SPECIFICATIONS.pdf

MIKE MONRONEY AERONAUTICAL CENTER

HQB ENTRANCE RENOVATION AND PARKING

OKLAHOMA CITY, OKLAHOMA #OK70115-001

Signature and Seal

Architect

Mechanical Engineer

Electrical Engineer

Landscape Architect

Structural Engineer

Civil Engineer

Fire Protection Engineer

Signature and Seal

TABLE OF CONTENTS 00005-1

00005 Table of Contents

SERIES 0 BIDDING REQUIREMENTS AND CONTRACT FORMS

DIVISION 01 - GENERAL REQUIREMENTS

01010 SUMMARY OF WORK

01019 CONTRACT CONSIDERATIONS

01039 COORDINATION AND MEETINGS

01045 CUTTING AND PATCHING

01210 ALLOWANCES

01220 UNIT PRICES

01300 SUBMITTALS

01310 PROJECT MANAGEMENT

01400 QUALITY CONTROL

01500 CONSTRUCTION FACILITIES AND TEMPORARY CONTROLS

015639 TEMPORARY TREE AND PLANT PROTECTION

01600 MATERIAL AND EQUIPMENT

01650 STARTING OF SYSTEMS

01700 CONTRACT CLOSEOUT

DIVISION 2 – EXISTING CONDITIONS

024119 SELECTIVE DEMOLITION

DIVISION 3 - CONCRETE

033000 CAST-IN –PLACE CONCRETE

DIVISION 4 - MASONRY

042000 UNIT MASONRY

044313.13 ANCHORED STONE MASONRY VENEER

DIVISION 5 - METALS

051200 STRUCTURAL STEEL FRAMING

054000 COLD-FORMED METAL FRAMING

055000 METAL FABRICATIONS

055213 PIPE AND TUBE RAILINGS

055813 COLUMN COVERS

DIVISION 6 – WOOD, PLASTICS, AND COMPOSITES

061000 ROUGH CARPENTRY

DIVISION 7 - THERMAL AND MOISTURE PROTECTION

072100 THERMAL INSULATION

074670 CUSTOM METAL CLADDING SYSTEMS

075500 MODIFIED BITUMEN MEMBRANE ROOFING

076200 SHEET METAL FLASHING AND TRIM

078413 JOINT PENETRATION FIRESTOPPING

079200 JOINT SEALANTS

DIVISION 8 – OPENINGS

083113 ACCESS DOORS AND FRAMES

084113 ALUMINUM-FRAMED ENTRANCES AND STOREFRONTS

087100 DOOR HARDWARE

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088000 GLAZING

DIVISION 9 - FINISHES

092216 NON-STRUCTURAL METAL FRAMING

092900 GYPSUM BOARD

095113 ACOUSTICAL PANEL CEILINGS

096513 RESILIENT BASE AND ACCESSORIES

096519 RESILIENT TILE FLOORING

096813 TILE CARPETING

099113 EXTERIOR PAINTING

099123 INTERIOR PAINTING

DIVISION 10 - SPECIALTIES

Not Used for this Submittal

DIVISION 11 – EQUIPMENT

Not Used for this Submittal

DIVISION 12 - FURNISHINGS

Not Used for this Submittal

DIVISION 13 - SPECIAL CONSTRUCTION

Not Used for this Submittal

DIVISION 14 - CONVEYING SYSTEMS

Not Used for this Submittal

DIVISION 21 – FIRE SUPPRESSION

211313 WET-PIPE SPRINKLER SYSTEMS

DIVISION 22 - PLUMBING

Not Used for this Submittal

DIVISION 23 - HEATING VENTILATING AND AIR CONDITIONING

230713 DUCT INSULATION

230900 INSTRUMENTATION AND CONTROL FOR HVAC

233113 METAL DUCTS

233300 AIR DUCT ACCESSORIES

233713 DIFFUSERS, REGISTERS AND GRILLES

238219 FAN COIL UNITS

DIVISION 26 – ELECTRICAL

260519 LOW-VOLTAGE ELECTRICAL POWER CONDUCTORS AND CABLES

260526 GROUNDING AND BONDING FOR ELECTRICAL SYSTEMS

260529 HANGERS AND SUPPORTS FOR ELECTRICAL SYSTEMS

260533 RACEWAYS AND BOXES FOR ELECTRICAL SYSTEMS

260544 SLEEVES AND SLEEVE SEALS FOR ELECTRICAL RACEWAYS AND CABLING

260553 IDENTIFICATION FOR ELECTRICAL SYSTEMS

262726 WIRING DEVICES

265100 INTERIOR LIGHTING

265600 EXTERIOR LIGHTING

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DIVISION 27 - COMMUNICATIONS

