i.t.u. structural analysis group 2016-2017 spring …
TRANSCRIPT
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I.T.U.STRUCTURAL ANALYSIS GROUP2016-2017 SPRING SEMESTERGRADUATION DESIGN PROJECT
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DESIGN STORAGE BUILDING WHICH IS MADE OF
REINFORCED CONCRETE AND STEEL ELEMENTS
PREPARED BY:
AHMET GÜNDÜZ
BORA SAMAN
SERCAN TUTKAÇ
ADVISOR:
ASSIST. PROF. DR. BARIŞ ERKUŞ
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1.INTRODUCTION2.PRELIMINARY DESIGN3.STRUCTURAL ANALYSIS4.DETAILED DESIGN5.BIM STRUCTURAL INTEGRATION6.CONCLUSION
CONTENT
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PROJECT DATA
Building Type Storage Building
# of Bays (X-Direction) 5
# of Bays (Y-Direction) 3
Plan Dimensions 30x18m
Number of Stories 3
Building Height 14.6m
INTRODUCTION: PROJECT DATA
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INTRODUCTION: FLOOR PLANS
1. Floor Plan
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INTRODUCTION: FLOOR PLANS
2. Floor Plan
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INTRODUCTION: FLOOR PLANS
3. Story Plan View
RC FRAME
STEEL TRUSS
HORIZONTAL STABILITY MEMBERS
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INTRODUCTION: ELEVATIONS
1-1 and 4-4 Axis
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INTRODUCTION: ELEVATIONS
2-2 and 3-3 Axis
STEEL TRUSSES
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INTRODUCTION: ELEVATIONS
A-A,B-B and C-C Axis
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INTRODUCTION: ELEVATIONS
D-D, E-E and F-F Axis
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INTRODUCTION: 3D VIEWS
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INTRODUCTION
WHY THIS STRUCTURE
MOMENT FRAME STRUCTURE
WITHOUT SHEAR WALL
CANTILEVER COLUMN
PROGRAMMING
COMBINATION OF STEEL AND RC
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DESIGN BASIS: STRUCTURAL SYSTEM
GRAVITY SYSTEM
LATERAL SYSTEM
FOUNDATION SYSTEM
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DESIGN BASIS: GRAVITY SYSTEM
RC SLAB ALIMINIUM MEMBER BEAM
TRUSS PURLIN COLUMN
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DESIGN BASIS GRAVITY SYSTEM LOAD PATH
RC SLAB
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DESIGN BASIS GRAVITY SYSTEM LOAD PATH
STEEL ROOF
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DESIGN BASIS : LATERAL SYSTEM
SPECIAL MOMENT RESISTING FRAME SPECIAL R. C. CANTILEVER COLUMN
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DESIGN BASIS : LATERAL SYSTEM
SPECIAL R.C. CANTILEVER COLUMN
SPECIAL MOMENT RESISTING FRAME
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DESIGN BASIS : SPECIAL MOMENT RESISTING FRAME
ASCE 7-10
R 8
Cd 5,5
Ωd 3
TSC-DRAFT 2017
SMRF
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DESIGN BASIS : SMRF – LOAD PATH
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ASCE 7-10
R 2,5
Cd 2,5
Ωd 1,25
DESIGN BASIS : SPECIAL R. C. CANTILEVER
TSC-DRAFT 2017
S. R. C. CANTILEVER
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[ASIDE] NONLINEAR BEHAVIOUR OF STRUCTURES
EQUIVALENT ENERGY
δ𝑖 = δ𝑒
δ
P𝑒
P𝑖
P
EQUIVALENT DISPLACEMENT
P𝑖
δ𝑖δ𝑒
δ
P
P𝑒Elastic Response
InelasticResponse
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[ASIDE] CODE PARAMETERS
E
δ𝑖δ𝑒
δ
P
P𝑒
R
ΩdE
Ωd
Cd
E=𝑆𝑎
𝑅
EQUIVALENT ENERGY
SIMILAR APPLIES TOEQUIVALENT DISPLACEMENT
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P
E
δ𝑖δ𝑒
δ
P𝑒
R=8
ΩdE
Ωd=3
Cd = 5,5
[ASIDE] CODE PARAMETERS – SPECIAL MOMENT FRAME
BENDING ESHEAR Ω𝑒E
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P
E
δ𝑖δ𝑒
δ
P𝑒
R=3
ΩdE
Ωd=2
Cd = 2,5
[ASIDE] CODE PARAMETERS – CANTILEVER COLUMN
BENDING ESHEAR ΩeE
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DESIGN BASIS: EQ PARAMETERS – SPECIAL MOMENT FRAME
Bending (M) EShear (V) Ωe E
δ
P
E E=𝑆𝑎
𝑅=8
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DESIGN BASIS:EQ PARAMETERS – CANTILEVER COLUMN
SPECIAL CASE (!)CODE PARAMETERS OUR PROJECT
Ground Acceleration Ground Acceleration
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DESIGN BASIS:EQ PARAMETERS – CANTILEVER COLUMN
CANTILEVER COLUMN STAYS LINEAR
M Ωframe E
V Ωcantilever Ωframe E
δ
P
E
E=𝑆𝑎
𝑅=8
3E
Design
Capacity
SPECIAL CASE (!)
