A07.01_-_RFP_Atch_6__2017-086_HILL_AFB_LOT_3_IMPROVEMENTS_SPECS_RTA_SUBMITTAL_05_JULY_2018_REVIEW.pdf

Lot 3 Improvements Defense Logistics Agency Defense Distribution Depot Hill AFB Ogden, Utah USACE Project Number: KRSM178017 Solicitation Number: W91238–18-R-0059 AF Legacy PJT Number: KRSM178017

Ready to Advertise

Specifications

05 July 2018

US Army Corps of Engineers Charleston District

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Lot 3 Improvements JULY 2018 DLA, Defense Distribution Depot Hill AFB Ogden, Utah

PROJECT TABLE OF CONTENTS

DIVISION 00 - PROCUREMENT AND CONTRACTING REQUIREMENTS

00 31 00 AVAILABLE PROJECT INFORMATION

DIVISION 01 - GENERAL REQUIREMENTS

01 00 00 GENERAL REQUIREMENTS

01 11 00 SUMMARY OF WORK

01 32 01 PROJECT SCHEDULE

01 33 00 SUBMITTAL PROCEDURES

01 35 26 GOVERNMENTAL SAFETY REQUIREMENTS

01 42 00 SOURCES FOR REFERENCE PUBLICATIONS

01 45 00.00 10 QUALITY CONTROL SYSTEM (QCS)

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

01 45 35 SPECIAL INSPECTIONS

01 50 00 TEMPORARY CONSTRUCTION FACILITIES AND CONTROLS

01 57 19 TEMPORARY ENVIRONMENTAL CONTROLS

01 62 35 RECYCLED / RECOVERED MATERIALS

01 74 19 CONSTRUCTION AND DEMOLITION WASTE MANAGEMENT

01 78 00 CLOSEOUT SUBMITTALS

01 78 23 OPERATION AND MAINTENANCE DATA

DIVISION 03 - CONCRETE

03 20 00.00 10 CONCRETE REINFORCING

03 30 00 CAST-IN-PLACE CONCRETE

DIVISION 09 - FINISHES

09 90 00 PAINTS AND COATINGS

DIVISION 13 - SPECIAL CONSTRUCTION

13 34 19 METAL BUILDING SYSTEMS

13 48 00 SEISMIC PROTECTION FOR MISCELLANEOUS EQUIPMENT

DIVISION 26 - ELECTRICAL

26 05 48.00 10 SEISMIC PROTECTION FOR ELECTRICAL EQUIPMENT

26 20 00 INTERIOR DISTRIBUTION SYSTEM

26 51 00 INTERIOR LIGHTING

26 56 00 EXTERIOR LIGHTING

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 19 FIELD MOLDED SEALANTS FOR SEALING JOINTS IN RIGID

PAVEMENTS

32 11 24 GRADED CRUSHED AGGREGATE BASE COURSE FOR PAVEMENT

32 12 17 HOT MIX BITUMINOUS PAVEMENT

32 13 13.06 PORTLAND CEMENT CONCRETE PAVEMENT FOR ROADS AND SITE

FACILITIES

PROJECT TABLE OF CONTENTS Page 1

32 31 13.53 HIGH-SECURITY CHAIN LINK FENCES AND GATES

32 92 19 SEEDING

DIVISION 33 - UTILITIES

33 40 00 STORM DRAINAGE UTILITIES

33 71 02 UNDERGROUND ELECTRICAL DISTRIBUTION

DIVISION 34 - TRANSPORTATION

34 11 20 SITE EQUIPMENT

-- End of Project Table of Contents --

PROJECT TABLE OF CONTENTS Page 2

SECTION TABLE OF CONTENTS

DIVISION 00 - PROCUREMENT AND CONTRACTING REQUIREMENTS

SECTION 00 31 00

AVAILABLE PROJECT INFORMATION

PART 1 GENERAL

1.1 Existing Conditions

-- End of Section Table of Contents --

DOCUMENT 00 31 00 Page 1

SECTION 00 31 00

AVAILABLE PROJECT INFORMATION

PART 1 GENERAL

1.1 Existing Conditions

Certain information relating to existing surface and subsurface conditions and structures is available to bidders but will not be part of the Contract Documents.

A. GEOTECH Report, Hill AFB Lot 3, dated October 2017.

For convenience, a copy of each follows the end of this Section.

-- End of Section --

DOCUMENT 00 31 00 Page 2

TABLE OF CONTENTS

EXECUTIVE SUMMARY.. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 1

SCOPE. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 2

SITE CONDITIONS. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 2

FIELD STUDY.. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 3

SUBSURFACE CONDITIONS.. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 4

SUBSURFACE WATER. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 5

PROPOSED CONSTRUCTION. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 6

FOUNDATION RECOMMENDATIONS.. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 7 A. Site Grading. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 7 B. Foundations. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 10 C. Concrete Slab-on-Grade. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 11 D. Lateral Earth Pressures.. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 12 E. Seismicity, Faulting and Liquefaction. . . . . . . . . . . . . . . . . . . . . Page 13 F. Water Soluble Sulfates and Corrosion Potential. . . . . . . . . . . . . . Page 14

PROBABLE CAUSE OF PAVEMENT DISTRESS. . . . . . . . . . . . . . . . . . . . . . . . Page 15 A. Pavement Thickness. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 15 B. Age of Pavement. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 15

PAVEMENT RECOMMENDATIONS. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 15 A. Pavement Reconstruction. . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 15 B. Asphaltic Concrete Overlay.. . . . . . . . . . . . . . . . . . . . . . . . . . . Page 18 C. Portland Cement Concrete Overlay. . . . . . . . . . . . . . . . . . . . . . Page 20

PRECONSTRUCTION MEETING.. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 21

LIMITATIONS.. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 22

FIGURES

SITE LOCATIONS FIGURE 1

EXPLORATORY BORING LOCATIONS

- PROPOSED BUILDING 845 DOCK FIGURE 2

EXPLORATORY BORING LOGS - LOT 2 & 3 FIGURES 3-4

EXPLORATORY BORING LOGS

- PROPOSED BUILDING 845 DOCK FIGURE 5

EXPLORATORY BORING LOCATIONS - LOT 2 & 3 FIGURES 6-9

Table of Contents (continued)

EXPLORATORY BORING LOGS, LEGEND AND NOTES FIGURE 10

GRADATION TEST RESULTS FIGURES 11-12

MOISTURE/DENSITY RELATIONSHIP RESULTS FIGURE 13

CALIFORNIA BEARING RATIO TEST RESULTS FIGURE 14

MOISTURE/DENSITY RELATIONSHIP RESULTS FIGURE 15

CALIFORNIA BEARING RATIO TEST RESULTS FIGURE 16

SUMMARY OF LABORATORY TEST RESULTS TABLE I

APPENDIX

DCP TEST DATA

EXECUTIVE SUMMARY

1. The pavement materials encountered at the three project sites consist of approximately 2 to 5½ inches of asphaltic concrete overlying approximately 5 to 15½ inches of base course, except that base course was not encountered in Boring B-6. Up to approximately 5 feet of fill consisting primarily of silty sand was encountered below the base course. Sand was encountered below the pavement material and/or fill and extends the maximum depth investigated, approximately 20½ feet.

