9-3-CR27018-27110270 Approved Calculations.pdf

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DFCM Construction - Prequalified General Stage II - General- New Storage Building - Project #27110270
Solicitation number
CR27018
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Utah

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This is a structural calculations document prepared by BHB Engineers for the State of Utah Division of Facilities Construction and Management (DFCM) for a pre-engineered metal (PEMB) storage building project located at 757 West 800 South, Cedar City, Utah. The project, identified as Southwest Tech Storage Building (Project #260566, BHB Job #260566), involves the design of a storage facility with a roof height of 20 feet, plan length of 51.333 feet, and plan width of 41.333 feet. The calculations were prepared on July 17, 2026, and reviewed for code compliance on September 3, 2026, in accordance with 2024 International Building Code (IBC) standards. The document provides comprehensive structural analysis including site data, foundation specifications, dead loads, snow loads, wind loads, and seismic loads applicable to the Cedar City location.

The structural calculations establish design parameters including a flat roof snow load of 43 psf, basic ground snow load of 51 psf, basic wind speed of 101 mph with exposure category C, and seismic design category specifications for Risk Category II construction. The document incorporates soil bearing capacity of 2,000 psf with a 4-foot frost depth, lateral soil pressures of 47 pcf at rest and 24.8 pcf passive conditions, and a coefficient of friction of 0.8. The calculations reference the related Stage II Invitation to Bid for this project with a construction cost estimate of $337,481.00, limited to prequalified contractors on the DFCM Prequalified Contractors list. The storage building will feature two overhead doors and a heating-only mechanical system.

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3-C-DFCM Health Insurance Statement of Compliance Form, Revised 7.28.25.docx DOCX document
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6-6-CR27018-27110270 Energy Envelope Complicance Certificate.pdf PDF
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2-B-Subcontractors List Form Instructions-7.1.2021.docx DOCX document
8-1-CR27018-27110270 Solicitation.pdf PDF
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2766 South Main Street - SLC, Utah 84115 - Phone: 801.355.5656 - Fax: 801.355.5950 www.bhbengineers.com

Prepared For:

Prepared By:

Structural Calculations

BHB Project # 260566

Southwest Tech - PEMB Storage building

These calculations were prepared solely for the client and project listed on the cover sheet.

They shall not be copied or used for the benefit of any other party or project.

Rev 0

7/17/2026

EJG

Straightline Architecture

757 W 800 S Cedar City

UT, 84720

DIVISION OF FACILITIES

CONSTRUCTION AND

MANAGEMENT

Jason Van Ausdal

09/03/2026

REVIEWED FOR CODE

COMPLIANCE

Site Data ft

Building Data ft ft ft

Soils Report

Recommendations Summary in psf

Frost Depth in

Lateral Pressures pcf pcf pcf

Default

General Information

-113

757 W 800 S Cedar City

UT, 84720

41.333

51.333

24.8

Southwest Tech - PEMB Storage building

37.663042

-113.073553

II

Iron

260566

7/17/26

2766 South Main Street - SLC, Utah 84115

Phone: 801.355.5656 - Fax: 801.355.5950

EJG

Address

County

IBC

Latitude

Longitude

Elevation

Risk Category

Roof Height, h

Plan Length, L

Plan Width, B

Author

Dated

Coeff of Friction

Job #

Foundation Type

Structural Fill

Soil Bearing

Transient Increase

Soil Site Class

Active

At Rest

Passive

Project: Sheet:

Job#:

Date:

By:

Site Mapping

Southwest Tech - PEMB Storage building 260566

7/17/26

2766 South Main Street - SLC, Utah 84115

Phone: 801.355.5656 - Fax: 801.355.5950

EJG

Project: Sheet:

Job#:

Date:

By:

Map Not Generarated

Click HERE or press

"Geocode Location" in BHB

Project ribbon to generate map image

Roof Σ = 15 psf

Deck 3

Joists/Girders 3

Ceiling 3

Roofing 2

Mech 2

Collateral 2

Dead Loads

Southwest Tech - PEMB Storage building 260566

7/17/26

2766 South Main Street - SLC, Utah 84115

Phone: 801.355.5656 - Fax: 801.355.5950

EJG

Project: Sheet:

Job#:

Date:

Flat Roof Snow Data psf Flat Roof Snow Load:

psf psf psf per Table 7.3-3

Snow Drift Data

Hr ft D pcf Hb ft

Hc ft

TRUE

TRUE

Term Definition

Pf Minimum Roof Snow Load (psf)

Pg Basic Ground Snow Load (psf)

Pm Maximum Intensity of Load at the Height Change (psf)

Ce Snow Exposure factor (Table 7-2)

Ct Thermal Factor (Table 7-3)

D Density of Snow (pcf)

Hb Height of Balanced Snow Load on Lower Roof

Hd Maximum Height of Drift Surcharge (feet)

Hc Height Difference Between Upper Roof and Top of Balanced Snow Load on Lower Roof

Hr Height Difference Between Roof Elevations

Lu Length of Roof Upward of Drift Normal to the Line of Change in Roof Level (feet)

But Not Less than 25 feet

For Windward Drifts, Program Takes 75% of "Hd" for Claculating Snow Drift

W Width of Drift (feet)

Thermal Condition All Other Structures

Rroof > 50

Pd [psf]W [ft] Pm [psf]Hd [ft]Lu m *K/W

260566

7/17/26

2766 South Main Street - SLC, Utah 84115

Phone: 801.355.5656 - Fax: 801.355.5950

EJG

Pg 51.0

Ce 1.0 43 Pf

Parapet

-1.5

-6

Ct 1.20

3.5 21

Drift 1 - Typical ParapetDescription

Snow Loads (ASCE7-22)

-31

Leeward Drift

Windward Drift

Pm,max 30.0

2.1

Pm 30.0

1.4

Southwest Tech - PEMB Storage building

Leeward Drift Windward Drift

Project: Sheet:

Job#:

Date:

Design Data ft ft ft ft deg mph

Importance Factor, Iw

Main Wind Force Resisting System

Surface

Windward Walls at

1 1 L1, z= 20 ft or

0 ft

0 ft

0 ft

0 ft

Leeward Walls or

Side Walls or

Roof Parallel and or

Normal, θ < 10 or or or

Roof (Normal, θ > 10, WW) or

Roof (Normal, θ > 10, LW) or

Windward Parapet

Leeward Parapet

0.85

-6.7

-0.90 19.0 -12.4 0.18

1.5 24.3

19.0 -6.9 0.18-0.50

19.0 -12.4 0.18

0.85

0.85

0.85

2.9 -9.5

19.0 -9.6 0.18 2.9

2.9 2.7

2.9 -6.7

-0.30 19.0 -4.1

0.85 -0.70

0 - h/2 h/2 - h h - 2h

0.85 0.80 19.0 11.0 0.18 2.9 13.9

Southwest Tech - PEMB Storage building

0.85

0.85

0.18

19.0

0.85

51.333

41.333

Wind Loads

G Cp q q Kd G Cp

C

Mean Roof Height, h

Building Length, L

Building Width, B

Parapet Height, hp

Roof Angle

IBC

Basic Wind Speed, V

Exposure Category

1.00

23.5

260566

7/17/26

2766 South Main Street - SLC, Utah 84115

Phone: 801.355.5656 - Fax: 801.355.5950

EJG

Full q Kd GCpi

0.90

Enclosure

Gust Factor, G

Topographic Factor, Kzt

Directionality Factor, Kd

Velocity Pressure Factor, Kh

Velocity Pressure, qh

Internal Pressure, GCPi

0.81

Combined [psf]

Elevation Factor, Ke

-3.2

2.9 -1.2

-15.3

2.9 -9.5 -15.3

-9.8

-7.0

2.9 -4.0

-12.5

0.18

GCpi

8.1

-0.90

-0.50 19.0 -6.9 0.18 2.9 -4.0 -9.8

-1 -16.2

-24.3

> 2h

0.85 -0.70 19.0 -9.6 0.18

0.85 -0.02 19.0 -0.2 0.18

-12.5

16.2

Project: Sheet:

Job#:

Date:

Components and Cladding Roof Type

Effective Trib Area ft^2 'a' dimension ft

Mean Roof Height, h ft Velocity Pressure, qh psf

Surace

Walls Pos Zone 4 & 5 or

Neg Zone 4 or

Neg Zone 5 or

Roof Pos Zone 1 or

Pos Zone 2 or

Pos Zone 3 or

Neg Zone 1 or

Neg Zone 2 or

Neg Zone 3 or

Parapet WW Zone 4 (+Zone 4) - (-Zone 2) or

WW Zone 5 (+Zone 5) - (-Zone 3) or

LW Zone 4 (-Zone 4) - (+Zone 2) or

LW Zone 5 (-Zone 5) - (+Zone 3) or

Walls Zone 5: Within 4.1333 feet of building corners 23.3 21.7 19.7 18.2 16.0

Zone 4: All other areas 18.9 18.2 17.1 16.4

20 19.0

20 4.13

Gable

Wind Loads

EJG 2766 South Main Street - SLC, Utah 84115

Phone: 801.355.5656 - Fax: 801.355.5950

7/17/26

260566Southwest Tech - PEMB Storage building

-32.6-32.6-32.6

-29.0-29.0-29.0

48.448.448.4

48.448.448.4

-37.5-37.5-31.7

-28.4-28.4-22.6

16.710.916.7

Maximum

-34.6-2.14

-37.5-37.5-31.72.90.1819.0-34.6-2.14

2.90.1819.0

2.90.1819.0-25.5-1.58

16.710.916.72.90.1819.013.80.85

2.90.1819.013.80.85

13.80.85 q Kd GCpiGCpiqiq Kd GCpGCp

16.01.57.32.90.1819.04.40.27

-12.32.90.1819.0-15.2-0.94

Location

Tributary Area (square feet) 10 20 50 100 500

Zone

-21.7-21.7-15.92.90.1819.0-18.8-1.16

-18.2-18.2

10.916.72.90.1819.0

16.0

16.7

Roof

Zone 3: Within 4.1333 feet of building corners 40.1 37.5 34.1 31.5 25.6

Zone 2: Within 4.1333 feet of building edges 40.1 37.5 34.1 31.5 25.6 Zone 1: All other areas 30.4 28.4 25.8 23.7 19.1