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Ωframe
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DESIGN BASIS:EQ PARAMETERS – SPECIAL MOMENT FRAME
M
V
1,25E ASCE 7-10
Ωframe 1,25E δ
P
E
E =𝑆𝑎
𝑅=8
1,25E
SPECIAL CASE (!)
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DESIGN BASIS-LATERAL SYSTEM: STEEL TRUSS
PIN-PIN CONNECTION
NOT PART OF MAIN LATERAL SYSTEM
EQ
DIAPHRAM FORCES
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DESIGN BASIS-LATERAL SYSTEM: STEEL TRUSS
1.4G+1.6Q
𝐹𝑝𝑥 =σ𝑖=𝑥𝑛 𝐹𝑖
σ𝑖=𝑥𝑛 𝑊𝑖
×𝑊𝑝𝑥
0.2𝑆𝐷𝑆𝐼𝑤𝑝𝑥 < 𝐹𝑝𝑥 < 0.4𝑆𝐷𝑆𝐼𝑤𝑝𝑥
DIAPHRAM DESING LOADS
TSC DRAFT 2017/ASCE 7-10
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DESIGN BASIS-FOUNDATION SYSTEM
SOIL CLASS: Z2ALLOWABLE SOIL
STRESS: 180 Τ𝑘𝑁 𝑚2
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SPREAD FOOTING
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DESIGN BASIS-FOUNDATION SYSTEM
ASSUME NO SOIL FOUNDATION INTERACTION ASSUMPTION
LINK BEAMS
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DESIGN BASIS-FOUNDATION SYSTEM
δ
E
3EΩf = 3
P
M
V
E
3E
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DESIGN BASIS: OTHER TOPICS
MODELS USEDIN-PLANE RIGIDITY
OUT-PLANE RIGIDITY
REGULAR SLAB %100 %100
FLEXIBLE SLAB %1 %1
EFFECTIVE SLAB %25 %25
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DESIGN BASIS: MATERIALS
MATERIAL UNIT WEIGHT
ELASTICITYMODULUS
POISSONRATIO
CONCRETE 25 kN/m³ 32 × 106 N/m² 0,2
STEEL 79 kN/m³ 210 × 106 N/m² 0,265
ALIMINIUM 27 kN/m³ 69 × 109 N/m² 0,334
PLASTER 20 kN/m³
MORTAR 20 kN/m³
E.PARTITION WALL 4,5 kN/m
I.PARTITION WALL 2,5 kN/m
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DESIGN BASIS: STRUCTURAL LOADS
Material Load
Concrete 25 kN/m³
Steel 79 kN/m³
Aluminium 27 kN/m³
E.Wall 4,5 kN/m
I.Wall 2,5 kN/m
Floor 5,92 kN/m²
Material Unit Weight
RC Slab 25 kN/m³
Plaster 20 kN/m³
Marble 26 kN/m³
Mortar 21 kN/m³
Mortar
Marble
RC Slab
Plaster38
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DESIGN BASIS: STRUCTURAL LOADS
LIVE LOADS
Live Load: 5 kN/m²
SNOW LOADS
Snow Load: 0,75 kN/m²
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SEISMIC WEIGHT
W = D + 0.3L + 0.3S
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DESIGN BASIS: STRUCTURAL LOADS-SEISMIC LOADS
0
0.2
0.4
0.6
0.8
1
1.2
1.4
1.6
0 0.5 1 1.5 2
SPEC
TRA
L A
CC
ELER
ATIO
N,
A(T
)
Period T(s)
TSC-2017
TSC-2007
DESIGN SPECTRUM
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DESIGN BASIS: STRUCTURAL LOADS-SEISMIC LOADS
0.00
1.00
2.00
3.00
4.00
5.00
6.00
7.00
8.00
9.00
0 0.5 1 1.5 2 2.5 3 3.5
R
PERIOD(S)
SEISMIC MODIFICATION COEFFICIENT
0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00
S(T)
/R(T
)
PERIOD(S)
S(T)/R(T)
DESIGN SPECTRUM
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DESIGN BASIS: STRUCTURAL LOADS-SEISMIC LOADS
