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I, Mirza Shameem Hasan, completed my B,Sc, degree in Civil Engineering field . I live in Bangladesh. I am eagerly interested to join your university and continue my study with the subject "Environmental Science". I have my passport and all documents ready to submit any time you need . Hence , dear Sir, please give me an opportunity to continue my study and instruct me how can I take future steps. I will be so happy and grateful I I have the opportunity to join a university like this. Your obedient, Mirza Shameem Hasan civil engineering department Dhaka, Bangladesh cell : =88-01948067044,8801671924202,8801677321261.
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Mirza Shameem HasanCivil Engineering Department
Project & Thesis Presentation Day[Chairman : FIRST Choice
Construction Consulting Firm ]E-mail : [email protected]
Cell : +88-01948067044 ,88-01677321261, 88-01671924202
Dated : 31-10-thu 2013
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Teachers are : Dr. Ali Ahmed , Tahmina Khan , Abdul Rahman and other faculty members .(Civil Engineering Department)
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Question and answer time
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STAMFORD UNIVERSITY BANGLADESH
Department of Civil Engineering
Thesis Topics
Effect of Share Wall on Low Rise Building Frame
Using USD Method
SUBMITTED BY:
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SUPERVISED By
DR. ALI AHMEDAssistant Professor
Department of Civil Engineering
Stamford University Bangladesh
MIRZA SHAMEEM HASANID No. CEN 03805 833
&Other three members
BACKGROUND OF THE STUDY Reinforced concrete is widely used material in
structural constructions. When a reinforced concrete structure is selected by engineers, structural design engineers take initiatives to make a plan, analysis and design the structure. Under the concept of design it is generally understood for determining the general shape and all specific dimensions of a particular structure so that it can carry out its purposes and maintain safety in service.
The ACI code contains recommendations for the design of reinforced concrete structure by two alternative methods. The first of these is based on stress condition within the structural member under working loads and is known as Working Stress Design (W.S.D.). The second focuses on the strength capacity of the member at conditions corresponding to failure and is known as Ultimate Strength Design (U.S.D.).
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BACKGROUND OF THE STUDY
This study focuses on the responses by the comparative study between effect of Share wall on beam column Building Structures system.
Keeping these in mind, the topic bas been selected to make an comparison between with Share wall on beam column Building Structures & without Share wall Beam column Building Structures.
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To observe the material volume effect of share wall for low rise Building Structures.
To visualize the cost effect of share wall for low rise Building Structures.
To demonstrate the stress and strength distributions due to the implementation of share wall into low rise Building Structures.
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OBJECTIVE OF THE STUDY
Without Share wall Building Frame
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With Share wall Building Frame
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FRONT ELEVATION
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GROUND FLOOR PLAN
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TYPICAL FLOOR PLAN WITH SHEAR WALL
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TYPICAL FLOOR PLAN WITHOUT SHEAR WALL
STUDY PROCEDURESStep-I: Selection and planning of the structure
A six storied residential (two unit) building structure has been selected. It’s ground floor plan, typical floor plan, elevation of plan, beam-column slab layout plan, and column layout plan are drawn as given in Appendices ***
Step-II: Selection of the material properties & loadings
• As per discussions made in Chapter-II and based on design code/ specifications of ACI/BNBC, material properties ( compressive strength of concrete, yield stress of steel, unit weight of concrete, soil, brick etc.) and loadings ( standard live load, floor finish, partition wall loads etc.) are selected earthquake loads are considered but wind load are not considered.
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STUDY PROCEDURESStep-III: Design of the Structure The whole structure is designed by ultimate
strength design (USD) method. Chapter –VI & VII provides Summary of structural design by USD and respectively.
Step-IV: Estimation of materials After completion of the design, the volume of
concrete and steel are estimated. These are done for the structure design by USD separately, Chapter–VIII presents this information.
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STUDY PROCEDURESStep–V: Comparison between effect with shear wall and
without shear wall on beam - column building frame . All results are summarized in several tabular forms as presented in
Chapter–IX and in order to make comparative analyses, following criteria are considered.
* Volume of concrete
* Volume of steel
Step-VI: Conclusions & Recommendations Based on comparative analysis and discussions, few concluding
remarks are drawn. To carry out further study on this topic, recommendations are proposed in Chapter–X.
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DESIGN DATA & SPECIFICATION
Design code: American Concrete Institute (ACI) Building design code, 2008. Bangladesh National Building Code (BNBC), 1993. Uniform Building Code (UBC), 1994.
Loadings: Floor plus ceiling finish 25 psf. Partition wall load 70 psf. Live load 50 psf . Earthquake load are considered. Wind load are not considered.
