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A Check of the Stresses in the Principal members

of the State Highway 3216.33
at Rochester, Michigan

A Theda Submitted to

5310 Faculty of.
MICHIGN 811153 COLLEGES.
of

AGRICULTUIE A111) APPLIED SCIEK‘ICE

Homergglean
ugnggaagg for the Degree of

Bachelor 01 Science

THEblS

wxzu
o

Index to Thesis

Section I
Extracts of the articles from the specifications of the Michigan

State Highway Department. used in the check.

Section II

Calculations for the check of the design.

Section 111

Discussion of the analysis and check: or the design.

Section IV '

General discussion and conclusion of the thesis.

Sect ion V

Blue~ sprints in cover.

Extracts of the articles from the specifications of the

Michigan State Hijmny Department used in the check:

3.9 curbs. me width of the curb measured from face of the curb to
closest vertical projection or the railing pilaster. or of the super-
structure. shall preferably be not less than l'-6" as a safety sons

for umional pedestrians. In no case shall this width be less than
1'4". me curb heiazt shall prefersbl’ be not less than 10 inches and
in no case less than 9 inches. Curbs shall be of substantial construc-
tion capable of resisting a transverse force or not less than 500 lbs.
per lineal toot, applied at top of curb.

8.10 Railings

8.10.1 Bailing height. Substantial railings shall be provided along each
side of the bridge for the protection of traffic. The top of the rail-
ins shall be not less than 9-0" above tsp of curb, same height above
sidewalks.

1.10.3 Desigi forces. Railings shall be designed to resist a horizontal
force of not less than 150 lbs. per lineal root, applied at top of the
rail, and a vertical force of not less than 100 pounds per lineal foot.
8.14 Crown. Height of crown shall be not less then given by the formula
03% where 0;1 crown in inches and R g Roadway width in feet. linimm

crown well be one inch.

Loads
Weight/ on. rt. in lbs.
Steel 490
Concrete. reinforced 150
Earth 190

System of loading Specified on plans.
Pressure from retained material.

Equivalent liquid theory (Hose)
P g i- daze (1194211)

3
P g resultant earth pressure per foot length of wall
11 5 vertical height of wall in feet.
a 3 A coefficient. taken as .25
111 g heigit of surcharge in feet

Section 7 unit Stresses

7.2.1 Structural grade and rivet steel
7.2.1.1 Tension, lbs. per square inch.
axial tension, structural members, not section, 16000

15811.2 Axial compression, gross section 15000 a» 50 L but not to exceed

13,500 lbs. r
1 3 length of member in inches
r 3 least radius or mation in inches
7.5.1.3 Bending on oztrano fiber
Rolled shapes, built sections and girders

net section 16,000
rim 24.000
7.8.1.5 $168.!
Girder web, gross section 10,000
Pins and shop driven rivets 18.000
Power driven rivets and bolts 10.000
7.3.1.6 Bearing

Pins, steel parts in contact and shop driven rivets £4,000

Power driven field rivets and bolts , 20,000

7.4.1 Assumed Compressive Strengths for structural Grades Portland Cement

concrete

Grade 28 day strength
A 2500
B 2000
0 1500

Grade A. All superstmcture concrete

Grade B. Reinforced concrete structures except superstructures calculated
as structural Mama and slab unite. and all exposed concrete of 18" thick-
nose or less.

7.4.4. Columns with axial loading

7.4.4.1 Short oolmxms, B, 3 12 or less where h g unsupported length; 3) 3.;
least outside dim-meter without Spiral reinforcement.

Columns with longitudinal reinforccmnt and ties.

Allowable unit stress of total concrete area 3 .20 :10

0.1.2 Design loads. Preferably, structures shall be proportioned to limit
the maxim design load on timber piles to 15 tons per pile.

911.3 Spacing. Footing areas shall be so proportioned that pile spacing
shall not be less than 2'-6" center to center. The distance from the cen-
ter of any pile to the nearest edge of the footing shall be not less than
12 inches. In the design of pile foundations, the effect of eccentric
loadings due to earth thrust shall be considered and the pile spacings shall
generally be designed so as to require a minimum number of piles. The dis-
tribution of the foundation loadim‘; shall be computed as follows:

P 3. Load in tons per lineal foot of footing

BaSpacing, in feet, for any row of piles

a; 1/5 :number of piles per foot in any row.

egocentricity of loading

ldfidth of footing; in {let

Wistanos in feet from heel of footing to any row of piles.

do: Settlement in inches of heel of footing

gem in a.’;ount of settlemnt per feet Width of footing

chSettloment in inches of am pile under load

w in tons per pile, to cause a settlement of one inch

p—Joad in tons, on an; c 11313 pile

watches, in feet, from heel of footing to locus of the center of gravity

of the piles.

when M
““o‘m’g'alnth

rrom Which 3W

a; “v
8am- .- (Sna)a

PaW‘m Malt-figs.

9.3.9 Counterfort abutments

Counterforts shall preferably be located under or near points of concentra-
ted load. The face walls and. the back of the base shall be designed as con-
tinuous slabs. For equally spaced ccunterforts, positive and negative mo—
tents of 1/12 I 18 shall be damned, provided that the end supports for the
series of continuous slabs offer suitable restraint. otherwise 1/10 w 12
shall he assumed for positive and negative moments.

