structural design module 2
TRANSCRIPT
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7/25/2019 Structural Design Module 2
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COURSE OUTLINE
I. Design of Steel Members
A. Beams
B. Columns
Example 1
C. Connections
Example 2
II. Reinforced Concrete
B. WSD
Beam
A. Definition of Terms
Column
Examples 3, 4, & 5
C. USDBeam
Column
Examples 5 and 6
III. Building Frame System
B. Structural System
A. Code Design Criteria
C. Vertical IrregularitiesD. Plan Irregularities
IV. NSCP Provisions
B. Material Specification
A. Design Philosophy
C. Flexural Members
D. Beam-Column
E. Beam-Column Joints
F. Rebar Details
Center for the Designed Environment Profession
# 2 Matulungin Street, House of Architects BuildingTeachers Village, Quezon City 1
STRUCTURAL DESIGN
Center for the Designed Environment
Professions, Inc. (CDEP)
M
odu
le2
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COURSE OUTLINE
I. Design of Steel Members
A. Beams
B. Columns
Example 1
C. Connections
Example 2
II. Reinforced Concrete
B. WSD
Beam
A. Definition of Terms
Column
Examples 3, 4, & 5
C. USDBeam
Column
Examples 5 and 6
III. Building Frame System
B. Structural System
A. Code Design Criteria
C. Vertical IrregularitiesD. Plan Irregularities
IV. NSCP Provisions
B. Material Specification
A. Design Philosophy
C. Flexural Members
D. Beam-Column
E. Beam-Column Joints
F. Rebar Details
Center for the Designed Environment Profession
# 2 Matulungin Street, House of Architects BuildingTeachers Village, Quezon City 2
Design of Steel Members
A. BEAMS
Types of Beams According to its Function
Purlin - carries the roof load between trusses or rafters
Rafter - usually a sloping beam carrying the reaction of purlins
Lintel - carries the masonry across the opening made by a door or windowJoist - a closely spaced beams supporting the floor of a building
Stringer - similar to a joist, it carries the flooring of a bridge
Girder - large-sized beams usually carrying the floor beams
Spandrel - spans between columns and support the floors and curtain walls
Grade beam - lowermost spandrel of a building that has no basement.Shaft - circular beam that transmits power to the machinery. Also carries
torsion in addition to shear and flexure
I. Design of Steel Members
A. Beams
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COURSE OUTLINE
I. Design of Steel Members
A. Beams
B. Columns
Example 1
C. Connections
Example 2
II. Reinforced Concrete
B. WSD
Beam
A. Definition of Terms
Column
Examples 3, 4, & 5
C. USDBeam
Column
Examples 5 and 6
III. Building Frame System
B. Structural System
A. Code Design Criteria
C. Vertical IrregularitiesD. Plan Irregularities
IV. NSCP Provisions
B. Material Specification
A. Design Philosophy
C. Flexural Members
D. Beam-Column
E. Beam-Column Joints
F. Rebar Details
Center for the Designed Environment Profession
# 2 Matulungin Street, House of Architects BuildingTeachers Village, Quezon City 3
A. BEAMS
Steel Sections
are classified as compact, non-compact, and slender element.
Allowable flexural stress
Compact sections Fb= 0.66Fy
Non-Compact sections Fb= 0.60FySlender sections Fb0.60Fy
Allowable shear stress Fv= 0.40Fy
Sections
Design of Steel MembersI. Design of Steel Members
A. Beams
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COURSE OUTLINE
I. Design of Steel Members
A. Beams
B. Columns
Example 1
C. Connections
Example 2
II. Reinforced Concrete
B. WSD
Beam
A. Definition of Terms
Column
Examples 3, 4, & 5
C. USDBeam
Column
Examples 5 and 6
III. Building Frame System
B. Structural System
A. Code Design Criteria
C. Vertical IrregularitiesD. Plan Irregularities
IV. NSCP Provisions
B. Material Specification
A. Design Philosophy
C. Flexural Members
D. Beam-Column
E. Beam-Column Joints
F. Rebar Details
Center for the Designed Environment Profession
# 2 Matulungin Street, House of Architects BuildingTeachers Village, Quezon City 4
EXAMPLE 1
A continuos beam is loaded as
shown below. Assuming that the
section is compact, investigate the
adequacy of the beam if Fy= 248
MPa.
Figure
SolutionSolve the reactions
P = 45 KN
A C
w = 8 KN/m
RC
For RA, MC= 0 +
0 = RA(5) - 8 (5)(2.5)
RA= 38 KN
0 = RA + RC- 8 (5)RC= 47 KN
For RC, FV= 0 +
Section
150
300 6
10
280
2m
B
- 45 (2)
- 45
+38
+14
-47
-31
+78
3m
Plot the shear diagram
VA= RA
VA - 8(3)
VA= +38 KN
VBL= +14 KN
VBR= VBL - 45 VBR= -31 KN
VBL=
VBR - 8(2) VC= -47 KNVC=Plot the moment diagram
MA= 0
MB= (3)
Pinned support
MB= 78
MC= MB+ (2) MC= 0
(VA + VBL)MA+
(VBR+ VC)
Design of Steel MembersI. Design of Steel Members
Example 1
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COURSE OUTLINE
I. Design of Steel Members
A. Beams
B. Columns
Example 1
C. Connections
Example 2
II. Reinforced Concrete
B. WSD
Beam
A. Definition of Terms
Column
Examples 3, 4, & 5
C. USDBeam
Column
Examples 5 and 6
III. Building Frame System
B. Structural System
A. Code Design Criteria
C. Vertical IrregularitiesD. Plan Irregularities
IV. NSCP Provisions
B. Material Specification
A. Design Philosophy
C. Flexural Members
D. Beam-Column
E. Beam-Column Joints
F. Rebar Details
Center for the Designed Environment Profession
# 2 Matulungin Street, House of Architects BuildingTeachers Village, Quezon City 5
EXAMPLE 1 (contd)
150
300 6
10
280
Calculate section capacity
I = INA + Ad2
= (150)112 (10)3 (6)112 (280)
3+
(150) (145)2+ (10)
I = 74.076X106mm4
(2)
(2)
Solving I and c
From flexure formula, f = M/SM = fbS
For compact sections
fb= 0.66Fy
= 0.66(248)
= 163.68 MPaS = section modulus
= I/c
c = 300/2 = 150 mm
c = distance from NA to extreme
fiber in tension/compression
S =74.076X106
150= 493840 mm3
Maximum values
Vmax= VC= 47 KN
Mmax= MB= 78 KNm
Design of Steel MembersI. Design of Steel Members
Example 1
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COURSE OUTLINE
I. Design of Steel Members
A. Beams
B. Columns
Example 1
C. Connections
Example 2
II. Reinforced Concrete
B. WSD
Beam
A. Definition of Terms
Column
Examples 3, 4, & 5
C. USDBeam
Column
Examples 5 and 6
III. Building Frame System
B. Structural System
A. Code Design Criteria
C. Vertical IrregularitiesD. Plan Irregularities
IV. NSCP Provisions
B. Material Specification
A. Design Philosophy
C. Flexural Members
D. Beam-Column
E. Beam-Column Joints
F. Rebar Details
Center for the Designed Environment Profession
# 2 Matulungin Street, House of Architects BuildingTeachers Village, Quezon City 6
Solving the moment capacity
M = (163.68 MPa)
Check shear capacity
fv= 0.40Fy
= 0.40(248)
= 99.20 MPa
Vcap= fvAw
=
(493840 mm3)
M = 80.83x106Nmm
M = 80.83 KNm > 78 KNm
Therefore, OK!
(99.20 MPa) (300x6)
Vcap= 178560 N
Vcap= 178.56 KN > 47 KN
Therefore, OK!
Design of Steel Members
EXAMPLE 1 (contd)
I. Design of Steel Members
Example 1
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COURSE OUTLINE
I. Design of Steel Members
A. Beams
B. Columns
Example 1
C. Connections
Example 2
II. Reinforced Concrete
B. WSD
Beam
A. Definition of Terms
Column
Examples 3, 4, & 5
C. USDBeam
Column
Examples 5 and 6
III. Building Frame System
B. Structural System
A. Code Design Criteria
C. Vertical IrregularitiesD. Plan Irregularities
IV. NSCP Provisions
B. Material Specification
A. Design Philosophy
C. Flexural Members
D. Beam-Column
E. Beam-Column Joints
F. Rebar Details
Center for the Designed Environment Profession
# 2 Matulungin Street, House of Architects BuildingTeachers Village, Quezon City 7
B. COLUMNS
Design of Steel MembersI. Design of Steel Members
B. Columns
Prevailing design load is axial and failure may be initiated by
overstressing of the material
buckling about the weak axis
For this reason, the equation that determine the allowable stress of
the columns is express in terms of the length and radius of gyration.
For Intermediate Column 2
2EFy
KLr
Cc =
1 -Fa=
KL/rCc
20.50
KL/rCc
KL/rCc
353 +
38
-Fy
For Long Column
Fa=122E23
> 22E
FyKLr
Cc =
18
Where
Fa= allowable axial stress
L = height of column
K = effective length factor
r = radius of gyration
= IAI = moment of inertia
A = cross sectional area
KLr
2
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COURSE OUTLINE
I. Design of Steel Members
A. Beams
B. Columns
Example 1
C. Connections
Example 2
II. Reinforced Concrete
B. WSD
Beam
A. Definition of Terms
Column
Examples 3, 4, & 5
C. USDBeam
Column
Examples 5 and 6
III. Building Frame System
B. Structural System
A. Code Design Criteria
C. Vertical IrregularitiesD. Plan Irregularities
IV. NSCP Provisions
B. Material Specification
A. Design Philosophy
C. Flexural Members
D. Beam-Column
E. Beam-Column Joints
F. Rebar Details
Center for the Designed Environment Profession
# 2 Matulungin Street, House of Architects BuildingTeachers Village, Quezon City 8
B. COLUMNS
Design of Steel MembersI. Design of Steel Members
B. Columns
Values of K
Both ends hinged One end fixed,
other end pinned
Both ends fixed
L
K = 1.0
L
K = 0.7
L
K = 0.5
One end fixed,
other end free
L
K = 2.0
Prevailing design load is axial and failure may be initiated by
overstressing of the material
buckling about the weak axis
For this reason, the equation that determine the allowable stress of
the columns is express in terms of the length and radius of gyration.
