REPORT OF INTZ TYPE WATER... · 2015-09-24

STRUCTURAL DESIGN OF INTZE TYPE WATER TANK- BIA

DEVELOPMENT PROJECT

User

Typewritten text

Structural Design Report

Content

1.Genaral Details page 012.Basic Design Parameters page 013.Load evaluation & Structural analysis with SAP 2000 page 074.3D Model of the Intz type water tank page 095.Applying loads to the model page 126.Analysis results page 147.Summary of Reinforcement details page 208.Structural Element Design page 219.Appendix “A” Design calculations page 22


Page 1

1.1.0 Introduction

• Concrete grade C35A with a minimum cement content of 375 Kg/m3 of finished concrete

will be used for water retaining structures (Top dome, Top ring beam, Cylindrical wall,

Middle ring beam, Conical dome, Bot tom ring beam & bot tom dome)

• Concrete grade C30 will be used for shaft wall (circular wall), intermediate slabs and

foundation works.

2.1.2 Steel

Characteristic strength of reinforcement steel is (Deform bars Type 2)2

N/mm460yf =

Characteristic strength of reinforcement steel is (Mild Steel)2

N/mm250yf =

1.0.0 GENERAL DETAILS

1.2.0 Brief Structural Description

Among the different types of tanks used for water towers “Intze” tank is a very economical type for

reinforced concrete water towers of large capacity, because of its ability to carry part of water load

by direct compressive forces.

Intze tank, a domed cover is provided at top with a cylindrical and conical wall at bottom. A ring

beam will be required to support the domed roof. A ring beam is also provided at the junction of the

cylindrical and conical walls. The conical wall and the tank floor are supported on a ring girder which

is supported on a circular wall.

1.3.0 Computer Programs/Software

Stresses analysis of “Intze” tank is extremely complicated due to many degrees of redundancy.

Therefore structural analyzed was done using SAP 2000 version 14 (Nonlinear Structural analysis

Software).

2.0.0 BASIC DESIGN PARAMETERS

Type of tank Intz tank

Capacity 450 m3

2.1.0 Material Properties

2.1.1 Concrete

It is proposed to construct 450m3 capacity Intze type water tank of Bandaranaike International Air

Port Development Project Phase 2, Stage 2.This Design Report is prepared to highlight the loading

details analysis with SAP2000 software and structural design calculations of each elements of the

proposed Intz type water tank.


Page 2

2.2 Cover

Cover to outer layer of steel

For Walls,Beams and shaft- 40mm

For base slab and footing- 50mm

2.3 Design Parameters

Fcu (C35A) (N/mm2) 35

Allowable tensile stress in concrete (C35A) (N/mm2) 5

Allowable steel stress in flexure or direct tension (N/mm2) (SLS) 130

Characteristic strength - fy (tor steel) (N/mm2) 460

Density of concrete (kN/m3) 24

Ec (C35A) of concrete (kN/mm2) 27

Ec (C30) of concrete (kN/mm2) 26

Es of steel (kN/mm2) 200

Density of water (kN/m3) 10

Maximum crack width - Wmax (mm) 0.2


Page 3

2.4 Dimensions of tankDimensions are shown in a following figure No-2.4-1

Figure No :2.4-1- Basic Dimensions of proposed intz type water tank for BIA


Page 3




Page 3




Page 4

2.5 Volume Calculation of the water tank

484.124

53.49.1

4

53.4

9.1

.4

383.12

)18.23(6

1)3(

6

8.226.5

2

1

.3

2176

)6.56.55.125.12(611.212

)(12

611.2

6.5

5.12

.2

148.337

4

75.25.12

4

75.2

5.12

.1

34

22

4

4

2

33

222233

3

32

22222

2

1

31

22

1

1

→=

××==

==

→=

+×××=+×=

===

=

→=

+×+××=++××=

===

→=

××==

==

mV

hDV

mh

md

SectionCentralofVolume

mV

hrh

V

mmdr

mh

DomeSphericalofVolume

mV

dDdDhV

mh

md

mD

ConeFrustumofVolume

mV

hDV

mh

mD

SectionCylindicalofVolume

ππ

ππ

ππ

ππ


Page 5

3

54321

32

22222

5

1

11.4547.3384.1283.1217648.337

5&4,3,2,1

57.33

)6.56.55.125.12(5.012

)(12

5.0

6.5

5.12

min500.5

m

VVVVVTanktheofCapacityNet

From

mV

dDdDhV

mh

md

mD

retentionimumheightmmatConeFrustumofVolume

=−−−+=

−−−+=

→=

+×+××=++××=

===

ππ

2.5 STANDARDS REFERRED

Design codes of practices

• British Standard 6399: 1996 - Code of practice for loading for concrete structures. Part 1

• British Standard BS 8007: 1987- Design of concrete structures for retaining aqueous liquids

• British Standard BS 8110: 1985- Structural use of concrete

• CP3: Chapter V: Part 2: 1972 - Code of basic data for the design of buildings. Chapter V:

Loading. Part 2: Wind Loads.

Manuals and Hand books

• Reynolds's Reinforced Concrete Designer's Handbook.

• Reinforced Concrete Structures- Volume 2 By Dr. B. C. Punmia, Ashok Kr. Jain, Arun Kr. Jain,

Dr. B.C. Punmia, Ashok Kr. Jain, Arun Kr. Jain.

