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MOMENT CONNECTION: W BEAM (DIRECTLY WELDED) WITH END PLATE (4 BOLTS) ONE-WAY MOMENT CONNECTION TO W COLUMN FLANGE
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I. DESIGN DATA AND LOADS (LRFD-14th Edition)
COLUMN PROPERTIES : W21X73 - A992
Depth,
Flange Width,
Distance k,
Area,
Minimum YieldStress,
Modulus ofElasticity,
Web Thickness,
Flange Thickness,
Distance k1,
Distance k (Design),
Minimum TensileStress,
d = 21.2 in
bf = 8.3 in
k = 1.438 in
Ag = 21.5 in²
Fy = 50 ksi
E = 29000 ksi
tw = 0.455 in
tf = 0.74 in
k1 = 0.875 in
kdes = 1.24 in
Fu = 65 ksi
Gage, g = 5.438 in
BEAM PROPERTIES : W14X53 - A992
Depth,
Flange Width,
Distance k,
Area,
Minimum YieldStress,
Modulus ofElasticity,
Web Thickness,
Flange Thickness,
Distance k1,
Distance k (Design),
Minimum TensileStress,
d = 13.9 in
bf = 8.06 in
k = 1.5 in
Ag = 15.6 in²
Fy = 50 ksi
E = 29000 ksi
tw = 0.37 in
tf = 0.66 in
k1 = 1 in
kdes = 1.25 in
Fu = 65 ksi
Cut Distance fromWeb,
z = 0 in
Top of SteelElevation,
Elev = 0 ft + 0 in
Span Length, L = 30 ft
Skew, θsk = 0 degSlope, θsl = 0 deg
Depth of BottomCope,
dcB = 0 in
cB = 0 inLength of BottomCope,
Depth of Top Cope, dcT = 0 in
cT = 0 inLength of Top Cope,
STIFFENER PLATE PROPERTIES : A36
Thickness, t = 0.375 in Number of Plates, n = 4
Width, b = 3.923 in Length, L = 19.5 in
Fy = 36 ksi
E = 29000 ksi
Minimum TensileStress,
Fu = 58 ksiMinimum YieldStress,
Modulus ofElasticity,
Clip, c = 0.75 in
END PLATE STIFFENER PROPERTIES : A572-50
Thickness, t = 0.375 in Number of Plates, n = 2
Fy = 50 ksi
E = 29000 ksi
Minimum TensileStress,
Fu = 65 ksiMinimum YieldStress,
Modulus ofElasticity,Description: Created By: GIZA™ 19
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E = 29000 ksiModulus ofElasticity,
Clip, c = 1 in
END PLATE PROPERTIES : A36
Thickness, t = 1 in Number of Plates, n = 1
Fy = 36 ksi
E = 29000 ksi
Minimum TensileStress,
Fu = 58 ksiMinimum YieldStress,
Modulus ofElasticity,
BOLTS PROPERTIES : 1" - ø - A36
For End Plate to Column Flange Connection:
db = 1 inBolt Diameter,
Bolt Shear Strength, Λrv = 40.055 kips Bolt TensileStrength,
Λrn = 66.562 kips
Connection Type, Conn_Type = BearingType
Bolt Type, Bolt_Type = A490-N
Number of TensionBolts,
Bolt Outer Pitch, pfo = 1 inntb = 4
Bolt Inner Pitch, pfi = 1 inNumber ofCompression Bolts,
ncb = 4
Holes at ColumnFlange,
Holes at End Plate,
Vertical HoleDimension,
Vertical HoleDimension,
Horizontal HoleDimension,
Horizontal HoleDimension,
Vertical EdgeDistance,
hdv = 1.125 in
hdh = 1.125 in
hdv = 1.125 in
hdh = 1.125 in
Lev = 1.5 in
WELDS PROPERTIES : E70xx LH
Minimum Tensile Stress, Fu = 70 ksi
For Beam Web to End Plate Connection:
Preferred Weld Size (w1), w = 0.312 in
w = 0.25 inPreferred Weld Size (w15),
For End Plate Stiffener to Beam Flange Connection:
w = 0.312 inPreferred Weld Size (w16),
For End Plate Stiffener to End Plate Connection:
w = 0.25 inPreferred Weld Size (min(w7, w10)),
For Stiffener Plate to Column Flange Connection:
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w = 0.25 inPreferred Weld Size (min(w6, w9)),
For Stiffener Plate to Column Web Connection:
SAFETY AND RESISTANCE FACTORS:
Safety Factor, Ω(ASD) Resistance Factor, ϕ(LRFD)
Modification Factor,
Ω
1Λ = (if ASD) (if LRFD)Λ = ϕ
safety factor resistance factor modification factor
For Member inBearing/ BoltBearing (brg),
Λbrg = 2.00 Λbrg = 0.75 Λbrg = 0.75
For Fillet WeldShear (vw),
Λvw = 2.00 Λvw = 0.75 Λvw = 0.75
For Flange LocalBending (fb),
Λfb = 1.67 Λfb = 0.90 Λfb = 0.90
For Flexural LocalBuckling/FlexuralStrength (b),
Λb = 1.67 Λb = 0.90 Λb = 0.90
For Member Shear forC, WT, L(v),
Λv = 1.67 Λv = 0.90 Λv = 0.90
For Shear Rupture(vr),
Λvr = 2.00 Λvr = 0.75 Λvr = 0.75
For Shear Yielding(vy),
Λvy = 1.50 Λvy = 1.00 Λvy = 1.00
For Tension Rupture(tr),
Λtr = 2.00 Λtr = 0.75 Λtr = 0.75
For TensionYielding(ty),
Λty = 1.67 Λty = 0.90 Λty = 0.90
For WebCrippling(cr),
Λcr = 2.00 Λcr = 0.75 Λcr = 0.75
For Member ShearYielding for S, M,W, HSS (wy),
Λwy = 1.50 Λwy = 1.00 Λwy = 1.00
For Eccentric Weld(ew),
Λew = 2.00 Λew = 0.75 Λew = 0.75
APPLIED LOADS:
Beam:
Given End Reaction
Shear Load, V = 20 kips
Axial Load, P = 20 kips
Moment Load, M = 100 kips·ft
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Column:
Axial Load, P = 0 kips
Story Shear, Vs = 0 kips
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II. CALCULATIONS
A. BEAM WEB CHECK
1. Shear Capacity
(AISC 14th Ed. Specifications, Chapter G, Section G2.1, pages 16.1-67 to 16.1-69)
tw
h
Clear Distance Between Flanges of Beam Less the Fillet or Corner Radii,
h = d - 2·kdes h = 11.4 in
Limiting Depth-Thickness Ratio,
htw = htw = 30.811
Clear Distance Between Transverse Stiffeners,
htw < 260 a = 0 in
Web Plate Buckling Coefficient, (G2-6)
htw < 260 kv = 5
Web Shear Coefficient, (G2-3, G2-4, G2-5)
kv·Ehtw ≤ 1.1·
FyCv = 1
0.5
Shear Capacity, (G2-1)
Rv = Λvbm·0.6·Fy·d·tw·Cv
Rv = 154.29 kips V = 20 kips
Shear Capacity of Section > Applied Force, UCV = 0.13, OK
B. BEAM FLANGE TO END PLATE CHECK
1. Forces Acting on the Connection
At Beam Flange,
Ffbm = +P2
Md - tf
Ffbm = 100.634 kips
2. Weld Capacity
(AISC 14th Ed. Specifications, Chapter J, pages 16.1-110 to 16.1-117)
(AISC 14th Ed. Manual, Part 8, pages 8-9 to 8-15)
Length,
Lwf = bf Lwf = 8.06 in
Yield Capacity of Beam,
Fy = 50 ksi
Yield Capacity of End Plate,
Fy1 = 50 ksi
Complete Penetration Groove Weld Capacity,
Rwcpb = Λty·min(Fy, Fy1)·tf·Lwf
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Rwcpb = 172.355 kips Ffbm = 100.634 kips
Weld Capacity > Applied Force, UCV = 0.584, OK
C. BEAM WEB TO END PLATE CHECK
1. Weld Capacity
a. Due to Tension Area
