Charleston County Park and Recreation Pool Projects

CHARLESTON COUNTY PARK AND RECREATION POOL PROJECTS:

Wannamaker County Park – Whirlin’ Waters RAFT RIDE & PLUNGE POOL North Charleston Wannamaker County Park, Whirlin’ Waters 888 University Blvd. North Charleston, SC 29406

GENERAL CONTRACTOR BID PACKAGE

PROJECT MANUAL

May 2018

Water Technology, Inc. Project No. 17034

TABLE OF CONTENTS

Table of Contents Project Directory

DIVISION 00 PROCUREMENT AND CONTRACTING REQUIREMENTS

CCPRC CCPRC Invitation for Bid & Contract Documents 00 31 00 Information Available to Bidders 00 31 21 Project Schedule 00 31 32 Geotechnical Data 00 31 33 Existing Conditions and Survey 00 31 34 List of Drawings 00 41 00 Bid Proposal Form 00 41 13 Supplements to Bid Forms 00 65 00 Substitution Request Form CCPRC Contract Document

DIVISION 01 GENERAL REQUIREMENTS

01 11 00 Summary of Work 01 20 00 Project Meetings 01 20 60 Allowances & Unit Prices 01 20 70 Application for Payment 01 30 50 Modification Procedures 01 34 00 Shop Drawings, Product Data and Samples 01 40 00 Quality Control 01 40 10 Coordination 01 40 50 Cutting and Patching 01 50 10 Construction Facilities and Temporary Controls 01 50 40 Field Engineering 01 56 39 Tree Protection 01 60 00 Materials and Equipment 01 63 10 Substitutions 01 70 00 Contract Closeout 01 74 00 Warranties

DIVISION 02 EXISTING CONDITIONS

02 41 19 Selective Demolition

DIVISION 13 SPECIAL CONSTRUCTION

13 11 13 Pool General 13 11 14 Pool Start-Up, Maintenance & Operations Training 13 11 18 Pool Concrete 13 11 20 Pool Pipe and Pipe Fittings 13 11 23 Pool Pipe Supports 13 11 24 Pool Valves 13 11 25 Pool Centrifugal Pumps 13 11 32 Pool Fiberglass Filters 13 11 45 Pool Rail Goods 13 11 46 Pool Equipment 13 11 60 Pool Quartz Aggregate Finish 13 11 61 Pool Ceramic Tile 13 11 65 Water Flume Rides

DIVISION 26 ELECTRICAL – SEE ELECTRICAL DRAWINGS

26 05 00 Common Work Results for Electrical 26 05 01 Electrical Demolition 26 05 02 Electrical Acceptance Tests 26 05 10 Electrical Submittals 26 05 11 Electrical Work Closeout 26 05 12 Electrical Coordination 26 05 19 Low-Voltage Electrical Conductors and Cables 26 05 26 Grounding and Bonding for Electrical Systems 26 05 29 Hangers and Supports for Electrical Systems 26 05 33 Raceway and Boxes for Electrical Systems 26 05 43 Underground Ducts and Raceway for Electrical Systems 26 05 53 Identification for Electrical Systems 26 24 00 Switchboards and Panelboards 26 27 26 Wiring Devices 26 28 16 Enclosed Switches and Circuit Breakers 26 29 23 Variable-Frequency Motor Controllers 26 43 00 Surge Protective Devices

DIVISION 31 EARTHWORK

31 10 00 Site Clearing and Erosion Control 31 20 00 Earth Moving

DIVISION 32 EXTERIOR IMPROVEMENTS

32 13 13 Concrete Paving 32 13 14 Concrete Decks and Walks (by WTI) 32 92 00 Turf and Grasses 32 93 00 Plants 33 41 00 Storm Drainage System

CHARLESTON COUNTY PARK & RECREATION POOL PROJECT:

Wannamaker County Park – Whirlin’ Waters RAFT RIDE & PLUNGE POOL

PROJECT DIRECTORY

OWNER CHARLESTON COUNTY PARK & RECREATION COMMISSION 888 University Blvd. North Charleston, SC 29406 Contacts: Erick Briles, Capital Project Manager Phone: (843) 609-7900 Email: [email protected] Patty Newshutz, Director of Capital Projects Phone: (843) 696-4150 Email: [email protected]

ARCHITECT AND WATER TECHNOLOGY, INC. AQUATIC DESIGNERS 100 Park Avenue P.O. Box 614 Beaver Dam, WI 53916 Phone: (920) 887-7375 Contact: Brian W. Freber, P.E., Project Manager, EOR Email: [email protected]

ELECTRICAL ENGINEER DWG INC. CONSULTING ENGINEERS 1009 Anna Knapp Blvd., Suite 202 Mt. Pleasant, SC 29464 Phone: (843) 849-1141 Contact: Brian Bates, Project Manager, EOR

CIVIL ENGINEER SEAMAN AND WHITESIDE Mount Pleasant Office 501 Wando Park Boulevard, Suite 200 Mount Pleasant, SC 29464 Phone: (843) 884-1667 Contact: Preston Busbee, Project Manager, EIT William O’Neal, P.E., Project Manager, EOR

SURVEYOR KNIGHT SURVEYING & MAPPING, LLC PO Box 13885 Charleston, SC 29422 Phone: (843) 789-0850 Contact: J. Chris Knight, Project Manager, RLS

INFORMATION AVAILABLE TO BIDDERS SECTION 00 31 00

PART 1 GENERAL

The following information is available to the bidders, and is considered, with the submission of a bid, to have been examined fully and carefully by the bidder prior to submitting his bid.

1.1 THE PROJECT SITE

1.2 EXISTING CONDITIONS SURVEY

1.3 PROJECT SCHEDULE

1.4 PROJECT DRAWINGS SHOWING PROPOSED WORK

1.5 PROJECT SPECIFICATIONS

1.6 GEOTECHNICAL REPORT FOR WHIRLIN WATERS

1.7 EXISTING DRAWINGS AVAILABLE FOR REVIEW BY APPOINTMENT WITH CCPRC

END OF SECTION 00 31 00

ACTIVITY Duration START END BIDDING PHASE 82 5/31/2018 8/20/2018

Issue Bid Package to CCPRC 1 5/31/2018 5/31/2018

CCPRC post Bid Package to Website 1 6/1/2018 6/1/2018

Non-Mandatory Pre-Bid Meeting & Site Visit 1 6/13/2018 6/13/2018

Bid Questions & RFI Deadline 1 6/27/2018 6/27/2018

Issue Addendum to Bidding Contractors 1 7/10/2018 7/10/2018

Bid Due Date 1 8/7/2018 8/7/2018

WTI/CCPRC Bid Review 13 8/7/2018 8/19/2018

Commission Prep Mtg 1 8/14/2018 8/14/2018

Commission Review Meeting 1 8/20/2018 8/20/2018

Award Contract 1 8/21/2018 8/21/2018

CONSTRUCTION 240 9/4/2018 5/1/2019

Construction Mobilization 7 9/4/2018 9/10/2018

Slide Installation Start & Completion 172 9/10/2018 3/1/2019

Pool & Slide Startup & Commissioning 15 3/18/2019 4/1/2019

SC DHEC Health Department Inspection & 1 3/24/2019 3/24/2019 Operations Permit Approval

Substantial Completion 1 4/1/2019 4/1/2019

Owner Training 30 4/2/2019 5/1/2019

Final Completion 1 5/1/2019 5/1/2019

Park Open to Public 1 5/4/2019 5/4/2019

END OF SECTION 00 31 21

PART 1 GENERAL

1.1 REQUIREMENTS INCLUDE:

A. Contractor is responsible for verifying existing conditions.

B. The following geotechnical report is attached: 1. Whirlin’ Waters Waterpark Addition Geotechnical Engineering Report dated November 3, 2017 by Terracon Consultants, Inc.

C. The following geotechnical reports are available upon request to CCPRC: 1. Wannamaker Park Geotechnical Borings conducted February, 2000 by Wright, Padgett & Associates, Inc. 2. Wannamaker Water Park Geotechnical Report dated March, 2000 by Wright, Padgett & Associates, Inc. 3. Whirlin’ Waters Waterpark Addition Geotechnical Engineering Report dated November 3, 2017 by Terracon Consultants, Inc.

D. At Contractor’s option, perform subsurface investigation at own expense.

END OF SECTION 00 31 32

Whirlin’ Waters Waterpark Addition North Charleston, South Carolina November 3, 2017 Terracon Project No. EN175220

Prepared for: Water Technology, Inc. Beaver Dam, Wisconsin

Prepared by: Terracon Consultants, Inc. North Charleston, South Carolina

REPORT TOPICS

GEOTECHNICAL OVERVIEW ...... 1 INTRODUCTION ...... 2 PROJECT DESCRIPTION ...... 2 SITE CONDITIONS ...... 3 EXPLORATION AND TESTING PROCEDURES ...... 4 GEOTECHNICAL MODEL ...... 5 SEISMIC CONSIDERATIONS ...... 7 SITE PREPARATION ...... 8 SHALLOW FOUNDATIONS ...... 11 CONCRETE SLABS ...... 13 POOL AND ATTACHED TANK RECOMMENDATIONS ...... 14 GENERAL COMMENTS ...... 16

ATTACHMENTS

SITE LOCATION EXPLORATION PLAN EXPLORATION RESULTS v In Situ Logs v Hand Auger Boring Logs SUPPORTING INFORMATION v General Notes v Unified Soil Classification System GEOTECHNICAL OVERVIEW

This report presents the results of our geotechnical investigation performed for the Whirlin’ Waters Waterpark Addition project located in North Charleston, SC. Our geotechnical scope of work for this project included conducting geotechnical fieldwork, associated engineering analysis, and this geotechnical engineering report. This report provides recommendations for foundation options, seismic considerations, site preparation, and the other geotechnical related conditions that might affect the proposed construction. The following geotechnical considerations were identified during our investigation:

n Assuming proper site preparation, the structure may be supported on a traditional shallow foundation system with limited overexcavation of the foundation soils. Terracon should be retained to review final footing sizes and embedment based on design requirements determined by the structural engineer.

n Due to the presence of potentially liquefiable soils, the 2015 IBC seismic site classification for this site is F. However, if the fundamental period of the structure is less than or equal to 0.5 seconds, the site may reclassify as Class D. The structural engineer should verify that the site class exemption provided by code is available for the proposed structure.

n We estimate that unmitigated total liquefaction-induced settlements from the design seismic event may be 1 to 2 inches with differential settlement ranging from 50% to 75% of the total.

n Total estimated static settlement for traditional shallow foundations is 1 inch or less, with differential settlement up to ½ inch over 30 feet.

n Due to the presence of near surface soft clayey soils, we recommend that a site drainage plan be established and implemented prior to large scale clearing/stripping activities. We anticipate stripping depths to average 6” across the site. However, deeper stripping can be expected in isolated soft/wet areas in order to achieve a stable working platform.

n Open cut excavation can be utilized to construct the pool and attached tank. Groundwater was encountered from depths of 5 to 7 feet below the existing ground surface in the pool and attached tank location. Dewatering will be necessary to provide a stable work environment during excavations below the groundwater table. Dewatering can consist of sanded well points or trench drains tied to pumps.

The recommendations presented herein have been developed on the basis of the subsurface conditions encountered during field investigation and our understanding of the proposed construction. Should changes in the project criteria occur, a review must be made by Terracon to determine if modifications to our recommendations will be required.

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INTRODUCTION GEOTECHNICAL ENGINEERING REPORT WHIRLIN’ WATERS WATERPARK ADDITION NORTH CHARLESTON, SOUTH CAROLINA Terracon Project No. EN175220 November 3, 2017

INTRODUCTION

This report presents the results of our subsurface exploration and geotechnical engineering services performed for the proposed Whirlin’ Waters Waterpark Addition to be located in North Charleston, South Carolina. The purpose of these services is to provide information and geotechnical engineering recommendations relative to:

n subsurface soil conditions n floor slab design and construction n groundwater conditions n seismic evaluation per IBC n site preparation and earthwork n pavement design and construction n foundation design and construction n other geotechnical design parameters

The geotechnical engineering scope of work for this project included the advancement of three Cone Penetration Test (CPT), one Seismic Cone Penetration Test (CPT) and two Flat Blade Dilatometer Tests (DMTs) to depths of approximately 25 to 30 feet below the existing ground surface. Adjacent to the in situ tests, Hand Auger Borings (HABs) were performed to depths of 4 feet below the existing ground surface.

Maps showing the site and testing locations are shown in the Site Location and Exploration Plan sections, respectively, and logs of the borings are included in the Exploration Results section. These sections are included as an appendix to this report.

PROJECT DESCRIPTION

Our initial understanding of the project was provided in our Project Understanding section in the Project Planning stage. During the period of collaboration that has transpired since the project was initiated, our understanding of the project conditions has been modified to reflect the following:

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Item Description The project will consist of the construction of a new waterslide at the park. The ride will consist of a tower with multiple slides that feed into a pool. The pool will be approximately 65 feet long, 50 feet wide and 4 ½ feet deep. Proposed structure We understand that a tank will be connected to the back wall of the pool. The tank will be approximately 65 feet long, 10 feet wide and up to 10 feet deep. Shallow foundations are feasible for the site. Based on information provided by Water Technology, Inc., we understand that typical shallow foundations consist of square footings with concrete pedestals to +2 feet above final grade.

Maximum loads Based on this information and the sample waterslide reactions provided by Water Technology, Inc., the following loading conditions were used in our analysis: n Columns – 200 kips max (Live + Dead + Wind) If final loads vary from these assumptions, further review will be necessary. Based on conversations with Water Technology, Inc., we understand that minimal grading will be required for the site. Therefore, we will assume that the site will require up to 1 foot of fill to achieve finished grades. Grading If final grading plans differ from our assumption, further review will be necessary.

SITE CONDITIONS

The following description of site conditions is based on our site visit in association with the field exploration.

Item Description The project site is located at the existing Whirlin’ Waters Waterpark located at 8888 University Boulevard in North Charleston, South Carolina. Site Location § Latitude: 32.975403° § Longitude: -80.054434° Existing The project site is developed with the existing Whirlin’ Waters Waterpark. improvements The location of the addition is currently cleared land.

Current ground The location of the addition is currently covered with landscaped grass and cover scattered trees. Based on conversations with Water Technology, Inc., we understand that the Existing topography site is relatively flat lying.

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EXPLORATION AND TESTING PROCEDURES

Field Exploration

Our field exploration services were performed in general accordance with the information provided in our proposal.

Number Type of Test Test Location Test Depth of Tests

Cone Penetration Test (CPT) Pool 1 28 feet

Seismic Cone Penetration Test (SCPT) Pool 1 30 feet

Cone Penetration Test (CPT) Waterslide 2 28 to 30 feet

Flat Blade Dilatometer (DMT) Waterslide 2 26 feet

The approximate location of each test is indicated in the Exploration Results in the Appendix. The test locations were determined by Water Technology, Inc. and located in the field by Terracon and Water Technology, Inc. personnel utilizing aerial imagery and landmarks. The locations should be considered accurate only to the degree implied by the means and methods used to define them. The field exploration was performed on October 16, 2017. The in situ tests were advanced with a track mounted Pagani TG73-200 rig.

The field logs and recovered samples were compiled and reviewed by the geotechnical engineer. Final in situ and Hand Auger Boring logs and details for each of the tests can be found in Exploration Results.

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Subsurface Profile

Based on the results of the field exploration, subsurface conditions on the project site can be generalized as follows:

Approximat e Depth to Description Material Encountered1 Bottom of Stratum Surface 3 to 5 inches Topsoil Soft to firm clay to sandy clay with: Trace gravel to 10” across the site Stratum 1 2 feet Fabric at 7” on the northwestern portion of the site (HAB at SCPT-01) Organic material to 25” on southwestern portion of the site (HAB at CPT-05) Stratum 2 6 feet Soft to firm clay to sandy clay Stratum 3 11 feet Stiff to hard sandy clay Stratum 4 16 feet Loose to dense sand to silty sand Stratum 5 17 feet Soft to firm clay Stratum 6 25 feet2 Firm to very stiff sandy silt (Cooper Marl Formation)3 1. Material descriptions are based on visual classification from HAB samples and correlations with in situ data. 2. Termination of deepest sounding. 3. The Cooper Marl Formation is a well-studied and uniform soil stratum consisting of clayey to sandy silt and silty sand approximately 100 to 200 feet thick in the greater Charleston area. This soil stratum is a typical bearing layer for deep foundations as well as the basis for earthquake modeling in the Charleston area.

Within Stratum 1, we encountered trace gravel across the site to an average depth of 10 inches below the existing grade. Additionally, we encountered fabric on the northwestern portion of the site within HAB at SCPT-01 at a depth of 7 inches below the existing grade.

Organic material was encountered within HAB at CPT-05 on the southwestern portion of the site. The material consisted of wood chip fragments and hair roots and extended to approximately 25 inches below the existing grade.

Conditions encountered at each test location are indicated on the individual test records. Stratification boundaries on the test records represent the approximate location of changes in soil types. The transition between materials may be gradual. Details for each of the tests can be found in Exploration Results.

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Groundwater Conditions

At the time of our exploration, groundwater was encountered at depths ranging from approximately 5 to 7 feet below the existing ground surface. The ground water depths were determined by physical measure in the voids left by in situ testing, hand auger borings and by estimating the hydrostatic line (height of water below the ground surface) on the penetrometer porewater pressure (U) graph in the CPT log.

The water levels as observed during field exploration are summarized in the following table and noted on the attached in situ and boring logs, in Exploration Results.

Depth to Groundwater within Voids left from Test Testing SCPT-01 5.0 CPT-02 7.0 DMT-03 Not Encountered CPT-04 4.7 CPT-05 5.1 DMT-06 Not Encountered

Fine-grained soils located near the existing ground surface may drain poorly during and after periods of heavy rainfall. Based on this information, we anticipate the possibility for “perched” groundwater conditions during wet months. A “perched” groundwater table occurs when water collects above low permeability soils, such as the near surface clays and sandy clays. During heavy rainfall periods, water will tend to move laterally across the site and collect in low-lying areas before it slowly descends into the groundwater table.

Groundwater level fluctuations occur due to seasonal variations in the amount of rainfall, runoff and other factors not evident at the time the borings were performed. Therefore, groundwater levels during construction or at other times in the life of the structure may be higher or lower than the levels indicated on the logs. The possibility of groundwater level fluctuations should be considered when developing the design and construction plans for the project. The groundwater surface should be checked prior to construction to assess its effect on site work and other construction activities.

Groundwater levels were measured using the following criteria:

n Physical observation within hand auger borings (HAB). n Where not physically encountered in HABs, groundwater levels are measured using a groundwater probe within the voids left by cone penetration (CPT) tests. n Where not encountered within CPT voids, groundwater levels are estimated using the hydrostatic line (height of water below the ground surface) on the CPT porewater pressure (U) graph shown on the CPT logs.

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n Unless otherwise specified on the logs or in the report, all groundwater measurements are collected during or immediately after drilling.

SEISMIC CONSIDERATIONS

According to the International Building Code 2015 edition (IBC 2015), structures are required to avoid collapse during a design earthquake event. The design earthquake has a 50 year exposure period with a 2% probability of exceedance (i.e. a 2500 year design earthquake). The 2500 year design earthquake has a Moment Magnitude (Mw) of 7.3 and a design Peak Ground Acceleration

(PGAM) of 1.14 g, as determined by data provided by the IBC 2015 Code and ASCE 7-10. The seismic evaluation of the site identified potentially liquefiable soils. According to the IBC (2015) and ASCE 7-10, this potential for liquefaction classifies the site as Site Class F.

ASCE 7-10 (Section 20.3.1) provides an exception to the Site Class recommendation for structure(s) with a fundamental period equal to or less than 0.5 seconds. This exception states that a site can be classified without considering liquefaction to determine spectral accelerations for structural design. The structural engineer should verify this exception. If the proposed structures meet the requirements of the exception, Seismic Site Class D would be applicable and the following seismic design parameters can be used for the site:

Code Used Site Classification 2015 International Building Code (IBC)1 D2 Seismic Design Parameter Value

Fa 1.00

Fv 1.50

FPGA 1.00

SDS 1.09 g

SD1 0.55 g 3 PGAM 1.14 g 1. In general accordance with the 2015 International Building Code and ASCE 7-10 Table 20.3-1, and an average weighted shear wave velocity of 1057 feet per second collected from in situ testing methods at the site. 2. Based upon the fundamental period exception outlined in ASCE 7-10 Section 20.3.1 3. Based on procedures outlined in ASCE 7-10 for geotechnical hazards

Liquefaction Potential

Due to the high seismicity of the Coastal Plain of South Carolina, we performed a liquefaction potential analysis to evaluate the stability of the soils. Ground shaking at the foundation of structures and liquefaction of the soil under the foundation are the principal seismic hazards identified for the design of earthquake-resistant structures. Liquefaction occurs when a rapid

Responsive ■ Resourceful ■ Reliable 7 Geotechnical Engineering Report Whirlin’ Waters Waterpark Addition ■ North Charleston, South Carolina November 3, 2017 ■ Terracon Project No. EN175220 buildup in water pressure, caused by the ground motion, pushes sand particles apart, resulting in a loss of strength and later densification as the water pressure dissipates. This loss of strength can cause bearing capacity failure while the densification can cause excessive settlement.

While the amount of settlement is dependent on the magnitude and distance from a seismic event, and geologic age of the soil deposit, we estimate that settlements from the design earthquake may range from 1 to 2 inches. Differential settlement may range from 50% to 100% of the total settlement depending on depth and amount of liquefaction, and location relative to a seismic event epicenter. Design under the IBC allows for buildings to sustain damage during the design earthquake event, but they must remain standing. Therefore, our liquefaction settlement estimate should be reviewed from the standpoint of risk of total collapse of the structure. While the project structural engineer should review our estimates, in our experience, the calculated liquefaction potential can typically be accounted for in the structural design.

SITE PREPARATION

Site Preparation Considerations

During our investigation, we encountered trace gravel across the site to an average depth of 10 inches and fabric on the northwestern portion of the site at a depth of 7 inches below the existing grade. Additionally, organic material was encountered on the southwestern portion of the site to a depth of 25 inches. The encountered material is further discussed in the Subsurface Profile section.

The fabric was encountered within the proposed pool location and therefore is expected to be removed during pool excavations. The gravel may remain in place, however, encountered organic material should be overexcavated from footing locations. If footings bear below 25 inches from the existing grade, overexcavation will not be necessary. Overexcavation of the footings is described in the Foundation Construction Considerations section of this report.

Drainage

Another main consideration for site preparation activities is the presence of near surface soft clayey soils and the possibility of perched groundwater conditions. These soils are moisture sensitive and exposure to water and construction traffic can lead to softening and rutting of the upper material. Therefore, we recommend that a site drainage plan be established and implemented prior to large scale clearing/stripping activities. This can include directing runoff water to the existing drainage features, excavation of temporary sumps, drainage ditches, and/or swales across the project site. These measures will allow for perched water to be directed away from construction areas limiting the softening of near surface soils.

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Site Preparation Operations

Following the implementation of a drainage plan, the initial step in site preparation is to strip the proposed construction area of trees, organic material, topsoil, root balls, and other deleterious material from within the proposed building footprint and parking areas. Stripping should extend a minimum of 5 feet outside the construction area footprint. We anticipate stripping depths to average 6 inches across the site. Voids remaining from the clearing/stripping operation should be backfilled with properly compacted Controlled Fill.

After stripping and subgrade repair is completed, the existing subgrade should be proofrolled with a loaded tandem axle dump truck or other similar approved construction equipment. A geotechnical engineer should monitor proofrolling operations. Areas that pump or rut excessively should be undercut and reworked or replaced with Controlled Fill. The project site should be graded to promote drainage and direct stormwater runoff away both during construction and the operational life of the structures. Fill placement may commence after the subgrade stability has been verified by the geotechnical engineer.

Material Types

Controlled fill should meet the following soil property requirements: Acceptable Location for Fill Type1 USCS Classification Placement SP, SP-SM, SP-SW, SW, SM Controlled/Imported Fill All locations (Passing #200<12%)

SM, SP-SM, SP Onsite Soil All locations (Passing #200<25%)

SC, CL, CH, ML, MH General fill in landscape Onsite Soil (Passing #200>25%) areas

1. Controlled, compacted fill should consist of approved materials that are free of organic matter and other deleterious debris.

The soils encountered in the proposed pool and tank locations consisted of clays and sandy clays to a depth of approximately 10 feet followed by sand and silty sand to a depth of approximately 16 feet below the existing ground surface.

The encountered sands and silty sands can be utilized as Controlled Fill provided they meet the specifications listed in the above table. However, due to the depth of the encountered sands and silty sands, we expect that offsite borrow will be necessary. If material encountered does not meet the criteria in the above table for use in all locations, we do not recommend that it be used as Controlled Fill, however, it may be used as general fill in landscape areas.

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Compaction Requirements

ITEM DESCRIPTION When heavy, self-propelled compaction equipment is used, fill lifts shall have a maximum of 10 inches in loose thickness. Fill Lift Thickness When hand-guided equipment (i.e. jumping jack or plate compactor) is used, fill lifts shall have a maximum of 2 to 4 inches in loose thickness. Structural areas should be compacted to 95% of the Compaction Requirements1 material’s maximum Modified Proctor dry density (ASTM D1557).

Moisture Content – Controlled Fill or Within the range of ±2% of optimum moisture content value Onsite Soils2 as determined by the Modified Proctor test.

1. Fill should be tested for moisture content and compaction during placement. If the results of the in-place density tests indicate the specified moisture or compaction limits have not been met, the area represented by the test should be reworked and retested as required until the specified moisture and compaction requirements are achieved. 2. Specifically, moisture levels should be maintained low enough to allow for satisfactory compaction to be achieved without the Controlled Fill material pumping when proofrolled.

Backfill Construction Observation and Testing

The exposed subgrade and each lift of compacted fill should be tested, evaluated, and reworked, as necessary, until approved by the geotechnical engineer’s representative prior to placement of additional lifts. We recommend that each lift of fill be tested for density and moisture content at a frequency of one test every 2,500 square feet for structural areas. We recommend one density and moisture content test for every 50 linear feet of compacted utility trench backfill.

Earthwork Construction Considerations

It is anticipated that shallow excavations for the proposed construction can be accomplished with conventional earthmoving equipment. Upon completion of filling/cutting and grading, care should be taken to maintain the subgrade moisture content prior to construction of floor slabs. Construction traffic over the completed subgrade should be avoided to the extent practical. The site should also be graded to prevent ponding of surface water on the prepared subgrades or in excavations. If the subgrade should become desiccated, saturated, or disturbed, the affected material should be removed or these materials should be scarified, moisture conditioned, and recompacted prior to floor slab construction and observed by Terracon.

Surface water should not be allowed to pond on the site and soak into the soil during construction. Construction staging should provide drainage of surface water and precipitation away from the building areas. Any water that collects over or adjacent to construction areas should be promptly removed, along with any softened or disturbed soils. Surface water control in the form of sloping

Responsive ■ Resourceful ■ Reliable 10 Geotechnical Engineering Report Whirlin’ Waters Waterpark Addition ■ North Charleston, South Carolina November 3, 2017 ■ Terracon Project No. EN175220 surfaces, drainage ditches and trenches, and sump pits and pumps will be important to avoid ponding and associated delays due to precipitation and seepage.

Terracon should be retained during the construction phase of the project to observe earthwork and to perform necessary tests and observations during subgrade preparation; proofrolling; placement and compaction of controlled compacted fills; backfilling of excavations into the completed subgrade, and just prior to construction of building floor slabs.

SHALLOW FOUNDATIONS

With proper site preparation, the proposed structure can be supported by a shallow spread footing foundation bearing on in situ or compacted Controlled Fill. As previously mentioned, overexcavation of the footings on the southwestern corner of the site may be required due to encountered organic material, and should be explored further during construction through visual observations and by performing DCPs in the base of footing excavations.

Design recommendations for shallow foundations for the proposed structure are presented in the following paragraphs.

Design Recommendations

Description Columns Allowable bearing pressure1 2,500 psf Minimum dimensions 24 inches Minimum embedment below finished grade2 12 inches Estimated total static settlement3 1 inch or less Estimated differential static settlement3 < ½ inch over 50 feet 1. The recommended net allowable bearing pressure is the pressure in excess of the minimum surrounding overburden pressure at the footing base elevation. This assumes that any unsuitable fill, debris or soft soils, if encountered, will be undercut and replaced with Controlled Fill. 2. Minimum embedment depth due to frost protection. Deeper embedment may be required for overturning, uplift, etc. 3. The settlement estimates are based on maximum loads of 200 kip column footings and the above allowable bearing pressure. The foundation settlement will depend upon the variations within the subsurface soil profile, the structural loading conditions, the embedment depth and dimensions of the footings, the thickness of compacted fill, and the quality of the earthwork operations. These settlement magnitudes assume the foundation subgrade will be repaired as recommended in this report. The settlement calculations were based on maximum footing sizes of 8.9 ft x 8.9 ft for columns.

The recommended minimum embedment below finished grade and maximum footing sizes may vary from the final design determined by the structural engineer. If final embedment depth, loads or column footing sizes exceed those listed above, a review must be made by Terracon to determine if modifications to our recommendations will be required.

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Foundation Construction Considerations

Dynamic Cone Penetrometers (DCP) should be performed in the base of the foundation to a minimum depth of five feet below the planned footing depth. If organic material is encountered through visual observations or during DCP testing the footings should be overexcavated as described below.

The base of all foundation excavations should be free of water and loose soil prior to placing concrete. Concrete should be placed soon after excavating to reduce bearing soil disturbance. Care should be taken to prevent wetting or drying of the bearing materials during construction. Excessively wet or dry material or any loose/disturbed material in the bottom of the footing excavations should be removed before foundation concrete is placed. If the soils at bearing level become excessively dry, disturbed, saturated, or frozen, the affected soil should be removed prior to placing concrete.

If debris or unsuitable bearing soils are encountered in footing excavations, the excavation could be extended deeper to suitable soils and the footing could bear directly on these soils at the lower level or on lean concrete backfill placed in the excavations. As an alternative, the footings could also bear on properly compacted Controlled Fill extending down to the suitable soils. Overexcavation for compacted backfill placement below footings should extend laterally beyond all edges of the footings at least 8 inches per foot of overexcavation depth below the “Design Footing Level.” The overexcavation should then be backfilled up to the footing base elevation with well-graded granular material placed as recommended in the Site Preparation section. The overexcavation and backfill procedure is shown in the figure below.

Responsive ■ Resourceful ■ Reliable 12 Geotechnical Engineering Report Whirlin’ Waters Waterpark Addition ■ North Charleston, South Carolina November 3, 2017 ■ Terracon Project No. EN175220 CONCRETE SLABS

We understand that excavations for the pool and attached tank will range from 4 ½ to 10 feet below the final grade. Concrete base slabs for the pool and attached tank can be supported by the in-situ soils or properly compacted Control Fill if prepared as described in Site Preparation. The concrete slabs constructed on grade can be designed using the modulus of subgrade reaction presented in the following table.

Design Recommendations

ITEM DESCRIPTION Modulus of subgrade reaction at 220 pounds per square inch per inch (psi/in) for point loading depth of 4 ½ feet conditions Modulus of subgrade reaction at 240 pounds per square inch per inch (psi/in) for point loading depth of 10 feet conditions 1. Modulus of subgrade value is for 1 ft by 1 ft area and should be adjusted for appropriate size. 2. This value may be increased depending on the depth of stone placed beneath the slab.

The structural engineer should design the slab to limit differential movements between the slab and vertical concrete walls to reduce the possibility of floor slab cracking. Where appropriate, saw-cut control joints and expansion joints should be placed in the slab to help control the location and extent of cracking.

The use of a vapor retarder should be considered beneath concrete slabs on grade that will be covered with moisture sensitive or impervious coverings. When conditions warrant the use of a vapor retarder, the slab designer and slab contractor should refer to ACI 302 and ACI 360 for procedures and cautions regarding the use and placement of a vapor retarder/barrier.

Concrete Slab Construction Considerations

On most project sites, the site grading is generally accomplished early in the construction phase. However as construction proceeds, the subgrade may be disturbed due to utility excavations, construction traffic, desiccation, rainfall, etc. As a result, the concrete slab subgrade may not be suitable for placement of concrete, and corrective action will be required.

We recommend that concrete slab subgrade areas be moisture conditioned and properly compacted to the recommendations in this report immediately prior to placement of concrete. Any trenches should be backfilled with Controlled Fill as described in the Material Types section in this report.

Responsive ■ Resourceful ■ Reliable 13 Geotechnical Engineering Report Whirlin’ Waters Waterpark Addition ■ North Charleston, South Carolina November 3, 2017 ■ Terracon Project No. EN175220 POOL AND ATTACHED TANK RECOMMENDATIONS

We understand that excavations will be performed for the proposed pool and attached tank and that excavations will reach depths of 4 ½ to 10 feet below final grade. We recommend that the pool and attached tank be structurally connected to the pool deck. The pool deck should consist of a minimum of 4 inches of concrete on top of a granular drainage layer.

Construction Considerations

Open cut excavation with slopes no greater than 1:1.5 (vertical:horizontal) can be utilized to construct the pool and attached tank. Slope inclination should be verified by the contractor based on the soils encountered and OSHA standards. If site constraints will not allow slopes of that size, shielding consisting of steel sheeting can be used, or a combination of both sloping and shielding. Shielding recommendations can be provided upon request.

Groundwater will be encountered at an approximate depth of 5 to 7 feet below the existing ground surface at the proposed pool and attached tank location, so dewatering will be required for excavations past the groundwater depth. The dewatering design should be undertaken by an engineer registered in the State of South Carolina, and employed by a contractor who is familiar with this type of operation. Dewatering is further discussed on the following page.

Depending on the stability of the excavation bottom encountered at time of construction, it may be necessary to increase the excavation depth by 3 feet below what is necessary for construction and backfill with free draining #57 stone or similar material. The stone will aid in dewatering using sump pumps and provide a stable working surface during construction. A nonwoven geotextile fabric with an AOS (apparent opening size) equal to a No. 100 U.S. Standard Sieve, may be placed between the stone and underlying native soils to limit the migration of fines into the stone.

Lateral Earth Pressure

Walls with unbalanced backfill levels on opposite sides should be designed for earth pressures at least equal to those indicated in the following table. Earth pressures will be influenced by structural design of the walls, conditions of wall restraint, methods of construction and/or compaction and the strength of the materials being restrained. Appropriate earth pressures should be used for wall restraint conditions. Active pressure can be used when the top of wall can move 0.002H to 0.004H. At rest earth pressure is used when there is no wall movement. The recommended design lateral earth pressure coefficients do not include a factor of safety and do not provide for possible hydrostatic pressure on the walls.

The following soil properties are based on the results of our field investigation and experience with similar soil conditions. The contractor is solely responsible for designing and maintaining a

Responsive ■ Resourceful ■ Reliable 14 Geotechnical Engineering Report Whirlin’ Waters Waterpark Addition ■ North Charleston, South Carolina November 3, 2017 ■ Terracon Project No. EN175220 stable excavation, and all excavations should comply with applicable local, state, and OSHA standards.

Estimated Soil Parameters and Lateral Earth Pressure Coefficients Estimated Soil Properties Total/Effective Friction Stratum Depth (ft) Cohesion Earth Pressure Coeff. Unit Weight Angle (psf) (pcf) (º) Ka Ko Kp Controlled Fill n/a 120 / 57.6 30 n/a 0.33 0.50 3.00 1 & 2 0 to 6 110 / 47.6 n/a 700 1 1 1 3 6 to 11 115 / 52.6 n/a 1800 1 1 1 4 11 to 16 115 / 52.6 32 n/a 0.31 0.47 3.25 5 16 to 17 105 / 42.6 n/a 600 1 1 1 6 17 to 25+ 120 / 57.6 n/a 2600 1 1 1

Backfill placed against structures should consist of Controlled Fill. For the Controlled Fill lateral earth pressure coefficients values to be valid, the backfill must extend out and up from the base of the wall at an angle of at least 45 and 60 degrees from vertical for the active and passive cases, respectively.

Due to the depth of encountered groundwater, the combined hydrostatic and lateral earth pressures should be calculated to account for hydrostatic pressure. Additionally, the influence of surcharge or equipment loading should be considered when within a distance closer than the height of vertical concrete walls.

Excavation Dewatering

Groundwater at the pool and attached tank location will be encountered at a depth of approximately 5 to 7 feet. Therefore, dewatering will be necessary to provide a stable work environment during excavation and construction below the groundwater table. If the site is large enough to allow the excavations to be sloped sufficiently without the use of shielding, we recommend that 2 foot deep trench drains filled with #57 stone be installed at the toe of the slopes to allow groundwater to be pumped from the excavation. If this method cannot keep up with the infiltration of groundwater into the excavation, sanded well points can be utilized to dewater the excavation.

We recommend surface stormwater runoff be prevented from entering the open excavation with either a berm and swale system constructed around the perimeter of the excavation. Soils used to construct the berm may consist of the less permeable clayey soils removed from the excavation.

Responsive ■ Resourceful ■ Reliable 15 Geotechnical Engineering Report Whirlin’ Waters Waterpark Addition ■ North Charleston, South Carolina November 3, 2017 ■ Terracon Project No. EN175220

Buoyancy

Buoyancy (uplift) forces exerted by the groundwater on the pool and attached tank should be considered during design. If additional uplift resistance is needed, the designers may consider extending the perimeter of the bottom mat of the pool and attached tank beyond the edge of the vertical concrete walls to engage the surrounding soil and further resist the buoyant forces exerted by groundwater. A unit weight of 150 pcf can be used for concrete along with the unit weights outlined in the table above for the soils to calculate the vertical restraint. These values should be reduced by the unit weight of water (62.4 pcf) below the groundwater level.

Additionally, a permanent dewatering system, such as a well point system, could be installed to alleviate uplift forces. This could be used for dewatering during construction and can be used to prevent uplift forces from being exerted by groundwater during times when the pool will be emptied for maintenance. If utilized, a hydrostatic relief valve should also be incorporated into the deepest drain to alleviate buoyant forces.

General Excavation Notes

We expect that onsite excavations can be accomplished with a trackhoe and typical excavation bucket. Soils removed from the excavation should not be placed closer than the height of vertical concrete walls from the edge of the excavation to prevent surcharge loading and to prevent spillage of spoil material back into the excavation.

OSHA standards require daily inspections of excavations, their surrounding areas, and protective systems by a geotechnical engineer or other competent person. Daily inspections are to be conducted prior to the start of work in the excavation, after each storm event or other hazard- increasing occurrence and as needed throughout the workday. These inspections search for evidence of situations that could result in possible cave-ins, indications of failure of the protective systems, or other hazardous conditions.

Safety guidelines concerning means of egress into and out of the excavation, worker protection from falling loads, and other issues as outlined in OSHA Standard 29 CFR Part 1926 should be followed at all times.

GENERAL COMMENTS

Our work is conducted with the understanding of the project as described in the proposal, and will incorporate collaboration with the design team prior to completing our services. Terracon has requested verification of all stated assumptions. Revision of our understanding to reflect actual conditions important to our work will be based on these verifications and will be reflected in the final report. The design team should collaborate with Terracon to confirm these assumptions. The design team should also collaborate with Terracon to prepare the final design plans and

Responsive ■ Resourceful ■ Reliable 16 Geotechnical Engineering Report Whirlin’ Waters Waterpark Addition ■ North Charleston, South Carolina November 3, 2017 ■ Terracon Project No. EN175220 specifications. This facilitates the incorporation of our opinions related to implementation of our geotechnical recommendations.

Our analysis and opinions are based upon our understanding of the geotechnical conditions in the area, the data obtained from the site exploration performed and from our understanding of the project. Variations will occur between exploration point locations, across the site, or due to the modifying effects of construction or weather. The nature and extent of such variations may not become evident until during or after construction. So, Terracon should be retained to provide observation and testing services during grading, excavation, foundation construction and other earth-related construction phases of the project. If variations appear, we can provide further evaluation and supplemental recommendations. If variations are noted in the absence of our observation and testing services on-site, we should be immediately notified so that we can provide evaluation and supplemental recommendations.

Our scope of services does not include either specifically or by implication any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken.

Our services and any correspondence are intended for the exclusive use of our client for specific application to the project discussed and are accomplished in accordance with generally accepted geotechnical engineering practices. No warranties, either express or implied, are intended or made.

Site characteristics as provided are for design purposes and not to estimate excavation cost. Any use of our report in that regard is done at the sole risk of the excavating cost estimator as there may be variations on the site that are not apparent in the data that could significantly impact excavation cost. Any parties charged with estimating excavation costs should seek their own site characterization for that specific purposes to obtain the specific level of detail necessary for costing. Site safety, and cost estimating including, excavation support, and dewatering requirements/design are the responsibility of others. In the event that changes in the nature, design, or location of the project are planned, our conclusions and recommendations shall not be considered valid unless we review the changes and either verify or modify our conclusions in writing.

Responsive ■ Resourceful ■ Reliable 17 ATTACHMENTS - SITE LOCATION AND EXPLORATION PLAN

Responsive ■ Resourceful ■ Reliable SITE LOCATION Whirlin' Waters Waterpark Addition ■ North Charleston, SC October 31, 2017 ■ Terracon Project No. EN175220

SITE

DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS TOPOGRAPHIC MAP IMAGE COURTESY OF THE U.S. GEOLOGICAL SURVEY NOT INTENDED FOR CONSTRUCTION PURPOSES QUADRANGLES INCLUDE: LADSON, SC (1/1/1979). EXPLORATION PLAN Whirlin' Waters Waterpark Addition ■ North Charleston, SC October 31, 2017 ■ Terracon Project No. EN175220

DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS AERIAL PHOTOGRAPHY PROVIDED NOT INTENDED FOR CONSTRUCTION PURPOSES BY MICROSOFT BING MAPS ATTACHMENTS - EXPLORATION RESULTS

Responsive ■ Resourceful ■ Reliable CPT LOG NO. SCPT-01 Page 1 of 1 PROJECT: Whirlin' Waters Waterpark Addition CLIENT: Water Technology Inc TEST LOCATION: See Exhibit A-2 Beaver Dam, WI SITE: 8888 University Blvd Latitude: 32.975573° North Charleston, SC Longitude: -80.054463° Hydrostatic Pressure 5 10 15 20 0.16 0.32 0.48 0.64 Material Description Depth Tip Resistance, qt Sleeve Friction, fs Friction Ratio, Fr Pore Pressure, u2 Shear Wave Velocity, Vs Depth (ft) (tsf) (tsf) (%) (tsf) (ft/sec) Normalized CPT (ft) Soil Behavior Type 50 100 150 200 1.6 3.2 4.8 6.4 2 4 6 2.1 5.2 8.3 11.4 14.5 17.6 20.7 23.8 26.9 1050 2100 3150 4200 1 2 3 4 5 6 7 8 0 0

5 >> 5

>> >> >> >> >> 10 10

15 15

20 20

25 25

30 CPT Terminated at 29.5 Feet 30

1 Sensitive, fine grained See Terracon's CPT General Notes for Dead weight of rig used as reaction force. 2 Organic soils - clay 3 Clay - silty clay to clay explanation of symbols and abbreviations. CPT sensor calibration reports available upon request. 4 Silt mixtures - clayey silt to silty clay 5 Sand mixtures - silty sand to sandy silt 6 Sands - clean sand to silty sand 7 Gravelly sand to dense sand 8 Very stiff sand to clayey sand 9 Very stiff fine grained WATER LEVEL OBSERVATION Probe no. 7508 with net area ratio of 0.839 CPT Started: 10/16/2017 CPT Completed: 10/16/2017 U2 pore pressure transducer location Manufactured by Geotech A.B.; calibrated 11/28/2016 Rig: Pagani TG73-200 Operator: BR 5 ft measured water depth 2 2 (used in normalizations and correlations) Tip and sleeve areas of 10 cm and 150 cm 1450 Fifth St W Ring friction reducer with O.D. of 1.875 in North Charleston, SC Project No.: EN175220 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CPT REPORT EN175220 WHIRLIN' WATERS W.GPJ TERRACON_DATATEMPLATE.GDT 10/30/17 TERRACON_DATATEMPLATE.GDT W.GPJ WATERS WHIRLIN' EN175220 REPORT CPT REPORT. ORIGINAL FROM IF SEPARATED VALID NOT IS LOG THISBORING CPT LOG NO. CPT-02 Page 1 of 1 PROJECT: Whirlin' Waters Waterpark Addition CLIENT: Water Technology Inc TEST LOCATION: See Exhibit A-2 Beaver Dam, WI SITE: 8888 University Blvd Latitude: 32.975611° North Charleston, SC Longitude: -80.054286° Hydrostatic Pressure 5 10 15 20 0.16 0.32 0.48 0.64 Material Description Depth Tip Resistance, qt Sleeve Friction, fs Friction Ratio, Fr Pore Pressure, u2 Depth (ft) (tsf) (tsf) (%) (tsf) Normalized CPT (ft) Soil Behavior Type 50 100 150 200 1.6 3.2 4.8 6.4 2 4 6 2.1 5.2 8.3 11.4 14.5 17.6 20.7 23.8 26.9 1 2 3 4 5 6 7 8 0 0

>> >>

5 5

>> >> 10 >> >> 10

15 15

20 20

25 25

CPT Terminated at 28.1 Feet

30 30

1 Sensitive, fine grained See Terracon's CPT General Notes for Dead weight of rig used as reaction force. 2 Organic soils - clay 3 Clay - silty clay to clay explanation of symbols and abbreviations. CPT sensor calibration reports available upon request. 4 Silt mixtures - clayey silt to silty clay 5 Sand mixtures - silty sand to sandy silt 6 Sands - clean sand to silty sand 7 Gravelly sand to dense sand 8 Very stiff sand to clayey sand 9 Very stiff fine grained WATER LEVEL OBSERVATION Probe no. 7508 with net area ratio of 0.839 CPT Started: 10/16/2017 CPT Completed: 10/16/2017 U2 pore pressure transducer location Manufactured by Geotech A.B.; calibrated 11/28/2016 Rig: Pagani TG73-200 Operator: BR 7 ft measured water depth 2 2 (used in normalizations and correlations) Tip and sleeve areas of 10 cm and 150 cm 1450 Fifth St W Ring friction reducer with O.D. of 1.875 in North Charleston, SC Project No.: EN175220 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CPT REPORT EN175220 WHIRLIN' WATERS W.GPJ TERRACON_DATATEMPLATE.GDT 10/30/17 TERRACON_DATATEMPLATE.GDT W.GPJ WATERS WHIRLIN' EN175220 REPORT CPT REPORT. ORIGINAL FROM IF SEPARATED VALID NOT IS LOG THISBORING DMT LOG NO. DMT-03 Page 1 of 1 PROJECT: Whirlin' Waters Waterpark Addition CLIENT: Water Technology Inc TEST LOCATION: See Exhibit A-2 Beaver Dam, WI SITE: 8888 University Blvd Latitude: 32.975403° North Charleston, SC Longitude: -80.054434°

Material Depth Contact Stress, p0 Expansion Stress, p1 Dilatometer Horizontal Dilatometer Modulus, ED Description Depth (ft) (tsf) (tsf) Stress Index, KD (tsf) DMT Soil (ft) Behavior Type 4 8 12 16 6 12 18 24 20 40 60 80 120 240 360 480 1 2 3 4 5 6 7 0 0

5 5

10 10

15 15

20 20

25 25 DMT Terminated at 25.9 Feet

30 30

1 Muck / peat See Plan Sheets for Dead weight of rig used as reaction force. 2 Clay 3 Silty clay explanation of symbols and abbreviations. DMT specification reports available upon request. 4 Clayey silt 5 Silt 6 Sandy silt 7 Silty sand 8 Sand WATER LEVEL OBSERVATION Calibrations: A - 0.1 bar; B - 0.4 bar; Zm - 0 bar DMT Started: 10/16/2017 DMT Completed: 10/16/2017 Blade no. 507 5 ft estimated water depth Rig: Pagani TG73-200 Operator: BR (used in normalizations and correlations) 1450 Fifth St W North Charleston, SC Project No.: EN175220 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. DMT REPORT EN175220 WHIRLIN' WATERS W.GPJ TERRACON_DATATEMPLATE.GDT 10/30/17 TERRACON_DATATEMPLATE.GDT W.GPJ WATERS WHIRLIN' EN175220 DMT REPORT REPORT. ORIGINAL FROM IF SEPARATED VALID NOT IS LOG THISBORING CPT LOG NO. CPT-04 Page 1 of 1 PROJECT: Whirlin' Waters Waterpark Addition CLIENT: Water Technology Inc TEST LOCATION: See Exhibit A-2 Beaver Dam, WI SITE: 8888 University Blvd Latitude: 32.97545° North Charleston, SC Longitude: -80.054234° Hydrostatic Pressure 5 10 15 20 0.16 0.32 0.48 0.64 Material Description Depth Tip Resistance, qt Sleeve Friction, fs Friction Ratio, Fr Pore Pressure, u2 Depth (ft) (tsf) (tsf) (%) (tsf) Normalized CPT (ft) Soil Behavior Type 50 100 150 200 1.6 3.2 4.8 6.4 2 4 6 2.1 5.2 8.3 11.4 14.5 17.6 20.7 23.8 26.9 1 2 3 4 5 6 7 8 0 0

5 5 >> >>

10 10

15 15 >>

20 20

25 25

CPT Terminated at 28.1 Feet

30 30

1 Sensitive, fine grained See Terracon's CPT General Notes for Dead weight of rig used as reaction force. 2 Organic soils - clay 3 Clay - silty clay to clay explanation of symbols and abbreviations. CPT sensor calibration reports available upon request. 4 Silt mixtures - clayey silt to silty clay 5 Sand mixtures - silty sand to sandy silt 6 Sands - clean sand to silty sand 7 Gravelly sand to dense sand 8 Very stiff sand to clayey sand 9 Very stiff fine grained WATER LEVEL OBSERVATION Probe no. 7508 with net area ratio of 0.839 CPT Started: 10/16/2017 CPT Completed: 10/16/2017 U2 pore pressure transducer location Manufactured by Geotech A.B.; calibrated 11/28/2016 Rig: Pagani TG73-200 Operator: BR 4.7 ft measured water depth 2 2 (used in normalizations and correlations) Tip and sleeve areas of 10 cm and 150 cm 1450 Fifth St W Ring friction reducer with O.D. of 1.875 in North Charleston, SC Project No.: EN175220 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CPT REPORT EN175220 WHIRLIN' WATERS W.GPJ TERRACON_DATATEMPLATE.GDT 10/30/17 TERRACON_DATATEMPLATE.GDT W.GPJ WATERS WHIRLIN' EN175220 REPORT CPT REPORT. ORIGINAL FROM IF SEPARATED VALID NOT IS LOG THISBORING CPT LOG NO. CPT-05 Page 1 of 1 PROJECT: Whirlin' Waters Waterpark Addition CLIENT: Water Technology Inc TEST LOCATION: See Exhibit A-2 Beaver Dam, WI SITE: 8888 University Blvd Latitude: 32.975193° North Charleston, SC Longitude: -80.054367° Hydrostatic Pressure 5 10 15 20 0.16 0.32 0.48 0.64 Material Description Depth Tip Resistance, qt Sleeve Friction, fs Friction Ratio, Fr Pore Pressure, u2 Depth (ft) (tsf) (tsf) (%) (tsf) Normalized CPT (ft) Soil Behavior Type 50 100 150 200 1.6 3.2 4.8 6.4 2 4 6 2.1 5.2 8.3 11.4 14.5 17.6 20.7 23.8 26.9 1 2 3 4 5 6 7 8 0 0

5 5 >>

>> >> >>

10 10

15 15

20 20

25 25

30 30 CPT Terminated at 30.1 Feet

1 Sensitive, fine grained See Terracon's CPT General Notes for Dead weight of rig used as reaction force. 2 Organic soils - clay 3 Clay - silty clay to clay explanation of symbols and abbreviations. CPT sensor calibration reports available upon request. 4 Silt mixtures - clayey silt to silty clay 5 Sand mixtures - silty sand to sandy silt 6 Sands - clean sand to silty sand 7 Gravelly sand to dense sand 8 Very stiff sand to clayey sand 9 Very stiff fine grained WATER LEVEL OBSERVATION Probe no. 7508 with net area ratio of 0.839 CPT Started: 10/16/2017 CPT Completed: 10/16/2017 U2 pore pressure transducer location Manufactured by Geotech A.B.; calibrated 11/28/2016 Rig: Pagani TG73-200 Operator: BR 5.1 ft measured water depth 2 2 (used in normalizations and correlations) Tip and sleeve areas of 10 cm and 150 cm 1450 Fifth St W Ring friction reducer with O.D. of 1.875 in North Charleston, SC Project No.: EN175220 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CPT REPORT EN175220 WHIRLIN' WATERS W.GPJ TERRACON_DATATEMPLATE.GDT 10/30/17 TERRACON_DATATEMPLATE.GDT W.GPJ WATERS WHIRLIN' EN175220 REPORT CPT REPORT. ORIGINAL FROM IF SEPARATED VALID NOT IS LOG THISBORING DMT LOG NO. DMT-06 Page 1 of 1 PROJECT: Whirlin' Waters Waterpark Addition CLIENT: Water Technology Inc TEST LOCATION: See Exhibit A-2 Beaver Dam, WI SITE: 8888 University Blvd Latitude: 32.975246° North Charleston, SC Longitude: -80.05417°

5 5

10 10

15 15

20 20

25 25 DMT Terminated at 25.9 Feet

30 30

1 Muck / peat See Plan Sheets for Dead weight of rig used as reaction force. 2 Clay 3 Silty clay explanation of symbols and abbreviations. DMT specification reports available upon request. 4 Clayey silt 5 Silt 6 Sandy silt 7 Silty sand 8 Sand WATER LEVEL OBSERVATION Calibrations: A - 0.1 bar; B - 0.4 bar; Zm - 0 bar DMT Started: 10/16/2017 DMT Completed: 10/16/2017 Blade no. 507 5 ft estimated water depth Rig: Pagani TG73-200 Operator: BR (used in normalizations and correlations) 1450 Fifth St W North Charleston, SC Project No.: EN175220 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. DMT REPORT EN175220 WHIRLIN' WATERS W.GPJ TERRACON_DATATEMPLATE.GDT 10/30/17 TERRACON_DATATEMPLATE.GDT W.GPJ WATERS WHIRLIN' EN175220 DMT REPORT REPORT. ORIGINAL FROM IF SEPARATED VALID NOT IS LOG THISBORING BORING LOG NO. HAB at SCPT-01 Page 1 of 1 PROJECT: Whirlin' Waters Waterpark Addition CLIENT: Water Technology Inc Beaver Dam, WI SITE: 8888 University Blvd North Charleston, SC

LOCATION See Exploration Plan

Latitude: 32.975573° Longitude: -80.054463° DEPTH (Ft.) GRAPHIC LOG WATER LEVEL SAMPLE TYPE SAMPLE DEPTH OBSERVATIONS TOPSOIL, 3" of Topsoil

0.3 SANDY LEAN CLAY (CL), gray and brown, with small pieces of trace gravel and a fragment of fabric

0.6 SANDY LEAN CLAY (CL), dark gray

4.0 Boring Terminated at 4 Feet

Stratification lines are approximate. In-situ, the transition may be gradual.

