20-101386-Structural Calculations-04-09-2020-V1Civil Engineers ● Structural Engineers ● Landscape Architects ● Community Planners ● Land Surveyors ● Neighbors
Structural Calculations
PREPARED FOR:
PROJECT:
IRG Greenline Building A
2180307.20
PREPARED BY:
Larry Higgins PE
Sr. Engineer
REVIEWED BY:
Danial L. Booth PE SE
Principal
DATE:
August 2018
Nelson
1200 Fifth Avenue
Suite 1300
Seattle, WA 98101
Structural Calculations
For
IRG Greenline Building A
Federal Way, WA
Project # 2180307.20
Project Principal Danial L. Booth PE SE
Sr. Engineer Larry Higgins PE
Design Criteria
Design Codes and Standards
Codes and Standards: Structural design and construction shall be in accordance with the
applicable sections of the following codes and standards as adopted and amended by the local
building authority: International Building Code, 2015 Edition.
Structural Design Criteria:
Live Load Criteria:
Roof (Min Blanket Snow)25 psf
Slab on Grade 250 psf
Wind Load Criteria:
Ultimate Wind Speed 110 mph
Risk Category II
Wind Exposure B
Topographic Factor 1.0
Seismic Criteria:
Risk Category II
Seismic Importance Factor 1.0
Ss = 1.279 S1 = 0.491
Sds = 0.853 Sd1 = 0.428
Site Class = E
Seismic Design Category = D
Response Modification Coeff. (R): 5.0
Seismic Response Coeff. (Cs): 0.171
08/13/2018
Soil Criteria:
Based on Geotechnical Engineering Report by: GeoEngineers, dated March 9, 2017.
Allowable Soil Bearing Capacity: 4000psf, allow 33% increase for loads from wind or seismic
origin.
Active Earth Pressure = 35pcf (un-restrained) / 55pcf (restrained
Friction Coefficient = 0.35 (SF=1.5)
Passive Pressure = 300psf (SF=1.5)
Project Description
The project consists of standard single loaded concrete tilt warehouse/distribution building. The
walls consist of concrete tilt bearing walls, steel joist and joist girders, wood purlins and plywood
sheathed roof.
Design Maps Summary Report
Report Title
Building Code Reference Document
Site Coordinates
Site Soil Classification
Risk Category
User–Specified Input
IRG Greenline
Tue June 12, 2018 17:25:23 UTC
ASCE 7-10 Standard
(which utilizes USGS hazard data available in 2008)
47.29909°N, 122.29457°W
Site Class C – “Very Dense Soil and Soft Rock”
I/II/III
USGS–Provided Output
SS =1.279 g SMS =1.279 g SDS =0.853 g
S1 =0.491 g SM1 =0.643 g SD1 =0.428 g
For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application and
select the “2009 NEHRP” building code reference document.
For PGAM, TL, CRS, and CR1 values, please view the detailed report.
Page 1 of 2Design Maps Summary Report
6/12/2018https://prod02-earthquake.cr.usgs.gov/designmaps/us/summary.php?template=minimal&la...
General Footing
Licensee : AHBL, INCLic. # : KW-06001735
Description :F5.0
AHBL Inc.
2215 N. 30th Street
Suite 200
Tacoma, WA 98403
Project Title:IRT-Greenline
Engineer:Larry Higgins PE
Project ID:2180307.20
Printed: 9 AUG 2018, 9:02AM
Project Descr:
File = Q:\2018\2180307\20_STR\NON_CAD\CALCs\2180307_IRG-Greenline.ec6 .
Software copyright ENERCALC, INC. 1983-2018, Build:10.18.7.31 .
Code References
Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used : ASCE 7-10
General Information
Material Properties Soil Design Values
4.0
Analysis Settings
250.0ksi
No
ksfAllowable Soil Bearing =
=
3.0
60.0
3,122.0
145.0 =0.30
Flexure =0.90
Shear =
ValuesM
0.00180
Soil Passive Resistance (for Sliding)
1.0 =
Increases based on footing plan dimension
Add Pedestal Wt for Soil Pressure No:
Use Pedestal wt for stability, mom & shear No:
Allowable pressure increase per foot of depth
=ksfwhen max. length or width is greater than
=ft
:
=
Add Ftg Wt for Soil Pressure No
Yes:Use ftg wt for stability, moments & shears
when footing base is below ft
pcf
Increase Bearing By Footing Weight
=pcf
Min. Overturning Safety Factor
=
: 1
Increases based on footing Depth0.750
=
Soil/Concrete Friction Coeff.
Ec : Concrete Elastic Modulus
=
=Footing base depth below soil surface ft
=Allow press. increase per foot of depth ksf
=
: 11.0Min. Sliding Safety Factor =
=
Concrete Density
=
Min Allow % Temp Reinf.
ksif'c : Concrete 28 day strength
fy : Rebar Yield ksi
Min Steel % Bending Reinf.
#
Dimensions
Width parallel to X-X Axis 5 ft
Length parallel to Z-Z Axis
=
5.0 ft
=Pedestal dimensions...
px : parallel to X-X Axis 12.0 in
pz : parallel to Z-Z Axis 12.0 in
Height ==
in
Footing Thickness
=
13.0 in=
Rebar Centerline to Edge of Concrete...=inat Bottom of footing 3.0
Reinforcing
#
Bars parallel to X-X Axis
Reinforcing Bar Size
=
5
Number of Bars
=
6
Bars parallel to Z-Z Axis
Reinforcing Bar Size =5
Number of Bars =6
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation n/a
# Bars required within zone n/a
# Bars required on each side of zone n/a
Applied Loads
32 68.0
D Lr
ksf
L S
P : Column Load
OB : Overburden =
k
W E
M-zz
V-x
=
=k
V-z k
M-xx =
k-ft=
k-ft
H
=
General Footing
Licensee : AHBL, INCLic. # : KW-06001735
Description :F5.0
AHBL Inc.
2215 N. 30th Street
Suite 200
Tacoma, WA 98403
Project Title:IRT-Greenline
Engineer:Larry Higgins PE
Project ID:2180307.20
Printed: 9 AUG 2018, 9:02AM
Project Descr:
File = Q:\2018\2180307\20_STR\NON_CAD\CALCs\2180307_IRG-Greenline.ec6 .
Software copyright ENERCALC, INC. 1983-2018, Build:10.18.7.31 .
PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding
PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding
DESIGN SUMMARY Design OK
Governing Load CombinationMin. Ratio Item Applied Capacity
PASS 1.0 Soil Bearing 4.0 ksf 4.0 ksf +D+S about Z-Z axis
PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning
PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning
PASS n/a Uplift 0.0 k 0.0 k No Uplift
PASS 0.7301 Z Flexure (+X)11.776 k-ft/ft 16.129 k-ft/ft +1.20D+1.60S
PASS 0.7301 Z Flexure (-X)11.776 k-ft/ft 16.129 k-ft/ft +1.20D+1.60S
PASS 0.7301 X Flexure (+Z)11.776 k-ft/ft 16.129 k-ft/ft +1.20D+1.60S
PASS 0.7301 X Flexure (-Z)11.776 k-ft/ft 16.129 k-ft/ft +1.20D+1.60S
PASS 0.6868 1-way Shear (+X)56.427 psi 82.158 psi +1.20D+1.60S
PASS 0.6868 1-way Shear (-X)56.427 psi 82.158 psi +1.20D+1.60S
PASS 0.6868 1-way Shear (+Z)56.427 psi 82.158 psi +1.20D+1.60S
PASS 0.6868 1-way Shear (-Z)56.427 psi 82.158 psi +1.20D+1.60S
PASS 0.8861 2-way Punching 145.594 psi 164.317 psi +1.20D+1.60S
Detailed Results
Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow
Soil Bearing
(in)Gross Allowable Bottom, -Z Top, +Z Left, -X Right, +X RatioLoad Combination...
X-X, D Only 4.0 n/a1.280 1.280 n/a 0.3200.0n/a
X-X, +D+S 4.0 n/a4.0 4.0 n/a 1.0000.0n/a
X-X, +D+0.750S 4.0 n/a3.320 3.320 n/a 0.8300.0n/a
X-X, +0.60D 4.0 n/a0.7680 0.7680 n/a 0.1920.0n/a
Z-Z, D Only 4.0 1.280n/a n/a 1.280 0.320n/a0.0
Z-Z, +D+S 4.0 4.0n/a n/a 4.0 1.000n/a0.0
Z-Z, +D+0.750S 4.0 3.320n/a n/a 3.320 0.830n/a0.0
Z-Z, +0.60D 4.0 0.7680n/a n/a 0.7680 0.192n/a0.0
General Footing
Licensee : AHBL, INCLic. # : KW-06001735
Description :F5.5
AHBL Inc.
2215 N. 30th Street
Suite 200
Tacoma, WA 98403
Project Title:IRT-Greenline
Engineer:Larry Higgins PE
Project ID:2180307.20
Printed: 9 AUG 2018, 9:02AM
Project Descr:
File = Q:\2018\2180307\20_STR\NON_CAD\CALCs\2180307_IRG-Greenline.ec6 .
Software copyright ENERCALC, INC. 1983-2018, Build:10.18.7.31 .
Code References
Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used : ASCE 7-10
General Information
Material Properties Soil Design Values
4.0
Analysis Settings
250.0ksi
No
ksfAllowable Soil Bearing =
=
3.0
60.0
3,122.0
145.0 =0.30
Flexure =0.90
Shear =
ValuesM
0.00180
Soil Passive Resistance (for Sliding)
1.0 =
Increases based on footing plan dimension
Add Pedestal Wt for Soil Pressure No:
Use Pedestal wt for stability, mom & shear No:
Allowable pressure increase per foot of depth
=ksfwhen max. length or width is greater than
=ft
:
=
Add Ftg Wt for Soil Pressure No
Yes:Use ftg wt for stability, moments & shears
when footing base is below ft
pcf
Increase Bearing By Footing Weight
=pcf
Min. Overturning Safety Factor
=
: 1
Increases based on footing Depth0.750
=
Soil/Concrete Friction Coeff.
Ec : Concrete Elastic Modulus
=
=Footing base depth below soil surface ft
=Allow press. increase per foot of depth ksf
=
: 11.0Min. Sliding Safety Factor =
=
Concrete Density
=
Min Allow % Temp Reinf.
ksif'c : Concrete 28 day strength
fy : Rebar Yield ksi
Min Steel % Bending Reinf.
#
Dimensions
Width parallel to X-X Axis 5.5 ft
Length parallel to Z-Z Axis
=
5.50 ft
=Pedestal dimensions...
px : parallel to X-X Axis 12.0 in
pz : parallel to Z-Z Axis 12.0 in
Height ==
in
Footing Thickness
=
14.0 in=
Rebar Centerline to Edge of Concrete...=inat Bottom of footing 3.0
Reinforcing
#
Bars parallel to X-X Axis
Reinforcing Bar Size
=
5
Number of Bars
=
7
Bars parallel to Z-Z Axis
Reinforcing Bar Size =5
Number of Bars =7
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation n/a
# Bars required within zone n/a
# Bars required on each side of zone n/a
Applied Loads
39.0 82.0
D Lr
ksf
L S
P : Column Load
OB : Overburden =
k
W E
M-zz
V-x
=
=k
V-z k
M-xx =
k-ft=
k-ft
H
=
General Footing
Licensee : AHBL, INCLic. # : KW-06001735
Description :F5.5
AHBL Inc.
2215 N. 30th Street
Suite 200
Tacoma, WA 98403
Project Title:IRT-Greenline
Engineer:Larry Higgins PE
Project ID:2180307.20
Printed: 9 AUG 2018, 9:02AM
Project Descr:
File = Q:\2018\2180307\20_STR\NON_CAD\CALCs\2180307_IRG-Greenline.ec6 .
Software copyright ENERCALC, INC. 1983-2018, Build:10.18.7.31 .
PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding
PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding
DESIGN SUMMARY Design OK
Governing Load CombinationMin. Ratio Item Applied Capacity
PASS 1.0 Soil Bearing 4.0 ksf 4.0 ksf +D+S about Z-Z axis
PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning
PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning
PASS n/a Uplift 0.0 k 0.0 k No Uplift
PASS 0.7904 Z Flexure (+X)14.895 k-ft/ft 18.843 k-ft/ft +1.20D+1.60S
PASS 0.7904 Z Flexure (-X)14.895 k-ft/ft 18.843 k-ft/ft +1.20D+1.60S
PASS 0.7904 X Flexure (+Z)14.895 k-ft/ft 18.843 k-ft/ft +1.20D+1.60S
PASS 0.7904 X Flexure (-Z)14.895 k-ft/ft 18.843 k-ft/ft +1.20D+1.60S
PASS 0.7162 1-way Shear (+X)58.843 psi 82.158 psi +1.20D+1.60S
PASS 0.7162 1-way Shear (-X)58.843 psi 82.158 psi +1.20D+1.60S
PASS 0.7162 1-way Shear (+Z)58.843 psi 82.158 psi +1.20D+1.60S
PASS 0.7162 1-way Shear (-Z)58.843 psi 82.158 psi +1.20D+1.60S
PASS 0.9467 2-way Punching 155.557 psi 164.317 psi +1.20D+1.60S
Detailed Results
Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow
Soil Bearing
(in)Gross Allowable Bottom, -Z Top, +Z Left, -X Right, +X RatioLoad Combination...
X-X, D Only 4.0 n/a1.289 1.289 n/a 0.3220.0n/a
X-X, +D+S 4.0 n/a4.0 4.0 n/a 1.0000.0n/a
X-X, +D+0.750S 4.0 n/a3.322 3.322 n/a 0.8310.0n/a
X-X, +0.60D 4.0 n/a0.7736 0.7736 n/a 0.1930.0n/a
Z-Z, D Only 4.0 1.289n/a n/a 1.289 0.322n/a0.0
Z-Z, +D+S 4.0 4.0n/a n/a 4.0 1.000n/a0.0
Z-Z, +D+0.750S 4.0 3.322n/a n/a 3.322 0.831n/a0.0
Z-Z, +0.60D 4.0 0.7736n/a n/a 0.7736 0.193n/a0.0
General Footing
Licensee : AHBL, INCLic. # : KW-06001735
Description :F6.0 (FUTURE MEZZ)
AHBL Inc.
2215 N. 30th Street
Suite 200
Tacoma, WA 98403
Project Title:IRT-Greenline
Engineer:Larry Higgins PE
Project ID:2180307.20
Printed: 9 AUG 2018, 9:02AM
Project Descr:
File = Q:\2018\2180307\20_STR\NON_CAD\CALCs\2180307_IRG-Greenline.ec6 .
Software copyright ENERCALC, INC. 1983-2018, Build:10.18.7.31 .
Code References
Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used : ASCE 7-10
General Information
Material Properties Soil Design Values
4.0
Analysis Settings
250.0ksi
No
ksfAllowable Soil Bearing =
=
3.0
60.0
3,122.0
145.0 =0.30
Flexure =0.90
Shear =
ValuesM
0.00180
Soil Passive Resistance (for Sliding)
1.0 =
Increases based on footing plan dimension
Add Pedestal Wt for Soil Pressure No:
Use Pedestal wt for stability, mom & shear No:
Allowable pressure increase per foot of depth
=ksfwhen max. length or width is greater than
=ft
:
=
Add Ftg Wt for Soil Pressure No
Yes:Use ftg wt for stability, moments & shears
when footing base is below ft
pcf
Increase Bearing By Footing Weight
=pcf
Min. Overturning Safety Factor
=
: 1
Increases based on footing Depth0.750
=
Soil/Concrete Friction Coeff.
Ec : Concrete Elastic Modulus
=
=Footing base depth below soil surface ft
=Allow press. increase per foot of depth ksf
=
: 11.0Min. Sliding Safety Factor =
=
Concrete Density
=
Min Allow % Temp Reinf.
ksif'c : Concrete 28 day strength
fy : Rebar Yield ksi
Min Steel % Bending Reinf.
#
Dimensions
Width parallel to X-X Axis 6.0 ft
Length parallel to Z-Z Axis
=
6.0 ft
=Pedestal dimensions...
px : parallel to X-X Axis 12.0 in
pz : parallel to Z-Z Axis 12.0 in
Height ==
in
Footing Thickness
=
16.0 in=
Rebar Centerline to Edge of Concrete...=inat Bottom of footing 3.0
Reinforcing
#
Bars parallel to X-X Axis
Reinforcing Bar Size
=
5
Number of Bars
=
8.0
Bars parallel to Z-Z Axis
Reinforcing Bar Size =5
Number of Bars =8.0
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation n/a
# Bars required within zone n/a
# Bars required on each side of zone n/a
Applied Loads
56.0 87.20 16.0
D Lr
ksf
L S
P : Column Load
OB : Overburden =
k
W E
M-zz
V-x
=
=k
V-z k
M-xx =
k-ft=
k-ft
H
=
General Footing
Licensee : AHBL, INCLic. # : KW-06001735
Description :F6.0 (FUTURE MEZZ)
AHBL Inc.
2215 N. 30th Street
Suite 200
Tacoma, WA 98403
Project Title:IRT-Greenline
Engineer:Larry Higgins PE
Project ID:2180307.20
Printed: 9 AUG 2018, 9:02AM
Project Descr:
File = Q:\2018\2180307\20_STR\NON_CAD\CALCs\2180307_IRG-Greenline.ec6 .
Software copyright ENERCALC, INC. 1983-2018, Build:10.18.7.31 .
PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding
PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding
DESIGN SUMMARY Design OK
Governing Load CombinationMin. Ratio Item Applied Capacity
PASS 0.9945 Soil Bearing 3.978 ksf 4.0 ksf +D+L about Z-Z axis
PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning
PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning
PASS n/a Uplift 0.0 k 0.0 k No Uplift
PASS 0.7956 Z Flexure (+X)18.638 k-ft/ft 23.426 k-ft/ft +1.20D+1.60L+0.50S
PASS 0.7956 Z Flexure (-X)18.638 k-ft/ft 23.426 k-ft/ft +1.20D+1.60L+0.50S
PASS 0.7956 X Flexure (+Z)18.638 k-ft/ft 23.426 k-ft/ft +1.20D+1.60L+0.50S
PASS 0.7956 X Flexure (-Z)18.638 k-ft/ft 23.426 k-ft/ft +1.20D+1.60L+0.50S
PASS 0.6701 1-way Shear (+X)55.056 psi 82.158 psi +1.20D+1.60L+0.50S
PASS 0.6701 1-way Shear (-X)55.056 psi 82.158 psi +1.20D+1.60L+0.50S
PASS 0.6701 1-way Shear (+Z)55.056 psi 82.158 psi +1.20D+1.60L+0.50S
PASS 0.6701 1-way Shear (-Z)55.056 psi 82.158 psi +1.20D+1.60L+0.50S
PASS 0.8890 2-way Punching 146.076 psi 164.317 psi +1.20D+1.60L+0.50S
Detailed Results
Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow
Soil Bearing
(in)Gross Allowable Bottom, -Z Top, +Z Left, -X Right, +X RatioLoad Combination...
X-X, D Only 4.0 n/a1.556 1.556 n/a 0.3890.0n/a
X-X, +D+L 4.0 n/a3.978 3.978 n/a 0.9950.0n/a
X-X, +D+S 4.0 n/a2.0 2.0 n/a 0.5000.0n/a
X-X, +D+0.750L 4.0 n/a3.372 3.372 n/a 0.8430.0n/a
X-X, +D+0.750L+0.750S 4.0 n/a3.706 3.706 n/a 0.9270.0n/a
X-X, +0.60D 4.0 n/a0.9333 0.9333 n/a 0.2330.0n/a
Z-Z, D Only 4.0 1.556n/a n/a 1.556 0.389n/a0.0
Z-Z, +D+L 4.0 3.978n/a n/a 3.978 0.995n/a0.0
Z-Z, +D+S 4.0 2.0n/a n/a 2.0 0.500n/a0.0
Z-Z, +D+0.750L 4.0 3.372n/a n/a 3.372 0.843n/a0.0
Z-Z, +D+0.750L+0.750S 4.0 3.706n/a n/a 3.706 0.927n/a0.0
Z-Z, +0.60D 4.0 0.9333n/a n/a 0.9333 0.233n/a0.0
General Footing
Licensee : AHBL, INCLic. # : KW-06001735
Description :F8.0 (FUTURE MEZZ)
AHBL Inc.
2215 N. 30th Street
Suite 200
Tacoma, WA 98403
Project Title:IRT-Greenline
Engineer:Larry Higgins PE
Project ID:2180307.20
Printed: 9 AUG 2018, 9:02AM
Project Descr:
File = Q:\2018\2180307\20_STR\NON_CAD\CALCs\2180307_IRG-Greenline.ec6 .
Software copyright ENERCALC, INC. 1983-2018, Build:10.18.7.31 .
Code References
Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used : ASCE 7-10
General Information
Material Properties Soil Design Values
4.0
Analysis Settings
250.0ksi
No
ksfAllowable Soil Bearing =
=
3.0
60.0
3,122.0
145.0 =0.30
Flexure =0.90
Shear =
ValuesM
0.00180
Soil Passive Resistance (for Sliding)
1.0 =
Increases based on footing plan dimension
Add Pedestal Wt for Soil Pressure No:
Use Pedestal wt for stability, mom & shear No:
Allowable pressure increase per foot of depth
=ksfwhen max. length or width is greater than
=ft
:
=
Add Ftg Wt for Soil Pressure No
Yes:Use ftg wt for stability, moments & shears
when footing base is below ft
pcf
Increase Bearing By Footing Weight
=pcf
Min. Overturning Safety Factor
=
: 1
Increases based on footing Depth0.750
=
Soil/Concrete Friction Coeff.
Ec : Concrete Elastic Modulus
=
=Footing base depth below soil surface ft
=Allow press. increase per foot of depth ksf
=
: 11.0Min. Sliding Safety Factor =
=
Concrete Density
=
Min Allow % Temp Reinf.
ksif'c : Concrete 28 day strength
fy : Rebar Yield ksi
Min Steel % Bending Reinf.
#
Dimensions
Width parallel to X-X Axis 8.0 ft
Length parallel to Z-Z Axis
=
8.0 ft
=Pedestal dimensions...
px : parallel to X-X Axis 12.0 in
pz : parallel to Z-Z Axis 12.0 in
Height ==
in
Footing Thickness
=
21.0 in=
Rebar Centerline to Edge of Concrete...=inat Bottom of footing 3.0
Reinforcing
#
Bars parallel to X-X Axis
Reinforcing Bar Size
=
6
Number of Bars
=
9
Bars parallel to Z-Z Axis
Reinforcing Bar Size =6
Number of Bars =9
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation n/a
# Bars required within zone n/a
# Bars required on each side of zone n/a
Applied Loads
100.0 140.0 63.60
D Lr
ksf
L S
P : Column Load
OB : Overburden =
k
W E
M-zz
V-x
=
=k
V-z k
M-xx =
k-ft=
k-ft
H
=
General Footing
Licensee : AHBL, INCLic. # : KW-06001735
Description :F8.0 (FUTURE MEZZ)
AHBL Inc.
2215 N. 30th Street
Suite 200
Tacoma, WA 98403
Project Title:IRT-Greenline
Engineer:Larry Higgins PE
Project ID:2180307.20
Printed: 9 AUG 2018, 9:02AM
Project Descr:
File = Q:\2018\2180307\20_STR\NON_CAD\CALCs\2180307_IRG-Greenline.ec6 .
Software copyright ENERCALC, INC. 1983-2018, Build:10.18.7.31 .
PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding
PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding
DESIGN SUMMARY Design OK
Governing Load CombinationMin. Ratio Item Applied Capacity
PASS 0.9870 Soil Bearing 3.948 ksf 4.0 ksf +D+0.750L+0.750S about Z-Z axis
PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning
PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning
PASS n/a Uplift 0.0 k 0.0 k No Uplift
PASS 0.9218 Z Flexure (+X)35.964 k-ft/ft 39.014 k-ft/ft +1.20D+1.60L+0.50S
PASS 0.9218 Z Flexure (-X)35.964 k-ft/ft 39.014 k-ft/ft +1.20D+1.60L+0.50S
PASS 0.9218 X Flexure (+Z)35.964 k-ft/ft 39.014 k-ft/ft +1.20D+1.60L+0.50S
PASS 0.9218 X Flexure (-Z)35.964 k-ft/ft 39.014 k-ft/ft +1.20D+1.60L+0.50S
PASS 0.6618 1-way Shear (+X)54.369 psi 82.158 psi +1.20D+1.60L+0.50S
PASS 0.6618 1-way Shear (-X)54.369 psi 82.158 psi +1.20D+1.60L+0.50S
PASS 0.6618 1-way Shear (+Z)54.369 psi 82.158 psi +1.20D+1.60L+0.50S
PASS 0.6618 1-way Shear (-Z)54.369 psi 82.158 psi +1.20D+1.60L+0.50S
PASS 0.9504 2-way Punching 156.166 psi 164.317 psi +1.20D+1.60L+0.50S
Detailed Results
Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow
Soil Bearing
(in)Gross Allowable Bottom, -Z Top, +Z Left, -X Right, +X RatioLoad Combination...
X-X, D Only 4.0 n/a1.563 1.563 n/a 0.3910.0n/a
X-X, +D+L 4.0 n/a3.750 3.750 n/a 0.9380.0n/a
X-X, +D+S 4.0 n/a2.556 2.556 n/a 0.6390.0n/a
X-X, +D+0.750L 4.0 n/a3.203 3.203 n/a 0.8010.0n/a
X-X, +D+0.750L+0.750S 4.0 n/a3.948 3.948 n/a 0.9870.0n/a
X-X, +0.60D 4.0 n/a0.9375 0.9375 n/a 0.2340.0n/a
Z-Z, D Only 4.0 1.563n/a n/a 1.563 0.391n/a0.0
Z-Z, +D+L 4.0 3.750n/a n/a 3.750 0.938n/a0.0
Z-Z, +D+S 4.0 2.556n/a n/a 2.556 0.639n/a0.0
Z-Z, +D+0.750L 4.0 3.203n/a n/a 3.203 0.801n/a0.0
Z-Z, +D+0.750L+0.750S 4.0 3.948n/a n/a 3.948 0.987n/a0.0
Z-Z, +0.60D 4.0 0.9375n/a n/a 0.9375 0.234n/a0.0
Steel Beam
Licensee : AHBL, INCLic. # : KW-06001735
Description :Wind Girt 24' span - Dead Load
AHBL Inc.
2215 N. 30th Street
Suite 200
Tacoma, WA 98403
Project Title:IRT-Greenline
Engineer:Larry Higgins PE
Project ID:2180307.20
Printed: 9 AUG 2018, 9:02AM
Project Descr:
File = Q:\2018\2180307\20_STR\NON_CAD\CALCs\2180307_IRG-Greenline.ec6 .
Software copyright ENERCALC, INC. 1983-2018, Build:10.18.7.31 .
CODE REFERENCES
Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set : ASCE 7-10
Material Properties
Analysis Method :
ksi
Bending Axis :Minor Axis Bending
Beam is Fully Braced against lateral-torsional buckling
Allowable Strength Design Fy : Steel Yield :46.0 ksi
Beam Bracing :E: Modulus :29,000.0
.Service loads entered. Load Factors will be applied for calculations.Applied Loads
Beam self weight calculated and added to loading
Load for Span Number 1
Uniform Load : D = 0.060 k/ft, Tributary Width = 1.0 ft
Load for Span Number 2
Uniform Load : D = 0.060 k/ft, Tributary Width = 1.0 ft
Point Load : D = 0.60 k @ 6.0 ft
.Design OKDESIGN SUMMARY
Maximum Bending Stress Ratio =0.116 : 1
Load Combination D Only
Span # where maximum occurs Span # 1
Location of maximum on span 24.000 ft
1.330 k
Mn / Omega : Allowable 45.449 k-ft Vn/Omega : Allowable
HSS8x6x3/8Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination D Only
57.137 k
Section used for this span HSS8x6x3/8
Ma : Applied
Maximum Shear Stress Ratio =0.023 : 1
24.000 ft
5.266 k-ft Va : Applied
0 <360
1136
Ratio =8199 >=240
Maximum Deflection
Max Downward Transient Deflection 0.000 in 0Ratio =<360
Max Upward Transient Deflection 0.000 in Ratio =
Max Downward Total Deflection 0.254 in Ratio =>=240
Max Upward Total Deflection -0.018 in
.
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 0.892 2.486
Overall MINimum 0.535 1.492
D Only 0.892 2.486
+0.60D 0.535 1.492
Steel Beam
Licensee : AHBL, INCLic. # : KW-06001735
Description :Wind Girt 24' span - Wind Load
AHBL Inc.
2215 N. 30th Street
Suite 200
Tacoma, WA 98403
Project Title:IRT-Greenline
Engineer:Larry Higgins PE
Project ID:2180307.20
Printed: 9 AUG 2018, 9:03AM
Project Descr:
File = Q:\2018\2180307\20_STR\NON_CAD\CALCs\2180307_IRG-Greenline.ec6 .
Software copyright ENERCALC, INC. 1983-2018, Build:10.18.7.31 .
CODE REFERENCES
Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set : ASCE 7-10
Material Properties
Analysis Method :
ksi
Bending Axis :Major Axis Bending
Beam is Fully Braced against lateral-torsional buckling
Allowable Strength Design Fy : Steel Yield :46.0 ksi
Beam Bracing :E: Modulus :29,000.0
.Service loads entered. Load Factors will be applied for calculations.Applied Loads
Beam self weight NOT internally calculated and added
Load for Span Number 1
Uniform Load : W = 0.0240 ksf, Tributary Width = 8.50 ft
Load for Span Number 2
Uniform Load : W = 0.0240 ksf, Tributary Width = 8.50 ft
.Design OKDESIGN SUMMARY
Maximum Bending Stress Ratio =0.140 : 1
Load Combination +0.60W
Span # where maximum occurs Span # 1
Location of maximum on span 11.232 ft
1.561 k
Mn / Omega : Allowable 55.319 k-ft Vn/Omega : Allowable
HSS8x6x3/8Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination +0.60W
80.208 k
Section used for this span HSS8x6x3/8
Ma : Applied
Maximum Shear Stress Ratio =0.019 : 1
24.000 ft
7.746 k-ft Va : Applied
385 >=360
844
Ratio =643 >=240
Maximum Deflection
Max Downward Transient Deflection 0.568 in 506Ratio =>=360
Max Upward Transient Deflection -0.373 in Ratio =
Max Downward Total Deflection 0.341 in Ratio =>=240
Max Upward Total Deflection -0.224 in
.
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 2.295 3.825
Overall MINimum 1.033 1.721
+0.60W 1.377 2.295
+0.450W 1.033 1.721
W Only 2.295 3.825
Steel Column
Licensee : AHBL, INCLic. # : KW-06001735
Description :Spandrel Support
AHBL Inc.
2215 N. 30th Street
Suite 200
Tacoma, WA 98403
Project Title:IRT-Greenline
Engineer:Larry Higgins PE
Project ID:2180307.20
Printed: 9 AUG 2018, 9:03AM
Project Descr:
File = Q:\2018\2180307\20_STR\NON_CAD\CALCs\2180307_IRG-Greenline.ec6 .
Software copyright ENERCALC, INC. 1983-2018, Build:10.18.7.31 .
.Code References
Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used : ASCE 7-10
General Information
Steel Stress Grade
Top & Bottom PinnedAnalysis Method :
23.0Overall Column Height
ft
Top & Bottom FixityAllowable Strength
Fy : Steel Yield
ksi29,000.0
ksi
Steel Section Name :HSS10x10x1/2
36.0
ft
E : Elastic Bending Modulus
Y-Y (depth) axis :
X-X (width) axis :
Unbraced Length for X-X Axis buckling = 23.0 ft, K = 1.0
Unbraced Length for Y-Y Axis buckling = 23.0 ft, K = 1.0
Brace condition for deflection (buckling) along columns :
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 1,436.58 lbs * Dead Load Factor
AXIAL LOADS . . .
Long Spandrel: Axial Load at 23.0 ft, Xecc = 10.0 in, D = 27.30, S = 6.70 k
Long Spandrel: Axial Load at 23.0 ft, Xecc = 5.0 in, Yecc = 5.0 in, D = 19.70, S = 1.30 k
BENDING LOADS . . .
Lat. Point Load at 9.250 ft creating Mx-x, W = 4.40 k
Lat. Point Load at 17.0 ft creating Mx-x, W = 4.40 k
.DESIGN SUMMARY
PASS Max. Axial+Bending Stress Ratio =0.5174
Location of max.above base 23.0 ft
55.0 k
283.285 k
-8.750 k-ft
Load Combination +D+S
Load Combination +D+0.60W
109.042 k-ft
Bending & Shear Check Results
PASS Maximum Shear Stress Ratio =
3.370 k
0.03256 : 1
Location of max.above base 17.134 ft
At maximum location values are . . .
: 1
At maximum location values are . . .
k
109.042 k-ft
-37.083 k-ft
Pa : Axial
Pn / Omega : Allowable
Ma-x : Applied
Mn-x / Omega : Allowable
Ma-y : Applied
Mn-y / Omega : Allowable
Va : Applied
Vn / Omega : Allowable
Maximum Load Reactions . .
(see tab for all)
Top along X-X 1.612 k
Bottom along X-X 1.612 k
Top along Y-Y 5.022 k
Bottom along Y-Y 3.778 k
Maximum Load Deflections . . .
Along Y-Y 0.4348 in at 11.732 ft above base
for load combination :W Only
Along X-X -0.2955 in at 13.430 ft above base
for load combination :+D+S
103.507
.
Maximum Axial + Bending Stress Ratios Maximum Shear Ratios
Load Combination Stress Ratio Location Stress Ratio Status LocationStatus
Load Combination Results
D Only PASS PASS22.85 0.013 0.00 ftft0.442
+D+S PASS PASS23.00 0.016 0.00 ftft0.517
+D+0.750S PASS PASS23.00 0.015 0.00 ftft0.499
+D+0.60W PASS PASS23.00 0.033 17.13 ftft0.442
+D+0.450W PASS PASS23.00 0.025 17.13 ftft0.442
+D+0.750S+0.450W PASS PASS23.00 0.025 17.13 ftft0.499
+0.60D+0.60W PASS PASS16.98 0.031 17.13 ftft0.310
+0.60D PASS PASS22.85 0.008 0.00 ftft0.265
.
k k-ft
Note: Only non-zero reactions are listed.
Load Combination
X-X Axis Reaction Y-Y Axis ReactionAxial Reaction
@ Base @ Top@ Base @ Base @ Top
Maximum Reactions
@ Base @ Base@ Top @ Top
Mx - End Moments My - End Moments
D Only 0.35748.437 -0.3571.346 1.346 -8.208 -30.958
+D+S 0.38056.437 -0.3801.612 1.612 -8.750 -37.083
Steel Column
Licensee : AHBL, INCLic. # : KW-06001735
Description :Spandrel Support
AHBL Inc.
2215 N. 30th Street
Suite 200
Tacoma, WA 98403
Project Title:IRT-Greenline
Engineer:Larry Higgins PE
Project ID:2180307.20
Printed: 9 AUG 2018, 9:03AM
Project Descr:
File = Q:\2018\2180307\20_STR\NON_CAD\CALCs\2180307_IRG-Greenline.ec6 .
Software copyright ENERCALC, INC. 1983-2018, Build:10.18.7.31 .
k k-ft
Note: Only non-zero reactions are listed.
Load Combination
X-X Axis Reaction Y-Y Axis ReactionAxial Reaction
@ Base @ Top@ Base @ Base @ Top
Maximum Reactions
@ Base @ Base@ Top @ Top
Mx - End Moments My - End Moments
+D+0.750S 0.37554.437 -0.3751.546 1.546 -8.615 -35.552
+D+0.60W 3.37048.437 1.9101.346 1.346 -8.208 -30.958
+D+0.450W 2.61748.437 1.3431.346 1.346 -8.208 -30.958
+D+0.750S+0.450W 2.63454.437 1.3261.546 1.546 -8.615 -35.552
+0.60D+0.60W 3.22729.062 2.0530.808 0.808 -4.925 -18.575
+0.60D 0.21429.062 -0.2140.808 0.808 -4.925 -18.575
S Only 0.0248.000 -0.0240.266 0.266 -0.542 -6.125
W Only 5.0223.778
k k-ft
Item
X-X Axis Reaction Y-Y Axis ReactionAxial Reaction
@ Base @ Top@ Base @ Base @ Top
Extreme Reactions
Extreme Value @ Base @ Base@ Top @ Top
Mx - End Moments My - End Moments
MaximumAxial @ Base 0.38056.437 -0.3801.612 1.612 -8.750 -37.083
Minimum"5.0223.778
MaximumReaction, X-X Axis Base 0.38056.437 -0.3801.612 1.612 -8.750 -37.083
Minimum"5.0223.778
MaximumReaction, Y-Y Axis Base 5.0223.778
Minimum"0.38056.437 -0.3801.612 1.612 -8.750 -37.083
MaximumReaction, X-X Axis Top 0.38056.437 -0.3801.612 1.612 -8.750 -37.083
Minimum"5.0223.778
MaximumReaction, Y-Y Axis Top 3.37048.437 1.9101.346 1.346 -8.208 -30.958
Minimum"5.0223.778
MaximumMoment, X-X Axis Base 0.35748.437 -0.3571.346 -8.208 -30.958
Minimum"0.35748.437 -0.3571.346 -8.208 -30.958
MaximumMoment, Y-Y Axis Base 0.35748.437 -0.3571.346 1.346 -30.958 -8.208
Minimum"0.35748.437 -0.3571.346 1.346 -30.958 -8.208
MaximumMoment, X-X Axis Top 5.0223.778
Minimum"0.38056.437 -0.3801.612 1.612 -8.750 -37.083
MaximumMoment, Y-Y Axis Top 5.0223.778
Minimum"0.38056.437 -0.3801.612 1.612 -8.750 -37.083
.Maximum Deflections for Load Combinations
Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance
D Only -0.2467 -0.065 13.430 ftftinin13.430
+D+S -0.2955 -0.070 13.430 ftftinin13.430
+D+0.750S -0.2833 -0.069 13.430 ftftinin13.430
+D+0.60W -0.2467 0.197 11.268 ftftinin13.430
+D+0.450W -0.2467 0.132 11.114 ftftinin13.430
+D+0.750S+0.450W -0.2833 0.129 10.960 ftftinin13.430
+0.60D+0.60W -0.1480 0.223 11.423 ftftinin13.430
+0.60D -0.1480 -0.039 13.430 ftftinin13.430
S Only -0.0488 -0.004 13.430 ftftinin13.430
W Only 0.0000 0.435 11.732 ftftinin0.000
.Steel Section Properties :HSS10x10x1/2
Steel Column
Licensee : AHBL, INCLic. # : KW-06001735
Description :Spandrel Support
AHBL Inc.
2215 N. 30th Street
Suite 200
Tacoma, WA 98403
Project Title:IRT-Greenline
Engineer:Larry Higgins PE
Project ID:2180307.20
Printed: 9 AUG 2018, 9:03AM
Project Descr:
File = Q:\2018\2180307\20_STR\NON_CAD\CALCs\2180307_IRG-Greenline.ec6 .
Software copyright ENERCALC, INC. 1983-2018, Build:10.18.7.31 .
Steel Section Properties :HSS10x10x1/2
R xx =
3.860
in
Depth =10.000 in
R yy =
3.860
in
J =412.000 in^4
Width =10.000 in
Wall Thick
=
0.500 in Zx =60.700 in^3
Area
=
17.200 in^2
Weight =62.460 plf
I xx =256.00 in^4
S xx =51.20 in^3Design Thick =0.465 in
I yy =256.000 in^4 C =84.200 in^3
S yy =51.200 in^3
Ycg =0.000 in
Sketches
Steel Beam
Licensee : AHBL, INCLic. # : KW-06001735
Description :Entrance Canopy 1
AHBL Inc.
2215 N. 30th Street
Suite 200
Tacoma, WA 98403
Project Title:IRT-Greenline
Engineer:Larry Higgins PE
Project ID:2180307.20
Printed: 9 AUG 2018, 9:03AM
Project Descr:
File = Q:\2018\2180307\20_STR\NON_CAD\CALCs\2180307_IRG-Greenline.ec6 .
Software copyright ENERCALC, INC. 1983-2018, Build:10.18.7.31 .
