17_100pctSpecifications-BerryFieldFuelFac.pdf

PROJECT MANUAL

April 19, 2016 – 100% Construction Documents

FOR THE PROJECT TITLED

47150045

BERRY FIELD ARMY AVIATION FUEL

FACILITY

FOR

TENNESSEE ARMY NATIONAL GUARD

NASHVILLE, TN

GMC Project No. ANAS 150024

ARCHITECT/CIVIL ENGINEERING/STRUCTURAL ENGINEERING:

3310 West End Avenue, Suite 420

Nashville, TN 37203

Tel 615-333-7200 Fax 615-333-0529

CONSULTING MPE ENGINEERS:

I.C. Thomasson Associates, Inc

2950 Kraft Drive, Suite 500

Nashville, TN 37204

Berry Field Army Aviation Fuel Facility ARNG #47150045 Nashville, TN Tennessee Army National Guard

TABLE OF CONTENTS Section 00 01 10 1 of 3

SECTION 00 01 10

TABLE OF CONTENTS

PROCUREMENT AND CONTRACTING REQUIREMENTS

1.01 DIVISION 00 -- PROCUREMENT AND CONTRACTING REQUIREMENTS

A. 00 01 02 – Project Information………………………………………………………………………….1 B. 00 01 07 – Seals Page…………………………………………………………………………………..2 C. 00 01 10 – Table of Contents…………………………………………………………………………...3 D. 00 31 32 – Geotechnical Data…………………………………………………………………………

SPECIFICATIONS

2.01 DIVISION 01 -- GENERAL REQUIREMENTS

A. 01 11 00 – Summary of Work…………………………………………………………………..…… B. 01 22 13 – Unit Prices……………………………………………………………………………… C. 01 22 15 – List of Unit Prices……………………………………………………………………… D. 01 26 20 – Weather Delays……………………………………………………………………… E. 01 29 00 – Payment Procedures………………………………………………………………… F. 01 30 00 – Administrative Requirements………………………………………………………… G. 01 31 19 – Project Meetings……………………………………………………………………… H. 01 32 16 – Construction Progress Schedule………………………………………………… I. 01 33 00 – Submittal Procedures………………………………………………………………… J. 01 78 00 – Closeout Submittals……………………………………………………………………

2.02 DIVISION 02 -- EXISTING CONDITIONS

Not Used

2.03 DIVISION 03 -- CONCRETE

A. 03 11 11 - Concrete Forming………………………………………………………………………… B. 03 11 13 - Structural Cast in Place Forming…………………………………………………………9 C. 03 21 11 - Plain Steel Reinforcement Bars………………………………………………………….3 D. 03 41 00 – Precast Structural Concrete……………………………………………………………...13

2.04 DIVISION 04 -- MASONRY

Not Used

2.05 DIVISION 05 -- METALS

Not Used

2.06 DIVISION 06 -- WOOD, PLASTICS, AND COMPOSITES

Not Used

2.07 DIVISION 07 -- THERMAL AND MOISTURE PROTECTION

07 92 00 – Joint Sealers…………………………………………………………………………

2.08 DIVISION 08 -- OPENINGS

A. 08 91 00 – Metal Wall Louvers………………………………………………………………………

2.09 DIVISION 09 -- FINISHES

TABLE OF CONTENTS Section 00 01 10 2 of 3

A. 09 90 50 – Painting and Lining of Tanks……………………………………………………………

2.10 DIVISION 10 – SPECIALTIES

Not Used

2.11 DIVISION 11 -- EQUIPMENT

Not Used

2.12 DIVISION 12 -- FURNISHINGS

Not Used

2.13 DIVISION 13 -- SPECIAL CONSTRUCTION

Not Used

2.14 DIVISION 14 -- CONVEYING EQUIPMENT

Not Used

2.15 DIVISION 21 -- FIRE SUPPRESSION

Not Used

2.16 DIVISION 22 -- PLUMBING

A. 22 45 19 – Self-Contained Eyewash Equipment…………………………………………………

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

A. 23 00 00 – Air Supply, Distribution, Ventilation, and Exhaust Systems…………………………..17

2.18 DIVISION 25 – INTEGRATED AUTOMATION

Not Used

2.19 DIVISION 26 -- ELECTRICAL

A. 26 00 00 – Basic Electrical Material and Methods……………………………………………… B. 26 20 00 – Interior Distribution System…………………………………………………………… C. 26 24 19 -- Motor Control Center…………………………………………………………………….3 D. 26 51 00 – Interior Lighting………………………………………………………………………… E. 26 56 00 – Exterior Lighting and Lamps……………………………………………………………

2.20 DIVISION 27 -- COMMUNICATIONS

Not Used

2.21 DIVISION 28 -- ELECTRONIC SAFETY AND SECURITY

Not Used

2.22 DIVISION 31 -- EARTHWORK

A. 31 50 00 - Excavation…………………………………………

2.23 DIVISION 32 -- EXTERIOR IMPROVEMENTS

A. 32 12 16 – Asphalt Paving………………………………………………………………………… B. 32 13 13 – Concrete Paving…………………………………………

2.24 DIVISION 33 -- UTILITIES

A. 33 08 53 – Aviation Fuel Distribution System Start-Up………………………………………… B. 33 09 53 – Aviation Fuel Pump Control and Annunciation System…………………………… C. 33 52 43.13 – Aviation Fuel Piping………………………………………………………………… D. 33 57 00 – Bulk Fuel Receiving/ Dispensing Equipment………………………………………… E. 33 71 02 – Underground Electrical Distribution……………………………………………………...20 F. 33 71 19 – Underground Ducts and Utility Structures……………………………………………

