Addendum #1

September 28, 2018

Re: Addendum No. 1 West Lincoln Library Branch Westwinds & Shoals Lincoln County, NC ADW Job No. 17030

These clarifications constitute Addendum No. 1 and considered part of the Bid Documents. General Contractor shall see that their sub-contractors are in full receipt of the information contained herein.

General Clarifications:

1.) Pro Press fittings will be acceptable on the domestic copper water lines. 2.) See attached pre-bid meeting sign-in sheet 3.) Bids may be mailed. Please make sure it is addressed to John Henry, purchasing agent and mailed to the address indicated in the advertisement and information for bidders section 00 21 19. Mailed bids must be received before 2:00 pm on Thursday October 11th, 2018. Received bids will be stamped with a time of arrival.

Project Manual:

1.) Section 00 01 01 Table of Contents a. Add section 12 36 61 Quartz Counter Tops b. Delete Section 11 52 13 Projection screens c. Delete Section 06 18 00 Pre-fabricated Structural Wood

2.) Section 00 31 32 Geotechnical Report a. See attached Geotechnical Report

3.) Section 00 41 13 Bid Form Stipulated Sum Single Prime a. See attached revised Bid Form

4.) Section 01 23 00 Alternates a. Add alternate #5: Provide DensElement Barrier System including sheathing, liquid flashing & manufacturer’s required fasteners by Georgia-Pacific in lieu of the fluid applied membrane air barrier.

5.) Section 06 15 16 Wood Decking a. See attached revised section 06 15 16 Wood Decking. b. Both solid or laminated 3x6 T & G are acceptable c. Both southern yellow pine & Douglas Fir are acceptable species

suite 500 2815 coliseum centre drive charlotte, north carolina 28217 t] 704.379.1919 f] 704.379.1920 www.adwarchitects.com

6.) Section 06 18 00 Pre-Fabricated Structural Wood a. Delete section 06 18 00 Pre-Fabricated Structural Wood in it’s entirety. Refer to sections 06 15 16 Wood Decking and 06 18 00 Glued-Laminated Construction for both wood decking and Glued-Laminated Construction.

7.) Section 07 27 26 Fluid-Applied Membrane Air Barriers a. Part 2.3 Section A, item 1-Products: Add WT WeatherTech VP AB Waterproof membrane & Air barrier system by Parex USA as an acceptable manufacturer and product.

8.) Section 08 41 13 Aluminum Framed Entrances and Storefronts a. Part 2.10 Section A item 1: change color from dark bronze to light bronze

9.) Section 08 44 13 Glazed Aluminum Curtain Walls a. Part 2.6, Section A: Change clear anodic finish to the following: “Color anodic finish: Class I, color anodic coating complying with AAMA 611.” b. Part 2.6, Section A item 1: change color from Dark bronze to Light Bronze

10.) Section 11 52 13 Projection Screens: a. Delete section 11 52 13 projection screens. There are no projection screens in this project.

11.) Section 12 21 14 Horizontal Wood Blinds a. Part 2.1, Part A: Delete basis of design Springs-Nanik basswood 2” and replace with basis of design SWF Contract, Graber Traditions 2” Wood Blinds-Color to be Hemma

b. Part 2.1 Part A, item 1a: Delete Springs-Nanik basswood 2” and replace with SWF Contract, Graber Traditions 2” Wood Blinds-Color to be Hemma

12.) Section 12 36 61: a. See attached section 12 36 61 for Quartz Countertops

Drawings:

1.) Sheet A500: a. Detail 05: Gates are to be 10’-0” wide x 4’-8” and 3’-0” wide x 4’-8” high. Gates are to be similar or equal to the Aegis II design by Ameristar Fence Products.

2.) Sheet M002: Add vendors United Automation and Engineered Control Solutions (ECS) to Controls section of Equivalent Manufacturers listing.

End of Addendum #1

Cc: \File

Page 2 of 2 adwarchitects

GEOTECHNICAL ENGINEERING REPORT

West Lincoln Library Shoal Road Lincolnton, North Carolina

January 8, 2018

GEOTECHNICAL ENGINEERING REPORT

West Lincoln Library Shoal Road Lincolnton, North Carolina

January 8, 2018

Prepared For:

Lincoln County 115 W. Main St. Lincolnton, NC 28092

Prepared By:

9804-E Southern Pines Blvd Charlotte, NC 28273

Stewart Project No.: F17039.00

1/8/2018

Chien-Ting Tang, EI, Ph.D Donald W. Brown Jr., PE, LEED AP Geotechnical Project Engineer Manager of Geotechnical Services NC PE License No. 28422

Stewart License No. C-1051

TABLE OF CONTENTS

1 EXECUTIVE SUMMARY ...... 1

2 PROJECT INFORMATION ...... 2 2.1 Project Understanding ...... 2 2.2 Site Location and Description ...... 2 2.3 Geologic Area Overview ...... 2

3 SUBSURFACE EXPLORATION ...... 3 3.1 Field Testing ...... 3 3.2 Laboratory Services ...... 3 3.3 Subsurface Conditions ...... 3 3.3.1 Ground Cover ...... 4 3.3.2 Residuum ...... 4 3.3.3 Weathered Rock ...... 4 3.3.4 Rock ...... 4 3.3.5 Groundwater ...... 4

4 ENGINEERING ASSESSMENT AND RECOMMENDATIONS ...... 5 4.1 Site Development ...... 5 4.1.1 Preparation ...... 5 4.1.2 Groundwater Management ...... 5 4.1.3 Fill Selection and Compaction ...... 5 4.2 Recommendations ...... 6 4.2.1 Design ...... 6 4.2.2 Construction ...... 6 4.3 Slab-On- Recommendations ...... 7 4.3.1 Design ...... 7 4.3.2 Construction ...... 7 4.4 Pavement ...... 8 4.4.1 Design ...... 8 4.4.2 Construction ...... 8 4.5 Seismic Design Considerations ...... 9 4.6 Permanent Slopes ...... 9 4.7 Bracing and Shoring ...... 10

Appendix A Site Vicinity Map Boring Location Diagram Appendix B Boring Snapshot Boring Logs Boring Summary Table Legend of Descriptions Appendix C Laboratory Test Data Appendix D Site Photographs

1 EXECUTIVE SUMMARY

Stewart has completed a geotechnical exploration for a new library at the intersection of Shoal Road and Westwinds Road in Lincolnton, North Carolina. This Executive Summary is provided as a brief overview of our geotechnical engineering evaluation for the project and is not intended to replace more detailed information contained elsewhere in this report. A summary of our findings, opinions, and recommendations is provided below.

 The current plan includes a new 1-story, 12,340± SF library with an asphalt-paved parking lot and overflow parking spaces.

 A total of 16 borings were performed for this geotechnical exploration. Borings were advanced to approximate depths of ranging from 10 to 40 feet below the existing grade.

 The subgrade encountered at the boring locations primarily consist of residual soils. The USCS soil types encountered onsite include Elastic (MH), Fat (CH), Sandy SILT (ML), and Silty (SM).

 The CH and MH soils are poorly-suited for support of on-grade slabs. Undercutting is recommended. Undercutting should also be considered for the proposed parking lot as .

 Neither weather rock nor rock was encountered during this geotechnical exploration.

 Groundwater was encountered in boring B-14 only, at a depth of 21½ feet below the current grade (el. ~985½ feet).

 The building should be designed using a Seismic Site Class D.

 The use of conventional soil-supported spread footings is recommended for the new library building.

The owner/designer/contractor should not rely solely upon the summary above. This report should be read in its entirety prior to implementing the recommendations in the preparation of design and construction documents. Stewart should be retained to perform sufficient services to determine plan/specification compliance with the recommendations in this report.

West Lincoln Library – Lincolnton, North Carolina Page 1

2 PROJECT INFORMATION

2.1 Project Understanding

The current plans call for a new 1-story, 12,340± SF library. The building will be steel-framed with a concrete slab-on- grade. The maximum column loads are estimated to be 75 kips and estimated maximum wall loads are 4 kips per linear foot. We have assumed the finished floor elevation (FFE) to be at/near 1,007 feet for the analysis in this report.

This project will include an asphalt-paved parking lot and gravel overflow parking spaces on the east side of the library, which will be accessible via entry drive off of Westwinds Road. The gravel lot will be immediately adjacent to the east side of the asphalt-paved parking lot. The asphalt-paved parking lot is designed for 50± spaces and the gravel overflow parking will have 25± spaces.

2.2 Site Location and Description

The site is located in the east quadrant of the intersection of Shoal Road and Westwinds Road in Lincolnton, Lincoln County, North Carolina. The proposed construction area is currently agricultural land (i.e. crop field), covered with grass and moderate overgrowth (weeds, briers, etc.). Based on the topographic information on the County GIS website, the site slopes gently downward from east to west with a relief of approximately 10 feet.

Please refer to Figure A1 in Appendix A of this report for site vicinity map and Appendix D for site photographs.

2.3 Geologic Area Overview

The project site is located in Lincoln County, North Carolina, and lies within the Inner Piedmont Belt. Review of the Geologic Map of the Charlotte 1°×2° Quadrangle, North Carolina and South Carolina (by R. Goldsmith, D. Milton, and J. Horton, 1988) indicates that the predominant rock types in this area are biotite gneiss (CZbg) and mica schist (CZss).

SITE

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3 SUBSURFACE EXPLORATION

3.1 Field Testing

The subsurface conditions below the site were explored with a total of 16 soil test borings. This included eight borings for the new library (B-9 thru B-16) and eight borings for the remainder of the site (B-1 thru B-8). The boring layout is illustrated in Figure A2 in Appendix A of this report. Borings for the library building were advanced to depths of approximately 20 feet below the current ground surface, except for boring B-14, which was advanced to approximately 40 feet below the current ground surface. Borings for the remainder of the site (B-1 thru B-8) were advanced to depths of approximately 10 feet below the current ground surface. The borings were performed with an ATV- mounted CME 45 using 2¼-inch (ID) hollow-stem, continuous flight augers in general accordance with ASTM D6151.

Sampling operations were conducted in general accordance with ASTM D1586. At predetermined intervals, soil samples were obtained with a split-barrel sampler (standard 2-inch O.D.). The sampler was rested on the bottom of the and driven to a penetration of 18 inches (or fraction thereof) with blows of a 140-pound automatic drop hammer falling a distance of 30 inches. Of the 18 inches, the number of hammer blows required to achieve 6 inches of penetration is recorded for three consecutive segments. The sum of the blow counts for the second and third 6-inch segment is termed the Standard Penetration Test (SPT) resistance, or N-value. The N-values presented on the Boring Logs and Boring Snapshot are the actual, field-recorded blow counts and do not include correction factors for hammer energy or overburden soil pressures.

3.2 Laboratory Services

The soil samples obtained during the drilling operations were placed in labeled containers and transported to our laboratory where they were visually-manually classified in general accordance with ASTM D2488 and logged by Stewart’s geotechnical engineering staff. The Boring Logs are included in Appendix B of this report.

Laboratory testing was conducted determine certain engineering characteristics/properties of the onsite soils. This included testing to determine (plasticity), grain size distribution, and natural . A shallow soil sample from boring B-4, which is considered representative of the upper layer of plastic/elastic soil at this site, was selected for Atterberg Limits test (ASTM D4318) and grain size analysis (ASTM D422). Water content tests were performed on 20 near-surface soil samples from the borings.

The results of this laboratory testing are illustrated on the individual boring logs in Appendix B and the testing reports in Appendix C. All soil samples will be stored for two months before discarding.

