8--8- Exhibit A- Structural Calculations- PAR123757.pdf

3341 S 4000 W

West Valley, UT 84120

801-955-5605 www.epiceng.net

Butterfield TH Maintenance

Structural Calculations for

June 12, 2025

Project Number: 25SM5136.08

Prepared for: Think Architecture

6/12/2025

Exhibit A

Project: Butterfield TH Maintenance Project No: 25SM5136.08

Client: Think Architecture Designed By: Read Johnson

Date: 6/12/2025

Design Criteria

Date:

PROJECT INFORMATION

Project Address:

Latitude: North

Longitude: West

Elevation: ft

PROJECT DESCRIPTION

STRUCTURAL DESIGN CRITERIA

Design Codes:

Risk Category: Table 1604.5

Types of Construction:

Number of Stories Above Grade:

Structural Height (hn): ft

Diaphragms:

STRUCTURAL LOADS

Dead Loads

Roof psf

Live Roof Loads

Live Roof: psf

Snow Loads

Surface Roughness Category: ASCE 7-16 §26.7

Exposure of Roof: ASCE 7-16 Table 7.3-1

Exposure Factor, Ce: ASCE 7-16 Table 7.3-1

B

Partially Exposed

6/12/2025

40.514

-112.088

5,436

Structural Design of the Butterfield Masonry Building. Structural Design includes the Lateral Design and Gravity Design.

Lateral Design will include the Lateral Key, calculations for Masonry Shear walls, hold downs, floor diaphragms, and roof diaphragms. Gravity Design will include a gravity key, calculations of beams, headers, columns, hangers, floor joists, wall footings, and individual footings.

8307 Herriman Hwy

Herriman, UT 84096

Flexible

2021 IBC

II

Not Light Frame

Date: 6/12/2025

Thermal Factor, Ct: Conditioned Attic ASCE 7-16 Table 7.3-2

Thermal Factor, Ct: Ventilated Roof ASCE 7-16 Table 7.3-2

Thermal Factor, Ct: Open Air Structures ASCE 7-16 Table 7.3-2

Importance Factor, Is: ASCE 7-16 Table 1.5-2

Ground Snow Load, pg: psf https://www.usu.edu/utahsnowload/

Min Roof Snow Load Req'd by Bldg Dept psf

Flat Roof Snow Load, pf, Conditioned Attic: psf =0.7CeCtIspg ASCE 7-16 Eq. 7.3-1

Flat Roof Snow Load, pf, Ventilated Roof: psf =0.7CeCtIspg ASCE 7-16 Eq. 7.3-1

Flat Roof Snow Load, pf, Open Air Structures: psf =0.7CeCtIspg ASCE 7-16 Eq. 7.3-1

Minimum Snow Load for Low-Slope Roofs, pm: psf ASCE 7-16 §7.3.4

Wind Loads

Basic Wind Speed, V: mph ASCE 7-16 Fig. 26.5-1

Exposure Category: ASCE 7-16 §26.7.3

Importance Factor, Iw: ASCE 7-16 Table 1.5-2

Seismic Loads

Seismic Importance Factor, Ie: ASCE 7-16 Table 1.5-2

Site Soil Classification:

SS: g ATC Hazards Report

S1: g ATC Hazards Report

SDS: g ATC Hazards Report

SD1 Hazard Report: ATC Hazards Report

SD1: g ASCE 7-16 Equation 11.4-4

Fv:

SM1:

Structure Type

Ct:

x:

Ta:

Ts: ASCE 7-16 Sec. 11.4.6

Diaphragm

Seismic Design Category, SDC: ASCE 7-16 Tables 11.6-1 & 11.6-2

Fp Wp Ka = 1 + Lf/100

Seismic Gap Necessary?

Seismic Gap:

SOIL / FOUNDATION CRITERIA & SPECIFICATIONS

Soils Report:

Soils Report Date:

Bearing Pressure: psf (Assumed Values)

Passive Pressure: pcf

Active Pressure: pcf

At Rest Pressure: pcf

Coefficient of Friction: alone w/ passive

Req. Footing Depth: inches

ASCE 7-16 Table 11.42

0.624 ASCE 7-16 Equation 11.4-2

0.160 ASCE 7-16 Eq 12.8-7

0.599

Flexible w/span < 40 ft

0.4 0.3

0.513

No

NA

1.2

44.5

C

D - Default

0.868

0.314

0.694

0.416

D

No

All other structural systems ASCE 7-16 Table 12.8-2

0.02 ASCE 7-16 Table 12.8-2

0.75 ASCE 7-16 Table 12.8-2

Null

1.986

40.8

1.1

37.1

ASCE Hazards Report Address:

8307 Herriman Hwy Herriman, Utah 84096

Standard: ASCE/SEI 7-16 Latitude: 40.513676

Risk Category: II Longitude: -112.08664

Soil Class: D - Default (see Section 11.4.3)

Elevation: 5363.756887109375 ft

(NAVD 88)

Wind

Results:

Wind Speed 103 Vmph

10-year MRI 73 Vmph

25-year MRI 79 Vmph

50-year MRI 84 Vmph

100-year MRI 89 Vmph

Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2

Date Accessed: Mon Jun 02 2025

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 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years).

Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2.

Page 1 of 3https://ascehazardtool.org/ Mon Jun 02 2025 https://ascehazardtool.org/

SS : 0.868

S1 : 0.314

Fa : 1.2

Fv : N/A

SMS : 1.041

SM1 : N/A

SDS : 0.694

SD1 : N/A

TL : 8

PGA : 0.379

PGA M : 0.463

FPGA : 1.221

Ie : 1

Cv : 1.234

Seismic

Site Soil Class:

Results:

Data Accessed:

Date Source:

D - Default (see Section 11.4.3)

USGS Seismic Design Maps

Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8.

Mon Jun 02 2025

Page 2 of 3https://ascehazardtool.org/ Mon Jun 02 2025 https://doi.org/10.5066/F7NK3C76

Snow

Results:

Mapped Elevation: 5363.8 ft

Data Source: ASCE/SEI 7-16, Table 7.2-8

Date Accessed: Mon Jun 02 2025

In "Case Study" areas, site-specific case studies are required to establish ground snow loads. Extreme local variations in ground snow loads in these areas preclude mapping at this scale.

Ground snow load determination for such sites shall be based on an extreme value statistical analysis of data available in the vicinity of the site using a value with a 2 percent annual probability of being exceeded (50-year mean recurrence interval).

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.

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 3 of 3https://ascehazardtool.org/ Mon Jun 02 2025

Utah Ground Snow Load Map

Latitude: 40.514 Longitude: -112.088 Elevation: 5,436 ft

Ground Snow Load:

53 psf / 2.54 kPa

*This document is not legally binding. The user is urged to verify ground snow load values with the local authority having jurisdiction.

Snow Load (psf) Map data ©2025 Report a map error

These ground snow load values represent 50-year ground snow load estimated value at a 2% probability of exceedance for the location given. The grid used in the map is 3350ft by 3350ft.