2. No subsurface water was encountered to the maximum depth investigated.

Fluctuations in the subsurface water level will occur over time.

3. The proposed docks, buildings, sheds and truck scale structures may be supported on spread footings bearing on the natural undisturbed soil or on compacted structural fill extending down to the natural soil.

Recommendations relating foundation design and construction are presented in the report.

4. Recommendations relating to pavement reconstruction and/or pavement overlays are included in the report.

5. Geotechnical recommendations relating to foundations, subgrade preparation, compaction and materials are included in the report.

APPLIED GEOTECHNICAL ENGINEERING CONSULTANTS, INC. 1170178

SCOPE

This report presents the results of a geotechnical investigation for the proposed improvements to be constructed near Building 845 and on Lots 2 and 3 within Hill Air Force

Base near Ogden, Utah. The report presents the subsurface conditions encountered, laboratory test results and recommendations for proposed improvements. The study was conducted in general accordance with our proposal dated June 29, 2017.

Field exploration was conducted to obtain information on the subsurface conditions and to obtain samples for laboratory testing. Information obtained from the field and laboratory was used to define conditions at the site and to develop recommendations for the proposed foundations, pavement reconstruction and pavement overlay.

This report has been prepared to summarize the data obtained during the study and to present our conclusions and recommendations based on the proposed construction and subsurface conditions encountered. Design parameters and a discussion of geotechnical engineering considerations related to construction are included in the report.

SITE CONDITIONS

The areas investigated as part of this investigation include the north side of Building 845 and Lots 2 and 3 and are shown on Figure 1.

Building 845 Area - The area investigated is located along the north side of Building 845 which is a tilt-up, concrete wall structure (see Figure 2). The area is relatively flat and consists of asphalt pavement. The pavement appears to be in fair condition. The building floor slab is approximately 3 to 3½ feet above the adjacent pavement surface elevation.

Farther north is Wardleigh Road which extends in an east/west direction.

Lot 2 Area - Lot 2 is a triangular shaped parcel on the southwest corner of F Avenue and

6 Street (see Figure 3). The parcel is used for storage and is paved with asphalticth concrete. The pavement contains areas of minor to severe cracking.

Lot 3 Area - Lot 3 is an asphalt paved equipment storage area (see Figure 3). Lot 3 contains several main traffic areas which are severely cracked and distressed. The lateral aisles contain moderate to severe cracking. The pavement surface has several longitudinal ridges promoting drainage to collection areas and the pavement edges. There is a concrete loading dock in the southeast portion of the lot. Wardleigh Road extends along the south side of the lot.

FIELD STUDY

The field study was conducted on September 11, 12, 13 and 15, 2017. Borings B-1 through B-3 were drilled in the area of Building 845. Borings B-4 through B-13 were drilled in Lot 2. Borings B-14 through B-22 were drilled in Lot 3. The borings were drilled at the approximate locations indicated on Figures 2, 3 and 4 using 8-inch diameter hollow-stem auger powered by a truck-mounted drill rig. The borings were logged and soil samples obtained by an engineer from AGEC. Logs of the subsurface conditions encountered in the borings are graphically shown on Figures 5 through 9 with legend and notes on Figure 10.

Dynamic Cone Penetration (DCP) tests were conducted at six boring locations in Lots 2 and

3 to obtain additional information about the upper portion of the subsurface conditions. The

DCP tests were performed in areas where the pavement was observed to be in generally good, fair and poor conditions. The results of the DCP tests conducted at Borings B-4, B-11, B-12, B-17, B-18 and B-19 are presented in the appendix.

SUBSURFACE CONDITIONS

The pavement materials encountered at the three project sites consist of approximately 2 to

5½ inches of asphaltic concrete overlying approximately 5 to 15½ inches of base course, except that base course was not encountered in Boring B-6. Up to approximately 5 feet of fill consisting primarily of silty sand was encountered below the base course. Sand was encountered below the pavement material and/or fill and extends the maximum depth investigated, approximately 20½ feet.

A description of the various materials encountered in the borings follows:

Base Course - The base course consists of poorly-graded gravel with silt and sand.

The base course has a maximum particle size of ¾ inch. It is slightly moist to moist and brown to light brown.

Laboratory tests performed on samples of the base course indicate it has moisture content ranging from 1 to 2 percent. Results of gradation tests performed on the base course are presented on Figures 11 and 12. Test results indicate that the base course generally meets the APWA Grade 1½ base course gradation requirements.

Granular Fill - The fill consists of sand with small to moderate amounts of silt and some gravel. The fill is slightly moist to moist, mottled and brown to light brown.

Laboratory tests performed on a sample of the fill indicate it has a moisture content of 8 percent and a dry density of 119 pounds per cubic foot (pcf).

Poorly-graded Sand with Silt - The sand contains small to moderate amounts of silt and occasional gravel. It is medium dense to dense, slightly moist and brown to dark brown and light gray.

Laboratory tests performed on samples of the sand indicate that it has natural moisture contents ranging from 3 to 7 percent and natural dry densities ranging from

98 to 115 pcf.

Moisture-density relationship (Proctor) test performed on samples consisting of a mixture of the base course fill and natural sand indicate that is has maximum dry densities of 116.1 and 123.3 pcf and optimum moisture contents of 9.1 and 11.1 percent as determined by ASTM D 698. The results of the gradation and Proctor tests are presented on Figures 13 and 15.

