investigation of a reinforced concrete highway arch bridge · 2015. 5. 27. · investigation ofa...
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m
THE UNIVERSITY
OF ILLINOIS
LIBRARY
19 14-
1^44
mmm
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I
mr K5i
mm
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Digitized by the Internet Archive
in 2013
http://archive.org/details/investigationofrOOriff
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INVESTIGATIONOF A
REINFORCED CONCRETE HIGHWAYARCH BRIDGE
BY
DAVID MORRIS RIFF
THESISFOR THE
DEGREE OF BACHELOR OF SCIENCE
CIVIL ENGINEERING
COLLEGE OF ENGINEERING
UNIVERSITY OF ILLINOIS
1Q14
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UNIVER3ITY OP ILLINOIS
COLLEGE OF BUGIHEERIHG
May 25, 1914.
I hereby recommend that the thesis prepared under
my direction hy DAVID MORRIS RIFF entitled THE INVEST IGAT I Oil OF
A REINFORCED CONCRETE HIGHWAY BRIDGE "be accepted as fulfilling
this part of the requirements for the degree of Bachelor of
Science in Civil Engineering.
Instructor in Structural Eng* g.
Recommendation concurred in:
Head of the Department of
Civil Engineering.
284828
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UIUC
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1
/
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Table of Contents
Introduction Page I
Investigation of Design of Bridge:
L Specifications 4
z? Floor Slabs 8
3 Floor Beams & Girders 13
4 Columns 30
5. Arch 33
6. Footings AO
7 Abutments 43
Conclusion 47
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Investigation of a Reinforced
Concrete Highway Arch Bridge
Introduction
60 ^rrvcuLn^ OsuoJL /<l^l^u^> ^z^u/ /C^u^ a/Ui^et-e^
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"Z^C/TT" "P^Ji Uf-L^t -&^_cL CL^sxu/- ^0~LslA, CCSt fi^Ll
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7.
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295'-O"
60-6" /16'- 6"
fe
iz'-y /r-6" ir-6" u'-6" ir-6" ir-er ir-6" ir-6" ir-e" iz-3"30-0II&-0"
30-0" 30-0" 30-0" 26-0'
Longitudinal Section on <L of Bridge
Plate HI.
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/. Specifications a
O^n^A *4 JcLasCLj y^r^kjL^. ^fccrnJL. J^L^t^^ &/t^CL^uL OL^^&(-> /&&G-riUZ . iSt^*-
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"tcrruo (Try 'Puar CU^l&at"te^^. f^eZt aJa^AXj P^jl
Jh^r^UL ">^<2- C^T-r^iAjCtjl ^te-^ ff~^ ~t^Ji Placet
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I
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'——/•
—T
~^e. Q^r^iLAjz^bi C^-lJL rfjJUX. A-LeM A Oo ^cXcrz<ro:
Ai^^t C<rr-n^L^^ *soo ^/a"
ih<^^oL<^i^-a 700 ^/O"
^u^rr^J. Ze^^,?. 40+6'l%¥JL --. S0%"
^n^cAJ^tl /LJLc^b~<rY^ l£0 /O"
Ze^l^ 16000 +/a"
+/an
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7
(AT*
U a* 30JD00
iOOO 'fSa. ^4^v A^"
(b) rr^<^<^t^r^\ u^ul
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d= 7"
3-9"
A - . <533(a ° r/^^/tr^j-Jv^.- ^f'fi-G'ac)
p= .0J05Fig. I.
Roadway Floor Slab.
Loading for Max.Mom. & 3hear.
lO'-O"
2. InVE3TIGATION OF FLOOR 3LA35.
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A^^_^L-€^rO^<^- ^ /Ur^oC "Z^)->_^<7 CLa^JL
DJL. v/uaj f±.:
lAJ-t rL Cc^<sul£l = Tzx 150 =r too
L.L. : lAT Ltd "a " - //<40 tb. Juu» cn^uzW Ld.
W-bul "6"= 570 Uv.^tk. cnHsu1<unr^£t.
