A PROPOSED HIGHWAY UNDERPASS

FOR THE MICHIGAN AVENUE

RAILROAD GRADE CROSSING IN
JACKSON. MICHIGAN

Thai: for H1. Beam of 3. S.
MICHIGAN STATE COLLEGE
him Ed. Ryan
I949

 

THESIS

In
L;

A Proposed Highway Underpass for the
Michigan Avenue Railroad Grade Crossing
in Jackson, Michigan

A Thesis Submitted to

The Faculty of
MICHIGAN STATE COILEGE
of
AGRICULTURE AND APPLIED SCIENCE

by

John Ed. Egan
Candidate for the Degree of

Bachelor of Science

June 1949

TthIS

0’. /

To
My”Wife
Without whose encouragement and understanding I

would never be in the position to write this.

ACKOWILEDGLMT

The author wishes to express his thanks and appreciation
to the folowing faculty members for their advise and cooper-
ation in making available textbooks and material used in the
design of this underpass. -

Mr. Nothstine - ass't-prof., Civil Engineering, Mb.C.
Mr. Miller - prof., Civil Engineering, MS.C.
Mr. Rykeman - inst., Civil Engineering, M.S.C.
He also wishes to thank the following men for making avail-
able the maps from which this thesis was planned.
Mr. Fry - City Engineer, Jackson, Michigan.
Mr. Brisbin - _Div. Engineer, New York Central Railroad.

June, 1949 John Ed. Ryan

      

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INTRODUCTION

Due to the vast amount of railroad traffic and also the
even larger volume of automobile traffic that must have a
rightaway between Milwaukee and Columbus street in The
Middle of Jackson Michigan and due to the economical im-
possibility of raising the tracks above their present grade
an under-pass for the street is the only solution. The ‘
possibility of such a pass has been discussed for many
years. Nothing has ever been done about the sitution how-
ever. The most important reason for this is the fact that _
too much valuable property would be ruined should the whole
street be dropped below the present grade. As far as the
author knows the design offered as a compromise to the
situation is original. It is believed that such a prod ect
would not only relieve the traffic situation but also do
very little dmage to the value of the shuting' property.

The underpass suggested here-in ennsists of dropping

the two middle lanes of the street and leaving the two out-_
side lanes at the present level thus leaving access roads to
the abuting property. The entire length of the proJ ect would
be seven-hundred and sixteen feet long. Such a length would
allow a grade of less than 8% at both ends of the project.
This grade is relatively steeper than is recommended in most
designs but is well within the maximum range as specified
by the Michigan State Highway Dept. It is also less than
several grades already existing in the city. The design will

of necessity include suggestions for rerouting a main sewer

which now exists in the area, design of a bridge to carry
the railroad and one to carry hilwaukee Street over the
depressed road. Due to the fact that very few persons ever
use that section of Columbus Street between Michigan Avenue
and Pearl Street it is not thought necessary to provide a
a crossing at this location. If such crossing was provided
it would be necessary to carry the underpass for a distance
of two-hundred and fifty feet beyond the intersection and in-“ -
to the already congested area between Cooper and Francis Streets
which would also bring it into higher-valued sections.

A plan view of the proposed prod ect is shown on the

following page.

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

      

 

 

 

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SEWER,RELOCATION
Due to the fact that there are no natural grades to
relocate the sewer around there are many possioilities to
consider in changing the sewer system to make way for the
underpass. It is thought that the relocation as suggested
in red on the sewer map is the best. (See map in back)

#2 manhole is moved to the north to the center of
Van.Dorn Street and the sewer (24" U.P.) is swung to it
from."l..A new manhole is located on the south side of the
main street and a 12" V.P. sewer is connected directly to.

the #4 manhloe. No other change in this run is then necessary
as the present sewer will take the flow. From.the relocated
#2 a 36" concrete sewer is run to Pearl Street and thus to
#9 . #4 manhole will be moved west about twenty feet .
The present sewer crossing Michigan.Avenue at Columbus st.
is ten feet below the surface grade. This is sufficient as
the elevation of the underpass will be only six feet lower
than present grade at this point giving enough frost pro-
tection. Two new manholes will have to be constructed to
Join the two 12” VkP. secondary sewers and they will both
then flow into #8 and thus to #9. The present large sewer
between Milwaukee and Columbus Streets will be needed to

carry the drainage pumped to it from.the underpass.

DnsIGN or nu Lemmy

Theroad way of the underpass shall be constructed as
shown on the following page. Except where necessary for con-
struction purposes the grade will not be excavated below
the bottom of the waterproofing slab and will then be backs
filled with gravel and compacted. A.three inch slab of conf
crete will then be poured two inches below and over the tOp
of the wall footing. This slab will then be waterproofed
by the best methods available preferably with cement grout.
Iiight inches of gravel will then be placed over this slab
and the roadway shaped with a crown of three inches at center.
The wearing surface shall be of placed 3000# concrete at
least six inches thick and designed to take the full H920
plus impact loading. The grades leaving the underpass shall
begin clear of the bridges and extend for two-hundred and
fifty feet to the present road level. The lowest elevation
of the grade will.bngust west of the Milwuakee Street bridge
where adrain will carry the drainage water to a dry well out-
side the wall. Electrically driven sump pumps will carry the
sewage from.the well to the newly relocated number four men-
hole. The motors of the pumps will be elevated above the
*water table and housed in a special manhole. Open tile
drains at least four inches in diameter will cries-cross
under the middle third of the under pass to carry any seep-
age through the water proofing to the dry well. Gutters at
least six.inches wide will be provided on both sides of the
roaduay. The two lanes will be separated by raised buttons

along the middle line and the center line will be painted

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DESIGN OF MILWUAKEE STREET BhIDGh}

The Milwuakee Street bridge was design according to
the specifications set forth by the American.Association
of State Highway Officials. The existing street is forty-
three feet in width. The width of the bridge was determined
from the specification that states that all new bridges
sha].be at least four feet wider than the approaching road-
way. The length of the bridge was set by the width of the
underpass. This in turn was determined by the specifications
making the minimum width of lane eleven feet and.by the fact
that it was thought twelve foot clear lanes should be used
for the underpass.The standard H-20 loading was used to
cempute all bending moments and shear stresses in the bridge.
This loading is shown diagrammetically in the sketch. All
welds were designed according to the specifications of the
American Welding Society.

In computing the bending moment and shear in the girders
it was assumed that the loads from.one wheel were resting
directly on the girder and the reaction due to the load on the
other wheel was added to this lead. (See moment diagram)

The seats for all floor beams and stringers should be
fabricated to the girda:s and floor beams at the shop before
delivery to the Job.

The two exterior girders are placed higher than the
interior girders and a cement curb placed over the flanges.
Expansion Joints should be provided every five feet to allow

for the difference in the expansion of concrete and steel.

The wearing surface of the bridge should be of the
bituminous type placed over steel plates. It should be
sloped frem the center to the edges and also toward the
ends. This will prevent water from.settling in the center
of the bridge. Angles are provided to support the:mat
plates at the exterior girders.

The West girder will be placed behind a concrete guard
wall. This wall shall be at least one foot and a.half wide
to agree with the retaining wall extensions. It shall have
a slightly arched under surface, the center of which shall
be at least three inches below the bottom.of the lowest
girders Besides performing an archetectural duty of covering
the steel work, it wil act as a.hinderance to prevent any
extra high vehicles from.disturbing the bridge. The same
type of guard shall be constructed on the.East side but it
shall be part of the concrete sidewalk bridge. A space cf
at least six inches should be left between the guard or the

sidewalk to facilitate painting the girders.

SEEBOLS AND FORMULAS USED

L.L. Live load

3.1.. Dead load

fs - Allowable unit stress in steel ;-_-_ 18,000 77/»2

Tension in member

Compression in member

Height of member

Stress in pounds per square inch

d’Hb’OB

Thick ness

Section modulus

Value of fillet welds.

From specifications

Length of weld required.

Pull in pounds / value of weld used.

Section modulus

Moment / allowable stress/square inch.

Resisting moment :. T _-_ C.
Moment / 2 x height

 

 

 

 

 

 

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SPECIFICATIONS
Impact :. Live load x 5
L 4- 125

Longitudinal forces : 10% live load
Members shall be as deep as is economical with
a minimum web thiclmess of rolled sections of 6.231 in.
Tension fs .2 18000 #/"2 -
No distribution of loads are to be made in computing
the bending moment in any member.

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

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GENERAL LAYOUT OF MILWAUIEE STREET BRIDGE
GIRDERS FLOOR BEAMS STRINGERS
STRINGERS
Maximum bending moment
I f I / I' l f 7 l l I With load. at center.
J'— oo Live load 16,000 if
k , Longi tudinal l , 600
24. I3 __
J Dead load 2,125
I I ll [ II Total load 20,355 a
.' Maximum moment ‘
/.3.3 Live load 24.130'#
,//’ Dead load 1,550
I ‘r’ '1 l Total 290,000"#
Section modulus req' d. _-_ 16.1
A 4 Use 8"WIB‘20fi? rolled beam
////////////// z .._ n5

 

 

 

FLOOR BEAM

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

L L L I I I I [—r I Live load lBZSOif/wheel
, IV
/’ "‘ 5" Dead load 585f/ft.
‘? sum‘
[62%; u [16. If ‘IJ3ZL
“O ‘ Maximum Moments
* 6‘6“ Live load 56000'755
Dead load 9000' “‘
I L l I Total 3000'?
- , , 1 780000”?
Lchmoment {I
/._:’L___. Section modulus rgq'd.
”I'— II
J I /PF II 4&4
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D.L.Moment
Use--12"‘WE567',6 rolled beam
z‘; 45.9"3
Shear
1523' /e.2.3*
6‘— o" GIRDER
F r
Load
r7 1 LI I I I 1 LI 1 I 1 I Live load; (18-2221: 9.65k12)
2510., ; 55800 at
R Dead load _-_ loooa/rt.
( a , a ’ " u
3‘6, —6 ~ 250
I I Maximum moments
Ir
362 Live load 362000'#
Dead load 75500'a
II I I Total 437500'#
' * * ** i . 5240000 »#
15 6'

 

 

 

 

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Section modulus req' d.
292 "5

Use-- 24"WF120# rolled beam
Z : 299.1 "3

 

 

 

 

 

 

 

 

 

 

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SThINGER CONNECTION
Shear
live load 32000 # Value of 1/2" fillet weld
dead load 1260 if 4000 i; "2
impact 1060 Length req'd. 54520 ; 8.58"
Total 34320 g 4000

Use a 3 1/2" x 3 1/2” x 1/2" angle 5" long.
Weld all around with 1/2” fillet weld.

Fabricate seat before placing floor beam.

Moment
Value of stringer to resist moment ; 17 x 18000

3; 506000 "a

T _-_ C :_ 306000 :_ 18,850 if
2 x 8.14

Value of 3/8" fillet weld ; 3000 at
Length req'd. :_ 18,850 3 6 1/2”

35000

Use 3/8" fillet weld 3 1/2" both sides of top of web.
Butt-weld flange to flange of floor beam.

 

 

 

 

 

 

 

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3.. 3" . Exterior floor beam

‘1!— ~ connection
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Shear
Live load & Impact 55800 2% Value of 1/2" fillet weld
Dead load 6600 f 4000 199/ "2 '
Total 62400 a Length req'd. 62409 ; 15.6”
4000

Use a 12"WF367f split beam connection seat fabricated
before placeing on both exterioe and interior beams.
Weld all around with 1/2" fillet weld as shown.

Moment
Resisting moment of beam : 45.9 x 18000 ; 850,000 ”if

T 2 C 2: 35° 200 :- 54200 # Lengthl/Z” weld req'd.
2 I 2'24 54200 _-_ 8.55 in.
4000;

Use a 1/2" plate connection as shown,we1ded with 1/2" weld.

NOTE - Use 1/2" x 6" plate stiffeners on outside of girder
opposite the floor beams. Tack stiffeners with 1/2" welds
3" long on 6" c.c.

 

 

 

 

 

 

 

 

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INTERIOR FLOOR BEAM CONNECTION

Use same seat as on the exterior connections.

Length of weld needed same as exterior.

Use 1/2” fillet weld both sides and at top of web as
shown. Butt-weld flanges of floor beam and girder.

Desigg of bearing plat;

Reaction

L.II.& I 55300 i?“
I/ 5.1.. - 35199.;
at Total 70800
34'
1

Area reqi d. 70800/600

; 118 sq.in.
I 3; Use a plate 9" x 13 1/2"
Area :. 121.5 sq.in.

 

. l8" Moment _-_ 585 x 3.5 x 1.75
9

; 400 "is:

:2 - 5 x 585 x 3052 :- 1008 sq. in. t z 1.04 in.
L Use a bearing plate 1 l/4'x 9'1: 13 1/2"

 

 

Anchor plate to abutment with four 1/2'

t bolts.
4 Weld girder to plate at one end and secure
free end with connections similiar to those

shown in such a way as to allow for expansion
L’s—w but to take side trust.

 

 

 

 

 

 

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moon PLATE
Max. moment :. 9.12 x 5 :. 27560 tar _-_. 528520 "a
Section modulus req'd. : 18.25 "3
12 ; 18,25 95 6 z 2.04 sq.in. h .-_ 1.45 in.

53.5
Use plates 6"-O" x 5'-O" x 1 1/2".

Provide angles alozg the

 

 

 

 

 

 

 

" web of the exterior girders.
Shear ; 18.23 x 18 ; 11800';%
i i ‘28-
” Length 0fl/2" weld needed
’5 l41600. ; 57 in.
I 4000
1 I— Use 1/2" fillet weld 12" long
\ “rmjer on 24" c.c.
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Curb is to be placed concrete over upper
flange of exterior girder. Provide expansion
joints every five feet.

SIDEJALKIBnIUEE

The sidewalk bridge crossing the underpass at the
intersection of Milwuakee Street was designed as a one-way
slab supported on two simple concrete beams. The beam were
extended upward on the east side to provide a guard rail.
‘Width between curb and guard ; 10'- O"
Span length.; 25 '- 0"
Loading : 200"/ "2

., a , fc -- 5000 7r/"2

,. J; “6“ Vz'f 9/2"“; fs -- 18000
'W fc' -- 1000
»"'—1— V -- 90

\ u 66 150
' ‘w R -- 15':

 

 

 

 

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Moment -- 1/8 w12 1/8 x 200 x 92 2025 vfir/v
d ; V M :. 2025 x 8 _-_ 5.7" Used 4"
R b 157 x 1
A8 :- __E____ 2 2025 x 8 _-_ 0.0322 "2/"
fsjd 18000x7x4

Use 112" 0 --- 6" c.c. 2 0.0354 "2/"

Longitudinal steel -—- use 9 1/2" 0 -- l2" c.c.

I 2|.

DESIGN 01‘ 13110115“
Load ; 200 x 4.5 150 : 1050 W' :_ 26250 at

Moment :. 1050 x 92x 1/8 :_ 82000 may"

d 2 82000 ; 23" Add 2" for insulation
57 x l

 

 

 

v _-_ v ; 26250 x 8 :. 109 art/"2
b J d 12 x 7 x 25
Use an effective depth 03 24"
as :. 82000 x8 x 12 :. 2.72 "2
18000 x 7 X 24
Use 4 7/8" 0 in two rows at 4" c.c.
u - v :_ 26250 x 8 _-_ 15.8 54/"2
20 J d 3.141 x 12 x 7 x 24
4
Design of Bearing Seat
Area req'd ; 1050 x 25 :_ 22"2

2 x 600

Set beams on wall with a length of 19" resting on wall.

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DESIGN OF THE RAILROAD BRIDGE.

The railroad bridge was designed according to the
specifications set forth by the American railroad Engine
eering Association. (See sketch). The present grade and
line will be held for all three tracks..An increase in
stress equal to twenty percent was used to provide for
the lurching effect of the engines and cars.Vertical
impact was taken at eighty percent although this was less.
than the percent found from.the formula for impact.This was
to keep the increase in stress within the hundred percent
maximum.specified. ..

The bridge shall be of the opensfloor'rolled beam type.
There shall be a separate span for each.set of tracks and
it shall be prefabricated either in the shop or at the Job
before erection. This is to facilitate better welding methods.
The rails shall be supported 8" x 8" ties resting on the
stringers and clamped to them with suitable holding-down bolts.
They shall be spaced with not more than six inch openings.
The ties should.be capable of carrying the maximum wheel load
plus one-hundred percent impact assumed to be distributed
over three ties. They should extend the full width of the
span. Wooden Wheel guards shall be attached to the ties flush
with the inside flange of the girders. They shall be secured
with bolts thru every third tie.

