 3.LI
LIL.5F KLFI.II
041+,
?!6(# KN.6
?234-*.+2
E$#8 :(""u(
) P $U6 P .L3L43 P 54.I $! 7 m 4 ] P ^- ^* P K.FC m 26
ccentricity 1e2 P 1 6 @ 1b7422 P K.FC @ 135742 P 9.L5 1b7F2 P 357F P 4.3C Therefore , e _ 1b7F2 ?$%6u6 $d 6%%6u6 :(""u( $# =$"(
)min P 1^* 7 b2 1 3 S 1Fe 7 b22 P 1I3CL7352 1 3S1F19.L52 7 352 P 3BL.4F $!7m 4 )ma/ P 1^* 7 b2 1 3 9 1Fe 7 b22 P 1I3CL7352 1 39 1F19.L52 7 352 P III.IB$!7m
&ig I.4
153L.3K 7 F.45 2 P 1/ 7 42 / P 3.K4 $!7m 14IF.55 7 352 P 1/ 7 F.FC2 / P 34F.55 $!7m 4 S#(: 5 D("% !7 8((l "l$=
27
L!$d
?$%#ud(!7 l!$dKN
*5 PF.FC433L %elf weight P F.FC44K
4K43.4F3 555.K
D%"#$&( 7!6 $6
F.FC74P5.55 F.FC74P5.55
?!6(# KN.6
LIL.I 3334.44 ? -52.*2
D(du&#%!
plift pressure P 3BLF.FC 1ghi2 P .KF.FC34F.55
3544.5B
F.FC74P5.55
II3.3C
I43.5
F.FC74P5.55
3IK.5 ? 5,15.2
-a/imum bending moment in heel slab 1-2P BK4.F4 9 KL3K.4 $!.m P 5CK.I4 $!.m ltimate moment 1-u2 P3.KP 3.K5CK.I4 $!.m P KKKL.35 $!.m -u 7 1bd 2 P KKKL.35 3F 7 13442 P 3.5B 4
S#(: * ?$% (%7!&(6(#
&R"- %) 3F, 1&rom table I2 )t P .5I Ast P 1)tbd2 7 3 P 1.5I342 7 3 P FL mm 4 )rovide I bars of Kmm diameter Astpro P I1Q7I2K4 mm4 P CLK5.B mm 4 %pacing P 13ast2 7 Ast pro P 13 1Q 7 I2K 42 7 CLK5.B mm P 4K mm P!)%d( 4 =$" !7 566 d%$6(#( $# 25 66 &(#( #! &(#( ":$&% 28
D%"#%=u#%! (%7!&(6(#
Ast P .34bd P 1.34 7 3234 mm 4 P 4I mm 4 )rovide I bars of 5mm diameter Astpro P I 1Q 7 I254 mm4 P 4L4C.I5 %pacing P 13ast2 7 Ast pro P 13 1Q 7 I25 42 7 4L4C.I5 mm P 4K mm P!)%d( 4 =$" !7 366 d%$6(#( $# 2566 &(#( #! &(#( ":$&% S#(: + C8(&' 7! "$7(#y $$%"# "l%d%
Total hori6ontal earth pressure 1)2 P 1$ aw(42 7 45 P 1137523L45 2 7 4 P 3KLC $! -a/imum possible friction force 1*2 P .KI3CL $! P 45B$! (ence factor of safety against sliding P1*7 )2 P 45B 7 3KLC P 3.53 _ 3.K (ence a shear key has to be deigned. S#(: , D("% !7 "8($ '(y
)assive force 1)p 2 P $p) $p P 13SsinM2 7 139sinM2 P5 ) P 3545 $!7m )p P 53545 $!7m 4 29
P 5BFB $!7m 4 f Oa0 is depth of shear key P 4 m. Total passive force 1)p2 P )pa P 5BFB4 P CB5L $! &actor of safety against sliding P 1*S ) p2 7 ) P 145B S CB5L27 3KLC P F.5 3.K S#(: C8(&' 7! "8($ "#("" $# u&#%! !7 "#(6 $d =$"( "l$=
!et working shear force 1V2 P 13.K)2 @ * P 13.K3KLC2 @ 4LB P 4B3.K $! &actored shear force 1Vu2 P 3.K 4B3.K $! P I5C.4K $! !ominal shear stress 1`v2 P Vu 7 1bd2 P 1I5C.4K35 2 7 1342 P .43L !7mm4 )t P 13Astpro2 7 1bd2 P 133BF5I.F2 7 1342 P .BL &rom %sing IKF<4 , 1TA?' )t P .BL, we get,3B, )AG !"
(ence it is safe.
30
4.3 SLAB DESIGN 4.3.1 REUIRE?ENTS FOR SLAB DESIGN<
(ydraulic conductivity (ydraulic gradient %eepage flow plift pressure
4.3.2 HYDRAULIC CONDUCTIVITY By ?$"%ly 1-,*
TA?' I.I ?EDIU?