Moments:D.L. = ISO* IT5
S= I960
*'
L.L.:
M,l +4M.I + M3U - Rl*(k-k3) -Ptl'Cek -3k*+k
3) 0)
fOtl +4M9I+MJ. -ni'(k-k') WM, = M4 = O 0)
4Me+M5--PlKk-ki)- P.I (?k -3k*+k 3
) 0)
4MZ +I6M3*-4P2 I' (k-k 3)
-I5M) = -Rl (k-k5)-PsKek -3k
z+k
}
) +481(k-k3)
Jr-2230 * 11.5* (0.5-a 5 3
)-il40*ll.5&37-3>-3ft5l
I +4* 1140* 11.5 (.37-.57°)
= -9640-5000 +16750= + 191
M3 = -138*'
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4
i
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', to
Mg = - H40 * 11.5 (.37 -.3)n-4(-128) (e)
= -3673*'
R -3673 ± Z?8Q (II.5 -.5* II. 5) , fip *
Ma = 620*5.75= 4720*
O.L. Mom. = I9S0 *L.L. Mom. = 4720
Total = 670O *'
fs = M 67QO*lB m 15,50 */n *
1
3
pjbd s .0105 *.66 *I2*7*
f _ M*2 _ 6700*13*2 740 #/n <'
10 ~ kjbd* .43*.6&* ie*T*
Efficiency-s = MMZEfficiency- c = 222 = 34.6%
Shears:D.L.= J50*.6*U5 = 1040 *
L.L. = R+jjrPz (4-5k + k')
= &30 II40[4 -W +6&)7 - jMQ.
Total = 3420 *
Unit Shear = +(7*/?U 40.
7
Efficiency-^ j=&j = 98.5Z
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U
CtstX. 2*. J^dzstirtiJtA Jstems JJLiJ:
Ls 6'-$"
depth =4"
A = O.??" (Reinforcing: §"&- 6" o.c)
p= 0.0061?
.
D.L. per Iin. ft
:
& - — A ft f A .
iz
WuiaJj o< ^mW f^J^l.-jf*. 125* 15
J<sUL = 65*L.L. per tin. ft. = IOO *
Moments:D.L. = 65* 6.75 = 368L.L. = <SOO*£Z§* = 560
Total = SJ?S*'
fs = 923 */2 = l940o */a "
f 926*12*2 = e?5#/a".33 *.<57 IB'* 3~*
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Plate HZSection Thru Sidewalk Slae> & Beam5
<s'-o"
5
•ft
4
33 \
3/ope r. r-O-" f/nish-f
ms>::
r
'4«
<0
j
V9
Tf"(p-6Ho.c.
4:*l
<5
I
!
Beam No.
o.
'<>>
<0J
J
Beam No. /.
2 bars
B&am No. 3.
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i
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Efficiency-, - = 32.5 %
Efficiency- c = 22£ = 112 %J 625
Shears:D.L = r x 6-75*65= 220*
ll. = eoo* iM = 335
Total = 305*Unit Shear = S05 -f (3*/2)= 22.2^/*
"
Efficiency- v = ^ - ISO %
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3. Investigation of Floor Beams <3 Girders.
-PL
L= //'- 6"
depth = 2'-0"
d - 22"
b* 3"
p* .0O-5
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D.L. per Iin. ft.
:
IVt oj JUaJ-- 65*342 = 220 1
Oryx^u^tjL l&uX= 250liti trf l%a^rrx,= .67*2*150 = 20O_
JAU- = 670*L.L. per /in. ft. = 6oo*J^L = 267*
Moments:
D.L. = jfrx £70* 1752= 3350 *'
L.L. = 267* /152= 3530
Total = 12330*
'
f m /233Q*I2 = 9000 */a".OO5k.09k S*22 Z
fc = /233Q*I2*2 . 260 */a'.32 « .89 * 6 * Zz*
Efficiency.^ 173 %Efficiency- c = 7oq. m ?50 %
Shears
:
D.L. = .6 x <S70 x It.5 = 4620 *
L.L. = .6 * 267* 11.5 = 1821-0*
14
Total = 6460Unit Shear = 6460+7g*22) = 37%Efficiency^ 40 , /o3 %
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\
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3earn
L* 7-ordepth — -4'-0" (at column)
d = 33" p= -00795
b* 12"
L oads;
P.L.: UtA. JUaJ-m 6ff* 34*/lff- 25<4cfl
TiTt A foasrrJ*U 2oo * /as - 23007tftcHf-&-U = 250*//.5 = 23QQ
/JttaJt = 77404
LL = 267* 1/5 = 3070 *
U-L = 3 * 7* /50 = 3/50 *
LL = O
Moments:D.L. = 3/50*7 + 7740*6.5= 6/300^'
LL = 307O x 6.5 = 20000
Total = 31300*'
f 3/300*12 = joSOO#/a'0079Sx.37*l2*35*
f _ £/300*/2*2 = 455 #/a.38*37* 12*33*
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16
Efficiency-. = J6000 _ J4<5
%
I060O
Efficiency- c = 2^ -
Shears : ,c support)
0-L. = 3/50 + 7740 = /OO5I0 #
Z.Z.. = 3070
Total = 13960*Unit Shear = /396V+0? *33)= 35.3%'
(to left of concentrated load)
Shear = 7740 -h-fa* 3150 = 7965 *
Unit Shear = 7965 (/2*2l)= 31.67a"
Efficiency^ v = 40. = 113 %35.3
<
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Beam *<3.
