This structural design report summarizes the analysis and design of a 6-story reinforced concrete building with a pre-fabricated steel connecting bridge for Meek Sweater & Fashion Ltd. The report describes the project details, methodology, building records, structural analysis, load calculations, finite element modeling, and adequacy checks of building components. The analysis was performed using ETABS and STAAD-Pro software to check that the building design meets the specified load combinations and material design standards.

1. St r uct ur al Design Repor t of
Meek Sweater& Fashion Ltd.
(6-Storied RCC Building cum Pre-Fabricated Steel Connecting Bridge)
19th
September, 2018
Submitted by:
STEELMARK BUILDINGS LTD.
17/13 Paribag (2nd to 4th Floor),
Sonargaon Road, Dhaka-1000

2. STEELMARK BUILDINGS LTD.
TEAM M EM BERS
17/13 Paribag (2nd
to 4th
Floor)
Sonargaon Road, Dhaka-1000
CHIEF ADVISOR
Engr. Md. Mahbubur Rahman
B.Sc. Engg. (Civil)
MIEB- 26017
PREPARED BY
Engr. Ahasan Habib
B.Sc. Engg. (Civil)
MIEB-37388

3. STEELMARK BUILDINGS LTD.
Client Meek Sweater& Fashions Ltd.
Project Name Ware House Building
Address Gazipur
Building Type Factory
Chief advisor Engr. Md. Mahbubur Rahman
Assessors Engr. Ahasan Habib

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STEELMARK BUILDINGS LTD.
ACKNOWLEDGEMENT
We have taken efforts in this work in Ware House Building of Meek Sweaters & Fashion
Ltd.However, it would not have been possible without the kind support and help of many
individuals and few organizations. We would like to extend our sincere thanks to all of them.
Our thanks and appreciations also go to our colleague in performing audit and preparing this
Report who have willingly helped us out with their abilities.
Last but not least, we would like to express our special gratitude and heartfelt thanks to the
factory personnel for giving us such attention and time maintaining their tight production
schedules.
On behalf of STEELMARK Buildings Ltd.
Project Coordinator

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TABLE OF CONTENTS
ACKNOWLEDGEMENT............................................................................................................... 1
TABLE OF CONTENTS ............................................................................................................... 2
LIST OF TABLES........................................................................................................................ 4
LIST OF FIGURES....................................................................................................................... 5
GLOSSARY................................................................................................................................ 6
EXECUTIVE SUMMARY .............................................................................................................. 7
Chapter 1 Introduction................................................................................................. 8
1.1 General.......................................................................................................................8
1.2 Objectives of the Study..............................................................................................8
1.3 Building Details .........................................................................................................8
Chapter 2 Methodology ................................................................................................ 9
2.1 Study Locaton............................................................................................................9
2.2 Materials and Methods...............................................................................................9
2.2.1 Data Collection ......................................................................................................9
2.2.2 Document Supplied by Factory .............................................................................9
2.2.3 As-Built Survey of the Project...............................................................................9
2.3 Soil Investigation .......................................................................................................9
Chapter 3 Building Records....................................................................................... 10
Chapter 4 Building Analysis ...................................................................................... 11
4.1 Structural Design Data.............................................................................................11
4.1.1 Dead Load............................................................................................................11
4.1.2 Live Load .............................................................................................................11
4.1.3 Wind Load............................................................................................................12
4.1.3.1 Wind Load Calculation (X – Direction) ......................................................12
4.1.3.2 Wind Load Calculation (Y – Direction) ......................................................13
4.1.4 Seismic Load........................................................................................................14
4.1.4.1 Seismic Load Calculation (X – Direction)...................................................15
4.1.4.2 Seismic Load Calculation (Y – Direction)...................................................16
4.2 Load Combination....................................................................................................17
4.2.1 Load Combination for RCC Part .........................................................................17
4.2.2 Load Combination for Steel Part .........................................................................18
4.3 Material Properties...................................................................................................19
4.4 Finite Element Modeling of Building ......................................................................20
Chapter 5 Results and Discussion.............................................................................. 22
5.1 ETABS 3DModel.....................................................................................................22
5.2 Pile Adequacy Check...............................................................................................23

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5.3 Pile Cap Adequacy Check........................................................................................24
5.4 Grade Beam Adequacy Check .................................................................................25
5.5 First Floor Beam Adequacy Check ..........................................................................25
5.6 Second Floor Beam Adequacy Check .....................................................................27
5.7 Third Floor Beam Adequacy Check ........................................................................28
5.8 Fourth Floor Beam Adequacy Check ......................................................................30
5.9 Fifth Floor Beam Adequacy Check .........................................................................31
5.10 Roof Beam Adequacy Check...................................................................................33
5.11 Lift & Stair Beam Adequacy Check ........................................................................34
5.12 Column Adequacy check at grid line 1 ....................................................................36
5.13 Column Adequacy check at grid line 2....................................................................37
5.14 Column Adequacy check at grid line3 .....................................................................38
5.15 Column Adequacy check at grid line 4 ....................................................................39
5.16 Column Adequacy check at grid line 5 ....................................................................40
5.17 Column Adequacy check at grid line 6 ....................................................................41
5.18 Column Adequacy check at grid line 7 ....................................................................42
5.19 Column Adequacy check at grid line 8....................................................................43
5.20 Column Adequacy check at grid line 9 ....................................................................44
5.21 Column Adequacy check at grid line 10 ..................................................................45
5.22 Column Adequacy check at grid line 11 ..................................................................46
5.23 STAAD-Pro 3D Model of Steel Bridge...................................................................47
5.24 Column & Rafter Stress Ratio Check ......................................................................48
5.25 Beam Stress Ratio Check.........................................................................................49
Chapter 6 Conclusions................................................................................................ 50
6.1 Conclusions..............................................................................................................50