K 6"
#oarse gravel
3
93
9 394
%and and gravel
3
93
9 39K
&inesand,silts,loess
3
9K
9 39B
#lay,shale,glacialtill
3
9B
9 3935
4.3.3 HYDRAULIC GRADIENT
*ater level 1h32 P 34m *ater table level1h42 P Cm 'ength of dry dock1'2 P 3Fm (ydraulic gradient1i2 P 1h39h427l 31
P 1349C2 7 3F P .5
4.3.4 SEEPAGE FLO0 BY DARCYS LA0
Void ratio 1e2 P .5 )orosity1n2 P.45 (ydraulic conductivity 1k2 P 1373B2 1m7s2 (ydraulic gradient 1i2 P .5 %eepage flow P $iA P 1373B2 .5 3F K P .4Kcm7s 4.3.5 UPLIFT PRESSURE
32
&ig I.5 4.3.* DESIGN OF SLAB 4.3.*.1
DESIGN OF SLAB 0ITH STAIRCASE LOAD
GIVEN DATA
Depth 1D2 P Km 1Depth is taken from the book OD%G! D"#$%0 by O?.$ -A]R$*#] 2 A!D #"!%R#T"! "& DR+ A""u6( #8( 7!ll!9%
'y P3m '/ P3m -5K grade concrete with &eK steel bars is used Ly L 1 1 J 1 21&R"- % IKF<4, )AG !"
S#(: 1
ffective span 1l
2 P 1'/ S cover2 P 13 S .3K2 m P 3.3K m /
E77(&#%)( ":$ l 1.15 6 S#(: L!$d2&$l&ul$#%!"
i.
Dead load due to self weight of concrete P D3unit weight of concrete P K34K $!7m P 34K $!7m
ii.
Dead load due to weight of staircase P CF.K5 $!7m T!#$l d($d l!$d 21.53 KN6
iii.
'ive load due to water P 31area e/cluding staircase area2 P 313 @ 33.442 $!7m P LLC.L $!7m L%)( l!$d ,,+., KN6
iv.
&loor finished P .F $ !7m Total load 1*2 P 3LB.B5 $!7m ltimate load 1*u2 P 3.Ktotal load P3.K3LB.B5 $!7m P 3F5I.LB $!7m
Ul#%6$#( l!$d 0u 1*34.,- KN6 S#(: 3 ?!6(# $d "8($ &$l&ul$#%!"
• •
&rom % IKF<4 , 1TA?' 4F , )AG !"
B(d% 6!6(#
&rom % IKF<4 , 1#'A% D93.3 , )AG !"
4
4+1*.* KN.6
-u/ 19ve2 P /*u1l/24 P .5C3F5I.LB13.3K2
4
*231.-4 KN. L! ":$ d%(&#%!
-u/ 1Sve2 P /*u1l/24 P .4L3F5I.LB13.3K2
4
4+1*.* KN.6
-u/ 19ve2 P /*u1l/24 P .5C3F5I.LB13.3K2
4
*231.-4 KN.6 S8($ 7!&(
Vu/ P .K*ul/ P .K3F5I.LB3.3K ,2-+.+ KN. S#(: 4 R(%7!&(6(# d(#$%l"
&R"- % IKF<4 , 1G93.3.b, )A !"
- P .LCfyAstd 13 @ 11fyAst2 7 1bdfck222 IC3F.F3FF P LCKAstK 134@ 11KAst2 7 13K5K222 IC3F.F3 P 43CKAst @ F.43Ast Ast P 43L3.LB mm 4 )rovide L bars of 4mm diameter Astpro P L1Q 7 I244 mm4 P 4K35.4C mm4
%pacing P 13ast2 7 Ast pro P 13 1Q 7 I24 42 7 4K35.4C mm P 34K mm. 35
P!)%d( , =$" !7 266 d%$6(#( $# 12566 &(#( #! &(#( ":$&%
b 2 - P .LCfyAstd 13 @ 11fyAst2 7 1bdfck222 F453.BI3F P LCKAstK 13 @ 11KAst2 7 13K5K222 F453.BI3F P 43CKAst @ F.43Ast4 Ast P 4LLB.B mm )rovide 3 bars of 4mm diameter Astpro P 31Q 7 I244 mm4 P 53I3.K mm4 %pacing P 13ast2 7 Ast pro P 13 1Q 7 I24 42 7 53I3.K mm P 3 mm. P!)%d( 1 =$" !7 266 d%$6(#( $# 166 &(#( #! &(#( ":$&% S#(: 5 $ C8(&' 7! d(:#8<
-ma/ P .35Lfckbd4 F453.BI3F P .35L5K3 d4 d 1.135 6 d(:#8 D 5 6
hence it is safe. = C8(&' 7! "8($<
&R"- % IKF<4 1#'A% 53.F.4.3 , )AG !"
&rom % IKF<4 , 1TA?' 4, )AG !"
hence it is safe 4.3.*.2
DESIGN OF SLAB 0ITH CE?ENT ?ORTAR LOAD
GIVEN DATA
Depth 1D2 P Im 1depth is taken from the book OD%G! A!D #"!%R#T"! "& DR+ D"#$%0 by O?.$ -A]R$*#] 2 Assume the following 'y P3m '/ P3m -5K grade concrete with &eK steel bars is used Ly L 1 1 J 1 21&R"- % IKF<4, )AG !"
ffective span 1l /2 P 1'/ S cover2 P 13 S .3K2 m P 3.3K m E77(&#%)( ":$ l 1.15 6 S#(: 2 L!$d &$l&ul$#%!"
i.
Dead load due to self weight of concrete P D3unit weight of concrete $!7m P I34K 3 $!7m
ii.