*2 H ~HL cvlcJL /zJ±*^Jl.
L.t 7'-0"
d* 33"
b= 12"
/)* 472°'(fc^2+ue<~
:
pm .OII9
Load5:
P (6" from end of beam)at: litJ. of MoJ-= 65x 3.4*/D= 2210*
Iftt H fttasrri*/'* 200* /O = 2000
14/1. of TE^U = 250* IO = 2500
J+*<U = 6710*LL = 267*10= 2670 #
— D.L. = 3*7*/50 = 3/50*LL. =
°fs= 6300 */o" Fff5=246%fc= 350 */o" Eff.r = 200 °
Ov= 31.7%' ffiv -/£6
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Beam *3. -
L= /f-6"U
depths <4'-0"
c/ = 34"b= 3"
A= .3S36a " (7Z^J^^
: 2-$"<P)
p= .00325 &
D.L. per Iin. ft. :
4*j§ * /50 = 40Q*UL.m 600*gl§=334 4/. 3rtU. = 620*Moments:
D.L. = -fax 620* TT52
= 3/SO*'L.L. = jh (600x^)x JT5
2^ 4420
Total = /2600*'
fs = /2<oOO*/2 _ m J540*/d".00325x.9/x tSx*>4
z
fc= I2600*I2k2 = /33*/a.27*.9I x3x34 s
Efficiency- s = ,600G - 239* 3540~
Efficiency- c = = 326 %/
3
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Shears:
OIL. - .6* 620* 1/.3 = 4275 *
L.L. . .6 x 334 x 115 = Z30QTotal = 6575^
Unit Shear = 6575+(6*34)=24?%Web Reinforcement = 74
' $ bars- l2"o.c.
Value of 4 "4> stirrup= .049*2* /6000
= /570 # .
= 1570 H> 16.5%"
. : Tola/ /Mow. Shear = -40+16.5= 56.5 Vo"Efficiency. v = f65 = 233 X
Art. Z Roadway Beams.
Beam &<4.
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cctiJzJi, cur-UL /Ll^v^cl^ P^Ltxul o-^i^Li ayi^i-J^ a^^^j
TLJt m), <r£ A tlL^, f3-e^^ 0*4, unl£
Fig, <?.
l<4'-0"
•: :<q.
\ \\ ^
°03?
3-0" s'-o'
.^3 • ;-cj*..-.
7 T/ /
3 bars — I" 0.2\6"
Roadway Floor BeamLoadinQ for Maximum Moment & 3hear.
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21L= 26-6'
.
—depth - 3'-6"
b= 13"
p= .0//
D.L. per I'm. ft:
Td-t, y J-bw JJcU = //.3k ISO = 1725 #
W*. fau^rrv - ISO = 533
= 2257 *
L.L. = Engine loading as shown.
Moments:
D.L.=-fex 2257x26.5 = 132,000LL. = 166,000
W=[Z2S0 + 1140 " 1.5 L j4
= 34020* _M= 34020 , 13.25- 2430*Z*
= 166,000 *'
ZrUA yrUrrrU^d, 293, 000 ^'
ff ^ 298,000x 12 _ I7500*/a".Oil x.36*I5x3S 2
293.QOO* i2*2 390#/n".43 *.36 « 15*30*
Efficiency- 3= /|jgf = 315%
Efficiency-C = 7QO = 73.5%J 890
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22Shears : (at end)
D.L. = 2257*265 = 29,800 *
L.L. = (32000 +16000*^)^ = 29,400
Total'
= 59,200*
Unit Shear= 59200 + (32*15)= /23*/a"
Eff. of section = j§§- 375%(at center)
D.L.=
LL. = (32000 + /eooox-Jrf)^ = 5750 *
Total = 5730*Unit 5hear = &730 -s- (33 * 15)=/0%*
*
t y-9f
sty—
NSi
///
Fig. 3.
