typical slab design
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typical slab design
Transcript of typical slab design
License #*1FD8SN3B2L8Z7ED
SAFE Analysis & Design Report
Model Name: slab.fdb
24 February 2015
Page of
slab.fdb SAFE 2014 v14.0.0 - License #*1FD8SN3B2L8Z7ED
24 February 2015
Model Definition
X
Y
Figure 1: Finite element model
1. Model geometry
This section provides model geometry information, including items such as joint coordinates, joint restraints, and element connectivity.
1.1. Connectivity
Table 1: Concrete Slab Design Summary 02 - Span Definition Data
Table 1: Concrete Slab Design Summary 02 - Span Definition Data
Strip
SpanID
SpanLength
StartDist
GlobalX1
GlobalY1
GlobalX2
GlobalY2
ft
ft
ft
ft
ft
ft
CSA2
Span 1
20.0000
0.0000
73.0000
84.0000
93.0000
84.0000
CSA2
Span 2
20.0000
20.0000
93.0000
84.0000
113.0000
84.0000
2. Model properties
This section provides model properties, including items such as material properties, section properties, and support properties.
2.1. Material properties
Table 2: Material Properties 03 - Concrete
Table 2: Material Properties 03 - Concrete
Material
E
U
A
UnitWt
Fc
LtWtConc
kip/in2
1/F
lb/ft3
kip/in2
4000Psi
3604.997
0.200000
5.5000E-06
1.5000E+02
4.000
No
Table 3: Material Properties 04 - Rebar
Table 3: Material Properties 04 - Rebar
Material
E
UnitWt
Fy
Fu
kip/in2
lb/ft3
kip/in2
kip/in2
A615Gr60
29000.000
4.9000E+02
60.000
90.000
Table 4: Material Properties 05 - Tendon
Table 4: Material Properties 05 - Tendon
Material
E
UnitWt
Fy
Fu
kip/in2
lb/ft3
kip/in2
kip/in2
A416Gr270
28500.000
4.9000E+02
245.100
270.000
2.2. Section properties
Table 5: Slab Properties 02 - Solid Slabs
Table 5: Slab Properties 02 - Solid Slabs
Slab
Type
MatProp
Thickness
Ortho
in
DROP
Drop
4000Psi
16.0000
No
SLAB1
Slab
4000Psi
18.0000
No
STIFF
Stiff
4000Psi
16.0000
No
Table 6: Beam Properties 04 - L Beam
Table 6: Beam Properties 04 - L Beam
Beam
MatProp
TotalDepth
SlabDepth
FlngWidth
WidthTop
WidthBot
Inverted
in
in
in
in
in
BEAM1
4000Psi
24.0000
10.0000
60.0000
18.0000
18.0000
No
Table 7: Beam Properties 06 - Design Data
Table 7: Beam Properties 06 - Design Data
Beam
MatRebarL
MatRebarS
FlngWOpt
CoverTop
CoverBot
NoDesign
in
in
BEAM1
A615Gr60
A615Gr60
Analysis Property
3.0000
3.0000
No
Table 8: Column Properties 02 - Rectangular, Part 1 of 2
Table 8: Column Properties 02 - Rectangular, Part 1 of 2
Column
MatProp
SecDim2
SecDim3
AutoRigid
AutoDrop
DropProp
in
in
COL-NODROP
4000Psi
18.0000
18.0000
Yes
No
COL1
4000Psi
18.0000
18.0000
Yes
Yes
DROP
Table 8: Column Properties 02 - Rectangular, Part 2 of 2
Table 8: Column Properties 02 - Rectangular, Part 2 of 2
Column
DropDim2
DropDim3
IncludeCap
in
in
COL-NODROP
No
COL1
72.0000
72.0000
No
Table 9: Wall Properties
Table 9: Wall Properties
Wall
MatProp
Thickness
AutoRigid
OutOfPlane
in
WALL1
4000Psi
12.0000
Yes
Yes
2.3. Support properties
Table 10: Soil Properties
Table 10: Soil Properties
Soil
Subgrade
lb/ft3
SOIL1
1.7280E+05
Table 11: Spring Properties - Point
Table 11: Spring Properties - Point
Spring
Ux
Uy
Uz
Rx
Ry
Rz
NonlinOpt
kip/in
kip/in
kip/in
kip-in/rad
kip-in/rad
kip-in/rad
PSPR1
0.0000
0.0000
0.0010
0.000
0.000
0.000
None (Linear)
Table 12: Spring Properties - Line
Table 12: Spring Properties - Line
Spring
VertStiff
RotStiff
NonlinOpt
kip/in/in
kip/rad
LSPR1
0.00100
0.0010
None (Linear)
3. Model assignments
This section provides model assignments, including assignments to slabs, beams, and joints.
3.1. Slab assignments
Table 13: Slab Property Assignments
Table 13: Slab Property Assignments
Area
SlabProp
OpeningType
1
SLAB1
None
983
None
Unloaded
986
DROP
None
987
STIFF
None
988
DROP
None
989
STIFF
None
990
DROP
None
991
STIFF
None
992
DROP
None
993
STIFF
None
994
DROP
None
995
STIFF
None
996
DROP
None
997
STIFF
None
998
DROP
None
999
STIFF
None
1000
DROP
None
1001
STIFF
None
1002
DROP
None
1003
STIFF
None
1004
DROP
None
1005
STIFF
None
1006
DROP
None
1007
STIFF
None
1008
DROP
None
1009
STIFF
None
1010
DROP
None
1011
STIFF
None
1012
DROP
None
1013
STIFF
None
1014
DROP
None
1015
STIFF
None
1016
DROP
None
1017
STIFF
None
1018
DROP
None
1019
STIFF
None
1020
DROP
None
1021
STIFF
None
1022
STIFF
None
1023
STIFF
None
1024
STIFF
None
1025
STIFF
None
1026
STIFF
None
1027
STIFF
None
1028
STIFF
None
1029
STIFF
None
1030
STIFF
None
1031
STIFF
None
1032
STIFF
None
1033
STIFF
None
1034
DROP
None
1035
STIFF
None
1036
DROP
None
1037
STIFF
None
1038
STIFF
None
1039
STIFF
None
1040
STIFF
None
Table 14: Slab Local Axes
Table 14: Slab Local Axes
Area
Angle
Degrees
1038
-90.000
1040
-90.000
3.2. Beam assignments
Table 15: Beam Property Assignments
Table 15: Beam Property Assignments
Line
BeamProp
89
BEAM1
90
BEAM1
3.3. Column assignments
Table 16: Column Property Assignments
Table 16: Column Property Assignments
Line
ColProp
1
COL1
2
COL1
3
COL1
4
COL1
5
COL1
6
COL1
7
COL1
8
COL1
9
COL1
13
COL1
17
COL1
18
COL1
19
COL1
20
COL1
41
COL1
52
COL1
54
COL1
64
COL1
65
COL-NODROP
66
COL-NODROP
67
COL-NODROP
68
COL-NODROP
69
COL-NODROP
71
COL-NODROP
72
COL-NODROP
73
COL-NODROP
74
COL-NODROP
75
COL-NODROP
76
COL-NODROP
77
COL-NODROP
87
COL1
88
COL1
3.4. Wall assignments
Table 17: Wall Property Assignments
Table 17: Wall Property Assignments
Area
WallProp
856
WALL1
858
WALL1
860
WALL1
3.5. Support assignments
Table 18: Point Restraint Assignments
Table 18: Point Restraint Assignments
Point
Ux
Uy
Uz
Rx
Ry
Rz
13
Yes
Yes
Yes
Yes
Yes
Yes
23
Yes
Yes
Yes
Yes
Yes
Yes
35
Yes
Yes
Yes
Yes
Yes
Yes
47
Yes
Yes
Yes
Yes
Yes
Yes
59
Yes
Yes
Yes
Yes
Yes
Yes
71
Yes
Yes
Yes
Yes
Yes
Yes
81
Yes
Yes
Yes
Yes
Yes
Yes
91
Yes
Yes
Yes
Yes
Yes
Yes
101
Yes
Yes
Yes
Yes
Yes
Yes
143
Yes
Yes
Yes
Yes
Yes
Yes
183
Yes
Yes
Yes
Yes
Yes
Yes
193
Yes
Yes
Yes
Yes
Yes
Yes
203
Yes
Yes
Yes
Yes
Yes
Yes
213
Yes
Yes
Yes
Yes
Yes
Yes
237
Yes
Yes
Yes
Yes
Yes
Yes
290
Yes
Yes
Yes
Yes
Yes
Yes
302
Yes
Yes
Yes
Yes
Yes
Yes
741
Yes
Yes
Yes
Yes
Yes
Yes
751
Yes
Yes
Yes
Yes
Yes
Yes
755
Yes
Yes
Yes
Yes
Yes
Yes
761
Yes
Yes
Yes
Yes
Yes
Yes
767
Yes
Yes
Yes
Yes
Yes
Yes
773
Yes
Yes
Yes
Yes
Yes
Yes
783
Yes
Yes
Yes
Yes
Yes
Yes
787
Yes
Yes
Yes
Yes
Yes
Yes
793
Yes
Yes
Yes
Yes
Yes
Yes
797
Yes
Yes
Yes
Yes
Yes
Yes
803
Yes
Yes
Yes
Yes
Yes
Yes
809
Yes
Yes
Yes
Yes
Yes
Yes
815
Yes
Yes
Yes
Yes
Yes
Yes
3022
Yes
Yes
Yes
Yes
Yes
Yes
3032
Yes
Yes
Yes
Yes
Yes
Yes
3264
Yes
Yes
Yes
Yes
Yes
Yes
3265
Yes
Yes
Yes
Yes
Yes
Yes
3272
Yes
Yes
Yes
Yes
Yes
Yes
3278
Yes
Yes
Yes
Yes
Yes
Yes
4. Model loading
This section provides model loading information, including load patterns, load cases, and load combinations.
4.1. Load patterns
Table 19: Load Patterns
Table 19: Load Patterns
LoadPat
Type
SelfWtMult
DEAD
DEAD
1.000000
LIVE
LIVE
0.000000
Table 20: Load Assignments - Surface Loads
Table 20: Load Assignments - Surface Loads
Area
LoadPat
Dir
UnifLoad
A
B
C
lb/ft2
lb/ft3
lb/ft3
lb/ft2
1
DEAD
Gravity
30.00
0.0000E+00
0.0000E+00
0.00
1
LIVE
Gravity
50.00
0.0000E+00
0.0000E+00
0.00
4.2. Load cases
Table 21: Load Cases 02 - Static
Table 21: Load Cases 02 - Static
LoadCase
InitialCond
AType
DEAD
Zero
Linear
LIVE
Zero
Linear
Table 22: Load Cases 06 - Loads Applied
Table 22: Load Cases 06 - Loads Applied
LoadCase
LoadPat
SF
DEAD
DEAD
1.000000
LIVE
LIVE
1.000000
4.3. Load combinations
Table 23: Load Combinations
Table 23: Load Combinations
Combo
Load
SF
Type
DSStrength
DSServInit
DSServNorm
DSServLong
DCONU1
DEAD
1.400000
Linear Add
Yes
No
No
No
DCONU2
DEAD
1.200000
Linear Add
Yes
No
No
No
DCONU2
LIVE
1.600000
Analysis Results
X
Y
Figure 2: Deformed shape
5. Analysis results
5.1. Support results
This section provides support results, including items such as column, support, and spring reactions, .
