Vpectrl3 ram steel - gravity column design
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Gravity Column Design RAM Steel v14.04.06.00 DataBase: EcoPlaza 04/16/12 16:16:23 Building Code: IBC Steel Code: AISC360-05 ASD Story level 1st, Column Line B-2 Fy (ksi) = 50.00 Column Size = HSS12X12X1/4 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu (ft) 20.00 20.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 8.50 8.50 Bottom 0.00 0.00 CONTROLLING COLUMN LOADS - Load Case 12: Dead Live Roof Axial (kip) 45.82 38.03 0.00 Moments Top Mx (kip-ft) -13.86 -26.94 0.00 My (kip-ft) 0.04 0.00 0.00 Bot Mx (kip-ft) 0.00 0.00 0.00 My (kip-ft) 0.00 0.00 0.00 Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (DL + LL) Pa (kip) = 83.85 Pn/1.67 (kip) = 218.38 Max (kip-ft) = 40.80 Mnx/1.67 (kip-ft) = 85.95 May (kip-ft) = 0.04 Mny/1.67 (kip-ft) = 85.95 Rm = 1.00 Cbx = 1.67 Cby = 1.67 Cmx = 0.60 Cmy = 0.60 Pex (kip) = 1232.33 Pey (kip) = 1232.33 B1x = 1.00 B1y = 1.00 INTERACTION EQUATION Pa/(Pn/1.67)) = 0.384 Eq H1-1a: 0.384 + 0.422 + 0.000 = 0.806
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Transcript of Vpectrl3 ram steel - gravity column design
Gravity Column Design
RAM Steel v14.04.06.00
DataBase: EcoPlaza 04/16/12 16:16:23
Building Code: IBC Steel Code: AISC360-05 ASD
Story level 1st, Column Line B-2
Fy (ksi) = 50.00 Column Size = HSS12X12X1/4
Orientation (deg.) = 0.0
INPUT DESIGN PARAMETERS:
X-Axis Y-Axis
Lu (ft) 20.00 20.00
K 1 1
Braced Against Joint Translation Yes Yes
Column Eccentricity (in) Top 8.50 8.50
Bottom 0.00 0.00
CONTROLLING COLUMN LOADS - Load Case 12:
Dead Live Roof
Axial (kip) 45.82 38.03 0.00
Moments Top Mx (kip-ft) -13.86 -26.94 0.00
My (kip-ft) 0.04 0.00 0.00
Bot Mx (kip-ft) 0.00 0.00 0.00
My (kip-ft) 0.00 0.00 0.00
Single curvature about X-Axis
Single curvature about Y-Axis
CALCULATED PARAMETERS: (DL + LL)
Pa (kip) = 83.85 Pn/1.67 (kip) = 218.38
Max (kip-ft) = 40.80 Mnx/1.67 (kip-ft) = 85.95
May (kip-ft) = 0.04 Mny/1.67 (kip-ft) = 85.95
Rm = 1.00
Cbx = 1.67 Cby = 1.67
Cmx = 0.60 Cmy = 0.60
Pex (kip) = 1232.33 Pey (kip) = 1232.33
B1x = 1.00 B1y = 1.00
INTERACTION EQUATION
Pa/(Pn/1.67)) = 0.384
Eq H1-1a: 0.384 + 0.422 + 0.000 = 0.806
Gravity Column Design
RAM Steel v14.04.06.00
DataBase: EcoPlaza 04/16/12 16:16:23
Building Code: IBC Steel Code: AISC360-05 ASD
Story level 1st, Column Line B-3
Fy (ksi) = 50.00 Column Size = HSS12X12X1/4
Orientation (deg.) = 0.0
INPUT DESIGN PARAMETERS:
X-Axis Y-Axis
Lu (ft) 20.00 20.00
K 1 1
Braced Against Joint Translation Yes Yes
Column Eccentricity (in) Top 8.50 8.50
Bottom 0.00 0.00
CONTROLLING COLUMN LOADS - Load Case 12:
Dead Live Roof
Axial (kip) 45.82 38.03 0.00
Moments Top Mx (kip-ft) -13.86 -26.94 0.00
My (kip-ft) -0.04 0.00 0.00
Bot Mx (kip-ft) 0.00 0.00 0.00
My (kip-ft) 0.00 0.00 0.00
Single curvature about X-Axis
Single curvature about Y-Axis
CALCULATED PARAMETERS: (DL + LL)
Pa (kip) = 83.85 Pn/1.67 (kip) = 218.38
Max (kip-ft) = 40.80 Mnx/1.67 (kip-ft) = 85.95