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COURSE OUTLINE
I. Design of Steel Members
A. Beams
B. Columns
Example 1
C. Connections
Example 2
II. Reinforced Concrete
B. WSD
Beam
A. Definition of Terms
Column
Examples 3, 4, & 5
C. USDBeam
Column
Examples 5 and 6
III. Building Frame System
B. Structural System
A. Code Design Criteria
C. Vertical IrregularitiesD. Plan Irregularities
IV. NSCP Provisions
B. Material Specification
A. Design Philosophy
C. Flexural Members
D. Beam-Column
E. Beam-Column Joints
F. Rebar Details
Center for the Designed Environment Profession
# 2 Matulungin Street, House of Architects BuildingTeachers Village, Quezon City 9
EXAMPLE 2
Design of Steel MembersI. Design of Steel Members
Example 2
Calculate the axial capacity of
the column shown if
a) L = 3m
b) L = 6m
Use Fy = 248 MPa, moment if
inertia I = 1.20x106mm4, and
cross-sectional area A = 1550
mm2.
L
Illustration
Solution
22EFy
Cc=
Solve the radius of gyration, r
r =I
A
r =
1.20x106
1550
r = 27.82 mm
22(200000)248
Cc=
Cc= 126.17
Solve Cc
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COURSE OUTLINE
I. Design of Steel Members
A. Beams
B. Columns
Example 1
C. Connections
Example 2
II. Reinforced Concrete
B. WSD
Beam
A. Definition of Terms
Column
Examples 3, 4, & 5
C. USDBeam
Column
Examples 5 and 6
III. Building Frame System
B. Structural System
A. Code Design Criteria
C. Vertical IrregularitiesD. Plan Irregularities
IV. NSCP Provisions
B. Material Specification
A. Design Philosophy
C. Flexural Members
D. Beam-Column
E. Beam-Column Joints
F. Rebar Details
Center for the Designed Environment Profession
# 2 Matulungin Street, House of Architects BuildingTeachers Village, Quezon City 10
EXAMPLE 2 (contd)
Design of Steel MembersI. Design of Steel Members
Example 2
Calculate the axial capacity of
the column shown if
a) L = 3m
b) L = 6m
Use Fy = 248 MPa, moment if
inertia I = 1.20x106mm4, and
area A = 1550 mm2.
L
Illustration
Solution
a) If L = 3.0 m, solve KL/r
Int. Column
=0.70(3000)
Cc= 126.17
27.82KLr
= 75.47 1.5bd= 30
> 40 mm
< 150 mm
Therefore OK!
Examples 3, 4, & 5
EXAMPLE 5 (contd)
PDL= 240 KN
PLL= 180 KN
s
COURSE OUTLINE
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COURSE OUTLINE
I. Design of Steel Members
A. Beams
B. Columns
Example 1
C. Connections
Example 2
II. Reinforced Concrete
B. WSD
Beam
A. Definition of Terms
Column
Examples 3, 4, & 5
C. USDBeam
Column
Examples 5 and 6
III. Building Frame System
B. Structural System
A. Code Design Criteria
C. Vertical Irregularities
D. Plan Irregularities
IV. NSCP Provisions
B. Material Specification
A. Design Philosophy
C. Flexural Members
D. Beam-Column
E. Beam-Column Joints
F. Rebar Details
Center for the Designed Environment Profession
# 2 Matulungin Street, House of Architects BuildingTeachers Village, Quezon City 39
C. ULTIMATE STRENGTH DESIGN
Design of Reinforced Concrete
II. Reinforced Concrete Ultimate Strength Design
x Applied Load Section Capacityis greater than 1
Load FactorsU = 1.4D + 1.7LU = 0.75[1.4D + 1.7L + 1.7W]U = 0.9D + 1.3WU = 1.1D + 1.3L + 1.1EU = 0.9D + 1.1EU = 1.4D + 1.7L + 1.7HU = 0.9D + 1.7H (if live/dead load reduces the effect of H)U = 0.75[ 1.4D + 1.4T + 1.7L ]U = 1.4[ D + T ]
Material Strength
fc= strength of concrete at strain of 0.003
fy= is the yield strength of steel
C. USD
COURSE OUTLINE
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COURSE OUTLINE
I. Design of Steel Members
A. Beams
B. Columns
Example 1
C. Connections
Example 2
II. Reinforced Concrete
B. WSD
Beam
A. Definition of Terms
Column
Examples 3, 4, & 5
C. USDBeam
Column
Examples 5 and 6
III. Building Frame System
B. Structural System
A. Code Design Criteria
C. Vertical Irregularities
D. Plan Irregularities
IV. NSCP Provisions
B. Material Specification
A. Design Philosophy
C. Flexural Members
D. Beam-Column
E. Beam-Column Joints
F. Rebar Details
Center for the Designed Environment Profession
# 2 Matulungin Street, House of Architects BuildingTeachers Village, Quezon City 40
BEAMS
Design of Reinforced Concrete
II. Reinforced ConcreteFlexure Formula
b
h
s
d
c
d - cT
C
c0.85fc
T
C
0.85fc
aa
d -a
M = T (d -a)or
Solve the internal moment capacity, M
MC= 0 +
M = C (d -a)
MT= 0 +
FH= 0 +
C = T
0.85fc ba = fyAs
0.85fca
b=
fyAs
M = (d -a)fyAs
0.85fcbfyAsM = d -fyAs
0.85fcbfyAsMu= d -fyAs
Where
Mu= is the ultimate moment capacity
As= is the area of reinforcing bar
fy= is the yield strength
d = is the effective depth
b = is the width of the beam
fc= is the compressive strength of concrete
= is the reduction factor equal to 0.90
C. USDBeam
COURSE OUTLINE
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COURSE OUTLINE
I. Design of Steel Members
A. Beams
B. Columns
Example 1
C. Connections
Example 2
II. Reinforced Concrete
B. WSD
Beam
A. Definition of Terms
Column
Examples 3, 4, & 5
C. USDBeam
Column
Examples 5 and 6
III. Building Frame System
B. Structural System
A. Code Design Criteria
C. Vertical Irregularities
D. Plan Irregularities
IV. NSCP Provisions
B. Material Specification
A. Design Philosophy
C. Flexural Members
D. Beam-Column
E. Beam-Column Joints
F. Rebar Details
Center for the Designed Environment Profession
# 2 Matulungin Street, House of Architects BuildingTeachers Village, Quezon City 41
Design of Reinforced Concrete
II. Reinforced ConcreteFlexure Formula
b
h
s
d
c
d - cT
C
c0.85fc
T
C
0.85fc
aa
d -a
act=
To ensure yielding,
bd
As max
min
max= 0.75 0.851fcfy600
fy 600+
min=1.4fy
min= 4fyfc
act= is the actual steel ratio
Where
1= 0.85 - 0.05(fc- 30) fcis in MPa
0.65
0.85
C. USDBeam
BEAMS
COURSE OUTLINE
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COURSE OUTLINE
I. Design of Steel Members
A. Beams
B. Columns
Example 1
C. Connections
Example 2
II. Reinforced Concrete
B. WSD
Beam
A. Definition of Terms
Column
Examples 3, 4, & 5
C. USDBeam
Column
Examples 5 and 6
III. Building Frame System
B. Structural System
A. Code Design Criteria
C. Vertical Irregularities
D. Plan Irregularities
IV. NSCP Provisions
B. Material Specification
A. Design Philosophy
C. Flexural Members
D. Beam-Column
E. Beam-Column Joints
F. Rebar Details
Center for the Designed Environment Profession
# 2 Matulungin Street, House of Architects BuildingTeachers Village, Quezon City 42
COLUMNS
Design of Reinforced Concrete
II. Reinforced Concrete
C. USD
Column
Formula for axially loaded column
For tied column (= 0.70)
Pult= 0.80[0.85fc(Ag- As) + fyAs]
For spiral column (= 0.75)
Pult= 0.85[0.85fc(Ag- As) + fyAs]
Where
Pultis the ultimate axial capacity
fcis the compressive strength of concrete
fyis the yield strength of steel
Agis the gross cross sectional area of column
Asis the total area of reinforcing bar
COURSE OUTLINE
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7/25/2019 Structural Design Module 2
43/94
COURSE OUTLINE
I. Design of Steel Members
A. Beams
B. Columns
Example 1
C. Connections
Example 2
II. Reinforced Concrete
B. WSD
Beam
A. Definition of Terms
Column
Examples 3, 4, & 5
C. USDBeam
Column
Examples 5 and 6
III. Building Frame System
B. Structural System
A. Code Design Criteria
C. Vertical Irregularities
D. Plan Irregularities
IV. NSCP Provisions
B. Material Specification
A. Design Philosophy
C. Flexural Members
D. Beam-Column
E. Beam-Column Joints
F. Rebar Details
Center for the Designed Environment Profession
# 2 Matulungin Street, House of Architects BuildingTeachers Village, Quezon City 43
EXAMPLE 5
Design of Reinforced Concrete
II. Reinforced Concrete
5m
Calculate the number of 20 mmreinforcing bar needed for the
beam loaded as shown below. Use
fc= 25 MPa, fy= 414 MPa, and
effective depth d = 350mm.