The bearing plate for the girders shall be anchored to
the abutements with anchor bolts sunk at least two feet into
the concrete and hooked. The free end of the girders shall

be secured as was the street bridge and the other welded.

 

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Due to the impossibility of delaying the railroad
traffic even for a half day some method of construction
must be devised for supporting the tracks during the
construction period. The following method is suggested.
The bridge for #1 track will be constructed first. All
switching for which this track is used will be done from
the other two tracks.

First a row of 112-32 piling will be driven between the
#1 and #2 tracks and at a distance of eight feet from the cen-
ter line of the #2 track. This will give the required
clearance for the trains. ( See sketch above) A row of
similair piling will be driven fifteen feet east of the
center line of the #5 track. #1 track will then be renoved
and the earth excavated to a depth of six feet. One and
three-quarter inch tie rods will be driven under the two tracks.

As each ten-foot length is driven another section will be

attached with a suitable sleeve.Eight rods on five-foot

 

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Due to the impossibility of delaying the railroad
traffic even for a half day some method of construction
must be devised for supporting the tracks during the
construction period. The following method is suggested.
The bridge for #1 track will be constructed first. All
switching for which this track is used will be done from
the other two tracks.

First a row of 112-32 piling will be driven between the
#1 and #2 tracks and at a distance of eight feet from the cen-
ter line of the #2 track. This will give the required
clearance for the trains. ( See sketch above) A row of
similair piling will be driven fifteen feet east of the
center line of the 1513 track. #1 track will then be removed
and the earth excavated to a depth of six feet. One and
three-quarter inch tie rods will be driven under the two trm ks.

As each ten-foot length is driven another section will be

attached with a suitable sleeve.Eight rode on five-foot

centers will be needed. They will be driven through holes
burned in the piling and will be held to grade and line as
close as possible. After all are driven a 12"-CB section
is to be driven each side of each rod on the east side to
act as an anchor. A washer will then be placed on the rod
and a nut drawn up. Similiar wales will then be placed on
the ..west side.

The remaining excavation under track 71:1 can then be
excavated and the bridge and abutenents constructed with-
out danger of the other two tracks failing under load.

After track #1 is completed and ready for use all the
through traffic can be routed over this bridge by means of
existing switches while the other bridges are constructed.

The construction on the Milwaukee street bridge and the
rest of the project can be carried on at the same time .

Counterforts will be provided at that section of abut-
ment where the bridge girders rest on the wall. An extra _
pile will be driven directly under each girder to take the
excess load due to the bridge.

SYMBOLS AND FORMULAS USED

L.L. :b Live load

D.L. 2 Dead load

Z ; Section.modulus

fs ; .Allowable stress in steel

fc : .Allowable stress in concrete
t ; Thickness

h ; Height

T ; Tension

C : Compression

Value of welds.
Specifications

Length of welds required.

Streess in pounds / value of welds used

Resisting moment : T ;,C .
Moment / 2 x.h

Safe area for bearing

Load / safe bearing pressure.

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

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GENERAL LAYOUT OF RAILROAD BRIDGE GIBDLERS , FLOOR
BEAMS AND STRINGERS

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36 72 72 72 72 16.846.34.184“ 36 72 7272 72 «3468 46.9468

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

290673
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H-72 LOADING
SPECIFICATIONS
1 410' , 1 ’1" 410': , 4-o"_
r I 'II Min. spacing
4 1/15 of span
c? Min. depth beam
:0 1/15 of Span. L
I 1 Loading ' fi/ftcu
'—1f Dead-steel 1480 ”3’
bit. 150,‘
track 200#/ft
8(0" “4 620” ‘ ‘ §°
1 ,1 r ‘0 J _,
.c N Live load iii-72
2‘ N Impact '
lurch 20 56
vertical ~. ‘
' 100-0.60L
) I ~ A
‘9 Axial Tension. ‘
I ‘ 189000 #/3Qofto
8 23 '
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wag n Dead load _325#/ft
‘ ' Live load 19-72
4'
" 72k“ :74, I ”724'! t
1 3:1 , ”flhfigafi 2'6 2’4 Maximum Moment
1 1 k. Live load 87750 *5!
| y 825 Lurch (20%; 17550 "
Impaot(805 70200 "
Dead load 5750 "
Total 181250 5:;
2175000 "f
- , *Vrfl l I I | I Section modulus req'd.
D.L.Moment 120.8 cu.in.
Use- 14"WF84# rolled beam
- Z 3 130.9
M / / 17/////1
Shear Maximum shear 144600 7}
FLOOR BEAM
1117 117 LIIIILJ Deadload 600#/ft.
I I/ Live load E-72
k //-6 .
1. 31575” 57" geek," 72:72 5,5: Use 20% for lurch effect

