AM05.pdf

AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT 1. CONTRACT ID CODE PAGE OF PAGES

1 3

2. AMENDMENT/MODIFICATION NO. 3. EFFECTIVE 4. REQUISITION/PURCHASE 5. PROJECT NO. (If applicable)

W9127820R0104-0005 21 DEC 2020 MEF20004

6. ISSUED BY CODE 7. ADMINISTERED BY(If other than item 6)

CODE

Corps of Engineers 109 St. Joseph St.

Mobile, AL 36602

8. NAME AND ADDRESS OF CONTRACTOR (No., street, county, State and ZIP code) 9A. AMENDMENT OF SOLICITATION

NO.

W9127820R0104

9B. DATED (SEE ITEM 11)

6 NOV 2020

10A. MODIFICATION OF

CONTRACT/ORDER NO.

10B. DATED (SEE ITEM 13)

CODE

FACILITY CODE

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

The above numbered solicitation is amended as set forth in item 14. The hour and date specified for receipt of Offers is extended, is not extended. Offers must acknowledge receipt of this amendment prior to the hour and date specified in the solicitation or as amended, by one of the following methods: (a) By completing items 8 and 15, and returning copies of the amendment; (b) By acknowledging receipt of this amendment on each copy of the offer submitted; or (c) By separate letter or telegram which includes a reference to the solicitation and amendment numbers. FAILURE OF YOUR ACKNOWLEDGEMENT TO BE RECEIVED AT THE PLACE DESIGNATED FOR THE RECEIPT OF OFFERS PRIOR TO THE HOUR AND DATE SPECIFIED MAY RESULT IN REJECTION OF YOUR OFFER. If by virtue of this amendment you desire to change an offer already submitted, such change may be made by telegram or letter, provided each telegram or letter makes reference to the solicitation and this amendment, and is received prior to the opening hour and date specified.

12. ACCOUNTING AND APPROPRIATION DATA (if required)

13. THIS ITEM APPLIES ONLY TO MODIFICATIONS OF CONTRACTS/ORDERS,

IT MODIFIES THE CONTRACT/ORDER NO. AS DESCRIBED IN ITEM 14.

A. THIS CHANGE ORDER IS ISSUED PURSUANT TO: (Specify authority)

THE CHANGES SET FORTH IN ITEM 14 ARE MADE IN THE CONTRACT ORDER NO. IN ITEM 10A

B. THE ABOVE NUMBERED CONTRACT/ORDER IS MODIFIED TO REFLECT ADMINISTRATIVE CHANGES (such as changes in paying office, appropriation date, etc.) SET FORTH IN ITEM 14, PURSUANT TO AUTHORITY OF FAR 43.103(b)

C. THIS SUPPLEMENTAL AGREEMENT IS ENTERED INTO PURSUANT TO AUTHORITY OF:

D. OTHER (Specify type of modification and authority)

E. IMPORTANT: Contractor is not, is required to sign this document and return copies to the issuing office.

14. DESCRIPTION OF AMENDMENT/MODIFICATION (Organized by UCF section headings, including solicitation/contract subject matter where feasible)

The subject solicitation for: FTEV153009 SOF AMU AND WEAPONS HANGAR FACILITY, HURLBURT FIELD, FLORIDA Is modified in the following: REFER TO THE ENCLOSED REVISED SPECIFICATIONS/DRAWING REVISIONS FOR AMENDMENT NO. 0005

Except as provided herein, all terms and conditions of the document reference in item 9A or 10A, as Heretofore changed, remains unchanged and in full force and effect.

15A. NAME AND TITLE OF SIGNER (Type or print) 16A. NAME AND TITLE OF CONTRACTING OFFICE (Type or print)

15B. CONTRACTOR/OFFEROR

(Signature of person authorized to sign)

15C. DATE SIGNED 16B. UNITED STATES OF AMERICA

BY

(Signature of contracting officer)

16C. DATE SIGNED

NSN 7540-01-152-8070 30-105 STANDARD FORM 30 (REV. 10-83)

PREVIOUS EDITION UNUSABLE Prescribed by GSA

FTEV153009 SOF AMU AND WEAPONS HANGAR FACILITY W9127820R0104

HURLBURT FIELD, FLORIDA MEF20004

SF 30 Page 2

W9127820R0104-0004

PART I - REVISIONS MADE BY ADDED AND/OR REPLACEMENT PARAGRAPHS/PAGES/SECTIONS

The items listed below are to be replaced by the corresponding added and/or revised paragraphs/pages or sections. Added and/or revised paragraphs/pages or sections are indicated by a note in bottom right hand corner of each paragraph or page. Added sections are hereby made a part of the contract and are to be inserted in the specification in the proper numerical/alphabetical sequence.

Within the specifications, deletions from the specifications are indicated by strikethrough, e.g.: deletions are marked with strikethrough and additions to the specifications including revisions/substitutions are indicated in bold, italic and underlined, e.g.: additions are indicated thus.

Corresponding Added or Revised Paragraph SECTION Page, and/or Section

VOLUME 1

Table of Contents Revised as indicated herein.