California Bearing Ratio (CBR) tests were performed on samples of the fill/native sand mixture remolded to approximately 100 percent of the maximum dry density and near the optimum moisture content as determined by ASTM D 698. The CBR test results adjusted per the UDOT recommendations indicated CBR values of 20 and 35 percent

Results of the laboratory tests are summarized on Table I and are included on the logs of the borings.

SUBSURFACE WATER

No subsurface water was encountered to the maximum depth investigated, approximately

20½ feet. Fluctuations in the subsurface water level will occur over time.

PROPOSED CONSTRUCTION

Our understanding of the proposed improvements for each of the areas is summarized below.

Building 845

A loading dock is planned to be constructed along the north side of the existing building.

We anticipate that the dock will be supported on a concrete foundation with a concrete floor slab.

Lot 2

An administration building is planned to be constructed in the northeast corner portion of

Lot 2. The building is planned to be a single-story, slab-on-grade structure, approximately

800 square feet in size. A stand-alone, concrete loading dock is planned to be constructed in the northeast portion of the site (southwest of the proposed administration building).

Lot 3

A storage building is planned to be constructed in the southeast portion of Lot 3. The storage building is planned to be a single-story, slab-on-grade structure, approximately 400 square feet in size. Truck scales are planned to be constructed adjacent the concrete loading dock in the southeast corner of the lot.

Based on information provided by the client we have assumed building wall loads for the structures described above to be less than 3 kips per linear foot and column loads to be less than 20 kips.

Pavement is planned to be constructed adjacent the proposed structures described above.

The existing pavement areas are used for equipment and vehicle storage. The areas are being considered for pavement reconstruction and/or overlay. Estimated traffic types and frequency information was provided by the client. The following two traffic conditions were evaluated for this study.

Traffic Condition

Passenger

Vehicle passes per day

M923

5-Ton Truck passes per day

CMP 60

Forklift passes per day

HS20-44

Truck passes per day

Approx. Gross Vehicle Weight 7,500 lbs 34,200 lbs 33,000 lbs 72,000 lbs

No. 1 - No Trucks or Forklifts 100 0 0 0

No. 2 - With Trucks and Forklifts 100 15 30 1

If the proposed construction, building loads or anticipated traffic is significantly different from what is described above, we should be notified so we can reevaluate the recommendations given.

FOUNDATION RECOMMENDATIONS

Based on the subsurface conditions encountered and laboratory test results, the following recommendations are given for construction of building foundations and structures:

A. Site Grading

Site grading plans were not provided to us at the time of our investigation. We anticipate that there will be minor amounts of cut and fill for the proposed project.

1. Existing Fill

Approximately 1½ to 3 feet of fill was encountered below the pavement materials in Borings B-1, B-2 and B-3 (proposed Building 845 dock area). Up to approximately 3½ feet was encountered in Borings B-5, B-8 and B-22

(proposed building areas in Lots 2 and 3).

Without further investigation or documentation with respect to the condition of the fill, it is our professional opinion that the fill is not suitable to support the proposed buildings, docks and other settlement-sensitive structures.

Unsuitable fill should be removed from below the proposed building/structures.

2. Excavation

Excavation at the site can be accomplished with typical excavation equipment. Consideration should be given to using excavation equipment with a flat cutting edge when excavating for building foundations to minimize disturbance of the bearing soil.

3. Compaction

Compaction of materials placed at the site should equal or exceed the minimum densities as indicated below when compared to the maximum dry density as determined by ASTM D1557.

Fill To Support Compaction

Foundations $ 95%

Concrete Flatwork and Pavement $ 90%

Landscaping $ 85%

Retaining Wall Backfill 85 - 90%

Base course placed to support pavements should be compacted to at least

95 percent of the maximum dry density as determined by ASTM D 1557.

To facilitate the compaction process, the fill should be compacted at a moisture content within 2 percent of the optimum moisture content. The fill should be placed in lifts thin enough to allow for proper compaction.

Fill and pavement materials placed for the project should be frequently tested for compaction.

4. Materials

Materials used as fill for the project are anticipated to consist of imported fill and the on-site soil. Recommendations for these materials are shown below.

a. Imported Fill

Listed below are materials recommended for imported structural fill:

Fill Location Recommendation

Below Footings Non-expansive granular soil Passing No. 200 Sieve <35% Liquid Limit < 30% Maximum size 3 inches

Below Floor Slabs (Upper 4 inches)

Sand and/or Gravel Passing No. 200 Sieve <5% Maximum size 2 inches

Below Floor Slabs (Deeper than 4 inches)

Non-expansive granular soil Passing No. 200 Sieve <50% Liquid Limit <30% Maximum size 3 inches

b. On-Site Soil

The on-site granular fill and natural sand meeting the criteria presented above may be considered for use as structural fill below the proposed structures, improvements, as utility-trench backfill or below pavement areas if the topsoil, organics and other deleterious materials are removed or they may be used in landscaping areas.

Depending on the moisture content of the soil at the time of construction, the soil may require wetting or drying prior to use as fill. Drying of the soil may not be practical during cold or wet times of the year.

5. Drainage

The ground surface surrounding the proposed buildings/improvements should be sloped away from the structures in all directions. Roof downspouts and drains should discharge well beyond the limits of backfill.

B. Foundations

1. Bearing Material

With the proposed construction and the subsurface conditions encountered, the proposed buildings may be supported on spread footings bearing on the undisturbed natural soil or on compacted structural fill extending down to the undisturbed natural soil. Structural fill should extend out away from the edge of the footings at least a distance equal to the depth of fill beneath footings.

The topsoil, unsuitable fill, debris and other deleterious materials should be removed from below footing areas.

2. Bearing Pressure

Footings bearing on the undisturbed natural sand or on properly compacted granular structure fill extending down to the undisturbed natural soil may be designed using a net allowable bearing pressure from the following relationship:

allq = 800 B + 1150 D allwhere: q = Net allowable bearing pressure in psf

B = Footing width in feet

D = Footing depth of embedment in feet

The net allowable bearing pressure should be limited to not exceed

5,000 psf.

3. Settlement

Total and differential settlement is estimated to be less than ¾ and ½ inch, respectively, for footings designed and constructed as recommended herein.

Care should be taken to avoid disturbing the natural soil to remain below foundations so that settlement can be maintained within tolerable limits.

4. Temporary Loading Conditions

The allowable bearing pressure may be increased by one-half for temporary loading conditions such as wind or seismic loads.

5. Frost Depth

Exterior footings and footings beneath unheated areas should be placed at least 30 inches below grade for frost protection.

