design and estimation of dry dock

8/9/2019 design and estimation of dry dock

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CHAPTER 1

INTRODUCTION

1.1 GENERAL

Dry dock is a dock into which the ship floats. The dock gates areclosed behind it, the water is pumped out, and the ship rests on the docking blocksready for its hull to be repaired or cleaned. There are various types of dry docks asfollows,

• GRAV!G D"#$%• &'"AT!G D"#$%• %()'&T%• %')*A+%• TRA!%&R %+%T-%• %-A'' #RA&T 'A!#(!G RA-)%

1.2 GRAVING DOCKS

Graving docks are large, fi/ed basins built into ground at water0sedge, separated from the water by a dock gate.

ts basic structure consists of a floor, sidewalls, head1front2 wall and adock gate. Alter may be incorporated into the side walls for structural stability.

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&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.

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• There is no need to worry about ship7dock stability, pumping plans orlongitudinal deflection of the dock while docking ships. 1%hip stabilityand 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.

1.4 DISADVANTAGES OF A BASIN DOCK

• (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).

1.5 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 anchoragesystem 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 thewalls and floor.52 P$#%$lly R(l%()(d D!&' 9 A partially relieved dock uses a drainage systemunder the dock floor to eliminate the hydrostatic pressure on the floor only. Thewalls resist the full hydrostatic head.

1.* ENTRANCE CLOSURES

All basin docks must, of course, have an entrance closure that keepswater out of the dock once the ship is in and retracts out of the way for dockingand 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

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1.+ SLIDING OR ROLLING 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 basindock flooding systems are<

• Trash racks are placed over inlet openings to prevent the intake of solidmatter. 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.

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• The secondary system, consisting of smaller pumps, collects the last fewinches of water in the basin as well as rain water, flushing water and waterfrom the under drain system.

%and sumps 1settling basins2 should be located in accessible areas of the water collector channels. These allow abrasive materials such as sand, grit, etc.,to settle out of the water before reaching the pump impellers.

n general, operation of a basin dock is easier than that of a floatingdock.

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>ustedcare 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 thestability of the vessel as she lands.

"n some types of pressure9relieved docks, care must be taken not todewater 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 timere8uired for a docking or undocking evolution.

)rior to docking a vessel in a basin dock, the following minimum

calculations should be performed


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visuali6ation and result verification, %TAAD )ro is the professional0s choice ofsteel , concrete, timber, aluminums, and cold @formed steel design of low andhigh9rise buildings, culverts, petrochemical plants, tunnels, bridges, piles and muchmore.

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 usedto 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 formaintenance 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#82+6 d(:#8 1.,6

DESIGN

1. O$%;$#%!

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this upward pressure, or thrust, to the under sides of the walls. As will be elsewherenoted in the te/t of this report, the construction methods stipulated in the plans andspecifications were supplemented, and to some e/tent modified, by the disclosuresreveled by e/perimental fieldwork. %everal weeks before the Hapanese attack ofDecember 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 9and was 9 used to repair !avy craft affected by the blit6. #riteria developed fromthis dockJs design and construction 1and from those of Dry Dock !o. I,)hiladelphia !avy +ard, constructed concurrently2 were of inestimable value infacilitating 1and thus e/pediting2 rush completion of eight of the worldJslargest 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 showedan overlay of adobe over 1successively2 volcanic tuffE volcanic sand 1loose, strong,hard2Elimestone, coral9reef formation 1hard, coarse, and fine, silty2E below theelevation of the floor slab, compact clay 1brown and gray2E and, still lower, loose,fragmentary limestone formations, e/tending indefinitely. Tests were run, too, todetermine 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.

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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 spiralaccess ramp for more efficient operational use by the commercial companiesoperating 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 conventionallyfound in harbors works such as bollards, capstans and winches.

0ORKS

"ne of the challenges facing the consortium was how to deal with themud covering the lagoon bed to depths of up to C meters, considering that thefinished 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. Apartfrom the e/cavation for the dock itself, therefore, all the mud has been left in place.An interceptor channel was dug to divert the river around the lagoon, then thelagoon was emptied to e/pose the mud. A geo9te/tile was laid over the whole areaand covered with the same thickness of free9draining gravel. %trip drains were sunk

from this platform down to bedrock in a 39metre s8uare array. The subse8uentweight of the fill gradually e/pelled the water from the mud through sumpscollecting the water in the free9draining layer. %ettlement of appro/imately onemeter was observed before construction work proper could commence.

