6-3-CR27003-27318730 Approved Calcs.pdf

PDF 4 MB Posted Jul 20, 2026

Attached to: DFCM Construction - Prequalified General Stage II - Southern Utah University- SUU Nursing Lab Remodel - Project #27318730
Solicitation number: CR27003
Issued by: Utah

About this file

Written by GovTribe AI · Jul 21, 2026

This is a structural calculations document prepared by BHB Consulting Engineers for the SUU Nursing Building Remodel project at Southern Utah University, located at 432 W 200 S, Cedar City, Utah. The document provides comprehensive engineering analysis for the renovation project, including site data, building loads, wind analysis, seismic design parameters, and specific calculations for structural modifications including new openings in existing walls and steel framing elements. The project is situated at an elevation of 5,843 feet with a latitude of 37.674694 and longitude of -113.069015. Key design parameters include a roof height of 37 feet, a ground snow load of 31 psf, a basic wind speed of 107 mph, and a seismic design category classification. The calculations address dead loads including 50 psf roof load and 85 psf floor load, live loads of 40 psf for classrooms and 100 psf for corridors, and incorporate modern building code requirements per IBC 2021 and ASCE 7-16 standards.

The calculations document provides detailed structural design for multiple components including steel beams and columns supporting new openings in bearing and non-bearing walls. Specific elements analyzed include an HSS6x2x3/8 steel beam header spanning 4 feet with maximum bending stress ratio of 0.463, HSS6x2x5/16 steel column posts with maximum axial-bending stress ratio of 0.079, and HSS6x2x1/4 columns in non-bearing walls subjected to wind and seismic loads with stress ratios of 0.466. The document confirms all structural elements achieve passing design status under applicable load combinations. Additionally, the calculations address floor slab infill requirements with 8-inch thick concrete infill secured by 3/8-inch diameter anchor bolts, and wall reinforcement modifications necessitated by out-of-plane seismic forces calculated at 24.6 psf. The document was prepared on May 13, 2026, and reviewed for code compliance by the Division of Facilities Construction and Management on July 8, 2026.

View the file

Other files

File	Type	Posted
8-2-CR27003-27318730 Approved Plans.pdf	PDF	Jul 20, 2026
2-B-Subcontractors List Form Instructions-7.1.2021.docx	DOCX document	Jul 20, 2026
5-1-CR27003-27318730 Solicitation.pdf	PDF	Jul 20, 2026
1-A-DFCM General Conditions August 2020-Clean rev 07122023.pdf	PDF	Jul 20, 2026
4-4-CR27003-27318730 Stamped Letter.pdf	PDF	Jul 20, 2026
7-5-CR27003-27318730 Hazmat Survey.pdf	PDF	Jul 20, 2026
3-C-DFCM Health Insurance Statement of Compliance Form, Revised 7.28.25.docx	DOCX document	Jul 20, 2026

On GovTribe

Work with this file

Download the original file
Contacts named in this file
Similar government files
Ask GovTribe AI about this file

Try for free Login

Text version

The file's text, extracted by GovTribe without its formatting.

2766 South Main Street - SLC, Utah 84115 - Phone: 801.355.5656 - Fax: 801.355.5950 www.bhbengineers.com

Prepared For:

Prepared By:

Structural Calculations

BHB Project # 260035

SUU Nursing Building Remodel

These calculations were prepared solely for the client and project listed on the cover sheet. They shall not be copied or used for the benefit of any other party or project.

Rev 0

5/13/2026

EJG

MHTN Architects

432 W 200 S Cedar City, UT 84720

5/13/2026

DIVISION OF FACILITIES

CONSTRUCTION AND

MANAGEMENT

Jason Van Ausdal

07/08/2026

REVIEWED FOR CODE

COMPLIANCE

Site Data ft

Building Data ft ft ft

Soils Report

Recommendations Summary in psf

Frost Depth in

Lateral Pressures pcf pcf pcf

D-Default

General Information

-113

432 W 200 S

Cedar City, UT 84720

28.9

8.5

SUU Nursing Building Remodel

37.674694

-113.069015

III

Iron

260035

3/13/26

2766 South Main Street - SLC, Utah 84115

Phone: 801.355.5656 - Fax: 801.355.5950

EJG

Address

County

IBC

Latitude

Longitude

Elevation

Risk Category

Roof Height, h

Plan Length, L

Plan Width, B

Author

Dated

Coeff of Friction

Job #

Foundation Type

Structural Fill

Soil Bearing

Transient Increase

Soil Site Class

Active

At Rest

Passive

Project: Sheet:

Job#:

Date:

By:

Site Mapping

SUU Nursing Building Remodel 260035

3/13/26

2766 South Main Street - SLC, Utah 84115

Phone: 801.355.5656 - Fax: 801.355.5950

EJG

Project: Sheet:

Job#:

Date:

By:

Map Not Generarated

Press "Geocode Location" in

BHB Project ribbon to generate map image

Roof Σ = 50 psf

Deck 3

Joists/Girders 7

Ceiling 3

Roofing and ballast 28

Mech 4

Collateral 5

Floor Σ = 85 psf

6" concrete 75

Delta Concrete 3

Floor Finish 3

Ceilings - Acoustical Fiber Board 3

Collateral 1

Dead Loads

SUU Nursing Building Remodel 260035

3/13/26

2766 South Main Street - SLC, Utah 84115

Phone: 801.355.5656 - Fax: 801.355.5950

EJG

Project: Sheet:

Job#:

Classrooms Σ = 40 psf

Schools - Classrooms 40

Corridors 100 psf

Schools - 1st Floor Corridors 100

Roof Live 20 psf

Roof Live 20

Live Loads

SUU Nursing Building Remodel 260035

3/13/26

2766 South Main Street - SLC, Utah 84115

Phone: 801.355.5656 - Fax: 801.355.5950

EJG

Project: Sheet:

Job#:

Utah Ground Snow Load Map

Latitude: 37.675 Longitude: -113.069 Elevation: 5,829 ft

Ground Snow Load:

31 psf / 1.48 kPa

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

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.

Pf = 31 psf x 0.7 x 1.1 = 24 psf https://www.google.com/maps/@37.6746936,-113.0690151,16z/data=!5m1!1e4!10m1!1e1!12b1?source=apiv3&rapsrc=apiv3 https://maps.google.com/maps?ll=37.674694,-113.069015&z=16&t=p&hl=en-US&gl=US&mapclient=apiv3 https://maps.google.com/maps?ll=37.674694,-113.069015&z=16&t=p&hl=en-US&gl=US&mapclient=apiv3

Design Data ft ft ft ft deg mph

Importance Factor, Iw

Main Wind Force Resisting System

Surface

Windward Walls or

Leeward Walls or

Side Walls or

Roof Parallel and or

Normal, θ < 10 or or or

Roof (Normal, θ > 10, WW) or

Roof (Normal, θ > 10, LW) or

Windward Parapet

Leeward Parapet

Components and Cladding Roof Type

Effective Trib Area ft^2 'a' dimension ft

Component Ht, z ft Velocity Pressure, qz psf

Surace Zone

Walls Pos Zone 4 & 5 or

Neg Zone 4 or

Neg Zone 5 or

Roof Pos Zone 1 or

Pos Zone 2 or

Pos Zone 3 or

Neg Zone 1 or

Neg Zone 2 or

Neg Zone 3 or

Parapet WW Zone 4 (+Zone 4) - (-Zone 2) or

WW Zone 5 (+Zone 5) - (-Zone 3) or

LW Zone 4 (-Zone 4) - (+Zone 2) or

LW Zone 5 (-Zone 5) - (+Zone 3) or-25.3 -25.3 -25.3

18.2 1.5 27.3

18.2 -1 -18.2

27.3

-18.2

43.6 43.6 43.6

55.3 55.3 55.3

-21.6 -21.6 -21.6

-43.3

18.2

-28.4 18.2

-40.0 18.2

3.3

-16.9

20 18.2

-23.9

16.0

-23.3

-31.6

-0.93

-1.13

0.26

-1.10

-1.56

Maximum

18.5

8.0 1.5

-16.7 -23.3-20.0

-2.20

0.84

8.00

18.2

-20.6 18.2

4.7 18.2

0.18

-13.6 -20.1

-17.3 -23.9

8.0 1.5

-25.1 -31.6

-36.8 -43.3

-20.1

SUU Nursing Building Remodel

0.85

0.18

18.2

0.18

0.85

GCp qz G Cp qi GCpi qGCpi Combined [psf]