‘i'no rear of the base slab shall be investigated for diagonal tension and
bond stresses at the edge of the counterforts.

he too projection sh .ll be considered as cantilever booms fixed at to

edge of the so}: ::ort, and she 11 so Cos mod for the fmnfiution reaction
less the weight of the toe.
10e5e Plate Girdors
10.6.2 Flange sections. the gross section of 12129 compression flame $313.11
no: be 105 s then t-:e 3‘1‘053 cations of the ension flange (“9. The compression
flame shall he stayed ‘3 :3:12 .312 late: «4.1 col ”lection at intervals not exceed-
ing 12 tires its width. F1.‘.:n..f3e cover plates shall ”no sexual in thickness,
nor he. e a t..ic‘. ss are 0.:ter ti‘. 1;: that of too flame angles.
10.6.3. Heb plot»: .21; .111 be 1-2-21 .., ertionocl for uoth horizontal or C. vertical
issarfiplieee in 16;!) plates 8.1...11 be 6.651 1111381 to fievelop the full value of
the web plate for both bending; 3.2.26: sheerirg stresses. me t1‘2101mess of
web plate-.2 52.311 not be less til‘m 1/20 D, where ngistzmce beta-zoos flames
in inches.
10.6.7. Bad Stiffness. Plate sire-rs shall have stiffener angles ever end
bearizzns the c.1tstai..di:-.; legs of wiziei: shall be as wide as the i‘lzmce an-
3183 will 3.11m 3.1: shall fit tijjntly against them. These and stiffenera
shall be pro. 2ortie21ed for be -135. 12;: on the outstezfiiixg legs of t...:e 1.12.1136
angles, no allovnmce being mode for he logs fitted to the fillets of the
flange angles.
10.6.8. Intense-diets etii‘fo:;ers angles shall be riveted in pairs to the
web of the girder. Intermediate stii‘i’emrs shall be 51.0.ch at izcervs ls
not exceedimgs
(e) 6 feet
(1)) the dept}: of the web
(0) The C151. stance given by the formalin (1:3. (12000-5)

40
Design of 70' uneno.‘ sed Girders
Dimnsions

Web Plate ease/e"

Flanges, 2 3.23310: 6"xe"zll/16”

Depth of Girder 46;"

Check web plate thickness

1: Should. not be less tlzzm 1 20 D

t 31/20 145” :. .34"; 1: 35/8" in o. x.
Design of Flam-":9

Area. required; A _-_g_ - 1/8 thl
Sn

h; g; depth of web in 1110in

h :- diatanoe between centers of gravity of top my} bottom flamers

111 g 4633; . agg- g a"

A 3-. W «- 1/8 x 46 2 5/8 :_ 16.25 43.15 g 14.10 sq. in.
160002943

net area 3 gross. area minus rivet; holes

Gross area 0:? angles 3 15.56

Gross Area :7. 15.5.36 «EM/8 g, 14.81 sq. in.

area. acquired 19 14.10 5.3. in.

Section Hoimlus, 70' mlonsased girders

Required. Raw .1. 700 12:"
8 16000

I =3 (1/3 x 5/8 1: (3)3) ¥ “26.2) Anawhsz)
1 3304.2 {104.8 {14550 .1. 17497 1n.‘
L:17$21=,755 121.3 o. x.

o 23.2:

End Stiffeners
4 3.313109 Fm??x5/8"x45 1/8
Area. of mltstmiing lugs :_ 7.00 831. in.
S 3 15000 ~50 L

r
1' -31 'g 1915

A

8 2.16000 ~m= 15.000

1.1.5
Use 12 .500 (specifieat 10113)

Area required ‘w 9.4.33 sq. in.
12.500 0. K.

Spacing of intenmdiete atiffeners e
Spec ifioati one

(a) 6 feet

(1)) The dept; 01.’ the Web

(a) d :1 (12000 - S) where a 3 web shear in 1193. per sq. in.
4-0

3 $ 0 g 5140

Q
~

4625 8
(b! :45"
m an 33/3 1 1/40 (mower-w) :. as"
5319 stiffenere are SgILOGd at 36" which is o. k.
Spacing or? rivets in i’lfs.n.:;e anjylee, same as in 70’ encased girders.
Design: of 70' Encesed Girdcre
Musicals
Web Plate 46%;"
2 Flange eagles @xfi'xi/B"
1 cover 1.21am 14"x‘2"
‘l‘otel depth of girder g: 48"
Green area Flange 14.22 mg. in.
n n Plate m, a
25.72 " "
Net area Flange 14.23-4xbc5/8 a 11.72 5:1. 111.
u .. Plate 10.50am; g 2.00 N "
20.72 " "

Distance between centers of gravity of flames

m (1.73 ,l .375) g .55
24073

h g 48.8 (1.7%.53) ,7, 21.8.8"

Ares required — 1.844.909m .1/8 x 46 1 -:3; g 17.05 nq. in.
15.00024506

Ares required is less time net are; provided.
Design of Stirfeners

2 angles swam/8245 1/8

2 angle: 4:61:3/8145 1/8

area of outstzmcling legs 3 3.75 31:. in.

area required am: 5.24 fig. 121.
12500

area required for stiffeners is less than area provided.
Spacing of stiffener:

Specifi etions some as in 70' girder

81)::6 133.53 is 36"

a - 1, (12000-8)

4.0

S g 229% a 53:00

46x23
5. ”fl (8500) g 107" g9f00t
4:0

36" spacing 0. K.
Section modulus 70' ensues girder

1:. :1 am .8. 1005 112.3 roe—fired
o 8 18.080

Section 1506111113 provided
1 32(1/3 x '2; x 12187) ,4 “24.2) ,4 4(7.11x21.521 {1/12 x 14(2)? humane?)
x 34050 1‘ 88.8 / 13,146 {as/11550 5 28845

13%: 131° 5-33 0* K0
0 24.0

Pitch of rivets in flange angles

70' 81103896. girder

”is???“

P 3 tumble pitch in inches at section under 001 wideretion
R :_ allowable stress on rivet in pounds

h 3 distance between centers of gravity of flanges in inches
7 gmxinmm external sheer on given section in lbs.

111 a load per lineal inch supported directly by flange.

1 rivet in double shear-_.611200013 - 14,400

1. rivet in bearing 3%; x 7/8 x 24.000 .-.-. 10,500 .

