Auditing 2C-3, section 1

Bentley Systems, Incorporated
www.bentley.com
Cross Section Configuration
Gross Section Properties
Ac 2760 in²
Centroid elevation -10 inches
Concrete Components
Top elevation
inches		 Bottom elevation
inches		 Depth
inches		 Width
inches		 Initial Fc
psi		 Final Fc
psi		 Initial Fcu
psi		 Final Fcu
psi		 Initial Ec
psi		 Final Ec
psi		 Wc
pcf		 In
shear
core?
Concrete Blocks
0 -20 20 138 3000 5000 3725 6399 3321000 4287000 150 Yes
Mild Reinforcement Components
Index Elevation
inches		 Slab Face Fy
ksi		 Es
ksi		 R-component S-component As/Unit
in²		 Diameter
inches		 Epoxy
Coated		 Straight
Development
Length
inches		 90
Degree
Hook
Development
Length
inches		 180
Degree
Development
Length
inches		 Bar
designed
by		 As
in²		 As
Developed
in²		 Number
of
Units		 Spacing
inches
User Designed Longitudinal Bars:
1 -1.314 Top 60 29000 0 1 1 1.128 No -- -- -- User Defined 14 12.6 14 --
2 -17.44 Bottom 60 29000 0 1 1 1.128 No -- -- -- User Defined 11 10.86 11 --
Index Elevation
inches		 Slab Face Fy
ksi		 Es
ksi		 R-component S-component As/Unit
in²		 Diameter
inches		 Epoxy
Coated		 Straight
Development
Length
inches		 90
Degree
Hook
Development
Length
inches		 180
Degree
Development
Length
inches		 Bar
designed
by		 As
in²		 As
Developed
in²		 Number
of
Units		 Spacing
inches
Program Designed Longitudinal Bars:
3 -1.314 Top 60 29000 0 1 1 1.128 No 80.15 19.15 19.15 To be designed -- -- -- --
4 -18.69 Bottom 60 29000 0 1 1 1.128 No 61.66 19.15 19.15 To be designed -- -- -- --
Index Fy
ksi		 Es
ksi		 As/Unit
in²		 Diameter
inches		 Epoxy
Coated		 Bar
designed
by		 As
in²		 As
Developed
in²		 Number
of
Units		 Spacing
inches		 Closed?
Transverse Bars:
1 60 29000 0.2 0.5046 No To be designed -- -- -- -- --
Post-tensioning Components

Starting Pass 0 Design
Design at Start of Pass 0:
Design without span detailing:
As Top 0 in² ()
As Top Developed 0 in² ()
As Bot. 0 in² ()
As Bot. Developed 0 in² ()
As Shear Density 0 inches ()
As Shear Spacing infinite inches ()
As Shear 0 in² ()
Design with span detailing:
As Top 0 in² ()
As Top Developed 0 in² ()
As Bot. 0 in² ()
As Bot. Developed 0 in² ()
As Shear Density 0 inches ()
As Shear Spacing infinite inches ()
As Shear 0 in² ()
Designing for Rule Set "Code Minimum Design"
Omitting Details...
Designing for Rule Set "User Minimum Design"
Omitting Details...
Designing for Rule Set "Initial Service Design"
Omitting Details...
Designing for Rule Set "Service Design"
Omitting Details...
Designing for Rule Set "Sustained Service Design"
Omitting Details...
Designing for Rule Set "Strength Design"
Starting Pass 1 design for ACI 318-14 Strength Designer
Resultant Vr
(horizontal shear)
Kips		 Ps
(axial tension)
Kips		 Vz
(vertical shear)
Kips		 Mr
(bending)
kip-ft		 Ts
(torsion)
kip-ft		 Mz
(diaphragm bending)
kip-ft
Base Design Envelopes:
1 -0.1245 -38.11 -141.3 -469.9 17.37 1.828
2 2.351 -81.6 -304.7 -995.8 18.61 1.594
Resultant Vr
(horizontal shear)
Kips		 Ps
(axial tension)
Kips		 Vz
(vertical shear)
Kips		 Mr
(bending)
kip-ft		 Ts
(torsion)
kip-ft		 Mz
(diaphragm bending)
kip-ft
Envelopes after Torsion Conversion:
1 -0.1245 -38.11 -141.3 -469.9 0 1.828
2 2.351 -81.6 -304.7 -995.8 0 1.594
Designing for Envelope 1
Starting 8.5.2 Bending Design
Preliminary Bending Design
As Top 0 in² ()
As Top Developed 5.069 in² (8.5.2)
As Bot. 0 in² ()
As Bot. Developed 0 in² ()
As Shear Density 0 inches ()
As Shear Spacing infinite inches ()
As Shear 0 in² ()
1 Design iterations used.
Bending Design
As Top 0 in² ()
As Top Developed 5.315 in² (8.5.2)
As Bot. 0 in² ()
As Bot. Developed 0 in² ()
As Shear Density 0 inches ()
As Shear Spacing infinite inches ()
As Shear 0 in² ()
Bending and Axial Design
As Top 0 in² ()
As Top Developed 5.315 in² (8.5.2)
As Bot. 0 in² ()
As Bot. Developed 0 in² ()
As Shear Density 0 inches ()
As Shear Spacing infinite inches ()
As Shear 0 in² ()
Resultant Tension Force Elevation = -1.314 inches
Strain at Resultant Tension Force = 0.06798
ϕ = 0.9
Cross Section Forces
Cross Section Strains
Curvature = -0.003799 (1/inches)
Top Strain = 0.07297
Centroid Strain = 0.03499
Bottom Strain = -0.003
Concrete Forces
Concrete Block #1
Top stress = 0 psi
Bottom stress = -4250 psi
Force = -361.1 Kips
Force Elevation = -19.68 inches
Non Prestressed Reinforcement Forces
Longitudinal Bar #1
Elevation = -1.314 inches
Cross Section Strain = 0.06798
Component Cross Section Strain (considers bar angle) = 0.06798
Stress = 60 ksi
As (after reduction for development length) = 5.315 in²
Force = 318.9 Kips
Post-tensioning Forces
Torsion is small enough to be ignored.
8.5.2 Bending Design Result:
As Top 0 in² ()
As Top Developed 5.315 in² (8.5.2)
As Bot. 0 in² ()
As Bot. Developed 0 in² ()
As Shear Density 0 inches ()
As Shear Spacing infinite inches ()
As Shear 0 in² ()
Envelope 1 Design:
As Top 5.315 in² (8.5.2)
As Top Developed 5.315 in² (8.5.2)
As Bot. 0 in² ()
As Bot. Developed 0 in² ()
As Shear Density 0 inches ()
As Shear Spacing infinite inches ()
As Shear 0 in² ()
Designing for Envelope 2
Starting 8.5.2 Bending Design
Preliminary Bending Design
As Top 0 in² ()
As Top Developed 10.74 in² (8.5.2)
As Bot. 0 in² ()
As Bot. Developed 0 in² ()
As Shear Density 0 inches ()
As Shear Spacing infinite inches ()
As Shear 0 in² ()
2 Design iterations used.
Bending Design
As Top 0 in² ()
As Top Developed 11.52 in² (8.5.2)
As Bot. 0 in² ()
As Bot. Developed 0 in² ()
As Shear Density 0 inches ()
As Shear Spacing infinite inches ()
As Shear 0 in² ()
Bending and Axial Design
As Top 0 in² ()
As Top Developed 11.52 in² (8.5.2)
As Bot. 0 in² ()
As Bot. Developed 0 in² ()
As Shear Density 0 inches ()
As Shear Spacing infinite inches ()
As Shear 0 in² ()
Resultant Tension Force Elevation = -1.314 inches
Strain at Resultant Tension Force = 0.02978
ϕ = 0.9
Cross Section Forces
Cross Section Strains
Curvature = -0.001754 (1/inches)
Top Strain = 0.03209
Centroid Strain = 0.01454
Bottom Strain = -0.003
Concrete Forces
Concrete Block #1
Top stress = 0 psi
Bottom stress = -4250 psi
Force = -782 Kips
Force Elevation = -19.31 inches
Non Prestressed Reinforcement Forces
Longitudinal Bar #1
Elevation = -1.314 inches
Cross Section Strain = 0.02978
Component Cross Section Strain (considers bar angle) = 0.02978
Stress = 60 ksi
As (after reduction for development length) = 11.52 in²
Force = 691.3 Kips
Post-tensioning Forces
Torsion is small enough to be ignored.