 

added to one side and '
subtracted from the other

(I
r--Z--!'—7—- Haximum Moment
L176 load 237000 '#
| I I Dead load 84_00 "

LLW / Total 245400 7 #
3" 2944800 "v

 

 

 

Section Modulus req'd. ‘ '
16305 cu.in.

 

Use 215W96# rolled beam
2.; 168 cu.in.

lat/J] / /4I[//// Maximum shear 144600 #
J

 

 

 

 

 

GIRDER

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

TYIITIJLIJITFZIIYILIT
E 4010” T
4‘ I
36" 72k 724* 468 46.3
4”} 8' .mzw’ 9' v 5,]
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L.L. MOMENT ,
44‘
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30.1.. MOlfllNT
///////////////
i‘ / ’ 8m mower. LINE
Dead load 1000 #/'
Live lead E-72
liaximumMoment ‘
Live load 1186000 'at'
Lurch 237200 "
Impact 948800 "
Dead load 200090 "
Total 2572000 '# 5 30,864,000 "#

Section modulus req'd. _-_ 1045 cu.in.

Use 36"WF300# rolled beam
Z _-_ 1105.1 cu.in.

Maxim shear ;-_ 244000 #

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STRINGHI CONNECTION

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

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Shear ; 144600 7%

Value of 3/8" fillet weld 5000 #/sq.in
Value of 1/2" fillet weld 4000 #lsq.in
Length 1/2' weld req'd. _-_-_ 36.15 in.

Use a 6"x6"x1/2”x12" angle for seat reinforced as shown
with 1/2" plate. Weld all around.

Homent ; 2175000 2.}

'1' z 0 = 2175000 ; 155000#

Length of 3/8" weld req' d. 2 155000, _-_ 26"
3000x2

Value of 3/8” plate 9"1ong :. 60800

Value of 1" plate 9" wide ; 162000

Use a 1" thick plate cut as shown and welded with
3/8" fillet weld as shown.

TL—__J<V L

 

FLOOR BEAM CONNECTION

 

 

 

 

 

 

 

 

 

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4 /6 66” _
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SHEAR ; 144600 .7
' Value of 1/2" fillet weld _-_ 4000 if/ sq.in.

Length of weld req' d. 5;. 144600 .1 36.15 in.
4000

Use 2 ST 7W1? split beam tees with a 1/2 " plate
seat. Cut flanges of tees to 10". Weld all around
as shown with 1/2" fillet weld.

Moment .: ' 2944800"#
T 1: C :1 2923800 _6_ 70.000 #
2x 21 14

Length of 3/8” weld req'd. 70 00 - 23.3 in.
5,000 "'

Weld both sides of web for a distance of 8" from

top and butt weld flange to web of girder.

GIRDERSEAT AND CONNECT ION

 

 

 

 

 

 

 

 

 

 

 

24/!

 

Safe bearing of concrete

600#/sq.in.
Maxim shear ; 244000 # I
Bearing area req'd. :: 244099 :. 407 sq.in.
6000

A plate 24" x 18" furnishes 450 sq.in.

Moment in plate ; 4" x 18" x 567ajt/":2 x 2" ; 82.000"?

Section modulus req'd. :. 4.59 ”3
32:. garages :: 1.54
t ; 1.24 in. Use 1 12" x 18" x 24" plate

Secure as for Milwuakee Street bridge.

DESIGN OF RETAINING WALLS AND ADUTMEANT

The retaining walls and abutements were designed as
counterforts wall due to the height that is necessary for
proper clearance under the bridges. The loads acting on the
walls were computed graphically by the Culmann‘s method.

See following pages for computations. The resultant of all
the forces falls well within the middle third of the base.

The vertical slab was designed as a simple slab supports
ed by the counterforts. The thickness of the slab was govern-
ed by the fact that the water table is high. It was designed
in one foot strips taken at different hieghts. Maximum bend-
ing moment was computed assuming the load to act on the
clear distance between counterforts..The load was assumed
to be acting as hydrostatic pressure.