03 35 00.00 10 Revised Paragraph 3.3

VOLUME 4

31 00 00 Revised Paragraphs 1.3.10, 1.3.11, 2.1, 3.2, 3.3, 3.3.4, 3.7, 3.11, 3.16.1.1, 3.16.1.2, 3.16.1.3 and 3.16.1.4

Added Paragraphs 3.11.1, 3.11.2, 3.11.3 and 3.11.4

32 13 14.13 Revised Paragraph 2.11.1.1

PART II - REVISIONS MADE BY DELETED PAGES/SECTIONS

The pages and/or sections listed below are to be deleted from the specifications by the bidders and marked "DELETED":

Page/Section

01 33 00 Deleted Submittal Register associated with Section 32 01 16.71

32 01 16.71 Deleted in its entirety.

SF 30 Page 3

W9127820R0104-0004

PART III - NOTE: Revised drawings are listed below. These revised drawings are to be inserted into the folio in the proper numerical sequence. Drawings that have been revised by this amendment shall be deleted from the folio. All drawings listed below are revised unless indicated otherwise.

Sheet Reference Number Title

COVER SHEET

GC006 GENERAL CONSTRUCTION NOTES

GC007 GENERAL CONSTRUCTION NOTES

GC008 GENERAL CONSTRUCTION NOTES

GC010 OVERALL TRAFFIC PLAN

GC011 BORROW PIT LOCATION

GC012 BORROW PIT B-40

CD101 DEMOLITION PLAN GRID 1

CD104 DEMOLITION PLAN GRID 4

CD120 BUILDING 90731 DEMOLITION PLAN

CD121 BUILDING 90825 DEMOLITION PLAN

CG301 CONSTRUCTION BERM PLAN

CG305 EMBANKMENT AND BERM SECTIONS

CG306 EMBANKMENT AND BERM SECTIONS

CS121 BUILDING 90825 SITE PLAN

CS509 SITE DETAILS 9

CU108 UTILITY PLAN GRID 8

I-104 FURNITURE PLAN AREA - D

E-001 ELECTRICAL SYMBOLS LEGEND

EP101 POWER PLAN - AREA A

EP102 POWER PLAN - AREA B

EP103 POWER PLAN - AREA C

EP104 POWER PLAN - AREA D

EP105 POWER PLAN - AREA E

EP106 POWER PLAN - AREA F

EP601 ELECTRICAL ONE-LINE DIAGRAM

ES101 SITE PLAN

ES501 SITE DETAILS

ES502 SITE DETAILS

TS102 COMMUNICATIONS SITE PLAN

Encl as stated:

Revised page of the specifications as indicated in Part I.

30 Revised drawings as indicated in Part III.

This page was intentionally left blank for duplex printing.

Table of Contents Page 1 Amendment No. W9127820R0104-0005

TABLE OF CONTENTS

VOLUME 1 OF 6

CHECKLIST FOR PREPARATION OF OFFERS

BIDDING REQUIREMENTS

STANDARD FORM 1442 - SOLICITATION, OFFER, AND AWARD

BIDDING SCHEDULE

EXPLANATION OF BID ITEMS

STANDARD FORM 24 - BID BOND

STANDARD FORM 28 - AFFIDAVIT OF INDIVIDUAL SURETY

STANDARD FORM LLL - DISCLOSURE OF LOBBYING ACTIVITIES

SMALL BUSINESS SUBCONTRACTING PLAN TEMPLATE

00 11 00 PROPOSAL SUBMISSION REQUIREMENTS AND INSTRUCTIONS

00 12 00 EVALUATION CRITERIA AND BASIS OF AWARD

00 21 16 INSTRUCTIONS TO PROPOSERS

00 45 00 REPRESENTATIONS AND CERTIFICATIONS

00 70 00 CONDITIONS OF THE CONTRACT

SPECIFICATIONS

DIVISION 01 - GENERAL REQUIREMENTS

01 00 00 ADDITIONAL SPECIAL CONTRACT REQUIREMENTS

PROJECT SIGNS

DD FORM 1354

DD FORM 1354 CHECKLIST

WAGE RATES (BUILDING)

WAGE RATES (HEAVY)

01 00 01 GENERAL CONTRACT REQUIREMENTS

CESAM FORM 1151

01 32 01.00 10 PROJECT SCHEDULE

01 33 00 SUBMITTAL PROCEDURES

SUBMITTAL REGISTER

FORM 4025

01 33 29 SUSTAINABILITY REPORTING

AIR FORCE SUSTAINABILITY REQUIREMENTS SCORESHEET

GUIDING PRINCIPLES ASSESSMENT

01 35 26 GOVERNMENTAL SAFETY REQUIREMENTS

01 42 00 SOURCES FOR REFERENCE PUBLICATIONS

01 45 00.00 10 QUALITY CONTROL

01 45 00.15 10 RESIDENT MANAGEMENT SYSTEM CONTRACTOR MODE (RMS CM)