8.5.2 Bending Design Result:
As Top 0 in² ()
As Top Developed 11.52 in² (8.5.2)
As Bot. 0 in² ()
As Bot. Developed 0 in² ()
As Shear Density 0 inches ()
As Shear Spacing infinite inches ()
As Shear 0 in² ()
Envelope 2 Design:
As Top 11.52 in² (8.5.2)
As Top Developed 11.52 in² (8.5.2)
As Bot. 0 in² ()
As Bot. Developed 0 in² ()
As Shear Density 0 inches ()
As Shear Spacing infinite inches ()
As Shear 0 in² ()
Final Pass 1 design for ACI 318-14 Strength Designer
As Top 11.52 in² (8.5.2)
As Top Developed 11.52 in² (8.5.2)
As Bot. 0 in² ()
As Bot. Developed 0 in² ()
As Shear Density 0 inches ()
As Shear Spacing infinite inches ()
As Shear 0 in² ()
Designing for Rule Set "Ductility Design"
Omitting Details...
Pass 0 Design Summary:
Design without span detailing:
As Top 0 in² ()
As Top Developed 0 in² ()
As Bot. 0 in² ()
As Bot. Developed 0 in² ()
As Shear Density 0 inches ()
As Shear Spacing infinite inches ()
As Shear 0 in² ()
Design with span detailing:
As Top 0 in² ()
As Top Developed 0 in² ()
As Bot. 0 in² ()
As Bot. Developed 0 in² ()
As Shear Density 0 inches ()
As Shear Spacing infinite inches ()
As Shear 0 in² ()

Starting Pass 1 Design
Design at Start of Pass 1:
Design without span detailing:
As Top 0 in² ()
As Top Developed 0 in² ()
As Bot. 0 in² ()
As Bot. Developed 0 in² ()
As Shear Density 0 inches ()
As Shear Spacing infinite inches ()
As Shear 0 in² ()
Design with span detailing:
As Top 0 in² ()
As Top Developed 0 in² ()
As Bot. 0 in² ()
As Bot. Developed 0 in² ()
As Shear Density 0 inches ()
As Shear Spacing infinite inches ()
As Shear 0 in² ()
Designing for Rule Set "Code Minimum Design"
Omitting Details...
Designing for Rule Set "User Minimum Design"
Omitting Details...
Designing for Rule Set "Initial Service Design"
Omitting Details...
Designing for Rule Set "Service Design"
Omitting Details...
Designing for Rule Set "Sustained Service Design"
Omitting Details...
Designing for Rule Set "Strength Design"
Starting Pass 1 design for ACI 318-14 Strength Designer
Resultant Vr
(horizontal shear)
Kips		 Ps
(axial tension)
Kips		 Vz
(vertical shear)
Kips		 Mr
(bending)
kip-ft		 Ts
(torsion)
kip-ft		 Mz
(diaphragm bending)
kip-ft
Base Design Envelopes:
1 -0.1245 -38.11 -141.3 -469.9 17.37 1.828
2 2.351 -81.6 -304.7 -995.8 18.61 1.594
Resultant Vr
(horizontal shear)
Kips		 Ps
(axial tension)
Kips		 Vz
(vertical shear)
Kips		 Mr
(bending)
kip-ft		 Ts
(torsion)
kip-ft		 Mz
(diaphragm bending)
kip-ft
Envelopes after Torsion Conversion:
1 -0.1245 -38.11 -141.3 -469.9 0 1.828
2 2.351 -81.6 -304.7 -995.8 0 1.594
Designing for Envelope 1
Starting 8.5.2 Bending Design
Preliminary Bending Design
As Top 0 in² ()
As Top Developed 0 in² ()
As Bot. 0 in² ()
As Bot. Developed 0 in² ()
As Shear Density 0 inches ()
As Shear Spacing infinite inches ()
As Shear 0 in² ()
0 Design iterations used.
Bending Design
As Top 0 in² ()
As Top Developed 0 in² ()
As Bot. 0 in² ()
As Bot. Developed 0 in² ()
As Shear Density 0 inches ()
As Shear Spacing infinite inches ()
As Shear 0 in² ()
Bending and Axial Design
As Top 0 in² ()
As Top Developed 0 in² ()
As Bot. 0 in² ()
As Bot. Developed 0 in² ()
As Shear Density 0 inches ()
As Shear Spacing infinite inches ()
As Shear 0 in² ()
Resultant Tension Force Elevation = -4.462 inches
Strain at Resultant Tension Force = 0.01871
ϕ = 0.9
Cross Section Forces
Cross Section Strains
Curvature = -0.001397 (1/inches)
Top Strain = 0.02494
Centroid Strain = 0.01097
Bottom Strain = -0.003
Concrete Forces
Concrete Block #1
Top stress = 0 psi
Bottom stress = -4250 psi
Force = -981.9 Kips
Force Elevation = -19.13 inches
Non Prestressed Reinforcement Forces
Longitudinal Bar #1
Elevation = -1.314 inches
Cross Section Strain = 0.02311
Component Cross Section Strain (considers bar angle) = 0.02311
Stress = 60 ksi
As (after reduction for development length) = 12.6 in²
Force = 756.2 Kips
Longitudinal Bar #2
Elevation = -17.44 inches
Cross Section Strain = 0.0005826
Component Cross Section Strain (considers bar angle) = 0.0005826
Stress = 16.9 ksi
As (after reduction for development length) = 10.86 in²
Force = 183.4 Kips
Post-tensioning Forces
Torsion is small enough to be ignored.
8.5.2 Bending Design Result:
As Top 0 in² ()
As Top Developed 0 in² ()
As Bot. 0 in² ()
As Bot. Developed 0 in² ()
As Shear Density 0 inches ()
As Shear Spacing infinite inches ()
As Shear 0 in² ()
Envelope 1 Design:
As Top 0 in² ()
As Top Developed 0 in² ()
As Bot. 0 in² ()
As Bot. Developed 0 in² ()
As Shear Density 0 inches ()
As Shear Spacing infinite inches ()
As Shear 0 in² ()
Designing for Envelope 2
Starting 8.5.2 Bending Design
Preliminary Bending Design
As Top 0 in² ()
As Top Developed 0 in² ()
As Bot. 0 in² ()
As Bot. Developed 0 in² ()
As Shear Density 0 inches ()
As Shear Spacing infinite inches ()
As Shear 0 in² ()
