7-4-DA27001-26316480 Structural Calculations-CW Bldg. 20.pdf

STRUCTURAL CALCULATIONS

CW Bldg 20 Project No. 25060

Camp Williams

Bluffdale, Utah

PREPARED FOR:

Architectural Nexus

The attached documents have been prepared for the client listed above and pertain only to the above referenced project. All information attached is the copyright property of Structural Design Studio, Inc. and shall not be reproduced in whole or in part without written permission

2225 E. Murray Holladay Rd., Suite 110 :: Salt Lake City, Utah 84117 :: 801.274.3950 :: structuralds.com

PROJECT DESIGN CRITERIA

General Project Information

Project Name: CW Bldg 20 Client Name: Architectural Nexus

Street Address: Camp Williams Governing Code: 2021 INTERNATIONAL BUILDING CODE (IBC)

City, State: Bluffdale, Utah Risk Category: Risk Category II (All Others)

Project Description:

Remodel of an existing FEMA Hazardous Decontamination Facility and Emergency Response Center on Camp Williams campus. A new operable wall partition to seperate spaces is provided.

Structural Loads and Criteria

LIVE LOADS WIND LOADS SEISMIC LOADS

Roof Live Load: 20 psf Wind Speed: 105 mph Site Classification: Site Class-D (Default)

Floor Live Load: Wind Exposure: Exposure C (All Others) Short Period (Ss): 1.129 g

Flat Roof Snow Load: 26 psf Enclosure: Partially Enclosed Long Period (S1): 0.411 g

Misc. Load: N/A Analysis Method: Directional Design Category: D

Structural Material Properties

SOILS MASONRY CONCRETE

Soil Type: Site Class-D (Default) Compression (f'm): 2000 psi Compression (f'c): 3000 psi

Bearing: 1500 psf Mortar Type: Type S Steel Reinforcing: A615

Sliding: 0.30 Grout: 2000 psi w/c ratio: 0.45

Short Tem Increase: 33% CMU Type: Normal Wt Air Content: 1.00%

STEEL WOOD LATERAL FORCE RESISTING SYSTEM

Beams: A992 Sawn Lumber: DF No.1 Special reinforced masonry shear walls

Columns: A500 Glulam Lumber: N/A R-Factor: 5.00

Plates: A36 Sheathing: OSB Omega (Wo): 2.50

Anchor Bolts: F1554-36 All Thread: A307 Amplification (Cd): 3.50

Calculation Set Table of Contents Seal:

This signed engineering seal is intended only for this single project and applies only to the project scope as listed above. This seal only applies to the attached calculation set for this project and applies to no other documentation or aspects of the project.

(c) Structural Design Studio, Inc. G1 05/14/2026

General Design Criteria: G1-G11

Engineering Design: E1-E29

STRUCTURAL SUMMARY DESIGN SHEET

CW Bldg 20 The existing structure was designed and built in the 1995 under the 1994 Uniform Building Code (UBC). As indicated by the Utah

National Guard this building has had a Emergency Response Center function and also as a FEMA Hazardous Decontainment facility.

Per UBC Table 16-K - The occupancy category for such structures are listed as an Essential Facility and a Hazardous Facility. Both of these occupancy classifications per the table woudl result in a seismic importance factor of 1.25 and a wind importance factor of 1.15 respectively.

The interior remodel and function of the space would be classified as a Structural Risk Category II structure with an importance factor of 1.00 per the International Building Code 1604.3. The following calculations indicate that per the International Existing Building Code prescriptive method the demand/capacity ratio for lateral force resisting elements does not increase by more than 10%.

(c) Structural Design Studio, Inc.

G2

PROJECT LOADING CRITERIA

ROOF LOADING

DEAD LOADS - New LIVE LOADS

Roof System: 2.00 psf Standing seam metal roof Roof Live Load: 20.00 psf

Roof Insulation: 1.50 psf 6" Rigid Insulation Flat Roof Snow Load: 26.00 psf

Roof Deck Collateral: 1.70 psf Densdeck Sloped Roof Snow Load: 26.00 psf

Roof Deck: 2.00 psf 7/16" Plywood Decking Roof Wind Load: 16.00 psf

Elec/Mech/Piping: 4.00 psf Elevation: 4820 ft

Ceiling Finishes: 4.00 psf 5/8" Gypsum Board System

Misc Collateral:

Other: Total Roof Decking DEAD Load: 7.20 psf

Roof Joists: 3.00 psf Total Roof Joist DEAD Load: 18.20 psf

Roof Girders: Total Roof Girder DEAD Load: 18.20 psf

TOTAL LOAD: 18.20 psf <- No Increase

TOTAL MODEL LOAD: 15.20 psf <- When self weight is calculated by software. TOTAL ROOF SEISMIC MASS: 18.20 psf

FLOOR LOADING

DEAD LOADS - Existing

Roof System: 5.50 psf Asphalt shingles (2-layer)

Roof Insulation: 0.00 psf NONE

Roof Deck Collateral:

Roof Deck: 2.00 psf 7/16" Plywood Decking

Elec/Mech/Piping: 4.00 psf

Ceiling Finishes: 4.00 psf 5/8" Gypsum Board System

Misc Collateral:

Other:

Roof Joists: 3.00 psf

Roof Girders:

TOTAL LOAD: 18.50 psf

TOTAL MODEL LOAD: 15.50 psf <- When self weight is calculated by software.

WALL LOADING

DEAD LOADS

WALL TYPE 1 - New Exterior TOTAL WALL WEIGHT: 56.00 psf

Exterior Finish: 2.00 psf EIFS Wall Height: 8.67 ft

Insulation: 1.00 psf 2" Rigid Insulation Total Wall Mass: 486 plf

Structure: 48.00 psf 8" Atlas Brick w/ grout @ 48" OC

Interior Finish: 3.00 psf 5/8" Gypsum board Increase 9.80%

Other: 2.00 psf Plywood

WALL TYPE 2 - Existing Exterior TOTAL WALL WEIGHT: 51.00 psf

Exterior Finish: 0.00 psf NONE Wall Height: 8.67 ft

Insulation: 0.00 psf NONE Total Wall Mass: 442 plf

Structure: 48.00 psf 8" Atlas Brick w/ grout @ 48" OC

Interior Finish: 3.00 psf 5/8" Gypsum board

Other:

G3

Utah Ground Snow Load Map

Latitude: 40.431

Longitude: -111.929

Elevation: 4,819 ft

Ground Snow Load:

37 psf / 1.80 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

G4 https://www.google.com/maps/@40.4310896,-111.9293407,16z/data=!5m1!1e4!10m1!1e1!12b1?source=apiv3&rapsrc=apiv3 https://maps.google.com/maps?ll=40.43109,-111.929341&z=16&t=p&hl=en-US&gl=US&mapclient=apiv3 https://maps.google.com/maps?ll=40.43109,-111.929341&z=16&t=p&hl=en-US&gl=US&mapclient=apiv3 https://www.usu.edu/privacy/

