W912QR23R0034_SPECS_Vol3-0000.pdf

Solicitation For Replace Aircraft Maintenance Hangar and Shops, Alpena CRTC, MI

P2: 504941

Design-Bid-Build

Specifications Vol. 3 of 3 Certified Final Design

22 May 2023

W912QR23R0034

ARIMS: 200A

Disposition: Maintain for 15yrs after construction

W912QR23R0034_SPECS_Vol3-0000

Replace Aircraft Maintenance Hangar and Shops

Alpena CRTC, MI

April 2023

Burns & McDonnell 9400 Ward Parkway

Kansas City, MO 64114

CERTIFICATION PAGE

CIVIL ARCHITECTURAL STRUCTURAL

FIRE PROTECTION MECHANICAL ELECTRICAL

03/30/2023

$ yf imm

4/4/2023

4/4/2023

STRUCTURAL

ELECTRICAL

4/4/20234/4/2023

NOT FOR

CONSTRUCTION

4/4/23

This page was intentionally left blank for duplex printing.

P2 504941 Replace Alpena Aircraft Maintenance Hangar/Shops Alpena County Regional Airport, Michigan

PROJECT TABLE OF CONTENTS

DIVISION 00 - PROCUREMENT AND CONTRACTING REQUIREMENTS

00 80 00.00 06 04/21 SPECIAL PROVISIONS

DIVISION 01 - GENERAL REQUIREMENTS

01 32 01.00 06 07/18 PROJECT SCHEDULE

01 33 00 08/18, CHG 4: 02/21 SUBMITTAL PROCEDURES

01 33 29.00 06 11/17 SUSTAINABILITY REPORTING

01 35 26.00 06 GOVERNMENT SAFETY REQUIREMENTS

01 42 00 02/19 SOURCES FOR REFERENCE PUBLICATIONS

01 45 00.15 10 11/16, CHG 2: 08/19 RESIDENT MANAGEMENT SYSTEM CONTRACTOR

MODE (RMS CM)