0 Design iterations used.
Bending Design
As Top 0 in² ()
As Top Developed 0 in² ()
As Bot. 0 in² ()
As Bot. Developed 0 in² ()
As Shear Density 0 inches ()
As Shear Spacing infinite inches ()
As Shear 0 in² ()
Bending and Axial Design
As Top 0 in² ()
As Top Developed 0 in² ()
As Bot. 0 in² ()
As Bot. Developed 0 in² ()
As Shear Density 0 inches ()
As Shear Spacing infinite inches ()
As Shear 0 in² ()
Resultant Tension Force Elevation = -4.098 inches
Strain at Resultant Tension Force = 0.01871
ϕ = 0.9
Cross Section Forces
Cross Section Strains
Curvature = -0.001365 (1/inches)
Top Strain = 0.02431
Centroid Strain = 0.01065
Bottom Strain = -0.003
Concrete Forces
Concrete Block #1
Top stress = 0 psi
Bottom stress = -4250 psi
Force = -1005 Kips
Force Elevation = -19.11 inches
Non Prestressed Reinforcement Forces
Longitudinal Bar #1
Elevation = -1.314 inches
Cross Section Strain = 0.02251
Component Cross Section Strain (considers bar angle) = 0.02251
Stress = 60 ksi
As (after reduction for development length) = 12.6 in²
Force = 756.2 Kips
Longitudinal Bar #2
Elevation = -17.44 inches
Cross Section Strain = 0.0005012
Component Cross Section Strain (considers bar angle) = 0.0005012
Stress = 14.54 ksi
As (after reduction for development length) = 10.86 in²
Force = 157.8 Kips
Post-tensioning Forces
Torsion is small enough to be ignored.
8.5.2 Bending Design Result:
As Top 0 in² ()
As Top Developed 0 in² ()
As Bot. 0 in² ()
As Bot. Developed 0 in² ()
As Shear Density 0 inches ()
As Shear Spacing infinite inches ()
As Shear 0 in² ()
Envelope 2 Design:
As Top 0 in² ()
As Top Developed 0 in² ()
As Bot. 0 in² ()
As Bot. Developed 0 in² ()
As Shear Density 0 inches ()
As Shear Spacing infinite inches ()
As Shear 0 in² ()
Final Pass 1 design for ACI 318-14 Strength Designer
No reinforcement required.
Designing for Rule Set "Ductility Design"
Omitting Details...
Pass 1 Design Summary:
Design without span detailing:
As Top 0 in² ()
As Top Developed 0 in² ()
As Bot. 0 in² ()
As Bot. Developed 0 in² ()
As Shear Density 0 inches ()
As Shear Spacing infinite inches ()
As Shear 0 in² ()
Design with span detailing:
As Top 0 in² ()
As Top Developed 0 in² ()
As Bot. 0 in² ()
As Bot. Developed 0 in² ()
As Shear Density 0 inches ()
As Shear Spacing infinite inches ()
As Shear 0 in² ()

Starting Pass 2 Design
Design at Start of Pass 2:
Design without span detailing:
As Top 0 in² ()
As Top Developed 0 in² ()
As Bot. 0 in² ()
As Bot. Developed 0 in² ()
As Shear Density 0 inches ()
As Shear Spacing infinite inches ()
As Shear 0 in² ()
Design with span detailing:
As Top 0 in² ()
As Top Developed 0 in² ()
As Bot. 0 in² ()
As Bot. Developed 0 in² ()
As Shear Density 0 inches ()
As Shear Spacing infinite inches ()
As Shear 0 in² ()
Designing for Rule Set "Code Minimum Design"
Omitting Details...
Designing for Rule Set "User Minimum Design"
Omitting Details...
Designing for Rule Set "Initial Service Design"
Omitting Details...
Designing for Rule Set "Service Design"
Omitting Details...
Designing for Rule Set "Sustained Service Design"
Omitting Details...
Designing for Rule Set "Strength Design"
Starting non span-detailed Pass 2 Design:
Starting Pass 2 design for ACI 318-14 Strength Designer
Resultant Vr
(horizontal shear)
Kips		 Ps
(axial tension)
Kips		 Vz
(vertical shear)
Kips		 Mr
(bending)
kip-ft		 Ts
(torsion)
kip-ft		 Mz
(diaphragm bending)
kip-ft
Base Design Envelopes:
1 -0.1245 -38.11 -141.3 -469.9 17.37 1.828
2 2.351 -81.6 -304.7 -995.8 18.61 1.594
Resultant Vr
(horizontal shear)
Kips		 Ps
(axial tension)
Kips		 Vz
(vertical shear)
Kips		 Mr
(bending)
kip-ft		 Ts
(torsion)
kip-ft		 Mz
(diaphragm bending)
kip-ft
Envelopes after Torsion Conversion:
1 -0.1245 -38.11 -141.3 -469.9 0 1.828
2 2.351 -81.6 -304.7 -995.8 0 1.594
Designing for Envelope 1
Starting 8.5.3 Shear Design
Torsion Calculations (Preparation for Shear Calcs):
Torsion small enough to be ignored.
Section strains at time of shear calc:
Curvature = -5.922e-5 (1/inches)
Top Strain = 0.0009275
Centroid Strain = 0.0003353
Bottom Strain = -0.0002569
General Parameters:
bw 138 inches
d 18.69 inches
bw d 2579 in²
As 12.6 in²
rho 0.004887
f'c 5000 psi
Vu -141.3 Kips
Mu -469.9 kip-ft
Nu 38.11 Kips
No significant Net Axial Tension or Compression - Calculating Vc Using Equation 22.5.5.1(a):
(Vu d) / Mu = 0.4682
Vc = 361.2 Kips (Equation 22.5.5.1(a))
Vc(min) = 364.7 Kips (Equation 22.5.5.1)
Vc(max) = 638.2 Kips (Equation 22.5.5.1(c))
Using Vc = 364.7 Kips
Considering cross section as "slab"
No stirrups required
Maximum (shear) stirrup spacing = 9.343 inches (for shear, if stirrups required)
Maximum stirrup spacing = 9.343 inches (if stirrups required, considers torsion also)
Vn Required = 188.4 Kips (from Vu/phi)
Vs Required = 0 Kips (from Vn - Vc)
Maximum phi Vn = 1368 Kips (not considering torsion)
phi Vn taken by torsion = 0 Kips
Available Vn = 1823 Kips (after torsion considered)
Designing for Vs = 0 Kips
Existing usable Vs = 0 Kips
Av/s = 0 inches (shear only)
Av/s = 0 inches (torsion only)
Av/s = 0 inches (shear + torsion)
Total Av/s = 0 inches (shear, torsion & minimum)
Starting 8.5.3 Shear Design Using "maximize effective depth"
Torsion Calculations (Preparation for Shear Calcs):
Torsion small enough to be ignored.
