S02 Attachment 13_0124003_100 percent CD Structural Calculations_38 Pages.pdf

ASCE Hazards Report Address:

7305 N Military Trl Riviera Beach, Florida 33410

Standard: ASCE/SEI 7-22 Latitude: 26.784962

Risk Category: IV Longitude: -80.112625

Soil Class: D - Stiff Soil Elevation: 17.893164749090438 ft

(NAVD 88)

Wind

Results:

Wind Speed 185 Vmph

10-year MRI 78 Vmph

25-year MRI 111 Vmph

50-year MRI 126 Vmph

100-year MRI 137 Vmph

300-year MRI 153 Vmph

700-year MRI 167 Vmph

1,700-year MRI 178 Vmph

3,000-year MRI 185 Vmph

10,000-year MRI 198 Vmph

100,000-year MRI 224 Vmph

1,000,000-year MRI 245 Vmph

Data Source: ASCE/SEI 7-22, Fig. 26.5-1D and Figs. CC.2-1–CC.2-4, and Section 26.5.2

Date Accessed: Wed Jan 24 2024

Page 1 of 9https://ascehazardtool.org/ Wed Jan 24 2024 https://ascehazardtool.org/

Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-22 Standard. Wind speeds correspond to approximately a 1.6% probability of exceedance in 50 years (annual exceedance probability = 0.00033, MRI = 3,000 years). Values for 10-year MRI, 25-year MRI, 50-year MRI and 100-year MRI are Service Level wind speeds, all other wind speeds are Ultimate wind speeds.

Site is in a hurricane-prone region as defined in ASCE/SEI 7-22 Section 26.2. Glazed openings shall be protected against wind-borne debris as specified in Section 26.12.3.

Page 2 of 9https://ascehazardtool.org/ Wed Jan 24 2024

PGA M : 0.028

SMS : 0.074

SM1 : 0.053

SDS : 0.049

SD1 : 0.035

TL : 8

SS : 0.055

S1 : 0.025

VS30 : 260

Seismic Design Category: A

Multi-Period Design Spectrum

S (g) vs T(s)a

Multi-Period MCE SpectrumR

S (g) vs T(s)a

Two-Period Design Spectrum

S (g) vs T(s)a

Two-Period MCE SpectrumR

S (g) vs T(s)a

Design Vertical Response Spectrum

Vertical ground motion data has not yet been made available by USGS.

MCE Vertical Response SpectrumR

Vertical ground motion data has not yet been made available by USGS.

Seismic

D - Stiff SoilSite Soil Class:

Results:

Page 3 of 9https://ascehazardtool.org/ Wed Jan 24 2024

Data Accessed: Wed Jan 24 2024

Date Source:

USGS Seismic Design Maps based on ASCE/SEI 7-22 and ASCE/SEI 7-22 Table 1.5-2. Additional data for site-specific ground motion procedures in accordance with ASCE/SEI 7-22 Ch. 21 are available from USGS.

Page 4 of 9https://ascehazardtool.org/ Wed Jan 24 2024

Ice

Results:

Data Source:

Date Accessed:

Ice Thickness: N/A

Concurrent Temperature: N/A

3-s Gust Speed N/A

Standard ASCE/SEI 7-22, Figs. 10-2 through 10-8

Wed Jan 24 2024

Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values.

Values provided are equivalent radial ice thicknesses due to freezing rain for 250, 500, 1,000, and 1,400-year mean recurrence intervals along with concurrent 3-s gust speeds and concurrent air temperatures. The shading indicates special icing regions, with elevations above 2,100 ft (640 m) in the east, 6,000 ft (1829 m) in the west, and 1,600 ft (488 m) in Alaska, with sparse weather station data for determining design ice loads. In these regions, as well as in regions with complex terrain causing unusual icing conditions and regions where snow or in-cloud icing results in larger loads, the mapped values should be adjusted based on a combination of local historical records and experience, reanalysis data, and numerical weather prediction systems.

Snow

Results:

Ground Snow Load, p : 6 lb/ftg

20-year MRI Value: 1.01 lb/ft^2

Winter Wind Parameter: 0.45

Mapped Elevation: 18.3 ft

Data Source: ASCE/SEI 7-22, Figures 7.6-1 and 7.6-2 A-D

Date Accessed: Wed Jan 24 2024

Values provided are ground snow loads. In areas designated "case study required," extreme local variations in ground snow loads preclude mapping at this scale. Site-specific case studies are required to establish ground snow loads at elevations not covered.

Snow load values are mapped to a 0.5 mile resolution.

This resolution can create a mismatch between the mapped elevation and the site-specific elevation in topographically complex areas. Engineers should consult the local authority having jurisdiction in locations where the reported ‘elevation’ and ‘mapped elevation’ differ significantly from each other.

Ground Snow Loads for IRC only, p :g(asd) 4.2 lb/ft

Page 5 of 9https://ascehazardtool.org/ Wed Jan 24 2024

Rain

Data Source:

Date Accessed:

15-minute Precipitation Intensity: 11.4 in./h

60-minute Precipitation Intensity: 6.06 in./h

NOAA National Weather Service, Precipitation Frequency Data Server, Atlas 14(https:// www.nws.noaa.gov/oh/hdsc/) Wed Jan 24 2024

Page 6 of 9https://ascehazardtool.org/ Wed Jan 24 2024 https://www.nws.noaa.gov/oh/hdsc/ https://www.nws.noaa.gov/oh/hdsc/

Flood

Data Source:

Date Accessed:

FIRM Panel:

Insurance Study Note:

Flood Zone Categorization: X (unshaded)

Base Flood Elevation:

FEMA National Flood Hazard Layer - Effective Flood Hazard Layer for US, where modernized (https:// msc.fema.gov/portal/search) Wed Jan 24 2024

If available, download FIRM panel here

Download FEMA Flood Insurance Study for this area here

Tsunami

Results:

Data Source:

Date Accessed:

Tsunami: Not in mapped tsunami design zone.