Elevations for these grid cells were estimated by aggregating data from 100ft by 100ft USGS digital elevation models and may not coincide with the actual site elevation. These predictions are calculated using the process outlined in The Utah Snow Load Study.

Final predictions given are bounded at a lower limit for a minimum ground snow load of 21 psf to meet ASCE 7. Estimated values for snow loads at elevations significantly higher than all nearby stations lead to unreasonably high snow load estimates, therefore, the predictions in the map are not allowed to extend beyond the highest 50-year station ground snow load of 429 psf. Elevations over 9,000 ft are also considered less accurate due to the limited number of stations at these elevations. The results shown in this report have included a warning if the results have reached or exceeded the upper limit.

While great efforts have been made to ensure these predictions are as accurate as possible, designers must use expert judgement to ensure that such predictions are appropriate for their particular project. The SEAU and the authors cannot accept responsibility for prediction errors or any consequences resulting therefrom.

1 Bean, Brennan; Maguire, Marc; and Sun, Yan, "The Utah Snow Load Study" (2018). Civil and Environmental Engineering Faculty Publications. Paper 3589.

Utah State University sites use cookies. By continuing to use this site you accept our privacy and cookie policy. I agree

6/2/25, 11:13 AM Utah Snow Load | USU https://www.usu.edu/utahsnowload/process?latitude=40.514&longitude=-112.088&address=8307+Herriman+Highway%2C+Herriman%2C+UT%2C+USA 1/1 https://www.google.com/maps/@40.514,-112.088,16z/data=!5m1!1e4!10m1!1e1!12b1?source=apiv3&rapsrc=apiv3 https://maps.google.com/maps?ll=40.514,-112.088&z=16&t=p&hl=en-US&gl=US&mapclient=apiv3 https://maps.google.com/maps?ll=40.514,-112.088&z=16&t=p&hl=en-US&gl=US&mapclient=apiv3 https://www.usu.edu/privacy/

Date: 6/12/2025

STRUCTURAL IRREGULARITIES

Horrizontal Structural Irregularities ASCE 7-16 Table 12.3-1

1a. Torsional Irregularity

1b. Extreme Torsional Irregularity

2. Reentrant Corner Irregularity

3. Diaphragm Discontinuity Irregularity

4. Out-of-Plane Offset Irregularity

5. Nonparallel System Irregularity

Vertical Structural Irregularities ASCE 7-16 Table 12.3-2

1a. Stiffness-Soft Story Irregularity

1b. Stiffness-Extreme Soft Story Irregularity

2. Weight (Mass) Irregularity

3. Vertical Geometric Irregularity

4. In-Plane Discontinuity in Vertical Lateral Force-Resisting Element Irregularity

5a. Discontinuity in Lateral Strength-Weak Story Irregularity

5b. Discontinuity in Lateral Strength-Extreme Weak Story Irregularity

Code Requirement for Irregularities

12.3.3.1 Does Not Apply

12.3.3.2 Does Not Apply

12.3.3.4 Force Increase:

12.5.3

12.7.3 Does Not Apply

12.8.4.3 Does Not Apply

12.12.1 Does Not Apply

Table 12.6-1 No restriction on analysis procedure

16.2.2 Does Not Apply Response History Procedure: N/A

No

No

No

No

No

Does Not Apply

No

No

No

100%

No

No

No

No

No

Date:

CONCRETE & REINFORCING STEEL SPECIFICATIONS

Concrete Strengths: Reinforcing Steel:

Footings: psi

Grade Beams: psi

Slab on Grade: psi

Foundation Walls: psi

Design calculations based on 2,500 psi, so special inspections are not required.

STRUCTURAL STEEL SPECIFICATIONS

Structural Steel: Welds:

W Beams:

Channel:

Tubing:

Pipe:

Machine Bolts:

High-Strength Bolts:

WOOD FRAMING SPECIFICATIONS

Sawn Lumber: Glue Laminated Lumber:

Species: Species:

Grade: Simple Spans:

Multiple Spans:

Laminated Veneer Lumber:

Manufacturer:

Grade:

Sheathing:

Structural Nails:

ASTM A615 Grade 60

ASTM A500, Grade B, Fy = 46 ksi

ASTM A53, Grade B, Fy = 35 ksi

ASTM A307

6/12/2025

ASTM A992, Grade 50

ASTM A36

Douglas Fir-Larch

24F-V4

24F-V8

ASTM A706 Grade 60 Weldable Rebar

E70XX Electrodes

Trus Joist

2.0E

APA Rated OSB

Common Wire Type (U.N.O.)

ASTM A325 and/or A490

Douglas Fir-Larch

No. 2 or better (U.N.O.)

Date:

DESIGN SNOW LOADS

Location:

Thermal Condition: ASCE 7-16 Table 7.3-2

Thermal Factor, Ct: ASCE 7-16 Table 7.3-2

Flat Roof Snow Load, pf: psf =0.7CeCtIspg ASCE 7-16 Eq. 7.3-1

Minimum Snow Load for Low-Slope Roofs, pm: psf ASCE 7-16 §7.3.4

Roof Angle: degrees =1/tan(θ)

Roof Surface

Slope Factor, Cs: ASCE 7-16 Fig. 7.4-1

Sloped Roof (Balanced) Snow Load, ps: psf =Cspf ASCE 7-16 Eq. 7.4-1

Snow Density, γ: ASCE 7-16 Eq 7.7-1

Height of Drift, hd: ft ASCE 7-16 Figure 7.6-1

W= ft 12 ASCE 7-16 Figure 7.6-2 overhang: Span= ft ft

Balanced psf ASCE 7-16 Figure 7.6-2

R= lb/ft R= lb/ft ft

Unbalanced without Ridge Beam psf ASCE 7-16 Figure 7.6-2 psf psf

R= lb/ft R= lb/ft

Maximum Reaction: lb/ft

Governing Load Case:

572.1

Unbalanced

All structures except as indicated below

538.0 538.0

305.4 572.1

8.3

21.6

37.1

37.1

20.9

18.4

All Other Surfaces Not Listed in Section 7.4

18.4°

37.1

3.0

14.5

1.8

11.1

26.0

1.5

37.1

6/12/2025

Date:

:12

Totals

24.07

15.00

0.00

Lateral Design:

Structural Framing:

Deck:

9.07Lateral DesignSeismic Snow, Ventilated Roof

NAsphalt shingles, wood trusses/joists, gyp bd ceiling, insulation, M&E, Misc.

