IFB Attachment 5 - Basis of Design Vol. 2.pdf
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Department of Veteran Affairs Women's Health, 2nd Floor
Jesse Brown VA Medical Center Chicago, IL
October 28, 2024
100% Design Resubmittal Basis of Design Report – Volume 2
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 2
TAB C. Structural Calculations
Attachment 2 Structural
Calculations
Design Criteria
Main Building RAM Structural System Model
Floor Map
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
10.1
10.1
31.5
31.5
40.5
40.5
41.5
41.5
44.5
44.5
A A
B.5 B.5
C C C.5 C.5
D.5 D.5
E.5 E.5
G G
J.1 J.1
N N
N.1 N.1 N.2 N.2 N.3 N.3 N.4 N.4
S S
R.1 R.1
U U
V.5 V.5
W W W.5 W.5 Y Y
BB BB
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Surface Loads
Label DL CDL LL Reduction PLL CLL Mass DL psf psf psf Type psf psf psf
Exist Floor 51.0 0.0 100.0 Unreducible 0.0 0.0 41.0
Exist Entry Floor 85.0 0.0 100.0 Unreducible 0.0 0.0 75.0
Page 2/2
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Floor Type: Existing Roof
10.1
10.1
31.5
31.5
40.5
40.5
41.5
41.5
44.5
44.5
A A
B.5 B.5
C C C.5 C.5
D.5 D.5
E.5 E.5
G G
J.1 J.1
N N
N.1 N.1 N.2 N.2 N.3 N.3 N.4 N.4
S S
R.1 R.1
U U
V.5 V.5
W W W.5 W.5 Y Y
BB BB
L4
L4
L
L
L4
L
L
L2
L
L2
L
L2
L3
L3
L
L3
L
L3
L3
L
L3
L
L4
P3 P3
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Surface Loads
Label DL CDL LL Reduction PLL CLL Mass DL psf psf psf Type psf psf psf
Exist Floor 51.0 0.0 100.0 Unreducible 0.0 0.0 41.0
Exist Roof 51.0 0.0 25.0 Unreducible 0.0 0.0 41.0
Line Loads
Label DL CDL LL Reduction PLL CLL Mass DL k/ft k/ft k/ft Type k/ft k/ft k/ft
L2 Atrium Wall 1.500 0.000 0.000 Reducible 0.000 0.000 1.500
L3 Phouse Wall 1.450 0.000 0.000 Reducible 0.000 0.000 1.450
L4 New Wall 1.750 0.000 0.000 Reducible 0.000 0.000 1.750
Point Loads
Label DL CDL LL Reduction PLL CLL Mass DL kips kips kips Type kips kips kips
P3 Landing Load1 1.600 0.000 2.400 Unreducible 0.000 0.000 0.000
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Floor Type: New roof
10.1
10.1
31.5
31.5
40.5
40.5
41.5
41.5
44.5
44.5
A A
B.5 B.5
C C C.5 C.5
D.5 D.5
E.5 E.5
G G
J.1 J.1
N N
N.1 N.1 N.2 N.2 N.3 N.3 N.4 N.4
S S
R.1 R.1
U U
V.5 V.5
W W W.5 W.5 Y Y
BB BB
P1 P1
P2 P2
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Surface Loads
Label DL CDL LL Reduction PLL CLL Mass DL psf psf psf Type psf psf psf
New Concrete Roof 52.0 42.0 25.0 Unreducible 0.0 15.0 42.0
Exist Roof 51.0 0.0 25.0 Unreducible 0.0 0.0 41.0
New Phouse Roof 20.0 0.0 25.0 Unreducible 0.0 0.0 10.0
New Mtl Deck Roof 20.0 0.0 25.0 Unreducible 0.0 0.0 10.0
AHU 100.0 0.0 0.0 Reducible 0.0 0.0 0.0
Chiller 65.0 0.0 0.0 Reducible 0.0 0.0 0.0
Point Loads
Label DL CDL LL Reduction PLL CLL Mass DL kips kips kips Type kips kips kips
P1 Post Load 1.200 0.000 0.700 Unreducible 0.000 0.000 0.000
P2 Landing Load2 1.200 0.000 1.700 Unreducible 0.000 0.000 0.000
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Floor Type: Penthouse Roof
10.1
10.1
31.5
31.5
40.5
40.5
41.5
41.5
44.5
44.5
A A
B.5 B.5
C C C.5 C.5
D.5 D.5
E.5 E.5
G G
J.1 J.1
N N
N.1 N.1 N.2 N.2 N.3 N.3 N.4 N.4
S S
R.1 R.1
U U
V.5 V.5
W W W.5 W.5 Y Y
BB BB
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Surface Loads
Label DL CDL LL Reduction PLL CLL Mass DL psf psf psf Type psf psf psf
New Phouse Roof 20.0 0.0 25.0 Unreducible 0.0 0.0 10.0
Gravity Beam Design
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Floor Type: Penthouse Roof Beam Number = 722
SPAN INFORMATION (ft): I-End (-71.45,-537.81) J-End (-71.45,-506.31)
Joist Size (User Selected) = 22K4
Total Beam Length (ft) = 31.50
LINE LOADS (k/ft):
Load Dist DL LL Red% Type PartL
1 0.000 0.077 0.096 --- NonR 0.000
31.500 0.077 0.096 0.000
2 0.000 0.000 0.000 --- NonR 0.000
31.500 0.000 0.000 0.000
Maximum Total Unif. Load at any location (lbs/ft) : 173.6
Maximum Allowable Total Unif. Load at any location (lbs/ft) : 550.0
Listed Uniform Capacities (lbs/ft)
Total for Strength: 274.0
L/360 for Deflection: 283.5
Allowable Stress Ratio: 1.00
Deflection Interaction Limit: 1.00
Design Loads Allowable Loads (lbs/ft) Ratio
Dead: 77.1 283.5
Live: 96.4 283.5
Total: 173.6 274.0 0.63
MOMENTS:
Span Cond Moment @ kip-ft ft
Center Max + 21.5 15.8
REACTIONS (kips):
Left Right
DL reaction 1.21 1.21
Max +LL reaction 1.52 1.52
Max +total reaction 2.73 2.73
DEFLECTIONS: (SJI Standard Camber = 3/8) Ratio
Dead load (in) = 0.429 L/D = 882 > 240 0.27
Live load (in) = 0.536 L/D = 706 > 240 0.34
Total load (in) = 0.964 L/D = 392
Net Total load (in) = 0.589 L/D = 641 > 240 0.37
Standard Joist Selection
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC
Floor Type: Penthouse Roof Beam Number = 723
SPAN INFORMATION (ft): I-End (-67.59,-537.81) J-End (-67.59,-506.31)
Joist Size (User Selected) = 22K4
Total Beam Length (ft) = 31.50
LINE LOADS (k/ft):
Load Dist DL LL Red% Type PartL
1 0.000 0.077 0.096 --- NonR 0.000
31.500 0.077 0.096 0.000
2 0.000 0.000 0.000 --- NonR 0.000
31.500 0.000 0.000 0.000
Maximum Total Unif. Load at any location (lbs/ft) : 173.6
Maximum Allowable Total Unif. Load at any location (lbs/ft) : 550.0
Listed Uniform Capacities (lbs/ft)
Total for Strength: 274.0
L/360 for Deflection: 283.5
Allowable Stress Ratio: 1.00
Deflection Interaction Limit: 1.00
Design Loads Allowable Loads (lbs/ft) Ratio
Dead: 77.1 283.5
Live: 96.4 283.5
Total: 173.6 274.0 0.63
MOMENTS:
Span Cond Moment @ kip-ft ft
Center Max + 21.5 15.8
REACTIONS (kips):
Left Right
DL reaction 1.21 1.21
Max +LL reaction 1.52 1.52
Max +total reaction 2.73 2.73
DEFLECTIONS: (SJI Standard Camber = 3/8) Ratio
Dead load (in) = 0.429 L/D = 882 > 240 0.27
Live load (in) = 0.536 L/D = 706 > 240 0.34
Total load (in) = 0.964 L/D = 392
Page 2/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC
Floor Type: Penthouse Roof Beam Number = 724
SPAN INFORMATION (ft): I-End (-63.73,-537.81) J-End (-63.73,-506.31)
