4-4-CS27009-Stage II-26360490-Approved Structural Calcs.pdf

Phone: 801.229.9020 Email: info@acuteeng.com

Structural Calculations

Project Name:

Project Location: 206 West 5700 South Washington Terrace, Utah 84405

Project Number: 4020426 Date:

CORE Architecture Northern Utah Veterans Cemetery 4020426 - Admin Building

7/16/2026

This report is for the project and location listed. It may not be revised, copied or reproduced without written consent.

ENGIN

EER S

TAM

P

7/30/26DIVISION OF FACILITIES

CONSTRUCTION AND

MANAGEMENT

REVIEWED FOR

CODE COMPLIANCE

THOMAS PETERSON

08/13/2026

CORE Architecture Northern Utah Veterans Cemetery 4020426 - Admin Building 206 West 5700 South

Washington Terrace, Utah 84405 7/16/2026

Project Name:

Project Location: 206 West 5700 South Washington Terrace, Utah 84405

Project Number: 4020426 Date:

Project information Address / location * = 206 West 5700 South Area / subdivision

Area / subdiv. No. 1 = Washington Terrace - Northern Utah Veterans Cemetery City, county = Washington Terrace (Weber county) State, Zip Code = Utah 84405

* The structural calculations report and corresponding construction documents are valid for a single use at the project location and shall not be reused, copied, or reproduced without written consent.

Jurisdiction / occupancy information Jurisdiction = Utah Building code = Utah Code, Title 15A Model building code = 2024 IBC 2024 IBC 101.2 Use and occupancy classification = Institutional (I) Risk category = Not risk categories I, III, IV (II) ** Building code compliance of non-structural issues is not addressed. Refer to the architect or designer for compliance.

CORE Architecture Northern Utah Veterans Cemetery 4020426 - Admin Building

7/16/2026

Washington Terrace, Utah 84405 7/16/2026

Environmental load parameters Earthquake

Latitude, longitude = 41.16078, -111.98731 Mapped short period Ss = 1.48 USGS Seismic Design Geodatabase Mapped 1-sec. period S1 = 0.52 USGS Seismic Design Geodatabase

Wind Basic design wind speed V = 103 mph 2024 IBC Figure 1609.3(1-4) Exposure category = C 2024 IBC 1609.4.3

Soil Geotechnical design basis †

Area / subdiv. No. 1 = Northern Utah Veterans Cemetery report, CMT Technical Services No. 105216, 10 JUN 2026 (CORE Architecture) Minimum frost cover = 30 in. 2024 IBC 1809.5 Site class = E Special requirements =

Lateral active press. = 35 psf/ft Lateral at-rest press. = 55 psf/ft Lateral passive press. = 425 psf/ft Coeff. of friction = 0.3 Allow. vert. bearing Qa = 2000 psf Min. cont. footing = 24 in.

Min. spot footing = 24 in.

† It is recommended that a geotechnical investigation be conducted unless satisfactory data from adjacent areas is available that demonstrates an investigation is not necessary for any of the conditions in 2024 IBC 1803.5 (1-12).

The structural calculations report and corresponding construction documents are only valid for the soil parameters listed herein. The design professional in responsible charge shall be notified if observations or field conditions differ.

Snow Elevation (max) = 4580 ft Flat roof snow load Pf = 50 psf Jurisdiction

Rain 15-min. rainfall intensity = in/hr 60-min. rainfall intensity = in/hr

Deferred submittals Prefabricated metal plate wood roof trusses

These values are for a mat footing design.

Washington Terrace, Utah 84405 7/16/2026

LOAD SETS

Roof dead loads (2024 IBC 1606, ASCE 7-22 Table C3.1-1a) Asphalt shingles = 2 psf ASCE 7-22 Table C3.1-1a Felt or ready roofing, roof sheathing = 3 psf ASCE 7-22 Table C3.1-1a Wood trusses, misc = 5 psf Estimated Insulation, gypsum sheathing = 5 psf ASCE 7-22 Table C3.1-1a

Wood Framed Roof w/ Asphalt shingles Total = 15 psf

Washington Terrace, Utah 84405 7/16/2026

Floor dead loads (2024 IBC 1606, ASCE 7-22 Table C3.1-1a)

= 0 psf = 0 psf = 0 psf = 0 psf

Wood Floor System Total = 0 psf

= 0 psf Total = 0 psf

Wall dead loads (2024 IBC 1606, ASCE 7-22 Table C3.1-1a) Interior partition walls = 10 psf ASCE 7-22 12.7.2.2 Masonry walls: 8" CMU partially grouted 32"o.c. = 50 psf ASCE 7-22 Table C3.1-1a Masonry walls: 8" CMU fully grouted = 87 psf ASCE 7-22 Table C3.1-1a

Washington Terrace, Utah 84405 7/16/2026

Roof live loads

(2024 IBC 1607)

Occupancy or use Unif. (psf) Conc. (lb) Ref.

Roofs (ordinary construction) = 20 300 2024 IBC Table 1607.1 No. 28

Load sets

Live load (occupancy or use) (psf) Dead load (psf) Abbrev.

Flat Roof Snow 50 Wood Framed Roof w/ Asphalt shingles15 S 50 15 Unbalanced 59 Wood Framed Roof w/ Asphalt shingles15 Su 59 15

Deflection limits (L/limit)

(2024 IBC 1604.3.1)

Construction L S or W D+L Roof members = 360 240 Floor members (joists) = 480 240 Floor members (beams/headers) = 360 240

Washington Terrace, Utah 84405 7/16/2026

SNOW CALCULATIONS

Ground snow loads

(ASCE 7-22 7.2)

Basis = ASCE Design Ground Snow Load Geodatabase Elevation = 4580 ft Ground snow load Pg = 59 psf

Flat roof snow loads

(ASCE 7-22 7.3)

Basis = Jurisdiction Roof exposure definition =

Roof exposure = Partial ASCE 7-22 Table 7.3-1 (notes a,b) Surface Roughness = C Exposure factor Ce = 1 ASCE 7-22 Table 7.3-1 Roof thermal condition =

Thermal factor Ct = 1.19 ASCE 7-22 Table 7.3-2 Risk category = II Winter Wind Parameter W2 = 0.25 ASCE Design Ground Snow Load Geodatabase Flat roof snow load (nominal) Pf = 50 psf Jurisdiction

Sloped roof snow loads

(ASCE 7-22 7.4)

Basis = Jurisdiction Roof surface =

Roof slope = 18.4 deg.

Roof slope factor Cs = 1.00 ASCE 7-22 C7.4 Eave snow load Peave = 50 psf ASCE 7-22 7.4.4 Balanced snow load Ps = 50 psf Jurisdiction

Unbalanced roof snow loads

(ASCE 7-22 7.6)

Hip and gable roofs

Eave to ridge distance W = ft Roof system = Truss Snow density gamma = 22 pcf ASCE 7-22 Equation 7.7-1 Drift Height Hd = 0 ft ASCE 7-22 Equation 7.6.1 Unbalanced snow load Pu = 59 psf ASCE 7-22 7.6.1

Multiple folded plate roofs (valley) Not applicable Ridge snow load Ps = 25 psf ASCE 7-22 7.6.3 Valley snow depth hv = 5 ft ASCE 7-22 7.6.3 Valley snow load Pv = 100 psf ASCE 7-22 7.6.3

Not fully exposed or sheltered (ASCE 7-22 Table 7.3-1, Notes a and b).

All other structures

Non-slippery (asphalt shingles, wood shingles, or shakes).

Washington Terrace, Utah 84405 7/16/2026

WIND CALCULATIONS

Design wind pressure (2024 IBC 1609, ASCE 7-22 Chap. 26) Terrain exposure

Surface roughness (upwind) =

Exposure category = C 2024 IBC 1609.4.3 Terrain exp. constant alpha = 9.8 ASCE 7-22 Table 26.11-1 Terrain exp. constant Zg = 2460 ASCE 7-22 Table 26.11-1 Terrain exp. constant Zmin = 15 ft ASCE 7-22 Table 26.11-1 Topographic factor Kzt = 1 ASCE 7-22 Chap. 26.8.2

Basic wind pressure Basic design wind speed V = 103 mph 2024 IBC Figures 1609.3(1-4) Structure type = Buildings - MWFRS Wind directionality factor Kd = 0.85 ASCE 7-22 Table 26.6-1 Risk category = II 2024 IBC Table 1604.5 Approx. fundamental freq. = 8 hz Structure type = Rigid ASCE 7-22 Chap. 26.2 Gust effect factor G = 0.85 ASCE 7-22 Chap. 26.11 Enclosure =

Roof pitch = 4:12 Internal pressure coeff. GCpi = 0.18 ASCE 7-22 Chap. 26.13, Table 26.13-1 Basic velocity pressure q = 20.02 psf ASCE 7-22 Equation 26.10-1

Directional Procedure: Components and cladding (ASCE 7-22 Chap. 30.3) Roof mean height h = 16.4 ft ASCE 7-22 Chap. 26.2 Effective wind area (wall components) Aeff = 48 sf Wind Directionality Factor Kd = 0.87 ASCE 7-22 Table 26.6-1 Velocity pressure qh = 20.02 psf ASCE 7-22 Equation 26.10-1 Pressure coefficients End (5) Interior (4)

Positive (wall) GCp = 0.88 0.88 ASCE 7-22 Figure 30.3-1 Negative (wall) GCp = -1.16 -0.98 ASCE 7-22 Figure 30.3-1 Maximum pressure (wall) max p = 23.25 20.13 psf ASCE 7-22 Equation 30.3-1 Positive (roof) GCp = 0.60 0.60 ASCE 7-22 Equation 30.3-1 Negative (roof) GCp = -3.60 -2.70 ASCE 7-22 Equation 30.3-1 Maximum pressure (roof) max p = 65.60 49.98 psf ASCE 7-22 Equation 30.3-1

Open terrain with scattered obstructions having heights generally less than 30 ft

Enclosed (A building having less than 4 sq ft of openings in each wall)

Washington Terrace, Utah 84405 7/16/2026

Elevation Geometry

Trib. Max roof Level Height (ft) Front Side Elev. (ft) Gable Sloped Gable Sloped 1 6.2 36.58 36 20 237.77 128.03 234 126

Directional Procedure: MWFRS external pressure coefficients (ASCE 7-22 Chap. 26.10, Figure 27.3-1 weighted Cp for sloped / gabled area)

Level Roof Level Max Cp Min Cp Max Cp Min Cp Max Cp Min Cp Max Cp Min Cp 1 0.50 0.34 -0.53 -0.53 0.50 0.34 -0.52 -0.52

Windward Leeward Side Windward Leeward Side Walls 0.80 -0.50 -0.70 0.80 -0.50 -0.70