Section strains at time of shear calc:
Curvature = -7.355e-5 (1/inches)
Top Strain = 0.00118
Centroid Strain = 0.000444
Bottom Strain = -0.0002914
General Parameters:
bw 138 inches
d 18.69 inches
bw d 2579 in²
As 12.6 in²
rho 0.004887
f'c 5000 psi
Vu -141.3 Kips
Mu -469.9 kip-ft
Nu 38.11 Kips
No significant Net Axial Tension or Compression - Calculating Vc Using Equation 22.5.5.1(a):
(Vu d) / Mu = 0.4682
Vc = 361.2 Kips (Equation 22.5.5.1(a))
Vc(min) = 364.7 Kips (Equation 22.5.5.1)
Vc(max) = 638.2 Kips (Equation 22.5.5.1(c))
Using Vc = 364.7 Kips
Considering cross section as "slab"
No stirrups required
Maximum (shear) stirrup spacing = 9.343 inches (for shear, if stirrups required)
Maximum stirrup spacing = 9.343 inches (if stirrups required, considers torsion also)
Vn Required = 188.4 Kips (from Vu/phi)
Vs Required = 0 Kips (from Vn - Vc)
Maximum phi Vn = 1368 Kips (not considering torsion)
phi Vn taken by torsion = 0 Kips
Available Vn = 1823 Kips (after torsion considered)
Designing for Vs = 0 Kips
Existing usable Vs = 0 Kips
Av/s = 0 inches (shear only)
Av/s = 0 inches (torsion only)
Av/s = 0 inches (shear + torsion)
Total Av/s = 0 inches (shear, torsion & minimum)
8.5.3 Shear Design Result:
As Top 0 in² ()
As Top Developed 0 in² ()
As Bot. 0 in² ()
As Bot. Developed 0 in² ()
As Shear Density 0 inches ()
As Shear Spacing infinite inches ()
As Shear 0 in² ()
Envelope 1 Design:
As Top 0 in² ()
As Top Developed 0 in² ()
As Bot. 0 in² ()
As Bot. Developed 0 in² ()
As Shear Density 0 inches ()
As Shear Spacing infinite inches ()
As Shear 0 in² ()
Designing for Envelope 2
Starting 8.5.3 Shear Design
Torsion Calculations (Preparation for Shear Calcs):
Torsion small enough to be ignored.
Section strains at time of shear calc:
Curvature = -0.0001268 (1/inches)
Top Strain = 0.001973
Centroid Strain = 0.0007057
Bottom Strain = -0.0005619
General Parameters:
bw 138 inches
d 18.69 inches
bw d 2579 in²
As 12.6 in²
rho 0.004887
f'c 5000 psi
Vu -304.7 Kips
Mu -995.8 kip-ft
Nu 81.6 Kips
No significant Net Axial Tension or Compression - Calculating Vc Using Equation 22.5.5.1(a):
(Vu d) / Mu = 0.4764
Vc = 361.5 Kips (Equation 22.5.5.1(a))
Vc(min) = 364.7 Kips (Equation 22.5.5.1)
Vc(max) = 638.2 Kips (Equation 22.5.5.1(c))
Using Vc = 364.7 Kips
Considering cross section as "slab"
Minimum stirrups (or more) required (shear strength)
Maximum (shear) stirrup spacing = 9.343 inches (for shear, if stirrups required)
Maximum stirrup spacing = 9.343 inches (if stirrups required, considers torsion also)
Vn Required = 406.2 Kips (from Vu/phi)
Vs Required = 41.53 Kips (from Vn - Vc)
Maximum phi Vn = 1368 Kips (not considering torsion)
phi Vn taken by torsion = 0 Kips
Available Vn = 1823 Kips (after torsion considered)
No-stirrup assumption is wrong! - Restarting assuming stirrups provided:
Torsion Calculations (Preparation for Shear Calcs):
Torsion small enough to be ignored.
Section strains at time of shear calc:
Curvature = -0.0001268 (1/inches)
Top Strain = 0.001973
Centroid Strain = 0.0007057
Bottom Strain = -0.0005619
General Parameters:
bw 138 inches
d 18.69 inches
bw d 2579 in²
As 12.6 in²
rho 0.004887
f'c 5000 psi
Vu -304.7 Kips
Mu -995.8 kip-ft
Nu 81.6 Kips
No significant Net Axial Tension or Compression - Calculating Vc Using Equation 22.5.5.1(a):
(Vu d) / Mu = 0.4764
Vc = 361.5 Kips (Equation 22.5.5.1(a))
Vc(min) = 364.7 Kips (Equation 22.5.5.1)
Vc(max) = 638.2 Kips (Equation 22.5.5.1(c))
Using Vc = 364.7 Kips
Considering cross section as "slab"
Minimum stirrups (or more) required (shear strength)
Maximum (shear) stirrup spacing = 9.343 inches (for shear, if stirrups required)
Maximum stirrup spacing = 9.343 inches (if stirrups required, considers torsion also)
Vn Required = 406.2 Kips (from Vu/phi)
Vs Required = 41.53 Kips (from Vn - Vc)
Maximum phi Vn = 1368 Kips (not considering torsion)
phi Vn taken by torsion = 0 Kips
Available Vn = 1823 Kips (after torsion considered)
Designing for Vs = 41.53 Kips
Existing usable Vs = 0 Kips
Av/s = 0.03705 inches (shear only)
Av/s = 0 inches (torsion only)
Av/s = 0.03705 inches (shear + torsion)
Minimum Av/s = 0.122 inches
Total Av/s = 0.122 inches (shear, torsion & minimum)
Starting 8.5.3 Shear Design Using "maximize effective depth"
Torsion Calculations (Preparation for Shear Calcs):
Torsion small enough to be ignored.
Bending Equilibrium NOT Possible!!!!!!!!!!
Not using "maximize effective depth" results due to insufficient tension chord force
8.5.3 Shear Design Result:
As Top 0 in² ()
As Top Developed 0 in² ()
As Bot. 0 in² ()
As Bot. Developed 0 in² ()
As Shear Density 0.122 inches (8.5.3)
As Shear Spacing 9.343 inches (8.5.3)
As Shear 1.14 in² (8.5.3)
Envelope 2 Design:
As Top 0 in² ()
As Top Developed 0 in² ()
As Bot. 0 in² ()
As Bot. Developed 0 in² ()
As Shear Density 0.122 inches (8.5.3)
As Shear Spacing 9.343 inches (8.5.3)
As Shear 1.14 in² (8.5.3)
Final Pass 2 design for ACI 318-14 Strength Designer
As Top 0 in² ()
As Top Developed 0 in² ()
As Bot. 0 in² ()
As Bot. Developed 0 in² ()
As Shear Density 0.122 inches (8.5.3)
As Shear Spacing 9.343 inches (8.5.3)
As Shear 1.14 in² (8.5.3)

Starting span-detailed Pass 2 Design:
Starting Pass 2 design for ACI 318-14 Strength Designer
Resultant Vr
(horizontal shear)
Kips		 Ps
(axial tension)
Kips		 Vz
(vertical shear)
Kips		 Mr
(bending)
kip-ft		 Ts
(torsion)
kip-ft		 Mz
(diaphragm bending)
kip-ft
Base Design Envelopes:
1 -0.1245 -38.11 -141.3 -469.9 17.37 1.828
2 2.351 -81.6 -304.7 -995.8 18.61 1.594
Resultant Vr
(horizontal shear)
Kips		 Ps
(axial tension)
Kips		 Vz
(vertical shear)
Kips		 Mr
(bending)
kip-ft		 Ts
(torsion)
kip-ft		 Mz
(diaphragm bending)
kip-ft
Envelopes after Torsion Conversion:
1 -0.1245 -38.11 -141.3 -469.9 0 1.828
2 2.351 -81.6 -304.7 -995.8 0 1.594
Designing for Envelope 1
Starting 8.5.3 Shear Design
Torsion Calculations (Preparation for Shear Calcs):
Torsion small enough to be ignored.