Joist Size (User Selected) = 22K4
Total Beam Length (ft) = 31.50
LINE LOADS (k/ft):
Load Dist DL LL Red% Type PartL
1 0.000 0.077 0.096 --- NonR 0.000
31.500 0.077 0.096 0.000
2 0.000 0.000 0.000 --- NonR 0.000
31.500 0.000 0.000 0.000
Maximum Total Unif. Load at any location (lbs/ft) : 173.6
Maximum Allowable Total Unif. Load at any location (lbs/ft) : 550.0
Listed Uniform Capacities (lbs/ft)
Total for Strength: 274.0
L/360 for Deflection: 283.5
Allowable Stress Ratio: 1.00
Deflection Interaction Limit: 1.00
Design Loads Allowable Loads (lbs/ft) Ratio
Dead: 77.1 283.5
Live: 96.4 283.5
Total: 173.6 274.0 0.63
MOMENTS:
Span Cond Moment @ kip-ft ft
Center Max + 21.5 15.8
REACTIONS (kips):
Left Right
DL reaction 1.21 1.21
Max +LL reaction 1.52 1.52
Max +total reaction 2.73 2.73
DEFLECTIONS: (SJI Standard Camber = 3/8) Ratio
Dead load (in) = 0.429 L/D = 882 > 240 0.27
Live load (in) = 0.536 L/D = 706 > 240 0.34
Total load (in) = 0.964 L/D = 392
Page 3/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC
Floor Type: Penthouse Roof Beam Number = 725
SPAN INFORMATION (ft): I-End (-59.88,-537.81) J-End (-59.88,-506.31)
Joist Size (User Selected) = 22K4
Total Beam Length (ft) = 31.50
LINE LOADS (k/ft):
Load Dist DL LL Red% Type PartL
1 0.000 0.077 0.096 --- NonR 0.000
31.500 0.077 0.096 0.000
2 0.000 0.000 0.000 --- NonR 0.000
31.500 0.000 0.000 0.000
Maximum Total Unif. Load at any location (lbs/ft) : 173.6
Maximum Allowable Total Unif. Load at any location (lbs/ft) : 550.0
Listed Uniform Capacities (lbs/ft)
Total for Strength: 274.0
L/360 for Deflection: 283.5
Allowable Stress Ratio: 1.00
Deflection Interaction Limit: 1.00
Design Loads Allowable Loads (lbs/ft) Ratio
Dead: 77.1 283.5
Live: 96.4 283.5
Total: 173.6 274.0 0.63
MOMENTS:
Span Cond Moment @ kip-ft ft
Center Max + 21.5 15.8
REACTIONS (kips):
Left Right
DL reaction 1.21 1.21
Max +LL reaction 1.52 1.52
Max +total reaction 2.73 2.73
DEFLECTIONS: (SJI Standard Camber = 3/8) Ratio
Dead load (in) = 0.429 L/D = 882 > 240 0.27
Live load (in) = 0.536 L/D = 706 > 240 0.34
Total load (in) = 0.964 L/D = 392
Page 4/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC
Floor Type: Penthouse Roof Beam Number = 726
SPAN INFORMATION (ft): I-End (-56.02,-537.81) J-End (-56.02,-506.31)
Joist Size (User Selected) = 22K4
Total Beam Length (ft) = 31.50
LINE LOADS (k/ft):
Load Dist DL LL Red% Type PartL
1 0.000 0.077 0.096 --- NonR 0.000
31.500 0.077 0.096 0.000
2 0.000 0.000 0.000 --- NonR 0.000
31.500 0.000 0.000 0.000
Maximum Total Unif. Load at any location (lbs/ft) : 173.6
Maximum Allowable Total Unif. Load at any location (lbs/ft) : 550.0
Listed Uniform Capacities (lbs/ft)
Total for Strength: 274.0
L/360 for Deflection: 283.5
Allowable Stress Ratio: 1.00
Deflection Interaction Limit: 1.00
Design Loads Allowable Loads (lbs/ft) Ratio
Dead: 77.1 283.5
Live: 96.4 283.5
Total: 173.6 274.0 0.63
MOMENTS:
Span Cond Moment @ kip-ft ft
Center Max + 21.5 15.8
REACTIONS (kips):
Left Right
DL reaction 1.21 1.21
Max +LL reaction 1.52 1.52
Max +total reaction 2.73 2.73
DEFLECTIONS: (SJI Standard Camber = 3/8) Ratio
Dead load (in) = 0.429 L/D = 882 > 240 0.27
Live load (in) = 0.536 L/D = 706 > 240 0.34
Total load (in) = 0.964 L/D = 392
Page 5/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC
Floor Type: Penthouse Roof Beam Number = 727
SPAN INFORMATION (ft): I-End (-52.16,-537.81) J-End (-52.16,-506.31)
Joist Size (User Selected) = 22K4
Total Beam Length (ft) = 31.50
LINE LOADS (k/ft):
Load Dist DL LL Red% Type PartL
1 0.000 0.077 0.096 --- NonR 0.000
31.500 0.077 0.096 0.000
2 0.000 0.000 0.000 --- NonR 0.000
31.500 0.000 0.000 0.000
Maximum Total Unif. Load at any location (lbs/ft) : 173.6
Maximum Allowable Total Unif. Load at any location (lbs/ft) : 550.0
Listed Uniform Capacities (lbs/ft)
Total for Strength: 274.0
L/360 for Deflection: 283.5
Allowable Stress Ratio: 1.00
Deflection Interaction Limit: 1.00
Design Loads Allowable Loads (lbs/ft) Ratio
Dead: 77.1 283.5
Live: 96.4 283.5
Total: 173.6 274.0 0.63
MOMENTS:
Span Cond Moment @ kip-ft ft
Center Max + 21.5 15.8
REACTIONS (kips):
Left Right
DL reaction 1.21 1.21
Max +LL reaction 1.52 1.52
Max +total reaction 2.73 2.73
DEFLECTIONS: (SJI Standard Camber = 3/8) Ratio
Dead load (in) = 0.429 L/D = 882 > 240 0.27
Live load (in) = 0.536 L/D = 706 > 240 0.34
Total load (in) = 0.964 L/D = 392
Page 6/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC
Floor Type: Penthouse Roof Beam Number = 728
SPAN INFORMATION (ft): I-End (-44.45,-537.81) J-End (-44.45,-506.31)
Joist Size (User Selected) = 22K4
Total Beam Length (ft) = 31.50
LINE LOADS (k/ft):
Load Dist DL LL Red% Type PartL
1 0.000 0.077 0.096 --- NonR 0.000
31.500 0.077 0.096 0.000
2 0.000 0.000 0.000 --- NonR 0.000
31.500 0.000 0.000 0.000
Maximum Total Unif. Load at any location (lbs/ft) : 173.6
Maximum Allowable Total Unif. Load at any location (lbs/ft) : 550.0
Listed Uniform Capacities (lbs/ft)
Total for Strength: 274.0
L/360 for Deflection: 283.5
Allowable Stress Ratio: 1.00
Deflection Interaction Limit: 1.00
Design Loads Allowable Loads (lbs/ft) Ratio
Dead: 77.1 283.5
Live: 96.4 283.5
Total: 173.6 274.0 0.63
MOMENTS:
Span Cond Moment @ kip-ft ft
Center Max + 21.5 15.8
REACTIONS (kips):
Left Right
DL reaction 1.21 1.21
Max +LL reaction 1.52 1.52
Max +total reaction 2.73 2.73
DEFLECTIONS: (SJI Standard Camber = 3/8) Ratio
Dead load (in) = 0.429 L/D = 882 > 240 0.27
Live load (in) = 0.536 L/D = 706 > 240 0.34
Total load (in) = 0.964 L/D = 392
Page 7/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC
Floor Type: Penthouse Roof Beam Number = 729
SPAN INFORMATION (ft): I-End (-40.59,-537.81) J-End (-40.59,-506.31)
Joist Size (User Selected) = 22K4
Total Beam Length (ft) = 31.50
LINE LOADS (k/ft):
Load Dist DL LL Red% Type PartL
1 0.000 0.077 0.096 --- NonR 0.000
31.500 0.077 0.096 0.000