The rear portion of the‘base slab was designed as a
simple beam supported by the counterforts. The load on the
slab is equal to the differanoe between the upward earth
presure and the downward load from.the earth and surcharge
above it.

The toe slab was designed as a simple counterfort with
only the upward earth pressure acting. To satisfy require-
ments of bond and to provide traverse reinforcement in the
heel every fourth bar was continued into the heel.

.Eoment in the counterfort was assumed to be due to the
pressure of the earth on the vertical slab over a length
of wall equal to the distance between counterforts. Effect-

ive depth is the perpendicular distance from.the front of

Copper strip

 

of the vertical slab joint to the steel allowing three inch
insulation at the surface.

The walls are to built in sections and each.section
will be constructed so as to provide joints similair to
that shown above. This will provide a more water-tight joint
than could be obtained by ordinary construction, Before back-
filling the walls will be given two three-eigth inch coats
of cement grout plaster and cover with.burlap soaked in
bituminous materill..An additional coat of the same material
will be placed over this..All back fill will be good quality
gravel and sand. These walls must well water-proofed because
of the fact that the water table is only seven feet from.the
surface. The Grand River flows almost parrallel with the
walls and is only two-hundred and eighty feet from the center
of'Michigan.Avenfie at its closest position.

Concrete piles will support the toe of the wall base
and should be capable of supporting eight ton. They will be.
placed in line with each.counterfort which.will be on eleven

foot centers except under the bridges where they will be under

each girder. Additional piles will be provided directly

under the vertical section supporting the girders. These
piles should be capable of supporting at least ten ton.

All of the piles will be imbedded at least six into the
base slab. The steel in the slab will be at a distance of
three inches from.the pile where the effective depth of the
slab was assumed in the design.

Both the vertical slab and the rear portion of the
base slab will be tied to the counterforts as shown in the
steel arrangement diagram.

The concrete used in the walls should be capable of
developing a compressive stress of at least twenty-five
hundred pounds per square inch at the end of twenty-eight
days. It should be placed in as high and as long a section
as is economically possible.

The wall will extent past the upper road level for three
and one-half feet to act as a guard rail. This extention will
be reinforced with five-eigth inch round bars on six inch
centers and placed in a horizontal position. This extention
will tie into the guard rails of the bridges. This joint will

be rounded with a radius of curvature of the outside not less

two feet.

SYMBOLS AND FORMULSS USED

E ; Pressure of earth acting on the wall at the angle of
repose assumed to be 5

f ;_ Pressure per square foot acting on the base.
f :_ P/A (1 _ GB/b)

P : Total load acting---- pl 8.- p2 :. maximum and mimimum
soil pressure.

.Area.

e - eccentricity.

b - Width.

ML - Bending moment. ;,1/8 wl2 or P x Distance acting.

w - Load per foot of length.

Length.

u - Bond stress.

u); V'/ 20 x.j x d .
Total shearing load.

20 ;_ Summation of perimeters.
j :. Ratio of the resultants of the compressive and tensile

stresses to the effective depth. ( Assumed to be 7/8 in
all computations.)

Effective depth or distance from.steel to opposite side.

‘1 :.

AB ;, Area of steel required to take tensile stress.
As :_M / fs x.j x d

f8 ; .Allowable tensile stress in steel ( 18.000 fi/"2)

fl :. Round‘bars.

Square'bars.

c.c. ; Center to center distance.

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ABUTNLSM'S AND R’aTAINING WALLS
Earth pressure A
l-5'x6'xl'x100 - 30007;
5' x 22' x 1/2 x 1' x 1005 500 f
8500 i?
2 - 8500 ( 5': 6' x l'x100) 5'x ll'x 1'; 100) :: 15600..—
5 - 15600 5100 ; 18700;}é

4-5-6- Add 5100# for each increment to the last weigbt.

E-pressure of the earth on the wall ; 930077 acting at an angl 8
equal to 34°.