Advancement Method: Notes: Manual Hand Auger

Abandonment Method: Boring backfilled with soil cuttings upon completion.

WATER LEVEL OBSERVATIONS Boring Started: 10-16-2017 Boring Completed: 10-16-2017 Groundwater not encountered ATD Drill Rig: NA Driller: BR 1450 Fifth St W North Charleston, SC Project No.: EN175220 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL EN175220 WHIRLIN' WATERS W.GPJ TERRACON_DATATEMPLATE.GDT 11/3/17 TERRACON_DATATEMPLATE.GDT W.GPJ WATERS WHIRLIN' EN175220 WELL LOG-NO SMART GEO REPORT. ORIGINAL FROM IF SEPARATED VALID NOT IS LOG THISBORING BORING LOG NO. HAB at CPT-02 Page 1 of 1 PROJECT: Whirlin' Waters Waterpark Addition CLIENT: Water Technology Inc Beaver Dam, WI SITE: 8888 University Blvd North Charleston, SC

LOCATION See Exploration Plan

Latitude: 32.975611° Longitude: -80.054286° DEPTH (Ft.) GRAPHIC LOG WATER LEVEL SAMPLE TYPE SAMPLE DEPTH OBSERVATIONS TOPSOIL, 4" of Topsoil

0.3 SANDY LEAN CLAY (CL), gray and brown

4.0 Boring Terminated at 4 Feet

Stratification lines are approximate. In-situ, the transition may be gradual.

Advancement Method: Notes: Manual Hand Auger

Abandonment Method: Boring backfilled with soil cuttings upon completion.

WATER LEVEL OBSERVATIONS Boring Started: 10-16-2017 Boring Completed: 10-16-2017 Groundwater not encountered ATD Drill Rig: NA Driller: BR 1450 Fifth St W North Charleston, SC Project No.: EN175220 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL EN175220 WHIRLIN' WATERS W.GPJ TERRACON_DATATEMPLATE.GDT 11/3/17 TERRACON_DATATEMPLATE.GDT W.GPJ WATERS WHIRLIN' EN175220 WELL LOG-NO SMART GEO REPORT. ORIGINAL FROM IF SEPARATED VALID NOT IS LOG THISBORING BORING LOG NO. HAB at DMT-03 Page 1 of 1 PROJECT: Whirlin' Waters Waterpark Addition CLIENT: Water Technology Inc Beaver Dam, WI SITE: 8888 University Blvd North Charleston, SC

LOCATION See Exploration Plan

Latitude: 32.975403° Longitude: -80.054434° DEPTH (Ft.) GRAPHIC LOG WATER LEVEL SAMPLE TYPE SAMPLE DEPTH OBSERVATIONS TOPSOIL, 5" of Topsoil

0.4 SANDY LEAN CLAY (CL), gray and brown, with small pieces of trace gravel

0.8 SANDY LEAN CLAY (CL), gray and brown

4.0 Boring Terminated at 4 Feet

Stratification lines are approximate. In-situ, the transition may be gradual.

Advancement Method: Notes: Manual Hand Auger

Abandonment Method: Boring backfilled with soil cuttings upon completion.

WATER LEVEL OBSERVATIONS Boring Started: 10-16-2017 Boring Completed: 10-16-2017 Groundwater not encountered ATD Drill Rig: NA Driller: BR 1450 Fifth St W North Charleston, SC Project No.: EN175220 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL EN175220 WHIRLIN' WATERS W.GPJ TERRACON_DATATEMPLATE.GDT 11/3/17 TERRACON_DATATEMPLATE.GDT W.GPJ WATERS WHIRLIN' EN175220 WELL LOG-NO SMART GEO REPORT. ORIGINAL FROM IF SEPARATED VALID NOT IS LOG THISBORING BORING LOG NO. HAB at CPT-04 Page 1 of 1 PROJECT: Whirlin' Waters Waterpark Addition CLIENT: Water Technology Inc Beaver Dam, WI SITE: 8888 University Blvd North Charleston, SC

LOCATION See Exploration Plan

Latitude: 32.97545° Longitude: -80.054234° DEPTH (Ft.) GRAPHIC LOG WATER LEVEL SAMPLE TYPE SAMPLE DEPTH OBSERVATIONS TOPSOIL, 4" of Topsoil

0.4 SANDY LEAN CLAY (CL), gray and brown, with small pieces of trace gravel 0.6 SANDY LEAN CLAY (CL), dark gray

4.0 Boring Terminated at 4 Feet

Stratification lines are approximate. In-situ, the transition may be gradual.

Advancement Method: Notes: Manual Hand Auger

Abandonment Method: Boring backfilled with soil cuttings upon completion.

WATER LEVEL OBSERVATIONS Boring Started: 10-16-2017 Boring Completed: 10-16-2017 Groundwater not encountered ATD Drill Rig: NA Driller: BR 1450 Fifth St W North Charleston, SC Project No.: EN175220 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL EN175220 WHIRLIN' WATERS W.GPJ TERRACON_DATATEMPLATE.GDT 11/3/17 TERRACON_DATATEMPLATE.GDT W.GPJ WATERS WHIRLIN' EN175220 WELL LOG-NO SMART GEO REPORT. ORIGINAL FROM IF SEPARATED VALID NOT IS LOG THISBORING BORING LOG NO. HAB at CPT-05 Page 1 of 1 PROJECT: Whirlin' Waters Waterpark Addition CLIENT: Water Technology Inc Beaver Dam, WI SITE: 8888 University Blvd North Charleston, SC

LOCATION See Exploration Plan

Latitude: 32.975193° Longitude: -80.054367° DEPTH (Ft.) GRAPHIC LOG WATER LEVEL SAMPLE TYPE SAMPLE DEPTH OBSERVATIONS TOPSOIL, 4" of Topsoil

0.4 SANDY LEAN CLAY (CL), gray and brown, with small pieces of trace gravel

1.3 SANDY LEAN CLAY WITH ORGANICS (CL), dark brown, with organics (hair roots and wood chip fragments)

2.1 SANDY LEAN CLAY (CL), light gray and light brown

4.0 Boring Terminated at 4 Feet

Stratification lines are approximate. In-situ, the transition may be gradual.

Advancement Method: Notes: Manual Hand Auger

Abandonment Method: Boring backfilled with soil cuttings upon completion.

WATER LEVEL OBSERVATIONS Boring Started: 10-16-2017 Boring Completed: 10-16-2017 Groundwater not encountered ATD Drill Rig: NA Driller: BR 1450 Fifth St W North Charleston, SC Project No.: EN175220 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL EN175220 WHIRLIN' WATERS W.GPJ TERRACON_DATATEMPLATE.GDT 11/3/17 TERRACON_DATATEMPLATE.GDT W.GPJ WATERS WHIRLIN' EN175220 WELL LOG-NO SMART GEO REPORT. ORIGINAL FROM IF SEPARATED VALID NOT IS LOG THISBORING BORING LOG NO. HAB at DMT-06 Page 1 of 1 PROJECT: Whirlin' Waters Waterpark Addition CLIENT: Water Technology Inc Beaver Dam, WI SITE: 8888 University Blvd North Charleston, SC

LOCATION See Exploration Plan

Latitude: 32.975246° Longitude: -80.05417° DEPTH (Ft.) GRAPHIC LOG WATER LEVEL SAMPLE TYPE SAMPLE DEPTH OBSERVATIONS TOPSOIL, 4" of Topsoil

0.4 SANDY LEAN CLAY (CL), gray and brown, with small pieces of trace gravel

0.7 SANDY LEAN CLAY (CL), gray and brown

4.0 Boring Terminated at 4 Feet

Stratification lines are approximate. In-situ, the transition may be gradual.

Advancement Method: Notes: Manual Hand Auger

Abandonment Method: Boring backfilled with soil cuttings upon completion.

Responsive ■ Resourceful ■ Reliable GENERAL NOTES DESCRIPTION OF SYMBOLS AND ABBREVIATIONS

Water Initially (HP) Hand Penetrometer Encountered Water Level After a (T) Torvane Auger Split Spoon Specified Period of Time

Water Level After a Specified Period of Time (b/f) Standard Penetration Test (blows per foot) Shelby Tube Macro Core Water levels indicated on the soil boring (PID) Photo-Ionization Detector logs are the levels measured in the borehole at the times indicated. (OVA) Organic Vapor Analyzer

SAMPLING Groundwater level variations will occur Ring Sampler Rock Core over time. In low permeability soils, FIELD TESTS WATER LEVEL accurate determination of groundwater levels is not possible with short term water level observations. Grab Sample No Recovery

DESCRIPTIVE SOIL CLASSIFICATION Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of their dry weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, and silts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are defined on the basis of their in-place relative density and fine-grained soils on the basis of their consistency.

LOCATION AND ELEVATION NOTES Unless otherwise noted, Latitude and Longitude are approximately determined using a hand-held GPS device. The accuracy of such devices is variable. Surface elevation data annotated with +/- indicates that no actual topographical survey was conducted to confirm the surface elevation. Instead, the surface elevation was approximately determined from topographic maps of the area.

RELATIVE DENSITY OF COARSE-GRAINED SOILS CONSISTENCY OF FINE-GRAINED SOILS (More than 50% retained on No. 200 sieve.) (50% or more passing the No. 200 sieve.) Density determined by Standard Penetration Resistance Consistency determined by laboratory shear strength testing, field Includes gravels, sands and silts. visual-manual procedures or standard penetration resistance

Descriptive Term Standard Penetration or Ring Sampler Descriptive Term Unconfined Compressive Standard Penetration or Ring Sampler (Density) N-Value Blows/Ft. (Consistency) Strength, Qu, tsf N-Value Blows/Ft. Blows/Ft. Blows/Ft. Very Loose 0 - 3 0 - 6 Very Soft less than 0.25 0 - 1 < 3

Loose 4 - 9 7 - 18 Soft 0.25 to 0.50 2 - 4 3 - 4

Medium Dense 10 - 29 19 - 58 Medium-Stiff 0.50 to 1.00 4 - 8 5 - 9

STRENGTH TERMS Dense 30 - 50 59 - 98 Stiff 1.00 to 2.00 8 - 15 10 - 18

Very Dense > 50 >_ 99 Very Stiff 2.00 to 4.00 15 - 30 19 - 42

Hard > 4.00 > 30 > 42

RELATIVE PROPORTIONS OF SAND AND GRAVEL GRAIN SIZE TERMINOLOGY

Descriptive Term(s) Percent of Major Component Particle Size of other constituents Dry Weight of Sample Trace < 15 Boulders Over 12 in. (300 mm) With 15 - 29 Cobbles 12 in. to 3 in. (300mm to 75mm) Modifier > 30 Gravel 3 in. to #4 sieve (75mm to 4.75 mm) Sand #4 to #200 sieve (4.75mm to 0.075mm Silt or Clay Passing #200 sieve (0.075mm) RELATIVE PROPORTIONS OF FINES PLASTICITY DESCRIPTION Descriptive Term(s) Percent of Term Plasticity Index of other constituents Dry Weight Non-plastic 0 Trace < 5 Low 1 - 10 With 5 - 12 Medium 11 - 30 Modifier > 12 High > 30 CPT GENERAL NOTES

DESCRIPTION OF MEASUREMENTS DESCRIPTION OF GEOTECHNICAL CORRELATIONS AND CALIBRATIONS Normalized Tip Resistance, Qt Soil Behavior Type Index, Ic To be reported per ASTM D5778: 2 2 0.5 Qt = (qt - V0)/ 'V0 Ic = [(3.47 - log(Qt) + (log(FR) + 1.22) ]

Uncorrected Tip Resistance, qc Over Consolidation Ratio, OCR SPT N60 Measured force acting on the cone 1.25 (1.1268 - 0.2817Ic ) OCR (1) = 0.25(Qt) N60 = (qt/atm) / 10 divided by the cone's projected area OCR (2) = 0.33(Q ) t Elastic Modulus, Es (assumes q/qultimate ~ 0.3, i.e. FS = 3) Corrected Tip Resistance, qt Undrained Shear Strength, Su Es (1) = 2.6 G0 where = 0.56 - 0.33logQt,clean sand Cone resistance corrected for porewater Su = Q x ' /N Es (2) = G0 t V0 kt (0.55Ic + 1.68) and net area ratio effects Nkt is a geographical factor (shown on Su plot) Es (3) = 0.015 x 10 (qt - V0) q = q + U2(1 - a) Es (4) = 2.5q t c Sensitivy, St t Constrained Modulus, M Where a is the net area ratio, St = (qt - V0/Nkt) x (1/fs) a lab calibration of the cone typically M = M(qt - V0) Effective Friction Angle, ' between 0.70 and 0.85 -1 For Ic > 2.2 (fine-grained soils) ' (1) = tan (0.373[log(qt/ 'V0) + 0.29]) = Q with maximum of 14 ' (2) = 17.6 + 11[log(Q )] M t Pore Pressure, U1/U2 t For Ic < 2.2 (coarse-grained soils) Pore pressure generated during penetration Unit Weight = 0.0188 x 10(0.55Ic + 1.68) U1 - sensor on the face of the cone M UW = (0.27[log(FR)]+0.36[log(qt/atm)]+1.236) x UWwater Hydraulic Conductivity, k U2 - sensor on the shoulder (more common) (0.952 - 3.04Ic) V0 is taken as the incremental sum of the unit weights For 1.0 < Ic < 3.27 k = 10 (-4.52 - 1.37Ic) Sleeve Friction, fs Small Strain Shear Modulus, G0 For 3.27 < Ic < 4.0 k = 10 2 Frictional force acting on the sleeve G0 (1) = Vs Relative Density, Dr (0.55Ic + 1.68) 0.5 divided by its surface area G0 (2) = 0.015 x 10 (qt - V0) Dr = (Qt / 350) x 100 Normalized Friction Ratio, FR REPORTED PARAMETERS The ratio as a percentage of fs to qt, accounting for overburden pressure CPT logs as provided, at a minimum, report the data as required by ASTM D5778 and ASTM D7400 (if applicable). To be reported per ASTM D7400, if collected: This minimum data include tip resistance, sleeve resistance, and porewater pressure. Other correlated parameters may also be provided. These other correlated parameters are interpretations of the measured data based upon Shear Wave Velocity, Vs published and reliable references, but they do not necessarily represent the actual values that would be derived Measured in a Seismic CPT and provides direct measure of soil stiffness from direct testing to determine the various parameters. The following chart illustrates estimates of reliability associated with correlated parameters based upon the literature referenced below. RELATIVE RELIABILITY OF CPT CORRELATIONS Clay and Silt Permeability, k Sand

Clay and Silt Constrained Modulus, M Sand * improves with seismic Vs measurements Clay and Silt Unit Weight Sand Reliability of CPT-predicted N60 values as commonly measured by the Standard Clay and Silt Penetration Test (SPT) is not provided due Effective Friction Angle, ' Sand to the inherent inaccuracy associated with Sensitivity, St Clay and Silt the SPT test procedure. Undrained Shear Strength, Su Clay and Silt Relative Density, Dr Sand

Clay and Silt Over Consolidation Ratio, OCR Sand

Small Strain Modulus, G0* and Clay and Silt Elastic Modulus, Es* Sand WATER LEVEL Low Reliability High Reliability The groundwater level at the CPT location is used to normalize the measurements for vertical overburden pressures and as a result influences the normalized soil behavior type classification and correlated soil parameters. The water level may either be "measured" or "estimated:" Measured - Depth to water directly measured in the field Estimated - Depth to water interpolated by the practitioner using pore pressure measurements in coarse grained soils and known site conditions While groundwater levels displayed as "measured" more accurately represent site conditions at the time of testing than those "estimated," in either case the groundwater should be further defined prior to construction as groundwater level variations will occur over time.

CONE PENETRATION SOIL BEHAVIOR TYPE m 1000 t a

The estimated stratigraphic profiles included in the t 1 Sensitive, fine grained q

CPT logs are based on relationships between , 7

E 2 Organic soils - clay corrected tip resistance (qt), friction resistance (fs), C 9

and porewater pressure (U2). The normalized N 3 Clay - silty clay to clay friction ratio (FR) is used to classify the soil behavior A T 100 6 type. S I 4 Silt mixtures - clayey silt to silty clay S

Typically, silts and clays have high FR values and E 5 Sand mixtures - silty sand to sandy silt R generate large excess penetration porewater

E 5 6 Sands - clean sand to silty sand pressures; sands have lower FRs and do not N

generate excess penetration porewater pressures. O 4

C 7 Gravelly sand to dense sand Negative pore pressure measurements are indicative 10 D

of fissured fine-grained material. The adjacent graph E 3 8 Very stiff sand to clayey sand Z

(Robertson et al.) presents the soil behavior type I L 9 Very stiff fine grained correlation used for the logs. This normalized SBT A

chart, generally considered the most reliable, does M 1 not use pore pressure to determine SBT due to its R 2 atm = atmospheric pressure = 101 kPa = 1.05 tsf O

lack of repeatability in onshore CPTs. N 1 0.1 1 10 REFERENCES NORMALIZED FRICTION RATIO, FR Kulhawy, F.H., Mayne, P.W., (1997). "Manual on Estimating Soil Properties for Foundation Design," Electric Power Research Institute, Palo Alto, CA. Mayne, P.W., (2013). "Geotechnical Site Exploration in the Year 2013," Georgia Institue of Technology, Atlanta, GA. Robertson, P.K., Cabal, K.L. (2012). "Guide to Cone Penetration Testing for Geotechnical Engineering," Signal Hill, CA. Schmertmann, J.H., (1970). "Static Cone to Compute Static Settlement over Sand," Journal of the Soil Mechanics and Foundations Division, 96(SM3), 1011-1043.

Exhibit C-1 UNIFIED SOIL CLASSIFICATION SYSTEM Soil Classification A Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests Group Group Name B Symbol E F Gravels: Clean Gravels: Cu  4 and 1  Cc  3 GW Well-graded gravel C F More than 50% of Less than 5% fines Cu  4 and/or 1  Cc  3 E GP Poorly graded gravel F,G,H coarse fraction retained Gravels with Fines: Fines classify as ML or MH GM Silty gravel Coarse Grained Soils: C F,G,H on No. 4 sieve More than 12% fines Fines classify as CL or CH GC Clayey gravel More than 50% retained E I on No. 200 sieve Sands: Clean Sands: Cu  6 and 1  Cc  3 SW Well-graded sand D I 50% or more of coarse Less than 5% fines Cu  6 and/or 1  Cc  3 E SP Poorly graded sand G,H,I fraction passes No. 4 Sands with Fines: Fines classify as ML or MH SM Silty sand D sieve More than 12% fines Fines classify as CL or CH SC Clayey sand G,H,I PI  7 and plots on or above “A” line J CL Lean clay K,L,M Inorganic: K,L,M Silts and Clays: PI  4 or plots below “A” line J ML Silt Liquid limit less than 50 Liquid limit - oven dried Organic clay K,L,M,N Fine-Grained Soils: Organic:  0.75 OL K,L,M,O Liquid limit - not dried Organic silt 50% or more passes the K,L,M No. 200 sieve PI plots on or above “A” line CH Fat clay Inorganic: K,L,M Silts and Clays: PI plots below “A” line MH Elastic Silt Liquid limit 50 or more Liquid limit - oven dried Organic clay K,L,M,P Organic:  0.75 OH Liquid limit - not dried Organic silt K,L,M,Q Highly organic soils: Primarily organic matter, dark in color, and organic odor PT Peat

A Based on the material passing the 3-inch (75-mm) sieve H If fines are organic, add “with organic fines” to group name. B If field sample contained cobbles or boulders, or both, add “with cobbles I If soil contains  15% gravel, add “with gravel” to group name. or boulders, or both” to group name. J If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay. C Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded K If soil contains 15 to 29% plus No. 200, add “with sand” or “with gravel,” gravel with silt, GW-GC well-graded gravel with clay, GP-GM poorly whichever is predominant. graded gravel with silt, GP-GC poorly graded gravel with clay. L If soil contains  30% plus No. 200 predominantly sand, add “sandy” to D Sands with 5 to 12% fines require dual symbols: SW-SM well-graded group name. sand with silt, SW-SC well-graded sand with clay, SP-SM poorly graded M If soil contains  30% plus No. 200, predominantly gravel, add sand with silt, SP-SC poorly graded sand with clay “gravelly” to group name. 2 N (D ) PI  4 and plots on or above “A” line. E 30 O Cu = D60/D10 Cc = PI  4 or plots below “A” line. P D10 x D 60 PI plots on or above “A” line. Q PI plots below “A” line. F If soil contains  15% sand, add “with sand” to group name.

G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM.

EXISTING CONDITIONS AND SURVEY SECTION 00 31 33

PART 1 GENERAL

1.1 REQUIREMENTS INCLUDE:

A. General Contractor:

A.1 Verify existing data and existing conditions. The Owner has conducted surveys on the proposed sites. These surveys, prepared by Knight Surveying & Mapping, LLC, are available for review upon request.

A.2 At Contractor’s option, perform additional surveys and investigations at own expense.

END OF SECTION 00 31 33

Whirlin’ Waters Adventure Waterpark at North Charleston Wannamaker County Park

COVER COVER CIVIL C1.0 COVER SHEET C1.1 LEGEND & REVISION NOTES C2.0 EXISTING CONDITIONS C3.0 SWPP & DEMO PLAN C3.1 SWPPP DETAILS C3.2 SWPPP NOTES C4.0 SITE PLAN C5.0 GRADING & DRAINAGE PLAN C6.0 UTILITY PLAN C7.0 SITE DETAILS LANDSCAPE L1.1 LANDSCAPE PLAN L1.2 PLANT SCHEDULE & DETAILS L1.3 PLANT SCHEDULE & DETAILS POOL PL100 OVERALL AQUATIC PLAN PL101 GENERAL DETAILS AND SCHEDULES PL110 POOL A – PLUNGE POOL PLAN PL111 POOL A – PLUNGE POOL DIMENSION PLAN PL112 POOL A – PLUNGE POOL SECTIONS PL113 POOL A – PLUNGE POOL SECTIONS PL114 POOL A – PLUNGE POOL DETAILS PL115 POOL A – PLUNGE POOL SLIDE DETAILS PL116 GRATING & TURBINE DETAILS PL117 SHED AND DETAILS PL200 STRUCTURAL PL201 STRUCTURAL DETAILS PL300 OVERALL PIPING PLAN PL301 PIPING DETAILS PL310 PIPING PLANS PL311 PIPING PLANS PL400 MECHANICAL EQUIPMENT PLAN PL401 MECHANICAL DETAILS PL402 MECHANICAL DETAILS PL510 POOL A – PLUNGE POOL P&ID PL511 POOL A – PLUNGE POOL ELECTRICAL SCHEMATIC PL600 PIPE PENETRATIONS PL700 DECK PLAN PL701 GRADING PLAN PL710 DECK DETAIL ELECTRICAL E001 ELECTRICAL NOTES AND LEGENDS E010 ELECTRICAL ONE-LINE DIAGRAM & DETAILS E101 POWER PLAN SLIDE

CCPRC Pool Projects 00 31 34-1 Job #17034 May 2018 ©2017 Water Technology, Inc. A100 GROUP A DRAWING LIST SHEET 1 A101 GROUP A DRAWING LIST SHEET 2 A200 GROUP A SLIDE PATH LAYOUT A210 GROUP A SLIDE AA0 COORDINATE TABLE A211 GROUP A SLIDE AA1 COORDINATE TABLE SHEET-1 A212 GROUP A SLIDE AA1 COORDINATE TABLE SHEET-2 A213 GROUP A SLIDE AB COORDINATE TABLE SHEET-1 A214 GROUP A SLIDE AB COORDINATE TABLE SHEET-2 A215 GROUP A SLIDE AB COORDINATE TABLE SHEET-3 A237 GROUP A SLIDE AB POOL EXIT DETAILS A300 GROUP A FOUNDATION LAYOUT A301 GROUP A COLUMN AND FOUNDATION TABLE A303 GROUP A COMBINED FOOTING DETAILS SHEET-1 A304 GROUP A COMBINED FOOTING DETAILS SHEET-2 A400 GROUP A SUPPORT LAYOUT A401 GROUP A ARM AND YOKE TABLE SHEET-1 A402 GROUP A ARM AND YOKE TABLE SHEET-2 A500 GROUP A TOWER PLAN A501 GROUP A TOWER ELEVATIONS A502 GROUP A TOWER FRAMING PLANS A503 GROUP A TOWER FRAMING ELEVATIONS- 1 A504 GROUP A TOWER FRAMING ELEVATIONS- 2 A505 GROUP A TOWER T1800-DURAGRID DECKING PLANS A506 GROUP A TOWER CANOPY PLAN AND ELEVATION A600 GROUP A SLIDE AA PUMPING FLOW DIAGRAM & SPRAY LOCATION & DRAIN PIPE SCHEMATIC LAYOUT A601 GROUP A PUMPING FLOW DIAGRAM A602 GROUP A SLIDE AC PUMPING FLOW DIAGRAM A603 GROUP A SLIDE AA SPRAY DETAILS & DRAIN PIPE DETAILS A604 GROUP A SLIDE AB NOZZLES, INJECTORS & AIR VENT LOCATION & DETAILS BR230 FAMILY-4 BOOMERANGO GENERAL PLAN AND ISOMETRIC VIEW BR330 FAMILY-4 BOOMERANGO (EXIT TO POOL) SEGMENT 1-LAYOUT AND DETAILS BR331* FAMILY-4 BOOMERANGO (EXIT TO POOL) DETAILS BR430 FAMILY-4 BOOMERANGO (EXIT TO POOL) SECTIONS BR431 FAMILY-4 BOOMERANGO SEGMENT 2- SUPPORT DETAILS BR432 FAMILY-4 BOOMERANGO SEGMENT 3- SUPPORT SECTIONS SHEET 1 BR433 FAMILY-4 BOOMERANGO SEGMENT 3- SUPPORT SECTIONS SHEET 2 BR434 FAMILY-4 BOOMERANGO SEGMENT 3- SUPPORT DETAILS BR481 BOOMERANGO SUPPORT DETAILS SHEET 1 BR482 BOOMERANGO SUPPORT DETAILS SHEET 2 BR483 BOOMERANGO SUPPORT DETAILS SHEET 3 BR484 BOOMERANGO SUPPORT DETAILS SHEET 4 BR485 BOOMERANGO SUPPORT DETAILS SHEET 5 BR486 BOOMERANGO SUPPORT DETAILS SHEET 6 RT411 RATTLER RT-11 YOKE AND ASSEMBLY DETAILS RT421 RATTLER RT-21 YOKE AND ASSEMBLY DETAILS RT435 RATTLER RT-35 YOKE AND ASSEMBLY DETAILS

CCPRC Pool Projects 00 31 34-2 Job #17034 May 2018 ©2017 Water Technology, Inc. S190 ALL SLIDE FLUME TYPES CAULKING APPLICATION STANDARD S241 84" AQUATUBE OR CTR210 SLIDE ENTRY DETAILS S290 SHUTDOWN LANE MARKING PROCEDURE S500 STANDARD DETAILS STEEL FRAMING CONNECTIONS S501 TOWER LANDING & PLATFORM TYPICAL PLAN SECTIONS AND DETAILS S504 STANDARD DETAILS STEEL BRACING CONNECTIONS WITH 3/4" BOLTS S510 STANDARD DETAILS STEEL GUARDRAIL S512 STANDARD DETAILS STEEL SINGLE AND DOUBLE GATE S551 STANDARD DETAILS STAIR STRINGER CONNECTION DETAILS (CONCRETE FILLED DECK) S574 STANDARD DETAILS 1" THICK T1800 DURAGRID PANEL SECTIONS AND DETAILS SA402 SA402 ARM DETAILS SA404 SA404 ARM DETAILS SA406 SA406 ARM DETAILS SF301 SPREAD FOOTING & PEDESTAL/ COLUMN DETAILS SF311 CONCRETE COLUMN EMBEDDED PLATE DETAILS SF321 ANCHOR BOLT DETAILS SF341 COLUMN BASE PLATE AND CAP PLATE DETAILS SF351 STAIR CONCRETE PAD DETAIL SP411 SPH16-84-12 SUPPORT DETAIL SHEET 1 SP412 SPH16-84-12 SUPPORT DETAIL SHEET 2 SY422 54" AQUATUBE OR OPEN FLUME 54-2 YOKE AND ASSEMBLY DETAILS SY424 54" AQUATUBE 54-4 YOKE AND ASSEMBLY DETAILS SY427 54" AQUATUBE OR OPEN FLUME 54-7 YOKE AND ASSEMBLY DETAILS SY436 84" AQUATUBE 84-2 YOKE AND ASSEMBLY DETAILS SY439 84" AQUATUBE 84-5 YOKE AND ASSEMBLY DETAILS SY440 120" AQUATUBE 120-1 YOKE AND ASSEMBLY DETAILS SY441 120" AQUATUBE 120-2 YOKE AND ASSEMBLY DETAILS SY455 CTR210 YOKE AND ASSEMBLY DETAILS SY498 (FAMILY-3 BOOMERANGO DROP) HP-8 YOKE AND ASSEMBLY DETAILS SY499 (FAMILY-3 BOOMERANGO DROP) HP-9 YOKE AND ASSEMBLY DETAILS 130 GENERAL NOTES AND SPECIFICATIONS 140 MECHANICAL GENERAL NOTES

END OF SECTION 00 31 34

Instructions to Bidders: This form shall be utilized by all Bidders. Except as otherwise specifically provided, all Parts shall be fully and accurately filled in and completed and notarized.

Project: Charleston County Park & Recreation Pool Projects – Wannamaker County Park – Whirlin’ Waters RAFT RIDE & PLUNGE POOL

Proposal for construction of: See Section 01 11 00 Summary of Work for project description.

Email To: OWNER E-mail Erick Briles [email protected] Patty Newshutz [email protected]

Water Technology, Inc. Brian W. Freber [email protected]

PART 1 BIDDER INFORMATION (Print)

1.1 Bidder Name: ______

1.2 Bidder Address: Street Address: ______

City: ______State: _____ Zip: ______

Phone #: (___)______

Email:______

PART 2 BIDDER REPRESENTATIONS

2.1 Having carefully examined the Bidding Documents, specifications, and other documents, the undersigned makes the following representations:

A. Bidder has studied carefully all reports and drawings of subsurface conditions and drawings of physical conditions which are identified in the Contract Documents, and accepts the determination set forth of the extent of the technical data contained in such reports and drawings upon which Bidder is entitled to rely.

B. Bidder has obtained and carefully studied (or assumes responsibility for obtaining and carefully studying) all such examinations, investigations, explorations, tests and studies (in addition to or so supplement those referred to above) which pertain to the subsurface or physical conditions at the site or otherwise may affect the cost, progress, performance or furnishing of the work as Bidder considers necessary for the performance or furnishing of the work at the Contract price, within the Contract time and in accordance with the other terms and conditions of the Contract Documents, and no additional examinations, investigations, explorations, tests, reports or similar information or data will be required by Bidder for such purposes.

CCPRC Pool Projects 00 41 00-1 Job #17034 May 2018 ©2017 Water Technology, Inc. C. Bidder has reviewed and checked all information and data shown or indicated on the Contract Document Drawings and Specifications. Bid does not include work scope previously contracted by Owner with Waterslide Vendor Whitewater West Industries, Inc. See Work Summary for responsibilities of vendors.

D. Bidder assumes responsibility for the accurate location of existing underground facilities at or contiguous to the site. No additional examinations, investigations, explorations, tests, reports or similar information or data in respect of said underground facilities are or will be required by Bidder to perform and furnish the work at the Contract price, within the Contract time and in accordance with the other terms and conditions of the Contract Documents.

E. Bidder has given Architect/Engineer written notice of all conflicts, errors or discrepancies that it has discovered in the Contract Documents and the written resolution thereof by Architect/Engineer is acceptable to Bidder.

F. This Bid is genuine and not made in the interest of or on behalf of any undisclosed person, firm or corporation and is not submitted in conformity with an agreement or rules of any group, association, organization or corporation. Bidder has not directly or indirectly induced or solicited any other Bidder to submit a false or sham Bid. Bidder has not solicited or induced any person, form or corporation to refrain from bidding. Bidder has not sought by collusion to obtain for itself any advantage over any other Bidder or over Owner.

G. Bidder confirms that Bid covers the furnishing of all labor, materials, tools, equipment, and the performance of all Work and services necessary or incidental to furnish and place all concrete necessary as shown on the Drawings and as specified, in accordance with the provisions of the Contract Documents, and completely coordinated with the Work of all other trades.

2.2 The undersigned Bidder proposes to furnish all necessary labor, machinery, tools, apparatus, materials, equipment, service and other necessary supplies, and to perform and fulfill all obligations incident thereto in strict accordance with and within the time(s) provided by the terms and conditions of the Contract Documents for the above described work and Project, including all Addenda thereto, for the total lump sum of:

Wannamaker County Park – Whirlin’ Waters RAFT RIDE & PLUNGE POOL: All the Work, not including Owner purchases , for the Lump Sum of:

______Use Words

______($______) Use Figures

2.3 The prices specified include all taxes and duties of any kind levied by federal, state, municipal, or other government authority, which either party is required to pay with respect to the materials or services covered by this Agreement.

2.4 Bid Holding Time: The undersigned hereby agrees that this Bid may not be revoked or withdrawn after time set for opening of Bids, but shall remain open for acceptance for a period of sixty (60) days following such time.

2.5 The Base Bid shall include the following Allowances and Unit Prices as outlined in Part 3 of this document.

PART 3 ALLOWANCES & UNIT PRICES

3.1 Allowances & Unit Prices: Allowances and Unit Prices shall be provided in addition to the Base Bid, and they shall include the following items. Also see Specification Section 01 20 60 ALLOWANCES & UNIT PRICES. The allowances shall be used in establishing adjustment of Contract price by additions to or deductions from work in accordance with applicable requirements specified in the Owner’s Contract. Allowances shall include all costs, profit and overhead required for purchase and installation, and no further surcharges are to be added to any item of work that may be ordered done. Bid amounts shall be provided with inclusion of a Unit Price and on a not to exceed basis for the Total Price.

A. Item No. 1: Excavation, removal, and replacement of unsuitable soils not identified in the drawings or soils report. 1. Unit Price: $/Cubic Yard 2. Estimated Amount: 700 Cubic Yards

3. Bid: $______/Cubic Yard; Total Price = $______

B. Item No. 2: Additional concrete deck per deck details and specifications. 1. Unit Price: $/Square Foot 2. Estimated Amount: 2500 Square Feet

4. Bid: $______/ Square Foot; Total Price = $______

C. Item No. 3: Additional deck trench drain per details and specifications. 1. Unit Price: $/ Linear Foot 2. Estimated Amount: 200 Linear Foot

3. Bid: $______/ Linear Foot; Total Price = $______

D. Item No. 4: Additional Post and Rope Barrier per details and specifications. 1. Unit Price: $/ Linear Foot 2. Estimated Amount: 150 Linear Foot

3. Bid: $______/ Linear Foot; Total Price = $______

E. Item No. 5: Additional Landscape Seeded Areas per details and specifications. 1. Unit Price: $/ Square Foot 2. Estimated Amount: 500 Square Feet

3. Bid: $______/ Square Foot; Total Price = $______

F. Item No. 6: Additional Landscape Sodded Areas per details and specifications. 1. Unit Price: $/ Square Foot 2. Estimated Amount: 500 Square Feet

3. Bid: $______/ Square Foot; Total Price = $______

END OF SECTION 00 41 00

PART 1 CONTRACT DOCUMENTS AND ADDENDA

1.1 The bidder agrees to be bound by the terms and provisions of all Contract Documents within the Project Manual and Drawings and incorporates these Contract Documents herein by reference.

1.2 The Bidder acknowledges receipt of the following addenda:

Addendum Number Date

______

END OF PART 1

PART 2 EXCEPTIONS

Instructions to Bidders:

2.1 The Bidder shall fully state each exception taken to the Specifications or other Contract Documents in Section 2.3 of this Part.

2.2 Bidder is cautioned that any exception taken by Bidder and deemed by Owner to be a material qualification or variance from the terms of the Contract Documents may result in this Bid being rejected as non-responsive.

2.3 Exceptions: (List Exceptions)

END OF PART 2

PART 3 ADDITIONAL DECLARATIONS

3.1 Bidder certifies for itself and all its Subcontractors compliance with all applicable existing laws regarding (1) prohibition of discrimination in employment practices on the basis of race, sex, disability, religion, national origin, and disabled veteran status.

3.2 The Bidder certifies that he/she has thoroughly examined the site of the work and informed himself/herself fully regarding all conditions under which he/she will be obligated to operate and that in any way affect the work, and knows, understands and accepts the existing conditions. The Bidder further certifies that he/she has thoroughly reviewed the Contract Documents, including all Addenda, and has had the opportunity to ask questions and obtain interpretations or clarifications concerning Contract Documents.

END OF PART 3

PART 4 NON-COLLUSION AFFIDAVIT

4.1 Refer to CCPRC’s Non-collusion affidavit.

END OF PART 4

PART 5 SIGNATURES

[Signature must be provided by an Owner, officer or duly registered agent of the Bidder authorized to contractually bind the Bidder.

Signature by or on behalf of the Bidder in the spaces provided below shall constitute execution of each and every Part of this Itemized Proposal and Declarations document. SIGNATURE MUST BE PROPERLY NOTARIZED.]

Written Signature: ______

Printed Name: ______

Title: ______

END OF PART 5

SUBSTITUTION REQUEST FORM – SUBMIT NO LATER THAN TEN (10) DAYS PRIOR TO BID DATE

PROJECT: Charleston County Park & Recreation Pool Projects – Wannamaker County Park – Whirlin’ Waters RAFT RIDE & PLUNGE POOL ARCHITECTS PROJECT NUMBER: 17034 DATE: ______

Bidders shall submit Substitution Request Form to Brian Freber at [email protected] at Water Technology Inc. 100 Park Ave., Beaver Dam, WI 53916 no later than ten (10) work days prior to bid date.

We hereby submit for your consideration the following product in lieu of the specified item:

Specification Section and Paragraph: ______

Drawings and Details Affected: ______

Proposed Substitution / Description: Manufacturer’s Name: ______

WHY IS SUBSTITUTION BEING SUBMITTED? (Select one of the following):

□ Pre-Bid Substitution (Prior Approval): Include detailed analysis comparing proposed substitution against specified product including redlined Specification Section showing differences.

□ Specified product is not available. (Explain in detail using attached letter.)

□ Other (Explain):

EFFECTS OF PROPOSED SUBSTITUTION

(Attach complete explanations and technical data including laboratory test if applicable.) Include complete information changes to Drawings and / or Specification that proposed substitution would require for its proper installation.

A. Does substitution affect dimensions shown on Drawings?  No  Yes

B. Will undersigned pay for changes to building design, including engineering and detailing costs caused by requested substitution?  No  Yes

C. What affect does substitution have on other trades?

D. Differences between proposed substitution and specified item?

E. Manufacturer’s guarantees/warranties of proposed and specified items are :  Same  Different

SUBMITTED BY: For Architect’s Use (Include name, address, telephone, and Accepted Accepted as noted contact person of manufacturer/supplier Not accepted Received too late or proposed substitution) Incomplete Information No substitutions accepted this ______product

______Reviewed by/date:______

______Comments: ______

Submitted by: Subcontractor’s signature and date:______Contractor’s signature and date: ______

SUMMARY OF WORK

PART 1 GENERAL

1.01 RELATED DOCUMENTS

A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and other Division 1 Specification Sections, apply to this Section.

1.02 WORK COVERED BY CONTRACT DOCUMENTS

A. The Project consists of one project by a single owner. 1. Owner: Charleston County Parks & Recreation Commission 861 Riverland Drive Charleston, SC 29412

Project Location: Whirlin’ Waters Adventure Waterpark at North Charleston Wannamaker County Park 8888 University Blvd North Charleston, SC 29406

B. Contract Documents, dated May 15, 2018 were ISSUED for the Project by Water Technology, Inc., 100 Park Avenue, Beaver Dam, Wisconsin. Bid documents shall be available for download from the CCPRC website ( www.ccprc.com/bids ).

C. Vendor Drawings have been prepared by the equipment suppliers. The equipment supplier has a contract with the Owner for supply and partial installation of their equipment. Their Scope of work follows below.

D. Wannamaker County Park, Whirlin’ Waters Waterpark:

1. General Project Description: This is the addition of two new raft ride water slides within the existing 15 acres water park. The raft rides are manufactured by Whitewater West Industries, Inc., and include a new ride start tower with start tub platform and stairs. Tower structure and stairs are supported by a combination of steel and concrete supports with concrete foundations. The raft rides terminate into a new reinforced concrete plunge pool structure. Pool structure is sized to include two future innertube slide additions. A new pool mechanical and filtration system will be installed in a nearby existing mechanical building. The ride flow will be provided by new vertical turbine pumps and piping installed in a concrete collector tank connected to the back of the pool.

2. General Contractor shall be responsible for following work scope: a. General contracting work including but not limited to provision of a temporary Job Trailer with Utilities & restrooms, site and worker supervision, project administration, project construction quality control, site safety and supervision, protection of existing facilities, temporary construction limits fencing, regulatory and special inspection (soils, concrete, steel) scheduling, project scheduling and overall coordination. b. Coordination with the Owner’s contracted ride manufacturer/supplier. The General Contractor will be responsible for coordination with the ride manufacture’s installation crew. These activities will include but are not limited to materials storage, construction

sequencing coordination, and incorporation of the ride manufacturer’s fabrication, shipping, and installation activities into one completely integrated construction schedule. c. Site work including but not limited to tree removal, grading, drainage and surface water runoff controls, excavations, removal and disposal of all excavated materials off site, placement and compaction of structural granular materials, backfilling and compaction, final grading, and landscaping and seeding, utility coordination, site utility relocations as needed, site electrical. d. Site survey work to properly locate new pool structure, slide & tower foundations, and slide & tower support columns. e. Reinforced concrete flat work for decks and sidewalks. f. Slide/Ride and tower foundation/concrete design and engineering shall be completed by Whitewater West Ltd., the Owner’s ride manufacturer with drawings and specifications provided to the General Contractor for installation. The reinforced concrete work for precisely placed slide/ride and tower foundations, concrete slide/ride supports, and all other concrete slabs, sumps, or pads included in the Whitewater West Ltd. Slide Drawing Package shall be supplied and installed by the General Contractor. g. Installation of embedment plates and anchor bolts using templates for bolt patterns for connection of all ride and tower steel supports. Bolt and embed plates for placement shall be supplied by the Owner’s ride manufacturer. Installation of these shall be by the General Contractor during the concrete construction activities. h. Reinforced concrete form work for watertight pool and collector tank. Watertight connections at slide penetrations through pool and tank walls. Pool construction including all necessary deck equipment, water depth markings, gratings, drain sumps, pool inlet supply fittings, pool finishes, pool filtration & chemical treatment system mechanical and piping, slide mechanical and piping for all required ride water motive flow. All pool construction work shall be completed by a qualified pool sub-contractor. i. Electrical for site, bonding and grounding, pool equipment power and controls, and slide equipment power and controls. j. Pool cleaning, filling, chemical balancing using owner supplied water and chemicals. k. Site clean-up l. Pool and Slide Start-up, Commissioning and Owner training. m. All other scope as shown on Contract Drawings and in Specifications.

3. The Owner’s contracted ride manufacturer/supplier, Whitewater West Industries, Inc., shall be responsible for the following work scope: a. Design and engineering of the rides, ride foundations, ride supports, and tower/stair structure. b. Fabrication, shipping, and installation/assembly of galvanized steel slide tower structure complete with fiberglass rails, platform, and stair system. c. Fabrication, shipping, and installation/assembly of all galvanized steel slide supports. d. Supply of anchor bolts, templates for bolt patterns, and embedment plates for all slide and tower supports. Bolt and embed plate placement shall be by the General Contractor during concrete support installation. e. Fiberglass slide installation. f. Coordination with pool contractor for slide entry installation. g. Slide cleaning and waxing. h. Slide Start-up, Commissioning and Owner training.

1.03 WORK SEQUENCE

A. The Work will be conducted in one phase. See attached Project Schedule (Section 00 31 21) for detailed dates and deadlines.

B. Wannamaker County Park, Whirlin’ Waters Waterpark: 1. Site survey work 2. Initial site grading & site work 3. Pool & slide/tower foundation excavations and base course placement 4. Filtration plumbing to pool area 5. Supply of slide embed plates 6. Pool construction, slide & tower foundation construction, slide supply and drain piping 7. Slide and tower concrete support installation 8. Slide and tower structural steel installation 9. Slide fiberglass installation 10. Pool and slide mechanical, pool filtration and chemical systems 11. Site and pool electrical 12. Deck flat work 13. Pool finish 14. Pool and Slide Start-up, Commissioning, and Training

1.04 CONTRACTOR USE OF PREMISES

A. General: During the construction period the Contractor shall have full use of the premises for construction operations, including use of the site. The Contractor's use of the premises is limited only by the Owner's right to perform work or to retain other contractors on portions of the Project.

B. Use of the Site: Limit use of the premises to work in areas identified on plan. Confine delivery and material storage operations to areas indicated on plan. Confine operations to areas within the construction limits indicated. Do not disturb portions of the site beyond the construction limits.

C. Driveways and Entrances: Keep driveways and entrances serving the premises clear and available to the Owner, the Owner's employees, and emergency vehicles at all times. Supervise entrances and exits as needed for safety of nearby traffic. Do not use these areas for parking or storage of materials. Schedule deliveries to minimize space and time requirements for storage of materials and equipment on-site.

1.05 OCCUPANCY REQUIREMENTS

A. Full Owner Occupancy: The park will be closed to the public during the construction period. However, the Owner will occupy the site and the existing buildings during the entire construction period. Cooperate with the Owner during construction operations to minimize conflicts and facilitate owner usage. Perform the Work so as not to interfere with the Owner's operations.