2 0.000 0.000 0.000 --- NonR 0.000
31.500 0.000 0.000 0.000
Maximum Total Unif. Load at any location (lbs/ft) : 173.6
Maximum Allowable Total Unif. Load at any location (lbs/ft) : 550.0
Listed Uniform Capacities (lbs/ft)
Total for Strength: 274.0
L/360 for Deflection: 283.5
Allowable Stress Ratio: 1.00
Deflection Interaction Limit: 1.00
Design Loads Allowable Loads (lbs/ft) Ratio
Dead: 77.1 283.5
Live: 96.4 283.5
Total: 173.6 274.0 0.63
MOMENTS:
Span Cond Moment @ kip-ft ft
Center Max + 21.5 15.8
REACTIONS (kips):
Left Right
DL reaction 1.21 1.21
Max +LL reaction 1.52 1.52
Max +total reaction 2.73 2.73
DEFLECTIONS: (SJI Standard Camber = 3/8) Ratio
Dead load (in) = 0.429 L/D = 882 > 240 0.27
Live load (in) = 0.536 L/D = 706 > 240 0.34
Total load (in) = 0.964 L/D = 392
Page 8/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC
Floor Type: Penthouse Roof Beam Number = 730
SPAN INFORMATION (ft): I-End (-36.73,-537.81) J-End (-36.73,-506.31)
Joist Size (User Selected) = 22K4
Total Beam Length (ft) = 31.50
LINE LOADS (k/ft):
Load Dist DL LL Red% Type PartL
1 0.000 0.077 0.096 --- NonR 0.000
31.500 0.077 0.096 0.000
2 0.000 0.000 0.000 --- NonR 0.000
31.500 0.000 0.000 0.000
Maximum Total Unif. Load at any location (lbs/ft) : 173.6
Maximum Allowable Total Unif. Load at any location (lbs/ft) : 550.0
Listed Uniform Capacities (lbs/ft)
Total for Strength: 274.0
L/360 for Deflection: 283.5
Allowable Stress Ratio: 1.00
Deflection Interaction Limit: 1.00
Design Loads Allowable Loads (lbs/ft) Ratio
Dead: 77.1 283.5
Live: 96.4 283.5
Total: 173.6 274.0 0.63
MOMENTS:
Span Cond Moment @ kip-ft ft
Center Max + 21.5 15.8
REACTIONS (kips):
Left Right
DL reaction 1.21 1.21
Max +LL reaction 1.52 1.52
Max +total reaction 2.73 2.73
DEFLECTIONS: (SJI Standard Camber = 3/8) Ratio
Dead load (in) = 0.429 L/D = 882 > 240 0.27
Live load (in) = 0.536 L/D = 706 > 240 0.34
Total load (in) = 0.964 L/D = 392
Page 9/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC
Floor Type: Penthouse Roof Beam Number = 731
SPAN INFORMATION (ft): I-End (-32.88,-537.81) J-End (-32.88,-506.31)
Joist Size (User Selected) = 22K4
Total Beam Length (ft) = 31.50
LINE LOADS (k/ft):
Load Dist DL LL Red% Type PartL
1 0.000 0.077 0.096 --- NonR 0.000
31.500 0.077 0.096 0.000
2 0.000 0.000 0.000 --- NonR 0.000
31.500 0.000 0.000 0.000
Maximum Total Unif. Load at any location (lbs/ft) : 173.6
Maximum Allowable Total Unif. Load at any location (lbs/ft) : 550.0
Listed Uniform Capacities (lbs/ft)
Total for Strength: 274.0
L/360 for Deflection: 283.5
Allowable Stress Ratio: 1.00
Deflection Interaction Limit: 1.00
Design Loads Allowable Loads (lbs/ft) Ratio
Dead: 77.1 283.5
Live: 96.4 283.5
Total: 173.6 274.0 0.63
MOMENTS:
Span Cond Moment @ kip-ft ft
Center Max + 21.5 15.8
REACTIONS (kips):
Left Right
DL reaction 1.21 1.21
Max +LL reaction 1.52 1.52
Max +total reaction 2.73 2.73
DEFLECTIONS: (SJI Standard Camber = 3/8) Ratio
Dead load (in) = 0.429 L/D = 882 > 240 0.27
Live load (in) = 0.536 L/D = 706 > 240 0.34
Total load (in) = 0.964 L/D = 392
Page 10/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC
Floor Type: Penthouse Roof Beam Number = 732
SPAN INFORMATION (ft): I-End (-29.02,-537.81) J-End (-29.02,-506.31)
Joist Size (User Selected) = 22K4
Total Beam Length (ft) = 31.50
LINE LOADS (k/ft):
Load Dist DL LL Red% Type PartL
1 0.000 0.077 0.096 --- NonR 0.000
31.500 0.077 0.096 0.000
2 0.000 0.000 0.000 --- NonR 0.000
31.500 0.000 0.000 0.000
Maximum Total Unif. Load at any location (lbs/ft) : 173.6
Maximum Allowable Total Unif. Load at any location (lbs/ft) : 550.0
Listed Uniform Capacities (lbs/ft)
Total for Strength: 274.0
L/360 for Deflection: 283.5
Allowable Stress Ratio: 1.00
Deflection Interaction Limit: 1.00
Design Loads Allowable Loads (lbs/ft) Ratio
Dead: 77.1 283.5
Live: 96.4 283.5
Total: 173.6 274.0 0.63
MOMENTS:
Span Cond Moment @ kip-ft ft
Center Max + 21.5 15.8
REACTIONS (kips):
Left Right
DL reaction 1.21 1.21
Max +LL reaction 1.52 1.52
Max +total reaction 2.73 2.73
DEFLECTIONS: (SJI Standard Camber = 3/8) Ratio
Dead load (in) = 0.429 L/D = 882 > 240 0.27
Live load (in) = 0.536 L/D = 706 > 240 0.34
Total load (in) = 0.964 L/D = 392
Page 11/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC
Floor Type: Penthouse Roof Beam Number = 733
SPAN INFORMATION (ft): I-End (-25.16,-537.81) J-End (-25.16,-506.31)
Joist Size (User Selected) = 22K4
Total Beam Length (ft) = 31.50
LINE LOADS (k/ft):
Load Dist DL LL Red% Type PartL
1 0.000 0.077 0.096 --- NonR 0.000
31.500 0.077 0.096 0.000
2 0.000 0.000 0.000 --- NonR 0.000
31.500 0.000 0.000 0.000
Maximum Total Unif. Load at any location (lbs/ft) : 173.6
Maximum Allowable Total Unif. Load at any location (lbs/ft) : 550.0
Listed Uniform Capacities (lbs/ft)
Total for Strength: 274.0
L/360 for Deflection: 283.5
Allowable Stress Ratio: 1.00
Deflection Interaction Limit: 1.00
Design Loads Allowable Loads (lbs/ft) Ratio
Dead: 77.1 283.5
Live: 96.4 283.5
Total: 173.6 274.0 0.63
MOMENTS:
Span Cond Moment @ kip-ft ft
Center Max + 21.5 15.8
REACTIONS (kips):
Left Right
DL reaction 1.21 1.21
Max +LL reaction 1.52 1.52
Max +total reaction 2.73 2.73
DEFLECTIONS: (SJI Standard Camber = 3/8) Ratio
Dead load (in) = 0.429 L/D = 882 > 240 0.27
Live load (in) = 0.536 L/D = 706 > 240 0.34
Total load (in) = 0.964 L/D = 392
Page 12/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC
Floor Type: Penthouse Roof Beam Number = 734
SPAN INFORMATION (ft): I-End (-17.45,-537.81) J-End (-17.45,-506.31)
Joist Size (User Selected) = 22K4
Total Beam Length (ft) = 31.50
LINE LOADS (k/ft):
Load Dist DL LL Red% Type PartL
1 0.000 0.077 0.096 --- NonR 0.000
31.500 0.077 0.096 0.000
2 0.000 0.000 0.000 --- NonR 0.000
31.500 0.000 0.000 0.000
Maximum Total Unif. Load at any location (lbs/ft) : 173.6
Maximum Allowable Total Unif. Load at any location (lbs/ft) : 550.0
Listed Uniform Capacities (lbs/ft)
