Exhibit D--Beatty Health Center--Structural Calcuations--2026-09-05.pdf

Structural Calculations For

Beatty Wellness Facility

Beatty, OR

Steele Associates

August 28, 2026

FE Job Number – 26-B223

* * * LIMITATIONS * * *

ENGINEERING DESIGN IS BASED UPON INFORMATION PROVIDED BY THE CLIENT, WHO IS

SOLELY RESPONSIBLE FOR ACCURACY OF SAME. NO RESPONSIBILITY AND / OR

LIABILITY IS ASSUMED BY, OR IS TO BE ASSIGNED TO THE ENGINEER

FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS.

www.froelich-engineers.com

PORTLAND (HQ) 503.624.7005 BEND 541.383.1828 DENVER 720.799.1001

www.froelich-engineers.com

PORTLAND (HQ) 503.624.7005 BEND 541.383.1828 DENVER 720.799.1001

Client: STEELE

Project Name: Beatty Wellness Facility

Project Number: 26-B223

Date: 08/21/2026

By: MP

SCOPE OF WORK

Froelich Engineers, Inc. (FE) has provided full structural lateral and gravity design of the project per the 2024 International Building Code (IBC) and 2025 Oregon Structural Specialty Code

(OSSC).

Froelich Engineers, Inc. has provided drawings and details as required by code to the areas pertaining to our design.

PROJECT DESCRIPTION

New single story wellness facility in Beatty, OR. Structure consists of plywood sheathed wood stud walls, pre-manufactured wooden roof trusses with conventional foundation systems used for building support.

Client:

Project:

Proj. #:

Date:

By:

Project Description

New single story Wellness Facility

Gang-nailed wood roof trusses.

Light-framed wood sheathed wood walls.

Slab on Grade

Conventional Foundations

Project Location

Portland, OR

45⁰ 26' 32" N (42.442°)

-121⁰ 16' 18" W (-121.271°)

Average Elevation = 4356 ft (approximate)

Building Department:

Building Official:

Phone Number:

Building Code(s):

Ground Snow Load = 54 psf (ASCE7 Hazard Tool)

Minimum Roof Snow Load = 30 psf (ASCE7-22 Section 7.3.3)

Snow Importance Factor (IS) = 1.00 (ASCE7-22 Table 1.5-2)

Deflection Criteria = L/240

Basic (3-Second Gust) Wind Speed = 98 mph (OSSC Section 1609.3)

Exposure = C

Wind Importance Factor (IW) = 1.00 (ASCE7-22 Table 1.5-2)

Occupancy Category = II (IBC Table 1604.5)

Seismic Importance Factor (IE) = 1.00 (ASCE7-22 Table 1.5-2)

Site Class = D *

Mapped Spectral Acceleration Values (SS) = 0.49 g

Mapped Spectral Acceleration Values (S1) = 0.18 g

Design Spectral Response Parameter (SDS) = 0.41 g

Design Spectral Response Parameter (SD1) = 0.23 g

Seismic Design Category = D

Response Modification Coefficient (R) = 6.5 Light-framed walls sheathed with wood panels

Shear Walls (Bearing Wall System)

(ASCE7-22 Table 12.2-1)

Allowable Bearing Pressure = 2500 psf *

Exterior Footing Depth = 24 inches*

* Per Geotechnical Engineering Report By: Wallace Group Northwest Geosystem Experts

Project No. 26123 (2)

Dated August 4, 2026

Soils Data:

Roof Live Load:

Wind Load:

Seismic Load:

2025 Oregon Structural Specialty Code (OSSC)

Project Design Criteria

General

ASCE7-22

2024 International Building Code (IBC)

Proj. #:

Date:

By:

Dead Load Calculations

Roof Dead Load

Top Chord of Truss

Component Weights Actual (psf) Comments

Solar-Ready Zone Area 5.0 2025 OSSC 1606.4.1, 3111.4.7 For Gravity and Lateral

Roofing (Asphalt Shingles) 2.0

Framing 4.0 Roof Trusses

Roof sheathing 2.0 5/8" shth

Total = 13.0 psf

Bottom Chord of Truss

Component Weights Actual (psf) Comments

Framing 4.0 Roof Trusses

Sprinklers 1.0

Rigid Insulation 1.5

Ceiling 2.8 (1) 5/8" gyp

Misc. 1.7

Total = 11.0 psf

Total Roof Dead Load = 24.0 psf

Exterior Wall Dead Load

Component Weights Actual (psf) Comments

Siding 2.3 Fiber Cement Siding

Sheathing 1.7 1/2" shth

Framing 1.7 2x6 at 16" oc

Insulation 0.6

Assume Fiberglass Owens Corning R-21

Roll is 40 lbs, coverage = 67.8 ft2

Interior Gyp Finish 2.8 5/8" gyp

Misc. 0.9

Total = 10.0 psf

Interior Wall /Partition Wall Dead Load

Component Weights Actual (psf) Comments

Interior Gyp Finish 5.6 5/8" gyp each side

Framing 1.7 2x6 at 16" oc

Insulation 0.6

Assume Fiberglass Owens Corning R-21

Roll is 40 lbs, coverage = 67.8 ft2

Misc. 0.1

Total = 8.0 psf

5psf added for Seismic Base Shear Calc

(bears on floors below for gravity)

ASCE Hazards Report Address:

No Address at This Location

Standard: ASCE/SEI 7-22 Latitude: 42.442278

Risk Category: II Longitude: -121.271707

Soil Class: Default Elevation: 4356.172956356192 ft

(NAVD 88)

Wind

Results:

Wind Speed 96 Vmph

10-year MRI 67 Vmph

25-year MRI 73 Vmph

50-year MRI 78 Vmph

100-year MRI 83 Vmph

300-year MRI 90 Vmph

700-year MRI 96 Vmph

1,700-year MRI 103 Vmph

3,000-year MRI 107 Vmph

10,000-year MRI 116 Vmph

100,000-year MRI 134 Vmph

1,000,000-year MRI 152 Vmph

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

Date Accessed: Mon Jul 13 2026

Page 1 of 5https://ascehazardtool.org/ Mon Jul 13 2026 https://ascehazardtool.org/

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

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

Page 2 of 5https://ascehazardtool.org/ Mon Jul 13 2026

PGA M : 0.27

SMS : 0.7

SM1 : 0.46

SDS : 0.46

SD1 : 0.31

TL : 16

SS : 0.49

S1 : 0.18

VS30 : 260

Seismic Design Category: D

Multi-Period Design Spectrum

S (g) vs T(s)a

Multi-Period MCE SpectrumR

S (g) vs T(s)a

Two-Period Design Spectrum

S (g) vs T(s)a

Two-Period MCE SpectrumR

S (g) vs T(s)a

Design Vertical Response Spectrum

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

MCE Vertical Response SpectrumR

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

Seismic

DefaultSite Soil Class:

Results:

Page 3 of 5https://ascehazardtool.org/ Mon Jul 13 2026

Data Accessed: Mon Jul 13 2026

Date Source:

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

Page 4 of 5https://ascehazardtool.org/ Mon Jul 13 2026

Snow

Results:

Ground Snow Load, p : 54 lb/ftg

20-year MRI Value: 23.71 lb/ft^2

Winter Wind Parameter: 0.25

Mapped Elevation: 4357.6 ft

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

Date Accessed: Mon Jul 13 2026

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

Snow load values are mapped to a 0.5 mile resolution.

