IFB Attachment 6 - Basis of Design Vol. 3.pdf
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Department of Veteran Affairs Women's Health, 2nd Floor
Jesse Brown VA Medical Center Chicago, IL
May 9, 2025
Bid Documents Basis of Design Report – Volume 3
Project Number: 537-327
100% Design Submittal
Women’s Health, 2nd Floor
Jesse Brown VA Medical Center
Chicago, IL
February 28, 2024
TABLE OF CONTENTS
NARRATIVES
A. Architectural Narrative
B. Structural Narrative
C. Fire Protection Narrative
D. Plumbing Narrative
E. Mechanical Narrative
F. Electrical Narrative
G. Physical Security Narrative
H. Environmental Narrative
APPENDIX
TAB A. Cost Estimate
TAB B. Mechanical Calcs
And Equipment
TAB C. Structural Calculations
(Basis of Design - Vol. 2 & Vol. 3)
NOTE: ALL SECTIONS MAY NOT BE APPLICABLE OR INCLUDED IN INTERIM SUBMITTALS
100% Design Submittal
Women’s Health, 2nd Floor
Jesse Brown VA Medical Center
Chicago, IL
February 28, 2024
Basis of Design – Volume 3
TAB C. Structural Calculations
(Continued)
Gravity Beam Design
RAM Steel 23.00.00.92
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Floor Type: Existing 1st Beam Number = 174
SPAN INFORMATION (ft): I-End (41.86,-569.31) J-End (41.86,-537.81)
Beam Size (User Selected) = W21X44 Fy = 36.0 ksi
Total Beam Length (ft) = 31.50
COMPOSITE PROPERTIES (Not Shored):
Left Right
Deck Label Floor Floor
Concrete thickness (in) 3.25 3.25
Unit weight concrete (pcf) 110.00 110.00 f'c (ksi) 3.00 3.00
Decking Orientation perpendicular perpendicular
Decking type VULCRAFT 2.0VL VULCRAFT 2.0VL beff (in) = 94.50 Y bar(in) = 19.15
Mnf (kip-ft) = 570.53 Mn (kip-ft) = 493.85
C (kips) = 239.44 PNA (in) = 19.85
Ieff (in4) = 2000.02 Itr (in4) = 2460.59
Stud length (in) = 3.50 Stud diam (in) = 0.75
Stud Capacity (kips) Qn = 17.1 Rg = 1.00 Rp = 0.60
# of studs: Max = 31 Partial = 28 Actual = 28
Number of Stud Rows = 1 Percent of Full Composite Action = 51.16
LINE LOADS (k/ft):
Load Dist DL CDL LL Red% Type PartL CLL
1 0.000 0.468 0.000 0.917 --- NonR 0.000 0.000
31.500 0.468 0.000 0.917 0.000 0.000
2 0.000 0.044 0.044 0.000 --- NonR 0.000 0.000
31.500 0.044 0.044 0.000 0.000 0.000
SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 32.77 kips 1.00Vn = 156.49 kips
MOMENTS (Ultimate):
Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft
Center PreCmp+ 1.4DL 7.7 15.8 0.0 1.00 0.90 257.58
Init DL 1.4DL 7.7 15.8 --- ---
Max + 1.2DL+1.6LL 258.1 15.8 --- --- 0.90 444.47
Controlling 1.2DL+1.6LL 258.1 15.8 --- --- 0.90 444.47
REACTIONS (kips):
Left Right
Initial reaction 0.70 0.70
DL reaction 8.06 8.06
Max +LL reaction 14.44 14.44
Max +total reaction (factored) 32.77 32.77
DEFLECTIONS: Ratio
Initial load (in) at 15.75 ft = -0.040 L/D = 9430 > 360 0.04
Live load (in) at 15.75 ft = -0.350 L/D = 1080 > 360 0.33
Page 880/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Post Comp load (in) at 15.75 ft = -0.529 L/D = 715 > 360 0.50
Net Total load (in) at 15.75 ft = -0.569 L/D = 665 > 240 0.36
Page 881/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Floor Type: Existing 1st Beam Number = 175
SPAN INFORMATION (ft): I-End (41.86,-537.81) J-End (41.86,-506.31)
Beam Size (User Selected) = W21X44 Fy = 36.0 ksi
Total Beam Length (ft) = 31.50
COMPOSITE PROPERTIES (Not Shored):
Left Right
Deck Label Floor Floor
Concrete thickness (in) 3.25 3.25
Unit weight concrete (pcf) 110.00 110.00 f'c (ksi) 3.00 3.00
Decking Orientation perpendicular perpendicular
Decking type VULCRAFT 2.0VL VULCRAFT 2.0VL beff (in) = 94.50 Y bar(in) = 19.15
Mnf (kip-ft) = 570.53 Mn (kip-ft) = 493.85
C (kips) = 239.44 PNA (in) = 19.85
Ieff (in4) = 2000.02 Itr (in4) = 2460.59
Stud length (in) = 3.50 Stud diam (in) = 0.75
Stud Capacity (kips) Qn = 17.1 Rg = 1.00 Rp = 0.60
# of studs: Max = 31 Partial = 28 Actual = 28
Number of Stud Rows = 1 Percent of Full Composite Action = 51.16
LINE LOADS (k/ft):
Load Dist DL CDL LL Red% Type PartL CLL
1 0.000 0.468 0.000 0.917 --- NonR 0.000 0.000
31.500 0.468 0.000 0.917 0.000 0.000
2 0.000 0.044 0.044 0.000 --- NonR 0.000 0.000
31.500 0.044 0.044 0.000 0.000 0.000
SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 32.77 kips 1.00Vn = 156.49 kips
MOMENTS (Ultimate):
Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft
Center PreCmp+ 1.4DL 7.7 15.8 0.0 1.00 0.90 257.58
Init DL 1.4DL 7.7 15.8 --- ---
Max + 1.2DL+1.6LL 258.1 15.8 --- --- 0.90 444.47
Controlling 1.2DL+1.6LL 258.1 15.8 --- --- 0.90 444.47
REACTIONS (kips):
Left Right
Initial reaction 0.70 0.70
DL reaction 8.06 8.06
Max +LL reaction 14.44 14.44
Max +total reaction (factored) 32.77 32.77
DEFLECTIONS: Ratio
Initial load (in) at 15.75 ft = -0.040 L/D = 9430 > 360 0.04
Page 882/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Post Comp load (in) at 15.75 ft = -0.529 L/D = 715 > 360 0.50
Page 883/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Floor Type: Existing 1st Beam Number = 176
SPAN INFORMATION (ft): I-End (50.53,-470.31) J-End (50.53,-439.06)
Beam Size (User Selected) = W21X44 Fy = 36.0 ksi
Total Beam Length (ft) = 31.25
COMPOSITE PROPERTIES (Not Shored):
Left Right
Deck Label Floor Floor
Concrete thickness (in) 3.25 3.25
Unit weight concrete (pcf) 110.00 110.00 f'c (ksi) 3.00 3.00
Decking Orientation perpendicular perpendicular
Decking type VULCRAFT 2.0VL VULCRAFT 2.0VL beff (in) = 93.75 Y bar(in) = 19.12
Mnf (kip-ft) = 570.23 Mn (kip-ft) = 493.77
C (kips) = 239.44 PNA (in) = 19.85
Ieff (in4) = 1996.54 Itr (in4) = 2455.71
Stud length (in) = 3.50 Stud diam (in) = 0.75
Stud Capacity (kips) Qn = 17.1 Rg = 1.00 Rp = 0.60
# of studs: Max = 31 Partial = 28 Actual = 28
Number of Stud Rows = 1 Percent of Full Composite Action = 51.16
LINE LOADS (k/ft):
Load Dist DL CDL LL Red% Type PartL CLL
1 0.000 0.468 0.000 0.917 --- NonR 0.000 0.000
31.250 0.468 0.000 0.917 0.000 0.000
2 0.000 0.044 0.044 0.000 --- NonR 0.000 0.000
31.250 0.044 0.044 0.000 0.000 0.000
SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 32.51 kips 1.00Vn = 156.49 kips
MOMENTS (Ultimate):
Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft
Center PreCmp+ 1.4DL 7.6 15.6 0.0 1.00 0.90 257.58