Dead load due to weight of cement mortar P area of cement mortar unit *eight of concrete P .K334K $!7m P 34K $!7m T!#$l d($d l!$d 225 KN6
iii.
'ive load due to water P 3area of slab P 33 $!7m 37
P 3 $!7m L%)( l!$d 1 KN6
iv.
&loor finished P .F $!7m Total load 1*2 P 344K.F $!7m ltimate load 1*u2 P 3.Ktotal load P3.K344K.F $!7m P 3L5L.I $!7m Ul#%6$#( l!$d 0u 1,3,.4 KN6
S#(: 3 ?!6(# $d "8($ &$l&ul$#%!"
&rom % IKF<4 , 1TA?' 4F , )AG !"
B(d% 6!6(#
&rom % IKF<4 , 1#'A% D93.3 , )AG !"
4
533.1 KN.6
-u/ 19ve2 P /*u1l/24 P .5C3L5L.I13.3K2
4
++.*+ KN.6
L! ":$ d%(&#%!
-u/ 1Sve2 P /*u1l/24 P .4L3L5L.I13.3K2
4
533.1 KN.6
-u/ 19ve2 P /*u1l/24 P .5C3L5L.I13.3K2
4
++.*+ KN.6 38
S8($ 7!&(
Vu/ P .K*ul/ P .K3L5L.I3.3K -32-.,, KN. S#(: 4 R(%7!&(6(# d(#$%l"
&R"- % IKF<4 , 1G93.3.b, )A !"
- P .LCfyAstd 13 @ 11fyAst2 7 1bdfck222 K55.33F P LCKAstI 13 @ 11KAst2 7 13I5K222 K55.33F P 3CIAst @ F.43Ast4 Ast P 5L3.FK mm 4 )rovide 3 bars of 44mm diameter Astpro P 31Q 7 I2444 mm4 P 5L3.54 mm4 %pacing P 13ast2 7 Ast pro P 13 1Q 7 I244 42 7 5L3.54 mm P 3 mm.
P!)%d( 1 =$" !7 2266 d%$6(#( $# 166 &(#( #! &(#( ":$&%
b2
- P .LCfyAstd 13 @ 11fyAst2 7 1bdfck222 CC.FC3F P LCKAstI 13 @ 11KAst2 713I5K222 CC.FC3F P 3CIAst @ F.43Ast4 4 Ast P ILC mm )rovide 3 bars of 4Imm diameter Astpro P 31Q 7 I24I44 mm P IK54.LB mm %pacing P 13ast2 7 Astpro P 13 1Q 7 I24I 42 7 IK54.LB mm P 3 mm. P!)%d( 1 =$" !7 2466 d%$6(#( $# 166 &(#( #! &(#( ":$&%
S#(: 5 C8(&' 7! d(:#8
-ma/ P .35Lfckbd4 39
CC.FC3F P .35L5K3 d4 d 1.24 6 d(:#8 D 4 6
hence it is safe. C8(&' 7! "8($
&R"- % IKF<4 1#'A% 53.F.4.3 , )AG !"
&rom % IKF<4 , 1TA?' 4, )AG !"
hence it is safe. 4.3.*.3 DESIGN OF SLAB 0ITH SHIP AND KEEL BLOCK LOAD GIVEN DATA
Depth 1D2 P Km *eight of $eel block P 4$!7m 1depth and weight of keel block is taken from the book OD%G! A!D #"!%R#T"! "& DR+ D"#$%0 by O?.$ -A]R$*#] 2 A""u6( #8( 7!ll!9%
*eight of ship P 3 tonnes 'y P3m '/ P3m 40
-5K grade concrete with &eK steel bars is used Ly L 1 1 J 1 21&R"- % IKF<4, )AG !"
E77(&#%)( ":$ l 1.15 6 S#(: 2 L!$d &$l&ul$#%!"
3. Dead load due to self weight of concrete P D3unit weight of concrete P K34K $!7m P 34K $!7m 4. Dead load due to weight of keel block P 4 $!7m
T!#$l d($d l!$d 325 KN6
5. 'ive load due to water P 31area of slab2 P 3132 $!7m P 3 $!7m I. 'ive load due to ship P BBFI 7 3I P C33.C $!7m L%)( l!$d 1+11.+ KN6
K. &loor finished P .F $!7m Total load 1*2 P 45C.5 $!7m ltimate load 1*u2 P 3.Ktotal load P3.K45C.5$!7m P 5KK.BK $!7m Ul#%6$#( l!$d 0u 355.-5 KN6 S#(: 3 ?!6(# $d "8($ &$l&ul$#%!"
&rom % IKF<4 , 1TA?' 4F , )AG !"
Assume the condition P "! '"!G DG D%#"!T!"% And using Ly L 1. we get , !egative moment at continuous span .2, )ositive moment at mid9span .3+ • •
B(d% 6!6(#
&rom % IKF<4 , 1#'A% D93.3 , )AG !"
4
,,15.2, KN.6
-u/ 19ve2 P /*u1l/24 P .5C5KK.BK 13.3K2
4
11*4,.*- KN.6 L! ":$ d%(&#%!
