36C10F19R0003-020.pdf

Solicitation No. VA- 36C10F19R0003

Project No. 646CA2500.23

For: VA CARES CONSOLIDATION

VAMC, PITTSBURGH, PA

CONNECTING BRIDGE

At: VA Pittsburgh Healthcare System

University Drive Division

Pittsburgh, PA 15240-1005

BIDDING DOCUMENTS:

February 22, 2019 Amendment

No. Date

Property of Department of Veterans Affairs

SPECIFICATIONS

Department of

Veterans Affairs

Specifications

Solicitation No. VA 36C10F19R0003 VAPHS – University Drive Division Research Office Building – Building 30

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DEPARTMENT OF VETERANS AFFAIRS

VHA MASTER SPECIFICATIONS

TABLE OF CONTENTS

Section 00 01 10

DIVISION 00 - SPECIAL SECTIONS DATE

00 00 01 Project Manual Cover Page N/A 00 01 10 Table of Contents 01-19 00 01 15 List of Drawing Sheets 10-07 00 31 32 Geotechnical Exploration

GAI Consultants 12-06

01 00 00 General Requirements 11-15 01 32 16.15 Project Schedules 04-13 01 33 23 Shop Drawings, Product Data, and Samples 07-15 01 35 26 Safety Requirements 01 42 19 Reference Standards 05-16 01 45 29 Testing Laboratory Services 06-16 01 57 19 Temporary Environmental Controls 01-11 01 58 16 Temporary Interior Signage 07-15 01 74 19 Construction Waste Management 09-13 01 81 19 Indoor Air Quality Requirement 04-08

DIVISION 02 – EXISTING CONDITIONS

02 41 00 Demolition 02-15 02 82 11 Traditional Asbestos Abatement 09-15 02 83 33.13 Lead-Based Paint Removal and Disposal 08-16

DIVISION 03 – CONCRETE

03 30 00 Cast-in-Place Concrete 12-15 03 45 00 Precast Architectural Concrete 02-16

10-15

DIVISION 04 – MASONRY

04 05 13 Masonry Mortaring 02-16 04 05 16 Masonry Grouting 02-16 04 20 00 Unit Masonry 02-16

DIVISION 05 – METALS

05 12 00 Structural Steel Framing 02-16 05 12 13 Architecturally Exposed Structural Steel Framing 04-08 05 31 00 Steel Decking 02-16 05 36 00 Composite Metal Decking 10-15 05 40 00 Cold-Formed Metal Framing 05-16 05 50 00 Metal Fabrications 07-14 05 51 00 Metal Stairs 10-15

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DIVISION 06 – WOOD,PLASTICS AND COMPOSITES

06 10 00 Rough Carpentry 10-15 06 12 13 Concrete Structural Panel Flooring System 10-15 06 20 00 Finish Carpentry 08-16

DIVISION 07 - THERMAL AND MOISTURE PROTECTION

07 19 20 Moisture Vapor Control System 04-08 07 21 13 Thermal Insulation 02-16 07 22 00 Roof and Deck Insulation 02-16 07 27 26 Fluid-Applied Membrane Air Barrier, Vapor Permeable 02-16 07 40 01 Foamed-Insulation-Core Metal Wall Panels 04-08 07 54 23 Thermoplastic Polyolefin (TPO) Roofing 08-16 07 60 00 Flashing and Sheet Metal 07-14 07 71 00 Roof Specialties 10-15 07 72 00 Roof Accessories 10-15 07 81 00 Applied Fireproofing 10-15 07 84 00 Firestopping 02-16 07 92 00 Joint Sealants 10-15 07 95 13 Expansion Joint Cover Assemblies 02-16

DIVISION 08 - OPENINGS

08 11 13 Hollow Metal Doors and Frames 08-16 08 14 00 Interior Wood Doors 02-16 08 31 13 Access Doors and Frames 02-16 08 51 13 Aluminum Windows 02-16 08 71 00 Door Hardware 01-16 08 71 13 Automatic Door Operators 02-16 08 80 00 Glazing 10-15 08 90 00 Louvers and Vents 05-15

DIVISION 09 – FINISHES

09 05 16 Subsurface Preparation for Floor Finishes 02-15 09 06 00 Schedule for Finishes 04-15 09 22 16 Non-Structural Metal Framing 05-16 09 29 00 Gypsum Board 11-14 09 51 00 Acoustical Ceilings 08-16 09 65 13 Resilient Base and Accessories 02-16 09 65 16.13 Linoleum Flooring 04-08 09 65 19 Resilient Tile Flooring 12-15 09 91 00 Painting 01-16 09 96 01 High Performance Coatings N/A

DIVISION 10 - SPECIALTIES

10 26 00 Wall Protection 10-15 10 44 13 Fire Extinguisher Cabinets 08-14

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DIVISION 11 – EQUIPMENT

11 24 23 Fall Protection System 04-08

DIVISION 12 – FURNISHINGS

12 24 00 Window Shades 09-15

DIVISION 21- FIRE SUPPRESSION

21 05 11 Common Work Results for Fire Suppression 04-04M 21 13 13 Wet Pipe Sprinkler Systems 06-15

DIVISION 22 – PLUMBING

22 05 11 Common Work Results for Plumbing 07-16 22 05 23 General-Duty Valves for Plumbing Piping 09-15 22 07 11 Plumbing Insulation 09-15 22 11 00 Facility Water Distribution 09-15 22 13 00 Facility Sanitary and Vent Piping 09-15 22 14 00 Facility Storm Drainage 09-15 22 15 00 General Service Compressed-Air Systems 09-15 22 62 00 Vacuum Systems for Laboratory and Healthcare 09-15 22 63 01 Demolition of Gas and Vacuum Systems for Laboratory and

Healthcare Facilities 22 66 00 Chemical-Waste Systems for Laboratory and Healthcare

Facilities 09-15

DIVISION 23 – HEATING, VENTILATING, AND AIR

CONDITIONING (HVAC)

