PRELIMINARY SURVEY AND COST or A
GRADE SEPARATION
u. S. 46 & P. M. R. R. 3 MILES
WEST or LANSING
THESIS. FUR THE DEGREE OF B. S.

E. H. Aue A. E. Heath
1932

Illtlﬂﬁﬂﬂﬁzﬂfgﬂiﬂiﬁjﬂlﬂgﬁﬂiulﬁﬂiﬂimlutl

 

 

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_ PLACE IN RETURN BOX to remove this checkout from your record.
3 To AVOID FINES return on or before date due.
MAY BE RECALLED with earlier due date if requested.

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Preliminary Survey and Cost Estimate
Of a
Grade Separation

( U.S.-l6 & P.M.R.R. 3 miles west of Lansing)

A Thesis Submitted to
The Faculty of
MICHIGAN STATE COLLEGE
of
AGRICULEURE.AND APPLIED SCIENCE

By

ECHO Aue Acne Hetth

M

Candidates for the Degree of

Bachelor of Science

June 1932

9380'?

I ‘w‘. ' '

 

The authors wish to take this Opportunity to
acknowledge their indebtedness to Professor 04L. Allen

for his kind advice in matters or good engineering prac-
tice: and to other members of the Civil Engineering De-
partment for their c00peration in allowing us the use

of various instruments in connection with the work on

this paper.

East Lansing ' E.H.A.
June,l932 AeEoHo

 

 

III-IF

. m BACK or BOOK

TABLE OF C
Discussion .................................... 1.
Commit-8t}. .n. eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee 2 0
Costs ......................................... 3.

lap and Drawings (in pocket) ................ ..4.

 

 

 

 

 

%H.n..... .

‘Q-v;t..

wA-h

 

K“

DISCUSSION

The purpose of this Thesis is the determination of
the location, type, and cost estimate of the completed

separation.

A Topographic map was made to determine the location
and type of separation to be construeted. It was found
by inspection of the map that the railroad had already
approached its maximum grade at this point. Therefore
it would be very costly to change the elevation of the
railroad..

It was decided after consulting a set of Michigan
State Highway specifications,that the curves at the
crossing were too sharp-especially if a separation were
to be put in. Accordingly, a new reverse curve was run
in with longer radii, and the road relocated.

It was also noted from the map that any dirt for a
fill would have to be borrowed and hauled from some dis-
tent source, while ‘gﬁfé’i’ﬂﬁﬁ $53? ﬁdrﬁégr’g’ess than
the fill for a separation, since the surface takes a
distinct downward slepe Just to the west of the crossing
the specifications again influence the design when
we considerﬂd’that fourteen feet clearance is required
over a Michigan Trunk Line, while a clear height aboxe

the taps of the rails of twentytwo feet is required

 

[00.12er .L 1f. .0 a” All .qﬂ.‘

fer railroad passage. There is a seven foot difference
in depth of earth work - other factors being equal.
Here also the matter of drainage appear: in the project.
It is comparatively inexpensive, howevenand need not

be given very much consideration.

Then the bridge problem is brought up. Would it be
more economical to build a one-hundred fifty feet by
sixteen foot railroad bridge or to build a highway
bridge one-hundred seventgrwide and with a span of
twenty feet. The continuous retaining wall abutments
in the latter case would each be one-hundred seventy
feet long and twenty six feet high. Retaining wings or
head walls would be required.in such a design.

The railroad truss bridge would be cheaper than the
highway bridge due to cost of materials.

The summation of the above items indicatcsthat the
excavated separation would be far more economical to

construct than the fill separation.

 

{II V r 5... .'.w a 5 ‘5‘th

ggpggarggg or CENTER LINE
P.C. Sta. 0 e00
P.I. Sta. 1 e34.8
I 18' 23' 00"
R z I 00te% : 833.0'

Sing 3 3%? :

. .‘2 3 3° 25' 27'
2 .

g,: 1° 43° 2325"
2

L3. 100;; 267.1'
9

This curve is south and east of the rail road.
P.G. Sta. 2 067.1
P.I. Sta. 3 973.3
I. 30° 12' 00“
R a T cot.I s 414.0'
Sin g
l
6’ 56' 00'

.b

nun: nut: Ink:

E : 3°28' 00"

L0 3 1001 3 217.8'
D

we
This curve is north and fdiihof the rail road.

