PROJECT : PAGE :

CLIENT : DESIGN BY :

JOB NO. : DATE : REVIEW BY :

Steel Stair Design Based on AISC 360-10

INPUT DATA & DESIGN SUMMARYCOLUMN SECTION (Tube or Pipe) = > HSS4X4X1/4

Tube A t h3.37 1.52 0.23 4.00

FLOOR BEAM - 1 = > W16X26

A d7.68 15.70 301.00 38.40 44.20

STRINGER - 1 (Channel or Tube) = > MC8X8.5

Channel A d2.50 8.00 23.30 5.82 6.95

STRINGER - 2 (Channel or Tube) = > C12X20.7

Channel A d6.08 12.00 129.00 21.50 25.60

LANDING BEAM - 1 (Channel or Tube) = > C8X18.75

Channel A d5.51 8.00 43.90 11.00 13.90

LANDING BEAM - 2 (Channel or Tube) = > C8X18.75

Channel A d5.51 8.00 43.90 11.00 13.90

DIMENSIONS H = 16 ft, story Ht

12 ft

6 ft

10 ft

NUMBER OF STORIES n = 2

GRAVITY LOAD DL = 50 psfLL = 100 psf

THE STAIR DESIGN IS ADEQUATE.

ANALYSIS

STRINGER - 1

33.69 deg, from horizontal

400 plf , projected

2.40 kips

7.20 ft-kips

36.00 ksi

12.49 ft-kips

> M [Satisfactory]E = 29000 ksi

0.46 in

< 0.72 in [Satisfactory]

LANDING BEAM - 1

450 plfP = 2.40 kips, from STRINGER - 1

4.65 kips

17.63 ft-kips

36.00 ksi

24.97 ft-kips

> M [Satisfactory]

0.14 in

rmin

Ix Sx Zx

Ix Sx Zx

Ix Sx Zx

Ix Sx Zx

Ix Sx Zx

L1 =

L2 =

L3 =

q =

w = 0.25 (DL / Cos q + LL) L3 =

R = 0.5 w L1 =

M = w L12 / 8 =

Fy =

Mn / Wb = Fy Zx / 1.67 =

DLL = 5 (wLL Cos q) (L1 / Cos q)4 / (384 E I) =

(L1 / Cos q) / 240 =

w = 0.5 (DL + LL) L2 =

R = 0.5 w L3 + P =

M = w L32 / 8 + P L3 / 2 =

Fy =

Mn / Wb = Fy Zx / 1.67 =

DLL = 5 wLL L34 / (384 E I) + PLL L3

3 / (24 E I) =

< 0.50 in [Satisfactory]L3 / 240 =

(cont'd)STRINGER - 2

w = 400 plf , projected, from STRINGER - 1P = 4.65 kips, from LANDING BEAM - 1

4.75 kips

4.70 kips

11.87 ft, from left

28.21 ft-kips

36.00 ksi

45.99 ft-kips

> M [Satisfactory]

0.24

< 0.90 in [Satisfactory]

LANDING BEAM - 2

w = 450 plf, from LANDING BEAM - 1

2.25 kips

5.63 ft-kips

36.00 ksi

24.97 ft-kips

> M [Satisfactory]

0.05 in

< 0.50 in [Satisfactory]

FLOOR BEAM - 1

L = 12 ftw = 600 plf, floor gravity loadP = P1 + P2 = 4.80 kips, total point loads, from STRINGER - 1

6.00 kips

25.21 ft-kips

50.00 ksi

110.28 ft-kips

> M [Satisfactory]

0.04 in

< 0.60 in [Satisfactory]

COLUMN

P = 6.95 kipsR = n P = 13.90 kipsKL = H = 16 ftK = 1.0

46 ksi126

18 ksi

16 ksi

31.80 kips

> R [Satisfactory]

17.98 / 1.67 = 10.77 ft-kips, (AISC 360-10 F)

0.18 W = 0.18 x ( 50 psf x 45.0 0.41 kips, ASD

F H / 4 = 1.62 ft-kips

0.57 < 1.0 [Satisfactory]

0.26 in

< 0.80 in [Satisfactory]

RL = [w L1 (0.5 L1 + L2) + P L2] / (L1 + L2) =

RR = [w L1 (0.5 L1) + P L1] / (L1 + L2) =

X = RL / w =

Mmax = RL X - (0.5 w X2 ) =

Fy =

Mn / Wb = Fy Zx / 1.67 =

DLL = 5 wLL (L1 + L2)4 / (384 E I) + PLL (L1 +L2)3 / (48 E I) =

(L1 + L2) / 240 =

R = 0.5 w L3 =

M = w L32 / 8 =

Fy =

Mn / Wb = Fy Zx / 1.67 =

DLL = 5 wLL L34 / (384 E I) =

L3 / 240 =

R = 0.5 w L + 0.5 P =

M = w L2 / 8 + P L3 / 4 =

Fy =

Mn / Wb = Fy Zx / 1.67 =

DLL = 5 wLL L4 / (384 E I) + PLL L3 / (48 E I) =

L / 240 =

Fy =K l / r =

Fe =

Fcr =

Pn / Wc = Fcr Ag / 1.67 =

Mc = Mn / Wb =

F = ft2 ) =(If no landing seismic load, F shall be zero.)