Init DL 1.4DL 7.6 15.6 --- ---
Max + 1.2DL+1.6LL 254.0 15.6 --- --- 0.90 444.39
Controlling 1.2DL+1.6LL 254.0 15.6 --- --- 0.90 444.39
REACTIONS (kips):
Left Right
Initial reaction 0.69 0.69
DL reaction 8.00 8.00
Max +LL reaction 14.32 14.32
Max +total reaction (factored) 32.51 32.51
DEFLECTIONS: Ratio
Initial load (in) at 15.62 ft = -0.039 L/D = 9658 > 360 0.04
Live load (in) at 15.62 ft = -0.340 L/D = 1104 > 360 0.33
Page 884/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Post Comp load (in) at 15.62 ft = -0.513 L/D = 731 > 360 0.49
Net Total load (in) at 15.62 ft = -0.552 L/D = 680 > 240 0.35
Page 885/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Floor Type: Existing 1st Beam Number = 177
SPAN INFORMATION (ft): I-End (50.53,-470.31) J-End (50.60,-506.31)
Beam Size (User Selected) = W21X50 Fy = 36.0 ksi
Total Beam Length (ft) = 36.00
COMPOSITE PROPERTIES (Not Shored):
Left Right
Deck Label Floor Floor
Concrete thickness (in) 3.25 3.25
Unit weight concrete (pcf) 110.00 110.00 f'c (ksi) 3.00 3.00
Decking Orientation 90.1 deg 90.1 deg
Decking type VULCRAFT 2.0VL VULCRAFT 2.0VL beff (in) = 108.00 Y bar(in) = 19.26
Mnf (kip-ft) = 647.79 Mn (kip-ft) = 561.42
C (kips) = 273.65 PNA (in) = 20.26
Ieff (in4) = 2313.94 Itr (in4) = 2833.47
Stud length (in) = 3.50 Stud diam (in) = 0.75
Stud Capacity (kips) Qn = 17.1 Rg = 1.00 Rp = 0.60
# of studs: Max = 36 Partial = 32 Actual = 32
Number of Stud Rows = 1 Percent of Full Composite Action = 51.71
LINE LOADS (k/ft):
Load Dist DL CDL LL Red% Type PartL CLL
1 0.000 0.467 0.000 0.917 --- NonR 0.000 0.000
36.000 0.467 0.000 0.917 0.000 0.000
2 0.000 0.050 0.050 0.000 --- NonR 0.000 0.000
36.000 0.050 0.050 0.000 0.000 0.000
SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 37.58 kips 1.00Vn = 170.73 kips
MOMENTS (Ultimate):
Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft
Center PreCmp+ 1.4DL 11.3 18.0 0.0 1.00 0.90 297.00
Init DL 1.4DL 11.3 18.0 --- ---
Max + 1.2DL+1.6LL 338.2 18.0 --- --- 0.90 505.27
Controlling 1.2DL+1.6LL 338.2 18.0 --- --- 0.90 505.27
REACTIONS (kips):
Left Right
Initial reaction 0.90 0.90
DL reaction 9.32 9.32
Max +LL reaction 16.50 16.50
Max +total reaction (factored) 37.58 37.58
DEFLECTIONS: Ratio
Initial load (in) at 18.00 ft = -0.066 L/D = 6521 > 360 0.06
Live load (in) at 18.00 ft = -0.516 L/D = 837 > 360 0.43
Page 886/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Post Comp load (in) at 18.00 ft = -0.780 L/D = 554 > 360 0.65
Net Total load (in) at 18.00 ft = -0.846 L/D = 511 > 240 0.47
Page 887/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Floor Type: Existing 1st Beam Number = 178
SPAN INFORMATION (ft): I-End (51.03,-569.31) J-End (51.03,-537.81)
Beam Size (User Selected) = W21X44 Fy = 36.0 ksi
Total Beam Length (ft) = 31.50
COMPOSITE PROPERTIES (Not Shored):
Left Right
Deck Label Floor Floor
Concrete thickness (in) 3.25 3.25
Unit weight concrete (pcf) 110.00 110.00 f'c (ksi) 3.00 3.00
Decking Orientation perpendicular perpendicular
Decking type VULCRAFT 2.0VL VULCRAFT 2.0VL beff (in) = 94.50 Y bar(in) = 19.15
Mnf (kip-ft) = 570.53 Mn (kip-ft) = 493.85
C (kips) = 239.44 PNA (in) = 19.85
Ieff (in4) = 2000.02 Itr (in4) = 2460.59
Stud length (in) = 3.50 Stud diam (in) = 0.75
Stud Capacity (kips) Qn = 17.1 Rg = 1.00 Rp = 0.60
# of studs: Max = 31 Partial = 28 Actual = 28
Number of Stud Rows = 1 Percent of Full Composite Action = 51.16
LINE LOADS (k/ft):
Load Dist DL CDL LL Red% Type PartL CLL
1 0.000 0.455 0.000 0.892 --- NonR 0.000 0.000
31.500 0.455 0.000 0.892 0.000 0.000
2 0.000 0.044 0.044 0.000 --- NonR 0.000 0.000
31.500 0.044 0.044 0.000 0.000 0.000
SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 31.90 kips 1.00Vn = 156.49 kips
MOMENTS (Ultimate):
Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft
Center PreCmp+ 1.4DL 7.7 15.8 0.0 1.00 0.90 257.58
Init DL 1.4DL 7.7 15.8 --- ---
Max + 1.2DL+1.6LL 251.2 15.8 --- --- 0.90 444.47
Controlling 1.2DL+1.6LL 251.2 15.8 --- --- 0.90 444.47
REACTIONS (kips):
Left Right
Initial reaction 0.70 0.70
DL reaction 7.86 7.86
Max +LL reaction 14.04 14.04
Max +total reaction (factored) 31.90 31.90
DEFLECTIONS: Ratio
Initial load (in) at 15.75 ft = -0.040 L/D = 9430 > 360 0.04
Live load (in) at 15.75 ft = -0.341 L/D = 1110 > 360 0.32
Page 888/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Post Comp load (in) at 15.75 ft = -0.514 L/D = 735 > 360 0.49
Net Total load (in) at 15.75 ft = -0.554 L/D = 682 > 240 0.35
Page 889/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Floor Type: Existing 1st Beam Number = 179
SPAN INFORMATION (ft): I-End (51.03,-537.81) J-End (51.03,-506.31)
Beam Size (User Selected) = W21X44 Fy = 36.0 ksi
Total Beam Length (ft) = 31.50
COMPOSITE PROPERTIES (Not Shored):
Left Right
Deck Label Floor Floor
Concrete thickness (in) 3.25 3.25
Unit weight concrete (pcf) 110.00 110.00 f'c (ksi) 3.00 3.00
Decking Orientation perpendicular perpendicular
Decking type VULCRAFT 2.0VL VULCRAFT 2.0VL beff (in) = 94.50 Y bar(in) = 19.15
Mnf (kip-ft) = 570.53 Mn (kip-ft) = 493.85
C (kips) = 239.44 PNA (in) = 19.85
Ieff (in4) = 2000.02 Itr (in4) = 2460.59
Stud length (in) = 3.50 Stud diam (in) = 0.75
Stud Capacity (kips) Qn = 17.1 Rg = 1.00 Rp = 0.60
# of studs: Max = 31 Partial = 28 Actual = 28
Number of Stud Rows = 1 Percent of Full Composite Action = 51.16
LINE LOADS (k/ft):
Load Dist DL CDL LL Red% Type PartL CLL
1 0.000 0.455 0.000 0.892 --- NonR 0.000 0.000
31.500 0.455 0.000 0.892 0.000 0.000
2 0.000 0.044 0.044 0.000 --- NonR 0.000 0.000
31.500 0.044 0.044 0.000 0.000 0.000
SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 31.90 kips 1.00Vn = 156.49 kips
MOMENTS (Ultimate):
Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft
Center PreCmp+ 1.4DL 7.7 15.8 0.0 1.00 0.90 257.58
Init DL 1.4DL 7.7 15.8 --- ---
Max + 1.2DL+1.6LL 251.2 15.8 --- --- 0.90 444.47
Controlling 1.2DL+1.6LL 251.2 15.8 --- --- 0.90 444.47
REACTIONS (kips):
Left Right
Initial reaction 0.70 0.70
DL reaction 7.86 7.86
Max +LL reaction 14.04 14.04
Max +total reaction (factored) 31.90 31.90
DEFLECTIONS: Ratio