SAM FORM 696

01 45 35 SPECIAL INSPECTIONS

STATEMENT OF SPECIAL INSPECTIONS

SCHEDULE OF SPECIAL INSPECTIONS

01 57 19 TEMPORARY ENVIRONMENTAL CONTROLS – HURLBURT STANDARD

01 74 19 CONSTRUCTION AND DEMOLITION WASTE MANAGEMENT

01 78 23 OPERATION AND MAINTENANCE DATA

01 91 00.15 TOTAL BUILDING COMMISSIONING

DIVISION 02 - EXISTING CONDITIONS

02 41 00 DEMOLITION

02 61 13 EXCAVATION AND HANDLING OF CONTAMINATED MATERIAL

Table of Contents Page 2

DIVISION 02 - EXISTING CONDITIONS (CONTINUED)

02 81 00 TRANSPORTATION AND DISPOSAL OF HAZARDOUS MATERIALS

02 82 00 ASBESTOS REMEDIATION

02 83 00 LEAD REMEDIATION

02 84 16 HANDLING OF LIGHTING BALLASTS AND LAMPS CONTAINING PCBs

AND MERCURY

DIVISION 03 - CONCRETE

03 11 13.00 10 STRUCTURAL CAST-IN-PLACE CONCRETE FORMING

03 15 00.00 10 CONCRETE ACCESSORIES

03 20 00.00 10 CONCRETE REINFORCING

03 30 00.00 10 CAST-IN-PLACE CONCRETE

03 35 00.00 10 CONCRETE FINISHING

03 39 00.00 10 CONCRETE CURING

03 42 13.00 10 PLANT-PRECAST CONCRETE PRODUCTS FOR BELOW GRADE CONSTRUCTION

DIVISION 04 – MASONRY

04 20 00 UNIT MASONRY

VOLUME 2 OF 6

DIVISION 05 - METALS

05 05 23.16 STRUCTURAL WELDING

05 12 00 STRUCTURAL STEEL

05 21 00 STEEL JOIST FRAMING

05 30 00 STEEL DECKS

05 40 00 COLD-FORMED METAL FRAMING

05 50 13 MISCELLANEOUS METAL FABRICATIONS

05 51 33 METAL LADDERS

05 52 00 METAL RAILINGS

DIVISION 06 - WOOD, PLASTICS, AND COMPOSITES

06 10 00 ROUGH CARPENTRY

06 41 16.00 10 PLASTIC-LAMINATE-CLAD ARCHITECTURAL CABINETS

06 61 16 SOLID SURFACING FABRICATIONS

DIVISION 07 - THERMAL AND MOISTURE PROTECTION

07 05 23 PRESSURE TESTING AN AIR BARRIER SYSTEM FOR AIR TIGHTNESS

07 11 13 BITUMINOUS DAMPPROOFING

07 21 13 BOARD AND BLOCK INSULATION

07 21 16 MINERAL FIBER BLANKET INSULATION

07 22 00 ROOF AND DECK INSULATION

07 27 10.00 10 BUILDING AIR BARRIER SYSTEM

07 27 19.01 SELF-ADHERING AIR BARRIERS

07 27 26 FLUID-APPLIED MEMBRANE AIR BARRIERS

07 27 36 SPRAY FOAM AIR BARRIERS

07 42 13 METAL WALL PANELS

07 42 63 FABRICATED WALL PANEL ASSEMBLIES

Table of Contents Page 3

DIVISION 07 - THERMAL AND MOISTURE PROTECTION (CONTINUED)