(AISC Steel Design Guide 4, Extended End Plate Moment Connections,Chapter 2, Section2.1.7, page 9)
Design Force to Develop Yield Stress of the Beam Web,
Ruw = Λty·Fy·tw Ruw = 16.65 kips/in
Using Fillet Weld,
Number of Weld Sides,
nws = 2
Minimum Weld Size,
wmin = 0.187 in w = 0.312 in
Preferred Weld Size > Minimum Weld Size, OK
Weld Capacity,
RwT = Λvw·0.6·Fuw·sin(45deg)·nws·w·1.5
Ruw = 16.65 kips/inRwT = 20.882 kips/in
Weld Capacity > Applied Force, UCV = 0.797, OK
b. Due to Compression Area
(AISC 14th Ed. Specifications Chapter J, pages 16.1-110 to 16.1-117)
Using Fillet Weld,
Number of Weld Sides,
nws = 2
Minimum Weld Size,
wmin = 0.187 in w = 0.312 in
Weld Capacity > Applied Force, UCV = 0.339, OK
Shear Strength,
For Beam,
Rv1 = Λvr·0.6·Fu·tw Rv1 = 52.2 kips/in
For End Plate,
Rv2 = Λvr·0.6·Fu·t·nws Rv2 = 10.822 kips/in
For Weld,
Rv3 = Λvw·0.6·Fu·sin(45deg)·nws Rv3 = 44.548 ksi
Maximum Effective Weld Size,
min(Rv1, Rv2)Rv3
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weff =min(Rv1, Rv2)
Rv3weff = 0.243 in
Length of Weld,
Lw = 0.5·d - k Lw = 5.45 in
Weld Capacity,
RwC = Λvw·0.6·Fuw·sin(45deg)·min(weff,w1)·nws·Lw
RwC = 58.983 kips V = 20 kips
Weld Capacity > Applied Force, UCV = 0.339, OK
D. END PLATE CHECK
1. Required Bolt Diameter
(AISC Steel Design Guide 4, Extended End Plate Moment Connections, Chapter 3 DesignProcedure, page 20)
Total Factored Moment Load,
Mu = M + 0.5P·(d - tf) Mu = 111.033 kips·ft
Geometric Design Data:
h = d
Depth of Beam:
h = 13.9 in
b = Floor
Width of Plate:
b = 9 inp bf + 1in,8
1in p
Pitch:
P = 1 infi P = 1 info
d = 1.5 ine
s = 0.5 b ·gp s = 3.498 in
Distance of Bolts to the Bottom of Beam:
h = h + P - 0.5·tf2 h = 14.57 in2
h = h - P - 1.5·tf3 h = 11.91 in3
fo
fi
F = Ft
Nominal Tensile Stress of Bolts:
nt1 F = 113 ksit
db = 0.615 in
π·Λ ·F ·(h + h )
Required Bolt Diameter,
db =reqd2·Mu
t t
reqd db = 1 in
2 3
Bolt Diameter > Bolt Diameter Required, OK
2. Bolt Moment Strength
(AISC Steel Design Guide 4, Extended End Plate Moment Connections, Chapter 3 DesignProcedure, page 20)
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(AISC Steel Design Guide 4, Extended End Plate Moment Connections, Chapter 3 DesignProcedure, page 20)
Bolt Tensile Strength,
Λrn = 66.562 kips
Bolt Moment Strength,
MSnp = 2·Λrn·(h2 + h3)
MSnp = 293.762 kips·ft Mu = 111.033 kips·ft
Bolt Moment Capacity > Applied Force, UCV = 0.378, OK
3. Required End Plate Thickness
(AISC Steel Design Guide 4, Extended End Plate Moment Connections, Chapter 3 DesignProcedure, page 21)
End Plate Yield Line Mechanism Parameter,
P = min P = 1 inP ,sfi fifi
Y = h
2·s· b
2Y = 21.855 in
de ≤ s
11p2
fo2Y =
de ≤ s
g
2+h · de P Y = 13.398 in2 2
233h h h
foP2Y1fi3
ssi
Y =2
b· +
P++
g
2Yp + h · P + s +
Y = 189.439 in
Required End Plate Thickness,
t =reqd
t = 0.875 in
Λ ·Fy·Y
1.11·MS
b
np
t = 1 in
Ceil8
1, in
reqd
