Anchor Bolt Design IS Code LSD

7/25/2019 Anchor Bolt Design IS Code LSD

1/33

3.4 Design of Base Plate

3.4.1 Design of Base Plate C1

CHECK FOR SIZE OF BASE PLATE C1

o!e o. "#4 Loa! Case 11$

Axial Load P 1150 kN

Factored Moment about X-axis, Mpx 30 kNm

Factored Moment about !-axis, Mp" 15 kNm

#ori"ontal Force alon$ X- axis , Fx 15%& kN

#ori"ontal Force alon$ !- axis , F" 5 kN

1$%% mm

1$%% mm

'ept( o) column alon$ X-axis , 'x 00 mm

'ept( o) column alon$ !-axis , '" 00 mm

100 mm

*+0

5

5

1*%0&

No .ncrease in permissible stress in L/' 1

%1

-0%5

emarks Base Plate Si&e is O.K.

X &&0M LAN2 4.'A#A 6PP L.6L-00-247-10*--0101 /(eet74

Portion2onsidered )orplate desi$n

Len$t( o) base plate alon$ X-axis, Lbp

idt( o) base plate alon$ !- axis, pb

'istance betn% ed$e o) base pl%; cl% o) bolt, ed

8ltimate stress o) bolt in tension st) Nb N


2/33

DESI' OF BOLT

Cal()lation of *olt along Z+ a,is

o!e o. "#4 Loa! Case 11$

Axial )orce, P 1150 kN

Moment about X-axis, Mx 30 kNm

Moment about !-axis, M" 15 kNm

#ori"ontal Force alon$ X- axis , Fx 15%& kN

#ori"ontal Force alon$ !- axis , F" 5 kN

%1

-0%5

&3%&*mm

+%+mm

++%+mm

+%01 kN

emarks *olt -e)i-e!

'ia o) bolt 4% mm

Dross area pro?ided 15+

Net area pro?ided 100&

6ensile capacit> o) eac( bolt based on tensile stren$t( 33+105 N

6ensile capacit> o) eac( bolt based on concrete break out )ailure 10+* N

/o, 7Eecti?e 6ensile capacit> 33+105 N

No% o) bolt per side 1.%% nos

X &&0M LAN2 4.'A#A 6PPL.6L-00-247-10*--0101

/(eet74

'esi$n o) 82 97F:

Max earin$ Pressure, smax@P


3/33

LE'TH OF BOLT

Len$t( o) bolt pro?ided +00mm

DESI' OF STIFFER PLATE

F> 35 6s 5 mm

Dusset outstand

utstand len$t( 00 mm

' 135& N 13&%0 kN OK

0%&J4d 31%5 K &%+ IN

/o t(e moment capacit> Gill not $et reduced b> t(e eEect o) s(ear%

endin$ moment 0 Nmm 0%00 INmendin$ capacit> 130030++&%51515 Nmm 130%03 INm OK

#ence t(e si"e o) t(e stiEenr plate is satis)actor>%

0el! (onne(ting (ol)n+g)sset+*ase 2late

Load on Geld 53%+5 IN

Assumin$ an & mm Geld eld si"e 10 mm

Len$t( o) t(e Geld 50&mm

Load per mm 0%1 kN 151%5 1%5 kN


4/33

fo- sti5ne- 2late (onne(te! to 7e*

Plate dimension Bt(ree ed$e xed a 1& b +5%5

cocient )rom roarks b beta 3 0%1 a o) olt 13&% N 1%3 IN

G(en t(e bolts Gill be in compression, t(e> Gill be ee)ecti?e in s(ear

6otal capacit> 1%3 IN K 5 I

olt subOected to cobined s(ear and tension

4sb Factored s(ear )orce actin$ on t( 10%&3 kN4db 'esi$n s(ear capacit> 1%3 kN

6b Factored tensile )orce actin$ on t 1%50 kN

6db 'esi$n tension capacit> 33+%10 kN

/o, .nteraction ratio 0%01 1 OK

X &&0M LAN2 4.'A#A 6PPL.6L-00-247-10*--0101

/(eet74

' i ) 82 97F:

N


5/33




o!e o. ""% Loa! Case 1$"

Axial Load P *503 kN

Factored Moment about X-axis, Mpx 51* kNm

Factored Moment about !-axis, Mp" *30 kNm

#ori"ontal Force alon$ X- axis , Fx &00 kN

#ori"ontal Force alon$ !- axis , F" +* kN

1$%% mm

1$%% mm



100 mm

*+0

5

5

1*%0&


13%3&

-+%11


X &&0M LAN2 4.'A#A 6PP L.6L-00-247-10*--0101 /(eet74







6/33

DESI' OF BOLT



Axial )orce, P *503 kN

Moment about X-axis, Mx 51* kNm

Moment about !-axis, M" *30 kNm

#ori"ontal Force alon$ X- axis , Fx &00 kN

#ori"ontal Force alon$ !- axis , F" +* kN

11%5*-5%

3%31mm

35%5+mm

5%5+mm

11+%& kN

emarks *olt -e)i-e!

'ia o) bolt 4% mm




6ensile capacit> o) eac( bolt based on concrete break out )ailure 10+* N



X &&0M LAN2 4.'A#A 6PPL.6L-00-247-10*--0101

/(eet74



7/33


F> 35 6s 5 mm

Dusset outstand


' 135& N 13&%0 kN OK

0%&J4d 31%5 K &13%01 IN


endin$ moment &*111%1111111 Nmm &*% INm

endin$ capacit> 130030++&%51515 Nmm 130%03 INm OK#ence t(e si"e o) t(e stiEenr plate is satis)actor>%


Load on Geld +111%50 IN


Len$t( o) t(e Geld *+&mm

Load per mm 1%*3 kN 151%5 1%5 kN


8/33


Plate dimension Bt(ree ed$e xed a 1& b +5%5

cocient )rom roarks b beta 3 0%13 a o) olt 13&% N 1%3 IN


6otal capacit> +3%5* IN K +* I


4sb Factored s(ear )orce actin$ on t( 0%50 kN4db 'esi$n s(ear capacit> 1%3 kN

6b Factored tensile )orce actin$ on t *% kN


/o, .nteraction ratio 0%* 1 OK

X &&0M LAN2 4.'A#A 6PPL.6L-00-247-10*--0101

/(eet74

' i ) 82 97F:

N


9/33




o!e o. "83 Loa! Case 1$"

Axial Load P *0+& kN

Factored Moment about X-axis, Mpx 1&5+ kNm

Factored Moment about !-axis, Mp" 1 kNm#ori"ontal Force alon$ X- axis , Fx 10 kN

#ori"ontal Force alon$ !- axis , F" *1 kN

1$%% mm

1$%% mm



100 mm

*+0

5

5

13%15


%&5

-%








10/33

DESI' OF BOLT

Cal()lation of *olt along 9+ a,is

o!e o. "83 Loa! Case 1$"

Axial )orce, P *0+& kN

Moment about X-axis, Mx 1&5+ kNm

Moment about !-axis, M" 1 kNm

#ori"ontal Force alon$ X- axis , Fx 10 kN

#ori"ontal Force alon$ !- axis , F" *1 kN%5+

-%1

5%mm

301%* mm

01%* mm

5*%1kN

emarks *olt -e)i-e!

'ia o) bolt 4% mm




6ensile capacit> o) eac( bolt based on concrete break out )ailure 3&353 N


No% o) bolt per side $.%% nos

Max earin$ Pressure, smax

@P


11/33


F> 35 6s 5 mm

Dusset outstand


' 135& N 13&%0 kN OK

0%&J4d 31%5 K 11%+ IN


endin$ moment 000 Nmm %0 INm

endin$ capacit> 130030++&%51515 Nmm 130%03 INm OK#ence t(e si"e o) t(e stiEenr plate is satis)actor>%


