VMO00166_SOW_Phase_1_FINAL_2015.01.13.pdf

Phase 1 Solicitation SOW for the Seismic Renovation at the Robert A. Young Federal Building

St.Louis Missouri

Issued with Phase 1 Solicitation January 13, 2015 prepared by SFS Architecture Kansas City Walter P. Moore Kansas City | San Francisco Smith & Boucher Engineers Overland Park

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2 Phase 1 Solicitation SOW | Seismic Renovation | Robert A. Young Federal Building

Table of Contents

1 - Project Scope

Summary

2 - Project Requirements

Standards & Design Criteria

General Requirements

3 - Existing Conditions

Building Summary

Geotechnical Investigation

Building Information Modeling (BIM)

4 - Seismic Strengthening

Summary & Introduction

Concept A - CIP Concrete Shear Walls

Concept B – Steel Plate Shear Walls

Concept C – Supplemental Damping Devices

5 - Non-structural Remediation

Architectural

Mechanical Engineering

Electrical Engineering

Fire Protection and Life Safety

Elevators and Vertical Circulation

Phase 1 Solicitation SOW | Seismic Renovation | Robert A. Young Federal Building 3

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4 Phase 1 Solicitation SOW | Seismic Renovation | Robert A. Young Federal Building

Robert A. Young Federal

Building St. Louis, Missouri Seismic Renovation

1 - Project Scope

1 - Project Scope

Summary

The Robert A Young (RAY) Federal Building at

1222 Spruce Street, in St. Louis, Missouri, is a twenty (20) story concrete framed federal office building with a one story basement level. It was originally built in 1933 as a railroad terminal merchandise mart and warehouse. The US

Army became the property owners in the 1940’s and added 3 floors to the L-shaped portion of the building and converted it to office space in

1957. In 1961 the General Services

Administration (GSA) became the property manager and in 1988 renamed the building in honor of former Missouri politician Robert A.

Young. From 1987 to 1990 the building underwent a complete interior renovation, but left the historic grand lobby intact. The building is eligible for listing on the National Register of

Historic Places but is not listed at this time.

Figure A: Relevant seismic zones.

The building sits on three acres of land in the

Central Business District of St. Louis, Missouri.

The total area of building is 1,131,917 gross square feet, with 1,004,784 rentable square feet, and 804,395 usable square feet.

The major tenants include:

Internal Revenue Service (IRS)

US Army Corps of Engineers (US COE)

US Coast Guard

Department of Labor

US Military Enlistment Processing and

Recruiting

US Immigration Customs & Enforcement

(US ICE)

A number of other agencies are located within the facility as well as four automatic data processing centers. Approximately 3,000 occupants are housed in the building and it receives 500 to 800 visitors per day depending on the time of year.

The building is within a block of the former metropolitan police headquarters, the police academy, and a fire station on a congested site set back approximately 7 to 12 feet from two streets; one leading to a highway, the other a major thoroughfare for bus lines, and 51 feet from a double deck interstate highway.

Structural failure would not only cause catastrophic loss of life for those in and around the building but also impede the ability of first responders to carry out their mission.

The facility is located within 150 miles of two seismic zones, the Wabash Valley and the New

Madrid. While estimates of the actual force of the

1811-1812 New Madrid seismic activity vary, it is considered among the largest known earthquakes in North America.

The bridging documents contained herein outline project scope and requirements for

Phase 1 Solicitation SOW | Seismic Renovation | Robert A. Young Federal Building 5

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Project Scope Robert A. Young Federal Building

St. Louis, Missouri structural retrofits, non-structural remediation, and seismic instrumentation for the facility. A geotechnical investigation was performed to determine the soil characteristics and considerations for the engineering design of the structural system.