23 05 11 Common Work Results for HVAC and Steam Generation 02-15 23 05 41 Noise and Vibration Control for HVAC Equipment 02-15 23 05 93 Testing, Adjusting, and Balancing for HVAC 02-15 23 07 11 HVAC and Boiler Plant Insulation 02-15 23 09 23 Direct-Digital Control System for HVAC 09-11 23 21 13 Hydronic Piping 09-12 23 25 00 HVAC Water Treatment 02-15 23 31 00 HVAC Ducts 03-13 23 37 00 Air Outlets and Inlets 02-15 23 82 00 Convection Heating and Cooling 02-15

DIVISION 26 – ELECTRICAL

26 05 11 Requirements for Electrical Installations 01-16 26 05 19 Low Voltage Electric Power Conductors & Cables 07-13 26 05 26 Grounding and Bonding for Electrical Systems 12-12 26 05 33 Raceway and Boxes for Electrical Systems 05-14 26 05 73 Overcurrent Protective Device Coordination Study 12-15 26 09 23 Lighting Controls 05-14 26 24 16 Panelboards 05-14 26 27 26 Wiring Devices 01-16

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26 51 00 Interior Lighting 08-14 26 56 00 Exterior Lighting

DIVISION 27 – COMMUNICATIONS

27 05 11 Requirements for Communication Installations 06-15 27 05 26 Grounding and Bonding for Communications Systems 06-15 27 05 33 Raceways and Boxes for Communications Systems 10-18 27 15 00 Communications Structured Cabling 01-15 27 51 16 Public Address 10-18

DIVISION 28 – ELECTRONIC SAFETY AND SECURITY

28 05 28.33 Conduits and Backboxes for Electronic Safety and Security

10-11

28 31 00 Fire Detection and Alarm 10-11

DIVISION 31 – EARTHWORK

31 20 00 Earth Moving 07-16

DIVISION 32 – EXTERIOR IMPROVEMENTS

32 05 23 Cement and Concrete for Exterior Improvements 08-16 32 12 16 Asphalt Paving 09-15 32 90 00 Plant 09-08

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LIST OF DRAWING SHEETS 00 01 15 - 1

SECTION 00 01 15

LIST OF DRAWING SHEETS

The drawings listed below accompanying this specification form a part of the contract.

Drawing No. Title

GS0-000 COVER SHEET

GS0-002 ABBREVIATIONS & SYMBOLS

GS0-003 CODE ANALYSIS – LIFE SAFETY

SITE

CS1-000 SITE EXISTING CONDITIONS PLAN

CS2-000 SITE DEMOLITION PLAN

CS3-000 DETAIL SHEET

CS4-000 SITE GRADING AND EROSION & SEDIMENT CONTROL PLAN

CS5-000 SITE LAYOUT PLAN

STRUCTURAL

SD1-101 DEMOLITION PLANS & DETAILS

SS0-101 GENERAL NOTES & SCHEDULES

SS1-100 GROUND-FOUNDATION PLAN

SS1-101 FLOOR FRAMING PLAN

SS1-102 ROOF FRAMING PLAN

SS3-101 ELEVATIONS

SS3-102 ELEVATIONS

SS5-101 CRUCIFORM PLAN & DETAILS

ARCHTITECTURAL

AD1-101 DEMOLITION PLANS AND DETAILS

AS0-001 SITE PLAN

AS1-101 FLOOR PLANS

AS1-102 ROOF PLAN, SOFFIT PLAN & DETAILS

AS3-101 EXTERIOR ELEVATIONS & SECTION

AS5-101 SECTIONS & DETAILS

AS5-102 WALL SECTIONS

AS5-103 ELEVATION WALL SECTIONS

AS8-101 DOOR & WINDOW TYPES, DETAILS, LADDER DETAILS

AS8-102 PARTITION TYPES, RAILING DETAILS, CEIING DETAILS

AS9-141 REFLECTED CEILING PLAN

AS9-341 FINISH FLOOR PLAN

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LIST OF DRAWING SHEETS 00 01 15 - 2

MECHANICAL

MD0-100 SECOND FLOOR DEMO DUCTWORK PLAN

MH0-001 SYMBOLS, ABBREVIATIONS & GENERAL NOTES

MH0-100 SECOND FLOOR NEW DUCTWORK PLAN

MH0-301 ENLARGED SECTIONS

MH0-701 HVAC SCHEDULES & DETAILS

FIRE PROTECTION

FAD-101 FIRE PROTECTION DEMOLITION FLOOR PLAN

FA1-001 FIRE PROTECTION - SYMBOLS & ABBREVIATIONS

FA1-101 FIRE PROTECTION FLOOR PLAN

PLUMBING

PD1-101 PLUMBING DEMOLITION FLOOR PLANS

PL1-001 SYMBOLS, ABBREVIATIONS AND GENERAL NOTES

PL1-101 PLUMBING NEW WORK PLANS

PL1-401 PLUMBING DETAILS

ELECTRICAL

ESD-801 ELECTRICAL DEMOLITION PLAN

EG0-001 SYMBOLS & LIGHTING FIXTURE SCHEDULE

EL1-101 BRIDGE LIGHTING PLAN

EP1-101 BRIDGE POWER PLAN

EP5-101 ELECTRICAL RISER DIAGRAM

EP6-101 PANELBOARD SCHEUDLES

ET1-101 BRIDGE SYSTEMS PLAN

- - - END - - -

REPORT

Geotechnical Exploration

VA Research Office Building Oakland Campus

Pittsburgh, Pennsylvania

GAI Project Number: C060465.00.002 December 2006

Prepared for: Astorino 227 Fort Pitt Boulevard

Pittsburgh, Pennsylvania 15222

Prepared by: GAI Consultants Pittsburgh Office

385 East Waterfront Drive Homestead, Pennsylvania 15120-5005

Geotechnical Report – VA Research Office Building – December 2006

Table of Contents

Introduction Site Proposed Facilities Other Background Data Scope of Work Authorization

Geology and Mining Geology Mining Seismicity

Subsurface Exploration Equipment and Methods Soils Rock Ground Water

Laboratory Testing Conclusions and Recommendations

Subsurface Stabilization Spread Footings Drilled Shaft (Caisson) Foundations Floor Slabs Excavations and Retaining Walls Backfill Compaction

Design Review

Tables

1. Summary of Data from the Test Boring Program

2. Summary of Rock Unconfined Compressive Strength Test Results

Figures

1. Site Location Map

2. Approximate Location of New Building

3. Generalized Geologic Section, Allegheny County, PA

Drawings No. D-E002: Boring Location Plan Appendices A. Field Classification Sheets of Borings

B. Unconfined Compressive Strength Test Results ii

Introduction This report presents the results of a geotechnical exploration to develop criteria for design of foundations and earth retaining structures for a proposed research office building to be constructed at the Veterans Administration (VA) Hospital site in Pittsburgh, Pennsylvania.