Figure
A
WU= 26 KN/m
RB
B
Section 250
350
Solution
Calculate the ultimate load
PDL= 20 KN
PLL= 16 KN
Pu= 1.4PDL+ 1.7 PLL
= 1.4(20) + 1.7 (16)
Pu= 55.20 KN
Wu= 26 KN/mCalculate the maximum moment
MUW=WuL2
PuL
= 81.25 KNm
81.25 69.0+
Mu= 150.25 KNm
MUP=
Due to uniform load
Due to concentrated load
=(26)(5)2
(55.2)(5)= = 69.0 KNm
Total ultimate load
Mu=
C. USD
Examples 5 and 6
COURSE OUTLINE
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COURSE OUTLINE
I. Design of Steel Members
A. Beams
B. Columns
Example 1
C. Connections
Example 2
II. Reinforced Concrete
B. WSD
Beam
A. Definition of Terms
Column
Examples 3, 4, & 5
C. USDBeam
Column
Examples 5 and 6
III. Building Frame System
B. Structural System
A. Code Design Criteria
C. Vertical Irregularities
D. Plan Irregularities
IV. NSCP Provisions
B. Material Specification
A. Design Philosophy
C. Flexural Members
D. Beam-Column
E. Beam-Column Joints
F. Rebar Details
Center for the Designed Environment Profession
# 2 Matulungin Street, House of Architects BuildingTeachers Village, Quezon City 44
EXAMPLE 5 (contd)
Design of Reinforced Concrete
II. Reinforced Concrete
5m
Calculate the number of 20 mmreinforcing bar needed for the
beam loaded as shown below. Use
fc= 25 MPa, fy= 414 MPa, and
effective depth d = 350mm.
Figure
A
WU= 26 KN/m
RB
B
Section 250
350
Solution
PDL= 20 KN
PLL= 16 KN
Solve As
0.85fcbfyAsMu= d -fyAs
1.7fcbfy
(As)2Mu -
fyAs(d) =
1.7(25) 250414 (As)2150.25x106 -
(414)350
(0.90)= As
0.0390(As)2403247 -(350)= As
0.039(As)2 403247+(350) = 0As-
As=
a b c
-b b2- 4 a c2 a
=350 3502- 4 (0.039)403247
2 (0.039)As= + 7616.89
As= + 1357.44
C. USD
Examples 5 and 6
COURSE OUTLINE
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7/25/2019 Structural Design Module 2
45/94
COURSE OUTLINE
I. Design of Steel Members
A. Beams
B. Columns
Example 1
C. Connections
Example 2
II. Reinforced Concrete
B. WSD
Beam
A. Definition of Terms
Column
Examples 3, 4, & 5
C. USDBeam
Column
Examples 5 and 6
III. Building Frame System
B. Structural System
A. Code Design Criteria
C. Vertical Irregularities
D. Plan Irregularities
IV. NSCP Provisions
B. Material Specification
A. Design Philosophy
C. Flexural Members
D. Beam-Column
E. Beam-Column Joints
F. Rebar Details
Center for the Designed Environment Profession
# 2 Matulungin Street, House of Architects BuildingTeachers Village, Quezon City 45
EXAMPLE 5 (contd)
Design of Reinforced Concrete
II. Reinforced Concrete
5m
Calculate the number of 20 mmreinforcing bar needed for the
beam loaded as shown below. Use
fc= 25 MPa, fy= 414 MPa, and
effective depth d = 350mm.
Figure
A
WU= 26 KN/m
RB
B
Section 250
350
Solution
PDL= 20 KN
PLL= 16 KN
Solving for the number of bars
n =AsAb
=1357.44
d24
n = 4.3 Say 5 - 20 mm
1357.44(20)2
4
=
Check ductility limit
act= b dAs
max= 0.75 0.85 1fcfy
600fy 600+
min=1.4fy
min= 4fyfc
=250 (350)
5(314)
act= 0.0179
max= 0.75 0.85 (0.85)25
414
(600)
414 600+max= 0.0194 > actok!1.4414
= = 0.003 < actok!
=4(414)25
= 0.003 < actok!
C. USD
Examples 5 and 6
COURSE OUTLINE
D i f R i f d C
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7/25/2019 Structural Design Module 2
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COURSE OUTLINE
I. Design of Steel Members
A. Beams
B. Columns
Example 1
C. Connections
Example 2
II. Reinforced Concrete
B. WSD
Beam
A. Definition of Terms
Column
Examples 3, 4, & 5
C. USDBeam
Column
Examples 5 and 6
III. Building Frame System
B. Structural System
A. Code Design Criteria
C. Vertical Irregularities
D. Plan Irregularities
IV. NSCP Provisions
B. Material Specification
A. Design Philosophy
C. Flexural Members
D. Beam-Column
E. Beam-Column Joints
F. Rebar Details
Center for the Designed Environment Profession
# 2 Matulungin Street, House of Architects BuildingTeachers Village, Quezon City 46
EXAMPLE 6
Design of Reinforced Concrete
II. Reinforced Concrete
C. USD
Examples 5 and 6
Design a square column using 20mmreinforcing bar if PDL= 240 KNand PLL= 180 KN. Use fc= 25 MPa, fy= 276 MPa, = 3%, and 10 mmdiameter ties.
Solution
Solve the ultimate load Pult
Pult= 1.4PDL 1.7PLL+
= 1.4(240) 1.7(180)+Pult= 642 KN
From axial load formula
Pult 0.80[0.85fc(Ag- As) + fyAs]
642x103
(0.8)(0.7)[(0.85) (25) (h2
- 0.03h2
)+ (276) (0.03h2)]
642x103(0.56) [ (21.25) (0.97) h2+ 8.28]
h = 199.20 say 200 mm
Figure
b = h
h
PDL= 240 KN
PLL= 180 KN
s
Ag= h2
= As/AgAs= 0.03Ag
COURSE OUTLINE
D i f R i f d C t
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I. Design of Steel Members
A. Beams
B. Columns
Example 1
C. Connections
Example 2
II. Reinforced Concrete
B. WSD
Beam
A. Definition of Terms
Column
Examples 3, 4, & 5
C. USDBeam
Column
Examples 5 and 6
III. Building Frame System
B. Structural System
A. Code Design Criteria
C. Vertical Irregularities
D. Plan Irregularities
IV. NSCP Provisions
B. Material Specification
A. Design Philosophy
C. Flexural Members
D. Beam-Column
E. Beam-Column Joints
F. Rebar Details
Center for the Designed Environment Profession
# 2 Matulungin Street, House of Architects BuildingTeachers Village, Quezon City 47
EXAMPLE 6 (contd)
Design of Reinforced Concrete
II. Reinforced Concrete
C. USD
Examples 5 and 6
Design a square column using 20mmreinforcing bar if PDL= 240 KNand PLL= 180 KN. Use fc= 25 MPa, fy= 276 MPa, = 3%, and 10 mmdiameter ties.
Solution
Solve number of bars, Ag= 200x200
Pult 0.80[0.85fc(Ag- As) + fyAs]642x103(0.8)(0.7)[(0.85) (25) (2002- As)
+ (276) As]
642x103(0.56) [ 21.25 +(2002- As) 276 As]
642x10311.9 +(2002- As) 154.56 As
642x103
11.9 +(2002
) - 11.9As 154.56 AsAs= 1163.6 mm2
# of bars =Asd2
=1163.6(20)2
# of bars = 3.7 say 4 pcs
Figure
b = h
h
PDL= 240 KN
PLL= 180 KN
s
Ag= h2
= As/AgAs= 0.03Ag
COURSE OUTLINE
B ildi F S t
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I. Design of Steel Members
A. Beams
B. Columns
Example 1
C. Connections
Example 2
II. Reinforced Concrete
B. WSD
Beam
A. Definition of Terms
Column
Examples 3, 4, & 5
C. USDBeam
Column
Examples 5 and 6
III. Building Frame System
B. Structural System
A. Code Design Criteria
C. Vertical Irregularities
D. Plan Irregularities
IV. NSCP Provisions
B. Material Specification
A. Design Philosophy
C. Flexural Members
D. Beam-Column
E. Beam-Column Joints
F. Rebar Details
Center for the Designed Environment Profession
# 2 Matulungin Street, House of Architects Building
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A. CODE DESIGN CRITERIA
Procedure and Limitations for the Design of Structures
Zoning - Indicate the effective peak ground acceleration
0.40g for Zone 4
0.20g for Zone 2
Site Characteristic
A factor greater than or equal to 1.0 introduce to the baseshear formula to account for the variability of soil conditions.
Occupancy
A factor greater than or equal to 1.0 introduce to the base
shear formula to account for the importance of the structure
Configuration
Implies the type of plan and vertical irregularity
Structural System and Height
Implies the response of the building under lateral load
Building Frame Systems
III. Building Frame System
A. Code Design Criteria
COURSE OUTLINE
B ildi F S t
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7/25/2019 Structural Design Module 2
49/94
I. Design of Steel Members
A. Beams
B. Columns
Example 1
C. Connections
Example 2
II. Reinforced Concrete
B. WSD
Beam
A. Definition of Terms
Column
Examples 3, 4, & 5
C. USDBeam
Column
Examples 5 and 6
III. Building Frame System
B. Structural System
A. Code Design Criteria
C. Vertical Irregularities
D. Plan Irregularities
IV. NSCP Provisions
B. Material Specification
A. Design Philosophy
C. Flexural Members
D. Beam-Column
E. Beam-Column Joints
F. Rebar Details
Center for the Designed Environment Profession
# 2 Matulungin Street, House of Architects Building
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A. CODE DESIGN CRITERIA
Two Major Parameters in the Selection of Design Criteria
Occupancy
Structural Configuration
Four Categories of Occupancy
Essential Facilities
Occupancies having surgery and emergency treatment areasFire and police stations
Garages and shelters for emergency vehicles and emergency
aircraft
Structures and shelters in emergency preparedness centers
Aviation control towers
Structures and equipment in communication centers and other
facilities required for emergency response
Standby power-generating equipment for Category 1 facilities
Tanks and other structures containing housing or supporting
water or fire-suppression material or equipment required for
the protection of category I, II or III structures.