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LIST OF TABLES
Table 1.1: Attribute Characteristics of Building....................................................................... 8
Table 3.1: Building Records – Approvals for Buildings ........................................................ 10
Table 4.1: Live Loads of the Building .................................................................................... 11
Table 4.2: Auto Wind - UBC 94............................................................................................. 12
Table 4.3: Auto Seismic - UBC 94 (Part 1 of 2)..................................................................... 14
Table 4.4: Auto Seismic - UBC 94 (Part 1 of 2)..................................................................... 15
Table 4.5: Load Combination for RCC Part ........................................................................... 18
Table 4.6: Load Combination for Steel Part ........................................................................... 19
Table 4.7: Design Considerations/Methods for RCC Part...................................................... 20
Table 4.8: Design Considerations/Methods for Steel Part...................................................... 20
Table 5.1: Adequacy Check of Pile ........................................................................................ 23
Table 5.2: Adequacy Check of Pile Cap................................................................................. 24
Table 5.3: Adequacy Check of Grade Beam........................................................................... 25
Table 5.4: Adequacy Check of 1st Floor Beam....................................................................... 25
Table 5.5: Adequacy Check of 2ndFloor Beam....................................................................... 27
Table 5.6: Adequacy Check of 3rdFloor Beam ....................................................................... 28
Table 5.7: Adequacy Check of 4thFloor Beam........................................................................ 30
Table 5.8: Adequacy Check of 5thFloor Beam........................................................................ 31
Table 5.9: Adequacy Check of Roof Beam ............................................................................ 33
Table 5.10: Adequacy Check of Lift & Stair Beam................................................................ 34

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LIST OF FIGURES
Figure 4.1: Applied Story Forces (X – Direction) .................................................................. 13
Figure 4.2: Applied Story Forces (Y - Direction)................................................................... 13
Figure 4.3: Applied Story Forces (X - Direction)................................................................... 16
Figure 4.4: Applied Story Forces (Y - Direction)................................................................... 17
Figure 5.1: 3D rendered model by using ETABS ................................................................... 22
Figure 5.2: 1st Floor Beam Reinforcement Calculation - 1..................................................... 26
Figure 5.3: 1st Floor Beam Reinforcement Calculation – 2 .................................................... 27
Figure 5.4: 2ndFloor Beam Reinforcement Calculation - 1..................................................... 27
Figure 5.5: 2ndFloor Beam Reinforcement Calculation – 2 .................................................... 28
Figure 5.6: 3rdFloor Beam Reinforcement Calculation - 1 ..................................................... 29
Figure 5.7: 3rdFloor Beam Reinforcement Calculation - 2 ..................................................... 29
Figure 5.8: 4thFloor Beam Reinforcement Calculation - 1 ..................................................... 30
Figure 5.9: 4thFloor Beam Reinforcement Calculation - 2 ..................................................... 31
Figure 5.10: 5th Floor Beam Reinforcement Calculation - 1 .................................................. 32
Figure 5.11: 5th Floor Beam Reinforcement Calculation - 2 .................................................. 32
Figure 5.12: Roof Beam Reinforcement Calculation - 1........................................................ 33
Figure 5.13: Roof Beam Reinforcement Calculation - 2........................................................ 34
Figure 5.14: Lift & Stair Beam Reinforcement Calculation................................................... 35
Figure 5.15: Column P-M-M ratio at Grid Line 1 .................................................................. 36
Figure 5.16: Column P-M-M ratio at Grid Line 2 .................................................................. 37
Figure 5.17: Column P-M-M ratio at Grid Line 3 .................................................................. 38
Figure 5.18: Column P-M-M ratio at Grid Line 4 .................................................................. 39
Figure 5.19: Column P-M-M ratio at Grid Line 5 .................................................................. 40
Figure 5.20: Column P-M-M ratio at Grid Line 6 .................................................................. 41
Figure 5.21: Column P-M-M ratio at Grid Line 7 .................................................................. 42
Figure 5.22: Column P-M-M ratio at Grid Line 8 .................................................................. 43
Figure 5.23: Column P-M-M ratio at Grid Line 9 .................................................................. 44
Figure 5.24: Column P-M-M ratio at Grid Line 10 ................................................................ 45
Figure 5.25: Column P-M-M ratio at Grid Line 11 ................................................................ 46
Figure 5.26: 3D rendered model by using STAAD-Pro ......................................................... 47
Figure 5.27: Column & Rafter Stress Ratio of the Steel Bridge............................................. 48
Figure 5.28: Beams Stress Ratio of the Steel Bridge .............................................................. 49

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GLOSSARY
DL Dead Load
LL Live Load
S Seismic Load
WL Wind Load
PEB Pre-Engineered Building

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EXECUTIVE SUMMARY
Steelmark Buildings Limited has designed and constructed the steel structure parts of the
building and now submitting a Design Report to make sure the structural integrity of the
Ware House Building of Meek Sweaters & Fashion Ltd. to Accord for Bangladesh
Worker Safety.
This facility has 6-storied building inside the premises. The buildings are marked as
followed:
The primary purpose of the assessment was to confirm the structural integrity, risk and to
determine the necessary steps for the factory. Design Report Included-
1.Preparation of As-built drawings
2.Structural analysis to assess safety and serviceability against loading as set out in Accord.
Detail structural analysis of RCC part has been conducted using Finite Element Package
ETABS 2015 (Ultimate 15.2.2)and steel part has been conducted using Finite Element
Package STAAD-Pro (V8i). Dead load has been taken from the actual drawing that is
prepared based on the existing structure and exterior partition wall along the periphery are
also taken into consideration. Live load has been considered as per standard. Wind loads and
earthquake loads have been considered as per BNBC.
The findings from the analysis are given below:
 Column, beam sections are found adequate for the prescribed loading.
 The analysis and design calculation shows that columns sections (key structural element)
are adequate.
 Other structural part and substructures like slab are found adequate.
 Pile foundations are found adequate.