Table 24: Nodal Reactions
Table 24: Nodal Reactions
Point
OutputCase
Fx
Fy
Fz
Mx
My
Mz
kip
kip
kip
kip-ft
kip-ft
kip-ft
13
DEAD
4.964
4.283
36.909
-16.6423
19.3566
-0.0063
23
DEAD
6.907
-0.549
81.069
2.1954
26.9526
-0.0025
35
DEAD
6.004
-0.975
64.285
3.8419
23.4387
-0.0051
47
DEAD
5.373
0.326
57.821
-1.2489
20.9977
-0.0018
59
DEAD
-0.337
6.473
84.679
-25.1931
-1.2927
0.0025
71
DEAD
-0.601
-0.823
204.196
3.2673
-2.3270
3.266E-004
81
DEAD
-0.768
-1.103
159.231
4.3594
-2.9712
-0.0018
91
DEAD
-0.583
0.327
143.506
-1.2199
-2.2250
-0.0044
101
DEAD
-1.436
5.639
69.149
-21.9588
-5.5669
0.0059
143
DEAD
1.313
2.584
87.783
-10.0456
5.1645
-8.213E-004
183
DEAD
0.165
1.087
125.209
-4.2034
0.6844
5.566E-004
193
DEAD
0.443
-0.318
141.492
1.2736
1.7652
-6.732E-005
203
DEAD
0.623
-0.833
118.005
3.2859
2.4647
0.0013
213
DEAD
0.441
0.348
108.528
-1.3153
1.7340
0.0045
237
DEAD
2.792
-0.694
43.583
2.7617
10.9369
-0.0020
290
DEAD
2.260
1.910
24.176
-7.3973
8.8543
-0.0026
302
DEAD
7.682E-003
2.834
54.230
-11.0042
0.0807
7.349E-004
741
DEAD
0.082
-0.507
113.938
2.0314
0.3651
6.820E-004
751
DEAD
3.629
-2.278
31.883
8.9104
14.2225
-0.0121
755
DEAD
-0.417
-3.422
78.111
13.4260
-1.5514
-0.0100
761
DEAD
-0.942
-2.429
59.283
9.5945
-3.6263
0.0040
767
DEAD
0.273
-2.059
46.952
8.1319
1.0768
0.0023
773
DEAD
0.293
-2.642
59.242
10.3709
1.1321
0.0109
783
DEAD
-1.815
-1.469
27.180
5.7504
-7.0944
0.0045
787
DEAD
-2.810
0.370
53.637
-1.4289
-10.9564
0.0054
793
DEAD
-2.230
1.387
25.537
-5.3718
-8.6385
0.0171
797
DEAD
-2.744
-0.416
52.330
1.6681
-10.6643
0.0016
803
DEAD
-3.015
0.695
57.675
-2.6775
-11.7289
0.0016
809
DEAD
-3.431
-0.010
70.630
0.0709
-13.3578
5.639E-004
815
DEAD
-3.125
-0.706
58.976
2.7825
-12.1687
0.0017
3022
DEAD
0.489
-1.932
103.105
7.5672
1.9423
9.094E-004
3032
DEAD
-1.761
-2.476
132.519
9.6968
-6.8401
-9.581E-005
3264
DEAD
0.400
-2.062
22.951
0.0175
-0.9443
-0.0156
3265
DEAD
-1.060
1.334
11.204
0.2178
-4.1160
0.6280
3272
DEAD
-0.487
-1.461
17.759
-0.0891
0.6049
0.0204
3278
DEAD
0.640
1.193
9.600
0.1598
2.5074
-0.3829
13
LIVE
0.977
0.842
6.508
-3.2699
3.8107
-0.0012
23
LIVE
1.358
-0.108
15.210
0.4348
5.3009
-4.420E-004
35
LIVE
1.180
-0.191
11.934
0.7526
4.6097
-9.364E-004
47
LIVE
1.046
0.058
10.626
-0.2199
4.0869
-3.294E-004
59
LIVE
-0.065
1.272
15.918
-4.9492
-0.2484
5.347E-004
71
LIVE
-0.117
-0.162
39.430
0.6438
-0.4526
1.175E-004
81
LIVE
-0.150
-0.215
30.644
0.8518
-0.5801
-2.836E-004
91
LIVE
-0.112
0.054
27.361
-0.2008
-0.4274
-7.916E-004
101
LIVE
-0.281
1.108
12.870
-4.3160
-1.0859
0.0012
143
LIVE
0.260
0.508
16.582
-1.9749
1.0260
-3.583E-005
183
LIVE
0.031
0.213
23.944
-0.8229
0.1332
2.476E-004
193
LIVE
0.084
-0.062
27.112
0.2483
0.3385
1.000E-004
203
LIVE
0.121
-0.161
22.539
0.6337
0.4800
3.432E-004
213
LIVE
0.084
0.061
20.554
-0.2320
0.3325
9.472E-004
237
LIVE
0.552
-0.136
7.864
0.5423
2.1672
-2.474E-004
290
LIVE
0.448
0.377
4.012
-1.4592
1.7585
-4.023E-004
302
LIVE
3.079E-003
0.557
9.963
-2.1645
0.0267
2.879E-004
741
LIVE
0.016
-0.098
21.735
0.3918
0.0747
2.935E-004
751
LIVE
0.654
-0.449
4.937
1.7577
2.5636
-0.0026
755
LIVE
-0.076
-0.664
13.118
2.6044
-0.2814
-0.0018
761
LIVE
-0.172
-0.472
9.705
1.8639
-0.6609
9.010E-004
767
LIVE
0.052
-0.401
7.501
1.5823
0.2060
5.077E-004
773
LIVE
0.053
-0.512
9.785
2.0073
0.2037
0.0022
783
LIVE
-0.332
-0.260
3.727
1.0182
-1.2970
9.882E-004
787
LIVE
-0.558
0.064
8.731
-0.2500
-2.1743
0.0012
793
LIVE
-0.447
0.245
3.825
-0.9499
-1.7284
0.0037
797
LIVE
-0.548
-0.074
8.485
0.2968
-2.1270
5.419E-004
803
LIVE
-0.602
0.126
9.436
-0.4869
-2.3386
5.149E-004
809
LIVE
-0.683
-1.255E-003
11.765
0.0093
-2.6588
2.715E-004
815
LIVE
-0.624
-0.126
9.706
0.4948
-2.4306
4.629E-004
3022
LIVE
0.098
-0.380
19.602
1.4882
0.3891
2.661E-004
3032
LIVE
-0.345
-0.487
25.355
1.9066
-1.3370
3.740E-005
3264
LIVE
-0.041
-0.282
3.360
-0.0165
-0.2037
-0.0030
3265
LIVE
-0.208
0.143
1.630
0.0556
-0.8069
0.1231
3272
LIVE
0.032
-0.163
2.328
-0.0377
0.1408
0.0040
3278
LIVE
0.126
0.117
1.322
0.0440
0.4950
-0.0756
Table 25: Integrated Wall Forces
Table 25: Integrated Wall Forces
Area
OutputCase
CaseType
Fx
Fy
Fz
Mx
My
Mz
kip
kip
kip
kip-ft
kip-ft
kip-ft
856
DEAD
LinStatic
-15.066
-1.583
194.276
92.5374
-61.2111
-53.6787
858
DEAD
LinStatic
-3.985
1.414
118.120
-7.9144
57.6182
1.3395
860
DEAD
LinStatic
9.005
-2.452
155.784
-2.2591
37.0597
33.3348
856
LIVE
LinStatic
-2.965
-0.340
27.611
17.7638
-12.0206
-10.3932
858
LIVE
LinStatic
-0.726
0.293
16.009
-1.5811
11.4370
0.2630
860
LIVE
LinStatic
1.786
-0.478
20.084
-1.1048
7.3375
6.4234
5.2. Structure results
Table 26: Sum Of Reactions, Part 1 of 2
Table 26: Sum Of Reactions, Part 1 of 2
OutputCase
GlobalFX
GlobalFY
GlobalFZ
GlobalMX
GlobalMY
GlobalMZ
kip
kip
kip
kip-ft
kip-ft
kip-ft
DEAD
-5.795E-011
6.895E-010
3043.030
213981.6923
-188703
2.606E-008
LIVE
-9.154E-012
1.403E-010
534.187
36858.6000
-32713.1437
6.853E-009
Table 26: Sum Of Reactions, Part 2 of 2
Table 26: Sum Of Reactions, Part 2 of 2
OutputCase
GlobalX
GlobalY
GlobalZ
ft
ft
ft
DEAD
0.0000
0.0000
0.0000
LIVE
0.0000
0.0000
0.0000
Table 27: Nodal Displacements - Summary, Part 1 of 2
Table 27: Nodal Displacements - Summary, Part 1 of 2
Panel
Node
OutputCase
Ux
Uy
Uz
Rx
Ry
Rz
in
in
in
Radians
Radians
Radians
2
~617
DEAD
0.000000
0.000000
-0.068282
0.000000
0.000000
0.000000
3
~739
DEAD
0.000000
0.000000
-0.102544
0.000000
0.000000
0.000000
4
~953
DEAD
0.000000
0.000000
-0.090968
0.000000
0.000000
0.000000
5
~1081
DEAD
0.000000
0.000000
-0.075947
0.000000
0.000000
0.000000
6
~1237
DEAD
0.000000
0.000000
-0.068138
0.000000
0.000000
0.000000
8
~624
DEAD
0.000000
0.000000
-0.058729
0.000000
0.000000
0.000000
9
~713
DEAD
0.000000
0.000000
-0.095427
0.000000
0.000000
0.000000
10
~838
DEAD
0.000000
0.000000
-0.071815
0.000000
0.000000
0.000000
11
~1088
DEAD
0.000000
0.000000
-0.052485
0.000000
0.000000
0.000000
12
~1303
DEAD
0.000000
0.000000
-0.052125
0.000000
0.000000
0.000000
13
~374
DEAD
0.000000
0.000000
-0.020290
0.000000
0.000000
0.000000
14
~630
DEAD
0.000000
0.000000
-0.016417
0.000000
0.000000
0.000000
15
~717
DEAD
0.000000
0.000000
-0.069695
0.000000
0.000000
0.000000
16
~844
DEAD
0.000000
0.000000
-0.022584
0.000000
0.000000
0.000000
17
3267
DEAD
0.000000
0.000000
-0.005219
0.000000
0.000000
0.000000
18
~1341
DEAD
0.000000
0.000000
-0.024631
0.000000
0.000000
0.000000
19
~411
DEAD
0.000000
0.000000
-0.037395
0.000000
0.000000
0.000000
20
~635
DEAD
0.000000
0.000000
-0.032822
0.000000
0.000000
0.000000
21
~725
DEAD
0.000000
0.000000
-0.054736
0.000000
0.000000
0.000000
22
~975
DEAD
0.000000
0.000000
-0.044090
0.000000
0.000000
0.000000
23
~1255
DEAD
0.000000
0.000000
-0.023098
0.000000
0.000000
0.000000
24
~1316
DEAD
0.000000
0.000000
-0.029035
0.000000
0.000000
0.000000
25
~417
DEAD
0.000000
0.000000
-0.036385
0.000000
0.000000
0.000000
26
~640
DEAD
0.000000
0.000000
-0.035610
0.000000
0.000000
0.000000
27
~765
DEAD
0.000000
0.000000
-0.051969
0.000000
0.000000
0.000000
28
~978
DEAD
0.000000
0.000000
-0.050948
0.000000
0.000000
0.000000
29
~1106
DEAD
0.000000
0.000000
-0.036981
0.000000
0.000000
0.000000
30
~1322
DEAD
0.000000
0.000000
-0.035756
0.000000
0.000000
0.000000
2
~617
LIVE
0.000000
0.000000
-0.013372
0.000000
0.000000
0.000000
3
~739
LIVE
0.000000
0.000000
-0.020100
0.000000
0.000000
0.000000
4
~953
LIVE
0.000000
0.000000
-0.017825
0.000000
0.000000
0.000000
5
~1081
LIVE
0.000000
0.000000
-0.014884
0.000000
0.000000
0.000000
6
~1237
LIVE
0.000000
0.000000
