ALS Lead Shielding - Basis of Design AL-1816-3759.pdf

Advanced Light Source (ALS) ALS ALARA Lead Shielding

Lawrence Berkeley National Laboratory Berkeley, California

Basis of Design 95% Final Design

Issued For Bid

R+C Job No. 2021006S16 April 2025

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AL-1816-3759

ALS Building 6, LBNL ALS ALARA Lead Shielding

April, 2025 i

TABLE OF CONTENTS

DESIGN CRITERIA

1. SUMMARY

1.1. Introduction

1.2. Project Background

1.3. Project Definition – ALS-ALARA Storage Ring Lead Panel Shielding

2. BASIS OF DESIGN

2.1. Governing Code:

2.2. Material Specifications

2.3. Gravity Design Criteria

2.4. Seismic Design Criteria

3. CONCLUSIONS

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ALS ALARA Lead Shielding April 23, 2025

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DESIGN CRITERIA

1. SUMMARY

1.1. Introduction

The Advanced Light Source (ALS) is a research facility at Lawrence Berkeley National Laboratory (LBNL) in Berkeley, California. It produces one of the world's brightest sources of ultraviolet and soft x-ray light. The ALS is the first "third-generation" synchrotron light source in its energy range, providing multiple extremely bright sources of intense and coherent short-wavelength light for use in scientific experiments by researchers from around the world. It is funded by the US Department of Energy (DOE) and operated by the University of California. The light source is housed within a concrete and lead Storage Ring within Building 6 on the LBNL campus. ALS-U and ALS ALARA are ongoing upgrades of the Advanced Light Source (ALS) at Berkeley Lab that will endow the ALS with revolutionary x-ray capabilities.

1.2. Project Background

The Advanced Light Source Building (ALS) began construction in the late 1980’s as a significant addition to the original 1930’s era dome structure used to house E.O. Lawrence’s 184-inch cyclotron.

The Storage Ring shielding structure is housed within the 1988 addition and is a seismically separate self-supporting concrete structure.

The Storage Ring is composed of a cast-in-place inner wall, precast concrete outer wall panels with intermittent lead panel shielding, and precast concrete roof panels. The storage ring structure has an inner diameter of approximately 186’ and an outer diameter of approximately 228’.

The precast roof panels are not interconnected, except at strong-backs adjacent to outer wall “lift doors”, that bear on the supporting precast and cast-in-place concrete walls. The current roof blocks vary in thickness from 12” to 18”. There are 11 locations where adjoining roof blocks at precast lift doors are supported by tube steel strong-backs. A removable steel pin, set in cast-in-place pipe sleeves, joins the roof to the wall at the supported ends.

The outer precast wall panels bear on a 6” concrete topping slab over a 12” thick concrete structural slab on grade and are connected to steel clips (brackets) at their base, by means of through-bolts. The clips are anchored through the topping slab to the 12” structural slab using post-installed resin capsule anchor bolts. There are numerous configurations of clip sizes, transitions at variations in wall shape, thickness and layout. Access to the storage ring is provided by outer ring precast hinge doors supported on casters and by a hinge connected to a vertical structural tube steel support that is anchored to the structural slab.

The inner wall is a cast-in-place reinforced concrete wall that varies in thickness from 18-inches to 44-inches. The wall is supported on a 6” concrete topping slab over a 12” thick concrete structural slab on grade connected with reinforcing bars cast-in-place through the topping slab and into the cast-in-place concrete wall.

The maximum gap between the top of the lead panels and the existing roof blocks is ½”. The maximum gap between new and existing lead panels is ½”.

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1.3. Project Definition – ALS-ALARA Storage Ring Lead Panel Shielding

New lead panels are to be installed to the inside face of the storage ring outer precast walls to improve radiation shielding performance. This project is part of the Advanced Lights Source Upgrade storage ring ALARA shielding. The lead panel dimensions are provided by LBL Radiation Physics to meet the desired radiation protection. By the completion of this project, all the outer tunnel precast concrete walls will have lead panel shielding.

The structural design and anchorage detailing for the new lead shielding panels is based on the current ASCE 7-16, California Building Code (CBC), 2019 edition, Part 10 (California Existing Building Code, University of California Seismic Safety Policy, Geotechnical Data and Interpretation Report and Site- Specific Seismic Hazard Analyses and Development of Design Ground Motions Report. The seismic analysis and retrofit design of the existing structure have been performed in a previous task (ref. 100% Final Design of ALS-U Storage Ring Seismic Retrofit). The current package includes the lead panel design as non-structural components attached to the wall. The design considers the combination of gravity and seismic loading resisted by the anchorage to the precast walls.