Wind Loads

G Cp qz G Cp qi

0.85 0.80 12.4

Mean Roof Height, h

Building Length, L

Building Width, B

Parapet Height, hp

Roof Angle

IBC

Basic Wind Speed, V

Exposure Category

Elevation Factor, Ke

1.00

260035

3/13/26

2766 South Main Street - SLC, Utah 84115

Phone: 801.355.5656 - Fax: 801.355.5950

EJG

15.6

Full

18.2 qGCpi

0.90

Enclosure

Gust Factor, G

Topographic Factor, Kzt

Directionality Factor, Kd

Velocity Pressure Factor, Kz

Velocity Pressure, qh

Internal Pressure, GCPi

0.81

Combined [psf]

9.13.3

15.2 18.2 0.18 3.3 18.5 11.9

3.3 -7.5

-0.30 -4.6 18.2

0.85 -0.70

0.85

-7.5

-0.90 -13.9 18.2 0.18 3.3 -10.6

-10.8 18.2 0.18 3.3

-14.1

3.3 3.0 -3.6

3.3 -1.4

-17.2

3.3 -10.6 -17.2

-11.0

-7.9

3.3 -4.5

-14.1

0.18

GCpi

-0.90

-0.50 -7.7 18.2 0.18 3.3 -4.5 -11.0

-7.7 18.2 0.18-0.50

Monoslope

0 - h/2 h/2 - h h - 2h

> 2h

0.85 -0.70 -10.8 18.2 0.18

0.85 -0.02 -0.3 18.2 0.18

-13.9 18.2 0.18

0.85

Project: Sheet:

Job#:

Design Data deg s deg ft s

Max Period Coefficient s s s s

Seismic Force Resisting System

Response Modifiction Coefficient, R

System Overstrength Factor, Ωo

Deflection Amplification Factor, Cd

Cs 0.62 (12.8-2)

Response Spectrum Data

Spectral Response Paramaters Site Coefficients

SS g Fa

S1 g Fv

MCE Spectral Acceleration Paramaters Design Spectral Acceleration Paramaters

SMS g SDS g

SM1 g SD1 g

MCE Spectral Acceleration Design Spectral Acceleration

Sa g Sa g ρ 1.0 0.113

0.565

T0 = 0.2 * SD1 / SDS

TS = SD1 / SDS

0.615

FALSESite Specific Ground Motion

1.4

Calculated Period, Ta

Max Allowed Period, Tmax

Lattitude

Longitude

IBC

Risk Category

Site Class

Importance Factor, Ie

-113.069

37.675

Period Parameter, x

260035

3/13/26

0.02

0.75

0.189

0.265

2766 South Main Street - SLC, Utah 84115

Phone: 801.355.5656 - Fax: 801.355.5950

EJG

Seismic Loads

D-Default

0.189

III

SUU Nursing Building Remodel

Seismic Design Category

2021 Period Parameter, Ct

Building Height, hn

Building Period, T

1.25

0.923

6.00

0.522

0.615

0.348

2.10

0.923

Ordinary Reinforced Masonry Shear Walls

2.5

1.75

0.769

0.248

1.20

0.385

Long Period Transition, TL

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5

A cc e le ra ti o n

Period, [s]

Maximum Considered Earthquake Response Spectrum

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0 0.5 1 1.5 2 2.5 3 3.5

A cc e le ra ti o n

Period, [s]

Design Earthquake Response Spectrum

Project: Sheet:

Job#:

Sheet no.:

Job Ref.:

Date:

2766 South Main Street ● Salt Lake City ● Utah 84115

Phone: 801.355.5656 ● Fax: 801.355.5950 Calc. by:

SUU Nursing Remodel 260035

3/12/26

EJG

New Openings in Existing Walls

Existing Floor loading

Floor weight: 6" concrete slab (thickness based on existing drawings) 75 psf concrete + 3 psf ponding + 3 psf floor finish + 3 psf ceiling + 1 psf misc = 85 psf

Live Load:

100 psf at Corridor 40 psf at classrooms

CMU wall weight: 80 psf

New opening stacks below existing opening in floor above, no load from levels above considered

Trib at Floor: 7.5'/2 (cooridor) + 14'/2 (classroom) = 11' Trib wall above: 11' - 7' = 4'

Total Load:

DL = 11' x 85 psf + 4' x 80 psf = 1255 plf LL = 4' x 100 psf + 7' x 40 psf = 680 plf

Rxn:

DL = 1255 plf x 4'/2 = 2.51 k LL = 680 plf x 4'/2 = 1.4 k

Out of plane load on wall (use existing wall reinforcing, see wall pier check)

0.4 x Sds x Wt x Ie = 0.4 x 0.615 x 80 psf x 1.25 = 24.6 psf

Load from story above includes 9'-4" CMU up to wood floor (wall does note extend up to roof elevation) 11' of roof trib, roof dead load assumed to be 50 psf (10 psf wood plywood and joists + 25 psf gravel roof + 4 psf mech + 3 psf ceilings + 3 psf roofing + 5 misc)

See attached lateral check verifying less than 10% reduction in wall rigidity for the wall line

Infill opening in floor slab

Existing slab thickness: 7" per existing drawings

Assume 8" thick infill conservatively

8"/12 in/ft x 150 pcf = 100 psf 5'x3'x100 psf = 1500 lbs/2 = 750 lbs

3/8" DIA titen HD anchor good for 450 lbs, provide two anchors each side of opening min

Steel Beam LIC# : KW-06014581, Build:20.24.12.17 BHB CONSULTING ENGINEERS (c) ENERCALC, LLC 1982-2026

DESCRIPTION: Header at new opening

Project File: 260035.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

CODE REFERENCES

Calculations per AISC 360-16, IBC 2021 Load Combination Set : ASCE 7-16

Material Properties Analysis Method :

ksi Bending Axis : Minor Axis Bending

Completely Unbraced Allowable Strength Design Fy : Steel Yield : 50.0 ksi

Beam Bracing : E: Modulus : 29,000.0

Span = 4.0 ft

HSS6x2x3/8 1 2

D(1.30) L(0.70)

.Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and added

Uniform Load : D = 1.30, L = 0.70 k/ft, Tributary Width = 1.0 ft .Design OKDESIGN SUMMARY

Maximum Bending Stress Ratio = 0.463 : 1

Load Combination +D+L

Span # where maximum occurs Span # 1

4.0 k Mn / Omega : Allowable 8.633 k-ft Vn/Omega : Allowable

HSS6x2x3/8Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1

Load Combination +D+L

11.950 k

Section used for this span HSS6x2x3/8 Ma : Applied

Maximum Shear Stress Ratio = 0.335 : 1

0.000 ft

4.000 k-ft Va : Applied

0 <360

Ratio = 0 <240.0

Maximum Deflection Max Downward Transient Deflection 0.050 in 951Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.144 in Ratio = >=240.

