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v “ ‘ 5‘. .1 - v
r g -' ~31 . ; . .
:3] 1 3’1:

A Study of the Cost of Materials and Real

Estate Damage in the Construction of a

Grade Separation on E. Saginaw Street at
the Michigan Central Railroad

Crossing

A Thesis Submitted to

The Faculty of
MICHIGAN STATE COLLEGE
of
AGRICULTURE AND APPLIED SCIENCE

BY

Glenn R. gurus James A. Stone
Candidates for the Degree of

Bachelor of Science

June 1930

THESIS

6' 3./

(

\\

«b

CONTENTS

APPRECIATION

VIEWS OF SITE

DISCUSSION OF PROBLEM

COMPUTATIONS & DESIGN

SPECIFICATIONS

J

F,

.

l

‘1
s.

j
(—0

CCSTS & I ITIES

MAPS 3c DRAW NGS

APPRECIATION

We wish to acknowledge our appreciation of the
assistance and criticisms of E. A. Finney of the
Civil Engineering Department of Michigan State
College.

We are indebted to Mr. Jones of the Motor Wheel
Corporation, who kindly revealed future plans of the
Motor Wheel building program.

We are, also, in debt to Mr. Richard Rey, Bridge
Engineer, City of Lansing, for his most helpful data
and suggestions.

Glenn R. Burns

James A. Stone

iv... ,

 

 

VIEW WEST FROM EAST PARK VIEW EAST FROL'IIARCH ST.
TERRACE.

 

3E“?! VEST TREE SULZLLIT ST. VIEW OF CROSSINSMD LOADING
DOCK.

THESIS

Saginaw street has developed into a very busy
thoroughfare and gives every indication of increasing
traffic in the future. The recent extension of
Saginaw street to East Lansing carries much of the
traffic formerly taken by Michigan and Grand River
avenues. A new paved highway, making a direct route
from Lansing to Saginaw, Michigan, is now under con-
struction. On completion of this highway Saginaw
street will be required to take traffic now carried
by M 16 and M 31.

The importance of a grade separation from a
point of view of safety cannot be over emphasized.
The highway is protected by crossing gates, but the
track is blind on both sides. On the south side of
Saginaw street and east of the tracks is situated
Oak Park, several blocks in size with playground
facilities, and on the east side is a grade school.
This brings children across the tracks, which are a
constant menace to them.

The situation, as viewed from an economical
standpoint, necessitates consideration. The crossing
is on the main line of the railroad and consists of
four tracks and a spur. Passenger trains run almost

every hour and sometimes there are two and three

within the hour. Freight trains are passing at
various times during the day and night. Every time a
train passes the crossing delay to traffic on Saginaw
street is necessary. It is to be seen that much
valuable time and expense in operation of automobiles
is lost through these delays. We believe this saving
in operating expense of motorists justifies the
proposed separation.

Another feature we find is the elimination of
operating eXpense of the crossing gates. While it may
seem a monor factor, in years to come quite a saving can
be realized.

The essential problem to solve in a grade separa-
tion is that of raising the railroad track and depress-
ing the highway, or depressing the tracks and raising
the highway. In a city this problem becomes intricate
and involves a great deal of study because of high
land values and possibilities of high damage costs. ‘

In this particular project this problem has been
partially solved by the circumstances of one of the
large land owners on Saginaw street alongside the
site. This land owner, the Motor Wheel Corporation,

with a factory building on the north side of Saginaw

street between the tracks and Summit street, is
contemplating and has already negotiated with the City
of Lansing to buy and build a loading dock and storage
building on the south side of Saginaw street. This
building will be built alongside the tracks and to
connect the two buildings a viaduct will be built
crossing Saginaw street at the level of the second floor
of the buildings. This eliminates all consideration

of carrying the highway over the tracks.

On further consideration we found the ground
sloped ideally for an underpass. A long down grade
from Pennsylvania avenue to the tracks is found on the
east and continues west of the tracks to Larch street.

To change the grade of the railroad would involve
an enormous expense because of building simultaneously
other grade separations and also many damage costs by
changing the level of loading docks, etc.