PART 2 PRODUCTS

NOT USED

PART 3 EXECUTION

NOT USED

END OF SECTION 01 11 00

SECTION 01 20 00

PROJECT MEETINGS

PART 1 GENERAL

1.01 RELATED DOCUMENTS

A. Drawings and general provisions of the Contract, including other Division 1 Specification Sections, apply to this Section.

1.02 SUMMARY

A. This Section specifies administrative and procedural requirements for project meetings, including, but not limited to, the following:

1. Preconstruction conferences. 2. Preinstallation conferences. 3. Progress meetings. 4. Coordination meetings.

B. Related Sections: The following Sections contain requirements that relate to this Section:

1. Division 1 Section "Coordination" for procedures for coordinating project meetings with other construction activities.

1.03 PRECONSTRUCTION CONFERENCE

A. Schedule a preconstruction conference before starting construction, at a time convenient to the Owner and the Architect, but no later than 7 days after execution of the Agreement. Hold the conference at the Project Site or another convenient location. Conduct the meeting to review responsibilities and personnel assignments.

B. Attendees: Authorized representatives of the Owner, Architect, and their consultants; the Contractor and its superintendent; major subcontractors; manufacturers; suppliers; and other concerned parties shall attend the conference. All participants at the conference shall be familiar with the Project and authorized to conclude matters relating to the Work.

C. Agenda: Discuss items of significance that could affect progress, including the following:

1. Tentative construction schedule. 2. Critical work sequencing. 3. Designation of responsible personnel. 4. Procedures for processing field decisions and Change Orders. 5. Procedures for processing Applications for Payment. 6. Distribution of Contract Documents. 7. Submittal of Shop Drawings, Product Data, and Samples. 8. Preparation of record documents. 9. Use of the premises. 10. Parking availability. 11. Office, work, and storage areas. 12. Equipment deliveries and priorities.

1.04 PREINSTALLATION CONFERENCES

A. Conduct a preinstallation conference at the Project Site before each construction activity that requires coordination with other construction.

B. Attendees: The Installer and representatives of manufacturers and fabricators involved in or affected by the installation, and its coordination or integration with other materials and installations that have preceded or will follow, shall attend the meeting. Advise the Architect of scheduled meeting dates.

1. Review the progress of other construction activities and preparations for the particular activity under consideration at each preinstallation conference, including requirements for the following:

.1 Contract Documents. .2 Options. .3 Related Change Orders. .4 Purchases. .5 Deliveries. .6 Shop Drawings, Product Data, and quality-control samples. .7 Review of mockups. .8 Possible conflicts. .9 Compatibility problems. .10 Time schedules. .11 Weather limitations. .12 Manufacturer's recommendations. .13 Warranty requirements. .14 Compatibility of materials. .15 Acceptability of substrates. .16 Temporary facilities. .17 Space and access limitations. .18 Governing regulations. .19 Safety. .20 Inspecting and testing requirements. .21 Required performance results. .22 Recording requirements. .23 Protection.

2. Record significant discussions and agreements and disagreements of each conference, and the approved schedule. Promptly distribute the record of the meeting to everyone concerned, including the Owner and the Architect.

3. Do not proceed with the installation if the conference cannot be successfully concluded. Initiate whatever actions are necessary to resolve impediments to performance of Work and reconvene the conference at the earliest feasible date.

A. Conduct progress meetings at the Project Site at regular intervals. Notify the Owner and the Architect of scheduled meeting dates. Coordinate dates of meetings with preparation of the payment request.

B. Attendees: In addition to representatives of the Owner and the Architect, each subcontractor, supplier, or other entity concerned with current progress or involved in planning, coordination, or performance of future activities shall be represented at these meetings. All participants at the conference shall be familiar with the Project and authorized to conclude matters relating to the Work.

C. Agenda: Review and correct or approve minutes of the previous progress meeting. Review other items of significance that could affect progress. Include topics for discussion as appropriate to the status of the Project.

1. Contractor's Construction Schedule: Review progress since the last meeting. Determine where each activity is in relation to the Contractor's Construction Schedule, whether on time or ahead or behind schedule. Determine how construction behind schedule will be expedited; secure commitments from parties involved to do so. Discuss whether schedule revisions are required to ensure that current and subsequent activities will be completed within the Contract Time.

2. Review the present and future needs of each entity present, including the following:

.1 Interface requirements. .2 Time. .3 Sequences. .4 Status of submittals. .5 Deliveries. .6 Off-site fabrication issues. .7 Access. .8 Site utilization. .9 Temporary facilities and services. .10 Hours of work. .11 Hazards and risks. .12 Housekeeping. .13 Quality and work standards. .14 Change Orders. .15 Documentation of information for payment requests.

D. Reporting: No later than 3 days after each meeting, distribute minutes of the meeting to each party present and to parties who should have been present. Include a summary, in narrative form, of progress since the previous meeting and report.

1. Schedule Updating: Revise the Contractor's Construction Schedule after each progress meeting where revisions to the schedule have been made or recognized. Issue the revised schedule concurrently with the report of each meeting.

PART 2 PRODUCTS (Not Applicable)

PART 3 EXECUTION (Not Applicable)

END OF SECTION 01 20 00

ALLOWANCES & UNIT PRICES

PART 1 GENERAL

1.01 RELATED DOCUMENTS

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

1.02 SUMMARY

A. This Section includes administrative and procedural requirements for unit prices.

B. Related Sections: The following Sections contain requirements that relate to this Section:

1. Division 1 Section "Modification Procedures" for procedures for submitting and handling Change Orders. 2. Division 1 Section "Quality Control Services" for general inspection requirements.

1.03 DEFINITIONS

A. Allowances are an amount proposed by the Contractor and stated on the Bid Proposal Form as a total not to exceed price. The Allowance Price is based on the Engineer’s listed quantity estimates and the Contractor’s stated Unit Price included on the Bid Proposal Form. The Allowances are for materials or services added to the Contract Sum by appropriate modification. The Owner shall determine which Allowances are selected and how much of each allowance will be selected. Contractor shall provide work as required and shall be compensated based on the Bid Form Unit Prices and the actual quantity provided.

B. Unit price is an amount proposed by bidders, stated on the Bid Form, as a price per unit of measurement for materials or services added to or deducted from the Contract Sum by appropriate modification, if the estimated quantities of Work required by the Contract Documents are increased or decreased.

1.04 PROCEDURES

A. Allowances and Unit prices include all necessary material, plus cost for delivery, installation, insurance, overhead, profit, and applicable taxes.

B. Measurement and Payment: Refer to individual Specification Sections for work that requires establishment of unit prices. Methods of measurement and payment for Allowances and Unit Prices are specified in those Sections.

C. The Owner reserves the right to reject the Contractor's measurement of work-in-place that involves use of established unit prices, and to have this work measured, at the Owner's expense, by an independent surveyor acceptable to the Contractor.

D. Schedule: An “Allowance and Unit Price Schedule" is included at the end of this Section. This schedule has also been included in the Bid Proposal Form.

Specification Sections referenced in the Schedule contain requirements for materials described under each unit price.

PART 2 PRODUCTS (Not Applicable)

PART 3 EXECUTION

3.01 ALLOWANCE & UNIT PRICE SCHEDULE

A. Item No. 1: Excavation, removal, and replacement of unsuitable soils not identified in the drawings or soils report. 1. Unit Price: $/Cubic Yard 2. Estimated Amount: 700 Cubic Yards

3. Bid: $______/Cubic Yard; Total Price = $______

B. Item No. 2: Additional concrete deck per deck details and specifications. 1. Unit Price: $/Square Foot 2. Estimated Amount: 2500 Square Feet

3. Bid: $______/ Square Foot; Total Price = $______

C. Item No. 3: Additional deck trench drain per details and specifications. 1. Unit Price: $/ Linear Foot 2. Estimated Amount: 200 Linear Foot

3. Bid: $______/ Linear Foot; Total Price = $______

D. Item No. 4: Additional Post and Rope Barrier per details and specifications. 1. Unit Price: $/ Linear Foot 2. Estimated Amount: 150 Linear Foot

3. Bid: $______/ Linear Foot; Total Price = $______

E. Item No. 5: Additional Landscape Seeded Areas per details and specifications. 1. Unit Price: $/ Square Foot 2. Estimated Amount: 500 Square Feet

3. Bid: $______/ Square Foot; Total Price = $______

F. Item No. 6: Additional Landscape Sodded Areas per details and specifications. 1. Unit Price: $/ Square Foot 2. Estimated Amount: 500 Square Feet

3. Bid: $______/ Square Foot; Total Price = $______

END OF SECTION 01 20 60

SECTION 01 20 70

APPLICATION FOR PAYMENT

PART 1 GENERAL

1.01 RELATED DOCUMENTS

A. Drawings and general provisions of the Contract, including other Division 1 Specification Sections, apply to this Section.

1.02 SUMMARY

A. This Section specifies administrative and procedural requirements governing the Contractor's Applications for Payment.

B. This Section specifies administrative and procedural requirements governing each prime contractor's Applications for Payment.

B.1 Coordinate the Schedule of Values and Applications for Payment with the Contractor's Construction Schedule, Submittal Schedule, and List of Subcontracts.

C. Related Sections: The following Sections contain requirements that relate to this Section.

C.1 Schedules: The Contractor's Construction Schedule and Submittal Schedule are specified in Division 1 Section "Submittals."

1.03 SCHEDULE OF VALUES

A. Coordination: Coordinate preparation of the Schedule of Values with preparation of the Contractor's Construction Schedule.

B. Coordination: The General Contractor shall coordinate preparation of its Schedule of Values for its part of the Work with preparation of the Contractors' Construction Schedule.

B.1 Provide an individual Schedule for each of the two projects.

B.2 Correlate line items in the Schedule of Values with other required administrative schedules and forms, including:

.1 Contractor's Construction Schedule. .2 Application for Payment forms, including Continuation Sheets. .3 List of subcontractors. .4 Schedule of alternates. .5 List of products. .6 List of principal suppliers and fabricators.

B.3 Submit the Schedule of Values to the Architect at the earliest possible date but no later than 7 days before the date scheduled for submittal of the initial Applications for Payment.

CCPRC Pool Projects 01 20 70-1 Job #17034 May 2018 ©2017 Water Technology, Inc. B.4 Subschedules: Where Work is separated into phases requiring separately phased payments, provide subschedules showing values correlated with each phase of payment.

C. Format and Content: Use the Project Manual table of contents as a guide to establish the format for the Schedule of Values. Provide at least one line item for each Specification Section.

C.1 Identification: Include the following Project identification on the Schedule of Values:

.1 Project name and location. .2 Name of the Architect. .3 Project number. .4 Contractor's name and address. .5 Date of submittal.

C.2 Arrange the Schedule of Values in tabular form with separate columns to indicate the following for each item listed:

.1 Related Specification Section or Division. .2 Description of Work. .3 Name of subcontractor. .4 Name of manufacturer or fabricator. .5 Name of supplier. .6 Change Orders (numbers) that affect value. .7 Dollar value.

a. Percentage of Contract Sum to nearest one-hundredth percent, adjusted to total 100 percent.

C.3 Provide a breakdown of the Contract Sum in sufficient detail to facilitate continued evaluation of Applications for Payment and progress reports. Coordinate with the Project Manual table of contents. Break principal subcontract amounts down into several line items.

C.4 Round amounts to nearest whole dollar; the total shall equal the Contract Sum.

C.5 Provide a separate line item in the Schedule of Values for each part of the Work where Applications for Payment may include materials or equipment, purchased or fabricated and stored, but not yet installed.

.1 Differentiate between items stored on-site and items stored off- site. Include requirements for insurance and bonded warehousing, if required.

C.6 Provide separate line items on the Schedule of Values for initial cost of the materials, for each subsequent stage of completion, and for total installed value of that part of the Work.

C.7 Unit-Cost Allowances: Show the line-item value of unit-cost allowances, as a product of the unit cost, multiplied by the measured quantity. Estimate quantities from the best indication in the Contract Documents.

CCPRC Pool Projects 01 20 70-2 Job #17034 May 2018 ©2017 Water Technology, Inc. C.8 Margins of Cost: Show line items for indirect costs and margins on actual costs only when such items are listed individually in Applications for Payment. Each item in the Schedule of Values and Applications for Payment shall be complete. Include the total cost and proportionate share of general overhead and profit margin for each item.

.1 Temporary facilities and other major cost items that are not direct cost of actual work-in-place shall be shown as separate line items.

C.9 Schedule Updating: Update and resubmit the Schedule of Values prior to the next Applications for Payment when approved Change Orders or approved Construction Change Directives result in a change in the Contract Sum.

1.04 APPLICATIONS FOR PAYMENT

A. Each Application for Payment shall be consistent with previous applications and payments as certified by the Architect and paid for by the Owner.

A.1 The initial Application for Payment, the Application for Payment at time of Substantial Completion, and the final Application for Payment involve additional requirements.

B. Payment-Application Times: Each progress-payment date is indicated in the Agreement. The period of construction Work covered by each Application for Payment is the period indicated in the Agreement.

C. Payment-Application Forms: Use AIA Document G702 and Continuation Sheets G703 as the form for Applications for Payment.

D. Application Preparation: Complete every entry on the form. Include notarization and execution by a person authorized to sign legal documents on behalf of the Contractor. The Architect will return incomplete applications without action.

D.1 Entries shall match data on the Schedule of Values and the Contractor's Construction Schedule. Use updated schedules if revisions were made.

D.2 Include amounts of Change Orders and Construction Change Directives issued prior to the last day of the construction period covered by the application.

E. Transmittal: Submit 3 signed and notarized original copies of each Application for Payment to the Architect by a method ensuring receipt within 24 hours. One copy shall be complete, including waivers of lien and similar attachments, when required.

F. Waivers of Mechanics Lien: With each Application for Payment, submit waivers of mechanics liens from subcontractors, sub-subcontractors and suppliers for the construction period covered by the previous application.

F.1 Submit partial waivers on each item for the amount requested, prior to deduction for retainage, on each item.

F.2 When an application shows completion of an item, submit final or full waivers.

F.4 Waiver Delays: Submit each Application for Payment with the Contractor's waiver of mechanics lien for the period of construction covered by the application.

.1 Submit final Applications for Payment with or preceded by final waivers from every entity involved with performance of the Work covered by the application who is lawfully entitled to a lien.

F.5 Waiver Forms: Submit waivers of lien on forms, and executed in a manner, acceptable to the Owner.

G. Initial Application for Payment: Administrative actions and submittals, that must precede or coincide with submittal of the first Application for Payment, include the following:

G.1 List of subcontractors.

G.2 List of principal suppliers and fabricators.

G.3 Schedule of Values.

G.4 Contractor's Construction Schedule (preliminary if not final).

G.5 Schedule of principal products.

G.6 Schedule of unit prices.

G.7 Submittal Schedule (preliminary if not final).

G.8 List of Contractor's staff assignments.

G.9 List of Contractor's principal consultants.

G.10 Copies of building permits.

G.11 Copies of authorizations and licenses from governing authorities for performance of the Work.

G.12 Initial progress report.

G.13 Report of preconstruction meeting.

G.14 Certificates of insurance and insurance policies.

G.15 Performance and payment bonds.

G.16 Data needed to acquire the Owner's insurance.

G.17 Initial settlement survey and damage report.

H. Application for Payment at Substantial Completion: Following issuance of the Certificate of Substantial Completion, submit an Application for Payment.

CCPRC Pool Projects 01 20 70-4 Job #17034 May 2018 ©2017 Water Technology, Inc. H.1 This application shall reflect Certificates of Partial Substantial Completion issued previously for Owner occupancy of designated portions of the Work.

H.2 Administrative actions and submittals that shall precede or coincide with this application include:

.1 Occupancy permits and similar approvals. .2 Warranties (guarantees) and maintenance agreements. .3 Test/adjust/balance records. .4 Maintenance instructions. .5 Meter readings. .6 Startup performance reports. .7 Changeover information related to Owner's occupancy, use, operation, and maintenance. .8 Final cleaning. .9 Application for reduction of retainage and consent of surety. .10 Advice on shifting insurance coverages. .11 Final progress photographs. .12 List of incomplete Work, recognized as exceptions to Architect's Certificate of Substantial Completion.

I. Final Payment Application: Administrative actions and submittals that must precede or coincide with submittal of the final Application for Payment include the following:

I.1 Completion of Project closeout requirements.

I.2 Completion of items specified for completion after Substantial Completion.

I.3 Ensure that unsettled claims will be settled.

I.4 Ensure that incomplete Work is not accepted and will be completed without undue delay.

I.5 Transmittal of required Project construction records to the Owner.

I.6 Proof that taxes, fees, and similar obligations were paid.

I.7 Removal of temporary facilities and services.

I.8 Removal of surplus materials, rubbish, and similar elements.

I.9 Change of door locks to Owner's access.

PART 2 - PRODUCTS (Not Applicable)

PART 3 - EXECUTION (Not Applicable)

END OF SECTION 01 20 70

MODIFICATION PROCEDURES

PART 1 GENERAL

1.01 RELATED DOCUMENTS

A. Drawings and general provisions of the Contract, including other Division 1 Specification Sections, apply to this Section.

1.02 SUMMARY

A. This Section specifies administrative and procedural requirements for handling and processing contract modifications.

B. The following Sections contain requirements that relate to this Section:

1. Division 1 Section "Unit Prices" for administrative requirements governing use of unit prices.

2. Division 1 Section "Applications for Payment" for administrative procedures governing Applications for Payment.

3. Division 1 Section "Product Substitutions" for administrative procedures for handling requests for substitutions made after award of the Contract.

1.03 MINOR CHANGES IN THE WORK

A. The Architect will issue supplemental instructions authorizing minor changes in the Work, not involving adjustment to the Contract Sum or Contract Time, on AIA Form G701, Architect's Supplemental Instructions.

1.04 CHANGE ORDER PROPOSAL REQUESTS

A. Owner-Initiated Proposal Requests: The Architect will issue a detailed description of proposed changes in the Work that will require adjustment to the Contract Sum or Contract Time.

1. Proposal requests issued by the Architect are for information only. Do not consider them as an instruction either to stop work in progress or to execute the proposed change.

2. Within 7 days of receipt of a proposal request, submit an estimate of cost necessary to execute the change to the Architect for the Owner's review and approval.

a. Include a list of quantities of products required and unit costs, with the total amount of purchases to be made. Where requested, furnish survey data to substantiate quantities. b. Indicate applicable taxes, delivery charges, equipment rental, and amounts of trade discounts. c. Include a statement indicating the effect the proposed change in the Work will have on the Contract Time.

CCPRC Pool Projects 01 30 50-1 Job #17034 May 2018 ©2017 Water Technology, Inc. B. Contractor-Initiated Proposals: When latent or unforeseen conditions require modifications to the Contract, the Contractor may propose changes by submitting a request for a change to the Architect.

1. Include a statement outlining the reasons for the change and the effect of the change on the Work. Provide a complete description of the proposed change. Indicate the effect of the proposed change on the Contract Sum and Contract Time.

2. Include a list of quantities of products required and unit costs, with the total amount of purchases to be made. Where requested, furnish survey data to substantiate quantities.

3. Indicate applicable taxes, delivery charges, equipment rental, and amounts of trade discounts.

4. Comply with requirements in Section "Substitutions" if the proposed change requires substitution of one product or system for a product or system specified.

C. Proposal Request Form: Use AIA Document G709 for Change Order Proposal Requests.

1.05 CONSTRUCTION CHANGE DIRECTIVE

A. Construction Change Directive: When time doesn’t allow (emergency) for the Change Order process to be completed, but the Proposal Request is accepted, at Owner’s request, the Architect may issue a Construction Change Directive on AIA Form G714. The Construction Change Directive instructs the Contractor to proceed with a change in the Work, for subsequent inclusion in a Change Order.

1. The Construction Change Directive contains a complete description of the Owner approved change in the Work. It also designates the method to be followed to determine change in the Contract Sum or Contract Time. All Contract changes must include a fixed price or a “not to exceed” cost based on unit pricing.

1.06 CHANGE ORDER PROCEDURES

A. Upon the Owner's approval of a Proposal Request, the Architect will issue a Change Order for signatures of the Owner and the Contractor on AIA Form G701.

PART 2 PRODUCTS (Not Applicable)

PART 3 EXECUTION (Not Applicable)

END OF SECTION 01 30 50

SHOP DRAWINGS

PART 1 GENERAL

1.01 RELATED DOCUMENTS

A. Drawings and general provisions of the Contract, including other Division 1 Specification Sections, apply to this Section.

1.02 SUMMARY

A. This Section includes administrative and procedural requirements for submittal of Shop Drawings, Product Data, Samples, and other miscellaneous quality-control submittals.

B. Shop Drawings include, but are not limited to, the following:

1. Fabrication drawings. 2. Installation drawings. 3. Setting diagrams. 4. Shopwork manufacturing instructions. 5. Templates and patterns. 6. Schedules.

a. Standard information prepared without specific reference to the Project are not considered Shop Drawings.

C. Product Data include, but are not limited to, the following:

1. Manufacturer's product specifications. 2. Manufacturer's installation instructions. 3. Standard color charts. 4. Catalog cuts. 5. Roughing-in diagrams and templates. 6. Standard wiring diagrams. 7. Printed performance curves. 8. Operational range diagrams. 9. Standard product operating and maintenance manuals.

D. Samples include, but are not limited to, the following:

1. Partial Sections of manufactured or fabricated components. 2. Small cuts or containers of materials. 3. Complete units of repetitively used materials. 4. Swatches showing color, texture, and pattern. 5. Color range sets. 6. Components used for independent inspection and testing. 7. Field samples.

E. Quality-control submittals include, but are not limited to, the following:

1. Design data. 2. Certifications. 3. Manufacturer's instructions.

F. Administrative Submittals: Refer to other Division 1 Sections and other Contract Documents for requirements for administrative submittals. Such submittals include, but are not limited to, the following:

1. Permits. 2. Applications for payment. 3. Performance and payment bonds. 4. Insurance certificates. 5. Listing of subcontractors.

G. Related Sections: The following Sections contain requirements that relate to this Section:

1. Division 1 Section "Coordination" specifies requirements governing preparation and submittal of required Coordination Drawings. 2. Division 1 Section "Quality Control" specifies requirements for submittal of inspection and test reports and the erection of mockups. 3. Division 1 Section "Contract Closeout" specifies requirements for submittal of Project Record Documents, including copies of final Shop Drawings, at project closeout.

1.03 DEFINITIONS

A. Coordination Drawings show the relationship and integration of different construction elements that require careful coordination during fabrication or installation to fit in the space provided or to function as intended.

1. Preparation of Coordination Drawings is specified in Division 1 Section "Coordination" and may include components previously shown in detail on Shop Drawings or Product Data.

B. Field samples are full-size physical examples erected on-site to illustrate finishes, coatings, or finish materials. Field samples are used to establish the standard by which the Work will be judged.

C. Mockups are full-size assemblies for review of construction, coordination, testing, or operation; they are not Samples.

1.04 SUBMITTAL PROCEDURES

A. Electronic Submittals shall be provided. 1. Do not provide a hard copy submittal unless requested by the architect. 2. Only relevant data with all options identified. 3. Must be merged into a single PDF file. 4. Hard copy of all submittals must be available at the project site and shall be placed in the O&M manuals. 5. Contractor shall complie Owner’s copy of all shop drawings with a complete set of shop drawings included in the O&M manuals.

B. Coordination: Coordinate preparation and processing of submittals with performance of construction activities. Electronically transmit each submittal to the Architect sufficiently in advance of scheduled performance of related construction activities to avoid delay.

a. Testing. b. Purchasing. c. Fabrication. d. Delivery.

2. Coordinate transmittal of different types of submittals for the same element of the Work and different elements of related parts of the Work to avoid delay in processing because of the Architect's need to review submittals concurrently for coordination.

a. The Architect reserves the right to withhold action on a submittal requiring coordination with other submittals until related submittals are forthcoming.

3. Processing: To avoid the need to delay installation as a result of the time required to process submittals, allow sufficient time for submittal review, including time for resubmittals.

a. Allow 2 weeks for the Architect's review of each submittal. Allow additional time if the Architect must delay processing to permit coordination with subsequent submittals. The Architect will advise the Contractor when a submittal being processed must be delayed for coordination. b. Where necessary to provide an intermediate submittal, process the intermediate submittal in the same manner as the initial submittal. c. Allow 2 weeks for reprocessing each submittal. d. The Architect will not authorize an extension of time because of the Contractor's failure to transmit submittals to the Architect sufficiently in advance of the Work to permit processing.

C. Submittal Preparation: Place a permanent label or title block on each submittal for identification.

1. Indicate name of the firm or entity that prepared each submittal on the label or title block.

2. Provide a space approximately 4 by 5 inches on the label or beside the title block to record the Contractor's review and approval markings and the action taken by the Architect.

3. Include the following information on the label for processing and recording action taken.

a. Project name. b. Date. c. Name and address of the Architect. d. Name and address of the Contractor. e. Name and address of the subcontractor. f. Name and address of the supplier. g. Name of the manufacturer. h. Number and title of appropriate Specification Section. i. Drawing number and detail references, as appropriate. j. Similar definitive information as necessary.

D. Submittal Transmittal: Package each submittal appropriately for transmittal and handling. Electronically transmit each submittal from the Contractor to the Architect and to other destinations by use of an electronic transmittal form. The Architect will return submittals received from sources other than the Contractor.

1. Record relevant information and requests for data on the transmittal form. On the form, or an attached separate sheet, record deviations from requirements of the Contract Documents, including minor variations and limitations. 2. Include the Contractor's certification stating that information submitted complies with requirements of the Contract Documents. 3. Transmittal Form: Prepare a draft of a transmittal form and submit it to the Architect for acceptance. Provide places on the form for the following information:

a. Project name. b. Date. c. Destination (To:). d. Source (From:). e. Names of the subcontractor, manufacturer, and supplier. f. Category and type of submittal. g. Submittal purpose and description. h. Submittal and transmittal distribution record. i. Remarks. j. Signature of transmitter.

4. Indicate on transmittal any equipment or product with a lead time of four (4) weeks or greater.

1.05 SHOP DRAWINGS

A. Submit newly prepared information, drawn accurately to scale. Do not reproduce Contract Documents or copy standard printed information as the basis of Shop Drawings.

1. Include the following information on Shop Drawings:

a. Dimensions. b. Identification of products and materials included. c. Compliance with specified standards. d. Notation of coordination requirements. e. Notation of dimensions established by field measurement.

2. Submit Coordination Drawings where required for integration of different construction elements. Show construction sequences and relationships of separate components where necessary to avoid conflicts in utilization of the space available.

3. Highlight, encircle, or otherwise indicate deviations from the Contract Documents on the Shop Drawings. Contractor accepts full and sole responsibility for deviations from Contract Documents not identified in Shop Drawings and agrees to take whatever remedial action may be necessitated by this deviation.

CCPRC Pool Projects 01 34 00-4 Job #17034 May 2018 ©2017 Water Technology, Inc. 4. Do not allow Shop Drawing copies that do not contain an appropriate final stamp or other marking indicating the action taken by the Architect to be used in construction.

5. Sheet Size: Except for templates, patterns, and similar full-size Drawings, submit Shop Drawings on sheets at least 8-1/2 by 11 inches but no larger than 30 by 40 inches.

6. Submittal: Submit electronic PDF file via E-mail transmittal for the Architect's review. The Architect will return the reviewed PDF file.

1.06 PRODUCT DATA

A. Collect Product Data into a single submittal for each element of construction or system. Mark each copy to show which choices and options are applicable to the Project.

1. Where Product Data includes information on several similar products, some of which are not required for use on the Project, mark copies clearly to indicate which products are applicable.

2. Where Product Data must be specially prepared for required products, materials, or systems because standard printed data are not suitable for use, submit as Shop Drawings not Product Data.

3. Include the following information in Product Data:

a. Manufacturer's printed recommendations. b. Compliance with recognized trade association standards. c. Compliance with recognized testing agency standards. d. Application of testing agency labels and seals. e. Notation of dimensions verified by field measurement. f. Notation of coordination requirements.

4. Do not submit Product Data until compliance with requirements of the Contract Documents has been confirmed.

B. Preliminary Submittal: Submit a preliminary single copy of Product Data where selection of options by the Architect is required.

C. Distribution: Furnish copies of final Product Data submittal to the manufacturers, subcontractors, suppliers, fabricators, installers, governing authorities and others as required for performance of the construction activities. Show distribution on transmittal forms.

1. Do not proceed with installation of materials, products, and systems until a copy of Product Data applicable to the installation is in the Installer's possession.

2. Do not permit use of unmarked copies of Product Data in connection with construction.

1.07 SAMPLES

A. Submit full-size, fully fabricated Samples, cured and finished in the manner specified, and physically identical with the material or product proposed for use.

CCPRC Pool Projects 01 34 00-5 Job #17034 May 2018 ©2017 Water Technology, Inc. 1. Mount, display, or package Samples in the manner specified to facilitate review of qualities indicated. Prepare Samples to match the Architect's sample where so indicated. Include the following information:

a. Generic description of the Sample. b. Size limitations. c. Sample source. d. Product name or name of manufacturer. e. Compliance with recognized standards. f. Compliance with governing regulations. g. Availability. h. Delivery time.

2. Submit Samples for review of kind, color, pattern, and texture for a final check of these characteristics with other elements and for a comparison of these characteristics between the final submittal and the actual component as delivered and installed.

a. Where variation in color, pattern, texture, or other characteristic is inherent in the material or product represented by a Sample, submit at least 3 multiple units that show approximate limits of the variations. b. Refer to other Specification Sections for requirements for Samples that illustrate workmanship, fabrication techniques, details of assembly, connections, operation, and similar construction characteristics. c. Refer to other Specification Sections for Samples to be returned to the Contractor for incorporation in the Work. Such Samples must be in an undamaged condition at time of use. On the transmittal form, indicate such special requests about disposition of Sample submittals. d. Samples not incorporated into the Work, or otherwise designated as the Owner's property, are the property of the Contractor and shall be removed from the site prior to Substantial Completion.

B. Preliminary Submittals: Where Samples are specified for selection of color, pattern, texture, or similar characteristics from a manufacturer's range of standard choices, submit a single, full set of available choices for the material or product.

1. Preliminary submittals will be reviewed and returned with the Architect's marking indicating selection and other action taken.

C. Submittals: Except for Samples intended to illustrate assembly details, workmanship, fabrication techniques, connections, operation, and other characteristics, submit 3 sets of Samples. One set will be returned marked with the action taken.

1. Maintain sets of Samples, as returned by the Architect, at the Project Site, available for quality-control comparisons throughout the course of construction activity. 2. Unless the Architect observes noncompliance with provisions of the Contract Documents, the submittal may serve as the final submittal. 3. Sample sets may be used to obtain final acceptance of the construction associated with each set.

D. Distribution of Samples: Distribute additional sets of Samples to the subcontractors, suppliers, fabricators, manufacturers, installers, governing authorities, and others as required for performance of the Work. Show distribution on transmittal forms.

CCPRC Pool Projects 01 34 00-6 Job #17034 May 2018 ©2017 Water Technology, Inc. E. Field samples specified in individual Specification Sections are special types of Samples. Comply with Sample submittal requirements to the fullest extent possible. Process transmittal forms to provide a record of activity.

1.08 QUALITY ASSURANCE SUBMITTALS

A. Submit quality-control submittals, including design data, certifications, manufacturer's instructions, manufacturer's field reports, and other quality-control submittals as required under other Sections of the Specifications.

B. Certifications: Where other Sections of the Specifications require certification that a product, material, or installation complies with specified requirements, submit a notarized certification from the manufacturer certifying compliance with specified requirements.

1. Signature: Certification shall be signed by an officer of the manufacturer or other individual authorized to sign documents on behalf of the company.

C. Inspection and Test Reports: Requirements for submittal of inspection and test reports from independent testing agencies are specified in Division 1 Section "Quality Control."

1.09 ARCHITECT'S ACTION

A. Except for submittals for the record or for information, where action and return of submittals is required, the Architect will review each submittal, mark to indicate the action taken, and return.

1. Compliance with specified characteristics is the Contractor's responsibility and not considered part of the Architect's review and indication of action taken.

B. Action Stamp: The Architect will stamp each submittal with a uniform, action stamp. The Architect will mark the stamp appropriately to indicate the action taken, as follows:

1. Final Unrestricted Release: Where submittals are marked "No Exceptions Taken," the Work covered by the submittal may proceed provided it complies with requirements of the Contract Documents. Final acceptance will depend on that compliance.

2. Final-but-Restricted Release: When submittals are marked "Exceptions as Noted," the Work covered by the submittal may proceed provided it complies with both the Architect's notations or corrections on the submittal and requirements of the Contract Documents. Final acceptance will depend on that compliance.

3. Returned for Resubmittal: When submittal is marked "Rejected” or “Revise and Resubmit," do not proceed with the Work covered by the submittal, including purchasing, fabrication, delivery, or other activity. Revise or prepare a new submittal according to the Architect's notations. Resubmit without delay. Repeat if necessary to obtain a different action mark.

a. Do not permit submittals marked "Rejected” or “Revise and Resubmit" to be used at the Project Site or elsewhere where construction is in progress.

CCPRC Pool Projects 01 34 00-7 Job #17034 May 2018 ©2017 Water Technology, Inc. 4. Other Action: Where a submittal is primarily for information or record purposes or for special processing or other contractor activity, the submittal will be returned, marked "No Action Taken."

PART 2 PRODUCTS (Not Applicable)

PART 3 EXECUTION (Not Applicable)

END OF SECTION 01 34 00

QUALITY CONTROL

PART 1 GENERAL

1.01 RELATED DOCUMENTS

A. Drawings and general provisions of the Contract, including other Division 1 Specification Sections, apply to this Section.

1.02 SUMMARY

A. This Section includes administrative and procedural requirements for quality-control services.

B. Quality-control services include inspections, tests, and related actions, including reports performed by Contractor, by independent agencies, and by governing authorities. They do not include contract enforcement activities performed by Architect.

C. Inspection and testing services are required to verify compliance with requirements specified or indicated. These services do not relieve Contractor of responsibility for compliance with Contract Document requirements.

D. Requirements of this Section relate to customized fabrication and installation procedures, not production of standard products.

1. Specific quality-control requirements for individual construction activities are specified in the Sections that specify those activities. Requirements in those Sections may also cover production of standard products.

2. Specified inspections, tests, and related actions do not limit Contractor's quality- control procedures that facilitate compliance with Contract Document requirements.

3. Requirements for Contractor to provide quality-control services required by Architect, Owner, or authorities having jurisdiction are not limited by provisions of this Section.

E. Related Sections: The following Sections contain requirements that relate to this Section:

1. Division 1 Section "Cutting and Patching" specifies requirements for repair and restoration of construction disturbed by inspection and testing activities.

1.03 RESPONSIBILITIES

A. Contractor Responsibilities: Unless otherwise indicated as the responsibility of another identified entity, Contractor shall provide inspections, tests, and other quality- control services specified elsewhere in the Contract Documents and required by authorities having jurisdiction. Costs for these services are included in the Contract Sum.

CCPRC Pool Projects 01 40 00-1 Job #17034 May 2018 ©2017 Water Technology, Inc. 1. Where individual Sections specifically indicate that certain inspections, tests, and other quality-control services are the Contractor's responsibility, the Contractor shall employ and pay a qualified independent testing agency to perform quality- control services. Costs for these services are included in the Contract Sum.

2. Where individual Sections specifically indicate that certain inspections, tests, and other quality-control services are the Owner's responsibility, the Owner will employ and pay a qualified independent testing agency to perform those services.

B. Retesting: The Contractor is responsible for retesting where results of inspections, tests, or other quality-control services prove unsatisfactory and indicate noncompliance with Contract Document requirements, regardless of whether the original test was Contractor's responsibility.

1. The cost of retesting construction, revised or replaced by the Contractor, is the Contractor's responsibility where required tests performed on original construction indicated noncompliance with Contract Document requirements.

C. Associated Services: Cooperate with agencies performing required inspections, tests, and similar services, and provide reasonable auxiliary services as requested. Notify the agency sufficiently in advance of operations to permit assignment of personnel. Auxiliary services required include, but are not limited to, the following:

1. Provide access to the Work. 2. Furnish incidental labor and facilities necessary to facilitate inspections and tests. 3. Take adequate quantities of representative samples of materials that require testing or assist the agency in taking samples. 4. Provide facilities for storage and curing of test samples. 5. Deliver samples to testing laboratories. 6. Provide the agency with a preliminary design mix proposed for use for materials mixes that require control by the testing agency. 7. Provide security and protection of samples and test equipment at the Project Site.

D. Duties of the Testing Agency: The independent agency engaged to perform inspections, sampling, and testing of materials and construction specified in individual Sections shall cooperate with the Architect and the Contractor in performance of the agency's duties. The testing agency shall provide qualified personnel to perform required inspections and tests.

1. The agency shall notify the Architect and the Contractor promptly of irregularities or deficiencies observed in the Work during performance of its services. 2. The agency is not authorized to release, revoke, alter, or enlarge requirements of the Contract Documents or approve or accept any portion of the Work. 3. The agency shall not perform any duties of the Contractor.

E. Coordination: Coordinate the sequence of activities to accommodate required services with a minimum of delay. Coordinate activities to avoid the necessity of removing and replacing construction to accommodate inspections and tests.

1. The Contractor is responsible for scheduling times for inspections, tests, taking samples, and similar activities.

1.04 SUBMITTALS

A. Unless the Contractor is responsible for this service, the independent testing agency shall submit a certified written report, in duplicate, of each inspection, test,

CCPRC Pool Projects 01 40 00-2 Job #17034 May 2018 ©2017 Water Technology, Inc. or similar service to the Architect. If the Contractor is responsible for the service, submit a certified written report, in duplicate, of each inspection, test, or similar service through the Contractor.

1. Submit additional copies of each written report directly to the governing authority, when the authority so directs.

2. Report Data: Written reports of each inspection, test, or similar service include, but are not limited to, the following:

a. Date of issue. b. Project title and number. c. Name, address, and telephone number of testing agency. d. Dates and locations of samples and tests or inspections. e. Names of individuals making the inspection or test. f. Designation of the Work and test method. g. Identification of product and Specification Section. h. Complete inspection or test data. i. Test results and an interpretation of test results. j. Ambient conditions at the time of sample taking and testing. k. Comments or professional opinion on whether inspected or tested Work complies with Contract Document requirements. l. Name and signature of laboratory inspector. m. Recommendations on retesting.

1.05 QUALITY ASSURANCE

A. Qualifications for Service Agencies: Engage inspection and testing service agencies, including independent testing laboratories, that are prequalified as complying with the American Council of Independent Laboratories' "Recommended Requirements for Independent Laboratory Qualification" and that specialize in the types of inspections and tests to be performed.

1. Each independent inspection and testing agency engaged on the Project shall be authorized by authorities having jurisdiction to operate in the state where the Project is located.

PART 2 PRODUCTS (Not Applicable)

PART 3 EXECUTION

3.1 REPAIR AND PROTECTION

A. General: Upon completion of inspection, testing, sample taking and similar services, repair damaged construction and restore substrates and finishes. Comply with Contract Document requirements for Division 1 Section "Cutting and Patching."

B. Protect construction exposed by or for quality-control service activities, and protect repaired construction.

C. Repair and protection is Contractor's responsibility, regardless of the assignment of responsibility for inspection, testing, or similar services.

END OF SECTION 01 40 00

COORDINATION

PART 1 GENERAL

1.01 RELATED DOCUMENTS

A. Drawings and general provisions of the Contract, including other Division 1 Specification Sections, apply to this Section.

1.02 SUMMARY

A. This Section includes administrative and supervisory requirements necessary for coordinating construction operations including, but not necessarily limited to, the following:

1. General project coordination procedures.

2. Conservation.

3. Coordination Drawings.

4. Administrative and supervisory personnel.

5. Cleaning and protection.

B. Related Sections: The following Sections contain requirements that relate to this Section:

1. Division 1 Section "Field Engineering" specifies procedures for field engineering services, including establishment of benchmarks and control points.

2. Division 1 Section "Project Meetings" for progress meetings, coordination meetings, and preinstallation conferences.

3. Division 1 Section "Materials and Equipment" for coordinating general installation.

4. Division 1 Section "Contract Closeout" for coordinating contract closeout.

1.03 COORDINATION

A. Coordinate construction operations included in various Sections of these Specifications to assure efficient and orderly installation of each part of the Work. Coordinate construction operations included under different Sections that depend on each other for proper installation, connection, and operation.

1. Schedule construction operations in the sequence required to obtain the best results where installation of one part of the Work depends on installation of other components, before or after its own installation.

2. Coordinate installation of different components to assure maximum accessibility for required maintenance, service, and repair.

3. Make provisions to accommodate items scheduled for later installation.

B. Where necessary, prepare memoranda for distribution to each party involved, outlining special procedures required for coordination. Include such items as required notices, reports, and attendance at meetings.

1. Prepare similar memoranda for the Owner and separate contractors where coordination of their work is required.

C. Administrative Procedures: Coordinate scheduling and timing of required administrative procedures with other construction activities to avoid conflicts and assure orderly progress of the Work. Such administrative activities include, but are not limited to, the following:

1. Preparation of schedules.

2. Installation and removal of temporary facilities.

3. Delivery and processing of submittals.

4. Progress meetings.

5. Project closeout activities.

D. Conservation: Coordinate construction operations to assure that operations are carried out with consideration given to conservation of energy, water, and materials.

1. Salvage materials and equipment involved in performance of, but not actually incorporated in, the Work.

1.04 SUBMITTALS

A. Coordination Drawings: Prepare coordination drawings where careful coordination is needed for installation of products and materials fabricated by separate entities. Prepare coordination drawings where limited space availability necessitates maximum utilization of space for efficient installation of different components.

1. Show the relationship of components shown on separate Shop Drawings.

2. Indicate required installation sequences.

3. Comply with requirements contained in Section "Submittals."

B. Staff Names: Within 7 days of commencement of construction operations, submit a list of the Contractor's principal staff assignments, including the superintendent and other personnel in attendance at the Project Site. Identify individuals and their duties and responsibilities. List their addresses and telephone numbers.

1. Post copies of the list in the Project meeting room, the temporary field office, and each temporary telephone.

PART 2 PRODUCTS (Not Applicable)

PART 3 EXECUTION

3.01 GENERAL COORDINATION PROVISIONS

CCPRC Pool Projects 01 40 10-2 Job #17034 May 2018 ©2017 Water Technology, Inc. A. Inspection of Conditions: Require the Installer of each major component to inspect both the substrate and conditions under which Work is to be performed. Do not proceed until unsatisfactory conditions have been corrected in an acceptable manner.

B. Coordinate temporary enclosures with required inspections and tests to minimize the necessity of uncovering completed construction for that purpose.

3.02 CLEANING AND PROTECTION

A. Clean and protect construction in progress and adjoining materials in place, during handling and installation. Apply protective covering where required to assure protection from damage or deterioration at Substantial Completion.

B. Clean and provide maintenance on completed construction as frequently as necessary through the remainder of the construction period. Adjust and lubricate operable components to assure operability without damaging effects.

C. Limiting Exposures: Supervise construction operations to assure that no part of the construction, completed or in progress, is subject to harmful, dangerous, damaging, or otherwise deleterious exposure during the construction period. Where applicable, such exposures include, but are not limited to, the following:

1. Excessive static or dynamic loading.

2. Excessive internal or external pressures.

3. Excessively high or low temperatures.

4. Thermal shock.

5. Excessively high or low humidity.

6. Air contamination or pollution.

7. Water or ice.

8. Solvents.

9. Chemicals.

10. Light.

11. Radiation.

12. Puncture.

13. Abrasion.

14. Heavy traffic.

15. Soiling, staining, and corrosion.

16. Bacteria.

17. Rodent and insect infestation.

19. Electrical current.

20. High-speed operation.

21. Improper lubrication.

22. Unusual wear or other misuse.

23. Contact between incompatible materials.

24. Destructive testing.

25. Misalignment.

26. Excessive weathering.

27. Unprotected storage.

28. Improper shipping or handling.

29. Theft.

30. Vandalism.

END OF SECTION 01 40 10

CUTTING AND PATCHING

PART 1 GENERAL

1.01 RELATED DOCUMENTS

A. Drawings and general provisions of the Contract, including other Division 1 Specification Sections, apply to this Section.

1.02 SUMMARY

A. This Section includes administrative and procedural requirements for cutting and patching.

B. Related Sections: The following Sections contain requirements that relate to this Section:

1. Division 1 Section "Coordination" for procedures for coordinating cutting and patching with other construction activities.

2. Division 2 Section "Selective Demolition" for demolition of selected portions of the building for alterations.

3. Refer to other Sections for specific requirements and limitations applicable to cutting and patching individual parts of the Work.

1.03 SUBMITTALS

A. Cutting and Patching Proposal: Submit a proposal describing procedures well in advance of the time cutting and patching will be performed if the Owner requires approval of these procedures before proceeding. Request approval to proceed. Include the following information, as applicable, in the proposal:

1. Describe the extent of cutting and patching required. Show how it will be performed and indicate why it cannot be avoided. 2. Describe anticipated results in terms of changes to existing construction. Include changes to structural elements and operating components as well as changes in the building's appearance and other significant visual elements. 3. List products to be used and firms or entities that will perform Work. 4. Indicate dates when cutting and patching will be performed. 5. Utilities: List utilities that cutting and patching procedures will disturb or affect. List utilities that will be relocated and those that will be temporarily out-of-service. Indicate how long service will be disrupted. 6. Where cutting and patching involves adding reinforcement to structural elements, submit details and engineering calculations showing integration of reinforcement with the original structure.

7. Approval by the Architect to proceed with cutting and patching does not waive the Architect's right to later require complete removal and replacement of unsatisfactory work.

A. Requirements for Structural Work: Do not cut and patch structural elements in a manner that would change their load-carrying capacity or load-deflection ratio.

1. Obtain approval of the cutting and patching proposal before cutting and patching the following structural elements:

a. Foundation construction. b. Bearing walls. c. Structural concrete. d. Structural steel. e. Lintels. f. Miscellaneous structural metals. g. Equipment supports. h. Piping, ductwork, vessels, and equipment. i. Structural systems of special construction in Division 13 Sections.

B. Operational Limitations: Do not cut and patch operating elements or related components in a manner that would result in reducing their capacity to perform as intended. Do not cut and patch operating elements or related components in a manner that would result in increased maintenance or decreased operational life or safety.

2. Obtain approval of the cutting and patching proposal before cutting and patching the following operating elements or safety related systems:

a. Primary operational systems and equipment. b. Air or smoke barriers. c. Water, moisture, or vapor barriers. d. Membranes and flashings. e. Noise and vibration control elements and systems. f. Control systems. g. Communication systems. h. Electrical wiring systems. i. Operating systems of special construction in Division 13 Sections.

C. Visual Requirements: Do not cut and patch construction exposed on the exterior or in occupied spaces in a manner that would, in the Architect's opinion, reduce the building's aesthetic qualities. Do not cut and patch construction in a manner that would result in visual evidence of cutting and patching. Remove and replace construction cut and patched in a visually unsatisfactory manner.

1.05 WARRANTY

A. Warranties: Replace, patch, and repair material and surfaces cut or damaged by methods and with materials in such a manner as not to void any warranties required.

PART 2 PRODUCTS

2.01 MATERIALS, GENERAL

A. Use materials identical to existing materials. For exposed surfaces, use materials that visually match existing adjacent surfaces to the fullest extent possible if

CCPRC Pool Projects 01 40 50-2 Job #17034 May 2018 ©2017 Water Technology, Inc. identical materials are unavailable or cannot be used. Use materials whose installed performance will equal or surpass that of existing materials.

PART 3 EXECUTION

3.01 INSPECTION

A. Examine surfaces to be cut and patched and conditions under which cutting and patching is to be performed before cutting. If unsafe or unsatisfactory conditions are encountered, take corrective action before proceeding.

1. Before proceeding, meet at the Project Site with parties involved in cutting and patching, including mechanical and electrical trades. Review areas of potential interference and conflict. Coordinate procedures and resolve potential conflicts before proceeding.

3.02 PREPARATION

A. Temporary Support: Provide temporary support of work to be cut.

B. Protection: Protect existing construction during cutting and patching to prevent damage. Provide protection from adverse weather conditions for portions of the Project that might be exposed during cutting and patching operations.

C. Avoid interference with use of adjoining areas or interruption of free passage to adjoining areas.

D. Avoid cutting existing pipe, conduit, or ductwork serving the building but scheduled to be removed or relocated until provisions have been made to bypass them.

3.03 PERFORMANCE

A. General: Employ skilled workmen to perform cutting and patching. Proceed with cutting and patching at the earliest feasible time and complete without delay.

1. Cut existing construction to provide for installation of other components or performance of other construction activities and the subsequent fitting and patching required to restore surfaces to their original condition.

B. Cutting: Cut existing construction using methods least likely to damage elements retained or adjoining construction. Where possible, review proposed procedures with the original Installer; comply with the original Installer's recommendations.

1. In general, where cutting, use hand or small power tools designed for sawing or grinding, not hammering and chopping. Cut holes and slots as small as possible, neatly to size required, and with minimum disturbance of adjacent surfaces. Temporarily cover openings when not in use.

2. To avoid marring existing finished surfaces, cut or drill from the exposed or finished side into concealed surfaces.

3. Cut through concrete and masonry using a cutting machine, such as a Carborundum saw or a diamond-core drill.

4. Comply with requirements of applicable Division 2 Sections where cutting and patching requires excavating and backfilling.

5. Where services are required to be removed, relocated, or abandoned, by-pass utility services, such as pipe or conduit, before cutting. Cut-off pipe or conduit in walls or partitions to be removed. Cap, valve, or plug and seal the remaining portion of pipe or conduit to prevent entrance of moisture or other foreign matter after by-passing and cutting.

C. Patching: Patch with durable seams that are as invisible as possible. Comply with specified tolerances.

1. Where feasible, inspect and test patched areas to demonstrate integrity of the installation.

2. Restore exposed finishes of patched areas and extend finish restoration into retained adjoining construction in a manner that will eliminate evidence of patching and refinishing.

3. Where removing walls or partitions extends one finished area into another, patch and repair floor and wall surfaces in the new space. Provide an even surface of uniform color and appearance. Remove existing floor and wall coverings and replace with new materials, if necessary, to achieve uniform color and appearance.