V 3 11331111118 live and deed sheer 3 77,950

11 3 45.6"

as: ng1/8w13 meogm 800-1144
12 (70) 300 - '13. of girder

 

 

[15.21% “m

12,500]? 3 largest wheel 103d distributed over 5 ft.

3113 is largest smear, so all clawing is 0. K.

L11 spacing is 6" or less

Design or 65' girders

Dimensions

web 40' x 3/3"

FlangeBZb626x5/8

Gross area. of flange Is .1: 14.22

not area of i‘lemge :_ 14022-32135/8 g; 18.97 5&1. in.

ho __dist. between mg. of ’lsnges 366.5 - 2(1.73)__ 43.94

Ares. roqd. 3W. - 1 x 46 x %__14.2 - 2.15- _12.05 sq. in.
16W.04 8

Area or £18115“ 0. K.

Stiffeners some as 70' girders

Pitch of rivets 6"

Design of 50' Gimero

Dimensions

Web 46" x 3/8"

names/psx4xs/8"

Gross area. of flame A! g 7.22 sq. in.

Hot area. or flange 3 1.22 . 2 x 1 x 3/8 :- 6.“ sq. in.

h 3 distance between 0. g. of flanges 3.46.5 .. 2(.9M 344.62

Ares. req. 3 £99,000 a E - 1 x 46 x i; 6.25 sq. in.

Area is 0. K.

Stiffeners are 01? same dimensions and spacing; as on 70' girders
Pitch of flange rivets 6"

Section modulus of 65' gireers

Required: a gem; ‘10 1n-
a 15000
Revised

3

1 5 304.2 ,l 96.8 ,l 13,148 3 18288 1n.‘

am 3705 121.5 o. 1;.
23.25

Section medulus of 50' girders

Required 509.099. 3 375 121.3
14,000

Provided
1 a 304.2 ,l «4.9) ,l “3.61 x 22.313) :1 3002 ,l 19.6 ,4 1200 g 1024: m.‘

13%.:‘40 111. 5 00 K0
0 33.25

Design of box girder 07
1111152191011.

8 web plates 72" x 3/8

2 flange angles 8" x 8" x 5/8”

11

8 plates 8" 1%”

Gross area Flange Net, area.

19.22 - 2 x l x 5/8 17.9?

0.00 - 2 z 1 x 31; 1.99
24.91 in:

Area required

2,063,000 1 12 - 1/0 x 72 x 6/8 329.80 - 6.?5 =23.05 111.3
16,000 x ".2

Area provided is sufficient
Section modulus

Required 3 3 2.653.000 x 12 g 1995 12.1.3
a 16,000

ProviM

Dimensions of G? 58:33 as those of GS, so section maulus required in 234.0 1110’
Design 0': be: girder G9

Dimmzeizmc 11:16. :"L.":.:C. of $13.15*.)

2 web plates 72" x 3/8"

3 flames angles 8" x 8" 1: £2"

aplate082%

Gross area flange net area
22.00 - z x 1 1-3} 21.38 1113
8.00 - 2 z 1 x 4}; m

28.58 m2

oneness of web plate not ions than 1/20 [D ; tat/20] 72 .-.-. .425" 6/8" 0. K.

03' * 3.011199... :1 ~49?" 0- K-
10000::72

Design of {Luge
Area required :1 - 1/8 1:111
em

11 g 33 9 z .25) = 07.2"
21.6 77.8

111 3 72'
Area of flame required

A ;§.oez.ggg ; 1g .. 1/8 x 72 x 6/8 3 27.12 n @1101: is sufficient
16000 x 67.2

Section modulus be}: gircior GS

Required a 3: 042000 1: 13 .. 2:380 1115
3 15000

Provided

1 34(1/3 x 3/8 x 563) { 4039.7) ,l “11.44 x 55.973m1/12 x g; x 85M
f (i x 32.252)

1 = 23320 { 278.8 { 52600 ,l 15540 {as = 92932 121.4

1: 32932 3 2570 121.3 0.2.
36025

Stiffeners

2 eagles 6 z 3}, x 15 we: of outstanding legs :3 6 incl-meg
71" long;

1 a 16000 - 120 d/t

" 5 15000 _-_ 120 (1/1:

71:: e

W: Wages.“ 0 5I8 :9"
120 120

waced 9 inches or 18" on each 0:? the two web plates.

This checks 16.1 321 the design

Number Of rivets in hitch [p for B01: Girdors

T11 86 are spaced the 5:1.an in all of the Box Girders. Therefore, if the
pitch is 00 K. for the one bearing the largest load, the rest 70.11011 carry
less mot be 0. K. as hearing controls in each case and the web P1. thick-
ms is the some for each 45/8".

1 7/8" rivet 1n dmfble Show 3 .6 z 2 x 12000 a. 14,400

1 7/8' rivet in cheer 3 7/0 x 24000 x 3/8 1-. 7.875 n

 

P g 3 A a IiBIfl = 9'
‘1701750 ¢ Jpzsoo ,2 2000
67.58 56

P 5" this checks closely with the design

Design of web splice box girder G. 9 5‘1

4 plates, 10" x 3/0" x 50m

rivets spaced. 1'2. 2:. 4." l a b" g 10.. rivets

net area. of splice pls.

443/0 1 50 - 14 x 5/0 x 11; 03.00 sq. in.

not area. of web plots .1: 72" x 2 x 3/8" = 54. sq. in.

The area. of splice plates is greater than web, therefore the splice place
are sufi‘ieient 1hr sheer.

Bonding: mnent splice plates can comm.

11 gmfin 1:10.029. 3 4.15/0) mega-5} = 9,250,000 in 100.
6 6
Bendix-g momnt web plates can can?
it 3K '32.
sh 8
s 3 618.313. x 00000 x 07.2 2. 7,250,000 in lbs.
8

8311100 plates can can? more bending moment then web plates, so are sufficient
for bending moment.

