g.p presentation
TRANSCRIPT
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Submitted To: ASSOC. PROF. DR. KABIR SADEGHI
GIRNE AMERICAN UNEVERSTIYFACULTY OF ENGINEERINGCIVIL ENGINEERING DEPARTMENT
Special ProjectCVEN 490
BY:
Faris AbuobaidLaith Al-HabahbehMahmoud Jumaa
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Project overview •Type of structure •Type of building •Location•Area•Members sections
Structural loads Calculation •Dead load •Live load •Environmental loads•Snow load•Wind load•Earthquake load
Analysis & design •Ribbed slab •Mat foundation •Beams & Columns
comparison•Members Comparison•Beams •Columns •Mat Foundation
•Total quantity comparison•Beams•Columns•Ribbed slab•Mat foundation
TABLE OF CONTENTS
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Project Overview• Type of structure:
Reinforced Concrete structures (RC) • Type of building: Residential building (five story, including basement) • Location:
Baalbeck – Lebanon • Area:
Area of one floor 687 m2
Total area 4122 m2
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Project Overview• Columns :
Rectangular columns section• Beams:
Rectangular beams section• Slabs:
One way Ribbed Slabs• Foundations:
Raft foundation
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STRUCTURAL LOADS CALCULATION
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STRUCTURAL LOADS: ACCORDING TO UNIFORM BUILDING CODE – UBC97
I. DEAD LOAD
II. LIVE LOAD
III.ENVIRONMENTAL LOADS
a. SNOW LOAD
b. WIND LOAD
c. EARTHQUAKE LOAD
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DEAD LOAD CALCULATION:
Material Unit weight g (kgf/m3)
Concrete 2500
Tile & fill 1845
Mortar 2250
block 1500
Asphalt 1600
Finishing 2200
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Material Thickness (m) Total weight (kgf/m)Concrete 0.07 175Tile & fill 0.05 93Mortar 0.03 68Block 0.18 270Finishing 0.03 66Total 672
Material Thickness (m) Total weight (kgf/m)
Concrete 0.07 175
Block 0.18 270
Asphalt 0.02 32
Total 477
Total dead load for a typical floor:
Total dead load for roof:
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LIVE LOAD CALCULATION:
Category Uniform Load (psf) Uniform Load (kgf/m)
Basic area 40 195.2
Exterior Balconies 60 292.8
Storage 40 195.2
Partitions 5 24.4
Corridors 51 250
Fires 114
Elevators 136
Stairs 488
Live loads according to UBC:
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Category Unit area (m2)
number Total (m2) Percentage (%)-typical floor
Percentage (%)-roof
Basic Area 414 4 1709.3 53 83
Balconies Balconies 1 54 4 216 7 8
Balconies 2 17 4 68 2 3
Balconies 3 22 4 88 2 3
Openings 4 4 16 0.5
Corridors 100 4 400 12
Elevator 3.2 5 16 0.5 1
Stairs 10.4 5 52 2 2
Partitions 23.4 4 94 3
Storage 580.7 1 580.7 18
Total 3240 100 100
Percentages of building categories.
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Category Percentage (%) Live load (kgf/m2) Final Live Load (kgf/m2)
Basic Area 53 195.2 104
Balconies Balconies 1 7 292.8 21
Balconies 2 2 292.8 6
Balconies 3 2 292.8 6
Openings 0.5 -
Corridors 12 250 30
Elevator 0.5 136 1
Stairs 2 488 8
Partitions 3 24.4 1
Storage 18 195.2 36
Total 213
Live Load Calculation for typical floor:
For typical floors, Live Load: L.L=220 kgf/m2
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Category Percentage (%) Live load (kgf/m2) Final Live Load (kgf/m2)
Basic Area 97 195.2 190
Elevator 1 136 2
Stairs 2 488 10
Total 100 202
Live Load Calculation for roof:
For roof, live load: L.L= 210 kgf/m2
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ENVIRONMENTAL LOAD CALCULATION:- SNOW LOAD:
For our project, it’s located in a region (1400m above sea level) where snow load is an important load for building.
Use snow load SL= 210 kgf/m2
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- WIND LOAD:
Design wind pressure:
P = Ce Cq qs Iw
Ce 1.43 Table 16-G (appendix 1)
Cq 1.4 Table 16-H (appendix 1)
Iw 1 Table 16-K (appendix 1)
qs 16.4 psf = 0.785 KN/m2 Table 16-F (appendix 1)
P = 1.9 KN/m2 = 193.6 Kgf/ m2
For safety take P = 200 Kgf/ m2
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- EARTHQUAKE LOAD:
Fx=
Fx : Force at level x (t)V : Base shear force (t)Wi, Wx : that portion of W located at or assigned to Level i or x, respectively.Hx : height of floor from ground level (m) Ft=0.07TVFor T≤0.7sec, take Ft=0.
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Design base shear:
V=
The total design base shear need not exceed the following:
V1= The total design base shear shall not be less than the following:
V2= 0.11 Ca I WtWhere:
Cv : seismic coefficient, as set forth in Table 16-R (appendix 1).I : importance factor given in Table 16-K (appendix 1).R : numerical coefficient representative of the inherent over strength and global ductility capacity of lateral force- resisting systems, as set forth in Table 16-N (appendix 1).
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T : elastic fundamental period of vibration, in seconds, of the structure in the direction under consideration.Wt : the total seismic dead load.