SURFACE ELEVATIONS ON RELOCATION

Sta. 50'left 25'1eft center 25'right 50'right.

line
00 00 852.1
00 50 851.6
1 00 851.1
1 50 850.5
2 00 850.0
2 50 849.5
3 00 847.9 847.2 u“.49.0 847.2 847.6
3 50 47.1 46.7 48.5 46.5 47.1
4 00 45.9 45.8 47.8 45.5 46.6
4 32.9 3.0.47.5
4 50 45.8 45.7 47.3 46.1 45.5
5 00 46.6 45.3 46.6 46.6 44.?
5'50 47.1 45.2 44.8 46.4 44.5
6 00 45.3 45.2 45.5 46.3 46.3
R63:50 44.5 45.1 45.9 46.3 46.2
7 00 47.3 46.2 P. 245.4 44.4 44.5
7 50 44.! 44.9 45.8 45.5 46.7
8 00 42.8 46.5 45.3 46.5 47.0
8 50 44.0 46.4 45.2 45.0 43.5
9 00 42.8 46.9 44.4 44.7 41.0
9 50 44.6 45.7 43.2 42.7 44.2
10 00 44.8 41.0 ' 41.8 43.6 46.5
10 50 42.3 41.3 2.2.42.0 40.8 41.7

11 00 42.5

FINAL ELEVATIONS OF SUB-GRADE

Sta. .5 Elv. Sta. g Elev.

IO 00 853.1 6 25 . 827.7
0 50 P.C. 51.6 6 50 27.0
075 51.2 6 75 26.6
1 00 50.8 7 00 P.I.26.5 3.3.
1 25 50.3 7 25 26.6
1 50 49.7 7 50 27.0
175 49-1 7 75 27.7
2 00 48.3 8 00 28.5
2 25 47.6 8 25 29.6
2 50 P.I.46.7 8 50 2.1. 31.0
2 75 45.7 8 75 P'c' 32.4
3 00 44.7 9 00 33.8
3 25 43.6 9 25 35.0
3 50 42.4 9 50 36.1
3 75 41.2 9 75 37.1
4 00 39.9 10 00 38 o
4 25 38.5 10 25 38.8
4 50 2.2. 37.0 10 50 P.I. 39.5
4 75 35.5 10 75 40.0
5 00 34.0 11 00 40.5
5 25 32.5 11 25 40.9
5 50 2.0.31.0 11 50 41.1
5.75 29.6 11 75 41.2
6 00 28.5 12 00 41.3

FINAL ELEVATIONS OF SUB-GRADE

(continued)
Sta. Elevation:
12 25 841.2
12 50 P.T. 41.0

IOle-
Stations of P.C.,P.T. and P.I. on vertical

curves have elevations so marked.

O. Ugll'

EARTH w05g_DEs;GN FROM caoss saczggus

Station

00
.50
00
50
00
50
00
50
00
50
00
50
00
50
00
50
00
50
00
50
00
50
00

\ooooooqslmmmmabuummHv-aoo

h' r4 is
H00

’ Area of sec.
(sq. ft.)

0 00
O 00
22.5
65.8
136.0
203.5
166.5
258.5
359.0
543.7
776.5
1012.5
1191.5
1367.5
1403.8
1350.6
1208.7
926.0
683.0
036.3
215.0
98.5
40.5

Volume

(One yde)

0 00

20.9
81.8
187.0
314.5

‘ 34295

393.0

571.8

835-5
1222.0
1656.0
2040.0
2368.0
2566.0
2550.0
2370.0
1976.0
1490.0
1035.0
602.0
290.0
129.0

39.0

Mass.

20.9
102.7
289.7
604.2
946.7

1339.7
1911.5
2747.0
3969.0
5625.0
7665.0
10033.0
12599.0
15149.0
17519.0
19495.0
20985.0

22020.0
12912

22622.0
22912.0
23041.0
23080.0

DESIGN OF EARTH WORK CONTINUED

Station Area of sec. Volume Haas
(sq. ft.) (cu.yd.)

11 50 00.0

000 23080.0
12 00 00.0

000 23080.0
12 50 00.0

000 23080.0
Haul:

Station 6 0 50 : mean of mass
Point of waste in 2000 ft. away.
1000ft. free haul.
:. Haul :10x23080; 230800 yd. stations.
This is on the safe aide since super elevation

was not conaidered on either curve.

 

Construction of pavement:-

lgSOx 40 = 5560 sq. yds. alab.
93Qe VBQe yde

2500 linear feet of curb and gutter.

1 cent. pump and automatic controlled electric

motor
2 Catch basins at bottom of out.
700ft. 10“ tile from pump outfit to placement.

DESIGN CE STRINGERS

 

Influence Line

 

 

 

 

 

Maxi-u. Moment Average load method
'1oad (3) rt. n 30 = 2.40 20 :7.20
1.25 12.5
reverse
N " 1ftel 60 . 4.80 £9... =
12.5 ‘ 12.5 4'80
“ (4( rt. 1 60 g 4.80 60 g 4.80
12.5 12.5 reverse
" " 1ft.§ 20 I 7.20 3 g 24.0
. 12.5 12.5
load (3)
u.(1245_1 135 x 2.5 «15 x 30.5) 12.5 -345 . 15 x 13
25
H: 'k.
load (4) 450
n :(1245 . 135 x 2.53-15 x 25.5212.5 - 320 e 15 x 18
25
M : ASO'k.
cccccccc #cunodc-COQ—sI-OO-use-on--.-a.-~-CQ-------.b-.----c--
M * 450'gips
Shear

load (1) 1ft. reaction

R : 1245 0 135 x 2 I 50.5 klpS
25

load (2) 1ft. reaction

R : 2460*?“1 4.5 . 33 g 15 : 72.5 kipa.
5 Shear : 72.5 kip.