Site The proposed building is to be located in the predominately urban Oakland section of Pittsburgh, Pennsylvania, as shown on Figure 1. The VA Hospital site is situated on a hilltop above the University of Pittsburgh campus and is generally surrounded by university facilities. The new research office building will be west of the existing hospital in the approximate area shown in Figure 2. Much of the area of the new construction is currently occupied by existing buildings and parking lots. The current ground in the immediate vicinity of the new building is at approximate elevation of 1160 feet (USGS datum).

Proposed Facilities GAI understands that the new building will have three to four stories above grade and a small partial basement for utilities extending one-story below grade. No significant regrading is planned around the new building. However, excavation and demolition of the existing buildings will be required to construct the new structure.

Other Background Data The existing hospital building adjacent to the proposed research office building is to remain during the construction of the new facility and will need to be protected from damage during and after construction activities.

Scope of Work The scope of GAI’s geotechnical engineering services for this exploration included:

Review of background literature for subsurface information;

Retain a qualified drilling contractor to perform the drilling and sampling;

Establish boring locations and monitor the subsurface exploration;

Prepare field classification sheets of the borings;

Select samples and perform laboratory tests; and Prepare a report that includes a plan of borings, the logs of the borings, the results of laboratory tests, and recommendations for the design of foundations and basement retaining walls for the proposed structure.

The scope did not include any assessment of the site for potential environmental hazards.

Authorization Astorino of Pittsburgh, PA is the architect for the proposed parking facility. The Department of Veteran Affairs of Washington, D.C. is the owner. This exploration was authorized by Astorino.

Geology and Mining Geology The site is located in the Pittsburgh Low Plateau Section of the Appalachian Plateau Physiographic Province. This region is characterized by nearly flat-lying sedimentary strata with structural features of this province predominately in a series of northeast-southwest trending gentle ridges and valleys. The study area has been dissected and eroded by many small branching streams, resulting in rugged, steep hillsides with valleys containing alluvial material.

Rock at the project site is of Pennsylvanian age, belonging to the lower Pittsburgh Formation of the Monongahela Group. Figure 3 presents a generalized geologic section of Allegheny County. The Pittsburgh formation, consisting of cyclic sequences of sandstone, shale, siltstone, limestone and coal, extends from the base of the Uniontown coal seam to the base of the Pittsburgh coal. The strata are commonly interbedded and change lithologically over short lateral distances. Structurally, the site is located just east of the McMurray synclinal axis with a local rock strata dip to the southwest at approximately 10 feet per mile.

Mining Previous deep mining activities are indicated by the Coal Resources of Allegheny County (Dodge, 1985).

The mining method was most likely room and pillar method based on the mining technique in the early 1900’s, although no specific mining dates are known. Review of available mining references and information obtained during GAI’s subsurface investigations at other areas of the VA property indicates that the site is undermined in the Pittsburgh coal. The depth below existing grade to the base elevation of the Pittsburgh coal at about 1060 feet is about 100 feet. The thickness of the seam is estimated to be 10 feet.

A former mine fire was northwest of the project site within the mine according to the Map of Coal Mining Features, Allegheny County, Pennsylvania (Davies, Pomeroy, Kohl, 1976). Information on the University of Pittsburgh’s original campus concept indicated that a part of the mining operation was on fire, and other literature indicated that smoke was emitting from the hillside during construction in the early 1900’s.

The original VA hospital constructed in the early 1950’s included grouting at the mine interval to prevent mine subsidence. It was indicated to GAI by VA personnel that grouting was also performed for the building addition placed adjacent to the south side of the original building in the 1990’s. The 1990’s grouting program did not require much grout, most likely due to the lateral extent of the grouting program for the original building. Grouting was also done for the parking garage currently under construction south of the proposed mental health building, and is planned for the site of the proposed mental health building east of the main hospital building.

Seismicity The site is located in an area anticipated to have a 1.0 second spectral response acceleration of 0.05 G and a 0.2 second spectral response acceleration of 0.13 G, according to the 2006 International Building Code prepared by the International Code Council. The new building will be founded in an area with a shallow depth to rock. Therefore, the class definition is Class B, and the corresponding site coefficients of Fs and Fv are both 1.0. Thus, the adjusted 1.0 second spectral response acceleration is 0.05 G, and the adjusted 0.2 second spectral response acceleration is 0.13 G, for this site. No currently active faults are known to be present in the Southwestern region of Pennsylvania.

Subsurface Exploration Equipment and Methods Pennsylvania Drilling Company of McKees Rocks, Pennsylvania drilled a total of nine borings between November 6, 2006 and November 15, 2006 under subcontract to GAI. The locations of the borings are shown on the attached GAI Drawing D-E002. The drilling and sampling was conducted with a CME 45 drill rig. Soil sampling was conducted using standard penetration tests (ASTM Designation: D 1586) in conjunction with split barrel sampling at three-foot intervals. Hollow stem augers were used to maintain an open hole between soil samples. Soil sampling was conducted until rock was encountered, when sampling resistance exceeded 50 blows per 6 inches. The borings were then advanced into rock with NQ-II wire line coring tools which produce core samples approximately 2 inches in diameter (ASTM Designation: D 2113). The samples were visually identified, cores measured, and percentage of core recovery and Rock Quality Designation (RQD) values were calculated. The field classification sheets for the borings prepared by GAI are presented in Appendix A, and data from the borings is summarized in Table 1.