3.3 Subsurface Conditions

The following is a subsurface description of a generalized nature, provided to highlight the major soil strata encountered. The stratification of the subsurface materials illustrated on the Boring Logs and Boring Snapshot represent the conditions at the actual test locations; therefore, variations should be expected between borings. Stratigraphy boundaries only represent the approximate depth/elevation of a noticed material change but the transition between material types is typically gradual. The soil types are based on the Unified System (USCS).

Please note that the ground surface elevations in this report, including the logs and other illustrations in the appendices, were interpolated from the County’s GIS data and should therefore be considered

West Lincoln Library – Lincolnton, North Carolina Page 3

approximate. If greater elevation accuracy is necessary, the should be surveyed by a professional land surveyor.

3.3.1 Ground Cover

A thin veneer of heavily organic-laden soil (topsoil) was encountered at all 16 boring locations with thickness of approximately 6 inches. Thicker layers could be encountered in unexplored regions of the site given the past cultivation practices at this property.

Please note the term topsoil is used to describe the organic-laden surficial material as mentioned above. No organic or nutrient testing was performed for this exploration; therefore, the topsoil should not be assumed capable of establishing or maintaining vegetation of any kind.

3.3.2 Residuum

Residual soils, which are the product of in-place physical and/or chemical weathering of the parent , were encountered below topsoil in all 16 borings. The residuum at the boring locations primarily consists of an upper layer of soft to stiff Elastic SILT (MH) and Fat CLAY (CH) underlaid by soft to very stiff Sandy SILT (ML). Lesser amounts of loose to medium dense Silty SAND (SM) were also encountered in the soil profile. The N-values within the residuum range from 4 to 28 bpf. All 16 borings were terminated in residuum.

Since the site has be cultivated for many years, the residual soils in the upper 12 to 18 inches have likely been disturbed from their virgin state. Cultivated soils may contain isolated layers or pockets of poorly consolidated material and/or elevated organic content.

3.3.3 Weathered Rock

Weathered rock (WR) is a transitional geomaterial between the parent rock and soil. Weathered rock is identified by SPT N-values of 50 blows per 6 inches or less of penetration. Weathered rock was not encountered during this geotechnical exploration.

3.3.4 Rock

Rock is defined as material of sufficient hardness to refuse mechanical drilling equipment. Auger refusal (AR) was not encountered during this geotechnical exploration.

3.3.5 Groundwater

Groundwater was encountered in boring B-14 only. The depth of groundwater after a 24± hour stabilization period was 21½ below the current grade (el. ~985½ feet). Based on the borehole cave-in depths and the relative wetness of some of the deeper soil samples, we expect that the groundwater elevation will be fairly consistent across the site.

The groundwater conditions represent the conditions at the time of the exploration. Fluctuations in groundwater levels are common and should be expected. Common factors that influence groundwater levels include, but are not limited to, soil stratification, climate/weather, nearby bodies of water (lakes, ponds, etc.), underground springs, streams, rivers and surface water discharge. At the onset, as well as continually throughout the construction process, the contractor should monitor groundwater levels if determined to be detrimental to the project.

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4 ENGINEERING ASSESSMENT AND RECOMMENDATIONS

4.1 Site Development

4.1.1 Subgrade Preparation

All topsoil, root mat, vegetation, and any other unsatisfactory or deleterious materials should be removed to a lateral distance of at least 5 feet beyond the limits of new construction. Such material should be considered unsuitable for reuse as structural fill.

Areas of the site to receive fill or directly support new construction should be proofrolled with a tandem-axle dump truck weighing between 15 and 20 tons. Proofrolling should occur prior to fill placement or after reaching final grade in areas, but must be in the presence of a Stewart engineering technician so that recommendations can be provided for areas that rut, pump, or deflect excessively. Proofrolling should not be performed on frozen or excessively wet subgrades.

The onsite fine soils (MH and CH) will likely become unstable in the presence of excess moisture (water) and construction traffic loading. Therefore proper site drainage should be maintained during earthwork operations. If not, the accumulation of water could result in construction delays. Common approaches to reduce wet weather delays include the area so that surface water flows away from the excavation, sealing exposed soil surface with a smooth-drum roller prior to precipitation events, and forming temporary ditches, swales, berms or other surface water diversion features. We also recommend limiting construction traffic during and after wet weather.

4.1.2 Groundwater Management

Based on the depth at which groundwater was encountered, groundwater is not likely to impact the proposed grading and construction. In the event that some seepage of isolated zones of perched groundwater occur, conventional sump and pump techniques from the point of seepage are expected to be adequate for most excavations.

4.1.3 Fill Selection and Compaction

Any material utilized as structural fill should not contain rocks greater than 3 inches in diameter or greater than 30% retained on the ¾-inch sieve. Structural fill material should not contain more than 3% (by weight) of organic matter or other deleterious material. Structural fill should possess a Maximum Dry Density (MDD) of 95 pounds per cubic foot (pcf) or greater as determined by the Standard Proctor Compaction Test (ASTM D698). We recommend that the Plasticity Index (PI) for structural fill soil be less than 25 and the Liquid Limit (LL) less than 50, as determined by Atterberg Limit testing (ASTM D4318). The onsite SILT (ML) and SAND (SM) meet these criteria. We do not recommend the reuse of the elastic SILT (MH) and fat CLAY (CH) within 24 inches of the finished subgrade elevation in structural areas. MH and CH soils can be used at any elevation in non-structural areas.

The water content of the structural fill should be maintained within ±3% of the material’s optimum water content as determined by the Standard Proctor Compaction Test (ASTM D698); however, slight deviation from this can sometimes be tolerated depending on the grading plan and type of material being placed. Such deviation should be considered by the engineer representing the owner’s material testing firm.

When using large, ride-on compactors, fill should be placed in loose lifts measuring 8 to 10-inch thick. Lifts should be thinned to 6 inches when using smaller, Rammax-type compactors and 4 inches for sled

West Lincoln Library – Lincolnton, North Carolina Page 5

and jumping-jack tampers. Structural fill should be compacted to 95 percent of the soil’s maximum dry density as determined by ASTM D698, except for the upper 12 inches of the finished subgrade which should be compacted to 98 percent of the same standard.

It is recommended that the placement and compaction of structural fill be monitored by an engineering technician from Stewart. Field compaction testing should be performed in accordance with ASTM D1556 (Sand Cone Method), ASTM D2167 (Rubber Balloon Method), and/or ASTM D2937 (Drive Cylinder Method).

4.2 Foundation Recommendations

4.2.1 Design

Following the implementation of the site preparation recommendations discussed in Section 4.1 of this report, the use of conventional spread footings is considered appropriate for the proposed building. In designing the foundations for the building, we recommend the design parameters provided in Table 1.

Table 1: Foundation Design Parameters for Spread Footings Parameter Value

Net Allowable , psf 2,500

Minimum Bearing Depth, in. 18

Minimum Wall Footing Width, in. 18

Minimum Column Footing Width, in. 36 Estimated Post-Construction Settlement, in. Total 1 or less Differential ½ or less Moist Soil Unit Weight, pcf 110

Passive Earth Pressure Coefficient1 2.56

Ultimate Factor (tan δ) 0.30

Notes: 1. We recommend that a safety factor of at least 1.5 be used to determine the soil’s allowable passive resistance and the soil’s allowable friction.

4.2.2 Construction

It is preferable for spread footing excavations to be performed using a bucket with a flat cutting edge (no teeth) to reduce disturbance of the exposed bearing soil. Regardless, footing bottoms should be tamped with a jumping-jack or sled compactor prior to the foundation inspection and placement of reinforcing steel. Footings should be clean of loose material and debris and protected from disturbance. This includes protection from surface water run-off and freezing. If water is allowed to accumulate within a footing excavation and soften the bearing soils, or if the bearing soils are allowed to freeze, the deficient soils should be removed from the excavation and rechecked by the Stewart prior to concrete placement. When concrete cannot be placed immediately, we recommend placing a mud-mat to protect the bearing soil.

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Foundation bearing materials should be checked by Stewart during construction to verify satisfactory bearing conditions (i.e. materials and strength). We recommend that qualified personnel representing the Stewart use a ½-inch diameter, T-handled probe rod for an overall qualitative assessment throughout the foundation excavations, followed by strategically-placed hand auger borings and Dynamic Cone Penetrometer (DCP) testing for quantitative evaluation. Such testing should be performed in accordance with ASTM STP-399 and completed prior to stone, steel, or concrete placement. Unsuitable soil detected during this evaluation should be repaired as directed by Stewart.

4.3 Slab-On-Grade Recommendations

4.3.1 Design

In designing the slab-on-grade, we recommend a minimum 4-inch base layer of washed No. 57 stone to provide uniform support and to provide a capillary break. We recommend the installation of a vapor barrier as a measure of protection against water vapor intrusion. Even when groundwater is deep, water vapor transmission through the slab could damage flooring and/or cause elevated moisture levels within the structure. We recommend considering the use of a vapor barrier meeting ASTM E1745, which should be installed per the ACI guidelines (ACI 302.2R) and ASTM E1643.

The design of the concrete slab-on-grade should be based on Westergaard’s modulus of subgrade reaction (k). Based on the soil conditions encountered at the site and the above-mentioned sub-slab stone layer, we recommend using an effective value (kef) of 100 pci for slab design. However, if the floor slab will be heavily loaded or the design is otherwise sensitive to k, we recommend performing plate in accordance with ASTM D1196 to allow site-specific refinement of the design k- value.

It is important to point out that cracking of concrete is normal and should be expected. Proper jointing of slabs is paramount in the control of cracking. The American Concrete Institute (ACI) recommends a maximum panel size (in feet) equal to approximately three times the thickness of the slab (in inches) in both directions. Controlling the water-cement ratio of the concrete, particularly after batching, and including fiber reinforcement in the mix can also help reduce shrinkage cracking.

4.3.2 Construction

The high-elasticity (MH) and high-plasticity clays (CH) encountered at the existing ground surface in the building pad are considered poorly-suited for slab support due to their moisture sensitivity and tendency to lose strength when wetted, as well as the possibility for volume change (i.e. shrink-swell) with water fluctuation within the soil matrix. As such, we recommend undercutting these materials to a least 12 inches below the finished subgrade elevation and backfilling with a compacted structural fill soil to provide a buffer between the sub-slab stone base and the underlying MH/CH soils. Backfilling with additional No. 57 should not be permitted. Please note that if the FFE is high enough to where 12 inches of new fill will be placed to establish finished subgrade elevation, then undercutting will not be necessary.

Stewart should be retained to verify satisfactory undercutting and replacement of the MH/CH soils and to identify any weak or excessively unstable slab areas that require repair. Identifying areas of weak subgrade is typically accomplished by proofrolling with heavy, rubber-tired equipment such as a tandem-axle dump truck. In confined areas that cannot be proofrolled with a dump truck, use of smaller rubber tire equipment, probing, and/or DCP testing should be considered.

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4.4 Pavement

4.4.1 Design

For this project, we have assumed that typical parking lot traffic will consist of support for 500 cars/light trucks per day. The entry road and drive lane leading to the dumpster is assumed to support an additional five delivery trucks per week and one garbage truck per week. We also anticipate that the heavy-duty pavement will support occasional activity buses (up to 20 per year) and a rare visit from heavy fire truck (up to 80,000 lb). Based on these traffic assumptions, the site soil conditions encountered in the borings, and the site preparation recommendations herein, we recommend the minimum pavement sections in Table 2.

Table 2: Asphalt Pavement Sections Light-Duty* Heavy-Duty Course Thickness, in. Thickness, in.

