6-4-CR27029-27242490 Approved Structural Calculations.pdf

2 4 1 6 2

Designing For the Future Since 1983TM

McNeil Engineering Structural L.C.

8610 South Sandy Parkway – Suite 200

Sandy, UT 84070 Ph: 801-255-7700 fax: 801-255-8071

Structural Calculations

For Department of Veteran Affairs

Veterans Cemetery Committal

Camp Williams, UT

Prepared by: Matthew Roblez, S.E.

July 16, 2026

McNeil Engineering assumes responsibility only for the items addressed herein and does not assume responsibility for the remainder of the structure. No site observations are scheduled to verify the understanding of the contractor or the proper installation of the items addressed.

These calculations have been authorized for use at the property shown above. No provisions have been made for the re-use of these calculations on any other property.

IMPORTANT

If the seal is not in red or green ink and the signature is not in red or blue ink, then this is an unauthorized copy and is to be rejected as unsanctioned and unusable.

07/17/2026 twpeterson Stamp

ASCE Hazards Report Address:

1711 S Camp Williams Rd Riverton, Utah 84065

Standard: ASCE/SEI 7-22 Latitude: 40.45324

Risk Category: II Longitude: -111.937618

Soil Class: D - Stiff Soil Elevation: 4690.891125620322 ft

(NAVD 88)

Wind

Results:

Wind Speed 103 Vmph

10-year MRI 73 Vmph

25-year MRI 79 Vmph

50-year MRI 84 Vmph

100-year MRI 89 Vmph

300-year MRI 97 Vmph

700-year MRI 103 Vmph

1,700-year MRI 109 Vmph

3,000-year MRI 113 Vmph

10,000-year MRI 122 Vmph

100,000-year MRI 139 Vmph

1,000,000-year MRI 155 Vmph

Data Source: ASCE/SEI 7-22, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2

Date Accessed: Tue Jul 14 2026

Page 1 of 5https://ascehazardtool.org/ Tue Jul 14 2026 https://ascehazardtool.org/

Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-22 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Values for 10-year MRI, 25-year MRI, 50-year MRI and 100-year MRI are Service Level wind speeds, all other wind speeds are Ultimate wind speeds.

Site is not in a hurricane-prone region as defined in ASCE/SEI 7-22 Section 26.2.

Page 2 of 5https://ascehazardtool.org/ Tue Jul 14 2026

PGA M : 0.59

SMS : 1.45

SM1 : 1.06

SDS : 0.97

SD1 : 0.71

TL : 8

SS : 1.42

S1 : 0.46

VS30 : 260

Seismic Design Category: D

Multi-Period Design Spectrum

S (g) vs T(s)a

Multi-Period MCE SpectrumR

S (g) vs T(s)a

Two-Period Design Spectrum

S (g) vs T(s)a

Two-Period MCE SpectrumR

S (g) vs T(s)a

Design Vertical Response Spectrum

Vertical ground motion data has not yet been made available by USGS.

MCE Vertical Response SpectrumR

Vertical ground motion data has not yet been made available by USGS.

Seismic

D - Stiff SoilSite Soil Class:

Results:

Page 3 of 5https://ascehazardtool.org/ Tue Jul 14 2026

Data Accessed: Tue Jul 14 2026

Date Source:

USGS Seismic Design Maps based on ASCE/SEI 7-22 and ASCE/SEI 7-22 Table 1.5-2. Additional data for site-specific ground motion procedures in accordance with ASCE/SEI 7-22 Ch. 21 are available from USGS.

Page 4 of 5https://ascehazardtool.org/ Tue Jul 14 2026

Snow

Results:

Ground Snow Load, p : 45 lb/ftg

20-year MRI Value: 16.04 lb/ft^2

Winter Wind Parameter: 0.35

Mapped Elevation: 4984.5 ft

Data Source: ASCE/SEI 7-22, Figures 7.6-1 and 7.6-2 A-D

Date Accessed: Tue Jul 14 2026

Values provided are ground snow loads. In areas designated "case study required," extreme local variations in ground snow loads preclude mapping at this scale. Site-specific case studies are required to establish ground snow loads at elevations not covered.

Snow load values are mapped to a 0.5 mile resolution.

This resolution can create a mismatch between the mapped elevation and the site-specific elevation in topographically complex areas. Engineers should consult the local authority having jurisdiction in locations where the reported ‘elevation’ and ‘mapped elevation’ differ significantly from each other.

Ground Snow Loads for IRC only, p :g(asd) 31.5 lb/ft

The ASCE Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE.

ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE standard.

In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE Hazard Tool.

Page 5 of 5https://ascehazardtool.org/ Tue Jul 14 2026

8610 SOUTH SANDY PARKWAY - SANDY UTAH 84070

801-255-7700 - WWW.MCNEILENGINEERING.COM

7-15-26

24162MR

Veterans Cemetery Committal

Description 2024 IBC Value1

Site Class Default2 s RS - MCE ground motion (period=0.2s) 1.38g

1 RS - MCE ground motion (period=1.0s) 0.45g

DSS - design spectral acceleration (period=0.2s) 0.99g

D1S - design spectral acceleration (period=1.0s) 0.69g

MPGA - Site modified peak ground acceleration 0.62g

Values obtained from information provided by the ASCE Hazard Tool at https://ascehazardtool.org1

Default was selected based on the subsurface conditions encountered and our understanding of2 the geology in the area.

Occupancy II IBC 1604.5 Ie= 1.00 ASCE 7-22 Table 11.5-1 R= 2.5 Response Modification Coefficient ASCE 7-16 Table 12.2-1

Site Class: D IBC 1613.5.2 Default Value Ss= 1.38 S1= 0.45

CT= 0.02 Building period coeff per ASCE 7-16 Table 12.8-2 x= 0.75 Building period coeff per ASCE 7-16 Table 12.8-2 hn= 25 Height of building (ft) as per ASCE 7-16 12.8.2.1

SDS= 0.99 ASCE 7-16 EQ 11.4-3

SD1= 0.69 ASCE 7-16 EQ 11.4-4

Ta= 0.22 ASCE 7-16 EQ 12.8-7

SDC= D Seismic Design Category per IBC Table 1613.5.6(1) and 1613.5.6(2)

CS= 0.396 ASCE 7-22 EQ 12.8-2 (Cs=SDS/(R/I))

CS= 1.234 ASCE 7-22 EQ 12.8-3 (CS=SD1/T*(R/I))

CS= 0.010 ASCE 7-22 EQ 12.8-5

Base Shear Coefficient

CS= 0.396 Ultimate CS= 0.277 Service

Seismic Analysis 2024 IBC/ ASCE 7-22

7-15-26

24162MR

Veterans Cemetery Committal

ROOF AREA = 1300 SF

ROOF DEAD LOAD = 15 PSF

SEISMIC W = 1300 X 15 = 19.5 K

V BASE = 0.277 X 19.5 = 5.26 K

SEISMIC PSF FOR RISA AREA LOADING = 5.26/1300 SF = 4.05

PSF

WIND GOVERNS - SEE NEXT SHEETS

7-15-26

24162MR

Veterans Cemetery Committal

Project Veterans Cemetery Committal

Location 0

Basic wind speed 105 mph

Exposure C

Mean roof height 16 ft

Roof angle 27 deg

Load case 1 qh 20.64366006 psf

GCpi 0.18

Edge dimension a 3 ft

Surface GCpf External Governing + Governing − Final + Final − Design range Zone type

1 0.54 11.11 8.90 4.44 10.00 -10.00 +10.0 / -10.0 Interior surface

2 -0.44 -9.04 -3.20 -7.65 10.00 -10.00 +10.0 / -10.0 Interior surface

3 -0.47 -9.62 -3.54 -8.00 10.00 -10.00 +10.0 / -10.0 Interior surface

4 -0.41 -8.53 -2.89 -7.35 10.00 -10.00 +10.0 / -10.0 Interior surface

5 Interior surface

6 Interior surface

1E 0.77 15.88 11.76 7.30 11.76 -10.00 +11.8 / -10.0 Edge zone

2E -0.69 -14.34 -6.38 -10.84 10.00 -10.84 +10.0 / -10.8 Edge zone

3E -0.65 -13.32 -5.76 -10.22 10.00 -10.22 +10.0 / -10.2 Edge zone

4E -0.60 -12.29 -5.14 -9.60 10.00 -10.00 +10.0 / -10.0 Edge zone

5E Edge zone

6E Edge zone

WIND DESIGN SUMMARY — ASCE 7-22 FIGURE 28.3-1

Final Design Pressures (psf)

MCNEIL ENGINEERING

MATTHEW ROBLEZ, S.E.