Check of rivets in web splice #1

1 rivet double shear 3; 14,400 # sq. in.

1 rivet bearing z 370 x 1 x 20000 a 900002 sq. in.

Bearing; governs

Shear web 09.11 tel-:0

72 x z x 3/0 x 10000 s 000.000

6 rows rivets e 14 g 82 rivets

vertical stress gm 3 6,580 lbs.
83

 

Horizontal stress 3 [900024.500‘ g 6050 lbs.

gag, (1.53/0.53,110.53{14.5z{10.02,£—.«54.03)3 .2. 5,350,000

Resistance of one row of rivets

r 2 I 3 row rivets is sufficient
3.530.000

Design of web 3131100 G9. #2 splice

4 plates 18" x 3/8" x 53"

Rivets synod, 8 at 5" 2 at 4:1" 11 rivets

net area. of 52;..1100 platen

4(3/0xm-1Lv0/3 :1) :_ 01.52. 32. in.

net area of web plate 38(69) 2 3/8 3 52. sq. in.
1161: 3:30. of a lice plate is sm‘fioisnt

Bonding; moment splice pl tee can carry

mm: 413/0) 1 (52)?- x :3: 0.200000 in 109.
0

Bending: mom-ant web plates can carry

2: g: 0/0 3 fig 1 10000 x 04.2 3 5.050000 in lbs.
0

“131100 pistes sufficient to carry bending; moment
Check of rivets in web splice #2

6 rows '13 11 g; 66

sheer web plates can carry

69 z 2 x 3/0 x 10000 3. 520000 lbs.

6200091 3 7850 1'05.

Horizontal stress .. f 90003-70002 : .-.-. 4,400 lbs.

gang, (iézfizllizfifikizkezfififise #13/452/01J2n = 1750000

 

Resistance one row of rivets

* 4 MI sufficient
1750.000

web @1100: in all boa: girders are the 00:00.
Dimneiona of box girder 00

2 web plates 72" 1: 3/8"

2 name 26108 0" x 0' x 5/0"

2 plates 8" r. 0%"

wee. of flanges

gross net

19.22 17.91

.000. .009.

27.22 sq. in. 24.9? 0.1. in.

area. required

A a 2.821.0@ ID 6075 3343-58 sq. in.
16000 3: 67.2

Area of flcmp is O. K.
Section modulus box tiller GB
Required:

§=Wx :2 32120 1213

10,000
leded
1 3441/3 : 3/0 x 303) :1 “50.4) I 449.01 x 04.033M01‘70193Mfl133-35')
x 3 2.3320 {237.5 Msoo/wflesco a 04.700 in.‘
%3%%% 32340 1:13 0. K.

 

Stiffonerc and pitch of rivets same OI GO
Design of ‘00:: girder (2

Dimensions

2 web plates 72" x 3/0"

Flange angle. 0" x 0” x 5/0

Creel area. flange angles not area.
19.22 sq. in 17.9? sq. in.

Area required

I“

:11‘23

K“?

F?

16

A 33,321,900; 12 .. 0.75 3, 10.70 sq. 10.
1000030004

113333 0. k.

Sequin of etiéfcners for G?
q

6 z 52;” x 15" angles

'7 3 1.3000 - 120 Mt

22.09%; a, 10000 - 120 0/1:
71 x 3/8

.2) 3., 10000 .. 0.000 355/0 3, 20.5"
120

Stii'fez-mrs spaced 4:5" on 00.031 plate which choc}: Wi th design
Rivet Spacing: first) as G8

Design. 01?. Girder Gl

13123621017 one

2 web plates 7?." x 5'2"

4 £131.39 antics 8" 72: 8" x 2:."

0.": we of flange

Gross Prue. 2 is not area.
22.80 00,. in. 21,38 sq. in.

Area. required

I. 3, 0,023,000 a 3,2 3., 20.?5-0.75 3, 20.00 39,. in.
10000 x 07.94

Section M1111”.S 61

Required.

3;; 2333,72" .909 x 12 3; 1.20 1-5
10000

havided
I g,4(1/0010'503MM09JM4(11.004.03.973333.20.070.0{52000370207 in.‘

13mm 32110 103 0. K.
0 30.25 '

Section Within 0- 2

Required 31 3,, 2,127,000 a: 12 3-, 1595 m3
0 10000

17
Provided 1 34(1/0 x 5/0 x 303) game) {019.01} (34.02!)

1 325525 ,1207.0 #4500 3-, 00005 1n.‘

,1; eyes g 10.70 111.3 0. X.
00.25

E0 rivets to connect hitch is to webs of girders

70' encased, mews 01103.? 77,950

unit stress. field driven rivets

{3112203 3 10m # sq. in.

30:23.23 =20,000 =3 Bill. in...

1 7/0" 1-1001, 001-015521051- 3, .0 1: 10000 x 2 3 12.0000
1/7/13" riVut- bar-.0110; ,2, ‘i/B x ‘E x 20.000 3 875% per sq. in.
hearts; decides

22.9m .- 9 ~12 provided 0. K.

Cb

To fasten --itch is to ’00:: {girder
Single shear _-_-_ 5000 5 per sq. in.

17050 3, 13 I-rO‘Iided 0. K.
0000

3.3.3 giraer 11.2.3 largest shear. All others have same number of ,rivots in
hitch is, therefore, they met be 0. K. also.

Flanges sting/ed by 015012151210 at distances not to exceed 13 times the width
of flame.

1.1.3.311 of Phi-:50 g, 18"

12 1 16/12 5 16 ft. #1011 is greater then design, therefore is safe.

Unit stress in piers

Piers l—6~7-—0~13

319003.521 c' Lt .'. one

Golwms more 11/1) 1 12', with longitudinal reinforcement and ties. Allow!-
eblc unit stress on total Concrete area is .20 is.