.1 Where patching occurs in a smooth painted surface, extend final paint coat over entire unbroken surface containing the patch after the area has received primer and second coat.

4. Patch, repair, or rehang existing ceilings as necessary to provide an even-plane surface of uniform appearance.

3.04 CLEANING

A. Clean areas and spaces where cutting and patching are performed. Completely remove paint, mortar, oils, putty, and similar items. Thoroughly clean piping, conduit, and similar features before applying paint or other finishing materials. Restore damaged pipe covering to its original condition.

END OF SECTION 01 40 50

SECTION 01 50 10

PART 1 GENERAL

1.01 RELATED DOCUMENTS

A. Drawings and general provisions of the Contract, including other Division 1 Specification Sections, apply to this Section.

1.02 SUMMARY

A. This Section includes requirements for construction facilities and temporary controls, including temporary utilities, support facilities, and security and protection.

B. Temporary utilities include, but are not limited to, the following:

1. Water service and distribution. 2. Temporary electric power and light. 3. Sanitary facilities, including drinking water.

C. Support facilities include, but are not limited to, the following:

1. Field offices and storage sheds. 2. Temporary enclosures. 3. Hoists. 4. Temporary project identification signs and bulletin boards. 5. Waste disposal services. 6. Rodent and pest control. 7. Construction aids and miscellaneous services and facilities.

D. Security and protection facilities include, but are not limited to, the following:

1. Temporary fire protection. 2. Barricades, warning signs, and lights. 3. Enclosure fence for the limits of construction. 4. Environmental protection.

E. Unless noted otherwise, the General Contractor will be responsible for provision of all temporary utilities and all security and protection facilities required for this bid package.

1.03 SUBMITTALS

A. Temporary Utilities: Submit reports of tests, inspections and similar procedures performed on temporary utilities.

B. Implementation and Termination Schedule: Within 15 days of the date established for commencement of the Work, submit a schedule indicating implementation and termination of each temporary utility, if any.

A. Regulations: Comply with industry standards and applicable laws and regulations of authorities having jurisdiction including, but not limited to, the following:

1. Building code requirements.

2. Health and safety regulations.

3. Utility company regulations.

4. Police, fire department, and rescue squad rules.

5. Environmental protection regulations.

B. Standards: Comply with NFPA 241 "Standard for Safeguarding Construction, Alterations, and Demolition Operations," ANSI A10 Series standards for "Safety Requirements for Construction and Demolition," and NECA Electrical Design Library "Temporary Electrical Facilities."

1. Electrical Service: Comply with NEMA, NECA, and UL standards and regulations for temporary electric service. Install service in compliance with NFPA 70 "National Electric Code."

C. Inspections: Arrange for authorities having jurisdiction to inspect and test each temporary utility before use. Obtain required certifications and permits.

1.05 PROJECT CONDITIONS

A. Temporary Utilities: Prepare a schedule indicating dates for implementation and termination of each temporary utility. At the earliest feasible time, when acceptable to the Owner, change over from use of temporary service to use of permanent service.

B. Conditions of Use: Keep temporary services and facilities clean and neat in appearance. Operate in a safe and efficient manner. Relocate temporary services and facilities as the Work progresses. Do not overload facilities or permit them to interfere with progress. Take necessary fire-prevention measures. Do not allow hazardous, dangerous, or unsanitary conditions, or public nuisances to develop or persist on-site.

PART 2 PRODUCTS

2.01 MATERIALS

A. General: Provide new materials. If acceptable to the Architect, the Contractor may use undamaged, previously used materials in serviceable condition. Provide materials suitable for use intended.

B. Water: Potable water shall be provided by the Contractor.

C. Safety Fencing: Enclose the limits of construction with a safety and screening fence, including gates and warning signs, to protect the public from construction activities. The fence shall be chain link covered by a solid screening material. The fence shall be 8 feet high, supported and tightly secured to steel posts located on

2.02 EQUIPMENT

A. General: The Contractor may use undamaged, previously used equipment in serviceable condition. Provide equipment acceptable to the Owner. Provide equipment suitable for use intended.

B. Water Hoses: Provide 3/4-inch (19-mm), heavy-duty, abrasion-resistant, flexible rubber hoses 100 feet (30 m) long, with pressure rating greater than the maximum pressure of the water distribution system. Provide adjustable shutoff nozzles at hose discharge.

C. Electrical Outlets: Provide properly configured, NEMA-polarized outlets to prevent insertion of 110- to 120-Volt plugs into higher voltage outlets. Provide receptacle outlets equipped with ground-fault circuit interrupters, reset button, and pilot light for connection of power tools and equipment.

D. Electrical Power Cords: Provide grounded extension cords. Use hard-service cords where exposed to abrasion and traffic. Provide waterproof connectors to connect separate lengths of electric cords if single lengths will not reach areas where construction activities are in progress. Do not exceed safe length-voltage ratio.

E. Lamps and Light Fixtures: Provide general service incandescent lamps of wattage required for adequate illumination. Provide guard cages or tempered-glass enclosures where exposed to breakage. Provide exterior fixtures where exposed to moisture.

F. Temporary Toilet Units: Provide self-contained, single-occupant toilet units of the chemical, aerated recirculation, or combustion type. Provide units properly vented and fully enclosed with a glass-fiber-reinforced polyester shell or similar nonabsorbent material.

G. Fire Extinguishers: Provide hand-carried, portable, UL-rated, Class A fire extinguishers for temporary offices and similar spaces. In other locations, provide hand-carried, portable, UL-rated, Class ABC, dry-chemical extinguishers or a combination of extinguishers of NFPA-recommended classes for the exposures.

I.1 Comply with NFPA 10 and NFPA 241 for classification, extinguishing agent, and size required by location and class of fire exposure.

PART 3 EXECUTION

3.01 INSTALLATION

A. Use qualified personnel for installation of temporary facilities. Locate facilities where they will serve the Project adequately and result in minimum interference with performance of the Work. Relocate and modify facilities as required.

B. Provide each facility ready for use when needed to avoid delay. Maintain and modify as required. Do not remove until facilities are no longer needed or are replaced by authorized use of completed permanent facilities.

A. General: Engage the appropriate local utility company to install temporary service or connect to existing service. Where company provides only part of the service, provide the remainder with matching, compatible materials and equipment. Comply with company recommendations.

1. Arrange with company and existing users for a time when service can be interrupted, if necessary, to make connections for temporary services.

2. Provide adequate capacity at each stage of construction. Prior to temporary utility availability, provide trucked-in services.

3. Obtain easements to bring temporary utilities to the site where the Owner's easements cannot be used for that purpose.

4. Use Charges: Cost or use charges for temporary facilities (With the excepton of water) are not chargeable to the Owner or Architect. Neither the Owner nor Architect will accept cost or use charges as a basis of claims for Change Orders.

B. Water Service: Use the existing water service. Water use charges required for construction activities shall will be paid for by the Contractor. Install water distribution piping of sizes and pressures adequate for construction until construction is complete if required.

1. Sterilization: Sterilize water piping.

C. Temporary Electric Power Service: Provide weatherproof, grounded electric power service and distribution system of sufficient size, capacity, and power characteristics during construction period.

D. Sanitary facilities include temporary toilets, wash facilities, and drinking-water fixtures. Comply with regulations and health codes for the type, number, location, operation, and maintenance of fixtures and facilities. Install where facilities will best serve the Project's needs.

1. Provide toilet tissue, paper towels, paper cups, and similar disposable materials for each facility. Provide covered waste containers for used material.

E. Sewers and Drainage: Provide temporary connections to remove effluent that can be discharged lawfully.

1. Filter out excessive amounts of soil, construction debris, chemicals, oils, and similar contaminants that might clog sewers or pollute waterways before discharge.

2. Connect temporary sewers to the municipal system, as directed by sewer department officials.

3. Maintain temporary sewers and drainage facilities in a clean, sanitary condition. Following heavy use, restore normal conditions promptly.

CCPRC Pool Projects 01 50 10-4 Job #17034 May 2018 ©2017 Water Technology, Inc. 4. Provide earthen embankments and similar barriers in and around excavations and subgrade construction, sufficient to prevent flooding by runoff of storm water from heavy rains.

3.03 SUPPORT FACILITIES INSTALLATION

A. Collection and Disposal of Waste: Collect waste from construction areas and elsewhere daily. Comply with requirements of NFPA 241 for removal of combustible waste material and debris. Enforce requirements strictly. Do not hold materials more than 7 days during normal weather or 3 days when the temperature is expected to rise above 80 deg F (27 deg C). Handle hazardous, dangerous, or unsanitary waste materials separately from other waste by containerizing properly. Dispose of material lawfully.

B. Rodent and Pest Control: Before foundation work has been completed, retain a local exterminator or pest control company to recommend practices to minimize attraction and harboring of rodents, roaches, and other pests. Employ this service to perform extermination and control procedures at regular intervals so the Project will be free of pests and their residues at Substantial Completion. Perform control operations lawfully, using environmentally safe materials.

3.04 SECURITY AND PROTECTION FACILITIES INSTALLATION

A. Comply with NFPA 10 "Standard for Portable Fire Extinguishers" and NFPA 241 "Standard for Safeguarding Construction, Alterations, and Demolition Operations."

1. Locate fire extinguishers where convenient and effective for their intended purpose, but not less than one extinguisher on each floor at or near each usable stairwell.

2. Store combustible materials in containers in fire-safe locations.

3. Maintain unobstructed access to fire extinguishers, fire hydrants, temporary fire-protection facilities, stairways, and other access routes for fighting fires. Prohibit smoking in hazardous fire-exposure areas.

4. Provide supervision of welding operations, combustion-type temporary heating units, and similar sources of fire ignition.

B. Barricades, Warning Signs, and Lights: Comply with standards and code requirements for erection of structurally adequate barricades. Paint with appropriate colors, graphics, and warning signs to inform personnel and the public of the hazard being protected against. Where appropriate and needed, provide lighting, including flashing red or amber lights.

C. Storage: Where materials and equipment must be stored, and are of value or attractive for theft, provide a secure lockup. Enforce discipline in connection with the installation and release of material to minimize the opportunity for theft and vandalism.

D. Environmental Protection: Provide protection, operate temporary facilities, and conduct construction in ways and by methods that comply with environmental regulations, and minimize the possibility that air, waterways, and subsoil might be contaminated or polluted or that other undesirable effects might result. Avoid use of tools and equipment that produce harmful noise. Restrict use of noise-making

3.05 OPERATION, TERMINATION, AND REMOVAL

A. Supervision: Enforce strict discipline in use of temporary facilities. Limit availability of temporary facilities to essential and intended uses to minimize waste and abuse.

B. Maintenance: Maintain facilities in good operating condition until removal. Protect from damage by freezing temperatures and similar elements.

1. Maintain operation of temporary enclosures, heating, cooling, humidity control, ventilation, and similar facilities on a 24-hour basis where required to achieve indicated results and to avoid possibility of damage.

2. Protection: Prevent water-filled piping from freezing. Maintain markers for underground lines. Protect from damage during excavation operations.

C. Termination and Removal: Unless the Architect requests that it be maintained longer, remove each temporary facility when the need has ended, when replaced by authorized use of a permanent facility, or no later than Substantial Completion. Complete or, if necessary, restore permanent construction that may have been delayed because of interference with the temporary facility. Repair damaged Work, clean exposed surfaces, and replace construction that cannot be satisfactorily repaired.

1. Materials and facilities that constitute temporary facilities are the Contractor's property. The Owner reserves the right to take possession of project identification signs.

2. Remove temporary paving not intended for or acceptable for integration into permanent paving. Where the area is intended for landscape development, remove soil and aggregate fill that do not comply with requirements for fill or subsoil in the area. Remove materials contaminated with road oil, asphalt and other petrochemical compounds, and other substances that might impair growth of plant materials or lawns. Repair or replace street paving, curbs, and sidewalks at the temporary entrances, as required by the governing authority.

END OF SECTION 01 50 10

FIELD ENGINEERING

PART 1 – GENERAL

1.01 RELATED DOCUMENTS

A. Drawings and general provisions of the Contract, including other Division 1 Specification Sections, apply to this Section.

1.02 SUMMARY

A. General: This Section specifies administrative and procedural requirements for field- engineering services including, but not limited to, the following: 1. Land survey work 2. Civil-engineering services 3. Electrical work 4. Pool work 5. Waterslide work

B. Related Sections: The following Sections contain requirements that relate to this Section:

1. Division 1 Section "Coordination" for procedures for coordinating field engineering with other construction activities. 2. Division 1 Section "Project Closeout" for submitting final property survey with Project Record Documents and recording of Owner-accepted deviations from indicated lines and levels.

1.03 SUBMITTALS

A. Certificates: Submit a certificate signed by the land surveyor or professional engineer certifying the location and elevation of improvements.

B. Project Record Documents: Submit a record of Work performed and record survey data as required under provisions of "Submittals" and "Project Closeout" Sections.

1.04 QUALITY ASSURANCE

A. Surveyor Qualifications: Engage a land surveyor registered in the state where the Project is located, to perform required land-surveying services.

B. Engineer/Designer Qualifications: Engage an engineer or designer of the discipline required, licensed in the state where the Project is located, to perform required engineering services.

PART 2 - PRODUCTS (Not Applicable)

PART 3 – EXECUTION

3.01 EXAMINATION A. Verify layout information shown on the Drawings, in relation to the property survey and existing benchmarks, before proceeding to lay out the Work. Locate and protect existing benchmarks and control points. Preserve permanent reference points during construction.

1. Do not change or relocate benchmarks or control points without prior written approval. Promptly report lost or destroyed reference points or requirements to relocate reference points because of necessary changes in grades or locations. 2. Promptly replace lost or destroyed Project control points. Base replacements on the original survey control points.

B. Establish and maintain a minimum of 2 permanent benchmarks on the site, referenced to data established by survey control points. 1. Record benchmark locations, with horizontal and vertical data, on Project Record Documents.

C. Existing Utilities and Equipment: The existence and location of underground and other utilities and construction indicated as existing are not guaranteed. Before beginning work, investigate and verify the existence and location of underground utilities and other construction.

1. Prior to construction, verify the location and invert elevation at points of connection of sanitary sewer, storm sewer, and water-service piping.

3.02 PERFORMANCE

A. Work from lines and levels established by the property survey. Establish benchmarks and markers to set lines and levels at each story of construction and elsewhere as needed to locate each element of the Project. Calculate and measure required dimensions within indicated or recognized tolerances. Do not scale Drawings to determine dimensions.

1. Advise entities engaged in construction activities of marked lines and levels provided for their use. 2. As construction proceeds, check every major element for line, level, and plumb.

B. Site Improvements: Locate and lay out site improvements, including pavements, stakes for grading, fill and topsoil placement, utility slopes, and invert elevations.

C. Building Lines and Levels: Locate and lay out batter boards for structures, and control lines and levels required for mechanical and electrical work.

D. Existing Utilities: Furnish information necessary to adjust, move, or relocate existing structures, utility poles, lines, services, or other appurtenances located in or affected by construction. Coordinate with local authorities having jurisdiction.

END OF SECTION 01 50 40

SECTION 01 56 39

TREE PROTECTION

1. GENERAL

1.01 RELATED DOCUMENTS

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

1.02 SUMMARY

A. This Section includes the protection of trees that interfere with, or are affected by, execution of the Work, whether temporary or new construction.

B. Related Sections include the following: 1. Division 1 Section "Summary of Work" for limits placed on Contractor's use of the site. 2. Division 1 Section “Construction Facilities and Temporary Controls” for temporary tree protection. 3. Division 2 Section "Site Clearing" for removal limits of trees, shrubs, and other plantings affected by new construction. 4. Division 2 Section “Earthwork” for building and utility trench excavation, backfilling, compacting and grading requirements, and soil materials.

1.03 SUBMITTALS

A. Product Data: For each type of product indicated.

B. Qualification Data: For firms and persons specified in "Quality Assurance" Article to demonstrate their capabilities and experience. Include lists of completed projects with project names and addresses, names and addresses of architects and owners, and other information specified.

C. Maintenance Recommendations: From a qualified arborist for care and protection of trees affected by construction during and after completing the Work.

1.04 QUALITY ASSURANCE

A. Tree Service Qualifications: An experienced tree service firm that has successfully completed tree protection and trimming work similar to that required for this Project and that will assign an experienced, qualified arborist to Project site on a full-time basis during execution of the Work.

B. Preinstallation Conference: Conduct conference at Project site to comply with requirements in Division 1 Section "Project Meetings." 1. Before starting tree protection, meet with representatives of authorities having jurisdiction, Owner, Architect, consultants, and other concerned entities. Review tree protection procedures and responsibilities. Notify participants at least three working days before convening conference. Record discussions and agreements and furnish a copy to each participant.

2. PRODUCTS

2.01 MATERIALS

A. Drainage Fill: Selected crushed stone, or crushed or uncrushed gravel, washed, ASTM D 448, Size 24, with 90 to 100 percent passing a 2-1/2-inch (63-mm) sieve and not more than 10 percent passing a 3/4-inch (19-mm) sieve.

B. Topsoil: Fertile, friable, surface soil, containing natural loam and complying with ASTM D 5268. Provide topsoil that is free of stones larger than 1 inch (25 mm) in any dimension and free of other extraneous or toxic matter harmful to plant growth. Obtain topsoil only from well-drained sites where soil occurs in depth of 4 inches (100 mm) or more; do not obtain from bogs or marshes.

C. Filter Fabric: Manufacturer's standard, nonwoven, pervious, geotextile fabric of polypropylene, nylon, or polyester fibers.

D. Temporary Fencing: Shall be 42” high plastic fencing, orange in color and supported with driven steel posts at a maximum spacing of 6’0”. Plastic fencing shall be secured to posts with tie wires.

3. EXECUTION

3.01 PREPARATION

A. Temporary Fencing: Install temporary fencing located as indicated or outside the drip line of trees to protect remaining vegetation from construction damage.

B. Protect tree root systems from damage due to noxious materials caused by runoff or spillage while mixing, placing, or storing construction materials. Protect root systems from flooding, eroding, or excessive wetting caused by dewatering operations.

C. Do not store construction materials, debris, or excavated material within the drip line of remaining trees. Do not permit vehicles or foot traffic within the drip line; prevent soil compaction over root systems.

D. Do not allow fires under or adjacent to remaining trees or other plants.

3.02 EXCAVATION

A. Install shoring or other protective support systems to minimize sloping or benching of excavations.

B. Do not excavate within drip line of trees, unless otherwise indicated.

C. Where excavation for new construction is required within drip line of trees, hand clear and excavate to minimize damage to root systems. Use narrow-tine spading forks and comb soil to expose roots. 1. Relocate roots in backfill areas where possible. If encountering large, main lateral roots, expose roots beyond excavation limits as required to bend and relocate them without breaking. If encountered immediately adjacent to location of new construction and relocation is not practical, cut roots approximately 3 inches (75 mm) back from new construction. 2. Do not allow exposed roots to dry out before placing permanent backfill. Provide temporary earth cover or pack with peat moss and wrap with burlap. Water and maintain in a moist condition. Temporarily support and protect roots from damage until they are permanently relocated and covered with soil.

D. Where utility trenches are required within drip line of trees, tunnel under or around roots by drilling, auger boring, pipe jacking, or digging by hand.

1. Root Pruning: Do not cut main lateral roots or taproots; cut only smaller roots that interfere with installation of utilities. Cut roots with sharp pruning instruments; do not break or chop.

3.03 REGRADING

A. Grade Lowering: Where new finish grade is indicated below existing grade around trees, slope grade beyond drip line of trees. Maintain existing grades within drip line of trees.

B. Grade Lowering: Where new finish grade is indicated below existing grade around trees, slope grade away from trees as recommended by qualified arborist, unless otherwise indicated. 1. Root Pruning: Prune tree roots exposed during grade lowering. Do not cut main lateral roots or taproots; cut only smaller roots. Cut roots with sharp pruning instruments; do not break or chop.

C. Minor Fill: Where existing grade is 6 inches (150 mm) or less below elevation of finish grade, fill with topsoil. Place topsoil in a single uncompacted layer and hand grade to required finish elevations.

D. Moderate Fill: Where existing grade is more than 6 inches (150 mm), but less than 12 inches (300 mm), below elevation of finish grade, place drainage fill, filter fabric, and topsoil on existing grade as follows: 1. Carefully place drainage fill against tree trunk approximately 2 inches (50 mm) above elevation of finish grade and extend not less than 18 inches (450 mm) from tree trunk on all sides. For balance of area within drip-line perimeter, place drainage fill up to 6 inches (150 mm) below elevation of grade. 2. Place filter fabric with edges overlapping 6 inches (150 mm) minimum. 3. Place fill layer of topsoil to finish grade. Do not compact drainage fill or topsoil. Hand grade to required finish elevations.

3.04 TREE REPAIR AND REPLACEMENT

A. Promptly repair trees damaged by construction operations within 24 hours. Treat damaged trunks, limbs, and roots according to written instructions of the qualified arborist.

B. Remove and replace dead and damaged trees that the qualified arborist determines to be incapable of restoring to a normal growth pattern. 1. Provide new trees of the same size and species as those being replaced; plant and maintain as specified in Division 2 Section "Trees and Shrubs." 2. Provide new trees of 6-inch (150-mm) caliper size and of a species selected by Owner when trees more than 6 inches (150 mm) in caliper size, measured 12 inches (300 mm) above grade, are required to be replaced.

C. Aerate surface soil, compacted during construction, 10 feet (3 m) beyond drip line and no closer than 36 inches (900 mm) to tree trunk. Drill 2-inch- (50-mm-) diameter holes a minimum of 12 inches (300 mm) deep at 24 inches (600 mm) o.c. Backfill holes with an equal mix of augured soil and sand.

3.05 DISPOSAL OF WASTE MATERIALS

A. Burning is not permitted.

B. Disposal: Remove excess excavated material, displaced trees, and excess chips from Owner's property.

END OF SECTION 01 56 39

PAGE NOT USED

MATERIALS AND EQUIPMENT

SECTION 01 60 00

PART 1 GENERAL

1.01 RELATED DOCUMENTS

A. Drawings and general provisions of the Contract, including other Division 1 Specification Sections, apply to this Section.

1.02 SUMMARY

A. This Section includes administrative and procedural requirements governing the Contractor's selection of products for use in the Project.

B. Related Sections: The following Sections contain requirements that relate to this Section:

1. Division 1 Section 01 20 00 Project Meetings. 2. Division 1 Section 01 34 00 Shop Drawings, Product Data and Samples. 3. Division 1 Section 01 40 10 Coordination.

1.03 DEFINITIONS

A. Definitions used in this Article are not intended to change the meaning of other terms used in the Contract Documents, such as "specialties," "systems," "structure," "finishes," "accessories," and similar terms. Such terms are self- explanatory and have well-recognized meanings in the construction industry.

1. "Products" are items purchased for incorporation in the Work, whether purchased for the Project or taken from previously purchased stock. The term "product" includes the terms "material," "equipment," "system," and terms of similar intent.

a. "Named Products" are items identified by the manufacturer's product name, including make or model number or other designation, shown or listed in the manufacturer's published product literature, that is current as of the date of the Contract Documents. b. "Foreign Products," as distinguished from "domestic products," are items substantially manufactured (50 percent or more of value) outside the United States and its possessions. Products produced or supplied by entities substantially owned (more than 50 percent) by persons who are not citizens of, nor living within, the United States and its possessions are also considered to be foreign products.

2. "Materials" are products substantially shaped, cut, worked, mixed, finished, refined or otherwise fabricated, processed, or installed to form a part of the Work.

3. "Equipment" is a product with operational parts, whether motorized or manually operated, that requires service connections, such as wiring or piping.

A. Source Limitations: To the fullest extent possible, provide products of the same kind from a single source.

1. When specified products are available only from sources that do not, or cannot, produce a quantity adequate to complete project requirements in a timely manner, consult with the Architect to determine the most important product qualities before proceeding. Qualities may include attributes, such as visual appearance, strength, durability, or compatibility. When a determination has been made, select products from sources producing products that possess these qualities, to the fullest extent possible.

B. Compatibility of Options: When the Contractor is given the option of selecting between 2 or more products for use on the Project, the product selected shall be compatible with products previously selected, even if previously selected products were also options.

1. Each contractor is responsible for providing products and construction methods that are compatible with products and construction methods of other prime or separate contractors.

2. If a dispute arises between contractors over concurrently selectable, but incompatible products, the Architect will determine which products shall be retained and which are incompatible and must be replaced.

C. Foreign Product Limitations: Except under one or more of the following conditions, provide domestic products, not foreign products, for inclusion in the Work:

1. No available domestic product complies with the Contract Documents.

2. Domestic products that comply with the Contract Documents are available only at prices or terms substantially higher than foreign products that comply with the Contract Documents.

D. Nameplates: Except for required labels and operating data, do not attach or imprint manufacturer's or producer's nameplates or trademarks on exposed surfaces of products that will be exposed to view in occupied spaces or on the exterior.

1. Labels: Locate required product labels and stamps on concealed surfaces or, where required for observation after installation, on accessible surfaces that are not conspicuous.

2. Equipment Nameplates: Provide a permanent nameplate on each item of service-connected or power-operated equipment. Locate on an easily accessible surface that is inconspicuous in occupied spaces. The nameplate shall contain the following information and other essential operating data:

a. Name of product and manufacturer. b. Model and serial number. c. Capacity. d. Speed. e. Ratings.

1.05 PRODUCT DELIVERY, STORAGE, AND HANDLING

A. Deliver, store, and handle products according to the manufacturer's recommendations, using means and methods that will prevent damage, deterioration, and loss, including theft.

1. Schedule delivery to minimize long-term storage at the site and to prevent overcrowding of construction spaces. 2. Coordinate delivery with installation time to assure minimum holding time for items that are flammable, hazardous, easily damaged, or sensitive to deterioration, theft, and other losses. 3. Deliver products to the site in an undamaged condition in the manufacturer's original sealed container or other packaging system, complete with labels and instructions for handling, storing, unpacking, protecting, and installing. 4. Inspect products upon delivery to ensure compliance with the Contract Documents and to ensure that products are undamaged and properly protected. 5. Store products at the site in a manner that will facilitate inspection and measurement of quantity or counting of units. 6. Store heavy materials away from the Project structure in a manner that will not endanger the supporting construction. 7. Store products subject to damage by the elements above ground, under cover in a weathertight enclosure, with ventilation adequate to prevent condensation. Maintain temperature and humidity within range required by manufacturer's instructions.

PART 2 PRODUCTS

2.1 PRODUCT SELECTION

A. General Product Requirements: Provide products that comply with the Contract Documents, that are undamaged and, unless otherwise indicated, new at the time of installation.

1. Provide products complete with accessories, trim, finish, safety guards, and other devices and details needed for a complete installation and the intended use and effect. 2. Standard Products: Where available, provide standard products of types that have been produced and used successfully in similar situations on other projects.

B. Product Selection Procedures: The Contract Documents and governing regulations govern product selection. Procedures governing product selection include the following:

1. Proprietary Specification Requirements: Where Specifications name only a single product or manufacturer, provide the product indicated. No substitutions will be permitted. 2. Semiproprietary Specification Requirements: Where Specifications name 2 or more products or manufacturers, provide 1 of the products indicated. No substitutions will be permitted.

a. Where Specifications specify products or manufacturers by name, accompanied by the term "or equal" or "or approved equal," comply with

3. Nonproprietary Specifications: When Specifications list products or manufacturers that are available and may be incorporated in the Work, but do not restrict the Contractor to use of these products only, the Contractor may propose any available product that complies with Contract requirements. Comply with Contract Document provisions concerning "substitutions" to obtain approval for use of an unnamed product.

4. Descriptive Specification Requirements: Where Specifications describe a product or assembly, listing exact characteristics required, with or without use of a brand or trade name, provide a product or assembly that provides the characteristics and otherwise complies with Contract requirements.

5. Performance Specification Requirements: Where Specifications require compliance with performance requirements, provide products that comply with these requirements and are recommended by the manufacturer for the application indicated.

a. Manufacturer's recommendations may be contained in published product literature or by the manufacturer's certification of performance.

6. Compliance with Standards, Codes, and Regulations: Where Specifications only require compliance with an imposed code, standard, or regulation, select a product that complies with the standards, codes, or regulations specified.

7. Visual Matching: Where Specifications require matching an established Sample, the Architect's decision will be final on whether a proposed product matches satisfactorily.

b. Where no product available within the specified category matches satisfactorily and complies with other specified requirements, comply with provisions of the Contract Documents concerning "substitutions" for selection of a matching product in another product category.

8. Visual Selection: Where specified product requirements include the phrase "... as selected from manufacturer's standard colors, patterns, textures ..." or a similar phrase, select a product and manufacturer that complies with other specified requirements. The Architect will select the color, pattern, and texture from the product line selected.

PART 3 EXECUTION

3.01 INSTALLATION OF PRODUCTS

A. Comply with manufacturer's instructions and recommendations for installation of products in the applications indicated. Anchor each product securely in place, accurately located and aligned with other Work.

1. Clean exposed surfaces and protect as necessary to ensure freedom from damage and deterioration at time of Substantial Completion.

END OF SECTION 01 60 00

SECTION 01 63 10

PART 1 GENERAL

1.01 RELATED DOCUMENTS

A. Drawings and general provisions of the Contract, including other Division 1 Specification Sections, apply to this Section.

1.02 SUMMARY

A. This Section includes administrative and procedural requirements for handling requests for substitutions made after award of the Contract.

B. Related Sections: The following Sections contain requirements that relate to this Section:

1. Division 1 Section 01 20 00 Project Meetings. 2. Division 1 Section 01 34 00 Shop Drawings, Product Data and Samples. 3. Division 1 Section 01 40 10 Coordination.

1.03 DEFINITIONS

A. Definitions in this Article do not change or modify the meaning of other terms used in the Contract Documents.

B. Substitutions: Changes in products, materials, equipment, and methods of construction required by the Contract Documents proposed by the Contractor after award of the Contract are considered to be requests for substitutions. The following are not considered to be requests for substitutions:

1. Substitutions requested during the bidding period, and accepted by Addendum prior to award of the Contract, are included in the Contract Documents and are not subject to requirements specified in this Section for substitutions. 2. Revisions to the Contract Documents requested by the Owner or Architect.

3. Specified options of products and construction methods included in the Contract Documents.

4. The Contractor's determination of and compliance with governing regulations and orders issued by governing authorities.

1.04 SUBMITTALS

A. Substitution Request Submittal: The Architect will consider requests for substitution if received within 14 days after commencement of the Work. Requests received more than 14 days after commencement of the Work may be considered or rejected at the discretion of the Architect.

1. Submit 3 copies of each request for substitution for consideration. Submit requests in the form and according to procedures required for change-order proposals.

2. Identify the product or the fabrication or installation method to be replaced in each request. Include related Specification Section and Drawing numbers.

3. Provide complete documentation showing compliance with the requirements for substitutions, and the following information, as appropriate:

a. Coordination information, including a list of changes or modifications needed to other parts of the Work and to construction performed by the Owner and separate contractors, that will be necessary to accommodate the proposed substitution. b. A detailed comparison of significant qualities of the proposed substitution with those of the Work specified. Significant qualities may include elements, such as performance, weight, size, durability, and visual effect. c. Product Data, including Drawings and descriptions of products and fabrication and installation procedures. Include both specified and intended substitute products. d. Samples, where applicable or requested. e. A statement indicating the substitution’s effect on the Contractor's Construction Schedule compared to the schedule without approval of the substitution. Indicate the effect of the proposed substitution on overall Contract Time. f. Cost information, including a proposal of the net change, if any in the Contract Sum. g. By proposing the substitution, the Contractor certifies that the proposed substitution conforms to requirements in the Contract Documents in every respect and is appropriate for the applications indicated. h. The Contractor, by proposing the substitution, agrees to waive any rights to additional payment or time that may subsequently become necessary because of the failure of the substitution to perform adequately.

1. Architect's Action: If necessary, the Architect will request additional information or documentation for evaluation. The Architect will notify the Contractor of acceptance or rejection of the substitution within 2 weeks of receipt of the request, or one week of receipt of additional information or documentation, whichever is later. Acceptance will be in the form of a change order.

a. Use the product specified if the Architect cannot make a decision on the use of a proposed substitute within the time allocated. PART 2 PRODUCTS

2.01 SUBSTITUTIONS

A. Conditions: The Architect will receive and consider the Contractor's request for substitution when one or more of the following conditions are satisfied, as determined by the Architect. If the following conditions are not satisfied, the Architect will return the requests without action except to record noncompliance with these requirements.

1. Extensive revisions to the Contract Documents are not required. 2. Proposed changes are in keeping with the general intent of the Contract Documents.

CCPRC Pool Projects 01 63 10-2 Job #17034 May 2018 ©2017 Water Technology, Inc. 3. The request is timely, fully documented, and properly submitted. 4. The specified product or method of construction cannot be provided within the Contract Time. The Architect will not consider the request if the product or method cannot be provided as a result of failure to pursue the Work promptly or coordinate activities properly. 5. The request is directly related to an "or-equal" clause or similar language in the Contract Documents. 6. The requested substitution offers the Owner a substantial advantage, in cost, time, energy conservation, or other considerations, after deducting additional responsibilities the Owner must assume. The Owner's additional responsibilities may include compensation to the Architect for redesign and evaluation services, increased cost of other construction by the Owner, and similar considerations. 7. The specified product or method of construction cannot receive necessary approval by a governing authority, and the requested substitution can be approved. 8. The specified product or method of construction cannot be provided in a manner that is compatible with other materials and where the Contractor certifies that the substitution will overcome the incompatibility. 9. The specified product or method of construction cannot be coordinated with other materials and where the Contractor certifies that the proposed substitution can be coordinated. 10. The specified product or method of construction cannot provide a warranty required by the Contract Documents and where the Contractor certifies that the proposed substitution provides the required warranty. 11. Where a proposed substitution involves more than one prime contractor, each contractor shall cooperate with the other contractors involved to coordinate the Work, provide uniformity and consistency, and assure compatibility of products.

B. The Contractor's submittal and the Architect's acceptance of Shop Drawings, Product Data, or Samples for construction activities not complying with the Contract Documents do not constitute an acceptable or valid request for substitution, nor do they constitute approval.

PART 3 EXECUTION (Not Applicable)

END OF SECTION 01 63 10

PAGE NOT USED

SECTION 01 70 00

PART 1 GENERAL

1.1 RELATED DOCUMENTS

A. Drawings and general provisions of the Contract, including other Division 1 Specification Sections, apply to this Section.

1.2 SUMMARY

A. This Section includes administrative and procedural requirements for contract closeout including, but not limited to, the following:

1. Inspection procedures. 2. Project record document submittal. 3. Operation and maintenance manual submittal. 4. Submittal of warranties. 5. Final cleaning.

B. Closeout requirements for specific construction activities are included in the appropriate Sections in Divisions 2 through 33.

1.3 SUBSTANTIAL COMPLETION

A. Preliminary Procedures: Before requesting inspection for certification of Substantial Completion, complete the following. List exceptions in the request.

1. In the Application for Payment that coincides with, or first follows, the date Substantial Completion is claimed, show 100 percent completion for the portion of the Work claimed as substantially complete. a. Include supporting documentation for completion as indicated in these Contract Documents and a statement showing an accounting of changes to the Contract Sum. b. If 100 percent completion cannot be shown, include a list of incomplete items, the value of incomplete construction, and reasons the Work is not complete. 2. Advise the Owner of pending insurance changeover requirements. 3. Submit specific warranties, workmanship bonds, maintenance agreements, final certifications, and similar documents. 4. Obtain and submit releases enabling the Owner unrestricted use of the Work and access to services and utilities. Include occupancy permits, operating certificates, and similar releases. 5. Submit record drawings, maintenance manuals, final project photographs, damage or settlement surveys, property surveys, and similar final record information. 6. Complete startup testing of systems and instruction of the Owner's operation and maintenance personnel. Discontinue and remove temporary facilities from the site, along with mockups, construction tools, and similar elements. 7. Complete final cleanup requirements, including touchup painting. 8. Touch up and otherwise repair and restore marred, exposed finishes.

B. Inspection Procedures: On receipt of a request for inspection, the Architect will either proceed with inspection or advise the Contractor of unfilled requirements. The Architect will prepare the Certificate of Substantial Completion following inspection or advise the Contractor of construction that must be completed or corrected before the certificate will be issued. CCPRC Pool Projects 01 70 00-1 Job #17034 May 2018 ©2017 Water Technology, Inc.

1. The Architect will repeat inspection when requested and assured that the Work is substantially complete. 2. Results of the completed inspection will form the basis of requirements for final acceptance.

1.4 FINAL ACCEPTANCE

A. Preliminary Procedures: Before requesting final inspection for certification of final acceptance and final payment, complete the following. List exceptions in the request.

1. Submit the final payment request with releases and supporting documentation not previously submitted and accepted. Include insurance certificates for products and completed operations where required. 2. Submit an updated final statement, accounting for and reconciling all approved additions and deductions to the Contract Sum. 3. Submit a certified copy of the Architect's final inspection list of items to be completed or corrected, endorsed and dated by the Architect. The certified copy of the list shall state that each item has been completed or otherwise resolved for acceptance and shall be endorsed and dated by the Architect. 4. Submit evidence of final, continuing insurance coverage complying with insurance requirements.

B. Reinspection Procedure: The Architect will reinspect the Work upon receipt of notice that the Work, including inspection list items from earlier inspections, has been completed, except for items whose completion is delayed under circumstances acceptable to the Architect.

1. Upon completion of reinspection, the Architect will prepare a certificate of final acceptance. If the Work is incomplete, the Architect will advise the Contractor of Work that is incomplete or of obligations that have not been fulfilled but are required for final acceptance. 2. If necessary, reinspection will be repeated, the cost of which will be paid for by the Contractor.

1.5 RECORD DOCUMENT SUBMITTALS

A. General: Do not use record documents for construction purposes. Protect record documents from deterioration and loss in a secure, fire-resistant location. Provide access to record documents for the Architect's reference during normal working hours.

B. Record Drawings: Maintain a clean, undamaged set of black line white-prints of Contract Drawings and Shop Drawings. Mark the set to show the actual installation where the installation varies substantially from the Work as originally shown. Mark which drawing is most capable of showing conditions fully and accurately. Where Shop Drawings are used, record a cross-reference at the corresponding location on the Contract Drawings. Give particular attention to concealed elements that would be difficult to measure and record at a later date.

1. Mark record sets with red erasable pencil. Use other colors to distinguish between variations in separate categories of the Work. 2. Mark new information that is important to the Owner but was not shown on Contract Drawings or Shop Drawings. 3. Note related change-order numbers where applicable. 4. Organize record drawing sheets into manageable sets. Bind sets with durable- paper cover sheets; print suitable titles, dates, and other identification on the cover of each set.

CCPRC Pool Projects 01 70 00-2 Job #17034 May 2018 ©2017 Water Technology, Inc. C. Miscellaneous Record Submittals: Refer to other Specification Sections for requirements of miscellaneous record keeping and submittals in connection with actual performance of the Work. Immediately prior to the date or dates of Substantial Completion, complete miscellaneous records and place in good order. Identify miscellaneous records properly and bind or file, ready for continued use and reference. Submit to the Architect for the Owner's records.

D. Maintenance Manuals: Organize operation and maintenance data into suitable sets of manageable size. Provide electronic PDF versions as well as a bound version. Bind properly indexed data in individual, heavy-duty, 2-inch, 3-ring, vinyl-covered binders, with pocket folders for folded sheet information. Mark appropriate identification on front and spine of each binder. Include the following types of information:

1. Emergency instructions. 2. Spare parts list. 3. Copies of warranties. 4. Wiring diagrams. 5. Recommended "turn-around" cycles. 6. Inspection procedures. 7. Shop Drawings and Product Data.

PART 2 PRODUCTS (Not Applicable)

PART 3 EXECUTION

3.01 CLOSEOUT PROCEDURES

A. Operation and Maintenance Instructions: Arrange for each Installer of equipment that requires regular maintenance to meet with the Owner's personnel to provide instruction in proper operation and maintenance. Provide instruction by manufacturer's representatives if installers are not experienced in operation and maintenance procedures. Include a detailed review of the following items:

1. Maintenance manuals. 2. Record documents. 3. Spare parts and materials. 4. Tools. 5. Lubricants. 6. Identification systems. 7. Control sequences. 8. Hazards. 9. Cleaning. 10. Warranties. 11. Maintenance agreements and similar continuing commitments.

B. As part of instruction for operating equipment, demonstrate the following procedures:

1. Startup. 2. Shutdown. 3. Operations. 4. Emergency operations. 5. Safety procedures. 6. Economy and efficiency adjustments.

3.02 FINAL CLEANING

A. General: The General Conditions require general cleaning during construction. Regular site cleaning is included in Division 1 Section "Construction Facilities and Temporary Controls." CCPRC Pool Projects 01 70 00-3 Job #17034 May 2018 ©2017 Water Technology, Inc.

B. Cleaning: Employ experienced workers for final cleaning. Clean each surface or unit to the condition expected in a normal, commercial building cleaning and maintenance program. Comply with manufacturer's instructions.

1. Complete the following cleaning operations before requesting inspection for certification of Substantial Completion. a. Remove labels that are not permanent labels. b. Clean exposed exterior and interior hard-surfaced finishes to a dust-free condition, free of stains, films, and similar foreign substances. Restore reflective surfaces to their original condition. Leave concrete floors broom clean. c. Wipe surfaces of mechanical and electrical equipment. Remove excess lubrication and other substances. d. Clean the site, including landscape development areas, of rubbish, litter, and other foreign substances. Sweep paved areas broom clean; remove stains, spills, and other foreign deposits. Rake grounds that are neither paved nor planted to a smooth, even-textured surface.

C. Pest Control: Engage an experienced, licensed exterminator to make a final inspection and rid the Project of rodents, insects, and other pests.

D. Removal of Protection: Remove temporary protection and facilities installed for protection of the Work during construction.

E. Compliance: Comply with regulations of authorities having jurisdiction and safety standards for cleaning. Do not burn waste materials. Do not bury debris or excess materials on the Owner's property. Do not discharge volatile, harmful, or dangerous materials into drainage systems. Remove waste materials from the site and dispose of lawfully.

1. Where extra materials of value remain after completion of associated Work, they become the Owner's property. Dispose of these materials as directed by the Owner.

END OF SECTION 01 70 00

SECTION 01 74 00

PART 1 GENERAL

1.01 RELATED DOCUMENTS

A. Drawings and general provisions of the Contract, including other Division 1 Specification Sections, apply to this Section.

1.02 SUMMARY

A. This Section includes administrative and procedural requirements for warranties required by the Contract Documents, including manufacturers standard warranties on products and special warranties.

1. Refer to the General Conditions for terms of the Contractor's period for correction of the Work.

B. Related Sections: The following Sections contain requirements that relate to this Section:

1. Division 1 Section "Contract Closeout" specifies contract closeout procedures. 2. Divisions 2 through 13 Sections for specific requirements for warranties on products and installations specified to be warranted. 3. Certifications and other commitments and agreements for continuing services to Owner are specified elsewhere in the Contract Documents.

C. Disclaimers and Limitations: Manufacturer's disclaimers and limitations on product warranties do not relieve the Contractor of the warranty on the Work that incorporates the products. Manufacturer's disclaimers and limitations on product warranties do not relieve suppliers, manufacturers, and subcontractors required to countersign special warranties with the Contractor.

1.03 DEFINITIONS

A. Standard product warranties are preprinted written warranties published by individual manufacturers for particular products and are specifically endorsed by the manufacturer to the Owner.

B. Special warranties are written warranties required by or incorporated in the Contract Documents, either to extend time limits provided by standard warranties or to provide greater rights for the Owner.

1.04 WARRANTY REQUIREMENTS

A. Related Damages and Losses: When correcting failed or damaged warranted construction, remove and replace construction that has been damaged as a result of such failure or must be removed and replaced to provide access for correction of warranted construction.

B. Reinstatement of Warranty: When Work covered by a warranty has failed and been corrected by replacement or rebuilding, reinstate the warranty by written

CCPRC Pool Projects 01 74 00-1 Job #17034 May 2018 ©2017 Water Technology, Inc. endorsement. The reinstated warranty shall be equal to the original warranty with an equitable adjustment for depreciation.

C. Replacement Cost: Upon determination that Work covered by a warranty has failed, replace or rebuild the Work to an acceptable condition complying with requirements of the Contract Documents. The Contractor is responsible for the cost of replacing or rebuilding defective Work regardless of whether the Owner has benefited from use of the Work through a portion of its anticipated useful service life.

D. Owner's Recourse: Expressed warranties made to the Owner are in addition to implied warranties and shall not limit the duties, obligations, rights, and remedies otherwise available under the law. Expressed warranty periods shall not be interpreted as limitations on the time in which the Owner can enforce such other duties, obligations, rights, or remedies.

D.1 Rejection of Warranties: The Owner reserves the right to reject warranties and to limit selection to products with warranties not in conflict with requirements of the Contract Documents.

E. Where the Contract Documents require a special warranty, or similar commitment on the Work or part of the Work, the Owner reserves the right to refuse to accept the Work, until the Contractor presents evidence that entities required to countersign such commitments are willing to do so.

1.05 SUBMITTALS

A. Submit written warranties to the Architect prior to the date certified for Substantial Completion. If the Architect's Certificate of Substantial Completion designates a commencement date for warranties other than the date of Substantial Completion for the Work, or a designated portion of the Work, submit written warranties upon request of the Architect.

1. When a designated portion of the Work is completed and occupied or used by the Owner, by separate agreement with the Contractor during the construction period, submit properly executed warranties to the Architect within 15 days of completion of that designated portion of the Work.

B. When the Contract Documents require the Contractor, or the Contractor and a subcontractor, supplier or manufacturer to execute a special warranty, prepare a written document that contains appropriate terms and identification, ready for execution by the required parties. Submit a draft to the Owner, through the Architect, for approval prior to final execution.

C. Forms for special warranties are included at the end of this Section. Prepare a written document utilizing the appropriate form, ready for execution by the Contractor, or by the Contractor, subcontractor, supplier, or manufacturer. Submit a draft to the Owner, through the Architect, for approval prior to final execution.

1. Refer to Divisions 2 through 13 Sections for specific content requirements and particular requirements for submitting special warranties.

D. Form of Submittal: At Final Completion, provide an electronic copy of each required warranty properly executed by the Contractor, or by the Contractor, subcontractor, supplier, or manufacturer. Organize the warranty documents into an orderly sequence based on the table of contents of the Project Manual.

PART 2 PRODUCTS (Not Applicable)

PART 3 EXECUTION (Not Applicable)

END OF SECTION 01 74 00

SELECTIVE DEMOLITION

1. GENERAL

1.01 RELATED DOCUMENTS

A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section.

1.02 SUMMARY

A. This Section includes the following: 1. Demolition and removal of selected pool/slide and site elements. 2. Patching and repairs.

B. Related Sections: The following Sections contain requirements that relate to this Section: 1. Division 1 Section "Summary of Work" for use of the building and phasing requirements. 2. Division 1 Section "Cutting and Patching" for cutting and patching procedures for selective demolition operations. 3. Division 1 Section "Construction Facilities and Temporary Controls" for temporary utilities, temporary construction and support facilities, temporary security and protection facilities, and environmental protection measures for selective demolition operations. 4. Division 1 Section "Contract Closeout" for record document requirements. 5. Division 1 Section "Tree Protection" for protecting trees remaining on-site. 6. Division 3 Section "Site Clearing & Erosion Control" for site clearing and removing above- and below-grade improvements. 7. Division 2 Section "Earthwork" for soil materials, excavating, backfilling, and site grading.

1.03 DEFINITIONS

A. Remove: Remove and legally dispose of items except those indicated to be reinstalled, salvaged, or to remain the Owner's property.

B. Remove and Salvage: Items indicated to be removed and salvaged remain the Owner's property. Remove, clean, and pack or crate items to protect against damage. Identify contents of containers and deliver to Owner's designated storage area.

C. Remove and Reinstall: Remove items indicated; clean, service, and otherwise prepare them for reuse; store and protect against damage. Reinstall items in the same locations or in locations indicated.

D. Existing to Remain: Protect construction indicated to remain against damage and soiling during selective demolition. When permitted by the Owner or Architect, items may be removed to a suitable, protected storage location during selective demolition and then cleaned and reinstalled in their original locations.

A. Except for items or materials indicated to be reused, salvaged, reinstalled, or otherwise indicated to remain the Owner's property, demolished materials shall become the Contractor's property and shall be removed from the site with further disposition at the Contractor's option.

1.05 SUBMITTALS

A. General: Submit each item in this Article according to the Conditions of the Contract and Division 1 Specification Sections, for information only, unless otherwise indicated.

B. Proposed dust-control measures.

C. Proposed noise-control measures.

D. Schedule of selective demolition activities indicating the following: 1. Detailed sequence of selective demolition and removal work, with starting and ending dates for each activity. 2. Interruption of utility services. 3. Coordination for shutoff, capping, and continuation of utility services. 4. Use of stairs. 5. Detailed sequence of selective demolition and removal work to ensure uninterrupted progress of Owner's on-site operations. 6. Locations of temporary partitions and means of egress.

E. Photographs or videotape, sufficiently detailed, of existing conditions of adjoining construction and site improvements that might be misconstrued as damage caused by selective demolition operations.

F. Record drawings at Project closeout according to Division 1 Section "Contract Closeout." 1. Identify and accurately locate capped utilities and other subsurface structural, electrical, or mechanical conditions.

1.06 QUALITY ASSURANCE

A. Demolition Firm Qualifications: Engage an experienced firm that has successfully completed selective demolition Work similar to that indicated for this Project.

B. Regulatory Requirements: Comply with governing EPA notification regulations before starting selective demolition. Comply with hauling and disposal regulations of authorities having jurisdiction.

C. Predemolition Conference: Conduct conference at Project site to comply with preinstallation conference requirements of Division 1 Section "Project Meetings."

1.07 PROJECT CONDITIONS

A. Owner will occupy portions of the project immediately adjacent to selective demolition area. Conduct selective demolition so that Owner's operations will not be disrupted. Provide not less than 72 hours' notice to Owner of activities that will affect Owner's operations.

B. Storage or sale of removed items or materials on-site will not be permitted.

1.08 SCHEDULING

A. Arrange selective demolition schedule so as not to interfere with Owner's on-site operations.

1.09 WARRANTY

A. Existing Special Warranty: Remove, replace, patch, and repair materials and surfaces cut or damaged during selective demolition, by methods and with materials so as not to void existing warranties.