SNOW LOADING + DRIFT

Designation: Typical Snow Loads County: Salt Lake

Risk Category: Risk Category II (All Others) Elevation: 4820 ft

Roof Exposure: Partially Exposed Ground Snow Load: 37 psf

Terrain Category: Exposure C (All Others) Roof Slope: 18 deg

Roof Thermal Type: All Other Structures Roofing Material: All Others

Load Type: Utah Snow Load Study

[[Utah Ground Snow Load Map]]

Ground Snow Load (pg): 37 psf

Exposure Factor (Ce): 1.00 Table 7.3-1

Thermal Factor (Ct): 1.00 Table 7.3-2

Importance Factor (I): 1.00 Table 1.5-2

Flat Roof Snow Load (pf): 26 psf Equation 7.3-1

Sloped Roof Factor (Cs): 1.00 Figure 7-2

Sloped Roof Snow Load (ps): 26 psf Equation 7.4-1

Snow Density (g): 18.9 pcf Equation 7.7-1

Flat Roof Snow Depth (hb): 1.4 ft

Roof Step Drifting Design

Drift Designation HL OH LL Parapet/RTU Drift Load (pd) Drift Length (w) Wind/Leeward

A 0.00 ft 0.00 ft 0.00 ft N 0 psf 0.0 ft N/A

B 0.00 ft 0.00 ft 0.00 ft N 0 psf 0.0 ft N/A

C 0.00 ft 0.00 ft 0.00 ft N 0 psf 0.0 ft N/A

D 0.00 ft 0.00 ft 0.00 ft N 0 psf 0.0 ft N/A

E 0.00 ft 0.00 ft 0.00 ft N 0 psf 0.0 ft N/A

F 0.00 ft 0.00 ft 0.00 ft N 0 psf 0.0 ft N/A

(c) Structural Design Studio, Inc.

G5 https://utahsnowload.usu.edu/index.php

ASCE Hazards Report Address:

No Address at This Location

Standard: ASCE/SEI 7-16 Latitude: 40.431095

Risk Category: II Longitude: -111.929301

Soil Class: D - Default (see Section 11.4.3)

Elevation: 4851.121632178145 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 Dec 15 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 Dec 15 2025 G6 https://ascehazardtool.org/

SS : 1.129

S1 : 0.411

Fa : 1.2

Fv : N/A

SMS : 1.355

SM1 : N/A

SDS : 0.903

SD1 : N/A

TL : 8

PGA : 0.501

PGA M : 0.601

FPGA : 1.2

Ie : 1

Cv : 1.326

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 Dec 15 2025

Page 2 of 3https://ascehazardtool.org/ Mon Dec 15 2025 G7 https://doi.org/10.5066/F7NK3C76 https://ascehazardtool.org/

SEISMIC DESIGN & LOADING

Section 11.4-Seismic Ground Motions

Short Period Map Acceleration (Ss): 1.13 g TL: 8.00 s

1-Sec Period Map Acceleration (S1): 0.41 g

Site Class: Site Class-D (Default)

Soil Modification (Fa): 1.20

Soil Modification (Fv): 1.89

Design Spectral Accelerations

SDS: 0.90 g

SD1: 0.52 g

Use Exception (11.4.8): Exception 2

Section 11.5-Importance and Occupancy

Risk Category: Risk Category II (All Others)

Importance (I): 1.00

Section 11.6-Seismic Design Category Section 12.3-Redundancy Factor

Design Category: D Building Design: Table 12.3-3 (page 126)

Section 12.2-Structural System Redundancy-r: 1.00

Framing System: A-Bearing Wall Systems

Lateral System: Special reinforced masonry shear walls Section 12.8-Equivalent Lateral Force

R Wo CD Fundamental Period (T): 0.10 s

5.00 2.50 3.50 Seismic Coefficient (Cs): 0.181

Base Shear (Qe): 38.21 kips

Section 12.8.3: Vertical Distribution of Seismic Forces Base Shear (E): 38.21 kips

# of Diaphragm Levels: 1 Amplified Base Shear (WoQe): 96 kips Period Factor-k: 1.00

Diaphragm / Story Height Diaphragm Diaphragm Perimeter Perimeter Seismic Force @ Story Diaphragm

Floor Level Height abv Base Area Weight Wall Length Wall Wt. Wt (kips) Floor Lvl Shear Force

ROOF 9 ft 9 ft 5881 ft2 18 psf 428 ft 243 plf 212 kips 38 kips 38 kips 38 kips

BASE 0 ft 0 kips 0 kips 38 kips 0 kips

TOTALS 9 ft 5881 ft2 36 psf 211.52 kips 38.21 kips 38.2 kips

G8 http://earthquake.usgs.gov/designmaps/us/application.php

SEISMIC DESIGN & LOADING

Existing

Section 11.4-Seismic Ground Motions

Short Period Map Acceleration (Ss): 1.13 g TL: 8.00 s

1-Sec Period Map Acceleration (S1): 0.41 g

Site Class: Site Class-D (Default)

Soil Modification (Fa): 1.20

Soil Modification (Fv): 1.89

Design Spectral Accelerations

SDS: 0.90 g

SD1: 0.52 g

Use Exception (11.4.8): Exception 2

Section 11.5-Importance and Occupancy

Risk Category: Risk Category III (Substantial Hazard)

Importance (I): 1.25

Section 11.6-Seismic Design Category Section 12.3-Redundancy Factor

Design Category: D Building Design: Table 12.3-3 (page 126)

Section 12.2-Structural System Redundancy-r: 1.00

Framing System: A-Bearing Wall Systems

Lateral System: Special reinforced masonry shear walls Section 12.8-Equivalent Lateral Force

R Wo CD Fundamental Period (T): 0.10 s

5.00 2.50 3.50 Seismic Coefficient (Cs): 0.226

Base Shear (Qe): 45.67 kips

Section 12.8.3: Vertical Distribution of Seismic Forces Base Shear (E): 45.67 kips

# of Diaphragm Levels: 1 Amplified Base Shear (WoQe): 114 kips Period Factor-k: 1.00

Diaphragm / Story Height Diaphragm Diaphragm Perimeter Perimeter Seismic Force @ Story Diaphragm

Floor Level Height abv Base Area Weight Wall Length Wall Wt. Wt (kips) Floor Lvl Shear Force

ROOF 9 ft 9 ft 5881 ft2 18 psf 428 ft 221 plf 202 kips 46 kips 46 kips 46 kips

BASE 0 ft 0 kips 0 kips 46 kips 0 kips

TOTALS 9 ft 5881 ft2 34 psf 202.25 kips 45.67 kips 45.7 kips

G9 http://earthquake.usgs.gov/designmaps/us/application.php

WIND LOADING - DIRECTIONAL PROCEDURE

Risk Category: Risk Category II (All Others) On Escarpment (see 26.8.1): No

Terrain Category: Exposure C (All Others) --

Wind Speed, V: 105 mph --

Mean Roof Height, h: 14.00 ft --

Roof Slope (deg): 18 deg

Roof Ridge is Normal to wind direction Classification: Partially Enclosed Height above ground, z: 9.00 ft Elevation: 4820 ft