End Plate Thickness > Thickness Required, OK
4. Yielding Capacity
(AISC Steel Design Guide 4, Extended End Plate Moment Connections, Chapter 3 DesignProcedure, page 21)
Shear Yielding Capacity,
Rvy = 2·λvy·0.6·Fy·t·bp
Rvy = 648 kips Ff = 100.634 kips
Shear Yielding Capacity > Applied Force, UCV = 0.155, OK
5. Rupture Capacity
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(AISC Steel Design Guide 4, Extended End Plate Moment Connections, Chapter 3 DesignProcedure, page 21)
a. Due to Extended Portion
Anv = (bp - 2·hdh)·t
Anv = 6.75 in²
Net Shear Area,
Number of Areas in Consideration,
n1 = 2
Shear Rupture Capacity, (J4-4)
Rvr = Λvr·n1·0.6·Fu·Anv
Rvr = 352.35 kips Ff = 100.634 kips
Shear Rupture Capacity > Applied Force, UCV = 0.286, OK
E. END PLATE STIFFENER CHECK
1. Required End Plate Stiffener Thickness
(AISC Steel Design Guide 4, Extended End Plate Moment Connections, Chapter 3 DesignProcedure, page 21)
Beam Minimum Yield Stress,
Fy1 = 50 ksi
Required End Plate Stiffener Thickness,
t = Ceilreqd tw· inFy
Fy1 ,8
1
t =reqd 0.375 in t = 0.375 in
End Plate Stiffener Thickness = Thickness Required, OK
2. Local Buckling Capacity
(AISC Steel Design Guide 4, Extended End Plate Moment Connections, Chapter 3 DesignProcedure, page 21)
Height of End Plate Stiffener,
h = pfo + de h = 2.5 in
Length of End Plate Stiffener,
L = Ceil h
tan(30deg),1
8in L = 4.375 in
Width-to-Thickness Ratio,
0.5E
Fy ≤ 0.56h
t
h
t = 6.667 0.56
0.5
E
Fy = 13.487
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Section is Non-Slender, OK
F. END PLATE STIFFENER TO BEAM FLANGE CHECK
1. Weld Capacity
(AISC Steel Design Guide 4, Extended End Plate Moment Connections,Chapter 2, Section2.1.7, page 9)
Design Force to Develop Yield Stress of the End Plate Stiffener,
Ruw = Λvy·0.6·Fy·tw Ruw = 11.25 kips/in
Using Fillet Weld,
Number of Weld Sides,
nws = 2
Minimum Weld Size,
wmin = 0.25 in w = 0.312 in
Preferred Weld Size > Minimum Weld Size, OK
Weld Capacity,
Rw = Λvw·0.6·Fuw·sin(45deg)·nws·w
Ruw = 11.25 kips/inRw = 13.921 kips/in
Weld Capacity > Applied Force, UCV = 0.808, OK
G. END PLATE STIFFENER TO END PLATE CHECK
1. Weld Capacity
(AISC Steel Design Guide 4, Extended End Plate Moment Connections,Chapter 2, Section2.1.7, page 9)
Design Force to Develop Yield Stress of the End Plate Stiffener,
Ruw = Λty·Fy·tw Ruw = 16.875 kips/in
Using Fillet Weld,
Number of Weld Sides,
nws = 2
Minimum Weld Size,
wmin = 0.312 in w = 0.312 in
Preferred Weld Size = Minimum Weld Size, OK
Weld Capacity,
Rw = Λvw·0.6·Fuw·sin(45deg)·nws·w·1.5
Ruw = 16.875 kips/inRw = 20.882 kips/in
Weld Capacity > Applied Force, UCV = 0.808, OK
H. END PLATE TO COLUMN FLANGE CHECK
1. Bolt Shear Capacity
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(AISC 14th Ed. Specifications, Chapter J, Section J3.6, page 16.1-125)
