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QflJ 4.4.19] “Luff—CI Ltéc‘é‘ W
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The
wishes
of the
he has

in due

writer of this thessis in this note
to thank the members of the faculty
Michigan State College for the help
received during the past years and

concideration has written this thessis

to show his appreciation.

_‘ ’0' xxx. .\ 1" h V V"(‘ l '- "r TT\‘f 'j“
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1"".* \ - 1 ~.-7' i_.\‘1_‘ ' r Infiri.
Aifl‘ira {9-1.0 Lib 11-111.11LJIHLLJQJ. Jr. CLO.» LID

Ihesis submitted to the faculty of

. «J; '
1 ,I‘ ‘- "j. ' -,.
ton. lieison
M

Candidate for the hearee of bachelor of Science

0:

June 193

THESIS

 

Analysis of

Two general types

Flex Towers,

Flexible frames are heavier than poles and are
intended to take care of longer Spans. iheir chief
function is to take care primarily of transverse loads
with a small margin of safety so that under u usual
conditiins of service they could provide a little
resistance in the direction of the line and distribute
a load coming in this direction over a number of
supporting structures and transfer Such a load to the
still heavier structures placew at regular intervals
in \the line or they may transfer all loads coming on
them in the direction of the line to a point where they

will he resisted. ‘A

Rigid Towers

digid towers are the largest and heaviest struc-
tures made for transmission line supports. ihey are
intended to hafe‘strength to carry loads coming upon
them either in thedirectio s of the line or at right
angles to this direction. They are usually desianed
for a combinatiOa of hoth loads. ihese towers are
luiit i* tria eular rectanvular or square dependinv
unon conditions. ihe width at cr>und line varies from

one seventh to one third the total height

103? '11.?

qoadings,

1 head load of the wires together with anJ coating
on them also dead weirht of structure itself.

2 Mind loads on the wires and the saruCLure
transverse to Lhe directia; of the line.

5 Eulls in the directiiz of the line caused l1

deed load and the wind lwad on the wires.

”9%
99.

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30.x 53.x «3.x 5.3.x tow. 33. 30.x S:
as. Q9 be. we.

 

 

 

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Lefcrence for use of Ihomas's curve

Formula stress factor 3 Stress in nine
heneth of Conductor x ‘t. per ft.

Stress factor is ordinate for both See and Stress

\

baa :dpan x abcissa of sag curve

Length ‘ span X abcissa of length 0 rve

bind pressure on conductor

It has been determined by many experiments that the

' I
-

wind uressure on circular objects - .OOBSV“

In which V 3 velocity in m.p.h.

The two curves indicatea and actual velocities are based
upon ex eriments. The indicated is the velocity used by
the U.5.N.s. As a result of consideralle investigation
the corrected velocity times a logarithmic factor equals

the true velocity.

 

 

 

 

 

 

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Max Zodd/nj on
Jae/tor 73m”-

[300- Cor-id.
L “90-0.1.

6.5'00‘ Conducf’ar
420 M51

1300‘. a
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400‘04

 

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Ultimate
Gauge ” a S Diameter Area Tension
500,000 .819 .5924 5,540

Load per ‘

jax. load
Lin. ft. vert. Lin. ft. hora. Plane resultant

 

head 1/2" ice 1/3” ice
1.535 2.545 1.815 2.64

hengtn of conductor and see
lower Span 550 ft.
stress equals 5,500

From Curves

stress Factor = 5,590 4.17

 

Sag = 550 X .051 = 17.1 ft.

Length : 55J X 10002 = 551052 ft.

Max. vertical stress 1,500

Max. horizontal stress 670

Tower Loadings
Wind Flex tower 20% per sq. ft.

Anchor tower 30$ " n n

Flex towers are designed to stand max. stress perpendicular
to line
Anchor towers are designed to stand max stress from all

directions

412)

 

x 42 . “-,._
2 X 45.95

180003 + 5hTJ x 45.5

5+110 X 42.5

 

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544,503 + BJMD X 51

 

H) ,.:,‘ .—
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bJBLJJO + 2590 x 55. n
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777,700 + 1792 x c .25

 

2 X 66035

HUIJJJJ f 365 if 7J.CL>

 

 

75755

eeJ x 77.s5

 

 

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895,252 + 255 X 77.M

 

 

a?

I: X {37.235

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‘_1'-l- \) 4c %’£.>Jll‘

 

9JJ,;3J7 + 51.5 x 100.55

 

2 3-: 154. :J

9J5,777 + 5:5 x TJe.e9

 

2 X 111.79

Stress
5,450

Allowable
4,550 "
2,600 "
1,582 "
2,220
5,170

6670

4750

 

 

 

 

 

 

15.1
6.6

11.2
7.5

11.00
m

5.0

13.1
5.0

7753
8540
9550
9010
pJ7J
7900
7340
L) U -.-l .)

5723

H

110 X 1.46

160 + 110 X 4.25 + 7520 X 2.7
233,108 4 755C) X 4.9 + 59".) X 2.3.1
56,878 + 772) X 4.55 + 4783 x 2.1
99,778 + 12,500 x 4.25 f 540 x 2.1
15w,695 + 1384 K 5.45 + bu84 X 6.6
256,615 + 16424 x 6.85 + 550 x 5.5
549, 465 + 16954 x 7 + 560 X 5.6
46J,025'+ 17514 X 718 + 670 X 5.6
087,8/5 + 16064 x 7.8 + 620 K 2.9

753,795 + 15794 x 5..5 + 570 x 5.9

889, 205 + 19574 2 8.55 + 5/0 x 5.7

455511 DIVE: 1‘ (iL1755

|
I
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150 5.5 + 1.45/5 40

20,108
56,878
99,725
156,695
256,615
549,463
460,025
007,5/5
730,795

889,205

1,052,685

+ 5.9/5

+ 5.9/5

4,270
11,150
18,800
26,500
55,600
47,600
57,80J
66,800
76,800
87,800

90,500

1—!

(JO
21},1CR%
56 , '(57 5

99,778

5‘

155, 93
555,515
£y49,465
460 ,ka?)
587,875

750,795

1,952,555

11.4.10

40,000

H

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And

530 X 11.12 + 6931')

x 4.573

35,730 + 7420 x v.75 + 794

131,7JOI+—

880,JJO-+

+
667 ,05-3 +
.7

1.31.: . 11.1

55,783
151,703
205,0J0
440,633
697,050
783,533

1,050,390

14,450 x
£3,530 x 8.1 4 4
82,150 X 9.5 + 5
25,460 x 10.5 +
24,360 x 11.5 +
DIVIdOR
5.12 + 8.73/7
n.75/7
7.5/7
8.55 + 9.0/7
11.La+10/7
15.ce-+11.1/7

17.21 + 12.1/7

J K

7.625 + 7040

4.575

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15,53
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57,70

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131,710

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449,520

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5.5 10,580

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a x bb.‘ 14.0 4,983

 

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a x 97.1 17.5 a A)

.nTV ,.
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All rivets in towers are in single shear allowable 10,000

Flex tower
Max. stress in cross arms

9 910

1ofojo‘

flax. stress in channel

96,500

 

10,000

Anchor tower
hax stress in cross arms

5 1

J

00

._._._...L_...—

I
10,

O

00

Max. stress angles

53,700

Io,ooo

2 rivets

IO rivets

2 rivets

6 rivets

 

 

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