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STEELMARK BUILDINGS LTD.
Chapter 1
INTRODUCTION
1.1 GENERAL
Nowadays, Measurement and documentation for the integrity of existing buildings are
necessary to provide information for maintenance planning and prevent complete collapse of
an existing building. According to ACCORD Fire and Building Safety Standard Version 1.0
Existing factory buildings are those that are in current use in the Bangladesh RMG industry at
the time of adoption of this Standard.
Structural integrity assessment is a process by which we determine how reliable an existing
structure is able to carry current and future loads and fulfill the tasks for a given time period
(Rucker, Hiller and Rohrmann, (2006)). The main task for assessment is to ensure that a
structure or part of the structure don’t fail under loading.
As a result, it has become more common for responsible authorities or owners of properties
which are subjected to regular or periodic loading to carryout monitoring of structural
elements or carryout observation to determine the level of structural integrity of buildings.
1.2 OBJECTIVES OF THE STUDY
 Adequacy check of the Piles.
 Adequacy check of the Pile Caps.
 Adequacy check of the Grade Beam.
 Adequacy check of the Floor Beam.
 Adequacy check of the Columns (P-M-M Ratio Check).
 Adequacy check of the Steel Column, Rafter, Beam.
1.3 BUILDING DETAILS
Table 1.1: Attribute Characteristics of Building
Floors Uses Floor Area (Sft)
Ground Floor Winding Section 6,657
1st Floor Ware House 6,657
2nd Floor Ware House 6,657
3rd Floor Ware House 6,657
4th Floor Ware House 6,657
5th Floor Office 6,657
Total 39,942

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Chapter 2
METHODOLOGY
2.1 STUDY LOCATON
Ware House Building of Meek Sweaters & Fashions ltd. is located at Gazipur.
2.2 MATERIALS AND METHODS
2.2.1 Data Collection
The first phase of work involved a review of the original designs and construction
documents, soil test report and drawings with the necessary approval by the concerned
authority. These were used to
•Assess the structural layout of the buildings
•Identify the specified loads to assess usage and possibility of over loading.
•Verify if unauthorized addition or alteration have been carried out in the building structure.
2.2.2 Document Supplied by Factory
The approval of the buildings was provided by the factory. Details of the approval dates are
given in the chapter 3 of this report.
2.2.3 As-Built Survey of the Project
As-built survey of the building was carried out using measuring tapes, slide calipers. The
building interiors were measured with a steel tape. The purpose of the As-built survey was to
determine numbers of columns, beams and their sizes, block sizes, equipment positions etc.
their alignment and placement to prepare as-built drawings and load plans of the building to
ACCORD Standard. In most of the cases As-Built drawings re-matched with the drawings
provided by the clients with some minor exceptions. Newly prepared as-built drawings are
attached with this report.
2.3 SOIL INVESTIGATION
A soil investigation report was submitted to us by the factory during the investigation period.

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Chapter 3
BUILDING RECORDS
Table 3.1: Building Records – Approvals for Buildings
Documents/Items Observations
Structural design approval Structural design approval for the building.
Date of approval Approval date was found
Structural drawings Found
Date of Drawings Found
Name of Structural Engineer Found
Date of Engineer’s Signature Found
Name of Architect Found
Date of Architect’s signature Found
Year of Construction Found
Name of Contractor Found
Soil Investigation Report Found
Date of investigation Found

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Chapter 4
BUILDING ANALYSIS
4.1 STRUCTURAL DESIGN DATA
4.1.1 Dead Load
According to Section 2.2.2 of BNBC 2006, dead load is the vertical load due to the weight of
permanent structural and non-structural components of a building such as walls, floors,
ceilings, permanent partitions and fixed service equipment etc.
According to the BNBC 2006, Dead load has been assessed based on the following forces:
Weight of materials of construction, the dimensions of Columns, Beam have been referenced
from the supplied plans of the building with cross checking from practical field measurement.
In case of absence of data, actual dimensions have been measured from existing building. The
column, beam, brick wall weights are automatically included into the finite element model of
the building.
Dead load of Steel Part
 Self-weight of the members
 Dead Load on Rafter = 4psf
4.1.2 Live Load
Table 4.1: Live Loads of the Building
Floors Uses Live Load (psf)
1st Floor Ware House 125
2nd Floor Ware House 125
3rd Floor Ware House 125
4th Floor Ware House 125
5th Floor Work Station 63
Roof 42
Live Load on Rafter 21
Live Load on Bridge Connecting Bridge 125