The dock sidewalls were built as diaphragm walls, tied back at the topwith passive anchors to sheet piling and fi/ed at the bottom by the concrete floor of the dock.

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The floor is a drained raft to prevent the build9up of uplift. *orks onthe dock entrance proceeded behind a watertight cofferdam built in the port< pumproom, floor under the gate, gate recess 1rock e/cavation with concrete and nailsupport2. The contract re8uired a turnkey graving facility, and ancillary worksincluded a perimeter road around the dock, drinking water, electricity and gassupply, fire9fighting system, two9storey control building and all fittings for shipdocking 1keel blocks, winched cradles, etc.2. "ne of the last operations wasassembly of the dock gate, by assembling four caissons to form a single unit 4Lmlong, 33m high and Im thick, weighing 3C tonnes. The gate was launched by anearby boat hoist, towed to station and sunk onto its trolleys, standing ready ontheir rail tracks.

&ig 4.3

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2.3 ?URRAYLANDS DRY DOCK2-

INTRODUCTION

Dynamic )ro>ect Delivery 1D)D2 was engaged by the -urray landsRegional 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 adry 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 dock4. To obtain costs, timelines and parameters for the construction of the dry

dock5. To identify potential funding or investors for the construction of the dry

dockI. To recommend the ownership and management structure for the dry dock.

The -urray lands Dry Dock *orking )arty determined that firmconcept designs must be obtained and endorsed prior to lodging a )re9'odgmentAgreement 7 Development Application, and prior to funding being sought. Thedevelopment of conceptual designs will therefore form an interim stage betweenthis report and the pre9lodgment process.

DRY DOCK DESIGN

The -urray lands Dry Dock *orking )arty determined that firmconcept designs must be obtained and endorsed prior to lodging a )re9'odgmentAgreement 7 Development Application, and prior to funding being sought. The

development of conceptual designs will therefore form an interim stage betweenthis report and the pre9lodgment process.

E@A?PLES OF E@ISTING DRY DOCKS 0ERE INVESTIGATED AND

STUDIED

M Randell Dry Dock , -annum, was installed in 3LC5 by *illiam

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Randell. The dry dock was actually built at -ilang, by A.(. 'andseer, and towedacross 'ake Ale/andrina by the steamer Nildesperandum. t was during the boom9days that the dock and wharf were used to their capacity due to a huge tradingenterprise built by H.G. Arnold. The dry dock now has a heritage listing.

M South Brisbane Dry Dock was designed by *illiam D !esbit,chief engineer for (arbours = Rivers, in 3LCK. t was constructed between 3LCFand 3LL3 by H = A "verend. The busy ?risbane port re8uired a substantial facilityfor the maintenance, repair and refitting of commercial ships and (arbours =Rivers dredges, barges and other vessels. The dock was originally 54 feet 1BC.KImetres2 long, but was e/tended to I4 feet 134.L3 metres2. The width at the top is4I.L metres and 3F.3K metres at the bottom. The overall depth is B.CK metres withK.CB metres at the entrance sill. The caisson 1dock gate2 was manufactured by thenotable firm of RR %mellie = #o. of ?risbane. t is probably the largest locally

made wrought iron composition in Nueensland. The dry dock site is incorporatedin the Nueensland -aritime -useum which includes many moveable heritageitems, such as the (-A% Diamantina which resides in the dock.

M Sutherland Dry Dock , %ydney, !%*, was constructed as a drydock between 3LL4 and 3LB under the supervision of the engineer 'ouis %amuelto supplement the capacity of the smaller &it6roy dock. ts gate or caisson wasoriginally 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 toaccommodate the battle cruiser (-A% Australia and in 3B4C for the docking ofthe cruisers (-A% Australia and Canberra.

M Entec @ *allsend, Tyneside $ 9 The proposed dry dock replaces the e/istingslipways, which are inclined and fall into the River Tyne. These are of reinforcedconcrete construction, founded over significant areas on bearing piles of steel,concrete and timber.