Y

15.00Structural Framing

6/12/2025

Diaphram: Roof Pitch 4 Slope Factor = 1.05

Material Sloped? (Y/N) Load Applied to Weight (psf)

Date:

Wall Type: Interior Masonry Wall

Material Unit Wt (psf/unit) Unit Thickness

1.0

1.0

1.0

1.0

58Total

586" CMU Medium Weight, Solid Grout 58

Total Wt (psf)

Total Wt (psf)

Material Unit Wt (psf/unit)

6/12/2025

Wall Type: Masonry Walls

78Total

8" CMU Medium Weight, Solid Grout

Unit Thickness

Gravity Design

Masonry Beam LIC# : KW-06013993, Build:20.24.07.08 Epic Engineering, PC (c) ENERCALC INC 1983-2023

DESCRIPTION: ML-201, 222

Project File: Butterfield Masonry Building.ec6

Project Title: Butterfield Masonry Building Engineer: Jeremy Dye and Read Johnson Project ID: 25SM5136.08 Project Descr: Butterfield TH Maintenance

Calculations per TMS 402-16, IBC 2021, ASCE 7-16 Load Combinations Used : IBC 2021

Code References

General Information 2,000.0

24,000.0

900.0 Thickness 8 in Top Clear 2.0 in

End Fixity Pin-Pin

Bar Spacing 4.0 in Equiv. Solid Thick 7.60 in Wall Weight 86.0 psf E 1,800.0 ksi n 16.111Lateral Wall Weight Seismic Factor 0.330

Calculate vertical beam weight ? Yes

Beam is Fully Braced ? Yes Lateral Wind Load 15.0 psf Block Type Normal Wt

Btm Clear 2.0 in1.0 # Bar Sets 1 psi ftClear Span 12.0 Rebar Size 6.0f'm Fs psi Beam Depth 2.0 ft # Bars E/F 1 Em = f'm * Wall Wt Mult.

Uniform Loads

12.0 0.3570 0.6790ft ft ft ft

Start X End X Dead Load L : Floor Live Lr : Roof Live S : Snow W : Wind E : Earthquake ft#1 k/ft

#2 k/ftft ft#3 k/ft k/ftft#4 Design OKDESIGN SUMMARY

Maximum Stress Ratios...

Vertical Lateral SRSS Combination fb/Fb 0.0 0.0 0.0 : 1.00 fv/Fv 0.0 0.0 0.0 : 1.00

Maximum Moment Actual Allowable Vertical Loads 0.0 k-ft 0.0 k-ft for Load Combination :+D+S Lateral Loads 0.0 k-ft 0.0 k-ft for Load Combination :+D+0.450W+0.70E

Maximum Shear Actual Allowable Vertical Loads 0.0 psi 0.0 psi for Load Combination :+D+S Lateral Loads 0.0 psi 0.0 psi7.930 k-ftMinimum Mn = 1.3 * Fcr * S = for Load Combination :+D+0.450W+0.70E

Vertical Strength As 0.880 in^2 rho 0.005246 np 0.08452 k : ((np)^2+2np)^.5-np 0.3352 j = 1 - k/3 0.8883 M:mas=Fb k j b d^2/2 41.208 k-ft M:Stl = Fs As j d 34.393 k-ft

Lateral Strength (Checking lateral bending for span) As 0.440 in^2 rho 0.003154 np 0.05082 k : (np^2+2np)^.5-np 0.2720 j = 1 - k/3 0.9093 M:mas=Fb k j b d^2/2 7.521 k-ft M:Stl = Fs As j d 4.651 k-ft

DESCRIPTION: ML-201, 222

Project File: Butterfield Masonry Building.ec6

Project Title: Butterfield Masonry Building Engineer: Jeremy Dye and Read Johnson Project ID: 25SM5136.08 Project Descr: Butterfield TH Maintenance

Load Combination Vertical Lateral Fv k-ft psik-ft k-ft k-ft psipsi psi Mmax Mallow fvFv : Vertfv : Vert Mactual Mallow

Detailed Load Combination Results

DESCRIPTION: ML- 203 (Conservative for 202, 204, 205, 210, 211, 212, 217, 218, 219, 220, 221)

Project File: Butterfield Masonry Building.ec6

Project Title: Butterfield Masonry Building Engineer: Jeremy Dye and Read Johnson Project ID: 25SM5136.08 Project Descr: Butterfield TH Maintenance

Calculations per TMS 402-16, IBC 2021, ASCE 7-16 Load Combinations Used : IBC 2021

Code References

General Information 2,000.0

24,000.0

900.0 Thickness 8 in Top Clear 2.0 in

End Fixity Pin-Pin

Bar Spacing 4.0 in Equiv. Solid Thick 7.60 in Wall Weight 86.0 psf E 1,800.0 ksi n 16.111

Note! Shear calculated at "d/2" from edge of beam

Lateral Wall Weight Seismic Factor 0.330 Calculate vertical beam weight ? Yes

Beam is Fully Braced ? Yes Lateral Wind Load 15.0 psf Block Type Normal Wt

Btm Clear 2.0 in1.0 # Bar Sets 1 psi ftClear Span 14.0 Rebar Size 5.0f'm Fs psi Beam Depth 1.333 ft # Bars @ Locations 1 Em = f'm * Wall Wt Mult.

Uniform Loads

14.0 0.070 0.1333ft ft ft ft

Start X End X Dead Load L : Floor Live Lr : Roof Live S : Snow W : Wind E : Earthquake ft#1 k/ft

#2 k/ftft ft#3 k/ft k/ftft#4 Design OKDESIGN SUMMARY

Maximum Stress Ratios...

Vertical Lateral SRSS Combination fb/Fb 0.0 0.0 0.0 : 1.00 fv/Fv 0.0 0.0 0.0 : 1.00

Maximum Moment Actual Allowable Vertical Loads 0.0 k-ft 0.0 k-ft for Load Combination :+D+S Lateral Loads 0.0 k-ft 0.0 k-ft for Load Combination :+D+0.450W+0.70E

Maximum Shear Actual Allowable Vertical Loads 0.0 psi 0.0 psi for Load Combination :+D+S Lateral Loads 0.0 psi 0.0 psi3.523 k-ftMinimum Mn = 1.3 * Fcr * S = for Load Combination :+D+0.450W+0.70E

Vertical Strength As 0.310 in^2 rho 0.002905 np 0.04680 k : ((np)^2+2np)^.5-np 0.2627 j = 1 - k/3 0.9124 M:mas=Fb k j b d^2/2 13.426 k-ft M:Stl = Fs As j d 7.918 k-ft

Lateral Strength (Checking lateral bending for span) As 0.310 in^2 rho 0.005083 np 0.08190 k : (np^2+2np)^.5-np 0.3310 j = 1 - k/3 0.8897 M:mas=Fb k j b d^2/2 2.568 k-ft M:Stl = Fs As j d 2.103 k-ft

DESCRIPTION: ML- 203 (Conservative for 202, 204, 205, 210, 211, 212, 217, 218, 219, 220, 221)

Project File: Butterfield Masonry Building.ec6

Project Title: Butterfield Masonry Building Engineer: Jeremy Dye and Read Johnson Project ID: 25SM5136.08 Project Descr: Butterfield TH Maintenance

Load Combination Vertical Lateral Fv k-ft psik-ft k-ft k-ft psipsi psi

DESCRIPTION: ML- 206, 207, 208, 209, 213, 214, 215, 216

Project File: Butterfield Masonry Building.ec6

Project Title: Butterfield Masonry Building Engineer: Jeremy Dye and Read Johnson Project ID: 25SM5136.08 Project Descr: Butterfield TH Maintenance

Calculations per TMS 402-16, IBC 2021, ASCE 7-16 Load Combinations Used : IBC 2021

Code References

General Information 2,000.0

24,000.0

900.0 Thickness 8 in Top Clear 2.0 in

End Fixity Pin-Pin

Bar Spacing 4.0 in Equiv. Solid Thick 7.60 in Wall Weight 86.0 psf E 1,800.0 ksi n 16.111Lateral Wall Weight Seismic Factor 0.330

Calculate vertical beam weight ? Yes

Beam is Fully Braced ? Yes Lateral Wind Load 15.0 psf Block Type Normal Wt

Btm Clear 2.0 in1.0 # Bar Sets 1 psi ftClear Span 4.0 Rebar Size 5.0f'm Fs psi Beam Depth 0.6670 ft # Bars @ Locations 1 Em = f'm * Wall Wt Mult.