Combined [psf]

Project: Sheet:

Job#:

Date:

Design Data deg Building Period, T = Ta s deg ft s

Max Period Coefficient s s s s

Seismic Force Resisting System

Response Modifiction Coefficient, R

System Overstrength Factor, Ωo

Deflection Amplification Factor, Cd

0.62 (Eq.12.8-2)

Response Spectrum Data

Spectral Response Paramaters TRUE

SS g Cs = Sa/(R/Ie) (Eq.12.8-2)

S1 g Cs (Lower Bound) (Eq.12.8-6)

MCE Spectral Acceleration Paramaters Design Spectral Acceleration Paramaters

SMS g SDS g

SM1 g SD1 g

MCE Spectral Acceleration Design Spectral Acceleration

Sa g Sa g ρ 1.3

Steel Ordinary Concentrically Braced Frames

0.124

0.619

T0 = 0.2 * SD1 / SDS

TS = SD1 / SDS

0.618

Seismic Response Coefficient - Method 1

Cs[Method 1] = Sa/(R/Ie) > Lower Bound

0.190

0.926

6.00

0.520

0.560

0.347

0.840

3.25

3.25

0.680

Site Specific Ground Motion

1.4

Calculated Period, Ta

Max Allowed Period, Tmax

Lattitude

Longitude

IBC

Risk Category

Site Class

Importance Factor, Ie

-113.074

37.663

Period Parameter, x

260566

7/17/26

D

0.028

0.8

0.308

0.431

2766 South Main Street - SLC, Utah 84115

Phone: 801.355.5656 - Fax: 801.355.5950

EJG

Seismic Loads

Default

0.308

II

Southwest Tech - PEMB Storage building

Seismic Design Category

2024 Period Parameter, Ct

Building Height, hn

1.00

FALSE

0.200 0.025

0.190

Long Period Transition, TL

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5

A cc e le ra ti o n

[g

Period, [s]

Maximum Considered Earthquake Response Spectrum

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0 0.5 1 1.5 2 2.5 3 3.5

A cc e le ra ti o n

[g

Period, [s]

Design Earthquake Response Spectrum

Project: Sheet:

Job#:

Date:

Loads

DL 15 psf

SL 43 psf (<45 psf :: not accounted for in seismic weight)

MF Roof Beam Loading Soil Bearing Pressure

Trib DL SL 2000 psf

18.1665 272.4975 781.1595

BF Roof Beam Loading

Trib DL SL

3 45 129

Gravity Rxns

Trib DL SL TL Req'd bearing area Square Ftg size

(ft ^2) (lbs) (lbs) (lbs) (ft^2) (ftxft)

1A 52.5 787.5 2257.5 2367.75 1.183875 1.088060201

1B 323.7717 4856.576 13922.18 14602.105 7.301052337 2.702045954

1C 375.4107 5631.161 16142.66 16931.024 8.465511792 2.909555257

1D 70 1050 3010 3157 1.5785 1.256383699

2A 102.4988 1537.481 4407.446 4622.6936 2.311346813 1.52031142

2D 102.4988 1537.481 4407.446 4622.6936 2.311346813 1.52031142

3A 136.665 2049.975 5876.595 6163.5915 3.08179575 1.755504415

3D 136.665 2049.975 5876.595 6163.5915 3.08179575 1.755504415

4A 52.5 787.5 2257.5 2367.75 1.183875 1.088060201

4B 323.7717 4856.576 13922.18 14602.105 7.301052337 2.702045954

4C 375.438 5631.57 16143.83 16932.253 8.466126274 2.909660852

4D 70 1050 3010 3157 1.5785 1.256383699

3'x3' minimum size is adequate for all gravity

Col

C.J.

C.J.

C.

J.

C.

J.

B

D

A

2 3

C

41' - 4"

14' - 0" 13' - 4" 14' - 0"

CW-8A

CW

-8

A

CW

-8

A

CW-8A

0"

FC

2.

98' - 0"

FC2.0

0"

FC

2.

98' - 0"

FC2.0

6" THICK REINFORCED

CONCRETE SLAB. SEE GSN

TOC = 100'-0"

S5.01

TYP

PEMB COL B

Y

OTHERS

PEMB COL B

Y

OTHERS

PEMB COL B

Y

OTHERS

PEMB COL B

Y

OTHERS

PEMB COL B

Y

OTHERS

PEMB COL B

Y

OTHERS

PEMB COL B

Y

OTHERS

PEMB COL B

Y

OTHERS

PEMB COL B

Y

OTHERS

PEMB COL B

Y

OTHERS

S5.01

TYP

S5.01

TYP AT

COL

S5.01

TYP AT

COL

S5.01

TYP AT

COL

PEMB COL B

Y

OTHERS

PEMB COL B

Y

OTHERS11

S5.01

TYP AT

COL

S5.01

S5.01

S5.01

TYP

TYP

TYP

CP-24

B

CP-24

B

CP-24

B

CP-24

B

CP-24

A

CP-24

A

CP-24

A

CP-24

A

CP-24

B

CP-24

B

CP-24

B

CP-24

B

CP-24

B

CP-24

B

CP-24

B

CP-24

B

CP-24

A

CP-24

A

CP-24

A

CP-24

A

CP-24

B

CP-24

B

CP-24

B

CP-24

B

98' - 0"

FS7.0A

98' - 0"

FS7.0A

98' - 0"

FS7.0A

98' - 0"

FS7.0A

98' - 0"

FS3.5A

98' - 0"

FS3.5A

98' - 0"

FS3.5A

98' - 0"

FS3.5A

98' - 0"

FS3.5A

98' - 0"

FS3.5A

98' - 0"

FS3.5A

98' - 0"

FS3.5A

0" 4'-0" 8'-0"2'-0"1/4" = 1'-0"

FOOTING AND FOUNDATION PLAN

LEVEL 1

100' - 0"

T.O. LOW PANEL

114' - 0"

A6.10

A4

/3

T.O. HIGH PANEL

117' - 5 19/32"

0' - 1" / 1' - 0"

C1

A6.01

A6.10

A3

2 3

1/4" = 1'-0"C1

Lateral Design

Assumed moment and braced frame layout, actual design to be performed by prefab metal building supplier and foundations to be confirmed with rxns from their final design

Seismic Sds = 0.56

Steel ordinary Moment Frame (X-Direction) R = 3.5 Omega = 3.0 Cs = 0.171

Steel Ordinary Concentrically Braced Frame (Y direction) R = 3.25 Omega = 2.0 Cs = 0.185

Weight Roof: 51.33 ft x 41.33 ft x 15 psf = 31,826 lbs Walls: (51.33 ft x 2 + 41.33 ft x 2) x 18 ft x 10 psf = 33,360 lbs

Total: 65,186 lbs

Ex = 65.2 k x 0.171 = 11.15 kips Ey = 65.2 k x 0.185 = 12.06 kips

Wind Loads (MWFRS) Net pressure: 13.9 psf - -4.0 psf = 17.9 psf

Area X: 18' x 51.33' = 923.94 ft^2 Y: 18' x 41.333 = 744 ft^2

Base Shear:

Wx = 16,539 lbs Wy = 13,318 lbs

MOMENT FRAME

MOMENT FRAME

MOMENT FRAME

MOMENT FRAME

B R

A C

E F

R A

M E

B R

A C

E F

R A

M E

X

Y

MOMENT FRAME

Current Date: 7/18/2026 12:43 PM Units system: English File name: N:\Calculations\__2026\260566 - Southwest Tech PEMB Storage\Calculations\Frame models.retx

Current Date: 7/18/2026 12:33 PM

File name: N:\Calculations\__2026\260566 - Southwest Tech PEMB Storage\Calculations\Frame models.retx Load condition: DL=Dead Load

Current Date: 7/18/2026 12:33 PM

File name: N:\Calculations\__2026\260566 - Southwest Tech PEMB Storage\Calculations\Frame models.retx Load condition: SL=Snow Load

Current Date: 7/18/2026 12:49 PM

File name: N:\Calculations\__2026\260566 - Southwest Tech PEMB Storage\Calculations\Frame models.retx Load condition: EQ1=Seismic

Current Date: 7/18/2026 12:50 PM

File name: N:\Calculations\__2026\260566 - Southwest Tech PEMB Storage\Calculations\Frame models.retx Load condition: EQ2=Seismic

File name: N:\Calculations\__2026\260566 - Southwest Tech PEMB Storage\Calculations\Frame models.retx Load condition: W1=Wind 1

File name: N:\Calculations\__2026\260566 - Southwest Tech PEMB Storage\Calculations\Frame models.retx Load condition: W2=Wind 2

File name: N:\Calculations\__2026\260566 - Southwest Tech PEMB Storage\Calculations\Frame models.retx

Analysis result

Nodes

Reactions

Direction of positive forces and moments

Forces [Kip] Moments [Kip*ft]