Sketch of BeamI Illustrating Web Reinforcement.
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23Web Rein forcennent:
flu
°/3.25- d_ <J 8313.25 //3
ct 13.25 +13.25= 3.5?'
3eciiqn_ _©l^ruX /^^^t^^/^W^^ 10 + (lZ3-IO)$£g'
' = /06.4'
GwvceJL ^C*yuiA£ti- 40.0/ULo^j to- A o^AA^eJL £-u /l&uJL £ 66.4- /b*
= 6&4^]5* 7-61*12
= 46,700^ifaJLa "4= ±6QQO x 1.37f
6
^ 17^900^
Efficiency of steel= Jjg/j£ - 36.4%
Section_©
° *75*l5*23=e505O =,lr
Efficiency- sieel =17900+25850= 69,5 'o
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dji^ti^ 0~^~p£ji t^a^JL/j ^T^oc^ (^y\ K^i^ aa^uL
^l^cO^ ,7^x33" crv 23.5"; 7^
a^cL 3-0: ' V J
Bond:
^^^^^ ^d^Vt^^ji A^M^y^^£
5ec+ion Mo. of bars ^=L- 7——— ActupIbeniup
W h +'" an X Length
Z 2 10.5 I.Z5 13.2' l6'-0"
/ 4 io.5 1-18 18.7-5' £2'~0"
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/
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25
Art. 3. Girders
fit
Fiq. 4.
Longitudinal Section of Girder 3pan
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L - 30'-0» ~depth = 4'-0"
6/ = 43"
b = /3"
W= /7.23a " ^^nX^: ?2-/"<f>)
Load
5
:
6 O.L.:
licLuimlA MoJ- = <S&*3.4*I0 m 2210^fiua^ *v 200*10 = 2000fi&osrTv #2 = 3* 7x 150 = 3150I^lU s 250 x JO = 2500
TZtrTxAA^j^xilaJ^ 150x10*15.5 =20250CltnS ftuurr*,* ^gft-150*1*5, 7/70
3*t*A =37,230 *
L.L.:
2(S7xlO = 2670*C\x.cuuru. = 3200O x = 26650
at. = r, ml = 37230*LL
' UcLt*A&24'l£cJ-= 2<S7*JO= 2670*Cr^^rrJL = /GOOO* = /3325
O^tcJ. = 15,995*
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W DL.per lin ft: -7
lu?U+<rvugJk JUcU- = 63*3.4= 220*/HaMaj^ 4x1.5*150 = 90O
L.L. per lin. ft.
:
JLcUovTutk = 334*
R, D.L = 37280 + 1/20x15 = 340SO*LL = 29320 *-§- + 15995*^ + 33445= 29830
Zrtal = 33,960*Jtnx^U -fetuf-tL&rv Ft, cu^ct Ff = (ll20 +334)40= 14540
P, = 29320 + 372SO =66600
Zrtxl =31140*ILoaj -k-A^^J-y F?= 33960-6/140= 2820*
"Pf. JUAtr /iXjiaAJ ^ <nn-Ou/-. rrrx^nm,= 2820+1454%- /u^Jj F>) =1.94'
Moments:2. jft
0.L = 5403041.94-372SOX/.94- Il20x^f^= 493,300LL = 2988041.94-29320*194-334* = 273,900
Total = 769,700*'
fs= ^t?l°^f->= <5°00 +/a-0223 *.83* 13*43*
f 769700*12*2 = /240 */a"34*63* 16*45*
Efficiency- s = -j§°°° = ,07 %Efficiency. c = -70°. = J6.3 o
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263hears: (at ^4.)
