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NOVELTY ENGINEERING CORPORATIONwww.noveltyeng.com

Farkantex Ltd. (Shed-04)

Structural Assessment &

Retrofitting

Software analysis report

1 October 2015

This design calculation is prepared by:

Engr Md Shahinur AlamB.Sc. in Civil Engg. (BUET), MIEB-25708.

Structural Engineer

Checked By:

Engr Md Faruk KhalilB. Sc. Engg. Civil (DUET), MIEB-29445

Structural Engineer

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NOVELTY ENGINEERING CORPORATIONHOUSE-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 nN 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-04

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.M d. Shahinur Alam Engr. M d. F aruk Khalil B.Sc. in Civil Engg. (BUET), MIEB-25708. B. Sc. Engg. Civil (DUET), MIEB-29445.

Structural Engineer Structural Engineer

NOVELTY ENGINEERING CORPORATIONHouse: 34, Road: 01, Sector: 12, Uttara, Dhaka-1230.

Tel: +880 2 7920264

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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

1.0 INTRODUCTION

The Farkantex Ltd is a garments factory in CEPZ, Chittagong, Bangladesh located at Plot # 1 & 2, Sector5/A. There are Multiple Structure for Different Section. Production Building is a steel framed Single StoryStructure 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 areBrick work. The steel frame is braced frame against minor axis and moment resisting frame against majoraxis. 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 finiteelement 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 calculationwhether the member is adequate or not.

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Wind load

The calculation of wind load conform the Sub-clause 2.4, Chapter 2, and part 6 of BNBC. The followingequation has been used to calculate sustained wind pressure of the structure

Pz = Cg Cp Cc Ci Cz Vb 2 [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 seismiclateral 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 inBNBC.

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

W = Total seismic dead loadC = Numerical coefficient given by the following relation

C = 3/225.1T S

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Where S = 1.5 (Site coefficient for soil characteristics as provided in table6.2.25 of BNBC.)

T = Fundamental period of vibration in seconds, of the structure forthe 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 mostunfavorable 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 + 0.5Lr3. 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.

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.

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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 side column stress ratio is 11.8 which is overstress and the slenderness ratio, kl/r= 138 ≤ 200. Rafters are also over stressed. The frames are not quite satisfactory. Strengtheningrequired.

2. The “DL+LL” deflection o f the main frame section is 235 mm. The allowable deflection isL/180 = 3100/150 = 20.67mm. The deflection is not within the limit. Strengthening is required.

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3. The “DL+WL” deflection of the main frame section is 750mm. The allowable deflection is EaveHeight/60 = 2000/60 = 33.33mm. The lateral deflection is also not within the limit.Strengthening required.

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5.0 RECOMENDATION & STRENGTHENING:

1. To make the structure stable and usable the structure should strengthen. Column strengthen by providing rod and concrete around the pipe at least 250 mm X 250mm with 4-16mm rod RCCmake the column stable and safe. And the lateral deflection also reduce within the limit.

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2. For rafter stress will reduced control we can provide same rafter size 40mm x 25mm x1.5mm box 300mm below the rafter making truss. So the rafter will satisfy the strength and deflectioncriterion.

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 orotherwise 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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