I
I Made Made GatotGatot KarohikaKarohika, ST. MT., ST. MT. Mechanical Engineering Mechanical Engineering
Udayana
Contents
Introduction
Definition of a Truss Simple Trusses
Analysis of Trusses by the Method of Joints
Joints Under Special Loading
Trusses Made of Several Simple Trusses
Sample Problem 6.3 Analysis of Frames
Frames Which Cease to be Rigid When Detached From Their Joints Under Special Loading
Conditions Space Trusses
Sample Problem 6.1
Analysis of Trusses by the Method of Sections
When Detached From Their Supports
Sample Problem 6.4 Machines
Introduction
• Untuk keseimbangan struktur yang terdiri dari beberapa bagian batang yang bersambungan, maka gaya dalam (internal forces) seperti halnya gaya luar harus diperhitungkan juga.
• Dalam interaksi antara bagian yang terhubung, Newton’s 3rd
Law menyatakan bahwa gaya aksi dan reaksi antara benda dalam keadaan kontak mempunyai besar yang sama, garis aksi yang sama, dan berlawanan arah.
• Tiga kategori dari struktur teknik:
a) Portal (Frames): terdiri dari paling kurang satu batang a) Portal (Frames): terdiri dari paling kurang satu batang
dengan pelbagai gaya (multi-force member), i.e., batang yang mengalami tiga atau lebih gaya yang umumnya tidak tidak searah sumbu batang.
b) Rangka batang(Trusses): dibentuk dari batang dengan
dua gaya [two-force members], i.e., batang lurus dengan ujung-ujung berhubungan, batang mengalami dua gaya
Definisi Truss [ rangka batang ]
• Truss terdiri dari bagian berbentuk lurus dan terhubung pada sambungan. Tidak ada bagian yang menembus sambungan.
• Sebagaian besar struktur dibentuk dari beberapa truss yang dihubungkan bersama membentuk kerangka ruang (space framework). Masing-masing truss menumpu beban yang beraksi pada bidangnya sehingga dapat diperlakukan sebagai struktur.
• Sambungan Baut atau las diasumsikan disambung dengan memakai pin (pasak). Gaya yang beraksi pada ujung-ujung bagian tereduksi menjadi gaya tunggal dan tidak ada kopel. Hanya dipandang sebagai bagian dua gaya (two-force members).
Definition of a Truss
Bagian-bagian truss berbentuk batang (slender) dan
hanya bisa mendukung beban ringan dalam arah lateral. Beban harus diterapkan pada sambungannya bukan
Simple Trusses/ Rangka batang sederhana
• Truss tegar (rigid truss) tidak akan
ambruk collapse karena aplikasi
beban.
• A simple truss disusun dengan
menambahkan berturutan dua bagian dan satu sambungan pada segitiga dasar (basic) truss.
dasar (basic) truss.
• In a simple truss, m = 2n - 3 dimana m adalah jumlah total members and n adalahjumlah sambungan.
Analysis Truss dengan Methode Sambungan
• Uraikan truss dan buat freebody diagram untuk masing-masing bagian dan pin.
• Dua gaya yang ada pada masing-masing bagian (satu gaya pada masing-masing ujung) adalah besarnya sama,garis aksi yang sama, dan berlawanan arah.
• Gaya yang ditimbulkan oleh suatu bagian pada pin atau sambungan pada ujungnya harus berarah
atau sambungan pada ujungnya harus berarah
sepanjang bagian itu dan harus sama dan berlawanan. • Kondisi keseimbangan pada pins memberikan 2n
persamaan untuk 2n besaran yang tidak diketahui. untuk simple truss, 2n = m + 3. dapat dipecahkan untuk m member forces and 3 reaction forces pada tumpuan.
• Kondisi keseimbangan untuk keseluruhan truss memberikan 3 persamaan tambahan yang tidak bebas dengan persamaan pin.
Joints Under Special Loading Conditions
• Gaya pada bagian yang berlawanan berpotongan pada dua garis lurus pada sambungan harus sama • Gaya pada dua bagian yang berlawanan harus
sama. Jika beban P dihubungkan dengan bagian ketiga, gaya pada bagian ketiga harus sama dengan dengan beban P ( termasuk jika beban nol).
• Gaya pada dua bagian terhubung pada
sambungan adalah sama jika bagian itu segaris sambungan adalah sama jika bagian itu segaris (aligned) dan nol begitu sebaliknya.
