Attachment 5 - Narrative.pdf

VA: 537-21-106 | Data Center & EHRM Malcom Randall VAMC 1601 S.W. Archer Road Gainesville FL, 32608

3131 Newmark Drive, Suite 200 Miamisburg, OH 45342

Above Group Inc.

305 East Drive, Suite H Melbourne, FL 32904

Pennoni 5775 Rio Vista Drive, Clearwater, FL 33760

Terracon 16200 NW 59th Ave, Suite 201 Miami Lakes, FL 33014

Force Protect 10901 Front Beach RD, Suite 1415 Panama City Beach, FL 32407

Bid Documents

VAMC: #537-21-106

RDC / JPA: #22010.00

January 20, 2026

Contents

-Architectural Narrative -Civil Narrative -Structural Narrative -MEP Narrative -Exceptions Log -Physical Security MFR

April 20, 2026

ARCHITECTURAL SUMMARY

VAMC Gainesville: Data Center & EHRM VA project number: 573-21-106 Date: 01/20/2026

1. Project Scope:

1. The scope of this project is to replace all data infrastructure across the Gainesville VAMC and to build a new data center to support that upgraded system.

2. The data center building will be one story and the footprint will be approximately 3,931 SF at the location of temporary trailer 11 which will be demolished as part of this project. The primary space within the building is the 1,177 SF Data Center Room. Supporting spaces include Unpacking/Packing/Staging, Entrance Room, and Storage. Mechanical, Electrical and HAC spaces support the building as well. Additionally, a new generator will be housed in a separate Generator Room. Volume 01 of the drawings is the data center portion of the project.

3. Additionally, this project will be removing all existing equipment and cabling affiliated with the telecom rooms in all campus buildings identified in the drawing set per Volumes 02 and 03.

There are 59 telecom rooms that may require architectural work. Some rooms are existing TRs being reused but most are new rooms being redesigned for the telecom equipment. In rare cases telecom enclosures are recommended and/or exceptions will be required.

2. Construction Logistics and Phasing:

1. The entire campus will be occupied while work occurs. Contractor will have to coordinate room closures and shutdowns with the COR. Most rooms on campus will be affected. Some off-hour work is anticipated for more critical spaces. See PME documents for project phasing notes.

2. The new data center will be incorporated into the EHRM project so that the system can transition seamlessly together.

3. Budget and Deduct Alternates:

1. Project cost estimate is being prepared by OCMI and will be provided along with each submittal package.

2. No deduct alternates are identified. All work being identified is essential for creating a fully functioning system.

4. Interior Design:

1. All finishes will be discussed with the VA Interior Design staff. Unpacking/Packing/Staging, Storage, HAC and Corridors are the only rooms that will have ceilings installed.

2. Flooring: Epoxy flooring per PG 18-14 ID # 1002

3. Base: Rubber base per PD 18-14 ID # 1002

4. Wall: Gyp board with paint per PD 18-14 ID # 1002

5. Ceiling: Deck above exposed in all TRs

6. Doors: Sound Rated per PD 18-14 ID # 1002

7. Door size: 3’-0” x 7’-0” per PD 18-14 ID # 1002, Conflicts with OIT Design Guide Templates-04

162021-V3.1, which requires 3’-0” x 8’-0”. Not resolved; 8’-0” is currently specified.

8. Door fire rating: OIT Design Guide Templates-04 162021-V3.1, requires a ¾ hour or more fire rated door. We have not found any requirements for the rooms to be fire rated, negating the need for fire rated doors. The door between Electrical and Generator Rooms will be 2-hour rated consistent with the wall separation.

5. Security:

1. Force Protect is the security consultant on this project. They have reviewed and will continue to review requirements related to physical security.

2. Unscreened vehicles are required to have a standoff distance of 50’ from either the data center or the back up generators. The distance is reduced to 5’ for screened vehicles.

a. An area of the existing loading dock parking lot on the east side of the bridge will need to be zoned off to ensure the stand-off distance is maintained from the data center.

b. The building and attached generator enclosure are required to be blast rated.

6. Asbestos:

1. Terracon has provided a report for review.

7. Life Safety Code:

1. The project will follow the NFPA 101, 2024 edition.

8. Site Work:

1. Some site work required. Sidewalks will be torn up and replaced in the immediate vicinity of the building.

2. Modification to the parking area on the east side of the loading dock will be repainted.

9. Schedule:

The Data Center design schedule merged with the ongoing EHRM project (573-21-106) after SD.

5755 Rio Vista Drive

Clearwater, FL 33760

T: 727-536-8772

F: 727-538-9125 www.pennoni.com

VA Gainesville EHRM

1601 SW ARCHER RD, GAINESVILLE, FL 32608

Pennoni Project No. RDCJP23010

January 20th, 2026

Civil Schematic Design Narrative

CIVIL ENGINEERING DESIGN NARRATIVE

I. Project Description

A. The Department of Veteran Affairs is proposing a new data center at the Randall VA

Medical Center 1601 SW Archer Road, Gainesville, FL. A new 4,400 SF, blast proof building will be designed with ADA accessibility. The building along with Data center usages will house back-up generator for emergency usage.

B. Trailer 11 is to be demolished.

C. ±8,235 LF of proposed 4” duct bank for underground telecom lines, and removal of conflicting existing lines.

II. Design Standards

A. The site design will be in accordance with the City of Gainesville Land Development

Code, and the Department of Veteran Affairs.

B. Stormwater design shall comply with the St. Johns River Water Management District

(SJRWMD) requirements.

C. FEMA Requirements: The site lies within Flood Zone X, an area of minimal flood hazard.

D. Work shall confirm to applicable codes and ordinances, including the federal

Americans with Disabilities Act (ADA).

III. Site Circulation

A. Pedestrian walkways and landscaping will be provided in areas affected by the demolition and renovation. Including but not limited to the area of Trailer 11 and

Building 13: Generator 08.

IV. Utilities

A. Gainesville Regional Utilities will provide domestic water and wastewater (sewer) services and will be fed from the existing service mains on site.

B. Reclaimed water is provided by Gainesville Regional Utilities.

C. Communication lines will be serviced by Campus Communications Group Inc, Uniti

Fiber LLC, Lumen, or Gainesville Regional Utilities.

D. Gas will be serviced by Florida Gas Transmission Company.

E. Electric services will be provided by Gainesville Regional Utilities.

Project No. RDCJP22007

RENOVATE INTERVENTIONAL RADIOLOGY SUITES Page 2

F. Drainage and stormwater from the proposed building will discharge to the existing storm sewer within the site.

5755 Rio Vista Drive T: 727-536-8772 www.pennoni.com Clearwater, FL 33760 Page 1 of 1

STRUCTURAL CALCULATIONS

For

Gainesville VA Medical Center EHRM Infrastructure -Data Center

100% CD SUBMITAL

By

Jeffrey J. Salemme P.E. #44131

Pennoni Associates Inc.

COA #7819

5755 Rio Vista Drive Clearwater, Florida 33760

(727) 536-8772

Pennoni Project No. RDCJP23010

October 24, 2025

January 20 2026

JOB NO. RDCJP23010

SHEET 1 OF 4 DATE:

PROJECT: GAINESVILLE VA MEDICAL CENTER EHRM

INFRASTRUCTURE – DATA CENTER

BY: YY 02/25/2025

SUBJECT DESIGN CRITERIA CHK’D:

PROJECT DESCRIPTION:

The project consists of a new stand-alone one-story Data Center building with a gross area of approximately 5,000 square feet. Structural systems include:

• Composite Metal Decking and Steel Framing

• Reinforced CMU Wall

• Spread Footings

PROJECT LOCATION:

1601 SW Archer Road, Gainesville, FL 32608

APPLICABLE BUILDING CODES:

1) Florida Building Code 8th edition, 2023

2) ASCE 7-22

3) UFC 3‐301‐01 Structural Engineering (October 2019)

4) Physical Security Design Manual for VA Mission Critical Facilities

5) ACI 318 Building Code Requirements for Structural Concrete

6) ACI 530 & TMS602 Building Code Requirements for Masonry structures

7) AISC Steel Construction Manual and Specification for Structural Steel Buildings

CRITERIA:

GENERAL:

RISK CATEGORY: IV

WIND:

VULT = 141 mph (3 SEC GUST)

VASD = 110 mph (3 SEC GUST)

EXPOSURE CATEGORY: C

BUILDING TYPE: Enclosed

WIND BORNE DEBRIS REGION: No roof slope: 0.25 /12

Parapet Height: 4 ft (at main roof) h: 18 ft (mean roof height, eave height for roof slopes less than 10 degrees)

L: 88 ft. (building length)

B: 45 ft. (building width)

0.4h: 7.2 ft.