010.00 B concrete to g; 2000 lbs. per sq. in.

18
1311301191033 of p: er 4’ x 5' x 31.6'
11/13 501.0/4 g, 7 9
£01 a .20 x 2000 3:03.00 lbs. per sq. in.
total 10:20.. 39150950 J 50075)__ 905225 .105.

$39.03; bier 1.113205 LJSE‘QS 2.4-?70500 1‘08.
2

‘reigfilt of per g 5 x 4 x 31.5 x 150 :- 96.0000}
"eight of be: airfier 3 22,800
‘3“3-‘5-t 01’ LOX 1;.‘11’0101' tdzcn 13;: one 1:16;: 311,400?-

Eotal 1030 - 505,000 lbs.

:31 .".'.. Plum _f‘~85,p~’?0 3 201; lbs. per 234:. in.
30.241154.

@118 is low, but the bridge vats cinsi;__;:1ec1 for e. 40 ft. roadway, so obese
"32".) are 0.1.. 1010 01:15! large 1:» 1:34:02 co. .= of future widen: n3.

E‘Esfi's 1:: for 3'»: er 1‘10. 7 where 70' - 65' girders met. Piers 1-6-8-13 are

5am size and. View 11"111'3112, carrying smaller loads, 30 they are 0. K.

for 10111; etmusoe

Pusii-UT; Of 1.3330

1"fi.:‘1-3.«18'5.0"18 12.5. r. 13.5' x 205'

inch base has; total bearing of 505,000:é {(12.5)3(2.5)(150) 3 590,000 #

'I" 119 1.091115 0 1'31'2'3 )3! 25 131101!

'c,000/25 = 2: 0:52 10.3. .- 11.3 '2013 per p116

U‘t

fling memont of ba: 0

BO}:
11- “VII (£41.20)02
W:

aweeoo lbs. per sq. ft.
12.5)“

.. 300 (a... 25 { 1.2(4.25) 4.252%; 3.20000 ft. lbs.

‘m

2

E

020000 2 1.2 r. 5,040,000 in. 10..
or n 3000019: (5,11.2(5.75) 3.703 = 250,000

19
Smear

v swufiqafizmzb 25000 {12.524435} 5)”); v 3 250,000 lbs.
V a‘fic C u- 23 1105. per sq. in.
“4.25 ; 5H.075)i£(30)
40:? per 3;. in. is per: 13.001310 so this will care for future widening.

As: a 3 £840.000 g. 9.10 5:1. 1.»...
1’st 160002;.875330

16-1. square bzws provided or §,848.QOQ =6.8 sq. in.
150002.875X30
Unit bc‘er‘ stress on bars

53 Zinc{ 2:2... 0?.

IA;-
U "‘ u

3on ’10 (4) (.075) (00)

100 :5 5x '7- 53 2:100:33 wgezesqdn.
1031.075 (305 04. z .875 z 00

82.200}: of 1.2119 1050.18 of glutamate load: 70' unencased girc’ers, mixture

 

sheer 3 54,075 lbs.

Bracing of girders 4'45"

weight per linear ft. 3 MUM/4.4 13300
midi of vertical well a 15031.5114.6 3280
weight; of base .2: 2 x 10 x 1.50 3000
weigzm of earth 3 5.5 x 100 x 2.0.5 11275
surcharge ; 25000/‘10 g :02
52,355 lbs.

.1. a 105.! per 1111ch ft. in tone 3 16.2 tons

‘-

'Ie’ual mircbar :e 3 6 ’41-.5 = 10.5'

Total 11 of 911;“51'1 g; 14.5 {10.5 3 35'

§z§ 5.233881%?00 a figgei}
F33: 221103.150 a {€909
52-530 lbs.

x :W00 3 0; 5.35"

32330

20

52 3 36.89 rt.
30.6.6 1) ‘

P %-(.5)(.7.e.) {15.) 7302 lbs.

£52.3§_0 31%; I g 1.50
6.89 x

:0 :- 160 - (5.35 - 5.00} g 1.25 flirts base diredtly under vertical 17511

3119 10:221. 2.0.1.32 abutment

Emu 3.10. S 11 a 1151 use

1 5 .200 1.00 .200 .3.000
2 5.75 .67 42.00 1.068 4.072
3 2.5 .5200 6.50 2.600 16.900
4 2.5 .4200 9.00 3.600 32.400
31132133101113 1.2 37 7.463 53.312

1‘ :1 103 8 :1 1.25/10 3 .125; P g 16.2 tons; :- : 1&58 z 5.91
1.2

Ba. :‘mgthrz. r .-.-. .5512
‘ 0v 3’ "' {

 
      

mfigfl‘ "’67 x 55.5%.. 6.46:)
931 _ (.554. {(12.0%) 16.2 - 9.75 tom
22 a (.554 ,L.(4x.oza)) 16.2» _11.6 tons
25 a 3.564 “6.53.038” 15.3 g 13.14 tom:
9‘ :1 (.564: ,l (ex.oaa))1s.2 g 14.67 tons
Vertical W311 of abutment
Total surcharge 5 10.5"
h: 10.5 {14.5 a 25.1
83.50 3 2'
height of curtain #211 g 14.6'
25.1. at any point .325, 11 32:5

525 at t’.‘*;' of foot-.1313

P :25 x 10.5 _-_-_ 86.3 at top of wall
I g 1 a 8.5

n g ezsgsa] 2 _._._ 4500 lbs. per ft. of width
10 .

 

‘1 :. fflfiéfl :. 5"

3.4509
A: g pbd g; .0107 x 12 x 6 g 177 sq. in per ft. of width
2" bars Flamed 6" on centers is sufficient

Loggia: of stool for negative moa'cnt

xaflna

{Eu

 

58" is wrovidofi.