• Dengan mengetahui sambungan dalam kondisi pembebanan khusus akan menyederhanakan analisa truss .
Space Trusses
• An elementary space truss consists of 6 members connected at 4 joints to form a tetrahedron.
• A simple space truss is formed and can be
extended when 3 new members and 1 joint are added at the same time.
• In a simple space truss, m = 3n - 6 where m is the
• Equilibrium for the entire truss provides 6
additional equations which are not independent of the joint equations.
• In a simple space truss, m = 3n - 6 where m is the number of members and n is the number of joints. • Conditions of equilibrium for the joints provide 3n
equations. For a simple truss, 3n = m + 6 and the equations can be solved for m member forces and 6 support reactions.
Sample Problem 6.1
SOLUTION:
• Based on a free-body diagram of the entire truss, solve the 3 equilibrium equations for the reactions at E and C. • Joint A is subjected to only two unknown
member forces. Determine these from the joint equilibrium requirements.
Using the method of joints, determine the force in each member of the truss.
joint equilibrium requirements. • In succession, determine unknown
member forces at joints D, B, and E from joint equilibrium requirements.
• All member forces and support reactions are known at joint C. However, the joint equilibrium requirements may be applied to check the results.
Sample Problem 6.1
SOLUTION:
• Based on a free-body diagram of the entire truss, solve the 3 equilibrium equations for the reactions at E and C.
(
2000lb)(
24ft) (
1000 lb)(
12ft)
( )
6ft 0 E MC − + = =∑
↑ =10,000lb E∑
Fx = 0 = Cx Cx = 0∑
Fy = 0 = −2000lb -1000lb +10,000lb +Cy ↓ = 7000lb y CSample Problem 6.1
• Joint A is subjected to only two unknown member forces. Determine these from the joint equilibrium requirements.
joint equilibrium requirements.
5 3 4 lb 2000 FAB FAD = = C F T F AD AB lb 2500 lb 1500 = =
• There are now only two unknown member forces at joint D.
( )
DA DE DA DB F F F F 5 3 2 = = C F T F DE DB lb 3000 lb 2500 = =Sample Problem 6.1
• There are now only two unknown member forces at joint B. Assume both are in tension.
(
)
lb 3750 2500 1000 0 5 4 5 4 − = − − − = =∑
BE BE y F F F C FBE = 3750lb(
2500)
(
3750)
1500 0 5 3 5 3 − − − = =∑
Fx FBC lb 5250 5 5 + = BC F FBC = 5250 lb T• There is one unknown member force at joint
E. Assume the member is in tension.
(
3750)
3000
0 = 3 + + 3
=
Sample Problem 6.1
• All member forces and support reactions are
known at joint C. However, the joint equilibrium requirements may be applied to check the results.
(
)
(
)
(
8750)
0(
checks)
7000 checks 0 8750 5250 5 4 5 3 = + − = = + − =∑
∑
y x F FAnalysis of Trusses by the Method of Sections
• When the force in only one member or the forces in a very few members are desired, the
method of sections works well.
• To determine the force in member BD, pass a
section through the truss as shown and create
a free body diagram for the left side.
• With only three members cut by the section, the equations for static equilibrium may be applied to determine the unknown member forces, including FBD.
Trusses Made of Several Simple Trusses
• Compound trusses are statically determinant, rigid, and completely constrained.
3 2 − = n
m
• Truss contains a redundant member and is statically indeterminate.
3 2 − > n
m > n2 −3
m
• Necessary but insufficient condition for a compound truss to be statically determinant, rigid, and completely constrained, n r m+ = 2 non-rigid rigid 3 2 − < n m
• Additional reaction forces may be necessary for a rigid truss.
4 2 − < n
Sample Problem 6.3
SOLUTION:
• Take the entire truss as a free body. Apply the conditions for static equilib-rium to solve for the reactions at A and L. • Pass a section through members FH,
GH, and GI and take the right-hand
section as a free body.
Determine the force in members FH,
section as a free body.
• Apply the conditions for static
equilibrium to determine the desired member forces.
Sample Problem 6.3
SOLUTION:
• Take the entire truss as a free body. Apply the conditions for static equilib-rium to solve for the reactions at A and L.
(
)(
) (
)(
) (
)(
)
(
)(
) (
)(
) (
)
↑ = + + − = = ↑ = + − − − − − = =∑
∑
kN 5 . 12 kN 20 0 kN 5 . 7 m 25 kN 1 m 25 kN 1 m 20 kN 6 m 15 kN 6 m 10 kN 6 m 5 0 A A L F L L M y ASample Problem 6.3
• Pass a section through members FH, GH, and GI and take the right-hand section as a free body.