07 60 00 FLASHING AND SHEET METAL

07 61 14.00 20 STEEL STANDING SEAM ROOFING

07 84 00 FIRESTOPPING

07 92 00 JOINT SEALANTS

DIVISION 08 - OPENINGS

08 11 13 STEEL DOORS AND FRAMES

08 14 00 WOOD DOORS

08 31 00 ACCESS DOORS AND PANELS

08 33 13 COILING COUNTER DOORS

08 34 16.10 STEEL SLIDING HANGAR DOORS

08 34 19.10 20 ROLLING SERVICE DOORS

08 41 13 ALUMINUM-FRAMED ENTRANCES AND STOREFRONTS

08 51 13 ALUMINUM WINDOWS

08 51 23 STEEL WINDOWS

08 60 45 TRANSLUCENT PANELS

08 71 00 DOOR HARDWARE

08 81 00 GLAZING

08 91 00 METAL WALL LOUVERS

DIVISION 09 - FINISHES

09 06 00 SCHEDULES FOR FINISHES

09 22 00 SUPPORTS FOR PLASTER AND GYPSUM BOARD

09 29 00 GYPSUM BOARD

09 30 10 CERAMIC, QUARRY, AND GLASS TILING

09 51 00 ACOUSTICAL CEILINGS

09 65 00 RESILIENT FLOORING

09 67 23.15 FUEL RESISTIVE RESINOUS FLOORING, 3-COAT SYSTEM

09 67 23.16 FUEL RESISTIVE RESINOUS FLOORING, 5-COAT SYSTEM

09 68 00 CARPETING

09 90 00 PAINTS AND COATINGS

09 97 13.27 EXTERIOR COATING OF STEEL STRUCTURES

DIVISION 10 - SPECIALTIES

10 11 00 VISUAL DISPLAY UNITS

10 14 00.10 EXTERIOR SIGNAGE

10 14 00.20 INTERIOR SIGNAGE

10 21 13 TOILET COMPARTMENTS

10 22 13 WIRE MESH PARTITIONS

10 22 19 DEMOUNTABLE AND MOVABLE PARTITIONS

10 26 00 WALL AND DOOR PROTECTION

10 28 13 TOILET ACCESSORIES

10 51 13 METAL LOCKERS

DIVISION 11 - EQUIPMENT

11 01 50 FALL PROTECTION SYSTEMS

Table of Contents Page 4

VOLUME 3 OF 6

DIVISION 12 - FURNISHINGS

12 21 00 WINDOW BLINDS

12 48 13 ENTRANCE FLOOR MATS AND FRAMES

12 50 00.13 10 FURNITURE AND FURNITURE INSTALLATION

FFE ATTACHMENT

12 59 00 SYSTEMS FURNITURE

DIVISION 13 - SPECIAL CONSTRUCTION

13 48 00 BRACING FOR MISCELLANEOUS EQUIPMENT

DIVISION 21 - FIRE SUPPRESSION

21 13 13.00 10 WET PIPE SPRINKLER SYSTEM, FIRE PROTECTION

21 13 17.00 10 DRY PIPE SPRINKLER SYSTEM, FIRE PROTECTION

21 13 25.00 10 HIGH EXPANSION FOAM (HI EX HEF) FIRE PROTECTION SYSTEM

21 30 00 FIRE PUMPS

DIVISION 22 - PLUMBING

22 00 00 PLUMBING, GENERAL PURPOSE

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

23 00 00 AIR SUPPLY, DISTRIBUTION, VENTILATION, AND EXHAUST SYSTEMS

23 05 48.19 BRACING FOR HVAC

23 05 93 TESTING, ADJUSTING, AND BALANCING FOR HVAC

23 07 00 THERMAL INSULATION FOR MECHANICAL SYSTEMS

23 09 00 INSTRUMENTATION AND CONTROL FOR HVAC

23 09 13 INSTRUMENTATION AND CONTROL DEVICES FOR HVAC

23 09 23.02 BACNET DIRECT DIGITAL CONTROL FOR HVAC AND OTHER BUILDING

CONTROL SYSTEMS

23 11 25 FACILITY GAS PIPING

23 54 16.00 10 HEATING SYSTEM; GAS-FIRED HEATERS

23 64 10 WATER CHILLERS, VAPOR COMPRESSION TYPE

23 64 26 CHILLED WATER PIPING SYSTEMS

23 81 00 DECENTRALIZED UNITARY HVAC EQUIPMENT

23 82 46.00 40 ELECTRIC UNIT HEATERS

DIVISION 25 - INTEGRATED AUTOMATION

25 05 11.01 CYBERSECURITY FOR FACILITY-RELATED CONTROL SYSTEMS ENERGY

MANAGEMENT CONTROL SYSTEM (EMCS) BUILDING LEVEL ONLY

25 05 11.02 CYBERSECURITY FOR FACILITY-RELATED CONTROL SYSTEMS FIRE

ALARM REPORTING SYSTEM/MASS NOTIFICATION SYSTEM BUILDING

LEVEL ONLY

25 10 10 UTILITY MONITORING AND CONTROL SYSTEM (UMCS) FRONT END AND

INTEGRATION

Table of Contents Page 5

VOLUME 4 OF 6

DIVISION 26 - ELECTRICAL

26 00 00.00 20 BASIC ELECTRICAL MATERIALS AND METHODS

26 12 19.10 THREE-PHASE PAD-MOUNTED TRANSFORMERS

26 20 00 INTERIOR DISTRIBUTION SYSTEM

26 24 13 SWITCHBOARDS

26 28 01.00 10 COORDINATED POWER SYSTEM PROTECTION

26 29 23 VARIABLE FREQUENCY DRIVE SYSTEMS UNDER 600 VOLTS

26 35 43 400-HERTZ (HZ) SOLID STATE FREQUENCY CONVERTER

26 41 00 LIGHTNING PROTECTION SYSTEM

26 42 14.00 10 CATHODIC PROTECTION SYSTEM (SACRIFICIAL ANODE)