Vt =σ ሻW × A(T
R
EQ3
EQ2
EQ1
V MW42
EQUIVALENT STATIC FORCE PROCEDURE
BASE SHEAR
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Fi = (Vt−∆FNሻ ×Wi × hi
σ ሻ(Wi × hi
F
h1
∆FN = 0,0075𝑁𝑉t
W2
h2
𝐹2
W1
𝐹1
𝐹3
W3
h3
∆𝐹𝑁
DESIGN BASIS:ANALYSIS PROCEDURES-EQUIVALENT SEISMIC LOAD METHOD
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LOAD COMBINATIONS
1.4G+1.6Q
G+Q±Ex±0,3Ey
G+Q±Ey±0.3Ex
DESIGN BASIS: LOAD COMBINATIONS
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DESIGN BASIS: SOFTWARE
v18
v3.6.1
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INTRODUCTION: OUT OF STUDIES
VERTICAL SEISMIC EFFECT
SUPER OPTIMIZATION
TEMPERATURE EFFECT
LONG TERM DEFLECTION EFFECT
SOIL SUPPORT INTERACTION (ELASTIC SUPPORT)
RESPONSE SPECTRUM METHOD
DIAPHRAGM DESIGN
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1.INTRODUCTION2.PRELIMINARY DESIGN3.STRUCTURAL ANALYSIS4.DETAILED DESIGN5.BIM STRUCTURAL INTEGRATION6.CONCLUSION
CONTENT
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PRELIMINARY CALCULATION:DESIGN BASIS
MEMBERS LOAD COMBINATION CAPACITY
COLUMN 1.4G+1.6Q• %30 Axial D/C Ratio (0,3Acfck)
• 1.8 Coefficient
BEAM 1.4G+1.6Q Structural Code
SLAB 1.4G+1.6Q Structural Code
FOUNDATION 1.4G+1.6Q Vcr = 0,65 × fctd × bw ×d
STEEL 1.4G+1.6Q 1 ΤkN m2
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PRELIMINARY CALCULATION:DESIGN BASIS
MEMBER DIMENSIONS
COLUMN 70x70 cm
BEAM 60x30 cm
SLAB Thick. = 18 cm
FOUNDATIONThick. = 70cmMax. 3.25x3.25mMin. 2.10x2.10m
STEEL ROOF Detailed Design
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1.INTRODUCTION2.PRELIMINARY DESIGN3.STRUCTURAL ANALYSIS4.DETAILED DESIGN5.BIM STRUCTURAL INTEGRATION6.CONCLUSION
CONTENT
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STRUCTURAL ANALYSIS: DESIGN SPECTRUM
0
0.2
0.4
0.6
0.8
1
1.2
1.4
1.6
0 0.5 1 1.5 2
SPEC
TRA
L A
CC
ELER
ATIO
N, A
(T)
PERIOD T(S)
T TT=0,2
TSC-2007
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STRUCTURAL ANALYSIS: DESIGN SPECTRUM
EQ3
EQ2
EQ16342.24
4938.69
2001.92
V(kN) M(kNm)
W=25368.95kN
Vt =σ ሻW × A(T
R
T=0,2s
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STRUCTURAL ANALYSIS: MODELLING
3D SAP2000 MODELS
REGULAR SLAB
FLEXIBLE SLAB
WITHOUT SLAB
EFFECTIVE RIGIDITY
2D MODELS
RECTANGULAR BEAM
T-SHAPE BEAM
PYTHON-RECTANGULAR
PYTHON-T SHAPE
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STRUCTURAL ANALYSIS: 3D REGULAR SLAB SAP2000 MODEL
IN-PLANE SLAB RIGIDITY: %100
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EQ𝑋
EQ𝑋EQ𝑌
EQ𝑌
PARTITION WALL LOAD
SNOW LOADLIVE LOAD
DEAD LOAD
STRUCTURAL ANALYSIS: 3D REGULAR SLAB SAP2000 MODEL LOADS
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STRUCTURAL ANALYSIS: 3D WITHOUT SLAB SAP2000 MODELSTRUCTURAL ANALYSIS: 3D FLEXIBLE SLAB SAP2000 MODEL
