SOW Appendix 3 - 43721210_Fargo Tier 2_IFB-BOD-Appendix-C_Structural_240116.pdf

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FARGO VA MEDICAL CENTER TIER 2 -

EHRM INFRASTRUCTURE UPGRADES

Fargo, ND

BASIS OF DESIGN - STRUCTURAL

IFB Submittal

(HOHBACH-LEWIN PROJECT #: 16709)

January 16, 2024

Prepared For:

BANCROFT ARCHITECTS + ENGINEERS

3300 DUNDEE RD.

NORTHBROOK, IL 60062

Prepared By:

HOHBACH-LEWIN, INC.

909 MONTGOMERY STREET, SUITE 260

SAN FRANCISCO, CA 94133

TIER 2 – EHRM UPGRADES| FARGO, ND

BASIS OF DESIGN NARRATIVE – STRUCTURAL

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Table of Contents

INTRODUCTION

BUILDING CODES & DESIGN CRITERIA

PROJECT BACKGROUND

EXISTING STRUCTURES

STRUCTURAL LOADS & SITE-SPECIFIC DESIGN

Dead Loads

Live Loads

Seismic Design

Wind Design

Snow Design

Geotechnical Criteria

Serviceability Criteria

STRUCTURAL DESIGN

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INTRODUCTION

Hohbach-Lewin, Inc. (Hohbach-Lewin) has been contracted by Bancroft Architects and Engineers (BAE) for structural consulting services for the Tier 2 Electronic Health Record Management (EHRM) infrastructure upgrade project located at the Fargo Veterans Affairs Medical Center (VAMC) located in Fargo, North Dakota. The scope of this effort is to provide a 100% CD Design report that discusses the location for the Main Computer Room (MCR) on the 4th floor of the main hospital building and other supporting equipment requiring structural design.

This 100% submission will provide information and commentary about the Structural Basis of Design, an overview of key assumptions, and outlines the preliminary design concept for the building’s structural system.

BUILDING CODES & DESIGN CRITERIA

The structural design will be performed in accordance with the following building codes, design guides, and VA criteria documents:

U.S. Department of Veterans Affairs, Master Specifications PG-18-1

U.S. Department of Veterans Affairs, VHA Program Guide PG-18-3, September 2013

U.S. Department of Veterans Affairs, National CAD Standards and Detail PG-18-4

U.S. Department of Veterans Affairs, Design Manuals PG-18-10

U.S. Department of Veterans Affairs, Design Submission Requirements PG-18-15C

U.S. Department of Veterans Affairs, VA Directive 7512, August 2017

U.S. Department of Veterans Affairs, Construction Standards H-18-3

U.S. Department of Veterans Affairs, Seismic Design Requirements H-18-8

2018 IBC, International Building Code

ACI 318-19, Building Code Requirements for Reinforced Concrete

ASCE 7-16, Minimum Design Loads for Buildings and Other Structures

AISC 360-16, American Institute of Steel Construction

AISC 325-17, Steel Construction Manual, 15th Edition

AWS D1.1, Structural Welding Code

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PROJECT BACKGROUND

Figure 1 shows the location of the MCR on the 4th floor of the main hospital building.

Figure 1

Figure 1: Proposed MCR Locations

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EXISTING STRUCTURES

The hospital was first constructed in the 1920’s, with subsequent building additions and expansion projects through the 1950’s and 1980’s. Much of the level 4 floor framing was constructed in the 1980’s with the initial framing being constructed in 1945. Although full sets of as-built structural drawings have not yet been made available, 1980s level 4 consists of light weight concrete over metal deck supported by wide flange steel beams supported on wide flange steel columns, the 1945 level 4 framing consists of a concrete slab supported by concrete joists. The concrete joists are supported on wide flange steel beams supported by wide flange steel columns.

Sheet S1 of the 1984 structural as-built drawings that were available defines materials properties as noted below:

Concrete (Regular and Light Weight), f’c = 3000 psi per ACI code.

Reinforcing Fs = 24,000 psi ASTM A-615 Grade 60 Structural Steel = ASTM A36 Fabricated per AISC Metal Deck:

Roof = 1 ½” x 22 GA.