-0.013229
0.000000
0.000000
0.000000
8
~624
LIVE
0.000000
0.000000
-0.011491
0.000000
0.000000
0.000000
9
~713
LIVE
0.000000
0.000000
-0.018699
0.000000
0.000000
0.000000
10
~838
LIVE
0.000000
0.000000
-0.014063
0.000000
0.000000
0.000000
11
~1088
LIVE
0.000000
0.000000
-0.010270
0.000000
0.000000
0.000000
12
~1271
LIVE
0.000000
0.000000
-0.009989
0.000000
0.000000
0.000000
13
~374
LIVE
0.000000
0.000000
-0.003955
0.000000
0.000000
0.000000
14
~630
LIVE
0.000000
0.000000
-0.003190
0.000000
0.000000
0.000000
15
~717
LIVE
0.000000
0.000000
-0.013654
0.000000
0.000000
0.000000
16
~844
LIVE
0.000000
0.000000
-0.004404
0.000000
0.000000
0.000000
17
3267
LIVE
0.000000
0.000000
-0.000971
0.000000
0.000000
0.000000
18
~1341
LIVE
0.000000
0.000000
-0.004648
0.000000
0.000000
0.000000
19
~411
LIVE
0.000000
0.000000
-0.007324
0.000000
0.000000
0.000000
20
~635
LIVE
0.000000
0.000000
-0.006431
0.000000
0.000000
0.000000
21
~725
LIVE
0.000000
0.000000
-0.010731
0.000000
0.000000
0.000000
22
~975
LIVE
0.000000
0.000000
-0.008611
0.000000
0.000000
0.000000
23
~1255
LIVE
0.000000
0.000000
-0.004485
0.000000
0.000000
0.000000
24
~1316
LIVE
0.000000
0.000000
-0.005572
0.000000
0.000000
0.000000
25
~417
LIVE
0.000000
0.000000
-0.007037
0.000000
0.000000
0.000000
26
~640
LIVE
0.000000
0.000000
-0.006905
0.000000
0.000000
0.000000
27
~765
LIVE
0.000000
0.000000
-0.010099
0.000000
0.000000
0.000000
28
~977
LIVE
0.000000
0.000000
-0.009890
0.000000
0.000000
0.000000
29
~1106
LIVE
0.000000
0.000000
-0.007179
0.000000
0.000000
0.000000
30
~1322
LIVE
0.000000
0.000000
-0.006775
0.000000
0.000000
0.000000
Table 27: Nodal Displacements - Summary, Part 2 of 2
Table 27: Nodal Displacements - Summary, Part 2 of 2
Panel
Node
OutputCase
GlobalX
GlobalY
ft
ft
2
~617
DEAD
11.0000
36.0000
3
~739
DEAD
11.0000
49.8000
4
~953
DEAD
11.0000
72.0000
5
~1081
DEAD
11.0000
84.0000
6
~1237
DEAD
11.0000
102.0000
8
~624
DEAD
39.5000
36.0000
9
~713
DEAD
39.5000
46.2000
10
~838
DEAD
39.5000
60.0000
11
~1088
DEAD
39.5000
84.0000
12
~1303
DEAD
39.5000
108.9375
13
~374
DEAD
73.0000
7.0000
14
~630
DEAD
63.0000
36.0000
15
~717
DEAD
53.0000
46.2000
16
~844
DEAD
63.0000
60.0000
17
3267
DEAD
53.0000
102.0000
18
~1341
DEAD
53.0000
112.8750
19
~411
DEAD
83.0000
11.0000
20
~635
DEAD
83.0000
36.0000
21
~725
DEAD
79.5000
46.2000
22
~975
DEAD
93.0000
72.0000
23
~1255
DEAD
83.0000
102.0000
24
~1316
DEAD
83.0000
108.9375
25
~417
DEAD
103.1000
11.0000
26
~640
DEAD
103.1000
36.0000
27
~765
DEAD
99.5500
49.8000
28
~978
DEAD
103.1000
72.0000
29
~1106
DEAD
103.1000
84.0000
30
~1322
DEAD
103.1000
108.9375
2
~617
LIVE
11.0000
36.0000
3
~739
LIVE
11.0000
49.8000
4
~953
LIVE
11.0000
72.0000
5
~1081
LIVE
11.0000
84.0000
6
~1237
LIVE
11.0000
102.0000
8
~624
LIVE
39.5000
36.0000
9
~713
LIVE
39.5000
46.2000
10
~838
LIVE
39.5000
60.0000
11
~1088
LIVE
39.5000
84.0000
12
~1271
LIVE
39.5000
105.0000
13
~374
LIVE
73.0000
7.0000
14
~630
LIVE
63.0000
36.0000
15
~717
LIVE
53.0000
46.2000
16
~844
LIVE
63.0000
60.0000
17
3267
LIVE
53.0000
102.0000
18
~1341
LIVE
53.0000
112.8750
19
~411
LIVE
83.0000
11.0000
20
~635
LIVE
83.0000
36.0000
21
~725
LIVE
79.5000
46.2000
22
~975
LIVE
93.0000
72.0000
23
~1255
LIVE
83.0000
102.0000
24
~1316
LIVE
83.0000
108.9375
25
~417
LIVE
103.1000
11.0000
26
~640
LIVE
103.1000
36.0000
27
~765
LIVE
99.5500
49.8000
28
~977
LIVE
99.5500
72.0000
29
~1106
LIVE
103.1000
84.0000
30
~1322
LIVE
103.1000
108.9375
Design
X
Y
Figure 3: Finite element model
6. Design summary
This section provides design information for beams, strips, and punching checks.
6.1. Preferences
Table 28: Design Preferences 01 - Resistance Factors
Table 28: Design Preferences 01 - Resistance Factors
PhiTen
PhiComp
PhiShear
0.900000
0.650000
0.750000
Table 29: Design Preferences 02 - Rebar Cover - Slabs
Table 29: Design Preferences 02 - Rebar Cover - Slabs
CoverTop
CoverBot
BarSize
InnerLayer
PTCGSTop
PTCGSBotExt
PTCGSBotInt
SlabType
in
in
in
in
in
0.7500
0.7500
#6
B
1.0000
1.7500
1.0000
Two Way
Table 30: Design Preferences 03 - Rebar Cover - Beams
Table 30: Design Preferences 03 - Rebar Cover - Beams
CoverTop
CoverBot
BarSizeF
BarSizeS
PTCGSTop
PTCGSBot
in
in
in
in
1.5000
1.5000
#9
#4
2.0000
2.0000
Table 31: Design Preferences 04 - Prestress Data
Table 31: Design Preferences 04 - Prestress Data
UserStress
InitConcRat
LLFraction
No
0.800000
0.500000
6.2. Overwrites
Table 32: Slab Design Overwrites 02 - Finite Element Based, Part 1 of 2
Table 32: Slab Design Overwrites 02 - Finite Element Based, Part 1 of 2
Area
RebarMat
1
A615Gr60
983
A615Gr60
986
A615Gr60
987
A615Gr60
988
A615Gr60
989
A615Gr60
990
A615Gr60
991
A615Gr60
992
A615Gr60
993
A615Gr60
994
A615Gr60
995
A615Gr60
996
A615Gr60
997
A615Gr60
998
A615Gr60
999
A615Gr60
1000
A615Gr60
1001
A615Gr60
1002
A615Gr60
1003
A615Gr60
1004
A615Gr60
1005
A615Gr60
1006
A615Gr60
1007
A615Gr60
1008
A615Gr60
1009
A615Gr60
1010
A615Gr60
1011
A615Gr60
1012
A615Gr60
1013
A615Gr60
1014
A615Gr60
1015
A615Gr60
1016
A615Gr60
1017
A615Gr60
1018
A615Gr60
1019
A615Gr60
1020
A615Gr60
1021
A615Gr60
1022
A615Gr60
1023
A615Gr60
1024
A615Gr60
1025
A615Gr60
1026
A615Gr60
1027
A615Gr60
1028
A615Gr60
1029
A615Gr60
1030
A615Gr60
1031
A615Gr60
1032
A615Gr60
1033
A615Gr60
1034
A615Gr60
1035
A615Gr60
1036
A615Gr60
1037
A615Gr60
1038
A615Gr60
1039
A615Gr60
1040
A615Gr60
Table 32: Slab Design Overwrites 02 - Finite Element Based, Part 2 of 2
Table 32: Slab Design Overwrites 02 - Finite Element Based, Part 2 of 2
Area
RLLF
Design
IgnorePT
1
1.000000
Yes
No
983
1.000000
Yes
No
986
1.000000
Yes
No
987
1.000000
Yes
No
988
1.000000
Yes
No
989
1.000000
Yes
No
990
1.000000
Yes
No
991
1.000000
Yes
No
992
1.000000
Yes
No
993
1.000000
Yes
No
994
1.000000
Yes
No
995
1.000000
Yes
No
996
1.000000
Yes
No
997
1.000000
Yes
No
998
1.000000
Yes
No
999
1.000000
Yes
No
1000
1.000000
Yes
No
1001
1.000000
Yes
No
1002
1.000000
Yes
No
1003
1.000000
Yes
No
1004
1.000000
Yes
No
1005
1.000000
Yes
No
1006
1.000000
Yes
No
1007
1.000000
Yes
No
1008
1.000000
Yes
No
1009
1.000000
Yes
No
1010
1.000000
Yes
No
1011
1.000000
Yes
No
1012
1.000000
Yes
No
1013
1.000000
Yes
No
1014
1.000000
Yes
No
1015
1.000000
Yes
No
1016
1.000000
Yes
No
1017
1.000000
Yes
No
1018
1.000000
Yes
No
1019
1.000000
Yes
No
1020
1.000000
Yes
No
1021
1.000000
Yes
No
1022
1.000000
Yes
No
1023
1.000000
Yes
No
1024
1.000000
Yes
No
1025
1.000000
Yes
No
1026
1.000000
Yes
No
1027
1.000000
Yes
No
1028
1.000000
Yes
No
1029
1.000000
Yes
No
1030
1.000000
Yes
No
1031
1.000000
Yes
No
1032
1.000000
Yes
No
1033
1.000000
Yes
No
1034
1.000000
Yes
No
1035
1.000000
Yes
No
1036
1.000000
Yes
No
1037
1.000000
Yes
No
1038
1.000000
Yes
No
1039
1.000000
Yes
No
1040
1.000000
Yes
No
Table 33: Beam Design Overwrites
Table 33: Beam Design Overwrites
Line
CoverType
RLLF
IgnorePT
89
Section
1.000000
No
90
Section
1.000000
No
Table 34: Punching Shear Design Overwrites 01 - General
Table 34: Punching Shear Design Overwrites 01 - General
Point
Check
LocType
EffDepth
ReinfType
1
Program Determined
Auto
Auto
None
2
Program Determined
Auto
Auto
None
3
Program Determined
Auto
Auto
None
4
Program Determined
Auto
Auto
None
5
Program Determined
Auto
Auto
None
6
Program Determined
Auto
Auto
None
24
Program Determined
Auto
Auto
None
36
Program Determined
Auto
Auto
None
48
Program Determined
Auto
Auto
None
60
Program Determined
Auto
Auto
None
72
Program Determined
Auto
Auto
None
82
Program Determined
Auto
Auto
None
92
Program Determined
Auto
Auto
None
