1) The document describes different types of trusses including Warren truss, Pratt roof truss, Howe roof truss, Fink roof truss, and Pratt bridge truss. 2) Trusses are structures that transfer loads through a framework of connections with triangular or diamond-shaped units. They are able to support heavy loads efficiently using a minimal amount of material. 3) The document provides an example of analyzing a Warren truss using the method of joints to calculate the forces in each member based on the equilibrium of each joint. Forces and angles are calculated for joints A, B, and C.

1. T.Chhay
Trusses
KWCaeRKOgbgÁúMmanragCaRbBn§½RtIekaN EdlekItBIkarpÁúMKñarvagr)arCaeRcInkMNat;. ragRtIekaN
Truss
CaeKalkarN_lMnwgrbs; truss. xageRkamCaRbePTénrUbragrbs; truss nigPaBmanlMnwgCaragRtIekaN nig
PaBKμanlMnwgCaragctuekaNeRkamGMeBIénkMlaMgxageRkA.
Warren truss Pratt roof truss
Howe roof truss Fink roof truss
Pratt bridge truss
rUbTI1³ RbePT Truss
P P
Original shape Collapsed shape
(a) Rigid, stable framework (b) Nonrigid, unstable framework
kMNat;rbs; truss maneQμaHepSgKñaeTAtamTItaMg xageRkamCarUbbgðajBIkarehAeQμaHrbs;kMNat;
nImYy².
P1 U p p e r c h o rd P2 P3
P a n e l p o in ts
B C D E F
W eb m em ber
W eb m em ber (v e rtic al)
(d ia g o n a l)
E n d p o st
A G
H I J K L
L o w e r c h o rd
R o lle r su p p o rt
P in n e d su p p o rt P4
6 bays @ 5m
30m
Trusses 28

2. T.Chhay
enAeBl truss rgkMlaMgxageRkA EdlmanGMeBIcMRtg;tMNEdlkat;Kñarvagr)arBIrb¤eRcIn kMNat;
nImYy²rbs; truss mantYrnaTIbBa¢ÚnkMlaMgxageRkAenaHmkTMr ehIykMNat;enaHrgnUvkMlaMgBIrepSgKña. kMlaMg
TaMgBIrenaHrt;tamGkS½beNþayrbs;r)ar EdleFVIeGayr)arlUt b¤rYj EdleKehAfa kMlaMgcMGkS½ (axial forces
or direct forces). r)arEdllUt Car)arEdlrgkMlaMgTaj ehIyr)arEdlrYjCar)arEdlrg kMlaMgsgát;.
karviPaK truss rYmmankarkMNt;tMélénkMlaMgEdlr)arrg nigsPaBénGMeBI (Taj b¤sgát;). xageRkamCarUb
bgðajBIsßanPaBénr)arrgkMlaMg.
Longitudinal axis of member
P P P
(a) Axial compression (b) Axial tension
edIm,Idwgfa truss mYyCa truss manlMnwgeKRtUvrkGBaØtielIstamrUbmnþxageRkam³
n = r +b−2f
Edl n CacMnYnGBaØtielIs
r cMnYnRbtikmμ ¬CaTUeTAesμI 3 GaRs½yelITMr¦
f cMnYntMN
ebI n < 0 mann½yfa truss minmanlMnwg
ebI n = 0 mann½yfa truss manlMnwg kMNt;kMlaMgkñúgrbs; truss tamsmIkarsþaTic
ebI n > 0 mann½yfa truss manlMnwg EtminGackMNt;kMlaMgkñúg rbs; truss tamsmIkarsþaTiceT.
edIm,IsMrYlkñúgkarviPaK truss eKRtUveFVIkarsnμt;nUvcMnucmYycMnYnxageRkam³
- RKb;kMNat;rbs; truss TaMgGs;RtUvsßitenAkñúgbøg;EtmYy.
- bnÞúk nigRbtikmμRtUvGnuvtþn¾ EtenAelItMNrrbs; truss.
- kMNat;rbs; truss RtUvP¢ab;Kña edaytMNrKμankkit.
- RKb;Ggát;TaMgGs;RtUvEtRtg; ehIyCaGgát;rgkMlaMgBIr EdlkMlaMgenAcugsgxag énGgát;RtUvEtmantM
élesμIKμa pÞúyKña nigrt;Rtg;Kña.
- ExSskmμénkMlaMgkñúgénr)arRtUvEtcMGkS½.
- bMErbMrYlRbEvgrbs;Ggát;EdlekItBIkMlaMgTaj b¤sgát;minmantMélRKb;RKan;EdleFIVeGaylkçN³
FrNImaRtrbs; truss ERbRbYleT.
Trusses 29

