Design of Column-Base Plate Connections According to AISC360-10 and ACI318-14 Sample Envelope Design Report [SI units] ColumnBase is an integrated software for analysis and design of column-base ( Base plate ) connections using three dimensional finite element modeling. In this software all components of the connection are modeled such as column, plate, stiffeners, anchor bolts, concrete footing and grout. Analysis results verified by several valid experimental tests and realistic simulation of base plate behaviour is perform by using it. Analysis results are used for automatically design of connection components according to standards/codes. This report is user's manual of the software. You can download its free version now: Website: https://pceesoft.com https://pceesoft.com/tutorial/view/How-to-install-the-ColumnBase-Software https://pceesoft.com/tutorial/view/Getting-Started-With-ColumnBase https://pceesoft.com/tutorial/view/How-to-Access-Your-Software-Locking-Code https://pceesoft.com/tutorial/view/Install-Activate-the-.NET-Framework-3.5 https://pceesoft.com/Tutorialvideos/view/How-to-install-ColumnBase-Software

1. ColumnBase Demo v4.0.0 Envelope Design Report License ID: DemoVersion4.0.0
Job No.
Company:
Current Time: 2017/08/22 15:33:45
Design Preferences
Steel Design Code:
Consider Tension-Shear InteracƟon for Bolts?
Anchor Threads Excluded From Shear Plane?
Plate Design Criteria
Plate Strength ReducƟon Factor
Embedded Anchors Design Provision
Seismic Category
Concrete Cracked Under Service Loads?
Anchor reinf. and Supplementary reinf. is present?
Demand/Capacity RaƟo Limit:
AISC360-10 [LRFD]
Yes
No
Von-Mises Stress
0.9
ACI318-14
C,D,E,F
Yes
No
0.99
FooƟng/Grout Design Provision
FooƟng/Grout Design Criteria
Bearing Strength Capacity
AISC360-10 ,J8 [LRFD]
Normal Stress
Based on Design Code
Envelope Design Summery
Check Point
Plate Stress Check
FooƟng Bearing Stress Check
Anchor Steel Failure In Tension and Shear
Pullout Strength of Anchors
Concrete Breakout in Tension
Concrete Side-face Blowout Failure
Controlling Load Combo
LRFD03
LRFD02
LRFD03
LRFD03
LRFD03
LRFD01
Demand/Capacity RaƟo
0.45
1.03
0.37
0.79
1
0
Check
Pass
Fail
Pass
Pass
Fail
Pass
Plate Stress Check Demand/Capacity Ratio: 0.45 Check: Pass
General Data
Design Formulation
Plate Check
Design Provisions
Controlling Load Combo
Design Criteria
AISC360-10 [LRFD]
LRFD03
Von-Mises Stress
σvm,max [MPa]
139.423
σa [MPa]
310.264
DCR
0.45
Check
Pass
σa
Fy = 344.738 MPa
φ = 0.9
σvm,max
(Demand/Capacity RaƟo)
(Allowable stress)
(Plate yield stress)
(Strength reducƟon factor)
(Max. von-Mises stress under current load combo)
6
16
26
36
46
56
66
76
86
96
106
116
126
136
Plate Bottom Face Von-Mises Stress [LRFD03]
Min Value: 3.3786 , Max Value: 139.4234 MPa
Page 1 of 5ColumnBase Demo v4.0.0 Design Report (www.PCEESoft.com)