102
Program Determined
Auto
Auto
None
184
Program Determined
Auto
Auto
None
194
Program Determined
Auto
Auto
None
204
Program Determined
Auto
Auto
None
214
Program Determined
Auto
Auto
None
238
Program Determined
Auto
Auto
None
303
Program Determined
Auto
Auto
None
742
Program Determined
Auto
Auto
None
756
Program Determined
Auto
Auto
None
762
Program Determined
Auto
Auto
None
768
Program Determined
Auto
Auto
None
774
Program Determined
Auto
Auto
None
788
Program Determined
Auto
Auto
None
798
Program Determined
Auto
Auto
None
804
Program Determined
Auto
Auto
None
810
Program Determined
Auto
Auto
None
816
Program Determined
Auto
Auto
None
3023
Program Determined
Auto
Auto
None
3033
Program Determined
Auto
Auto
None
6.3. Slab design
Table 35: Concrete Slab Design Summary 01 - Flexural And Shear Data, Part 1 of 3
Table 35: Concrete Slab Design Summary 01 - Flexural And Shear Data, Part 1 of 3
Strip
SpanID
Location
FTopCombo
FTopMoment
FTopArea
kip-ft
in2
CSA2
Span 1
Start
DCONU2
-71.7026
0.9659
CSA2
Span 1
Middle
0.0000
0.0000
CSA2
Span 1
End
DCONU2
-175.9082
2.6613
CSA2
Span 2
Start
DCONU2
-177.4392
2.6848
CSA2
Span 2
Middle
DCONU2
-5.9749
0.0000
CSA2
Span 2
End
DCONU2
-28.8844
0.3811
Table 35: Concrete Slab Design Summary 01 - Flexural And Shear Data, Part 2 of 3
Table 35: Concrete Slab Design Summary 01 - Flexural And Shear Data, Part 2 of 3
Strip
SpanID
Location
FBotCombo
FBotMoment
FBotArea
kip-ft
in2
CSA2
Span 1
Start
DCONU2
28.2668
0.3808
CSA2
Span 1
Middle
DCONU2
105.7981
1.4014
CSA2
Span 1
End
DCONU2
12.4768
0.1866
CSA2
Span 2
Start
DCONU2
14.1803
0.2121
CSA2
Span 2
Middle
DCONU2
137.1684
1.8201
CSA2
Span 2
End
DCONU2
80.9858
1.0712
Table 35: Concrete Slab Design Summary 01 - Flexural And Shear Data, Part 3 of 3
Table 35: Concrete Slab Design Summary 01 - Flexural And Shear Data, Part 3 of 3
Strip
SpanID
Location
VCombo
VForce
VArea
Status
Layer
kip
in2/ft
CSA2
Span 1
Start
0.000
0.0000
OK
A
CSA2
Span 1
Middle
DCONU2
2.878
0.0000
OK
A
CSA2
Span 1
End
DCONU2
32.780
0.0000
OK
A
CSA2
Span 2
Start
DCONU2
17.270
0.0000
OK
A
CSA2
Span 2
Middle
DCONU2
36.669
0.0000
OK
A
CSA2
Span 2
End
DCONU2
19.649
0.0000
OK
A
ACI 318-11 Concrete Strip Design
Geometric Properties
Combination = Overall Envelope
Strip Label = SA1
Length = 41.5 ft
Distance to Top Rebar Center = 1.125 in
Distance to Bot Rebar Center = 1.125 in
Material Properties
Concrete Comp. Strength = 4 kip/in2
Concrete Modulus = 3604.997 kip/in2
Longitudinal Rebar Yield = 60 kip/in2
ACI 318-11 Concrete Strip Design
Geometric Properties
Combination = Overall Envelope
Strip Label = SA2
Length = 41.5 ft
Distance to Top Rebar Center = 1.125 in
Distance to Bot Rebar Center = 1.125 in
Material Properties
Concrete Comp. Strength = 4 kip/in2
Concrete Modulus = 3604.997 kip/in2
Longitudinal Rebar Yield = 60 kip/in2
ACI 318-11 Concrete Strip Design
Geometric Properties
Combination = Overall Envelope
Strip Label = SA3
Length = 41.5 ft
Distance to Top Rebar Center = 1.125 in
Distance to Bot Rebar Center = 1.125 in
Material Properties
Concrete Comp. Strength = 4 kip/in2
Concrete Modulus = 3604.997 kip/in2
Longitudinal Rebar Yield = 60 kip/in2
ACI 318-11 Concrete Strip Design
Geometric Properties
Combination = Overall Envelope
Strip Label = SA4
Length = 41.5 ft
Distance to Top Rebar Center = 1.125 in
Distance to Bot Rebar Center = 1.125 in
Material Properties
Concrete Comp. Strength = 4 kip/in2
Concrete Modulus = 3604.997 kip/in2
Longitudinal Rebar Yield = 60 kip/in2
ACI 318-11 Concrete Strip Design
Geometric Properties
Combination = Overall Envelope
Strip Label = SA5
Length = 114.5 ft
Distance to Top Rebar Center = 1.125 in
Distance to Bot Rebar Center = 1.125 in
Material Properties
Concrete Comp. Strength = 4 kip/in2
Concrete Modulus = 3604.997 kip/in2
Longitudinal Rebar Yield = 60 kip/in2
ACI 318-11 Concrete Strip Design
Geometric Properties
Combination = Overall Envelope
Strip Label = SA6
Length = 114.5 ft
Distance to Top Rebar Center = 1.125 in
Distance to Bot Rebar Center = 1.125 in
Material Properties
Concrete Comp. Strength = 4 kip/in2
Concrete Modulus = 3604.997 kip/in2
Longitudinal Rebar Yield = 60 kip/in2
ACI 318-11 Concrete Strip Design
Geometric Properties
Combination = Overall Envelope
Strip Label = SA7
Length = 114.5 ft
Distance to Top Rebar Center = 1.125 in
Distance to Bot Rebar Center = 1.125 in
Material Properties
Concrete Comp. Strength = 4 kip/in2
Concrete Modulus = 3604.997 kip/in2
Longitudinal Rebar Yield = 60 kip/in2
ACI 318-11 Concrete Strip Design
Geometric Properties
Combination = Overall Envelope
Strip Label = SA8
Length = 114.5 ft
Distance to Top Rebar Center = 1.125 in
Distance to Bot Rebar Center = 1.125 in
Material Properties
Concrete Comp. Strength = 4 kip/in2
Concrete Modulus = 3604.997 kip/in2
Longitudinal Rebar Yield = 60 kip/in2
ACI 318-11 Concrete Strip Design
Geometric Properties
Combination = Overall Envelope
Strip Label = SA10
Length = 114.5 ft
Distance to Top Rebar Center = 1.125 in
Distance to Bot Rebar Center = 1.125 in
Material Properties
Concrete Comp. Strength = 4 kip/in2
Concrete Modulus = 3604.997 kip/in2
Longitudinal Rebar Yield = 60 kip/in2
ACI 318-11 Concrete Strip Design
Geometric Properties
Combination = Overall Envelope
Strip Label = SA11
Length = 114.5 ft
Distance to Top Rebar Center = 1.125 in
Distance to Bot Rebar Center = 1.125 in
Material Properties
Concrete Comp. Strength = 4 kip/in2
Concrete Modulus = 3604.997 kip/in2
Longitudinal Rebar Yield = 60 kip/in2
ACI 318-11 Concrete Strip Design
Geometric Properties
Combination = Overall Envelope
Strip Label = SA12
Length = 114.5 ft
Distance to Top Rebar Center = 1.125 in
Distance to Bot Rebar Center = 1.125 in
Material Properties
Concrete Comp. Strength = 4 kip/in2
Concrete Modulus = 3604.997 kip/in2
Longitudinal Rebar Yield = 60 kip/in2
ACI 318-11 Concrete Strip Design
Geometric Properties
Combination = Overall Envelope
Strip Label = SA13
Length = 114.5 ft
Distance to Top Rebar Center = 1.125 in
Distance to Bot Rebar Center = 1.125 in
Material Properties
Concrete Comp. Strength = 4 kip/in2
Concrete Modulus = 3604.997 kip/in2
Longitudinal Rebar Yield = 60 kip/in2
ACI 318-11 Concrete Strip Design
Geometric Properties
Combination = Overall Envelope
Strip Label = CSA2
Length = 40 ft
Distance to Top Rebar Center = 1.125 in
Distance to Bot Rebar Center = 1.125 in
Material Properties
Concrete Comp. Strength = 4 kip/in2
Concrete Modulus = 3604.997 kip/in2
Longitudinal Rebar Yield = 60 kip/in2
ACI 318-11 Concrete Strip Design
Geometric Properties
Combination = Overall Envelope
Strip Label = SB1
Length = 85.5 ft
Distance to Top Rebar Center = 1.875 in
Distance to Bot Rebar Center = 1.875 in
Material Properties
Concrete Comp. Strength = 4 kip/in2
Concrete Modulus = 3604.997 kip/in2
Longitudinal Rebar Yield = 60 kip/in2
ACI 318-11 Concrete Strip Design
Geometric Properties
Combination = Overall Envelope
Strip Label = SB2
Length = 85.5 ft
Distance to Top Rebar Center = 1.875 in
Distance to Bot Rebar Center = 1.875 in
Material Properties
Concrete Comp. Strength = 4 kip/in2
Concrete Modulus = 3604.997 kip/in2
Longitudinal Rebar Yield = 60 kip/in2
ACI 318-11 Concrete Strip Design
Geometric Properties
Combination = Overall Envelope
Strip Label = SB3
Length = 85.5 ft
Distance to Top Rebar Center = 1.875 in
Distance to Bot Rebar Center = 1.875 in
Material Properties
Concrete Comp. Strength = 4 kip/in2
Concrete Modulus = 3604.997 kip/in2
