Single Axle Axle Load Class, KN 185-195 175-185 165-175 155-165 145-155 135-145 125-135 115-125 105-115 95-105 85-95 <85
Tandem Axle
% of Single Axles 0.00% 0.00% 0.00% 1.30% 1.30% 5% 9% 10% 13% 13% 10% 3636%
100
Axle Load % of Tandem Class, KN Axles 380-400 0.00% 360-380 0.00% 340-360 0.00% 320-340 0.00% 300-320 0.00% 280-300 7.04% 260-280 8.45% 240-260 16.90% 220-240 19.72% 200-220 8.45% 180-200 12.68% <180 26.76% 100
Tridem Axle Axle Load Class, KN 530-560 500-530 470-500 440-470 410-440 380-410 350-380 320-350 290-320 260-290 230-260 <260
% of Tridem Axles 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 45.00% 10.00% 15.00% 30.00% 100
Rigid Pavement Design IRC: 58: 2011 Input Data
Design Life =
30
Subgrade CBR =
10
Thickness of DLC =
150
Effective odu!us of Subgrade Reaction" k =
300
T#re T#re $ressure" % =
0&'
odu!us of e!asticit# of concrete" E =
30000
$oisson;s ratio" =
0&15
Coefficient of Thera! E,%ansion of Concrete" a = Te%erature Differentia! for B9C" D tbuc=
0&00001
Te%erature Differentia! for TDC" D ttdc =
1)&15
Load Safet# *actor" *actor" LS* =
1&)
)' + da# *!e,ura! Strength of Concrete =
(&5
1(&3
(&-5
-0 + da# *!e,ura! Strength of Concrete = S%acing of Contraction .oint" L =
(&5
S%acing bet/een Longitudina! .oint and edge of $aveent" B =
3&5
Assumed Thickness, h =
02!
Design T"a##ic T$% Di"ec i"ectti%n i%n
&in &ing'e Di"ect "ectii%n
Cuu!ative Re%etitions =
110000000&0
55000000
Design Traffic =
)500000
1350000
2vg& nuber of a,!es a,!es %er coercia! vehic!e
=
Tota! Design Traffic = Da# tie Design Traffic 41)hrs = 7ight tie Design Traffic 41) hrs=
)&35 ()5000
4)( hrs traffic
)5'50000 2ssue (06 3'5000 2ssue 06
Da# tie 8our design traffic =
1)-)5000
Therefore" Design Traffic for B9C =
1)-)5000
7ight tie 8our design traffic =
1-3'500
Design Traffic for TDC =
1031)5
Radius of re!ative stiffness "!=
0&5
Ta('e ) k*+a'ues #%" D" -ean C%nc"ete &u((ase .IRC: 58*2011/ Soaked CBR46
)
3
5
k+va!ue of Subgrade4%a:
)1
)'
()
('
Effective k for 100 DLC" 4%a:
5
-
1
)0'
Rigid Pavement Design IRC: 58: 2011 Input Data
Design Life =
30
Subgrade CBR =
10
Thickness of DLC =
150
Effective odu!us of Subgrade Reaction" k =
300
T#re T#re $ressure" % =
0&'
odu!us of e!asticit# of concrete" E =
30000
$oisson;s ratio" =
0&15
Coefficient of Thera! E,%ansion of Concrete" a = Te%erature Differentia! for B9C" D tbuc=
0&00001
Te%erature Differentia! for TDC" D ttdc =
1)&15
Load Safet# *actor" *actor" LS* =
1&)
)' + da# *!e,ura! Strength of Concrete =
(&5
1(&3
(&-5
-0 + da# *!e,ura! Strength of Concrete = S%acing of Contraction .oint" L =
(&5
S%acing bet/een Longitudina! .oint and edge of $aveent" B =
3&5
Assumed Thickness, h =
02!
