ATT-PFMD-20260930-11.1-Structural Calculations-Baker Family Learning Center Expansion.pdf

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1632 - Baker Family Learning Center Expansion
Solicitation number
ANE223-ANE2C-6498
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San Bernardino County, California

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Structural Calculations for Baker Family Learning Center Expansion

This is a structural calculations document prepared by DCSE Associates Inc., a structural engineering firm located in Orange, California, for the Baker Family Learning Center Expansion project in Muscoy, California. The document contains Delta 1 structural revisions that conform to requirements specified in a recently issued soil investigation report, dated March 20, 2026, and approved on April 30, 2026. The calculations address the structural design for building additions to the learning center, including new beam and foundation systems required to accommodate the expansion. The revisions were necessitated by soil report requirements mandating that new loading to existing foundations be supported by underpinned footings, and include calculations for multiple beams (B-3B, B-8, B-14, and B-15), steel columns, and foundation pad footings (F-12 through F-45). The design standards referenced include NDS 2018 for wood construction, AISC 360-16 for steel, and load combinations per ASCE 7-22 and IBC 2024 building codes.

The structural calculations demonstrate that all analyzed members meet applicable design criteria with acceptable stress ratios and deflection limits. Beam designs include wood members ranging from 5.125x15 sections with various span lengths and load combinations, incorporating both dead loads and roof live loads. Vertical reactions at support points are detailed for each beam member, with maximum upward forces ranging from approximately 2.9 to 11.4 kips depending on the member and load combination. The document confirms design compliance for all structural elements and establishes the structural requirements necessary for the completion of the Baker Family Learning Center Expansion project under current California building codes and soil conditions.

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Other files

File Type Posted
ATT-PFMD-20260930-11.2-Specifications Book--Baker Family Learning Center Expansion.pdf PDF
Addendum 1 - Roofing Warranty.pdf PDF
ATT-PFMD-20260930-11-Soils Report--Baker Family Learning Center Expansion.pdf PDF
Addendum 1 - L2 Sheet.pdf PDF
ATT-PFMD-20260930-04-Contractor Certification-CARB Compliance--Baker Family Learning Center Expansion.pdf PDF
Addendum No. 2 - Baker Family Learning Center Expansion.pdf PDF
ATT-PFMD-20260930-12-Plans--Baker Family Learning Center Expansion - E-M-P-FA-T-L drawings for scale only.pdf PDF
ATT-PFMD-20260930-09-General Conditions--Baker Family Learning Center Expansion.pdf PDF
ATT-PFMD-20260930-08-Prevailing Wage--Baker Family Learning Center Expansion.pdf PDF
ATT-PFMD-20260930-02-Non-Collusion Declaration--Baker Family Learning Center Expansion.pdf PDF
Addendum 1 - Utility Plan.pdf PDF
ATT-PFMD-20260930-12-Plans--Baker Family Learning Center Expansion.pdf PDF
ATT-PFMD-20260930-05-Sample Standard Contract--Baker Family Learning Center Expansion.pdf PDF
Addendum 1 - Architect Narrative.pdf PDF
ATT-PFMD-20260930-01-Bid Advertisement-Baker Family Learning Center Expansion.pdf PDF
Addendum No. 3 - LIB Baker Family Learning Center.pdf PDF
ATT-PFMD-20260930-07-Sample Bond Forms--Baker Family Learning Center Expansion.pdf PDF
Addendum 1 - L3 Sheet.pdf PDF
ATT-PFMD-20260930-10-Special Conditions-Baker Family Learning Center Expansion.pdf PDF
Addendum 1 Narrative.pdf PDF
ATT-PFMD-20260930-03-Non-Collusion Declaration Subcontractor--Baker Family Learning Center Expansion.pdf PDF
ATT-PFMD-20260930-06-Contractors Affidavit and Final Release--Baker Family Learning Center Expansion.pdf PDF
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STRUCTURAL

CALCULATIONS

(for Delta 1 Revisions (conformance to new soils report))

For

BUILDING ADDITIONS

BAKER FAMILY

LEARNING CENTER

MUSCOY, CA

03.20.26

JLee Engineering, Inc.

Approved By Jae Lee

04/30/2026 This set of plans and specifications MUST be kept on the job site at all times and it is unlawful to make any changes or alterations on these plans without written permission from the local Jurisdictions or Agencies.

The stamping of these plan and specifications shall NOT be held to permit or be an approval of the violations of the applicable codes, any provisions of any Local Ordinances or State law.

05/29/2026

FINAL CODE COMPLIANT

PLANS & CALCS

ADDTNR-2025-00041

DCSE ASSOCIATES INC. STRUCTURAL ENGINEERS

1744 West Katella Ave, Suite 107 Orange, California 92867 714.997.1145 www.DCSEassociates.com

Delta 1 Structural Revisions

The following structural revisions are due to requirements of the recently issued soil investigation report. The report specifies that any new loading to the existing foundations be underpinned by footings. We have interpreted that to mean that new point loads be supported on underpinned pad footings. There are limited areas of new uniform loads to the existing continuous footings. Due to constructability, we have added to the sides of the existing continuous footings such that the existing soil bearing pressure is not exceeded even though without this addition, the allowable soil bearing pressure will not be exceeded.

Beam 8 (Grid 8): Additional column was added to the south end to remove some loading further south.

Beam 15 (Grid 13): Beam added to remove new loading from adjacent existing beam.

Beam 14 (Grid E.7): Beam added to support beams B-11 & B-15 off of the existing pad footing.

Beam 3B (Grid H.1): Beam calculated for added reaction from B-15.

Foundation calculation sheets F-12 through F-45: Underpin pad footing calculations.

JOB NO. 25105

Baker Family Learning Center BY RS

Muscoy, CA DATE 3/20/2026

SH. N -1

Wood Beam LIC# : KW-06015539, Build:20.26.02.06 DALE CHRISTIAN, S.E. INC. (c) ENERCALC, LLC 1982-2026

DESCRIPTION: B-3B New roof beam over Children's expansion

Project File: 25105.ec6

Project Title: Baker FLC Engineer: rs Project ID: 25105

Printed: 20 MAR 2026, 10:52AM

Project Descr:

Referenced Design Standard(s) : NDS 2018 Load Combination Set : ASCE 7-22 / IBC 2024 (L<=100psf)

Code References Governing Code : IBC 2021

Material Properties

Beam Bracing : Beam is Fully Braced against lateral-torsional buckling

Allowable Stress Design

DF/DF

24F-V4

2,400.0 1,850.0 1,650.0

650.0

1,800.0 950.0

265.0 1,100.0 31.210

Analysis Method :

Eminbend - xx ksi Wood Species :

Wood Grade :

Fb + psi psi

Fv psi

Fb -

Ft psi

Fc - Prll psi psiFc - Perp

E : Modulus of Elasticity Ebend- xx ksi

Density pcf

Load Combination : ASCE 7-22 / IBC 2024 (L<=100psf)

5.125x13.5

Span = 13.580 ft 1 2

D(2) D(1.7) Lr(1.17) D(0.207) Lr(0.23)

D(0.05)

.Applied Loads Service loads entered. Load Factors will be applied for calculations.

Beam self weight calculated and added to loading Uniform Load : D = 0.0180, Lr = 0.020 ksf, Tributary Width = 11.50 ft, (roof) Point Load : D = 2.0 k @ 6.750 ft, (RTU) Uniform Load : D = 0.010 ksf, Tributary Width = 5.0 ft, (wall) Point Load : D = 1.70, Lr = 1.170 k @ 8.0 ft, (B-15)

.DESIGN SUMMARY Design OK Maximum Bending Stress Ratio Maximum Shear Stress Ratio

5.125x13.5 0.363

Section used for this span5.125x13.5 : 10.677 =: 1

Load Combination +D+Lr +D+Lr

Span # where maximum occurs Span # 1 Location of maximum on span 7.137ft

120.24 psi= 3,000.00psi

Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1=

Load Combination

331.25 psi==

12.490 ft=

2,032.22psi

Maximum Deflection

>=360

Ratio = 0 >=180

Max Downward Transient Deflection 0.147 in

Ratio = >=360 Max Upward Transient Deflection 0 in Ratio =

Max Downward Total Deflection 0.432 in Ratio = >=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v

Span: 1 : Lr Only n/a Span: 1 : +D+Lr n/a

NDS2018 NDS2018

LocationLoad CombinationMax. LocationLoad CombinationSpan Max.

