7-4-DA27002-26317480 Structural-Calculations-CW Bldg. 21.pdf

STRUCTURAL CALCULATIONS

CW Bldg 21 Project No. 25061

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 21 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.

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: N/A Sawn Lumber: DF No.1 Special reinforced masonry shear walls

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

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

Anchor Bolts: N/A 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-E10

STRUCTURAL SUMMARY DESIGN SHEET

CW Bldg 21 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: 0.00 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: 4,818 ft

Ground Snow Load:

37 psf / 1.79 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/@40.430536,-111.9291688,16z/data=!5m1!1e4!10m1!1e1!12b1?source=apiv3&rapsrc=apiv3 https://maps.google.com/maps?ll=40.430536,-111.929169&z=16&t=p&hl=en-US&gl=US&mapclient=apiv3 https://maps.google.com/maps?ll=40.430536,-111.929169&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: 40.43058

Risk Category: II Longitude: -111.929201

Soil Class: D - Default (see Section 11.4.3)

Elevation: 4847.59929479837 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 : 1.128

S1 : 0.411

Fa : 1.2

Fv : N/A

SMS : 1.353

SM1 : N/A

SDS : 0.902

SD1 : N/A

TL : 8

PGA : 0.5

PGA M : 0.6

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: Regular, w/ 2-Bays of perimeter framing ea.side

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): 34.03 kips

Section 12.8.3: Vertical Distribution of Seismic Forces Base Shear (E): 34.03 kips

# of Diaphragm Levels: 1 Amplified Base Shear (WoQe): 85 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 5770 ft2 18 psf 341 ft 243 plf 188 kips 34 kips 34 kips 34 kips

BASE 0 ft 0 kips 0 kips 34 kips 0 kips

TOTALS 9 ft 5770 ft2 33 psf 188.37 kips 34.03 kips 34.0 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): 40.87 kips

Section 12.8.3: Vertical Distribution of Seismic Forces Base Shear (E): 40.87 kips

# of Diaphragm Levels: 1 Amplified Base Shear (WoQe): 102 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 5770 ft2 18 psf 341 ft 221 plf 181 kips 41 kips 41 kips 41 kips

BASE 0 ft 0 kips 0 kips 41 kips 0 kips

TOTALS 9 ft 5770 ft2 31 psf 180.98 kips 40.87 kips 40.9 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: 124.00 ft Length, parallel to wind, L: 46.50 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 -0.32 -4.7 Windward 17.1 0.16 2.3 Leeward 17.1 -0.60 -8.7

Base Shear: 42.8 k Force in Diaphragm: 21.4 k SEISMIC GOVERNS

23.5 k WIND EXISTING > Wind current

G10

WIND LOADING - DIRECTIONAL PROCEDURE

Existing Wind

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: 9.00 ft Elevation: 4820 ft

Length, normal to wind, B: 124.00 ft Length, parallel to wind, L: 46.50 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 -0.32 -5.1 Windward 18.8 0.16 2.5 Leeward 18.8 -0.60 -9.6

Base Shear: 46.9 k Force in Diaphragm: 23.5 k SEISMIC GOVERNS

G11

FLEXIBLE DIAPHRAGM DESIGN

CW Bldg 21 - X-DIRECTION

LEVEL: Roof Diaphragm

GENERAL LOADING & GEOMETRY LAYOUT OF DIAPHRAGM AND SUPPORT FRAME LINES

Force @ Level (E): 34.0 k AREA WIDTH DEPTH FRAME LINE LENGTH

Diaphragm Force (Ed): 34.0 k a* FRAME 1 88.00 ft

Allowable Deck Shear: 340 plf b 46.50 ft 124.00 ft FRAME 2 92.33 ft

Redundancy: 1.00 c FRAME 3

GOVERNS: SEISMIC d 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 100.0% 732 plf 197.8 k-ft 1.60 k 69 plf -- PASS c 0.0% 0 plf 0.0 k-ft 0.00 k 0 plf -- PASS d 0.0% 0 plf 0.0 k-ft 0.00 k 0 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): 17.01 k 17.01 k 0.00 k 0.00 k 0.00 k 0.00 k