24162

Veterans Cemetery Committal SK-1 Jul 15, 2026 at 03:05 PM 24162 - PAVILLION.r3d

24162

Veterans Cemetery Committal SK-3 Jul 15, 2026 at 03:09 PM 24162 - PAVILLION.r3d

24162

Veterans Cemetery Committal SK-1 Jul 16, 2026 at 08:00 AM 24162 - PAVILLION.r3d

THESE ARE RIGID

ELEMENTS PLACED

IN THE MODEL SO

THAT THE AREA

LOADS WOULD

DISTRIBUTE

PROPERLY

7-15-26

24162MR

Veterans Cemetery Committal

Company Designer Job Number Model Name

MCNEIL ENGINEERING

MATTHEW ROBLEZ, S.E.

24162 Veterans Cemetery Committal

Checked By : __________

7/16/2026

8:03:07 AM

Node Displacements LC Node Label X [in] Y [in] Z [in] X Rotation [rad] Y Rotation [rad] Z Rotation [rad]LC Node Label X [in] Y [in] Z [in] X Rotation [rad] Y Rotation [rad] Z Rotation [rad]

1 3 N1 0.64 0.011 0.016 1.079e-4 -3.883e-3 1.181e-4 2 3 N2 0.563 0.009 0.016 1.007e-4 -3.891e-3 1.609e-4 3 3 N3 0.244 0.004 0.016 4.734e-5 -3.899e-3 8.806e-5 4 3 N4 -0.082 -0.002 0.016 6.69e-5 -3.933e-3 -6.967e-5 5 3 N13 -0.408 -0.007 0.017 6.496e-5 -3.94e-3 -3.359e-4 6 3 N5 -0.734 -0.012 0.017 3.52e-5 -3.929e-3 -3.442e-4 7 3 N6 -1.061 -0.016 0.017 7.281e-5 -3.958e-3 -6.881e-4 8 3 N7 -1.387 -0.024 0.017 1.239e-4 -3.848e-3 -4.606e-4 9 3 N8 -1.714 -0.032 0.017 5.022e-5 -3.906e-3 5.991e-6

10 3 N9 -1.784 -0.033 0.017 7.447e-5 -3.886e-3 7.777e-5 11 3 N19 0.334 -0.002 -0.5 7.455e-5 -3.885e-3 7.78e-5 12 3 N10 0.247 -0.001 -0.5 -6.882e-4 -4.029e-3 -1.454e-4 13 3 N11 -0.078 -0.01 -0.5 3.264e-4 -3.832e-3 9.192e-5 14 3 N12 -0.41 -0.002 -0.5 -9.451e-4 -4.095e-3 8.363e-4 15 3 N14 -0.732 -0.018 -0.5 3.666e-4 -3.828e-3 3.109e-4 16 3 N15 -1.067 -0.002 -0.5 -9.489e-4 -4.096e-3 1.849e-3 17 3 N16 -1.385 -0.031 -0.5 6.026e-4 -3.737e-3 3.066e-4 18 3 N17 0.335 0.018 0.525 7.426e-5 -3.887e-3 7.791e-5 19 3 N20 0.25 0.016 0.525 2.412e-5 -3.889e-3 1.237e-4 20 3 N32 -0.035 0.002 0.525 1.06e-3 -3.947e-3 3.859e-4 21 3 N21 -0.083 -0.004 0.525 2.349e-4 -3.921e-3 5.719e-4 22 3 N22 -0.406 -0.001 0.524 1.003e-3 -4.068e-3 6.974e-4 23 3 N23 -0.731 -0.006 0.524 -3.481e-4 -3.791e-3 2.734e-4 24 3 N24 -1.055 -0.005 0.524 1.094e-3 -4.103e-3 1.225e-3 25 3 N25 -1.385 -0.021 0.525 -1.311e-4 -3.854e-3 3.52e-4 26 3 N26 0 0 0 -5.584e-3 -4.029e-3 -2.856e-3 27 3 N27 0 0 0 -5.453e-3 -4.095e-3 4.439e-3 28 3 N28 0 0 0 -5.451e-3 -4.096e-3 1.173e-2 29 3 N29 0 0 0 5.688e-3 -3.947e-3 2.284e-4 30 3 N30 0 0 0 5.715e-3 -4.068e-3 4.458e-3 31 3 N31 0 0 0 5.67e-3 -4.103e-3 1.189e-2 32 3 N33 0.25 -0.006 -0.618 7.455e-5 -3.885e-3 7.78e-5 33 3 N34 -0.077 -0.013 -0.618 7.456e-5 -3.885e-3 7.782e-5 34 3 N35 -0.403 -0.019 -0.618 7.458e-5 -3.885e-3 7.783e-5 35 3 N36 -0.729 -0.025 -0.618 7.46e-5 -3.885e-3 7.784e-5 36 3 N37 -1.056 -0.031 -0.618 7.461e-5 -3.885e-3 7.783e-5 37 3 N38 -1.382 -0.038 -0.618 7.462e-5 -3.886e-3 7.781e-5 38 3 N39 0.25 0.019 0.641 7.426e-5 -3.887e-3 7.791e-5 39 3 N40 -0.076 0.012 0.641 7.427e-5 -3.887e-3 7.79e-5 40 3 N41 -0.403 0.006 0.641 7.43e-5 -3.887e-3 7.788e-5 41 3 N42 -0.729 0 0.641 7.435e-5 -3.886e-3 7.786e-5 42 3 N43 -1.056 -0.006 0.641 7.443e-5 -3.886e-3 7.784e-5 43 3 N44 -1.382 -0.013 0.641 7.449e-5 -3.886e-3 7.784e-5

MAX DISPLACEMENT AT TOP OF COLUMN = 1.067"

MAX ALLOW AT L/180 = 2 X 120"/180 = 1.33"

MAX DISPLACEMENT AT PEAK/RIDGE = 1.382"

MAX ALLOW AT L/180 = 2 X 192/180 = 2.133"

7-15-26

24162MR

Veterans Cemetery Committal

4'

FA

M

IL

Y

1'

9"

1' - 8"

ANALYZE STORAGE ROOM AS A MASONRY CHIMNEY 15-FT TALL

R = 3

'-8

4'-8"

W = 95 PSF

I = 1.0

Sds = 0.99

V = 0.99/3 X 95 PSF = 32 PSF (ULTIMATE)

V = 32 PSF X 32-FT = 1024 PLF VERTICAL (ULTIMATE)

M BASE = 1024 X 15^2/2 = 115.2 K-FT

STORAGE ROOM

7-15-26

24162MR

Veterans Cemetery Committal

M BASE = 115.2 K-FT

ASSUME 16" O.C. #5 BAR SPACING. THIS PUTS 6 BARS ON THE SIDE WITH

THE MAN DOOR

B = 152" a = 6 X 0.31 IN^2 X 60 KSI/0.85 X 1.5 KSI X 152" a = 0.6"

ULTIMATE MOMENT CAPACITY = 0.9 X 6 X 0.31 X 60 (52 - 0.3) = 432 K-FT

SERVICE OTM ON FOOTING

OTM = 115.2 K-FT

VERTICAL LOAD = 3100 X 15 = 46.5 K

SEE CLEARCALCS FOR FOOTING DESIGN

Spread Footing (IBC 2024) (version 4) Created with Calcs.com

Client:

DEPARTMENT OF VETERAN

AFFAIRS

Author: Matthew Roblez Date: Jul 15, 2026

Project: Veterans Cemetery Committal Job #: 24162

Address:

Subject:

PAVILLION FOOTING

References: IBC 2024 (ACI 318-19 and ASCE 7-22)

Soil Gross Bearing Stress

Allowable Gross Soil Bearing Stress ACI 318-19, Cl 13.3.1.1, IBC 2024, Cl 1806.2

Moment Demand about X-Axis

Factored Moment Capacity about X-Axis ACI 318-19, Cl 22.3.1.1, Cl 22.2, Cl 8.5.1.1a, Cl 14.5.2

Moment Demand about Y-Axis

Factored Moment Capacity about Y-Axis ACI 318-19, Cl 22.3.1.1, Cl 22.2, Cl 8.5.1.1a, Cl 14.5.2

One-Way Shear Demand ACI 318-19, Cl 7.4.3.2

Factored One-Way Shear Strength ACI 318-19, Cl 7.5.1.1, Cl 22.5.5.1

Two-Way Shear Demand

Two-Way Shear Capacity ACI 318-19, Table 22.6.5.2

Ultimate Bearing Load

Concrete Bearing Capacity ACI 318-19, 16.3.3.1

Development Length for X-Axis Reinforcement

ACI 318-19, Cl 25.4

Development Length for Y-Axis Reinforcement

ACI 318-19, Cl 25.4.2 (straight ends) ACI 318-19, Cl 25.4.3 (hooked ends) ACI 318-19, Cl 25.4.10 (reduction for excess reinforcement)

Uplift Safety Factor Uplift has not been found

Stability Footing in Total Compression

Summary Diagram View Direction

PASS

qs=q_s q =s 271827182718 psf\mathrm{psf}psf

78% qa=q_a q =a 350035003500 psf\mathrm{psf}psf

Mux=M_{ux} M =ux 902190219021 lb⋅ft\mathrm{lb

\cdot ft} lb ⋅ ft

16% ϕMnx=\phi M_{nx} ϕM =nx 57 31057\, 57 310 lb⋅ft\mathrm{lb \cdot ft} lb ⋅ ft

Muy=M_{uy} M =uy 902190219021 lb⋅ft\mathrm{lb

\cdot ft} lb ⋅ ft

17% ϕMny=\phi M_{ny} ϕM =ny 53 82353\, 53 823 lb⋅ft\mathrm{lb \cdot ft} lb ⋅ ft

Vu=V_{u} V =u 482948294829 lb\mathrm{lb}lb

30% ϕVn=\phi V_{n} ϕV =n 16 25916\, 16 259 lb\mathrm{lb}lb vu=v_u v =u 31.431.431.4 psi\mathrm{psi}psi

21% ϕvn=\phi v_n ϕv =n 150150150 psi\mathrm{psi}psi

Pu=P_u P =u 39

10039\, 39 100 lb\mathrm{lb}lb

6% ϕSn=\phi S_n ϕS =n 707 200707\, 707 200 lb\mathrm{lb}lb

98% ℓdx=\ell_{dx} ℓ =dx 121212 in\mathrm{in}in

98% ℓdy=\ell_{dy} ℓ =dy 121212 in\mathrm{in}in

FSu=FS_u FS =u

Status=\text{Status} Status =

X-Axis h_soil=18 in

H =14 in

B=42 in b=7 in

(4) - #5 X-Bars

(4) - #5 Y-Bars

Summary

Footing Width

Footing Length

Footing Thickness ACI 318-19, Cl 14.3.2.1

Vertical Restraints at Top of The Pile

Construction Type

Concrete Strength ACI 318-19, Cl 19.2.1.1

Concrete Weight Classification ACI 318-19, Cl 19.2.4.1

Column Type

Column Width

Column Length

Base Plate Width

Base Plate Length

X Offset of Column

Y Offset of Column

Allowable Soil Gross Bearing Capacity ACI 318-19, Cl 13.3.1.1, IBC 2024, Cl 1806.2

Depth of Soil Over Footing IBC 2024, Cl 1809.5

Unit Weight of Soil

Lateral Sliding Coefficient of Friction

B=3.5 ft

L= 3.

ft bp=1.33 ft ℓp =1

.3 ft bc=0.583 ft ℓc=0.583 ft

B=B B = 3.53.53.5 ft\mathrm{ft}ft

L=L L = 3.53.53.5 ft\mathrm{ft}ft

H=H H = 141414 in\mathrm{in}in

Unrestrained

Reinforced Concrete fc′=f'_c f =c

′ 250025002500 psi\mathrm{psi}psi

Normalweight

Generic Column with Steel Base Plate b=b b = 777 in\mathrm{in}in ℓ=\ell ℓ = 777 in\mathrm{in}in bp=b_p b =p 161616 in\mathrm{in}in ℓp=\ell_p ℓ =p 161616 in\mathrm{in}in

Xoffset=X_{offset} X =offset 000 in\mathrm{in}in

Yoffset=Y_{offset} Y =offset 000 in\mathrm{in}in qa=q_a q =a 350035003500 psf\mathrm{psf}psf hsoil=h_{soil} h =soil 1.51.51.5 ft\mathrm{ft}ft γs=\gamma_{s} γ =s 100100100 pcf\mathrm{pcf}pcf μ=\mu μ = 0.30.30.3

Footing Properties

Column Properties

Soil Properties

Concrete Cover ACI 318-19, Table 20.5.1.3.1

Reinforcement Yield Strength ACI 318-19, Table 20.2.2.4(a)

Reinforcement Coating

Bar Size

Bar Count - X-Axis Bending

Bar Count - Y-Axis Bending

Ends of Reinforcement - X-Axis

Ends of Reinforcement - Y-Axis

Bar Spacing - X-Axis Bending ACI 318-19, Cl 25.2.1, Cl 24.4.3.3

Depth to Reinforcement - Resisting X-Axis Bending

ACI 318-19, Cl 13.3.1.2

Steel Area - X-Axis Bending

Minimum Steel - X-Axis Bending ACI 318-19, Cl 8.6.1.1

Bar Spacing - Y-Axis Bending ACI 318-19, Cl 25.2.1, Cl 24.4.3.3

Depth to Reinforcement - Resisting Y-Axis Bending

Steel Area - Y-Axis Bending

Minimum Steel - Y-Axis Bending ACI 318-19, Cl 8.6.1.1

Consider Top Reinforcement?

Biaxial Moments Applied sx=11.8 in sy =1

1.

in

4 - #5 X-Axis Bars 4 - #5 Y-Axis Bars cover=\text{cover} cover = 333 in\mathrm{in}in fy=f_y f =y 60

00060\, 60 000 psi\mathrm{psi}psi

No Coating

#5 nx=n_x n =x 444 ny=n_y n =y 444

Straight

Straight sx=s_x s =x 11.811.811.8 in\mathrm{in}in dx=d_x d =x 10.710.710.7 in\mathrm{in}in

Asx=A_{sx} A =sx 1.241.241.24 in2\mathrm{in^2}in2

Asminx=A_{s\text{min} x}

A =sminx 1.061.061.06 in2\mathrm{in^2}in2 sy=s_y s =y 11.811.811.8 in\mathrm{in}in dy=d_y d =y 10.110.110.1 in\mathrm{in}in