Overall Maximum Deflections

"-" Defl in Span in Span"+" Defl +D+Lr1 0.4316 6.939 0.0000 0.000

Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS

Max Upward from all Load Conditions 5.594 6.093 Max Upward from Load Combinations 5.594 6.093

8A

DESCRIPTION: B-3B New roof beam over Children's expansion

Project File: 25105.ec6

Project Title: Baker FLC Engineer: rs Project ID: 25105

Printed: 20 MAR 2026, 10:52AM

Project Descr:

Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS

Max Upward from Load Cases 3.551 3.842 D Only 3.551 3.842 +D+Lr 5.594 6.093 +D+0.750Lr 5.083 5.531 +0.60D 2.131 2.305 Lr Only 2.042 2.251

8B

DESCRIPTION: B-8 Beam betw Computer Lab & Maker Space

Project File: 25105.ec6

Project Title: Baker FLC Engineer: rs Project ID: 25105

Printed: 20 MAR 2026, 10:49AM

Project Descr:

Referenced Design Standard(s) : NDS 2018 Load Combination Set : ASCE 7-22 / IBC 2024 (L<=100psf)

Code References Governing Code : IBC 2021

Material Properties

Beam Bracing : Beam is Fully Braced against lateral-torsional buckling

Allowable Stress Design

DF/DF

24F-V8

2,400.0 2,400.0 1,650.0

650.0

1,800.0 950.0

265.0 1,100.0 31.210

Analysis Method :

Eminbend - xx ksi Wood Species :

Wood Grade :

Fb + psi psi

Fv psi

Fb -

Ft psi

Fc - Prll psi psiFc - Perp

E : Modulus of Elasticity Ebend- xx ksi

Density pcf

Load Combination : ASCE 7-22 / IBC 2024 (L<=100psf)

5.125x19.5

Span = 2.0 ft

5.125x19.5

Span = 17.920 ft 1 2 3

D(3) D(0.4014) Lr(0.3345) D(0.4014) Lr(0.3345)

.Applied Loads Service loads entered. Load Factors will be applied for calculations.

Beam self weight calculated and added to loading Load for Span Number 1

Uniform Load : D = 0.0180, Lr = 0.0150 ksf, Tributary Width = 22.30 ft, (roof) Load for Span Number 2

Uniform Load : D = 0.0180, Lr = 0.0150 ksf, Tributary Width = 22.30 ft, (roof) Point Load : D = 3.0 k @ 9.0 ft, (RTU)

.DESIGN SUMMARY Design OK Maximum Bending Stress Ratio Maximum Shear Stress Ratio

5.125x19.5 0.324

Section used for this span5.125x19.5 : 10.548 =: 1

Load Combination +D+Lr +D+Lr

Span # where maximum occurs Span # 2 Location of maximum on span 9.010ft

107.35 psi= 2,903.51psi

Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1=

Load Combination

331.25 psi==

2.000 ft=

1,591.62psi

Maximum Deflection

>=360

Ratio = 340 >=180

Max Downward Transient Deflection 0.133 in

Ratio = >=360 Max Upward Transient Deflection -0.046 in Ratio =

Max Downward Total Deflection 0.412 in Ratio = >=180 Max Upward Total Deflection -0.141 in fb: Actual F'b fv: Actual F'v

Span: 2 : Lr Only Span: 1 : Lr Only Span: 2 : +D+Lr Span: 1 : +D+Lr

NDS2018 NDS2018

LocationLoad CombinationMax. LocationLoad CombinationSpan Max.

Overall Maximum Deflections

"-" Defl in Span in Span"+" Defl

+D+Lr1 0.0000 0.000 -0.1406 0.000 +D+Lr2 0.4117 9.010 0.0000 0.000

DESCRIPTION: B-8 Beam betw Computer Lab & Maker Space

Project File: 25105.ec6

Project Title: Baker FLC Engineer: rs Project ID: 25105

Printed: 20 MAR 2026, 10:49AM

Project Descr:

Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS

Max Upward from all Load Conditions 9.881 8.210 Max Upward from Load Combinations 9.881 8.210 Max Upward from Load Cases 6.177 5.250 D Only 6.177 5.250 +D+Lr 9.881 8.210 +D+0.750Lr 8.955 7.470 +0.60D 3.706 3.150 Lr Only 3.703 2.960

DESCRIPTION: B-14 Cantilever beam supporting B-11, B-15

Project File: 25105.ec6

Project Title: Baker FLC Engineer: rs Project ID: 25105

Printed: 20 MAR 2026, 10:55AM

Project Descr:

Referenced Design Standard(s) : NDS 2018 Load Combination Set : ASCE 7-22 / IBC 2024

Code References Governing Code : IBC 2021

Material Properties

Beam Bracing : Beam is Fully Braced against lateral-torsional buckling

Allowable Stress Design

DF/DF

24F-V8

2,400.0 2,400.0 1,650.0

650.0

1,800.0 950.0

265.0 1,100.0 31.210

Analysis Method :

Eminbend - xx ksi Wood Species :

Wood Grade :

Fb + psi psi

Fv psi

Fb -

Ft psi

Fc - Prll psi psiFc - Perp

E : Modulus of Elasticity Ebend- xx ksi

Density pcf

Load Combination : ASCE 7-22 / IBC 2024

5.125x15

Span = 2.920 ft

5.125x15

Span = 19.920 ft 1 2 3

D(2.6) Lr(2.64)D(2.06) Lr(1.58)D(0.036) Lr(0.04) D(0.036) Lr(0.04)

.Applied Loads Service loads entered. Load Factors will be applied for calculations.

Beam self weight calculated and added to loading Load for Span Number 1

Point Load : D = 2.60, Lr = 2.640 k @ 0.0 ft, (B-11) Uniform Load : D = 0.0180, Lr = 0.020 ksf, Tributary Width = 2.0 ft, (roof) Point Load : D = 2.060, Lr = 1.580 k @ 0.0 ft, (B-15)

Load for Span Number 2 Uniform Load : D = 0.0180, Lr = 0.020 ksf, Tributary Width = 2.0 ft, (roof)

.DESIGN SUMMARY Design OK Maximum Bending Stress Ratio Maximum Shear Stress Ratio

5.125x15 0.532

Section used for this span5.125x15 : 10.557 =: 1

Load Combination +D+Lr+H, LL Comb Run (L*) +D+Lr+H, LL Comb Run (L*)

Span # where maximum occurs Span # 2 Location of maximum on span 0.000ft

176.31 psi= 2,949.33psi

Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1=

Load Combination

331.25 psi==

1.680 ft=

1,643.68psi

Maximum Deflection

>=360

Ratio = 624 >=180

Max Downward Transient Deflection 0.185 in

Ratio = >=360 Max Upward Transient Deflection -0.215 in Ratio =

Max Downward Total Deflection 0.356 in Ratio = >=180 Max Upward Total Deflection -0.383 in fb: Actual F'b fv: Actual F'v

Span: 1 : Lr Only, LL Comb Run (L*) Span: 2 : Lr Only, LL Comb Run (L*) Span: 1 : +D+Lr+H, LL Comb Run (L*) Span: 2 : +D+Lr+H, LL Comb Run (L*)

NDS2018 NDS2018

LocationLoad CombinationMax. LocationLoad CombinationSpan Max.

Overall Maximum Deflections

"-" Defl in Span in Span"+" Defl +D+Lr+H, LL Comb Run (L*)1 0.3561 0.000 0.0000 0.000

+D+Lr+H, LL Comb Run (L*)2 0.0000 0.000 -0.3827 8.124

24E

DESCRIPTION: B-14 Cantilever beam supporting B-11, B-15

Project File: 25105.ec6

Project Title: Baker FLC Engineer: rs Project ID: 25105

Printed: 20 MAR 2026, 10:55AM

Project Descr:

Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS

Max Upward from all Load Conditions 11.395 0.398 Max Upward from Load Combinations 11.395 0.229 Max Upward from Load Cases 6.033 0.398 Max Downward from all Load Conditions (Resisting Uplift) -0.797 Max Downward from Load Combinations (Resisting Uplift) -0.797 Max Downward from Load Cases (Resisting Uplift) -0.627 +D+H 6.033 -0.170 +D+L+H, LL Comb Run (*L) 6.033 -0.170 +D+L+H, LL Comb Run (L*) 6.033 -0.170 +D+L+H, LL Comb Run (LL) 6.033 -0.170 +D+Lr+H, LL Comb Run (*L) 6.431 0.229 +D+Lr+H, LL Comb Run (L*) 10.997 -0.797 +D+Lr+H, LL Comb Run (LL) 11.395 -0.399 +D+0.70S+H 6.033 -0.170 +D+0.750Lr+0.750L+H, LL Comb Run (*L) 6.331 0.129 +D+0.750Lr+0.750L+H, LL Comb Run (L*) 9.756 -0.640 +D+0.750Lr+0.750L+H, LL Comb Run (LL) 10.054 -0.341 +D+0.750L+0.5250S+H, LL Comb Run (*L) 6.033 -0.170 +D+0.750L+0.5250S+H, LL Comb Run (L*) 6.033 -0.170 +D+0.750L+0.5250S+H, LL Comb Run (LL) 6.033 -0.170 +D+0.60W+H 6.033 -0.170 +D+0.750Lr+0.750L+0.450W+H, LL Comb Run (*L) 6.331 0.129 +D+0.750Lr+0.750L+0.450W+H, LL Comb Run (L*) 9.756 -0.640 +D+0.750Lr+0.750L+0.450W+H, LL Comb Run (LL) 10.054 -0.341 +D+0.750L+0.5250S+0.450W+H, LL Comb Run (*L) 6.033 -0.170 +D+0.750L+0.5250S+0.450W+H, LL Comb Run (L*) 6.033 -0.170 +D+0.750L+0.5250S+0.450W+H, LL Comb Run (LL) 6.033 -0.170 +0.60D+0.60W+0.60H 3.620 -0.102 +D+0.70E+H 6.033 -0.170 +D+0.750L+0.10S+0.5250E+H, LL Comb Run (*L) 6.033 -0.170 +D+0.750L+0.10S+0.5250E+H, LL Comb Run (L*) 6.033 -0.170 +D+0.750L+0.10S+0.5250E+H, LL Comb Run (LL) 6.033 -0.170 +0.60D+0.70E+0.60H 3.620 -0.102 D Only 6.033 -0.170 Lr Only, LL Comb Run (*L) 0.398 0.398 Lr Only, LL Comb Run (L*) 4.964 -0.627 Lr Only, LL Comb Run (LL) 5.362 -0.229 H Only

24F

DESCRIPTION: B-15 New beam along Grid 13

Project File: 25105.ec6

Project Title: Baker FLC Engineer: rs Project ID: 25105

Printed: 20 MAR 2026, 10:56AM

Project Descr:

Referenced Design Standard(s) : NDS 2018 Load Combination Set : ASCE 7-22 / IBC 2024 (L<=100psf)

Code References Governing Code : IBC 2021

Material Properties

Beam Bracing : Beam is Fully Braced against lateral-torsional buckling

Allowable Stress Design

DF/DF

24F-V4

2,400.0 1,850.0 1,650.0

650.0

1,800.0 950.0

265.0 1,100.0 31.210

Analysis Method :

Eminbend - xx ksi Wood Species :

Wood Grade :

Fb + psi psi

Fv psi

Fb -

Ft psi

Fc - Prll psi psiFc - Perp

E : Modulus of Elasticity Ebend- xx ksi

Density pcf

Load Combination : ASCE 7-22 / IBC 2024 (L<=100psf)

5.125x15

Span = 17.50 ft 1 2

D(1)

D(0.078,0.204) Lr(0.087,0.227)

.Applied Loads Service loads entered. Load Factors will be applied for calculations.

Beam self weight calculated and added to loading Load for Span Number 1

Varying Uniform Load : D= 0.0780->0.2040, Lr= 0.0870->0.2270 k/ft, Extent = 0.0 -->> 17.50 ft, Trib Width = 1.0 ft, (low roof)

Point Load : D = 1.0 k @ 8.750 ft, (mech) .DESIGN SUMMARY Design OK

Maximum Bending Stress Ratio Maximum Shear Stress Ratio 5.125x15

0.183 Section used for this span5.125x15

: 10.343 =: 1

Load Combination +D+Lr +D+Lr

Span # where maximum occurs Span # 1 Location of maximum on span 8.750ft

60.67 psi= 2,987.78psi

Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1=

Load Combination

331.25 psi==

16.286 ft=

1,025.29psi

Maximum Deflection

>=360

Ratio = 0 >=180

Max Downward Transient Deflection 0.128 in

Ratio = >=360 Max Upward Transient Deflection 0 in Ratio =

Max Downward Total Deflection 0.332 in Ratio = >=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v

Span: 1 : Lr Only n/a Span: 1 : +D+Lr n/a

NDS2018 NDS2018

LocationLoad CombinationMax. LocationLoad CombinationSpan Max.

Overall Maximum Deflections

"-" Defl in Span in Span"+" Defl +D+Lr1 0.3322 8.878 0.0000 0.000

Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS

Max Upward from all Load Conditions 2.865 3.641 Max Upward from Load Combinations 2.865 3.641

24G

DESCRIPTION: B-15 New beam along Grid 13

Project File: 25105.ec6

Project Title: Baker FLC Engineer: rs Project ID: 25105

Printed: 20 MAR 2026, 10:56AM

Project Descr:

Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS

Max Upward from Load Cases 1.696 2.063 D Only 1.696 2.063 +D+Lr 2.865 3.641 +D+0.750Lr 2.573 3.247 +0.60D 1.017 1.238 Lr Only 1.170 1.578

24H

Steel Column

DESCRIPTION: For B-8, south end

Project File: 25105.ec6

Project Title: Baker FLC Engineer: rs Project ID: 25105

Printed: 20 MAR 2026, 10:59AM

Project Descr:

Referenced Design Standard(s) : AISC 360-16 Load Combinations Used : ASCE 7-22 / IBC 2024 (L<=100psf)

Code References Governing Code : IBC 2021

General Information

Steel Stress Grade Top & Bottom PinnedAnalysis Method :

15.0Overall Column Height Top & Bottom FixityLoad Resistance Factor

Fy : Steel Yield ksi29,000.0 ksi

Steel Section Name : HSS5x5x1/4

46.0 ft

E : Elastic Bending Modulus Unbraced Length for buckling ABOUT X-X Axis = 15.0 ft, K = 1.0 Unbraced Length for buckling ABOUT Y-Y Axis = 15.0 ft, K = 1.0

Brace condition :

.Applied Loads Service loads entered. Load Factors will be applied for calculations.

Column self weight included : 234.30 lbs * Dead Load Factor

AXIAL LOADS . . .

B-8 south: Axial Load at 15.0 ft, Xecc = -4.50 in, D = 6.180, LR = 3.70 k

.DESIGN SUMMARY

PASS Max. Axial+Bending Stress Ratio = 0.2579

Location of max.above base 14.899 ft

13.617 k

99.165 k

0.0 k-ft

Load Combination +1.20D+1.60Lr

Load Combination +1.20D+1.60Lr

26.255 k-ft

Bending & Shear Check Results

PASS Maximum Shear Stress Ratio =

0.3334 k

0.008036 : 1

Location of max.above base 0.0 ft At maximum location values are . . .

: 1

At maximum location values are . . .

k

Pu

0.9 * Pn Mu-x

Vu : Applied Vn * Phi : Allowable

0.9 * Mn-x :

0.9 * Mn-y :

Mu-y

26.255 k-ft

4.967 k-ft

Maximum Load Reactions . .

Top along X-X 0.2470 k Bottom along X-X 0.2470 k Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k

Maximum Load Deflections . . .

Along Y-Y 0.0 in at 0.0ft above base for load combination :

Along X-X 0.2009 in at 8.758ft above base for load combination :+D+Lr

41.488

Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Location Stress Ratio Status LocationStatus

Load Combination Results

Cbx Cby KxLx/Rx KyLy/Ry

+1.40D PASS PASS14.90 0.005 0.00 ftft0.168 1.00 1.66 93.26 93.26 +1.20D+0.50Lr PASS PASS14.90 0.006 0.00 ftft0.180 1.00 1.66 93.26 93.26 +1.20D PASS PASS14.90 0.004 0.00 ftft0.144 1.00 1.66 93.26 93.26 +1.20D+1.60Lr PASS PASS14.90 0.008 0.00 ftft0.258 1.00 1.66 93.26 93.26 +0.90D PASS PASS14.90 0.003 0.00 ftft0.108 1.00 1.66 93.26 93.26

.Note: Only non-zero reactions are listed.