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C8$:#( 3

?ETHODOLOGY

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3.1 LI?IT STATE ?ETHOD

The design process of structural planning and design re8uires not onlyimagination and conceptual thinking but also sound knowledge of science of structural engineering besides the knowledge of practical aspects, such as recentdesign codes, bye laws, backed up by ample e/perience, intuition and

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>udgement. The purpose of standards is to ensure and enhance the safety, keepingcareful 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. %taircase4. %lab5. Retaining wallI. %teel sectionK. 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 usingthe indiam standard codes % IKF


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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 standardcodes % IKF


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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 PROPERTIES

TA?' I.3 %"' )R")RT%

DESCRIPTION OFSOIL

THICKNESS OF SOIL SPT VALUEN

*ater C

%ilty clay 1layer 32 C 3

#lay sand 3 F

%ilty clay 1layer 42 3 3B

%ilty sand F 3cemented sand1layer 32 3 3

cemented sand1layer 42 3 3

(ard rock 9 9

4.1.3 DESIGN OF PILE

GIVEN DATA

Diameter of pile 1D2 P3m

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'ength of pile 1'2 P Cm&cu P 5K!7mm4

#ross sectional area of pile 1Ac2 P 1QD427 I P .CLKm4

)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 P38 b P3I!1'7D21$!7m42' P CmD P3m

8 b P3I31C732 $!7m4

8 b P BL $!7m5

nd bearing capacity P 8 b Ac

P BL.CLK P CFB5$!

&actor of safety P 4.K

Allowable end bearing capacity P nd bearing capacity 7 &actor of safetyP5CC.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$!

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SKIN FRICTION FOR THE PILE TOTAL SKIN FRICTION

Total skin friction P 4IB5C.BK$!&actor of safety P 4.KAllowable skin friction P BBCK.3L$!

*eight of pile P area of pile unit weight of concrete P .CLK4K P 3B.F5$!

4.2 RETAINING 0ALL DESIGN

4.2.1 REUIRE?ENTS FOR RETAINING 0ALL DESIGN

?ulk density for each layer %urcharge pressure (ydraulic pressure Dry soil density pressure %oil pressure due each layer *ave pressure

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4.2.2 BULK DENSITY

TA?' I.4 ?'$ D!%T+

S!%l #(#u( C%#%&$l =ul' d("%#y $( &&

clay, silt loam 3.I93.KK

silty clay, silty clay loam, silt 3.I93.IK

clay loam 3.IK93.KK

'oam 3.IK93.F

sandy clay 3.KK93.FK

sandy clay loam 3.KK93.CK

sandy loam 3.KK93.CK

sandy loam 3.CK

?ased on (arris 3BB and -orris and 'owery 3BLL

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4.2.3 SOIL PRESSURE

TA?' I.5.3 %"' )R%%R

%oil layer Depth162

?ulkdensity1Uunsat2

#ohesion1c2

Angle offriction12

Rankine0scoefficient1k a2

Voidratio1e2

Drydensity1Ud2

*ater C 3 5 .55 .5 .CC

%iltyclay1layer 32

C 3.IK 5 .55 .5 3.34

#layey sand 3 3.FK 5 .55 .5 3.4C

%ilty

clay1later 42

3 3.IK 5 .55 .5 3.34

%ilty sand F 3.CK 5 .55 .5 3.5K

#oncrete1layer 32

3 4.I 5 .55 .5 3.LK

#oncrete1layer 42

3 4.I 5 .55 .5 3.LK

TA?' I.5.4 %"' )R%%R

%oil layer Usat Usat

93

$ N %urcharge

pressure18 $ 2

(ydraulic

head pressure1Uw62

Dry soil

density pressure1Usat9321 8 $ 2

Total

pressure

#ummala

e pressur

*ater 4.53 9C.FB .C 4 3I C4.K 95B.5 IC.IC IC.IC%iltyclay1layer 32

5.5K 9F.FK .C 4 3I C 954.KB K3.I3 BL.LL

#layey sand 5.L3 9F.3B .C 4 3I 3 9I.55 3B.FC 33L.KK%iltyclay1later 42

5.5K 9F.FK .C 4 3I 3 9I.FF 3B.5I 35C.LB

%ilty sand I.I 9K.BF .C 4 3I F 94K.5 IL.BC 3LF.LF#oncrete1laye

r 32

K.KI 9I.IF .C 4 3I 3 953.44 L4.CL 4FB.FI

#oncrete1layer 42

K.KI 9I.IF .C 4 3I 3 95.34 4.LL 4B.K4

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4.2.4 0AVE PRESSURE

&ig I.3

GIVEN DATA

(igh sighted wave 1ds2P 4.Kmwave length ' W D P 4.Km is IL.CmD P 33m

hP 33mR P Kmr 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 m4

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

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)3 P 1A3SA42*( b P1.L4S.5L235)3 P4K.CI $!7m4