 

Note: We wish to obtain as shallow a floor system as

possible to eliminate excessive earth work.

STRINGERS CONTINUED

Web:

161.46 3 16.75 sq. in. Net for Shear.
10

7/8“ rivets .601 x 16,000 x 2 : 12,020 #/ rivet
in Shear.

161,460 £14 rivets required
12,020

7/8 x 7/8 x 24,000 : 18380 #/rivet in Bearing.
161,460 g 10 rivets required
1 {3 0
14 Rivets limits the
Depth. _

 

A 33x 15% x 210# I-Beam is sufficient.

Use a CB section as given.

 

A built up section from a rough estimate would be
several inches deeper and about 10 lbs. heavier than
the I-beam. We are striving for a shallow floor system

as stated before.

DESIGN OF FLOOR BEAMS

 

 

Moment Diagram T

 

Shear
Dead stringer 210#/ft.
210x25;........................5250 #
4Hitch angles 6"x6"x29" Z

4112.0)(22 =eeeeoooeeo..oeoeooooee189e5#
12

Track a r2118 400 a 25 =...........5000 4
‘2‘
Floor beams assumed @300ﬂ/ft.

300x8;........2400 g
'Total.......12839.5#

Live
Using loads 5 or 14 on beam ; ....110.2 kips

Impact ” . " " " " " " :......24.2 "
Total moving load shear:205.l "
Total max shear - 217.9 "

 

Moment ,
Same loading as for maximum shear

uWine : 205.1x3.25- 205.1x8: ....924.0 kip ft.
Dead 1284X8- 10e44x3.25 -360xlix8: 52.15 i "
Max Total moment 3 983.15 ” "

 

Note: Live loading 000per's E-60

DESIGN OF ELQOR BEAMS CONTINUED
Rivets

shear 211.3 g 15.12 rivets necessary.
12x. x2

Assume a 40‘ webb

211.2; .544" thickness webb required
10x 0
to carry shear. Use 138 Webb.
16.

Bearing 211.2 :15.3 rivets in bearing.
1 x20xg
.1 USE 16 RIVETS.

 

Flanges
Assumed effective depth 3 37“

283.15xl2 2 19.9 sq. in. needed for tension.
37x 16

Assume 4 6"x6“x%f[sfor flanges.

Soc 16,000-200x14x12 s 13570fper sq. in.

13.813
USE 13500 #
283.15x12 a 23.62sq. in. needed for comprese
37113500

sion.
Area of two 6x6x§§és;l9.46 sq.in.
40x%%x%e2.70 sq. in. taken by the webb.
19.46e2.70-1.75320.4l sq. in. available for tension
and 19.9 are needed.
, 0K Tension.
l9.46e2.70 : 22.16 sq. in. available for compression.
and 23.62 are needed.

Change Compression.

DESIGN OF FLOOR BEAMS CONT1NUED
We decided to use an angle of larger dimension rather
than use a cover plate.

Try 4-6"x6"xl"[s a gross area for 2: 22sq. in.

Area needed in compression : 283.15x12 3 24.45
3 07311305
. IQe 1ne

Area needed in the angles : 24.45-2.70; 21.75 sq.in.
We have 22" available. OK COMBBESSION.

Area needed in tension 3283.15xl2 s 20.5 sq. in.
36 e72x13 e5

Area needed in [a 320.5. 1.75-2.70. 19.55 sq. in.
We have available 22-1.75: 20.25 sq. in.
OK tenshon.

Webb Stiffeners investigation:
40.5-2x6 §,s 27.25 in.clear.

.8125 s more than g;
27.25 0

Stiffeners are unneces-

sary.

 

Rivet spacing

21.22 - 3 : l.51“spacing of rivets.

Rivets must be staggered being spaced 3“ apart

and having 2 rows using total of 17 rivets.

 

WEIGHT 0F FLOOR SYSTEM ON NEXT PAGE.

FLOOR BEAMS 00NT1NUEQ_

webb 1 x40x16 3110.5 x16 :..............1770
41. 6%x6'xl“xl6'g 4xl6x37.4 =............2397
8 his 6'x6'x}"g 8x19.6x§g_:..............379
4 " ' * " : 4x28.7x§%_a..............364

Shah“

400 rivets @254/ 100:.....................1oo g
Weight of floor beam e.........5010 #
The estimate of 300#/ft. was good
if hitch angles were neglected the wt./ft.
would be 29Q3#/ft,

The weight of floor system resting on the
floor beam 3.. ..... 210+ 200 32 x25 u.20,500. #

WEIGHT or FLOOR SYSTEM PER PANEL 3... 25,510 a

DES;GN OF WARREN TRUSS
The bridge will be 150 ft. long consisting of 6panels
at 25 ft. per panel. The trusses will be 29 ft. high
and will be spaced 16ft. on centers. The truss will be

built with verticals at all panel points.