The final solution for the structural retrofit shall be proposed by the Design/Build Team and may consider the concepts indicated in this report as a starting point for their proposal. It is not the intent of GSA to limit the final solution to a concept indicated in this report, only to illustrate various retrofit concepts that GSA has explored and deemed potential solutions. Solutions will be evaluated based on the following criteria:

Technical Requirements

Tenant Impact

Implementation Plan (sequencing)

Anticipated Swing Space Needs

Cost of Construction

Schedule

All areas disturbed due to construction activities are to be patched, repaired, or replaced with similar materials or finishes in accordance with the Project Requirements.

Some areas of the facility may require additional consideration such as alterations to the existing space layout to accommodate the structural retrofit. The layout of these areas will be coordinated by GSA with the applicable tenants as needed. For the purpose of this proposal of a the Offeror should assume a replacement of finishes and fixtures to the pre-construction condition in accordance with the Project

Requirements outlined in Section 2.

Figure B: Looking south.

(photo credit: http://www.landmarks-stl.org/)

6 Phase 1 Solicitation SOW | Seismic Renovation | Robert A. Young Federal Building http://www.landmarks-stl.org/)

2 - Project Requirements

2 - Project Requirements

Standards & Design Criteria

The following documents and criterion shall be the basis of design for the project. In the case of a conflict, the more stringent condition shall apply.

Refer to Sections 4, 5, and 6 for additional requirements, drawings, details, and specifications related to the scope of work.

International Existing Building Code 2012

PBS P-100 Version 1.0, issued March 2014

The complete P-100 document shall be used as a guideline for the project. Specific Chapters and/or Sections of note are listed below:

Chapter 1 - General Requirements o 1.2.1 Alterations and Repairs

Chapter 3 Architecture and Interior Design o 3.2.1 1 Seismic Resistance - Baseline/Life Safety o 3.4 Interior Performance Requirements - Tier 2/High Performance o 3.5 Interior Construction and Interior Finishes Performance Attributes - Tier 2/High Performance

Chapter 4 – Structural Engineering o 4.2.1 Live Load: Vibrations – not applicable o 4.2.2.1 Wind: Structure – 15% in 50 year exceedance, not applicable o 4.2.2.2 Seismic: Structure - Life Safety o 4.2.2.3 Seismic: Nonstructural

– Life Safety o 4.2.2.4 Flood: Flood Mitigation

– not applicable o 4.3.9 Seismic Instrumentation

– required, see below.

Chapter 5 Mechanical Engineering Chapter 6 Electrical Engineering Chapter 7 Fire Protection and Life

Safety

ASCE 41-13 Seismic Evaluation and Retrofit of Existing Buildings

Site Class D (assumed until further information received from geotechnical report is available)

Risk Category III

Basic Safety Objective (Existing Buildings)

a. BSE-2E

i. ................. Ss,5/50 = 0.309 g

ii. .................. S1,5/50 = 0.120 g

iii. ........... Structural Performance

Goal: Limited Safety

iv. .............. Non-Structural

Performance Goal: not considered

b. BSE-1E

i. ................. Ss,20/50 = 0.095 g

ii. .................. S1,20/50 = 0.030 g

iii. ........... Structural Performance

Goal: Damage Control

iv. ............ Non-Structural

Performance Goal:

Position Retention (2-B per ASCE 41)

Architectural, Mechanical and Electrical

Components (Chapter 13)

USGS Seismic Instrumentation of Buildings

(with emphasis on Federal Buildings)

Requirements to be determined.

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Project Requirements Robert A. Young Federal Building

General Requirements

Working Hours

The facility will be required to remain open and fully operational through the duration of the retrofit.

The hours of operation for the facility are 8am-

5pm Monday through Friday. The majority of the construction activities shall need to occur during "off hours." Construction activities shall be limited to the hours of 5pm to 6a, Monday through Friday. Weekend work may be allowed and shall be coordinated with the Property

Manager.

Activities which are not noise-producing may occur during business hours. Preparations for work which do not produce noise or that occur outside the building envelope may be permitted after coordination with the Property Manager.

Detailed scheduling and communication is paramount and shall occur for all construction activities with the Property Manager.

Site Conditions

All means of emergency egress must remain available to the building occupants.