Load Combination Rx (k) Ry (k)Axial (k)

@ Base @ Top@ Base @ Base @ Top

Maximum Reactions

@ Base @ Base@ Top @ Top Mx (k-ft) My (k-ft)

D Only 6.414 -0.155 0.155 +D+Lr 10.114 -0.247 0.247 +D+0.750Lr 9.189 -0.224 0.224 +0.60D 3.849 -0.093 0.093 Lr Only 3.700 -0.093 0.092

Item Rx (k) Ry (k)Axial (k)

@ Base @ Top@ Base @ Base @ Top

Extreme Reactions

Extreme Value @ Base @ Base@ Top @ Top Mx (k-ft) My (k-ft)

Axial, Base Max 10.114

C-10A

DESCRIPTION: For B-8, south end

Project File: 25105.ec6

Project Title: Baker FLC Engineer: rs Project ID: 25105

Printed: 20 MAR 2026, 10:59AM

Project Descr:

Item Rx (k) Ry (k)Axial (k)

@ Base @ Top@ Base @ Base @ Top

Extreme Reactions

Extreme Value @ Base @ Base@ Top @ Top Mx (k-ft) My (k-ft)

Axial, Base Min 3.700 Rx, Base Max -0.093 Rx, Base Min -0.247 Rx, Top Max 0.247 Rx, Top Min 0.092 Ry, Base Max Ry, Base Min Ry, Top Max Ry, Top Min

.Maximum Deflections for Load Combinations Max. Deflection in X dir Max. Deflection in Y dir DistanceLoad Combination Distance

D Only 0.1257 0.000 0.000 ftft inin 8.758 +D+Lr 0.2009 0.000 0.000 ftft inin 8.758 +D+0.750Lr 0.1821 0.000 0.000 ftft inin 8.758 +0.60D 0.0754 0.000 0.000 ftft inin 8.758 Lr Only 0.0752 0.000 0.000 ftft inin 8.758

.Steel Section Properties : HSS5x5x1/4

R xx =

1.930 in

Depth = 5.000 in

R yy =

1.930 in

J = 25.800 in^4

Width = 5.000 in Wall Thick

0.250 in Zx = 7.610 in^3

Area

4.300 in^2 Weight = 15.620 plf

I xx = 16.00 in^4 S xx = 6.41 in^3Design Thick = 0.233 in

I yy = 16.000 in^4 C = 10.500 in^3 S yy = 6.410 in^3

Ycg = 0.000 in

C-10B

DESCRIPTION: For B-8, south end

Project File: 25105.ec6

Project Title: Baker FLC Engineer: rs Project ID: 25105

Printed: 20 MAR 2026, 10:59AM

Project Descr:

Sketches

5.00in

5.

in

+Y

+X Load 1 = 9.88k

H ei gh t=

.0 ft 9.880k

H ei gh t=

.0

9.880k

My Loads - Looking along Y-Y Axis Mx Loads - Looking along X-X Axis

C-10C

DESCRIPTION: for B-14

Project File: 25105.ec6

Project Title: Baker FLC Engineer: rs Project ID: 25105

Printed: 20 MAR 2026, 10:58AM

Project Descr:

Referenced Design Standard(s) : AISC 360-16 Load Combinations Used : ASCE 7-22 / IBC 2024 (L<=100psf)

Code References Governing Code : IBC 2021

General Information

Steel Stress Grade Top & Bottom PinnedAnalysis Method :

13.50Overall Column Height Top & Bottom FixityLoad Resistance Factor

Fy : Steel Yield ksi29,000.0 ksi

Steel Section Name : HSS4x4x1/4

46.0 ft

E : Elastic Bending Modulus Unbraced Length for buckling ABOUT X-X Axis = 13.50 ft, K = 1.0 Unbraced Length for buckling ABOUT Y-Y Axis = 13.50 ft, K = 1.0

Brace condition :

.Applied Loads Service loads entered. Load Factors will be applied for calculations.

Column self weight included : 164.835 lbs * Dead Load Factor

AXIAL LOADS . . .

B-14: Axial Load at 13.50 ft, Yecc = 2.0 in, D = 6.030, LR = 5.360 k

.DESIGN SUMMARY

PASS Max. Axial+Bending Stress Ratio = 0.3902

Location of max.above base 13.409 ft

16.010 k

64.981 k -2.618 k-ft

Load Combination +1.20D+1.60Lr

Load Combination +1.20D+1.60Lr

16.181 k-ft

Bending & Shear Check Results

PASS Maximum Shear Stress Ratio =

0.1952 k

0.006131 : 1

Location of max.above base 0.0 ft At maximum location values are . . .

: 1

At maximum location values are . . .

k

Pu

0.9 * Pn Mu-x

Vu : Applied Vn * Phi : Allowable

0.9 * Mn-x :

0.9 * Mn-y :

Mu-y

16.181 k-ft

0.0 k-ft

Maximum Load Reactions . .

Top along X-X 0.0 k Bottom along X-X 0.0 k Top along Y-Y 0.1406 k Bottom along Y-Y 0.1406 k

Maximum Load Deflections . . .

Along Y-Y -0.1710 in at 7.883ft above base for load combination :+D+Lr

Along X-X 0.0 in at 0.0ft above base for load combination :

31.842

Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Location Stress Ratio Status LocationStatus

Load Combination Results

Cbx Cby KxLx/Rx KyLy/Ry

+1.40D PASS PASS13.41 0.003 0.00 ftft0.153 1.66 1.00 106.58 106.58 +1.20D+0.50Lr PASS PASS13.41 0.004 0.00 ftft0.179 1.66 1.00 106.58 106.58 +1.20D PASS PASS13.41 0.003 0.00 ftft0.131 1.66 1.00 106.58 106.58 +1.20D+1.60Lr PASS PASS13.41 0.006 0.00 ftft0.390 1.66 1.00 106.58 106.58 +0.90D PASS PASS13.41 0.002 0.00 ftft0.098 1.66 1.00 106.58 106.58

.Note: Only non-zero reactions are listed.

Load Combination Rx (k) Ry (k)Axial (k)

@ Base @ Top@ Base @ Base @ Top

Maximum Reactions

@ Base @ Base@ Top @ Top Mx (k-ft) My (k-ft)

D Only -0.0746.195 0.074 +D+Lr -0.14111.555 0.141 +D+0.750Lr -0.12410.215 0.124 +0.60D -0.0453.717 0.045 Lr Only -0.0665.360 0.066

Item Rx (k) Ry (k)Axial (k)

@ Base @ Top@ Base @ Base @ Top

Extreme Reactions

Extreme Value @ Base @ Base@ Top @ Top Mx (k-ft) My (k-ft)

Axial, Base Max 11.555

C-13

DESCRIPTION: for B-14

Project File: 25105.ec6

Project Title: Baker FLC Engineer: rs Project ID: 25105

Printed: 20 MAR 2026, 10:58AM

Project Descr:

Item Rx (k) Ry (k)Axial (k)

@ Base @ Top@ Base @ Base @ Top

Extreme Reactions

Extreme Value @ Base @ Base@ Top @ Top Mx (k-ft) My (k-ft)

Axial, Base Min 3.717 Rx, Base Max Rx, Base Min Rx, Top Max Rx, Top Min Ry, Base Max 0.141 Ry, Base Min 0.045 Ry, Top Max -0.045 Ry, Top Min -0.141

.Maximum Deflections for Load Combinations Max. Deflection in X dir Max. Deflection in Y dir DistanceLoad Combination Distance

D Only 0.0000 -0.091 7.883 ftft inin 0.000 +D+Lr 0.0000 -0.171 7.883 ftft inin 0.000 +D+0.750Lr 0.0000 -0.151 7.883 ftft inin 0.000 +0.60D 0.0000 -0.054 7.883 ftft inin 0.000 Lr Only 0.0000 -0.080 7.883 ftft inin 0.000

.Steel Section Properties : HSS4x4x1/4

R xx =

1.520 in

Depth = 4.000 in

R yy =

1.520 in

J = 12.800 in^4

Width = 4.000 in Wall Thick

0.250 in Zx = 4.690 in^3

Area

3.370 in^2 Weight = 12.210 plf

I xx = 7.80 in^4 S xx = 3.90 in^3Design Thick = 0.233 in

I yy = 7.800 in^4 C = 6.560 in^3 S yy = 3.900 in^3

Ycg = 0.000 in

C-14

DESCRIPTION: for B-14

Project File: 25105.ec6

Project Title: Baker FLC Engineer: rs Project ID: 25105

Printed: 20 MAR 2026, 10:58AM

Project Descr:

Sketches

4.00in

4.

in

+Y

+X

Load 1 = 11.39k

H ei gh t=

.5 ft

11.390k

H ei gh t=

.5

11.390k

My Loads - Looking along Y-Y Axis Mx Loads - Looking along X-X Axis

C-15

General Footing

DESCRIPTION: Underpin Ftg for B-9 (mark UB)

Project File: 25105.ec6

Project Title: Baker FLC Engineer: rs Project ID: 25105

Printed: 20 MAR 2026, 11:02AM

Project Descr:

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

Code References Governing Code : IBC 2021

General Information Material Properties Soil Design Values

2.0

Analysis Settings

250.0 ksi No ksfAllowable Soil Bearing =

3.0 60.0

3,122.0 145.0

= 0.350Flexure = 0.90 Shear =

Values

2.50

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 No Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight

= pcf

Min. Overturning Safety Factor

: 1

Increases based on footing Depth0.750

Soil/Concrete Friction Coeff.