Material properties Yield strength of reinforcing bars, f y = 60,000 psi. Concrete compressive strength, f′c = 4,000 psi. Normal density of R.C.C. = 150 pcf. Maximum Steel ratio for column, ρg = 2%. 18
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Beam Layout Plan With Shear Wall
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Beam Layout Plan Without Shear Wall
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MOMENT DIAGRAM OF FLOOR BEAM (FB1) WITH SHEAR WALL
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MOMENT DIAGRAM OF FLOOR BEAM (FB1) WITHOUT SHEAR WALL
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MOMENT DIAGRAM OF FLOOR BEAM (FB2) WITH SHEAR WALL
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MOMENT DIAGRAM OF FLOOR BEAM (FB2) WITHOUT SHEAR WALL
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SHEAR DIAGRAM OF FLOOR BEAM (FB1) WITH SHEAR WALL
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SHEAR DIAGRAM OF FLOOR BEAM (FB1) WITH OUT SHEAR WALL
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SHEAR DIAGRAM OF FLOOR BEAM (FB2) WITH SHEAR WALL
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SHEAR DIAGRAM OF FLOOR BEAM (FB2) WITH OUT SHEAR WALL
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Table of Moment and Shear of Floor Beam
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Comparison on Floor Beam between with shear wall and without shear wall structures.
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COLUMN LAYOUT PLAN WITH SHEAR WALL
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C O L U M N L AY O U T P L A N W I T H O U T S H E A R WA L L
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AXIAL FORCE DIAGRAM OF C3 WITH SHEAR WALL
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AXIAL FORCE DIAGRAM OF C3 WITH OUT SHEAR WALL
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AXIAL FORCE DIAGRAM OF C2&C3 WITH SHEAR WALL
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AXIAL FORCE DIAGRAM OF C2&C3 WITH OUT SHEAR WALL
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COLUMN BAR CHART
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Comparison on Column between with shear wall and without shear wall structures.
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Footing Layout Plan
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Restraint Reactions of Footing (F1) with Shear Wall
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Restraint Reactions of Footing (F1) with out Shear Wall
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Restraint Reactions of Footing (F2 & F3) with Shear Wall
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Restraint Reactions of Footing (F2&F3) without Shear Wall
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Detail of Sectional Dimensions and Reinforcement Arrangement of all Footings
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Comparison on Footing between with shear wall and without shear wall structures.
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Demarcation of Slab Panel
Details of slab reinforcement arrangement of panel – S1 (Short direction)
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Direction LocationMu
k-ftbin
din
Minimum
Ast= stbhin2
Required
As= bdin2
ProvidedAs
in2
Use # 3 as main bar
Spacing & no. of bars
Column
strip
slab
S-1
½
Column
strip
- ve Int. 14.27 37.5 3 0.27 1.17 1.17 11 @ 3.5″ c/c.
+ ve Mid 6.26 37.5 3 0.27 0.48 0.48 04 @ 8″ c/c.
- ve Ext. 2.0837.5
30.27
0.16 0.27 03 @ 8″ c/c.
Full
Column
strip
- ve Int. 28.54 75 3 0.54 2.34 2.34 21 @ 3.5″ c/c.
+ ve Mid 12.52 75 3 0.54 0.96 0.96 7 @ 8″ c/c.
- ve Ext. 4.16 75 3 0.54 0.32 0.54 5 @ 8″ c/c.
Middle
strip
slab
S-1
- ve Int. 21.40 81 3 0.58 1.70 1.70 16 @ 5.5″ c/c.
+ ve Mid 9.39 81 3 0.58 0.72 0.72 07 @ 8″ c/c.
- ve Ext. 3.13 81 3 0.58 0.24 0.58 06 @ 8″ c/c.
Details slab reinforcement arrangement of panel – S1 (Long direction)
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Direction LocationMu
k-ftbin
din
MinimumAst= stbh
in2
Required
As= bdin2
ProvidedAs
in2
Use # 3 as main bar
Spacing & no. of bars
Colu
mn strip
slab
S-1
½ Colu
mn strip
- ve Int. 13.00 37.5 2.5 0.27 1.33 1.33 12 @ 3″ c/c.
+ ve Mid 5.6437.5 2.5 0.27
0.53 0.53 5 @ 9″ c/c.
- ve Ext. 1.8937.5 2.5 0.27
0.17 0.27 3 @ 8″ c/c.
Full
Column strip
- ve Int. 26.00 752.5
0.54 2.66 2.66 23 @ 3″ c/c.
+ ve Mid 11.28 752.5 0.54
1.06 1.06 9 @ 9″ c/c.
- ve Ext. 3.78 752.5 0.54
0.34 0.54 5 @ 8″ c/c.
Middle
strip
slab
S-1
- ve Int. 19.46 812.5
0.58 1.90 1.90 18 @ 4.5″ c/c.
+ ve Mid 8.45 812.5
0.58 0.78 0.78 8 @ 8″ c/c.