01 45 04.10 06 CONTRACTOR QUALITY CONTROL

01 45 35 02/15 SPECIAL INSPECTIONS

01 46 00.00 06 04/20 TOTAL BUILDING COMMISSIONING

01 50 00 11/20, CHG 1: 08/21 TEMPORARY CONSTRUCTION FACILITIES AND

CONTROLS

01 57 19.00 06 04/20 TEMPORARY ENVIRONMENTAL CONTROLS AND

PERMITS

01 74 19 02/19, CHG 3: 11/21 CONSTRUCTION WASTE MANAGEMENT AND

DISPOSAL

DIVISION 02 - EXISTING CONDITIONS

02 41 00 05/10 DEMOLITION

02 61 13 02/10 EXCAVATION AND HANDLING OF

CONTAMINATED MATERIAL

02 81 00 11/18 TRANSPORTATION AND DISPOSAL OF

HAZARDOUS MATERIALS

DIVISION 03 - CONCRETE

03 30 00 02/19 CAST-IN-PLACE CONCRETE

03 53 14.00 20 02/10 LIGHT REFLECTIVE NONFERROUS METALLIC

AGGREGATE FLOOR SYSTEM

DIVISION 04 - MASONRY

04 20 00 11/15 UNIT MASONRY

04 72 00 10/18 VIBRANT DRY TAMPED CAST STONE

DIVISION 05 - METALS

05 05 20 05/22 POST-INSTALLED CONCRETE AND MASONRY

ANCHORS

05 05 23.16 08/18 STRUCTURAL WELDING

05 12 00 08/18 STRUCTURAL STEEL

05 30 00 05/15 STEEL DECKS

05 40 00 05/15 COLD-FORMED METAL FRAMING

05 50 13 05/17 MISCELLANEOUS METAL FABRICATIONS

05 51 33 02/16 METAL LADDERS

05 52 00 02/18 METAL RAILINGS

DIVISION 06 - WOOD, PLASTICS, AND COMPOSITES

06 10 00 08/16 ROUGH CARPENTRY

PROJECT TABLE OF CONTENTS Page 1

CERTIFIED FINAL

VOLUME I

06 41 16.00 10 08/10 PLASTIC-LAMINATE-CLAD ARCHITECTURAL

CABINETS

06 61 16 08/20 SOLID SURFACING FABRICATIONS

DIVISION 07 - THERMAL AND MOISTURE PROTECTION

07 11 13 08/11 BITUMINOUS DAMPPROOFING

07 21 13 02/16 BOARD AND BLOCK INSULATION

07 21 16 11/11 MINERAL FIBER BLANKET INSULATION

07 22 00 02/16 ROOF AND DECK INSULATION

07 27 10.00 10 08/19 BUILDING AIR BARRIER SYSTEM

07 27 19.01 05/17 SELF-ADHERING AIR BARRIERS

07 27 26 05/17 FLUID-APPLIED MEMBRANE AIR BARRIERS

07 27 36 05/17 SPRAY FOAM AIR BARRIERS

07 42 13 05/11 METAL WALL PANELS

07 42 63 05/11 FABRICATED WALL PANEL ASSEMBLIES

07 60 00 05/17 FLASHING AND SHEET METAL

07 61 14.00 20 08/16 STEEL STANDING SEAM ROOFING

07 72 13 12/16 PREFABRICATED ROOF CURBS

07 84 00 05/10 FIRESTOPPING

07 92 00 08/16 JOINT SEALANTS

07 95 00 EXPANSION CONTROL

DIVISION 08 - OPENINGS

08 11 13 08/20 STEEL DOORS AND FRAMES

08 31 00 05/17 ACCESS DOORS AND PANELS

08 34 16.10 11/21 HORIZONTAL ROLLING STEEL DOORS

08 34 19.10 20 02/12 ROLLING SERVICE AND FIRE DOORS

08 34 73 11/19, CHG 1: 02/21 SOUND CONTROL DOOR ASSEMBLIES

08 44 00 05/19 CURTAIN WALL AND GLAZED ASSEMBLIES

08 60 45 08/20 TRANSLUCENT PANELS

08 71 00 02/16 DOOR HARDWARE

08 81 00 05/19 GLAZING

08 91 00 08/20 METAL WALL LOUVERS

DIVISION 09 - FINISHES

09 06 00 08/22 SCHEDULES FOR FINISHES

09 22 00 02/10 SUPPORTS FOR PLASTER AND GYPSUM BOARD

09 29 00 08/16 GYPSUM BOARD

09 65 00 08/10 RESILIENT FLOORING

09 67 23.13 11/19 STANDARD RESINOUS FLOORING

09 90 00 05/11 PAINTS AND COATINGS

DIVISION 10 - SPECIALTIES

10 11 00 08/20 VISUAL DISPLAY UNITS

10 14 00.10 08/17 EXTERIOR SIGNAGE

10 14 00.20 08/20 INTERIOR SIGNAGE

10 21 13 08/20 TOILET COMPARTMENTS

10 26 00 08/20 WALL AND DOOR PROTECTION

10 28 13 08/20 TOILET ACCESSORIES

10 44 16 11/19 FIRE EXTINGUISHERS

DIVISION 11 - EQUIPMENT

11 01 50 08/08 FALL PROTECTION SYSTEMS

PROJECT TABLE OF CONTENTS Page 2

CERTIFIED FINAL

VOLUME II

DIVISION 12 - FURNISHINGS

12 21 00 08/17 WINDOW BLINDS

12 48 13 08/17 ENTRANCE FLOOR MATS AND FRAMES

DIVISION 13 - SPECIAL CONSTRUCTION

13 34 19 08/20, CHG 1: 02/21 METAL BUILDING SYSTEMS

13 48 00 05/18 BRACING FOR MISCELLANEOUS EQUIPMENT

DIVISION 21 - FIRE SUPPRESSION

21 13 13.00 10 05/09 WET PIPE SPRINKLER SYSTEMS, FIRE

PROTECTION

21 13 18.00 10 05/09 PREACTION SPRINKLER SYSTEMS, FIRE

PROTECTION

21 30 00 04/08 FIRE PUMPS

DIVISION 22 - PLUMBING

22 00 00 11/15 PLUMBING, GENERAL PURPOSE

DIVISION 23 - HEATING, VENTILATING, AND AIR CONDITIONING (HVAC)