6. Foundation Base

The base of footing excavations should be cleared of loose or deleterious material prior to structural fill or concrete placement.

7. Construction Observation and Testing

A representative of the geotechnical engineer should observe footing excavations prior to structural fill or concrete placement. Fill placed for the project should be frequently tested for compaction.

C. Concrete Slab-on-Grade

1. Slab Support

Concrete slabs may be supported on the undisturbed natural soil or on compacted structural fill extending down to the undisturbed natural soil.

Topsoil, organics, unsuitable fill, debris and other deleterious materials should be removed from below proposed floor slab areas.

2. Underslab Sand and/or Gravel

A 4-inch layer of free-draining sand and/or gravel (less than 5 percent passing the No. 200 sieve) should be placed below the concrete slabs for ease of construction and to promote even curing of the slab concrete.

3. Vapor Barrier

A vapor barrier should be placed under the concrete floor if the floor will receive an impermeable floor covering. The barrier will reduce the potential for water vapor passing from below the slab to the floor covering.

D. Lateral Earth Pressures

1. Lateral Resistance for Footings

Lateral resistance for spread footings placed on the natural soil or on compacted structural fill is controlled by sliding resistance between the footing and the foundation soil. A friction value of 0.45 may be used in design for ultimate lateral resistance for footings.

2. Subgrade Walls and Retaining Structures

The following equivalent fluid weights are given for design of subgrade walls and retaining structures. The active condition is where the wall moves away from the soil. The passive condition is where the wall moves into the soil and the at-rest condition is where the wall does not move. The values listed below assume a horizontal surface adjacent the wall.

Soil Type Active At-Rest Passive

Sand & Gravel 40 pcf 55 pcf 300 pcf

3. Seismic Conditions

Under seismic conditions, the equivalent fluid weight should be increased by

36 and 21 pcf for active and at-rest conditions, respectively, and decreased by 36 pcf for the passive condition. This assumes a peak horizontal ground acceleration of 0.60g, which represents a 2 percent probability of exceedance in a 50-year period (IBC, 2015).

4. Safety Factors

The values recommended above assume mobilization of the soil to achieve the assumed soil strength. Conventional safety factors used for structural analysis for such items as overturning and sliding resistance should be used in design.

E. Seismicity, Faulting and Liquefaction

1. Seismicity

Listed below is a summary of the site parameters for the International Building

Code, 2015.

a. Site Class D

Sb. Short Period Spectral Response Acceleration, S 1.37g

1c. One Second Period Spectral Response Acceleration, S 0.47g

2. Faulting

There are no mapped active faults extending near or through the site. The closest mapped fault, considered to be active, is the Wasatch fault located approximately 4.4 miles east of the site (UGS, 2017).

3. Liquefaction

The site is located in an area mapped as having a “very low” potential for liquefaction (Anderson and others, 1994). Based on the subsurface conditions encountered to the depth investigated and our understanding of geologic conditions in the area, it is our professional opinion that liquefaction is not a hazard at the three sites that are part of this investigation.

F. Water Soluble Sulfates and Corrosion Potential

Three samples of the natural soil were tested in the laboratory for water soluble sulfate content. The samples tested were found to have less than 0.1 percent water soluble sulfates indicating negligible sulfate attack potential on concrete. No special cement type is required for concrete placed in contact with the natural soil. Other conditions may dictate the type of cement to be used in concrete for the project.

A laboratory testing program was conducted on two composite samples of sand with respect to corrosion potential. One composite sample was obtained from Borings B-2 and B-3 at a depth of approximately 4 feet below the pavement surface. The other composite sample was obtained from Boring B-11 at depths of approximately 1 foot and 3 feet below the pavement surface. The following table summarizes the data obtained from the laboratory testing.

Test Parameter B-2 & B-3 B-11 pH 8.5 7.0

Redox Potential, (mV) 505 478

Resistivity, (ohm-cm) 1,000 12,000

Sulfates, (%) <0.001 <0.001

Based on the data presented above and published literature, the composite soil samples tested classify as “slightly aggressive” to buried material. We recommend that a corrosion engineer be consulted to evaluate the potential and design the appropriate level of corrosion protection, if needed.

PROBABLE CAUSE OF PAVEMENT DISTRESS

A. Pavement Thickness

The thickness of asphaltic concrete measured at the boring locations ranges from approximately 2 to 5½ inches except that base course was not encountered in

Boring B-6. The thickness of base course ranges from approximately 5 to 15½ inches. The asphaltic concrete thickness encountered is typical of a relatively light pavement section to be used in areas of light to moderate traffic. The thickness of base course varied significantly across the existing pavement area.

The quality of the asphaltic concrete was not evaluated but could have contributed to the deterioration of the pavement.

B. Age of Pavement

A significant amount of weathering of the pavement has occurred as indicated by significant cracking and deterioration of the pavement. The age and weathering of the pavement have contributed to the poor pavement condition.

PAVEMENT RECOMMENDATIONS

Based on the subsurface conditions encountered and laboratory test results, the following recommendations are given for pavement reconstruction and/or overlay:

A. Pavement Reconstruction

1. Pavement Thickness

Based on the subsoil conditions encountered at the site, the anticipated traffic as described in the Proposed Construction section of this report, a design life of 20 years for flexible pavement and 30 years for rigid pavement and methods presented by Utah Department of Transportation, AASHTO and

PCASE (Pavement - Transportation Computer Assisted Structural Engineering software), the following pavement sections are calculated.

Rigid Pavement Flexible Pavement

Traffic Condition Portland Cement Concrete Thickness

Asphaltic Concrete Thickness

Base Course

Thickness

No.1 - No Trucks/Forklifts — 5"

3"

6"

No. 2 - With Trucks/Forklifts — 8½"

6"

6"

2. Subgrade Preparation

Prior to placing grading fill or base course, the existing asphaltic concrete surface should be removed. Additional base course thickness may be needed based on the final pavement grades and thickness of existing base course.

Consideration may be given to leaving the existing base course in place. Care should be taken not to disturb the natural subgrade below pavement areas.

The subgrade should be proof-rolled to identify any soft areas. Soft areas should be removed and replaced with properly compacted granular fill.

The existing base course may be removed as needed to meet desired grades.

Consideration may be given to stockpiling the existing base course for re-use.

The contractor should take precautions to minimize disturbance of the subgrade during subgrade preparation and placement of pavement materials.