-u/ 1Sve2 P /*u1l/24 P .4L5KK.BK 13.3K2
4
,,15.2, KN.6
-u/ 19ve2 P /*u1l/24 P .5C5KK.BK 13.3K2
4
11*4,.*- KN.6 S8($ 7!&(
Vu/ P .K*ul/ P .K5KK.BK 3.3K 155,.-4 KN. S#(: 4 R(%7!&(6(# d(#$%l"
&R"- % IKF<4 , 1G93.3.b, )A !"
- P .LCfyAstd 13 @ 11fyAst2 7 1bdfck222 LL3K.4L 3F P LCKAstK 13 @ 11KAst2 7 13K5K222 LL3K.4L 3F P 43CKAst @ F.43Ast4 Ast P I3.BB mm 4 )rovide 3 bars of 4Imm diameter Astpro P 31Q 7 I24I 4 mm4 P IK45.3B mm4 42
%pacing P 13ast2 7 Ast pro P 13 1Q 7 I24 42 7 4K35.4C mm P 3 mm. P!)%d( 1 =$" !7 2466 d%$6(#( $# 166 &(#( #! &(#( ":$&%
b2
- P .LCfyAstd 13 @ 11fyAst2 7 1bdfck222 33FIL.F- 3F P LCKAstK 13 @ 11KAst2 7 13K5K222 33FIL.FB 3F P 43CKAst @ F.43Ast4 Ast P KII.44 mm 4 )rovide 3I bars of 4Imm diameter Astpro P 3I1Q 7 I24I4 mm4 P F555.IK mm4 %pacing P 13ast2 7 Ast pro P 13 1Q 7 I24I 42 7 F555.IK mm
3 mm. P!)%d( 14P =$" !7 2466 d%$6(#( $# 166 &(#( #! &(#( ":$&% S#(: 5 C8(&' 7! d(:#8
-ma/ P .35Lfckbd4 33FIL.FB 3F P .35L5K3 d4 d 1.552 6 d(:#8 D 5 6
hence it is safe. C8(&' 7! "8($
&R"- % IKF<4 1#'A% 53.F.4.3 , )AG !"
&rom % IKF<4 , 1TA?' 3B, )AG !"
&rom % IKF<4 , 1TA?' 4, )AG !"
hence it is safe. 4.3.*.4
DESIGN OF SLAB 0ITH GATE LOAD
GIVEN DATA
Depth 1D2 P Km 1depth is taken from the book OD%G! A!D #"!%R#T"! "& DR+ D"#$%0 by O?.$ -A]R$*#] 2 Assume the following *eight of gate P K33K.I $! 'y P3m '/ P3m -5K grade concrete with &eK steel bars is used Ly L 1 1 J 1 2
Therefore design two way slab SOLUTION S#(: ffective 1 span 1l
2 P 1'/ S cover2 P 13 S .3K2 m P 3.3K m /
E77(&#%)( ":$ l 1.15 6 S#(: 2 L!$d &$l&ul$#%!"
a. Dead load due to self weight of concrete P D3unit weight of concrete P K34K $!7m 44
P 34K $!7m b. Dead load due to weight of gate P K33K.I 7 5 P 3C.K $!7m T!#$l d($d l!$d 2-5.51 KN6
c. 'ive load due to water P 31area of slab2 P 3132 $!7m P 3 $!7m L%)( l!$d 1 KN6
d. &loor finished P .F $!7m Total load 1*2 P 34BF.33 $!7m ltimate load 1*u2 P 3.Ktotal load P3.K34BF.33 $!7m P 3BII.3C $!7m Ul#%6$#( l!$d 0u 3BII.3C KN6 S#(: 3 ?!6(# $d "8($ &$l&ul$#%!"<
&rom % IKF<4 , 1TA?' 4F , )AG !"
B(d% 6!6(#
&rom % IKF<4 , 1#'A% D93.3 , )AG !"
-u/ 19ve2 P /*u1l/24 P .5C3BII.3C 13.3K2 +41., KN.6 L! ":$ d%(&#%! 45
4
-u/ 1Sve2 P /*u1l/24 P .4L3BII.3C 13.3K2
4
5*,.2 KN.6
-u/ 19ve2 P /*u1l/24 P .5C3BII.3C 13.3K2
4
+41., KN.6 S8($ 7!&(
Vu/ P .K*ul/ P .K3BII.3C 3.3K -,**.** KN. S#(: 4 R(%7!&(6(# d(#$%l"
&R"- % IKF<4 , 1G93.3.b, )A !"
b2 - P .LCfyAstd 13 @ 11fyAst2 7 1bdfck222 CI3.L 3F P LCKAstK 13 @ 11KAst2 7 13K5K222 CI3.L 3F P 43CKAst @ F.43Ast4 Ast P 5II.C mm 4 )rovide 3 bars of 44mm diameter Astpro P 31Q 7 I244 4 mm4 P 5L3.5 mm4 %pacing P 13ast2 7 Ast
pro
46
P 13 1Q 7 I244 P 3 mm.
4
2 7 5L3.5 mm
P!)%d( 1 =$" !7 2266 d%$6(#( $# 166 &(#( #! &(#( ":$&% S#(: 5 C8(&' 7! d(:#8 4 ma/ F
- PP .35L5K3 .35Lfckbd d4 CI3.L3 d 1.23, 6 d(:#8 D 5 6
hence it is safe. C8(&' 7! "8($
&R"- % IKF<4 1#'A% 53.F.4.3 , )AG !"
&rom % IKF<4, 1TA?' 4, )AG !"
hence it is safe.