Provisions shall be made so that the job site will remain free and clear of debris, trash, dust, and other construction materials shall be secured prior to the facility opening daily. Appropriate ventilation of construction odors must also be considered.

A job site office space will be provided for the

Design/Build Team's within the facilityuse during construction.

All materials that are to be stored on site shall be limited to the area immediately surrounding the location of final installation or to the designated staging area indicated in the

Drawings.

Scheduling

Bi-weekly meetings shall occur with the Property

Manager specifically to review the on-going and upcoming schedule of construction activities.

Swing Space

The Property Manager, in coordination with the

Design/Build Team, shall be responsible for the temporary relocation of tenants as required during construction activities that may displace or otherwise disrupt normal business activities.

Swing space shall be available in the facility for this temporary relocation.

Additional general requirements are included in the bridging documents drawings and specifications.

8 Phase 1 Solicitation SOW | Seismic Renovation | Robert A. Young Federal Building

Robert A. Young Federal Building

3 - Existing Conditions

3 - Existing Conditions

Building Summary

The main building dates from the 1930's and has a fairly regular structure consisting largely of round poured-in-place concrete columns with capitals and slabs with drop panels. Some areas have concrete beams and others have concrete pan-joist construction. The construction is rather heavy, presumably due to being designed for warehouse loads. Columns are at a uniform grid of approximately 20 feet in each direction. The overall building dimensions of the ten-story main building structure are approximately 366 feet long by 332 feet wide; the overall area is approximately 1,000,000 square feet for the ten-story portion. Additionally, there is a single story basement level. Original construction drawings are available in the Appendix.

A sallyport addition to the ICE tenant space was recently completed on the west side of the building and drawings for this addition are included in the Appendix.

Floors 8- 11 of the main building were added after the original construction. The original structural drawings seem to indicate that the building was designed with this future expansion in mind. Drawings for this expansion are not available.

Floors 2- 9 include 8 inch raised access flooring throughout the floors. Data centers and computer rooms exist with 12 to 16 inch high raised access flooring. These data centers include highly sensitive equipment, particularly on the 7th floor and 5th floor.

There is a three-story portion of the building east of gridline K and south of gridline 10 that appears to have a masonry wall supporting the slab as it extends beyond column line K. This area of the building appears to be the remnants of an original structure that occupied the southwest portion of the site, now a surface parking lot.

The columns and slab form a moment frame that provides resistance to lateral loads. As seismic inertial forces act on the mass of the structure, the rigidity of the slab-column connection acts to create counterbalancing shear forces in the columns. This system has a moderate level of strength and stiffness due to the close column spacing and the thickness of the slabs. Both of

Figure C: Aerial view (www.google.com) these characteristics, however, also result in very large inertial forces to be resisted.

The building appears to be in generally good condition. There were few visible signs of deterioration as listed below. These do not appear to be severe enough to pose any imminent risk; it is prudent, however, to include structural repair of these items with the overall retrofit work (or with other structural work if any

Phase 1 Solicitation SOW | Seismic Renovation | Robert A. Young l Federal Building 9

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Existing Conditions is planned). These items include several locations of spalling in the underside of the concrete slab at the basement level, likely due to the installation of attachments into insufficiently consolidated concrete. Additionally, there is one beam on gridline K at the basement level that has a long horizontal crack.

Buildings of this era were designed primarily for gravity loads. Some additional measures were sometimes taken for conditions in which wind loads could be expected to have a significant effect. Little or no consideration was given to seismic loads, nor to the prevention of unfavorable behaviors for loadings exceeding those used in design. Thus these buildings often lack fully developed reinforcement splices, continuous reinforcement through joints, confinement, and other details that provide for capacity to tolerate moderate to large seismic displacements.

The tower portion of the building is currently unoccupied and would not be useable without additional means of egress. There is approximately 50,000 square feet of gross area in the tower.

The tower structure is integral with the main building structure and is of similar construction.