2. PRODUCTS

2.01 REPAIR MATERIALS

A. Use repair materials identical to existing materials. 1. Where identical materials are unavailable, or cannot be used for exposed surfaces, use materials that visually match existing adjacent surfaces to the fullest extent possible. 2. Use materials whose installed performance equals or surpasses that of existing materials.

3. EXECUTION

3.01 EXAMINATION

A. Verify that utilities have been disconnected and capped.

B. Survey existing conditions and correlate with requirements indicated to determine extent of selective demolition required.

C. Inventory and record the condition of items to be removed and reinstalled and items to be removed and salvaged.

D. When unanticipated mechanical, electrical, or structural elements that conflict with the intended function or design are encountered, investigate and measure the nature and extent of the conflict. Promptly submit a written report to the Owner or Architect.

E. Perform surveys as the Work progresses to detect hazards resulting from selective demolition activities.

3.02 UTILITY SERVICES

A. Maintain existing utilities indicated to remain in service and protect them against damage during selective demolition operations. 1. Do not interrupt existing utilities serving occupied or operating facilities, except when authorized in writing by Owner and authorities having jurisdiction. Provide temporary services during interruptions to existing utilities, as acceptable to Owner and to governing authorities. a. Provide not less than 72 hours' notice to Owner if shutdown of service is required during changeover.

B. Utility Requirements: Locate, identify, disconnect, and seal or cap off indicated utility services serving building to be selectively demolished. 1. Owner will arrange to shut off indicated utilities when requested by Contractor.

CCPRC Pool Projects 02 41 19-3 Job # 17034 May 2018 ©2017 Water Technology, Inc. 2. Arrange to shut off indicated utilities with utility companies. 3. Where utility services are required to be removed, relocated, or abandoned, provide bypass connections to maintain continuity of service to other parts of the building before proceeding with selective demolition. 4. Cut off pipe or conduit in walls or partitions to be removed. Cap, valve, or plug and seal the remaining portion of pipe or conduit after bypassing.

C. Utility Requirements: Do not start selective demolition work until utility disconnecting and sealing have been completed and verified in writing.

3.03 PREPARATION

A. Conduct demolition operations and remove debris to ensure minimum interference with roads, streets, walks, and other adjacent occupied and used facilities. 1. Do not close or obstruct streets, walks, or other adjacent occupied or used facilities without permission from Owner and authorities having jurisdiction. Provide alternate routes around closed or obstructed traffic ways if required by governing regulations.

B. Conduct demolition operations to prevent injury to people and damage to adjacent buildings and facilities to remain. Ensure safe passage of people around selective demolition area. 1. Erect temporary protection, such as walks, fences, railings, canopies, and covered passageways, where required by authorities having jurisdiction. 2. Protect existing site improvements, appurtenances, and landscaping to remain. 3. Erect a plainly visible fence around drip line of individual trees or around perimeter drip line of groups of trees to remain. 4. Protect other existing finish work that are to remain and are exposed during selective demolition operations.

3.04 POLLUTION CONTROLS

A. Use water mist, temporary enclosures, and other suitable methods to limit the spread of dust and dirt. Comply with governing environmental protection regulations. 1. Do not use water when it may damage existing construction or create hazardous or objectionable conditions, such as ice, flooding, and pollution.

B. Remove and transport debris in a manner that will prevent spillage on adjacent surfaces and areas. 1. Remove debris from elevated portions of building by chute, hoist, or other device that will convey debris to grade level.

C. Clean adjacent structures and improvements of dust, dirt, and debris caused by selective demolition operations. Return adjacent areas to condition existing before start of selective demolition.

3.05 SELECTIVE DEMOLITION

A. Demolish and remove existing construction only to the extent required by new construction and as indicated. Use methods required to complete Work within limitations of governing regulations and as follows: 1. Neatly cut openings and holes plumb, square, and true to dimensions required. Use cutting methods least likely to damage construction to remain or adjoining construction. To minimize disturbance of adjacent surfaces, use hand or small power tools designed for sawing or grinding, not hammering and chopping. Temporarily cover openings to remain.

CCPRC Pool Projects 02 41 19-4 Job # 17034 May 2018 ©2017 Water Technology, Inc. 2. Cut or drill from the exposed or finished side into concealed surfaces to avoid marring 3. Dispose of demolished items and materials promptly. On-site storage or sale of removed items is prohibited. 4. Return elements of construction and surfaces to remain to condition existing before start of selective demolition operations.

B. Demolish concrete in small sections. Cut concrete at junctures with construction to remain, using power-driven masonry saw or hand tools; do not use power-driven impact tools.

C. Break up and remove concrete slabs on grade, unless otherwise shown to remain.

3.06 PATCHING AND REPAIRS

A. Promptly patch and repair holes and damaged surfaces caused to adjacent construction by selective demolition operations.

B. Patching is specified in Division 1 Section "Cutting and Patching."

C. Restore exposed finishes of patched areas and extend finish restoration into adjoining construction to remain in a manner that eliminates evidence of patching and refinishing.

D. Patch and repair surfaces where demolished sections extend into an area to remian. Provide a flush and even surface of uniform color and appearance. 1. Closely match finish of existing adjacent surface. 2. Patch with durable seams that are as invisible as possible. Comply with specified tolerances. 3. Inspect and test patched areas to demonstrate integrity of the installation, where feasible.

3.07 DISPOSAL OF DEMOLISHED MATERIALS

A. General: Promptly dispose of demolished materials. Do not allow demolished materials to accumulate on-site.

B. Burning: Do not burn demolished materials.

C. Disposal: Transport demolished materials off Owner's property and legally dispose of them.

3.08 CLEANING

A. Clean the area on completion of selective demolition operation.

END OF SECTION

POOL GENERAL

1. GENERAL

1.01 SECTION INCLUDES

A. Project administrative requirements that relate to Division 13 11 Pools.

1.02 RELATED DOCUMENTS

A. Drawings and Contracting Requirements, including General and Supplementary Conditions and Division 01 - General Requirements, apply to this Section.

B. The following contain requirements that relate in Division 13 11: 1. Mechanical/Electrical/Equipment Coordination: General Conditions, Supplementary General Conditions and Division 01 General Requirements 2. Earth Work and Pool Excavation: Division 31 3. Concrete Deck Work: Division 03 4. Mechanical: Plumbing Systems - Division 22, HVAC Systems and Equipment - Division 23 5. Electrical: Division 26

C. Applicable requirements of the following Codes and Standards apply to Work in Division 13 11: 1. National Spa and Pool Institute (NSPI) a. Minimum Standard for Public Swimming Pools 2. National Electrical Code (NEC) 3. National Sanitation Foundation (NSF): Seal of Approval Program 4. American Society for Testing and Materials (ASTM): Specifications referenced herein 5. Governmental Health and Building Codes 6. ADA Accessibility Guidelines for Buildings and Facilities 7. American National Standards Institute

1.03 REFERENCES

A. Refer to individual Division 13 11 sections.

1.04 DESCRIPTION OF WORK

A. Work of Division 13 11 includes, but is not limited to, the following: 1. Layout of all pool(s) and pool related work required under Division 13 11. 2. Project benchmarks and control points. 3. Excavation and stone fill as required for pool tank structure and pipe trenching. Refer to Division 01 and 31 for special conditions. 4. Pool vessels, as detailed on Contract Drawings and Shop Drawings. 5. Pool mechanical systems, including piping, recirculation system, filtration system, activity mechanical systems and water chemical treatment system. 6. Waterslide and water activity mechanical systems including all piping. 7. Pool subsurface drainage system complete to sump system. 8. Interior pool finishes. 9. Pool deck equipment and accessory equipment shown and/or specified, including required anchors embedded within the pool deck and coordination with Deck Contractor. 10. Coordination of all electrical interlocks for pool and pool related equipment.

CCPRC Pool Projects 13 11 13-1 Job #17034 May 2018 ©2017 Water Technology, Inc. 11. Miscellaneous pool testing, safety and control equipment. 13. Low voltage wiring for pool and pool related equipment is installed and connected by the Swimming Pool Contractor unless required otherwise by code. Where code requires that low voltage wiring is installed by a licensed electrical contractor, low voltage wiring is specified in Electrical Documents.

B. Definitions 1. The term "pool" as used in Division 13 11 shall refer to the following: a. James Island Pool A – Play Structure Pool b. Whirlin’ Waters Pool A – Raft Ride Plunge Pool 2. The term "concrete" as used in Division 13 11 refers to concrete for swimming pool construction only. 3. The term "Architect/Engineer" as used in Division 13 11 refers to the swimming pool designer only. 4. The term "Contractor" as used in Division 13 11 refers to the swimming pool contractor only. 5. The term “Low Voltage Wiring” as used in Division 13 11 includes wiring <= 24V. All Low Voltage Wiring is Provided with the Equipment. Low voltage wiring is shown in Low Voltage Wiring Diagram included in the pool drawings except where specified by Electrical Consultant. 6. The term “Control Wiring” as used in Division 13 11 refers to connections from individual equipment components to the Building Management System (BMS).

C. Applicable Code, Permit and Inspection Responsibilities. 1. State and/or County Health Department permit fees by Owner. 2. Local Departments of Health inspection fees by Contractor. 3. Other permits/fees required paid by Contractor. 4. Scheduling of Required Inspections – Contractor 5. Documentation and Submission of accepted modifications to approved plans to Permit Authorities – Contractor.

D. Related Work Not in Division 13 11 Specified Elsewhere 1. Pool deck construction, including finishes, sealants, and drains. 2. Potable water or fresh water: Fresh water connection to auto fill and waste water connections (see Contract Drawings). 3. Pool electrical work: Electrical connections shall be by the General Construction Contract Electrical Sub-Contractor. The Pool Contractor shall provide the filter pumps, motors, solenoids, relays, water level probes (with housing), motorized valves, etc., as shown on Contract Drawings and required by pool systems equipment manufacturer. The Electrical Contractor shall install and wire electrical equipment furnished by the Pool Contractor and shall provide motor starters and disconnect switches as indicated or required by Codes. The Electrical Contractor shall provide grounding and bonding per NEC Article 680. 4. Control Wiring for all electrical and HVAC equipment shall be by the control system subcontractor.

1.05 QUALITY ASSURANCE

A. Qualifications of Pool Contractor: 1. Work of Division 13 11 shall be performed by a Pool Contractor who has a minimum of five (5) projects with a proven five (5) year record of competence and experience in the construction of similar facilities of this size and complexity. 2. Pool Contractor prequalification is required prior to bid. This must be received by the Architect fourteen (14) days prior to the bid date on the appropriate AIA form. (AIA A305)

CCPRC Pool Projects 13 11 13-2 Job #17034 May 2018 ©2017 Water Technology, Inc. 3. Pool Contractor shall meet all Local and State Certifications and License requirements prior to bidding. Copies of the required Certificates and Licenses shall be made available upon request.

B. Performance Criteria: Certain sections of Division 13 11 contain performance criteria rather than product descriptions. It shall be the obligation of the Pool Contractor to ensure that all criteria are satisfied and the burden of proof of conformance shall rest with the Pool Contractor. The Architect/Engineer shall require complete calculations, past performance records and, if required, inspection trips of similar facilities to substantiate conformance with these criteria. The Architect/Engineer shall be sole judge of conformance, and the Pool Contractor is cautioned that he will be required to provide a finished product meeting all stated criteria and meeting or exceeding Department of Public Health requirements.

C. All work of Division 13 11 shall be performed by the qualified Pool Contractor or a Subcontractor to the qualified Pool Contractor unless otherwise pre-approved in writing by the Architect/Engineer. A representative of the Pool Contractor shall oversee work subcontracted by the Pool Contractor.

D. The following shall be performed during construction of the project. 1. Refer to General Conditions, Division 01, and other Division 13 11 sections for further requirements.

1.06 SUBMITTALS

A. Submittals Required 1. Refer to General Conditions, Division 01, and individual Division 13 11 sections for number required. 2. The Contractor shall submit for approval to the Architect/Engineer complete lists, including descriptions, catalogs, product cut sheets, etc., and where applicable dimensioned shop drawings of all material, fixtures and equipment to be furnished and installed as part of Division 13 11. 3. Submittals shall adequately and completely describe the equipment, including where necessary or requested complete construction and installation dimensions, complete capacity and performance data, all accessories and auxiliary equipment and all pertinent details of manufacture. 4. Submittals shall be provided in Adobe PDF electronic file format via email file size (10 MB max.). Create PDFs at native size and right-side up; illegible, partial, unlabeled or unorganized submittal sections will be returned rejected. Contractor shall make their own copies from the original returned by the Architect.

B. Product Data: Provide manufacturer's/installer's written installation instructions.

C. Shop Drawings 1. The drawings accompanying this Specification are diagrammatic in nature and show the general arrangement of all equipment, piping, ductwork, services, etc. Because of the small scale of the drawings, it is not possible to show all offsets, fittings and accessories that may be required. The Contractor shall carefully investigate the structural and finish conditions of his work and shall arrange such work accordingly; furnishing all fittings, pipe and accessories that may be required to meet such conditions. Where conditions necessitate a rearrangement, the Contractor shall obtain the Architect/Engineer's approval. 2. Shop drawings for equipment shall be submitted, and Engineer’s review of shop drawing shall be obtained before proceeding with fabrication. Shop drawings shall not be "doctored" reproductions of Architect/Engineer’s drawings.

E. Schedule of Values 1. Provide Architect/Engineer with a copy of the Schedule of Values developed for this project relevant to Division 13 11 for approval.

F. Valve Charts: Submit two (2) copies of valve charts for each piping system, consisting of Isometric Drawings or piping layouts showing and identifying each valve and describing its function to the Architect/Engineer for approval. 1. Upon completion of the Work, one (1) copy of each chart sealed to rigid backboard with clear lacquer placed under glass and framed, shall be hung in a conspicuous location in the equipment room.

G. Furnish to the Architect/Engineer the following: 1. Refer to individual Division 13 11 sections for additional requirements. 2. Submittals a. Shotcrete Nozzle Man Qualifications and Certifications b. Pool Finish Experience/Qualification Requirements c. Concrete Mix Design d. Non-shrink Grouts e. PVC and Pre-formed Plastic Adhesive Waterstop f. Expansion/Construction Joint Materials g. Caulking/Sealants h. Pumps and Strainers i. Chemical Controller(s) j. Chemical Feeders k. Bulk Chemical Storage Tanks l. Valves m. Gauges n. Flow Meters o. Thermometers p. Inlets q. Grating r. Pre-fabricated Submerged Outlets s. Deck Equipment t. Safety Equipment u. Maintenance Equipment v. Piping Materials (pipe, fittings, solvents, cements) w. Wall Sleeves and Seals for Piping x. Tile Setting Materials and Joint Fillers 3. Shop Drawings a. Reinforcing Steel b. Filters 4. Test Results a. Water Treatment Analysis b. Compaction c. Piping Pressure Testing 5. Samples a. Special Aggregate – Factory and Field Applied b. Tile c. Gratings 6. Guarantees/Warranties a. Standard 1-Year b. Standard 5-Year on Quartz Aggregate Finish c. Standard 2-Year on Pool Finish Application

CCPRC Pool Projects 13 11 13-4 Job #17034 May 2018 ©2017 Water Technology, Inc. d. Special Equipment – Standard Manufacturer’s Warranty e. Future 3-Days of Instruction and Operational Checkout 7. Close Out Documents a. O & M Manuals b. Record Drawings c. Owner’s Certification of Instruction d. Extra Materials

1.07 SUBSTITUTIONS

A. Refer to General Requirements and Division 01.

B. Along with the Shop Drawings, the Contractor shall submit, in duplicate, a certificate properly attested, stating the material, equipment, and construction comply with the requirements of the Contract Documents, for all equipment and materials proposed as a Substitute for the specified equipment and materials.

1.08 DELIVERY, STORAGE, AND HANDLING

A. Refer to General Requirements and Division 01 of the Specifications for additional requirements.

B. Deliver all materials and equipment to the work site in original packages, fully identified with manufacturer's label. Store off ground and protect from weather with a suitable covering.

C. Protect plastic pipe from exposure to chemicals (aromatic hydrocarbons, halogenated hydrocarbons and other esters and keytones) that might attack the material. Protect all pipes from mechanical damage and long exposure to sunlight during storage.

1.09 WARRANTIES

A. Warranty: Provide one (1) year warranty covering all pool workmanship, materials, and equipment. Refer to General Requirements and Division 01 of the Specifications for additional requirements.

B. All standard manufacturer's warranties shall apply to all equipment and products provided by this Contractor.

2. PRODUCTS

2.01 NOT USED

3. EXECUTION

3.01 EQUIPMENT BASES AND SUPPORTS

A. Provide for major equipment, reinforced concrete housekeeping bases poured directly on structural floor slabs (or as required by equipment manufacturer) 4 inches thick minimum; unless noted otherwise on plans, extended 4 inches beyond machinery bedplates. Provide templates, anchor bolts, vibration isolators, and accessories required for mounting and anchoring equipment. Anchorage system shall be in accordance with the equipment manufacturer's specifications and local code requirements. Consult with equipment manufacturer for length and installation of anchor bolts.

A. After work of Division 13 11 has been completed, clean up work areas and remove all equipment, excess materials, and debris. Protect pool from damage until substantial completion. Remove and replace equipment and finishes that are chipped, cracked, abraded, improperly adhered, or otherwise damaged.

B. At turnover to Owner, Contractor shall be responsible for, but not limited to, the following: 1. Vacuuming and cleaning all pool floors, steps and walls. 2. Cleaning all depth marker tiles, pool tile and gutter grating. 3. Cleaning and waxing of all pool deck equipment, water features and stainless steel products per Manufacturer’s instructions. 4. See also Division 01 Specification requirements.

END OF SECTION 13 11 13

SECTION 13 11 14

POOL START-UP, MAINTENANCE & OPERATIONS TRAINING

1. GENERAL

1.01 SECTION INCLUDES

A. Pool start-up and chemical balancing of water.

B. Training of the Owner’s personnel in pool operations procedures.

1.02 RELATED DOCUMENTS

A. Drawings and Contracting Requirements, including General and Supplementary Conditions and Division 01 - General Requirements, apply to this Section.

1.03 DESCRIPTION OF WORK

A. Water treatment and balancing.

B. Operations and maintenance instruction and manuals.

1.04 SUBMITTALS

A. Operations and Maintenance (O&M) Manual 1. Pool Contractor shall deliver to the Architect/Engineer water sample location, analysis test results, SI calculation, and chemical adjustment calculations as required per Part 3.02. 2. Pool Contractor shall deliver to the Architect/Engineer, bound together in a three-ring binder a complete manual, four (4) complete sets of operating and maintenance instructions for the swimming pool structure(s), finishes, and all component equipment. O&M Manual shall include, but is not limited to, the following: a. Table of contents. b. All equipment cut sheets. c. Accurate parts lists. d. Pool start-up, emptying, and winterization instructions. e. Pool cleaning instructions. f. Pool maintenance requirements, divided into the following: 1) Daily 2) Weekly 3) Monthly 4) Seasonally 5) Annually g. Narrative on the pool operation through all sequences. h. A DVD of complete start-up and shut-down procedures and training session. i. Trouble shooting information and procedures. j. A schematic of piping as installed. k. Valve charts for each piping system, consisting of isometric drawings or piping layouts showing and identifying each valve and describing its function. l. Copy of Measurement Certification of Permanent Racing Course m. Record Drawings n. Warranties

2. MATERIALS

A. Not used.

3. EXECUTION

3.01 OPERATIONS & MAINTENANCE INSTRUCTION

A. Provide an experienced swimming pool operator-instructor (NSPF Certified Pool Operator, or equivalent certification) for a period of not less than three (3) days (two (2) full day’s operations and start-up, and one (1) full day shut-down assistance) after the pool has been filled and initially placed into operation. 1. During this period, the Owner's designated representative(s) shall be thoroughly instructed in all phases of the pool's operation, including start-up, emptying, and winterizing procedures. 2. Prior to this instructor leaving the Site, instructor shall obtain written certification from the Owner's designated representative acknowledging that the instruction period has been completed and all necessary operating information provided.

B. Include the cost of three (3) additional days of instruction and operational checkout/verification by an experienced swimming pool operator-instructor during the first year’s operation. Written reports of each of these three (3) visits outlining the pool's operation, competence and performance of the pool's operating personnel and other pertinent comments shall be submitted to the Owner and Architect/Engineer within one week after each visit.

C. Provide a DVD documenting training and operational requirements, including start-up, emptying, and winterizing procedures.

D. In addition to initial pool instruction listed, the Pool Contractor shall perform the first season pool closing (winterizing) and the following season pool start-up, including all labor and materials required.

3.02 WATER TREATMENT AND BALANCING

A. Obtain a chemical analysis of the source/pool make-up water supply from a location as close as possible to the actual pool autofill. Conduct laboratory testing for the following parameters: 1. Total Alkalinity [Parts per Million (ppm] 2. pH 3. Calcium Hardness [ppm] 4. Free Chlorine [ppm] & Combined Chlorine [ppm] 5. Total Dissolved Solids (TDS) [ppm] 6. Iron (Must test to a lower detectable limit of <=0.05 ppm) 7. Manganese (Must test to a lower detectable limit of <=0.01 ppm) 8. Copper (Must test to a lower detectable limit of <=0.1 ppm)

B. The following are ideal ranges for the water analysis test results. If results fall outside these ranges the Contractor shall make chemical adjustments to the water during the pool filling process until values within the ideal ranges are obtained. 1. Total Alkalinity: 80-100 ppm (for high pH disinfectants) 100-120 ppm (for low pH disinfectants) 2. pH: 7.4-7.6 3. Calcium Hardness: 200-400 ppm (Pools), 150-250 ppm (Spas) 4. Free Chlorine: 2.0-4.0 ppm & Combined Chlorine: 0.0-0.2 ppm

5. Total Dissolved Solids: Acceptable Start-up Range is not applicable (Maintain future TDS levels to within 1200 ppm above the start-up measurement) 6. Temperature: Ideal Range is +-2 degrees F from the desired pool operating water temperature. 7. Iron: <=0.05 ppm 8. Manganese: <=0.01 ppm 9. Copper: <=0.1 ppm

C. Contractor shall calculate the Langlier Saturation Index (LSI) using values from the water analysis. The formula for LSI is shown below. Calculations may be made easier using through use of Orenda Technologies Mobil App, or a similar calculator. The LSI values shall fall within an acceptable “balanced” range of -0.3 to +0.3. If the LSI is outside this range OR test values are outside the ideal range listed above, the Pool Contractor shall prepare to add chemicals to the pool water volume as required until all parameters are within the ideal ranges previously listed, and the LSI is considered “balanced”, Contractor is responsible for calculating required chemical additions and for adding all adjustment chemicals up until the time of project completion. Owner is responsible for providing the chemicals.

LSI Equation: (pH) + (Temperature ºF) + (Calcium Hardness) + [(Total Alkalinity) – (CYA correction factor @ current pH)] – (TDS factor) = LSI

D. Contractor shall provide a submittal to the Engineer/Architect after receiving the water analysis. Submittal shall include the following: 1. Water sample location and analysis test results, 2. SI Calculation, 3. Chemical adjustment calculations indicating the following: a. Pool Volume b. Chemical Parameters requiring adjustment c. Chemicals required to make the adjustments d. Calculations showing amounts of each chemical addition that is required

E. Contractor shall provide list of required balancing chemicals with quantities to the Owner for purchase immediately after receiving the approved submittal from the Engineer/Architect. Owner shall be responsible for providing the pool fill water and chemicals to the Contractor for Contractor’s use during the pool fill, chemical balancing, and start-up process.

F. Contractor shall make chemical adjustments to the pool water during the pool startup process based on calculations provided in the approved submittal. It is critical to keep the pool water clean and balanced during the initial fill and while the pool plaster finish is curing. Follow all

recommendations of the National Pool Plasterers Council for initial adjustments required during the plaster cure time. See additional requirements in Pool Finish Specification Section/s.

G. Stabilize pool water to within a range of 5 to 15 ppm maximum of cyanuric acid.

H. Heat pool water to within 5 degrees Fahrenheit of the desired pool operating temperature. Once this temperature is attained, the Pool Contractor shall enter the chemical controller settings for all chemical parameters. Do not enter chemical controller settings prior to reaching the desired pool operating temperature range.

END OF SECTION 13 11 14

POOL CONCRETE

1. GENERAL

1.01 SECTION INCLUDES

A. This Section specifies cast-in-place and shotcrete concrete for swimming pools and related structures, including formwork, reinforcement, concrete materials, mix design, placement procedures, and finishes.

B. Cast-in-place reinforced concrete shall be used for pool floor and wall construction. Shotcrete construction can be used as an alternate to cast-in-place concrete for pool wall construction only if contractor’s qualifications have been pre-approved by the Architect/Engineer. This Section of the Specifications covers the furnishings of all labor, materials, tools, equipment, and the performance of all Work and services necessary or incidental to furnish and place all concrete necessary as shown on the Drawings and as specified, in accordance with the provisions of the Contract Documents, and completely coordinated with the Work of all other trades.

1.02 RELATED DOCUMENTS

A. Drawings and Contracting Requirements, including General and Supplementary Conditions and Division 01 - General Requirements, apply to this Section.

1.03 REFERENCES

A. The following latest edition reference specifications, guides and standards shall become part of this Specification as if herein written. If provisions conflict, the more stringent provisions shall apply. 1. ACI-318 – Building Code Requirements for Reinforced Concrete 2. ASTM C172 – Methods for Sampling Fresh Concrete 3. ASTM C31 – Making and Curing Concrete Test Specimens in the Field 4. ASTM C39 – Compressive Strength of Cylindrical Concrete Specimens 5. ASTM C143 – Standard Method of Test for Slump of Portland Cement Concrete 6. ASTM C231 – Standard Method of Test for Air Content of Freshly Mixed Concrete by the Pressure Method 7. ASTM C260 – Specification for Air-Entraining Admixtures for Concrete 8. ASTM C494 – Specification for Chemical Admixture for Concrete 9. ASTM C618 – Specification for Fly Ash and Raw or Calcinated Natural Pozzolan for Use as a Mineral Admixture in Portland Cement Concrete 10. ACI-304 – Recommended Practice for Measuring, Mixing, Transporting and Placing Concrete 11. ACI-305 – Hot Weather Concreting 12. ACI-306 – Recommended Practice for Cold Weather Concreting 13. ACI-308 – Standard Practice for Curing Concrete 14. ACI-506 – Recommended Practice for Shotcreting 15. CRD C-527 – Corps of Engineers Specifications for Polyvinylchloride Waterstop 16. CRSI – Manual of Practice 17. CRSI 63 – Recommended Practice for Placing Reinforcing Bars 18. CRSI 65 – Recommended Practice for Placing Bar Supports, Specifications and Nomenclature

A. Product Data: For each type of manufactured material and product indicated.

B. Design Mixes: For each concrete mix. Include alternate mix designs when characteristics of materials, project conditions, weather, test results, or other circumstances warrant adjustments. Indicate amounts of mix water to be withheld for later addition at Project site.

C. Steel Reinforcement Shop Drawings: Details of fabrication, bending, and placement, prepared according to ACI 315. Include material, grade, bar schedules, stirrup spacing, bent bar diagrams, arrangement, and supports of concrete reinforcement. Include special reinforcement required for openings through concrete structures.

D. Submit five copies of each to Architect/Engineer.

1.05 QUALITY ASSURANCE

A. Concrete Work: All concrete work in Division 13 11, including formwork and reinforcing, shall comply with applicable requirements of Division 13 11.

B. Qualifications of Pool Contractor 1. Work of this Section shall be performed by a Contractor who has a proven record of competence and experience in the construction of similar facilities of this size and complexity for not less than 5 years. Contractors shall have an established record of reliability.

C. Qualifications of Nozzleman and Gunman 1. Except when shotcrete is applied under a fully automated process, the quality of shotcrete depends largely on the skill of nozzleman and gunman, and the Contractor shall satisfy the Architect/Engineer that the nozzleman has had a minimum of two years’ continuous experience on shotcreting of this type of work, and that the gunman has handled the gun for a period of at least six months. The nozzleman shall show proof of good quality successful shotcreting work similar to that required for this project. Experience gained on shotcrete and ditch construction will not be considered as experience for qualifying the nozzleman.

D. The following tests shall be performed during construction of the project. Refer to General Conditions and Division 01 for further requirements. 1. Concrete a. Tests to measure slump, entrained air content and compressive strength shall be conducted by independent testing laboratory employed by the Owner. 1) Provide minimum of four (4) test cylinders per 50 cubic yard or fraction thereof for each class of concrete poured each day. Comply with ACI-318, Subsection 4.3 (samples secured - ASTM C172, cylinders prepared and cured - ASTM C31, and tested - ASTM C39). Identify samples moist cure at 70 degrees F for five (5) days and ship samples to laboratory. b. Slump and Air Content Tests 1) Perform on concrete from same batch as sampled for strength tests and whenever there is consistency of concrete. Slump tests shall be made in accordance with ASTM C143. Air content tests shall be made in accordance with ASTM C231. If measured slump or air content falls outside specified limits, check shall be made immediately on another portion of same sample. In event of second failure, concrete shall not be used in Work. c. Compliance

CCPRC Pool Projects 13 11 18-2 Job #17034 May 2018 ©2017 Water Technology, Inc. 1) Average of any three (3) consecutive strength tests for each class of concrete shall be equal to or greater than specified strength, and no individual test shall fall more than 500 psi below specified strength. 2) When tests results are below specified requirements or when tests of field cured cylinders indicate deficiencies in protection and curing, Architect/Engineer may require additional tests in accordance with ACI-318, Subsection 4.3. 2. Wet Mix Process Cylinder Sample a. Where automated wet mix equipment is used, shotcrete cylinders shall be taken from the mixer or ready-mix truck and tested in accordance with the requirements specified in this Section. Wet mix processes shall only be used with approved automated equipment. b. Surge Tanks – Prior to backfilling around surge tanks, contractor shall water test tanks per ACI 350.1, Chapter 2. Criteria shall be HST-050. Documentation of surge tank testing and results shall be submitted for review. Surge tank contractor is responsible for all costs related to surge tank testing and any corrections for leakage.

1.06 SUBMITTALS

A. Submittals Required: 1. Refer to General Conditions, Division 01, and Section 13 1101. 2. Shotcrete Nozzle Man Qualifications 3. Pool Finish Experience/Qualification Requirements 4. Concrete Mix Design 5. Non-Shrink Grouts 6. PVC and Compressible Waterstop 7. Expansion/Construction Joint Materials 8. Caulking

B. Shop Drawings Required: 1. Reinforcing Steel

C. Test Results: 1. Concrete Testing 2. Compaction

1.07 SUBSTITUTIONS

A. Refer to General Requirements and Division 01.

1.08 DELIVERY, STORAGE, AND HANDLING

A. Refer to General Requirements and Division 01.

B. Deliver cementitious materials to work site in manufacturer's standard packages. Immediately upon delivery to work site, store in waterproof sheds. Sheds required shall be provided by the Pool Contractor. No cementitious or other material that has become caked or hardened will be permitted in the work.

1.09 WARRANTIES

A. Special 2-Year on Concrete Structure: The Pool Contractor shall guarantee for two (2) years repair of the concrete pool structure.

2.01 CAST-IN-PLACE CONCRETE

A. Admixtures: 1. Water Reducing Admixture. Refer to ASTM C494. 2. Shrinkage Reducing Admixture. Grace Eclipse Floor or approved equal. 3. Air-Entraining Admixture: Provide air-entraining admixture in all concrete that will be exposed to freezing and thawing cycles. Refer to ASTM C260.

B. Concrete shall be ready-mixed conforming to ASTM C 94 and these Specifications. The use of non-agitating equipment will not be allowed.

C. Fine Aggregates: Conform to ASTM C 33. Materials finer than the 200 sieve shall not exceed 4 percent. Use only clean, sharp, natural sand.

D. Coarse Aggregate: Conform to ASTM C 33. Use only natural gravels, a combination of gravels and crushed gravels, crushed stone, or a combination of these materials containing no more than 15 percent flat or elongated particles (long dimension more than five times the short dimension). Materials finer than the 200 sieve shall not exceed 0.5 percent. Size of coarse aggregate shall be 3/4 inch on slabs and footings; 3/4 inch for walls. Approval of other aggregate gradations must be received in writing before use on the project.

E. Portland cement shall be Type I, conforming to ASTM C150

F. Slump range shall be 2 to 4 inches. The water-cement ratio shall not exceed 0.45 by weight and the minimum cement content shall be 564 pounds per cubic yard - 6 bag mix. Submit complete data on the concrete mix for approval in conformance with the requirements of ASTM C 94, Alternate 2.

G. When applicable, the air entrainment shall be between 6 percent plus or minus 1.5% by volume.

H. Minimum allowable 28-day compressive field strength shall be 4000 psi when cured and tested in conformance with ASTM C 31 and C 39.

2.02 SHOTCRETE CONCRETE

A. Mix Design 1. Wet-mix design only. Dry mix, mixed at the nozzle shall not be allowed. 2. A proven mix design shall be used for all Shotcrete applications. 3. The shotcrete mix design shall be submitted 40 days prior to use. 4. The redi-mix supplier to be used shall submit an analysis of the aggregate and sand to be used. 5. The cement used shall conform to ASTM C 150 Type I. 6. Applicable to concrete exposed to freezing and thawing cycles: The total volumetric air content of shotcrete before placement shall be 7.5%, plus or minus 1.5%, as determined by ASTM C173 or ASTM C231. Air entraining agents shall meet requirements of ASTM C260, C231 and C457. 7. Shotcrete strengths: at 28 days shall be no less than 5,000 psi. In addition to cylinders, testing of shotcrete shall be done per ACI 506.2.

B. Rebound 1. Rebound is aggregate mixed with some cement, which ricochets off the surface during the application of shotcrete because of collision with the hard surface, reinforcement, or with the aggregate particles themselves, which amount varies with the position of the

CCPRC Pool Projects 13 11 18-4 Job #17034 May 2018 ©2017 Water Technology, Inc. work, air pressure, cement content, maximum size and grading of aggregate, amount of reinforcing and thickness of layer. Rebound materials may not be reused in any form for shotcrete work and shall never be worked into the construction by the nozzleman.

2.03 FLY ASH

A. Fly Ash: Conform to ASTM C618. Limit the cement replacement to 20 percent by weight. Use Type C, Type F or pre-approved equal.

B. Ground Granulated last Surface Slag: Conform to ASTM C989. Limit the cement replacement to 20% by weight. Use Grade 120.

2.04 REINFORCING STEEL

A. Use deformed bars of sizes shown on the drawings conforming to ASTM A 615 Grade 60.

2.05 REINFORCEMENT ACCESSORIES

A. Bar Supports: Bolsters, chairs, spacers, and other devices for spacing, supporting, and fastening reinforcing bars and welded wire fabric in place. Manufacture bar supports according to CRSI's "Manual of Standard Practice" from steel wire, plastic, or precast concrete or fiber-reinforced concrete of greater compressive strength than concrete.

2.06 CONCRETE ADMIXTURES

A. Air-entraining admixture: Provide air-entraining admixture in all concrete that will be exposed to freezing and thawing cycles. Admixture shall conform to ASTM C260, except it shall be nontoxic after 30 days and shall contain no chlorides. Furnish manufacturer’s compliance statement for these requirements to Architect/Engineer/Owner forty days prior to use.

B. Water-Reducing Admixture: All concrete shall contain a water-reducing admixture. The admixture shall conform to ASTM C 494, Type A or Type D; except it shall contain no chlorides, shall be nontoxic after 30 days, and shall be compatible with the air-entraining admixtures. The amount of admixture added to the concrete shall be in accordance with the manufacturer's recommendations. Furnish a compliance statement that the admixture used satisfies all requirements of this Specification to Architect/Engineer forty days prior to use.

C. XYPEX Crystalline Waterproofing Additive: Concrete for the surge tanks walls and floor shall contain XYPEX. Dosage rates as recommended by the manufacturer.

2.07 PRE-MOLDED EXPANSION JOINT FILLER

A. Multicellular, closed cell, flexible polyethylene plastic foam as manufactured by Dow Chemical Co., Midland, MI. Ethafoam expanded polyethylene closed-cell foam, W.R. Meadows, Elgin, IL, Ceramar or a pre-approved equal.

2.08 WATERSTOP

A. PVC Waterstop 1. Center bulb type, as shown on Drawings, extruded from an elastomeric plastic compound, the basic resin of which shall be polyvinyl chloride (PVC). The size shall be as shown. Specific gravity shall be approximately 1.37, and the Shore durometer Type A hardness approximately 80. No reclaimed PVC shall be used in the compound. Meet the performance requirements of CRD C-572. 2. Waterstop shall have a constant thickness from the edge of the bulb to the outside edge. All waterstops shall have a number of parallel ribs or protrusions on each side of the

CCPRC Pool Projects 13 11 18-5 Job #17034 May 2018 ©2017 Water Technology, Inc. center of the strip. Corrugated type or tapered waterstops are not acceptable. The minimum weight per foot for waterstop shall be 1.52 pounds for 3/8-inch by 6-inch and 2.30 pounds for 3/8-inch by 9-inch. 3. Manufacturers and suppliers who have provided samples meeting the specified geometry and who have the specified waterstop readily available are listed below. Other products shall not be used without prior review and acceptance by the Architect/Engineer. a. [h1]Sika Greenstreak [h2]Waterstops, P.O. Box 7139, St. Louis, Missouri 63177, phone: (314) 225-9400 or fax: (314) 225-9854. Style 717 for the 6-inch by 3/8-inch and Style 735 for the 9-inch by 3/8-inch[h3]. b. BoMetals, Inc., 141 Hammond Street, Carrollton, GA. Phone 770-832-2000 or fax (770-832-2095.Style RCB638NT for the 6-inch by 3/8” and style RCB938NT for the 9-inch by 3/8”. c. Paul Murphy Plastics Company, Wirestop Waterstop, 15301 Eleven Mile Road, Roseville, Michigan, 48066, phone 800-544-2200 fax 586-774-9146. Style CR-6380 for the 6-inch x 3/8” and Style CR-9380 for the 9-inch by 3/8”.

B. Compressible Waterstop 1. Use as illustrated in drawing details for the following: a. Sealing non-moving cold joints and construction joints between structural elements against penetration of water from wet-face of structure with less than 30-foot hydrostatic head. b. Sealing pool piping penetrations against water penetration from wet-face of structure with less than 30-foot hydrostatic head. 2. Product Description: The product shall be a 0.59” x 0.39” compressible hydrophilic sponge rubber strip composed of vulcanized rubber and urethane polymer as the hydrophilic agent. 3. Product & Manufacturer: a. Adeka KBA-1510FP waterstop, manufactured by Adeka Corporation and distributed by OCM, Inc., Chicago, IL. USA. b. Website: www.adeka.com 4. Physical & Swelling Property Requirements: The product shall at a minimum meet the physical properties as shown in the official Adeka literature as follows. a. Expansion Pressure: The product shall not produce more than 0.03MPa (4.35 psi) expansion pressure when fully hydrated. b. Tensile Strength: At least 0.78 MPa (113 psi), c. % Elongation: No greater than 350% when fully hydrated, d. Volume (thickness) % Change: No greater than 30% volume change or increase in thickness when fully hydrated. 5. Alternative Products a. General: Drawing documents have been completed using the specified Adeka waterstop product as a basis of design. Alternative compressible waterstops shall not be used without approval from Engineer/Architect. Considerations such as concrete coverage requirements and wall thicknesses must be considered when substituting alternative products. Contractor will be responsible for any structural changes required due to alternate product concrete coverage requirements. b. Product Requirements: Compressible waterstop alternatives may not contain bentonite materials and may not have swelling properties that exceed the specified product. c. Acceptable Alternative: An acceptable alternative may be Synko-Flex SF302 Preformed Plastic Adhesive Waterstop with Synko-Flex SF300 emulsion primer or equal, but it must be approved prior to use. Manufacturer: Henry Company, Houston, TX. Website: http://us.henry.com/

A. Upcon High Flow, the Upco Company, Cleveland, Ohio; Master Flow 713, The Master Builder Company, Cleveland, Ohio; Crystex, L & M Construction Chemicals, Inc., Omaha, Nebraska.

2.10 GUN GRADE SEALANTS

A. Two part polysulfide sealant and primer certified by Manufacturer as suitable for use in pools including submerged locations. “Deck-O-Seal Gun Grade” and “P/G” solvent based primer as manufactured by W.R. Meadows or equal. Color shall be white.

3. EXECUTION

3.01 CAST-IN-PLACE CONCRETE

A. Concrete shall be agitated by at least 70 revolutions of the mixing drum but not by more than 270 revolutions. Concrete shall be placed within 1-1/2 hours after the cement has been added to the mix.

B. Provide concrete blocks of same strength as the concrete mix to support reinforcing bars. Do not use broken concrete, brick or stone.

3.02 WATERSTOP

A. If shotcrete is applied to pool walls within 24 hours of the pool floor pour, the waterstops may be omitted with prior written approval from the Architect/Engineer.

B. PVC Waterstop

1. Split formwork is generally required for slab-to-slab, slab-to-wall and wall-to-wall joints where ribbed style waterstops are used. The centerline of the waterstop should be aligned with the center of the joint. The split form shall firmly hold the waterstop in position to prevent misalignment of waterstop during concrete placement. Secure waterstop with hog rings or integral wire loops prior to concrete placement. Loop tie wires through the hog ring/wire loops and tie off to adjacent reinforcing steel to prevent displacement of the waterstop during concrete placement. Fasteners through the body of the waterstop are not permitted. 2. Lapping of the waterstop is not permitted. PVC waterstop may be butt spliced in the field with Teflon coated, thermostatically controlled splicing iron. Direct exposure to a flame is not permitted. Factory fabricated fittings are recommended for ells, tees and crosses. a. The following defects at splices will not be acceptable: [h4] 1) Use of adhesives, solvents, or free lap joints 2) Misalignment of centerbulb greater than 1/16” 3) Misalignment that reduces waterstop cross section area more than 15%. 4) Bond failure at joint, deeper than 1/16” or 15% of material thickness. 5) Combination misalignment and bond failure with net reduction of waterstop cross-section area greater than 15%. 6) Misalignment of waterstop splice resulting in misalignment of waterstop in excess of ½” in 10 feet. 7) Visible porosity in the weld joint, including pinholes 8) Charred or burnt material 9) Bubbles or inadequate bonding detectable with a penknife 10) Visible signs of splice separation when cooled splices are bent at a sharp angle. 11) Edge welding 3. Thoroughly consolidate the concrete around the waterstop to prevent voids or honeycombing next to the waterstop. Maintain adequate clearance between reinforcing

CCPRC Pool Projects 13 11 18-7 Job #17034 May 2018 ©2017 Water Technology, Inc. steel and the waterstop. Typical clearance should be twice the maximum aggregate size. Maintain continuity of the entire waterstop system. Properly store PVC waterstops prior to installation to prevent UV degradation.

C. Compressible Waterstop – Adeka KBA-1510FP 1. Non-moving Joint Installation: a. Consult manufacturer and follow all recommended installation instructions. b. Allow concrete to cure a minimum of 24 hours. c. Concrete must be dry and free from form oils, release agents, curing compounds, laitance and other dirt or debris prior installation. Use a wire brush to remove contaminants prior to installation of waterstop. d. Use butyl tape to attach KBA-1510FP to a dry and clean substrate. The butyl tape comes in a 3/4" X 1/8" X 82-foot roll (1 roll per roll of KBA-1510FP). Press the butyl strip onto the substrate and remove the release paper. Press the KBA-15010FP firmly onto the butyl tape. e. Check for any gaps between the product and the substrate. If gaps are present, fill in using Adeka P-201 applied to the side of the strip. Use P-201 on corner joints and on side-by-side splice joints. f. Once installed, keep the product covered, clean, and dry prior to concrete placement. For best results, place the waterstop product immediately before pouring concrete. Check to make sure the waterstop is firmly adhered before placing concrete. g. During concrete placement, assure that the concrete is well consolidated around the waterstop at all locations with no voids or gaps. 2. Pipe Penetration Installation: a. Consult manufacturer and follow all recommended installation instructions. b. Pipe must be dry and free from form oils, release agents, curing compounds, laitance, and other dirt or debris prior to installation. c. Press the butyl strip onto the clean pipe completely around the pipe diameter and remove the release paper. Press the KBA-15010FP firmly onto the butyl tape. Tightly butt strip ends together with 1” overlap or side lap. d. Once installed, keep the product covered, clean, and dry prior to concrete placement. For best results, place the waterstop product immediately before pouring concrete. Check to make sure the waterstop is firmly adhered before placing concrete. e. During concrete placement assure that the concrete is well consolidated around the waterstop at all locations with no voids or gaps. 3. Alternative Products Installation: a. Drawing documents have been completed using the specified Adeka waterstop product as a basis of design. Alternative flexible adhesive waterstops shall not be used without approval from Engineer/Architect. See Part 2 for additional information. b. If Synko-Flex has been approved during the submittal process, the following installation requirements shall be met, as well as all manufacturer’s installation instructions. c. Allow concrete to cure a minimum of 24 hours before priming with Synko-Flex primer. d. Concrete must be dry and free from form oils, release agents, curing compounds, laitance and other dirt or debris prior to priming. Use a wire brush to remove contaminants prior to installation of primer. e. Apply Synko-Flex SF311 primer. f. Apply Synko-Flex SF302 Preformed Plastic Adhesive Waterstop over primed areas. Place Synko-Flex to primed areas at an approximately 5/8” thickness and approximately 1 ½” width. g. Tightly butt strips together with 1” overlap or side lap.

3.03 FORMWORK

A. Forms: Materials shall produce tight forms and an acceptable finish.

CCPRC Pool Projects 13 11 18-8 Job #17034 May 2018 ©2017 Water Technology, Inc. B. Form Ties: Constructed so that the tie remains embedded in the wall, except for a removable portion at each end. Form ties shall have conical or spherical type inserts. Inserts shall be fixed so that they remain in contact with forming material, and shall be constructed so that no metal is within 1 inch of the concrete surface when the forms, inserts and tie ends are removed. Wire ties will not be permitted. Ties shall withstand all pressures and limit deflection of forms to acceptable limits. Flat bar ties for panel forms shall have plastic or rubber inserts having a minimum depth of 1 inch and sufficient dimensions to permit proper patching of the tie hole.

3.04 WORKMANSHIP

A. Forms: Construct forms accurately to dimensions and elevations required and to be strong and unyielding. Construct forms with tight joints to prevent the escape of mortar and to avoid the formation of fins. Brace as required to prevent distortion during concrete placement.

B. Placing reinforcing steel: Place reinforcing steel in conformance with the information on the Contract Drawings and CRSI Recommended Practice for Placing Reinforcing Bars, except as modified herein. Minimum length of splices shall be as shown in table on Contract Drawings. Tie splices with 18-gauge annealed wire as specified in the referenced CRSI standard.

C. Placing concrete: 1. Prior to placing concrete, remove water from excavation and all debris and foreign material from forms. Check the reinforcing steel for proper placement and correct any discrepancies. 2. Place concrete as soon as possible after leaving mixer, without segregation or loss of ingredients, without splashing forms or steel above, and in layers not over 2 feet deep. The vertical drop to final placement shall not exceed 6 feet. Placement shall conform to the requirements of ACI 318, except as modified herein. 3. Do not place concrete when the ambient temperature is below 40 degrees F and falling without special protection. Any concrete damaged by freezing shall be removed and replaced at no additional cost to the Owner. 4. Compaction: Apply approved vibrator at points spaced not farther apart than vibrator's effective radius. Apply close enough to forms to vibrate surface effectively but not damage form surfaces. Vibrate until concrete becomes uniformly plastic. Vibrator must penetrate the fresh placed concrete and into the previous layer of fresh concrete below.

3.05 CONSTRUCTION JOINTS/EXPANSION JOINTS

A. Caulk all expansion joints with gun grade sealant.

3.06 FINISHING

A. Screed surfaces of floor slabs and tops of exposed walls to true level planes. After the initial water has been absorbed, float and trowel with steel trowel. Provide rough broom finish on floor and walls to accommodate special aggregate mechanical bonding requirements.

B. Do not absorb wet spots with neat cement. Pool floors shall not vary from level or true plane more than 1/4 inch in 10 feet when measured with a straightedge.

3.07 FORM REMOVAL

A. Remove after concrete has set sufficiently to carry the dead load and construction load it has to sustain. Remove forms with care to prevent scarring and damaging the surface.

A. Protect fresh concrete from direct rays of the sun, drying winds and wash by rain. The method of water curing shall be the responsibility of the Contractor; however, the method used shall guarantee that all concrete surfaces remain wet to the touch, (free moisture present), at all times during the cure period.

B. Wet cure shall be used conforming to ACI 308. Keep concrete slabs and wall continuously wet for a 7-day period. Intermittent wetting is not acceptable. Any product used shall be compatible with finish bond requirements.

3.09 PROTECTION OF ADJACENT SURFACES

A. Contractor shall take every possible precaution to protect adjacent concrete surfaces, equipment, etc., from being damaged by overshooting concrete. Overshot concrete and rebound materials deposited shall be removed at the Contractor's expense.

3.10 FINISHING FORMED SURFACES

A. Areas not subject to water: Cut out all honeycombed and defective areas. Cut edges perpendicular to surface at least 1 inch deep, no feather edge allowed, and patch. Using bonding agent, fill holes flush with cement mortar composed of 1 part cement and 2 parts sand. Rub surface with wood float and burlap. Keep patches damp for a minimum of seven days. Fill all form tie holes in same manner.

B. Areas subject to water: Cut out all honeycombed and defective areas, cut edges perpendicular to surface at least 1 inch deep, no featheredge allowed, soak area to be patched for 24 hours, then allow surface to drain free of standing water, then patch with color matched non-shrink grout:

C. The grout used shall be cured as recommended by grout manufacturer.

3.11 POOL WALL SHOTCRETE

A. Wet Mix Process 1. The delivery equipment shall be of an approved design and size that has given satisfactory results in similar previous work. 2. The equipment must be capable of discharging mixed material into the hose under close control, and it must be able to deliver a continuous smooth stream of uniformly mixed material at the proper velocity to the discharge nozzle, free from slugs of any kind. 3. The nozzle shall be of a design and size that will ensure a smooth and uninterrupted flow of materials. 4. Delivery equipment shall be thoroughly cleaned at the end of each shift.

B. Surface Preparation 1. Verify forms are true to line and dimensions, adequately braced against vibration, and constructed to permit escape of air and rebound during gunning operations. 2. Do not place shotcrete on any surface which is frozen, spongy, or where there is free standing water.

