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NOVELTY ENGINEERING CORPORATIONwww.noveltyeng.com

Farkantex Ltd. (Shed-03)

Structural Assessment &

Retrofitting

Software analysis report

1 October 2015

This design calculation is prepared by:

Engr Md Shahinur Alam

B.Sc. in Civil Engg. (BUET), MIEB-25708.

Structural Engineer

Checked By:

Engr Md Faruk Khalil

B. Sc. Engg. Civil (DUET), MIEB-29445

Structural Engineer

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NOVELTY ENGINEERING CORPORATION

HOUSE-34 (Suit # 5A), ROAD-01,

SECTOR-14, UTTARA, DHAKA- 1230.

+88-01680282235, +88-

01687005490

N o v e l t y E n g i n e e r i n g C o r p o r a t i o n


Design Calculation Report

SHED-03

Dated : 01-October-2015

Client: Farkantex L td.

Plot # 1 & 2, Sector 5/A

CEPZ, Chi ttagong,

Bangladesh

ADDRESS :

Plot # 1 & 2, Sector 5/A

CEPZ, Chi ttagong,Bangladesh

This design calculation is prepared by : Checked By :

Engr.Md. Shahinur Alam Engr. Md. Faruk Khalil B.Sc. in Civil Engg. (BUET), MIEB-25708. B. Sc. Engg. Civil (DUET), MIEB-29445.

Structural Engineer Structural Engineer


House: 34, Road: 01, Sector: 12, Uttara, Dhaka-1230.

Tel: +880 2 7920264 www.noveltyeng.com

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1.0 INTRODUCTION

The Farkantex Ltd is a garments factory in CEPZ, Chittagong, Bangladesh located at Plot # 1 & 2, Sector 5/A.

There are Multiple Structure for Different Section. Production Building is a steel framed Single Story Structure

with light weight roofing system. The Building is Designed and Fabricated is unknown.

The building had one central Column in main frame with profile roofing system. Exterior partition walls are

Brick work. The steel frame is braced frame against minor axis and moment resisting frame against major axis.

All details about frame members are found in as build drawings that is prepared by the consultant.

A team of Engineers are assigned to collecting information from site and analysis the steel frame in finite

element software STAAD Pro 8i. Diploma in Construction Engg Md. Ruhul Amin are collected the building

structural information by visited the site physically. Engineer Md. Shahinur Alam model the structure in staad

pro 8i and make a report and finally Engineer Md. Faruk Khalil is checked the report with hand calculation

whether the member is adequate or not.

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2.0 WORK METHODOLOGY

Based on the as build drawings, for the factory building, the consultant independently developed a computer

analysis model and carried out complete analysis of the structure incorporating various design requirements as

per Accord Building Standard. Loading values, Load combination, design parameters, strength calculation

are of the major findings from that standard. The results obtained from computer model were checked against

relevant specifications hand calculation.

3.0 STRUCTURAL DESIGN CONCEPT & CRITERIA.

The structural element of the factory building is of Hot-Rolled Angle and Pipe steel section.

3.1 Codes and Standard:

Bangladesh National Building Code - 2006 (BNBC)

American Institute of Steel Construction LRFD

AWS, MBMA, AISC, UBC etc.

3.2 Member Dimensioning

Member dimensioning has been adopted as per analysis and design.

3.3 Material

Factory shed Steel structure

Steel yield strength: Fy = 36.0 ksi

3.4 General Load Data

Dead load:

Dead load is the vertical load due to the weight of permanent structural and non-structural component of a

building, e.g roofing, purlin, purlin stay, sheet, J-hook, clit and others.

Unit weight of materials and the calculation of design dead loads are according to section 2.2, Chapter 2, part 6

of BNBC.

Live load:

Live load is the load superimposed by the user during construction and maintenance and at the service period

of the structure. As per Table- 6.2.3, BNBC- Page 6-22.

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According to ASCE minimum live load on roof and frame is 0.57 kN/SQM is considered.

Wind load

The calculation of wind load conforms the Sub-clause 2.4, Chapter 2, and part 6 of BNBC. The following

equation has been used to calculate sustained wind pressure of the structure

Pz = Cg Cp Cc Ci Cz Vb2 [BNBC, 2.4.6.2, 2.4.6.3 page – 6-33, 6-34]

Exposure A was considered for wind load calculation.

Following are the basic parameters assumed for wind loads on building.

Basic Wind Speed: 260 kM Per hour (Chittagong) (Ref. BNBC)

Structure Importance Coefficient: 1.0

Exposure Category: ‘A’

Combined Height and Exposure

Coefficient: As per Table 6.2.10 (Ref. BNBC)

Overall pressure coefficients for wind load are used as per table 6.2.15 (BNBC)

Seismic Load

The calculation of earthquake loads conforms to sub-clause 2.5, Chapter-2, part 6 of BNBC.

