Csm Adac l&t 0h02 1 Design

Introduction:

It is proposed to check the adequacy of the sections provided for the VDGS Gantries.

A modulus of elasticity of only 2.05e+008 kN/sq.m. is used in the analysis of stresses,

in structural steel and C40 grade is assumed for pedestal and footing.

Moments and shears arrived at using STAAD.Pro analysis package.

Density of in fill concrete considered for analysis is 25 kN/cu.m.

A safe bearing capacity of 150 kPA is used in the analysis of foundation.

Sections are assigned as provided in the drawings.

Methodology:

The 8.75 m span VDGS gantry is modeled in the STAAD.Pro Package along with the pedestal

upto the bottom of the isolated footing. The support conditions are assigned as fixed at footing.

The self weight is assigned vide the staad input file itself.

The wind load is separately calculated as per BS 6399-Part 2 for curved surfaces and enhanced

with appropriate coefficients.

PROJECT:ABU DHABI INTERNATIONAL AIRPORT-MIDFIELD

TERMINAL COMPLEX- AIRSIDE CONSTRUCTION

DOCUMENT NO DATE

Rev.-1 05-03-2014

TITLE: VDGS Gantry Design - 8.75 m span, CSM-ADAC-L&T-002-1PREPARED CHECKED SHEET

MER DIV 1

with appropriate coefficients.

The action of assumed parameter and loadings are modeled in analysis package and the

results are tabulated as shown in the following sections. The summary of results are

used in the excel spread sheets to check the adequacy of proposed Pipe section sizes.

Conclusion:

The results hence available prove the sections provided and proposed are found to be safe.

INPUT FILE

STAAD SPACE

START JOB INFORMATION

ENGINEER DATE 02-Feb-14

JOB NAME Air side Works

JOB CLIENT ADIA

JOB REV 0

JOB PART VDGS GANTRIES

JOB REF CSM-ADAC-L&T-002-0

END JOB INFORMATION

UNIT METER KN

JOINT COORDINATES

1 0 0 0;

2 0 7 0;

3 0.875 8 0;

4 8.125 8 0;

5 9.00 7 0;

6 9.00 0 0;

DATEDOCUMENT NOABU DHABI INTERNATIONAL AIRPORT-MIDFIELD

TERMINAL COMPLEX- AIRSIDE CONSTRUCTIONPROJECT:

2DIVMER

SHEETCHECKEDPREPAREDVDGS Gantry Design - 8.75 m span, CSM-ADAC-L&T-002-1TITLE:

05-03-2014Rev.-1

6 9.00 0 0;

8 0 -1.9 0;

9 9.00 -1.9 0;

MEMBER INCIDENCES

1 1 2; 2 2 3; 3 3 4; 4 4 5; 5 6 5; 6 8 1; 7 9 6;