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

Ground Snow Loads for IRC only, p :g(asd) 37.8 lb/ft

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

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

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

Page 5 of 5https://ascehazardtool.org/ Mon Jul 13 2026

Client

Proj. #:

Date:

By:

Snow Load Analysis - 2024 IBC Code Reference

Flat Roof Snow Load Calculation:

Ground Snow Load (pg) = 54 psf ASCE 7-22 Section 7.2

Surface Roughness Category = C ASCE 7-22 Section 26.7

Exposure of Roof = Fully Exposed ASCE 7-22 Table 7.3-1 Footnotes

Snow Exposure Factor (Ce) = 0.9 ASCE 7-22 Table 7.3-1

Thermal Factor (Ct) = 1.20 ASCE7-22 Table 7.3-2 & 7.3-3

Risk Category: II ASCE 7-22 Table 1.5-1

Flat Roof Snow Load (pf) = 40.8 psf pf = 0.7*Ce*Ct*pg ASCE 7-22 Eq (7.3-1)

Minimum Snow Load For Low-Slope Roofs:

Roof Slope Rise ( x /12) = 1

Roof Slope Degrees = 5 < 15

Min. Snow Load Upper Limit pm,max = 30.00 psf ASCE 7-22 Section 7.3.3

Min. Snow Load for low-slope roofs, pm = 30.00 psf ASCE 7-22 Section 7.3.3

Sloped Roof Snow Load Calculation: ASCE 7-22 Section 7.4

Roof Slope Rise ( x /12) = 1

Roof Slope Degrees = 5

Thermal Factor (Ct) = 1.20 Cold Roof w/ Ct ≥ 1.2 => Use Fig. 7.4-1c

Unobstructed Slippery Surface? : No

Sloped Roof Factor (Cs) = 1.0 ASCE 7-22 Figure 7.4-1

Sloped Roof Snow Load (ps) = 40.8 psf ps = Cs*pf ASCE 7-22 Eq (7.4-1)

Rain on Snow Load Calculation:

Roof length Ridge to Eave (W) = 0 ft

W/50 = 0

Roof Slope Degrees = 4.8 > 0

Min. Snow Load Upper Limit pm,max = 30 psf

Ground Snow Load (pg) = 54 psf > 30 pm,max

Rain on snow Surcharge Required: Not Required ASCE 7-22 7.10

Rain on snow Surcharge: 0

Near-Ground Level Snow Load Calculation:

Snow Density (γ) = 21.0 pcf 0.13pg + 14, 30pcf max ASCE 7-22 Eq (7.7-1)

Depth of Ground Snow (hg) = 2.6 ft pg/γ ASCE 7-22 7.2

Height of snow accumulation surface = 10 ft

Design Snow Load: See controlling snow load below

Controlling Roof Snow Load(s):

Controlling Flat Roof Snow (pf) = 40.8 psf

Min. Snow Load for low-slope roofs (pm) = 30.0 psf

Sloped Roof Snow Load (ps) = 40.8 psf

Rain on Sloped Roof Snow = N/A psf

Near-Ground Level Snow Load = N/A psf

Local Jurisdiction Minimum = 20 psf

Controlling Snow Load = 40.8 psf

Design Balanced Roof Snow Load = 20 psf

ASCE 7-22 12.7.2

https://ascehazardtool.org/

8/28/2026

Roof Snow Load Required in

Seismic Weight?

Not

Required psf

Unbalanced Roof Snow Load For Hip and Gable Roofs (as required):

Roof Slope Rise ( x /12) = 1 0.5 ≤ x ≤ 7

Unbalanced Roof Snow Load Required

Roof length Ridge to Eave (W) = 0 ft ≤ 20 ft

Simply supported rafters: Yes

Case 1 (Roof Rafters, W ≤ 20 ft):

Windward Roof Snow Load = 0 psf ASCE 7-22 7.6.1 Leeward Roof Snow Load = 54 psf Pg ASCE 7-22 7.6.1

Case 2 (All other Gable Roofs):

Winter Wind Parameter (W2) = 0.25 ASCE 7-22 7.6.1, Fig. 7.6-1, 7.6-2

Height of Snow Drift (hd) = N/A ft 1.5[(Pg 0.74 lu 0.70

W2 1.7

1/2 lu = W ASCE 7-22 Eq (7.6-1)

Snow Density (γ) = 21.0 pcf 0.13pg + 14, 30pcf max ASCE 7-22 Eq (7.7-1)

Roof Slope run for a rise of one (S) = 12 ft

Windward Roof Snow Load = N/A psf 0.3 * Ps ASCE 7-22 7.6.1

Leeward Roof Snow Load Surcharge = N/A psf hd*γ/S 1/2

ASCE 7-22 7.6.1

Roof Snow Load (Ps) = 40.8 psf

Total Snow Load at Leeward Surcharge = N/A psf ps + hd*γ/S 1/2

ASCE 7-22 7.6.1

Horizontal extent of Leeward Surcharge = N/A ft 8*hd*S 1/2

/3 ASCE 7-22 7.6.1

ASCE 7-22 Figure 7.6-2

Gravity Design

PREMANUFACTURED ROOF

TRUSSES AT 24" OC

A

A

B

B

6x10 DF#1 6x10 DF#1 6x10 DF#1

5 1/2" x 10 1/2" GL 5 1/2" x 10 1/2" GL 5 1/2" x 10 1/2" GL 5 1/2" x 10 1/2" GL

2' - 0" OC

2x8 DF#2 AT

19/32" APA RATED

PLYWOOD SHEATHING

5 1/2" x 10 1/2" GL

S700

TYP

S601

TYP

S700

TYP

S700

TYP

S700

TYP AT

BEARING

WALL

S700

SIM, TYP

AT BEAMS5

S700

TYP

S700

TYP AT

INTERIOR

PARTITION

S700

TYP

6x10 DF#16x10 DF#1 x D

F

19/32" APA RATED

PLYWOOD SHEATHING

S700

TYP AT CANOPY

TO LEDGER

S700

SIM

S601

6x8 DF #1

ROOF FRAMING LAYOUT

FOR REFERENCE ONLY

RJ1

RB1

R H

RB2

RB3RB4

FROELICH CONSULTING ENGINEERS

client:

project:

job number:

date:

by:

ROOF JOISTS

Roof Joist Location: Front Porch Cant. Roof Joist

RJ1 Span: 9'-10" 8'-10", 1'-0" (cant.) Pitch: 2/12"

Loads: 2x8 DF #2 AT 24" OC

Roof DL = 10 psf

SL = 41 psf

COMPANY

Sep. 1, 2026 15:07

PROJECT

RJ1

Design Check Calculation Sheet WoodWorks Sizer 14.0.1

Loads:

Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End ROOF DL Dead Full Area No 10.00(24.0") psf ROOF SL Snow Full Area Yes 41.00(24.0") psf Self-weight Dead Full UDL No 2.6 plf

Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :

10.312'

10.476'

9.083'0'

Unfactored:

Dead 103 134 Snow 371 480 Factored:

Combined 363 470 Bearing:

F'theta 636 636 Capacity Joist 477 5601 Support - 6445 Des ratio Joist 0.76 0.08 Support - 0.07 Load comb #3 #2 Length 0.50* 5.50 Min req'd 0.50* 0.50* Cb 1.00 1.07 Cb min 1.00 1.75 Cb support - 1.25 Fcp sup - 625

*Minimum bearing length setting used: 1/2" for end supports and 1/2" for interior supports

Lumber n-ply, D.Fir-L, No.2, 2x8, 1-ply (1-1/2"x7-1/4") Supports: 1 - Hanger; 2 - Timber-soft Beam, D.Fir-L No. 1;

Roof joist spaced at 24.0" c/c; Total length: 10.58'; Clear span(horz): 1.229', 9.083'; Volume = 0.8 cu.ft.; Pitch: -2/12

Lateral support: top = continuous, bottom = at supports; Repetitive factor: applied where permitted (refer to online help);

This section PASSES the design code check.

WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN

WoodWorks® Sizer 2026 (v14.0.1)RJ1 Page 2

Analysis vs. Allowable Stress and Deflection using NDS 2024 :

Criterion Analysis Value Design Value Unit Analysis/Design Shear V = 305 Vr = 1501 lbs V/Vr = 0.20 Bending(+) fb = 739 Fb' = 1428 psi fb/Fb' = 0.52 Bending(-) fb = 55 Fb' = 1049 psi fb/Fb' = 0.05 Deflection:

Interior Live 0.12 = L/953 0.46 = L/240 in 0.25 Total 0.18 = L/601 0.61 = L/180 in 0.30 Cantil. Live -0.05 = L/303 0.12 = L/120 in 0.40 Total -0.08 = L/192 0.17 = L/90 in 0.47

Design Notes:

1. Analysis and design are in accordance with the ICC International Building Code (IBC 2024) and the National Design Specification (NDS 2024), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.

2. Please verify that the default deflection limits are appropriate for your application.

3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans.

4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.

5. SLOPED BEAMS: level bearing is required for all sloped beams.

project:

job number:

date:

by:

ROOF BEAMS

Roof HDR Location:

RH1 Span: 3'-0"

Loads:

Loading Trib. 4x10 DF #2

Roof DL: 24 psf x 2.00 ft = 48 plf

SL: 41 psf x 2.00 ft = 82 plf

RB1 DL: 3389 lbs

SL: 5648 lbs

Roof Beam Location:

RB1 Span: 10'-0"

Loads:

Loading Trib. 5-1/2" x 10-1/2" GL

Roof DL: 24 psf x 25.25 ft = 606 plf

SL: 41 psf x 25.25 ft = 1035 plf

Roof Beam Location:

RB2 Span: 10'-9"

Loads:

Loading Trib. 5-1/2" x 10-1/2" GL

Roof DL: 24 psf x 20.00 ft = 480 plf

SL: 41 psf x 20.00 ft = 820 plf

Roof Beam Location:

RB3 Span: 24'-6"

Loads:

Loading Trib. 5-1/2" x 13-1/2" GL

Roof DL: 10 psf x 5.00 ft = 50 plf

SL: 41 psf x 5.00 ft = 205 plf

Roof Beam Location:

RB4 Span: 27'-9" 24'-6", 2'-9" CANT.

Loads:

Loading Trib. 5-1/2" x 13-1/2" GL

Roof DL: 10 psf x 5.00 ft = 50 plf

SL: 41 psf x 5.00 ft = 205 plf

AT 2'-9"

9/2/2026

Aug. 24, 2026 16:35

RH1

WoodWorks Sizer 14.0.1

Loads:

Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End ROOF DL Dead Full Area 24.00(2.00') psf ROOF SL Snow Full Area 41.00(2.00') psf RB1 DL Dead Point 2.75 3389 lbs RB1 SL Snow Point 2.75 5648 lbs Self-weight Dead Full UDL 7.7 plf

Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :

3.583'

3.148'0'

Unfactored:

Dead 809 2780 Snow 1328 4614 Factored:

Combined 1744 6014 Bearing:

Capacity Beam 7656 7656 Support 12573 12573 Des ratio Beam 0.23 0.79 Support 0.14 0.48 Load comb #2 #2 Length 3.50 3.50 Min req'd 0.80 2.75 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support - - Fc sup 850 850

Lumber-soft, D.Fir-L, No.2, 4x10 (3-1/2"x9-1/4") Supports: All - Lumber n-ply Column, D.Fir-L Stud

Total length: 3.58'; Clear span: 3.148'; Volume = 0.8 cu.ft.

Lateral support: top = at supports, bottom = at supports;

This section PASSES the design code check.

WoodWorks® Sizer 2026 (v14.0.1)RH1 Page 2

Analysis vs. Allowable Stress and Deflection using NDS 2024 :

Criterion Analysis Value Design Value Unit Analysis/Design Shear V* = 4164 Vr = 4468 lbs V*/Vr = 0.93 Bending(+) fb = 939 Fb' = 1235 psi fb/Fb' = 0.76 Live Defl'n 0.01 = < L/999 0.16 = L/240 in 0.05 Total Defl'n 0.02 = < L/999 0.21 = L/180 in 0.08 *The effect of point loads within a distance d of the support has been included as per NDS 3.4.2.2(a)

Design Notes:

1. Analysis and design are in accordance with the ICC International Building Code (IBC 2024) and the National Design Specification (NDS 2024), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.

2. Please verify that the default deflection limits are appropriate for your application.

3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.