Ec : Concrete Elastic Modulus

Footing base depth below soil surface ft

=Allow press. increase per foot of depth ksf

: 11.0Min. Sliding Safety Factor =

Concrete Density

Min Allow % Temp Reinf.

ksif'c : Concrete 28 day strength fy : Rebar Yield ksi

Min Steel % Bending Reinf.

Soil Density = 125.0 pcf

Dimensions Width parallel to X-X Axis 2.0 ft Length parallel to Z-Z Axis

2.50 ft

Load location offset from footing center...

ez : Prll to Z-Z Axis -9 in= in=

Pedestal dimensions...

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

Footing Thickness

12.0 in=

Rebar Centerline to Edge of Concrete...

= inat Bottom of footing 3.250

Bottom Reinforcing

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

Reinforcing Bar Size

Number of Bars

4.0

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

Reinforcing Bar Size = 4 Number of Bars = 3.0

Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation Bars along X-X Axis # Bars required within zone 88.9 % # Bars required on each side of zone 11.1 %

F-13

DESCRIPTION: Underpin Ftg for B-9 (mark UB)

Project File: 25105.ec6

Project Title: Baker FLC Engineer: rs Project ID: 25105

Printed: 20 MAR 2026, 11:02AM

Project Descr:

Applied Loads

1.773 1.240 0.000 0.000 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 : Column Load OB : Overburden = k W E

M-zz V-x

= 0.000 k

0.000

0.000 0.000 0.000 0.000 0.000

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

PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding

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

PASS 0.9650 Soil Bearing 1.930 ksf 2.0 ksf +D+Lr about X-X axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning

PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.03385 Z Flexure (+X) Bot Tens 0.4112 k-ft/ft 12.148 k-ft/ft +1.20D+1.60Lr PASS 0.03385 Z Flexure (-X) Bot Tens 0.4112 k-ft/ft 12.148 k-ft/ft +1.20D+1.60Lr

PASS 0.02402 X Flexure (+Z) Bot Tens 0.2742 k-ft/ft 11.415 k-ft/ft +1.20D+1.60Lr PASS 0.02402 X Flexure (-Z) Bot Tens 0.2741 k-ft/ft 11.415 k-ft/ft +1.20D+1.60Lr

PASS 0.04602 1-way Shear (+X) 2.193 psi 47.647 psi +1.20D+1.60Lr PASS 0.04602 1-way Shear (-X) 2.193 psi 47.647 psi +1.20D+1.60Lr PASS 0.01958 1-way Shear (+Z) 0.9132 psi 46.633 psi +1.20D+1.60Lr PASS n/a 1-way Shear (-Z) 0.0 psi 46.633 psi n/a PASS 0.07288 2-way Punching 11.976 psi 164.317 psi +1.20D+1.60Lr

0.0 Z Flexure (+X) Top Tens 0 k-ft/ft 0.0 k-ft/ft

0.0 Z Flexure (-X) Top Tens 0 k-ft/ft 0.0 k-ft/ft

0.0 X Flexure (+Z) Top Tens 0 k-ft/ft 0.0 k-ft/ft

0.0 X Flexure (-Z) Top Tens 0 k-ft/ft 0.0 k-ft/ft

PASS

PASS

PASS

PASS

Min Steel Z Flexure Bottom in2/ft0.2590.864 0.300 in2/ft n/a

Min Steel X Flexure Bottom0.810 0.259 in2/ft 0.320 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 0.000 in2/ft 0.000 in2/ft n/a

PASS

PASS

PASS

PASS

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 2.0 n/a1.183 0.0 n/a 0.592-5.887n/a X-X, +D+Lr 2.0 n/a1.930 0.0 n/a 0.965-6.864n/a X-X, +D+0.750Lr 2.0 n/a1.740 0.0 n/a 0.870-6.682n/a X-X, +0.60D 2.0 n/a0.7099 0.0 n/a 0.355-5.887n/a Z-Z, D Only 2.0 0.5421n/a n/a 0.5421 0.271n/a0.0 Z-Z, +D+Lr 2.0 0.7901n/a n/a 0.7901 0.395n/a0.0 Z-Z, +D+0.750Lr 2.0 0.7281n/a n/a 0.7281 0.364n/a0.0 Z-Z, +0.60D 2.0 0.3253n/a n/a 0.3253 0.163n/a0.0

Rotation Axis & Overturning Stability

Load Combination... StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning

Force Application Axis

Sliding Stability All units k

Load Combination... StatusSliding Force Resisting Force Stability Ratio Footing Has NO Sliding

F-14

DESCRIPTION: Underpin Ftg for B-9 (mark UB)

Project File: 25105.ec6

Project Title: Baker FLC Engineer: rs Project ID: 25105

Printed: 20 MAR 2026, 11:02AM

Project Descr:

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 0.1602 +Z Bottom 0.2592 ACI 7.6.1.1 0.30 11.415 OK X-X, +1.40D 0.1601 -Z Bottom 0.2592 ACI 7.6.1.1 0.30 11.415 OK X-X, +1.20D+0.50Lr 0.1793 +Z Bottom 0.2592 ACI 7.6.1.1 0.30 11.415 OK X-X, +1.20D+0.50Lr 0.1792 -Z Bottom 0.2592 ACI 7.6.1.1 0.30 11.415 OK X-X, +1.20D 0.1373 +Z Bottom 0.2592 ACI 7.6.1.1 0.30 11.415 OK X-X, +1.20D 0.1373 -Z Bottom 0.2592 ACI 7.6.1.1 0.30 11.415 OK X-X, +1.20D+1.60Lr 0.2742 +Z Bottom 0.2592 ACI 7.6.1.1 0.30 11.415 OK X-X, +1.20D+1.60Lr 0.2741 -Z Bottom 0.2592 ACI 7.6.1.1 0.30 11.415 OK X-X, +0.90D 0.1030 +Z Bottom 0.2592 ACI 7.6.1.1 0.30 11.415 OK X-X, +0.90D 0.1029 -Z Bottom 0.2592 ACI 7.6.1.1 0.30 11.415 OK Z-Z, +1.40D 0.2482 -X Bottom 0.2592 ACI 7.6.1.1 0.320 12.148 OK Z-Z, +1.40D 0.2482 +X Bottom 0.2592 ACI 7.6.1.1 0.320 12.148 OK Z-Z, +1.20D+0.50Lr 0.2748 -X Bottom 0.2592 ACI 7.6.1.1 0.320 12.148 OK Z-Z, +1.20D+0.50Lr 0.2748 +X Bottom 0.2592 ACI 7.6.1.1 0.320 12.148 OK Z-Z, +1.20D 0.2128 -X Bottom 0.2592 ACI 7.6.1.1 0.320 12.148 OK Z-Z, +1.20D 0.2128 +X Bottom 0.2592 ACI 7.6.1.1 0.320 12.148 OK Z-Z, +1.20D+1.60Lr 0.4112 -X Bottom 0.2592 ACI 7.6.1.1 0.320 12.148 OK Z-Z, +1.20D+1.60Lr 0.4112 +X Bottom 0.2592 ACI 7.6.1.1 0.320 12.148 OK Z-Z, +0.90D 0.1596 -X Bottom 0.2592 ACI 7.6.1.1 0.320 12.148 OK Z-Z, +0.90D 0.1596 +X Bottom 0.2592 ACI 7.6.1.1 0.320 12.148 OK

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

+1.40D 1.32 1.32 1.32 47.65 0.03psipsipsipsi OK +1.20D+0.50Lr 1.47 1.47 1.47 47.65 0.03psipsipsipsi OK +1.20D 1.14 1.14 1.14 47.65 0.02psipsipsipsi OK +1.20D+1.60Lr 2.19 2.19 2.19 47.65 0.05psipsipsipsi OK +0.90D 0.85 0.85 0.85 47.65 0.02psipsipsipsi OK

One Way Shear Z

Load Combination... Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 0.00 0.67 0.67 46.63 0.01psipsipsipsi OK +1.20D+0.50Lr 0.00 0.70 0.70 46.63 0.01psipsipsipsi OK +1.20D 0.00 0.58 0.58 46.63 0.01psipsipsipsi OK +1.20D+1.60Lr 0.00 0.91 0.91 46.63 0.02psipsipsipsi OK +0.90D 0.00 0.43 0.43 46.63 0.01psipsipsipsi OK

Vu / Phi*Vn

Two-Way "Punching" Shear All units k

StatusVu Phi*VnLoad Combination...