Asy=A_{sy} A =sy 1.241.241.24 in2\mathrm{in^2}in2

Asminy=A_{s\text{min} y}

A =sminy 1.061.061.06 in2\mathrm{in^2}in2

No

Separately

Bottom Reinforcement

Bottom Reinforcement Depth & Spacing

Top Reinforcement

Applied Loads

Axial, Shear, & Moment Loads about X-axis

Label Location ( ) Axial Eccentricity ( ) Load Magnitudes

DEAD D: 0 lb, 13 000 lb, 0 lb ft

SNOW S: 23 500 lb

WIND W,up: -5100 lb

Use Reduced Companion Live Load? ASCE 7-22 2.3.1.1

Design Code for Load Combinations International Building Code (IBC) 2024

Overturning Minimum Factor of Safety

Sliding Minimum Factor of Safety

Minimum Uplift Safety Factor

V,P,M=V,P,M V ,P ,M = zzz ft\mathrm{ft}ft yyy in\mathrm{in}in V,P,MV,P,MV ,P ,M

000 000

000 000

000 000

DEAD

�D:13000 lb

SNOW

�S:23500 lb

WIND

�W,up:-5100 lb

DEAD

�D:13000 lb

SNOW

�S:23500 lb

WIND

�W,up:-5100 lb

No

FSo=FS_o FS =o 1.51.51.5

FSs=FS_s FS =s 1.51.51.5

FSu,min=FS_{u,min} FS =u,min 111

Design Criteria

Unfactored Loads about X-axis Load Type Vertical Load ( ) Shear about X-axis ( ) Moment about X-axis ( )

D

S

W,up

Unfactored Loads about Y-axis Load Type Vertical Load ( ) Shear about Y-axis ( ) Moment about Y-axis ( )

D

S

W,up

ASD Load Combinations

Load Combination Factored Axial

Load ( ) Factored X Lateral

Load ( ) Factored Y Lateral

Load ( ) Factored X Moment Load

Factored Y Moment Load

Factored Foundation

Weight ( )

1.0D

1.0D + 1.0L

1.0D + 1.0Lr

1.0D + 0.7S

1.0D + 1.0R

1.0D + 0.75L + 0.75Lr

1.0D + 0.75L + 0.525S

1.0D + 0.75L + 0.75R

1.0D + 0.6W,dn

1.0D + 0.7Ev + 0.7Eh

1.0D + 0.75L + 0.75Lr + 0.45W,dn

1.0D + 0.75L + 0.525S + 0.45W,dn

1.0D + 0.75L + 0.75R + 0.45W,dn

1.0D + 0.75L + 0.1S + 0.525Ev + 0.525Eh

0.6D + 0.6W,up

0.6D + -0.7Ev + 0.7Eh

Governing ASD Axial Load

Governing Gross ASD Bearing Pressure

Loadsx=Loads_x Loads =x

PPP lb\mathrm{lb}lb VxV_xVx lb\mathrm{lb}lb MxM_xMx lb⋅ft\mathrm{lb \cdot ft}lb ⋅ ft

00013\, 13 000 000 000

50023\, 23 500 000 000

−5100-5100−5100 000 000

Loadsy=Loads_y Loads =y

PPP lb\mathrm{lb}lb VyV_yVy lb\mathrm{lb}lb MyM_yMy lb⋅ft\mathrm{lb \cdot ft}lb ⋅ ft

00013\, 13 000 000 000

50023\, 23 500 000 000

−5100-5100−5100 000 000

LCASD=LC_{ASD}

LC =ASD

PPP lb\mathrm{lb}lb VxV_{x}Vx lb\mathrm{lb}lb VyV_{y}Vy lb\mathrm{lb}lb MxM_{x}Mx lb⋅ft\mathrm{lb \cdot ft}lb ⋅ ft MyM_{y}My lb⋅ft\mathrm{lb \cdot ft}lb ⋅ ft WfW_{f}Wf lb\mathrm{lb}lb

00013\, 13 000 000 000 000 000 384338433843

00013\, 13 000 000 000 000 000 384338433843

00013\, 13 000 000 000 000 000 384338433843

45029\, 29 450 000 000 000 000 384338433843

00013\, 13 000 000 000 000 000 384338433843

00013\, 13 000 000 000 000 000 384338433843

33825\, 25 338 000 000 000 000 384338433843

00013\, 13 000 000 000 000 000 384338433843

00013\, 13 000 000 000 000 000 384338433843

00013\, 13 000 000 000 000 000 384338433843

00013\, 13 000 000 000 000 000 384338433843

33825\, 25 338 000 000 000 000 384338433843

00013\, 13 000 000 000 000 000 384338433843

35015\, 15 350 000 000 000 000 384338433843

474047404740 000 000 000 000 230623062306

780078007800 000 000 000 000 230623062306

Ps=P_s P =s 33

29333\, 33 293 lb\mathrm{lb}lb qs=q_s q =s 271827182718 psf\mathrm{psf}psf

Total Loads

ASD Load Combinations (ASCE 7-22, Ch. 2)

Bearing & Overturning Factor of Safety

Strength Load Combinations Load Combination Factored Axial Load ( ) Factored X Moment Load ( ) Factored Y Moment Load ( ) Factored Foundation Weight ( )

1.4D

1.2D + 1.6L + 0.5Lr

1.2D + 1.6L + 0.3S

1.2D + 1.6L + 0.5R

1.2D + 1.0L + 1.6Lr

1.2D + 1.6Lr + 0.5W,dn

1.2D + 1.0L + 1.0S

1.2D + 1.0S + 0.5W,dn

1.2D + 1.0L + 1.6R

1.2D + 1.6R + 0.5W,dn

1.2D + 1.0L + 0.5Lr + 1.0W,dn

1.2D + 1.0L + 0.3S + 1.0W,dn

1.2D + 1.0L + 0.5R + 1.0W,dn

1.2D + 1.0L + 0.15S + 1.0Ev + 1.0Eh

0.9D + 1.0W,up

0.9D + -1.0Ev + 1.0Eh

Maximum Ultimate Axial Load

Maximum Ultimate Bearing Pressure with No Eccentricity

Tension Reinforcement Strain ACI 318-19, Cl 22.2.2.4.1 and Cl 7.3.3.1 for strain limit

Resistance Factor in Bending ACI 318-19, Table 21.2.2

Factored Moment Capacity ACI 318-19, Cl 22.3.1.1, Cl 22.2, Cl 14.5.2

Ultimate Moment at Critical Section

Tension Reinforcement Strain ACI 318-19, Cl 22.2.2.4.1 and Cl 7.3.3.1 for strain limit

Resistance Factor in Bending ACI 318-19, Table 21.2.2

Factored Moment Capacity ACI 318-19, Cl 22.3.1.1, Cl 22.2, Cl 14.5.2

Ultimate Moment at Critical Section

Resistance Factor in Shear ACI 318-19, Table 21.2.1

Factored Concrete Shear Strength - X-Axis ACI 318-19, Cl 22.5.5.1, Cl 14.5.5.1

Ultimate Shear at Critical Section - X-Axis ACI 318-19, Cl 7.4.3.2 and Cl 22.5.1.2 for crushing strength

Factored Concrete Shear Strength - Y-Axis ACI 318-19, Cl 22.5.5.1, Cl 14.5.5.1

Ultimate Shear at Critical Section - Y-Axis ACI 318-19, Cl 7.4.3.2 and Cl 22.5.1.2 for crushing strength

Ultimate Two-Way Shear Stress

LCstr=LC_{str} LC =str

PuP_uPu lb\mathrm{lb}lb Mu,xM_{u,x}Mu,x lb⋅ft\mathrm{lb \cdot ft}lb ⋅ ft Mu,yM_{u,y}Mu,y lb⋅ft\mathrm{lb \cdot ft}lb ⋅ ft WufW_{uf}Wuf lb\mathrm{lb}lb