Design T"a##ic T$% Di"ec i"ectti%n i%n
&in &ing'e Di"ect "ectii%n
Cuu!ative Re%etitions =
110000000&0
55000000
Design Traffic =
)500000
1350000
2vg& nuber of a,!es a,!es %er coercia! vehic!e
=
Tota! Design Traffic = Da# tie Design Traffic 41)hrs = 7ight tie Design Traffic 41) hrs=
)&35 ()5000
4)( hrs traffic
)5'50000 2ssue (06 3'5000 2ssue 06
Da# tie 8our design traffic =
1)-)5000
Therefore" Design Traffic for B9C =
1)-)5000
7ight tie 8our design traffic =
1-3'500
Design Traffic for TDC =
1031)5
Radius of re!ative stiffness "!=
0&5
Ta('e ) k*+a'ues #%" D" -ean C%nc"ete &u((ase .IRC: 58*2011/ Soaked CBR46
)
3
5
k+va!ue of Subgrade4%a:
)1
)'
()
('
Effective k for 100 DLC" 4%a:
5
-
1
)0'
Effective k for 150 DLC" 4%a:
-
13'
)0'
)
Cumu'ative atigue Damage Ana'sis #%" C Rea" &ing'e A3'e 'e3u"a' &t"ess,7pa &t"ess Rati%, &R
-%ad, 4
63pected Repiti%ns, ni
A''%$a('e Repititi%ns, i
1-0
0
3&10
0&3
1(3'
1'0
0
)&-'
0&0
)'13
10
0
)&'
0&5'
55)05
10
)5)0(
)&(
0&55
10'15
150
)51-
)&)
0&53
))3)03&)-
1(0
1001(
)&50'
0&51
51-)0&1
130
1)50
)&3''
0&('
)0((5(&-
1)0
)01()-
)&)'
0&(
1'(-5()&50
110
)51'
)&1('
0&(3
0&00
100
)51'
)&0)-
0&(1
0&00
-0
)01()-
1&-0-
0&3-
0&00
'0
0500000
1&'-
0&3
0&00
-%ad, 4
63pected Repiti%ns, ni
'e3u"a' &t"ess,7pa
&t"ess Rati%, &R
A''%$a('e Repititi%ns, i
3-0
0
)&-
0&5(
10')-&'-33-(''
30
0
)&51
0&5)
3031&()3-0-((-
350
0
)&(53
0&50
-510)&5-10-1-
330
0
)&3(5
0&(
3'00('&51331
310
0
)&)3
0&(5
((3)(1'&())-51
)-0
))553
)&1)-
0&(3
0
)0
)303
)&0)1
0&(1
0
)50
5(1)
1&-13
0&3-
0
)30
31('
1&'0
0&3
0
)10
)303
1&-'
0&3(
0
1-0
(0-5-5
1&5-0
0&3)
0
10
'(01
1&(')
0&30
0
Rea" tandem A3'e
Cuu!ative *atigue Daage =
#rs 6 %a: %a %a :
C
<
C
%a %a m
10
15
55
)
)'
3'-4300
(1)4300
300
atigue Damage,ni9i 0 0 0 0&)3)--115') 0&11)'0555' 0&1-)3))01 0&0')03350&011)'('03 0 0 0 0
0&)3
atigue Damage,ni9i 0 0 0 0 0 D>?:0@ 0 0 0 0 0 0
D>?:0@ D>?:0@ DI+90
Cumu'ative atigue Damage Ana'sis #%" TDC Rea" &ing'e A3'e -%ad, 4
63pected Repiti%ns, ni
'e3u"a' &t"ess,7pa
&t"ess Rati%, &R
A''%$a('e Repititi%ns, i
1-0
0
)&5-
0&5
1011(
1'0
0
)&
0&5(
1))
10
0
)&5-5
0&5)
)'03'
10
)0-3
)&51)
0&51
53-0(
150
)0)
)&(30
0&(-
1))133-&'3
1(0
'30'-
)&3('
0&(
3(5311&'
130
1(5(0
)&)
0&(
1-0--0&)'
1)0
11-
)&1'3
0&((
0&00
110
)0)3
)&101
0&()
0&00
100
)0)3
)&01-
0&(1
0&00
-0
11-
1&-3
0&3-
0&00
'0
5'1)500
1&'5(
0&3
0&00
-%ad, 4
Rea" tandem A3'e .&t"ess c%mputed #%" 50; %# A3'e -%ad/ 63pected 'e3u"a' A''%$a('e Repititi%ns, &t"ess Rati%, &R Repiti%ns, ni &t"ess,7pa i
3-0
0
)&'00
0&5
'0)'1&0'1105''1'
30
0
)&1'
0&55
1)5&-0(55(0)
350
0
)&3
0&53
)111)&3(5530(
330
0
)&553
0&5)
3')(&-1()-0)
310
0
)&(1
0&50
-0-(&0-350-
)-0
1'31
)&3'-
0&('
)01111&'(315
))5)
)&30
0&(
51'35&1-5(-'-
)50
(50555
)&))(
0&(5
0
)30
5)5(
)&1()
0&(3
0
))5)
)&00
0&()
0
1-0
33-1
1&-'
0&(0
0
10
133'
1&'-5
0&3'
0
)0
)10
-%ad, 4
Rea" tandem A3'e .&t"ess c%mputed #%" !!; %# A3'e -%ad/ 63pected 'e3u"a' A''%$a('e Repititi%ns, &t"ess Rati%, &R Repiti%ns, ni &t"ess,7pa i
5(5
0
)&
0&5(
13-01&3-3)3
515
0
)&5-(