Directional Procedure: MWFRS wind pressures (ASCE 7-22 Chap. 26.10.1, Table 26.10-1))

Level Elev. (ft) Kz qz*Kd (psf) +GCpi -GCpi Total +GCpi -GCpi Total Walls - Leeward Max h 12.83 0.85 16.65 -10.07 -4.08 -10.03 -4.03 Walls - Windward 1 12.83 0.85 16.65 8.32 14.32 18.39 8.32 14.32 18.35 Roofs - Leeward 1 20.00 0.90 17.65 -11.06 -4.70 -11.03 -4.67 Roofs - Windward 1 20.00 0.90 17.65 1.86 10.61 15.32 1.88 10.62 15.29

Directional Procedure: Wind Lateral Loads (ASCE 7-22 Chap. 27.2-27.3)

Walls Roof Fx (ASD) Vx (ASD) Walls Roof Fx (ASD) Vx (ASD) Level (lb) (lb) (lb) (lb) (lb) (lb) (lb) (lb) 1 2,489 3,362 5,851 5,851 2,443 3,303 5,747 5,747

Front Side

Windward Leeward Windward Leeward

Front pressure (psf) Side pressure (psf)

Horiz. dim. (ft) Front Proj. A (sf) Side Proj. A (sf)

Front, Cp Side, Cp

Washington Terrace, Utah 84405 7/16/2026

SEISMIC CALCULATIONS

Seismic Design Criteria (2024 IBC 1613.1, ASCE 7-22 Chap. 11) Mapped acceleration parameters

Latitude = 41.161 Longitude = -111.987 MCE short period Ss = 1.48 g MCE 1.0 sec. period S1 = 0.52 g

Design acceleration parameters Site class = E Adjusted short period SMS = 1.560 Adjusted 1.0 sec. period SM1 = 1.100 Design short period SDS = 1.040 Design 1.0 sec. period SD1 = 0.733 Design Response Acceleration Sa = 0.970 Risk category = II IBC Seismic design category = D

Multi-Period Response Spectrum Values T(s) Sa(g)

0 0.35

0.01 0.35

0.02 0.35

0.03 0.34

0.05 0.36

0.075 0.44

0.1 0.51

0.15 0.63

0.2 0.73

0.25 0.81

0.3 0.88

0.4 0.94

0.5 0.97

0.75 0.87

1 0.81

1.5 0.69 2 0.6 3 0.38 4 0.23 5 0.16

7.5 0.068 10 0.039

Dead loads (2024 IBC 1606; ASCE 7-22 Chap. 12.7.2, Table C3.1-1a)

Effective seismic snow weight = 8 psf ASCE 7-22 12.7.2 Wood Framed Roof w/ Asphalt shingles = 15 psf Wood Floor System = 0 psf Partition Load = 10 psf Masonry walls: 8" CMU partially grouted 32"o.c. = 50 psf Masonry walls: 8" CMU fully grouted = 87 psf

Washington Terrace, Utah 84405 7/16/2026

Equivalent Lateral Force Procedure (ASCE 7-22 Chap. 12.8)

Primary LFRS Basic structural system = Bearing wall systems Seismic force-resisting system = Light-frame wood walls (wood sheathing) Structural design parameters

Response modification factor R = 6.5 ASCE 7-22 Table 12.2-1 No. A16 System overstrength factor Omega = 3 ASCE 7-22 Table 12.2-1 No. A16 Deflection amplification factor Cd = 4 ASCE 7-22 Table 12.2-1 No. A16 Building height limit = 65 ft ASCE 7-22 Table 12.2-1 No. A16

Fundamental period Structure type = All other Approximate period parameter Ct = 0.02 ASCE 7-22 Table 12.8-2 Approximate period parameter x = 0.75 ASCE 7-22 Table 12.8-2 Height above base hn = 12.83 ft Approximate fundamental period Ta = 0.136 sec. ASCE 7-22 Equation 12.8-8 Approximate fundamental freq. n = 7.38 hz Long period transition period TL = 8 sec. ASCE 7-22 Figure 22-14 Structure period exponent k = 1 ASCE 7-22 12.8.3

Seismic base shear Seismic importance factor Ie = 1 ASCE 7-22 Table 1.5-2 Method to Calculate Cs Method = 1 ASCE 7-22 12.8.1.1 Seismic response coefficient Csmin = 0.046 ASCE 7-22 Equations 12.8-6,7

Csmax = Not Applicable ASCE 7-22 Equations 12.8-4,5 Cs = 0.149 ASCE 7-22 Equations 12.8-2,3

Seismic base shear (Nominal) V = 11247 lb ASCE 7-22 Equation 12.8-1

Weight Parameters

Total Permtr 1 Permtr 2 Area Weight Area Weight Weight

Trib. (ft) (ft) (sf) (psf) (sf) (psf) (lb) 2 0 0 0 0 23 0 10 0 1 6 146 0 1,320 23 0 10 75,365

Total 75,365

Seismic Lateral Loads (ASCE 7-22 Chap. 12.8.3)

Hx Fx LRFD ASD Level Height (ft) Floor (in) (ft) Cvx (lb) (lb) (lb)

2 0.0 0 12.83 0.0 0 0 0 1 12.3 0 12.83 1.0 11,247 11,247 7,873

Exterior Wall Roof Floor + Int Wall

Vx (Shear walls)

Washington Terrace, Utah 84405 7/16/2026

LFRS (SHEAR) CALCULATIONS

Level 1 - Transverse LFRS (2021 IBC 2305) Wind lateral load (ASD) = lb Seismic lateral load (ASD) = lb

Line 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 W = 2,925 2,048 878 E = 3,936 2,755 1,181

Opening (ft) Line L (ft) h (ft) b total h max Type Wind Allow Seismic Allow D (in.) T (lb)

1 15 12.33 0 0 SW1 139 365 187 261 0.93 0

1 6 12.33 0 0 SW1 139 355 187 254 1.26 693

2 21.83 12.33 3.5 5 SW1 112 365 150 261 0.73 0

3 14.08 12.33 3.5 5 SW1 83 365 112 261 0.55 0

1/2" A.B. @ 32" 1/2" A.B. @ 32"

Type Type 1/2" A.B. @ 32"

1/2" A.B. @ 32" STHD14

5,851 7,873

Wall segment LFRS Anchorage Hold-down

Washington Terrace, Utah 84405 7/16/2026

Level 1 - Longitudinal LFRS (2021 IBC 2305) Wind lateral load (ASD) = lb Seismic lateral load (ASD) = lb

Line A B C D E F G H I J K L M N O W = 2,873 747 747 1,379 E = 3,936 1,023 1,023 1,889

Opening (ft) Line L (ft) h (ft) b total h max Type Wind Allow Seismic Allow D (in.) T (lb)

A 31 12.33 7 5 SW1 120 365 164 261 0.79 0

B 10 12.33 3.5 5 SW1 115 365 157 261 0.80 0

C 7.83 12.33 0 0 SW1 95 365 131 261 0.68 0

D 11.08 12.33 0 0 SW1 124 365 171 261 0.86 01/2" A.B. @ 32"

1/2" A.B. @ 32" 1/2" A.B. @ 32" 1/2" A.B. @ 32"

Wall segment LFRS Anchorage Hold-down Type Type

5,747 7,873

Washington Terrace, Utah 84405 7/16/2026

DIAPHRAGMS

Sheathing analysis APA Engineered Wood Construction Guide, Form No. E30W (2016 APA)

Allow Location Label LL (psf) DL (psf) Size Rating LL (psf) Result Roof S 50 15 35 15 7/16" 24/16 41 OK 14% Upper Floor Su 59 15 41.3 15 3/4" 48/24 345 OK 88% Main Floor Su 59 15 41.3 15 3/4" 48/24 345 OK 88%

Diaphragm parameters

Minimum Seismic Wind Horz. Wind Horz. Sheathing

Level Fpx MWFRS dim. (ft) MWFRS dim. (ft) Thickness Edge 1 Edge 2 Blocking 1 10,973 5,851 36.58 5,747 36 7/16" 8d @ 6" 8d @ 6" Unblocked

Diaphragm analysis

Max Diaphragm Level Span (ft) Wind Seismic Line L (ft) Layout v (plf) Allow (plf) v (plf) Allow (plf) Transverse (front) direction 1 36.58 2,925 5,487 36 Case 1 81 323 152 230 Longitudinal (side) direction 1 36 2,873 5,487 36.58 Case 3 79 238 150 170

Transverse (front) Longitudinal (side) Diaphragm Nailing

Reaction Load (lb) Wind Seismic

Applied loads (OOP) Sheathing Support spacing (in.)

Washington Terrace, Utah 84405 7/16/2026

Chord Analysis

Max % Total Chord Level Span (ft) Depth (ft) Load Force (lb) Collector Type Allow (lb) Transverse (front) direction on Diaph.

1 36.58 36 100% 1,394 TP Splice (12) 16d 2,700 Longitudinal (side) direction 1 36 37 100% 1,350 TP Splice (12) 16d 2,700

Strut Analysis

Line Strut % Total Strut Level Length (ft) Length (ft) Load Force (lb) Collector Type Allow (lb) Transverse (front) direction 1 36 18 50% 2,743 TP Splice (12) 16d 2,700 Longitudinal (side) direction 0 1 36.58 18 50% 2,743 TP Splice (12) 16d 2,700

Washington Terrace, Utah 84405 7/16/2026

WALL CALCULATIONS

Wall Wall 1 2 X 6 DF Stud @ 16 in. o.c.

Section = 1 Level = Main Height = 11.71 ft Label = 2 X 6 DF Stud @ 16 in. o.c.

Result = OK Seismic Deflection

Vertical Load

Label LL (psf) DL (psf) Trib (ft) Line DL (plf) Total Capacity S 50 15 50 15 0 Su 59 15 59 15 13

Lateral out-of-plane (OOP) pressure Seismic = 20.8 psf H = 11.71 ft Stud Fac. 2021 SDPWS Table 3.1.1.1 = 1.35 s = 16 in. o.c. Wind zone = End Aeff = 15.6 sf Lateral out-of-plane (OOP) pressure = 26 psf Kz = 0.85 Combined axial / bending stress factor (CSF) = 0.44 qz = 19.58 psf Lateral out-of-plane deflection (L/Defl.) = 498

Geometric Properties Combined Axial & Bending Width = 1.5 in. Cd = 1.60 Depth = 5.5 in. CF (Fb) = 1.00 S = 7.56 in.3 Fc* = 1360 psi Area = 8.25 in.2 Cp = 0.41 I = 20.8 in.4 F'c = 563 psi Weight = 26.8 lb fc = 35 psi Combo 5 Slenderness Ratio Ratio fc = 100 psi Combo 6 x-x axis = 25.5 y-y axis = 0.0 Seismic Forces Govern Design

Cr = 1.15 M (ASD) = 333 lb-ft

Column Stability F'b = 1288 psi CF (Fc) = 1.00 fb = 528 psi Cd = 1.15 Fc = 850 psi CSF = 0.44 Combo 5 c = 0.8 CSF = 0.37 Combo 6 FcEx = 642 psi CSF = 0.4 Combo 7 FcEy = 0 psi Fc* = 978 psi Seismic Deflection Cp = 0.53 Deflection = 0.28 in.