ASCE Tsunami Design Geodatabase

Wed Jan 24 2024

Page 7 of 9https://ascehazardtool.org/ Wed Jan 24 2024 https://msc.fema.gov/portal/search https://msc.fema.gov/portal/search https://msc.fema.gov/portal/search https://msc.fema.gov/portal/search http://asce7tsunami.online

Tornado

Page 8 of 9https://ascehazardtool.org/ Wed Jan 24 2024 https://ascehazardtool.org/ RachelSternberg Text Box Ae=170 sf VT=50 mph< 60 mph Tornado design not required per 32.5.2

Data Source: ASCE Tornado Geodatabase

Date Accessed: Wed Jan 24 2024

The ASCE Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE.

ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE standard.

In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE Hazard Tool.

Page 9 of 9https://ascehazardtool.org/ Wed Jan 24 2024 http://asce7tsunami.online

AG #0124003

GRAVITY LOADS

EXISTING FLOOR DEAD LOADS

Flooring 2 psf

3” NW Concrete Topping 38 psf

3” NW Concrete Deck 38 psf

16” Precast Concrete Joists 95plf/4.5’= 22 psf

24”x28” Concrete Beams 700plf/27’= 26 psf

MEP Allowance 10 psf

4 ½” LW (28 pcf) Interstitial Concrete 12 psf on 1 ½” Type B Roof Deck

W6x9 Interstitial Beams 9 plf/6.75’= 2 psf

Ceiling + 2 psf

Total 152 psf

EXISTING FLOOR LIVE LOADS

Support Area Floor 100 psf

Interstitial 25 psf when combined with Floor Live Load +15 psf

Total 115 psf

Above Group 305 East Drive, Suite H

Melbourne, FL 32904

Project

VAMC West Palm Beach IR Cath Lab Job Ref.

0124003

Section

27' SLD Support Beam Sheet no./rev.

Calc. by

RAS

Date

8/6/2025 Chk'd by Date App'd by Date

STEEL BEAM ANALYSIS & DESIGN (AISC360-16)

In accordance with AISC360-16 using the LRFD method Tedds calculation version 3.0.15

Support conditions

Support A Vertically restrained

Rotationally free

Support B Vertically restrained

Rotationally free

Applied loading

Beam loads Dead self weight of beam 1

Live point load 1.61 kips at 162.00 in

Dead partial UDL 0.027 kips/ft from 44.04 in to 275.04 in

Load combinations

Load combination 1 - 1.2D + 1.6L Support A Dead 1.20

Live 1.60

Roof live 1.60

Snow 1.60

Melbourne, FL 32904

Project

VAMC West Palm Beach IR Cath Lab Job Ref.

0124003

Section

27' SLD Support Beam Sheet no./rev.

Calc. by

RAS

Date

8/6/2025 Chk'd by Date App'd by Date

Dead 1.20

Live 1.60

Roof live 1.60

Snow 1.60

Support B Dead 1.20

Live 1.60

Roof live 1.60

Snow 1.60

Analysis results

Maximum moment; Mmax = 22.9 kips_ft; Mmin = 0 kips_ft

Maximum shear; Vmax = 2 kips; Vmin = -2 kips

Deflection; max = 0.3 in; min = 0 in

Maximum reaction at support A; RA_max = 2 kips; RA_min = 2 kips

Unfactored dead load reaction at support A; RA_Dead = 0.6 kips

Unfactored live load reaction at support A; RA_Live = 0.8 kips

Maximum reaction at support B; RB_max = 2 kips; RB_min = 2 kips

Unfactored dead load reaction at support B; RB_Dead = 0.6 kips

Unfactored live load reaction at support B; RB_Live = 0.8 kips

Section details

Section type; W 12x26 (AISC 16th Edn (v16.0))

ASTM steel designation; A992

Steel yield stress; Fy = 50 ksi

Steel tensile stress; Fu = 65 ksi

Modulus of elasticity; E = 29000 ksi

Resistance factors

Resistance factor for tensile yielding ty = 0.90

Resistance factor for tensile rupture tr = 0.75

Resistance factor for compression c = 0.90

Resistance factor for flexure b = 0.90

Melbourne, FL 32904

Project

VAMC West Palm Beach IR Cath Lab Job Ref.

0124003

Section

27' SLD Support Beam Sheet no./rev.

Calc. by

RAS

Date

8/6/2025 Chk'd by Date App'd by Date

Lateral bracing

Span 1 has lateral bracing at supports only

Classification of sections for local buckling - Section B4.1

Classification of flanges in flexure - Table B4.1b (case 10)

Width to thickness ratio; bf / (2 tf) = 8.54

Limiting ratio for compact section; pff = 0.38 [E / Fy] = 9.15

Limiting ratio for non-compact section; rff = 1.0 [E / Fy] = 24.08; Compact

Classification of web in flexure - Table B4.1b (case 15)

Width to thickness ratio; (d - 2 k) / tw = 47.13

Limiting ratio for compact section; pwf = 3.76 [E / Fy] = 90.55

Limiting ratio for non-compact section; rwf = 5.70 [E / Fy] = 137.27; Compact

Section is compact in flexure

Design of members for shear - Chapter G

Required shear strength Vr = max(abs(Vmax), abs(Vmin)) = 2.026 kips

Web area Aw = d tw = 2.806 in2

Web plate buckling coefficient kv = 5.34

Web shear coefficient - eq G2-3 Cv1 = 1

Nominal shear strength – eq G6-1 Vn = 0.6 Fy Aw Cv1 = 84.180 kips

Resistance factor for shear v = 1.00

Design shear strength Vc = v Vn = 84.180 kips

PASS - Design shear strength exceeds required shear strength

Design of members for flexure in the major axis - Chapter F

Required flexural strength; Mr = max(abs(Ms1_max), abs(Ms1_min)) = 22.943 kips_ft

Yielding - Section F2.1

Nominal flexural strength for yielding - eq F2-1; Mnyld = Mp = Fy Zx = 155 kips_ft

Lateral-torsional buckling - Section F2.2

Unbraced length; Lb = Ls1 = 324 in

Limiting unbraced length for yielding - eq F2-5; Lp = 1.76 ry [E / Fy] = 64.003 in

Distance between flange centroids; ho = d - tf = 11.82 in c = 1 rts = [(Iy Cw) / Sx] = 1.752 in