23 00 00 08/18 AIR SUPPLY, DISTRIBUTION, VENTILATION,

AND EXHAUST SYSTEMS

23 05 48.19 05/18 BRACING FOR HVAC

23 05 93 11/15 TESTING, ADJUSTING, AND BALANCING FOR

HVAC

23 07 00 02/13 THERMAL INSULATION FOR MECHANICAL

SYSTEMS

23 09 00 02/19 INSTRUMENTATION AND CONTROL FOR HVAC

23 09 13 11/15 INSTRUMENTATION AND CONTROL DEVICES

FOR HVAC

23 09 23.02 02/19 BACNET DIRECT DIGITAL CONTROL FOR HVAC

AND OTHER BUILDING CONTROL SYSTEMS

23 11 25 11/08 FACILITY GAS PIPING

23 23 00 10/07 REFRIGERANT PIPING

23 52 00 04/08 HEATING BOILERS

23 81 00 05/18 DECENTRALIZED UNITARY HVAC EQUIPMENT

23 82 00.00 20 02/16 TERMINAL HEATING UNITS

DIVISION 25 - INTEGRATED AUTOMATION

25 05 11.01 11/17 CYBERSECURITY FOR FACILITY-RELATED

CONTROL SYSTEMS ENERGY MANAGEMENT

CONTROL SYSTEM (EMCS) BUILDING LEVEL

ONLY

25 05 11.02 11/17 CYBERSECURITY FOR FACILITY-RELATED

CONTROL SYSTEMS FIRE ALARM REPORTING

SYSTEM/MASS NOTIFICATION SYSTEM

BUILDING LEVEL ONLY

25 08 10 04/06 UTILITY MONITORING AND CONTROL SYSTEM

TESTING

25 10 10 02/19 UTILITY MONITORING AND CONTROL SYSTEM

(UMCS) FRONT END AND INTEGRATION

DIVISION 26 - ELECTRICAL

PROJECT TABLE OF CONTENTS Page 3

CERTIFIED FINAL

26 00 00.00 20 07/06 BASIC ELECTRICAL MATERIALS AND METHODS

26 08 00 11/22 APPARATUS INSPECTION AND TESTING

26 12 19.10 05/19 THREE-PHASE, LIQUID-FILLED PAD-MOUNTED

TRANSFORMERS

26 20 00 08/19, CHG 3: 11/21 INTERIOR DISTRIBUTION SYSTEM

26 24 13 08/21 SWITCHBOARDS

26 28 01.00 10 08/21 COORDINATED POWER SYSTEM PROTECTION

26 29 23 02/20, CHG 1: 05/21 ADJUSTABLE SPEED DRIVE (ASD) SYSTEMS

UNDER 600 VOLTS

26 35 43 08/21 400-HERTZ (HZ) SOLID STATE FREQUENCY

CONVERTER

26 35 44 08/21 270 VDC SOLID STATE CONVERTER

26 35 44.00 20 02/18 270 VDC SOLID STATE GROUND POWER UNIT

26 41 00 11/13 LIGHTNING PROTECTION SYSTEM

26 51 00 5/20, CHG 2: 11/21 INTERIOR LIGHTING

26 56 00 8/21 EXTERIOR LIGHTING

26 56 20 02/19 AIRFIELD AND HELIPORT LIGHTING AND

VISUAL NAVIGATION AIDS

DIVISION 27 - COMMUNICATIONS

27 10 00 08/11 BUILDING TELECOMMUNICATIONS CABLING

SYSTEM

DIVISION 28 - ELECTRONIC SAFETY AND SECURITY

28 31 76 08/11 INTERIOR FIRE ALARM AND MASS

NOTIFICATION SYSTEM

DIVISION 31 - EARTHWORK

31 00 00.00 06 07/18 EARTHWORK

DIVISION 32 - EXTERIOR IMPROVEMENTS

32 01 19.61 11/19 SEALING OF JOINTS IN RIGID PAVEMENT

32 11 23 05/22 GRADED CRUSHED AGGREGATE AND AGGREGATE

BASE COURSES

32 12 13 05/17 BITUMINOUS TACK AND PRIME COATS

32 12 15.13 11/20 ASPHALT PAVING FOR AIRFIELDS

32 12 16.16 11/20 HOT-MIX ASPHALT (HMA) FOR ROADS

32 13 13.06 05/20 PORTLAND CEMENT CONCRETE PAVEMENT FOR

ROADS AND SITE FACILITIES

32 13 14.13 08/19 CONCRETE PAVING FOR AIRFIELDS AND

OTHER HEAVY DUTY PAVEMENTS

32 13 73.19 04/08 COMPRESSION CONCRETE PAVING JOINT

SEALANT

32 16 19 05/18 CONCRETE SIDEWALKS

32 17 23 08/16 PAVEMENT MARKINGS

32 31 13.53 11/21 ORNAMENTAL PICKET FENCES AND GATES

32 92 19 08/17 SEEDING

DIVISION 33 - UTILITIES

33 11 00 02/18 WATER UTILITY DISTRIBUTION PIPING

33 16 15 04/08 WATER STORAGE STEEL TANKS

33 30 00 05/18 SANITARY SEWERAGE

33 40 00 11/21 STORMWATER UTILITIES

33 51 15 08/19 NATURAL-GAS / LIQUEFIED PETROLEUM GAS

PROJECT TABLE OF CONTENTS Page 4

CERTIFIED FINAL

VOLUME III

DISTRIBUTION PIPELINES

33 71 02 02/15 UNDERGROUND ELECTRICAL DISTRIBUTION

33 82 00 04/06 TELECOMMUNICATIONS OUTSIDE PLANT (OSP)

DIVISION 34 - TRANSPORTATION

34 73 16 11/19 AIRFIELD GROUNDING

DIVISION 46 - WATER AND WASTEWATER EQUIPMENT

46 25 14 02/11 COALESCING OIL-WATER SEPARATORS

-- End of Project Table of Contents --

PROJECT TABLE OF CONTENTS Page 5

CERTIFIED FINAL

APPENDIX A GEOTECHNICAL BORING LOGS

APPENDIX B FINAL SOIL AND GROUNDWATER MANAGEMENT PLAN

THIS PAGE INTENTIONALLY LEFT BLANK

PROJECT TABLE OF CONTENTS Page 6

SECTION 31 00 00.00 06

EARTHWORK

07/18

PART 1 GENERAL

1.1 REFERENCES

The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only.

AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS

(AASHTO)

AASHTO T 180 (2017) Standard Method of Test for Moisture-Density Relations of Soils Using a 4.54-kg (10-lb) Rammer and a 457-mm (18-in.) Drop

AASHTO T 224 (2010) Standard Method of Test for Correction for Coarse Particles in the Soil Compaction Test

AMERICAN WATER WORKS ASSOCIATION (AWWA)

AWWA C600 (2017) Installation of Ductile-Iron Mains and Their Appurtenances

ASTM INTERNATIONAL (ASTM)

ASTM C136/C136M (2014) Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates

ASTM D1140 (2017) Standard Test Methods for Determining the Amount of Material Finer than 75-µm (No. 200) Sieve in Soils by Washing

ASTM D1556/D1556M (2015; E 2016) Standard Test Method for Density and Unit Weight of Soil in Place by Sand-Cone Method

ASTM D1557 (2012; E 2015) Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3) (2700 kN-m/m3)

ASTM D2434 (1968; R 2006) Permeability of Granular Soils (Constant Head)

ASTM D2487 (2011) Soils for Engineering Purposes (Unified Soil Classification System)

ASTM D422 (1963; R 2007; E 2014; E 2014)

Particle-Size Analysis of Soils

SECTION 31 00 00.00 06 Page 1

ASTM D4318 (2017) Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils

ASTM D6938 (2017) Standard Test Method for In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth)

1.2 DEFINITIONS

1.2.1 Satisfactory Materials

Satisfactory materials shall comprise any materials classified by ASTM D2487 as GW, GP, GM, GP-GM, GW-GM, GC, GP-GC, GM-GC, SW, SP, SM, SW-SM, SC, SW-SC, SP-SM, SP-SC, CL-ML. Satisfactory materials for grading shall be comprised of stones less than 3 inches. Satisfactory or structural fill shall consist of well graded sand or sand and gravel containing less than 7 percent by weight passing the No. 200 sieve.

Material from the site that is considered for reuse as fill, or any imported material, should be sampled and tested to document the suitability for use as a structural fill prior to use.

Based on soils encountered during exploration, the material that will be removed as well as the natural granular soils may be suitable for reuse provided it is free of organics, rubble, and/or debris.

1.2.2 Unsatisfactory Materials

Materials which do not comply with the requirements for satisfactory materials are unsatisfactory. Unsatisfactory materials also include man-made fills; trash; refuse; backfills from previous construction; and material classified as satisfactory which contains root and other organic matter or frozen material. The Contracting Officer shall be notified of any contaminated materials.

1.2.3 Cohesionless and Cohesive Materials

Cohesionless materials include materials classified in ASTM D2487 as GW, GP, SW, and SP. Cohesive materials include materials classified as GC, SC, ML, CL, MH, and CH. Materials classified as GM and SM will be identified as cohesionless only when the fines are nonplastic. Testing required for classifying materials shall be in accordance with ASTM D4318, ASTM C136/C136M, ASTM D422, and ASTM D1140.

1.2.4 Degree of Compaction

Degree of compaction required, except as noted in the second sentence, is expressed as a percentage of the maximum density obtained by the test procedure presented in ASTM D1557 abbreviated as a percent of laboratory maximum density. Since ASTM D1557 applies only to soils that have 30 percent or less by weight of their particles retained on the 3/4 inch sieve, the degree of compaction for material having more than 30 percent by weight of their particles retained on the 3/4 inch sieve shall be expressed as a percentage of the maximum density in accordance with AASHTO T 180 Method D and corrected with AASHTO T 224 . To maintain the same percentage of coarse material, the "remove and replace" procedure as

SECTION 31 00 00.00 06 Page 2 described in the NOTE 8 in Paragraph 7.2 of AASHTO T 180 shall be used.

1.2.5 Topsoil

See Section 32 92 19 for topsoil requirements.

1.2.6 Hard/Unyielding Materials

Weathered rock, dense consolidated deposits, or conglomerate materials which are not included in the definition of "rock" with stones greater than 3 inches in any dimension or as defined by the pipe manufacturer, whichever is smaller. These materials usually require the use of heavy excavation equipment, ripper teeth, or jack hammers for removal.

1.2.7 Unstable Material

Unstable material shall consist of materials too wet to properly support the foundations, pavements, embankments, utility pipe, conduit, or appurtenant structure.

