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TE‘HE DESIGN OF A STEEL TAENTOR
GATE FOR MOORE’S PARK DAM
L“ NSENG. MECHICAN
Tiesis for the Degree of B. S?-
\iOHN 3. HARTMAN
1929

 

THE DESIGN OF A STEEL TAINTOR GATE FOR MOORE'S PARK DAM
LANSING, MICHIGAN

A thesis Submitted to the Faculty of
Michigan State College
of

Agriculture and Applied Science

'. a!
l _,-

bytm"
John S? figgtman
Candidate for the Degree of
Bachelor of Science

June 1929

THESIS

A—vb"

- MOORE'S PARK DAM -

Moore's Park Dam was constructed in 1906. Its purpose
is to furnish water to the condensers of the steam power
plant near by, however, some power is developed by the
turbines and generators at the dam when water is abundant.

Below is a picture of the dam, showing the power plant.
overflow dam nith splash-boards, and the spillway proper.

The steam po;er plant is at the right, but cannot be seen in

the picture.

 

The picture below is a more distinct view of the
spillway. The wooden Taintor gates can easily be distinguished.
An "I! beam can be seen on top of the axis of the gate to the
left. The reinforcement was placed there after the gate had
been installed. as it was necessary to keep that portion of

   

the gate from failins

  

-REEARKS-

This thesis is a design of a steel Taintor gate to
take the place of the wooden one now in use. The wooden
gates have proven satisfactory except for their axis, which
is of steel and is designed of insufficient strength.

In studying the subject of this thesis, one great
fault that can be found with the present design of the dam is
the fact that there is no means of keeping the ice melted
away from the spillway gates. By experience, it has been
found that although the gates are only open about once a
year, this time always occurs in the spring while the ice is
still solid. Before the gates can be raised it is necessary
to cut the ice away from them, which often takes three or
four days. This is both expensive and dangerous. It is not
only expensive due to the amount of work required to remove
the ice, but also due to the damage often done to the gates.
The last time the ice was removed, one gate was so badly
damaged that it had to be replaced. The danger factor due to
the great length of time required to get the gates open is of
no less importance. If the water should rise very rapidly in
the spring before it was expected to, it might even become
necessary to dynamite the gates in order to save the power
plant. It is therefore essential that some means of keeping
the ice melted away from the gates be installed, whether

wooden or steel gates are used.

After a careful study of the situation it has been
decided that of the three possible methods of heating
Taintor gates, steam, electricity, and compressed air, the
latter would be the most satisfactory. An air compressor
could be installed in the power house and pipes laid to the
spillway, the discharge pipe being laid slightly above the
gates in the bottom of the river.
Although this steel Taintor gate is designed to be
placed in the buttments as they are now, there are two
suggestions which could be made if the buttments were to be
designed new. (1) Embedded in the wall of the buttment for
the belting of the gate to fit against is a wooden member.
This piece is not satisfactory due to the fact that it is
out of water part of the time causing it to rot. A good grade
of concrete would be Just as watertight and would be more
lasting than this inlaid timber. (2) As the gate now stands,
the wooden sill of the gate rests on the concrete base of
the buttment, to form a watertight Joint. If a steel gate

is used, wood against steel gives the most satisfactory
Joint. In such a design a treated oak timber embedded in the
concrete at the base of the gate, for the steel beam of the
gate to rest upon, would prove satisfactory as this would be
watertight and the timber, always being under water, would

last a long time.

- PROCEDURE -
In undertaking this design the first step was to scale
the dimentions of the spillway. A sketch of the piers as
. found is one of the blueprints. The taintor gate was designed
to fit the piers as they are in this sketch. All dimentions
would necessarily have to be checked before the actual
building of the gate.

Welded Joints were selected not because they are more
satisfactory than riveted Joints, but because of the desire
of the author to become more familiar with them. In the
investigation it has become appearant that until more is
known about such welding, it would be advisable to continue
with the old reliable method of riveted Joints.

In this design the unit allowable stress for welded
Joints in tension and shear is used as 5,000 Lbs. per Sq. In.
giving a factor of safty of six which is recommended by most

authorities on structual welding.

C OPIPUTAT IONS

5.

 

 

 

51110.7
2 I7
0

0 I 24 - 20'

M

o = 48°— 40'
ABC = 48.67 (2) 3.1416 (17) = 14.451
“336“”

Total pressure against gate:

14.45 x 62.5 x %g a 6,320#/' width of gate

Use six channels.
Uniform load on each channel:

6 320 . 1,053fll'

_.I.6___

 

1,053e/v

 

 

 

 

 

 

11311131112 A-A
A l, A
,0 :5 :C J
I
llllzn 4
- /3.8:? gfi
Ma = Mb 3 1,055 x £3 a 1,053 x (6.915)2 - 1,053 x 6.91d
2

 

(6.915 - Y) = 0

Y2 4 13.83Y - 47.6 . 0

Y = - 13.83 tiZ/(13.83)2 -+ 4 x 47.6 = - 6.915 t 7191.191
2 "“z““'

 

Y = - 6.915 e 9.8 = 2.885'

mg g 1,053 x (2.885)2 3 4,350 #'
2

 

 

Mb = 1,053 x2(6.9l5)2 - 6.915 x 1,053 x 4.03 =

25.100 - 29,450 = 4,350 #'
z = 6.915 - 2.885 = 4.03! 3:4.03'
I:2.88'
4,350 #' : 52,200 #"

M'- I : 52 200 = 3.27

'S 0' I0,000

Try a 5", 9 # channel

I z 808 = 3052 (001(0) 573,9 #
0 2.5 channel

 

 

MEMBER B - B

Total pressure against gate - 6,320 #/' width.
6,520 x 6.915 = 45,700 # on half the gate.
Davide two ways the center beam taking half the load.