Limiting unbraced length for inelastic LTB - eq F2-6

Lr = 1.95 rts E / (0.7 Fy) [(J c / (Sx ho)) + ((J c / (Sx ho))2 + 6.76 (0.7 Fy / E)2)] = 178.734 in

Cross-section mono-symmetry parameter; Rm = 1.000

Moment at quarter point of segment; MA = 12.812 kips_ft

Moment at center-line of segment; MB = 22.943 kips_ft

Moment at three quarter point of segment; MC = 12.786 kips_ft

Maximum moment in segment; Mabs = 22.943 kips_ft

Lateral torsional buckling modification factor - eq F1-1; Cb = 12.5 Mabs / [2.5 Mabs + 3 MA + 4 MB + 3 MC] = 1.269

Critical flexural stress - eq F2-4; Fcr = Cb 2 E / (Lb / rts)2 [1 + 0.078 J c / (Sx ho) (Lb / rts)2] =

18.478 ksi

Melbourne, FL 32904

Project

VAMC West Palm Beach IR Cath Lab Job Ref.

0124003

Section

27' SLD Support Beam Sheet no./rev.

Calc. by

RAS

Date

8/6/2025 Chk'd by Date App'd by Date

Nominal flexural strength for lateral torsional buckling - eq F2-2; Mnltb = Fcr Sx = 51.43 kips_ft

Nominal flexural strength; Mn = min(Mnyld, Mnltb) = 51.430 kips_ft

Design flexural strength; Mc = b Mn = 46.287 kips_ft

PASS - Design flexural strength exceeds required flexural strength

Design of members for vertical deflection

Consider deflection due to dead and live loads

Limiting deflection;; lim = min(0.5 in, Ls1 / 360) = 0.5 in

Maximum deflection span 1; = max(abs(max), abs(min)) = 0.295 in

PASS - Maximum deflection does not exceed deflection limit

Melbourne, FL 32904

Project

VAMC West Palm Beach IR Cath Lab Job Ref.

0124003

Section

27' Boom Support Beam North Sheet no./rev.

Calc. by

RAS

Date

8/6/2025 Chk'd by Date App'd by Date

STEEL BEAM ANALYSIS & DESIGN (AISC360-16)

Rotationally free

Support B Vertically restrained

Rotationally free

Applied loading

Beam loads Dead self weight of beam 1

Live point load 0.49 kips at 180.00 in

Dead partial UDL 0.025 kips/ft from 52.08 in to 267.00 in

Live point load 0.91 kips at 180.00 in

Live point load 0.91 kips at 208.08 in

Load combinations

Load combination 1 - 1.2D + 1.6L Support A Dead 1.20

Live 1.60

Melbourne, FL 32904

Project

VAMC West Palm Beach IR Cath Lab Job Ref.

0124003

Section

27' Boom Support Beam North Sheet no./rev.

Calc. by

RAS

Date

8/6/2025 Chk'd by Date App'd by Date

Roof live 1.60

Snow 1.60

Dead 1.20

Live 1.60

Roof live 1.60

Snow 1.60

Support B Dead 1.20

Live 1.60

Roof live 1.60

Snow 1.60

Analysis results

Maximum moment; Mmax = 27.9 kips_ft; Mmin = 0 kips_ft

Maximum shear; Vmax = 2.2 kips; Vmin = -2.9 kips

Deflection; max = 0.4 in; min = 0 in

Maximum reaction at support A; RA_max = 2.2 kips; RA_min = 2.2 kips

Unfactored dead load reaction at support A; RA_Dead = 0.6 kips

Unfactored live load reaction at support A; RA_Live = 0.9 kips

Maximum reaction at support B; RB_max = 2.9 kips; RB_min = 2.9 kips

Unfactored dead load reaction at support B; RB_Dead = 0.6 kips

Unfactored live load reaction at support B; RB_Live = 1.4 kips

Section details

Section type; W 12x26 (AISC 16th Edn (v16.0))

ASTM steel designation; A992

Steel yield stress; Fy = 50 ksi

Resistance factor for tensile rupture tr = 0.75

Melbourne, FL 32904

Project

VAMC West Palm Beach IR Cath Lab Job Ref.

0124003

Section

27' Boom Support Beam North Sheet no./rev.

Calc. by

RAS

Date

8/6/2025 Chk'd by Date App'd by Date

Resistance factor for compression c = 0.90

Resistance factor for flexure b = 0.90

Lateral bracing

Span 1 has lateral bracing at supports only

Classification of sections for local buckling - Section B4.1

Classification of flanges in flexure - Table B4.1b (case 10)

Width to thickness ratio; bf / (2 tf) = 8.54

Limiting ratio for compact section; pff = 0.38 [E / Fy] = 9.15

Limiting ratio for non-compact section; rff = 1.0 [E / Fy] = 24.08; Compact

Classification of web in flexure - Table B4.1b (case 15)

Width to thickness ratio; (d - 2 k) / tw = 47.13

Limiting ratio for compact section; pwf = 3.76 [E / Fy] = 90.55

Limiting ratio for non-compact section; rwf = 5.70 [E / Fy] = 137.27; Compact

Section is compact in flexure

Design of members for shear - Chapter G

Required shear strength Vr = max(abs(Vmax), abs(Vmin)) = 2.866 kips

Web area Aw = d tw = 2.806 in2

Web plate buckling coefficient kv = 5.34

Web shear coefficient - eq G2-3 Cv1 = 1

Nominal shear strength – eq G6-1 Vn = 0.6 Fy Aw Cv1 = 84.180 kips

Resistance factor for shear v = 1.00

Design shear strength Vc = v Vn = 84.180 kips

PASS - Design shear strength exceeds required shear strength

Design of members for flexure in the major axis - Chapter F

Required flexural strength; Mr = max(abs(Ms1_max), abs(Ms1_min)) = 27.945 kips_ft

Yielding - Section F2.1

Nominal flexural strength for yielding - eq F2-1; Mnyld = Mp = Fy Zx = 155 kips_ft

Lateral-torsional buckling - Section F2.2

Unbraced length; Lb = Ls1 = 324 in

Limiting unbraced length for yielding - eq F2-5; Lp = 1.76 ry [E / Fy] = 64.003 in