Length, normal to wind, B: 120.00 ft Length, parallel to wind, L: 60.00 ft

Main Wind Force Resisting System: Topographic Effects:

Wind Speed: H/Lh: --

Terrain: C x/Lh: -- Kd: 0.85 z/Lh: -- Kzt: 1.00 K1: -- Ke: 0.84 K2: -- G: 0.85 K3: --

GCpi: ±0.55 Roof Slope, θ: 18.43

Walls qz or qh Cp p (psf) Windward Wall 17.1 0.80 11.6 Leeward Wall 17.1 -0.50 -7.3

Side Wall 17.1 -0.70 -10.2

Roof Region qz or qh Cp p (psf) Windward 17.1 -0.30 -4.4 Windward 17.1 0.20 2.9 Leeward 17.1 -0.60 -8.7

Base Shear: 45.1 k Force in Diaphragm: 22.5 k SEISMIC GOVERNS

25.2 k WIND EXISTING > Wind current

G10

WIND LOADING - DIRECTIONAL PROCEDURE

Existing

Risk Category: Risk Category II (All Others) On Escarpment (see 26.8.1): No

Terrain Category: Exposure C (All Others) --

Wind Speed, V: 110 --

Mean Roof Height, h: 14.00 ft --

Roof Slope (deg): 18 deg

Roof Ridge is Normal to wind direction Classification: Partially Enclosed Height above ground, z: 10.00 ft Elevation: 4820 ft

Length, normal to wind, B: 120.00 ft Length, parallel to wind, L: 60.00 ft

Main Wind Force Resisting System: Topographic Effects:

Wind Speed: H/Lh: --

Terrain: C x/Lh: -- Kd: 0.85 z/Lh: -- Kzt: 1.00 K1: -- Ke: 0.84 K2: -- G: 0.85 K3: --

GCpi: ±0.55 Roof Slope, θ: 18.43

Walls qz or qh Cp p (psf) Windward Wall 18.8 0.80 12.8 Leeward Wall 18.8 -0.50 -8.0

Side Wall 18.8 -0.70 -11.2

Roof Region qz or qh Cp p (psf) Windward 18.8 -0.30 -4.8 Windward 18.8 0.20 3.2 Leeward 18.8 -0.60 -9.6

Base Shear: 50.4 k Force in Diaphragm: 25.2 k SEISMIC GOVERNS

G11

FLEXIBLE DIAPHRAGM DESIGN

CW Bldg 20 - X-DIRECTION

LEVEL: Roof Diaphragm

GENERAL LOADING & GEOMETRY LAYOUT OF DIAPHRAGM AND SUPPORT FRAME LINES

Force @ Level (E): 38.2 k AREA WIDTH DEPTH FRAME LINE LENGTH

Diaphragm Force (Ed): 38.2 k a* FRAME 1 22.34 ft

Allowable Deck Shear: 340 plf b 10.00 ft 32.00 ft FRAME 2 93.68 ft

Redundancy: 1.00 c 40.00 ft 122.00 ft FRAME 3 66.34 ft

GOVERNS: SEISMIC d 10.00 ft 32.00 ft FRAME 4 e FRAME 5

E/Ed Ratio: 100.0% f FRAME 6

Strength Deck Shear: 486 plf g*

* Cantilevered diaphragms ONLY. Otherwise leave blank.

GENERAL PROGRAM REPRESENTATION LAYOUT AND AREA DEFINITIONS

DIAPHRAGM LOADING AND CHORD DESIGN SUMMARY TABLE

AREA % Area Load (w) M Max Chord T/C Deck PLF Re-Entrant Status a 0.0% 0 plf 0.0 k-ft 0.00 k 0 plf 0.00 ft PASS b 5.8% 222 plf 2.8 k-ft 0.09 k 17 plf -- PASS c 88.4% 844 plf 168.9 k-ft 1.38 k 69 plf -- PASS d 5.8% 222 plf 2.8 k-ft 0.09 k 17 plf -- PASS e 0.0% 0 plf 0.0 k-ft 0.00 k 0 plf -- PASS f 0.0% 0 plf 0.0 k-ft 0.00 k 0 plf -- PASS g 0.0% 0 plf 0.0 k-ft 0.00 k 0 plf 0.00 ft PASS

E1

LEVEL: Roof Diaphragm

DIAPHRAGM DESIGN AND SHEAR ANALYSIS SUMMARY TABLE

FRAME 1 FRAME 2 FRAME 3 FRAME 4 FRAME 5 FRAME 6

Frame Reaction (E): 1.11 k 18.00 k 18.00 k 1.11 k 0.00 k 0.00 k

Diaphragm Reaction (Ed): 1.11 k 18.00 k 18.00 k 1.11 k 0.00 k 0.00 k

Shear Force (Left): 0.00 k 1.11 k 16.89 k 1.11 k 0.00 k 0.00 k

Req'd Length (Left): 0.00 ft 2.28 ft 34.77 ft 2.28 ft 0.00 ft 0.00 ft

Deck Shear (Left): 0 plf 35 plf 138 plf 35 plf 0 plf 0 plf

Deck Status (Left): PASS PASS PASS PASS PASS PASS

Shear Force (Right): 1.11 k 16.89 k 1.11 k 0.00 k 0.00 k 0.00 k

Req'd Length (Right): 2.28 ft 34.77 ft 2.28 ft 0.00 ft 0.00 ft 0.00 ft

Deck Shear (Right): 35 plf 138 plf 35 plf 0 plf 0 plf 0 plf

Deck Status (Right): PASS PASS PASS PASS PASS PASS

Collector Length: 0.00 ft 0.00 ft 0.00 ft 2.28 ft 0.00 ft 0.00 ft

*Collector Force (Ed): 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k

*Need to amplify collector forces as required by code if necessary

E2

LEVEL: Roof Existing Diaphragm

GENERAL LOADING & GEOMETRY LAYOUT OF DIAPHRAGM AND SUPPORT FRAME LINES

Force @ Level (E): 45.7 k AREA WIDTH DEPTH FRAME LINE LENGTH

Diaphragm Force (Ed): 45.7 k a* FRAME 1 25.67 ft

Allowable Deck Shear: 340 plf b 10.00 ft 32.00 ft FRAME 2 98.34 ft

Redundancy: 1.00 c 40.00 ft 122.00 ft FRAME 3 92.34 ft

GOVERNS: SEISMIC d 10.00 ft 32.00 ft FRAME 4 32.00 ft e FRAME 5

E/Ed Ratio: 100.0% f FRAME 6

Strength Deck Shear: 486 plf g*

* Cantilevered diaphragms ONLY. Otherwise leave blank.