Section strains at time of shear calc:
Curvature = -5.922e-5 (1/inches)
Top Strain = 0.0009275
Centroid Strain = 0.0003353
Bottom Strain = -0.0002569
General Parameters:
bw 138 inches
d 18.69 inches
bw d 2579 in²
As 12.6 in²
rho 0.004887
f'c 5000 psi
Vu -141.3 Kips
Mu -469.9 kip-ft
Nu 38.11 Kips
No significant Net Axial Tension or Compression - Calculating Vc Using Equation 22.5.5.1(a):
(Vu d) / Mu = 0.4682
Vc = 361.2 Kips (Equation 22.5.5.1(a))
Vc(min) = 364.7 Kips (Equation 22.5.5.1)
Vc(max) = 638.2 Kips (Equation 22.5.5.1(c))
Using Vc = 364.7 Kips
Considering cross section as "slab"
No stirrups required
Maximum (shear) stirrup spacing = 9.343 inches (for shear, if stirrups required)
Maximum stirrup spacing = 9.343 inches (if stirrups required, considers torsion also)
Vn Required = 188.4 Kips (from Vu/phi)
Vs Required = 0 Kips (from Vn - Vc)
Maximum phi Vn = 1368 Kips (not considering torsion)
phi Vn taken by torsion = 0 Kips
Available Vn = 1823 Kips (after torsion considered)
Designing for Vs = 0 Kips
Existing usable Vs = 0 Kips
Av/s = 0 inches (shear only)
Av/s = 0 inches (torsion only)
Av/s = 0 inches (shear + torsion)
Total Av/s = 0 inches (shear, torsion & minimum)
Starting 8.5.3 Shear Design Using "maximize effective depth"
Torsion Calculations (Preparation for Shear Calcs):
Torsion small enough to be ignored.
Section strains at time of shear calc:
Curvature = -7.355e-5 (1/inches)
Top Strain = 0.00118
Centroid Strain = 0.000444
Bottom Strain = -0.0002914
General Parameters:
bw 138 inches
d 18.69 inches
bw d 2579 in²
As 12.6 in²
rho 0.004887
f'c 5000 psi
Vu -141.3 Kips
Mu -469.9 kip-ft
Nu 38.11 Kips
No significant Net Axial Tension or Compression - Calculating Vc Using Equation 22.5.5.1(a):
(Vu d) / Mu = 0.4682
Vc = 361.2 Kips (Equation 22.5.5.1(a))
Vc(min) = 364.7 Kips (Equation 22.5.5.1)
Vc(max) = 638.2 Kips (Equation 22.5.5.1(c))
Using Vc = 364.7 Kips
Considering cross section as "slab"
No stirrups required
Maximum (shear) stirrup spacing = 9.343 inches (for shear, if stirrups required)
Maximum stirrup spacing = 9.343 inches (if stirrups required, considers torsion also)
Vn Required = 188.4 Kips (from Vu/phi)
Vs Required = 0 Kips (from Vn - Vc)
Maximum phi Vn = 1368 Kips (not considering torsion)
phi Vn taken by torsion = 0 Kips
Available Vn = 1823 Kips (after torsion considered)
Designing for Vs = 0 Kips
Existing usable Vs = 0 Kips
Av/s = 0 inches (shear only)
Av/s = 0 inches (torsion only)
Av/s = 0 inches (shear + torsion)
Total Av/s = 0 inches (shear, torsion & minimum)
8.5.3 Shear Design Result:
As Top 0 in² ()
As Top Developed 0 in² ()
As Bot. 0 in² ()
As Bot. Developed 0 in² ()
As Shear Density 0 inches ()
As Shear Spacing infinite inches ()
As Shear 0 in² ()
Envelope 1 Design:
As Top 0 in² ()
As Top Developed 0 in² ()
As Bot. 0 in² ()
As Bot. Developed 0 in² ()
As Shear Density 0 inches ()
As Shear Spacing infinite inches ()
As Shear 0 in² ()
Designing for Envelope 2
Starting 8.5.3 Shear Design
Torsion Calculations (Preparation for Shear Calcs):
Torsion small enough to be ignored.
Section strains at time of shear calc:
Curvature = -0.0001268 (1/inches)
Top Strain = 0.001973
Centroid Strain = 0.0007057
Bottom Strain = -0.0005619
General Parameters:
bw 138 inches
d 18.69 inches
bw d 2579 in²
As 12.6 in²
rho 0.004887
f'c 5000 psi
Vu -304.7 Kips
Mu -995.8 kip-ft
Nu 81.6 Kips
No significant Net Axial Tension or Compression - Calculating Vc Using Equation 22.5.5.1(a):
(Vu d) / Mu = 0.4764
Vc = 361.5 Kips (Equation 22.5.5.1(a))
Vc(min) = 364.7 Kips (Equation 22.5.5.1)
Vc(max) = 638.2 Kips (Equation 22.5.5.1(c))
Using Vc = 364.7 Kips
Considering cross section as "slab"
Minimum stirrups (or more) required (shear strength)
Maximum (shear) stirrup spacing = 9.343 inches (for shear, if stirrups required)
Maximum stirrup spacing = 9.343 inches (if stirrups required, considers torsion also)
Vn Required = 406.2 Kips (from Vu/phi)
Vs Required = 41.53 Kips (from Vn - Vc)
Maximum phi Vn = 1368 Kips (not considering torsion)
phi Vn taken by torsion = 0 Kips
Available Vn = 1823 Kips (after torsion considered)
No-stirrup assumption is wrong! - Restarting assuming stirrups provided:
Torsion Calculations (Preparation for Shear Calcs):
Torsion small enough to be ignored.
Section strains at time of shear calc:
Curvature = -0.0001268 (1/inches)
Top Strain = 0.001973
Centroid Strain = 0.0007057
Bottom Strain = -0.0005619
General Parameters:
bw 138 inches
d 18.69 inches
bw d 2579 in²
As 12.6 in²
rho 0.004887
f'c 5000 psi
Vu -304.7 Kips
Mu -995.8 kip-ft
Nu 81.6 Kips
No significant Net Axial Tension or Compression - Calculating Vc Using Equation 22.5.5.1(a):
(Vu d) / Mu = 0.4764
Vc = 361.5 Kips (Equation 22.5.5.1(a))
Vc(min) = 364.7 Kips (Equation 22.5.5.1)
Vc(max) = 638.2 Kips (Equation 22.5.5.1(c))
Using Vc = 364.7 Kips
Considering cross section as "slab"
Minimum stirrups (or more) required (shear strength)
Maximum (shear) stirrup spacing = 9.343 inches (for shear, if stirrups required)
Maximum stirrup spacing = 9.343 inches (if stirrups required, considers torsion also)
Vn Required = 406.2 Kips (from Vu/phi)
Vs Required = 41.53 Kips (from Vn - Vc)
Maximum phi Vn = 1368 Kips (not considering torsion)
phi Vn taken by torsion = 0 Kips
Available Vn = 1823 Kips (after torsion considered)
Designing for Vs = 41.53 Kips
Existing usable Vs = 0 Kips
Av/s = 0.03705 inches (shear only)
Av/s = 0 inches (torsion only)
Av/s = 0.03705 inches (shear + torsion)
Minimum Av/s = 0.122 inches
Total Av/s = 0.122 inches (shear, torsion & minimum)
Starting 8.5.3 Shear Design Using "maximize effective depth"
Torsion Calculations (Preparation for Shear Calcs):
Torsion small enough to be ignored.
Bending Equilibrium NOT Possible!!!!!!!!!!
Not using "maximize effective depth" results due to insufficient tension chord force
8.5.3 Shear Design Result:
As Top 0 in² ()
As Top Developed 0 in² ()
As Bot. 0 in² ()
As Bot. Developed 0 in² ()
As Shear Density 0.122 inches (8.5.3)
As Shear Spacing 9.343 inches (8.5.3)
As Shear 1.14 in² (8.5.3)
Envelope 2 Design:
As Top 0 in² ()
As Top Developed 0 in² ()
As Bot. 0 in² ()
As Bot. Developed 0 in² ()
As Shear Density 0.122 inches (8.5.3)
As Shear Spacing 9.343 inches (8.5.3)
As Shear 1.14 in² (8.5.3)
Final Pass 2 design for ACI 318-14 Strength Designer
As Top 0 in² ()
As Top Developed 0 in² ()
As Bot. 0 in² ()
As Bot. Developed 0 in² ()
As Shear Density 0.122 inches (8.5.3)
As Shear Spacing 9.343 inches (8.5.3)
As Shear 1.14 in² (8.5.3)
Designing for Rule Set "Ductility Design"
Omitting Details...