Distance between flange centroids; ho = d - tf = 11.82 in c = 1 rts = [(Iy Cw) / Sx] = 1.752 in

Limiting unbraced length for inelastic LTB - eq F2-6

Lr = 1.95 rts E / (0.7 Fy) [(J c / (Sx ho)) + ((J c / (Sx ho))2 + 6.76 (0.7 Fy / E)2)] = 178.734 in

Cross-section mono-symmetry parameter; Rm = 1.000

Moment at quarter point of segment; MA = 14.125 kips_ft

Moment at center-line of segment; MB = 25.742 kips_ft

Moment at three quarter point of segment; MC = 18.572 kips_ft

Maximum moment in segment; Mabs = 27.945 kips_ft

Lateral torsional buckling modification factor - eq F1-1; Cb = 12.5 Mabs / [2.5 Mabs + 3 MA + 4 MB + 3 MC] = 1.289

Melbourne, FL 32904

Project

VAMC West Palm Beach IR Cath Lab Job Ref.

0124003

Section

27' Boom Support Beam North Sheet no./rev.

Calc. by

RAS

Date

8/6/2025 Chk'd by Date App'd by Date

Critical flexural stress - eq F2-4; Fcr = Cb 2 E / (Lb / rts)2 [1 + 0.078 J c / (Sx ho) (Lb / rts)2] =

18.768 ksi

Nominal flexural strength for lateral torsional buckling - eq F2-2; Mnltb = Fcr Sx = 52.238 kips_ft

Nominal flexural strength; Mn = min(Mnyld, Mnltb) = 52.238 kips_ft

Design flexural strength; Mc = b Mn = 47.015 kips_ft

PASS - Design flexural strength exceeds required flexural strength

Design of members for vertical deflection

Consider deflection due to dead and live loads

Limiting deflection;; lim = min(0.5 in, Ls1 / 360) = 0.5 in

Maximum deflection span 1; = max(abs(max), abs(min)) = 0.359 in

Melbourne, FL 32904

Project

VAMC West Palm Beach IR Cath Lab Job Ref.

0124003

Section

27' Boom Support Beam South Sheet no./rev.

Calc. by

RAS

Date

8/6/2025 Chk'd by Date App'd by Date

STEEL BEAM ANALYSIS & DESIGN (AISC360-16)

Rotationally free

Support B Vertically restrained

Rotationally free

Applied loading

Beam loads Dead self weight of beam 1

Live point load 0.83 kips at 173.04 in

Dead partial UDL 0.028 kips/ft from 88.08 in to 248.04 in

Live point load 3.55 kips at 88.08 in

Live point load 3.55 kips at 116.04 in

Live point load 0.91 kips at 180.00 in

Live point load 0.91 kips at 208.08 in

Load combinations

Load combination 1 - 1.2D + 1.6L Support A Dead 1.20

Melbourne, FL 32904

Project

VAMC West Palm Beach IR Cath Lab Job Ref.

0124003

Section

27' Boom Support Beam South Sheet no./rev.

Calc. by

RAS

Date

8/6/2025 Chk'd by Date App'd by Date

Live 1.60

Roof live 1.60

Snow 1.60

Dead 1.20

Live 1.60

Roof live 1.60

Snow 1.60

Support B Dead 1.20

Live 1.60

Roof live 1.60

Snow 1.60

Analysis results

Maximum moment; Mmax = 87.1 kips_ft; Mmin = 0 kips_ft

Maximum shear; Vmax = 10.7 kips; Vmin = -7.2 kips

Deflection; max = 0.5 in; min = 0 in

Maximum reaction at support A; RA_max = 10.7 kips; RA_min = 10.7 kips

Unfactored dead load reaction at support A; RA_Dead = 1 kips

Unfactored live load reaction at support A; RA_Live = 6 kips

Maximum reaction at support B; RB_max = 7.2 kips; RB_min = 7.2 kips

Unfactored dead load reaction at support B; RB_Dead = 1 kips

Unfactored live load reaction at support B; RB_Live = 3.8 kips

Section details

Section type; W 12x58 (AISC 16th Edn (v16.0))

ASTM steel designation; A992

Steel yield stress; Fy = 50 ksi

Melbourne, FL 32904

Project

VAMC West Palm Beach IR Cath Lab Job Ref.

0124003

Section

27' Boom Support Beam South Sheet no./rev.

Calc. by

RAS

Date

8/6/2025 Chk'd by Date App'd by Date

Resistance factor for tensile rupture tr = 0.75

Resistance factor for compression c = 0.90

Resistance factor for flexure b = 0.90

Lateral bracing

Span 1 has lateral bracing at supports only

Classification of sections for local buckling - Section B4.1

Classification of flanges in flexure - Table B4.1b (case 10)

Width to thickness ratio; bf / (2 tf) = 7.81

Limiting ratio for compact section; pff = 0.38 [E / Fy] = 9.15

Limiting ratio for non-compact section; rff = 1.0 [E / Fy] = 24.08; Compact

Classification of web in flexure - Table B4.1b (case 15)

Width to thickness ratio; (d - 2 k) / tw = 27.00

Limiting ratio for compact section; pwf = 3.76 [E / Fy] = 90.55

Limiting ratio for non-compact section; rwf = 5.70 [E / Fy] = 137.27; Compact

Section is compact in flexure

Design of members for shear - Chapter G

Required shear strength Vr = max(abs(Vmax), abs(Vmin)) = 10.721 kips

Web area Aw = d tw = 4.392 in2

Web plate buckling coefficient kv = 5.34

Web shear coefficient - eq G2-3 Cv1 = 1

Nominal shear strength – eq G6-1 Vn = 0.6 Fy Aw Cv1 = 131.760 kips

Resistance factor for shear v = 1.00

Design shear strength Vc = v Vn = 131.760 kips

PASS - Design shear strength exceeds required shear strength

Design of members for flexure in the major axis - Chapter F

Required flexural strength; Mr = max(abs(Ms1_max), abs(Ms1_min)) = 87.102 kips_ft

Yielding - Section F2.1

Nominal flexural strength for yielding - eq F2-1; Mnyld = Mp = Fy Zx = 360 kips_ft