Total for Strength: 274.0
L/360 for Deflection: 283.5
Allowable Stress Ratio: 1.00
Deflection Interaction Limit: 1.00
Design Loads Allowable Loads (lbs/ft) Ratio
Dead: 77.1 283.5
Live: 96.4 283.5
Total: 173.6 274.0 0.63
MOMENTS:
Span Cond Moment @ kip-ft ft
Center Max + 21.5 15.8
REACTIONS (kips):
Left Right
DL reaction 1.21 1.21
Max +LL reaction 1.52 1.52
Max +total reaction 2.73 2.73
DEFLECTIONS: (SJI Standard Camber = 3/8) Ratio
Dead load (in) = 0.429 L/D = 882 > 240 0.27
Live load (in) = 0.536 L/D = 706 > 240 0.34
Total load (in) = 0.964 L/D = 392
Page 13/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC
Floor Type: Penthouse Roof Beam Number = 735
SPAN INFORMATION (ft): I-End (-13.59,-537.81) J-End (-13.59,-506.31)
Joist Size (User Selected) = 22K4
Total Beam Length (ft) = 31.50
LINE LOADS (k/ft):
Load Dist DL LL Red% Type PartL
1 0.000 0.077 0.096 --- NonR 0.000
31.500 0.077 0.096 0.000
2 0.000 0.000 0.000 --- NonR 0.000
31.500 0.000 0.000 0.000
Maximum Total Unif. Load at any location (lbs/ft) : 173.6
Maximum Allowable Total Unif. Load at any location (lbs/ft) : 550.0
Listed Uniform Capacities (lbs/ft)
Total for Strength: 274.0
L/360 for Deflection: 283.5
Allowable Stress Ratio: 1.00
Deflection Interaction Limit: 1.00
Design Loads Allowable Loads (lbs/ft) Ratio
Dead: 77.1 283.5
Live: 96.4 283.5
Total: 173.6 274.0 0.63
MOMENTS:
Span Cond Moment @ kip-ft ft
Center Max + 21.5 15.8
REACTIONS (kips):
Left Right
DL reaction 1.21 1.21
Max +LL reaction 1.52 1.52
Max +total reaction 2.73 2.73
DEFLECTIONS: (SJI Standard Camber = 3/8) Ratio
Dead load (in) = 0.429 L/D = 882 > 240 0.27
Live load (in) = 0.536 L/D = 706 > 240 0.34
Total load (in) = 0.964 L/D = 392
Page 14/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC
Floor Type: Penthouse Roof Beam Number = 736
SPAN INFORMATION (ft): I-End (-9.73,-537.81) J-End (-9.73,-506.31)
Joist Size (User Selected) = 22K4
Total Beam Length (ft) = 31.50
LINE LOADS (k/ft):
Load Dist DL LL Red% Type PartL
1 0.000 0.077 0.096 --- NonR 0.000
31.500 0.077 0.096 0.000
2 0.000 0.000 0.000 --- NonR 0.000
31.500 0.000 0.000 0.000
Maximum Total Unif. Load at any location (lbs/ft) : 173.6
Maximum Allowable Total Unif. Load at any location (lbs/ft) : 550.0
Listed Uniform Capacities (lbs/ft)
Total for Strength: 274.0
L/360 for Deflection: 283.5
Allowable Stress Ratio: 1.00
Deflection Interaction Limit: 1.00
Design Loads Allowable Loads (lbs/ft) Ratio
Dead: 77.1 283.5
Live: 96.4 283.5
Total: 173.6 274.0 0.63
MOMENTS:
Span Cond Moment @ kip-ft ft
Center Max + 21.5 15.8
REACTIONS (kips):
Left Right
DL reaction 1.21 1.21
Max +LL reaction 1.52 1.52
Max +total reaction 2.73 2.73
DEFLECTIONS: (SJI Standard Camber = 3/8) Ratio
Dead load (in) = 0.429 L/D = 882 > 240 0.27
Live load (in) = 0.536 L/D = 706 > 240 0.34
Total load (in) = 0.964 L/D = 392
Page 15/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC
Floor Type: Penthouse Roof Beam Number = 737
SPAN INFORMATION (ft): I-End (-5.88,-537.81) J-End (-5.88,-506.31)
Joist Size (User Selected) = 22K4
Total Beam Length (ft) = 31.50
LINE LOADS (k/ft):
Load Dist DL LL Red% Type PartL
1 0.000 0.077 0.096 --- NonR 0.000
31.500 0.077 0.096 0.000
2 0.000 0.000 0.000 --- NonR 0.000
31.500 0.000 0.000 0.000
Maximum Total Unif. Load at any location (lbs/ft) : 173.6
Maximum Allowable Total Unif. Load at any location (lbs/ft) : 550.0
Listed Uniform Capacities (lbs/ft)
Total for Strength: 274.0
L/360 for Deflection: 283.5
Allowable Stress Ratio: 1.00
Deflection Interaction Limit: 1.00
Design Loads Allowable Loads (lbs/ft) Ratio
Dead: 77.1 283.5
Live: 96.4 283.5
Total: 173.6 274.0 0.63
MOMENTS:
Span Cond Moment @ kip-ft ft
Center Max + 21.5 15.8
REACTIONS (kips):
Left Right
DL reaction 1.21 1.21
Max +LL reaction 1.52 1.52
Max +total reaction 2.73 2.73
DEFLECTIONS: (SJI Standard Camber = 3/8) Ratio
Dead load (in) = 0.429 L/D = 882 > 240 0.27
Live load (in) = 0.536 L/D = 706 > 240 0.34
Total load (in) = 0.964 L/D = 392
Page 16/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC
Floor Type: Penthouse Roof Beam Number = 738
SPAN INFORMATION (ft): I-End (-2.02,-537.81) J-End (-2.02,-506.31)
Joist Size (User Selected) = 22K4
Total Beam Length (ft) = 31.50
LINE LOADS (k/ft):
Load Dist DL LL Red% Type PartL
1 0.000 0.077 0.096 --- NonR 0.000
31.500 0.077 0.096 0.000
2 0.000 0.000 0.000 --- NonR 0.000
31.500 0.000 0.000 0.000
Maximum Total Unif. Load at any location (lbs/ft) : 173.6
Maximum Allowable Total Unif. Load at any location (lbs/ft) : 550.0
Listed Uniform Capacities (lbs/ft)
Total for Strength: 274.0
L/360 for Deflection: 283.5
Allowable Stress Ratio: 1.00
Deflection Interaction Limit: 1.00
Design Loads Allowable Loads (lbs/ft) Ratio
Dead: 77.1 283.5
Live: 96.4 283.5
Total: 173.6 274.0 0.63
MOMENTS:
Span Cond Moment @ kip-ft ft
Center Max + 21.5 15.8
REACTIONS (kips):
Left Right
DL reaction 1.21 1.21
Max +LL reaction 1.52 1.52
Max +total reaction 2.73 2.73
DEFLECTIONS: (SJI Standard Camber = 3/8) Ratio
Dead load (in) = 0.429 L/D = 882 > 240 0.27
Live load (in) = 0.536 L/D = 706 > 240 0.34
Total load (in) = 0.964 L/D = 392
Page 17/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC
Floor Type: Penthouse Roof Beam Number = 739
SPAN INFORMATION (ft): I-End (1.84,-537.81) J-End (1.84,-506.31)
Joist Size (User Selected) = 22K4
Total Beam Length (ft) = 31.50
LINE LOADS (k/ft):
Load Dist DL LL Red% Type PartL
1 0.000 0.077 0.096 --- NonR 0.000
31.500 0.077 0.096 0.000
2 0.000 0.000 0.000 --- NonR 0.000
31.500 0.000 0.000 0.000
Maximum Total Unif. Load at any location (lbs/ft) : 173.6
Maximum Allowable Total Unif. Load at any location (lbs/ft) : 550.0
Listed Uniform Capacities (lbs/ft)
Total for Strength: 274.0
L/360 for Deflection: 283.5
Allowable Stress Ratio: 1.00
Deflection Interaction Limit: 1.00
Design Loads Allowable Loads (lbs/ft) Ratio
Dead: 77.1 283.5
