V |
W |
L |
RR LL = WWWW 2
RR RR = WWWW 2
VV mmmmmm = WWWW 2
|
V |
L / 2 P
L / 2
|
L |
RR LL = PP 2
RR RR = PP 2
VV mmmmmm = PP 2
|
V |
a
L
|
P |
b |
RR LL = WWWW 2
RR RR = WWWW 2
VV mmmmmm = WWWW 2
|
||||||
M |
MM mmmmmm = WWWW2 8
ΔΔ mmmmmm = 5WWWW4 384EEEE
|
M |
MM mmmmmm = PPPP 4
ΔΔ mmmmmm = PPPP3 48EEEE
|
M |
MM mmmmmm = WWWW2 8
PPPPPP ( aa + 2bb ) √3aa ( aa + 2bb ) ΔΔ mmmmmm =
27EEEEEE
|
V |
W |
L |
RR LL = WWWW
VV mmmmmm = WWWW
MM mmmmmm = WWWW2 2
ΔΔ mmmmmm = WWWW4 8EEEE
|
V |
L |
P |
RR LL = PP
VV mmmmmm = PP
MM mmmmmm = PPPP
ΔΔ mmmmmm = PPPP3 3EEEE
|
V |
b |
L |
P |
a |
RR LL = PP
VV mmmmmm = PP
MM mmmmmm = PPPP
ΔΔ mmmmmm = PPPP2 ( 3LL − bb ) 6EEEE
|
||||||||||||||||||||||||||||
M |
M |
M |
|
V
M
|
L / 4
W
5L / 8
|
L |
RR LL = 5WWWW 8
RR RR = 3WWWW 8
VV mmmmmm = 5WWWW 8
MM mmmmmm = WWWW2 8
ΔΔ mmmmmm = WWWW4 184EEEE
|
V
M
|
P L / 2 L / 2
L
3L / 11
|
RR LL = 11PP 16
RR RR = 5PP 16
VV mmmmmm = 11PP 16
MM mmmmmm = 3PPPP 16
ΔΔ mmmmmm
= 0.00932 PPPP3 EEEE
|
V
M
|
b |
P |
L |
a |
RR LL = PPPP 2LL 3 ( 3ll2 − aa 2 )
RR RR = PPbb2 ( aa + 2ll ) 2LL3
MM LL = PPPPPP ( aa + LL ) 2LL2
ΔΔ mmmmmm = PPPP2 ( 3LL − bb ) 6EEEE
|
|
V
M
|
W |
L |
RR LL = WWWW 2
RR RR = WWWW 2
VV mmmmmm = 5WWWW 8
MM mmmmmm = WWWW2 12
ΔΔ mmmmmm = WWWW4 384EEEE
|
V
M
|
P L / 2 L / 2
L
|
RR LL = PP 2
RR RR = PP 2
VV mmmmmm = PP 2
MM mmmmmm = PPPP 8
ΔΔ mmmmmm = PPPP3 192EEEE
|
V
M
|
a |
L |
P |
b |
RR LL = PPbb3 ( 3aa + bb ) LL3
RR RR = PPaa3 ( aa + 3bb ) LL3
MM aaaa PP = 2PPPP2 bb 2
LL 3
MM mmmmmm = PPaa2 bb
LL 2
2PPPP 3 bb 2 ΔΔ mmmmmm =
3EEEE ( 3aa + bb ) 2
|
|
W : Uniformly Distributed Load L : Beam Span Length
R L
: Reaction at Left End
R R
: Reaction at Right End
|
V : Shear
V max
: Maximum Shear M : Moment
M max
: Maximum Moment
|
P : Concentrated ( Point ) Load E : Modulus of Elasticity I : Moment of Inertia : Maximum Deflection of Beam
max
|
2023 |
31 |