3. Compaction

The existing granular fill and fill placed to support the pavement during grading or replacement of soft areas should be compacted to at least 90 percent of the maximum dry density as determined by ASTM D-1557.

Base course and recycled asphalt/base course mix should be compacted to at least 95 percent of the maximum dry density as determined by ASTM D-

1557.

To facilitate the compaction process, fill and base course should be compacted at a moisture content within 2 percent of the optimum moisture content.

Fill and pavement materials placed for the project should be frequently tested for compaction.

4. Materials and Construction

Imported materials placed during grading or replacement of soft areas should be non-plastic granular soil with no more than 15 percent passing the

No. 200 sieve.

Pavement materials should meet UDOT specifications for gradation and quality. The use of other materials may result in a need for different pavement material thicknesses.

Portland cement concrete should have a 28-day compressive strength of at least 4,000 pounds per square inch. The concrete should be air-entrained with approximately 6 percent air. Maximum allowable slump will depend on the method of placement but should not exceed 4 inches.

Joints for concrete pavement should be laid out in a square or rectangular pattern. Joint spacings should not exceed 30 times the thickness of the slab.

The depth of joints should be approximately one-quarter of the slab thickness.

5. Subgrade Support

The upper natural soil encountered below the existing pavement materials consists of sand with small amounts of silt and gravel. A California Bearing

Ratio (CBR) value of 15 percent which assumes a sand subgrade was used for our analysis.

6. Drainage

The collection and diversion of drainage away from the pavement surface is important to the satisfactory performance of the pavement. The pavement area should be graded to prevent ponding and to provide adequate drainage.

7. Construction Observation and Testing

We recommend that a representative of Applied Geotechnical Engineering

Consultants, Inc. observe the proof-rolling of the subgrade to help delineate soft areas requiring removal and replacement of subgrade with compacted fill.

Fill and pavement materials should be frequently tested for compaction.

B. Asphaltic Concrete Overlay

Reflective cracking of the pavement surface can be expected if the pavement overlay option is used. The following recommendations are given for asphaltic concrete pavement overlay.

1. Local Repairs

Areas showing significant distress should be repaired prior to placing an overlay. Proof-rolling should be conducted to identify soft areas. Soft areas or areas of significant pavement distress may be repaired by excavating to suitable material and replacing the excavated material with compacted base course.

Patches or leveling wedges may be required to correct low areas and bring the pavement area to the desired grade. Areas of the pavement which are regraded and lowered should be provided with an adequate thickness of base course as described for pavement reconstruction.

2. Cleaning and Tack Coat

The surface to be overlaid should be thoroughly cleaned. Cracks should be cleaned and sealed. The tack coat asphalt should be applied in a manner that provides uniform adherence of the overlay.

3. Geotextile

Consideration should be given to placing a geotextile over the surface prior to placing the overlay. The use of a geotextile will help delay reflection cracking and may extend the life of the asphaltic concrete overlay.

If a geotextile is used, it is important that the existing surface be prepared by removing all water, dirt, waste, grease or other material from the pavement surface which could prevent proper bonding of the overlay.

A sufficient amount of tack coat should be applied to provide an adequate bond between the fabric and the pavement surface and to saturate the geotextile. Application of excess tack coat should be avoided to prevent bleeding through and possible slippage of the overlay material.

The geotextile manufacturer's guidelines should be followed.

4. Overlay Thickness

Based on the condition of the existing asphalt surface, base course and subgrade and the anticipated traffic, we recommend that an asphalt overlay of at least 2 inches be provided in areas of no truck or forklift traffic. An asphalt overlay of 4½ inches is recommended in areas with truck and forklift traffic.

5. Pavement Materials

The pavement materials should meet the UDOT specifications for gradation and quality. Pavement materials should be frequently tested for compaction.

C. Portland Cement Concrete Overlay

The following recommendations are provided for a Portland cement concrete overlay.

1. Local Repairs

Weak or low areas should be repaired prior to placing an overlay. Areas of the pavement that are regraded and lowered should be provided with at least

6 inches of granular base.

2. Surface Preparation and Construction

The surface should be free of debris and loose materials.

3. Thickness of Overlay

A minimum thickness of 3½ inches may be used for the overlay in areas of no truck or forklift traffic. An overlay thickness of 8 inches is recommended in area with truck and forklift traffic. The option to mill off the asphalt surface in some areas depends on the final grade and the grade irregularities of the existing surface.

4. Pavement Materials and Construction

Pavement materials and construction criteria are given in the Pavement

Reconstruction section of the report.

PRECONSTRUCTION MEETING

A preconstruction meeting should be held with representatives of the owner, project architect, civil engineer, geotechnical engineer, general contractor, earthwork contractor and other members of the design team to review the geotechnical recommendations, construction plans, specifications, methods and schedule.

1170178 Site Locations Figure 1

LOT 3

BUILDING 845

LOT 2

0 600 1200 feet

Approximate Scale

PROPOSED IMPROVEMENTS

HILL AIR FORCE BASE

OGDEN, UTAH

AutoCAD SHX Text N

1170178 Exploratory Boring Locations - Proposed Building 845 Dock Figure 2

B-1 B-2 B-3

2000 400 feet Approximate Scale

BUILDING 845

BM - Finish Floor Level

Elev. 100' assumed

PROPOSED BUILDING 845 DOCK

PATRICK WAY AND WARDLEIGH ROAD

HILL AIR FORCE BASE, UTAH

1170178 Exploratory Boring Locations - Lot 2 Figure 3

B-4 B-5 B-6

B-7

B-8

B-9

B-10

B-11 B-12

B-13

2000 400 feet Approximate Scale

BM - Communications Manhole Cover

Elev. 100' assumed

LOT 2 IMPROVEMENTS

F AVENUE 6TH STREET

HILL AIR FORCE BASE, UTAH

1170178 Exploratory Boring Locations - Lot 3 Figure 4

2000 400 feet Approximate Scale

B-14

B-15

B-16

B-17

B-18

B-19 B-20

B-21 B-22

BM - Top of concrete loading dock

Elev. 100' assumed

LOT 3 IMPROVEMENTS

CHENAULT WAY AND WARDLEIGH ROAD

HILL AIR FORCE BASE, UTAH

Gravel 60% Liquid Limit -

Sand 34% Plasticity Index -

Silt and Clay 6% Sample Location

Sample Description

Gravel 56% Liquid Limit -

Sand 37% Plasticity Index -

Silt and Clay 7% Sample Location

Sample Description

GRADATION TEST RESULTS Figure 11

APPLIED GEOTECHNICAL ENGINEERING CONSULTANTS, INC.