Not Used for this Submittal

DIVISION 28 - ELECTRONIC SAFETY AND SECURITY

Not Used for this Submittal

DIVISION 31 - EARTHWORK

311000 SITE CLEARING

312000 EARTH MOVING

313116 TERMITE CONTROL

316329 DRILLED CONCRETE PIERS AND SHAFTS

DIVISION 32 - UTILITIES

321313 CONCRETE PAVING

321316 DECORATIVE CONCRETE PAVING

321373 CONCRETE PAVING JOINT SEALANTS

328400 PLANTING IRRIGATION

329113 SOIL PREPARATION

329200 TURF AND GRASSES

329300 PLANTS

DIVISION 33 - UTILITIES

33052313 UTILITY HORIZONTAL DIRECTIONAL DRILLING

334100 STORM UTILITY DRAINAGE PIPING

334600 SUBDRAINAGE

END OF TABLE OF CONTENTS

TABLE OF CONTENTS 00005-4

SUMMARY OF WORK 01010 - 1

SECTION 01010 SUMMARY OF WORK

PART 1 - GENERAL

1.1 SECTION INCLUDES

A. Contract Description: HQB Entrance Renovation and Parking, Oklahoma City, Oklahoma

1. Bid Options

2. Bid Allowances

B. Owner: Federal Aviation Administration (FAA) referred to as Owner.

C. Contractor use of site and premises.

D. Phasing and work sequence.

E. Owner occupancy.

F. Separate Contract.

G. Miscellaneous provisions.

H. Geotechnical Report.

1.2 CONTRACT DESCRIPTION

A. The work to be accomplished under this contract consists of furnishing all plant, labor, tools, equipment, materials, and incidentals necessary to complete all work to construct and provide the Owner with a completed project – Headquarters (HQB) Entrance Renovation and Parking, Oklahoma City, Oklahoma. The work includes, but is not limited to the following major items:

1. HQB Entrance Renovation and Parking Base Project:

a. Remove existing roadway, drive and parking pavements and curbs, landscaping and appurtenances to construct new plaza area and parking as described in the construction documents

b. Construct new plaza area including all landscaping, emergency drive-through lanes, new irrigation system, amphitheater and structure, planters, and other appurtenances

c. Construct new parking areas with drives

d. Construct new crosswalks and devices

e. Demolish the existing horseshoe-shaped canopy at west entrance of HQB

f. Remove existing pavements and curbs, landscaping and appurtenances to construct new west entrance vestibule and canopy

g. Construct new vestibule and canopy including structure, foundation, new aluminum frame doors and windows

h. Remove north vestibule exterior doors, ceiling , flooring, existing brick planter, and other constructions to renovate north vestibule as described in the construction documents

i. Renovate existing north vestibule

j. Project consists of civil site work, landscaping work, architectural work and structural work with mechanical, electrical, and fire protection support.

2. Project Bid Options:

a. Phase B, Bid Option #01: Provide canopy, canopy structural system and canopy foundation work at amphitheater canopy

b. Phase B, Option #02: Provide Globe (allowance #01), including installation

c. Phase B, Option #03: Provide Plaque Stands (allowance #02), including installation

SUMMARY OF WORK 01010 - 2

1.3 OWNER

A. The Owner will be represented by the term Contracting Officer in the Contract Documents and reference to Tenant will indicate FAA personnel.

1.4 CONTRACTOR USE OF SITE AND PREMISES

A. Access to Site: Limited to area required for the HQB west vestibule and canopy construction, north vestibule renovation and campus area between SW 63rd Street and SW 64th Street between the ARB Cafeteria and the HQB west façade.

B. Contractor to provide and maintain exterior construction fence around perimeter of all work areas.

C. Contractor shall maintain at least two means of egress for construction workers out of the various construction areas throughout all phases of construction.

D. Occupied Areas During HQB Entrance Renovation and Parking:

1. ARB Cafeteria and Headquarters are occupied throughout renovation and construction of HQB

Entrance Renovation and Parking. Contractor is to provide safe ingress and egress pathways out of the occupied buildings and the adjacent site areas. Exterior exits to the public way require protection from construction throughout construction duration.

E. Contractor shall, at his own expense, repair all damaged areas to the existing parking areas, roadways, turf areas and landscaping beds outside the limits of construction as a result of this work. Contractor will thoroughly clean all paved, turf and landscape areas of debris. All damaged shrubs or trees will be replaced.

F. Security Requirements: Contractor shall comply with all applicable Department of Transportation (DOT), FAA, and MMAC security directives while performing Work of this contract.

G. Time Restrictions: All phases of demolition and deconstruction and new construction work shall be conducted between 6:00 AM and 6:00 PM Monday through Friday on normal government workdays. Work may be performed on Saturdays, Sundays or designated government holidays with approval granted by the Contracting Officer days with fourteen (14) days advanced written request. Government may alter or modify the construction schedule with fourteen (14) days advanced written notification.

H. Utility Outages and Shutdown: Coordinate with the Contracting Officer and Project Manager at 954-7552.

Outages affecting FAA Operations are required to be accomplished at night, or on Saturdays, Sundays or designated government holidays. Prior to any outage or shutdown, five (5) working days notification must be made to coordinate scheduling of any Utility Work to be performed during any hours.

1.5 PERMIT AND LICENSES

A. Contractor shall secure and pay for all permits, licenses, special inspections, etc. required in the execution of the Work, whether of a permanent or temporary nature.

B. Oklahoma City Airport Trust requires contractor working on the water lines at FAA to be a prequalified water contractor through the City of Oklahoma City.

C. Airspacing permits will be required for cranes used in project. Airspace permit applications shall be submitted to and issued by the Oklahoma City Airport Trust (OCAT). These permits will require an A1 survey to be completed and paid for by the contractor. Permit applications can take up to 8 weeks before permit is issued.

Contractor is to develop construction schedule accordingly. Delays in the permit application process are not considered a construction delay.

1.6 PHASING

SUMMARY OF WORK 01010 - 3

A. Phase A Construction: Phase A work consists of:

1. Mobilization: Contractor to mobilize in northwest parking lot as indicated on drawings.

2. Complete north vestibule work in its entirely before starting the west vestibule and canopy and the plaza area/parking portions of the project.

3. Complete crosswalks/signage north of SW 63rd Street and South of SW 64th Street

B. Phase B Construction: Phase B work consists of the HQB west entrance and canopy and the plaza area/parking portions of the project complete:

1.7 OCCUPANCY

A. Cooperate with Owner to minimize conflict, and to facilitate Owner's operations in occupied portions of the HQB and ARB Cafeteria.