Initial load (in) at 15.75 ft = -0.040 L/D = 9430 > 360 0.04
Page 890/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Post Comp load (in) at 15.75 ft = -0.514 L/D = 735 > 360 0.49
Page 891/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Floor Type: Existing 1st Beam Number = 188
SPAN INFORMATION (ft): I-End (59.70,-457.06) J-End (68.36,-457.06)
Beam Size (Optimum) = W8X10 Fy = 36.0 ksi
Total Beam Length (ft) = 8.67
COMPOSITE PROPERTIES (Not Shored):
Left Right
Deck Label Floor Floor
Concrete thickness (in) 3.25 3.25
Unit weight concrete (pcf) 110.00 110.00 f'c (ksi) 3.00 3.00
Decking Orientation parallel parallel
Decking type VULCRAFT 2.0VL VULCRAFT 2.0VL beff (in) = 26.00 Y bar(in) = 9.04
Mnf (kip-ft) = 74.52 Mn (kip-ft) = 48.09
C (kips) = 34.21 PNA (in) = 6.74
Ieff (in4) = 98.45 Itr (in4) = 150.21
Stud length (in) = 3.50 Stud diam (in) = 0.75
Stud Capacity (kips) Qn = 17.1 Rg = 1.00 Rp = 0.75
# of studs: Full = 14 Partial = 4 Actual = 4
Number of Stud Rows = 1 Percent of Full Composite Action = 32.10
LINE LOADS (k/ft):
Load Dist DL CDL LL Red% Type PartL CLL
1 0.000 0.010 0.010 0.000 --- NonR 0.000 0.000
8.666 0.010 0.010 0.000 0.000 0.000
SHEAR (Ultimate): Max Vu (1.4DL) = 0.06 kips 1.00Vn = 28.97 kips
MOMENTS (Ultimate):
Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft
Center PreCmp+ 1.4DL 0.1 4.3 8.7 1.14 0.90 19.53
Init DL 1.4DL 0.1 4.3 --- ---
Max + 1.4DL 0.1 4.3 --- --- 0.90 43.28
Controlling 1.4DL 0.1 4.3 8.7 1.14 0.90 19.53
REACTIONS (kips):
Left Right
Initial reaction 0.04 0.04
DL reaction 0.04 0.04
Max +total reaction (factored) 0.06 0.06
DEFLECTIONS: Ratio
Initial load (in) at 4.33 ft = -0.001 L/D = 7265
> 360 0.00
Live load (in) at 4.33 ft = -0.000
Post Comp load (in) at 4.33 ft = -0.000
Page 892/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Net Total load (in) at 4.33 ft = -0.001 L/D = 7265
> 240 0.00
Page 893/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Floor Type: Existing 1st Beam Number = 189
SPAN INFORMATION (ft): I-End (59.70,-446.06) J-End (68.36,-446.06)
Beam Size (Optimum) = W8X10 Fy = 36.0 ksi
Total Beam Length (ft) = 8.67
Mp (kip-ft) = 26.61
LINE LOADS (k/ft):
Load Dist DL LL Red% Type PartL
1 0.000 0.010 0.000 --- NonR 0.000
8.666 0.010 0.000 0.000
SHEAR (Ultimate): Max Vu (1.4DL) = 0.06 kips 1.00Vn = 28.97 kips
MOMENTS (Ultimate):
Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft
Center Max + 1.4DL 0.1 4.3 8.7 1.14 0.90 19.53
Controlling 1.4DL 0.1 4.3 8.7 1.14 0.90 19.53
REACTIONS (kips):
Left Right
DL reaction 0.04 0.04
Max +total reaction (factored) 0.06 0.06
DEFLECTIONS: Ratio
Dead load (in) at 4.33 ft = -0.001 L/D = 7265
Live load (in) at 4.33 ft = -0.000
Net Total load (in) at 4.33 ft = -0.001 L/D = 7265
Page 894/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Floor Type: Existing 1st Beam Number = 190
SPAN INFORMATION (ft): I-End (59.70,-439.06) J-End (86.70,-439.06)
Beam Size (User Selected) = W24X76 Fy = 36.0 ksi
Total Beam Length (ft) = 27.00
COMPOSITE PROPERTIES (Not Shored):
Left Right
Deck Label --- Floor
Concrete thickness (in) 0.00 3.25
Unit weight concrete (pcf) 0.00 110.00 f'c (ksi) 0.00 3.00
Decking Orientation parallel parallel
Decking type Noncomposite VULCRAFT 2.0VL beff (in) = 40.50 Y bar(in) = 16.58
Mnf (kip-ft) = 889.89 Mn (kip-ft) = 712.42
C (kips) = 85.51 PNA (in) = 14.65
Ieff (in4) = 2918.87 Itr (in4) = 3722.31
Stud length (in) = 3.50 Stud diam (in) = 0.75
Stud Capacity (kips) Qn = 17.1 Rg = 1.00 Rp = 0.75
# of studs: Full = 62 Partial = 16 Actual = 16
Number of Stud Rows = 1 Percent of Full Composite Action = 25.48
POINT LOADS (kips):
Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL
8.667 7.85 0.74 0.00 0.0 13.93 0.00 0.0 0.00 0.0 0.00
17.833 8.05 0.75 0.00 0.0 14.32 0.00 0.0 0.00 0.0 0.00
6.000 23.96 0.00 0.00 0.0 18.73 0.00 0.0 0.00 0.0 0.00
LINE LOADS (k/ft):
Load Dist DL CDL LL Red% Type PartL CLL
1 0.000 0.076 0.076 0.000 --- NonR 0.000 0.000
27.000 0.076 0.076 0.000 0.000 0.000
SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 79.50 kips 1.00Vn = 227.15 kips
MOMENTS (Ultimate):
Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft
Center PreCmp+ 1.4DL 19.0 13.7 9.2 1.01 0.90 528.64
Init DL 1.4DL 19.0 13.7 --- ---
Max + 1.2DL+1.6LL 529.0 8.7 --- --- 0.90 641.18
Controlling 1.2DL+1.6LL 529.0 8.7 --- --- 0.90 641.18
REACTIONS (kips):
Left Right
Initial reaction 1.79 1.76
DL reaction 27.73 14.19
Max +LL reaction 28.89 18.09
Max +total reaction (factored) 79.50 45.98
Page 895/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
DEFLECTIONS: Ratio
Initial load (in) at 12.82 ft = -0.030 L/D = 1096
> 360 0.03
Live load (in) at 12.82 ft = -0.298 L/D = 1086 > 360 0.33
Post Comp load (in) at 12.82 ft = -0.527 L/D = 615 > 360 0.59
Net Total load (in) at 12.82 ft = -0.556 L/D = 583 > 240 0.41
Page 896/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Floor Type: Existing 1st Beam Number = 191
SPAN INFORMATION (ft): I-End (68.36,-506.31) J-End (68.36,-470.31)
Beam Size (User Selected) = W21X50 Fy = 36.0 ksi
Total Beam Length (ft) = 36.00
COMPOSITE PROPERTIES (Not Shored):
Left Right
Deck Label Floor Floor
Concrete thickness (in) 3.25 3.25
Unit weight concrete (pcf) 110.00 110.00 f'c (ksi) 3.00 3.00
Decking Orientation perpendicular perpendicular
Decking type VULCRAFT 2.0VL VULCRAFT 2.0VL beff (in) = 106.00 Y bar(in) = 19.20
Mnf (kip-ft) = 646.99 Mn (kip-ft) = 561.20
C (kips) = 273.65 PNA (in) = 20.26
Ieff (in4) = 2304.58 Itr (in4) = 2820.45
Stud length (in) = 3.50 Stud diam (in) = 0.75
Stud Capacity (kips) Qn = 17.1 Rg = 1.00 Rp = 0.60
# of studs: Max = 36 Partial = 32 Actual = 32
Number of Stud Rows = 1 Percent of Full Composite Action = 51.71
LINE LOADS (k/ft):
Load Dist DL CDL LL Red% Type PartL CLL
1 0.000 0.455 0.000 0.892 --- NonR 0.000 0.000
36.000 0.455 0.000 0.892 0.000 0.000
2 0.000 0.050 0.050 0.000 --- NonR 0.000 0.000
36.000 0.050 0.050 0.000 0.000 0.000
SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 36.58 kips 1.00Vn = 170.73 kips
MOMENTS (Ultimate):
Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft
Center PreCmp+ 1.4DL 11.3 18.0 0.0 1.00 0.90 297.00