Presure was computed by means of Oulman's method. (see scketch)

Weight resisting earth pressure.
Weight of wall_-- concrete as sumed at 150 #/'3

 

- 3580 x 11.25 58000
1.5x13x 3x 150 :- 4280 x 9.75 41800-
0.5 I 19 x 9 x 150 .7. 12820 x 6.00 76920
5.0 x 15 x 1 x 150 :_ 6750 x 7.5 50600
Weight of soil
9 x 6 x 1x100 ; 5400
9xl9xlx100 ;_-_ 17000
2240 0 x 4 . 5 101000
49650 558520

Resultant of resisting weight acts 6.2' from end of heel.

Resultant of all t rces acting on the wall - 56000 if
Acts at a point 8.4 ' from the end of the heel -which is well

within the middle third of the base.

£_-_13 (1:§_e_) _-_ 56000 (1 :6x0.9)
A b 15 x 1 1
p1 5750 #/sq.ft.

1720 #/BQefte

 

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630R“
DESIGN OF WTICAL STEM

A :2 5/28 3 :_ 0.214 I)

Eh :_ 7800'w z 2.8.- (p 0.214;») p :. 675 psf
2
Ap :_ 0.214 x 675 :_ 145 psf
31) 3 22/28 x 675 _-_-_ 550 psf
slope 2. 18.9 #/ft.
Cp 3 19/28 x 675 z 458 psf

Shea: at any section of Qtem
vx :: l45h 9.50h

moment at any sectionzof stem
MX;1/817111 :15.87

. STEAK-i SCHEDULE
V v 14 As

752,7; 1.62 1010",; 0.0254"2 1"¢--24"c.c.

1757 3. 92 24400 0.5200 1" --15"0.C.
3120 6.92 43000 0e9950 1" -'10"c.°e
5190 11.50 71500 1. 6500 1" -- 5"O.C.

DESIGN OF TOE SLAB

 

 

 

 

 

 

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, 3‘0 '. I \ 5750 1720 _ 4050
l |__ ______ \ x - ia'x 405g
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‘Q 15
‘4) I z 3230
7 __ __f __ __ __ _ __J ’
/| ”20772 P z 5250 1720 5750
_ 2
1f I
2600 /4
,zzio‘va'V' :. 5550
2' _-_ 5550 x 5 : 15150;;é Mom. :_ 15150 x 2.25' :. 5400004
u :. 15050 x 8 :. 100 As .: 54000 x 12 x 8 _-_-_ 0.96"2/'
2.550x27x7x12 18000 x 27 x '7

4 5
Use 3/4" 2 to satisfy bond. Place on 41/2" c.c.

 

 

 

 

 

 

 

 

 

 

A”..—
F ‘ '5‘ /’ a Design of Heel Slab
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I l ,,\ x:9x400_—_2418

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r— 5 T5“- . 2
l, 1 :4, g 2929 74'

d. - 2 n ’5 '

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2

Mom. 2. 1/8 x (2920-2500)2 x 12 x 10.5 :1 142000 “'7?

As. _-_ 142000 x 8 : 0.168 "2
2 x 18000X 7 I 27

Shear _-_ 858X10.5 ; 4500 if
2

u _-_ 4500 g 8 :.
2.556 x 1 x 7 x 27 81 #/sq.ft.

Use 5/4# 9! at 12" c.c.

 

 

 

 

 

 

 

 

 

 

 

 

 

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6. :. 12'x__.1__9_1_9_ at 12"}- 5" ; 127"

W

P :. 0.145 x 100 x :92 x 10.5 ; 54400013;i
y ; 1/3 I 19 z 6.35'
Mom. -_-_ 54400 x 6.35 x 12 -_-_ 413000"#

As ; 413000.38 ; 0.207 sq. in.
18000 x 7 x 127

u :. 54400 x 8 _
2.356 x 1 x 7 x 127 200 #/sq.in.

As :1 41300 x 8
L8000 x 7 x 127 _* 0.207 sq.in.

u :. 54400.0 x 8 lOO#/sq.ft.
2.356 x L2 x 7 x 127

6

Use 5/4" 9’ at 6. 0.0.

 

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BIBLIOGhAPHY
1* Civil Engineers Handbook -- Merriman and Wiggins‘
2- Highway Engineers Handbook -- Harger and Bonney

3- Reinforced Concrete Design Handbook
American Concrete Institute

4- Reinforced Concrete -- O'Rourke
5- Reinforced Concrete Design -- Sutherland
6- modern Steel Structures -- Grinters/

7- Steel Construction Handbook --.A.S.C.I.

 

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