1. Contractor must facilitate ingress into and egress from the occupied buildings at all times and provide a minimum of two emergency egress paths from occupied spaces.

2. Protected access in and around the temporary entrance points from the north and west.

3. Maintain clear access path around Phase B construction from HQB to ARB Cafeteria

B. Schedule the Work to accommodate this requirement.

1.8 SEPARATE CONTRACT

A. None at this time.

1.9 MISCELLANEOUS PROVISIONS

A. Existing Roof Warranty: Existing roof at the HQB must be maintained throughout the construction of the west canopy. The existing warranty will not be voided due to this work. Contractor shall be responsible for protecting these roofs and ensuring the warranty remains in place.

B. All work in and around existing HQB will remain weather tight during construction.

C. Doors Designated for Demolition:

1. Contractor shall remove lock cores and return to Contracting Officer prior to removal of doors.

2. Contractor shall return all electromagnetic door hardware and card readers currently installed in HQB to the Contracting Officer.

D. Contractor is responsible for a safe work environment including ensuring safety of occupants in occupied portions of the building during construction. Placement of structural framing members and other construction materials will not be allowed over occupied spaces. Contractor is responsible for coordinating with FAA to minimize conflicts. Some heavy construction work may be required to be accomplished at night, on weekends and holidays to ensure occupied space safety.

E. Contractor is to maintain a safe, accessible path through the construction work areas for government employees to egress existing HQB and ARB in case of an emergency. Work areas identified on the drawings are to remain accessible and operational throughout the construction process.

1. Contractor to maintain clear access path from HQB to ARB Cafeteria during Phase B work.

1.10 GEOTECHNICAL REPORT

A. Refer to the Geotechnical Report at the end of this Section. Note: Geotech information includes pier information from STB project.

PART 2 - PRODUCTS

SUMMARY OF WORK 01010 - 4

2.1 Not Used

PART 3 - EXECUTION

3.1 Not Used

END OF SECTION

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REPORT OF GEOTECHNICAL INVESTIGATION

FAA SYSTEMS TRAINING BUILDING RENOVATION AND PARKING

OKLAHOMA CITY, OKLAHOMA

PROJECT NO. 12001

INTRODUCTION

GENERAL

PROPOSED CONSTRUCTION

SCOPE OF WORK

FIELD AND LABORATORY INVESTIGATIONS

FIELD EXPLORATION

LABORATORY TESTING

SITE DESCRIPTION

SURFACE CONDITIONS

SITE GEOLOGY

SUBSURFACE CONDITIONS

GROUNDWATER CONDITIONS

CONCLUSIONS AND RECOMMENDATIONS

FOUNDATION RECOMMENDATIONS

BASEMENT RECOMMENDATIONS

PAVEMENT RECOMMENDATIONS

CONSTRUCTION CONSIDERATIONS

ENVIRONMENTAL CONSIDERATIONS

CLOSURE

APPENDICES

APPENDIX A – Field Investigation APPENDIX B – General Notes

01010- Geotechnical Report 01010-31

REPORT OF GEOTECHNICAL INVESTIGATION

FAA SYSTEMS TRAINING BUILDING RENOVATION AND PARKING

OKLAHOMA CITY, OKLAHOMA

PROJECT NO. 12001

INTRODUCTION

General

This report presents the results of the geotechnical investigation performed for the proposed FAA Systems Training Building Renovations and Parking located west of MacArthur Boulevard between Southwest 61st and 62nd Streets in Oklahoma City, Oklahoma. The purpose of this investigation is to evaluate the subsurface conditions at the site and to provide recommendations pertaining to the geotechnical aspects of the proposed project.

Proposed Construction

The project will include the renovation of an existing two-story building with a basement.

Renovations will include the replacement of CMU masonry infill walls with steel stud walls and concrete infill of the second floor partial plate. The infill floor framing will be supported by new steel columns on new concrete footings, which will be constructed beneath the existing basement floor slab. In addition, the first row of parking west of the existing building will be reconstructed with asphalt pavement.

The column loads on the new footing are anticipated to be 80 kips. There will be no grade change in the basement and minimal (less than 1 foot of cut and/or fill) grade change in the parking area. Traffic information has not been provided, but is expected to be light to moderate with mostly passenger vehicles and a small amount of delivery vehicles.

Scope of Work

The scope of this investigation includes the following:

1. Review of previous geotechnical and geological information of this site and sites near this site. This was augmented with data obtained during the field investigation phase of the project.

2. Investigation of the foundation suitability of the subsurface soils by drilling and sampling a total of 6 boreholes within the planned project area.

01010- Geotechnical Report 01010-32

3. A laboratory testing program consisting of Atterberg limits determination, moisture content and sieve tests on the soils encountered.

4. Recommendations regarding foundation support of the proposed columns

5. Basement design considerations

6. Recommendations for flexible pavement sections

7. General construction and earthwork recommendations, including the rippability of bedrock

8. Sustainability recommendations in regard to site construction, construction materials, pavement and parking lot design.

FIELD AND LABORATORY INVESTIGATIONS

Field Exploration

Subsurface exploration was performed January 16 and 17, 2011. The project site was staked in the field by a representative of Red Rock Consulting. This was done by pacing distances with a measuring wheel and estimating angles from the site plan provided by the client. The locations of the borings should be considered accurate only to the degree implied by the methods used to define them.