0.1B: 4.5 ft.

(a) smaller of (0.4h, 0.1B): 4.5 ft.

(b) greater of (0.04B, 3 ft): 3 ft.

a: 4.5 ft [greater of (a) and (b)]

GEOTECHNICAL: (Assumed, update upon receiving the final report)

Allowable Bearing Pressure: 2,500 psf

SOIL UNIT WEIGHT (Γsoil): 110 pcf (assumed)

Estimated Total Settlement: 1 in

Estimated Differential Settlement: 0.5 in

Min. Column Footing Size: 2.5 ft

Min. Wall Footing Width: 1.5 ft

Recommended Depth To Bot. Ftg: 30 in

SHEET 2 OF 4 DATE:

Compaction Requirement: 95% of modified proctor dry density (ASTM D-1557)

Ultimate Coefficient of Sliding Friction: 0.40

Estimated Modulus of Subgrade Reaction:

100 pci

LRFD LOAD COMBINATIONS:

1.4(D +F) (IBC/FBC Equation 16-1)

1.2(D + F) + 1.6(L + H) + 0.5(Lr or S or R) (IBC/FBC Equation 16-2)

1.2(D + F)+ 1.6(Lr or S or R) + 1.6H + (ƒ1L or 0.5W) (IBC/FBC Equation 16-3)

1.2(D + F)+ 1.0W + ƒ1L + 1.6H + 0.5(Lr or S or R) (IBC/FBC Equation 16-4)

1.2(D + F)+ 1.0E + ƒ1L + 1.6H + ƒ2S (IBC/FBC Equation 16-5)

0.9D+ 1.0W+ 1.6H (IBC/FBC Equation 16-6)

0.9(D + F)+ 1.0E+ 1.6H (IBC/FBC Equation 16-7) f1 = 1 for places of public assembly live loads in excess of100 pounds per square foot (4.79 kN/m2), and parking garages; and 0.5 for other live loads.

f2 = 0.7 for roof configurations (such as saw tooth) that do not shed snow off the structure, and 0.2 for other roof configurations.

ASD LOAD COMBINATIONS:

D + F (IBC/FBC Equation 16-8)

D + H + F + L (IBC/FBC Equation 16-9)

D + H + F + (Lr or S or R) (IBC/FBC Equation 16-10)

D + H + F+ 0.75(L) + 0.75(Lr or S or R) (IBC/FBC Equation 16-11)

D + H + F + (0.6W or 0.7E) (IBC/FBC Equation 16-12)

D + H + F + 0.75(0.6W) + 0.75L + 0.75(Lr or S or R) (IBC/FBC Equation 16-13)

D + H + F + 0.75 (0.7 E) + 0.75 L + 0.75 S (IBC/FBC Equation 16-14)

0.6D + 0.6W+H (IBC/FBC Equation 16-15)

0.6(D + F) + 0.7E+H (IBC/FBC Equation 16-16)

DRIFT AND DEFLECTION LIMITS

1604.3 Serviceability. (FBC)

Structural systems and members thereof shall be designed to have adequate stiffness to limit deflections and lateral drift. See Section 12.12.1 of ASCE 7 for drift limits applicable to earthquake loading.

TABLE 1604.3

DEFLECTION LIMITSa, b, c, h, i

CONSTRUCTION L S or Wf D + Ld, g, j

Roof members:e

Supporting plaster or stucco ceiling l/360 l/360 l/240

Supporting nonplaster ceiling l/240 l/240 l/180

Not supporting ceiling l/180 l/180 l/120

Members supporting screen surface l/60

Floor members l/360 — l/240

Exterior walls and interior partitions:

With plaster or stucco finishes — l/360 —

With other brittle finishes — l/240 —

SHEET 3 OF 4 DATE:

With flexible finishes — l/120 —

f. The wind load is permitted to be taken as 0.42 times the “component and cladding” loads for the purpose of determining deflection limits herein.

WIND LOAD CASES:

ASCE 7 -2022 – FIGURE 27.3-8

1) Full design wind pressure acting on the projected area perpendicular to each principal axis of the structure, considered separately along each principal axis. Full design pressure on side walls and roof areas for wind along each principal axis as specified in Figures 27.3-1 through 27.3-7. All pressures act simultaneously for each principal wind direction.

A) 100% in the X direction

B) 100% in the Z direction

2) Three-quarters of design wind pressure on the projected wall area perpendicular to each principal axis of the structures and sidewalls in conjunction with a torsional moment, [equal to the pressure times an eccentricity equal to 15% of the dimension perpendicular to the direction the pressure is acting], considered separately for each principal axis. Roof pressures are 75% of Case 1. All pressures and torsion act simultaneously for each principal wind direction.

3) Wall pressures are 75% of Case 1. The resulting pressure on any roof area defined by the two principal wind directions of Case 1 and 2 shall be 100% of the larger value of the roof pressures defined for Case 1 and 2, respectively. All pressures act simultaneously.

A) 75% in the X direction + 75% in the X direction for wall pressures

4) Wall pressures and torsional moment are 75% of Case 2 (wall pressures are 56.3% of Case 1. The resulting pressure on any roof area defined by the two principal wind directions of Case 1 and 2 shall be 100% of the larger value of the roof pressures defined for Case 1 and 2, respectively. All pressures and torsion act simultaneously.

ASCE 7 -2022 – APPENDIX D BUILDINGS EXEMPTED FROM TORSIONAL WIND LOAD CASES

D.1 Scope

The torsional load cases in figure 27.3-8 (Case 2 and Case 4) need not be considered for a building meeting the conditions of Sections D.2, D.3, D.4, or D.5 if it can be shown by other means that the torsional load cases of Figure 27.3-8 do not control the design.

D.2 One- and Two-Story Buildings Meeting the Following Requirements

One-story buildings with h less than or equal to 30 ft buildings two stories or fewer framed with light-frame construction, and buildings two stories or fewer designed with flexible diaphragms are exempted.

D.4 Buildings Classified as Torsionally Regular Under Wind Load

Buildings meeting the definition of a Torsionally regular building contained in Section 26.2.

Section 26.2

A building with the MWFRS about each principal axis proportioned so that the maximum displacement at each story under Case 2, the torsional wind load case, of Figure 27.4-8, does not exceed the maximum displacement at the same location under Case 1 of Figure 27.3-8, the basic wind load case.

CONCLUSION:

The torsional wind load cases need to be considered because the building does not meet any of the exceptions in Appendix D.

SHEET 4 OF 4 DATE:

DEAD LOADS:

ROOF

MEP Allowance = 5 psf

Ceiling = 2 psf

Rigid Insulation = 7 psf (ASCE 7 Table C3-1)

Roofing Membrane = 1 psf (ASCE 7 Table C3-1)

SUPERIMPOSED DEAD LOAD = 15 psf

Composite Metal Deck (18GA) Total Depth 5 1/4”

= 45 psf

Steel Beam = 5 psf

TOTAL DEAD LOAD = 65 psf

LIVE LOADS:

ROOF

Live Roof Load = 20 psf

Gainesville VA Data Center Title

October 02, 2024

Project Number: RDCJP23010 Prepared By: YY

Disclaimer/Copyright These calculations are derived from various editions of the ASCE 7 Standard (ASCE 7-98, ASCE 7-02, ASCE 7-05, ASCE 7-10, ASCE 7-16, ASCE7-22) to determine the minimum wind loads and performance goals for buildings, other structures and their nonstructural components that are subject to building code requirements. While the information presented by this program is believed to be correct, SDG, Inc. neither intends for this program to replace the sound judgment of a competent professional, having knowledge and experience in the relevant field(s) of practice, nor to substitute for the standard of care required of such a professional in interpreting and applying the results of the report provided by the WLS program.