Building Frame Systems
III. Building Frame System
A. Code Design Criteria
COURSE OUTLINE
B ildi F S t
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I. Design of Steel Members
A. Beams
B. Columns
Example 1
C. Connections
Example 2
II. Reinforced Concrete
B. WSD
Beam
A. Definition of Terms
Column
Examples 3, 4, & 5
C. USDBeam
Column
Examples 5 and 6
III. Building Frame System
B. Structural System
A. Code Design Criteria
C. Vertical Irregularities
D. Plan Irregularities
IV. NSCP Provisions
B. Material Specification
A. Design Philosophy
C. Flexural Members
D. Beam-Column
E. Beam-Column Joints
F. Rebar Details
Center for the Designed Environment Profession
# 2 Matulungin Street, House of Architects Building
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A. CODE DESIGN CRITERIA
Four Categories of OccupancyHazardous Facilities
Occupancies and structures therein housing or supporting
toxic or explosive chemicals or substances
Non-building structures housing, supporting or containing
quantities of toxic or explosive substances.
Special FacilitiesBuildings with an assembly room with an occupant capacity >1000
Educational buildings with a capacity of 300 or more students
Buildings used for college or adult education with a capacity > 500
Institutional buildings with 50 or more incapacitated patients, but
not included in Category I
Mental hospitals, sanitariums, jails, prison and other buildings
where personal liberties of inmates are similarly restrainedAll structures with an occupancy 5,000 or more persons
Structures and equipment in power-generating stations and other
public utility facilities not included in Category I or Category II
above, and required for continued operation.
Building Frame Systems
III. Building Frame System
A. Code Design Criteria
COURSE OUTLINE
B ildi F S t
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51/94
I. Design of Steel Members
A. Beams
B. Columns
Example 1
C. Connections
Example 2
II. Reinforced Concrete
B. WSD
Beam
A. Definition of Terms
Column
Examples 3, 4, & 5
C. USDBeam
Column
Examples 5 and 6
III. Building Frame System
B. Structural System
A. Code Design Criteria
C. Vertical Irregularities
D. Plan Irregularities
IV. NSCP Provisions
B. Material Specification
A. Design Philosophy
C. Flexural Members
D. Beam-Column
E. Beam-Column Joints
F. Rebar Details
Center for the Designed Environment Profession
# 2 Matulungin Street, House of Architects Building
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A. CODE DESIGN CRITERIA
Four Categories of Occupancy
Standard FacilitiesAll structures housing occupancies or having functioned not
listed in Category I, II or III above and Category V below.
Miscellaneous Facilities
Private garages, carports, sheds, agricultural buildings, andfences over 1.8 meters high.
Building Frame Systems
III. Building Frame System
A. Code Design Criteria
COURSE OUTLINE
B ildi F S t
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7/25/2019 Structural Design Module 2
52/94
I. Design of Steel Members
A. Beams
B. Columns
Example 1
C. Connections
Example 2
II. Reinforced Concrete
B. WSD
Beam
A. Definition of Terms
Column
Examples 3, 4, & 5
C. USDBeam
Column
Examples 5 and 6
III. Building Frame System
B. Structural System
A. Code Design Criteria
C. Vertical Irregularities
D. Plan Irregularities
IV. NSCP Provisions
B. Material Specification
A. Design Philosophy
C. Flexural Members
D. Beam-Column
E. Beam-Column Joints
F. Rebar Details
Center for the Designed Environment Profession
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Description of Lateral Force Height
Resisting System Limit (Z4)
B. BASIC STRUCTURAL SYSTEM
1. Bearing Wall System
a structural system without a complete vertical load-carrying space
frame. Bearing walls or bracing systems provide support for all or
most gravity loads. Resistance to lateral load is provided by shear
walls or brace frame.
Illustration
1. Light-framed walls with shear panels
Wood structural Panels -------------------------------- 20
All other light-framed walls ---------------------------- 20
2. Shear wall
Concrete --------------------------------------------------- 50
Masonry ---------------------------------------------------- 50
3. Light steel-framed bearing walls tension bracing --- 20
4. Braced frames where bracing carries gravity load
Steel -------------------------------------------------------- 50
Concrete --------------------------------------------------- ***
Heavy Timber -------------------------------------------- 20
Building Frame Systems
III. Building Frame System
B. Structural System
COURSE OUTLINE
B ildi F S t
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7/25/2019 Structural Design Module 2
53/94
I. Design of Steel Members
A. Beams
B. Columns
Example 1
C. Connections
Example 2
II. Reinforced Concrete
B. WSD
Beam
A. Definition of Terms
Column
Examples 3, 4, & 5
C. USDBeam
Column
Examples 5 and 6
III. Building Frame System
B. Structural System
A. Code Design Criteria
C. Vertical Irregularities
D. Plan Irregularities
IV. NSCP Provisions
B. Material Specification
A. Design Philosophy
C. Flexural Members
D. Beam-Column
E. Beam-Column Joints
F. Rebar Details
Center for the Designed Environment Profession
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2. Building Frame System
a structural system with an essentially complete space frame
providing support for gravity loads. Resistance to lateral load is
provided by shear walls or brace frames.
Illustration Description of Lateral Force HeightResisting System Limit (Z4)
1. Steel eccentrically braced frame ------------------------ 75
2. Light-framed walls with shear panels
Wood structural Panels -------------------------------- 20
All other light-framed walls ---------------------------- 20
3. Shear wall
Concrete --------------------------------------------------- 75
Masonry ---------------------------------------------------- 50
4. Ordinary braced frame
Steel -------------------------------------------------------- 50
Concrete --------------------------------------------------- ***
Heavy timber --------------------------------------------- 20
5. Special concentrically steel braced frame ------------ 75
Building Frame Systems
B. BASIC STRUCTURAL SYSTEM
III. Building Frame System
B. Structural System
COURSE OUTLINE
B ilding Frame S stems
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I. Design of Steel Members
A. Beams
B. Columns
Example 1
C. Connections
Example 2
II. Reinforced Concrete
B. WSD
Beam
A. Definition of Terms
Column
Examples 3, 4, & 5
C. USDBeam
Column
Examples 5 and 6
III. Building Frame System
B. Structural System
A. Code Design Criteria
C. Vertical Irregularities
D. Plan Irregularities
IV. NSCP Provisions
B. Material Specification
A. Design Philosophy
C. Flexural Members
D. Beam-Column
E. Beam-Column Joints
F. Rebar Details
Center for the Designed Environment Profession
# 2 Matulungin Street, House of Architects Building
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3. Moment-Resisting Frame System
a structural system with essentially complete space frame providing
support for gravity loads. Resistance to lateral load is provided
primarily by flexural action of members.
Illustration Description of Lateral Force HeightResisting System Limit (Z4)
1. Special moment-resisting frame
Steel -------------------------------------------------------- NL
Concrete --------------------------------------------------- NL
2. Masonry moment-resisting walls frame --------------- 50
3. Concrete intermediate moment-resisting frame ----- ***
4. Ordinary moment-resisting frame
Steel -------------------------------------------------------- 50Concrete --------------------------------------------------- ***
5. Special truss moment frames of steel ----------------- 75
Building Frame Systems
III. Building Frame System
B. Structural System
B. BASIC STRUCTURAL SYSTEM
COURSE OUTLINE
Building Frame Systems
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I. Design of Steel Members
A. Beams
B. Columns
Example 1
C. Connections
Example 2
II. Reinforced Concrete
B. WSD
Beam
A. Definition of Terms
Column
Examples 3, 4, & 5
C. USDBeam
Column
Examples 5 and 6
III. Building Frame System
B. Structural System
A. Code Design Criteria
C. Vertical Irregularities
D. Plan Irregularities
IV. NSCP Provisions
B. Material Specification
A. Design Philosophy
C. Flexural Members
D. Beam-Column
E. Beam-Column Joints
F. Rebar Details
Center for the Designed Environment Profession
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4. Dual Systemis a combination of moment-resisting frames & shear walls or braced
frames. Moment-resisting frame shall be designed to resist 25 % of the
base shear & 75 % for the
shear walls/braced frame.
Illustration
Description of Lateral Force Height
Resisting System Limit (Z4)1. Shear wall
Concrete with SMRF ------------------------------------ NL
Concrete with steel OMRF or concrete IMRF ---- 50
Masonry with SMRF or steel OMRF ---------------- 50Masonry with concrete IMRF ------------------------- ***
Masonry with masonry MMRWF --------------------- 50
2. Steel eccentrically braced frame
With steel SMRF ----------------------------------------- NL
With steel OMRF ---------------------------------------- 50
3. Ordinary braced frame
Steel with steel SMRF ---------------------------------- NLSteel with steel OMRF ---------------------------------- 50
Concrete w/ concrete SMRF or concrete IMRF -- ***
4. Special concentrically braced frame
Steel with steel SMRF ---------------------------------- NL
Steel with steel OMRF ---------------------------------- 50
Building Frame Systems
III. Building Frame System
B. Structural System
B. BASIC STRUCTURAL SYSTEM
COURSE OUTLINE
Building Frame Systems
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I. Design of Steel Members
A. Beams
B. Columns
Example 1
C. Connections
Example 2
II. Reinforced Concrete
B. WSD
Beam
A. Definition of Terms
Column
Examples 3, 4, & 5
C. USDBeam
Column
Examples 5 and 6
III. Building Frame System
B. Structural System
A. Code Design Criteria
C. Vertical Irregularities
D. Plan Irregularities
IV. NSCP Provisions
B. Material Specification
A. Design Philosophy
C. Flexural Members
D. Beam-Column
E. Beam-Column Joints
F. Rebar Details
Center for the Designed Environment Profession
# 2 Matulungin Street, House of Architects Building
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5. Cantilevered Column Building System
a structural system relying on cantilevered column elements for
lateral resistance.