Init DL 1.4DL 11.3 18.0 --- ---
Max + 1.2DL+1.6LL 329.2 18.0 --- --- 0.90 505.08
Controlling 1.2DL+1.6LL 329.2 18.0 --- --- 0.90 505.08
REACTIONS (kips):
Left Right
Initial reaction 0.90 0.90
DL reaction 9.09 9.09
Max +LL reaction 16.05 16.05
Max +total reaction (factored) 36.58 36.58
DEFLECTIONS: Ratio
Initial load (in) at 18.00 ft = -0.066 L/D = 6521 > 360 0.06
Live load (in) at 18.00 ft = -0.504 L/D = 857 > 360 0.42
Page 897/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Post Comp load (in) at 18.00 ft = -0.761 L/D = 567 > 360 0.63
Net Total load (in) at 18.00 ft = -0.828 L/D = 522 > 240 0.46
Page 898/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Floor Type: Existing 1st Beam Number = 192
SPAN INFORMATION (ft): I-End (68.36,-470.31) J-End (68.36,-439.06)
Beam Size (User Selected) = W21X44 Fy = 36.0 ksi
Total Beam Length (ft) = 31.25
COMPOSITE PROPERTIES (Not Shored):
Left Right
Deck Label Floor Floor
Concrete thickness (in) 3.25 3.25
Unit weight concrete (pcf) 110.00 110.00 f'c (ksi) 3.00 3.00
Decking Orientation perpendicular perpendicular
Decking type VULCRAFT 2.0VL VULCRAFT 2.0VL beff (in) = 93.75 Y bar(in) = 19.12
Mnf (kip-ft) = 570.23 Mn (kip-ft) = 500.58
C (kips) = 256.54 PNA (in) = 20.25
Ieff (in4) = 2037.02 Itr (in4) = 2455.71
Stud length (in) = 3.50 Stud diam (in) = 0.75
Stud Capacity (kips) Qn = 17.1 Rg = 1.00 Rp = 0.60
# of studs: Max = 31 Partial = 31 Actual = 31
Number of Stud Rows = 1 Percent of Full Composite Action = 51.31
POINT LOADS (kips):
Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL
13.250 0.04 0.04
24.250 0.04 0.04
LINE LOADS (k/ft):
Load Dist DL CDL LL Red% Type PartL CLL
1 0.000 0.455 0.000 0.892 --- NonR 0.000 0.000
31.250 0.455 0.000 0.892 0.000 0.000
2 0.000 0.044 0.044 0.000 --- NonR 0.000 0.000
31.250 0.044 0.044 0.000 0.000 0.000
SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 31.71 kips 1.00Vn = 156.49 kips
MOMENTS (Ultimate):
Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft
Center PreCmp+ 1.4DL 8.2 15.5 0.0 1.00 0.90 257.58
Init DL 1.4DL 8.2 15.5 --- ---
Max + 1.2DL+1.6LL 247.8 15.6 --- --- 0.90 450.52
Controlling 1.2DL+1.6LL 242.1 13.2 --- --- 0.90 437.38
REACTIONS (kips):
Left Right
Initial reaction 0.73 0.74
DL reaction 7.83 7.85
Max +LL reaction 13.93 13.93
Page 899/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Left Right
Max +total reaction (factored) 31.69 31.71
DEFLECTIONS: Ratio
Initial load (in) at 15.62 ft = -0.042 L/D = 8938 > 360 0.04
Live load (in) at 15.62 ft = -0.324 L/D = 1158 > 360 0.31
Post Comp load (in) at 15.62 ft = -0.489 L/D = 767 > 360 0.47
Net Total load (in) at 15.62 ft = -0.531 L/D = 706 > 240 0.34
Page 900/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Floor Type: Existing 1st Beam Number = 193
SPAN INFORMATION (ft): I-End (68.86,-569.31) J-End (68.86,-537.81)
Beam Size (User Selected) = W21X44 Fy = 36.0 ksi
Total Beam Length (ft) = 31.50
COMPOSITE PROPERTIES (Not Shored):
Left Right
Deck Label Floor Floor
Concrete thickness (in) 3.25 3.25
Unit weight concrete (pcf) 110.00 110.00 f'c (ksi) 3.00 3.00
Decking Orientation perpendicular perpendicular
Decking type VULCRAFT 2.0VL VULCRAFT 2.0VL beff (in) = 94.50 Y bar(in) = 19.15
Mnf (kip-ft) = 570.53 Mn (kip-ft) = 493.85
C (kips) = 239.44 PNA (in) = 19.85
Ieff (in4) = 2000.02 Itr (in4) = 2460.59
Stud length (in) = 3.50 Stud diam (in) = 0.75
Stud Capacity (kips) Qn = 17.1 Rg = 1.00 Rp = 0.60
# of studs: Max = 31 Partial = 28 Actual = 28
Number of Stud Rows = 1 Percent of Full Composite Action = 51.16
LINE LOADS (k/ft):
Load Dist DL CDL LL Red% Type PartL CLL
1 0.000 0.468 0.000 0.917 --- NonR 0.000 0.000
31.500 0.468 0.000 0.917 0.000 0.000
2 0.000 0.044 0.044 0.000 --- NonR 0.000 0.000
31.500 0.044 0.044 0.000 0.000 0.000
SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 32.77 kips 1.00Vn = 156.49 kips
MOMENTS (Ultimate):
Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft
Center PreCmp+ 1.4DL 7.7 15.8 0.0 1.00 0.90 257.58
Init DL 1.4DL 7.7 15.8 --- ---
Max + 1.2DL+1.6LL 258.1 15.8 --- --- 0.90 444.47
Controlling 1.2DL+1.6LL 258.1 15.8 --- --- 0.90 444.47
REACTIONS (kips):
Left Right
Initial reaction 0.70 0.70
DL reaction 8.06 8.06
Max +LL reaction 14.44 14.44
Max +total reaction (factored) 32.77 32.77
DEFLECTIONS: Ratio
Initial load (in) at 15.75 ft = -0.040 L/D = 9430 > 360 0.04
Page 901/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Post Comp load (in) at 15.75 ft = -0.529 L/D = 715 > 360 0.50
Page 902/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Floor Type: Existing 1st Beam Number = 194
SPAN INFORMATION (ft): I-End (68.86,-537.81) J-End (68.86,-506.31)
Beam Size (User Selected) = W21X44 Fy = 36.0 ksi
Total Beam Length (ft) = 31.50
COMPOSITE PROPERTIES (Not Shored):
Left Right
Deck Label Floor Floor
Concrete thickness (in) 3.25 3.25
Unit weight concrete (pcf) 110.00 110.00 f'c (ksi) 3.00 3.00
Decking Orientation perpendicular perpendicular
Decking type VULCRAFT 2.0VL VULCRAFT 2.0VL beff (in) = 94.50 Y bar(in) = 19.15
Mnf (kip-ft) = 570.53 Mn (kip-ft) = 493.85
C (kips) = 239.44 PNA (in) = 19.85
Ieff (in4) = 2000.02 Itr (in4) = 2460.59
Stud length (in) = 3.50 Stud diam (in) = 0.75
Stud Capacity (kips) Qn = 17.1 Rg = 1.00 Rp = 0.60
# of studs: Max = 31 Partial = 28 Actual = 28
Number of Stud Rows = 1 Percent of Full Composite Action = 51.16
LINE LOADS (k/ft):
Load Dist DL CDL LL Red% Type PartL CLL
1 0.000 0.468 0.000 0.917 --- NonR 0.000 0.000
31.500 0.468 0.000 0.917 0.000 0.000
2 0.000 0.044 0.044 0.000 --- NonR 0.000 0.000
31.500 0.044 0.044 0.000 0.000 0.000
SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 32.77 kips 1.00Vn = 156.49 kips
MOMENTS (Ultimate):
Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft
Center PreCmp+ 1.4DL 7.7 15.8 0.0 1.00 0.90 257.58
Init DL 1.4DL 7.7 15.8 --- ---
Max + 1.2DL+1.6LL 258.1 15.8 --- --- 0.90 444.47
Controlling 1.2DL+1.6LL 258.1 15.8 --- --- 0.90 444.47
REACTIONS (kips):
Left Right
Initial reaction 0.70 0.70
DL reaction 8.06 8.06
Max +LL reaction 14.44 14.44
Max +total reaction (factored) 32.77 32.77
DEFLECTIONS: Ratio