3. T.Chhay
- bnÞúkpÞal;rbs;Ggát;RtUv)anecal eRBaHvamantMéltUcNas;ebIeFobeTAnwg bnÞúkxageRkAEdlvaRT.
EtRbsinebIbnÞúkxageRkArbs;vaRtUv)anrab;bBa©Úl vaRtUv)ansnμt;CabnÞúkcMcMnucEdlmanGMeBIrenAcug
sgçagkMNat;.
QrelIeKalkarN¾snμt;xagelI nigeRbInUvsmIkarlMnwgsþaTic eKGackMNt;kMlaMgkñúgrbs;kMNat;
truss )antambIviFIsaRsþ KW viFItMNr method of joint viFImuxkat; method of section vIFIRkahVik Maxwell-
Cremona.
1> viFItMNr method of joint
sMrab;viFIenH eKcat;Tukfa truss mYymanlMnwgeTA)anluHRtaNaEtRKb;tMNrrbs;vamanlMnwg. enAkñúg
karviPaK truss tamviFItMNr eKRtUvsikSaBItMNrNaEdlmanGBaØtiy:ageRcInBIr. GBaØtiKWCakMlaMgkñúgrbs;
kMNat;r)ar truss.
vIFIsaRsþkMNt;kMlaMgrbs;r)artamvIFItMNr³
- KNnakMlaMgRbtikmμrbs; truss edayeRbI Free body diagram sMrab; truss TaMgmUl.
CMnYskMlaMgeRTt edaybgÁúMkMlaMgbBaÄr b¤kMlaMgedk.
- pþac;tMNrnImYy² Ca Free body diagram edaybgðajRKb;kMlaMgTaMgGs;EdlmanGMeBIrelItMNrenaH.
tMNrnImYy²sMEdgedayRbBn§½kMlaMgRbsBVkñúgbøg; nigcab;epþImecjBItMNrNaEdlmanGBaØtimineRcIn
CagBIr.
- edayGnuvtþn¾smIkarlMnwgsþaTicTaMgBIr ( ∑ F = 0 nig ∑ F = 0 ) enaHGBaØtiTaMgBIrsMrab;tMNrenaH
y x
RtUv)ankMNt;. ehIykMlaMgénr)arTaMgenH RtUveRbIsMrab;tMNrbnÞab;EdlP¢ab;edayr)arTaMgenH.
sMrab;krNIxøH viFanRtIekaNdUcmansar³RbeyaCn¾CaxøaMgkñúgkaredaHRsaysmIkar.
- eTaHCaminsMxan;k¾eday eKRtUvEtRtYtBinitücMelIyedayepÞógpÞat;tMNrNamYy edayeGay ∑ F = 0 y
nig ∑ F = 0 .
x
- eRkayeBlEdlkMlaMgRKb;kMNat;r)arRtUv)anrkeXIj KUrnUvdüaRkamkMlaMgsegçbén truss enaH.
]TahrN¾³ P1 =10KN
2m
P2 =10KN
Warren truss EdlRTedayTMrsamBaØ rgnUvbnÞúkdUc B D
bgðajkñúgrUb. kMNt;RbtikmμTMr nigkMlaMgénr)ar nImYy²
edayeRbIvIFItMNr. truss RTedayTMr pin Rtg;cMnuc A
°
°
60
60°
nigRTedayTMr roller Rtg;cMnuc E.
60
60
°
A E
C
P3 =10KN
2m 2m
Trusses 30

4. T.Chhay
dMeNaHRsay³ P1 =10KN
2m
P2 =10KN
truss RtUvmanlMnwg tamrUbmnþ n = r + b − 2 f B D
r = 3 ( H A , V A , VB )
b = 7 ( AB, AC , BC , BD, CD, CE , DE )
f = 5 ( A, B, C , D, E )
60°
60°
⇒ n = 3 + 7 − (2 × 5) = 0
60°
60°
HA A E
C
dUcenH truss manlMnwgkMNt;tamsmIkarlMnwgsþaTic VA
2m
P3 =10KN
2m
VE
1> KNnaRbtikmμTMr Free body diagram
∑ FX = 0 ⇒ H A = 0
∑ FY = 0 ⇒ V A − P1 − P2 − P3 + VE = 0
⇒ V A + VE = P1 + P2 + P3 = 10 + 10 + 10 = 30 KN (1)
∑ M A = 0 ⇒ −1× P1 − 3 × P2 − 2 × P3 + 4VE = 0
P1 + 3P2 + 2 P3 10 + 30 + 20
⇒ VE = = = 15KN
4 4
CMnYs V E = 15 KN kñúg (1) eyIg)an
V A = 15 KN
2> kMNt;kMlaMgrbs;r)artamviFItMNr
P1 =10KN P2 =10KN
B FBD FBD D
FBA FBC FDC FDE
FAB FCB FCD FED
FAC FCA
60°
60°
HA =0
60°
60°
FCE FEC E
A C
VA=15KN P3 =10KN VE =15KN
tMNr A nigtMNr E CatMNrEdlmanGBaØtiBIr dUcenHtMNrTaMgBIrCatMNrEdleyIgGaccab;epþImedaHRsay)an
- sikSalMnwgRtg;tMNr A
edaykMlaMg F CakMlaMgeRTt dUcenHeyIgGacbMEbk)ankMlaMgpÁúMBIrKW V nig H . ehIykMlaMgTaMgbI
AB AB AB
pÁúMKña)anCaragRtIekaNEkg EdlmankMlaMg F CaGIub:UetnIs kMlaMg V CaRCugQm nig kMlaMgV CaRCugCab;.
AB AB AB
Trusses 31

5. T.Chhay
eyIg)anplbUkkMlaMgRtg;tMNr A VAB FAB
60
°
∑ Fy = 0 ⇒ V A + V AB = 0
HAB
⇒ V AB = −V A = −15 KN
∑ Fx = 0 ⇒ H A + FAC + H AB = 0
60°
FAC
⇒ FAC = − H AB eday H A =0
HA =0 A
− 15
eday tan 60 = H
V AB
⇒ H AB =
V AB
=
tan 60 tan 60
= −8.66 KN
VA=15KN
AB
⇒ FAC = 8.66 KN rgkMlaMgTaj
− 15
eday sin 60 = V ⇒ F
F
AB
AB =
V AB
=
sin 60 sin 60
= −17.32 KN rgkMlaMgsgát;
AB
- sikSalMnwgRtg;tMNr B
P1 =10KN
∑ Fy = 0 ⇒ − P1 − V AB − VBC = 0
⇒ VBC = − P1 − V AB = −10 − (− 15) = 5 KN
B FBD
VBC 5
⇒ H BC = = = 2.89 KN
tan 60 tan 60
HBA=-8.66KN
⇒ FBC
V
= BC =
5
sin 60 sin 60
= 5.77 KN rgkMlaMgTaj HBC
FBC
VBA=-15KN
FBA=-17.32KN VBC
∑ Fx = 0 ⇒ FBD − H BA + H BC = 0
⇒ FBD = H BA − H BC = −8.66 − 2.89 = −11.55 KN rgkMlaMgsgát;
- sikSalMnwgRtg;tMNr C FCB=5.77KN
VCB=5KN
VCD
FCD
∑ Fy = 0 ⇒ VCB + VCD − P3 = 0 HCD
HCB=2.89KN
⇒ VCD = P3 − VCB = 10 − 5 = 5 KN
60°
60°
V 5 FCA=8.66KN FCE
⇒ H CD = CD = = 2.89 KN C
tan 60 tan 60
V
⇒ FCD = CD =
5
sin 60 sin 60
= 5.77 KN rgkMlaMgTaj P3 =10KN
∑ Fx = 0 ⇒ − FCA − H CB + H CD + FCE = 0
⇒ FCE = FCA + H CB − H CD = 8.66 + 2.89 − 2.89 = 8.66 KN rgkMlaMgsgát;
eday truss rgnUvbnÞúksIuemRTI dUcenHkMlaMgkMNat;r)arRtg;tMNr E dUckMlaMgkMNat;r)arRtg;tMNr A ehIy
kMlaMgkMNat;r)arRtg;tMNr D dUckMlaMgkMNat;r)arRtg;tMNr B. B 11.55C D
17
32C
5.7
7T
.32
5.7
17.
7T
C
A 8.66T 8.66T E
C
Trusses 32

6. T.Chhay
2> viFImuxkat; method of section
viFImuxkat;CaviFImYysMrab;kMNt;kMlaMgrbs;r)arNamYy EdleyIgcg;dwgeTaHCavaenAq¶ayBITMrk¾
eday edaymincaM)ac;eFVIkaredaHRsaytam lMdab;lMedaydUcviFItMNreT. sMrab;viFIenH truss RtUv)ankat;CaBIr
kMNat;Rtg;r)arNaEdleKcg;dwgkMlaMg.
vIFIsaRsþkMNt;kMlaMgrbs;r)artamviFImuxkat;³
- KNnakMlaMgRbtikmμrbs; truss edayeRbI Free body diagram sMrab; truss TaMgmUl.
CMnYskMlaMgeRTt edaybgÁúMkMlaMgbBaÄr b¤kMlaMgedk.
- kat;pþac; truss CaBIrkMNat;Rtg;r)arNaEdleKcg;dwg. bøg;kat;minRtUvmanr)arelIsBIbI EdlCaGBaØti
elIkElgEt ExSskmμénkMNat;r)arkat;enaHRbsBVKñaRtg;cMnucNamYy.
- edayGnuvtþn¾smIkarlMnwgsþaTicTaMgbI ( ∑ F = 0 , ∑ F = 0 nig ∑ M = 0 ) enaHkMlaMgrbs;kMNat;
y x
r)arEdlcg;dwgRtUv)ankMNt;.
- eTaHCaminsMxan;k¾eday eKRtUvEtRtYtBinitücMelIyedayepÞógpÞat; ∑ F = 0 , ∑ F = 0 nig ∑ M = 0 .
y x
edayeRbIcMnuccab;fμIminEmncas;eT.
P =5KN P =10KN
]TahrN¾³
1 2
D
kMNt;kMlaMgmanGMeBIenAkñúgkMNat; BD,CD nig CE
B F
4
5 3
én Howe truss dUcbgðajkñúgrUb edayeRbIviFImux kat;.
3
A H
truss RTedayTMr pin Rtg;tMNr A nig TMr roller
C E G
Rtg;tMNr H. P =15KN 3
4 bays @4m=16m
dMeNaHRsay³
truss RtUvmanlMnwg tamrUbmnþ n = r + b − 2 f
r = 3 ( H A , V A , VH )
b = 13 ( AB, AC , BC , BD, CD, CE , DE , DF , DG, EG, FG, FH , GH )
f = 8 ( A, B, C , D, E , F , G, H ) P1 =5KN P2 =10KN
⇒ n = 3 + 13 − (2 × 8) = 0
Cutting plane
a
dUcenH truss manlMnwgkMNt;tamsmIkar B D F
4
lMnwgsþaTic 5 3
3m
1> KNnaRbtikmμTMr HA A H
C a E G
∑ FX = 0 ⇒ H A = 0 VA VH
P3 =15KN
∑ FY = 0 ⇒ VA − P − P2 − P3 + VH = 0
4 bays @ 4m=16m
1
⇒ V A + VH = P + P2 + P3 = 5 + 10 + 15 = 30 KN (1)
1
Trusses 33

7. T.Chhay
∑ M A = 0 ⇒ 4 × P + 8 × P2 + 12 × P3 − 16VH = 0
1
4 P + 8P2 + 12 P3 20 + 80 + 180
⇒ VH = 1 = = 17.5KN
16 16
CMnYs V H = 17.5 KN kñúg (1) eyIg)an
V A = 12.5 KN
2> kMNt;kMlaMgrbs;r)ar BD,CD nig CE tamviFImuxkat;
enAeBlEdleKkat; truss Rtg;muxkat; a-a eKnwg)ankMlaMg P1 =5KN
Cutting plane
rbs;r)arbI (BD, CD nig CE) KW F , F nig F .
a
BD CD CE B FBD
edayr)ar CDCar)areRTtdUcenH kMlaMg F bMEbk)ankM CD
VCD FCD
3m
5
3
laMgpÁúMBIrKW V nig H .
HCD
4
CD CD
A
H =0 A FCE
C a
Edl F5 = V3 = H4 ¬tamRtIekaNdUc¦.
CD CD CD
V =12.5KN A
4m
∑ M C = 0 ⇒ VA × 4 + FBD × 3 = 0
4 × 12.5
4V
⇒ FBD = − A = −
3 3
= −16.67 KN ¬rgkMlaMgsgát;¦
∑ Fy = 0 ⇒ VA + VCD − P = 0
1
⇒ VCD = P − VA = 5 − 12.5 = −7.5 KN
1
V 7.5
⇒ H CD = 4 CD = −4 = −10 KN
3 3
V
⇒ FCD = 5 CD = −5
3
7.5
3
= −12.5 KN ¬rgkMlaMgsgát;¦
∑ Fx = 0 ⇒ FBD + H CD + FCE = 0
⇒ FCE = − FBD − H CD = −(− 16.67 ) − (− 10) = 26.67 KN ¬rgkMlaMgTaj¦
epÞógpÞat;m:Um:g;Rtg;cMnuc A
∑ M A = P × 4 + FBD × 3 − VCD × 4 = 0
1
⇒ 5 × 4 − 16.67 × 3 − (− 7.5)× 4 = 0 epÞógpÞat;!
dUcenH FBD = 16.67 KN (C)
FCD = 12.5 KN (C)
FCE = 26.67 KN (T)
3> viFIRkahVik Maxwell-Cremona
sMrab;viFIRkahVik k¾dUcviFItMNrEdr KWeKRtUvsikSalMnwgtMNrnImYy². tMNrmYymanlMnwgluHRtaEt
BhuekaNkMlaMg enARtg;tMNrenaHCaBhuekaNbiT.
vIFIsaRsþkMNt;kMlaMgrbs;r)artamvIFIRkahVik Maxwell-Cremona³
Trusses 34

8. T.Chhay
- KNnakMlaMgRbtikmμrbs; truss edayeRbI Free body diagram sMrab; truss TaMgmUl.
- EbgEcktMbn;. tMbn;CaEpñkmYyénbøg;EdlxNнedaykMNat;r)ar truss nigExSskmμénkMlaMgRbtikmμ b¤
ExSskmμénbnÞúkxageRkA.
- kMNt;maRtdæankMlaMg nigmaRtdæanbøg; truss
- KUrBhuekaNkMlaMg biTRtg;tMNrNamanGBaØtiy:ageRcInBIrmuneK. rebobehAeQμaHkMlaMg edayeRbI
eQμaHtMbn;EdlenAsgxagkMlaMgenaH. eKniymehAtamRTnicnaLika.
]TahrN¾³
Howe truss EdlRTedayTMrsamBaØ rgnUvbnÞúkdUc P =15KN 2
bgðajkñúgrUb. kMNt;RbtikmμTMr nigkMlaMgénr)ar nImYy² P =15KN C 1 P =15KN 3
edayeRbIvIFIRkahVik. truss RTedayTMr pin Rtg;cMnuc A
1.5
nigRTedayTMr roller Rtg;cMnuc E. B D
1.5
dMeNaHRsay³ A
F
E
truss RtUvmanlMnwg tamrUbmnþ 5 5
n = r +b−2f P2 =15KN
r = 3 ( H A , V A , VE ) P1 =15KN C P3 =15KN
b = 9 ( AB, AF , BC , BF , CD, CF , DE , DF , EF )
1.5
f = 6 ( A, B, C , D, E , F )
B D
⇒ n = 3 + 9 − (2 × 6) = 0
1.5
HA A E
dUcenH truss manlMnwgkMNt;tamsmIkar
F
5 5
VA VE
lMnwgsþaTic
1> KNnaRbtikmμTMr
∑ FX = 0 ⇒ H A = 0
∑ FY = 0 ⇒ V A − P1 − P2 − P3 + VE = 0
⇒ V A + VH = P1 + P2 + P3 = 15 + 15 + 15 = 45KN (1)
∑ M A = 0 ⇒ −2.5 × P1 − 5 × P2 − 7.5 × P3 + 10VE = 0
2.5 P1 + 5 P2 + 7.5P3 37.5 + 75 + 112.5
⇒ VE = = = 22.5 KN
10 10
CMnYs V E = 22.5 KN kñúg (1) eyIg)an P1 =15KN
P2 =15KN
P3 =15KN
C
3 4
V A = 22.5 KN B D
7 8 5
2> kMNt;kMlaMgrbs;r)artamviFIRkahVik Maxwell-Cremona
2
6 9
A E
F
- EbgEcktMbn; tamRTnicnaLika VA=22.5KN
1
VE=22.5KN
Trusses 35

9. T.Chhay
- karehAeQμaHkMlaMg V = 1− 2 / F = 2 − 6 / F = 6 − 1
A AB AF
- kMNt;maRtdæanbøg; 50mm=1m 2
- kMNt;maRtdæankMlaMg 2mm=1KN VA=22.5KN
- KUrBhuekaNkMlaMgRtg;tMNr A eRBaHtMNrenHmanGBaØtiBIr 1
- KUrkMlaMgtamTisedA nigkarehAeQμaHtamRTnicnaLika FAB
6
- KUrkMlaMg F eGayRsbnwgr)ar AB. edaykMlaMgenHsßit
AB
2
VA=22.5KN
enAcenøaHtMbn; 2-6 dUcenHkMlaMg F RtUvKUredayP¢ab;BIcMnuc 2.
AB
1
- KUrkMlaMg F eGayRsbnwgr)ar AF. edaykMlaMgenHsßit
AF FAB
2
VA=22.5KN
enAcenøaHtMbn; 6-1 dUcenHkMlaMg F RtUvKUredayP¢ab;BIcMnuc 6
AB
6
FAF
1
eTAcMnuc 1.
- bnÞab;mkvas;RbEvgGgát;rYcKuNb¤EckCamYynwgmaRtdæan
eyIgTTYl)ankMlaMgrbs;kMNat;r)ar. 2
6
B
- karkMNt;sPaBrbs;kMlaMg KWeKRtUvkMNt;TisedArbs;kMlaMg A
1
F
2
KN
TisedArbs;kMlaMgGaRs½ynwgkarehAeQμaHrbs;kMlaMgtamry³tMbn;. FA
B=4
3.7
VA=22.5KN
tMbn;EdlehAmunCaKl; ÉtMbn;EdlehAeRkayCacug. kMlaMg F = 2 − 6 AB 6
FAF=37.5KN
1
manTisedArt;cUltMNr A dUcenH kMlaMg F = 43.7 KN rgkMlaMgsgát; ÉkMlaMg F = 6 − 1
AB AF
manTisedArt;ecjBItMNr A dUcenH kMlaMg F = 37.5KN rgkMlaMgTaj. cMNaMBhuekaNkMlaMgRtg;
AF
tMNr A CaBhuekaNbiT.
- KUrBhuekaNkMlaMgRtg;tMNr B edayKñaBIBhuekaNkMlaMgRtg;tMNr A eK)anr)ar AB rgkMlaMg
F = 43.7 KN rgkMlaMgsgát; r)ar BC rgkMlaMg F = 29.2 KN rgkMlaMgsgát; nigr)ar BF
BA BC
rgkMlaMg F = 14.6KN rgkMlaMgsgát;.
BF
C 2
P1 =15KN 3 .7K
N
43 P1 =15KN
=
B FBA N 3
2 7 6 .2K
=29 1
FBF FBC
=1
6 4.6
KN 7
A F
- KUrBhuekaNkMlaMgRtg;tMNr F eK)anr)ar CB rgkMlaMg F = 43.7 KN rgkMlaMgsgát;r)ar CD
CB
rgkMlaMg F = 29.2KN rgkMlaMgsgát; nigr)ar CF rgkMlaMg F = 15KN rgkMlaMgTaj.
CD CF
Trusses 36