CODE REFERENCES
Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set : ASCE 7-10
Material Properties
Analysis Method :
ksi
Bending Axis :Major Axis Bending
Beam bracing is defined as a set spacing over all spans
Allowable Strength Design Fy : Steel Yield :46 ksi
Beam Bracing :E: Modulus :29,000.0
Unbraced Lengths
First Brace starts at ft from Left-Most support
Regular spacing of lateral supports on length of beam = 5.0 ft
.Service loads entered. Load Factors will be applied for calculations.Applied Loads
Beam self weight calculated and added to loading
Load(s) for Span Number 1
Point Load : D = 0.390 k @ 2.0 ft
Load(s) for Span Number 3
Point Load : D = 0.660, S = 0.940 k @ 0.50 ft
Point Load : D = 0.930, S = 0.940 k @ 5.0 ft
Point Load : D = 0.930, S = 0.940 k @ 10.0 ft
Point Load : D = 0.930, S = 0.940 k @ 15.0 ft
Point Load : D = 0.930, S = 0.940 k @ 19.0 ft
.Design OKDESIGN SUMMARY
Maximum Bending Stress Ratio =0.090 : 1
Load Combination +D+S
Span # where maximum occurs Span # 3
Location of maximum on span 20.000 ft
16.694 k
Mn / Omega : Allowable 167.794 k-ft Vn/Omega : Allowable
HSS18x6x5/16Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 3
Load Combination +D+S
164.739 k
Section used for this span HSS18x6x5/16
Ma : Applied
Maximum Shear Stress Ratio =0.101 : 1
20.000 ft
15.159 k-ft Va : Applied
0 <360
9425
Ratio =46352 >=240
Maximum Deflection
Max Downward Transient Deflection 0.011 in 21,247Ratio =>=360
Max Upward Transient Deflection 0.000 in Ratio =
Max Downward Total Deflection 0.025 in Ratio =>=240
Max Upward Total Deflection -0.001 in
.
Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Support 6 Support 7
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum -16.9719.266-3.723 21.940 0.656
Overall MINimum -5.6092.816-0.880 7.262 0.169
D Only -9.3494.693-1.466 12.103 0.486
+D+S -16.9719.266-3.723 21.940 0.656
+D+0.750S -15.0668.123-3.159 19.480 0.614
Steel Beam
Licensee : AHBL, INCLic. # : KW-06001735
Description :Entrance Canopy 1
AHBL Inc.
2215 N. 30th Street
Suite 200
Tacoma, WA 98403
Project Title:IRT-Greenline
Engineer:Larry Higgins PE
Project ID:2180307.20
Printed: 9 AUG 2018, 9:03AM
Project Descr:
File = Q:\2018\2180307\20_STR\NON_CAD\CALCs\2180307_IRG-Greenline.ec6 .
Software copyright ENERCALC, INC. 1983-2018, Build:10.18.7.31 .
Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Support 6 Support 7
Vertical Reactions Support notation : Far left is #1 Values in KIPS
+0.60D -5.6092.816-0.880 7.262 0.292
S Only -7.6234.573-2.256 9.837 0.169
Steel Beam
Licensee : AHBL, INCLic. # : KW-06001735
Description :Entrance Beam 2
AHBL Inc.
2215 N. 30th Street
Suite 200
Tacoma, WA 98403
Project Title:IRT-Greenline
Engineer:Larry Higgins PE
Project ID:2180307.20
Printed: 9 AUG 2018, 9:03AM
Project Descr:
File = Q:\2018\2180307\20_STR\NON_CAD\CALCs\2180307_IRG-Greenline.ec6 .
Software copyright ENERCALC, INC. 1983-2018, Build:10.18.7.31 .
CODE REFERENCES
Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set : ASCE 7-10
Material Properties
Analysis Method :
ksi
Bending Axis :Major Axis Bending
Beam is Fully Braced against lateral-torsional buckling
Allowable Strength Design Fy : Steel Yield :46 ksi
Beam Bracing :E: Modulus :29,000.0
.Service loads entered. Load Factors will be applied for calculations.Applied Loads
Beam self weight calculated and added to loading
Load(s) for Span Number 1
Point Load : D = 0.3920, S = 0.20 k @ 2.50 ft
Load(s) for Span Number 2
Point Load : D = 0.3920, S = 0.20 k @ 2.50 ft
Point Load : D = 0.3920, S = 0.20 k @ 7.50 ft
Point Load : D = 0.3920, S = 0.20 k @ 22.50 ft
.Design OKDESIGN SUMMARY
Maximum Bending Stress Ratio =0.034 : 1
Load Combination +D+S
Span # where maximum occurs Span # 2
Location of maximum on span 23.500 ft
1.404 k
Mn / Omega : Allowable 131.492 k-ft Vn/Omega : Allowable
HSS18x6x1/4Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 2
Load Combination +D+S
110.824 k
Section used for this span HSS18x6x1/4
Ma : Applied
Maximum Shear Stress Ratio =0.013 : 1
23.500 ft
4.453 k-ft Va : Applied
39,210 >=360
12452
Ratio =7658 >=180
Maximum Deflection
Max Downward Transient Deflection 0.004 in 65,363Ratio =>=360
Max Upward Transient Deflection -0.003 in Ratio =
Max Downward Total Deflection 0.023 in Ratio =>=180
Max Upward Total Deflection -0.014 in
.
Load Combination Support 1 Support 2 Support 3 Support 4 Support 5
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 2.5592.068 -0.889
Overall MINimum 0.4870.507 -0.194
D Only 2.0721.560 -0.695
+D+S 2.5592.068 -0.889
+D+0.750S 2.4371.941 -0.840
+0.60D 1.2430.936 -0.417
S Only 0.4870.507 -0.194
Job Name =
Job Number =
Wall Type =
Wall Description =
Wall Ht =35 ft Wall Weight at Mid Height
b =0.001 ft Wt of Concrete=150 pcf
c =4 ft Wall Thickness=7.25 in.
e =4.00 ft Concentric Load=0 plf
d =31 ft Seismic Fp=.4Sd*=0.3412 Wp
a = 0.0005 ft
a = b/2
Roof Weight
Joist Span=68 feet
Dead Load=12 psf
d Snow Load=25 psf
Live Roof =12 psf
Live Floor=0 psf
eccentricity 6 inch
equiv DL =408.051 plf
equiv SL =850.10625 plf
c equiv Lr =408.051 plf
equiv LL =0 plf
b e
P wind =21.9 psf
P seismic =30.9 psf
P wind equiv =21.9 psf
P seismic equiv =30.9 psf
Equivalent Wind and Seismic Load
IRG Greenline
2180307.2
1
Blank Panel Tall
Page 1
Description Panel 1 Equivalent Moments
Multi-Span Steel BeamRev: 580010
User: KW-0602298, Ver 5.8.0, 15-Jun-2007
(c)1983-2007 ENERCALC Engineering Software 2180307_irg.ecw:Calculations
Scope :
Title :Job #
Description :
Dsgnr:Date:11:02AM, 8 AUG 18
General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000
Fy - Yield Stress
Spans Considered Continuous Over Supports
36.00 ksi Load Duration Factor 1.00
Span Information
SeismicDescription Wind wind wind
Span ft 3.00 35.00 3.00 3.00 35.00 3.00
Steel Section W8X24 W8X24 W8X24 W8X24 W8X24 W8X24
Pin-Pin Pin-Pin Pin-Free Pin-Pin Pin-Pin Pin-Free
0.00ft 0.00 0.00 0.00 0.00 0.00Unbraced Length
End Fixity
Loads
Live Load Used This Span ?Yes Yes Yes Yes Yes Yes
0.031 0.031 -0.031 0.022 0.022 -0.022Dead Load k/ft
Live Load k/ft
Results
0.00 2.87 0.00 0.00 2.04 0.00Mmax @ Cntr k-ft
@ X =ft 0.00 21.70 0.00 0.00 21.70 0.00
Max @ Left End 0.00 -4.44 0.14 0.00 -3.15 0.10k-ft
Max @ Right End -4.44 0.14 0.00 -3.15 0.10 0.00k-ft
fb : Actual 2,554.0 2,554.0 80.3 1,812.5 1,812.5 57.0
Fb : Allowable psi 23,760.0 23,760.0 23,760.0 23,760.0 23,760.0 23,760.0
Bending OK Bending OK Bending OK
346.6fv : Actual 785.5 34.0 557.5 47.9 245.9
14,400.0
psi
14,400.0 14,400.0Fv : Allowable 14,400.0 14,400.0 14,400.0psi
Bending OKBending OK Bending OK
psi
Reactions & Deflections
1.43 0.67 0.09 1.02 0.48 0.07Shear @ Left k
Shear @ Right k 1.53 0.41 0.00 1.08 0.29 0.00
Reactions...
DL @ Left k
-1.43 2.20 0.32 -1.02 1.56 0.23
LL @ Left k
0.00 0.00 0.00 0.00 0.00 0.00
Total @ Left
DL @ Right
LL @ Right
Total @ Right
k
-1.43 2.20 0.32 -1.02 1.56 0.23
k
2.20 0.32 0.00 1.56 0.23 0.00
k
0.00 0.00 0.00 0.00 0.00 0.00
k
2.20 0.32 0.00 1.56 0.23 0.00
Max. Deflection in
0.002 -0.205 0.068 0.001 -0.146 0.048
@ X =ft
1.74 19.83 3.00 1.74 19.83 3.00
Span/Deflection Ratio
19,739.9 2,047.1 1,055.9 27,815.3 2,884.5 1,487.9
Query Values
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Locationft
Shear k 1.43 0.67 0.09 1.02 0.48 0.07 0.00 0.00
Moment 0.00 -4.44 0.14 0.00 -3.15 0.10 0.00 0.00k-ft
0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000Max. Deflection in
Alternate Concrete Slender Wall Design (ACI 318-11 Sect 11.8)
Job Name =
Job Number = 2180307.20
Wall Type =1
Wall Description =
35
38
7.25
0.75
6.5
4.00
D = Dead Load 5000
S = Snow Load (2) Layer
Lr = Roof Live Load #5 Rebar @
L = Occupancy Live Load 10'' o.c.
H = Soil Load L / 1061
E = Seismic Load (Ultimate)82%
W = Wind Load
Applied Loads
S
NO
YES
YES
0.853
f 1 =0.5
f 2 =0.7
Uniform Concentric Applied Loads (W C)
Dead - D (plf)0 (tributary wall weight at midheight)
Snow - S (plf)0
Roof Live - Lr (plf)0
Occupancy Live - L (plf)0
Soil - H (plf)0
Uniform Eccentric Applied Loads (W E)
Eccentricity (in)6
Dead - D (plf)408.051 D =204 D =102
Snow - S (plf)850.10625 S =425 S =213
Roof Live - Lr (plf)408.051 Lr =204 Lr =102
Occupancy Live - L (plf)0 L =0 L =0
Soil - H (plf)0 H =0 H =0
Uniform Moments Applied (MTOP)(MBOT)
Dead - D (lb-ft/ft)0 0 D =0
Snow - S (lb-ft/ft)0 0 S =0
Roof Live - Lr (lb-ft/ft)0 0 Lr =0
Occupancy Live - L (lb-ft/ft)0 0 L =0
Soil - H (lb-ft/ft)0 0 H =0
Seismic (Ultimate) - E (lb-ft/ft)100 -4400 E =-2150
Wind - W (lb-ft/ft)100 -3200 W =-1550
Equivalent Uniform Lateral Applied Loads (P)
Seismic (Ultimate) - E (psf)30.9 E =4735
Wind - W (psf)21.9 W =3354
Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mid-Height of Wall
Dead - D (plf)2266 Dead - D (lb-ft/ft)102
Snow - S (plf)850 Snow - S (lb-ft/ft)213
Roof Live - Lr (plf)408 Roof Live - Lr (lb-ft/ft)102
Occupancy Live - L (plf)0 Occupancy Live - L (lb-ft/ft)0
Soil - H (plf)0 Soil - H (lb-ft/ft)0
Seismic (Ultimate) - E (lb-ft/ft)2585
Wind - W (lb-ft/ft)1804
Is the design snow load less than or equal to 30 psf?
Wall Ht Btwn Supports (ft)
Total Wall Ht w/ Parapet (ft)
Total Wall Thickness (in)
Blank Panel Tall
DESIGN SUMMARY
Reveal Depth (in)
Structural Thickness (in)
IRG Greenline
Pier Width (ft)
Output
Number of Bars Ea Face (or at
Center) of Pier
Concrete Strength (psi)
Hand Input
Potential Hand Input
Moment @ Mid-Ht (lb-ft/ft) = 1/8
PL2
Moment @ Mid-Ht (lb-ft/ft) = 1/2
(MTOP + MBOT)
Moment at Top (lb-ft/ft) = WE * e Moment at Mid-Ht (lb-ft/ft) = 1/2
MTOP
Seismic: Sds
What is the controlling type of roof load? Snow or Roof Live Load? (Enter "S" or "Lr")
Are you applying occupancy live loads for places of public assembly, or live loads in excess of 100 psf, or parking garage
live loads? (YES:f 1 = 1.0, NO:f 1 = 0.5)
Do you have a roof config that prevents snow from shedding off the structure? (YES:f 2 = 0.7, NO:f 2 = 0.2)
OK
4.80
Reinforcement
Max Deflection
% of Flexural Capacity
The uniform moments applied to
the top and bottom of the wall
can be used to model loads from
a wall above or below, or to
model lateral parapet forces.
Enter positive numbers to
increase the moment induced at
the mid-height of the wall being
designed and negative numbers
to reduce the moment.
Note that these totals represent the unfactored forces at the mid-height of the wall including the self wt of the wall (this spreadsheet
automatically calcs wall self wt). P-D effects have not been accounted for. These forces can be overridden by entering your own mid-height
axial loads and moments determined from hand calculations. You will still have to enter information describing the loads so that the proper f1,
f2 and f3 load factors are properly applied. Remember to enter the loads unfactored and include the self-weight of the section of wall being
analyzed.
Note that soil forces are not allowed to counteract wind or seismic forces. In addition, soil forces
that counteract other forces are not allowed to be factored and should be accounted for in hand
See ACI 11.8.2 for
distribution of
concentrated forces
e
C of
structural
thickness
WE
WC
L
MT
MB
P
If you need to make modifications
to any other part of the
spreadsheet besides the yellow
cells the password is "save"
MB
Wall Parameters
Wall Height Between Supports (ft)35 (Not including parapet)
Parapet Height (ft)3 (This is used to calc the self-weight of the wall only)Rebar Dia (in)A (in2)
Total Wall Height (ft)38 3 0.375 0.11
Concrete Strength f'c (psi)5000 4 0.500 0.20
Concrete Unit Weight (pcf)150 5 0.625 0.31
Rebar Yield Stress fy (psi)60000 6 0.750 0.44
Width of Pier Being Designed (ft)1 (Width of pier, or enter 1 ft for analyzing unit width)7 0.875 0.60
Total Wall Thickness (in)7.25 8 1.000 0.79
Depth of Reveal (in)0.75 65 9 1.128 1.00
Structural Thickness (in)6.50 = Total Thk - Reveal Depth 10 1.270 1.27
(1) or (2) Layers of Reinf?2 OK 11 1.410 1.56
Vert Rebar Size 5 0.31 in2 0.625 in
Vert Rebar o.c. Spacing (in)10 OK
As per foot (in2/ft)0.37 (This is the area of tension steel only)
Total As in Pier (in2)0.37 (This is the area of tension steel only)
Number of Bars within Pier (Ea Face)1.20 ACI Min Cover Reqments:
Are You Providing Confinement Reinf?YES #5 & Smaller - 1 1/2"
Confinement Rebar Size 3 0.375 in #6 & Larger - 2"
Conc Cover at Ext Side of Wall Exp to Weather/Earth (in)1.5 #11 & Smaller = 3/4"
Conc Cover at Int Side of Wall Not Exp to Weather/Earth (in)1
Min Depth to Tension Rebar = d (in)4.3 (w/ 2 layers of rebar, d = Struc Width - Max Cover - Confine f - 1/2 Vert f)
Min Vertical Steel Ratio -rv min 0.0025 (rv min may be reduced if the shear force is low. See ACI 21.7.2)
Actual Vertical Steel Ratio -rv 0.0085 OK Based on total wall thk not struc thk = (Rebar A * # Layers / Spacing) / (Total Thk)
Min Tensile Flexural Reinf 1 = As min 1 (in2/ft)0.18 OK
Min Tensile Flexural Reinf 2 = As min 2 (in2/ft)0.17 OK
r 0.0071 = As per ft / (12 * d)
rmax = 0.6 rb = 0.6 * 0.85 *b1 * fc / fy * 87000 / (87000 + fy)0.0201 OK
Ec (psi) 4030509 = 57000 * sqrt (f'c)
Es (psi) 29000000
n 7.2 = Es / Ec Mu (lb-in) = Mua / (1 - (5 * Pu * Lc
l w (in)12 = 12"
Ag (in2/ft)78 = Struc Thk * 12
0.06 f'c (psi)300
l c (in)420 = Wall Ht * 12
b1 0.8
Ig (in4/ft)275 = 1/12 * 12 * Struc Thk3
fr (psi)530 = 7.5 * sqrt (f'c)
yt (in)3.25 = Struc Thk / 2
Mcr (lb-in)44813 = fr * Ig / yt
l c / 150 (in)2.8
OK
Job Name =IRG Greenline
Job Number =2180307.2
Wall Type =1
Wall Description =Blank Panel Tall
Not Exposed to Weather:
Exposed to Weather:
Pier Width = bw
d
d
Vert Spcg
Struc
Thk
Per ACI 14.3.6 lateral
ties need not be
provided where vert reinf
is not req'd as
compression reinf. Thus
walls designed using this
method do not need to
have confinement steel.
But in many cases is still
advisable, particularly
with 2 layers of rebar.
Verify "d" with
hand calcs also
The width of the pier doesn't affect the structural
design since loads are input per linear foot. Pier
width is for your reference so you can track your
calculations. This does calculate the actual number
of bars required within the pier width you input.
*ASCE 7-10
IBC-2015 12.4.2.3
D 1.4 1.2 1.2 1.2 1.2 1.3706 0.9 0.7294
S 0 0.5 1.6 1.6 0.5 0.7 0 0
Lr 0 0 0 0 0 0 0 0
L 0 1.6 0.5 0 0.5 0.5 0 0
H 0 1.6 0 0 0 0 1.6 1.6
E 0 0 0 0 0 1.0 0 1.0
W 0 0 0 0.5 1 0 1 0
Factored Axial Load at Mid Ht = Pu (lb/ft)3173 3144 4079 4079 3144 3701 2039 1653
Factored Applied Moment at Mid Ht = Mua (lb-in/ft)1714 2744 5549 16373 24390 34488 22748 31918
Pu / Ag (psi)41 40 52 52 40 47 26 21
Vert Stress at Mid-Ht Wall ok? Pu / Ag < 0.06 f'c?OK OK OK OK OK OK OK OK OK
Ase (in2) = (Pu(h/2d) + As*fy) / fy 0.41 0.41 0.42 0.42 0.41 0.41 0.39 0.39
a (in) =(Ase*fy) / (0.85*fc*lw)0.48 0.48 0.49 0.49 0.48 0.49 0.46 0.46
CU = C ULTIMATE = a /b1 0.60 0.60 0.62 0.62 0.60 0.61 0.58 0.57
Icr U (in4) = Icr ULTIMATE = n*Ase*(d-CU)2 + 1/3*l w*CU3 41.32 41.30 42.15 42.15 41.30 41.81 40.27 39.90
Mu (lb-in) = Mua / (1 - (5 * Pu * Lc2)/(0.75 * 48 * Ec * Icr)) =3213 5108 13478 39764 45404 74661 32867 42659
Mn (lb-in) = Ase * fy * (d - a/2) 99696 99614 102311 102311 99614 101221 96416 95294
Cu / d 0.14 0.14 0.14 0.14 0.14 0.14 0.13 0.13
f = 0.23 + 0.25 /(Cu / d)0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
fMn (lb-in)89726 89653 92080 92080 89653 91099 86775 85764
fMn > Mcr ?OK OK OK OK OK OK OK OK OK
Mu /fMn 4%6%15%43%51%82%38%50%POSITIVE
fMn > Mu ?OK OK OK OK OK OK OK OK OK
Job Name =IRG Greenline
Job Number =2E+06
Wall Type =1
Wall Description =Blank Panel Tall
D 1 1 1 1 1 1
S 1 0 0 0.5 1 1
Lr 0 0 0 0 0 0
L 1 1 1 1 1 1
H 1 1 1 1 1 1
E 0 0 0.70 0 0 0.70
W 0 0.6 0 0.6 0.3 0
Axial Load at Mid Ht = Ps (lb/ft)3116 2266 2266 2691 3116 3116
Applied Moment at Mid Ht = Msa (lb-in/ft)3774 14212 22941 15487 10268 25492
Ase (in2) = (Ps + As*fy) / fy 0.42 0.41 0.41 0.41 0.42 0.42
k = Sqrt ((n*p)2 + 2*n*p) - n*p 0.273 0.273 0.273 0.273 0.273 0.273
CE = C ELASTIC = k * d 1.18 1.18 1.18 1.18 1.18 1.18
Icr E (in4) = Icr ELASTIC = n*Ase*(d-CE)2 + 1/3*l w*CE3 36.24 35.24 35.24 35.74 36.24 36.24
M1 = Msa (lb-in)3774 14212 22941 15487 10268 25492
Ie1 (in4) = { (Mcr / M)3 * Ig + (1-(Mcr / M)3) * Icr E } < Ig 275 275 275 275 275 275
M2 (lb-in) = Msa / (1 - (5 * Ps * Lc2) / (48 * Ec * Ie1))3980 14767 23838 16211 10829 26882
Ie2 (in4)275 275 275 275 275 275
M3 (lb-in)3980 14767 23838 16211 10829 26882
Ie3 (in4)275 275 275 275 275 275
M4 (lb-in)3980 14767 23838 16211 10829 26882
Ie4 (in4)275 275 275 275 275 275
M5 (lb-in)3980 14767 23838 16211 10829 26882
Ie5 (in4)275 275 275 275 275 275
M6 (lb-in)3980 14767 23838 16211 10829 26882
Ie6 (in4)275 275 275 275 275 275
M7 (lb-in)3980 14767 23838 16211 10829 26882
Ie7 (in4)275 275 275 275 275 275
l c / 150 (in)2.8 2.8 2.8 2.8 2.8 2.8
Ds (in) = (5 * M7 * Lc2) / (48 * Ec * Ie7)0.07 0.25 0.40 0.27 0.18 E+S is N/A
OK OK OK OK OK OK OKA=D+L+(LrorS)A=D+L+.6WU=1.4DU=1.2D+1.6(L+H)+0.5(LrorS)U=1.2D+1.6(LrorS)+f1LA=D+L+0.7EA=D+L+.6W+S/2A=D+L+S+.3WA=D+L+S+.7EU=1.2D+W+f1L+0.5(LrorS)U=(1.2+0.2Sds)D+1.0E+f1L+f2SU=1.2D+1.6(LrorS)+0.5WU=(0.9-0.2Sds)D+1.0E+1.6HU=0.9D+W+1.6HLoad
Combo
16-4
Load
Combo
16-6
Load
Combo
16-7*
Load
Combo
16-1
Load
Combo
16-2
Load
Combo
16-3(a)
Load
Combo
16-3(b)
Load
Combo
16-5*
Job Name =
Job Number =
Wall Type =
Wall Description =
Wall Ht =35 ft Wall Weight at Mid Height
b =3.333 ft Wt of Concrete=150 pcf
c =7 ft Wall Thickness=7.25 in.
e =4.00 ft Concentric Load=774 plf
d =28 ft Seismic Fp=.4Sd*=0.3412 Wp
a = 1.6665 ft
a = b/2
Roof Weight
Joist Span=68 feet
Dead Load=12 psf
d Snow Load=25 psf
Live Roof =12 psf
Live Floor=0 psf
eccentricity 6 inch
equiv DL =577.983 plf
equiv SL =1204.1313 plf
c equiv Lr =577.983 plf
equiv LL =0 plf
b e
P wind =21.9 psf
P seismic =30.9 psf
P wind equiv =31.0 psf
P seismic equiv =42.8 psf
Equivalent Wind and Seismic Load
IRG Greenline
2180307.2
2
Man Door Tall Panel
Page 1
Description Panel 2 Equivalent Moments
Multi-Span Steel BeamRev: 580010
User: KW-0602298, Ver 5.8.0, 15-Jun-2007
(c)1983-2007 ENERCALC Engineering Software 2180307_irg.ecw:Calculations
Scope :
Title :Job #
Description :
Dsgnr:Date:11:02AM, 8 AUG 18
General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000
Fy - Yield Stress
Spans Considered Continuous Over Supports
36.00 ksi Load Duration Factor 1.00
Span Information
SeismicDescription Wind wind wind
Span ft 3.00 35.00 3.00 3.00 35.00 3.00
Steel Section W8X24 W8X24 W8X24 W8X24 W8X24 W8X24
Pin-Pin Pin-Pin Pin-Free Pin-Pin Pin-Pin Pin-Free
0.00ft 0.00 0.00 0.00 0.00 0.00Unbraced Length
End Fixity
Loads
Live Load Used This Span ?Yes Yes Yes Yes Yes Yes
0.043 0.043 -0.043 0.031 0.031 -0.031Dead Load k/ft
Live Load k/ft
Results
0.00 3.99 0.00 0.00 2.87 0.00Mmax @ Cntr k-ft
@ X =ft 0.00 21.70 0.00 0.00 21.70 0.00
Max @ Left End 0.00 -6.16 0.19 0.00 -4.44 0.14k-ft
Max @ Right End -6.16 0.19 0.00 -4.44 0.14 0.00k-ft
fb : Actual 3,542.6 3,542.6 111.3 2,554.0 2,554.0 80.3
Fb : Allowable psi 23,760.0 23,760.0 23,760.0 23,760.0 23,760.0 23,760.0
Bending OK Bending OK Bending OK
480.7fv : Actual 1,089.6 47.9 785.5 66.4 346.6
14,400.0
psi
14,400.0 14,400.0Fv : Allowable 14,400.0 14,400.0 14,400.0psi
Bending OKBending OK Bending OK
psi
Reactions & Deflections
1.99 0.93 0.13 1.43 0.67 0.09Shear @ Left k
Shear @ Right k 2.12 0.57 0.00 1.53 0.41 0.00
Reactions...
DL @ Left k
-1.99 3.05 0.44 -1.43 2.20 0.32
LL @ Left k
0.00 0.00 0.00 0.00 0.00 0.00
Total @ Left
DL @ Right
LL @ Right
Total @ Right
k
-1.99 3.05 0.44 -1.43 2.20 0.32
k
3.05 0.44 0.00 2.20 0.32 0.00
k
0.00 0.00 0.00 0.00 0.00 0.00
k
3.05 0.44 0.00 2.20 0.32 0.00
Max. Deflection in
0.003 -0.285 0.095 0.002 -0.205 0.068
@ X =ft
1.74 19.83 3.00 1.74 19.83 3.00
Span/Deflection Ratio
14,231.1 1,475.8 761.3 19,739.9 2,047.1 1,055.9
Query Values
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Locationft
Shear k 1.99 0.93 0.13 1.43 0.67 0.09 0.00 0.00
Moment 0.00 -6.16 0.19 0.00 -4.44 0.14 0.00 0.00k-ft
0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000Max. Deflection in
Alternate Concrete Slender Wall Design (ACI 318-11 Sect 11.8)
Job Name =
Job Number = 2180307.20
Wall Type =2
Wall Description =
35
38
7.25
0.75
6.5
4.00
D = Dead Load 5000
S = Snow Load (2) Layer
Lr = Roof Live Load #5 Rebar @
L = Occupancy Live Load 6'' o.c.
H = Soil Load L / 759
E = Seismic Load (Ultimate)74%
W = Wind Load
Applied Loads
S
NO
YES
YES
0.853
f 1 =0.5
f 2 =0.7
Uniform Concentric Applied Loads (W C)
Dead - D (plf)774 (tributary wall weight at midheight)
Snow - S (plf)0
Roof Live - Lr (plf)0
Occupancy Live - L (plf)0
Soil - H (plf)0
Uniform Eccentric Applied Loads (W E)
Eccentricity (in)6
Dead - D (plf)577.983 D =289 D =144
Snow - S (plf) 1204.13125 S =602 S =301
Roof Live - Lr (plf)577.983 Lr =289 Lr =144
Occupancy Live - L (plf)0 L =0 L =0
Soil - H (plf)0 H =0 H =0
Uniform Moments Applied (MTOP)(MBOT)
Dead - D (lb-ft/ft)0 0 D =0
Snow - S (lb-ft/ft)0 0 S =0
Roof Live - Lr (lb-ft/ft)0 0 Lr =0
Occupancy Live - L (lb-ft/ft)0 0 L =0
Soil - H (lb-ft/ft)0 0 H =0
Seismic (Ultimate) - E (lb-ft/ft)200 -6200 E =-3000
Wind - W (lb-ft/ft)100 -4400 W =-2150
Equivalent Uniform Lateral Applied Loads (P)
Seismic (Ultimate) - E (psf)42.8 E =6553
Wind - W (psf)31.0 W =4751
Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mid-Height of Wall
Dead - D (plf)3210 Dead - D (lb-ft/ft)144
Snow - S (plf)1204 Snow - S (lb-ft/ft)301
Roof Live - Lr (plf)578 Roof Live - Lr (lb-ft/ft)144
Occupancy Live - L (plf)0 Occupancy Live - L (lb-ft/ft)0
Soil - H (plf)0 Soil - H (lb-ft/ft)0
Seismic (Ultimate) - E (lb-ft/ft)3553
Wind - W (lb-ft/ft)2601
Reinforcement
Max Deflection
% of Flexural Capacity
8.00
Concrete Strength (psi)
Hand Input
Potential Hand Input
Moment @ Mid-Ht (lb-ft/ft) = 1/8
PL2
Moment @ Mid-Ht (lb-ft/ft) = 1/2
(MTOP + MBOT)
Moment at Top (lb-ft/ft) = WE * e Moment at Mid-Ht (lb-ft/ft) = 1/2
MTOP
Seismic: Sds
What is the controlling type of roof load? Snow or Roof Live Load? (Enter "S" or "Lr")
Are you applying occupancy live loads for places of public assembly, or live loads in excess of 100 psf, or parking garage
live loads? (YES:f 1 = 1.0, NO:f 1 = 0.5)
Do you have a roof config that prevents snow from shedding off the structure? (YES:f 2 = 0.7, NO:f 2 = 0.2)
OK
Is the design snow load less than or equal to 30 psf?
Wall Ht Btwn Supports (ft)
Total Wall Ht w/ Parapet (ft)
Total Wall Thickness (in)
Man Door Tall Panel
DESIGN SUMMARY
Reveal Depth (in)
Structural Thickness (in)
IRG Greenline
Pier Width (ft)
Output
Number of Bars Ea Face (or at
Center) of Pier
The uniform moments applied to
the top and bottom of the wall
can be used to model loads from
a wall above or below, or to
model lateral parapet forces.
Enter positive numbers to
increase the moment induced at
the mid-height of the wall being
designed and negative numbers
to reduce the moment.
Note that these totals represent the unfactored forces at the mid-height of the wall including the self wt of the wall (this spreadsheet
automatically calcs wall self wt). P-D effects have not been accounted for. These forces can be overridden by entering your own mid-height
axial loads and moments determined from hand calculations. You will still have to enter information describing the loads so that the proper f1,
f2 and f3 load factors are properly applied. Remember to enter the loads unfactored and include the self-weight of the section of wall being
analyzed.
Note that soil forces are not allowed to counteract wind or seismic forces. In addition, soil forces
that counteract other forces are not allowed to be factored and should be accounted for in hand
See ACI 11.8.2 for
distribution of
concentrated forces
e
C of
structural
thickness
WE
WC
L
MT
MB
P
If you need to make modifications
to any other part of the
spreadsheet besides the yellow
cells the password is "save"
MB
Wall Parameters
Wall Height Between Supports (ft)35 (Not including parapet)
Parapet Height (ft)3 (This is used to calc the self-weight of the wall only)Rebar Dia (in)A (in2)
Total Wall Height (ft)38 3 0.375 0.11
Concrete Strength f'c (psi)5000 4 0.500 0.20
Concrete Unit Weight (pcf)150 5 0.625 0.31
Rebar Yield Stress fy (psi)60000 6 0.750 0.44
Width of Pier Being Designed (ft)1 (Width of pier, or enter 1 ft for analyzing unit width)7 0.875 0.60
Total Wall Thickness (in)7.25 8 1.000 0.79
Depth of Reveal (in)0.75 65 9 1.128 1.00
Structural Thickness (in)6.50 = Total Thk - Reveal Depth 10 1.270 1.27
(1) or (2) Layers of Reinf?2 OK 11 1.410 1.56
Vert Rebar Size 5 0.31 in2 0.625 in
Vert Rebar o.c. Spacing (in)6 OK
As per foot (in2/ft)0.61 (This is the area of tension steel only)
Total As in Pier (in2)0.61 (This is the area of tension steel only)
Number of Bars within Pier (Ea Face)2.00 ACI Min Cover Reqments:
Are You Providing Confinement Reinf?YES #5 & Smaller - 1 1/2"
Confinement Rebar Size 3 0.375 in #6 & Larger - 2"
Conc Cover at Ext Side of Wall Exp to Weather/Earth (in)1.5 #11 & Smaller = 3/4"
Conc Cover at Int Side of Wall Not Exp to Weather/Earth (in)1
Min Depth to Tension Rebar = d (in)4.3 (w/ 2 layers of rebar, d = Struc Width - Max Cover - Confine f - 1/2 Vert f)
Min Vertical Steel Ratio -rv min 0.0025 (rv min may be reduced if the shear force is low. See ACI 21.7.2)
Actual Vertical Steel Ratio -rv 0.0141 OK Based on total wall thk not struc thk = (Rebar A * # Layers / Spacing) / (Total Thk)
Min Tensile Flexural Reinf 1 = As min 1 (in2/ft)0.18 OK
Min Tensile Flexural Reinf 2 = As min 2 (in2/ft)0.17 OK
r 0.0119 = As per ft / (12 * d)
rmax = 0.6 rb = 0.6 * 0.85 *b1 * fc / fy * 87000 / (87000 + fy)0.0201 OK
Ec (psi) 4030509 = 57000 * sqrt (f'c)
Es (psi) 29000000
n 7.2 = Es / Ec Mu (lb-in) = Mua / (1 - (5 * Pu * Lc
l w (in)12 = 12"
Ag (in2/ft)78 = Struc Thk * 12
0.06 f'c (psi)300
l c (in)420 = Wall Ht * 12
b1 0.8
Ig (in4/ft)275 = 1/12 * 12 * Struc Thk3
fr (psi)530 = 7.5 * sqrt (f'c)
yt (in)3.25 = Struc Thk / 2
Mcr (lb-in)44813 = fr * Ig / yt
l c / 150 (in)2.8
OK
Job Name =IRG Greenline
Job Number =2180307.2
Wall Type =2
Wall Description =Man Door Tall Panel
Not Exposed to Weather:
Exposed to Weather:
Pier Width = bw
d
d
Vert Spcg
Struc
Thk
Per ACI 14.3.6 lateral
ties need not be
provided where vert reinf
is not req'd as
compression reinf. Thus
walls designed using this
method do not need to
have confinement steel.
But in many cases is still
advisable, particularly
with 2 layers of rebar.
Verify "d" with
hand calcs also
The width of the pier doesn't affect the structural
design since loads are input per linear foot. Pier
width is for your reference so you can track your
calculations. This does calculate the actual number
of bars required within the pier width you input.
*ASCE 7-10
IBC-2015 12.4.2.3
D 1.4 1.2 1.2 1.2 1.2 1.3706 0.9 0.7294
S 0 0.5 1.6 1.6 0.5 0.7 0 0
Lr 0 0 0 0 0 0 0 0
L 0 1.6 0.5 0 0.5 0.5 0 0
H 0 1.6 0 0 0 0 1.6 1.6
E 0 0 0 0 0 1.0 0 1.0
W 0 0 0 0.5 1 0 1 0
Factored Axial Load at Mid Ht = Pu (lb/ft)4494 4454 5778 5778 4454 5242 2889 2341
Factored Applied Moment at Mid Ht = Mua (lb-in/ft)2428 3887 7861 23464 35094 47539 32767 43898
Pu / Ag (psi)58 57 74 74 57 67 37 30
Vert Stress at Mid-Ht Wall ok? Pu / Ag < 0.06 f'c?OK OK OK OK OK OK OK OK OK
Ase (in2) = (Pu(h/2d) + As*fy) / fy 0.67 0.67 0.69 0.69 0.67 0.68 0.65 0.64
a (in) =(Ase*fy) / (0.85*fc*lw)0.79 0.79 0.81 0.81 0.79 0.80 0.76 0.76
CU = C ULTIMATE = a /b1 0.99 0.98 1.01 1.01 0.98 1.00 0.96 0.95
Icr U (in4) = Icr ULTIMATE = n*Ase*(d-CU)2 + 1/3*l w*CU3 57.19 57.17 57.99 57.99 57.17 57.66 56.18 55.83
Mu (lb-in) = Mua / (1 - (5 * Pu * Lc2)/(0.75 * 48 * Ec * Icr)) =4647 7383 19937 59514 66662 106272 47666 58917
Mn (lb-in) = Ase * fy * (d - a/2) 157527 157421 160929 160929 157421 159512 153250 151784
Cu / d 0.23 0.23 0.23 0.23 0.23 0.23 0.22 0.22
f = 0.23 + 0.25 /(Cu / d)0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
fMn (lb-in)141774 141679 144837 144837 141679 143560 137925 136606
fMn > Mcr ?OK OK OK OK OK OK OK OK OK
Mu /fMn 3%5%14%41%47%74%35%43%POSITIVE
fMn > Mu ?OK OK OK OK OK OK OK OK OK
Job Name =IRG Greenline
Job Number =2E+06
Wall Type =2
Wall Description =Man Door Tall Panel
D 1 1 1 1 1 1
S 1 0 0 0.5 1 1
Lr 0 0 0 0 0 0
L 1 1 1 1 1 1
H 1 1 1 1 1 1
E 0 0 0.70 0 0 0.70
W 0 0.6 0 0.6 0.3 0
Axial Load at Mid Ht = Ps (lb/ft)4414 3210 3210 3812 4414 4414
Applied Moment at Mid Ht = Msa (lb-in/ft)5346 20458 31578 22264 14708 35190
Ase (in2) = (Ps + As*fy) / fy 0.69 0.67 0.67 0.68 0.69 0.69
k = Sqrt ((n*p)2 + 2*n*p) - n*p 0.336 0.336 0.336 0.336 0.336 0.336
CE = C ELASTIC = k * d 1.45 1.45 1.45 1.45 1.45 1.45
Icr E (in4) = Icr ELASTIC = n*Ase*(d-CE)2 + 1/3*l w*CE3 52.70 51.52 51.52 52.11 52.70 52.70
M1 = Msa (lb-in)5346 20458 31578 22264 14708 35190
Ie1 (in4) = { (Mcr / M)3 * Ig + (1-(Mcr / M)3) * Icr E } < Ig 275 275 275 275 275 275
M2 (lb-in) = Msa / (1 - (5 * Ps * Lc2) / (48 * Ec * Ie1))5769 21609 33355 23768 15871 37972
Ie2 (in4)275 275 275 275 275 275
M3 (lb-in)5769 21609 33355 23768 15871 37972
Ie3 (in4)275 275 275 275 275 275
M4 (lb-in)5769 21609 33355 23768 15871 37972
Ie4 (in4)275 275 275 275 275 275
M5 (lb-in)5769 21609 33355 23768 15871 37972
Ie5 (in4)275 275 275 275 275 275
M6 (lb-in)5769 21609 33355 23768 15871 37972
Ie6 (in4)275 275 275 275 275 275
M7 (lb-in)5769 21609 33355 23768 15871 37972
Ie7 (in4)275 275 275 275 275 275
l c / 150 (in)2.8 2.8 2.8 2.8 2.8 2.8
Ds (in) = (5 * M7 * Lc2) / (48 * Ec * Ie7)0.10 0.36 0.55 0.39 0.26 E+S is N/A
OK OK OK OK OK OK OK
Load
Combo
16-7*
Load
Combo
16-1
Load
Combo
16-2
Load
Combo
16-3(a)
Load
Combo
16-3(b)
Load
Combo
16-5*U=(0.9-0.2Sds)D+1.0E+1.6HU=0.9D+W+1.6HLoad
Combo
16-4
Load
Combo
16-6
A=D+L+.6W+S/2A=D+L+S+.3WA=D+L+S+.7EU=1.2D+W+f1L+0.5(LrorS)U=(1.2+0.2Sds)D+1.0E+f1L+f2SU=1.2D+1.6(LrorS)+0.5WA=D+L+(LrorS)A=D+L+.6WU=1.4DU=1.2D+1.6(L+H)+0.5(LrorS)U=1.2D+1.6(LrorS)+f1LA=D+L+0.7E
Job Name =
Job Number =
Wall Type =
Wall Description =
Wall Ht =33 ft Wall Weight at Mid Height
b =0.001 ft Wt of Concrete=150 pcf
c =4 ft Wall Thickness=7.25 in.
e =1.00 ft Concentric Load=1 plf
d =29 ft Seismic Fp=.4Sd*=0.3412 Wp
a = 0.0005 ft
a = b/2
Roof Weight
Joist Span=68 feet
Dead Load=12 psf
d Snow Load=25 psf
Live Roof =12 psf
Live Floor=0 psf
eccentricity 6 inch
equiv DL =408.204 plf
equiv SL =850.425 plf
c equiv Lr =408.204 plf
equiv LL =0 plf
b e
P wind =21.9 psf
P seismic =30.9 psf
P wind equiv =21.9 psf
P seismic equiv =30.9 psf
Equivalent Wind and Seismic Load
IRG Greenline
2180307.2
4
Blank Panel Tall
Page 1
Description Panel 4 Equivalent Moments
Multi-Span Steel BeamRev: 580010
User: KW-0602298, Ver 5.8.0, 15-Jun-2007
(c)1983-2007 ENERCALC Engineering Software 2180307_irg.ecw:Calculations
Scope :
Title :Job #
Description :
Dsgnr:Date:11:02AM, 8 AUG 18
General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000
Fy - Yield Stress
Spans Considered Continuous Over Supports
36.00 ksi Load Duration Factor 1.00
Span Information
SeismicDescription Wind wind wind
Span ft 3.00 33.00 5.00 3.00 33.00 5.00
Steel Section W8X24 W8X24 W8X24 W8X24 W8X24 W8X24
Pin-Pin Pin-Pin Pin-Free Pin-Pin Pin-Pin Pin-Free
0.00ft 0.00 0.00 0.00 0.00 0.00Unbraced Length
End Fixity
Loads
Live Load Used This Span ?Yes Yes Yes Yes Yes Yes
0.031 0.031 -0.031 0.022 0.022 -0.022Dead Load k/ft
Live Load k/ft
Results
0.00 2.68 0.00 0.00 1.90 0.00Mmax @ Cntr k-ft
@ X =ft 0.00 20.90 0.00 0.00 20.90 0.00
Max @ Left End 0.00 -4.05 0.39 0.00 -2.87 0.27k-ft
Max @ Right End -4.05 0.39 0.00 -2.87 0.27 0.00k-ft
fb : Actual 2,329.4 2,329.4 222.9 1,653.1 1,653.1 158.2
Fb : Allowable psi 23,760.0 23,760.0 23,760.0 23,760.0 23,760.0 23,760.0
Bending OK Bending OK Bending OK
332.5fv : Actual 718.6 56.6 510.0 79.8 235.9
14,400.0
psi
14,400.0 14,400.0Fv : Allowable 14,400.0 14,400.0 14,400.0psi
Bending OKBending OK Bending OK
psi
Reactions & Deflections
1.30 0.65 0.15 0.92 0.46 0.11Shear @ Left k
Shear @ Right k 1.40 0.38 0.00 0.99 0.27 0.00
Reactions...