We have therefore consulted the city bridge
engineer of Lansing, Mr. Richard Rey, and Mr. Jones,
the plant engineer of the Motor Wheel Corporation, and
designed this separation in accordance with their views.
We also consulted the city plan as designed by Mr.
Bartholomew of St. Louis, Missouri, which is followed
except that the tracks will not be elevated.

The general plan of the separation is to depress
the street from Larch street on the west eastward
to the tracks and then rising to meet the present
grade between Summit street and East Park Terrace.
The roadway is to be built in between retaining walls
and is to be forty-eight feet in width. This width
allows four lines of traffic and one row of parked
cars on the south side of the street which is in
accordance with standards of the City of Lansing.

On the north side of the street sidewalks will be

ended at Summit street and approximately 300 feet

from Larch street. The sidewalk on the south side

will continue through’passing under the bridge and will
be six feet wide.

The pavement is to be a ten inch concrete slab
with one and one-half inches of binder and two inches
of asphalt for wearing surface.

The bridge carrying the tracks over the street
is constructed of rolled thirty-six inch I beams
spaced four feet center to center on which is placed
a concrete floor slab and ballast with necessary
waterproofing, railing and abutments.

The abutments and retaining walls are of the

cantilever type of which we made four designs. The

 

gravity wall was used below eight feet to conserve on
expense of steel.

We find little property damage in our problem and
so are not taking it into consideration. A possible
damage might arise for the owner of a store on the
northeast corner of Summit and Saginaw streets. We
believe this may be handled by lowering the foundation
at a small cost.

In conclusion we wish to recommend our underpass
as a method to alleviate traffic conditions at the
crossing by providing a continuous passage for traffic
and pedestrians.

We hereby submit our preliminary design and

estimate.

Glenn R. Burns

James A. Stone

May 31, 1930.

DESIGN SINGLE TRACK BRIDGE

Coopers E60 Loading
Right angle clear span - 54'
Right L Center to center of bearing - 55'

 

 

Center to center of bearing - 58' 00"

Total length 59' OO”

 

 

 

SHEAR
Load #2 8772 + gears — 15xee :. 1448 K Max.
58
Load #3 10062 + asaxa :;(120 + 45xe3) ;,137.2 x
_ 58
I 3's 300 :_l44.8 300 2' 130 K
300+ L2 300+ 582
I66 “I66

Total live shear :_ 274.8 K

Maximum Bending Moment

 

Load #3 (3232.§;174xs)- 345 2.1331 K ft.
3

 

 

Load#4 (4276.5+193.5X4) -720 :_1805 K ft. Max.
'___75
Load#5 (5244+213x4) ~1245 :,1803 K ft.
2
I :.1805 3003 :_ 1680 K ft.
300+ 472
I55

Total live bending moment 2. 3485 K ft.

Dead Shear
Rails & fastenings 150#/ft.
Ballast & ties 2880#/ft. 18”x16'x180#
Slab lSOO#/ft. 8"x16'x 150#

Girder lSOOfiéft. SOO#/ft.x5
Total t.

6130x29 -:. 178 K Dead shear
Total shear :_178+275 :l453K
178x14.5 :. 2580 K ft. Dead B.M.

 

Total B.M. Z. 2580+8485 i, 6065 K ft.
S - I - M :_ SOSSOOOle :. 910
C - S 16000x5

Spacing of girders 16 4' 0" center to center
‘Z"

Select 36' rolled I Beam Carnegie GB 362
300#/ft. Area :,aa.23 sq. in. Depth of section 36.851

Flange width :'16.189“ Web thickness 2..958"

Flange thickness :.1.7155"

Design Slab

 

Live load 1000#/sq. ft.
Ballast 18" 180#/sq. ft.
Rails 10' section 15#/sq. ft.
Wt. of slab 6” 75$ésg. ft.
Total sq. t.
Free span‘: 4.00' -l.35' 2,2.65'
u :. '13 _._._ 1270x2.ss‘x12 :_ 8925 in. lbs.
12'— T? %
d - ( 8925 — 8.63" use a“
(.5577x16666x.§71x12 ; ’
D : 3+2 : 5”
v g_ 1370x2.65 :_ 53#/sq. in.
x x. x
Try d. z 4'
v :_,1270x2.65 :_ 40#/sq. in. o.k.
x x. x
As :_ .0077x12x4 :. .37 sq. in.
Select é" 5 bars at 4" centers
u :_ 1270x2.65 ‘: 102#/sq. in.
2x. x x .
use a : 6' n : one" 3 8" slab