4.4
DESIGN OF GATE
S#(: 1 47
DETER?INATION OF FACTORED LOAD
%ervice load P 3F $! 7 m 'oad factor P5 &actored load 1w2 P service load load factor P 3F 5 &actored load 1w2 P IL $! 7 m S#(: 2 BENDING ?O?ENT
- P 1*'42 7 L P1IL35342 7 L - P F3 F !.m SHEAR FORCE
V P1*'2 7 4 P1IL3532 7 4 V P4.I 3F ! S#(: 3 PLASTIC SECTION ?ODULUS
]) P -U- 7 &+ P 1F3 F 3.3 2 7 K ]) P 35.435mm5
S#(: 4 C!"%d( $ "(&#%! IS?B 45
APB4.4Ccm4 DP IKmm bfP3Kmm tfP3CImm twPB.Imm r6P3L.3Kcm ]e6P35K.C cm5 ]p6 P 3K55.5Fcm5 ]p6 7 ]e6 P 3.3K 1shape factor2
48
S#(: 5 T! &8(&'
? 7 tf P 34K 73C.I P C.3L _ 3.K &rom table 4, 1% L < 4C2 t is considered to be class 4 . (ence the section is compact. S#(: * C8(&' 7! "8($
1i2 Vd P Xfy 7 15Um2[ htw PXK 7 153.32[ 33 5B.I P4I.F3F ! Vd V (ence safe
1ii2 check for high 7 low shear case P .FVd P.F4I.F3F P3I.CF3F V _.F V d &rom % L < 4C , clause L.4.3.5 , pg K5 , *hen the design shear force 1factored2 , V e/ceeds .F Vd is the design shear strength of the cross section.
D(7l(&#%!
49
&ig I.I.3
P43B!7mm4 P 43LmmI l
3 P 1-m 7 2 ds
&ig I.I.4
-/ P 93F/1/742 P 9 13F/ 42 7 4
50
&ig I.K
-/ P 93/ P 137 2 l 193F/4 7 42 193/2d/ P 137 2 l 13F/5 7 42 d/ P137 2 Y L/ I 7 I Z3 P143I2 7 P K3 95mm D(7l(&#%! &8(&'
' 7 5 P 13352 7 5 P55.55 _ '75 (ence it is safe
4.5
DESIGN OF STAIRCASE 51
G%)( d$#$<
Tread 1T2 P.4C m Rise 1R2 P.3Cm Vertical height of staircase P 4m 1Tread and rise of the staircase is taken from the book OD%G! A!D #"!%R#T"! "& DR+ D"#$%0 by O?.$ -A]R$*#] 2 Assume the following , *idth of landing beams P.Km -5K grade concrete with &eK steel bars is used SOLUTION S#(: 1
!umber of steps P vertical height 7 rise of step P 4 7 .3C P33.CF P 34 steps. Nu6=( !7 "#(:" 12 "#(:". S#(: 2
a2 ffective span 1l2 P 11number of steps2 1tread22 S width of landing beams P 113421.4C22 S .K m P 5.CIm. E77(&#%)( ":$l 3.+46.
b2 Thickness 1t2 P span 7 4 P 5.CI 7 4 P.3Lm P .4m T8%&'("" # .26.
c2 ffective depth 1d2 P D 9 cover P .49.4 m P .3Lm E77(&#%)( d(:#8 d .1,6. S#(: 3 L!$d &$l&ul$#%!"
i.
Dead load on slab 1slope2 1w s 2 P D3unit weight of concrete P .434K $!7m P K $!7m. 52
ii.
Dead load of slab 1hori6ontal2 1w2 P 1w s1R4ST42.K2 7 T 4 P 1K 1.3C S.4C42 .K2 7 .4C $!7m P K.B $!7m
iii.
Dead load of one step P 13742RT4K .K.3C.4C4K $! P .KC $! Dead load per metre length 1w3 2 P dead load of one step 7 T P .KC 7 .4C $!7m P 4.34 $!7m
iv.
Dead load due to finishes 1w 4 2 P .F $!7m Total dead load P 1KSK.BS.KCS4.34S.F2 $!7m P 35.F5 $!7m. D($d l!$d 13.*3 KN6
v.
'ive load P unit weight of water area of staircase P 3 $!7m 5 5.CI m4 P 5C.I $!7m. L%)( l!$d 3+.4 KN6
Total load 1*2 P dead load S live load P 135.F5S5C.I2 $!7m P K3.5 $!7m
ltimate load 1*Pu 213.K P 3.K total2 $!7m load K3.5 P CF.KI $!7m. T!#$l ul#%6$#( l!$d 0u +*.54 KN6. S#(: 4
a2 ?ending moment 1-2 P 1* u l42 7 L P 1CF.KI 5.CI42 7 L $!.m P 355.L5 $!.m B(d% 6!6(# ? 133.,3 KN.6
53
b2 %hear force 1V2 P 1*u l2 7 4 P 1CF.KI 5.CI2 7 4 $! P 3I5.3 $! S8($ 7!&( V 143.1 KN. S#(: 5 $ &R"?$% (%7!&(6(# d(#$%l" )A !"