DL @ Left k
-1.30 2.04 0.22 -0.92 1.45 0.16
LL @ Left k
0.00 0.00 0.00 0.00 0.00 0.00
Total @ Left
DL @ Right
LL @ Right
Total @ Right
k
-1.30 2.04 0.22 -0.92 1.45 0.16
k
2.04 0.22 0.00 1.45 0.16 0.00
k
0.00 0.00 0.00 0.00 0.00 0.00
k
2.04 0.22 0.00 1.45 0.16 0.00
Max. Deflection in
0.002 -0.171 0.104 0.001 -0.121 0.074
@ X =ft
1.74 18.92 5.00 1.74 18.92 5.00
Span/Deflection Ratio
21,669.4 2,319.4 1,152.8 30,534.2 3,268.3 1,624.3
Query Values
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Locationft
Shear k 1.30 0.65 0.15 0.92 0.46 0.11 0.00 0.00
Moment 0.00 -4.05 0.39 0.00 -2.87 0.27 0.00 0.00k-ft
0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000Max. Deflection in
Alternate Concrete Slender Wall Design (ACI 318-11 Sect 11.8)
Job Name =
Job Number = 2180307.20
Wall Type =4
Wall Description =
33
38
7.25
0.75
6.5
1.00
D = Dead Load 5000
S = Snow Load (2) Layer
Lr = Roof Live Load #5 Rebar @
L = Occupancy Live Load 10'' o.c.
H = Soil Load L / 1206
E = Seismic Load (Ultimate)70%
W = Wind Load
Applied Loads
S
NO
YES
YES
0.853
f 1 =0.5
f 2 =0.7
Uniform Concentric Applied Loads (W C)
Dead - D (plf)1 (tributary wall weight at midheight)
Snow - S (plf)0
Roof Live - Lr (plf)0
Occupancy Live - L (plf)0
Soil - H (plf)0
Uniform Eccentric Applied Loads (W E)
Eccentricity (in)6
Dead - D (plf)408.204 D =204 D =102
Snow - S (plf)850.425 S =425 S =213
Roof Live - Lr (plf)408.204 Lr =204 Lr =102
Occupancy Live - L (plf)0 L =0 L =0
Soil - H (plf)0 H =0 H =0
Uniform Moments Applied (MTOP)(MBOT)
Dead - D (lb-ft/ft)0 0 D =0
Snow - S (lb-ft/ft)0 0 S =0
Roof Live - Lr (lb-ft/ft)0 0 Lr =0
Occupancy Live - L (lb-ft/ft)0 0 L =0
Soil - H (lb-ft/ft)0 0 H =0
Seismic (Ultimate) - E (lb-ft/ft)400 -4000 E =-1800
Wind - W (lb-ft/ft)300 -2900 W =-1300
Equivalent Uniform Lateral Applied Loads (P)
Seismic (Ultimate) - E (psf)30.9 E =4211
Wind - W (psf)21.9 W =2983
Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mid-Height of Wall
Dead - D (plf)2358 Dead - D (lb-ft/ft)102
Snow - S (plf)850 Snow - S (lb-ft/ft)213
Roof Live - Lr (plf)408 Roof Live - Lr (lb-ft/ft)102
Occupancy Live - L (plf)0 Occupancy Live - L (lb-ft/ft)0
Soil - H (plf)0 Soil - H (lb-ft/ft)0
Seismic (Ultimate) - E (lb-ft/ft)2411
Wind - W (lb-ft/ft)1683
Is the design snow load less than or equal to 30 psf?
Wall Ht Btwn Supports (ft)
Total Wall Ht w/ Parapet (ft)
Total Wall Thickness (in)
Blank Panel Tall
DESIGN SUMMARY
Reveal Depth (in)
Structural Thickness (in)
IRG Greenline
Pier Width (ft)
Output
Number of Bars Ea Face (or at
Center) of Pier
Concrete Strength (psi)
Hand Input
Potential Hand Input
Moment @ Mid-Ht (lb-ft/ft) = 1/8
PL2
Moment @ Mid-Ht (lb-ft/ft) = 1/2
(MTOP + MBOT)
Moment at Top (lb-ft/ft) = WE * e Moment at Mid-Ht (lb-ft/ft) = 1/2
MTOP
Seismic: Sds
What is the controlling type of roof load? Snow or Roof Live Load? (Enter "S" or "Lr")
Are you applying occupancy live loads for places of public assembly, or live loads in excess of 100 psf, or parking garage
live loads? (YES:f 1 = 1.0, NO:f 1 = 0.5)
Do you have a roof config that prevents snow from shedding off the structure? (YES:f 2 = 0.7, NO:f 2 = 0.2)
OK
1.20
Reinforcement
Max Deflection
% of Flexural Capacity
The uniform moments applied to
the top and bottom of the wall
can be used to model loads from
a wall above or below, or to
model lateral parapet forces.
Enter positive numbers to
increase the moment induced at
the mid-height of the wall being
designed and negative numbers
to reduce the moment.
Note that these totals represent the unfactored forces at the mid-height of the wall including the self wt of the wall (this spreadsheet
automatically calcs wall self wt). P-D effects have not been accounted for. These forces can be overridden by entering your own mid-height
axial loads and moments determined from hand calculations. You will still have to enter information describing the loads so that the proper f1,
f2 and f3 load factors are properly applied. Remember to enter the loads unfactored and include the self-weight of the section of wall being
analyzed.
Note that soil forces are not allowed to counteract wind or seismic forces. In addition, soil forces
that counteract other forces are not allowed to be factored and should be accounted for in hand
See ACI 11.8.2 for
distribution of
concentrated forces
e
C of
structural
thickness
WE
WC
L
MT
MB
P
If you need to make modifications
to any other part of the
spreadsheet besides the yellow
cells the password is "save"
MB
Wall Parameters
Wall Height Between Supports (ft)33 (Not including parapet)
Parapet Height (ft)5 (This is used to calc the self-weight of the wall only)Rebar Dia (in)A (in2)
Total Wall Height (ft)38 3 0.375 0.11
Concrete Strength f'c (psi)5000 4 0.500 0.20
Concrete Unit Weight (pcf)150 5 0.625 0.31
Rebar Yield Stress fy (psi)60000 6 0.750 0.44
Width of Pier Being Designed (ft)1 (Width of pier, or enter 1 ft for analyzing unit width)7 0.875 0.60
Total Wall Thickness (in)7.25 8 1.000 0.79
Depth of Reveal (in)0.75 65 9 1.128 1.00
Structural Thickness (in)6.50 = Total Thk - Reveal Depth 10 1.270 1.27
(1) or (2) Layers of Reinf?2 OK 11 1.410 1.56
Vert Rebar Size 5 0.31 in2 0.625 in
Vert Rebar o.c. Spacing (in)10 OK
As per foot (in2/ft)0.37 (This is the area of tension steel only)
Total As in Pier (in2)0.37 (This is the area of tension steel only)
Number of Bars within Pier (Ea Face)1.20 ACI Min Cover Reqments:
Are You Providing Confinement Reinf?YES #5 & Smaller - 1 1/2"
Confinement Rebar Size 3 0.375 in #6 & Larger - 2"
Conc Cover at Ext Side of Wall Exp to Weather/Earth (in)1.5 #11 & Smaller = 3/4"
Conc Cover at Int Side of Wall Not Exp to Weather/Earth (in)1
Min Depth to Tension Rebar = d (in)4.3 (w/ 2 layers of rebar, d = Struc Width - Max Cover - Confine f - 1/2 Vert f)
Min Vertical Steel Ratio -rv min 0.0025 (rv min may be reduced if the shear force is low. See ACI 21.7.2)
Actual Vertical Steel Ratio -rv 0.0085 OK Based on total wall thk not struc thk = (Rebar A * # Layers / Spacing) / (Total Thk)
Min Tensile Flexural Reinf 1 = As min 1 (in2/ft)0.18 OK
Min Tensile Flexural Reinf 2 = As min 2 (in2/ft)0.17 OK
r 0.0071 = As per ft / (12 * d)
rmax = 0.6 rb = 0.6 * 0.85 *b1 * fc / fy * 87000 / (87000 + fy)0.0201 OK
Ec (psi) 4030509 = 57000 * sqrt (f'c)
Es (psi) 29000000
n 7.2 = Es / Ec Mu (lb-in) = Mua / (1 - (5 * Pu * Lc
l w (in)12 = 12"
Ag (in2/ft)78 = Struc Thk * 12
0.06 f'c (psi)300
l c (in)396 = Wall Ht * 12
b1 0.8
Ig (in4/ft)275 = 1/12 * 12 * Struc Thk3
fr (psi)530 = 7.5 * sqrt (f'c)
yt (in)3.25 = Struc Thk / 2
Mcr (lb-in)44813 = fr * Ig / yt
l c / 150 (in)2.64
OK
Job Name =IRG Greenline
Job Number =2180307.2
Wall Type =4
Wall Description =Blank Panel Tall
Not Exposed to Weather:
Exposed to Weather:
Pier Width = bw
d
d
Vert Spcg
Struc
Thk
Per ACI 14.3.6 lateral
ties need not be
provided where vert reinf
is not req'd as
compression reinf. Thus
walls designed using this
method do not need to
have confinement steel.
But in many cases is still
advisable, particularly
with 2 layers of rebar.
Verify "d" with
hand calcs also
The width of the pier doesn't affect the structural
design since loads are input per linear foot. Pier
width is for your reference so you can track your
calculations. This does calculate the actual number
of bars required within the pier width you input.
*ASCE 7-10
IBC-2015 12.4.2.3
D 1.4 1.2 1.2 1.2 1.2 1.3706 0.9 0.7294
S 0 0.5 1.6 1.6 0.5 0.7 0 0
Lr 0 0 0 0 0 0 0 0
L 0 1.6 0.5 0 0.5 0.5 0 0
H 0 1.6 0 0 0 0 1.6 1.6
E 0 0 0 0 0 1.0 0 1.0
W 0 0 0 0.5 1 0 1 0
Factored Axial Load at Mid Ht = Pu (lb/ft)3301 3254 4190 4190 3254 3827 2122 1720
Factored Applied Moment at Mid Ht = Mua (lb-in/ft)1714 2745 5552 15647 22937 32399 21294 29828
Pu / Ag (psi)42 42 54 54 42 49 27 22
Vert Stress at Mid-Ht Wall ok? Pu / Ag < 0.06 f'c?OK OK OK OK OK OK OK OK OK
Ase (in2) = (Pu(h/2d) + As*fy) / fy 0.41 0.41 0.42 0.42 0.41 0.42 0.39 0.39
a (in) =(Ase*fy) / (0.85*fc*lw)0.48 0.48 0.50 0.50 0.48 0.49 0.46 0.46
CU = C ULTIMATE = a /b1 0.60 0.60 0.62 0.62 0.60 0.61 0.58 0.57
Icr U (in4) = Icr ULTIMATE = n*Ase*(d-CU)2 + 1/3*l w*CU3 41.44 41.40 42.25 42.25 41.40 41.92 40.35 39.97
Mu (lb-in) = Mua / (1 - (5 * Pu * Lc2)/(0.75 * 48 * Ec * Icr)) =3010 4772 11960 33710 39874 63931 29748 38864
Mn (lb-in) = Ase * fy * (d - a/2) 100066 99932 102628 102628 99932 101583 96655 95488
Cu / d 0.14 0.14 0.14 0.14 0.14 0.14 0.13 0.13
f = 0.23 + 0.25 /(Cu / d)0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
fMn (lb-in)90059 89939 92365 92365 89939 91424 86990 85939
fMn > Mcr ?OK OK OK OK OK OK OK OK OK
Mu /fMn 3%5%13%36%44%70%34%45%POSITIVE
fMn > Mu ?OK OK OK OK OK OK OK OK OK
Job Name =IRG Greenline
Job Number =2E+06
Wall Type =4
Wall Description =Blank Panel Tall
D 1 1 1 1 1 1
S 1 0 0 0.5 1 1
Lr 0 0 0 0 0 0
L 1 1 1 1 1 1
H 1 1 1 1 1 1
E 0 0 0.70 0 0 0.70
W 0 0.6 0 0.6 0.3 0
Axial Load at Mid Ht = Ps (lb/ft)3208 2358 2358 2783 3208 3208
Applied Moment at Mid Ht = Msa (lb-in/ft)3776 13340 21479 14615 9833 24030
Ase (in2) = (Ps + As*fy) / fy 0.42 0.41 0.41 0.41 0.42 0.42
k = Sqrt ((n*p)2 + 2*n*p) - n*p 0.273 0.273 0.273 0.273 0.273 0.273
CE = C ELASTIC = k * d 1.18 1.18 1.18 1.18 1.18 1.18
Icr E (in4) = Icr ELASTIC = n*Ase*(d-CE)2 + 1/3*l w*CE3 36.35 35.34 35.34 35.85 36.35 36.35
M1 = Msa (lb-in)3776 13340 21479 14615 9833 24030
Ie1 (in4) = { (Mcr / M)3 * Ig + (1-(Mcr / M)3) * Icr E } < Ig 275 275 275 275 275 275
M2 (lb-in) = Msa / (1 - (5 * Ps * Lc2) / (48 * Ec * Ie1))3964 13820 22253 15241 10322 25224
Ie2 (in4)275 275 275 275 275 275
M3 (lb-in)3964 13820 22253 15241 10322 25224
Ie3 (in4)275 275 275 275 275 275
M4 (lb-in)3964 13820 22253 15241 10322 25224
Ie4 (in4)275 275 275 275 275 275
M5 (lb-in)3964 13820 22253 15241 10322 25224
Ie5 (in4)275 275 275 275 275 275
M6 (lb-in)3964 13820 22253 15241 10322 25224
Ie6 (in4)275 275 275 275 275 275
M7 (lb-in)3964 13820 22253 15241 10322 25224
Ie7 (in4)275 275 275 275 275 275
l c / 150 (in)2.64 2.64 2.64 2.64 2.64 2.64
Ds (in) = (5 * M7 * Lc2) / (48 * Ec * Ie7)0.06 0.20 0.33 0.22 0.15 E+S is N/A
OK OK OK OK OK OK OKA=D+L+(LrorS)A=D+L+.6WU=1.4DU=1.2D+1.6(L+H)+0.5(LrorS)U=1.2D+1.6(LrorS)+f1LA=D+L+0.7EA=D+L+.6W+S/2A=D+L+S+.3WA=D+L+S+.7EU=1.2D+W+f1L+0.5(LrorS)U=(1.2+0.2Sds)D+1.0E+f1L+f2SU=1.2D+1.6(LrorS)+0.5WU=(0.9-0.2Sds)D+1.0E+1.6HU=0.9D+W+1.6HLoad
Combo
16-4
Load
Combo
16-6
Load
Combo
16-7*
Load
Combo
16-1
Load
Combo
16-2
Load
Combo
16-3(a)
Load
Combo
16-3(b)
Load
Combo
16-5*
Job Name =
Job Number =
Wall Type =
Wall Description =
Wall Ht =29.75 ft Wall Weight at Mid Height
b =12 ft Wt of Concrete=150 pcf
c =14 ft Wall Thickness=7.25 in.
e =2.25 ft Concentric Load=3595 plf
d =15.75 ft Seismic Fp=.4Sd*=0.3412 Wp
a =6 ft
a = b/2
Roof Weight
Joist Span=60 feet
Dead Load=12 psf
d Snow Load=25 psf
Live Roof =12 psf
Live Floor=0 psf
eccentricity 2 inch
equiv DL =1320 plf
equiv SL =2750 plf
c equiv Lr =1320 plf
equiv LL =0 plf
b e
P wind =21.9 psf
P seismic =30.9 psf
P wind equiv =80.3 psf
P seismic equiv =80.9 psf
Equivalent Wind and Seismic Load
IRG Greenline
2180307.2
6a
Drive In - Side Pier
Page 1
Description Panel 6a Equivalent Moments
Multi-Span Steel BeamRev: 580010
User: KW-0602298, Ver 5.8.0, 15-Jun-2007
(c)1983-2007 ENERCALC Engineering Software 2180307_irg.ecw:Calculations
Scope :
Title :Job #
Description :
Dsgnr:Date:11:02AM, 8 AUG 18
General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000
Fy - Yield Stress
Spans Considered Continuous Over Supports
36.00 ksi Load Duration Factor 1.00
Span Information
SeismicDescription Wind wind wind
Span ft 4.75 29.75 4.75 29.50 5.00
Steel Section W8X24 W8X24 W8X24 W8X24 W8X24
Pin-Pin Pin-Pin Pin-Pin Pin-Pin Pin-Free
0.00ft 0.00 0.00 0.00 0.00Unbraced Length
End Fixity
Loads
Live Load Used This Span ?Yes Yes Yes Yes Yes
0.081 0.081 0.081 0.081 -0.022Dead Load k/ft
Live Load k/ft
Results
0.00 5.50 0.00 5.53 0.00Mmax @ Cntr k-ft
@ X =ft 0.00 18.05 0.00 18.09 0.00
Max @ Left End 0.00 -7.76 0.00 -7.74 0.27k-ft
Max @ Right End -7.76 0.00 -7.74 0.27 0.00k-ft
fb : Actual 4,464.0 4,464.0 4,452.7 4,452.7 158.2
Fb : Allowable psi 23,760.0 23,760.0 23,760.0 23,760.0 23,760.0
Bending OK Bending OK Bending OK
754.4fv : Actual 939.8 56.6 937.7 754.8
14,400.0
psi
14,400.0 14,400.0Fv : Allowable 14,400.0 14,400.0psi
Bending OK Bending OK
psi
Reactions & Deflections
1.44 1.47 1.44 1.47 0.11Shear @ Left k
Shear @ Right k 1.83 0.94 1.82 0.92 0.00
Reactions...
DL @ Left k
-1.44 3.29 -1.44 3.29 0.81
LL @ Left k
0.00 0.00 0.00 0.00 0.00
Total @ Left
DL @ Right
LL @ Right
Total @ Right
k
-1.44 3.29 -1.44 3.29 0.81
k
3.29 0.94 3.29 0.81 0.00
k
0.00 0.00 0.00 0.00 0.00
k
3.29 0.94 3.29 0.81 0.00
Max. Deflection in
0.008 -0.292 0.008 -0.290 0.188
@ X =ft
2.75 16.66 2.75 16.52 5.00
Span/Deflection Ratio
7,387.1 1,221.1 7,406.6 1,222.3 638.7
Query Values
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Locationft
Shear k 1.44 1.47 0.00 1.44 1.47 0.11 0.00 0.00
Moment 0.00 -7.76 0.00 0.00 -7.74 0.27 0.00 0.00k-ft
0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000Max. Deflection in
Alternate Concrete Slender Wall Design (ACI 318-11 Sect 11.8)
Job Name =
Job Number = 2180307.20
Wall Type =6a
Wall Description =
29.75
29.75
7.25
0.75
6.5
2.25
D = Dead Load 5000
S = Snow Load (2) Layer
Lr = Roof Live Load #5 Rebar @
L = Occupancy Live Load 4'' o.c.
H = Soil Load L / 538
E = Seismic Load (Ultimate)79%
W = Wind Load
Applied Loads
S
NO
YES
YES
0.853
f 1 =0.5
f 2 =0.7
Uniform Concentric Applied Loads (W C)
Dead - D (plf)3595 (tributary wall weight at midheight)
Snow - S (plf)0
Roof Live - Lr (plf)0
Occupancy Live - L (plf)0
Soil - H (plf)0
Uniform Eccentric Applied Loads (W E)
Eccentricity (in)2
Dead - D (plf)1320 D =220 D =110
Snow - S (plf)2750 S =458 S =229
Roof Live - Lr (plf)1320 Lr =220 Lr =110
Occupancy Live - L (plf)0 L =0 L =0
Soil - H (plf)0 H =0 H =0
Uniform Moments Applied (MTOP)(MBOT)
Dead - D (lb-ft/ft)0 0 D =0
Snow - S (lb-ft/ft)0 0 S =0
Roof Live - Lr (lb-ft/ft)0 0 Lr =0
Occupancy Live - L (lb-ft/ft)0 0 L =0
Soil - H (lb-ft/ft)0 0 H =0
Seismic (Ultimate) - E (lb-ft/ft)0 -7800 E =-3900
Wind - W (lb-ft/ft)0 -7800 W =-3900
Equivalent Uniform Lateral Applied Loads (P)
Seismic (Ultimate) - E (psf)80.9 E =8950
Wind - W (psf)80.3 W =8884
Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mid-Height of Wall
Dead - D (plf)6263 Dead - D (lb-ft/ft)110
Snow - S (plf)2750 Snow - S (lb-ft/ft)229
Roof Live - Lr (plf)1320 Roof Live - Lr (lb-ft/ft)110
Occupancy Live - L (plf)0 Occupancy Live - L (lb-ft/ft)0
Soil - H (plf)0 Soil - H (lb-ft/ft)0
Seismic (Ultimate) - E (lb-ft/ft)5050
Wind - W (lb-ft/ft)4984
Reinforcement
Max Deflection
% of Flexural Capacity
7.00
Concrete Strength (psi)
Hand Input
Potential Hand Input
Moment @ Mid-Ht (lb-ft/ft) = 1/8
PL2
Moment @ Mid-Ht (lb-ft/ft) = 1/2
(MTOP + MBOT)
Moment at Top (lb-ft/ft) = WE * e Moment at Mid-Ht (lb-ft/ft) = 1/2
MTOP
Seismic: Sds
What is the controlling type of roof load? Snow or Roof Live Load? (Enter "S" or "Lr")
Are you applying occupancy live loads for places of public assembly, or live loads in excess of 100 psf, or parking garage
live loads? (YES:f 1 = 1.0, NO:f 1 = 0.5)
Do you have a roof config that prevents snow from shedding off the structure? (YES:f 2 = 0.7, NO:f 2 = 0.2)
OK
Is the design snow load less than or equal to 30 psf?
Wall Ht Btwn Supports (ft)
Total Wall Ht w/ Parapet (ft)
Total Wall Thickness (in)
Drive In - Side Pier
DESIGN SUMMARY
Reveal Depth (in)
Structural Thickness (in)
IRG Greenline
Pier Width (ft)
Output
Number of Bars Ea Face (or at
Center) of Pier
The uniform moments applied to
the top and bottom of the wall
can be used to model loads from
a wall above or below, or to
model lateral parapet forces.
Enter positive numbers to
increase the moment induced at
the mid-height of the wall being
designed and negative numbers
to reduce the moment.
Note that these totals represent the unfactored forces at the mid-height of the wall including the self wt of the wall (this spreadsheet
automatically calcs wall self wt). P-D effects have not been accounted for. These forces can be overridden by entering your own mid-height
axial loads and moments determined from hand calculations. You will still have to enter information describing the loads so that the proper f1,
f2 and f3 load factors are properly applied. Remember to enter the loads unfactored and include the self-weight of the section of wall being
analyzed.
Note that soil forces are not allowed to counteract wind or seismic forces. In addition, soil forces
that counteract other forces are not allowed to be factored and should be accounted for in hand
See ACI 11.8.2 for
distribution of
concentrated forces
e
C of
structural
thickness
WE
WC
L
MT
MB
P
If you need to make modifications
to any other part of the
spreadsheet besides the yellow
cells the password is "save"
MB
Wall Parameters
Wall Height Between Supports (ft)29.75 (Not including parapet)
Parapet Height (ft)0 (This is used to calc the self-weight of the wall only)Rebar Dia (in)A (in2)
Total Wall Height (ft)29.75 3 0.375 0.11
Concrete Strength f'c (psi)5000 4 0.500 0.20
Concrete Unit Weight (pcf)150 5 0.625 0.31
Rebar Yield Stress fy (psi)60000 6 0.750 0.44
Width of Pier Being Designed (ft)1 (Width of pier, or enter 1 ft for analyzing unit width)7 0.875 0.60
Total Wall Thickness (in)7.25 8 1.000 0.79
Depth of Reveal (in)0.75 65 9 1.128 1.00
Structural Thickness (in)6.50 = Total Thk - Reveal Depth 10 1.270 1.27
(1) or (2) Layers of Reinf?2 OK 11 1.410 1.56
Vert Rebar Size 5 0.31 in2 0.625 in
Vert Rebar o.c. Spacing (in)3.857 OK
As per foot (in2/ft)0.95 (This is the area of tension steel only)
Total As in Pier (in2)0.95 (This is the area of tension steel only)
Number of Bars within Pier (Ea Face)3.11 ACI Min Cover Reqments:
Are You Providing Confinement Reinf?YES #5 & Smaller - 1 1/2"
Confinement Rebar Size 3 0.375 in #6 & Larger - 2"
Conc Cover at Ext Side of Wall Exp to Weather/Earth (in)1.5 #11 & Smaller = 3/4"
Conc Cover at Int Side of Wall Not Exp to Weather/Earth (in)1
Min Depth to Tension Rebar = d (in)4.3 (w/ 2 layers of rebar, d = Struc Width - Max Cover - Confine f - 1/2 Vert f)
Min Vertical Steel Ratio -rv min 0.0025 (rv min may be reduced if the shear force is low. See ACI 21.7.2)
Actual Vertical Steel Ratio -rv 0.0219 OK Based on total wall thk not struc thk = (Rebar A * # Layers / Spacing) / (Total Thk)
Min Tensile Flexural Reinf 1 = As min 1 (in2/ft)0.18 OK
Min Tensile Flexural Reinf 2 = As min 2 (in2/ft)0.17 OK
r 0.0184 = As per ft / (12 * d)
rmax = 0.6 rb = 0.6 * 0.85 *b1 * fc / fy * 87000 / (87000 + fy)0.0201 OK
Ec (psi) 4030509 = 57000 * sqrt (f'c)
Es (psi) 29000000
n 7.2 = Es / Ec Mu (lb-in) = Mua / (1 - (5 * Pu * Lc
l w (in)12 = 12"
Ag (in2/ft)78 = Struc Thk * 12
0.06 f'c (psi)300
l c (in)357 = Wall Ht * 12
b1 0.8
Ig (in4/ft)275 = 1/12 * 12 * Struc Thk3
fr (psi)530 = 7.5 * sqrt (f'c)
yt (in)3.25 = Struc Thk / 2
Mcr (lb-in)44813 = fr * Ig / yt
l c / 150 (in)2.38
OK
Job Name =IRG Greenline
Job Number =2180307.2
Wall Type =6a
Wall Description =Drive In - Side Pier
Not Exposed to Weather:
Exposed to Weather:
Pier Width = bw
d
d
Vert Spcg
Struc
Thk
Per ACI 14.3.6 lateral
ties need not be
provided where vert reinf
is not req'd as
compression reinf. Thus
walls designed using this
method do not need to
have confinement steel.
But in many cases is still
advisable, particularly
with 2 layers of rebar.
Verify "d" with
hand calcs also
The width of the pier doesn't affect the structural
design since loads are input per linear foot. Pier
width is for your reference so you can track your
calculations. This does calculate the actual number
of bars required within the pier width you input.
*ASCE 7-10
IBC-2015 12.4.2.3
D 1.4 1.2 1.2 1.2 1.2 1.3706 0.9 0.7294
S 0 0.5 1.6 1.6 0.5 0.7 0 0
Lr 0 0 0 0 0 0 0 0
L 0 1.6 0.5 0 0.5 0.5 0 0
H 0 1.6 0 0 0 0 1.6 1.6
E 0 0 0 0 0 1.0 0 1.0
W 0 0 0 0.5 1 0 1 0
Factored Axial Load at Mid Ht = Pu (lb/ft)8768 8890 11915 11915 8890 10509 5637 4568
Factored Applied Moment at Mid Ht = Mua (lb-in/ft)1848 2959 5984 35887 62765 64338 60994 61567
Pu / Ag (psi)112 114 153 153 114 135 72 59
Vert Stress at Mid-Ht Wall ok? Pu / Ag < 0.06 f'c?OK OK OK OK OK OK OK OK OK
Ase (in2) = (Pu(h/2d) + As*fy) / fy 1.06 1.07 1.10 1.10 1.07 1.09 1.03 1.01
a (in) =(Ase*fy) / (0.85*fc*lw)1.25 1.25 1.30 1.30 1.25 1.28 1.21 1.19
CU = C ULTIMATE = a /b1 1.57 1.57 1.62 1.62 1.57 1.60 1.51 1.49
Icr U (in4) = Icr ULTIMATE = n*Ase*(d-CU)2 + 1/3*l w*CU3 73.15 73.20 74.56 74.56 73.20 73.93 71.74 71.26
Mu (lb-in) = Mua / (1 - (5 * Pu * Lc2)/(0.75 * 48 * Ec * Icr)) =3902 6341 20071 120370 134507 171243 93127 85691
Mn (lb-in) = Ase * fy * (d - a/2) 235472 235754 242675 242675 235754 239470 228196 225688
Cu / d 0.36 0.36 0.38 0.38 0.36 0.37 0.35 0.35
f = 0.23 + 0.25 /(Cu / d)0.90 0.90 0.89 0.89 0.90 0.90 0.90 0.90
fMn (lb-in)211925 212179 216941 216941 212179 215523 205376 203120
fMn > Mcr ?OK OK OK OK OK OK OK OK OK
Mu /fMn 2%3%9%55%63%79%45%42%POSITIVE
fMn > Mu ?OK OK OK OK OK OK OK OK OK
Job Name =IRG Greenline
Job Number =2E+06
Wall Type =6a
Wall Description =Drive In - Side Pier
D 1 1 1 1 1 1
S 1 0 0 0.5 1 1
Lr 0 0 0 0 0 0
L 1 1 1 1 1 1
H 1 1 1 1 1 1
E 0 0 0.70 0 0 0.70
W 0 0.6 0 0.6 0.3 0
Axial Load at Mid Ht = Ps (lb/ft)9013 6263 6263 7638 9013 9013
Applied Moment at Mid Ht = Msa (lb-in/ft)4070 37203 43743 38578 22012 46493
Ase (in2) = (Ps + As*fy) / fy 1.10 1.06 1.06 1.08 1.10 1.10
k = Sqrt ((n*p)2 + 2*n*p) - n*p 0.399 0.399 0.399 0.399 0.399 0.399
CE = C ELASTIC = k * d 1.72 1.72 1.72 1.72 1.72 1.72
Icr E (in4) = Icr ELASTIC = n*Ase*(d-CE)2 + 1/3*l w*CE3 73.77 71.55 71.55 72.66 73.77 73.77
M1 = Msa (lb-in)4070 37203 43743 38578 22012 46493
Ie1 (in4) = { (Mcr / M)3 * Ig + (1-(Mcr / M)3) * Icr E } < Ig 275 275 275 275 275 254
M2 (lb-in) = Msa / (1 - (5 * Ps * Lc2) / (48 * Ec * Ie1))4563 40225 47295 42469 24680 52656
Ie2 (in4)275 275 244 275 275 198
M3 (lb-in)4563 40225 47777 42469 24680 54714
Ie3 (in4)275 275 239 275 275 184
M4 (lb-in)4563 40225 47873 42469 24680 55430
Ie4 (in4)275 275 238 275 275 180
M5 (lb-in)4563 40225 47892 42469 24680 55681
Ie5 (in4)275 275 238 275 275 178
M6 (lb-in)4563 40225 47895 42469 24680 55769
Ie6 (in4)275 275 238 275 275 178
M7 (lb-in)4563 40225 47896 42469 24680 55800
Ie7 (in4)275 275 238 275 275 178
l c / 150 (in)2.38 2.38 2.38 2.38 2.38 2.38
Ds (in) = (5 * M7 * Lc2) / (48 * Ec * Ie7)0.05 0.48 0.66 0.51 0.30 E+S is N/A
OK OK OK OK OK OK OK
Load
Combo
16-7*
Load
Combo
16-1
Load
Combo
16-2
Load
Combo
16-3(a)
Load
Combo
16-3(b)
Load
Combo
16-5*U=(0.9-0.2Sds)D+1.0E+1.6HU=0.9D+W+1.6HLoad
Combo
16-4
Load
Combo
16-6
A=D+L+.6W+S/2A=D+L+S+.3WA=D+L+S+.7EU=1.2D+W+f1L+0.5(LrorS)U=(1.2+0.2Sds)D+1.0E+f1L+f2SU=1.2D+1.6(LrorS)+0.5WA=D+L+(LrorS)A=D+L+.6WU=1.4DU=1.2D+1.6(L+H)+0.5(LrorS)U=1.2D+1.6(LrorS)+f1LA=D+L+0.7E
Job Name =
Job Number =
Wall Type =
Wall Description =
Wall Ht =29.75 ft Wall Weight at Mid Height
b =15.4 ft Wt of Concrete=150 pcf
c =10 ft Wall Thickness=7.25 in.
e =5.67 ft Concentric Load=1832 plf
d =19.75 ft Seismic Fp=.4Sd*=0.3412 Wp
a =7.7 ft
a = b/2
Roof Weight
Joist Span=60 feet
Dead Load=12 psf
d Snow Load=25 psf
Live Roof =12 psf
Live Floor=0 psf
eccentricity 2 inch
equiv DL =849.1477 plf
equiv SL =1769.0577 plf
c equiv Lr =849.1477 plf
equiv LL =0 plf
b e
P wind =21.9 psf
P seismic =30.9 psf
P wind equiv =51.7 psf
P seismic equiv =64.0 psf
Equivalent Wind and Seismic Load
IRG Greenline
2180307.2
6b
Drive In / Man
Page 1
Description Panel 6b Equivalent Moments
Multi-Span Steel BeamRev: 580010
User: KW-0602298, Ver 5.8.0, 15-Jun-2007
(c)1983-2007 ENERCALC Engineering Software 2180307_irg.ecw:Calculations
Scope :
Title :Job #
Description :
Dsgnr:Date:11:02AM, 8 AUG 18
General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000
Fy - Yield Stress
Spans Considered Continuous Over Supports
36.00 ksi Load Duration Factor 1.00
Span Information
SeismicDescription Wind wind wind
Span ft 4.75 29.75 4.75 29.50 5.00
Steel Section W8X24 W8X24 W8X24 W8X24 W8X24
Pin-Pin Pin-Pin Pin-Pin Pin-Pin Pin-Free
0.00ft 0.00 0.00 0.00 0.00Unbraced Length
End Fixity
Loads
Live Load Used This Span ?Yes Yes Yes Yes Yes
0.064 0.064 0.052 0.052 -0.022Dead Load k/ft
Live Load k/ft
Results
0.00 4.35 0.00 3.60 0.00Mmax @ Cntr k-ft
@ X =ft 0.00 18.05 0.00 18.29 0.00
Max @ Left End 0.00 -6.13 0.00 -5.01 0.27k-ft
Max @ Right End -6.13 0.00 -5.01 0.27 0.00k-ft
fb : Actual 3,527.1 3,527.1 2,882.9 2,882.9 158.2
Fb : Allowable psi 23,760.0 23,760.0 23,760.0 23,760.0 23,760.0
Bending OK Bending OK Bending OK
596.1fv : Actual 742.5 56.6 606.5 487.0
14,400.0
psi
14,400.0 14,400.0Fv : Allowable 14,400.0 14,400.0psi
Bending OK Bending OK
psi
Reactions & Deflections
1.14 1.16 0.93 0.95 0.11Shear @ Left k
Shear @ Right k 1.44 0.75 1.18 0.59 0.00
Reactions...
DL @ Left k
-1.14 2.60 -0.93 2.12 0.48
LL @ Left k
0.00 0.00 0.00 0.00 0.00
Total @ Left
DL @ Right
LL @ Right
Total @ Right
k
-1.14 2.60 -0.93 2.12 0.48
k
2.60 0.75 2.12 0.48 0.00
k
0.00 0.00 0.00 0.00 0.00
k
2.60 0.75 2.12 0.48 0.00
Max. Deflection in
0.006 -0.231 0.005 -0.188 0.122
@ X =ft
2.75 16.66 2.75 16.72 5.00
Span/Deflection Ratio
9,349.3 1,545.4 11,434.9 1,879.7 985.9
Query Values
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Locationft
Shear k 1.14 1.16 0.00 0.93 0.95 0.11 0.00 0.00
Moment 0.00 -6.13 0.00 0.00 -5.01 0.27 0.00 0.00k-ft
0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000Max. Deflection in
Alternate Concrete Slender Wall Design (ACI 318-11 Sect 11.8)
Job Name =
Job Number = 2180307.20
Wall Type =6b
Wall Description =
29.75
29.75
7.25
0.75
6.5
5.67
D = Dead Load 5000
S = Snow Load (2) Layer
Lr = Roof Live Load #5 Rebar @
L = Occupancy Live Load 7'' o.c.
H = Soil Load L / 817
E = Seismic Load (Ultimate)83%
W = Wind Load
Applied Loads
S
NO
YES
YES
0.853
f 1 =0.5
f 2 =0.7
Uniform Concentric Applied Loads (W C)
Dead - D (plf)1832 (tributary wall weight at midheight)
Snow - S (plf)0
Roof Live - Lr (plf)0
Occupancy Live - L (plf)0
Soil - H (plf)0
Uniform Eccentric Applied Loads (W E)
Eccentricity (in)2
Dead - D (plf) 849.1476972 D =142 D =71
Snow - S (plf) 1769.057702 S =295 S =147
Roof Live - Lr (plf) 849.1476972 Lr =142 Lr =71
Occupancy Live - L (plf)0 L =0 L =0
Soil - H (plf)0 H =0 H =0
Uniform Moments Applied (MTOP)(MBOT)
Dead - D (lb-ft/ft)0 0 D =0
Snow - S (lb-ft/ft)0 0 S =0
Roof Live - Lr (lb-ft/ft)0 0 Lr =0
Occupancy Live - L (lb-ft/ft)0 0 L =0
Soil - H (lb-ft/ft)0 0 H =0
Seismic (Ultimate) - E (lb-ft/ft)0 -6100 E =-3050
Wind - W (lb-ft/ft)0 -5000 W =-2500
Equivalent Uniform Lateral Applied Loads (P)
Seismic (Ultimate) - E (psf)64.0 E =7078
Wind - W (psf)51.7 W =5715
Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mid-Height of Wall
Dead - D (plf)4029 Dead - D (lb-ft/ft)71
Snow - S (plf)1769 Snow - S (lb-ft/ft)147
Roof Live - Lr (plf)849 Roof Live - Lr (lb-ft/ft)71
Occupancy Live - L (plf)0 Occupancy Live - L (lb-ft/ft)0
Soil - H (plf)0 Soil - H (lb-ft/ft)0
Seismic (Ultimate) - E (lb-ft/ft)4028
Wind - W (lb-ft/ft)3215
Reinforcement
Max Deflection
% of Flexural Capacity
10.00
Concrete Strength (psi)
Hand Input
Potential Hand Input
Moment @ Mid-Ht (lb-ft/ft) = 1/8
PL2
Moment @ Mid-Ht (lb-ft/ft) = 1/2
(MTOP + MBOT)
Moment at Top (lb-ft/ft) = WE * e Moment at Mid-Ht (lb-ft/ft) = 1/2
MTOP
Seismic: Sds
What is the controlling type of roof load? Snow or Roof Live Load? (Enter "S" or "Lr")
Are you applying occupancy live loads for places of public assembly, or live loads in excess of 100 psf, or parking garage
live loads? (YES:f 1 = 1.0, NO:f 1 = 0.5)
Do you have a roof config that prevents snow from shedding off the structure? (YES:f 2 = 0.7, NO:f 2 = 0.2)
OK
Is the design snow load less than or equal to 30 psf?