Live: 96.4 283.5
Total: 173.6 274.0 0.63
MOMENTS:
Span Cond Moment @ kip-ft ft
Center Max + 21.5 15.8
REACTIONS (kips):
Left Right
DL reaction 1.21 1.21
Max +LL reaction 1.52 1.52
Max +total reaction 2.73 2.73
DEFLECTIONS: (SJI Standard Camber = 3/8) Ratio
Dead load (in) = 0.429 L/D = 882 > 240 0.27
Live load (in) = 0.536 L/D = 706 > 240 0.34
Total load (in) = 0.964 L/D = 392
Page 18/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Floor Type: New roof Beam Number = 2
SPAN INFORMATION (ft): I-End (-191.14,-526.18) J-End (-191.14,-499.18)
Beam Size (User Selected) = W21X73 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 perpendicular
Decking type Noncomposite VULCRAFT 2.0VL beff (in) = 33.50 Y bar(in) = 14.40
Mnf (kip-ft) = 748.24 Mn (kip-ft) = 617.25
C (kips) = 85.51 PNA (in) = 13.21
Ieff (in4) = 2248.33 Itr (in4) = 2768.19
Stud length (in) = 3.50 Stud diam (in) = 0.75
Stud Capacity (kips) Qn = 17.1 Rg = 1.00 Rp = 0.60
# of studs: Full = 34 Partial = 10 Actual = 10
Number of Stud Rows = 1 Percent of Full Composite Action = 30.80
LINE LOADS (k/ft):
Load Dist DL CDL LL Red% Type PartL CLL
1 0.000 0.142 0.000 0.070 --- NonR 0.000 0.000
27.000 0.142 0.000 0.070 0.000 0.000
2 0.000 0.073 0.073 0.000 --- NonR 0.000 0.000
27.000 0.073 0.073 0.000 0.000 0.000
SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 5.00 kips 1.00Vn = 208.35 kips
MOMENTS (Ultimate):
Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft
Center PreCmp+ 1.4DL 9.3 13.5 0.0 1.00 0.90 464.40
Init DL 1.4DL 9.3 13.5 --- ---
Max + 1.2DL+1.6LL 33.7 13.5 --- --- 0.90 555.53
Controlling 1.2DL+1.6LL 33.7 13.5 --- --- 0.90 555.53
REACTIONS (kips):
Left Right
Initial reaction 0.99 0.99
DL reaction 2.91 2.91
Max +LL reaction 0.94 0.94
Max +total reaction (factored) 5.00 5.00
DEFLECTIONS: Ratio
Initial load (in) at 13.50 ft = -0.019 L/D = 1718
> 360 0.02
Page 19/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Live load (in) at 13.50 ft = -0.013 L/D = 2531
> 360 0.01
Post Comp load (in) at 13.50 ft = -0.039 L/D = 8327 > 360 0.04
Net Total load (in) at 13.50 ft = -0.058 L/D = 5609 > 240 0.04
Page 20/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Floor Type: New roof Beam Number = 3
SPAN INFORMATION (ft): I-End (-191.14,-526.18) J-End (-185.55,-526.18)
Beam Size (User Selected) = W27X114 Fy = 36.0 ksi
Total Beam Length (ft) = 5.58
Cantilever on left (ft) = 5.58
Mp (kip-ft) = 1029.00
POINT LOADS (kips):
Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL
0.000 2.91 0.00 0.0 0.94 0.00 0.0 0.00 0.0 0.00
LINE LOADS (k/ft):
Load Dist DL LL Red% Type PartL
1 0.000 0.114 0.000 --- NonR 0.000
5.583 0.114 0.000 0.000
SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 5.76 kips 1.00Vn = 336.12 kips
MOMENTS (Ultimate):
Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft
Left Max - 1.2DL+1.6LL -30.0 5.6 5.6 1.00 0.90 926.10
Controlling 1.2DL+1.6LL -30.0 5.6 5.6 1.00 0.90 926.10
REACTIONS (kips):
Left Right
DL reaction --- 3.55
Max +LL reaction --- 0.94
Max +total reaction (factored) --- 5.76
DEFLECTIONS: Ratio
Left cantilever:
Dead load (in) = -0.003 L/D = 50222
Pos Live load (in) = -0.001 L/D = 167856 > 360 0.00
Pos Total load (in) = -0.003 L/D = 38656 > 240 0.01
Page 21/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Floor Type: New roof Beam Number = 4
SPAN INFORMATION (ft): I-End (-191.14,-499.18) J-End (-185.55,-499.18)
Beam Size (User Selected) = W27X114 Fy = 36.0 ksi
Total Beam Length (ft) = 5.58
Cantilever on left (ft) = 5.58
Mp (kip-ft) = 1029.00
POINT LOADS (kips):
Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL
0.000 2.91 0.00 0.0 0.94 0.00 0.0 0.00 0.0 0.00
LINE LOADS (k/ft):
Load Dist DL LL Red% Type PartL
1 0.000 0.114 0.000 --- NonR 0.000
5.583 0.114 0.000 0.000
SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 5.76 kips 1.00Vn = 336.12 kips
MOMENTS (Ultimate):
Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft
Left Max - 1.2DL+1.6LL -30.0 5.6 5.6 1.00 0.90 926.10
Controlling 1.2DL+1.6LL -30.0 5.6 5.6 1.00 0.90 926.10
REACTIONS (kips):
Left Right
DL reaction --- 3.55
Max +LL reaction --- 0.94
Max +total reaction (factored) --- 5.76
DEFLECTIONS: Ratio
Left cantilever:
Dead load (in) = -0.003 L/D = 50222
Pos Live load (in) = -0.001 L/D = 167856 > 360 0.00
Pos Total load (in) = -0.003 L/D = 38656 > 240 0.01
Page 22/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Floor Type: New roof Beam Number = 5
SPAN INFORMATION (ft): I-End (-191.14,-450.31) J-End (-190.55,-439.06)
Beam Size (User Selected) = W12X19 Fy = 36.0 ksi
Total Beam Length (ft) = 11.27
Mp (kip-ft) = 74.10
LINE LOADS (k/ft):
Load Dist DL LL Red% Type PartL
1 0.000 0.012 0.006 --- NonR 0.000
11.265 0.000 0.000 0.000
2 0.000 0.142 0.070 --- NonR 0.000
11.265 0.127 0.062 0.000
3 0.000 0.019 0.000 --- NonR 0.000
11.265 0.019 0.000 0.000
SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 1.75 kips 1.00Vn = 61.93 kips
MOMENTS (Ultimate):
Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft
Center Max + 1.2DL+1.6LL 4.8 5.5 0.0 1.00 0.90 66.69
Controlling 1.2DL+1.6LL 4.8 5.5 0.0 1.00 0.90 66.69
REACTIONS (kips):
Left Right
DL reaction 0.93 0.88
Max +LL reaction 0.40 0.38
Max +total reaction (factored) 1.75 1.65
DEFLECTIONS: Ratio
Dead load (in) at 5.63 ft = -0.015 L/D = 8794
Live load (in) at 5.63 ft = -0.007 L/D = 2035
> 360 0.02
Net Total load (in) at 5.63 ft = -0.022 L/D = 6140 > 240 0.04
Page 23/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Floor Type: New roof Beam Number = 16
SPAN INFORMATION (ft): I-End (-175.80,-526.18) J-End (-175.80,-499.18)
Beam Size (User Selected) = W18X46 Fy = 36.0 ksi
Total Beam Length (ft) = 27.00
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) = 81.00 Y bar(in) = 16.45
Mnf (kip-ft) = 531.50 Mn (kip-ft) = 400.91
C (kips) = 136.82 PNA (in) = 14.33
Ieff (in4) = 1392.56 Itr (in4) = 1994.64