MEMBER CURVE

2 RADIUS 1 GAMMA 0 PRESSURE -9999

4 RADIUS 1 GAMMA 0 PRESSURE -9999

DEFINE MATERIAL START

ISOTROPIC STEEL

E 2.05e+008

POISSON 0.3

DENSITY 78.5

ALPHA 1.2e-005

DAMP 0.03

ISOTROPIC CONCRETE

E 2.8e+007

POISSON 0.2

DENSITY 25

ALPHA 1e-005

DAMP 0.05

END DEFINE MATERIAL

MEMBER PROPERTY BRITISH

1 3 5 TABLE ST PIPE OD 0.273 ID 0.2476

2 4 TABLE ST PIPE OD 0.273 ID 0.2476

MEMBER PROPERTY BRITISH

6 7 PRIS YD 1

CONSTANTS

MATERIAL STEEL MEMB 1 TO 5MATERIAL STEEL MEMB 1 TO 5

MATERIAL CONCRETE MEMB 6 7

SUPPORTS

*1 6 FIXED BUT MZ

8 9 FIXED

********************************************

DEFINE UBC LOAD

*

ZONE 0.15 I 1 RWX 5.5 RWZ 5.5 STYP 4 CT 0.073

*

SELFWEIGHT 1

*

********************************

LOAD 1 UBC SEISMIC EQ-X+VE

*

UBC LOAD X 1

*

**********************************

LOAD 2 UBC SEISMIC EQ-Z+VE


MER DIV 3



DOCUMENT NO DATE

Rev.-1 05-03-2014

LOAD 2 UBC SEISMIC EQ-Z+VE

*

UBC LOAD Z 1

*

**********************************

LOAD 3 DEAD LOAD

*

SELFWEIGHT Y -1 LIST 1 1 TO 7

*

****************

LOAD 4 WIND LOAD Z+VE

*

* 1.221 x 1.2 x 0.273 ~ 0.4 kN/m

*

MEMBER LOAD

1 TO 5 UNI GZ 0.4

3 CON GZ 1.5 2.35

3 CON GZ 3 3.5

*

****************

LOAD 5 WIND LOAD X+VE

*

MEMBER LOAD

1 2 4 5 UNI GX 0.4

*

****************ULS

*

LOAD COMB 6 1.4 DL + 1.4 WL

3 1.4 4 1.4 3 1.4 4 1.4

*

****************ULS

*


3 1.0 4 1.4

*

****************ULS

*


3 1.4 5 1.4

*

****************ULS

*


3 1.0 5 1.4

*

****************ULS

*

LOAD COMB 10 1.4 DL + 1.4 SEIS-X

DATE

Rev.-1 05-03-2014


MER DIV 4



DOCUMENT NO


3 1.4 1 1.4

*

****************ULS

*


3 1.0 1 1.4

*

****************ULS

*

LOAD COMB 12 1.4 DL + 1.4 SEIS-Z

3 1.4 2 1.4

*

****************ULS

*


3 1.0 2 1.4

*

****************SLS


3 1.0 4 1.0


3 1.0 5 1.0


3 1.0 1 1.0


3 1.0 2 1.0

************************************

PERFORM ANALYSIS

UNIT MMS NEWTON

LOAD LIST 6 TO 17

PARAMETER 1

CODE BS5950

PY 275 MEMB 1 TO 5

TRACK 0 MEMB 1 TO 5

CHECK CODE MEMB 1 TO 5

UNIT METER KN

FINISH

Passing Stress Ratios:



DOCUMENT NO DATE

Rev.-1 05-03-2014


MER DIV 5

Note that all elements are have passing ratios less than 1 hence safe.

Summary of Beam End Froces for the bolted base connection:

Summary of Deflection at the top of the portal:



DOCUMENT NO DATE

Rev.-1 05-03-2014


MER DIV 6

Check for Deflection at the top of Gantry:

As per 26 56 25 Poles and Masts 20130401 v10.0, specifications maximum deflection

allowable = 0.6 degrees.

Height of the gantry including pedestal = 9.50 m

Limting horizontal deflection 9.50 x tan 0.6 = mm

Actual deflection from the above summary table = 51 mm

hence safe in deflection

99.49

Check for 860 mm diameter base plate stresses:

Referring to the summary of beam end forces P = 17 kN

Moment M = 63 kNm

Diameter of the base plate D = m

Thickness of the base plate tp = 0.04 m

Section Modulus of the base plate in plan Zplan = m^3

Section Modulus of the base plate in section Zsection= m^3

Area of the plate in plan A = m^2

Bearing stress of the plate on concrete pedestal P/A+M/Zplan = MPa

Hence Safe

1.038

0.86

0.062

2E-04

0.581



DOCUMENT NO DATE

Rev.-1 05-03-2014


MER DIV 7

Hence Safe

Allowable Ultimate Bearing stress as per BS 8110 Part-1 Clause 5.2.3.4 = 16 MPa

(0.4 x fck)

Moment in the base plate 1.031*((0.86-0.273)/2)^2/2 = kNm

Bending Stress in the baseplate f = M/Zsec = MPa

Hence Safe

Allowable bending stress in the baseplate fy = 275 MPa

Bolts PCD (assume only grade 4.6 bolts for design) pcd = 0.71 m

Tension in anchor bolt p = M/pcd = kN

Diameter of anchor bolt d = 50 mm

Area of the anchor bolt a = sq.mm.