Load on Geld *10%5 IN


Len$t( o) t(e Geld *+&mm

Load per mm 0%+ kN 151%5 1%5 kN


12/33


Plate dimension Bt(ree ed$e xed a 1 b 00

cocient )rom roarks b beta 3 0%3* a o) olt 13&% N 1%3 IN


6otal capacit> *3&%++ IN K *1 I


4sb Factored s(ear )orce actin$ on t( 51%50 kN

4db 'esi$n s(ear capacit> 1%3 kN

6b Factored tensile )orce actin$ on t 135%+3 kN


/o, .nteraction ratio 0% 1 OK

N


13/33




o!e o. 1":# Loa! Case 1$"

Axial Load P -315 kN

Factored Moment about X-axis, Mpx -1+ kNm

Factored Moment about !-axis, Mp" -0%** kNm

#ori"ontal Force alon$ X- axis , Fx &%&33 kN#ori"ontal Force alon$ !- axis , F" **% kN

1$%% mm

1$%% mm


'ept( o) column alon$ !-axis , '" *00 mm

100 mm

*+0

5

5

1*%0&5


-%3

-1%&*






8ltimate stress o) bolt in tension s t) Nb N


14/33

DESI' OF BOLT

Cal()lation of *olt along 9+ a,is

o!e o. 1":# Loa! Case 1$"

Axial )orce, P -315 kN

Moment about X-axis, Mx -1+ kNm

Moment about !-axis, M" -0%** kNm

#ori"ontal Force alon$ X- axis , Fx &%&33 kN

#ori"ontal Force alon$ !- axis , F" **% kN

-1%&*

-%*

Assume No% o) bolt per side 4.%% nos

6ension in one side sin$le bolt due to moment -*3000 N

6ension in sin$le bolt due to Axial tension in column -&+1&%+ N

6ension on eac( bolt 3101&%&+ N

'ia o) bolt 4% mm



6ensile capacit> o) eac( bolt based on tensile stren$t( 33+105 N6ensile capacit> o) eac( bolt based on concrete break out )ailure &+500 N

/o, 7Eecti?e 6ensile capacit> o) eac( bolt 33+105 N

emarks Bolt (a2a(it; satis


15/33

Te sti5ne- is sei (o2a(t se(tion

distace betGeen Han$e to ed$e o) base plate 3%5 mm

distance betGeen stiEner plate 1& mm

6(e s(ear on t(e stiEner plate -155 N -1%5 IN

/(ear capacit> 135& N 13&%0 kN OK

0%&J4d 31%5 K -1%5 IN


endin$ moment -1533+* Nmm -1%5 INm

endin$ capacit> 130030+++ Nmm 130%03 INm OK



Load on Geld 03+%50 IN


Len$t( o) t(e Geld *&3mm

Load per mm 0%** kN 151%5 1%5 kN +3%5* IN K **% I


4sb Factored s(ear )orce actin$ on t( 5%&1 kN


6b Factored tensile )orce actin$ on t 310% kN



N


16/33




o!e o. ""% Loa! Case 1$8

Axial Load P 1*1%1

Factored Moment about X-axis, Mpx -%*

Factored Moment about !-axis, Mp" 11&%3

#ori"ontal Force alon$ X- axis , Fx &0%5

#ori"ontal Force alon$ !- axis , F" 0%

"%%

14%%

'ept( o) column alon$ X-axis , 'x 00

'ept( o) column alon$ !-axis , '" 500

100

*+0

5

5

15%03


+%*

-5%1

emarks Base Plate Si&e is

X &&0M LAN2 4.'A#A 6PP L.6L-00-247-10*--0101 /(eet74





8ltimate stress o) bolt in tension st)

=ield stress o) bolt )>b

2(aracteristic compressi?e stren$t( o) concrete,)ck

Permissible stress in conc% in bearin$, scc

Max earin$ Pressure, smax

@P


17/33

DESI' OF BOLT



Axial )orce, P 1*1%1

Moment about X-axis, Mx -%*

Moment about !-axis, M" 11&%3

#ori"ontal Force alon$ X- axis , Fx &0%5

#ori"ontal Force alon$ !- axis , F" 0%

5%*-%

03%*5

3%&

%&

&0&%*+

emarks *olt -e)i-e!

