Daviess County Public Library Building Addition Addendum # 1 · PDF fileDaviess County Public...

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Daviess County Public Library Building Addition

Addendum # 1

Date: June 2, 2015

Attached Pre Bid Agenda Attached Pre Bid Sign In Sheet Attached Addendum # 1 from RBS Attached Geotechnical Report Attached Revised 01900 Sections

Section 00010 Advertisement for Bids

Trade Packages # 3, and # 5 and have been consolidated to Trade Package # 1 Sections 01900 Language Specific to Individual Bids

See Attached Revised 01900 Sections

Clarification to questions

1. Who is responsible for control and interlock wiring related to roof top units and exhaust fans? See RBS addendum attachment.

2. Confirm that carbon monoxide detectors and associated wiring will be provided and installed by the mechanical contractor. (Reference Drawing M7.1)? See RBS addendum attachment.

3. Clarify if (2) light poles shown as “removed” per drawing C2.0 and (1) light pole identified as “removed’ and “reuse” on drawing E1.0 are all to be reused, or only (1) is reused and (2) new fixtures are to be provided. See RBS addendum attachment.

4. Drawing E3.1 indicates that (3) sound system racks are located in room 202. Verify this is correct. See RBS addendum attachment.

5. Boxes for 1 1/4” conduits are 2 1/8” deep +cover plate and screw heads. Will Div. 10 be required to remove concrete to accommodate boxes in ICF walls?

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Each Trade Package is responsible for any demolishing and repair to areas required to install their scope of work.

6. E2.1 note 7- How many push buttons and where will they be located. See RBS addendum attachment.

7. Should there be money left over in an item of which the owner is direct purchasing, does the contractor get this money back? The numbers could be affected by change orders. The owner retains the money left over in direct pay purchase orders. Should a change in scope of work occur, the amount will be adjusted by a change order.

8. When the ICF is routed out for installation of electrical, is repair required and if so by who? Each Trade Contractor is responsible for demolishing and repair of area required to install their scope of work. If so, would this be for interior and exterior walls? Yes

9. ER1.1 There is a junction box mounted approximately center of the south elevation (not shown). Is this relocated/removed by owner? See RBS addendum attachment.

10. E3.1 data/voice notes-Standard boxes have 1 ¼ provisions. Is this acceptable? Panel schedule- Are indicated wire sizes mandatory. Your bid must be reflective of the contract drawings and specifications.

A new deadline line for additional questions has been set for June 4, 2015 by close of business.

1. Bid Date has been change to June 16, 2015 @ 2:00 Central Time

End of Addendum

Daviess County Public Library Addition Pre-Bid Meeting

Date: May 20, 2015 Time: 10:00 AM – Central Time

1. Bids are due June 9, 2015, at 2:00 PM - CT, at the Daviess County Public Library, 2020 Frederica Street Owensboro, KY 42301. Two copies of the Form of Proposal plus a 5% Bid Bond must be submitted in a manila envelope with the Project name and Bid Package number affixed to the outside of the envelope. Bids are good for sixty (60) days. Owner reserves the right to accept or reject any and all bids. 2. Questions regarding this project must be emailed to the architect – - RBS Design Group Architecture – ([email protected]) and the Construction Manager – Neal Guess – ([email protected]). End of business day May 27, 2015 is the cutoff date for emailed questions. Questions after that date may be answered by the CM (270) 388-5122 Ext 2 or (859) 595-9590. 3. The Form of Proposal is located in Volume One, Section 00200 of the Specifications. Be certain to insert all Addenda, Alternates, and spell out the bid amount as well as insert the dollar figure you are bidding. Base Bid must include all labor and materials necessary to perform the work, including break-out materials that you will list in Section 00201 – Supplemental Form of Proposal. Materials listed in section 00201 should not include KY sales tax. The bid envelope must include Section 00200, 00201, 00202, 00203, 00204, 00205, 00250. Section 00270 required from accepted bidder within 4 days of notice – refer to Section 00302 – 3.6.2.11 for clarification. 4. Prevailing wages are in effect for this Project, provided in Section 00303. Contractor shall call the Dept. of Labor regarding to any questions concerning what rates apply. 5. The Project is to be completed in 365 Consecutive Calendar Days from time of Notice to Proceed. If not completed within that time Liquidated Damages will be charged at the rate of $1,000.00 per calendar day for the time required to complete the project. Lost and/or adverse weather days will be recorded and the schedule adjusted at each Monthly Management Meeting. These days only apply to critical path and will be added to schedule on an added day per lost day basis at no cost to the owner. Subcontractor is responsible to man the job in order to keep the schedule. 6. Particular attention is made to Section 01900, Language Specific to Individual Bids.

If Section 00201 is completed, taxes for the materials listed should not include KY Sales Tax. 7. Section 01400 – Codes, Standards and Industry Specifications, under “Quality Control and Testing Laboratory Services;” The owner will provide special testing inspections as needed. 8. Section 01500, Construction Facilities and Temporary Controls –– Bid Package # 1 is responsible for Barriers, Fences, Temporary Enclosures, BMP, Cleaning Roads & Drives, Waste Disposal Facilities and Sanitary Facilities. 9. Contact all utility companies for possible locations of underground utilities. 10. Contractor responsible to contact All County, City and State authorities for tax, licenses, permits or fee requirements. 11. An emailed copy of Daily Work Log required to be sent to CM. 12. These minutes and Sign in Sheet will be issued to all plan holders as part of Addendum # 1.

CONSTRUCTION MANAGF.MFNT SINCF. 1908

Name Company

Codell Construction

Daviess County Public Library Addition

PRE-BID SIGN IN SHEET

DATE: May 20, 2015

Phone Number E-mail Address

859-595-9590 [email protected]

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DAVIESS COUNTY PUBLIC LIBRARY ADDITION

OWENSBORO, KY

AUGUST 2014

REPORT OF GEOTECHNICAL EXPLORATION DAVIESS COUNTY PUBLIC LIBRARY ADDITION

OWENSBORO, KENTUCKY

Table of Contents

1 GENERAL SITE DESCRIPTION ...................................................................................... 1

2 GENERAL SITE GEOLOGY ............................................................................................ 1

3 SCOPE OF WORK PERFORMED ................................................................................... 2

4 RESULTS OF THE EXPLORATION ................................................................................. 2

4.1 GENERAL .................................................................................................... 2

4.2 SUBSURFACE SOIL CONDITIONS .......................................................................... 2

4.3 BEDROCK CONDITIONS .................................................................................... 3

4.4 GROUNDWATER CONDITIONS ............................................................................ 3

4.5 SEISMIC CONDITIONS ...................................................................................... 4

5 ANALYSES AND RECOMMENDATIONS ...................................................................... 4

5.1 GENERAL SITE WORK ...................................................................................... 4

5.1.1 On-Site Soils .................................................................................................... 4 5.1.2 General Fill Requirements ............................................................................... 5 5.1.3 Sidewalk Removal ........................................................................................... 5 5.1.4 Subgrade Evaluation/Conditioning ................................................................. 5 5.1.5 Fill Placement .................................................................................................. 6 5.1.6 Soil Movement ................................................................................................ 6 5.1.7 Site Soil Practices ............................................................................................ 6

5.3 GENERAL CONSIDERATIONS ............................................................................... 8

5.3.1 Construction Monitoring/Testing ................................................................... 8 5.3.2 Construction Considerations ........................................................................... 8 5.3.3 Limitations....................................................................................................... 8

Appendices

Appendix A – Boring Layout Appendix B – Typed Boring Logs

Appendix C – Laboratory Testing Results

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REPORT OF GEOTECHNICAL EXPLORATION DAVIESS COUNTY PUBLIC LIBRARY ADDITION

OWENSBORO, KENTUCKY

1 GENERAL SITE DESCRIPTION The project is located at the existing Daviess County Public Library at 2020 Frederica Street, Owensboro, Kentucky. The proposed project includes an addition of the existing library consisting a lobby, several meeting rooms, rest rooms, a small kitchen and various support rooms. Topographic relief can best be described as relatively level with topographic relief across the site being less than two foot. The addition is approximately 115 feet by 117 feet. The existing building is masonry construction and the addition is anticipated to match the existing construction type. The existing building has a finished floor elevation (FFE) of 406.95 and the addition is anticipated to match the existing FFE. Structural loads were not available at the time of this report but maximum expected wall and column loads are five kips per linear foot (klf) and 100 kips, respectively.