(AISC Steel Design Guide 4, Extended End Plate Moment Connections, Chapter 3 DesignProcedure, page 21)
Shear Capacity Per Bolt,
Λrv = 40.055 kips
Bolt Shear Capacity,
Rb = n·ncb·Λrv
Bolt Shear Capacity > Applied Force, UCV = 0.125, OK
Rb = 160.221 kips V = 20 kips
I. COLUMN FLANGE CHECK
1. Column Flange Flexural Yielding at End Plate (Unstiffened)
(AISC Steel Design Guide 4, Extended End Plate Moment Connections, Chapter 3 DesignProcedure, page 22)
Geometric Design Data:
P = 1 in P = 1 infi fo
h = 14.57 in2 h = 11.91 in3
bf·g
End Plate Yield Line Mechanism Parameter,
s = 0.5 s = 3.359 in
c = P + tf + P c = 2.66 in
c c
fi fo
Y = 2
bf
s
h3
c+s
h2
c+
g
2h3 · sc +
4
3·c+ h2 · sc +
4
c+
2
c 2+
2
g
Y = 81.755 in
c
c
b
Required Unstiffened Column Flange Thickness,
t =reqdΛ ·Fy·Y
1.11·MSnp
c
1.031 int =reqd tf = 0.74 in
Please refer to Design of Stiffener Plate, OK
2. Column Flange Flexural Yielding (Stiffened)
(AISC Steel Design Guide 4, Extended End Plate Moment Connections, Chapter 3 DesignProcedure, page 22)
Geometric Design Data,
P = P + 0.5·(tf - t)so fo P =so
P = P + 0.5·(tf - t)si fi P =si
1.142 in
1.142 in
Thickness of Stiffener Plate,
t = 0.375 in
End Plate Yield Line Mechanism Parameter,
s = 3.359 inDescription: Created By: GIZA™ 19
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s =c 3.359 in
soc2sisi
Y =cs
Y =cs 172.745 in
2
bf·
s
h3
c+
P
h3s
h2
c+P
h2
so+
g
2· h3 · sc P h · s P+ + + +
Required Stiffened Column Flange Thickness,
t =reqd
0.709 in
Λ ·Fy·Y
1.11·MS
b
np
cs
t =reqd tf = 0.74 in
Column Flange Thickness > Thickness Required, OK
J. COLUMN WEB CHECK
1. Web Local Yielding Capacity
(AISC 14th Ed. Specifications, Chapter J, Section J10.2, page 16.1-134)
Distance of Force to Column End,
De = 100 in
Bearing Length,
N = tf N = 0.66 in
Web Local Yielding Capacity, (J10-2, J10-3)
De > d
Rwy = Λwy·Fy·tw·(N + 6·kdes + 2·t)
Rwy = 229.775 kips Ff = 100.634 kips
Please refer to Design of Stiffener Plate, OK
2. Web Local Crippling Capacity
(AISC Steel Design Guide 4, Extended End Plate Moment Connections, Chapter 3 DesignProcedure, page 22)
Bearing Length,
N = 0.66 inN = L
Web Crippling Capacity, (J10-4, J10-5a, J10-5b)
Esq =E·Fy·tf
tw
0.5
Esq = 1535.657 ksi
N1 = 1 + 3N
d·
tw
tf
1.5
N1 = 1.045·
De ≥d
2
Rwc = Λcr·0.8·tw²·N1·Esq
Rwc = 199.341 kips Ff = 100.634 kips
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Please refer to Design of Stiffener Plate, OK
3. Web Panel Zone Shear
(AISC 14th Ed, Chapter J, Specifications Section J10.6, pages 16.1-136 to 137)
Force Acting on the Web Panel Zone,
Vpz = min M
d - tf d - tf
2·Λb·Fy·Zx, - Vs
Vpz = 90.634 kips
Pc = Fy·Ag
Code = LRFD
Pc = 1075 kips
Column Strength,
Web Panel Zone Shear Capacity (J10-9, J10-10),
Rvz = Λv·0.6·Fy·d·tw
P ≤ 0.40·Pc
Web Panel Zone Shear Capacity > Applied Force, UCV = 0.348, OK
Rvz = 260.442 kips Vpz = 90.634 kips
4. Shear Buckling of Column Web