TABLE OF CONTENTS Section 00 01 10 3 of 3

2.25 DIVISION 34 — TRANSPORTATION

Not Used

2.26 DIVISION 35 — WATERWAY AND MARINE CONSTRUCTION

Not Used

2.27 DIVISION 40 — PROCESS INTERCONNECTIONS

Not Used

2.28 DIVISION 41 — MATERIAL PROCESSING AND HANDELING EQUIPMENT

Not Used

2.29 DIVISION 42 — PROCESS HEATING< COOLING< AND DRYING EQUIPMENT

Not Used

2.30 DIVISION 43 — PROCESS GAS AND LIQUID HANDLING PURIFICATION AND STORAGE

EQUIPMENT

Not Used

2.31 DIVISION 44 — POLLUTION AND WASTE CONTROL EQUIPMENT

Not Used

2.32 DIVISON 45 — INDUSTRY SPECIFIC MANUFACTURING EQUIPMENT

Not Used

2.33 DIVISION 46 — WATER AND WASTEWATER EQUIPMENT

Not Used

2.34 DIVISION 48 — ELECTRICAL POWER GENERATION

Not Used

END OF SECTION

PROJECT INFORMATION Section 00 01 02 Page 1

SECTION 00 01 02

PROJECT INFORMATION

PART 1 GENERAL

1.01 PROJECT IDENTIFICATION

A. Project Name: Berry Field Army Aviation Fuel Facility:

B. Government Project Number: 47150045

C. Project Location:

Berry Air Field

1 Terminal Drive

Nashville, TN 37214

C. The Owner, hereinafter referred to as Government: Tennessee Army National Guard

(TNARNG).

1.02 PROJECT DESCRIPTION

A. Summary Project Description: TNARNG has in its possession an existing fuel station that was decommissioned and is currently out of service. The tanks, pumps etc. are still intact and TNARNG has awarded a project to re-commission these tanks and pumps to use a fuel storage and distribution system for re-fueling of equipment. The existing electrical infrastructure including power and controls were disconnected and removed from a building that was remodeled and cut near the future location of a pre-fabricated building. Therefore, there is currently no power to the fuel station nor a control system. The renovated structure will not power or control the fuel station and therefore a new service and control system are provided.

The project includes three add options. Option 1 includes replacing the existing emergency showers and eye wash stations with 2 new emergency stations and associated upgraded plumbing and electrical to support the replaced stations. Option 2 includes the cleaning and repainting of the existing site and systems components including stenciling. Option 3 includes the relining of the interior of the four fuel tanks.

1.03 PROJECT CONSULTANTS

A. The Architect, hereinafter referred to as Architect: Goodwyn Mills and Cawood.

1. Address: 3310 West End Ave, Ste. 420.

2. City, State, Zip: Nashville, TN 37203.

3. Contact: Sara Butler

3. Phone/Fax: 615-333-7200.

4. E-mail: sara.butler@gmcnetwork.com.

B. The Mechanical, Electrical, and Plumbing Engineers, hereinafter referred to as the Engineer:

I.C. Thomasson Associates, Inc..

1. Address: 2950 Kraft Drive, Suite 500.

2. City, State, Zip: Nashville, TN 37204.

3. Phone/Fax: 615-346-3400

4. E-mail: cwilliams@icthomasson.com.

PART 2 PRODUCTS (NOT USED)

PART 3 EXECUTION (NOT USED)

December 14, 2015

Report of Geotechnical Exploration

National Guard Berry Field Refuel Project Nashville, Davidson County, Tennessee

GM&C Project No. GNAS150007

Berry Field Refuel Project December 14, 2015 GM&C Project No. GNAS150007 Page 1 of 5

PROJECT INFORMATION

Project Description

We understand the project will consist of constructing a new electrical control building for the Berry Field Refueling Station. The planned building is to be constructed using masonry (CMU) walls or a pre-cast concrete building will be set in place. The plan dimensions of the proposed structure are approximately 15-feet by 15-feet. At the time of this exploration, the site was clear and the surface was covered with asphalt. We have assumed that minimal cut/fill will be necessary to grade the electrical building area; however we were not provided with any grading information of the site or any finish floor elevations for the proposed building.

Design Information

Actual design loads have not been provided, so based on our experience with similar structures, we have assumed a maximum load of 0.75 kips per linear foot of wall. Once loading information becomes available, we request that it be provided to us so that we may evaluate our recommendations and provide revisions if necessary.

Purpose and Scope of Services

The purpose of this study was to evaluate the subsurface conditions at the site in order to develop recommendations for foundation design and site preparation. One soil boring was performed in the planned electrical building area. During the drilling the materials encountered consisted of medium consistency clays with varying amounts of sand.

The borings were advanced utilizing hollow-stem auger (HSA) drilling methods. Disturbed samples of the soils were obtained employing split-barrel sampling procedures and an automatic hammer in general accordance with the procedures for “Penetration Test and Split-Barrel Sampling of Soils” (ASTM D1586). All samples were identified according to project number, boring number and depth, and were placed in polyethylene plastic wrapping to protect against moisture loss.

SITE AND SUBSURFACE CONDITIONS

Site Description and Local Geology

At the time of this exploration, the area of Berry Field explored was between the buildings and fenced in vehicle storage facility. The location of the proposed building is currently covered with approximately 4-inches of asphalt. The site is relatively level and the existing utilities (data and electric) are inside the proposed footprint of the electrical building.

Published geologic information indicates that the site is underlain by the Ordovician-aged Bigby- Cannon Limestone Formation. The Bigby-Cannon formation typically consists of medium to light gray, coarse-grained, medium-bedded limestone with occasional shale partings and brown phosphate pellets. The limestone weathers to produce brownish silty clay soils, and the soil/rock interface can be highly irregular due to soil-filled slots extending deep into the rock mass and rock pinnacles protruding into the soil overburden layer.

The project site is located in a region that is underlain by soluble limestone bedrock. Although our site reconnaissance and exploration did not provide evidence of sinkholes or any karst activity, limestone bedrock solutions and cavities may form when exposed to groundwater that has become slightly acidic due to contact with organic soils. The weathering process is most active along pre-existing weaknesses within the limestone bedrock, such as bedding planes and enlarged, vertical joints that typically transect the bedrock surface in crisscrossing patterns.