1.2.8 Select Granular Material

1.2.8.1 General Requirements

Select granular material shall consist of materials classified as GW, GP, SW, SP, or by ASTM D2487 where indicated. The liquid limit of such material shall not exceed 35 percent when tested in accordance with ASTM D4318. The plasticity index shall not be greater than 12 percent when tested in accordance with ASTM D4318, and not more than 35 percent by weight shall be finer than No. 200 sieve when tested in accordance with ASTM D1140. Coefficient of permeability shall be a minimum of 0.002 feet per minute when tested in accordance with ASTM D2434.

1.2.9 Initial Backfill Material

Initial backfill shall consist of select granular material or satisfactory materials free from rocks 3 inches or larger in any dimension or free from rocks of such size as recommended by the pipe manufacturer, whichever is smaller. When the pipe is coated or wrapped for corrosion protection, the initial backfill material shall be free of stones larger than 3 inches in any dimension or as recommended by the pipe manufacturer, whichever is smaller.

1.2.10 Nonfrost Susceptible (NFS) Material

Nonfrost susceptible material shall be a uniformly graded washed sand with a maximum particle size of 0.2 inch and less than 5 percent passing the No. 200 size sieve, and with not more than 3 percent by weight finer than

0.02 mm grain size.

1.3 SUBMITTALS

Government approval is required for submittals with a "G" designation;

submittals not having a "G" designation are for information only. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government. The following shall be submitted in accordance with LRL Section 01 33 00 SUBMITTAL PROCEDURES:

SD-01 Preconstruction Submittals

SECTION 31 00 00.00 06 Page 3

Shoring; G

Dewatering Work Plan; G

Submit 15 days prior to starting work.

SD-03 Product Data

Utilization of Excavated Materials; G Opening of any Excavation or Borrow Pit Shoulder Construction

Procedure and location for disposal of unused satisfactory material. Proposed source of borrow material . Notification of encountering rock in the project. Advance notice on the opening of excavation or borrow areas . Advance notice on shoulder construction for rigid pavements.

SD-06 Test Reports

Testing Borrow Site Testing

Within 24 hours of conclusion of physical tests, submit 3 copies of test results, including calibration curves and results of calibration tests. Results of testing at the borrow site.

SD-07 Certificates

Testing Qualifications of the Corps' validated commercial testing laboratory or the Contractor's validated testing facilities.

Geotechnical Engineer Qualifications of the Contractor's Geotechnical Engineer.

1.4 SUBSURFACE DATA

Subsurface soil boring logs are included with the specifications and shown on the drawings. These data represent the best subsurface information available; however, variations may exist in the subsurface between boring locations.

1.4.1 Existing Soil Conditions

Surficial Topsoil - Surficial topsoil was encountered at each of the soil boring locations. The thickness of topsoil ranged from 6.0 to 8.0 inches.

Fill - Fill material was encountered in most of the boring locations, with the exceptions of B-8 and B-9, below the surface topsoil. The fill extended to approximate depths ranging between 3.0 and 6.5 below existing grades and generally consisted of a brown to dark brown and black fine to medium sand (SP) with trace amounts of silt and varying amounts of fine to coarse gravel. Organic material including topsoil and roots were also present in the upper portions of the fill in the area of borings B-3, B-4, and B-6. In addition, concrete rubble was present in the fill located in the area of boring B-6.

The fill material was generally of a very loose to medium dense relative

SECTION 31 00 00.00 06 Page 4 density with Standard Penetration Test (SPT) values (N-values) ranging from 2 to 14 blows per foot (bpf). The upper portion of the fill in the area of boring B-4 had a N-value of 29, however, this was due to coarse gravel blocking the sampler when driving the sampler during testing activities. The location and thickness of fill encountered within the borings are listed in Table 1 below:

Table 1 - Fill Thickness Summary

Soil Boring Approximate Ground

Elevation (ft) 1 Approximate Fill

Thickness (ft) Approximate Bottom of Fill Elevation

(ft)

B-1 +691.1 5.5 +685.6

B-2 +688.2 4.0 +684.2

B-3 +688.3 5.5 +682.8

B-4 +688.7 4.0 +684.7

B-5 +687.9 4.0 +683.9

B-6 +687.6 3.0 +684.6

B-7 +686.8 6.5 +680.3

B-10 +697.1 2.5 +684.6

1 Ground surface elevations measured at the time of the subsurface investigation.

It should be noted that a 3.0-inch layer of buried topsoil is present at an approximate depth of 2.3 feet below existing grade in the area of boring B-10. The horizontal extent of this topsoil layer is unknown at the time of this report.

Natural Soil - In general, the fill material was predominantly underlain by a natural light brown to brown fine sand (SP) with a trace of silt and varying amounts of coarse sand and fine to coarse gravel to termination depth of the soil borings. However, occasional seams and layers of silty and/or sandy clay (CL), clayey sand (SC) and/or sand with silt (SM & SP-SM) were encountered in various soil borings at various depths. A layer of very stiff clay was encountered at depths between 47.0 feet to

49.5 feet and at least 50.0 feet in borings B-4 and B-5.

The upper portion of the natural sand layer present to depths between 3.0 and 12.0 feet below existing grade were generally of a very loose to loose relative density with N-values in the range of 2 to 9 bpf. The remaining lower portions of the borings were generally of a medium dense to very dense relative density with N-values in the range of 10 to 58 bpf.

The clay layers present at the bottom of soil borings B-4 and B-5 were generally of a very stiff consistency with estimated unconfined compressive strength values in the range of 2.25 to 3.5 tons per foot (tsf) as determined by a hand penetrometer at the time of sampling. The

SECTION 31 00 00.00 06 Page 5 respective N values were in the range of 25 to 45 bpf.

1.5 CLASSIFICATION OF EXCAVATION

No consideration will be given to the nature of the materials, and all excavation will be designated as unclassified excavation.

1.5.1 BLASTING

Blasting will not be permitted.

1.6 CRITERIA FOR BIDDING

Base bids on the following criteria:

a. Surface elevations are as indicated.

b. Pipes or other artificial obstructions, except those indicated, will not be encountered.

c. Ground water elevations indicated by the boring log were those existing at the time subsurface investigations were made and do not necessarily represent ground water elevation at the time of construction.

d. Material character is indicated by the boring logs.

1.7 DEWATERING WORK PLAN

Submit procedures for accomplishing dewatering work.