(AISC 14th Ed. Specifications, Chapter G, Section G2.1, page 16.1-67 to 16.1-69)
Minimum Thickness of Column Web based on shear buckling (G2-1),
d - 2·kdes2.24twm =
0.5FyE
twm = 0.347 in tw = 0.455 in
·
Shear Buckling will not control, OK
Clear distance between flanges of column, less the fillet or corner radii,
h = d - 2·kdes h = 18.72 in
Limiting depth-thickness ratio,
htw = htw = 41.143htw
Clear distance between transverse stiffeners,
a = 0 in
htw < 260
Web plate buckling coefficient,
kv = 5
htw ≤ 260
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Web shear coefficient,
≤ 1.1·
0.5kv·EFy
Cv = 1
htw
Λvcol = Λvy
≤ 2.24·
0.5EFy
htw
Λvcol = 1
Shear Buckling Capacity,
Rvcol = Λvcol·0.6·Fy·Cv·tw·d
Rvcol = 289.38 kips Vpz = 90.634 kips
Shear Buckling Capacity need not be checked
K. REINFORCEMENT DESIGN FORCES
1. Stiffener Plate Design Force
a. Due to Tensile Action
Rfb =Λb·Fy·Yc·tfcol
dbm - tfbm
2
Unstiffened Column Flange Bending Capacity,
Rfb = 152.16 kips
Lwf ≥ 0.15·bf
Fstt = max(Ff - min(Rwy, Rfb), 0kips) Fstt = 0 kips
Fstc = max(Ff - min(Rwy, Rwc), 0kips) Fstc = 0 kips
Stiffener Plate Design Force at Column Flange,
Fst = max(Fstt, Fstc) Fst = 0 kips
Stiffener Plate Design Force at Column Web,
Fstw = Fst Fstw = 0 kips
b. Due to Compressive Action
L. STIFFENER PLATE CHECK
1. Width of Stiffeners
(AISC 14th Ed, Specifications Chapter J, Section J10.8, page 16.1-138)
(Steel Design Guide Series 13, Chapter 4, Section 4.3.1, page 22)
Thickness of Doubler Plate,
t = 0 in
Width of Primary Flange,
bf = 8.3 in
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tpz2
bmin = -Lwf3
Minimum Width of Stiffener Plates
bmin = 2.459 in
a.
Maximum Width of Stiffener Plates
bmax = 0.5·(bf - tw) - t bmax = 3.923 in
b.
Width of Stiffener Plates
b = 3.75 in
b = Floor min(max(bmin, bgiv), bmax),18
in
2. Length of Stiffeners
(AISC 14th Ed, Specifications Chapter J, Section J10.8, page 16.1-138)
(Steel Design Guide Series 13, Chapter 4, Section 4.3.3, page 24)
2
d
a. Minimum Length of Stiffener Plates
Lmin = Lmin = 10.6 in
b. Maximum Length of Stiffener Plates
Lmax = d - 2·tf Lmax = 19.72 in
Length of Stiffener Plates
Lst = Floor1
8min(max(Lmin, Lgiv), Lmax), in
Lst = 19.5 in
3. Thickness of Stiffeners
Minimum Thickness of Stiffener Plate,
(AISC Specifications 14th Ed, Chapter J, Section J10.8, page 16.1-138)
(Steel Design Guide Series 13, Chapter 4, Section 4.3.2, page 23)
16
btf
2tmin = max ,
tmin = 0.33 in t = 0.375 in
Provided Thickness > Minimum Thickness, OK
4. Yielding Capacity
(AISC 14th Ed. Specifications, Chapter J, Section J4.1, pages 16.1-128 to 16.1-129)
Length of Stiffeners,
L = b - c L = 3 in
Tensile Yielding Capacity,
Rty = Λty·Fy·t·2·L
Rty = 72.9 kips Fstt = 0 kips
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Tensile Yielding Capacity > Applied Force, UCV = 0, OK
5. Yielding Capacity