As directed by the client, the subsurface exploration program consisted of drilling 6 borings. Three borings (borings B-3, B-5 and B-6) were drilled to depths of approximately 30 feet for the proposed building renovations and two borings (borings B- 1 and B-2) were drilled to depths of 5 feet for the pavement sections. Another boring (boring B-4) was drilled for the building renovations, but was terminated at a depth of 25 feet due to strong hydrocarbon odor and green tinted free liquid in the boring. More detailed information regarding the borings can be found on the boring logs, which are presented in Appendix A.

The borings were advanced under the supervision of an engineer who developed draft boring logs of the subsurface conditions encountered. Representative samples were obtained by split-barrel sampling procedures (Standard Penetration Test, SPT) in general accordance with ASTM Specifications D1586.

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The SPT test uses a standard, 2-inch O.D., split-barrel sampling spoon that is driven into the bottom of the boring with a 140 pound automatic drive hammer falling 30 inches.

The blows per foot, N, is the number of blows required to advance the sampling spoon the last 12 inches, or less, of an 18-inch sampling interval. The N value is used to estimate the in-situ relative density of granular soils, the consistency of cohesive soils, and the hardness of weathered bedrock.

The Texas Highway Department cone penetrometer test is a standard test developed by the Texas Highway Department to evaluate the consistency or hardness of the bedrock materials. The Texas Cone Penetrometer (TCP) test drives a penetrometer cone into the bedrock material with a 140 pound automatic drive hammer that falls 30 inches. The TCP is driven for a series of blows, the first being seating blows, followed by two 50 blow counts. After 50 blows of the automatic hammer, the distance the TCP has advanced is measured and recorded. The distance the TCP is driven is used to estimate the hardness of bedrock.

Samples were collected and transported back to the office for further classification and testing. The final boring logs were developed from the draft logs and observations and test results of the samples returned to the laboratory. The stratigraphic contacts indicated are only for the specific dates and locations reported and, therefore, are not necessarily representative of other locations and times. The boring logs, presenting conditions encountered at each location explored, are included in Appendix A.

Laboratory Testing

Representative soil samples were tested to refine the field classifications and evaluate physical properties of the soils which may affect the geotechnical aspects of project design and construction.

The laboratory testing program included the following:

• Moisture content tests in general accordance with ASTM Method D2937

• Liquid and Plastic Limits of soils in general accordance with ASTM D4318

• Washed No. 200 US Standard Sieve test in general accordance with ASTM

Method D1140

• Soil Classification in general accordance with ASTM D2487

The results of the physical laboratory tests conducted are shown on the boring logs in Appendix A.

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SITE DESCRIPTION

Surface Conditions

At the time of the field investigation, the borings were located around the existing Systems Training Building on the Federal Aviation Administration campus. The building was bounded to the west by a parking lot, to the north by Southwest 61st Street, to the east by MacArthur Boulevard, and to the south by Southwest 62nd Street. A grassy area was in between the street and building on the east and south sides. The existing parking lot was concrete and was in generally good condition.

The site appeared to slope to the south of the property. The site was dry and the drilling rig did not experience difficulty maneuvering around the site.

Site Geology

Division Four of the “Engineering Classification of Geological Materials”, published by the Oklahoma Department of Transportation (ODOT) indicates the project site is underlain by the Hennessey Unit (Phy).

This unit consists of red platy to blocky clay shales and mudstone. The mudstones are hard and appear blocky. The red clay shale of the Hennessey unit is characterized by numerous bands or streaks of gray, white or light green color ranging from a few inches to four feet in thickness.

The total thickness of the unit is approximately 400 feet.

The Hennessey unit outcrops in a 5 to 15 mile north-south band across Grant, Garfield, Kingfisher, Logan, Canadian, and Oklahoma Counties in Division four. Topographically, the unit is nearly level to gently rolling and is usually grass covered or cultivated.

Subsurface Conditions

Information collected during the investigation indicates that the overburden materials were predominantly comprised of lean clay with varying amounts of sand. The overburden extended to the boring termination depths of 5 feet in B-1 and B-2 and to the top of bedrock in borings B-3, B-4, B-5 and B-6. The top of bedrock varied between 13 and 15 feet. The bedrock extended to the boring termination depths of approximately 30 feet in borings B-3, B-5 and B-6 and 25 feet in boring B-4.

The drilling of boring B-4 was terminated at a depth of 25 feet due to possible hydrocarbon contamination of the soil and groundwater. The hydrocarbon odor was first

01010- Geotechnical Report 01010-35 observed at an approximate depth of 15 feet. After groundwater was encountered, the concentration of hydrocarbons appeared to increase. Green free liquid (possible gas) was observed in the boring. A noticeable sheen was present on soil samples and drilling equipment.

The bedrock encountered in the borings was very soft to hard shale. There were some thin lenses of sandstone encountered in boring B-5 from approximately 13 to 15 feet.

For more a more detailed report of the soils encountered in the borings, please refer to the boring logs in Appendix A.

Groundwater Conditions

Groundwater conditions were monitored during the advancement of the borings and immediately following drilling. Approximate groundwater levels are summarized in Table

1. All of the borings were open (no cave in) at the completion of drilling.

Table 1 – Approximate Groundwater Levels

Boring Depth During

Drilling (feet)

Depth After Drilling (feet)

B-3 23 22.5 B-4 20 -- B-5 22 21 B-6 23 26

To obtain more accurate groundwater level information, long-term observations in a well or piezometer that is sealed from the influence of surface water would be needed.

Fluctuations in groundwater levels can occur due to seasonal variations in the amount of rainfall, runoff, altered drainage paths, and other factors not evident at the time borings were advanced. Consequently, the contractor should be aware of this possibility while constructing this project.

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CONCLUSIONS AND RECOMMENDATIONS

FOUNDATION RECOMMENDATIONS

A shallow footing foundation system can be used to support the proposed columns.