Aug. 24, 2026 16:36

RB1

WoodWorks Sizer 14.0.1

Loads:

Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End ROOF DL Dead Full Area 24.00(25.25') psf ROOF SL Snow Full Area 41.00(25.25') psf Self-weight Dead Full UDL 13.3 plf

Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :

10.688'

10.169'0'

Unfactored:

Dead 3240 3379 Snow 5416 5648 Factored:

Combined 7076 7448 Bearing:

Capacity Beam 9831 19662 Support 10097 20195 Des ratio Beam 0.72 0.38 Support 0.70 0.37 Load comb #2 #2 Length 2.75 5.50 Min req'd 1.98 2.08 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support - - Fcp sup 625 625

Glulam-Unbalan., West Species, 24F-V4 DF, 5-1/2"x10-1/2" Supports: All - Lumber Stud Wall, D.Fir-L Stud

Total length: 10.69'; Clear span: 10.169'; Volume = 4.3 cu.ft.; 7 laminations, 5-1/2" maximum width, Lateral support: top = 2'-0 bottom = at supports; (in);

This section PASSES the design code check.

Analysis vs. Allowable Stress and Deflection using NDS 2024 :

Criterion Analysis Value Design Value Unit Analysis/Design Shear V = 5546 Vr = 11733 lbs V/Vr = 0.47 Bending(+) fb = 2063 Fb' = 2753 psi fb/Fb' = 0.75 Live Defl'n 0.18 = L/668 0.51 = L/240 in 0.36 Total Defl'n 0.26 = L/468 0.68 = L/180 in 0.38 Immediate long-term deflection not included per IBC Table 1604.3 Note d.

WoodWorks® Sizer 2026 (v14.0.1)RB1 Page 2

Design Notes:

1. Analysis and design are in accordance with the ICC International Building Code (IBC 2024) and the National Design Specification (NDS 2024), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.

2. Please verify that the default deflection limits are appropriate for your application.

3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012

4. GLULAM: bxd = actual breadth x actual depth.

5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3.

6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n).

Aug. 24, 2026 16:38

RB2

WoodWorks Sizer 14.0.1

Loads:

Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End ROOF DL Dead Full Area 24.00(20.00') psf ROOF SL Snow Full Area 41.00(20.00') psf Self-weight Dead Full UDL 13.3 plf

Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :

11.667'

10.897'0'

Unfactored:

Dead 2878 2878 Snow 4783 4783 Factored:

Combined 6321 6321 Bearing:

Capacity Beam 19662 19662 Support 20195 20195 Des ratio Beam 0.32 0.32 Support 0.31 0.31 Load comb #2 #2 Length 5.50 5.50 Min req'd 1.77 1.77 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support - - Fcp sup 625 625

Glulam-Unbalan., West Species, 24F-V4 DF, 5-1/2"x10-1/2" Supports: All - Lumber Stud Wall, D.Fir-L Stud

Total length: 11.67'; Clear span: 10.897'; Volume = 4.7 cu.ft.; 7 laminations, 5-1/2" maximum width, Lateral support: top = 2'-0 bottom = at supports; (in);

This section PASSES the design code check.

Analysis vs. Allowable Stress and Deflection using NDS 2024 :

Criterion Analysis Value Design Value Unit Analysis/Design Shear V = 4803 Vr = 11733 lbs V/Vr = 0.41 Bending(+) fb = 1881 Fb' = 2753 psi fb/Fb' = 0.68 Live Defl'n 0.19 = L/685 0.54 = L/240 in 0.35 Total Defl'n 0.44 = L/299 0.73 = L/180 in 0.60

WoodWorks® Sizer 2026 (v14.0.1)RB2 Page 2

Design Notes:

1. Analysis and design are in accordance with the ICC International Building Code (IBC 2024) and the National Design Specification (NDS 2024), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.

2. Please verify that the default deflection limits are appropriate for your application.

3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012

4. GLULAM: bxd = actual breadth x actual depth.

Sep. 2, 2026 16:31

RB3

WoodWorks Sizer 14.0.1

Loads:

Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 10.00(5.00') psf Load2 Snow Full Area 41.00(5.00') psf Self-weight Dead Full UDL 17.1 plf

Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :

24.958'

24.561'0'

Unfactored:

Dead 837 837 Snow 2558 2558 Factored:

Combined 2640 2640 Bearing:

Capacity Beam 9831 9831 Support 13393 13393 Des ratio Beam 0.27 0.27 Support 0.20 0.20 Load comb #2 #2 Length 2.75 2.75 Min req'd 0.74 0.74 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support - - Fc sup 700 700

Glulam-Unbalan., West Species, 24F-V4 DF, 5-1/2"x13-1/2" Supports: All - Timber-soft Column, D.Fir-L No.2

Total length: 24.96'; Clear span: 24.561'; Volume = 12.9 cu.ft.; 9 laminations, 5-1/2" maximum width, Lateral support: top = 2'-0 bottom = at supports; (in);

This section PASSES the design code check.

Analysis vs. Allowable Stress and Deflection using NDS 2024 :

Criterion Analysis Value Design Value Unit Analysis/Design Shear V = 2343 Vr = 15085 lbs V/Vr = 0.16 Bending(+) fb = 1141 Fb' = 2666 psi fb/Fb' = 0.43 Live Defl'n 0.58 = L/509 1.23 = L/240 in 0.47 Total Defl'n 0.71 = L/412 1.64 = L/180 in 0.44

WoodWorks® Sizer 2026 (v14.0.1)RB3 Page 2

Design Notes:

1. Analysis and design are in accordance with the ICC International Building Code (IBC 2024) and the National Design Specification (NDS 2024), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.

2. Please verify that the default deflection limits are appropriate for your application.

3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012

4. GLULAM: bxd = actual breadth x actual depth.

Sep. 2, 2026 16:30

RB4

WoodWorks Sizer 14.0.1

Loads:

Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area No 10.00(5.00') psf Load2 Snow Full Area Yes 41.00(5.00') psf Self-weight Dead Full UDL No 17.1 plf

Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :

27.938'

24.76' 27.739'0'

Unfactored:

Dead 832 1043 Snow 2560 3185 Factored:

Combined 2636 3272 Bearing:

Capacity Beam 9831 21003 Support 13393 24351 Des ratio Beam 0.27 0.16 Support 0.20 0.13 Load comb #3 #2 Length 2.75 5.50 Min req'd 0.74 0.74** Cb 1.00 1.07 Cb min 1.00 1.51 Cb support - - Fc sup 700 700

**Minimum bearing length governed by the required width of the supporting member.

Glulam-Balanced, West Species, 24F-V8 DF, 5-1/2"x13-1/2" Supports: All - Timber-soft Column, D.Fir-L No.2

Total length: 27.94'; Clear span: 24.76', 2.979'; Volume = 14.4 cu.ft.; 9 laminations, 5-1/2" maximum width, Lateral support: top = 2'-0 bottom = at supports; (in);

This section PASSES the design code check.