2 GENERAL SITE GEOLOGY Available geologic mapping (Geologic Map of Part of the Owensboro East Quadrangle in Daviess County, Kentucky, USGS 1968, and the Kentucky Geological Survey Geologic Map Information Service online) shows the site to be underlain by Quaternary-aged loess and Tazewell outwash deposits. Mapping described the loess as silt, light yellowish-brown in color and commonly clayey to sandy. The loess at the site is wind-blown in origin and associated with the Wisconsin Glaciation. The Tazewell outwash is described as sand, gravel, silt and clay. The sand is described as light brown to yellowish-brown, fine to coarse grained, friable and generally well sorted. The silt of the Tazewell outwash is light olive-gray and yellowish-brown in color and clayey to finely sandy. The clay is commonly light olive-gray to brown, silty and plastic and occurs mainly in the upper part. Geologic mapping indicates the uppermost bedrock beneath the site to lie within the undifferentiated Carbondale, Tradewater and Caseyville Formations of Pennsylvanian age. The upper part of these formations is comprised of sandstone, siltstone, shale, coal and underclay. A cross-section of the 7.5-minute quadrangle map indicates bedrock to lie several feet below Elevation 400 in the vicinity of the site. No geologic hazards were noted proximate to the site during the course of the investigation or upon review of available geologic mapping. It is impossible to fully identify the presence or potential for the development of all geologic hazards during the course of a typical geotechnical investigation.

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3 SCOPE OF WORK PERFORMED The geotechnical exploration consisted of drilling five soil test borings within the limits of the proposed addition. Each of the soil borings were drilled to a depth of auger refusal or to a predetermined boring termination depth up to 80 feet. Borings were staked and elevated by AEI field services personnel. The borings were drilled by an AEI drill crew using a truck-mounted drill rig equipped with continuous flight hollow-stem augers. An Engineering Soils Technician was on site throughout the investigation to log the recovered samples, with particular attention given to soil type, color, relative moisture content, primary constituents and soil strength consistencies. Standard Penetration Tests (SPT’s) were performed on two and one-half foot centers throughout the soil test borings. Soil samples were collected from the split-barrel samplers and stored in sealed plastic bags at the site. A total of two undisturbed Shelby Tubes samples (ST’s) were obtained from selected depth intervals throughout the soil test borings as well. Recovered samples were returned to the lab and further classified by experienced laboratory personnel and verified by a Geotechnical Engineer. The natural moisture content of the soil samples was determined in the laboratory. The natural moisture content is denoted as (W%) and shown as a percentage of the dry weight of the soil on the boring logs. In addition, Atterberg Limits and grain size analysis tests were performed on samples representative of the predominant soil horizons. The results of the laboratory tests are summarized in Appendix C. The soils were classified in the laboratory in general accordance with the Unified Soil Classification System (USCS). The Unified symbol for each stratum is shown on the legend for the typed boring logs. The testing was performed in accordance with the generally accepted standards for such tests.

4 RESULTS OF THE EXPLORATION

4.1 GENERAL Information provided in the Appendices for this report includes a boring layout, typed boring logs, results of the laboratory tests and other relevant geotechnical information. A description of the subsurface soil, bedrock and groundwater conditions follows.

4.2 SUBSURFACE SOIL CONDITIONS The generalized subsurface conditions encountered at the boring locations, including descriptions of the various strata and their depths and thicknesses are presented on the Typed Boring Logs in Appendix B.

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Topsoil encountered in the soil test borings ranged from about six to seven inches with an average thickness of six inches. Beneath the surface materials, residual clays and sands were encountered to the refusal. The clay soils were typically described as containing some amounts of fine to medium sand, light brown to brown in color, moist to wet of anticipated optimum moisture content with some saturated zones and medium stiff to stiff in soil strength consistency with isolated soft zones. The remaining soils encountered were described as silty sand, fine to medium grained, brown to gray, and wet to saturated, with loose to medium dense relative densities, with some very loose zones. SPT-N values in the clay soils ranged from one to 19 blows per foot (bpf), excluding 50+ blow counts, with most values between five and 10 blows per foot. Corresponding Qp values ranged from less than 0.5 to 4.5 tons per square foot (tsf). Together, the SPT-N and Qp values are generally indicative of soft to stiff soil strength consistencies. SPT-N values in the sands encountered in the borings ranged from two to 50+ blows per foot (bpf). Atterberg Limits testing was performed on representative samples with the results indicating that the soils classify as CL (Clay of Low plasticity), sandy lean clay and SP sand with lesser instances of SM silty sand, in accordance with the Unified Soil Classification System (USCS). Test results range from 32 to 37 percent for liquid limit values with corresponding plasticity indices ranging from 10 to 14, respectively. Natural moisture contents of the on-site soils range from about 13 to 41 percent, with most values between about 20 and 30 percent. Typically, the soils are at a moisture content near the plastic limit. The stratification shown on the boring logs is based on the field and laboratory data acquired during this exploration. The change in soil from one type to another shown at specific depths on the logs is, in general, not intended to indicate a zone of exact change but rather the general area of change from one soil type to another; in-situ, the transition is gradual.

4.3 BEDROCK CONDITIONS Refusal, as would be indicated by the Driller on the field boring logs, indicates a depth where either essentially no downward progress can be made by the auger or where the N-value indicates essentially no penetration of the split-spoon sampler. It is normally indicative of a very hard or very dense material such as large boulders or the upper bedrock surface. Auger refusal was not encountered in the borings.

4.4 GROUNDWATER CONDITIONS Groundwater was not encountered in the borings though water was added to Boring B-3 for drilling purposes. In cohesive soils such as those encountered at the site, a long

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time is required for the hydrostatic groundwater level to come to equilibrium in the borehole. The short-term groundwater levels reported by the drill crew are not generally indicative of the long-term groundwater level. To accurately determine the long-term groundwater level, as well as the seasonal and precipitation induced fluctuations of the groundwater level, it is necessary to install piezometers in the borings, and monitor them for an extended length of time. Frequently, groundwater conditions affecting construction in this region are caused by trapped or perched groundwater, which occurs within the soil materials or at the soil/rock interface in irregular, discontinuous locations. If these water bodies are encountered during excavation, they can produce seepage durations and rates that will vary depending on the recent rainfall activity and the hydraulic conductivity of the material.

4.5 SEISMIC CONDITIONS According to the 2013 edition of the Kentucky Building Code and the subsurface conditions encountered in the borings, Site Class E should be utilized for any seismic structural design. Soil liquefaction analysis was outside the scope of this investigation. Prior studies in this region on similar soil types indicate that the potential for liquefaction is moderate and is primarily dependent on the variability of site soils and earthquake severity. Consideration for seismic loading and liquefaction potential beyond this level of investigation is left to the discretion of the structural framing and foundation design engineer.

5 ANALYSES AND RECOMMENDATIONS The recommendations that follow are based on our conceptual understanding of the project. As the site design is advanced, please notify us of any significant design changes so that our recommendations can be reviewed and modified as necessary.

5.1 GENERAL SITE WORK

5.1.1 On-Site Soils The near-surface soils on this site are residual clays which classify as low plasticity sandy lean clay, CL, in accordance with the USCS. These soils exhibit low potential to swell or shrink when exposed to long-term increases or decreases in moisture content. These soils are suitable for use as fill material provided they are wetted or dried to moisture contents suitable for compaction.