Illustration
Description of Lateral Force Height
Resisting System Limit (Z4)
Cantilevered column elements -------------------------- 10
Building Frame Systems
III. Building Frame System
B. Structural System
B. BASIC STRUCTURAL SYSTEM
COURSE OUTLINE
Building Frame Systems
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57/94
I. Design of Steel Members
A. Beams
B. Columns
Example 1
C. Connections
Example 2
II. Reinforced Concrete
B. WSD
Beam
A. Definition of Terms
Column
Examples 3, 4, & 5
C. USD
Beam
Column
Examples 5 and 6
III. Building Frame System
B. Structural System
A. Code Design Criteria
C. Vertical Irregularities
D. Plan Irregularities
IV. NSCP Provisions
B. Material Specification
A. Design Philosophy
C. Flexural Members
D. Beam-Column
E. Beam-Column Joints
F. Rebar Details
Center for the Designed Environment Profession
# 2 Matulungin Street, House of Architects Building
Teachers Village, Quezon City 57
6. Shear Wall-Frame Interactive System
a combination of shear walls and frames designed to resist lateral
forces in proportion to their relative rigidities, considering interaction
between shear walls and frames on all levels.
Illustration
Description of Lateral Force Height
Resisting System Limit (Z4)
Concrete ------------------------------------- 50
Building Frame Systems
III. Building Frame System
B. Structural System
B. BASIC STRUCTURAL SYSTEM
COURSE OUTLINE
Building Frame Systems
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I. Design of Steel Members
A. Beams
B. Columns
Example 1
C. Connections
Example 2
II. Reinforced Concrete
B. WSD
Beam
A. Definition of Terms
Column
Examples 3, 4, & 5
C. USD
Beam
Column
Examples 5 and 6
III. Building Frame System
B. Structural System
A. Code Design Criteria
C. Vertical Irregularities
D. Plan Irregularities
IV. NSCP Provisions
B. Material Specification
A. Design Philosophy
C. Flexural Members
D. Beam-Column
E. Beam-Column Joints
F. Rebar Details
Center for the Designed Environment Profession
# 2 Matulungin Street, House of Architects Building
Teachers Village, Quezon City 58
1. Stiffness Irregularity / Soft Storyis one in which the lateral stiffness is less than 70 percent of that in
the story above or less than 80 percent of the average stiffness of the
three stories above.
Illustration
Soft
story
Soft Story stiffness < 70% of story stiffness above
Soft Story stiffness < 80% of average stiffness 3 stories above
Soft
story
Soft
story
Braced frame Shear wall Stiff column
Note: Need not be considered if the story drift under the lateral force is less than 1.3 times the story drift above
C. VERTICAL STRUCTURAL IRREGULATITIES
Building Frame Systems
III. Building Frame System
C. Vertical Irregularities
COURSE OUTLINE
Building Frame Systems
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I. Design of Steel Members
A. Beams
B. Columns
Example 1
C. Connections
Example 2
II. Reinforced Concrete
B. WSD
Beam
A. Definition of Terms
Column
Examples 3, 4, & 5
C. USD
Beam
Column
Examples 5 and 6
III. Building Frame System
B. Structural System
A. Code Design Criteria
C. Vertical Irregularities
D. Plan Irregularities
IV. NSCP Provisions
B. Material Specification
A. Design Philosophy
C. Flexural Members
D. Beam-Column
E. Beam-Column Joints
F. Rebar Details
Center for the Designed Environment Profession
# 2 Matulungin Street, House of Architects Building
Teachers Village, Quezon City 59
2. Weight (mass) Irregularitymass irregularity shall be considered to exist where the effective
mass of any story is more than 150 percent of the effective mass of
an adjacent story. A roof that is lighter than the floor below need not
be considered.
Illustration
Story mass > 150% of the mass of adjacent story
HEAVY
MASS
HEAVY MASS
HEAVY MASS
HEAVY MASS
Note: Need not be considered if the story drift under the lateral force is less than 1.3 times the story drift above
C. VERTICAL STRUCTURAL IRREGULATITIES
Building Frame Systems
III. Building Frame System
C. Vertical Irregularities
COURSE OUTLINE
Building Frame Systems
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60/94
I. Design of Steel Members
A. Beams
B. Columns
Example 1
C. Connections
Example 2
II. Reinforced Concrete
B. WSD
Beam
A. Definition of Terms
Column
Examples 3, 4, & 5
C. USD
Beam
Column
Examples 5 and 6
III. Building Frame System
B. Structural System
A. Code Design Criteria
C. Vertical Irregularities
D. Plan Irregularities
IV. NSCP Provisions
B. Material Specification
A. Design Philosophy
C. Flexural Members
D. Beam-Column
E. Beam-Column Joints
F. Rebar Details
Center for the Designed Environment Profession
# 2 Matulungin Street, House of Architects Building
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3. Vertical Geometric Irregularity
vertical geometric irregularity shall be considered to exist where the
horizontal dimension of the lateral-force-resisting system in any story is
more than 130 percent of that in an adjacent story. One-story penthouses
need not be considered.
Illustration
Story dimension > 130% of the dimension of adjacent story
Building Frame Systems
III. Building Frame System
C. Vertical Irregularities
C. VERTICAL STRUCTURAL IRREGULATITIES
COURSE OUTLINE
Building Frame Systems
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I. Design of Steel Members
A. Beams
B. Columns
Example 1
C. Connections
Example 2
II. Reinforced Concrete
B. WSD
Beam
A. Definition of Terms
Column
Examples 3, 4, & 5
C. USD
Beam
Column
Examples 5 and 6
III. Building Frame System
B. Structural System
A. Code Design Criteria
C. Vertical Irregularities
D. Plan Irregularities
IV. NSCP Provisions
B. Material Specification
A. Design Philosophy
C. Flexural Members
D. Beam-Column
E. Beam-Column Joints
F. Rebar Details
Center for the Designed Environment Profession
# 2 Matulungin Street, House of Architects Building
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4. In-Plane Discontinuity in Vertical Lateral-Force-Resisting Element
an in-plane offset of the lateral-load-resisting elements greater than
the length of those elements.
IllustrationShear wall
Braced frameShear wall
Building Frame Systems
III. Building Frame System
C. Vertical Irregularities
C. VERTICAL STRUCTURAL IRREGULATITIES
COURSE OUTLINE
Building Frame Systems
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62/94
I. Design of Steel Members
A. Beams
B. Columns
Example 1
C. Connections
Example 2
II. Reinforced Concrete
B. WSD
Beam
A. Definition of Terms
Column
Examples 3, 4, & 5
C. USD
Beam
Column
Examples 5 and 6
III. Building Frame System
B. Structural System
A. Code Design Criteria
C. Vertical Irregularities
D. Plan Irregularities
IV. NSCP Provisions
B. Material Specification
A. Design Philosophy
C. Flexural Members
D. Beam-Column
E. Beam-Column Joints
F. Rebar Details
Center for the Designed Environment Profession
# 2 Matulungin Street, House of Architects Building
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5. Discontinuity in Capacity / Weak Storya weak story is one in which the story strength is less than 80 percent
of that in the story above. The story strength is the total strength of all
seismic-resisting elements sharing the story for the direction under
consideration.
Illustration
weak
story
weak
story
weak
story
Shear wall Braced frame Shear wall
Story strength < 80% of the story strength above
Building Frame Systems
III. Building Frame System
C. Vertical Irregularities
C. VERTICAL STRUCTURAL IRREGULATITIES
COURSE OUTLINE
Building Frame Systems
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63/94
I. Design of Steel Members
A. Beams
B. Columns
Example 1
C. Connections
Example 2
II. Reinforced Concrete
B. WSD
Beam
A. Definition of Terms
Column
Examples 3, 4, & 5
C. USD
Beam
Column
Examples 5 and 6
III. Building Frame System
B. Structural System
A. Code Design Criteria
C. Vertical Irregularities
D. Plan Irregularities
IV. NSCP Provisions
B. Material Specification
A. Design Philosophy
C. Flexural Members
D. Beam-Column
E. Beam-Column Joints
F. Rebar Details
Center for the Designed Environment Profession
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D. PLAN STRUCTURAL IRREGULARITIES
1. Torsional Irregularity (to be considered if diaphragm is not flexible)
torsional irregularly shall be considered to exist when the maximum
story drift, computed including accidental torsion, at one end of the
structure transverse to an axis is more than 1.2 times the average of
the story drifts of the two ends of the structure.
Illustration
1
1
2
2
2> 1.20(1+ 2)/2
P
M
Building Frame Systems
III. Building Frame System
D. Plan Irregularities
COURSE OUTLINE
Building Frame Systems
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I. Design of Steel Members
A. Beams
B. Columns
Example 1
C. Connections
Example 2
II. Reinforced Concrete
B. WSD
Beam
A. Definition of Terms
Column
Examples 3, 4, & 5
C. USD
Beam
Column
Examples 5 and 6
III. Building Frame System
B. Structural System
A. Code Design Criteria
C. Vertical Irregularities
D. Plan Irregularities
IV. NSCP Provisions
B. Material Specification
A. Design Philosophy
C. Flexural Members
D. Beam-Column
E. Beam-Column Joints
F. Rebar Details
Center for the Designed Environment Profession
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2. Re-Entrant Corners
plan configurations of a structure and its lateral-force-resisting system
contain re-entrant corners, where both projections of the structure
beyond a re-entrant corner are greater than 15 percent of the plan
dimension of the structure in the given direction.