Allowable tensile strength as per Table 34 of BS 5950 Part 1 pt = 240 MPa

Hence Safe

Actual tensile stress in the bolt provided p/a = MPa

There is no tension in summary of reactions (beam end forces).

Actual shear stress in the bolts pbbact = kN

Allowable tensile strength as per Table 31 of BS 5950 Part 1 d tp pbb = kN

Interaction check for a single loaded bolt =

< 1.4 hence safe.

0.237

1963

56

88.73

1.016

736

44.71

195

< 1.4 hence safe.

Summary of forces for field splice:

Diameter of bolts provided M = 16 mm

No. of bolts provided n = 20 no.s

Maximum shear at the section Fy = 7 kN


MER DIV 8



DOCUMENT NO DATE

Rev.-1 05-03-2014

Fz = 5.5 kN

There is no axial tension in the field section Bolts pcd = 336 mm

Maximum Moment at the section Mz = 12.1 kNm

My = 2.1 kNm

Push and Pull due to the moments Mz/pcd = kN

My/pcd = kN

Assuming area of cross section of bolts as 80 % of gross area = sq.mm.

Resultant Shear stress due to actual shear = 55 MPa

Sum of axial tensile stress due to push and pull = MPa

Assuming grade 4.6 bolts for design purposes

Allowable shear stress in bolt as per Table 30 of BS 5950-1 = MPa

Allowable shear stress in bolt as per Table 34 of BS 5950-1 = Mpa

Interaction check for a single loaded bolt =

< 1.4 hence safe.

240

160

1.386

Abolt

36.0

6.3

160.8

249.6

Summary of forces for foooting design

Provide 3500 x 2500 x 500 mm thick square footing in plan, with T12 @ 200 mm c/c bothways Top & Bottom

Summary of forces for pedstal design


MER DIV 9



DOCUMENT NO DATE

Rev.-1 05-03-2014

Provide 10 # T20 diameter bars as Main vertical bars for 1000 mm diameter pedestal

Provide T 10 circular Hoops at 150 mm c/c as stirrups.

SheetJob Number

Job Title

Client

Calcs by Checked by Date

Software Consultants (Pty) Ltd

Internet: http://www.prokon.com

E-Mail : [email protected]

1E18.1

Fire Pump Room - Al Jurf-3

FEWA

MKN Milind 16-Feb-14

C12VDGS 8.75 m Span Gantry Pedestal - ADAC

Circular column design by PROKON. (CirCol Ver W1.7.01 - 5 Oct 2000)

Design code : BS8110 - 1997

Input tables

LoadCase Description

Ultimate Limit State Design Loads

P (kN) Mx top (kNm) My top (kNm) Mx bot (kNm) My bot (kNm)

1 1.4DL+1.4WL 68.879 -62.85 -20.64 82.2 35.25

2 1.0DL+1.4SEIS- 6.982 0 -20.64 0 35.25

General design parameters and loads:

0 250

500

750

1000

1000

750

500

250

0

X X

Y

Y

General design parameters:Given: dia = 1000 mm d' = 95 mm Lo = 2.000 m fcu = 35 MPa fy = 420 MPa

Therefore: Ac = pi⋅ d˛/4 = 785398.16 mm˛ diax' = dia - d' = 905 mm diay' = dia - d' = 905 mm

Assumptions: (1) The general conditions of clause 3.8.1 are applicable. (2) The section is symmetrically reinforced. (3) The specified design axial loads include the self-weight of the column. (4) The design axial loads are taken constant over the height of the column.

Design approach:The column is designed using the following procedure: (1) The column design charts are constructed. (2) The design axis and design ultimate moment is determined . (3) The steel required for the design axial force and moment is read from the relevant design chart. (4) The area steel perpendicular to the design axis is read from the relevant design chart. (5) The procedure is repeated for each load case. (6) The critical load case is identified as the case yielding the largest steel area about the design axis.

Through inspection: Load case 1 (1.4DL+1.4WL) is critical.