IN-PLANE & OUT-PLANE SLAB RIGIDITY: %1
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STRUCTURAL ANALYSIS: 3D WITHOUT SLAB SAP2000 MODEL
WITHOUT SLAB
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STRUCTURAL ANALYSIS: 3D WITHOUT SLAB SAP2000 MODEL-LOADS
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STRUCTURAL ANALYSIS: 3D EFFECTIVE RIGIDITY SAP2000 MODEL
IN-PLANE SLAB RIGIDITY: %25COLUMN: %70
BEAM: %35
TSC-2017 4.5.8.1
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STRUCTURAL ANALYSIS: 2D RECTANGULAR BEAM SAP2000 MODEL
COLUMN & BEAM RIGIDITY: %100
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STRUCTURAL ANALYSIS: 2D T-SHAPE BEAM SAP2000 MODEL
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STRUCTURAL ANALYSIS: 3D EFFECTIVE SECTION SAP2000 MODEL
EQY T=0,773s
0
2
4
6
8
10
12
14
16
0 0.01 0.02 0.03 0.04
HEI
GH
T(M
)
DISPLACEMENT(M)
3D MODELS DEFLECTION (B-B AXİS)
Rigid Slab
No Slab
Effective Rigitidy
Flexible Slab
8,6
4,6
TYPE MODEL TOP DEFL.3D Flexible Slab 0,0207 m3D Rigid Slab 0,0181 m3D No Slab 0,0220 m3D Effective Slab 0,0380 m2D Rect. Beam 0,0191 m2D T-Beam 0,0152 m
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STRUCTURAL ANALYSIS: 3D SAP 2000 MODELS COMPARASION
0.482 0.512 0.512
0.773
0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9P
ERIO
D(s
)
Period Comparison
RIGID SLAB FLEXIBLE SLAB WITHOUT SLAB EFFECTIVE RIGIDITY
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STRUCTURAL ANALYSIS: 3D SAP 2000 MODELS COMPARASION
234.05 234.05224.05 229.94
0
50
100
150
200
250
SHEA
R(k
N)
Shear Comparison
RIGID SLAB FLEXIBLE SLAB WITHOUT SLAB EFFECTIVE RIGIDITY
EQY T=0,773s
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STRUCTURAL ANALYSIS: 2D PYTHON MODEL
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STRUCTURAL ANALYSIS: STIFFNESS METHOD
N1
Ө
N0
N1N0
E0
LOCAL DEGREE OF FREEDOM GLOBAL DEGREE OF FREEDOM
1’
2’3’
4’
5’6’
1’
2’
3’4’
5’6’
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STRUCTURAL ANALYSIS: STIFFNESS METHOD
STIFFNESS MATRIX
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STRUCTURAL ANALYSIS: STIFFNESS METHOD
𝐓𝑒 =
cosx sinx 0 0 0 0−sinx cosx 0 0 0 00 0 1 0 0 00 0 0 cosx sinx 00 0 0 −sinx cosx 00 0 0 0 0 1
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STRUCTURAL ANALYSIS: STIFFNESS METHOD
66
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STRUCTURAL ANALYSIS: 2D SAP2000 & PYTHON MODELS
HEI
GH
T(M
)
DISPLACEMENT(M)
2D MODELS DEFLECTION (B-B AXİS)
Rectangular Beam
T Shape Beam
Python
1,52
cm
1,91
cm1,
93cm
14,6
8,6
4,6
EQY T=0,773s
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STRUCTURAL ANALYSIS: 2D SAP2000 & PYTHON MODELS
14,6
8,6
4,6
172.09 174.07 175.32
0
20
40
60
80