Max Upward Total Deflection 0 in

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

.Maximum Forces & Stresses for Load Combinations

Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios

M V Mmax -Mmax + Rm VnyMa Max Mny/Omega Cb Va MaxMny Vny/OmegaSegment Length D Only

Dsgn. L = 4.00 ft 1 0.301 0.218 2.60 2.60 14.42 8.63 1.14 1.00 2.60 19.96 11.95 +D+L

Dsgn. L = 4.00 ft 1 0.463 0.335 4.00 4.00 14.42 8.63 1.14 1.00 4.00 19.96 11.95 +D+0.750L

Dsgn. L = 4.00 ft 1 0.423 0.305 3.65 3.65 14.42 8.63 1.14 1.00 3.65 19.96 11.95 +0.60D

Dsgn. L = 4.00 ft 1 0.181 0.131 1.56 1.56 14.42 8.63 1.14 1.00 1.56 19.96 11.95

LocationLoad CombinationMax. LocationLoad CombinationSpan Max.

Overall Maximum Deflections in Span"+" Deflin Span"-" Defl +D+L1 0.1441 2.011 0.0000 0.000

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

Max Upward from all Load Conditions 4.000 4.000 Max Upward from Load Combinations 4.000 4.000 Max Upward from Load Cases 2.600 2.600 D Only 2.600 2.600 +D+L 4.000 4.000 +D+0.750L 3.650 3.650 +0.60D 1.560 1.560

DESCRIPTION: Header at new opening

Project File: 260035.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

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

L Only 1.400 1.400

Steel Column

DESCRIPTION: post at new opening

Project File: 260035.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

.Code References Calculations per AISC 360-16, IBC 2021 Load Combinations Used : ASCE 7-16

General Information

Steel Stress Grade Top & Bottom PinnedAnalysis Method :

7Overall Column Height Top & Bottom FixityAllowable Strength

Fy : Steel Yield ksi29,000.0 ksi

Steel Section Name : HSS6x2x5/16 ft

E : Elastic Bending Modulus Unbraced Length for buckling ABOUT X-X Axis = 7 ft, K = 1.0 Unbraced Length for buckling ABOUT Y-Y Axis = 7 ft, K = 1.0

Brace condition :

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

Column self weight included : 103.585 lbs * Dead Load Factor

AXIAL LOADS . . .

Axial Load at 7.0 ft, Xecc = 0.750 in, D = 2.60, L = 1.50 k

.DESIGN SUMMARY

PASS Max. Axial+Bending Stress Ratio = 0.07910

Location of max.above base 0.0 ft

4.204 k

53.142 k

0.0 k-ft

Load Combination +D+L

7.660 k-ft

Bending & Shear Check Results

PASS Maximum Shear Stress Ratio =

0.03661 k

0.003107 : 1

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

: 1

At maximum location values are . . .

17.340 k-ft

0.0 k-ft

Pa : Axial Pn / Omega : Allowable Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y / Omega : Allowable

Va : Applied Vn / Omega : Allowable

Maximum Load Reactions . .

Top along X-X 0.03661 k Bottom along X-X 0.03661 k Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k

Maximum Load Deflections . . .

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

Along X-X -0.01921 in at 4.087ft above base for load combination :+D+L

11.783

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

Load Combination Results

Cbx Cby KxLx/Rx KyLy/Ry

D Only PASS PASS0.00 0.002 0.00 ftft0.051 1.00 1.66 43.52 107.01 +D+L PASS PASS0.00 0.003 0.00 ftft0.079 1.00 1.66 43.52 107.01 +D+0.750L PASS PASS0.00 0.003 0.00 ftft0.072 1.00 1.66 43.52 107.01 +0.60D PASS PASS0.00 0.001 0.00 ftft0.031 1.00 1.66 43.52 107.01 k k-ft Note: Only non-zero reactions are listed.

Load Combination X-X Axis Reaction Y-Y Axis ReactionAxial Reaction

@ Base @ Top@ Base @ Base @ Top

Maximum Reactions

@ Base @ Base@ Top @ Top Mx - End Moments My - End Moments

D Only 2.704 0.023 0.023 +D+L 4.204 0.037 0.037 +D+0.750L 3.829 0.033 0.033 +0.60D 1.622 0.014 0.014 L Only 1.500 0.013 0.013 k k-ft Item

X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top

Extreme Reactions

Extreme Value @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments

MaximumAxial @ Base 4.204 0.037 0.037 Minimum" 1.500 0.013 0.013 MaximumReaction, X-X Axis Base 4.204 0.037 0.037 Minimum" 1.500 0.013 0.013

DESCRIPTION: post at new opening

Project File: 260035.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

k k-ft Item

X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top

Extreme Reactions

Extreme Value @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments

MaximumReaction, Y-Y Axis Base 2.704 0.023 0.023 Minimum" 2.704 0.023 0.023 MaximumReaction, X-X Axis Top 4.204 0.037 0.037 Minimum" 1.500 0.013 0.013 MaximumReaction, Y-Y Axis Top 1.500 0.013 0.013 Minimum" 2.704 0.023 0.023 MaximumMoment, X-X Axis Base 2.704 0.023 Minimum" 2.704 0.023 MaximumMoment, Y-Y Axis Base 2.704 0.023 0.023 Minimum" 2.704 0.023 0.023 MaximumMoment, X-X Axis Top 2.704 0.023 0.023 Minimum" 2.704 0.023 0.023 MaximumMoment, Y-Y Axis Top 2.704 0.023 0.023 Minimum" 2.704 0.023 0.023

Sketches

DESCRIPTION: Post at new opening in non bearing wall

Project File: 260035.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

.Code References Calculations per AISC 360-16, IBC 2021 Load Combinations Used : ASCE 7-16

General Information

Steel Stress Grade Top & Bottom PinnedAnalysis Method :

11.0Overall Column Height Top & Bottom FixityAllowable Strength

Fy : Steel Yield ksi29,000.0 ksi

Steel Section Name : HSS6x2x1/4

50.0 ft

E : Elastic Bending Modulus Unbraced Length for buckling ABOUT X-X Axis = 11.0 ft, K = 1.0 Unbraced Length for buckling ABOUT Y-Y Axis = 11.0 ft, K = 1.0

Brace condition :

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

Column self weight included : 133.989 lbs * Dead Load Factor

AXIAL LOADS . . .

Axial Load at 11.0 ft, Xecc = 0.750 in, D = 2.0 k

BENDING LOADS . . .

Lat. Uniform Load creating My-y, W = 0.2080, E = 0.160 k/ft Lat. Uniform Load creating Mx-x, W = 0.2080, E = 0.160 k/ft

.DESIGN SUMMARY

PASS Max. Axial+Bending Stress Ratio = 0.4658

Location of max.above base 5.463 ft

2.134 k

19.074 k

1.888 k-ft

Load Combination +D+0.60W

6.512 k-ft

Bending & Shear Check Results

PASS Maximum Shear Stress Ratio =

0.6978 k

0.06407 : 1

Location of max.above base 11.0 ft At maximum location values are . . .

: 1

At maximum location values are . . .

14.571 k-ft

1.825 k-ft

Pa : Axial Pn / Omega : Allowable Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y / Omega : Allowable

Va : Applied Vn / Omega : Allowable

Maximum Load Reactions . .

Top along X-X 1.144 k Bottom along X-X 1.144 k Top along Y-Y 1.144 k Bottom along Y-Y 1.144 k

Maximum Load Deflections . . .