Wall Ht Btwn Supports (ft)
Total Wall Ht w/ Parapet (ft)
Total Wall Thickness (in)
Drive In / Man
DESIGN SUMMARY
Reveal Depth (in)
Structural Thickness (in)
IRG Greenline
Pier Width (ft)
Output
Number of Bars Ea Face (or at
Center) of Pier
The uniform moments applied to
the top and bottom of the wall
can be used to model loads from
a wall above or below, or to
model lateral parapet forces.
Enter positive numbers to
increase the moment induced at
the mid-height of the wall being
designed and negative numbers
to reduce the moment.
Note that these totals represent the unfactored forces at the mid-height of the wall including the self wt of the wall (this spreadsheet
automatically calcs wall self wt). P-D effects have not been accounted for. These forces can be overridden by entering your own mid-height
axial loads and moments determined from hand calculations. You will still have to enter information describing the loads so that the proper f1,
f2 and f3 load factors are properly applied. Remember to enter the loads unfactored and include the self-weight of the section of wall being
analyzed.
Note that soil forces are not allowed to counteract wind or seismic forces. In addition, soil forces
that counteract other forces are not allowed to be factored and should be accounted for in hand
See ACI 11.8.2 for
distribution of
concentrated forces
e
C of
structural
thickness
WE
WC
L
MT
MB
P
If you need to make modifications
to any other part of the
spreadsheet besides the yellow
cells the password is "save"
MB
Wall Parameters
Wall Height Between Supports (ft)29.75 (Not including parapet)
Parapet Height (ft)0 (This is used to calc the self-weight of the wall only)Rebar Dia (in)A (in2)
Total Wall Height (ft)29.75 3 0.375 0.11
Concrete Strength f'c (psi)5000 4 0.500 0.20
Concrete Unit Weight (pcf)150 5 0.625 0.31
Rebar Yield Stress fy (psi)60000 6 0.750 0.44
Width of Pier Being Designed (ft)1 (Width of pier, or enter 1 ft for analyzing unit width)7 0.875 0.60
Total Wall Thickness (in)7.25 8 1.000 0.79
Depth of Reveal (in)0.75 65 9 1.128 1.00
Structural Thickness (in)6.50 = Total Thk - Reveal Depth 10 1.270 1.27
(1) or (2) Layers of Reinf?2 OK 11 1.410 1.56
Vert Rebar Size 5 0.31 in2 0.625 in
Vert Rebar o.c. Spacing (in)6.8 OK
As per foot (in2/ft)0.54 (This is the area of tension steel only)
Total As in Pier (in2)0.54 (This is the area of tension steel only)
Number of Bars within Pier (Ea Face)1.76 ACI Min Cover Reqments:
Are You Providing Confinement Reinf?YES #5 & Smaller - 1 1/2"
Confinement Rebar Size 3 0.375 in #6 & Larger - 2"
Conc Cover at Ext Side of Wall Exp to Weather/Earth (in)1.5 #11 & Smaller = 3/4"
Conc Cover at Int Side of Wall Not Exp to Weather/Earth (in)1
Min Depth to Tension Rebar = d (in)4.3 (w/ 2 layers of rebar, d = Struc Width - Max Cover - Confine f - 1/2 Vert f)
Min Vertical Steel Ratio -rv min 0.0025 (rv min may be reduced if the shear force is low. See ACI 21.7.2)
Actual Vertical Steel Ratio -rv 0.0124 OK Based on total wall thk not struc thk = (Rebar A * # Layers / Spacing) / (Total Thk)
Min Tensile Flexural Reinf 1 = As min 1 (in2/ft)0.18 OK
Min Tensile Flexural Reinf 2 = As min 2 (in2/ft)0.17 OK
r 0.0105 = As per ft / (12 * d)
rmax = 0.6 rb = 0.6 * 0.85 *b1 * fc / fy * 87000 / (87000 + fy)0.0201 OK
Ec (psi) 4030509 = 57000 * sqrt (f'c)
Es (psi) 29000000
n 7.2 = Es / Ec Mu (lb-in) = Mua / (1 - (5 * Pu * Lc
l w (in)12 = 12"
Ag (in2/ft)78 = Struc Thk * 12
0.06 f'c (psi)300
l c (in)357 = Wall Ht * 12
b1 0.8
Ig (in4/ft)275 = 1/12 * 12 * Struc Thk3
fr (psi)530 = 7.5 * sqrt (f'c)
yt (in)3.25 = Struc Thk / 2
Mcr (lb-in)44813 = fr * Ig / yt
l c / 150 (in)2.38
OK
Job Name =IRG Greenline
Job Number =2180307.2
Wall Type =6b
Wall Description =Drive In / Man
Not Exposed to Weather:
Exposed to Weather:
Pier Width = bw
d
d
Vert Spcg
Struc
Thk
Per ACI 14.3.6 lateral
ties need not be
provided where vert reinf
is not req'd as
compression reinf. Thus
walls designed using this
method do not need to
have confinement steel.
But in many cases is still
advisable, particularly
with 2 layers of rebar.
Verify "d" with
hand calcs also
The width of the pier doesn't affect the structural
design since loads are input per linear foot. Pier
width is for your reference so you can track your
calculations. This does calculate the actual number
of bars required within the pier width you input.
*ASCE 7-10
IBC-2015 12.4.2.3
D 1.4 1.2 1.2 1.2 1.2 1.3706 0.9 0.7294
S 0 0.5 1.6 1.6 0.5 0.7 0 0
Lr 0 0 0 0 0 0 0 0
L 0 1.6 0.5 0 0.5 0.5 0 0
H 0 1.6 0 0 0 0 1.6 1.6
E 0 0 0 0 0 1.0 0 1.0
W 0 0 0 0.5 1 0 1 0
Factored Axial Load at Mid Ht = Pu (lb/ft)5640 5719 7665 7665 5719 6760 3626 2939
Factored Applied Moment at Mid Ht = Mua (lb-in/ft)1189 1904 3849 23139 40482 50738 39343 48956
Pu / Ag (psi)72 73 98 98 73 87 46 38
Vert Stress at Mid-Ht Wall ok? Pu / Ag < 0.06 f'c?OK OK OK OK OK OK OK OK OK
Ase (in2) = (Pu(h/2d) + As*fy) / fy 0.61 0.61 0.64 0.64 0.61 0.63 0.59 0.58
a (in) =(Ase*fy) / (0.85*fc*lw)0.72 0.72 0.75 0.75 0.72 0.74 0.69 0.68
CU = C ULTIMATE = a /b1 0.90 0.90 0.94 0.94 0.90 0.92 0.86 0.85
Icr U (in4) = Icr ULTIMATE = n*Ase*(d-CU)2 + 1/3*l w*CU3 54.21 54.26 55.55 55.55 54.26 54.96 52.82 52.33
Mu (lb-in) = Mua / (1 - (5 * Pu * Lc2)/(0.75 * 48 * Ec * Icr)) =2189 3544 9770 58724 75372 110356 56324 64980
Mn (lb-in) = Ase * fy * (d - a/2) 145190 145403 150648 150648 145403 148215 139714 137835
Cu / d 0.21 0.21 0.22 0.22 0.21 0.21 0.20 0.20
f = 0.23 + 0.25 /(Cu / d)0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
fMn (lb-in)130671 130863 135584 135584 130863 133393 125743 124052
fMn > Mcr ?OK OK OK OK OK OK OK OK OK
Mu /fMn 2%3%7%43%58%83%45%52%POSITIVE
fMn > Mu ?OK OK OK OK OK OK OK OK OK
Job Name =IRG Greenline
Job Number =2E+06
Wall Type =6b
Wall Description =Drive In / Man
D 1 1 1 1 1 1
S 1 0 0 0.5 1 1
Lr 0 0 0 0 0 0
L 1 1 1 1 1 1
H 1 1 1 1 1 1
E 0 0 0.70 0 0 0.70
W 0 0.6 0 0.6 0.3 0
Axial Load at Mid Ht = Ps (lb/ft)5798 4029 4029 4913 5798 5798
Applied Moment at Mid Ht = Msa (lb-in/ft)2618 23996 34685 24881 14192 36454
Ase (in2) = (Ps + As*fy) / fy 0.64 0.61 0.61 0.62 0.64 0.64
k = Sqrt ((n*p)2 + 2*n*p) - n*p 0.320 0.320 0.320 0.320 0.320 0.320
CE = C ELASTIC = k * d 1.38 1.38 1.38 1.38 1.38 1.38
Icr E (in4) = Icr ELASTIC = n*Ase*(d-CE)2 + 1/3*l w*CE3 49.99 48.17 48.17 49.08 49.99 49.99
M1 = Msa (lb-in)2618 23996 34685 24881 14192 36454
Ie1 (in4) = { (Mcr / M)3 * Ig + (1-(Mcr / M)3) * Icr E } < Ig 275 275 275 275 275 275
M2 (lb-in) = Msa / (1 - (5 * Ps * Lc2) / (48 * Ec * Ie1))2814 25215 36446 26439 15253 39178
Ie2 (in4)275 275 275 275 275 275
M3 (lb-in)2814 25215 36446 26439 15253 39178
Ie3 (in4)275 275 275 275 275 275
M4 (lb-in)2814 25215 36446 26439 15253 39178
Ie4 (in4)275 275 275 275 275 275
M5 (lb-in)2814 25215 36446 26439 15253 39178
Ie5 (in4)275 275 275 275 275 275
M6 (lb-in)2814 25215 36446 26439 15253 39178
Ie6 (in4)275 275 275 275 275 275
M7 (lb-in)2814 25215 36446 26439 15253 39178
Ie7 (in4)275 275 275 275 275 275
l c / 150 (in)2.38 2.38 2.38 2.38 2.38 2.38
Ds (in) = (5 * M7 * Lc2) / (48 * Ec * Ie7)0.03 0.30 0.44 0.32 0.18 E+S is N/A
OK OK OK OK OK OK OK
Load
Combo
16-7*
Load
Combo
16-1
Load
Combo
16-2
Load
Combo
16-3(a)
Load
Combo
16-3(b)
Load
Combo
16-5*U=(0.9-0.2Sds)D+1.0E+1.6HU=0.9D+W+1.6HLoad
Combo
16-4
Load
Combo
16-6
A=D+L+.6W+S/2A=D+L+S+.3WA=D+L+S+.7EU=1.2D+W+f1L+0.5(LrorS)U=(1.2+0.2Sds)D+1.0E+f1L+f2SU=1.2D+1.6(LrorS)+0.5WA=D+L+(LrorS)A=D+L+.6WU=1.4DU=1.2D+1.6(L+H)+0.5(LrorS)U=1.2D+1.6(LrorS)+f1LA=D+L+0.7E
Job Name =
Job Number =
Wall Type =
Wall Description =
Wall Ht =29.75 ft Wall Weight at Mid Height
b =3.4 ft Wt of Concrete=150 pcf
c =7 ft Wall Thickness=7.25 in.
e =2.33 ft Concentric Load=982 plf
d =22.75 ft Seismic Fp=.4Sd*=0.3412 Wp
a =1.7 ft
a = b/2
Roof Weight
Joist Span=60 feet
Dead Load=12 psf
d Snow Load=25 psf
Live Roof =12 psf
Live Floor=0 psf
eccentricity 2 inch
equiv DL =622.32319 plf
equiv SL =1296.5066 plf
c equiv Lr =622.32319 plf
equiv LL =0 plf
b e
P wind =21.9 psf
P seismic =30.9 psf
P wind equiv =37.9 psf
P seismic equiv =51.0 psf
Equivalent Wind and Seismic Load
IRG Greenline
2180307.2
6c
Man Door
Page 1
Description Panel 6c Equivalent Moments
Multi-Span Steel BeamRev: 580010
User: KW-0602298, Ver 5.8.0, 15-Jun-2007
(c)1983-2007 ENERCALC Engineering Software 2180307_irg.ecw:Calculations
Scope :
Title :Job #
Description :
Dsgnr:Date:11:02AM, 8 AUG 18
General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000
Fy - Yield Stress
Spans Considered Continuous Over Supports
36.00 ksi Load Duration Factor 1.00
Span Information
SeismicDescription Wind wind wind
Span ft 4.75 29.75 4.75 29.50 5.00
Steel Section W8X24 W8X24 W8X24 W8X24 W8X24
Pin-Pin Pin-Pin Pin-Pin Pin-Pin Pin-Free
0.00ft 0.00 0.00 0.00 0.00Unbraced Length
End Fixity
Loads
Live Load Used This Span ?Yes Yes Yes Yes Yes
0.051 0.051 0.038 0.038 -0.022Dead Load k/ft
Live Load k/ft
Results
0.00 3.46 0.00 2.66 0.00Mmax @ Cntr k-ft
@ X =ft 0.00 18.05 0.00 18.29 0.00
Max @ Left End 0.00 -4.89 0.00 -3.69 0.27k-ft
Max @ Right End -4.89 0.00 -3.69 0.27 0.00k-ft
fb : Actual 2,810.6 2,810.6 2,125.1 2,125.1 158.2
Fb : Allowable psi 23,760.0 23,760.0 23,760.0 23,760.0 23,760.0
Bending OK Bending OK Bending OK
475.0fv : Actual 591.7 56.6 446.7 357.7
14,400.0
psi
14,400.0 14,400.0Fv : Allowable 14,400.0 14,400.0psi
Bending OK Bending OK
psi
Reactions & Deflections
0.91 0.92 0.69 0.70 0.11Shear @ Left k
Shear @ Right k 1.15 0.59 0.87 0.43 0.00
Reactions...
DL @ Left k
-0.91 2.07 -0.69 1.56 0.32
LL @ Left k
0.00 0.00 0.00 0.00 0.00
Total @ Left
DL @ Right
LL @ Right
Total @ Right
k
-0.91 2.07 -0.69 1.56 0.32
k
2.07 0.59 1.56 0.32 0.00
k
0.00 0.00 0.00 0.00 0.00
k
2.07 0.59 1.56 0.32 0.00
Max. Deflection in
0.005 -0.184 0.004 -0.139 0.092
@ X =ft
2.75 16.66 2.75 16.72 5.00
Span/Deflection Ratio
11,732.4 1,939.3 15,506.2 2,539.0 1,309.6
Query Values
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Locationft
Shear k 0.91 0.92 0.00 0.69 0.70 0.11 0.00 0.00
Moment 0.00 -4.89 0.00 0.00 -3.69 0.27 0.00 0.00k-ft
0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000Max. Deflection in
Alternate Concrete Slender Wall Design (ACI 318-11 Sect 11.8)
Job Name =
Job Number = 2180307.20
Wall Type =6c
Wall Description =
29.75
29.75
7.25
0.75
6.5
2.33
D = Dead Load 5000
S = Snow Load (2) Layer
Lr = Roof Live Load #5 Rebar @
L = Occupancy Live Load 9'' o.c.
H = Soil Load L / 1045
E = Seismic Load (Ultimate)78%
W = Wind Load
Applied Loads
S
NO
YES
YES
0.853
f 1 =0.5
f 2 =0.7
Uniform Concentric Applied Loads (W C)
Dead - D (plf)982 (tributary wall weight at midheight)
Snow - S (plf)0
Roof Live - Lr (plf)0
Occupancy Live - L (plf)0
Soil - H (plf)0
Uniform Eccentric Applied Loads (W E)
Eccentricity (in)2
Dead - D (plf) 622.323189 D =104 D =52
Snow - S (plf) 1296.506644 S =216 S =108
Roof Live - Lr (plf) 622.323189 Lr =104 Lr =52
Occupancy Live - L (plf)0 L =0 L =0
Soil - H (plf)0 H =0 H =0
Uniform Moments Applied (MTOP)(MBOT)
Dead - D (lb-ft/ft)0 0 D =0
Snow - S (lb-ft/ft)0 0 S =0
Roof Live - Lr (lb-ft/ft)0 0 Lr =0
Occupancy Live - L (lb-ft/ft)0 0 L =0
Soil - H (lb-ft/ft)0 0 H =0
Seismic (Ultimate) - E (lb-ft/ft)0 -4900 E =-2450
Wind - W (lb-ft/ft)0 -3700 W =-1850
Equivalent Uniform Lateral Applied Loads (P)
Seismic (Ultimate) - E (psf)51.0 E =5645
Wind - W (psf)37.9 W =4188
Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mid-Height of Wall
Dead - D (plf)2953 Dead - D (lb-ft/ft)52
Snow - S (plf)1297 Snow - S (lb-ft/ft)108
Roof Live - Lr (plf)622 Roof Live - Lr (lb-ft/ft)52
Occupancy Live - L (plf)0 Occupancy Live - L (lb-ft/ft)0
Soil - H (plf)0 Soil - H (lb-ft/ft)0
Seismic (Ultimate) - E (lb-ft/ft)3195
Wind - W (lb-ft/ft)2338
Is the design snow load less than or equal to 30 psf?
Wall Ht Btwn Supports (ft)
Total Wall Ht w/ Parapet (ft)
Total Wall Thickness (in)
Man Door
DESIGN SUMMARY
Reveal Depth (in)
Structural Thickness (in)
IRG Greenline
Pier Width (ft)
Output
Number of Bars Ea Face (or at
Center) of Pier
Concrete Strength (psi)
Hand Input
Potential Hand Input
Moment @ Mid-Ht (lb-ft/ft) = 1/8
PL2
Moment @ Mid-Ht (lb-ft/ft) = 1/2
(MTOP + MBOT)
Moment at Top (lb-ft/ft) = WE * e Moment at Mid-Ht (lb-ft/ft) = 1/2
MTOP
Seismic: Sds
What is the controlling type of roof load? Snow or Roof Live Load? (Enter "S" or "Lr")
Are you applying occupancy live loads for places of public assembly, or live loads in excess of 100 psf, or parking garage
live loads? (YES:f 1 = 1.0, NO:f 1 = 0.5)
Do you have a roof config that prevents snow from shedding off the structure? (YES:f 2 = 0.7, NO:f 2 = 0.2)
OK
3.00
Reinforcement
Max Deflection
% of Flexural Capacity
The uniform moments applied to
the top and bottom of the wall
can be used to model loads from
a wall above or below, or to
model lateral parapet forces.
Enter positive numbers to
increase the moment induced at
the mid-height of the wall being
designed and negative numbers
to reduce the moment.
Note that these totals represent the unfactored forces at the mid-height of the wall including the self wt of the wall (this spreadsheet
automatically calcs wall self wt). P-D effects have not been accounted for. These forces can be overridden by entering your own mid-height
axial loads and moments determined from hand calculations. You will still have to enter information describing the loads so that the proper f1,
f2 and f3 load factors are properly applied. Remember to enter the loads unfactored and include the self-weight of the section of wall being
analyzed.
Note that soil forces are not allowed to counteract wind or seismic forces. In addition, soil forces
that counteract other forces are not allowed to be factored and should be accounted for in hand
See ACI 11.8.2 for
distribution of
concentrated forces
e
C of
structural
thickness
WE
WC
L
MT
MB
P
If you need to make modifications
to any other part of the
spreadsheet besides the yellow
cells the password is "save"
MB
Wall Parameters
Wall Height Between Supports (ft)29.75 (Not including parapet)
Parapet Height (ft)0 (This is used to calc the self-weight of the wall only)Rebar Dia (in)A (in2)
Total Wall Height (ft)29.75 3 0.375 0.11
Concrete Strength f'c (psi)5000 4 0.500 0.20
Concrete Unit Weight (pcf)150 5 0.625 0.31
Rebar Yield Stress fy (psi)60000 6 0.750 0.44
Width of Pier Being Designed (ft)1 (Width of pier, or enter 1 ft for analyzing unit width)7 0.875 0.60
Total Wall Thickness (in)7.25 8 1.000 0.79
Depth of Reveal (in)0.75 65 9 1.128 1.00
Structural Thickness (in)6.50 = Total Thk - Reveal Depth 10 1.270 1.27
(1) or (2) Layers of Reinf?2 OK 11 1.410 1.56
Vert Rebar Size 5 0.31 in2 0.625 in
Vert Rebar o.c. Spacing (in)9.333 OK
As per foot (in2/ft)0.39 (This is the area of tension steel only)
Total As in Pier (in2)0.39 (This is the area of tension steel only)
Number of Bars within Pier (Ea Face)1.29 ACI Min Cover Reqments:
Are You Providing Confinement Reinf?YES #5 & Smaller - 1 1/2"
Confinement Rebar Size 3 0.375 in #6 & Larger - 2"
Conc Cover at Ext Side of Wall Exp to Weather/Earth (in)1.5 #11 & Smaller = 3/4"
Conc Cover at Int Side of Wall Not Exp to Weather/Earth (in)1
Min Depth to Tension Rebar = d (in)4.3 (w/ 2 layers of rebar, d = Struc Width - Max Cover - Confine f - 1/2 Vert f)
Min Vertical Steel Ratio -rv min 0.0025 (rv min may be reduced if the shear force is low. See ACI 21.7.2)
Actual Vertical Steel Ratio -rv 0.0091 OK Based on total wall thk not struc thk = (Rebar A * # Layers / Spacing) / (Total Thk)
Min Tensile Flexural Reinf 1 = As min 1 (in2/ft)0.18 OK
Min Tensile Flexural Reinf 2 = As min 2 (in2/ft)0.17 OK
r 0.0076 = As per ft / (12 * d)
rmax = 0.6 rb = 0.6 * 0.85 *b1 * fc / fy * 87000 / (87000 + fy)0.0201 OK
Ec (psi) 4030509 = 57000 * sqrt (f'c)
Es (psi) 29000000
n 7.2 = Es / Ec Mu (lb-in) = Mua / (1 - (5 * Pu * Lc
l w (in)12 = 12"
Ag (in2/ft)78 = Struc Thk * 12
0.06 f'c (psi)300
l c (in)357 = Wall Ht * 12
b1 0.8
Ig (in4/ft)275 = 1/12 * 12 * Struc Thk3
fr (psi)530 = 7.5 * sqrt (f'c)
yt (in)3.25 = Struc Thk / 2
Mcr (lb-in)44813 = fr * Ig / yt
l c / 150 (in)2.38
OK
Job Name =IRG Greenline
Job Number =2180307.2
Wall Type =6c
Wall Description =Man Door
Not Exposed to Weather:
Exposed to Weather:
Pier Width = bw
d
d
Vert Spcg
Struc
Thk
Per ACI 14.3.6 lateral
ties need not be
provided where vert reinf
is not req'd as
compression reinf. Thus
walls designed using this
method do not need to
have confinement steel.
But in many cases is still
advisable, particularly
with 2 layers of rebar.
Verify "d" with
hand calcs also
The width of the pier doesn't affect the structural
design since loads are input per linear foot. Pier
width is for your reference so you can track your
calculations. This does calculate the actual number
of bars required within the pier width you input.
*ASCE 7-10
IBC-2015 12.4.2.3
D 1.4 1.2 1.2 1.2 1.2 1.3706 0.9 0.7294
S 0 0.5 1.6 1.6 0.5 0.7 0 0
Lr 0 0 0 0 0 0 0 0
L 0 1.6 0.5 0 0.5 0.5 0 0
H 0 1.6 0 0 0 0 1.6 1.6
E 0 0 0 0 0 1.0 0 1.0
W 0 0 0 0.5 1 0 1 0
Factored Axial Load at Mid Ht = Pu (lb/ft)4134 4191 5618 5618 4191 4954 2657 2154
Factored Applied Moment at Mid Ht = Mua (lb-in/ft)871 1395 2821 16851 29455 40104 28620 38797
Pu / Ag (psi)53 54 72 72 54 64 34 28
Vert Stress at Mid-Ht Wall ok? Pu / Ag < 0.06 f'c?OK OK OK OK OK OK OK OK OK
Ase (in2) = (Pu(h/2d) + As*fy) / fy 0.45 0.45 0.47 0.47 0.45 0.46 0.43 0.42
a (in) =(Ase*fy) / (0.85*fc*lw)0.53 0.53 0.55 0.55 0.53 0.54 0.50 0.50
CU = C ULTIMATE = a /b1 0.66 0.66 0.68 0.68 0.66 0.67 0.63 0.62
Icr U (in4) = Icr ULTIMATE = n*Ase*(d-CU)2 + 1/3*l w*CU3 44.06 44.11 45.34 45.34 44.11 44.77 42.76 42.31
Mu (lb-in) = Mua / (1 - (5 * Pu * Lc2)/(0.75 * 48 * Ec * Icr)) =1482 2394 6190 36971 50549 78024 39364 49968
Mn (lb-in) = Ase * fy * (d - a/2) 108470 108635 112693 112693 108635 110809 104244 102797
Cu / d 0.15 0.15 0.16 0.16 0.15 0.16 0.15 0.14
f = 0.23 + 0.25 /(Cu / d)0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
fMn (lb-in)97623 97771 101424 101424 97771 99728 93820 92517
fMn > Mcr ?OK OK OK OK OK OK OK OK OK
Mu /fMn 2%2%6%36%52%78%42%54%POSITIVE
fMn > Mu ?OK OK OK OK OK OK OK OK OK
Job Name =IRG Greenline
Job Number =2E+06
Wall Type =6c
Wall Description =Man Door
D 1 1 1 1 1 1
S 1 0 0 0.5 1 1
Lr 0 0 0 0 0 0
L 1 1 1 1 1 1
H 1 1 1 1 1 1
E 0 0 0.70 0 0 0.70
W 0 0.6 0 0.6 0.3 0
Axial Load at Mid Ht = Ps (lb/ft)4249 2953 2953 3601 4249 4249
Applied Moment at Mid Ht = Msa (lb-in/ft)1919 17458 27463 18107 10337 28759
Ase (in2) = (Ps + As*fy) / fy 0.47 0.44 0.44 0.45 0.47 0.47
k = Sqrt ((n*p)2 + 2*n*p) - n*p 0.281 0.281 0.281 0.281 0.281 0.281
CE = C ELASTIC = k * d 1.21 1.21 1.21 1.21 1.21 1.21
Icr E (in4) = Icr ELASTIC = n*Ase*(d-CE)2 + 1/3*l w*CE3 39.31 37.81 37.81 38.56 39.31 39.31
M1 = Msa (lb-in)1919 17458 27463 18107 10337 28759
Ie1 (in4) = { (Mcr / M)3 * Ig + (1-(Mcr / M)3) * Icr E } < Ig 275 275 275 275 275 275
M2 (lb-in) = Msa / (1 - (5 * Ps * Lc2) / (48 * Ec * Ie1))2022 18099 28471 18924 10892 30303
Ie2 (in4)275 275 275 275 275 275
M3 (lb-in)2022 18099 28471 18924 10892 30303
Ie3 (in4)275 275 275 275 275 275
M4 (lb-in)2022 18099 28471 18924 10892 30303
Ie4 (in4)275 275 275 275 275 275
M5 (lb-in)2022 18099 28471 18924 10892 30303
Ie5 (in4)275 275 275 275 275 275
M6 (lb-in)2022 18099 28471 18924 10892 30303
Ie6 (in4)275 275 275 275 275 275
M7 (lb-in)2022 18099 28471 18924 10892 30303
Ie7 (in4)275 275 275 275 275 275
l c / 150 (in)2.38 2.38 2.38 2.38 2.38 2.38
Ds (in) = (5 * M7 * Lc2) / (48 * Ec * Ie7)0.02 0.22 0.34 0.23 0.13 E+S is N/A
OK OK OK OK OK OK OKA=D+L+(LrorS)A=D+L+.6WU=1.4DU=1.2D+1.6(L+H)+0.5(LrorS)U=1.2D+1.6(LrorS)+f1LA=D+L+0.7EA=D+L+.6W+S/2A=D+L+S+.3WA=D+L+S+.7EU=1.2D+W+f1L+0.5(LrorS)U=(1.2+0.2Sds)D+1.0E+f1L+f2SU=1.2D+1.6(LrorS)+0.5WU=(0.9-0.2Sds)D+1.0E+1.6HU=0.9D+W+1.6HLoad
Combo
16-4
Load
Combo
16-6
Load
Combo
16-7*
Load
Combo
16-1
Load
Combo
16-2
Load
Combo
16-3(a)
Load
Combo
16-3(b)
Load
Combo
16-5*
Job Name =
Job Number =
Wall Type =
Wall Description =
Wall Ht =29.75 ft Wall Weight at Mid Height
b =9 ft Wt of Concrete=150 pcf
c =10 ft Wall Thickness=7.25 in.
e =1.75 ft Concentric Load=3466 plf
d =19.75 ft Seismic Fp=.4Sd*=0.3412 Wp
a =4.5 ft
a = b/2
Roof Weight
Joist Span=60 feet
Dead Load=12 psf
d Snow Load=25 psf
Live Roof =12 psf
Live Floor=0 psf
eccentricity 2 inch
equiv DL =1285.7143 plf
equiv SL =2678.5714 plf
c equiv Lr =1285.7143 plf
equiv LL =0 plf
b e
P wind =21.9 psf
P seismic =30.9 psf
P wind equiv =78.2 psf
P seismic equiv =93.5 psf
Equivalent Wind and Seismic Load
IRG Greenline
2180307.2
8
Dock Door
Page 1
Description Panel 8 Equivalent Moments
Multi-Span Steel BeamRev: 580010
User: KW-0602298, Ver 5.8.0, 15-Jun-2007
(c)1983-2007 ENERCALC Engineering Software 2180307_irg.ecw:Calculations
Scope :
Title :Job #
Description :
Dsgnr:Date:11:03AM, 8 AUG 18
General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000
Fy - Yield Stress
Spans Considered Continuous Over Supports
36.00 ksi Load Duration Factor 1.00
Span Information
SeismicDescription Wind wind wind
Span ft 4.75 29.75 4.75 29.50 5.00
Steel Section W8X24 W8X24 W8X24 W8X24 W8X24
Pin-Pin Pin-Pin Pin-Pin Pin-Pin Pin-Free
0.00ft 0.00 0.00 0.00 0.00Unbraced Length
End Fixity
Loads
Live Load Used This Span ?Yes Yes Yes Yes Yes
0.094 0.094 0.078 0.078 -0.022Dead Load k/ft
Live Load k/ft
Results
0.00 6.38 0.00 5.33 0.00Mmax @ Cntr k-ft
@ X =ft 0.00 18.05 0.00 18.09 0.00
Max @ Left End 0.00 -9.00 0.00 -7.46 0.27k-ft
Max @ Right End -9.00 0.00 -7.46 0.27 0.00k-ft
fb : Actual 5,180.4 5,180.4 4,290.3 4,290.3 158.2
Fb : Allowable psi 23,760.0 23,760.0 23,760.0 23,760.0 23,760.0
Bending OK Bending OK Bending OK
875.5fv : Actual 1,090.6 56.6 903.4 727.1
14,400.0
psi
14,400.0 14,400.0Fv : Allowable 14,400.0 14,400.0psi
Bending OK Bending OK
psi
Reactions & Deflections
1.67 1.70 1.38 1.41 0.11Shear @ Left k
Shear @ Right k 2.12 1.10 1.76 0.89 0.00
Reactions...
DL @ Left k
-1.67 3.82 -1.38 3.17 0.78
LL @ Left k
0.00 0.00 0.00 0.00 0.00
Total @ Left
DL @ Right
LL @ Right
Total @ Right
k
-1.67 3.82 -1.38 3.17 0.78
k
3.82 1.10 3.17 0.78 0.00
k
0.00 0.00 0.00 0.00 0.00
k
3.82 1.10 3.17 0.78 0.00
Max. Deflection in
0.009 -0.339 0.007 -0.279 0.181
@ X =ft
2.75 16.66 2.75 16.52 5.00
Span/Deflection Ratio
6,365.5 1,052.2 7,686.7 1,268.2 661.9
Query Values
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Locationft
Shear k 1.67 1.70 0.00 1.38 1.41 0.11 0.00 0.00
Moment 0.00 -9.00 0.00 0.00 -7.46 0.27 0.00 0.00k-ft
0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000Max. Deflection in
Alternate Concrete Slender Wall Design (ACI 318-11 Sect 11.8)
Job Name =
Job Number = 2180307.20
Wall Type =8
Wall Description =
29.75
29.75
7.25
0.75
6.5
1.75
D = Dead Load 5000
S = Snow Load (2) Layer
Lr = Roof Live Load #5 Rebar @
L = Occupancy Live Load 4'' o.c.
H = Soil Load L / 316
E = Seismic Load (Ultimate)99%
W = Wind Load
Applied Loads
S
NO
YES
YES
0.853
f 1 =0.5
f 2 =0.7
Uniform Concentric Applied Loads (W C)
Dead - D (plf)3466 (tributary wall weight at midheight)
Snow - S (plf)0
Roof Live - Lr (plf)0
Occupancy Live - L (plf)0
Soil - H (plf)0
Uniform Eccentric Applied Loads (W E)
Eccentricity (in)2
Dead - D (plf) 1285.714286 D =214 D =107
Snow - S (plf) 2678.571429 S =446 S =223
Roof Live - Lr (plf) 1285.714286 Lr =214 Lr =107
Occupancy Live - L (plf)0 L =0 L =0
Soil - H (plf)0 H =0 H =0
Uniform Moments Applied (MTOP)(MBOT)
Dead - D (lb-ft/ft)0 0 D =0
Snow - S (lb-ft/ft)0 0 S =0
Roof Live - Lr (lb-ft/ft)0 0 Lr =0
Occupancy Live - L (lb-ft/ft)0 0 L =0
Soil - H (lb-ft/ft)0 0 H =0
Seismic (Ultimate) - E (lb-ft/ft)0 -9000 E =-4500
Wind - W (lb-ft/ft)0 -7500 W =-3750
Equivalent Uniform Lateral Applied Loads (P)
Seismic (Ultimate) - E (psf)93.5 E =10342
Wind - W (psf)78.2 W =8653
Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mid-Height of Wall
Dead - D (plf)6100 Dead - D (lb-ft/ft)107
Snow - S (plf)2679 Snow - S (lb-ft/ft)223
Roof Live - Lr (plf)1286 Roof Live - Lr (lb-ft/ft)107
Occupancy Live - L (plf)0 Occupancy Live - L (lb-ft/ft)0
Soil - H (plf)0 Soil - H (lb-ft/ft)0
Seismic (Ultimate) - E (lb-ft/ft)5842
Wind - W (lb-ft/ft)4903
Is the design snow load less than or equal to 30 psf?
Wall Ht Btwn Supports (ft)
Total Wall Ht w/ Parapet (ft)
Total Wall Thickness (in)
Dock Door
DESIGN SUMMARY
Reveal Depth (in)
Structural Thickness (in)
IRG Greenline
Pier Width (ft)
Output
Number of Bars Ea Face (or at
Center) of Pier
Concrete Strength (psi)
Hand Input
Potential Hand Input
Moment @ Mid-Ht (lb-ft/ft) = 1/8
PL2
Moment @ Mid-Ht (lb-ft/ft) = 1/2
(MTOP + MBOT)
Moment at Top (lb-ft/ft) = WE * e Moment at Mid-Ht (lb-ft/ft) = 1/2
MTOP
Seismic: Sds
What is the controlling type of roof load? Snow or Roof Live Load? (Enter "S" or "Lr")
Are you applying occupancy live loads for places of public assembly, or live loads in excess of 100 psf, or parking garage
live loads? (YES:f 1 = 1.0, NO:f 1 = 0.5)
Do you have a roof config that prevents snow from shedding off the structure? (YES:f 2 = 0.7, NO:f 2 = 0.2)
OK
5.00
Reinforcement
Max Deflection
% of Flexural Capacity
The uniform moments applied to
the top and bottom of the wall
can be used to model loads from
a wall above or below, or to
model lateral parapet forces.
Enter positive numbers to
increase the moment induced at
the mid-height of the wall being
designed and negative numbers
to reduce the moment.
Note that these totals represent the unfactored forces at the mid-height of the wall including the self wt of the wall (this spreadsheet
automatically calcs wall self wt). P-D effects have not been accounted for. These forces can be overridden by entering your own mid-height
axial loads and moments determined from hand calculations. You will still have to enter information describing the loads so that the proper f1,
f2 and f3 load factors are properly applied. Remember to enter the loads unfactored and include the self-weight of the section of wall being
analyzed.
Note that soil forces are not allowed to counteract wind or seismic forces. In addition, soil forces
that counteract other forces are not allowed to be factored and should be accounted for in hand
See ACI 11.8.2 for
distribution of
concentrated forces
e
C of
structural
thickness
WE
WC
L
MT
MB
P
If you need to make modifications
to any other part of the
spreadsheet besides the yellow
cells the password is "save"
MB
Wall Parameters
Wall Height Between Supports (ft)29.75 (Not including parapet)
Parapet Height (ft)0 (This is used to calc the self-weight of the wall only)Rebar Dia (in)A (in2)
Total Wall Height (ft)29.75 3 0.375 0.11
Concrete Strength f'c (psi)5000 4 0.500 0.20
Concrete Unit Weight (pcf)150 5 0.625 0.31
Rebar Yield Stress fy (psi)60000 6 0.750 0.44
Width of Pier Being Designed (ft)1 (Width of pier, or enter 1 ft for analyzing unit width)7 0.875 0.60
Total Wall Thickness (in)7.25 8 1.000 0.79
Depth of Reveal (in)0.75 65 9 1.128 1.00
Structural Thickness (in)6.50 = Total Thk - Reveal Depth 10 1.270 1.27
(1) or (2) Layers of Reinf?2 OK 11 1.410 1.56
Vert Rebar Size 5 0.31 in2 0.625 in
Vert Rebar o.c. Spacing (in)4.2 OK
As per foot (in2/ft)0.88 (This is the area of tension steel only)
Total As in Pier (in2)0.88 (This is the area of tension steel only)
Number of Bars within Pier (Ea Face)2.86 ACI Min Cover Reqments:
Are You Providing Confinement Reinf?YES #5 & Smaller - 1 1/2"
Confinement Rebar Size 3 0.375 in #6 & Larger - 2"
Conc Cover at Ext Side of Wall Exp to Weather/Earth (in)1.5 #11 & Smaller = 3/4"
Conc Cover at Int Side of Wall Not Exp to Weather/Earth (in)1
Min Depth to Tension Rebar = d (in)4.3 (w/ 2 layers of rebar, d = Struc Width - Max Cover - Confine f - 1/2 Vert f)
Min Vertical Steel Ratio -rv min 0.0025 (rv min may be reduced if the shear force is low. See ACI 21.7.2)
Actual Vertical Steel Ratio -rv 0.0202 OK Based on total wall thk not struc thk = (Rebar A * # Layers / Spacing) / (Total Thk)
Min Tensile Flexural Reinf 1 = As min 1 (in2/ft)0.18 OK
Min Tensile Flexural Reinf 2 = As min 2 (in2/ft)0.17 OK
r 0.0169 = As per ft / (12 * d)
rmax = 0.6 rb = 0.6 * 0.85 *b1 * fc / fy * 87000 / (87000 + fy)0.0201 OK
Ec (psi) 4030509 = 57000 * sqrt (f'c)
Es (psi) 29000000
n 7.2 = Es / Ec Mu (lb-in) = Mua / (1 - (5 * Pu * Lc
l w (in)12 = 12"
Ag (in2/ft)78 = Struc Thk * 12
0.06 f'c (psi)300
l c (in)357 = Wall Ht * 12
b1 0.8
Ig (in4/ft)275 = 1/12 * 12 * Struc Thk3
fr (psi)530 = 7.5 * sqrt (f'c)
yt (in)3.25 = Struc Thk / 2
Mcr (lb-in)44813 = fr * Ig / yt
l c / 150 (in)2.38
OK
Job Name =IRG Greenline
Job Number =2180307.2
Wall Type =8
Wall Description =Dock Door
Not Exposed to Weather:
Exposed to Weather:
Pier Width = bw
d
d
Vert Spcg
Struc
Thk
Per ACI 14.3.6 lateral
ties need not be
provided where vert reinf
is not req'd as
compression reinf. Thus
walls designed using this
method do not need to
have confinement steel.