Node FX FY FZ MX MY MZ

Condition DL=Dead Load

1 1.69343 5.61731 0.00000 0.00000 0.00000 -3.76275

2 -2.64893 5.66660 0.00000 0.00000 0.00000 18.27113

5 0.00000 0.36745 0.00000 0.00000 0.00000 0.00000

6 0.00000 0.36745 0.00000 0.00000 0.00000 0.00000

9 0.00000 0.36743 0.00000 0.00000 0.00000 0.00000

10 0.00000 0.36743 0.00000 0.00000 0.00000 0.00000

SUM -0.95550 12.75367 0.00000 0.00000 0.00000 14.50839

Condition SL=Snow Load

1 4.84457 16.07004 0.00000 0.00000 0.00000 -10.76449

2 -7.57807 16.21103 0.00000 0.00000 0.00000 52.27016

5 0.00000 1.05335 0.00000 0.00000 0.00000 0.00000

6 0.00000 1.05335 0.00000 0.00000 0.00000 0.00000

9 0.00000 1.05331 0.00000 0.00000 0.00000 0.00000

10 0.00000 1.05331 0.00000 0.00000 0.00000 0.00000

SUM -2.73350 36.49439 0.00000 0.00000 0.00000 41.50567

Condition EQ1=Seismic

1 -3.46152 -0.73146 0.00000 0.00000 0.00000 29.57288

2 -2.11348 0.73146 0.00000 0.00000 0.00000 21.03128

5 -6.02999 -5.35327 0.00000 0.00000 0.00000 0.00000

6 -0.00001 5.35327 0.00000 0.00000 0.00000 0.00000

9 -6.02999 -6.64544 0.00000 0.00000 0.00000 0.00000

10 -0.00001 6.64544 0.00000 0.00000 0.00000 0.00000

SUM -17.63500 0.00000 0.00000 0.00000 0.00000 50.60415

Page1

Condition EQ2=Seismic

1 3.44437 1.20266 0.00000 0.00000 0.00000 -29.40611

2 2.13063 -1.20266 0.00000 0.00000 0.00000 -21.23449

5 0.00001 5.35327 0.00000 0.00000 0.00000 0.00000

6 6.02999 -5.35327 0.00000 0.00000 0.00000 0.00000

9 0.00001 6.64544 0.00000 0.00000 0.00000 0.00000

10 6.02999 -6.64544 0.00000 0.00000 0.00000 0.00000

SUM 17.63500 0.00000 0.00000 0.00000 0.00000 -50.64060

Condition W1=Wind 1

1 -5.13485 -1.08505 0.00000 0.00000 0.00000 43.86865

2 -3.13515 1.08505 0.00000 0.00000 0.00000 31.19796

5 -6.65999 -5.91257 0.00000 0.00000 0.00000 0.00000

6 -0.00001 5.91257 0.00000 0.00000 0.00000 0.00000

9 -6.65999 -7.33974 0.00000 0.00000 0.00000 0.00000

10 -0.00001 7.33974 0.00000 0.00000 0.00000 0.00000

SUM -21.59000 0.00000 0.00000 0.00000 0.00000 75.06661

Condition W2=Wind 2

1 5.10940 1.78403 0.00000 0.00000 0.00000 -43.62126

2 3.16060 -1.78403 0.00000 0.00000 0.00000 -31.49942

5 0.00001 5.91257 0.00000 0.00000 0.00000 0.00000

6 6.65999 -5.91257 0.00000 0.00000 0.00000 0.00000

9 0.00001 7.33974 0.00000 0.00000 0.00000 0.00000

10 6.65999 -7.33974 0.00000 0.00000 0.00000 0.00000

SUM 21.59000 0.00000 0.00000 0.00000 0.00000 -75.12068

Page2

General Footing LIC# : KW-06014581, Build:20.26.07.01 BHB CONSULTING ENGINEERS (c) ENERCALC, LLC 1982-2026

DESCRIPTION: Moment Frame Footings

Project File: 260566.ec6

Referenced Design Standard(s) : ACI 318-19 Load Combinations Used : ASCE 7-22 / IBC 2024

Code References Governing Code : IBC 2024

Rho (or Omega) = 1.00 General Information

Material Properties Soil Design Values 2.670

Analysis Settings

261.0 ksi Yes ksfAllowable Soil Bearing =

4.50 60.0

3,122.0 145.0

= 0.40Flexure = 0.90 Shear =

Values

0.00180

4.0

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 = ksf when max. length or width is greater than = ft

Add Ftg Wt for Soil Pressure Yes 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.

Soil Density = 110.0 pcf

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 24.0 in pz : parallel to Z-Z Axis 24.0 in Height =

24.0 in

Footing Thickness

24.0 in=

Rebar Centerline to Edge of Concrete...

= inat Bottom of footing 3.0

Bottom Reinforcing

Bars parallel to X-X Axis (resisting Z Flexure)

Reinforcing Bar Size

Number of Bars

Bars parallel to Z-Z Axis (resisting X Flexure)

Reinforcing Bar Size = 6 Number of Bars = 10

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

5.670 16.210 0.000 0.000 -1.800 -1.203 0.000

0.000 0.000 0.000 0.000 0.000 0.000 0.000

D Lr ksf

L S P : Vertical Load OB : Overburden = k W E

M-zz V-x

= 2.650 k

0.000

7.580 0.000 0.000 5.200 3.500

V-z 0.000 k0.000 0.000 0.000 0.000 0.000 0.000

0.000 43.900 M-xx =

18.300 k-ft= 52.300 0.000

0.000 k-ft

29.600 0.000

0.000

0.000 0.000 0.000 0.000 0.000

H

DESCRIPTION: Moment Frame Footings

Project File: 260566.ec6

PASS 3.001 Sliding - X-X 10.675 k 32.039 k +D+0.750Lr+0.450W PASS 999.0 Sliding - Z-Z 0.0 k 27.50 k D Only

DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity

PASS 0.8838 Soil Bearing 2.616 ksf 2.960 ksf +D+0.750Lr+0.450W about Z-Z axis PASS 20.794 Overturning - X-X 4.320 k-ft 89.830 k-ft +0.60D+0.60W PASS 1.485 Overturning - Z-Z 60.480 k-ft 89.830 k-ft +0.60D+0.60W

PASS 20.794 Uplift -1.080 k 22.458 k +0.60D+0.60W PASS 0.2628 Z Flexure (+X) Bot Tens 13.426 k-ft/ft 51.085 k-ft/ft +1.20D+1.60Lr+0.50W PASS 0.05390 Z Flexure (-X) Bot Tens 0 k-ft/ft 51.085 k-ft/ft +1.20D+1.60Lr

PASS 0.04360 X Flexure (+Z) Bot Tens 2.227 k-ft/ft 51.085 k-ft/ft +1.20D+1.60Lr PASS 0.04360 X Flexure (-Z) Bot Tens 2.227 k-ft/ft 51.085 k-ft/ft +1.20D+1.60Lr

PASS 0.3416 1-way Shear (+X) 17.834 psi 52.209 psi +1.20D+1.60Lr+0.50W PASS 0.05954 1-way Shear (-X) 3.109 psi 52.209 psi +1.20D+1.60Lr PASS 0.04816 1-way Shear (+Z) 2.515 psi 52.209 psi +1.20D+1.60Lr PASS 0.04816 1-way Shear (-Z) 2.515 psi 52.209 psi +1.20D+1.60Lr PASS 0.04541 2-way Punching 9.139 psi 201.246 psi +1.20D+1.60Lr+0.50W

Top reinforcing mat required (see 'Bending' tab).

Hand check required for anchor pullout.

Z Flexure (+X) Top Tens k-ft/ft k-ft/ft Undefined Z Flexure (-X) Top Tens k-ft/ft k-ft/ft +1.20D+1.60Lr

X Flexure (+Z) Top Tens k-ft/ft k-ft/ft X Flexure (-Z) Top Tens k-ft/ft k-ft/ft

PASS

PASS

PASS

PASS

Min Steel Z Flexure Bottom in2/ft0.5180.943 0.550 in2/ft n/a

Min Steel X Flexure Bottom0.943 0.518 in2/ft 0.550 in2/ft n/a

Min Steel Z Flexure Top0.000 0.000 in2/ft 0.000 in2/ft n/a

Min Steel X Flexure Top0.000 0.518 in2/ft 0.000 in2/ft n/a

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 2.960 n/a0.5848 0.5848 n/a 0.1980.0n/a X-X, +D+Lr 2.960 n/a0.8381 0.8381 n/a 0.2830.0n/a X-X, +D+0.750Lr 2.960 n/a0.7748 0.7748 n/a 0.2620.0n/a X-X, +D+0.60W 2.960 n/a0.5680 0.5680 n/a 0.1920.0n/a X-X, +D+0.750Lr+0.450W 2.960 n/a0.7621 0.7621 n/a 0.2580.0n/a X-X, +D+0.450W 2.960 n/a0.5722 0.5722 n/a 0.1930.0n/a X-X, +0.60D+0.60W 2.960 n/a0.3340 0.3340 n/a 0.1130.0n/a X-X, +D+0.70E 2.960 n/a0.5717 0.5717 n/a 0.1930.0n/a X-X, +D+0.5250E 2.960 n/a0.5750 0.5750 n/a 0.1940.0n/a X-X, +0.60D+0.70E 2.960 n/a0.3377 0.3377 n/a 0.1140.0n/a Z-Z, D Only 2.960 0.2496n/a n/a 0.9201 0.311n/a9.265 Z-Z, +D+Lr 2.960 0.0n/a n/a 2.311 0.781n/a24.949 Z-Z, +D+0.750Lr 2.960 0.0n/a n/a 1.895 0.640n/a21.989 Z-Z, +D+0.60W 2.960 0.0n/a n/a 1.409 0.476n/a22.356 Z-Z, +D+0.750Lr+0.450W 2.960 0.0n/a n/a 2.616 0.884n/a29.517 Z-Z, +D+0.450W 2.960 0.0n/a n/a 1.256 0.424n/a19.011 Z-Z, +0.60D+0.60W 2.960 0.0n/a n/a 1.285 0.434n/a31.524 Z-Z, +D+0.70E 2.960 0.0n/a n/a 1.276 0.431n/a19.488 Z-Z, +D+0.5250E 2.960 0.0n/a n/a 1.177 0.398n/a16.889 Z-Z, +0.60D+0.70E 2.960 0.0n/a n/a 1.001 0.338n/a26.569

Rotation Axis & Overturning Stability

Load Combination... StatusOverturning Resisting Ratio Moment Sum About Negative Edge (k-ft) Moment Sum About Positive Edge (k-ft)

StatusOverturning Resisting Ratio X-X, D Only None 149.72 Infinity OK None 149.72 Infinity OK X-X, +D+Lr None 214.56 Infinity OK None 214.56 Infinity OK X-X, +D+0.750Lr None 198.35 Infinity OK None 198.35 Infinity OK