SDG, Inc. disclaims any responsibility for any particular results relating to the use of the WLS Program. SDG, Inc. disclaims any liability for any personal injury or any loss or damage of any kind, including all indirect, special, or consequential damages and lost profits, arising out of or relating to the use of the WLS program. Any individual who relies on the WLS program assumes all liability arising from its use.

This program contains terminology and figures from ASCE Standard 7, Minimum Design Loads for Buildings and Other Structures Copyright © by the American Society of Civil Engineers (ASCE) [in conjunction with the Structural Engineering Institute (SEI)], 1801 Alexander Bell Drive, Reston, VA 20191-4400. ASCE permitted the use of this material under a copyright release dated February 2, 2000. SDG, Inc. gratefully acknowledges ASCE’s cooperation in permitting the use of this material.

Signature / Stamp

Input

October 02, 2024

Site Information Wind Dir. Exposure

1 C 2 C 3 C 4 C

Basic Wind Speed: 141 mph Topography: Flat

Optional Factors This project uses load combinations from ASCE 7.

WLS (v4.0.11.0) Page 1 of 10

Input Cont.

October 02, 2024

Structure Information Structure Type: Building Structure Category: IV Enclosure Classification: Enclosed

Main Section

Wall Length (ft) Overhang (ft) 1 88.0 0.00 2 44.0 0.00 3 88.0 0.00 4 44.0 0.00

Eave Height: 18.0 ft Parapet Height: 4.00 ft Parapet Enclosure: Solid Roof Shape: Monoslope

Roof Slope (X:12) A 0.00

Top

Front Right

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October 02, 2024

Composite Drawing

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October 02, 2024

Components & Cladding

Description Wall/Roof Surface Zone Span Width Area RM Roof A (All) 1.000 ft 1.000 ft 1.000 ft² Joist Roof A (All) 16.0 ft 5.00 ft 85.3 ft² W1 Wall 1 (All) 0.00 ft 0.00 ft 1.00 ft² W21 Wall 1 (All) 0.00 ft 0.00 ft 21.0 ft² W51 Wall 1 (All) 0.00 ft 0.00 ft 51.0 ft² W101 Wall 1 (All) 0.00 ft 0.00 ft 101 ft² W151 Wall 1 (All) 0.00 ft 0.00 ft 151 ft² W251 Wall 1 (All) 0.00 ft 0.00 ft 251 ft² W501 Wall 1 (All) 0.00 ft 0.00 ft 501 ft²

WLS (v4.0.11.0) Page 4 of 10

ASCE 7-22 Wind Load Report Components & Cladding

October 02, 2024

This data was calculated using the components and cladding method.

Component Description Surface Zone z (ft) q (psf) GCp GCpi Ext Pres (psf) Net w/ +GCpi (psf) Net w/ -GCpi (psf)

RM A 1' 18.0 44.9 0.300 0.180 11.5 4.58 18.3

18.0 44.9 -0.900 -34.4 -41.2 -27.5 1 18.0 44.9 0.300 11.5 4.58 18.3

18.0 44.9 -1.70 -64.9 -71.8 -58.1 2 18.0 44.9 1.00 38.2 31.3 45.1

18.0 44.9 -2.30 -87.8 -94.7 -81.0 3 18.0 44.9 1.00 38.2 31.3 45.1

18.0 44.9 -2.30 -87.8 -94.7 -81.0

Joist A 1' 18.0 44.9 0.207 0.180 7.90 1.03 14.8

18.0 44.9 -0.900 -34.4 -41.2 -27.5

1 18.0 44.9 0.207 7.90 1.03 14.8

18.0 44.9 -1.32 -50.3 -57.2 -43.4

2 18.0 44.9 0.836 31.9 25.0 38.8

18.0 44.9 -1.81 -69.0 -75.9 -62.1

3 18.0 44.9 0.836 31.9 25.0 38.8

18.0 44.9 -1.81 -69.0 -75.9 -62.1

W1 1 4 18.0 44.9 0.900 0.180 34.4 27.5 41.2

18.0 44.9 -0.990 -37.8 -44.7 -30.9

5 18.0 44.9 0.900 34.4 27.5 41.2

18.0 44.9 -1.26 -48.1 -55.0 -41.2

W21 1 4 18.0 44.9 0.849 0.180 32.4 25.5 39.3

18.0 44.9 -0.939 -35.9 -42.7 -29.0

5 18.0 44.9 0.849 32.4 25.5 39.3

18.0 44.9 -1.16 -44.2 -51.1 -37.3

W51 1 4 18.0 44.9 0.788 0.180 30.1 23.2 37.0

18.0 44.9 -0.878 -33.5 -40.4 -26.6

5 18.0 44.9 0.788 30.1 23.2 37.0

18.0 44.9 -1.04 -39.5 -46.4 -32.7

W101 1 4 18.0 44.9 0.740 0.180 28.3 21.4 35.2

18.0 44.9 -0.830 -31.7 -38.6 -24.8

5 18.0 44.9 0.740 28.3 21.4 35.2

18.0 44.9 -0.941 -35.9 -42.8 -29.1

W151 1 4 18.0 44.9 0.713 0.180 27.2 20.3 34.1

18.0 44.9 -0.803 -30.7 -37.5 -23.8

5 18.0 44.9 0.713 27.2 20.3 34.1

18.0 44.9 -0.885 -33.8 -40.7 -26.9

W251 1 4 18.0 44.9 0.678 0.180 25.9 19.0 32.8

18.0 44.9 -0.768 -29.3 -36.2 -22.4

5 18.0 44.9 0.678 25.9 19.0 32.8

18.0 44.9 -0.815 -31.1 -38.0 -24.3

W501 1 4 18.0 44.9 0.630 0.180 24.1 17.2 30.9

18.0 44.9 -0.720 -27.5 -34.4 -20.6

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Components & Cladding

October 02, 2024

This data was calculated using the components and cladding method.

Component Description Surface Zone z (ft) q (psf) GCp GCpi Ext Pres (psf) Net w/ +GCpi (psf) Net w/ -GCpi (psf) 5 18.0 44.9 0.630 24.1 17.2 30.9

18.0 44.9 -0.720 -27.5 -34.4 -20.6

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Main Wind Force Resisting System - Wind Direction 1

October 02, 2024

This data was calculated using the building of all heights method.

# Surface z (ft) q (psf) G Cp GCpi Ext Pres (psf) Net w/ +GCpi (psf) Net w/ -GCpi (psf) 1 Windward Wall 15.0 43.3 0.867 0.800 0.180 25.5 18.7 32.4

18.0 44.9 26.5 19.6 33.4 Parapet 22.0 46.8 1.50 59.7

2 Side Wall 18.0 44.9 0.867 -0.700 0.180 -23.2 -30.1 -16.3

3 Leeward Wall 18.0 44.9 0.867 -0.500 0.180 -16.6 -23.4 -9.69 Parapet 22.0 46.8 -1.00 -39.8

4 Side Wall 18.0 44.9 0.867 -0.700 0.180 -23.2 -30.1 -16.3

A Roof 0.00 - 9.00* 44.9 0.867 -0.900 0.180 -29.8 -36.7 -22.9

9.00 - 18.0* 44.9 -29.8 -36.7 -22.9

18.0 - 36.0* 44.9 -0.500 -16.6 -23.4 -9.69

36.0 - 44.0* 44.9 -0.300 -9.94 -16.8 -3.06

0.00 - 44.0* 44.9 -0.180 -5.96 -12.8 0.912

This is load case 1 in ASCE 7-22 Figure 27.3-8. See Figure 27.3-8 for other cases.

