GNANAMANI COLLEGE OF ENGINEERINGDEPARTMENT OF CIVIL
ENGINEERING
PLANNING, ANALYSIS & DESIGNING OF BUS STAND
PROJECT MEMBERS:GIRIPRASAD.KJAYAKUMAR.MPANDIYARAJAN.PSAYEDNISHAN
BASHAPROJECT GUIDE:Mr. VIGNESH.R
Abstract:
Bus-stand is an essential component of urban transport
facilities which defines the beginning or end of the line for the
transportation system. It normally requires a size-able land in a
strategic part of an urban area. A well planned or managed
bus-terminal will act as catalyst to the social and economic
development of the surrounding areas. On the other hand,
bus-terminal is an asset to an area as it may act as catalyst to
economic and social development of the surrounding areas. However,
poorly planned and sited terminal for buses may generate traffic
problems as well as deteriorating the quality of life of the
affected surroundings. This project focuses mainly the structural
design of whole bus terminal. As with engineering and operational
aspects of terminal facilities the focus would be on the design to
fulfill traffic capacity requirement and operational efficiency to
operators and passengers. The proposed far side terminating bas
terminal model which located outside city centre may have added
advantages such as reducing unnecessary congestion and improving
the environment.Objectives: This project have following main
objectives:Conducting research on the existing bus terminal of a
city and proposing a new model of busterminal according to
findings
1. Architectural planning of whole bus-terminal2. Planning and
design of complete bus-terminal3. Design of a steel garage for bus
repairing house and bus storage4. Design of pavement5. Material
estimation of the whole project6. Car parking managementDescription
of the Project:
At first i conducted a survey in poorly planned and constructed
Bus-terminal which is located in one of the major city in
Bangladesh. After surveying i found the following conditions1. The
ticket counters are situated here and there and sometimes it
creates a irritating situation to search expected ticket counter
among the passengers.2. In terms of waiting area, mostly it is
strategic because the plan at bus-terminal is properly well managed
and not suitable for the users and customers.3. Information on
trips and services are well managed.4. Public facilities such as
toilets, telephone are inadequate.5. Lack of facilities for staff
such as office and control room, storage of personal belongings,
rest room, toilets and so on.6. Lacking of proper as well as modern
repairing house and bus storage garage.I designed a complete
bus-terminal including a terminal building design, a steel garage
design by using roof truss system and the rigid pavement design of
terminal area and finally gave some feedback to improve car parking
management.SLAB DESIGNSLAB1:Side ratio:Ly/Lx=11.19/5.375
=2.08>2Hence it is one way slab.Effective depth:Span/Basic
value=5.375/25 =215mm.
d =215+20 =235mm.Effective span:Effective span=d + clear cover
=0.215+5.375 =5.59m.Load calculation:Self weight of slab=0.235*1*25
=5.875KN/m2Floor finish =1.5KN/m2Live load =4KN/m2Total load
=11.375KN/m2Design load =11.375*1.5 =18KN/m2.Bending
moment:Mu=WL2/8 =18*5.592/8 =70.3KN.m.Maximum shear =WL/8
=18*5.59/8 =12.57KNm.Depth required:Mu=Q*b*d2
d=dreq=160mm.dprovide=drequiredHence it is safe.Main reinforcement:
Mu=0.87.fy.Ast.d[1-fy.Ast/fck.b.d]70.3*106=0.87*415*Ast*215[1-415*Ast/20*1000*215]
Ast=1002.7mm2.Spacing:Main reinforcement=3d or 300mm =3*215 or 300
=645 or 300 =300mm.Distribution reinforcement=5d or 450mm =5*215 or
450mm =1075 or 450mm =450mm.Curtailment:Curtailment=0.1*Effective
span =0.1*5.59 =0.559m.Check for shear:v=vu/b.d =12.57*103/1000*215
=0.058N/mm2.Percentage of steel=Ast*100/b.d =1002.7*100/1000*215
=0.466.From IS456:2000 pg.no:73c=0.46From IS456:2000 pg.no:72
clause 40.2.1.1K=1.12K*c=1.12*0.46 =0.51.v< K*cHence it is
safe.Hence for main reinforcement provide 10mm at 300mm c/c.Hence
for distributive reinforcement provide 8mm at 450mm c/c.