43 700 : 21,850 #, eccentric loading.

___é____

Try 6" x 6" x 5" angle
'0

L a 16' z 192"
r : 1.17"

L 3 192 a 164 ( allowable stress 3 4,800 #lsq. ")

I‘ e

21 850 a 3,080 #/sq." (compression for axial loading)

Tin“

x a 1.73 - .625 = 1.105"

M a 1.105 x 21,850 a 24,100 a"

MD 3 IS

24,100 x 1.73 = 24.2 x S

S : 1,720 #/sq." (compression due to bending moment)

Total compressive stress = 1,720 e 3,080 - 4,800 #lsq."

Total allowable compressive stress a 4,800 #lsq."

 

 

 

TELEBER C - C

Compression load = 1,053 x 6.915 I 7,500 #
Unsupported length not over 24"

Assume a 3" x 3" x g? angle

A : 2.11 sq."

 

 

 

 

r : .58"
p a 24 - 41.4 #lsq." (allowable stress - 13,000 #/sq.")
r .50
7,500 : 3,550 #lsq." (compression for axial loading)
'1

E
X = .89"—
M : 7500 x .89 : 6,680 #"
M C : I S

6,680 x .89 = 1.8 x S

S a 3,300 #lsq." (compression due to bending moment)
Total compressive stress :

3,550 6 3,300 = 6,850 #lsq."
Total allowable compressive stress - 13,000 #Isq."

10.

3"13"x3"
Angle 0.K.

 

ll.

SPACIHG 0F CHnKKEL
“y Uniform load of 1,053 #l'
of each.beam.
wag 3 1,053
n? = 1 053 x 2 x 2 . 33.7

a - n: q 5.81' a-5.81'

hfi - 1,053 x 2 x 2 . 67.4
62.5 ‘

h2 a 8.22‘
b = 8.22'- 5.81' U 2.41' b-2.4l'

= 1053 x2 x 3 n 101'
62.5

h...3 a 10.07
0 = 10.07 " 8.22 8 1085‘ 031.85'

a 1053 x 2 x a . 135'
62.5

d. . 11062' " 10.07' g 1.55, d31e55'
l 053 x 2 I 5 : 168.4’

5 ““"62.5

h5 3 13.00'

608

h

 

111.11.11.11 .__.1

 

 

“>80

 

D‘
M
II

= 13.00 " 11062 = 1038' 631.38.

053 x 2 x 6 g 202
62.5

Q

65;
H
P”

f = 14.22 " 13000 = 1022' £81.22.

 

MEMBER D * D

 

 

 

 

 

 

 

 

 

.1 /?.
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Hg: 5217500 61.1117500

 

:6
Q
I

- 7,500 ( .377 0 .119 )
R, 3 3.720 #

”i a 3,720.: 5.81.: 12 : 259,000 #"
uc:I'8

I : 259looo x.5 . 81m.4
0

Use a 10"., 25 1% channel.

12.

 

37E 351131311 - AXIS
~ A3.83’

 

 

nu” ‘ \
-¢1m344~2 7r .

 

 

 

13.

 

 

 

 

P , whz x 13.83 = 2.5 x (14)2 x 13.83 . 42,400 a
2 2 2 4

M : 42,400 x 2.885 x 12 : 1,470,000 #"
Try a 12" steel pipe 1" thick.

I = %_(3.l416)( 64 - 54) = .785 (1296 - 625) - 525 In.4

MC=IS
1,470,000 x 6 : 525 x S

s = 16,010 #lsq."
(O.K. )

 

 

 

10" pipe
1" thick

 

 

 

R.
A
/ wag . 62.5 x (5.5)2 . 945 #
/ 2 2
/ I
/ .3 R, z 315 #
/ R2 : 630 #
/ .
tub? _ _ whz =‘315
2 /
/
,’ ' h? = 10.08
L__uzé_-ag__né?
2 h: = 3.18

M = 315 x 3.18 x 12 a 315 x 1.06 x 12 a
315 x 12 ( 3.18 - 1.06 ) a 8,000 #"

hement taken up by the g? plate:

 

 

MC=IS
M’x .1875 : 12 x (.375)3 x 16,000
12
M = .0527 x 16,000' = 4,500 #"
71875

8,000 - 4,500 = 3,500 #" to be taken up by angles
per foot width of gate.

Try 3" x 3" x 1" angles

a (per angle) a 1.2 x 16,000 . 8,900 #"
2.16

8,900 a 2.57 (space angles 2.5' or less)
9

 

14.

3"X3 "x1"
4'

angles
spaced
2.5' or

less

 

TIE ROD (axis to pier)

P a 42,400 #
2’

Area : 42 000 = 2.62 sq."

11:11:00
2.62 x 1.5 = 3.94 sq." (use)

2.25" rod = 3.976 sq."

 

15.

1188

2%" rd

VELDED COHHECTIONS

(all welds are %" bead)

(allowable strength of weld is 5,000 #lsq." which

gives a factor of safty of six.)
Plate to Member E - B

At ends and in center 1" on each side of E - E.
members A—A to 0-0 and 0-0 to D-D

Shearing load : 7,500 #

7 500 a 1.5 sq. In. weld

11550
Members D—D to B-B
Shearing load: 21,850 #

‘31'0‘50'

16.

 

 

 

 

 

 

 
 

 

 

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WELD ALL CON/VICT/A/G
SURFACES

THE DESIGN '0; A
STEEL TA/NTOR GATE FOR

MOURES PARK DAM

LANSING, M/(‘H/GA/V

MA Y H /.92.7
5011.5 4 .- / ’
DfS/G'NI'D BY ' John Hartman
ORA W/V BY ‘ Jo/yfl Hart/7100

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