X-X, +D+0.60W 4.32 149.72 34.657 OK 4.32 149.72 34.657 OK

X-X, +D+0.750Lr+0.450W 3.24 198.35 61.219 OK 3.24 198.35 61.219 OK

X-X, +D+0.450W 3.24 149.72 46.210 OK 3.24 149.72 46.210 OK

Reinforced top and bottom

DESCRIPTION: Moment Frame Footings

Project File: 260566.ec6

Rotation Axis & Overturning Stability

Load Combination... StatusOverturning Resisting Ratio Moment Sum About Negative Edge (k-ft) Moment Sum About Positive Edge (k-ft)

StatusOverturning Resisting Ratio

X-X, +0.60D+0.60W 4.32 89.83 20.794 OK 4.32 89.83 20.794 OK

X-X, +D+0.70E 3.37 149.72 44.448 OK 3.37 149.72 44.448 OK

X-X, +D+0.5250E 2.53 149.72 59.265 OK 2.53 149.72 59.265 OK

X-X, +0.60D+0.70E 3.37 89.83 26.669 OK 3.37 89.83 26.669 OK

Z-Z, D Only None 178.62 Infinity OK 28.90 149.72 5.181 OK Z-Z, +D+Lr None 326.08 Infinity OK 111.52 214.56 1.924 OK Z-Z, +D+0.750Lr None 289.22 Infinity OK 90.87 198.35 2.183 OK

Z-Z, +D+0.60W 4.32 217.44 50.333 OK 72.04 149.72 2.078 OK

Z-Z, +D+0.750Lr+0.450W 3.24 318.33 98.250 OK 123.22 198.35 1.610 OK

Z-Z, +D+0.450W 3.24 207.74 64.116 OK 61.26 149.72 2.444 OK

Z-Z, +0.60D+0.60W 4.32 145.99 33.794 OK 60.48 89.83 1.485 OK

Z-Z, +D+0.70E 3.37 201.51 59.824 OK 55.16 149.72 2.714 OK

Z-Z, +D+0.5250E 2.53 195.79 77.500 OK 48.59 149.72 3.081 OK

Z-Z, +0.60D+0.70E 3.37 130.06 38.612 OK 43.60 89.83 2.060 OK

Force Application Axis

Sliding Stability All units k

Load Combination... StatusSliding Force Resisting Force Stability Ratio X-X, D Only 2.650 k 27.50 k 10.377 OK X-X, +D+Lr 10.230 k 33.984 k 3.322 OK X-X, +D+0.750Lr 8.335 k 32.363 k 3.883 OK X-X, +D+0.60W 5.770 k 27.068 k 4.691 OK X-X, +D+0.750Lr+0.450W 10.675 k 32.039 k 3.001 OK X-X, +D+0.450W 4.990 k 27.176 k 5.446 OK X-X, +0.60D+0.60W 4.710 k 21.079 k 4.475 OK X-X, +D+0.70E 5.10 k 27.163 k 5.326 OK X-X, +D+0.5250E 4.488 k 27.247 k 6.072 OK X-X, +0.60D+0.70E 4.040 k 21.174 k 5.241 OK Z-Z, D Only 0.0 k 27.50 k 999.0 OK Z-Z, +D+Lr 0.0 k 33.984 k 999.0 OK Z-Z, +D+0.750Lr 0.0 k 32.363 k 999.0 OK Z-Z, +D+0.60W 0.0 k 27.068 k 999.0 OK Z-Z, +D+0.70E 0.0 k 27.163 k 999.0 OK Z-Z, +D+0.5250E 0.0 k 27.247 k 999.0 OK Z-Z, +0.60D+0.70E 0.0 k 21.174 k 999.0 OK Z-Z, +D+0.750Lr+0.450W 0.0 k 32.039 k 999.0 OK Z-Z, +D+0.450W 0.0 k 27.176 k 999.0 OK Z-Z, +0.60D+0.60W 0.0 k 21.079 k 999.0 OK

Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd

Footing Flexure Tension k-ft Actual As StatusMu Side

Surface Gvrn. As Phi*Mn

X-X, +1.40D 0.4714 +Z Bottom 0.5184 ACI 7.6.1.1 0.550 51.085 OK X-X, +1.40D 0.4714 -Z Bottom 0.5184 ACI 7.6.1.1 0.550 51.085 OK X-X, +1.20D+0.50Lr 0.9739 +Z Bottom 0.5184 ACI 7.6.1.1 0.550 51.085 OK X-X, +1.20D+0.50Lr 0.9739 -Z Bottom 0.5184 ACI 7.6.1.1 0.550 51.085 OK X-X, +1.20D 0.4041 +Z Bottom 0.5184 ACI 7.6.1.1 0.550 51.085 OK X-X, +1.20D 0.4041 -Z Bottom 0.5184 ACI 7.6.1.1 0.550 51.085 OK X-X, +1.20D+1.60Lr 2.227 +Z Bottom 0.5184 ACI 7.6.1.1 0.550 51.085 OK X-X, +1.20D+1.60Lr 2.227 -Z Bottom 0.5184 ACI 7.6.1.1 0.550 51.085 OK X-X, +1.20D+1.60Lr+0.50W 2.164 +Z Bottom 0.5184 ACI 7.6.1.1 0.550 51.085 OK X-X, +1.20D+1.60Lr+0.50W 2.164 -Z Bottom 0.5184 ACI 7.6.1.1 0.550 51.085 OK X-X, +1.20D+0.50W 0.3408 +Z Bottom 0.5184 ACI 7.6.1.1 0.550 51.085 OK X-X, +1.20D+0.50W 0.3408 -Z Bottom 0.5184 ACI 7.6.1.1 0.550 51.085 OK X-X, +1.20D+0.50Lr+W 0.8473 +Z Bottom 0.5184 ACI 7.6.1.1 0.550 51.085 OK X-X, +1.20D+0.50Lr+W 0.8473 -Z Bottom 0.5184 ACI 7.6.1.1 0.550 51.085 OK X-X, +1.20D+W 0.2775 +Z Bottom 0.5184 ACI 7.6.1.1 0.550 51.085 OK X-X, +1.20D+W 0.2775 -Z Bottom 0.5184 ACI 7.6.1.1 0.550 51.085 OK X-X, +0.90D+W 0.1765 +Z Bottom 0.5184 ACI 7.6.1.1 0.550 51.085 OK X-X, +0.90D+W 0.1765 -Z Bottom 0.5184 ACI 7.6.1.1 0.550 51.085 OK X-X, +1.20D+E 0.3195 +Z Bottom 0.5184 ACI 7.6.1.1 0.550 51.085 OK X-X, +1.20D+E 0.3195 -Z Bottom 0.5184 ACI 7.6.1.1 0.550 51.085 OK X-X, +0.90D+E 0.2185 +Z Bottom 0.5184 ACI 7.6.1.1 0.550 51.085 OK X-X, +0.90D+E 0.2185 -Z Bottom 0.5184 ACI 7.6.1.1 0.550 51.085 OK Z-Z, +1.40D 2.071 +X Bottom 0.5184 ACI 7.6.1.1 0.550 51.085 OK Z-Z, +1.20D+0.50Lr 3.986 +X Bottom 0.5184 ACI 7.6.1.1 0.550 51.085 OK

DESCRIPTION: Moment Frame Footings

Project File: 260566.ec6

Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd

Footing Flexure Tension k-ft Actual As StatusMu Side

Surface Gvrn. As Phi*Mn

Z-Z, +1.20D 1.775 +X Bottom 0.5184 ACI 7.6.1.1 0.550 51.085 OK Z-Z, +1.20D+1.60Lr 10.124 +X Bottom 0.5184 ACI 7.6.1.1 0.550 51.085 OK Z-Z, +1.20D+1.60Lr+0.50W 13.426 +X Bottom 0.5184 ACI 7.6.1.1 0.550 51.085 OK Z-Z, +1.20D+0.50W 3.012 +X Bottom 0.5184 ACI 7.6.1.1 0.550 51.085 OK Z-Z, +1.20D+0.50Lr+W 8.494 +X Bottom 0.5184 ACI 7.6.1.1 0.550 51.085 OK Z-Z, +1.20D+W 4.908 +X Bottom 0.5184 ACI 7.6.1.1 0.550 51.085 OK Z-Z, +0.90D+W 5.298 +X Bottom 0.5184 ACI 7.6.1.1 0.550 51.085 OK Z-Z, +1.20D+E 3.546 +X Bottom 0.5184 ACI 7.6.1.1 0.550 51.085 OK Z-Z, +0.90D+E 3.316 +X Bottom 0.5184 ACI 7.6.1.1 0.550 51.085 OK

One Way Shear X Vu @ +XLoad Combination... Vu @ -X Vu:Max Vu / Phi*VnPhi Vn Status

+1.40D 1.49 2.56 2.56 52.21 0.05psipsipsipsi OK +1.20D+0.50Lr 2.68 4.91 4.91 52.21 0.09psipsipsipsi OK +1.20D 1.28 2.19 2.19 52.21 0.04psipsipsipsi OK +1.20D+1.60Lr 3.11 12.76 12.76 52.21 0.24psipsipsipsi OK +1.20D+1.60Lr+0.50W 3.11 17.83 17.83 52.21 0.34psipsipsipsi OK +1.20D+0.50W 2.91 3.77 3.77 52.21 0.07psipsipsipsi OK +1.20D+0.50Lr+W 3.11 11.25 11.25 52.21 0.22psipsipsipsi OK +1.20D+W 3.11 6.30 6.30 52.21 0.12psipsipsipsi OK +0.90D+W 2.33 7.19 7.19 52.21 0.14psipsipsipsi OK +1.20D+E 3.11 4.46 4.46 52.21 0.09psipsipsipsi OK +0.90D+E 2.33 4.22 4.22 52.21 0.08psipsipsipsi OK

One Way Shear Z Load Combination... Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 0.53 0.53 0.53 52.21 0.01psipsipsipsi OK +1.20D+0.50Lr 1.10 1.10 1.10 52.21 0.02psipsipsipsi OK +1.20D 0.46 0.46 0.46 52.21 0.01psipsipsipsi OK +1.20D+1.60Lr 2.52 2.52 2.52 52.21 0.05psipsipsipsi OK +1.20D+1.60Lr+0.50W 2.44 2.44 2.44 52.21 0.05psipsipsipsi OK +1.20D+0.50W 0.38 0.38 0.38 52.21 0.01psipsipsipsi OK +1.20D+0.50Lr+W 0.96 0.96 0.96 52.21 0.02psipsipsipsi OK +1.20D+W 0.31 0.31 0.31 52.21 0.01psipsipsipsi OK +0.90D+W 0.20 0.20 0.20 52.21 0.00psipsipsipsi OK +1.20D+E 0.36 0.36 0.36 52.21 0.01psipsipsipsi OK +0.90D+E 0.25 0.25 0.25 52.21 0.00psipsipsipsi OK

Vu / Phi*Vn

Two-Way "Punching" Shear All units k

StatusVu Phi*VnLoad Combination...