But in many cases is still
advisable, particularly
with 2 layers of rebar.
Verify "d" with
hand calcs also
The width of the pier doesn't affect the structural
design since loads are input per linear foot. Pier
width is for your reference so you can track your
calculations. This does calculate the actual number
of bars required within the pier width you input.
*ASCE 7-10
IBC-2015 12.4.2.3
D 1.4 1.2 1.2 1.2 1.2 1.3706 0.9 0.7294
S 0 0.5 1.6 1.6 0.5 0.7 0 0
Lr 0 0 0 0 0 0 0 0
L 0 1.6 0.5 0 0.5 0.5 0 0
H 0 1.6 0 0 0 0 1.6 1.6
E 0 0 0 0 0 1.0 0 1.0
W 0 0 0 0.5 1 0 1 0
Factored Axial Load at Mid Ht = Pu (lb/ft)8540 8659 11606 11606 8659 10236 5490 4449
Factored Applied Moment at Mid Ht = Mua (lb-in/ft)1800 2882 5829 35247 61719 73741 59994 71042
Pu / Ag (psi)109 111 149 149 111 131 70 57
Vert Stress at Mid-Ht Wall ok? Pu / Ag < 0.06 f'c?OK OK OK OK OK OK OK OK OK
Ase (in2) = (Pu(h/2d) + As*fy) / fy 0.98 0.99 1.02 1.02 0.99 1.01 0.95 0.93
a (in) =(Ase*fy) / (0.85*fc*lw)1.16 1.16 1.20 1.20 1.16 1.18 1.11 1.10
CU = C ULTIMATE = a /b1 1.45 1.45 1.50 1.50 1.45 1.48 1.39 1.37
Icr U (in4) = Icr ULTIMATE = n*Ase*(d-CU)2 + 1/3*l w*CU3 70.25 70.30 71.64 71.64 70.30 71.02 68.84 68.35
Mu (lb-in) = Mua / (1 - (5 * Pu * Lc2)/(0.75 * 48 * Ec * Icr)) =3862 6279 20204 122182 134456 200930 92335 99483
Mn (lb-in) = Ase * fy * (d - a/2) 220404 220688 227641 227641 220688 224420 213100 210584
Cu / d 0.34 0.34 0.35 0.35 0.34 0.34 0.32 0.32
f = 0.23 + 0.25 /(Cu / d)0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
fMn (lb-in)198364 198619 204877 204877 198619 201978 191790 189526
fMn > Mcr ?OK OK OK OK OK OK OK OK OK
Mu /fMn 2%3%10%60%68%99%48%52%POSITIVE
fMn > Mu ?OK OK OK OK OK OK OK OK OK
Job Name =IRG Greenline
Job Number =2E+06
Wall Type =8
Wall Description =Dock Door
D 1 1 1 1 1 1
S 1 0 0 0.5 1 1
Lr 0 0 0 0 0 0
L 1 1 1 1 1 1
H 1 1 1 1 1 1
E 0 0 0.70 0 0 0.70
W 0 0.6 0 0.6 0.3 0
Axial Load at Mid Ht = Ps (lb/ft)8779 6100 6100 7439 8779 8779
Applied Moment at Mid Ht = Msa (lb-in/ft)3964 36588 50359 37927 21615 53037
Ase (in2) = (Ps + As*fy) / fy 1.02 0.98 0.98 1.00 1.02 1.02
k = Sqrt ((n*p)2 + 2*n*p) - n*p 0.387 0.387 0.387 0.387 0.387 0.387
CE = C ELASTIC = k * d 1.67 1.67 1.67 1.67 1.67 1.67
Icr E (in4) = Icr ELASTIC = n*Ase*(d-CE)2 + 1/3*l w*CE3 70.04 67.79 67.79 68.91 70.04 70.04
M1 = Msa (lb-in)3964 36588 50359 37927 21615 53037
Ie1 (in4) = { (Mcr / M)3 * Ig + (1-(Mcr / M)3) * Icr E } < Ig 275 275 214 275 275 193
M2 (lb-in) = Msa / (1 - (5 * Ps * Lc2) / (48 * Ec * Ie1))4431 39476 55589 41643 24159 62359
Ie2 (in4)275 275 176 275 275 146
M3 (lb-in)4431 39476 56843 41643 24159 66140
Ie3 (in4)275 275 169 275 275 134
M4 (lb-in)4431 39476 57148 41643 24159 67677
Ie4 (in4)275 275 168 275 275 129
M5 (lb-in)4431 39476 57222 41643 24159 68295
Ie5 (in4)275 275 167 275 275 128
M6 (lb-in)4431 39476 57240 41643 24159 68541
Ie6 (in4)275 275 167 275 275 127
M7 (lb-in)4431 39476 57245 41643 24159 68639
Ie7 (in4)275 275 167 275 275 127
l c / 150 (in)2.38 2.38 2.38 2.38 2.38 2.38
Ds (in) = (5 * M7 * Lc2) / (48 * Ec * Ie7)0.05 0.47 1.13 0.50 0.29 E+S is N/A
OK OK OK OK OK OK OKA=D+L+(LrorS)A=D+L+.6WU=1.4DU=1.2D+1.6(L+H)+0.5(LrorS)U=1.2D+1.6(LrorS)+f1LA=D+L+0.7EA=D+L+.6W+S/2A=D+L+S+.3WA=D+L+S+.7EU=1.2D+W+f1L+0.5(LrorS)U=(1.2+0.2Sds)D+1.0E+f1L+f2SU=1.2D+1.6(LrorS)+0.5WU=(0.9-0.2Sds)D+1.0E+1.6HU=0.9D+W+1.6HLoad
Combo
16-4
Load
Combo
16-6
Load
Combo
16-7*
Load
Combo
16-1
Load
Combo
16-2
Load
Combo
16-3(a)
Load
Combo
16-3(b)
Load
Combo
16-5*
Job Name =
Job Number =
Wall Type =
Wall Description =
Wall Ht =29.75 ft Wall Weight at Mid Height
b =0.001 ft Wt of Concrete=150 pcf
c =0.001 ft Wall Thickness=7.25 in.
e =2.00 ft Concentric Load=0 plf
d = 29.749 ft Seismic Fp=.4Sd*=0.3412 Wp
a = 0.0005 ft
a = b/2
Roof Weight
Joist Span=60 feet
Dead Load=12 psf
d Snow Load=25 psf
Live Roof =12 psf
Live Floor=0 psf
eccentricity 2 inch
equiv DL =360.09 plf
equiv SL =750.1875 plf
c equiv Lr =360.09 plf
equiv LL =0 plf
b e
P wind =21.9 psf
P seismic =30.9 psf
P wind equiv =21.9 psf
P seismic equiv =30.9 psf
Equivalent Wind and Seismic Load
IRG Greenline
2180307.2
10
Blank Portion
Page 1
Description Panel 10 Equivalent Moments
Multi-Span Steel BeamRev: 580010
User: KW-0602298, Ver 5.8.0, 15-Jun-2007
(c)1983-2007 ENERCALC Engineering Software 2180307_irg.ecw:Calculations
Scope :
Title :Job #
Description :
Dsgnr:Date:11:03AM, 8 AUG 18
General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000
Fy - Yield Stress
Spans Considered Continuous Over Supports
36.00 ksi Load Duration Factor 1.00
Span Information
SeismicDescription Wind wind wind
Span ft 4.75 29.75 4.75 29.50 5.00
Steel Section W8X24 W8X24 W8X24 W8X24 W8X24
Pin-Pin Pin-Pin Pin-Pin Pin-Pin Pin-Free
0.00ft 0.00 0.00 0.00 0.00Unbraced Length
End Fixity
Loads
Live Load Used This Span ?Yes Yes Yes Yes Yes
0.031 0.031 0.022 0.022 -0.022Dead Load k/ft
Live Load k/ft
Results
0.00 2.11 0.00 1.59 0.00Mmax @ Cntr k-ft
@ X =ft 0.00 18.05 0.00 18.49 0.00
Max @ Left End 0.00 -2.97 0.00 -2.19 0.27k-ft
Max @ Right End -2.97 0.00 -2.19 0.27 0.00k-ft
fb : Actual 1,708.4 1,708.4 1,259.0 1,259.0 158.2
Fb : Allowable psi 23,760.0 23,760.0 23,760.0 23,760.0 23,760.0
Bending OK Bending OK Bending OK
288.7fv : Actual 359.7 56.6 264.0 210.0
14,400.0
psi
14,400.0 14,400.0Fv : Allowable 14,400.0 14,400.0psi
Bending OK Bending OK
psi
Reactions & Deflections
0.55 0.56 0.41 0.41 0.11Shear @ Left k
Shear @ Right k 0.70 0.36 0.51 0.24 0.00
Reactions...
DL @ Left k
-0.55 1.26 -0.41 0.92 0.13
LL @ Left k
0.00 0.00 0.00 0.00 0.00
Total @ Left
DL @ Right
LL @ Right
Total @ Right
k
-0.55 1.26 -0.41 0.92 0.13
k
1.26 0.36 0.92 0.13 0.00
k
0.00 0.00 0.00 0.00 0.00
k
1.26 0.36 0.92 0.13 0.00
Max. Deflection in
0.003 -0.112 0.002 -0.084 0.057
@ X =ft
2.75 16.66 2.75 16.72 5.00
Span/Deflection Ratio
19,301.7 3,190.5 26,144.6 4,237.4 2,096.1
Query Values
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Locationft
Shear k 0.55 0.56 0.00 0.41 0.41 0.11 0.00 0.00
Moment 0.00 -2.97 0.00 0.00 -2.19 0.27 0.00 0.00k-ft
0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000Max. Deflection in
Alternate Concrete Slender Wall Design (ACI 318-11 Sect 11.8)
Job Name =
Job Number = 2180307.20
Wall Type =10
Wall Description =
29.75
29.75
7.25
0.75
6.5
2.00
D = Dead Load 5000
S = Snow Load (1) Layer
Lr = Roof Live Load #5 Rebar @
L = Occupancy Live Load 10'' o.c.
H = Soil Load L / 1767
E = Seismic Load (Ultimate)85%
W = Wind Load
Applied Loads
S
NO
YES
YES
0.853
f 1 =0.5
f 2 =0.7
Uniform Concentric Applied Loads (W C)
Dead - D (plf)0 (tributary wall weight at midheight)
Snow - S (plf)0
Roof Live - Lr (plf)0
Occupancy Live - L (plf)0
Soil - H (plf)0
Uniform Eccentric Applied Loads (W E)
Eccentricity (in)2
Dead - D (plf)360.09 D =60 D =30
Snow - S (plf)750.1875 S =125 S =63
Roof Live - Lr (plf)360.09 Lr =60 Lr =30
Occupancy Live - L (plf)0 L =0 L =0
Soil - H (plf)0 H =0 H =0
Uniform Moments Applied (MTOP)(MBOT)
Dead - D (lb-ft/ft)0 0 D =0
Snow - S (lb-ft/ft)0 0 S =0
Roof Live - Lr (lb-ft/ft)0 0 Lr =0
Occupancy Live - L (lb-ft/ft)0 0 L =0
Soil - H (lb-ft/ft)0 0 H =0
Seismic (Ultimate) - E (lb-ft/ft)0 -3000 E =-1500
Wind - W (lb-ft/ft)0 -2200 W =-1100
Equivalent Uniform Lateral Applied Loads (P)
Seismic (Ultimate) - E (psf)30.9 E =3422
Wind - W (psf)21.9 W =2423
Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mid-Height of Wall
Dead - D (plf)1708 Dead - D (lb-ft/ft)30
Snow - S (plf)750 Snow - S (lb-ft/ft)63
Roof Live - Lr (plf)360 Roof Live - Lr (lb-ft/ft)30
Occupancy Live - L (plf)0 Occupancy Live - L (lb-ft/ft)0
Soil - H (plf)0 Soil - H (lb-ft/ft)0
Seismic (Ultimate) - E (lb-ft/ft)1922
Wind - W (lb-ft/ft)1323
Is the design snow load less than or equal to 30 psf?
Wall Ht Btwn Supports (ft)
Total Wall Ht w/ Parapet (ft)
Total Wall Thickness (in)
Blank Portion
DESIGN SUMMARY
Reveal Depth (in)
Structural Thickness (in)
IRG Greenline
Pier Width (ft)
Output
Number of Bars Ea Face (or at
Center) of Pier
Concrete Strength (psi)
Hand Input
Potential Hand Input
Moment @ Mid-Ht (lb-ft/ft) = 1/8
PL2
Moment @ Mid-Ht (lb-ft/ft) = 1/2
(MTOP + MBOT)
Moment at Top (lb-ft/ft) = WE * e Moment at Mid-Ht (lb-ft/ft) = 1/2
MTOP
Seismic: Sds
What is the controlling type of roof load? Snow or Roof Live Load? (Enter "S" or "Lr")
Are you applying occupancy live loads for places of public assembly, or live loads in excess of 100 psf, or parking garage
live loads? (YES:f 1 = 1.0, NO:f 1 = 0.5)
Do you have a roof config that prevents snow from shedding off the structure? (YES:f 2 = 0.7, NO:f 2 = 0.2)
OK
2.40
Reinforcement
Max Deflection
% of Flexural Capacity
The uniform moments applied to
the top and bottom of the wall
can be used to model loads from
a wall above or below, or to
model lateral parapet forces.
Enter positive numbers to
increase the moment induced at
the mid-height of the wall being
designed and negative numbers
to reduce the moment.
Note that these totals represent the unfactored forces at the mid-height of the wall including the self wt of the wall (this spreadsheet
automatically calcs wall self wt). P-D effects have not been accounted for. These forces can be overridden by entering your own mid-height
axial loads and moments determined from hand calculations. You will still have to enter information describing the loads so that the proper f1,
f2 and f3 load factors are properly applied. Remember to enter the loads unfactored and include the self-weight of the section of wall being
analyzed.
Note that soil forces are not allowed to counteract wind or seismic forces. In addition, soil forces
that counteract other forces are not allowed to be factored and should be accounted for in hand
See ACI 11.8.2 for
distribution of
concentrated forces
e
C of
structural
thickness
WE
WC
L
MT
MB
P
If you need to make modifications
to any other part of the
spreadsheet besides the yellow
cells the password is "save"
MB
Wall Parameters
Wall Height Between Supports (ft)29.75 (Not including parapet)
Parapet Height (ft)0 (This is used to calc the self-weight of the wall only)Rebar Dia (in)A (in2)
Total Wall Height (ft)29.75 3 0.375 0.11
Concrete Strength f'c (psi)5000 4 0.500 0.20
Concrete Unit Weight (pcf)150 5 0.625 0.31
Rebar Yield Stress fy (psi)60000 6 0.750 0.44
Width of Pier Being Designed (ft)1 (Width of pier, or enter 1 ft for analyzing unit width)7 0.875 0.60
Total Wall Thickness (in)7.25 8 1.000 0.79
Depth of Reveal (in)0.75 65 9 1.128 1.00
Structural Thickness (in)6.50 = Total Thk - Reveal Depth 10 1.270 1.27
(1) or (2) Layers of Reinf?1 OK 11 1.410 1.56
Vert Rebar Size 5 0.31 in2 0.625 in
Vert Rebar o.c. Spacing (in)10 OK
As per foot (in2/ft)0.37 (This is the area of tension steel only)
Total As in Pier (in2)0.37 (This is the area of tension steel only)
Number of Bars within Pier (Ea Face)1.20 ACI Min Cover Reqments:
Are You Providing Confinement Reinf?YES #5 & Smaller - 1 1/2"
Confinement Rebar Size 3 0.375 in #6 & Larger - 2"
Conc Cover at Ext Side of Wall Exp to Weather/Earth (in)1.5 #11 & Smaller = 3/4"
Conc Cover at Int Side of Wall Not Exp to Weather/Earth (in)1
Min Depth to Tension Rebar = d (in)3.3 (w/ 2 layers of rebar, d = Struc Width - Max Cover - Confine f - 1/2 Vert f)
Min Vertical Steel Ratio -rv min 0.0025 (rv min may be reduced if the shear force is low. See ACI 21.7.2)
Actual Vertical Steel Ratio -rv 0.0042 OK Based on total wall thk not struc thk = (Rebar A * # Layers / Spacing) / (Total Thk)
Min Tensile Flexural Reinf 1 = As min 1 (in2/ft)0.14 OK
Min Tensile Flexural Reinf 2 = As min 2 (in2/ft)0.13 OK
r 0.0094 = As per ft / (12 * d)
rmax = 0.6 rb = 0.6 * 0.85 *b1 * fc / fy * 87000 / (87000 + fy)0.0201 OK
Ec (psi) 4030509 = 57000 * sqrt (f'c)
Es (psi) 29000000
n 7.2 = Es / Ec Mu (lb-in) = Mua / (1 - (5 * Pu * Lc
l w (in)12 = 12"
Ag (in2/ft)78 = Struc Thk * 12
0.06 f'c (psi)300
l c (in)357 = Wall Ht * 12
b1 0.8
Ig (in4/ft)275 = 1/12 * 12 * Struc Thk3
fr (psi)530 = 7.5 * sqrt (f'c)
yt (in)3.25 = Struc Thk / 2
Mcr (lb-in)44813 = fr * Ig / yt
l c / 150 (in)2.38
OK
Job Name =IRG Greenline
Job Number =2180307.2
Wall Type =10
Wall Description =Blank Portion
Not Exposed to Weather:
Exposed to Weather:
Pier Width = bw
d
d
Vert Spcg
Struc
Thk
Per ACI 14.3.6 lateral
ties need not be
provided where vert reinf
is not req'd as
compression reinf. Thus
walls designed using this
method do not need to
have confinement steel.
But in many cases is still
advisable, particularly
with 2 layers of rebar.
Verify "d" with
hand calcs also
The width of the pier doesn't affect the structural
design since loads are input per linear foot. Pier
width is for your reference so you can track your
calculations. This does calculate the actual number
of bars required within the pier width you input.
*ASCE 7-10
IBC-2015 12.4.2.3
D 1.4 1.2 1.2 1.2 1.2 1.3706 0.9 0.7294
S 0 0.5 1.6 1.6 0.5 0.7 0 0
Lr 0 0 0 0 0 0 0 0
L 0 1.6 0.5 0 0.5 0.5 0 0
H 0 1.6 0 0 0 0 1.6 1.6
E 0 0 0 0 0 1.0 0 1.0
W 0 0 0 0.5 1 0 1 0
Factored Axial Load at Mid Ht = Pu (lb/ft)2392 2425 3250 3250 2425 2867 1538 1246
Factored Applied Moment at Mid Ht = Mua (lb-in/ft)504 807 1632 9573 16689 24080 16206 23324
Pu / Ag (psi)31 31 42 42 31 37 20 16
Vert Stress at Mid-Ht Wall ok? Pu / Ag < 0.06 f'c?OK OK OK OK OK OK OK OK OK
Ase (in2) = (Pu(h/2d) + As*fy) / fy 0.41 0.41 0.42 0.42 0.41 0.42 0.39 0.39
a (in) =(Ase*fy) / (0.85*fc*lw)0.48 0.48 0.50 0.50 0.48 0.49 0.46 0.46
CU = C ULTIMATE = a /b1 0.60 0.60 0.62 0.62 0.60 0.61 0.58 0.57
Icr U (in4) = Icr ULTIMATE = n*Ase*(d-CU)2 + 1/3*l w*CU3 21.48 21.50 21.96 21.96 21.50 21.75 20.99 20.82
Mu (lb-in) = Mua / (1 - (5 * Pu * Lc2)/(0.75 * 48 * Ec * Icr)) =987 1600 4665 27358 33076 57189 23893 31642
Mn (lb-in) = Ase * fy * (d - a/2) 73688 73781 76059 76059 73781 75001 71315 70502
Cu / d 0.18 0.18 0.19 0.19 0.18 0.19 0.18 0.18
f = 0.23 + 0.25 /(Cu / d)0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
fMn (lb-in)66319 66403 68453 68453 66403 67501 64183 63452
fMn > Mcr ?OK OK OK OK OK OK OK OK OK
Mu /fMn 1%2%7%40%50%85%37%50%POSITIVE
fMn > Mu ?OK OK OK OK OK OK OK OK OK
Job Name =IRG Greenline
Job Number =2E+06
Wall Type =10
Wall Description =Blank Portion
D 1 1 1 1 1 1
S 1 0 0 0.5 1 1
Lr 0 0 0 0 0 0
L 1 1 1 1 1 1
H 1 1 1 1 1 1
E 0 0 0.70 0 0 0.70
W 0 0.6 0 0.6 0.3 0
Axial Load at Mid Ht = Ps (lb/ft)2459 1708 1708 2084 2459 2459
Applied Moment at Mid Ht = Msa (lb-in/ft)1110 9889 16503 10264 5875 17253
Ase (in2) = (Ps + As*fy) / fy 0.41 0.40 0.40 0.40 0.41 0.41
k = Sqrt ((n*p)2 + 2*n*p) - n*p 0.307 0.307 0.307 0.307 0.307 0.307
CE = C ELASTIC = k * d 1.00 1.00 1.00 1.00 1.00 1.00
Icr E (in4) = Icr ELASTIC = n*Ase*(d-CE)2 + 1/3*l w*CE3 18.91 18.45 18.45 18.68 18.91 18.91
M1 = Msa (lb-in)1110 9889 16503 10264 5875 17253
Ie1 (in4) = { (Mcr / M)3 * Ig + (1-(Mcr / M)3) * Icr E } < Ig 275 275 275 275 275 275
M2 (lb-in) = Msa / (1 - (5 * Ps * Lc2) / (48 * Ec * Ie1))1144 10096 16848 10527 6053 17777
Ie2 (in4)275 275 275 275 275 275
M3 (lb-in)1144 10096 16848 10527 6053 17777
Ie3 (in4)275 275 275 275 275 275
M4 (lb-in)1144 10096 16848 10527 6053 17777
Ie4 (in4)275 275 275 275 275 275
M5 (lb-in)1144 10096 16848 10527 6053 17777
Ie5 (in4)275 275 275 275 275 275
M6 (lb-in)1144 10096 16848 10527 6053 17777
Ie6 (in4)275 275 275 275 275 275
M7 (lb-in)1144 10096 16848 10527 6053 17777
Ie7 (in4)275 275 275 275 275 275
l c / 150 (in)2.38 2.38 2.38 2.38 2.38 2.38
Ds (in) = (5 * M7 * Lc2) / (48 * Ec * Ie7)0.01 0.12 0.20 0.13 0.07 E+S is N/A
OK OK OK OK OK OK OKA=D+L+(LrorS)A=D+L+.6WU=1.4DU=1.2D+1.6(L+H)+0.5(LrorS)U=1.2D+1.6(LrorS)+f1LA=D+L+0.7EA=D+L+.6W+S/2A=D+L+S+.3WA=D+L+S+.7EU=1.2D+W+f1L+0.5(LrorS)U=(1.2+0.2Sds)D+1.0E+f1L+f2SU=1.2D+1.6(LrorS)+0.5WU=(0.9-0.2Sds)D+1.0E+1.6HU=0.9D+W+1.6HLoad
Combo
16-4
Load
Combo
16-6
Load
Combo
16-7*
Load
Combo
16-1
Load
Combo
16-2
Load
Combo
16-3(a)
Load
Combo
16-3(b)
Load
Combo
16-5*
Job Name =
Job Number =
Wall Type =
Wall Description =
Wall Ht =35 ft Wall Weight at Mid Height
b =0.001 ft Wt of Concrete=150 pcf
c =0.001 ft Wall Thickness=9.25 in.
e =4.00 ft Concentric Load=0 plf
d = 34.999 ft Seismic Fp=.4Sd*=0.3412 Wp
a = 0.0005 ft
a = b/2
Roof Weight
Joist Span=68 feet
Dead Load=12 psf
d Snow Load=25 psf
Live Roof =12 psf
Live Floor=0 psf
eccentricity 6 inch
equiv DL =408.051 plf
equiv SL =850.10625 plf
c equiv Lr =408.051 plf
equiv LL =0 plf
b e
P wind =21.9 psf
P seismic =39.5 psf
P wind equiv =21.9 psf
P seismic equiv =39.5 psf
Equivalent Wind and Seismic Load
IRG Greenline
2180307.2
34
Blank Panel 9 1/4
Page 1
Description Panel 34 Equivalent Moments
Multi-Span Steel BeamRev: 580010
User: KW-0602298, Ver 5.8.0, 15-Jun-2007
(c)1983-2007 ENERCALC Engineering Software 2180307_irg.ecw:Calculations
Scope :
Title :Job #
Description :
Dsgnr:Date:11:03AM, 8 AUG 18
General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000
Fy - Yield Stress
Spans Considered Continuous Over Supports
36.00 ksi Load Duration Factor 1.00
Span Information
SeismicDescription Wind wind wind
Span ft 3.00 35.00 3.00 35.00 5.00
Steel Section W8X24 W8X24 W8X24 W8X24 W8X24
Pin-Pin Pin-Pin Pin-Pin Pin-Pin Pin-Free
0.00ft 0.00 0.00 0.00 0.00Unbraced Length
End Fixity
Loads
Live Load Used This Span ?Yes Yes Yes Yes Yes
0.040 0.040 0.022 0.022 -0.022Dead Load k/ft
Live Load k/ft
Results
0.00 3.63 0.00 2.12 0.00Mmax @ Cntr k-ft
@ X =ft 0.00 21.47 0.00 22.17 0.00
Max @ Left End 0.00 -5.64 0.00 -3.23 0.27k-ft
Max @ Right End -5.64 0.00 -3.23 0.27 0.00k-ft
fb : Actual 3,247.8 3,247.8 1,859.1 1,859.1 158.2
Fb : Allowable psi 23,760.0 23,760.0 23,760.0 23,760.0 23,760.0
Bending OK Bending OK Bending OK
443.3fv : Actual 999.4 56.6 571.4 249.7
14,400.0
psi
14,400.0 14,400.0Fv : Allowable 14,400.0 14,400.0psi
Bending OK Bending OK
psi
Reactions & Deflections
1.82 0.86 1.04 0.49 0.11Shear @ Left k
Shear @ Right k 1.94 0.54 1.11 0.28 0.00
Reactions...
DL @ Left k
-1.82 2.80 -1.04 1.60 0.17
LL @ Left k
0.00 0.00 0.00 0.00 0.00
Total @ Left
DL @ Right
LL @ Right
Total @ Right
k
-1.82 2.80 -1.04 1.60 0.17
k
2.80 0.54 1.60 0.17 0.00
k
0.00 0.00 0.00 0.00 0.00
k
2.80 0.54 1.60 0.17 0.00
Max. Deflection in
0.002 -0.259 0.001 -0.151 0.086
@ X =ft
1.74 19.83 1.74 20.07 5.00
Span/Deflection Ratio
15,525.9 1,622.6 27,109.1 2,773.9 1,388.0
Query Values
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Locationft
Shear k 1.82 0.86 0.00 1.04 0.49 0.11 0.00 0.00
Moment 0.00 -5.64 0.00 0.00 -3.23 0.27 0.00 0.00k-ft
0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000Max. Deflection in
Alternate Concrete Slender Wall Design (ACI 318-11 Sect 11.8)
Job Name =
Job Number = 2180307.20
Wall Type =34
Wall Description =
35
38
9.25
0.75
8.5
4.00
D = Dead Load 5000
S = Snow Load (1) Layer
Lr = Roof Live Load #5 Rebar @
L = Occupancy Live Load 8'' o.c.
H = Soil Load L / 1919
E = Seismic Load (Ultimate)86%
W = Wind Load
Applied Loads
S
NO
YES
YES
0.853
f 1 =0.5
f 2 =0.7
Uniform Concentric Applied Loads (W C)
Dead - D (plf)0 (tributary wall weight at midheight)
Snow - S (plf)0
Roof Live - Lr (plf)0
Occupancy Live - L (plf)0
Soil - H (plf)0
Uniform Eccentric Applied Loads (W E)
Eccentricity (in)6
Dead - D (plf)408.051 D =204 D =102
Snow - S (plf)850.10625 S =425 S =213
Roof Live - Lr (plf)408.051 Lr =204 Lr =102
Occupancy Live - L (plf)0 L =0 L =0
Soil - H (plf)0 H =0 H =0
Uniform Moments Applied (MTOP)(MBOT)
Dead - D (lb-ft/ft)0 0 D =0
Snow - S (lb-ft/ft)0 0 S =0
Roof Live - Lr (lb-ft/ft)0 0 Lr =0
Occupancy Live - L (lb-ft/ft)0 0 L =0
Soil - H (lb-ft/ft)0 0 H =0
Seismic (Ultimate) - E (lb-ft/ft)100 -5600 E =-2750
Wind - W (lb-ft/ft)100 -3200 W =-1550
Equivalent Uniform Lateral Applied Loads (P)
Seismic (Ultimate) - E (psf)39.5 E =6042
Wind - W (psf)21.9 W =3354
Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mid-Height of Wall
Dead - D (plf)2779 Dead - D (lb-ft/ft)102
Snow - S (plf)850 Snow - S (lb-ft/ft)213
Roof Live - Lr (plf)408 Roof Live - Lr (lb-ft/ft)102
Occupancy Live - L (plf)0 Occupancy Live - L (lb-ft/ft)0
Soil - H (plf)0 Soil - H (lb-ft/ft)0
Seismic (Ultimate) - E (lb-ft/ft)3292
Wind - W (lb-ft/ft)1804
Reinforcement
Max Deflection
% of Flexural Capacity
6.00
Concrete Strength (psi)
Hand Input
Potential Hand Input
Moment @ Mid-Ht (lb-ft/ft) = 1/8
PL2
Moment @ Mid-Ht (lb-ft/ft) = 1/2
(MTOP + MBOT)
Moment at Top (lb-ft/ft) = WE * e Moment at Mid-Ht (lb-ft/ft) = 1/2
MTOP
Seismic: Sds
What is the controlling type of roof load? Snow or Roof Live Load? (Enter "S" or "Lr")
Are you applying occupancy live loads for places of public assembly, or live loads in excess of 100 psf, or parking garage
live loads? (YES:f 1 = 1.0, NO:f 1 = 0.5)
Do you have a roof config that prevents snow from shedding off the structure? (YES:f 2 = 0.7, NO:f 2 = 0.2)
OK
Is the design snow load less than or equal to 30 psf?
Wall Ht Btwn Supports (ft)
Total Wall Ht w/ Parapet (ft)
Total Wall Thickness (in)
Blank Panel 9 1/4
DESIGN SUMMARY
Reveal Depth (in)
Structural Thickness (in)
IRG Greenline
Pier Width (ft)
Output
Number of Bars Ea Face (or at
Center) of Pier
The uniform moments applied to
the top and bottom of the wall
can be used to model loads from
a wall above or below, or to
model lateral parapet forces.
Enter positive numbers to
increase the moment induced at
the mid-height of the wall being
designed and negative numbers
to reduce the moment.
Note that these totals represent the unfactored forces at the mid-height of the wall including the self wt of the wall (this spreadsheet
automatically calcs wall self wt). P-D effects have not been accounted for. These forces can be overridden by entering your own mid-height
axial loads and moments determined from hand calculations. You will still have to enter information describing the loads so that the proper f1,
f2 and f3 load factors are properly applied. Remember to enter the loads unfactored and include the self-weight of the section of wall being
analyzed.
Note that soil forces are not allowed to counteract wind or seismic forces. In addition, soil forces
that counteract other forces are not allowed to be factored and should be accounted for in hand
See ACI 11.8.2 for
distribution of
concentrated forces
e
C of
structural
thickness
WE
WC
L
MT
MB
P
If you need to make modifications
to any other part of the
spreadsheet besides the yellow
cells the password is "save"
MB
Wall Parameters
Wall Height Between Supports (ft)35 (Not including parapet)
Parapet Height (ft)3 (This is used to calc the self-weight of the wall only)Rebar Dia (in)A (in2)
Total Wall Height (ft)38 3 0.375 0.11
Concrete Strength f'c (psi)5000 4 0.500 0.20
Concrete Unit Weight (pcf)150 5 0.625 0.31
Rebar Yield Stress fy (psi)60000 6 0.750 0.44
Width of Pier Being Designed (ft)1 (Width of pier, or enter 1 ft for analyzing unit width)7 0.875 0.60
Total Wall Thickness (in)9.25 8 1.000 0.79
Depth of Reveal (in)0.75 65 9 1.128 1.00
Structural Thickness (in)8.50 = Total Thk - Reveal Depth 10 1.270 1.27
(1) or (2) Layers of Reinf?1 OK 11 1.410 1.56
Vert Rebar Size 5 0.31 in2 0.625 in
Vert Rebar o.c. Spacing (in)8 OK
As per foot (in2/ft)0.46 (This is the area of tension steel only)
Total As in Pier (in2)0.46 (This is the area of tension steel only)
Number of Bars within Pier (Ea Face)1.50 ACI Min Cover Reqments:
Are You Providing Confinement Reinf?YES #5 & Smaller - 1 1/2"
Confinement Rebar Size 3 0.375 in #6 & Larger - 2"
Conc Cover at Ext Side of Wall Exp to Weather/Earth (in)1.5 #11 & Smaller = 3/4"
Conc Cover at Int Side of Wall Not Exp to Weather/Earth (in)1
Min Depth to Tension Rebar = d (in)4.3 (w/ 2 layers of rebar, d = Struc Width - Max Cover - Confine f - 1/2 Vert f)
Min Vertical Steel Ratio -rv min 0.0025 (rv min may be reduced if the shear force is low. See ACI 21.7.2)
Actual Vertical Steel Ratio -rv 0.0041 OK Based on total wall thk not struc thk = (Rebar A * # Layers / Spacing) / (Total Thk)
Min Tensile Flexural Reinf 1 = As min 1 (in2/ft)0.18 OK
Min Tensile Flexural Reinf 2 = As min 2 (in2/ft)0.17 OK
r 0.0090 = As per ft / (12 * d)
rmax = 0.6 rb = 0.6 * 0.85 *b1 * fc / fy * 87000 / (87000 + fy)0.0201 OK
Ec (psi) 4030509 = 57000 * sqrt (f'c)
Es (psi) 29000000
n 7.2 = Es / Ec Mu (lb-in) = Mua / (1 - (5 * Pu * Lc
l w (in)12 = 12"
Ag (in2/ft)102 = Struc Thk * 12
0.06 f'c (psi)300
l c (in)420 = Wall Ht * 12
b1 0.8
Ig (in4/ft)614 = 1/12 * 12 * Struc Thk3
fr (psi)530 = 7.5 * sqrt (f'c)
yt (in)4.25 = Struc Thk / 2
Mcr (lb-in)76633 = fr * Ig / yt
l c / 150 (in)2.8
OK
Job Name =IRG Greenline
Job Number =2180307.2
Wall Type =34
Wall Description =Blank Panel 9 1/4
Not Exposed to Weather:
Exposed to Weather:
Pier Width = bw
d
d
Vert Spcg
Struc
Thk
Per ACI 14.3.6 lateral
ties need not be
provided where vert reinf
is not req'd as
compression reinf. Thus
walls designed using this
method do not need to
have confinement steel.
But in many cases is still
advisable, particularly
with 2 layers of rebar.
Verify "d" with
hand calcs also
The width of the pier doesn't affect the structural
design since loads are input per linear foot. Pier
width is for your reference so you can track your
calculations. This does calculate the actual number
of bars required within the pier width you input.
*ASCE 7-10
IBC-2015 12.4.2.3
D 1.4 1.2 1.2 1.2 1.2 1.3706 0.9 0.7294
S 0 0.5 1.6 1.6 0.5 0.7 0 0
Lr 0 0 0 0 0 0 0 0
L 0 1.6 0.5 0 0.5 0.5 0 0
H 0 1.6 0 0 0 0 1.6 1.6
E 0 0 0 0 0 1.0 0 1.0
W 0 0 0 0.5 1 0 1 0
Factored Axial Load at Mid Ht = Pu (lb/ft)3890 3759 4695 4695 3759 4404 2501 2027
Factored Applied Moment at Mid Ht = Mua (lb-in/ft)1714 2744 5549 16373 24390 42964 22748 40394
Pu / Ag (psi)38 37 46 46 37 43 25 20
Vert Stress at Mid-Ht Wall ok? Pu / Ag < 0.06 f'c?OK OK OK OK OK OK OK OK OK
Ase (in2) = (Pu(h/2d) + As*fy) / fy 0.53 0.52 0.54 0.54 0.52 0.53 0.50 0.49
a (in) =(Ase*fy) / (0.85*fc*lw)0.62 0.62 0.63 0.63 0.62 0.63 0.59 0.58
CU = C ULTIMATE = a /b1 0.77 0.77 0.79 0.79 0.77 0.78 0.74 0.73
Icr U (in4) = Icr ULTIMATE = n*Ase*(d-CU)2 + 1/3*l w*CU3 47.53 47.41 48.32 48.32 47.41 48.04 46.15 45.66
Mu (lb-in) = Mua / (1 - (5 * Pu * Lc2)/(0.75 * 48 * Ec * Icr)) =3410 5298 13556 39993 47090 97036 33923 55320
Mn (lb-in) = Ase * fy * (d - a/2) 124154 123679 127069 127069 123679 126016 119088 117351
Cu / d 0.18 0.18 0.19 0.19 0.18 0.18 0.17 0.17
f = 0.23 + 0.25 /(Cu / d)0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
fMn (lb-in)111738 111311 114362 114362 111311 113414 107180 105616
fMn > Mcr ?OK OK OK OK OK OK OK OK OK
Mu /fMn 3%5%12%35%42%86%32%52%POSITIVE
fMn > Mu ?OK OK OK OK OK OK OK OK OK
Job Name =IRG Greenline
Job Number =2E+06
Wall Type =34
Wall Description =Blank Panel 9 1/4
D 1 1 1 1 1 1
S 1 0 0 0.5 1 1
Lr 0 0 0 0 0 0
L 1 1 1 1 1 1
H 1 1 1 1 1 1
E 0 0 0.70 0 0 0.70
W 0 0.6 0 0.6 0.3 0
Axial Load at Mid Ht = Ps (lb/ft)3629 2779 2779 3204 3629 3629
Applied Moment at Mid Ht = Msa (lb-in/ft)3774 14212 28875 15487 10268 31425
Ase (in2) = (Ps + As*fy) / fy 0.52 0.51 0.51 0.51 0.52 0.52
k = Sqrt ((n*p)2 + 2*n*p) - n*p 0.301 0.301 0.301 0.301 0.301 0.301
CE = C ELASTIC = k * d 1.28 1.28 1.28 1.28 1.28 1.28
Icr E (in4) = Icr ELASTIC = n*Ase*(d-CE)2 + 1/3*l w*CE3 41.43 40.53 40.53 40.98 41.43 41.43
M1 = Msa (lb-in)3774 14212 28875 15487 10268 31425
Ie1 (in4) = { (Mcr / M)3 * Ig + (1-(Mcr / M)3) * Icr E } < Ig 614 614 614 614 614 614
M2 (lb-in) = Msa / (1 - (5 * Ps * Lc2) / (48 * Ec * Ie1))3879 14511 29483 15864 10553 32295
Ie2 (in4)614 614 614 614 614 614
M3 (lb-in)3879 14511 29483 15864 10553 32295
Ie3 (in4)614 614 614 614 614 614
M4 (lb-in)3879 14511 29483 15864 10553 32295
Ie4 (in4)614 614 614 614 614 614
M5 (lb-in)3879 14511 29483 15864 10553 32295
Ie5 (in4)614 614 614 614 614 614
M6 (lb-in)3879 14511 29483 15864 10553 32295
Ie6 (in4)614 614 614 614 614 614
M7 (lb-in)3879 14511 29483 15864 10553 32295
Ie7 (in4)614 614 614 614 614 614
l c / 150 (in)2.8 2.8 2.8 2.8 2.8 2.8
Ds (in) = (5 * M7 * Lc2) / (48 * Ec * Ie7)0.03 0.11 0.22 0.12 0.08 E+S is N/A
OK OK OK OK OK OK OK
Load
Combo
16-7*
Load
Combo
16-1
Load
Combo
16-2
Load
Combo
16-3(a)
Load
Combo
16-3(b)
Load
Combo
16-5*U=(0.9-0.2Sds)D+1.0E+1.6HU=0.9D+W+1.6HLoad
Combo
16-4
Load
Combo
16-6
A=D+L+.6W+S/2A=D+L+S+.3WA=D+L+S+.7EU=1.2D+W+f1L+0.5(LrorS)U=(1.2+0.2Sds)D+1.0E+f1L+f2SU=1.2D+1.6(LrorS)+0.5WA=D+L+(LrorS)A=D+L+.6WU=1.4DU=1.2D+1.6(L+H)+0.5(LrorS)U=1.2D+1.6(LrorS)+f1LA=D+L+0.7E
Job Name =
Job Number =
Wall Type =
Wall Description =
Wall Ht =35 ft Wall Weight at Mid Height
b =7.5 ft Wt of Concrete=150 pcf
c =3 ft Wall Thickness=9.25 in.
e =2.50 ft Concentric Load=3555 plf
d =32 ft Seismic Fp=.4Sd*=0.3412 Wp
a =3.75 ft
a = b/2
Roof Weight
Joist Span=60 feet
Dead Load=12 psf
d Snow Load=25 psf
Live Roof =12 psf
Live Floor=0 psf
eccentricity 6 inch
equiv DL =900 plf
equiv SL =1875 plf
c equiv Lr =900 plf
equiv LL =0 plf
b e
P wind =21.9 psf
P seismic =39.5 psf
P wind equiv =54.8 psf
P seismic equiv =97.8 psf
Equivalent Wind and Seismic Load
IRG Greenline
2180307.2
35
7' 6" window
Page 1
Description Panel 35 Equivalent Moments
Multi-Span Steel BeamRev: 580010
User: KW-0602298, Ver 5.8.0, 15-Jun-2007
(c)1983-2007 ENERCALC Engineering Software 2180307_irg.ecw:Calculations
Scope :
Title :Job #
Description :
Dsgnr:Date:11:03AM, 8 AUG 18
General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000
Fy - Yield Stress
Spans Considered Continuous Over Supports
36.00 ksi Load Duration Factor 1.00
Span Information
SeismicDescription Wind wind wind
Span ft 3.00 35.00 3.00 35.00 5.00
Steel Section W8X24 W8X24 W8X24 W8X24 W8X24
Pin-Pin Pin-Pin Pin-Pin Pin-Pin Pin-Free
0.00ft 0.00 0.00 0.00 0.00Unbraced Length
End Fixity
Loads
Live Load Used This Span ?Yes Yes Yes Yes Yes
0.098 0.098 0.055 0.055 -0.022Dead Load k/ft
Live Load k/ft
Results
0.00 8.89 0.00 5.11 0.00Mmax @ Cntr k-ft
@ X =ft 0.00 21.47 0.00 21.70 0.00
Max @ Left End 0.00 -13.83 0.00 -7.89 0.27k-ft
Max @ Right End -13.83 0.00 -7.89 0.27 0.00k-ft
fb : Actual 7,957.0 7,957.0 4,538.5 4,538.5 158.2
Fb : Allowable psi 23,760.0 23,760.0 23,760.0 23,760.0 23,760.0
Bending OK Bending OK Bending OK
1,086.1fv : Actual 2,448.5 56.6 1,395.9 615.5
14,400.0
psi
14,400.0 14,400.0Fv : Allowable 14,400.0 14,400.0psi
Bending OK Bending OK
psi
Reactions & Deflections
4.46 2.11 2.55 1.20 0.11Shear @ Left k
Shear @ Right k 4.76 1.32 2.71 0.73 0.00
Reactions...