May (kip-ft) = 0.04 Mny/1.67 (kip-ft) = 85.95
Rm = 1.00
Cbx = 1.67 Cby = 1.67
Cmx = 0.60 Cmy = 0.60
Pex (kip) = 1232.33 Pey (kip) = 1232.33
B1x = 1.00 B1y = 1.00
INTERACTION EQUATION
Pa/(Pn/1.67)) = 0.384
Eq H1-1a: 0.384 + 0.422 + 0.000 = 0.806
Page 2/22
Gravity Column Design
RAM Steel v14.04.06.00
DataBase: EcoPlaza 04/16/12 16:16:23
Building Code: IBC Steel Code: AISC360-05 ASD
Story level 1st, Column Line D-2
Fy (ksi) = 50.00 Column Size = HSS12X12X1/4
Orientation (deg.) = 0.0
INPUT DESIGN PARAMETERS:
X-Axis Y-Axis
Lu (ft) 20.00 20.00
K 1 1
Braced Against Joint Translation Yes Yes
Column Eccentricity (in) Top 8.50 8.50
Bottom 0.00 0.00
CONTROLLING COLUMN LOADS - Load Case 8:
Dead Live Roof
Axial (kip) 45.82 38.03 0.00
Moments Top Mx (kip-ft) 13.86 26.94 0.00
My (kip-ft) 0.04 0.00 0.00
Bot Mx (kip-ft) 0.00 0.00 0.00
My (kip-ft) 0.00 0.00 0.00
Single curvature about X-Axis
Single curvature about Y-Axis
CALCULATED PARAMETERS: (DL + LL)
Pa (kip) = 83.85 Pn/1.67 (kip) = 218.38
Max (kip-ft) = 40.80 Mnx/1.67 (kip-ft) = 85.95
May (kip-ft) = 0.04 Mny/1.67 (kip-ft) = 85.95
Rm = 1.00
Cbx = 1.67 Cby = 1.67
Cmx = 0.60 Cmy = 0.60
Pex (kip) = 1232.33 Pey (kip) = 1232.33
B1x = 1.00 B1y = 1.00
INTERACTION EQUATION
Pa/(Pn/1.67)) = 0.384
Eq H1-1a: 0.384 + 0.422 + 0.000 = 0.806
Page 3/22
Gravity Column Design
RAM Steel v14.04.06.00
DataBase: EcoPlaza 04/16/12 16:16:23
Building Code: IBC Steel Code: AISC360-05 ASD
Story level 1st, Column Line D-3
Fy (ksi) = 50.00 Column Size = HSS12X12X1/4
Orientation (deg.) = 0.0
INPUT DESIGN PARAMETERS:
X-Axis Y-Axis
Lu (ft) 20.00 20.00
K 1 1
Braced Against Joint Translation Yes Yes
Column Eccentricity (in) Top 8.50 8.50
Bottom 0.00 0.00
CONTROLLING COLUMN LOADS - Load Case 8:
Dead Live Roof
Axial (kip) 45.82 38.03 0.00
Moments Top Mx (kip-ft) 13.86 26.94 0.00
My (kip-ft) -0.04 0.00 0.00
Bot Mx (kip-ft) 0.00 0.00 0.00
My (kip-ft) 0.00 0.00 0.00
Single curvature about X-Axis
Single curvature about Y-Axis
CALCULATED PARAMETERS: (DL + LL)
Pa (kip) = 83.85 Pn/1.67 (kip) = 218.38
Max (kip-ft) = 40.80 Mnx/1.67 (kip-ft) = 85.95
May (kip-ft) = 0.04 Mny/1.67 (kip-ft) = 85.95
Rm = 1.00
Cbx = 1.67 Cby = 1.67
Cmx = 0.60 Cmy = 0.60
Pex (kip) = 1232.33 Pey (kip) = 1232.33
B1x = 1.00 B1y = 1.00
INTERACTION EQUATION
Pa/(Pn/1.67)) = 0.384
Eq H1-1a: 0.384 + 0.422 + 0.000 = 0.806
Page 4/22
Gravity Column Design
RAM Steel v14.04.06.00
DataBase: EcoPlaza 04/16/12 16:16:23
Building Code: IBC Steel Code: AISC360-05 ASD
Story level 1st, Column Line F-2
Fy (ksi) = 50.00 Column Size = HSS12X12X1/4
Orientation (deg.) = 0.0
INPUT DESIGN PARAMETERS:
X-Axis Y-Axis
Lu (ft) 20.00 20.00
K 1 1
Braced Against Joint Translation Yes Yes
Column Eccentricity (in) Top 8.50 8.50
Bottom 0.00 0.00
CONTROLLING COLUMN LOADS - Load Case 8:
Dead Live Roof
Axial (kip) 65.39 34.37 0.00
Moments Top Mx (kip-ft) 0.00 24.35 0.00
My (kip-ft) 0.04 0.00 0.00
Bot Mx (kip-ft) 0.00 0.00 0.00
My (kip-ft) 0.00 0.00 0.00
Single curvature about X-Axis
Single curvature about Y-Axis