Pass 2 Design Summary:
Design without span detailing:
As Top 0 in² ()
As Top Developed 0 in² ()
As Bot. 0 in² ()
As Bot. Developed 0 in² ()
As Shear Density 0.122 inches (8.5.3)
As Shear Spacing 9.343 inches (8.5.3)
As Shear 1.14 in² (8.5.3)
Design with span detailing:
As Top 0 in² ()
As Top Developed 0 in² ()
As Bot. 0 in² ()
As Bot. Developed 0 in² ()
As Shear Density 0.122 inches (8.5.3)
As Shear Spacing 9.343 inches (8.5.3)
As Shear 1.14 in² (8.5.3)

Starting Final Design Check
Design at Start of Final Check:
Design without span detailing:
As Top 0 in² ()
As Top Developed 0 in² ()
As Bot. 0 in² ()
As Bot. Developed 0 in² ()
As Shear Density 0.122 inches (8.5.3)
As Shear Spacing 9.343 inches (8.5.3)
As Shear 1.14 in² (8.5.3)
Design with span detailing:
As Top 0 in² ()
As Top Developed 0 in² ()
As Bot. 0 in² ()
As Bot. Developed 0 in² ()
As Shear Density 0.122 inches (8.5.3)
As Shear Spacing 9.343 inches (8.5.3)
As Shear 1.14 in² (8.5.3)
Final Check for Rule Set "Code Minimum Design"
Omitting Details...
Final Check for Rule Set "User Minimum Design"
Omitting Details...
Final Check for Rule Set "Initial Service Design"
Omitting Details...
Final Check for Rule Set "Service Design"
Omitting Details...
Final Check for Rule Set "Sustained Service Design"
Omitting Details...
Final Check for Rule Set "Strength Design"
Starting Final Check for ACI 318-14 Strength Designer
Resultant Vr
(horizontal shear)
Kips		 Ps
(axial tension)
Kips		 Vz
(vertical shear)
Kips		 Mr
(bending)
kip-ft		 Ts
(torsion)
kip-ft		 Mz
(diaphragm bending)
kip-ft
Base Design Envelopes:
1 -0.1245 -38.11 -141.3 -469.9 17.37 1.828
2 2.351 -81.6 -304.7 -995.8 18.61 1.594
Resultant Vr
(horizontal shear)
Kips		 Ps
(axial tension)
Kips		 Vz
(vertical shear)
Kips		 Mr
(bending)
kip-ft		 Ts
(torsion)
kip-ft		 Mz
(diaphragm bending)
kip-ft
Envelopes after Torsion Conversion:
1 -0.1245 -38.11 -141.3 -469.9 0 1.828
2 2.351 -81.6 -304.7 -995.8 0 1.594
Checking Envelope 1
Starting 8.5.2 Bending Check
Torsion is small enough to be ignored.
Positive Moment
Resultant Tension Force Elevation = -17.44 inches
Strain at Resultant Tension Force = 0.03467
ϕ = 0.9
Positive Moment Cross Section Forces
Cross Section Strains
Curvature = 0.00216 (1/inches)
Top Strain = -0.003
Centroid Strain = 0.0186
Bottom Strain = 0.04021
Concrete Forces
Concrete Block #1
Top stress = -4250 psi
Bottom stress = 0 psi
Force = -635 Kips
Force Elevation = -0.563 inches
Non Prestressed Reinforcement Forces
Longitudinal Bar #1
Elevation = -1.314 inches
Cross Section Strain = -0.0001609
Component Cross Section Strain (considers bar angle) = -0.0001609
Stress = -4.666 ksi
As (after reduction for development length) = 12.6 in²
Force = -58.81 Kips
Longitudinal Bar #2
Elevation = -17.44 inches
Cross Section Strain = 0.03467
Component Cross Section Strain (considers bar angle) = 0.03467
Stress = 60 ksi
As (after reduction for development length) = 10.86 in²
Force = 651.4 Kips
Post-tensioning Forces
Negative Moment
Resultant Tension Force Elevation = -4.462 inches
Strain at Resultant Tension Force = 0.01871
ϕ = 0.9
Negative Moment Cross Section Forces
Cross Section Strains
Curvature = -0.001397 (1/inches)
Top Strain = 0.02494
Centroid Strain = 0.01097
Bottom Strain = -0.003
Concrete Forces
Concrete Block #1
Top stress = 0 psi
Bottom stress = -4250 psi
Force = -981.9 Kips
Force Elevation = -19.13 inches
Non Prestressed Reinforcement Forces
Longitudinal Bar #1
Elevation = -1.314 inches
Cross Section Strain = 0.02311
Component Cross Section Strain (considers bar angle) = 0.02311
Stress = 60 ksi
As (after reduction for development length) = 12.6 in²
Force = 756.2 Kips
Longitudinal Bar #2
Elevation = -17.44 inches
Cross Section Strain = 0.0005826
Component Cross Section Strain (considers bar angle) = 0.0005826
Stress = 16.9 ksi
As (after reduction for development length) = 10.86 in²
Force = 183.4 Kips
Post-tensioning Forces
8.5.2 Bending Check Result:
Section Analysis:
No Failures.
Value Min Cap. Min Dem. Max Dem. Max Cap. Units
Moment -1063 -469.9 -469.9 851 kip-ft
Shear No Limit No Calc No Calc No Limit Kips
Torsion No Limit No Calc No Calc No Limit kip-ft
Gross Top Stress No Limit No Calc No Calc No Limit psi
Gross Centroid Stress No Limit No Calc No Calc No Limit psi
Gross Bottom Stress No Limit No Calc No Calc No Limit psi
Cracked Top Conc. Stress No Limit No Calc No Calc No Limit psi
Cracked Bot. Conc. Stress No Limit No Calc No Calc No Limit psi
Cracked Top Bar Stress No Limit No Calc No Calc No Limit ksi
Cracked Bot. Bar Stress No Limit No Calc No Calc No Limit ksi
Top Crack Width No Limit No Calc No Calc No Limit inches
Bot. Crack Width No Limit No Calc No Calc No Limit inches
ECR No Limit No Calc No Calc No Limit
Gross Bending Energy No Limit No Calc No Calc No Limit Kips
Deflection No Limit No Calc No Calc No Limit inches
Long Term Deflection No Limit No Calc No Calc No Limit inches
Precompression No Limit No Calc No Calc No Limit psi
Starting 8.5.3 Shear Check
Torsion Calculations (Preparation for Shear Calcs):
Torsion small enough to be ignored.