T= Ct (hn)3/4
Where:Ct : numerical coefficienthn : Total height of
building (m)
Wt= W×A
Where:
W=1.2DL+1.6LLA=Area of one floor = 648m2
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Floor Height (m) Weight Wx (ton)1 3.8 7002 6.95 7003 10.1 7004 13.25 7005 16.4 568 Total (Wt) 3368t
Weight and height of floors:
Z 0.30 Table 16-I (appendix 1)
Cv 0.84 Table 16-R (appendix1)
I 1 Table 16-K (appendix 1)
R 5.5 Table 16-N (appendix 1)
Ca 0.36 Table 16-Q (appendix 1)
Ct 0.0731
hn 16.4
Values of coefficient:
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W 3368 ton
T 0.657 sec
V 783ton
V1 552 ton
V2 134 ton
Base shear force values:
V2=134 ton ˂ V=783 ton ˂ V1= 552 ton Since V exceeds the maximum value recommended by UBC, we should use V1.i.e. V=552 ton.
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Earthquake force Calculation:
Floor Height-x (m) Earthquake force- Fx (ton)
1 3.8 45
2 6.95 82
3 10.1 119
4 13.25 156
5 16.4 193
Values of Earthquake force at level x:
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LOAD COMBINATION:
U = 1.4D U = 1.2D + 1.6L + 0.5(Lr or S ) U = 1.2D + 1.6(Lr or S ) + (1.0L or 0.5W) U = 1.2D + 1.0W + 1.0L + 0.5(Lr or S) U = 1.2D + 1.0E + 1.0L + 0.2S U = 0.9D + 1.0W U = 0.9D + 1.0E Where:
D: Dead loadL: Live Load S: Snow load W: Wind load E: Earthquake load
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Ribbed Slab
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Calculating the weight
D.L= 672 kgf/L.L = 220 kgf/
S.W = (0.52m × 0.07m × 2.25ton) + (0.18m × 0.012m × 2.5ton) + 0.02ton = 0.165 ton = 165 kgf/w = 1.2 D.L + 1.6 L.L = 1.1584 ton/
= 1.1584 ton/ + 165 kgf/ =1.3234 ton ≈ 1.4 ton/
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Moment Distribution Method
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= = 3.087 t.m
= = -1.233 t.m = = 1.233 t.m
= = -1.05 t.m = = 1.05 t.m
= = -0.565 t.m = = 0.565 t.m
= = -2.058 t.m = = 2.058 t.m
Fixed End Moment:
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= = 0.0258 = 0.0193 =
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For try and error :
=0.00335 < = 0.013 < = 0.0193 O.K
⟹
⟹
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For : O.K
,
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For : O.K
,
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MAT FOUNDATION
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Reasons For Mat Foundation
1- in the site that we have the bearing capacity for soil is 1.5 kgf/ is this value is law and the soil is weak to carry the whole loads.2- High water table under foundation, so it effect on the soil quality.3- Columns loads are so huge. (more than 50% of the
area is covered by conventional spread footing.
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Designing By SAFEDesign Steps:1- import the Architecture drawing from AutoCAD2- Define the materials:
a) Concrete with compressive strength f’c=250 kgf/.b) Steel with yield stress Fy=4200 kgf/
3-Define Slab properties: a) We define the thickness t=80 cm b) We define the stiffness for foundation with same t=80 cm
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Designing By SAFE• 4-Define soil sub-grade=120*bearing capacity.• 5-Assign loads for each columns.
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RUN & DESIGN• The first checking after run the model is punching
shear, it should be less than 1 for each column
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RUN & DESIGN• Deformation shape checking
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RUN & DESIGNSlab stress top face Slab stress Bottom face
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RUN & DESIGN• Moment Diagram
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Analysis & Design of: Beams & Columns
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SOFTWARE: ETABS
MATERIALS PROPERTIES:Analysis property data Design property data
Mass per unit volume (M)
245 kg/m3 Concert compressive strength(f’c)
250 kgf/cm2
Weight per unit volume (w)
2400 kgf/m3 Yield stress (fy)
4200 kgf/cm2
Modulus of elasticity (Es)
2.1x106 kgf/cm2
Modulus of elasticity(Ec)
2.4x105
Passion ratio(V)
0.2
CODE: American Concrete Institute “ACI_318M_11”
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SECTIONS:
Column sections:Column Dimensions (cm×cm)
C1 25×30
C2 25×60
C3 30×60
C4 25×25
Beams sections:
Beam Dimensions (cm×cm)
B1 25×40
B2 25×70
SBEAM 25×30
According to the moment and shear stress diagrams, we will know if these sections are ok or not.
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LOADS ASSIGNING:
Live load Dead load :
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LOADS ASSIGNING:
Snow load Wind load
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LOADS ASSIGNING:
Earthquake load :
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ANALYZING:
After running analysis, moment and shear diagram were overstressed for beams, as a result we change our sections.
New Beams sections:
Beam Dimensions (cm×cm)
B1 50×30
B2 80×30
SBEAM 40×30
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Moment stress diagram:ANALYZING:
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Shear stress diagram:ANALYZING:
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DESIGNING: Beams Reinforcement Table:
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Columns Reinforcement Table:
*C1, C2, C3, C4: Our columns.*C1’, C3’, C4’: Real columns.
DESIGNING:
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Columns’ Stirrups Table:
DESIGNING:
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COMPARISON
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Structural Members Comparison Graphs: Beams comparison graphs:
Beam B1’-B1:
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Beam B2’-B2:
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Beam B3’-B3:
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Beam B4’-B4:
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Secondary Beam SB-2N:
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Columns comparison graphs: Column C1’-C1:
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Column C2
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Column C3’-C3:
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Column C4’-C4:
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Stirrups of columns:
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MAT (RAFT) foundation comparison graphs: MAT foundation top reinforcement:
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MAT foundation top reinforcement:
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Total Quantity Comparison Graphs: Beams
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Columns:
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Ripped slab:
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MAT Foundation: