A FRAME BRIDGEو A FRAME BRIDGEو A FRAME0

A FRAME BRIDGE

4. Merthyr Tydfil A-Frame Bridge

5. m
Pee ret mat ER,

6. Minimum Yoom 5132 ax b
L=Length of base

he :上 e Gable Vaaht
> 5
f= h-a
9= Tan ( (eh)
L

7. [A FRA RIDGE | 24/6/2023

repared by : Shah Rigan Mahran evil 4 Structure)
배려 ae Enewladge

1- A Frame w/ hanging Column Ai - ye of
AGS

E Ena Nes Hanging coloma

ze

5 ~ Cs nf ns»)
Re en A
8
NG Va
fr = M
yy
Ya 2

Point load distnbuted te joint

Ai VIVE P yeivyy

y = 그

8. Ve ~ Weight of frame

Reaction at Support

Y, = We + P
バー うと 1

Be
2

Moment at crown tor E joint
Mi= Yate - Ft) と Mas Velo Pao la

Horizental reaction:

pine 5 Here
Chirha) (hy + ha)

u

A

9. ae ED 0
hi + ha) (h,+h2)

He = Vale
Ch ha

Axial load / reactor eq

N = J ve =

uo.ces6」

w.cos Oz
/

Pé Reese,

の ES M = dietetica +: Plaseb,

Tra

\ Mz = の zcos6。 Lea” ーー La,

10. Geometry e dimension

o) Simetry frame: Same level at deck £ Colomy

leg

Length Cf ‘nelined Colomn:

D nr) um

Angle, 6 = Tan” (2543)

Ly

ea Le

11. (b). Column

les are not Same level
=:
ZN
7 je RN
‘fins 6, = wed
2 - =
Be ee
[
Given hy, Ly, Loy hz < y Chit ha) 2 Ls-H
A ha hs
qa ha= H -ha-f
Eau — sep
Length of Inclined colomn
Ear =i aera
Ee
ES
Angie, 。

e al

Li

6。 = Tan [ Charbs
La

Er

(3)

12. using leveling Survey ‘Knowledge

last, Ls, À, Height hı 2 ha

so, Li = L>Chiths) =
La
ha:

sx

= PE

2)

13. Reachon at Support

Asume À 1 B hinge connection

Simetri A frame / Gable

Prame
patios aer RA
2
BM at Centre Crown:
=
EEE Plies
13 a

Se, Honzental reaction

El = TE +=

5)

14. Ls= Lır La

Assemptren that Support AL B À hinge

1. Vertical Reaction ; Ry 고 Re

RACLI+Lz) = Patbatks) + Fier
Gi ta) ee 개

+ Pa(La-L4)

Palatls) + Prla ¿wi(osl+La)
Us La |
+ 05Wiz-la 4 Palla-le)
Ls Ls
Tota] Vertical load,
Q = Wits Wia+ Par Pr + Pa

[nis Rey 그 3600 5

‘sap Sa

15. Right Frame :-
enim War

~) in

a ge

Chath)

17. 一 一 +
Ba Zz Wi SS
> fee =
Nat Pme Sects
Ya
Reaction at Support
- we a
Ma Ye = Wht Pe
04: HE A t,o Me
(hi + ha) Chı+ha)

Da

KONG

18. DIMENSION

Given; Li ho hat ha when ip: ba=hs
La = LiCharhs)
Chit hat ha)
ig = Li hz
Ch + hatha)
pength ef inclined column
(ge Ee le
|
Ferenc = ee 0"
Angle + =
a =I [a (hither ha)
0 y= Tan ES
a oa

ea

19. Design Br
2 vpn: w= PA

ニニ ーー
HH ーー tae ts Has +

ae ere N nr
Y

( Vi Vs BY
sfp Ihn js E
Va Ya Ve Vg
RAR
4 SU

@ =

xr

BM; usin
moment distnb
ee

Lead dishiputed

Nw = q os Wp

ckn/m)

= Ps + Wey
ie 뜨
Pra = Pa + Wez

E

Tota] Vertical load
or Weight :-
Pat Wut Pret

Pre +wia+ Pa
+ Pe + Pr

00)

20. Reaction at

When this bridge 15 Simetry arragement

1 Vertical reaction

0 - 160 =>

4: So, Horizontal reaction

M, = R。 - Pe. ba -(Pe+Pn)Ls
> 3 ES

Mas Rob = 또는 = (Pp oPra) La

and ;-
ne Mi un (—+)
A. ehe)
He = Ma 의 kn (ネー)

Chit hat ha)

cle)

24. Frame 19

Symmetrical two-hinged, triangular rigid frame.

f
ul
ot Freno This sketch shows
md Notations 108 ef
metrical
nad =

cause tension at the face
= = dashed line

Uniform increase in temperature of the whe

icity

ent of thermal expansion

of temperature in degrees

Note: If the temperature d
signs of all m

the direction of all 1,
are reverse,

reversed,

md th

26. Within the limits of az Within the limits of b:

Mı=Pez+2 Mo Ma Pas +2 Mp7}

Ps PM

Within the limits of a: Within the limits of +
Ppz 十 2 Me 于 Mz=Pas'+2Ms% Mr=a(Pd+ Mu)

27. es

See page 60 FRAME 19

See Appendix A, Load Terms, pp. 44944,

Left:hand member loaded by any type of vertical load

Both members loaded by any type of vertical load, a

about the center line of the fram

28. See page の
FRAME 19 po

ix A, Land Termo pp

Left-hand member loaded by

‚ontal load
any type of horizon

There are no bending

Iu=—H;

29. リーーー

There are no bending moments There are no bending moments
E P
Vale, | H=—-H=-— >

30. 40 Stopping by to say thanks to the State Government's Living
Heritage Grants Program for a $50,000 grant to help us begin
conservation works on the Hiawatha A-Frame Bridge. The grant
will help us complete a detailed structural inspection by a
heritage engineer. Once complete, we'll be able to apply for
further funding to complete conservation works and turn the site
into a tourism asset.

This work is supported by the Victorian Government through the
Living Heritage Grants Program. Thanks team es

mai The Hiawatha A-Frame Bridge.

31. 29. CO

TABLE 7.10 (Continued)

NUOUS BEAM-TWO EQUAL SPANS—UNIFORM LOAD ON BOTH

SPANS

3
R, =v, =A, = V. = ¿ul
R, = 2V, =
VA =
M, =

37 =

M, (atx =?

wil?
M, (atsupport R,) mai.

18SEI

A Max. (0.42151 from A, or Ay)

wx PR
= ーー (P— 3h + 2x)
A 4061"

32. Ly

f le
Th ne
서도 +,
There are no bending moments There are no bending moments
y =V=>3 | Æ=-m=-À?
H,= He = 4}. | 피케

33. DGE 24/6/2023

E ¡gan Mabra Civil 4 Structure)

1: À Frame w/ hanging Column wy: - weight of
mer A Bene

We» Hanging coloma

M =
sep Im uff

Point load distributed te joint

ey Pas Var Va Pa Va rs payes Py = Vg

À + y y 所

49. Per 02000 Martinez Mana

talar - PERS

+ +

50. esprit

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de campus
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tell cola
Eso
2 アン

roms oti couru liber ©

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dy. br (9. +25)

pr: Tons //as7 ん ez 99208

Fatars- Per

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の

Asa + Fae fanas

8
N

に SER En
Te | r Pr 2 hi AS TE 572 Sweat 9
N

| Se aa "A
|_| foal vil
Dr 4 D

Pro dr. by (3 425

53. Nasi ue ras sTa tim <

compusic dl be,
/ な と し oeow campussio

rats faute of A Zooa/)

br (a + Beer

54. TE て らら の の) Laghor : ma
Ge me 909 Fog = Fac => 680 rg

rear
+ bre asus

55. BA ay 253. asus sak

beste na な ンジ gue so casco gor gu ha sungen

fea 7 m 25% (: この ん ~ 450 by fag?

USO Jl 2 greater thane Fr neuesten
)

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| ary

ド hatigenfat yen |

tat haz- e 4) 0% ruorsia dos má

se > 1084 aso passe 2

at tad arta >
> De em ME 4 = lost FC TRE

So hb Jot に Pir to sea A too pus ta 90 Ke ft

a -

56. > 38s CHE =3%
eee rn

1084 ls Au
lew,

Te DEN
ES

Tc y OF 5= を