Initial load (in) at 15.75 ft = -0.040 L/D = 9430 > 360 0.04
Page 903/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Post Comp load (in) at 15.75 ft = -0.529 L/D = 715 > 360 0.50
Page 904/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Floor Type: Existing 1st Beam Number = 195
SPAN INFORMATION (ft): I-End (77.53,-506.31) J-End (77.53,-470.31)
Beam Size (User Selected) = W21X50 Fy = 36.0 ksi
Total Beam Length (ft) = 36.00
COMPOSITE PROPERTIES (Not Shored):
Left Right
Deck Label Floor Floor
Concrete thickness (in) 3.25 3.25
Unit weight concrete (pcf) 110.00 110.00 f'c (ksi) 3.00 3.00
Decking Orientation perpendicular perpendicular
Decking type VULCRAFT 2.0VL VULCRAFT 2.0VL beff (in) = 108.00 Y bar(in) = 19.26
Mnf (kip-ft) = 647.79 Mn (kip-ft) = 561.42
C (kips) = 273.65 PNA (in) = 20.26
Ieff (in4) = 2313.94 Itr (in4) = 2833.47
Stud length (in) = 3.50 Stud diam (in) = 0.75
Stud Capacity (kips) Qn = 17.1 Rg = 1.00 Rp = 0.60
# of studs: Max = 36 Partial = 32 Actual = 32
Number of Stud Rows = 1 Percent of Full Composite Action = 51.71
LINE LOADS (k/ft):
Load Dist DL CDL LL Red% Type PartL CLL
1 0.000 0.468 0.000 0.917 --- NonR 0.000 0.000
36.000 0.468 0.000 0.917 0.000 0.000
2 0.000 0.050 0.050 0.000 --- NonR 0.000 0.000
36.000 0.050 0.050 0.000 0.000 0.000
SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 37.58 kips 1.00Vn = 170.73 kips
MOMENTS (Ultimate):
Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft
Center PreCmp+ 1.4DL 11.3 18.0 0.0 1.00 0.90 297.00
Init DL 1.4DL 11.3 18.0 --- ---
Max + 1.2DL+1.6LL 338.2 18.0 --- --- 0.90 505.27
Controlling 1.2DL+1.6LL 338.2 18.0 --- --- 0.90 505.27
REACTIONS (kips):
Left Right
Initial reaction 0.90 0.90
DL reaction 9.32 9.32
Max +LL reaction 16.50 16.50
Max +total reaction (factored) 37.58 37.58
DEFLECTIONS: Ratio
Initial load (in) at 18.00 ft = -0.066 L/D = 6521 > 360 0.06
Live load (in) at 18.00 ft = -0.516 L/D = 837 > 360 0.43
Page 905/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Post Comp load (in) at 18.00 ft = -0.780 L/D = 554 > 360 0.65
Net Total load (in) at 18.00 ft = -0.846 L/D = 511 > 240 0.47
Page 906/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Floor Type: Existing 1st Beam Number = 196
SPAN INFORMATION (ft): I-End (77.53,-470.31) J-End (77.53,-439.06)
Beam Size (User Selected) = W21X44 Fy = 36.0 ksi
Total Beam Length (ft) = 31.25
COMPOSITE PROPERTIES (Not Shored):
Left Right
Deck Label Floor Floor
Concrete thickness (in) 3.25 3.25
Unit weight concrete (pcf) 110.00 110.00 f'c (ksi) 3.00 3.00
Decking Orientation perpendicular perpendicular
Decking type VULCRAFT 2.0VL VULCRAFT 2.0VL beff (in) = 93.75 Y bar(in) = 19.12
Mnf (kip-ft) = 570.23 Mn (kip-ft) = 500.58
C (kips) = 256.54 PNA (in) = 20.25
Ieff (in4) = 2037.02 Itr (in4) = 2455.71
Stud length (in) = 3.50 Stud diam (in) = 0.75
Stud Capacity (kips) Qn = 17.1 Rg = 1.00 Rp = 0.60
# of studs: Max = 31 Partial = 31 Actual = 31
Number of Stud Rows = 1 Percent of Full Composite Action = 51.31
POINT LOADS (kips):
Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL
13.250 0.05 0.05
24.250 0.05 0.05
LINE LOADS (k/ft):
Load Dist DL CDL LL Red% Type PartL CLL
1 0.000 0.468 0.000 0.917 --- NonR 0.000 0.000
31.250 0.468 0.000 0.917 0.000 0.000
2 0.000 0.044 0.044 0.000 --- NonR 0.000 0.000
31.250 0.044 0.044 0.000 0.000 0.000
SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 32.58 kips 1.00Vn = 156.49 kips
MOMENTS (Ultimate):
Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft
Center PreCmp+ 1.4DL 8.2 15.5 0.0 1.00 0.90 257.58
Init DL 1.4DL 8.2 15.3 --- ---
Max + 1.2DL+1.6LL 254.6 15.6 --- --- 0.90 450.52
Controlling 1.2DL+1.6LL 248.7 13.2 --- --- 0.90 437.38
REACTIONS (kips):
Left Right
Initial reaction 0.73 0.75
DL reaction 8.03 8.05
Max +LL reaction 14.32 14.32
Page 907/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Left Right
Max +total reaction (factored) 32.56 32.58
DEFLECTIONS: Ratio
Initial load (in) at 15.62 ft = -0.042 L/D = 8900 > 360 0.04
Live load (in) at 15.62 ft = -0.333 L/D = 1126 > 360 0.32
Post Comp load (in) at 15.62 ft = -0.503 L/D = 746 > 360 0.48
Net Total load (in) at 15.62 ft = -0.545 L/D = 688 > 240 0.35
Page 908/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Floor Type: Existing 1st Beam Number = 197
SPAN INFORMATION (ft): I-End (77.53,-457.06) J-End (86.70,-457.06)
Beam Size (Optimum) = W8X10 Fy = 36.0 ksi
Total Beam Length (ft) = 9.17
COMPOSITE PROPERTIES (Not Shored):
Left Right
Deck Label Floor Floor
Concrete thickness (in) 3.25 3.25
Unit weight concrete (pcf) 110.00 110.00 f'c (ksi) 3.00 3.00
Decking Orientation parallel parallel
Decking type VULCRAFT 2.0VL VULCRAFT 2.0VL beff (in) = 27.50 Y bar(in) = 9.13
Mnf (kip-ft) = 74.90 Mn (kip-ft) = 48.13
C (kips) = 34.21 PNA (in) = 6.74
Ieff (in4) = 99.80 Itr (in4) = 152.59
Stud length (in) = 3.50 Stud diam (in) = 0.75
Stud Capacity (kips) Qn = 17.1 Rg = 1.00 Rp = 0.75
# of studs: Full = 14 Partial = 4 Actual = 4
Number of Stud Rows = 1 Percent of Full Composite Action = 32.10
LINE LOADS (k/ft):
Load Dist DL CDL LL Red% Type PartL CLL
1 0.000 0.010 0.010 0.000 --- NonR 0.000 0.000
9.166 0.010 0.010 0.000 0.000 0.000
SHEAR (Ultimate): Max Vu (1.4DL) = 0.06 kips 1.00Vn = 28.97 kips
MOMENTS (Ultimate):
Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft
Center PreCmp+ 1.4DL 0.1 4.6 9.2 1.14 0.90 18.79
Init DL 1.4DL 0.1 4.6 --- ---
Max + 1.4DL 0.1 4.6 --- --- 0.90 43.32
Controlling 1.4DL 0.1 4.6 9.2 1.14 0.90 18.79
REACTIONS (kips):
Left Right
Initial reaction 0.05 0.05
DL reaction 0.05 0.05
Max +total reaction (factored) 0.06 0.06
DEFLECTIONS: Ratio
Initial load (in) at 4.58 ft = -0.002 L/D = 6140
> 360 0.01
Live load (in) at 4.58 ft = -0.000
Post Comp load (in) at 4.58 ft = -0.000
Page 909/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Net Total load (in) at 4.58 ft = -0.002 L/D = 6140
Page 910/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Floor Type: Existing 1st Beam Number = 198
SPAN INFORMATION (ft): I-End (77.53,-446.06) J-End (86.70,-446.06)
Beam Size (Optimum) = W8X10 Fy = 36.0 ksi
Total Beam Length (ft) = 9.17
COMPOSITE PROPERTIES (Not Shored):