GENERAL PROGRAM REPRESENTATION LAYOUT AND AREA DEFINITIONS

DIAPHRAGM LOADING AND CHORD DESIGN SUMMARY TABLE

AREA % Area Load (w) M Max Chord T/C Deck PLF Re-Entrant Status a 0.0% 0 plf 0.0 k-ft 0.00 k 0 plf 0.00 ft PASS b 5.8% 265 plf 3.3 k-ft 0.10 k 21 plf -- PASS c 88.4% 1009 plf 201.9 k-ft 1.65 k 83 plf -- PASS d 5.8% 265 plf 3.3 k-ft 0.10 k 21 plf -- PASS e 0.0% 0 plf 0.0 k-ft 0.00 k 0 plf -- PASS f 0.0% 0 plf 0.0 k-ft 0.00 k 0 plf -- PASS g 0.0% 0 plf 0.0 k-ft 0.00 k 0 plf 0.00 ft PASS

E3

LEVEL: Roof Existing Diaphragm

DIAPHRAGM DESIGN AND SHEAR ANALYSIS SUMMARY TABLE

FRAME 1 FRAME 2 FRAME 3 FRAME 4 FRAME 5 FRAME 6

Frame Reaction (E): 1.32 k 21.51 k 21.51 k 1.32 k 0.00 k 0.00 k

Diaphragm Reaction (Ed): 1.32 k 21.51 k 21.51 k 1.32 k 0.00 k 0.00 k

Shear Force (Left): 0.00 k 1.32 k 20.19 k 1.32 k 0.00 k 0.00 k

Req'd Length (Left): 0.00 ft 2.73 ft 41.56 ft 2.73 ft 0.00 ft 0.00 ft

Deck Shear (Left): 0 plf 41 plf 165 plf 41 plf 0 plf 0 plf

Deck Status (Left): PASS PASS PASS PASS PASS PASS

Shear Force (Right): 1.32 k 20.19 k 1.32 k 0.00 k 0.00 k 0.00 k

Req'd Length (Right): 2.73 ft 41.56 ft 2.73 ft 0.00 ft 0.00 ft 0.00 ft

Deck Shear (Right): 41 plf 165 plf 41 plf 0 plf 0 plf 0 plf

Deck Status (Right): PASS PASS PASS PASS PASS PASS

Collector Length: 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft

*Collector Force (Ed): 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k

*Need to amplify collector forces as required by code if necessary

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CW20 Wall Modifications Evaluation

GRID 1

f'm 1500 psi Original Vwall = 1.32 kips Original Risk Category Essential/Hazardous facitliy (I = 1.25) Em 1350 ksi Current Vwall = 1.1 kips Current - Risk Category II (I=1.00) G 540 ksi Thickness 7.625 in

Original Current Original Current

Pier Number Length Height

Pier Extends to Base? Length Height

Pier Extends to Base?

Pier Stiffness

% of Total

Stiffness Vpier Pier

Stiffness % of Total Vpier

Percent Change in in Y/N in in Y/N kips/in kips kips/in kips

1A 60 88 Y 60 88 Y 632 3.05% 0.0 632 3.72% 0.0 1.5% 1B 248 48 Y 74 48 N 20071 96.95% 1.3 5433 31.96% 0.4 -72.5% 1.1 V TOTAL W/ ALT FOR 1B WALL

1BB 0 0 Y 134 48 N 0 0.00% 0.0 10934 64.32% 0.7 1B TOT -17.2% Percent Change 1B W/ ALT

* Per IEBC 503.4 the demand is less than 10% with new openings, therefore ok

CW20 Wall Modifications Evaluation

GRID 2

f'm 1500 psi Original Vwall = 21.51 kips Original Risk Category Essential/Hazardous facitliy (I = 1.25) Em 1350 ksi Current Vwall = 18 kips Current - Risk Category II (I=1.00) G 540 ksi Thickness 7.625 in

Original Current Original Current

Pier Number Length Height

Pier Extends to Base? Length Height

Pier Extends to Base?

Pier Stiffness

% of Total

Stiffness Vpier Pier

Stiffness % of Total Vpier

Percent Change in in Y/N in in Y/N kips/in kips kips/in kips

2A 206 88 Y 206 88 Y 7460 12.47% 2.7 7460 12.60% 2.3 -15.4% 2B 170 48 N 170 48 N 14132 23.62% 5.1 14132 23.87% 4.3 -15.4% 2C 56 48 N 56 48 N 3713 6.20% 1.3 3713 6.27% 1.1 -15.4% 2D 400 88 Y 256 88 Y 17371 29.03% 6.2 10074 17.02% 3.1 -50.9% 2E 120 48 N 120 48 N 9675 16.17% 3.5 9675 16.34% 2.9 -15.4% 2F 96 48 N 96 48 N 7486 12.51% 2.7 7486 12.65% 2.3 -15.4% 5.1 V TOTAL W/ ALT FOR 2D WALL

2DD 0 0 Y 104 48 Y 0 0.00% 0.0 6654 11.24% 2.0 2D TOT -18.5% Percent Change 2D W/ ALT

* Per IEBC 503.4 the demand is less than 10% with new openings, therefore ok

FORCE

DEMAND

CHANGE

FORCE

DEMAND

CHANGE

E8

CW20 Wall Modifications Evaluation

GRID 4

f'm 1500 psi Original Vwall = 21.51 kips Original Risk Category Essential/Hazardous facitliy (I = 1.25) Em 1350 ksi Current Vwall = 18 kips Current - Risk Category II (I=1.00) G 540 ksi Thickness 7.625 in

Original Current Original Current

Pier Number Length Height

Pier Extends to Base? Length Height

Pier Extends to Base?

Pier Stiffness

% of Total

Stiffness Vpier Pier

Stiffness % of Total Vpier

Percent Change in in Y/N in in Y/N kips/in kips kips/in kips

4A 144 88 Y 144 88 Y 4218 8.25% 1.8 4218 8.48% 1.5 -14.0% 4B 168 88 Y 50 88 Y 5463 10.69% 2.3 393 0.79% 0.1 -93.8% 4C 56 48 N 56 48 N 3713 7.26% 1.6 3713 7.46% 1.3 -14.0% 4D 400 88 Y 400 88 Y 17371 33.99% 7.3 17371 34.91% 6.3 -14.0% 4E 188 48 N 188 48 N 15717 30.75% 6.6 15717 31.59% 5.7 -14.0% 4F 152 88 Y 152 88 Y 4629 9.06% 1.9 4629 9.30% 1.7 -14.0% 1.5 V TOTAL W/ ALT FOR 2D WALL

4BB 0 1 Y 56 48 N 0 0.00% 0.0 3713 7.46% 1.3 4B TOT -35.4% Percent Change 2D W/ ALT

* Per IEBC 503.4 the demand is less than 10% with new openings, therefore ok

CW20 Wall Modifications Evaluation

GRID 5

f'm 1500 psi Original Vwall = 1.32 kips Original Risk Category Essential/Hazardous facitliy (I = 1.25) Em 1350 ksi Current Vwall = 1.1 kips Current - Risk Category II (I=1.00) G 540 ksi Thickness 7.625 in

Original Current Original Current

Pier Number Length Height

Pier Extends to Base? Length Height

Pier Extends to Base?