O.L. = 54080 #
LL = 29880JtTotal= 33360 *
Unit Shear = 83960^(43*18)= l08S#/a"
3L* OLL. = 29320*f+15995*£ +334*15*% -29320-33445
= -5700*= ZtLAa-L
Unit Shear = -3700 + (43* 18)= - 74*/a"
(br tyt *i P,)
Mjloa, = 83960 - (mo 1 334)IO = 694230*
V=(d3960- /4540*-f£)4Z= 3, 380,000 *
ferftJ™ = 5*.7854*/6000*.33*43 = /^OQOOC
JMa^^J^ = 6*44IS*16000*83*43 = 1,515,000
Qnu^uub. = 43*18*40*42 = 1 300,OOO
3UtaI DnLa <riMc£i<r^ = 4,415,000
CUuussr^ = 4,415,000 +3,380000= /SO /
V3^83960- 14540*^-)36=2,730,000*rtUrCt + lZ^u^L£ti= /, 60Q0OO + i3OQO00*j
= 2, 7/Q00O*&tuvu^L,= gvj'T/stooo* ^010,000lotJL dA&cLo. =3,720.000 *
(^Icitsr^f = 3,720,ooo +-2. 73Q,ooo= /36°A
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I/m (33360 - /4540*&f) 36= $360,000 *
ftUsntJh^o + Co-^c^U = 2, 7IQD00*
mImj^ - 12/5000= 303000
Zrtcd'/utJLu^Return = 3,215,000*
Cjj^^c^^ 3,215000+5580,000= /?5%
4.
i/= 2830+ 74 x 60 = 35,000 *Z .
xuWwyd^= 1,515,000 = 1,010,000
Cm^yi^ti = 43*ld*40*6O= 1,360,000 *
Artlca Mature = 2/370, 000 *
Cjj^j^cy^ £,670,000+65,000= 33>70%>
Length of horizontal bars:
X=y=z 7a +o2 +-
W 17726/4-
X 9fo 5 3.93 143 10.0 70 7.
b 10 7-85 ZO.Z /6.0 79%c 15 11.18 24.7 22.0 39%d Z2 17.26 30.0 30.0 1007.
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30
4-. Investigation of Columns.
Fig. 5.
Column Column
Column t3.
Deam *<3'.
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—Tffl
Column * I Column*? Column *3.
A= n*?6,236 a "/)= 20*20=400°" A.26*32=832*
Aas 6*4418=265°" As= 8*7854= 62£3°''A5=6*4418=2651
p= .00927 p=.0l57 p=.003l8
Loads:Column &l—
Beam*2= 13560
deam+3-i gj>°
Seam *4 = 5940O
Total = 34340*
Column *2—01. : Girder A = 54080*
Girder & = 54060
Deam +4 = 20250+ -75$^* 150*135= 31720
deam*8'= 6710 -h2x3/50 = 15010
L L. : Girder A = 2670+ 334* 15 = 7680
Girder £>=/5995*§+2670*$ +334*15= 16570
deam 4-'= 26650
beam 3'= 2670
Total = 206460 *
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I
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322.
~
Column #3—
fit
Girder =
deam f5'=
deam *3'= i*67/0+ 3150 =
deafn*2'=-k*7740-r3l50 =
&eam*4aJim+mo12*253*150*13.5 =
5403035706505
70201075
11500
#
LL: Girder =
deam*3'=
deam*3'= £* 2670
deam*?'= 3070
deam%4a =
Total = 131,760
P'-/)fc [l + (r,-l)pj
IG57D
1920
133)5
1535
26650
ColumnNo.
P'lbs.
P Aso- in
fclb./sa in.
Efficiency*y<>
1 84340 .00927 286 261 192
2 Z06,460 .0151 40O 424 118
3 1% 760 .00318 332 152 327
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I
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——— 33
£ Investigation of Arch,
Cost^L I'. oUstS~£ ^~CU^ 0~1HAJ ~f£jL -&^Cti^U O^LcJiy.