Illustration
L
B
>
0.1
5B
> 0.15L
Re-entrant corner
Building Frame Systems
D. PLAN STRUCTURAL IRREGULARITIES
III. Building Frame System
D. Plan Irregularities
COURSE OUTLINE
Building Frame Systems
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I. Design of Steel Members
A. Beams
B. Columns
Example 1
C. Connections
Example 2
II. Reinforced Concrete
B. WSD
Beam
A. Definition of Terms
Column
Examples 3, 4, & 5
C. USD
Beam
Column
Examples 5 and 6
III. Building Frame System
B. Structural System
A. Code Design Criteria
C. Vertical Irregularities
D. Plan Irregularities
IV. NSCP Provisions
B. Material Specification
A. Design Philosophy
C. Flexural Members
D. Beam-Column
E. Beam-Column Joints
F. Rebar Details
Center for the Designed Environment Profession
# 2 Matulungin Street, House of Architects Building
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3. Diaphragm Discontinuity
diaphragm with abrupt discontinuities or variations in stiffness,
including those having cutout or open areas greater than 50 percent of
the gross enclosed area of the diaphragm, or changes in effective
diaphragm stiffness or more than 50 percent from one story to the
next.
Illustration
L
B
Diaphragm discontinuity
Building Frame Systems
III. Building Frame System
D. Plan Irregularities
D. PLAN STRUCTURAL IRREGULARITIES
COURSE OUTLINE
Building Frame Systems
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I. Design of Steel Members
A. Beams
B. Columns
Example 1
C. Connections
Example 2
II. Reinforced Concrete
B. WSD
Beam
A. Definition of Terms
Column
Examples 3, 4, & 5
C. USD
Beam
Column
Examples 5 and 6
III. Building Frame System
B. Structural System
A. Code Design Criteria
C. Vertical Irregularities
D. Plan Irregularities
IV. NSCP Provisions
B. Material Specification
A. Design Philosophy
C. Flexural Members
D. Beam-Column
E. Beam-Column Joints
F. Rebar Details
Center for the Designed Environment Profession
# 2 Matulungin Street, House of Architects Building
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4. Out-of-Plane Offsets
discontinuities in a lateral force path, such as out-of-plane offsets of
the vertical elements.
IllustrationLateral-load-resisting
element
Lateral-load-resisting
element
Building Frame Systems
III. Building Frame System
D. Plan Irregularities
D. PLAN STRUCTURAL IRREGULARITIES
COURSE OUTLINE
Building Frame Systems
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67/94
I. Design of Steel Members
A. Beams
B. Columns
Example 1
C. Connections
Example 2
II. Reinforced Concrete
B. WSD
Beam
A. Definition of Terms
Column
Examples 3, 4, & 5
C. USD
Beam
Column
Examples 5 and 6
III. Building Frame System
B. Structural System
A. Code Design Criteria
C. Vertical Irregularities
D. Plan Irregularities
IV. NSCP Provisions
B. Material Specification
A. Design Philosophy
C. Flexural Members
D. Beam-Column
E. Beam-Column Joints
F. Rebar Details
Center for the Designed Environment Profession
# 2 Matulungin Street, House of Architects Building
Teachers Village, Quezon City 67
5. Nonparallel System
the vertical lateral-load-resisting elements are not parallel to or symmetric
about the major orthogonal axes of the lateral-force systems.
Illustration
Lateral-load-resisting
element
Lateral-load-resisting
element
Building Frame Systems
III. Building Frame System
D. Plan Irregularities
D. PLAN STRUCTURAL IRREGULARITIES
COURSE OUTLINE
NSCP Provisions for RC Members
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7/25/2019 Structural Design Module 2
68/94
I. Design of Steel Members
A. Beams
B. Columns
Example 1
C. Connections
Example 2
II. Reinforced Concrete
B. WSD
Beam
A. Definition of Terms
Column
Examples 3, 4, & 5
C. USD
Beam
Column
Examples 5 and 6
III. Building Frame System
B. Structural System
A. Code Design Criteria
C. Vertical Irregularities
D. Plan Irregularities
IV. NSCP Provisions
B. Material Specification
A. Design Philosophy
C. Flexural Members
D. Beam-Column
E. Beam-Column Joints
F. Rebar Details
Center for the Designed Environment Profession
# 2 Matulungin Street, House of Architects Building
Teachers Village, Quezon City 68
NSCP Provisions for RC Members
A. DESIGN PHILOSOPHY
The NSCP C101-01 Section 421 contains special requirement
for the design of RC members that are part of the lateral
resisting frame subjected to earthquake motions.
These requirements were established based on the profound
engineering experiences and experiments to ensure good
performance of the structure during earthquakes.
It provides requirements to mitigate earthquake stresses by
increasing the ductility of the structure through the confinement
of concrete with reinforcing steel where plastic hinging mayoccur.
IV. NSCP Provisions
A. Design Philosophy
COURSE OUTLINE
NSCP Provisions for RC Members
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7/25/2019 Structural Design Module 2
69/94
I. Design of Steel Members
A. Beams
B. Columns
Example 1
C. Connections
Example 2
II. Reinforced Concrete
B. WSD
Beam
A. Definition of Terms
Column
Examples 3, 4, & 5
C. USD
Beam
Column
Examples 5 and 6
III. Building Frame System
B. Structural System
A. Code Design Criteria
C. Vertical Irregularities
D. Plan Irregularities
IV. NSCP Provisions
B. Material Specification
A. Design Philosophy
C. Flexural Members
D. Beam-Column
E. Beam-Column Joints
F. Rebar Details
Center for the Designed Environment Profession
# 2 Matulungin Street, House of Architects Building
Teachers Village, Quezon City 69
A. DESIGN PHILOSOPHY
The NSCP C101-01 Section 421 contains special requirement
for the design of RC members that are part of the lateral
resisting frame subjected to earthquake motions.
These requirements were established based on the profound
engineering experiences and experiments to ensure good
performance of the structure during earthquakes.
It provides requirements to mitigate earthquake stresses by
increasing the ductility of the structure through the confinement
of concrete with reinforcing steel where plastic hinging may
occur.
NSCP Provisions for RC Members
IV. NSCP Provisions
A. Design Philosophy
COURSE OUTLINE
NSCP Provisions for RC Members
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7/25/2019 Structural Design Module 2
70/94
I. Design of Steel Members
A. Beams
B. Columns
Example 1
C. Connections
Example 2
II. Reinforced Concrete
B. WSD
Beam
A. Definition of Terms
Column
Examples 3, 4, & 5
C. USD
Beam
Column
Examples 5 and 6
III. Building Frame System
B. Structural System
A. Code Design Criteria
C. Vertical Irregularities
D. Plan Irregularities
IV. NSCP Provisions
B. Material Specification
A. Design Philosophy
C. Flexural Members
D. Beam-Column
E. Beam-Column Joints
F. Rebar Details
Center for the Designed Environment Profession
# 2 Matulungin Street, House of Architects Building
Teachers Village, Quezon City 70
A. DESIGN PHILOSOPHY
Reinforced concrete structures in high seismic risk must have:
Strength, Ductility, Toughness
The performance criteria of RC members resisting earthquake:
Serviceability Limit State - material remains in the elasticrange and no damage is expected.
Minor - Magnitude 1 - 4 < 10 yrs
Control Limit - some yielding may occur and may have minor
structural damage.
Moderate - Mag. 4 - 6 -10-20 years Survival Limit State - inelastic behavior and may have major
structural damage.
Major - Magnitude 7 and up - 100-500 years
NSCP Provisions for RC Members
IV. NSCP Provisions
A. Design Philosophy
COURSE OUTLINE
NSCP Provisions for RC Members
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7/25/2019 Structural Design Module 2
71/94
I. Design of Steel Members
A. Beams
B. Columns
Example 1
C. Connections
Example 2
II. Reinforced Concrete
B. WSD
Beam
A. Definition of Terms
Column
Examples 3, 4, & 5
C. USD
Beam
Column
Examples 5 and 6
III. Building Frame System
B. Structural System
A. Code Design Criteria
C. Vertical Irregularities
D. Plan Irregularities
IV. NSCP Provisions
B. Material Specification
A. Design Philosophy
C. Flexural Members
D. Beam-Column
E. Beam-Column Joints
F. Rebar Details
Center for the Designed Environment Profession
# 2 Matulungin Street, House of Architects Building
Teachers Village, Quezon City 71
SCOPE
Section 421 contains special requirements for design and
construction of RC members of a structure for which the design
forces, related to earthquake motions, have been determined
based on energy dissipation in the nonlinear range of response.