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5.1.2 General Fill Requirements Any material, whether borrowed on-site or imported to the site, placed as engineered fill on the site beneath the proposed on-grade structures such as pavement, parking lots, sidewalks, etc., should be an approved material, free of environmental contamination, vegetation, topsoil, organic material, wet soil, construction debris and rock fragments greater than six inches in diameter. We recommend that any borrow material, if needed, consist of granular or lean clay materials or mixtures thereof with Unified Classifications of CL, SC or GC. We further recommend high plasticity clays, known as fat clays (CH soils) not be imported to the site due to their potential for volume changes with fluctuations in moisture content. The preferred borrow material should have a Plasticity Index (PI) less than 20 and a standard Proctor maximum dry density of at least 95 pcf. Engineering classification and standard Proctor tests should be performed on all potential borrow soils and the test results evaluated by an AEI Geotechnical Engineer to evaluate the suitability of the soil for use as engineered fill.

5.1.3 Sidewalk Removal The existing concrete should be cleaved/ broken if left in place.

5.1.4 Subgrade Evaluation/Conditioning Once the surface material is removed, areas to receive fill should be “proofrolled” under the observation of an AEI Geotechnical Engineer or Technician to evaluate the subgrade for suitability for fill placement. The proofrolling should be performed using heavy construction equipment such as a fully loaded single or tandem axle dump truck (approximately 20-25 tons), passing repeatedly over the subgrade at a slow rate of speed. Subgrade soils that are considered unstable after proofrolling should be stabilized by additional compaction or by one or more of the following methods; in-place stabilization using chemical methods (lime/soil cement), removal and replacement with engineered fill, partial depth removal and replacement with a crushed (angular) aggregate layer, or partial depth removal and replacement with a geogrid and a crushed aggregate layer. The specific method of treatment will be based on the conditions present at the time the proofrolling is performed and local availability of materials and economic factors. The selection of the appropriate method to mitigate degrading subgrade soils is dependent on the time of year site work is anticipated, cost, anticipated effectiveness and scheduling impacts. AEI can assist in selecting this method considering all factors.

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Once the subgrade is judged to be relatively uniform and suitable for support of engineered fill, fill areas should be brought to design elevations with on site soil and/or suitable off-site borrow material placed and compacted as specified in Section 5.1.5 Fill Placement.

5.1.5 Fill Placement Suitable fill material placed under building areas should be placed in maximum eight inch (loose thickness) horizontal lifts, with each lift being compacted to a minimum of 98 percent of the standard Proctor maximum dry density, at a moisture content within two percent of optimum. The compaction requirement may be reduced to 95 percent in parking areas and 92 percent in proposed landscape areas. At this site, wetting or drying of the soils will typically be necessary to achieve a moisture content suitable for compaction. Representative and adequate field density testing should be performed by AEI to verify that compaction requirements have been met.

5.1.6 Soil Movement Site grading should be maintained during construction so that positive drainage is promoted at all times. Final site grading should be accomplished in such a manner as to divert surface runoff and roof drains away from the foundation elements and paved areas. Precipitation runoff should be collected in storm sewers as quickly as possible. Maintenance should be performed regularly on paved areas to seal pavement cracks and reduce surface water infiltration into the pavement subgrade.

5.1.7 Site Soil Practices Working with the on-site soils will demand sensible construction practices and techniques. Some of these include:

• Prevent stripping too far in advance of actual earthwork needs. Problems arise when broad areas of clay/silt mixtures are exposed and allowed to become wet and soft from rainfall. Once saturated, deep rutting can occur by movement of construction equipment.

• Strip areas to receive fill in small, sequential areas as needed. These areas

should be limited to the contractor’s abilities to reasonably place and compact fill material.

• Schedule earthwork construction to take full advantage of a summer season.

Generally, the on-site clays and silts need to be placed within two percent of optimum moisture content to achieve compaction and reduce the potential for subgrade volume change. This moisture range is difficult to achieve in the winter

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and early spring when rainfall activity is more prevalent and soil drying is not always possible.

• Maintain good surface drainage during earthwork construction. Grade

construction areas on a daily basis if necessary to promote sheet drainage of precipitation and seal all engineered fill placed with a smooth drum steel roller at the end of each day.

• Perform frequent density tests during fill placement to confirm achievement of

proper compaction.

5.2 STRUCTURE FOUNDATIONS

5.2.1 Recommended Bearing Capacity Values Due to the presence of relatively soft, wet clays and loose, wet sands beneath the proposed building footprint two foundation options are proposed.

1. The primary recommended foundation type would consist of Rammed Aggregate Piers/ Vibro Piers installed to a uniform depth beneath the building foundation elements. The spacing and diameter should be determined by a specialized contractor but typical diameters range from 18 to 36 inches while spacing ranges from six to 12 feet. Anticipated depths could be up to 30 feet. An allowable bearing capacity for native soils improved with these systems would be in the range of 6,000 to 8,000 psf. Rammed Aggregate Piers/ Vibro Piers are installed by several specialized contractors. A non-comprehensive list and contact information for firms potentially capable of performing this work can be provided upon request.

2. As an alternative, auger cast piles could be utilized to support the foundation elements. Auger cast piles are non-displacement friction pile which is installed by advancing a continuous flight hollow stem auger to a design depth. Grout is pumped through the auger as it is withdrawn resulting in a caste-in-place pile. While reinforcing is not necessarily required for piles in compression, those in tension do require a central reinforcing bar. Typically, the piles are 14 to 18 inches in diameter. Further geotechnical design parameters can be provided if auger cast piles are the selected foundation system.

These recommendations are provided in consideration of the field-testing, laboratory testing, local codes, and our experience with materials of similar description.

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5.3 GENERAL CONSIDERATIONS

5.3.1 Construction Monitoring/Testing Field density and moisture content determinations should be made on each lift of fill with a minimum of one test per 3,000 to 5,000 square feet in building pad areas, one test per lift per 5,000 to 10,000 square feet in other fill areas and one test per lift per 100 to 200 linear feet of utility trench backfill. All construction operations involving earthwork and paving should be performed in the presence of an experienced representative of AEI. The representative would operate under the direct supervision of an AEI Geotechnical Engineer. Some adjustments in the test frequencies may be required based upon the general fill types, changes in the fill material and soil conditions at the time of placement. Site problems can be avoided or reduced if proper field observation and testing services are provided. We recommend all foundation excavations, proofrolling, site and subgrade preparation, subgrade stabilization (if used) and pavement construction be monitored by AEI. Density tests should be performed to verify compaction and moisture content for all earthwork operations. Field observations should be performed prior to and during concrete placement operations.

5.3.2 Construction Considerations The surface soils at the site are susceptible to loss of bearing capacity (pumping) by the action of water and construction equipment. Once the subgrade has been stripped, cut to grade and performed adequately during proofrolling, it should be sealed at the end of each filling day with a smooth drum roller and sloped to sheet drain rainwater. Any material disturbed by rainwater and construction operations should be undercut prior to placing the next lift of fill.

If the project is to begin in the fall and continue through the winter, care must be taken not to place frozen soil, as proper compaction will be impossible. Moisture contents must also be carefully monitored during the winter, as wet soil will be difficult to dry.

5.3.3 Limitations The conclusions and recommendations presented herein are based on information gathered from the borings advanced during this exploration using that degree of care and skill ordinarily exercised under similar circumstances by competent members of the engineering profession. No warranties can be made regarding the continuity of conditions between the borings. We will retain samples acquired for this project for a period of 30 days subsequent to the submittal date printed on the cover of this report. After this period, the samples will be discarded unless otherwise requested.