DL @ Left k
-4.46 6.87 -2.55 3.91 0.62
LL @ Left k
0.00 0.00 0.00 0.00 0.00
Total @ Left
DL @ Right
LL @ Right
Total @ Right
k
-4.46 6.87 -2.55 3.91 0.62
k
6.87 1.32 3.91 0.62 0.00
k
0.00 0.00 0.00 0.00 0.00
k
6.87 1.32 3.91 0.62 0.00
Max. Deflection in
0.006 -0.634 0.003 -0.365 0.199
@ X =ft
1.74 19.83 1.74 20.07 5.00
Span/Deflection Ratio
6,337.1 662.3 11,108.0 1,150.9 603.0
Query Values
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Locationft
Shear k 4.46 2.11 0.00 2.55 1.20 0.11 0.00 0.00
Moment 0.00 -13.83 0.00 0.00 -7.89 0.27 0.00 0.00k-ft
0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000Max. Deflection in
Alternate Concrete Slender Wall Design (ACI 318-11 Sect 11.8)
Job Name =
Job Number = 2180307.20
Wall Type =35
Wall Description =
35
38
9.25
0.75
8.5
2.50
D = Dead Load 5000
S = Snow Load (2) Layer
Lr = Roof Live Load #5 Rebar @
L = Occupancy Live Load 6'' o.c.
H = Soil Load L / 762
E = Seismic Load (Ultimate)79%
W = Wind Load
Applied Loads
S
NO
YES
YES
0.853
f 1 =0.5
f 2 =0.7
Uniform Concentric Applied Loads (W C)
Dead - D (plf)3555 (tributary wall weight at midheight)
Snow - S (plf)0
Roof Live - Lr (plf)0
Occupancy Live - L (plf)0
Soil - H (plf)0
Uniform Eccentric Applied Loads (W E)
Eccentricity (in)6
Dead - D (plf)900 D =450 D =225
Snow - S (plf)1875 S =938 S =469
Roof Live - Lr (plf)900 Lr =450 Lr =225
Occupancy Live - L (plf)0 L =0 L =0
Soil - H (plf)0 H =0 H =0
Uniform Moments Applied (MTOP)(MBOT)
Dead - D (lb-ft/ft)0 0 D =0
Snow - S (lb-ft/ft)0 0 S =0
Roof Live - Lr (lb-ft/ft)0 0 Lr =0
Occupancy Live - L (lb-ft/ft)0 0 L =0
Soil - H (lb-ft/ft)0 0 H =0
Seismic (Ultimate) - E (lb-ft/ft)0 -13800 E =-6900
Wind - W (lb-ft/ft)0 -7900 W =-3950
Equivalent Uniform Lateral Applied Loads (P)
Seismic (Ultimate) - E (psf)97.8 E =14970
Wind - W (psf)54.8 W =8384
Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mid-Height of Wall
Dead - D (plf)6826 Dead - D (lb-ft/ft)225
Snow - S (plf)1875 Snow - S (lb-ft/ft)469
Roof Live - Lr (plf)900 Roof Live - Lr (lb-ft/ft)225
Occupancy Live - L (plf)0 Occupancy Live - L (lb-ft/ft)0
Soil - H (plf)0 Soil - H (lb-ft/ft)0
Seismic (Ultimate) - E (lb-ft/ft)8070
Wind - W (lb-ft/ft)4434
Reinforcement
Max Deflection
% of Flexural Capacity
5.00
Concrete Strength (psi)
Hand Input
Potential Hand Input
Moment @ Mid-Ht (lb-ft/ft) = 1/8
PL2
Moment @ Mid-Ht (lb-ft/ft) = 1/2
(MTOP + MBOT)
Moment at Top (lb-ft/ft) = WE * e Moment at Mid-Ht (lb-ft/ft) = 1/2
MTOP
Seismic: Sds
What is the controlling type of roof load? Snow or Roof Live Load? (Enter "S" or "Lr")
Are you applying occupancy live loads for places of public assembly, or live loads in excess of 100 psf, or parking garage
live loads? (YES:f 1 = 1.0, NO:f 1 = 0.5)
Do you have a roof config that prevents snow from shedding off the structure? (YES:f 2 = 0.7, NO:f 2 = 0.2)
OK
Is the design snow load less than or equal to 30 psf?
Wall Ht Btwn Supports (ft)
Total Wall Ht w/ Parapet (ft)
Total Wall Thickness (in)
7' 6" window
DESIGN SUMMARY
Reveal Depth (in)
Structural Thickness (in)
IRG Greenline
Pier Width (ft)
Output
Number of Bars Ea Face (or at
Center) of Pier
The uniform moments applied to
the top and bottom of the wall
can be used to model loads from
a wall above or below, or to
model lateral parapet forces.
Enter positive numbers to
increase the moment induced at
the mid-height of the wall being
designed and negative numbers
to reduce the moment.
Note that these totals represent the unfactored forces at the mid-height of the wall including the self wt of the wall (this spreadsheet
automatically calcs wall self wt). P-D effects have not been accounted for. These forces can be overridden by entering your own mid-height
axial loads and moments determined from hand calculations. You will still have to enter information describing the loads so that the proper f1,
f2 and f3 load factors are properly applied. Remember to enter the loads unfactored and include the self-weight of the section of wall being
analyzed.
Note that soil forces are not allowed to counteract wind or seismic forces. In addition, soil forces
that counteract other forces are not allowed to be factored and should be accounted for in hand
See ACI 11.8.2 for
distribution of
concentrated forces
e
C of
structural
thickness
WE
WC
L
MT
MB
P
If you need to make modifications
to any other part of the
spreadsheet besides the yellow
cells the password is "save"
MB
Wall Parameters
Wall Height Between Supports (ft)35 (Not including parapet)
Parapet Height (ft)3 (This is used to calc the self-weight of the wall only)Rebar Dia (in)A (in2)
Total Wall Height (ft)38 3 0.375 0.11
Concrete Strength f'c (psi)5000 4 0.500 0.20
Concrete Unit Weight (pcf)150 5 0.625 0.31
Rebar Yield Stress fy (psi)60000 6 0.750 0.44
Width of Pier Being Designed (ft)1 (Width of pier, or enter 1 ft for analyzing unit width)7 0.875 0.60
Total Wall Thickness (in)9.25 8 1.000 0.79
Depth of Reveal (in)0.75 65 9 1.128 1.00
Structural Thickness (in)8.50 = Total Thk - Reveal Depth 10 1.270 1.27
(1) or (2) Layers of Reinf?2 OK 11 1.410 1.56
Vert Rebar Size 5 0.31 in2 0.625 in
Vert Rebar o.c. Spacing (in)6 OK
As per foot (in2/ft)0.61 (This is the area of tension steel only)
Total As in Pier (in2)0.61 (This is the area of tension steel only)
Number of Bars within Pier (Ea Face)2.00 ACI Min Cover Reqments:
Are You Providing Confinement Reinf?YES #5 & Smaller - 1 1/2"
Confinement Rebar Size 3 0.375 in #6 & Larger - 2"
Conc Cover at Ext Side of Wall Exp to Weather/Earth (in)1.5 #11 & Smaller = 3/4"
Conc Cover at Int Side of Wall Not Exp to Weather/Earth (in)1
Min Depth to Tension Rebar = d (in)6.3 (w/ 2 layers of rebar, d = Struc Width - Max Cover - Confine f - 1/2 Vert f)
Min Vertical Steel Ratio -rv min 0.0025 (rv min may be reduced if the shear force is low. See ACI 21.7.2)
Actual Vertical Steel Ratio -rv 0.0111 OK Based on total wall thk not struc thk = (Rebar A * # Layers / Spacing) / (Total Thk)
Min Tensile Flexural Reinf 1 = As min 1 (in2/ft)0.27 OK
Min Tensile Flexural Reinf 2 = As min 2 (in2/ft)0.25 OK
r 0.0081 = As per ft / (12 * d)
rmax = 0.6 rb = 0.6 * 0.85 *b1 * fc / fy * 87000 / (87000 + fy)0.0201 OK
Ec (psi) 4030509 = 57000 * sqrt (f'c)
Es (psi) 29000000
n 7.2 = Es / Ec Mu (lb-in) = Mua / (1 - (5 * Pu * Lc
l w (in)12 = 12"
Ag (in2/ft)102 = Struc Thk * 12
0.06 f'c (psi)300
l c (in)420 = Wall Ht * 12
b1 0.8
Ig (in4/ft)614 = 1/12 * 12 * Struc Thk3
fr (psi)530 = 7.5 * sqrt (f'c)
yt (in)4.25 = Struc Thk / 2
Mcr (lb-in)76633 = fr * Ig / yt
l c / 150 (in)2.8
OK
Job Name =IRG Greenline
Job Number =2180307.2
Wall Type =35
Wall Description =7' 6" window
Not Exposed to Weather:
Exposed to Weather:
Pier Width = bw
d
d
Vert Spcg
Struc
Thk
Per ACI 14.3.6 lateral
ties need not be
provided where vert reinf
is not req'd as
compression reinf. Thus
walls designed using this
method do not need to
have confinement steel.
But in many cases is still
advisable, particularly
with 2 layers of rebar.
Verify "d" with
hand calcs also
The width of the pier doesn't affect the structural
design since loads are input per linear foot. Pier
width is for your reference so you can track your
calculations. This does calculate the actual number
of bars required within the pier width you input.
*ASCE 7-10
IBC-2015 12.4.2.3
D 1.4 1.2 1.2 1.2 1.2 1.3706 0.9 0.7294
S 0 0.5 1.6 1.6 0.5 0.7 0 0
Lr 0 0 0 0 0 0 0 0
L 0 1.6 0.5 0 0.5 0.5 0 0
H 0 1.6 0 0 0 0 1.6 1.6
E 0 0 0 0 0 1.0 0 1.0
W 0 0 0 0.5 1 0 1 0
Factored Axial Load at Mid Ht = Pu (lb/ft)9556 9128 11191 11191 9128 10668 6143 4979
Factored Applied Moment at Mid Ht = Mua (lb-in/ft)3780 6053 12240 38842 59256 104475 55633 98807
Pu / Ag (psi)94 89 110 110 89 105 60 49
Vert Stress at Mid-Ht Wall ok? Pu / Ag < 0.06 f'c?OK OK OK OK OK OK OK OK OK
Ase (in2) = (Pu(h/2d) + As*fy) / fy 0.72 0.72 0.74 0.74 0.72 0.73 0.68 0.67
a (in) =(Ase*fy) / (0.85*fc*lw)0.85 0.84 0.87 0.87 0.84 0.86 0.80 0.79
CU = C ULTIMATE = a /b1 1.06 1.05 1.09 1.09 1.05 1.08 1.00 0.98
Icr U (in4) = Icr ULTIMATE = n*Ase*(d-CU)2 + 1/3*l w*CU3 147.85 147.18 150.36 150.36 147.18 149.56 142.45 140.56
Mu (lb-in) = Mua / (1 - (5 * Pu * Lc2)/(0.75 * 48 * Ec * Icr)) =6226 9715 22353 70933 95113 184447 75399 125919
Mn (lb-in) = Ase * fy * (d - a/2) 254674 253099 260676 260676 253099 258759 242066 237740
Cu / d 0.17 0.17 0.17 0.17 0.17 0.17 0.16 0.16
f = 0.23 + 0.25 /(Cu / d)0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
fMn (lb-in)229206 227790 234609 234609 227790 232883 217859 213966
fMn > Mcr ?OK OK OK OK OK OK OK OK OK
Mu /fMn 3%4%10%30%42%79%35%59%POSITIVE
fMn > Mu ?OK OK OK OK OK OK OK OK OK
Job Name =IRG Greenline
Job Number =2E+06
Wall Type =35
Wall Description =7' 6" window
D 1 1 1 1 1 1
S 1 0 0 0.5 1 1
Lr 0 0 0 0 0 0
L 1 1 1 1 1 1
H 1 1 1 1 1 1
E 0 0 0.70 0 0 0.70
W 0 0.6 0 0.6 0.3 0
Axial Load at Mid Ht = Ps (lb/ft)8701 6826 6826 7763 8701 8701
Applied Moment at Mid Ht = Msa (lb-in/ft)8325 34622 70486 37434 24286 76111
Ase (in2) = (Ps + As*fy) / fy 0.76 0.73 0.73 0.74 0.76 0.76
k = Sqrt ((n*p)2 + 2*n*p) - n*p 0.288 0.288 0.288 0.288 0.288 0.288
CE = C ELASTIC = k * d 1.82 1.82 1.82 1.82 1.82 1.82
Icr E (in4) = Icr ELASTIC = n*Ase*(d-CE)2 + 1/3*l w*CE3 134.29 129.75 129.75 132.02 134.29 134.29
M1 = Msa (lb-in)8325 34622 70486 37434 24286 76111
Ie1 (in4) = { (Mcr / M)3 * Ig + (1-(Mcr / M)3) * Icr E } < Ig 614 614 614 614 614 614
M2 (lb-in) = Msa / (1 - (5 * Ps * Lc2) / (48 * Ec * Ie1))8900 36470 74248 39724 25963 81367
Ie2 (in4)614 614 614 614 614 535
M3 (lb-in)8900 36470 74248 39724 25963 82204
Ie3 (in4)614 614 614 614 614 523
M4 (lb-in)8900 36470 74248 39724 25963 82357
Ie4 (in4)614 614 614 614 614 521
M5 (lb-in)8900 36470 74248 39724 25963 82385
Ie5 (in4)614 614 614 614 614 520
M6 (lb-in)8900 36470 74248 39724 25963 82390
Ie6 (in4)614 614 614 614 614 520
M7 (lb-in)8900 36470 74248 39724 25963 82391
Ie7 (in4)614 614 614 614 614 520
l c / 150 (in)2.8 2.8 2.8 2.8 2.8 2.8
Ds (in) = (5 * M7 * Lc2) / (48 * Ec * Ie7)0.07 0.27 0.55 0.29 0.19 E+S is N/A
OK OK OK OK OK OK OK
Load
Combo
16-7*
Load
Combo
16-1
Load
Combo
16-2
Load
Combo
16-3(a)
Load
Combo
16-3(b)
Load
Combo
16-5*U=(0.9-0.2Sds)D+1.0E+1.6HU=0.9D+W+1.6HLoad
Combo
16-4
Load
Combo
16-6
A=D+L+.6W+S/2A=D+L+S+.3WA=D+L+S+.7EU=1.2D+W+f1L+0.5(LrorS)U=(1.2+0.2Sds)D+1.0E+f1L+f2SU=1.2D+1.6(LrorS)+0.5WA=D+L+(LrorS)A=D+L+.6WU=1.4DU=1.2D+1.6(L+H)+0.5(LrorS)U=1.2D+1.6(LrorS)+f1LA=D+L+0.7E
Job Name =
Job Number =
Wall Type =
Wall Description =
Wall Ht =35 ft Wall Weight at Mid Height
b =3.4 ft Wt of Concrete=150 pcf
c =7 ft Wall Thickness=9.25 in.
e =3.67 ft Concentric Load=1099 plf
d =28 ft Seismic Fp=.4Sd*=0.3412 Wp
a =1.7 ft
a = b/2
Roof Weight
Joist Span=60 feet
Dead Load=12 psf
d Snow Load=25 psf
Live Roof =12 psf
Live Floor=0 psf
eccentricity 6 inch
equiv DL =526.89392 plf
equiv SL =1097.6957 plf
c equiv Lr =526.89392 plf
equiv LL =0 plf
b e
P wind =21.9 psf
P seismic =39.5 psf
P wind equiv =32.1 psf
P seismic equiv =56.3 psf
Equivalent Wind and Seismic Load
IRG Greenline
2180307.2
35
Man Door
Page 1
Description Panel 37 Equivalent Moments
Multi-Span Steel BeamRev: 580010
User: KW-0602298, Ver 5.8.0, 15-Jun-2007
(c)1983-2007 ENERCALC Engineering Software 2180307_irg.ecw:Calculations
Scope :
Title :Job #
Description :
Dsgnr:Date:11:03AM, 8 AUG 18
General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000
Fy - Yield Stress
Spans Considered Continuous Over Supports
36.00 ksi Load Duration Factor 1.00
Span Information
SeismicDescription Wind wind wind
Span ft 3.00 35.00 3.00 35.00 5.00
Steel Section W8X24 W8X24 W8X24 W8X24 W8X24
Pin-Pin Pin-Pin Pin-Pin Pin-Pin Pin-Free
0.00ft 0.00 0.00 0.00 0.00Unbraced Length
End Fixity
Loads
Live Load Used This Span ?Yes Yes Yes Yes Yes
0.056 0.056 0.032 0.032 -0.022Dead Load k/ft
Live Load k/ft
Results
0.00 5.08 0.00 3.02 0.00Mmax @ Cntr k-ft
@ X =ft 0.00 21.47 0.00 21.93 0.00
Max @ Left End 0.00 -7.90 0.00 -4.64 0.27k-ft
Max @ Right End -7.90 0.00 -4.64 0.27 0.00k-ft
fb : Actual 4,546.9 4,546.9 2,671.1 2,671.1 158.2
Fb : Allowable psi 23,760.0 23,760.0 23,760.0 23,760.0 23,760.0
Bending OK Bending OK Bending OK
620.6fv : Actual 1,399.1 56.6 821.2 360.6
14,400.0
psi
14,400.0 14,400.0Fv : Allowable 14,400.0 14,400.0psi
Bending OK Bending OK
psi
Reactions & Deflections
2.55 1.21 1.50 0.70 0.11Shear @ Left k
Shear @ Right k 2.72 0.75 1.60 0.42 0.00
Reactions...
DL @ Left k
-2.55 3.92 -1.50 2.30 0.31
LL @ Left k
0.00 0.00 0.00 0.00 0.00
Total @ Left
DL @ Right
LL @ Right
Total @ Right
k
-2.55 3.92 -1.50 2.30 0.31
k
3.92 0.75 2.30 0.31 0.00
k
0.00 0.00 0.00 0.00 0.00
k
3.92 0.75 2.30 0.31 0.00
Max. Deflection in
0.003 -0.362 0.002 -0.216 0.121
@ X =ft
1.74 19.83 1.74 20.07 5.00
Span/Deflection Ratio
11,089.9 1,159.0 18,871.4 1,943.4 995.4
Query Values
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Locationft
Shear k 2.55 1.21 0.00 1.50 0.70 0.11 0.00 0.00
Moment 0.00 -7.90 0.00 0.00 -4.64 0.27 0.00 0.00k-ft
0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000Max. Deflection in
Alternate Concrete Slender Wall Design (ACI 318-11 Sect 11.8)
Job Name =
Job Number = 2180307.20
Wall Type =35
Wall Description =
35
38
9.25
0.75
8.5
3.67
D = Dead Load 5000
S = Snow Load (2) Layer
Lr = Roof Live Load #5 Rebar @
L = Occupancy Live Load 11'' o.c.
H = Soil Load L / 1345
E = Seismic Load (Ultimate)75%
W = Wind Load
Applied Loads
S
NO
YES
YES
0.853
f 1 =0.5
f 2 =0.7
Uniform Concentric Applied Loads (W C)
Dead - D (plf)1099 (tributary wall weight at midheight)
Snow - S (plf)0
Roof Live - Lr (plf)0
Occupancy Live - L (plf)0
Soil - H (plf)0
Uniform Eccentric Applied Loads (W E)
Eccentricity (in)6
Dead - D (plf) 526.8939187 D =263 D =132
Snow - S (plf) 1097.695664 S =549 S =274
Roof Live - Lr (plf) 526.8939187 Lr =263 Lr =132
Occupancy Live - L (plf)0 L =0 L =0
Soil - H (plf)0 H =0 H =0
Uniform Moments Applied (MTOP)(MBOT)
Dead - D (lb-ft/ft)0 0 D =0
Snow - S (lb-ft/ft)0 0 S =0
Roof Live - Lr (lb-ft/ft)0 0 Lr =0
Occupancy Live - L (lb-ft/ft)0 0 L =0
Soil - H (lb-ft/ft)0 0 H =0
Seismic (Ultimate) - E (lb-ft/ft)0 -7900 E =-3950
Wind - W (lb-ft/ft)0 -4600 W =-2300
Equivalent Uniform Lateral Applied Loads (P)
Seismic (Ultimate) - E (psf)56.3 E =8622
Wind - W (psf)32.1 W =4908
Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mid-Height of Wall
Dead - D (plf)3996 Dead - D (lb-ft/ft)132
Snow - S (plf)1098 Snow - S (lb-ft/ft)274
Roof Live - Lr (plf)527 Roof Live - Lr (lb-ft/ft)132
Occupancy Live - L (plf)0 Occupancy Live - L (lb-ft/ft)0
Soil - H (plf)0 Soil - H (lb-ft/ft)0
Seismic (Ultimate) - E (lb-ft/ft)4672
Wind - W (lb-ft/ft)2608
Reinforcement
Max Deflection
% of Flexural Capacity
4.00
Concrete Strength (psi)
Hand Input
Potential Hand Input
Moment @ Mid-Ht (lb-ft/ft) = 1/8
PL2
Moment @ Mid-Ht (lb-ft/ft) = 1/2
(MTOP + MBOT)
Moment at Top (lb-ft/ft) = WE * e Moment at Mid-Ht (lb-ft/ft) = 1/2
MTOP
Seismic: Sds
What is the controlling type of roof load? Snow or Roof Live Load? (Enter "S" or "Lr")
Are you applying occupancy live loads for places of public assembly, or live loads in excess of 100 psf, or parking garage
live loads? (YES:f 1 = 1.0, NO:f 1 = 0.5)
Do you have a roof config that prevents snow from shedding off the structure? (YES:f 2 = 0.7, NO:f 2 = 0.2)
OK
Is the design snow load less than or equal to 30 psf?
Wall Ht Btwn Supports (ft)
Total Wall Ht w/ Parapet (ft)
Total Wall Thickness (in)
Man Door
DESIGN SUMMARY
Reveal Depth (in)
Structural Thickness (in)
IRG Greenline
Pier Width (ft)
Output
Number of Bars Ea Face (or at
Center) of Pier
The uniform moments applied to
the top and bottom of the wall
can be used to model loads from
a wall above or below, or to
model lateral parapet forces.
Enter positive numbers to
increase the moment induced at
the mid-height of the wall being
designed and negative numbers
to reduce the moment.
Note that these totals represent the unfactored forces at the mid-height of the wall including the self wt of the wall (this spreadsheet
automatically calcs wall self wt). P-D effects have not been accounted for. These forces can be overridden by entering your own mid-height
axial loads and moments determined from hand calculations. You will still have to enter information describing the loads so that the proper f1,
f2 and f3 load factors are properly applied. Remember to enter the loads unfactored and include the self-weight of the section of wall being
analyzed.
Note that soil forces are not allowed to counteract wind or seismic forces. In addition, soil forces
that counteract other forces are not allowed to be factored and should be accounted for in hand
See ACI 11.8.2 for
distribution of
concentrated forces
e
C of
structural
thickness
WE
WC
L
MT
MB
P
If you need to make modifications
to any other part of the
spreadsheet besides the yellow
cells the password is "save"
MB
Wall Parameters
Wall Height Between Supports (ft)35 (Not including parapet)
Parapet Height (ft)3 (This is used to calc the self-weight of the wall only)Rebar Dia (in)A (in2)
Total Wall Height (ft)38 3 0.375 0.11
Concrete Strength f'c (psi)5000 4 0.500 0.20
Concrete Unit Weight (pcf)150 5 0.625 0.31
Rebar Yield Stress fy (psi)60000 6 0.750 0.44
Width of Pier Being Designed (ft)1 (Width of pier, or enter 1 ft for analyzing unit width)7 0.875 0.60
Total Wall Thickness (in)9.25 8 1.000 0.79
Depth of Reveal (in)0.75 65 9 1.128 1.00
Structural Thickness (in)8.50 = Total Thk - Reveal Depth 10 1.270 1.27
(1) or (2) Layers of Reinf?2 OK 11 1.410 1.56
Vert Rebar Size 5 0.31 in2 0.625 in
Vert Rebar o.c. Spacing (in)11 OK
As per foot (in2/ft)0.33 (This is the area of tension steel only)
Total As in Pier (in2)0.33 (This is the area of tension steel only)
Number of Bars within Pier (Ea Face)1.09 ACI Min Cover Reqments:
Are You Providing Confinement Reinf?YES #5 & Smaller - 1 1/2"
Confinement Rebar Size 3 0.375 in #6 & Larger - 2"
Conc Cover at Ext Side of Wall Exp to Weather/Earth (in)1.5 #11 & Smaller = 3/4"
Conc Cover at Int Side of Wall Not Exp to Weather/Earth (in)1
Min Depth to Tension Rebar = d (in)6.3 (w/ 2 layers of rebar, d = Struc Width - Max Cover - Confine f - 1/2 Vert f)
Min Vertical Steel Ratio -rv min 0.0025 (rv min may be reduced if the shear force is low. See ACI 21.7.2)
Actual Vertical Steel Ratio -rv 0.0060 OK Based on total wall thk not struc thk = (Rebar A * # Layers / Spacing) / (Total Thk)
Min Tensile Flexural Reinf 1 = As min 1 (in2/ft)0.27 OK
Min Tensile Flexural Reinf 2 = As min 2 (in2/ft)0.25 OK
r 0.0044 = As per ft / (12 * d)
rmax = 0.6 rb = 0.6 * 0.85 *b1 * fc / fy * 87000 / (87000 + fy)0.0201 OK
Ec (psi) 4030509 = 57000 * sqrt (f'c)
Es (psi) 29000000
n 7.2 = Es / Ec Mu (lb-in) = Mua / (1 - (5 * Pu * Lc
l w (in)12 = 12"
Ag (in2/ft)102 = Struc Thk * 12
0.06 f'c (psi)300
l c (in)420 = Wall Ht * 12
b1 0.8
Ig (in4/ft)614 = 1/12 * 12 * Struc Thk3
fr (psi)530 = 7.5 * sqrt (f'c)
yt (in)4.25 = Struc Thk / 2
Mcr (lb-in)76633 = fr * Ig / yt
l c / 150 (in)2.8
OK
Job Name =IRG Greenline
Job Number =2180307.2
Wall Type =35
Wall Description =Man Door
Not Exposed to Weather:
Exposed to Weather:
Pier Width = bw
d
d
Vert Spcg
Struc
Thk
Per ACI 14.3.6 lateral
ties need not be
provided where vert reinf
is not req'd as
compression reinf. Thus
walls designed using this
method do not need to
have confinement steel.
But in many cases is still
advisable, particularly
with 2 layers of rebar.
Verify "d" with
hand calcs also
The width of the pier doesn't affect the structural
design since loads are input per linear foot. Pier
width is for your reference so you can track your
calculations. This does calculate the actual number
of bars required within the pier width you input.
*ASCE 7-10
IBC-2015 12.4.2.3
D 1.4 1.2 1.2 1.2 1.2 1.3706 0.9 0.7294
S 0 0.5 1.6 1.6 0.5 0.7 0 0
Lr 0 0 0 0 0 0 0 0
L 0 1.6 0.5 0 0.5 0.5 0 0
H 0 1.6 0 0 0 0 1.6 1.6
E 0 0 0 0 0 1.0 0 1.0
W 0 0 0 0.5 1 0 1 0
Factored Axial Load at Mid Ht = Pu (lb/ft)5594 5344 6552 6552 5344 6245 3596 2915
Factored Applied Moment at Mid Ht = Mua (lb-in/ft)2213 3543 7166 22814 34840 60535 32719 57217
Pu / Ag (psi)55 52 64 64 52 61 35 29
Vert Stress at Mid-Ht Wall ok? Pu / Ag < 0.06 f'c?OK OK OK OK OK OK OK OK OK
Ase (in2) = (Pu(h/2d) + As*fy) / fy 0.40 0.39 0.41 0.41 0.39 0.40 0.38 0.37
a (in) =(Ase*fy) / (0.85*fc*lw)0.47 0.46 0.48 0.48 0.46 0.48 0.44 0.43
CU = C ULTIMATE = a /b1 0.58 0.58 0.60 0.60 0.58 0.60 0.55 0.54
Icr U (in4) = Icr ULTIMATE = n*Ase*(d-CU)2 + 1/3*l w*CU3 94.63 94.08 96.70 96.70 94.08 96.04 90.23 88.71
Mu (lb-in) = Mua / (1 - (5 * Pu * Lc2)/(0.75 * 48 * Ec * Icr)) =3454 5412 12183 38789 53214 100106 43182 71497
Mn (lb-in) = Ase * fy * (d - a/2) 144964 143978 148726 148726 143978 147523 137083 134387
Cu / d 0.09 0.09 0.10 0.10 0.09 0.09 0.09 0.09
f = 0.23 + 0.25 /(Cu / d)0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
fMn (lb-in)130467 129580 133853 133853 129580 132771 123375 120948
fMn > Mcr ?OK OK OK OK OK OK OK OK OK
Mu /fMn 3%4%9%29%41%75%35%59%POSITIVE
fMn > Mu ?OK OK OK OK OK OK OK OK OK
Job Name =IRG Greenline
Job Number =2E+06
Wall Type =35
Wall Description =Man Door
D 1 1 1 1 1 1
S 1 0 0 0.5 1 1
Lr 0 0 0 0 0 0
L 1 1 1 1 1 1
H 1 1 1 1 1 1
E 0 0 0.70 0 0 0.70
W 0 0.6 0 0.6 0.3 0
Axial Load at Mid Ht = Ps (lb/ft)5094 3996 3996 4545 5094 5094
Applied Moment at Mid Ht = Msa (lb-in/ft)4874 20359 40825 22005 14263 44118
Ase (in2) = (Ps + As*fy) / fy 0.42 0.40 0.40 0.41 0.42 0.42
k = Sqrt ((n*p)2 + 2*n*p) - n*p 0.222 0.222 0.222 0.222 0.222 0.222
CE = C ELASTIC = k * d 1.40 1.40 1.40 1.40 1.40 1.40
Icr E (in4) = Icr ELASTIC = n*Ase*(d-CE)2 + 1/3*l w*CE3 83.81 80.64 80.64 82.22 83.81 83.81
M1 = Msa (lb-in)4874 20359 40825 22005 14263 44118
Ie1 (in4) = { (Mcr / M)3 * Ig + (1-(Mcr / M)3) * Icr E } < Ig 614 614 614 614 614 614
M2 (lb-in) = Msa / (1 - (5 * Ps * Lc2) / (48 * Ec * Ie1))5065 20981 42073 22774 14823 45852
Ie2 (in4)614 614 614 614 614 614
M3 (lb-in)5065 20981 42073 22774 14823 45852
Ie3 (in4)614 614 614 614 614 614
M4 (lb-in)5065 20981 42073 22774 14823 45852
Ie4 (in4)614 614 614 614 614 614
M5 (lb-in)5065 20981 42073 22774 14823 45852
Ie5 (in4)614 614 614 614 614 614
M6 (lb-in)5065 20981 42073 22774 14823 45852
Ie6 (in4)614 614 614 614 614 614
M7 (lb-in)5065 20981 42073 22774 14823 45852
Ie7 (in4)614 614 614 614 614 614
l c / 150 (in)2.8 2.8 2.8 2.8 2.8 2.8
Ds (in) = (5 * M7 * Lc2) / (48 * Ec * Ie7)0.04 0.16 0.31 0.17 0.11 E+S is N/A
OK OK OK OK OK OK OK
Load
Combo
16-7*
Load
Combo
16-1
Load
Combo
16-2
Load
Combo
16-3(a)
Load
Combo
16-3(b)
Load
Combo
16-5*U=(0.9-0.2Sds)D+1.0E+1.6HU=0.9D+W+1.6HLoad
Combo
16-4
Load
Combo
16-6
A=D+L+.6W+S/2A=D+L+S+.3WA=D+L+S+.7EU=1.2D+W+f1L+0.5(LrorS)U=(1.2+0.2Sds)D+1.0E+f1L+f2SU=1.2D+1.6(LrorS)+0.5WA=D+L+(LrorS)A=D+L+.6WU=1.4DU=1.2D+1.6(L+H)+0.5(LrorS)U=1.2D+1.6(LrorS)+f1LA=D+L+0.7E
Job Name =
Job Number =
Wall Type =
Wall Description =
Wall Ht =35 ft Wall Weight at Mid Height
b = 13.705 ft Wt of Concrete=150 pcf
c =3 ft Wall Thickness=9.25 in.
e =4.50 ft Concentric Load=3609 plf
d =32 ft Seismic Fp=.4Sd*=0.3412 Wp
a = 6.8525 ft
a = b/2
Roof Weight
Joist Span=42.5 feet
Dead Load=12 psf
d Snow Load=25 psf
Live Roof =12 psf
Live Floor=0 psf
eccentricity 6 inch
equiv DL =643.30833 plf
equiv SL =1340.2257 plf
c equiv Lr =643.30833 plf
equiv LL =0 plf
b e
P wind =21.9 psf
P seismic =39.5 psf
P wind equiv =55.2 psf
P seismic equiv =98.6 psf
Equivalent Wind and Seismic Load
IRG Greenline
2180307.2
44A
WINDOW-DBL MAN
Page 1
Description Panel 44A Equivalent Moments
Multi-Span Steel BeamRev: 580010
User: KW-0602298, Ver 5.8.0, 15-Jun-2007
(c)1983-2007 ENERCALC Engineering Software 2180307_irg.ecw:Calculations
Scope :
Title :Job #
Description :
Dsgnr:Date:11:03AM, 8 AUG 18
General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000
Fy - Yield Stress
Spans Considered Continuous Over Supports
36.00 ksi Load Duration Factor 1.00
Span Information
SeismicDescription Wind wind wind
Span ft 3.00 35.00 3.00 35.00 5.00
Steel Section W8X24 W8X24 W8X24 W8X24 W8X24
Pin-Pin Pin-Pin Pin-Pin Pin-Pin Pin-Free
0.00ft 0.00 0.00 0.00 0.00Unbraced Length
End Fixity
Loads
Live Load Used This Span ?Yes Yes Yes Yes Yes
0.078 0.078 0.045 0.045 -0.022Dead Load k/ft
Live Load k/ft
Results
0.00 7.07 0.00 4.20 0.00Mmax @ Cntr k-ft
@ X =ft 0.00 21.47 0.00 21.70 0.00
Max @ Left End 0.00 -11.01 0.00 -6.48 0.27k-ft
Max @ Right End -11.01 0.00 -6.48 0.27 0.00k-ft
fb : Actual 6,333.1 6,333.1 3,726.6 3,726.6 158.2
Fb : Allowable psi 23,760.0 23,760.0 23,760.0 23,760.0 23,760.0
Bending OK Bending OK Bending OK
864.5fv : Actual 1,948.8 56.6 1,146.0 504.6
14,400.0
psi
14,400.0 14,400.0Fv : Allowable 14,400.0 14,400.0psi
Bending OK Bending OK
psi
Reactions & Deflections
3.55 1.68 2.09 0.98 0.11Shear @ Left k
Shear @ Right k 3.79 1.05 2.23 0.59 0.00
Reactions...
DL @ Left k
-3.55 5.47 -2.09 3.21 0.48
LL @ Left k
0.00 0.00 0.00 0.00 0.00
Total @ Left
DL @ Right
LL @ Right
Total @ Right
k
-3.55 5.47 -2.09 3.21 0.48
k
5.47 1.05 3.21 0.48 0.00
k
0.00 0.00 0.00 0.00 0.00
k
5.47 1.05 3.21 0.48 0.00
Max. Deflection in
0.005 -0.505 0.003 -0.300 0.165
@ X =ft
1.74 19.83 1.74 20.07 5.00
Span/Deflection Ratio
7,962.0 832.1 13,527.6 1,399.0 727.7
Query Values
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Locationft
Shear k 3.55 1.68 0.00 2.09 0.98 0.11 0.00 0.00
Moment 0.00 -11.01 0.00 0.00 -6.48 0.27 0.00 0.00k-ft
0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000Max. Deflection in
Alternate Concrete Slender Wall Design (ACI 318-11 Sect 11.8)
Job Name =
Job Number = 2180307.20
Wall Type =44A
Wall Description =
35
38
9.25
0.75
8.5
4.50
D = Dead Load 5000
S = Snow Load (2) Layer
Lr = Roof Live Load #5 Rebar @
L = Occupancy Live Load 6'' o.c.
H = Soil Load L / 768
E = Seismic Load (Ultimate)75%
W = Wind Load
Applied Loads
S
NO
YES
YES
0.853
f 1 =0.5
f 2 =0.7
Uniform Concentric Applied Loads (W C)
Dead - D (plf)3609 (tributary wall weight at midheight)
Snow - S (plf)0
Roof Live - Lr (plf)0
Occupancy Live - L (plf)0
Soil - H (plf)0
Uniform Eccentric Applied Loads (W E)
Eccentricity (in)6
Dead - D (plf) 643.3083333 D =322 D =161
Snow - S (plf) 1340.225694 S =670 S =335
Roof Live - Lr (plf) 643.3083333 Lr =322 Lr =161
Occupancy Live - L (plf)0 L =0 L =0
Soil - H (plf)0 H =0 H =0
Uniform Moments Applied (MTOP)(MBOT)
Dead - D (lb-ft/ft)0 0 D =0
Snow - S (lb-ft/ft)0 0 S =0
Roof Live - Lr (lb-ft/ft)0 0 Lr =0
Occupancy Live - L (lb-ft/ft)0 0 L =0
Soil - H (lb-ft/ft)0 0 H =0
Seismic (Ultimate) - E (lb-ft/ft)0 -14000 E =-7000
Wind - W (lb-ft/ft)0 -7900 W =-3950
Equivalent Uniform Lateral Applied Loads (P)
Seismic (Ultimate) - E (psf)98.6 E =15105
Wind - W (psf)55.2 W =8460
Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mid-Height of Wall
Dead - D (plf)6623 Dead - D (lb-ft/ft)161
Snow - S (plf)1340 Snow - S (lb-ft/ft)335
Roof Live - Lr (plf)643 Roof Live - Lr (lb-ft/ft)161
Occupancy Live - L (plf)0 Occupancy Live - L (lb-ft/ft)0
Soil - H (plf)0 Soil - H (lb-ft/ft)0
Seismic (Ultimate) - E (lb-ft/ft)8105
Wind - W (lb-ft/ft)4510
Is the design snow load less than or equal to 30 psf?