Along Y-Y 0.1094 in at 5.537ft above base for load combination :+D+0.60W

Along X-X 0.6484 in at 5.537ft above base for load combination :+0.60W

10.891

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

Load Combination Results

Cbx Cby KxLx/Rx KyLy/Ry

D Only PASS PASS0.00 0.001 0.00 ftft0.112 1.14 1.14 67.01 162.96 +D+0.60W PASS PASS5.46 0.064 11.00 ftft0.466 1.14 1.14 67.01 162.96 +D+0.450W PASS PASS5.39 0.048 11.00 ftft0.361 1.14 1.14 67.01 162.96 +0.60D+0.60W PASS PASS5.46 0.064 11.00 ftft0.447 1.14 1.14 67.01 162.96 +D+0.70E PASS PASS5.46 0.058 11.00 ftft0.423 1.14 1.14 67.01 162.96 +D+0.5250E PASS PASS5.39 0.043 11.00 ftft0.329 1.14 1.14 67.01 162.96 +0.60D+0.70E PASS PASS5.46 0.057 11.00 ftft0.404 1.14 1.14 67.01 162.96 k k-ft Note: Only non-zero reactions are listed.

Load Combination X-X Axis Reaction Y-Y Axis ReactionAxial Reaction

@ Base @ Top@ Base @ Base @ Top

Maximum Reactions

@ Base @ Base@ Top @ Top Mx - End Moments My - End Moments

D Only 2.134 0.011 0.011 +D+0.60W 0.6862.134 0.686-0.675 0.698 +D+0.450W 0.5152.134 0.515-0.503 0.526 +0.60D+0.60W 0.6861.280 0.686-0.680 0.693 +D+0.70E 0.6162.134 0.616-0.605 0.627 +D+0.5250E 0.4622.134 0.462-0.451 0.473

DESCRIPTION: Post at new opening in non bearing wall

Project File: 260035.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

k k-ft Note: Only non-zero reactions are listed.

Load Combination X-X Axis Reaction Y-Y Axis ReactionAxial Reaction

@ Base @ Top@ Base @ Base @ Top

Maximum Reactions

@ Base @ Base@ Top @ Top Mx - End Moments My - End Moments

+0.60D+0.70E 0.6161.280 0.616-0.609 0.623 W Only 1.1441.144-1.144 1.144 E Only 0.8800.880-0.880 0.880 k k-ft Item

X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top

Extreme Reactions

Extreme Value @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments

MaximumAxial @ Base 2.134 0.011 0.011 -0.125 Minimum" 1.1441.144-1.144 1.144 MaximumReaction, X-X Axis Base 2.134 0.011 0.011 -0.125 Minimum" 1.1441.144-1.144 1.144 MaximumReaction, Y-Y Axis Base 1.1441.144-1.144 1.144 Minimum" 2.134 0.011 0.011 -0.125 MaximumReaction, X-X Axis Top 1.1441.144-1.144 1.144 Minimum" 2.134 0.011 0.011 -0.125 MaximumReaction, Y-Y Axis Top 2.134 0.011 0.011 -0.125 Minimum" 0.8800.880-0.880 0.880 MaximumMoment, X-X Axis Base 2.134 0.011 -0.125 Minimum" 2.134 0.011 -0.125 MaximumMoment, Y-Y Axis Base 2.134 0.011 0.011 -0.125 Minimum" 2.134 0.011 0.011 -0.125 MaximumMoment, X-X Axis Top 2.134 0.011 0.011 -0.125 Minimum" 2.134 0.011 0.011 -0.125 MaximumMoment, Y-Y Axis Top 1.1441.144-1.144 1.144 Minimum" 2.134 0.011 0.011 -0.125

Sketches

DESCRIPTION: Header at non bearing wall

Project File: 260035.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

CODE REFERENCES

Calculations per AISC 360-16, IBC 2021 Load Combination Set : ASCE 7-16

Material Properties Analysis Method :

ksi Bending Axis : Minor Axis Bending

Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield : 50.0 ksi

Beam Bracing : E: Modulus : 29,000.0

Span = 8.0 ft

HSS6x2x1/8 1 2

D(0.040)

.Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loading

Uniform Load : D = 0.080 ksf, Tributary Width = 0.50 ft .Design OKDESIGN SUMMARY

Maximum Bending Stress Ratio = 0.139 : 1

Load Combination D Only

Span # where maximum occurs Span # 1

0.1858 k Mn / Omega : Allowable 2.682 k-ft Vn/Omega : Allowable

HSS6x2x1/8Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1

Load Combination D Only

6.885 k

Section used for this span HSS6x2x1/8 Ma : Applied

Maximum Shear Stress Ratio = 0.027 : 1

0.000 ft

0.372 k-ft Va : Applied

0 <360

Ratio = 0 <180

Maximum Deflection Max Downward Transient Deflection 0 in 0Ratio = <360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.113 in Ratio = >=180 Max Upward Total Deflection 0 in n/a n/a Span: 1 : D Only n/a

.Maximum Forces & Stresses for Load Combinations

Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios

M V Mmax -Mmax + Rm VnyMa Max Mny/Omega Cb Va MaxMny Vny/OmegaSegment Length D Only

Dsgn. L = 8.00 ft 1 0.139 0.027 0.37 0.37 4.48 2.68 1.00 1.00 0.19 11.50 6.88 +0.60D

Dsgn. L = 8.00 ft 1 0.083 0.016 0.22 0.22 4.48 2.68 1.00 1.00 0.11 11.50 6.88

LocationLoad CombinationMax. LocationLoad CombinationSpan Max.

Overall Maximum Deflections in Span"+" Deflin Span"-" Defl D Only1 0.1132 4.023 0.0000 0.000

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

Max Upward from all Load Conditions 0.186 0.186 Max Upward from Load Combinations 0.111 0.111 Max Upward from Load Cases 0.186 0.186 D Only 0.186 0.186 +0.60D 0.111 0.111

DESCRIPTION: Angle header at duct

Project File: 260035.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

CODE REFERENCES

Calculations per AISC 360-16, IBC 2021 Load Combination Set : ASCE 7-16

Material Properties Analysis Method :

ksi Bending Axis : Minor Axis Bending

Completely Unbraced Allowable Strength Design Fy : Steel Yield : 50.0 ksi

Beam Bracing : E: Modulus : 29,000.0

Span = 4.0 ft

L6x6x3/8 1 2

D(1.30) L(0.70)Vertical Leg Up

.Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and added

Uniform Load : D = 1.30, L = 0.70 k/ft, Tributary Width = 1.0 ft .Design OKDESIGN SUMMARY

Maximum Bending Stress Ratio = 0.459 : 1

Load Combination +D+L

Span # where maximum occurs Span # 1

4.0 k Mn / Omega : Allowable 8.720 k-ft Vn/Omega : Allowable

L6x6x3/8Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1

Load Combination +D+L

40.419 k

Section used for this span L6x6x3/8 Ma : Applied

Maximum Shear Stress Ratio = 0.099 : 1

0.000 ft

4.000 k-ft Va : Applied

0 <360

Ratio = 0 <240.0

Maximum Deflection Max Downward Transient Deflection 0.009 in 5,292Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.026 in Ratio = >=240.

Max Upward Total Deflection 0 in

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

.Maximum Forces & Stresses for Load Combinations

Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios

M V Mmax -Mmax + Rm VnyMa Max Mny/Omega Cb Va MaxMny Vny/OmegaSegment Length D Only

Dsgn. L = 4.00 ft 1 0.298 0.064 2.60 2.60 14.56 8.72 1.14 1.00 2.60 67.50 40.42 +D+L

Dsgn. L = 4.00 ft 1 0.459 0.099 4.00 4.00 14.56 8.72 1.14 1.00 4.00 67.50 40.42 +D+0.750L

Dsgn. L = 4.00 ft 1 0.419 0.090 3.65 3.65 14.56 8.72 1.14 1.00 3.65 67.50 40.42 +0.60D

Dsgn. L = 4.00 ft 1 0.179 0.039 1.56 1.56 14.56 8.72 1.14 1.00 1.56 67.50 40.42

LocationLoad CombinationMax. LocationLoad CombinationSpan Max.