Surface (S9.5A) 2 1

Intermediate (I19.0B) -- 2½

Aggregate Base (ABC) 8 8

*Parking stalls only

The flexible pavement design above is based on the standard 20-year design life and the NCDOT/AASHTO design procedure. The pavement design is also predicated by the assumption that the subgrade soils are properly prepared for pavement support, including moisture conditioning and compaction to a uniform and stable condition. All materials and workmanship used during pavement construction should conform to the North Carolina Department of Transportation Standard Specifications for and Structures, current edition.

4.4.2 Construction

Prior to stone base placement, and again after stone base compaction, the area should be evaluated by proofrolling in the presence of Stewart. Doing so will reduce the likelihood of weak spots in the subgrade. Experience has shown that most pavement failures are caused by localized soft spots in the subgrade or inadequate drainage. Any soft areas or yielding soil should be repaired as recommended by Stewart.

As previously mentioned in this report, the MH and CH soils in the upper soil horizon are subject to strength loss and possibly volume change with variations in soil matrix water, making them poorly- suited for pavement support. When directly supported by these soils, premature fatigue (cracking) is likely, which will result in increased pavement maintenance costs and/or earlier than typical replacement. To reduce the potential for these deficiencies, the MH/CH soils can be undercut and replaced, or otherwise buffered with structural fill, to provide at least 12 inches of separation between the stone base and the MH/CH soil. Chemically stabilizing these soils with lime or cement is also an option for mitigation. If chemically stabilized, Stewart should be consulted about revising/reducing the pavement sections in Table 2.

The pavement sections provided herein do not account for construction traffic (dump trucks, concrete trucks, Lulls, etc.), which is typically very heavy. If construction traffic is allowed to operate on paved surfaces, damage should be expected. Furthermore, areas that do not readily show pavement distress during the construction phase are likely fatigued beyond their intended state and will result in a

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shortened service life. Operating construction equipment on an early placement of base/intermediate course, and placing a final surface lift at the end of construction, is not an appropriate approach unless the pavement is designed accordingly. This common practice only masks the issue. In light of this, we recommend that paving operations be scheduled for the end of construction when heavy construction traffic will be less.

4.5 Seismic Design Considerations

Per the 2012 NC State Building Code, the design of a structure must consider dynamic forces resulting from seismic events, regardless of their likelihood of occurrence. As part of a generalized procedure to estimate seismic forces, the code assigns a Seismic Site Classification (letter designation of Class A through F) based on the subgrade soil/rock conditions within the upper 100 feet of the ground surface at the subject site. Based on our review of the SPT N-values, we recommend designing for a Seismic Site Class “D”.

The following bulleted items briefly discuss our qualitative assessments of the other seismic-related issues. Detailed quantitative analyses for these items were not included in our Scope of Work and are not considered necessary at this time given the development plans and the subsurface conditions encountered.

 Liquefaction Hazard – Risk level is low – The soils encountered were of sufficient fines content and/or density to render them not readily liquefiable during the design .

 Slope Stability – Risk level is low - Based on the grading plan, neither tall nor overly steep cut/fill slopes are planned for construction.

 Surface Rupture – Risk is low – No active faults underlie the site.

4.6 Permanent Slopes

Based on our experience and the known site soil conditions, we recommend that permanent slopes be no steeper than 2(H):1(V). For maintenance purposes, 4:1 or flatter slopes are preferred to allow the use of conventional mowing equipment. If slopes steeper than 2:1 are required, or if slope crests are close to structural loads, we recommend a detailed slope stability assessment be performed. Detailed slope analyses were beyond the scope of services for this project at the time of this report.

All fill slopes should be constructed using structural fill material as described earlier in this report. Constructing slopes with topsoil or other non-structural material should not be allowed; however, such materials can be used to dress slopes after establishing the proper geometry shown on the site plan. Compaction of slope soil is critical to the slope’s longevity and should be monitored closely during construction. Since properly compacting a slope face is extremely difficult, it is recommended that the grading contractor over-steepen slopes during fill placement/compaction and then cut it back to the design geometry.

Vegetation along slope faces will help to reduce the potential for surficial slope failure (commonly in the form of sloughing) by shielding the soil surface from the impact of falling rain and reducing erosion. As such, we recommend that blankets and/or seeding be applied to establish the vegetative cover in a timely manner following slope construction. We further recommend the slopes be seeded with a hearty, deep-rooted grass that is both heat and cold tolerant. Surface irrigation, if necessary to establish vegetation, should be minimized. Owners should be made aware that over-watering of slopes is

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detrimental to slope stability and could cause failures. In areas where vegetation cannot be established, the ground cover can include ground surface stabilization treatments, such as open-graded gravel, rip- rap, jute netting, or a combination of these items. Placement of mulch on slopes is discouraged due to its tendency to hold/trap moisture against the face of the slope, which could also cause slope instability.

4.7 Bracing and Shoring

All open cuts should be excavated in a manner that is safe to workers entering the excavation. This shall be accomplished in accordance with the "Construction Standards for Excavations, 29 CFR, Part 1926, Subpart P" published by the United States Department of Labor, Occupational Safety and Health Administration (OSHA). This federal mandate requires that all excavations (e.g. utility , basement excavations, footing, shafts, etc.) be construction in accordance with OSHA guidelines. These regulations shall be strictly enforced to avoid penalties that could be assessed to the owner and/or contractor.

The contractor is solely responsible for designing, constructing stable, and maintaining temporary excavations and should shore, slope, or bench the sides of the excavations as required to maintain stability of both the excavation sides and bottom. The contractor's responsible person, as defined in 29 CFR Part 1926, should evaluate the soil exposed in the excavations as part of the contractor's safety procedures.

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APPENDIX A

SITE VICINITY MAP BORING LOCATION DIAGRAM

NORTH

©2018: All documents including computer files and drawings Project No.: F17039.00 Figure No.: prepared by Stewart are instruments of professional service intended for one-time use. They are subject to copyright and other property right laws and shall remain the property of SITE VICINITY MAP Scale: NTS Stewart. They are not to be copied, modified, or changed in any manner whatsoever nor assigned to a third party without prior WEST LINCOLN LIBRARY written permission of Stewart. LINCOLNTON, NC Prepared by: CTT A1 Note: All test locations are approximate (unless otherwise 5400 OLD POOLE RD FIRM LICENSE #: C-1051 RALEIGH, NC 27610 www.stewartinc.com reported) and intended for illustration purposes only. T 919.380.8750 Date: JAN. 2018 NORTH

B-1

B-2

B-4 B-15 B-16 B-3

B-14 B-13 B-12

B-11 B-6 B-5 B-9 B-10

B-7

B-8

©2018: All documents including computer files and drawings Project No.: F17039.00 Figure No.: prepared by Stewart are instruments of professional service intended for one-time use. They are subject to copyright and other property right laws and shall remain the property of BORING LOCATION DIAGRAM Scale: 1 IN = 100 FT Stewart. They are not to be copied, modified, or changed in any manner whatsoever nor assigned to a third party without prior WEST LINCOLN LIBRARY written permission of Stewart. LINCOLNTON, NC Prepared by: CTT A2 Note: All test locations are approximate (unless otherwise 5400 OLD POOLE RD FIRM LICENSE #: C-1051 reported) and intended for illustration purposes only. RALEIGH, NC 27610 www.stewartinc.com Date: JAN. 2018 T 919.380.8750

APPENDIX B

BORING SNAPSHOT BORING LOGS BORING SUMMARY TABLE LEGEND TO SOIL DESCRIPTIONS

BORING SNAPSHOT

1,015 1,015

B- 4 B- 3 B- 6 1,010 B- 2 11 B- 5 1,010 13 B-12 B-16 12 20 B- 7 B-11 B-14 13 12 B- 1 13 B-10 B-15 13 9 12 B- 8 B- 9 B-13 18 14 8 10 1,005 17 11 1,005 11 11 1004.2 8 14 14 11 1003.3 7 4 5 9 12 15 8 9 10 9 1002.3 14 8 12 10 1001.6 11 4 1001.2 8 14 9 10 10 9 7 1,000 5 9 1,000 10 999.2 11 8 6 5 7 8 7 998 11 8 7 6 997 11 6 6 10 6 995 995 8 5 8 8 9 5 6 991.2991.3 5 990 990.5990.6 990 989.6989.7 989 12 988.6988.7 9

Elevation (ft) 987.8 6 6 6 987.2987.3 5 5 7 985 985.5 985

5 982 980 980

7

975 975 975

973 16

970 970

10

965 965

The borings in this snapshot are arranged in alphabetical order and do not represent a profile or cross section of the subsurface conditions. LITHOLOGY GRAPHICS Topsoil / Organic Elastic Silt (MH) Silt (ML) Fat Clay (CH) Silty Sand (SM) Layer WEST LINCOLN LIBRARY LINCOLNTON, NC

PROJECT NO.: F17039.00 BORING LOG: B- 1 PAGE 1 OF 1

PROJECT WEST LINCOLN LIBRARY CLIENT LINCOLN COUNTY LOCATION LINCOLNTON, NC PROJECT NO. F17039.00

DATE DRILLED 12/19/17 LOGGED BY C. T. TANG GROUND SURFACE EL. 1006 ft BORING DEPTH 10 ft DRILLING CONTRACTOR TECHDRILL TIME OF DRILLING: WL DRY CAVE-IN 8 ft DRILLING METHOD H.S. AUGER AUGER SIZE 2-1/4 INCH (ID) AFTER DRILLING: WL FIAD CAVE-IN FIAD DRILL RIG CME 45 HAMMER TYPE AUTO

SAMPLE SPT N-VALUE (BPF) 10 20 30 40 50 60 70 80 90 PL WC LL

10 20 30 40 50 60 70 80 90

MATERIAL DESCRIPTION FINES CONTENT (%) DEPTH (ft) DEPTH TYPE MATERIAL ELEVATION (ft) ELEVATION EL (ft) WL CAVE / (ft) DEPTH TYPE NUMBER ID SPT BLOW COUNTS (bpf) N-VALUE 10 20 30 40 50 60 70 80 90 0.6 TOPSOIL 1005.4 RESIDUAL - STIFF, RED, MOIST, ELASTIC SILT, WITH TRACE GRAVEL 1 3 SS 4 23.6 MH 1 7 11 2.5 3.0 1003.0 MEDIUM STIFF TO STIFF, ORANGE, RED AND TAN, MOIST, SANDY SILT 3.5 4 SS 6 2 8 14 5

6 3 SS ML 4 3 6 10 7.5

998 8.5 2 SS 3 4 10.0 3 6 996.0 10 BORING TERMINATED

NOTE(S): GROUND SURFACE ELEVATIONS INTERPOLATED FROM THE PROVIDED LINCOLN COUNTY GIS DATA.

Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted. BORING LOG: B- 2 PAGE 1 OF 1

PROJECT WEST LINCOLN LIBRARY CLIENT LINCOLN COUNTY LOCATION LINCOLNTON, NC PROJECT NO. F17039.00

DATE DRILLED 12/19/17 LOGGED BY C. T. TANG GROUND SURFACE EL. 1009 ft BORING DEPTH 10 ft DRILLING CONTRACTOR TECHDRILL TIME OF DRILLING: WL DRY CAVE-IN 7.8 ft DRILLING METHOD H.S. AUGER AUGER SIZE 2-1/4 INCH (ID) AFTER DRILLING: WL FIAD CAVE-IN FIAD DRILL RIG CME 45 HAMMER TYPE AUTO

SAMPLE SPT N-VALUE (BPF) 10 20 30 40 50 60 70 80 90 PL WC LL

10 20 30 40 50 60 70 80 90

MATERIAL DESCRIPTION FINES CONTENT (%) DEPTH (ft) DEPTH TYPE MATERIAL ELEVATION (ft) ELEVATION EL (ft) WL CAVE / (ft) DEPTH TYPE NUMBER ID SPT BLOW COUNTS (bpf) N-VALUE 10 20 30 40 50 60 70 80 90 0.6 TOPSOIL 1008.4 RESIDUAL - STIFF, RED, MOIST, ELASTIC SILT, WITH TRACE GRAVEL 1 4 SS 6 30.2 MH 1 7 13 2.5 3.0 1006.0 MEDIUM STIFF TO VERY STIFF, ORANGE, RED AND TAN, MOIST, SANDY 3.5 5 SILT SS 8 2 9 17 5

6 3 SS ML 4 3 6 10 7.5 1001.2 8.5 2 SS 2 4 10.0 3 5 999.0 10 BORING TERMINATED

NOTE(S): GROUND SURFACE ELEVATIONS INTERPOLATED FROM THE PROVIDED LINCOLN COUNTY GIS DATA.

Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted. BORING LOG: B- 3 PAGE 1 OF 1

PROJECT WEST LINCOLN LIBRARY CLIENT LINCOLN COUNTY LOCATION LINCOLNTON, NC PROJECT NO. F17039.00

DATE DRILLED 12/19/17 LOGGED BY C. T. TANG GROUND SURFACE EL. 1011 ft BORING DEPTH 10 ft DRILLING CONTRACTOR TECHDRILL TIME OF DRILLING: WL DRY CAVE-IN 7.7 ft DRILLING METHOD H.S. AUGER AUGER SIZE 2-1/4 INCH (ID) AFTER DRILLING: WL FIAD CAVE-IN FIAD DRILL RIG CME 45 HAMMER TYPE AUTO

SAMPLE SPT N-VALUE (BPF) 10 20 30 40 50 60 70 80 90 PL WC LL

10 20 30 40 50 60 70 80 90

MATERIAL DESCRIPTION FINES CONTENT (%) DEPTH (ft) DEPTH TYPE MATERIAL ELEVATION (ft) ELEVATION EL (ft) WL CAVE / (ft) DEPTH TYPE NUMBER ID SPT BLOW COUNTS (bpf) N-VALUE 10 20 30 40 50 60 70 80 90 0.6 TOPSOIL 1010.4 RESIDUAL - STIFF, RED, MOIST, FAT CLAY, WITH TRACE GRAVEL 1 3 SS 5 35.7 CH 1 8 13 2.5 3.0 1008.0 MEDIUM STIFF TO STIFF, ORANGE, RED AND TAN, MOIST, SANDY SILT 3.5 5 SS 6 28.7 2 7 13 5

6 3 SS ML 4 3 7 11 7.5 1003.3 8.5 2 SS 4 4 10.0 4 8 1001.0 10 BORING TERMINATED

NOTE(S): GROUND SURFACE ELEVATIONS INTERPOLATED FROM THE PROVIDED LINCOLN COUNTY GIS DATA.

Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted. BORING LOG: B- 4 PAGE 1 OF 1

PROJECT WEST LINCOLN LIBRARY CLIENT LINCOLN COUNTY LOCATION LINCOLNTON, NC PROJECT NO. F17039.00

DATE DRILLED 12/19/17 LOGGED BY C. T. TANG GROUND SURFACE EL. 1012 ft BORING DEPTH 10 ft DRILLING CONTRACTOR TECHDRILL TIME OF DRILLING: WL DRY CAVE-IN 7.8 ft DRILLING METHOD H.S. AUGER AUGER SIZE 2-1/4 INCH (ID) AFTER DRILLING: WL FIAD CAVE-IN FIAD DRILL RIG CME 45 HAMMER TYPE AUTO

SAMPLE SPT N-VALUE (BPF) 10 20 30 40 50 60 70 80 90 PL WC LL

10 20 30 40 50 60 70 80 90

MATERIAL DESCRIPTION FINES CONTENT (%) DEPTH (ft) DEPTH TYPE MATERIAL ELEVATION (ft) ELEVATION EL (ft) WL CAVE / (ft) DEPTH TYPE NUMBER ID SPT BLOW COUNTS (bpf) N-VALUE 10 20 30 40 50 60 70 80 90 0.6 TOPSOIL 1011.4 RESIDUAL - STIFF, RED AND TAN, MOIST, FAT CLAY, WITH TRACE GRAVEL 1 3 SS 5 32.436.0 89.0 CH 1 6 11 2.5 93 3.0 1009.0 STIFF TO VERY STIFF, ORANGE, TAN AND BROWN, MOIST, SANDY SILT 3.5 7 SS 10 25.6 2 10 20 5

6 5 SS ML 9 3 9 18 7.5 1004.2 8.5 5 SS 6 4 10.0 6 12 1002.0 10 BORING TERMINATED

NOTE(S): GROUND SURFACE ELEVATIONS INTERPOLATED FROM THE PROVIDED LINCOLN COUNTY GIS DATA.

Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted. BORING LOG: B- 5 PAGE 1 OF 1

PROJECT WEST LINCOLN LIBRARY CLIENT LINCOLN COUNTY LOCATION LINCOLNTON, NC PROJECT NO. F17039.00

DATE DRILLED 12/19/17 LOGGED BY C. T. TANG GROUND SURFACE EL. 1009 ft BORING DEPTH 10 ft DRILLING CONTRACTOR TECHDRILL TIME OF DRILLING: WL DRY CAVE-IN 7.4 ft DRILLING METHOD H.S. AUGER AUGER SIZE 2-1/4 INCH (ID) AFTER DRILLING: WL FIAD CAVE-IN FIAD DRILL RIG CME 45 HAMMER TYPE AUTO

SAMPLE SPT N-VALUE (BPF) 10 20 30 40 50 60 70 80 90 PL WC LL

10 20 30 40 50 60 70 80 90

MATERIAL DESCRIPTION FINES CONTENT (%) DEPTH (ft) DEPTH TYPE MATERIAL ELEVATION (ft) ELEVATION EL (ft) WL CAVE / (ft) DEPTH TYPE NUMBER ID SPT BLOW COUNTS (bpf) N-VALUE 10 20 30 40 50 60 70 80 90 0.6 TOPSOIL 1008.4 RESIDUAL - STIFF, RED, MOIST, ELASTIC SILT, WITH TRACE ROOTS 1 4 SS 5 35.0 MH 1 7 12 2.5 3.0 1006.0 STIFF, RED, ORANGE, TAN AND PURPLE, MOIST, SANDY SILT 3.5 4 SS 5 2 6 11 5

6 2 SS ML 4 3 5 9 1001.6 7.5

8.5 3 SS 4 4 10.0 5 9 999.0 10 BORING TERMINATED

NOTE(S): GROUND SURFACE ELEVATIONS INTERPOLATED FROM THE PROVIDED LINCOLN COUNTY GIS DATA.

Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted. BORING LOG: B- 6 PAGE 1 OF 1

PROJECT WEST LINCOLN LIBRARY CLIENT LINCOLN COUNTY LOCATION LINCOLNTON, NC PROJECT NO. F17039.00

DATE DRILLED 12/19/17 LOGGED BY C. T. TANG GROUND SURFACE EL. 1010 ft BORING DEPTH 10 ft DRILLING CONTRACTOR TECHDRILL TIME OF DRILLING: WL DRY CAVE-IN 7.7 ft DRILLING METHOD H.S. AUGER AUGER SIZE 2-1/4 INCH (ID) AFTER DRILLING: WL FIAD CAVE-IN FIAD DRILL RIG CME 45 HAMMER TYPE AUTO

SAMPLE SPT N-VALUE (BPF) 10 20 30 40 50 60 70 80 90 PL WC LL

10 20 30 40 50 60 70 80 90

MATERIAL DESCRIPTION FINES CONTENT (%) DEPTH (ft) DEPTH TYPE MATERIAL ELEVATION (ft) ELEVATION EL (ft) WL CAVE / (ft) DEPTH TYPE NUMBER ID SPT BLOW COUNTS (bpf) N-VALUE 10 20 30 40 50 60 70 80 90 0.6 TOPSOIL 1009.4 RESIDUAL - STIFF, ORANGE AND TAN, MOIST, FAT CLAY, WITH TRACE 1 4 SS GRAVEL AND ROOTS 5 30.6 CH 1 7 12 2.5 3.0 1007.0 MEDIUM STIFF TO STIFF, ORANGE, RED AND TAN, MOIST, SANDY SILT 3.5 4 SS 6 30.1 2 6 12 5

COLOR TRANSITIONS TO WHITE AND TAN BELOW 6± FT 6 3 SS ML 3 3 4 7 7.5 1002.3 COLOR TRANSITIONS TO RED AND BROWN BELOW 8± FT 8.5 2 SS 4 4 10.0 4 8 1000.0 10 BORING TERMINATED

NOTE(S): GROUND SURFACE ELEVATIONS INTERPOLATED FROM THE PROVIDED LINCOLN COUNTY GIS DATA.

Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted. BORING LOG: B- 7 PAGE 1 OF 1

PROJECT WEST LINCOLN LIBRARY CLIENT LINCOLN COUNTY LOCATION LINCOLNTON, NC PROJECT NO. F17039.00

DATE DRILLED 12/19/17 LOGGED BY C. T. TANG GROUND SURFACE EL. 1007 ft BORING DEPTH 10 ft DRILLING CONTRACTOR TECHDRILL TIME OF DRILLING: WL DRY CAVE-IN 7.8 ft DRILLING METHOD H.S. AUGER AUGER SIZE 2-1/4 INCH (ID) AFTER DRILLING: WL FIAD CAVE-IN FIAD DRILL RIG CME 45 HAMMER TYPE AUTO

SAMPLE SPT N-VALUE (BPF) 10 20 30 40 50 60 70 80 90 PL WC LL

10 20 30 40 50 60 70 80 90

MATERIAL DESCRIPTION FINES CONTENT (%) DEPTH (ft) DEPTH TYPE MATERIAL ELEVATION (ft) ELEVATION EL (ft) WL CAVE / (ft) DEPTH TYPE NUMBER ID SPT BLOW COUNTS (bpf) N-VALUE 10 20 30 40 50 60 70 80 90 0.6 TOPSOIL 1006.4 RESIDUAL - STIFF, RED, MOIST, ELASTIC SILT, WITH TRACE GRAVEL AND 1 4 SS ROOTS 6 27.8 MH 1 8 14 2.5 3.0 1004.0 STIFF, ORANGE, RED AND TAN, MOIST, SANDY SILT 3.5 5 SS 7 2 8 15 5

6 4 SS ML 4 3 6 10 7.5 999.2 8.5 3 SS 4 4 10.0 7 11 997.0 10 BORING TERMINATED

NOTE(S): GROUND SURFACE ELEVATIONS INTERPOLATED FROM THE PROVIDED LINCOLN COUNTY GIS DATA.

Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted. BORING LOG: B- 8 PAGE 1 OF 1

PROJECT WEST LINCOLN LIBRARY CLIENT LINCOLN COUNTY LOCATION LINCOLNTON, NC PROJECT NO. F17039.00

DATE DRILLED 12/19/17 LOGGED BY C. T. TANG GROUND SURFACE EL. 1005 ft BORING DEPTH 10 ft DRILLING CONTRACTOR TECHDRILL TIME OF DRILLING: WL DRY CAVE-IN 8 ft DRILLING METHOD H.S. AUGER AUGER SIZE 2-1/4 INCH (ID) AFTER DRILLING: WL FIAD CAVE-IN FIAD DRILL RIG CME 45 HAMMER TYPE AUTO

SAMPLE SPT N-VALUE (BPF) 10 20 30 40 50 60 70 80 90 PL WC LL

10 20 30 40 50 60 70 80 90

MATERIAL DESCRIPTION FINES CONTENT (%) DEPTH (ft) DEPTH TYPE MATERIAL ELEVATION (ft) ELEVATION EL (ft) WL CAVE / (ft) DEPTH TYPE NUMBER ID SPT BLOW COUNTS (bpf) N-VALUE 10 20 30 40 50 60 70 80 90 0.6 TOPSOIL 1004.4 RESIDUAL - SOFT, BROWN, WET, SANDY ELASTIC SILT, WITH TRACE 1 1 SS GRAVEL 1 19.3 MH 1 3 4 2.5 3.0 1002.0 MEDIUM STIFF TO STIFF, RED AND ORANGE, MOIST, SANDY SILT 3.5 4 SS 7 2 7 14 5

6 3 SS ML 3 3 4 7 7.5

997 8.5 2 SS 2 4 10.0 4 6 995.0 10 BORING TERMINATED

NOTE(S): GROUND SURFACE ELEVATIONS INTERPOLATED FROM THE PROVIDED LINCOLN COUNTY GIS DATA.

Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted. BORING LOG: B- 9 PAGE 1 OF 1

PROJECT WEST LINCOLN LIBRARY CLIENT LINCOLN COUNTY LOCATION LINCOLNTON, NC PROJECT NO. F17039.00

DATE DRILLED 12/19/17 LOGGED BY C. T. TANG GROUND SURFACE EL. 1005 ft BORING DEPTH 20 ft DRILLING CONTRACTOR TECHDRILL TIME OF DRILLING: WL DRY CAVE-IN 17.2 ft DRILLING METHOD H.S. AUGER AUGER SIZE 2-1/4 INCH (ID) AFTER DRILLING: WL DRY CAVE-IN 17.2 ft (4 HR) DRILL RIG CME 45 HAMMER TYPE AUTO

SAMPLE SPT N-VALUE (BPF) 10 20 30 40 50 60 70 80 90 PL WC LL

10 20 30 40 50 60 70 80 90

MATERIAL DESCRIPTION FINES CONTENT (%) DEPTH (ft) DEPTH TYPE MATERIAL ELEVATION (ft) ELEVATION EL (ft) WL CAVE / (ft) DEPTH TYPE NUMBER ID SPT BLOW COUNTS (bpf) N-VALUE 10 20 30 40 50 60 70 80 90 0.6 TOPSOIL 1004.4 RESIDUAL - MEDIUM STIFF, BROWN, MOIST, ELASITC SILT, WITH TRACE 1 2 SS ROOTS AND GRAVEL 2 26.8 MH 1 3 5 2.5 3.0 1002.0 MEDIUM STIFF TO STIFF, ORANGE, RED AND TAN, MOIST, SANDY SILT 3.5 2 SS 4 2 5 9 5

6 3 SS 3 3 5 8 7.5

8.5 3 SS 4 4 6 10 10

ML WITH TRACE MICA BELOW 12± FT

13.5 2 SS 3 5 3 6 15

987.8

18.5 1 SS 2 6 20.0 3 5 985.0 20 BORING TERMINATED

NOTE(S): GROUND SURFACE ELEVATIONS INTERPOLATED FROM THE PROVIDED LINCOLN COUNTY GIS DATA.

Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted. BORING LOG: B-10 PAGE 1 OF 1

PROJECT WEST LINCOLN LIBRARY CLIENT LINCOLN COUNTY LOCATION LINCOLNTON, NC PROJECT NO. F17039.00

DATE DRILLED 12/18/17 LOGGED BY C. T. TANG GROUND SURFACE EL. 1006 ft BORING DEPTH 20 ft DRILLING CONTRACTOR TECHDRILL TIME OF DRILLING: WL DRY CAVE-IN 17 ft DRILLING METHOD H.S. AUGER AUGER SIZE 2-1/4 INCH (ID) AFTER DRILLING: WL DRY CAVE-IN 17 ft (24 HR) DRILL RIG CME 45 HAMMER TYPE AUTO

SAMPLE SPT N-VALUE (BPF) 10 20 30 40 50 60 70 80 90 PL WC LL

10 20 30 40 50 60 70 80 90

MATERIAL DESCRIPTION FINES CONTENT (%) DEPTH (ft) DEPTH TYPE MATERIAL ELEVATION (ft) ELEVATION EL (ft) WL CAVE / (ft) DEPTH TYPE NUMBER ID SPT BLOW COUNTS (bpf) N-VALUE 10 20 30 40 50 60 70 80 90 0.6 TOPSOIL 1005.4 RESIDUAL - MEDIUM STIFF, RED, MOIST, ELASTIC SILT, WITH TRACE 1 2 SS GRAVEL 3 32.9 MH 1 5 8 2.5 3.0 1003.0 MEDIUM STIFF TO STIFF, RED, BROWN AND TAN, MOIST, SANDY SILT 3.5 4 SS 6 2 6 12 5

6 3 SS 5 3 6 11 7.5

8.5 3 SS 5 4 6 11 10

ML

13.5 3 SS 4 5 5 9 15

989

18.5 2 SS 2 6 20.0 4 6 986.0 20 BORING TERMINATED

NOTE(S): GROUND SURFACE ELEVATIONS INTERPOLATED FROM THE PROVIDED LINCOLN COUNTY GIS DATA.

Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted. BORING LOG: B-11 PAGE 1 OF 1

PROJECT WEST LINCOLN LIBRARY CLIENT LINCOLN COUNTY LOCATION LINCOLNTON, NC PROJECT NO. F17039.00

DATE DRILLED 12/18/17 LOGGED BY C. T. TANG GROUND SURFACE EL. 1007 ft BORING DEPTH 20 ft DRILLING CONTRACTOR TECHDRILL TIME OF DRILLING: WL DRY CAVE-IN 17.4 ft DRILLING METHOD H.S. AUGER AUGER SIZE 2-1/4 INCH (ID) AFTER DRILLING: WL DRY CAVE-IN 17.3 ft (24 HR) DRILL RIG CME 45 HAMMER TYPE AUTO

SAMPLE SPT N-VALUE (BPF) 10 20 30 40 50 60 70 80 90 PL WC LL

10 20 30 40 50 60 70 80 90

MATERIAL DESCRIPTION FINES CONTENT (%) DEPTH (ft) DEPTH TYPE MATERIAL ELEVATION (ft) ELEVATION EL (ft) WL CAVE / (ft) DEPTH TYPE NUMBER ID SPT BLOW COUNTS (bpf) N-VALUE 10 20 30 40 50 60 70 80 90 0.6 TOPSOIL 1006.4 RESIDUAL - MEDIUM STIFF, RED, MOIST, ELASTIC SILT, WITH TRACE 1 3 SS GRAVEL AND ROOTS 4 28.0 MH 1 4 8 2.5 3.0 1004.0 MEDIUM STIFF TO STIFF, RED, ORANGE AND TAN, MOIST, SANDY SILT 3.5 2 SS 3 2 5 8 5

6 3 SS 3 3 6 9 7.5

8.5 2 SS 4 4 4 8 10

ML

13.5 2 SS 3 5 5 8 15

WET, WITH TRACE MICA BELOW 17± FT 989.6989.7

18.5 2 SS 2 6 20.0 4 6 987.0 20 BORING TERMINATED

NOTE(S): GROUND SURFACE ELEVATIONS INTERPOLATED FROM THE PROVIDED LINCOLN COUNTY GIS DATA.

Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted. BORING LOG: B-12 PAGE 1 OF 1

PROJECT WEST LINCOLN LIBRARY CLIENT LINCOLN COUNTY LOCATION LINCOLNTON, NC PROJECT NO. F17039.00

DATE DRILLED 12/19/17 LOGGED BY C. T. TANG GROUND SURFACE EL. 1008 ft BORING DEPTH 20 ft DRILLING CONTRACTOR TECHDRILL TIME OF DRILLING: WL DRY CAVE-IN 16.8 ft DRILLING METHOD H.S. AUGER AUGER SIZE 2-1/4 INCH (ID) AFTER DRILLING: WL DRY CAVE-IN 16.7 ft (4 HR) DRILL RIG CME 45 HAMMER TYPE AUTO

SAMPLE SPT N-VALUE (BPF) 10 20 30 40 50 60 70 80 90 PL WC LL

10 20 30 40 50 60 70 80 90

MATERIAL DESCRIPTION FINES CONTENT (%) DEPTH (ft) DEPTH TYPE MATERIAL ELEVATION (ft) ELEVATION EL (ft) WL CAVE / (ft) DEPTH TYPE NUMBER ID SPT BLOW COUNTS (bpf) N-VALUE 10 20 30 40 50 60 70 80 90 0.6 TOPSOIL 1007.4 RESIDUAL - STIFF, RED, MOIST, FAT CLAY, WITH TRACE GRAVEL 1 4 SS 6 30.3 CH 1 7 13 2.5 3.0 1005.0 STIFF, ORANGE AND TAN, MOIST, SANDY SILT 3.5 4 SS 7 ML 2 7 14 5 5.5 1002.5 MEDIUM DENSE, WHITE AND TAN, MOIST, SILTY SAND, WITH TRACE 6 2 QUARTZ FRAGMENTS SS 5 SM 3 6 11 7.5 8.0 1000.0 MEDIUM STIFF TO STIFF, RED, TAN AND ORANGE, MOIST, SANDY SILT 8.5 2 SS 3 4 3 6 10

13.5 2 SS ML 4 5 4 8 15

991.2991.3

18.5 3 SS 5 6 20.0 7 12 988.0 20 BORING TERMINATED

NOTE(S): GROUND SURFACE ELEVATIONS INTERPOLATED FROM THE PROVIDED LINCOLN COUNTY GIS DATA.

Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted. BORING LOG: B-13 PAGE 1 OF 1

PROJECT WEST LINCOLN LIBRARY CLIENT LINCOLN COUNTY LOCATION LINCOLNTON, NC PROJECT NO. F17039.00

DATE DRILLED 12/18/17 LOGGED BY C. T. TANG GROUND SURFACE EL. 1005 ft BORING DEPTH 20 ft DRILLING CONTRACTOR TECHDRILL TIME OF DRILLING: WL DRY CAVE-IN 17.8 ft DRILLING METHOD H.S. AUGER AUGER SIZE 2-1/4 INCH (ID) AFTER DRILLING: WL DRY CAVE-IN 17.7 ft (24 HR) DRILL RIG CME 45 HAMMER TYPE AUTO

SAMPLE SPT N-VALUE (BPF) 10 20 30 40 50 60 70 80 90 PL WC LL

10 20 30 40 50 60 70 80 90

MATERIAL DESCRIPTION FINES CONTENT (%) DEPTH (ft) DEPTH TYPE MATERIAL ELEVATION (ft) ELEVATION EL (ft) WL CAVE / (ft) DEPTH TYPE NUMBER ID SPT BLOW COUNTS (bpf) N-VALUE 10 20 30 40 50 60 70 80 90 0.6 TOPSOIL 1004.4 RESIDUAL - STIFF, RED, MOIST, ELASTIC SILT, WITH TRACE GRAVEL 1 2 SS 4 26.6 MH 1 5 9 2.5 3.0 1002.0 MEDIUM STIFF TO STIFF, RED, ORANGE AND TAN, MOIST, SANDY SILT 3.5 2 SS 4 2 6 10 5

6 2 SS 3 3 4 7 7.5

8.5 2 SS 2 4 4 6 ML 10

13.5 2 SS 2 5 3 5 15

17.0 988.0 LOOSE, WHITE AND TAN, WET, SILTY SAND, WITH TRACE QUARTZ

FRAGMENTS 987.2987.3 SM 18.5 2 SS 4 6 20.0 3 7 985.0 20 BORING TERMINATED

NOTE(S): GROUND SURFACE ELEVATIONS INTERPOLATED FROM THE PROVIDED LINCOLN COUNTY GIS DATA.

Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted. BORING LOG: B-14 PAGE 1 OF 2

PROJECT WEST LINCOLN LIBRARY CLIENT LINCOLN COUNTY LOCATION LINCOLNTON, NC PROJECT NO. F17039.00

DATE DRILLED 12/18/17 LOGGED BY C. T. TANG GROUND SURFACE EL. 1007 ft BORING DEPTH 40 ft DRILLING CONTRACTOR TECHDRILL TIME OF DRILLING: WL 25 ft CAVE-IN 34 ft DRILLING METHOD H.S. AUGER AUGER SIZE 2-1/4 INCH (ID) AFTER DRILLING: WL 21.5 ft CAVE-IN 32 ft (24 HR) DRILL RIG CME 45 HAMMER TYPE AUTO

SAMPLE SPT N-VALUE (BPF) 10 20 30 40 50 60 70 80 90 PL WC LL

10 20 30 40 50 60 70 80 90

MATERIAL DESCRIPTION FINES CONTENT (%) DEPTH (ft) DEPTH TYPE MATERIAL ELEVATION (ft) ELEVATION EL (ft) WL CAVE / (ft) DEPTH TYPE NUMBER ID SPT BLOW COUNTS (bpf) N-VALUE 10 20 30 40 50 60 70 80 90 0.6 TOPSOIL 1006.4 RESIDUAL - STIFF, RED, MOIST, SANDY FAT CLAY, WITH TRACE GRAVEL 1 3 SS AND ROOTS 4 29.4 CH 1 6 10 2.5 3.0 1004.0 MEDIUM STIFF TO VERY STIFF, RED, ORANGE AND WHITE, MOIST, SANDY 3.5 2 SILT SS 4 2 5 9 5

6 2 SS 3 3 4 7 7.5

8.5 2 SS 3 4 4 7 10

13.5 2 SS 4 5 4 8 15

18.5 1 SS ML 3 6 3 6 20

985.5 WET BELOW 22± FT

23.5 1 SS 2 7 3 5 982 25

COLOR TRANSITIONS TO BROWN, TAN AND BLACK BELOW 27± FT

28.5 2 SS 2 8 5 7 30

975

33.5 3 SS 973 6 9 10 16 Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted. (Continued Next Page) BORING LOG: B-14 PAGE 2 OF 2

PROJECT WEST LINCOLN LIBRARY CLIENT LINCOLN COUNTY LOCATION LINCOLNTON, NC PROJECT NO. F17039.00

SAMPLE SPT N-VALUE (BPF) 10 20 30 40 50 60 70 80 90 PL WC LL

10 20 30 40 50 60 70 80 90

MATERIAL DESCRIPTION FINES CONTENT (%) DEPTH (ft) DEPTH TYPE MATERIAL ELEVATION (ft) ELEVATION EL (ft) WL CAVE / (ft) DEPTH TYPE NUMBER ID SPT BLOW COUNTS (bpf) N-VALUE 10 20 30 40 50 60 70 80 90 MEDIUM STIFF TO VERY STIFF, RED, ORANGE AND WHITE, MOIST, SANDY 35 SILT (continued)

ML

38.5 3 SS 4 10 40.0 6 10 967.0 40 BORING TERMINATED

NOTE(S): GROUND SURFACE ELEVATIONS INTERPOLATED FROM THE PROVIDED LINCOLN COUNTY GIS DATA.

Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted. BORING LOG: B-15 PAGE 1 OF 1

PROJECT WEST LINCOLN LIBRARY CLIENT LINCOLN COUNTY LOCATION LINCOLNTON, NC PROJECT NO. F17039.00

DATE DRILLED 12/18/17 LOGGED BY C. T. TANG GROUND SURFACE EL. 1006 ft BORING DEPTH 20 ft DRILLING CONTRACTOR TECHDRILL TIME OF DRILLING: WL DRY CAVE-IN 17.4 ft DRILLING METHOD H.S. AUGER AUGER SIZE 2-1/4 INCH (ID) AFTER DRILLING: WL DRY CAVE-IN 17.3 ft (24 HR) DRILL RIG CME 45 HAMMER TYPE AUTO

SAMPLE SPT N-VALUE (BPF) 10 20 30 40 50 60 70 80 90 PL WC LL

10 20 30 40 50 60 70 80 90

MATERIAL DESCRIPTION FINES CONTENT (%) DEPTH (ft) DEPTH TYPE MATERIAL ELEVATION (ft) ELEVATION EL (ft) WL CAVE / (ft) DEPTH TYPE NUMBER ID SPT BLOW COUNTS (bpf) N-VALUE 10 20 30 40 50 60 70 80 90 0.6 TOPSOIL 1005.4 RESIDUAL - STIFF, RED, MOIST, ELASTIC SILT, WITH TRACE GRAVEL AND 1 3 SS ROOTS 7 27.5 MH 1 7 14 2.5 3.0 1003.0 MEDIUM STIFF TO STIFF, RED, ORANGE, TAN AND WHITE, MOIST, SANDY 3.5 3 SILT SS 4 2 6 10 5

6 2 SS 4 3 4 8 7.5

8.5 2 SS 2 4 4 6 10

ML

13.5 1 SS 2 5 3 5 15

988.6988.7

18.5 2 SS 2 6 20.0 3 5 986.0 20 BORING TERMINATED

NOTE(S): GROUND SURFACE ELEVATIONS INTERPOLATED FROM THE PROVIDED LINCOLN COUNTY GIS DATA.

Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted. BORING LOG: B-16 PAGE 1 OF 1

PROJECT WEST LINCOLN LIBRARY CLIENT LINCOLN COUNTY LOCATION LINCOLNTON, NC PROJECT NO. F17039.00

DATE DRILLED 12/19/17 LOGGED BY C. T. TANG GROUND SURFACE EL. 1008 ft BORING DEPTH 20 ft DRILLING CONTRACTOR TECHDRILL TIME OF DRILLING: WL DRY CAVE-IN 17.5 ft DRILLING METHOD H.S. AUGER AUGER SIZE 2-1/4 INCH (ID) AFTER DRILLING: WL DRY CAVE-IN 17.4 ft (4 HR) DRILL RIG CME 45 HAMMER TYPE AUTO

SAMPLE SPT N-VALUE (BPF) 10 20 30 40 50 60 70 80 90 PL WC LL

10 20 30 40 50 60 70 80 90

MATERIAL DESCRIPTION FINES CONTENT (%) DEPTH (ft) DEPTH TYPE MATERIAL ELEVATION (ft) ELEVATION EL (ft) WL CAVE / (ft) DEPTH TYPE NUMBER ID SPT BLOW COUNTS (bpf) N-VALUE 10 20 30 40 50 60 70 80 90 0.6 TOPSOIL 1007.4 RESIDUAL - STIFF, RED, MOIST, FAT CLAY, WITH TRACE ROOTS 1 2 SS 4 30.7 CH 1 5 9 2.5 3.0 1005.0 SOFT TO STIFF, RED, ORANGE AND TAN, MOIST, SANDY SILT 3.5 4 SS 5 20.9 2 6 11 5

6 2 SS 2 3 2 4 7.5

8.5 1 SS 2 4 3 5 10

ML

13.5 1 SS 2 5 3 5 15

990.5990.6 18.5 19.0 2 989.0 SS 3 LOOSE, WHITE AND TAN, WET, SILTY SAND 6 20.0 SM 6 9 988.0 20 BORING TERMINATED

NOTE(S): GROUND SURFACE ELEVATIONS INTERPOLATED FROM THE PROVIDED LINCOLN COUNTY GIS DATA.

Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted. UNIFIED SOIL CLASSIFICATION (ASTM D-2487)

MATERIAL GROUP CRITERIA FOR ASSIGNING SOIL GROUP NAMES SOIL GROUP NAMES & LEGEND TYPES SYMBOL

Cu>4 AND 150% OF COARSE Cu>4 AND 1>Cc>3 GP POORLY-GRADED GRAVEL FRACTION RETAINED ON NO 4. SIEVE FINES CLASSIFY AS ML OR CL GM SILTY GRAVEL GRAVELS WITH FINES >12% FINES FINES CLASSIFY AS CL OR CH GC CLAYEY GRAVEL

Cu>6 AND 16 AND 1>Cc>3 SP POORLY-GRADED SAND >50% OF COARSE >50% RETAINED ON FRACTION PASSES COARSE-GRAINED SOILS FINES CLASSIFY AS ML OR CL SM SILTY SAND ON NO 4. SIEVE SANDS AND FINES >12% FINES FINES CLASSIFY AS CL OR CH SC CLAYEY SAND

SILTS AND CLAYS PI>7 AND PLOTS>"A" LINE CL LOW PLASTICITY (LEAN) CLAY INORGANIC LIQUID LIMIT<50 PI>4 AND PLOTS<"A" LINE ML LOW PLASTICITY SILT

ORGANIC LL (oven dried)/LL (not dried)<0.75 OL ORGANIC CLAY OR SILT

SILTS AND CLAYS PI PLOTS >"A" LINE CH HIGH PLASTICITY (FAT) CLAY INORGANIC >50% PASSES NO. 200 SIEVE LIQUID LIMIT>50 PI PLOTS <"A" LINE MH HIGH ELASTICITY SILT FINE-GRAINED SOILS ORGANIC LL (oven dried)/LL (not dried)<0.75 OH ORGANIC CLAY OR SILT

HIGHLY ORGANIC SOILS PRIMARILY ORGANIC MATTER, DARK IN COLOR, AND ORGANIC ODOR PT MATERIAL TYPES ENCOUNTERED ONSITE SAMPLE TYPES

Fat Clay (CH) Elastic Silt (MH) Split Spoon

Silt (ML) Silty Sand (SM)

Topsoil / Organic Layer ADDITIONAL ABBREVIATIONS, TERMS, & SYMBOLS SPT - STANDARD PENETRATION TEST DRY - REQUIRES WETTING TO REACH OPTIMUM BPF - BLOWS PER FOOT MOIST - AT OR NEAR OPTIMUM PL - PLASTIC LIMIT WET - REQUIRES DRYING TO REACH OPTIMUM LL - LIQUID LIMIT SAT - SATURATED, NEARLY LIQUID MC - MOISTURE CONTENT TRACE - < 5% SS - SPLIT SPOON FEW - 5 - 10% AP - AUGER PROBE LITTLE - 15 - 25% WL - WATER LEVEL SOME - 30 - 45% USCS - UNIFIED SOIL CLASSIFICATION SYSTEM WATER LEVEL AT TIME OF DRILLING WOH - WEIGHT OF HAMMER WOR - WEIGHT OF RODS WATER LEVEL AFTER DRILLING EOD - END OF DAY PLASTICITY CHART CAVE-IN LEVEL FIAD - FILLED IMMEDIATELY 80 AFTER DRILLING/ 70 PENETRATION RESISTANCE 60 (RECORDED AS BLOWS PER 6 IN.) CH SAND & GRAVEL SILT & CLAY 50 CL UNDRAINED SHEAR 40 RELATIVE DENSITY BLOWS/FOOT* CONSISTENCY BLOWS/FOOT* STRENGTH (KSF)

VERY LOOSE 0 - 3 VERY SOFT 0 - 1 0 - 0.25 30 OH & MH LOOSE 4 - 9 SOFT 2 - 4 0.26 - 0.50

PLASTICITY INDEX (%) 20 "A" LINE MEDIUM DENSE 10 - 30 MEDIUM STIFF (FIRM) 5 - 8 0.51 - 1.0 DENSE 31 - 50 STIFF 9 - 15 1.1 - 2.0 10 VERY DENSE 51+ VERY STIFF 16 - 30 2.1 - 4.0 CL-ML ML & OL HARD 31+ 4.0+ 0 0 10 20 30 40 50 60 70 80 90 100 110 120 * NUMBER OF BLOWS OF 140 LB HAMMER FALLING 30 INCHES TO DRIVE A 2 INCH O.D. (1-3/8 INCH I.D.) SPLIT-BARREL SAMPLER THE LAST 12 INCHES OF AN 18-INCH LIQUID LIMIT (%) DRIVE (ASTM-1586 STANDARD PENETRATION TEST).