Check column slenderness:End fixity and bracing for bending about the X-X axis: At the top end: Condition 1 (fully fixed). At the bottom end: Condition 1 (fully fixed). The column is unbraced. Code suggests ßx = 1.20 Table 3.22

Designer specified ßx = 2.20

SheetJob Number

Job Title

Client





2E18.1


FEWA


End fixity and bracing for bending about the Y-Y axis: At the top end: Condition 1 (fully fixed). At the bottom end: Condition 1 (fully fixed). The column is unbraced. Code suggests ßy = 1.20 Table 3.22

Designer specified ßy = 2.20

Effective column height: lex = ßx⋅ Lo = 4.400 m ley = ßy⋅ Lo = 4.400 m

Check if the column is slender: 3.8.1.3

lex/dia = 4.4 < 10 ley/dia = 4.4 < 10∴ The column is short.

Initial moments:The column is bent in single curvature about the X-X axis: M1 = Smaller initial end moment = 62.9 kNm M2 = Larger initial end moment = 82.2 kNm

The initial moment near mid-height of the column : 3.8.3.7

∴ Mi = -0.4M1 + 0.6M2 ≤ 0.4M2 = 82.2 kNm

The column is bent in single curvature about the Y-Y axis: M1 = Smaller initial end moment = 20.6 kNm M2 = Larger initial end moment = 35.3 kNm

The initial moment near mid-height of the column : 3.8.3.7

∴ Mi = -0.4M1 + 0.6M2 ≤ 0.4M2 = 82.2 kNm

Design ultimate load and moment:Design axial load: Pu = 68.9 kN

Moment distribution along the height of the column for bending about the X-X: At the top, Mx = 62.9 kNm Near mid-height, Mx = 74.5 kNm At the bottom, Mx = 82.2 kNm

Mxtop=-62.9 kNm

Mxbot=82.2 kNm

Moments about X-X axis( kNm)

Initial Additional Design

Mx=82.2 kNm

Mxmin=0.1 kNm

+ =

SheetJob Number

Job Title

Client





3E18.1


FEWA


Moment distribution along the height of the column for bending about the Y-Y: At the top, Mx = 20.6 kNm Near mid-height, Mx = 29.4 kNm At the bottom, Mx = 35.3 kNm

Mytop=-20.6 kNm

Mybot=35.3 kNm

Moments about Y-Y axis( kNm)

Initial Additional Design

My=35.3 kNm

Mymin=0.1 kNm

+ =

Check for miminum eccentricity: 3.8.2.4

For bi-axial bending, it is only necessary to ensure that the eccentricity excceeds the minimum about one axis at a time.

For the worst effect, apply the minimum eccentricity about the minor axis: Use emin = 20mm∴ Mmin = 1.4 kNm about the Y-Y axis.

Design of column section for ULS:Through inspection: The critical section lies at the bottom end of the column.

The column is bi-axially bent and may be designed to withstand an increasedmoment about a single axis: 3.8.4.5

Mx/dia = 69.4 > My/dia = 22.8

The effective uniaxial design moment about the X-X axis: ß = 1 - 7/6⋅ N/(Ac⋅ fcu) = 0.997 Table 3.24

∴ M'x = Mx + ß⋅ dia/dia⋅ My = 117.3 kNm

SheetJob Number

Job Title

Client





4E18.1


FEWA


For bending about the design axis:

Column design chart

Mom

ent m

ax =

5690kN

m @

6340kN

-18E3-16E3-14E3-12E3-10E3-8000-6000-4000-2000

200040006000800010E312E314E316E318E320E322E324E326E328E330E332E3

500

1000

1500

2000

2500

3000

3500

4000

4500

5000

5500

6000

6500

7000

Axia

l Load (

kN

)

Bending Moment (kNm)

6%5%4%3%2%1%0%

Reinforcement required about the X-X axis: From the design chart, Asc = 3142 mm˛ = 0.40%

For bending perpendicular to the design axis:

Column design chart

Mom

ent m

ax =

5690kN

m @

6340kN

-18E3-16E3-14E3-12E3-10E3-8000-6000-4000-2000

200040006000800010E312E314E316E318E320E322E324E326E328E330E332E3

500

1000

1500

2000

2500

3000

3500

4000

4500

5000

5500

6000

6500

7000

Axia

l Load (

kN

)

Bending Moment (kNm)

6%5%4%3%2%1%0%

Reinforcement required about the Y-Y axis: From the design chart, Asc = 3142 mm˛ = 0.40%