GM&C Project No. GNAS150007 Page 2 of 5

Any construction project within this geologic setting must recognize that undetected cavities could exist within the subsurface. For instance, it has been our experience that undetected sinkholes are more likely to appear during construction activities once site drainage has been altered. Karst related activities are capable of causing ground subsidence and settlement of earth supported structures. If such indications are observed or suspected, the geotechnical engineer should be notified and subsurface exploration may be recommended for the suspect area. Any incipient sinkhole identified within the construction area will require remedial treatment in accordance with the geotechnical engineer’s recommendations based upon an inspection of the conditions on-site.

Subsurface Conditions

The subsurface conditions were explored by performing one soil boring (B-1) within the footprint of the proposed electrical building. The building was drilled to the auger refusal depth of 24.5 on December 1, 2015.

The boring encountered approximately 4-inches of asphalt and 8-inches of mineral aggregate base stone at the ground surface. Boring B-1 then encountered a layer of very stiff, possible fill material, lean CLAY (Unified Soil Classification System Symbol CL) to a depth of 2.5 feet. Standard Penetration Testing was performed and the SPT N-value for this layer was 33 blows per foot. Medium lean CLAY (CL) with varying amounts of sand and silt and SILTY CLAY (ML-CL) were then encountered to a depth of 19.5 feet. SPT N-values for these materials ranged from 5 to 7 blows per foot. At a depth of 19.5 feet the boring encountered very wet CLAY (CL and CH) to the auger refusal depth of 24.5 feet.

SPT N-value for these materials was 7 blows per foot. Limestone bedrock was encountered at the auger refusal depth of 24.5 feet. Auger refusal was likely on limestone bedrock.

The above subsurface description is of a generalized nature, provided to highlight the major soil strata encountered. The stratifications shown on the boring records represent the conditions only at the actual boring locations. Variations may occur and should be expected across the site. The stratifications represent the approximate boundary between subsurface materials and the transition may be gradual.

Laboratory Testing

Laboratory testing included visual classification of all samples and index tests performed on selected samples. The index tests included natural moisture content, Atterberg limits, and percent passing the number 200 sieve. All laboratory testing was performed in general accordance with ASTM procedures. A summary of the laboratory results is included in the appendix.

Groundwater

Groundwater was encountered in boring B-1 at a depth of approximately 23-feet at the time of drilling and the boring was backfilled with soil cuttings upon completion, so no delayed groundwater readings were taken. Fluctuation in the water table should be expected with variations in precipitation, surface run-off, evaporation, and other factors. Groundwater will not likely hinder shallow soil excavations; however, seepage will likely occur where sands are located above lower permeability soils and where fill materials are encountered.

GM&C Project No. GNAS150007 Page 3 of 5

EVALUATION AND RECOMMENDATIONS

Site Preparation

An area beneath the building pad and 5 beyond the foundation perimeter should be considered a “controlled area”. Initially, the site preparation in the controlled area should include the removal of the asphalt and all underground utilities. If the underground utilities are to remain in place, the owner will need to accept some additional risk of differential settlement of the building or cracking of the building slab. Below are two options depending upon the depth of the existing utilities to help reduce the possibility for the differential settlement and slab cracking.

Option 1

If the existing utilities are buried at a depth greater than 12-inches below the planned foundation bearing or bottom elevation of the slab, the utility trench backfill materials should be excavated to have a minimum of 12-inches of stone beneath the trench fill material or the utility lines and the bottom of concrete. The 12-inches of stone should consist of 6-inches of an open graded stone such as a No. 57 stone and 6-inches of compacted dense graded aggregate (DGA). See the illustration shown below.

Option 2

If the existing utilities are buried a depth less than 12-inches below the planned foundation bearing or bottom of concrete elevation of the slab, the utility trench fill materials should be removed and replaced with additional concrete. The concrete placed to encapsulate the utilities up to the planned foundation bearing or bottom of concrete elevation may be placed as CLSM (Controlled Low Strength Material) or lean concrete up to the planned foundation bearing or bottom of concrete elevation.

GM&C Project No. GNAS150007 Page 4 of 5

Positive surface drainage should be maintained in this area to promote runoff of any surface water.

Fill required to bring the site to grade should meet the criteria outlined in the Compacted Fill section of this report.

Foundations

The soil conditions encountered at the site are fairly consistent from the ground surface to the auger refusal depth of 24.5 feet. We recommend that the building be supported by a monolithic thickened slab. The monolithic thickened slab should be designed for a maximum bearing pressure of 1,500 pounds per square foot. GMC was not provided with grading or a finish floor elevation for the proposed building, however the thickened edges around the perimeter of the building should bear at a minimum of 12-inches below the finish grade elevation and be supported by a minimum of 6-inches of compacted dense graded aggregate (DGA). The slab portion of the monolithic slab should be a minimum of 6-inches thick and be supported by a minimum of 6-inches of compacted dense graded aggregate. The dense graded aggregate (DGA) stone should be prepared in accordance with the requirements of the Compacted Fill section of this report.

The geotechnical engineer or his representative should observe all foundation excavations. The engineer can provide geotechnical guidance to the owner’s design team should any unforeseen foundation problems develop during construction. If any areas of foundation surfaces prove to be unsuitable, the foundation should be over-excavated. The over-excavated area should be backfilled with a CLSM (Controlled Low Strength Material) or lean concrete to the planned foundation bearing depth.

Foundation concrete should be placed the same day footings are excavated or as soon as possible so that the foundation bearing soils can remain near the existing moisture content. Foundation bearing surfaces should not be disturbed or left exposed during inclement weather. Saturation of the on-site soils can cause a loss of strength and increased compressibility. Excavations for footings should be hand cleaned to remove any loose soil or mud from the foundation bearing surface. If concreting is not possible immediately after excavation, we recommend that a thin layer (approximately 2 inches) of lean concrete or flowable fill be placed on the bearing surface for protection after we have observed and evaluated the exposed bearing surfaces.

We recommend that the bearing material in the bottoms of footing or mat excavations be thoroughly compacted with a “jumping jack-type” compactor prior to concrete placement.