* Distance from windward edge.

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Main Wind Force Resisting System - Wind Direction 2

October 02, 2024

This data was calculated using the building of all heights method.

# Surface z (ft) q (psf) G Cp GCpi Ext Pres (psf) Net w/ +GCpi (psf) Net w/ -GCpi (psf) 1 Side Wall 18.0 44.9 0.882 -0.700 0.180 -23.6 -30.5 -16.7

2 Windward Wall 15.0 43.3 0.882 0.800 0.180 26.0 19.1 32.8

18.0 44.9 26.9 20.1 33.8

Parapet 22.0 46.8 1.50 59.7

3 Side Wall 18.0 44.9 0.882 -0.700 0.180 -23.6 -30.5 -16.7

4 Leeward Wall 18.0 44.9 0.882 -0.300 0.180 -10.1 -17.0 -3.23 Parapet 22.0 46.8 -1.00 -39.8

A Roof 0.00 - 9.00* 44.9 0.882 -0.900 0.180 -30.3 -37.2 -23.4

9.00 - 18.0* 44.9 -30.3 -37.2 -23.4

18.0 - 36.0* 44.9 -0.500 -16.8 -23.7 -9.97

36.0 - 88.0* 44.9 -0.300 -10.1 -17.0 -3.23

0.00 - 88.0* 44.9 -0.180 -6.06 -12.9 0.812

This is load case 1 in ASCE 7-22 Figure 27.3-8. See Figure 27.3-8 for other cases.

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Main Wind Force Resisting System - Wind Direction 3

October 02, 2024

This data was calculated using the building of all heights method.

# Surface z (ft) q (psf) G Cp GCpi Ext Pres (psf) Net w/ +GCpi (psf) Net w/ -GCpi (psf) 1 Leeward Wall 18.0 44.9 0.867 -0.500 0.180 -16.6 -23.4 -9.69

Parapet 22.0 46.8 -1.00 -39.8

2 Side Wall 18.0 44.9 0.867 -0.700 0.180 -23.2 -30.1 -16.3

3 Windward Wall 15.0 43.3 0.867 0.800 0.180 25.5 18.7 32.4

18.0 44.9 26.5 19.6 33.4

Parapet 22.0 46.8 1.50 59.7

4 Side Wall 18.0 44.9 0.867 -0.700 0.180 -23.2 -30.1 -16.3

A Roof 0.00 - 9.00* 44.9 0.867 -0.900 0.180 -29.8 -36.7 -22.9

9.00 - 18.0* 44.9 -29.8 -36.7 -22.9

18.0 - 36.0* 44.9 -0.500 -16.6 -23.4 -9.69

36.0 - 44.0* 44.9 -0.300 -9.94 -16.8 -3.06

0.00 - 44.0* 44.9 -0.180 -5.96 -12.8 0.912

This is load case 1 in ASCE 7-22 Figure 27.3-8. See Figure 27.3-8 for other cases.

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Main Wind Force Resisting System - Wind Direction 4

October 02, 2024

This data was calculated using the building of all heights method.

# Surface z (ft) q (psf) G Cp GCpi Ext Pres (psf) Net w/ +GCpi (psf) Net w/ -GCpi (psf) 1 Side Wall 18.0 44.9 0.882 -0.700 0.180 -23.6 -30.5 -16.7

2 Leeward Wall 18.0 44.9 0.882 -0.300 0.180 -10.1 -17.0 -3.23 Parapet 22.0 46.8 -1.00 -39.8

3 Side Wall 18.0 44.9 0.882 -0.700 0.180 -23.6 -30.5 -16.7

4 Windward Wall 15.0 43.3 0.882 0.800 0.180 26.0 19.1 32.8

18.0 44.9 26.9 20.1 33.8

Parapet 22.0 46.8 1.50 59.7

A Roof 0.00 - 9.00* 44.9 0.882 -0.900 0.180 -30.3 -37.2 -23.4

9.00 - 18.0* 44.9 -30.3 -37.2 -23.4

18.0 - 36.0* 44.9 -0.500 -16.8 -23.7 -9.97

36.0 - 88.0* 44.9 -0.300 -10.1 -17.0 -3.23

0.00 - 88.0* 44.9 -0.180 -6.06 -12.9 0.812

This is load case 1 in ASCE 7-22 Figure 27.3-8. See Figure 27.3-8 for other cases.

WLS (v4.0.11.0) Page 10 of 10

EB

B

C DA

HSS6X

6X

5/1

HSS6X

6X

5/1

HSS6X

6X

5/1

HSS6X

6X

5/1

HSS6X

6X

5/1

HSS6X

6X

5/1

HSS6X

6X

5/1

HSS6X

6X

5/1

HSS6X

6X

5/1

HSS6X

6X

5/1

HSS6X

6X

5/1

HSS6X

6X

5/1

HSS5X

5X

1/4

HSS5X

5X

1/4

HSS5X

5X

1/4

HSS5X

5X

1/4

18' - 8" 22' - 8" 22' - 8" 22' - 8"

/8

/8

C.J.

C.J.

C.J.

C .J

C .J

C .J

C .J

C .J

2.9

M .C

.J

M .C

.J

M .C

.J

M .C

.J

M .C

.J

M .C

.J

1'

3"

D.9

1' - 3"

1.1

1'

3"

B.1

1' - 3"

M .C

.J

S501

S501

S501

S501

S501

S501

S501

S501

S501

M.C.J.

M.C.J.

C .J

C

.J

C.J. C.J.

GENERATOR

S501

S501

M.C.J.

F60

F60 F60

F60

F60

F60 F60

F60 F60

F60 F60

F60

F60

1.5

2.7

3'

1/

8"

A.1

1' - 2 1/8"

A.9

6 1/2"

F1 F1

F2 F2 F2

F4

F2

F2 F2

F2F2F2F2

S

WS

W

S W

SW

SW

YARD SCREEN WALL

CONCRETE MF

F4

F4F4

EB C DA

W

X

(1 7)

W16X31 (20) W16X31 (20) W16X31 (20)

W16X36 (24) W16X36 (24) W16X36 (24)

W16X50 (24)

W

X

(1 7)

W16X50 (24) W16X50 (24)

2.9

D.9

1.1

B.1

1.5

2.7

S510

A.1 A.9

S510

TOP/WALL

EL.= 118'-6"

S510

TOP/WALL

EL.= 118'-6"

TOP/WALL

EL.= 112'-6"

S501

SLOPE

DOWN

S

LO

P E

D O

W N

S

LO

P E

D O

W N

W8X21 (10)

W8X21 (10)

W8X21 (10)

W8X21 (10)

W8X21 (10)

W 8X

(1

0)

W 8X

(1

0)

W 8X

(1

0)

W 8X

(1

0)

W 8X

(1

0)

W 8X

(1

0)

W 8X

(1

0)

W 8X

(1

0)

W 8X

(1

0)

W 8X

(1

0)

W

X

(1 4)

W

X

(1 4)

W

X

(1 4)

W

X

(1 4)

W

X

(1 4)

W

X

(1 4)

W

X

(1 4)

W

X

(1 4)

W

X

(1 4)

W

X

(1 4)

TOP/WALL

EL.= 118'-6"

TOP/WALL

EL.= 108'-6"

TOP/WALL

EL.= 112'-6"

TOP/WALL

EL.= 112'-6"

B1

B2

B

G1 G1G1

G2 G2G2

G3 G3G3

G

G

FOUNDATION DESIGN KEY PLAN

FRAMING DESIGN KEY PLAN

BEAM

DESIGN

Gravity Beam Design

RAM SBeam v07.00.00

RDCJP23010 - Data Center

02/25/25 17:59:50

STEEL CODE: AISC 360-16 LRFD

SPAN INFORMATION (ft): I-End (0.00,0.00) J-End (17.00,0.00)

Beam Size (User Selected) = W8X21 Fy = 50.0 ksi

Total Beam Length (ft) = 17.00

Distance to Adjacent Beam on Left (ft) = 8.0

Distance to Adjacent Beam on Right (ft) = 8.0

COMPOSITE PROPERTIES (Not Shored):

Left Right

Deck Label

Concrete thickness (in) 3.25 3.25

Unit weight concrete (pcf) 110.00 110.00 f'c (ksi) 3.00 3.00

Decking Orientation perpendicular perpendicular

Decking type VULCRAFT 2VL VULCRAFT 2VL beff (in) = 51.00 Y bar(in) = 9.26

Mnf (kip-ft) = 210.62 Mn (kip-ft) = 137.38

C (kips) = 85.51 PNA (in) = 7.56

Ieff (in4) = 209.85 Itr (in4) = 330.65

Stud length (in) = 4.00 Stud diam (in) = 0.75

Stud Capacity (kips) Qn = 17.1 Rg = 1.00 Rp = 0.60

# of studs: Max = 17 Partial = 10 Actual = 10

Number of Stud Rows = 1 Percent of Full Composite Action = 27.76

Top flange braced by decking for Composite condition.