 

 

 

“3m :_ =38 lbs. 13;“ sq. in.
man—2.325;: {DIES-57)
6
7 3,2"30 :1 10 lbs. per 81. in.
flakes?)
6

ChuC}: vertical” wall for load from {girtiers

Marl 1:43-- i‘ooL irw 1;.=5.rd:.-1'8 12.50%?
W. Oi' {n‘e 2709:, 0'." Will fiflfl
'.:"oi,:.-'.i wt. par 131mg]. ft. 15.530 lbs.

Cozgzressi on 21- well par figure in.

”8 g 72 lbs. per sq. in.
105 X 12 I 12

{5118 is vary 3:2.1‘9.

Outer Lam-311313:

331 g; i‘.’£§§9 (1 ,l M" £5) a 5.350;;
10 10

P3 chm" (WW .3 309'?
10 10

Eat: outer edge or vertical wall

3L; 7/10. 1.9 £3390; 3353323 ,( 305 =4200§
4340

Wmam
3x2315059001b2.

21

2101259111: .1 900 x 12! x 1.5 g; 16200" in, lbs.
Prozac-*0 up a {4900 x :5 x 3/2 ; 1450 x 4} x 3 x 5 x 2/3118 gz'moo 111 lbs.
279cm - 16200 ; 263,800

11% 12.2 3.11.

 

H
af-g
c:

.90 for the depth to satisfy shearing stress

dams : 32"

EXQOXQQO

 

For this «33114211 bond. mill swam steel 5 inch spacing of 2" bars

33 .. ‘11-'13 3 .omslg I g .903
5 X 3103

u “Effie? NW)”:

.81. lbs. sq. in.

f8 3 3345351 - A w a 6.000 106. sq. in.
(-00%?)(av3?)(1r ) (3" 1‘

22.. $39.12*: 14 1mm
411 ‘3‘: z 80

 

Iruer floar slab

Re-mltnmt downward pressure an enter one foot; strip.

The Rpm-rd preemre .- 800 £ 1.3g; €- 10“
2

we’rn’c of e. T121 - 2300
weight of footing g 300
Uniform load on and strip 3 2600 - 1042 g 1500?
m 3,1193%? 13,1113; 11600 rt. lbs.

d:&%_39 in.

Depth of slab is cantrollerl by 3:259:
Tm tcml sham at 131.9 96.39 of 1.11.6 oounterfort 10 (16.00M.25 g 6800 lbs.

Par limos: ft.

<3. - QC'EQ ' _-_-_ 21" tutzl thimme: 3 24 which checks with design
(3:3) (.903150)

.4139 a...:’. egneing 9;? bottom rode

. Plfilfifi a 2‘
:24 a.
g§9_______g .0014

15300 3 .90

.a'.

a“

*0
I:
r:

m
0:
Ca.

15.3 g. (.0014) (123124) 3 .405 sq. in.
-}" ecpnre spaced at 6" is sufficient which is used in dee 13a
Rode of 3.4m size used. over eup'_.ort3

3011 ‘uFi 11 urmtz‘ul

6800

32.3.3 (image 211%!- design
61mm; of roan increases for each one ft. strip the decrease in laid g.

,ngfirggdg-ng g; 45?} 13:1.
1‘3

‘ 1 ‘D .‘.. ‘I- ‘ 9 0
as 1;;- ;.-e.>~. 2.;0-1 and {me unit 1030 is 1000~700=900

5239178 :Wm ”5:103: cue-1':
900
3313‘ ”2””3'11'16 53 1301:2411) rode g MM) 2 10' 0. 1.1;
‘ 1 900

Co:mtorfort
fete-.1 farce 3r;2.ms..~11tted to ommtcri‘ort 13 P =%(14.6) (35} (35.1) g 6400 lbs.

y a. “1.512 .4 312,4.§\. (10.51 g 6.4 ft.

5(35J)
Total P g; 04.00 3; 10 3 64000
El 3 64-300 3 5.1”: x 12 3 4,900,000 12-; 11:3.

3320.931; can 3033.198 4.85’

N13 ‘18) (4.35} 13.35

P 3 .0056 (tame 6)

0—1" Iquare bars used

AI 5 .0056 x 9.85 x 13 x 18 g 5.9 sq. in.

2 had 11:33 513-31: ed at 7 ft.

‘1'...

:(7.6)(~51(23.1) - 1170..

if 33:5w;91‘10351_‘ 5. m
5(20.1)

34 3 1170 I22 5.5-3 X 13 =495,000 in 1’08.
Blatant 5:11.31 circle: 5 f1;

0.. , '. .....
.0. .. «21‘0" 1-? - .003 v2.1.2.1rcd

18 z: 9 z 144

UI

"rode 03.1": 105. 15‘ wow 11

j g 4/13.:321. 3 .0092. ._»Iro mad

Hez'izc-rtnl ma: 1;.) tie coI'11ltcrfort to vertical wall
at to) of’ footiv'; 3110;? wt“ (25) (35 (815)56300 lbs.

33’ in round ’03:) 11:10"

2-0'1;.1r?d 31131353“ in a few of 1131 Lt .- §"’)O - 1.? 2 per foot used.
(.19e)(16000)

at 4} feet above footing

:‘c. has“; per .2001: ggggo, g 1.1
013631303

2 at 14' 313-33133 used

Erma rods are in 11.1.12'3 egIcfa Locked '_:1-:)1::1i o'-'.ter‘horizontal reinfcming
132;: to obtain cciarlactcry bond

Vertical bars to tld ceimterforte to has.

{hear on outer foot 3 1600 x 8.5 3 12,000 on exceeding 1 ft. stripe ten-
81-91'1 5.2 190332.3111221 by {3330-80Q (8.5) g 3900 lbs.