A. DESIGN PHILOSOPHY
L
oad,
P
Deformation,
Elastic
Sway Deformation
Force-Displacement Relat ionship Elast ic vs Inelast ic Respo nse
Actual
Code
P
Failure
NSCP Provisions for RC Members
IV. NSCP Provisions
A. Design Philosophy
COURSE OUTLINE
NSCP Provisions for RC Members
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7/25/2019 Structural Design Module 2
72/94
I. Design of Steel Members
A. Beams
B. Columns
Example 1
C. Connections
Example 2
II. Reinforced Concrete
B. WSD
Beam
A. Definition of Terms
Column
Examples 3, 4, & 5
C. USD
Beam
Column
Examples 5 and 6
III. Building Frame System
B. Structural System
A. Code Design Criteria
C. Vertical Irregularities
D. Plan Irregularities
IV. NSCP Provisions
B. Material Specification
A. Design Philosophy
C. Flexural Members
D. Beam-Column
E. Beam-Column Joints
F. Rebar Details
Center for the Designed Environment Profession
# 2 Matulungin Street, House of Architects Building
Teachers Village, Quezon City 72
B. MATERIAL SPECIFICATION
LIMITATIONS ON MATERIAL STRENGTH
Concrete compressive strength
f'c 21 MPa
f'c 17 MPa may be use for footings
Steel reinforcement:
ASTM A706M
Low-alloy steel deformed bars (Grade 60)
welding and bending is important
ASTM A615M Grade 275 and Grade 420 are allowed if fu/fy1.25
Actual fy(specified fy+ 120 MPa) - retests shall notexceed 20 MPa
NSCP Provisions for RC Members
IV. NSCP Provisions
B. Material Specification
COURSE OUTLINE
NSCP Provisions for RC Members
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7/25/2019 Structural Design Module 2
73/94
I. Design of Steel Members
A. Beams
B. Columns
Example 1
C. Connections
Example 2
II. Reinforced Concrete
B. WSD
Beam
A. Definition of Terms
Column
Examples 3, 4, & 5
C. USD
Beam
Column
Examples 5 and 6
III. Building Frame System
B. Structural System
A. Code Design Criteria
C. Vertical Irregularities
D. Plan Irregularities
IV. NSCP Provisions
B. Material Specification
A. Design Philosophy
C. Flexural Members
D. Beam-Column
E. Beam-Column Joints
F. Rebar Details
Center for the Designed Environment Profession
# 2 Matulungin Street, House of Architects Building
Teachers Village, Quezon City 73
SCOPE
The following requirements
shall apply to members that:
Frame membersresisting earthquake
induced forces
Factored axial loadproportioned to resist
flexure, Pu0.1f'cAg
C. FLEXURAL MEMBERS
LIMITS ON SECTION
AND OR DIMENSION
Clear span, L 4d (bw/ H) 0.3
bw250 mm
bwB + 1.5H
Side Elevation
Cross-Section
d H
L
B
bw
H
NSCP Provisions for RC Members
IV. NSCP Provisions
C. Flexural Members
COURSE OUTLINE
I D i f St l M bNSCP Provisions for RC Members
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7/25/2019 Structural Design Module 2
74/94
I. Design of Steel Members
A. Beams
B. Columns
Example 1
C. Connections
Example 2
II. Reinforced Concrete
B. WSD
Beam
A. Definition of Terms
Column
Examples 3, 4, & 5
C. USD
Beam
Column
Examples 5 and 6
III. Building Frame System
B. Structural System
A. Code Design Criteria
C. Vertical Irregularities
D. Plan Irregularities
IV. NSCP Provisions
B. Material Specification
A. Design Philosophy
C. Flexural Members
D. Beam-Column
E. Beam-Column Joints
F. Rebar Details
Center for the Designed Environment Profession
# 2 Matulungin Street, House of Architects Building
Teachers Village, Quezon City 74
C. FLEXURAL MEMBERS
LONGITUDINAL REINFORCEMENT
Asrequired in the analysis
AsAs,min= (f'c/4fy)bwd or
AsAs,min= (1.4/fy)bwd
As= equivalent of two bars (continuos)
As0.025bwdNote: As,minneed not be satisfied if As supplied is 1/3
greater than Asrequired.
Positive moment strength at joint face shall not be less thanone half of the negative moment strength provided at that
face of the joint. Neither the negative nor the positivemoment strength at any section along member length shall
be less than one fourth the maximum moment strength
provided at face of either joint.
NSCP Provisions for RC Members
IV. NSCP Provisions
C. Flexural Members
COURSE OUTLINE
I D i f St l M bNSCP Provisions for RC Members
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7/25/2019 Structural Design Module 2
75/94
I. Design of Steel Members
A. Beams
B. Columns
Example 1
C. Connections
Example 2
II. Reinforced Concrete
B. WSD
Beam
A. Definition of Terms
Column
Examples 3, 4, & 5
C. USD
Beam
Column
Examples 5 and 6
III. Building Frame System
B. Structural System
A. Code Design Criteria
C. Vertical Irregularities
D. Plan Irregularities
IV. NSCP Provisions
B. Material Specification
A. Design Philosophy
C. Flexural Members
D. Beam-Column
E. Beam-Column Joints
F. Rebar Details
Center for the Designed Environment Profession
# 2 Matulungin Street, House of Architects Building
Teachers Village, Quezon City 75
LdAstrequired in the analysisequivalent of 2 bars
(1.4/fy)bwd(fc/4fy)bwd0.025bwd
Asbrequired in the analysisequivalent of 2 bars(1.4/fy)bwd(fc/4fy)bwdAst/2
Ldd12dbL/16
At leastAst/3
(To beam centerline)L
C. FLEXURAL MEMBERS
Pointofinflec
tion
NSCP Provisions for RC Members
IV. NSCP Provisions
C. Flexural Members
COURSE OUTLINE
I D i f St l M bNSCP Provisions for RC Members
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7/25/2019 Structural Design Module 2
76/94
I. Design of Steel Members
A. Beams
B. Columns
Example 1
C. Connections
Example 2
II. Reinforced Concrete
B. WSD
Beam
A. Definition of Terms
Column
Examples 3, 4, & 5
C. USD
Beam
Column
Examples 5 and 6
III. Building Frame System
B. Structural System
A. Code Design Criteria
C. Vertical Irregularities
D. Plan Irregularities
IV. NSCP Provisions
B. Material Specification
A. Design Philosophy
C. Flexural Members
D. Beam-Column
E. Beam-Column Joints
F. Rebar Details
Center for the Designed Environment Profession
# 2 Matulungin Street, House of Architects Building
Teachers Village, Quezon City 76
LAP SPLICES REQUIREMENT
No splices are allowed within joints.
No splices are allowed within 2h from face of joint.
No splices are allowed within 2h from points of flexural yielding
Lap length must be provided with a hoops/spiral with Smin= d/4
or 100 mm.
TRANSVERSE REINFORCEMENT
Hoops shall be provided within:
2h from face of the support
2h from both sides of sections where flexure yielding are
likely to occur.
First hoop shall be located not more than 50 mm from the
face of the supporting element.
C. FLEXURAL MEMBERS
IV. NSCP Provisions
C. Flexural Members
COURSE OUTLINE
I Design of Steel MembersNSCP Provisions for RC Members
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7/25/2019 Structural Design Module 2
77/94
I. Design of Steel Members
A. Beams
B. Columns
Example 1
C. Connections
Example 2
II. Reinforced Concrete
B. WSD
Beam
A. Definition of Terms
Column
Examples 3, 4, & 5
C. USD
Beam
Column
Examples 5 and 6
III. Building Frame System
B. Structural System
A. Code Design Criteria
C. Vertical Irregularities
D. Plan Irregularities
IV. NSCP Provisions
B. Material Specification
A. Design Philosophy
C. Flexural Members
D. Beam-Column
E. Beam-Column Joints
F. Rebar Details
Center for the Designed Environment Profession
# 2 Matulungin Street, House of Architects Building
Teachers Village, Quezon City 77
C. FLEXURAL MEMBERS
TRANSVERSE REINFORCEMENT
Maximum hoop spacing should be the lesser of;
d/4 8db(longitudinal bars) 24db(hoops) 300 mm
Notes:
Corner and alternate longitudinal bars shall be providedwith lateral support by a tie with included angle not more than
135 degrees. Longitudinal bars shall be no farther than 150
mm from such laterally supported bars.
Where hoops are not required, stirrups with seismic hook atboth ends shall be spaced at a distance not more than d/2
throughout the length of the member.
IV. NSCP Provisions
C. Flexural Members
COURSE OUTLINE
I Design of Steel MembersNSCP Provisions for RC Members
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7/25/2019 Structural Design Module 2
78/94
I. Design of Steel Members
A. Beams
B. Columns
Example 1
C. Connections
Example 2
II. Reinforced Concrete
B. WSD
Beam
A. Definition of Terms
Column
Examples 3, 4, & 5
C. USD
Beam
Column
Examples 5 and 6
III. Building Frame System
B. Structural System
A. Code Design Criteria
C. Vertical Irregularities
D. Plan Irregularities
IV. NSCP Provisions
B. Material Specification
A. Design Philosophy
C. Flexural Members
D. Beam-Column
E. Beam-Column Joints
F. Rebar Details
Center for the Designed Environment Profession
# 2 Matulungin Street, House of Architects Building
Teachers Village, Quezon City 78
50 mm
2H
H
s d/2
d/48db(longitudinal bars)24db(hoops)300 mm
C. FLEXURAL MEMBERS
IV. NSCP Provisions
C. Flexural Members
COURSE OUTLINE
I Design of Steel MembersNSCP Provisions for RC Members
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7/25/2019 Structural Design Module 2
79/94
I. Design of Steel Members
A. Beams
B. Columns
Example 1
C. Connections
Example 2
II. Reinforced Concrete
B. WSD
Beam
A. Definition of Terms
Column
Examples 3, 4, & 5
C. USD
Beam
Column
Examples 5 and 6
III. Building Frame System
B. Structural System
A. Code Design Criteria
C. Vertical Irregularities
D. Plan Irregularities
IV. NSCP Provisions
B. Material Specification
A. Design Philosophy
C. Flexural Members
D. Beam-Column
E. Beam-Column Joints
F. Rebar Details
Center for the Designed Environment Profession
# 2 Matulungin Street, House of Architects Building
Teachers Village, Quezon City 79
SHEAR STRENGTH REINFORCEMENT
The design shear forces Veshall be determined fromconsideration of the static forces on the portion of the
member between faces of the joint. It shall be assumed that
moments of opposite sign corresponding to probable
flexural strength Mpract at the joint faces and that the
member is loaded with the tributary gravity load along its
span.