- P .LCfyAstd 13 @ 11fyAst2 7 1bdfck22 355.L53F P LCKAst3L 13 @ 11KAst2 7 133L5K222 355.L53F P CL5Ast @ F.43 Ast4 Ast P 45L.C mm 4 )rovide 3F bars of 3Fmm diameter Astpro P 3F1Q 7 I23F4 mm4 P 543F.BB mm 4 %pacingPP13 13ast2 7 Ast pro 42 7 543F.BB mm 1Q 7 I23F P F4.K mm P 3mm. P!)%d( 1* =$" !7 1*66 d%$6(#( $# 166 &(#( #! &(#( ":$&%. = D%"#%=u#%! (%7!&(6(# d(#$%l"
Ast P 1.52 b d P 1.5 7 3233L 4 P KI mm )rovide L bars of 3mm diameter Astpro P L1 Q 7 I234 4 P F4L.53 mm %pacing P 13ast2 7 Ast P 131 Q 7 I23 P 34K mm.
pro 4
2 7 F4L.53
P!)%d( , =$" !7 166 d%$6(#( $# 12566 &(#( #! &(#( ":$&%. S#(: * & C8(&' 7! d(:#8 54
4 - P .35Lfckbd F 355.L43 P .355K3 d4
d .1+16 E77(&#%)( d(:#8 d .1,6
hence it is safe d C8(&' 7! "8($<
&R"- % IKF<4 1#'A% 53.F.4.3 , )AG !"
CADD DRA0INGS
55
&ig I.F )'A!
56
&ig I.C #R"%% %#T"!
57
&ig I.L RTA!!G *A'' 58
&ig I.B %'A? *T( %TAR#A% '"AD
59
&ig I.3 %'A? *T( #-!T -"RTAR '"AD 60
&ig I.33 %'A? *T( %() A!D $' ?'"#$ '"AD 61
&ig I.34 %'A? *T( GAT '"AD 62
&ig I.35 %TAR#A% 63
STAADPRO ANALYSIS
F% 4.14 SIDE VIE0
F% 4.15 FRONT VIE0 64
F% 4.1* BOTTO? VIE0
F% 4.1+ 0HOLE STRUCTURE
65
CHAPTER 5 ESTI?ATION OF DRYDOCK CONCRETE ESTI?ATION RATIO OF THE CONCRETE 13 < 4 < 52
#ement %and ?allast
PP 3K.4 PP 4.K5 4.K5 7/ 3S4S5 4 K.FCper per#u.m #u.m P 4.K5 / 5 P C.KB per #u.m
RATES ASSU?ED
#ement %and ?allast
P CFK. per #u.m P C . per #u.m P FK. per #u.m
ESTI?ATION OF SLAB DATAS
'enght ofof%lab 3mm ?readth %lab PP 3 Depth of %lab P K m ESTI?ATION
Volume of %lab
#ement %and ?allast
P l/b/h P 3 / 3 / K P K #u.m
P 4.K5 / K P 34FK #u.m P K.FC / K P 4K55.K #u.m P C.KB / K P 5CBK #u.m
TOTAL COST FOR ONE SLAB
#ement %and ?allast
P Rs. BF,CC,4K P Rs. 3C,C5,IK P R s. 4I,FF,CK
TOTAL COST FOR , SLABS
#ement %and ?allast
P Rs. CC,I3,L, P R s. 3I,3L,CF, P R s. 3B,C5,I, 66
Total cost for slabs PRs 333,55,BF, ESTI?ATION OF PILE DATAS
!o. "f )iles (eight of )ile
P L PC m
#ylinder PP 4Kmm (eight of #one ESTI?ATION FOR CYLINDER
Volume of #ylinder
P π r 2h P / .K / 4 / K P 5.B4K #u.m π
#ement %and ?allast
P 4. K5 / 5.B4K P B.B5 #u.m P K .FC / 5.B4K P 3 B.LL #u.m P C.KB / 5.B4K P 4B .CB #u.m
COST ESTI?ATE
#ement %and ?allast
P R s. CK,BFK P Rs.35,B3F P R s. 3B,5FI
FOR CONE
Volume of #one
#ement %and ?allast
P 375 Q r4 h P 375 / Q / .K / 4 / 4 P .K45 #u.m
P 4.K5 / .K45 P 3.545 #u.m P K .FC / .K45 P 4 .FK #u.m P C.KB / .K45 P 5. BFB #u.m
COST ESTI?ATE
#ement %and ?allast
P R s. 3,34 P Rs.3,LKK P R s. 4,KL
TOTAL COST OF THE PILE CYLINDER M CONE 67
#ement %and ?allast
P R s. LF,LK P Rs.3K,CC3 P R s. 43,BI5
TOTAL COST FOR , PILES
#ement
P Rs. FL,LF,B3F
%and Rs. ?allast PR s.34,F3,FL 3C,KK,IFL Total cost for piles PRs BB,I,FI ESTI?ATION OF RETAINING 0ALL THE 0ALL IS TAKEN AS DIFFERENT SHAPES 1 T%$l( 2 R(&#$l( % S#(6 3 R(&#$l( % B$"( Sl$= 4 Su$( % S8($ K(y
1.TRIANGLE Volume of Triangle
#ement %and ?allast
P /l /b P / 3 / 43 P 3.K #u.m
P 4.K5 / 3.K P 4F.KFK #u.m P K.FC / 3.K P K5.4 #u.m P C.KB / 3.K P CB.FB #u.m
COST ESTI?ATE
#ement %and ?allast
P R s. 4,5,444 P Rs.5C,4I P R s. K3,CBL
2.RECTANGLE IN STE?