F'c = 522 psi fc = 122 psi

Vertical Load (plf)

0 752 3,213

Washington Terrace, Utah 84405 7/16/2026

Summary RB 01 (2) 2 X 8 [DF #2] Mark = RB 01 Section = (2) 2 X 8 [DF #2] Left Cantilever = 2.5 ft Center Span = 7 ft Result = Section adequate by 15 % - Load Combo. No.3 DL + 0.7SL - Flexure

Distributed Loads

Load Start Load End Class LL (psf) DL (psf) Trib (ft) x1 (ft) Trib (ft) x2 (ft)

Roof 59 15 7.00 0.00 7.00 9.50

Dead Loads Beam Section Properties Self Weight BSW = 5 plf Width b = 3 in.

Depth d = 7.25 in.

Allowable Stress Area A = 22 in.2

Shear Stress Fv = 180 psi Shear Area As = 15 in.2 Bending Stress Fb = 900 psi Moment of Inertia I = 95 in.4

Beam Adjustment Factors Section Modulus S = 26 in.3 Load Duration Cd = 1.15 Form CF = 1.20 Beam Material Properties Repetitive Cr / Cv = 1.00 Modulus of Elasticity E = 1600000 psi

Load Reduction Factors Flexure Stiffness EI = 152000000 lb-in.2 Live Load LLRF = 1.00

Req'd bearing length = 1.39" 0.73" Deflection Criteria Support Reactions

Span DLD (in.) LLD (in.) Result TLD (in.) Result Left Right Center 0.03 0.10 56 % 0.13 63 % RLL (lb) 2,662 1,446 Cantilever 0.02 0.00 30 % 0.02 47 % FLL (lb) 0 0

DL (lb) 747 354 Strength Criteria Total (lb) 2,610 1,366

Condition Maximum Allowable Result Post Capacity Shear (lb) 1,353 3,002 55 % Left: 6 X 6 18834 lb Moment (lb-ft) 2,302 2,720 15 % Right: (2) 2 X 6 6895 lb

Washington Terrace, Utah 84405 7/16/2026

Summary RB 02 (2) 2 X 10 [DF #2] Mark = RB 02 Section = (2) 2 X 10 [DF #2] Span = 7.08 ft Result = Section adequate by 72 % - Load Combo. No.3 DL + 0.7SL - Flexure

Distributed Loads

Load Start Load End Class LL (psf) DL (psf) Trib (ft) x1 (ft) Trib (ft) x2 (ft)

Roof 50 15 2.00 0.00 2.00 7.08

Dead Loads Beam Section Properties Self Weight BSW = 7 plf Width b = 3 in.

Cont. Dead Load W = 75 plf Depth d = 9.25 in.

Allowable Stress Area A = 28 in.2 Shear Stress Fv = 180 psi Shear Area As = 19 in.2 Bending Stress Fb = 900 psi Moment of Inertia I = 198 in.4

Beam Adjustment Factors Section Modulus S = 43 in.3 Load Duration Cd = 1.15 Form CF = 1.10 Beam Material Properties Repetitive Cr / Cv = 1.00 Modulus of Elasticity E = 1600000 psi

Load Reduction Factors Flexure Stiffness EI = 317000000 lb-in.2 Live Load LLRF = 1.00

Req'd bearing length = 0.35" Deflection Criteria Support Reactions

Span DLD (in.) LLD (in.) Result TLD (in.) Result Left Right Center 0.03 0.01 95 % 0.03 91 % RLL (lb) 354 354

0.02 FLL (lb) 0 0

DL (lb) 401 401

Strength Criteria Total (lb) 649 649

Condition Maximum Allowable Result Post Capacity Shear (lb) 507 3,830 87 % Left: 2 X 6 (1) K 5120 lb Moment (lb-ft) 1,148 4,059 72 %

Washington Terrace, Utah 84405 7/16/2026

Summary RB 03 (2) 2 X 10 [DF #2] Mark = RB 03 Section = (2) 2 X 10 [DF #2] Span = 4 ft Result = Section adequate by 63 % - Load Combo. No.3 DL + 0.7SL - Flexure

Distributed Loads

Load Start Load End Class LL (psf) DL (psf) Trib (ft) x1 (ft) Trib (ft) x2 (ft)

Roof 59 15 13.00 0.00 13.00 4.00

Dead Loads Beam Section Properties Self Weight BSW = 7 plf Width b = 3 in.

Depth d = 9.25 in.

Allowable Stress Area A = 28 in.2

Shear Stress Fv = 180 psi Shear Area As = 19 in.2 Bending Stress Fb = 900 psi Moment of Inertia I = 198 in.4

Beam Adjustment Factors Section Modulus S = 43 in.3 Load Duration Cd = 1.15 Form CF = 1.10 Beam Material Properties Repetitive Cr / Cv = 1.00 Modulus of Elasticity E = 1600000 psi

Load Reduction Factors Flexure Stiffness EI = 317000000 lb-in.2 Live Load LLRF = 1.00

Req'd bearing length = 0.8" Deflection Criteria Support Reactions

Span DLD (in.) LLD (in.) Result TLD (in.) Result Left Right Center 0.03 0.01 93 % 0.01 93 % RLL (lb) 1,534 1,534

0.02 FLL (lb) 0 0

DL (lb) 424 424

Strength Criteria Total (lb) 1,498 1,498

Condition Maximum Allowable Result Post Capacity Shear (lb) 921 3,830 76 % Left: 2 X 6 (1) K 5120 lb Moment (lb-ft) 1,498 4,059 63 %

Washington Terrace, Utah 84405 7/16/2026

FOUNDATION

Foundation Walls and Footings ACI 318-19 Section 11

Section Wall Reinforcement Line Loads (plf) Point Loads (lbs) Cont. Footing Spot Footing Vertical Wall Height (ft) 5 Mu (lb-ft) 312 Vu (lb) 207 Roof 683 0 Mark Mark

#4 @18" O.C. Soil Height (ft) 4.5 φMn (lb-ft) 2341 φVn (lb) 4554 Live 0 0 FT24 - Horizontal Result 86.7% Result 95.46% Dead 1755 0 Brg. Press. Brg. Press

(5) #4 Soil Pressure (pcf) 30 Min As Check 15.74% 1,117 - Roof 0 1446 Mark Mark Live 0 0 SF24 Dead 0 5181 Brg. Press. Brg. Press

0 1,807 Vertical Wall Height (ft) 5 Mu (lb-ft) 312 Vu (lb) 207 Roof 0 4578 Mark Mark

#4 @18" O.C. Soil Height (ft) 4.5 φMn (lb-ft) 2341 φVn (lb) 4554 Live 0 0 FT24 - Horizontal Result 86.7% Result 95.46% Dead 1550 2028 Brg. Press. Brg. Press

(5) #4 Soil Pressure (pcf) 30 Min As Check 15.74% 1,560 -

3 FW1

Design Criteria Design Results

1 FW1

2 -

Washington Terrace, Utah 84405 7/16/2026

Continuous Footing Calculations ACI 318-19 Section 11

Mark Width 24 in. Loading One-Way Shear Bending Reinforcement Thick. 12 in. Qu = 2184 psf Vu = 0 lbs Mu = 485 lb-ft/ft Trans. #4 @ 9"

Length Cont. φVc = 4800 lbs φMn = 2500 lb-ft/ft Long. (3) #4 Result 1 Result 0.806

FT24

Washington Terrace, Utah 84405 7/16/2026

Spot Footing Calculations ACI 318-19 Section 11

Mark Width 24 in. Loading One-Way Shear Bending Two-Way Shear Reinforcement

Length 24 in. Qu = 2116 psf Vu = 529 lbs Mu = 941 lb-ft Vu = 5375 lbs Trans. (3) #4 Thick. 10 in. φVc = 11700 lbs φMn = 16597 lb-ft φVc = 56550 lbs Long. (3) #4

Result 0.955 Result 0.943 Result 0.905 Layers 1

SF24

Washington Terrace, Utah 84405 7/16/2026

APPENDIX

Company Designer Job Number Model Name

Acute Engineering

TGP

4020426 CORE Architecture Northern Uta…

Checked By : __________

7/17/2026

8:49:04 AM

RISA-3D Version 23 [ Covered Entry.r3d ] Page 1

Node Coordinates

Label X [ft] Y [ft] Z [ft] Detach From Diaphragm

1 N1 0 0 0 2 N2 0 0 8.67 3 N3 0 12.17 0 4 N4 0 12.17 8.67 5 N5 0 14.17 4.33 6 N6 7 0 0 7 N7 7 0 8.67 8 N8 7 12.17 0 9 N9 7 12.17 8.67

10 N10 7 14.17 4.33 11 N11 0 10.985568 11.240218 12 N14 0 10.983313 -2.569178

Node Boundary Conditions

Node Label X [k/in] Y [k/in] Z [k/in] X Rot [k-ft/rad] Y Rot [k-ft/rad] Z Rot [k-ft/rad]

1 N2 Reaction Reaction Reaction Reaction Reaction Reaction 2 N1 Reaction Reaction Reaction Reaction Reaction Reaction 3 N10 Reaction Reaction Reaction

Hot Rolled Steel Properties

Label E [ksi] G [ksi] Nu Therm. Coeff. [1e⁵°F⁻¹] Density [k/ft³] Yield [ksi] Ry Fu [ksi] Rt

1 A992 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1 2 A36 Gr.36 29000 11154 0.3 0.65 0.49 36 1.5 58 1.2 3 A572 Gr.50 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1 4 A500 Gr.B 29000 11154 0.3 0.65 0.527 46 1.4 58 1.3 5 A500 Gr.C 29000 11154 0.3 0.65 0.527 50 1.3 62 1.2 6 A53 Gr.B 29000 11154 0.3 0.65 0.49 35 1.6 60 1.2 7 A1085 29000 11154 0.3 0.65 0.49 50 1.25 65 1.15 8 A913 Gr.65 29000 11154 0.3 0.65 0.49 65 1.1 80 1.1

Hot Rolled Steel Section Sets

Label Shape Type Design List Material Design Rule Area [in²] Iyy [in⁴] Izz [in⁴] J [in⁴]