Square and rectangular cast-in-place concrete columns extend above the round columns of the main building. Concrete beams and slabs form the floor system. The structure steps back from the corners symmetrically at the upper floors as is common in taller buildings of this era. At the upper levels some of the floors are partial. The top level is a small mezzanine; the level below is occupied by large metal water tanks which are not in use.

The tower structure, while integral with main building structure, has a distinct response and distinct issues of seismic performance. The frames of the tower have beam-column joints

Robert A. Young Federal Building St. Louis, Missouri

Seismic Renovation that are different from the slab-column joints of the main building. Nevertheless, these beam-column joints also likely suffer from inadequate reinforcement and also have a limited rotation capacity.

An investigation into the reinforcing of select building columns was performed in October 2011 as part of a previous study. An excerpt from the study including these field observations can be found in the Appendix of this report.

Figure D: Column E-12, 7th Floor. (from the Field Report in

October 2011 found in the Appendix)

Hazardous Materials

Hazardous building materials, including lead based paint (LBP), asbestos, or other hazardous materials were known to exist in facilities of this type and age however a detailed survey of these materials is not available. Some tile and mastic was observed in the unoccupied tower that may be contain asbestos.

Geotechnical Investigation

A comprehensive geotechnical investigation was performed in December 2014 at the RAY building by Terracon of St.Louis. This investigation included various field exploration

10 Phase 1 Solicitation SOW | Seismic Renovation | Robert A. Young Federal Building techniques in and around the building to determine subsurface soil conditions and site specific requirements.

The following tasks were performed at the facility:

(11) soil borings around the perimeter of the building

(4) Seismic Cone Penetration Test (CPT) soundings around the perimeter of the building

Refraction Microtremor (ReMi) testing along three sides of the building

Ground Penetrating Radar (GPR) at select locations in the basement to determine the size and relationship of the existing pile caps and footings.

The results of these tests are included in the geotechnical report found in the Appendix for the Design/Build Team's use in developing a proposal.

Building Information Modeling (BIM)

Figure E: BIM model; exterior view.

Building information modeling (BIM) was utilized in the conceptual development and location of the seismic retrofit. The BIM models are available to the design/build team for use in developing their proposal. These models include the potential locations of the CIP concrete shear walls and are considered acceptable locations for retrofit components, though exploration of additional or adjusted locations may be feasible if reason exists to deviate from the locations shown in the

Bridging Documents that positively affect cost, scope, schedule, and tenant impact.

A BIM model was created to a Level of

Development (LOD) 200 of "approximate geometry" of architectural and structural elements. Three models are provided:

Architectural

Structural

MEPFP

MEPFP systems have been included in somewhat greater detail than an LOD 200, though not precisely sized or located, at the anticipated and studied structural wall locations throughout the building. These model components do not include the origins or terminations of those components. MEPFP items that may appear in the model include but are not limited to the following:

electrical conduits and panels ductwork air handling units plumbing supply and waste lines fire suppression lines

These items are modeled for the purposes of indicating major conflicts with potential structural elements and do not represent any potential solution for the relocation or continued operation of the systems in conflict during or after construction activities. Additional information on

MEPFP requirements are found in Section 6.

Phase 1 Solicitation SOW | Seismic Renovation | Robert A. Young Federal Building 11

Figure F: BIM Model; detail axonometric view along Grid D with CIP concrete shear wall concept, structural columns, and MEP components isolated in view. Anticipated openings are also indicated to allow for circulation.

12 Phase 1 Solicitation SOW | Seismic Renovation | Robert A. Young Federal Building

4 - Seismic Strengthening

4 - Seismic Strengthening

Summary & Introduction

The RAY building is a large L-shaped ten-story building with a small 10-story tower atop one end. The main building is approximately

1,000,000 square feet. The tower, currently unoccupied, has approximately 50,000 square feet of floor area. The two structures are integral. Both the main building and the tower were found to have deficiencies with respect to the required performance under severe seismic loading due to excessive movements that would cause unacceptable levels of damage to the existing structure, which is not detailed to withstand large drifts. Analyses of the existing structure indicate large drifts (in the range of

2%) in the tower and somewhat smaller (less than 1.25%) in the main portion of the building.

