HomeMy WebLinkAboutGRAVITY COLUMN BASE PLATES - 05-00205 - Rexburg LDS Temple - Foundation0
r Consulting Engineers
Sheet No.:
Project: Rexburg Temple Engineer: JTM
Project No.: 204359 File, Steel column baseplate-LRFD.mcd
Client: Architectural Nexus Date' 1125105
Subject: W12x95 Rei.:
Column dead load:
Column live load:
Width of column:
Depth of column:
Area of plate:
Factored load for concrete:
Minimum area of baseplate-,
Design beari'ng capacity:
(ACI 1 .17.1)
Service level bearing pressure:
;= 12.111
:_ 0.65
l y I • ' PD
+ 1.6 -PL y rPL
Concrete compressive strength:
Yield strength of steel:
Width of baseplate:
Length of baseplate:
Area of concrete support:
1 f
" ��,c.0-85.fc_p
*-
_,� • - U
E
�COO.85-fc_p
w
f` d
�P,
�C'0.854, y�,1 + A, ,
P u
1.7
f . __ I f� 0.938ksl'
P � . - Al
Effective cantilever dimensions:
—0.9.�-d)
2
1 (B - 0.8-b,)
2
Jb —fr-. d
Pri •_ _
.1n
pries =3 in
�.n
Required baseplate thickness;
I
—Mn :—
2-PU
-9-f *
A, = 4001-11'
? 570
A1_min == max(A1_min)
Al min = 25$ ink
:- min
�Pn = 1768.0 kips
0.35-f -
.-p
6
'..
Transition coefficients:
4•d-bf Pu
X ;= mit (d + b f) 2"PP
1
. X
t= Wild 1 1 _X
-�
:= 4-s.'C..
F.= Y
20 -in:
-.= 0.111
A 2 .- (106-in)-(106-iir
Piu.
FP = 2.8 ksl
X - 0.496
= 0. 824
11
Lr €
� Consulting Engineers
Sheet No.:
Project: Rexburg Temple Engineer: JTM
Project No.: 204359 Fie: Steel column baseplate-LRFD.mcd
Client: Architectural Nexus Date: 1125105
Subject: W12x87 Rev.:
Column dead load:
Column live land:
_ 'width of column:
Depth of column -
Area, of pJate.-
Factored
load for concrete:
Mini -mum area of baseplate:
Design bearing capacity;
(ACI 1 .1 .k1
Service level bearing pressure.-
:_ 272 .'kips
L *_ ' : -kips
f.— 1 .Mw
:= 12. in
�,:zz: 0.65
1 ;= I ■
P 1.2.PD + i.6 -PL
1_mtn .�
Concrete compressive strength
Yield strength of steel.
Width of baseplate.-
Length
aseplate:
Length of baseplate:
Area of concrete support:
c�Pn := mit1j
Effective cantilever dimensions:
— (N- 0.95-d)
�[bf-d
l�pI`lrlie • _
:— niax i
f..
m = 4.3 in
11 = 5.2 in
4
Ti i
prime �n
Required baseplate thickness:
PU
C ■ 0. 8 5 - f_p
bf■
�C'0.85-fc_p. — -
AI_min �T max(A1_min)
215 in
�Pn = 1'.p
(0.354�_p-j 2
p pI 1
.-f
Transition coefficients:
1
-d.bf PU
■
X min + b
f) �C.p P
F
a
Lf
t—in t 1.41 in
0.9-fy-_
f := r
�V:= .l'
* _= -111
:= 20.111.
FP = 2.8 ksi
X = 0.414
X = 0.728
l
Lr.[
F
Consulting Engineers
Sheet No.:
project: Rexburg Temple Engineer. JTM
Project No.: 204359 File: Steel column baseplate-LRFD.rncd
Ckent: Architectural Nexus Date. 1/25/05
Subject: WlOx49 Rev.:
Column dead load:
Column live load:
Width of column:
Depth of column:
Area of plate--
F3ctored
load for concrete:
Minimum area of baseplate:
Design bearing capacity`
(ACI 10-17.1
Service level bearing pressure:
d:- 10 -in
a6
0.65
Concrete compressive strength:
Yield strength of steel:
Width of baseplate:
Length of baseplate:
Area of concrete support:
U F= 1..P + 1.•L
mire .=
pt,
1 U
9 •,
�C`0.85-fc__p
bf-d
j�
Min A�
�C'0.854C_P-2A,
Effective cantilever dimensions:
1
2 -(N — 0.95,x.)
i - 0.8-br)
11prr[Me
4
rn
max
m =4.25 i1-1
it prime 2.5 i
Required baseplate thickness:
fp = {7.472 ksi
tC-
P Min
- P
1i max(Al-ni
-min
118 ITI
= 1432.1 kips
Transition coefficients:
4•d•bf Pu
X := min(d + bf�2 �c'PP
1
2' X
min 1 + 11 X
1
A-1-1-* 1n17
] 18
• in .
:;� 1-ir
Pu C [�Pn = �
F _2.8 ksi
P
k = 0.572
V!
r
C iong Engineers
Sheet No.,-
Project:
Rexburg Tempe Engineer: JTM
Project No.; 204359 File: Steel column base plate -LRF Q.mcd
Client: Architectural Nexus Date: 1/25/05
Subject: HSS 6x6 Rev-:
Column dead load: P - := -11
ps
Column live load: It= 35-kipsPL I
Width f1umn: *in
Depth of iun: .2
Area of plate: A, t=
Factored load for concrete:
Mini mum area of baseplate:
Design bearing capacity:
(ACI 10.1y
Service level bearing pressure:
p__2__
, + . '
1
._
1—min .—
pri := R
ni
Concrete compressive strength.
Yield strength of steel:
W i o asep ate:
Length of baseplate:
Area of concrete support:
1.•L
Pia
R' f
�.
U
C -. - f
bf.d
�C'0,85-fc_p-
FIA
R3
Pit
1.7 fp
._ = 0.54
Effective cantHever dimensions.
I
_.(N - 0-95-d)
2
n z-- I -(B - 0.8-b,,)
4
i -n
= max 11
.,
X.n rime
m=3.GSi»
n = 1. 1
11 r nle. :7-,- 1.5 ill
c = 3.65' n
Required baseplate thickness:
2-PU
A -f i R
1 4in
PU=
A1_min ,_ max(A1_min)
1_min
— 44 1
Mini
pn - 360.6kips
0.35.f'_P-J A
0. 7' f
Transition coefficients:
X R mill
�' -1 _ mill
- -bf PU
,
+b P
1
2101
1+41-X
1
_0-88 1n .
: --= : . i:
Y
i= S * in
f
:= 1*in.
42 (16. i .:
PU:5 Orl = 1
FP, = 2.2 ksi
X = 0.28
f Fp
P