26 51 00 INTERIOR LIGHTING

26 56 00 EXTERIOR LIGHTING

DIVISION 27 - COMMUNICATIONS

27 10 00 BUILDING TELECOMMUNICATIONS CABLING SYSTEM

27 51 16 PUBLIC ADDRESS SYSTEMS

DIVISION 28 - ELECTRONIC SAFETY AND SECURITY

28 31 76 INTERIOR FIRE ALARM AND MASS NOTIFICATION SYSTEM

DIVISION 31 - EARTHWORK

31 00 00 EARTHWORK

31 11 00 CLEARING AND GRUBBING

31 31 16.13 CHEMICAL TERMITE CONTROL

DIVISION 32 - EXTERIOR IMPROVEMENTS

32 01 16.71 COLD MILLING ASPHALT PAVING

32 01 19 FIELD MOLDED SEALANTS FOR SEALING JOINTS IN RIGID

PAVEMENTS

32 11 23 GRADED CRUSHED AGGREGATE AND AGGREGATE BASE COURSES

32 12 13 BITUMINOUS TACK AND PRIME COATS

32 12 15.13 ASPHALT PAVING FOR AIRFIELDS

32 12 16 HOT-MIX ASPHALT (HMA) FOR ROADS

32 13 13.06 PORTLAND CEMENT CONCRETE PAVEMENT FOR ROADS AND SITE

FACILITIES

32 13 14.13 CONCRETE PAVING FOR AIRFIELDS AND OTHER HEAVY DUTY PAVEMENTS

32 13 73 COMPRESSION JOINT SEALS FOR CONCRETE PAVEMENTS

32 16 19 CONCRETE CURBS, GUTTERS AND SIDEWALKS

32 17 23 PAVEMENT MARKINGS

32 31 13.53 HIGH-SECURITY CHAIN LINK FENCES AND GATES

32 92 23 SODDING

DIVISION 33 - UTILITIES

33 11 00 WATER UTILITY DISTRIBUTION PIPING

33 30 00 SANITARY SEWERAGE

33 32 16 PACKAGED UTILITY WASTEWATER PUMPING STATIONS

33 34 00 FORCE MAINS AND INVERTED SIPHONS; SEWER

33 40 00 STORM DRAINAGE UTILITIES

33 51 15 NATURAL-GAS / LIQUID PETROLEUM GAS DISTRIBUTION

Table of Contents Page 6

DIVISION 33 – UTILITIES (CONTINUED)

33 71 02 UNDERGROUND ELECTRICAL DISTRIBUTION

33 82 00 TELECOMMUNICATIONS OUTSIDE PLANT (OSP)

DIVISION 34 – TRANSPORTATION

34 73 13 MOORING AND GROUNDING POINTS FOR AIRCRAFT

DIVISION 41 – MATERIAL PROCESSING AND HANDLING EQUIPMENT

41 22 13.14 BRIDGE CRANES, OVERHEAD ELECTRIC, TOP RUNNING

41 22 13.15 BRIDGE CRANES, OVERHEAD ELECTRIC, UNDER RUNNING

VOLUME 5 OF 6

APPENDICES

APPENDIX A DRAFT SWPPP

APPENDIX B HAZARDOUS MATERIALS REPORTS

APPENDIX C EGLIN BORROW PIT GEOTECHNICAL DATA

VOLUME 6 OF 6

APPENDICES (CONTINUED)

APPENDIX D HAZARDOUS WASTE MANAGEMENT PLAN

APPENDIX E CAPA ERP

APPENDIX F AS-BUILTS OF DEMO BUILDINGS (PROVIDED ELECTRONICALLY ONLY)

APPENDIX G GEOTECHNICAL BORING LOGS

APPENDIX H HURLBURT ACM REPORT

APPENIDX I HURLBURT FIELD LEAD XRF AND CHIP SAMPLE REPORT

--End of Project Table of Contents--

03 35 00.00 10 Revised by Amendment No. W9127820R0104-0005

03 35 00.00 10

3.3 FINISHING UNFORMED SURFACES

The finish of all unformed surfaces must meet the requirements of Paragraph "Tolerances" in Section 03 30 00.00 10 CAST-IN-PLACE CONCRETE, when tested as specified herein.

Finish unformed surfaces (floors) as indicated below:

a. Admin/Shop: Trowel finish.

b. Hangar slab: Float finish, coordinate with coating requirements.

c. Exterior: Broomed finish.

(Note: The remainder of the section is unchanged by this amendment.)

31 00 00

1.3.10 Initial Fill Initial Working Platform Fill

Fill material placed below the groundwater elevation (approximate elevation 26.00). Inorganic, non-plastic material Fill placed at the bottom of the demucking excavation and subsequent fill placed below the groundwater elevation (approximate elevation 26.00) may consist of structural fill or inorganic, non-plastic material, free of any man-made construction material or debris, with ASTM classification (USCS) of GP or GW. Contractor may substitute FDOT 57 Stone with less than 5 percent material finer than the No. 200 sieve and a maximum particle size of 3 inches. The FDOT 57 stone, spread in 12 inch plus or minus layers, shall should not be placed more than one foot above the water level and should shall include a filter fabric wrap (envelope; around top, bottom and sides of the full GP, GW or FDOT 57 stone thickness).

1.3.11 Structural Fill

All locations and elevations up to 24 inches below sub-floor and pavement section subgrade (except where special pavement section layers are required or the Contractor chooses to use FDOT 57 stone, GW or GP below the water table [approximate elevation 26.00]) shall be SP, SP-SM or GP, GP-GM (fines content < 12 percent; maximum particle size < 3 inches; organic content < 2 percent).