• Design of Reinforced Concrete Shells and Folded Plates-P.C. Varghese


Page 6

2.2.0 Loads

The loads were calculated in accordance with BS 6399 and CP3 Chapter V-2 (For Wind loads)

The following loads have been considered:

(a). Permanent Loads :

1. Dead Loads

2. Finishes

3. Loads due to steel structures

(b). Water loads:

1. Water weight

2. Water pressure on walls

(c). Live loads

(d).Wind Loads


Page 7

3.0 LOAD EVALUATIONS AND STRUCTURAL ANALYSIS WITH SAP 2000.

3.1.0 Introduction

Analysis was done using SAP 2000 finite element software. Shell thin area element introduced for

the roof dome, frustum cone, circular walls, intermediate slabs and bottom slab. Pin supports were

applied as a support of the structure alone bottom of the supporting circular wall and foundation

design was done separately.

3D Model of the Intze tank is shown in Figure No: 4.1 to 4.6

3.2 Loads

3.2.1 Dead Load

Self-Weight of the structure Calculate automatically using Self Weight multiplier in SAP2000.

3.2.2 Water pressure and water weight

Water pressure on walls due to water mass of the tank applied to the respective walls using joint

pattern option in SAP 2000.

Water weight applied as surface pressure on frustum cone.

3.2.3 Wind Loads

Wind loads were calculated as per CP3 chapter V and applied to the finite element model

considering the basic wind speed corresponds to Wind Zone 3-Post disaster in Sri Lanka is 38 m/s.

3.2.4 Imposed Load

Live load in the intermediate slab and bottom slab 1.5kN/m


Page 8

The design would require consider following stages of loading,

• Nominal loads to check stability-Overturning against wind loads.

• Serviceability limits state for crack width calculations.

• Ultimate limit stale of flexure for reinforcement design.

Therefore the envelopes of above instances of load combinations should be considered. The analysis

results for that envelope should be used for design. In order to that, loading patterns should be

defined to cover all the loading configurations that might be applied to the structure.

The load combinations given in BS8110: Part 1 -1985 Table 2.1 applied to this particular design.

3.3.0 Load Combinations

Combination 1 (Full condition) : 1.4 Dead +1.6 Live loads+1.4 Water Loads

Combination 2 (Empty) : 1.0 Dead+1.4Wind

Combination 3 (Full condition) : 1.2Dead+1.2Imposed loads 1.2 Water loads+1.2 Wind

Structural Design Report4.0 3D Model of the Intz type Water Tank

Figure No :4-1- 3D Model of the intz type water tank -01


Page 9




Page 10


Page 11



Structural Design Report5.0 3D Apply load to the SAP2000 Model

Water Pressure

Page 12


Figure No :5.2- Water Pressure on water tank- values with arrows

Structural Design ReportWind Load

Page 13

Home

Typewritten text

Figure No :5.3- Wind Pressure on water tank

Structural Design Report6.0 Analysis Results of the Intz type Water Tank

Figure No :6-1- Circumferential(hoop) Thrust and Circumferential(hoop) Stress of Top Dome- Ultimate limit state

6.1 Top Dome

Max hoop Thrust(ULS) = 42 kN/m Max hoop Stress (ULS) = 0. 19N/mm2 (Compressive)

Figure No :6-2- Circumferential(hoop) Thrust of Top Dome- Serviceability limit state

Max hoop Thrust(SLS) = 32 kN/m

Page 14


Figure No :6-3- Meridional Stress thrust and Meridional Stress of Top Dome- Ultimate limitstate

Max Meridional Stress (ULS) = 0.26N/mm2Max Meridional thrust(ULS) = 60 kN/m

Figure No :6-4- Meridional thrust of Top Dome- serviceability limit state

Max - Meridional thrust(SLS)=48kN/m

Page 15


Figure No :6.5 –Hoop Stress of Cylindrical Wall- Ultimate state & serviceability state

for serviceability limit state

6.2 Cylindrical Wall

Max Hoop tension (ULS) = 325 kN/m

Max Hoop tension (SLS) = 250 kN/mPage 16

Structural Design Report6.3 Conical section

Figure No :6-6- Circumferential(hoop) Thrust and Circumferential(hoop) Stress of Conical section

- Ultimate limit state

Max Circumferential(hoop) Thrust(ULS) = 510 kN/m Max hoop Stress(ULS) = 1.275 N/mm2

Max Circumferential(hoop) Thrust(SLS) = 400 kN/mFigure No :6-7- Circumferential(hoop) Thrust of Conical section -Serviceability limit state

Page 17


Max Meridional thrust (ULS) = 600 kN/m MaxMeridional Stress(ULS) = 1.5 N/mm2- CompressiveFigure No :6-8- Meridional Thrust and Meridional Stress of Conical section- Ultimate limit state

Figure No :6-9- Meridional Thrust of Conical section- Serviceability limit stateMaximum Meridional thrust(SLS) = 480 kN/m-compressive

Page 18

Structural Design Report6.4 Bottom Spherical Dome

Dome

Max hoop Thrust(ULS) = 300 kN/m Max hoop Stress(ULS) = 1.2 N/mm2 CompressiveFigure No :6-10- Hoop Thrust and Hoop Stress of Bottom Spherical Dome - Ultimate limit state

Max Meridional thrust(ULS) = 250 kN/mFigure No :6-11- Meridional Thrust and Meridional Stress of Bottom Spherical Dome - Ultimate limitstate

Max Meridional Stress(ULS) = 1.0 N/mm2-Compressive

Page 19


Page 20

7. Summary of Reinforcement Detail

Structuralelement

R/f detail Section Size Concretegrade

Top dome T12 @200 C/C for both directionboth layers 225mm C35ATop Ring Beam 4T16 each layer , shear link T10@150 C/C 400mm x 500mm C35ACylindrical Wall T12 @150 C/C for both directionboth layers 300mm C35A

Middle RingBeam 4T25 each layer , shear link T12@150 C/C 500mm x 750mm C35AConical Section T16 @100 C/C for Circumferentialdirection both layerT12@200C/C for meridianaldirection both layer 400mm C35A

Bottom sphericaldome T12 @200 C/C for both directionboth layers 250mm C35ABottom RingBeam 8T20 each layer , shear link T12@150 C/C 500mm x 1000mm C35A

Shaft T12 @200 C/C for both directionboth layers 200mm C30Upperlantern(walls &Slabs)&intermediateplatforms 200mm C30Central section T12 @200 C/C for both directionboth layers 200mm C35A

Foundation T25@150 B1C/C , T16@ 150 B2 C/CT16@ 150 T1/T2 C/C 900 mm C30Note: Tension lap should be 70D (D- diameter of the bar)

T10 @150 C/C for both directionboth layers


8.0 Structural Element Design

Reinforcement of each elements were calculated for restrict cracking due to both serviceability limit

state-flexural effect (mature concrete) and thermal and moisture effect.

Maximum design surface crack widths “W” in BS8007 for direct tension and flexure or restrained

temperature and moisture effects are as,

W=0.2mm –for severe or very severe exposure.

.

The design of the tank was involve the following.

(1) The dome:

At top 225 mm thick with reinforcement along the meridians and latitudes.

(2) Ring beam supporting the dome:

The ring beam is necessary to resist the horizontal component of the thrust of the dome. The ring

beam should be designed for the hoop tension induced.

(3) Cylindrical walls:

This has to be designed for hoop tension caused due to horizontal water pressure.

(4) Ring beam at the junction of the cylindrical walls and the conical wall:

This ring beam is provided to resist the horizontal component of the react ion of the conical wall on

the cylindrical wall. The ring beam should be designed for the induced hoop tension.

(5) Conical slab:

This will be designed for hoop tension due to water pressure .The slab will also be designed as a slab

spanning between the ring beam at top and the ring girder at bottom.

(6)Floor of the tank.

The floor is domed (Frustum cone). This slab is support the ring girder.

(7) The ring girder:

This will be designed to support the tank and its contents. The girder will be supported on shaft wall

should be designed for resulting bending moment and Torsion.

(8) Circular Wall:

These are to be designed for the total load transferred to them.

(9)Foundations:

Raft foundation was introduced and

Page 21

Page 22

9. Annex A- Structural Design Calculation

A.1 Design of Top Dome

ECL

450m3 Intz Type Water Tank

BIA Development Project

Design Calculations for

Basic Dimensions

Basic Dimensions

Figure A.1-1 :Dimensions of the Top Dome

SAP 2000 Outputs

Ultimate Limit State

SAP 2000

Outputs

Figure 6.1to

Figure 6.4

Maximum Meridional thrust =

Maximum Meridional Stress

Maximum Circumferential(hoop) Thrust =

Maximum Circumferential(hoop) Stress=

Serviceability Limit


Maximum Meridional Stress =


Maximum Circumferential(hoop) Stress =



Rev

Sheet No

Date

Design Calculations for Top Dome Made by

Checked by

Basic Dimensions

Basic Dimensions

Dimensions of the Top Dome

SAP 2000 Outputs

tate

Maximum Meridional thrust = 60 kN/m

Maximum Meridional Stress = 0.26N/mm2 <0.45fcu

Maximum Circumferential(hoop) Thrust = 42 kN/m

Maximum Circumferential(hoop) Stress= 0. 19N/mm2 <0.45fcu

imit State

Maximum Meridional thrust = 48kN/m

Meridional Stress =0.21 N/mm2


Maximum Circumferential(hoop) Stress = 0.142 N/mm2

Page | 1

01

S.M.A.K

T.M.C.R

Page | 2Structural Design for Intz Type Water Tank

ECL



Rev

Sheet No 02

Date

Design Calculations for Top DomeMade by S.M.A.K

Checked by T.M.C.R

Reinforcement Design of Top DomeHoop stress is compressive over the entire domain (except ofedges) and it is less than the meridinal stress.Hence ,Provide minimum R/ FBS8110

Part 1:1985

Table3.27 mmmA

A

bhsA

s

s

/900

10022510004.0

4.0100

2

BS8007

Cl 2.6.2.3

Reinforcement for shrinkage

Zoneeachdirectioneachpermm

FRMinimum

Pcrit

2

3

75.3932

225100035.0/

0035.0

BS8007

Cl A-3

mmm

As

for

for

TTRffW

TTRSW

cnt

cnt

b

ct

/25.4522

2251000402.0

00402.012

00335.010

1035.3

)1030(211010)2(67.02.0

)()2()(max

)(maxmax

2

3

4

6

21

21

Consider T12@200 As Prov=566 mm2/m each face T12@200

Page | 3

Structural Design for Intz Type Water Tank

ECL



Rev

Sheet No 03

Date

Design Calculations for Top Dome Made by S.M.A.K

Checked by T.M.C.R

Check for Crack width

mm

sE

sA

TStrainApparent

41088.1

1

310225)2566(

31048

1

1

−×=

×××

×=

=

ε

ε

ε

BS8007

Cl B-4

.200@12Pr

.,sec

21

41062.6

2

25663

102003

100022522

32

2

layersbothdirectionbothinTovide

OKhencetionUncrackedSo

valueNegativem

mm

sE

sA

bhStrain

εεε

ε

ε

ε

−=

−×=

××××

××=

=

T12@200

Both

direction

Both Layers

A.2 Design of Top Ring Beam

ECL




Basic Dimensions

FigureA.1-2:Dimensions of the Top Ring

Beam,b=400mm,h=500mm

SAP 2000 Outputs


SAP 2000

Outputs

Hoop Tension = Horizontal component of meridi

from the dome.