 

We assume a dead weight‘pey‘tbox'of 1300 lbs. per
foot of truss. The dead stresses were figured by the index
method. The dliaéhal forces being multiplied by constants
which were figured from pronortion of lengths.
Diagﬁal : 3%;12 : 1.53 x horizontal force.

" " 3§§32 s 1.32 x vertical force.
9

 

The members of the bridge are numbered as follows;
Starting at the left the lower 80rd members are numbered
L1 12 L213 and so on up to L6' The upper dbrd members
are numbered starting at the left with 01 U2 and so on up
to Us. This arrangement causes all vertical members to be
numbered with U1 L1 and so on up to "5 L5, and Sue diaghals
L001,01LQ and so on up to USLG.

Dead stresses will be found on the tabulated stress

sheeteand 0n Plate 11 of the drawings.

 

We here wish to note that i the dead stress was assumed

h .
to be carried by the upper 39rd and i by the lower chord.

 

’Page -

COMPUTATIONS LLEE AND IMPACT STRESSES

L01.1 L1L2
Loads at oanel point I

load 3 24546e226x29214.5 -l5x8 3207.4 kips

 

29
“ 4 24546234x426+34x11x3 -720 :209.4 kips
1 6

29
" 5 24546+39x4§6+39x195x3 -1245 : 207.5 klps

29
( live : 209.4 kips
Max Live and Impact stresses
(impact: 209.4x300=l4l.1kiﬁs

445

 

 

 

L001 .
Loads to right or left of right reaction.

102d 1 rt.24546e3x4lx20.5: 180.5 kips

 

 

150
" ' 1t. 24546e3x4lx20.5-15x150:165.5 kip!
150
“ 2 rt..24546e3x49x24.5§l20+2250) : 171.75kips

 

150
MAX Live and Impact stresses (live:l80.5 xl.32 =238.1 kips

(impact: 238.13300:158.8 “

 

I’11'1 "3L3 I’515
Loads placed on panel point V

load 3 3232.5e174-690 : 108.5k1ps
2

5
‘ 4 4216.5-1440= 113.4 R103
25
" 5 5244-2329: 110.16kips
__—25

(113 e4 live
Max Live and Impact stresses
(113.4x300 : 99.2 kips
344

1

Impact figured by max stress x33091
300eloaded length of truss

 

 

COMPUTATIONS_L1VE ANDggMPACT (CONTINUED)
UlUg 0203
Loads placed on panel point II
load 6 24546+(426;23)0(3x23xl115)-2460:318.8 kip.

 

 

 

 

 

“ 7 24546e(426x28)9(3x28sz)-3232.5:321.2 kips
—3 29
“ 8 24546e(426x34)e3x34x11-4276.5=32l.0 kips
3 29
Max live stress: 321.2 kips Max impact-3215;;3OOa

222 k1ple

 

Loads at panel point III
load 11 24546e(426x30)+(3x30x15)-8772:364.34 kips

r

29
“ l2 245460(426x3§)+(3x35xl1.5)-10062a364.98 kips
2

29
“ 13 24546e(426x40)+(3x40x2O)-115023361.75 kips

2
29
Max life stress :364.98. Max impact: 64. 8x 00: 246.5 kips
' 423

 

 

U .
1L2Loads on panel point II for tension
load 4 24546+(426x9)_(9x4. 5x3)-15x30-1 x18 - 161.1
150 25 25 kips
“ 3 24546_(426x4)e(3x4x2)- 5x13 -30x20 3161.36
150 25 kips

Max live stresss161.36x1.32; 213 kids)

tension
" impact stress32l3x399 3155 kips )
413

Loads on panel point V for compression

It.

. n -1 K.

 

.. .. is. r. I. I alllrm’lji
t1 .

.lv'lc

 

COMPUTAILONS LIVE AND IMPACT (CONTINUED)
UlL2

load 2 24609154.5x1+3x15312.63 kips
150 25
“ 3 3232.59114913x1595x30e 8.91 kips
150 25 2

Max live stress. l2.63xl.32a 16.7 kips )
impact stress:16.1x300 : 15.04kips l compression
413

 

L2U3

Loads on panel point III for compression
load 2
13092434x4-8x15:91.76 kips
150 25
“ 3 16224-6-13x15 : 94.36 kips
150 25
” 4 18061.5-18x15-15x3 =91,6O kips
150 25 25

Max live stressg 94.36x132-l24.4 kips )

 

compression.
' 1mbact stress : 124.4x 300. 95.75 kips )

388

Loads on panel point IV for tension.
load 2
6948+(2x228)-8x15344.56 kips
150 25
" 3 6948122851)-1 -5539; 43.16 kips
150 2 5 25
Max live stress=44.56xl.32 358.8 kips )
tension.
" impact stress:58.8x300 : 48.6 “ )

363

 

r
There will be no live load stress on U2L2 as it caries

only it! own weight and is used more as a brace.