Overall Maximum Deflections in Span"+" Deflin Span"-" Defl +D+L1 0.0259 2.011 0.0000 0.000

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

DESCRIPTION: Angle header at duct

Project File: 260035.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

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

Company: Date: 5/13/2026

Engineer: Page: 1

Project:

Address:

Phone:

E-mail:

Anchor Designer™ for Concrete Software Version 3.4.2604.1

1.Project information

Project description:

Location:

Design name: Design

Comment:

2. Input Data & Anchor Parameters

General Design method:ACI 318-19 Units: Imperial units

Anchor Information:

Anchor type: Concrete screw Material: Carbon Steel Diameter (inch): 0.625 Nominal Embedment depth (inch): 4.000 Effective Embedment depth, hef (inch): 2.970 Code report: ICC-ES ESR-2713 Anchor category: 1 Anchor ductility: No hmin (inch): 6.00 cac (inch): 4.50 Cmin (inch): 1.75 Smin (inch): 3.00

Base Material Concrete: Normal-weight Concrete thickness, h (inch): 18.00 State: Uncracked Compressive strength, f’c (psi): 2500 Ψc,V: 1.4 Reinforcement condition: B tension, B shear Supplemental edge reinforcement: No Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore 6do requirement: Not applicable Build-up grout pad: No

Recommended Anchor Anchor Name: Titen HD® - 5/8"Ø THD, hnom:4" (102mm) Code Report: ICC-ES ESR-2713

Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.

Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com

Engineer: Page: 2

Project:

Address:

Phone:

E-mail:

Anchor Designer™ for Concrete Software Version 3.4.2604.1

Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: Yes Anchors only resisting wind and/or seismic loads: No

Strength level loads:

Nua [lb]: 0 Vuax [lb]: 1500 Vuay [lb]: 0

Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.

Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com

Engineer: Page: 3

Project:

Address:

Phone:

E-mail:

Anchor Designer™ for Concrete Software Version 3.4.2604.1

3. Resulting Anchor Forces

Anchor Tension load, Nua (lb)

Shear load x, Vuax (lb)

Shear load y, Vuay (lb)

Shear load combined, √(Vuax)²+(Vuay)² (lb)

1 0.0 1500.0 0.0 1500.0

Sum 0.0 1500.0 0.0 1500.0

Maximum concrete compression strain (‰): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 0 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'Vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'Vy (inch): 0.00

Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.

Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com

Engineer: Page: 4

Project:

Address:

Phone:

E-mail:

Anchor Designer™ for Concrete Software Version 3.4.2604.1

4. Steel Strength of Anchor in Shear (Sec. 17.7.1)

Vsa (lb) fgrout f fgroutfVsa (lb)

10000 1.0 0.60 6000

5. Concrete Breakout Strength of Anchor in Shear (Sec. 17.7.2)

Shear perpendicular to edge in x-direction:

Vbx = min|7(le / da)0.2ÖdalaÖf’cca1 1.5; 9laÖf’cca1

1.5| (Eq. 17.7.2.2.1a & Eq. 17.7.2.2.1b) le (in) da (in) la f’c (psi) ca1 (in) Vbx (lb)

2.97 0.625 1.00 2500 3.00 1964 fV cbx =f (AVc / AVco)Yed,VYc,VYh,VVbx (Sec. 17.5.1.2 & Eq. 17.7.2.1a)

AVc (in2) AVco (in2) Yed,V Yc,V Yh,V Vbx (lb) f fVcbx (lb)

40.50 40.50 1.000 1.400 1.000 1964 0.70 1924

6. Concrete Pryout Strength of Anchor in Shear (Sec. 17.7.3) fVcp = fkcpNcb = fkcp(ANc / ANco)Yed,NYc,NYcp,NNb (Sec. 17.5.1.2 & Eq. 17.7.3.1a) kcp ANc (in2) ANco (in2) Yed,N Yc,N Ycp,N Nb (lb) f fVcp (lb)

2.0 53.46 79.39 0.902 1.000 0.990 6142 0.70 5171

7. Results

Interaction of Tensile and Shear Forces (Sec. 17.8)

Shear Factored Load, Vua (lb) Design Strength, øVn (lb) Ratio Status

Steel 1500 6000 0.25 Pass

T Concrete breakout x+ 1500 1924 0.78 Pass (Governs)

Pryout 1500 5171 0.29 Pass

5/8"Ø THD, hnom:4" (102mm) meets the selected design criteria.

8. Warnings

- Designer must exercise own judgment to determine if this design is suitable.

- Refer to manufacturer’s product literature for hole cleaning and installation instructions.

Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.

Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com

Company: Date: 3/13/2026

Engineer: Page: 1

Project:

Address:

Phone:

E-mail:

Anchor Designer™ for Concrete Software Version 3.4.2512.1

1.Project information

Project description:

Location:

Design name: Design

Comment:

2. Input Data & Anchor Parameters

General Design method:ACI 318-19 Units: Imperial units

Anchor Information:

Anchor type: Concrete screw Material: Carbon Steel Diameter (inch): 0.375 Nominal Embedment depth (inch): 3.000 Effective Embedment depth, hef (inch): 2.190 Code report: ICC-ES ESR-2713 Anchor category: 1 Anchor ductility: No hmin (inch): 4.67 cac (inch): 3.31 Cmin (inch): 1.75 Smin (inch): 3.00

Base Material Concrete: Normal-weight Concrete thickness, h (inch): 7.00 State: Cracked Compressive strength, f’c (psi): 2500 Ψc,V: 1.0 Reinforcement condition: B tension, B shear Supplemental edge reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore 6do requirement: Not applicable Build-up grout pad: No

Recommended Anchor Anchor Name: Titen HD® - 3/8"Ø THD, hnom:3" (76mm) Code Report: ICC-ES ESR-2713

Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.

Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com

Engineer: Page: 2

Project:

Address:

Phone:

E-mail:

Anchor Designer™ for Concrete Software Version 3.4.2512.1

Strength level loads:

Nua [lb]: 0 Vuax [lb]: 450 Vuay [lb]: 0

Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.

Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com

Engineer: Page: 3

Project:

Address:

Phone:

E-mail:

Anchor Designer™ for Concrete Software Version 3.4.2512.1

3. Resulting Anchor Forces

Anchor Tension load, Nua (lb)

Shear load x, Vuax (lb)

Shear load y, Vuay (lb)

Shear load combined, √(Vuax)²+(Vuay)² (lb)

1 0.0 450.0 0.0 450.0

Sum 0.0 450.0 0.0 450.0

Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.

Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com

Engineer: Page: 4

Project:

Address:

Phone:

E-mail:

Anchor Designer™ for Concrete Software Version 3.4.2512.1

4. Steel Strength of Anchor in Shear (Sec. 17.7.1)

Vsa (lb) fgrout f fgroutfVsa (lb)

4460 1.0 0.60 2676

5. Concrete Breakout Strength of Anchor in Shear (Sec. 17.7.2)

Shear perpendicular to edge in x-direction:

Vbx = min|7(le / da)0.2ÖdalaÖf’cca1 1.5; 9laÖf’cca1

1.5| (Eq. 17.7.2.2.1a & Eq. 17.7.2.2.1b) le (in) da (in) la f’c (psi) ca1 (in) Vbx (lb)

2.19 0.375 1.00 2500 2.50 1206 fV cbx =f (AVc / AVco)Yed,VYc,VYh,VVbx (Sec. 17.5.1.2 & Eq. 17.7.2.1a)

AVc (in2) AVco (in2) Yed,V Yc,V Yh,V Vbx (lb) f fVcbx (lb)

28.13 28.13 1.000 1.000 1.000 1206 0.70 844

1.0 38.01 43.16 0.928 1.000 1.000 2755 0.70 1576

7. Results

Interaction of Tensile and Shear Forces (Sec. 17.8)

Shear Factored Load, Vua (lb) Design Strength, øVn (lb) Ratio Status

Steel 450 2676 0.17 Pass

T Concrete breakout x+ 450 844 0.53 Pass (Governs)

Pryout 450 1576 0.29 Pass

3/8"Ø THD, hnom:3" (76mm) meets the selected design criteria.