Project No. 1170178

B-8 @3 inches

B-13 @ 4 inches

Base Course; Well-graded Gravel with Silt and Sand

Base Course; Poorly-graded Gravel with

Silt and Sand

12" 8"

6"

5"

4"

3"

2"

1 1/2"

1"

3/4"

1/2"

3/8"

1/4"

No. 4

No. 8

No. 10 No. 16

No. 30

No. 40

No. 50

No. 60

No. 80

No. 100 No. 200 1 Min. 4 Min. 19 Min. 60 Min.

7Hrs.

15 Min.

24 Hrs.

304.8 203.2

152.4

127.0

100.0

75.0

50.0

38.1

25.0

19.0

12.5

9.5

6.3

4.750

2.360

2.000 1.180

0.600

0.425

0.300

0.250

0.180

0.150 0.075 0.037 0.019 0.009 0.005 0.002 0.001

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

P e rc e n t

P a s s in g

Diameter of Particle in Millimeters

Hydrometer Analysis Sieve Analysis

Time Readings U.S. Standard Series Clear Square Openings

Clay to Silt Sand

Fine Medium Coarse

Gravel

Fine Coarse Cobbles Boulders

12" 8"

6"

5"

4"

3"

2"

1 1/2"

1"

3/4"

1/2"

3/8"

1/4"

No. 4

No. 8

No. 10 No. 16

No. 30

No. 40

No. 50

No. 60

No. 80

No. 100 No. 200 1 Min. 4 Min. 19 Min. 60 Min.

7Hrs.

15 Min.

24 Hrs.

304.8 203.2

152.4

127.0

100.0

75.0

50.0

38.1

25.0

19.0

12.5

9.5

6.3

4.750

2.360

2.000 1.180

0.600

0.425

0.300

0.250

0.180

0.150 0.075 0.037 0.019 0.009 0.005 0.002 0.001

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

P e rc e n t

P a s s

Hydrometer Analysis

Time Readings

Sieve Analysis

U.S. Standard Series Clear Square Openings

Clay to Silt Sand Gravel

Cobbles Boulders Fine Coarse Fine Medium Coarse

Gravel 41% Liquid Limit -

Sand 47% Plasticity Index -

Silt and Clay 12% Sample Location

Sample Description

Gravel 50% Liquid Limit -

Sand 40% Plasticity Index -

Silt and Clay 10% Sample Location

Sample Description

GRADATION TEST RESULTS Figure 12

APPLIED GEOTECHNICAL ENGINEERING CONSULTANTS, INC.

Project No. 1170178

B-14 @ 3 inches

B-18 @ 4 inches

Base Course; Poorly-graded Sand with Silt and Gravel

Base Course; Poorly-graded Gravel with

Silt and Sand

12" 8"

6"

5"

4"

3"

2"

1 1/2"

1"

3/4"

1/2"

3/8"

1/4"

No. 4

No. 8

No. 10 No. 16

No. 30

No. 40

No. 50

No. 60

No. 80

No. 100 No. 200 1 Min. 4 Min. 19 Min. 60 Min.

7Hrs.

15 Min.

24 Hrs.

304.8 203.2

152.4

127.0

100.0

75.0

50.0

38.1

25.0

19.0

12.5

9.5

6.3

4.750

2.360

2.000 1.180

0.600

0.425

0.300

0.250

0.180

0.150 0.075 0.037 0.019 0.009 0.005 0.002 0.001

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

P e rc e n t

P a s s

Hydrometer Analysis Sieve Analysis

Time Readings U.S. Standard Series Clear Square Openings

Clay to Silt Sand

Fine Medium Coarse

Gravel

Fine Coarse Cobbles Boulders

12" 8"

6"

5"

4"

3"

2"

1 1/2"

1"

3/4"

1/2"

3/8"

1/4"

No. 4

No. 8

No. 10 No. 16

No. 30

No. 40

No. 50

No. 60

No. 80

No. 100 No. 200 1 Min. 4 Min. 19 Min. 60 Min.

7Hrs.

15 Min.

24 Hrs.

304.8 203.2

152.4

127.0

100.0

75.0

50.0

38.1

25.0

19.0

12.5

9.5

6.3

4.750

2.360

2.000 1.180

0.600

0.425

0.300

0.250

0.180

0.150 0.075 0.037 0.019 0.009 0.005 0.002 0.001

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

P e rc e n t

P a s s

Hydrometer Analysis

Time Readings

Sieve Analysis

U.S. Standard Series Clear Square Openings

Clay to Silt Sand Gravel

Cobbles Boulders Fine Coarse Fine Medium Coarse

Project Name:

Maximum Dry Density (Corrected)

Project No. 1170178 Optimum Moisture

Sample No. 15180 Rock Correction

Sample Location:

Date Sampled: -

Sampled By: -

Date Tested: 09/16/17

Tested By: RN 5" 127 -

Reviewed By: KBB 3" 76.2 -

Test Procedure: AASHTO T99 D 1 1/2" 38.1 -

Specific Gravity: Not Used 3/4" 19.1 - Moisture Curing: Not Used 3/8" 9.52 -

#4 4.76 -

#8 2.38 -

#16 1.19 -

#30 0.59 -

#50 0.297 -

#100 0.149 -

#200 0.074 -

GRAVEL

7%

Figure 13

TESTING INFORMATION

ATTERBERG DATA

Plasticity Determined by ASTM D 2488

Final Based on Microwave Oven Moisture Contents

Hill AFB

PROCTOR RESULTS

11.1 %

Silty Sand (SM) Mixture of Fill and Native Soil

GRADATION RESULTS

Sieve

Designation

APPLIED GEOTECHNICAL ENGINEERING CONSULTANTS, Inc.