Such drifts are not excessive for modern construction. However, in this structure as detailed damaging drift begins at approximately

0.5% and becomes unacceptable at about 1%.

These deficiencies should be addressed by reducing the displacements of the structure.

Various schemes for achieving this reduction in lateral movement were considered. The three most promising schemes are described below:

Stiffening the structure through the addition of concrete shear walls;

Stiffening the structure through the addition of steel shear walls; and

Absorbing seismic energy and reducing lateral motion through the implementation of damping devices.

The first scheme (concrete shear walls) has been developed to show wall locations and typical details and reinforcement. The second scheme (steel plate shear walls) is discussed as alternative that could be implemented in the same locations; details for this scheme have not been developed, as it is not expected to provide any advantages over the concrete scheme. The third scheme (supplemental damping devices) has been studied preliminarily but has not been developed to the extent that the concrete wall option has been.

It should be noted that the requirements for foundation strengthening have not been developed, as the geotechnical information has not been established at this stage. The costs of the foundation retrofit will be important in guiding the team to the appropriate scheme and for the design-build team to optimize the scheme.

Additionally, some aspects of the analysis are sensitive to the soil conditions and may be affected by the recommendations in the final geotechnical report.

Penthouse

The penthouse is a lightly braced structure on the roof. The penthouse structure may be damaged in a large earthquake. Retrofit of the penthouse could be considered in order to minimize the likelihood and duration of any downtime after an earthquake, but is not mandated by the standard.

Generator Building

The generator building is considered a separate structure from the main building. Any structural damage to the generator building would have a small effect on the main structure, although functions in that area of the building may be compromised by debris or fuel. Retrofit of the generator building could be considered in order to minimize the likelihood and duration of any downtime after an earthquake, but is not mandated by the standard.

Childcare Playground

The playground structure is an open-air concrete frame platform structurally distinct but

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Seismic Strengthening Robert A. Young Federal Building immediately adjacent to the main building. The structure is relatively modern and reasonably well detailed. There is a one-inch gap between the platform structure and the main building; a bump-out in the main building façade creates a mechanism by which the two structures may be constrained to move together in the east-west direction. This gap should be closed with concrete, with reinforcement doweled into each of the structures, in order to minimize damage due to pounding. Additionally, the masonry screen walls should be braced or replaced.

Concept A - CIP Concrete Shear Wal ls

The most direct method of reducing seismic displacements—and thus the associated damage—is to add stiffness to the structure.

Concrete shear walls offer a convenient and well-establish method of providing stiffness.

Concrete shear walls have been configured to reduce drift. The extent of concrete wall goes beyond what would be provided for a new structure, in part because the existing structure is more sensitive to drift than a modern one detailed to current standards for seismically active regions. Additionally, walls have been configured to reduce certain effects that might require more extensive retrofit. These include:

Extension of new collector elements beyond the wall extents;

Retrofit of columns due to large overturning forces for relatively narrow walls; and

Excessive foundation work to resist large overturning forces.

In some cases walls have been configured with bridging or outrigger wall segments in order to spread out overturning on a wider base, thus reducing the magnitude of forces.

In effect, the wall scheme is extensive in order to keep the local stresses low and work with the existing structure. It is possible that the design build team may be able to curtail the extent of walls and address local effects through strengthening or other means.

The BIM model provided includes the locations for the shear wall concepts. These locations can be considered by the Design/Build Team as acceptable placements, however further optimization of the shear wall concept may be achievable and is encouraged if it meets the structural requirements. Optimization of the shear walls reduces cost, schedule, and tenant impact and is therefore strongly encouraged.

Tower

Extensive walls are added in tower to reduce drifts substantially. Walls are located to maximize their effectiveness while avoiding interference with elevators. It is assumed that the tower will not be retrofitted for occupancy, although access openings in the new walls will be provided.

Building

Moderate stiffening is required in the building to reduce drifts.

