BASE PLATE DESIGN (BS CODE) Design for Axial, Shear Load and Moen!s" Col#n Se$!ion
%&'x%&'x
Column Data
305x305x118
d$
*f
314.50
307.40
Tw
Tf
12.00
18.70
5748.38 Base Plate Size Length
l* 90h*1
600
mm
Width
#*
600
mm
Length Width
L' W'
2000 2000
mm mm
Area of Steel in tension zone
As
1500
mm;
d
24 8.8 8
mm
Concrete Pedestal Data
Anchor Bolt Data Dia of Bolt Anchor Bolt rade !"m#er of Bolts Anchor Bolt $m#edded Length %itho"t &oer
n Le
400
mm
$dge Distance
(
75
mm
$dge Distance
h
525
mm
&enter to &enter distance
l1
75
mm
l2
150
mm
l3
150
mm
l4
150
mm
l5
75
mm
L:
142.75
mm
S%
10
P-*
275
!9mm;
Bearing strength of Plate
P#*
460
!9mm;
Bearing Stress of Anchor Bolt
P##
1000
!9mm;
,ensile ,ensile strength of Anchor #olt #olt
Pt
560
!9mm;
Shear Stress of anchor #olt
Ps
#75
!9mm;
&oncrete c"#e strength
f c"
40
!9mm;
Dist from )ange to egde of *late
nos
Weld Data Weld Size ater!al "tress +ield Stress of Plate
+ield stress of col"mn
P-
275
!9mm;
P-%
215
!9mm;
/- 0!1 z / /z /s
#00 400
75
2! 2! 2! 2! 2! 2!
# 9!
:333.33
mm
9; L9; #
:<33.33
mm
Weld Strength $oad Data Aial /orce oment a#o"t oment a#o"t 6 Shear along Shear along 6 es"ltant Shear
75
"te% & 1 &hec( for ,ension in Bolts
Distance to the edge of com*ressie #loc(
&om*ression
& <.> fc" # *
;=7>< &?! Tens!on !n Anchor Bolts' ()nore "t e%&1 )oto "te% &2
"te%&2 & <.> f c" #*
$@:
, & !
$@;
, 0hh*9;1 & 0h *9;1
$@3
<.>f c" #* 0h 9;1 !0hh *9;1
/rom $@: ; into 3
7;<< h0s@1
75><<<< h
: h0s@1
:<5< h
*+
4>75<<<<<
<
>4=3<.5>
<
>5.==
mm
=5<.:= >5<.:=
2! 2!
=84.<: >5.==
S"#stit"ting the Cal"e in $@: and $@; & ,
"te% & # ,a- Com%ress!on "!de Bend!n) e L: <.8s%
:>::47.83
mc <.>f c" e;9;
;:78=<.75
mc
;:78=<.75
!mm Per mm %idth
5>.3<
mm
<.5
t* re@"ired #ase *late thic(ness
:34.75
mc <.>f c" 0e9;1
04mc 9P-*1
"te% &4 Tens!on "!de Bend!n) m L: ( <.8s% mt , m t* 04mt9P-*#*1<.5
t* re@"ired #ase *late thic(ness
Ado%ted Th!cness of Plate +
5=.75
mm
388487==.33
!mm
3<.>=
mm
56.#0
mm
nt n9;
4.<<
!os
,9nt
:>;.55
2!
:38<.<<
mm
"te% & 5 Anchora)e !"m#er of Bolts in ,ension ,ension force *er #olt
Anchor *late
La*
&hec( for free edges
e@ 0:.5 Le 1
><<.<<
mm
Aaila#le
7<<.<<
mm
/d)ed!stancesat!ed f aerage shear stress oer eectie de*th
P ,90P Le1
>:8<.<<
mm
<.;>
!9mm;
<.;=
!9mm;
Cc design concrete shear stress Cc <.7=9:.;5 E:<
<.3=
"se
<.3=
Gf E4<<9LeF:94 is ? :H "se :.
:.<<
"se
:.<<
f 3c' Anchor Bolt #ond along the em#edded length /rom BS 8::< cl. 3.:;.8.3 3.:;.8.4 t he #asic re@"irement is f # anchorage #ond stress
, 9 0n π d L1
5.3=
f #" design "ltimate anchorage #ond stress
<.;8f c"<.5
f f'
5.><
"te% & 6 Tens!on !n Bolts /tall PtKd;K3.:494
;53.;:
2!
/tacc ,9nt
:>;.55
2!
=<.<<
*sAs for #olt shear or
:>=.5>
2!
dt* P# for #olt #earing on #ase *late or
>;:.5;
2!
Allo%a#le ,ension *er Bolt Act"al ,ension *er Bolt
"te% & 7 "hear &hec( if Shear is transferred thro"gh friction
<.3 ! ns *ss nt *ts
Des!)n hor!ontal shear force
>d fc" for #olt #earing on concrete ;
Pss
:38.;4
2!
1#8.24
9
<.4 *s As for #olt shear or dt*P# for #olt #earing on #ase *late
:5<.<<
2!
>;:.5;
2!
>d;f c" for #olt #earing on concrete
:38.;4
2!
Pts
1#8.24
9
ns *ss nt *ts
::<5.=;
2!
3;.<<
!9mm;
;=3<.><
mm;
#00.00
mm
<.77
mm
:9A/; "te% & 8 "hear $)s ,A("C A%%roach&-linderical Strength of &oncrete
fc'
Shear l"g area re@"ired Ass"me Width of Shear l"g ? Base *late %idth
Al /s90<.8fc'1 #l"g
$m#eddment De*th
dl"g
Ising &antileer model of l"g thic(ness
l C 0 d l"g9;1
,hic(ness of ro"t
Section od"l"s ,hic(ness of Shear L"g re@"ired &oncrete fail"re %idth $dge distance of shear l"g
25.00
l l φ P-* 6
88.;4
2!mm
tl"g
10.<<
mm
a el"g
;<<<.<<
mm
500.00
mm
6 #l"gtl"g;94
# ProJected area of fail"re
A
Shear &a*acit- of &oncrete in front of l"g
C" 4 φfc<.5 A
5<=.77
mm
:<:>><>.7:
mm;
:43;.;=
2!
:58<.8<
2!
"te% & < Tens!on Weld Des!)n ,ension &a*acit- of /lange /orces in tension )ange Weld force *er mm Weld throat re@"ired
#f ,f P ,)a 90dctf1 ! Af9Ac
:;35.=;
2!
%f ,)a 90;#ft%1
;.<5
2!9mm
%f 9*-%
=.54
mm