The bottom of the demucking excavation, even with a dewatering system in place, could exhibit persistent wetness and/or looseness (softness) which could impede densification of the lower lifts of fill. Therefore, if "Initial Working Platform" material is not used, the initial lift of Structural Fill may be placed in a 24-inch loose thickness with a minimum compaction requirement of 90 percent of the maximum dry density per the Modified Proctor Test (ASTM D1557). Subsequent lifts should meet the requirements stated in Paragraph "Embankments". further below.

Alternatively, a self-compacting material, such as FDOT No. 57 stone or equivalent, could be spread in a 12-inch plus or minus thickness across the bottom of the excavation to create a stable work pad for placement of overlying Structural Fill. Use of a stone work pad would require a filter fabric (geotextile) envelope.

Structural fill should consist of approved materials free of organic matter and debris. A sample of each material type should be submitted to the Geotechnical Engineer for evaluation prior to use on this Site.

2.1 REQUIREMENTS FOR OFF-SITE SOILS

Test off-site soils brought in for use as backfill for Total Petroleum Hydrocarbons (TPH), Benzene, Toluene, Ethyl Benzene, and Xylene (BTEX) and full Toxicity Characteristic Leaching Procedure (TCLP) including ignitability, corrosivity and reactivity. Backfill shall contain a maximum of 100 parts per million (ppm) of total petroleum hydrocarbons (TPH) and a maximum of 10 ppm of the sum of Benzene, Toluene, Ethyl Benzene, and Xylene (BTEX) and shall pass the TCPL test. Determine TPH concentrations by using EPA 600/4-79/020 Method

418.1. Determine BTEX concentrations by using EPA SW-846.3-3 Method 5030/8020.

Perform TCLP in accordance with EPA SW-846.3-3 Method 1311. Provide Borrow Site Testing for TPH, BTEX, and TCLP from a composite sample of material from the borrow site, with at least one test from each borrow site. Muck material to be tested once per 5,000 cy unless suspected contamination is encountered.

Then test per Federal, State, or local requirements to categorize materials.

Do not bring material on-site until tests have been approved by the Contracting Officer.

3.2 STRIPPING OF MUCK/ORGANICS

Where indicated or directed, strip topsoil, muck, and organic materials in their entirety (a minimum of 4 feet) as indicated on the Drawings and soil borings, and completely remove stumps to a minimum depth of 54 inches. The limits of demucking should extend a lateral distance of at least 10 feet beyond the toe of slope for stability reasons but not beyond the indicated wetland disturbance limit. All tap roots of stumps should be completely removed to avoid sinkholes due to decayed organic matter in the future. Spread topsoil 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. Keep topsoil 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. Remove from the Site any surplus of topsoil from excavations and gradings. Excess topsoils and all muck materials may be delivered to the Eglin Range borrow pits or to an offsite commercial location. All materials taken to Eglin Range borrow pits must be tested as noted in Paragraph "Requirements for Off-Site Topsoils Soils".

3.3 GENERAL EXCAVATION

Perform excavation of every type of material encountered within the limits of the Project to the lines, grades, and elevations indicated and as specified.

Perform the grading in accordance with the typical sections shown and the tolerances specified in Paragraph "Finishing". Transport satisfactory excavated materials and place in fill or embankment within the limits of the

Work. Excavate unsatisfactory materials encountered within the limits of the Work below grade and replace with satisfactory materials as directed. Include such excavated material and the satisfactory material ordered as replacement in excavation. Dispose surplus satisfactory excavated material not required for fill or embankment off Government property or at Eglin Range borrow pits as indicated on Drawings. All materials taken to Eglin Range borrow pits must be tested as noted in Paragraph "Requirements for Off-Site Topsoils Soils".

Dispose of unsatisfactory excavated material. During construction, perform excavation and fill in a manner and sequence that will provide proper drainage at all times. Excavate material required for fill or embankment in excess of that produced by excavation within the grading limits from the Eglin Range borrow pits as indicated on Drawings or from other approved areas selected by the Contractor as specified.

3.3.4 Dewatering

Control groundwater flowing toward or into excavations to prevent sloughing of excavation slopes and walls, boils, uplift and heave in the excavation and to eliminate interference with orderly progress of construction. Do not permit French drains, sumps, ditches or trenches 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. Take control measures by the time the excavation reaches the water level in order to maintain the integrity of the in situ material. Considering the relatively large area to be demucked, the required dewatering effort will likely consist of pumping from well points, sumps, deep wells, rim ditches or combinations of these methods.

Well points should be effective for dewatering around the perimeter of the area to be excavated but will have limited effect in lowering the groundwater levels within the interior of the demucked excavation which is large in plan area.

Pumping from appropriately designed deep wells will be more effective in lowering groundwater levels within the central portions of the excavation.