Unreinforced masonry walls on the lower levels of the building at the exterior (lines XK and 10) require stabilization. New concrete walls are added to stabilize the masonry; these also provide significant stiffness at these levels. At other locations walls extend horizontally at the base in order to provide a stiff base for the building to resist overturning. More slender walls rely on these stiffened lower levels for some of their overturning resistance, reducing demands on their foundations.

At some locations, collectors must extend beyond the length of the wall to prevent local overstress of the slab.

14 Phase 1 Solicitation SOW | Seismic Renovation | Robert A. Young Federal Building

Seismic Strengthening

Plans show the extents of these walls at every level. Details show the typical connections to columns and to slabs. Wall elevations indicate wall type with thickness and typical reinforcement shown on the schedule.

Supplemental reinforcement is indicated on the wall elevations.

Typical connection details involve dowelling into or through concrete elements and epoxying new reinforcement into the existing concrete. In the case of drilling through elements, it is expected that contractors will use a combination of reinforcement location and controlled drilling rigs to avoid damaging existing reinforcement.

Where existing reinforcement is damaged, repair may be required.

Schematic foundation information is noted on the basement plan and in details.

Figure G: Example detail of the column-to-shearwall detail.

Concept B – Steel Plate Shear Walls

Steel plates may be used in lieu of concrete shear walls to control drift. Steel plate walls spliced together from manageable components would be installed in the same locations as the concrete shearwalls. Concrete walls would still be required at the masonry walls described above. The required foundation retrofit would likely be less than required for the concrete shear wall scheme by a small margin due to the reduced load. (Such a comparison is dependent on the resistance of piles to compression and tension, with the concrete scheme requiring higher compression resistance and the steel scheme higher tension resistance.)

This system has the advantages of adding less weight to the structure and of occupying less floor area, due to the higher strength and stiffness of steel.

However, steel connections require greater accuracy and thus there is a much higher risk of costly field modifications with this scheme.

Anchors into existing concrete require a high degree of adjustability in order to avoid cutting existing reinforcement. Such shifts are in general easily accommodated in a concrete wall. With steel connection elements that are pre-drilled, special measures will be required to provide the adjustability. Such measures may include the installation of an on-site drilling or welding shop to allow steel elements to be adjusted after dowels are installed.

Another drawback of this scheme is the need to interface with the existing concrete columns’ round surface, capitals, and drop panels. Special details with reinforcement would be required at these corner conditions, and careful coordination and field measurement would be required to avoid field modification.

Concept C – Supplemental Damping Devices

An alternative to providing stiffness is to provide damping to the structure. Damping devices are activated by movement of the structure and absorb some of the kinetic energy, slowing the

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Seismic Strengthening Robert A. Young Federal Building movement and thus reducing the vibration-related displacement. Such devices are used to control vibrations and shocks in many applications, including machinery, transportation, and wind design of buildings. In seismic design, such devices are typically used in relatively light and flexible structures such as steel moment frames in order to control drift.

Preliminary analysis of damping design of the

Ray building indicates that a combination of shearwalls in the lower levels (up to level 4) and damping above (including the tower) would be sufficient to reduce displacements below the threshold at which we would anticipate unacceptable damage.

For preliminary purposes, this scheme should be considered as follows:

Similar or identical shearwalls as the shearwall scheme up to level 4 (with less extensive foundation work likely).

40 seismic dampers, used in pairs, in each of the upper levels.

16 seismic dampers, used in pairs, in each of the tower levels.

Dampers would be designed to resist approximately 200-300 kips each.

If this scheme is pursued, several refinements should be considered. These include:

Investigating alternate damper configurations that might substitute a single horizontal damper and two steel diagonals for a pair of diagonal dampers. (The horizontal damper would be in the 350-400 kip range.)

Removal of the exterior masonry walls at the lower levels and replacement with cladding that can withstand lateral displacement, combined with additional dampers at these lower levels.

Refined analysis to permit optimal placement of dampers, potentially reducing the number of dampers.