LEGEND TO SOIL DESCRIPTIONS PROJECT NUMBER: F17039.00 BORING SUMMARY TABLE PAGE 1 OF 1

PROJECT WEST LINCOLN LIBRARY CLIENT LINCOLN COUNTY LOCATION LINCOLNTON, NC PROJECT NO. F17039.00

Ground Boring Time of Drilling GW After Drilling GW Weathered Rock Auger Refusal Borehole Date Surface El. Depth Depth El. Depth El. Depth El. Depth El. ID Performed (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) B- 1 12/19/2017 1006 10 DRY FIAD B- 2 12/19/2017 1009 10 DRY FIAD B- 3 12/19/2017 1011 10 DRY FIAD B- 4 12/19/2017 1012 10 DRY FIAD B- 5 12/19/2017 1009 10 DRY FIAD B- 6 12/19/2017 1010 10 DRY FIAD B- 7 12/19/2017 1007 10 DRY FIAD B- 8 12/19/2017 1005 10 DRY FIAD B- 9 12/19/2017 1005 20 DRY DRY B-10 12/18/2017 1006 20 DRY DRY B-11 12/18/2017 1007 20 DRY DRY B-12 12/19/2017 1008 20 DRY DRY B-13 12/18/2017 1005 20 DRY DRY B-14 12/18/2017 1007 40 25 982 21.5 985.5 B-15 12/18/2017 1006 20 DRY DRY B-16 12/19/2017 1008 20 DRY DRY

Note: Blank cells indicate not encountered or not measured/recorded. Refer to the individual boring log and report for additional details

APPENDIX C

LABORATORY TEST DATA

SUMMARY OF LABORATORY RESULTS PAGE 1 OF 1

PROJECT WEST LINCOLN LIBRARY CLIENT LINCOLN COUNTY LOCATION LINCOLNTON, NC PROJECT NO. F17039.00

Maximum Water Max. Dry Opt. Water Liquid Plastic Plasticity %<#200 Class- Void Borehole Depth Size Content Density Content Limit Limit Index Sieve ification Ratio (mm) (%) (pcf) (%) B- 1 2.0 23.6 B- 2 2.0 30.2 B- 3 2.0 35.7 B- 3 4.5 28.7 B- 4 2.0 89 36 53 2 92.6 CH 32.4 B- 4 4.5 25.6 B- 5 2.0 35.0 B- 6 2.0 30.6 B- 6 4.5 30.1 B- 7 2.0 27.8 B- 8 2.0 19.3 B- 9 2.0 26.8 B-10 2.0 32.9 B-11 2.0 28.0 B-12 2.0 30.3 B-13 2.0 26.6 B-14 2.0 29.4 B-15 2.0 27.5 B-16 2.0 30.7 B-16 4.5 20.9 ATTERBERG LIMITS RESULTS

PROJECT WEST LINCOLN LIBRARY CLIENT LINCOLN COUNTY LOCATION LINCOLNTON, NC PROJECT NO. F17039.00

60 CL CH P L 50 A S T I 40 C I T Y 30 I N D E 20 X

10 ML MH CL-ML 0 0 20 40 60 80 100 LIQUID LIMIT Specimen Identification LL PL PI Fines Classification B- 4 2.0 89 36 53 93 FAT CLAY(CH) GRAIN SIZE DISTRIBUTION

PROJECT WEST LINCOLN LIBRARY CLIENT LINCOLN COUNTY LOCATION LINCOLNTON, NC PROJECT NO. F17039.00 U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS 6 4 3 2 1.5 1 3/4 1/23/8 3 4 6 810 14 16 20 30 40 50 60 100 140 200 100

95

90

85

80

75

70

65

60

55

50

45

40

PERCENT FINER BY WEIGHT BY FINER PERCENT 35

30

25

20

15

10

5

0 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS GRAVEL SAND COBBLES SILT OR CLAY coarse fine coarse medium fine

Specimen Identification Classification LL PL PI Cc Cu B- 4 2.0 FAT CLAY(CH) 89 36 53

Specimen Identification D100 D60 D30 D10 %Gravel %Sand %Silt %Clay B- 4 2.0 2 0.0 7.4 92.6

APPENDIX D

SITE PHOTOGRAPHS

Site Photographs

Photograph 1: Looking northeast from Westwinds Road/Shoal Road intersection.

Photograph 2: Looking southeast from intersection of Westwinds Road and Shoal Road.

West Lincoln Library – Lincolnton, North Carolina SECTION 00 41 13 - BID FORM – STIPULATED SUM – SINGLE PRIME

PROJECT: West Lincoln Library Branch Lincoln County, NC (RFB 2018-1011)

NAME OF BIDDER: ______.

BUSINESS ADDRESS: ______.

LICENSE NO. ______DATE ______.

This Contractor hereby proposes to furnish all materials, labor and equipment necessary to provide the Owner with a completed project as described in these specifications and as shown, detailed or noted on the drawings listed herein and to include any information provided in addenda as indicated on this proposal form.

A. CONTRACT PRICE:

Total Base Bid: ……………………………………………………($ )

B. ALTERNATES: As described on Drawings and in Specifications.

Alternate No. 1 Provide digital sign base, surround & cap (Add) +$______

Alternate No. 2 All telecommunication device boxes, conduits, raceways (Add) +$______

Alternate No. 3 Provide gravel overflow parking area per civil drawings (Add) +$______

Alternate No. 4 Provide stamped concrete, low screen walls & gates at mechanical yards (Add)+$______

Alternate No. 5 Provide DensElement Barrier System including sheathing, Liquid Flashing & manufacturer’s required fasteners (Add/Deduct)$______

C. UNIT PRICES:

The undersigned quotes the following unit prices to be utilized in making adjustments to the Contract sum should the addition or omission of work required by the Contract Documents be necessary. Amount listed for unit prices will apply throughout the life of the Contract.

UP #1 Removal of unsuitable material, per cubic yard $______

UP #2 In-place structural fill, per cubic yard $ ______

UP #3 Rock Excavation (trenching) per cubic yard $______

UP #4 Removal of mass rock per cubic yard $______

UP #5 In-Place Concrete paving (4" thickness) per square foot $______

UP #6 Asphalt paving per square yard $______

UP #7 2000 PSI lean concrete fill per square yard $______

ADW-17030 Page 1 of 2 BID FORM – STIPULATED SUM – SINGLE PRIME SECTION 00 41 13

D. TIME OF COMPLETION

The undersigned further agrees to begin work immediately upon receipt of the “Notice to Proceed” with an adequate force, carry the work forward as expeditiously as possible, and complete the work in 365 days.

E. QUALIFICATIONS AND CLARIFICATIONS:

Contractor shall obtain any clarifications with the Owner in writing prior to the bid date. Bid qualifications are not permitted.

F. ADDENDUMS:

Contractor shall acknowledge receipt of all Addenda to the drawings and specifications by affixing his signature in the spaces provided below:

Date Signature

Addendum No. 1 ______Addendum No. 2 ______Addendum No. 3 ______Addendum No. 4 ______Addendum No. 5 ______

G. LISTING OF MAJOR SUBCONTRACTORS:

Plumbing Contractor: ______

Mechanical Contractor: ______

Electrical Contractor: ______

H. CONTRACTOR’S LICENSE:

The undersigned further states that he is a duly licensed Contractor, for the type of work proposed, in the State of North Carolina, and that all fees, permits, etc., pursuant to the submission of this proposal have been paid in full.

Respectfully submitted this ______day of ______, 2018. Signature of Contractor or Authorized Agent:

Name: ______

Title: ______

Address: ______

Phone: ______

License: ______

Witness: ______

Title: ______

Date: ______

ADW-17030 Page 2 of 2 WOOD ROOF DECKING SECTION 06 15 16

SECTION 06 15 16 - WOOD ROOF DECKING

PART 1 - GENERAL

1.1 RELATED DOCUMENTS

A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section.

1.2 SUMMARY

A. Section includes solid-sawn or glued-laminated wood roof decking

B. Related Requirements: 1. Section 06 10 00 "Rough Carpentry" for dimension lumber items associated with wood roof decking.

1.3 ACTION SUBMITTALS

A. Product Data: For each type of product. 1. For glued-laminated wood roof decking, include installation instructions and data on lumber, adhesives, and fabrication. 2. For preservative-treated wood products, include chemical treatment manufacturer's written instructions for handling, storing, installing, and finishing treated material.

1.4 INFORMATIONAL SUBMITTALS

A. Research/Evaluation Reports: For glued-laminated wood roof decking indicated to be of diaphragm design and construction, from ICC-ES.

1.5 DELIVERY, STORAGE, AND HANDLING

A. Schedule delivery of wood roof decking to avoid extended on-site storage and to avoid delaying the Work.

B. Store materials under cover and protected from weather and contact with damp or wet surfaces. Provide for air circulation within and around stacks and under temporary coverings. Stack wood roof decking with surfaces that are to be exposed in the final Work protected from exposure to sunlight.

ADW-17030 06 15 16 - 1 WOOD ROOF DECKING SECTION 06 15 16

PART 2 - PRODUCTS

2.1 WOOD ROOF DECKING, GENERAL

A. General: Comply with DOC PS 20 and with applicable grading rules of inspection agencies certified by ALSC's Board of Review.

2.2 SOLID-SAWN WOOD ROOF DECKING

A. Standard for Solid-Sawn Wood Roof Decking: Comply with AITC 112.

B. Roof Decking Species: Douglas fir-larch or Douglas fir-larch (North), Southern pine.

C. Roof Decking Nominal Size: 3 by 6.

D. Roof Decking Grade: Select Decking.

E. Grade Stamps: Factory mark each item with grade stamp of grading agency. Apply grade stamp to surfaces that are not exposed to view.

F. Moisture Content: Provide wood roof decking with 15 percent maximum moisture content at time of dressing.

G. Face Surface: Smooth.

H. Edge Pattern: Channel grooved or Vee grooved.

2.3 GLUED-LAMINATED WOOD ROOF DECKING

A. Manufacturers: Subject to compliance with requirements, provide products by one of the following: 1. Disdero Lumber Company. 2. Filler King Company. 3. Structural Wood Systems; A Division of Harrison Industries. 4. Timberweld.

B. Face Species: Douglas fir-larch or Douglas fir-larch (North) Southern pine.

C. Roof Decking Nominal Size: 3 by 6.

D. Roof Decking Configuration: For glued-laminated wood roof decking indicated to be of diaphragm design and construction, provide tongue-and-groove configuration that complies with research/evaluation report.