20018\, 18 200 000 000 538153815381

60015\, 15 600 000 000 461246124612

65022\, 22 650 000 000 461246124612

60015\, 15 600 000 000 461246124612

60015\, 15 600 000 000 461246124612

60015\, 15 600 000 000 461246124612

10039\, 39 100 000 000 461246124612

10039\, 39 100 000 000 461246124612

60015\, 15 600 000 000 461246124612

60015\, 15 600 000 000 461246124612

60015\, 15 600 000 000 461246124612

65022\, 22 650 000 000 461246124612

60015\, 15 600 000 000 461246124612

12519\, 19 125 000 000 461246124612

660066006600 000 000 345934593459

70011\, 11 700 000 000 345934593459

Pumax=P_{umax} P =umax 39

10039\, 39 100 lb\mathrm{lb}lb qu,e=0=q_{u, e 0} q =u,e=0 319231923192 psf\mathrm{psf}psf εt,x=\varepsilon_{t,x} ε =t,x 0.04220.04220.0422 ϕbx=\phi_{bx} ϕ =bx 0.90.90.9 ϕMnx=\phi M_{nx} ϕM =nx 57 31057\, 57 310 lb⋅ft\mathrm{lb \cdot ft} lb ⋅ ft

Mux=M_{ux} M =ux 902190219021 lb⋅ft\mathrm{lb

\cdot ft} lb ⋅ ft εt,y=\varepsilon_{t,y} ε =t,y 0.03960.03960.0396 ϕby=\phi_{by} ϕ =by 0.90.90.9 ϕMny=\phi M_{ny} ϕM =ny 53 82353\, 53 823 lb⋅ft\mathrm{lb \cdot ft} lb ⋅ ft

Muy=M_{uy} M =uy 902190219021 lb⋅ft\mathrm{lb

\cdot ft} lb ⋅ ft ϕv=\phi_v ϕ =v 0.750.750.75 ϕVcx=\phi V_{cx} ϕV =cx 17 26917\, 17 269 lb\mathrm{lb}lb

Vux=V_{ux} V =ux 424742474247 lb\mathrm{lb}lb ϕVcy=\phi V_{cy} ϕV =cy 16 25916\, 16 259 lb\mathrm{lb}lb

Vuy=V_{uy} V =uy 482948294829 lb\mathrm{lb}lb vu=v_uv =u 31.431.431.4 psi\mathrm{psi}psi

LRFD Load Combinations (ASCE 7-22, Ch. 2 and ACI 318-19, Ch. 13)

Footing Demands - Concrete Bending, Bearing, & Shear

Flexural Capacity - X-Axis (ACI 318-19, Cl 22.2)

Flexural Capacity - Y-Axis (ACI 318-19, Cl 22.2)

One-Way Shear Capacity (ACI 318-19, Cl 22.5)

Two-way / Punching Shear Capacity (ACI 318-19, Cl 22.6)

Development Length - X-Axis Reinforcement

ACI 318-19, Cl 25.4.2.4

Development Length - Y-Axis Reinforcement

ACI 318-19, Cl 25.4.2.4

Resistance Factor in Negative Bending ACI 318-19, Table 21.2.2

Factored Negative Moment Capacity ACI 318-19, Cl 22.3.1.1, Cl 22.2, Cl 14.5.2

Ultimate Negative Moment at Critical Section

Resistance Factor in Negative Bending ACI 318-19. Table 21.2.2

Factored Negative Moment Capacity ACI 318-19, Cl 22.3.1.1, Cl 22.2, Cl 14.5.2

Ultimate Negative Moment at Critical Section

Resistance Factor in Bearing ACI 318-19 Table 21.2.1

Root of Ratio of Resisting Area to Loaded Area

ACI 318-19, Cl. 22.8.3.2

Nominal Concrete Bearing Strength ACI 318-19, Cl 22.8.3.2

Factored Concrete Bearing Strength ACI 318-19, Cl 22.8

Column is centered on the footing For steel base plates, they are designed separately - only concrete bearing in concentric loads is checked Eccentric loads (moments) require that bearing at the column-footing interface be checked separately.

Column is adequate and designed separately Compression reinforcement is not considered in bending strength calculations No shear reinforcement is considered Development length is reduced by considering excess reinforcement area If there is insufficient development length, calculator will automatically check if a plain concrete design will work. Sheet values will update to plain concrete design Footing is considered to be rectangular only if the B and L dimensions differ enough such that inner bar spacing is less than outer bar spacing We don't consider the weight of the column for uplift cheking ℓdx=\ell_{dx} ℓ =dx 181818 in\mathrm{in}in ℓdy=\ell_{dy} ℓ =dy 181818 in\mathrm{in}in ϕbx−=\phi_{bx} ϕ =bx − 0.60.60.6

0% ϕMnx−=\phi M_{nx} ϕM =nx − 12

60012\, 12 600 lb⋅ft\mathrm{lb \cdot ft} lb ⋅ ft

Mux−=M_{ux}

M =ux − 000 lb⋅ft\mathrm{lb

\cdot ft} lb ⋅ ft ϕby−=\phi_{by} ϕ =by − 0.60.60.6

0% ϕMny−=\phi M_{ny} ϕM =ny − 12

60012\, 12 600 lb⋅ft\mathrm{lb \cdot ft} lb ⋅ ft

Muy−=M_{uy}

M =uy − 000 lb⋅ft\mathrm{lb

\cdot ft} lb ⋅ ft ϕB=\phi_B ϕ =B 0.650.650.65

A2/ A1=\sqrt{A_2/ A_1}

=A /A2 1 2.632.632.63

Bc=B_{c} B =c 1.09×1061.09×10^{6}1.09 × 106 lb\mathrm{lb}lb ϕBc=\phi B_{c} ϕB =c 707 200707\, 707 200 lb\mathrm{lb}lb

1.

2.

3.

4.

5.

6.

7.

8.

9.

10.

Development of Bottom Reinforcement (ACI 318-19, Cl 25.4)

Negative Bending Flexural Capacity - X-Axis (ACI 318-19, Cl 22.2)

Negative Bending Flexural Capacity - Y-Axis (ACI 318-19, Cl 22.2)

Column-Footing Interface Capacity (ACI 318-19, Cl 22.8)

Comments

Assumptions

Spread Footing (IBC 2024) (version 4) Created with Calcs.com

Client:

DEPARTMENT OF VETERAN

AFFAIRS

Author: Matthew Roblez Date: Jul 15, 2026

Project: Veterans Cemetery Committal Job #: 24162

Address:

Subject:

STORAGE ROOM

FOOTING

References: IBC 2024 (ACI 318-19 and ASCE 7-22)

Soil Gross Bearing Stress

Allowable Gross Soil Bearing Stress ACI 318-19, Cl 13.3.1.1, IBC 2024, Cl 1806.2

Moment Demand about X-Axis

Factored Moment Capacity about X-Axis ACI 318-19, Cl 22.3.1.1, Cl 22.2, Cl 8.5.1.1a, Cl 14.5.2

Moment Demand about Y-Axis

Factored Moment Capacity about Y-Axis ACI 318-19, Cl 22.3.1.1, Cl 22.2, Cl 8.5.1.1a, Cl 14.5.2

One-Way Shear Demand ACI 318-19, Cl 7.4.3.2

Factored One-Way Shear Strength ACI 318-19, Cl 7.5.1.1, Cl 22.5.5.1

Two-Way Shear Demand

Two-Way Shear Capacity ACI 318-19, Table 22.6.5.2

Concrete Bearing Capacity Check Bearing Separately ACI 318-19, 16.3.3.1

Development Length for X-Axis Reinforcement

ACI 318-19, Cl 25.4

Development Length for Y-Axis Reinforcement

ACI 318-19, Cl 25.4.2 (straight ends) ACI 318-19, Cl 25.4.3 (hooked ends) ACI 318-19, Cl 25.4.10 (reduction for excess reinforcement)

Overturning Factor of Safety - Y-Axis

Uplift Safety Factor Uplift has not been found

Stability - Y-Axis Line of Action Outside of Kern

Summary Diagram View Direction

PASS

qs=q_s q =s 125012501250 psf\mathrm{psf}psf

83% qa=q_a q =a 150015001500 psf\mathrm{psf}psf

Mux=M_{ux} M =ux 565156515651 lb⋅ft\mathrm{lb

\cdot ft} lb ⋅ ft

1% ϕMnx=\phi M_{nx} ϕM =nx 394 709394\, 394 709 lb⋅ft\mathrm{lb \cdot ft} lb ⋅ ft