'ia o) bolt 4%



6ensile capacit> o) eac( bolt based on tensile stren$t( 33+105

6ensile capacit> o) eac( bolt based on concrete break out )ailure *05&

/o, 7Eecti?e 6ensile capacit> 33+105

No% o) bolt per side $.%%

X &&0M LAN2 4.'A#A 6PPL.6L-00-247-10*--0101

/(eet74

'esi$n o) 82 97F:



18/33

LE'TH OF BOLT

Len$t( o) bolt pro?ided 1*00


F> 35 6s 5 mm

Dusset outstand


' 135& N 13&%0 kN

0%&J4d 31%5 K 3*&%& IN


endin$ moment 5515+ Nmm 55% INm

endin$ capacit> 130030+++ Nmm 130%03 INm



Load on Geld 313% IN


Len$t( o) t(e Geld 5*mm

Load per mm 0%5 kN 151%5 1%5 kN


19/33


Plate dimension Bt(ree ed$e xedCa 1& b 1+5

cocient )rom roarks b beta 3 0%31+ a o) olt 13&% N 1%3 IN


6otal capacit> *3&%++ IN K &0%55 I


4sb Factored s(ear )orce actin$ on t( 0%10 kN


6b Factored tensile )orce actin$ on t 151%& kN


/o, .nteraction ratio 0%0 1

X &&0M LAN2 4.'A#A 6PP L.6L-00-247-10*--0101 /(eet 74'esi$n o) 82 97F:

N


20/33

kN

kNm

kNm

kN

kN

mm

mm

mm

mm

mm

.K.

N


21/33

kN

kNm

kNm

kN

kN

mm

mm

mm

kN

mm

N

N

N

nos

N


22/33

mm

OK

OK

OK


23/33

OK


24/33





Axial Load P 1150%0 kN

Factored Moment about X-axis, Mpx 30%0 kNm

Factored Moment about !-axis, Mp" 15%0 kNm

#ori"ontal Force alon$ X- axis , Fx 15%0 kN

#ori"ontal Force alon$ !- axis , F" -5%0 kN

"%% mm

14%% mm



100 mm

*+0

5

5

15%03


%

-0%*&


X &&0M LAN2 4.'A#A 6PP L.6L-00-247-10*--0101 /(eet74







25/33

DESI' OF BOLT



Axial )orce, P 1150%0 kN

Moment about X-axis, Mx 30%0 kNm

Moment about !-axis, M" 15%0 kNm

#ori"ontal Force alon$ X- axis , Fx 15%0 kN

#ori"ontal Force alon$ !- axis , F" -5%0 kN

%1

-0%3

+&5%00mm

15 mm

5*5 mm

3%kN

emarks *olt -e)i-e!

'ia o) bolt 4% mm




6ensile capacit> o) eac( bolt based on concrete break out )ailure *05& N



X &&0M LAN2 4.'A#A 6PPL.6L-00-247-10*--0101

/(eet74

'esi$n o) 82 97F:



26/33

LE'TH OF BOLT

Len$t( o) bolt pro?ided 1*00mm


F> 35 6s 5 mm

Dusset outstand


' 135& N 13&%0 kN OK

0%&J4d 31%5 K 5%55 IN


endin$ moment 5**0&3& Nmm 5%** INmendin$ capacit> 130030+++ Nmm 130%03 INm OK



Load on Geld 1335%00 IN


Len$t( o) t(e Geld *&3mm

Load per mm 0% kN 151%5 1%5 kN


27/33

fo- sti5ne- 2late (onne(te! to 6ange

Plate dimension Bt(ree ed$e xed a 1& b 1+5

cocient )rom roarks b beta 3 0%31+ a o) olt 13&% N 1%3 IN


6otal capacit> 1%3 IN K 15 I


4sb Factored s(ear )orce actin$ on t( 10%&3 kN4db 'esi$n s(ear capacit> 1%3 kN

6b Factored tensile )orce actin$ on t +0% kN



X &&0M LAN2 4.'A#A 6PPL.6L-00-247-10*--0101

/(eet74

' i ) 82 97F:

N


28/33

/(eet74 A

'esi$n o) Anc(or olt PA61 1

Design of An(o- Bolt= A

a

Cal()lation of /a,i) An(o- Bolt Tension >

I!enti


29/33

/(eet74 A


16 0.99 20.43 6.16 28.92 +% %0* 5%0*

101 17.70 373.28 3.29 7.67 5%3 0%00 %&5

102 25.34 560.59 4.86 11.30 5%&+ 0%00 %&*

103 25.29 559.49 4.42 10.26 &3%3 0%00 %&3

104 25.27 559.14 4.54 9.63 &5%5& 0%00 %&3105 0.76 392.45 4.08 9.64 50%0 0%00 %&+

106 0.77 392.47 4.08 9.64 50% 0%00 %&+

107 39.79 504.79 3.91 8.95 &*%5 0%00 %&3

108 39.79 504.81 3.91 8.96 &*%51 0%00 %&3

109 19.68 435.12 -1.64 -12.42 00%00 0%00 %53

110 19.68 435.14 -1.64 -12.42 00%00 0%00 %53

111 20.87 460.89 7.70 26.65 +*%3& 0%00 %&

112 20.87 460.91 7.70 26.65 +*%3& 0%00 %&

113 0.71 391.35 3.64 8.59 5&%0 0%00 %&5

114 0.71 391.37 3.64 8.60 5&%0+ 0%00 %&5115 39.74 503.69 3.46 7.91 &%5 0%00 %&

116 39.74 503.71 3.46 7.92 &%5+ 0%00 %&

117 19.62 434.02 -2.09 -13.46 00%00 0%00 %53

118 19.63 434.03 -2.08 -13.46 00%00 0%00 %53

119 20.82 459.79 7.25 25.61 +%& 0%00 %*

120 20.82 459.81 7.25 25.61 +%&1 0%00 %*

121 0.69 391.00 3.76 7.96 5% 0%00 %&5

122 0.69 391.02 3.76 7.96 5% 0%00 %&5

123 39.71 503.34 3.59 7.28 +1%0 0%00 %&1

124 39.72 503.36 3.59 7.28 +1%0+ 0%00 %&1125 19.60 433.67 -1.96 -14.10 00%00 0%00 %53

126 19.61 433.69 -1.96 -14.09 00%00 0%00 %53

127 20.80 459.44 7.37 24.97 +1% 0%00 %*

128 20.80 459.46 7.38 24.98 +1% 0%00 %*

129 -1.45 342.28 4.32 10.73 3+%31 0%00 %+1

130 41.25 540.56 3.63 7.75 +1%33 0%00 %&1

131 16.29 362.89 -18.35 -95.82 51%5 -*%* *%

132 23.52 519.95 26.30 114.30 &%5 -*%5 *%+

133 -1.50 341.18 3.88 9.69 *3%1 0%00 %&

134

41.20 539.46 3.18 6.71 +5%13 0%00 %&0135 16.24 361.79 -18.79 -96.86 51%+3 -3%&0 *%

136 23.46 518.85 25.85 113.26 &%* -*3%13 *%+

137 -1.52 340.83 4.00 9.05 *&%+ 0%00 %&

138 41.18 539.11 3.31 6.07 ++%*+ 0%00 %5

139 16.21 361.44 -18.67 -97.49 51%* -3%+ *%

140 23.44 518.50 25.98 112.62 &%0& -*3%35 *%+

141 -18.77 335.81 3.89 9.34 **%*0 0%00 %&

142 -18.77 335.83 3.90 9.34 **%3 0%00 %&

143 59.27 560.48 3.54 7.97 +1%55 0%00 %&1


30/33

/(eet74 A


144 59.28 560.51 3.55 7.98 +1%53 0%00 %&1

145 19.05 421.14 -7.55 -34.77 00%00 0%00 %53

146 19.06 421.17 -7.54 -34.77 00%00 0%00 %53

147 21.44 472.69 11.12 43.36 +1&%53 0%00 3%05

148 21.45 472.71 11.12 43.37 +1&%5 0%00 3%05149 -18.80 335.25 3.67 8.81 *+%*5 0%00 %&