SheetJob Number

Job Title

Client





5E18.1


FEWA


Summary of design calculations:

Design results for all load cases:

Load case Axis N (kN) M1 (kNm) M2 (kNm) Mi (kNm) Madd (kNm) Design M (kNm) M' (kNm) Asc (mm˛)

1

2

X-XY-Y 68.9

-62.9 -20.6

82.2 35.3

82.2 35.3

0.0 0.0

X-XBottom

62.9 20.6

0.0 35.3

3142 (0.4%) 3142 (0.4%)

X-XY-Y 7.0

0.0 -20.6

0.0 35.3

0.0 35.3

0.0 0.0

Y-YBottom

0.0 20.6

0.0 0.0

3142 (0.4%) 3142 (0.4%)

Load case 1 (1.4DL+1.4WL) is critical.

Project Date Ref. No.

Building Designed By Checked By

Title Rev. No. Approved By

Location Drg. No.

CHECK FOR BEAM:-

Beam Data :- Equivalent Square of side

Characterstic Strength of Concrete ƒcu = 40 N/mm2

Breadth of Beam b = 885 mm

Yeild Strength of Steel ƒy = 460 N/mm2

Depth of Beam D = 885 mm

Effective Depth to top steel d1 = D-Ct-Øs-Øt/2 Dia of stirrups Øs = 10 mm

= 885-75-10-20/2 Concrete Top cover Ct = 75 mm

= 790.0 mm Concrete Bot cover Cb = 75 mm

Effective Depth to bott. steel d2 = D-Cb-Øs-Øb/2 Spacer dia (Top) St = 25 mm

= 885-75-10-20/2 Spacer dia (Bot) S St = 25 mm

= 790.0 mm

For Maximum -ve moments :-

Maximum Bending Moment M = 83.00 kN-m

M / ƒcu b d² = k = 83×10^6 /40×885×790²

= 0.0038

z = 0.5 + (0.25-k/0.9) Compression Steel

= 0.950 d1 d' = 75+10+20/2

Area of Steel Ast, reqd = M / 0.95 ƒy z = 95.0

= 83×10^6 / (0.95×460×0.95×790) As', reqd =

= 1018.19 mm2

((0.0038-.156) x40x885x790 ²)

No of Layers = 1 (0.95x460x ( 790-95))

1st layer 4 Nos T 20 Bars = -11071.48

2nd layer 0 Nos T 20 Bars Provide 4 Nos T 20 Bars

3rd layer 0 Nos T 12 Bars Area provided = 1257 mm², is O.K.

Area of reinforcement provided = 1256.64 mm2, is

L & T

ABU DHABI INTERNATIONAL AIRPORT 05-Mar ***

MIDFIELD TERMINAL COMPLEX- AIRSIDE MER DIV

Pedestal Design as Beam (PDSTL) -

Beam along Grid - CSM-ADAC-L&T-002-1

(k-.156) ƒcu bd² / .95 ƒy (d-d')

Error, Type zero in the layers which are no needed

OK

For Maximum +ve moments :-

Maximum Bending Moment M = 36.00 kN-m

M / ƒcu b d² = k = 36×10^6 /40×885×790²

= 0.0016

z = 0.5 + (0.25-k/0.9) Compression Steel= 0.950 d2 d' = 75+10+20/2

Area of Steel Ast, reqd = M / 0.95 ƒy z = 95.0

= 36×10^6 / (0.95×460×0.95×790) As', reqd =

= 1018.19 mm2 ((0.0016-.156) x40x885x790 ²)

No of Layers = 1 (0.95x460x ( 790-95))

1st layer 4 Nos T 20 Bars = -11231.52

2nd layer 0 Nos T 16 Bars Provide 4 Nos T 20 Bars

3rd layer 0 Nos T 25 Bars Area provided = 1257 mm², is Ok

Area of reinforcement provided = 1256.64 mm2, is

For Shear Force :-Min Torsional Resistance = 92.42 kNm

Maximum Shear Force F = 15.00 kN (SRSS) Torsion, T = 4.00 kNm (MAX)