8. Warnings

- Designer must exercise own judgement to determine if this design is suitable.

- Refer to manufacturer’s product literature for hole cleaning and installation instructions.

Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.

Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com

Out-of-Plane Masonry Wall/Pilaster Program - ASD Design

Wall Thickness f'm SDS

Wall Height

Eff. Wall Height

Pier Length fs

Opening Width 'd' distance Wall Weight

Opening Height Bar Size Eff. Thickness

Parapet Height Bar Spacing ρst

Tributary Length Tributary Length

Snow Load Snow Load

Live Load Live Load

Dead Load Dead Load

Eccentricity

Snow Load Snow Load Wind-Out

Ledger Live Load Ledger Live Load Wind-In

Ledger Dead Load Ledger Dead Load Seismic

Load Cases

Gravity Cases

(Eq. 16-8) DL

(Eq. 16-9) DL + LL

(Eq. 16-11) DL + 0.75( LL + SL )

(Eq. 16-10) DL + SL

Gravity with Wind

(Eq. 16-13) DL + 0.75( LL + 0.6WLout + SL )

(Eq. 16-13) DL + 0.75( LL + 0.6WLin + SL )

(Eq. 16-14) 0.6DL + 0.6Wlout

(Eq. 16-14) 0.6DL + 0.6Wlin

Gravity with Seismic

(Eq. 16-13) DL(%) + 0.75( LL + SL(%) + 0.7EQout )

(Eq. 16-13) DL(%) + 0.75( LL + SL(%) + 0.7EQin )

(Eq. 16-15) 0.6DL(%) + 0.7EQout

(Eq. 16-15) 0.6DL(%) + 0.7EQin

General Input

Wall/Pier Input Properties Material Input Properties Miscellaneous Input

7.625

EJG

in 1500 psi 0.615

2018IBC

File Name

SUU Nursing Remodel 260035

3/13/26

2766 South Main Street - SLC, Utah 84115

Phone: 801.355.5656 - Fax: 801.355.5950

Pier in existing wall at new opening

11.00 Mas. Type M.Wt. Misc. Output

11.00 ft Solid Grouted TRUE %SL w/ EQ 0.00%

4.00 ft 3.688 in 78.0 psf

48.0 in 32.0 ksi DL Increase 8.79%

Loading Input

Concentric Loads Eccentric Loads Lateral Loads

9.33 48.0 in 0.00055 in

7.00 ft 4 7.625 in

11.00 ft 11.00 ft psf

0.00 psf 100.00 psf Wind-In 5.00 psf

24.00 psf 0.00 psf Wind-Out 5.00 psf

1.00 in

50.00 psf 85.00 psf Seismic 23.99

Importance, Ie 1.25

1584 lbs 0 lbs 30 plf

Service Loads per Pier (Calculated at Mid-Height)

Concentric Loads Eccentric Loads Lateral Loads

10006 lbs 5610 lbs 113 plf

0 lbs 6600 lbs 30 plf

Design Output fa fb fs Stress

Ratiospsi psi psi

43 47 4071 0.20

61 101 8861 0.34

59 88 7664 0.32

47 47 4071 0.22

59 128 11220 0.38

59 47 4107 0.26

26 82 7185 0.20

26 26 2299 0.12

60 271 23703 0.59

28 209 18251 0.40

60 88 7660 0.32

28 270 23566 0.49

Project: Sheet:

Job#:

Wall Analyzed

Opening Input Data

Length

Height t

E v

Story Force Data

[ft] [k]

11 100

150.75 0 3.333 7

Pier 12

Pier 11

Pier 10

Height

[ft]

11.5

Width

[ft]

160.5

Pier

Overall

[k/in]

14730

13652

18059

[in]

0.01

0.00

0.01

0.00

0.5

11.0

Pier 15

128.917 0 8.33 11

Pier 14

1150.0013767.06.4

7.0

10.7

7.5

7.3

910.01141

290.0075427.021.6

4.0

38.5

23.3

Pier 5

Pier 6

122.5 3.333

0.003937.03.1Pier 13

117.92 0 3.333 7

20.083 11

0 7 Pier 7

Pier 8

Pier 9

93 0 3.333 7

3 11

0.001442

3 48.67 0 3.5 7

4.0

160.5

10.5

20.5

32.3

Pier 1

Pier 2

Pier 3

Pier 4

59.67 0 3.33 7

ID #

Left Bot

35 0

70.33 0

Wall Input Data

1315.1 ft^2

0.20

1350 ksi

7.625 in

11.5 ft

Ie/Ig 0.70

Area

0.002297

710.002367.02.6

7.01.2

15130.0038627.013.5

[psi]

[k]

Shear Wall Analysis

File Name Existing Wall Line

160.5 ft StressForceDeflR

Wall Pier Rigity Output Data

[ft] [ft] [ft] [ft]

Width Height

10.5 0 4 11

SUU Nursing Remodel 260035

3/13/26

2766 South Main Street • SLC, Utah 84115

Phone: 801.355.5656 • Fax: 801.355.5950

EJG

Project: Sheet:

Job#:

Date:

By:

Wall Rigidity Analysis

Pier 1

Pier 2 Pier 3 Pier 4 Pier 5 Pier 6

Pier 7 Pier 8Pier 9 Pier 10 Pier 11 Pier 12Pier 13 Pier 14 Pier 15

S 4 S

S 8 S

100.0 k

Base

3/13/26

2766 South Main Street • SLC, Utah 84115

Phone: 801.355.5656 • Fax: 801.355.5950

EJG

Project: Sheet:

Job#:

Date:

By:

WALL FORCE OUTPUT DATA

Wall Pier Force Summary

ID # Width Height Bottom Forces Top Forces

[ft] [ft] P [k] V [k] M [k-ft] P [k] V [k] M [k-ft]

1 160.5 0.5 0 0 0 0 0 0

2 10.5 11.0 1 7 70 1 7 -6

3 20.5 11.0 0 16 162 0 16 -20

4 32.3 4.0 -1 27 92 -1 27 -15

5 38.5 4.0 0 33 129 0 33 -1

6 23.3 4.0 0 17 68 0 17 -2

7 10.7 7.0 5 10 61 5 10 -10

8 7.5 7.0 1 10 40 1 10 -30

9 7.3 7.0 -7 7 44 -7 7 -2

10 2.6 7.0 6 1 6 6 1 -2

11 21.6 7.0 -1 29 169 -1 29 -32

12 1.2 7.0 -1 1 3 -1 1 -2

13 3.1 7.0 -4 2 9 -4 2 -5

14 13.5 7.0 5 13 95 5 13 5

15 6.4 7.0 -5 5 24 -5 5 -8

Wall Spandrel Force Summary

ID # Width Height Left Forces Right Forces

[ft] [ft] P [k] V [k] M [k-ft] P [k] V [k] M [k-ft]