Top flange braced by decking for Pre-composite condition.

LINE LOADS (k/ft):

Load Dist (ft) DL CDL LL PartL CLL

1 0.000 0.021 0.021 0.000 0.000 0.000

17.000 0.021 0.021 0.000 0.000 0.000

2 0.000 0.520 0.360 1.080 0.000 0.160

17.000 0.520 0.360 1.080 0.000 0.160

SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 20.21 kips 1.00Vn = 62.10 kips

MOMENTS (Ultimate):

Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft

Center PreCmp+ 1.2DL+1.6LL 25.8 8.5 0.0 1.00 0.90 76.50

Init DL 1.4DL 19.3 8.5 --- ---

Max + 1.2DL+1.6LL 85.9 8.5 --- --- 0.90 123.64

Controlling 1.2DL+1.6LL 85.9 8.5 --- --- 0.90 123.64

REACTIONS (kips):

Left Right

Initial reaction 4.60 4.60

DL reaction 4.60 4.60

Max +LL reaction 9.18 9.18

Max +total reaction (factored) 20.21 20.21

RDCJP23010 - Data Center

02/25/25 17:59:50

DEFLECTIONS: Ratio

Initial load (in) at 8.50 ft = -0.328 L/D = 622

Live load (in) at 8.50 ft = -0.333 L/D = 612 > 360 0.59

Post Comp load (in) at 8.50 ft = -0.383 L/D = 533 > 240 0.45

Net Total load (in) at 8.50 ft = -0.711 L/D = 287 > 240 0.84

Page 2/2

RDCJP23010 - Data Center

02/25/25 18:01:57

STEEL CODE: AISC 360-16 LRFD

SPAN INFORMATION (ft): I-End (0.00,0.00) J-End (23.00,0.00)

Beam Size (User Selected) = W8X15 Fy = 50.0 ksi

Total Beam Length (ft) = 23.00

Distance to Adjacent Beam on Left (ft) = 8.0

Distance to Adjacent Beam on Right (ft) = 8.0

COMPOSITE PROPERTIES (Not Shored):

Left Right

Deck Label

Concrete thickness (in) 3.25 3.25

Unit weight concrete (pcf) 110.00 110.00 f'c (ksi) 3.00 3.00

Decking Orientation perpendicular perpendicular

Decking type VULCRAFT 2VL VULCRAFT 2VL beff (in) = 69.00 Y bar(in) = 10.08

Mnf (kip-ft) = 160.47 Mn (kip-ft) = 100.60

C (kips) = 68.41 PNA (in) = 6.85

Ieff (in4) = 169.87 Itr (in4) = 267.53

Stud length (in) = 4.00 Stud diam (in) = 0.75

Stud Capacity (kips) Qn = 17.1 Rg = 1.00 Rp = 0.60

# of studs: Max = 23 Partial = 8 Actual = 8

Number of Stud Rows = 1 Percent of Full Composite Action = 30.81

Top flange braced by decking for Composite condition.

Top flange braced by decking for Pre-composite condition.

LINE LOADS (k/ft):

Load Dist (ft) DL CDL LL PartL CLL

1 0.000 0.015 0.015 0.000 0.000 0.000

23.000 0.015 0.015 0.000 0.000 0.000

2 0.000 0.130 0.090 0.270 0.000 0.040

23.000 0.130 0.090 0.270 0.000 0.040

SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 6.97 kips 1.00Vn = 59.61 kips

MOMENTS (Ultimate):

Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft

Center PreCmp+ 1.2DL+1.6LL 12.6 11.5 0.0 1.00 0.90 51.00

Init DL 1.4DL 9.7 11.5 --- ---

Max + 1.2DL+1.6LL 40.1 11.5 --- --- 0.90 90.54

Controlling 1.2DL+1.6LL 40.1 11.5 --- --- 0.90 90.54

REACTIONS (kips):

Left Right

Initial reaction 1.67 1.67

DL reaction 1.67 1.67

Max +LL reaction 3.10 3.10

Max +total reaction (factored) 6.97 6.97

RDCJP23010 - Data Center

02/25/25 18:01:57

DEFLECTIONS: Ratio

Initial load (in) at 11.50 ft = -0.475 L/D = 581

Live load (in) at 11.50 ft = -0.345 L/D = 800 > 360 0.45

Post Comp load (in) at 11.50 ft = -0.396 L/D = 697 > 240 0.34

Net Total load (in) at 11.50 ft = -0.872 L/D = 317 > 240 0.76

RDCJP23010 - Data Center

02/25/25 18:01:19

STEEL CODE: AISC 360-16 LRFD

SPAN INFORMATION (ft): I-End (0.00,0.00) J-End (25.00,0.00)

Beam Size (User Selected) = W12X30 Fy = 50.0 ksi

Total Beam Length (ft) = 25.00

Distance to Adjacent Beam on Left (ft) = 8.0

Distance to Adjacent Beam on Right (ft) = 8.0

COMPOSITE PROPERTIES (Not Shored):

Left Right

Deck Label

Concrete thickness (in) 3.25 3.25

Unit weight concrete (pcf) 110.00 110.00 f'c (ksi) 3.00 3.00

Decking Orientation perpendicular perpendicular

Decking type VULCRAFT 2VL VULCRAFT 2VL beff (in) = 75.00 Y bar(in) = 12.66

Mnf (kip-ft) = 375.44 Mn (kip-ft) = 266.79

C (kips) = 119.72 PNA (in) = 10.75

Ieff (in4) = 537.99 Itr (in4) = 812.79

Stud length (in) = 4.00 Stud diam (in) = 0.75

Stud Capacity (kips) Qn = 17.1 Rg = 1.00 Rp = 0.60

# of studs: Max = 50 Partial = 14 Actual = 14

Number of Stud Rows = 1 Percent of Full Composite Action = 27.24

Top flange braced by decking for Composite condition.

Top flange braced by decking for Pre-composite condition.