Analysis vs. Allowable Stress and Deflection using NDS 2024 :

Criterion Analysis Value Design Value Unit Analysis/Design Shear V = 2362 Vr = 15085 lbs V/Vr = 0.16 Bending(+) fb = 1137 Fb' = 2667 psi fb/Fb' = 0.43 Bending(-) fb = 67 Fb' = 2610 psi fb/Fb' = 0.03 Deflection:

Interior Live 0.59 = L/505 1.24 = L/240 in 0.47 Total 0.72 = L/411 1.65 = L/180 in 0.44 Cantil. Live -0.22 = L/160 0.30 = L/120 in 0.75 Total -0.27 = L/130 0.40 = L/90 in 0.69

WoodWorks® Sizer 2026 (v14.0.1)RB4 Page 2

Design Notes:

1. Analysis and design are in accordance with the ICC International Building Code (IBC 2024) and the National Design Specification (NDS 2024), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.

2. Please verify that the default deflection limits are appropriate for your application.

3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012

4. Grades with equal bending capacity in the top and bottom edges of the beam cross-section are recommended for continuous beams.

5. GLULAM: bxd = actual breadth x actual depth.

6. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3.

7. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n).

A

A

B

S500

TYP AT

CONTROL JOINT

(12'-0" OC MAX)

4x6 DF#2

POST

4x6 DF#2

POST

4x6 DF#2

POST

4x6 DF#2

POST

4x6 DF#2

POST

4x6 DF#2

POST

24"x24"x12" CONC

FTG W/ (3) #4

BARS EACH WAY

24"x24"x12" CONC

FTG W/ (3) #4

BARS EACH WAY

24"x24"x12" CONC

FTG W/ (3) #4

BARS EACH WAY

1'-6" WIDE x 12" THICK

CONT CONC FTG W/

LONG BARS AND #4 T

BARS AT 12" OC - TYP

1'-6" WIDE x 12" THICK

CONT THICKENED CONC

SLAB FTG W/ (2) #4 LONG

BARS AND #4 TRANS BARS

AT 12" OC

4" CONCRETE SLAB-ON-GRADE

W/ #3 BARS AT 18" OC EA WAY

24"x24"x10" CONC

FTG W/ (3) #4

BARS EA WAY

24"x24"x12" CONC

FTG W/ (3) #4

BARS EA WAY

6x6 DF #1

POST

24"x24"x12" CONC

FTG W/ (3) #4

BARS EA WAY

24"x24"x12" CONC

FTG W/ (3) #4

BARS EA WAY

24"x24"x12" CONC

FTG W/ (3) #4

BARS EA WAY

24"x24"x12" CONC

FTG W/ (3) #4

BARS EA WAY

6x6 DF #1

POST

6x6 DF #1

POST

6x6 DF #1

POST

6x6 DF #1

POST

A

A

B

A

A

A

6x6 DF #1

POST

6x6 DF #1

POST

S500

TYP

S500

S500

TYP

S500

TYP

S500

S500

TYP

S500

TYP

S500

TYP

24"x24"x12" CONC

FTG W/ (3) #4

BARS EA WAY

6x6 DF #1

POST

A

A

(1) 2x6 DF#2 KING

(2) 2x6 DF#2 TRIMMER

AT HEADER

24"x24"x12" CONC

FTG W/ (3) #4

BARS EACH WAY

24"x24"x10" CONC

FTG W/ (3) #4

BARS EA WAY

24"x24"x10" CONC

FTG W/ (3) #4

BARS EA WAY

(1) 2x6 DF#2 KING AND

(2) 2x6 DF#2 TRIMMER

AT HEADER

FOUNDATION LAYOUT

FOR REFERENCE ONLY

FTG1

FTG2

FTG3

project:

job number:

date:

by:

Columns & Footings

Column Location:

C1 Height: 9'-0" Column:

Loads: (2) 2x6 DF #2

Loading

RH1 DL: 2780 lbs x 1 = 2780 lbs

LL: 0 lbs x 1 = 0 lbs Footing:

SL: 4614 lbs x 1 = 4614 lbs

Controling Load Case: DL+0.7*SL = 6010 lbs

Column Location:

C2 Height: 12'-0" Column:

Loads: 6x6 DF #1

Loading

RB2 DL: 2878 lbs x 1 = 2878 lbs

LL: 0 lbs x 1 = 0 lbs Footing:

SL: 4783 lbs x 1 = 4783 lbs

Controling Load Case: DL+0.7*SL = 6226 lbs

Column Location:

C3 Height: 10'-0"

Loads:

Loading Column:

RB3 DL: 837 lbs x 1 = 837 lbs PT 6x6 HF #1

LL: 0 lbs x 1 = 0 lbs

SL: 2558 lbs x 1 = 2558 lbs

RB3 DL: 837 lbs x 1 = 837 lbs

LL: 0 lbs x 1 = 0 lbs Footing:

SL: 2558 lbs x 1 = 2558 lbs

Controling Load Case: DL+0.7*SL = 5255 lbs

Strip FTG Location: Center Bldg

Height:

Loads:

Loading Trib.

Roof DL: 24 psf x 25.25 ft = 606 plf Support:

Roof SL: 41 psf x 25.25 ft = 1035 plf 2x6 DF Studs @ 16" oc

Wall DL : 10 psf x 12.00 ft = 120 plf

Floor DL : 10 psf x 0.00 ft = 0 plf

Floor LL : 40 psf x 0.00 ft = 0 plf

Strip Footing:

12 in/12in x 6 in/12in x 150 psf = 75 plf

Controling Load Case: DL+0.7*SL = 1526 plf

Bearing Capacity:

DCR

0.61

NOTE:

Reference column and footing tables on the following pages for all columns not specifically calculated in this calculation package.

9/2/2026

2500 1526

Load Ratio

24"x24"x12" Conc FTG w/ (3) #4 Bars EW

18"x12"x Cont FTG w/ (2) #4 Bar Cont

Allowable Bearing Actual Bearing

Load Ratio

24"x24"x12" Conc FTG w/ (3) #4 Bars EW

Load Ratio

24"x24"x12" Conc FTG w/ (3) #4 Bars EW

Aug. 25, 2026 09:00

C2

WoodWorks Sizer 14.0.1

Loads:

Load Type Distribution Location [ft] Magnitude Unit Start End Start End Load1 Dead Axial (Ecc. = 0.00") 2878 lbs Load2 Snow Axial (Ecc. = 0.00") 4783 lbs Self-weight Dead Axial 86 lbs

Reactions (lbs):

12'

12' 0'

B a s e

T o p

Unfactored:

Lateral:

Dead Snow Axial:

Dead 2964 2964 Snow 4783 4783 Factored:

L->R Load comb #1 #1

Timber-soft, D.Fir-L, No.1, 6x6 (5-1/2"x5-1/2") Support: Lumber-soft Sill plate, Hem-Fir No.3; Bearing length = column width (b); continuous lower support

Total length: 12.0'; Volume = 2.5 cu.ft.; Post or timber

Pinned base; Ke x Lb: 1.0 x 0.0 = 0.0 ft; Ke x Ld: 1.0 x 12.0 = 12.0 ft;

This section PASSES the design code check.