)4 P A5)3 P.4L44K.CI)4 PC.4F$!7m4

)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,

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%afe bearing capacity1p2 P 4$!7m5

(eight of embankment above ground level P 3mDensity of soil 1w2 P3L $!7m5

Angle of repose P 5

&riction between soil and concrete 1\2 P .Kse -5K grade concerte and &eK steel bars

SOLUTION

S#(: 1

D%6("%!" !7 (#$%% 9$ll

-inimum depth of foundation P 11p7w21139sinM2 7 13SsinM22.K2 P 11473L213752.K2

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

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-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.K-P 3.KB4F3 $!.mP 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 mm4

)rovide 3 bars of Kmm diameter

Ast pro P 31Q7I2K4 mm4

P 3BF5I.B mm4

%pacing P 13ast2 7 Ast pro P 13 1Q 7 I2K42 7 3BF5I.B mm P 3 mm

P!)%d( 1 =$" !7 566 d%$6(#( $# 166 &(#( #! &(#( ":$&%

D%"#%=u#%! (%7!&(6(#

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Ast P .34bd P 1.34 7 3234 mm4

P 4I mm4

)rovide I bars of 5mm diameter

Ast pro P I 1Q 7 I254 mm4

P 4L4C.I5 mm4

%pacing P 13ast2 7 Ast pro P 13 1Q 7 I2542 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

?!6(# KN.6

*3PL.FC44K II 1L.FC 7 42 P I.55 3BK.4*4 P 1I.4544K2

S IKBFCK.K L.FC S 1I.55742

P 3.LC53B.I

*5 P F.FC433L 4K43.4K 1F.FC 742 P 5.5K LIL.5F*I P KI.554K KI3.4K 3.LI KLFI.II

0 41+, ? 234-*.+2

E$#8 :(""u() P $ U6 P .L3L43 P 54.I $! 7 m4

] P ^- ^* P K.FC m

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ccentricity 1e2 P 1 6 @ 1b7422 P K.FC @ 135742 P 9.L5

1b7F2 P 357F P 4.3CTherefore , 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 $!7m4

)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 $!7m14IF.55 7 352 P 1/ 7 F.FC2 / P 34F.55 $!7m4

S#(: 5

D("% !7 8((l "l$=

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L!$d ?$%#ud( !7

l!$dKN

D%"#$&( 7!6

$6

?!6(# KN.6

*5 P F.FC433L 4K43.4F3 F.FC 7 4 P 5.55 LIL.I%elf weight

P F.FC44K

555.K F.FC 7 4 P 5.55 3334.44

? -52.*2

D(du%!

plift pressureP 3BLF.FC

3544.5B F.FC 7 4 P 5.55 II3.3C

1ghi2 P.KF.FC34F.55

I43.5 F.FC 7 4 P 5.55 3IK.5

? 5,15.2

-a/imum bending moment in heel slab 1-2P BK4.F4 9 KL3K.4 $!.m P 5CK.I4 $!.mltimate moment 1-u2 P3.K-

P 3.K5CK.I4 $!.m P KKKL.35 $!.m

-u 7 1bd42 P KKKL.35 3F 7 13442 P 3.5B

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 mm4

)rovide I bars of Kmm diameter

Ast pro P I1Q7I2K4 mm4

P CLK5.B mm4

%pacing P 13ast2 7 Ast pro P 13 1Q 7 I2K42 7 CLK5.B mm P 4K mm

P!)%d( 4 =$" !7 566 d%$6(#( $# 25 66 &(#( #! &(#( ":$&%

28


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D%"#%=u#%! (%7!&(6(#

Ast P .34bd P 1.34 7 3234 mm4

P 4I mm4

)rovide I bars of 5mm diameter

Ast pro P I 1Q 7 I254 mm4

P 4L4C.I5

%pacing P 13ast2 7 Ast pro P 13 1Q 7 I2542 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 4 P 1137523L4552 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 P 5

) P 3545 $!7m

) p P 53545 $!7m4

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P 5BFB $!7m4

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 1bd2P 1I5C.4K35 2 7 1342P .43L !7mm4