Lateral-torsional buckling - Section F2.2

Unbraced length; Lb = Ls1 = 324 in

Limiting unbraced length for yielding - eq F2-5; Lp = 1.76 ry [E / Fy] = 106.39 in

Distance between flange centroids; ho = d - tf = 11.56 in c = 1 rts = [(Iy Cw) / Sx] = 2.815 in

Limiting unbraced length for inelastic LTB - eq F2-6

Lr = 1.95 rts E / (0.7 Fy) [(J c / (Sx ho)) + ((J c / (Sx ho))2 + 6.76 (0.7 Fy / E)2)] = 359.178 in

Cross-section mono-symmetry parameter; Rm = 1.000

Moment at quarter point of segment; MA = 70.786 kips_ft

Moment at center-line of segment; MB = 81.028 kips_ft

Moment at three quarter point of segment; MC = 47.023 kips_ft

Maximum moment in segment; Mabs = 87.102 kips_ft

Melbourne, FL 32904

Project

VAMC West Palm Beach IR Cath Lab Job Ref.

0124003

Section

27' Boom Support Beam South Sheet no./rev.

Calc. by

RAS

Date

8/6/2025 Chk'd by Date App'd by Date

Lateral torsional buckling modification factor - eq F1-1; Cb = 12.5 Mabs / [2.5 Mabs + 3 MA + 4 MB + 3 MC] = 1.216

Nominal flexural strength for lateral torsional buckling - eq F2-2; Mnltb = Cb [Mp - (Mp - 0.7 Fy Sx) (Lb - Lp) / (Lr - Lp)] =

299.088 kips_ft

Nominal flexural strength; Mn = min(Mnyld, Mnltb) = 299.088 kips_ft

Design flexural strength; Mc = b Mn = 269.179 kips_ft

PASS - Design flexural strength exceeds required flexural strength

Design of members for vertical deflection

Consider deflection due to dead and live loads

Limiting deflection;; lim = min(0.5 in, Ls1 / 360) = 0.5 in

Maximum deflection span 1; = max(abs(max), abs(min)) = 0.496 in

Melbourne, FL 32904

Project

VAMC West Palm Beach IR Cath Lab Job Ref.

0124003

Section

27' C Arm Support Beam (Moment) Sheet no./rev.

Calc. by

RAS

Date

8/6/2025 Chk'd by Date App'd by Date

STEEL BEAM ANALYSIS & DESIGN (AISC360-16)

Rotationally free

Support B Vertically restrained

Rotationally free

Applied loading

Beam loads Dead self weight of beam 1

Live point load 2.65 kips at 162.00 in

Dead partial UDL 0.037 kips/ft from 44.04 in to 275.04 in

Load combinations

Load combination 1 - 1.2D + 1.6L Support A Dead 1.20

Live 1.60

Roof live 1.60

Snow 1.60

Melbourne, FL 32904

Project

VAMC West Palm Beach IR Cath Lab Job Ref.

0124003

Section

27' C Arm Support Beam (Moment) Sheet no./rev.

Calc. by

RAS

Date

8/6/2025 Chk'd by Date App'd by Date

Dead 1.20

Live 1.60

Roof live 1.60

Snow 1.60

Support B Dead 1.20

Live 1.60

Roof live 1.60

Snow 1.60

Analysis results

Maximum moment; Mmax = 38.7 kips_ft; Mmin = 0 kips_ft

Maximum shear; Vmax = 3.5 kips; Vmin = -3.5 kips

Deflection; max = 0.2 in; min = 0 in

Maximum reaction at support A; RA_max = 3.5 kips; RA_min = 3.5 kips

Unfactored dead load reaction at support A; RA_Dead = 1.1 kips

Unfactored live load reaction at support A; RA_Live = 1.3 kips

Maximum reaction at support B; RB_max = 3.5 kips; RB_min = 3.5 kips

Unfactored dead load reaction at support B; RB_Dead = 1.1 kips

Unfactored live load reaction at support B; RB_Live = 1.3 kips

Section details

Section type; W 12x58 (AISC 16th Edn (v16.0))

ASTM steel designation; A992

Steel yield stress; Fy = 50 ksi

Resistance factor for tensile rupture tr = 0.75

Resistance factor for compression c = 0.90

Resistance factor for flexure b = 0.90

Melbourne, FL 32904

Project

VAMC West Palm Beach IR Cath Lab Job Ref.

0124003

Section

27' C Arm Support Beam (Moment) Sheet no./rev.

Calc. by

RAS

Date

8/6/2025 Chk'd by Date App'd by Date

Lateral bracing

Span 1 has lateral bracing at supports only

Classification of sections for local buckling - Section B4.1

Classification of flanges in flexure - Table B4.1b (case 10)

Width to thickness ratio; bf / (2 tf) = 7.81

Limiting ratio for compact section; pff = 0.38 [E / Fy] = 9.15

Limiting ratio for non-compact section; rff = 1.0 [E / Fy] = 24.08; Compact

Classification of web in flexure - Table B4.1b (case 15)

Width to thickness ratio; (d - 2 k) / tw = 27.00

Limiting ratio for compact section; pwf = 3.76 [E / Fy] = 90.55

Limiting ratio for non-compact section; rwf = 5.70 [E / Fy] = 137.27; Compact

Section is compact in flexure

Design of members for shear - Chapter G

Required shear strength Vr = max(abs(Vmax), abs(Vmin)) = 3.491 kips

Web area Aw = d tw = 4.392 in2

Web plate buckling coefficient kv = 5.34

Web shear coefficient - eq G2-3 Cv1 = 1

Nominal shear strength – eq G6-1 Vn = 0.6 Fy Aw Cv1 = 131.760 kips

Resistance factor for shear v = 1.00

Design shear strength Vc = v Vn = 131.760 kips

PASS - Design shear strength exceeds required shear strength

Design of members for flexure in the major axis - Chapter F

Required flexural strength; Mr = max(abs(Ms1_max), abs(Ms1_min)) = 38.657 kips_ft

Yielding - Section F2.1

Nominal flexural strength for yielding - eq F2-1; Mnyld = Mp = Fy Zx = 360 kips_ft