Longitudinal Rebar Yield = 60 kip/in2
ACI 318-11 Concrete Strip Design
Geometric Properties
Combination = Overall Envelope
Strip Label = SB4
Length = 85.5 ft
Distance to Top Rebar Center = 1.875 in
Distance to Bot Rebar Center = 1.875 in
Material Properties
Concrete Comp. Strength = 4 kip/in2
Concrete Modulus = 3604.997 kip/in2
Longitudinal Rebar Yield = 60 kip/in2
ACI 318-11 Concrete Strip Design
Geometric Properties
Combination = Overall Envelope
Strip Label = SB5
Length = 85.5 ft
Distance to Top Rebar Center = 1.875 in
Distance to Bot Rebar Center = 1.875 in
Material Properties
Concrete Comp. Strength = 4 kip/in2
Concrete Modulus = 3604.997 kip/in2
Longitudinal Rebar Yield = 60 kip/in2
ACI 318-11 Concrete Strip Design
Geometric Properties
Combination = Overall Envelope
Strip Label = SB6
Length = 85.5 ft
Distance to Top Rebar Center = 1.875 in
Distance to Bot Rebar Center = 1.875 in
Material Properties
Concrete Comp. Strength = 4 kip/in2
Concrete Modulus = 3604.997 kip/in2
Longitudinal Rebar Yield = 60 kip/in2
ACI 318-11 Concrete Strip Design
Geometric Properties
Combination = Overall Envelope
Strip Label = SB7
Length = 121.5 ft
Distance to Top Rebar Center = 1.875 in
Distance to Bot Rebar Center = 1.875 in
Material Properties
Concrete Comp. Strength = 4 kip/in2
Concrete Modulus = 3604.997 kip/in2
Longitudinal Rebar Yield = 60 kip/in2
ACI 318-11 Concrete Strip Design
Geometric Properties
Combination = Overall Envelope
Strip Label = SB8
Length = 121.5 ft
Distance to Top Rebar Center = 1.875 in
Distance to Bot Rebar Center = 1.875 in
Material Properties
Concrete Comp. Strength = 4 kip/in2
Concrete Modulus = 3604.997 kip/in2
Longitudinal Rebar Yield = 60 kip/in2
ACI 318-11 Concrete Strip Design
Geometric Properties
Combination = Overall Envelope
Strip Label = SB9
Length = 121.5 ft
Distance to Top Rebar Center = 1.875 in
Distance to Bot Rebar Center = 1.875 in
Material Properties
Concrete Comp. Strength = 4 kip/in2
Concrete Modulus = 3604.997 kip/in2
Longitudinal Rebar Yield = 60 kip/in2
ACI 318-11 Concrete Strip Design
Geometric Properties
Combination = Overall Envelope
Strip Label = SB10
Length = 121.5 ft
Distance to Top Rebar Center = 1.875 in
Distance to Bot Rebar Center = 1.875 in
Material Properties
Concrete Comp. Strength = 4 kip/in2
Concrete Modulus = 3604.997 kip/in2
Longitudinal Rebar Yield = 60 kip/in2
ACI 318-11 Concrete Strip Design
Geometric Properties
Combination = Overall Envelope
Strip Label = SB11
Length = 121.5 ft
Distance to Top Rebar Center = 1.875 in
Distance to Bot Rebar Center = 1.875 in
Material Properties
Concrete Comp. Strength = 4 kip/in2
Concrete Modulus = 3604.997 kip/in2
Longitudinal Rebar Yield = 60 kip/in2
6.4. Beam design
Table 36: Concrete Beam Design Summary 01 - Flexural And Shear Data, Part 1 of 3
Table 36: Concrete Beam Design Summary 01 - Flexural And Shear Data, Part 1 of 3
Line
SpanID
Location
FTopCombo
FTopMoment
FTopArea
kip-ft
in2
89
Span 1
Start
DCONU2
-13.0636
0.1171
89
Span 1
Middle
0.0000
0.0000
89
Span 1
End
DCONU2
-122.3996
1.3283
89
Span 2
Start
DCONU2
-122.0062
1.3277
89
Span 2
Middle
0.0000
0.0000
89
Span 2
End
DCONU2
-73.4148
0.8029
89
Span 3
Start
DCONU2
-73.8183
0.8125
89
Span 3
Middle
DCONU2
-2.8343
0.0449
89
Span 3
End
DCONU2
-43.9826
0.4842
89
Span 4
Start
DCONU2
-42.8800
0.4703
89
Span 4
Middle
0.0000
0.0000
89
Span 4
End
DCONU2
-65.7825
0.7086
89
Span 5
Start
DCONU2
-64.7780
0.6935
89
Span 5
Middle
0.0000
0.0000
89
Span 5
End
DCONU2
-6.3057
0.0541
90
Span 1
Start
DCONU2
-7.1045
0.0626
90
Span 1
Middle
0.0000
0.0000
90
Span 1
End
DCONU2
-47.1303
0.5010
90
Span 2
Start
DCONU2
-46.1208
0.4927
90
Span 2
Middle
0.0000
0.0000
90
Span 2
End
DCONU2
-62.2248
0.6677
90
Span 3
Start
DCONU2
-60.7545
0.6471
90
Span 3
Middle
0.0000
0.0000
90
Span 3
End
DCONU2
-89.2795
0.9622
90
Span 4
Start
DCONU2
-89.4920
0.9646
90
Span 4
Middle
0.0000
0.0000
90
Span 4
End
DCONU2
-62.5781
0.6662
90
Span 5
Start
DCONU2
-62.8699
0.6739
90
Span 5
Middle
0.0000
0.0000
90
Span 5
End
DCONU2
-46.4300
0.4946
90
Span 6
Start
DCONU2
-50.0308
0.5311
90
Span 6
Middle
0.0000
0.0000
90
Span 6
End
DCONU2
-4.4738
0.0371
Table 36: Concrete Beam Design Summary 01 - Flexural And Shear Data, Part 2 of 3
Table 36: Concrete Beam Design Summary 01 - Flexural And Shear Data, Part 2 of 3
Line
SpanID
Location
FBotCombo
FBotMoment
FBotArea
kip-ft
in2
89
Span 1
Start
DCONU2
27.5375
0.2845
89
Span 1
Middle
DCONU2
76.0354
0.8044
89
Span 1
End
DCONU2
3.2379
0.0284
89
Span 2
Start
DCONU2
7.2624
0.0768
89
Span 2
Middle
DCONU2
53.6135
0.5736
89
Span 2
End
DCONU2
25.9131
0.2808
89
Span 3
Start
DCONU2
3.1758
0.0451
89
Span 3
Middle
DCONU2
15.5934
0.1724
89
Span 3
End
DCONU2
3.5369
0.0458
89
Span 4
Start
DCONU2
4.6252
0.0554
89
Span 4
Middle
DCONU2
28.0900
0.3032
89
Span 4
End
DCONU2
4.7126
0.0500
89
Span 5
Start
DCONU2
4.5318
0.0458
89
Span 5
Middle
DCONU2
46.5027
0.4915
89
Span 5
End
DCONU2
20.6184
0.2153
90
Span 1
Start
DCONU2
24.5811
0.2576
90
Span 1
Middle
DCONU2
40.5265
0.4303
90
Span 1
End
DCONU2
5.7856
0.0577
90
Span 2
Start
DCONU2
5.6647
0.0593
90
Span 2
Middle
DCONU2
11.9876
0.1276
90
Span 2
End
DCONU2
5.4819
0.0575
90
Span 3
Start
DCONU2
5.5595
0.0536
90
Span 3
Middle
DCONU2
44.4854
0.4721
90
Span 3
End
DCONU2
5.6886
0.0568
90
Span 4
Start
DCONU2
6.6558
0.0693
90
Span 4
Middle
DCONU2
45.0685
0.4783
90
Span 4
End
DCONU2
19.3999
0.2048
90
Span 5
Start
DCONU2
5.6612
0.0590
90
Span 5
Middle
DCONU2
13.0628
0.1385
90
Span 5
End
DCONU2
5.8493
0.0603
90
Span 6
Start
DCONU2
6.0697
0.0601
90
Span 6
Middle
DCONU2
43.6831
0.4628
90
Span 6
End
DCONU2
27.9261
0.2944
Table 36: Concrete Beam Design Summary 01 - Flexural And Shear Data, Part 3 of 3
Table 36: Concrete Beam Design Summary 01 - Flexural And Shear Data, Part 3 of 3
Line
SpanID
Location
VCombo
VForce
VArea
kip
in2/ft
89
Span 1
Start
DCONU2
24.951
0.0000
89
Span 1
Middle
DCONU2
14.113
0.0000
89
Span 1
End
DCONU2
39.702
0.1800
89
Span 2
Start
DCONU2
39.702
0.1800
89
Span 2
Middle
DCONU2
6.062
0.0000
89
Span 2
End
DCONU2
30.775
0.0000
89
Span 3
Start
DCONU2
30.775
0.0000
89
Span 3
Middle
DCONU2
7.314
0.0000
89
Span 3
End
DCONU2
23.621
0.0000
89
Span 4
Start
DCONU2
23.621
0.0000
89
Span 4
Middle
DCONU2
8.008
0.0000
89
Span 4
End
DCONU2
29.272
0.0000
89
Span 5
Start
DCONU2
29.272
0.0000
89
Span 5
Middle
DCONU2
8.808
0.0000
89
Span 5
End
DCONU2
14.051
0.0000
90
Span 1
Start
DCONU2
19.157
0.0000
90
Span 1
Middle
DCONU2
9.072
0.0000
90
Span 1
End
DCONU2
26.771
0.0000
90
Span 2
Start
DCONU2
26.771
0.0000
90
Span 2
Middle
DCONU2
7.499
0.0000
90
Span 2
End
DCONU2
29.091
0.0000
90
Span 3
Start
DCONU2
29.091
0.0000
90
Span 3
Middle
DCONU2
13.729
0.0000
90
Span 3
End
DCONU2
35.435
0.0000
90
Span 4
Start
DCONU2
35.435
0.0000
90
Span 4
Middle
DCONU2
9.018
0.0000
90
Span 4
End
DCONU2
29.903
0.0000
90
Span 5
Start
DCONU2
29.903
0.0000
90
Span 5
Middle
DCONU2
7.628
0.0000
90
Span 5
End
DCONU2
27.969
0.0000
90
Span 6
Start
DCONU2
27.969
0.0000
90
Span 6
Middle
DCONU2
10.310
0.0000
90
Span 6
End
DCONU2
12.221
0.0000
ACI 318-11 Concrete Beam Design
Geometric Properties
Combination = Overall Envelope
Beam Label = 89
Section Property = BEAM1
Length = 113 ft
Flange Width = 60 in
Web Width Top = 18 in
Web Width Bottom = 18 in
Total Depth = 24 in
Flange Depth = 10 in
Distance to Top Rebar Center = 3 in
Distance to Bot Rebar Center = 3 in
Material Properties
Concrete Comp. Strength = 4 kip/in2
Concrete Modulus = 3604.997 kip/in2