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4.1.3 Wind Load
Wind Load Calculation are done as per BNBC – 2006.
Here,
CI = Importance factor = 1.0
Cc = Velocity to pressure conversion = 47.2X10-6
Cz = Height and Exposure co-efficient
Building Exposure Category =A
Vb = Basic wind speed = 215 km/h (134 mph) for Building Located in Gazipur
Cg = Gust co-efficient, Table (6.2.11)
Table 4.2: Auto Wind - UBC 94
Load Loading Exposure Angle Top Bottom Include Wind
Pattern Method Width Type deg Cq,wind Cq,lee Story Story Parapet Speed Exposure I
mph Type
WLX Diaph rag m s From Diaphragms 0 1.11 0 Lift Grad e Beam No 134 A 1
WLY Diaph rag m s From Diaphragms 90 1.43 0 Lift Grad e Beam No 134 A 1
4.1.3.1 Wind Load Calculation (X – Direction)

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Figure 4.1: Applied Story Forces (X – Direction)
4.1.3.2 Wind Load Calculation (Y – Direction)
Figure 4.2: Applied Story Forces (Y - Direction)
Story Elevation X-Dir Y-Dir
in lb lb
Lift 1092 1812.94 0
Stair 1008 19399.44 0
Roof 888 23320.18 0
5th Floor 756 23034.78 0
4th Floor 624 22198.45 0
3rd Floor 492 20124.54 0
2nd Floor 360 20515.83 0
1st Floor 228 17176.25 0
Grade
60 9285.11 0
Beam
Base 0 0 0
Story Elevation X-Dir Y-Dir
in lb lb
Lift 1092 0 2161.71
Stair 1008 0 67054.8
Roof 888 0 122873.6 8
5th Floor 756 0 121369.9 1
4th Floor 624 0 116963.3 1
3rd Floor 492 0 106035.9 3
2nd Floor 360 250 92290.67
1st Floor 228 0 90501.43
Grade
60 0 48923.12
Beam
Base 0 0 0

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4.1.4 Seismic Load
Seismic Load Calculation are done as per BNBC – 2006.
Here,
Site Coefficient, S =1.5
Total height of the Building, hn =91'-0"
Structural System Coefficient, Ct=0.03
Structural Period in Second, T = 𝐶𝑡ℎ 𝑛
3/4
Numerical Coefficient, C=
1.25𝑆
𝑇2/3
Seismic Zone Coefficient, Z=0.15
Importance factor Coefficient, I = 1.0
Response Modification Coefficient, R = 5
Total Seismic Load, W = DL + 25 % of LL
Base Shear, 𝑉 =
𝑍𝐼𝐶
𝑅
𝑊
Table 4.3: Auto Seismic - UBC 94 (Part 1 of 2)

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Load Type Direction Eccentricity Ecc. Period Ct Top Bottom Rw Z S
Pattern % Overridden Method ft Story Story
EQX Seismic X + Ecc. Y 5 No Method A 0.03 Lift Base 5 0.15 1.5
EQY Seismic Y + Ecc. X 5 No Method A 0.03 Lift Base 5 0.15 1.5
Table 4.4: Auto Seismic - UBC 94
(Part 1 of 2)
Period
Coeff
Weight Base
Ft Used
I Used Used Shear
Used lb
sec lb lb
1 0.884 2.03579 10542245.08 643854.06 39837.11
1 0.884 2.03579 10542245.08 643854.06 39837.11
4.1.4.1 Seismic Load Calculation (X – Direction)

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Figure 4.3: Applied Story Forces (X - Direction)
4.1.4.2 Seismic Load Calculation (Y – Direction)

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Figure 4.4: Applied Story Forces (Y - Direction)
4.2 LOAD COMBINATION
4.2.1 Load Combination for RCC Part

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Load combinations for building has been referenced as per BNBC - 2006 guideline and are
listed in the below table.
Table 4.5: Load Combination for RCC Part
Serial Number Load Combination Name
1 1.4DL
2 1.4DL+1.7LL
3 0.9DL+1.3WX+
4 0.9DL+1.3 WX-
5 0.9DL+1.3 WZ+
6 0.9DL+1.3 WZ-
7 0.9DL+1.43SX+
8 0.9DL+1.43SX-
9 0.9DL+1.43 SZ+
10 0.9DL+1.43 SZ-
11 1.05DL+1.275WX++1.275LL
12 1.05DL+1.275WX-+1.275LL
13 1.05DL+1.275WZ++1.275LL
14 1.05DL+1.275WZ+-1.275LL
15 1.2DL+SX++LL
16 1.2DL+SX-+LL
17 1.2DL+SZ++LL
18 1.2DL+SZ-+LL
Here,
DL = Dead Load
W = Wind Load
S =Seismic Load
LL = Live Load
4.2.2 Load Combination for Steel Part

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Load combinations for building has been referenced as per BNBC - 2006 guideline and are
listed in the below table.
Table 4.6: Load Combination for Steel Part
Serial Number Load Combination Name
1 1.4DL
2 1.2DL+1.6LL
3 0.9DL+1.3WX+
4 0.9DL+1.3 WX-
5 0.9DL+1.3 WZ+
6 0.9DL+1.3 WZ-
7 0.9DL+1.5 SX+
8 0.9DL+1.5 SX-
9 0.9DL+1.5 SZ+
10 0.9DL+1.5 SZ-
11 1.2DL+1.3WX++0.5LL
12 1.2DL+1.3WX-+0.5 LL
13 1.2DL+1.3WZ++0.5LL
14 1.2DL+1.3WZ+-0.5LL
15 1.2DL+1.5SX++0.5LL
16 1.2DL+1.5SX-+0.5LL
17 1.2DL+1.5SZ++0.5LL
18 1.2DL+1.5SZ-+0.5LL
19 1.2DL+0.5LL
20 1.2DL+0.8WX+
21 1.2DL+0.8WX-
22 1.2DL+0.8WZ+
23 1.2DL+0.8WZ-
Here,
DL = Dead Load
W = Wind Load
S =Seismic Load
LL = Live Load
4.3 MATERIAL PROPERTIES
The principal material of construction is concrete & reinforcement. As per investigation and
design drawings, the following material properties have been used:

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Yield Strength of the reinforcement = 72,000psi
Compressive Strength of the Concrete = 3,500 psi
Yield Strength of the MS Plate = 50,000 psi
4.4 FINITE ELEMENT MODELING OF BUILDING
The Finite element models of the building and the as-built building have been prepared using
the Finite Element Analysis Software ETABS 2015 for RCC part and STAAD-Pro for steel
part based on the structural design data enumerated in below table. The dimensions, member
profiles and geometry of the model have been referenced from the supplied drawing of the
project. The aforementioned loadings and load combinations have been imposed on the
model and the results after processing the model have been used to numerically assess the
structure.
Table 4.7: Design Considerations/Methods for RCC Part
Frame Analysis ETABS 2015 (Ultimate 15.2.2)
Type of Frame Rigid Frame
Type of Building Flat Roof
Foundation Type Pile Foundation has been found in Building
Frame Design Method ACI 318-14
Building Dimension As per drawing
Table 4.8: Design Considerations/Methods for Steel Part
Frame Analysis STAAD Pro V8i
Type of Frame Rigid Frame
Type of Building Shed + Mezzanine
Foundation Type Combined Footing
Frame Design Method AISC-LRFD
Primary Members (Column, Main Beam, A572 Structural steel – 50ksi, yield strength.

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Sub Beam) (Section 8.12.1 of Alliance guideline)
Building Dimension As per drawing

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Chapter 5
RESULTS AND DISCUSSION
5.1 ETABS 3DMODEL
Figure 5.1: 3D rendered model by using ETABS

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5.2 PILE ADEQUACY CHECK
Adequacy of the Pile are checked according to the governing loads by ETABS analysis. All
provided piles are adequate for the building. The check table is provided below:
Table 5.1: Adequacy Check of Pile
GridNo. DL(Kip) LL(Kip)
Vertical
Reaction
(Kip)
Pile Capacity
(F.S. 3.0), Kip
Pile Capacity
(F.S. 1.0), Kip
No. of
Pile
Total
Capacityof
Pile (Kip)
Factor of
Safetyfor
Load
Remarks
K-2 430.6 230.574 661 80 240 6 1440 2.18 Adequate
K-3 359.77 209.186 569 80 240 6 1440 2.53 Adequate
K-6 400.7 244.497 645 80 240 6 1440 2.23 Adequate
K-7 414.11 277.41 692 80 240 7 1680 2.43 Adequate
K-8 450.34 287.684 738 80 240 7 1680 2.28 Adequate
(K-4) +(K-5) 369.43 179.89 549 80 240 6 1440 2.62 Adequate
(I-4) +(I-5) 380.29 121.014 501 80 240 6 1440 2.87 Adequate
A-5 175.97 47.364 223 80 240 3 720 3.22 Adequate
H-3 245.78 81.294 327 80 240 4 960 2.94 Adequate
G-2 288.14 95.205 383 80 240 4 960 2.50 Adequate
F-1 213.95 51.003 265 80 240 3 720 2.72 Adequate
M-1 204.7 51.797 257 80 240 3 720 2.81 Adequate
M-2 290.7 100.086 391 80 240 4 960 2.46 Adequate
M-3 264.67 95.791 360 80 240 4 960 2.66 Adequate
(M-4) +(M-5) 337.15 105.407 443 80 240 5 1200 2.71 Adequate
K-1 287.18 102.589 390 80 240 4 960 2.46 Adequate
D-9 400.57 163.637 564 80 240 6 1440 2.55 Adequate
C-8 324.52 129.792 454 80 240 6 1440 3.17 Adequate
B-7 349.84 137.831 488 80 240 6 1440 2.95 Adequate
A-6 320.03 93.219 413 80 240 5 1200 2.90 Adequate
I-6 334.96 145.029 480 80 240 6 1440 3.00 Adequate
M-6 317.21 117.905 435 80 240 5 1200 2.76 Adequate
M-7 306.03 113.994 420 80 240 5 1200 2.86 Adequate
M-8 324.95 114.61 440 80 240 5 1200 2.73 Adequate
M-9 316.29 85.564 402 80 240 5 1200 2.99 Adequate
M-11 165.12 32.996 198 80 240 3 720 3.63 Adequate
L-11 155.06 27.578 183 80 240 3 720 3.94 Adequate
J-11 155.58 36.155 192 80 240 3 720 3.76 Adequate
E-11 165.79 57.561 223 80 240 3 720 3.22 Adequate
J-10 196.79 82.471 279 80 240 3 720 2.58 Adequate
L-10 198.83 64.953 264 80 240 3 720 2.73 Adequate
L-9 462.53 211.762 674 80 240 7 1680 2.49 Adequate