Wall Ht Btwn Supports (ft)
Total Wall Ht w/ Parapet (ft)
Total Wall Thickness (in)
WINDOW-DBL MAN
DESIGN SUMMARY
Reveal Depth (in)
Structural Thickness (in)
IRG Greenline
Pier Width (ft)
Output
Number of Bars Ea Face (or at
Center) of Pier
Concrete Strength (psi)
Hand Input
Potential Hand Input
Moment @ Mid-Ht (lb-ft/ft) = 1/8
PL2
Moment @ Mid-Ht (lb-ft/ft) = 1/2
(MTOP + MBOT)
Moment at Top (lb-ft/ft) = WE * e Moment at Mid-Ht (lb-ft/ft) = 1/2
MTOP
Seismic: Sds
What is the controlling type of roof load? Snow or Roof Live Load? (Enter "S" or "Lr")
Are you applying occupancy live loads for places of public assembly, or live loads in excess of 100 psf, or parking garage
live loads? (YES:f 1 = 1.0, NO:f 1 = 0.5)
Do you have a roof config that prevents snow from shedding off the structure? (YES:f 2 = 0.7, NO:f 2 = 0.2)
OK
9.00
Reinforcement
Max Deflection
% of Flexural Capacity
The uniform moments applied to
the top and bottom of the wall
can be used to model loads from
a wall above or below, or to
model lateral parapet forces.
Enter positive numbers to
increase the moment induced at
the mid-height of the wall being
designed and negative numbers
to reduce the moment.
Note that these totals represent the unfactored forces at the mid-height of the wall including the self wt of the wall (this spreadsheet
automatically calcs wall self wt). P-D effects have not been accounted for. These forces can be overridden by entering your own mid-height
axial loads and moments determined from hand calculations. You will still have to enter information describing the loads so that the proper f1,
f2 and f3 load factors are properly applied. Remember to enter the loads unfactored and include the self-weight of the section of wall being
analyzed.
Note that soil forces are not allowed to counteract wind or seismic forces. In addition, soil forces
that counteract other forces are not allowed to be factored and should be accounted for in hand
See ACI 11.8.2 for
distribution of
concentrated forces
e
C of
structural
thickness
WE
WC
L
MT
MB
P
If you need to make modifications
to any other part of the
spreadsheet besides the yellow
cells the password is "save"
MB
Wall Parameters
Wall Height Between Supports (ft)35 (Not including parapet)
Parapet Height (ft)3 (This is used to calc the self-weight of the wall only)Rebar Dia (in)A (in2)
Total Wall Height (ft)38 3 0.375 0.11
Concrete Strength f'c (psi)5000 4 0.500 0.20
Concrete Unit Weight (pcf)150 5 0.625 0.31
Rebar Yield Stress fy (psi)60000 6 0.750 0.44
Width of Pier Being Designed (ft)1 (Width of pier, or enter 1 ft for analyzing unit width)7 0.875 0.60
Total Wall Thickness (in)9.25 8 1.000 0.79
Depth of Reveal (in)0.75 65 9 1.128 1.00
Structural Thickness (in)8.50 = Total Thk - Reveal Depth 10 1.270 1.27
(1) or (2) Layers of Reinf?2 OK 11 1.410 1.56
Vert Rebar Size 5 0.31 in2 0.625 in
Vert Rebar o.c. Spacing (in)6 OK
As per foot (in2/ft)0.61 (This is the area of tension steel only)
Total As in Pier (in2)0.61 (This is the area of tension steel only)
Number of Bars within Pier (Ea Face)2.00 ACI Min Cover Reqments:
Are You Providing Confinement Reinf?YES #5 & Smaller - 1 1/2"
Confinement Rebar Size 3 0.375 in #6 & Larger - 2"
Conc Cover at Ext Side of Wall Exp to Weather/Earth (in)1.5 #11 & Smaller = 3/4"
Conc Cover at Int Side of Wall Not Exp to Weather/Earth (in)1
Min Depth to Tension Rebar = d (in)6.3 (w/ 2 layers of rebar, d = Struc Width - Max Cover - Confine f - 1/2 Vert f)
Min Vertical Steel Ratio -rv min 0.0025 (rv min may be reduced if the shear force is low. See ACI 21.7.2)
Actual Vertical Steel Ratio -rv 0.0111 OK Based on total wall thk not struc thk = (Rebar A * # Layers / Spacing) / (Total Thk)
Min Tensile Flexural Reinf 1 = As min 1 (in2/ft)0.27 OK
Min Tensile Flexural Reinf 2 = As min 2 (in2/ft)0.25 OK
r 0.0081 = As per ft / (12 * d)
rmax = 0.6 rb = 0.6 * 0.85 *b1 * fc / fy * 87000 / (87000 + fy)0.0201 OK
Ec (psi) 4030509 = 57000 * sqrt (f'c)
Es (psi) 29000000
n 7.2 = Es / Ec Mu (lb-in) = Mua / (1 - (5 * Pu * Lc
l w (in)12 = 12"
Ag (in2/ft)102 = Struc Thk * 12
0.06 f'c (psi)300
l c (in)420 = Wall Ht * 12
b1 0.8
Ig (in4/ft)614 = 1/12 * 12 * Struc Thk3
fr (psi)530 = 7.5 * sqrt (f'c)
yt (in)4.25 = Struc Thk / 2
Mcr (lb-in)76633 = fr * Ig / yt
l c / 150 (in)2.8
OK
Job Name =IRG Greenline
Job Number =2180307.2
Wall Type =44A
Wall Description =WINDOW-DBL MAN
Not Exposed to Weather:
Exposed to Weather:
Pier Width = bw
d
d
Vert Spcg
Struc
Thk
Per ACI 14.3.6 lateral
ties need not be
provided where vert reinf
is not req'd as
compression reinf. Thus
walls designed using this
method do not need to
have confinement steel.
But in many cases is still
advisable, particularly
with 2 layers of rebar.
Verify "d" with
hand calcs also
The width of the pier doesn't affect the structural
design since loads are input per linear foot. Pier
width is for your reference so you can track your
calculations. This does calculate the actual number
of bars required within the pier width you input.
*ASCE 7-10
IBC-2015 12.4.2.3
D 1.4 1.2 1.2 1.2 1.2 1.3706 0.9 0.7294
S 0 0.5 1.6 1.6 0.5 0.7 0 0
Lr 0 0 0 0 0 0 0 0
L 0 1.6 0.5 0 0.5 0.5 0 0
H 0 1.6 0 0 0 0 1.6 1.6
E 0 0 0 0 0 1.0 0 1.0
W 0 0 0 0.5 1 0 1 0
Factored Axial Load at Mid Ht = Pu (lb/ft)9272 8618 10092 10092 8618 10016 5961 4831
Factored Applied Moment at Mid Ht = Mua (lb-in/ft)2702 4326 8749 35809 58446 102724 55857 98672
Pu / Ag (psi)91 84 99 99 84 98 58 47
Vert Stress at Mid-Ht Wall ok? Pu / Ag < 0.06 f'c?OK OK OK OK OK OK OK OK OK
Ase (in2) = (Pu(h/2d) + As*fy) / fy 0.72 0.71 0.73 0.73 0.71 0.73 0.68 0.67
a (in) =(Ase*fy) / (0.85*fc*lw)0.84 0.84 0.86 0.86 0.84 0.85 0.80 0.79
CU = C ULTIMATE = a /b1 1.06 1.04 1.07 1.07 1.04 1.07 1.00 0.98
Icr U (in4) = Icr ULTIMATE = n*Ase*(d-CU)2 + 1/3*l w*CU3 147.41 146.39 148.68 148.68 146.39 148.56 142.15 140.31
Mu (lb-in) = Mua / (1 - (5 * Pu * Lc2)/(0.75 * 48 * Ec * Icr)) =4375 6737 14895 60963 91016 174054 74964 124788
Mn (lb-in) = Ase * fy * (d - a/2) 253629 251218 256644 256644 251218 256364 241389 237190
Cu / d 0.17 0.17 0.17 0.17 0.17 0.17 0.16 0.16
f = 0.23 + 0.25 /(Cu / d)0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
fMn (lb-in)228266 226096 230980 230980 226096 230727 217250 213471
fMn > Mcr ?OK OK OK OK OK OK OK OK OK
Mu /fMn 2%3%6%26%40%75%35%58%POSITIVE
fMn > Mu ?OK OK OK OK OK OK OK OK OK
Job Name =IRG Greenline
Job Number =2E+06
Wall Type =44A
Wall Description =WINDOW-DBL MAN
D 1 1 1 1 1 1
S 1 0 0 0.5 1 1
Lr 0 0 0 0 0 0
L 1 1 1 1 1 1
H 1 1 1 1 1 1
E 0 0 0.70 0 0 0.70
W 0 0.6 0 0.6 0.3 0
Axial Load at Mid Ht = Ps (lb/ft)7963 6623 6623 7293 7963 7963
Applied Moment at Mid Ht = Msa (lb-in/ft)5951 34402 70015 36412 22187 74036
Ase (in2) = (Ps + As*fy) / fy 0.75 0.72 0.72 0.74 0.75 0.75
k = Sqrt ((n*p)2 + 2*n*p) - n*p 0.288 0.288 0.288 0.288 0.288 0.288
CE = C ELASTIC = k * d 1.82 1.82 1.82 1.82 1.82 1.82
Icr E (in4) = Icr ELASTIC = n*Ase*(d-CE)2 + 1/3*l w*CE3 132.50 129.26 129.26 130.88 132.50 132.50
M1 = Msa (lb-in)5951 34402 70015 36412 22187 74036
Ie1 (in4) = { (Mcr / M)3 * Ig + (1-(Mcr / M)3) * Icr E } < Ig 614 614 614 614 614 614
M2 (lb-in) = Msa / (1 - (5 * Ps * Lc2) / (48 * Ec * Ie1))6324 36181 73635 38496 23581 78687
Ie2 (in4)614 614 614 614 614 577
M3 (lb-in)6324 36181 73635 38496 23581 79003
Ie3 (in4)614 614 614 614 614 572
M4 (lb-in)6324 36181 73635 38496 23581 79053
Ie4 (in4)614 614 614 614 614 571
M5 (lb-in)6324 36181 73635 38496 23581 79060
Ie5 (in4)614 614 614 614 614 571
M6 (lb-in)6324 36181 73635 38496 23581 79061
Ie6 (in4)614 614 614 614 614 571
M7 (lb-in)6324 36181 73635 38496 23581 79062
Ie7 (in4)614 614 614 614 614 571
l c / 150 (in)2.8 2.8 2.8 2.8 2.8 2.8
Ds (in) = (5 * M7 * Lc2) / (48 * Ec * Ie7)0.05 0.27 0.55 0.29 0.18 E+S is N/A
OK OK OK OK OK OK OKA=D+L+(LrorS)A=D+L+.6WU=1.4DU=1.2D+1.6(L+H)+0.5(LrorS)U=1.2D+1.6(LrorS)+f1LA=D+L+0.7EA=D+L+.6W+S/2A=D+L+S+.3WA=D+L+S+.7EU=1.2D+W+f1L+0.5(LrorS)U=(1.2+0.2Sds)D+1.0E+f1L+f2SU=1.2D+1.6(LrorS)+0.5WU=(0.9-0.2Sds)D+1.0E+1.6HU=0.9D+W+1.6HLoad
Combo
16-4
Load
Combo
16-6
Load
Combo
16-7*
Load
Combo
16-1
Load
Combo
16-2
Load
Combo
16-3(a)
Load
Combo
16-3(b)
Load
Combo
16-5*
Job Name =
Job Number =
Wall Type =
Wall Description =
Wall Ht =35 ft Wall Weight at Mid Height
b =6.33 ft Wt of Concrete=150 pcf
c =7 ft Wall Thickness=9.25 in.
e =3.00 ft Concentric Load=2501 plf
d =28 ft Seismic Fp=.4Sd*=0.3412 Wp
a =3.165 ft
a = b/2
Roof Weight
Joist Span=42.5 feet
Dead Load=12 psf
d Snow Load=25 psf
Live Roof =12 psf
Live Floor=0 psf
eccentricity 6 inch
equiv DL =524.025 plf
equiv SL =1091.7188 plf
c equiv Lr =524.025 plf
equiv LL =0 plf
b e
P wind =21.9 psf
P seismic =39.5 psf
P wind equiv =45.0 psf
P seismic equiv =77.8 psf
Equivalent Wind and Seismic Load
IRG Greenline
2180307.2
44B
DBL MAN
Page 1
Description Panel 44b Equivalent Moments
Multi-Span Steel BeamRev: 580010
User: KW-0602298, Ver 5.8.0, 15-Jun-2007
(c)1983-2007 ENERCALC Engineering Software 2180307_irg.ecw:Calculations
Scope :
Title :Job #
Description :
Dsgnr:Date:12:45PM, 8 AUG 18
General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000
Fy - Yield Stress
Spans Considered Continuous Over Supports
36.00 ksi Load Duration Factor 1.00
Span Information
SeismicDescription Wind wind wind
Span ft 3.00 35.00 3.00 35.00 5.00
Steel Section W8X24 W8X24 W8X24 W8X24 W8X24
Pin-Pin Pin-Pin Pin-Pin Pin-Pin Pin-Free
0.00ft 0.00 0.00 0.00 0.00Unbraced Length
End Fixity
Loads
Live Load Used This Span ?Yes Yes Yes Yes Yes
0.078 0.078 0.045 0.045 -0.022Dead Load k/ft
Live Load k/ft
Results
0.00 7.07 0.00 4.20 0.00Mmax @ Cntr k-ft
@ X =ft 0.00 21.47 0.00 21.70 0.00
Max @ Left End 0.00 -11.01 0.00 -6.48 0.27k-ft
Max @ Right End -11.01 0.00 -6.48 0.27 0.00k-ft
fb : Actual 6,333.1 6,333.1 3,726.6 3,726.6 158.2
Fb : Allowable psi 23,760.0 23,760.0 23,760.0 23,760.0 23,760.0
Bending OK Bending OK Bending OK
864.5fv : Actual 1,948.8 56.6 1,146.0 504.6
14,400.0
psi
14,400.0 14,400.0Fv : Allowable 14,400.0 14,400.0psi
Bending OK Bending OK
psi
Reactions & Deflections
3.55 1.68 2.09 0.98 0.11Shear @ Left k
Shear @ Right k 3.79 1.05 2.23 0.59 0.00
Reactions...
DL @ Left k
-3.55 5.47 -2.09 3.21 0.48
LL @ Left k
0.00 0.00 0.00 0.00 0.00
Total @ Left
DL @ Right
LL @ Right
Total @ Right
k
-3.55 5.47 -2.09 3.21 0.48
k
5.47 1.05 3.21 0.48 0.00
k
0.00 0.00 0.00 0.00 0.00
k
5.47 1.05 3.21 0.48 0.00
Max. Deflection in
0.005 -0.505 0.003 -0.300 0.165
@ X =ft
1.74 19.83 1.74 20.07 5.00
Span/Deflection Ratio
7,962.0 832.1 13,527.6 1,399.0 727.7
Query Values
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Locationft
Shear k 3.55 1.68 0.00 2.09 0.98 0.11 0.00 0.00
Moment 0.00 -11.01 0.00 0.00 -6.48 0.27 0.00 0.00k-ft
0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000Max. Deflection in
Alternate Concrete Slender Wall Design (ACI 318-11 Sect 11.8)
Job Name =
Job Number = 2180307.20
Wall Type =44B
Wall Description =
35
38
9.25
0.75
8.5
3.00
D = Dead Load 5000
S = Snow Load (2) Layer
Lr = Roof Live Load #5 Rebar @
L = Occupancy Live Load 7'' o.c.
H = Soil Load L / 979
E = Seismic Load (Ultimate)68%
W = Wind Load
Applied Loads
S
NO
YES
YES
0.853
f 1 =0.5
f 2 =0.7
Uniform Concentric Applied Loads (W C)
Dead - D (plf)2501 (tributary wall weight at midheight)
Snow - S (plf)0
Roof Live - Lr (plf)0
Occupancy Live - L (plf)0
Soil - H (plf)0
Uniform Eccentric Applied Loads (W E)
Eccentricity (in)6
Dead - D (plf)524.025 D =262 D =131
Snow - S (plf) 1091.71875 S =546 S =273
Roof Live - Lr (plf)524.025 Lr =262 Lr =131
Occupancy Live - L (plf)0 L =0 L =0
Soil - H (plf)0 H =0 H =0
Uniform Moments Applied (MTOP)(MBOT)
Dead - D (lb-ft/ft)0 0 D =0
Snow - S (lb-ft/ft)0 0 S =0
Roof Live - Lr (lb-ft/ft)0 0 Lr =0
Occupancy Live - L (lb-ft/ft)0 0 L =0
Soil - H (lb-ft/ft)0 0 H =0
Seismic (Ultimate) - E (lb-ft/ft)0 -11000 E =-5500
Wind - W (lb-ft/ft)0 -6500 W =-3250
Equivalent Uniform Lateral Applied Loads (P)
Seismic (Ultimate) - E (psf)77.8 E =11915
Wind - W (psf)45.0 W =6891
Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mid-Height of Wall
Dead - D (plf)5395 Dead - D (lb-ft/ft)131
Snow - S (plf)1092 Snow - S (lb-ft/ft)273
Roof Live - Lr (plf)524 Roof Live - Lr (lb-ft/ft)131
Occupancy Live - L (plf)0 Occupancy Live - L (lb-ft/ft)0
Soil - H (plf)0 Soil - H (lb-ft/ft)0
Seismic (Ultimate) - E (lb-ft/ft)6415
Wind - W (lb-ft/ft)3641
Is the design snow load less than or equal to 30 psf?
Wall Ht Btwn Supports (ft)
Total Wall Ht w/ Parapet (ft)
Total Wall Thickness (in)
DBL MAN
DESIGN SUMMARY
Reveal Depth (in)
Structural Thickness (in)
IRG Greenline
Pier Width (ft)
Output
Number of Bars Ea Face (or at
Center) of Pier
Concrete Strength (psi)
Hand Input
Potential Hand Input
Moment @ Mid-Ht (lb-ft/ft) = 1/8
PL2
Moment @ Mid-Ht (lb-ft/ft) = 1/2
(MTOP + MBOT)
Moment at Top (lb-ft/ft) = WE * e Moment at Mid-Ht (lb-ft/ft) = 1/2
MTOP
Seismic: Sds
What is the controlling type of roof load? Snow or Roof Live Load? (Enter "S" or "Lr")
Are you applying occupancy live loads for places of public assembly, or live loads in excess of 100 psf, or parking garage
live loads? (YES:f 1 = 1.0, NO:f 1 = 0.5)
Do you have a roof config that prevents snow from shedding off the structure? (YES:f 2 = 0.7, NO:f 2 = 0.2)
OK
5.00
Reinforcement
Max Deflection
% of Flexural Capacity
The uniform moments applied to
the top and bottom of the wall
can be used to model loads from
a wall above or below, or to
model lateral parapet forces.
Enter positive numbers to
increase the moment induced at
the mid-height of the wall being
designed and negative numbers
to reduce the moment.
Note that these totals represent the unfactored forces at the mid-height of the wall including the self wt of the wall (this spreadsheet
automatically calcs wall self wt). P-D effects have not been accounted for. These forces can be overridden by entering your own mid-height
axial loads and moments determined from hand calculations. You will still have to enter information describing the loads so that the proper f1,
f2 and f3 load factors are properly applied. Remember to enter the loads unfactored and include the self-weight of the section of wall being
analyzed.
Note that soil forces are not allowed to counteract wind or seismic forces. In addition, soil forces
that counteract other forces are not allowed to be factored and should be accounted for in hand
See ACI 11.8.2 for
distribution of
concentrated forces
e
C of
structural
thickness
WE
WC
L
MT
MB
P
If you need to make modifications
to any other part of the
spreadsheet besides the yellow
cells the password is "save"
MB
Wall Parameters
Wall Height Between Supports (ft)35 (Not including parapet)
Parapet Height (ft)3 (This is used to calc the self-weight of the wall only)Rebar Dia (in)A (in2)
Total Wall Height (ft)38 3 0.375 0.11
Concrete Strength f'c (psi)5000 4 0.500 0.20
Concrete Unit Weight (pcf)150 5 0.625 0.31
Rebar Yield Stress fy (psi)60000 6 0.750 0.44
Width of Pier Being Designed (ft)1 (Width of pier, or enter 1 ft for analyzing unit width)7 0.875 0.60
Total Wall Thickness (in)9.25 8 1.000 0.79
Depth of Reveal (in)0.75 65 9 1.128 1.00
Structural Thickness (in)8.50 = Total Thk - Reveal Depth 10 1.270 1.27
(1) or (2) Layers of Reinf?2 OK 11 1.410 1.56
Vert Rebar Size 5 0.31 in2 0.625 in
Vert Rebar o.c. Spacing (in)7.2 OK
As per foot (in2/ft)0.51 (This is the area of tension steel only)
Total As in Pier (in2)0.51 (This is the area of tension steel only)
Number of Bars within Pier (Ea Face)1.67 ACI Min Cover Reqments:
Are You Providing Confinement Reinf?YES #5 & Smaller - 1 1/2"
Confinement Rebar Size 3 0.375 in #6 & Larger - 2"
Conc Cover at Ext Side of Wall Exp to Weather/Earth (in)1.5 #11 & Smaller = 3/4"
Conc Cover at Int Side of Wall Not Exp to Weather/Earth (in)1
Min Depth to Tension Rebar = d (in)6.3 (w/ 2 layers of rebar, d = Struc Width - Max Cover - Confine f - 1/2 Vert f)
Min Vertical Steel Ratio -rv min 0.0025 (rv min may be reduced if the shear force is low. See ACI 21.7.2)
Actual Vertical Steel Ratio -rv 0.0092 OK Based on total wall thk not struc thk = (Rebar A * # Layers / Spacing) / (Total Thk)
Min Tensile Flexural Reinf 1 = As min 1 (in2/ft)0.27 OK
Min Tensile Flexural Reinf 2 = As min 2 (in2/ft)0.25 OK
r 0.0068 = As per ft / (12 * d)
rmax = 0.6 rb = 0.6 * 0.85 *b1 * fc / fy * 87000 / (87000 + fy)0.0201 OK
Ec (psi) 4030509 = 57000 * sqrt (f'c)
Es (psi) 29000000
n 7.2 = Es / Ec Mu (lb-in) = Mua / (1 - (5 * Pu * Lc
l w (in)12 = 12"
Ag (in2/ft)102 = Struc Thk * 12
0.06 f'c (psi)300
l c (in)420 = Wall Ht * 12
b1 0.8
Ig (in4/ft)614 = 1/12 * 12 * Struc Thk3
fr (psi)530 = 7.5 * sqrt (f'c)
yt (in)4.25 = Struc Thk / 2
Mcr (lb-in)76633 = fr * Ig / yt
l c / 150 (in)2.8
OK
Job Name =IRG Greenline
Job Number =2180307.2
Wall Type =44B
Wall Description =DBL MAN
Not Exposed to Weather:
Exposed to Weather:
Pier Width = bw
d
d
Vert Spcg
Struc
Thk
Per ACI 14.3.6 lateral
ties need not be
provided where vert reinf
is not req'd as
compression reinf. Thus
walls designed using this
method do not need to
have confinement steel.
But in many cases is still
advisable, particularly
with 2 layers of rebar.
Verify "d" with
hand calcs also
The width of the pier doesn't affect the structural
design since loads are input per linear foot. Pier
width is for your reference so you can track your
calculations. This does calculate the actual number
of bars required within the pier width you input.
*ASCE 7-10
IBC-2015 12.4.2.3
D 1.4 1.2 1.2 1.2 1.2 1.3706 0.9 0.7294
S 0 0.5 1.6 1.6 0.5 0.7 0 0
Lr 0 0 0 0 0 0 0 0
L 0 1.6 0.5 0 0.5 0.5 0 0
H 0 1.6 0 0 0 0 1.6 1.6
E 0 0 0 0 0 1.0 0 1.0
W 0 0 0 0.5 1 0 1 0
Factored Axial Load at Mid Ht = Pu (lb/ft)7553 7020 8221 8221 7020 8159 4856 3935
Factored Applied Moment at Mid Ht = Mua (lb-in/ft)2201 3524 7127 28975 47220 81422 45111 78121
Pu / Ag (psi)74 69 81 81 69 80 48 39
Vert Stress at Mid-Ht Wall ok? Pu / Ag < 0.06 f'c?OK OK OK OK OK OK OK OK OK
Ase (in2) = (Pu(h/2d) + As*fy) / fy 0.60 0.59 0.60 0.60 0.59 0.60 0.57 0.56
a (in) =(Ase*fy) / (0.85*fc*lw)0.70 0.69 0.71 0.71 0.69 0.71 0.67 0.65
CU = C ULTIMATE = a /b1 0.88 0.87 0.89 0.89 0.87 0.89 0.83 0.82
Icr U (in4) = Icr ULTIMATE = n*Ase*(d-CU)2 + 1/3*l w*CU3 129.43 128.48 130.60 130.60 128.48 130.49 124.58 122.89
Mu (lb-in) = Mua / (1 - (5 * Pu * Lc2)/(0.75 * 48 * Ec * Icr)) =3411 5277 11543 46931 70701 131334 59116 97002
Mn (lb-in) = Ase * fy * (d - a/2) 213225 211210 215746 215746 211210 215512 203002 199499
Cu / d 0.14 0.14 0.14 0.14 0.14 0.14 0.13 0.13
f = 0.23 + 0.25 /(Cu / d)0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
fMn (lb-in)191903 190089 194171 194171 190089 193960 182702 179549
fMn > Mcr ?OK OK OK OK OK OK OK OK OK
Mu /fMn 2%3%6%24%37%68%32%54%POSITIVE
fMn > Mu ?OK OK OK OK OK OK OK OK OK
Job Name =IRG Greenline
Job Number =2E+06
Wall Type =44B
Wall Description =DBL MAN
D 1 1 1 1 1 1
S 1 0 0 0.5 1 1
Lr 0 0 0 0 0 0
L 1 1 1 1 1 1
H 1 1 1 1 1 1
E 0 0 0.70 0 0 0.70
W 0 0.6 0 0.6 0.3 0
Axial Load at Mid Ht = Ps (lb/ft)6487 5395 5395 5941 6487 6487
Applied Moment at Mid Ht = Msa (lb-in/ft)4847 27790 55454 29427 17956 58729
Ase (in2) = (Ps + As*fy) / fy 0.62 0.60 0.60 0.61 0.62 0.62
k = Sqrt ((n*p)2 + 2*n*p) - n*p 0.267 0.267 0.267 0.267 0.267 0.267
CE = C ELASTIC = k * d 1.68 1.68 1.68 1.68 1.68 1.68
Icr E (in4) = Icr ELASTIC = n*Ase*(d-CE)2 + 1/3*l w*CE3 114.58 111.78 111.78 113.18 114.58 114.58
M1 = Msa (lb-in)4847 27790 55454 29427 17956 58729
Ie1 (in4) = { (Mcr / M)3 * Ig + (1-(Mcr / M)3) * Icr E } < Ig 614 614 614 614 614 614
M2 (lb-in) = Msa / (1 - (5 * Ps * Lc2) / (48 * Ec * Ie1))5092 28949 57768 30785 18864 61701
Ie2 (in4)614 614 614 614 614 614
M3 (lb-in)5092 28949 57768 30785 18864 61701
Ie3 (in4)614 614 614 614 614 614
M4 (lb-in)5092 28949 57768 30785 18864 61701
Ie4 (in4)614 614 614 614 614 614
M5 (lb-in)5092 28949 57768 30785 18864 61701
Ie5 (in4)614 614 614 614 614 614
M6 (lb-in)5092 28949 57768 30785 18864 61701
Ie6 (in4)614 614 614 614 614 614
M7 (lb-in)5092 28949 57768 30785 18864 61701
Ie7 (in4)614 614 614 614 614 614
l c / 150 (in)2.8 2.8 2.8 2.8 2.8 2.8
Ds (in) = (5 * M7 * Lc2) / (48 * Ec * Ie7)0.04 0.21 0.43 0.23 0.14 E+S is N/A
OK OK OK OK OK OK OKA=D+L+(LrorS)A=D+L+.6WU=1.4DU=1.2D+1.6(L+H)+0.5(LrorS)U=1.2D+1.6(LrorS)+f1LA=D+L+0.7EA=D+L+.6W+S/2A=D+L+S+.3WA=D+L+S+.7EU=1.2D+W+f1L+0.5(LrorS)U=(1.2+0.2Sds)D+1.0E+f1L+f2SU=1.2D+1.6(LrorS)+0.5WU=(0.9-0.2Sds)D+1.0E+1.6HU=0.9D+W+1.6HLoad
Combo
16-4
Load
Combo
16-6
Load
Combo
16-7*
Load
Combo
16-1
Load
Combo
16-2
Load
Combo
16-3(a)
Load
Combo
16-3(b)
Load
Combo
16-5*
Job Name =
Job Number =
Wall Type =
Wall Description =
Wall Ht =35 ft Wall Weight at Mid Height
b =9.5 ft Wt of Concrete=150 pcf
c =6 ft Wall Thickness=9.25 in.
e =2.50 ft Concentric Load=4504 plf
d =29 ft Seismic Fp=.4Sd*=0.3412 Wp
a =4.75 ft
a = b/2
Roof Weight
Joist Span=60 feet
Dead Load=12 psf
d Snow Load=25 psf
Live Roof =12 psf
Live Floor=0 psf
eccentricity 6 inch
equiv DL =1044 plf
equiv SL =2175 plf
c equiv Lr =1044 plf
equiv LL =0 plf
b e
P wind =21.9 psf
P seismic =39.5 psf
P wind equiv =63.5 psf
P seismic equiv =110.1 psf
Equivalent Wind and Seismic Load
IRG Greenline
2180307.2
48
9' 6" window
Page 1
Description Panel 48 Equivalent Moments
Multi-Span Steel BeamRev: 580010
User: KW-0602298, Ver 5.8.0, 15-Jun-2007
(c)1983-2007 ENERCALC Engineering Software 2180307_irg.ecw:Calculations
Scope :
Title :Job #
Description :
Dsgnr:Date:11:03AM, 8 AUG 18
General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000
Fy - Yield Stress
Spans Considered Continuous Over Supports
36.00 ksi Load Duration Factor 1.00
Span Information
SeismicDescription Wind wind wind
Span ft 3.00 35.00 3.00 35.00 5.00
Steel Section W8X24 W8X24 W8X24 W8X24 W8X24
Pin-Pin Pin-Pin Pin-Pin Pin-Pin Pin-Free
0.00ft 0.00 0.00 0.00 0.00Unbraced Length
End Fixity
Loads
Live Load Used This Span ?Yes Yes Yes Yes Yes
0.110 0.110 0.064 0.064 -0.022Dead Load k/ft
Live Load k/ft
Results
0.00 9.98 0.00 5.93 0.00Mmax @ Cntr k-ft
@ X =ft 0.00 21.47 0.00 21.70 0.00
Max @ Left End 0.00 -15.52 0.00 -9.16 0.27k-ft
Max @ Right End -15.52 0.00 -9.16 0.27 0.00k-ft
fb : Actual 8,931.3 8,931.3 5,269.3 5,269.3 158.2
Fb : Allowable psi 23,760.0 23,760.0 23,760.0 23,760.0 23,760.0
Bending OK Bending OK Bending OK
1,219.1fv : Actual 2,748.3 56.6 1,620.8 715.2
14,400.0
psi
14,400.0 14,400.0Fv : Allowable 14,400.0 14,400.0psi
Bending OK Bending OK
psi
Reactions & Deflections
5.01 2.37 2.96 1.39 0.11Shear @ Left k
Shear @ Right k 5.34 1.48 3.15 0.85 0.00
Reactions...
DL @ Left k
-5.01 7.71 -2.96 4.54 0.74
LL @ Left k
0.00 0.00 0.00 0.00 0.00
Total @ Left
DL @ Right
LL @ Right
Total @ Right
k
-5.01 7.71 -2.96 4.54 0.74
k
7.71 1.48 4.54 0.74 0.00
k
0.00 0.00 0.00 0.00 0.00
k
7.71 1.48 4.54 0.74 0.00
Max. Deflection in
0.006 -0.712 0.004 -0.423 0.235
@ X =ft
1.74 19.83 1.74 19.83 5.00
Span/Deflection Ratio
5,645.8 590.0 9,567.8 992.5 511.5
Query Values
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Locationft
Shear k 5.01 2.37 0.00 2.96 1.39 0.11 0.00 0.00
Moment 0.00 -15.52 0.00 0.00 -9.16 0.27 0.00 0.00k-ft
0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000Max. Deflection in
Alternate Concrete Slender Wall Design (ACI 318-11 Sect 11.8)
Job Name =
Job Number = 2180307.20
Wall Type =48
Wall Description =
35
38
9.25
0.75
8.5
2.50
D = Dead Load 5000
S = Snow Load (2) Layer
Lr = Roof Live Load #5 Rebar @
L = Occupancy Live Load 5'' o.c.
H = Soil Load L / 327
E = Seismic Load (Ultimate)90%
W = Wind Load
Applied Loads
S
NO
YES
YES
0.853
f 1 =0.5
f 2 =0.7
Uniform Concentric Applied Loads (W C)
Dead - D (plf)4504 (tributary wall weight at midheight)
Snow - S (plf)0
Roof Live - Lr (plf)0
Occupancy Live - L (plf)0
Soil - H (plf)0
Uniform Eccentric Applied Loads (W E)
Eccentricity (in)6
Dead - D (plf)1044 D =522 D =261
Snow - S (plf)2175 S =1088 S =544
Roof Live - Lr (plf)1044 Lr =522 Lr =261
Occupancy Live - L (plf)0 L =0 L =0
Soil - H (plf)0 H =0 H =0
Uniform Moments Applied (MTOP)(MBOT)
Dead - D (lb-ft/ft)1760 0 D =880
Snow - S (lb-ft/ft)880 0 S =440
Roof Live - Lr (lb-ft/ft)0 0 Lr =0
Occupancy Live - L (lb-ft/ft)0 0 L =0
Soil - H (lb-ft/ft)0 0 H =0
Seismic (Ultimate) - E (lb-ft/ft)0 -15500 E =-7750
Wind - W (lb-ft/ft)0 -9200 W =-4600
Equivalent Uniform Lateral Applied Loads (P)
Seismic (Ultimate) - E (psf)110.1 E =16854
Wind - W (psf)63.5 W =9725
Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mid-Height of Wall
Dead - D (plf)7918 Dead - D (lb-ft/ft)1141
Snow - S (plf)2175 Snow - S (lb-ft/ft)984
Roof Live - Lr (plf)1044 Roof Live - Lr (lb-ft/ft)261
Occupancy Live - L (plf)0 Occupancy Live - L (lb-ft/ft)0
Soil - H (plf)0 Soil - H (lb-ft/ft)0
Seismic (Ultimate) - E (lb-ft/ft)9104
Wind - W (lb-ft/ft)5125
Is the design snow load less than or equal to 30 psf?
Wall Ht Btwn Supports (ft)
Total Wall Ht w/ Parapet (ft)
Total Wall Thickness (in)
9' 6" window
DESIGN SUMMARY
Reveal Depth (in)
Structural Thickness (in)
IRG Greenline
Pier Width (ft)
Output
Number of Bars Ea Face (or at
Center) of Pier
Concrete Strength (psi)
Hand Input
Potential Hand Input
Moment @ Mid-Ht (lb-ft/ft) = 1/8
PL2
Moment @ Mid-Ht (lb-ft/ft) = 1/2
(MTOP + MBOT)
Moment at Top (lb-ft/ft) = WE * e Moment at Mid-Ht (lb-ft/ft) = 1/2
MTOP
Seismic: Sds
What is the controlling type of roof load? Snow or Roof Live Load? (Enter "S" or "Lr")
Are you applying occupancy live loads for places of public assembly, or live loads in excess of 100 psf, or parking garage
live loads? (YES:f 1 = 1.0, NO:f 1 = 0.5)
Do you have a roof config that prevents snow from shedding off the structure? (YES:f 2 = 0.7, NO:f 2 = 0.2)
OK
6.00
Reinforcement
Max Deflection
% of Flexural Capacity
The uniform moments applied to
the top and bottom of the wall
can be used to model loads from
a wall above or below, or to
model lateral parapet forces.
Enter positive numbers to
increase the moment induced at
the mid-height of the wall being
designed and negative numbers
to reduce the moment.
Note that these totals represent the unfactored forces at the mid-height of the wall including the self wt of the wall (this spreadsheet
automatically calcs wall self wt). P-D effects have not been accounted for. These forces can be overridden by entering your own mid-height
axial loads and moments determined from hand calculations. You will still have to enter information describing the loads so that the proper f1,
f2 and f3 load factors are properly applied. Remember to enter the loads unfactored and include the self-weight of the section of wall being
analyzed.
Note that soil forces are not allowed to counteract wind or seismic forces. In addition, soil forces
that counteract other forces are not allowed to be factored and should be accounted for in hand
See ACI 11.8.2 for
distribution of
concentrated forces
e
C of
structural
thickness
WE
WC
L
MT
MB
P
If you need to make modifications
to any other part of the
spreadsheet besides the yellow
cells the password is "save"
MB
Wall Parameters
Wall Height Between Supports (ft)35 (Not including parapet)
Parapet Height (ft)3 (This is used to calc the self-weight of the wall only)Rebar Dia (in)A (in2)
Total Wall Height (ft)38 3 0.375 0.11
Concrete Strength f'c (psi)5000 4 0.500 0.20
Concrete Unit Weight (pcf)150 5 0.625 0.31
Rebar Yield Stress fy (psi)60000 6 0.750 0.44
Width of Pier Being Designed (ft)1 (Width of pier, or enter 1 ft for analyzing unit width)7 0.875 0.60
Total Wall Thickness (in)9.25 8 1.000 0.79
Depth of Reveal (in)0.75 65 9 1.128 1.00
Structural Thickness (in)8.50 = Total Thk - Reveal Depth 10 1.270 1.27
(1) or (2) Layers of Reinf?2 OK 11 1.410 1.56
Vert Rebar Size 5 0.31 in2 0.625 in
Vert Rebar o.c. Spacing (in)5 OK
As per foot (in2/ft)0.74 (This is the area of tension steel only)
Total As in Pier (in2)0.74 (This is the area of tension steel only)
Number of Bars within Pier (Ea Face)2.40 ACI Min Cover Reqments:
Are You Providing Confinement Reinf?YES #5 & Smaller - 1 1/2"
Confinement Rebar Size 3 0.375 in #6 & Larger - 2"
Conc Cover at Ext Side of Wall Exp to Weather/Earth (in)1.5 #11 & Smaller = 3/4"
Conc Cover at Int Side of Wall Not Exp to Weather/Earth (in)1
Min Depth to Tension Rebar = d (in)6.3 (w/ 2 layers of rebar, d = Struc Width - Max Cover - Confine f - 1/2 Vert f)
Min Vertical Steel Ratio -rv min 0.0025 (rv min may be reduced if the shear force is low. See ACI 21.7.2)
Actual Vertical Steel Ratio -rv 0.0133 OK Based on total wall thk not struc thk = (Rebar A * # Layers / Spacing) / (Total Thk)
Min Tensile Flexural Reinf 1 = As min 1 (in2/ft)0.27 OK
Min Tensile Flexural Reinf 2 = As min 2 (in2/ft)0.25 OK
r 0.0097 = As per ft / (12 * d)
rmax = 0.6 rb = 0.6 * 0.85 *b1 * fc / fy * 87000 / (87000 + fy)0.0201 OK
Ec (psi) 4030509 = 57000 * sqrt (f'c)
Es (psi) 29000000
n 7.2 = Es / Ec Mu (lb-in) = Mua / (1 - (5 * Pu * Lc
l w (in)12 = 12"
Ag (in2/ft)102 = Struc Thk * 12
0.06 f'c (psi)300
l c (in)420 = Wall Ht * 12
b1 0.8
Ig (in4/ft)614 = 1/12 * 12 * Struc Thk3
fr (psi)530 = 7.5 * sqrt (f'c)
yt (in)4.25 = Struc Thk / 2
Mcr (lb-in)76633 = fr * Ig / yt
l c / 150 (in)2.8
OK
Job Name =IRG Greenline
Job Number =2180307.2
Wall Type =48
Wall Description =9' 6" window
Not Exposed to Weather:
Exposed to Weather:
Pier Width = bw
d
d
Vert Spcg
Struc
Thk
Per ACI 14.3.6 lateral
ties need not be
provided where vert reinf
is not req'd as
compression reinf. Thus
walls designed using this
method do not need to
have confinement steel.
