ABCDEFGHIJKLMNOPQRSTUVWXYZ
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PROJECT : PAGE :
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 CLIENT :
DESIGN BY :
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JOB NO. : DATE :
REVIEW BY :
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8-Bolted Stiffened End Plate for SMF Based on AISC 341-05, 358-05, 360-05 & FAMA-350
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INPUT DATA & DESIGN SUMMARY
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COLUMN SECTION
= >
W14X211
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A dtwbftfSxIxrxryZxk
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6215,70,9815,801,5633826606,554,083902,16
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BEAM SECTION
= >
W21X62
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A dtwbftfSxIxrxryZxk
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18,321,00,408,240,6212713308,531,771441,12
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STRUCTURAL STEEL YIELD STRESS
Fy =50ksi
THE SMRF DESIGN IS ADEQUATE.
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THE FACTOR GRAVITY LOAD ON THE BEAM
wu =4,2klf
(Continuity column stiffeners 5/8 x 7
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THE FACTOR AXIAL LOAD ON THE COLUMN
Pu =800kips
with 7/16" fillet weld to web & CP to flanges.
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BEAM LENGTH BETWEEN COL. CENTERS
L =30ft
A doubler plate is not required. )
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AVERAGE STORY HEIGHT OF ABOVE & BELOW
h =12ft
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BOLTSf =1 5/8 in
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GRADES (A325 or A490)
A325
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PLATE & SHIMtp =1 5/8 in
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NUMBER COLUMNS
Nc =2
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(Top & Bot)
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NUMBER BEAM
Nb =1
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(One Side Only)
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ANALYSIS
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g =Max( bbf - f , tw + 3 f ) =
6,00in
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Pb = 3 f =3,75
in (AISC 358 Tab 6.1)
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Pf = 1.5 f =2,00
in (AISC 358 Tab 6.1)
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Sh = dc / 2 + tp + 1" + (2Pf + Pb - 1") tan-1 30o
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=22,17in
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c = 2 Pf + tbf =
4,62in
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bp = g + 3 f =10,88in
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<bcf
[Satisfactory]
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CHECK BEAM LOCAL BUCKLING LIMITATIONS (AISC 341-05 Tab. I-8-1)
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bf / (2tf ) =
6,70<
0.3 (Es / Fy)0.5 =
7,22
[Satisfactory]
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Where Es =29000ksi
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h / tw =46,90<
2.45 (Es / Fy)0.5 =
59,00
[Satisfactory]
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CHECK COLUMN LOCAL BUCKING LIMITATIONS (AISC 341-05 Tab. I-8-1)
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bf / (2tf ) =
5,06<
0.3 (Es / Fy)0.5 =
7,22
[Satisfactory]
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h / tw =11,61<
3.14(Es/Fy)0.5(1-1.54Pu/fbPy) =
N/A
, for Pu/fbPy ≤ 0.125
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1.12(Es/Fy)0.5(2.33-Pu/fbPy) =
55,11
, for Pu/fbPy > 0.125
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[Satisfactory]
Where fb =0,9
, Py = FyA =
3100kips
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CHECK BEAM - COLUMN RATIO REQUIREMENT (AISC 341-05 Sec. 9.6, Pg. 33)
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SMpc* / (SMpb* ) =
2,59>1,00
[Satisfactory]
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Where
SMpc* = Nc Zc (Fyc - Pu / Ag ) =
2411ft-kips
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SMpb* = Nb (Mhinge + Mv) =
930
ft-kips, at center of column
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Mv = Vhinge Sh = [2Mhinge /(L-2Sh)+wu(L-2Sh)/2] Sh=
204ft-kips
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Mhinge = CprRyFyb Zb =
726ft-kips
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Ry =1,1
(AISC 341-05 Tab. I-6-1)
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Cpr = 1,1
(AISC 341-05 Sec. 9.6 / FEMA Sec. 3.5.5.1)
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CHECK BENDING MOMENT AT THE COLUMN FACE (FEMA Sec. 3.6.2.1.2)
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Mf = Mhinge + [2Mhinge / (L - 2Sh) + wu(L - 2Sh)/2] (Sh - dc /2)
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 =858ft-kips<
3.4 Tub (d0 + di ) =
1205ft-kips
[Satisfactory]
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Where
d0 = db + Pf - 0.5 tbf =
22,69inTb =103
kips, (AISC 360-05, Tab. J3.1)
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di = d0 - c - Pb =
14,33inAbt =1,28
in2 / bolt
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Ffu = Mf / ( db - tbf ) =
504,9342406kips
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Tub =114,9
kips, (AISC 341-05, Sec. 3.6.2.1.2)
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>
(0.00002305 Pf0.591 Ffu2.583 / (tp0.895 dbt1.909 tbw0.327 bp0.965) + Tb =
114,5kips
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[Satisfactory]
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(Cont'd)
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CHECK SHEAR CAPACITY AT THE COLUMN FACE (FEMA Sec. 3.6.2.1.3)
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Ab =1,28in2>
[2 Mf / (L - dc) + Vg ] / 6Fv =
0,56
[Satisfactory]
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Where
Vg = wu (L - dc) / 2 =
60,3kips
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Fv = f Fnv =
36
ksi, (AISC 360-05, Tab. J3.2)
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CHECK END PLATE THICKNESS (FEMA Sec. 3.6.2.1.4)
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tp =1 5/8 in>
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Max[ 0.00609 Pf0.9 g0.6 Ffu9 / (dbt0.9 tbw0.1 bp0.7) , 0.00413 Pf0.25 g0.15 Ffu / (dbt0.7 tbw0.15 bp0.3 )] =
1,295179394in
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[Satisfactory]
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CHECK CONTINUITY PLATE REQUIREMENT (FEMA Sec. 3.6.2.1 & 3.3.3.1)
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tcf, reqD = {am Ffu C3 / [0.9 Fyc (3.5 pb + c)]}0.5 =
0,48in<
tcf, actual
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tcw, reqD = Mf / [( db - tbf )( 6 kc + 2 tp + tbf) Fyc] =
0,60in<
tcw, actual
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(The continuity plates may not be required.)
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Where Ca =1,45
, (FEMA Sec. 3.6.2.1.5 )
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C3 = g / 2 - dbt / 4 - kc =
0,43in
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am = Ca (Af / Aw )1 / 3 C3 / dbt1 / 4 =
0,8308822547
, (FEMA Sec. 3.6.2.1.5 )
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tst = tbf for interior connection, or (tbf /2) for exterior connection =
0,62in,USE0,63
in, ( 5/8 in )
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bst = 7in<
0.56 (E / Fyst )0.5 tst =
9,93
in, (AISC 358-05 Eq 6.9-14)
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[Satisfactory]
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fcPn,st = fcFcr A =
413,0kips
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Where fc =0,9
,(AISC 360 E1)
hst = dc - 2kc =
11,4in
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K =0,75
K hst / rst < 200
(AISC 360 E2)
[Satisfactory]
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I = tst (2bst + twc) 3 / 12 =
156in4Fe =47925,51133
ksi (AISC 360 E3)
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A = 2bsttst + 25(twc) 2 =
13in2Fcr =35,99
ksi (AISC 360 E3)
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rst = ( I / A )0.5 =
3,49inFyst =36
kips, plate yield stress
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Pu,st = Ryb Fyb bfb tfb =
278,7kips<fcPn,st
[Satisfactory]
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The best fillet weld size (AISC 360 Sec.J2.2b)
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w =7/16in
> wMIN =
1/4in
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< wMAX =
 9/16in
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[Satisfactory]