+1.40D 7.23 164.32 0.04 OKpsipsi +1.20D+0.50Lr 8.00 164.32 0.05 OKpsipsi +1.20D 6.20 164.32 0.04 OKpsipsi +1.20D+1.60Lr 11.98 164.32 0.07 OKpsipsi +0.90D 4.65 164.32 0.03 OKpsipsi

F-15

DESCRIPTION: Underpin Ftg for B-9 & B-10 (mark UC)

Project File: 25105.ec6

Project Title: Baker FLC Engineer: rs Project ID: 25105

Printed: 20 MAR 2026, 11:03AM

Project Descr:

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

Code References Governing Code : IBC 2021

General Information Material Properties Soil Design Values

2.0

Analysis Settings

250.0 ksi No ksfAllowable Soil Bearing =

3.0 60.0

3,122.0 145.0

= 0.350Flexure = 0.90 Shear =

Values

2.50

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 No Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight

= pcf

Min. Overturning Safety Factor

: 1

Increases based on footing Depth0.750

Soil/Concrete Friction Coeff.

Ec : Concrete Elastic Modulus

Footing base depth below soil surface ft

=Allow press. increase per foot of depth ksf

: 11.0Min. Sliding Safety Factor =

Concrete Density

Min Allow % Temp Reinf.

ksif'c : Concrete 28 day strength fy : Rebar Yield ksi

Min Steel % Bending Reinf.

Soil Density = 125.0 pcf

Dimensions Width parallel to X-X Axis 2.50 ft Length parallel to Z-Z Axis

3.0 ft

Load location offset from footing center...

ez : Prll to Z-Z Axis -9 in= in=

Pedestal dimensions...

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

Footing Thickness

12.0 in=

Rebar Centerline to Edge of Concrete...

= inat Bottom of footing 3.250

Bottom Reinforcing

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

Reinforcing Bar Size

Number of Bars

4.0

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

Reinforcing Bar Size = 4 Number of Bars = 4.0

Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation Bars along X-X Axis # Bars required within zone 90.9 % # Bars required on each side of zone 9.1 %

F-16

DESCRIPTION: Underpin Ftg for B-9 & B-10 (mark UC)

Project File: 25105.ec6

Project Title: Baker FLC Engineer: rs Project ID: 25105

Printed: 20 MAR 2026, 11:03AM

Project Descr:

Applied Loads

3.665 1.600 0.000 0.000 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 : Column Load OB : Overburden = k W E

M-zz V-x

= 0.000 k

0.000

0.000 0.000 0.000 0.000 0.000

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

PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding

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

PASS 0.9740 Soil Bearing 1.948 ksf 2.0 ksf +D+Lr about X-X axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning

PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.07115 Z Flexure (+X) Bot Tens 0.7248 k-ft/ft 10.186 k-ft/ft +1.20D+1.60Lr PASS 0.07115 Z Flexure (-X) Bot Tens 0.7248 k-ft/ft 10.186 k-ft/ft +1.20D+1.60Lr

PASS 0.04880 X Flexure (+Z) Bot Tens 0.5929 k-ft/ft 12.148 k-ft/ft +1.20D+1.60Lr PASS 0.04880 X Flexure (-Z) Bot Tens 0.5928 k-ft/ft 12.148 k-ft/ft +1.20D+1.60Lr

PASS 0.1035 1-way Shear (+X) 4.639 psi 44.837 psi +1.20D+1.60Lr PASS 0.1035 1-way Shear (-X) 4.639 psi 44.837 psi +1.20D+1.60Lr PASS 0.07326 1-way Shear (+Z) 3.490 psi 47.647 psi +1.20D+1.60Lr PASS 0.01399 1-way Shear (-Z) 0.6665 psi 47.647 psi +1.20D+1.60Lr PASS 0.1283 2-way Punching 21.084 psi 164.317 psi +1.20D+1.60Lr

0.0 Z Flexure (+X) Top Tens 0 k-ft/ft 0.0 k-ft/ft

0.0 Z Flexure (-X) Top Tens 0 k-ft/ft 0.0 k-ft/ft

0.0 X Flexure (+Z) Top Tens 0 k-ft/ft 0.0 k-ft/ft

0.0 X Flexure (-Z) Top Tens 0 k-ft/ft 0.0 k-ft/ft

PASS

PASS

PASS

PASS

Min Steel Z Flexure Bottom in2/ft0.2590.810 0.320 in2/ft n/a

Min Steel X Flexure Bottom0.972 0.259 in2/ft 0.267 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 0.000 in2/ft 0.000 in2/ft n/a

PASS

PASS

PASS

PASS

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 2.0 n/a1.404 0.0 n/a 0.702-6.504n/a X-X, +D+Lr 2.0 n/a1.948 0.0 n/a 0.974-7.103n/a X-X, +D+0.750Lr 2.0 n/a1.811 0.0 n/a 0.906-6.982n/a X-X, +0.60D 2.0 n/a0.8426 0.0 n/a 0.421-6.504n/a Z-Z, D Only 2.0 0.6762n/a n/a 0.6762 0.338n/a0.0 Z-Z, +D+Lr 2.0 0.8895n/a n/a 0.8895 0.445n/a0.0 Z-Z, +D+0.750Lr 2.0 0.8362n/a n/a 0.8362 0.418n/a0.0 Z-Z, +0.60D 2.0 0.4057n/a n/a 0.4057 0.203n/a0.0

Rotation Axis & Overturning Stability

Load Combination... StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning

Force Application Axis

Sliding Stability All units k

Load Combination... StatusSliding Force Resisting Force Stability Ratio

F-17

DESCRIPTION: Underpin Ftg for B-9 & B-10 (mark UC)

Project File: 25105.ec6

Project Title: Baker FLC Engineer: rs Project ID: 25105

Printed: 20 MAR 2026, 11:03AM

Project Descr:

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 0.4337 +Z Bottom 0.2592 ACI 7.6.1.1 0.320 12.148 OK X-X, +1.40D 0.4336 -Z Bottom 0.2592 ACI 7.6.1.1 0.320 12.148 OK X-X, +1.20D+0.50Lr 0.4404 +Z Bottom 0.2592 ACI 7.6.1.1 0.320 12.148 OK X-X, +1.20D+0.50Lr 0.4403 -Z Bottom 0.2592 ACI 7.6.1.1 0.320 12.148 OK X-X, +1.20D 0.3718 +Z Bottom 0.2592 ACI 7.6.1.1 0.320 12.148 OK X-X, +1.20D 0.3717 -Z Bottom 0.2592 ACI 7.6.1.1 0.320 12.148 OK X-X, +1.20D+1.60Lr 0.5929 +Z Bottom 0.2592 ACI 7.6.1.1 0.320 12.148 OK X-X, +1.20D+1.60Lr 0.5928 -Z Bottom 0.2592 ACI 7.6.1.1 0.320 12.148 OK X-X, +0.90D 0.2788 +Z Bottom 0.2592 ACI 7.6.1.1 0.320 12.148 OK X-X, +0.90D 0.2788 -Z Bottom 0.2592 ACI 7.6.1.1 0.320 12.148 OK Z-Z, +1.40D 0.5345 -X Bottom 0.2592 ACI 7.6.1.1 0.2667 10.186 OK Z-Z, +1.40D 0.5345 +X Bottom 0.2592 ACI 7.6.1.1 0.2667 10.186 OK Z-Z, +1.20D+0.50Lr 0.5415 -X Bottom 0.2592 ACI 7.6.1.1 0.2667 10.186 OK Z-Z, +1.20D+0.50Lr 0.5415 +X Bottom 0.2592 ACI 7.6.1.1 0.2667 10.186 OK Z-Z, +1.20D 0.4581 -X Bottom 0.2592 ACI 7.6.1.1 0.2667 10.186 OK Z-Z, +1.20D 0.4581 +X Bottom 0.2592 ACI 7.6.1.1 0.2667 10.186 OK Z-Z, +1.20D+1.60Lr 0.7248 -X Bottom 0.2592 ACI 7.6.1.1 0.2667 10.186 OK Z-Z, +1.20D+1.60Lr 0.7248 +X Bottom 0.2592 ACI 7.6.1.1 0.2667 10.186 OK Z-Z, +0.90D 0.3436 -X Bottom 0.2592 ACI 7.6.1.1 0.2667 10.186 OK Z-Z, +0.90D 0.3436 +X Bottom 0.2592 ACI 7.6.1.1 0.2667 10.186 OK