Design Four Track Bridge

Clear span 54' 0

Center to center of bearing 55'

 

 

Shear
Load#2 6948+288x7-15x63 ;_ 138 K Max.
55
Load#3 8772+258x4—(120+45x60) ;_ 129 K
55

I 2.133 ( 300 3 :,126.5 K

(355+ 552
I66

Total live shear :. 364.5 K single track

Bending moment

 

Load#4 4276.5+193.5x3.5 - 720 ;_l660 x ft. Max.
“‘5'
Loadfs 5244+213x2.5 - 1245 - 1643 x ft.
______§______ ..
I :_ 1660 300 :_ 1550 x ft.
(300. 45.53
ICU‘

Total B.M. :_ 3210 K ft. single track

3210x4x.75 :_9630 K ft.

Dead shear

Rails & fastenings 600#/ft.
Ballast & ties 10100#/ft. 18"x56'1130#
Slab 5600#/ft. 8”x56'x150#

Girder 4500#éft." 300#/ft.x15
2 800 t.

2OSOOx27.5 : 572 K dead shear
572x13.75 :. 7850 K ft. dead B.M.
Total shear ;.572+793 :_l365 K
Total B.M. :_7850+963O : 17480 K ft.

C S ISCOOXIS
Spacing of girders ‘gg :. 4' 0" center to center

Select 36" rolled I beams Carnegie 0.8. 362 same as
for single track bridge.

Use same slab as for single track bridge.

Bearing Max. shear‘; 1,365,000 lbs.
15 I beams bearing surface 15x16.2"x12' ; 2908 sq. in.

Bearing preeeuzo :, 1 365 000 :_470#/sq. in.
‘L6666"‘
Afllowable pressure :. 600#/sq. in.

Single track bridge Max. shear : 453,000#

5 I beams bearing surface g, 972 sq. in.

10.

 

T.

Bearing pressure 453000 :. 467#/sq. in.
STE

Design abutment
This abutment will be designed to withstand
two different loadings: A. Full load on bridge and
no live lead back of abutment; B. Engine load back
of abutment and only dead bridge load.

Design A
Bearing load on stem/ft. 28,000#
Weight of stem 4,250#

Weight of footing 2 250
‘34"? 5' 603'

Weight of earth on heel : l0,000#

Earth pressure :,5500# applied 7' from bottom of
footing

(l) Overturning moment :. 38600 ft. #
Resisting moment : 205600 ft. #
Factor of safety :_5.3

(2) Sliding force :_ 5500#

Resisting force :_ 44500x.4‘: l7800#

Factor safety‘: 3.2

11.

—./£'-—

(72¢

14! ’-0"

tbs——

 

 

 

 

 

 

 

 

 

//’- 2"

 

e :- 5-4918 : 082'
S ;,6000# compression toe
2200# compression heel o.k.
Design stem

P _._ lOOxngx .25 ; 45204; applied 6.33'
-§‘———

K
I

28,600 ft. #

d :'E 33600x13§§ :_ 16.3 say 16.5” D :,20"
x C

v I 26#/sq. in. o.k.

A8 :_ .OO77x12x16.5 :_1.525 sq. in.
Select 7/8usquare bars a? 6" :. 1.53 sq. in.

u :- 44.8#/Sq. 111.

13.

Design toe

Bending moment :_ 21150 ft. # acting upward
Shear : 15000#

i
d : (21150 -. 14.1 n say 14.5" n - 18"
(-1677 § - —

V :_ 98.8#/8q. in. use d 1 24' D 1 87"
Then v :. 59.5#/sq. in.
AB :_.OO77x12x24 :, 2.22 sq. in.

Select '7/8'Hsmme ha" a" 6”; 2.51 sq. in.

5/8”square bars a! 6“

u :. 59.7#/sq. in.
Design heel

Bending moment :_ 14500 ft. # acting upward
Shear _-_ 6000#

d :_ $14500 ;% :_ 11.6" say 18" D :. 15"
v :_ 47.7#/sq. in. use d ;_15" D‘: 18"

Then v :_ 38.l#/sq. in.