SLAB 2:Side ratio: Ly/Lx=9.69+1.50/5.03=22Drequired Hence it is
safeMain reinforcement:
Mu=0.87.fy.Ast.d[1-fy.Ast/fck.b.d]53.59*106=0.87*415*Ast*201.2[1-415*Ast/20*1000*201.2]
Ast=804.37mm2.Spacing:Main reinforcement=3d or 300mm =3*201.2 or
300 =300mm Distribution reinforcement=5d or 450mm =5*201.2 or 450mm
=450mm. Curtailment:Curtailment=0.1*Effective span =0.1*5.2512
=0.525m.Check for shear:v=vu/b.d =42.563*103/1000*201.2
=0.21N/mm2.Percentage of steel=Ast*100/b.d =804.37*100/1000*201.2
=0.39.From IS456:2000 pg.no:73c=0.4272From IS456:2000 pg.no:72
clause 40.2.1.1K=1.1576K*c=1.1576*0.4272 =0.49.v< K*cHence it is
safe.Hence for main reinforcement provide 10mm at 300mm c/c.Hence
for distributive reinforcement provide 8mm at 450mm c/c.SLAB3:Side
ratio:Ly/Lx=11.19/10.52 =2.16>2Hence it is one way
slab.Effective depth:Span/Basic value=5.26/25 =210.4mm.
d =210.4+20 =230.4mm.Effective span:Effective span=d + clear
cover =0.230+5.26 =5.49m.Load calculation:Self weight of
slab=0.230*1*25 =5.76KN/m2Floor finish =1.5KN/m2Live load
=17KN/m2Design load =18KN/m2.Bending moment:Mu=WL2/8 =17*5.492/8
=64.05KN.m.Maximum shear =WL/8 =17*5.49/8 =46.66KNm.Depth
required:Mu=Q*b*d2 d=dreq=160mm.dprovide=drequiredHence it is
safe.Main reinforcement:
Mu=0.87.fy.Ast.d[1-fy.Ast/fck.b.d]64.05*106=0.87*415*Ast*210.4[1-415*Ast/20*1000*210.4]
Ast=928mm2.Spacing:Main reinforcement=3d or 300mm =3*215 or 300
=300mm.Distribution reinforcement=5d or 450mm
=450mm.Curtailment:Curtailment=0.1*Effective span =0.1*5.49
=0.549m.Check for shear:v=vu/b.d =46.66*103/1000*210.4
=0.22N/mm2.Percentage of steel=Ast*100/b.d =928*100/1000*210.4
=0.44.From IS456:2000 pg.no:73c=0.45From IS456:2000 pg.no:72 clause
40.2.1.1K=1.14K*c=1.14*0.46 =0.51.v< K*cHence it is safe.Hence
for main reinforcement provide 10mm at 300mm c/c.Hence for
distributive reinforcement provide 8mm at 450mm c/c.SLAB4:Side
ratio:Ly/Lx=11.19/7.43 =1.50drequiredHence it is safe.Main
reinforcement:Longer span
Mu=0.87.fy.Ast.d[1-fy.Ast/fck.b.d]107.66*106=0.87*415*Ast*300[1-415*Ast/20*1000*300]
Ast=1074mm2Shorter
span:Mu=0.87.fy.Ast.d[1-fy.Ast/fck.b.d]55.41*106=0.87*415*Ast*300[1-415*Ast/20*1000*300]
Ast=531mm2.Spacing:Main reinforcement=3d or 300mm
=300mm.Distribution reinforcement=5d or 450mm
=450mm.Curtailment:Curtailment=0.1*Effective span =0.1*7.43
=0.743m.Check for shear:v=vu/b.d =106.54*103/1000*300
=0.35N/mm2.Percentage of steel=Ast*100/b.d =531*100/1000*300
=0.177From IS456:2000 pg.no:73c=0.30From IS456:2000 pg.no:72 clause
40.2.1.1K=1.10K*c=1.1*0.30 =0.30.v< K*cHence it is safe.Hence
for main reinforcement provide 10mm at 300mm c/c.Hence for
distributive reinforcement provide 8mm at 450mm c/c.SLAB5:Side
ratio:Ly/Lx=4.5/3.345 =1.345drequiredHence it is safe.Main
reinforcement:Longer span
Mu=0.87.fy.Ast.d[1-fy.Ast/fck.b.d]11.42*106=0.87*415*Ast*140[1-415*Ast/20*1000*140]
Ast=234mm2Shorter
span:Mu=0.87.fy.Ast.d[1-fy.Ast/fck.b.d]6.31*106=0.87*415*Ast*140[1-415*Ast/20*1000*140]
Ast=127mm2.Spacing:Main reinforcement=3d or 300mm
=300mm.Distribution reinforcement=5d or 450mm
=450mm.Curtailment:Curtailment=0.1*Effective span =0.1*3.345
=0.3345m.Check for shear:v=vu/b.d =21.95*103/1000*300
=0.156N/mm2.Percentage of steel=Ast*100/b.d =127*100/1000*140