CALCULATED PARAMETERS: (DL + LL)
Pa (kip) = 99.76 Pn/1.67 (kip) = 218.38
Max (kip-ft) = 24.35 Mnx/1.67 (kip-ft) = 85.95
May (kip-ft) = 0.04 Mny/1.67 (kip-ft) = 85.95
Rm = 1.00
Cbx = 1.67 Cby = 1.67
Cmx = 0.60 Cmy = 0.60
Pex (kip) = 1232.33 Pey (kip) = 1232.33
B1x = 1.00 B1y = 1.00
INTERACTION EQUATION
Pa/(Pn/1.67)) = 0.457
Eq H1-1a: 0.457 + 0.252 + 0.000 = 0.709
Page 5/22
Gravity Column Design
RAM Steel v14.04.06.00
DataBase: EcoPlaza 04/16/12 16:16:23
Building Code: IBC Steel Code: AISC360-05 ASD
Story level 1st, Column Line F-3
Fy (ksi) = 50.00 Column Size = HSS12X12X1/4
Orientation (deg.) = 0.0
INPUT DESIGN PARAMETERS:
X-Axis Y-Axis
Lu (ft) 20.00 20.00
K 1 1
Braced Against Joint Translation Yes Yes
Column Eccentricity (in) Top 8.50 8.50
Bottom 0.00 0.00
CONTROLLING COLUMN LOADS - Load Case 8:
Dead Live Roof
Axial (kip) 65.39 34.37 0.00
Moments Top Mx (kip-ft) 0.00 24.35 0.00
My (kip-ft) -0.04 0.00 0.00
Bot Mx (kip-ft) 0.00 0.00 0.00
My (kip-ft) 0.00 0.00 0.00
Single curvature about X-Axis
Single curvature about Y-Axis
CALCULATED PARAMETERS: (DL + LL)
Pa (kip) = 99.76 Pn/1.67 (kip) = 218.38
Max (kip-ft) = 24.35 Mnx/1.67 (kip-ft) = 85.95
May (kip-ft) = 0.04 Mny/1.67 (kip-ft) = 85.95
Rm = 1.00
Cbx = 1.67 Cby = 1.67
Cmx = 0.60 Cmy = 0.60
Pex (kip) = 1232.33 Pey (kip) = 1232.33
B1x = 1.00 B1y = 1.00
INTERACTION EQUATION
Pa/(Pn/1.67)) = 0.457
Eq H1-1a: 0.457 + 0.252 + 0.000 = 0.709
Page 6/22
Gravity Column Design
RAM Steel v14.04.06.00
DataBase: EcoPlaza 04/16/12 16:16:23
Building Code: IBC Steel Code: AISC360-05 ASD
Story level 1st, Column Line G-2
Fy (ksi) = 50.00 Column Size = HSS12X12X1/4
Orientation (deg.) = 0.0
INPUT DESIGN PARAMETERS:
X-Axis Y-Axis
Lu (ft) 20.00 20.00
K 1 1
Braced Against Joint Translation Yes Yes
Column Eccentricity (in) Top 8.50 8.50
Bottom 0.00 0.00
CONTROLLING COLUMN LOADS - Load Case 8:
Dead Live Roof
Axial (kip) 72.03 40.20 0.00
Moments Top Mx (kip-ft) 4.71 28.48 0.00
My (kip-ft) 0.04 0.00 0.00
Bot Mx (kip-ft) 0.00 0.00 0.00
My (kip-ft) 0.00 0.00 0.00
Single curvature about X-Axis
Single curvature about Y-Axis
CALCULATED PARAMETERS: (DL + LL)
Pa (kip) = 112.24 Pn/1.67 (kip) = 218.38
Max (kip-ft) = 33.18 Mnx/1.67 (kip-ft) = 85.95
May (kip-ft) = 0.04 Mny/1.67 (kip-ft) = 85.95
Rm = 1.00
Cbx = 1.67 Cby = 1.67
Cmx = 0.60 Cmy = 0.60
Pex (kip) = 1232.33 Pey (kip) = 1232.33
B1x = 1.00 B1y = 1.00
INTERACTION EQUATION
Pa/(Pn/1.67)) = 0.514
Eq H1-1a: 0.514 + 0.343 + 0.000 = 0.857
Page 7/22
Gravity Column Design
RAM Steel v14.04.06.00
DataBase: EcoPlaza 04/16/12 16:16:23
Building Code: IBC Steel Code: AISC360-05 ASD
Story level 1st, Column Line G-3
Fy (ksi) = 50.00 Column Size = HSS12X12X1/4
Orientation (deg.) = 0.0
INPUT DESIGN PARAMETERS:
X-Axis Y-Axis
Lu (ft) 20.00 20.00
K 1 1
Braced Against Joint Translation Yes Yes
Column Eccentricity (in) Top 8.50 8.50
Bottom 0.00 0.00
CONTROLLING COLUMN LOADS - Load Case 8:
Dead Live Roof
Axial (kip) 72.03 40.20 0.00
Moments Top Mx (kip-ft) 4.71 28.48 0.00
My (kip-ft) -0.04 0.00 0.00