Section strains at time of shear calc:
Curvature = -5.922e-5 (1/inches)
Top Strain = 0.0009275
Centroid Strain = 0.0003353
Bottom Strain = -0.0002569
General Parameters:
bw 138 inches
d 18.69 inches
bw d 2579 in²
As 12.6 in²
rho 0.004887
f'c 5000 psi
Vu -141.3 Kips
Mu -469.9 kip-ft
Nu 38.11 Kips
No significant Net Axial Tension or Compression - Calculating Vc Using Equation 22.5.5.1(a):
(Vu d) / Mu = 0.4682
Vc = 361.2 Kips (Equation 22.5.5.1(a))
Vc(min) = 364.7 Kips (Equation 22.5.5.1)
Vc(max) = 638.2 Kips (Equation 22.5.5.1(c))
Using Vc = 364.7 Kips
Considering cross section as "slab"
Minimum stirrups (or more) required
Maximum (shear) stirrup spacing = 9.343 inches (for shear, if stirrups required)
Maximum stirrup spacing = 9.343 inches (if stirrups required, considers torsion also)
Vn Required = 188.4 Kips (from Vu/phi)
Vs Required = 0 Kips (from Vn - Vc)
Maximum phi Vn = 1368 Kips (not considering torsion)
phi Vn taken by torsion = 0 Kips
Available Vn = 1823 Kips (after torsion considered)
Transverse Bar Found:
As = 1.14 in²
Useable Fy = 60 ksi
Spacing = 9.343 inches
Vs = 136.8 Kips
Net Available Vs = 136.8 Kips (after torsion Vs deduction)
Starting 8.5.3 Shear Check Using "maximize effective depth"
Torsion Calculations (Preparation for Shear Calcs):
Torsion small enough to be ignored.
Section strains at time of shear calc:
Curvature = -7.355e-5 (1/inches)
Top Strain = 0.00118
Centroid Strain = 0.000444
Bottom Strain = -0.0002914
General Parameters:
bw 138 inches
d 18.69 inches
bw d 2579 in²
As 12.6 in²
rho 0.004887
f'c 5000 psi
Vu -141.3 Kips
Mu -469.9 kip-ft
Nu 38.11 Kips
No significant Net Axial Tension or Compression - Calculating Vc Using Equation 22.5.5.1(a):
(Vu d) / Mu = 0.4682
Vc = 361.2 Kips (Equation 22.5.5.1(a))
Vc(min) = 364.7 Kips (Equation 22.5.5.1)
Vc(max) = 638.2 Kips (Equation 22.5.5.1(c))
Using Vc = 364.7 Kips
Considering cross section as "slab"
Minimum stirrups (or more) required
Maximum (shear) stirrup spacing = 9.343 inches (for shear, if stirrups required)
Maximum stirrup spacing = 9.343 inches (if stirrups required, considers torsion also)
Vn Required = 188.4 Kips (from Vu/phi)
Vs Required = 0 Kips (from Vn - Vc)
Maximum phi Vn = 1368 Kips (not considering torsion)
phi Vn taken by torsion = 0 Kips
Available Vn = 1823 Kips (after torsion considered)
Transverse Bar Found:
As = 1.14 in²
Useable Fy = 60 ksi
Spacing = 9.343 inches
Vs = 136.8 Kips
Net Available Vs = 136.8 Kips (after torsion Vs deduction)
8.5.3 Shear Check Result:
Section Analysis:
No Failures.
Value Min Cap. Min Dem. Max Dem. Max Cap. Units
Moment No Limit No Calc No Calc No Limit kip-ft
Shear -376.1 -141.3 -141.3 376.1 Kips
Torsion No Limit No Calc No Calc No Limit kip-ft
Gross Top Stress No Limit No Calc No Calc No Limit psi
Gross Centroid Stress No Limit No Calc No Calc No Limit psi
Gross Bottom Stress No Limit No Calc No Calc No Limit psi
Cracked Top Conc. Stress No Limit No Calc No Calc No Limit psi
Cracked Bot. Conc. Stress No Limit No Calc No Calc No Limit psi
Cracked Top Bar Stress No Limit No Calc No Calc No Limit ksi
Cracked Bot. Bar Stress No Limit No Calc No Calc No Limit ksi
Top Crack Width No Limit No Calc No Calc No Limit inches
Bot. Crack Width No Limit No Calc No Calc No Limit inches
ECR No Limit No Calc No Calc No Limit
Gross Bending Energy No Limit No Calc No Calc No Limit Kips
Deflection No Limit No Calc No Calc No Limit inches
Long Term Deflection No Limit No Calc No Calc No Limit inches
Precompression No Limit No Calc No Calc No Limit psi
Envelope 1 Check:
Section Analysis:
No Failures.
Value Min Cap. Min Dem. Max Dem. Max Cap. Units
Moment -1063 -469.9 -469.9 851 kip-ft
Shear -376.1 -141.3 -141.3 376.1 Kips
Torsion No Limit No Calc No Calc No Limit kip-ft
Gross Top Stress No Limit No Calc No Calc No Limit psi
Gross Centroid Stress No Limit No Calc No Calc No Limit psi
Gross Bottom Stress No Limit No Calc No Calc No Limit psi
Cracked Top Conc. Stress No Limit No Calc No Calc No Limit psi
Cracked Bot. Conc. Stress No Limit No Calc No Calc No Limit psi
Cracked Top Bar Stress No Limit No Calc No Calc No Limit ksi
Cracked Bot. Bar Stress No Limit No Calc No Calc No Limit ksi
Top Crack Width No Limit No Calc No Calc No Limit inches
Bot. Crack Width No Limit No Calc No Calc No Limit inches
ECR No Limit No Calc No Calc No Limit
Gross Bending Energy No Limit No Calc No Calc No Limit Kips
Deflection No Limit No Calc No Calc No Limit inches
Long Term Deflection No Limit No Calc No Calc No Limit inches
Precompression No Limit No Calc No Calc No Limit psi
Checking Envelope 2
Starting 8.5.2 Bending Check
Torsion is small enough to be ignored.
Positive Moment
Resultant Tension Force Elevation = -17.44 inches
Strain at Resultant Tension Force = 0.03359
ϕ = 0.9
Positive Moment Cross Section Forces
Cross Section Strains
Curvature = 0.002099 (1/inches)
Top Strain = -0.003
Centroid Strain = 0.01799
Bottom Strain = 0.03897
Concrete Forces
Concrete Block #1
Top stress = -4250 psi
Bottom stress = 0 psi
Force = -653.7 Kips
Force Elevation = -0.5795 inches
Non Prestressed Reinforcement Forces
Longitudinal Bar #1
Elevation = -1.314 inches
Cross Section Strain = -0.0002419
Component Cross Section Strain (considers bar angle) = -0.0002419
Stress = -7.015 ksi
As (after reduction for development length) = 12.6 in²
Force = -88.42 Kips
Longitudinal Bar #2
Elevation = -17.44 inches
Cross Section Strain = 0.03359
Component Cross Section Strain (considers bar angle) = 0.03359
Stress = 60 ksi
As (after reduction for development length) = 10.86 in²
Force = 651.4 Kips
Post-tensioning Forces
Negative Moment
Resultant Tension Force Elevation = -4.098 inches
Strain at Resultant Tension Force = 0.01871
ϕ = 0.9
Negative Moment Cross Section Forces
Cross Section Strains
Curvature = -0.001365 (1/inches)
Top Strain = 0.02431
Centroid Strain = 0.01065
Bottom Strain = -0.003
Concrete Forces
Concrete Block #1
Top stress = 0 psi
Bottom stress = -4250 psi
Force = -1005 Kips
Force Elevation = -19.11 inches
Non Prestressed Reinforcement Forces
Longitudinal Bar #1
Elevation = -1.314 inches
Cross Section Strain = 0.02251
Component Cross Section Strain (considers bar angle) = 0.02251
Stress = 60 ksi
As (after reduction for development length) = 12.6 in²
Force = 756.2 Kips
Longitudinal Bar #2
Elevation = -17.44 inches
Cross Section Strain = 0.0005012
Component Cross Section Strain (considers bar angle) = 0.0005012
Stress = 14.54 ksi
As (after reduction for development length) = 10.86 in²
Force = 157.8 Kips
Post-tensioning Forces
8.5.2 Bending Check Result:
Section Analysis:
No Failures.