+1.40D 1.40 201.25 0.01 OKpsipsi +1.20D+0.50Lr 2.89 201.25 0.01 OKpsipsi +1.20D 1.20 201.25 0.01 OKpsipsi +1.20D+1.60Lr 7.85 201.25 0.04 OKpsipsi +1.20D+1.60Lr+0.50W 9.14 201.25 0.05 OKpsipsi +1.20D+0.50W 1.03 201.25 0.01 OKpsipsi +1.20D+0.50Lr+W 4.25 201.25 0.02 OKpsipsi +1.20D+W 1.50 201.25 0.01 OKpsipsi +0.90D+W 1.76 201.25 0.01 OKpsipsi +1.20D+E 1.05 201.25 0.01 OKpsipsi +0.90D+E 0.98 201.25 0.00 OKpsipsi

DESCRIPTION: Moment Frame Footings

Project File: 260566.ec6

Plan and Section Views

8'-0" 4'-0"

2'-0"

8' -0

4'

-0

2' -0

Z

Z

X X

Bottom Mat: 10#6 parallel to X-X, 10#6 parallel to Z-Z

3"

X-X Section Looking to +Z

2' -0

3"

Z-Z Section Looking to +X

DESCRIPTION: Brace Frame Footings

Project File: 260566.ec6

Referenced Design Standard(s) : ACI 318-19 Load Combinations Used : ASCE 7-22 / IBC 2024

Code References Governing Code : IBC 2024

Rho (or Omega) = 1.00 General Information

Material Properties Soil Design Values 2.670

Analysis Settings

261.0 ksi Yes ksfAllowable Soil Bearing =

4.50 60.0

3,122.0 145.0

= 0.40Flexure = 0.90 Shear =

Values

0.00180

4.0

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 = ksf when max. length or width is greater than = ft

Add Ftg Wt for Soil Pressure Yes 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.

Soil Density = 110.0 pcf

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 24.0 in pz : parallel to Z-Z Axis 24.0 in Height =

24.0 in

Footing Thickness

24.0 in=

Rebar Centerline to Edge of Concrete...

= inat Bottom of footing 3.0

Bottom Reinforcing

Bars parallel to X-X Axis (resisting Z Flexure)

Reinforcing Bar Size

Number of Bars

10.0

Bars parallel to Z-Z Axis (resisting X Flexure)

Reinforcing Bar Size = 6 Number of Bars = 10.0

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

5.670 16.210 0.000 0.000 -7.340 -6.650 0.000

0.000 0.000 0.000 0.000 0.000 0.000 0.000

D Lr ksf

L S P : Vertical Load OB : Overburden = k W E

M-zz V-x

= 0.000 k

0.000

0.000 0.000 0.000 6.660 6.030

V-z 0.000 k0.000 0.000 0.000 0.000 0.000 0.000

0.000 0.000 M-xx =

0.000 k-ft= 0.000 0.000

0.000 k-ft

0.000 0.000

0.000

0.000 0.000 0.000 0.000 0.000

H

DESCRIPTION: Brace Frame Footings

Project File: 260566.ec6

PASS 4.655 Sliding - X-X 4.221 k 19.649 k +0.60D+0.70E PASS 999.0 Sliding - Z-Z 0.0 k 27.50 k D Only

DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity

PASS 0.2913 Soil Bearing 0.8623 ksf 2.960 ksf +D+0.750Lr+0.450W about Z-Z axis PASS 4.824 Overturning - X-X 18.620 k-ft 89.830 k-ft +0.60D+0.70E PASS 2.674 Overturning - Z-Z 33.60 k-ft 89.830 k-ft +0.60D+0.60W

PASS 4.824 Uplift -4.655 k 22.458 k +0.60D+0.70E PASS 0.04886 Z Flexure (+X) Bot Tens 2.496 k-ft/ft 51.085 k-ft/ft +1.20D+1.60Lr+0.50W PASS 0.04360 Z Flexure (-X) Bot Tens 2.227 k-ft/ft 51.085 k-ft/ft +1.20D+1.60Lr

PASS 0.04360 X Flexure (+Z) Bot Tens 2.227 k-ft/ft 51.085 k-ft/ft +1.20D+1.60Lr PASS 0.04360 X Flexure (-Z) Bot Tens 2.227 k-ft/ft 51.085 k-ft/ft +1.20D+1.60Lr

PASS 0.05534 1-way Shear (+X) 2.889 psi 52.209 psi +1.20D+1.60Lr+0.50W PASS 0.04816 1-way Shear (-X) 2.515 psi 52.209 psi +1.20D+1.60Lr PASS 0.04816 1-way Shear (+Z) 2.515 psi 52.209 psi +1.20D+1.60Lr PASS 0.04816 1-way Shear (-Z) 2.515 psi 52.209 psi +1.20D+1.60Lr PASS 0.03284 2-way Punching 6.608 psi 201.246 psi +1.20D+1.60Lr

Top reinforcing mat required (see 'Bending' tab).

Hand check required for anchor pullout.

Z Flexure (+X) Top Tens k-ft/ft k-ft/ft Undefined Z Flexure (-X) Top Tens k-ft/ft k-ft/ft +0.90D+W

Undefined X Flexure (+Z) Top Tens k-ft/ft k-ft/ft +0.90D+W Undefined X Flexure (-Z) Top Tens k-ft/ft k-ft/ft +0.90D+W

PASS

PASS

PASS

PASS

Min Steel Z Flexure Bottom in2/ft0.5180.943 0.550 in2/ft n/a

Min Steel X Flexure Bottom0.943 0.518 in2/ft 0.550 in2/ft n/a

Min Steel Z Flexure Top0.000 0.518 in2/ft 0.000 in2/ft n/a

Min Steel X Flexure Top0.000 0.518 in2/ft 0.000 in2/ft n/a

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 2.960 n/a0.5848 0.5848 n/a 0.1980.0n/a X-X, +D+Lr 2.960 n/a0.8381 0.8381 n/a 0.2830.0n/a X-X, +D+0.750Lr 2.960 n/a0.7748 0.7748 n/a 0.2620.0n/a X-X, +D+0.60W 2.960 n/a0.5160 0.5160 n/a 0.1740.0n/a X-X, +D+0.750Lr+0.450W 2.960 n/a0.7232 0.7232 n/a 0.2440.0n/a X-X, +D+0.450W 2.960 n/a0.5332 0.5332 n/a 0.1800.0n/a X-X, +0.60D+0.60W 2.960 n/a0.2821 0.2821 n/a 0.0950.0n/a X-X, +D+0.70E 2.960 n/a0.5121 0.5121 n/a 0.1730.0n/a X-X, +D+0.5250E 2.960 n/a0.5303 0.5303 n/a 0.1790.0n/a X-X, +0.60D+0.70E 2.960 n/a0.2782 0.2782 n/a 0.0940.0n/a Z-Z, D Only 2.960 0.5848n/a n/a 0.5848 0.198n/a0.0 Z-Z, +D+Lr 2.960 0.8381n/a n/a 0.8381 0.283n/a0.0 Z-Z, +D+0.750Lr 2.960 0.7748n/a n/a 0.7748 0.262n/a0.0 Z-Z, +D+0.60W 2.960 0.3306n/a n/a 0.7015 0.237n/a5.808 Z-Z, +D+0.750Lr+0.450W 2.960 0.5841n/a n/a 0.8623 0.291n/a3.108 Z-Z, +D+0.450W 2.960 0.3942n/a n/a 0.6723 0.227n/a4.215 Z-Z, +0.60D+0.60W 2.960 0.09665n/a n/a 0.4675 0.158n/a10.624 Z-Z, +D+0.70E 2.960 0.3162n/a n/a 0.7080 0.239n/a6.182 Z-Z, +D+0.5250E 2.960 0.3834n/a n/a 0.6772 0.229n/a4.477 Z-Z, +0.60D+0.70E 2.960 0.08229n/a n/a 0.4741 0.160n/a11.381

Rotation Axis & Overturning Stability

Load Combination... StatusOverturning Resisting Ratio Moment Sum About Negative Edge (k-ft) Moment Sum About Positive Edge (k-ft)

StatusOverturning Resisting Ratio X-X, D Only None 149.72 Infinity OK None 149.72 Infinity OK X-X, +D+Lr None 214.56 Infinity OK None 214.56 Infinity OK X-X, +D+0.750Lr None 198.35 Infinity OK None 198.35 Infinity OK

X-X, +D+0.60W 17.62 149.72 8.499 OK 17.62 149.72 8.499 OK

X-X, +D+0.750Lr+0.450W 13.21 198.35 15.013 OK 13.21 198.35 15.013 OK

X-X, +D+0.450W 13.21 149.72 11.332 OK 13.21 149.72 11.332 OK

DESCRIPTION: Brace Frame Footings

Project File: 260566.ec6

Rotation Axis & Overturning Stability

Load Combination... StatusOverturning Resisting Ratio Moment Sum About Negative Edge (k-ft) Moment Sum About Positive Edge (k-ft)