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 = 27 Partial = 16 Actual = 16
Number of Stud Rows = 1 Percent of Full Composite Action = 28.15
LINE LOADS (k/ft):
Load Dist DL CDL LL Red% Type PartL CLL
1 0.000 0.497 0.000 0.244 --- NonR 0.000 0.000
27.000 0.497 0.000 0.244 0.000 0.000
2 0.000 0.046 0.046 0.000 --- NonR 0.000 0.000
27.000 0.046 0.046 0.000 0.000 0.000
SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 14.06 kips 1.00Vn = 140.75 kips
MOMENTS (Ultimate):
Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft
Center PreCmp+ 1.4DL 5.9 13.5 0.0 1.00 0.90 244.89
Init DL 1.4DL 5.9 13.5 --- ---
Max + 1.2DL+1.6LL 94.9 13.5 --- --- 0.90 360.82
Controlling 1.2DL+1.6LL 94.9 13.5 --- --- 0.90 360.82
REACTIONS (kips):
Left Right
Initial reaction 0.62 0.62
DL reaction 7.33 7.33
Max +LL reaction 3.29 3.29
Max +total reaction (factored) 14.06 14.06
DEFLECTIONS: Ratio
Initial load (in) at 13.50 ft = -0.027 L/D = 1217
> 360 0.03
Page 24/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Live load (in) at 13.50 ft = -0.072 L/D = 4489 > 360 0.08
Post Comp load (in) at 13.50 ft = -0.219 L/D = 1477 > 360 0.24
Net Total load (in) at 13.50 ft = -0.246 L/D = 1317 > 240 0.18
Page 25/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Floor Type: New roof Beam Number = 19
SPAN INFORMATION (ft): I-End (-166.05,-526.18) J-End (-166.05,-499.18)
Beam Size (User Selected) = W18X46 Fy = 36.0 ksi
Total Beam Length (ft) = 27.00
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) = 81.00 Y bar(in) = 16.45
Mnf (kip-ft) = 531.50 Mn (kip-ft) = 400.91
C (kips) = 136.82 PNA (in) = 14.33
Ieff (in4) = 1392.56 Itr (in4) = 1994.64
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 = 27 Partial = 17 Actual = 17
Number of Stud Rows = 1 Percent of Full Composite Action = 28.04
LINE LOADS (k/ft):
Load Dist DL CDL LL Red% Type PartL CLL
1 0.000 0.485 0.000 0.237 --- NonR 0.000 0.000
27.000 0.497 0.000 0.244 0.000 0.000
2 0.000 0.046 0.046 0.000 --- NonR 0.000 0.000
27.000 0.046 0.046 0.000 0.000 0.000
SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 13.95 kips 1.00Vn = 140.75 kips
MOMENTS (Ultimate):
Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft
Center PreCmp+ 1.4DL 5.9 13.5 0.0 1.00 0.90 244.89
Init DL 1.4DL 5.9 13.5 --- ---
Max + 1.2DL+1.6LL 93.8 13.5 --- --- 0.90 360.82
Controlling 1.2DL+1.6LL 93.8 13.5 --- --- 0.90 360.82
REACTIONS (kips):
Left Right
Initial reaction 0.62 0.62
DL reaction 7.22 7.28
Max +LL reaction 3.23 3.26
Max +total reaction (factored) 13.84 13.95
DEFLECTIONS: Ratio
Initial load (in) at 13.50 ft = -0.027 L/D = 1217
> 360 0.03
Page 26/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Live load (in) at 13.50 ft = -0.071 L/D = 4548 > 360 0.08
Post Comp load (in) at 13.50 ft = -0.217 L/D = 1496 > 360 0.24
Net Total load (in) at 13.50 ft = -0.243 L/D = 1332 > 240 0.18
Page 27/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Floor Type: New roof Beam Number = 23
SPAN INFORMATION (ft): I-End (-156.80,-526.18) J-End (-129.30,-526.18)
Beam Size (User Selected) = W27X94 Fy = 36.0 ksi
Total Beam Length (ft) = 27.50
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 parallel parallel
Decking type VULCRAFT 2.0VL VULCRAFT 2.0VL beff (in) = 44.31 Y bar(in) = 18.11
Mnf (kip-ft) = 1194.87 Mn (kip-ft) = 995.97
C (kips) = 119.72 PNA (in) = 16.84
Ieff (in4) = 4528.71 Itr (in4) = 5474.41
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 = 64 Partial = 17 Actual = 17
Number of Stud Rows = 1 Percent of Full Composite Action = 27.04
POINT LOADS (kips):
Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL
9.500 7.08 0.76 0.00 0.0 3.09 0.00 0.0 0.00 0.0 0.00
18.500 7.02 0.82 0.00 0.0 3.04 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 0.094 0.094 0.000 --- NonR 0.000 0.000
27.500 0.094 0.094 0.000 0.000 0.000
SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 15.13 kips 1.00Vn = 284.71 kips
MOMENTS (Ultimate):
Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft
Center PreCmp+ 1.4DL 22.7 13.8 9.0 1.01 0.90 750.60
Init DL 1.4DL 22.7 13.8 --- ---
Max + 1.2DL+1.6LL 134.7 11.1 --- --- 0.90 896.37
Controlling 1.2DL+1.6LL 134.5 9.5 --- --- 0.90 877.69
REACTIONS (kips):
Left Right
Initial reaction 2.06 2.11
DL reaction 8.22 8.46
Max +LL reaction 3.02 3.11
Max +total reaction (factored) 14.69 15.13
Page 28/1129
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 13.75 ft = -0.023 L/D = 1406
> 360 0.03
Live load (in) at 13.75 ft = -0.030 L/D = 1102
> 360 0.03
Post Comp load (in) at 13.75 ft = -0.091 L/D = 3625 > 360 0.10
Net Total load (in) at 13.75 ft = -0.114 L/D = 2882 > 240 0.08
Page 29/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Floor Type: New roof Beam Number = 24
SPAN INFORMATION (ft): I-End (-156.42,-505.43) J-End (-147.30,-505.43)
Beam Size (User Selected) = W10X15 Fy = 36.0 ksi
Total Beam Length (ft) = 9.12
Mp (kip-ft) = 48.00
POINT LOADS (kips):
Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL
4.116 0.77 0.00 0.0 0.35 0.00 0.0 0.00 0.0 0.00
LINE LOADS (k/ft):
Load Dist DL LL Red% Type PartL
1 0.000 0.015 0.000 --- NonR 0.000
9.115 0.015 0.000 0.000
SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 0.90 kips 1.00Vn = 49.63 kips
MOMENTS (Ultimate):
Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft
Center Max + 1.2DL+1.6LL 3.6 4.1 5.0 1.64 0.90 43.20
Controlling 1.2DL+1.6LL 3.6 4.1 5.0 1.64 0.90 43.20
REACTIONS (kips):
Left Right
DL reaction 0.49 0.42
Max +LL reaction 0.19 0.16
Max +total reaction (factored) 0.90 0.76
DEFLECTIONS: Ratio
Dead load (in) at 4.42 ft = -0.012 L/D = 9476
Live load (in) at 4.42 ft = -0.005 L/D = 2289
> 360 0.02
Net Total load (in) at 4.42 ft = -0.016 L/D = 6702 > 240 0.04
Page 30/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Floor Type: New roof Beam Number = 25
SPAN INFORMATION (ft): I-End (-156.30,-499.18) J-End (-129.30,-499.18)