)t P 13Ast pro2 7 1bd2 P 133BF5I.F2 7 1342

P .BL

&rom % IKF


31/78

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 393 9 394

%and and gravel 393 9 39K

&ine sand, silts, loess 39K 9 39B

#lay, shale, glacial till 39B 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

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P 1349C2 7 3F P .5

4.3.4 SEEPAGE FLO0

BY DARCYS LA0

Void ratio 1e2 P .5)orosity 1n2 P .45(ydraulic conductivity 1k2 P 1373B2 1m7s2(ydraulic gradient 1i2 P .5

%eepage flow P $iAP 1373B2 .5 3F K

P .4Kcm7s

4.3.5 UPLIFT PRESSURE

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&ig I.54.3.* DESIGN OF SLAB

4.3.*.1 DESIGN OF SLAB 0ITH STAIRCASE LOAD

GIVEN DATA

Depth 1D2 P Km1Depth 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%

'y P3m '/ P3m -5K grade concrete with &eK steel bars is used Ly L 1 1 J 1 21&R"- % IKF


34/78

S#(: 1

ffective span 1l/2 P 1'/ S cover2P 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 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


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B(d% 6!6(#

&rom % IKF


36/78

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

Ast pro P 31Q 7 I244 mm4 P 53I3.K mm4

%pacing P 13ast2 7 Ast pro P 13 1Q 7 I2442 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


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&rom % IKF


38/78

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 $!7mUl#%6$#( l!$d 0u 1,3,.4 KN6

S#(: 3

?!6(# $d "8($ &$l&ul$#%!"

&rom % IKF


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S8($ 7!&(

Vu/ P .K*ul/ P .K3L5L.I3.3K -32-.,, KN.

S#(: 4

R(%7!&(6(# d(#$%l"

&R"- % IKF


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CC.FC3F P .35L5K3 d4 d 1.24 6 d(:#8 D 4 6

hence it is safe.

C8(&' 7! "8($

&R"- % IKF


41/78

-5K grade concrete with &eK steel bars is used Ly L 1 1 J 1 21&R"- % IKF


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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


43/78

%pacing P 13ast2 7 Ast pro P 13 1Q 7 I2442 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 mm4 )rovide 3I bars of 4Imm diameter

Ast pro P 3I1Q 7 I24I4 mm4

P F555.IK mm

4

%pacing P 13ast2 7 Ast pro P 13 1Q 7 I24I42 7 F555.IK mm P 3 mm.P!)%d( 14 =$" !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


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&rom % IKF


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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 $!7mUl#%6$#( l!$d 0u 3BII.3C KN6

S#(: 3

?!6(# $d "8($ &$l&ul$#%!"<

&rom % IKF


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-u/ 1Sve2 P /*u1l/24

P .4L3BII.3C 13.3K24

5*,.2 KN.6 -u/ 19ve2 P /*u1l/24

P .5C3BII.3C 13.3K24

+41., KN.6

S8($ 7!&(

Vu/ P .K*ul/ P .K3BII.3C 3.3K -,**.** KN.

S#(: 4

R(%7!&(6(# d(#$%l"

&R"- % IKF


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48/78

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 F3F !.m

SHEAR FORCE

V P1*'2 7 4 P1IL3532 7 4 V P4.I 3F !

S#(: 3

PLASTIC SECTION ?ODULUS

]) P -U- 7 &+ P 1F3F 3.3 2 7 K ]) P 35.435mm5

S#(: 4

C!"%d( $ "(%! IS?B 45

APB4.4Ccm4

DP IKmm bf P3Kmmtf P3CImmtwPB.Immr 6P3L.3Kcm]e6P35K.C cm5

] p6 P 3K55.5Fcm5

] p6 7 ]e6 P 3.3K 1shape factor2

48


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S#(: 5

T! &8(&'

? 7 tf P 34K 73C.I P C.3L _ 3.K&rom table 4, 1% L < 4C2t is considered to be class 4 . (ence the section is compact.

S#(: *

C8(&' 7! "8($

1i2 Vd P Xf y 7 15Um2[ htwPXK 7 153.32[ 335B.IP4I.F3F !