0&5)
)'1)1'&'(305
('5
0
)&513
0&51
53100&3333151
(55
0
)&(31
0&(-
1)0((&'00'3
()5
0
)&350
0&(
35)-()&305315)
3-5
0
)&)'
0&(
10''5&(-01)
35
0
)&1'
0&((
1&000000000000EA)00
0
)&10
0&(3
1&000000000000EA)00
1-1
)&0)(
0&(1
1&000000000000EA)00
335 305
15--(
1&-(3
)(5
)3--)0
)15
(-'(1
)5
0&3-
1&000000000000EA)00
1&'1
0&3'
1&000000000000EA)00
1&'0
0&3
1&000000000000EA)00 C
atigue Damage,ni9i 0&0000 0&0000 0&0000 0&03' 0&010 0&0))' 0&00 D>?:0@ D>?:0@ 0&0000 0&0000 0&0000
#DIV/0!
atigue Damage,ni9i 0&0000 0&0000 0&0000 0&0000 0&0000 0&0-31 0&0300 D>?:0@ D>?:0@ D>?:0@ 0 0
atigue Damage,ni9i 0&0000 0&0000 0&0000 0 0 0 0 0 0
#DIV/0!
0 0 0
0.0000
uu!ative *atigue Daage=
#DIV/0! #DIV/0!
Design Parameters
Slab Thickness, h = Joint width, z = (20 !o" #$ansion Joint, & !
)ood*l*s o! s*b+"ade "eacti adi*s o! "elati-e sti!!ness,(l # !o" owel /a" = )od*l*s o! owel s*o"t, )a$i* Sin+le $le load )a$i* Sin+le heel oa ('onside"in+ d*al wheel as s heel load to be conside"ed Sa!et o! the dowel ba" can ss*e the e"centa+e o! lo 'ha"acte"istic co"essi-e s iaete" o! the dowel ba" as e"issible bea"in+ st"ess in Sacin+ between the dowel 4i"st dowel ba" is laced !"o en+th o! the dowel ba" = owel ba"s * to a distance 7*be" o! dowel ba"s a"tic l :Sacin+ ss*in+ the load t"ans!e""e load t"ans!e""ed b dowel ba oad ca""ied b the o*te" do Che! for Bearing "tress
)oent o! ine"tia o! dowel, elati-e sti!!ness o! dowel b /ea"in+ st"ess in dowel ba", #ene $ the dowel %ar s&a
Design Parameters
Slab Thickness, h = ane idth, b = 'oe!!icient o! 4"iction, ! = ensit o! conc"ete 7: 3 llowable tensile st"ess in l (s e" <'15>2011
llowable tensile st"ess in d (s e" <'15>2011
llowable /ond St"ess in l llowable /ond St"ess in d Design of Plain %ars
Select diaete" o! tie ba", dt "ea o! lain steel ba" "e?*i"
'"oss Sectional a"ea o! tie b e"iete" o! tie /a", tb = π Sacin+ o! tie ba"s, :s = en+th o! tie ba", = 2$S st$
Design of Deformed %ars
Select diaete" o! tie ba", dt
"ea o! de!o"ed steel ba" " Sacin+ o! tie ba"s, :s =
en+th o! tie ba", = 2$S st$
Design of Dowel Bars Code used : IRC : 58-2011.
o" 'ont"action Joint
on, k = =
ds =
d= in+le heel !o" a sa!e desi+n !o" dowel ba" desi+n e e$ained !o" a load o! d t"ans!e" th"o*+h dowel ba" as "en+th o! conc"ete, ! ck = s*ed, b d=
conc"ete,4 b=((10.16>b! ck :9.525$100 a"s= the a-eent ed+e at a distance =
! 1.0 $ "adi*s o! "elati-e sti!ness (l),!"o (l),!"o the oint o! load alication a"e e!!ecti-e in load t"ans!e" atin+ in load t"ans!e" when the wheel load is 8*st o-e" the dowel ba" close to the ed+e o! the slab= 1
d b the !i"st dowel is t and that the load on dowel ba" at a distance o! l !"o the !i"st dowel to be ze"o, the total sste= el ba",t=
π b;:6; " ebedded in conc"ete, β=;√k ds b:;#< t $ k $ (2ßz:(;ß3#< ng and diameter assumed are safe
Design of 'ie Bars
ain ba"s !o"ed ba"s ain tie /a"s !o"ed tie ba"s
ed e" et"e width o! 8oint to "esist the !"ictonal !o"ce at slab botto, s=b!:S st ", = @d 2:;
("o-ide a sacin+ o!