E. Face Grade: Custom or Supreme: Clear face is required. Occasional pieces may contain a small knot or minor characteristic that does not detract from the overall appearance.

F. Moisture Content: Provide wood roof decking with 15 percent maximum moisture content at time of dressing.

ADW-17030 06 15 16 - 2 WOOD ROOF DECKING SECTION 06 15 16

G. Face Surface: Smooth.

H. Edge Pattern: Channel grooved or Vee grooved.

I. Laminating Adhesive: Wet-use type complying with ASTM D 2559.

2.4 PRESERVATIVE TREATMENT

A. Pressure treat wood roof decking according to AWPA U1; Use Category UC2. 1. For laminated roof decking, treat lumber before gluing.

B. Preservative Chemicals: Inorganic boron (SBX). 1. For exposed items indicated to receive a stained or natural finish, use products that do not contain colorants, bleed through, or otherwise adversely affect finishes.

C. Use process that includes water-repellent treatment.

D. Use process that does not include water repellents or other substances that might interfere with application of indicated finishes.

E. After treatment, redry materials to 15 percent maximum moisture content.

F. After dressing and fabricating roof decking, apply inorganic boron according to AWPA M4 to surfaces cut to a depth of more than 1/16 inch.

2.5 ACCESSORY MATERIALS

A. Fasteners for Solid-Sawn Roof Decking: Provide fastener size and type complying with AITC 112 for thickness of deck used.

B. Fasteners for Glued-Laminated Roof Decking: Provide fastener size and type complying with requirements in "Installation" Article for installing laminated roof decking.

C. Nails: Common; complying with ASTM F 1667, Type I, Style 10.

D. Spikes: Round; complying with ASTM F 1667, Type III, Style 3.

E. Fastener Material: Hot-dip galvanized steel.

F. Bolts for Anchoring Roof Decking to Walls: Carbon steel; complying with ASTM A 307 with ASTM A 563 hex nuts and, where indicated, flat washers, all hot-dip zinc coated.

G. Installation Adhesive: For glued-laminated wood roof decking indicated to be of diaphragm design and construction, provide adhesive that complies with research/evaluation report.

H. Sealants: Latex, complying with applicable requirements in Section 07 92 00 "Joint Sealants" and recommended by sealant manufacturer and manufacturer of substrates for intended application. 1. Manufacturers: Subject to compliance with requirements, provide products by one of the following:

ADW-17030 06 15 16 - 3 WOOD ROOF DECKING SECTION 06 15 16

a. Bostik, Inc. b. May National Associates, Inc.; a subsidiary of Sika Corporation. c. Pecora Corporation. d. Schnee-Morehead, Inc., an ITW company. e. Tremco Incorporated.

I. Penetrating Sealer: Clear sanding sealer complying with Section 09 93 00 "Staining and Transparent Finishing" and compatible with topcoats specified for use over it.

2.6 FABRICATION

A. Shop Fabrication: Where preservative-treated roof decking is indicated, complete cutting, trimming, surfacing, and sanding before treating.

B. Predrill roof decking for lateral spiking to adjacent units to comply with AITC 112.

C. Seal Coat: After fabricating and surfacing roof decking, apply a saturation coat of penetrating sealer in fabrication shop.

D. Apply indicated finish materials to comply with Section 09 93 00 "Staining and Transparent Finishing" in fabrication shop.

PART 3 - EXECUTION

3.1 EXAMINATION

A. Examine walls and support framing in areas to receive wood roof decking for compliance with installation tolerances and other conditions affecting performance of wood roof decking.

B. Proceed with installation only after unsatisfactory conditions have been corrected.

3.2 INSTALLATION

A. Install solid-sawn wood roof decking to comply with AITC 112. 1. Locate end joints for controlled random lay-up.

B. Install laminated wood roof decking to comply with manufacturer's written instructions. 1. Locate end joints for controlled random lay-up. 2. Nail each course of glued-laminated wood roof decking at each support with one nail slant nailed above the tongue and one nail straight nailed through the face. a. Use 30d nails for 3-by-6 and 3-by-8 roof decking. 3. Slant nail each course of glued-laminated wood roof decking to the tongue of the adjacent course at 30 inches o.c. and within 12 inches of the end of each unit. Stagger nailing 15 inches in adjacent courses. a. Use 8d nails for 3-by-6 and 3-by-8 roof decking. 4. Glue adjoining roof decking courses together by applying a 3/8-inch bead of adhesive to the top of tongues, according to research/evaluation report.

ADW-17030 06 15 16 - 4 WOOD ROOF DECKING SECTION 06 15 16

C. Anchor wood roof decking, where supported on walls, with bolts as indicated.

D. Where preservative-treated roof decking must be cut during erection, apply a field-treatment preservative to comply with AWPA M4. 1. For solid-sawn roof decking, use inorganic boron (SBX). 2. For laminated roof decking, use copper naphthenate.

E. Apply joint sealant to seal roof decking at exterior walls at the following locations: 1. Between roof decking and supports located at exterior walls. 2. Between roof decking and exterior walls that butt against underside of roof decking. 3. Between tongues and grooves of roof decking over exterior walls and supports at exterior walls.

3.3 ADJUSTING

A. Repair damaged surfaces and finishes after completing erection. Replace damaged roof decking if repairs are not approved by Architect.

3.4 PROTECTION

A. Provide water-resistive barrier over roof decking as the Work progresses to protect roof decking until roofing is applied.

B. If, despite protection, inorganic boron (SBX)-treated roof decking becomes wet, apply EPA- registered borate treatment. Apply borate solution by spraying to comply with EPA-registered label.

END OF SECTION 06 15 16

ADW-17030 06 15 16 - 5

SECTION 12 36 61 - QUARTZ COUNTERTOPS

PART 1 - GENERAL

1.1 SUMMARY

A. Section Includes: 1. Quartz countertops. 2. Setting materials and accessories.

B. Related Sections: 1. Section 06 22 00 - Millwork.

1.2 REFERENCES

A. American National Standards Institute (ANSI): 1. A108.5 - Installation of Ceramic Tile with Dry-Set Portland Cement Mortar or Latex Portland Cement Mortar. 2. A118.4 - Latex-Portland Cement Mortar.

B. ASTM International (ASTM: 1. C97 - Standard Test Methods for Absorption and Bulk Specific Gravity of Dimension Stone. 2. C99 - Standard Test Method for Modulus of Rupture of Dimension Stone. 3. C170 - Standard Test Method for Compressive Strength of Dimension Stone. 4. C241 - Standard Test Method for Abrasion Resistance of Stone Subjected to Foot Traffic. 5. C482 - Standard Test Method for Bond Strength of Ceramic Tile to Portland Cement. 6. C484 - Standard Test Method for Thermal Shock Resistance of Glazed Ceramic Tile. 7. C531 - Standard Test Method for Linear Shrinkage and Coefficient of Thermal Expansion of Chemical-Resistant Mortars, Grouts, Monolithic Surfacings, and Polymer Concretes. 8. C648 - Standard Test Method for Breaking Strength of Ceramic Tile. 9. C650 - Standard Test Method for Resistance of Ceramic Tile to Chemical Substances. 10. C672/C672M - Standard Test Method for Scaling Resistance of Concrete Surfaces Exposed to Deicing Chemicals. 11. C880 - Standard Test Method for Flexural Strength of Dimension Stone. 12. C1026 - Standard Test Method for Measuring the Resistance of Ceramic Tile to Freeze-Thaw Cycling. 13. C1028 - Standard Test Method for Determining the Static Coefficient of Friction of Ceramic Tile and Other Like Surfaces by the Horizontal Dynamometer Pull-Meter Method. 14. E84 - Standard Test Method for Surface Burning Characteristics of Building Materials.

1.3 SUBMITTALS

A. Shop Drawings: Include countertop layout, dimensions, materials, finishes, cutouts, and attachments.

B. Samples: 1. 2 each, a minimum of 6” x 6”inch quartz samples to match “Bases of Design as listed on Sheet A700. 2. 2 each, 3” inch long joint sealer samples in full range of manufacturer’s colors to match countertop selection.

ADW - 17030 12 36 61 - 1 QUARTZ COUNTERTOPS SECTION 12 36 61

1.4 QUALITY ASSURANCE

A. Fabricator and Installer Qualifications: Minimum 5 years documented experience in work of this Section.

1.5 WARRANTY

A. Provide manufacturer's 15-year warranty against defects in materials and workmanship.

PART 2 - PRODUCTS

2.1 MANUFACTURERS

A. Provide one of the following manufacturer: 1. Cambria USA 2. Hanstone 3. Corian Quartz (formerly Zodiaq) 4. Or approved equal. Product must be approved in writing 5 days prior to bid date by the Architect.

2.2 MATERIALS

A. Quartz Sheet: 1. Product: Quartz Slab minimum slab size of 4’x 8’ a. (QTZ-1) Basis of Design: Cambria; Quarry Collection - Durham b. (QTZ-2) Basis of Design: Hanstone; RU601 Aspen c. (QTZ-3) Basis of Design: Hansone; RC101 Pewter 2. Composition: Quartz aggregate, resin, and color pigments formed into flat slabs. 3. Thickness: 3cm. 4. Physical characteristics: a. Water absorption: Maximum 0.03 percent, tested to ASTM C97. b. Breaking strength: Minimum 480 lb, tested to ASTM C648. c. Stain resistance: Not affected by 10 percent hydrochloric acid or 10 percent KOH, tested to ASTM C650. d. Thermal shock resistance: Pass 5 cycles, tested to ASTM C484. e. Abrasive index: 65-Ha = 25, tested to ASTM C241. f. Thermal expansion: 1.670 x 10-5 in/in/deg F, tested to ASTM C531. g. Flame spread rating: Class 1, tested to ASTM E84.

2.3 ACCESSORIES

A. Adhesive: Type recommended by quartz manufacturer for countertop / slab installation.

B. Joint Sealer: 1. Latisil Tile and Stone Sealant by Laticrete International, Inc. or approved substitute. 2. Color: To match selected quartz surface.

ADW – 17030 12 36 61 - 2 QUARTZ COUNTERTOPS SECTION 12 36 61

2.4 FABRICATION

A. Cut quartz panels accurately and to minimize seams (miter if necessary) to required shapes and dimensions.

B. Fabricate with hairline joints.

C. Cut holes for sinks &faucets.

D. Counter top edge profile. 1. Square with ease edge

PART 3 - EXECUTION

3.1 PREPARATION

A. Clean surfaces to receive countertops; remove loose and foreign matter than could interfere with adhesion.

3.2 INSTALLATION

A. Install countertops in accordance with manufacturer’s instructions and approved Shop Drawings. Only use moisture resistant plywood for stability/support if required by manufacturer. Particle Board will not be accepted by the Owner. B. Adhere countertops to supports with continuous beads of adhesive.

C. Set plumb and level. Align adjacent pieces in same plane.

D. Install with hairline joints.

E. Fill joints between countertops and adjacent construction with joint sealer; finish smooth and flush.

3.3 INSTALLATION TOLERANCES

A. Maximum variation from level and plumb: 1/8 inch in 10 feet, noncumulative.

B. Maximum variation in plane between adjacent pieces at joint: Plus or minus 1/16 inch.

ADW – 17030 12 36 61 - 3 QUARTZ COUNTERTOPS SECTION 12 36 61

3.4 CLEANING

A. Clean countertops in accordance with manufacturer's instructions.

3.5 PROTECTION

A. Protect installed countertops with plywood or particle board sheet coverings.

END OF SECTION 12 36 61

ADW – 17030 12 36 61 - 4