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Basic design data: ▴
esign axial load!
d6 "#$%.% k
↓
esign moment load!
7d6 $$'.% km
↷
ase plate steel grade! $*'
f yp6 $*' /mm+
(& -/"-"-, 0able /.-)
8oundation concrete class! 3%/*
f ck 6 %.% /mm+
(& -$"-"-, 0able /.-)
1artial factors : c6 -.'%
(& -$"-"-, 0able $.-&)
9 steel!
: 7%6 -.%%
(& -/"-"-, ; <.- (-))
9 anchor bolts!
: 7b6 -.$'
(& -/"-"#, 0able $.-)
9 compressi=e strength!
α cc 6 %.#'
(& -$"-"-, ; /.-.< (-))
9 tensile strength!
α ct 6 -.%%
(& -$"-"-, ; /.-.< ($))
9 concrete!
2ong"term effect coefficients
3olu 3olumn mn sect sectiion
4 A 5%% 5%%
9 height!
h c 6 % mm
9 width!
b fc 6 %% mm
9 web thickness!
t wc 6 --.% mm
9 flange thickness!
t f c 6 -.% mm
Determination of base plate dimensions, based on compression force ▴▴
d6 "#$%.% k
:c6 -.'%
7d6 $$'.% km
:7%6 -.%%
3olumn section type!
α cc 6 %.#'
4 A 5%%
h c 6 % mm
b f c 6 %% mm
t w c 6 --.% mm
8oundation concrete class!
3%/*
1resumed base plate thickness!
-< > t ? 5%
ase plate steel grade!
$*'
f ck 6 %.% /mm+
(& -$"-"-, 0able /.-)
f yp6 $<' /mm+
(& -/"-"-, 0able /.-)
E @ 6 $/
(& -/"-"#, ; <.$.' (*))A
α = A c- / A c% = -.'%
concrete bearing strength enhancement ratioAA
8oundation @oint coefficient!
√
8 = max 3,d
t f c 6 -.% mm
∣ 7 d ∣ h c −t fc
@,d6 $
−
d
= -%-<.' k
maximum compressi=e force acting on the foundation
(83,d)6 $%$. k
assumed axial compressi=e load
$
max
f @d 6 E @ α f c d 6 -*.%% /mm+
[ ]
@, d A c % = max h c b fc f cd
$
F
@ ,d f cd
= -%-<5* mm+
A c%6 -%-<5* mm+ > %.'h c b fc6
A
3
$
*.%
"'$-'<.
design bearing strength of the foundation @oint
c=
preliminary estimate of the base plate area
----'% mm+
adopt a Blarge pro@ectionB base plate
√
5#.' mm − ± $−5A3 = $ A >%
additional bearing width calculation
3heck for o=erlapping 0"stubs! $c 6 <. mm > hc"$tfc6 '$.% mm
c= %
(check passed)
√
− ± $−5A3 = $ A
CeDuired minimum plan dimensions and thickness of the base plate!
(
) ) =%
bp ≥ b fc + $c =- <. mm
(
bp ≥ b fc + $ t fc
-
%
(
) ) =
hp ≥ h c + $c = 5#<. mm
(
hp ≥ h c + $ t fc t p ≥ c
√
f @d :7% f yp
= $-. mm
etermined base plate dimensions t p = $$ mm
b p = 5%% mm
h p = 5% mm
$*'
(Blarge pro@ectionB base plate)
Determination of base plate thickness and anchor bolt dimensions, based on tension force ▴▴▴
d6 "#$%.% k
: c6 -.'%
: 7b6 -.$'
7 d6 $$'.% km
: 7%6 -.%%
α ct 6 -.%%
h c6 % mm
t fc 6 -.% mm
∣ 7d ∣
8 = max 0,d
hc − t fc
+
d $
= -<.' k
maximum tensile force acting on the foundation
ase plate steel grade!
$*'
f yp6 $<'.% /mm+
(& -/"-"-, 0able /.-)
8oundation concrete class!
3%/*
f ck 6 %.% /mm+
(& -$"-"-, 0able /.-)
umber of bolt rows n !
-
stimated bond conditions!
BgoodB
-6 -.%%
(& -$"-"-, ; #.5.- ($))
1resumed bolt diameter ϕ !
7$5
$6 -.%%
(& -$"-"-, ; #.5.- ($))
A s6 ' mm+
tress area of the bolt!
f ub 6 <%% /mm+
olt class!
<.#
0ype of the bolt bar!
ribbed bar
(& IG ##"-)
k6 $.$'
2 b6 %% mm
asic anchorage length! f bd = k I- I$ ×
(& IG ##"-)
L ct ×%.*×%./ f $ck / / :c
=
.%5 /mm+
design bond strength of the concrete
Anchor bolt siHe (first estimate)! A s ≥
∣
∣
8 max 0,d
:7b $×%. n fub
= $$* mm+
CeDuired bolt diameter! 7
%$reDuired bolt stress area (first estimate)
first estimate, based on the selected bolt class
Anchor bolt resistance! 8 t,bond,Cd6 π J l bf bd6 $%<.5 k 8 t,Cd =
%.f ub A s
design bond anchorage resistance of the bolt
= -'$.' k
design tensile resistance of the bolt
8t,anchor,Cd 6 mi n (8 t,bond,Cd F 8t,Cd)6 -'$.' k
design resistance of a single anchor bolt
: 7b
Anchor bolt check! $ n8t,anchor,Cd 6 %'.% k max
80,d6 -<.' k
$n 8t,anchor,Cd K m a x (8t,d)
atisfied
CeDuired minimum base plate thickness! t p ≥
√
8 0,d :7% $ n π f yp
= -%. mm
etermined anchor bolts and base plate thickness Anchor bolts:
7$5 / <.#
t p = $$ mm
$*'
Notes: 0he use of the E @6$/ coefficient =alue reDuires that the following conditions on the grout compressi=e strength be met! if grout thickness ? '% mm
then the minimum grout compressi=e strength6 5.%% 71a
if grout thickness M '% mm
then the minimum grout compressi=e strength6 $%.%% 71a
maximum grout thickness! #% mm
(& -/"-"#, ; <.$.' (*))
0he theoretical minimum =alue for the α ratio is -, but the common practice is to adopt a =alue of -.'. 0his corresponds to ha=ing continuous foundation dimensions of b f 6-.'bp and h f 6-.'h p .
References: -$"-"- """ esign of concrete structures. Neneral rules and rules for buildings -"-"- """ esign of steel structures. Neneral rules and rules for buildings -"-"# """ esign of steel structures. esign of @oints -%%"$ """ xecution of steel structures and aluminium structures " 1 art $! 0echnical reDuirements for steel structures IG ##"- """ 7echanical properties of fasteners made of carbon steel and alloy steel O 1art -! olts, screws and studs 8%5'a""P """ 8low chart! 8ixed column bases ( Access teel) %*a""P """ 33I! esign model for simple column bases" axially loaded I"section columns ( Access teel) %5a""P """ 33I! esign of fixed column base @oints ( Access teel)