Compacted Fill

Soil fill should be placed in loose lifts not exceeding 8 inches in thickness. The soil fill should be compacted to a minimum of 98 percent of the soil’s standard Proctor maximum dry density (per ASTM D-698). The moisture content at the time of placement and compaction should be within 3 percentage points of the soil’s optimum moisture content as determined by ASTM D-698.

Structural fill is defined as inorganic natural soils with a maximum particle size of 3 inches or less, and a maximum dry density of at least 100 pounds per cubic foot (pcf) when tested by the standard Proctor method (ASTM D-698). Also, the material should have a liquid limit of less than 50, and a plasticity index of less than 25. Prior to construction, testing of proposed fill materials would be needed to confirm compliance with the above criteria, and to assess the soil compaction characteristics. Fill placement should be monitored and tested during construction by experienced engineering technicians. Field density tests should be conducted as required to document compaction requirements with a minimum of three tests conducted for every lift of fill placed. Any area failing to achieve the required compaction should be re-compacted and retested.

GM&C Project No. GNAS150007 Page 5 of 5

LIMITATIONS OF REPORT

The preliminary recommendations submitted are based on the available soil information obtained by GM&C and the general concept of what is planned for the site. Once plans for the site are developed, they should be reviewed and the need for additional geotechnical exploration, laboratory tests, and analyses determined. If deviations from the subsurface conditions noted in this report are encountered during construction, we should be notified immediately to determine if changes in the foundation, or other, recommendations are required. If GM&C is not retained to perform these functions, GM&C cannot be responsible for the impact of those conditions on the performance of the project.

The geotechnical engineer warrants that the findings, recommendations, specifications, or professional advice contained herein have been made in accordance with generally accepted professional geotechnical engineering practices in the local area. No other warranties are implied or expressed.

We emphasize that this report was prepared for preliminary design and informational purposes only and may not be sufficient to prepare an accurate construction budget. Contractors reviewing this report should acknowledge that the discussions and recommendations contained herein are for design and informational purposes only. A more comprehensive exploration and testing program would be required to assist the contractor in preparing construction budgets. In no case should this report be utilized as a substitute for specific earthwork specifications.

The information contained in this report is not intended, nor is sufficient, to aid in the design of segmental or mechanically stabilized earth (MSE) retaining walls. Segmental or MSE wall designers and builders should not rely on this report and should perform independent analysis to determine all necessary soil characteristics for use in their wall design, including but not limited to, soil shear strengths, bearing capacities, global stability, etc.

APPENDIX

Boring Location Plan Soil Classification Chart

Boring Record Summary of Laboratory Results Field and Laboratory Procedures

GRAVEL

AND

GRAVELLY

SOILS

CLAYEY GRAVELS, GRAVEL - SAND -

CLAY MIXTURES

WELL-GRADED SANDS, GRAVELLY

SANDS, LITTLE OR NO FINES

POORLY-GRADED SANDS,

GRAVELLY SAND, LITTLE OR NO

FINES

PEAT, HUMUS, SWAMP SOILS WITH

HIGH ORGANIC CONTENTS

LETTERGRAPH

SYMBOLS

MAJOR DIVISIONS

COARSE

GRAINED

SOILS

TYPICAL

DESCRIPTIONS

WELL-GRADED GRAVELS, GRAVEL -

SAND MIXTURES, LITTLE OR NO

FINES

POORLY-GRADED GRAVELS,

GRAVEL - SAND MIXTURES, LITTLE

OR NO FINES

SILTY GRAVELS, GRAVEL - SAND -

SILT MIXTURES

CLEAN

GRAVELS

GRAVELS WITH

FINES

CLEAN SANDS

(LITTLE OR NO FINES)

SANDS WITH

FINES

LIQUID LIMIT

LESS THAN 50

LIQUID LIMIT

GREATER THAN 50

HIGHLY ORGANIC SOILS

NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS

GW

GP

GM

GC

SW

SP

SM

SC

ML

CL

OL

MH

CH

OH

PT

SILTY SANDS, SAND - SILT

MIXTURES

CLAYEY SANDS, SAND - CLAY

MIXTURES

INORGANIC SILTS AND VERY FINE

SANDS, ROCK FLOUR, SILTY OR

CLAYEY FINE SANDS OR CLAYEY

SILTS WITH SLIGHT PLASTICITY

INORGANIC CLAYS OF LOW TO

MEDIUM PLASTICITY, GRAVELLY

CLAYS, SANDY CLAYS, SILTY

CLAYS, LEAN CLAYS

ORGANIC SILTS AND ORGANIC

SILTY CLAYS OF LOW PLASTICITY

INORGANIC SILTS, MICACEOUS OR

DIATOMACEOUS FINE SAND OR

SILTY SOILS

INORGANIC CLAYS OF HIGH

PLASTICITY

SILTS

AND

CLAYS

MORE THAN 50%

OF MATERIAL IS

LARGER THAN

NO. 200 SIEVE

SIZE

MORE THAN 50%

OF MATERIAL IS

SMALLER THAN

NO. 200 SIEVE

SIZE

MORE THAN 50%

OF COARSE

FRACTION

PASSING ON NO.

4 SIEVE

MORE THAN 50%

OF COARSE

FRACTION

RETAINED ON NO.

4 SIEVE

SOIL CLASSIFICATION CHART

(APPRECIABLE

AMOUNT OF FINES)

(APPRECIABLE

AMOUNT OF FINES)

(LITTLE OR NO FINES)

FINE

GRAINED

SOILS

SAND

AND

SANDY

SOILS

SILTS

AND

CLAYS

ORGANIC CLAYS OF MEDIUM TO

HIGH PLASTICITY, ORGANIC SILTS

SS

SS

SS

SS

SS

SS

SS

SS

10-19-14 (33)

8-10-5 (15)

3-3-3 (6)

2-2-5 (7)

2-2-5 (7)

2-2-3 (5)

3-3-4 (7)

0-50/1"

2.5

2.25

2.75

2.5

1.5

Approximately 4-inches of Asphalt Approximatley 8-inches of Mineral Aggregate Base Stone LEAN CLAY (CL), yellowish-brown, stiff

LEAN CLAY (CL), reddish-yellow, medium

LEAN CLAY (CL), brown, medium

LEAN CLAY with SAND (CL), brown, medium

SILTY CLAY (ML-CL), reddish-brown, medium

SANDY LEAN CLAY (CL), pale yellow, medium

FAT CLAY (CH), yellow, soft

Boring was terminated at 24.5 feet.