: /$tbt !o" loss o! bond d*e to aintin+ and anothe" 50 !o" tole"ance in laceent. h o! tie ba"
?*i"ed e" et"e width o! 8oint to "esist the !"ictonal !o"ce at slab botto, s=b!:S st
("o-ide a sacin+ o!
: /$tbt !o" loss o! bond d*e to aintin+ and anothe" 50 !o" tole"ance in laceent. h o! tie ba"
0.23 20
300 )a: 0.5A
56A.50A19A59&&
200000 )a ;15000 )a: 160 k7 &0 k7 56 k7 &0 k7 (Sa ;0 % ;& )a (!o" );0 +"ade 32 (ass*ed 35.1 )a 200 (ass*ed 150 500 (ass*ed
; dowels
1.&9 t 16.93 k7
51;A1.&5 ; 0.02; 31.22 )a which is B 32.1
0.23 3.5 1.5 2; 7:3 125 )a 200 )a 1.A5 )a 2.;6 )a
12 231.&; 2: 113.10 2 3A.A0
;&A.&2 ;&&.00 c:c
;2&.5A
5A&.5A 5A9.00 (sa
12
1;;.90 2:
A&0.52 A&1.00 c:c
;&A.&0
63A.&0 63&.00 (sa
Rigid Pavement Design IRC: 58: 2011 Input Data
Design Life =
30
Subgrade CBR =
10
Thickness of DLC =
150
Effective odu!us of Subgrade Reaction" k =
300
T#re $ressure" % =
0&'
odu!us of e!asticit# of concrete" E =
30000
$oisson;s ratio" =
0&15
Coefficient of Thera! E,%ansion of Concrete" a = Te%erature Differentia! for B9C" D tbuc=
0&00001
Te%erature Differentia! for TDC" D ttdc =
1)&15
Load Safet# *actor" LS* =
1&)
)' + da# *!e,ura! Strength of Concrete =
(&5
1(&3
(&-5
-0 + da# *!e,ura! Strength of Concrete = S%acing of Contraction .oint" L =
(&5
S%acing bet/een Longitudina! .oint and edge of $aveent" B =
3&5
Assumed Thickness, h =
025
Design T"a##ic T$% Di"ecti%n
&ing'e Di"ecti%n
Cuu!ative Re%etitions =
110000000&0
55000000
Design Traffic =
)500000
1350000
2vg& nuber of a,!es %er coercia! vehic!e
=
Tota! Design Traffic = Da# tie Design Traffic 41)hrs = 7ight tie Design Traffic 41) hrs=
)&35 ()5000
4)( hrs traffic
)5'50000 2ssue (06 3'5000 2ssue 06
Da# tie 8our design traffic =
1)-)5000
Therefore" Design Traffic for B9C =
1)-)5000
7ight tie 8our design traffic =
1-3'500
Design Traffic for TDC =
1031)5
Radius of re!ative stiffness "!=
0&0
Ta('e ) k*+a'ues #%" D" -ean C%nc"ete &u((ase .IRC: 58*2011/ Soaked CBR46
)
3
5
k+va!ue of Subgrade4%a:
)1
)'
()
('
Effective k for 100 DLC" 4%a:
5
-
1
)0'
Effective k for 150 DLC" 4%a:
-
13'
)0'
)
Cumu'ative atigue Damage Ana'sis #%" C Rea" &ing'e A3'e 'e3u"a' &t"ess,7pa &t"ess Rati%, &R
-%ad, 4
63pected Repiti%ns, ni
A''%$a('e Repititi%ns, i
1-0
0
)&5-
0&1
)1515
1'0
0
)&5
0&5-
(0)('
10
0
)&55
0&5
5)-)
10
)5)0(
)&(55
0&55
1(15((
150
)51-
)&353
0&5)
)-)-3&)
1(0
1001(
)&)5)
0&50
(01-&'
130
1)50
)&151
0&('
)'1)-&50
1)0
)01()-
)&0(-
0&(
)0'()))&)'
110
)51'
1&-('
0&(3
0&00
100
)51'
1&'(