1 4.0 0.5 -1 1 1 -1 1 -2

2 3.0 0.5 1 1 1 1 1 -1

3 3.5 4.5 2 5 11 2 5 -9

4 3.3 4.5 5 7 9 5 7 -14

5 20.1 0.5 5 0 1 -5 0 -1

6 3.3 4.5 -8 6 14 -8 6 -5

7 3.3 4.5 5 4 11 5 4 -4

8 3.3 4.5 3 4 1 3 4 -12

9 8.3 0.5 1 0 1 -2 0 -1

10 3.3 4.5 0 5 8 0 5 -10

Wall Story Force Summary

ID Height Force Delta Drift Rigidity

[ft] [k] [in] [in] [k/in]

1 11.0 100.0 0.01 0.01 14783

Wall Analyzed

Opening Input Data

Length

Height t

E v

Story Force Data

[ft] [k]

11 100

150.75 0 3.333 7

110.25 0 3.5 7

Pier 12

Pier 11

Pier 10

Height

[ft]

11.5

Width

[ft]

160.5

Pier

Overall

[k/in]

13373

13630

17332

[in]

0.01

0.00

0.01

0.00

0.5

11.0

6.4

Pier 15

Pier 16

128.917 0 8.33 11

1150.0013807.0

Pier 14

15130.0038527.013.5

7.0

10.7

7.5

7.3

2050.01916

220.0045297.013.9

4.0

38.5

23.3

Pier 5

Pier 6

122.5 3.333

0.011357.01.2Pier 13

117.92 0 3.333 7

20.083 11

0 7 Pier 7

Pier 8

Pier 9

93 0 3.333 7

3 11

0.001439

3 48.67 0 3.5 7

4.0

160.5

10.5

20.5

32.3

Pier 1

Pier 2

Pier 3

Pier 4

59.67 0 3.33 7

ID #

Left Bot

35 0

70.33 0

Wall Input Data

1290.6 ft^2

0.20

1350 ksi

7.625 in

11.5 ft

Ie/Ig 0.70

Area

0.002297

910.012567.02.6

7.04.2

1220.013967.03.1

[psi]

[k]

Shear Wall Analysis

File Name Existing Wall Line with new opening

160.5 ft StressForceDeflR

Wall Pier Rigity Output Data

[ft] [ft] [ft] [ft]

Width Height

10.5 0 4 11

SUU Nursing Remodel 260035

3/13/26

2766 South Main Street • SLC, Utah 84115

Phone: 801.355.5656 • Fax: 801.355.5950

EJG

Project: Sheet:

Job#:

Date:

By:

Wall Rigidity Analysis

Pier 1

Pier 2 Pier 3 Pier 4 Pier 5 Pier 6

Pier 7 Pier 8Pier 9 Pier 10Pier 11Pier 12Pier 13Pier 14 Pier 15 Pier 16

S 4 S

S 9 S

100.0 k

Base

13373/14730 = 0.91 < 10% reduction in rigidity

3/13/26

2766 South Main Street • SLC, Utah 84115

Phone: 801.355.5656 • Fax: 801.355.5950

EJG

Project: Sheet:

Job#:

Date:

By:

WALL FORCE OUTPUT DATA

Wall Pier Force Summary

ID # Width Height Bottom Forces Top Forces

[ft] [ft] P [k] V [k] M [k-ft] P [k] V [k] M [k-ft]

1 160.5 0.5 0 0 0 0 0 0

2 10.5 11.0 1 7 70 1 7 -6

3 20.5 11.0 0 16 162 0 16 -20

4 32.3 4.0 -1 27 92 -1 27 -15

5 38.5 4.0 0 32 126 0 32 -2

6 23.3 4.0 0 18 70 0 18 -2

7 10.7 7.0 5 10 61 5 10 -10

8 7.5 7.0 1 10 40 1 10 -30

9 7.3 7.0 -7 7 45 -7 7 -2

10 2.6 7.0 6 1 7 6 1 -3

11 13.9 7.0 -1 22 119 -1 22 -34

12 4.2 7.0 -2 5 21 -2 5 -17

13 1.2 7.0 0 1 3 0 1 -3

14 3.1 7.0 -4 2 11 -4 2 -6

15 13.5 7.0 5 13 98 5 13 6

16 6.4 7.0 -5 5 25 -5 5 -8

Wall Spandrel Force Summary

ID # Width Height Left Forces Right Forces

[ft] [ft] P [k] V [k] M [k-ft] P [k] V [k] M [k-ft]

1 4.0 0.5 -1 1 1 -1 1 -2

2 3.0 0.5 1 1 1 1 1 -1

3 3.5 4.5 2 6 11 2 6 -9

4 3.3 4.5 5 7 9 5 7 -14

5 20.1 0.5 5 0 1 -5 0 -1

6 3.3 4.5 -7 6 14 -7 6 -7

7 3.5 4.5 4 6 12 4 6 -8

8 3.3 4.5 4 4 9 4 4 -5

9 3.3 4.5 2 4 0 2 4 -13

10 8.3 0.5 0 0 1 -2 0 -1

11 3.3 4.5 0 5 8 0 5 -10

Wall Story Force Summary

ID Height Force Delta Drift Rigidity

[ft] [k] [in] [in] [k/in]

1 11.0 100.0 0.01 0.01 13873

Concrete Beam

DESCRIPTION: Existing Slab at new opening

Project File: 260035.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

CODE REFERENCES

Calculations per ACI 318-19, IBC 2021 Load Combination Set : ASCE 7-16

General Information 3.0

145.0

Elastic Modulus 3,122.0 ksi

60.0 29,000.0

40.0 29,000.0

= 0.90 0.750 f'c ksi fy - Main Rebar

Density

1/2 fr =7.5 * * f'c 410.792 pcf

E - Main Rebar ksi psi

= 1.0LtWt Factor Fy - Stirrups ksi

E - Stirrups ksi

0.850

Shear :

Stirrup Bar Size #

Number of Resisting Legs Per Stirrup

Phi Values Flexure :

Seismic Design Category = A

.Cross Section & Reinforcing Details Rectangular Section, Width = 18.0 in, Height = 6.0 in Span #1 Reinforcing

3-#5 at 1.50 in from Bottom, from 0.0 to 14.0 ft in this span

Load for Span Number 1 Uniform Load : D = 0.0850, L = 0.10 ksf, Tributary Width = 2.0 ft

.Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.788 : 1

Span # where maximum occurs Span # 1 Location of maximum on span 7.013 ft

Mn * Phi : Allowable 16.289 k-ft

Typical SectionSection used for this span Mu : Applied 12.838 k-ft

Maximum Deflection

0 <360.0

Ratio = 0 <180.0

Max Downward Transient Deflection 0.267 in 629Ratio = >=360.0 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.921 in Ratio = >=180.0 Max Upward Total Deflection 0.000 in

L Only L Only Span: 1 : +D+L Span: 1 : +D+L

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

Max Upward from all Load Conditions 2.590 2.590 Max Upward from Load Combinations 2.590 2.590 Max Upward from Load Cases 1.400 1.400 D Only 1.190 1.190 +D+L 2.590 2.590 +D+0.750L 2.240 2.240 +0.60D 0.714 0.714

DESCRIPTION: Existing Slab at new opening

Project File: 260035.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Shear Stirrup Requirements Between 0.00 to 0.64 ft, Max spacing per T9.7.6.2.2, use #3 stirrups spaced at 2 in Between 0.66 to 13.34 ft, Ties Not Req'd, Stirrups are not required.

Between 13.36 to 13.97 ft, Max spacing per T9.7.6.2.2, use #3 stirrups spaced at 2 in

.Detailed Shear Information

Load Combination VuSpan Distance 'd' Vu /

Provision Vc Eqn VcSpacing

(ft) (k)(in) (T22.5.5.1)Req'd (in)Number Vn Spacing

(k) (k) Vs Vn

(k) Av, min Req'd?