LINE LOADS (k/ft):

Load Dist (ft) DL CDL LL PartL CLL

1 0.000 0.030 0.030 0.000 0.000 0.000

25.000 0.030 0.030 0.000 0.000 0.000

2 0.000 0.520 0.360 1.080 0.000 0.160

25.000 0.520 0.360 1.080 0.000 0.160

SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 29.85 kips 1.00Vn = 95.94 kips

MOMENTS (Ultimate):

Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft

Center PreCmp+ 1.2DL+1.6LL 56.6 12.5 0.0 1.00 0.90 161.62

Init DL 1.4DL 42.6 12.5 --- ---

Max + 1.2DL+1.6LL 186.6 12.5 --- --- 0.90 240.11

Controlling 1.2DL+1.6LL 186.6 12.5 --- --- 0.90 240.11

REACTIONS (kips):

Left Right

Initial reaction 6.87 6.87

DL reaction 6.87 6.87

Max +LL reaction 13.50 13.50

Max +total reaction (factored) 29.85 29.85

RDCJP23010 - Data Center

02/25/25 18:01:19

DEFLECTIONS: Ratio

Initial load (in) at 12.50 ft = -0.497 L/D = 604

Live load (in) at 12.50 ft = -0.608 L/D = 493 > 360 0.73

Post Comp load (in) at 12.50 ft = -0.699 L/D = 429 > 240 0.56

Net Total load (in) at 12.50 ft = -1.195 L/D = 251 > 240 0.96

RDCJP23010 - Data Center

02/25/25 18:02:25

STEEL CODE: AISC 360-16 LRFD

SPAN INFORMATION (ft): I-End (0.00,0.00) J-End (23.00,0.00)

Beam Size (User Selected) = W16X50 Fy = 50.0 ksi

Total Beam Length (ft) = 23.00

Distance to Adjacent Beam on Left (ft) = 17.0

Distance to Adjacent Beam on Right (ft) = 25.0

COMPOSITE PROPERTIES (Not Shored):

Left Right

Deck Label

Concrete thickness (in) 3.25 3.25

Unit weight concrete (pcf) 110.00 110.00 f'c (ksi) 3.00 3.00

Decking Orientation parallel parallel

Decking type VULCRAFT 2VL VULCRAFT 2VL beff (in) = 69.00 Y bar(in) = 14.31

Mnf (kip-ft) = 670.37 Mn (kip-ft) = 565.22

C (kips) = 222.34 PNA (in) = 14.00

Ieff (in4) = 1332.67 Itr (in4) = 1739.38

Stud length (in) = 4.00 Stud diam (in) = 0.75

Stud Capacity (kips) Qn = 17.1 Rg = 1.00 Rp = 0.75

# of studs: Full = 102 Partial = 26 Actual = 26

Number of Stud Rows = 1 Percent of Full Composite Action = 25.96

Top flange braced by decking for Composite condition.

Top flange not braced by decking for Pre-composite condition.

POINT LOADS (kips):

Flange Bracing

Dist (ft) DL CDL LL PartL CLL Top Bottom

7.670 11.50 8.20 22.70 0.00 3.36 No No

15.330 11.50 8.20 22.70 0.00 3.36 No No

LINE LOADS (k/ft):

Load Dist (ft) DL CDL LL PartL CLL

1 0.000 0.050 0.050 0.000 0.000 0.000

23.000 0.050 0.050 0.000 0.000 0.000

SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 50.81 kips 1.00Vn = 185.82 kips

MOMENTS (Ultimate):

Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft

Center PreCmp+ 1.2DL+1.6LL 120.7 11.5 23.0 1.14 0.90 160.76

Init DL 1.4DL 92.7 11.5 --- ---

Max + 1.2DL+1.6LL 388.4 11.5 --- --- 0.90 508.70

Controlling 1.2DL+1.6LL 387.9 15.3 --- --- 0.90 470.83

REACTIONS (kips):

RDCJP23010 - Data Center

02/25/25 18:02:25

Left Right

Initial reaction 12.14 12.14

DL reaction 12.08 12.08

Max +LL reaction 22.70 22.70

Max +total reaction (factored) 50.81 50.81

DEFLECTIONS: Ratio

Initial load (in) at 11.50 ft = -0.337 L/D = 820

Live load (in) at 11.50 ft = -0.438 L/D = 630 > 360 0.57

Post Comp load (in) at 11.50 ft = -0.502 L/D = 550 > 240 0.44

Net Total load (in) at 11.50 ft = -0.839 L/D = 329 > 240 0.73

RDCJP23010 - Data Center

02/25/25 18:02:55

STEEL CODE: AISC 360-16 LRFD

SPAN INFORMATION (ft): I-End (0.00,0.00) J-End (23.00,0.00)

Beam Size (User Selected) = W16X36 Fy = 50.0 ksi

Total Beam Length (ft) = 23.00

Distance to Adjacent Beam on Left (ft) = 0.5

Distance to Adjacent Beam on Right (ft) = 25.0

COMPOSITE PROPERTIES (Not Shored):

Left Right

Deck Label

Concrete thickness (in) 3.25 3.25

Unit weight concrete (pcf) 110.00 110.00 f'c (ksi) 3.00 3.00

Decking Orientation parallel parallel

Decking type VULCRAFT 2VL VULCRAFT 2VL beff (in) = 37.50 Y bar(in) = 13.19

Mnf (kip-ft) = 442.21 Mn (kip-ft) = 373.35

C (kips) = 119.72 PNA (in) = 12.01

Ieff (in4) = 851.72 Itr (in4) = 1098.47

Stud length (in) = 4.00 Stud diam (in) = 0.75

Stud Capacity (kips) Qn = 17.1 Rg = 1.00 Rp = 0.75

# of studs: Full = 56 Partial = 14 Actual = 14

Number of Stud Rows = 1 Percent of Full Composite Action = 25.78

Top flange braced by decking for Composite condition.

Top flange not braced by decking for Pre-composite condition.

POINT LOADS (kips):

Flange Bracing

Dist (ft) DL CDL LL PartL CLL Top Bottom

7.670 6.90 4.90 13.50 0.00 2.00 No No

15.330 6.90 4.90 13.50 0.00 2.00 No No

LINE LOADS (k/ft):

Load Dist (ft) DL CDL LL PartL CLL

1 0.000 0.036 0.036 0.000 0.000 0.000

23.000 0.036 0.036 0.000 0.000 0.000

SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 30.38 kips 1.00Vn = 140.71 kips

MOMENTS (Ultimate):

Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft

Center PreCmp+ 1.2DL+1.6LL 72.5 11.5 23.0 1.14 0.90 87.92

Init DL 1.4DL 56.0 11.5 --- ---

Max + 1.2DL+1.6LL 232.0 11.5 --- --- 0.90 336.01

Controlling 1.2DL+1.6LL 72.5 11.5 23.0 1.14 0.90 87.92

RDCJP23010 - Data Center

02/25/25 18:02:55

Left Right

Initial reaction 7.31 7.31

DL reaction 7.31 7.31

Max +LL reaction 13.50 13.50

Max +total reaction (factored) 30.38 30.38

DEFLECTIONS: Ratio

Initial load (in) at 11.50 ft = -0.299 L/D = 923

Live load (in) at 11.50 ft = -0.408 L/D = 676 > 360 0.53

Post Comp load (in) at 11.50 ft = -0.468 L/D = 589 > 240 0.41

Net Total load (in) at 11.50 ft = -0.767 L/D = 360 > 240 0.67

RDCJP23010 - Data Center

02/25/25 18:03:25

STEEL CODE: AISC 360-16 LRFD

SPAN INFORMATION (ft): I-End (0.00,0.00) J-End (23.00,0.00)

Beam Size (User Selected) = W16X31 Fy = 50.0 ksi

Total Beam Length (ft) = 23.00

Distance to Adjacent Beam on Left (ft) = 0.5

Distance to Adjacent Beam on Right (ft) = 17.0

COMPOSITE PROPERTIES (Not Shored):

Left Right

Deck Label

Concrete thickness (in) 3.25 3.25

Unit weight concrete (pcf) 110.00 110.00 f'c (ksi) 3.00 3.00

Decking Orientation parallel parallel

Decking type VULCRAFT 2VL VULCRAFT 2VL beff (in) = 37.50 Y bar(in) = 13.62

Mnf (kip-ft) = 394.76 Mn (kip-ft) = 329.38

C (kips) = 119.72 PNA (in) = 12.30

Ieff (in4) = 751.62 Itr (in4) = 981.81

Stud length (in) = 4.00 Stud diam (in) = 0.75

Stud Capacity (kips) Qn = 17.1 Rg = 1.00 Rp = 0.75

# of studs: Full = 56 Partial = 14 Actual = 14

Number of Stud Rows = 1 Percent of Full Composite Action = 25.83

Top flange braced by decking for Composite condition.

Top flange not braced by decking for Pre-composite condition.