• Apply the conditions for static equilibrium to
(
)(
) (
)(
)
(
)
kN 13 . 13 0 m 33 . 5 m 5 kN 1 m 10 kN 7.50 0 + = = − − =∑
GI GI H F F M• Apply the conditions for static equilibrium to determine the desired member forces.
T FGI =13.13kN
Sample Problem 6.3
(
)(
) (
)(
) (
)(
)
(
)(
)
kN 82 . 13 0 m 8 cos m 5 kN 1 m 10 kN 1 m 15 kN 7.5 0 07 . 28 5333 . 0 m 15 m 8 tan − = = + − − = ° = = = =∑
FH FH G F F M GL FG α α α C FFH =13.82kN(
)
(
)(
) (
)(
) (
)(
)
kN 371 . 1 0 m 10 cos m 5 kN 1 m 10 kN 1 0 15 . 43 9375 . 0 m 8 m 5 tan 3 2 − = = + + = ° = = = =∑
GH GH L F F M HI GI β β β C FGH =1.371kNAnalysis of Frames
• Frames and machines are structures with at least one
multiforce member. Frames are designed to support loads
and are usually stationary. Machines contain moving parts and are designed to transmit and modify forces.
• A free body diagram of the complete frame is used to determine the external forces acting on the frame.
• Internal forces are determined by dismembering the frame • Internal forces are determined by dismembering the frame
and creating free-body diagrams for each component.
• Forces on two force members have known lines of action but unknown magnitude and sense.
• Forces on multiforce members have unknown magnitude and line of action. They must be represented with two
Frames Which Cease To Be Rigid When Detached From Their Supports
• Some frames may collapse if removed from their supports. Such frames can not be treated as rigid bodies.
• A free-body diagram of the complete frame
indicates four unknown force components which can not be determined from the three equilibrium can not be determined from the three equilibrium conditions.
• The frame must be considered as two distinct, but related, rigid bodies.
• With equal and opposite reactions at the contact point between members, the two free-body
diagrams indicate 6 unknown force components. • Equilibrium requirements for the two rigid
Sample Problem 6.4
SOLUTION:
• Create a free-body diagram for the
complete frame and solve for the support reactions.
• Define a free-body diagram for member
BCD. The force exerted by the link DE
has a known line of action but unknown
Members ACE and BCD are
connected by a pin at C and by the link DE. For the loading shown,
determine the force in link DE and the
has a known line of action but unknown magnitude. It is determined by summing moments about C.
• With the force on the link DE known, the sum of forces in the x and y directions may be used to find the force
Sample Problem 6.4
SOLUTION:
• Create a free-body diagram for the complete frame and solve for the support reactions.
N 480 0 = − =
∑
Fy Ay Ay = 480 N ↑(
480 N)(
100 mm)
(
160 mm)
0 B M A = = − +∑
→ = 300 N B x x B A F = = +∑
0←
=
−
=
N
300
Ax
N
A
x300
° = = tan− 28.07 150 80 1 α Note:Sample Problem 6.4
• Define a free-body diagram for member
BCD. The force exerted by the link DE has a
known line of action but unknown
magnitude. It is determined by summing moments about C.
(
)(
) (
)(
) (
)(
)
N F mm N 480 mm 0 N 300 mm F M DE DE C 561 100 8 250 sin 0 − = + + = =∑
α C FDE = 561N N FDE 561 C FDE = 561N • Sum of forces in the x and y directions may be used to find the forcecomponents at C.
(
561N)
cos 300 N 0 N 300 cos 0 + − − = + − = =∑
α α x DE x x C F C F N 795 − = x CSample Problem 6.4
• With member ACE as a free-body, check the solution by summing moments about A.
(
)(
) (
)(
)
(
)
(
561cos)(
300 mm) (
561sin)(
100 mm) (
795)(
220 mm)
0 mm 220 mm 100 sin mm 300 cos = − − − + − = − + =∑
α α α α DE x DE A F F C M (checks)Machines
• Machines are structures designed to transmit and modify forces. Their main purpose is to transform input forces into output forces. • Given the magnitude of P, determine the
magnitude of Q.
• Create a free-body diagram of the complete machine, including the reaction that the wire machine, including the reaction that the wire exerts.
• The machine is a nonrigid structure. Use one of the components as a free-body. • Taking moments about A,