AB ; .0077x12x15 :. 1.385 sq. in.

Select 7/8” square bars a: 6” :_ 1.53 sq. in.
ul: 65.3#/sq. in. o.k.

13.

Load

Design 3 _

on stem - 11800#

Weight of stefi' 5400#
Weight of

footing , 3600;

  

 

 

 

 

 

 

 

 

 

 

1 :21,
31——
—-U /a' c-—
‘e
k 2
\ J
i
—+ 25.n-——
Hi 9"
Surcharge .: SOO#/sq. ft.

Weight of earth and surcharge :. 18000#

Earth pressure :, 9100# applied 9' above bottom of

(1)

(2)

footing
Overturning moment :. 82000 ft. #

Resisting moment 2’ 241,000 ft. #
Factor of safety‘: 2.94

Sliding force‘; 9100#
Resisting force :’ 38800x.4 : 15500#
Factor of safety ;, 1.7

14.

(3) X 4.10'

e :_ 6.00—4.10 _—_ 1.9'

s,; 6700# compression toe
l70# compression heel

Design stem

7820# applied 8.33'

B.M. 55 65000 ft. #
d; E65000 ;3 ._—_ 24.55" say 25” D; 28"
1671'.

v :. 29.8#/sq. in.
AB ;_ .0077x12x25 ;. 2.31 sq. in.
Select 1" 3 bars a! 4' :_ 2.35 sq. in.

u :. 79#/sq. in. ' o.k.
Design toe
Bending moment‘: 11,250 ft. # Shear‘: 8750#
d :- E 11250 % : 10.25I Bay 10.5"
-I0777_
d ; 8750 ; 20.8- say 21' n :. 24"
.974112140

Select 1' 3 bars a1 4' ;_ 2.35 sq. in.
u ;_ 53#/sq. in.

15.

Design heel

Bending moment‘: 23380 ft. # Shear‘; 4680#

d :_ 533380 gé‘ : 14.75" say 15" D : 18"
163.,

d ; 4680 _—_ 11.15"
s X X

A .2 .0077x12x15 2. 1.385 sq. in.

Select 7/8" square bars at 6" - 1.53 sq. in.

u :. 63.8#/sq. in.

16.

DESIGN OF RETAINING WALLS

.0

 

 

I '

 

 

 

 

 

Igl—

 

 

 

 

9 'vc"
f0 :_ 650# f8 :. 16000#
t 2. .41x20 : 8.2' say 9'

Assume thickness of base 2'
Design stem

Total pressure ix25x(18)3‘; 4050#
applied 6' above top footing
6MB ; 29200041”.
d; 5292000 3% -15..
. x 2 “
Total thickness of stem : (15-3) 2 18"
A3 :. .0077x12x15 ; 1.39 sq. in.
Use 7/8"¢bars spaced 5" c-c : 1.44 sq. in.

17.

v :_ 4050 ‘; 25.7#/sq. in. o.k.

x 5x

1.1 : 4050 : 46.7#/8q. 1n. o.k.
2 5 x2. 5x. 5x 5

Horizontal bars use %” é

(12x18).0025 :. .54 sq. in.
.196x2-196 : 59 sq. in./ft of height o.k.

Design of footing

P ; flzsuzmz :. 500041:
Total weight‘; 16200#
Moment arm :. 5.22

x _-_ 2.03

(l) F.S. against sliding
1820OX.4 i. 6480 .2 1.30 o.k.
3000'-
(2) Overturning
5032 :- 2057 Oaks
2.03

Inner cantilever
Shear at D 2. 6615#

use 7/8" bars spaced 7"
Momemt at n ; 2330001371

5Nx14~ ; 74- say 7..

d for shear‘: 6615 '; 20'
, 2. 5x Ox.

d for moment : (233000 ;% 13;5

(12x107.7

18.

u :_ 77.5# o.k.
V : 50.5# o.k.

Outer cantilever

Downward weight :. 675#

ME ; —9100# - 101,000# ; 91,900 in #
d 1'. $91.900 ;% - 8.45"
12x107.7' “
I
V :. $__2____.35°0-3700 ; 2.25-675 ; 6425
d ;_ 6425 ‘ - 19.6" use 7" spacing
(187552.75xfifil7785 "

u :. 7705* o.k.
V l: 3004# 0.1!.