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5.3 PILE CAP ADEQUACY CHECK
Adequacy of the Pile Cap are checked according to the governing loads by ETABS analysis.
All provided pile caps are adequate for the building. The check table is provided below:
Table 5.2: Adequacy Check of Pile Cap
3500 psi
72000 psi
GridNo.
DL
Reaction
(Kip)
LL
Reaction
(Kip)
Pile
Capacity
(F.S.3.0),
Kip
No.of
Pile
Net
Reaction
fromEach
Pile
Length
ofPile
Cap(ft)
Width
ofPile
Cap(ft)
Thicknes
s ofPile
Cap
(inch)
Effective
Depth
(inch)
Minimum
Dimension
ofColumn
(inch)
Maximum
Dimension
ofColumn
(inch)
Developed
Punching
Shear
(Kip)
Allowable
Punching
Shear(Kip)
Remarks
K-2 430.602 230.574 80 6 165.80 13.5 8.5 40 34 24 27 994.82 1436.19 Adequate
K-3 359.772 209.186 80 6 143.22 13.5 8.5 40 34 24 27 859.30 1436.19 Adequate
K-6 400.697 244.497 80 6 162.77 13.5 8.5 40 34 24 27 976.62 1436.19 Adequate
K-7 414.109 277.41 80 7 150.19 13.5 12.17 40 34 24 27 1051.35 1436.19 Adequate
K-8 450.339 287.684 80 7 159.93 13.5 12.17 40 34 24 27 1119.54 1436.19 Adequate
(K-4) +(K-5) 369.425 179.89 80 6 137.17 13.5 8.5 40 34 18 21 823.01 1291.36 Adequate
(I-4) +(I-5) 380.285 121.014 80 6 123.02 13.5 8.5 40 34 18 21 738.12 1291.36 Adequate
A-5 175.97 47.364 80 3 108.96 8.5 8.5 28 22 18 21 326.88 648.17 Adequate
H-3 245.776 81.294 80 4 120.57 8.5 8.5 28 22 18 21 482.29 648.17 Adequate
G-2 288.14 95.205 80 4 141.31 8.5 8.5 28 22 18 21 565.24 648.17 Adequate
F-1 213.946 51.003 80 3 128.74 8.5 8.5 28 22 18 21 386.23 648.17 Adequate
M-1 204.704 51.797 80 3 124.88 8.5 8.5 28 22 18 21 374.64 648.17 Adequate
M-2 290.699 100.086 80 4 144.28 8.5 8.5 28 22 18 21 577.12 648.17 Adequate
M-3 264.669 95.791 80 4 133.35 8.5 8.5 28 22 18 21 533.38 648.17 Adequate
(M-4) +(M-5) 337.149 105.407 80 5 130.24 10.5 10.5 32 26 18 21 651.20 839.85 Adequate
K-1 287.183 102.589 80 4 144.11 8.5 8.5 28 22 18 21 576.46 648.17 Adequate
D-9 400.568 163.637 80 6 139.83 13.5 8.5 40 34 18 24 838.98 1327.57 Adequate
C-8 324.524 129.792 80 6 112.50 13.5 8.5 40 34 18 24 674.98 1327.57 Adequate
B-7 349.839 137.831 80 6 120.68 13.5 8.5 40 34 18 24 724.09 1327.57 Adequate
A-6 320.028 93.219 80 5 121.30 10.5 10.5 32 26 18 24 606.51 867.53 Adequate
I-6 334.963 145.029 80 6 119.25 13.5 8.5 40 34 18 24 715.50 1327.57 Adequate
M-6 317.207 117.905 80 5 128.91 10.5 10.5 32 26 18 24 644.53 867.53 Adequate
M-7 306.034 113.994 80 5 124.45 10.5 10.5 32 26 18 24 622.24 867.53 Adequate
M-8 324.954 114.61 80 5 129.95 10.5 10.5 32 26 18 24 649.77 867.53 Adequate
M-9 316.291 85.564 80 5 117.65 10.5 10.5 32 26 18 24 588.27 867.53 Adequate
M-11 165.121 32.996 80 3 95.75 8.5 8.5 28 22 18 21 287.26 648.17 Adequate
L-11 155.055 27.578 80 3 87.99 8.5 8.5 28 22 15 18 263.96 601.31 Adequate
Concrete Strength(f'c) =
SteelDeformedBar Strength(Fy) =

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STEELMARK BUILDINGS LTD.
5.4 GRADE BEAM ADEQUACY CHECK
Adequacy of the Grade Beam are checked according to the calculated loads by ETABS
analysis. All provided grade beams are adequate for the building. The check table is provided
below:
Table 5.3: Adequacy Check of Grade Beam
3500 psi
72000 psi
Beam
Name
Width of
Beam
(inch)
Depth of
Beam
(inch)
Maximum
Factored
Moment (k-
ft)
Required
Effective
Depth (inch)
Provided
Effective
Depth
Provided
Steel Area
(in2
)
Ultimate
Moment
Capacity (k-
ft)
Remarks
GB-1 12 18 73 9.44 14.75 2.20 127.722 Adequate
GB-2 10 15 35 7.16 11.75 0.93 45.249 Adequate
GB-3 10 15 5 2.71 11.75 0.66 32.921 Adequate
Concrete Strength (f'c) =
Steel Deformed Bar Strength (Fy) =
5.5 FIRST FLOOR BEAM ADEQUACY CHECK
Adequacy of the Floor Beam are checked according to the ETABS analysis. Calculated floor
beam reinforcement are lesser than provided steelof the building. The check table is provided
below:
Table 5.4: Adequacy Check of 1st Floor Beam
3500 psi
72000 psi
BeamName
DesignedMaximum
Steel Area (in2
)
ProvidedSteel
Area (in2
)
Remarks
FB-1 3.8 4.2 Adequate
FB-2 2.3 3.12 Adequate
FB-3 1.93 2.2 Adequate
FB-4 2.06 3.6 Adequate
Concrete Strength (f'c) =
Steel Deformed Bar Strength (Fy) =

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STEELMARK BUILDINGS LTD.
Figure 5.2: 1st Floor Beam Reinforcement Calculation - 1