Beam Size (User Selected) = W27X94 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) = 37.49 Y bar(in) = 17.56
Mnf (kip-ft) = 1159.73 Mn (kip-ft) = 995.01
C (kips) = 119.72 PNA (in) = 16.84
Ieff (in4) = 4478.38 Itr (in4) = 5216.73
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 = 53 Partial = 14 Actual = 14
Number of Stud Rows = 1 Percent of Full Composite Action = 26.30
POINT LOADS (kips):
Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL
4.000 0.77 0.05 0.00 0.0 0.35 0.00 0.0 0.00 0.0 0.00
9.000 6.75 0.81 0.00 0.0 2.91 0.00 0.0 0.00 0.0 0.00
18.000 7.03 0.84 0.00 0.0 3.04 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 0.094 0.094 0.000 --- NonR 0.000 0.000
27.000 0.094 0.094 0.000 0.000 0.000
SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 15.72 kips 1.00Vn = 284.71 kips
MOMENTS (Ultimate):
Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft
Center PreCmp+ 1.4DL 22.5 13.5 9.0 1.01 0.90 750.60
Init DL 1.4DL 22.5 13.5 --- ---
Max + 1.2DL+1.6LL 130.5 13.2 --- --- 0.90 895.51
Controlling 1.2DL+1.6LL 129.5 9.0 --- --- 0.90 857.75
REACTIONS (kips):
Left Right
Initial reaction 2.13 2.10
DL reaction 8.76 8.32
Max +LL reaction 3.25 3.05
Max +total reaction (factored) 15.72 14.86
Page 31/1129
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 13.50 ft = -0.023 L/D = 1439
> 360 0.03
Live load (in) at 13.50 ft = -0.028 L/D = 1138
> 360 0.03
Post Comp load (in) at 13.50 ft = -0.087 L/D = 3744 > 360 0.10
Net Total load (in) at 13.50 ft = -0.109 L/D = 2971 > 240 0.08
Page 32/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Floor Type: New roof Beam Number = 30
SPAN INFORMATION (ft): I-End (-156.30,-439.06) J-End (-138.30,-439.06)
Beam Size (User Selected) = W16X31 Fy = 36.0 ksi
Total Beam Length (ft) = 18.00
Mp (kip-ft) = 162.00
POINT LOADS (kips):
Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL
9.000 2.69 0.00 0.0 1.27 0.00 0.0 0.00 0.0 0.00
LINE LOADS (k/ft):
Load Dist DL LL Red% Type PartL
1 0.000 0.031 0.000 --- NonR 0.000
18.000 0.031 0.000 0.000
SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 2.96 kips 1.00Vn = 94.45 kips
MOMENTS (Ultimate):
Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft
Center Max + 1.2DL+1.6LL 25.1 9.0 9.0 1.64 0.90 145.80
Controlling 1.2DL+1.6LL 25.1 9.0 9.0 1.64 0.90 145.80
REACTIONS (kips):
Left Right
DL reaction 1.62 1.62
Max +LL reaction 0.63 0.63
Max +total reaction (factored) 2.96 2.96
DEFLECTIONS: Ratio
Dead load (in) at 9.00 ft = -0.059 L/D = 3683
Live load (in) at 9.00 ft = -0.024 L/D = 8841 > 360 0.04
Net Total load (in) at 9.00 ft = -0.083 L/D = 2600 > 240 0.09
Page 33/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Floor Type: New roof Beam Number = 31
SPAN INFORMATION (ft): I-End (-152.30,-505.43) J-End (-152.30,-499.18)
Beam Size (User Selected) = W10X15 Fy = 36.0 ksi
Total Beam Length (ft) = 6.25
Mp (kip-ft) = 48.00
LINE LOADS (k/ft):
Load Dist DL LL Red% Type PartL
1 0.000 0.232 0.114 --- NonR 0.000
6.248 0.229 0.113 0.000
2 0.000 0.015 0.000 --- NonR 0.000
6.248 0.015 0.000 0.000
SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 1.49 kips 1.00Vn = 49.63 kips
MOMENTS (Ultimate):
Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft
Center Max + 1.2DL+1.6LL 2.3 3.1 0.0 1.00 0.90 43.20
Controlling 1.2DL+1.6LL 2.3 3.1 0.0 1.00 0.90 43.20
REACTIONS (kips):
Left Right
DL reaction 0.77 0.77
Max +LL reaction 0.35 0.35
Max +total reaction (factored) 1.49 1.49
DEFLECTIONS: Ratio
Dead load (in) at 3.12 ft = -0.004 L/D = 1775
Live load (in) at 3.12 ft = -0.002 L/D = 3857
> 360 0.01
Net Total load (in) at 3.12 ft = -0.006 L/D = 1215
> 240 0.02
Page 34/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Floor Type: New roof Beam Number = 32
SPAN INFORMATION (ft): I-End (-147.30,-526.18) J-End (-147.30,-499.18)
Beam Size (User Selected) = W18X55 Fy = 36.0 ksi
Total Beam Length (ft) = 27.00
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) = 81.00 Y bar(in) = 15.88
Mnf (kip-ft) = 626.37 Mn (kip-ft) = 478.86
C (kips) = 153.93 PNA (in) = 14.53
Ieff (in4) = 1619.04 Itr (in4) = 2309.07
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 = 27 Partial = 18 Actual = 18
Number of Stud Rows = 1 Percent of Full Composite Action = 26.38
POINT LOADS (kips):
Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL
20.751 0.42 0.09 0.00 0.0 0.16 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 0.000 0.119 --- NonR 0.000 0.000
20.751 0.232 0.000 0.114 0.000 0.000
2 20.752 0.128 0.000 0.063 --- NonR 0.000 0.000
27.000 0.128 0.000 0.063 0.000 0.000
3 0.000 0.229 0.000 0.113 --- NonR 0.000 0.000
27.000 0.229 0.000 0.113 0.000 0.000
4 0.000 0.055 0.055 0.000 --- NonR 0.000 0.000
27.000 0.055 0.055 0.000 0.000 0.000
SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 13.44 kips 1.00Vn = 152.47 kips
MOMENTS (Ultimate):
Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft
Center PreCmp+ 1.4DL 7.4 13.9 0.0 1.00 0.90 302.40
Init DL 1.4DL 7.4 13.9 --- ---
Max + 1.2DL+1.6LL 90.5 13.5 --- --- 0.90 430.97
Controlling 1.2DL+1.6LL 90.5 13.5 --- --- 0.90 430.97
REACTIONS (kips):
Page 35/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Left Right
Initial reaction 0.76 0.81
DL reaction 7.08 6.75
Max +LL reaction 3.09 2.91
Max +total reaction (factored) 13.44 12.75
DEFLECTIONS: Ratio
Initial load (in) at 13.50 ft = -0.027 L/D = 1194
> 360 0.03
Live load (in) at 13.50 ft = -0.058 L/D = 5582 > 360 0.06
Post Comp load (in) at 13.50 ft = -0.176 L/D = 1836 > 360 0.20
Net Total load (in) at 13.50 ft = -0.204 L/D = 1592 > 240 0.15
Page 36/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Floor Type: New roof Beam Number = 35
SPAN INFORMATION (ft): I-End (-147.30,-450.31) J-End (-147.30,-439.06)
Beam Size (User Selected) = W12X19 Fy = 36.0 ksi
Total Beam Length (ft) = 11.25
Mp (kip-ft) = 74.10
LINE LOADS (k/ft):
Load Dist DL LL Red% Type PartL
1 0.000 0.459 0.225 --- NonR 0.000
11.250 0.459 0.225 0.000
2 0.000 0.019 0.000 --- NonR 0.000