0&(1
0&00
-0
)01()-
1&(5
0&3-
0&00
'0
0500000
1&((
0&3
0&00
-%ad, 4
63pected Repiti%ns, ni
'e3u"a' &t"ess,7pa
&t"ess Rati%, &R
A''%$a('e Repititi%ns, i
3-0
0
)&3('
0&5)
300)&)0(330)05
30
0
)&)5
0&50
11)((&'03''(5(
350
0
)&15
0&('
)))31(3&1)03((5
330
0
)&0(
0&(
1)-'((((&(-)13'
310
0
1&-')
0&((
0
)-0
))553
1&'-1
0&()
0
)0
)303
1&'00
0&(0
0
)50
5(1)
1&0'
0&3'
0
)30
31('
1&1
0&3
0
)10
)303
1&5)
0&3(
0
1-0
(0-5-5
1&(3(
0&3)
0
10
'(01
1&3(3
0&30
0
Rea" tandem A3'e
Cuu!ative *atigue Daage =
#rs 6 %a: %a %a :
C
<
C
%a %a m
10
15
55
)
)'
3'-4300
(1)4300
300
atigue Damage,ni9i 0 0 0 0&1'03(-0&0'0)3() 0&13500)11 0&033)1(0' 0&00)))3' 0 0 0 0
0&(0
atigue Damage,ni9i 0 0 0 0 0 0 0 0 0 0 0 0
0 0&(0 Ade
Cumu'ative atigue Damage Ana'sis #%" TDC Rea" &ing'e A3'e -%ad, 4
63pected Repiti%ns, ni
'e3u"a' &t"ess,7pa
&t"ess Rati%, &R
A''%$a('e Repititi%ns, i
1-0
0
)&5)3
0&5
-)350
1'0
0
)&(53
0&55
1()(5
10
0
)&3'(
0&53
)31)
10
)0-3
)&31(
0&51
(0(1
150
)0)
)&)(5
0&50
'0'5(&0'
1(0
'30'-
)&15
0&('
1-)0&'0
130
1(5(0
)&105
0&(
313-5&5
1)0
11-
)&03
0&(5
(1((1)1&')
110
)0)3
1&-
0&((
0&00
100
)0)3
1&'-
0&()
0&00
-0
11-
1&')
0&(1
0&00
'0
5'1)500
1&5
0&3-
0&00
-%ad, 4
Rea" tandem A3'e .&t"ess c%mputed #%" 50; %# A3'e -%ad/ 63pected 'e3u"a' A''%$a('e Repititi%ns, &t"ess Rati%, &R Repiti%ns, ni &t"ess,7pa i
3-0
0
)&55'
0&5
((&-3(3335
30
0
)&(''
0&55
11(513&)(---)
350
0
)&(1-
0&5(
1'00'&0(01-
330
0
)&3(-
0&5)
303)(3&()050'(3
310
0
)&)-
0&51
53'50&-5515
)-0
1'31
)&)10
0&(-
1)131-1&)3--'0
))5)
)&1(0
0&('
330')&0())-35(
)50
(50555
)&00
0&(
1(153)(&5'3)3(
)30
5)5(
)&001
0&((
0
))5)
1&-31
0&(3
0
1-0
33-1
1&')
0&(1
0
10
133'
1&-)
0&(0
0
)0
)10
-%ad, 4
Rea" tandem A3'e .&t"ess c%mputed #%" !!; %# A3'e -%ad/ 63pected 'e3u"a' A''%$a('e Repititi%ns, &t"ess Rati%, &R Repiti%ns, ni &t"ess,7pa i
5(5
0
)&(5)
0&5(
1(30-&3-3(-'1(
515
0
)&3'3
0&53
)31'&'015'((
('5
0
)&31(
0&51
(0)13&(153'
(55
0
)&)(
0&50
--5-&''-555((
()5
0
)&1
0&('
1''0(-1&33)5'30(
3-5
0
)&10'
0&(
00-)&501'
35
0
)&03-
0&(5
303113)&((15'1
0
1&-0
0&((
1&000000000000EA)00
1-1
1&-01
0&()
1&000000000000EA)00
335 305
15--(
1&'3)
)(5
)3--)0
)15
(-'(1
)5
0&(1
1&000000000000EA)00
1&3
0&3-
1&000000000000EA)00
1&-(
0&3'
1&000000000000EA)00 C
atigue Damage,ni9i 0&0000 0&0000 0&0000 0&0510 0&0)5 0&0(31 0&0)30 0&00(0 D>?:0@ 0&0000 0&0000 0&0000
#DIV/0!
atigue Damage,ni9i 0&0000 0&0000 0&0000 0&0000 0&0000 0&15( 0&0'1 0&031' D>?:0@ D>?:0@ 0 0
atigue Damage,ni9i 0&0000 0&0000 0&0000 0 0 0 0 0 0
#DIV/0!