Bedrock was encountered at the depth(s) of the existing footings, which are approximately

15.5 feet beneath the existing exterior grade. Spread footings for column footings bearing within the existing bedrock can be designed for an allowable unit bearing pressures of 10,000 psf. This includes a factor of safety of 3.

The footings should all bear on similar material. In this case, the footings for the columns will bear within the existing bedrock. In no event should footings bear on different materials, such as some footings on existing bedrock and some footings on fill (base/drainage) material. Footings bearing on different materials could result in differential settlement of the structure.

Isolated column footings should have a minimum width of at least 30 inches. It is assumed that the footings will bear at approximately 15.5 feet below the existing exterior grade, which is well below the frost depth.

The foundation excavations should be observed by a representative of Red Rock Consulting prior to steel or concrete placement to document that the foundation materials are consistent with the materials discussed in this report. The bottom of the footings should be probed to identify and locate soft areas. Cavities formed as a result of excavation of soft or loose soil zones should be backfilled with lean concrete or properly compacted low volume change fill.

After opening, footing excavations should be observed and concrete placed as quickly as possible to avoid exposure of the footing bearing surfaces to wetting and drying. Any water present during construction should be drained away from the excavations and not be allowed to pond. If possible, the foundation concrete should be placed during the same day the excavation is made. If footing excavations are left open for more than one day, they should be protected to reduce evaporation or entry of moisture.

If all procedures are conducted as outlined above, long-term movement is expected to be less than 1 inch.

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BASEMENT RECOMMENDATIONS

The proposed renovations are within an existing basement. The information below can be used to design the new basement walls.

Groundwater was observed in the building borings between 20 and 23 feet below existing exterior grade. This is below the anticipated depth of the footings. It is understood that the existing basement has an under-floor drainage system. The basement walls should be designed for static water levels above the proposed basement floor elevation. Therefore, exterior perimeter drain systems along the new below grade walls should be installed to prevent the buildup of hydrostatic pressure on the walls.

Water stops and other appropriate waterproofing techniques should be incorporated into the basement construction.

Exterior perimeter drains should be installed at the foundation level as shown on the adjacent figure and described in the following notes. The new drainage can be integrated into the existing drainage system.

o Granular backfill should be clean, free-draining sand or crushed stone.

o Perforated pipe should be rigid PVC, sized to transport the expected water.

o Perforated pipe should be surrounded by at least

4 inches of ASTM C-33 No. 57 stone or equivalent with the stone and pipe encased in an approved filter fabric to resist the migration of fines into the drain system.

o Exterior ground surface should consist of a minimum of 12 inch compacted clay cap or pavement section sloped to drain from the building.

If adequate drainage is not possible, then combined hydrostatic and lateral earth pressures should be calculated for granular backfill using an equivalent fluid weighing 80 and 90 pcf for active and at-rest conditions, respectively. For the existing lean clay overburden bearing on the walls, an equivalent fluid weighing 90 and 100 pcf should be used for active and at-rest, respectively. These pressures do not include the influence of surcharge, equipment or floor loading, which should be added. Heavy equipment should

01010- Geotechnical Report 01010-38 not operate within a distance close than the exposed height of the walls to prevent lateral pressures more than those provided.

Walls with unbalanced backfill levels on opposite sides should be designed for earth pressures at least equal to those indicated in the following table. Earth pressures will be influenced by structural design of the walls, conditions of wall restraint, methods of construction and/or compaction and the strength of the materials being restrained. Two wall restraint conditions are shown. Active earth pressure is commonly used for the design of free standing cantilever walls and assumes some wall movement. The “at-rest” condition assumes no wall rotation. The design earth pressures should be based on the material properties. The recommended design lateral earth pressures do not include a factor of safety and do not provide for possible hydrostatic pressure on the walls.

Table 2 – Lateral Earth Pressure Parameters

EARTH

PRESSURE

CONDITIONS

COEFFICIENT

FOR

BACKFILL TYPE

EQUIVALENT

FLUID PRESSURE

(pcf)

SURCHARGE

PRESSURE, P1

(psf)

EARTH

PRESSURE, P2

(psf)

Active (Ka) Lean Clay* – 0.6 90 (0.6)S (90)H

At-Rest (Ko) Lean Clay* – 0.5 100 (0.5)S (100)H

* existing cohesive soils

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Conditions applicable for Table 2 include:

• Surcharge pressure, P1, acts a distance of Z/2 from the bottom of the wall.

• Earth Pressure, P2, acts a distance of H or Z/3 from the bottom of the wall.

• Uniform surcharge, where S is surcharge pressure

• A maximum in-situ soil weight of 120 pcf

• Existing lean clay assumes a 30° friction angle

• Horizontal backfill, compacted to at least 95 percent of the material’s maximum dry density as determined by test method ASTM D-698.

• Loading from heavy compaction equipment not included

• No groundwater acting on wall

• No safety factor included

For active earth pressure to be mobilized, the soil mass must strain laterally 0.02Z to 0.05Z for clay, where Z is the total height of the wall (including the buried portion). The amount of translation required for mobilization is related to the compaction of the clay.

Walls which are retained in some manner or are built with too stiff a basal stem may not deflect sufficiently to mobilize the shear strength of the soil about them. These walls must be designed to withstand the full hydrostatic pressure of the soil/water mixture they hold in retention.

If new backfill is planned, it should be placed against structures and should consist of granular soils or low plasticity cohesive soils. For the granular values to be valid, the granular backfill must extend out from the base of the wall at an angle of at least 45 and 60 degrees from vertical for the active and passive cases, respectively. This is a minimum angle to achieve earth pressure for design purposes. The specific slope needed to safely excavate to facilitate the basement construction should be determined by the contractor. For more information regarding permanent and temporary slopes, please refer to the Construction Considerations section of this report.