Diaphragm Reaction (Ed): 17.01 k 17.01 k 0.00 k 0.00 k 0.00 k 0.00 k

Shear Force (Left): 0.00 k 17.01 k 0.00 k 0.00 k 0.00 k 0.00 k

Req'd Length (Left): 0.00 ft 35.03 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft

Deck Shear (Left): 0 plf 137 plf 0 plf 0 plf 0 plf 0 plf

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

Shear Force (Right): 17.01 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k

Req'd Length (Right): 35.03 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft

Deck Shear (Right): 137 plf 0 plf 0 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

E2

LEVEL: Roof Existing Diaphragm

GENERAL LOADING & GEOMETRY LAYOUT OF DIAPHRAGM AND SUPPORT FRAME LINES

Force @ Level (E): 40.9 k AREA WIDTH DEPTH FRAME LINE LENGTH

Diaphragm Force (Ed): 40.9 k a* FRAME 1 88.00 ft

Allowable Deck Shear: 340 plf b 46.50 ft 124.00 ft FRAME 2 92.33 ft

Redundancy: 1.00 c FRAME 3

GOVERNS: SEISMIC d 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 100.0% 879 plf 237.5 k-ft 1.92 k 82 plf -- PASS c 0.0% 0 plf 0.0 k-ft 0.00 k 0 plf -- PASS d 0.0% 0 plf 0.0 k-ft 0.00 k 0 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): 20.43 k 20.43 k 0.00 k 0.00 k 0.00 k 0.00 k

Diaphragm Reaction (Ed): 20.43 k 20.43 k 0.00 k 0.00 k 0.00 k 0.00 k

Shear Force (Left): 0.00 k 20.43 k 0.00 k 0.00 k 0.00 k 0.00 k

Req'd Length (Left): 0.00 ft 42.07 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft

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

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

Shear Force (Right): 20.43 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k

Req'd Length (Right): 42.07 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft

Deck Shear (Right): 165 plf 0 plf 0 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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CW21 Wall Modifications Evaluation

GRID 1

f'm 1500 psi Original Vwall = 20.43 kips Original Risk Category Essential/Hazardous facitliy (I = 1.25) Em 1350 ksi Current Vwall = 17.01 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 184 88 Y 184 88 Y 6303 13.33% 2.7 6303 15.71% 2.7 -1.9% 1B 54 48 N 54 48 N 3520 7.44% 1.5 3520 8.77% 1.5 -1.9% 1C 54 48 N 54 48 N 3520 7.44% 1.5 3520 8.77% 1.5 -1.9% 1D 468 88 Y 324 88 Y 20725 43.84% 9.0 13559 33.80% 5.8 -35.8% 1E 59 48 N 59 48 N 4002 8.46% 1.7 4002 9.98% 1.7 -1.9% 1F 52 48 N 52 48 N 3327 7.04% 1.4 3327 8.29% 1.4 -1.9% 1G 176 88 Y 176 88 Y 5882 12.44% 2.5 5882 14.66% 2.5 -1.9%

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

CW21 Wall Modifications Evaluation

GRID 3

f'm 1500 psi Original Vwall = 20.43 kips Original Risk Category Essential/Hazardous facitliy (I = 1.25) Em 1350 ksi Current Vwall = 17.01 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

3A 200 88 Y 200 88 Y 7145 14.07% 2.9 7145 17.09% 2.9 1.1% 3B 58 48 N 58 48 N 3905 7.69% 1.6 3905 9.34% 1.6 1.1% 3C 50 48 N 50 48 N 3134 6.17% 1.3 3134 7.49% 1.3 1.1% 3D 481 88 Y 301 88 Y 21362 42.06% 8.6 12389 29.63% 5.0 -41.4% 3E 61 48 N 61 48 N 4194 8.26% 1.7 4194 10.03% 1.7 1.1% 3F 58 48 N 58 48 N 3905 7.69% 1.6 3905 9.34% 1.6 1.1% 3G 200 88 Y 200 88 Y 7145 14.07% 2.9 7145 17.09% 2.9 1.1%

