MOMENT Endplate
MOMENT Endplate
MOMENT Endplate
: of
colum n
CLIENT: stiffiner
Date : Aug. 17, 2005
PROJECT: Prepared
bp
by : Lyndon
b f2 g b f1
ITEM: DESIGN OF ENDPLATE CONNECTION Checked by :
t w2
Reference d2 tp
Design Calculation Results
(AISC-ASD)
Part 4 DESIGN OF ENDPLATE - MOMENT
page 4-116 endplate
Le beam
pb
column pf t f1
stiffiner
d 1 /2
Lp d1
b f2 g bp c olum n
b f1
d 1 /2
t w2
pf t f1
d2 tp pb
Le
t f2 t f2
endplate
d2
Le beam
pb
A. DESIGN DATA CONNECTIONS
pf IS SAFE
t f1
1. Input Parameters
d 1 /2
Table CPRF-2 beam = UB 457 x 152 x 74 BS EN 10025 S275 Fy = 265.00 MPa required beam section
column
column = UC 254 x 254 x 73 BS ENL10025
p S275 d 1 Fy = 275.00 MPa column support section
dBS
1 / 2EN 10025 S275
endplate = PLT30 x 200 x 750 Fy = 275.00 MPa endplate support
E70XX (483 MPa)
Table B1 weld = pf allowable
t f 1stress on welds
db = 24 mm BS 3692 Grade
p b 8.8
bolts size and specifications
Le
Figure 1.0 connection = TYPE 2 connection type for endplate
4-tension bolts n t f2 =
top 4 tnos.
f2 minimum four tension flange bolt
n bottom
= d2 4 nos. minimum two compresion flange bolt
n center
= 2 nos. center bolt between top and bottom flange (OPTIONAL)
M= 260.00 kN-m design beam end moment
Q= 150.00 kN end shear force
P= 10.00 kN axial force
Le = 60.00 mm edge distance from top of end-plate to center of bolt
pb 3db pb = 120.00 mm pitch or vertical distance between bolts
g= 150.00 mm bolt gage connected to column flange
Reference
Design Calculation Results
(AISC-ASD)
r2 = 12.70 mm fillet
B. BOLT DESIGN
1. Actual capacity
Ff = M / (d1 - tf1) + P/2 flange force 589.27 kN
T = Ff / n actual single bolt force 147.32 kN
Section J3-5 4. Reduced allowable tension due to shear RATIO =>> 0.86 O.K.
Table J3-3 fv/Fv + ft/Ft < 1.40 combine shear and tension for single bolt 0.859
2. Length of end-plate
Lp = 2Le + 2Pf + d1 height of end-plate 682.00 mm
developed by: Lyndon Perez 357401385.xls
JOB NO.: REV.NO.: Page No. : of
CLIENT:
Date : Aug. 17, 2005
PROJECT: Prepared by : Lyndon
ITEM: DESIGN OF ENDPLATE CONNECTION Checked by :
Reference
Design Calculation Results
(AISC-ASD)
use: 750.00 mm
F. COLUMN STIFFINERS
Pbf = 5/3 * Ff actual plate force 982.12 kN
Reference
Design Calculation Results
(AISC-ASD)
d1 /2 d 1 /2 d 1 /2
Lp Lp Lp
d1 /2 d 1 /2 d 1 /2
Le pf Le
Le
d 1/ 2 d1 /2 d 1/ 2
Lp Lp Lp
d 1/ 2 d 1 /2 d 1 /2
pf pf Le
Le pb
Le
d1 /2 d 1 /2 d 1 /2
Lp Lp Lp
d1 /2 d 1 /2 d 1/ 2
pf pf pf
Le Le pb
Le
STD 21 145
OVS
SC Class A 18 125
SSL
BS grade hole Fv Fv Ft Ft
DESIGNATION type type ksi MPa ksi MPa