Pier Stiffness

% of Total

Stiffness Vpier Pier

Stiffness % of Total Vpier

Percent Change in in Y/N in in Y/N kips/in kips kips/in kips

5A 384 88 Y 272 88 Y 16575 100.00% 1.3 10901 100.00% 1.1 -16.7%

FORCE

DEMAND

CHANGE

FORCE

DEMAND

CHANGE

OPENING IN EXISTING WALL

Typical New Opening - CW Bldg 20

General Design Input

Total Wall Height: 8.67 ft Steel Plate Lintel Depth: 4.00 in Vert DL, Dead Weight: 480 plf

Wall Thickness: 7.63 in Steel Plate Lintel Thickness: 0.38 in Vert DL, Above Wall: 0 plf

Opening Height: 7.17 ft Steel Plate Jamb Width: 4.00 in Vert LL: 0 plf

Opening Width: 3.33 ft Steel Plate Jamb Thickness: 0.38 in Vert SL: 720 plf

Bolt Diameter: 3/4 in Horz Wind (W): 25 psf

Bolt Spacing: 16 in o.c. Horz Quake (E): 20 psf

Bolt Grade: A325 Allowable Deflection: L/600

Trib Area: 24.00 ft

Analysis and Calculations

Steel Plate Lintel:

Arching action: No

Effective Span, le: 3.66 ft

Demand Capacity

Mu: 2.92 k-ft fMn: 8.10 k-ft

Vu: 3.19 k fVn: 48.60 k

Bolts, Ru: 2.3 k fRu: 14.2 k

Deflection: 0.067 in Deflection: 0.042 in

L/600 L/1040

Steel Plate Jamb:

Demand Capacity

Mu+: 0.5 k-ft fMn: 32.4 k-ft

Vu: 0.3 k fVn: 48.6 k

Pu: 3.3 k fPn: 97.2 k

Bolts, Ru: 0.6 k fRu: 14.2 k

Deflection: 0.003 in Deflection: 0.003 in

L/600 L/32594

Design Summary

Lintel Interaction Summary: Jamb Interaction Summary:

Moment: 0.36 Moment: 0.02

Shear: 0.07 Shear: 0.01

Bolts: 0.16 Axial: 0.03

Deflection: 0.63 Bolts: 0.04

Deflection: 0.02

Steel Plate Lintel: Steel Plate Jamb:

0.375 X 4" Steel Plate Each Face 0.375 X 4" Steel Plate Each Face w/ 0.75" Dia A325 Bolts @ 16" o.c. w/ 0.75" Dia A325 Bolts @ 16" o.c. Overall Status: O.K.

E9

General Design Input

Total Wall Height: 8.67 ft Steel Plate Lintel Depth: 8.00 in Vert DL, Dead Weight: 480 plf

Wall Thickness: 7.63 in Steel Plate Lintel Thickness: 0.38 in Vert DL, Above Wall: 0 plf

Opening Height: 7.17 ft Steel Plate Jamb Width: 8.00 in Vert LL: 0 plf

Opening Width: 5.33 ft Steel Plate Jamb Thickness: 0.38 in Vert SL: 720 plf

Bolt Diameter: 3/4 in Horz Wind (W): 25 psf

Bolt Spacing: 16 in o.c. Horz Quake (E): 20 psf

Bolt Grade: A325 Allowable Deflection: L/600

Trib Area: 24.00 ft

Analysis and Calculations

Steel Plate Lintel:

Arching action: No

Effective Span, le: 6.00 ft

Demand Capacity

Mu: 7.88 k-ft fMn: 32.40 k-ft

Vu: 5.25 k fVn: 97.20 k

Bolts, Ru: 2.3 k fRu: 14.2 k

Deflection: 0.107 in Deflection: 0.038 in

L/600 L/1881

Steel Plate Jamb:

Demand Capacity

Mu+: 0.9 k-ft fMn: 64.8 k-ft

Vu: 0.4 k fVn: 97.2 k

Pu: 5.5 k fPn: 194.4 k

Bolts, Ru: 1.0 k fRu: 14.2 k

Deflection: 0.003 in Deflection: 0.003 in

L/600 L/38015

Design Summary

Lintel Interaction Summary: Jamb Interaction Summary:

Moment: 0.24 Moment: 0.01

Shear: 0.05 Shear: 0.00

Bolts: 0.16 Axial: 0.03

Deflection: 0.36 Bolts: 0.07

Deflection: 0.02

Steel Plate Lintel: Steel Plate Jamb:

0.375 X 8" Steel Plate Each Face 0.375 X 8" Steel Plate Each Face w/ 0.75" Dia A325 Bolts @ 16" o.c. w/ 0.75" Dia A325 Bolts @ 16" o.c. Overall Status: O.K.

E10

General Design Input

Total Wall Height: 8.67 ft Steel Plate Lintel Depth: 8.00 in Vert DL, Dead Weight: 480 plf

Wall Thickness: 7.63 in Steel Plate Lintel Thickness: 0.38 in Vert DL, Above Wall: 0 plf

Opening Height: 7.17 ft Steel Plate Jamb Width: 8.00 in Vert LL: 0 plf

Opening Width: 6.33 ft Steel Plate Jamb Thickness: 0.38 in Vert SL: 720 plf

Bolt Diameter: 3/4 in Horz Wind (W): 25 psf

Bolt Spacing: 16 in o.c. Horz Quake (E): 20 psf

Bolt Grade: A325 Allowable Deflection: L/600

Trib Area: 24.00 ft

Analysis and Calculations

Steel Plate Lintel:

Arching action: No

Effective Span, le: 7.00 ft

Demand Capacity

Mu: 10.72 k-ft fMn: 32.40 k-ft

Vu: 6.13 k fVn: 97.20 k

Bolts, Ru: 2.3 k fRu: 14.2 k

Deflection: 0.127 in Deflection: 0.071 in

L/600 L/1184

Steel Plate Jamb:

Demand Capacity

Mu+: 1.1 k-ft fMn: 64.8 k-ft

Vu: 0.5 k fVn: 97.2 k

Pu: 6.4 k fPn: 194.4 k

Bolts, Ru: 1.2 k fRu: 14.2 k

Deflection: 0.003 in Deflection: 0.003 in

L/600 L/33790

Design Summary

Lintel Interaction Summary: Jamb Interaction Summary:

Moment: 0.33 Moment: 0.02

Shear: 0.06 Shear: 0.01

Bolts: 0.16 Axial: 0.03

Deflection: 0.56 Bolts: 0.08

Deflection: 0.02

Steel Plate Lintel: Steel Plate Jamb:

0.375 X 8" Steel Plate Each Face 0.375 X 8" Steel Plate Each Face w/ 0.75" Dia A325 Bolts @ 16" o.c. w/ 0.75" Dia A325 Bolts @ 16" o.c. Overall Status: O.K.