POINT LOADS (kips):

Flange Bracing

Dist (ft) DL CDL LL PartL CLL Top Bottom

7.670 4.60 3.26 9.20 0.00 1.36 No No

15.330 4.60 3.26 9.20 0.00 1.36 No No

LINE LOADS (k/ft):

Load Dist (ft) DL CDL LL PartL CLL

1 0.000 0.031 0.031 0.000 0.000 0.000

23.000 0.031 0.031 0.000 0.000 0.000

SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 20.67 kips 1.00Vn = 131.18 kips

MOMENTS (Ultimate):

Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft

Center PreCmp+ 1.2DL+1.6LL 49.2 11.5 23.0 1.14 0.90 51.77

Init DL 1.4DL 37.9 11.5 --- ---

Max + 1.2DL+1.6LL 157.7 11.5 --- --- 0.90 296.44

Controlling 1.2DL+1.6LL 49.2 11.5 23.0 1.14 0.90 51.77

RDCJP23010 - Data Center

02/25/25 18:03:25

Left Right

Initial reaction 4.98 4.98

DL reaction 4.96 4.96

Max +LL reaction 9.20 9.20

Max +total reaction (factored) 20.67 20.67

DEFLECTIONS: Ratio

Initial load (in) at 11.50 ft = -0.242 L/D = 1142

Live load (in) at 11.50 ft = -0.315 L/D = 876 > 360 0.41

Post Comp load (in) at 11.50 ft = -0.361 L/D = 765 > 240 0.31

Net Total load (in) at 11.50 ft = -0.603 L/D = 458 > 240 0.52

RDCJP23010 - Data Center

02/25/25 18:03:56

STEEL CODE: AISC 360-16 LRFD

SPAN INFORMATION (ft): I-End (0.00,0.00) J-End (24.33,0.00)

Beam Size (User Selected) = W16X36 Fy = 50.0 ksi

Total Beam Length (ft) = 24.33

Distance to Adjacent Beam on Left (ft) = 0.5

Distance to Adjacent Beam on Right (ft) = 17.0

COMPOSITE PROPERTIES (Not Shored):

Left Right

Deck Label

Concrete thickness (in) 3.25 3.25

Unit weight concrete (pcf) 110.00 110.00 f'c (ksi) 3.00 3.00

Decking Orientation parallel parallel

Decking type VULCRAFT 2VL VULCRAFT 2VL beff (in) = 39.49 Y bar(in) = 13.34

Mnf (kip-ft) = 447.61 Mn (kip-ft) = 348.86

C (kips) = 85.51 PNA (in) = 10.85

Ieff (in4) = 790.03 Itr (in4) = 1117.15

Stud length (in) = 4.00 Stud diam (in) = 0.75

Stud Capacity (kips) Qn = 17.1 Rg = 1.00 Rp = 0.75

# of studs: Full = 40 Partial = 10 Actual = 10

Number of Stud Rows = 1 Percent of Full Composite Action = 26.12

Top flange braced by decking for Composite condition.

Top flange not braced by decking for Pre-composite condition.

LINE LOADS (k/ft):

Load Dist (ft) DL CDL LL PartL CLL

1 0.000 0.036 0.036 0.000 0.000 0.000

24.330 0.036 0.036 0.000 0.000 0.000

2 0.000 0.585 0.405 1.215 0.000 0.180

24.330 0.585 0.405 1.215 0.000 0.180

SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 32.71 kips 1.00Vn = 140.71 kips

MOMENTS (Ultimate):

Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft

Center PreCmp+ 1.2DL+1.6LL 60.5 12.2 24.3 1.14 0.90 80.98

Init DL 1.4DL 45.7 12.2 --- ---

Max + 1.2DL+1.6LL 199.0 12.2 --- --- 0.90 313.97

Controlling 1.2DL+1.6LL 60.5 12.2 24.3 1.14 0.90 80.98

REACTIONS (kips):

Left Right

Initial reaction 7.56 7.56

DL reaction 7.56 7.56

Max +LL reaction 14.78 14.78

Max +total reaction (factored) 32.71 32.71

RDCJP23010 - Data Center

02/25/25 18:03:56

DEFLECTIONS: Ratio

Initial load (in) at 12.16 ft = -0.268 L/D = 1091

Live load (in) at 12.16 ft = -0.418 L/D = 698 > 360 0.52

Post Comp load (in) at 12.16 ft = -0.480 L/D = 608 > 240 0.39

Net Total load (in) at 12.16 ft = -0.748 L/D = 390 > 240 0.61

Concrete Beam LIC# : KW-06015394, Build:20.23.07.20 PENNONI & ASSOCIATES, INC. (c) ENERCALC INC 1983-2023

DESCRIPTION: Generator Room Concrete beam

Project File: RDCJP23010.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

CODE REFERENCES

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

General Information 4.0

7.50 145.0

Elastic Modulus 3,122.0 ksi

60.0 29,000.0

60.0 29,000.0

3=

= 0.90 0.750 f'c ksi fy - Main Rebar ksi

Density

1/2 fr = f'c * 474.342 pcf

E - Main Rebar ksi psi

= 1.0LtWt Factor Fy - Stirrups ksi

E - Stirrups ksi

0.850

Shear :

Stirrup Bar Size #

Number of Resisting Legs Per Stirrup

Phi Values Flexure :

Seismic Design Category = A

.Cross Section & Reinforcing Details Rectangular Section, Width = 8.0 in, Height = 36.0 in Span #1 Reinforcing

2-#6 at 2.50 in from Bottom, from 0.0 to 15.0 ft in this span 2-#6 at 2.50 in from Top, from 0.0 to 15.0 ft in this span

Beam self weight calculated and added to loads Load for Span Number 1

Uniform Load : D = 0.30 k/ft, Tributary Width = 1.0 ft, (CMU Wall) .Design OKDESIGN SUMMARY

Maximum Bending Stress Ratio = 0.180 : 1

Span # where maximum occurs Span # 1 Location of maximum on span 7.514 ft

Mn * Phi : Allowable 128.926 k-ft

Typical SectionSection used for this span Mu : Applied 23.231 k-ft

Maximum Deflection

0 <360.0 26017

Ratio = 0 <180.0

Max Downward Transient Deflection 0.000 in 0Ratio = <360.0 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.007 in Ratio = >=180.0 Max Upward Total Deflection 0.000 in

Span: 1 : D Only Span: 1 : D Only

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

Max Upward from all Load Conditions 4.425 4.425 Max Upward from Load Combinations 2.655 2.655 Max Upward from Load Cases 4.425 4.425 D Only 4.425 4.425 +0.60D 2.655 2.655

.Shear Stirrup Requirements Entire Beam Span Length : Vu <= Phi*lambda*sqrt(f'c)*bw*d, Req'd Vs = Not Reqd per 9.3.6.1, Stirrups are not required.

DESCRIPTION: Generator Room Concrete beam

Project File: RDCJP23010.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

.Detailed Shear Information

Load Combination Vu (k)Span Distance 'd' Comment Phi*Vs

Req'd Phi*Vnd*Vu/MuMu

(ft) (k)(in) (k)Actual (k-ft)Number (k) Spacing (in)