PART 2 PRODUCTS

2.1 REQUIREMENTS FOR BORROW AND EXCESS SOIL

Borrow soils shall meet the requirement of LRL Section 01 57 19.00 06 TEMPORARY ENVIRONMENTAL CONTROLS AND PERMITS; paragraphs BORROW SOILS and

MANAGEMENT OF BORROW MATERIAL AND EXCESS SOIL.

2.2 BURIED WARNING AND IDENTIFICATION TAPE

Polyethylene plastic warning tape manufactured specifically for warning and identification of buried utility lines. Provide tape on rolls, 3 inch minimum width, color coded as specified below for the intended utility with warning and identification imprinted in bold black letters continuously over the entire tape length. Warning and identification to read, "CAUTION, BURIED (intended service) LINE BELOW" or similar wording.

Color and printing shall be permanent, unaffected by moisture or soil.

Warning Tape Color Codes

Red: Electric Yellow: Gas, Oil; Dangerous Materials Orange: Telephone and Other Communications Blue: Water Systems Green: Sewer Systems White: Steam Systems Gray: Compressed Air

SECTION 31 00 00.00 06 Page 6

Warning Tape Color Codes

2.2.1 Warning Tape for Metallic Piping

Acid and alkali-resistant polyethylene plastic tape conforming to the width, color, and printing requirements specified above. Minimum thickness of tape shall be 0.003 inch. Tape shall have a minimum strength of 1500 psi lengthwise, and 1250 psi crosswise, with a maximum 350 percent elongation.

2.2.2 Detectable Warning Tape for Non-Metallic Piping

Polyethylene plastic tape conforming to the width, color, and printing requirements specified above. Minimum thickness of the tape shall be

0.004 inch. Tape shall have a minimum strength of 1500 psi lengthwise and 1250 psi crosswise. Tape shall be manufactured with #12 AWG solid copper integral wires, enabling detection by a metal detector when tape is buried up to 3 feet deep. Encase metallic element of the tape in a protective jacket or provide with other means of corrosion protection.

2.3 DETECTION WIRE FOR NON-METALLIC PIPING

Detection wire shall be insulated single strand, solid copper with a minimum of 12 AWG.

2.4 CAPILLARY WATER BARRIER

Provide capillary water barrier per MDOT Standard Specification Section 902: Aggregates, Table 902-1, Dense-Graded Aggregates Class 22A, placed beneath the building slab in accordance with structural drawings to cut off the capillary flow of pore water to the area immediately below.

PART 3 EXECUTION

3.1 STRIPPING OF TOPSOIL

Where indicated or directed, topsoil shall be stripped to a depth of 46 inches. Topsoil shall be spread on areas already graded and prepared for topsoil, or transported and deposited in stockpiles convenient to areas that are to receive application of the topsoil later, or at locations indicated or specified. Topsoil shall be kept separate from other excavated materials, brush, litter, objectionable weeds, roots, stones larger than 2 inches in diameter, and other materials that would interfere with planting and maintenance operations. Any surplus of topsoil from excavations and grading shall be removed from the site.

3.2 GENERAL EXCAVATION

The Contractor shall perform excavation of every type of material encountered within the limits of the project to the lines, grades, and elevations indicated and as specified. Grading shall be in conformity with the typical sections shown and the tolerances specified in paragraph FINISHING. Satisfactory excavated materials shall be transported to and placed in fill or embankment within the limits of the work.

Unsatisfactory materials encountered within the limits of the work shall be excavated below grade and replaced with satisfactory materials as directed. Such excavated material and the satisfactory material ordered as replacement shall be included in excavation. Surplus satisfactory

SECTION 31 00 00.00 06 Page 7 excavated material not required for fill or embankment shall be disposed of in areas approved for surplus material storage or designated waste areas. Unsatisfactory excavated material shall be disposed of off Government property. During construction, excavation and fill shall be performed in a manner and sequence that will provide proper drainage at all times. Material required for fill or embankment in excess of that produced by excavation within the grading limits shall be excavated from the borrow areas indicated or from other approved areas selected by the Contractor as specified.

Over excavate for the hangar building and fire water tank to a depth of

4.50 feet below existing grade to at least 10 feet beyond the building and tank foundation limits. Place the excavated material back in controlled lifts per Paragraph "Backfilling and Compaction" and Compaction."

Over excavate for the remaining site apron pavement and asphalt and concrete pavement drives and parking to a depth of 2 feet below existing grade. Place the excavated material back in controlled compacted lifts per Paragraph "Backfilling and Compaction" and "Compaction."

3.2.1 Ditches, Gutters, and Channel Changes

Excavation of ditches, gutters, and channel changes shall be accomplished by cutting accurately to the cross sections, grades, and elevations shown. Ditches and gutters shall not be excavated below grades shown.

Excessive open ditch or gutter excavation shall be backfilled with satisfactory, thoroughly compacted, material or with suitable stone or cobble to grades shown. Material excavated shall be disposed of as shown or as directed, except that in no case shall material be deposited less than 4 feet from the edge of a ditch. The Contractor shall maintain excavations free from detrimental quantities of leaves, brush, sticks, trash, and other debris until final acceptance of the work.

3.2.2 Drainage Structures

Excavations shall be made to the lines, grades, and elevations shown, or as directed. Trenches and foundation pits shall be of sufficient size to permit the placement and removal of forms for the full length and width of structure footings and foundations as shown. Rock or other hard foundation material shall be cleaned of loose debris and cut to a firm, level, stepped, or serrated surface. Loose disintegrated rock and thin strata shall be removed. When concrete or masonry is to be placed in an excavated area, the bottom of the excavation shall not be disturbed.

Excavation to the final grade level shall not be made until just before the concrete or masonry is to be placed.

3.2.3 Drainage

Provide for the collection and disposal of surface and subsurface water encountered during construction. Completely drain construction site during periods of construction to keep soil materials sufficiently dry.

The Contractor shall establish/construct storm drainage features (ponds/basins) at the earliest stages of site development, and throughout construction grade the construction area to provide positive surface water runoff away from the construction activity and/or provide temporary ditches, swales, and other drainage features and equipment as required to maintain dry soils. When unsuitable working platforms for equipment operation and unsuitable soil support for subsequent construction features develop, remove unsuitable material and provide new soil material as

SECTION 31 00 00.00 06 Page 8 specified herein. It is the responsibility of the Contractor to assess the soil and ground water conditions presented by the plans and specifications and to employ necessary measures to permit construction to proceed.