T

NT

uls

uls

33cos60

cos

×=

×= φφ


T

NT

sls

sls

33cos48

cos

×=

×= φφ

AsT

Ast

TAstSteel

805164

10315

0

3

=−

×=

=



Rev

Sheet No

Date

Design Calculations for Top Ring Beam Made by

Checked by

Basic Dimensions

Dimensions of the Top Ring

,b=400mm,h=500mm

SAP 2000 Outputs

tate

Hoop Tension = Horizontal component of meridianal thrust

kN

D

3152/5.1233

33,2/

=×

=× φ

imit State

kN

D

2512/5.12

33,2/

=×

=× φ

layereachformmm

mmm

f y

/805

/78746087.0

87.0

2

23

=×

Page | 4

04

S.M.A.K

T.M.C.R

4T16 each

layer

Page | 5


ECL



Rev

Sheet No 05

Date

Design Calculations for Top Ring Beam Made by S.M.A.K

Checked by T.M.C.R

BS8007

Cl B-4


mm

sE

sA

TStrainApparent

31055.1

1

310200805

310251

1

1

−×=

××

×=

=

ε

ε

ε

BS8007

Cl B-5

.

.2.018.0

41022.7833

3

83

,

10)(40,10

140

2/]2/[)2

(

41022.7

21

41028.8

2

8053

102003

50040022

32

2

2

1

2

rysatisfactoisWidthCrackHence

OKmmmm

maW

mma

then

mmLinkmmCmm

mmS

CSa

mmm

m

mm

sE

sA

bhStrain

cr

cr

cr

<=

−×××=

=

=

===

=

−+++=

−×=

−=

−×=

×××

××=

=

ε

φφ

φφφ

ε

εεε

ε

ε

ε


ECL



Rev

Sheet No 06

Date

Design Calculations for Top Ring BeamMade by S.M.A.K

Checked by T.M.C.R

Shear Reinforcement

Table 3.8

BS 8110-1:1985

mmTPROVIDE

mmSv

dSv

mmSv

Sv

mmd

mmmAs

mmTConsider

fb

SvAsv

y

v

150@10

5.331

75.0

393

)4004.046087.0()4

210(

4422161040500

/524

150@10

87.04.0

2

2

T10 @150

Check for shrinkage

BS 8007

Cl A.3

OK

mmmAs

mmmAs

for

for

TTRffW

TTRSW

cnt

cnt

b

ct

/8042001000402.0,12

/6702001000335.0,10

1002.412

1035.310

1035.3

)1030(211010)2(67.02.0

)()2()(max

)(maxmax

23

23

3

3

4

6

21

21

A.3 Design of Cylindrical Wall

ECL




Cl.3.4.4.4

BS 8110-

1:1997

Basic Dimensions

Figure A.1-3 :Dimensions of the

SAP 2000 Outputs


SAP 2000

Outputs

Figure 6.5

Maximum Circumferential(hoop) Tension =


Maximum Circumferential(hoop) Tension = 25

For ULS Steel Area,

12

Pr

/

TPROVIDE

layerstwoovide

FRMinimum

AreaSteel



Rev

Sheet No

Date

Design Calculations for Cylindrical wall Made by

Checked by

Basic Dimensions

Dimensions of the Cylindrical wall

SAP 2000 Outputs

tate

Maximum Circumferential(hoop) Tension = 325 kN/m

imit State

Maximum Circumferential(hoop) Tension = 250 kN/m

For ULS Steel Area,

)/754(150@12

/600

/2

1200100

10003004.0

/2

812

46087.0

310325

87.0

2

2

mmmAsprov

mmmhaveeachlayers

mmmF

mmmAs

As

fTAs

y

=

=××=

=

××=

=

Page | 7

07

S.M.A.K

T.M.C.R

T12 @150

Both layer


ECL



Rev

Sheet No 08

Date

Design Calculations for Cylindrical wallMade by S.M.A.K

Checked by T.M.C.R

BS8007

Cl B-4


mm

sE

sA

T

mmmAsTConsider

4103.81

310200)2754(

3102501

1

/2754150@12

Crack for shrinkage

T12@150

Both

direction

Each facedirectionbothforfaceeachatTovide

mmmAs

for

TTRSW

cnt

150@12Pr

/60323001000402.0

1002.412

1035.3

)1030(211010)2(67.02.0

)(maxmax

23

3

4

6

21

.,

2.003.041065.16633

66,10041065.121

41063.62

2754310200310003002

2

32

2

rysatisfactoisWidthCrackOKHence

OKmmm

aW

mmammSmmm

mm

sE

sA

bhStrain

cr

cr

A.4 Design of Middle Ring Beam

ECL



Design Calculations for Middle Ring

Basic Dimensions

Figure A.1-4 :Dimensions of the Middle Ring Beam

b=500mm, h=750mm

SAP 2000 Outputs

Hoop tension due to water load only= 115kN/m

SAP 2000

Outputs

Total vertical load

60.2kN/m,N=(60.2/sin40)=93.7kN/m

Hoop Tension=

N 05.12cos ××θ

SLS-Hoop tension on beam=449+115=564

ULS-Hoop tension on beam=1.4*449+1.2*115=766.6 kN/m