Uniform Loads

4.0 0.2840 0.5510ft ft ft ft

Start X End X Dead Load L : Floor Live Lr : Roof Live S : Snow W : Wind E : Earthquake ft#1 k/ft

#2 k/ftft ft#3 k/ft k/ftft#4 Design OKDESIGN SUMMARY

Maximum Stress Ratios...

Vertical Lateral SRSS Combination fb/Fb 0.0 0.0 0.0 : 1.00 fv/Fv 0.0 0.0 0.0 : 1.00

Maximum Moment Actual Allowable Vertical Loads 0.0 k-ft 0.0 k-ft for Load Combination :+D+S Lateral Loads 0.0 k-ft 0.0 k-ft for Load Combination :+D+0.450W+0.70E

Maximum Shear Actual Allowable Vertical Loads 0.0 psi 0.0 psi for Load Combination :+D+S Lateral Loads 0.0 psi 0.0 psi0.8820 k-ftMinimum Mn = 1.3 * Fcr * S = for Load Combination :+D+0.450W+0.70E

Vertical Strength As 0.310 in^2 rho 0.006771 np 0.1091 k : ((np)^2+2np)^.5-np 0.3706 j = 1 - k/3 0.8765 M:mas=Fb k j b d^2/2 3.348 k-ft M:Stl = Fs As j d 3.263 k-ft

Lateral Strength (Checking lateral bending for span) As 0.310 in^2 rho 0.01016 np 0.1637 k : (np^2+2np)^.5-np 0.4314 j = 1 - k/3 0.8562 M:mas=Fb k j b d^2/2 1.611 k-ft M:Stl = Fs As j d 2.024 k-ft

DESCRIPTION: ML- 206, 207, 208, 209, 213, 214, 215, 216

Project File: Butterfield Masonry Building.ec6

Project Title: Butterfield Masonry Building Engineer: Jeremy Dye and Read Johnson Project ID: 25SM5136.08 Project Descr: Butterfield TH Maintenance

Load Combination Vertical Lateral Fv k-ft psik-ft k-ft k-ft psipsi psi

DESCRIPTION: ML- 223, 224

Project File: Butterfield Masonry Building.ec6

Project Title: Butterfield Masonry Building Engineer: Jeremy Dye and Read Johnson Project ID: 25SM5136.08 Project Descr: Butterfield TH Maintenance

Calculations per TMS 402-16, IBC 2021, ASCE 7-16 Load Combinations Used : IBC 2021

Code References

General Information 2,000.0

24,000.0

900.0 Thickness 8 in Top Clear 2.0 in

End Fixity Pin-Pin

Bar Spacing 4.0 in Equiv. Solid Thick 7.60 in Wall Weight 86.0 psf E 1,800.0 ksi n 16.111

Note! Shear calculated at "d/2" from edge of beam

Lateral Wall Weight Seismic Factor 0.330 Calculate vertical beam weight ? Yes

Beam is Fully Braced ? Yes Lateral Wind Load 15.0 psf Block Type Normal Wt

Btm Clear 2.0 in1.0 # Bar Sets 1 psi ftClear Span 3.333 Rebar Size 5.0f'm Fs psi Beam Depth 1.333 ft # Bars @ Locations 1 Em = f'm * Wall Wt Mult.

Uniform Loads

3.333 0.370 0.7030ft ft ft ft

Start X End X Dead Load L : Floor Live Lr : Roof Live S : Snow W : Wind E : Earthquake ft#1 k/ft

#2 k/ftft ft#3 k/ft k/ftft#4 Design OKDESIGN SUMMARY

Maximum Stress Ratios...

Vertical Lateral SRSS Combination fb/Fb 0.0 0.0 0.0 : 1.00 fv/Fv 0.0 0.0 0.0 : 1.00

Maximum Moment Actual Allowable Vertical Loads 0.0 k-ft 0.0 k-ft for Load Combination :+D+S Lateral Loads 0.0 k-ft 0.0 k-ft for Load Combination :+D+0.450W+0.70E

Maximum Shear Actual Allowable Vertical Loads 0.0 psi 0.0 psi for Load Combination :+D+S Lateral Loads 0.0 psi 0.0 psi3.523 k-ftMinimum Mn = 1.3 * Fcr * S = for Load Combination :+D+0.450W+0.70E

Vertical Strength As 0.310 in^2 rho 0.002905 np 0.04680 k : ((np)^2+2np)^.5-np 0.2627 j = 1 - k/3 0.9124 M:mas=Fb k j b d^2/2 13.426 k-ft M:Stl = Fs As j d 7.918 k-ft

Lateral Strength (Checking lateral bending for span) As 0.310 in^2 rho 0.005083 np 0.08190 k : (np^2+2np)^.5-np 0.3310 j = 1 - k/3 0.8897 M:mas=Fb k j b d^2/2 2.568 k-ft M:Stl = Fs As j d 2.103 k-ft

DESCRIPTION: ML- 223, 224

Project File: Butterfield Masonry Building.ec6

Project Title: Butterfield Masonry Building Engineer: Jeremy Dye and Read Johnson Project ID: 25SM5136.08 Project Descr: Butterfield TH Maintenance

Load Combination Vertical Lateral Fv k-ft psik-ft k-ft k-ft psipsi psi

Date:

Wall Footings - Applied Loads

2849.5410 0 760.55 2121.1Gridline B 1360.5

6/12/2025

LR

F

D F a ct o re d

Lo a d p lf

Lo ca ti o n

D e a d

L o a d p lf

Li v e R o o f Lo a d p lf

Li v e L o a d p lf

S n o w

L o a d p lf

A S

D F a ct o re

Lo d

Wall Footing

DESCRIPTION: Gridline 3- (Conservative for all)

Project File: Butterfield Masonry Building.ec6

Project Title: Butterfield Masonry Building Engineer: Jeremy Dye and Read Johnson Project ID: 25SM5136.08 Project Descr: Butterfield TH Maintenance

Code References Calculations per ACI 318-19, IBC 2021, ASCE 7-16 Load Combinations Used : IBC 2021

General Information Material Properties Soil Design Values

1.50

Analysis Settings

250.0ksi No ksfAllowable Soil Bearing =

2.50 60.0

3,122.0

150.0 = 0.30

Flexure = 0.90 Shear =

Values

0.00180

Soil Passive Resistance (for Sliding)

1.0 1.0

Increases based on footing Width

Allow. Pressure Increase per foot of width = ksf when footing is wider than = ft:

AutoCalc Footing Weight as DL Yes Adjusted Allowable Bearing Pressure ksf= 0.0 when base footing 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

Min. Sliding Safety Factor

: 1

Reference Depth below Surface ft =Allow. Pressure Increase per foot of depth ksf

Concrete Density

Min Allow % Temp Reinf.