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To calculate the resistance to sliding, a value of 0.35 should be used as the ultimate coefficient of friction between the footing and the underlying soil.

IBC Building Code Site Coefficient

From the geotechnical investigation and subsequent laboratory tests, the on-site soils yield a Site Coefficient “C.” This site coefficient is based on a maximum boring depth of 30 feet. To obtain a more accurate site coefficient, a deeper boring (100 feet, as per the code), or more extensive testing must be used to evaluate the subsurface conditions.

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PAVEMENT RECOMMENDATIONS

Traffic information for this project was not provided at the time of this investigation.

However, a moderate amount of traffic has been assumed in determining the recommended pavement sections shown below. Pavement sections were evaluated using Pavement Assessment Software (PAS) which is based on the 1993 AASHTO Design equation. A reliability factor of 85% and a 20-year 18-kip equivalent single axle load (ESAL) of 30,000 for light duty pavement and 100,000 ESAL for heavy duty pavement were used. Pavements were evaluated based on an initial serviceability of

4.0 and a terminal serviceability of 2.0. Rigid pavements were evaluated using an unreinforced concrete mix with a 28 day modulus of rupture of 650 psi (approximately 3,000 psi compressive strength). If these assumptions are not acceptable, or if accurate design traffic is available, please contact Red Rock Consulting so that more accurate pavement recommendations can be presented.

For the recommended pavement sections shown below, a soil resilient modulus (for the in situ soils in the existing condition) of 1,800 psi has been assumed. It is also assumed that curbing will be in place around the pavement.

Table 3 – Pavement Section

Flexible Pavement Thickness

Pavement Materials Light Duty Heavy Duty

Asphaltic Concrete 4” 5.5”

Aggregate Base 6” 6”

Lime Modified Subgrade 8” 8”

Light duty pavement sections should be used in areas where mostly passenger cars will drive and/or park. Heavy duty pavement sections should be used in high traffic and heavy traffic areas. Some examples of heavy duty pavement areas include entries and exits, drop off zones, truck and bus loading and delivery zones, truck and bus parking and trash dumpster pads.

The pavement subgrade should be modified for a depth of 8 inches using hydrated lime only. The amount of hydrated lime necessary for modification should be determined at the time of construction. For the type of lean clay soil encountered on this site, an estimated 5 to 6 percent by dry weight of the soil will be necessary.

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Before compaction, the modified soil zone should be adjusted to within 2 percentage points of optimum moisture as determined by the standard Proctor method (ASTM D- 698). After conditioning the soil to the required moisture content, the modified subgrade should be compacted to at least 95 percent of the material’s maximum standard Proctor dry density.

Minimizing subgrade saturation is an important factor in maintaining subgrade strength.

Water allowed to pond on or adjacent to pavements could saturate the subgrade and cause premature pavement deterioration. The pavement should be sloped to provide rapid surface drainage, and positive surface drainage should be maintained away from the edge of the paved areas. Design alternatives that could reduce the risk of subgrade saturation and improve long-term pavement performance include crowning the pavement subgrade to drain toward the edges, rather than to the center of the pavement areas; and installing surface drains next to any areas where surface water could pond.

Properly designed and constructed subsurface drainage will reduce the time subgrade soils are saturated and can also improve subgrade strength and performance.

Periodic maintenance extends the service life of the pavement and should include crack sealing, surface sealing and patching of any deteriorated areas. Also, thicker pavement sections could be used to reduce the required maintenance and extend the service life of the pavements. Curbing around the parking lot will prolong the life of the pavement.

Signs should be placed at the entrances of the pavement areas to designate the weight of trucks which will be allowed.

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CONSTRUCTION CONSIDERATIONS

Considerations pertaining to construction aspects of the project, such as the rippability of bedrock, construction in expansive soils, wet weather earthwork, construction monitoring and permanent and temporary slopes are provided below.

Rippability of Bedrock

Very soft to hard shale bedrock materials were encountered in the borings and are summarized in Table 4 below. Difficulties in excavating due to the hardness of the bedrock in these borings are not anticipated for this project.

Table 4 – Hardness of Bedrock Materials

Boring Approximate Depth (feet) Hardness SPT Value

(inches/50 blows) TXC Value

(inches/100 blows) B-3 15 Soft 5.3 --

20 Moderately Hard 5 -- 25 Soft -- 3.8 30 Very Soft -- 6+

B-4 15 Hard 3.3 -- 20 Moderately Hard -- 3 25 Hard -- 1.3

B-5 15 Moderately Hard 5 -- 20 Soft -- 4.3 25 Moderately Hard -- 2.4 30 Hard -- 1.6

B-6 15 Soft 6 -- 20 Very Soft -- 6+ 25 Soft -- 4.3 30 Hard -- 1

Generally, overburden soils and sedimentary rock which have a penetration of 3 inches or more per 50 blows as determined by the Standard Penetration Test (SPT) drive hammer or 2 inches or more per 100 blows of the Texas Cone Penetrometer (TCP) test can typically be excavated with normal excavating equipment.

The majority of the shale bedrock encountered at this site that was tested for hardness falls into the “rippable” category. Only the shale at a depth of 30 feet in borings B-4, B-5, and B- 6 fall into the “non-rippable” category.