STRESS TABLE FOR TRUSS

All stresses are given in kips and tenths of kips.

 

 

Member Dead Live Impact p_gota1
%U1 -107e2 '238e1 -158e8 504e1 Comp.
“1L1 0 24.4 0113.4 0 99.2 237.0 Ten.
£151.: 0 79.2 0209.4 0141.1 420.7 Tan.
ulna ~112.2 -321.2 -222.0 655.5 Camp.
U211} It u I} t!
LQLB 0126.4 0364.98 0246.5 737.9 Ten.
01L? ( 0 64.4 0 213 0155 432.4 Ten.
3‘ 9 64.4 " 16.7 ‘15e04 32c? Ten.
U3L2 ( - 21e4 -124e4 - 95075 24105 Comp.
R( - 21.4 0 58.8 0 48.6 86.0 Ten.
02L? - 8e]. 80]. Comp.

 

Only the members of half the span have been figured

this is allowable as the truss is pymetrical about its

center line.

_pESIGN or TRUSS MEMBERS

 

 

DESISN LQLB

Stressc737,900# tension.
Req'd area .7 00s46.20 sq. in.
16,000

Trial section-
41; 3%x33x5/8"315.92 sq. in.

4 webs@2l"x§” 342.00 " "
Gross area :57.92 “ "

-Rivet holes
4 l“x5/8":2.50 sq. in.

12 lux%n 39:29. so u
Rivet holes:8.50 " “
57.92-8.50349.42 sq. in.

Member is OK.

 

DESIGN L1L2
Stresss420,700# tension/
Req'd area - 420,700:26.30 sq. in.

16,000
Trial section-

4;. 33x33x9/16“:l4.47 " "
2 web822l"x7/16-18.3 " "

 

Gross area :32.86 “ “

-Rivet holes
4 l"x916" : 2.25 " "

2x2x1”x7/l6":1.15 " "
Rivet hobes: 4.00 Sq. in.

Member is OK.

Q§§IGN 0F TRUSS MEHBERS CONTINUED
DESIGN U1L2
Stress:432,400# tension.
Req'd areag4§2,400:27.01 sq. in.
10,000

Trial section-
443 3%x3%x9/lo":14.48 sq. in.
zeweb8021"x7/1bs18.§8 “ "

Gross ares 332.86 “ "

~Rivet hbles
4 129/10" :2.25 " "

4 1“x7/1o" =1.z§ “ "
Rivet holes:4.00

32086'4000:28080 Sq. in. Net area.

Memberis 0K.

 

DESIGN U1U2 & U2U3

Stress:055,500# compression.
8 allowableglo,OOO-ZQxQleg

1"
Assume S:13,500#/sq."

 

Req'd area:0§§,500:48.5 sq. in.
13.500
Trial section-
413 3%x3ix5/8”315.92 sq. in.

2 webseeo"x11/ibg27,50u .
lC Plt.@24"x%" '12.00“ a
Total area =55.42« n

Z:12.00XL;O 1/89ﬁlﬁ2.25 "
55.42

I (c.01t.)alx24x(%)?l2+l2.oi(10:1/8,§-2,25)g

344"“

2
I (tcnzs)=2(4.3+3.9s(1o 1/8-1.1-2.25) ) =375 .

ESIGN 0F TRUSS M3MBE% CONTINUED
DESIGN U1U2 &U2U3 contMnued.
I(bot.[s):2(4.3+3.98(10 1/8-1.1.2.25)2).1023
I(webs) :lxl 3/8x203927.50x(2.25)2 31137 "
I a .......... ”.3379"4

r: / ﬁﬁfﬁ =7.8 r: /_L_
f 55.42 Y A

3316,000-IOX25g12 :13,310#/sq. “

7.
Area: 55,500-49.1 sq. in.
13, 310

Also I-C.P.:%x9_13:...................576"
413-4(4.393. 98(7 5/8+11/16+1. 10) 2);1431“4
2webs:2(20 V1116)3913 75(7 5/8911/32) 2).1746 g

1:. ...... “3753“4

«4

 

r: / 2151—:8022
/ 55.42
5:16..000-ZQ§25X12 -13, 450#/sq."
22
Area =6:§,500:48.7O sq. in.
13m450

 

Actual stress: 055,500 :ll,800#/sq.“

Latticing-
Double latticing
9:280Ar

c
8:280x55.42x8.22:10,620#
12

g 310,620: 5,310# caried by latticing.

2 2

Trial I Double 45°rivet at center.
S:lO,622/ 2 :3760#/bar.

Try 2%“x9/16"bar.