Bot Mx (kip-ft) 0.00 0.00 0.00
My (kip-ft) 0.00 0.00 0.00
Single curvature about X-Axis
Single curvature about Y-Axis
CALCULATED PARAMETERS: (DL + LL)
Pa (kip) = 112.24 Pn/1.67 (kip) = 218.38
Max (kip-ft) = 33.18 Mnx/1.67 (kip-ft) = 85.95
May (kip-ft) = 0.04 Mny/1.67 (kip-ft) = 85.95
Rm = 1.00
Cbx = 1.67 Cby = 1.67
Cmx = 0.60 Cmy = 0.60
Pex (kip) = 1232.33 Pey (kip) = 1232.33
B1x = 1.00 B1y = 1.00
INTERACTION EQUATION
Pa/(Pn/1.67)) = 0.514
Eq H1-1a: 0.514 + 0.343 + 0.000 = 0.857
Page 8/22
Gravity Column Design
RAM Steel v14.04.06.00
DataBase: EcoPlaza 04/16/12 16:16:23
Building Code: IBC Steel Code: AISC360-05 ASD
Story level 1st, Column Line H-2
Fy (ksi) = 50.00 Column Size = HSS12X12X5/16
Orientation (deg.) = 0.0
INPUT DESIGN PARAMETERS:
X-Axis Y-Axis
Lu (ft) 20.00 20.00
K 1 1
Braced Against Joint Translation Yes Yes
Column Eccentricity (in) Top 8.50 8.50
Bottom 0.00 0.00
CONTROLLING COLUMN LOADS - Load Case 1:
Dead Live Roof
Axial (kip) 140.39 47.80 0.00
Moments Top Mx (kip-ft) -1.19 -14.51 0.00
My (kip-ft) 0.02 0.00 0.00
Bot Mx (kip-ft) 0.00 0.00 0.00
My (kip-ft) 0.00 0.00 0.00
Single curvature about X-Axis
Single curvature about Y-Axis
CALCULATED PARAMETERS: (DL + LL)
Pa (kip) = 188.19 Pn/1.67 (kip) = 311.86
Max (kip-ft) = 15.70 Mnx/1.67 (kip-ft) = 119.02
May (kip-ft) = 0.02 Mny/1.67 (kip-ft) = 119.02
Rm = 1.00
Cbx = 1.67 Cby = 1.67
Cmx = 0.60 Cmy = 0.60
Pex (kip) = 1510.60 Pey (kip) = 1510.60
B1x = 1.00 B1y = 1.00
INTERACTION EQUATION
Pa/(Pn/1.67)) = 0.603
Eq H1-1a: 0.603 + 0.117 + 0.000 = 0.721
Page 9/22
Gravity Column Design
RAM Steel v14.04.06.00
DataBase: EcoPlaza 04/16/12 16:16:23
Building Code: IBC Steel Code: AISC360-05 ASD
Story level 1st, Column Line H-3
Fy (ksi) = 50.00 Column Size = HSS12X12X5/16
Orientation (deg.) = 0.0
INPUT DESIGN PARAMETERS:
X-Axis Y-Axis
Lu (ft) 20.00 20.00
K 1 1
Braced Against Joint Translation Yes Yes
Column Eccentricity (in) Top 8.50 8.50
Bottom 0.00 0.00
CONTROLLING COLUMN LOADS - Load Case 1:
Dead Live Roof
Axial (kip) 139.40 47.80 0.00
Moments Top Mx (kip-ft) -1.19 -14.51 0.00
My (kip-ft) -0.02 0.00 0.00
Bot Mx (kip-ft) 0.00 0.00 0.00
My (kip-ft) 0.00 0.00 0.00
Single curvature about X-Axis
Single curvature about Y-Axis
CALCULATED PARAMETERS: (DL + LL)
Pa (kip) = 187.20 Pn/1.67 (kip) = 311.86
Max (kip-ft) = 15.70 Mnx/1.67 (kip-ft) = 119.02
May (kip-ft) = 0.02 Mny/1.67 (kip-ft) = 119.02
Rm = 1.00
Cbx = 1.67 Cby = 1.67
Cmx = 0.60 Cmy = 0.60
Pex (kip) = 1510.60 Pey (kip) = 1510.60
B1x = 1.00 B1y = 1.00
INTERACTION EQUATION
Pa/(Pn/1.67)) = 0.600
Eq H1-1a: 0.600 + 0.117 + 0.000 = 0.718
Page 10/22
Gravity Column Design
RAM Steel v14.04.06.00
DataBase: EcoPlaza 04/16/12 16:16:23
Building Code: IBC Steel Code: AISC360-05 ASD
Story level 1st, Column Line I-6
Fy (ksi) = 50.00 Column Size = HSS12X12X3/16
Orientation (deg.) = 0.0
INPUT DESIGN PARAMETERS:
X-Axis Y-Axis
Lu (ft) 20.00 20.00
K 1 1
Braced Against Joint Translation Yes Yes
Column Eccentricity (in) Top 8.50 8.50
Bottom 0.00 0.00
CONTROLLING COLUMN LOADS - Load Case 1:
Dead Live Roof
Axial (kip) 58.39 0.00 0.00
Moments Top Mx (kip-ft) 8.32 0.00 0.00
My (kip-ft) -0.06 0.00 0.00
Bot Mx (kip-ft) 0.00 0.00 0.00
My (kip-ft) 0.00 0.00 0.00
Single curvature about X-Axis
Single curvature about Y-Axis
CALCULATED PARAMETERS: (DL)
Pa (kip) = 58.39 Pn/1.67 (kip) = 133.54
Max (kip-ft) = 8.32 Mnx/1.67 (kip-ft) = 55.58
May (kip-ft) = 0.06 Mny/1.67 (kip-ft) = 55.58
Rm = 1.00
Cbx = 1.67 Cby = 1.67
Cmx = 0.60 Cmy = 0.60
Pex (kip) = 939.15 Pey (kip) = 939.15
B1x = 1.00 B1y = 1.00
INTERACTION EQUATION
Pa/(Pn/1.67)) = 0.437
Eq H1-1a: 0.437 + 0.133 + 0.001 = 0.571
Page 11/22
Gravity Column Design
RAM Steel v14.04.06.00
DataBase: EcoPlaza 04/16/12 16:16:23
Building Code: IBC Steel Code: AISC360-05 ASD
Story level 1st, Column Line I-7
Fy (ksi) = 50.00 Column Size = HSS12X12X3/16
Orientation (deg.) = 0.0
INPUT DESIGN PARAMETERS:
X-Axis Y-Axis
Lu (ft) 20.00 20.00
K 1 1
Braced Against Joint Translation Yes Yes
Column Eccentricity (in) Top 8.50 8.50
Bottom 0.00 0.00
CONTROLLING COLUMN LOADS - Load Case 1:
Dead Live Roof
Axial (kip) 51.09 0.00 0.00
Moments Top Mx (kip-ft) 7.27 0.00 0.00
My (kip-ft) -0.03 0.00 0.00
Bot Mx (kip-ft) 0.00 0.00 0.00
My (kip-ft) 0.00 0.00 0.00
Single curvature about X-Axis
Single curvature about Y-Axis
CALCULATED PARAMETERS: (DL)
Pa (kip) = 51.09 Pn/1.67 (kip) = 133.54
Max (kip-ft) = 7.27 Mnx/1.67 (kip-ft) = 55.58
May (kip-ft) = 0.03 Mny/1.67 (kip-ft) = 55.58
Rm = 1.00
Cbx = 1.67 Cby = 1.67
Cmx = 0.60 Cmy = 0.60
Pex (kip) = 939.15 Pey (kip) = 939.15
B1x = 1.00 B1y = 1.00
INTERACTION EQUATION
Pa/(Pn/1.67)) = 0.383
Eq H1-1a: 0.383 + 0.116 + 0.000 = 0.499
Page 12/22
Gravity Column Design
RAM Steel v14.04.06.00
DataBase: EcoPlaza 04/16/12 16:16:23
Building Code: IBC Steel Code: AISC360-05 ASD
Story level 1st, Column Line J-2
Fy (ksi) = 50.00 Column Size = HSS12X12X3/16
Orientation (deg.) = 0.0
INPUT DESIGN PARAMETERS:
X-Axis Y-Axis
Lu (ft) 20.00 20.00
K 1 1
Braced Against Joint Translation Yes Yes
Column Eccentricity (in) Top 8.50 8.50
Bottom 0.00 0.00
CONTROLLING COLUMN LOADS - Load Case 1:
Dead Live Roof
Axial (kip) 63.58 0.00 0.00
Moments Top Mx (kip-ft) -5.01 0.00 0.00
My (kip-ft) 0.04 0.00 0.00
Bot Mx (kip-ft) 0.00 0.00 0.00
My (kip-ft) 0.00 0.00 0.00
Single curvature about X-Axis
Single curvature about Y-Axis
CALCULATED PARAMETERS: (DL)
Pa (kip) = 63.58 Pn/1.67 (kip) = 133.54
Max (kip-ft) = 5.01 Mnx/1.67 (kip-ft) = 55.58
May (kip-ft) = 0.04 Mny/1.67 (kip-ft) = 55.58
Rm = 1.00
Cbx = 1.67 Cby = 1.67
Cmx = 0.60 Cmy = 0.60
Pex (kip) = 939.15 Pey (kip) = 939.15
B1x = 1.00 B1y = 1.00
INTERACTION EQUATION
Pa/(Pn/1.67)) = 0.476
Eq H1-1a: 0.476 + 0.080 + 0.001 = 0.557
Page 13/22
Gravity Column Design
RAM Steel v14.04.06.00
DataBase: EcoPlaza 04/16/12 16:16:23
Building Code: IBC Steel Code: AISC360-05 ASD
Story level 1st, Column Line J-3
Fy (ksi) = 50.00 Column Size = HSS12X12X3/16
Orientation (deg.) = 0.0
INPUT DESIGN PARAMETERS:
X-Axis Y-Axis
Lu (ft) 20.00 20.00
K 1 1
Braced Against Joint Translation Yes Yes