Longitudinal Rebar Yield = 60 kip/in2
Shear Rebar Yield = 60 kip/in2
ACI 318-11 Concrete Beam Design
Geometric Properties
Combination = Overall Envelope
Beam Label = 90
Section Property = BEAM1
Length = 120 ft
Flange Width = 60 in
Web Width Top = 18 in
Web Width Bottom = 18 in
Total Depth = 24 in
Flange Depth = 10 in
Distance to Top Rebar Center = 3 in
Distance to Bot Rebar Center = 3 in
Material Properties
Concrete Comp. Strength = 4 kip/in2
Concrete Modulus = 3604.997 kip/in2
Longitudinal Rebar Yield = 60 kip/in2
Shear Rebar Yield = 60 kip/in2
6.5. Punching check/design
Table 37: Concrete Slab Design 02 - Punching Shear Data, Part 1 of 3
Table 37: Concrete Slab Design 02 - Punching Shear Data, Part 1 of 3
Point
GlobalX
GlobalY
Location
Perimeter
Depth
Status
Ratio
ft
ft
in
in
1
0.0000
120.0000
Not Calculated
2
113.0000
120.0000
Not Calculated
3
113.0000
0.0000
Not Calculated
4
73.0000
0.0000
Corner
50.5200
14.5000
OK
0.224589
5
73.0000
36.0000
Interior
130.0000
14.5000
OK
0.405627
6
0.0000
36.0000
Corner
50.5200
14.5000
OK
0.550733
24
0.0000
60.0000
Edge
83.0200
14.5000
OK
0.520042
36
0.0000
84.0000
Edge
83.0200
14.5000
OK
0.431382
48
0.0000
102.0000
Edge
83.0200
14.5000
OK
0.372205
60
26.0000
36.0000
Edge
83.0200
14.5000
OK
0.564533
72
26.0000
60.0000
Interior
130.0000
14.5000
OK
0.862389
82
26.0000
84.0000
Interior
130.0000
14.5000
OK
0.678688
92
26.0000
102.0000
Interior
130.0000
14.5000
OK
0.597411
102
53.0000
36.0000
Edge
83.0200
14.5000
OK
0.458588
184
93.0000
36.0000
Interior
130.0000
14.5000
OK
0.525631
194
93.0000
60.0000
Interior
130.0000
14.5000
OK
0.587217
204
93.0000
84.0000
Interior
130.0000
14.5000
OK
0.497984
214
93.0000
102.0000
Interior
130.0000
14.5000
OK
0.447765
238
73.0000
18.0000
Edge
83.0200
14.5000
OK
0.303580
303
93.0000
0.0000
Edge
83.0200
14.5000
OK
0.404928
742
93.0000
18.0000
Interior
130.0000
14.5000
OK
0.468173
756
26.0000
120.0000
Not Calculated
762
53.0000
120.0000
Not Calculated
768
73.0000
120.0000
Not Calculated
774
93.0000
120.0000
Not Calculated
788
113.0000
102.0000
Not Calculated
798
113.0000
18.0000
Not Calculated
804
113.0000
36.0000
Not Calculated
810
113.0000
60.0000
Not Calculated
816
113.0000
84.0000
Not Calculated
3023
73.0000
60.0000
Interior
107.2500
14.5000
OK
0.573872
3033
53.0000
60.0000
Interior
107.2500
14.5000
OK
0.719583
Table 37: Concrete Slab Design 02 - Punching Shear Data, Part 2 of 3
Table 37: Concrete Slab Design 02 - Punching Shear Data, Part 2 of 3
Point
Combo
Vu
ShrStrMax
Mu2
ShrStrCap
kip
kip/in2
kip-ft
kip/in2
1
2
3
4
DCONU2
29.231
0.0426
-0.3697
0.1897
5
DCONU2
124.986
0.0770
12.6525
0.1897
6
DCONU2
48.503
0.1045
4.8855
0.1897
24
DCONU2
115.078
0.0987
-2.8670
0.1897
36
DCONU2
89.694
0.0818
-5.1212
0.1897
48
DCONU2
79.844
0.0706
1.7019
0.1897
60
DCONU2
120.542
0.1071
-2.5638
0.1897
72
DCONU2
301.093
0.1636
-4.0044
0.1897
82
DCONU2
233.076
0.1288
-5.3703
0.1897
92
DCONU2
208.954
0.1134
1.5896
0.1897
102
DCONU2
97.028
0.0870
-0.1452
0.1897
184
DCONU2
181.530
0.0997
5.3506
0.1897
194
DCONU2
206.138
0.1114
-1.5408
0.1897
204
DCONU2
170.636
0.0945
-4.0476
0.1897
214
DCONU2
156.089
0.0850
1.6991
0.1897
238
DCONU2
58.340
0.0576
-3.6304
0.1897
303
DCONU2
74.475
0.0768
-6.9148
0.1897
742
DCONU2
164.470
0.0888
-2.4486
0.1897
756
762
768
774
788
798
804
810
816
3023
DCONU2
148.057
0.1089
6.5756
0.1897
3033
DCONU2
192.560
0.1365
8.7336
0.1897
Table 37: Concrete Slab Design 02 - Punching Shear Data, Part 3 of 3
Table 37: Concrete Slab Design 02 - Punching Shear Data, Part 3 of 3
Point
Mu3
ReinfType
NumRails
StudPerRail
kip-ft
1
None
2
None
3
None
4
-1.2955
None
5
-6.3848
None
6
-8.1947
None
24
-0.8206
None
36
-3.4186
None
48
-3.0971
None
60
1.7875
None
72
2.9550
None
82
3.7835
None
92
2.8760
None
102
7.6003
None
184
-0.7750
None
194
-2.1380
None
204
-3.0316
None
214
-2.1445
None
238
2.8791
None
303
-0.0130
None
742
-0.3700
None
756
None
762
None
768
None
774
None
788
None
798
None
804
None
810
None
816
None
3023
8.5504
None
3033
-5.5729
None
ACI 318-11 Punching Shear Check & Design
Geometric Properties
Combination = 1
Point Label = 4
Column Shape = Rectangular
Column Location = Corner
Global X-Coordinate = 73 ft
Global Y-Coordinate = 0 ft
Column Punching Check
Avg. Eff. Slab Thickness = 14.5 in
Eff. Punching Perimeter = 50.52 in
Cover = 1.5 in
Conc. Comp. Strength = 4 kip/in2
Reinforcement Ratio = 0.0000
Section Inertia I22 = 55105.9 in4
Section Inertia I33 = 55105.9 in4
Section Inertia I23 = -29213.13 in4
Shear Force = 29.231 kip
Moment Mu2 = -0.3697 kip-ft
Moment Mu3= -1.2955 kip-ft
Max Design Shear Stress = 0.0426 kip/in2
Conc. Shear Stress Capacity = 0.1897 kip/in2
Punching Shear Ratio = 0.22
Drop Panel Punching Check
Avg. Eff. Slab Thickness = 16.5 in
Eff. Punching Perimeter = 106.52 in
Cover = 1.5 in
Conc. Comp. Strength = 4 kip/in2
Reinforcement Ratio = 0.000
Section Inertia I22 = 539270.87 in4
Section Inertia I33 = 539270.87 in4
Section Inertia I23 = -311600 in4
Shear Force = 23.527 kip
Moment Mu2 = -18.973 kip-ft
Moment Mu3 = 17.2263 kip-ft
Max Design Shear Stress = 0.0394 kip/in2
Conc. Shear Stress Capacity = 0.1897 kip/in2
Punching Shear Ratio = 0.21
Column Punching Perimeter
Drop Panel Punching Perimeter
ACI 318-11 Punching Shear Check & Design
Geometric Properties
Combination = 1
Point Label = 5
Column Shape = Rectangular
Column Location = Interior
Global X-Coordinate = 73 ft
Global Y-Coordinate = 36 ft
Column Punching Check
Avg. Eff. Slab Thickness = 14.5 in
Eff. Punching Perimeter = 130 in
Cover = 1.5 in
Conc. Comp. Strength = 4 kip/in2
Reinforcement Ratio = 0.0000
Section Inertia I22 = 348351.93 in4
Section Inertia I33 = 348351.93 in4
Section Inertia I23 = 0 in4
Shear Force = 124.986 kip
Moment Mu2 = 12.6525 kip-ft
Moment Mu3= -6.3848 kip-ft
Max Design Shear Stress = 0.077 kip/in2
Conc. Shear Stress Capacity = 0.1897 kip/in2
Punching Shear Ratio = 0.41
Drop Panel Punching Check
Avg. Eff. Slab Thickness = 16.5 in
Eff. Punching Perimeter = 332.9831 in
Cover = 1.5 in
Conc. Comp. Strength = 4 kip/in2
Reinforcement Ratio = 0.000
Section Inertia I22 = 6408024.05 in4
Section Inertia I33 = 6408024.05 in4
Section Inertia I23 = 0 in4
Shear Force = 110.758 kip
Moment Mu2 = 10.1532 kip-ft
Moment Mu3 = -3.6503 kip-ft
Max Design Shear Stress = 0.0212 kip/in2
Conc. Shear Stress Capacity = 0.1889 kip/in2
Punching Shear Ratio = 0.11
Column Punching Perimeter
Drop Panel Punching Perimeter
ACI 318-11 Punching Shear Check & Design
Geometric Properties
Combination = 1
Point Label = 6
Column Shape = Rectangular
Column Location = Corner
Global X-Coordinate = 0 ft
Global Y-Coordinate = 36 ft
Column Punching Check
Avg. Eff. Slab Thickness = 14.5 in
Eff. Punching Perimeter = 50.52 in
Cover = 1.5 in
Conc. Comp. Strength = 4 kip/in2
Reinforcement Ratio = 0.0000
Section Inertia I22 = 55105.9 in4
Section Inertia I33 = 55105.9 in4
Section Inertia I23 = -29213.13 in4
Shear Force = 48.503 kip
Moment Mu2 = 4.8855 kip-ft
Moment Mu3= -8.1947 kip-ft
Max Design Shear Stress = 0.1045 kip/in2
Conc. Shear Stress Capacity = 0.1897 kip/in2
Punching Shear Ratio = 0.55
Drop Panel Punching Check
Avg. Eff. Slab Thickness = 16.5 in
Eff. Punching Perimeter = 106.52 in
Cover = 1.5 in
Conc. Comp. Strength = 4 kip/in2
Reinforcement Ratio = 0.000
Section Inertia I22 = 539270.87 in4
Section Inertia I33 = 539270.87 in4
Section Inertia I23 = -311600 in4
Shear Force = 42.766 kip
Moment Mu2 = -27.1329 kip-ft
Moment Mu3 = 23.8889 kip-ft