0 0 0
0.0000
uu!ative *atigue Daage=
#DIV/0! #DIV/0!
Design Parameters
Slab Thickness, h = Joint width, z = (20 !o" #$ansion Joint, & !
)ood*l*s o! s*b+"ade "eacti adi*s o! "elati-e sti!!ness,(l # !o" owel /a" = )od*l*s o! owel s*o"t, )a$i* Sin+le $le load )a$i* Sin+le heel oa ('onside"in+ d*al wheel as s heel load to be conside"ed Sa!et o! the dowel ba" can ss*e the e"centa+e o! lo 'ha"acte"istic co"essi-e s iaete" o! the dowel ba" as e"issible bea"in+ st"ess in Sacin+ between the dowel 4i"st dowel ba" is laced !"o en+th o! the dowel ba" = owel ba"s * to a distance 7*be" o! dowel ba"s a"tic l :Sacin+ ss*in+ the load t"ans!e""e load t"ans!e""ed b dowel ba oad ca""ied b the o*te" do Che! for Bearing "tress
)oent o! ine"tia o! dowel, elati-e sti!!ness o! dowel b /ea"in+ st"ess in dowel ba", #ene $ the dowel %ar s&a
Design Parameters
Slab Thickness, h = ane idth, b = 'oe!!icient o! 4"iction, ! = ensit o! conc"ete 7: 3 llowable tensile st"ess in l (s e" <'15>2011
llowable tensile st"ess in d (s e" <'15>2011
llowable /ond St"ess in l llowable /ond St"ess in d Design of Plain %ars
Select diaete" o! tie ba", dt "ea o! lain steel ba" "e?*i"
'"oss Sectional a"ea o! tie b e"iete" o! tie /a", tb = π Sacin+ o! tie ba"s, :s = en+th o! tie ba", = 2$S st$
Design of Deformed %ars
Select diaete" o! tie ba", dt
"ea o! de!o"ed steel ba" " Sacin+ o! tie ba"s, :s =
en+th o! tie ba", = 2$S st$
Design of Dowel Bars Code used : IRC : 58-2011.
o" 'ont"action Joint
on, k = =
ds =
d= in+le heel !o" a sa!e desi+n !o" dowel ba" desi+n e e$ained !o" a load o! d t"ans!e" th"o*+h dowel ba" as "en+th o! conc"ete, ! ck = s*ed, b d=
conc"ete,4 b=((10.16>b! ck :9.525$100 a"s= the a-eent ed+e at a distance =
! 1.0 $ "adi*s o! "elati-e sti!ness (l),!"o the oint o! load alication a"e e!!ecti-e in load t"ans!e" atin+ in load t"ans!e" when the wheel load is 8*st o-e" the dowel ba" close to the ed+e o! the slab= 1
d b the !i"st dowel is t and that the load on dowel ba" at a distance o! l !"o the !i"st dowel to be ze"o, the total sste= el ba",t=
π b;:6; " ebedded in conc"ete, β=;√k ds b:;#< t $ k $ (2ßz:(;ß3#< ng and diameter assumed are unsafe
Design of 'ie Bars
ain ba"s !o"ed ba"s ain tie /a"s !o"ed tie ba"s
ed e" et"e width o! 8oint to "esist the !"ictonal !o"ce at slab botto, s=b!:S st ", = @d 2:;
("o-ide a sacin+ o!
: /$tbt !o" loss o! bond d*e to aintin+ and anothe" 50 !o" tole"ance in laceent. h o! tie ba"
?*i"ed e" et"e width o! 8oint to "esist the !"ictonal !o"ce at slab botto, s=b!:S st
("o-ide a sacin+ o!