C. Alignment Control 1. Provide alignment wires to establish thickness and plane surface. 2. Install alignment wires at corners and offsets not established by form work. 3. Verify alignment wires are tight, true to line, and placed to allow further tightening.

CCPRC Pool Projects 13 11 18-10 Job #17034 May 2018 ©2017 Water Technology, Inc. D. Application 1. Ensure correct placement of reinforcement. Ensure sufficient clearance around reinforcement to permit complete encasement. 2. Allow easy access to shotcrete surfaces for screeding and finishing, permitting uninterrupted application. 3. Determine operating procedures for placement in close quarters, extended distances, or around unusual obstructions where placement velocities and mix consistency must be adjusted. 4. In shotcreting walls, begin application at bottom. Ensure work does not sag. 5. Hold nozzle as perpendicular to surface as work will permit, to secure maximum compaction with minimum rebound. 6. Follow routine that will fill and completely encase reinforcement, using maximum layer thickness. 7. Build up layers by making several passes of nozzle over work area. Completely encase reinforcement with first layer. 8. After initial set, remove excess material outside of forms and alignment lines. 9. Allow each layer of shotcrete to take initial set before applying succeeding layers. 10. Remove laitance that has taken final set, by sandblasting. Clean with air-water jet. 11. Sound work with hammer for voids. Cut out voids and replace with succeeding layers. 12. Keep rebound, and other loose or porous material out of new construction. 13. Remove rebound that does not fall clear to work. Discard salvaged rebound. 14. Remove trapped rebound at construction and expansion joints.

3.12 EXPANSION JOINTS

A. The pre-molded expansion joint filler shall be of sufficient width to completely fill the joint. Filler shall be accurately cut to butt tightly against the waterstop and the side forms. All expansion joints require PVC waterstop.

B. At locations where joint sealant is to be applied, the pre-molded joint filler shall be precut to the required depth.

C. Cavities for joint sealant shall be formed with either precut, pre-molded joint filler or smooth, accurately shaped material that can be removed.

D. Concrete shall be thoroughly vibrated along the joint form to produce a dense, smooth surface. Surface irregularities along the joint sealant cavity, due to improper concrete consolidation or faulty form removal, shall be repaired with an approved compound compatible with the joint sealant in a manner that is satisfactory to the sealant manufacturer.

E. Installation of Cellular Neoprene: Install in joint accurately as shown. Attach to concrete with a bonding agent approved in writing by the joint sealant and joint filler manufacturer for compatibility.

F. All joints require gun grade sealant.

3.13 CONSTRUCTION JOINTS

A. Construction joints shall be located as required for the contractor’s scheduling, means and methods.

B. All construction joints require waterstop.

C. Contractor shall provide a submittal showing construction joint locations and detailing for review and approval.

A. Place reinforcing steel in conformance with the information on the drawings and CRSI 63 and CRSI, except as modified herein. Minimum length of splices shall be as shown in table on drawings. Tie splices with 18-gauge annealed wire as specified in the referenced CRSI standard. All tie wires shall be “made tight” for electrical bonding purposes, as required by NEC, Article 680.

3.15 WATER TIGHTNESS TEST [HC5]

A. General 1. This test applies to the pool, the surge tank, and the gutter system. A water tightness test shall be completed on each pool, surge tank and gutter system, independently of each other, prior to the application of the pool finish. 2. The cost of the water for one initial water tightness test, and the final fill shall be borne by the Owner. Any subsequent fillings or partial fillings (more than 25%) of the pool shall be by the CONTRACTOR, at its own expense. 3. Contractor shall include and itemize these requirements in the overall construction schedule. 4. The Owner may elect to waive leak test requirements if schedule becomes a critical factor. Only the Owner may waive these requirements. If the Owner elects to waive these requirements the Contractor is still responsible for providing leak-free structures, and at a minimum, all specified applicable warranties shall apply.

B. Water Tightness Test Procedure 1. Preparation a. Visually examine the concrete structure and joints for potential leakage prior to fill. Contractor shall repair areas of potential leakage prior to fill. b. Allow the concrete structure to cure a minimum of 28 days, or as required to gain sufficient strength to withstand the test load, prior to initiating test. c. Securely seal all inlets/outlets and penetrations prior to fill. d. The test shall not be scheduled when the weather forecast indicates the water surface could freeze before the test is completed. 2. Fill a. Fill the pool with potable water from an approved water source, and then isolate the pool, the surge tank, and the gutter system. The water tightness test and measurement documentation shall begin after the test structure has been filled for a minimum of three (3) days to allow the concrete to absorb water and minimize absorption effects during the testing period. b. Fill each structure to the design maximum liquid level or 4 inches below any fixed overflow level. c. After the initial fill, remove ground water to a level below the bottom of the structure main drain or floor slab (below lowest concrete plane) utilizing the pool observation tube, the pool de-watering system, or the construction dewatering system. This shall be completed prior to the start of the water tightness test and maintained for the duration of the test. 3. Evaporation/Precipitation Measurement Procedure a. Partially fill a floating, restrained, calibrated (known volume and surface area), open container (hereafter “container” or “control container”) with water and allow this container to float within the filled structure during the testing period. This will be used to measure total evaporation and precipitation. b. Mark and measure the change in container’s water level. If the container water level has gone down (evaporation), this change shall be subtracted from each structure’s water loss measurement. If the container water level has risen (rain), this change shall be added to each structure’s water loss measurement. 4. Measurement

CCPRC Pool Projects 13 11 18-12 Job #17034 May 2018 ©2017 Water Technology, Inc. a. Conduct all measurements with the Architect or Owner’s representative present, and document all measurements on the table below. b. Provide an as-built drawing or sketch the pool, surge tank, and gutter identifying measurement locations and the evaporation control container’s location. c. The water surface elevation shall be recorded to within 1/16 of an inch, measured from a fixed point on the structure above the water surface. d. Average multiple sample locations for structures exposed to wind. e. Repeat and record the measurements for a total of three (3) consecutive days.

Measurement Pool Gutter System Surge Tank Control Times Measurements Measurements Measurements Container Measurements 12 Hrs. 24 Hrs. 36 Hrs. 48 Hrs. 60 Hrs. 72 Hrs.

5. Water Leakage a. Calculate water leakage as follows: Leakage [Gallons]= [7.481 x Structure Surface Area (SF)] x [Structure Loss Measurement* (FT) – Control Container Measurement (FT)].

* Structure loss measurement is a generic term referring to Pool Measurement, Gutter System Measurement or Surge Tank Measurement independently. Calculate the leakage from the pool, gutter, and surge tank independently. b. Add the measurements for two consecutive 12 hour periods to obtain the total daily loss due to leakage. c. Record Daily losses due to leakage for Day #1, #2, and #3 in the table below.

Total Daily Pool Leakage Gutter Leakage Surge Tank Loss Due To Leakage Leakage Day 1 Day 2 Day 3

6. Submittal a. Provide test location as-built/sketch, measurement tables, and Water Leakage calculations to Engineer in the form of a submittal for review and records. 7. Allowable Loss from Leakage a. The allowable leakage rate for an unlined, open concrete structure (i.e. backfilled pool, gutter, and surge tank) shall not exceed 0.1 percent of the total water volume in a 24-hour period. (Example: 0.001 x 200,000-gallon pool = 200 gallons per 24-hour period.) b. Elevated pools and gutters with a secondary containment vessel shall have no measurable loss; the drop in the water surface shall not exceed 1/8” over the three- day test period when adjusted for evaporation and precipitation. 8. Repair and Retest a. If the leakage volume calculated exceeds the “allowable loss” in section 7, Contractor shall locate and identify leakage points, repair the structure and provide documentation on the location of repaired areas. b. After proper curing of all repair work, re-test the water tightness of structure following the procedure specified in this section.

END OF SECTION 13 11 18

POOL PIPE AND PIPE FITTINGS

1. GENERAL

1.01 SECTION INCLUDES

A. Pipe, pipe fittings, connections, wall penetrations.

1.02 RELATED DOCUMENTS

A. Drawings and Contracting Requirements, including General and Supplementary Conditions and Division 01 - General Requirements, apply to this Section.

1.03 REFERENCES/PIPE – FITTING REQUIREMENTS

A. The following latest edition reference specifications, guides and standards shall become part of this Specification as if herein written. If provisions conflict, the more stringent provisions shall apply. 1. ANSI/ASTM D2564 - Solvent Cements and ASTM F656 – Primers for Polyvinyl Chloride (PVC) Plastic Pipe and Fittings 2. ASTM D2855 – Practice for Making Solvent Cemented Joints with PVC Pipe and Fittings 3. ANSI/ASTM D1785 – Standard Specification for Polyvinyl Chloride (PVC) Plastic Pipe Schedules 40, 80 and 120, NSF Seal for Potable Water 4. ASTM D2466 – PVC Plastic Pipe Fittings, Schedule 40, Injection Molded, Sizes Through 12”, NSF Listed. As manufactured by Spears Manufacturing Company, “or approved equal”. 5. ASTM D2467 – Socket Type PVC Plastic Pipe Fittings, Schedule 80, Injection Molded, Sizes through 12”, NSF Listed. As manufactured by Spears Manufacturing Company, “or approved equal”. 6. ASTM F679 – PVC Large Diameter Plastic Gravity Sewer Pipe and Fittings, Bell Gasketed Joints, Sizes 18” Through 36”. As manufactured by J-M Manufacturing Co., Inc. “Perma-Loc”, “or approved equal”. 7. ASTM B88 – Seamless Copper Water Tube 8. Eslon Engineering Manual for Plastic Piping Systems 9. ASTM D2563 – Fabricated, Fiberglass Wrapped PVC Pipe Fittings 12”, 14”, and above, Schedule 40 or 80 manufactured from PVC pipe conforming to ASTM D1785 and compliant to the most recent publication of the “Spears General Specification for Standard Fabricated Fittings (FAB-7-702)”. Butt-fusion welded fabricated fittings are not acceptable. All fittings shall be certified for potable water service by NSF. As manufactured by Spears Manufacturing Company or “approved equal” 10. CLASS 150 - All plastic pipe flanges shall be Class 150 and of the same schedule as the associated pipe with neoprene gaskets where required.

1.04 QUALITY ASSURANCE

A. Qualifications of Pool Contractor 1. Work of this Section shall be performed by a Contractor who has a proven record of competence and experience in the construction of similar facilities of this size and complexity for not less than 5 years. Contractors shall have an established record of reliability.

B. The following tests shall be performed during construction of the project. Refer to General Conditions and Division 01 for further requirements.

CCPRC Pool Projects 13 11 20-1 Job #17034 May 2018 ©2017 Water Technology, Inc. 1. Testing and Flushing of Piping a. Contractor shall be responsible for discovering leaks and making necessary repairs. 1) Pressure piping and suction piping: After the piece is laid, the joints completed and the trench partially backfilled, leaving joints exposed for examination, subject new lines to a hydrostatic pressure of not less than 50 pounds per square inch. Joints shall remain watertight under this pressure for a period of two (2) hours. All air must be expelled from pipes prior to testing. 2) Gravity lines: A water test shall be applied to all gravity drain piping systems, either in their entirety or in sections. All openings shall be tightly plugged and each system filled with water and tested with at least a 10 foot head of water (4.3 psi). The water shall be kept in the system, or in the portion under test, for at least fifteen (15) minutes before the inspection starts. System shall be water tight at all joints. 3) Leaks shall be repaired and tested repeatedly until leakage or infiltration is approved. b. Provide test results to the Architect/Engineer before covering with concrete.

1.05 SUBMITTALS

A. Refer to General Requirements and Division 01.

B. Product Data: For each type of manufactured material and product indicated.

C. Provide Shop Drawings showing pipe locations, location of pipe penetrating water tight walls, pipe sizes, how the system will be drained and the location of the drain valves.

1.06 SUBSTITUTIONS

A. Refer to General Requirements and Division 01.

2. PRODUCTS

2.01 PIPE and FITTINGS

A. Refer to Section 1.03 for pipe and fitting requirements.

B. Refer to pipe schedule(s) on drawings for size and type.

2.02 THREAD TAPE

A. Teflon 2

2.03 SOLVENT CEMENTS AND PRIMERS

A. PVC pipe shall be installed using solvent weld materials including primers, cleaners, and cements. All solvent weld materials, methods, and applicator tools shall conform to all ASTM Standards for solvent cements used for plastic pipe installations.

B. Manufacturer: IPS Corporation, Weld-On Product Line

2.04 WALL SLEEVES

A. Pipes penetrating all water tight walls shall use "Century Line" thermoplastic wall sleeves in combination with “Link Seals” having stainless steel service designation. As manufactured by Thunderline Corporation, or the Metraflex Company, “or approved equal”.

A. Upcon High Flow, The Upco Company, Cleveland, Ohio; Masterflow 713, The Master Builder Company, Cleveland, Ohio; Crystex L & M Construction Chemicals, Inc., Omaha, Nebraska.

2.06 PIPE SIGNAGE

A. Brady, B-946, custom legend, self-sticking markers and arrows or equal.

3. EXECUTION

3.01 PIPE INSTALLATION

A. Excavation and Backfill 1. Excavation for all pool systems and related piping. a. Comply with Division 31. 2. Special backfill and bedding materials. a. Existing subsoil materials shall not be used for pipe bedding. b. All pipe shall be bedded with a minimum of 6" of clear stone material and a minimum of 2'-0" clear stone material top cover. The balance may be existing site material, provided no organic material, clay or topsoil is used.

B. Piping Placement and Use 1. Base Bid shall be on pipe materials shown. See the PL Drawings and associated schedules for required pipe material types. 2. All material transitions shall be above-grade, flange to flange connections and include ribbed EPDM type rubber gaskets. Below-grade materials transitions will not be allowed. 3. Piping must be laid on a grade so it will drain completely by gravity. In all instances where gravity drainage is not provided, the contractor shall install drain valves so that all lines can be drained completely. Shop drawings will be required on any such installation. 4. No installation shall be made that will provide a cross connection or inter-connection between distribution supply for drinking purposes and the swimming pool that will permit a backflow of water into the potable water supply. Pipe openings shall be closed with caps or plugs during installation. Equipment and pool fittings shall be tightly covered and protected against dirt, water and chemical or mechanical injury. At the completion of work the fittings, materials and equipment shall be thoroughly clean and adjusted for proper operation. 5. All gutter lines shall drain by gravity to the surge tank. 6. All above grade outdoor piping shall be painted, in accordance with the manufacturer’s recommendations, to protect against ultraviolet degradation.

C. PVC Pipe 1. Cut all pipe with mechanical cutter without damage to pipe. 2. Placing and laying: Inspect pipe for defects before installation. Clean the interior of pipe thoroughly of foreign matter and keep clean during laying operation. Pipe shall not be laid in water or when trench conditions are unstable. Water shall be kept out of the trench until the pipe is installed. When Work is not in progress, open ends of pipe and fittings shall be securely closed so that no trench water, earth or other substance will enter the pipes or fittings. 3. Threaded joints: After cutting and before threading, the pipe shall be reamed and shall have burrs removed. Screw joints shall be made with graphite or inert filler and oil or with an approved graphite compound applied to male threads only. Threads shall be full-cut and not more than 3 threads on the pipe remained exposed. Use Teflon II tape on the male threads of all threaded pipe joints. Caulking of threaded joints to stop or prevent leaks will not be permitted. Unions shall be provided where required for disconnection of exposed piping. Unions will be permitted only where access is provided.

CCPRC Pool Projects 13 11 20-3 Job #17034 May 2018 ©2017 Water Technology, Inc. 4. All PVC pipe connections shall be flanged or solvent welded. 5. Solvent welded joints shall be made in accordance with the manufacturer's printed instructions and the following minimum standards: a. All fittings shall fit easily on the pipe before applying cement. The outer surface area of pipe and inner wall of fitting shall be dry and clean. Cleaner is to be applied to the outer surface of the pipe and to the inner surface of the fitting. Cement is to be applied to the outer surface of the pipe, or on the male section of fittings only. When the outside surface area of the pipe is satisfactorily covered with cement allow ten (10) seconds open time to lapse before inserting pipe end into fittings. After full insertion of pipe into fitting, turn fitting about the pipe end approximately 1/8 to 1/4 of a turn. Wipe off excess cement at the joint in a neat cove bead. Follow manufacturer's instructions on solvents. Remove all debris, including, containers, brushes, applicators and other items from premises, dispose of properly. Burying of debris on site is not permitted. b. In addition to the requirements outlined above, the solvent weld process for pipe sizes of 6” diameter and larger includes additional requirements outlined below. As pipe diameter increases, so does the difficulty in installing it. Follow all of the solvent weld manufacturer’s recommendations for larger diameter pipe. The installer shall use proper size applicators to ensure enough cement is applied to fill the larger gap that exists between the pipe and fittings. 1) Use the applicable cement for the size of pipe and fittings being installed. 2) End of pipe must be cut square and chamfered (beveled). 3) Provide adequate crew size to properly handle and fit pipe installations. 4) It is important in large diameter joining that the primer and cement be applied simultaneously to the pipe and fittings. Apply a second, full layer of cement to the pipe. Pipe must be bottomed into the fitting. 5) Large diameter pipe and fittings require longer set and cure times. Prefabricate as many joints as possible. If pipe is to be buried, fabricate as many joints as possible above ground, after joints have cured, carefully lower into trench. c. All joints shall remain completely undisturbed for a minimum of 10 minutes from time of jointing the pipe and fitting. If necessary to apply pressure to a newly made joint, limit to 10% of rated pipe pressure, during the first 24 hours after the joint has been made. d. Make provisions for expansion and contraction by way of swing joints or snaking. e. Protect plastic pipe from exposure to aromatic hydrocarbons, halogenated hydrocarbons, and most of esters and keytones that attack the material. Protect all pipe from mechanical damage and long exposure to sunlight during storage. f. PVC welding is not allowed without prior approval of the Architect/Engineer.

D. Field Coordination 1. It is the Contractor's responsibility to provide piping by means that account for all necessary coordination, including, but not limited to: water stops, oversize sleeves, pipe supports, valves and other attachments, over-excavations required for fusion machinery or other equipment, etc. 2. Provide pipe extensions and temporary caps necessary for pressure testing requirements. 3. Contractor is required to provide coordination and adequate protection as needed to all external services (i.e. ducts, pipes, cables) that run throughout the project site. Plumbing shall be located and placed to prevent damage during and after construction from traffic loads above.

E. Overhead piping in mechanical room/pool room shall be run such that a minimum head clearance of 7’-0” is observed to all piping, pipe fittings and pipe hangers/supports. Piping runs shall not create path obstruction or a tripping hazard.

CCPRC Pool Projects 13 11 20-4 Job #17034 May 2018 ©2017 Water Technology, Inc. F. Pipe Identification 1. Provide identification on all piping located in mechanical equipment, chlorine, acid rooms, heater courts, etc. 2. All piping in Mechanical Room to be labeled with description of line and arrows indicating direction of flow. 3. Mark at least once on each line and at 5 ft. intervals minimum. Consult Health Department Code for minimum marking requirements. 4. Color code per Health Department requirements. If code does not identify color coding requirements consult Architect/Engineer.

3.02 SLEEVES AND WALL PENETRATIONS

A. Patch exterior side of wall penetrations with non-shrink grout. Other methods of water tightness shall be pre-approved by the Architect/Engineer.

END OF SECTION 13 11 20

POOL PIPE SUPPORTS

1. GENERAL

1.01 SECTION INCLUDES

A. Pipe Hangers & Supports.

1.02 RELATED DOCUMENTS

A. Drawings and Contracting Requirements, including General and Supplementary Conditions and Division 01 - General Requirements, apply to this Section.

1.03 SUBMITTALS

A. Refer to General Requirements and Division 01.

B. Product data including manufacturer’s specifications, installation instructions.

C. Shop Drawings showing type and locations.

1.04 SUBSTITUTIONS

A. Refer to General Requirements and Division 01.

1.05 DELIVERY, STORAGE AND HANDLING

A. Refer to General Requirements and Division 01.

2. PRODUCTS

2.01 MATERIALS

A. Hangers and Supports 1. General a. All hangers, pipe supports, threaded rod, hardware, etc. shall be zinc plated or galvanized steel. b. All piping connections and support hardware shall be stainless steel inside surge tanks and gutters. 2. Strut a. Minimum height 1 5/8”, minimum width 1 5/8”, minimum thickness 12-gauge material. b. Finish shall be hot-dip galvanized steel, ASTM A123; or type 304 stainless steel or better grade, ASTM A240. 3. Strut Clamps a. Pipe sizes ½” thru 12”, two-piece clamps with clamping bolt and nut. Pipe sizes 14” and larger, provide “U” bolts, nuts and washers. b. Finish shall be hot-dip galvanized steel, ASTM A123; or type 304 stainless steel or better grade, ASTM A240. 4. Strut Accessories a. Flat plate fittings, corner braces, post bases, etc. Finish shall be hot-dip galvanized steel, ASTM A123; or type 304 stainless steel or better grade, ASTM A240. 5. Wedge Anchors

CCPRC Pool Projects 13 11 23-1 Job #17034 May 2018 ©2017 Water Technology, Inc. a. One-piece assembly, 3/8” minimum body diameter. b. Grade 2, zinc plated with stainless steel clips; or type 304 stainless steel or better grade, ASTM A240. 6. Beam Clamps a. Steel “C” clamp type with locknut. b. Finish shall be electro-plated galvanized; or type 304 stainless steel or better grade, ASTM A240. 7. Support Components a. All threaded rod, threaded rod couplings, nuts, washers, etc. Finish shall be electro- plated galvanized; or type 304 stainless steel or better grade, ASTM A240.

3. EXECUTION

3.01 GENERAL

A. All mechanical room piping must be properly supported using the schedule indicated on the drawings as a guideline for maximum allowable spacing between supports.

B. It shall be the contractor’s responsibility to properly support piping at all valves, pumps, equipment, overhead areas and changes in direction.

C. All piping must be supported laterally as well as vertically hung.

D. Ring, clevis, roller and J hook type hangers are not acceptable.

E. Comply with manufacturer’s written instructions.

END OF SECTION 13 11 23

POOL VALVES

1. GENERAL

1.01 SECTION INCLUDES

A. Butterfly Valves

B. Ball Valves

C. Check Valves

D. Expansion Joint/Flexible Connector

E. Modulating Float Valves

F. Modulating Electrical Main Drain Valves

G. Submerged Service Operators

H. Valve Operator Extension

I. Drainage Valves

J. Reducers

1.02 RELATED DOCUMENTS

A. Drawings and Contracting Requirements, including General and Supplementary Conditions and Division 01 - General Requirements, apply to this Section.

1.03 REFERENCES

1.04 SUBMITTALS

A. Refer to General Requirements and Division 01.

B. Submit Shop Drawings, clearly indicating make, model, location, type, size, pressure rating, and type of service.

C. Valve charts 1. Submit two copies of valve charts for each piping system, consisting of isometric Drawings, or piping layouts showing and identifying each valve and describing its function to the Architect/Engineer for approval. 2. Upon completion of the Work, one copy of each valve chart sealed to rigid backboard with clear lacquer, placed under glass and framed, shall be hung in a conspicuous location in the equipment room.

1.05 SUBSTITUTIONS

A. Refer to General Requirements and Division 01.

1.06 DELIVERY, STORAGE AND HANDLING

A. Refer to General Requirements and Division 01.

1.07 WARRANTIES

A. Standard Manufacturer’s Warranty

2. PRODUCTS

2.01 GENERAL

A. Cast Iron valves 3" and larger shall have an epoxy coated body on all interior and exterior surfaces, ductile iron-nylon II coated disc, one piece 416 stainless steel shaft with Buna-N or EPDM seat minimum, 150 PSI rating, or cast aluminum ASTM S12A housing and fully coated with Rilsan on all interior and exterior surfaces. Internal components include EPDM resilient lining, Rilsan coated ductile iron disc and T304 stainless steel shaft. 150 psi rating.

B. Cast Aluminum valves 3” and larger shall have an ASTM S12A body and coated with Rilsan on all interior and exterior surfaces. Internal components include Buna-N or EPDM resilient lining and seat, Rilsan coated ductile iron disc and T304 stainless steel shaft. 150 psi rating.

C. Thermoplastic valves 3” and larger shall be constructed from PVC Type 1 Cell Classification 12454 or CPVC type 4 cell classification 23447. Thermoplastic valves shall include PVC disc with solid type 316L stainless steel shaft with Buna-N or EPDM seat pressure rated to 150 psi @ 73 degrees Fahrenheit.

2.02 BUTTERFLY VALVES

A. Butterfly valves 3" - 12" shall be wafer or lug bodies and shall be suitable for use between ANSI 125 and 150 lb. Flanges.

B. Bodies of the flangeless design shall be provided with at least two bolt guides to center the valve in the pipeline.

C. All valves shall be as manufactured by Bray Valve (713) 894-5454, Dominion or equal.

D. All bolts and nuts shall be corrosion resistant zinc plated steel with plated washers to be used when secured to PVC flanges.

2.03 UV LAMP STRAINER VALVE

A. EZ Strainer 4” to 12” butterfly type valve with stainless steel strainer disc and shaft, case aluminum rislan (nylan) coated valve housing, with manual locking valve handle as manufactured by Neptune Benson. Install on downstream side of UV lamp per UV installation details.

2.04 BALL VALVES

A. PVC True Union Ball Valves, Ipex, Asahi, Spears or equal.

A. ½” thru 2 ½” shall be PVC body, true union, ball type, seal material EPDM as manufactured by Ipex, Asahi Spears or equal as indicated on Contract Drawings.

B. 3” thru 20” diameter check valves: 1. Type: Split disc wafer style 2. Valve Body: Ductile or cast iron with an epoxy painted exterior 3. Lining: Fully lined with a Buna N elastomer 4. Shaft: 316 stainless steel shaft and shaft plug 5. Plates: 316 stainless steel (3” – 12”) or Aluminum Bronze (14”+) 6. Spring & Plate Travel Stop: 316 stainless steel 7. Manufacturer: Center Line Series 800 as manufactured by CRANE ChemPharma & Energy, or Model CVXXK Series by Metraflex, or approved equal.

2.06 EXPANSION JOINT/FLEXIBLE CONNECTOR (where required)

A. Shall be the Metrasphere, Style R with EPDM body and threaded bolt holes, Model #MSREE Series manufactured by Metraflex, as indicated on drawings. Install with a control unit assembly (tie rods) from flange to flange per manufacturer’s instructions to minimize expansion joint damage caused by excessive motion.

2.07 MODULATING FLOAT VALVES

A. Float operated modulating valve shall be designed for submerged service.

B. The housing body shall be fabricated using Sch. 80 PVC pipe with Sch. 80 PVC van stone flanges. The internal wafer shall be 12 gauge T304L material and positioned with 1/8” (+1/16”) clearance around the perimeter. The body shall also incorporate and interior stop plate constructed of PVC to define that allowable range of arm motion. Close fitting Delrin bushings shall be included on the shaft penetration of the body to provide a seal against water loss and air entrance.

C. The valve shaft shall be T304L material 1” in diameter. Float arms shall securely fasten to shaft using T316SS nuts with washers to provide adjustability. Arms shall be ½” diameter all thread rod T316SS with length as required. Valve sizes 14” – 20” shall have ¾” square tubing for arms.

D. Ball floats shall be constructed of T304L stainless steel and be 7” in diameter with internal weighting. Floats shall also be adjustable using T316SS nuts with washers as previously described. Provide one (1)/two (2) float arms as shown on the drawings. Valve sizes 14” – 20” shall have 12” diameter cylindrical floats.

E. The float arms shall be hinged to allow for vertical operation. A 12 gauge T304L bracket shall be provided as a guide to maintain the vertical float positions .

2.08 MODULATING ELECTRONIC MAIN DRAIN VALVES

A. The modulating electronic main drain valves shall be assembled and installed as specified in the Contract Drawings. The purpose of the valve is to use the surge tank and/or balance tank water level as a means of electronically adjusting and controlling the flow from the pool main drain plumbing.

B. Provide and install equipment as detailed in the Contract Drawings and as follows:

CCPRC Pool Projects 13 11 24-3 Job #17034 May 2018 ©2017 Water Technology, Inc. 1. The surge tank sensor and transmitter (Basis of Design): Shall be a BECSys, Model SLS continuous level sensor, or equal with the following characteristics: a. Piezoresistive pressure measurement of the water column. b. Automatically adjusts for changes in atmospheric pressure. c. Factory calibrated. d. Field configurable sensor length. e. Solid-state; no moving parts that can wear out over time. f. Installation options for wall mount and stand pipe glass configurations. 2. Digital Processor (Basis of Design): Is internal with the BECSys 7 Chemical Controller or approved equal (see pool mechanical and main drain detail on PL drawings). Program settings as shown on detail per the manufacturer’s instructions. The controller shall continuously monitor, display and data log surge tank level with 10 mm (0.4”) resolution or better. The controller shall also use the surge tank level to control a water makeup valve to maintain water level (Autofill) and/or control a main drain modulating valve. 3. Valve: One (1) butterfly valve. Valve shall be one pipe size smaller than the main drain pipe. a. See “Butterfly Valves” within this specification section for additional valve material and manufacturer requirements. 4. Valve Positioner: a. DHC-100 digital positioner, electronic actuator with manual over-ride wheel operator, and battery back-up. b. Positioner: Pushbutton calibration to plus/minus 0.1 degree within a 90-degree quadrant. See detail for range of positions. Fail position (loss of command/signal) shall be 100% closed. c. Electronic Actuator: Provide Series 92 Quarter master Protek Failsafe electric actuator with rechargeable battery pack and low battery indicator. Voltage: Available in 115/230VAC and 12/24VDC, 0.2 to 4.0 amp draw. d. Manufacturer: Asahi America, Inc., www.asahi-america.com ; or equal.

2.09 SUBMERGED SERVICE OPERATORS

A. Use only approved service operators for the valve requiring underwater operation in the surge tank or in manhole used for pool draining.

2.10 VALVE OPERATOR EXTENSION

A. Extensions shall be stainless steel and by same manufacturer as the valve manufacturer.

2.11 DRAINAGE VALVES

A. Provide min. 3/4" True Union Ball valve on all piping at such a location to allow complete drainage of system.

2.12 REDUCERS

A. Use Eccentric reducers on pump suction lines only and concentric reducers on pump discharge lines only.

B. Stainless steel body and flanges, T304 materials, ANSI 125# rated flanges.

C. Use Neptune Benson, 15-CNS/15ECS series “or equal”.

D. Provide valves of same manufacturer throughout where possible and practical.

E. Provide valves with manufacturer's name and pressure rating clearly marked on outside of body.

2.13 VALVE LABELS

A. Provide and install 2” round, 1/16” thick, multi-layered valve tags with contrasting lettering with non-corrosive beaded tie on all valves. All labels shall be me labeled in accordance with the valve chart per Section 13 11 14.

3. EXECUTION

3.01 VALVE CONNECTIONS

A. Provide valves suitable for connection to adjoining piping.

B. Valve size shall be the same as the pipe size.

3.02 VALVE USE

A. Pipe sizes 3" - 14" – Butterfly

B. Miscellaneous valves 1/2" – 2-1/2" - PVC True Union Ball Valves

C. All chemical lines and equipment - PVC True Union Ball Valves

3.03 VALVE OPERATORS

A. All butterfly valves shall have gear operators and chain operators as required unless drawings indicate otherwise. Chain operators shall be required on all gear operators located 7’-0” or higher above finished floor

B. Provide extension lengths as necessary to operate submerged or below surface valves and the appropriate valve box access cover.

END OF SECTION 13 11 24

POOL CENTRIFUGAL PUMPS

1. GENERAL

1.01 SECTION INCLUDES

A. Pumps 1. Flooded Suction 2. Self-Priming Thermoplastic

B. Vertical Turbine Pumps

C. Pump Accessories 1. Pump Strainers 2. Gauges 3. Flow meters

1.02 RELATED DOCUMENTS

A. Drawings and Contracting Requirements, including General and Supplementary Conditions and Division 01 - General Requirements, apply to this Section.

1.03 REFERENCES

A. The following latest edition reference specifications, guides and standards shall become part of this Specification as if herein written. If provisions conflict, the more stringent provisions shall apply. 1. Hydraulic Institute Standards 2. Institute of Electrical and Electronics Engineers Standards (IEEE) 3. National Electrical Manufacturers Association Standards (NEMA) 4. Occupational Safety and Health Administration Rules and Regulations (OSHA) 5. National Sanitary Foundation (NSF) 6. American Society for Testing and Materials Standards (ASTM) 7. American Iron and Steel Institute (AISI) 8. American National Standards Institute (ANSI) 9. ASTM A48 – Standard Specification for Gray Iron Castings 10. ASTM B584 – Standard Specification for Copper Alloy Sand Castings for General Applications 11. AISI 1045 12. ASTM B62 – Standard Specification for Composition Bronze or Ounce Metal Castings

1.04 DESCRIPTION OF WORK

A. The pumping units shall be installed in accordance with the instructions of the manufacturer and as shown on the drawings by the Architect/Engineer.

B. Pump capacity, horsepower, TDH (Total Dynamic Head), speed, suction and discharge diameters, type, and other requirements shall be as shown on the drawings and shall comply with the requirements as specified herein.

C. The General Conditions shall apply to this Section as fully as if repeated herein.

A. To assure a properly integrated and compatible system, the Equipment Manufacturer shall assume full responsibility for the warranty and proper operation of the pumps and/or accessory equipment.

B. Acceptable Products and Manufacturer: As listed on the contract documents or included herein or, an Engineer approved equal product and manufacturer.

C. All pumps and strainers shall be NSF50 certified as provided, including required coatings and shall be labeled as such on the serial number identification tag.

1.06 SUBMITTALS

A. Refer to General Requirements and Division 01.

B. Submit complete motor and pump data together with shop drawings for the driven machine. All material is to be collated in a card stock binder, with pockets for large drawings, and with index. This data shall be prepared by the motor and/or pump manufacturer and shall include: 1. Pump manufacturer and model number, name of motor manufacturer, type of pump and motor with dimensioned drawings. 2. Characteristic curves at full load motor speed showing flow, TDH, efficiency, horsepower, and NPSH required. For all VFD applications include a family of performance curves, separate of the full load motor speed curve, for speeds of 105%, 100%, 89%, 83%, 66%, and 50% of the scheduled RPM. 3. Nominal motor horsepower, speed at full load, frame size, enclosure construction, winding insulation class and treatment, temperature rise at nominal horsepower, service factor, voltage rating (indicate if dual voltage), number of phases, frequency rating, full-load amperes at nominal horsepower for application voltage, starting code letter, or locked rotor KVA or amperes. 4. Complete pump description plus material list including casings, impellers, seals, shaft, bearing frame, motor mounts, guards, base plate, exterior coating type and mill thickness. 5. Installation Instruction and Operation and Maintenance Manuals shall include recommended protection and maintenance required for storage prior to putting pumps in service, and may be submitted any time before shipment of the pumps.

1.07 SUBSTITUTIONS

A. Refer to General Requirements and Division 01.

1.08 DELIVERY, STORAGE, AND HANDLING

A. Refer to General Requirements and Division 01.

1.09 WARRANTIES

A. Manufacturer’s standard pump warranty. Warranty on mechanical seals covering 100% of the cost on all parts and labor extending over the same time period as the standard pump warranty.

B. End Suction Pumps 1. Pump failure of any pump component directly attributable to materials and/or workmanship within 1 year after substantial completion shall be repaired or replaced by the pump manufacturer at no cost to the Owner. 2. Motor failure of any motor component directly attributable to materials and/or workmanship within 3 years after substantial completion shall be repaired or replaced by the pump manufacturer at no cost to the Owner.

C. Turbine Pumps 1. Failure of any pump or motor component directly attributable to materials and/or workmanship within 1 year after shipment shall be repaired or replace FREE of charge by the pump manufacturer.

2. PRODUCTS

2.01 END SUCTION, CENTRIFUGAL PUMPS

A. General 1. Pump performance shall be optimized with provision of variable speed drives where designated in the drawings. 2. Operational Pump Characteristics a. Engineer has the right to reject any pump with a pump curve having a design point operating efficiency more than 5% below the operating efficiency of the scheduled pump provided on the drawings. 3. Furnish and install horizontal close-coupled end suction centrifugal pumps as specified on the Contract Drawings or as pre-approved by the Architect/Engineer.

B. Materials of Construction: 1. End Suction Pumps a. Pump internal materials shall be as follows: 1) Casing – Cast Iron (ASTM A48) 2) Impeller – Bronze (ASTM B584) with maximum zinc content of 5% 3) Case Wear Ring – Bronze (ASTM B62) 4) Shaft – Hardened Steel (AISI 1045) 5) Shaft Sleeve – Bronze (ASTM B62) b. Coating: All wetted ferrous parts and the pump impeller shall be sandblasted per the coating manufacturer’s recommendations, and coated with Scotchkote 134 or equal product. c. Casing 1) The casing will be of the end suction design with tangential discharge outlet. For suction piping diameters of 2" or greater, the suction inlet shall be a flat-faced flange connection and the discharge outlet shall be a bolt through flange connection. Flange connections shall be ANSI 125# rated. 2) The casing shall have tapped and plugged holes for priming and draining. The casing bore shall be large enough to allow "back pullout" of the impeller without disturbing the casing or suction and discharge piping. The casing shall be supported by the driving unit. Pumps requiring a mounting point other than the driving unit shall not be allowed. d. Impeller: The impeller shall be of the enclosed type, vacuum cast in one piece. It shall be finished all over, the exterior being turned and the interior being finished smooth and cleaned of all burrs, trimmings and irregularities. The impeller shall be dynamically balanced. The impeller will be keyed to the shaft, and fastened with 316 stainless steel washers, gasket and cap screw. e. Case Wearing Ring: The pump casing shall be fitted with a bronze case wear ring to minimize abrasive and corrosive wear to the casing. The case wear ring shall be of the radial type, press fitted into the casing. f. Mechanical Seal: Shaft sealing shall be accomplished by means of a John Crane Type 21 or equal mechanical seal with solid silicone carbide face/primary ring; solid silicone carbide seat/mating ring; 316 stainless drive band, retainer and spring; and Buna-N elastomers. g. Shaft: The impeller shall be direct coupled to the motor shaft. The motor shaft shall be machined to provide a key way, and drilled and tapped to accept the impeller fastener. Stub shafts are not acceptable.

CCPRC Pool Projects 13 11 25-3 Job #17034 May 2018 ©2017 Water Technology, Inc. h. Shaft Sleeve: The pump shaft shall be fitted with a bronze shaft sleeve to minimize shaft wear. The sleeve shall be sealed to the impeller hub by an 0-ring, and shall be positively driven by a pin to the key way. The use of adhesive compounds to fasten the sleeve to the shaft shall not be accepted. i. Motor 1) The motor shall be a NEMA-JM configuration motor meeting current NEMA Premium Efficiency Standards, and shall be totally enclosed fan cooled (TEFC). NEMA –JP configurations shall not be allowed due to shaft overhang. 2) The motor shall have a service factor of a least 1.15. The service factor is reserved for variations in voltage and frequency. 3) Motor must be rated for use with a Variable Frequency Drive and meet the NEMA MG1 Standard, Part 30. 4) The motor shall have a sufficient horsepower rating to operate the pump at any point on the pump’s head capacity curve at full load speed (60 Hz) regardless of selected operating speed without overloading the nameplate horsepower rating of the motor, regardless of service factor. Vendor shall confirm that motor current does not exceed allowable full load amperage at reduced frequency. Vendor shall verify scheduled horsepower meets above requirements. In no case shall the horsepower be less than indicated on the Drawings without specific approval from the Engineer. 5) Electrical requirements including phase, frequency, and voltage are indicated on the Drawings.

2.02 TURBINE PUMPS

A. General 1. Pump performance shall be optimized with provision of variable speed drives where designated in the drawings. 2. Operational Pump Characteristics a. Engineer has the right to reject any pump with a pump curve having a design point operating efficiency more than 5% below the operating efficiency of the scheduled pump provided on the drawings 3. Furnish and install vertical turbine pumps as specified on the Contract Drawings or as pre-approved by the Architect/Engineer.

B. Materials of Construction 1. Vertical Hollow Shaft Motor a. The vertical hollow shaft motor shall be specifically designed for turbine pump operation. It shall be NEMA weather protected type 1, be supplied with a non-reverse ratchet and of high thrust design. Motors must meet or exceed the latest NEMA standards. The motor must be inverter duty meeting NEMA MG1.30. b. The motor shall have a sufficient horsepower rating to operate the turbine pump at any point on the head capacity curve at full load speed (60 Hz) regardless of selected operating speed without overloading the nameplate horsepower rating of the motor, regardless of service factor. Vendor shall confirm the motor current does not exceed allowable full load amperage at reduced frequency. The motor shall have a service factor of at least 1.15. The service factor is reserved for variations in voltage and frequency. 2. Surface Discharge Head a. The discharge head shall be constructed of cast iron and shall be designed for a minimum of 30,000 PSI tensile strength, contain a packed stuffing box and a graphite upper shaft bearing. Discharge head to be supplied with cast iron or steel soleplate. The head shaft shall be of a 316 stainless steel. 3. Column Assembly a. The column pipe shall be of schedule 40 through 6” and schedule 30 through 14” and be flanged 8” and larger. The column pipe shall be coated with PLASTITE 7122 or

CCPRC Pool Projects 13 11 25-4 Job #17034 May 2018 ©2017 Water Technology, Inc. equal material, both inside and out. The lineshaft shall be of 316 stainless steel materials with 400 series couplings. Lineshaft bearing assemblies shall include cast bronze retainers with bronze sleeve type bearings having a maximum zinc content of 5%. 4. Bowl Assembly a. Only single bowl assemblies will be accepted. Enclosed cast bronze impellers having a maximum zinc content of 5% shall be affixed to a 316 stainless steel bowl shaft. All bearing shall be bronze sleeve type bearings having a maximum zinc content of 5%.

2.03 PUMP ACCESSORIES

A. Pump Strainers 1. All Horizontal Pumps a. Unless the pump has an integral hair and lint strainer, supply and install strainers equal to those indicated on the Contract Documents. b. Provide each strainer with two strainer baskets. 2. Vertical Turbine Pumps a. Provide manufacturers standard pump suction strainer for protection of the pump internals. b. Provide a primary, custom strainer basket around the column pipe, resting on the surge tank/sump floor. Fabricate the primary strainer from 304 stainless steel mesh materials. This strainer shall be minimum size of 24” square X 36” tall and a maximum size of 36” square X 48” tall based upon the size of the turbine pump specified, and requirements in the Contract Documents.

B. Gauges 1. Provide compound gauges where called for on Drawings and as required by Code. 2. Compound gauges shall be Liquid Filled, 30 Hg to 60 PSI with gauge cock and snubber as manufactured by Weksler, Marsh, Winters or equal.

C. Flowmeters 1. Provide flow meters where called for on the Drawings and as required by Code on main lines and on branch lines of flow ranges indicated. 2. Flowmeters shall be as specified on the contract documents or approved equal.

D. Pump Labels 1. Provide corrosion-resistant, permanent pump labels with contrasting lettering. 2. Label shall include pump ID from contract drawings and a description. (e.g. P1A Lap Pool Filtration Pump”)

PART 3 - EXECUTION

3.01 PUMP INSTALLATION

A. The pumping units shall be installed in accordance with the instructions of the manufacturer and as shown on the drawings by the Pool Engineer.

B. Ensure that the pumps and motors are properly supported and aligned with no pipe strain transmitted to the pump casing.

C. Installation shall include furnishing the required oil and grease for initial operation. The grades of oil and grease shall be in accordance with the manufacturer's recommendations.

D. Permanently affix pump label to the pump.

A. install accessories as shown on the contract documents and in accordance with manufacturer’s instructions.

B. Strainers shall be supported on a concrete housekeeping pad and provided with sufficient space for maintenance.

C. Gauges shall be positioned to be read adjacent to the pump or from above, where pumps are in a pump pit.

D. Permanently affix pump label to the pump in an easily visible location.

3.03 FACTORY TRAINED REPRESENTATIVE

A. Provide a factory-trained representative for the purpose of supervising installation, start-up, final field acceptance testing, and providing instruction to the owner's operating personnel in the proper operation and maintenance of the equipment in this section.

B. Contractor and factory-trained representative shall verify pump flow aligns with the pump curve and calibrate flowmeter as required.

END OF SECTION 13 11 25

POOL FIBERGLASS FILTERS

PART 1 - GENERAL

1.01 SECTION INCLUDES

A. Pool Fiberglass Filters

1.02 RELATED DOCUMENTS

A. Drawings and Contracting Requirements, including General and Supplementary Conditions and Division 01 - General Requirements, apply to this Section.

1.03 REFERENCES

A. The following latest edition reference specifications, guides and standards shall become part of this Specification as if herein written. If provisions conflict, the more stringent provisions shall apply. 1. National Sanitary Foundation (NSF) 2. ASTM D-2150 – Specification for Woven Roving Glass Fabric for Polyester

1.04 DESIGN REQUIREMENTS

A. As assurance that each item of apparatus is properly sized to perform in conjunction with each other, the Owner requires bidders to use the filter manufacturer as a single source of supply for the items of equipment as listed and described herewith.

1.05 SUBMITTALS

A. Provide detailed Shop Drawings of the items of equipment being provided, indicating the dimensions, material and characteristics of the filter shells, interior and exterior filter manifolds, nozzle system and filter media.

B. Provide a typed sheet of Operating Instructions, embracing the operation functions and recurring maintenance processes involved in connection with the complete filtration system.

1.06 CERTIFICATIONS

A. Shall bear the NSF Seal of Approval, Standard #50 for sand type filters.

1.07 QUALIFICATION STATEMENTS

A. The equipment described herein shall be a product of a manufacturer regularly engaged in the fabrication of fiberglass pressure vessels for at least fifteen years.

1.08 WARRANTY

A. The equipment supplier shall guarantee that the equipment to be furnished is of the correct capacity, that the various parts are designed to operate correctly and in conjunction with each other, that if the installation is made in accordance with his drawings and operated in accordance with his instructions, the system will perform the prescribed functions correctly, the water entering the pool will be clear, bright, free from suspended matter visible to the

CCPRC Pool Projects 13 11 32-1 Job #17034 May 2018 ©2017 Water Technology, Inc. unaided eye, will not produce any toxic effect or impart undesirable taste, odors or colors, and will be sanitary to the satisfaction of all authorities having jurisdiction.

B. Provide a fifteen-year non-prorated warrantee.

1.09 SYSTEM STARTUP

A. An authorized representative of the equipment supplier shall provide the supervisory services of an Installation Engineer for at least one day to fully instruct designated personnel in the operation, care and maintenance of the filter system.

PART 2 - PRODUCTS

2.01 FILTERS

A. Fiberglass Filter Tank 1. The filter tank shall be no less diameter and length than shown on plan. It shall be suitable for 50 psi working pressure and hydrostatically tested to 75 psi. 2. Two saddle style bases shall be provided for tank support. Systems that incorporate stacked tanks shall include similar bases and mounting saddles for the upper vessel. Access to the tank shall be provided by a 14" x 18" manhole with two fiberglass curved yokes. Manhole seal shall be complete with a one piece 1/4" neoprene gasket and positioned so that internal pressure from the filter will augment the seal. No additional hardware will be allowed. 3. Drain out system shall consist of one 3/4" coupling mounted to the tank bottom. One 3/4" coupling shall be provided for the air relief connection. 4. Each filter tank shall be equipped with the necessary flanges and connections for the internal and external piping. Connections shall be comprised of fiberglass flanges and schedule 80 PVC flanges. 5. The resin used shall be a commercial grade, premium corrosion resistant vinyl ester that has been evaluated in a laminate by test in accordance with ASTM C-581 in service comparable to the intended service and recommended for this service by the manufacturer. 6. A thixotropic agent that does not interfere with visual inspection of laminate quality shall only be added for viscosity control in resins that are not to be used in the inner corrosion barrier, interior layers, interior secondary layers, and interior top coats. 7. Resin pastes used to fill crevices may contain thixotropic agents provided that all such areas are subsequently covered with a full corrosion resistant barrier laminate. 8. Ultraviolet absorbers shall be added to the exterior surface for improved exterior resistance. 9. Chopped strand mat shall be constructed from commercial grade E-type glass strands bonded together using a binder. The strands shall be treated with a sizing that is chemically compatible with the resin system used. 10. Continuous roving shall be a commercial grade of E-type glass fiber with a sizing that is chemically compatible with the resin system used. Continuous roving for chipping in spray-up process shall be principally silane furnished with as little chrome compounds as practical to achieve chipper performance while maintaining visual laminate clarity requirements. 11. Woven roving shall be in accordance with ASTM Specification D-4357. 12. The laminate comprising the structural tank (cylindrical shell) shall consist of a corrosion- resistant barrier comprised of an inner surface, interior layer and a structural layer. 13. The inner surface exposed to the chemical environment shall be a resin rich 0.010 to 0.030 inches thick, reinforced with 1 ply of continuous glass fiber surface mat such as Regina/OCF C3/33 or approved equal. 14. The inner surface exposed to the corrosive environment shall be followed with a layer composed of resin, reinforced only with non-continuous glass fiber strands applied to a

CCPRC Pool Projects 13 11 32-2 Job #17034 May 2018 ©2017 Water Technology, Inc. minimum thickness of 0.100 inches. The combined thickness of the inner surface and interior layer shall be 0.110 to 0.130 inches and in no case less than 0.100 inches. 15. The glass content of the inner surface and interior layer combined shall be 27% & 5% by weight. 16. Resin used in these layers shall be Hetron 922 incorporating a Cobalt/MEKP cure system as recommended by the manufacturer. 17. The degree of cure shall be such as to exhibit a Barcol hardness on the inner surface of at least 90% of the resin manufacturer's minimum specified hardness for the cured laminate with a continuous glass surface mat. 18. Subsequent reinforcement shall be continuous strand roving as is needed to satisfy the design requirements. Glass content of this filament-wound structural layer shall be 50 to 80% by weight. Only those constructions evaluated for design properties shall be used. 19. Subsequent reinforcement shall be comprised of 1.5 oz./ft. chopped strand mat or equivalent weight of chopped roving, or shall be comprised of chopped strand mat or chopped roving and such additional number of alternating plies of 24 oz./yd. woven roving to a thickness as required to meet the physical properties that are used for the design. Each successive ply or pass of reinforcement shall be well-rolled prior to the application of additional reinforcement. Where woven rovings are used, chopped strand glass reinforcement shall be used as alternating and final layers. All woven roving and chopped strand shall be overlapped. Laps in subsequent layers shall be staggered at least 2.25 inches from laps in the preceding layer. 20. Resin used in the structural layer shall be the same as used in the inner surface and interior layers. Other generic types of resin such as isophthalics or general purpose resins shall not be used.