TPROVIDE

As

fTAs

ULSforAs

y

4

106.766

87.0

,

3×=

=

A.4 Design of Middle Ring Beam



Rev

Sheet No

Date


Beam

Made by

Checked by

Basic Dimensions

Dimensions of the Middle Ring Beam

b=500mm, h=750mm

SAP 2000 Outputs

Hoop tension due to water load only= 115kN/m

Total vertical load on beam=

60.2kN/m,N=(60.2/sin40)=93.7kN/m

mkN /4495.05.12)40cos(7.935.0 =×××=

Hoop tension on beam=449+115=564 kN/m

Hoop tension on beam=1.4*449+1.2*115=766.6 kN/m

faceeachformmmAsprovT

mmm

)/1960(25

/191546087.0

2

23

=

=×

Page | 9

09

S.M.A.K

T.M.C.R

4T25 each

layer

Page | 10


ECL



Rev

Sheet No 10

Date


Beam

Made by S.M.A.K

Checked by T.M.C.R

BS8007

Cl B-4


mm

sE

sA

TStrainApparent

31043.1

1

3102001960

310564

1

1

−×=

××

×=

=

ε

ε

ε

BS8007

Cl B-5

.

.2.018.0

41093.77.743

3

7.74

,

10)(40,10

99

2/]2/[)2

(

41093.7

21

41037.6

2

19603

102003

75050022

32

2

2

1

2


OKmmmm

maW

mma

then

mmLinkmmCmm

mmS

CSa

mmm

m

mm

sE

sA

bhStrain

cr

cr

cr

<=

−×××=

=

=

===

=

−+++=

−×=

−=

−×=

×××

××=

=

ε

φφ

φφφ

ε

εεε

ε

ε

ε


ECL



Rev

Sheet No 11

Date


Beam

Made by S.M.A.K

Checked by T.M.C.R

Shear Reinforcement

Shear effect is nominal, provide nominal R/F

Table 3.8

BS 8110-1:1985

mmTPROVIDE

mmSv

dSv

mmSv

Sv

mmd

mmmAs

mmTConsider

fb

SvAsv

y

v

150@12

518

75.0

453

)5004.046087.0()4

210(

5.6872251040750

/905

150@12

87.04.0

2

2

T12 @150

Check for shrinkage

BS 8007

Cl A.3

4T25

mmm

As

for

TTRffW

TTRSW

cnt

b

ct

/1005

2501000402.0

1002.412

1035.3

)1030(211012)2(67.02.0

)()2()(max

)(maxmax

2

3

3

4

6

21

21

A.5 Design of Conical Section

ECL




Basic Dimensions


SAP 2000 Outputs


SAP 2000

Outputs

Figure 6.6 to

Figure 6.9


Maximum Meridional Stress =


Maximum Circumferential(hoop) Stress=






Rev

Sheet No

Date

Design Calculations for Conical Section Made by

Checked by

Basic Dimensions

Dimensions of the Conical Section

SAP 2000 Outputs

tate

Maximum Meridional thrust = 600 kN/m- Compressive

Maximum Meridional Stress =1.5 N/mm2<0.45fcu- OK


Maximum Circumferential(hoop) Stress= 1.275 N/mm2

imit State

Maximum Meridional thrust = 480 kN/m-compressive


Page | 12

12

S.M.A.K

T.M.C.R

Page | 13


ECL



Rev

Sheet No 13

Date

Design Calculations for Conical Section Made by S.M.A.K

Checked by T.M.C.R

Reinforcement Design of Conical Section

BS8007

Table3.1

mmmAsTPROVIDE

faceeachformmm

mmmA

A

ulsT

As

s

s

/2011,100@16

/2011

/3923

13010510

130

2

2

2

3

=

=

×=

=

T16@100

Each face

BS8007

Cl B-4


b=400mm, h=1000mm

mm

sE

sA

TStrainApparent

41097.4

1

310200)22011(

310400

1

1

−×=

×××

×=

=

ε

ε

ε

mmm

mm

sE

sA

bhStrain

41066.1

21

41031.3

2

220113

102003

100040022

32

2

−×=−=

−×=

××××

××=

=

εεε

ε

ε

ε


ECL



Rev

Sheet No 14

Date

Design Calculations for Conical SectionMade by S.M.A.K

Checked by T.M.C.R

BS8007

Cl B-5


OKmmmm

maW

mma

then

mmLinkmmCmm

mmS

CSa

cr

cr

cr

.2.00305.0

41066.131.613

3

31.61

,

10)(40,16

100

2/]2/[)2( 21

2


0035.0Pcrit

BS8007

A-3

mmm

As

for

TTRSW

cnt

/8042

4001000402.0

1002.412

1035.3

)1030(211010)2(67.02.0

))(maxmax

2

3

3

4

6

21

Consider T12@200 As Prov=566 mm2/m each face T12@200

A.6 Design of bottom spherical dome

ECL



Design Calculations for bottom spherical

Basic Dimensions


SAP 2000 Outputs


SAP 2000

Outputs

Figure 6.10 to

Figure 6.11


Maximum Meridional Stress =1

Compressive over entire domain.