: /$tbt !o" loss o! bond d*e to aintin+ and anothe" 50 !o" tole"ance in laceent. h o! tie ba"
0.23 20
300 )a: 0.5A
56A.50A19A59&&
200000 )a ;15000 )a: 160 k7 &0 k7 56 k7 &0 k7 (Sa ;0 % ;0 )a (!o" );0 +"ade 32 (ass*ed 29.2 )a 200 (ass*ed 150 500 (ass*ed
; dowels
1.&9 t 16.93 k7
51;A1.&5 ; 0.02; 31.22 )a which is B 32.1
0.23 3.5 1.5 2; 7:3 125 )a 200 )a 1.A5 )a 2.;6 )a
12 231.&; 2: 113.10 2 3A.A0
;&A.&2 ;&&.00 c:c
;2&.5A
5A&.5A 5A9.00 (sa
12
1;;.90 2:
A&0.52 A&1.00 c:c
;&A.&0
63A.&0 63&.00 (sa
Anne3u"e 25 .(/
Consultancy Services for Preparation of Detailed Project Report for Chirai - Anjar Road including Anjar Bypass Spur road(SH-"5! in the state of #ujarat
Rigid Pavement Design Input Data Design Life = Subgrade CBR = Thickness of DLC = Effective odu!us of Subgrade Reaction" k =
30 #rs 10 6 150 30 kg:c)/cm
T#re $ressure" % =
' kg:c)
odu!us of e!asticit# of concrete" E =
300000 kg:c)
$oisson;s ratio" µ =
α = Te%erature Differentia!" ∆t =
Coefficient of Thera! E,%ansion of Concrete"
Load Safet# *actor" LS* = *!e,ura! Strength of Concrete = S%acing of Contraction .oint" L = S%acing bet/een Longitudina! .oint and edge of $aveent" B = Assumed Thickness, h =
0&15 0&00001 :
Check #%" hee' -%ad &t"esses
A3'e -%ad, .t%nnes/
&t"ess due t% hee' -%ad, kg9cm2
- > 12
&t"ess Rati%
63pected Repetiti%n,n
atigue -i#e,
Single Axle ))
)&(
0&00
0
>nfinit#
)0
)(
0&00
0
>nfinit#
1'
)1&
0&00
0
>nfinit#
1
1-&)
))&-00
0&51
)5000
('51'(
1(
1&'
)0&551
0&(
')5000
1(335)3
1)
1(&(
1'&133
0&(0
)50000
>nfinit#
10
1)
15&)'
0&35
3300000
>nfinit#
(&5
5&(
'&03
0&1'
050000
>nfinit#
)'
33&
15&-3
0&35
135000
>nfinit#
)(
)'&'
1(&1)
0&31
(1)5000
>nfinit#
)0
)(
1)&3)(
0&)
)(5000
>nfinit#
1
1-&)
10&35
0&)3
550000
>nfinit#
'&(
5&(
0&1)
)50000
>nfinit#
Tandem Axle
Cuu!ative fatigue !ife consued =
Since" the cuu!ative fatigue !ife consued being !ess than 1" the design is safe fro fatigue consideration
Anne3u"e 25 .(/
Consultancy Services for Preparation of Detailed Project Report for Chirai - Anjar Road including Anjar Bypass Spur road(SH-"5! in the state of #ujarat
Rigid Pavement Design Check #%" Tempe"atu"e &t"esses Radius of re!ative stiffness" ! = 4E h3/12 * 1 = 0&(1
µ) * "1:(
c
L : ! = 5&Bradbur#;s Coefficient" C = 0&'Edge ar%ing Stress = C E α * = 1-&)(
∆t / 2 kg:c)
Tota! of Te%erature ar%ing Stress and the highest a,!e !oad stress = ))&- A 1-&)( = )21)
kg9cm2
?)5 kg9s< cm
@ence, the pavement thickness %# 25 cm is sa#e unde" the c%m(ined acti%n %# $hee' '%ad and temp
Check #%" C%"ne" &t"ess -'th $c$&'()$ +)$ ), = hee! Load" $ = C:c distance bet/een t/o t#res =
1( tonnes 000 kg 31 c
Radius of area of contact of /hee!" a = 40&'5)1$:4% π) /π*/0.5227*0&5 0&5 =
)5&3) c
Therefore" Corner Stress = 43$:h )*1 - * √2 / )1&) =
15& kg:c) ?)5 kg9s< cm, hence, the pavement thickness assumed is sa#e
Anne3u"e 25 .(/
Consultancy Services for Preparation of Detailed Project Report for Chirai - Anjar Road including Anjar Bypass Spur road(SH-"5! in the state of #ujarat
Rigid Pavement Design
Design %# D%$e' a"s -'th $c$&'()$ +)$ ), =
1( tonnes
hee! Load" $ =