StatusOverturning Resisting Ratio

X-X, +0.60D+0.60W 17.62 89.83 5.099 OK 17.62 89.83 5.099 OK

X-X, +D+0.70E 18.62 149.72 8.041 OK 18.62 149.72 8.041 OK

X-X, +D+0.5250E 13.97 149.72 10.721 OK 13.97 149.72 10.721 OK

X-X, +0.60D+0.70E 18.62 89.83 4.824 OK 18.62 89.83 4.824 OK

Z-Z, D Only None 149.72 Infinity OK None 149.72 Infinity OK Z-Z, +D+Lr None 214.56 Infinity OK None 214.56 Infinity OK Z-Z, +D+0.750Lr None 198.35 Infinity OK None 198.35 Infinity OK

Z-Z, +D+0.60W 17.62 165.70 9.406 OK 33.60 149.72 4.456 OK

Z-Z, +D+0.750Lr+0.450W 13.21 210.34 15.920 OK 25.20 198.35 7.871 OK

Z-Z, +D+0.450W 13.21 161.71 12.239 OK 25.20 149.72 5.941 OK

Z-Z, +0.60D+0.60W 17.62 105.82 6.007 OK 33.60 89.83 2.674 OK

Z-Z, +D+0.70E 18.62 162.38 8.721 OK 31.28 149.72 4.786 OK

Z-Z, +D+0.5250E 13.97 159.22 11.401 OK 23.46 149.72 6.381 OK

Z-Z, +0.60D+0.70E 18.62 102.50 5.505 OK 31.28 89.83 2.872 OK

Force Application Axis

Sliding Stability All units k

Load Combination... StatusSliding Force Resisting Force Stability Ratio X-X, D Only 0.0 k 27.50 k 999.0 OK X-X, +D+Lr 0.0 k 33.984 k 999.0 OK X-X, +D+0.750Lr 0.0 k 32.363 k 999.0 OK X-X, +D+0.60W 3.996 k 25.738 k 6.441 OK X-X, +D+0.750Lr+0.450W 2.997 k 31.042 k 10.358 OK X-X, +D+0.450W 2.997 k 26.179 k 8.735 OK X-X, +0.60D+0.60W 3.996 k 19.750 k 4.942 OK X-X, +D+0.70E 4.221 k 25.638 k 6.074 OK X-X, +D+0.5250E 3.166 k 26.104 k 8.246 OK X-X, +0.60D+0.70E 4.221 k 19.649 k 4.655 OK Z-Z, D Only 0.0 k 27.50 k 999.0 OK Z-Z, +D+Lr 0.0 k 33.984 k 999.0 OK Z-Z, +D+0.750Lr 0.0 k 32.363 k 999.0 OK Z-Z, +D+0.60W 0.0 k 25.738 k 999.0 OK Z-Z, +D+0.70E 0.0 k 25.638 k 999.0 OK Z-Z, +D+0.5250E 0.0 k 26.104 k 999.0 OK Z-Z, +0.60D+0.70E 0.0 k 19.649 k 999.0 OK Z-Z, +D+0.750Lr+0.450W 0.0 k 31.042 k 999.0 OK Z-Z, +D+0.450W 0.0 k 26.179 k 999.0 OK Z-Z, +0.60D+0.60W 0.0 k 19.750 k 999.0 OK

Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd

Footing Flexure Tension k-ft Actual As StatusMu Side

Surface Gvrn. As Phi*Mn

X-X, +1.40D 0.4714 +Z Bottom 0.5184 ACI 7.6.1.1 0.550 51.085 OK X-X, +1.40D 0.4714 -Z Bottom 0.5184 ACI 7.6.1.1 0.550 51.085 OK X-X, +1.20D+0.50Lr 0.9739 +Z Bottom 0.5184 ACI 7.6.1.1 0.550 51.085 OK X-X, +1.20D+0.50Lr 0.9739 -Z Bottom 0.5184 ACI 7.6.1.1 0.550 51.085 OK X-X, +1.20D 0.4041 +Z Bottom 0.5184 ACI 7.6.1.1 0.550 51.085 OK X-X, +1.20D 0.4041 -Z Bottom 0.5184 ACI 7.6.1.1 0.550 51.085 OK X-X, +1.20D+1.60Lr 2.227 +Z Bottom 0.5184 ACI 7.6.1.1 0.550 51.085 OK X-X, +1.20D+1.60Lr 2.227 -Z Bottom 0.5184 ACI 7.6.1.1 0.550 51.085 OK X-X, +1.20D+1.60Lr+0.50W 1.969 +Z Bottom 0.5184 ACI 7.6.1.1 0.550 51.085 OK X-X, +1.20D+1.60Lr+0.50W 1.969 -Z Bottom 0.5184 ACI 7.6.1.1 0.550 51.085 OK X-X, +1.20D+0.50W 0.1461 +Z Bottom 0.5184 ACI 7.6.1.1 0.550 51.085 OK X-X, +1.20D+0.50W 0.1461 -Z Bottom 0.5184 ACI 7.6.1.1 0.550 51.085 OK X-X, +1.20D+0.50Lr+W 0.4579 +Z Bottom 0.5184 ACI 7.6.1.1 0.550 51.085 OK X-X, +1.20D+0.50Lr+W 0.4579 -Z Bottom 0.5184 ACI 7.6.1.1 0.550 51.085 OK Z-Z, +1.40D 0.4714 -X Bottom 0.5184 ACI 7.6.1.1 0.550 51.085 OK Z-Z, +1.40D 0.4714 +X Bottom 0.5184 ACI 7.6.1.1 0.550 51.085 OK Z-Z, +1.20D+0.50Lr 0.9739 -X Bottom 0.5184 ACI 7.6.1.1 0.550 51.085 OK Z-Z, +1.20D+0.50Lr 0.9739 +X Bottom 0.5184 ACI 7.6.1.1 0.550 51.085 OK Z-Z, +1.20D 0.4041 -X Bottom 0.5184 ACI 7.6.1.1 0.550 51.085 OK Z-Z, +1.20D 0.4041 +X Bottom 0.5184 ACI 7.6.1.1 0.550 51.085 OK Z-Z, +1.20D+1.60Lr 2.227 -X Bottom 0.5184 ACI 7.6.1.1 0.550 51.085 OK Z-Z, +1.20D+1.60Lr 2.227 +X Bottom 0.5184 ACI 7.6.1.1 0.550 51.085 OK Z-Z, +1.20D+1.60Lr+0.50W 1.443 -X Bottom 0.5184 ACI 7.6.1.1 0.550 51.085 OK Z-Z, +1.20D+1.60Lr+0.50W 2.496 +X Bottom 0.5184 ACI 7.6.1.1 0.550 51.085 OK

DESCRIPTION: Brace Frame Footings

Project File: 260566.ec6

Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd

Footing Flexure Tension k-ft Actual As StatusMu Side

Surface Gvrn. As Phi*Mn

Z-Z, +1.20D+0.50W 0.6728 +X Bottom 0.5184 ACI 7.6.1.1 0.550 51.085 OK Z-Z, +1.20D+0.50Lr+W 1.511 +X Bottom 0.5184 ACI 7.6.1.1 0.550 51.085 OK Z-Z, +1.20D+W 0.9415 +X Bottom 0.5184 ACI 7.6.1.1 0.550 51.085 OK Z-Z, +0.90D+W 0.8405 +X Bottom 0.5184 ACI 7.6.1.1 0.550 51.085 OK Z-Z, +1.20D+E 0.8904 +X Bottom 0.5184 ACI 7.6.1.1 0.550 51.085 OK Z-Z, +0.90D+E 0.7894 +X Bottom 0.5184 ACI 7.6.1.1 0.550 51.085 OK

One Way Shear X Vu @ +XLoad Combination... Vu @ -X Vu:Max Vu / Phi*VnPhi Vn Status

+1.40D 0.53 0.53 0.53 52.21 0.01psipsipsipsi OK +1.20D+0.50Lr 1.10 1.10 1.10 52.21 0.02psipsipsipsi OK +1.20D 0.46 0.46 0.46 52.21 0.01psipsipsipsi OK +1.20D+1.60Lr 2.52 2.52 2.52 52.21 0.05psipsipsipsi OK +1.20D+1.60Lr+0.50W 1.56 2.89 2.89 52.21 0.06psipsipsipsi OK +1.20D+0.50W 0.50 0.83 0.83 52.21 0.02psipsipsipsi OK +1.20D+0.50Lr+W 0.82 1.85 1.85 52.21 0.04psipsipsipsi OK +1.20D+W 1.46 1.21 1.46 52.21 0.03psipsipsipsi OK +0.90D+W 1.57 1.09 1.57 52.21 0.03psipsipsipsi OK +1.20D+E 1.28 1.13 1.28 52.21 0.02psipsipsipsi OK +0.90D+E 1.39 1.02 1.39 52.21 0.03psipsipsipsi OK

One Way Shear Z Load Combination... Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 0.53 0.53 0.53 52.21 0.01psipsipsipsi OK +1.20D+0.50Lr 1.10 1.10 1.10 52.21 0.02psipsipsipsi OK +1.20D 0.46 0.46 0.46 52.21 0.01psipsipsipsi OK +1.20D+1.60Lr 2.52 2.52 2.52 52.21 0.05psipsipsipsi OK +1.20D+1.60Lr+0.50W 2.22 2.22 2.22 52.21 0.04psipsipsipsi OK +1.20D+0.50W 0.16 0.16 0.16 52.21 0.00psipsipsipsi OK +1.20D+0.50Lr+W 0.52 0.52 0.52 52.21 0.01psipsipsipsi OK +1.20D+W 0.13 0.13 0.13 52.21 0.00psipsipsipsi OK +0.90D+W 0.24 0.24 0.24 52.21 0.00psipsipsipsi OK +1.20D+E 0.07 0.07 0.07 52.21 0.00psipsipsipsi OK +0.90D+E 0.19 0.19 0.19 52.21 0.00psipsipsipsi OK

Vu / Phi*Vn

Two-Way "Punching" Shear All units k

StatusVu Phi*VnLoad Combination...