DESIGN OF TRUSS MEMBERS CONTINUED
DESIGN OF 0102 & U2U3 continued.

3. 60 u2b73#/sq. in.
2§x9710

r:00163
3:16,000-10x292:3460#/ sq. in.
00103
9&5
Trial BI

60 center riveted 2&x9/16"bars.

SalO,620xl 1' o :30655/54. In.bar.
4 sinoO

s: 06: :2180#/sq. in.
2§x97lo

P:O.163
s. 16,000-10x23.8 :5770#/sq. in.
0.163
USE 600-2§“x9/16“ bars.
3.2;;

d def.:§l :11,800x11.9 300.00422
E 30,000,000

 

der.:23.76136-/20,6252}11.880632..0025

S:.OOQSX30,000,000 :3290#/sq. in.
23.7014

Total 3:2180+3290:5470#/sq. in.

OK.

 

DESIGN U3L2

(241,500# compression
Stress: (86,000# tension

Try I
21; 15"-45# area: 20.34
8:10,000-10x38.3x12:9,960#/sq.“
5-33
Area:241.50 . 24.31 sq. in.
9960 2 - 4
I =2(10.3.13.17(7 5/8.0.79) ):1886.6"

r: llsgb.5 3 8047
/ 26.34

DESIGN OF TRUSS MEMBERS CONTINUED

DESIGNU3L2 continued

3:16,000-70g32.3xl2:l2,200#/ sq. in.
. 7
Ares=241,500 :19.85 sq. in.

12,200 ox.

Actual stress224l 00 :9,180#/ sq. in.
22.34

Checkfor Reversal-
Tension stress:£5,000

Net area neededg86IOOO: 5.34 sqtin.
16,000

Lattioing -

3:280x2o.34x8.41 :5550
11.243

Try double @450

3.5559 x l :2175#/ bar
sin55

4
Try 2&“xf%"bars.
3:211; al740#/sq. in. actual
2 x

r:§x0.288:0.144

S: lb,OOO-10x284=2400#/sq. in. allowable.
0.14

9.5!: =9000x22 04863 00067458
E 30,000,000

27.9306-/19.75 -l9.?532a—¢.0053

3:.0053x30,000,000 :570#/sq. in.
27.9300
Ssl?40+570:2310#/sq. in. actual
OK.

 

DESIGN OF TRUSS MEMBERS CONTINUED
DESIGN U3L2continued
Check flanges:-
r: .018 21.05

r 1.05

§8.E;12 :54.3

OK.

 

DESIGN L2U3

Stress: 8,125

Area *8,1§5:0.002 sq. in.

13.500

Fro m former structures designed
lyls 3%x3éx3/8": 9.92sqsin.
1 leb@13%"x3/8“=E§.OO sq. ins

Total area 314.98 sq.in.

OK.

 

Use 1” connecting plates at the Jointsof the trusses.

 

DESIGN OF UlLo

Stress:504,100 # compressbon

s allowable;16,000-10x38.29x12
1'

S assumed:13,500#/ sq. in.

Area req'd:504.100 ; 37.34 sq. in.
13.500

DESIGN OF TRUSS MEMBERS CONTINUED
DESIGN OF UlLo continued.
Trial section:-
4Zs 3%"x3é"x§” 313.00 sq. in. ~
2 webs@20"x%” :20.00“ "
l c.21t.24'x§" -;g_ggx" "

. 5.00 -
Total area :5}. OO " "

2:9. 00x(10 1/80 *1 :2. 21"
42.00

I -0. Fit. :1x24xs369.0x(10 l/8e}-2.21)2s

602*4
-T0p[s s2(3.0+3.25(10 l/8—l.Oo-2.21 2.
Botls :2(3.6y3.25(10 1/8-1.009gf§1 2:
Webs :1x1x203920x(2.21)2: $22:
I total:.... ..... ....25I3"4
=//-§___—z 7.47

45.00

S:l6,000-ZOx38.22x12 :11,580"/sq. in.
7 7

Area req'd: O4 100 2 43.53 sq. in.
11,520‘
OK.

Also I 3
Co Plt,ﬂ%xg€t :ssssossssssossssss.576n4
12

41s ;4(3.oo3.25(7 5/8045401.06)2):1112"S4
2 webs :2(20x§3.10.00(7 5/89&)2) -1241"4
I totslg2929"4

2 2 .8007
45.00

DESIGN OF TRUSS MEMBERS CONglNUED
.DESIGNOF UlLo continued.

S:16,000§70x38.29x12 :12,020#/sq. in.
.07
Area. 504,100 34194
12,020
OK.

Actual stress:504,100 :11,200#/sq. in.
45.00

Laticing:-
Double latticing.

Ss28OAr
C
S:280x45,00x8.07:8475#
112
g: 4240# carried by lattice.
2

Trial I
Double at 45° center/riieted. //
/

  

3:84 :3900#/ bar. /
Try 2%" ’ / / /
/ /
t720 3.472 or i" thick.