Design of 16' retaining wall

rL11

 

 

 

 

 

 

 

 

 

 

19.

Design stem

2

m,; 17050 ft.#

 

d — 17050 i _ n n
.. (_10777-g ._ 12.6 say 13

p.
I

3200 g; 7.63
o I x

As ;_ .0077x12xl3 :. 1.20 sq. in.
Use 7/8" 3 bars spaced 6"
u‘; 55.5# sq. in. o.k.
weight of stem 3200#
weight of footing 2020;
52
weight of earth 8550#
Earth pressure 4050 applied at 6'

(1) Overturning M.

Resisting M.

3200# applied 5.33!

n ;_16”

24,300 ft.#
72,900 ft.#

Fes- :_ ”3900 : 3000 00k.
54300

(2) Sliding F. 4050*

a
Resisting F. - 5520

r.s. :. 5520 - 1.36
4666‘

3.53

(3) x

C :_ 4.5-3.53 ; .97

o.k.

20.

s 1 13770 51- 611.97; _._ 2520# can, m
‘"'17" '-_9_—’ 540# w Ace/

Design toe

Ordinate
2520-(2520—540)2.33 :. 2010

9 )
9.11. ; 5900 rt.#

Shear :- 48 40#

d :- 55900 i.— 7.4"
O . -

d; 4890 ; 11.5" say 12" D_-_-_ 15'
. X X

69.: .0077x12xl2.; 1.11 sq. in. Use 7/8' 3 bars
spaced 6"

u :_83#/9q. in. o.k.
Design heel

B.M. _-_-_ 14,800 ft.#
Shear ; 3730#

a; 14800 ’5- 11.7» ea 12"
Hm) - y
d

3730 :1 8.9"
o X X

As :_ .0077118X12 : 1.1]. sq. in.
Use 7/8 3 bars spaced at 6"

21.

Design of 12' wall

 

 

 

 

 

 

 

 

 

 

_SFEL_
‘9
'3
Weight of wall ‘ 1800#
Weight of stem 900#

Weight of earth 4200;

Earth pressure‘: 2110# applied 4.33'

(1)

(3)

(3)

Overturning M. .: 9125 ft.#
Resisting M. :. 24150 ft.#
F.S. - 24150 - 2.64 o.k.
_. '9I25— ._

Sliding factor .2 2110#
Resisting factor ; 2760#
F.S. - 2760 q 1.31 o.k.

._ SITE "
x 1 2.18”

22.

O : 3 “ 2.18 z 082"

6900(1- 6x182; :. 2090# comp. r..
6 6 207# comp. heel

Design stem

2
P _-_ 2511(12): 1800# applied at 4'
___§_
11 ; 7200 ft.#
d 2 (7200 éI; 8.3 say 9"
( 0 .
Shear
o z 1800 _._ 4.3»
4x x4

A5 ; .0077x12x9 :_ .83
Use 3/4" 3 bars spaced 6"
u :_ 49#/sq. in. o.k.

Design toe
Ordinate ,: 1125
Bone :. 1925 fto#
Shear :. 2570#
d: 1925 ; 4.25
16:0:
d 2. 2570 2, 6.1 use 9'
.SVSXISxZU
A8 .: .OO77x12x9 : .83 sq. in.

23.

Use 3/4" bars spaced 6"
u :. 69.5# o.k.

Design heel

Ordinate ;_ 1110
B.M. :- 5350# ft.
Shear ;_ 2115#

d: 5350 5.- 7.1 sa 9'
(mm—v.3 - V
d; 2115 :. 5"

. 51 x
A8 ; .OO77x12x9 ; .83

Use 3/4' 3 bars spaced 6"
u 2 57# 00k.

Design 8' gravity wall

 

 

 

 

 

 

L—J’“

 

 

 

 

24.

Weight of stem 2300#
weight of footing 1500#

Weight of earth 1860;

Earth pressure :. 1250# applied 3.33'

(1)

(2)

(3)

Overturning moment‘; 4170 ft.#
Resisting moment 1; 16,515 ft.#

F080 :- 16515 ; 3096 o.k.
Sliding factor .2 1250

Resisting factor 3. 2260

F.S. ;, 2260 ;_ 1.81 o.k.
"1'256

2.21

805 -2021 : 029'

' 5660 élt 6X.29; :- 1530# comp. To.
“5“ “'5“‘ 738# comp.h¢./

0
II“

.7506 tons earth_pressure o.k.