Dewatering to lower the groundwater level not less than 2 feet below the excavation bottom level to allow for engineering inspection of the thoroughness of organic soil removal, and to allow for placement and compaction of engineered backfill in a dry condition. While the excavation is open, maintain the water level continuously, at least 2 feet below the working level. This system should be designed by an engineer licensed in the State of Florida. Operate the dewatering system continuously until construction work below existing water levels is complete. Submit performance records weekly. Measure and record performance of dewatering system at same time each day by use of observation wells or piezometers installed in conjunction with the dewatering system.

Relieve hydrostatic head in previous zones below subgrade elevation in layered soils to prevent uplift.

Contractor is responsible for obtaining a dewatering permit in accordance with Florida Administrative Code Rule 62-621 Construction Activity Permit. In Florida, a generic The permit covers the discharge of non-contaminated ground water associated with dewatering activities. Generic Permit for the Discharge of Produced Ground Water.

The requirements stated in the Generic Permit permit must be met before the commencement of any discharge of produced groundwater from a non-contaminated Site activity. Any reportable documents associated with the compliance of this regulation shall be sent to 1 SOCES/CEAN (Attention: Jonathon Colmer, Air/Water Program Manager, 415 Independence Road, Hurlburt Field, Florida 32544, (850) 884-5192, jonathon.colmer.ctr@hurlburt.af.mil) for review PRIOR to the submittal to the FDEP.

3.7 GEOTECHNICAL ENGINEER

Hire a professional geotechnical engineer to provide inspection of excavations and soil/groundwater conditions throughout construction. Geotechnical Engineer shall have a professional engineering license in the State of Florida to install, monitor, and report the instrumentation results from the surcharge program. Geotechnical Engineer shall submit stamped installation and monitoring reports on a weekly basis throughout the initial construction of the fill and as instructed after the final lift is installed. Reports shall include all measurements and elevations necessary for accurate determinations of settlement data during the completion of embankment and placing of fill, as well as any pertinent information relating to construction of the embankment.

The geotechnical engineer is responsible for performing pre-construction and periodic Site visits throughout construction to assess Site Conditions. The geotechnical engineer is responsible for updating the excavation, sheeting and dewatering plans as construction progresses to reflect changing conditions and submit an updated plan if necessary. Submit a monthly written report, 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 Contracting Officer is responsible for arranging meetings with the geotechnical engineer at any time throughout the Contract Duration.

3.11 SETTLEMENT PLATE MONITORING

The excavation and replacement of the top four feet of existing soil muck and the placement of 12 additional feet of soil fill material to meet the indicated site grades will induce settlement in the underlying natural soils. Given the variability of the deeper silty sand with organics encountered beneath the site, the rate at which this zone will compress cannot be determined without monitoring the settlement during the filling process and after the filling is complete.

The weight of the site grading fill is estimated to result in approximately 5 inches of areal ground subsidence which should be mostly (about 60% or 3 inches) an elastic, or immediate, response as the fill is being placed. The two inches of estimated consolidation settlement should also occur relatively quickly.

A 30 day “hold time” will be required, after completion of the site grading fill, for gathering of sufficient settlement plate data to determine that movement has stopped. During that time, foundation and/or utility excavations could be made but no substructures should be installed without approval of the Contracting Officer based on settlement data and approval of the Contractor's geotechnical Engineer.

Implement a settlement monitoring program in the building and apron area to monitor the rate of settlement to confirm its expected completion coinciding with topping off of the site grading fill.

Settlement monitoring involves the use of settlement plates connected to vertical rods placed in strategic locations within and around the footprint of the building before fill is added. The plates settle with the soil mass and the top rods are surveyed periodically to record the vertical movement.

Space plates at one per 10,000 square feet of plan area which results in a minimum of 15 plates with 12 in the building (hangar) footprint and the other 3 in the exterior apron area as indicated on the Drawings.

Settlement plates should be installed at the base of the demucked excavation and include a vertical extension to above the surface of the completed fill as shown on the details.

Establish survey (vertical control) reference hubs or pins at the surface of immediate adjacent construction to monitor potential impact (i.e., settlement) due to placement of the adjoining site grading fill.

3.11.1 Settlement Plate

Bottom of the settlement plates shall be placed directly on top of the exposed subgrade after muck removal. The settlement plates shall be positioned in accordance to the Settlement Plate Test Details shown in drawing CG302.

Settlement plates shall be read from the bottom plate; not at the top of the casing. Level rods shall be extended through the 3-inch diameter steel pipe casing to rest on the settlement plate base. Care shall be made to prevent foreign objects from falling down the casing resulting in erroneous readings.

The top of the threaded steel pipe shall be covered between readings with a threaded or socket type cap with the settlement plate location identification and the installation date. Before installation of the fill, the initial elevation of the top of the settlement plate base shall be determined and recorded. Settlement Plate elevation measurements shall be recorded to the nearest 0.01 foot accuracy.

After instrumentation installation is completed and initial readings are taken additional fill can be placed. With settlement plates centered with respect to each other and maintained in vertical position, the backfill around the settlement plates shall be placed by hand using lightweight walk-behind compaction equipment in order not to disturb settlement plate and riser.