Equivalent static force method (section to 2.5.6, part 6, BNBC) will be adopted to calculate seismic

lateral forces.

The total design base shear is calculated from the following equation.

V = R

ZIC W

Where Z = 0.15 (seismic Zone 1) coefficient given in fig. 6..2.10 of BNBC.

The site is at Chittagong.

I = 1.00 (structural importance coefficient given in table 6.2.23 in

BNBC.

R = 3 (Response modification coefficient for ordinary steel moment resisting frame given in table6.2.24 of BNBC.

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W = Total seismic dead load

C = Numerical coefficient given by the following relation

C =3/2

25.1T

S

Where S = 1.5 (Site coefficient for soil characteristics as provided in table

6.2.25 of BNBC.)

T = Fundamental period of vibration in seconds, of the structure for

the direction under consideration as determine by the provisions

of the section 2.5.6.2, part 6 o BNBC.

3.5 Load Combination:

Steel structural member will be designed to have strength not less than that required to resist the most

unfavorable effect of the combination of the factored loads shown below.

1. 1.2DL + 1.6 Lf + 0.5Lr2. 1.2 DL + 1.3 WL + 0.5Lf + 0.5Lr

3. 1.2 DL + 1.5 E + 0.5Lf

Ref: According to Accord Building Standard

Where DL = Dead load, Lf = Floor Live load, Lr = Roof Live load, WL = Wind load, E = Earth Quake Load.

3.6 Design Method

Steel Structure has been designed with AISC Load Resistance Factor Design (LRFD) method.

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3.7 Software and Computer Program

Staad.Pro V8i has been utilized for the analysis and design of the structure. Moreover, spreadsheets

Written in MS Excel have been used for analysis and design of the structure.

Input data file:

3D Model of Steel Frame

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4.0 REVIEW OF THE STRUCTURE:

1. The overall main frame stress ration: The main frame stress ratio is not within the limit i.e.

overstress. The frames are not quite satisfactory. Strengthening required.

2.

The “DL+LL” deflection of the main frame section is 29.61mm. The allowable deflection is L/180= 7500/150 = 50.00mm. The deflection is within the limit.

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3. The “DL+WL” deflection of the main frame section is 62.55mm. The allowable deflection is Eave

Height/60 = 3300/60 = 55mm. The lateral deflection is also not within the limit.

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5.0 RECOMENDATION & STRENGTHENING:

1. To make the structure stable and usable the structure should strengthen. Make double angle by

welding same size angle 40mm x 40mm x5mm all top, bottom and diagonals. Then the vertical

deflection is also reduce. And also add two angle both side at the ridge to reduce the top chord

stress.

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2. By strengthening the vertical deflection is also reduced 18.8mm to 9.7mm. No impact in lateral

deflection which is also within the limit.

3.

Longitudinal stability of the building is provided the cable bracing in the roof.

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Construction Safety Measures and Procedure

a. To prevent injury to personnel, extreme caution should be exercised when using any types ofwelding equipment. Injury can result from fire, explosions, electric shock, or harmful agents. Both thegeneral and specific safety precautions listed below must be strictly observed by workers who weld or

cut metals.

b. Do not permit unauthorized persons to use welding or cutting equipment.

c. Do not weld in a building with wooden floors, unless the floors are protected from hot metal bymeans of fire resistant fabric, sand, or other fireproof material. Be sure that hot sparks or hot metalwill not fall on the operator or on any welding equipment components.

d. Remove all flammable material, such as cotton, oil, gasoline, etc., from the vicinity of welding.

e. Before welding or cutting, warm those in close proximity who are not protected to wear proper

clothing or goggles.

f. Remove any assembled parts from the component being welded that may become warped or

otherwise damaged by the welding process.

g. Do not leave hot rejected electrode stubs, steel scrap, or tools on the floor or around the weldingequipment. Accidents and/or fires may occur.

h. Keep a suitable fire extinguisher nearby at all times. Ensure the fire extinguisher is in operablecondition.

i. Mark all hot metal after welding operations are completed. Soapstone is commonly used for this

purpose.

j. Personal protective clothing like helmet, gloves and protective googles must be used during work.

k. All the steel members which are to be retrofitted should be cleaned of rust and dust.

l. Steel angles Must be welded to the full length of the members.

m. Welding must be done all along the length.

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+88-01680282235, +88-

01687005490


This design calculation is prepared by:

Engr.Md. Shahinur Alam B.Sc. in Civil Engg. (BUET), MIEB-25708 Structural Engineer

Checked By :

Engr. Md. Faruk Khalil B.Sc. in Civil Engg. (DUET), MIEB-29445

Structural Engineer

02. dea shed-03

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