100
120
140
160
180
200
T-SHAPE RECTANGULAR PYTHON
SHEA
R(k
N)
Column Shear Comparision
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STRUCTURAL ANALYSIS: 2D SAP 2000 MODELS COMPARASION
14,6
8,6
4,6
COMPARISON2D RECT. SAP2000
2D RECT. PYTHON
ACC(%)
COLUMN AXIAL / 1,4G+1,6Q 1460,47 kN 1460,92 kN 99,97
COLUMN SHEAR / G+Q-E -202,87 kN -204,06kN 99,42
COLUMN MOMENT / 0,9G+E 677,79 kNm 674,32kNm 99,49
CANTILEVER DEFLECTION / E 1,91 cm 1,93 cm 98,96
TRUSS DEFL. / 1,4G+1,6Q 4,52cm 4,56cm 99,12
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STRUCTURAL ANALYSIS: FUNDAMENTAL STRUCTURAL CHECKS
14,6
8,6
4,6
0 0.02 0.04
HEI
GH
T(M
)
DISPLACEMENT(M)
3D MODELS DEFLECTION (B-B AXİS)
3,38
cm
14,6
8,6
4,6
Δ3
Δ2Δ1
1,70
cm
0,69
cm
Model with Effective Rigidity
EQY T=0,773s
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0 0.05 0.1
HEI
GH
T(M
)
RELATİVE STOREY DRİFTS (M)
3D MODELS EFFECTİVE RELATİVE STOREY DRİFTS (B -B AXİS) TSC-2017
EffectiveRigidity2017
𝜆 𝛿2/ℎ2=0,0072<0,0080
STRUCTURAL ANALYSIS: FUNDUMANTAL STRUCTURAL ANALYSIS CHECK
EFFECTIVE RELATIVE STOREY DRIFTS CHECK
0 0.05 0.1
HEI
GH
T(M
)
RELATİVE STOREY DRİFTS (M)
3D MODELS EFFECTİVE RELATİVE STOREY DRIFTS(B-B AXİS) TSC-2007
EffectiveSectionRigitidy2007
𝛿2/ℎ2=0,018<0,02
73
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STRUCTURAL ANALYSIS: IRREGULARITIES CHECK
IRREGULARITIES IN PLANE
TORSIONAL IRREGULARITY
FLOOR DISCONTUNITIES
PROJECTIONS IN PLANE
IRREGULARITIES IN ELEVATION
INTERSTORY STRENGTH IRREGULARITY
INTERSTORY STIFFNESS IRREGULARITY
DISCONTUNITIES OF VERTICAL STRUCTURAL ELEMENTS
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η23 =2.18
2.075= 1.05 < 1.20
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STRUCTURAL ANALYSIS: TORSIONAL IRREGULARITIES CHECK
∆2=1,97 cm
∆4=1,97 cm
∆1=2,18cm
∆3=2,18cm
33.Story32.Story 3EQ
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1.INTRODUCTION2.PRELIMINARY DESIGN3.STRUCTURAL ANALYSIS4.DETAILED DESIGN5.BIM STRUCTURAL INTEGRATION6.CONCLUSION
CONTENT
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DETAILED DESIGN: COLUMN DESIGN
M
V
Ωframe E
Ωcantilever Ωframe E
M
V
1,25E
Ωframe 1,25E
M
V
E
Ωframe E ൗ𝑆 (𝑅 = 8ሻ = 𝐸
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DETAILED DESIGN: COLUMN DESIGN
70x70 Column
Axial Capacity 14700 kN
0,3fckAc 4410 kN
4410 kN >2353.48 kN
Max Axial (1,4G+1,6Q)
60x60 Column
Axial Capacity 10800 kN
0,3. fck. Ac 3240 kN
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887.74; 1600.37
-6000
-4000
-2000
0
2000
4000
6000
8000
0 200 400 600 800 1000
P (
kN)
M (kNm)
P-M-M interaction (Column37 16φ28)
3240
DETAILED DESIGN: COLUMN DESIGN
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DETAILED DESIGN: COLUMN DESIGN
ρ =0,0274
2)Is this constructable?