Soils The surface at the locations of borings was an asphalt pavement at about half the boring locations and landscaped areas at the others. Backfill of silty clay and/or sandy silt with rock fragments was encountered in some of the borings. Beneath this was natural soils ranging from silty clay and sandy silt with rock fragments and/or decomposed sandy shale or sandstone. The total soil thickness varied from 4 to 19 feet, and the soil ranged form soft to very stiff or very loose to dense. The very stiff decomposed rock was sampled without coring, yet it retained the structure and texture characteristics of the parent material.

Rock The depth to the top of rock ranged from 4 to 19 feet at the borings. The rock generally consisted of medium soft to medium hard sandstone and shale overlying an approximate 10-foot to 15-foot thick soft claystone below approximate elevations 1138 to 1135 feet at this building location. Soft to medium soft sandy shale is below the claystone. Much of the rock encountered was very broken to blocky with numerous weathered horizontal to low angle fractures.

Ground Water Groundwater level measurements are recorded at the tops of the Field Classification sheets in Appendix A and are summarized in Table 1. Based on the measurements, there appears to be a perched water zone in the sandstone strata directly overlying the soft claystone.

Water level measurements have been made in the borings at the times and under the conditions indicated herein. It should be noted, however, that ground water levels may fluctuate due to variations in rainfall, temperature, site grading or other factors not evident at the times these measurements were made. Those preparing design drawings, specifications and construction plans should assume that variations will occur.

Following completion of the drilling program all borings were backfilled with cement grout. The boring locations within the bituminous asphalt parking areas were then topped with asphalt. The soil and rock core samples are being temporarily stored by GAI in Monroeville, PA.

Laboratory Testing Rock core samples from borings R-3, -4, -5, -6 and -7 were tested to determine rock strength. The results of the testing are summarized in Table 2. The actual test results are presented in Appendix B.

Ten rock samples were tested for unconfined compressive strength. The strength testing was performed by Geotechnics of East Pittsburgh, PA. Five of the rock core samples were tested accordance with ASTM D2938. Due to the smaller size of core available, three of the rock samples were tested using a Point Load tester (ASTM D5731). Due to the soft nature of two of the claystone samples, they were tested in general accordance with ASTM D2166, Unconfined Compressive Strength of Cohesive Soil. The results indicate the medium soft to medium hard sandstone or sandy shale have unconfined compressive strengths ranging from 500 to 14,000 psi, with the lower values being associated with more weathered rock. The soft claystone had unconfined compressive strengths ranging from 9 to 1225 psi. Previous testing for the parking garage indicated the medium soft and harder shale and other rocks below the claystone unit to have an unconfined compressive strength between 700 and 3,000 psi.

Conclusions and Recommendations Subsurface Stabilization The presence of abandoned mines in the Pittsburgh coal below the location of the proposed structure poses a risk of future subsidence damage to the new structure. GAI is not aware of available records that would document the complete previous grouting of the area below the proposed building. If such documentation is available from hospital site records, they should be provided to GAI for evaluation.

Assuming there are none, GAI recommends that the coal seam and any fractured rock above be filled with cement grout in advance of foundation construction to substantially reduce the risk of future coal-mine induced subsidence. The subsurface stabilization program should be aimed at detecting the presence of any significant voids in the rock and filling them with cement grout. If voids are not found, the program will serve to verify that there are no significant voids are present that would result in subsidence damage. GAI should prepare the plans and specifications for stabilization of the mined seam within the zone of influence of the new structure.

Spread Footings Spread footing foundations should be feasible for support of the new structure after the foundations of the existing structures have been removed and the recommended subsurface stabilization has been completed. The new foundations should bear on very stiff natural soils, decomposed rock, or rock. The foundations should be designed for a maximum allowable gross bearing pressure of 2 tons per square foot (TSF) when bearing on very stiff natural soil, decomposed rock, or rock. The very stiff natural soil or decomposed rock was found at depths of 3 feet to 6 feet in most borings, 9 feet in boring R-9, and at 18 feet in boring R-1 (see Table 1).

If additional capacity is needed, the allowable bearing pressure can be increased to 3 TSF where foundations bear directly on rock above elevation 1143 feet (see Table 1 for top of rock elevations). If a spread footing bears on rock below elevation 1143 feet, the design bearing pressure will be governed by the soft claystone layer present across the site, and should be limited to 2 TSF.

The recommended allowable design gross bearing pressures are for the combined effects of dead and frequently applied live loads. The values may be increased by 33 percent of the combined effects of infrequent events. The minimum footing width should be 18 inches. All footings should bear a minimum of three feet below finished grade to limit the effects of frost action. Footings so designed are estimated to settle on the order of ½ to 1 inch. Differential settlements should be gradual and tolerable.

The bases of all footing excavations should be examined be GAI and should be free of loose or soft material, frozen soil, organic materials, or other unsuitable materials and water prior to placing concrete.

A concrete mud mat should be considered to protect the subgrade from deterioration, if the concrete for spread footings cannot be placed the same day that the excavation is completed.

Portions of the existing buildings may extend below the anticipated level of the new spread footing foundations. If that occurs, those portions of the existing buildings should be removed to very stiff natural soils or rock and should be replaced with backfill compacted as recommended later in this report.

Drilled Shaft (Caisson) Foundations It may be determined that drilled shaft foundations are more cost effective to support columns in portions of this structure with lower spread footing elevations (because of the reduced allowable design bearing pressures of footings within the zone of influence of the soft claystone layer, or to reduce excavation bracing costs). Drilled pier foundations socketed into the medium soft rock below about elevation 1124 are recommended. Drilled shaft foundations should be a minimum of 30 inches in diameter to permit entry for cleaning and verification of appropriate rock in the socket. The minimum rock socket depth should be one diameter below the base of the soft claystone layer (which has a base elevation of about 1124 feet).