Maximum Circumferential (

OK Compressive

A.6 Design of bottom spherical dome



Rev

Sheet No

Date


dome

Made by

Checked by

Basic Dimensions

Dimensions of the Bottom Spherical Dome

SAP 2000 Outputs

tate

Maximum Meridional thrust = 250 kN/m

Maximum Meridional Stress =1.0 N/mm2<0.45fcu OK

Compressive over entire domain.


Circumferential (hoop) Stress= 1.2 N/mm2<0.45fcu

over entire domain.

Page | 15

15

S.M.A.K

T.M.C.R


ECL



Rev

Sheet No 16

Date


dome

Made by S.M.A.K

Checked by T.M.C.R

Reinforcement Design of bottom DomeHoop stress and meridinal stress compressive over the entiredomain.Hence ,Provide minimum R/ FBS8110

Part 1:1985

Table3.27

200@12

/565

/1000

10025010004.0

4.0100

2

2

TPROVIDE

faceeachformmm

mmmA

A

bhsA

s

s

T12@200

each

direction

bath layers

BS8007

Cl 2.6.2.3


Zoneeachdirectioneachpermm

FRMinimum

Pcrit

2

3

5.4372

250100035.0/

0035.0

BS8007

Cl A-3

layerbothTPROVIDE

mmm

As

for

f

TTRSW

cnt

200@12

/5.5022

2501000402.0

1002.412

1035.3

)1030(211010)2(67.02.0

)(maxmax

2

3

3

4

6

21

Page | 17


ECL



Rev

Sheet No 17

Date


dome

Made by S.M.A.K

Checked by T.M.C.R

BS8007

Cl B-4


Consider T12@200, b=250mm, h=1000mm

mm

sE

sA

TStrainApparent

51099.7

1

310200)2566(

3101.18

1

1

−×=

×××

×=

=

ε

ε

ε

OKtionUncrackedHence

valueNegativem

mm

sE

sA

bhStrain

sec

21

41036.7

2

25663

102003

100025022

32

2

εεε

ε

ε

ε

−=

−×=

××××

××=

=

A.7 Design of Bottom Ring Beam

ECL




Basic Dimension

Figure A.1-7 :Dimensions of the Top Dome

b=500mm, h=1000mm

SAP 2000 Outputs


SAP 2000

Outputs

Figure 5.1

Horizontal component of the thrust from the

At ring beam level

Horizontal component of the meridianal thrust from the shell

At ring beam bottom level = 215cos(40)=164N/m

Net Horizontal force=597

Hoop Compression =

AsT

Ast

TAstSteel

2514208

105965

0

=−

×=

=

Ring Beam



Rev

Sheet No

Date

Design Calculations for Bottom Ring

Beam

Made by

Checked by

Basic Dimensions

Dimensions of the Top Dome

b=500mm, h=1000mm

SAP 2000 Outputs

tate

Horizontal component of the thrust from the shell

At ring beam level = 650cos(40=497kN/m

Horizontal component of the meridianal thrust from the shell

At ring beam bottom level = 215cos(40)=164N/m

Net Horizontal force=597-164=333kN/m

Hoop Compression = mkN /9652

8.5333 =×

faceeachformmm

mmm

f y

/2514

/241146087.0

10

87.0

2

23

=×

18

S.M.A.K

T.M.C.R

8T20 each

layer

Page | 18


ECL



Rev

Sheet No 19

Date


Beam

Made by S.M.A.K

Checked by T.M.C.R

BS8007

Cl B-4


b=500mm, h=1000mm

mm

sE

sA

TStrainApparent

33110.1

1

3102002514

310660

1

1

−=

××

×=

=

ε

ε

ε

BS8007

Cl B-5

.