But in many cases is still
advisable, particularly
with 2 layers of rebar.
Verify "d" with
hand calcs also
The width of the pier doesn't affect the structural
design since loads are input per linear foot. Pier
width is for your reference so you can track your
calculations. This does calculate the actual number
of bars required within the pier width you input.
*ASCE 7-10
IBC-2015 12.4.2.3
D 1.4 1.2 1.2 1.2 1.2 1.3706 0.9 0.7294
S 0 0.5 1.6 1.6 0.5 0.7 0 0
Lr 0 0 0 0 0 0 0 0
L 0 1.6 0.5 0 0.5 0.5 0 0
H 0 1.6 0 0 0 0 1.6 1.6
E 0 0 0 0 0 1.0 0 1.0
W 0 0 0 0.5 1 0 1 0
Factored Axial Load at Mid Ht = Pu (lb/ft) 11085 10589 12981 12981 10589 12375 7126 5775
Factored Applied Moment at Mid Ht = Mua (lb-in/ft) 19169 22333 35318 66068 83833 136279 73822 119236
Pu / Ag (psi)109 104 127 127 104 121 70 57
Vert Stress at Mid-Ht Wall ok? Pu / Ag < 0.06 f'c?OK OK OK OK OK OK OK OK OK
Ase (in2) = (Pu(h/2d) + As*fy) / fy 0.86 0.86 0.88 0.88 0.86 0.88 0.82 0.80
a (in) =(Ase*fy) / (0.85*fc*lw)1.01 1.01 1.04 1.04 1.01 1.03 0.96 0.94
CU = C ULTIMATE = a /b1 1.27 1.26 1.30 1.30 1.26 1.29 1.20 1.18
Icr U (in4) = Icr ULTIMATE = n*Ase*(d-CU)2 + 1/3*l w*CU3 165.84 165.17 168.36 168.36 165.17 167.56 160.41 158.49
Mu (lb-in) = Mua / (1 - (5 * Pu * Lc2)/(0.75 * 48 * Ec * Icr)) =32287 36593 66475 124351 137360 247297 101133 153161
Mn (lb-in) = Ase * fy * (d - a/2) 299844 298073 306595 306595 298073 304439 285648 280772
Cu / d 0.20 0.20 0.21 0.21 0.20 0.20 0.19 0.19
f = 0.23 + 0.25 /(Cu / d)0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
fMn (lb-in)269860 268265 275935 275935 268265 273995 257083 252695
fMn > Mcr ?OK OK OK OK OK OK OK OK OK
Mu /fMn 12%14%24%45%51%90%39%61%POSITIVE
fMn > Mu ?OK OK OK OK OK OK OK OK OK
Job Name =IRG Greenline
Job Number =2E+06
Wall Type =48
Wall Description =9' 6" window
D 1 1 1 1 1 1
S 1 0 0 0.5 1 1
Lr 0 0 0 0 0 0
L 1 1 1 1 1 1
H 1 1 1 1 1 1
E 0 0 0.70 0 0 0.70
W 0 0.6 0 0.6 0.3 0
Axial Load at Mid Ht = Ps (lb/ft) 10093 7918 7918 9005 10093 10093
Applied Moment at Mid Ht = Msa (lb-in/ft) 25497 50592 90167 56494 43947 101972
Ase (in2) = (Ps + As*fy) / fy 0.90 0.87 0.87 0.89 0.90 0.90
k = Sqrt ((n*p)2 + 2*n*p) - n*p 0.311 0.311 0.311 0.311 0.311 0.311
CE = C ELASTIC = k * d 1.96 1.96 1.96 1.96 1.96 1.96
Icr E (in4) = Icr ELASTIC = n*Ase*(d-CE)2 + 1/3*l w*CE3 153.41 148.47 148.47 150.94 153.41 153.41
M1 = Msa (lb-in) 25497 50592 90167 56494 43947 101972
Ie1 (in4) = { (Mcr / M)3 * Ig + (1-(Mcr / M)3) * Icr E } < Ig 614 614 434 614 614 349
M2 (lb-in) = Msa / (1 - (5 * Ps * Lc2) / (48 * Ec * Ie1))27562 53751 98339 60542 47506 117460
Ie2 (in4)614 614 369 614 614 281
M3 (lb-in) 27562 53751 99949 60542 47506 121909
Ie3 (in4)614 614 358 614 614 268
M4 (lb-in) 27562 53751 100267 60542 47506 123123
Ie4 (in4)614 614 356 614 614 264
M5 (lb-in) 27562 53751 100329 60542 47506 123447
Ie5 (in4)614 614 356 614 614 264
M6 (lb-in) 27562 53751 100342 60542 47506 123534
Ie6 (in4)614 614 356 614 614 263
M7 (lb-in) 27562 53751 100344 60542 47506 123557
Ie7 (in4)614 614 356 614 614 263
l c / 150 (in)2.8 2.8 2.8 2.8 2.8 2.8
Ds (in) = (5 * M7 * Lc2) / (48 * Ec * Ie7)0.20 0.40 1.29 0.45 0.35 E+S is N/A
OK OK OK OK OK OK OKA=D+L+(LrorS)A=D+L+.6WU=1.4DU=1.2D+1.6(L+H)+0.5(LrorS)U=1.2D+1.6(LrorS)+f1LA=D+L+0.7EA=D+L+.6W+S/2A=D+L+S+.3WA=D+L+S+.7EU=1.2D+W+f1L+0.5(LrorS)U=(1.2+0.2Sds)D+1.0E+f1L+f2SU=1.2D+1.6(LrorS)+0.5WU=(0.9-0.2Sds)D+1.0E+1.6HU=0.9D+W+1.6HLoad
Combo
16-4
Load
Combo
16-6
Load
Combo
16-7*
Load
Combo
16-1
Load
Combo
16-2
Load
Combo
16-3(a)
Load
Combo
16-3(b)
Load
Combo
16-5*
Job Name =
Job Number =
Wall Type =
Wall Description =
Wall Ht =35 ft Wall Weight at Mid Height
b =34 ft Wt of Concrete=150 pcf
c =12 ft Wall Thickness=9.25 in.
e =5.50 ft Concentric Load=7326 plf
d =23 ft Seismic Fp=.4Sd*=0.3412 Wp
a =17 ft
a = b/2
Roof Weight
Joist Span=60 feet
Dead Load=12 psf
d Snow Load=25 psf
Live Roof =12 psf
Live Floor=0 psf
eccentricity 6 inch
equiv DL =1472.7273 plf
equiv SL =3068.1818 plf
c equiv Lr =1472.7273 plf
equiv LL =0 plf
b e
P wind =21.9 psf
P seismic =39.5 psf
P wind equiv =89.6 psf
P seismic equiv =134.4 psf
Equivalent Wind and Seismic Load
IRG Greenline
2180307.2
49
9' 6" window-spandrel
Page 1
Description Panel 49 Equivalent Moments
Multi-Span Steel BeamRev: 580010
User: KW-0602298, Ver 5.8.0, 15-Jun-2007
(c)1983-2007 ENERCALC Engineering Software 2180307_irg.ecw:Calculations
Scope :
Title :Job #
Description :
Dsgnr:Date:11:03AM, 8 AUG 18
General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000
Fy - Yield Stress
Spans Considered Continuous Over Supports
36.00 ksi Load Duration Factor 1.00
Span Information
SeismicDescription Wind wind wind
Span ft 3.00 35.00 3.00 35.00 5.00
Steel Section W8X24 W8X24 W8X24 W8X24 W8X24
Pin-Pin Pin-Pin Pin-Pin Pin-Pin Pin-Free
0.00ft 0.00 0.00 0.00 0.00Unbraced Length
End Fixity
Loads
Live Load Used This Span ?Yes Yes Yes Yes Yes
0.134 0.134 0.090 0.090 -0.022Dead Load k/ft
Live Load k/ft
Results
0.00 12.15 0.00 8.28 0.00Mmax @ Cntr k-ft
@ X =ft 0.00 21.47 0.00 21.70 0.00
Max @ Left End 0.00 -18.91 0.00 -12.83 0.27k-ft
Max @ Right End -18.91 0.00 -12.83 0.27 0.00k-ft
fb : Actual 10,880.0 10,880.0 7,380.3 7,380.3 158.2
Fb : Allowable psi 23,760.0 23,760.0 23,760.0 23,760.0 23,760.0
Bending OK Bending OK Bending OK
1,485.1fv : Actual 3,348.0 56.6 2,270.4 1,003.4
14,400.0
psi
14,400.0 14,400.0Fv : Allowable 14,400.0 14,400.0psi
Bending OK Bending OK
psi
Reactions & Deflections
6.10 2.89 4.14 1.95 0.11Shear @ Left k
Shear @ Right k 6.50 1.80 4.41 1.20 0.00
Reactions...
DL @ Left k
-6.10 9.39 -4.14 6.36 1.09
LL @ Left k
0.00 0.00 0.00 0.00 0.00
Total @ Left
DL @ Right
LL @ Right
Total @ Right
k
-6.10 9.39 -4.14 6.36 1.09
k
9.39 1.80 6.36 1.09 0.00
k
0.00 0.00 0.00 0.00 0.00
k
9.39 1.80 6.36 1.09 0.00
Max. Deflection in
0.008 -0.867 0.005 -0.591 0.325
@ X =ft
1.74 19.83 1.74 19.83 5.00
Span/Deflection Ratio
4,634.6 484.4 6,831.4 710.2 369.0
Query Values
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Locationft
Shear k 6.10 2.89 0.00 4.14 1.95 0.11 0.00 0.00
Moment 0.00 -18.91 0.00 0.00 -12.83 0.27 0.00 0.00k-ft
0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000Max. Deflection in
Alternate Concrete Slender Wall Design (ACI 318-11 Sect 11.8)
Job Name =
Job Number = 2180307.20
Wall Type =49
Wall Description =
35
38
9.25
0.75
8.5
5.50
D = Dead Load 5000
S = Snow Load (2) Layer
Lr = Roof Live Load #5 Rebar @
L = Occupancy Live Load 4'' o.c.
H = Soil Load L / 183
E = Seismic Load (Ultimate)96%
W = Wind Load
Applied Loads
S
NO
YES
YES
0.853
f 1 =0.5
f 2 =0.7
Uniform Concentric Applied Loads (W C)
Dead - D (plf)7326 (tributary wall weight at midheight)
Snow - S (plf)0
Roof Live - Lr (plf)0
Occupancy Live - L (plf)0
Soil - H (plf)0
Uniform Eccentric Applied Loads (W E)
Eccentricity (in)6
Dead - D (plf) 1472.727273 D =736 D =368
Snow - S (plf) 3068.181818 S =1534 S =767
Roof Live - Lr (plf) 1472.727273 Lr =736 Lr =368
Occupancy Live - L (plf)0 L =0 L =0
Soil - H (plf)0 H =0 H =0
Uniform Moments Applied (MTOP)(MBOT)
Dead - D (lb-ft/ft)1760 0 D =880
Snow - S (lb-ft/ft)880 0 S =440
Roof Live - Lr (lb-ft/ft)0 0 Lr =0
Occupancy Live - L (lb-ft/ft)0 0 L =0
Soil - H (lb-ft/ft)0 0 H =0
Seismic (Ultimate) - E (lb-ft/ft)0 -18900 E =-9450
Wind - W (lb-ft/ft)0 -12800 W =-6400
Equivalent Uniform Lateral Applied Loads (P)
Seismic (Ultimate) - E (psf)134.4 E =20581
Wind - W (psf)89.6 W =13719
Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mid-Height of Wall
Dead - D (plf)11169 Dead - D (lb-ft/ft)1248
Snow - S (plf)3068 Snow - S (lb-ft/ft)1207
Roof Live - Lr (plf)1473 Roof Live - Lr (lb-ft/ft)368
Occupancy Live - L (plf)0 Occupancy Live - L (lb-ft/ft)0
Soil - H (plf)0 Soil - H (lb-ft/ft)0
Seismic (Ultimate) - E (lb-ft/ft)11131
Wind - W (lb-ft/ft)7319
Is the design snow load less than or equal to 30 psf?
Wall Ht Btwn Supports (ft)
Total Wall Ht w/ Parapet (ft)
Total Wall Thickness (in)
9' 6" window-spandrel
DESIGN SUMMARY
Reveal Depth (in)
Structural Thickness (in)
IRG Greenline
Pier Width (ft)
Output
Number of Bars Ea Face (or at
Center) of Pier
Concrete Strength (psi)
Hand Input
Potential Hand Input
Moment @ Mid-Ht (lb-ft/ft) = 1/8
PL2
Moment @ Mid-Ht (lb-ft/ft) = 1/2
(MTOP + MBOT)
Moment at Top (lb-ft/ft) = WE * e Moment at Mid-Ht (lb-ft/ft) = 1/2
MTOP
Seismic: Sds
What is the controlling type of roof load? Snow or Roof Live Load? (Enter "S" or "Lr")
Are you applying occupancy live loads for places of public assembly, or live loads in excess of 100 psf, or parking garage
live loads? (YES:f 1 = 1.0, NO:f 1 = 0.5)
Do you have a roof config that prevents snow from shedding off the structure? (YES:f 2 = 0.7, NO:f 2 = 0.2)
OK
18.00
Reinforcement
Max Deflection
% of Flexural Capacity
The uniform moments applied to
the top and bottom of the wall
can be used to model loads from
a wall above or below, or to
model lateral parapet forces.
Enter positive numbers to
increase the moment induced at
the mid-height of the wall being
designed and negative numbers
to reduce the moment.
Note that these totals represent the unfactored forces at the mid-height of the wall including the self wt of the wall (this spreadsheet
automatically calcs wall self wt). P-D effects have not been accounted for. These forces can be overridden by entering your own mid-height
axial loads and moments determined from hand calculations. You will still have to enter information describing the loads so that the proper f1,
f2 and f3 load factors are properly applied. Remember to enter the loads unfactored and include the self-weight of the section of wall being
analyzed.
Note that soil forces are not allowed to counteract wind or seismic forces. In addition, soil forces
that counteract other forces are not allowed to be factored and should be accounted for in hand
See ACI 11.8.2 for
distribution of
concentrated forces
e
C of
structural
thickness
WE
WC
L
MT
MB
P
If you need to make modifications
to any other part of the
spreadsheet besides the yellow
cells the password is "save"
MB
Wall Parameters
Wall Height Between Supports (ft)35 (Not including parapet)
Parapet Height (ft)3 (This is used to calc the self-weight of the wall only)Rebar Dia (in)A (in2)
Total Wall Height (ft)38 3 0.375 0.11
Concrete Strength f'c (psi)5000 4 0.500 0.20
Concrete Unit Weight (pcf)150 5 0.625 0.31
Rebar Yield Stress fy (psi)60000 6 0.750 0.44
Width of Pier Being Designed (ft)1 (Width of pier, or enter 1 ft for analyzing unit width)7 0.875 0.60
Total Wall Thickness (in)9.25 8 1.000 0.79
Depth of Reveal (in)0.75 65 9 1.128 1.00
Structural Thickness (in)8.50 = Total Thk - Reveal Depth 10 1.270 1.27
(1) or (2) Layers of Reinf?2 OK 11 1.410 1.56
Vert Rebar Size 5 0.31 in2 0.625 in
Vert Rebar o.c. Spacing (in)3.667 OK
As per foot (in2/ft)1.00 (This is the area of tension steel only)
Total As in Pier (in2)1.00 (This is the area of tension steel only)
Number of Bars within Pier (Ea Face)3.27 ACI Min Cover Reqments:
Are You Providing Confinement Reinf?YES #5 & Smaller - 1 1/2"
Confinement Rebar Size 3 0.375 in #6 & Larger - 2"
Conc Cover at Ext Side of Wall Exp to Weather/Earth (in)1.5 #11 & Smaller = 3/4"
Conc Cover at Int Side of Wall Not Exp to Weather/Earth (in)1
Min Depth to Tension Rebar = d (in)6.3 (w/ 2 layers of rebar, d = Struc Width - Max Cover - Confine f - 1/2 Vert f)
Min Vertical Steel Ratio -rv min 0.0025 (rv min may be reduced if the shear force is low. See ACI 21.7.2)
Actual Vertical Steel Ratio -rv 0.0181 OK Based on total wall thk not struc thk = (Rebar A * # Layers / Spacing) / (Total Thk)
Min Tensile Flexural Reinf 1 = As min 1 (in2/ft)0.27 OK
Min Tensile Flexural Reinf 2 = As min 2 (in2/ft)0.25 OK
r 0.0133 = As per ft / (12 * d)
rmax = 0.6 rb = 0.6 * 0.85 *b1 * fc / fy * 87000 / (87000 + fy)0.0201 OK
Ec (psi) 4030509 = 57000 * sqrt (f'c)
Es (psi) 29000000
n 7.2 = Es / Ec Mu (lb-in) = Mua / (1 - (5 * Pu * Lc
l w (in)12 = 12"
Ag (in2/ft)102 = Struc Thk * 12
0.06 f'c (psi)300
l c (in)420 = Wall Ht * 12
b1 0.8
Ig (in4/ft)614 = 1/12 * 12 * Struc Thk3
fr (psi)530 = 7.5 * sqrt (f'c)
yt (in)4.25 = Struc Thk / 2
Mcr (lb-in)76633 = fr * Ig / yt
l c / 150 (in)2.8
OK
Job Name =IRG Greenline
Job Number =2180307.2
Wall Type =49
Wall Description =9' 6" window-spandrel
Not Exposed to Weather:
Exposed to Weather:
Pier Width = bw
d
d
Vert Spcg
Struc
Thk
Per ACI 14.3.6 lateral
ties need not be
provided where vert reinf
is not req'd as
compression reinf. Thus
walls designed using this
method do not need to
have confinement steel.
But in many cases is still
advisable, particularly
with 2 layers of rebar.
Verify "d" with
hand calcs also
The width of the pier doesn't affect the structural
design since loads are input per linear foot. Pier
width is for your reference so you can track your
calculations. This does calculate the actual number
of bars required within the pier width you input.
*ASCE 7-10
IBC-2015 12.4.2.3
D 1.4 1.2 1.2 1.2 1.2 1.3706 0.9 0.7294
S 0 0.5 1.6 1.6 0.5 0.7 0 0
Lr 0 0 0 0 0 0 0 0
L 0 1.6 0.5 0 0.5 0.5 0 0
H 0 1.6 0 0 0 0 1.6 1.6
E 0 0 0 0 0 1.0 0 1.0
W 0 0 0 0.5 1 0 1 0
Factored Axial Load at Mid Ht = Pu (lb/ft) 15637 14937 18312 18312 14937 17457 10053 8147
Factored Applied Moment at Mid Ht = Mua (lb-in/ft) 20969 25216 41149 85061 113039 164243 101304 144500
Pu / Ag (psi)153 146 180 180 146 171 99 80
Vert Stress at Mid-Ht Wall ok? Pu / Ag < 0.06 f'c?OK OK OK OK OK OK OK OK OK
Ase (in2) = (Pu(h/2d) + As*fy) / fy 1.18 1.17 1.21 1.21 1.17 1.20 1.12 1.10
a (in) =(Ase*fy) / (0.85*fc*lw)1.39 1.38 1.42 1.42 1.38 1.41 1.31 1.29
CU = C ULTIMATE = a /b1 1.73 1.72 1.78 1.78 1.72 1.76 1.64 1.61
Icr U (in4) = Icr ULTIMATE = n*Ase*(d-CU)2 + 1/3*l w*CU3 198.73 198.02 201.39 201.39 198.02 200.54 192.97 190.94
Mu (lb-in) = Mua / (1 - (5 * Pu * Lc2)/(0.75 * 48 * Ec * Icr)) =40195 46570 92001 190179 208764 348801 148246 195101
Mn (lb-in) = Ase * fy * (d - a/2) 397616 395293 406454 406454 395293 403633 378959 372530
Cu / d 0.27 0.27 0.28 0.28 0.27 0.28 0.26 0.26
f = 0.23 + 0.25 /(Cu / d)0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
fMn (lb-in)357854 355764 365809 365809 355764 363270 341063 335277
fMn > Mcr ?OK OK OK OK OK OK OK OK OK
Mu /fMn 11%13%25%52%59%96%43%58%POSITIVE
fMn > Mu ?OK OK OK OK OK OK OK OK OK
Job Name =IRG Greenline
Job Number =2E+06
Wall Type =49
Wall Description =9' 6" window-spandrel
D 1 1 1 1 1 1
S 1 0 0 0.5 1 1
Lr 0 0 0 0 0 0
L 1 1 1 1 1 1
H 1 1 1 1 1 1
E 0 0 0.70 0 0 0.70
W 0 0.6 0 0.6 0.3 0
Axial Load at Mid Ht = Ps (lb/ft) 14238 11169 11169 12704 14238 14238
Applied Moment at Mid Ht = Msa (lb-in/ft) 29463 67672 108481 74914 55810 122965
Ase (in2) = (Ps + As*fy) / fy 1.24 1.19 1.19 1.22 1.24 1.24
k = Sqrt ((n*p)2 + 2*n*p) - n*p 0.352 0.352 0.352 0.352 0.352 0.352
CE = C ELASTIC = k * d 2.22 2.22 2.22 2.22 2.22 2.22
Icr E (in4) = Icr ELASTIC = n*Ase*(d-CE)2 + 1/3*l w*CE3 193.35 187.19 187.19 190.27 193.35 193.35
M1 = Msa (lb-in) 29463 67672 108481 74914 55810 122965
Ie1 (in4) = { (Mcr / M)3 * Ig + (1-(Mcr / M)3) * Icr E } < Ig 614 614 338 614 614 295
M2 (lb-in) = Msa / (1 - (5 * Ps * Lc2) / (48 * Ec * Ie1))32945 73791 127743 82715 62406 157624
Ie2 (in4)614 614 279 527 614 242
M3 (lb-in) 32945 73791 132662 84157 62406 168111
Ie3 (in4)614 614 269 510 614 233
M4 (lb-in) 32945 73791 133755 84505 62406 170390
Ie4 (in4)614 614 267 506 614 232
M5 (lb-in) 32945 73791 133989 84589 62406 170839
Ie5 (in4)614 614 267 505 614 231
M6 (lb-in) 32945 73791 134038 84610 62406 170926
Ie6 (in4)614 614 267 505 614 231
M7 (lb-in) 32945 73791 134049 84615 62406 170943
Ie7 (in4)614 614 267 505 614 231
l c / 150 (in)2.8 2.8 2.8 2.8 2.8 2.8
Ds (in) = (5 * M7 * Lc2) / (48 * Ec * Ie7)0.24 0.55 2.29 0.76 0.46 E+S is N/A
OK OK OK OK OK OK OKA=D+L+(LrorS)A=D+L+.6WU=1.4DU=1.2D+1.6(L+H)+0.5(LrorS)U=1.2D+1.6(LrorS)+f1LA=D+L+0.7EA=D+L+.6W+S/2A=D+L+S+.3WA=D+L+S+.7EU=1.2D+W+f1L+0.5(LrorS)U=(1.2+0.2Sds)D+1.0E+f1L+f2SU=1.2D+1.6(LrorS)+0.5WU=(0.9-0.2Sds)D+1.0E+1.6HU=0.9D+W+1.6HLoad
Combo
16-4
Load
Combo
16-6
Load
Combo
16-7*
Load
Combo
16-1
Load
Combo
16-2
Load
Combo
16-3(a)
Load
Combo
16-3(b)
Load
Combo
16-5*
Job Name =
Job Number =
Wall Type =
Wall Description =
Wall Ht =35 ft Wall Weight at Mid Height
b =20 ft Wt of Concrete=150 pcf
c =23 ft Wall Thickness=9.25 in.
e =3.00 ft Concentric Load=7901 plf
d =12 ft Seismic Fp=.4Sd*=0.3412 Wp
a =10 ft
a = b/2
Roof Weight
Joist Span=60 feet
Dead Load=12 psf
d Snow Load=25 psf
Live Roof =12 psf
Live Floor=0 psf
eccentricity 6 inch
equiv DL =1560 plf
equiv SL =3250 plf
c equiv Lr =1560 plf
equiv LL =0 plf
b e
P wind =21.9 psf
P seismic =39.5 psf
P wind equiv =94.9 psf
P seismic equiv =81.9 psf
Equivalent Wind and Seismic Load
IRG Greenline
2180307.2
52
spandrel Opening
Page 1
Description Panel 52 Equivalent Moments
Multi-Span Steel BeamRev: 580010
User: KW-0602298, Ver 5.8.0, 15-Jun-2007
(c)1983-2007 ENERCALC Engineering Software 2180307_irg.ecw:Calculations
Scope :
Title :Job #
Description :
Dsgnr:Date:11:03AM, 8 AUG 18
General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000
Fy - Yield Stress
Spans Considered Continuous Over Supports
36.00 ksi Load Duration Factor 1.00
Span Information
SeismicDescription Wind wind wind
Span ft 3.00 35.00 3.00 35.00 5.00
Steel Section W8X24 W8X24 W8X24 W8X24 W8X24
Pin-Pin Pin-Pin Pin-Pin Pin-Pin Pin-Free
0.00ft 0.00 0.00 0.00 0.00Unbraced Length
End Fixity
Loads
Live Load Used This Span ?Yes Yes Yes Yes Yes
0.082 0.082 0.095 0.095 -0.022Dead Load k/ft
Live Load k/ft
Results
0.00 7.44 0.00 8.74 0.00Mmax @ Cntr k-ft
@ X =ft 0.00 21.47 0.00 21.70 0.00
Max @ Left End 0.00 -11.57 0.00 -13.53 0.27k-ft
Max @ Right End -11.57 0.00 -13.53 0.27 0.00k-ft
fb : Actual 6,657.9 6,657.9 7,786.3 7,786.3 158.2
Fb : Allowable psi 23,760.0 23,760.0 23,760.0 23,760.0 23,760.0
Bending OK Bending OK Bending OK
908.8fv : Actual 2,048.8 56.6 2,395.3 1,058.8
14,400.0
psi
14,400.0 14,400.0Fv : Allowable 14,400.0 14,400.0psi
Bending OK Bending OK
psi
Reactions & Deflections
3.73 1.77 4.37 2.06 0.11Shear @ Left k
Shear @ Right k 3.98 1.10 4.65 1.27 0.00
Reactions...
DL @ Left k
-3.73 5.75 -4.37 6.71 1.16
LL @ Left k
0.00 0.00 0.00 0.00 0.00
Total @ Left
DL @ Right
LL @ Right
Total @ Right
k
-3.73 5.75 -4.37 6.71 1.16
k
5.75 1.10 6.71 1.16 0.00
k
0.00 0.00 0.00 0.00 0.00
k
5.75 1.10 6.71 1.16 0.00
Max. Deflection in
0.005 -0.531 0.006 -0.624 0.343
@ X =ft
1.74 19.83 1.74 19.83 5.00
Span/Deflection Ratio
7,573.6 791.5 6,475.3 673.3 350.2
Query Values
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Locationft
Shear k 3.73 1.77 0.00 4.37 2.06 0.11 0.00 0.00
Moment 0.00 -11.57 0.00 0.00 -13.53 0.27 0.00 0.00k-ft
0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000Max. Deflection in
Alternate Concrete Slender Wall Design (ACI 318-11 Sect 11.8)
Job Name =
Job Number = 2180307.20
Wall Type =52
Wall Description =
35
38
9.25
0.75
8.5
3.00
D = Dead Load 5000
S = Snow Load (2) Layer
Lr = Roof Live Load #5 Rebar @
L = Occupancy Live Load 5'' o.c.
H = Soil Load L / 777
E = Seismic Load (Ultimate)76%
W = Wind Load
Applied Loads
S
NO
YES
YES
0.853
f 1 =0.5
f 2 =0.7
Uniform Concentric Applied Loads (W C)
Dead - D (plf)7901 (tributary wall weight at midheight)
Snow - S (plf)0
Roof Live - Lr (plf)0
Occupancy Live - L (plf)0
Soil - H (plf)0
Uniform Eccentric Applied Loads (W E)
Eccentricity (in)6
Dead - D (plf)1560 D =780 D =390
Snow - S (plf)3250 S =1625 S =813
Roof Live - Lr (plf)1560 Lr =780 Lr =390
Occupancy Live - L (plf)0 L =0 L =0
Soil - H (plf)0 H =0 H =0
Uniform Moments Applied (MTOP)(MBOT)
Dead - D (lb-ft/ft)0 0 D =0
Snow - S (lb-ft/ft)0 0 S =0
Roof Live - Lr (lb-ft/ft)0 0 Lr =0
Occupancy Live - L (lb-ft/ft)0 0 L =0
Soil - H (lb-ft/ft)0 0 H =0
Seismic (Ultimate) - E (lb-ft/ft)0 -11600 E =-5800
Wind - W (lb-ft/ft)0 -13500 W =-6750
Equivalent Uniform Lateral Applied Loads (P)
Seismic (Ultimate) - E (psf)81.9 E =12541
Wind - W (psf)94.9 W =14532
Total Uniform Axial Load at Mid-Height of Wall Total Uniform Moment at Mid-Height of Wall
Dead - D (plf)11831 Dead - D (lb-ft/ft)390
Snow - S (plf)3250 Snow - S (lb-ft/ft)813
Roof Live - Lr (plf)1560 Roof Live - Lr (lb-ft/ft)390
Occupancy Live - L (plf)0 Occupancy Live - L (lb-ft/ft)0
Soil - H (plf)0 Soil - H (lb-ft/ft)0
Seismic (Ultimate) - E (lb-ft/ft)6741
Wind - W (lb-ft/ft)7782
Is the design snow load less than or equal to 30 psf?
Wall Ht Btwn Supports (ft)
Total Wall Ht w/ Parapet (ft)
Total Wall Thickness (in)
spandrel Opening
DESIGN SUMMARY
Reveal Depth (in)
Structural Thickness (in)
IRG Greenline
Pier Width (ft)
Output
Number of Bars Ea Face (or at
Center) of Pier
Concrete Strength (psi)
Hand Input
Potential Hand Input
Moment @ Mid-Ht (lb-ft/ft) = 1/8
PL2
Moment @ Mid-Ht (lb-ft/ft) = 1/2
(MTOP + MBOT)
Moment at Top (lb-ft/ft) = WE * e Moment at Mid-Ht (lb-ft/ft) = 1/2
MTOP
Seismic: Sds
What is the controlling type of roof load? Snow or Roof Live Load? (Enter "S" or "Lr")
Are you applying occupancy live loads for places of public assembly, or live loads in excess of 100 psf, or parking garage
live loads? (YES:f 1 = 1.0, NO:f 1 = 0.5)
Do you have a roof config that prevents snow from shedding off the structure? (YES:f 2 = 0.7, NO:f 2 = 0.2)
OK
8.00
Reinforcement
Max Deflection
% of Flexural Capacity
The uniform moments applied to
the top and bottom of the wall
can be used to model loads from
a wall above or below, or to
model lateral parapet forces.
Enter positive numbers to
increase the moment induced at
the mid-height of the wall being
designed and negative numbers
to reduce the moment.
Note that these totals represent the unfactored forces at the mid-height of the wall including the self wt of the wall (this spreadsheet
automatically calcs wall self wt). P-D effects have not been accounted for. These forces can be overridden by entering your own mid-height
axial loads and moments determined from hand calculations. You will still have to enter information describing the loads so that the proper f1,
f2 and f3 load factors are properly applied. Remember to enter the loads unfactored and include the self-weight of the section of wall being
analyzed.
Note that soil forces are not allowed to counteract wind or seismic forces. In addition, soil forces
that counteract other forces are not allowed to be factored and should be accounted for in hand
See ACI 11.8.2 for
distribution of
concentrated forces
e
C of
structural
thickness
WE
WC
L
MT
MB
P
If you need to make modifications
to any other part of the
spreadsheet besides the yellow
cells the password is "save"
MB
Wall Parameters
Wall Height Between Supports (ft)35 (Not including parapet)
Parapet Height (ft)3 (This is used to calc the self-weight of the wall only)Rebar Dia (in)A (in2)
Total Wall Height (ft)38 3 0.375 0.11
Concrete Strength f'c (psi)5000 4 0.500 0.20
Concrete Unit Weight (pcf)150 5 0.625 0.31
Rebar Yield Stress fy (psi)60000 6 0.750 0.44
Width of Pier Being Designed (ft)1 (Width of pier, or enter 1 ft for analyzing unit width)7 0.875 0.60
Total Wall Thickness (in)9.25 8 1.000 0.79
Depth of Reveal (in)0.75 65 9 1.128 1.00
Structural Thickness (in)8.50 = Total Thk - Reveal Depth 10 1.270 1.27
(1) or (2) Layers of Reinf?2 OK 11 1.410 1.56
Vert Rebar Size 5 0.31 in2 0.625 in
Vert Rebar o.c. Spacing (in)4.5 OK
As per foot (in2/ft)0.82 (This is the area of tension steel only)
Total As in Pier (in2)0.82 (This is the area of tension steel only)
Number of Bars within Pier (Ea Face)2.67 ACI Min Cover Reqments:
Are You Providing Confinement Reinf?YES #5 & Smaller - 1 1/2"
Confinement Rebar Size 3 0.375 in #6 & Larger - 2"
Conc Cover at Ext Side of Wall Exp to Weather/Earth (in)1.5 #11 & Smaller = 3/4"
Conc Cover at Int Side of Wall Not Exp to Weather/Earth (in)1
Min Depth to Tension Rebar = d (in)6.3 (w/ 2 layers of rebar, d = Struc Width - Max Cover - Confine f - 1/2 Vert f)
Min Vertical Steel Ratio -rv min 0.0025 (rv min may be reduced if the shear force is low. See ACI 21.7.2)
Actual Vertical Steel Ratio -rv 0.0147 OK Based on total wall thk not struc thk = (Rebar A * # Layers / Spacing) / (Total Thk)
Min Tensile Flexural Reinf 1 = As min 1 (in2/ft)0.27 OK
Min Tensile Flexural Reinf 2 = As min 2 (in2/ft)0.25 OK
r 0.0108 = As per ft / (12 * d)
rmax = 0.6 rb = 0.6 * 0.85 *b1 * fc / fy * 87000 / (87000 + fy)0.0201 OK
Ec (psi) 4030509 = 57000 * sqrt (f'c)
Es (psi) 29000000
n 7.2 = Es / Ec Mu (lb-in) = Mua / (1 - (5 * Pu * Lc
l w (in)12 = 12"
Ag (in2/ft)102 = Struc Thk * 12
0.06 f'c (psi)300
l c (in)420 = Wall Ht * 12
b1 0.8
Ig (in4/ft)614 = 1/12 * 12 * Struc Thk3
fr (psi)530 = 7.5 * sqrt (f'c)
yt (in)4.25 = Struc Thk / 2
Mcr (lb-in)76633 = fr * Ig / yt
l c / 150 (in)2.8
OK
Job Name =IRG Greenline
Job Number =2180307.2
Wall Type =52
Wall Description =spandrel Opening
Not Exposed to Weather:
Exposed to Weather:
Pier Width = bw
d
d
Vert Spcg
Struc
Thk
Per ACI 14.3.6 lateral
ties need not be
provided where vert reinf
is not req'd as
compression reinf. Thus
walls designed using this
method do not need to
have confinement steel.
But in many cases is still
advisable, particularly
with 2 layers of rebar.
Verify "d" with
hand calcs also
The width of the pier doesn't affect the structural
design since loads are input per linear foot. Pier
width is for your reference so you can track your
calculations. This does calculate the actual number
of bars required within the pier width you input.
*ASCE 7-10
IBC-2015 12.4.2.3
D 1.4 1.2 1.2 1.2 1.2 1.3706 0.9 0.7294
S 0 0.5 1.6 1.6 0.5 0.7 0 0
Lr 0 0 0 0 0 0 0 0
L 0 1.6 0.5 0 0.5 0.5 0 0
H 0 1.6 0 0 0 0 1.6 1.6
E 0 0 0 0 0 1.0 0 1.0
W 0 0 0 0.5 1 0 1 0
Factored Axial Load at Mid Ht = Pu (lb/ft) 16564 15823 19398 19398 15823 18491 10648 8630
Factored Applied Moment at Mid Ht = Mua (lb-in/ft)6552 10491 21216 67905 103870 94134 97591 84309
Pu / Ag (psi)162 155 190 190 155 181 104 85
Vert Stress at Mid-Ht Wall ok? Pu / Ag < 0.06 f'c?OK OK OK OK OK OK OK OK OK
Ase (in2) = (Pu(h/2d) + As*fy) / fy 1.00 1.00 1.04 1.04 1.00 1.03 0.94 0.91
a (in) =(Ase*fy) / (0.85*fc*lw)1.18 1.17 1.22 1.22 1.17 1.21 1.10 1.08
CU = C ULTIMATE = a /b1 1.48 1.46 1.52 1.52 1.46 1.51 1.38 1.35
Icr U (in4) = Icr ULTIMATE = n*Ase*(d-CU)2 + 1/3*l w*CU3 181.82 180.95 185.08 185.08 180.95 184.05 174.70 172.16
Mu (lb-in) = Mua / (1 - (5 * Pu * Lc2)/(0.75 * 48 * Ec * Icr)) =14683 22394 58460 187111 221718 241814 155032 121256
Mn (lb-in) = Ase * fy * (d - a/2) 344685 342122 354439 354439 342122 351326 324092 316995
Cu / d 0.23 0.23 0.24 0.24 0.23 0.24 0.22 0.21
f = 0.23 + 0.25 /(Cu / d)0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
fMn (lb-in)310217 307910 318995 318995 307910 316194 291683 285295
fMn > Mcr ?OK OK OK OK OK OK OK OK OK
Mu /fMn 5%7%18%59%72%76%53%43%POSITIVE
fMn > Mu ?OK OK OK OK OK OK OK OK OK
Job Name =IRG Greenline
Job Number =2E+06
Wall Type =52
Wall Description =spandrel Opening
D 1 1 1 1 1 1
S 1 0 0 0.5 1 1
Lr 0 0 0 0 0 0
L 1 1 1 1 1 1
H 1 1 1 1 1 1
E 0 0 0.70 0 0 0.70
W 0 0.6 0 0.6 0.3 0
Axial Load at Mid Ht = Ps (lb/ft) 15081 11831 11831 13456 15081 15081
Applied Moment at Mid Ht = Msa (lb-in/ft) 14430 60707 61307 65582 42444 71057
Ase (in2) = (Ps + As*fy) / fy 1.07 1.02 1.02 1.04 1.07 1.07
k = Sqrt ((n*p)2 + 2*n*p) - n*p 0.324 0.324 0.324 0.324 0.324 0.324
CE = C ELASTIC = k * d 2.05 2.05 2.05 2.05 2.05 2.05
Icr E (in4) = Icr ELASTIC = n*Ase*(d-CE)2 + 1/3*l w*CE3 174.33 167.24 167.24 170.79 174.33 174.33
M1 = Msa (lb-in) 14430 60707 61307 65582 42444 71057
Ie1 (in4) = { (Mcr / M)3 * Ig + (1-(Mcr / M)3) * Icr E } < Ig 614 614 614 614 614 614
M2 (lb-in) = Msa / (1 - (5 * Ps * Lc2) / (48 * Ec * Ie1))16249 66553 67210 72861 47795 80015
Ie2 (in4)614 614 614 614 614 561
M3 (lb-in) 16249 66553 67210 72861 47795 80988
Ie3 (in4)614 614 614 614 614 547
M4 (lb-in) 16249 66553 67210 72861 47795 81274
Ie4 (in4)614 614 614 614 614 543
M5 (lb-in) 16249 66553 67210 72861 47795 81358
Ie5 (in4)614 614 614 614 614 542
M6 (lb-in) 16249 66553 67210 72861 47795 81383
Ie6 (in4)614 614 614 614 614 542
M7 (lb-in) 16249 66553 67210 72861 47795 81390
Ie7 (in4)614 614 614 614 614 541
l c / 150 (in)2.8 2.8 2.8 2.8 2.8 2.8
Ds (in) = (5 * M7 * Lc2) / (48 * Ec * Ie7)0.12 0.49 0.50 0.54 0.35 E+S is N/A
OK OK OK OK OK OK OKA=D+L+(LrorS)A=D+L+.6WU=1.4DU=1.2D+1.6(L+H)+0.5(LrorS)U=1.2D+1.6(LrorS)+f1LA=D+L+0.7EA=D+L+.6W+S/2A=D+L+S+.3WA=D+L+S+.7EU=1.2D+W+f1L+0.5(LrorS)U=(1.2+0.2Sds)D+1.0E+f1L+f2SU=1.2D+1.6(LrorS)+0.5WU=(0.9-0.2Sds)D+1.0E+1.6HU=0.9D+W+1.6HLoad
Combo
16-4
Load
Combo
16-6
Load
Combo
16-7*
Load
Combo
16-1
Load
Combo
16-2
Load
Combo
16-3(a)
Load
Combo
16-3(b)
Load
Combo
16-5*