+1.40D 1.40 201.25 0.01 OKpsipsi +1.20D+0.50Lr 2.89 201.25 0.01 OKpsipsi +1.20D 1.20 201.25 0.01 OKpsipsi +1.20D+1.60Lr 6.61 201.25 0.03 OKpsipsi +1.20D+1.60Lr+0.50W 5.84 201.25 0.03 OKpsipsi +1.20D+0.50W 0.43 201.25 0.00 OKpsipsi +1.20D+0.50Lr+W 1.36 201.25 0.01 OKpsipsi +1.20D+W 0.33 201.25 0.00 OKpsipsi +0.90D+W 0.63 201.25 0.00 OKpsipsi +1.20D+E 0.19 201.25 0.00 OKpsipsi +0.90D+E 0.49 201.25 0.00 OKpsipsi

DESCRIPTION: Brace Frame Footings

Project File: 260566.ec6

Plan and Section Views

8'-0" 4'-0"

2'-0"

8' -0

4'

-0

2' -0

Z

Z

X X

Bottom Mat: 10#6 parallel to X-X, 10#6 parallel to Z-Z

3"

X-X Section Looking to +Z

2' -0

3"

DESCRIPTION: End Footings (worst case at 3A/3D)

Project File: 260566.ec6

Referenced Design Standard(s) : ACI 318-19 Load Combinations Used : ASCE 7-22 / IBC 2024

Code References Governing Code : IBC 2024

Rho (or Omega) = 1.00 General Information

Material Properties Soil Design Values 2.0

Analysis Settings

261.0 ksi Yes ksfAllowable Soil Bearing =

4.50 60.0

3,122.0 145.0

= 0.40Flexure = 0.90 Shear =

Values

0.00180

3.50

Soil Passive Resistance (for Sliding)

1.0

Increases based on footing plan dimension

Add Pedestal Wt for Soil Pressure Yes:

Use Pedestal wt for stability, mom & shear Yes:

Allowable pressure increase per foot of depth = ksf when max. length or width is greater than = ft

Add Ftg Wt for Soil Pressure Yes 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.

Soil Density = 110.0 pcf

Dimensions Width parallel to X-X Axis 4.50 ft Length parallel to Z-Z Axis

4.50 ft

Pedestal dimensions...

px : parallel to X-X Axis 24.0 in pz : parallel to Z-Z Axis 24.0 in Height =

24.0 in

Footing Thickness

12.0 in=

Rebar Centerline to Edge of Concrete...

= inat Bottom of footing 3.0

Bottom Reinforcing

Bars parallel to X-X Axis (resisting Z Flexure)

Reinforcing Bar Size

Number of Bars

Bars parallel to Z-Z Axis (resisting X Flexure)

Reinforcing Bar Size = 5 Number of Bars = 4

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

2.050 0.000 0.000 5.900 0.000 0.000 0.000

0.000 0.000 0.000 0.000 0.000 0.000 0.000

D Lr ksf

L S P : Vertical Load OB : Overburden = k W E

M-zz V-x

= 0.615 k

0.000

0.000 0.000 1.770 2.240 0.000

V-z 0.000 k0.000 0.000 0.000 0.000 0.000 0.000

3.940 0.000 M-xx =

1.400 k-ft= 0.000 0.000

0.000 k-ft

0.000 0.000

0.000

0.000 0.000 0.000 0.000 0.000

H

DESCRIPTION: End Footings (worst case at 3A/3D)

Project File: 260566.ec6

PASS 3.530 Sliding - X-X 2.552 k 9.009 k +D+0.5250S+0.450W PASS 999.0 Sliding - Z-Z 0.0 k 7.770 k D Only

DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity

PASS 0.6550 Soil Bearing 1.405 ksf 2.145 ksf +D+0.5250S+0.450W about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 2.397 Overturning - Z-Z 5.980 k-ft 14.330 k-ft +0.60D+0.60W

PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1302 Z Flexure (+X) Bot Tens 1.424 k-ft/ft 10.937 k-ft/ft +1.20D+1.60S+0.50W PASS 0.03454 Z Flexure (-X) Bot Tens 0 k-ft/ft 10.937 k-ft/ft +1.20D+1.60S+0.50W

PASS 0.04223 X Flexure (+Z) Bot Tens 0.4619 k-ft/ft 10.937 k-ft/ft +1.20D+1.60S+0.50W PASS 0.04223 X Flexure (-Z) Bot Tens 0.4619 k-ft/ft 10.937 k-ft/ft +1.20D+1.60S+0.50W

PASS 0.1617 1-way Shear (+X) 8.896 psi 54.999 psi +1.20D+1.60S+0.50W PASS 0.0420 1-way Shear (-X) 2.310 psi 54.999 psi +1.20D+1.60S+0.50W PASS 0.04927 1-way Shear (+Z) 2.710 psi 54.999 psi +1.20D+1.60S+0.50W PASS 0.04927 1-way Shear (-Z) 2.710 psi 54.999 psi +1.20D+1.60S+0.50W PASS 0.03218 2-way Punching 6.475 psi 201.246 psi +1.20D+1.60S+0.50W

Top reinforcing mat required (see 'Bending' tab).

Hand check required for anchor pullout.

Z Flexure (+X) Top Tens k-ft/ft k-ft/ft Undefined Z Flexure (-X) Top Tens k-ft/ft k-ft/ft +1.20D+1.60S+0.50W

Undefined X Flexure (+Z) Top Tens k-ft/ft k-ft/ft +0.90D+W Undefined X Flexure (-Z) Top Tens k-ft/ft k-ft/ft +0.90D+W

PASS

PASS

PASS

PASS

Min Steel Z Flexure Bottom in2/ft0.2590.941 0.276 in2/ft n/a

Min Steel X Flexure Bottom0.941 0.259 in2/ft 0.276 in2/ft n/a

Min Steel Z Flexure Top0.000 0.518 in2/ft 0.000 in2/ft n/a

Min Steel X Flexure Top0.000 0.259 in2/ft 0.000 in2/ft n/a

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 2.145 n/a0.5242 0.5242 n/a 0.2440.0n/a X-X, +D+0.70S 2.145 n/a0.7281 0.7281 n/a 0.3390.0n/a X-X, +D+0.5250S 2.145 n/a0.6772 0.6772 n/a 0.3160.0n/a X-X, +D+0.60W 2.145 n/a0.5242 0.5242 n/a 0.2440.0n/a X-X, +D+0.450W 2.145 n/a0.5242 0.5242 n/a 0.2440.0n/a X-X, +D+0.5250S+0.450W 2.145 n/a0.6772 0.6772 n/a 0.3160.0n/a X-X, +0.60D+0.60W 2.145 n/a0.3145 0.3145 n/a 0.1470.0n/a X-X, +D+0.10S 2.145 n/a0.5533 0.5533 n/a 0.2580.0n/a X-X, +0.60D 2.145 n/a0.3145 0.3145 n/a 0.1470.0n/a Z-Z, D Only 2.145 0.3127n/a n/a 0.7357 0.343n/a3.668 Z-Z, +D+0.70S 2.145 0.09455n/a n/a 1.362 0.635n/a7.910 Z-Z, +D+0.5250S 2.145 0.1491n/a n/a 1.205 0.562n/a7.090 Z-Z, +D+0.60W 2.145 0.04985n/a n/a 0.9986 0.466n/a8.226 Z-Z, +D+0.450W 2.145 0.1156n/a n/a 0.9328 0.435n/a7.087 Z-Z, +D+0.5250S+0.450W 2.145 0.0n/a n/a 1.405 0.655n/a9.736 Z-Z, +0.60D+0.60W 2.145 0.0n/a n/a 0.7155 0.334n/a11.265 Z-Z, +D+0.10S 2.145 0.2815n/a n/a 0.8252 0.385n/a4.466 Z-Z, +0.60D 2.145 0.1876n/a n/a 0.4414 0.206n/a3.668

Rotation Axis & Overturning Stability

Load Combination... StatusOverturning Resisting Ratio Moment Sum About Negative Edge (k-ft) Moment Sum About Positive Edge (k-ft)

StatusOverturning Resisting Ratio X-X, D Only None 23.88 Infinity OK None 23.88 Infinity OK X-X, +D+0.70S None 33.18 Infinity OK None 33.18 Infinity OK X-X, +D+0.5250S None 30.85 Infinity OK None 30.85 Infinity OK X-X, +D+0.60W None 23.88 Infinity OK None 23.88 Infinity OK X-X, +D+0.450W None 23.88 Infinity OK None 23.88 Infinity OK X-X, +D+0.5250S+0.450W None 30.85 Infinity OK None 30.85 Infinity OK X-X, +0.60D+0.60W None 14.33 Infinity OK None 14.33 Infinity OK X-X, +D+0.10S None 25.21 Infinity OK None 25.21 Infinity OK

DESCRIPTION: End Footings (worst case at 3A/3D)

Project File: 260566.ec6

Rotation Axis & Overturning Stability

Load Combination... StatusOverturning Resisting Ratio Moment Sum About Negative Edge (k-ft) Moment Sum About Positive Edge (k-ft)

StatusOverturning Resisting Ratio X-X, +0.60D None 14.33 Infinity OK None 14.33 Infinity OK Z-Z, D Only None 27.13 Infinity OK 3.25 23.88 7.360 OK Z-Z, +D+0.70S None 42.90 Infinity OK 9.72 33.18 3.413 OK Z-Z, +D+0.5250S None 38.95 Infinity OK 8.10 30.85 3.808 OK Z-Z, +D+0.60W None 31.16 Infinity OK 7.28 23.88 3.282 OK Z-Z, +D+0.450W None 30.15 Infinity OK 6.27 23.88 3.810 OK Z-Z, +D+0.5250S+0.450W None 41.98 Infinity OK 11.13 30.85 2.773 OK Z-Z, +0.60D+0.60W None 20.31 Infinity OK 5.98 14.33 2.397 OK Z-Z, +D+0.10S None 29.38 Infinity OK 4.17 25.21 6.046 OK Z-Z, +0.60D None 16.28 Infinity OK 1.95 14.33 7.360 OK