3.2.4 Dewatering

Groundwater and surface water flowing toward or into excavations shall be controlled to prevent sloughing of excavation slopes and walls, boils, uplift and heave in the excavation and to eliminate interference with orderly progress of construction. French drains, sumps, ditches or trenches will not be permitted within 3 feet of the foundation of any structure, except with specific written approval, and after specific contractual provisions for restoration of the foundation area have been made. Control measures shall be taken by the time the excavation reaches the water level in order to maintain the integrity of the in situ material. While the excavation is open, the water level shall be maintained continuously, at least 3 feet below the working level. Operate dewatering system continuously until construction work below existing water levels is complete. Submit performance records weekly.

3.2.5 Trench Excavation Requirements

The trench shall be excavated as recommended by the manufacturer of the pipe to be installed. Trench walls below the top of the pipe shall be sloped, or made vertical, and of such width as recommended in the manufacturer's installation manual. Where no manufacturer's installation manual is available, trench walls shall be made vertical. Trench walls more than 3 feet high shall be shored, cut back to a stable slope, or provided with equivalent means of protection for employees who may be exposed to moving ground or cave in. Vertical trench walls more than 3 feet high shall be shored. Trench walls which are cut back shall be excavated to at least the angle of repose of the soil. Special attention shall be given to slopes which may be adversely affected by weather or moisture content. The trench width below the top of pipe shall not exceed 24 inches plus pipe outside diameter (O.D.) for pipes of less than 24 inches inside diameter and shall not exceed 36 inches plus pipe outside diameter for sizes larger than 24 inches inside diameter. Where recommended trench widths are exceeded, redesign, stronger pipe, or special installation procedures shall be utilized by the Contractor. The cost of redesign, stronger pipe, or special installation procedures shall be borne by the Contractor without any additional cost to the Government.

3.2.5.1 Bottom Preparation

The bottoms of trenches shall be accurately graded to provide uniform bearing and support for the bottom quadrant of each section of the pipe.

Bell holes shall be excavated to the necessary size at each joint or coupling to eliminate point bearing. Stones of 3 inches or greater in any dimension, or as recommended by the pipe manufacturer, whichever is smaller, shall be removed to avoid point bearing.

3.2.5.2 Removal of Unyielding Material

Where unyielding material is encountered in the bottom of the trench, such material shall be removed 6 inches below the required grade and replaced with suitable materials as provided in paragraph BACKFILLING AND

COMPACTION.

SECTION 31 00 00.00 06 Page 9

3.2.5.3 Removal of Unstable Material

Where unstable material is encountered in the bottom of the trench, such material shall be removed to the depth directed and replaced to the proper grade with select granular material as provided in paragraph BACKFILLING AND COMPACTION. When removal of unstable material is required due to the Contractor's fault or neglect in performing the work, the resulting material shall be excavated and replaced by the Contractor without additional cost to the Government.

3.2.5.4 Excavation for Appurtenances

Excavation for manholes or similar structures shall be sufficient to leave at least 12 inches clear between the outer structure surfaces and the face of the excavation or support members and of sufficient size to permit the placement and removal of forms for the full length and width of structure footings and foundations as shown. Rock shall be cleaned of loose debris and cut to a firm surface either level, stepped, or serrated, as shown or as directed. Loose disintegrated rock and thin strata shall be removed. Removal of unstable material shall be as specified above.

When concrete or masonry is to be placed in an excavated area, special care shall be taken not to disturb the bottom of the excavation.

Excavation to the final grade level shall not be made until just before the concrete or masonry is to be placed.

3.2.6 Underground Utilities

Movement of construction machinery and equipment over pipes and utilities during construction shall be at the Contractor's risk. Perform work adjacent to non-Government utilities as indicated in accordance with procedures outlined by utility company. Excavation made with power-driven equipment is not permitted within two feet of known Government-owned utility or subsurface construction. For work immediately adjacent to or for excavations exposing a utility or other buried obstruction, excavate by hand. Start hand excavation on each side of the indicated obstruction and continue until the obstruction is uncovered or until clearance for the new grade is assured. Support uncovered lines or other existing work affected by the contract excavation until approval for backfill is granted by the Contracting Officer. Report damage to utility lines or subsurface construction immediately to the Contracting Officer.

3.2.7 Structural Excavation

Ensure that footing subgrades have been inspected and approved by the Contracting Officer and Geotechnical Engineer prior to concrete placement.

Backfill and compact over excavations and changes in grade to 95 percent of ASTM D1557 maximum dry density.

3.3 SELECTION OF BORROW MATERIAL

Borrow material shall be selected to meet the requirements and conditions of the particular fill or embankment for which it is to be used. Borrow material shall be obtained from the borrow areas from approved private sources. Unless otherwise provided in the contract, the Contractor shall obtain from the owners the right to procure material, pay royalties and other charges involved, and bear the expense of developing the sources, including rights-of-way for hauling. Unless specifically provided, no borrow shall be obtained within the limits of the project site without prior written approval. Necessary clearing, grubbing, and satisfactory

SECTION 31 00 00.00 06 Page 10 drainage of borrow pits and the disposal of debris thereon shall be considered related operations to the borrow excavation.

3.4 OPENING AND DRAINAGE OF EXCAVATION AND BORROW PITS

The Contractor shall notify the Contracting Officer sufficiently in advance of the opening of any excavation or borrow pit to permit elevations and measurements of the undisturbed ground surface to be taken. Except as otherwise permitted, borrow pits and other excavation areas shall be excavated providing adequate drainage. Overburden and other spoil material shall be transported to designated spoil areas or otherwise disposed of as directed. Borrow pits shall be neatly trimmed and drained after the excavation is completed. The Contractor shall ensure that excavation of any area, operation of borrow pits, or dumping of spoil material results in minimum detrimental effects on natural environmental conditions.

3.5 GEOTECHNICAL ENGINEER

The Contractor is required to hire a Professional Geotechnical Engineer to provide inspection of foundations excavation, earthwork, and soil/groundwater conditions throughout construction. The Geotechnical Engineer shall provide recommendations to the Contractor for soil related matters on the project. The Geotechnical Engineer shall be responsible for performing pre-construction and periodic site visits throughout construction to assess site conditions. The Geotechnical Engineer shall update the excavation, sheeting and dewatering plans as construction progresses to reflect changing conditions and shall submit an updated plan if necessary. A written report shall be submitted, at least monthly, informing the Contractor and Contracting Officer of the status of the plan and an accounting of the Contractor's adherence to the plan addressing any present or potential problems. The Geotechnical Engineer shall be available to meet with the Contracting Officer at any time throughout the contract duration.