Moisture - Density Relationship, Gradation, & Classification Results

116.1 pcf

0.0 pcf

SAMPLE IDENTIFICATION

B-4 at 1' to 5'

VISUAL-MANUAL DESCRIPTION (ASTM D2488)

Sieve

Opening Size

(mm)

Percent

Passing

Project

Specification

SAND SILT & CLAY

79% 14%

100.0

105.0

110.0

115.0

120.0

5.0 10.0 15.0 20.0 25.0

D ry

D e n si ty -P

C F

Moisture Content-Percent of Dry Weight

2.6 Spec. Gravity 2.7 Spec. Gravity 2.8 Spec. Gravity

Sample of Silty Sand (Mixture of fill and native soil)

Location: B-4 at 1' to 5' CS#: 15180

Method of sample preparation:

Sample penetration after soaking for 94 hours

Dry Density: as molded 116 pcf Moisture Content: as molded 11 percent after soaking 116 pcf top 1-inch after soaking 13 percent

Swell: after soaking -0.3 percent average after soaking 12 percent

(Swell Expressed as Positive Value, Compression Expressed as Negative Value)

Bearing Ratio of Sample, CBR = 20* percent with a surcharge of 20 lb

Proj. No. 1170178 CALIFORNIA BEARING RATIO TEST RESULTS Figure 14

*CBR adjusted per UDOT recommendations.

Moisture Content per AASHTO T-99 D, Scalp & Replace.

Remolded to approx 100% Maximum Dry Density at approx Optimum

0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50

L O

A D

O N

P

IS

T O

N i n

IN

P

S I

PENETRATION IN INCHES

Applied Geotechnical Engineering Consultants, Inc.

Seating Correction

Project Name:

Maximum Dry Density

Project No. 1170178 Optimum Moisture

Sample No. 15181 Rock Correction

Sample Location:

Date Sampled: -

Sampled By: -

Date Tested: 09/16/17

Tested By: RN 5" 127 -

Reviewed By: KBB 3" 76.2 -

Test Procedure:

1 1/2" 38.1 -

Specific Gravity: Not Used 3/4" 19.1 - Moisture Curing: Not Used 3/8" 9.52 -

#4 4.76 -

#8 2.38 -

#16 1.19 -

#30 0.59 -

#50 0.297 -

#100 0.149 -

#200 0.074 -

GRAVEL

15%

Figure 15

TESTING INFORMATION

ATTERBERG DATA

Plasticity Determined by ASTM D 2488

Final Based on Microwave Oven Moisture Contents

Hill AFB

PROCTOR RESULTS

9.1 %

Well-graded Sand with Silt and Gravel (SW-SM) Mixture of base course, fill and native soil

GRADATION RESULTS

Sieve

Designation

APPLIED GEOTECHNICAL ENGINEERING CONSULTANTS, Inc.

Moisture - Density Relationship, Gradation, & Classification Results

123.3 pcf

0.0 pcf

SAMPLE IDENTIFICATION

B-19 at ½' to 3'

VISUAL-MANUAL DESCRIPTION (ASTM D2488)

Sieve

Opening Size

(mm)

Percent

Passing

Project

Specification

AASHTO T-99D, Scalp

& Replace

SAND SILT & CLAY

74% 11%

110.0

115.0

120.0

125.0

130.0

0.0 5.0 10.0 15.0 20.0

D ry

D e n si ty -P

C F

Moisture Content-Percent of Dry Weight

2.6 Spec. Gravity 2.7 Spec. Gravity 2.8 Spec. Gravity

Sample of Well-graded Sand with Silt and Gravel (Mixture of base course, fill and native soil)

Location: B-19 at ½' to 3' CS#: 15181

Method of sample preparation:

Sample penetration after soaking for 119 hours

Dry Density: as molded 123 pcf Moisture Content: as molded 9 percent after soaking 123 pcf top 1-inch after soaking 11 percent

Swell: after soaking -0.2 percent average after soaking 11 percent

(Swell Expressed as Positive Value, Compression Expressed as Negative Value)

Bearing Ratio of Sample, CBR = 35* percent with a surcharge of 20 lb

Proj. No. 1170178 CALIFORNIA BEARING RATIO TEST RESULTS Figure 16

*CBR adjusted per UDOT recommendations.

Moisture Content per AASHTO T-99 D, Scalp & Replace

Remolded to approx 100% Maximum Dry Density at approx Optimum

0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50

L O

A D

O N

P

IS

T O

N i n

IN

P

S I

PENETRATION IN INCHES

Applied Geotechnical Engineering Consultants, Inc.

Seating Correction

APPENDIX

DCP TEST DATA

SECTION TABLE OF CONTENTS

DIVISION 01 - GENERAL REQUIREMENTS

SECTION 01 00 00

GENERAL REQUIREMENTS

PART 1 GENERAL

1.1 REFERENCES

1.2 SCRAP MATERIAL

1.3 WRITTEN GUARANTEES AND GUARANTOR’S LOCAL REPRESENTATIVE

1.4 PRICING OF CONTRACTOR-FURNISHED PROPERTY

1.5 TEMPORARY ELECTRIC WIRING

1.5.1 Temporary Power and Lighting

1.5.2 Construction Equipment

1.5.3 Circuit Protection

1.6 UTILITIES

1.7 GENERAL SAFETY REQUIREMENTS

1.7.1 General

1.7.2 The Prime Contractor's Superintendent

1.7.3 Job Hazard Analysis

1.7.4 Violations

1.7.5 Elevated Work Areas

1.7.5.1 Protection

1.7.5.2 Guard Rails

1.7.6 Fire Prevention

1.7.6.1 Inspections

1.7.7 Recordkeeping/Reporting Requirements

1.7.8 Accident Reporting

1.8 PLANNED UTILITY OUTAGES AND STREET CLOSURES

1.9 EXCAVATION PERMITS

1.10 TIME EXTENSIONS FOR UNUSUALLY SEVERE WEATHER

1.11 EQUIPMENT DATA FORM

1.12 SPECIAL CONSTRUCTION PROCEDURES

1.13 CONTRACTOR SAFETY PERSONNEL REQUIREMENTS

1.14 AREAS OF RADAR RADIATION HAZARD

1.15 HAZARDOUS NOISE AREA

1.16 COLOR SCHEME FOR CONTRACTOR FACILITIES

1.17 AFTER AWARD DOCUMENTS

PART 2 PRODUCTS

PART 3 EXECUTION

SECTION 01 00 00 Page 1

SECTION 01 00 00

GENERAL REQUIREMENTS

PART 1 GENERAL

1.1 REFERENCES

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

NATIONAL FIRE PROTECTION ASSOCIATION (NFPA)

NFPA 70 (2017; ERTA 1-2 2017; TIA 17-1; TIA 17-2;

TIA 17-3; TIA 17-4; TIA 17-5; TIA 17-6;