Figure H: Viscoelastic damping devices installed in a similar building type in San Diego circa 1996.

16 Phase 1 Solicitation SOW | Seismic Renovation | Robert A. Young Federal Building

5 - Non-structural Remediation

5 - Non-structural Remediation

Architectural

Non-structural components typically include those elements which are not load-carrying components, furnishings, and other building contents. This would include architectural elements such as demountable or fixed partition walls, ceilings, glazing systems, elevators, mechanical, electrical, plumbing, and fire protection items or utilities, and all furnishings, fixtures, and other equipment.

The architectural features, finishes, and layout should be protected throughout the construction activities. Where finishes are disturbed or removed as part of the construction activity they should be repaired to their original condition or replaced per the Project Requirements.

Building corridors and main paths of circulation within Tenant spaces shall be brought up to the

Baseline-Life Safety level as described in the PBS

P100 document in Chapter 3 - Seismic

Resistance. This would include all ceiling grids, light fixtures, HVAC equipment, piping, and other suspended items overhead that would impeded the safe passage of occupants from exiting the building.

Other non-structural items requiring remediation to meet the project requirements are as follows:

Brace all demountable partitions throughout the facility. (Note: this generally includes all walls within the tenant or office spaces) o Approximately 17,000 linear feet assumed in facility, with bracing anticipated at 10'-0" O.C. max spacing along the top of the walls using metal bracing.

Strengthen interior CMU walls, Terra Cotta and hollow clay tile walls at the elevators and stairwells using "stiff-backs" or similar/equal means.

o Approximately 900 "stiff backs" anticipated, though alternate means of stabilizing may be pursued if desired.

Elevator counter weights.

Brace the gas service meter(s) and provide flex lines at all equipment.

Anchor all electrical distribution equipment and suspended gas piping.

Brace or anchor all major mechanical equipment suspended from the ceiling or floor above.

Anchor or restrain tall file systems and shelving and all High density file storage should be retrofitted as required such as anti-tip devices.

o Approximately 900 linear feet assumed in facility.

Brace all unsupported parapets at the

11th, 12th, and 17th floor levels.

o Approximately 52 braces required at parapets.

Replace all ceilings that do not meet seismic requirements as specified in main circulation corridors.

o Approximately 110,000 sf.

Brace or safety wire all existing light fixtures throughout facility in suspended ceilings.

o Approximately 13,000 fixtures o Includes the historic chandelier at the first floor historic lobby.

Brace or secure all surveillance cameras as needed.

Install safety film on glazing along any areas of main circulation corridors.

Mechanical Engineering

The requirements for the MEPFP systems will vary with the final structural retrofit. Careful attention to the accommodations necessary for each proposed solution will result in differing levels of coordination and work necessary to achieve the intended results.

In general the proposed bracing on Floors 2 through 10 will require selective demolition and

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Non-structural Remediation Robert A. Young Federal Building reinstallation of ductwork and piping to accommodate the solution. Most of the ductwork removal is relatively small ducts that serve localized areas. The areas where the ductwork are removed will not require a temporary solution to maintain air supply unless the airflow to spaces outside the localized area of construction is impacted. Where this does occur temporary provisions are required to maintain continuous airflow. Ductwork and piping re-routing and relocation will require equipment of similar size to be reinstalled so that air flows and hydronic flows is maintained.

Thermostats and temperature control panels will be relocated as needed for the new work to occur.

Floors 11 through 20 are unoccupied. Work similar to the floors below is required although temporary and continuous airflow is not required.

Basement areas contain some main ductwork that feeds multiple spaces beyond the localized area. Any ductwork/piping that feed these types of areas must have provisions installed to allow for continuous air/hydronic fluid flow during normal occupant time periods. Temporary ductwork/piping and other provisions must be planned for these purposes. Similarly there are some areas where major plumbing pipes will need to be re-routed to accommodate the bracing. This work must allow for normal occupancy in the areas served by these systems to occur.

First floor kitchen and serving areas have additional equipment. Accommodations will be developed in conjunction with the building manager.