Force Application Axis

Sliding Stability All units k

Load Combination... StatusSliding Force Resisting Force Stability Ratio X-X, D Only 0.6150 k 7.770 k 12.633 OK X-X, +D+0.70S 1.854 k 9.422 k 5.082 OK X-X, +D+0.5250S 1.544 k 9.009 k 5.834 OK X-X, +D+0.60W 1.959 k 7.770 k 3.966 OK X-X, +D+0.450W 1.623 k 7.770 k 4.787 OK X-X, +D+0.5250S+0.450W 2.552 k 9.009 k 3.530 OK X-X, +0.60D+0.60W 1.713 k 6.071 k 3.544 OK X-X, +D+0.10S 0.7920 k 8.006 k 10.108 OK X-X, +0.60D 0.3690 k 6.071 k 16.453 OK Z-Z, D Only 0.0 k 7.770 k 999.0 OK Z-Z, +D+0.70S 0.0 k 9.422 k 999.0 OK Z-Z, +D+0.5250S 0.0 k 9.009 k 999.0 OK Z-Z, +D+0.60W 0.0 k 7.770 k 999.0 OK Z-Z, +0.60D+0.60W 0.0 k 6.071 k 999.0 OK Z-Z, +D+0.10S 0.0 k 8.006 k 999.0 OK Z-Z, +0.60D 0.0 k 6.071 k 999.0 OK Z-Z, +D+0.450W 0.0 k 7.770 k 999.0 OK Z-Z, +D+0.5250S+0.450W 0.0 k 9.009 k 999.0 OK

Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd

Footing Flexure Tension k-ft Actual As StatusMu Side

Surface Gvrn. As Phi*Mn

X-X, +1.40D 0.1140 +Z Bottom 0.2592 ACI 7.6.1.1 0.2756 10.937 OK X-X, +1.40D 0.1140 -Z Bottom 0.2592 ACI 7.6.1.1 0.2756 10.937 OK X-X, +1.20D 0.09768 +Z Bottom 0.2592 ACI 7.6.1.1 0.2756 10.937 OK X-X, +1.20D 0.09768 -Z Bottom 0.2592 ACI 7.6.1.1 0.2756 10.937 OK X-X, +1.20D+0.30S 0.1660 +Z Bottom 0.2592 ACI 7.6.1.1 0.2756 10.937 OK X-X, +1.20D+0.30S 0.1660 -Z Bottom 0.2592 ACI 7.6.1.1 0.2756 10.937 OK X-X, +1.20D+0.50W 0.09768 +Z Bottom 0.2592 ACI 7.6.1.1 0.2756 10.937 OK X-X, +1.20D+0.50W 0.09768 -Z Bottom 0.2592 ACI 7.6.1.1 0.2756 10.937 OK X-X, +1.20D+S 0.3253 +Z Bottom 0.2592 ACI 7.6.1.1 0.2756 10.937 OK X-X, +1.20D+S 0.3253 -Z Bottom 0.2592 ACI 7.6.1.1 0.2756 10.937 OK X-X, +1.20D+1.60S+0.50W 0.4619 +Z Bottom 0.2592 ACI 7.6.1.1 0.2756 10.937 OK X-X, +1.20D+1.60S+0.50W 0.4619 -Z Bottom 0.2592 ACI 7.6.1.1 0.2756 10.937 OK X-X, +1.20D+W 0.09768 +Z Bottom 0.2592 ACI 7.6.1.1 0.2756 10.937 OK X-X, +1.20D+W 0.09768 -Z Bottom 0.2592 ACI 7.6.1.1 0.2756 10.937 OK X-X, +1.20D+0.30S+W 0.1660 +Z Bottom 0.2592 ACI 7.6.1.1 0.2756 10.937 OK X-X, +1.20D+0.30S+W 0.1660 -Z Bottom 0.2592 ACI 7.6.1.1 0.2756 10.937 OK X-X, +0.90D+W 0.07326 +Z Bottom 0.2592 ACI 7.6.1.1 0.2756 10.937 OK X-X, +0.90D+W 0.07326 -Z Bottom 0.2592 ACI 7.6.1.1 0.2756 10.937 OK X-X, +1.20D+0.150S 0.1318 +Z Bottom 0.2592 ACI 7.6.1.1 0.2756 10.937 OK X-X, +1.20D+0.150S 0.1318 -Z Bottom 0.2592 ACI 7.6.1.1 0.2756 10.937 OK X-X, +0.90D 0.07326 +Z Bottom 0.2592 ACI 7.6.1.1 0.2756 10.937 OK X-X, +0.90D 0.07326 -Z Bottom 0.2592 ACI 7.6.1.1 0.2756 10.937 OK Z-Z, +1.40D 0.3043 +X Bottom 0.2592 ACI 7.6.1.1 0.2756 10.937 OK Z-Z, +1.20D 0.2609 +X Bottom 0.2592 ACI 7.6.1.1 0.2756 10.937 OK Z-Z, +1.20D+0.30S 0.4454 +X Bottom 0.2592 ACI 7.6.1.1 0.2756 10.937 OK Z-Z, +1.20D+0.50W 0.4017 +X Bottom 0.2592 ACI 7.6.1.1 0.2756 10.937 OK Z-Z, +1.20D+S 0.8761 +X Bottom 0.2592 ACI 7.6.1.1 0.2756 10.937 OK Z-Z, +1.20D+1.60S+0.50W 1.424 +X Bottom 0.2592 ACI 7.6.1.1 0.2756 10.937 OK Z-Z, +1.20D+W 0.5448 +X Bottom 0.2592 ACI 7.6.1.1 0.2756 10.937 OK Z-Z, +1.20D+0.30S+W 0.7390 +X Bottom 0.2592 ACI 7.6.1.1 0.2756 10.937 OK

DESCRIPTION: End Footings (worst case at 3A/3D)

Project File: 260566.ec6

Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd

Footing Flexure Tension k-ft Actual As StatusMu Side

Surface Gvrn. As Phi*Mn

Z-Z, +0.90D+W 0.4959 +X Bottom 0.2592 ACI 7.6.1.1 0.2756 10.937 OK Z-Z, +1.20D+0.150S 0.3532 +X Bottom 0.2592 ACI 7.6.1.1 0.2756 10.937 OK Z-Z, +0.90D 0.1956 +X Bottom 0.2592 ACI 7.6.1.1 0.2756 10.937 OK

One Way Shear X Vu @ +XLoad Combination... Vu @ -X Vu:Max Vu / Phi*VnPhi Vn Status

+1.40D 0.55 1.89 1.89 55.00 0.03psipsipsipsi OK +1.20D 0.47 1.62 1.62 55.00 0.03psipsipsipsi OK +1.20D+0.30S 0.82 2.77 2.77 55.00 0.05psipsipsipsi OK +1.20D+0.50W 1.38 2.52 2.52 55.00 0.05psipsipsipsi OK +1.20D+S 1.62 5.44 5.44 55.00 0.10psipsipsipsi OK +1.20D+1.60S+0.50W 2.31 8.90 8.90 55.00 0.16psipsipsipsi OK +1.20D+W 2.22 3.44 3.44 55.00 0.06psipsipsipsi OK +1.20D+0.30S+W 2.31 4.65 4.65 55.00 0.08psipsipsipsi OK +0.90D+W 1.73 3.15 3.15 55.00 0.06psipsipsipsi OK +1.20D+0.150S 0.65 2.19 2.19 55.00 0.04psipsipsipsi OK +0.90D 0.35 1.21 1.21 55.00 0.02psipsipsipsi OK

One Way Shear Z Load Combination... Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 0.67 0.67 0.67 55.00 0.01psipsipsipsi OK +1.20D 0.57 0.57 0.57 55.00 0.01psipsipsipsi OK +1.20D+0.30S 0.97 0.97 0.97 55.00 0.02psipsipsipsi OK +1.20D+0.50W 0.57 0.57 0.57 55.00 0.01psipsipsipsi OK +1.20D+S 1.91 1.91 1.91 55.00 0.03psipsipsipsi OK +1.20D+1.60S+0.50W 2.71 2.71 2.71 55.00 0.05psipsipsipsi OK +1.20D+W 0.57 0.57 0.57 55.00 0.01psipsipsipsi OK +1.20D+0.30S+W 0.97 0.97 0.97 55.00 0.02psipsipsipsi OK +0.90D+W 0.43 0.43 0.43 55.00 0.01psipsipsipsi OK +1.20D+0.150S 0.77 0.77 0.77 55.00 0.01psipsipsipsi OK +0.90D 0.43 0.43 0.43 55.00 0.01psipsipsipsi OK

Vu / Phi*Vn

Two-Way "Punching" Shear All units k

StatusVu Phi*VnLoad Combination...

+1.40D 1.53 201.25 0.01 OKpsipsi +1.20D 1.31 201.25 0.01 OKpsipsi +1.20D+0.30S 2.23 201.25 0.01 OKpsipsi +1.20D+0.50W 1.31 201.25 0.01 OKpsipsi +1.20D+S 4.37 201.25 0.02 OKpsipsi +1.20D+1.60S+0.50W 6.48 201.25 0.03 OKpsipsi +1.20D+W 1.33 201.25 0.01 OKpsipsi +1.20D+0.30S+W 2.31 201.25 0.01 OKpsipsi +0.90D+W 1.12 201.25 0.01 OKpsipsi +1.20D+0.150S 1.77 201.25 0.01 OKpsipsi +0.90D 0.98 201.25 0.00 OKpsipsi

DESCRIPTION: End Footings (worst case at 3A/3D)

Project File: 260566.ec6

Plan and Section Views

4'-6" 2'-3"

2'-0"

4' -6

2'

-3

2' -0

Z

Z

X X

Bottom Mat: 4#5 parallel to…

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