An allowable design bearing pressure of 8 TSF may be used. In addition, an allowable design rock socket side shear bond capacity of 25 PSI (pounds per square inch) may be assigned for medium soft rock and 50 PSI may be assigned for medium hard or harder rock. The relatively low side shear capacity of the soft claystone should be neglected. For example, a 5-foot diameter shaft extending 10 feet into medium soft rock would have a design capacity of 565 kips in side shear and 314 kips in end bearing, for a total capacity of 879 kips. The design concrete slump for dry excavations should be 5 to 7 inches.

Drilled shaft foundations should be designed and constructed according to the current version of the ACI committee report "Design and Construction of Drilled Piers," ACI 336.3R.

Floor Slabs After the remnants of the existing buildings have been removed and replaced with well compacted backfill to finished subgrade for the floor slabs, the floor slabs in the base of the building should be underlain by at least six inches of inert, durable, hard PennDOT Type A aggregate and a vapor barrier. If it is desirable to maintain a dry floor to the extent practical, then the aggregate should have an AASHTO No. 57 gradation and supplemental perforated drain pipes should be provided in low areas for drainage of any water that accumulates below the slab. The underdrain system should be provided with a gravity drain or other means of removal of water from the area. (Note that a moisture barrier will not totally prevent slab moisture or possible mold.)

Excavations and Retaining Walls A portion of the new building will have a basement extending one story below the finished first floor elevation. The design of the basement retaining walls should be based on the following criteria. The basement walls will be a non-yielding and should therefore be based on the “at rest” lateral earth pressure coefficient, Ko. The backfill around the walls may be assigned a Ko = 0.5. Natural soil may be assigned a moist unit weight = 135 PCF. If AASHTO #57 aggregate is used for backfill in the entire active zone in soil and below the top of rock, then the design soil unit weight may be reduced to 100 PCF. The effects of surcharges must be included in design. Passive resistance at the toe of the wall may be computed based on a passive earth pressure coefficient, Kp, = 2.5, where the material below the wall will remain permanently. Sliding resistance along the base of the wall footing may be designed based on a coefficient of friction of 0.4, if the concrete bears on very stiff cohesive soil or rock. Sufficient drainage capacity should be provided around the basement walls to prevent the rise of ground water following precipitation events.

Existing buildings north and east of the proposed building will remain during construction of the new buildings. The design of the excavations adjacent to the existing buildings must prevent excessive movement of the supporting materials and foundations below the existing building. Similar comments apply where excavations may be adjacent to existing roadways that must be maintained in an active condition during construction.

The excavation for the basement may penetrate a medium soft to medium hard sandstone or shale layer over a soft claystone layer. The results of unconfined compression tests of samples of the rock are presented in Table 1 and Appendix B. The prospective contractors should view the core samples before determining means and methods of excavating these materials to limit construction vibrations to tolerable values. Blasting should not be used to assist in excavation. Pre- and post-construction surveys of surrounding facilities should be performed to determine if construction related damage occurs.

If temporary excavation bracing is needed in site soils with horizontal ground above and below the bracing, it should be designed based on an active lateral earth pressure coefficient of 0.4, a passive lateral earth pressure coefficient of 2.5 and a soil moist unit weight of 135 PCF. The effects of surcharges must be included in the design.

Side slopes of temporary open cut excavations should be in accordance with OSHA criteria.

Backfill Compaction Backfill may be placed below the lowest floor slab, around basement walls or under pavements. The remnants of the existing buildings and their ancillary facilities should be removed to very stiff natural soils or better support materials, before placing backfill to support new facilities. Unsuitable materials, water, frozen soil, loose soil, soft soil, organic materials, slag, coal, and pyritic strata should be removed prior to placing fill or backfill. The entire subgrade should be proof-rolled where space permits with five passes of a 10-ton rubber-tired roller. Any soft or loose soils encountered should be overexcavated and replaced with well-compacted backfill.

Cohesive soils (where acceptable) should be placed and compacted in loose lifts no greater than 8 inches in thickness. Compaction should be accomplished using a segmented wheeled or a sheepsfoot roller.

Where smaller compaction equipment must be used, the lift thicknesses should be reduced as needed to achieve the recommended degree of compaction. Cohesive backfill should not be placed within the zone of influence of retaining walls. Granular soils should be placed in loose lift thicknesses not exceeding 8 inches and compacted with a vibratory roller or plate compactor.

The maximum particle size for each material type should not exceed 2/3 the loose lift thickness.

Cohesive backfill should be compacted to 100 percent of the maximum dry density according to ASTM Test Designation D698. Granular backfill that does not exhibit a moisture-density relationship should be compacted to 60% relative density according to ASTM Test Designations D4253 and D4254.

The unit weight and water content of soils should be corrected for soils containing oversized particles according to ASTM Test Designation D4718. Slag or pyritic materials which are potentially expansive should not be used as fill or backfill. Heavy compaction equipment should not be run beside retaining

Geotechnical Report- VA Research Office Building- December 2006

Tables

GAI CONSULTANTS, INC.

TABLE 1

SUMMARY OF DATA from the TEST BORING PROGRAM Proposed Research Office Building

Veterans Administration Hospital: Oakland Campus, Pittsburgh

Depth Elevation Top of to Very Top of Top of Bot. of SS Bot. of CS 0 hr 24 hr +

Ground Surface Soil Rock Stiff Very Stiff Sandstone & Top of CS Layer 0 hr Groundwater Groundwater Boring Elevation (MSL) Depth Elev. Nat Soil Nat Soil Elevation Elevation Elevation GWL Elevation Elevation

Number (Feet) (Feet) (Feet) (Feet) (Feet) (Feet) (Feet) (Feet) (Feet) (Feet) (Feet)

R-1 1159.7 19.2 1140.5 18 1141.7 1140.5 1134.7 1124.7 22.9 1136.8 #N/A

R-2 1159.7 9.1 1150.6 6 1153.7 1150.6 1134.7 #N/A 15.0 1144.7 1151.7

R-3 1159.6 6.3 1153.3 6 1153.6 1145.4 1138.2 1124.1 3.7 1155.9 1150.2

R-4 1159.0 4.3 1154.7 3 1156.0 1140.0 1136.0 #N/A 9.1 1149.9 1140.9

R-5 1160.1 6.8 1153.3 3 1157.1 1148.1 1135.1 #N/A 4.4 1155.7 1139.7

R-6 1160.2 9.6 1150.6 3 1157.2 1140.2 1134.3 #N/A 9.3 1150.9 1144.9

R-7 1160.1 6.4 1153.7 3 1157.1 1146.2 1135.7 #N/A 4.6 1155.5 1139.8

R-8 1158.8 15.8 1143.0 3 1155.8 1138.8 1135.3 #N/A 13.6 1145.2 1133.6

R-9 1160.0 15.5 1144.5 9 1151.0 1144.5 1138.0 1127.6 22.2 1137.8 #N/A

GAI CONSULTANTS, INC.