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August 26, 2014 Mr. Jim Blanton Daviess County Public Library 2020 Frederica Street Owensboro, KY 42301 Re: Report of Geotechnical Exploration

Daviess County Public Library Addition Owensboro, Kentucky AEI Project No. 213-261

Dear Mr. Blanton: American Engineers, Inc. Field Services Center is pleased to submit this geotechnical report that details the results of our geotechnical exploration performed at the above referenced site. The attached report describes the site and subsurface conditions and also details our recommendations for the proposed project. The Appendices to the report contains a drawing with a boring layout, typed boring logs, and the results of all laboratory testing. We appreciate the opportunity to be of service to you on this project and hope to provide further support on this and other projects in the future. Please contact us if you have any questions regarding this report. Respectfully, AMERICAN ENGINEERS, INC. Dusty Barrett, PE Geotechnical Project Manager

APPENDIX A

Boring Layout

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STANDARD PENETRATION TESTSUNDISTURBED SHELBY TUBES AND SOIL TEST BORING WITH

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NOTE: ALL BORING LOCATIONS APPROXIMATE

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N 75°0

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213-261 Daviess Public Library Boring Layout.dgn 8/18/2014 3:02:11 PM

APPENDIX B

Boring Logs

FIELD TESTING PROCEDURES

The general field procedures employed by the Field Services Center are summarized in the following outline. The procedures utilized by the AEI Field Service Center are recognized methods for determining soil and rock distribution and ground water conditions. These methods include geophysical and in situ methods as well as borings. Soil Borings are drilled to obtain subsurface samples using one of several alternate techniques depending upon the surface conditions. Borings are advanced into the ground using continuous flight augers. At prescribed intervals throughout the boring depths, soil samples are obtained with a split-spoon or thin-walled sampler and sealed in airtight glass jars and labeled. The sampler is first seated 6 inches to penetrate loose cuttings and then driven an additional foot, where possible, with blows from a 140 pound hammer falling 30 inches. The number of blows required to drive the sampler each six-inch increment is recorded. The penetration resistance, or “N-value” is designated as the number of hammer blows required to drive the sampler the final foot and, when properly evaluated, is an index to cohesion for clays and relative density for sands. The split spoon sampling procedures used during the exploration are in general accordance with ASTM D 1586. Split spoon samples are considered to provide disturbed samples, yet are appropriate for most engineering applications. Thin-walled (Shelby tube) samples are considered to provide undisturbed samples and obtained when warranted in general accordance with ASTM D 1587. These drilling methods are not capable of penetrating through material designated as “refusal materials.” Refusal, thus indicated, may result from hard cemented soil, soft weathered rock, coarse gravel or boulders, thin rock seams, or the upper surface of sound continuous rock. Core drilling procedures are required to determine the character and continuity of refusal materials. Core Drilling Procedures for use on refusal materials. Prior to coring, casing is set in the boring through the overburden soils. Refusal materials are then cored according to ASTM D-2113 using a diamond bit attached to the end of a hollow double tube core barrel. This device is rotated at high speeds and the cuttings are brought to the surface by circulating water. Samples of the material penetrated are protected and retained in the inner tube, which is retrieved at the end of each drill run. Upon retrieval of the inner tube the core is recovered, measured and placed in boxes for storage. The subsurface conditions encountered during drilling are reported on a field test boring record by the driller. The record contains information concerning the boring method, samples attempted and recovered, indications of the presence of various materials such as coarse gravel, cobbles, etc., and observations between samples. Therefore, these boring records contain both factual and interpretive information. The field boring records are on file in our office. The soil and rock samples plus the field boring records are reviewed by a geotechnical engineer. The engineer classifies the soil in general accordance with the procedures outlined in ASTM D 2487 and D 2488 and prepares the final boring records which are the basis for all evaluations and recommendations. Representative portions of soil samples are placed in sealed containers and transported to the laboratory. In the laboratory, the samples are examined to verify the driller’s field classifications. Test Boring Records are attached which show the soil descriptions and penetration resistances.

The final boring records represent our interpretation of the contents of the field records based on the results of the engineering examinations and tests of the field samples. These records depict subsurface conditions at the specific locations and at the particular time when drilled. Soil conditions at other locations may differ from conditions occurring at these boring locations. Also, the passage of time may result in a change in the subsurface soil and ground water conditions at these boring locations. The lines designate the interface between soil or refusal materials on the records and on profiles represent approximate boundaries. The transition between materials may be gradual. The final boring records are included with this report. Water table readings are normally taken in conjunction with borings and are recorded on the “Boring Logs”. These readings indicate the approximate location of the hydrostatic water table at the time of our field investigation. Where impervious soils are encountered (clayey soils) the amount of water seepage into the boring is small, and it is generally not possible to establish the location of hydrostatic water table through water level readings. The ground water table may also be dependent upon the amount of precipitation at the site during a particular period of time. Fluctuations in the water table should be expected with variations in precipitation, surface run-off, evaporation and other factors. The time of boring water level reported on the boring records is determined by field crews as the drilling tools are advanced. The boring water level is detected by changes in the drilling rate, soil samples obtained, etc. Additional water table readings are generally obtained at least 24 hours after the borings are completed. The time lag of at least 24 hours is used to permit stabilization of the ground water table which has been disrupted by the drilling operations. The readings are taken by dropping a weighted line down the boring or using as electrical probe to detect the water level surface. Occasionally the borings will cave-in, preventing water level readings from being obtained or trapping drilling water above the caved-in zone. The cave-in depth is also measured and recorded on the boring records. Sampling Terminology Undisturbed Sampling: Thin-walled or Shelby tube samples used for visual examination, classification tests and quantitative laboratory testing. This procedure is described by ASTM D 1587. Each tube, together with the encased soil, is carefully removed from the ground, made airtight and transported to the laboratory. Locations and depths of undisturbed samples are shown on the “Boring Logs.” Bag Sampling: Bulk samples of soil are obtained at selected locations. These samples consist of soil brought to the surface by the drilling augers, or obtained from test pits or the ground surface using hand tools. Samples are placed in bags, with sealed jar samples of the material, and taken to our laboratory for testing where more mass material is required (i.e. Proctors and CBR’s). The locations of these samples are indicated on the appropriate logs, or on the Boring Location Plan.

T:\10 PROJECTS\210-000 Folder Template\Geotech\REPORTS\Class System.doc

CLASSIFICATION SYSTEM FOR SOIL EXPLORATION

COHESIVE SOILS (Clay, Silt, and Mixtures)

CONSISTENCY SPT N-VALUE Qu/Qp (tsf) PLASTICITY Very Soft 2 blows/ft or less 0 – 0.25 Degree of Plasticity Soft 2 to 4 blows/ft 0.25 – 0.49 Plasticity Index (PI) Medium Stiff 4 to 8 blows/ft 0.50 – 0.99 Low 0 – 7 Stiff 8 to 15 blows/ft 1.00 – 2.00 Medium 8 – 22 Very Stiff 15 to 30 blows/ft 2.00 – 4.00 High over 22 Hard 30 blows/ft or more > 4.00

NON-COHESIVE SOILS (Silt, Sand, Gravel, and Mixtures)

DENSITY SPT N-VALUE PARTICLE SIZE IDENTIFICATION Very Loose 4 blows/ft or less Boulders 12 inch diameter or more Loose 4 to 10 blows/ft Cobbles 3 to 12 inch diameter Medium Dense 10 to 30 blows/ft Gravel Coarse – 1 to 3 inch Dense 30 to 50 blows/ft Medium – ½ to 1 inch Very Dense 50 blows/ft or more Fine – ¼ to ½ inch Sand Coarse – 0.6mm to ¼ inch RELATIVE PROPORTIONS Medium – 0.2mm to 0.6mm Descriptive Term Percent Trace 1 – 10 Fine – 0.05mm to 0.2mm Trace to Some 11 – 20 Some 21 – 35 Silt 0.05mm to 0.005mm And 36 – 50 Clay 0.005mm