2. BASIS OF DESIGN

2.1. Governing Code:

California Building Code (CBC), 2022 edition, including California Amendments, Part 10 (California Existing Building Code. University of California Seismic Safety Policy, Effective Date 3/19/20.

Reference Standards:

American Society of Civil Engineers/Structural Engineering Institute (ASCE/SEI)

Minimum Design Loads for Buildings and Other Structures, 7-16 American Society of Civil Engineers/Structural Engineering Institute (ASCE/SEI)

Seismic Evaluation and Retrofit of Existing Buildings, 41-17 American Institute of Steel Construction (AISC)

Specification for Structural Steel Buildings, 360-16 Seismic Provisions for Structural Steel Buildings, 341-16

American Concrete Institute (ACI) Building Code Requirements for Structural Concrete, 318-19

American Welding Society (AWS) Structural Welding Code, D1.1-2020 Structural Welding Code - Reinforced Steel including Metal Inserts and Connections - Reinforced Concrete Construction, D1.4-2018 Structural Welding Code - Seismic Supplement D1.8 -2021

Precast/Prestressed Concrete Institute (PCI) PCI Design Handbook, 7th Edition

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University of California Seismic Safety Policy, latest edition Berkeley Lab RPM 2, “Seismic Safety” Department of Energy Standard, DOE-STD-1020, “Natural Phenomena Hazards Analysis and Design Criteria for DOE Facilities,” latest edition Interagency Committee on Seismic Safety in Construction (ICSSC), RP-8, “Standards of Seismic Safety for Existing Federally Owned and Leased Buildings,” latest edition

2.2. Material Specifications

Existing Concrete f'c = 5,200 psi, normal weight, for precast walls (Based on core sample testing August 2023).

Structural Steel ASTM A572, Grade 50 or ASTM A36 for all plates, as noted.

ASTM A307, for machine bolts.

ASTM A53A, for tubes and A120 for pipes.

E70XX for welding electrodes

Internally Threaded Sleeve Insert Anchors Hilti HIS-N internally threaded insert (ICC-ES ESR-3814).

Hilti HIT-RE 500 V3 adhesive anchors (ICC-ES ESR-3814).

2.3. Gravity Design Criteria

The new lead panel assemblies are designed to transfer their self-weight to the storage ring outer precast walls through the existing lead panel mounting inserts. The anchorage to the wall consists of bolts screwed to lead panel mounting inserts that were embedded in the precast concrete and are accessible on the inside face of the storage ring.

2.4. Seismic Design Criteria

Seismic Design Parameters

• Site Coordinates: 37.87583°N, 122.2486°W

• Risk Category II

• Site Class “C” and “D”

• Seismic Design Category: E

• Seismic Ground Motion Values:

o SMS = 3.06g, SM1 = 1.77g o SDS = 2.04g, SD1 = 1.18g

Site-Specific Spectra:

Site-specific spectral acceleration parameters prepared by LCI titled “Site-Specific Seismic Hazard Analyses and Development of Design Ground Motions for the Lawrence Berkeley National Laboratory, Berkeley, California” dated 30 September 2020 were used in the analysis. According to the Site-specific Seismic Hazard Report, the structure is located at the interface of two different soil types, Site Category 3 (Moraga) and Site Category 6 (Orinda). The most conservative parameters were used in the analysis (Site Category 3).

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Table 1. ASCE 7-16 Spectral Acceleration Parameters for All Site Categories

Design Approach:

The seismic design forces of the lead panel shielding are computed based on ASCE 7-16 Chapter 13 Table 13.5-1, considering “Exterior nonstructural wall elements and connections – fasteners of the connecting system” with an ap = 1 ¼, Rp = 1, and 0 = 1.0. Fp forces based on ASCE 7-16 were found to be slightly higher than Fp forces per ASCE 41-17 for Collapse Prevention Hazard Level; thus, the former criterion was used. The design considers the loading in the in-plane and out-of-plane direction of the wall in addition to the gravity demand for the anchorage.

The anchorage to concrete considers 0 = 1.0 and is consistent with the earthquake-resistant anchor design requirements in ACI 318-19 Chapter 17.

3. CONCLUSIONS

For the 100% Final Design, we have prepared structural drawings indicating the following items:

1. Lead panel assembly tables in metric and imperial units

2. Lead panel wall segment elevations

3. Intersecting lead panel details

4. Lead panels at precast wall stitch plate details

5. Existing precast wall lift door joint plate details

6. Typical lead panel details

7. Lead panel anchorage details

8. Individual lead panel elevations

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3. CONCLUSIONS