TABLE 2

SUMMARY OF ROCK UNCONFINED COMPRESSIVE STRENGTH TEST RESULTS

Proposed Research Office Building Veterans Administration Hospital: Oakland Campus, Pittsburgh

Boring Depth (ft) Visual Classification of Rock Samples

Rock Unconfined Compression Strength (psi)

Unit Wet Weight (PCF)

ASTM Test Method

R-3 16.0-16.4 M. hard brown SANDSTONE 6,820 D 2938 R-3 18.4-18.8 M. hard brown SANDSTONE 9,360 D 2938 R-4 6.3-6.5 M. soft brown SANDY SHALE 2,7681 D 5731 R-4 13.9-14.2 M. soft brown SANDY SHALE 1,7681 D 5731 R-5 8.7-9.5 M. soft brown SANDY SHALE 480 D 2938 R-5 14.2-14.7 M. soft to m. hard brown-gray SANDSTONE 5,830 D 2938 R-5 30.2-30.7 Soft gray CLAYSTONE 9 136 D 2166 R-6 25.4-25.9 M. hard gray SANDSTONE 14,010 D 2938 R-6 28.0-28.6 Soft gray CLAYSTONE 16 138 D 2166 R-7 38.4-38.8 M. soft CLAYSTONE 1,2251 D 5731

Notes:

1 Estimated based on point load test 2 Testing Conducted by Geotechnics

Figures

Appendix A Field Classification Sheets of Borings

Appendix B Unconfined Compressive Strength Test Results

DRAWINGS

Solicitation No. VA-36C10F19R0003 VAPHS - University Drive Division Research Office Building – B#30

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SECTION 01 00 00

GENERAL REQUIREMENTS

TABLE OF CONTENTS

1.1 SAFETY REQUIREMENTS

1.2 GENERAL INTENTION

1.3 STATEMENT OF BID ITEM(S)

1.4 SPECIFICATIONS and DRAWINGS for CONTRACTOR…………………………..……………………….2

1.5 CONSTRUCTION SECURITY REQUIREMENTS

1.6 OPERATIONS AND STORAGE AREAS

1.7 ALTERATIONS

1.8 DISPOSAL AND RETENTION

1.9 PROTECTION OF EXISTING VEGETATION, STRUCTURES, EQUIPMENT, UTILITIES, AND

IMPROVEMENTS

1.10 RESTORATION

1.11 PHYSICAL DATA

1.12 PROFESSIONAL SURVEYING SERVICES

1.13 LAYOUT OF WORK

1.14 AS-BUILT DRAWINGS………………………………………………………………………………………10

1.15 USE OF ROADWAYS

1.16 RESIDENT ENGINEER'S FIELD OFFICE

1.17 TEMPORARY USE OF MECHANICAL AND ELECTRICAL EQUIPMENT

1.18 TEMPORARY USE OF EXISTING ELEVATORS

1.19 TEMPORARY USE OF NEW ELEVATORS

1.20 TEMPORARY TOILETS

1.21 AVAILABILITY AND USE OF UTILITY SERVICES

1.22 NEW TELEPHONE EQUIPMENT

1.23 Pre-TESTS/TESTS/Cx by GC

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1.24 INSTRUCTIONS

1.25 GOVERNMENT-FURNISHED PROPERTY

1.26 RELOCATED EQUIPMENT

1.27 STORAGE SPACE FOR DEPARTMENT OF VETERANS AFFAIRS EQUIPMENT

1.28 CONSTRUCTION SIGN

1.29 SAFETY SIGN

1.30 PHOTOGRAPHIC DOCUMENTATION

1.31 FINAL ELEVATION Digital Images

1.32 HISTORIC PRESERVATION

1.33 CONSTRUCTION MEETINGS

1.34 EXISTING BUILDING AIR INTAKES

1.35 SDS

1.36 WASTE MANAGEMENT PLAN

1.37 TUBERCULOSIS TESTING

1.38 WATER DISTRIBUTION SANITIZING and TESTING REPORT

1.39 PLAN OF ACTION (POA)

1.40 MISCELLANEOUS ITEMS

Solicitation No. VA101-17-R-0268 VAPHS – University Drive Division

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GENERAL REQUIREMENTS 01 00 00 - 1

SECTION 01 00 00

GENERAL REQUIREMENTS

1.1 SAFETY REQUIREMENTS

Refer to section 01 35 26, SAF0ETY REQUIREMENTS for safety and infection control requirements.

1.2 GENERAL INTENTION

A. Contractor shall completely prepare site for building operations, including demolition and removal of existing structures, and furnish labor and materials and perform work for the VA Pittsburgh Healthcare System, Heinz Division, CARES Consolidation Phase 2, Ambulatory Care Center Floor Replacement as required by drawings and specifications.

B. Visits to the site by Bidders may be made only by appointment with the Resident Engineer’s

Office (412-360-1136).

C. Offices of Cannon Design, 227 Fort Pitt Blvd, Pittsburgh, PA 15222 as Architect-Engineers, will render certain technical services during construction. Such services shall be considered as advisory to the Government and shall not be construed as expressing or implying a contractual act of the Government without affirmations by Resident Engineer or the duly authorized representative.