2. Footing Bearing Stress Check Demand/Capacity Ratio: 1.03 Check: Fail
General Data
Design Formulation
Footing Check
Design Provisions
Controlling Load Combo
FooƟng Bearing Capacity
FooƟng Design Criteria
AISC360-10 ,J8 [LRFD]
LRFD02
Based on Design Code
Normal Stress
fp,max [MPa]
26.424
φc.fp [MPa]
25.71
DCR
1.03
Check
Fail
f'c = 27.579 MPa
A1 = 126451.404 mm²
A2 = 360000 mm²
φc = 0.65
fp,max
(Demand/Capacity RaƟo)
(FooƟng Concrete f'c)
<AISC360-10 J.8>
<AISC360-10 J.8>
(Strenght reducƟon factor)
(Max. bearing stress under current load combo)
-25.9
-23.9
-21.9
-19.9
-17.9
-15.9
-13.9
-11.9
-9.9
-7.9
-5.9
-3.9
-1.9
0.1
Footing Bearing Stress For LoadCombo: LRFD02
Min Value: -26.4236 , Max Value: 0.5063 MPa
Anchor Steel Check In Tension and Shear Demand/Capacity Ratio: 0.37 Check: Pass
General Data
Design Formulations
Anchors Check
Steel Failure Mode
Design Provisions
Consider InteracƟon?
Threads Excluded?
Load Combo
Anchors Fu
Anchors Fnt
Anchors Fnv
AISC360-10 [LRFD] J3.6-J3.7
Yes
No
Controlling LoadCombo
689.476 MPa
517.107 MPa
310.264 MPa
(Consider Tension-Shear InteracƟon?)
(Threads are Excluded From Shear Plane?)
(Minimum Tensile Strength of Anchor Bolts)
<Nominal Tensile Strength ,AISC360-10 Table J3.2>
<Nominal Shear Strength ,AISC360-10 Table J3.2>
No.
1
2
3
4
ID
20
20
20
20
Ab [mm²]
314.16
314.16
314.16
314.16
CriƟcal LC
LRFD03
LRFD03
LRFD03
LRFD03
T [kN]
0
0
43.035
43.035
Vx [kN]
6.41
-6.41
2.762
-2.762
Vy [kN]
25.374
25.374
24.626
24.626
Vr [kN]
26.171
26.171
24.781
24.781
F'nt [MPa]
487.118
487.118
496.95
496.95
ϕRnt [kN]
114.774
114.774
117.091
117.091
ϕRnv [kN]
73.104
73.104
73.104
73.104
DCR
0.36
0.36
0.37
0.37
Check
Pass
Pass
Pass
Pass
Ab
F'nt
Tu
Vu
frv
φ = 0.75
<AISC360-10 SecƟon J3.6 ,J3.7>
<AISC360-10 SecƟon J3.7>
(CalculaƟon of ulƟmate shear force and stress)
(Demand/Capacity RaƟo)
(Nominal unthreaded body area of bolt)
(Nominal tensile stress modified to include the effects of shear stress)
(Anchor bolt tension force under current load combo)
(Anchor bolt shear force under current load combo)
(Shear stress under current load combo)
(Strength ReducƟon Factor)
Page 2 of 5ColumnBase Demo v4.0.0 Design Report (www.PCEESoft.com)

3. Pullout Strength of Cast-in Anchors Demand/Capacity Ratio: 0.79 Check: Pass
General Data
Design Formulation
Anchors Check
Design Provisions
Load Combo
Strength ReducƟon Factor(Seismic)
Anchors Type
Anchors Head Type
Concrete Cracked?
FooƟng Concrete f'c
ACI318-14 SecƟon 17.4.3
Controlling Load Combo
0.75
Headed Bolts
Hex
Yes
27.579 MPa
Pullout Failure Mode
No.
1
2
3
4
ID
20
20
20
20
CriƟcal LC
LRFD01
LRFD01
LRFD03
LRFD03
da [mm]
20
20
20
20
Abrg [mm²]
467.685
467.685
467.685
467.685
0.75ϕNpn [kN]
54.173
54.173
54.173
54.173
Nua [kN]
0
0
43.035
43.035
DCR
0
0
0.79
0.79
Check
Pass
Pass
Pass
Pass
ψc,p = 1
φ = 0.7
Abrg
Nua
<ACI318-14 SecƟon 17.4.3>
<ACI318-14 SecƟon 17.4.3.6>
<ACI318-14 SecƟon 17.3.3>
(Net bearing area of the head of anchor)
(Anchor tension force under current load combo)
Page 3 of 5ColumnBase Demo v4.0.0 Design Report (www.PCEESoft.com)