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It should be noted the “Engineering Classification of Geologic Materials” manual published by the Oklahoma Department of Transportation (ODOT) indicates that the apparent rippability of the bedrock materials (as defined for the Hennessy geologic unit in Oklahoma County) as “appears rippable”. The ODOT publication also defines rippability as the susceptibility of a rock to be broken by a ripping device as pulled by a Caterpillar D9 or its equivalent.

Construction in Expansive Soils

The following information has been assimilated after examination of numerous projects constructed in active soils. Existing overburden soils at this site are low to highly expansive. These recommendations are presented here as a convenience to the designers and contractors. If these features are incorporated into the overall design or the project, the performance of the structures should be improved.

• Special considerations should be given to completion items outside the building area, such as stairs, sidewalks, etc. They should be designed to adequately sustain the potential vertical movements mentioned in the report.

• The general ground surface should be sloped away from the building on all sides so that water will always drain away from the building. Water should not be allowed to pond near the building after the slab and/or foundation has been placed.

• Roof drainage should be collected by a system of gutters and downspouts and transmitted by pipe to a storm drainage system where the water can drain away without entering the building subgrade.

• Sidewalks should not be structurally connected to the buildings. They should be sloped away from the building so that surface water will drain away.

• Sprinkler lines and sprinkler heads, if used, should not be placed alongside the sidewalls of the building, but should be placed away from the building such that the water will be sprayed towards the building. The purpose of this recommendation is to mitigate the ponding and subsequent percolation of water into the soils beneath the building causing detrimental vertical movements in the event that a sprinkler line or sprinkler head ruptures.

• Utilities that project through the slabs on grade should be designed with either some degree of flexibility or with sleeves. Such design features will help to reduce the risk of damage to the utility lines as vertical movements occur.

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• Backfill for utility lines or along continuous footings should consist of onsite material. If the backfill is too dense or dry, swelling may form a mound along the ditch line. The soils should be processed through the previously discussed compaction criteria. If non-plastic soil is used for bedding, a clay plug should be constructed at the slab on grade face to diminish access to the interior of the slabs from percolating water transmitted through the bedding material.

• During construction, every attempt should be made to limit the extreme wetting or drying of the subsurface soils since swelling or shrinkage will result. Standard construction practices of providing surface water drainage should be used. A positive slope of the ground away from the foundations and select fill excavations and ditches is recommended along with ditches or swales provided to carry off the runoff water both during and after construction.

Wet Weather Earthwork

During or after wet weather, it may be necessary to import granular materials to protect open subgrade soils. It may also be necessary to install a granular working pad to support construction equipment. Delays in site earthwork activities should be anticipated during periods of heavy rainfall. Additionally, site clearing and stripping activities may expose subgrade material that may be damaged if subjected to disturbance from construction traffic.

When a granular working base is used to protect open subgrade material and construction equipment, the base should consist of a suitable thickness of crushed rock or ballast placed by end-dumping off an advancing pad of rock fill. The site contains soils that are moisture sensitive, and it may be necessary to place a geotextile fabric beneath the working blanket to prevent the intrusion of fines into the rock. Because construction practices can greatly affect the amount of rock required, we recommended that if conditions require the installation of a granular working blanket, the design, installation and maintenance be made the responsibility of the contractor. After installation, the working blanket should be compacted with a minimum of four overlapping passes with a smooth-faced steel drum or grid roller.

Construction Monitoring

Red Rock Consulting should be retained to provide construction monitoring services during earthwork activities and foundation construction. The purpose of field monitoring services is to confirm that site conditions are as anticipated, to provide field recommendations as required based on conditions encountered and to document the

01010- Geotechnical Report 01010-46 activities of the contractor to assess compliance with the project recommendations provided by Red Rock Consulting.

Permanent Slopes

The extent of permanent cut or fills slopes anticipated for the site areas were not known at time this report was prepared. Allowable finished slopes will depend upon the type of fill material that is being used or the location of any cut slopes. For planning purposes we recommended that any finished cut or fill slopes that are designed up to eight feet in height be designed no steeper than 2.5H:1V. All permanent slopes will require erosion protection.

Temporary Slopes

Depending on the Contractor’s proposed excavation and shoring plan, temporary cut slopes may be required during construction. If open cuts are utilized, maximum slope inclinations must be made in accordance with regulations established by the Occupational Safety and Health Administration (OSHA). In accordance with OSHA, overburden soils on site are classified as Type A. The maximum allowable slopes for excavation less than 20 feet deep in Type A soils in 0.75H:1V if fully dewatered. Flatter slopes will be required if water or seepage is present.

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ENVIRONMENTAL CONSIDERATIONS

The environmental effect of construction projects is a growing concern in our industry.

Some points for consideration of the environment regarding site construction and construction materials are summarized in the following paragraphs. These points should be incorporated into the design and construction of this project for a more environmentally friendly result. The following is only a summary. For a more in-depth discussion on sustainable design and construction, please contact Red Rock Consulting.

SITE CONSTRUCTION

Sedimentation and Erosion Control Reduce pollution from construction activities by controlling soil erosion, waterway sedimentation and airborne dust generation. This can be accomplished most efficiently by using seeding or mulching and silt fence.

• Seeding or Mulching – If, for some reason, the excavated site is left open for an extended amount of time, soil erosion should be retarded by using seeding or mulching to cover and hold the soils.

• Silt Fence – Prevent sedimentation of the storm sewer or receiving streams by constructing silt fence (posts with a filter fabric media) around the project site.

The silt fence is used to remove sediment from stormwater that may runoff the construction site.

CONSTRUCTION MATERIALS

Local Materials Increase the demand for building materials and products that are extracted and manufactured within the region, thereby supporting the use of indigenous resources and reducing the environmental impacts resulting from transportation of materials. Examples of local materials that could be considered in the construction of this project include cement, fly ash, water, recycled concrete and/or aggregate and sand.