Left Right
Deck Label Floor Floor
Concrete thickness (in) 3.25 3.25
Unit weight concrete (pcf) 110.00 110.00 f'c (ksi) 3.00 3.00
Decking Orientation parallel parallel
Decking type VULCRAFT 2.0VL VULCRAFT 2.0VL beff (in) = 27.50 Y bar(in) = 9.13
Mnf (kip-ft) = 74.90 Mn (kip-ft) = 48.13
C (kips) = 34.21 PNA (in) = 6.74
Ieff (in4) = 99.80 Itr (in4) = 152.59
Stud length (in) = 3.50 Stud diam (in) = 0.75
Stud Capacity (kips) Qn = 17.1 Rg = 1.00 Rp = 0.75
# of studs: Full = 14 Partial = 4 Actual = 4
Number of Stud Rows = 1 Percent of Full Composite Action = 32.10
LINE LOADS (k/ft):
Load Dist DL CDL LL Red% Type PartL CLL
1 0.000 0.010 0.010 0.000 --- NonR 0.000 0.000
9.166 0.010 0.010 0.000 0.000 0.000
SHEAR (Ultimate): Max Vu (1.4DL) = 0.06 kips 1.00Vn = 28.97 kips
MOMENTS (Ultimate):
Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft
Center PreCmp+ 1.4DL 0.1 4.6 9.2 1.14 0.90 18.79
Init DL 1.4DL 0.1 4.6 --- ---
Max + 1.4DL 0.1 4.6 --- --- 0.90 43.32
Controlling 1.4DL 0.1 4.6 9.2 1.14 0.90 18.79
REACTIONS (kips):
Left Right
Initial reaction 0.05 0.05
DL reaction 0.05 0.05
Max +total reaction (factored) 0.06 0.06
DEFLECTIONS: Ratio
Initial load (in) at 4.58 ft = -0.002 L/D = 6140
> 360 0.01
Live load (in) at 4.58 ft = -0.000
Post Comp load (in) at 4.58 ft = -0.000
Page 911/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Net Total load (in) at 4.58 ft = -0.002 L/D = 6140
Page 912/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Floor Type: Existing 1st Beam Number = 199
SPAN INFORMATION (ft): I-End (78.03,-569.31) J-End (78.03,-537.81)
Beam Size (User Selected) = W21X44 Fy = 36.0 ksi
Total Beam Length (ft) = 31.50
COMPOSITE PROPERTIES (Not Shored):
Left Right
Deck Label Floor Floor
Concrete thickness (in) 3.25 3.25
Unit weight concrete (pcf) 110.00 110.00 f'c (ksi) 3.00 3.00
Decking Orientation perpendicular perpendicular
Decking type VULCRAFT 2.0VL VULCRAFT 2.0VL beff (in) = 94.50 Y bar(in) = 19.15
Mnf (kip-ft) = 570.53 Mn (kip-ft) = 493.85
C (kips) = 239.44 PNA (in) = 19.85
Ieff (in4) = 2000.02 Itr (in4) = 2460.59
Stud length (in) = 3.50 Stud diam (in) = 0.75
Stud Capacity (kips) Qn = 17.1 Rg = 1.00 Rp = 0.60
# of studs: Max = 31 Partial = 28 Actual = 28
Number of Stud Rows = 1 Percent of Full Composite Action = 51.16
LINE LOADS (k/ft):
Load Dist DL CDL LL Red% Type PartL CLL
1 0.000 0.455 0.000 0.892 --- NonR 0.000 0.000
31.500 0.455 0.000 0.892 0.000 0.000
2 0.000 0.044 0.044 0.000 --- NonR 0.000 0.000
31.500 0.044 0.044 0.000 0.000 0.000
SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 31.90 kips 1.00Vn = 156.49 kips
MOMENTS (Ultimate):
Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft
Center PreCmp+ 1.4DL 7.7 15.8 0.0 1.00 0.90 257.58
Init DL 1.4DL 7.7 15.8 --- ---
Max + 1.2DL+1.6LL 251.2 15.8 --- --- 0.90 444.47
Controlling 1.2DL+1.6LL 251.2 15.8 --- --- 0.90 444.47
REACTIONS (kips):
Left Right
Initial reaction 0.70 0.70
DL reaction 7.86 7.86
Max +LL reaction 14.04 14.04
Max +total reaction (factored) 31.90 31.90
DEFLECTIONS: Ratio
Initial load (in) at 15.75 ft = -0.040 L/D = 9430 > 360 0.04
Page 913/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Post Comp load (in) at 15.75 ft = -0.514 L/D = 735 > 360 0.49
Page 914/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Floor Type: Existing 1st Beam Number = 200
SPAN INFORMATION (ft): I-End (78.03,-537.81) J-End (78.03,-506.31)
Beam Size (User Selected) = W21X44 Fy = 36.0 ksi
Total Beam Length (ft) = 31.50
COMPOSITE PROPERTIES (Not Shored):
Left Right
Deck Label Floor Floor
Concrete thickness (in) 3.25 3.25
Unit weight concrete (pcf) 110.00 110.00 f'c (ksi) 3.00 3.00
Decking Orientation perpendicular perpendicular
Decking type VULCRAFT 2.0VL VULCRAFT 2.0VL beff (in) = 94.50 Y bar(in) = 19.15
Mnf (kip-ft) = 570.53 Mn (kip-ft) = 493.85
C (kips) = 239.44 PNA (in) = 19.85
Ieff (in4) = 2000.02 Itr (in4) = 2460.59
Stud length (in) = 3.50 Stud diam (in) = 0.75
Stud Capacity (kips) Qn = 17.1 Rg = 1.00 Rp = 0.60
# of studs: Max = 31 Partial = 29 Actual = 29
Number of Stud Rows = 1 Percent of Full Composite Action = 51.12
POINT LOADS (kips):
Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL
26.417 0.19 0.07 0.00 0.0 0.24 0.00 0.0 0.00 0.0 0.00
LINE LOADS (k/ft):
Load Dist DL CDL LL Red% Type PartL CLL
1 0.000 0.234 0.000 0.458 --- NonR 0.000 0.000
31.500 0.234 0.000 0.458 0.000 0.000
2 0.000 0.221 0.000 0.433 --- NonR 0.000 0.000
26.416 0.221 0.000 0.433 0.000 0.000
3 26.417 0.173 0.000 0.340 --- NonR 0.000 0.000
31.500 0.173 0.000 0.340 0.000 0.000
4 0.000 0.044 0.044 0.000 --- NonR 0.000 0.000
31.500 0.044 0.044 0.000 0.000 0.000
SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 31.91 kips 1.00Vn = 156.49 kips
MOMENTS (Ultimate):
Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft
Center PreCmp+ 1.4DL 7.9 16.1 0.0 1.00 0.90 257.58
Init DL 1.4DL 7.9 16.1 --- ---
Max + 1.2DL+1.6LL 251.4 15.8 --- --- 0.90 444.47
Controlling 1.2DL+1.6LL 251.4 15.8 --- --- 0.90 444.47
REACTIONS (kips):
Page 915/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Left Right
Initial reaction 0.71 0.76
DL reaction 7.87 7.80
Max +LL reaction 14.04 13.80
Max +total reaction (factored) 31.91 31.45
DEFLECTIONS: Ratio
Initial load (in) at 15.75 ft = -0.042 L/D = 9073 > 360 0.04
Live load (in) at 15.75 ft = -0.341 L/D = 1110 > 360 0.32
Post Comp load (in) at 15.75 ft = -0.514 L/D = 735 > 360 0.49
Net Total load (in) at 15.75 ft = -0.556 L/D = 680 > 240 0.35
Page 916/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Floor Type: Existing 1st Beam Number = 201
SPAN INFORMATION (ft): I-End (78.03,-511.39) J-End (86.70,-511.39)
Beam Size (User Selected) = W10X15 Fy = 36.0 ksi
Total Beam Length (ft) = 8.67
COMPOSITE PROPERTIES (Not Shored):
Left Right
Deck Label Floor Floor
Concrete thickness (in) 3.25 3.25
Unit weight concrete (pcf) 110.00 110.00 f'c (ksi) 3.00 3.00
Decking Orientation parallel parallel
Decking type VULCRAFT 2.0VL VULCRAFT 2.0VL beff (in) = 26.00 Y bar(in) = 9.99
Mnf (kip-ft) = 119.70 Mn (kip-ft) = 83.54
C (kips) = 51.31 PNA (in) = 8.09
Ieff (in4) = 179.88 Itr (in4) = 264.12
