monolithic floor framing plan is shown in the figure. The columns are 300 mm square, girders are 250mm wide by 450 mm deep and slabs are 100 mm thick. The floor loads include floor finish of 0.77 kPa, ceiling system of 0.25 kPa, partition load of 1.0 kPa and live load of
monolithic floor framing plan is shown in the figure. The columns are 300 mm square, girders are 250mm wide by 450 mm deep and slabs are 100 mm thick. The floor loads include floor finish of 0.77 kPa, ceiling system of 0.25 kPa, partition load of 1.0 kPa and live load of
Chapter2: Loads On Structures
Section: Chapter Questions
Problem 1P
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2.3 A monolithic floor framing plan is shown in the figure. The columns are 300 mm square, girders are 250mm wide by 450 mm deep and slabs are 100 mm thick. The floor loads include floor finish of 0.77 kPa, ceiling system of 0.25 kPa, partition load of 1.0 kPa and live load of 4.8 kPa. Bar centroid from the edge of the beam is 70mm.
Calcualte: Maximum ultimate bending moment at discontinuous end of girder GH to the nearest whole number = ___?_____ kN·m
![Table 406.5.2 Approximate Moments for Non-
Prestressed Continuous Beams and One-Way Slabs
Moment
Location
Condition
Discontinuous end
integral with
support
wue/14
End span
Positive
Discontinuous end
unrestrained
wuG/11
Interior
All
W,l/16
spans
Member built
Integrally with
supporting
spandrel beam
WA/24
Interior face
of exterior
support
Member built
integrally with
supporting column
Waf/16
Exterior face
Two spans
of first
interior
support
More than two
spans
Negativel
Face of
Other
Wut/11
All
supports
a) Slabs with spans
not exceeding 3m.
b) Beams where
ratio of sum of
column stiffnesses
to beam stiffness
exceeds 8 at cach
end of span
Face of all
supports
satisfying
(a) or (b)
WuA/12
[1]
To calculate negative moments, en shall be the average of
the adjacent clear span lengths.](/v2/_next/image?url=https%3A%2F%2Fcontent.bartleby.com%2Fqna-images%2Fquestion%2F2e506a96-3693-4e9c-8743-38537ef70549%2Fa5562326-d13b-497e-99cd-3a51755b77d8%2Fw9wfkv_processed.png&w=3840&q=75)
Transcribed Image Text:Table 406.5.2 Approximate Moments for Non-
Prestressed Continuous Beams and One-Way Slabs
Moment
Location
Condition
Discontinuous end
integral with
support
wue/14
End span
Positive
Discontinuous end
unrestrained
wuG/11
Interior
All
W,l/16
spans
Member built
Integrally with
supporting
spandrel beam
WA/24
Interior face
of exterior
support
Member built
integrally with
supporting column
Waf/16
Exterior face
Two spans
of first
interior
support
More than two
spans
Negativel
Face of
Other
Wut/11
All
supports
a) Slabs with spans
not exceeding 3m.
b) Beams where
ratio of sum of
column stiffnesses
to beam stiffness
exceeds 8 at cach
end of span
Face of all
supports
satisfying
(a) or (b)
WuA/12
[1]
To calculate negative moments, en shall be the average of
the adjacent clear span lengths.
Transcribed Image Text:6000
8000
7000
A
B
D
F
G
H.
J
L
M
N
00ZE
00ZE
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