NOTES

GROUND ELEVATION

LOGGED BY A. Sorace

DRILLING METHOD CME 55, Auto-Hammer, HSA w/SPT AT TIME OF DRILLING 23.00 ft

AT END OF DRILLING ---

AFTER DRILLING ---

HOLE SIZE 5.25"

DRILLING CONTRACTOR Tri State Drilling GROUND WATER LEVELS:

CHECKED BY B. Bodner

DATE STARTED 12/1/15 COMPLETED 12/1/15

ATTERBERG

LIMITS

S A

M P

LE

T

Y P

E N

U M

B E

R

F

IN

E S

C O

N T

E N

T

R E

C O

V E

R Y

(R

Q D

B

LO

W C

O U

N T

S (N

V A

LU

E

P O

C K

E T

P E

N

(t sf

D E

P T

H (f t)

E

LE

V A

T

IO

N (f t)

D R

Y U

N

IT

W T

(p cf

M O

IS

T

U R

E C

O N

T E

N T

LI

Q

U

ID

LI

M

IT

P

LA

S T

IC

LI

M

IT

P

LA

S T

IC

IT

Y

IN

D E

X P

LA

S

T

IC

IT

Y

IN

D

E X

E

LE

V A

T

IO

N (f t)

G R

A P

H

IC

LO

G

MATERIAL DESCRIPTION

BORING NUMBER B-1

CLIENT Goodwyn Mills Cawood

PROJECT NUMBER GNAS150007

PROJECT NAME TN National Guard Berry Field

PROJECT LOCATION Nashville, Tennessee

1.

G

M C

B O

R

IN

G S

G N

A S

T

N N

A T

IO

N

A G

U A

R D

B E

R R

Y F

IE

LD

.G P

J G

IN

T

U S

L A

B .G

D T

2/

/1

B-1 2.5-3.0 37 18 19 0.075 89 14.2 CL

B-1 10-10.5 39 16 23 0.075 76 20.2 CL

B-1 15-15.5 23.0

B-1 20-20.5 22.9

Specific Gravity

Plastic Limit

Plasticity Index

%<#200 Sieve

Liquid LimitDepth

Natural Moisture

Borehole

Max. Sieve Size Tested

(mm)

SUMMARY OF LABORATORY RESULTS

Class-ification

Opt.

Moisture Content

Max Dry Density

(pcf)

CLIENT Goodwyn Mills Cawood

PROJECT NUMBER GNAS150007

PROJECT NAME TN National Guard Berry Field

PROJECT LOCATION Nashville, Tennessee

1.

U

S C

S S

U M

M A

R Y

G N

A S

T

N N

A T

IO

N

A G

U A

R D

B E

R R

Y F

IE

LD

.G P

J G

IN

T

U S

L A

B .G

D T

/1

/1

0 20 40 60 80 100

ATTERBERG LIMITS' RESULTS

LEAN CLAY(CL)

LEAN CLAY with SAND(CL)

B-1

B-1

ML

CL

MH

CH

Specimen Identification

CL-ML

P L A S T I C I T Y

I N D E X

LIQUID LIMIT

Fines Classification

LL PL PI

2.5-3.0

10.0-10.5

CLIENT Goodwyn Mills Cawood

PROJECT NUMBER GNAS150007

PROJECT NAME TN National Guard Berry Field

PROJECT LOCATION Nashville, Tennessee

2.

A

T T

E R

B E

R G

L

IM

IT

S

G N

A S

T

N N

A T

IO

N

A G

U A

R D

B E

R R

Y F

IE

LD

.G P

J G

IN

T

U S

L A

B .G

D T

/1

/1

FIELD TEST PROCEDURES

General

The general field procedures employed by Goodwyn, Mills and Cawood, Inc. (GM&C), are summarized in the American Society for Testing and Materials (ASTM) Standard D420 which is entitled "Investigating and Sampling Soil and Rock". This recommended practice lists recognized methods for determining soil and rock distribution and groundwater conditions. These methods include geophysical and in-situ methods as well as borings.

The detailed collection methods used during this exploration are presented in the following paragraphs.

Standard Drilling Techniques

General: To obtain subsurface samples, borings are drilled using one of several alternate techniques depending upon the subsurface conditions. These techniques are:

In Soils:

a) Continuous hollow stem augers.

b) Rotary borings using roller cone bits or drag bits, and water or drilling mud to flush the hole.

c) "Hand" augers.

In Rock:

a) Core drilling with diamond-faced, double or triple tube core barrels.

b) Core boring with roller cone bits.

Hollow Stem Auger: A hollow stem augers consists of a hollow steel tube with a continuous exterior spiral flange termed a flight. The auger is turned into the ground, returning the cuttings along the flights. The hollow center permits a variety of sampling and testing tools to be used without removing the auger.

Rotary Borings: Rotary drilling involves the use of roller cone or drag type drill bits attached to the end of drill rods. A flushing medium, normally water or bentonite slurry, is pumped through the rods to clear the cuttings from the bit face and flush them to the surface. Casing is sometimes set behind the advancing bit to prevent the hole from collapsing and to restrict the penetration of the drilling fluid into the surrounding soils. Cuttings returned to the surface by the drilling fluid are typically collected in a settling tank, to allow the fluid to be recirculated.

Hand Auger Boring: Hand auger borings are advanced by manually twisting a 4” diameter steel bucket auger into the ground and withdrawing it when filled to observe the sample collected. Post hole diggers are sometimes used in lieu of augers to obtain shallow soil samples. Occasionally these hand auger borings are used for driving 3 inch diameter steel tubes to obtain intact soil samples.

Core Drilling: Soil drilling methods are not normally capable of penetrating through hard cemeted soil, weathered rock, coarse gravel or boulders, thin rock seams, or the upper surface of sound, continuous rock.