Transverse reinforcement over the confined region shall beproportioned to resist shear assuming Vc= 0 when both of
the following conditions occur:
(MprA+ MprB)/L Ve and
Pu0.05f'cAg
C. FLEXURAL MEMBERS
IV. NSCP Provisions
C. Flexural Members
COURSE OUTLINE
I Design of Steel MembersNSCP Provisions for RC Members
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7/25/2019 Structural Design Module 2
80/94
I. Design of Steel Members
A. Beams
B. Columns
Example 1
C. Connections
Example 2
II. Reinforced Concrete
B. WSD
Beam
A. Definition of Terms
Column
Examples 3, 4, & 5
C. USD
Beam
Column
Examples 5 and 6
III. Building Frame System
B. Structural System
A. Code Design Criteria
C. Vertical Irregularities
D. Plan Irregularities
IV. NSCP Provisions
B. Material Specification
A. Design Philosophy
C. Flexural Members
D. Beam-Column
E. Beam-Column Joints
F. Rebar Details
Center for the Designed Environment Profession
# 2 Matulungin Street, House of Architects Building
Teachers Village, Quezon City 80
C. FLEXURAL MEMBERS
MPRL MPRR
VL
VRL
VL= (MprA+ MprB)/L - 0.75(1.4DL + 1.7LL)L/2
VR= (MprA+ MprB)/L + 0.75(1.4DL + 1.7LL)L/2
IV. NSCP Provisions
C. Flexural Members
COURSE OUTLINE
I Design of Steel MembersNSCP Provisions for RC Members
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7/25/2019 Structural Design Module 2
81/94
I. Design of Steel Members
A. Beams
B. Columns
Example 1
C. Connections
Example 2
II. Reinforced Concrete
B. WSD
Beam
A. Definition of Terms
Column
Examples 3, 4, & 5
C. USD
Beam
Column
Examples 5 and 6
III. Building Frame System
B. Structural System
A. Code Design Criteria
C. Vertical Irregularities
D. Plan Irregularities
IV. NSCP Provisions
B. Material Specification
A. Design Philosophy
C. Flexural Members
D. Beam-Column
E. Beam-Column Joints
F. Rebar Details
Center for the Designed Environment Profession
# 2 Matulungin Street, House of Architects Building
Teachers Village, Quezon City 81
D. BEAM-COLUMN
SCOPE
The following requirements shall apply to members that:
resist earthquake induced forces, and
have a factored axial forces exceeding 0.1Agf'c
LIMITATION ON SECTION DIMENSIONS Least cross-sectional dimension 300mm
Least dimension / dimension 0.4
Limitation on longitudinal reinforcement 0.01 g0.06
H
B
B H 300mmB
H0.40
IV. NSCP Provisions
D. Beam-Column
COURSE OUTLINE
I Design of Steel MembersNSCP Provisions for RC Members
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7/25/2019 Structural Design Module 2
82/94
I. Design of Steel Members
A. Beams
B. Columns
Example 1
C. Connections
Example 2
II. Reinforced Concrete
B. WSD
Beam
A. Definition of Terms
Column
Examples 3, 4, & 5
C. USD
Beam
Column
Examples 5 and 6
III. Building Frame System
B. Structural System
A. Code Design Criteria
C. Vertical Irregularities
D. Plan Irregularities
IV. NSCP Provisions
B. Material Specification
A. Design Philosophy
C. Flexural Members
D. Beam-Column
E. Beam-Column Joints
F. Rebar Details
Center for the Designed Environment Profession
# 2 Matulungin Street, House of Architects Building
Teachers Village, Quezon City 82
MINIMUM FLEXURA L STRENGTH
The flexural strength of the columns shall satisfy:
Mc1.2Mg
Where:
Mc= sum of column moments at the center of the joint.
Mg= sum of girder moments at the center of the joint.
MNCT
MNCB
MNGR
MNGL
D. BEAM-COLUMN
IV. NSCP Provisions
D. Beam-Column
COURSE OUTLINE
I Design of Steel MembersNSCP Provisions for RC Members
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83/94
I. Design of Steel Members
A. Beams
B. Columns
Example 1
C. Connections
Example 2
II. Reinforced Concrete
B. WSD
Beam
A. Definition of Terms
Column
Examples 3, 4, & 5
C. USD
Beam
Column
Examples 5 and 6
III. Building Frame System
B. Structural System
A. Code Design Criteria
C. Vertical Irregularities
D. Plan Irregularities
IV. NSCP Provisions
B. Material Specification
A. Design Philosophy
C. Flexural Members
D. Beam-Column
E. Beam-Column Joints
F. Rebar Details
Center for the Designed Environment Profession
# 2 Matulungin Street, House of Architects Building
Teachers Village, Quezon City 83
RESTRICTION ON LAP SPLICES
Splices are permitted only within the middle half of thecolumn height,
Splice must be designed as tension lap splice, and
Hoop spacing must be the lesser of;
H/4 6db(longitudinal bar)
s = 100 + (350-H)/3, 100 mm s 150 mm
TRANSVERSE REINFORCEMENT
Closed hoops or continuous spirals must be provided to
confine the concrete core, to act as lateral support of thelongitudinal bars, and to resist shear. The amount of
transverse reinforcement must be larger of that required for
confinement or the design shear.
D. BEAM-COLUMN
IV. NSCP Provisions
D. Beam-Column
COURSE OUTLINE
I Design of Steel MembersNSCP Provisions for RC Members
-
7/25/2019 Structural Design Module 2
84/94
I. Design of Steel Members
A. Beams
B. Columns
Example 1
C. Connections
Example 2
II. Reinforced Concrete
B. WSD
Beam
A. Definition of Terms
Column
Examples 3, 4, & 5
C. USD
Beam
Column
Examples 5 and 6
III. Building Frame System
B. Structural System
A. Code Design Criteria
C. Vertical Irregularities
D. Plan Irregularities
IV. NSCP Provisions
B. Material Specification
A. Design Philosophy
C. Flexural Members
D. Beam-Column
E. Beam-Column Joints
F. Rebar Details
Center for the Designed Environment Profession
# 2 Matulungin Street, House of Architects Building
Teachers Village, Quezon City 84
TRANSVERSE REINFORCEMENT
Confinement reinforcement must be provided within a lengthLofrom each joint face where flexure yielding may occur due
to inelastic lateral displacements.
Where:
Lo
Depth of the member
Clear height / 6
450 mm
whichever is
smaller
For spiral reinforcement (volumetric ratio)
s0.45 (Ag/Ac- 1)f'c/fy
0.12f'c/fyWhere:
s = volume of spiral/volume of confined core
Ac = area of the core out-to-out from transverse bars
D. BEAM-COLUMN
IV. NSCP Provisions
D. Beam-Column
COURSE OUTLINE
I. Design of Steel MembersNSCP Provisions for RC Members
-
7/25/2019 Structural Design Module 2
85/94
I. Design of Steel Members
A. Beams
B. Columns
Example 1
C. Connections
Example 2
II. Reinforced Concrete
B. WSD
Beam
A. Definition of Terms
Column
Examples 3, 4, & 5
C. USD
Beam
Column
Examples 5 and 6
III. Building Frame System
B. Structural System
A. Code Design Criteria
C. Vertical Irregularities
D. Plan Irregularities
IV. NSCP Provisions
B. Material Specification
A. Design Philosophy
C. Flexural Members
D. Beam-Column
E. Beam-Column Joints
F. Rebar Details
Center for the Designed Environment Profession
# 2 Matulungin Street, House of Architects Building
Teachers Village, Quezon City 85
TRANSVERSE REINFORCEMENT
Rectangular hoop
Ash = 0.3(shcf'c/fy)(Ag/Ach- 1)
Ash = 0.09shcf'c/fy
Note: For adequate core strength this equations need notbe satisfied.
whichever is
smaller
Hoop spacing shall be the lesser of
H/4
6db(longitudinal bar)
s = 100 + (350-H)/3, 100 mm s 150 mm
Crossties or legs of hoops shall not be spaced farther than350 mm on center in the direction perpendicular to axis of
longitudinal bar.
D. BEAM-COLUMN
IV. NSCP Provisions
D. Beam-Column
COURSE OUTLINE
I. Design of Steel MembersNSCP Provisions for RC Members
-
7/25/2019 Structural Design Module 2
86/94
I. Design of Steel Members
A. Beams
B. Columns
Example 1
C. Connections
Example 2
II. Reinforced Concrete
B. WSD
Beam
A. Definition of Terms
Column
Examples 3, 4, & 5
C. USD
Beam
Column
Examples 5 and 6
III. Building Frame System
B. Structural System
A. Code Design Criteria
C. Vertical Irregularities
D. Plan Irregularities
IV. NSCP Provisions
B. Material Specification
A. Design Philosophy
C. Flexural Members
D. Beam-Column
E. Beam-Column Joints
F. Rebar Details
Center for the Designed Environment Profession
# 2 Matulungin Street, House of Architects Building
Teachers Village, Quezon City 86
SHEAR REQUIREMENTS
The design shear, Ve, shall be determined from themaximum probable moment strength, Mpr as for beams.
The shear need not exceed the value determined from
joints strengths based on the probable moment strength of
the transverse members framing into the joint.
Vcshall be taken as the larger of the above analysis or asdetermined by analysis of the structure. For confined
region, transverse reinforcement shall be proportioned
assuming Vc= 0.0 if
(MprA+ MprB) / L Ve and
Pu0.05f'cAg
D. BEAM-COLUMN
IV. NSCP Provisions
D. Beam-Column
COURSE OUTLINE
I. Design of Steel MembersNSCP Provisions for RC Members
-
7/25/2019 Structural Design Module 2
87/94
g
A. Beams
B. Columns
Example 1
C. Connections
Example 2
II. Reinforced Concrete
B. WSD
Beam
A. Definition of Terms
Column
Examples 3, 4, & 5
C. USD
Beam
Column
Examples 5 and 6
III. Building Frame System
B. Structural System
A. Code Design Criteria
C. Vertical Irregularities
D. Plan Irregularities
IV. NSCP Provisions
B. Material Specification
A. Design Philosophy
C. Flexural Members
D. Beam-Column
E. Beam-Column Joints
F. Rebar Details