11.250 0.019 0.000 0.000
SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 5.25 kips 1.00Vn = 61.93 kips
MOMENTS (Ultimate):
Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft
Center Max + 1.2DL+1.6LL 14.8 5.6 0.0 1.00 0.90 66.69
Controlling 1.2DL+1.6LL 14.8 5.6 0.0 1.00 0.90 66.69
REACTIONS (kips):
Left Right
DL reaction 2.69 2.69
Max +LL reaction 1.27 1.27
Max +total reaction (factored) 5.25 5.25
DEFLECTIONS: Ratio
Dead load (in) at 5.63 ft = -0.046 L/D = 2955
Live load (in) at 5.63 ft = -0.022 L/D = 6276 > 360 0.06
Net Total load (in) at 5.63 ft = -0.067 L/D = 2009 > 240 0.12
Page 37/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Floor Type: New roof Beam Number = 36
SPAN INFORMATION (ft): I-End (-138.30,-526.18) J-End (-138.30,-499.18)
Beam Size (User Selected) = W18X55 Fy = 36.0 ksi
Total Beam Length (ft) = 27.00
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) = 81.00 Y bar(in) = 15.88
Mnf (kip-ft) = 626.37 Mn (kip-ft) = 478.86
C (kips) = 153.93 PNA (in) = 14.53
Ieff (in4) = 1619.04 Itr (in4) = 2309.07
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 = 27 Partial = 19 Actual = 19
Number of Stud Rows = 1 Percent of Full Composite Action = 26.35
POINT LOADS (kips):
Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL
9.938 0.09 0.09
19.875 0.09 0.09
LINE LOADS (k/ft):
Load Dist DL CDL LL Red% Type PartL CLL
1 0.000 0.459 0.000 0.225 --- NonR 0.000 0.000
27.000 0.459 0.000 0.225 0.000 0.000
2 0.000 0.055 0.055 0.000 --- NonR 0.000 0.000
27.000 0.055 0.055 0.000 0.000 0.000
SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 13.30 kips 1.00Vn = 152.47 kips
MOMENTS (Ultimate):
Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft
Center PreCmp+ 1.4DL 8.1 13.4 0.0 1.00 0.90 302.40
Init DL 1.4DL 8.1 13.4 --- ---
Max + 1.2DL+1.6LL 89.9 13.5 --- --- 0.90 430.97
Controlling 1.2DL+1.6LL 83.7 9.9 --- --- 0.90 395.91
REACTIONS (kips):
Left Right
Initial reaction 0.82 0.84
DL reaction 7.02 7.03
Max +LL reaction 3.04 3.04
Page 38/1129
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) 13.28 13.30
DEFLECTIONS: Ratio
Initial load (in) at 13.50 ft = -0.029 L/D = 1104
> 360 0.03
Live load (in) at 13.50 ft = -0.057 L/D = 5654 > 360 0.06
Post Comp load (in) at 13.50 ft = -0.174 L/D = 1860 > 360 0.19
Net Total load (in) at 13.50 ft = -0.204 L/D = 1592 > 240 0.15
Page 39/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Floor Type: New roof Beam Number = 37
SPAN INFORMATION (ft): I-End (-138.30,-516.25) J-End (-129.30,-516.25)
Beam Size (User Selected) = W12X19 Fy = 36.0 ksi
Total Beam Length (ft) = 9.00
Mp (kip-ft) = 74.10
LINE LOADS (k/ft):
Load Dist DL LL Red% Type PartL
1 0.000 0.019 0.000 --- NonR 0.000
9.000 0.019 0.000 0.000
SHEAR (Ultimate): Max Vu (1.4DL) = 0.12 kips 1.00Vn = 61.93 kips
MOMENTS (Ultimate):
Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft
Center Max + 1.4DL 0.3 4.5 9.0 1.14 0.90 52.43
Controlling 1.4DL 0.3 4.5 9.0 1.14 0.90 52.43
REACTIONS (kips):
Left Right
DL reaction 0.09 0.09
Max +total reaction (factored) 0.12 0.12
DEFLECTIONS: Ratio
Dead load (in) at 4.50 ft = -0.001 L/D = 1455
Live load (in) at 4.50 ft = -0.000
Net Total load (in) at 4.50 ft = -0.001 L/D = 1455
> 240 0.00
Page 40/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Floor Type: New roof Beam Number = 38
SPAN INFORMATION (ft): I-End (-138.30,-506.31) J-End (-129.30,-506.31)
Beam Size (User Selected) = W12X19 Fy = 36.0 ksi
Total Beam Length (ft) = 9.00
Mp (kip-ft) = 74.10
LINE LOADS (k/ft):
Load Dist DL LL Red% Type PartL
1 0.000 0.019 0.000 --- NonR 0.000
9.000 0.019 0.000 0.000
SHEAR (Ultimate): Max Vu (1.4DL) = 0.12 kips 1.00Vn = 61.93 kips
MOMENTS (Ultimate):
Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft
Center Max + 1.4DL 0.3 4.5 9.0 1.14 0.90 52.43
Controlling 1.4DL 0.3 4.5 9.0 1.14 0.90 52.43
REACTIONS (kips):
Left Right
DL reaction 0.09 0.09
Max +total reaction (factored) 0.12 0.12
DEFLECTIONS: Ratio
Dead load (in) at 4.50 ft = -0.001 L/D = 1455
Live load (in) at 4.50 ft = -0.000
Net Total load (in) at 4.50 ft = -0.001 L/D = 1455
> 240 0.00
Page 41/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Floor Type: New roof Beam Number = 41
SPAN INFORMATION (ft): I-End (-138.30,-450.31) J-End (-138.30,-439.06)
Beam Size (User Selected) = W12X19 Fy = 36.0 ksi
Total Beam Length (ft) = 11.25
Mp (kip-ft) = 74.10
LINE LOADS (k/ft):
Load Dist DL LL Red% Type PartL
1 0.000 0.459 0.225 --- NonR 0.000
11.250 0.459 0.225 0.000
2 0.000 0.019 0.000 --- NonR 0.000
11.250 0.019 0.000 0.000
SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 5.25 kips 1.00Vn = 61.93 kips
MOMENTS (Ultimate):
Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft
Center Max + 1.2DL+1.6LL 14.8 5.6 0.0 1.00 0.90 66.69
Controlling 1.2DL+1.6LL 14.8 5.6 0.0 1.00 0.90 66.69
REACTIONS (kips):
Left Right
DL reaction 2.69 2.69
Max +LL reaction 1.27 1.27
Max +total reaction (factored) 5.25 5.25
DEFLECTIONS: Ratio
Dead load (in) at 5.63 ft = -0.046 L/D = 2955
Live load (in) at 5.63 ft = -0.022 L/D = 6276 > 360 0.06
Page 42/1129
DataBase: Chicago Womens Clinic Updated 02/26/24 10:38:21
Building Code: IBC Steel Code: AISC 360-16 LRFD
Floor Type: New roof Beam Number = 42
SPAN INFORMATION (ft): I-End (-138.30,-439.06) J-End (-120.30,-439.06)
Beam Size (User Selected) = W16X31 Fy = 36.0 ksi
Total Beam Length (ft) = 18.00
Mp (kip-ft) = 162.00
POINT LOADS (kips):
Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL
9.000 2.73 0.00 0.0 1.27 0.00 0.0 0.00 0.0 0.00
LINE LOADS (k/ft):
Load Dist DL LL Red% Type PartL
1 0.000 0.031 0.000 --- NonR 0.000
18.000 0.031 0.000 0.000
SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 2.98 kips 1.00Vn = 94.45 kips
MOMENTS (Ultimate):
Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft
Center Max + 1.2DL+1.6LL 25.4 9.0 9.0 1.64 0.90…
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