Lateral-torsional buckling - Section F2.2

Unbraced length; Lb = Ls1 = 324 in

Limiting unbraced length for yielding - eq F2-5; Lp = 1.76 ry [E / Fy] = 106.39 in

Distance between flange centroids; ho = d - tf = 11.56 in c = 1 rts = [(Iy Cw) / Sx] = 2.815 in

Limiting unbraced length for inelastic LTB - eq F2-6

Lr = 1.95 rts E / (0.7 Fy) [(J c / (Sx ho)) + ((J c / (Sx ho))2 + 6.76 (0.7 Fy / E)2)] = 359.178 in

Cross-section mono-symmetry parameter; Rm = 1.000

Moment at quarter point of segment; MA = 21.772 kips_ft

Moment at center-line of segment; MB = 38.657 kips_ft

Moment at three quarter point of segment; MC = 21.737 kips_ft

Maximum moment in segment; Mabs = 38.657 kips_ft

Lateral torsional buckling modification factor - eq F1-1; Cb = 12.5 Mabs / [2.5 Mabs + 3 MA + 4 MB + 3 MC] = 1.266

Nominal flexural strength for lateral torsional buckling - eq F2-2; Mnltb = Cb [Mp - (Mp - 0.7 Fy Sx) (Lb - Lp) / (Lr - Lp)] =

311.268 kips_ft

Melbourne, FL 32904

Project

VAMC West Palm Beach IR Cath Lab Job Ref.

0124003

Section

27' C Arm Support Beam (Moment) Sheet no./rev.

Calc. by

RAS

Date

8/6/2025 Chk'd by Date App'd by Date

Nominal flexural strength; Mn = min(Mnyld, Mnltb) = 311.268 kips_ft

Design flexural strength; Mc = b Mn = 280.141 kips_ft

PASS - Design flexural strength exceeds required flexural strength

Design of members for vertical deflection

Consider deflection due to dead and live loads

Limiting deflection;; lim = min(0.5 in, Ls1 / 360) = 0.5 in

Maximum deflection span 1; = max(abs(max), abs(min)) = 0.216 in

Melbourne, FL 32904

Project

VAMC West Palm Beach IR Cath Lab Job Ref.

0124003

Section

25' Girder Support Beam Sheet no./rev.

Calc. by

RAS

Date

8/6/2025 Chk'd by Date App'd by Date

STEEL BEAM ANALYSIS & DESIGN (AISC360-16)

Rotationally free

Support B Vertically restrained

Rotationally free

Applied loading

Beam loads Dead self weight of beam 1

Dead point load 1 kips at 75.00 in

Live point load 6 kips at 75.00 in

Dead point load 1 kips at 102.00 in

Live point load 6 kips at 102.00 in

Dead point load 1.1 kips at 144.00 in

Live point load 2.4 kips at 144.00 in

Dead point load 1.1 kips at 185.04 in

Live point load 2.4 kips at 185.04 in

Melbourne, FL 32904

Project

VAMC West Palm Beach IR Cath Lab Job Ref.

0124003

Section

25' Girder Support Beam Sheet no./rev.

Calc. by

RAS

Date

8/6/2025 Chk'd by Date App'd by Date

Dead point load 0.6 kips at 220.08 in

Dead point load 0.6 kips at 252.00 in

Live point load 1.4 kips at 252.00 in

Dead point load 0.6 kips at 278.04 in

Live point load 1.4 kips at 278.04 in

Load combinations

Load combination 1 - 1.2D + 1.6L Support A Dead 1.20

Live 1.60

Roof live 1.60

Snow 1.60

Dead 1.20

Live 1.60

Roof live 1.60

Snow 1.60

Support B Dead 1.20

Live 1.60

Roof live 1.60

Snow 1.60

Analysis results

Maximum moment; Mmax = 157.9 kips_ft; Mmin = 0 kips_ft

Maximum shear; Vmax = 21.8 kips; Vmin = -18.8 kips

Deflection; max = 0.4 in; min = 0 in

Maximum reaction at support A; RA_max = 21.8 kips; RA_min = 21.8 kips

Unfactored dead load reaction at support A; RA_Dead = 3.5 kips

Unfactored live load reaction at support A; RA_Live = 11 kips

Maximum reaction at support B; RB_max = 18.8 kips; RB_min = 18.8 kips

Unfactored dead load reaction at support B; RB_Dead = 4.1 kips

Unfactored live load reaction at support B; RB_Live = 8.6 kips

Section details

Section type; W 16x67 (AISC 16th Edn (v16.0))

ASTM steel designation; A992

Steel yield stress; Fy = 50 ksi

Melbourne, FL 32904

Project

VAMC West Palm Beach IR Cath Lab Job Ref.

0124003

Section

25' Girder Support Beam Sheet no./rev.

Calc. by

RAS

Date

8/6/2025 Chk'd by Date App'd by Date

Resistance factor for tensile rupture tr = 0.75

Resistance factor for compression c = 0.90

Resistance factor for flexure b = 0.90

Lateral bracing

Span 1 has lateral bracing at supports only

Classification of sections for local buckling - Section B4.1

Classification of flanges in flexure - Table B4.1b (case 10)

Width to thickness ratio; bf / (2 tf) = 7.67

Limiting ratio for compact section; pff = 0.38 [E / Fy] = 9.15

Limiting ratio for non-compact section; rff = 1.0 [E / Fy] = 24.08; Compact

Classification of web in flexure - Table B4.1b (case 15)

Width to thickness ratio; (d - 2 k) / tw = 35.85

Limiting ratio for compact section; pwf = 3.76 [E / Fy] = 90.55

Limiting ratio for non-compact section; rwf = 5.70 [E / Fy] = 137.27; Compact

Section is compact in flexure

Design of members for shear - Chapter G

Required shear strength Vr = max(abs(Vmax), abs(Vmin)) = 21.771 kips

Web area Aw = d tw = 6.439 in2

Web plate buckling coefficient kv = 5.34

Web shear coefficient - eq G2-3 Cv1 = 1

Nominal shear strength – eq G6-1 Vn = 0.6 Fy Aw Cv1 = 193.155 kips

Resistance factor for shear v = 1.00

Design shear strength Vc = v Vn = 193.155 kips

PASS - Design shear strength exceeds required shear strength

Melbourne, FL 32904

Project

VAMC West Palm Beach IR Cath Lab Job Ref.