Material that cannot be penetrated by auger or rotary soil-drilling methods at a reasonable rate is designated as “refusal material”. Core drilling procedures are required to penetrate and sample refusal materials.

Prior to coring, casing may be set in the drilled hole through the overburden soils, to keep the hole from caving and to prevent excessive water loss. The refusal materials are then cored according to ASTM D2113 using a diamond studded bit fastened to the end of a hollow, double or triple tube core barrel. This device is rotated at high speeds, and the cuttings are brought to the surface by circulating water. Core samples of the material penetrated are protected and retained in the swivel-mounted inner tube. Upon completion of each drill run, the core barrel is brought to the surface, the core recovery is measured, and the core is placed, in sequence, in boxes for storage and transported to our laboratory.

Sampling and Testing in Boreholes

General: Several techniques are used to obtain samples and data in soils; however the most common methods in this area are:

a) Standard Penetrating Testing

b) Water Level Readings

These procedures are presented below. Any additional testing techniques employed during this exploration are contained in other sections of the Appendix.

Standard Penetration Testing: At regular intervals, the drilling tools are removed and soil samples obtained with a standard 2 inch diameter split tube sampler connected to an A or N-size rod. The sampler is first seated 6 inches to penetrate any loose cuttings, and then driven an additional 12 inches with blows of a 140 pound safety hammer falling 30 inches. Generally, the number of hammer blows required to drive the sampler the final 12 inches is designated the "penetration resistance" or "N" value, in blows per foot (bpf). The split barrel sampler is designed to retain the soil penetrated, so that it may be returned to the surface for observation.

Representative portions of the soil samples obtained from each split barrel sample are placed in jars, sealed and transported to our laboratory.

The standard penetration test, when properly evaluated, provides an indication of the soil strength and compressibility. The tests are conducted according to ASTM Standard D1586. The depths and N-values of standard penetration tests are shown on the Boring Records. Split barrel samples are suitable for visual observation and classification tests but are not sufficiently intact for quantitative laboratory testing.

Water Level Readings: Water table readings are normally taken in the borings and are recorded on the Boring Records. In sandy soils, these readings indicate the approximate location of the hydrostatic water table at the time of our field exploration. In clayey soils, the rate of water seepage into the borings is low and it is generally not possible to establish the location of the hydrostatic water table through short term water level readings.

Also, fluctuation in the water table should be expected with variations in precipitation, surface run-off, evaporation, and other factors. For long-term monitoring of water levels, it is necessary to install piezometers.

The water levels reported on the Boring Records are determined by field crews immediately after the drilling tools are removed, and several hours after the borings are completed, if possible. The time lag is intended to permit stabilization of the groundwater table which may have been disrupted by the drilling operation.

Occasionally the borings will cave-in, preventing water level readings from being obtained or trapping drilling water above the cave-in zone. The cave-in depth is measured and recorded on the Boring Records.

Boring Records

The subsurface conditions encountered during drilling are reported on a field boring record prepared by the Driller. The record contains information concerning the boring method, samples attempted and recovered, indications of the presence of coarse gravel, cobbles, etc., and observations of ground water. It also contains the driller's interpretation of the soil conditions between samples. Therefore, these boring records contain both factual and interpretive information. The field boring records are kept on file in our office.

After the drilling is completed, a geotechnical professional classifies the soil samples and prepares the final Boring Records which are the basis for all evaluations and recommendations. The following terms are taken from ASTM D2487 or Deere's Technical Description of Rock Cores for Engineering Purposes, Rock Mechanical Engineering Geology 1, pp. 18-22.

Relative Density of Cohesionless Soils

From Standard Penetration Test Consistency of Cohesive Soils

Very Loose < 4 bpf

Loose 5 - 10 bpf

Medium 11 - 30 bpf

Dense 31 - 50 bpf

Very Dense > 50 bpf

(bpf = blows per foot, ASTM D 1586)

Very Soft < 2 bpf

Soft 3 - 4 bpf

Medium 5 - 8 bpf

Stiff 9 - 15 bpf

Very Stiff 16 - 30 bpf

Hard > 30 bpf

Relative Hardness of Rock Particle Size Identification

Very Soft Hard Rock disintegrates or easily compresses to touch; can be hard to very hard soil.

Soft May be broken with fingers.

Moderately Soft May be scratched with a nail, corners and edges may be broken with fingers.

Moderately Hard Light blow of hammer required to break samples.

Hard Hard blow of hammer required to break sample.

Boulders Larger than 12"

Cobbles 3" - 12"

Gravel Coarse 3/4" - 3" Fine 4.76mm - 3/4"

Sand Coarse 2.0 - 4.76 mm Medium 0.42 - 2.00 mm Fine 0.42 - 0.074 mm

Fines (Silt or Clay) Smaller than 0.074 mm

Rock Continuity Relative Quality of Rocks

RECOVERY = Total Length of Core x 100 % Length of Core Run

RQD = Total core, counting only pieces > 4" long x 100 % Length of Core Run

Description Core Recovery %

Incompetent Less than 40

Competent 40 -

Fairly Continuous 71

- 90

Continuous 91 -

Description RQD %

Very Poor 0 - 25 %

Poor 25 - 50 %

Fair 50 - 75 %

Good 75 - 90 %

Excellent 90 - 100 %

LABORATORY TESTING

GENERAL

The laboratory testing procedures employed by Goodwyn, Mills and Cawood, Inc. (GM&C) are in general accordance with ASTM standard methods and other applicable specifications. Several test methods, described together with others in this Appendix, were used during the course of this exploration.

SOIL CLASSIFICATION

Soil classifications provide a general guide to the engineering properties of various soil types and enable the engineer to apply his past experience to current problems. In our investigations, samples obtained during drilling operations are examined in our laboratory and visually classified by an engineer. The soils are classified according to consistency (based on number of blows from standard penetration tests), color and texture. These classification descriptions are included on our "Boring Records".

