Connection:-C004: (Code: ASD 15th Edition)
Connection:-C004: (Code: ASD 15th Edition)
Connection:-C004: (Code: ASD 15th Edition)
CONNECTION:- C004 (Connection along grid line "R" & at grid line "30"
in 1st Floor Framing Plan, Refer dwg S2.0.)
(Code : ASD 15th Edition)
1
2"
3"
1"
12 1"
12
3"
1"
14
1/4 (TYP)
1/4 1/4
NOTES:-
All bolt holes are STD in main members and SSL holes (13/16"X1") in shear plate.
All WF steel is grade A992, connection material is A36, HSS are A500 grade C.
Client : STEEL WORKS OF THE CAROLINAS Date : SEP-20
Project : The New Forrester Center for Calc by : ANP
Behavioral Health Chekd by : KVP
Job No : Revision : 00
Calc no : C004 / 2
Section properties :-
Column "HSS5X5X5/16"
2
dc 5 in bc 5 in tc 0.313 in tcdes 0.291 in Ac 5.26 in
Beam "W16x31"
db1 15.9 in bfb1 5.53 in tfb1 0.44 in twb1 0.275 in k b1 1.125 in k 1b1 0.75 in
Material properties:-
Yield strength of A992 material Fym 50ksi UItimate strength of A992 material Fum 65ksi
Yield strength of A500 grade C material Fyh 50ksi UItimate strength of A500 grade C material Fuh 62ksi
Yield strength of A36 material Fyc 36ksi UItimate strength of A36 material Fuc 58ksi
Design strength of weld FEXX 70ksi Nominal shear strength of A325 bolt Fnv 54ksi
Bolt properties :-
Bolt diameter d 0.75in
Bolt grade (A325 or A490) BGr "A325"
1
Diameter of hole Dh d in Dh 0.8125 in
16
Diameter of hole (Horizontal slot) Dh1 1in
C 3.257
Shear capacity of the bolt group Fbg C Scap Fbg 38.85 kip
nr 1 S 2ev ts
2
Gross shear area Ag Ag 4.312 in
1 2
Net shear area An Ag nr Dh in t An 3 in
16 s
Shear capacity
Fcap min 0.3An Fuc 0.4 Ag Fyc Fcap 52.2 kip
1 2
Net shear area An Ag nr Dh in t An 3.066 in
16 wb1
Shear capacity
Fcap min 0.3An Fum 0.4 Ag Fym Fcap 59.79 kip
Dh
Bearing / tearing capacity at extreme bolt T1 min 1.2 d ts Fuc 0.6 ev ts Fuc T1 11.011 kip
2
Bearing / tearing capacity at
intermediate bolt
T2 min 1.2 d ts Fuc 0.6 S Dh ts Fuc
T2 19.57 kip
C
Bearing / tearing capacity
Ra nc min T1 Scap nr 1 min T2 Scap
n Ra 38.1 kip
C
Bearing / tearing capacity of beam web
Ra nc min T1 Scap nr 1 min T2 Scap
n Ra 38.85 kip
nr 1 S ev ts
2
Gross shear area Agv Agv 3.844 in
Client : STEEL WORKS OF THE CAROLINAS Date : SEP-20
Project : The New Forrester Center for Calc by : ANP
Behavioral Health Chekd by : KVP
Job No : Revision : 00
Calc no : C004 / 4
n 0.5 D 1 in t
r h 16 s 2
Net shear area Anv Agv Anv 2.695 in
1
Net Tension area
Ant eh nc 0.5 Dh1
in t
16 s
Ant 0.363 in
2
n 0.5 D 1 in t
r h 16 wb1 2
Net shear area Anv Agv Anv 1.977 in
1
Net Tension area
Ant eh nc 0.5 Dh
in t
16 wb1
Ant 0.292 in
2
Check for combined flexural and shear stress of shear plate ( Gross ) :-
Dh1 d
Eccentricity between first column of e1 ecl eh e1 2.125 in
bolt and connection interface 2
2
Dp ts
Moment capacity of plate Mc 0.6 Fyc Mc 267.81 kip in
4
2 M 2
V
s
Ratio of combined flexural and shear R1 R1 0.201
stress on plate Vc Mc
1 > R.1(0.201): Therefore O.K.