TIA 17-7; TIA 17-8; TIA 17-9; TIA 17-10;

TIA 17-11; TIA 17-12; TIA 17-13; TIA

17-14) National Electrical Code

U.S. ARMY CORPS OF ENGINEERS (USACE)

EM 385-1-1 (2014) Safety and Health Requirements Manual

ER 415-1-15 (1989) Construction Time Extensions for Weather

U.S. ARMY CORPS OF ENGINEERS, SACRAMENTO DISTRICT (CESPK)

CESPK FORM 450 (1992) Contractor Equipment Data Sheet

U.S. NATIONAL ARCHIVES AND RECORDS ADMINISTRATION (NARA)

29 CFR 1904 Recording and Reporting Occupational Injuries and Illnesses

29 CFR 1910 Occupational Safety and Health Standards

29 CFR 1926 Safety and Health Regulations for Construction

1.2 SCRAP MATERIAL

Materials specified to be removed and become the property of the Contractor are designated as scrap, and the Contractor, by signing this contract, hereby acknowledges that he has made due allowance for value, if any, of such scrap in the contract price.

1.3 WRITTEN GUARANTEES AND GUARANTOR’S LOCAL REPRESENTATIVE

Prior to completion of the contract, obtain and furnish to the Contracting Officer’s representative written guarantees for all the equipment and/or appliances furnished under the contract. Furnish with each guarantee: The name, address, and telephone number of the guarantor’s representative nearest to the location where the equipment and/or appliances are

SECTION 01 00 00 Page 2 installed, who, upon request of the Using Service’s representative, will honor the guarantee during the guaranty period and will provide the services prescribed by the terms of the guarantee.

1.4 PRICING OF CONTRACTOR-FURNISHED PROPERTY

At the request of the Contracting Officer, promptly furnish and shall cause any subcontractors to furnish, in like manner, unit prices and descriptive data required by the government for property record purposes of fixtures and equipment furnished and installed by the Contractor.

1.5 TEMPORARY ELECTRIC WIRING

1.5.1 Temporary Power and Lighting

Provide construction power facilities in accordance with the safety requirements of the NFPA 70 and EM 385-1-1 . Enforce all the safety requirements of electrical extensions for the work of all subcontractors.

All work shall be accomplished by skilled electrical tradesmen in a workmanlike manner, as approved by the Contracting Officer. Contractor must provide a "temporary power" plan prior to project start.

1.5.2 Construction Equipment

In addition to the requirements of EM 385-1-1 , all temporary wiring conductors installed for operation of construction tools and equipment shall be either Type TW or THW contained in metal raceways, or may be multiconductor cord. Temporary wiring shall be secured above the ground or floor in a workmanlike manner and shall not present an obstacle to persons or equipment. Open wiring may only be used outside of buildings, and then only in strict accordance with the provisions of the National Electrical Code.

1.5.3 Circuit Protection

In addition to the present requirements in EM 385-1-1 and NFPA 70 , all 15 and 20-ampere receptacle outlets used for obtaining power during construction shall have ground fault circuit interrupters (GFCI) for personnel protection. Block and brick saws shall also be equipped with GFCI. The Contracting Officer may allow an exception to this requirement for circuits for concrete vibrators or circuits operating at other than 60 Hertz normal (in both cases an assured grounding program as described in the NFPA 70 , except utilizing the daily inspection frequency of the grounding means of such equipment, may be permitted). The assured grounding program will not be permitted as a substitute for usage of GFCI'S except as described above. All generator-powered 15- and 20-ampere, 60 Hertz receptacle outlets shall have GFCI'S, and shall be properly grounded.

Provide a testing means which will impose a measured fault of 5 milliamperes, plus or minus 1 milliamperes, and result in tripping the GFCI unit.

1.6 UTILITIES

Immediately notify the Contracting Officer in writing if utilities not shown on the plans and not visible as to the date of this contract are encountered within the construction limits of the entire project, and such utilities will interfere with construction operations, to enable a determination by the Contracting Officer as to the necessity for removal or relocation. If such utilities are removed or relocated as directed by the

SECTION 01 00 00 Page 3

Contracting Officer, an equitable adjustment in the contract price shall be made pursuant to the Contract Clause CHANGES to cover the cost of any additional pertinent work or delay. It is anticipated that pole lines, signs, pipelines and private improvements that would interfere with or are to be replaced by new construction will be removed to new locations by the owners (or by the State of Utah or its agents) in advance of construction operations. Notify the Contracting Officer at least 30 days in advance of the date on which work will be started requiring the removal of such utilities or private improvements. Care shall be taken to preserve and protect any such improvements from injury or damage during construction operations. Assume full responsibility for reimbursing the owners for any damage to their properties, utilities, or improvements, or interference with their services caused through construction operations. Should such damage be found to have been caused without the Contractor's fault or negligence, an equitable adjustment in the amount due under the contract will be made under the applicable CONTRACT CLAUSES contained within the basic MATOC.

1.7 GENERAL SAFETY REQUIREMENTS

1.7.1 General

For information regarding specific Safety Requirements see Section 01 35 26 GOVERNMENTAL SAFETY REQUIREMENTS. Refer to EM 385-1-1 , (see Contract Clauses, Basic MATOC, ACCIDENT PREVENTION) and the Occupational Safety and Health Act (OSHA) Standards for Construction 29 CFR 1926 ; General Industry Standards 29 CFR 1910 ; and the National Fire Protection Association Codes are applicable to this contract. In case of conflict the most stringent requirement of the standards is applicable. Monthly safety inspections are required on surety of the Contractor.

1.7.2 The Prime Contractor's Superintendent

The Prime Contractor's superintendent shall take an active role in enforcing the safety requirements by participation in safety conferences, hazard analysis (see below), tool box meetings, walk-through inspections, correction of violations, etc., and including that of the subcontractor's work.

1.7.3 Job Hazard Analysis

Based on the construction schedule, submit a job hazard analysis of each major phase of work prior to entering that phase of activity. The analysis shall include major or high risk hazards, as well as commonly recurring deficiencies that might possibly be encountered for that operation, and shall identify proposed methods and techniques of accomplishing each phase in a safe manner. The Prime Contractor's superintendent shall take active participation in the Job Hazard Analysis, including the subcontractors' work. Prior to start of actual work a meeting shall be held with the Prime Contractor, government, and affected subcontractors to review the Job Hazard Analysis.