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

+1.40D 3.42 3.42 3.42 44.84 0.08psipsipsipsi OK +1.20D+0.50Lr 3.47 3.47 3.47 44.84 0.08psipsipsipsi OK +1.20D 2.93 2.93 2.93 44.84 0.07psipsipsipsi OK +1.20D+1.60Lr 4.64 4.64 4.64 44.84 0.10psipsipsipsi OK +0.90D 2.20 2.20 2.20 44.84 0.05psipsipsipsi OK

One Way Shear Z

Load Combination... Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 0.49 2.63 2.63 47.65 0.06psipsipsipsi OK +1.20D+0.50Lr 0.49 2.65 2.65 47.65 0.06psipsipsipsi OK +1.20D 0.42 2.25 2.25 47.65 0.05psipsipsipsi OK +1.20D+1.60Lr 0.67 3.49 3.49 47.65 0.07psipsipsipsi OK +0.90D 0.31 1.69 1.69 47.65 0.04psipsipsipsi OK

Vu / Phi*Vn

Two-Way "Punching" Shear All units k

StatusVu Phi*VnLoad Combination...

+1.40D 15.55 164.32 0.09 OKpsipsi +1.20D+0.50Lr 15.75 164.32 0.10 OKpsipsi +1.20D 13.33 164.32 0.08 OKpsipsi +1.20D+1.60Lr 21.08 164.32 0.13 OKpsipsi +0.90D 10.00 164.32 0.06 OKpsipsi

F-18

DESCRIPTION: Underpin Ftg for B-7 (LEFT END) (mark UD)

Project File: 25105.ec6

Project Title: Baker FLC Engineer: rs Project ID: 25105

Printed: 20 MAR 2026, 11:04AM

Project Descr:

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

Code References Governing Code : IBC 2021

General Information Material Properties Soil Design Values

2.0

Analysis Settings

250.0 ksi No ksfAllowable Soil Bearing =

3.0 60.0

3,122.0 145.0

= 0.350Flexure = 0.90 Shear =

Values

2.50

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 No Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight

= pcf

Min. Overturning Safety Factor

: 1

Increases based on footing Depth0.750

Soil/Concrete Friction Coeff.

Ec : Concrete Elastic Modulus

Footing base depth below soil surface ft

=Allow press. increase per foot of depth ksf

: 11.0Min. Sliding Safety Factor =

Concrete Density

Min Allow % Temp Reinf.

ksif'c : Concrete 28 day strength fy : Rebar Yield ksi

Min Steel % Bending Reinf.

Soil Density = 125.0 pcf

Dimensions Width parallel to X-X Axis 2.750 ft Length parallel to Z-Z Axis

3.50 ft

Load location offset from footing center...

ez : Prll to Z-Z Axis -5 in= in=

Pedestal dimensions...

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

Footing Thickness

12.0 in=

Rebar Centerline to Edge of Concrete...

= inat Bottom of footing 3.250

Bottom Reinforcing

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

Reinforcing Bar Size

Number of Bars

5.0

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

Reinforcing Bar Size = 4 Number of Bars = 4.0

Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation Bars along X-X Axis # Bars required within zone 88.0 % # Bars required on each side of zone 12.0 %

F-19

DESCRIPTION: Underpin Ftg for B-7 (LEFT END) (mark UD)

Project File: 25105.ec6

Project Title: Baker FLC Engineer: rs Project ID: 25105

Printed: 20 MAR 2026, 11:04AM

Project Descr:

Applied Loads

7.379 2.720 0.000 0.000 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 : Column Load OB : Overburden = k W E

M-zz V-x

= 0.000 k

0.000

0.000 0.000 0.000 0.000 0.000

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

PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding

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

PASS 0.9895 Soil Bearing 1.979 ksf 2.0 ksf +D+Lr about X-X axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning

PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1191 Z Flexure (+X) Bot Tens 1.297 k-ft/ft 10.890 k-ft/ft +1.20D+1.60Lr PASS 0.1191 Z Flexure (-X) Bot Tens 1.297 k-ft/ft 10.890 k-ft/ft +1.20D+1.60Lr

PASS 0.1687 X Flexure (+Z) Bot Tens 1.870 k-ft/ft 11.081 k-ft/ft +1.20D+1.60Lr PASS 0.1687 X Flexure (-Z) Bot Tens 1.870 k-ft/ft 11.081 k-ft/ft +1.20D+1.60Lr

PASS 0.1802 1-way Shear (+X) 8.265 psi 45.880 psi +1.20D+1.60Lr PASS 0.1802 1-way Shear (-X) 8.265 psi 45.880 psi +1.20D+1.60Lr PASS 0.2351 1-way Shear (+Z) 10.850 psi 46.157 psi +1.20D+1.60Lr PASS 0.2683 1-way Shear (-Z) 12.385 psi 46.157 psi +1.20D+1.60Lr PASS 0.2481 2-way Punching 40.770 psi 164.317 psi +1.20D+1.60Lr

0.0 Z Flexure (+X) Top Tens 0 k-ft/ft 0.0 k-ft/ft

0.0 Z Flexure (-X) Top Tens 0 k-ft/ft 0.0 k-ft/ft

0.0 X Flexure (+Z) Top Tens 0 k-ft/ft 0.0 k-ft/ft

0.0 X Flexure (-Z) Top Tens 0 k-ft/ft 0.0 k-ft/ft

PASS

PASS

PASS

PASS

Min Steel Z Flexure Bottom in2/ft0.2590.891 0.291 in2/ft n/a

Min Steel X Flexure Bottom0.907 0.259 in2/ft 0.286 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 0.000 in2/ft 0.000 in2/ft n/a

PASS

PASS

PASS

PASS

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 2.0 n/a1.496 0.4120 n/a 0.748-4.017n/a X-X, +D+Lr 2.0 n/a1.979 0.4948 n/a 0.990-4.242n/a X-X, +D+0.750Lr 2.0 n/a1.858 0.4741 n/a 0.929-4.196n/a X-X, +0.60D 2.0 n/a0.8978 0.2472 n/a 0.449-4.017n/a Z-Z, D Only 2.0 0.9541n/a n/a 0.9541 0.477n/a0.0 Z-Z, +D+Lr 2.0 1.237n/a n/a 1.237 0.619n/a0.0 Z-Z, +D+0.750Lr 2.0 1.166n/a n/a 1.166 0.583n/a0.0 Z-Z, +0.60D 2.0 0.5725n/a n/a 0.5725 0.286n/a0.0

Rotation Axis & Overturning Stability

Load Combination... StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning

Force Application Axis

Sliding Stability All units k

Load Combination... StatusSliding Force Resisting Force Stability Ratio

F-20

DESCRIPTION: Underpin Ftg for B-7 (LEFT END) (mark UD)

Project File: 25105.ec6

Project Title: Baker FLC Engineer: rs Project ID: 25105

Printed: 20 MAR 2026, 11:04AM

Project Descr:

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 1.463 +Z Bottom 0.2592 ACI 7.6.1.1 0.2909 11.081 OK X-X, +1.40D 1.462 -Z Bottom 0.2592 ACI 7.6.1.1 0.2909 11.081 OK X-X, +1.20D+0.50Lr 1.446 +Z Bottom 0.2592 ACI 7.6.1.1 0.2909 11.081 OK X-X, +1.20D+0.50Lr 1.446 -Z Bottom 0.2592 ACI 7.6.1.1 0.2909 11.081 OK X-X, +1.20D 1.254 +Z Bottom 0.2592 ACI 7.6.1.1 0.2909 11.081 OK X-X, +1.20D 1.253 -Z Bottom 0.2592 ACI 7.6.1.1 0.2909 11.081 OK X-X, +1.20D+1.60Lr 1.870 +Z Bottom 0.2592 ACI 7.6.1.1 0.2909 11.081 OK X-X, +1.20D+1.60Lr 1.870 -Z Bottom 0.2592 ACI 7.6.1.1 0.2909 11.081 OK X-X, +0.90D 0.9402 +Z Bottom 0.2592 ACI 7.6.1.1 0.2909 11.081 OK X-X, +0.90D 0.9401 -Z Bottom 0.2592 ACI 7.6.1.1 0.2909 11.081 OK Z-Z, +1.40D 1.015 -X Bottom 0.2592 ACI 7.6.1.1 0.2857 10.890 OK Z-Z, +1.40D 1.015 +X Bottom 0.2592 ACI 7.6.1.1 0.2857 10.890 OK Z-Z, +1.20D+0.50Lr 1.003 -X Bottom 0.2592 ACI 7.6.1.1 0.2857 10.890 OK Z-Z, +1.20D+0.50Lr 1.003 +X Bottom 0.2592 ACI 7.6.1.1 0.2857 10.890 OK Z-Z, +1.20D 0.8697 -X Bottom 0.2592 ACI 7.6.1.1 0.2857 10.890 OK Z-Z, +1.20D 0.8697 +X Bottom 0.2592 ACI 7.6.1.1 0.2857 10.890 OK Z-Z, +1.20D+1.60Lr 1.297 -X Bottom 0.2592 ACI 7.6.1.1 0.2857 10.890 OK Z-Z, +1.20D+1.60Lr 1.297 +X Bottom 0.2592 ACI 7.6.1.1 0.2857 10.890 OK Z-Z, +0.90D 0.6523 -X Bottom 0.2592 ACI 7.6.1.1 0.2857 10.890 OK Z-Z, +0.90D 0.6523 +X Bottom 0.2592 ACI 7.6.1.1 0.2857 10.890 OK