E11

PARTITION BEAM DESIGN

CW Bldg 20 - Partition

Design Criteria Partition

Weight: 10 psf

Height: 9.00 ft

Length: 32.00 ft

Max Deflection

Total Load: 0.50 in

Live Load: 0.50 in

Beam Self Weight wD: 50 plf

Out of Plane Loading

Wind: 5 psf

EQ: 3 psf

Beam Design

Strength Design Serviceability Design

Trial Section: W12X50

Max Depth: 13.00 in Min Ix: 228 in4 phi Mnx: 269.6 k-ft Flexure Mx Interaction: 0.10 Actual Ix: 391 in4

Mux: 26.1 k-ft Total Deflection: 0.29 in phi Mny: 79.9 k-ft Flexure My Interaction: 0.07 Live Load Deflection: 0.19 in

Muy: 5.8 k-ft

BEAM SECTION: W12X50 Combined Interaction: 0.17

Column Design Type: HSS Flexure Design Compression Design

Trial Section: HSS5X5X3/8 Lp: NA X-Axis Y-Axis

Bending Axis: Weak Lr: NA KL/rx: 57.75 KL/ry: 57.75

Max Column Depth: Phi Mn: 39.8 k-ft Fcr: 39.2 ksi Fcr: 39.2 ksi

Min Column Depth: Mu: 8.4 k-ft Phi Pn: 217.9 k Phi Pn: 217.9 k

Max Column Width: Pu: 5.6 k Pu: 5.6 k

Min Column Width:

COL DESIGN: HSS5X5X3/8

Flexure Interaction: 0.21 Compression Interaction: 0.03 Combined Interaction: 0.22

Kicker Design Kicker Spacing: 4.0 ft OC Tu/Cu: 0.3 k

Effective Length: 2.0 ft phi Cn: 9.6 k

KICKER DESIGN: L2x2x1/4 phi Tn: 30.4 k

E12

STEEL BASE PLATE DESIGN

Partition Base Plate

Column Type: HSS Column Support Type: Footing

Section: HSS5x5x3/8 f'c: 3000 psi

Support Width: 42.00 in Use Amplified Em Load No

UN-FACTORED AXIAL MOMENT Support:Length: 42.00 in N/A

DL 0.9 kips 1.3 k-ft Base Plate Fy: 36 ksi N/A

LL 2.9 kips 4.3 k-ft Base Plate Length: 11.00 in

SL/Lr 0.0 kips 0.0 k-ft Base Plate Width: 11.00 in

W 0.0 kips 5.8 k-ft Bolt Edge Distance: 1.50 in

E 0.0 kips 0.0 k-ft Bolts/Row: 2

Ru-Axial Only: 5.6 kips

Ru-w/ Moment: 0.8 kips Column d bf

Mu: 114 k-in HSS5x5x3/8 5.00 in 5.00 in e: 144.57 Large Eccentricity

Axially Loaded Base Plate Only m: 3.13 A1: 121.00 n: 3.50 A2: 1764.00 n': 1.25 Pp: 617.1 l: 0.12 FcPp: 401.1

X: 0.01 Plate Sx: 221.83

L: 3.50 Required Thickness: 0.19 in

Large Eccentricities Design Procedure - Lightly Loaded Axial Load fp 3.32 Allowable Bearing Stress (ksi)

N' 9.50 Effective Plate Length (in)

A' 4.00 Column CL to Anchor CL (in) f' 173.21 ksi

A 0.69 Bearing Length (in)

Tu 11.83 Tensile Force (kips)-Of Group

Cr 3.13 Critical Section-"m" (in) fcr 0.00 Stress @ Critical Section (ksi)

Mplbu 3.32 Moment @ Bearing Side (kip-in)

Mplau 2.96 Moment @ Anchor Side (kip-in)

Mplu 3.32 Governing Moment (kip-in) tp 0.64 Plate Thickness (in)

Large Eccentricities Design Procedure - Max Axial Load w/ Moment

Mplu 3.50 Governing Moment (kip-in) tp 0.66 Plate Thickness (in)

USE 11 in x 3/4 in x 11 in BASE PLATE

E13

FLEXURE BEAM DESIGN

Partition Beam

GENERAL DESIGN CRITERIA

Beam Design Criteria Loading Criteria Deflection Criteria

Type: W Load Diagram Case: Case 1-Uniformly

Distributed Load Deflection x-dir: L\800

Trial Section: W12X50 Max Deflection x-dir: 0.48 in

Total Length: 32.0 ft Service Moment, Mx: 18.6 k-ft Deflection y-dir: L\800

Unbraced Length, Lbx: 32.0 ft Factored Moment, Mux: 26.1 k-ft Max Deflection y-dir: 0.48 in

Unbraced Length, Lby: 32.0 ft

Max Beam Depth:

Load Diagram Case: Case 1-Uniformly

Distributed LoadMin Beam Depth:

Max Beam Width: Service Moment, My: 4.1 k-ft

Min Beam Width: Factored Moment, Muy: 5.8 k-ft

BEAM ANALYSIS

Strength Design Serviceability Design

Lp: 6.9 ft X-Axis Y-Axis

Lr: 23.8 ft Total Deflection: 0.30 in Total Deflection: 0.468 in

Phi Mnx: 118.0 k-ft Deflection Criteria: L\800 Deflection Criteria: L\800

Mux: 26.1 k-ft Deflection Ratio: L\1267 Deflection Ratio: L\821

Phi Mny: 79.9 k-ft Deflection Interaction: 0.63 Deflection Interaction: 0.97

Muy: 5.8 k-ft

Flexure Mx Interaction: 0.22 Flexure My

Interaction: 0.07 Combined Interaction: 0.29

BEAM SECTION PROPERTIES

BEAM SECTION : W12X50 59

d: 12.20 in Ix: 391.0 in4 bf: 8.08 in Sx: 64.2 in3 tf: 0.64 in Zx: 71.9 in3 tw: 0.37 in Iy: 56.3 in4 weight: 50.0 lbs Sy: 13.9 in3 area: 14.60 in2 Zy: 21.3 in3

E14

STEEL BASE PLATE DESIGN

Partition Base Plate at Perimeter

Column Type: HSS Column Support Type: Footing

Section: HSS5x5x3/8 f'c: 3000 psi

Support Width: 42.00 in Use Amplified Em Load No

UN-FACTORED AXIAL MOMENT Support:Length: 42.00 in N/A

DL 0.9 kips 1.3 k-ft Base Plate Fy: 36 ksi N/A

LL 2.9 kips 4.3 k-ft Base Plate Length: 11.00 in

SL/Lr 0.0 kips 0.0 k-ft Base Plate Width: 7.00 in

W 0.0 kips 5.8 k-ft Bolt Edge Distance: 1.50 in

E 0.0 kips 0.0 k-ft Bolts/Row: 2

Ru-Axial Only: 5.6 kips

Ru-w/ Moment: 0.8 kips Column d bf

Mu: 114 k-in HSS5x5x3/8 5.00 in 5.00 in e: 144.57 Large Eccentricity

Axially Loaded Base Plate Only m: 3.13 A1: 77.00 n: 1.50 A2: 1764.00 n': 1.25 Pp: 392.7 l: 0.15 FcPp: 255.3