Check for combined flexural and shear stress of shear plate ( Net ) :-
n 1 S 2e 1
r
2
Net Shear area Anv v nr Dh in t Anv 3 in
16 s
Client : STEEL WORKS OF THE CAROLINAS Date : SEP-20
Project : The New Forrester Center for Calc by : ANP
Behavioral Health Chekd by : KVP
Job No : Revision : 00
Calc no : C004 / 5
2
ts Dp Dh
1 2
in S nr
16 3
Zneteve Zneteve 8.461 in
4
2 1 1
2
in S nr 1 Dh
2
ts Dp Dh in
16 16 3
Znetodd Znetodd 8.635 in
4
c mod nr 2
3
Net plastic modulus of the shear plate Znet Zneteve if c = 0 Znet 8.461 in
Znetodd if c = 1
2
V Ms
2
Ratio of combined flexural and shear R1 R1 0.276
Mc
stress on plate Vc
1 > R.1(0.276): Therefore O.K.
e1 dbd
Cb1 3 ln 1 Cb1 0.918
Dp Dp
Lateral torsional buckling modification factor Cb Cb1 if Cb1 1.84 Cb 1.84
1.84 otherwise
1.9 Es Cb
Critical buckling stress Fcr Fcr 583.41 ksi
e1 Dp
t 2
s
2
Dp ts
Plastic bending momemnt Mp Fyc Mp 446.34 kip in
4
Client : STEEL WORKS OF THE CAROLINAS Date : SEP-20
Project : The New Forrester Center for Calc by : ANP
Behavioral Health Chekd by : KVP
Job No : Revision : 00
Calc no : C004 / 6
e1 Dp 0.08 Es
Mn
0.6 min Mp 1.6 Fyc Smod if
t 2 Fyc
s
e1 Dp Fyc 0.08 Es e1 Dp 1.9 Es
0.6 min Cb 1.52 0.274 F S
yc mod Mp if
t 2 Es Fyc 2 Fyc
s ts
e1 Dp 1.9 Es
0.6 min Fcr Smod Mp if Mn 267.81 kip in
t 2 Fyc
s
M.n(267.81 kip-in) > M.s(53.12 kip-in): Therefore O.K.
V kip
Shear force per inch on weld FL FL 1.087
2Lw in
5 FL
Size of fillet weld required D max ts 16 D 4 in
8 0.707 0.3FEXX
per 16th of inch
Adopt 1/4" Fillet Weld
FL 16
3.09
0.707 0.3FEXX
Min HSS wall thickness tmin ksi tmin 0.058 in
Fuh
t.cdes(0.291 in) > t.min(0.058 in): Therefore O.K.
FL 16
6.19
0.707 0.3FEXX
Min plate thickness tmin ksi tmin 0.125 in
Fuc
t.s(0.375 in) > t.min(0.125 in): Therefore O.K.
2
0.5 Fuh tcdes Lw
Moment capacity of HSS section Mch Mch 19.88 kip ft
5
M.ch(19.88 kip*ft) > M.ind(4.43 kip*ft): Therefore O.K.