1 Bent HSS Beam HSS4X4X4 Beam Tube A500 Gr.C Typical 3.37 7.8 7.8 12.8 2 HSS Column HSS4X4X4 Column Tube A500 Gr.C Typical 3.37 7.8 7.8 12.8 3 HSS Ridge HSS10X6X4 Beam Tube A500 Gr.C Typical 7.1 44.1 96.9 96.7

Member Primary Data

Label I Node J Node Section/Shape Type Design List Material Design Rule

1 M3 N14 N5 Bent HSS Beam Beam Tube A500 Gr.C Typical 2 M4 N5 N11 Bent HSS Beam Beam Tube A500 Gr.C Typical 3 M5 N1 N3 HSS Column Column Tube A500 Gr.C Typical 4 M6 N2 N4 HSS Column Column Tube A500 Gr.C Typical 5 M7 N5 N10 HSS Ridge Beam Tube A500 Gr.C Typical

Design Size and Code Check Parameters

Label Max Axial/Bending Chk Max Shear Chk

1 Typical 1 1

Job Number Model Name

Acute Engineering

TGP

4020426 CORE Architecture Northern Uta…

Checked By : __________

7/17/2026

8:49:04 AM

RISA-3D Version 23 [ Covered Entry.r3d ] Page 2

Node Loads and Enforced Displacements (BLC 4 : ELX)

Node Label L, D, M Direction Magnitude [(k, k-ft), (in, rad), (k*s²/ft, k*s²*ft)]

1 N5 L X 0.17

Node Loads and Enforced Displacements (BLC 5 : ELZ)

Node Label L, D, M Direction Magnitude [(k, k-ft), (in, rad), (k*s²/ft, k*s²*ft)]

1 N5 L Z 0.17

Member Distributed Loads (BLC 1 : DL)

Member LabelDirectionStart Magnitude [k/ft, F, ksf, k-ft/ft]End Magnitude [k/ft, F, ksf, k-ft/ft]Start Location [(ft, %)]End Location [(ft, %)]

1 M4 Y -0.087 -0.087 0 %100 2 M3 Y -0.087 -0.087 0 %100

Member Distributed Loads (BLC 2 : RLL)

Member LabelDirectionStart Magnitude [k/ft, F, ksf, k-ft/ft]End Magnitude [k/ft, F, ksf, k-ft/ft]Start Location [(ft, %)]End Location [(ft, %)]

1 M3 Y -0.117 -0.117 0 %100 2 M4 Y -0.117 -0.117 0 %100

Member Distributed Loads (BLC 3 : SL)

Member LabelDirectionStart Magnitude [k/ft, F, ksf, k-ft/ft]End Magnitude [k/ft, F, ksf, k-ft/ft]Start Location [(ft, %)]End Location [(ft, %)]

1 M3 Y -0.292 -0.292 0 %100 2 M4 Y -0.292 -0.292 0 %100

Basic Load Cases

BLC Description Category Y Gravity Nodal Distributed

1 DL DL -1 2

2 RLL RLL 2

3 SL SL 2

4 ELX ELX 1

5 ELZ ELZ 1

6 WLX WLX

7 WLZ WLZ

Load Combinations

Description SolveP-DeltaBLCFactor BLC Factor BLC Factor BLC FactorBLCFactorBLCFactorBLCFactor

1 Deflection 1 Yes Y DL 1 2 Deflection 2 Yes Y SL 1 3 Deflection 3 Yes Y DL 1 LL 1 4 IBC 24/ASCE Strength 1a (a) Yes Y DL 1.4 NLX 1 5 IBC 24/ASCE Strength 1a (b) Yes Y DL 1.4 NLZ 1 6 IBC 24/ASCE Strength 1a (c) Yes Y DL 1.4 NLX -1 7 IBC 24/ASCE Strength 1a (d) Yes Y DL 1.4 NLZ -1 8 IBC 24/ASCE Strength 2a (1) (a) Yes Y DL 1.2 LL 1.6 LLS 1.6 RLL 0.5 NLX 1 9 IBC 24/ASCE Strength 2a (1) (b) Yes Y DL 1.2 LL 1.6 LLS 1.6 RLL 0.5 NLZ 1

10 IBC 24/ASCE Strength 2a (1) (c) Yes Y DL 1.2 LL 1.6 LLS 1.6 RLL 0.5 NLX -1 11 IBC 24/ASCE Strength 2a (1) (d) Yes Y DL 1.2 LL 1.6 LLS 1.6 RLL 0.5 NLZ -1 12 IBC 24/ASCE Strength 2a (2) (a) Yes Y DL 1.2 LL 1.6 LLS 1.6 SL 0.3 SLN 0.3 NLX 1 13 IBC 24/ASCE Strength 2a (2) (b) Yes Y DL 1.2 LL 1.6 LLS 1.6 SL 0.3 SLN 0.3 NLZ 1

Job Number Model Name

Acute Engineering

TGP

4020426 CORE Architecture Northern Uta…

Checked By : __________

7/17/2026

8:49:04 AM

RISA-3D Version 23 [ Covered Entry.r3d ] Page 3

Load Combinations (Continued)

Description SolveP-DeltaBLCFactor BLC Factor BLC Factor BLC FactorBLCFactorBLCFactorBLCFactor

14 IBC 24/ASCE Strength 2a (2) (c) Yes Y DL 1.2 LL 1.6 LLS 1.6 SL 0.3 SLN 0.3 NLX -1 15 IBC 24/ASCE Strength 2a (2) (d) Yes Y DL 1.2 LL 1.6 LLS 1.6 SL 0.3 SLN 0.3 NLZ -1 16 IBC 24/ASCE Strength 2a (3) (a) Yes Y DL 1.2 LL 1.6 LLS 1.6 NLX 1 17 IBC 24/ASCE Strength 2a (3) (b) Yes Y DL 1.2 LL 1.6 LLS 1.6 NLZ 1 18 IBC 24/ASCE Strength 2a (3) (c) Yes Y DL 1.2 LL 1.6 LLS 1.6 NLX -1 19 IBC 24/ASCE Strength 2a (3) (d) Yes Y DL 1.2 LL 1.6 LLS 1.6 NLZ -1 20 IBC 24/ASCE Strength 3a (1) (a) Yes Y DL 1.2 RLL 1.6 LL 0.5 LLS 1 NLX 1 21 IBC 24/ASCE Strength 3a (1) (b) Yes Y DL 1.2 RLL 1.6 LL 0.5 LLS 1 NLZ 1 22 IBC 24/ASCE Strength 3a (1) (c) Yes Y DL 1.2 RLL 1.6 LL 0.5 LLS 1 NLX -1 23 IBC 24/ASCE Strength 3a (1) (d) Yes Y DL 1.2 RLL 1.6 LL 0.5 LLS 1 NLZ -1 24 IBC 24/ASCE Strength 3a (3) (a) Yes Y DL 1.2 SL 1 SLN 1 LL 0.5 LLS 1 NLX 1 25 IBC 24/ASCE Strength 3a (3) (b) Yes Y DL 1.2 SL 1 SLN 1 LL 0.5 LLS 1 NLZ 1 26 IBC 24/ASCE Strength 3a (3) (c) Yes Y DL 1.2 SL 1 SLN 1 LL 0.5 LLS 1 NLX -1 27 IBC 24/ASCE Strength 3a (3) (d) Yes Y DL 1.2 SL 1 SLN 1 LL 0.5 LLS 1 NLZ -1 28 IBC 24/ASCE Strength 3a (2) (a) Yes Y DL 1.2 RLL 1.6 WLX 0.5 29 IBC 24/ASCE Strength 3a (2) (b) Yes Y DL 1.2 RLL 1.6 WLXP1 0.5 30 IBC 24/ASCE Strength 3a (2) (c) Yes Y DL 1.2 RLL 1.6 WLXP2 0.5 31 IBC 24/ASCE Strength 3a (2) (d) Yes Y DL 1.2 RLL 1.6 WLZ 0.5 32 IBC 24/ASCE Strength 3a (2) (e) Yes Y DL 1.2 RLL 1.6 WLZP1 0.5 33 IBC 24/ASCE Strength 3a (2) (f) Yes Y DL 1.2 RLL 1.6 WLZP2 0.5 34 IBC 24/ASCE Strength 3a (2) (g) Yes Y DL 1.2 RLL 1.6 WLX -0.5 35 IBC 24/ASCE Strength 3a (2) (h) Yes Y DL 1.2 RLL 1.6 WLXP1 -0.5 36 IBC 24/ASCE Strength 3a (2) (i) Yes Y DL 1.2 RLL 1.6 WLXP2 -0.5 37 IBC 24/ASCE Strength 3a (2) (j) Yes Y DL 1.2 RLL 1.6 WLZ -0.5 38 IBC 24/ASCE Strength 3a (2) (k) Yes Y DL 1.2 RLL 1.6 WLZP1 -0.5 39 IBC 24/ASCE Strength 3a (2) (l) Yes Y DL 1.2 RLL 1.6 WLZP2 -0.5 40 IBC 24/ASCE Strength 3a (4) (a) Yes Y DL 1.2 SL 1 SLN 1 WLX 0.5 41 IBC 24/ASCE Strength 3a (4) (b) Yes Y DL 1.2 SL 1 SLN 1 WLXP1 0.5 42 IBC 24/ASCE Strength 3a (4) (c) Yes Y DL 1.2 SL 1 SLN 1 WLXP2 0.5 43 IBC 24/ASCE Strength 3a (4) (d) Yes Y DL 1.2 SL 1 SLN 1 WLZ 0.5 44 IBC 24/ASCE Strength 3a (4) (e) Yes Y DL 1.2 SL 1 SLN 1 WLZP1 0.5 45 IBC 24/ASCE Strength 3a (4) (f) Yes Y DL 1.2 SL 1 SLN 1 WLZP2 0.5 46 IBC 24/ASCE Strength 3a (4) (g) Yes Y DL 1.2 SL 1 SLN 1 WLX -0.5 47 IBC 24/ASCE Strength 3a (4) (h) Yes Y DL 1.2 SL 1 SLN 1 WLXP1 -0.5 48 IBC 24/ASCE Strength 3a (4) (i) Yes Y DL 1.2 SL 1 SLN 1 WLXP2 -0.5 49 IBC 24/ASCE Strength 3a (4) (j) Yes Y DL 1.2 SL 1 SLN 1 WLZ -0.5 50 IBC 24/ASCE Strength 3a (4) (k) Yes Y DL 1.2 SL 1 SLN 1 WLZP1 -0.5 51 IBC 24/ASCE Strength 3a (4) (l) Yes Y DL 1.2 SL 1 SLN 1 WLZP2 -0.5 52 IBC 24/ASCE Strength 3a (6) (a) Yes Y DL 1.2 WLX 0.5 53 IBC 24/ASCE Strength 3a (6) (b) Yes Y DL 1.2 WLXP1 0.5 54 IBC 24/ASCE Strength 3a (6) (c) Yes Y DL 1.2 WLXP2 0.5 55 IBC 24/ASCE Strength 3a (6) (d) Yes Y DL 1.2 WLZ 0.5 56 IBC 24/ASCE Strength 3a (6) (e) Yes Y DL 1.2 WLZP1 0.5 57 IBC 24/ASCE Strength 3a (6) (f) Yes Y DL 1.2 WLZP2 0.5 58 IBC 24/ASCE Strength 3a (6) (g) Yes Y DL 1.2 WLX -0.5 59 IBC 24/ASCE Strength 3a (6) (h) Yes Y DL 1.2 WLXP1 -0.5 60 IBC 24/ASCE Strength 3a (6) (i) Yes Y DL 1.2 WLXP2 -0.5 61 IBC 24/ASCE Strength 3a (6) (j) Yes Y DL 1.2 WLZ -0.5 62 IBC 24/ASCE Strength 3a (6) (k) Yes Y DL 1.2 WLZP1 -0.5 63 IBC 24/ASCE Strength 3a (6) (l) Yes Y DL 1.2 WLZP2 -0.5 64 IBC 24/ASCE Strength 4a (1) (a) Yes Y DL 1.2 WLX 1 LL 0.5 LLS 1 RLL 0.5 65 IBC 24/ASCE Strength 4a (1) (b) Yes Y DL 1.2 WLXP1 1 LL 0.5 LLS 1 RLL 0.5 66 IBC 24/ASCE Strength 4a (1) (c) Yes Y DL 1.2 WLXP2 1 LL 0.5 LLS 1 RLL 0.5 67 IBC 24/ASCE Strength 4a (1) (d) Yes Y DL 1.2 WLZ 1 LL 0.5 LLS 1 RLL 0.5 68 IBC 24/ASCE Strength 4a (1) (e) Yes Y DL 1.2 WLZP1 1 LL 0.5 LLS 1 RLL 0.5