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

Min Steel % Bending Reinf.

Dimensions Footing Width 2.0 ft=

Wall center offset from center of footing 0 in

Wall Thickness 6.0 in Footing Thickness 10.0 in= Rebar Centerline to Edge of Concrete...

= inat Bottom of footing 3.0

Reinforcing

Bars along X-X Axis

Reinforcing Bar Size

Bar spacing

12.00

Applied Loads

1.230 0.690 D Lr ksf

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

M-zz V-x = k k-ft Vx applied = in above top of footing

H

Wall Footing

DESCRIPTION: Gridline 3- (Conservative for all)

Project File: Butterfield Masonry Building.ec6

Project Title: Butterfield Masonry Building Engineer: Jeremy Dye and Read Johnson Project ID: 25SM5136.08 Project Descr: Butterfield TH Maintenance

DESIGN SUMMARY Design OK Governing Load CombinationFactor of Safety Item Applied Capacity

PASS 0.0 Soil Bearing 0.0 ksf 0.0 ksf 0.0

PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift

Utilization Ratio Item Applied Capacity Governing Load Combination

PASS 0.0 Z Flexure (+X) 0.0 k-ft 0.0 k-ft No Moment PASS 0.0 Z Flexure (-X) 0.0 k-ft 0.0 k-ft No Moment PASS n/a 1-way Shear (+X) 0.0 psi 0.0 psi n/a PASS 0.0 1-way Shear (-X) 0.0 psi 0.0 psi n/a

Detailed Results

Rotation Axis & Xecc

Actual Soil Bearing Stress Actual / Allowable Soil Bearing

Gross Allowable -X +X RatioLoad Combination...

Rotation Axis & Overturning Stability Units : k-ft

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

Force Application Axis

Sliding Stability

Load Combination... StatusSliding Force Resisting Force Sliding SafetyRatio Footing Has NO Sliding

Flexure Axis & Load Combination k-ft

As Req'd Footing Flexure

Tension @ Bot.Which Actual As Statusk-ft

Mu Side ? or Top ? in^2in^2 in^2

Gvrn. As Phi*Mn

One Way Shear Units : k

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

Lateral Design

Date:

ASCE 7-16 WIND LOAD CALCULATIONS

Basic Parameters

Risk Category: Table 1.5-1

Basic Wind Speed, V: mph Figure 26.5-1

Wind Directionality Factor, Kd: Table 26.6-1

Exposure Category: Section 26.7

Topographic Factor, Kzt: Section 26.8

Elevation: ft Section 26.9

Ground Elevation Factor, Ke: = e^(-0.0000362 zg) Section 26.9

Gust Effect Factor, G or Gf: Section 26.11

Enclosure Classification: Section 26.12

Internal Pressure Coefficient, Gcpi: Table 26.13-1

Terrain Exposure Constant, α: Table 26.11-1

Terrain Exposure Constant, zg: ft Table 26.11-1

Mean Roof Height, h: ft

9.5

6/12/2025

II

0.85

C

1.00

0.82

0.85

Enclosed

0.18

Roof Pitch

(X/12)

Roof Angle

(degrees)

Horizontal Dim. (ft.) L/B Ratios

N/S E/W N/S E/W

20.0

Story

0.392 4 18.4 32.75 84.7 2.59

Project: Butterfield TH MaintenanceProject No: 25SM5136.08

Date:

Wind Load Calculations

2 6.8 6.8 5 5

2 6.8 6.8 5 5

2 5.6 5.6 5 5

2 7.7 7.7 5 5

2 7.7 7.7 5 5

18.435

18.435

18.435

18.435

18.435

Lo a d I

D

A1-NS

A1-EW

B1-NS

C1-NS

C1-EW

H e ig h t a t Le v e l (f t)

13.33

13.333

Le v e l

R o o f

S lo p e

0.9

H o ri zo n ta l C o m p o n e n t o f

Le e w a rd R o o f

P re ss u re p sf

4.3 124.8

6/12/2025

N/S

E/W 2.2 25.6 11.4 7.1 146.4 Le e w a rd

W a ll T ri b

(f t.

H o ri zo n ta l C o m p o n e n t o f

W in d w rd

R o o f

P re ss u re p sf

134.0

P a ra p e t

P re ss u re p sf

W in d w a rd

W a ll P re ss u re p sf

Le e w a rd W a ll

P re ss u re p sf

T o ta l

Lo a d p lf

0.9 2.2 25.6 11.4 4.3

25.6 11.4

4.3 141.3

E/W 0.9 2.2 25.6 11.4 7.1 153.8

N/S 0.9 2.2 25.6 11.4

D ir e ct io n

W in d w a rd

R o o f

T ri b

(f t.

Le e w a rd R o o f T ri b

(f t.

W in d w a rd

W a ll T ri b

(f t.

N/S 0.9 2.2

Date:

SEISMIC DESIGN CRITERIA - EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-16 SECTION 12.8

Mapped Maximum Considered Earthquake Spectral Response

Ss = g Max ground motion of 0.2 sec SPA (5% damping)

Sl = g Max ground motion of 1 sec SPA (5% damping)

IBC Section 1613.5 Seismic Ground Motion Values

Site Class ASCE 7-16 Sec. 11.4.3

SMS = ASCE 7-16 Equation 11.4-1

Fa = ASCE 7-16 Table 11.4-1/Sec. 11.4.4

SMl = ASCE 7-16 Equation 11.4-2

Fv = ASCE 7-16 Table 11.4-2

Risk Category = ASCE 7-16 Table 1.5-1

SDS = ATC Hazards Report

SDl = ATC Hazards Report

ASCE 7-16 Section 11.4.6 Design Response Spectrum

To = seconds ASCE 7-16 Sec. 11.4.6

Ts = seconds ASCE 7-16 Sec. 11.4.6

Ta = seconds ASCE 7-16 Equation 12.8-7

Ct = ASCE 7-16 Table 12.8-2 x = ASCE 7-16 Table 12.8-2

Tmax = seconds ASCE 7-16 Sec. 12.8.2.1

Seismic Design Category= ASCE 7-16 Sec. 11.6

Cu = ASCE 7-16 Table 12.8-1

TL = seconds ASCE 7-16 Figure 22-14

Seismic Force Resisting System

R = ASCE 7-16 Table 12.2-1

Ω= ASCE 7-16 Table 12.2-1

Cd= ASCE 7-16 Table 12.2-1

Total building height, hn= ft

Seismic Forces Equivalent Lateral Force Procedure per ASCE 7-16 Section 12.8

V = Eq 12.8-1 Cs max= ASCE 7-16 Eq 12.8-3 or 12.8-4

Cs= ASCE 7-16 Eq 12.8-2 Cs min= ASCE 7-16 Eq 12.8-5

IE = Table 1.5-2 Cs min S1>=0.6%g= ASCE 7-16 Eq 12.8-6

T =

0.160

8.0

5.5

16. Special reinforced masonry shear walls

0.02

0.75

0.224

D

1.4

2.5

4.0

0.126*W

0.126

1.00

0.160 sec

0.472

0.010

0.010

6/12/2025

0.868

0.314

II

D - Default

1.001

1.153

0.624

1.986

0.694

0.416

0.120

0.599

0.000

0.200

0.400

0.600

0.800

0.000 0.200 0.400 0.600 0.800 1.000 1.200S p e c tr a l R e s p o n s e

A c c e le ra ti o n

S a

Period, T

Design Response Spectrum

Date:

Seismic Load Calculations

2 36 24 15 20 450 78 0 58

2 29 24 15 20 650 78 360 58

2 38 24 15 20 350 78 360 58

2 20 24 15 20 50 78 0 58

2 36 24 15 20 50 78 0 58 69

W e ig h t (l b s)

62037

Lo a d W id th ft

19547 2466.5

583134024

74924

19547 2466.5

C s, e q u iv a le n t

0.126

0.126

0.126

0.126

0.126

E ff e ct iv e

S e is m ic W e ig h t

(p lf

6/12/2025

E ff e ct iv e

S e is m ic W e ig h t

(l b s)

7827.9

16911.4

9454.1

Le v e l

D ir e ct io n

A1-NS

A1-EW

F lo o r

W e ig h t (p sf

F lo o r

A re a ft

D e ck W e ig h t

(p sf

M a so n ry W a ll s W e ig h t

(p sf

In te ri o r M a so n ry

W a ll W e ig h t

(p sf

Lo a d I

D

R o o f

A re a ft

C1-EW

M a so n ry

W a ll s

A re a ft

B1-NS

C1-NS

E/W 650

N/S

E/W

N/S

N/S

In te ri o r M a so n ry

W a ll A re a ft

D e ck A re a ft

R o o f

W e ig h t (p sf

Date: 6/12/2025

Vertical Distribution of Seismic Forces ASCE 7-16, 12.8.3

North-South Direction East-West Direction

2 10 10 2 10 10

C s, e q u iv a le n t

Le v e l

H e ig h t o f le v e l, h i (f t)

H e ig h t a t le v e l, h z (f t)

T o ta l

W e ig h t, V

S k

W i* h z

C v x

F x

F x

19377.85153571 2E+06 1.00 0.1262

2E+062E+06

C v x

1.00

C s, e q u iv a le n t

0.126219748.53

W i* h z

2E+06156508

T o ta l

W e ig h t, V

S k

Le v e l

H e ig h t o f le v e l, h i (f t)

H e ig h t a t le v e l, h z (f t)

156508 153571

1 2 3 4 5

B

A

ML-2

ML-2

ML-1 ML-1 ML-1

M L -1

M L -1

ML-1 ML-1 ML-1 ML-1

M L -1

M L -1

M L -1

ML-1ML-1ML-1ML-1ML-1ML-1ML-1

TYP.

S5.1

ML-2

ML-2

M L -1

S5.1

SHEET

SHEET TITLE:

PROJECT NAME:

SCALES

CONSTRUCTION NOTES

PLAN SET:

DRAWN:

DESIGNER:

REVIEWED:

PROJECT #

0 1"

BAR SCALE MEASURES 1" ON A

FULL SIZE SHEET. ADJUST

FOR A HALF SIZE SHEET.

PROJECT LOCATION:

DATE

epic

ENGINEERING

S

P ro je c ts

\2 S

M .0

B u tt e rf ie ld

T H

M a in te n a n c e \D ra w in g s \R e v it \2

S

M .0

B u tt e rF ie ld

T H

M a in ta n a n ce

S tr u c tu ra l)

.r v t

As indicated

6/6/2025 11:38:15 AM

/6

/2

:3

:1

A

M

RJ

ZBM

JD

S1.4

FRAMING PLAN - ROOF

OPTIONAL

25SM5136.08

BUTTERFIELD TH

MAINTANCE

8307 HERRIMAN HWY.

HERRIMAN, UT 84096

REVIEW

REVISIONS

MARK DATE DESCRIPTION

STRUCTURAL KEYNOTES

MARK REMARKS

1 4" CONCRETE SLAB WITH OPTIONAL 6x6xW1.4 WIRE MESH OVER 4" FREE DRAINING GRAVEL OVER

PREPARED SUB GRADE. PROVIDE CONTROL JOINTS AT 10' MAX

2 PRE-MANUFACTURED TRUSS @ 24" O.C.

3 OVERBUILD SEE DETAIL

1/4" = 1'-0"

FRAMING PLAN - ROOF OPTIONAL

84'-6 1/2"

'-7

/4

A1C1

B1

36'-3 3/4"

38'-3 3/4"20'-3 3/4"

'-7

/4

'-1

3/

4"

'-1

3/

4"

1,118.93 sf 1,110.13 sf

649.28 sf

C

LATERAL KEY

ROOF DIAPHRAGMS

NORTH-SOUTH DIRECTION

SEISMIC OR WIND FORCES

'-1

3/

4"

1 2 3 4 5

B

A

ML-2

ML-2

ML-1 ML-1 ML-1

M L -1

M L -1

ML-1 ML-1 ML-1 ML-1

M L -1

M L -1

M L -1

ML-1ML-1ML-1ML-1ML-1ML-1ML-1

TYP.

S5.1

ML-2

ML-2

M L -1

S5.1

SHEET

SHEET TITLE:

PROJECT NAME:

SCALES

CONSTRUCTION NOTES

PLAN SET:

DRAWN:

DESIGNER:

REVIEWED:

PROJECT #

0 1"

BAR SCALE MEASURES 1" ON A

FULL SIZE SHEET. ADJUST

FOR A HALF SIZE SHEET.

PROJECT LOCATION:

DATE

epic

ENGINEERING

S

P ro je c ts

\2 S

M .0

B u tt e rf ie ld

T H

M a in te n a n c e \D ra w in g s \R e v it \2

S

M .0

B u tt e rF ie ld

T H

M a in ta n a n ce

S tr u c tu ra l)

.r v t

As indicated

6/6/2025 11:38:15 AM

/6

/2

:3

:1

A

M

RJ

ZBM

JD

S1.4

FRAMING PLAN - ROOF

OPTIONAL

25SM5136.08

BUTTERFIELD TH

MAINTANCE

8307 HERRIMAN HWY.

HERRIMAN, UT 84096

REVIEW

REVISIONS

MARK DATE DESCRIPTION

STRUCTURAL KEYNOTES

MARK REMARKS

1 4" CONCRETE SLAB WITH OPTIONAL 6x6xW1.4 WIRE MESH OVER 4" FREE DRAINING GRAVEL OVER

PREPARED SUB GRADE. PROVIDE CONTROL JOINTS AT 10' MAX

2 PRE-MANUFACTURED TRUSS @ 24" O.C.

3 OVERBUILD SEE DETAIL

1/4" = 1'-0"