Ccuu- -ZZ7 c^l^e £&zl*L frnrtsu
a^cL - fturr™ b to- b '(E0*&jt)
Load3:
D.L: &ju^~*e = 10890*
si ^ (3570fie^rru^4 = Z2300
Jrhdi =40330*
/? = jf* 2.5* ISO* 14.25= <S6dO*
£>= 66SOx^is = 5590*
~urt. oj CU^L—at A= 12.75x4.5*3.5*150= 30/00*at 3 = 13.0*4*3.5* 150 = 27300
*
atC = /2.0*3.67*3.5* 150= 23100*
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7<rU£ D.L. :
a e> c40 330* 40330* 4033O*6660 3590 1475
30100 27300 23100
54
77110* 7I2Z0 * 64305 *
L.L. (A,&,cndC):#2 = 307O*
&ta^#4 = 1440*13.25= 19100XtU = 2601 *
D.L: fam*ru+~2 m 7740* 31+3150= 2920
ti*^ #3 = ' $570
fat*™*3 = 3570* "f~/ss = 2670
faosm *4 = [IL5+M1X 100+533]* 13,25= 204002
36560
~W.i rL (U^v = 125
Wi efCUl= 10.2 x 36*3.5*150 = 19300
McJLD.L.cdD =,55935*
L.L.: ft+^*2 = 3070xJ'f-f6S = 2300*
*3 = 1920
H^#3 = 1920 - 1440
/2^_ #^ m 1440^13.25= 16700
JirUJL =, 22360*
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4
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25
DL. : f3^~#Z= i-2.38^ 7740 13/50 _ 79&c/11.5
lit^^j #3= 431+2.88 x 3570 = 44605.7
Ih^r^j +4 = ^.31+236)100 +33Z]*tf.e5m 16600
29040*
?H <r/ CUcX = 7x 35* 35*150 - 12900
^hJLO.L.cut E =41940*
L.L; fit^J*2= 267*(43l+286) = 1920*
#3= 334 * (4.31 +233) = 2400
fit*^#4 = 125 »(4.3I -h2d3) = 900
JrtU L.L. cUE ^ 5220
^Oiut)
~&o^t Cc-p-JLi C^^JL *"6>^6*^. C^o-ry^Jr-i^^^
V^c&vj. PL
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Table I
Loads on Arch
36
Loadinq Point D. L . L. L Total
Case I
X O oa 71no 260/0 103/20
b 71220 260/0 97230
C 64305 26010 90913
d 55335 22560 73345e 41340 5220 47160
CA5EU
x oa 771 1 260/O /03I20
b 71220 2GOIO 97230c 64905 260/O 909/5d 55935 22360 73345
e 41340 5220 47/60e' 41940 41940d' 55935 55935C 64905 64905b' 7/220 o 7/220
o'\ 77/IO o 77/ZO
X' o o
Ca3eBJ
X' o oo 77IIO 77/ZO
b' 7/220 13005 34225C 64905 260/0 909/5
d' 55935 22360 73345e' 41240 5220 47KSO
Case IR, = 633.000
R2 = 633,000*
Case U Case HI573,000* 602,000
*
544,OOO* 602,000
*
•PL
t£jJL
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AJL<^tLcr-r^Q far i^jt ^' (<^ /2^cSt^n^o ^tocHLt^.
rulL^-t* fca^*, i'j: k*l\ mw
^y-r^^J^<. yt^^ud- fi^l~f^Li CLn^Cs^ A^<^t<^--^u .s^^e
f T + Mc bd [l+Cn-i)pJ (o.i9+i0.5p")bdi
fs . T n Mbdfi +(n -Op] 0.35 p' be/1
V= N+ bd'
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\
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3d
CtC = un^ttA^c^^st (^tyCt<^c^Jl) b^Z<^e^sT~ 7^/^^t^Jc
= H* ocTable U
Stresses on Sections.
Section ILT Section K'L SectionMNR SOQ ooo 467.ooo 445,000T soo.ooo 467OOO 444.OOON /0,000 11,000 23,000d 3.66' 335' 3.2'
a" 3.9/' 3.60' 3.45'
oc 1.60' 1.40' 1.0'
P .OO06 .0094 .0092
- p=p .004-03 .0044 .0046fc(intrados) + 624*/n" +645 */a" +542#/n'
- 23370*/a" -20920*//!" - !4670#/a"Efficiency-C 30% 775% 32.3%Efficiency-3 69% 76.5% 109 %
a
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3-6"
: :3-li"0-5"o.C.a*.
/ - ^ . • - * •
y3-liu<t>-5
Ho.c\
Section of Arch at I'J'.