Shear Stress v = 15×10³/ (885×790) Torsional Shear Stress,

= 0.02 N/mm² vt = 2×T/(hmin²×(hmax-hmin/3))

Area of main reinfn. As = 1256.64 mm² = 2×4×10^6/(885²×(885-885/3))

100A s / bd 1 = 100×1256.64 / 885×790 = 0.017 N/mm²

= 0.18 Min Torsional Shear Stress = 0.40 N/mm²

Design Shear Strength of conc. vc = 0.79×[100 As / b d1]¹/³×1.17/1.25 Torsional Reinforcement not Required

= 0.79×[0.18]¹/³ × 1.17/1.25 Area of Torsion Shear Reinforcement

= 0.418 N/mm² Asv = T Sv / (.8 x1 y1 (.95×fy))

Shear resistance of conc. Vc = vc b d = 4×10^6×150

= 0.418×885×790/1000 (0.8×725×725×0.95×460= 292.24 kN = 3.27 mm²

Assign -2 L-T 10 Bars @ 150 mm c/c. (Asv Provided =157.08 mm² ) Area of Longitudinal Torsion Reinforcement

As = Asv (x1+y1) / SvArea of Shear Reinforcement Reqd. Asv = Sv×b(v-Vc) / 0.95 fy = 3.27× (725+725)/150

as ==> (v-vc) < 0.4, (v-vc) = 0.4 = 150×885(0.4) / 0.95 ×460 = 31.61 mm²

= 121.51 mm²

Total Area of Shear Reinforcement Reqd. Asv = 121.51 mm², < Asv Provided, OK

(k-.156) fcu bd² / .95 fy (d-d')

Error, Type zero in the layers which are no needed

OK

Beam in Seismic zone

Ast Provided on Each Face = 452.16 mm² is OK

Design of Isolated Footing Node 8

LC 14 - SLS 1

Bearing Pressure = 36.5 KN/m2 < 150 Safe

overburden Pressure = 0 KN/m2

Net Design Pressure = 37 KN/m2

Load factor = 1.4 (DL+LL)

Factored Design Pressure = 51.15 KN/m2

Footing L = 3.50 m

Footing B = 2.50 m

Col a = 1 m

Col b = 1 m Span

fcu = 40 N/mm2 of

Max Moment along longer dirn = 40 KNM Gantry

Max Moment along Shorter dirn = 14 KNM

b = 1000 mm

Depth of Footing = 500 mm

Clear Cover = 75 mm

Reinft dia along longer dirn = 12 mm B = 2.5 m

Reinft dia along Shorter dirn = 12 mm

d shorter = 407 mm Pedestal is treated as equivalent

d longer = 419 mm square of size 1.00 m

Reinft along Longer direction (B1)

K = Mu / fcu b d^2 = 0.0057

Zd = 0.994

Z = 0.95

Ast = 255.32 mm2

L =

3.5

m

a

b

1 of 2

Ast = 255.32 mm2

Spacing of bar = 442 mm

Spacing provided = 200 mm

Ast Provided = 565.49 mm2

Provide T12 at 200mm C/C along Longer direction

Reinft along Shorter direction (B2)

K = Mu / fcu b d^2 = 0.0022

Zd = 0.998

Z = 0.95

Ast = 93.28 mm2

Spacing of bar = 1227 mm

Spacing provided = 200 mm

Ast Provided = 565.49 mm2

Provide T12 at 200mm C/C along Shorter direction

Check for Oneway Shear:

At face of the column:

Max Shear force at the face of the column Vx = 63.95 KN

Max Shear force at the face of the column Vy = 38.36 KN

Shear Stress vx = 0.153 N/mm2

Shear Stress vy = 0.094 N/mm2

At distance "d" from face of the column:

42.51 KN

17.55 KN

Max Shear force at a distance "d" from the face

of the olumn Vx =Max Shear force at a distance "d" from the face

of the olumn Vy =

1 of 2


Shear Stress vy = 0.044 N/mm2

Pt Provided = 0.135 %

Allowable Shear Stress, τc =0.379 N/mm

2

Enhanced allowable Shear Stress = 2 x τc =0.758 N/mm

2

At distance "2d" from face of the column:

21.07 KN

-3.27 KN


Shear Stress vy = -0.009 N/mm2

Check for Punching Shear:

Average eff. Depth to resist punching Shear = 413 mm LF Axial punching Force

Factored Max Axial Load from super structure = 73.864 KN 1.4 52.76

< Allowable Enhanced Shear Stress

and Hence Safe

< Allowable Enhanced Shear Stress

and Hence Safe

Max Shear force at a distance "2d" from the face

of the olumn Vx =Max Shear force at a distance "2d" from the face

of the olumn Vy =< Allowable Shear Stress and Hence

Safe

< Allowable Shear Stress and Hence

Safe

2 of 2

Factored Max Axial Load from super structure = 73.864 KN 1.4 52.76

4000 mm

Punching Shear Stress at face of the Column = 0.045 < 0.8 x Sqrt(fcu), Hence Safe

Punching Shear Force at "1.5d" distance = -182.57 KN

8956 mm

-0.05 N/mm2

V.Load B.Press. Area Reqd. Length Breadth

158.575 187.5 0.85 1.25 0.68

Moments 36.5 3.500 2.500

58.71 -0.3

25.2

Punching Shear Stress at "1.5d" distance from

Column face =

< Allowable Shear Stress and Hence

Safe

Perimeter to resist Punching Shear at face of the

Column =

Perimeter to resist Punching Shear at "1.5d"

distance from Column face =

b

a

1.5 d

2 of 2

Project :

Title :

Doc. No. : REV-1

Description: Sheet No.

Location:

Concrete

Grade of concrete ( 28 Days Cube strength) 40 N/mm2

Modulus of elesticity of concrete (Long term) 13500 N/mm2

Steel

Yield strength of reinforcement 460 N/mm2

Design yield strength of reinforcement 460 N/mm2

Modulus of elesticity of steel 2.00E+05 N/mm2

Force and reinforcement data

Maximum working moment in the section 78.34 KN-m (Actual factored moment in footing is 40 kNm)

Thickness of the section (h) 500 mm

Dia of main bar 12 mm

Spacing of main bar (s) 200 mm

Clear cover to reinforcment (cmin) 100 mm

Factor for ε2 calculation as per B.4 BS 8007:1987 1.00

Limiting crackwidth 0.30 mm

Calculation:

Neutral axis:

Modulur ratio m = E /E = 14.81

Location:- Crack Width Calculation for Isolated Footing:

ABU DHABI INTERNATIONAL AIRPORT

L&TMIDFIELD TERMINAL COMPLEX- AIRSIDE

Crack width check for Isolated Footing

h

acr

cmin

s

Modulur ratio m = Es/Ec = 14.81

fc x = kd where k is given by

As = 565.49 mm2/m 12@200ST

d = h -cl cover -φ/2 = 394 mm

p = As/bd = 0.001435 ( b=1000mm)

fs/m Hence k = 0.186 x = 73.30 mm

Surface crack width

εm = ε1 - ε2 ε1 = average strain at the level where crack is considered

ε2 =

374.9 N/mm2

ε1 = 2.49E-03

a' = h bt = 1000 mm

ε2 = 0.001673288

εm = ε1 - ε2 = 8.21E-04

= 139.73 mm

Hence calculated crack width = 0.290000 mm <0.3mm, Hence Safe

x

d

bt * (h-x) * (h-x)

3 * Es * As* (d-x)

pmmppmk −+= )2(22

−

−+

=

xh

ca

aw

cr

mcr

min21

3 ε

s

s

E

f

xd

xh×

−

−=

=

−

=

dk

A

Mf

st

s

*)3

1(

ϕϕ 5.0)5.0(25.02

min

2−++= csacr

Project :

Title :

Doc. No. : REV-1

Description: Sheet No.

