Scholars' Mine Scholars' Mine

Bachelors Theses Student Theses and Dissertations

1915

The design of a reinforced concrete arch highway bridge The design of a reinforced concrete arch highway bridge

Clinton DeWitt Smith

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Part of the Civil Engineering Commons

Department: Civil, Architectural and Environmental Engineering Department: Civil, Architectural and Environmental Engineering

Recommended Citation Recommended Citation Smith, Clinton DeWitt, "The design of a reinforced concrete arch highway bridge" (1915). Bachelors Theses. 110. https://scholarsmine.mst.edu/bachelors_theses/110

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lii S':·. I<ICAI_

COLUC, r:. •.

MSM HI ~ :OR! c•t

COLLEcr r•,•;

THE DESIGN OF A P.EINFOPCED CONCRETE AP.CH

HIGH"MY BRIDGE.

Clinton Dewitt Smith. cand!"'2te ror def!ree of B::chelor

in ctv11 Ere1ne~r1ng.

18372

of S~1ence

Arr!l _ I'JI 5.

The Subj ~ ct of this theses is the Design or a

Reinforced Concrete Arch Highway Bridg~ •

In making the Destgn the crossing of South River

Street, Austin K1nn., was taken as the hypothetical

location ot the bridge and the design made with ref­

erence to the req1~trements or this location •

Th ·'"'se requ :rements are no more than those ro·r an

ordinary rural highway bridge. While in the c!ty of

Austin it 1s not in the rot'te or travel to and from

the d.epots and 1s hence not subjected to t he loads

due to heavy freight 1ng. There 1s however a heavy

rtJral traffic, th.1s road being one of the main arter­

ies leading into the city.

The rresent bridge on this s 1 te is a Pratt truss

or one hunare~ feet clear span. wtth the exception

or one year this span has always provided an ample

waterway. As the floods this year were the highest

on recorcl and resultant r~·om a cloudburst tn the n~ar

vicinity it was assumed for this <1~stgn that this ar~a

for waterway !s su rrtctent. In order to make up for

the reduce<! head rollm restJl tant from the arch const­

ruction however the span <1ec 1ded upon was aprrox1nlate­

lY one hund~ed and twenty one rt 1n the claar.

?'aft" ;?. .

The rise 8dopted 1s sev~nte~n and a half reet.

Th1s ts a ratio of r1f:e to span or ::~.bout one to sev-

en.

The foundation available ts favorable for arch

construction and consists or a limestone led~e. The

thtcknes ~ or this led~e was not determined, 1t not

be!~ reasable nor naccessary for the present ptlr­

pose to rr~ke borings. Assumtn~ tt to be nothing but

a thin lAdge the allowable pressure acc0rdtn~ to the

U1nnesota State Highway comm1sst~ns spec1f1cat1ons,

is twenty five tons per squ3rl root.

Tf·,e method followed 1n making the design was

that ot Howe, as ad~·anced 1n. his text, SvmAtr1cal Uas­

onry Arches. Unit loads were first cons1~ered, and

w~th this data the loadtng so arranged as to give the

maxtmum stresses at the sP-cttons considered. These

were three in number- at thP. sprt~ line, at a po!nt

between one fourth ancl one th1rcl thA span, an~ at the

crown. These thr~e sections according to Howe are

those h1g~Ast stressed.

SPECIFICATj ONS.

Loadtngs-

Def1n1t1on- The dead load tnclt:des the we1i:ht of

the structure , floor and f1111ni, using the ~llow­

tng unit we!~hts;-

Eartn r111tn~---- roo lb. per cu. rt.

Concrete - - - - - - I~ Lb. per cu. tt.

The live load 1s to be one hundred pounds per

square toot surfacs r"'f roadway and sidewalk, and so

applied to ~ive the maximum resultant stresses, or

a. fifteen ton tract ton en~1ne w1 th axels at ten ft.

centers and six rt. ga~e. two thirds of the load be-

1~ carried on the rear wheels. The load g1v1ng t~e

maximum stresses to be used.

Stresses,-

All parts of the structure shall be :propert1onect

so that tbe sua or the maxt~1m stresses shall not ex­

ceed the following amounts 1n pounds per square inch.

stresses induced by a temperature ran~e or 80 c1e~rees

. shall be provided for.

SteAl 1n shear- - 10,000 lb. pPr sq. tn.

concrete in shear- - 50 lb per S-luare in.

steel in tension-- 16,000 lb. per sq.tn.

steel in tens~on, teap. included, 20.000 lb.

Concrete 1n tension - - - o

Maximum allowable stress 1n extreme ttbres

ot the section, tho ate~l will carry all

tension- - - - - - - - - 750 lb. per sq. in.

concrete in compression- - 6oo lb. per • •

With temperature 1ncl~ded- 7~0 lb. • •

Steel tn compression, 15 times surrounding

concrete.

Classes or concrete-

The followini ~lasses or concrete shall be used

Arch rin&,- I - 2 - 4 - co ~crete.

Spandrel wall - - I - 2f - 5 concrete.

Abutments and pe1rs to spr1n~ ltne I - 3- 6.

Hand ra!ls , 1nclud1ng all concrete placed above

spandrels - I - 2 - 3·

Expansion joints- shall be letttn spandrel walls,

handrails ect. and tor over thirty root span nrust

be !1Vt or mor·: in number.

Dr·atnage - Sh~ll be provided for the back o t the

arch at each abutment by p1~e drains.

SpRndrel walls- preferably Of tho gravity type and

tree to move on the arch rtn,.

ESTIMATE.

CONCRETE-

Arch R1~ - 63 ~ cu yd. I - 2 - 1.4. concrete.

Spandrel walla II5 cu. yd. I - 2t- 5 concr~t.

Abutments,- 739 cu.yd I - 3 - 6 c0ncrete.

Total number yd. concr~te 1~89.

STFEJ. -

I55~ rt. t• eq. rode 2973· lb.

14002 rt. t· sq. rods II 901. 1 b.

153~0 rt. It by I I /r6• 69330. lb.

4-4-8 rt. i by 2t· 1716. lb.

Total no. lb. steel R5920.

F! l l -

834 cu yd. rtll at ti.25 tro~.

sta-.walk-

177 rt at 40 cents fP.r rt. • 71

Pavement,-

183 sq. yds • at 12.25 ~I5

. .... .

Est 1m·· ted cost br1c1~e at 13.oo '- j $ 19300

Total -. 20826.

ro9t"" 6

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INDEX TO CONTENTS.

Arch subdev!s~on and load!n~

B1bl1o~raphy

Des1~n

Eet1ma.te

Plate I.

Pages I - 2

Plate II.

Pages 5

computations r~r dee1~n or arch rt~ Paces 6 -I~ •

. . . . . . . . . . . . . . . · ..... · .. ::··:.···: . · ... ~ .. :: ..

.. . ·· ......