Settlement plates are surveyed for elevation changes at periodic time intervals to allow for the computation of the amount and rate of settlement.

These plates will be spaced across the embankment to coincide with the completion of each stage.

Typical earthen filling over soft, weak soils have a tendency to develop mud waves as the new fill thickness squeezes/laterally displaces the underlying soils. This is usually an indication that instead of the soil compressing in place it is being forced laterally. Too large of a mudwave can cause disturbance and weakening of the soils outside of the fill area.

3.11.2 Embankment Monitoring And Placement

a. Monitoring of the instrumentation shall begin as soon as possible after the instruments have been installed. A repeatable benchmark of three readings spaced at a minimum one day apart will be obtained prior to releasing the area for additional fill placement.

b. Benchmarks for elevation control will not be within 50 feet of the embankment or surcharge perimeter to avoid being effected by the embankment settlement.

c. Each reading of the instrumentation shall be compared to the prior reading to assure the quality of the new reading. All field data shall be reported to the Geotechnical Engineer of Record (GER) within 48 hours of obtaining the data.

d. Settlement Plate readings shall be taken a minimum of every 4 days.

After each stage of fill is placed, the instrumentation will be read and the results from these new readings will be the determining factor in allowing continuation of fill placement. The thickness of the next stage of fill placement will also be governed by the instrumentation readings. It is anticipated that the maximum stage thickness will be 36 inches and a minimum stage thickness 24 inches. The Contractor shall notify the COR of any movement (horizontal or vertical), or cracking in the embankment, or signs of foundation failure (bulges at or near the embankment toe) during the surcharge program.

The Contractor shall notify the COR of any movement (horizontal or vertical), or cracking in the embankment, or signs of foundation failure (bulges at or near the embankment toe) during the surcharge program.

3.11.3 Replacement of Damaged or Inoperable Instrumentation

The Contractor shall replace any instrumentation that becomes damaged or inoperable during the embankment construction. All replaced instruments shall be resurveyed and incorporated into the Instrument Monitoring Program. The cost of the replacement shall not be reimbursed by the Government.

3.11.4 Abandonment of Settlement Plates

After authorized release of the required “holding time” for settlement monitoring, the tops of the settlement plate installations (casing and pipe) should be cut off a minimum of 3 feet below bottoms of foundations (footings) or slabs depending on location. The lowered tops should be securely re-sealed with pvc or steel caps matching the casing type. Any resulting excavation of embankment materials, should be backfilled with Structural Fill placed to meet specified compaction requirements.

3.16.1.1 Construction Berm / Haul Road

Structural Initial fill which meets the Specifications will be placed on the cleared and grubbed surface and filled to a minimum elevation of plus 26 feet where a single layer of geogrid is recommended for the compacted surface of the dozer-graded berm and shall be placed on the compacted surface of the dozer-graded haul road. Structural fill shall be placed to a minimum elevation of plus 28 feet where a single layer of geogrid is recommended for the compacted surface of the dozer-graded berm and shall be placed on the compacted surface of the dozer-graded haul road. Refer to Paragraph Satisfactory "Structural Fill" below for fill requirements above initial fill. Refer to plans for location and geometry of the berm.

3.16.1.2 Geogrid

Refer to Drawings for geogrid installation locations and elevations on the Haul Road/Berm. Geogrid shall only be placed on surfaces that are at the grade and compacted as stated in Paragraph Satisfactory "Structural Fill". Geogrid shall be installed per manufacturer's instruction with a minimum of 2 feet overlap between adjacent rolls in the horizontal direction and 6 feet overlap in the long direction. Geogrid shall be protected from construction traffic. Any damaged or defective geogrid areas shall be replaced per manufacturer's instruction. Geogrid shall be covered within 7 days of installation. Any geogrid installed and exposed for more than 7 days shall not be covered without approval of Contracting Officer's Representative (COR). The Contractor shall replace prolonged exposed geogrid as instructed by COR. A minimum of 12 inches of cover is required prior to any traffic over the geogrid.

3.16.1.3 Structural Fill

Structural fill which meets the Specifications shall be placed in an initial 12-inch loose lift on top of the initial fill and shall be compacted to 95 percent maximum dry density as determined by modified proctor per ASTM D1557 within plus or minus 2 percent of optimum moisture content.

3.16.1.4 Subgrade Fill

A minimum thickness of 2 foot of subgrade fill shall be placed over the structural fill (and beneath the base of the base course pavement section course layer of all pavement sections unless indicated otherwise) and shall be placed in maximum 8-inch loose lifts for roller compactors and/or 4-inch loose lifts for hand-operated compactors, each being thoroughly compacted as required to 95 percent maximum density as determined by modified proctor per ASTM D1557.

32 13 14.13

32 13 14.13

2.11.1.1 Location

Locate the batching and mixing plant on Project Site as indicated on the Drawings or off Government premises no more than 15 minute haul time from the placing site. Water and electrical power are available on the Project Site.

Provide operable telephonic or radio communication between the plant and the placing site at all times concreting is taking place.