3. 00.2 00# sq.) 3:.144
/ s-l60s0- 0x2 2 :2800#/sq.1n.
l4

Trial II o
Thy 6O center riveted.

3=§£Zi£l_,__22447#/bar-

4xsin69
Use2§"x&”bsrs

S:244£:1757#/sq. in.
2 x
r.0.144

Sallowablezlo,OOO-IOx23.8 34430#/sq. in.
.144 '

OK.

DESIGN OF TRUSS MEMBERS CONTINUED
DESIGN OFUlLocontinued

Der.sgl :11.200x11.2730004443
° E - 30,000,000

 

A 2
Def.:23.81639-/20.b25:911.90820 3.00052

ss.00053x30,000,000 : 655#/sq.in.
23.81639 A
s totalal957+65532610#/sq. in.

Member as designed and use latticing at 60°

2%"x5" center riveted. . '
Inside clear distance between webs:15i

\

DESIGN OF UlLl & U31.3
Stress:237000# tension.

Req'd area : 37,000: 14.81 sq. in.
16,000
Trial section:-

41s 3%"x3%"x3/8"
2 webs @20"x3/8' 315.00 " "

A 2
Gross area 34.92

a 9.92 sq. in.

-Rivets
4x1"x3/8“:1.503q. in.
2x2x1"x3/8£;;5qu. in.
Rivet holes:3.00 ' *
Net area 3.........24.92-3.00;21.92 sq. in.

OR.

   
 

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26, W0 .

TOP INDEX STRESSES

4NN

gthof diagnal- /25 +16 :29. 69 ft.
29.62 :1.86 x index stress : actual stress.
1

 

:6721' I

Stresspanel I - 4368.75 xl.86 : 8125 # Max.
M “ II. 1450025 Xls86 22710 # 11118.1(.

LOWER INDEX STRESSES

 

 

taxing.

I ,-I[ '221

Stress: 1.86 index stress.

 

 

 

Panel I 32245 xl.86 .41800 # Max
" II .13420 xl.86 .2500 # Max
“ III: 4490 x1.86 :8350 # Max

TOP; Panel I.
3$"x 3$“x3/8" [s area :2.48 sq. in.

8125 : ;60 sq. in. needed.
13500

-16000-10xl5x12 :4200 # allowable.
1.07

812 " 1.96 sq. in. needed.
4200

Actual stress. 8125 a 3270 f
2.48

No computations will be made for other panels.

 

 

 

BOTTOM
Panel I
Stress : 41800 #
Try 5"x5"x7/16"[g Area: 4.18 sq. in.

. r: 1-55
16000-70X8.85x12 :11390#/sq. in.
1.55

41800 : 3.68 sq. in needed.

Actual stress. :41800 : 10000#/sq. in.
4d8

0k panel I

 

Panel II
Stress:25000 #
Try 4"x4"x3/8“ [3 area: 2.86 sq. in.
r: 1.23

16000-70x8.85x12 :9960#/sq. in. allowable.
1023 I

25000 : 2.485 sq. in. needed.
9960

25000:8750 # actual stress.
2.86

0k panel two.

 

Panel III
Stress:8350 #
Try 3%“x3%"x3/8“[s area=2.48 sq. in.
r:1.07
lbOOO-YOX?:ggxl2s9OSO#/sq. in. allowable.

Continued next page.

  
    
   
   
  

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actual stress.

a
+4

Use a 25'x16' abutment Area :400sq. ft. base.
16’
Volume concrete:2(10+16)x20x25) .485 cu. yd.
2
27

0k panel III

 

needed 0

 

EAL BRACING CONTINUED

 

 

 

 

 

The design of the pedtstals was considered

8
9050
8
2.48
2,000

... r m
t m e
a M d
m T e
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no a m& WA
0 C D 8
e
n
n 6
u 7.

Load from weight or abutment:20'x150: 3000#/sq. ft.
Available pressure p: 5000-3000. 2000#/ sq. ft.

Max bridge load : 381,900x2 : 763,800#

Note:
Assume bearing power of the soil p: S,OOO#/ sq. ft.

DESIGN 0
Panel III lower bracing.

 

 

 

WEIGHT OF TRUSS FIGURES
U1L0

 

wt./ft.
1 6.Plt.(2#"x§")x4l' 40.8 s 1675 #
4 webs(20"x%" ) x4l' 34.0 2700 #
4 [s(3%“x3%“x%")x4l' 11.1 1820 #
6285 # wt. of one.

4x6285: 25140# for like
members.

U; 02 &U203
l C. Plt.(24“x§')x24' 40.8 s 980 #
4 [g 3%"x32'x5/8“)x24' 13.6 1305 #

2 webs (20"xll/lb”)x24' 46.8 2246 3
. 531 # wt. of one.