Volume of Rectangle
#ement %and
P l/b/h P 3 / 3 / 43 P 43 #u.m
P 4.K5 / 43 P K5.35 #u.m P K .FC / 43 P 3 F.IC #u.m 68
?allast
P C.KB / 43 P 3KB.5B #u.m
COST ESTI?ATE
#ement %and ?allast
P R s. I,F,III P Rs.CI,ILK P Rs. 3,5,F5
3.RECTANGLE IN BASE SLAB
Volume of Rectangle
#ement %and ?allast
P l/b/h P 35 / 3 / 4 P 4F #u.m
P 4.K5 / 4F P FK.CL #u.m P K .FC / 4F P 3 53.CI4 #u.m P C.KB / 4F P 3BC.5 #um
COST ESTI?ATE
#ement %and ?allast
P R s. K,5,43C P Rs.B4,44 P Rs. 3,4L,4C3
4.SUARE IN SHEAR KEY
Volume of s8uare P l / b / h P 4 /4 /3 P I #u.m #ement
P 4.K5 / I P 3.34 #u.m
%and ?allast
PP KC.KB .FC//II PP45.5F .4F #u.m #u.m
COST ESTI?ATE
#ement %and ?allast
P R s. CC,I3L P Rs.3I,3L4 P R s. 3B,C5I
TOTAL COST OF RETAINING 0ALL PER CU.? STE? M BASE SLAB M SHEAR KEY
#ement
P R s. 33,B,53 69
%and ?allast
P Rs. 4,3L,34F P Rs. 5,5,IC
TOTAL COST FOR THE LENGTH OF 1* ? LEFT
#ement %and
P Rs. 3B,I,IL,4L P R s. 5,IB,,4L
?allast
P Rs. I,LK,IK,34
TOTAL COST FOR THE LENGTH OF 1* ? RIGHT
#ement %and ?allast
P Rs. 3B,I,IL,4L P R s. 5,IB,,4L P Rs. I,LK,IK,34
TOTAL COST FOR THE LENGTH OF 5 ? REAR
#ement %and ?allast
P R s. K,BK,3K,LC P R s. 3,B,F,53K P Rs. 3,K3,C,5K
TOTAL COST FOR THE 0HOLE RETAINING 0ALL
#ement P Rs. II,I,33,FIC %and P R s. L,C,F,C53 ?allast P Rs. 33,44,F3,CB Total cost for retaining wall P Rs F5,55,L,3FL TOTAL COST OF CONCRETE
#ement PRs 344,3I,CL,KF5 %and PRs 44,5L,II,I33 ?allast PRs 53,35,KC,4KL TOTAL COST OF CONCRETE FOR DRY DOCK RS 1+5**,232 STEEL ESTI?ATION SLAB 0ITH STAIRCASE LOAD ?$% (%7!&(6(#
4mm dia W 4.ICkg7m , straight bars W 34Kmm c7c !o of bars P X139.52 7 .3[ S 3 P BL bars 70
'ength P 39.5S13L.42 P 3.Fm ?ent up bars W3mm c7c P X139.52 7 .3[P BC bars 'ength P 3.FS.5 P 3.Bm Total length P 1BL3.F2S1BC3.B2 P3BFI.F3m *eight P 3BCL.FK4.IC P ILK4.KBkg
D%"#%=u#%! (%7!&(6(#
4mm dia W 4.ICkg7m , 34Kmmc7c !o of bars P137.34K2 S 3 P L3 bars 'ength P39.5S13L.42 P 3.Fm Total length P 3.FL3 P L3I.LFm *eight P L3I.LF4.ICkgP 434.C kg Total weight P FLFK.4Bkg #ost 3 slab PRs FFLFK.4B P Rs I,33,B3C.I #ost for B slabs PRs BI,33,B3C.I PRs 5C,C,4KF.F SLAB 0ITH CE?ENT ?OTAR LOAD ?$% (%7!&(6(#
4Imm dia W 5.55kg7m , straight bars W 3mm c7c !o of bars P X139.52 7 .3[ S 3 P BL bars 'ength P 39.5S13L.4I2 P 3.354m ?ent up bars W3mm c7c 71
P X139.52 7 .3[P BC bars 'ength P 3.354S.5 P 3.3F4m Total length P 1BL3.3542S1BC3.3F42 P3BCL.FKm *eight P 3BCL.FK5.KKP C4K kg D%"#%=u#%! (%7!&(6(#
4mm dia W 4.BBkg7m , 3mmc7c !o of bars P137.32 S 3 P 33 bars 'ength P39.5S13L.442 P 3.BFm Total length P 3.BF33 P 33B.FBFm *eight P 33B.FBC4.BB P 5IL.LB kg Total weight P 3C5.LBkg #ost 3 slab PRs F3C5.LB P Rs F,I,I55.I #ost for 4F slabs PRs 4FF,I,I55.IPRs 3KC,3K,5FL.I SLAB 0ITH SHIP AND KEEL BLOCK LOAD ?$% (%7!&(6(#
4Imm dia W 5.5Kkg7m , straight bars W 3mm c7c !o of bars P X139.52 7 .3[ S 3 P BL bars 'ength P 39.5S13L.4I2 P 3.354m ?ent up bars W3mm c7c P X139.52 7 .3[P BC bars 'ength P 3.354S.5 P 3.3F4m 72
Total length P 1BL3.3542S1BC3.3F42 P3BCL.FKm *eight P 3BCL.FK5.KK P C4K kg D%"#%=u#%! (%7!&(6(#