NOTES

Classification – The Unified Soil Classification System is used to identify soil unless otherwise noted. Standard “N” Penetration Test (SPT) (ASTM D1586) – Driving a 2-inch O.D., 1 3/8-inch I.D. sampler a distance of 1 foot into undisturbed soil with a 140-pound hammer free falling a distance of 30 inches. It is customary to drive the spoon 6-inches to seat the sampler into undisturbed soil, and then perform the test. The number of hammer blows for seating the spoon and making the tests are recorded for each 6 inches of penetration on the field drill long (e.g., 10/8/7). On the report log, the Standard Penetration Test result (i.e., the N value) is normally presented and consists of the sum of the 2nd and 3rd penetration counts (i.e., N = 8 + 7 = 15 blows/ft.) Soil Property Symbols Qu: Unconfined Compressive Strength N: Standard Penetration Value (see above) Qp: Unconfined Comp. Strength (pocket pent.) omc: Optimum Moisture content LL: Liquid Limit, % (Atterberg Limit) PL: Plastic Limit, % (Atterberg Limit) PI: Plasticity Index mdd: Maximum Dry Density

TOPSOIL (6 inches)(CL) sandy lean CLAY, light brown, moist to wet, stiff

(SP) SAND, fine to coarse grained, brown, wet to saturated, denseto loose

(CL) sandy lean CLAY, gray, wet to saturated, very soft to very stiff

Bottom of borehole at 31.0 feet.

85

100

53

100

100

100

100

ST1

SS2

SS3

SS4

SS5

SS6

SS7

2.5

1.25

0.25

n/a

n/a

n/a

4.5

21

23

23

30

23

26

14

32 22 10

2-2-4(6)

2-3-4(7)

4-6-6(12)

2-3-3(6)

1-0-1(1)

6-8-9(17)

NOTES

LOGGED BY Jason Childress

DRILLING METHOD Hollow Stem Auger

CHECKED BY Dusty Barrett

DATE STARTED 8/4/14 COMPLETED 8/4/14

AT END OF DRILLING ---

AFTER DRILLING ---

AT TIME OF DRILLING ---

GROUND WATER LEVELS:DRILLER Jim Powers

GROUND ELEVATION 406 ft

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MATERIAL DESCRIPTION

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CLIENT Daviess County Public Library

PROJECT NUMBER 213-261

PROJECT NAME Daviess County Public Library Addition

PROJECT LOCATION Owensboro, KY

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TOPSOIL (6 inches)(CL) sandy lean CLAY, light brown, moist, medium stiff

(SP) SAND, fine to coarse grained, brown, wet, loose

(CL) sandy lean CLAY, gray, wet to saturated, very soft to mediumstiff


100

100

67

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100

100

SS1

SS2

SS3

SS4

SS5

SS6

1.5

0.5

n/a

n/a

<0.25

3.75

26

25

26

24

31

19

2-2-4(6)

2-2-3(5)

2-4-5(9)

4-3-1(4)

1-1-1(2)

1-3-4(7)

NOTES






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TOPSOIL (7 inches)(CL) sandy lean CLAY, light brown, dry to wet, stiff to very stiff

(SP) SAND, fine to medium grained, brown, wet, loose to veryloose

(SM) silty SAND, fine grained, gray, wet to saturated, mediumdense to loose

87

100

67

100

100

100

100

73

SS1

SS2

SS3

SS4

SS5

SS6

SS7

SS

4.0

1.5

0.75

n/a

1.0

1.0

3.5

n/a

7

27

25

25

25

24

13

19

NP NP NP

4-9-10(19)

3-3-6(9)

1-2-1(3)

4-3-6(9)

4-4-2(6)

0-1-1(2)

5-7-10(17)

1-2-3

NOTES Water added to boring during drilling






AFTER DRILLING ---



GROUND ELEVATION 406.5 ft

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(SP) SAND, fine to coarse grained, trace fine gravel, reddishbrown to brown, wet, dense to loose

sand becomes very coarse grained

100

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8

SS9

SS10

SS11

SS12

SS13

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n/a

n/a

n/a

n/a

n/a

(5)

2-2-3(5)

3-3-3(6)

3-4-5(9)

5-5-8(13)

35-47-19(66)

8-9-10(19)

6-6-5(11)

4-4-4

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(SP) SAND, fine to coarse grained, trace fine gravel, reddishbrown to brown, wet, dense to loose (continued)


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SS17

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(8)

5-5-3(8)

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TOPSOIL (6 inches)(CL) sandy lean CLAY, light brown, wet, stiff

(SP) SAND, fine to medium grained, brown, wet, loose

(SM) silty SAND, fine grained, gray, wet, very loose to mediumdense


100

100

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27

100

100

100

ST1

SS2

SS3

SS4

SS5

SS6

SS7

2.25

1.25

n/a

1.0

n/a

n/a

2.75

23

24

26

23

32

25

16

37 23 14

3-5-5(10)

2-2-2(4)

2-4-4(8)

4-4-2(6)

1-1-1(2)

5-6-7(13)

NOTES






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TOPSOIL (6 inches)(CL) sandy lean CLAY, light brown, moist to wet, medium stiff

(SP) SAND, trace of clay, fine to medium grained, light brown, wetto saturated, loose

(SM) silty SAND, fine grained, gray, wet to saturated, very loose

(CL) sandy lean CLAY, gray, wet, stiff


100

100

100

47

53

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SS1

SS2

SS3

SS4

SS5

SS6

1.5

<0.25

<0.25

n/a

n/a

2.75

25

28

29

38

41

19

3-4-4(8)

3-1-2(3)

2-2-3(5)

1-1-1(2)

1-1-1(2)

3-4-6(10)

NOTES






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Split Spoon

Shelby Tube

SAMPLER SYMBOLSLITHOLOGIC SYMBOLS(Unified Soil Classification System)

CLS: USCS Low Plasticity Sandy Clay

SM: USCS Silty Sand

SP: USCS Poorly-graded Sand

TOPSOIL: Topsoil

WELL CONSTRUCTION SYMBOLS

KEY TO SYMBOLS

Water Level at TimeDrilling, or as Shown

Water Level After 24Hours, or as Shown

Water Level at End ofDrilling, or as Shown

ABBREVIATIONSTVPIDUCppm

----

TORVANEPHOTOIONIZATION DETECTORUNCONFINED COMPRESSIONPARTS PER MILLION

LIQUID LIMIT (%)PLASTIC INDEX (%)MOISTURE CONTENT (%)DRY DENSITY (PCF)NON PLASTICPERCENT PASSING NO. 200 SIEVEPOCKET PENETROMETER (TSF)

LLPIWDDNP-200PP

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APPENDIX C

Laboratory Testing Results

0

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0 20 40 60 80 100

B-1

B-4

ML

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MH

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CL-ML

PLASTICITY

INDEX

LIQUID LIMIT

Fines Classification

32

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22

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(CL) lean CLAY, light brown, sandy


LL PL PI

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2.5

BOREHOLE DEPTH

ATTERBERG LIMITS RESULTS





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0.0010.010.1110100

PI Cc

NPNP

CuLL PL

NP

GRAIN SIZE DISTRIBUTION

COBBLESGRAVEL

9.5

SAND

GRAIN SIZE IN MILLIMETERS

coarse fine

(SM) silty SAND, brown

Classification

D100 D60 D30 D10 %Gravel

0.048 63.2

B-3

coarseSILT OR CLAY

finemedium

14.5

%Sand %Silt %Clay

0.02 0.0 24.6 12.2

BOREHOLE DEPTH

BOREHOLE DEPTH

3 100

B-3

24 16 30

1 2006 10 501/2HYDROMETERU.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS

1403 4 20 406 601.5 8 143/4 3/8

14.5

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Your Geotechnical Engineering Report

To help manage your risks, this information is being provided because subsurface issues are a major cause of construction delays, cost overruns, disputes, and claims.

