ANCHOR BOLT DESIGN CALCULATION FILLING PUMP HOUSE
I. Stru Struct ctur ural al Shap Shape e
P d1 M
H d" %d
d" d1
T
II. II. Desi esi! ! L" L"a# a. Perman Permanen entt Load Load - Ax A xial P = 8.895 Ton - Shear H = 0.51 Ton - Moment M = 1.344 Ton meter b. -
Temorar emorara! a! Ax A xial Shear Moment
Load Load P = 8.85 Ton H = 0.489 Ton M = 1."#5 Ton meter
III. III. Desi Desi! ! Data Data - An$h An$hor or bol boltt %i&t %i&tan an$e $e - An$hor bolt %iameter - An$hor (aa$it!
d1 =
340 mm
d" =
350 mm
%b =
1' mm 10#" x)* "051 )*
H= T=
x
x See An$hor +olt (aa$it!
I$. I$. A!al% !al%si sis s a. Per&a! Per&a!e! e! L"a# L"a# a.1 Check Check Tension Tension Strengt Strength h - Ten&ion en&ion an$hor an$hor bolt bolt d,e to moment moment externa externall Τ=
M d1
### =
=
34
3953
So ten&ion on 1 one/ An$hor bolt = - e&,lt
Τ
ο
2
T
)* 19#' )*
a.2 Check Check Shear Shear Strength Strength - Shear Shear &tren*t &tren*th h on 1 one/ one/ An$hor An$hor bolt bolt Η ο =
H n
510 =
4
=
2
Η allo6
127.5
)*
- e&,lt Η
ο
etained b! " An$or +olt
'. Te&p"rar% L"a# b.1 Check Tension Strength - Ten&ion an$hor bolt d,e to moment external Τ=
M d1
### =
34
=
3750
So ten&ion on 1 one/ An$hor bolt = - e&,lt
Τ
ο
2
1.33∗Τ
)* 18#5 )*
b.2 Check Shear Strength - Shear &tren*th on 1 one/ An$hor bolt
Η ο =
H n
489 =
4
=
122.25
)*
- e&,lt Η
ο
2
1.33∗Η
etained b! " An$or +olt
ANCHOR BOL T CAP ACI TY FILLING PUMP HOUSE Desi! Data ( - An$hor +olt %iameter %= - An$hor +olt Len*th L an$hor = - An$hor 7ield &tren*th
mm
450 mm "400 )*$m"
! = σ
- (on$rete rade
1'
= 1#5 )*$m"
b
A!al%sis ( I. TENSION CAPACITY a. +a&ed on &teel material - :etto Area. An = 0.85 ; A* An = 1.#09 $m"
A* = 0."5 ; π ; %" =
- Allo6able ten&ion o< an$hor T = σ tr ; An
T=
σ tr
= ! 1.5 = 1'00 )*$m" = 0.75 ∗ σd
σ tr
= 1"00 )*$m"
σ d
".01 $m"
"051 )*$m"
b. +a&ed on $on$rete bondin* to &tell an$hor Allo6able (on$rete +ondin* Stre&& ?/ $> = 0.83 ; σ b = 0.83 ; 1#5 = 145 )*$m"
Up ) *.+ Fc,
? = 0.1 ; 145.3 ? = 14.53 )*$m" An$hor Len*th 6hi$h b,ried b! $on$rete $an be $al$,late L'urie# ) La!ch"r / P0TN / tc"1er / tr"uti! @here PT: = t ba&elate B "% B "0mm tb&.l. = 1" mm
Lb,ried =
PT: = t$oCer =
'4
mm
40
mm
t*ro,t =
"5
mm
3"1
t*ro,tin*
PT:
t$oCer L b,ried
mm
Allo6able ten&ion o< an$hor T= T=
? x π x % x L b,ried "344 )*
So Allowable tension capacity o< an$hor T =
tb&. l
-*+ )*
L an$hor
II. SHEAR CAPACITY a. +a&ed on &teel material - ro&& area. A* = 0."5 ; π ; %" = - Allo6able &hear o< an$hor H = τ ; A* H =
".01 $m"
τ
= 0.58
σ
PP++D 1984/ = 9"8 )*$m" d
18'' )*
b. +a&ed on $on$rete bearin* - Maxim,m $onta$t &tre&& $onta$t bet6een $on$rete E rebar = 0.85 <$> σ $ = 0.85 $> = 1"3 *$m" - %eCeloment len*th Ld =
0.0" Ab ! $> 0.5
Ld =
"53 mm
Ab =
A* =
"01 mm
- Set$h &tre&& dia*ram La = min L b,ried Ld./
H
La =
$
0.85 $>
$= $=
"53 mm t$oCer B t*ro,t B 0.5 t b&. l #1
mm
H"
La
Ho = Gol,me o< %ia*ram Ho = 0.5 ; 0.85 $>/ ; La ; % Ho = "501 )*
HrF
ΣΜ=0
Ho ; "3 ;La/ = H ; La B $/ H = 130" )*
$. +a&ed on bendin* &tre&& o< an$hor M = H x 0.5;t b&.l/ σ bend = M@ σ
H=
bend
x @
@ = π3" x %3 =
=
0.40" $m3
10#" )*
0.5;t b&.l So Allowable shear capacity o< an$hor
H=
+*2- )*
(ombine o< I,ation
BASE PLATE DESIGN CALCULATION FILLING PUMP HOUSE
I.