FRAMING PLAN - ROOF OPTIONAL

89'-10"

'-1

3/

4"

C1

A1

'-1

3/

4"

C

LATERAL KEY

ROOF DIAPHRAGMS

EAST-WEST DIRECTION

2,593.67 sf

6' -8

/4

19'-5 3/4"

130.66 sf

SEISMIC OR

WIND FORCES

Date:

Diaphragm: Aspect Ratio Check: Good

Wind Loads - Distributed lbs, wind lbs, wind lbs, seis lbs, seis ft

Wind Loads - Point Loads Width ft

Chord Forces: lbs, wind lbs, seis

Seismic Loads - Distributed

Seismic Loads - Point Loads

D e p th

6/12/2025

M o m e n t

D ia g ra m

Load Location (ft) Force

(lbs) S h e a r F o rc e D ia g ra m

A1-NS 0 36 216

Load Begin

(ft)

End

(ft)

Force

(plf)

Load Location (ft) Force

(lbs) 713 1148

Lo a d in g D ia g ra m

A1-NS 0 36 134.0

A1-NS

Reaction 1 Reaction 2

Load Begin

(ft)

End

(ft)

Force

(plf)

2434 2434

3918 3918

5.5

R Multiplier:

Default R:

5.5

Left Wall R:

5.5

R Multiplier:

Default R:

5.5

Right Wall R:

0 5 10 15 20 25 30 35 40

Wind Seismic

-5000.0

-4000.0

-3000.0

-2000.0

-1000.0

0.0

1000.0

2000.0

3000.0

4000.0

5000.0

0 10 20 30 40

Wind Seismic

-5000

10000

15000

20000

25000

30000

35000

40000

0 10 20 30 40

Wind Seismic

Date:

Diaphragm: Aspect Ratio Check: Good

Wind Loads - Distributed lbs, wind lbs, wind lbs, seis lbs, seis ft

Wind Loads - Point Loads Width ft

Chord Forces: lbs, wind lbs, seis

Seismic Loads - Distributed

Seismic Loads - Point Loads

M o m e n t

D ia g ra m

A1-EW 0 29 583

S h e a r F o rc e D ia g ra m

Load Location (ft) Force

(lbs)

5.5

R Multiplier:

Lo a d in g D ia g ra m

Load Location (ft) Force

(lbs) 171 682

Load Begin

(ft)

End

(ft)

Force

(plf)

A1-EW 0 29 146.4

6/12/2025

A1-EW

.8

Load Begin

(ft)

End

(ft)

Force

(plf)

Reaction 1 Reaction 2

2123 2123

8456 8456

D e p th

Default R:

5.5

Left Wall R:

5.5

R Multiplier:

Default R:

5.5

Right Wall R:

0 5 10 15 20 25 30 35

Wind Seismic

-10000.0

-8000.0

-6000.0

-4000.0

-2000.0

0.0

2000.0

4000.0

6000.0

8000.0

10000.0

0 5 10 15 20 25 30 35

Wind Seismic

10000

20000

30000

40000

50000

60000

70000

0 5 10 15 20 25 30 35

Date:

Diaphragm: Aspect Ratio Check: Good

Wind Loads - Distributed lbs, wind lbs, wind lbs, seis lbs, seis ft

Wind Loads - Point Loads Width ft

Chord Forces: lbs, wind lbs, seis

Seismic Loads - Distributed

Seismic Loads - Point Loads

M o m e n t

D ia g ra m

B1-NS 0 38 247

S h e a r F o rc e D ia g ra m

Load Location (ft) Force

(lbs)

5.5

R Multiplier:

Lo a d in g D ia g ra m

Load Location (ft) Force

(lbs) 882 1742

Load Begin

(ft)

End

(ft)

Force

(plf)

B1-NS 0 38 124.8

6/12/2025

B1-NS

Load Begin

(ft)

End

(ft)

Force

(plf)

Reaction 1 Reaction 2

2392 2392

4727 4727

D e p th

Default R:

5.5

Left Wall R:

5.5

R Multiplier:

Default R:

5.5

Right Wall R:

0 10 20 30 40 50

Wind Seismic

-6000.0

-4000.0

-2000.0

0.0

2000.0

4000.0

6000.0

0 10 20 30 40 50

Wind Seismic

-5000

10000

15000

20000

25000

30000

35000

40000

45000

50000

0 10 20 30 40 50

Date:

Diaphragm: Aspect Ratio Check: Good

Wind Loads - Distributed lbs, wind lbs, wind lbs, seis lbs, seis ft

Wind Loads - Point Loads Width ft

Chord Forces: lbs, wind lbs, seis

Seismic Loads - Distributed

Seismic Loads - Point Loads

M o m e n t

D ia g ra m

C1-NS 0 20 121

S h e a r F o rc e D ia g ra m

Load Location (ft) Force

(lbs)

5.5

R Multiplier:

Lo a d in g D ia g ra m

Load Location (ft) Force

(lbs) 206 177

Load Begin

(ft)

End

(ft)

Force

(plf)

C1-NS 0 20 141.3

6/12/2025

C1-NS

.5

Load Begin

(ft)

End

(ft)

Force

(plf)

Reaction 1 Reaction 2

1437 1437

1233 1233

D e p th

Default R:

5.5

Left Wall R:

5.5

R Multiplier:

Default R:

5.5

Right Wall R:

0 5 10 15 20 25

Wind Seismic

-2000.0

-1500.0

-1000.0

-500.0

0.0

500.0

1000.0

1500.0

2000.0

0 5 10 15 20 25

Wind Seismic

-1000

0 5 10 15 20 25

Date:

Diaphragm: Aspect Ratio Check: Good

Wind Loads - Distributed lbs, wind lbs, wind lbs, seis lbs, seis ft

Wind Loads - Point Loads Width ft

Chord Forces: lbs, wind lbs, seis

Seismic Loads - Distributed

Seismic Loads - Point Loads

M o m e n t

D ia g ra m

C1-EW 0 7 69

S h e a r F o rc e D ia g ra m

Load Location (ft) Force

(lbs)

5.5

R Multiplier:

Lo a d in g D ia g ra m

Load Location (ft) Force

(lbs) 45 20

Load Begin

(ft)

End

(ft)

Force

(plf)

C1-EW 0 7 153.8

6/12/2025

C1-EW

.5

Load Begin

(ft)

End

(ft)

Force

(plf)

Reaction 1 Reaction 2

519 519

233 233

D e p th

Default R:

5.5

Left Wall R:

5.5

R Multiplier:

Default R:

5.5

Right Wall R:

0 1 2 3 4 5 6 7 8

Wind Seismic

-600.0

-400.0

-200.0

0.0

200.0

400.0

600.0

0 2 4 6 8

Wind Seismic

-100

0 2 4 6 8

Date:

Sheathing Grade

Nail Size

Safety Factor

Field Nail Spacing

No 3 1.7 2 6.0

No 3 1.7 2 6.0

No 3 1.7 2 6.0

No 3 1.7 2 6.0

No 3 1.7 2 6.0

A1-NS

A1-EW

B1-NS

C1-NS

C1-EW

6/12/2025

167/16 6 163.2 340 170 8 311.4 470 235

7/16 6 863.3 340 170 24 862.1 470 235 24

7/16 6 3309.2 340 170 127 1435.2 470 235 55

7/16 6 5919.0 340 170 66 1273.8 470 235

D ia p h ra g m S h e a r

D e m a n d

W in d p lf

M in im u m N o m in a l F ra m in g

W id th in

E d g e

N a il S p a ci n g a t D ia p h ra g m

B o u n d a ri s, in

E d g e

N a il S p a ci n g E v e ry w h e re E ls e in

S e is m ic S h e a r

(w it h

.7 l o a d f a ct o r) lb s

D ia p h ra g m N o m in a l S h e a r

C a p a ci ty

(S is m ic p lf

D ia p h ra g m S h e a r

C a p a ci ty

S e is m ic p lf

88 1460.6 470 235 477/16 6 2742.3 340 170 D ia p h ra g m

S h e a r D e m a n d

S e is m ic p lf

W in d S h e a r

(w it h

.6 l o a d f a ct o r) p lf

D ia p h ra g m N o m in a l S h e a r

C a p a ci ty

W in

D ia p h ra g m S h e a r

C a p a ci ty

W in d p lf

Wood Diaphragm Design

Sheathing and Single-Floor

0.131

D ia p h ra g m

Is B lo ck in g

U se d

Lo a d C a se

P a n e l T h ic k n e ss

M in im u m N a il

L e n g th

Date:

THESE LINES EVALUATED TO GET MOST CONSERVATIVE LOADS

SUMMARY OF LATERAL FORCES

Level:

Diaphragm: Reaction: E= W=

Diaphragm: Reaction: E= W=

Total unfactored load (kips): E= W=

A1-EW R1 8.46 2.12

Wall Line: B 2

6/12/2025

0.00 0.00

Pier 1 2 3 4 5

8.46 2.12

V (k) 1.1484 2.1204 0.8834 0.8834 0.8834

Wall Height (ft) 10 10 10 10 10

Gross Length (ft) 4.333 8 3.333 3.333 3.333

Total:

22.332

Date:

SUMMARY OF LATERAL FORCES

Level:

Diaphragm: Reaction: E= W=

Diaphragm: Reaction: E= W=

Total unfactored load (kips): E= W=

A1-EW

Wall Line: A 2

6/12/2025

R2 8.46 2.12

C1-EW R1 0.23 0.52

Pier

8.69 2.64

V (k) 6.0822

Wall Height (ft) 10 Total:

8Gross Length (ft) 8

Masonry Shear Wall

DESCRIPTION: CMU Shear Wall- Conservative for all

Project File: Butterfield Masonry Building.ec6

Project Title: Butterfield Masonry Building Engineer: Jeremy Dye and Read Johnson Project ID: 25SM5136.08 Project Descr: Butterfield TH Maintenance

Code References Calculations per TMS 402-16, IBC 2021, ASCE 7-16 Load Combinations Used : IBC 2021

General Information f'm 2.0 ksi pcfFy - Rebar 60.0 ksi

Phi - Shear 0.80 Em

150.0 ksi

Wall Material MASONRY

8.0

1.0

R: Resp. Mod Factor Ie: Seismic Import. Factor

Total Wall Height Base Wall Length

10.0 Concrete Density

Fy - HJR 70.0

3,120.0

Block Class

Min. Bending As % 0.00180

Phi : Axial & Flexure 0.90 ksi ft ft

Wall Data

Analysis Height Wall Offset Wall Length Effective Length 'd' Nominal Block Thickness

8.0

Bottom

92.0

( datum )

0.00 ft ft ft in in

# Chord Cells @ Each End

Reinforcing in Field of Wall Vertical Bar Size # Vertical Bar Spacing Horiz. joint reinf. area (HJR) HJR Spacing Bond beam reinf. area Spacing of bond beams

In each chord cell:

Vertical rebar size #

1.0

.2 in in in in

Solid GroutedSolid Grout?

DESCRIPTION: CMU Shear Wall- Conservative for all

Project File: Butterfield Masonry Building.ec6

Project Title: Butterfield Masonry Building Engineer: Jeremy Dye and Read Johnson Project ID: 25SM5136.08 Project Descr: Butterfield TH Maintenance

Wall Sketch

Applied Concentrated Lateral Loads

Load "Y" Location (ft) Dead Load Roof Live Load Load Magnitude (kips)

Earth LoadWind Load Seismic LoadFloor Live Load

2.70 8.709.750

SHEAR ANALYSIS

8.70 +1.20D+E

Controlling Mu/(Vud) 1.00

Vu : Story Shear

Phi Vn

Bottom Level

Ratio: Vu/PhiVn (controlling)

Elements Req'd?

for Load Combination

Not Req'd

71.999

Vn Masonry Vn Steel

Vn Max

75.599 14.40

130.515

Vertical As >= Av/3 OK Vertical Bar Spacing <= 96" OK k k k k k

Special Boundary

Vn Masonry + Vn Steel 89.999 k

Anv in^2

DESCRIPTION: CMU Shear Wall- Conservative for all

Project File: Butterfield Masonry Building.ec6

Project Title: Butterfield Masonry Building Engineer: Jeremy Dye and Read Johnson Project ID: 25SM5136.08 Project Descr: Butterfield TH Maintenance

AXIAL ANALYSIS

8.736 +1.40D +1.40D k

Pu

Phi Pn

Bottom Level

Ratio: Pu/PhiPn (controlling)

H / d Ratio for Load Combination

1.30

0.008184 k

BENDING ANALYSIS

OKis >= the "a" dimension of the masonry (the compression zone)

92.0 As-flex < As-max ? OK: 0.310 <= 8.288

Length of defined chord zone

Bottom Level

Ratio: Mu/PhiMn (controlling)

"a" : Flexural compression

"d" : Eff depth to tension reinf

1.52

0.6665

Mu for Load Combination

Phi Mn

84.825 +1.20D+E

127.277 in k k

Force Summary Load Combination Values for Wall section Resultant Uplift (k)Overturning

Wall Level Vu (k) Ratio LeftMu (k) Pu (k) RightEcc (ft)

+1.40D Wall Level : 1 8.736

+1.20D Wall Level : 1 7.488

+1.20D+0.50W Wall Level : 1 13.163 7.4881.350 2.2761.758

+1.20D+W Wall Level : 1 26.325 7.4882.700 1.1383.516

+1.20D+E Wall Level : 1 84.825 7.4888.700 0.353 7.15711.328 7.157

+0.90D+W Wall Level : 1 26.325 5.6162.700 0.853 0.5044.688 0.504

+0.90D+E Wall Level : 1 84.825 5.6168.700 0.265 8.13415.104 8.134

Date:

Out of Plane Calculation

Fp= Wp from Criteria Page

Wm= pcf

Tm= ft

Hw= ft

Wp= plf weight for every two feet

Fp= lbs

FOR 2' SPACING, DEMAND IS 400 LBS

F1 CAPACITY- 840 LBS (OK)

199.96

6/12/2025

0.5127

0.6667