Design Phi*Vc

+1.40D 1 0.00 33.50 6.19 6.19 0.00 1.00 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 0.16 33.50 6.06 6.06 1.00 1.00 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 0.33 33.50 5.92 5.92 1.99 1.00 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 0.49 33.50 5.79 5.79 2.95 1.00 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 0.66 33.50 5.65 5.65 3.88 1.00 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 0.82 33.50 5.52 5.52 4.80 1.00 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 0.98 33.50 5.38 5.38 5.69 1.00 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 1.15 33.50 5.25 5.25 6.57 1.00 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 1.31 33.50 5.11 5.11 7.41 1.00 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 1.48 33.50 4.98 4.98 8.24 1.00 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 1.64 33.50 4.84 4.84 9.05 1.00 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 1.80 33.50 4.71 4.71 9.83 1.00 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 1.97 33.50 4.57 4.57 10.59 1.00 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 2.13 33.50 4.43 4.43 11.33 1.00 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 2.30 33.50 4.30 4.30 12.04 1.00 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 2.46 33.50 4.16 4.16 12.74 0.91 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 2.62 33.50 4.03 4.03 13.41 0.84 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 2.79 33.50 3.89 3.89 14.06 0.77 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 2.95 33.50 3.76 3.76 14.68 0.71 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 3.11 33.50 3.62 3.62 15.29 0.66 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 3.28 33.50 3.49 3.49 15.87 0.61 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 3.44 33.50 3.35 3.35 16.43 0.57 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 3.61 33.50 3.22 3.22 16.97 0.53 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 3.77 33.50 3.08 3.08 17.49 0.49 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 3.93 33.50 2.95 2.95 17.98 0.46 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 4.10 33.50 2.81 2.81 18.45 0.43 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 4.26 33.50 2.67 2.67 18.90 0.39 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 4.43 33.50 2.54 2.54 19.33 0.37 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 4.59 33.50 2.40 2.40 19.73 0.34 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 4.75 33.50 2.27 2.27 20.12 0.31 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 4.92 33.50 2.13 2.13 20.48 0.29 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 5.08 33.50 2.00 2.00 20.82 0.27 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 5.25 33.50 1.86 1.86 21.13 0.25 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 5.41 33.50 1.73 1.73 21.43 0.22 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 5.57 33.50 1.59 1.59 21.70 0.20 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 5.74 33.50 1.46 1.46 21.95 0.19 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 5.90 33.50 1.32 1.32 22.18 0.17 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 6.07 33.50 1.18 1.18 22.38 0.15 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 6.23 33.50 1.05 1.05 22.56 0.13 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 6.39 33.50 0.91 0.91 22.73 0.11 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 6.56 33.50 0.78 0.78 22.86 0.10 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 6.72 33.50 0.64 0.64 22.98 0.08 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 6.89 33.50 0.51 0.51 23.08 0.06 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 7.05 33.50 0.37 0.37 23.15 0.04 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 7.21 33.50 0.24 0.24 23.20 0.03 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 7.38 33.50 0.10 0.10 23.23 0.01 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 7.54 33.50 -0.03 0.03 23.23 0.00 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 7.70 33.50 -0.17 0.17 23.21 0.02 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 7.87 33.50 -0.30 0.30 23.18 0.04 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 8.03 33.50 -0.44 0.44 23.11 0.05 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 8.20 33.50 -0.58 0.58 23.03 0.07 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 8.36 33.50 -0.71 0.71 22.93 0.09 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 8.52 33.50 -0.85 0.85 22.80 0.10 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 8.69 33.50 -0.98 0.98 22.65 0.12 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 8.85 33.50 -1.12 1.12 22.48 0.14 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 9.02 33.50 -1.25 1.25 22.28 0.16 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 9.18 33.50 -1.39 1.39 22.07 0.18 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0

DESCRIPTION: Generator Room Concrete beam

Project File: RDCJP23010.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Detailed Shear Information

Load Combination Vu (k)Span Distance 'd' Comment Phi*Vs

Req'd Phi*Vnd*Vu/MuMu

(ft) (k)(in) (k)Actual (k-ft)Number (k) Spacing (in)

Design Phi*Vc

+1.40D 1 9.34 33.50 -1.52 1.52 21.83 0.19 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 9.51 33.50 -1.66 1.66 21.57 0.21 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 9.67 33.50 -1.79 1.79 21.28 0.24 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 9.84 33.50 -1.93 1.93 20.98 0.26 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 10.00 33.50 -2.06 2.06 20.65 0.28 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 10.16 33.50 -2.20 2.20 20.30 0.30 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 10.33 33.50 -2.34 2.34 19.93 0.33 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 10.49 33.50 -2.47 2.47 19.53 0.35 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 10.66 33.50 -2.61 2.61 19.12 0.38 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 10.82 33.50 -2.74 2.74 18.68 0.41 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 10.98 33.50 -2.88 2.88 18.22 0.44 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 11.15 33.50 -3.01 3.01 17.74 0.47 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 11.31 33.50 -3.15 3.15 17.23 0.51 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 11.48 33.50 -3.28 3.28 16.70 0.55 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 11.64 33.50 -3.42 3.42 16.15 0.59 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 11.80 33.50 -3.55 3.55 15.58 0.64 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 11.97 33.50 -3.69 3.69 14.99 0.69 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 12.13 33.50 -3.83 3.83 14.37 0.74 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 12.30 33.50 -3.96 3.96 13.74 0.81 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 12.46 33.50 -4.10 4.10 13.07 0.87 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 12.62 33.50 -4.23 4.23 12.39 0.95 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 12.79 33.50 -4.37 4.37 11.69 1.00 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 12.95 33.50 -4.50 4.50 10.96 1.00 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 13.11 33.50 -4.64 4.64 10.21 1.00 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 13.28 33.50 -4.77 4.77 9.44 1.00 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 13.44 33.50 -4.91 4.91 8.65 1.00 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 13.61 33.50 -5.04 5.04 7.83 1.00 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 13.77 33.50 -5.18 5.18 6.99 1.00 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 13.93 33.50 -5.31 5.31 6.13 1.00 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 14.10 33.50 -5.45 5.45 5.25 1.00 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 14.26 33.50 -5.59 5.59 4.35 1.00 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 14.43 33.50 -5.72 5.72 3.42 1.00 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 14.59 33.50 -5.86 5.86 2.47 1.00 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 14.75 33.50 -5.99 5.99 1.50 1.00 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0 +1.40D 1 14.92 33.50 -6.13 6.13 0.51 1.00 10.25 Vu <= Phi*lambdNot Reqd per 9 10.2 0.0

.Maximum Forces & Stresses for Load Combinations

Span # Bending Stress Results ( k-ft )Location (ft)Load Combination

Mu : Max Stress RatioSegment Phi*Mnxalong Beam MAXimum BENDING Envelope

Span # 1 1 15.000 23.23 128.93 0.18 +1.40D

Span # 1 1 15.000 23.23 128.93 0.18 +1.20D

Span # 1 1 15.000 19.91 128.93 0.15 +0.90D

Span # 1 1 15.000 14.93 128.93 0.12

Location in Span (ft)Load CombinationMax. "-" Defl (in)Location in Span (ft)Load Combination Span Max. "+" Defl (in) Overall Maximum Deflections

D Only 1 0.0069 7.500 0.0000 0.000

DESCRIPTION: Canopy Concrete beam

Project File: RDCJP23010.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

CODE REFERENCES

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

General Information 4.0

7.50 145.0

Elastic Modulus 3,122.0 ksi

60.0 29,000.0

60.0 29,000.0

3=

= 0.90 0.750 f'c ksi fy - Main Rebar ksi

Density

1/2 fr = f'c * 474.342 pcf

E - Main Rebar ksi psi

= 1.0LtWt Factor Fy - Stirrups ksi

E - Stirrups ksi

0.850

Shear :

Stirrup Bar Size #

Number of Resisting Legs Per Stirrup

Phi Values Flexure :

Seismic Design Category = A

.Cross Section & Reinforcing Details Rectangular Section, Width = 8.0 in, Height = 56.0 in Span #1 Reinforcing

2-#5 at 2.50 in from Bottom, from 0.0 to 42.0 ft in this span 2-#5 at 2.50 in from Top, from 0.0 to 42.0 ft in this span 2-#5 at 12.50 in from Bottom, from 0.0 to 42.0 ft in this span 2-#5 at 12.50 in from Top, from 0.0 to 42.0 ft in this span 2-#5 at 24.0 in from Bottom, from 0.0 to 42.0 ft in this span 2-#5 at 24.0 in from Top, from 0.0 to 42.0 ft in this span

Beam self weight calculated and added to loads Load for Span Number 1

Uniform Load : D = 0.20 k/ft, Tributary Width = 1.0 ft .Design OKDESIGN SUMMARY

Maximum Bending Stress Ratio = 0.475 : 1

Span # where maximum occurs Span # 1 Location of maximum on span 21.038 ft

Mn * Phi : Allowable 423.003 k-ft

Typical SectionSection used for this span Mu : Applied 200.997 k-ft

Maxi…