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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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Composite Strong Wall Design Based on ACI 318-14, AISI S100/SI-10 & ER-4943P
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DESIGN CRITERIA
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1.
At middle of wall, with out of plan loads (seismic or wind), the inside web of C-Stud within concrete and End Bar are used
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as tension steel, conservatively.
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2.
The bottom joint, which shall be clean & rough, is pinned connection out of plan (Mu,y zero), so only Holdown as shear
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wall tension steel used.
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3.
The Holdown / End Bar shall have full tension capacity with Ld, Ldh, & Ls (ACI 318-14 25 & 17). The two End Bars
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shall be tied by horizontal strap (not shown), in the wall middle, at 4'-0" o.c. max.
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4.
The wall, with high stiffness (small drift), can be partially used as shear wall to reach flexible diaphragm condition
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(ASCE 7-10 Figure 12.3-1).
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5.
The wall has higher fire-resistance ratings (CBC Table 706.4) and capacity, than pure wood / metal wall, without
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Type V construction limits.
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INPUT DATA & DESIGN SUMMARY
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C-STUD SECTION & SPACING
600S162-54
@18in o.c
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( 50 ksi )
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WALL LENGTH
Lw =3ft
THE DESIGN IS ADEQUATE.
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FACTORED SAME HORIZONTAL SECTION LOADS
Pu =120kips, axial
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(SD Level, equal to 1.5 ASD Level Force)
Mu,x =150
ft-k, shear wall bending
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Mu,y =50
ft-k, out of plan bending
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Vu,x =17
kips, max horizontal shear load
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CONCRETE STRENGTH
fc' =3ksi
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HOLDOWN / END BAR
Diameter =
0,875in, withFy =60ksi
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(Total SD level tension capacity at each end, 36.08 kips, # 7 Reinforcement)
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ANALYSIS
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C-STUD SECTION PROPERTIES OF EACH METAL STUD (SSMA page 7 & 8)
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t =0,0566inFy =50ksih =6in
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CHECK FLEXURAL & AXIAL CAPACITY
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(cont'd)
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f Pmax =0.8 f [ 0.85 fc' (Ag - Ast) + fy Ast] =
339,10kips
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(at max axial load, ACI 318-14 22.4)
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>Pu
[Satisfactory]
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wheref = 0,65
(ACI 318-14 21.2)
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Ag =216in2
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Ast,C =0,68
in2, C-Stud
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f Pn (k)Ast,H =1,20
in2, Holdown / End Bar
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f =0.65 + ( et - 0.002 ) (250 / 3) =
0,656
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(ACI 318-14 Fig. R21.2.2)
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whereD =36,0in
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Cover =2,0
in, (ACI 318-14 20.6)
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d =32,8in
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f Mn (ft-k)
ec =0,003
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et =0,0021
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C =19,4
in, at balanced condition
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f Mn =206
ft-kips @ Pu =
120kips>Mu =158ft-kips
[Satisfactory]
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rmax=0,025
(ACI 318-14 18.6.3)
>rprovd=0,003
,bending one End Bar
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rmin=0,0015
(ACI 318-14 11.6)
<rprovd=0,009
,total steel
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[Satisfactory]
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CHECK SHEAR CAPACITY (ACI 318-14 11.5.4)
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f Vn,x = f [2 (fc')0.5Ag] =
17,75kips>Vu,x
[Satisfactory]
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wheref = 0,75
, (ACI 318-14 21.2)
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DETERMINE SHEAR WALL STORY DRIFT
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1,07
in, SD level
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whereEc =3122ksi
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Ix =23328in4
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H =14
ft, Story Height
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