Analysis vs. Allowable Stress and Deflection using NDS 2024 :

Criterion Analysis Value Design Value Unit Analysis/Design Axial fc = 209 Fc' = 578 psi fc/Fc' = 0.36 Axial Bearing fc = 209 Fc* = 1150 psi fc/Fc* = 0.18 Support Bearin fcp = 209 Fcp = 433 psi fcp/Fcp = 0.48

Design Notes:

1. Analysis and design are in accordance with the ICC International Building Code (IBC 2024) and the National Design Specification (NDS 2024), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.

2. Please verify that the default deflection limits are appropriate for your application.

FROELICH CONSULTING ENGINEERS INC.,

Project:

Project #:

By:

Columns 9'-0" Height

(1) - 2x4 DF 1400 3281 2126

(2) - 2x4 DF 2850 6563 4253

(3) - 2x4 DF 4450 9844 6379

(4) - 2x4 DF 5750 13125 8505

(1) - 2x4 DF#2 1800 3281 2126

(2) - 2x4 DF#2 3650 6563 4253

(3) - 2x4 DF#2 5600 9844 6379

(4) - 2x4 DF#2 7300 13125 8505

4x4 DF#2 4250 7656 4961

(2) - 2x6 DF** 2700 10313 6683

(2) - 2x6 DF#2** 3300 10313 6683 4x6 DF #2** 8000 12031 7796

(1) - 2x6 DF 4100 5156 3341

(2) - 2x6 DF 8300 10313 6683

(3) - 2x6 DF 12750 15469 10024

(4) - 2x6 DF 15900 20625 13365

(1) - 2x6 DF#2 5750 5156 3341

(2) - 2x6 DF#2 11500 10313 6683

(3) - 2x6 DF#2 17750 15469 10024

(4) - 2x6 DF#2 22700 20625 13365

4x6 DF #2 13500 12031 7796

DF PL Perp to Grain, Pc┴ (lbs)

HF PL Perp to Grain, Pc┴ (lbs)

-I n ch

W a ll

-I n ch

W a ll

Reference Column Size Maximum

Allowable Load

4x6 DF #1 14500 12031 7796 6x6 DF #2 13700 18906 12251 6x6 DF #1 18800 18906 12251

6x6 DF #2** 12800 18906 12251 6x6 DF #1** 17700 18906 12251

PT 4x4 HF #2** 2850 7656 4961 PT 4x4 HF #1** 3250 7656 4961 PT 6x6 HF #2** 9000 18906 12251 PT 6x6 HF #1** 12450 18906 12251

P o st

** Indicates column is unbraced

The following assumptions have been made:

1.) Column Ht= 9'-0" 2.) Fully braced weak axis

- If uniform only braced on once axis 3.) Evenly distributed Live Load(40 psf) and Dead Load (17 psf) 4.) An Eccentricity of 0.25" is used.

5.) DF Fc ┴ = 625 psi & HF Fc ┴ = 405 psi 6.) The perpendicular to grain allowable loads do not include the NDS Bearing Area Factor (Cb) per NDS 3.10.4 7.) Shaded values are limited to the plate perpendicular to grain alloawable bearing loads

FROELICH CONSULTING ENGINEERS INC.,

Project:

Project #:

By:

Columns 10'-0" Height

DF PL Perp to Grain, Pc┴ (lbs)

HF PL Perp to Grain, Pc┴ (lbs)

-I n ch

W a ll

Reference Column Size Maximum

Allowable Load

(1) - 2x4 DF 1200 3281 2126

-I n ch

W a ll

(2) - 2x4 DF 2450 6563 4253

(3) - 2x4 DF 3750 9844 6379

(1) - 2x4 DF#2 1500 3281 2126

-I n ch

W a ll

(2) - 2x4 DF#2 3050 6563 4253

-I n ch

W a ll

(3) - 2x4 DF#2 4700 9844 6379 4x4 DF#2 3600 7656 4961

(2) - 2x6 DF** 2250 10313 6683 -I n ch

W a ll

(2) - 2x6 DF#2** 2700 10313 6683

-I n ch

W a ll

4x6 DF #2** 6750 12031 7796

-I n ch

W a ll

-I n ch

W a ll

(1) - 2x6 DF 3750 5156 3341

-I n ch

W a ll

(2) - 2x6 DF 7500 10313 6683

(3) - 2x6 DF 11500 15469 10024

(1) - 2x6 DF#2 5050 5156 3341

(2) - 2x6 DF#2 10100 10313 6683

(3) - 2x6 DF#2 15500 15469 10024

4x6 DF #2 11800 12031 7796 4x6 DF #1 12750 12031 7796 6x6 DF #2 12500 18906 12251 6x6 DF #1 17000 18906 12251

P o st

-I n ch

W a ll

6x6 DF #2** 12500 18906 12251 6x6 DF #1** 17000 18906 12251

PT 4x4 HF #2** 2400 7656 4961 PT 4x4 HF #1** 2750 7656 4961 PT 6x6 HF #2** 8250 18906 12251 PT 6x6 HF #1** 11200 18906 12251

** Indicates column is unbraced

The following assumptions have been made:

1.) Column Ht= 10'-0" 2.) Fully braced weak axis

- If uniform only braced on once axis 3.) Evenly distributed Live Load(40 psf) and Dead Load (17 psf) 4.) An Eccentricity of 0.25" is used.

5.) DF Fc ┴ = 625 psi & HF Fc ┴ = 405 psi 6.) The perpendicular to grain allowable loads do not include the NDS Bearing Area

Factor (Cb) per NDS 3.10.4 7.) Shaded values are limited to the plate perpendicular to grain alloawable bearing loads

P o st

General Footing LIC# : KW-06014420, Build:20.26.07.20 FROELICH CONSULTING ENGINEERS (c) ENERCALC, LLC 1982-2026

DESCRIPTION: FTG 1

Project File: 26-B223 Steele - Beatty Wellness Facility.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Referenced Design Standard(s) : ACI 318-19 Load Combinations Used : ASCE 7-22 / IBC 2024 (L<=100psf)

Code References Governing Code : IBC 2024

Rho (or Omega) = 1.00 General Information

Material Properties Soil Design Values 2.50

Analysis Settings

250.0 ksi No ksfAllowable Soil Bearing =

3.0 60.0

3,122.0 150.0

= 0.30Flexure = 0.90 Shear =

Values 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 2.0 ft Length parallel to Z-Z Axis

2.0 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 3.0

Bottom Reinforcing

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

Reinforcing Bar Size

Number of Bars

3.0

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 n/a # Bars required within zone n/a # Bars required on each side of zone n/a

Applied Loads

2.780 0.000 0.000 4.614 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

= 0.000 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

DESCRIPTION: FTG 1

Project File: 26-B223 Steele - Beatty Wellness Facility.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