- ve Ext. 2.82 812.5
0.58 0.25 0.58 6 @ 8″ c/c.
Details of slab reinforcement arrangement of panel – S2 (Short direction)
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DirectionLocatio
nMu
k-ftbin
din
Minimum
Ast= stbhin2
Required
As= bdin2
ProvidedAs
in2
Use # 3 as main bar
Spacing & no. of bars
Column
strip
slab
S-2
½
Column strip
- ve Int. 16.6037.
53 0.27 1.39 1.39 13 @ 3″ c/c.
+ ve Mid 5.1937.5 3
0.270.40 0.40 4 @ 8″ c/c.
Full
Column strip
- ve Int. 33.2 75 3 0.54 2.78 2.78 25 @ 3″ c/c.
+ ve Mid 10.38 75 30.54
0.80 0.80 7 @ 8″ c/c.
Middle
strip
slab
S-2
- ve Int. 24.89 81 3 0.58 2.00 2.00 19 @ 4.5″ c/c.
+ ve Mid 7.78 81 3 0.58 0.59 0.59 6 @ 8″ c/c.
Details of slab reinforcement arrangement of panel – S2 (Long direction)
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Direction LocationMu
k-ftbin
din
MinimumAst= stbh
in2
RequiredAs= bd
in2
ProvidedAs
in2
Use # 3 as main bar
Spacing & no. of bars
Column
strip slab
S-2
½ Column strip
- ve Int. 7.87 37.5 2.5 0.27 0.76 0.76 7 @ 6″ c/c.
+ ve Mid 4.1137.5 2.5 0.27
0.38 0.38 4 @ 8″ c/c.
- ve Ext. 1.3737.5 2.5 0.27
0.12 0.27 3 @ 8″ c/c.
Full
Column strip
- ve Int. 15.74 752.5
0.54 1.52 1.52 13 @ 6″ c/c.
+ ve Mid 8.22 752.5 0.54
0.76 0.76 7 @ 8″ c/c.
- ve Ext. 2.74 752.5 0.54
0.24 0.54 7 @ 8″ c/c.
Middle
strip slab
S-2
- ve Int. 11.84 812.5 0.58
1.11 1.11 10 @ 8″ c/c.
+ ve Mid 6.16 812.5 0.58
0.56 0.58 6 @ 8″ c/c.
- ve Ext. 2.06 812.5 0.58
0.19 0.58 6 @ 8″ c/c.
Details of n slab reinforcement arrangement of panel – S3 (Short direction)
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Direction LocationMu
k-ftbin
din
MinimumAst= stbh
in2
RequiredAs= bd
in2
ProvidedAs
in2
Use # 3 as main bar
Spacing & no. of bars
Column
strip
slab
S-3
½ Column strip
- ve Int. 12.71 37.5 3 0.27 1.02 1.02 10 @ 4″ c/c.
+ ve Mid 4.38 37.5 3 0.27 0.34 0.34 3 @ 8″ c/c.
Full Column strip
- ve Int. 25.42 75 3 0.54 2.04 2.04 19 @ 4″ c/c.
+ ve Mid 8.76 75 3 0.54 0.68 0.68 5 @ 8″ c/c.
Middle
strip
slab
S-3
- ve Int. 19.06 81 3 0.58 1.62 1.49 14 @ 6″ c/c.
+ ve Mid 6.57 81 3 0.58 0.51 0.50 5 @ 8″ c/c.
Details of slab reinforcement arrangement of panel – S3 (Long direction)
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Direction LocationMu
k-ftbin
din
Minimum
Ast= stbhin2
RequiredAs= bd
in2
ProvidedAs
in2
Use # 3 as main bar
Spacing & no. of bars
Column
strip
slab
S-3
½
Column strip
- ve Int. 11.79 37.5 2.5 0.27 1.33 1.18 11 @ 3″ c/c.
+ ve Mid 3.9637.5 2.5 0.27
0.53 0.36 3 @ 8″ c/c.
Full Column
strip
- ve Int. 23.58 752.5
0.54 2.66 2.36 21 @ 3″ c/c.
+ ve Mid 7.92 752.5 0.54
1.06 0.72 5 @ 8″ c/c.
Middle
strip
slab
S-3
- ve Int. 17.68 812.5
0.58 1.90 1.70 16 @ 5″ c/c.
+ ve Mid 5.98 812.5
0.58 0.78 0.54 5 @ 8″ c/c.
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Total concrete with shear wall and without shear wall structures.
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Comparison on concrete between with shear wall and without shear wall structures.
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shear wall effect on Steel uses
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shear wall effect on Column Steel uses
Recommendations• The total volume of concrete required in with out shear wall
frame structure is 0.679times higher than with shear wall
frame structure
• The total volume of steel (60 grade) required with out shear
wall frame structure is 0.478 times higher than shear wall
frame structure
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THATS END