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STEELMARK BUILDINGS LTD.
Figure 5.3: 1st Floor Beam Reinforcement Calculation – 2
5.6 SECOND FLOOR BEAM ADEQUACY CHECK
Adequacy of the Floor Beam are checked according to the ETABS analysis. Calculated floor
beam reinforcement are lesser than provided steelof the building. The check table is provided
below:
Table 5.5: Adequacy Check of 2ndFloor Beam
3500 psi
72000 psi
BeamName
DesignedMaximum
Steel Area (in2
)
ProvidedSteel
Area (in2
)
Remarks
FB-1 3.24 4.2 Adequate
FB-2 1.77 3.12 Adequate
FB-3 1.67 2.2 Adequate
FB-4 1.53 3.6 Adequate
Concrete Strength (f'c) =
Steel Deformed Bar Strength (Fy) =
Figure 5.4: 2ndFloor Beam Reinforcement Calculation - 1

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STEELMARK BUILDINGS LTD.
Figure 5.5: 2ndFloor Beam Reinforcement Calculation – 2
5.7 THIRD FLOOR BEAM ADEQUACY CHECK
Adequacy of the Floor Beam are checked according to the ETABS analysis. Calculated floor
beam reinforcement are lesser than provided steelof the building. The check table is provided
below:
Table 5.6: Adequacy Check of 3rdFloor Beam
3500 psi
72000 psi
Beam Name
DesignedMaximum
Steel Area (in2
)
ProvidedSteel
Area (in2
)
Remarks
FB-1 2.84 4.2 Adequate
FB-2 1.54 3.12 Adequate
FB-3 1.67 2.2 Adequate
FB-4 1.36 3.6 Adequate
Concrete Strength (f'c) =
Steel Deformed Bar Strength (Fy) =

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STEELMARK BUILDINGS LTD.
Figure 5.6: 3rdFloor Beam Reinforcement Calculation - 1
Figure 5.7: 3rdFloor Beam Reinforcement Calculation - 2

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STEELMARK BUILDINGS LTD.
5.8 FOURTH FLOOR BEAM ADEQUACY CHECK
Adequacy of the Floor Beam are checked according to the ETABS analysis. Calculated floor
beam reinforcement are lesser than provided steelof the building. The check table is provided
below:
Table 5.7: Adequacy Check of 4thFloor Beam
3500 psi
72000 psi
Beam Name
DesignedMaximum
Steel Area (in2
)
ProvidedSteel
Area (in2
)
Remarks
FB-1 2.44 4.2 Adequate
FB-2 1.34 3.12 Adequate
FB-3 1.46 2.2 Adequate
FB-4 1.21 3.6 Adequate
Concrete Strength (f'c) =
Steel Deformed Bar Strength (Fy) =
Figure 5.8: 4thFloor Beam Reinforcement Calculation - 1

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STEELMARK BUILDINGS LTD.
Figure 5.9: 4thFloor Beam Reinforcement Calculation - 2
5.9 FIFTH FLOOR BEAM ADEQUACY CHECK
Adequacy of the Floor Beam are checked according to the ETABS analysis. Calculated floor
beam reinforcement are lesser than provided steelof the building. The check table is provided
below:
Table 5.8: Adequacy Check of 5thFloor Beam
3500 psi
72000 psi
Beam Name
DesignedMaximum
Steel Area (in2
)
ProvidedSteel
Area (in2
)
Remarks
FB-1 1.77 4.2 Adequate
FB-2 1.31 3.12 Adequate
FB-3 1.26 2.2 Adequate
FB-4 0.93 3.6 Adequate
Concrete Strength (f'c) =
Steel Deformed Bar Strength (Fy) =

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STEELMARK BUILDINGS LTD.
Figure 5.10: 5th Floor Beam Reinforcement Calculation - 1
Figure 5.11: 5th Floor Beam Reinforcement Calculation - 2

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STEELMARK BUILDINGS LTD.
5.10 ROOF BEAM ADEQUACY CHECK
Adequacy of the Floor Beam are checked according to the ETABS analysis. Calculated floor
beam reinforcement are lesser than provided steelof the building. The check table is provided
below:
Table 5.9: Adequacy Check of Roof Beam
3500 psi
72000 psi
Beam Name
DesignedMaximum
Steel Area (in2
)
ProvidedSteel
Area (in2
)
Remarks
FB-1 1.77 4.2 Adequate
FB-2 1.31 3.12 Adequate
FB-3 1.26 2.2 Adequate
FB-4 0.93 3.6 Adequate
Concrete Strength (f'c) =
Steel Deformed Bar Strength (Fy) =
Figure 5.12: Roof Beam Reinforcement Calculation - 1

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STEELMARK BUILDINGS LTD.
Figure 5.13: Roof Beam Reinforcement Calculation - 2
5.11 LIFT & STAIR BEAM ADEQUACY CHECK
Adequacy of the Floor Beam are checked according to the ETABS analysis. Calculated floor
beam reinforcement are lesser than provided steelof the building. The check table is provided
below:
Table 5.10: Adequacy Check of Lift & Stair Beam
3500 psi
72000 psi
Beam Name
DesignedSteel Area
(in2
)
ProvidedSteel Area
(in2
)
Remarks
FB-5 0.63 1.81 Adequate
FB-8 0.98 1.81 Adequate
FB-9 0.93 1.81 Adequate
Concrete Strength (f'c) =
Steel Deformed Bar Strength (Fy) =

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STEELMARK BUILDINGS LTD.
Figure 5.14: Lift & Stair Beam Reinforcement Calculation