Vd V(ence safe

1ii2 check for high 7 low shear case P .FVdP.F4I.F3F

P3I.CF3F

V _.F Vd

&rom % L < 4C , clause L.4.3.5 , pg K5 ,*hen the design shear force 1factored2 , V e/ceeds .F Vd is the design shearstrength of the cross section.

D(7l(%!

49


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&ig I.I.3

P43B !7mm4

P 43LmmI

3 P l 1-m 7 2 ds

&ig I.I.4

-/ P 93F/1/742 P 9 13F/42 7 4

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&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 K395mm

D(7l(%! &8(&'

' 7 5 P 13352 7 5 P55.55

_ '75

(ence it is safe

4.5 DESIGN OF STAIRCASE

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G%)( d$#$<

Tread 1T2 P.4C mRise 1R2 P.3CmVertical height of staircase P 4m1Tread 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 1ws 2 P D3unit weight of concrete P .434K $!7m P K $!7m.

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ii. Dead load of slab 1hori6ontal2 1w2 P 1ws1R 4ST42.K2 7 T P 1K 1.3C4S.4C42 .K2 7 .4C $!7m P K.B $!7m

iii. Dead load of one step P 13742RT4K P .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 1w4 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 $!7m5 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*u 2 P 3.K total load P 13.K K3.5 2 $!7m 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 $!.mB(d% 6!6(# ? 133.,3 KN.6

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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 $ ?$% (%7!&(6(# d(#$%l"

&R"- % IKF


55/78

- P .35Lfckbd4

355.L43F P .355K3 d4 d .1+16 E77(%)( d(:#8 d .1,6

hence it is safe

d C8(&' 7! "8($<

&R"- % IKF


56/78

&ig I.F )'A!

56


57/78

&ig I.C #R"%% %#T"!

57


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&ig I.L RTA!!G *A''

58


59/78

&ig I.B %'A? *T( %TAR#A% '"AD

59


60/78

&ig I.3 %'A? *T( #-!T -"RTAR '"AD

60


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&ig I.33 %'A? *T( %() A!D $' ?'"#$ '"AD

61


62/78

&ig I.34 %'A? *T( GAT '"AD

62


63/78

&ig I.35 %TAR#A%

63


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STAADPRO ANALYSIS

F% 4.14 SIDE VIE0

F% 4.15 FRONT VIE0

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F% 4.1* BOTTO? VIE0

F% 4.1+ 0HOLE STRUCTURE

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CHAPTER 5

ESTI?ATION OF DRYDOCK

CONCRETE ESTI?ATION

RATIO OF THE CONCRETE 13 < 4 < 52#ement P 3K.4 7 3S4S5 P 4.K5 per #u.m%and P 4.K5 / 4 P K.FC per #u.m?allast P 4.K5 / 5 P C.KB per #u.m

RATES ASSU?ED

#ement P CFK. per #u.m%and P C. per #u.m?allast P FK. per #u.m

ESTI?ATION OF SLAB

DATAS

'enght of %lab P 3 m?readth of %lab P 3 mDepth of %lab P K m

ESTI?ATION

Volume of %lab P l / b / h

P 3 / 3 / KP K #u.m

#ement P 4.K5 / K P 34FK #u.m%and P K.FC / K P 4K55.K #u.m?allast P C.KB / K P 5CBK #u.m

TOTAL COST FOR ONE SLAB

#ement P Rs. BF,CC,4K%and P Rs. 3C,C5,IK?allast P Rs. 4I,FF,CK

TOTAL COST FOR , SLABS

#ement P Rs. CC,I3,L,%and P Rs. 3I,3L,CF,?allast P Rs. 3B,C5,I,

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Total cost for slabs PRs 333,55,BF,

ESTI?ATION OF PILE

DATAS

!o. "f )iles P L(eight of )ile P C m(eight of #ylinder P K m(eight of #one P 4 m

ESTI?ATION

FOR CYLINDER

Volume of #ylinder P π r 2h

P π / .K / 4 / K

P 5.B4K #u.m

#ement P 4.K5 / 5.B4K P B.B5 #u.m%and P K.FC / 5.B4K P 3B.LL #u.m?allast P C.KB / 5.B4K P 4B.CB #u.m

COST ESTI?ATE

#ement P Rs. CK,BFK%and P Rs. 35,B3F?allast P Rs. 3B,5FI

FOR CONE

Volume of #one P 375 Q r4 hP 375 / Q / .K / 4 / 4P .K45 #u.m

#ement P 4.K5 / .K45 P 3.545 #u.m%and P K.FC / .K45 P 4.FK #u.m?allast P C.KB / .K45 P 5.BFB #u.m