+1.20D+1.60L 1 0.00 4.50 3.67 2.25 6.65 13.20 19.85 Eqn (a) Max spacing per T9.7.6.2.20.185Yes +1.20D+1.60L 1 0.15 4.50 3.59 2.25 6.65 13.20 19.85 Eqn (a) Max spacing per T9.7.6.2.20.181Yes +1.20D+1.60L 1 0.31 4.50 3.51 2.25 6.65 13.20 19.85 Eqn (a) Max spacing per T9.7.6.2.20.177Yes +1.20D+1.60L 1 0.46 4.50 3.43 2.25 6.65 13.20 19.85 Eqn (a) Max spacing per T9.7.6.2.20.173Yes +1.20D+1.60L 1 0.61 4.50 3.35 2.25 6.65 13.20 19.85 Eqn (a) Max spacing per T9.7.6.2.20.169Yes +1.20D+1.60L 1 0.77 4.50 3.27 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.544No +1.20D+1.60L 1 0.92 4.50 3.19 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.531No +1.20D+1.60L 1 1.07 4.50 3.11 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.517No +1.20D+1.60L 1 1.22 4.50 3.03 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.504No +1.20D+1.60L 1 1.38 4.50 2.95 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.491No +1.20D+1.60L 1 1.53 4.50 2.87 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.477No +1.20D+1.60L 1 1.68 4.50 2.79 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.464No +1.20D+1.60L 1 1.84 4.50 2.71 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.451No +1.20D+1.60L 1 1.99 4.50 2.63 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.437No +1.20D+1.60L 1 2.14 4.50 2.55 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.424No +1.20D+1.60L 1 2.30 4.50 2.47 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.411No +1.20D+1.60L 1 2.45 4.50 2.39 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.397No +1.20D+1.60L 1 2.60 4.50 2.31 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.384No +1.20D+1.60L 1 2.75 4.50 2.22 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.370No +1.20D+1.60L 1 2.91 4.50 2.14 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.357No +1.20D+1.60L 1 3.06 4.50 2.06 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.344No +1.20D+1.60L 1 3.21 4.50 1.98 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.330No +1.20D+1.60L 1 3.37 4.50 1.90 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.317No +1.20D+1.60L 1 3.52 4.50 1.82 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.304No +1.20D+1.60L 1 3.67 4.50 1.74 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.290No +1.20D+1.60L 1 3.83 4.50 1.66 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.277No +1.20D+1.60L 1 3.98 4.50 1.58 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.264No +1.20D+1.60L 1 4.13 4.50 1.50 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.250No +1.20D+1.60L 1 4.28 4.50 1.42 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.237No +1.20D+1.60L 1 4.44 4.50 1.34 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.224No +1.20D+1.60L 1 4.59 4.50 1.26 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.210No +1.20D+1.60L 1 4.74 4.50 1.18 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.197No +1.20D+1.60L 1 4.90 4.50 1.10 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.184No +1.20D+1.60L 1 5.05 4.50 1.02 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.170No +1.20D+1.60L 1 5.20 4.50 0.94 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.157No +1.20D+1.60L 1 5.36 4.50 0.86 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.144No +1.20D+1.60L 1 5.51 4.50 0.78 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.130No +1.20D+1.60L 1 5.66 4.50 0.70 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.117No +1.20D+1.60L 1 5.81 4.50 0.62 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.103No +1.20D+1.60L 1 5.97 4.50 0.54 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.090No +1.20D+1.60L 1 6.12 4.50 0.46 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.077No +1.20D+1.60L 1 6.27 4.50 0.38 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.063No +1.20D+1.60L 1 6.43 4.50 0.30 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.050No +1.20D+1.60L 1 6.58 4.50 0.22 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.037No +1.20D+1.60L 1 6.73 4.50 0.14 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.023No +1.20D+1.60L 1 6.89 4.50 0.06 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.010No +1.20D+1.60L 1 7.04 4.50 -0.02 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.003No +1.20D+1.60L 1 7.19 4.50 -0.10 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.017No +1.20D+1.60L 1 7.34 4.50 -0.18 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.030No +1.20D+1.60L 1 7.50 4.50 -0.26 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.043No +1.20D+1.60L 1 7.65 4.50 -0.34 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.057No +1.20D+1.60L 1 7.80 4.50 -0.42 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.070No +1.20D+1.60L 1 7.96 4.50 -0.50 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.083No +1.20D+1.60L 1 8.11 4.50 -0.58 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.097No +1.20D+1.60L 1 8.26 4.50 -0.66 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.110No +1.20D+1.60L 1 8.42 4.50 -0.74 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.123No +1.20D+1.60L 1 8.57 4.50 -0.82 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.137No +1.20D+1.60L 1 8.72 4.50 -0.90 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.150No +1.20D+1.60L 1 8.87 4.50 -0.98 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.164No +1.20D+1.60L 1 9.03 4.50 -1.06 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.177No +1.20D+1.60L 1 9.18 4.50 -1.14 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.190No +1.20D+1.60L 1 9.33 4.50 -1.22 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.204No +1.20D+1.60L 1 9.49 4.50 -1.30 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.217No

DESCRIPTION: Existing Slab at new opening

Project File: 260035.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Detailed Shear Information

Load Combination VuSpan Distance 'd' Vu /

Provision Vc Eqn VcSpacing

(ft) (k)(in) (T22.5.5.1)Req'd (in)Number Vn Spacing

(k) (k) Vs Vn

(k) Av, min Req'd?

+1.20D+1.60L 1 9.64 4.50 -1.38 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.230No +1.20D+1.60L 1 9.79 4.50 -1.46 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.244No +1.20D+1.60L 1 9.95 4.50 -1.54 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.257No +1.20D+1.60L 1 10.10 4.50 -1.62 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.270No +1.20D+1.60L 1 10.25 4.50 -1.70 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.284No +1.20D+1.60L 1 10.40 4.50 -1.78 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.297No +1.20D+1.60L 1 10.56 4.50 -1.86 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.310No +1.20D+1.60L 1 10.71 4.50 -1.94 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.324No +1.20D+1.60L 1 10.86 4.50 -2.02 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.337No +1.20D+1.60L 1 11.02 4.50 -2.10 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.350No +1.20D+1.60L 1 11.17 4.50 -2.18 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.364No +1.20D+1.60L 1 11.32 4.50 -2.26 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.377No +1.20D+1.60L 1 11.48 4.50 -2.35 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.391No +1.20D+1.60L 1 11.63 4.50 -2.43 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.404No +1.20D+1.60L 1 11.78 4.50 -2.51 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.417No +1.20D+1.60L 1 11.93 4.50 -2.59 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.431No +1.20D+1.60L 1 12.09 4.50 -2.67 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.444No +1.20D+1.60L 1 12.24 4.50 -2.75 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.457No +1.20D+1.60L 1 12.39 4.50 -2.83 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.471No +1.20D+1.60L 1 12.55 4.50 -2.91 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.484No +1.20D+1.60L 1 12.70 4.50 -2.99 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.497No +1.20D+1.60L 1 12.85 4.50 -3.07 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.511No +1.20D+1.60L 1 13.01 4.50 -3.15 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.524No +1.20D+1.60L 1 13.16 4.50 -3.23 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.537No +1.20D+1.60L 1 13.31 4.50 -3.31 N/A 6.01 0.00 6.01 Eqn (b) Ties Not Req'd0.551No +1.20D+1.60L 1 13.46 4.50 -3.39 2.25 6.65 13.20 19.85 Eqn (a) Max spacing per T9.7.6.

This is the start of the file's text. The full file is on GovTribe.

File details come from the government source that posted it. Updated Jul 21, 2026.