Column Eccentricity (in) Top 8.50 8.50
Bottom 0.00 0.00
CONTROLLING COLUMN LOADS - Load Case 1:
Dead Live Roof
Axial (kip) 63.43 0.00 0.00
Moments Top Mx (kip-ft) -5.01 0.00 0.00
My (kip-ft) 0.07 0.00 0.00
Bot Mx (kip-ft) 0.00 0.00 0.00
My (kip-ft) 0.00 0.00 0.00
Single curvature about X-Axis
Single curvature about Y-Axis
CALCULATED PARAMETERS: (DL)
Pa (kip) = 63.43 Pn/1.67 (kip) = 133.54
Max (kip-ft) = 5.01 Mnx/1.67 (kip-ft) = 55.58
May (kip-ft) = 0.07 Mny/1.67 (kip-ft) = 55.58
Rm = 1.00
Cbx = 1.67 Cby = 1.67
Cmx = 0.60 Cmy = 0.60
Pex (kip) = 939.15 Pey (kip) = 939.15
B1x = 1.00 B1y = 1.00
INTERACTION EQUATION
Pa/(Pn/1.67)) = 0.475
Eq H1-1a: 0.475 + 0.080 + 0.001 = 0.556
Page 14/22
Gravity Column Design
RAM Steel v14.04.06.00
DataBase: EcoPlaza 04/16/12 16:16:23
Building Code: IBC Steel Code: AISC360-05 ASD
Story level 2nd, Column Line K-2
Fy (ksi) = 50.00 Column Size = HSS12X12X5/16
Orientation (deg.) = 0.0
INPUT DESIGN PARAMETERS:
X-Axis Y-Axis
Lu (ft) 15.00 15.00
K 1 1
Braced Against Joint Translation Yes Yes
Column Eccentricity (in) Top 8.50 8.50
Bottom 8.50 8.50
CONTROLLING COLUMN LOADS - Load Case 1:
Dead Live Roof
Axial (kip) 161.97 0.00 0.00
Moments Top Mx (kip-ft) 5.84 0.00 0.00
My (kip-ft) 22.07 0.00 0.00
Bot Mx (kip-ft) -11.27 0.00 0.00
My (kip-ft) 0.02 0.00 0.00
Single curvature about X-Axis
Reverse curvature about Y-Axis
CALCULATED PARAMETERS: (DL)
Pa (kip) = 161.97 Pn/1.67 (kip) = 336.13
Max (kip-ft) = 11.27 Mnx/1.67 (kip-ft) = 119.02
May (kip-ft) = 22.07 Mny/1.67 (kip-ft) = 119.02
Rm = 1.00
Cbx = 1.24 Cby = 1.67
Cmx = 0.81 Cmy = 0.60
Pex (kip) = 2685.51 Pey (kip) = 2685.51
B1x = 1.00 B1y = 1.00
INTERACTION EQUATION
Pa/(Pn/1.67)) = 0.482
Eq H1-1a: 0.482 + 0.084 + 0.165 = 0.731
Page 15/22
Gravity Column Design
RAM Steel v14.04.06.00
DataBase: EcoPlaza 04/16/12 16:16:23
Building Code: IBC Steel Code: AISC360-05 ASD
Story level 1st, Column Line K-2
Fy (ksi) = 50.00 Column Size = HSS12X12X1/4
Orientation (deg.) = 0.0
INPUT DESIGN PARAMETERS:
X-Axis Y-Axis
Lu (ft) 20.00 20.00
K 1 1
Braced Against Joint Translation Yes Yes
Column Eccentricity (in) Top 8.50 8.50
Bottom 0.00 0.00
CONTROLLING COLUMN LOADS - Load Case 1:
Dead Live Roof
Axial (kip) 190.81 0.00 0.00
Moments Top Mx (kip-ft) -8.45 0.00 0.00
My (kip-ft) 0.02 0.00 0.00
Bot Mx (kip-ft) 0.00 0.00 0.00
My (kip-ft) 0.00 0.00 0.00
Single curvature about X-Axis
Single curvature about Y-Axis
CALCULATED PARAMETERS: (DL)
Pa (kip) = 190.81 Pn/1.67 (kip) = 218.38
Max (kip-ft) = 8.45 Mnx/1.67 (kip-ft) = 85.95
May (kip-ft) = 0.02 Mny/1.67 (kip-ft) = 85.95
Rm = 1.00
Cbx = 1.67 Cby = 1.67
Cmx = 0.60 Cmy = 0.60
Pex (kip) = 1232.33 Pey (kip) = 1232.33
B1x = 1.00 B1y = 1.00
INTERACTION EQUATION
Pa/(Pn/1.67)) = 0.874
Eq H1-1a: 0.874 + 0.087 + 0.000 = 0.961
Page 16/22
Gravity Column Design
RAM Steel v14.04.06.00
DataBase: EcoPlaza 04/16/12 16:16:23
Building Code: IBC Steel Code: AISC360-05 ASD
Story level 2nd, Column Line K-3
Fy (ksi) = 50.00 Column Size = HSS12X12X1/4
Orientation (deg.) = 0.0