Geotechnical Services are Performed for Specific Projects, Purposes, and People Geotechnical engineers structure their services to meet the specific needs of their clients. A geotechnical engineering exploration conducted for an engineer may not fulfill the needs of a contractor or even another engineer. Each geotechnical engineering exploration and report is unique and is prepared solely for the client. No one except the client should rely on the geotechnical engineering report without first consulting with the geotechnical engineer who prepared it. The report should not be applied for any project or purpose except the one originally intended. Read the Entire Report To avoid serious problems, the full geotechnical engineering report should be read in its entirety. Do not only read selected sections or the executive summary. A Unique Set of Project-Specific Factors is the Basis for a Geotechnical Engineering Report Geotechnical engineers consider a numerous unique, project-specific factors when determining the scope of a study. Typical factors include: the client’s goals, objectives, project costs, risk management preferences, proposed structures, structures on site, topography, and other proposed or existing site improvements, such as access roads, parking lots, and utilities. Unless indicated otherwise by the geotechnical engineer who conducted the original exploration, a geotechnical engineering report should not be relied upon if it was: • not prepared for you or your project, • not prepared for the specific site explored, or • completed before important changes to the project were implemented. Typical changes that can lessen the reliability of an existing geotechnical engineering report include those that affect: • the function of the proposed structure, as when it’s changed from a multi-story hotel to a parking lot • finished floor elevation, location, orientation, or weight of the proposed structure, anticipated loads or • project ownership Geotechnical engineers cannot be held liable or

responsible for issues that occur because their report did not take into account development items of which they were not informed. The geotechnical engineer should always be notified of any project changes. Upon notification, it should be requested of the geotechnical engineer to give an assessment of the impact of the project changes. Subsurface Conditions Can Change A geotechnical engineering report is based on conditions that exist at the time of the exploration. A geotechnical engineering report should not be relied upon if its reliability could be in question due to factors such as man-made events as construction on or adjacent to the site, natural events such as floods, earthquakes, or groundwater fluctuation, or time. To determine if a geotechnical report is still reliable, contact the geotechnical engineer. Major problems could be avoided by performing a minimal amount of additional analysis and/or testing. Most Geotechnical Findings are Professional Opinions Geotechnical site explorations identify subsurface conditions only at those points where subsurface tests are conducted or samples are taken. Geotechnical engineers review field logs and laboratory data and apply their professional judgment to make conclusions about the subsurface conditions throughout the site. Actual subsurface conditions may differ from those indicated in the report. Retaining the geotechnical engineer who developed your report to provide construction observation is the most effective method of managing the risk associated with unanticipated conditions. The Recommendations within a Report Are Not Final Do not put too much faith on the construction recommendations included in the report. The recommendations are not final due to geotechnical engineers developing them principally from judgment and opinion. Only by observing actual subsurface conditions revealed during construction can geotechnical engineers finalize their recommendations. Responsibility and liability cannot be assumed for the recommendations

65 Aberdeen Drive Glasgow, KY 42141

270-651-7220

within the report by the geotechnical engineer who developed the report if that engineer does not perform construction observation. A Geotechnical Engineering Report Is Subject To Misinterpretation Misinterpretation of geotechnical engineering reports has resulted in costly problems. The risk of misinterpretation can be lowered after the submittal of the final report by having the geotechnical engineer consult with appropriate members of the design team. The geotechnical engineer could also be retained to review crucial parts of the plans and specifications put together by the design team. The geotechnical engineering report can also be misinterpreted by contractors which can result in many problems. By participating in pre-bid and preconstruction meetings and providing construction observations by the geotechnical engineer, many risks can be reduced. Final Boring Logs Should not be Re-drawn Geotechnical engineers prepare final boring logs and testing results based on field logs and laboratory data. The logs included in a final geotechnical engineering report should never be redrawn to be included in architectural or design drawings due to errors that could be made. Electronic reproduction is acceptable, along with photographic reproduction, but it should be understood that separating logs from the report can elevate risk. Contractors Need a Complete Report and Guidance By limiting what is provided for bid preparation, contractors are not liable for unforeseen subsurface conditions although some owners and design professionals believe the opposite to be true. The complete geotechnical engineering report, accompanied with a cover letter or transmittal, should be provided to contractors to help prevent costly problems. The letter states that the report was not prepared for purposes of bid

development and the report’s accuracy is limited. Although a fee may be required, encourage the contractors to consult with the geotechnical engineer who prepared the report and/or to conduct additional studies to obtain the specific types of information they need or prefer. A prebid conference involving the owner, geotechnical engineer, and contractors can prove to be very valuable. If needed, allow contractors sufficient time to perform additional studies. Upon doing this you might be in a position to give contractors the best information available to you, while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. Closely Read Responsibility Provisions Geotechnical engineering is not as exact as other engineering disciplines. This lack of understanding by clients, design professionals, and contractors has created unrealistic expectations that have led to disappointments, claims, and disputes. To minimize such risks, a variety of explanatory provisions may be included in the report by the geotechnical engineer. To help others recognize their own responsibilities and risks, many of these provisions indicate where the geotechnical engineer’s responsibilities begin and end. These provisions should be read carefully, questions asked if needed, and the geotechnical engineer should provide satisfactory responses. Environmental Issues/Concerns are not Covered Unforeseen environmental issues can lead to project delays or even failures. Geotechnical engineering reports do not usually include environmental findings, conclusions, or recommendations. As with a geotechnical engineering report, do not rely on an environmental report that was prepared for someone else.

SECTION 01900

LANGUAGE SPECIFIC TO INDIVIDUAL BIDS

(CONTRACTOR / SUPPLIER) BID PACKAGE: # 1 INCLUDED:

1. The requirements of all Division 0 and Division 1 Sections apply to this and all Contract Packages.

2. Furnish, install and warrant all work shown on the drawings and described in the following specification sections:

Section 02070 Selective Demolition (Exclude Mechanical and Electrical) Section 02230 Site Clearing Section 02240 Dewatering Section 02300 Earthwork Section 02361 Termite Control Section 02466 Rammed Aggregate Pier Section 02630 Storm Drainage Section 02741 Asphalt Paving Section 02751 Cement Concrete Pavement Section 02920 Lawns and Grasses Section 03130 Insulated Concrete Forms Section 03131 Insulated Concrete Forms Accessories-Integrated Framing

Assemblies Section 03300 Cast-In-Place Concrete Section 05120 Structural Steel Section 05310 Steel Deck Section 05500 Metal Fabrications Section 06105 Miscellaneous Carpentry Section 06402 Interior Architectural Woodwork Section 07415 Aluminum Composite Wall Panels Section 07720 Roof Accessories Section 07920 Joint Sealants-Excluding Masonry and Flooring Section 08111 Standard Steel Doors and Frames Section 08210 Flush Wood Doors Section 08411 Aluminum-Framed Entrances and Storefronts Section 08800 Glazing Section 08920 Glazed Aluminum Curtain Walls Section 08710 Finish Hardware Section 10101 Visual Display Boards and Casework Section 10155 Toilet Compartments Section 10229 Acoustical Folding Panel Partitions Section 10265 Impact-Resistant Wall Protection

Section 10436 Post and Panel Signs Section 10520 Fire Protection Specialties Section 10530 Protective Covers Section 10801 Toilet and Bath Accessories Section 11132 Projection Screens Section 12494 Roller Shades

3. Layout 4. Cleanup 5. Coordination with other trades 6. Contractor responsible for all demolishing shown on plans excluding MEP,

Coordination meetings required with other trades before any demolishing can begin.

7. Furnish as much dumpster yardage as necessary for general construction. Bid Package #2 is responsible for masonry debris related to new construction.

8. Furnish, install and remove two thousand (2000) tons of temporary stone as directed by CM. CM must sign tickets for payment. Note this stone is NOT to be included on a direct purchase order.