COST ESTI?ATE

#ement P Rs. 3,34%and P Rs. 3,LKK?allast P Rs. 4,KL

TOTAL COST OF THE PILE CYLINDER M CONE

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#ement P Rs. LF,LK%and P Rs. 3K,CC3?allast P Rs. 43,BI5

TOTAL COST FOR , PILES

#ement P Rs. FL,LF,B3F%and P Rs. 34,F3,FL?allast P Rs. 3C,KK,IFLTotal 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 P / l / b P / 3 / 43 P 3.K #u.m

#ement P 4.K5 / 3.K P 4F.KFK #u.m

%and P K.FC / 3.K P K5.4 #u.m?allast P C.KB / 3.K P CB.FB #u.m

COST ESTI?ATE

#ement P Rs. 4,5,444%and P Rs. 5C,4I?allast P Rs. K3,CBL

2.RECTANGLE IN STE?

Volume of Rectangle P l / b / hP 3 / 3 / 43P 43 #u.m

#ement P 4.K5 / 43 P K5.35 #u.m%and P K.FC / 43 P 3F.IC #u.m

68


69/78

?allast P C.KB / 43 P 3KB.5B #u.m

COST ESTI?ATE

#ement P Rs. I,F,III%and P Rs. CI,ILK?allast P Rs. 3,5,F5

3.RECTANGLE IN BASE SLAB

Volume of Rectangle P l / b / hP 35 / 3 / 4P 4F #u.m

#ement P 4.K5 / 4F P FK.CL #u.m%and P K.FC / 4F P 353.CI4 #u.m

?allast P C.KB / 4F P 3BC.5 #um

COST ESTI?ATE

#ement P Rs. K,5,43C%and P Rs. B4,44?allast P Rs. 3,4L,4C3

4.SUARE IN SHEAR KEY

Volume of s8uare P l / b / hP 4 / 4 / 3P I #u.m

#ement P 4.K5 / I P 3.34 #u.m%and P K.FC / I P 4.4F #u.m?allast P C.KB / I P 5.5F #u.m

COST ESTI?ATE

#ement P Rs. CC,I3L%and P Rs. 3I,3L4?allast P Rs. 3B,C5I

TOTAL COST OF RETAINING 0ALL PER CU.? STE? M BASE SLAB M

SHEAR KEY

#ement P Rs. 33,B,53

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%and P Rs. 4,3L,34F?allast P Rs. 5,5,IC

TOTAL COST FOR THE LENGTH OF 1* ? LEFT

#ement P Rs. 3B,I,IL,4L%and P Rs. 5,IB,,4L?allast P Rs. I,LK,IK,34

TOTAL COST FOR THE LENGTH OF 1* ? RIGHT

#ement P Rs. 3B,I,IL,4L%and P Rs. 5,IB,,4L?allast P Rs. I,LK,IK,34

TOTAL COST FOR THE LENGTH OF 5 ? REAR

#ement P Rs. K,BK,3K,LC%and P Rs. 3,B,F,53K?allast P Rs. 3,K3,C,5K

TOTAL COST FOR THE 0HOLE RETAINING 0ALL

#ement P Rs. II,I,33,FIC%and P Rs. L,C,F,C53?allast P Rs. 33,44,F3,CBTotal 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

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'ength P 39.5S13L.42 P 3.Fm

?ent up bars W3mm c7cP 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


'ength P 39.5S13L.4I2 P 3.354m

?ent up bars W3mm c7c

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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


'ength P 39.5S13L.4I2 P 3.354m


'ength P 3.354S.5 P 3.3F4m

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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


'ength P 39.5S13L.442 P 3.BFm


'ength P 3.354S.5 P 3.34Fm

Total length P 1BL3.3542S1BC3.3F42P3BC3.F5m

*eight P 3BC3.F54.BBP KLBK.K3I kg

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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 P 459.K9.KS13L.K2 P 45.Lm

&or both sides multiply by 4P45.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

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!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

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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".

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&inally the pro>ect reveals that structure of dry dock is adopted inndian climatic conditions for economical way of ship and boat under the limits ofdry 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.

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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 docks09 ?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

Documents

design and estimation of dry dock