PASS 999.0 Sliding - X-X 0.0 k 1.014 k D Only PASS 999.0 Sliding - Z-Z 0.0 k 1.014 k D Only

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

PASS 0.6608 Soil Bearing 1.652 ksf 2.50 ksf +D+0.70S 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 0.08455 Z Flexure (+X) Bot Tens 0.9938 k-ft/ft 11.753 k-ft/ft +1.20D+S PASS 0.08455 Z Flexure (-X) Bot Tens 0.9938 k-ft/ft 11.753 k-ft/ft +1.20D+S

PASS 0.08455 X Flexure (+Z) Bot Tens 0.9938 k-ft/ft 11.753 k-ft/ft +1.20D+S PASS 0.08455 X Flexure (-Z) Bot Tens 0.9938 k-ft/ft 11.753 k-ft/ft +1.20D+S

PASS 0.09561 1-way Shear (+X) 4.417 psi 46.197 psi +1.20D+S PASS 0.09561 1-way Shear (-X) 4.417 psi 46.197 psi +1.20D+S PASS 0.09561 1-way Shear (+Z) 4.417 psi 46.197 psi +1.20D+S PASS 0.09561 1-way Shear (-Z) 4.417 psi 46.197 psi +1.20D+S PASS 0.1278 2-way Punching 20.994 psi 164.317 psi +1.20D+S

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 Bottom0.864 0.259 in2/ft 0.300 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 2.50 n/a0.8450 0.8450 n/a 0.3380.0n/a X-X, +D+0.70S 2.50 n/a1.652 1.652 n/a 0.6610.0n/a X-X, +D+0.5250S 2.50 n/a1.451 1.451 n/a 0.5800.0n/a X-X, +0.60D 2.50 n/a0.5070 0.5070 n/a 0.2030.0n/a X-X, +D+0.10S 2.50 n/a0.9604 0.9604 n/a 0.3840.0n/a Z-Z, D Only 2.50 0.8450n/a n/a 0.8450 0.338n/a0.0 Z-Z, +D+0.70S 2.50 1.652n/a n/a 1.652 0.661n/a0.0 Z-Z, +D+0.5250S 2.50 1.451n/a n/a 1.451 0.580n/a0.0 Z-Z, +0.60D 2.50 0.5070n/a n/a 0.5070 0.203n/a0.0 Z-Z, +D+0.10S 2.50 0.9604n/a n/a 0.9604 0.384n/a0.0

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 Footing Has NO Overturning

Force Application Axis

Sliding Stability All units k

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

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 0.4865 +Z Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK X-X, +1.40D 0.4865 -Z Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK X-X, +1.20D 0.4170 +Z Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK X-X, +1.20D 0.4170 -Z Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK X-X, +1.20D+0.30S 0.590 +Z Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK X-X, +1.20D+0.30S 0.590 -Z Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK X-X, +1.20D+S 0.9938 +Z Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK X-X, +1.20D+S 0.9938 -Z Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK X-X, +0.90D 0.3128 +Z Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK

DESCRIPTION: FTG 1

Project File: 26-B223 Steele - Beatty Wellness Facility.ec6

Project Title:

Engineer:

Project ID:

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, +0.90D 0.3128 -Z Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK X-X, +1.20D+0.150S 0.5035 +Z Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK X-X, +1.20D+0.150S 0.5035 -Z Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK Z-Z, +1.40D 0.4865 -X Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK Z-Z, +1.40D 0.4865 +X Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK Z-Z, +1.20D 0.4170 -X Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK Z-Z, +1.20D 0.4170 +X Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK Z-Z, +1.20D+0.30S 0.590 -X Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK Z-Z, +1.20D+0.30S 0.590 +X Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK Z-Z, +1.20D+S 0.9938 -X Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK Z-Z, +1.20D+S 0.9938 +X Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK Z-Z, +0.90D 0.3128 -X Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK Z-Z, +0.90D 0.3128 +X Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK Z-Z, +1.20D+0.150S 0.5035 -X Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK Z-Z, +1.20D+0.150S 0.5035 +X Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK

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

+1.40D 2.16 2.16 2.16 46.20 0.05psipsipsipsi OK +1.20D 1.85 1.85 1.85 46.20 0.04psipsipsipsi OK +1.20D+0.30S 2.62 2.62 2.62 46.20 0.06psipsipsipsi OK +1.20D+S 4.42 4.42 4.42 46.20 0.10psipsipsipsi OK +0.90D 1.39 1.39 1.39 46.20 0.03psipsipsipsi OK +1.20D+0.150S 2.24 2.24 2.24 46.20 0.05psipsipsipsi OK

One Way Shear Z Load Combination... Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 2.16 2.16 2.16 46.20 0.05psipsipsipsi OK +1.20D 1.85 1.85 1.85 46.20 0.04psipsipsipsi OK +1.20D+0.30S 2.62 2.62 2.62 46.20 0.06psipsipsipsi OK +1.20D+S 4.42 4.42 4.42 46.20 0.10psipsipsipsi OK +0.90D 1.39 1.39 1.39 46.20 0.03psipsipsipsi OK +1.20D+0.150S 2.24 2.24 2.24 46.20 0.05psipsipsipsi OK

Vu / Phi*Vn

Two-Way "Punching" Shear All units k

StatusVu Phi*VnLoad Combination...

+1.40D 10.28 164.32 0.06 OKpsipsi +1.20D 8.81 164.32 0.05 OKpsipsi +1.20D+0.30S 12.47 164.32 0.08 OKpsipsi +1.20D+S 20.99 164.32 0.13 OKpsipsi +0.90D 6.61 164.32 0.04 OKpsipsi +1.20D+0.150S 10.64 164.32 0.06 OKpsipsi

DESCRIPTION: FTG 1

Project File: 26-B223 Steele - Beatty Wellness Facility.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Plan and Section Views

2'-0"

2' -0

Z

Z

X X

Bottom Mat: 3#4 parallel to X-X, 3#4 parallel to Z-Z

3"

X-X Section Looking to +Z

1' -0

3"

Z-Z Section Looking to +X

DESCRIPTION: FTG 2

Project File: 26-B223 Steele - Beatty Wellness Facility.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Referenced Design Standard(s) : ACI 318-19 Load Combinations Used : ASCE 7-22 / IBC 2024 (L<=100psf)

Code References Governing Code : IBC 2024

Rho (or Omega) = 1.00 General Information

Material Properties Soil Design Values 2.50

Analysis Settings

250.0 ksi No ksfAllowable Soil Bearing =

3.0 60.0

3,122.0 150.0

= 0.30Flexure = 0.90 Shear =

Values 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 2.0 ft Length parallel to Z-Z Axis

2.0 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 3.0

Bottom Reinforcing

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

Reinforcing Bar Size

Number of Bars

3.0

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 n/a # Bars required within zone n/a # Bars required on each side of zone n/a