3.5.1 General Requirements for Shoring

The Contractor shall submit a Shoring and Sheeting plan for approval 15 days prior to starting work. Submit drawings and calculations, certified by a registered professional geotechnical engineer, describing the methods for shoring and sheeting of excavations. Shoring, including sheet piling, shall be furnished and installed as necessary to protect workmen, banks, adjacent paving, structures, and utilities. Shoring, bracing, and sheeting shall be removed as excavations are backfilled, in a manner to prevent caving.

3.6 GRADING AREAS

Where indicated, work will be divided into grading areas within which satisfactory excavated material shall be placed in embankments, fills, and required backfills. The Contractor shall not haul satisfactory material excavated in one grading area to another grading area except when so directed in writing. Stockpiles of satisfactory and unsatisfactory shall be placed and graded as specified. Stockpiles shall be kept in a neat and well drained condition, giving due consideration to drainage at all times. The ground surface at stockpile locations shall be cleared, grubbed, and sealed by rubber-tired equipment, excavated satisfactory and unsatisfactory materials shall be separately stockpiled. Stockpiles of satisfactory materials shall be protected from contamination which may

SECTION 31 00 00.00 06 Page 11 destroy the quality and fitness of the stockpiled material. If the Contractor fails to protect the stockpiles, and any material becomes unsatisfactory, such material shall be removed and replaced with satisfactory material from approved sources.

3.7 FINAL GRADE OF SURFACES TO SUPPORT CONCRETE

Excavation to final grade shall not be made until just before concrete is to be placed. Only excavation methods that will leave the foundation rock in a solid and unshattered condition shall be used. Approximately level surfaces shall be roughened, and sloped surfaces shall be cut as indicated into rough steps or benches to provide a satisfactory bond. Shales shall be protected from slaking and all surfaces shall be protected from erosion resulting from ponding or flow of water.

3.8 GROUND SURFACE PREPARATION

3.8.1 General Requirements

See paragraph SUBGRADE PREPARATION for proof rolling requirements.

Unsatisfactory material in surfaces to receive fill or in excavated areas shall be removed and replaced with satisfactory materials as directed by the Contracting Officer. The surface shall be scarified to a depth of 6 inches before the fill is started. Sloped surfaces steeper than 1 vertical to 4 horizontal shall be plowed, stepped, benched, or broken up so that the fill material will bond with the existing material. When subgrades are less than the specified density, the ground surface shall be broken up to a minimum depth of 6 inches, pulverized, and compacted to the specified density. When the subgrade is part fill and part excavation or natural ground, the excavated or natural ground portion shall be scarified to a depth of 12 inches and compacted as specified for the adjacent fill.

3.8.2 Frozen Material

Material shall not be placed on surfaces that are muddy, frozen, or contain frost. Compaction shall be accomplished by sheepsfoot rollers, pneumatic-tired rollers, steel-wheeled rollers, or other approved equipment well suited to the soil being compacted. Material shall be moistened or aerated as necessary to provide the moisture content that will readily facilitate obtaining the specified compaction with the equipment used. Minimum subgrade density shall be as specified in paragraph TESTING.

3.9 UTILIZATION OF EXCAVATED MATERIALS

Unsatisfactory materials removed from excavations shall be disposed of in designated waste disposal or spoil areas off Government property.

Satisfactory material removed from excavations shall be used, insofar as practicable, in the construction of fills, embankments, subgrades, shoulders, bedding (as backfill), and for similar purposes. No satisfactory excavated material shall be wasted without specific written authorization. Satisfactory material authorized to be wasted shall be disposed of in designated areas approved for surplus material storage or designated waste areas as directed. Coarse rock from excavations shall be stockpiled and used for constructing slopes or embankments adjacent to streams, or sides and bottoms of channels and for protecting against erosion. No excavated material shall be disposed of to obstruct the flow of any stream, endanger a partly finished structure, impair the efficiency or appearance of any structure, or be detrimental to the completed work in

SECTION 31 00 00.00 06 Page 12 any way.

3.10 BURIED TAPE AND DETECTION WIRE

3.10.1 Buried Warning and Identification Tape

Provide buried utility lines with utility identification tape. Bury tape 12 inches below finished grade; under pavements and slabs, bury tape 6 inches below top of subgrade.

3.10.2 Buried Detection Wire

Bury detection wire directly above non-metallic piping at a distance not to exceed 12 inches above the top of pipe. The wire shall extend continuously and unbroken, from manhole to manhole. The ends of the wire shall terminate inside the manholes at each end of the pipe, with a minimum of 3 feet of wire, coiled, remaining accessible in each manhole.

The wire shall remain insulated over it's entire length. The wire shall enter manholes between the top of the corbel and the frame, and extend up through the chimney seal between the frame and the chimney seal. For force mains, the wire shall terminate in the valve pit at the pump station end of the pipe.

3.11 BACKFILLING AND COMPACTION

Place backfill adjacent to any and all types of structures, in successive horizontal layers of loose material not more than 8 inches in depth.

Compact to at least 95 percent laboratory maximum density in accordance with ASTM D1557, to prevent wedging action or eccentric loading upon or against the structure. Backfill material must be within the range of minus 2 to plus 2 percent of optimum moisture content at the time of compaction. Ground surface on which backfill is to be placed shall be prepared as specified in paragraph GROUND SURFACE PREPARATION. Compaction requirements for backfill materials shall also conform to the applicable portions of UFGS Section 33 40 00 STORM DRAINAGE UTILITIES. Compaction shall be accomplished by sheepsfoot rollers, pneumatic-tired rollers, steel-wheeled rollers, vibratory compactors, or other approved equipment.

3.11.1 Trench Backfill

Trenches shall be backfilled to the grade shown. The trench shall be backfilled to 2 feet above the top of pipe prior to performing the required pressure tests. The joints and couplings shall be left uncovered during the pressure test. The trench shall not be backfilled until all specified tests are performed.

3.11.1.1 Replacement of Unyielding Material

Unyielding material removed from the bottom of the trench shall be replaced with select granular material or initial backfill material.