Job Number Model Name

Acute Engineering

TGP

4020426 CORE Architecture Northern Uta…

Checked By : __________

7/17/2026

8:49:04 AM

RISA-3D Version 23 [ Covered Entry.r3d ] Page 4

Load Combinations (Continued)

Description SolveP-DeltaBLCFactor BLC Factor BLC Factor BLC FactorBLCFactorBLCFactorBLCFactor

69 IBC 24/ASCE Strength 4a (1) (f) Yes Y DL 1.2 WLZP2 1 LL 0.5 LLS 1 RLL 0.5 70 IBC 24/ASCE Strength 4a (1) (g) Yes Y DL 1.2 WLX -1 LL 0.5 LLS 1 RLL 0.5 71 IBC 24/ASCE Strength 4a (1) (h) Yes Y DL 1.2 WLXP1 -1 LL 0.5 LLS 1 RLL 0.5 72 IBC 24/ASCE Strength 4a (1) (i) Yes Y DL 1.2 WLXP2 -1 LL 0.5 LLS 1 RLL 0.5 73 IBC 24/ASCE Strength 4a (1) (j) Yes Y DL 1.2 WLZ -1 LL 0.5 LLS 1 RLL 0.5 74 IBC 24/ASCE Strength 4a (1) (k) Yes Y DL 1.2 WLZP1 -1 LL 0.5 LLS 1 RLL 0.5 75 IBC 24/ASCE Strength 4a (1) (l) Yes Y DL 1.2 WLZP2 -1 LL 0.5 LLS 1 RLL 0.5 76 IBC 24/ASCE Strength 4a (2) (a) Yes Y DL 1.2 WLX 1 LL 0.5 LLS 1 SL 0.3 SLN 0.3 77 IBC 24/ASCE Strength 4a (2) (b) Yes Y DL 1.2 WLXP1 1 LL 0.5 LLS 1 SL 0.3 SLN 0.3 78 IBC 24/ASCE Strength 4a (2) (c) Yes Y DL 1.2 WLXP2 1 LL 0.5 LLS 1 SL 0.3 SLN 0.3 79 IBC 24/ASCE Strength 4a (2) (d) Yes Y DL 1.2 WLZ 1 LL 0.5 LLS 1 SL 0.3 SLN 0.3 80 IBC 24/ASCE Strength 4a (2) (e) Yes Y DL 1.2 WLZP1 1 LL 0.5 LLS 1 SL 0.3 SLN 0.3 81 IBC 24/ASCE Strength 4a (2) (f) Yes Y DL 1.2 WLZP2 1 LL 0.5 LLS 1 SL 0.3 SLN 0.3 82 IBC 24/ASCE Strength 4a (2) (g) Yes Y DL 1.2 WLX -1 LL 0.5 LLS 1 SL 0.3 SLN 0.3 83 IBC 24/ASCE Strength 4a (2) (h) Yes Y DL 1.2 WLXP1 -1 LL 0.5 LLS 1 SL 0.3 SLN 0.3 84 IBC 24/ASCE Strength 4a (2) (i) Yes Y DL 1.2 WLXP2 -1 LL 0.5 LLS 1 SL 0.3 SLN 0.3 85 IBC 24/ASCE Strength 4a (2) (j) Yes Y DL 1.2 WLZ -1 LL 0.5 LLS 1 SL 0.3 SLN 0.3 86 IBC 24/ASCE Strength 4a (2) (k) Yes Y DL 1.2 WLZP1 -1 LL 0.5 LLS 1 SL 0.3 SLN 0.3 87 IBC 24/ASCE Strength 4a (2) (l) Yes Y DL 1.2 WLZP2 -1 LL 0.5 LLS 1 SL 0.3 SLN 0.3 88 IBC 24/ASCE Strength 4a (3) (a) Yes Y DL 1.2 WLX 1 LL 0.5 LLS 1 89 IBC 24/ASCE Strength 4a (3) (b) Yes Y DL 1.2 WLXP1 1 LL 0.5 LLS 1 90 IBC 24/ASCE Strength 4a (3) (c) Yes Y DL 1.2 WLXP2 1 LL 0.5 LLS 1 91 IBC 24/ASCE Strength 4a (3) (d) Yes Y DL 1.2 WLZ 1 LL 0.5 LLS 1 92 IBC 24/ASCE Strength 4a (3) (e) Yes Y DL 1.2 WLZP1 1 LL 0.5 LLS 1 93 IBC 24/ASCE Strength 4a (3) (f) Yes Y DL 1.2 WLZP2 1 LL 0.5 LLS 1 94 IBC 24/ASCE Strength 4a (3) (g) Yes Y DL 1.2 WLX -1 LL 0.5 LLS 1 95 IBC 24/ASCE Strength 4a (3) (h) Yes Y DL 1.2 WLXP1 -1 LL 0.5 LLS 1 96 IBC 24/ASCE Strength 4a (3) (i) Yes Y DL 1.2 WLXP2 -1 LL 0.5 LLS 1 97 IBC 24/ASCE Strength 4a (3) (j) Yes Y DL 1.2 WLZ -1 LL 0.5 LLS 1 98 IBC 24/ASCE Strength 4a (3) (k) Yes Y DL 1.2 WLZP1 -1 LL 0.5 LLS 1 99 IBC 24/ASCE Strength 4a (3) (l) Yes Y DL 1.2 WLZP2 -1 LL 0.5 LLS 1

100 IBC 24/ASCE Strength 5a (a) Yes Y DL 0.9 WLX 1 101 IBC 24/ASCE Strength 5a (b) Yes Y DL 0.9 WLXP1 1 102 IBC 24/ASCE Strength 5a (c) Yes Y DL 0.9 WLXP2 1 103 IBC 24/ASCE Strength 5a (d) Yes Y DL 0.9 WLZ 1 104 IBC 24/ASCE Strength 5a (e) Yes Y DL 0.9 WLZP1 1 105 IBC 24/ASCE Strength 5a (f) Yes Y DL 0.9 WLZP2 1 106 IBC 24/ASCE Strength 5a (g) Yes Y DL 0.9 WLX -1 107 IBC 24/ASCE Strength 5a (h) Yes Y DL 0.9 WLXP1 -1 108 IBC 24/ASCE Strength 5a (i) Yes Y DL 0.9 WLXP2 -1 109 IBC 24/ASCE Strength 5a (j) Yes Y DL 0.9 WLZ -1 110 IBC 24/ASCE Strength 5a (k) Yes Y DL 0.9 WLZP1 -1 111 IBC 24/ASCE Strength 5a (l) Yes Y DL 0.9 WLZP2 -1 112 IBC 24/ASCE Strength 6 (a) Yes Y DL 1.2 Sds*DL 0.2 Rho*ELX 1 LL 0.5 LLS 1 SL 0.15 SLN 0.15 113 IBC 24/ASCE Strength 6 (b) Yes Y DL 1.2 Sds*DL 0.2 Rho*ELX+Z 1 LL 0.5 LLS 1 SL 0.15 SLN 0.15 114 IBC 24/ASCE Strength 6 (c) Yes Y DL 1.2 Sds*DL 0.2 Rho*ELX-Z 1 LL 0.5 LLS 1 SL 0.15 SLN 0.15 115 IBC 24/ASCE Strength 6 (d) Yes Y DL 1.2 Sds*DL 0.2 Rho*ELZ 1 LL 0.5 LLS 1 SL 0.15 SLN 0.15 116 IBC 24/ASCE Strength 6 (e) Yes Y DL 1.2 Sds*DL 0.2 Rho*ELZ+X 1 LL 0.5 LLS 1 SL 0.15 SLN 0.15 117 IBC 24/ASCE Strength 6 (f) Yes Y DL 1.2 Sds*DL 0.2 Rho*ELZ-X 1 LL 0.5 LLS 1 SL 0.15 SLN 0.15 118 IBC 24/ASCE Strength 6 (g) Yes Y DL 1.2 Sds*DL 0.2 Rho*ELX -1 LL 0.5 LLS 1 SL 0.15 SLN 0.15 119 IBC 24/ASCE Strength 6 (h) Yes Y DL 1.2 Sds*DL 0.2 Rho*ELX+Z -1 LL 0.5 LLS 1 SL 0.15 SLN 0.15 120 IBC 24/ASCE Strength 6 (i) Yes Y DL 1.2 Sds*DL 0.2 Rho*ELX-Z -1 LL 0.5 LLS 1 SL 0.15 SLN 0.15 121 IBC 24/ASCE Strength 6 (j) Yes Y DL 1.2 Sds*DL 0.2 Rho*ELZ -1 LL 0.5 LLS 1 SL 0.15 SLN 0.15 122 IBC 24/ASCE Strength 6 (k) Yes Y DL 1.2 Sds*DL 0.2 Rho*ELZ+X -1 LL 0.5 LLS 1 SL 0.15 SLN 0.15 123 IBC 24/ASCE Strength 6 (l) Yes Y DL 1.2 Sds*DL 0.2 Rho*ELZ-X -1 LL 0.5 LLS 1 SL 0.15 SLN 0.15