D. All employees of general contractor and subcontractors shall comply with VA security management program and obtain permission of the VA police, be identified by project and employer, and restricted from unauthorized access.

1.3 STATEMENT OF BID ITEM(S)

A. ITEM I -GENERAL CONSTRUCTION: work includes general construction, alterations, site work, roads, walks, grading, mechanical, electrical, plumbing, fire protection, fire alarm, other systems and the removal of portions of the existing structures as needed.

B. BASE BID: Construct an elevated pedestrian bridge from Building #01 (Main Hospital) 2nd floor west wing to B#30, Research Office Building (ROB) 2nd floor. The connecting bridge will provide access between B#01 and B#30 across a small alleyway, it will be approximately 90 feet in length, connect at the 2nd floor of both buildings and require one structural pier.

C. ALTERNATES: none specified for this project.

D. PHASING: contractor’s phasing plan must be approved by the RE.

E. SITE LAYOUT: the VAMC’s Parking Lot #07 is located south of B#01 and is currently being used by the VAMC. The function of this lot and other VAMC parking areas shall not be disrupted by this project. VAMC access to the west dock via the north road shall not be disrupted.

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1.4 SPECIFICATIONS AND DRAWINGS FOR CONTRACTOR

A. Drawings and contract documents may be obtained from the website where the solicitation is posted. Additional copies will be at Contractor's expense.

1.5 CONSTRUCTION SECURITY REQUIREMENTS

A. Security Plan:

1. The security plan defines both physical and administrative security procedures that will remain effective for the entire duration of the project.

2. The General Contractor is responsible for assuring that all sub-contractors working on the project and their employees also comply with these regulations.

B. Security Procedures:

1. General Contractor’s employees shall not enter the project site without appropriate badge.

They may also be subject to inspection of their personal effects when entering or leaving the project site. Contractors shall wear/display their VAMC issued badges at all times.

(Reference the attached form – Contractor ID Badge Request Form).

2. For working other than weekday, day light shifts as defined in the contract, the GC shall give five days’ notice to the RE so arrangements can be made. This notice is separate from any notices required for utility shutdown described later in this section.

3. No photography of VA premises is allowed without written permission of the Resident

Engineer.

4. VA reserves the right to close down or shut down the project site and order General

Contractor’s employees off the premises in the event of a national or VAMC emergency.

The General Contractor may return to the site only with the written approval of the RE.

C. Key Control:

1. The General Contractor shall provide duplicate keys and lock combinations to the Resident

Engineer for all locked gates/project doors.

2. The General Contractor shall turn over all permanent lock cylinders to the VA locksmith for permanent installation. See Section 08 71 00, DOOR HARDWARE and coordinate.

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D. Document Control:

1. Before starting any work, the General Contractor/Sub Contractors shall submit an electronic security memorandum describing the approach to following goals and maintaining confidentiality of “sensitive information”.

2. The General Contractor is responsible for safekeeping of all drawings, project manual and other project information. This information shall be shared only with those with a specific need to accomplish the project.

3. Certain documents, sketches, videos or photographs and drawings may be marked “Law

Enforcement Sensitive” or “Sensitive Unclassified”. Secure such information in separate containers and limit the access to only those who will need it for the project. Return the information to the RE upon request.

4. These security documents shall not be removed or transmitted from the project site without the written approval of RE.

5. All paper waste or electronic media such as CD’s and diskettes shall be shredded and destroyed in a manner acceptable to the VA.

6. Notify Resident Engineer and Site Security Officer immediately when there is a loss or compromise of “sensitive information”.

F. Motor Vehicle Restrictions

1. Vehicle authorization request shall be required for all vehicles entering the site and such request shall be submitted 24 hours in advance. Access shall be restricted to pick up/drop off of equipment and materials.

2. There is NO on-site parking for contractor personnel. Contractor and contractor’s employees shall make their own arrangements for vehicle parking off site.

1.6 OPERATIONS AND STORAGE AREAS

A. The Contractor shall confine all operations on Government premises to areas authorized or approved by the RE. The Contractor shall hold and save the Government, its officers and agents, free and harmless from liability of any nature occasioned by the Contractor's performance.

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B. Temporary buildings and utilities may be erected by the Contractor only with the approval of the

RE and shall be built with labor and materials furnished by the contractor without expense to the

VA. They shall remain the property of the contractor and be removed in their entirety by the contractor, at the contractor’s expense upon completion of the work.

C. The Contractor shall, under regulations prescribed by the Resident Engineer, use only established roadways, or use temporary roadways constructed by the Contractor when and as authorized by the RE. When materials are transported in prosecuting the work, vehicles shall not be loaded beyond the loading capacity recommended by the manufacturer of the vehicle or prescribed by any Federal, State, or local law or regulation. When it is necessary to cross curbs or sidewalks, the Contractor shall protect them from damage. The Contractor shall repair or pay for the repair of any damaged curbs, sidewalks, or roads.

D. Working space and space available for storing materials is very limited and shall be determined by the Resident Engineer.

E. Workmen are subject to rules of the VA Medical Center.

F. Both the ROB B#30 and B#1 will be occupied during construction. Execute work so as not to interfere or as little as possible with normal functioning of Medical Center as a whole, including operations of utility services, fire protection systems and any existing equipment, and with work being done by others. Use of equipment and tools that transmit vibrations and noises through the building structure, are not permitted in buildings that are occupied, during construction, jointly by patients or medical personnel, and Contractor's personnel, except as permitted by Resident

Engineer where required by limited working space.

1. Do not store materials and equipment in other than assigned areas.

2. Schedule delivery of materials and equipment to immediate construction working areas within buildings in use by Department of Veterans Affairs in quantities sufficient for not more than two work days. Provide unobstructed access to Medical Center areas required to remain in operation.

G. Phasing: the Medical Center must maintain its operation 24 hours a day 7 days a week.

Therefore, the phasing and schedule constraints shall be approved by the RE.

H. Contractor shall take all measures and provide all material necessary for protecting existing equipment and property in affected areas of construction against dust and debris, so that equipment and affected areas to be used in the Medical Centers operations will not be hindered.