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STEELMARK BUILDINGS LTD.
5.12 COLUMN ADEQUACY CHECK AT GRID LINE 1
Adequacy of the Columns are checked according to P-M-M ratio by ETABS analysis. The P-
M-M ratio of Columns is lesser than 1.0 which is adequate. The check figure is enclosed
below:
Figure 5.15: Column P-M-M ratio at Grid Line 1

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STEELMARK BUILDINGS LTD.
5.13 COLUMN ADEQUACY CHECK AT GRID LINE 2
Adequacy of the Columns are checked according to P-M-M ratio by ETABS analysis. The P-
M-M ratio of Columns is lesser than 1.0 which is adequate. The check figure is enclosed
below:
Figure 5.16: Column P-M-M ratio at Grid Line 2

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STEELMARK BUILDINGS LTD.
5.14 COLUMN ADEQUACY CHECK AT GRID LINE3
Adequacy of the Columns are checked according to P-M-M ratio by ETABS analysis. The P-
M-M ratio of Columns is lesser than 1.0 which is adequate. The check figure is enclosed
below:
Figure 5.17: Column P-M-M ratio at Grid Line 3

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STEELMARK BUILDINGS LTD.
5.15 COLUMN ADEQUACY CHECK AT GRID LINE 4
Adequacy of the Columns are checked according to P-M-M ratio by ETABS analysis. The P-
M-M ratio of Columns is lesser than 1.0 which is adequate. The check figure is enclosed
below:
Figure 5.18: Column P-M-M ratio at Grid Line 4

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STEELMARK BUILDINGS LTD.
5.16 COLUMN ADEQUACY CHECK AT GRID LINE 5
Adequacy of the Columns are checked according to P-M-M ratio by ETABS analysis. The P-
M-M ratio of Columns is lesser than 1.0 which is adequate. The check figure is enclosed
below:
Figure 5.19: Column P-M-M ratio at Grid Line 5

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STEELMARK BUILDINGS LTD.
5.17 COLUMN ADEQUACY CHECK AT GRID LINE 6
Adequacy of the Columns are checked according to P-M-M ratio by ETABS analysis. The P-
M-M ratio of Columns is lesser than 1.0 which is adequate. The check figure is enclosed
below:
Figure 5.20: Column P-M-M ratio at Grid Line 6

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STEELMARK BUILDINGS LTD.
5.18 COLUMN ADEQUACY CHECK AT GRID LINE 7
Adequacy of the Columns are checked according to P-M-M ratio by ETABS analysis. The P-
M-M ratio of Columns is lesser than 1.0 which is adequate. The check figure is enclosed
below:
Figure 5.21: Column P-M-M ratio at Grid Line 7

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STEELMARK BUILDINGS LTD.
5.19 COLUMN ADEQUACY CHECK AT GRID LINE 8
Adequacy of the Columns are checked according to P-M-M ratio by ETABS analysis. The P-
M-M ratio of Columns is lesser than 1.0 which is adequate. The check figure is enclosed
below:
Figure 5.22: Column P-M-M ratio at Grid Line 8

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STEELMARK BUILDINGS LTD.
5.20 COLUMN ADEQUACY CHECK AT GRID LINE 9
Adequacy of the Columns are checked according to P-M-M ratio by ETABS analysis. The P-
M-M ratio of Columns is lesser than 1.0 except only one column (P-M-M : 1.101) which is
considerably ok. The check figure is enclosed below:
Figure 5.23: Column P-M-M ratio at Grid Line 9

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STEELMARK BUILDINGS LTD.
5.21 COLUMN ADEQUACY CHECK AT GRID LINE 10
Adequacy of the Columns are checked according to P-M-M ratio by ETABS analysis. The P-
M-M ratio of Columns is lesser than 1.0 which is adequate. The check figure is enclosed
below:
Figure 5.24: Column P-M-M ratio at Grid Line 10

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STEELMARK BUILDINGS LTD.
5.22 COLUMN ADEQUACY CHECK AT GRID LINE 11
Adequacy of the Columns are checked according to P-M-M ratio by ETABS analysis. The P-
M-M ratio of Columns is lesser than 1.0 which is adequate. The check figure is enclosed
below:
Figure 5.25: Column P-M-M ratio at Grid Line 11

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STEELMARK BUILDINGS LTD.
5.23 STAAD-PRO 3D MODEL OF STEEL BRIDGE
Figure 5.26: 3D rendered model by using STAAD-Pro

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STEELMARK BUILDINGS LTD.
5.24 COLUMN & RAFTER STRESS RATIO CHECK
Adequacy of the Columns are checked according to STAAD-Pro analysis. All members are
adequate.
Figure 5.27: Column & Rafter Stress Ratio of the Steel Bridge

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STEELMARK BUILDINGS LTD.
5.25 BEAM STRESS RATIO CHECK
Adequacy of all the beams are checked according to STAAD-Pro analysis. All members are
adequate.
Figure 5.28: Beams Stress Ratio of the Steel Bridge

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STEELMARK BUILDINGS LTD.
Chapter 6
CONCLUSIONS
6.1 CONCLUSIONS
Structural analysis and Design have been completed on the Ware House Building of
Meek Sweaters & Fashion Ltd. (6-Storied RCC Building cum PEB Steel Bridge).
After analysis we can finally conclude to this points which are specified below:
 The Structural Members are found Considerably adequate after Analysis and
Design to Sustain the possible upcoming Environmental Load as per BNBC -2006
and live load.
 Further vertical or Horizontal Extension are not Considered in this analysis.