Max Design Shear Stress = 0.0614 kip/in2
Conc. Shear Stress Capacity = 0.1897 kip/in2
Punching Shear Ratio = 0.32
Column Punching Perimeter
Drop Panel Punching Perimeter
ACI 318-11 Punching Shear Check & Design
Geometric Properties
Combination = 1
Point Label = 24
Column Shape = Rectangular
Column Location = Edge
Global X-Coordinate = 0 ft
Global Y-Coordinate = 60 ft
Column Punching Check
Avg. Eff. Slab Thickness = 14.5 in
Eff. Punching Perimeter = 83.02 in
Cover = 1.5 in
Conc. Comp. Strength = 4 kip/in2
Reinforcement Ratio = 0.0000
Section Inertia I22 = 243172.85 in4
Section Inertia I33 = 97530.03 in4
Section Inertia I23 = 0 in4
Shear Force = 115.078 kip
Moment Mu2 = -2.867 kip-ft
Moment Mu3= -0.8206 kip-ft
Max Design Shear Stress = 0.0987 kip/in2
Conc. Shear Stress Capacity = 0.1897 kip/in2
Punching Shear Ratio = 0.52
Drop Panel Punching Check
Avg. Eff. Slab Thickness = 16.5 in
Eff. Punching Perimeter = 195.02 in
Cover = 1.5 in
Conc. Comp. Strength = 4 kip/in2
Reinforcement Ratio = 0.000
Section Inertia I22 = 4427667.83 in4
Section Inertia I33 = 1020957.58 in4
Section Inertia I23 = 0 in4
Shear Force = 105.156 kip
Moment Mu2 = -2.7999 kip-ft
Moment Mu3 = 65.6837 kip-ft
Max Design Shear Stress = 0.0629 kip/in2
Conc. Shear Stress Capacity = 0.1897 kip/in2
Punching Shear Ratio = 0.33
Column Punching Perimeter
Drop Panel Punching Perimeter
ACI 318-11 Punching Shear Check & Design
Geometric Properties
Combination = 1
Point Label = 36
Column Shape = Rectangular
Column Location = Edge
Global X-Coordinate = 0 ft
Global Y-Coordinate = 84 ft
Column Punching Check
Avg. Eff. Slab Thickness = 14.5 in
Eff. Punching Perimeter = 83.02 in
Cover = 1.5 in
Conc. Comp. Strength = 4 kip/in2
Reinforcement Ratio = 0.0000
Section Inertia I22 = 243172.85 in4
Section Inertia I33 = 97530.03 in4
Section Inertia I23 = 0 in4
Shear Force = 89.694 kip
Moment Mu2 = -5.1212 kip-ft
Moment Mu3= -3.4186 kip-ft
Max Design Shear Stress = 0.0818 kip/in2
Conc. Shear Stress Capacity = 0.1897 kip/in2
Punching Shear Ratio = 0.43
Drop Panel Punching Check
Avg. Eff. Slab Thickness = 16.5 in
Eff. Punching Perimeter = 195.02 in
Cover = 1.5 in
Conc. Comp. Strength = 4 kip/in2
Reinforcement Ratio = 0.000
Section Inertia I22 = 4427667.83 in4
Section Inertia I33 = 1020957.58 in4
Section Inertia I23 = 0 in4
Shear Force = 79.639 kip
Moment Mu2 = -5.9594 kip-ft
Moment Mu3 = 48.0158 kip-ft
Max Design Shear Stress = 0.0473 kip/in2
Conc. Shear Stress Capacity = 0.1897 kip/in2
Punching Shear Ratio = 0.25
Column Punching Perimeter
Drop Panel Punching Perimeter
ACI 318-11 Punching Shear Check & Design
Geometric Properties
Combination = 1
Point Label = 48
Column Shape = Rectangular
Column Location = Edge
Global X-Coordinate = 0 ft
Global Y-Coordinate = 102 ft
Column Punching Check
Avg. Eff. Slab Thickness = 14.5 in
Eff. Punching Perimeter = 83.02 in
Cover = 1.5 in
Conc. Comp. Strength = 4 kip/in2
Reinforcement Ratio = 0.0000
Section Inertia I22 = 243172.85 in4
Section Inertia I33 = 97530.03 in4
Section Inertia I23 = 0 in4
Shear Force = 79.844 kip
Moment Mu2 = 1.7019 kip-ft
Moment Mu3= -3.0971 kip-ft
Max Design Shear Stress = 0.0706 kip/in2
Conc. Shear Stress Capacity = 0.1897 kip/in2
Punching Shear Ratio = 0.37
Drop Panel Punching Check
Avg. Eff. Slab Thickness = 16.5 in
Eff. Punching Perimeter = 195.02 in
Cover = 1.5 in
Conc. Comp. Strength = 4 kip/in2
Reinforcement Ratio = 0.000
Section Inertia I22 = 4427667.83 in4
Section Inertia I33 = 1020957.58 in4
Section Inertia I23 = 0 in4
Shear Force = 69.477 kip
Moment Mu2 = 1.8557 kip-ft
Moment Mu3 = 42.3226 kip-ft
Max Design Shear Stress = 0.0411 kip/in2
Conc. Shear Stress Capacity = 0.1897 kip/in2
Punching Shear Ratio = 0.22
Column Punching Perimeter
Drop Panel Punching Perimeter
ACI 318-11 Punching Shear Check & Design
Geometric Properties
Combination = 1
Point Label = 60
Column Shape = Rectangular
Column Location = Edge
Global X-Coordinate = 26 ft
Global Y-Coordinate = 36 ft
Column Punching Check
Avg. Eff. Slab Thickness = 14.5 in
Eff. Punching Perimeter = 83.02 in
Cover = 1.5 in
Conc. Comp. Strength = 4 kip/in2
Reinforcement Ratio = 0.0000
Section Inertia I22 = 97530.03 in4
Section Inertia I33 = 243172.85 in4
Section Inertia I23 = 0 in4
Shear Force = 120.542 kip
Moment Mu2 = -2.5638 kip-ft
Moment Mu3= 1.7875 kip-ft
Max Design Shear Stress = 0.1071 kip/in2
Conc. Shear Stress Capacity = 0.1897 kip/in2
Punching Shear Ratio = 0.56
Drop Panel Punching Check
Avg. Eff. Slab Thickness = 16.5 in
Eff. Punching Perimeter = 195.02 in
Cover = 1.5 in
Conc. Comp. Strength = 4 kip/in2
Reinforcement Ratio = 0.000
Section Inertia I22 = 1020957.58 in4
Section Inertia I33 = 4427667.83 in4
Section Inertia I23 = 0 in4
Shear Force = 110.547 kip
Moment Mu2 = -71.97 kip-ft
Moment Mu3 = 1.6954 kip-ft
Max Design Shear Stress = 0.0673 kip/in2
Conc. Shear Stress Capacity = 0.1897 kip/in2
Punching Shear Ratio = 0.35
Column Punching Perimeter
Drop Panel Punching Perimeter
ACI 318-11 Punching Shear Check & Design
Geometric Properties
Combination = 1
Point Label = 72
Column Shape = Rectangular
Column Location = Interior
Global X-Coordinate = 26 ft
Global Y-Coordinate = 60 ft
Column Punching Check
Avg. Eff. Slab Thickness = 14.5 in
Eff. Punching Perimeter = 130 in
Cover = 1.5 in
Conc. Comp. Strength = 4 kip/in2
Reinforcement Ratio = 0.0000
Section Inertia I22 = 348351.93 in4
Section Inertia I33 = 348351.93 in4
Section Inertia I23 = 0 in4
Shear Force = 301.093 kip
Moment Mu2 = -4.0044 kip-ft
Moment Mu3= 2.955 kip-ft
Max Design Shear Stress = 0.1636 kip/in2
Conc. Shear Stress Capacity = 0.1897 kip/in2
Punching Shear Ratio = 0.86
Drop Panel Punching Check
Avg. Eff. Slab Thickness = 16.5 in
Eff. Punching Perimeter = 354 in
Cover = 1.5 in
Conc. Comp. Strength = 4 kip/in2
Reinforcement Ratio = 0.000
Section Inertia I22 = 7690954.22 in4
Section Inertia I33 = 7690954.22 in4
Section Inertia I23 = 0 in4
Shear Force = 284.106 kip
Moment Mu2 = -3.5972 kip-ft
Moment Mu3 = 2.6314 kip-ft
Max Design Shear Stress = 0.0491 kip/in2
Conc. Shear Stress Capacity = 0.1833 kip/in2
Punching Shear Ratio = 0.27
Column Punching Perimeter
Drop Panel Punching Perimeter
ACI 318-11 Punching Shear Check & Design
Geometric Properties
Combination = 1
Point Label = 82
Column Shape = Rectangular
Column Location = Interior
Global X-Coordinate = 26 ft
Global Y-Coordinate = 84 ft
Column Punching Check
Avg. Eff. Slab Thickness = 14.5 in
Eff. Punching Perimeter = 130 in
Cover = 1.5 in
Conc. Comp. Strength = 4 kip/in2
Reinforcement Ratio = 0.0000
Section Inertia I22 = 348351.93 in4
Section Inertia I33 = 348351.93 in4
Section Inertia I23 = 0 in4
Shear Force = 233.076 kip
Moment Mu2 = -5.3703 kip-ft
Moment Mu3= 3.7835 kip-ft
Max Design Shear Stress = 0.1288 kip/in2
Conc. Shear Stress Capacity = 0.1897 kip/in2
Punching Shear Ratio = 0.68
Drop Panel Punching Check
Avg. Eff. Slab Thickness = 16.5 in
Eff. Punching Perimeter = 354 in
Cover = 1.5 in
Conc. Comp. Strength = 4 kip/in2
Reinforcement Ratio = 0.000
Section Inertia I22 = 7690954.22 in4
Section Inertia I33 = 7690954.22 in4
Section Inertia I23 = 0 in4
Shear Force = 215.863 kip
Moment Mu2 = -6.0489 kip-ft
Moment Mu3 = 3.4529 kip-ft
Max Design Shear Stress = 0.0376 kip/in2
Conc. Shear Stress Capacity = 0.1833 kip/in2
Punching Shear Ratio = 0.21
Column Punching Perimeter
Drop Panel Punching Perimeter
ACI 318-11 Punching Shear Check & Design
Geometric Properties
Combination = 1
Point Label = 92
Column Shape = Rectangular
