anchor bolt design is code lsd
TRANSCRIPT
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7/25/2019 Anchor Bolt Design IS Code LSD
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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$e o) base pl%; cl% o) bolt, ed
8ltimate stress o) bolt in tension st) Nb N
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DESI' OF BOLT
Cal()lation of *olt along Z+ a,is
o!e o. "#4 Loa! Case 11$
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
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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$t( o) t(e Geld 50&mm
Load per mm 0%1 kN 151%5 1%5 kN
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fo- sti5ne- 2late (onne(te! to 7e*
Plate dimension Bt(ree ed$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$n tension capacit> 33+%10 kN
/o, .nteraction ratio 0%01 1 OK
X &&0M LAN2 4.'A#A 6PPL.6L-00-247-10*--0101
/(eet74
' i ) 82 97F:
N
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3.4 Design of Base Plate
3.4.1 Design of Base Plate C1
CHECK FOR SIZE OF BASE PLATE C1
o!e o. ""% Loa! Case 1$"
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
'ept( o) column alon$ X-axis , 'x 00 mm
'ept( o) column alon$ !-axis , '" 500 mm
100 mm
*+0
5
5
1*%0&
No .ncrease in permissible stress in L/' 1
13%3&
-+%11
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$e o) base pl%; cl% o) bolt, ed
8ltimate stress o) bolt in tension st) Nb N
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DESI' OF BOLT
Cal()lation of *olt along Z+ a,is
o!e o. ""% Loa! Case 1$"
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
Dross area pro?ided 15+
Net area pro?ided 100&
6ensile capacit> o) eac( bolt based on tensile stren$t( 33+105 N
6ensile capacit> o) eac( bolt based on concrete break out )ailure 10+* N
/o, 7Eecti?e 6ensile capacit> 33+105 N
No% o) bolt per side 4.%% nos
X &&0M LAN2 4.'A#A 6PPL.6L-00-247-10*--0101
/(eet74
Max earin$ Pressure, smax@P
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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 &13%01 IN
/o t(e moment capacit> Gill not $et reduced b> t(e eEect o) s(ear%
endin$ 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>%
0el! (onne(ting (ol)n+g)sset+*ase 2late
Load on Geld +111%50 IN
Assumin$ an & mm Geld eld si"e 10 mm
Len$t( o) t(e Geld *+&mm
Load per mm 1%*3 kN 151%5 1%5 kN
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fo- sti5ne- 2late (onne(te! to 7e*
Plate dimension Bt(ree ed$e xed a 1& b +5%5
cocient )rom roarks b beta 3 0%13 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> +3%5* IN K +* I
olt subOected to cobined s(ear and tension
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
6db 'esi$n tension capacit> 33+%10 kN
/o, .nteraction ratio 0%* 1 OK
X &&0M LAN2 4.'A#A 6PPL.6L-00-247-10*--0101
/(eet74
' i ) 82 97F:
N
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3.4 Design of Base Plate
3.4.1 Design of Base Plate C1
CHECK FOR SIZE OF BASE PLATE C1
o!e o. "83 Loa! Case 1$"
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
'ept( o) column alon$ X-axis , 'x 00 mm
'ept( o) column alon$ !-axis , '" 00 mm
100 mm
*+0
5
5
13%15
No .ncrease in permissible stress in L/' 1
%&5
-%
emarks Base Plate Si&e is O.K.