=0.09From IS456:2000 pg.no:73c=0.28From IS456:2000 pg.no:72 clause
40.2.1.1K=1.3K*c=1.3*0.28 =0.117.v< K*cHence it is safe.Hence
for main reinforcement provide 10mm at 300mm c/c.Hence for
distributive reinforcement provide 8mm at 450mm c/c.SLAB6:Side
ratio:Ly/Lx=4.5/3.23 =1.393drequiredHence it is safe.Main
reinforcement:Longer span
Mu=0.87.fy.Ast.d[1-fy.Ast/fck.b.d]8.59*106=0.87*415*Ast*130[1-415*Ast/20*1000*130]
Ast=189mm2Shorter
span:Mu=0.87.fy.Ast.d[1-fy.Ast/fck.b.d]4.80*106=0.87*415*Ast*130[1-415*Ast/20*1000*130]
Ast=104mm2.Spacing:Main reinforcement=3d or 300mm
=300mm.Distribution reinforcement=5d or 450mm
=450mm.Curtailment:Curtailment=0.1*Effective span =0.1*3.23
=0.3230m.Check for shear:v=vu/b.d =21.19*103/1000*130
=0.163N/mm2.Percentage of steel=Ast*100/b.d =104*100/1000*140
=0.074From IS456:2000 pg.no:73c=0.28From IS456:2000 pg.no:72 clause
40.2.1.1K=1.30K*c=1.3*0.28 =0.117.v< K*cHence it is safe.Hence
for main reinforcement provide 10mm at 300mm c/c.Hence for
distributive reinforcement provide 8mm at 450mm c/c.SLAB7:Side
ratio:Ly/Lx=9.46/9.46 =1drequiredHence it is safe.Main
reinforcement:Longer span
Mu=0.87.fy.Ast.d[1-fy.Ast/fck.b.d]72.82*106=0.87*415*Ast*380[1-415*Ast/20*1000*380]
Ast=628mm2Shorter span:
Mu=0.87.fy.Ast.d[1-fy.Ast/fck.b.d]72.82*106=0.87*415*Ast*380[1-415*Ast/20*1000*380]
Ast=628mm2.Spacing:Main reinforcement=3d or 300mm
=300mm.Distribution reinforcement=5d or 450mm
=450mm.Curtailment:Curtailment=0.1*Effective span =0.1*9.46
=0.946m.Check for shear:v=vu/b.d =62.80*103/1000*380
=0.163N/mm2.Percentage of steel=Ast*100/b.d =628*100/1000*380
=0.014From IS456:2000 pg.no:73c=0.28From IS456:2000 pg.no:72 clause
40.2.1.1K=1.0K*c=1.0*0.28 =0.28.v< K*cHence it is safe.Hence for
main reinforcement provide 10mm at 300mm c/c.Hence for distributive
reinforcement provide 8mm at 450mm c/c.DESIGN OF COLUMN
FOOTINGAssuming safe bearing capacity =200 KN/M2Axial load on
footing =70 KN =105 KNAdd 10% as footing req =Total load/SBC
=115X103/200x103=0.578 m2Provide 5 size of footing =1100x1100
=1200x1200 =1300x1300 =1400x1400 =1500x1500Total load on footing
with its self.wtUp word soil pressure
=--------------------------------------------------- Area of
footing 105x103 = --------------- x1500 =105 KN/M2 1500 Factored
moment Soil pressure x area x centre of area = 105x(1
0.49/2)x0.375/2 =14.86 KN.mTO FIND DEPTH (d):d =14.86 x 106 / 2.074
x 490d =120mmFinal d =120+40+40Min Asc < Asc provide
PROVISION OF LATERAL TIESGreater of the following largest dia
bar =1/4 x 16 =6mm = 6 mmSay lateral ties =6 mm
PITCHLe Ast of the followingLe Ast lateral dimensions 16 x
smallest dia =16 x 10 = 160mm48 x dia of laterals ties = 48 x 6 =
288mm
TO FIND ASTMu =0.87 x fy x Ast x d[1-Ast x fy/bd x fck]14.86 x
106 = 0.87 x 415 z Ast x 120[1-Ast x 415/490 x 120 x 15]Area of
resisting shear force = 1x 0.11 = 0.11 mDESIGN OF COLUMNRECTANGULAR
COLUMN:Column size 660*490Working load=1500KNDesign
load=2250KNPu=(0.4 fckAsc)+(0.67fy Asc)Let Ag=660x490=323400mm2Asc
required:Ac=Ag-AscAc=323.4x103- Asc2250x103=0.4 x 15 x (323.4 x
103-Asc) + ( 0.67 x 415 Asc)Asc=1271.82mm2Provide 6 nos 20mm dia
providedAsc provided=6 x 202 x /4=1884.95 mm2% Ast=100 x Asc
/Ag=0.582%Min Asc=0.8 x 1884.95=1507.96mm2Max Asc=6% of Asc=6 x
1884.95=11309.7mm2CHECK:Min Asc