The classification system discussed above is primarily qualitative and for detailed soil classification two laboratory tests are necessary; grain size tests and plasticity tests. Using these test results the soil can be classified according to the AASHTO or Unified Classification Systems (ASTM D-2487). Each of these classification systems and the in-place physical soil properties provides an index for estimating the soil's behavior. The soil classification and physical properties obtained are presented in this report.

POCKET PENETROMETER TEST

A pocket penetrometer test is performed by pressing the tip of a small, spring-loaded penetrometer with even pressure to a prescribed depth into a soil sample. This test yields a value for unconfined compressive strength which may be correlated with unconfined compressive strengths obtained by other laboratory methods.

MOISTURE CONTENT

Moisture contents are determined from representative portions of the specimen. The soil is dried to a constant weight in an oven at 100o C and the loss of moisture during the drying process is measured. From this data, the moisture content is computed.

ATTERBERG LIMITS

Liquid Limit (LL), Plastic Limit (PL) and Shrinkage Limit (SL) tests are performed to aid in the classification of soils and to determine the plasticity and volume change characteristics of the materials. The Liquid Limit is the minimum moisture content at which a soil will flow as a heavy viscous fluid. The Plastic Limit is the minimum moisture content at which the soil behaves as a plastic material. The Shrinkage Limit is the moisture content below which o further volume change will take place with continued drying. The Plasticity Index (PI) is the numeric difference of Liquid Limit and Plastic Limit and indicates the range of moisture content over which a soil remains plastic. These tests are performed in accordance with ASTM D-4318, D-4943 and D-427.

Summary of Work Section 01 11 00 Page 1

SECTION 01 11 00

SUMMARY OF WORK

PART 1 GENERAL

1.01 RELATED DOCUMENTS

A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and other Specification Sections, apply to this Section.

1.02 SUBMITTALS

A. Government approval is required for submittals with a "G" designation; submittals not having a "G" designation are for information only. A designation following the "G" designation, if used, will identify the office that will review the submittal for the Government. A designation of "AE" will be used for Designer of Record review and a designation of "COR" will be used for Contracting Officer's Representative review.

Submit the following in accordance with Section 01 33 00 SUBMITTAL

PROCEDURES:

1. SD-01 Preconstruction Submittals

a. Salvage Plan; G, COR

1.03 INTENT OF THE CONTRACT DOCUMENTS

A. If conflicts or discrepancies arise within or between any of the Contract Documents involving the quantity or quality of work required it is the intention of the Contract that the work of greater quality or quantity shown or specified be furnished. It is the responsibility of the Contractor to bring any such conflicts or discrepancies to the attention of the Contracting Officer so they may be clarified by addendum prior to the opening of bids.

B. Regardless of use of the word “all” in the Contract Documents, coverage is intended to be complete; except where partial coverage is specifically and expressly noted. In all cases where an item is referred to in the singular, it is intended that the reference apply to as many such items as are required to complete the work. Words such as “install,” “provide,” “furnish,” and “supply” will be construed as meaning complete unless otherwise modified by additional information.

1.04 WORK COVERED BY CONTRACT DOCUMENTS

A. The term “Work” includes, but is not limited to, all labor, workmanship, and manufacturing necessary to produce the construction required by the Contract Documents, and all materials and equipment incorporated in that construction in accordance with the accompanying project drawings and specifications, except for work which is expressly noted as not included in the Contract.

B. Project Identification

1. Project Number: 47150045

2. Project location: Nashville, TN

3. Owner: United States Property and Fiscal Office (USPFO)

Summary of Work Section 01 11 00 Page 2

4. Designer of Record: Goodwyn, Mills, and Cawood, Inc.

C. Project Description

1. The following is a general description of the project and does not outline in detail all work required to produce the construction required by the Contract Documents. The Contractor is required to perform all work required to meet the Owner’s intent for the project. The Project consists of an existing fuel station that was decommissioned and is currently out of service. The tanks, pumps, and other appurtenances are still intact and TNARNG has designed a project to re-commission the system for re-fueling of equipment. Existing electrical infrastructure, including power and controls, was disconnected and removed from a building that was remodeled. It was cut off near the proposed location of a pre-fabricated building. There is currently no power to the fuel station and a control system does not currently exist. The original building will not power or control the fuel station and a new electrical service and control system will be required as part of this project. The project also includes any incidental related work.

D. Project Location

1. The work is located at Berry Air Field, 1 Terminal Drive, Nashville, TN 37214, approximately as indicated. The exact location will be shown by the Contracting Officer.

1.05 PRODUCT OPTIONS AND SUBSTITUTIONS

A. Requests for substitutions will be submitted to the Contracting Officer in a suitable format approved by the same. Substitute products will not be ordered or installed without written approval or acceptance by the Contracting Officer. Contractor assumes all risk associated with premature ordering and installation of substitute products.

B. Specifically named manufacturers, products, systems, and descriptive characteristics used in the contract documents normally serve only to establish a level of quality and a performance standard. Unless specific restriction is placed upon an item in the specifications, the contractor may submit proposals for substitutions. The Government reserves the right to disallow substitutions. The Contractor assumes risk associated with possible rejection of proposals for substitution submitted during the life of the contract.

C. Delays caused by tardiness of the Contractor in preparing and forwarding submittals do not constitute an acceptable basis for consideration of substitute products. Delays due to factors that were in effect prior to project bidding do not constitute an acceptable basis for consideration of substitute products.

D. When a substitution is approved that does not conform to technical criteria specified in the Contract Documents the Government will be due the difference in material costs between the substitution and the most similar product that meets specifications of the Contract Documents.

E. When making requests for substitutions, the Contractor assumes the following responsibilities:

Summary of Work Section 01 11 00 Page 3

1. To have personally investigated the substitute product and determined it is equal or superior in all respects to that specified;

2. To provide the same warranty for the substitute product that the Contractor would for that specified;

3. To provide complete cost data, and waive all claims for additional costs related to substitution; and,

4. To coordinate installation of the accepted substitute, making such changes as may be required for Work to be complete in all respects.