0124003

Section

25' Girder Support Beam Sheet no./rev.

Calc. by

RAS

Date

8/6/2025 Chk'd by Date App'd by Date

Design of members for flexure in the major axis - Chapter F

Required flexural strength; Mr = max(abs(Ms1_max), abs(Ms1_min)) = 157.862 kips_ft

Yielding - Section F2.1

Nominal flexural strength for yielding - eq F2-1; Mnyld = Mp = Fy Zx = 541.667 kips_ft

Lateral-torsional buckling - Section F2.2

Unbraced length; Lb = Ls1 = 300 in

Limiting unbraced length for yielding - eq F2-5; Lp = 1.76 ry [E / Fy] = 104.271 in

Distance between flange centroids; ho = d - tf = 15.635 in c = 1 rts = [(Iy Cw) / Sx] = 2.822 in

Limiting unbraced length for inelastic LTB - eq F2-6

Lr = 1.95 rts E / (0.7 Fy) [(J c / (Sx ho)) + ((J c / (Sx ho))2 + 6.76 (0.7 Fy / E)2)] = 312.821 in

Cross-section mono-symmetry parameter; Rm = 1.000

Moment at quarter point of segment; MA = 134.506 kips_ft

Moment at center-line of segment; MB = 152.605 kips_ft

Moment at three quarter point of segment; MC = 96.130 kips_ft

Maximum moment in segment; Mabs = 157.862 kips_ft

Lateral torsional buckling modification factor - eq F1-1; Cb = 12.5 Mabs / [2.5 Mabs + 3 MA + 4 MB + 3 MC] = 1.163

Nominal flexural strength for lateral torsional buckling - eq F2-2; Mnltb = Cb [Mp - (Mp - 0.7 Fy Sx) (Lb - Lp) / (Lr - Lp)] =

411.138 kips_ft

Nominal flexural strength; Mn = min(Mnyld, Mnltb) = 411.138 kips_ft

Design flexural strength; Mc = b Mn = 370.024 kips_ft

PASS - Design flexural strength exceeds required flexural strength

Design of members for vertical deflection

Consider deflection due to dead and live loads

Limiting deflection;; lim = min(0.5 in, Ls1 / 360) = 0.5 in

Maximum deflection span 1; = max(abs(max), abs(min)) = 0.416 in www.hilti.com

Hilti PROFIS Engineering 3.1.19

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

PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

Above Group, Inc.

Beam Support Plate

Page:

Specifier:

E-Mail:

Date:

Rachel Sternberg

8/6/2025

Specifier's comments:

1 Input data

Anchor type and diameter: HIT-HY 200 V3 + HAS-V-36 (ASTM F1554 Gr.36) 1/2

Item number: 2198021 HAS-V-36 1/2"x4-1/2" (element) / 2334276 HIT-HY 200-R V3 (adhesive)

Specification text: Hilti Æ 1/2 in HIT-HY 200 V3 + HAS-V-36 (ASTM F1554 Gr.36) with 2.75 in nominal embedment depth per ICC-ES ESR-4868 , Hammer drill bit installation per MPII, Effective embedment depth: hef,act = 2.750 in. (hef,limit = - in.)

Material: ASTM F1554 Grade 36

Evaluation Service Report: ESR-4868

Issued I Valid: 11/1/2024 | 11/1/2026

Proof: Design Method ACI 318-19 / Chem

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

Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.750 in.

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

Profile: no profile

Base material: cracked concrete, 5000, fc' = 5,000 psi; h = 22.000 in., Temp. short/long: 32/32 °F

Installation: Hammer drilled hole, Installation condition: Dry

Reinforcement: tension: not present, shear: not present; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar

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

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

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

PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

Above Group, Inc.

Beam Support Plate

Page:

Specifier:

E-Mail:

Date:

Rachel Sternberg

8/6/2025

1.1 Design results

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

1 Combination 1 N = 0; Vx = 22; Vy = 0;

Mx = 0; My = 0; Mz = 0;

no 1

1 2

3 4 x y2 Load case/Resulting anchor forces

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

Anchor Tension force Shear force Shear force x Shear force y 1 0 5 5 0 2 0 5 5 0 3 0 5 5 0 4 0 5 5 0

Max. concrete compressive strain: - [‰] Max. concrete compressive stress: - [psi] Resulting tension force in (x/y)=(-/-): 0 [lb] Resulting compression force in (x/y)=(-/-): 0 [lb]

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

3 Tension load

Load Nua [lb] Capacity f Nn [lb] Utilization bN = Nua/f Nn Status Steel Strength* N/A N/A N/A N/A

Bond Strength** N/A N/A N/A N/A

Sustained Tension Load Bond Strength* N/A N/A N/A N/A

Concrete Breakout Failure** N/A N/A N/A N/A

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

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

PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

Above Group, Inc.

Beam Support Plate

Page:

Specifier:

E-Mail:

Date:

Rachel Sternberg

8/6/2025

4 Shear load

Load Vua [lb] Capacity f Vn [lb] Utilization bV = Vua/f Vn Status Steel Strength* 5 3,211 1 OK

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

Pryout Strength (Bond Strength controls)** 22 17,250 1 OK

Concrete edge failure in direction y-** 22 16,690 1 OK

* highest loaded anchor **anchor group (relevant anchors) When the input edge distance is set to "infinity", edge breakout verification is not performed in that direction

4.1 Steel Strength

Vsa = ESR value refer to ICC-ES ESR-4868 f Vsteel ³ Vua ACI 318-19 Table 17.5.2

Variables

Ase,V [in.2] futa [psi]

0.14 58,000

Calculations

Vsa [lb] 4,940

Results

Vsa [lb] f steel f Vsa [lb] Vua [lb] 4,940 0.650 3,211 5

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

PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

Above Group, Inc.