B. Valve Control Assembly 1. A mechanical linkage constructed of T304 stainless steel shall connect two valves in order to create simultaneous movement. 2. Assembly shall be designed so that filter and backwash cycles can be accomplished by repositioning two pairs of valves. 3. Each pair of valves shall be easily moved by one master handle mechanism that will provide accurate propositioning for tight shut off.

2.02 FILTER MEDIA

A. Gravel support media of a hard coarse aggregate with a subangular grain shape with a particle size of 1/8” x ¼” shall be used. The specific gravity shall not be less than 2.5. Place support media by hand to avoid damage to the underdrain system and level before the addition of the upper layer of filter media. Concrete underfill shall not be used. Media shall be free from minerals that may precipitate onto pool surfaces.

B. Sand shall be a carefully selected grade of hard, uniformly graded silica material. Media shall be naturally rounded particles of silica or milled angularly shaped particles of silica quartz. Sand shall have a particle size between .45 mm and .55 mm (#20). No more than 1.5% shall be allowed to pass through a #40 sieve (.0164”). Uniformity coefficient shall not exceed 1.53. Specific gravity to be not less than 2.5. Media shall be free from minerals that may precipitate onto pool surfaces.

C. Each filter tank shall be provided with media as required per manufacturer’s recommendations.

END OF SECTION 13 11 32

POOL RAIL GOODS

1. GENERAL

1.01 SECTION INCLUDES

A. Rail Goods 1. Hand rails 2. Grab rails 3. Ladders 4. Stanchions

B. Accessories 1. Wedge Anchors 2. Compression Anchors 3. Escutcheons

1.02 RELATED DOCUMENTS

A. Drawings and Contracting Requirements, including General and Supplementary Conditions and Division 01 - General Requirements, apply to this Section.

1.03 REFERENCES

1.04 DESCRIPTION OF WORK

A. Fabrication and installation of hand rails, grab rails ladders, stanchions and accessories required for installations.

1.05 QUALITY ASSURANCE

A. Refer to General Requirements and Division 01 of the Specifications for additional requirements.

1.06 SUBMITTALS

A. Refer to General Requirements and Division 01.

B. Submittals required: 1. Hand Rails 2. Grab Rails 3. Ladders 4. Therapy Rails 5. Anchors 6. Escutcheon Plates 7. Stanchions 8. Stanchion Sockets

C. Provide care and maintenance instructions, embracing the operation functions and maintenance processes involved in connection with the complete system, including routine maintenance and cleaning. Provide information regarding maintenance practices and products which may be detrimental to the products.

1.07 SUBSTITUTIONS

A. Refer to General Requirements and Division 01.

1.08 DELIVERY, STORAGE, AND HANDLING

A. Refer to General Requirements and Division 01.

1.09 WARRANTIES

A. Pool Equipment 1. Manufacturer’s Standard Warranty

2. PRODUCTS

2.01 GENERAL

A. Provide the equipment scheduled, and any necessary fittings, anchors, and connectors as required and not provided by the manufacturer. The equipment shall be the manufacturer and model number listed or a pre-approved equal. Although unit quantities are shown, it is the installing contractor’s responsibility to verify and provide actual quantities required. B. The following manufacturers have been pre-approved as capable of providing products meeting this specification. Note that custom material/size/finish may be required from some of the manufacturer’s listed to meet these specifications. 1. Spectrum Aquatic, 800-791-8056 2. SR Smith LLC, 800-824-4387 3. Paragon Aquatics, 888-KDI-SWIM

2.02 MATERIALS OF CONSTRUCTION A. Rails 1. All rail products specified in this section shall be 316L stainless steel. 2. All rail goods with a grip surface (handrails, grab rails, therapy bars, ladders) shall be 1.50” OD. 3. Provide rail material with 0.120 wall thickness. 4. The surface of the rails shall be polished to a minimum 500 grit mirror finish and passivated according to ASTM A967. 5. Final coating of steel shall be per manufacturer’s standard treatment procedure. All welds shall be finished, polished, and passivated to blend and match the rail finish. B. Wedge Anchors 1. Rail Anchors shall be corrosion resistant, sized to accept the rail dimensions specified and a minimum of 4” deep. For anchors greater than 4” deep, contractor shall verify adequate concrete thickness at the anchor points. 2. Stanchion Sockets shall be corrosion resistant, minimum 6” deep and designed to accept a 1.90” OD stanchion . C. Escutcheon Plates 1. Provide escutcheon plates for each anchor location, sized to match rail diameter. 2. Shall be rail manufacturer’s round, stamped 316L Stainless Steel escutcheon.

3. EXECUTION

3.01 INSTALLATION

A. Manufacturer’s Installation Instructions

CCPRC Pool Projects 13 11 45-2 Job #17034 May 2018 ©2017 Water Technology, Inc. 1. All equipment of this section shall be installed in accordance with industry standards and comply with manufacturer’s installation instructions/recommendation. The contractor shall notify the engineer in writing of any discrepancies between the contract documents and the manufacturer’s instruction. This notification shall include a request for clarification prior to installation.

B. Install equipment true and level.

C. Equipment shall be installed secure, with no “play” or movement when shaken.

D. Rails shall be clean, free of dirt and contamination, and polished prior to turnover to owner.

E. Protect Equipment from damage during installation and up to substantial completion. Repair or replace damaged parts.

END OF SECTION 13 11 45

POOL EQUIPMENT

1. GENERAL

1.01 SECTION INCLUDES

A. Pool Equipment 1. Pool fittings, deck, maintenance, and safety equipment.

B. Pool Specialty Equipment 1. Spray and play equipment manufactured for use in swimming pools and/or spray pads.

1.02 RELATED DOCUMENTS

A. Drawings and Contracting Requirements, including General and Supplementary Conditions and Division 01 - General Requirements, apply to this Section.

1.03 REFERENCES

A. Specialty Equipment 1. Equipment submitted shall be designed by manufacturer to meet all federal, state, and local requirements. 2. Equipment manufacturer shall meet applicable requirements of Consumer Product Safety Commission, ASTM, UL, and other applicable standards. 3. Comply with ASTM F2461-09, standard practice for manufacture, construction, operation, and maintenance of aquatic play equipment.

1.04 DESCRIPTION OF WORK

A. Refer to General Requirements and Division 01 of the Specifications for additional requirements.

1.05 QUALITY ASSURANCE

A. Refer to General Requirements and Division 01 of the Specifications for additional requirements.

1.06 SUBMITTALS

A. Refer to General Requirements and Division 01.

B. Submittals required: 1. Pool Fittings and Equipment 2. Deck Equipment 3. Safety Equipment 4. Maintenance Equipment 5. Pool Specialty Equipment a. Provide detailed Shop Drawings of equipment being installed, including but not limited to: 1) Location 2) Flow rates 3) Safety equipment

CCPRC Pool Projects 13 11 46-1 Job #17034 May 2018 ©2017 Water Technology, Inc. C. Provide a typed sheet of Operating Instructions, embracing the operation functions and maintenance processes involved in connection with the complete system, including routine maintenance, start-up, and winterization requirements.

D. Printed and bound operating, installation, and service manuals.

1.07 SUBSTITUTIONS

A. Refer to General Requirements and Division 01.

1.08 DELIVERY, STORAGE, AND HANDLING

A. Refer to General Requirements and Division 01.

1.09 WARRANTIES

A. Pool Equipment 1. Manufacturer’s Standard Warranty

B. Pool Specialty Equipment 1. Manufacturer’s Standard Warranty – 2 year minimum

2. PRODUCTS

2.01 GENERAL

A. Provide the equipment scheduled on the drawings, and any necessary fittings, anchors, and connectors as required and not provided by the manufacturer. The equipment shall be the manufacturer and model number listed or a pre-approved equal. Although unit quantities are shown for value engineering purpose, it is the installing contractor’s responsibility to verify actual quantities required.

3. EXECUTION

3.01 INSTALLATION

A. Manufacturer’s Installation Instructions 1. All equipment of this section shall be installed in accordance with industry standards and comply with manufacturer’s installation instructions/recommendation. The contractor shall notify the engineer in writing of any discrepancies between the contract documents and the manufacturer’s instruction. This notification shall include a request for clarification prior to installation.

B. Install equipment true and level.

C. Protect Equipment from damage during installation and up to substantial completion. Repair or replace damaged parts.

END OF SECTION 13 11 46

POOL QUARTZ AGGREGATE FINISH

1. GENERAL

1.01 SECTION INCLUDES

A. Includes but is not limited to the complete installation of a quartz aggregate finish as designated in the plans and specifications within strict accordance to manufacturer instructions and listed references.

1.02 RELATED DOCUMENTS

A. Drawings and Contracting Requirements, including General and Supplementary Conditions and Division 01 - General Requirements, apply to this Section.

1.03 REFERENCES

A. The following latest edition reference specifications, guides and standards shall become part of this Specification as if herein written. If provisions conflict, the more stringent provisions shall apply. 1. National Plasterer’s Council “Pool Plaster Technology”, Phone # 866-483-4672, www.mpconline.org 2. National Spa and Pool Institute “Start Up Do’s and Don’ts for Newly Plastered Swimming Pools; Why You Should Use Plaster in Your Swimming Pool; Care Tips for New Swimming Pool Plaster and Technical Manual”, Phone # 703-838-0083.

1.04 QUALITY ASSURANCE

A. The installer shall provide documentation providing a minimum of five (5) successful installations of similar scope and complexity with current contact information and phone number.

B. The installer shall be a member of the National Plasterer’s Council in good standing.

C. The installer shall provide documentation/certification that the laborer’s performing the work on site have been factory trained by the pool finish manufacturer.

D. The installer shall provide a letter of reference from the pool finish manufacturer.

1.05 SUBMITTALS

A. Refer to General Requirements and Division 01.

B. Submit product literature and sample colors for Quartz Aggregate Finish and manufacturer approved bond coat forty (40) days prior to use. Quartz Aggregate material shall be listed in the material submitted.

C. Submit all documents required above for experience and qualification.

D. Provide three (3) 3’x3’ onsite mock-ups of varying grades of coarseness for Owner’s approval. The pool contractor is responsible to coordinate approval of mock ups prior to the quartz aggregate pool finish installation.

A. Refer to General Requirements and Division 01.

1.07 DELIVERY, STORAGE, AND HANDLING

A. If material is stored, it must be in a cool, dry area, protected from the elements.

1.08 WARRANTIES

A. It shall be noted that the pools may be subject to be drained for prolonged periods of time for normal maintenance and cleaning.

B. Provide Manufacturer’s Product Warranty on the Quartz Aggregate Pool Finish Product. The pool finish manufacturer shall acknowledge that the pool(s) are subject to be drained completely for winterization and periods during normal maintenance and shall guarantee the pool finish for five (5) years covering any defects caused by product failure.

C. Provide Special Project Application Warranty on the Quartz Aggregate Finish Application. The pool finish installer shall acknowledge that the pool(s) are subject to be drained completely for winterization and periods during normal maintenance and shall guarantee the pool finish application for two (2) years covering any defects caused by the application of the product not limited to: abnormal cracks (other than closed shrinkage cracks that may appear), discoloration, hollow spots and de-lamination.

D. Special Project Warranty on Concrete Structure and Special Aggregate Finish: The Pool Contractor shall guarantee for two (2) years repair of the special aggregate finish covering any defects, cracks and/or leaking in the pool shell.

2. PRODUCTS

2.01 ACCEPTABLE PRODUCTS AND MANUFACTURERS

A. Sun Stone by: CLI Industries, Inc. P.O. Box 593704 Orlando, FL 32859, (407) 851-2660. www.clindustries.com

B. Approved Equal

2.02 INSPECTION/MEETINGS AND PREPARATION

A. Schedule a pool finish pre-installation conference before applying the pool finish. 1. Attendees: Manufacturer’s representative, Pool Finish Installer, Contractor and its superintendent and other concerned parties shall attend the conference. All participants at the conference shall be familiar with the Project and authorized to conclude matters relating to the work. 2. Agenda: Review the manufacturer’s application instructions and discuss items of significance that could affect progress and installation, including but not limited to the following: a. Construction schedule b. Critical work sequencing c. Accessibility d. Designation of responsible personnel qualified to do the work

CCPRC Pool Projects 13 11 60-2 Job #17034 May 2018 ©2017 Water Technology, Inc. e. Concrete surface preparation requirements f. Bond coat curing and application g. Pool Finish application and surface preparation h. Finishing methods as recommended by the manufacturer to include exposing the aggregate i. Verify and discuss proposed work force is adequate to complete the installation as recommended by the manufacturer j. Verify pool mechanical and chemical system is prepared for immediate start up after filling the pool 3. Record significant discussions and agreements and disagreements of the conference, and the approved schedule. Promptly publish and distribute any issues or discrepancies to the Architect/Engineer prior to installing the pool finish.

3. EXECUTION

3.01 PREPARATION

A. All pool finish work must strictly follow manufacturer installation guidelines, references and recommendations.

B. Environmental conditions must comply with manufacturer’s requirements and may not be applied to frozen or frost laden surfaces or when the temperature is 40 degrees F or due to fall to 40 degrees within 24 hours.

C. The filtration and chemical system must be ready for startup and operating immediately after the pool is filled for pool finish curing per manufacture instruction.

D. The pool finish applicator shall coordinate with the pool shell concrete contractor, specific concrete finish requirements for the pool finish application.

E. It is the applicator’s responsibility to ensure that the concrete substrate is adequate for proper bonding of pool finish in accordance with manufacturer recommendations.

F. Prepare all pool surfaces to receive the quartz aggregate finish per manufacturer recommendation.

G. A brush or roll on bonding coat produced and approved by the pool finish manufacturer is required to be applied to the entire pool structure where the pool finish is to be applied. The manufacturer’s approved bond coat must be installed and cured in accordance with manufacturer instructions prior to applying the quartz aggregate finish. No exceptions.

H. Adding any supplements to the manufacturer’s pre-bag mix is strictly prohibited unless manufacturer’s approved written documentation is submitted and is pre-approved by the pool Architect/Engineer.

3.02 APPLICATION

A. All pool finish work must strictly follow manufacturer installation guidelines, references and recommendations.

B. Apply the quartz aggregate finish so that it is flush with the pool gutter, tiles and other embedded items as detailed in the plans and specifications.

C. The pool finish must be installed to a thickness and tolerance between 3/8” to 1/2” or as recommended by the manufacturer.

E. No hollow areas, discolored or delaminated areas will be acceptable, any and all hollow areas must be chipped out and repaired, patching shall be done in a quality workmen’s like fashion. If hollow spots are detected where individual patching required will reduce the overall aesthetic value, it will be the Architect/Engineers discretion to have an entire area between breaks removed and replaced.

F. All pool floors and horizontal surfaces shall have a slip resistant finish. Slip resistance shall meet Dynamic Coefficient of Friction (DCOF) value of WET:> 0.42. Abrasive resistance shall meet a DCOF value of WET:>0.60.

G. The contractor is responsible for all brushing/cleaning, chemical monitoring and other requirements set forth by the manufacturer installation and curing instructions. This shall not be the responsibility of the owner.

H. The installing contractor shall guaranty the finish to be free of sharp edges and splatter that may cause cuts on swimmers’ feet.

END OF SECTION 13 11 60

POOL CERAMIC TILE

1. GENERAL

1.01 SECTION INCLUDES

A. Ceramic Pool Tile

1.02 RELATED DOCUMENTS

A. Drawings and Contracting Requirements, including General and Supplementary Conditions and Division 01 - General Requirements, apply to this Section.

1.03 REFERENCES

A. The following latest edition reference specifications, guides and standards shall become part of this Section as if herein written. If provisions conflict, the more stringent provisions shall apply. 1. ANSI A108 – Specifications for Installation of Ceramic Tile 2. ANSI A137.1 – Tile Grade Requirements 3. ASTM C-150, Type 1 – Portland Cement 4. ASTM C-206, 7 Type S – Hydrated Lime 5. ASTM C-144 - Sand 6. ANSI A118.1 – Dry Set Mortar 7. TCA 759 – Dry Set Mortar 8. ANSI A118.3 – Epoxy Adhesive 9. TCA – Tile Council of America, Handbook for Ceramic Tile Installation

1.04 SUBMITTALS

A. Refer to General Requirements and Division 01.

B. Submit shop drawings for approval before ordering tile. Include the following: 1. Plan, elevations, and sections of pool tank and deck.

C. Plans of all tile marking showing exact locations and positions of individual tiles.

D. Provide five copies of submittals.

1.05 SUBSTITUTIONS

A. Refer to General Requirements and Division 01.

1.06 DELIVERY, STORAGE AND HANDLING

A. Refer to General Requirements and Division 01.

B. Deliver all products to job in manufacturer's unopened containers with grade seals unbroken and labels intact.

C. Keep tile cartons dry.

A. Contractor shall provide written materials and installation warranty to Architect/Engineer prior to filling pool with water.

PART 2 - PRODUCTS

2.01 GENERAL

A. Furnish all ceramic tile required as follows. Colors shall be as selected by Owner and Architect.

B. Furnish all tiles required for special markings and lettering in conformance with the drawings and applicable Codes, including depth markings and no diving markers.

C. Racing lane tile edges shall be installed flush with finish pool floor.

D. Target tile shall be installed flush with finish pool wall.

E. Use surface bullnose on pool edge where required for proper trim and as directed on the drawings.

2.02 POOL CERAMIC TILE

A. Indoor Pool Ceramic Tile 1. Dal-Tile - Keystone or equal. a. Sizes, types, and slip resistance as scheduled on the contract drawings. b. Slip resistance shall meet Dynamic Coefficient of Friction (DCOF) value of WET:> 0.42. c. Abrasive resistance shall meet DCOF value of WET:> 0.60 If required per contract drawings. d. Color as selected by Owner/Architect from Price Groups 3 & 4. e. Increase the slip resistance of all endwall target tile with the addition of 7.5% by weight abrasive grains. f. Frost proof. 2. Setting Materials a. Portland Cement: ASTM C150, Type I b. Hydrated lime: ASTM C206, 7 Type S c. Sand: ASTM C144 d. Water: Clean and potable e. Dry-set mortar: Multi-cure as manufactured by the C-Cure chemical company, used with latex additive or Kerabond with Kerolastic additive or PCI-USA Non-Sag mortar and PCI Lastoflex waterproof membrane 3. Grout a. Commercial sanded Portland cement type with latex additive b. Flex grout by PCI-USA 4. Setting Methods a. Dry-Set Portland Cement Mortar (Thin-Set) on concrete using a minimum leveling bed. 1) Follow ANSI A108.5 (Reference TCA).

2.03 EXTRA MATERIALS

A. Supply extra 5% of each color of flat and trim in clean marked cartons for Owner's use.

3.01 ACCEPTABILITY OF SURFACES

A. Before tiling, check area to be tiled for acceptability as follows: 1. Surface medium-rough texture 2. All surfaces to be tiled shall be free of dust, rust, paint, from oil or other release coatings. 3. Provision for ladders and other embedments at proper locations. 4. Concrete true to line, level, plumb and curvature. 5. Width, depth and length will permit finished accuracy of markings and dimensions.

3.02 ENVIRONMENTAL CONDITIONS

A. Protect all newly tiled areas.

B. Maintain temperature at 50 degrees F minimum during tile work and for seven days after completion or furnish protection as approved by the Architect/Engineer.

3.03 LAYOUT

A. Align all joints to give straight uniform grout lines.

B. Observe exact minimum length per dimensions shown on Contract Drawings.

C. Observe maximum width tolerance of 1" over dimensions shown in Contract Drawings.

D. Observe +/- 1/16" maximum finish elevation tolerance on all gutter edges.

E. Provide one expansion joint minimum at center of each straight run of tile.

3.04 WORKMANSHIP

A. Supply first-class workmanship in all tile work.

B. Use all products in strict accordance with recommendations and directions of manufacturer.

C. Proportion all mixes in accordance with latest ANSI Standard Specifications.

D. Smooth all exposed cut edges.

E. Gutter edges shall not vary from level or true plane more than 1/8" of pool static water level.

3.05 CLEANING

A. Clean tile surface as thoroughly as possible on completion of grouting.

B. Before acid cleaning, saturate with clean water all grout joints in areas to be cleaned.

C. Use one part muriatic acid to nine parts water for cleaning off grout film.

D. As soon as cleaning is done, hose down thoroughly to completely remove all traces of residual acid.

END OF SECTION 13 11 61

WATER FLUME RIDES

PART 1 GENERAL

1.01 DESCRIPTION:

A. Scope of Work: Work shall include the furnishing of all labor, materials, equipment, engineering expertise and other incidentals to the construction of: 1. Two (2) outdoor Raft Rides. a. Fiberglass flume components. b. Flume support system. c. Starting platform, all stairways and railings and steps as necessary to enter ride. d. Concrete footings and foundations.

B. Work Provided Elsewhere in the Specifications or on the Drawings: 1. Furnish and install pumps for water supply to the slide and all necessary piping as specified by the successful water flume ride bidder. 2. Cut-outs in pool wall to accept slides. 3. Patch in and waterproofing of entry sections into the pool after installation of the slide. 4. Pool and deck structure around slide foundation and columns. 5. Refer to Division: a. Earthwork - 31. b. Concrete - 03. c. Pool - 13. d. Electrical - 26.

1.02 REGULATIONS

A. The Water Flume Ride starting platform, stairways and railings shall be designed and installed to conform to all requirements of: 1. The Department of Public Health, and all other state and local health and building codes. 2. WWA Considerations for Operating Safety, published by World Waterpark Association. 3. ASTM-F2376-08 “Standard Practice for Classification, Design, Manufacture, Construction, and Operation of Water Slide Systems”. 4. Suggested Health and Safety Guidelines for recreational water slide flumes, published by U.S. Department of Health and Human Services. 5. Applicable local, provincial or state building codes.

1.03 SITE CONDITIONS

A. Topography - The drawings indicate the location and building information pertaining to the site for Water Flume.

B. Soils - Refer to Division 31 and Project Geotechnical Report.

1.04 USE OF SITE

A. General 1. The contractor will restrict his construction to the general area shown on the drawings. 2. Access and egress shall be coordinated with the general contractor and controlled so as not to conflict with the normal operations of the project.

B. Design 1. The design, shown on the drawings show the intended use and desired locations of the elements in relation to the adjacent deck uses.

CCPRC Pool Projects 13 11 65-1 Job #17034 May 2018 ©2017 Water Technology, Inc. 2. The slide manufacturer, in providing its bid, warrants that it is licensed to do work in the project’s state and municipality and holds appropriate professional registrations, permits and/or meets other requirements by authorities having jurisdiction. 3. The slide manufacturer shall indemnify and hold harmless the architect and the owner from any and all actions caused by or related to the design, fabrication and installation of the work of this specification section.

1.05 PERMITS & FEES

A. The manufacturer and/or the contractor shall provide sufficiently detailed information on all items furnished to secure all necessary permits, including but not limited to: 1. Building permit. 2. State Department of Public Health construction and operating permits.

B. All applicable fees and permits for construction will be paid for by the contractor(s) and shall be included in the bid price. The Department of Public Health construction permit for the swimming pools will be paid for by owner.

1.06 JOB CONDITIONS

A. Protection: 1. Use all means necessary to protect existing work and, in the event of damage, immediately make all repairs and replacements necessary, subject to approval of the architect/engineer and at no additional cost to the owner.

B. Store Products: 1. Contractor shall assume full responsibility for the protection and safe keeping of products under this contract stored on the site.

C. Lines, Levels and Layout of Work: 1. The contractor shall establish and guarantee all lines, levels, etc. called for on the drawings. 2. The contractor shall be responsible for the lines, levels, etc. of all his subcontractors.

1.07 SUBMITTALS

A. Submit in accordance with Division 0.

B. Construction Schedule: 1. The contractor will cooperate with scheduling determined for the complete job so as not to create any delays or slowdown of other contractors.

C. Shop Drawings: 1. Promptly after award of the contract, the contractor shall submit complete shop drawings to include, but not be limited to: a. Course layout with dimensions. b. Flume detail. c. Flume support details, including footings and foundations. d. Tower and stair details, including foundations, structural support, bracing, and starting chute as indicated on the plans. e. Modifications to plunge area, if any, required for the safety of the contractor's slide path design. f. Modifications to the slide pumps, if any, required for the contractor's slide path design. 2. All shop drawings shall be certified and sealed by a structural engineer, registered and licensed in the project state.

A. Labor and Material Payments Bonds: The contractor may be required to furnish bonds equal to the total contract amount guaranteeing the payment of all labor and materials. See General Project Requirements.

B. Special Project Requirements: Manufacturer agrees to provide evidence of product liability insurance naming the owner, architect and Water Technology, Inc. as additional insured. This insurance will be maintained for a minimum of five (5) years or as required by statue, whichever is greater. In addition, the manufacturer agrees to indemnify, hold harmless, and defend the owner, the architect and Water Technology, Inc. including their agents and employees for any and all claims, damages, losses and expenses of whatsoever nature, including but not limited to claims for property damage, personal injury (including death), attorneys fees, litigation expenses, court costs and all other damages arising out of or incidental to, resulting from or in connection with performance of this manufacturer’s work.

C. Qualification of Workmen: At least one (1) person who is thoroughly familiar with the materials, methods and equipment being utilized shall be present at all times during the construction to direct the work where required.

D. Approved Manufacturers - The following manufacturers have submitted sufficient information to be pre-qualified as sources of water flume equipment: 1. WHITEWATER WEST INDUSTRIES, 730 W.Hampden Ave., Suite 303 Englewood, Co 80110 (800)775-4337. PART 2 - PRODUCTS 2.01 FIBERGLASS FLUME COMPONENTS A. General: The fiberglass flume components are those various elements that compose the water flume and include: 1. Starting Section. 2. Curved Sections. 3. Straight Sections. 4. Drop or Accelerating Sections and Deceleration Sections. 5. Built-up Sections Including Lead-ins and Lead-outs. 6. Exit Section or End Section. 7. All other incidental fiberglass components necessary for a complete system. 8. All sections shall be bolted and caulked. No fiberglass joints allowed. B. Fiberglass Laminate Materials: Per Owner’s Contract with selected Slide Vendor. C. Joints, Connections and Seams: Per Owner’s Contract with selected Slide Vendor. D. Color: 1. Shall be as standard to the manufacturer, and approved by Owner. Verify color selection with architect and owner. E. Ride Configuration: 1. The slide lengths and configuration shall be as indicated in the drawings.

2.02 FLUME SUPPORT, TOWER AND STAIR SYSTEM A. General: The flume support tower and stair system shall consist of all elements necessary to safely and securely support the fiberglass water flume from the starting platform to the plunge pool and consists of: 1. Concrete footings and foundations, including excavation, backfill and compaction supplied by General Contractor. 2. Concrete supports supplied by General Contractor. 3. Galvanized steel tower and stair system.

CCPRC Pool Projects 13 11 65-3 Job #17034 May 2018 ©2017 Water Technology, Inc. 4. All connecting hardware. 5. All materials shall be Per Owner’s Contract with selected Slide Vendor. B. Design: The supports and footings shall be certified by a licensed structural engineer in the project state for the soil conditions as indicated, and the stresses generated by the water flume ride during use. C. Concrete Design. Per Owner’s Contract with selected Slide Vendor. D. Structural Steel. Per Owner’s Contract with selected Slide Vendor. E. Column System. Per Owner’s Contract with selected Slide Vendor. F. Starting Tower/Stairway/Railing with as required Per Owner’s Contract with selected Slide Vendor. PART 3 - EXECUTION 3.01 GENERAL A. The installation of this work shall comply with the following governing and regulatory authorities. 1. Department of Labor (OSHA). 2. State Department of Public Health. 3. All State and Local Building Codes. 4. Any other agency that has legal jurisdiction. 3.02 FLUME CONSTRUCTION A. All construction shall conform to the recommendations of the approved manufacturer selected. B. The manufacturer shall be responsible for the quality of the flume material and equipment. C. The slide manufacturer shall be responsible for the layout, assembly and erection of the flume products in a workmanlike manner. D. Flume joints shall be properly connected so as to avoid abrupt edges that may cause irritation. E. All flumes shall be properly cleaned and surfaces smooth finished, and complete with all the necessary sections prior to use of the slide. F. Flumes shall be inspected by the representative of the slide manufacturer to ensure a smooth finish prior to acceptance of work. 3.03 RIDE COMMISSIONING - PROVIDED BY SLIDE MANUFACTURER WITH COOPERATION & ASSISTANCE BY POOL CONTRACTOR

A. The ride shall be started and fully commissioned by a qualified agent employed by the Slide Manufacturer and in cooperation with the General Contractor & Owner. The Slide Manufacturer’s commissioning requirements shall consist of all activities necessary to provide a fully functioning and safely operating ride ready for public use and include the following documentation for the Owner’s reference: 1. Start-up of pumps including setting and recording (frequency or RPM) of variable frequency drive speeds. 2. Setting, recording (% open) and marking of all operating and balancing valve positions at the pump locations, slide tower, and all slide supply connection locations. 3. Recording of all ride supply pump pressure and vacuum gauge readings (psi or in. Hg) at the time of the approved and commissioned slide flows and valve settings. 4. Recording of all ride supply flow meter readings (GPM) at the time of the approved and commissioned slide flows and valve settings. Coordinate this work with the pool contractor to assure flow meter installations are complete and properly functioning prior to final commissioning. 5. Recording and marking of approved water level ranges in the slide start tub as needed. Mark levels with a line and/or record the measurement in inches above the floor. 6. Setting and recording of the runout overflow weir plate and water levels. 7. Recording and marking of approved water level ranges in the slide runout structure. Mark levels with a line and/or record the measurement in inches above the floor.

CCPRC Pool Projects 13 11 65-4 Job #17034 May 2018 ©2017 Water Technology, Inc. 8. Provide a written commissioning report that includes the following information for each slide: a. Narrative on the slide operation including recommended loading procedures and operation through all sequences. b. Record summary in table format of all data collected in Items 1 through 8 in Part 3.03(A). c. Date, time, and initials of commissioning agent for each recorded item 1 through 8 in Part 3.03(A). d. Name, signature, and date of the Commissioning Agent responsible for all work above.

3.04 OWNER INSTRUCTION - PROVIDED BY SLIDE MANUFACTURER

A. Provide an experienced ride operator-instructor employed by the Ride (Slide) Manufacturer for operations and start-up after the slide has been placed into operation. During this period, the Owner's designated representative(s) shall be thoroughly instructed in all phases of the ride's operation, including but not limited to: 1. Rider Rules 2. Ride start-up and shutdown procedures. 3. Dispatching. 4. Rider loading and unloading. 5. Water filling & emptying of Runout. 6. Ride winterizing procedures. 7. Ride maintenance requirements & procedures divided into the following: a. Daily b. Weekly c. Monthly d. Seasonally e. Annually 8. Narrative on the slide operation through all sequences.

B. The slide manufacturer shall deliver one Operating and Maintenance (O&M) Manual in electronic file format (.pdf) to the Architect/Engineer/Owner for review and approval, and four complete hard-copy sets of the approved documents to the Owner. O&M Manual shall include, but is not limited to the following: 1. Narrative on the slide operation including recommended loading procedures and operation through all sequences. 2. Recommended user requirements including recommended signage and height and weight restrictions 3. Written slide warranty and contact information. 4. A written summary of all information provided during the Owner’s Instructions per Section 3.03.A., including maintenance information and recommended maintenance program.

C. A written Slide Commissioning Report, per the requirements of Section 3.04(8).

END OF SECTION 13 11 65

COMMON WORK RESULTS FOR ELECTRICAL

PART 1 - GENERAL

1.1 IMPOSED REGULATIONS

A. Applicable provisions of the State and Local Codes and of the following codes and standards in addition to those listed elsewhere in the specifications are hereby imposed on a general basis for electrical work: codes and standards listed on the electrical drawings.

1.2 SCOPE OF WORK

A. Provide all labor, materials, equipment and supervision to construct complete and operable electrical systems as indicated on the drawings and specified herein. All materials and equipment used shall be new, undamaged and free from any defects.

1.3 RELATED DOCUMENTS AND OTHER INFORMATION

A. The general provisions of the Contract, including General and Supplementary Conditions and General Requirements, apply to the portions of work specified in each and every Section of this Division, individually and collectively.

1.4 EXISTING SERVICES AND FACILITIES

A. Damage to Existing Services: Existing services and facilities damaged by the Contractor through negligence or through use of faulty materials or workmanship shall be promptly repaired, replaced, or otherwise restored to previous conditions by the Contractor without additional cost to the Owner.

B. Interruption of Services: Interruptions of services necessary for connection to or modification of existing systems or facilities shall occur only at prearranged times approved by the Owner. Interruptions shall only occur after the provision of all temporary work and the availability of adequate labor and materials will assure that the duration of the interruption will not exceed the time agreed upon.

C. Removed Materials: Existing materials made unnecessary by the new installation shall be stored on site. They shall remain the property of the Owner and shall be stored at a location and in a manner as directed by the Owner. If classified by the Owner's authorized representative as unsuitable for further use, the material shall become the property of the Contractor and shall be removed from the site at no additional cost to the owner.

1.5 PRODUCT WARRANTIES

A. Provide manufacturer's standard printed commitment in reference to a specific product and normal application, stating that certain acts of restitution will be performed for the Purchaser or Owner by the manufacturer, when and if the product fails within certain operational conditions and time limits. Where the warranty requirements of a specific specification section exceeds the manufacturer's standard warranty, the more stringent requirements will apply and modified manufacturer's warranty shall be provided. In no case shall the manufacturer's warranty be less than one (1) year.

1.6 PRODUCT SUBSTITUTIONS

A. General: Materials specified by manufacturer's name shall be used unless prior approval of

CCPRC Pool Projects 26 05 00-1 Job #17034 May 15, 2018 ©2017 Water Technology, Inc. an alternate is given by addenda. Requests for substitutions must be received in the office of the Engineer at least 10 days prior to opening of bids.

1.7 ELECTRICAL DRAWINGS

A. Electrical contract drawings are diagrammatic and indicate the general arrangement of electrical equipment. Do not scale electrical plans. Obtain all dimensions from the Architect's dimensioned drawings and field measurements. The Contractor shall review Architectural plans for door swings and built-in equipment; conditions indicated on those plans shall govern for this work.

B. Coordinate installation of electrical equipment with the structural and mechanical equipment and access thereto. Coordinate exterior electrical work with civil and landscaping work.

C. Discrepancies shown on different drawings, between drawings and specifications or between documents and field conditions shall be installed to provide the better quality or greater quantity of work; or, comply with the more stringent requirement; either or both in accordance with the A/E’s interpretation.

1.8 SYSTEMS REQUIRING ROUGH-IN

A. Rough-in shall consist of all outlet boxes/raceway systems/supports and sleeves required for the installation of cables/devices by other Divisions and by the Owner. It shall be the responsibility of this Contractor to determine the requirements by reviewing the contract documents and meeting with the Superintendent of the trade involved and Owner’s representative to review submittal data, shop drawings, etc.

1.9 SUBMITTALS

A. Refer to section 260510

PART 2 - EXECUTION

2.1 PRODUCT INSTALLATION, GENERAL

A. Except where more stringent requirements are indicated, comply with the product manufacturer's installation instructions and recommendations, including handling, anchorage, assembly, connections, cleaning and testing, charging, lubrication, startup, test operation and shut-down of operating equipment. Consult with manufacturer's technical experts, for specific instructions on unique product conditions and unforeseen problems.

B. Protection and Identification: Deliver products to project properly identified with names, models numbers, types, grades, compliance labels and similar information needed for distinct identifications; adequately packaged or protected to prevent deterioration during shipment, storage and handling. Store in a dry, well ventilated, indoor space, except where prepared and protected by the manufacturer specifically for exterior storage.

C. Permits and Tests: Provide labor, material and equipment to perform all tests required by the governing agencies and submit a record of all tests to the Owner or his representative. Notify the Architect five days in advance of any testing.

D. Install temporary protective covers over equipment enclosures, outlet boxes and similar items after interiors, conductors, devices, etc. are installed, to prevent the entry of construction debris and to protect the installation during finish work performed by others. Do not install device plates, equipment covers or trims until finish work is complete.

CCPRC Pool Projects 26 05 00-2 Job #17034 May 15, 2018 ©2017 Water Technology, Inc. E. Clean all equipment, inside and out, upon completion of the work. Scratched or marred surfaces shall be touched-up with touch-up paint furnished by the equipment manufacturer.

F. Replace all equipment and materials that become damaged.

G. No more than three phase conductors, each of opposite phases for a three phase WYE system, shall be combined in a single raceway unless written approval is granted by the engineer or noted otherwise on the construction documents. (120 volt and 277 volt receptacle and lighting circuits are exempt from this requirement, but must meet the requirements of the NEC)

2.2 LOW VOLTAGE CABLING SEPARATION FROM EMI SOURCES

A. Separation between open communications cables or cables in nonmetallic raceways and unshielded power conductors and electrical equipment shall be as follows: 1. Electrical Equipment Rating Less Than 2 kVA: A minimum of 5 inches 2. Electrical Equipment Rating between 2 and 5 kVA: A minimum of 12 inches 3. Electrical Equipment Rating More Than 5 kVA: A minimum of 24 inches

B. Separation between communications cables in grounded metallic raceways and unshielded power lines or electrical equipment shall be as follows: 1. Electrical Equipment Rating Less Than 2 kVA: A minimum of 2-1/2 inches 2. Electrical Equipment Rating between 2 and 5 kVA: A minimum of 6 inches 3. Electrical Equipment Rating More Than 5 kVA: A minimum of 12 inches

C. Separation between communications cables in grounded metallic raceways and power lines and electrical equipment located in grounded metallic conduits or enclosures shall be as follows: 1. Electrical Equipment Rating Less Than 2 kVA: No requirement. 2. Electrical Equipment Rating between 2 and 5 kVA: A minimum of 3 inches 3. Electrical Equipment Rating More Than 5 kVA: A minimum of 6 inches

D. Separation between Cables and Electrical Motors and Transformers, 5 kVA or HP and Larger: A minimum of 48 inches

E. Separation between Cables and Fluorescent Fixtures: A minimum of 5 inches

2.3 EQUIPMENT PROTECTION

A. Equipment and materials shall be protected during shipment and storage against physical damage, vermin, dirt, corrosive substances, fumes, moisture, cold and rain.

B. Store equipment indoors in clean dry space with uniform temperature to prevent condensation. Equipment shall include but not be limited to switchgear, switchboards, panelboards, transformers, motor control centers, motor controllers, uninterruptible power systems, enclosures, controllers, circuit protective devices, cables, wire, light fixtures, electronic equipment, and accessories.

C. During installation, equipment shall be protected against entry of foreign matter; and be vacuum-cleaned both inside and outside before testing and operating. Compressed air shall not be used to clean equipment. Remove loose packing and flammable materials from inside equipment.

D. Damaged equipment shall be, as determined by the Engineer, placed in first class operating condition or be returned to the source of supply for repair or replacement.

F. Damaged paint on equipment and materials shall be refinished with the same quality of paint and workmanship as used by the manufacturer so repaired areas are not obvious.

2.4 UTILITY CONNECTIONS:

A. Coordinate the connection of the electrical system with the local power company. Comply with the requirements of governing regulations, franchised service companies and controlling agencies. Pay all utility fees and charges.

2.5 ELECTRICAL WORK:

A. Electrical work shall be accomplished with all affected circuits or equipment de-energized. When an electrical outage cannot be accomplished in this manner for the required work, the following requirements are mandatory:

1. Electricians must use full protective equipment (i.e., certified and tested insulating material to cover exposed energized electrical components, certified and tested insulated tools, etc.) while working on energized systems in accordance with NFPA 70E.

2. Electricians must wear personal protective equipment while working on energized systems in accordance with NFPA 70E.

3. Before initiating any work, a job specific work plan must be developed by the contractor with a peer review conducted and documented by the Contractor. The work plan must include procedures to be used on and near the live electrical equipment, barriers to be installed, safety equipment to be used and exit pathways. This plan is subject to review and comment by the owner.

B. Nothing in the above shall impose any duty on the Architects and Architect’s consultants, nor relieve the General Contractor and its subcontractors of its obligations, duties and responsibilities including but not limited to, construction means, methods, sequence, techniques or procedures necessary for performing, superintending and coordinating the Electrical Work in accordance with the Contract Documents and any health or safety precautions required by any regulatory agencies.

END OF SECTION 260500

SECTION 26 05 01

ELECTRICAL DEMOLITION

PART 1 - GENERAL

1.1 Not Used

PART 2 - PRODUCTS

2.1 Not Used

PART 3 - EXECUTION

3.1 EXAMINATION

A. Field verify measurements and circuiting arrangements shown on Drawings.

B. Verify that abandoned wiring and equipment serve only abandoned facilities.

C. Demolition drawings are based on casual field observation.

D. Report discrepancies to Engineer before disturbing existing installation.

E. Beginning of demolition means installer accepts existing conditions.

3.2 PREPARATION

A. Disconnect electrical systems in walls, floors, and ceilings to be removed.

B. Provide temporary wiring and connections to maintain existing systems in service during construction.

C. When work must be performed on energized equipment or circuits, use personnel experienced in such operations, submit verification of compliance with the contractor’s safety procedures to the Architect, and notify the Owner in writing a minimum of 24 hours prior to work.

3.3 DEMOLITION AND EXTENSION OF EXISTING ELECTRICAL WORK

A. Maintain electrical service to areas outside of the construction area.

B. Remove, relocate, and extend existing installations to accommodate new construction.

C. Remove abandoned wiring to source of supply.

D. Remove exposed abandoned conduit, including abandoned conduit above accessible ceiling finishes. Cut conduit flush with walls and floors, and patch surfaces.

E. Disconnect abandoned outlets and remove devices. Remove abandoned outlets if conduit servicing them is abandoned and removed. Provide blank cover for abandoned outlets that are not removed.

F. Disconnect and remove abandoned panelboards and distribution equipment.

G. Disconnect and remove electrical devices and equipment serving utilization equipment that

has been removed.

H. Repair adjacent construction and finishes damaged during demolition and extension work.

I. Maintain access to existing electrical installations that remain active. Modify installation or provide access panel as appropriate.

J. Extend existing installations using materials and methods compatible with existing electrical installations, or as specified.

K. Remove all abandoned conductors and cables within the construction area.

L. Support all existing communication cables within the construction area.

3.4 CONSTRUCTION PHASING

A. Plan and execute the work in accordance with the construction phasing indicated on the Water Technology plans. Test and certify all systems, by phase of construction, so that "partial occupancy" can be obtained.

3.5 REUSE OF EXISTING MATERIALS

A. Where new devices are to replace existing, it shall be permissible to reuse existing outlet boxes and branch circuit conduits. It shall be the responsibility of the Contractor to ensure that existing outlet boxes and conduits that are reused comply with requirements for new.

B. The reuse of conduits (not remaining in place), conductors, and devices is not permitted.

3.6 CUTTING AND PATCHING

A. Structural Limitations: Do not cut structural framing, walls, floors, decks, and other members intended to withstand stress, except with the Engineer’s written authorization. Authorization will be granted only when there is no other reasonable method for completing the electrical work, and where the proposed cutting clearly does not materially weaken the structure.

B. Cutting Concrete: Where authorized, cut openings through concrete (for conduit penetrations and similar services) by core drilling or sawing. Do not cut by hammer-driven chisel or drill. Prior to cutting of existing concrete walls, floors, or ceilings x-ray existing concrete to locate existing hidden utilities.

C. Other Work: Do not endanger or damage other work through the procedures and process of cutting to accommodate electrical work. Review the proposed cutting with the Installer of the work to be cut, and comply with his recommendations to minimize damage. Where necessary, engage the original Installer or other specialists to execute the cutting in the recommended manner.

D. Patching: Where patching is required to restore other work, because of cutting or other damage inflicted during the installation of electrical work, execute the patching in the manner recommended by the original Installer. Restore the other work in every respect, including the elimination of visual defects in exposed finished, as judged by the Engineer. Engage the original Installer to complete patching of various categories of work including: concrete and masonry finishing, waterproofing and roofing, exposed wall finishes, etc.

3.7 CLEANING AND REPAIR

A. Clean and repair existing materials and equipment that remain or that are to be reused.

B. Panelboards: Clean exposed surfaces and check tightness of electrical connections. Replace damaged circuit breakers and provide closure plates for vacant positions.

3.8 LABELING

A. Provide typed circuit directory showing revised circuiting arrangement.

B. Provide and install a new engraved nameplate for all electrical panels that have been modified during construction. Refer to the panelboard specification section for labeling requirements.

END OF SECTION 260501

SECTION 26 05 02

ELECTRICAL ACCEPTANCE TESTS

PART 1 - GENERAL

1.1 SUBMITTALS

A. Refer to section 260510.

1.2 References

A. ANSI/NETA ATS, “Standard for Acceptance Testing Specifications, current edition.

1.3 SCOPE OF WORK

A. Acceptance tests shall be performed in accordance with the current version of ASNI/NETA ATS and by an independent testing agency.

B. Tests shall be performed in accordance with applicable codes, standards, and equipment manufacturers' instruction.

C. The Contractor shall provide all test equipment, materials and labor necessary to perform the tests, and shall coordinate with the other trades for necessary services, such as scaffolding and the uncoupling of motors.

D. Tests shall consist of visual inspections, manual operations, and electrical testing under all normal and expected abnormal operating conditions.

E. The Owner shall be notified at least 2 weeks in advance of all tests.

F. Tests shall be witnessed by the Engineer unless such witnessing is waived in writing.

G. The Engineer shall be provided with a written test report, signed and dated, for all tests.

H. Acceptance testing shall be provided and reviewed by the Engineer prior to energizing of electrical equipment. Phasing may require multiple trips/tests/reports and after hours work.

1.4 TESTING CRITERIA

A. High potential tests shall be performed at the AC or DC voltage listed in ASNI/NETA ATS unless specified otherwise herein. Do not perform more than one high potential test on any item without authorization from the Owner.

B. Dielectric absorption tests shall be performed with a 2,500 volt DC megger.

C. Megger tests shall be performed at a DC voltage of 1,000 volts for 600 volt rated equipment, and at a DC voltage of 500 volts for 120-300 volt rated equipment.

D. Continuity checks shall be performed with a low voltage DC meter, light or bell.

E. The resistance to ground shall be measured using either the three point method or the fall of potential method.

F. Test instruments shall be calibrated to national standards to insure the accuracy of tests. These calibration reports shall be made available to the Owner when requested. Depending

upon frequency of use, the instruments shall be calibrated at least every 12 months.

PART 2 - PRODUCTS (Not Used)

PART 3 - EXECUTION

3.1 VISUAL INSPECTIONS

A. Prior to manual operation and electrical testing, verify the following: 1. The equipment is free from damage and defects. 2. The equipment has been lubricated. 3. The ventilation louvers are open and unobstructed. 4. Electrical connections have been tightened. 5. Voltages, phases, and rotation have been identified. 6. Terminations have been identified. 7. Equipment labels have been installed. 8. The equipment has been calibrated. 9. The equipment is ready to be electrically tested

3.2 MANUAL OPERATIONS

A. Prior to electrical testing, verify the following: 1. Mechanical components operate smoothly and freely. 2. Mechanical stops, limit switches, etc., are properly adjusted.

3.3 ELECTRICAL ACCEPTANCE TESTS

A. 600 Volt Power Cables 1. A continuity check and a 1,000 volt DC megger test shall be performed on 600 volt power cables No. 4 AWG and larger. The megger test shall be performed between each pair of conductors and from each conductor to ground. Each test shall be performed for 15 seconds or until the insulation resistance value stabilizes. 2. The insulation resistance between conductors, and from each conductor to ground, shall be 100 megohms minimum in one minute or less. In addition, the lowest insulation resistance value shall not differ from the highest value by more than 20 percent. If all megger readings for a given circuit are above 1000-meghoms, the 20 percent balance requirement may be waived. 3. Proper rotation shall be verified.

B. Control Cable 1. A continuity check shall be performed on control and instrumentation wiring.

C. Switchboards, Panelboards, and Motor Control Equipment 1. A 1,000 volt DC megger test shall be performed on buses, motor starters, circuit breakers, and disconnect switches. This test may be combined with the power cable megger test by testing the devices and terminated cables together. 2. A continuity check shall be performed on motor control circuits and control panel internal wiring. 3. An operational test shall be performed on the motor controls. 4. Test all shunt trip and under voltage circuit breakers.

D. Infrared Scanning: After Substantial Completion, but not more than 60 days after Final Acceptance, perform an infrared scan of each panel, switchboards, motor starters, DSTS, and enclosed Bus. Remove all access panels so joints and connections are accessible to portable scanner. 1. Instrument: Use an infrared scanning device designed to measure temperature or to

detect significant deviations from normal values. Provide calibration record for device. 2. Record of Infrared Scanning: Prepare a certified report that identifies switches checked and that describes scanning results. Include notation of deficiencies detected, remedial action taken, and observations after remedial action.

E. Grounding 1. Upon completion of installation of electrical grounding system, test resistance of each ground rod installation using the "Fall of Potential" method. Ground resistances shall be measured in normally dry conditions not less than 48 hours after rainfall and at low tide. Where tests show resistance to ground is over the specified value, take appropriate action to reduce resistance by driving additional sections of ground rods and then retest to demonstrate compliance. Tests shall be conducted in the presence of the Project Electrical Engineer. Provide forms to record the data as the tests are conducted. Forms shall be signed by the person conducting the test and included with project closeout documents.

END OF SECTION 260502

ELECTRICAL SUBMITTALS

PART 1 - GENERAL

1.1 RELATED REQUIREMENTS

A. Comply with the applicable requirements of the Division 1 specifications (013300) and the requirements of this Division of the specifications.

1.2 SUBMITTALS

A. Submit for review by the Engineer Architect a schedule with engineering data of materials and equipment to be incorporated in the work. Submittals shall be supported by descriptive materials, i.e., catalog sheets, product data sheets, diagrams, performance curves and charts published by the manufacturer, warranties, etc., to show conformance to Specifications and Plan requirements; model numbers alone shall not be acceptable. Data submitted for review shall contain all information to indicate compliance with Contract Documents. Complete electrical characteristics shall be provided for all equipment. Submittals for lighting fixtures shall include Photometric Data. The Engineer reserves the right to require samples of any equipment to be submitted for review.