Column Location = Interior
Global X-Coordinate = 26 ft
Global Y-Coordinate = 102 ft
Column Punching Check
Avg. Eff. Slab Thickness = 14.5 in
Eff. Punching Perimeter = 130 in
Cover = 1.5 in
Conc. Comp. Strength = 4 kip/in2
Reinforcement Ratio = 0.0000
Section Inertia I22 = 348351.93 in4
Section Inertia I33 = 348351.93 in4
Section Inertia I23 = 0 in4
Shear Force = 208.954 kip
Moment Mu2 = 1.5896 kip-ft
Moment Mu3= 2.876 kip-ft
Max Design Shear Stress = 0.1134 kip/in2
Conc. Shear Stress Capacity = 0.1897 kip/in2
Punching Shear Ratio = 0.60
Drop Panel Punching Check
Avg. Eff. Slab Thickness = 16.5 in
Eff. Punching Perimeter = 354 in
Cover = 1.5 in
Conc. Comp. Strength = 4 kip/in2
Reinforcement Ratio = 0.000
Section Inertia I22 = 7690954.22 in4
Section Inertia I33 = 7690954.22 in4
Section Inertia I23 = 0 in4
Shear Force = 191.211 kip
Moment Mu2 = 1.632 kip-ft
Moment Mu3 = 2.5291 kip-ft
Max Design Shear Stress = 0.033 kip/in2
Conc. Shear Stress Capacity = 0.1833 kip/in2
Punching Shear Ratio = 0.18
Column Punching Perimeter
Drop Panel Punching Perimeter
ACI 318-11 Punching Shear Check & Design
Geometric Properties
Combination = 1
Point Label = 102
Column Shape = Rectangular
Column Location = Edge
Global X-Coordinate = 53 ft
Global Y-Coordinate = 36 ft
Column Punching Check
Avg. Eff. Slab Thickness = 14.5 in
Eff. Punching Perimeter = 83.02 in
Cover = 1.5 in
Conc. Comp. Strength = 4 kip/in2
Reinforcement Ratio = 0.0000
Section Inertia I22 = 97530.03 in4
Section Inertia I33 = 243172.85 in4
Section Inertia I23 = 0 in4
Shear Force = 97.028 kip
Moment Mu2 = -0.1452 kip-ft
Moment Mu3= 7.6003 kip-ft
Max Design Shear Stress = 0.087 kip/in2
Conc. Shear Stress Capacity = 0.1897 kip/in2
Punching Shear Ratio = 0.46
Drop Panel Punching Check
Avg. Eff. Slab Thickness = 16.5 in
Eff. Punching Perimeter = 195.02 in
Cover = 1.5 in
Conc. Comp. Strength = 4 kip/in2
Reinforcement Ratio = 0.000
Section Inertia I22 = 1020957.58 in4
Section Inertia I33 = 4427667.83 in4
Section Inertia I23 = 0 in4
Shear Force = 87.194 kip
Moment Mu2 = -55.6628 kip-ft
Moment Mu3 = 8.158 kip-ft
Max Design Shear Stress = 0.0534 kip/in2
Conc. Shear Stress Capacity = 0.1897 kip/in2
Punching Shear Ratio = 0.28
Column Punching Perimeter
Drop Panel Punching Perimeter
ACI 318-11 Punching Shear Check & Design
Geometric Properties
Combination = 1
Point Label = 184
Column Shape = Rectangular
Column Location = Interior
Global X-Coordinate = 93 ft
Global Y-Coordinate = 36 ft
Column Punching Check
Avg. Eff. Slab Thickness = 14.5 in
Eff. Punching Perimeter = 130 in
Cover = 1.5 in
Conc. Comp. Strength = 4 kip/in2
Reinforcement Ratio = 0.0000
Section Inertia I22 = 348351.93 in4
Section Inertia I33 = 348351.93 in4
Section Inertia I23 = 0 in4
Shear Force = 181.53 kip
Moment Mu2 = 5.3506 kip-ft
Moment Mu3= -0.775 kip-ft
Max Design Shear Stress = 0.0997 kip/in2
Conc. Shear Stress Capacity = 0.1897 kip/in2
Punching Shear Ratio = 0.53
Drop Panel Punching Check
Avg. Eff. Slab Thickness = 16.5 in
Eff. Punching Perimeter = 354 in
Cover = 1.5 in
Conc. Comp. Strength = 4 kip/in2
Reinforcement Ratio = 0.000
Section Inertia I22 = 7690954.22 in4
Section Inertia I33 = 7690954.22 in4
Section Inertia I23 = 0 in4
Shear Force = 164.234 kip
Moment Mu2 = 5.6157 kip-ft
Moment Mu3 = -0.7409 kip-ft
Max Design Shear Stress = 0.0286 kip/in2
Conc. Shear Stress Capacity = 0.1833 kip/in2
Punching Shear Ratio = 0.16
Column Punching Perimeter
Drop Panel Punching Perimeter
ACI 318-11 Punching Shear Check & Design
Geometric Properties
Combination = 1
Point Label = 194
Column Shape = Rectangular
Column Location = Interior
Global X-Coordinate = 93 ft
Global Y-Coordinate = 60 ft
Column Punching Check
Avg. Eff. Slab Thickness = 14.5 in
Eff. Punching Perimeter = 130 in
Cover = 1.5 in
Conc. Comp. Strength = 4 kip/in2
Reinforcement Ratio = 0.0000
Section Inertia I22 = 348351.93 in4
Section Inertia I33 = 348351.93 in4
Section Inertia I23 = 0 in4
Shear Force = 206.138 kip
Moment Mu2 = -1.5408 kip-ft
Moment Mu3= -2.138 kip-ft
Max Design Shear Stress = 0.1114 kip/in2
Conc. Shear Stress Capacity = 0.1897 kip/in2
Punching Shear Ratio = 0.59
Drop Panel Punching Check
Avg. Eff. Slab Thickness = 16.5 in
Eff. Punching Perimeter = 354 in
Cover = 1.5 in
Conc. Comp. Strength = 4 kip/in2
Reinforcement Ratio = 0.000
Section Inertia I22 = 7690954.22 in4
Section Inertia I33 = 7690954.22 in4
Section Inertia I23 = 0 in4
Shear Force = 189.394 kip
Moment Mu2 = -1.143 kip-ft
Moment Mu3 = -2.1056 kip-ft
Max Design Shear Stress = 0.0326 kip/in2
Conc. Shear Stress Capacity = 0.1833 kip/in2
Punching Shear Ratio = 0.18
Column Punching Perimeter
Drop Panel Punching Perimeter
ACI 318-11 Punching Shear Check & Design
Geometric Properties
Combination = 1
Point Label = 204
Column Shape = Rectangular
Column Location = Interior
Global X-Coordinate = 93 ft
Global Y-Coordinate = 84 ft
Column Punching Check
Avg. Eff. Slab Thickness = 14.5 in
Eff. Punching Perimeter = 130 in
Cover = 1.5 in
Conc. Comp. Strength = 4 kip/in2
Reinforcement Ratio = 0.0000
Section Inertia I22 = 348351.93 in4
Section Inertia I33 = 348351.93 in4
Section Inertia I23 = 0 in4
Shear Force = 170.636 kip
Moment Mu2 = -4.0476 kip-ft
Moment Mu3= -3.0316 kip-ft
Max Design Shear Stress = 0.0945 kip/in2
Conc. Shear Stress Capacity = 0.1897 kip/in2
Punching Shear Ratio = 0.50
Drop Panel Punching Check
Avg. Eff. Slab Thickness = 16.5 in
Eff. Punching Perimeter = 354 in
Cover = 1.5 in
Conc. Comp. Strength = 4 kip/in2
Reinforcement Ratio = 0.000
Section Inertia I22 = 7690954.22 in4
Section Inertia I33 = 7690954.22 in4
Section Inertia I23 = 0 in4
Shear Force = 153.671 kip
Moment Mu2 = -4.7105 kip-ft
Moment Mu3 = -2.9986 kip-ft
Max Design Shear Stress = 0.0268 kip/in2
Conc. Shear Stress Capacity = 0.1833 kip/in2
Punching Shear Ratio = 0.15
Column Punching Perimeter
Drop Panel Punching Perimeter
ACI 318-11 Punching Shear Check & Design
Geometric Properties
Combination = 1
Point Label = 214
Column Shape = Rectangular
Column Location = Interior
Global X-Coordinate = 93 ft
Global Y-Coordinate = 102 ft
Column Punching Check
Avg. Eff. Slab Thickness = 14.5 in
Eff. Punching Perimeter = 130 in
Cover = 1.5 in
Conc. Comp. Strength = 4 kip/in2
Reinforcement Ratio = 0.0000
Section Inertia I22 = 348351.93 in4
Section Inertia I33 = 348351.93 in4
Section Inertia I23 = 0 in4
Shear Force = 156.089 kip
Moment Mu2 = 1.6991 kip-ft
Moment Mu3= -2.1445 kip-ft
Max Design Shear Stress = 0.085 kip/in2
Conc. Shear Stress Capacity = 0.1897 kip/in2
Punching Shear Ratio = 0.45
Drop Panel Punching Check
Avg. Eff. Slab Thickness = 16.5 in
Eff. Punching Perimeter = 354 in
Cover = 1.5 in
Conc. Comp. Strength = 4 kip/in2
Reinforcement Ratio = 0.000
Section Inertia I22 = 7690954.22 in4
Section Inertia I33 = 7690954.22 in4
Section Inertia I23 = 0 in4
Shear Force = 138.606 kip
Moment Mu2 = 1.7406 kip-ft
Moment Mu3 = -2.1098 kip-ft
Max Design Shear Stress = 0.024 kip/in2
Conc. Shear Stress Capacity = 0.1833 kip/in2
Punching Shear Ratio = 0.13
Column Punching Perimeter
Drop Panel Punching Perimeter
ACI 318-11 Punching Shear Check & Design
Geometr
![Example 2.2 [Ribbed slab design] - · PDF fileExample 2.2 [Ribbed slab design] A typical floor system of a lecture hall is to be designed as a ribbed slab. ... -Effective width computation](https://static.fdocuments.us/doc/165x107/5a7c36537f8b9a2e6e8c8bae/example-22-ribbed-slab-design-22-ribbed-slab-design-a-typical-floor-system.jpg)