INPUT DESIGN PARAMETERS:
X-Axis Y-Axis
Lu (ft) 15.00 15.00
K 1 1
Braced Against Joint Translation Yes Yes
Column Eccentricity (in) Top 8.50 8.50
Bottom 8.50 8.50
CONTROLLING COLUMN LOADS - Load Case 1:
Dead Live Roof
Axial (kip) 159.45 0.00 0.00
Moments Top Mx (kip-ft) 0.00 0.00 0.00
My (kip-ft) -15.00 0.00 0.00
Bot Mx (kip-ft) -11.27 0.00 0.00
My (kip-ft) -0.02 0.00 0.00
Single curvature about X-Axis
Reverse curvature about Y-Axis
CALCULATED PARAMETERS: (DL)
Pa (kip) = 159.45 Pn/1.67 (kip) = 232.46
Max (kip-ft) = 11.27 Mnx/1.67 (kip-ft) = 85.95
May (kip-ft) = 15.00 Mny/1.67 (kip-ft) = 85.95
Rm = 1.00
Cbx = 1.67 Cby = 1.67
Cmx = 0.60 Cmy = 0.60
Pex (kip) = 2190.81 Pey (kip) = 2190.81
B1x = 1.00 B1y = 1.00
INTERACTION EQUATION
Pa/(Pn/1.67)) = 0.686
Eq H1-1a: 0.686 + 0.117 + 0.155 = 0.958
Page 17/22
Gravity Column Design
RAM Steel v14.04.06.00
DataBase: EcoPlaza 04/16/12 16:16:23
Building Code: IBC Steel Code: AISC360-05 ASD
Story level 1st, Column Line K-3
Fy (ksi) = 50.00 Column Size = HSS12X12X1/4
Orientation (deg.) = 0.0
INPUT DESIGN PARAMETERS:
X-Axis Y-Axis
Lu (ft) 20.00 20.00
K 1 1
Braced Against Joint Translation Yes Yes
Column Eccentricity (in) Top 8.50 8.50
Bottom 0.00 0.00
CONTROLLING COLUMN LOADS - Load Case 1:
Dead Live Roof
Axial (kip) 188.28 0.00 0.00
Moments Top Mx (kip-ft) -8.45 0.00 0.00
My (kip-ft) -0.02 0.00 0.00
Bot Mx (kip-ft) 0.00 0.00 0.00
My (kip-ft) 0.00 0.00 0.00
Single curvature about X-Axis
Single curvature about Y-Axis
CALCULATED PARAMETERS: (DL)
Pa (kip) = 188.28 Pn/1.67 (kip) = 218.38
Max (kip-ft) = 8.45 Mnx/1.67 (kip-ft) = 85.95
May (kip-ft) = 0.02 Mny/1.67 (kip-ft) = 85.95
Rm = 1.00
Cbx = 1.67 Cby = 1.67
Cmx = 0.60 Cmy = 0.60
Pex (kip) = 1232.33 Pey (kip) = 1232.33
B1x = 1.00 B1y = 1.00
INTERACTION EQUATION
Pa/(Pn/1.67)) = 0.862
Eq H1-1a: 0.862 + 0.087 + 0.000 = 0.950
Page 18/22
Gravity Column Design
RAM Steel v14.04.06.00
DataBase: EcoPlaza 04/16/12 16:16:23
Building Code: IBC Steel Code: AISC360-05 ASD
Story level 2nd, Column Line K-6
Fy (ksi) = 50.00 Column Size = HSS12X12X5/16
Orientation (deg.) = 0.0
INPUT DESIGN PARAMETERS:
X-Axis Y-Axis
Lu (ft) 15.00 15.00
K 1 1
Braced Against Joint Translation Yes Yes
Column Eccentricity (in) Top 8.50 8.50
Bottom 8.50 8.50
CONTROLLING COLUMN LOADS - Load Case 1:
Dead Live Roof
Axial (kip) 146.41 0.00 0.00
Moments Top Mx (kip-ft) 0.00 0.00 0.00
My (kip-ft) 42.24 0.00 0.00
Bot Mx (kip-ft) -14.07 0.00 0.00
My (kip-ft) 0.03 0.00 0.00
Single curvature about X-Axis
Reverse curvature about Y-Axis
CALCULATED PARAMETERS: (DL)
Pa (kip) = 146.41 Pn/1.67 (kip) = 336.13
Max (kip-ft) = 14.07 Mnx/1.67 (kip-ft) = 119.02
May (kip-ft) = 42.24 Mny/1.67 (kip-ft) = 119.02
Rm = 1.00
Cbx = 1.67 Cby = 1.67
Cmx = 0.60 Cmy = 0.60
Pex (kip) = 2685.51 Pey (kip) = 2685.51
B1x = 1.00 B1y = 1.00
INTERACTION EQUATION
Pa/(Pn/1.67)) = 0.436
Eq H1-1a: 0.436 + 0.105 + 0.315 = 0.856
Page 19/22
Gravity Column Design
RAM Steel v14.04.06.00
DataBase: EcoPlaza 04/16/12 16:16:23
Building Code: IBC Steel Code: AISC360-05 ASD