Beam Support Plate

Page:

Specifier:

E-Mail:

Date:

Rachel Sternberg

8/6/2025

4.2 Pryout Strength (Bond Strength controls)

Vcpg =kcp[(ANa ANa0

) y ec1,Na y ec2,Na y ed,Na y cp,Na Nba ] ACI 318-19 Eq. (17.7.3.1b) f Vcpg ³ Vua ACI 318-19 Table 17.5.2 ANa see ACI 318-19, Section 17.6.5.1, Fig. R 17.6.5.1(b)

ANa0 = (2 cNa) 2 ACI 318-19 Eq. (17.6.5.1.2a) cNa = 10 da √t uncr 1100 ACI 318-19 Eq. (17.6.5.1.2b) y ec,Na = ( 1

1 + e'

N cNa

) £ 1.0 ACI 318-19 Eq. (17.6.5.3.1) y ed,Na = 0.7 + 0.3 (ca,min cNa

) £ 1.0 ACI 318-19 Eq. (17.6.5.4.1b) y cp,Na = MAX(ca,min cac cNa cac

) £ 1.0 ACI 318-19 Eq. (17.6.5.5.1b)

Nba = l a · t k,c · p · da · hef ACI 318-19 Eq. (17.6.5.2.1)

Variables kcp aoverhead t k,c,uncr [psi] da [in.] hef [in.] ca,min [in.] t k,c [psi] 2 1.000 2,379 0.500 2.750 6.500 1,216 ec1,N [in.] ec2,N [in.] cac [in.] l a

0.000 0.000 4.581 1.000

Calculations cNa [in.] ANa [in.2] ANa0 [in.2] y ed,Na

7.320 520.10 214.35 0.966 y ec1,Na y ec2,Na y cp,Na Nba [lb]

1.000 1.000 1.000 5,255

Results

Vcpg [lb] f concrete f Vcpg [lb] Vua [lb] 24,642 0.700 17,250 22

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

PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

Above Group, Inc.

Beam Support Plate

Page:

Specifier:

E-Mail:

Date:

Rachel Sternberg

8/6/2025

4.3 Concrete edge failure in direction y-

Vcbg = (AVc AVc0

) y ec,V y ed,V y c,V y h,V y parallel,V Vb ACI 318-19 Eq. (17.7.2.1b) f Vcbg ³ Vua ACI 318-19 Table 17.5.2 AVc see ACI 318-19, Section 17.7.2.1, Fig. R 17.7.2.1(b)* AVc0 = 4.5 c2 a1 ACI 318-19 Eq. (17.7.2.1.3) y ec,V = ( 1

1 + e' v 1.5ca1

) £ 1.0 ACI 318-19 Eq. (17.7.2.3.1) y ed,V = 0.7 + 0.3( ca2 1.5ca1

) £ 1.0 ACI 318-19 Eq. (17.7.2.4.1b) y h,V = √1.5ca1 ha

³ 1.0 ACI 318-19 Eq. (17.7.2.6.1)

Vb = (7 ( le da

0.2

√da) l a √f'c c 1.5 a1 ACI 318-19 Eq. (17.7.2.2.1a)

Variables ca1 [in.] ca2 [in.] ecV [in.] y c,V ha [in.]

6.500 - 0.000 1.000 22.000 le [in.] l a da [in.] f'c [psi] y parallel,V

2.750 1.000 0.500 5,000 2.000

Calculations

AVc [in.2] AVc0 [in.2] y ec,V y ed,V y h,V Vb [lb]

277.87 190.12 1.000 1.000 1.000 8,157

Results

Vcbg [lb] f concrete f Vcbg [lb] Vua [lb] 23,842 0.700 16,690 22

*Anchor row defined by: Anchor 1, 2; Case 3 controls

When the input edge distance is set to "infinity", edge breakout verification is not performed in that direction

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

PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

Above Group, Inc.

Beam Support Plate

Page:

Specifier:

E-Mail:

Date:

Rachel Sternberg

8/6/2025

5 Warnings

• The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001/Annex C, EOTA TR029 etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility!

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

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

• Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions.

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

• Installation of Hilti adhesive anchor systems shall be performed by personnel trained to install Hilti adhesive anchors. Reference ACI 318-19, Section 26.7.

Fastening meets the design criteria!

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

PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

Above Group, Inc.

Beam Support Plate

Page:

Specifier:

E-Mail:

Date:

Rachel Sternberg

8/6/2025

6 Installation data Anchor type and diameter: HIT-HY 200 V3 + HAS-V-36 (ASTM F1554 Gr.36) 1/2

Profile: no profile Item number: 2198021 HAS-V-36 1/2"x4-1/2" (element) / 2334276 HIT-HY 200-R V3 (adhesive)

Hole diameter in the fixture: df = 0.562 in. Maximum installation torque: 360 in.lb Plate thickness (input): 0.750 in. Hole diameter in the base material: 0.562 in.

Recommended plate thickness: not calculated Hole depth in the base material: 2.750 in.

Drilling method: Hammer drilled Minimum thickness of the base material: 4.000 in.

Cleaning: Compressed air cleaning of the drilled hole according to instructions for use is required

Hilti Æ 1/2 in HIT-HY 200 V3 + HAS-V-36 (ASTM F1554 Gr.36) with 2.75 in nominal embedment depth per ICC-ES ESR-4868 , Hammer drill bit installation per MPII

6.1 Recommended accessories

Drilling Cleaning Setting

• Suitable Rotary Hammer

• Properly sized drill bit

• Compressed air with required accessories to blow from the bottom of the hole

• Proper diameter wire brush

• Dispenser including cassette and mixer

• Torque wrench

1 2

3 4 x y 0.000

6.000 6.000

1.500 9.000 1.500

1.

9.

1.

6.

6.

Coordinates Anchor [in.]

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

1 -4.500 -4.500 - - 6.500 15.500 2 4.500 -4.500 - - 6.500 15.500 3 -4.500 4.500 - - 15.500 6.500 4 4.500 4.500 - - 15.500 6.500

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

PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

Above Group, Inc.

Beam Support Plate

Page:

Specifier:

E-Mail:

Date:

Rachel Sternberg

8/6/2025

7 Remarks; Your Cooperation Duties

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

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

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

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

www.hilti.com