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Contractor shall permit access to Department of Veterans Affairs personnel and patients through other construction areas which serve as routes of access to such affected areas and equipment.

These routes whether access or egress shall be isolated from the construction area by temporary partitions and have walking surfaces, lighting etc. to facilitate patient and staff access.

Coordinate alteration work in areas occupied by Department of Veterans Affairs so that Medical

Center operations will continue during the construction period.

I. When a building and/or construction site is turned over to the Contractor, the Contractor shall maintain in operating condition existing fire protection and alarm equipment. In connection with fire alarm equipment, Contractor shall make arrangements for pre-inspection of site with Fire

Department or Company (Department of Veterans Affairs or municipal) whichever will be required to respond to an alarm from Contractor's employee or watchman.

J. Construction Fence: Before construction operations begin, Contractor shall provide a chain link construction fence, 2.1m (seven feet) minimum height, around the construction area indicated on the drawings. Provide gates as required for access with necessary hardware, including hasps and padlocks. Fasten fence fabric to terminal posts with tension bands and to line posts and top and bottom rails with tie wires spaced at maximum 375mm (15 inches). Bottom of fences shall extend to 25mm (one inch) above grade. Remove the fence when directed by Resident Engineer.

K. Utilities Services: Maintain existing utility services for Medical Center at all times. Provide temporary facilities, labor, materials, equipment, connections, and utilities to assure uninterrupted services. Where necessary to cut existing water, steam, gases, sewer or air pipes, or conduits, wires, cables, etc. of utility services or of fire protection systems and communications systems (including telephone), they shall be cut and capped at suitable places where shown; or, in absence of such indication, where directed by Resident Engineer.

1. No utility service such as water, gas, steam, sewers or electricity, or fire protection systems and communications systems may be interrupted without prior approval of Resident Engineer. Electrical work shall be accomplished with all affected circuits or equipment de-energized. When an electrical outage cannot be accomplished, work on any energized circuits or equipment shall not commence without written approval. Refer to specification Sections 26 05 11, REQUIREMENTS FOR ELECTRICAL INSTALLATIONS, 27 05 11 REQUIREMENTS FOR COMMUNICATIONS INSTALLATIONS and 28 05 11, REQUIREMENTS FOR ELECTRONIC SAFETY AND SECURITY INSTALLATIONS for additional requirements.

2. Contractor shall submit a request to interrupt any such services to Resident Engineer, in writing, 72 hours in advance of proposed interruption. Request shall state reason, date, exact time of, approximate duration of such interruption and a sketch identifying area.

3. Contractor will be advised (in writing) of approval of request, or of which other date and/or time such interruption will cause least inconvenience to operations of VA Medical Center.

Interruption time approved may occur at other than Contractor's normal working hours.

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4. Major interruptions of any system must be requested, in writing, at least 15 calendar days prior to the desired time and shall be performed as directed by the Resident Engineer.

5. In case of a contract construction emergency, service will be interrupted on approval of Resident Engineer. Such approval will be confirmed in writing as soon as practical.

6. Whenever it is required that a connection fee be paid to a public utility provider for new permanent service to the construction project, for such items as water, sewer, electricity, gas or steam, payment of such fee shall be the responsibility of the VA and not the Contractor.

L. To minimize interference of construction activities with flow of Medical Center traffic, comply with the following:

1. Keep roads, walks and entrances to grounds, to parking and to occupied areas of buildings clear of construction materials, debris and standing construction equipment and vehicles.

M. Coordinate the work for this contract with other construction operations as directed by Resident

Engineer.

1.7 ALTERATIONS

A. Survey: Before any work is started, the Contractor shall make a thorough survey with the

Resident Engineer of the areas of the buildings in which alterations occur and areas which are anticipated routes of access, and furnish a report, to the Resident Engineer. This report shall list by rooms and spaces:

1. Existing condition and types of resilient flooring, doors, windows, walls and other surfaces not required to be altered throughout the affected areas.

2. Existence and conditions of items such as plumbing fixtures and accessories, electrical fixtures, equipment, etc., required by drawings to be either reused or relocated, or both.

3. Shall note any discrepancies between drawings and existing conditions at site.

4. Shall designate areas for working space, materials storage and routes of access to areas within buildings where alterations occur and which have been agreed upon by Contractor and

Resident Engineer.

B. Re-Survey: Thirty days before expected partial or final inspection date, the Contractor and

Resident Engineer together shall make a thorough re-survey of the areas of buildings involved.

They shall furnish a report on conditions then existing, of resilient flooring, doors, windows, walls and other surfaces as compared with conditions of same as noted in first condition survey report:

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1. Re-survey report shall also list any damage caused by Contractor to such flooring and other surfaces, despite protection measures; and, will form basis for determining extent of repair work required of Contractor to restore damage caused by Contractor's workmen in executing work of this contract.

C. Protection: Provide the following protective measures:

1. Wherever existing roof surfaces/exterior facades are disturbed they shall be protected against water and temperature infiltration. In case of leaks, they shall be repaired immediately upon discovery.

2. Temporary protection against damage for portions of existing structures and grounds where work is to be done, materials handled and equipment moved and/or relocated.

3. Protection of interior of existing structures at all times, from damage, dust and weather inclemency. Wherever work is performed, floor surfaces that are to remain in place shall be adequately protected prior to starting work, and this protection shall be maintained intact until all work in the area is completed.

4. Contact with Asbestos/Asbestos Containing Material – due to the age of the VAMC, there may be ACM materials. If any contractor employee or subcontractor believes they have encountered ACM, they should stop work immediately and notify the RE so the issue can be reviewed/resolved prior to work commencing.

D. Final Cleanup:

1. Upon completion of project, or as work progresses, remove all construction debris from above ceiling, vertical shafts and utility chases that have been part of the construction.

2. Perform HEPA vacuum cleaning of all surfaces in the construction area. This includes walls, ceilings, cabinets, furniture (built-in or free standing), partitions, flooring, etc.

3. All new air ducts shall be cleaned prior to final inspection and new filters installed.

1.8 DISPOSAL AND…