Story level 1st, Column Line K-6
Fy (ksi) = 50.00 Column Size = HSS12X12X1/4
Orientation (deg.) = 0.0
INPUT DESIGN PARAMETERS:
X-Axis Y-Axis
Lu (ft) 20.00 20.00
K 1 1
Braced Against Joint Translation Yes Yes
Column Eccentricity (in) Top 8.50 8.50
Bottom 0.00 0.00
CONTROLLING COLUMN LOADS - Load Case 1:
Dead Live Roof
Axial (kip) 182.13 0.00 0.00
Moments Top Mx (kip-ft) -10.55 0.00 0.00
My (kip-ft) 0.02 0.00 0.00
Bot Mx (kip-ft) 0.00 0.00 0.00
My (kip-ft) 0.00 0.00 0.00
Single curvature about X-Axis
Single curvature about Y-Axis
CALCULATED PARAMETERS: (DL)
Pa (kip) = 182.13 Pn/1.67 (kip) = 218.38
Max (kip-ft) = 10.55 Mnx/1.67 (kip-ft) = 85.95
May (kip-ft) = 0.02 Mny/1.67 (kip-ft) = 85.95
Rm = 1.00
Cbx = 1.67 Cby = 1.67
Cmx = 0.60 Cmy = 0.60
Pex (kip) = 1232.33 Pey (kip) = 1232.33
B1x = 1.00 B1y = 1.00
INTERACTION EQUATION
Pa/(Pn/1.67)) = 0.834
Eq H1-1a: 0.834 + 0.109 + 0.000 = 0.943
Page 20/22
Gravity Column Design
RAM Steel v14.04.06.00
DataBase: EcoPlaza 04/16/12 16:16:23
Building Code: IBC Steel Code: AISC360-05 ASD
Story level 2nd, Column Line K-7
Fy (ksi) = 50.00 Column Size = HSS12X12X1/4
Orientation (deg.) = 0.0
INPUT DESIGN PARAMETERS:
X-Axis Y-Axis
Lu (ft) 15.00 15.00
K 1 1
Braced Against Joint Translation Yes Yes
Column Eccentricity (in) Top 8.50 8.50
Bottom 8.50 8.50
CONTROLLING COLUMN LOADS - Load Case 1:
Dead Live Roof
Axial (kip) 129.90 0.00 0.00
Moments Top Mx (kip-ft) 5.84 0.00 0.00
My (kip-ft) -17.20 0.00 0.00
Bot Mx (kip-ft) -12.26 0.00 0.00
My (kip-ft) -0.02 0.00 0.00
Single curvature about X-Axis
Reverse curvature about Y-Axis
CALCULATED PARAMETERS: (DL)
Pa (kip) = 129.90 Pn/1.67 (kip) = 232.46
Max (kip-ft) = 12.26 Mnx/1.67 (kip-ft) = 85.95
May (kip-ft) = 17.20 Mny/1.67 (kip-ft) = 85.95
Rm = 1.00
Cbx = 1.26 Cby = 1.67
Cmx = 0.79 Cmy = 0.60
Pex (kip) = 2190.81 Pey (kip) = 2190.81
B1x = 1.00 B1y = 1.00
INTERACTION EQUATION
Pa/(Pn/1.67)) = 0.559
Eq H1-1a: 0.559 + 0.127 + 0.178 = 0.863
Page 21/22
Gravity Column Design
RAM Steel v14.04.06.00
DataBase: EcoPlaza 04/16/12 16:16:23
Building Code: IBC Steel Code: AISC360-05 ASD
Story level 1st, Column Line K-7
Fy (ksi) = 50.00 Column Size = HSS12X12X1/4
Orientation (deg.) = 0.0
INPUT DESIGN PARAMETERS:
X-Axis Y-Axis
Lu (ft) 20.00 20.00
K 1 1
Braced Against Joint Translation Yes Yes
Column Eccentricity (in) Top 8.50 8.50
Bottom 0.00 0.00
CONTROLLING COLUMN LOADS - Load Case 1:
Dead Live Roof
Axial (kip) 161.13 0.00 0.00
Moments Top Mx (kip-ft) -9.20 0.00 0.00
My (kip-ft) -0.01 0.00 0.00
Bot Mx (kip-ft) 0.00 0.00 0.00
My (kip-ft) 0.00 0.00 0.00
Single curvature about X-Axis
Single curvature about Y-Axis
CALCULATED PARAMETERS: (DL)
Pa (kip) = 161.13 Pn/1.67 (kip) = 218.38
Max (kip-ft) = 9.20 Mnx/1.67 (kip-ft) = 85.95
May (kip-ft) = 0.01 Mny/1.67 (kip-ft) = 85.95
Rm = 1.00
Cbx = 1.67 Cby = 1.67
Cmx = 0.60 Cmy = 0.60
Pex (kip) = 1232.33 Pey (kip) = 1232.33
B1x = 1.00 B1y = 1.00
INTERACTION EQUATION
Pa/(Pn/1.67)) = 0.738
Eq H1-1a: 0.738 + 0.095 + 0.000 = 0.833
Page 22/22