Stud length (in) = 3.50 Stud diam (in) = 0.75
Stud Capacity (kips) Qn = 17.1 Rg = 1.00 Rp = 0.75
# of studs: Max = 23 Partial = 12 Actual = 12
Number of Stud Rows = 1 Percent of Full Composite Action = 26.77
POINT LOADS (kips):
Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL
6.792 0.60 0.04 0.00 0.0 1.10 0.00 0.0 0.00 0.0 0.00
LINE LOADS (k/ft):
Load Dist DL CDL LL Red% Type PartL CLL
1 0.000 0.015 0.015 0.000 --- NonR 0.000 0.000
8.666 0.015 0.015 0.000 0.000 0.000
SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 2.02 kips 1.00Vn = 49.63 kips
MOMENTS (Ultimate):
Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft
Center PreCmp+ 1.4DL 0.3 5.1 6.8 1.15 0.90 40.45
Init DL 1.4DL 0.3 5.1 --- ---
Max + 1.2DL+1.6LL 3.8 6.8 --- --- 0.90 75.19
Controlling 1.2DL+1.6LL 3.8 6.8 --- --- 0.90 75.19
REACTIONS (kips):
Left Right
Initial reaction 0.07 0.09
DL reaction 0.19 0.54
Max +LL reaction 0.24 0.86
Max +total reaction (factored) 0.61 2.02
DEFLECTIONS: Ratio
Page 917/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Initial load (in) at 4.68 ft = -0.001 L/D = 8506
> 360 0.00
Live load (in) at 4.81 ft = -0.003 L/D = 3392
> 360 0.01
Post Comp load (in) at 4.81 ft = -0.005 L/D = 2246
> 360 0.02
Net Total load (in) at 4.81 ft = -0.006 L/D = 1778
> 240 0.01
Page 918/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Floor Type: Existing 1st Beam Number = 202
SPAN INFORMATION (ft): I-End (84.82,-511.39) J-End (84.82,-506.31)
Beam Size (User Selected) = W10X15 Fy = 36.0 ksi
Total Beam Length (ft) = 5.08
COMPOSITE PROPERTIES (Not Shored):
Left Right
Deck Label Floor Floor
Concrete thickness (in) 3.25 3.25
Unit weight concrete (pcf) 110.00 110.00 f'c (ksi) 3.00 3.00
Decking Orientation perpendicular perpendicular
Decking type VULCRAFT 2.0VL VULCRAFT 2.0VL beff (in) = 15.25 Y bar(in) = 8.85
Mnf (kip-ft) = 104.12 Mn (kip-ft) = 73.02
C (kips) = 34.21 PNA (in) = 7.06
Ieff (in4) = 146.72 Itr (in4) = 218.49
Stud length (in) = 3.50 Stud diam (in) = 0.75
Stud Capacity (kips) Qn = 17.1 Rg = 1.00 Rp = 0.60
# of studs: Max = 5 Partial = 4 Actual = 4
Number of Stud Rows = 1 Percent of Full Composite Action = 27.06
LINE LOADS (k/ft):
Load Dist DL CDL LL Red% Type PartL CLL
1 0.000 0.221 0.000 0.433 --- NonR 0.000 0.000
5.083 0.221 0.000 0.433 0.000 0.000
2 0.000 0.015 0.015 0.000 --- NonR 0.000 0.000
5.083 0.015 0.015 0.000 0.000 0.000
SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 2.48 kips 1.00Vn = 49.63 kips
MOMENTS (Ultimate):
Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft
Center PreCmp+ 1.4DL 0.1 2.5 0.0 1.00 0.90 43.20
Init DL 1.4DL 0.1 2.5 --- ---
Max + 1.2DL+1.6LL 3.2 2.5 --- --- 0.90 65.72
Controlling 1.2DL+1.6LL 3.2 2.5 --- --- 0.90 65.72
REACTIONS (kips):
Left Right
Initial reaction 0.04 0.04
DL reaction 0.60 0.60
Max +LL reaction 1.10 1.10
Max +total reaction (factored) 2.48 2.48
DEFLECTIONS: Ratio
Initial load (in) at 2.54 ft = -0.000 L/D = 5406
> 360 0.00
Page 919/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Live load (in) at 2.54 ft = -0.002 L/D = 3986
> 360 0.01
Post Comp load (in) at 2.54 ft = -0.002 L/D = 2640
> 360 0.01
Net Total load (in) at 2.54 ft = -0.002 L/D = 2517
Page 920/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Floor Type: Existing 1st Beam Number = 204
SPAN INFORMATION (ft): I-End (86.70,-561.81) J-End (104.03,-561.81)
Beam Size (User Selected) = W33X241 Fy = 36.0 ksi
Total Beam Length (ft) = 17.33
COMPOSITE PROPERTIES (Not Shored):
Left Right
Deck Label Floor Floor
Concrete thickness (in) 3.25 3.25
Unit weight concrete (pcf) 110.00 110.00 f'c (ksi) 3.00 3.00
Decking Orientation parallel parallel
Decking type VULCRAFT 2.0VL VULCRAFT 2.0VL beff (in) = 30.00 Y bar(in) = 18.96
Mnf (kip-ft) = 3215.93 Mn (kip-ft) = 2951.23
C (kips) = 68.41 PNA (in) = 18.24
Ieff (in4) = 15641.07 Itr (in4) = 16947.23
Stud length (in) = 3.50 Stud diam (in) = 0.75
Stud Capacity (kips) Qn = 17.1 Rg = 1.00 Rp = 0.75
# of studs: Full = 30 Partial = 8 Actual = 8
Number of Stud Rows = 1 Percent of Full Composite Action = 27.52
POINT LOADS (kips):
Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL
8.667 5.72 0.42 0.00 0.0 10.40 0.00 0.0 0.00 0.0 0.00
LINE LOADS (k/ft):
Load Dist DL CDL LL Red% Type PartL CLL
1 0.000 0.242 0.242 0.000 --- NonR 0.000 0.000
17.333 0.242 0.242 0.000 0.000 0.000
SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 14.27 kips 1.00Vn = 613.14 kips
MOMENTS (Ultimate):
Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft
Center PreCmp+ 1.4DL 15.3 8.7 8.7 1.35 0.90 2538.00
Init DL 1.4DL 15.3 8.7 --- ---
Max + 1.2DL+1.6LL 112.8 8.7 --- --- 0.90 2656.11
Controlling 1.2DL+1.6LL 112.8 8.7 --- --- 0.90 2656.11
REACTIONS (kips):
Left Right
Initial reaction 2.31 2.31
DL reaction 4.96 4.96
Max +LL reaction 5.20 5.20
Max +total reaction (factored) 14.27 14.27
Page 921/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Initial load (in) at 8.67 ft = -0.001 L/D = 1502
> 360 0.00
Live load (in) at 8.67 ft = -0.004 L/D = 4839
> 360 0.01
Post Comp load (in) at 8.67 ft = -0.006 L/D = 3204
> 360 0.01
Net Total load (in) at 8.67 ft = -0.008 L/D = 2641
Page 922/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Floor Type: Existing 1st Beam Number = 211
SPAN INFORMATION (ft): I-End (86.70,-450.31) J-End (113.20,-450.31)
Beam Size (User Selected) = W21X50 Fy = 36.0 ksi
Total Beam Length (ft) = 26.50
COMPOSITE PROPERTIES (Not Shored):
Left Right
Deck Label --- Floor
Concrete thickness (in) 0.00 3.25
Unit weight concrete (pcf) 0.00 110.00 f'c (ksi) 0.00 3.00
Decking Orientation parallel parallel
Decking type Noncomposite VULCRAFT 2.0VL beff (in) = 39.75 Y bar(in) = 15.83
Mnf (kip-ft) = 554.72 Mn (kip-ft) = 443.35
C (kips) = 102.62 PNA (in) = 14.15
Ieff (in4) = 1613.48 Itr (in4) = 2111.85
Stud length (in) = 3.50 Stud diam (in) = 0.75
Stud Capacity (kips) Qn = 17.1 Rg = 1.00 Rp = 0.75
# of studs: Full = 54 Partial = 14 Actual = 14
Number of Stud Rows = 1 Percent of Full Composite Action = 25.85
POINT LOADS (kips):
Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL
5.625 2.07 0.10 0.00 0.0 3.86 0.00 0.0 0.00 0.0 0.00