4. Concrete Breakout Strength In Tension Demand/Capacity Ratio: 1 Check: Fail
General Data
Design Formulation
Anchors Check
Design Provisions
Controlling Load Combo
Anchors Type
Strength ReducƟon Factor(Seismic)
Anchor Reinf. and Supplementary Reinf. Is Present?
hef ,EffecƟve embedment depth of anchor
FooƟng Concrete, f'c
Concrete Cracked?
λ , Concrete lightweight factor
ACI318-14 SecƟon 17.4.2
Controlling LoadCombo
Headed Bolts
0.75
No
400 mm
27.579 MPa
Yes
1
Concrete Breakout Failure Mode
No.
1
2
3
4
ID
20
20
20
20
CriƟcal LC
LRFD01
LRFD01
LRFD03
LRFD03
Ca,min [mm]
160.3
160.3
160.3
160.3
Ca,max [mm]
439.7
439.7
439.7
439.7
hef [mm]
400
400
400
400
ANc [mm²]
360000
360000
360000
360000
ψed,N
0.78
0.78
0.78
0.78
Nb [kN]
0.157
0.157
0.157
0.157
0.75φNcb [kN]
43.206
43.206
43.206
43.206
Nua [kN]
0
0
43.035
43.035
DCR
0
0
1
1
Check
Pass
Pass
Fail
Fail
ψed,N
ψc,N = 1
ψcp,N = 1
kc = 24
ANc
ANco
Ca,min
Ca,max
Nua
φ = 0.7
<ACI318-14 SecƟon 17.4.2.1>
(Units: psi,in) <ACI318-14 SecƟon 17.4.2.2>
(Units: psi,in) <ACI318-14 SecƟon 17.4.2.2>
<ACI318-14 SecƟon 17.4.2.3>
(Demand/Capacity RaƟo)
<ACI318-14 Eq 17.4.2.5>
<ACI318-14 SecƟon 17.4.2.6>
<ACI318-14 SecƟon 17.4.2.7>
<ACI318-14 SecƟon 17.4.2.2>
<ACI318-14 SecƟon 17.4.2.1>
<ACI318-14 SecƟon 17.4.2.1>
(Minimum edge distance)
(Maximum edge distance)
(Anchor tension force under current load combo)
<ACI318-14 SecƟon 17.3.3>
Page 4 of 5ColumnBase Demo v4.0.0 Design Report (www.PCEESoft.com)

5. Concrete Side-face Blowout Strength Demand/Capacity Ratio: 0 Check: Pass
General Data
Design Formulation
Anchors Check
Sideface Blowout Failure Mode
Design Provisions
Controlling Load Combo
Strength ReducƟon Factor(Seismic)
Anchors Type
Anchors Head Type
hef, EffecƟve embedment depth of anchor
FooƟng Concrete, f'c
λ, Concrete lightweight factor
ACI318-14 SecƟon 17.4.4
Controlling LoadCombo
0.75
Headed Bolts
Hex
400 mm
27.579 MPa
1
No.
1
2
3
4
ID
20
20
20
20
CriƟcal LC
LRFD01
LRFD01
LRFD01
LRFD01
Ca1 [mm]
160.3
160.3
160.3
160.3
hef >2.5Ca1
No
No
No
No
Ca2 [mm]
N.A
N.A
N.A
N.A
α
N.A
N.A
N.A
N.A
Abrg [mm²]
N.A
N.A
N.A
N.A
0.75 αφNsb [kN]
N.A
N.A
N.A
N.A
Nua [kN]
N.A
N.A
N.A
N.A
DCR
-
-
-
-
Check
-
-
-
-
Ca1
Ca2
Abrg
φ = 0.7
Nua
(Otherwise the side-face blowout failure is not applicable for the anchor)
<ACI318-14 Eq 17.4.4.1>
(ModificaƟon factor, ACI318-14 SecƟon 17.4.4.1)
(Demand/Capacity RaƟo)
(Minimum edge distance)
(Minimum edge distance in the direcƟon perpendicular to ca1)
(Net bearing area of the head of anchor)
<ACI318-14 SecƟon 17.3.3>
(Anchor tension force under current load combo)
Page 5 of 5ColumnBase Demo v4.0.0 Design Report (www.PCEESoft.com)