1.06 OCCUPANCY OF PREMISES

A. Building(s) will be occupied during performance of work under this Contract. Before work is started, arrange with the Contracting Officer a sequence of procedure, means of access, space for storage of materials and equipment, and use of approaches, corridors, and stairways.

B. Existing buildings and their contents must be kept secure at all times. Provide temporary closures as required to maintain security as directed by the Contracting Officer. Provide dust covers or protective enclosures to protect existing work that remains along with any Government material, equipment, furniture, and flooring located in the Project Site during the construction period. Relocate movable furniture approximately 6 feet away from the Contractor's working area as required to perform the work, protect the furniture, and replace the furniture in its original location[s] upon completion of the work. Leave attached equipment in place, and protect against damage, or temporarily disconnect, relocate, protect, and reinstall at the completion of the work. The Contractor is responsible for the full cost of replacement of soiled or damaged Government property including, but not limited to, that mentioned above.

C. Use of the Site

1. Limit use of the premises to work and circulation routes in areas indicated in the Contract Drawings. Confine operations to areas within limits indicated in the Contract. Do not disturb portions of the site beyond areas in which Work is indicated.

2. Allow for Government access and use of the building(s) and all adjacent buildings and areas. The Government will coordinate with the Contractor to allow access to the areas of Work per the approved construction schedule.

3. Keep driveways and entrances serving the premises clear and available to the Government, the Government’s employees, and emergency vehicles at all times. Do not use these areas for parking or storage of materials. Schedule deliveries to minimize space and time requirements for storage of materials and equipment on site.

D. Partial Government Occupancy

1. The Government reserves the right to occupy and to place and install equipment in completed areas of the building and site prior to Substantial Completion, provided such occupancy does not interfere with completion of the Work. Such placing of equipment and partial occupancy will not constitute acceptance of the total Work.

Summary of Work Section 01 11 00 Page 4

2. The Government may occupy the building throughout the progress of the Work. The Government will vacate areas temporarily as necessary to allow progress of the Work in designated areas, then reoccupy those areas as the Contractor deems them complete.

1.07 EXISTING WORK

A. In addition to FAR 52.236-9, Protection of Existing Vegetation, Structures, Equipment, Utilities, and Improvements:

1. Remove or alter existing work in such a manner as to prevent injury or damage to any portions of the existing work which remain.

2. Repair or replace portions of existing work which have been altered during construction operations to match existing or adjoining work, as approved by the Contracting Officer. At the completion of operations, existing work must be in a condition equal to or better than that which existed before new work started.

1.08 UTILITY CUTOVERS AND INTERRUPTIONS

A. Make utility cutovers and interruptions after normal working hours or on Saturdays, Sundays, and Government holidays. Conform to procedures required in Section 01 30 00 for “Working Hours.”

B. Ensure that new utility lines are complete, except for the connection, before interrupting existing service.

C. Interruption to water, sanitary sewer, storm sewer, telephone service, electric service, air conditioning, heating, fire alarm, compressed air, and any other identified by the Contracting Officer are considered utility cutovers pursuant to Section 01 30 00 for “Working Hours.”

1.09 LOCATION OF UNDERGROUND UTILITIES

A. The term “utilities” will be understood to include but not be limited to: water lines, gas lines, sanitary sewers, storm sewers, electric power lines, communication lines, and appurtenances such as: manholes, catch basins, fire hydrants, valves, junction boxes, and switches.

B. Permits

1. Obtain digging permits prior to start of excavation, and comply with Installation requirements for locating and marking underground utilities. Contact local utility locating service a minimum of 72 hours prior to excavating, to mark utilities, and within sufficient time required if work occurs on a Monday or after a Holiday. Verify existing utility locations indicated on contract drawings, within area of work.

C. Utilities Not Located by Local Utility Companies

1. Identify and mark all other utilities not managed and located by the local utility companies. Scan the construction site with Ground Penetrating Radar (GPR), electromagnetic, or sonic equipment, and mark the surface of the ground or paved surface where existing underground utilities are discovered. Verify the

Summary of Work Section 01 11 00 Page 5 elevations of existing piping, utilities, and any type of underground obstruction not indicated, or specified to be removed, that is indicated or discovered during scanning, in locations to be traversed by piping, ducts, and other work to be conducted or installed. Verify elevations before installing new work closer than nearest manhole or other structure at which an adjustment in grade can be made.

D. Notification Prior to Excavation

1. Notify the Contracting Officer at least 48 hours prior to starting any excavation work.

E. Unknown Utility Lines

1. In performing work under this Contract it is possible that unknown utility lines may be encountered. Such lines may have been or will be abandoned, may be inactive lines that are desired to be preserved for future use, or are active lines that will be preserved and either relocated or replaced.

2. If lines are found to have been abandoned, remove them to the extent necessary, as determined by the Contracting Officer, at no additional cost to the Government. If it is found desirable or necessary to preserve the lines, whether inactive or active, they will be capped off, relocated, or replaced, as directed by the Contracting Officer. If work associated with preserving the lines increases the quantity of work beyond that included in the Contract Documents, the Contract Amount will be equitably adjusted, by modification, in accordance with provisions of the Contract for changes in work.

1.10 CONCEALED MAN-MADE STRUCTURES

A. In performing work under this Contract it is possible that the Contractor may encounter concealed man-made structures or conditions not revealed in the Contract documents and not otherwise detectable by a reasonable inspection of the site.

Existing structures or conditions may have been or will be abandoned or may be desired to be preserved for future use.

B. Should such structures or conditions be encountered the Contractor will proceed at the direction of the Contracting Officer and either remove or preserve the structures depending on that direction. If complying with the Contracting Officer’s direction causes a change in the quantity of Work outside of that described in the Contract Documents, the Contract amount will be equitably adjusted, by modification, in accordance with provisions of the Contract for changes in work.

1.11 SALVAGE MATERIAL AND EQUIPMENT

A. Items designated by the Contracting Officer to be salvaged remain the property of the Government. Segregate, itemize, deliver and off-load the salvaged property at the Government designated storage area located within 5 miles of the construction site.

B. Provide a salvage plan, listing material and equipment to be salvaged, and their…