Job Number Model Name

Acute Engineering

TGP

4020426 CORE Architecture Northern Uta…

Checked By : __________

7/17/2026

8:49:04 AM

RISA-3D Version 23 [ Covered Entry.r3d ] Page 5

Load Combinations (Continued)

Description SolveP-DeltaBLCFactor BLC Factor BLC Factor BLC FactorBLCFactorBLCFactorBLCFactor

124 IBC 24/ASCE Strength 7 (a) Yes Y DL 0.9 Sds*DL -0.2 Rho*ELX 1 125 IBC 24/ASCE Strength 7 (b) Yes Y DL 0.9 Sds*DL -0.2 Rho*ELX+Z 1 126 IBC 24/ASCE Strength 7 (c) Yes Y DL 0.9 Sds*DL -0.2 Rho*ELX-Z 1 127 IBC 24/ASCE Strength 7 (d) Yes Y DL 0.9 Sds*DL -0.2 Rho*ELZ 1 128 IBC 24/ASCE Strength 7 (e) Yes Y DL 0.9 Sds*DL -0.2 Rho*ELZ+X 1 129 IBC 24/ASCE Strength 7 (f) Yes Y DL 0.9 Sds*DL -0.2 Rho*ELZ-X 1 130 IBC 24/ASCE Strength 7 (g) Yes Y DL 0.9 Sds*DL -0.2 Rho*ELX -1 131 IBC 24/ASCE Strength 7 (h) Yes Y DL 0.9 Sds*DL -0.2 Rho*ELX+Z -1 132 IBC 24/ASCE Strength 7 (i) Yes Y DL 0.9 Sds*DL -0.2 Rho*ELX-Z -1 133 IBC 24/ASCE Strength 7 (j) Yes Y DL 0.9 Sds*DL -0.2 Rho*ELZ -1 134 IBC 24/ASCE Strength 7 (k) Yes Y DL 0.9 Sds*DL -0.2 Rho*ELZ+X -1 135 IBC 24/ASCE Strength 7 (l) Yes Y DL 0.9 Sds*DL -0.2 Rho*ELZ-X -1 136 IBC 24/ASCE Strength 6 (os-a) Yes Y DL 1.2 Sds*DL 0.2 Om*ELX 1 LL 0.5 LLS 1 SL 0.15 SLN 0.15 137 IBC 24/ASCE Strength 6 (os-b) Yes Y DL 1.2 Sds*DL 0.2 Om*ELX+Z 1 LL 0.5 LLS 1 SL 0.15 SLN 0.15 138 IBC 24/ASCE Strength 6 (os-c) Yes Y DL 1.2 Sds*DL 0.2 Om*ELX-Z 1 LL 0.5 LLS 1 SL 0.15 SLN 0.15 139 IBC 24/ASCE Strength 6 (os-d) Yes Y DL 1.2 Sds*DL 0.2 Om*ELZ 1 LL 0.5 LLS 1 SL 0.15 SLN 0.15 140 IBC 24/ASCE Strength 6 (os-e) Yes Y DL 1.2 Sds*DL 0.2 Om*ELZ+X 1 LL 0.5 LLS 1 SL 0.15 SLN 0.15 141 IBC 24/ASCE Strength 6 (os-f) Yes Y DL 1.2 Sds*DL 0.2 Om*ELZ-X 1 LL 0.5 LLS 1 SL 0.15 SLN 0.15 142 IBC 24/ASCE Strength 6 (os-g) Yes Y DL 1.2 Sds*DL 0.2 Om*ELX -1 LL 0.5 LLS 1 SL 0.15 SLN 0.15 143 IBC 24/ASCE Strength 6 (os-h) Yes Y DL 1.2 Sds*DL 0.2 Om*ELX+Z -1 LL 0.5 LLS 1 SL 0.15 SLN 0.15 144 IBC 24/ASCE Strength 6 (os-i) Yes Y DL 1.2 Sds*DL 0.2 Om*ELX-Z -1 LL 0.5 LLS 1 SL 0.15 SLN 0.15 145 IBC 24/ASCE Strength 6 (os-j) Yes Y DL 1.2 Sds*DL 0.2 Om*ELZ -1 LL 0.5 LLS 1 SL 0.15 SLN 0.15 146 IBC 24/ASCE Strength 6 (os-k) Yes Y DL 1.2 Sds*DL 0.2 Om*ELZ+X -1 LL 0.5 LLS 1 SL 0.15 SLN 0.15 147 IBC 24/ASCE Strength 6 (os-l) Yes Y DL 1.2 Sds*DL 0.2 Om*ELZ-X -1 LL 0.5 LLS 1 SL 0.15 SLN 0.15 148 IBC 24/ASCE Strength 7 (os-a) Yes Y DL 0.9 Sds*DL -0.2 Om*ELX 1 149 IBC 24/ASCE Strength 7 (os-b) Yes Y DL 0.9 Sds*DL -0.2 Om*ELX+Z 1 150 IBC 24/ASCE Strength 7 (os-c) Yes Y DL 0.9 Sds*DL -0.2 Om*ELX-Z 1 151 IBC 24/ASCE Strength 7 (os-d) Yes Y DL 0.9 Sds*DL -0.2 Om*ELZ 1 152 IBC 24/ASCE Strength 7 (os-e) Yes Y DL 0.9 Sds*DL -0.2 Om*ELZ+X 1 153 IBC 24/ASCE Strength 7 (os-f) Yes Y DL 0.9 Sds*DL -0.2 Om*ELZ-X 1 154 IBC 24/ASCE Strength 7 (os-g) Yes Y DL 0.9 Sds*DL -0.2 Om*ELX -1 155 IBC 24/ASCE Strength 7 (os-h) Yes Y DL 0.9 Sds*DL -0.2 Om*ELX+Z -1 156 IBC 24/ASCE Strength 7 (os-i) Yes Y DL 0.9 Sds*DL -0.2 Om*ELX-Z -1 157 IBC 24/ASCE Strength 7 (os-j) Yes Y DL 0.9 Sds*DL -0.2 Om*ELZ -1 158 IBC 24/ASCE Strength 7 (os-k) Yes Y DL 0.9 Sds*DL -0.2 Om*ELZ+X -1 159 IBC 24/ASCE Strength 7 (os-l) Yes Y DL 0.9 Sds*DL -0.2 Om*ELZ-X -1 160 IBC 24/ASCE ASD 8 (a) Yes Y DL 1 Sds*DL 0.14 Rho*ELX 0.7 161 IBC 24/ASCE ASD 8 (b) Yes Y DL 1 Sds*DL 0.14 Rho*ELX+Z 0.7 162 IBC 24/ASCE ASD 8 (c) Yes Y DL 1 Sds*DL 0.14 Rho*ELX-Z 0.7 163 IBC 24/ASCE ASD 8 (d) Yes Y DL 1 Sds*DL 0.14 Rho*ELZ 0.7 164 IBC 24/ASCE ASD 8 (e) Yes Y DL 1 Sds*DL 0.14 Rho*ELZ+X 0.7 165 IBC 24/ASCE ASD 8 (f) Yes Y DL 1 Sds*DL 0.14 Rho*ELZ-X 0.7 166 IBC 24/ASCE ASD 8 (g) Yes Y DL 1 Sds*DL 0.14 Rho*ELX -0.7 167 IBC 24/ASCE ASD 8 (h) Yes Y DL 1 Sds*DL 0.14 Rho*ELX+Z -0.7 168 IBC 24/ASCE ASD 8 (i) Yes Y DL 1 Sds*DL 0.14 Rho*ELX-Z -0.7 169 IBC 24/ASCE ASD 8 (j) Yes Y DL 1 Sds*DL 0.14 Rho*ELZ -0.7 170 IBC 24/ASCE ASD 8 (k) Yes Y DL 1 Sds*DL 0.14 Rho*ELZ+X -0.7 171 IBC 24/ASCE ASD 8 (l) Yes Y DL 1 Sds*DL 0.14 Rho*ELZ-X -0.7 172 IBC 24/ASCE ASD 9 (a) Yes Y DL 1 Sds*DL0.105 Rho*ELX 0.525 LL 0.75 LLS 0.75 SL 0.1 SLN 0.1 173 IBC 24/ASCE ASD 9 (b) Yes Y DL 1 Sds*DL0.105 Rho*ELX+Z0.525 LL 0.75 LLS 0.75 SL 0.1 SLN 0.1 174 IBC 24/ASCE ASD 9 (c) Yes Y DL 1 Sds*DL0.105 Rho*ELX-Z 0.525 LL 0.75 LLS 0.75 SL 0.1 SLN 0.1 175 IBC 24/ASCE ASD 9 (d) Yes Y DL 1 Sds*DL0.105 Rho*ELZ 0.525 LL 0.75 LLS 0.75 SL 0.1 SLN 0.1 176 IBC 24/ASCE ASD 9 (e) Yes Y DL 1 Sds*DL0.105 Rho*ELZ+X 0.525 LL 0.75 LLS 0.75 SL 0.1 SLN 0.1 177 IBC 24/ASCE ASD 9 (f) Yes Y DL 1 Sds*DL0.105 Rho*ELZ-X 0.525 LL 0.75 LLS 0.75 SL 0.1 SLN 0.1 178 IBC 24/ASCE ASD 9 (g) Yes Y DL 1 Sds*DL0.105 Rho*ELX -0.525 LL 0.75 LLS 0.75 SL 0.1 SLN 0.1

Job Number Model Name

Acute Engineering

TGP

4020426 CORE Architecture Northern Uta…

Checked By : __________

7/17/2026

8:49:04 AM

RISA-3D Version 23 [ Covered Entry.r3d ] Page 6

Load Combinations (Continued)

Description SolveP-DeltaBLCFactor BLC Factor BLC Factor BLC FactorBLCFactorBLCFactorBLCFactor