Client : STEEL WORKS OF THE CAROLINAS Date : SEP-20
Project : The New Forrester Center for Calc by : ANP
Behavioral Health Chekd by : KVP
Job No : Revision : 00
Calc no : C004 / 7
Es
Slenderness ratio of HSS a 1.40 a 33.72
Fyh
Check for weld b/w HSS wall and top flange plate :-
M
Total force due to moment Cf Cf 18.11 kip
db1
Cf kip
Tension/compression force per inch of weld FT FT 5.04
Lw in
FT
Size of weld W1 W1 0.233 in
min 0.6 min Fyc Fyh 0.5 min Fuc Fuh 0.53 0.6 FEXX
Adopt CJP weld
Axial capacity
Fcap min 0.5Lw tfp Fuc 0.6 Lw tfp Fyc Fcap 29.11 kip
Axial capacity
Fcap min 0.5Wfpt tfp U Fuc 0.6 Wfpt tfp Fyc Fcap 36.45 kip
Check for weld b/w HSS wall and bottom flange plate :-
1 FT1
Size of fillet weld required D max in 16 D 4 in
4 0.707 0.3FEXX 1.5
per 16th of inch
Adopt 1/4" Fillet Weld
FT1 16
3.09
0.707 0.3FEXX 1.5
Min HSS wall thickness tmin ksi tmin 0.144 in
Fuh
t.cdes(0.291 in) > t.min(0.144 in): Therefore O.K.
FT1 16
6.19
0.707 0.3FEXX 1.5
Min plate thickness tmin ksi tmin 0.308 in
Fuc
t.fp(0.375 in) > t.min(0.308 in): Therefore O.K.
2
3Lw2 Xb
U 1 U 0.725
2 2 Lw2
3Lw2 Wfpb
Client : STEEL WORKS OF THE CAROLINAS Date : SEP-20
Project : The New Forrester Center for Calc by : ANP
Behavioral Health Chekd by : KVP
Job No : Revision : 00
Calc no : C004 / 9
Axial capacity
Fcap min 0.5Wfpb tfp U Fuc 0.6 Wfpb tfp Fyc Fcap 51.22 kip
Check for weld b/w beam flange and top/bottom flange plate :-
Length of the weld Lw2 7in 2 0.25in Lw2 6.5 in
Cf kip
Shear force per inch of weld FL1 FL1 1.393
2Lw2 in
1 FL1
Size of fillet weld required D max in 16 D 4 in
4 0.707 0.3FEXX
per 16th of inch
Adopt 1/4" Fillet Weld
FL1 16
3.09
0.707 0.3FEXX
Min beam flange thickness tmin ksi tmin 0.071 in
Fum
t.fb1(0.44 in) > t.min(0.071 in): Therefore O.K.
FL1 16
6.19
0.707 0.3FEXX 1.5
Min plate thickness tmin ksi tmin 0.107 in
Fuc
t.fp(0.375 in) > t.min(0.107 in): Therefore O.K.
Shear capacity
Fcap 2 min 0.3Lw2 tfp Fuc 0.4 Lw2 tfp Fyc Fcap 70.2 kip
2
π Es
Critical buckling stress Fcr Fcr 760.57 ksi
2
λ
Client : STEEL WORKS OF THE CAROLINAS Date : SEP-20
Project : The New Forrester Center for Calc by : ANP
Behavioral Health Chekd by : KVP
Job No : Revision : 00
Calc no : C004 / 10
Fyc
Fcr
Allowable compressive strength Fax 0.658 F
yc if Fcr 0.44 Fyc Fax 35.29 ksi
Maximum dispersion
wd min Wfpt Wfpb 2Lw2 tan ( 30deg) wd 4.5 in
Buckling capacity of the section Fbsh 0.6wd ts Fax Fbsh 35.73 kip
bc 2 2.25 tc
Width and thick ratio a a 0.72
bc
tcdes
U 1 β 1
U
Qf 1.3 0.4 Qf 0.9
β
Client : STEEL WORKS OF THE CAROLINAS Date : SEP-20
Project : The New Forrester Center for Calc by : ANP
Behavioral Health Chekd by : KVP
Job No : Revision : 00
Calc no : C004 / 11
2
3tfp
Design strength of HSS Rn 0.5 1.6 tcdes 1 E F Q
s yh f Rn 93.75 kip
dc 3tc
R.n(93.75 kip) > C.f(18.11 kip: Therefore O.K
10 bc 2 2.25 tc
Bep Bep 2.092 in
bc
tcdes
0.6
Design strength of HSS Rn F t
1.58 yh cdes
2tfp 2Bep Rn 27.26 kip
End of calculation