Calculation Sheet

BOSCO ALUMINIUM & GLASS CO ( L L C) DESIGN SHEET Date: 1/12/2010 Ref No: RM BBY CP 01

PROJECT:

4B+G+3P+19 flr COMM/OFFICE BLDG

LOCATION: CLIENT:

BUSINESS BAY , DUBAI Mr. MOHAMAD ABDULLAH AL SAYYAH

CONSULTANT:

AL ASRI ENG. CONSULTANT

MAIN CONTRACTOR TITLE:

M/S. S.S. LOOTAH CONTRACTING CO. STRUCTURAL DESIGN FOR ROOF CANOPY

1 Scope: To provide Structural design for the Roof canopy The structural analysis & Design check is done using STAAD.Pro software as per British standard codes.

2 Design Criteria a Design codes i). BS- 5950: Part- I ; 2000 ii). BS- 6399: Part- 2, 1997 iii). BS- 6399: Part- 3, 1988

b Material Properties i)

Steel grade S-275 is used N/mm2

Design strength of steel

py. =

275

Modulus of Elasticity

E

205000

Density of Aluminium

= =

N/mm2

7650 kg/ m3.

ii) Steel sections used 1) 2) 3)

UB 356 x 171 x 45 Steel box 100x150x4mm Aluminium box 100x150x3mm

3 Deflection criteria For cantilever beams

=

Length / 180

Other beams

=

Span / 200

Page 1 of 12


PROJECT:


LOCATION: CLIENT:


CONSULTANT:




4 Load Calculations

i) Wind load calculation Stage

( reference 6399; Part-2, unless stated otherwise)

1 Dynamic Augmentation factor (Cr) Building Ht

H

Building type factor

(1.6.1) =

85

=

2

Cr =

Stage 2 Check for limit applicability Vb

Stage 3 Basic wind speed Stage 4 Site win speed

Vs

(1.6.2)

m ( table-1)

0.17

= =

Cr< 0.14, H < 300 25

m/sec

(2.2.2)

Here for calculation purpose the value for Altitude factor Sa, Directional factor Sd, seasonal factor Ss & Probability factor Sp are taken as = 1 Site wind speed

Vs

= Vb x Sa x Sd x Ss

Page 2 of 12

x

Sp


PROJECT:


LOCATION: CLIENT:


CONSULTANT:



M/S. S.S. LOOTAH CONTRACTING CO. STRUCTURAL DESIGN FOR ROOF CANOPY =

25

m/sec

Stage 5 Terrain categories for effective height effective ht taken as He =

85

M

Stage 6 Method used (Standard / Directional)

:

Standard method

Stage 7 Standard Effective Wind speed ( 2.2.3) Ve = Vs x Sb , =

52.40

Sb =

2.1

m/sec

Page 3 of 12

Terrain factor Corresponding to He form table-4


PROJECT:


LOCATION: CLIENT:


CONSULTANT:




Stage 8 Dynamic Pressure qs

qs (2.1.2)

2 = 0.613 Ve

= =

Kpa

2 1683.2 N/M

1.68

KN/M2

Stage 9 Standard Pressure co-efficient (2.3 ~ 2.7) Net Pressure co-efficient for Long element

Cp

=

2

2.7.2.1, Table 2)

Wind load Net pressure acting on the surface

p

=

qs.

=

qs Cp Ca 2 1.68 KN/M

Cp = Ca Net pressure acting on the surface

p

2.2

=

1 =

1.68

x

=

3.7

KN/M2

Page 4 of 12

2.2

x

1

BOSCO ALUMINIUM & GLA

PROJECT: Headquarters, Residential & Commercial Complex (M/s.EMKE Group). LOCATION: Abudhabi CLIENT: M/s. EMKE Group CONSULTANT: M/s. AL SALAM MAIN CONTRCTOR: M/s. ALI & SONS TITLE: Structural Analysis & Design for steel frame for Roof Mast

Calculation of imposed loads Imposed load on roof with no access( 6399- 3; 1988) load ating on one member = 0.6 x

= 1.5 x 2

Udl on the member =

0.9

Load factor provided ( Arbitray)

=

1.25

Factored load

=

2m

÷

0.75 Kn/m 1.5m

1.5

SCO ALUMINIUM & GLASS CO ( L L C) DESIGN SHEET Date: Ref No:

E Group).

0.6KN/m2 2=

=

0.9 KN

0.6 KN/M

PROJECT: SHATAH TOWER - 2B + G + 9P BUILDING

DESIGN OF STEEL SUPPORTING SYSTEM FOR CRADLE CLIENT:

AL SAYYAH INVESTMENT

DESIGN & INSTALLATION BY:

CONTENTS 1 Scope

1

2 Design criteria

1

3 Deflection criteria

2

4 Load calculations

2 ~7

5 Check for deflection 6 Design of End connections 8 Design of bracket 9 STAAD Data sheet

8 9~11 12

Calculation Sheet

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