10. T.Chhay
2
C 8
P2 =15KN 3
3 4 6
1
B 7 8 D FCF =15KN 4 P2 =15KN
7
F
FCD=29.2KN
- eFIVdUcKñasMrab;tMNr D,E nigtMNr F. eKTTYl)antaragdUc
xageRkam³
l>r> eQμaHr)ar RbEvg kMlaMg sPaB
1. AB 2.92m 43.7KN rgkMlaMgsgát; (C)
2. AF 5m 37.5KN rgkMlaMgTaj(T)
3. BC 2.92m 29.2KN rgkMlaMgsgát; (C)
4. BF 2.92m 14.6KN rgkMlaMgsgát; (C)
5. CD 2.92m 29.2KN rgkMlaMgsgát; (C)
6. CF 3m 15KN rgkMlaMgTaj(T)
7. DE 2.92m 43.7KN rgkMlaMgsgát; (C)
8. DF 2.92m 14.6KN rgkMlaMgsgát; (C)
9. EF 5m 37.5KN rgkMlaMgTaj(T)
4> lkçxNÐBiess Special condition F1
1. Rtg;tMNrmYypÁúMeLIgedayr)arbI Edlr)arBIrrt;Rtg;Kña
ehIyRtg;tMNrenaHKμankMlaMgxageRkA dUcenHeK)anr)arBIr
rt;Rtg;KñamankMlaMgesμIKña F = F Ér)ar ÉekaesμIsUnü
2 3
1 F3
F = 0 ¬r)arenHeKdak;edIm,IkarBarPøat;¦.
1 1
3
A
2
F2
Trusses 37

11. T.Chhay
2. Rtg;tMNrmYypÁúMeLIgedayr)arBIr rt;minRtg;Kña F1
ehIymankMlaMgxageRkA P RtYtsIuKña nwgGkS½én P
1
r)arNamYy kMlaMgr)arenaHmantMélesμIkMlaMgxag
eRkAenaH F = P ÉkMlaMgénr)armYyeTotesμIsUnü
2
F = 0.
1
2
F2
3. Rtg;tMNrmYypÁúMeLIgedayr)arBIr rt;minRtg;Kña F1
ehIyKμankMlaMgxageRkAman GMeBIelItMNrenaH 1
enaHkMlaMgénr)arnImYy²mantMélesμIsUnü
F = F = 0.
1 2 2
F2
4. Rtg;tMNrmYypÁúMeLIgedayr)arbYn F1
F4
EdlBIr²rt;Rtg;Kña ehIyKμankMlaMgxag 1
eRkAman GMeBIelItMNrenaH enaHkMlaMg 4
énr)arBIr² rt;Rtg;KñamantMélesμIKña 3
2
F = F nig F = F .
1 2 3 4 F3
F2
Trusses 38

12. T.Chhay
lMhat;³
1> edayeRbInUvviFItMNrkMNt;kMlaMgrbs;kMNat;r)arén truss xageRkam³
1>1> 100KN 100KN
A B
10KN
8m
C D
20KN
8m
E F
6m
20KN
1>2>
20KN D 20KN
2m
10KN B F 10KN
2m
A H
C E G
4m 4m 4m 4m
20KN
1>3> 20KN D
20KN
1.5m 1.5m
10KN B F
10KN
A C E G
4m 4m 4m
1>4> B D F
4m
A C E G
3m 3m 3m 120KN
A
1>5> 20KN
3m
C
50KN
3m
B E
D
4m 4m
Trusses 39

13. T.Chhay
2> edayeRbInUvviFImuxkat;kMNt;kMlaMgénr)armYycMnYndUcxageRkam³
2>1>
15KN 20KN 20KN 10KN
A B C D E F G
1.5m
N M L K J I H
2m 2m 2m 2m 2m 2m
FCD , FCK , FEI ?
2>2> 20KN
C
15KN
2m
B
2m
A F E D
3m 3m 3m
FBC , FBE , FEF ?
2>3> 20KN 8KN 12KN
B D E G
2m
C F H
4m
A
3m 3m 3m
FBD , FDE , FCF ?
3> edayeRbInUvviFIRkahVikkMNt;kMlaMgénr)arrbs; truss xageRkam³
3>1> 20KN
A C E G
40KN
2m
B D F H
3m 3m 3m
15KN
Trusses 40

14. T.Chhay
3>2> 12KN
C
18KN 18KN
3.46m
5m
B E
D
5.54m
4m
24KN
A F
6m 6m
3>3> 24KN
G H I
10KN
3m
E F J
3m
16KN
C D
3m
A B
4m 4m
Trusses 41