Corridor floor = 1 ½” x 18 GA. Composite 4th floor = 1 ½” x 22 GA Composite

Additionally, S1 provided Design Live loads as follows:

Roof – Snow Load = 90 psf (accumulated snow load) Floor (Corridor) = 100 psf Floor (4th floor) = 125 psf

STRUCTURAL LOADS & SITE-SPECIFIC DESIGN

The following provides a summary of loading and site-specific design hazard criteria applicable.

The structural loading in this section is identified for general cases throughout the buildings included in the project scope. Superimposed dead loads and live loads will be further refined for each building during Design Development.

Dead Loads Dead loads will be considered based on the self-weights of existing or new building components. Superimposed dead loads will be identified for each affected location and will be included in the Basis of Design as the design progresses. A superimposed floor dead load of 150 psf is expected to be used for the new MCR.

Live Loads Live loads vary by occupancy, and will be considered as defined by ASCE 7-16. Service-level live loads are provided below:

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Occupancy Live Load (psf) Patient Rooms 40 Main Computer Room 40 Office 50 Lobbies & Corridors 100 Stairs & Exits 100 Light Storage 125 Heavy Storage 250 Roof 20

Additionally, all floors must be capable of support a 2,000-lbs concentrated load acting over a 2’- 6” x 2’-6” surface.

The cabinets will conservatively be assumed as live loads for evaluation of the structure’s capacity to support the cabinet weights. Additionally, a maximum rated weight (2000 LBS) capacity of the data cabinets will be assumed for the structural design.

Seismic Design the new MCR will be classified as “critical” per VA H-18-8. Per the VA H-18-8 section 2.4 and RP 8 Section 2.1 there is no requirement to do an ASCE 41 seismic evaluation of the existing building.

Wind Design It is not anticipated that the current project scope will trigger evaluation of the existing lateral-force-resisting-system of any building for wind loads.

Snow Design

1. Ground Snow Load (Pg) = 50 psf

2. Thermal Factor (Ct) = 1.0

3. Exposure Factor (Ce) = 1.0

4. Snow Importance Factor (Is) = 1.2

5. Flat Roof Snow Load (Pf) = 42 psf

6. Snow drift to be evaluated upon final MCR location selection by the VA

Geotechnical Criteria Allowable soil bearing pressures will be utilized where listed in available structural as-built drawing notes in the evaluation of existing shallow foundation systems for increased loads from new data equipment. Where adequate allowable soil bearing and/or skin friction values are not available, it is assumed that a Geotechnical Engineer will be contracted to perform site investigation and provide foundation design recommendations.

Allowable soil bearing pressures will be provided in subsequent design phases for each affected building.

Serviceability Criteria Allowable floor deflections will be considered relative to the 2018 IBC deflection limits (see below table).

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Loading Deflection Limit Live Only L/360 Dead + Live L/240

It is assumed that no structural elements must be designed explicitly for equipment vibration.

Rather, vibration isolators will be provided as necessary and will be designed by the contractor.

STRUCTURAL DESIGN

The following table provides a high-level summary of the structural work. Note that in addition to the structural implications discussed later in this section, blast loading will impact the design of the new MCR and the new equipment necessary for its function. The primary impacts of PSRDM blast design requirements can be found in the Blast – Basis of Design Narrative.

The MCR will require strengthening of the existing steel framed 4th floor. Welding of additional steel T sections to the underside of the existing wide flange steel framing to increase the floor’s stiffness. Additionally, there is a potential that the beam to column connections may need strengthening due to the increased floor loading. Additionally, there will be a concrete retaining wall adjacent to the North loading dock and well as an HSS equipment enclosure with 16GA metal deck cladding and continuous concrete footings and a concrete slab on grade with a housekeeping pad for the required mechanical equipment. See figure 2 below for location of structural work not related to the MCR on the 4th level.

There is also to be some roof top units located adjacent to the MCR on the 3rd floor roof. Exact locations are still to be finalized and any structural retrofits and anchorage required to support that equipment will be designed once roof top equipment selection and location has been finalized.

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Figure 2