X: 0.02 Plate Sx: 141.17

L: 3.13 Required Thickness: 0.21 in

Large Eccentricities Design Procedure - Lightly Loaded Axial Load fp 3.32 Allowable Bearing Stress (ksi)

N' 9.50 Effective Plate Length (in)

A' 4.00 Column CL to Anchor CL (in) f' 110.22 ksi

A 1.10 Bearing Length (in)

Tu 12.02 Tensile Force (kips)-Of Group

Cr 3.13 Critical Section-"m" (in) fcr 0.00 Stress @ Critical Section (ksi)

Mplbu 5.05 Moment @ Bearing Side (kip-in)

Mplau 3.01 Moment @ Anchor Side (kip-in)

Mplu 5.05 Governing Moment (kip-in) tp 0.79 Plate Thickness (in)

Large Eccentricities Design Procedure - Max Axial Load w/ Moment

Mplu 5.31 Governing Moment (kip-in) tp 0.81 Plate Thickness (in)

USE 7 in x 7/8 in x 11 in BASE PLATE

E15 www.hilti.com

Hilti PROFIS Engineering 3.1.31

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

TYPICAL PARTITION

Page:

Specifier:

E-Mail:

Date:

5/13/2026

Specifier's comments:

1 Input data

Anchor type and diameter: Heavy Hex Head ASTM F 1554 GR. 36 7/8

Item number: not available

Effective embedment depth: hef = 7.000 in.

Material: ASTM F 1554

Evaluation Service Report: Hilti Technical Data

Issued I Valid: - | -

Proof: Design Method ACI 318-19 / CIP

Shear edge breakout verification: Row closest to edge (Case 3 only from ACI 318-19 Fig. R.17.7.2.1b)

Stand-off installation: grouted standoff; restraint level (anchor plate): 2.00; eb = 1.500 in.; t = 0.750 in.

grout compressive strength > fc' = 3,000 psi

Anchor plateR : lx x ly x t = 11.000 in. x 11.000 in. x 0.750 in.; (Recommended plate thickness: not calculated)

Profile: Square HSS (AISC), HSS5X5X.3125; (L x W x T) = 5.000 in. x 5.000 in. x 0.312 in.

Base material: cracked concrete, 3000, fc' = 3,000 psi; h = 12.000 in.

Reinforcement: tension: not present, shear: not present;

edge reinforcement: none or < No. 4 bar

R - The anchor calculation is based on a rigid anchor plate assumption.

Geometry [in.] & Loading [lb, ft.lb]

E16

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

TYPICAL PARTITION

Page:

Specifier:

E-Mail:

Date:

5/13/2026

1.1 Design results

Case Description Forces [lb] / Moments [ft.lb] Seismic Max. Util. Anchor [%]

1 Combination 1 N = 0; Vx = 0; Vy = 0;

Mx = 9,500.000; My = 0.000; Mz = 0.000;

no 57

Tension

Compression

1 2

3 4 x y2 Load case/Resulting anchor forces

Anchor reactions [lb] Tension force: (+Tension, -Compression)

Anchor Tension force Shear force Shear force x Shear force y 1 0 0 0 0 2 0 0 0 0 3 6,641 0 0 0 4 6,641 0 0 0

Max. concrete compressive strain: 0.20 [‰] Max. concrete compressive stress: 878 [psi] Resulting tension force in (x/y)=(0.000/4.000): 13,281 [lb] Resulting compression force in (x/y)=(0.000/-4.583): 13,281 [lb]

Anchor forces are calculated based on the assumption of a rigid anchor plate.

3 Tension load

Load Nua [lb] Capacity f Nn [lb] Utilization bN = Nua/f Nn Status Steel Strength* 6,641 20,097 34 OK

Pullout Strength* 6,641 19,958 34 OK

Concrete Breakout Failure** 13,281 23,534 57 OK

Concrete Side-Face Blowout, direction ** N/A N/A N/A N/A

* highest loaded anchor **anchor group (anchors in tension)

3.1 Steel Strength

Nsa [lb] f f Nsa [lb] Nua [lb] 26,796 0.750 20,097 6,641

3.2 Pullout Strength

Np [lb] y c,p l a f f Npn [lb] Nua [lb] 28,512 1.000 1 0.700 19,958 6,641

E17

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

TYPICAL PARTITION

Page:

Specifier:

E-Mail:

Date:

5/13/2026

3.3 Concrete Breakout Failure

ANc [in.2] ANc0 [in.2] ca,min [in.] cac [in.] y c,N

609.00 441.00 17.000 - 1.000 ec1,N [in.] y ec1,N ec2,N [in.] y ec2,N y ed,N kcr

0.000 1.000 0.000 1.000 1.000 24 l a Nb [lb] f f Ncbg [lb] Nua [lb]

1.000 24,346 0.700 23,534 13,281

E18

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

TYPICAL PARTITION

Page:

Specifier:

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Date:

5/13/2026

4 Shear load

Load Vua [lb] Capacity f Vn [lb] Utilization bV = Vua/f Vn Status Steel Strength* N/A N/A N/A N/A

Steel failure (with lever arm)* N/A N/A N/A N/A

Pryout Strength* N/A N/A N/A N/A

Concrete edge failure in direction ** N/A N/A N/A N/A

* highest loaded anchor **anchor group (relevant anchors)

5 Warnings

• The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (EN1992-4, AS5216, etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility!

• The equations presented in this report are based on imperial units. When inputs are displayed in metric units, the user should be aware that the equations remain in their imperial format.

• Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs.

• For additional information about ACI 318 strength design provisions, please go to https://viewer.joomag.com/profis-design-guide-us-en-summer-2021/0841849001625154758?short&/

Fastening meets the design criteria!

E19

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

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Design:

Fastening point:

TYPICAL PARTITION

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Date:

5/13/2026

6 Installation data Anchor type and diameter: Heavy Hex Head ASTM F 1554

GR. 36 7/8

Profile: Square HSS (AISC), HSS5X5X.3125; (L x W x T) = 5.000 in. x 5.000

in. x 0.312 in.

Item number: not available

Hole diameter in the fixture: df = 0.938 in. Maximum installation torque: - Plate thickness (input): 0.750 in. Hole diameter in the base material: - in.

Recommended plate thickness: not calculated Hole depth in the base material: 7.000 in.

Minimum thickness of the base material: 8.052 in.

Æ 7/8 in Heavy Hex Head ASTM F 1554 GR. 36 with 7 in nominal embedment depth per Technical data , cast in place installation per MPII

1 2

3 4 x y

5.500 5.500

1.500 8.000 1.500

1.

8.

1.

5.

5.

Coordinates Anchor [in.]

Anchor x y c-x c+x c-y c+y

1 -4.000 -4.000 17.000 25.000 17.000 25.000 2 4.000 -4.000 25.000 17.000 17.000 25.000 3 -4.000 4.000 17.000 25.000 25.000 17.000 4 4.000 4.000 25.000 17.000 25.000 17.000

E20

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

TYPICAL PARTITION

Page:

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E-Mail:

Date:

5/13/2026

7 Remarks; Your Cooperation Duties

• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in.

Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you.

Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application.

• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you.

E21

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

EXTERIOR TYPICAL PARTITION

Page:

Specifier:

E-Mail:

Date:

5/13/2026

Specifier's comments:

1 Input data

Anchor type and diameter: Heavy Hex Head ASTM F 1554 GR. 36 7/8

Item number: not available

Effective embedment depth: hef = 7.000 in.

Material: ASTM F 1554

Evaluation Service Report: Hilti Technical Data

Issued I Valid: - | -

Proof: Design Method ACI 318-19 / CIP

Shear edge breakout verification: Row closest to edge (Case 3 only from ACI 318-19 Fig. R.17.7.2.1b)

Stand-off installation: grouted standoff; restraint level (anchor plate): 2.00; eb = 1.500 in.; t = 0.750 in.

grout compressive strength > fc' = 3,000 psi

Anchor plateR : lx x ly x t = 12.000 in. x 7.000 in. x 0.750 in.; (Recommended plate thickness: not calculated)

Profile: Square HSS (AISC), HSS5X5X.3125; (L x W x T) = 5.000 in. x 5.000 in. x 0.312 in.

Base material: cracked concrete, 3000, fc' = 3,000 psi; h = 12.000 in.

Reinforcement: tension: not present, shear: not present;

edge reinforcement: none or < No. 4 bar

R - The anchor calculation is based on a rigid anchor plate assumption.

Geometry [in.] & Loading [lb, ft.lb]

E22

Input data and results must be checked for conformity with the existing conditions and for plausibility!

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EXTERIOR TYPICAL PARTITION

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1.1 Design results

Case Description Forces [lb] / Moments [ft.lb] Seismic Max. Util. Anchor [%]

1 Combination 1 N = 0; Vx = 0; Vy = 0;

Mx = 9,500.000; My = 0.000; Mz = 0.000;

no 97

Tension

Compression

1 2

3 4 x y

2 Load case/Resulting anchor forces

Anchor reactions [lb] Tension force: (+Tension, -Compression)

Anchor Tension force Shear force Shear force x Shear force y 1 0 0 0 0 2 0 0 0 0 3 11,727 0 0 0 4 11,727 0 0 0

Max. concrete compressive strain: 0.47 [‰] Max. concrete compressive stress: 2,038 [psi] Resulting tension force in (x/y)=(0.000/2.000): 23,454 [lb] Resulting compression force in (x/y)=(0.000/-2.861): 23,454 [lb]

Anchor forces are calculated based on the assumption of a rigid anchor plate.

3 Tension load

Load Nua [lb] Capacity f Nn [lb] Utilization bN = Nua/f Nn Status Steel Strength* 11,727 20,097 59 OK

Pullout Strength* 11,727 19,958 59 OK

Concrete Breakout Failure** 23,454 24,346 97 OK

Concrete Side-Face Blowout, direction ** N/A N/A N/A N/A

* highest loaded anchor **anchor group (anchors in tension)

3.1 Steel Strength

Nsa [lb] f f Nsa [lb] Nua [lb] 26,796 0.750 20,097 11,727

3.2 Pullout Strength

Np [lb] y c,p l a f f Npn [lb] Nua [lb] 28,512 1.000 1 0.700 19,958 11,727

E23

Input data and results must be checked for conformity with the existing conditions and for plausibility!

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3.3 Concrete Breakout Failure

ANc [in.2] ANc0 [in.2] ca,min [in.] cac [in.] y c,N

630.00 441.00 16.500 - 1.000 ec1,N [in.] y ec1,N ec2,N [in.] y ec2,N y ed,N kcr

0.000 1.000 0.000 1.000 1.000 24 l a Nb [lb] f f Ncbg [lb] Nua [lb]

1.000 24,346 0.700 24,346 23,454

E24

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

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4 Shear load

Load Vua [lb] Capacity f Vn [lb] Utilization bV = Vua/f Vn Status Steel Strength* N/A N/A N/A N/A

Steel failure (with lever arm)* N/A N/A N/A N/A

Pryout Strength* N/A N/A N/A N/A

Concrete edge failure in direction ** N/A N/A N/A N/A

* highest loaded anchor **anchor group (relevant anchors)

5 Warnings

• The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (EN1992-4, AS5216, etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility!

• The equations presented in this report are based on imperial units. When inputs are displayed in metric units, the user should be aware that the equations remain in their imperial format.

• Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs.

• For additional information about ACI 318 strength design provisions, please go to https://viewer.joomag.com/profis-design-guide-us-en-summer-2021/0841849001625154758?short&/

Fastening meets the design criteria!

E25

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

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EXTERIOR TYPICAL PARTITION

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6 Installation data Anchor type and diameter: Heavy Hex Head ASTM F 1554

GR. 36 7/8

Profile: Square HSS (AISC), HSS5X5X.3125; (L x W x T) = 5.000 in. x 5.000

in. x 0.312 in.

Item number: not available

Hole diameter in the fixture: df = 0.938 in. Maximum installation torque: - Plate thickness (input): 0.750 in. Hole diameter in the base material: - in.

Recommended plate thickness: not calculated Hole depth in the base material: 7.000 in.

Minimum thickness of the base material: 8.052 in.

Æ 7/8 in Heavy Hex Head ASTM F 1554 GR. 36 with 7 in nominal embedment depth per Technical data , cast in place installation per MPII

1 2

3 4 x y

6.000 6.000

1.500 9.000 1.500

1.

4.

1.

3.

3.

Coordinates Anchor [in.]

Anchor x y c-x c+x c-y c+y

1 -4.500 -2.000 16.500 25.500 19.000 23.000 2 4.500 -2.000 25.500 16.500 19.000 23.000 3 -4.500 2.000 16.500 25.500 23.000 19.000 4 4.500 2.000 25.500 16.500 23.000 19.000

E26

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

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Fastening point:

EXTERIOR TYPICAL PARTITION

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Date:

5/13/2026

7 Remarks; Your Cooperation Duties

• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in.

Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you.

Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application.

• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you.

E27

CONCRETE SPOT FOOTING DESIGN

Partition Interior Footing

Length(L): 3.75 ft Axial: 3.8 kips

Width(W): 3.75 ft Moment: 5.6 k-ft

Thickness: 12.00 in Eccentricity (e): 0.00 in

Col. Length (L'): 8.00 in Long Bar Size: # 5

Col. Width (W'): 8.00 in Long Bar Qnty: (5)

Footing f'c: 3000 psi Trans Bar Size: # 5

Soil Pressure: 1500 psf Trans Bar Qnty: (5)

Below Grade: 0.67 ft Reinf Fy: 60 ksi

Include Ftg Weight: YES

Include Soil Weight: YES

Soil Bearing Design (Soil Mechanics)

Peffective: 7.0 kips

Meffective: 5.6 k-ft e effective: 9.65 in OUT OF KERN

Soil Bearing: 1160 psf Toe

Soil Bearing: 0 psf Heel SOIL BEARING…