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JOB NO.: CLIENT: PROJECT: ITEM:
REV.NO.:
Design Calculation
(AISC-ASD)
Part 4
of
Date : Aug. 17, 2005 Prepared by : Lyndon Checked by :
DESIGN OF ENDPLATE CONNECTION
Reference
Page No. :
Results
DESIGN OF ENDPLATE - MOMENT
page 4-116
A. DESIGN DATA 1. Input Parameters Table CPRF-2
beam =
Fy =
265.00 MPa
required beam section
column =
Fy =
275.00 MPa
column support section
Fy =
275.00 MPa
endplate support
endplate = Table B1
weld = db =
Figure 1.0
connection =
4-tension bolts
≥ 3db
PLT30 x 200 x 750
allowable stress on welds bolts size and specifications connection type for endplate
n top =
4 nos.
minimum four tension flange bolt
n bottom =
4 nos.
minimum two compresion flange bolt
2 nos.
center bolt between top and bottom flange (OPTIONAL)
n center =
pb
CONNECTIONS IS SAFE
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
pb =
120.00 mm
pitch or vertical distance between bolts
g=
150.00 mm
bolt gage connected to column flange
edge distance from top of end-plate to center of bolt
2. Derived Parameters for Hot Rolled or Built-up Sections a.) Section properties of required beam d1 = tw1 = bf1 top =
462.00 mm 9.60 mm 154.40 mm
total depth of beam web thickness
bf1 bot. =
154.40 mm 17.00 mm
bottom flange width
tf1 top = tf1 bot. = k 1 top = k 1 bot. =
17.00 mm 27.20 mm
top flange width top flange thickness bottom flange thickness distance from outer face of top flange to web toe of fillet
r 1 top =
27.20 mm 10.20 mm
top fillet
r 1 bot. =
10.20 mm
bottom fillet
distance from outer face of bottom flange to web toe of fillet
b.) Section properties of column support d2 = tw2 = bf2 = tf2 = k 2 = r 2 =
developed by: Lyndon Perez
254.10 mm 8.60 mm
total depth of column
254.60 mm 14.20 mm
flange width
26.90 mm 12.70 mm
web thickness flange thickness distance from outer face of flange to web toe of fillet fillet
165689077.xls.ms_office
JOB NO.: CLIENT: PROJECT: ITEM:
REV.NO.:
Page No. :
Date : Aug. 17, 2005 Prepared by : Lyndon Checked by :
DESIGN OF ENDPLATE CONNECTION
Reference
Design Calculation
(AISC-ASD)
of
Results
B. BOLT DESIGN
1. Actual capacity
Table I-D Table A1
Ff = M / (d1 - tf1) + P/2
flange force
589.27 kN
T = Ff / n
actual single bolt force
147.32 kN
2. Bolt Tensile Stress Allowable tensile stress for Ab =
RATIO =>>
2
Table A1
3. Bolt Shear Stress Allowable shear stress for Av =
Table J3-3
0.11
BS 3692 Grade 8.8 bolts
2
fv = Q/nAv Section J3-5
ft= 417.33 MPa RATIO =>>
db / 4
p
197.68 kN
actual tensile stress for single bolt
ft = T / Ab
Table I-D
353.00 mm2
allowable tensile force for single bolt
Tall. = Ab Ft
O.K. Fv= 375.00 MPa
area of single bolt
353.00 mm2
actual shear stress
fv= 42.49 MPa
4. Reduced allowable tension due to shear
RATIO =>>
0.86
O.K. 0.859
combine shear and tension for single bolt
fv/Fv + ft/Ft < 1.40
O.K. Ft= 560.00 MPa
area of single bolt
db / 4
p
0.75
BS 3692 Grade 8.8 bolts
C. TOP FLANGE TO END PLATE WELD Table B1
wreq'd = Ff / (0.30F v
w
0.707[ 2(bf 1+tf1) - tw1 ]
fillet welds
17.26 mm use:
if wreq'd. > 12mm
12.00 mm full penetration weld
D. END PLATE DESIGN
1. Width of end-plate bp = bf1 + 25mm
minimum width end-plate
179.40 mm use:
Pf = db+12 + fillet weld size
maximum Pf = 92mm
48.00 mm use:
Pe = Pf - (db/4) - 0.707w
effective bolt distance
Ca =
1.13 for Fy<=250; 1.11 for F y>250
1.11
Cb =
0.879
Af / Aw =
0.639
Pe / db = αm
50.00 mm
35.52 mm
sqrt(bf 1 / bp)
1.480
= 0.926
Me =
200.00 mm
4.847 kN-m
Ca Cb (Af/Aw)
1/3
1/4
(Pe/d b)
αm Ff Pe/4
2. Length of end-plate Lp = 2Le + 2Pf + d1
height of end-plate
682.00 mm use:
developed by: Lyndon Perez
750.00 mm
165689077.xls.ms_office
JOB NO.: CLIENT: PROJECT: ITEM:
REV.NO.:
Design Calculation
(AISC-ASD)
of
Date : Aug. 17, 2005 Prepared by : Lyndon Checked by :
DESIGN OF ENDPLATE CONNECTION
Reference
Page No. :
Results
3. Required Plate Thickness Fb = 0.75Fy
allowable bending stress at endplate
tp = sqrt( 6Me/Fb * bp )
required thickness of end-plate
Fb= 206.25 MPa 26.55 mm use:
30.00 mm
E. BEAM WEB TO END PLATE WELD Lw = Table B1
minimum size fillet weld
8.00 mm
Dreq'd = 0.60Fy tw 1 / ( 2 * 0.30F v
w
8.00 mm
* 0.707 )
7.45 mm
required weld to develop maximum web tension stress (0.60Fy) in web near flanges from inside face to face to centerline of bolts plus two bolt diameter
weff. = d1/2 - tf1 Table B1
effective length of weld
Dreq'd = Q / ( 2 * 0.30F v
w
214.00 mm
* 0.707w eff.)
3.43 mm
the applied shear (Q) is to be resisted by the weld between the mid-depth of the beam and the inside face of the compression flange between the inner row of tension bolts and the inside face of the compression flange, whichever is smaller use:
Legend: = slip critical connection = bearing type connection with threads included in shear plane = bearing type connection with threads excluded in shear plane = standard round holes (d + 3mm) = long or short slotted hole normal to load direction (req. in bearing type con.) = oversize round holes = short slotted holes = long slotted holes
TABLE J3-3 Allowable Tension Stress in Bearing-type Connections Description
Threads Included in Shear Plane
Threads Excluded from Shear Plane
A307 bolts
180 - 1.8fv ≤ 140
180 - 1.8fv ≤ 140
A325 bolts
(305) - 4.39fv
A490 bolts
(375) - 3.75fv
Threaded part over 36mm dia.
0.43Fu - 1.8fv ≤ 0.33Fu
2
2
(305) - 2.15fv
2
2
2
2
(375) - 1.82fv
2
2
0.43Fu - 1.4fv ≤ 0.33Fu
Reference:
Manual of Steel Construction - 9th Edition AISC-ASD, page 5-74