179 IBC 24/ASCE ASD 9 (h) Yes Y DL 1 Sds*DL0.105 Rho*ELX+Z-0.525 LL 0.75 LLS 0.75 SL 0.1 SLN 0.1 180 IBC 24/ASCE ASD 9 (i) Yes Y DL 1 Sds*DL0.105 Rho*ELX-Z-0.525 LL 0.75 LLS 0.75 SL 0.1 SLN 0.1 181 IBC 24/ASCE ASD 9 (j) Yes Y DL 1 Sds*DL0.105 Rho*ELZ -0.525 LL 0.75 LLS 0.75 SL 0.1 SLN 0.1 182 IBC 24/ASCE ASD 9 (k) Yes Y DL 1 Sds*DL0.105 Rho*ELZ+X-0.525 LL 0.75 LLS 0.75 SL 0.1 SLN 0.1 183 IBC 24/ASCE ASD 9 (l) Yes Y DL 1 Sds*DL0.105 Rho*ELZ-X-0.525 LL 0.75 LLS 0.75 SL 0.1 SLN 0.1 184 IBC 24/ASCE ASD 10 (a) Yes Y DL 0.6 Sds*DL -0.14 Rho*ELX 0.7 185 IBC 24/ASCE ASD 10 (b) Yes Y DL 0.6 Sds*DL -0.14 Rho*ELX+Z 0.7 186 IBC 24/ASCE ASD 10 (c) Yes Y DL 0.6 Sds*DL -0.14 Rho*ELX-Z 0.7 187 IBC 24/ASCE ASD 10 (d) Yes Y DL 0.6 Sds*DL -0.14 Rho*ELZ 0.7 188 IBC 24/ASCE ASD 10 (e) Yes Y DL 0.6 Sds*DL -0.14 Rho*ELZ+X 0.7 189 IBC 24/ASCE ASD 10 (f) Yes Y DL 0.6 Sds*DL -0.14 Rho*ELZ-X 0.7 190 IBC 24/ASCE ASD 10 (g) Yes Y DL 0.6 Sds*DL -0.14 Rho*ELX -0.7 191 IBC 24/ASCE ASD 10 (h) Yes Y DL 0.6 Sds*DL -0.14 Rho*ELX+Z -0.7 192 IBC 24/ASCE ASD 10 (i) Yes Y DL 0.6 Sds*DL -0.14 Rho*ELX-Z -0.7 193 IBC 24/ASCE ASD 10 (j) Yes Y DL 0.6 Sds*DL -0.14 Rho*ELZ -0.7 194 IBC 24/ASCE ASD 10 (k) Yes Y DL 0.6 Sds*DL -0.14 Rho*ELZ+X -0.7 195 IBC 24/ASCE ASD 10 (l) Yes Y DL 0.6 Sds*DL -0.14 Rho*ELZ-X -0.7 196 IBC 24/ASCE ASD 8 (os-a) Yes Y DL 1 Sds*DL 0.14 Om*ELX 0.7 197 IBC 24/ASCE ASD 8 (os-b) Yes Y DL 1 Sds*DL 0.14 Om*ELX+Z 0.7 198 IBC 24/ASCE ASD 8 (os-c) Yes Y DL 1 Sds*DL 0.14 Om*ELX-Z 0.7 199 IBC 24/ASCE ASD 8 (os-d) Yes Y DL 1 Sds*DL 0.14 Om*ELZ 0.7 200 IBC 24/ASCE ASD 8 (os-e) Yes Y DL 1 Sds*DL 0.14 Om*ELZ+X 0.7 201 IBC 24/ASCE ASD 8 (os-f) Yes Y DL 1 Sds*DL 0.14 Om*ELZ-X 0.7 202 IBC 24/ASCE ASD 8 (os-g) Yes Y DL 1 Sds*DL 0.14 Om*ELX -0.7 203 IBC 24/ASCE ASD 8 (os-h) Yes Y DL 1 Sds*DL 0.14 Om*ELX+Z -0.7 204 IBC 24/ASCE ASD 8 (os-i) Yes Y DL 1 Sds*DL 0.14 Om*ELX-Z -0.7 205 IBC 24/ASCE ASD 8 (os-j) Yes Y DL 1 Sds*DL 0.14 Om*ELZ -0.7 206 IBC 24/ASCE ASD 8 (os-k) Yes Y DL 1 Sds*DL 0.14 Om*ELZ+X -0.7 207 IBC 24/ASCE ASD 8 (os-l) Yes Y DL 1 Sds*DL 0.14 Om*ELZ-X -0.7 208 IBC 24/ASCE ASD 9 (os-a) Yes Y DL 1 Sds*DL0.105 Om*ELX 0.525 LL 0.75 LLS 0.75 SL 0.1 SLN 0.1 209 IBC 24/ASCE ASD 9 (os-b) Yes Y DL 1 Sds*DL0.105Om*ELX+Z0.525 LL 0.75 LLS 0.75 SL 0.1 SLN 0.1 210 IBC 24/ASCE ASD 9 (os-c) Yes Y DL 1 Sds*DL0.105 Om*ELX-Z 0.525 LL 0.75 LLS 0.75 SL 0.1 SLN 0.1 211 IBC 24/ASCE ASD 9 (os-d) Yes Y DL 1 Sds*DL0.105 Om*ELZ 0.525 LL 0.75 LLS 0.75 SL 0.1 SLN 0.1 212 IBC 24/ASCE ASD 9 (os-e) Yes Y DL 1 Sds*DL0.105Om*ELZ+X 0.525 LL 0.75 LLS 0.75 SL 0.1 SLN 0.1 213 IBC 24/ASCE ASD 9 (os-f) Yes Y DL 1 Sds*DL0.105 Om*ELZ-X 0.525 LL 0.75 LLS 0.75 SL 0.1 SLN 0.1 214 IBC 24/ASCE ASD 9 (os-g) Yes Y DL 1 Sds*DL0.105 Om*ELX -0.525 LL 0.75 LLS 0.75 SL 0.1 SLN 0.1 215 IBC 24/ASCE ASD 9 (os-h) Yes Y DL 1 Sds*DL0.105Om*ELX+Z-0.525 LL 0.75 LLS 0.75 SL 0.1 SLN 0.1 216 IBC 24/ASCE ASD 9 (os-i) Yes Y DL 1 Sds*DL0.105 Om*ELX-Z -0.525 LL 0.75 LLS 0.75 SL 0.1 SLN 0.1 217 IBC 24/ASCE ASD 9 (os-j) Yes Y DL 1 Sds*DL0.105 Om*ELZ -0.525 LL 0.75 LLS 0.75 SL 0.1 SLN 0.1 218 IBC 24/ASCE ASD 9 (os-k) Yes Y DL 1 Sds*DL0.105Om*ELZ+X-0.525 LL 0.75 LLS 0.75 SL 0.1 SLN 0.1 219 IBC 24/ASCE ASD 9 (os-l) Yes Y DL 1 Sds*DL0.105 Om*ELZ-X -0.525 LL 0.75 LLS 0.75 SL 0.1 SLN 0.1 220 IBC 24/ASCE ASD 10 (os-a) Yes Y DL 0.6 Sds*DL -0.14 Om*ELX 0.7 221 IBC 24/ASCE ASD 10 (os-b) Yes Y DL 0.6 Sds*DL -0.14 Om*ELX+Z 0.7 222 IBC 24/ASCE ASD 10 (os-c) Yes Y DL 0.6 Sds*DL -0.14 Om*ELX-Z 0.7 223 IBC 24/ASCE ASD 10 (os-d) Yes Y DL 0.6 Sds*DL -0.14 Om*ELZ 0.7 224 IBC 24/ASCE ASD 10 (os-e) Yes Y DL 0.6 Sds*DL -0.14 Om*ELZ+X 0.7 225 IBC 24/ASCE ASD 10 (os-f) Yes Y DL 0.6 Sds*DL -0.14 Om*ELZ-X 0.7 226 IBC 24/ASCE ASD 10 (os-g) Yes Y DL 0.6 Sds*DL -0.14 Om*ELX -0.7 227 IBC 24/ASCE ASD 10 (os-h) Yes Y DL 0.6 Sds*DL -0.14 Om*ELX+Z -0.7 228 IBC 24/ASCE ASD 10 (os-i) Yes Y DL 0.6 Sds*DL -0.14 Om*ELX-Z -0.7 229 IBC 24/ASCE ASD 10 (os-j) Yes Y DL 0.6 Sds*DL -0.14 Om*ELZ -0.7 230 IBC 24/ASCE ASD 10 (os-k) Yes Y DL 0.6 Sds*DL -0.14 Om*ELZ+X -0.7 231 IBC 24/ASCE ASD 10 (os-l) Yes Y DL 0.6 Sds*DL -0.14 Om*ELZ-X -0.7

Job Number Model Name

Acute Engineering

TGP

4020426 CORE Architecture Northern Uta…

Checked By : __________

7/17/2026

8:49:04 AM

RISA-3D Version 23 [ Covered Entry.r3d ] Page 7

Node Reactions

LC Node Label X [k] Y [k] Z [k] MX [k-ft] MY [k-ft] MZ [k-ft]

1 1 N2 0 0.955 -0.035 -0.162 0 0 2 1 N1 0 0.955 0.035 0.162 0 0 3 1 N10 0 0.091 0 0 0 0 4 1 Totals: 0 2 0 5 1 COG (ft): X: 0.318 Y: 11.748 Z: 4.334 6 2 N2 0 2.22 -0.078 -0.369 0 0 7 2 N1 0 2.22 0.078 0.369 0 0 8 2 N10 0 0 0 0 0 0 9 2 Totals: 0 4.441 0

10 2 COG (ft): X: 0 Y: 12.577 Z: 4.335 11 3 N2 0 0.955 -0.035 -0.162 0 0 12 3 N1 0 0.955 0.035 0.162 0 0 13 3 N10 0 0.091 0 0 0 0 14 3 Totals: 0 2 0 15 3 COG (ft): X: 0.318 Y: 11.748 Z: 4.334 16 4 N2 0 1.336 -0.049 -0.227 0 0 17 4 N1 0 1.337 0.049 0.227 0 0 18 4 N10 0 0.127 0 0 0 0 19 4 Totals: 0 2.801 0 20 4 COG (ft): X: 0.318 Y: 11.748 Z: 4.334 21 5 N2 0 1.336 -0.049 -0.227 0 0 22 5 N1 0 1.337 0.049 0.227 0 0 23 5 N10 0 0.127 0 0 0 0 24 5 Totals: 0 2.801 0 25 5 COG (ft): X: 0.318 Y: 11.748 Z: 4.334 26 6 N2 0 1.336 -0.049 -0.227 0 0 27 6 N1 0 1.337 0.049 0.227 0 0 28 6 N10 0 0.127 0 0 0 0 29 6 Totals: 0 2.801 0 30 6 COG (ft): X: 0.318 Y: 11.748 Z: 4.334 31 7 N2 0 1.336 -0.049 -0.227 0 0 32 7 N1 0 1.337 0.049 0.227 0 0 33 7 N10 0 0.127 0 0 0 0 34 7 Totals: 0 2.801 0 35 7 COG (ft): X: 0.318 Y: 11.748 Z: 4.334 36 8 N2 0 1.59 -0.057 -0.268 0 0 37 8 N1 0 1.591 0.057 0.268 0 0 38 8 N10 0 0.109 0 0 0 0 39 8 Totals: 0 3.29 0 40 8 COG (ft): X: 0.232 Y: 11.972 Z: 4.335 41 9 N2 0 1.59 -0.057 -0.268 0 0 42 9 N1 0 1.591 0.057 0.268 0 0 43 9 N10 0 0.109 0 0 0 0 44 9 Totals: 0 3.29 0 45 9 COG (ft): X: 0.232 Y: 11.972 Z: 4.335 46 10 N2 0 1.59 -0.057 -0.268 0 0 47 10 N1 0 1.591 0.057 0.268 0 0 48 10 N10 0 0.109 0 0 0 0 49 10 Totals: 0 3.29 0 50 10 COG (ft): X: 0.232 Y: 11.972 Z: 4.335 51 11 N2 0 1.59 -0.057 -0.268 0 0 52 11 N1 0 1.591 0.057 0.268 0 0 53 11 N10 0 0.109 0 0 0 0 54 11 Totals: 0 3.29 0 55 11 COG (ft): X: 0.232 Y: 11.972 Z: 4.335