Any new ductwork or hydronic piping installation must comply with applicable seismic installation requirements as specified in the specification for

Seismic Controls for HVAC. Any new plumbing installation must comply with applicable seismic installation requirements as specified in the specification for Seismic Controls for Plumbing

Piping and Equipment.

All new installations shall comply with applicable sections of Facility Standards for the Public

Building Service (P100).

Electrical Engineering

There are similar requirements for both proposed bracing solutions although NOT identical. Careful attention to the accommodations necessary for each proposed solution will result in differing levels of coordination and work necessary to achieve the intended results.

In general the proposed bracing on Floors 2 through 10 will require selective demolition and reinstallation of conduit, wiring and lighting to accommodate the solution. To perform the necessary work in the areas of the proposed bracing, the ceilings and lights will be removed. It is anticipated the ceilings and lights will be reinstalled in a similar manner as the existing.

Floors 11 through 20 are unoccupied. Work similar to the floors below is required although temporary services are not required.

There are conduits, wiring junction boxes and pullboxes above the ceilings and below the access floor associated with the lights, receptacle circuits, fire alarm, controls, IT cabling and power systems. These will be required to relocate to accommodate the new bracing. Conduits that serve lights and equipment in the local area being affected by the brace being installed will NOT require temporary services to maintain continuity to the wiring. However, conduits that serve lights and equipment OUTSIDE the local area being affected by the brace being installed WILL require a temporary service so that circuit continuity is maintained to the space.

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Non-structural Remediation

The basement has several areas where the bracing system will affect main electrical feeders including medium voltage feeders. As these feeders serve areas outside of the localized area of the bracing, temporary feeders or a permanent solution must be installed so that normal working hours are not affected.

Additionally panels are located on existing walls that are being impacted by the bracing. These panels will require temporary relocation to accommodate the work or a permanent relocation is necessary before the bracing work is started.

Any new electrical installation must comply with applicable seismic installation requirements as specified in the specification for Seismic

Controls for Electrical Systems.

Additionally, ALL lighting in suspended ceilings will be inspected for compliance with the referenced specification. Any lighting found to be not in compliance will be upgraded

(seismically braced) to the current specified requirement.

All new installations shall comply with applicable sections of Facility Standards for the Public

Building Service (P100).

Fire Protection and Life Safety

There are similar requirements for both proposed bracing solutions although NOT identical. Careful attention to the accommodations necessary for each proposed solution will result in differing levels of coordination and work necessary to achieve the intended results.

In general the proposed bracing will require selective demolition and reinstallation of fire protection and life safety equipment to accommodate the solution. To perform the necessary work in the areas of the proposed bracing, the ceilings and lights will be removed which may also impact specific sprinkler heads as well as sprinkler pipes. All fire protection systems must be maintained to all areas of the building at all times. Temporary piping and other provisions may be required to accomplish this.

The bracing system installed may result in large areas being separated by new walls that will require added sprinkler heads and/or fire alarm notification devices to accommodate this new condition. The final installation in the area of work performed for the bracing will meet the requirements of NFPA

Any new fire protection equipment installation must comply with applicable seismic installation requirements as specified in the specification for

Seismic Controls for Fire Suppression Piping.

Additionally, ALL fire protection equipment will be inspected for compliance with the referenced specification. Any fire protection found to be not in compliance will be upgraded (seismically braced) to the current specified requirement.

All new installations shall comply with applicable sections of Facility Standards for the Public

Building Service (P100).

Elevators and Vertical Circulation

Conveying systems will be required to be maintained and operational during construction, though it is understood that at times it may be necessary for some elevators to be taken out of service for construction activities.

All construction materials shall use the service elevator which is rated at 4500 lb capacity with an inside cab dimension of 103 inches by 96 inches.

Phase 1 Solicitation SOW | Seismic Renovation | Robert A. Young Federal Building 19

Non-structural Remediation

20 Phase 1 Solicitation SOW | Seismic Renovation | Robert A. Young Federal Building