Design of 5' gravity wall

11%

r...

 

 

 

 

 

 

 

 

 

 

 

25.

Weight of stem 1125

Weight of footing 600
Weight of earth 960
75585

Earth pressure : 610# applied 2.33

(1)

(3)

(3)

Overturning M. .: 1425 ft.#

Resisting M. ,; 5245 ft.#

F.S. - 5245 — 3.68 o.k.
-'-I425 ._

Sliding factor :_ 610’f

Resisting factor : 1475d
F080 : 1475 :- 8048 Oct.

1.42

c — 24.421 .58

2685(1: 6x58; :_ 1255# comp. Tag
I Z 87# comp-heel

26.

INSTRUCTIONS

Dumping grounds for excavated dirt must be found
by contractor, and price bid must include hauling.

"Weep holes" shall be placed in retaining walls
every 20 feet, and shall consist of 4" tile. The
weep holes on the north retaining walls shall be on
top of footing and drain onto street. Those on the
south walls shall drain by direct connectidn to
storm sewer under sidewalk.

The north catch basin under the bridge shall
be connected to the south storm sewer. This sewer
shall be placed two feet under sidewalk from station
9-00 to station 5-OO - 6” in diameter, and from
station 5-00 to connection with sewer at Cedar street
it shall be a 12" sewer and laid to a .13 grade.

The present sewer located under Saginaw street
is 5% feet below grade at Summit street, 6 feet
below at the railroad, and only 3 feet below at Larch
street. From the railroad to Larch it is a 36" pipe.
This sewer will have to be moved north 5 feet behind
the retaining wall and at its present grade.

The elevation of the invert of the 12" storm sewer

under the sidewalk at station 5-OO will be 113.00'

27.

city datum. Since the Grand River high water mark
is 111.00' there is sufficient allowance for drainage.

The retaining walls, footing, road base and
sidewalk shall be constructed with expansion joints
every 50 feet.

Back fill behind retaining walls and abutments
shall be sloped down away from the walls.

All water and gas mains, and all telephone,
telegraph and electric light lines shall be moved at

owners' expense as required.

28.

ESTIMATE 0F COST.

 

 

 

EARTHWORK:

CUT 30,000 cu. yd. @ $3.50 $15,000.00

FILL 3,800 N .. @ 3.25 950.00

DITCHING 200 7 .. e 31.00 200.00 $16,150.00
CONCRETE:

BRIDGES &

ABUTM‘ENTS 520 cu. yd. @ $320.00 $10,400.00

RETAINING _

WALLS 1225 n n @ " 824,500.00

PARK STAIRS 30 I a @ " 600.00

CURB 2100 feet @ $.50 .. 1,050.00

PAVEMENT (10") 5600 sq. yd. 032.00 11,200.00

SIDEWALK 5000 sq. ft. 0 3.25 1,250.00 $49,000.00
ASPHALT SURFACE 7200 sq.yd..c 31.00 $37,200.00 $7,200.00
STEEL:

GIRDERS 8c

BED PLATE 171 tons 0350.00 $8,550.00

ERECTION 170 s @ 515.00 2,890.00

REINFORCING:

BRIDGE & .

ABUTLEEITS 82,000 1b. @ 3.05 4,100.00

RETAINING ‘

WALLS 135,060 " @ " 6350.00 $22,290.00
DRAIN:

12" TILE 1000 feet @ 5.75 s; 750.00

6" I 1300 " 05.50 650.00

CATCHBASINS 4 0535.00 140.00

4" TILE WEEP HOLES 65@ 31.00 65.00

RELAY 30" a 36" _
SEWERS 900 feet 6 51.00 900.00 5 2,505.00

03
‘0
e

TOTAL $98,070.00

 

 

ENGINEERING (5%) 5 4,905.50
DAMAGES 5 5,000.00
TOTAL $107,975.50
BOND INTEREST (5%) 5 5,598.50
GRAND TOTAL $115,572.00

50.

 

 

 

 

 

 

"ANNA i111 1‘1 1 N“