Job Number Model Name

Acute Engineering

TGP

4020426 CORE Architecture Northern Uta…

Checked By : __________

7/17/2026

8:49:04 AM

RISA-3D Version 23 [ Covered Entry.r3d ] Page 8

Node Reactions (Continued)

LC Node Label X [k] Y [k] Z [k] MX [k-ft] MY [k-ft] MZ [k-ft]

56 12 N2 0 1.812 -0.065 -0.305 0 0 57 12 N1 0 1.812 0.065 0.305 0 0 58 12 N10 0 0.109 0 0 0 0 59 12 Totals: 0 3.733 0 60 12 COG (ft): X: 0.205 Y: 12.044 Z: 4.335 61 13 N2 0 1.812 -0.065 -0.305 0 0 62 13 N1 0 1.812 0.065 0.305 0 0 63 13 N10 0 0.109 0 0 0 0 64 13 Totals: 0 3.733 0 65 13 COG (ft): X: 0.205 Y: 12.044 Z: 4.335 66 14 N2 0 1.812 -0.065 -0.305 0 0 67 14 N1 0 1.812 0.065 0.305 0 0 68 14 N10 0 0.109 0 0 0 0 69 14 Totals: 0 3.733 0 70 14 COG (ft): X: 0.205 Y: 12.044 Z: 4.335 71 15 N2 0 1.812 -0.065 -0.305 0 0 72 15 N1 0 1.812 0.065 0.305 0 0 73 15 N10 0 0.109 0 0 0 0 74 15 Totals: 0 3.733 0 75 15 COG (ft): X: 0.205 Y: 12.044 Z: 4.335 76 16 N2 0 1.146 -0.042 -0.194 0 0 77 16 N1 0 1.146 0.042 0.194 0 0 78 16 N10 0 0.109 0 0 0 0 79 16 Totals: 0 2.4 0 80 16 COG (ft): X: 0.318 Y: 11.748 Z: 4.334 81 17 N2 0 1.146 -0.042 -0.194 0 0 82 17 N1 0 1.146 0.042 0.194 0 0 83 17 N10 0 0.109 0 0 0 0 84 17 Totals: 0 2.4 0 85 17 COG (ft): X: 0.318 Y: 11.748 Z: 4.334 86 18 N2 0 1.146 -0.042 -0.194 0 0 87 18 N1 0 1.146 0.042 0.194 0 0 88 18 N10 0 0.109 0 0 0 0 89 18 Totals: 0 2.4 0 90 18 COG (ft): X: 0.318 Y: 11.748 Z: 4.334 91 19 N2 0 1.146 -0.042 -0.194 0 0 92 19 N1 0 1.146 0.042 0.194 0 0 93 19 N10 0 0.109 0 0 0 0 94 19 Totals: 0 2.4 0 95 19 COG (ft): X: 0.318 Y: 11.748 Z: 4.334 96 20 N2 0 2.569 -0.092 -0.431 0 0 97 20 N1 0 2.569 0.092 0.431 0 0 98 20 N10 0 0.109 0 0 0 0 99 20 Totals: 0 5.247 0

100 20 COG (ft): X: 0.146 Y: 12.198 Z: 4.335 101 21 N2 0 2.569 -0.092 -0.431 0 0 102 21 N1 0 2.569 0.092 0.431 0 0 103 21 N10 0 0.109 0 0 0 0 104 21 Totals: 0 5.247 0 105 21 COG (ft): X: 0.146 Y: 12.198 Z: 4.335 106 22 N2 0 2.569 -0.092 -0.431 0 0 107 22 N1 0 2.569 0.092 0.431 0 0 108 22 N10 0 0.109 0 0 0 0 109 22 Totals: 0 5.247 0 110 22 COG (ft): X: 0.146 Y: 12.198 Z: 4.335

Job Number Model Name

Acute Engineering

TGP

4020426 CORE Architecture Northern Uta…

Checked By : __________

7/17/2026

8:49:04 AM

RISA-3D Version 23 [ Covered Entry.r3d ] Page 9

Node Reactions (Continued)

LC Node Label X [k] Y [k] Z [k] MX [k-ft] MY [k-ft] MZ [k-ft]

111 23 N2 0 2.569 -0.092 -0.431 0 0 112 23 N1 0 2.569 0.092 0.431 0 0 113 23 N10 0 0.109 0 0 0 0 114 23 Totals: 0 5.247 0 115 23 COG (ft): X: 0.146 Y: 12.198 Z: 4.335 116 24 N2 0 3.366 -0.12 -0.564 0 0 117 24 N1 0 3.366 0.12 0.564 0 0 118 24 N10 0 0.109 0 0 0 0 119 24 Totals: 0 6.841 0 120 24 COG (ft): X: 0.112 Y: 12.286 Z: 4.335 121 25 N2 0 3.366 -0.12 -0.564 0 0 122 25 N1 0 3.366 0.12 0.564 0 0 123 25 N10 0 0.109 0 0 0 0 124 25 Totals: 0 6.841 0 125 25 COG (ft): X: 0.112 Y: 12.286 Z: 4.335 126 26 N2 0 3.366 -0.12 -0.564 0 0 127 26 N1 0 3.366 0.12 0.564 0 0 128 26 N10 0 0.109 0 0 0 0 129 26 Totals: 0 6.841 0 130 26 COG (ft): X: 0.112 Y: 12.286 Z: 4.335 131 27 N2 0 3.366 -0.12 -0.564 0 0 132 27 N1 0 3.366 0.12 0.564 0 0 133 27 N10 0 0.109 0 0 0 0 134 27 Totals: 0 6.841 0 135 27 COG (ft): X: 0.112 Y: 12.286 Z: 4.335 136 28 N2 0 2.569 -0.092 -0.431 0 0 137 28 N1 0 2.569 0.092 0.431 0 0 138 28 N10 0 0.109 0 0 0 0 139 28 Totals: 0 5.247 0 140 28 COG (ft): X: 0.146 Y: 12.198 Z: 4.335 141 29 N2 0 2.569 -0.092 -0.431 0 0 142 29 N1 0 2.569 0.092 0.431 0 0 143 29 N10 0 0.109 0 0 0 0 144 29 Totals: 0 5.247 0 145 29 COG (ft): X: 0.146 Y: 12.198 Z: 4.335 146 30 N2 0 2.569 -0.092 -0.431 0 0 147 30 N1 0 2.569 0.092 0.431 0 0 148 30 N10 0 0.109 0 0 0 0 149 30 Totals: 0 5.247 0 150 30 COG (ft): X: 0.146 Y: 12.198 Z: 4.335 151 31 N2 0 2.569 -0.092 -0.431 0 0 152 31 N1 0 2.569 0.092 0.431 0 0 153 31 N10 0 0.109 0 0 0 0 154 31 Totals: 0 5.247 0 155 31 COG (ft): X: 0.146 Y: 12.198 Z: 4.335 156 32 N2 0 2.569 -0.092 -0.431 0 0 157 32 N1 0 2.569 0.092 0.431 0 0 158 32 N10 0 0.109 0 0 0 0 159 32 Totals: 0 5.247 0 160 32 COG (ft): X: 0.146 Y: 12.198 Z: 4.335 161 33 N2 0 2.569 -0.092 -0.431 0 0 162 33 N1 0 2.569 0.092 0.431 0 0 163 33 N10 0 0.109 0 0 0 0 164 33 Totals: 0 5.247 0 165 33 COG (ft): X: 0.146 Y: 12.198 Z: 4.335

Job Number Model Name

Acute Engineering

TGP

4020426 CORE Architecture Northern Uta…

Checked By : __________

7/17/2026

8:49:04 AM

RISA-3D Version 23 [ Covered Entry.r3d ] Page 10

Node Reactions (Continued)

LC Node Label X [k] Y [k] Z [k] MX [k-ft] MY [k-ft] MZ [k-ft]

166 34 N2 0 2.569 -0.092 -0.431 0 0 167 34 N1 0 2.569 0.092 0.431 0 0 168 34 N10 0 0.109 0 0 0 0 169 34 Totals: 0 5.247 0 170 34 COG (ft): X: 0.146 Y: 12.198 Z: 4.335 171 35 N2 0 2.569 -0.092 -0.431 0 0 172 35 N1 0 2.569 0.092 0.431 0 0 173 35 N10 0 0.109 0 0 0 0 174 35 Totals: 0 5.247 0 175 35 COG (ft): X: 0.146 Y: 12.198 Z: 4.335 176 36 N2 0 2.569 -0.092 -0.431 0 0 177 36 N1 0 2.569 0.092 0.431 0 0 178 36 N10 0 0.109 0 0 0 0 179 36 Totals: 0 5.247 0 180 36 COG (ft): X: 0.146 Y: 12.198 Z: 4.335 181 37 N2 0 2.569 -0.092 -0.431 0 0 182 37 N1 0 2.569 0.092 0.431 0 0 183 37 N10 0 0.109 0 0 0 0 184 37 Totals: 0 5.247 0 185 37 COG (ft): X: 0.146 Y: 12.198 Z: 4.335 186 38 N2 0 2.569 -0.092 -0.431 0 0 187 38 N1 0 2.569 0.092 0.431 0 0 188 38 N10 0 0.109 0 0 0 0 189 38 Totals: 0 5.247 0 190 38 COG (ft): X: 0.146 Y: 12.198 Z: 4.335 191 39…