4Imm dia W 5.KKkg7m , 3mmc7c !o of bars P137.32 S 3 P 33 bars 'ength P39.5S13L.4I2 P 3.354m Total length P 3.35433P345.55m *eight P 345.555.KKP 5F54.L4 kg Total weight P 3FKC.L5 kg #ost 3 slab PRs F3C5.LBP Rs F,5B,IFB.L #ost for I4 slabs PRs I4F,5B,IFB.L PRs 4FL,KC,C53.F SLAB 0ITH GATE LOAD ?$% (%7!&(6(#
44mm dia W 4.BBkg7m , straight bars W 3mm c7c !o of bars P X139.52 7 .3[ S 3 P BL bars 'ength P 39.5S13L.442 P 3.BFm ?ent up bars W3mm c7c P X139.52 7 .3[P BC bars 'ength P 3.354S.5 P 3.34Fm Total length P 1BL3.3542S1BC3.3F42P3BC3.F5m *eight P 3BC3.F54.BBP KLBK.K3I kg 73
D%"#%=u#%! (%7!&(6(#
44mm dia W 4.BBkg7m , 34Kmmc7c !o of bars P137.34K2 S 3 P L3 bars 'ength P39.5S13L.442 P 3.BF Total length P 3.BFL3PL3C.CCFm *eight P L3C.CC4.BBP 4IIK.3K kg Total weight P L5I.54I kg #ost 3 slab PRs FL5I.54IP Rs K,,I3B.II #ost for 5 slabs PRs 5K,,I3B.II PRs 3K,3,4KL.54 Total cost for reinforcement of slabsPRs I,CC,L3,K3I.B4 RETAINING 0ALL STE? ?$% (%7!&(6(#
Kmm dia W 3K.I54 kg7m W 3mm c7c !o of bars P X15C9.32 7 .3[ S 3 P 5C bars 'ength P 459top cover9bottom coverS4 hooks 459.K9.KS13L.K2 P 45.Lm &or bothP sides multiply by 4 P45.L4SIm1 shear key2PK3.Fm Total lenght P K3.F5C 3BB4m *eight P 3BB43K.I54P 4BIF4CC.IIkg D%"#%=u#%! (%7!&(6(#
5mm dia WK.KFkg7m W4K c7c 74
!o of bars P X14K9.K9.K2 7 .4K [ S3 P 33 'ength P 5C @ 4 covers S F hooks P 5C9.3S1FB.52P5C3.K4m Total length P 5C3.K433 P 5CK45.K4m *eight P 5CK45.K4K.KF P 4LF5.CCkg BASE SLAB ?$% (%7!&(6(#
Kmm dia W 3K.I54 kg7m W 4Kmm c7c 1T") A!D ?"TT"-2 !o of bars P YX15C9.32 7 .4K[ S 3Z 41T") A!D ?"TT"-2 P 4BF4 bars 'ength P 359.K9.KS13L.K2P 35.Lm Total length P 35.L4BF4 ILCK.F m *eight P ILCK.F 3K.I54P F5CB4.4Fkg D%"#%=u#%! (%7!&(6(#
5mm dia WK.KFkg7m W4K c7c !o of bars P YX1359.K9.K2 7 .4K [ S3Z4 1T") A!D ?"TT"-2P 3F bars 'ength P 5C9.3S13L.52 P5C.IIm Total length P 5C.II3F P 5B4FF.FIm *eight P 5B4FF.FImK.KFP43L544.K3Lkg Total weight PII45.5ILkg Total cost for reinforcement of retaining wallP Rs 4I,4,I3,I.B TOTAL COST FOR REINFORCE?ENT OF DRY DOCK R"2,,22-15 75
TOTAL COST OF DRY DOCK RS244+314,
CHAPTER *
CONCLUSION
Dry dock components slab, retaining wall , staircase , and gate as being designed and analysed by !DA! %TA!DARD #"DA' , O?.$ -a6urkiewic60 1dec 3BL329 ODesign and consruction of dry docks0 A!D %TADD )R".
76
&inally the pro>ect reveals that structure of dry dock is adopted in ndian climatic conditions for economical way of ship and boat under the limits of dry dock designed for repairing and maintaining works.
R(7(&("
3. %oletanche bachy 1432 9 O#"!#AR!A DR+ D"#$0 , #oncarneau @ &rance, >ournal on design of dry dock.
77
4. &rancis wentworth9shields, >ohn mowlem company= edmund nuttall sons = company 1>uly 3B552 @ O$!G G"RG V GRAV!G D"#$09 %outhamptonJs *estern , >ournal on on design of dry dock. 5. O?.$ -a6urkiewic601dec 3BL329 ODesign and consruction of dry docks0 9 ?ook on dry docks. I. $rishnara>u. ! 145, third edition2 :Design of Reinforced #oncrete %tructures; K. Dock master training manual F. !DA! %TA!DARD #"D ?""$%< % IKF<4 % IKF<4C % IKF<3BCL IKF 1)ART 42<3BLB % FI5<3BL3
78