8.833 4.70 0.22 0.00 0.0 8.78 0.00 0.0 0.00 0.0 0.00
11.250 1.09 0.10 0.00 0.0 1.93 0.00 0.0 0.00 0.0 0.00
17.667 4.74 0.22 0.00 0.0 8.86 0.00 0.0 0.00 0.0 0.00
LINE LOADS (k/ft):
Load Dist DL CDL LL Red% Type PartL CLL
1 0.000 0.050 0.050 0.000 --- NonR 0.000 0.000
26.500 0.050 0.050 0.000 0.000 0.000
SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 29.88 kips 1.00Vn = 170.73 kips
MOMENTS (Ultimate):
Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft
Center PreCmp+ 1.4DL 10.2 12.0 6.4 1.02 0.90 292.76
Init DL 1.4DL 10.2 11.9 --- ---
Max + 1.2DL+1.6LL 236.1 11.2 --- --- 0.90 399.01
Controlling 1.2DL+1.6LL 233.8 8.8 --- --- 0.90 384.54
REACTIONS (kips):
Left Right
Initial reaction 1.02 0.95
DL reaction 7.63 6.29
Max +LL reaction 12.95 10.47
Page 923/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Left Right
Max +total reaction (factored) 29.88 24.30
DEFLECTIONS: Ratio
Initial load (in) at 12.98 ft = -0.032 L/D = 9918 > 360 0.04
Live load (in) at 12.98 ft = -0.275 L/D = 1156 > 360 0.31
Post Comp load (in) at 12.98 ft = -0.415 L/D = 766 > 360 0.47
Net Total load (in) at 12.98 ft = -0.447 L/D = 711 > 240 0.34
Page 924/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Floor Type: Existing 1st Beam Number = 212
SPAN INFORMATION (ft): I-End (86.70,-436.60) J-End (97.95,-436.60)
Beam Size (User Selected) = W12X19 Fy = 36.0 ksi
Total Beam Length (ft) = 11.25
COMPOSITE PROPERTIES (Not Shored):
Left Right
Deck Label --- Floor
Concrete thickness (in) 0.00 3.25
Unit weight concrete (pcf) 0.00 110.00 f'c (ksi) 0.00 3.00
Decking Orientation parallel parallel
Decking type Noncomposite VULCRAFT 2.0VL beff (in) = 16.88 Y bar(in) = 10.13
Mnf (kip-ft) = 143.66 Mn (kip-ft) = 113.78
C (kips) = 51.31 PNA (in) = 9.13
Ieff (in4) = 264.37 Itr (in4) = 351.84
Stud length (in) = 3.50 Stud diam (in) = 0.75
Stud Capacity (kips) Qn = 17.1 Rg = 1.00 Rp = 0.75
# of studs: Full = 18 Partial = 6 Actual = 6
Number of Stud Rows = 1 Percent of Full Composite Action = 36.69
POINT LOADS (kips):
Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL
5.625 2.07 0.10 0.00 0.0 3.86 0.00 0.0 0.00 0.0 0.00
LINE LOADS (k/ft):
Load Dist DL CDL LL Red% Type PartL CLL
1 0.000 0.019 0.019 0.000 --- NonR 0.000 0.000
11.250 0.019 0.019 0.000 0.000 0.000
SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 4.45 kips 1.00Vn = 61.93 kips
MOMENTS (Ultimate):
Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft
Center PreCmp+ 1.4DL 0.8 5.6 5.6 1.46 0.90 66.69
Init DL 1.4DL 0.8 5.6 --- ---
Max + 1.2DL+1.6LL 24.7 5.6 --- --- 0.90 102.40
Controlling 1.2DL+1.6LL 24.7 5.6 --- --- 0.90 102.40
REACTIONS (kips):
Left Right
Initial reaction 0.16 0.16
DL reaction 1.14 1.14
Max +LL reaction 1.93 1.93
Max +total reaction (factored) 4.45 4.45
Page 925/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Initial load (in) at 5.63 ft = -0.003 L/D = 4205
> 360 0.01
Live load (in) at 5.63 ft = -0.026 L/D = 5238 > 360 0.07
Post Comp load (in) at 5.63 ft = -0.039 L/D = 3469 > 360 0.10
Net Total load (in) at 5.63 ft = -0.042 L/D = 3204 > 240 0.07
Page 926/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Floor Type: Existing 1st Beam Number = 213
SPAN INFORMATION (ft): I-End (92.32,-450.31) J-End (92.32,-436.60)
Beam Size (User Selected) = W10X15 Fy = 36.0 ksi
Total Beam Length (ft) = 13.71
COMPOSITE PROPERTIES (Not Shored):
Left Right
Deck Label Floor Floor
Concrete thickness (in) 3.25 3.25
Unit weight concrete (pcf) 110.00 110.00 f'c (ksi) 3.00 3.00
Decking Orientation perpendicular perpendicular
Decking type VULCRAFT 2.0VL VULCRAFT 2.0VL beff (in) = 41.12 Y bar(in) = 10.90
Mnf (kip-ft) = 125.53 Mn (kip-ft) = 84.15
C (kips) = 51.31 PNA (in) = 8.09
Ieff (in4) = 201.40 Itr (in4) = 301.97
Stud length (in) = 3.50 Stud diam (in) = 0.75
Stud Capacity (kips) Qn = 17.1 Rg = 1.00 Rp = 0.60
# of studs: Max = 13 Partial = 6 Actual = 6
Number of Stud Rows = 1 Percent of Full Composite Action = 32.32
LINE LOADS (k/ft):
Load Dist DL CDL LL Red% Type PartL CLL
1 0.000 0.287 0.000 0.562 --- NonR 0.000 0.000
13.708 0.287 0.000 0.562 0.000 0.000
2 0.000 0.015 0.015 0.000 --- NonR 0.000 0.000
13.708 0.015 0.015 0.000 0.000 0.000
SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 8.65 kips 1.00Vn = 49.63 kips
MOMENTS (Ultimate):
Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft
Center PreCmp+ 1.4DL 0.5 6.9 0.0 1.00 0.90 43.20
Init DL 1.4DL 0.5 6.9 --- ---
Max + 1.2DL+1.6LL 29.7 6.9 --- --- 0.90 75.73
Controlling 1.2DL+1.6LL 29.7 6.9 --- --- 0.90 75.73
REACTIONS (kips):
Left Right
Initial reaction 0.10 0.10
DL reaction 2.07 2.07
Max +LL reaction 3.86 3.86
Max +total reaction (factored) 8.65 8.65
DEFLECTIONS: Ratio
Initial load (in) at 6.85 ft = -0.006 L/D = 2756
> 360 0.01
Page 927/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Live load (in) at 6.85 ft = -0.077 L/D = 2150 > 360 0.17
Post Comp load (in) at 6.85 ft = -0.116 L/D = 1424 > 360 0.25
Net Total load (in) at 6.85 ft = -0.122 L/D = 1354 > 240 0.18
Page 928/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Floor Type: Existing 1st Beam Number = 214
SPAN INFORMATION (ft): I-End (95.36,-561.81) J-End (95.36,-537.81)
Beam Size (User Selected) = W18X35 Fy = 36.0 ksi
Total Beam Length (ft) = 24.00
COMPOSITE PROPERTIES (Not Shored):
Left Right
Deck Label Floor Floor
Concrete thickness (in) 3.25 3.25
Unit weight concrete (pcf) 110.00 110.00 f'c (ksi) 3.00 3.00
Decking Orientation perpendicular perpendicular
Decking type VULCRAFT 2.0VL VULCRAFT 2.0VL beff (in) = 72.00 Y bar(in) = 16.59
Mnf (kip-ft) = 404.49 Mn (kip-ft) = 297.67
C (kips) = 102.62 PNA (in) = 13.60
Ieff (in4) = 1040.84 Itr (in4) = 1519.08
Stud length (in) = 3.50 Stud diam (in) = 0.75
Stud Capacity (kips) Qn = 17.1 Rg = 1.00 Rp = 0.60
# of studs: Max = 24 Partial = 12 Actual = 12
Number of Stud Rows = 1 Percent of Full Composite Action = 27.67
LINE LOADS (k/ft):
Load Dist DL CDL LL Red% Type PartL CLL
1 0.000 0.442 0.000 0.867 --- NonR 0.000 0.000
23.998 0.442 0.000 0.867 0.000 0.000
2 0.000 0.035 0.035 0.000 --- NonR 0.000 0.000
23.998 0.035 0.035 0.000 0.000 0.000
SHEA…
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