Muy=M_{uy} M =uy 18

22518\, 18 225 lb⋅ft\mathrm{lb \cdot ft} lb ⋅ ft

2% ϕMny=\phi M_{ny} ϕM =ny 907 562907\, 907 562 lb⋅ft\mathrm{lb \cdot ft} lb ⋅ ft

Vu=V_{u} V =u 000 lb\mathrm{lb}lb

0% ϕVn=\phi V_{n} ϕV =n 70 59270\, 70 592 lb\mathrm{lb}lb vu=v_u v =u 1.551.551.55 psi\mathrm{psi}psi

1% ϕvn=\phi v_n ϕv =n 130130130 psi\mathrm{psi}psi ϕSn=\phi S_n ϕS =n

71% ℓdx=\ell_{dx} ℓ =dx 121212 in\mathrm{in}in

86% ℓdy=\ell_{dy} ℓ =dy 121212 in\mathrm{in}in

63% FSoy=FS_{oy} FS =oy 2.392.392.39

FSu=FS_u FS =u

Statusy=\text{Status} _y

Status =y

X-Axis

Summary

Footing Width

Footing Length

Footing Thickness ACI 318-19, Cl 14.3.2.1

Vertical Restraints at Top of The Pile

Construction Type

Concrete Strength ACI 318-19, Cl 19.2.1.1

Concrete Weight Classification ACI 318-19, Cl 19.2.4.1

Column Type

Column Width

Column Length

X Offset of Column

Y Offset of Column

Allowable Soil Gross Bearing Capacity ACI 318-19, Cl 13.3.1.1, IBC 2024, Cl 1806.2 h_soil=6 in

H =24 in

B=90 in b=56 in

(10) - #6 Bottom X-Bars

(24) - #6 Bottom Y-Bars

(10) - #6 Top X-Bars

(24) - #6 Top Y-Bars

B=7.5 ft

L= ft bc=4.67 ft ℓc =1

2.

ft

B=B B = 7.57.57.5 ft\mathrm{ft}ft

L=L L = 161616 ft\mathrm{ft}ft

H=H H = 242424 in\mathrm{in}in

Unrestrained

Reinforced Concrete fc′=f'_c f =c

′ 250025002500 psi\mathrm{psi}psi

Normalweight

Concrete Column or Pedestal b=b b = 565656 in\mathrm{in}in ℓ=\ell ℓ = 152152152 in\mathrm{in}in

Xoffset=X_{offset} X =offset 000 in\mathrm{in}in

Yoffset=Y_{offset} Y =offset 000 in\mathrm{in}in qa=q_aq =a 150015001500 psf\mathrm{psf}psf

Footing Properties

Column Properties

Soil Properties

Depth of Soil Over Footing IBC 2024, Cl 1809.5

Unit Weight of Soil

Lateral Sliding Coefficient of Friction

Concrete Cover ACI 318-19, Table 20.5.1.3.1

Reinforcement Yield Strength ACI 318-19, Table 20.2.2.4(a)

Reinforcement Coating

Bar Size

Bar Count - X-Axis Bending

Bar Count - Y-Axis Bending

Ends of Reinforcement - X-Axis

Ends of Reinforcement - Y-Axis

Number of Short Direction Bars in Column Band

ACI 318-19, Cl 13.3.3.3

Bar Spacing - X-Axis Bending ACI 318-19, Cl 25.2.1, Cl 24.4.3.3

Depth to Reinforcement - Resisting X-Axis Bending

ACI 318-19, Cl 13.3.1.2

Steel Area - X-Axis Bending

Minimum Steel - X-Axis Bending ACI 318-19, Cl 8.6.1.1

Bar Spacing Inside Column Band - Y-Axis

Bar Spacing Outside Column Band - Y-Axis

Depth to Reinforcement - Resisting Y-Axis Bending

Steel Area - Y-Axis Bending

Minimum Steel - Y-Axis Bending ACI 318-19, Cl 8.6.1.1 hsoil=h_{soil} h =soil 0.50.50.5 ft\mathrm{ft}ft γs=\gamma_{s} γ =s 100100100 pcf\mathrm{pcf}pcf μ=\mu μ = 0.30.30.3 sy oc

=1 1.

in sy ic= in sx=9.25 in

B=90 in

10 - #6 X-Axis Bars 16-#6 Y-Axis Column Band Bars 8-#6 Y-Axis Exterior Bars cover=\text{cover} cover = 333 in\mathrm{in}in fy=f_y f =y 60

00060\, 60 000 psi\mathrm{psi}psi

No Coating

#6 nx=n_x n =x 101010 ny=n_y n =y 242424

Straight

Straight nc=n_{c} n =c 161616 sx=s_x s =x 9.259.259.25 in\mathrm{in}in dx=d_x d =x 20.620.620.6 in\mathrm{in}in

Asx=A_{sx} A =sx 4.44.44.4 in2\mathrm{in^2}in2

Asminx=A_{s\text{min} x}

A =sminx 3.893.893.89 in2\mathrm{in^2}in2 syic=s_{yic} s =yic 666 in\mathrm{in}in syoc=s_{yoc} s =yoc 11.911.911.9 in\mathrm{in}in dy=d_y d =y 19.919.919.9 in\mathrm{in}in

Asy=A_{sy} A =sy 10.610.610.6 in2\mathrm{in^2}in2

Asminy=A_{s\text{min} y}

A =sminy 8.298.298.29 in2\mathrm{in^2}in2

Bottom Reinforcement

Bottom Reinforcement Depth & Spacing

Consider Top Reinforcement?

Bar Count - X-Axis Bending

Bar Count - Y-Axis Bending

Number of Short Direction Top Bars in Column Band

ACI 318-19, Cl 13.3.3.3

Top Bar Spacing - X-Axis Bending ACI 318-19, Cl 25.2.1, Cl 24.4.3.3

Depth to Top Reinforcement - Resisting X- Axis Bending

Steel Area - X-Axis Bending

Top Bar Spacing Inside Column Band - Y- Axis

Top Bar Spacing Outside Column Band - Y- Axis

Depth to Top Reinforcement - Resisting Y- Axis Bending

Steel Area - Y-Axis Bending

Check Bearing Separately ACI 318-19, Cl 16.3.3.3

Biaxial Moments Applied

Axial, Shear, & Moment Loads about X-axis

Label Location ( ) Axial Eccentricity ( ) Load Magnitudes

DEAD D: 0 lb, 46 500 lb, 0 lb ft

Yes sy oc

=1 1.

in sy ic= in sx=9.25 in

B=90 in

10 - #6 X-Axis Bars 16-#6 Y-Axis Column Band Bars 8-#6 Y-Axis Exterior Bars nx−=n_x^-n =x

− 101010 ny−=n_y^-n =y

− 242424 nc−=n_{c} n =c − 161616 sx−=s_x^-s =x

− 9.259.259.25 in\mathrm{in}in dx−=d_x^-d =x

− 20.620.620.6 in\mathrm{in}in

Asx−=A_{sx}

A =sx − 4.44.44.4 in2\mathrm{in^2}in2 syic−=s_{yic} s =yic − 666 in\mathrm{in}in syoc−=s_{yoc} s =yoc − 11.911.911.9 in\mathrm{in}in dy−=d_y^-d =y

− 19.919.919.9 in\mathrm{in}in

Asy−=A_{sy}

A =sy − 10.610.610.6 in2\mathrm{in^2}in2

Separately

V,P,M=V,P,M V ,P ,M = zzz ft\mathrm{ft}ft yyy in\mathrm{in}in V,P,MV,P,MV ,P ,M

000 000

Top Reinforcement

Top Reinforcement Depth & Spacing

Bearing Dowels

Applied Loads

Shear & Moment Loads about Y-axis Label Location ( ) Axial Eccentricity ( ) Load Magnitudes