Value Min Cap. Min Dem. Max Dem. Max Cap. Units
Moment -1091 -995.8 -995.8 882.7 kip-ft
Shear No Limit No Calc No Calc No Limit Kips
Torsion No Limit No Calc No Calc No Limit kip-ft
Gross Top Stress No Limit No Calc No Calc No Limit psi
Gross Centroid Stress No Limit No Calc No Calc No Limit psi
Gross Bottom Stress No Limit No Calc No Calc No Limit psi
Cracked Top Conc. Stress No Limit No Calc No Calc No Limit psi
Cracked Bot. Conc. Stress No Limit No Calc No Calc No Limit psi
Cracked Top Bar Stress No Limit No Calc No Calc No Limit ksi
Cracked Bot. Bar Stress No Limit No Calc No Calc No Limit ksi
Top Crack Width No Limit No Calc No Calc No Limit inches
Bot. Crack Width No Limit No Calc No Calc No Limit inches
ECR No Limit No Calc No Calc No Limit
Gross Bending Energy No Limit No Calc No Calc No Limit Kips
Deflection No Limit No Calc No Calc No Limit inches
Long Term Deflection No Limit No Calc No Calc No Limit inches
Precompression No Limit No Calc No Calc No Limit psi
Starting 8.5.3 Shear Check
Torsion Calculations (Preparation for Shear Calcs):
Torsion small enough to be ignored.
Section strains at time of shear calc:
Curvature = -0.0001268 (1/inches)
Top Strain = 0.001973
Centroid Strain = 0.0007057
Bottom Strain = -0.0005619
General Parameters:
bw 138 inches
d 18.69 inches
bw d 2579 in²
As 12.6 in²
rho 0.004887
f'c 5000 psi
Vu -304.7 Kips
Mu -995.8 kip-ft
Nu 81.6 Kips
No significant Net Axial Tension or Compression - Calculating Vc Using Equation 22.5.5.1(a):
(Vu d) / Mu = 0.4764
Vc = 361.5 Kips (Equation 22.5.5.1(a))
Vc(min) = 364.7 Kips (Equation 22.5.5.1)
Vc(max) = 638.2 Kips (Equation 22.5.5.1(c))
Using Vc = 364.7 Kips
Considering cross section as "slab"
Minimum stirrups (or more) required (shear strength)
Maximum (shear) stirrup spacing = 9.343 inches (for shear, if stirrups required)
Maximum stirrup spacing = 9.343 inches (if stirrups required, considers torsion also)
Vn Required = 406.2 Kips (from Vu/phi)
Vs Required = 41.53 Kips (from Vn - Vc)
Maximum phi Vn = 1368 Kips (not considering torsion)
phi Vn taken by torsion = 0 Kips
Available Vn = 1823 Kips (after torsion considered)
Transverse Bar Found:
As = 1.14 in²
Useable Fy = 60 ksi
Spacing = 9.343 inches
Vs = 136.8 Kips
Net Available Vs = 136.8 Kips (after torsion Vs deduction)
Starting 8.5.3 Shear Check Using "maximize effective depth"
Torsion Calculations (Preparation for Shear Calcs):
Torsion small enough to be ignored.
Bending Equilibrium NOT Possible!!!!!!!!!!
Not using "maximize effective depth" results due to insufficient tension chord force
8.5.3 Shear Check Result:
Section Analysis:
No Failures.
Value Min Cap. Min Dem. Max Dem. Max Cap. Units
Moment No Limit No Calc No Calc No Limit kip-ft
Shear -376.1 -304.7 -304.7 376.1 Kips
Torsion No Limit No Calc No Calc No Limit kip-ft
Gross Top Stress No Limit No Calc No Calc No Limit psi
Gross Centroid Stress No Limit No Calc No Calc No Limit psi
Gross Bottom Stress No Limit No Calc No Calc No Limit psi
Cracked Top Conc. Stress No Limit No Calc No Calc No Limit psi
Cracked Bot. Conc. Stress No Limit No Calc No Calc No Limit psi
Cracked Top Bar Stress No Limit No Calc No Calc No Limit ksi
Cracked Bot. Bar Stress No Limit No Calc No Calc No Limit ksi
Top Crack Width No Limit No Calc No Calc No Limit inches
Bot. Crack Width No Limit No Calc No Calc No Limit inches
ECR No Limit No Calc No Calc No Limit
Gross Bending Energy No Limit No Calc No Calc No Limit Kips
Deflection No Limit No Calc No Calc No Limit inches
Long Term Deflection No Limit No Calc No Calc No Limit inches
Precompression No Limit No Calc No Calc No Limit psi
Envelope 2 Check:
Section Analysis:
No Failures.
Value Min Cap. Min Dem. Max Dem. Max Cap. Units
Moment -1091 -995.8 -995.8 882.7 kip-ft
Shear -376.1 -304.7 -304.7 376.1 Kips
Torsion No Limit No Calc No Calc No Limit kip-ft
Gross Top Stress No Limit No Calc No Calc No Limit psi
Gross Centroid Stress No Limit No Calc No Calc No Limit psi
Gross Bottom Stress No Limit No Calc No Calc No Limit psi
Cracked Top Conc. Stress No Limit No Calc No Calc No Limit psi
Cracked Bot. Conc. Stress No Limit No Calc No Calc No Limit psi
Cracked Top Bar Stress No Limit No Calc No Calc No Limit ksi
Cracked Bot. Bar Stress No Limit No Calc No Calc No Limit ksi
Top Crack Width No Limit No Calc No Calc No Limit inches
Bot. Crack Width No Limit No Calc No Calc No Limit inches
ECR No Limit No Calc No Calc No Limit
Gross Bending Energy No Limit No Calc No Calc No Limit Kips
Deflection No Limit No Calc No Calc No Limit inches
Long Term Deflection No Limit No Calc No Calc No Limit inches
Precompression No Limit No Calc No Calc No Limit psi
Final Check for ACI 318-14 Strength Designer
Section Analysis:
No Failures.
Value Min Cap. Min Dem. Max Dem. Max Cap. Units
Moment -1063 -995.8 -469.9 851 kip-ft
Shear -376.1 -304.7 -141.3 376.1 Kips
Torsion No Limit No Calc No Calc No Limit kip-ft
Gross Top Stress No Limit 599 1269 No Limit psi
Gross Centroid Stress No Limit -29.57 -13.81 No Limit psi
Gross Bottom Stress No Limit -1328 -626.7 No Limit psi
Cracked Top Conc. Stress No Limit 0 0 No Limit psi
Cracked Bot. Conc. Stress No Limit -2067 -1030 No Limit psi
Cracked Top Bar Stress No Limit 24.64 52.4 No Limit ksi
Cracked Bot. Bar Stress No Limit -11.46 -5.194 No Limit ksi
Top Crack Width No Limit No Calc No Calc No Limit inches
Bot. Crack Width No Limit No Calc No Calc No Limit inches
ECR No Limit No Calc No Calc No Limit
Gross Bending Energy No Limit No Calc No Calc No Limit Kips
Deflection No Limit 0.0315 0.06771 No Limit inches
Long Term Deflection No Limit No Calc No Calc No Limit inches
Precompression No Limit No Calc No Calc No Limit psi
Final Check for Rule Set "Ductility Design"
Omitting Details...

Final Status:
No Failures