PROJECT : CLIENT : JOB NO. :
PAGE : DESIGN BY : REVIEW BY :
DATE :
Steel Stair Design Based on AISC 360-10
INPUT DATA & DESIGN SUMMARY COLUMN SECTION (Tube or Pipe)
=> A
t
h
3.37
1.52
0.23
4.00
A
d
=> Ix
7.68
15.70
301.00
A
d
=> Ix
2.50
8.00
23.30
5.82
A
d
=> Ix
C12X20.7 Sx
Zx
6.08
12.00
129.00
21.50
25.60
A
d
=> Ix
C8X18.75 Sx
Zx
5.51
8.00
43.90
11.00
13.90
A
d
=> Ix
C8X18.75 Sx
Zx
5.51
8.00
43.90
11.00
13.90
H = L1 =
16
ft, story Ht
12
ft
L2 =
6
ft
L3 =
10
ft
Tube FLOOR BEAM - 1
STRINGER - 1 (Channel or Tube) Channel STRINGER - 2 (Channel or Tube) Channel
LANDING BEAM - 1 (Channel or Tube) Channel
LANDING BEAM - 2 (Channel or Tube) Channel
DIMENSIONS
NUMBER OF STORIES GRAVITY LOAD
HSS4X4X1/4
rmin
n = DL = LL =
50 100
W16X26 Sx 38.40
Zx 44.20
MC8X8.5 Sx
Zx 6.95
2 psf psf
THE STAIR DESIGN IS ADEQUATE. ANALYSIS STRINGER - 1
= 33.69 deg, from horizontal w = 0.25 (DL / Cos + LL) L3 = R = 0.5 w L1 =
2.40
kips
M = w L12 / 8 =
7.20
ft-kips
Fy =
ksi
36.00 Mn / b = Fy Zx / 1.67 =
400
12.49
ft-kips
>
M
E = 29000 ksi LL = 5 (wLL Cos ) (L1 / Cos )4 / (384 E I) =
<
(L1 / Cos ) / 240 =
0.72
plf , projected
[Satisfactory] 0.46
in
LANDING BEAM - 1 w = 0.5 (DL + LL) L2 = P = 2.40 R = 0.5 w L3 + P =
450 plf kips, from STRINGER - 1
M = w L32 / 8 + P L3 / 2 = Fy =
36.00 Mn / b = Fy Zx / 1.67 =
4.65
kips
17.63
ft-kips
24.97
ft-kips
>
M
ksi
LL = 5 wLL L34 / (384 E I) + PLL L33 / (24 E I) =
[Satisfactory]
<
L3 / 240 =
0.50
in
STRINGER - 2
w = 400 plf , projected, from STRINGER - 1 P = 4.65 kips, from LANDING BEAM - 1 RL = [w L1 (0.5 L1 + L2) + P L2] / (L1 + L2) =
4.75
RR = [w L1 (0.5 L1) + P L1] / (L1 + L2) =
4.70
X = RL / w = Mmax
11.87 = RL X - (0.5 w X2 ) =
Fy =
36.00 Mn / b = Fy Zx / 1.67 =
ft, from left 28.21
ft-kips
45.99
ft-kips
ksi
>
M LL = 5 wLL (L1 + L2)4 / (384 E I) + PLL (L1 +L2)3 / (48 E I) = (L1 + L2) / 240 =
<
0.90
[Satisfactory]
in
LANDING BEAM - 2 w = 450 R = 0.5 w L3 =
plf, from LANDING BEAM - 1 2.25
kips
M = w L32 / 8 =
5.63
ft-kips
Fy =
ksi
36.00 Mn / b = Fy Zx / 1.67 =
24.97
> LL = 5 wLL L34 / (384 E I) = L3 / 240 =
<
0.50
ft-kips M
[Satisfactory]
0.05
in
in
FLOOR BEAM - 1 L w P R M
= 12 ft = 600 plf, floor gravity load = P1 + P2 = 4.80 kips, total point loads, from STRINGER = 0.5 w L + 0.5 P = 6.00 kips = w L2 / 8 + P L3 / 4 = 25.21 ft-kips
Fy =
50.00 Mn / b = Fy Zx / 1.67 =
ksi 110.28
>
ft-kips M
[Satisfactory]
LL = 5 wLL L4 / (384 E I) + PLL L3 / (48 E I) =
<
L / 240 =
0.60
in
COLUMN P = 6.95 R =nP= KL = H = K = 1.0 Fy = 46 Kl/r= 126 Fe = 18
kips 13.90 16
Fcr =
ksi
16
kips ft
ksi ksi
Pn / c = Fcr Ag / 1.67 =
31.80
kips
> Mc = Mn / b = F=
17.98
0.18 0.18 x( W = (If no landing seismic load, F shall be zero.)