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40
6. Investigation or Footings.
T^JLAJL ^HkcUn-* ~h^JL j£(y&^twU3 l^t^i^C^y C^l/iSl^Cx; C<dlu/
TUy. /? aJpLjl C<hF^L^ IaJ~^C<^1^ c^ca/uc^c? Cjm^x.
~yL4T . 3 (X^nr^J^ 6Ls£L<LsO~ OLxC^t<) Ol^k^s
yuiL t^x^^U (fthbn, tf.A^tj= '2).
i<3 t^su^^ru^ ^/^O^cJLj oLCtty^n^^^ j^o^^
o d
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.
. 4 41Column rooting
Lengths lO'-O"
Width = 6'-6"
Area = 65.0°'
No. of Piles = 6Average 3afe Load on one pile =36400
Safe bearing power of foundation = PBPB = 6*36400 + 65* 6000 = 603,400^
Loads:on Column = Z06A60*Wt. of column = Z*Z*I9*J50= 11,400
Wi of footing = 35,800
Total load on found. = ^53,66O*
ffficiency= 603,400 -f- Z53,660
Column Footing *3:
Base= 15-0"* 14-6"= ?!75a '
No. of Piles = 16
Average 3afe Load on one pile= 31,800*
Pgi = 3afe bearing power of foundation.
= 16* 3/dOO + fJ75*<SOOO= /,d/3,SOO*-
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L oado:
on Column #3 = I3lt 760^
hit of Column . £5x3 *23.4x/50= 26%325
Wh of Footing = 151,000
Total Vertical Load = 303085*
Reaction of Arch = 633, OOO*
N= 835,000 ^ 7Efficiency= /313,SOO 035OOO
= 217 Z.
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43
7 Investigation of Abutments.
A —xT >
ifiji ^s@oWU ^JLc^Jh- y^L^xrv^. yt^o s^t^t /n^pt~ C<r*yJ
—
i^jL Mf~*~&<£- 25 jouyv (U^.J-^t.
Earth Pre33ure
:
P=^ph 2= f*25*l6
2= 3200*
Resisting Pressures:lArt tl WaM=fett*B+ -2^*15)* 150
6_ 5370*
rn [4,66*1.46 +£x/5*l.6+ ^^J^JfJ^O_7- 3370=r 144' ^rrruiirt. H W*M!.
lift. 1^1^250* eg. = 16' ^e-n^-U
TfUJL f&u^&ry fix*^L^ui= 5870+>£50~ 6/20*
Au±cl^<ul Li^ruin^ 144+$%?* 1-6= 1,45'
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44Moments:
Overturning = 3200*533= 17060*Resisting = 6/2Q*/.45- 8330
_
Resu/tant = 8130*'Moment of Steel= .1963 *I6000 *2.46
= 7730*'
Efficiency= 7730+3180 =- 94.5%
Footing.Earth Pressure= 3200*
Resisting Pressure
:
T4St <rf 6*1.5*150= 1350*
&wU. 6 = 3.16*16*/20 = 6060n
T^Ul =/3530*Povrd d aJUaliaCturrL = f/350 *3 +6060*4.41
Oil L +6/20'*/& 13530
Resultant Pressure= 1y
/3sso ^+s?oo^=/3900*
r= (5.33+1.5)= 1.61'
Factor of safety (overturning) = Pr- iff- 1.8S
Factor of Safety against Si/ding;
F=- 0.5*13530 _ Z> IFss a5*T353o =3200
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____45
roofing Design :
- 13900 + 6*13900*1.59to 6
m 6000
= -I36>0*/o
X = distance from pt. of Opressure to heel.
X = 1360
x= ///'
Tke^ouuf a± "a (rlcdi YU) =so*'*//'*
6000= ?5J0*
U^UT^a^u rru ab = WOtZOS-_ ,360*1.11
= 1325*
^ctl = = 6060*°
ZeirU^ - 3.16*1.5*150= 715** JrtU = 6775*
Moment-a = 6775*150- /025*O.I9 = 10350*'
R^M J'0550*12 = 40l#
OZuu^-r^ fs = /6000 &/a"
. : p = .0023
As= .0023 * 16*12=.533°
"
- u
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5hear- a - 6775-1825= 4950*Unit Shears 4950'+ (/?*J6)= Z5.8
Efficiency = 40 -^?5.8= 155%
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4J
Conclusion.
ft* fcru^^s
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46
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V-4
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