9. Contractor is responsible for grading the site adjacent to the building to correct ruts created by construction activities. Contractor shall perform grading operations a minimum of (4) four times during course of the project. This work will be directed by CM.

10. Contractor is responsible for all wood blocking. 11. Contractor shall include two hundred fifty (250) man hours for BOTH a skilled

carpenter and labor to be used at the direction of the CM. 12. Contractor is responsible to coordinate daily with 3rd party special inspections

hired by owner. 13. Contractor is responsible to supply loose lintels for installation by Masonry

Contractor, Bid Package 2. 14. Contractor is responsible for filing for NOIT and implementing Best

Management Plan (BMP) and all monitoring as required by the plan including closeout.

15. Contractor is responsible for all key notes on sheet C-2.0 except key note 10 16. Contractor is responsible for all key notes on sheet C-3.0 17. Contractor responsible for Terre Arch System on sheet SD-3 18. Contractor is responsible for grouting under steel columns as shown on drawings. 19. Contractor is responsible for final connection of roof drains that extend 5' outside

of Building by BP # 9 20. Contractor is responsible for relocating and storing (if necessary) of salvageable

items for the owner. 21. Contractor is responsible for temporary protective wrapping on Aluminum Doors

after installation as directed by CM. Failure to provide means contractor absorbs all cost to repair if damaged.

22. Contractor shall include a one time interim cleaning within bid. Interim Cleaning is defined the same as final cleaning except no window cleaning. Interim

cleaning will occur prior to the architect's punchlist. Final Cleaning will occur immediately after all punchlist work is complete in such area.

23. Contractor is responsible for patching or repairing wall surface as a result of their demolition in areas that are left exposed.

24. Contractor is responsible for keeping existing building weather tight during all aspects of the demolition and renovation.

25. Contractor shall include and maintain 1000 linear feet of chain link fence as described in Section 01500 item #2. Contractor also responsible for four 12'-0" opening gates.

26. Contractor responsible to verify that service to other areas of the building that are to remain occupied will not be interrupted by demolition and new work.

27. Contractor is responsible for all wood blocking. 28. Contractor is responsible for re-anchoring existing spherical bollards to concrete

as shown on drawing A 1.1 29. Contractor is responsible for flashing as it pertains to their scope of work.

Coordination must exist between Contractors whose work joins one another. 30. Contractor is responsible for relocating and storing (if necessary) of salvageable

items for the owner. 31. Contractor shall include a one time interim cleaning within bid. Interim Cleaning

is defined the same as final cleaning except no window cleaning. Interim cleaning will occur prior to the architect's punchlist. Final Cleaning will occur immediately after all punchlist work is complete in such area.

32. Furnish, install and remove temporary shoring as deemed necessary during selective demolition. Contractor must provide a design by a licensed engineer.

33. Contractor will be responsible for any extra CMU or Drywall work if the demolition work is deemed excessive by the CM.

34. Contractor is responsible for patching or repairing wall surface as a result of their demolition in areas that are left exposed. Contractor is responsible for all aspects of temporarily enclosing the building including but not limited to window openings, door openings, louver openings etc... Maintenance of this work shall also be accounted for in the bid. Contractor must use reinforced plastic, plywood and/or drywall as the bulk material. The Contractor shall reference the schedule to determine if and when temporary enclosures are required. Temporary enclosure must occur if a successor task(s) on the schedule requires a minimum heat or cooling temperature (drywall mud etc…) in order to complete the work. The Construction Manager and Contractor will coordinate the commencement/removal of all temporary enclosures. Any contractor found intentionally damaging the temporary enclosures will replace them at their own expense.

35. Contractor shall fill all existing unused holes in floor slabs (except for MEP holes)

BREAKOUT ITEMS: CONCRETE SIGNAGE ARCHITECTURAL CASEWORK DOOR FRAMES AND HARDWARE FLUSH WOOD DOORS WALL PROTECTION VISUAL DISPLAY BOARDS AND CASEWORK FIRE EXTINGUISHERS AND CABINETS PROJECTION SCREENS CONCRETE REINFORCING JOINT SEALANTS HANGER ROD CANOPY LANDSCAPING ANCHOR BOLTS STEEL DECK ALUMINUM CURTAIN WALL GLASS AND GLAZING

LUMBER AGGREGATE PIER STONE ARCHITECTURAL WOODWORK FINISH HARDWARE ROOF ACCESSORIES TOILET COMPARTMENTS ACOUSTICAL FOLDING PANEL PARTITIONS IMPACT RESISTANT WALL PROTECTION ROLLER WINDOW SHADES TOILET AND BATH ACCESSORIES ACCESS DOORS AND FRAMES LAWNS AND GRASSES ALUMINUM FACED COMPOSITE METAL WALL PANELS BAR JOIST STRUCTURAL STEEL ALUMINUM ENTRANCES AND STOREFRONTS

SPECIAL INSTRUCTIONS:

1. Refer to Alternates Section 01030. It is the responsibility of the Bidder to determine if any alternates are applicable to their bid.

2. Review all pages of the plans and specifications to ensure coordination of your work with other trades.

3. REFER TO THE FRONT OF SECTION 01900-LANGUAGE SPECIFIC TO INDIVIDUAL BIDS-ITEMS 1 THROUGH 11.

Bidder is advised that all work to be performed will be governed solely by the plans, specifications and addenda. Bidder is directed to the above specification sections for technical information and any additional items of work involved. Special attention is directed to Section 01900, page 2, #11

SECTION 01900





Section 04810 Unit Masonry Assemblies

3. Layout 4. Cleanup 5. Coordination with other trades 6. Contractor to provide dumpster for masonry debris 7. Contractor is to install loose steel lintels provided by Bid Package 3 8. Contractor to install masonry embeds supplied by Bid Package 3 9. Contractor shall provide temporary heat and enclosures so not to delay masonry

during winter months. 10. Contractor is responsible for grouting hollow metal frames. 11. Contractor is responsible for supplying and installing masonry reinforcement.

BREAKOUT ITEMS: LIMESTONE MASONRY ACCESSORIES SAND

MASONRY MORTAR FLASHING





Bidder is advised that all work to be performed will be governed solely by the plans, specifications and addenda. Bidder is directed to the above specification

DAVIESS COUNTY PUBLIC LIBRARY 2

sections for technical information and any additional items of work involved. Special attention is directed to Section 01900, page 2, #11

SECTION 01900





Section 05400 Cold-Formed Metal Framing Section 07210 Building Insulation Section 07211 Spray-On Thermal Insulation Section 07840 Firestopping Section 09260 Gypsum Board Assemblies Section 09511 Acoustical Panel Ceilings

3. Layout 4. Cleanup 5. Coordination with other trades 6. Contractor is responsible for any drywall patch on existing walls that is necessary

for new finish work that was not caused by demolition work. BREAKOUT ITEMS: ACOUSTIC CEILING TILE AND GRID STEEL STUDS & GYPSUM BOARD

BUILDING INSULATION SPRAYED-IN-PLACE THERMAL INSULATION






SECTION 01900





Section 07540 Thermoplastic Membrane Roofing Section 07620 Sheet Metal Flashing and Trim Section 07710 Manufactured Roof Specialties

3. Layout 4. Cleanup 5. Coordination with other trades 6. Any extra wood blocking required by your shop drawings will be your

responsibility. BP #1 has all wood blocking as shown on drawings. 7. Coordinate all penetrations with MEP Contractors, including energy savings

contractor. Contractor responsible to patch all penetrations resulting from demolition as well as new openings at curbs, etc.