Portion2onsidered )orplate desi$n
Len$t( o) base plate alon$ X-axis, Lbp
idt( o) base plate alon$ !- axis, pb
'istance betn% ed$e o) base pl%; cl% o) bolt, ed
8ltimate stress o) bolt in tension st) Nb N
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DESI' OF BOLT
Cal()lation of *olt along 9+ a,is
o!e o. "83 Loa! Case 1$"
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
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 3&353 N
/o, 7Eecti?e 6ensile capacit> 33+105 N
No% o) bolt per side $.%% nos
Max earin$ Pressure, smax
@P
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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 11%+ IN
/o t(e moment capacit> Gill not $et reduced b> t(e eEect o) s(ear%
endin$ 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>%
0el! (onne(ting (ol)n+g)sset+*ase 2late
Load on Geld *10%5 IN
Assumin$ an & mm Geld eld si"e 10 mm
Len$t( o) t(e Geld *+&mm
Load per mm 0%+ kN 151%5 1%5 kN
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fo- sti5ne- 2late (onne(te! to 7e*
Plate dimension Bt(ree ed$e xed a 1 b 00
cocient )rom roarks b beta 3 0%3* a o) olt 13&% N 1%3 IN
G(en t(e bolts Gill be in compression, t(e> Gill be ee)ecti?e in s(ear
6otal capacit> *3&%++ IN K *1 I
olt subOected to cobined s(ear and tension
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
6db 'esi$n tension capacit> 33+%10 kN
/o, .nteraction ratio 0% 1 OK
N
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3.4 Design of Base Plate
3.4.1 Design of Base Plate C1
CHECK FOR SIZE OF BASE PLATE C1
o!e o. 1":# Loa! Case 1$"
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$ X-axis , 'x 00 mm
'ept( o) column alon$ !-axis , '" *00 mm
100 mm
*+0
5
5
1*%0&5
No .ncrease in permissible stress in L/' 1
-%3
-1%&*
emarks Base Plate Si&e is O.K.
Portion2onsidered )orplate desi$n
Len$t( o) base plate alon$ X-axis, Lbp
idt( o) base plate alon$ !- axis, pb
'istance betn% ed$e o) base pl%; cl% o) bolt, ed
8ltimate stress o) bolt in tension s t) Nb N
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DESI' OF BOLT
Cal()lation of *olt along 9+ a,is
o!e o. 1":# Loa! Case 1$"
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
Dross area pro?ided 15+
Net area pro?ided 100&
6ensile capacit> o) eac( bolt based on tensile stren$t( 33+105 N6ensile capacit> o) eac( bolt based on concrete break out )ailure &+500 N
/o, 7Eecti?e 6ensile capacit> o) eac( bolt 33+105 N
emarks Bolt (a2a(it; satis
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Te sti5ne- is sei (o2a(t se(tion
distace betGeen Han$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
/o t(e moment capacit> Gill not $et reduced b> t(e eEect o) s(ear%
endin$ moment -1533+* Nmm -1%5 INm
endin$ capacit> 130030+++ 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 03+%50 IN
Assumin$ an & mm Geld eld si"e 10 mm
Len$t( o) t(e Geld *&3mm
Load per mm 0%** kN 151%5 1%5 kN +3%5* IN K **% I
olt subOected to cobined s(ear and tension
4sb Factored s(ear )orce actin$ on t( 5%&1 kN
4db 'esi$n s(ear capacit> 1%3 kN
6b Factored tensile )orce actin$ on t 310% kN
6db 'esi$n tension capacit> 33+%10 kN
/o, .nteraction ratio 0%5 1 OK
N
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3.4 Design of Base Plate
3.4.1 Design of Base Plate C1
CHECK FOR SIZE OF BASE PLATE C1
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
No .ncrease in permissible stress in L/' 1
+%*
-5%1
emarks Base Plate Si&e is
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$e o) base pl%; cl% o) bolt, ed
8ltimate stress o) bolt in tension st)
=ield stress o) bolt )>b
2(aracteristic compressi?e stren$t( o) concrete,)ck
Permissible stress in conc% in bearin$, scc
Max earin$ Pressure, smax
@P
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DESI' OF BOLT
Cal()lation of *olt along Z+ a,is
o!e o. ""% Loa! Case 1$8
Axial )orce, P 1*1%1
Moment about X-axis, Mx -%*
Moment about !-axis, M" 11&%3
#ori"ontal Force alon$ 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%
Dross area pro?ided 15+
Net area pro?ided 100&
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:
Max earin$ Pressure, smax@P
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LE'TH OF BOLT
Len$t( o) bolt pro?ided 1*00
DESI' OF STIFFER PLATE
F> 35 6s 5 mm
Dusset outstand
utstand len$t( 00 mm
' 135& N 13&%0 kN
0%&J4d 31%5 K 3*&%& IN
/o t(e moment capacit> Gill not $et reduced b> t(e eEect o) s(ear%
endin$ moment 5515+ Nmm 55% INm
endin$ capacit> 130030+++ Nmm 130%03 INm
#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 313% IN
Assumin$ an & mm Geld eld si"e 10 mm
Len$t( o) t(e Geld 5*mm
Load per mm 0%5 kN 151%5 1%5 kN
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fo- sti5ne- 2late (onne(te! to 7e*
Plate dimension Bt(ree ed$e xedCa 1& b 1+5
cocient )rom roarks b beta 3 0%31+ a o) olt 13&% N 1%3 IN
G(en t(e bolts Gill be in compression, t(e> Gill be ee)ecti?e in s(ear
6otal capacit> *3&%++ IN K &0%55 I
olt subOected to cobined s(ear and tension
4sb Factored s(ear )orce actin$ on t( 0%10 kN
4db 'esi$n s(ear capacit> 1%3 kN
6b Factored tensile )orce actin$ on t 151%& kN
6db 'esi$n tension capacit> 33+%10 kN
/o, .nteraction ratio 0%0 1
X &&0M LAN2 4.'A#A 6PP L.6L-00-247-10*--0101 /(eet 74'esi$n o) 82 97F:
N
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kN
kNm
kNm
kN
kN
mm
mm
mm
mm
mm
.K.