Mr = F H / 4 =
P r 8 M r P c 9 M c P r M r 2 P c M c
1.62
,
for
P r 0.2 Pc
,
for
Pr 0.2 Pc
F = F H3 / (48 E I) = < H / 240 =
50
/ 1.67 =
R 10.77
ft-kips, (AISC 360-
45.0
ft2 ) =
psf x
ft-kips
0.26 0.80
0.57
in in
<
1.0
[Satisfactory]
[Satisfactory]
plf , projected
[Satisfactory] in [Satisfactory]
[Satisfactory] 0.14
in
[Satisfactory]
(cont'd)
kips kips
[Satisfactory] 0.24 [Satisfactory]
[Satisfactory] [Satisfactory]
nt loads, from STRINGER - 1
[Satisfactory] 0.04
in
[Satisfactory]
[Satisfactory] ft-kips, (AISC 360-10 F) 0.41
[Satisfactory]
kips, ASD
PROJECT : CLIENT : JOB NO. :
PAGE : DESIGN BY : REVIEW BY :
DATE :
Steel Stair Design Based on AISC Manual 9th
INPUT DATA & DESIGN SUMMARY COLUMN SECTION (Tube or Pipe)
=> rmin
t
h
3.37
1.52
0.23
4.00
A
d
=> Ix
7.68
15.70
301.00
A
d
=> Ix
2.50
8.00
23.30
5.82
A
d
=> Ix
C12X20.7 Sx
6.08
12.00
129.00
21.50
A
d
=> Ix
C8X18.75 Sx
5.51
8.00
43.90
11.00
A
d
=> Ix
C8X18.75 Sx
5.51
8.00
43.90
11.00
H = L1 =
16
ft, story Ht
12
ft
L2 =
6
ft
L3 =
10
ft
FLOOR BEAM - 1
STRINGER - 1 (Channel or Tube) Channel STRINGER - 2 (Channel or Tube) Channel
LANDING BEAM - 1 (Channel or Tube) Channel
LANDING BEAM - 2 (Channel or Tube) Channel
DIMENSIONS
NUMBER OF STORIES GRAVITY LOAD
HSS4X4X1/4
A
Tube
n = DL = LL =
50 100
W16X26 Sx 38.40
MC8X8.5 Sx
2 psf psf
THE STAIR DESIGN IS ADEQUATE. ANALYSIS STRINGER - 1
= 33.69 deg, from horizontal w = 0.25 (DL / Cos + LL) L3 = R = 0.5 w L1 =
2.40
kips
M = w L12 / 8 =
7.20
ft-kips
fb = M / Sx =
14.85
ksi
Fb = 0.6 Fy =
21.60 ksi E = 29000 ksi LL = 5 (wLL Cos ) (L1 / Cos )4 / (384 E I) =
<
(L1 / Cos ) / 240 =
0.72
400
plf , projected
>
fb 0.46
in
LANDING BEAM - 1 w = 0.5 (DL + LL) L2 = P = 2.40 R = 0.5 w L3 + P =
450 plf kips, from STRINGER - 1
M = w L32 / 8 + P L3 / 2 = fb = M / Sx =
19.23
4.65
kips
17.63
ft-kips
ksi
Fb = 0.6 Fy = LL = 5 wLL
<
21.60 ksi L34 / (384 E I) + PLL L33 / (24 E I) =
L3 / 240 =
0.50
> in
fb
STRINGER - 2
w = 400 plf , projected, from STRINGER - 1 P = 4.65 kips, from LANDING BEAM - 1 RL = [w L1 (0.5 L1 + L2) + P L2] / (L1 + L2) = 4.75 RR = [w L1 (0.5 L1) + P L1] / (L1 + L2) = 4.70 X = RL / w =
11.87 Mmax = RL X - (0.5 w X2 ) =
ft, from left
fb = Mmax / Sx =
ksi
15.75
28.21
ft-kips
Fb = 0.6 Fy = LL
> 21.60 ksi = 5 wLL (L1 + L2)4 / (384 E I) + PLL (L1 +L2)3 / (48 E I) = (L1 + L2) / 240 =
<
0.90
fb
in
LANDING BEAM - 2 w = 450 R = 0.5 w L3 =
plf, from LANDING BEAM - 1 2.25
kips
M = w L32 / 8 =
5.63
ft-kips
fb = M / Sx =
6.14
ksi
Fb = 0.6 Fy = LL = 5 wLL
21.60 L34 / (384 E I) =
ksi
L3 / 240 =
<
0.50
>
fb
0.05
in
in
FLOOR BEAM - 1 L w P R M
= 12 ft = 600 plf, floor gravity load = P1 + P2 = 4.80 kips, total point loads, from STRINGER = 0.5 w L + 0.5 P = 6.00 kips = w L2 / 8 + P L3 / 4 = 25.21 ft-kips
fb = M / Sx =
7.88
ksi
Fb = 0.66 Fy = LL = 5 wLL
<
33.00 ksi L4 / (384 E I) + PLL L3 / (48 E I) =
L / 240 =
0.60
fb
>
in
COLUMN P = 6.95 R =nP= KL = H = K = 1.0 Fy = 46 Cc = (22Es/Fy)0.5 =
kips 13.90 16
kips ft
ksi 112
Kl/r= 126 F = (K l / r) / Cc = Fa =
{
1.13 (1-F2/2)Fy / (5/3+3F/8-F3/8) = 12 Es/[23(Kl/r) ] =
Rallow = A Fa =
2
2
31.60
kips
>
N/A
kis, for Cc > (K
9.38
kis, for Cc < (K R
plf , projected
[Satisfactory] in [Satisfactory]
[Satisfactory] 0.14
in
[Satisfactory]
(cont'd)
kips kips
[Satisfactory] 0.24 [Satisfactory]
[Satisfactory] [Satisfactory]
oint loads, from STRINGER - 1
[Satisfactory] 0.04
in
[Satisfactory]
kis, for Cc > (Kl/r) kis, for Cc < (Kl/r) [Satisfactory]