SEISMIC Eh: 115 000 lb ft

Use Reduced Companion Live Load? ASCE 7-22 2.3.1.1

Design Code for Load Combinations International Building Code (IBC) 2024

Overturning Minimum Factor of Safety

Sliding Minimum Factor of Safety

Minimum Uplift Safety Factor

Unfactored Loads about X-axis Load Type Vertical Load ( ) Shear about X-axis ( ) Moment about X-axis ( )

D

Unfactored Loads about Y-axis Load Type Vertical Load ( ) Shear about Y-axis ( ) Moment about Y-axis ( )

D

DEAD

�D:46500 lb

Vy,My=V_y,M_y V ,M =y y zzz ft\mathrm{ft}ft xxx ft\mathrm{ft}ft P,Vy,MyP,V_y,M_yP ,V ,My y

000 000

DEAD

�D:46500 lb

SEISMIC

�Eh:115000 lb*ft

No

FSo=FS_o FS =o 1.51.51.5

FSs=FS_s FS =s 1.51.51.5

FSu,min=FS_{u,min} FS =u,min 111

Loadsx=Loads_x Loads =x

PPP lb\mathrm{lb}lb VxV_xVx lb\mathrm{lb}lb MxM_xMx lb⋅ft\mathrm{lb \cdot ft}lb ⋅ ft

50046\, 46 500 000 000

Loadsy=Loads_y Loads =y

PPP lb\mathrm{lb}lb VyV_yVy lb\mathrm{lb}lb MyM_yMy lb⋅ft\mathrm{lb \cdot ft}lb ⋅ ft

50046\, 46 500 000 000

Design Criteria

Total Loads

ASD Load Combinations

Load Combination Factored Axial

Load ( ) Factored X Lateral

Load ( ) Factored Y Lateral

Load ( ) Factored X Moment Load

Factored Y Moment Load

Factored Foundation

Weight ( )

1.0D

1.0D + 1.0L

1.0D + 1.0Lr

1.0D + 0.7S

1.0D + 1.0R

1.0D + 0.75L + 0.75Lr

1.0D + 0.75L + 0.525S

1.0D + 0.75L + 0.75R

1.0D + 0.6W,dn

1.0D + 0.7Ev + 0.7Eh

1.0D + 0.75L + 0.75Lr + 0.45W,dn

1.0D + 0.75L + 0.525S + 0.45W,dn

1.0D + 0.75L + 0.75R + 0.45W,dn

1.0D + 0.75L + 0.1S + 0.525Ev + 0.525Eh

0.6D + 0.6W,up

0.6D + -0.7Ev + 0.7Eh

Bearing Pressure - Y-Axis Bending Combination Eccentricity ( ) Maximum Gross Bearing Pressure ( ) Overturning Factor of Safety

1.0D

1.0D + 1.0L

1.0D + 1.0Lr

1.0D + 0.7S

1.0D + 1.0R

1.0D + 0.75L + 0.75Lr

1.0D + 0.75L + 0.525S

1.0D + 0.75L + 0.75R

1.0D + 0.6W,dn

1.0D + 0.7Ev + 0.7Eh

1.0D + 0.75L + 0.75Lr + 0.45W,dn

1.0D + 0.75L + 0.525S + 0.45W,dn

1.0D + 0.75L + 0.75R + 0.45W,dn

1.0D + 0.75L + 0.1S + 0.525Ev + 0.525Eh

0.6D + 0.6W,up

0.6D + -0.7Ev + 0.7Eh

Governing Gross ASD Bearing Pressure

LCASD=LC_{ASD}

LC =ASD

PPP lb\mathrm{lb}lb VxV_{x}Vx lb\mathrm{lb}lb VyV_{y}Vy lb\mathrm{lb}lb MxM_{x}Mx lb⋅ft\mathrm{lb \cdot ft}lb ⋅ ft MyM_{y}My lb⋅ft\mathrm{lb \cdot ft}lb ⋅ ft WfW_{f}Wf lb\mathrm{lb}lb

50046\, 46 500 000 000 000 000 39 04439\, 39 044

50046\, 46 500 000 000 000 000 39 04439\, 39 044

50046\, 46 500 000 000 000 000 39 04439\, 39 044

50046\, 46 500 000 000 000 000 39 04439\, 39 044

50046\, 46 500 000 000 000 000 39 04439\, 39 044

50046\, 46 500 000 000 000 000 39 04439\, 39 044

50046\, 46 500 000 000 000 000 39 04439\, 39 044

50046\, 46 500 000 000 000 000 39 04439\, 39 044

50046\, 46 500 000 000 000 000 39 04439\, 39 044

50046\, 46 500 000 000 000 80 50080\, 80 500 39 04439\, 39 044

50046\, 46 500 000 000 000 000 39 04439\, 39 044

50046\, 46 500 000 000 000 000 39 04439\, 39 044

50046\, 46 500 000 000 000 000 39 04439\, 39 044

50046\, 46 500 000 000 000 60 37560\, 60 375 39 04439\, 39 044

90027\, 27 900 000 000 000 000 23 42723\, 23 427

90027\, 27 900 000 000 000 80 50080\, 80 500 23 42723\, 23 427

BPy=\textbf{BP} _y

BP =y eye_yey ft\mathrm{ft}ft qmaxq_{max}qmax psf\mathrm{psf}psf FSoyFS_{oy}FSoy

000 713713713

000 713713713

000 713713713

000 713713713

000 713713713

000 713713713

000 713713713

000 713713713

000 713713713

0.9410.9410.941 125012501250 3.983.983.98

000 713713713

000 713713713

000 713713713

0.7060.7060.706 111511151115 5.315.315.31

000 428428428

1.571.571.57 980980980 2.392.392.39 qs=q_sq =s 125012501250 psf\mathrm{psf}psf

ASD Load Combinations (ASCE 7-22, Ch. 2)

Bearing & Overturning Factor of Safety

Strength Load Combinations Load Combination Factored Axial Load ( ) Factored X Moment Load ( ) Factored Y Moment Load ( ) Factored Foundation Weight ( )

1.4D

1.2D + 1.6L + 0.5Lr

1.2D + 1.6L + 0.3S

1.2D + 1.6L + 0.5R

1.2D + 1.0L + 1.6Lr

1.2D + 1.6Lr + 0.5W,dn

1.2D + 1.0L + 1.0S

1.2D + 1.0S + 0.5W,dn

1.2D + 1.0L + 1.6R

1.2D + 1.6R + 0.5W,dn

1.2D + 1.0L + 0.5Lr + 1.0W,dn

1.2D + 1.0L + 0.3S + 1.0W,dn

1.2D + 1.0L + 0.5R + 1.0W,dn

1.2D + 1.0L + 0.15S + 1.0Ev + 1.0Eh

0.9D + 1.0W,up

0.9D + -1.0Ev + 1.0Eh

Maximum Ultimate Axial Load

Maximum Ultimate Bearing Pressure with No Eccentricity

Tension Reinforcement Strain ACI 318-19, Cl 22.2.2.4.1 and Cl 7.3.3.1 for strain limit

Resistance Factor in Bending ACI 318-19, Table 21.2.2

Factored Moment Capacity ACI 318-19, Cl 22.3.1.1, Cl 22.2, Cl 14.5.2

Ultimate Moment at Critical Section

Tension Reinforcement Strain ACI 318-19, Cl 22.2.2.4.1 and Cl 7.3.3.1 for strain limit

Resistance Factor in Bending ACI 318-19, Table 21.2.2

Factored Moment Capacity ACI 318-19, Cl 22.3.1.1, Cl 22.2, Cl 14.5.2

Ultimate Moment at Critical Section

Resistance Factor in Shear ACI 318-19, Table 21.2.1

Factored Concrete Shear Strength - X-Axis ACI 318-19, Cl 22.5.5.1, Cl 14.5.5.1

Ultimate Shear at Critical Section - X-Axis ACI 318-19, Cl 7.4.3.2 and Cl 22.5.1.2 for crushing strength