000 kg
Concrete S!ab Thickness" h =
)5 c
Radius of Re!ative Thickness" ! =
0&(1 c
Characteristic Co%ressive Strength of Concrete Cube 415c after )' da#s" f ck =
(00&00 kg:c) , -40 $
.oint idth" =
) c
2ssued diaeter of do/e! bar" b =
3&) c
2ssued S%acing bet/een Do/e! Bars =
)0 c
2ssued !ength of the Do/e! Bar =
50 c
$erissib!e Bearing Stress in Concrete" *b = =
410&1 + bf ck / 9.525 )-)&)' kg:c)
*irst do/e! bar is %!aced at a distance = 15 c fro the %aveent edge Do/e! bars u%to a distance of 1&0 , radius of re!ative stiffness" fro the %oint of !oad a%%!ication are effecti transfer& 7o& of do/e! bars %artici%ating in !oad transfer /hen /hee! !oad is ust over the do/e! bar c!ose to the edge of s!ab" n = 1 A Radius of Re!ative Stiffness:S%acing =
(
do/e!s
2ssuing that the !oad transferred b# the first do/e! is $t & m(& '' '$ ), ,& ,$)
' ('&c$ , ) ,m '$ ' ,$) ', $ :$,; '$ ',') ), '&$$ ,$) '$m = F1 A 4! + s%acing:! A 4! + )s%acing:! AG&&& A 4! + 4n+1s%acingH $ t
= )&013 $t $ercentage of !oad transfer =
(0 6
Load carried b# the outer do/e! bar" $ t = 4000 , 0&( :)&013 =
13-0 kg
Anne3u"e 25 .(/
Consultancy Services for Preparation of Detailed Project Report for Chirai - Anjar Road including Anjar Bypass Spur road(SH-"5! in the state of #ujarat
Rigid Pavement Design Check #%" ea"ing &t"ess odu!us of do/e!:concrete interaction 4do/e! su%%ort" ks = odu!us of E!asticit# of the do/e!" E d = oent of >nertia of Do/e!" > d = =
(1500 kg:c)/cm )&0EA0 kg:c)
π * ( / 64 5&1() c(
β = 4ks * /4 * d * Id1:(
Re!ative stiffness of do/e! bar ebedded in concrete"
=
0&)3'3
Bearing stress in do/e! bar = 4$t * "s * 2 =
β * :/4 * β3 * d * Id
)5 kg:c) ?22 kg9s< cm, hence, the assumed d%$e' (a" cm and diamete" %# !2 cm a"e sa#e
Anne3u"e 25 .(/
Consultancy Services for Preparation of Detailed Project Report for Chirai - Anjar Road including Anjar Bypass Spur road(SH-"5! in the state of #ujarat
Rigid Pavement Design Design %# Tie a"s Design Pa"amete"s $aveent S!ab Thickness" h =
)5 c
Lane idth" B =
3&5
Coefficient of friction" f =
1&5
Densit# of Concrete" =
)(00 kg:3
2!!o/ab!e tensi!e stress in bars" f s =
)000 kg:c)
2!!o/ab!e bond stress for tie bars" f b =
)(& kg:c)
2ssued diaeter of tie bars" d =
1)
&pacing and -ength %# Tie a"s
2rea of the stee! bar %er etre /idth of oint to resist the frictiona! force at s!ab botto" 2 s = B f h : f
s
=
1&55 c):
Cross sectiona! area of tie bar" 2 = 4π/4) 1&131 c)
= $erieter of Tie Bar" $ s =
π
= 3&-- c S%acing of Tie Bars = 2 : 2s = sa,
1&'1 c B2 cm c9c
Length of Tie Bar" L t = ) f s * A / b * s =
('&' c
>ncrease !ength of tie bar b# 10 c for !oss of bond due to %ainting and another 5 c for to!erance in %!ace
Therefore" !ength of tie bar = ('&' A 10 A 5 =
3&' c
sa,
) c
P"%vide Tie a" %# 'ength ) cm and diamete" 12 mm at a spacing %# B2 cm c9c
Anne3u"e 25 .(/
(SH-5! and its
atigue -i#e C%nsumed
0&5-5)- 0&05550500(
0&)(
&
Anne3u"e 25 .(/
(SH-5! and its
e"atu"e
%# 25 cm
Anne3u"e 25 .(/
(SH-5! and its
e in !oad
Anne3u"e 25 .(/
(SH-5! and its
spacing %# 20
Anne3u"e 25 .(/
(SH-5! and its
ent&