.2.0134.0

4520.67.683

3

7.68

,

10)(40,2

96

2/]2/[)2

(

41052.6

21

4106.6

2

25143

102003

100050022

32

2

2

1

2


OKmmmm

maW

ma

then

mmLinkmmCmm

mmS

CSa

mmm

m

mm

sE

sA

bhStrain

cr

cr

cr

<=

−××=

=

=

===

=

−+++=

−×=

−=

−×=

×××

××=

=

ε

φφ

φφφ

ε

εεε

ε

ε

ε

Page | 19


ECL



Rev

Sheet No 20

Date


Beam

Made by S.M.A.K

Checked by T.M.C.R

Shear Reinforcement

Shear effect is nominal, provide nominal R/F

Table 3.8

BS 8110-1:1985

mmTPROVIDE

mmSv

dSv

mmSv

Sv

mmd

mmmAs

mmTConsider

fb

SvAsv

y

v

150@12

705

75.0

453

)5004.046087.0()4

212(

9402/2010401000

/754

150@12

87.04.0

2

2

T12@150

Check for shrinkage

BS 8007

Cl A.3

OKmmm

As

for

TTRffW

TTRSW

cnt

b

ct

/10052

5001000402.0

1002.412

1035.3

)1030(211010)2(67.02.0

)()2()(max

)(maxmax

2

3

3

4

6

21

21

Page | 20


A.8 Design of supporting shaft

ECL



Rev

Sheet No 21

Date

Design Calculations for supporting Shaft Made by S.M.A.K

Checked by T.M.C.R

Load

SAP 2000

Outputs

Figure 5.1

Factored total Weight of the tank (ULS condition) = 15200kN

Serviceability Limit State

Total Weight of the tank (SLS condition) = 11627kN

Wind Load

2

2

321

/07.1

1000)0.11.138(613.0

Pr

13,12,1.11

613.0),(613.0Pr

/38

mkN

essureWind

SSS

kSSVSessureWind

smspeedwindBasic

=

××=

===

==

=

Moment Due to Wind Force

7.0

/38

108618Pr

87Pr

2

2

=

=

=×=

=

factorShape

smspeedWindDisasterPost

mShaftofAreaojectedVertical

mTankHeadOverofAreaojected

4

44

2

222

2

2

1

3.15

)6.56(64

64.3

)8.20.3()(

m

areaofmomentSecond

mreaSectionalA

rrreaSectionalA

=

−×=

=

−=−=

π

ππ

Page | 21


ECL



Rev

Sheet No 22

Date


Checked by T.M.C.R

[ ]kNmM

levelgroundbelowm

WindbycausedMomentBendingMzaximum

2407

)2/6.20(10887)2/11.316.20(07.17.0

1

=

×+×++××=

Shear Check due to wind force

Renolds

Hand Book

Hence, No Shear Reinforcement required

Check for Buckling

cufmmN

StresseCompressiv

kNULSfullTanknCompressioAxial

45.0/18.4

1064.31015200

15200)(

2

6

3

<=

××=

=−

cufmm

StresseCompressiv

kNULSEmptyTanknCompressioAxial

45.0/39.2

1064.3108713

8713)(

2

6

3

<=

××=

=−

22

6

3

/77.0/04.0

1064.310146

146

)10887(07.17.0

mmNmmN

AreaforceShear

basetheatcausedShearMax

kN

levelGroundatcausedShearMax

<=

××=

=

=

+×=

Page | 22


ECL



Rev

Sheet No 23

Date


Checked by T.M.C.R

Seismic Force

The design load for seismic effect is taken as,

Dead Load+ weight of Over Head Tank including water+0.25%of Live load

kN

WFfforceequivalentEffective

kNshaftofWeightW

kNLoadDesignF

10420

3

1809)(

9817)(

=

+=

=

=

The lateral deflection at the top of the water tank due to equivalent load

is

( ) ( )

036.012.02.05.11

,

12.0

%565.0

sec65.0

2

105.0

27

16.232/115.3161.218

25.031

3

0

3

=×××=

=

=

=

=

=

=

=

=+++=

×+×=

h

ah

a

gS

IF

tcoefficienSeismic

gS

dampingandTfortcoefficienonacceleratiAverage

gvTTanktheofperiodNatural

V

GPaE

mL

Lh

EIWLV

α

βα

π

Page | 23


ECL



Rev

Sheet No 24

Date


Checked by T.M.C.R

( )[ ] ( )

[ ]{ }

( ) kNkNVq

kNMq

depthmforpressureearthforextraAdd

kNMq

Mq

WFh

Mq

levelgroundbelowm

forcesSeismicbycausedMomentBendingMzaximum

42541818099817036.0

9000

,1

8803

5.9180916.239817036.0

2118

211.361.2118

1

≈=+×=

=

=

×+××=

+++++= α

Design Check for Wind Load or Seismic Load condition.

Seismic load condition dominates over the wind condition. The critical

bending moment and shear forces at 1m below the ground

level(neglecting the passive resistance of earth)are,

Mq=9000kNm

Vq =4250kN

P=11627kN

( )

.sec

/07.5

103.15

2.02

0.69000

64.3

11627

2

3

tiontheindevelopedisTensionNo

mmN

I

My

A

P

c

c

c

=

×

+×+=

+=

−

σ

σ

σ

Page | 24


ECL



Rev

Sheet No 25

Date


Checked by T.M.C.R

Allowable stress under seismic load conditions,

2/9.1033.12.8 mmNa =×=σ

The actual stress is less than the allowable value without

considering the area of the reinforcement.

2

6

3

/12.01064.3

10425mmN

A

VqstressshearofAverage =

×

×==

This value is far less than t he allowable stress. The nominal

circumferential reinforcement specified earlier is adequate.

mmmAs /800100

20010004.0 2=××=

Hence,

Provide T12@200

Hoop Reinforcement to 0.25%of A

[ ] mmmhoopforAs /500100

200100025.02=××=

Hence,

Provide T12@200

T12@200

Each

layer

T12@200

Each

layer

Page | 25

Foundation Design for Intz Type Water Tank Page 26

A.9 Foundation Design of Intz Type Water Tank

ECL

450m3 Intz Type Water Tank Rev

Sheet No 26

Date

Design Calculations for Circular Raft Made by K.K.G.C

Checked by T.M.C.R

Circular Raft Foundation will be adopted as the Foundation.

Material Properties

225N/mm

cuf =

2460N/mm

yf =

Bearing Capacity

Bearing Capacity is 2

kN/m140 , 1m below the Existing Ground

Level.

Sizing the Footing

The Self Weigh t of the tank and Weight of Water (From SAP

2000 Model) is 11613kNP =

Weight of the Footing (W). (See Figure 1).

2086kN

0.26253

22.8π

0.56253

26π

0.62

6π24W

=

××

−××

+××=

Assume Radius of the Circular Raft is R.