Factored Concrete Shear Strength - Y-Axis ACI 318-19, Cl 22.5.5.1, Cl 14.5.5.1

Ultimate Shear at Critical Section - Y-Axis ACI 318-19, Cl 7.4.3.2 and Cl 22.5.1.2 for crushing strength

LCstr=LC_{str} LC =str

PuP_uPu lb\mathrm{lb}lb Mu,xM_{u,x}Mu,x lb⋅ft\mathrm{lb \cdot ft}lb ⋅ ft Mu,yM_{u,y}Mu,y lb⋅ft\mathrm{lb \cdot ft}lb ⋅ ft WufW_{uf}Wuf lb\mathrm{lb}lb

10065\, 65 100 000 000 54 66254\, 54 662

80055\, 55 800 000 000 46 85346\, 46 853

80055\, 55 800 000 000 46 85346\, 46 853

80055\, 55 800 000 000 46 85346\, 46 853

80055\, 55 800 000 000 46 85346\, 46 853

80055\, 55 800 000 000 46 85346\, 46 853

80055\, 55 800 000 000 46 85346\, 46 853

80055\, 55 800 000 000 46 85346\, 46 853

80055\, 55 800 000 000 46 85346\, 46 853

80055\, 55 800 000 000 46 85346\, 46 853

80055\, 55 800 000 000 46 85346\, 46 853

80055\, 55 800 000 000 46 85346\, 46 853

80055\, 55 800 000 000 46 85346\, 46 853

80055\, 55 800 000 115 000115\, 115 000 46 85346\, 46 853

85041\, 41 850 000 000 35 14035\, 35 140

85041\, 41 850 000 115 000115\, 115 000 35 14035\, 35 140

Pumax=P_{umax} P =umax 65

10065\, 65 100 lb\mathrm{lb}lb qu,e=0=q_{u, e 0} q =u,e=0 542542542 psf\mathrm{psf}psf εt,x=\varepsilon_{t,x} ε =t,x 0.04970.04970.0497 ϕbx=\phi_{bx} ϕ =bx 0.90.90.9 ϕMnx=\phi M_{nx} ϕM =nx 394 709394\, 394 709 lb⋅ft\mathrm{lb \cdot ft} lb ⋅ ft

Mux=M_{ux} M =ux 565156515651 lb⋅ft\mathrm{lb

\cdot ft} lb ⋅ ft εt,y=\varepsilon_{t,y} ε =t,y 0.04220.04220.0422 ϕby=\phi_{by} ϕ =by 0.90.90.9 ϕMny=\phi M_{ny} ϕM =ny 907 562907\, 907 562 lb⋅ft\mathrm{lb \cdot ft} lb ⋅ ft

Muy=M_{uy} M =uy 18

22518\, 18 225 lb⋅ft\mathrm{lb \cdot ft} lb ⋅ ft ϕv=\phi_v ϕ =v 0.750.750.75 ϕVcx=\phi V_{cx} ϕV =cx 70 59270\, 70 592 lb\mathrm{lb}lb

Vux=V_{ux} V =ux 000 lb\mathrm{lb}lb ϕVcy=\phi V_{cy} ϕV =cy 150 932150\, 150 932 lb\mathrm{lb}lb

Vuy=V_{uy} V =uy 000 lb\mathrm{lb}lb

LRFD Load Combinations (ASCE 7-22, Ch. 2 and ACI 318-19, Ch. 13)

Footing Demands - Concrete Bending, Bearing, & Shear

Flexural Capacity - X-Axis (ACI 318-19, Cl 22.2)

Flexural Capacity - Y-Axis (ACI 318-19, Cl 22.2)

One-Way Shear Capacity (ACI 318-19, Cl 22.5)

Property of Critical Section Analogous to Polar Moment of Inertia - Y-Axis Bending

ACI 318-19, Cl R8.4.4.2.2

Portion of Moment Transferred by Shear - Y-Axis Bending

ACI 318-19, Cl 8.4.4.2.2

Ultimate Two-Way Shear Stress

Development Length - X-Axis Reinforcement

ACI 318-19, Cl 25.4.2.4

Development Length - Y-Axis Reinforcement

ACI 318-19, Cl 25.4.2.4

Tension Reinforcement Strain ACI 318-19, Cl 22.2.2.4.1 and Cl 7.3.3.1 for strain limit

Resistance Factor in Negative Bending ACI 318-19, Table 21.2.2

Factored Negative Moment Capacity ACI 318-19, Cl 22.3.1.1, Cl 22.2, Cl 14.5.2

Ultimate Negative Moment at Critical Section

Tension Reinforcement Strain ACI 318-19, Cl 22.2.2.4.1 and Cl 7.3.3.1 for strain limit

Resistance Factor in Negative Bending ACI 318-19. Table 21.2.2

Factored Negative Moment Capacity ACI 318-19, Cl 22.3.1.1, Cl 22.2, Cl 14.5.2

Ultimate Negative Moment at Critical Section

Development Length - X-Axis Reinforcement

ACI 318-19, Cl 25.4.2.4

Development Length - Y-Axis Reinforcement

ACI 318-19, Cl 25.4.2.3

**WARNING** Check Bearing Separately ACI 318-19, Cl 16.3.3.3

Column is centered on the footing For steel base plates, they are designed separately - only concrete bearing in concentric loads is checked Eccentric loads (moments) require that bearing at the column-footing interface be checked separately.

Column is adequate and designed separately Compression reinforcement is not considered in bending strength calculations No shear reinforcement is considered Development length is reduced by considering excess reinforcement area If there is insufficient development length, calculator will automatically check if a plain concrete design will work. Sheet values will update to plain concrete design Footing is considered to be rectangular only if the B and L dimensions differ enough such that inner bar spacing is less than outer bar spacing We don't consider the weight of the column for uplift cheking

Jcy=J_{cy} J =cy 11.7×10611.7×10^{6}11.7 × 106 in4\mathrm{in^4}in4 γvy=\gamma_{vy} γ =vy 0.2880.2880.288 vu=v_u v =u 1.551.551.55 psi\mathrm{psi}psi ℓdx=\ell_{dx} ℓ =dx 21.621.621.6 in\mathrm{in}in ℓdy=\ell_{dy} ℓ =dy 21.621.621.6 in\mathrm{in}in εt,x−=\varepsilon_{t,x} ε =t,x − 0.04970.04970.0497 ϕbx−=\phi_{bx} ϕ =bx − 0.90.90.9

0% ϕMnx−=\phi M_{nx} ϕM =nx − 394

709394\, 394 709 lb⋅ft\mathrm{lb \cdot ft} lb ⋅ ft

Mux−=M_{ux}

M =ux − 000 lb⋅ft\mathrm{lb

\cdot ft} lb ⋅ ft εt,y−=\varepsilon_{t,y} ε =t,y − 0.04220.04220.0422 ϕby−=\phi_{by} ϕ =by − 0.90.90.9

11% ϕMny−=\phi M_{ny} ϕM =ny − 907

562907\, 907 562 lb⋅ft\mathrm{lb \cdot ft} lb ⋅ ft

Muy−=M_{uy}

M =uy − 98

46798\, 98 467 lb⋅ft\mathrm{lb \cdot ft} lb ⋅ ft

86% ℓdx−=\ell_{dx} ℓ =dx − 121212 in\mathrm{in}in

71% ℓdy−=\ell_{dy} ℓ =dy − 121212 in\mathrm{in}in

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Two-way / Punching Shear Capacity (ACI 318-19, Cl 22.6)

Development of Bottom Reinforcement (ACI 318-19, Cl 25.4)

Negative Bending Flexural Capacity - X-Axis (ACI 318-19, Cl 22.2)

Negative Bending Flexural Capacity - Y-Axis (ACI 318-19, Cl 22.2)

Development of Top Reinforcement (ACI 318-19, Cl 25.4)

Column-Footing Interface Capacity (ACI 318-19, Cl 22.8)

Comments

Assumptions