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

+1.40D 6.47 6.47 6.47 45.88 0.14psipsipsipsi OK +1.20D+0.50Lr 6.39 6.39 6.39 45.88 0.14psipsipsipsi OK +1.20D 5.54 5.54 5.54 45.88 0.12psipsipsipsi OK +1.20D+1.60Lr 8.27 8.27 8.27 45.88 0.18psipsipsipsi OK +0.90D 4.16 4.16 4.16 45.88 0.09psipsipsipsi OK

One Way Shear Z

Load Combination... Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 9.69 8.49 9.69 46.16 0.21psipsipsipsi OK +1.20D+0.50Lr 9.58 8.39 9.58 46.16 0.21psipsipsipsi OK +1.20D 8.30 7.27 8.30 46.16 0.18psipsipsipsi OK +1.20D+1.60Lr 12.39 10.85 12.39 46.16 0.27psipsipsipsi OK +0.90D 6.23 5.46 6.23 46.16 0.13psipsipsipsi OK

Vu / Phi*Vn

Two-Way "Punching" Shear All units k

StatusVu Phi*VnLoad Combination...

+1.40D 31.89 164.32 0.19 OKpsipsi +1.20D+0.50Lr 31.53 164.32 0.19 OKpsipsi +1.20D 27.34 164.32 0.17 OKpsipsi +1.20D+1.60Lr 40.77 164.32 0.25 OKpsipsi +0.90D 20.50 164.32 0.12 OKpsipsi

F-21

DESCRIPTION: Underpin Ftg for B-7 (RIGHT END) (mark UE)

Project File: 25105.ec6

Project Title: Baker FLC Engineer: rs Project ID: 25105

Printed: 20 MAR 2026, 11:05AM

Project Descr:

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

Code References Governing Code : IBC 2021

General Information Material Properties Soil Design Values

2.0

Analysis Settings

250.0 ksi No ksfAllowable Soil Bearing =

3.0 60.0

3,122.0 145.0

= 0.350Flexure = 0.90 Shear =

Values

2.50

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 No Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight

= pcf

Min. Overturning Safety Factor

: 1

Increases based on footing Depth0.750

Soil/Concrete Friction Coeff.

Ec : Concrete Elastic Modulus

Footing base depth below soil surface ft

=Allow press. increase per foot of depth ksf

: 11.0Min. Sliding Safety Factor =

Concrete Density

Min Allow % Temp Reinf.

ksif'c : Concrete 28 day strength fy : Rebar Yield ksi

Min Steel % Bending Reinf.

Soil Density = 125.0 pcf

Dimensions Width parallel to X-X Axis 3.0 ft Length parallel to Z-Z Axis

3.0 ft

Pedestal dimensions...

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

Footing Thickness

12.0 in=

Rebar Centerline to Edge of Concrete...

= inat Bottom of footing 3.250

Bottom Reinforcing

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

Reinforcing Bar Size

Number of Bars

4.0

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

Reinforcing Bar Size = 4 Number of Bars = 4.0

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

F-22

DESCRIPTION: Underpin Ftg for B-7 (RIGHT END) (mark UE)

Project File: 25105.ec6

Project Title: Baker FLC Engineer: rs Project ID: 25105

Printed: 20 MAR 2026, 11:05AM

Project Descr:

Applied Loads

11.299 4.810 0.000 0.000 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 : Column Load OB : Overburden = k W E

M-zz V-x

= 0.000 k

0.000

0.000 0.000 0.000 0.000 0.000

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

PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding

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

PASS 0.9885 Soil Bearing 1.977 ksf 2.0 ksf +D+Lr about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning

PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.2608 Z Flexure (+X) Bot Tens 2.657 k-ft/ft 10.186 k-ft/ft +1.20D+1.60Lr PASS 0.2608 Z Flexure (-X) Bot Tens 2.657 k-ft/ft 10.186 k-ft/ft +1.20D+1.60Lr

PASS 0.2608 X Flexure (+Z) Bot Tens 2.657 k-ft/ft 10.186 k-ft/ft +1.20D+1.60Lr PASS 0.2608 X Flexure (-Z) Bot Tens 2.657 k-ft/ft 10.186 k-ft/ft +1.20D+1.60Lr

PASS 0.3913 1-way Shear (+X) 17.544 psi 44.837 psi +1.20D+1.60Lr PASS 0.3913 1-way Shear (-X) 17.544 psi 44.837 psi +1.20D+1.60Lr PASS 0.3913 1-way Shear (+Z) 17.544 psi 44.837 psi +1.20D+1.60Lr PASS 0.3913 1-way Shear (-Z) 17.544 psi 44.837 psi +1.20D+1.60Lr PASS 0.3980 2-way Punching 65.406 psi 164.317 psi +1.20D+1.60Lr

0.0 Z Flexure (+X) Top Tens 0 k-ft/ft 0.0 k-ft/ft

0.0 Z Flexure (-X) Top Tens 0 k-ft/ft 0.0 k-ft/ft

0.0 X Flexure (+Z) Top Tens 0 k-ft/ft 0.0 k-ft/ft

0.0 X Flexure (-Z) Top Tens 0 k-ft/ft 0.0 k-ft/ft

PASS

PASS

PASS

PASS

Min Steel Z Flexure Bottom in2/ft0.2590.972 0.267 in2/ft n/a

Min Steel X Flexure Bottom0.972 0.259 in2/ft 0.267 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 0.000 in2/ft 0.000 in2/ft n/a

PASS

PASS

PASS

PASS

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 2.0 n/a1.443 1.443 n/a 0.7220.0n/a X-X, +D+Lr 2.0 n/a1.977 1.977 n/a 0.9890.0n/a X-X, +D+0.750Lr 2.0 n/a1.844 1.844 n/a 0.9220.0n/a X-X, +0.60D 2.0 n/a0.8658 0.8658 n/a 0.4330.0n/a Z-Z, D Only 2.0 1.443n/a n/a 1.443 0.722n/a0.0 Z-Z, +D+Lr 2.0 1.977n/a n/a 1.977 0.989n/a0.0 Z-Z, +D+0.750Lr 2.0 1.844n/a n/a 1.844 0.922n/a0.0 Z-Z, +0.60D 2.0 0.8658n/a n/a 0.8658 0.433n/a0.0

Rotation Axis & Overturning Stability

Load Combination... StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning

Force Application Axis

Sliding Stability All units k

Load Combination... StatusSliding Force Resisting Force Stability Ratio

F-23

DESCRIPTION: Underpin Ftg for B-7 (RIGHT END) (mark UE)

Project File: 25105.ec6

Project Title: Baker FLC Engineer: rs Project ID: 25105

Printed: 20 MAR 2026, 11:05AM

Project Descr:

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 1.977 +Z Bottom 0.2592 ACI 7.6.1.1 0.2667 10.186 OK X-X, +1.40D 1.977 -Z Bottom 0.2592 ACI 7.6.1.1 0.2667 10.186 OK X-X, +1.20D+0.50Lr 1.995 +Z Bottom 0.2592 ACI 7.6.1.1 0.2667 10.186 OK X-X, +1.20D+0.50Lr 1.995 -Z Bottom 0.2592 ACI 7.6.1.1 0.2667 10.186 OK X-X, +1.20D 1.695 +Z Bottom 0.2592 ACI 7.6.1.1 0.2667…

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