3.11.1.2 Replacement of Unstable Material

Unstable material removed from the bottom of the trench or excavation shall be replaced with select granular material placed in layers not exceeding 6 inches loose thickness.

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3.11.1.3 Bedding and Initial Backfill

Initial backfill material shall be placed and compacted with approved tampers to a height of at least one foot above the utility pipe or conduit. The backfill shall be brought up evenly on both sides of the pipe for the full length of the pipe. Care shall be taken to ensure thorough compaction of the fill under the haunches of the pipe. Except as specified otherwise in the individual piping section, provide bedding for buried piping in accordance with AWWA C600, Type 4, except as specified herein. Backfill to top of pipe shall be compacted to 95 percent of ASTM D1557 maximum density. Plastic piping shall have bedding to spring line of pipe. Provide materials as follows:

a. Class I: Angular, 0.25 to 1.5 inches, graded stone, including a number of fill materials that have regional significance such as coral, slag, cinders, crushed stone, and crushed shells.

b. Class II: Coarse sands and gravels with maximum particle size of

1.5 inches, including various graded sands and gravels containing small percentages of fines, generally granular and noncohesive, either wet or dry. Soil Types GW, GP, SW, and SP are included in this class as specified in ASTM D2487.

c. Clean, coarse-grained sand classified as SW or SP by ASTM D2487 for bedding and backfill.

d. Clean, coarsely graded natural gravel, crushed stone or a combination thereof identified as or having a classification of GW GP in accordance with ASTM D2487 for bedding and backfill.

Maximum particle size shall not exceed 3 inches.

3.11.1.4 Final Backfill

The remainder of the trench, except for special materials for roadways, railroads and airfields, shall be filled with satisfactory material.

Backfill material shall be placed and compacted as follows:

a. Roadways and Airfields: Backfill shall be placed up to the required elevation as specified. Water flooding or jetting methods of compaction will not be permitted.

b. Sidewalks, Turfed or Seeded Areas and Miscellaneous Areas:

Backfill shall be deposited in layers of a maximum of 8 inch loose thickness, and compacted to 90 percent maximum density per ASTM D1557. Compaction by water flooding or jetting will not be permitted. This requirement shall also apply to all other areas not specifically designated above.

3.11.2 Backfill for Appurtenances

After the manhole or similar structure has been constructed and the concrete has been allowed to cure for 7 days, backfill shall be placed in such a manner that the structure will not be damaged by the shock of falling earth. The backfill material shall be deposited and compacted as specified for final backfill, and shall be brought up evenly on all sides of the structure to prevent eccentric loading and excessive stress.

SECTION 31 00 00.00 06 Page 14

3.12 SPECIAL REQUIREMENTS

Special requirements for both excavation and backfill relating to the specific utilities are as follows:

3.12.1 Gas Distribution

Trenches shall be excavated to a depth that will provide not less than 18 inches of cover in rock excavation and not less than 24 inches of cover in other excavation.

3.12.2 Water Lines

Trenches shall be of a depth to provide a minimum cover of 60 inches from the existing ground surface, or from the indicated finished grade, whichever is lower, to the top of the pipe.

3.12.3 Electrical Distribution System

Direct burial cable and conduit or duct line shall have a minimum cover of 36 inches from the finished grade, unless otherwise indicated.

3.12.4 Sewage Absorption Trenches or Pits

3.13 EMBANKMENTS AND STRUCTURAL FILL

3.13.1 Earth Embankments

Earth embankments shall be constructed from satisfactory materials free of organic or frozen material and rocks with any dimension greater than 3 inches. The material shall be placed in successive horizontal layers of loose material not more than 8 inches in depth. Each layer shall be spread uniformly on a soil surface that has been moistened or aerated as necessary, and scarified or otherwise broken up so that the fill will bond with the surface on which it is placed. After spreading, each layer shall be plowed, disked, or otherwise broken up; moistened or aerated as necessary; thoroughly mixed; and compacted to at least 95 percent laboratory maximum density. Compaction requirements for the upper portion of earth embankments forming subgrade for pavements shall be identical with those requirements specified in paragraph SUBGRADE PREPARATION.

Compaction shall be accomplished by sheepsfoot rollers, pneumatic-tired rollers, steel-wheeled rollers, vibratory compactors, or other approved equipment.

3.13.2 Structural Fill

All structural fill placed to facilitate desired site grades shall be constructed from satisfactory material free of organic or frozen material and rocks with any dimension greater than 3 inches. The fill shall be placed in maximum 8 inch loose lifts and compacted to the following criteria. Beneath foundations: at least 95 percent laboratory maximum density as determined by the project geotechnical engineer; beneath concrete slabs and roads: at least 90 percent laboratory maximum density as determined by the geotechnical engineer; beneath landscape areas: At least 85 percent laboratory maximum density as determined by the geotechnical engineer.

SECTION 31 00 00.00 06 Page 15

3.14 SUBGRADE PREPARATION

3.14.1 Proof Rolling

Proof rolling shall be done on an exposed subgrade free of surface water (wet conditions resulting from rainfall) which would promote degradation of an otherwise acceptable subgrade. After stripping, proof roll the existing subgrade of all paved areas and the footprint of the building with four passes of a 12 ton vibratory drum roller with a dynamic force no less than two times the static force. Operate the roller in a systematic manner to ensure the number of passes over all areas, and at speeds between 2 1/2 to 3 1/2 mph. When proof rolling, one-half of the passes made with the roller shall be in a direction perpendicular to the other passes. Notify the Contracting Officer and Geotechnical Engineer a minimum of 3 days prior to proof rolling. Proof rolling shall be performed in the presence of the Contracting Officer. Rutting or pumping of material shall be undercut as recommended by the geotechnical engineer and approved by the Contracting Officer and replaced with select material.

After the proof roll and compaction activities are complete, the subgrade should be thoroughly tested using a Dynamic Cone Penetrometer (DCP) and nuclear density gauge to document that the subgrade has been suitably prepared for structural fill placement.

3.14.2 Construction

Subgrade shall be shaped to line, grade, and cross section, and compacted as specified. This operation shall include plowing, disking, and any moistening or aerating required to obtain specified compaction. Soft or otherwise unsatisfactory material shall be removed and replaced with satisfactory excavated material or other approved material as directed.

Rock encountered in the cut section shall be excavated to a depth of 6 inches below finished grade for the subgrade.