Mr =

DF = F H3 / (48 E I) =

H / 240 =

8, 0.2

9

, 0.22

r r r

c c c

r r r

c c c

P M PforP M P

P M PforP M P

PROJECT : PAGE :

CLIENT : DESIGN BY :

JOB NO. : DATE : REVIEW BY :

Steel Stair Design Based on AISC Manual 9th

INPUT DATA & DESIGN SUMMARYCOLUMN SECTION (Tube or Pipe) = > HSS4X4X1/4

Tube A t h3.37 1.52 0.23 4.00

FLOOR BEAM - 1 = > W16X26

A d7.68 15.70 301.00 38.40

STRINGER - 1 (Channel or Tube) = > MC8X8.5

Channel A d2.50 8.00 23.30 5.82

STRINGER - 2 (Channel or Tube) = > C12X20.7

Channel A d6.08 12.00 129.00 21.50

LANDING BEAM - 1 (Channel or Tube) = > C8X18.75

Channel A d5.51 8.00 43.90 11.00

LANDING BEAM - 2 (Channel or Tube) = > C8X18.75

Channel A d5.51 8.00 43.90 11.00

DIMENSIONS H = 16 ft, story Ht

12 ft

6 ft

10 ft

NUMBER OF STORIES n = 2

GRAVITY LOAD DL = 50 psfLL = 100 psf

THE STAIR DESIGN IS ADEQUATE.

ANALYSIS

STRINGER - 1

33.69 deg, from horizontal

400 plf , projected

2.40 kips

7.20 ft-kips

14.85 ksi

21.60 ksi > [Satisfactory]E = 29000 ksi

0.46 in

< 0.72 in [Satisfactory]

LANDING BEAM - 1

450 plfP = 2.40 kips, from STRINGER - 1

4.65 kips

17.63 ft-kips

19.23 ksi

21.60 ksi > [Satisfactory]

0.14 in

< 0.50 in [Satisfactory]

rmin

Ix Sx

Ix Sx

Ix Sx

Ix Sx

Ix Sx

L1 =

L2 =

L3 =

q =

w = 0.25 (DL / Cos q + LL) L3 =

R = 0.5 w L1 =

M = w L12 / 8 =

fb = M / Sx =

Fb = 0.6 Fy = fb

DLL = 5 (wLL Cos q) (L1 / Cos q)4 / (384 E I) =

(L1 / Cos q) / 240 =

w = 0.5 (DL + LL) L2 =

R = 0.5 w L3 + P =

M = w L32 / 8 + P L3 / 2 =

fb = M / Sx =

Fb = 0.6 Fy = fb

DLL = 5 wLL L34 / (384 E I) + PLL L3

3 / (24 E I) =

L3 / 240 =

(cont'd)STRINGER - 2

w = 400 plf , projected, from STRINGER - 1P = 4.65 kips, from LANDING BEAM - 1

4.75 kips

4.70 kips

11.87 ft, from left

28.21 ft-kips

15.75 ksi

21.60 ksi > [Satisfactory]

0.24

< 0.90 in [Satisfactory]

LANDING BEAM - 2

w = 450 plf, from LANDING BEAM - 1

2.25 kips

5.63 ft-kips

6.14 ksi

21.60 ksi > [Satisfactory]

0.05 in

< 0.50 in [Satisfactory]

FLOOR BEAM - 1

L = 12 ftw = 600 plf, floor gravity loadP = P1 + P2 = 4.80 kips, total point loads, from STRINGER - 1

6.00 kips

25.21 ft-kips

7.88 ksi

33.00 ksi > [Satisfactory]

0.04 in

< 0.60 in [Satisfactory]

COLUMN

P = 6.95 kipsR = n P = 13.90 kipsKL = H = 16 ftK = 1.0

46 ksi

112126

1.13

N/A

9.38

31.60 kips > R [Satisfactory]

RL = [w L1 (0.5 L1 + L2) + P L2] / (L1 + L2) =

RR = [w L1 (0.5 L1) + P L1] / (L1 + L2) =

X = RL / w =

Mmax = RL X - (0.5 w X2 ) =

fb = Mmax / Sx =

Fb = 0.6 Fy = fb

DLL = 5 wLL (L1 + L2)4 / (384 E I) + PLL (L1 +L2)3 / (48 E I) =

(L1 + L2) / 240 =

R = 0.5 w L3 =

M = w L32 / 8 =

fb = M / Sx =

Fb = 0.6 Fy = fb

DLL = 5 wLL L34 / (384 E I) =

L3 / 240 =

R = 0.5 w L + 0.5 P =

M = w L2 / 8 + P L3 / 4 =

fb = M / Sx =

Fb = 0.66 Fy = fb

DLL = 5 wLL L4 / (384 E I) + PLL L3 / (48 E I) =

L / 240 =

Fy =

Cc = (2p2Es/Fy)0.5 =K l / r =

F = (K l / r) / Cc =

Fa = {(1-F2/2)Fy / (5/3+3F/8-F3/8) = kis, for Cc > (Kl/r)

12p2Es/[23(Kl/r)2] = kis, for Cc < (Kl/r)

Rallow = A Fa =