The distribution of pressure under the circular footing is given

by,

3Rπ

f4M

2Rπ

W)(P

slsp

×±

×

+=

Where f

M is the moment due to wind loadings. On the other

hand the contribution due to f

M is less significant to the .

slsp

Hence Size of the Footing is determined for the vertical loads

only.

ECL


Sheet No 27

Date


Checked by T.M.C.R

140

2πR

W)(P≥

+

140π

W)(P2R

+≥

140π

2086)(116132R

+≥

5.582

R ≥

Hence Select a Radius of 6m. R=6m

Figure 1: Dimensions of the Circular Raft


ECL


Sheet No 28

Date


Checked by T.M.C.R

Checks for Shear

Generally the thickness of the footing is governed by the shear

considerations.

Ultimate Shaft Load can be obtained by the SAP Model.

kN16258ult

P =

Ultimate Pressure (ult

n ) can be found as follows.

2

143.75kN/m2

6π

16258

2πR

ultP

ultn =

×==

Cover to main reinforcement is 50mm and T25 bars to be used.

825mm2550900d =−−=

Punching Shear at 1.5d from the column face is considered.

The thickness of the shaft is 200mm.

Hence Critical Radius for Punching Shear is

4.1375m0.8251.5

2

0.2002.8r =×++=

Hence Critical Perimeter for Punching Shear,

26m4.1375π2r 2π =××==

Area within the Critical Perimeter,

253.78m

24.1375π

2rπ =×=

The depth of the footing at Critical Perimeter (h),

0.775m4.1375)(6

2.8)(6

0.30.6h =−×

−+=

The effective depth of the footing at Critical Perimeter ( d′ )

700mm2550775d =−−=′


ECL


Sheet No 29

Date


Checked by T.M.C.R

Load acting on the Critical Perimeter is ,

8527.125kN53.78143.7516258 =×−=

Hence Punching shear at 1.5 d from the shaft face is,

2

0.46N/mm26000700

3108527.125

v =×

×=

BS 8110-

1:1997 As per Table 3.8 for a 0.40

dvb

s100A= , 0.46cv =

Hence during Reinforcement calculation it will be ensured that

0.40

dvb

s100A≥

The following expressions can be used to determine the

moments in a rigid circular slab subjected to a shaft load of "P"

having a radius "c". "R" is the radius of the circular footing and

"r" is the radius at which the moments are computed.

rM and θ

M are the radius and circumferential moments

respectively.

For , cr <

−++−=

2

R

C1

C

R2ln21

2

R

r3

16π

PrM

−++−=

2

R

C1

C

R2ln23

2

R

r

16π

P

θM

ECL


Sheet No 30

Date


Checked by T.M.C.R

For , cr >

+−+−=

2

r

C2

R

C

r

R2ln21

2

R

r3

16π

PrM

+−−+−= 2

2

r

C2

R

C

r

R2ln23

2

R

r

16π

PrM

The bending moment variation is graphed with a Microsoft

Excel sheet as shown Figure 2.

Figure 2: Bending Moment Variation

-900

-800

-700

-600

-500

-400

-300

-200

-100

0

-6 -5 -4 -3 -2 -1 0 1 2 3 4 5 6

Be

nd

ing

Mo

me

nt

(kN

m)

Distance

Bending Moment Variations (From r=-6 to r=+0.6)

M,radial M, cir


ECL


Sheet No 31

Date


Checked by T.M.C.R

Design for Radial Moments

The maximum bending moment is at the shaft face is 733 kNm.

Cl.3.4.4.4

BS 8110-

1:1997

0.1560.0432825100025

610733

2bdcu

f

Mk <=

××

×==

Hence compression reinforcement is not required.

−+=0.9

k0.250.5dz

0.95d

0.9

0.0430.250.5dz =−+=

2

2336mm8250.954600.87

610733

zy0.87f

MsA =

×××

×==

Table 3.25

BS 8110-

1:1997

0.130.259001000

2336100

bh

s100A

>=×

×=

Hence minimum steel requirement is o.k.

However for shear requirements 0.40

dvb

s100A=

Hence /m

22800mm

100

70010000.40sA =

××=

Hence T25 bars at 150mm C/C is required.

/m

23272mm

provideds,A =

T25 @150

B1


ECL


Sheet No 32

Date


Checked by T.M.C.R

Design for Circumferential Moments (Bottom Steel)

The maximum bending moment is 596 kNm.

525mm2550600d =−−=

Cl.3.4.4.4

BS 8110-

1:1997

0.1560.0862

525100025

610596

2bd

cuf

Mk <=

××

×==

Hence compression reinforcement is not required.

−+=0.9

k0.250.5dz

0.89d

0.9

0.0860.250.5dz =−+=

2

3187mm5250.894600.87

610596

zy0.87f

MsA =

×××

×==


/m

23272mm

provideds,A =

T25 @150

B1

Table 3.25

BS 8110-

1:1997

Top Reinforcement Requirement

Minimum R/F is provided to top of the slab to control the

cracks.

0.13

bh

s100A

=

Hence /m

21170mm

100

90010000.13sA =

××=


/m

2mm1340

provideds,A =

T16 @150

T1/T2

Date post:	14-Mar-2018
Category:	Documents
Upload:	ledieu
View:	225 times
Download:	5 times

REPORT OF INTZ TYPE WATER... · 2015-09-24

Documents