Structural Shape
P d M"
n b<
0.80;b<
H
M
+ P/Α
n m
0.95;d
m
:
M/@ M1
External force & Stress Diagram
II. Desi! L"a# a. Permanent Load - Axial P = 8.895 Ton - Shear H = 0.51 Ton - Moment M = 1.344 Ton meter b. -
Temorara! Axial Shear Moment
Load P = 8.85 Ton H = 0.489 Ton M = 1."#5 Ton meter
III. Desi! Data - +a&e late thi$ne&& - +a&e late &iFe
t = := += H! =
- (ol,mn SiFe - 7ield &tren*th &tre&& - (on$rete rade
σb =
19 mm 300 mm "00 mm "00 x 150 x "400 )*$m" ""5 )*$m"
'
x
9
I$. A!al%sis a. Per&a!e! L"a# a. ear ng tress on oncrete - (on$rete bearin* &tre&& P σ= +x:
+
8895
M 1' +x:"
=
600
134400 +
3000
=
59.625
)*$m"
- Allo6able bearin* &tre&&
σ
2
a.2 Bearing Stress on Base Plate - Moment maxim,m on ba&e late M1 = 1" σx+/ m" m= 0.5 : - 0.95d/ = M1 =
5.5
$m
JJJ )* $m
M" = 1" σx:/ n"
n = 0.5 + - 0.80b = 4.00 $m
M" =
JJJ )* $m
- Stre&&e& on ba&e late M1
σ1 =
"
=
1803'.5' 1".03
"
=
14310.00 18.05
1'x+xt M"
σ2 =
1'x:xt
1499 )*$m"
=
#9".8 )*$m"
=
- Allo6able bendin* &tre&& o< ba&e late σ
= 0.#5 ; ! =
allo6
1800 )*$m"
- S,mmar! σ1
2
σ
σ"
2
σ
allo6
allo6
'. Te&p"rar% L"a# b.1 Bearing Stress on Concrete - (on$rete bearin* &tre&& P σ= +x:
+
8850
M 1' +x:"
=
600
127500 +
3000
=
57.25
)*$m"
- Allo6able bearin* &tre&&
=
σ
- e&,lt
105 )*$m"
2
b.2 Bearing Stress on Base Plate - Moment maxim,m on ba&e late M1 = 1" σx+/ m" m= 0.5 : - 0.95d/ = M1 =
5.5
$m
JJJ )* $m
M" = 1" σx:/ n" M" = JJJ )* $m
n = 0.5 + - 0.80d/ =
- Stre&&e& on ba&e late M1
σ1 =
"
1'x+xt
=
1#318.13 1".03
=
13#40.00 18.05
M"
σ2 =
"
1'x:xt
=
=
1439 )*$m"
#'1." )*$m"
- Allo6able bendin* &tre&& o< ba&e late σ
=
allo6
1.33 0.#5 ; !/ =
"394 )*$m"
- S,mmar! σ1
2
σ
σ"
2
σ
allo6
allo6
4.00 $m