8. Contractor to include walkway pads as shown on Sheet A 4.1 BREAKOUT ITEMS: POLYISOCYANURATE BOARD INSULATION THERMOPLASTIC MEMBRANE ROOF DOWNSPOUTS AND GUTTERS SHEET METAL, FLASHING, AND TRIM

TAPERED INSULATION DOWNSPOUT BOOTS ROOF SPECIALTIES





SECTION 01900





Section 07920 Joint Sealants (As directed to complete flooring installation) Section 09310 Ceramic Tile Section 09651 Resilient Flooring Section 09653 Resilient Wall Base and Accessories Section 09681 Carpet Tile

3. Layout 4. Cleanup 5. Coordination with other trades 6. Contractor must provide temporary protection (Kraft paper or equivalent) to

carpet flooring immediately upon completion of room. Failure to provide means contractor absorbs all costs to repair if damage occurs.

BREAKOUT ITEMS: CARPET TILES CERAMIC MATERIALS RESILIENT FLOORING

CERAMIC BASE CERAMIC TILE RESILIENT WALL BASE






SECTION 01900





Section 09912 Painting

Section 07920 Joint Sealants-Excluding Concrete, Casework and Aluminum Storefronts Section 09950 Wall Coverings

3. Layout 4. Cleanup 5. Coordination with other trades 6. Contractor responsible for cleaning, priming and painting all existing work as

described in contract documents. 7. Contractor is responsible for sanding and cleaning of exterior surfaces as

necessary prior to paint.

BREAKOUT ITEMS: CAULKING WALL COVERING

PAINT






SECTION 01900





Section 02510 Water Distribution Section 07840 Firestopping Section 15058 Common Motor Requirements for HVAC Equipment Section 15061 Hangers and Supports for Plumbing Piping and Equipment Section 15062 Hangers and Supports for HVAC Piping and Equipment Section 15076 Identification for Plumbing Piping and Equipment Section 15077 Identification for HVAC Piping and Equipment Section 15085 Plumbing Piping Insulation Section 15086 Duct Insulation Section 15088 HVAC Piping Insulation Section 15092 Sleeves and Sleeve Seals for Plumbing Piping Section 15097 Escutcheons for Plumbing Piping Section 15113 Ball Valves for Plumbing Piping Section 15114 Butterfly Valves for Plumbing Piping Section 15126 Meters and Gages for Plumbing Piping Section 15140 Domestic Water Piping Section 15145 Domestic Water Piping Specialties Section 15150 Sanitary Waste and Vent Piping Section 15155 Sanitary Waste Piping Specialties Section 15181 Hydronic Piping Section 15183 Refrigerant Piping Section 15195 Facility Natural Gas Piping Section 15416 Commercial Water Closets Section 15417 Commercial Urinals Section 15421 Commercial Lavatories Section 15422 Commercial Sinks Section 15427 Pressure Water Coolers Section 15485 Electric Water Heaters Section 15732 Packaged, Outdoor, Central Station Air Handling Units Section 15738 Split System Air Conditioning Units Section 15793 Wall and Ceiling Unit Heaters Section 15815 Metal Ducts


Section 15820 Duct Accessories Section 15838 Power Ventilators Section 15840 Air Terminal Units Section 15855 Diffusers, Registers, and Grills Section 15950 Testing, Adjusting, and Balancing for HVAC

3. Layout 4. Cleanup 5. Coordination with other trades 6. Contractor is responsible for removal and replacement of all finishes such as but

no less than ceilings, wall, floors, sidewalks, pavement, and landscaped areas required to tie in new utilities and services to existing.

7. Contractor is responsible for patching and repairing existing floor slab where existing floor slab has been removed due to demo of existing plumbing unless a new slab is shown.

8. Contractor is responsible for providing and removing temporary support for existing plumbing and H.V.A.C. items due to demolition.

9. Contractor is responsible for connecting the building storm drainage piping to the site storm drainage piping or structures.

10. Contractor is responsible providing and installing the temporary heating/cooling/humidity devices necessary for the project. During the finish stages of construction such as drywall, Contractor to maintain humidity control within the building to not exceed 65% humidity. The owner will pay for the cost of metered gas / propane / fuel oil.

BREAKOUT ITEMS: DIFFUSERS, REGISTERS AND GRILLES HVAC PIPE HVAC UNITS PIPE PIPE AND FITTINGS PIPE SUPPORTS AND HANGERS PLUMBING FIXTURES, FITTINGS AND TRIM VALVES WATER CHECK VALVES WATER HEATERS

HVAC EQUIPMENT HVAC PUMPS LOUVERS PIPE ACCESSORIES PIPE INSULATION PLUMBING ACCESSORIES SHEET METAL AND DUCTWORK WASTE AND VENT PIPING WATER COOLERS DUCTWORK INSULATION




SECTION 01900


(CONTRACTOR / SUPPLIER)

BID PACKAGE: # 10

INCLUDED:



Section 07840 Fire Stopping

Section 16050 Basic Electrical Material and Methods

Section 16060 Grounding

Section 16071 Seismic Controls for Electrical Work

Section 16120 Conductors and Cables

Section 16130 Raceway and Boxes

Section 16140 Wiring Devices

Section 16410 Enclosed Switches and Circuit Breakers

Section 16442 Panelboards

Section 16511 Interior Lighting

Section 16521 Exterior Lighting

Section 16710 Structured Voice and Data Cabling

3. Layout

4. Cleanup

5. Coordination with other trades.


6. Contractor responsible for all demo of electrical devices/equipment shown on plans.

7. Contractor responsible for all temporary lighting.

8. Contractor is responsible for providing and removing temporary support for existing electrical items due to demolition.

9. Contractor is responsible for removal and replacement of all finishes such as but no less than ceilings, wall, floors, sidewalks, pavement, and landscaped areas required to perform the electrical scope.

10. Contractor is responsible for patching and repairing existing floor slab where existing floor slab has been removed due to demo of existing electrical.

BREAKOUT ITEMS:

CABLE & CONDUCTORS

CONDUIT & BOXES

LIGHT FIXTURES AND LAMPS

PHONE-TV SYSTEM

SWITCHES AND DEVICES

VOICE AND DATA CABLING

CABLE TRAY

DISTRIBUTION EQUIPMENT

LIGHTING CONTROL DEVICES

SWITCHES & CIRCUIT BREAKERS

SWITCHGEAR





Bidder is advised that all work to be performed will be governed solely by the plans, specifications and addenda. Bidder is directed to the above specification sections for technical


information and any additional items of work involved. Special attention is directed to Section 01900, page 2, #11

SECTION 01900





Section 07840 FireStopping

3. Layout 4. Cleanup 5. Coordination with other trades 6. Contractor is responsible for excavating and backfilling all new trench work

associated with fire protection work. 7. Contractor is responsible for all concrete work necessary for fire protection work. 8. Contractor is responsible for all asphalt work necessary for the fire protection

work 9. Contractor to include all local utility company fees within the bid. 10. Contractor responsible for all finish repairs such as ceilings, walls, floors, etc.

necessary for the fire protection work.

BREAKOUT ITEMS: SPRINKLER HEADS VALVES AND FITTINGS

SPRINKLER PIPING






1

SECTION 01900


(CONTRACTOR / SUPPLIER)

BID PACKAGE: #12 COMBINATION PACKAGE INCLUDED:



All specification sections listed in the individual Trade Packages that are being combined.

3. Layout 4. Cleanup 5. Coordination with other trades

BREAKOUT ITEMS: Refer to individual bid packages for breakout items. Bid must include all items listed in the individual Trade Packages SPECIAL INSTRUCTIONS:

1. This bid package can be used for any combination of bids except for General Contracting.

2. Individual bids for the Trade Packages must be submitted for all packages included in your Combination Package.




Bidder is advised that all work to be performed will be governed solely by the plans, specifications and addenda. Bidder is directed to the above specification sections for technical information and any additional items of work involved. Special attention is directed to Section 01900, page 2, #11.

Daviess County Public Library Building Addition Addendum # 1 · PDF fileDaviess County Public...

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