1.. home used, a: 1}: “~11. 12,800-138-(5900) g. 6950-1,It

2’3-.. races; 1);: £43... :. 9’0 ‘12.: 2 min used
90116000;

In 2-3; ft. v 3 12,000 .. 255(3900) .-.-. 3050

130. rods 1301‘ ft. gmfio :- 1.3
.195 I 15000

factor 211‘ 33331:; for overturnix;
5055/1030 :1 30’;
Factor of safety for sliding

r? . «In a N9
"J5 5.. 1.1;: ‘3 0' 1.1.3:)
7‘13
....

0:35.31 of 13.11143 17:13.18
Dimmi 0113
312;;L;-b of 1.7111 8 ft.

‘
' ~ .. a J-
EI LchbJI‘UJI'J ‘71 '

-- ... ~‘Lx. o I ...
0,1113? (33.11.13.070... a “'4"

"33.123 3:131:83. 6“

1‘31: 100(3) {.333} 431.111- 3 1.112200 lbs.
.865 .281

*7 fl 1" . .. _ _ 14-0 -\,-I ..

jflfi gags.) £5 {50“ do “I 1-7L}0 139.
. .. '9 "

116;“? 51.1. “.917.

Irv -1 I“: fl " ["-‘- I“ ..‘l- 1".

(1 ’éOfl = 5.9

1116.9

1? g .0107

.33 #010? 2‘5 1:: 1‘; 5.9 a .757 sq. 111 required

3' bars 31.11.3611 at 5” gag-11:13:; .88 sq. 1n. per ft.

250115;: o1" floor 21:32

31" sci. Ears £3th and bottom sprmml 5"

131 1t“; , from 0079113881011 surface to center 1)
bottom steel 3 7?; inches.

I‘i"=]3,'=9 r. ) 3-1950}? 313.3? 5.".
185

wt. of girder :- 200 1118. per ft.

25

26

r 3 1950-200 .: 1730 per linom' rt.‘
010w distance between girderI_-4'-9' g 16" =8...”

I for m Itrip of pavement g V gm: 552 lbs.
303

Considering each strip as a 1 ft. beam partly contimwua
@133 ngWgnoo 1b. 12:.
10 10
P 33:. 22.8 .. .00573
fl: 16000x.9
K g 92.8 (Table 6)
A! a .00573 x 12 x 7.5 g .58 sq. in. 3901.- nq. ft:
é" two bars 333-3094 5" g; .6 sq. in. year sq. ft.
Same size and spacing of bars telzze 01m of negative moment
Shear test

'3 ...Lgaélfl

v A :54 1138. safe
bad 12 X .837 x 7.5

 

Crown

0 g i am 51.42 inches
533 533

This 18 above minimzm

27

Discussion of Check Design of Steel Deck Girder Bridge

The following description, analyses and computation for the
check design pertains to a bridge which is located on South Main Street,
Rochester, iiichigan. It is in realit;1r a grade crossing, as it carries

he roadway ever First Street. the Grand Trunk Railway. Clinton River,
and South Street. It in steel deck girder type. with open- as follow”
4-70'. 2-65', 8-50., 28' roadway and 14' sidewalk. vith provision—for
future widening to a 40' roadway and 2-5' Iidewalkl. One 70' span in
war the G. 'i'. R. R. and those girders are encased. me Detroit United
Railway runs close beside the bridge. and the bridge abutments are wide
enough to take care Of‘ this. {they are of counterfort construction, an}.
rest on 15 ton piles, as do the piers.

west holes show that the soil is and ranging in wading from
fine to medium coarse, and contain a large percentage of clay. Beneath
this layer of sand and at an average elevation of 153' is a layer of very
hard sandy clay in which the clay predominates.

The plans were dravatain the latter part of 1926, and the bridge
built in 1927. The plans used in this thesis were obtained from the
nichigan State Highway Department at Lansing, as were the specifications
used in the amputations nude in checking the stresses. 0. A. Melick
was the Bridge Ergineer

The loading used in the design of this bridge is shown in the
loading diagram, also the momnta and shear- which are used with this
leading. These values were figured by the State Highway Department.
The complete plane do not accompany this thesis. The loading diagram.
tabulated shear: and mouents, 1d driving: showing details or the steel

girderl are included. Alec drawings shoving dirrensiom of abutment.

28

and general plan of bridge. A11 steel girders. piers. p11. loads. abuts-
ments. vim; walls, and fioor of bridge have been calculated and checked.
Each of these members said the stresses in the composing tutorials will
be thoroughly discussed in the following report. me discussion will
follow the check calculations as well as possible.

The floor design was checked first. and the stresses checked
very closely with the specifications. The reinforcement was considered
as running only one way, and the floor was timred as a partly continuous
beam. The reinforcement which ran parallel with the girders was for the
purpose of holding: the bars in place. Expansion Joints were provided.
fzme 70 feet encased girders were checked next. It is a built up girder.
am it checked closehr, Lu every mg.

The pitch of the flange azzglc rivets was found to be satisfactory.
and as this is the rams}. tum spacing; of 6". it {governs the pitch of the
flange eagle rivets of all the girders, as this one carries the largest
lot .

The ’10' unonoosed {girders were next checked, sad were found
to be satisfactory. The stiffener spacing is the ears on all the girders.
so a check on the first is in reality a check on them all as far as the
stiffeners are concerned.

The 65' and 50' girders were all so fozmd to be correct as to
design.

the deck girders were cozmected to box girders which rested m
the piers. The hitch angle rivets were checked and were found to be sat-
isfactery.

me be: girders are built tr} of two webs and filled with concrete.

These {girders are heavier than needed for the load the;r now carry. but were

made so in anticipation of future widening. They are designed for a

60' roadway. The check was made for a load of this size, and the check
proved that they were correctly designed. Box girder 69 was checked firs t.
This girder carried the heaviest loud, and it checked Ilosely with the
requirements. The flame angle rivet pitch was uneven, but this was
necessary in order to place the stiffeners. ltv check fir pitch of the
rivets was about the ‘mtual averstp pitch.