Applied Loads

2.878 0.000 0.000 4.783 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

= 0.000 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

DESCRIPTION: FTG 2

Project File: 26-B223 Steele - Beatty Wellness Facility.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

PASS 999.0 Sliding - X-X 0.0 k 1.043 k D Only PASS 999.0 Sliding - Z-Z 0.0 k 1.043 k D Only

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

PASS 0.6828 Soil Bearing 1.707 ksf 2.50 ksf +D+0.70S 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 0.08760 Z Flexure (+X) Bot Tens 1.030 k-ft/ft 11.753 k-ft/ft +1.20D+S PASS 0.08760 Z Flexure (-X) Bot Tens 1.030 k-ft/ft 11.753 k-ft/ft +1.20D+S

PASS 0.08760 X Flexure (+Z) Bot Tens 1.030 k-ft/ft 11.753 k-ft/ft +1.20D+S PASS 0.08760 X Flexure (-Z) Bot Tens 1.030 k-ft/ft 11.753 k-ft/ft +1.20D+S

PASS 0.09905 1-way Shear (+X) 4.576 psi 46.197 psi +1.20D+S PASS 0.09905 1-way Shear (-X) 4.576 psi 46.197 psi +1.20D+S PASS 0.09905 1-way Shear (+Z) 4.576 psi 46.197 psi +1.20D+S PASS 0.09905 1-way Shear (-Z) 4.576 psi 46.197 psi +1.20D+S PASS 0.1324 2-way Punching 21.751 psi 164.317 psi +1.20D+S

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 Bottom0.864 0.259 in2/ft 0.300 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 2.50 n/a0.8695 0.8695 n/a 0.3480.0n/a X-X, +D+0.70S 2.50 n/a1.707 1.707 n/a 0.6830.0n/a X-X, +D+0.5250S 2.50 n/a1.497 1.497 n/a 0.5990.0n/a X-X, +0.60D 2.50 n/a0.5217 0.5217 n/a 0.2090.0n/a X-X, +D+0.10S 2.50 n/a0.9891 0.9891 n/a 0.3960.0n/a Z-Z, D Only 2.50 0.8695n/a n/a 0.8695 0.348n/a0.0 Z-Z, +D+0.70S 2.50 1.707n/a n/a 1.707 0.683n/a0.0 Z-Z, +D+0.5250S 2.50 1.497n/a n/a 1.497 0.599n/a0.0 Z-Z, +0.60D 2.50 0.5217n/a n/a 0.5217 0.209n/a0.0 Z-Z, +D+0.10S 2.50 0.9891n/a n/a 0.9891 0.396n/a0.0

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 Footing Has NO Overturning

Force Application Axis

Sliding Stability All units k

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

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 0.5037 +Z Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK X-X, +1.40D 0.5037 -Z Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK X-X, +1.20D 0.4317 +Z Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK X-X, +1.20D 0.4317 -Z Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK X-X, +1.20D+0.30S 0.6111 +Z Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK X-X, +1.20D+0.30S 0.6111 -Z Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK X-X, +1.20D+S 1.030 +Z Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK X-X, +1.20D+S 1.030 -Z Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK X-X, +0.90D 0.3238 +Z Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK

DESCRIPTION: FTG 2

Project File: 26-B223 Steele - Beatty Wellness Facility.ec6

Project Title:

Engineer:

Project ID:

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, +0.90D 0.3238 -Z Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK X-X, +1.20D+0.150S 0.5214 +Z Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK X-X, +1.20D+0.150S 0.5214 -Z Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK Z-Z, +1.40D 0.5037 -X Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK Z-Z, +1.40D 0.5037 +X Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK Z-Z, +1.20D 0.4317 -X Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK Z-Z, +1.20D 0.4317 +X Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK Z-Z, +1.20D+0.30S 0.6111 -X Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK Z-Z, +1.20D+0.30S 0.6111 +X Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK Z-Z, +1.20D+S 1.030 -X Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK Z-Z, +1.20D+S 1.030 +X Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK Z-Z, +0.90D 0.3238 -X Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK Z-Z, +0.90D 0.3238 +X Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK Z-Z, +1.20D+0.150S 0.5214 -X Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK Z-Z, +1.20D+0.150S 0.5214 +X Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK

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

+1.40D 2.24 2.24 2.24 46.20 0.05psipsipsipsi OK +1.20D 1.92 1.92 1.92 46.20 0.04psipsipsipsi OK +1.20D+0.30S 2.72 2.72 2.72 46.20 0.06psipsipsipsi OK +1.20D+S 4.58 4.58 4.58 46.20 0.10psipsipsipsi OK +0.90D 1.44 1.44 1.44 46.20 0.03psipsipsipsi OK +1.20D+0.150S 2.32 2.32 2.32 46.20 0.05psipsipsipsi OK

One Way Shear Z Load Combination... Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 2.24 2.24 2.24 46.20 0.05psipsipsipsi OK +1.20D 1.92 1.92 1.92 46.20 0.04psipsipsipsi OK +1.20D+0.30S 2.72 2.72 2.72 46.20 0.06psipsipsipsi OK +1.20D+S 4.58 4.58 4.58 46.20 0.10psipsipsipsi OK +0.90D 1.44 1.44 1.44 46.20 0.03psipsipsipsi OK +1.20D+0.150S 2.32 2.32 2.32 46.20 0.05psipsipsipsi OK

Vu / Phi*Vn

Two-Way "Punching" Shear All units k

StatusVu Phi*VnLoad Combination...

+1.40D 10.64 164.32 0.06 OKpsipsi +1.20D 9.12 164.32 0.06 OKpsipsi +1.20D+0.30S 12.91 164.32 0.08 OKpsipsi +1.20D+S 21.75 164.32 0.13 OKpsipsi +0.90D 6.84 164.32 0.04 OKpsipsi +1.20D+0.150S 11.02 164.32 0.07 OKpsipsi

DESCRIPTION: FTG 2

Project File: 26-B223 Steele - Beatty Wellness Facility.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Plan and Section Views

2'-0"

2' -0

Z

Z

X X

Bottom Mat: 3#4 parallel to X-X, 3#4 parallel to Z-Z

3"

X-X Section Looking to +Z

1' -0

DESCRIPTION: FTG 3

Project File: 26-B223 Steele - Beatty Wellness Facility.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Referenced Design Standard(s) : ACI 318-19 Load Combinations Used : ASCE 7-22 / IBC 2024 (L<=100psf)

Code References Governing Code : IBC 2024

Rho (or Omega) = 1.00 General Information

Material Properties Soil Design Values 2.50

Analysis Settings

250.0 ksi No ksfAllowable Soil Bearing =

3.0 60.0

3,122.0 150.0

= 0.30Flexure = 0.90 Shear =

Values 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 2.0 ft Length parallel to Z-Z Axis

2.0 ft

Pedestal…