Location:

Concrete

Grade of concrete ( 28 Days Cube strength) 40 N/mm2

Modulus of elesticity of concrete (Long term) 13500 N/mm2

Steel

Yield strength of reinforcement 460 N/mm2

Design yield strength of reinforcement 460 N/mm2

Modulus of elesticity of steel 2.00E+05 N/mm2

Force and reinforcement data

Maximum working moment in the section : My 59.29 KN-m

Thickness of the section (h) 883 mm

Dia of main bar 20 mm

Spacing of main bar (s) 200 mm

Clear cover to reinforcment (cmin) 75 mm

Factor for ε2 calculation as per B.4 BS 8007:1987 1.00

Limiting crackwidth 0.30 mm

Calculation:

Neutral axis:

Modulur ratio m = E /E = 14.81

Crack width check for Pedestal

Location:- Crack Width Calculation for Pedestal:

ABU DHABI INTERNATIONAL AIRPORT

L&TMIDFIELD TERMINAL COMPLEX- AIRSIDE

h

acr

cmin

s

Modulur ratio m = Es/Ec = 14.81

fc x = kd where k is given by

As = 1570.80 mm2/m 20@200ST

d = h -cl cover -φ/2 = 798 mm

p = As/bd = 0.001968 ( b=1000mm)

fs/m Hence k = 0.214 x = 170.85 mm

Surface crack width

εm = ε1 - ε2 ε1 = average strain at the level where crack is considered

ε2 =

50.9 N/mm2

ε1 = 2.89E-04

a' = h bt = 1000 mm

ε2 = 0.000858028

εm = ε1 - ε2 = -5.69E-04

= 121.24 mm

Hence calculated crack width = -0.183129 mm <0.3mm, Hence Safe

x

d

bt * (h-x) * (h-x)

3 * Es * As* (d-x)

pmmppmk −+= )2(22

−

−+

=

xh

ca

aw

cr

mcr

min21

3 ε

s

s

E

f

xd

xh×

−

−=

=

−

=

dk

A

Mf

st

s

*)3

1(

ϕϕ 5.0)5.0(25.02

min

2−++= csacr

VDGS gantries Page: 1

CSM-ADAC-L&T-002-0 Made by: GLN

8.75 M SPAN Date: 02.02.14

ADAI Ref No:

Office: 1328

WIND LOADS: in accordance with BS6399 : Part 2: 1995

Location: Wind loads to BS6399: Part2 : 1995

Dynamic Augmentation Factor.

Chosen site is the country or terrain not defined as sea or town

Building Height H=10.00 m

Effective Height He=10 m

Building type factor Kb=4

Chosen building type is a bolted steel or R.C. unclad frame

Dimensionless constant ho=0.1 m

Logarithm of height factor lh=LOG(H/ho)/LOG(10)

=LOG(10/0.1)/LOG(10)

=2

Dynamic Augmentation Factor Cr=(Kb*(H/ho)^0.75)/800/lh

=(4*(10/0.1)^0.75)/800/2

=0.07906

Since Dynamic Augmentation Factor Cr is less than or equal to 0.25

then this structure is not dynamic.

Standard wind loads.

Basic wind speed Vb=24.5 m/sec

Structure is not located at the crest of a hill or escarpment and the

topography is not significant.

Site altitude above mean sea level deltaS=25 m

Altitude factor Sa=1+0.001*deltaS

=1+0.001*25

=1.025

Direction factor Sd=1

The building is permanent or exposed to the wind for a continuous

period of more than 6 months.

Seasonal factor Ss=1.0

The basic wind speed has an annual risk of being exceeded of Q=0.02

Probability factor Sp=1

Since site is in the country with the closest distance to the sea

being 2.5 Km, then

From Table 4 Terrain & building factor Sb=1.777

Site wind speed @ height He Vs=Vb*Sa*Sd*Ss*Sp

=24.5*1.025*1*1*1

=25.11 m/sec

Effective wind speed Ve=Vs*Sb=25.11*1.777=44.62 m/sec

VDGS gantries Page: 2

CSM-ADAC-L&T-002-0 Made by: GLN

8.75 M SPAN Date: 02.02.14

ADAI Ref No:

Office: 1328

Dynamic pressure at height He qs=0.613*Ve^2/1000

=0.613*44.62^2/1000

=1.221 kN/m2

Effective height 10 m

DESIGN Altitude factor Sa 1.025

SUMMARY Direction factor Sd 1

Seasonal factor Ss 1

Probability factor Sp 1

Dynamic wind pressure qs 1.221 kN/m2

No702

Csm Adac l&t 0h02 1 Design

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