4x2x453l= 36248 #for like members.
L2L3 .
4 A; (3%“x3%“x5/8') x24' 13.6 4 1306 a

4 webs (21“xs") x24 ‘35.? 428 #
734 # wt. of one.

4x4734= 18936 f'for like member
. s

L1L2& th1
4 [s (3&“x3é"x9/16) x24 12.4 g 1191 #

4 webs (21'x1/16“) x24 31.24 000 a
191 #

2x4x4191 433528 #for like members.

U1L1
2 webs (20”13/8“) x30' 25.5 g 1530 #
4 [I (3%"x3é“x3/8")x30' 8.5 = 1020 a

2550 #
6x2550: 15300 a for like members.

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WELGHT or TRUSS FIGURES CONTINUEQ
U1L2 ut./ft.

31.24: 4250 #
5935 # per member
4x5935-23740#for like member:.

4 [a (3%"x3iﬁx9/16“)x34'
2 web: (21“x7/16') XB4'
U2L2
4 [a (3&"x3ﬁ‘x3/8")
1 web (13%13/8")

x30' 8.5:102.0 #

17.21;2065 #
3085 # per member

ltx3085 : 12340 # for iike
members.

x30'

1203

2 Z; 5115!; 15"-45# x34; 3060 #per member

3060 x4-;2240# for like members.

Portal bracing per portal.
1 web 57"x3/8")x6'

2 webs (72"x3/8") x6'
2 [I (3&"x3£5“x3/8')x18'
4 “ (5”x3e“X3/8") 4-2"
24: (5"x3%"x3/8") 14'
4 in (5“x3%“XB/8")6o5'

72.7: 472.5#
91.8:1101.6#
10.4 382 #
174.8#
297-0#
0.

10.4
10.4
10.4

2b98.4#

2x 2098.435396.8# for portals.

Lateral bracing for tep.
4 [- (3%"x3%"x3/8")
2 in (3% "16% "1:3/ 8 "

13'
27'

8.5 442 #

8.5 .552. #
901 #
4x901:3004 # for upper brac-
-1n3.

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WEIGHT OF TRUSS CONTINQEQ

Lateral bracing for lower cords.

Panel I wt./ft.

l 1 (5"x5"x7/16‘)x25' 14.3
2 [s(5"x5"x7/16“)xl2' 14.3

3357.8 f
.4.0#

700. #

2x700.8 :140lb# for end panels.

Panel II
1 [’(4“x4"x3/8“)x27.5' 9.8
2 [a(4“x4“x3/8")x13.5' 9.8

2x534 :1068
Panel III

1 z (3&‘x3i"x3/8')x27.5' 8.5
2 Al(3§"x3i“x3/8')x13.5' 8.5

226905 #

229545 f
534-0 #

# for second and

fﬁth panels.

823309 #

25%}:4 §

2x563.431126.8# forpsnels

Sway bracing
2 [s (3i“x3§“x3/8")x14' 8.5

4 I I! u n x4.5' u
2 u‘ N i N. x7.25| u
4 N I. C. O 00 x30 3'

three and four.

238#
153 #
123.2 #

g 102 #
616.2 #

3xblb.2 : 1848.6# total weight of

spay bracing.

1
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Ara-{£313 3.4, .
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A' A's-’3 J'
a 7" '15,}?
."'.' 49153 ‘
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WEIGHT OP TRUSS COMPLETED

J’LV
az¥"'

 

a"
e
...,
‘3

. .
s v}, ‘7.

Wagght of rivet heads estimated at 13,020 Egg
Latticing of all members 12§632 gig;
Gusset plates iég-
20 - o'x4'xi' : 122.4#/ft. 14;?00 gﬁ
20 0 6'12'1g“ : 61.2#/fto 1 7.350
End Plates taken at 5,000
Weight of floor system 14,251.5#
TOTAL WEIGHT OF STEEL IN BRIDGE 280.985.3#

The weight of ties and rails will
add 400#/ ft. to the dead weight of
trusses.

Load per foot of truss : 280285.: e 200 : l,lO3.b#
300

We assumed at the start of the design a load of 1,300#

OUR DESIGN I8 SAFE.

 

              

           

             

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3..

1,625.00

1 100.00
195.00
294.00
350.00
3.537-50
22,538.50
14 0 0.00
0.26
$61,621.56

$48,906.00

' 44

$51,351.30
10

$50.00

003! SHEET
5569 yd. 0 $1.10/yd. $ 6,116.00

700 ft.@ $0.42/ft.
TOTAL 008! or COMPLETED BEPARATIOH {61,621.56

Curbna Gutter 2500rt. $3.65/ft.

Pavement

Catch Basins 2 @

Pumping outfit (Installed)
Tile

Placing tile 700 ft. 0 50.50
Abutments

Excavati on) Haul, etc.
Bridge

Cost of Material & Labor
Engineering @ 5%

Total

Contractor Profits @ 20%
Total cost

 

HICHIGRN STRTE UNIV. LIBRRRIES

31293500235084