Box girder G 8 was checked, and the provided Section mdulul was
found ample. The pitch of the rivets and the stiffener area. and spacing
was t‘m some as G 0. Box: girder G 7 is identical with 0 B with a. smaller
load. Likewise Girdcrs G 1 cm}. G 2. were checked and found to be satis-v-
factory.

The design of the yiero were checked next. The unit stress in
the reinforced concrete was found to be only 205 lbs. per square inch.
while 400 lbs. is allowable. The extra strength is no do Cot provided to
take care of future wi dening, as these piers are probably designed for a
forty foot roadway.

The design or" the base. was checked and was found to be wider-
stressed, but will not be when the roadway is widened. The pile loads
were checked. and they are sufficient for future widening.

The check of the south abmhnent followed. Only one abutment was
checked as they are both the same. This checked quite closely in most
ways, except for s few things. There seemed to be e. slight mass at
steel in the vertical wall. and the “parse did not seem to be quits this):
enough for vertical shear. However, these variations were slight. The
stresses in the inner floor and in the ccunterfcrts checked very closely.
There was an ample motor of safety both for overturning and for sliding.

The short retaining wall at the ends of the abutment was checked next.

This afforded an Opportunity to use Ban}: n'a ferrule. for inclined. earth
back of the wall. 532:3 stress were foam}. to be well within the allowable
13.311138.

{the pile let-.223 were checked for the yilee beneath the 225232; of the

abut'mnt and were £035.12). to check vex " 0123230157. The alleywable 102221222223

tad

15 .0213 per; * 110. 12.0 choc}: showed ‘52:... t the h 23.221223: 1.102221 2:323:21 ‘22; 2212;]
pile W13 tmmn 22;; the 22223 in the 01251212322027. 222-221 22223 14 2/3 tone. {this
was a very good result.

The design 0.2 2:: 0 re .21 in: :2 21.21 curbs are according to the spec.
1310323122228 of the 3.21.322! ;, Lope.) 2221822122; 2-23. 2‘. the 300122.2011 that the curb on ‘
the side of the read 0210 osite t..e 23.2.2 2:2.211. {is 0111.: 122. 'no inches from the
29.111223, wheree a tee specific: tinns 222.3 it must not be closer than 12. inches.

'15-‘29 crmm of he roadway is co met.

The railing-:22 are staniam, 1.;- (2 22331522229112; according to specifi-
cations for bridges 1222.211; "0:7 the 1:212:3231221 Stat 23 I 5. 312.2323 lhpartr cent

General 13180229912222 0:? Thesis

In 231222032121? the design of this atmoture, the wcrl: afforded an
excellent study of steel girder design, reinforced. concrete piers, cotanter-
forted retaining walls, and 3.2119 loads. The design of a bridge reqairea
may phases of civil engineering. .2112»: 227215 thesis save me valuable prec-
ticc in the mature;- and interpreting blueprints.

I chose this subject because of 2.2.: feet that it involved a num-
ber of problems which are iztrportant to err: Regimen .~'-.leo I wanted to dic—
cover for myself how the theories e21 ferrules we have been using in our
‘tudiec would. wore: out 2227.322 22123211221 to 22.2.7. 5202:2131 etmxctu-e. It 1123.8 been
very pleasing to me to see how 020301;: 1‘15” calculations have checked with
the actual design of the bridge. It gives one more confidence in the D101-

ledgc he has gained. in the clcecrmm.

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"RBIIILATIDN 9f MOMENT§ AND SHEAES

FOR FLOOR GIRDEES AND Box euzpzms.

 

 

 

SPAN L - MOMENTS-”L55. H -00 5HEAR~L66 I HSECTIOH MODULU5]

[LIVE LOAD DEAD LOAD IMPACT. I TOTAL. flLIve LOAD DEAD LOAD IMPACT TOTAL. [I REQUIRED PROVIDED-520$]
FLOOR GIRDERs- -5AME SECTION PROVIDED FOR OUTSIDE ANDINTERMEDIATE GIRDERS.

70'- ENC'ASED. I579000 870000 94800 I344000§§ 22000 50450 5500 77450:: H705 /?/0

70 '- UNENCASED 379000 459000 974800 933000;: 22000 26575 5.500 54075 .700 755

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W

I 0* L69" L . ' MICHIGAN STATE HIGHWAY DEPARTMENT , "
Mam Load Truck Load Truck Load ‘ , .

. A « SEC.I4 ,T 3 N ,R H E AVON TWP. OAKLAND 00.
One Axle Rear Axle. Fronf Axle. ' .

BRIDGE FILE NO.630200! ROAD as. ,41- SOUTH LIMITS OF ROCHESTER
_ CROSSING OVER FIRST 51-, GTRR, CLINTON RIVER AND SOL/TH ST.’
* -*-- ~LADII>I§ DIAGRAM:

ERECTION IAERA "a!”

4- 701—2 65 0-50 sTEEL DECK gmozw N5 gynonpwm I 5 SIDEWALK
PRovIsIoN FOR 40 ROADWAY 32 f’JIDE'h/‘LKS

I 40 SEHN 24 ROADWAY/5' SUEWHLK £ROSS/N6 CLINTON RIVER
Approved ’~/-"‘- -// f 59?; 2‘“ Dtawn l3} WRLOHT 8'26'26
Aflpmved .-. f’r‘; lqraugm 0-” ‘ :Traced by . ” 9' I '26

/9LnefrPwagn [1/ ‘ , Checked by — [Son 10492-6

. Apmved ....... 0/... z 00/ E 26:..- rue-m I s-III II a 00
I WVw“0“,”;MN,,Nwrw . T . . r Bridge Engineer .. ‘ H JHEET No ,4. or 4-4

0/ _ _ _ ‘_ _ _ f _ ‘ _; _  f ' e a, . ' »_ __ é _ ; ‘ mama-2021

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

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