1)0,01<ρ<0,04(TSC 2007)
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1
0
0.2
0.4
0.6
0.8
1
1.2
1.4
1.6
0 0.5 1 1.5 2
SPEC
TRA
L A
CC
ELER
ATI
ON
, A(T
)
PERIOD T(S)
T=0,2s T=0,773s
For T=0,2 s
𝑉𝑡 = 6342,24 𝑘𝑁
For T=0,773 s
𝑉𝑡 = 3744,02 𝑘𝑁
DETAILED DESIGN: COLUMN DESIGN
8
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1
DETAILED DESIGN: COLUMN DESIGN
549.32; 1687.70
-3000
-2000
-1000
0
1000
2000
3000
4000
5000
6000
7000
0 200 400 600 800
P (
kN)
M (kNm)
P-M-M interaction (Column37 10φ26 T=0.773s)
3240
ρ =0,0147
82
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1
DETAILED DESIGN: COLUMN DESIGN
83
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DETAILED DESIGN: COLUMN DESIGN
MOMENT CURVATURE
𝑀𝑃İ ≈ 1.4𝑀𝑟İ
1.43
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DETAILED DESIGN: BEAM DESIGN
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MOMENT CURVATURE
1.52
DETAILED DESIGN: BEAM DESIGN
𝑀𝑃İ ≈ 1.4𝑀𝑟İ
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DETAILED DESIGN: FOUNDATION DESIGN
𝑉𝑐𝑟 = 0,65 × 𝑓𝑐𝑡𝑑 × 𝑏𝑤 × 𝑑
Vpr=ɣ×fctd×Up×dmean
0.70m
PUNCHING & SHEAR CHECK
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DETAILED DESIGN: STEEL DESIGN
TOP CHORD
TRUSS MEMBER (DIAGONAL-MIDDLE)
TRUSS MEMBER (VERTICAL)
TRUSS MEMBER (DIAGONAL-END)
BOTTOM CHORDLOCAL BUCKLINGGLOBAL BUCKLINGBEARING STRENGTH
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DETAILED DESIGN: STEEL DESIGN-MEMBER PROPORTION
89
STEEL ROOF HORIZANTAL STABILITY MEMBER
PURLIN
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DETAILED DESIGN: STEEL DESIGN-CONNECTION DESIGN
90
A-A’ SECTION PLAN
A A’
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DETAILED DESIGN: STEEL DESIGN-CONNECTION DESIGN
Checks--Bearing Strength of Bolds--Shear Strength of Bolds --Block Shear--Bearing Strength o Tension Member
a)Rapture Strenght b)Yielding Strength
1)WELD2BOLDS
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DETAILED DESIGN: STEEL DESIGN-CONNECTION DESIGN
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DETAILED DESIGN: STEEL DESIGN-CONNECTION DESIGN
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1.INTRODUCTION2.PRELIMINARY DESIGN3.STRUCTURAL ANALYSIS4.DETAILED DESIGN5.BIM STRUCTURAL INTEGRATION6.CONCLUSION
CONTENT
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BIM STRUCTURAL INTEGRATION
PARAMETRIC DESIGN
OPTIMIZATION
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1.INTRODUCTION2.PRELIMINARY DESIGN3.STRUCTURAL ANALYSIS4.DETAILED DESIGN5.BIM STRUCTURAL INTEGRATION6.CONCLUSION
CONTENT
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CONCLUSION
PRELIMINARY DESIGN
1.STAGE 2.STAGE
DETAILED DESIGN
DESIGN BASIS
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THANK YOUFOR YOUR ATTENTION
QUESTIONS?
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STRUCTURAL ANALYSIS: 2D PYTHON MODEL
NODE DICTIONARY
ELEMENT DICTIONARY
LENGTH,SIN,COS
FUNCTIONS
CONFIGIRATION PARAMETERS
ELEMENT STIFFNESS
MATRIX
TRANSFORMATION MATRIX
GLOABAL ELEMENT
STIFFNESS MATRIX
GLOABAL EQUILIBRIUM
STIFFNESS MATRIX
EXTERNAL FORCE EQUILIBRIUM
MATRIX
GLOBAL DISPLACEMENT
MATRIX
GLOBAL REACTION
MATRIX
ASSEMBLE
SOLVE