Recycled Materials Reuse building materials and products in order to reduce demand for virgin materials and to reduce waste, thereby reducing impacts associated with the extraction and processing of virgin resources. Examples of recycled materials that could be considered in the construction of this project include recycled concrete and aggregate.

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PAVEMENT

Reduce heat islands (thermal gradient differences between developed and undeveloped areas) to minimize impact on microclimate and human and wildlife habitats. This can be accomplished by providing shade and the use of pervious surfaces and materials that reflect the sun’s heat instead of absorbing it.

• Shade – Vegetation can shade the project site from solar radiation and cool the air from evapotranspiration.

• Pervious Surfaces – Open grid pavement systems, such as aggregate base, remain cooler due to the reduction of impervious surface area.

• Reflective Materials – Light colored paving surfaces, such as concrete, reduce heat absorption by reflecting solar radiation. Paving materials are considered reflective when they have a Solar Reflective Index (SRI) of 29 or greater. New asphalt has an SRI of 0, whereas typical new gray concrete has an SRI of 35.

PARKING LOT DESIGN

Light Pollution Reduction Minimize light trespass from the site and reduce sky-glow to increase night sky access by carefully considering the parking lot lighting. Only light the parking lot as required for safety and comfort. Consider the use of low intensity, shielded light fixtures. Utilize down-lighting techniques rather than up-lighting.

Bicycle Racks Help reduce land development impacts from automobile use by encouraging the use of bicycles. Provide bicycle racks in the design of the parking lot.

Preferred Parking Help reduce pollution by encouraging the use of low-emitting and fuel-efficient vehicles.

Provide preferred parking for low-emitting and fuel-efficient vehicles in the design of the parking lot.

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CLOSURE

The analysis, conclusions, and recommendations presented in this report are based on site conditions as they existed at the time of the field exploration, and it is further assumed that the conditions encountered in the exploratory borings are representative subsurface conditions within the study area. If conditions differ from those described in this report are encountered or appear to be present beneath the excavations, Red Rock Consulting should be advised at once so that additional recommendations may be provided where necessary.

This report was prepared for the exclusive use of CH Guernsey & Company and their agents and consultants. It should be made available to prospective contractors for information factual data only and not as a warranty of subsurface conditions similar to those interpreted from the boring logs or discussions presented herein.

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APPENDIX A

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37 14 23SPT

SPT

SPT

95.9

5" CONCRETE

LEAN CLAY, dark brown to reddish brown, medium stiff to hard

Boring Completed and Backfilled, 1/16/12

NOTES

GROUND ELEVATION

LOGGED BY JTU

DRILLING METHOD 4" augers - CME 55

HOLE SIZE 6 in

DRILLING CONTRACTOR DSO - Drilling Services of Oklahoma GROUND WATER LEVELS:

CHECKED BY KKB

DATE STARTED 1/16/12 COMPLETED 1/16/12

0 hrs AFTER DRILLING none

Cave In Depth open

DURING DRILLING none

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MATERIAL DESCRIPTION

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BORING NUMBER B-1

PROJECT NAME CH Guernsey & Company

PROJECT LOCATION Oklahoma City, Oklahoma

CLIENT FAA Systems Training Building Renovation and Parking

PROJECT NUMBER 12001

PO Box 30591 Edmond, Oklahoma 73003 Telephone: 405-562-3328

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48 19 29

SPT 95.1

7" CONCRETE

LEAN CLAY, dark grayish brown to reddish brown, stiff

Boring Completed and Grouted, 1/16/12

NOTES

GROUND ELEVATION

LOGGED BY JTU

DRILLING METHOD 4" augers - CME 55

HOLE SIZE 6 in

DRILLING CONTRACTOR DSO - Drilling Services of Oklahoma GROUND WATER LEVELS:

CHECKED BY KKB

DATE STARTED 1/16/12 COMPLETED 1/16/12

0 hrs AFTER DRILLING none

Cave In Depth open

DURING DRILLING none

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BORING NUMBER B-2

PROJECT NAME CH Guernsey & Company

PROJECT LOCATION Oklahoma City, Oklahoma

CLIENT FAA Systems Training Building Renovation and Parking

PROJECT NUMBER 12001

PO Box 30591 Edmond, Oklahoma 73003 Telephone: 405-562-3328

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31 16 15

SPT

SPT

SPT

SPT

SPT

TC

TC

87.2

6" CONCRETE

LEAN CLAY, grayish brown to reddish brown, stiff to very stiff

LEAN CLAY with SAND, shaley, reddish brown, very stiff to hard

SHALE, reddish brown, very soft to soft

**Failed TCP at 30 feet** Boring Completed and Grouted, 1/16/12

50/5.3"

50/5"

50/1.5" 50/2.3"

44/6" 50/1.3"

NOTES

GROUND ELEVATION

LOGGED BY JTU

DRILLING METHOD 4" augers - CME 55

HOLE SIZE 6 in

DRILLING CONTRACTOR DSO - Drilling Services of Oklahoma GROUND WATER LEVELS:

CHECKED BY KKB

DATE STARTED 1/16/12 COMPLETED 1/16/12

0 hrs AFTER DRILLING 22.5 ft

Cave In Depth open

DURING DRILLING 23.0 ft

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BORING NUMBER B-3

PROJECT NAME CH Guernsey & Company

PROJECT LOCATION Oklahoma City, Oklahoma

CLIENT FAA Systems Training Building Renovation and Parking

PROJECT NUMBER 12001

PO Box 30591 Edmond, Oklahoma 73003 Telephone:…