N
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kN
kNm
kNm
kN
kN
mm
mm
mm
kN
mm
N
N
N
nos
N
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mm
OK
OK
OK
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OK
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3.4 Design of Base Plate
3.4.1 Design of Base Plate C1
CHECK FOR SIZE OF BASE PLATE C1
o!e o. ""% Loa! Case 1$"
Axial Load P 1150%0 kN
Factored Moment about X-axis, Mpx 30%0 kNm
Factored Moment about !-axis, Mp" 15%0 kNm
#ori"ontal Force alon$ X- axis , Fx 15%0 kN
#ori"ontal Force alon$ !- axis , F" -5%0 kN
"%% mm
14%% mm
'ept( o) column alon$ X-axis , 'x 00 mm
'ept( o) column alon$ !-axis , '" 500 mm
100 mm
*+0
5
5
15%03
No .ncrease in permissible stress in L/' 1
%
-0%*&
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
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DESI' OF BOLT
Cal()lation of *olt along Z+ a,is
o!e o. ""% Loa! Case 1$8
Axial )orce, P 1150%0 kN
Moment about X-axis, Mx 30%0 kNm
Moment about !-axis, M" 15%0 kNm
#ori"ontal Force alon$ 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
Dross area pro?ided 15+
Net area pro?ided 100&
6ensile capacit> o) eac( bolt based on tensile stren$t( 33+105 N
6ensile capacit> o) eac( bolt based on concrete break out )ailure *05& N
/o, 7Eecti?e 6ensile capacit> 33+105 N
No% o) bolt per side 1.%% nos
X &&0M LAN2 4.'A#A 6PPL.6L-00-247-10*--0101
/(eet74
'esi$n o) 82 97F:
Max earin$ Pressure, smax@P
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LE'TH OF BOLT
Len$t( o) bolt pro?ided 1*00mm
DESI' OF STIFFER PLATE
F> 35 6s 5 mm
Dusset outstand
utstand len$t( 00 mm
' 135& N 13&%0 kN OK
0%&J4d 31%5 K 5%55 IN
/o t(e moment capacit> Gill not $et reduced b> t(e eEect o) s(ear%
endin$ moment 5**0&3& Nmm 5%** INmendin$ capacit> 130030+++ 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 1335%00 IN
Assumin$ an & mm Geld eld si"e 10 mm
Len$t( o) t(e Geld *&3mm
Load per mm 0% kN 151%5 1%5 kN
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fo- sti5ne- 2late (onne(te! to 6ange
Plate dimension Bt(ree ed$e xed a 1& b 1+5
cocient )rom roarks b beta 3 0%31+ a o) olt 13&% N 1%3 IN
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 15 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 +0% kN
6db 'esi$n tension capacit> 33+%10 kN
/o, .nteraction ratio 0%05 1 OK
X &&0M LAN2 4.'A#A 6PPL.6L-00-247-10*--0101
/(eet74
' i ) 82 97F:
N
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/(eet74 A
'esi$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
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/(eet74 A
'esi$n o) Anc(or olt PA61 1
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
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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 *%&
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'esi$n o) Anc(or olt PA61 1
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 *%+
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/(eet74 A
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/(eet 74 A'esi$n o) Anc(or olt PA61 1