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

FORCE

DEMAND

CHANGE

FORCE

DEMAND

CHANGE

OPENING IN EXISTING WALL

Typical New Opening - CW Bldg 21

General Design Input

Total Wall Height: 8.67 ft Steel Plate Lintel Depth: 6.00 in Vert DL, Dead Weight: 545 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: 6.00 in Vert LL: 0 plf

Opening Width: 5.33 ft Steel Plate Jamb Thickness: 0.38 in Vert SL: 818 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: 27.25 ft

Analysis and Calculations

Steel Plate Lintel:

Arching action: No

Effective Span, le: 5.83 ft

Demand Capacity

Mu: 8.41 k-ft fMn: 18.23 k-ft

Vu: 5.77 k fVn: 72.90 k

Bolts, Ru: 2.6 k fRu: 14.2 k

Deflection: 0.107 in Deflection: 0.091 in

L/600 L/765

Steel Plate Jamb:

Demand Capacity

Mu+: 0.9 k-ft fMn: 48.6 k-ft

Vu: 0.4 k fVn: 72.9 k

Pu: 6.0 k fPn: 145.8 k

Bolts, Ru: 1.1 k fRu: 14.2 k

Deflection: 0.003 in Deflection: 0.003 in

L/600 L/31105

Design Summary

Lintel Interaction Summary: Jamb Interaction Summary:

Moment: 0.46 Moment: 0.02

Shear: 0.08 Shear: 0.01

Bolts: 0.19 Axial: 0.04

Deflection: 0.86 Bolts: 0.08

Deflection: 0.02

Steel Plate Lintel: Steel Plate Jamb:

0.375 X 6" Steel Plate Each Face 0.375 X 6" 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.

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General Design Input

Total Wall Height: 8.67 ft Steel Plate Lintel Depth: 4.00 in Vert DL, Dead Weight: 545 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: 818 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: 27.25 ft

Analysis and Calculations

Steel Plate Lintel:

Arching action: No

Effective Span, le: 3.66 ft

Demand Capacity

Mu: 3.31 k-ft fMn: 8.10 k-ft

Vu: 3.62 k fVn: 48.60 k

Bolts, Ru: 2.6 k fRu: 14.2 k

Deflection: 0.067 in Deflection: 0.048 in

L/600 L/917

Steel Plate Jamb:

Demand Capacity

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

Vu: 0.3 k fVn: 48.6 k

Pu: 3.8 k fPn: 97.2 k

Bolts, Ru: 0.7 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: 0.41 Moment: 0.02

Shear: 0.07 Shear: 0.01

Bolts: 0.18 Axial: 0.04

Deflection: 0.72 Bolts: 0.05

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.

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General Design Input

Total Wall Height: 8.67 ft Steel Plate Lintel Depth: 8.00 in Vert DL, Dead Weight: 545 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: 6.50 ft Steel Plate Jamb Thickness: 0.38 in Vert SL: 818 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: 27.25 ft

Analysis and Calculations

Steel Plate Lintel:

Arching action: No

Effective Span, le: 7.17 ft

Demand Capacity

Mu: 12.75 k-ft fMn: 32.40 k-ft

Vu: 7.12 k fVn: 97.20 k

Bolts, Ru: 2.6 k fRu: 14.2 k

Deflection: 0.130 in Deflection: 0.088 in

L/600 L/972

Steel Plate Jamb:

Demand Capacity

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

Vu: 0.5 k fVn: 97.2 k

Pu: 7.4 k fPn: 194.4 k

Bolts, Ru: 1.4 k fRu: 14.2 k

Deflection: 0.003 in Deflection: 0.003 in

L/600 L/33163

Design Summary

Lintel Interaction Summary: Jamb Interaction Summary:

Moment: 0.39 Moment: 0.02

Shear: 0.07 Shear: 0.01

Bolts: 0.19 Axial: 0.04

Deflection: 0.68 Bolts: 0.10

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.

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