150 -18.80 335.28 3.67 8.82 *+%* 0%00 %&

151 59.25 559.93 3.32 7.45 +3%*0 0%00 %&1

152 59.25 559.95 3.32 7.45 +3%3 0%00 %&1

153 19.03 420.58 -7.77 -35.30 00%00 0%00 %53

154 19.03 420.61 -7.77 -35.29 00%00 0%00 %53

155 21.42 472.13 10.89 42.84 +1%55 0%00 3%0*

156 21.42 472.16 10.90 42.84 +1%53 0%00 3%0*

157 -18.81 335.07 3.73 8.49 *%33 0%00 %&+

158 -18.81 335.10 3.73 8.50 *%30 0%00 %&+159 59.24 559.75 3.38 7.13 +*%53 0%00 %&0

160 59.24 559.78 3.39 7.13 +*%51 0%00 %&0

161 19.01 420.41 -7.71 -35.62 00%00 0%00 %53

162 19.02 420.44 -7.71 -35.61 00%00 0%00 %53

163 21.40 471.95 10.96 42.52 +1%3 0%00 3%0*

164 21.41 471.98 10.96 42.52 +1% 0%00 3%0*

165 -22.82 242.69 4.40 11.58 0*%5* 0%00 %0

166 62.59 639.25 3.01 5.62 %*1 0%00 %5

167 12.65 283.91 -40.94 -201.51 &%+ 35%5 *%+

168 27.11 598.03 48.35 218.72 101%+3 -%&0 *%+169 -22.85 242.13 4.17 11.06 0%&& 0%00 %+

170 62.56 638.69 2.79 5.10 *%0* 0%00 %5

171 12.63 283.36 -41.17 -202.04 &%35 35%5 *%+

172 27.08 597.47 48.12 218.19 101%55 -%+5 *%+

173 -22.86 241.96 4.23 10.74 11%* 0%00 %+

174 62.55 638.52 2.85 4.78 5%03 0%00 %5+

175 12.62 283.18 -41.11 -202.36 &%*1 35%+5 *%+

176 27.07 597.30 48.19 217.87 101%*5 -%+ *%+

177 -31.09 232.78 3.50 8.51 &% 0%00 %+*

178

-31.08 232.82 3.50 8.51 &% 0%00 %+*179 66.47 513.63 3.06 6.80 +3%51 0%00 %&1

180 66.48 513.67 3.07 6.81 +3%* 0%00 %&1

181 16.19 339.45 -10.80 -46.63 00%00 0%00 %53

182 16.20 339.49 -10.80 -46.62 00%00 0%00 %53

183 19.18 403.88 12.53 51.04 &*+%& 0%00 3%*

184 19.19 403.92 12.53 51.05 &*+%5 0%00 3%*

185 -35.68 125.43 4.16 11.39 +1%3+ 0%00 3%0*

186 71.08 621.13 2.43 3.94 +%31 0%00 %5+

187 8.67 176.96 -52.52 -254.98 +%* +&%1 *%&


31/33

/(eet74 A


188 26.74 569.60 59.10 270.31 111%& 1%+ *%+5

189 -38.17 83.47 2.18 5.44 +&%& 0%00 %0

190 -38.16 83.51 2.19 5.45 +&%5+ 0%00 %0

191 59.39 364.32 1.74 3.74 +%* 0%00 %5

192 59.40 364.35 1.75 3.74 +%*5 0%00 %5193 9 .11 190.14 -12.12 -49.70 &%50 -13%& *%

194 9.12 190.18 -12.11 -49.69 &%50 -13%+0 *%

195 12.10 254.57 11.21 47.97 31%51 -5%++ *%+

196 12.11 254.61 11.22 47.98 31%5 -5%+ *%+

197 -42.76 -23.88 2.84 8.33 0%00 +%& 0%00

198 64.00 471.82 1.11 0.88 &% 0%00 %5*

199 1.59 27.64 -53.83 -258.04 &0%0 103%33 *%

200 19.66 420.29 57.78 267.24 +% *%3 *%+


32/33

/(eet74 A



33/33

/(eet 74 A'esi$n o) Anc(or olt PA61 1

Documents

Anchor Bolt Design IS Code LSD