(AISC 14th Ed. Specifications, Chapter J, Section J4.2, page 16.1-129)
Length,
L = Lw L = 18 in
Number of Areas in Consideration,
n1 = 2
Shear Yielding Capacity, (J4-3)
Rvy = Λvy·n1·0.6·Fy·L·t
Rvy = 291.6 kips Fstw = 0 kips
Shear Yielding Capacity > Applied Force, UCV = 0, OK
M. STIFFENER PLATE TO COLUMN FLANGE CHECK
1. Weld Capacity
a. Using Fillet Weld
(AISC 14th Ed. Specifications, Chapter J, pages 16.1-110 to 16.1-117)
(AISC 14th Ed. Manual, Part 8, pages 8-9 to 8-15)
No. of Weld Side,
nws = 2
Minimum Weld Size,
wmin = 0.187 in w = 0.25 in
Preferred Weld Size > Minimum Weld Size, OK
Shear Strength,
For Column:
Rv1 = Λvr·0.6·Fu·tf·nws Rv1 = 43.29 kips/in
For Stiffener Plate:
Rv2 = Λtr·Fu·t Rv2 = 16.312 kips/in
For Weld:
Rv3 = Λvw·1.5·0.6·Fu·sin(45deg)·nws Rv3 = 66.822 ksi
Rv3
min(Rv1, Rv2)
Maximum Effective Weld Size,
weff = weff = 0.244 in
Length of Weld,
Lw = 2·(bst - c) Lw = 6 in
Weld Capacity,
Rwpl = Λvw·1.5·0.6·Fu·sin(45deg)·nws·min(weff, w)·Lw
Rwpl = 97.875 kips Fst = 0 kips
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Weld Capacity > Applied Force, UCV = 0, OK
N. STIFFENER PLATE TO COLUMN WEB CHECK
1. Weld Capacity
a. Using Fillet Weld
(AISC 14th Ed. Specifications, Chapter J, pages 16.1-110 to 16.1-117)
(AISC 14th Ed. Manual, Part 8, pages 8-9 to 8-15)
No. of Weld Side,
nws = 2
Minimum Weld Size,
wmin = 0.187 in w = 0.25 in
Preferred Weld Size > Minimum Weld Size, OK
Shear Strength,
For Column:
Rv1 = Λvr·0.6·Fu·tw/2·nws Rv1 = 26.617 kips/in
For Stiffener Plate:
Rv2 = Λvr·0.6·Fu·t Rv2 = 9.787 kips/in
For Weld:
Rv3 = Λvw·0.6·Fu·sin(45deg)·nws Rv3 = 44.548 ksi
min(Rv1, Rv2, Rv3)
Maximum Effective Weld Size,
weff = 0.22 in
Length of Weld,
Lw = 2(L - 2·c) Lw = 36 in
Weld Capacity,
Rwpl = Λvw·0.6·Fu·sin(45deg)·nws·min(weff, w)·Lw
Rwpl = 352.35 kips Fstw = 0 kips
Weld Capacity > Applied Force, UCV = 0, OK
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III. DETAILS
A. SKETCH
MOMENT CONNECTION: W BEAM (DIRECTLY WELDED) WITH END PLATE (4 BOLTS) ONE-WAY MOMENT CONNECTION TO W COLUMN FLANGE
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B. CONNECTION SCHEDULE
Column
A992W21X73
Mark Size Grade g
5 7/16"
Bolts at Column Flange
pfi
1"1" A490-NStandard Holes in
All Plies
RemarksBolt Typedb pfo
1"
Beam
gap
Web
Mark Size Grade Dθskθsl
W14X53 A992 NA 0° 0° 3"
WeldEnd Plate
t w1
1" 1 1/2"
bp LevGrade
9" A36 5/16"
End Plate Stiffener Weld
t
1" 5/16"2 1/2"
Grade w16w15hL
A36 4 3/8" 5/16"
Gradet n Clip
1/4"1/4"3/4"A3643/8"
WeldStiffener Plate
min(w7,w10)
min(w6,w9)
Doubler Plate
NR
w12 Remarks
ConnectionWeld
NR NR
Grade w11Xnt
NRNR NR NR
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Beam Loads
100 kips·ft20 kips
(Beam Moment) M(Beam Axial) P(Beam Shear) V
20 kips
Column Loads
(Column Axial) P
0 kips 0 kips
(Story Shear) Vs
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