B. The purpose of shop drawing review is to demonstrate to the Architect that the Contractor understands the design concept. The Architect's review of such drawings, schedules, or cuts shall not relieve the Contractor from responsibility for deviations from the drawings or specifications unless he has, in writing, called the Architect's attention to such deviation at the time of submission, and received written permission from the Architect for such deviations.

C. Where cut sheets include an entire product family, mark all specific items to be utilized for this project on equipment cut sheets. Generic cut sheets with no indication of which items on the cut sheet shall be used will be rejected.

D. Response to Submittals: Shop drawings shall be stamped and signed by the Electrical Engineer with the following classifications:

E. "No Exceptions Taken": No corrections, no marks. Contractor shall submit copies for distribution

F. "Make Corrections Noted": A few minor corrections. Items may be ordered as marked up without further resubmission. Submit copies for distribution.

G. "Amend and Resubmit": Minor corrections. Item may be ordered at the Contractor's option. Contractor shall resubmit drawings with corrections noted.

H. "Rejected - Resubmit": Major corrections or not in accordance with the contract documents. No items shall be ordered. Contractor shall correct and resubmit drawings.

I. Prior Approvals and Shop Drawings must be hand delivered, received by mail, or email.

J. Submittal data received by facsimile will not be reviewed.

K. Equipment and materials requiring submittals: 1. Section 260500 – Common Work Results for Electrical a. Product Warranties

3. Section 260511 – Electrical Work Closeout a. Record Drawings b. Record Manuals c. Close out submittals d. Training verification

4. Section 260512 – Electrical Coordination a. Coordination Affidavit b. Electrical Coordination Drawings c. Electrical schedule Gantt Chart

5. Section 260519 – Low-Voltage Electrical Conductors and Cables a. Splice Kits b. Waterproof Wire Connectors c. Wire d. Field Quality Control Test Reports

6. Section260526 – Grounding and Bonding for Electrical Systems a. Ground Rods b. Grounding Connections c. Ground Wire d. Field Quality Control Test Reports e. Bonding Bushings f. Bonding Jumper Braid g. Ground buss bars

7. Section 260529 – Hangers and Supports for Electrical Systems a. Product Data

8. Section 260533 – Raceway and Boxes for Electrical Systems a. Raceway b. Boxes c. Enclosure ratings d. Dimension data e. Floor Boxes f. Corrosion Protection g. Surface Metallic/Nonmetallic Raceway h. Cast Outlet/Device Boxes

9. Section 260553 – Identification for Electrical Systems a. Product data for all labeling products b. Samples of device name plates

10. Section 262400 – Switchboards and Panelboards a. Product data b. Enclosures c. Dimensional Data d. Circuit Directory e. Locks f. Bussing Diagrams g. Ground-Fault Protection h. Schematic Wiring Diagram

11. Section 262726 – Wiring Devices a. Product data b. Device Plates c. Weatherproof Covers d. Special Purpose Receptacles e. Device and device plate colors

12. Section 262816 – Enclosed Switches and Circuit Breakers a. Product data b. Enclosures c. Dimensional Data d. Control Wiring Diagrams e. Accessories f. Short Circuit Current Rating g. Test reports h. Starters i. Combination motor controllers j. Overload element rating k. Control power transformers / ratings l. Pilot Lights m. Control Devices n. Equipment List o. Short Circuit Current Rating p. Motor Rated Switches

13. Section 262923 – Variable-frequency Motor Controllers a. Enclosures b. Product Data c. Short Circuit Current Rating d. Outline dimensions, conduit entry locations and weight. e. Customer connection and power wiring diagrams. f. Complete technical product description include a complete list of options provided. Any portions of this specification not meet must be clearly indicated or the supplier and contractor shall be liable to provide all additional components required to meet this specification. g. Compliance to IEEE 519 – harmonic analysis for particular jobsite including total harmonic voltage distortion and total harmonic current distortion (TDD). h. The VFD manufacturer shall provide calculations; specific to this installation, showing total harmonic voltage distortion is less than 5%. Input filters shall be sized and provided as required by the VFD manufacturer to ensure compliance with IEEE standard 519. All VFD’s shall include a minimum of 5% impedance reactors, no exceptions.

14. Section 264300 – Surge Protective Devices a. Unit dimensions b. Installation instructions c. Product data d. Warranty statement e. Current Ratings f. Clamping Voltages g. Response Time h. Enclosure

PART 2 - PRODUCTS

2.1 Not Used.

PART 3 - EXECUTION

3.1 MANUFACTURER’S DATA

A. Include the manufacturer's comprehensive product data sheet and installation instructions. Where operating ranges are shown, mark data to show portion of range required for project application. Where pre-printed data sheet covers more than one distinct product-size, type, material, trim, accessory group or other variations, delete or mark-out portions of the preprinted data which are not applicable.

3.2 EQUIPMENT LIST

A. Where more than one type of a product is being used (i.e. starters, disconnects, breakers, etc.) provide a list with each submittal correlating the type and size of product to the load served.

3.3 TEST REPORTS

A. Submit test reports which have been signed and dated by the firm performing the tests, and prepare in the manner specified in the standard or regulation governing the tests procedure as indicated.

END OF SECTION 260510

ELECTRICAL WORK CLOSEOUT

PART 1 - GENERAL

1.1 SUBMITTALS

A. Refer to section 260510.

1.2 RELATED SECTIONS

A. Refer to section 017839 for additional requirements.

PART 2 - PRODUCTS

2.1 RECORD DRAWINGS

A. Except where otherwise indicated, electrical drawings prepared by Engineer are diagrammatic in nature and may not show locations accurately for various components of electrical system. Shop drawings, including coordination drawings, prepared by the Contractor show portions of work more accurately to scale and location, and in greater detail. It is recognized that actual layout of installed work may vary substantially from both Contractor drawings and shop drawings.

B. The electrical superintendent shall maintain a white set of contract documents and shop drawings in clean, undamaged condition, for mark-up of actual installations which vary substantially from the work as shown. PDF or digital mark-ups is acceptable alternates Mark- up whatever drawings are most capable of showing installed conditions accurately. However, where shop drawings are marked, record a reference note on appropriate contract drawings. Mark with erasable pencil, and use multiple colors to aid in the distinction between work of separate electrical systems. These documents shall be used for no other purpose. In general, record every substantive installation of electrical work which previously is either not shown or shown inaccurately, but in any case record the following: 1. Post all addenda prior to beginning work. 2. Underground feeder conduits, both interior and exterior, drawn to scale and fully dimensioned. 3. Work concealed behind or within other work, in a non-accessible arrangement. 4. Mains and branches of wiring systems, with panelboards and control devices located and numbered, with concealed splices located, and with devices requiring maintenance located. 5. Scope of each change order (C.O.), noting C.O. number.

C. Upon each visit by the Architect/Engineer, the Contractor shall demonstrate that the record documents are being kept current, as specified hereinbefore.

2.2 RECORD MANUALS

A. Record manuals shall include the following the following: 1. Manufacturer’s operation and maintenance manuals for: a. Circuit Breakers b. Surge Protection Devices c. Switchboards d. Motor Starters e. VFD 2. Shop drawings, revised to reflect all review comments, supplemented with the

CCPRC Pool Projects 26 05 11-1 Job #17034 May 15, 2018 ©2017 Water Technology, Inc. installation instructions shipped with equipment. 3. One copy of all switchboard directories. 4. All field test Reports 5. Electrical Contractor’s Warranty

B. Submit record manuals in quantities and in the format prescribed in the Division 1 specifications.

C. Submit copies of all Maintenance contracts including, 1. VFD drives.

2.3 CLOSEOUT SUBMITTALS

A. Software and Firmware Operational Documentation: 1. Software operating and upgrade manuals. 2. Program Software Backup: On magnetic media, complete with data files. 3. Device address list. 4. Printout of software application and graphic screens.

PART 3 - EXECUTION

3.1 SITE VISITS

A. At all construction observations by the Architect/Engineer, the Contractor shall demonstrate to the Architect/ Engineer that all work is complete in accordance with the contract documents and that all systems have been tested and are fully operational. The Contractor shall furnish the personnel, tools and equipment required to inspect and test all systems.

END OF SECTION 260511

SECTION 26 05 12

ELECTRICAL COORDINATION

PART 1 - GENERAL

1.1 SUBMITTALS

A. Refer to section 260510.

PART 2 - PRODUCTS

2.1 ELECTRICAL WORK SCHEDULE

A. After the award of contract, the Contractor shall prepare a detailed schedule (aka milestone chart) using “Microsoft Project” software or equivalent. The Contractor Project Schedule (CPS) shall indicate detailed activities for the projected life of the project. The CPS shall consist of detailed activities and their restraining relationships. It will also detail manpower usage throughout the project.

B. Electrical Work Schedule: Provide a Gantt chart for review by the Engineer and Owner at least 10-days prior to beginning work. The chart shall have color-coding to distinguish between demolition and renovation tasks as well as any other specific tasks. The Gantt chart shall include the following items: 1. Date of on-site arrival of electrical equipment and accessories required for system installation. 2. Estimated dates and duration of all service outage times. 3. Estimated start date and completion date for the demolition of each existing panelboard. 4. Estimated start date and completion date for the installation of each panelboard. 5. Estimated dates and duration of required work access to areas that are not in the current phase of work.

2.2 ELECTRICAL COORDINATION DRAWINGS

A. Electrical Rooms: Provide layouts of all electrical rooms using the dimensions of equipment actually furnished. Locate all ducts and piping entering or crossing these spaces.

B. Feeders over 100 Amps : The routing of main feeders is not shown on the drawings. Actual routing shall be determined by the contractor in accordance with the specifications and shall be coordinated with work by other trades. For underground lines, show all utility crossings.

C. Drawing Format: Drawings shall be prepared at a scale of no less than 1/16"=1'-0" for feeder routes and 1/4"=1'-0" for electrical rooms/equipment yards. Drawing shall be titled to define Project Name, Drawing subject and date prepared. Drawings are to be prepared in AutoCAD 2007 or compatible software.

2.3 EQUIPMENT REQUIRING ELECTRICAL SERVICE

A. Provide electrical connections for all electrically driven equipment. Final connections are electrical work, except as otherwise noted. Obtain a copy of the shop drawings of equipment. Review shop drawings to verify electrical characteristics and to determine rough-in requirements, final connection requirements, location of disconnect switch, etc. Notify the General Contractor if the information received is ambiguous or incomplete. Keep a copy of these shop drawings at the project site throughout the course of construction.

B. Equipment to be connected includes, but is not limited to the following: 1. Pool Equipment and Pumps 2. Slide Pumps 3. Filtration System 4. Control Systems

C. The design of circuits for electrically driven equipment is based on the product of one manufacturer and may not be representative of all acceptable manufacturers. If equipment furnished has differing characteristics, make necessary adjustments to circuit components at no additional cost to the Owner, subject to the approval of the Engineer.

D. Provide motor starters and disconnects for all mechanical equipment unless provided by the mechanical contractor.

PART 3 - EXECUTION

3.1 COORDINATION OF MECHANICAL INSTALLATION:

A. Attachment Number 1 shall be filled out and returned with shop drawing submittals. The intent of Attachment Number 1 is to ensure that the electrical requirements for equipment have been reviewed and coordinated by the Contractor. No electrical equipment shall be ordered, nor shall rough-in begin, before this coordination has taken place. This document shall be returned appropriately marked whether or not any changes are deemed to be necessary by the contractor.

ATTACHMENT NO. 1

SHOP DRAWING COORDINATION AFFIDAVIT

I, the undersigned, certify that I have reviewed the equipment shop drawings for electrically driven equipment and that the accompanying electrical shop drawings reflect the requirements of the actual equipment to be furnished for use on this project. The following deviations from design drawings were required to serve the furnished equipment:

ITEM CKT.DESIG. BKR.SIZE CONDUIT/WIRE DISC.SIZE STARTER

New Old New Old New Old New Old

NOTE: If no deviations are required please indicate by circling the appropriate answer above your signature.

PROJECT: ______DEVIATIONS: Yes / No

COMPANY:______

TITLE: ______SIGNATURE: ______

TELEPHONE: ______DATE:______

IT IS THE RESPONSIBILITY OF THE DIVISION 26 CONTRACTOR TO OBTAIN SHOP DRAWING INFORMATION FROM OTHER TRADES. FAILURE TO PERFORM THE WORK REQUIRED BY THIS AFFIDAVIT, PRIOR TO ORDERING MATERIALS OR ROUGHING-IN, MAY RESULT IN IMPROPER CONNECTIONS BEING PROVIDED. THE EXPENSE OF CORRECTIVE MEASURES, IF REQUIRED, SHALL BE BORNE BY THE CONTRACTOR.

NOTE: PANELBOARD SHOP DRAWINGS WILL NOT BE REVIEWED UNTIL THE ELECTRICAL CONTRACTOR COMPLETES AND SUBMITS THIS AFFIDAVIT TO THE ELECTRICAL ENGINEER.

END OF SECTION 260512

SECTION 26 05 19

LOW-VOLTAGE ELECTRICAL CONDUCTORS AND CABLES

PART 1 - GENERAL

1.1 SUMMARY

A. This section includes the requirements for the following: 1. Wire and cable for 600 volts and less. 2. Wiring connectors and connections.

1.2 SUBMITTALS

A. Refer to section 260510.

1.3 QUALITY ASSURANCE

A. Conform to requirements of NFPA 70.

B. Furnish products listed and classified by Underwriters Laboratories Inc. as suitable for the purpose specified and indicated.

1.4 REFERENCE STANDARDS

A. NECA 1 - Standard for Good Workmanship in Electrical Contracting; National Electrical Contractors Association; current edition.

B. NETA STD ATS - Acceptance Testing Specifications for Electrical Power Distribution Equipment and Systems; International Electrical Testing Association; current edition.

C. NFPA 70 - National Electrical Code; National Fire Protection Association, current edition.

PART 2 - PRODUCTS

2.1 WIRING REQUIREMENTS

A. Exposed Dry Interior Locations: Use only THHN-2, THWN-2, or XHHW-2 in raceway.

B. Wet or Damp Interior Locations: Use only THWN-2 or XHHW-2 in raceway.

C. Exterior locations (above or below grade) THWN-2, XHHW-2 or USE in raceway.

D. Use conductors not smaller than 12 AWG for power and lighting circuits.

E. Use conductors not smaller than 14 AWG for control circuits.

2.2 BUILDING WIRE

A. Conductor: Copper.

B. Insulation Voltage Rating: 600 volts.

C. Temperature Rating: 90° C.

PART 3 - EXECUTION

3.1 INSTALLATION

A. Pull all conductors into raceway at same time.

B. Use suitable wire pulling lubricant for building wire 4 AWG and larger. Do not exceed manufacturers recommended maximum pulling tensions and sidewall pressure values.

C. Use pulling means, including fish tape, cable, rope, and basket-weave wire/cable grips that will not damage cables or raceway.

D. Neatly train and lace wiring inside boxes, equipment, and panelboards.

E. Clean conductor surfaces before installing lugs and connectors.

F. Make splices, taps, and terminations to carry full ampacity of conductors with no perceptible temperature rise.

G. Use split bolt connectors or compression fittings for splices and taps on conductors 6 AWG and larger. Tape uninsulated conductors and connector with electrical tape to 150 percent of insulation rating of conductor.

H. Use solderless pressure connectors with insulating covers for copper conductor splices and taps, 8 AWG and smaller.

I. Use insulated spring wire connectors with plastic caps for copper conductor splices and taps, 10 AWG and smaller.

J. Tighten electrical connectors and terminals according to manufacturer’s published torque- tightening values or UL 486A and UL 486B.

K. Identify and color code wire and cable under provisions of Section 26 05 53. Identify each conductor with its circuit number or other designation indicated.

L. For each electrical connection/termination, provide a complete assembly of materials, including but not necessarily limited to, pressure connectors, terminals (lugs), electrical insulating tape, heat-shrinkable insulating tubing, cable ties, solderless wire nuts, and other materials necessary to complete splices and terminations. Torque all connections according to installation instructions.

M. Motor connections shall be made with compression connectors forming a bolted in-line or stub-type connection.

N. Splicing of feeder conductors shall not be acceptable, unless specifically indicated on the drawing. Where splicing of feeder conductors is indicated, splices shall be made using compression type butt splice.

O. All splices made underground or in the pipe basements shall be rated suitable for water immersion.

P. Support for Conductors in Vertical Conduit: Factory-fabricated assembly consisting of threaded body and insulating wedging plug or plugs for cables in riser conduits. Plugs shall have number, size, and shape of conductor gripping pieces as required to suit individual conductors or cables supported. Body shall be malleable iron.

3.2 LABELING

A. Color Coding 1. Color shall be green for grounding conductors and green with yellow stripe for isolated grounding conductors. 2. The color of the circuit conductors shall be as follows:

120/208 volt, 3-phase Phase A - Black Phase B -Red Phase C - Blue Neutral - White

277/480 volt, 3-phase: Phase A - Brown Phase B - Orange Phase C - Yellow Neutral – Gray

END OF SECTION 260519

GROUNDING AND BONDING FOR ELECTRICAL SYSTEMS

PART 1 - GENERAL

1.1 SUMMARY

A. Grounding and bonding components.

B. Provide all components necessary to complete the grounding system(s) consisting of: 1. Existing and new metal underground water pipe. 2. Metal frame of the building. 3. Pool Equipment and Slides/Pumps

1.2 SUBMITTALS

A. Refer to section 260510.

1.3 QUALITY ASSURANCE

A. Conform to requirements of NFPA 70.

1.4 REFERENCES

A. NETA STD ATS - Acceptance Testing Specifications for Electrical Power Distribution Equipment and Systems; International Electrical Testing Association; current edition.

B. NFPA 70 - National Electrical Code; National Fire Protection Association; current edition.

C. IEEE Standard 142 “Green Book” – Recommended Practices for Grounding of industrial and Commercial Power Systems; current edition.

1.5 PERFORMANCE REQUIREMENTS

A. Maximum grounding system resistance: 15 ohms.

B. Services at power company interface points shall comply with the power company ground resistance requirements.

PART 2 - PRODUCTS

2.1 ELECTRODES

A. Sectionalized steel with copper-welded exterior, 3/4" dia. x 10'. One 10-foot section shall be required at each ground rod location, unless as otherwise directed in this specification.

2.2 CONDUCTORS

A. Bonding Jumper Braid: Copper braided tape, sized for application.

B. Electrical Grounding conductors: Unless otherwise indicated, provide bare or green insulated stranded copper electrical grounding conductors sized according to NEC or as shown or specified. Provide green insulated for conductors sized No. 10 AWG and smaller.

A. Below Grade: Exothermic-welded type connectors.

B. Above Grade: 1. Bonding Jumpers: compression type connectors, using zinc-plated fasteners and external tooth lock washers. 2. Ground Busbars: Two-hole compression type lugs using tin-plated copper or copper alloy bolts and nuts.

C. Install exothermic connectors and terminals as recommended by the connector and terminal manufacturer for intended applications.

D. Bolted clamp will not be accepted between grounding rods and ground conductors.

PART 3 - EXECUTION

3.1 EXAMINATION

A. Verify existing conditions prior to beginning work.

B. Verify that final backfill and compaction has been completed before driving rod electrodes.

3.2 CONDUCTIVE PIPING

A. Bond all conductive piping systems (excluding fuel gas piping), interior and exterior, to the building to the grounding electrode system. Bonding connections shall be made as close as practical to the equipment ground bus.

B. Install braided type bonding jumpers with ground clamps on water meter piping to electrically bypass meter where the main is metallic on both sides of the meter. Install clamp-on connectors only on thoroughly cleaned metal contact surfaces, to ensure electrical conductivity and circuit integrity.

3.3 CORROSION INHIBITORS

A. When making ground and ground bonding connections, apply a corrosion inhibitor to all contact surfaces. Use corrosion inhibitor appropriate for protecting a connection between the metals used.

B. Where concrete penetration is necessary, non-metallic conduit shall be cast flush with the points of concrete entrance and exit so as to provide an opening for the ground wire and the opening shall be sealed with a suitable compound after installation of the ground wire.

3.4 SECONDARY EQUIPMENT AND CIRCUITS

A. Switchgear, Panelboards, Disconnects, Switchboards, Unit Substations, and Motor Control Centers; Connect metallic conduits, which terminate without mechanical connection to the housing, by grounding bushings and grounding conductor to the equipment ground bus.

B. Feeders and Branch Circuits: Install equipment grounding conductors with all feeders and power and lighting branch circuits, sized in accordance with Article 250 of NFPA 70.

C. Boxes, Cabinets, Enclosures, and Panelboards: 1. Bond the equipment grounding conductor to each pullbox, junction box, outlet box, device box, cabinets, and other enclosures through which the conductor passes.

CCPRC Pool Projects 26 05 26-2 Job #17034 May 15, 2018 ©2017 Water Technology, Inc. 2. Provide lugs in each box and enclosure for equipment grounding conductor termination. 3. Provide ground bars in panelboards, bolted to the housing, with sufficient lugs to terminate the equipment grounding conductors.

D. Motors and Starters: Provide lugs in motor terminal box and starter housing or motor control center compartment to terminate equipment grounding conductors.

E. Receptacles shall not be grounded through their mounting screws. Ground with a jumper from the receptacle green ground terminal to the device box ground screw and the branch circuit equipment grounding conductor.

F. Fixed electrical appliances and equipment shall be provided with a ground lug for termination of the equipment grounding conductor.

G. Metallic Conduit: Metallic conduits which terminate without mechanical connection to an electrical equipment housing by means of locknut and bushings or adapters, shall be provided with grounding bushings. Connect bushings with a bare grounding conductor to the equipment ground bus.

3.5 INSTALLATION

A. Install ground electrodes at locations indicated. Provide additional electrodes as required to achieve specified resistance to ground.

B. Install nominal 10" diameter x 18" long fiberglass "water valve" type enclosure, with cover, over each ground rod. The top of ground rods shall be 12" below finished grade. The rod and exothermic connection to the grounding electrode conductor shall be accessible from within enclosure. Fill the lower 3" of enclosure with crushed rocks. Top of enclosure shall be flush with finished grade.

C. Bond together reinforcing steel and metal accessories in pool and fountain structures.

END OF SECTION 260526

SECTION 26 05 29

HANGERS AND SUPPORTS FOR ELECTRICAL SYSTEMS

PART 1 - GENERAL

1.1 SUMMARY

A. This section includes the requirements for the following: 1. Conduit and equipment supports. 2. Anchors and fasteners.

1.2 SUBMITTALS

A. Refer to section 260510.

1.3 QUALITY ASSURANCE

A. Conform to requirements of NFPA 70.

B. Products: Listed and classified by Underwriters Laboratories Inc. as suitable for the purpose specified and indicated.

1.4 REFERENCE STANDARDS

A. NECA 1 - Standard Practices for Good Workmanship in Electrical Contracting; National Electrical Contractors Association; current edition.

PART 2 - PRODUCTS.

2.1 MATERIALS

A. Hangers, Supports, Anchors, and Fasteners - General: Corrosion-resistant materials of size and type adequate to carry the loads of equipment and conduit, including weight of wire in conduit.

B. Supports: Fabricated or formed stainless steel members.

C. Anchors and Fasteners: 1. Do not use powder-actuated anchors. 2. Concrete Structural Elements: Use precast inserts, expansion anchors, or preset inserts. 3. Steel Structural Elements: Use beam clamps, steel spring clips, steel ramset fasteners, or welded fasteners. 4. Concrete Surfaces: Use self-drilling anchors or expansion anchors. 5. Hollow Masonry, Plaster, and Gypsum Board Partitions: Use toggle bolts or hollow wall fasteners. 6. Solid Masonry Walls: Use expansion anchors or preset inserts. 7. Sheet Metal: Use sheet metal screws. 8. Wood Elements: Use wood screws.

PART 3 - EXECUTION

3.1 INSTALLATION

A. Install hangers and supports as required to adequately and securely support electrical system

components, in a neat and workmanlike manner, as specified in NECA 1. 1. Do not fasten supports to pipes, ducts, mechanical equipment, or conduit.

B. Cutting or Holes: 1. Locate holes in advance where they are proposed in the structural sections such as ribs or beams. Obtain the approval of the Architect prior to drilling through structural sections. 2. Cut holes through concrete and masonry in new and existing structures with a diamond core drill or concrete saw. Pneumatic hammer, impact electric, hand or manual hammer type drills are not allowed, except where permitted by the Architect as required by limited working space.

C. Rigidly weld support members or use hexagon-head bolts to present neat appearance with adequate strength and rigidity. Use spring lock washers under all nuts.

D. Install surface-mounted cabinets and panelboards with minimum of four anchors.

E. In wet and damp locations use stainless steel channel supports to stand cabinets, disconnects and panelboards 1 inch (25 mm) off wall.

F. Do not fasten boxes to ceiling support wires.

G. Support boxes independently of conduit, except cast box that is connected to two rigid metal conduits both supported within 12 inches of box.

H. Support conduit using zinc coated steel, lay-in adjustable hangers, clevis hangers, and split hangers.

I. Do not support conduit with wire, wire ties, or perforated pipe straps. Remove wire used for temporary supports.

END OF SECTION 260529

SECTION 26 05 33

RACEWAY AND BOXES FOR ELECTRICAL SYSTEMS

PART 1 - GENERAL

1.1 SUBMITTALS

A. Refer to section 260510

1.2 QUALITY ASSURANCE

A. Products: Listed and classified by Underwriters Laboratories Inc. as suitable for purpose specified and shown.

1.3 REFERENCE STANDARDS

A. ANSI C80.1 - American National Standard for Electrical Rigid Steel Conduit (ERSC); current edition

B. ANSI C80.3 - American National Standard for Steel Electrical Metallic Tubing (EMT); current edition

C. ANSI C80.5 - American National Standard for Electrical Rigid Aluminum Conduit (ERAC); current edition

D. NECA 1 - Standard Practices for Good Workmanship in Electrical Contracting; National Electrical Contractors Association; current edition

E. NECA 101 - Standard for Installing Steel Conduit (Rigid, IMC, EMT); National Electrical Contractors Association; current edition

F. NEMA FB 1 - Fittings, Cast Metal Boxes, and Conduit Bodies for Conduit, Electrical Metallic Tubing, and Cable; National Electrical Manufacturers Association; current edition

1.4 DELIVERY, STORAGE, AND HANDLING

A. Accept conduit on site. Inspect for damage

B. Protect conduit from corrosion and entrance of debris by storing above grade. Provide appropriate covering.

PART 2 - PRODUCTS

2.1 CONDUIT REQUIREMENTS

A. Conduit Size: Comply with NFPA 70. 1. Minimum Size: 3/4 inch

B. Wet and Damp Locations: 1. Exterior above ground and in pipe basements: RMC, IMC, or LTFMC (LTFMC shall be only used with restrictions, see conduit installation) 2. Exterior below ground: RNC schedule 40 3. Interior: RMC, IMC, or LTFMC (LTFMC shall be only used with restrictions, see conduit installation) 4. Interior below grade: RNC schedule 40

5. Where RNC Schedule 40 is installed below grade or under floor slabs, the elbows required to turn the raceway up through the slab shall be RMC.

C. Dry Locations: 1. Exposed: Use IMC/RMC or FMC (FMC shall be only used with restrictions, see conduit installation) 2. Interior below grade: RNC schedule 40

D. Area subject to physical damage: RMC, IMC, or LTFMC (LTFMC shall be only used with restrictions, see conduit installation) 1. “Areas subject to physical damage” shall be defined as the most stringent of the following: a. Exposed conduit below eight feet above finished floor. b. As interpreted by the authority having jurisdiction (AHJ).

2.2 METAL CONDUIT

A. Rigid Steel Galvanized Conduit (RMC): ANSI C80.1.

B. Intermediate Metal Conduit (IMC): ANSI C80.6.

C. Fittings and Conduit Bodies: NEMA FB 1; material to match conduit. 1. Fittings shall meet the requirements of UL 514B and ANSI/ NEMA FB1. 2. Standard threaded couplings, locknuts, bushings, and elbows: Only steel or malleable iron materials are acceptable. Integral retractable type IMC couplings are also acceptable. 3. Die-cast or pressure-cast zinc-alloy fittings or fittings made of "pot metal" are prohibited. 4. Locknuts: Bonding type with sharp edges for digging into the metal wall of an enclosure. 5. Bushings: Metallic insulating type, consisting of an insulating insert molded or locked into the metallic body of the fitting. Bushings made entirely of metal or nonmetallic material are not permitted. 6. Sealing fittings: Threaded cast iron type. Use continuous drain type sealing fittings to prevent passage of water vapor. In concealed work, install fittings in flush steel boxes with blank cover plates having the same finishes as that of other electrical plates in the room.

2.3 LIQUIDTIGHT FLEXIBLE METAL CONDUIT

A. LIQUIDTIGHT FLEXIBLE METAL CONDUIT (LTFMC) Description: Interlocked steel construction with PVC jacket. Liquid-tight flexible metal conduit: Shall Conform to UL 360.

B. Fittings: UL 514B and ANSI/ NEMA FB1. 1. Only steel or malleable iron materials are acceptable. 2. Die-cast or pressure-cast zinc-alloy fittings or fittings made of "pot metal" are prohibited. 3. Fittings must incorporate a threaded grounding cone, a steel or plastic compression ring, and a gland for tightening. Connectors shall have insulated throats. 4. Coating for Fittings for PVC-Coated Conduit: Minimum thickness, 0.040 inch, with overlapping sleeves protecting threaded joints.

2.4 NONMETALLIC CONDUIT

A. RIGID NONMETALLIC CONDUIT (RNC): Direct burial plastic conduit: Shall conform to UL 651 and UL 651A, heavy wall PVC or high density polyethylene (PE).

B. RNC: NEMA TC 2, schedule 40 PVC

C. Fittings shall meet the requirements of UL 514C and NEMA TC3

D. Fittings for RNC: NEMA TC 3; match to conduit or tubing type and material.

2.5 EXPANSION AND DEFLECTION COUPLINGS

A. Conform to UL 467 and UL 514B.

B. Accommodate, 0.75 inch deflection, expansion, or contraction in any direction, and allow 30 degree angular deflections.

C. Include internal flexible metal braid sized to guarantee conduit ground continuity and fault currents in accordance with UL 467, and the NEC code tables for ground conductors.

D. Jacket: Flexible, corrosion resistant, watertight, moisture and heat resistant molded rubber material with stainless steel jacket clamps.

2.6 CORROSION PROTECTION

A. Corrosion protection for conduits passing through concrete slabs shall be by one of the following means: field-wrapped with 3M Scotchrap No. 50, 2-inch wide (minimum), with a 50 percent overlay, or shall have a factory-applied polyvinyl chloride, plastic resin, or epoxy coating.

PART 3 - EXECUTION

3.1 EXAMINATION

A. Verify routing and termination locations of conduit prior to rough-in.

B. Conduit routing is shown on drawings in approximate locations unless dimensioned. Route as required to provide a complete wiring system.

3.2 CONDUIT INSTALLATION

A. Install conduit securely, in a neat and workmanlike manner, as specified in NECA 101.

B. Waterproofing: At floor, exterior wall, and roof conduit penetrations, completely seal clearances around the conduit and make watertight.

C. Arrange supports to prevent misalignment during wiring installation.

D. Arrange conduit to maintain headroom and present neat appearance.

E. Route exposed conduit parallel and perpendicular to walls.

F. Route conduit installed above accessible ceilings parallel and perpendicular to walls.

G. Route conduit in and under slab from point-to-point.

H. Maintain adequate clearance between conduit and piping.

I. Maintain 12 inch (300 mm) clearance between conduit and surfaces with temperatures

exceeding 104 degrees F (40 degrees C).

J. Cut conduit square using saw or pipecutter; de-burr cut ends.

K. Bring conduit to shoulder of fittings; fasten securely.

L. For power conduits install no more than equivalent of three 90 degree bends between boxes. Use conduit bodies to make sharp changes in direction, as around beams. Use hydraulic one shot bender to fabricate bends in metal conduit larger than 2 inch (50 mm) size.

M. Avoid moisture traps; provide junction box with drain fitting at low points in conduit system.

N. Provide suitable fittings to accommodate expansion and deflection where conduit crosses seismic, control, and expansion joints.

O. Seal the inside of all conduits where conduit passes below floor or outside of the building.

P. Provide suitable pull string in each empty conduit except sleeves and nipples.

Q. Use suitable caps to protect installed conduit against entrance of dirt and moisture.

R. Do not install FMC or LTFMC in lengths over 6’.

S. Use LTFMC or FMC only to connect to equipment subject to vibration or to suspended light fixtures.

T. Wherever possible, install horizontal raceway runs above water and drain piping. Give the right-of-way in confined spaces to piping that must slope for drainage and to larger HVAC ductwork and similar services that are less conformable than electrical services.

U. Complete the installation of electrical raceways before starting installation of cables within raceways.

V. Raceways shall not be installed exposed in finished spaces. Install concealed in walls, ceilings, below slab-on-grade or embedded in slabs above grade.

3.3 BOX INSTALLATION

A. In addition to boxes shown, install additional boxes where needed to prevent damage to cables and wires during pulling in operations.

B. Remove only knockouts as required and plug unused openings. Use threaded plugs for cast metal boxes and snap-in metal covers for sheet metal boxes.

C. Minimum size of outlet boxes for ground fault interrupter (GFI) receptacles is 4 inches square by 2-1/8 inches deep, with device covers for the wall material and thickness involved.

D. Clean all debris out of floor boxes.

3.4 IDENTIFICATION

A. Stencil or install phenolic nameplates on covers of the boxes identified on riser diagrams; for example "SIG-FA JB No. 1"

B. On all junction box covers, identify the circuits with black marker.

END OF SECTION 260533

SECTION 26 05 43

UNDERGROUND DUCTS AND RACEWAYS FOR ELECTRICAL SYSTEMS

PART 1 - GENERAL

1.1 SUBMITTALS:

A. Refer to section 260510.

PART 2 - PRODUCTS

2.1 DUCTBANKS

A. Any grouping of conduits underground shall be considered a duct bank.

B. Ducts shall be 4" diameter minimum, type EB40 for encased burial.

C. Fittings for raceways shall be designed specifically for use with the type of raceway installed. All couplings or other connections shall be made tight and sealed to exclude water and concrete.

D. Top, intermediate and bottom spacers of plastic, or other approved non-organic material, shall be provided to maintain a separation between raceways of not less than that shown on drawings. Spacers shall be of the type specifically intended for encased installations.

2.2 HANDHOLES

A. Handholes shall be constructed of steel reinforced 3,000 pound, 28-day strength concrete, or reinforced polymer concrete manufactured in molded structural shapes, on undisturbed or thoroughly compacted earth and shall conform with details and dimensions indicated on the drawings. Neoprene or other suitable water-stops shall be provided at all concrete construction joints.

B. Locations of handholes shall be as dimensioned. Where no locating dimensions are given, handholes shall be approximately where shown, with possible interferences with other utilities, etc.

C. Frames and covers for handholes shall be heavy duty, top quality, close grained gray cast iron or reinforced polymer concrete, both being milled to provide a true fit. Covers shall be equipped with drop lift handles and with the word "ELECTRIC" cast thereon. Type and style of frames and covers shall be as indicated on the drawings.

D. Hardware shall be of gray cast iron or hot-dip galvanized steel.

E. Water, mud, and trash shall be periodically pumped or otherwise removed from handholes by the Contractor until final acceptance of the work.

F. Metal Frames and Covers: Shall be made of cast iron. Cast iron frames and covers shall meet Fed Spec. RR-F-621. Covers shall be rated AASHTO H20. The words "electric" shall be cast in the top face of the covers.

2.3 WARNING TAPE

A. Provide a plastic warning tape in the backfill above all underground cables, conduits and duct banks. The tape shall be 3 inches wide, shall be bright, fade-resistant yellow in color, and

shall include an imprinted legend, "“WARNING - BURIED HIGH VOLTAGE LINE”, “WARNING - BURIED FIBER OPTIC LINE” or “WARNING - BURIED TELEPHONE LINE”, as applicable., repeated continuously throughout the entire length. Tape shall be buried 12 inches below top of trench.

PART 3 - EXECUTION

3.1 GENERAL

A. Layout of duct banks is the responsibility of the Contractor. Coordinate layout with existing site conditions, the elevation of manhole openings and work by other trades. Duct lines shall be sloped to drain towards manholes and pull boxes, with a pitch of not less than 3 inches in 100 feet. For lines run between adjacent manholes or pull boxes, high point may occur in the middle of run.

B. Excavation, Trenching and Backfilling: Provide as required to install duct banks in the manner indicated on the drawings and in accordance with the applicable sections of Division 31 through 33 of the specifications.

C. Provide barricades with warning lights, around all trenches. Barricades shall be orange mesh type supported by rods driven into the earth. Barricades shall remain in place at all times, not just at night. Maintain the integrity and appearance of the barricades until the trenches have been backfilled and compacted.

D. Clearance from Other Utilities: Do not install lines installed under this contract in the same trenches with other utilities. Maintain horizontal and vertical separation as required by ANSI C2.

3.2 INSTALLATION

A. During construction, partially completed duct lines shall be protected from the entrance of debris such as mud, sand and dirt, by means of suitable conduit plugs. As each section of a duct line is completed from manhole to manhole, a testing mandrel not less than 12 inches long with a diameter 1/4-inch less than the size of the conduit, shall be drawn through each conduit, after which a brush having the diameter of the conduit, and having stiff bristles, shall be drawn through until the conduit is clear of all particles of earth, sand, and/or gravel; conduit plugs shall then be immediately installed.

B. Install spacers every 5' along the duct run and at the midpoint and points of tangency of all bends. Anchor spacers to trench to ensure that the duct banks are held securely in place during concrete pours.

C. Ducts shall be encased in concrete as shown on the drawings. Care shall be taken that no voids are left between ducts.

D. Ducts crossing roadways and parking lots shall be reinforced as indicated on the drawings. Cutting and patching shall conform to the details shown on the Civil drawings. Engage the services of the paving and grading contractor to perform all cutting and patching.

E. Install warning tape 12" below grade along the entire length of, and centered on duct banks.

F. Bends: Except at conduit risers, changes in direction of runs exceeding a total of 10 degrees, either vertical or horizontal, shall be accomplished by long sweep bends having a minimum radius of curvature of 25 feet. Sweep bends may be made up of one or more curved or straight sections or combinations thereof. Manufactured bends shall have a minimum radius of 48".

G. Connections to Handholes: Connections shall be constructed to have a flared section adjacent to the manhole to provide shear strength. Underground structures shall be constructed to provide for keying the concrete envelope of the duct line into the wall of the structure. Vibrators shall be used when this portion of the envelope is poured to assure a seal between the envelope and the wall of the structure. Conduits shall terminate in end-bells where duct lines enter manholes.

H. Connections at Pad Mounted transformers: Terminate encasement at underside of concrete pad.

3.3 RECONDITIONING OF SURFACES

A. Ground covering and vegetation disturbed during installation, shall be restored to original elevation and condition.

B. Sod or topsoil shall be preserved carefully and replaced after the backfilling is completed. Sod that is damaged shall be replaced by sod of quality equal to that removed. When the surface is disturbed in a newly seeded area, the restored surface shall be re-seeded with the same quantity and formula of seed as that use in the original seeding.

3.4 CABLE PULLING

A. Pull cables down grade with the feed-in point at the handhole or buildings of the highest elevation. Use flexible cable feeds to convey cables through the handhole opening and into the conduit. Cable slack shall be accumulated at each handhole where space permits. Minimum allowable bending radii shall be maintained.

B. Lubricants: For assisting in the pulling of cables shall be those specifically recommended by the cable manufacturer. The lubricant shall not be deleterious to the cable sheath, jacket, or outer coverings.

C. Cable Pulling Tensions: Shall not exceed the maximum pulling tension recommended by the cable manufacturer.

D. Grounding Conductor: Secondary cable runs, 600 volts and less, in non-metallic conduit shall, although not indicated, include an insulated copper equipment grounding conductor sized as required by the rating of the overcurrent device supplying the phase conductors.

END OF SECTION 260543

SECTION 26 05 53

IDENTIFICATION FOR ELECTRICAL SYSTEMS

PART 1 - GENERAL

1.1 SUBMITTALS

A. Refer to section 260510.

PART 2 - PRODUCTS

2.1 NAMEPLATES AND LABELS

A. Nameplates: Engraved three-layer laminated plastic, black letters on white background unless noted otherwise.

B. Locations: 1. Each electrical distribution and control equipment enclosure.

C. Letter Size: 1. Use 1/4 inch (6 mm) letters for identifying grouped equipment and loads.

D. Labels: Embossed adhesive tape, with 3/16 inch (5 mm) white letters on black background. Use only for identification of individual receptacles and control device stations. Labels shall identify the panel and circuit number (Ex: PANEL: CIRCUIT).

PART 3 - EXECUTION

3.1 PREPARATION

A. Degrease and clean surfaces to receive nameplates and labels.

3.2 INSTALLATION

A. Install nameplates and labels parallel to equipment lines.

B. Secure nameplates to equipment front using corrosion resistant screws.

C. Secure nameplates to inside surface of door on panelboard that is recessed in finished locations.

D. Provide name plates on all disconnects, panels, switchboards, and motor starters.

E. Provide labels on all receptacles.

END OF SECTION 260553

SWITCHBOARDS AND PANELBOARDS

PART 1 - GENERAL

1.1 SUBMITTALS

A. See section 260510.

1.2 QUALITY ASSURANCE

A. Where switchboards or panelboards are used as service entrance equipment, they shall comply with all NEC and UL requirements for service entrance and a UL service entrance label shall be provided. B. Products: Listed and classified by Underwriters Laboratories Inc. as suitable for the purpose specified and indicated.

1.3 REFERENCE STANDARDS

A. NECA 1 - Standard Practices for Good Workmanship in Electrical Contracting; National Electrical Contractors Association; current edition.

B. NEMA PB 1 - Panelboards; National Electrical Manufacturers Association; current edition.

C. NEMA PB 1.1 - General Instructions for Proper Installation, Operation and Maintenance of Panelboards Rated 600 Volts or Less; National Electrical Manufacturers Association; current edition.

D. NETA STD ATS - Acceptance Testing Specifications for Electrical Power Distribution Equipment and Systems; International Electrical Testing Association; current edition.

PART 2 - PRODUCTS

2.1 MANUFACTURERS

A. Eaton Electrical/Cutler-Hammer

B. GE Industrial

C. Square D

D. Siemens

2.2 SWITCHBOARDS

A. Provide factory-assembled, front accessible dead-front, metal-enclosed, free-standing switchboards.

B. Unless shown otherwise, switchboard shall consist of separate sections for termination/metering, main breaker and distribution.

C. The bus shall be copper with 98 percent conductivity.

D. Vertical bus shall be the full height of the switchboard.

CCPRC Pool Projects 26 24 00-1 Job #17034 May 15, 2018 ©2017 Water Technology, Inc. E. Horizontal bus shall be fully sized for entire length of switchboard, and shall have provisions for future extension (bus stabs). The complete assembly shall be listed for 100% rating.

F. Provide full sized copper with 98 percent conductivity neutral bus.

G. Provide copper with 98 percent conductivity ground bus rated not less than 25% of main bus or as required by the NEC, whichever is greater.

2.3 CIRCUIT BREAKERS

A. For circuit breakers 1200 amps and over (or capable of being adjusted to 1200 amps and over) – Provide a means of arc energy reduction per NEC 2014 240.87.

B. For Circuit breakers 1000 Amps and over – Provide low voltage AC power circuit breaker, with fixed mounting, stored energy and solid state trip devices. 1. Provide individual adjustable solid-state elements as an integral part of the solid-state trip devices for complete system selective coordination. All breakers shall have LSI settings. All breakers shall have LSIG settings for 277/480V distribution. 2. Position indicator: Provide an indicator visible from the front of the unit to indicate whether the breaker is open or closed. 3. Trip button: Provide a mechanical trip button accessible from the front of the door to trip the breaker. 4. Padlocking: Include provisions for padlocking the breaker in the open position. 5. Operation: Unless otherwise shown on the drawings, breakers 1600 ampere frame size and less may be manually operated. Breakers larger than 1600 amperes frame size shall be electrically operated. 6. Trip devices shall have the following features: a. Trip device in each pole. b. Metering, voltage, current memory and LCD display c. Mechanically and electrically trip free. d. Long time element with adjustable pick-up and selective maximum, intermediate, and minimum time delay bands. e. Short time element with adjustable pick-up and selective maximum, intermediate, and minimum time delay bands. f. Ground fault element with adjustable pick-up and selective maximum, intermediate and minimum time delay bands. g. Maintenance setting option to reduce Arc Flash hazards.

C. For circuit breakers over 200 amps provide -Adjustable Trip molded case, solid state adjustable trip type circuit breakers. 1. Ground-Fault Equipment Protection (GFEP) Circuit Breakers: Class B ground-fault protection (30-mA trip). 2. Ground-Fault Protection: Integrally mounted relay and trip unit with adjustable pickup and time-delay settings, push-to-test feature, and ground-fault indicator. 3. Shunt Trip: 120V trip coil energized from separate circuit, set to trip at 75 percent of rated voltage. 4. Undervoltage Trip: Set to operate at 35 to 75 percent of rated voltage with field- adjustable 0.1- to 0.6-second time delay. 5. Auxiliary Contacts: One SPDT switch with "a" and "b" contacts; "a" contacts mimic circuit-breaker contacts and "b" contacts operate in reverse of circuit-breaker contacts. 6. Trip units shall have field adjustable tripping characteristics as follows: a. Ampere setting (continuous). b. Long time band. c. Short time trip point. d. Short time delay.

D. For all circuit breakers 200 amps and smaller provide - Molded Case Circuit Breakers: Thermal magnetic trip circuit breakers. 1. Type SWD for lighting circuits. 2. Type HACR for air conditioning equipment circuits. 3. Class A ground fault interrupter circuit breakers where scheduled. 4. Do not use tandem circuit breakers. 5. Arc-Fault Circuit Interrupter (AFCI) Circuit Breakers: Comply with UL 1699; 120/240- V, single-pole configuration for all residential applications. 6. GFCI Circuit Breakers: Single- and two-pole configurations with Class A ground-fault protection (6-mA trip).

2.4 CONTROL WIRING:

A. Control wiring shall be 600 volt class B stranded SIS. Install all control wiring complete at the factory adequately bundled and protected. Wiring across hinges and between shipping units shall be Class C stranded. Size in accordance with NEC. Provide control circuit fuses. Provide integral power supply in switchgear for control power.

2.5 SHORT CIRCUIT CURRENT RATING:

A. Devices which achieve the level of fault protection indicated by means of "series" or "integrated" rating shall not be acceptable unless specifically indicated on the drawings. All panelboards shall be fully rated. Short circuit current rating indicated on drawings.

PART 3 - EXECUTION

3.1 INSTALLATION

A. Install panelboards in accordance with NEMA PB 1.1 and NECA 1.

B. Install panelboards plumb. Install recessed panelboards flush with wall finishes.

C. Height: 6 feet (1800 mm) to top of panelboard; install panelboards taller than 6 feet (1800 mm) with bottom no more than 4 inches (100 mm) above floor.

D. Provide filler plates for unused spaces in panelboards.

E. Provide typed circuit directory for each branch circuit panelboard. Revise directory to reflect circuiting changes required to balance phase loads.

F. Provide engraved plastic nameplates on all switchboard and panelboards.

G. Ground and bond panelboard and switchboard enclosure according to Section 26 05 26.

H. Do not splice conductors in panelboard or switchboard enclosure.

I. Install switchboard on 4" high concrete pad with 3" minimum overlap on all sides. Bolt switchboard to pad in all four corners, minimum.

J. Do not use panel as a wireway.

K. piggy-back or tandem type breakers shall not be used.

L. Multi-pole breakers shall be common trip, with a single handle.

A. Adjust the breaker trip set points per the values. Trip settings shall be adjusted after Contractor has performed an Arc Flash Hazard Analysis.

B. Touch-up scratched or marred surfaces to match original finish.

C. Clean all debris from panel interiors.

3.3 LABELING

A. Provide nameplates on all electrical panels that new circuits are modified or installed. Indicate the following information: 1. Panel name 2. Panel fed from 3. Normal (Black with white letters) 4. Voltage, phase, wire, short circuit current rating 5. Date installed

B. Provide a typed legend for all modified or new electrical panels. Update the panel board schedules after load balancing.

C. For switchboards Provide laminated plastic nameplate for main and for each feeder circuit. Nameplates shall be secured to switchboard with two screws.

D. Provide Arc Flash identification per NFPA 70E. Contractor shall perform Arc Flash Hazard analysis and provide labels for each panel, switchboard, and vfd. Labels shall be affixed to equipment as indicated in NFPA 70E.

3.4 CLEARANCE AND WORKSPACE

A. Maintain workspace and clearances as required by the NEC for the voltage encountered. No pipes or ducts shall pass above the outline of the panelboard. It shall be the responsibility of this Contractor to make sure that other trades do not encroach on this space.

END OF SECTION 262400

SECTION 26 27 26

WIRING DEVICES

PART 1 - GENERAL

1.1 SUMMARY

A. This section includes the requirements for the following: 1. Receptacles. 2. Device plates.

1.2 SUBMITTALS

A. Refer to section 260510.

1.3 QUALITY ASSURANCE

A. Conform to requirements of NFPA 70.

B. Manufacturer Qualifications: Company specializing in manufacturing the products specified in this section with minimum three years documented experience.

C. Products: Provide products listed and classified by Underwriters Laboratories Inc. as suitable for the purpose specified and indicated.

1.4 OCCUPANCY SENSOR DRAWING

A. Drawing Format: Drawings shall be prepared at a scale of no less than 1/16"=1'-0". Drawing shall be titled to define Project Name, Drawing subject and date prepared. Drawings are to be prepared in AutoCAD 2004 or compatible software.

1.5 REFERENCE STANDARDS

A. NECA 1 - Standard Practices for Good Workmanship in Electrical Contracting; National Electrical Contractors Association; current edition.

B. NEMA WD 1 - General Color Requirements for Wiring Devices; National Electrical Manufacturers Association; current edition).

C. NEMA WD 6 - Wiring Device -- Dimensional Requirements; National Electrical Manufacturers Association; current edition.

PART 2 - PRODUCTS

2.1 APPROVED MANUFACTURERS

A. Acceptable manufacturers, contingent upon compliance with the contract documents, are as listed below. Bidders shall carefully review the requirements listed in the technical specifications and only submit products that are equal or better. Equal products by other manufacturers are acceptable providing substitutions are submitted in accordance with requirements listed in the “Instructions to Bidders” and “Supplemental Instructions to Bidders” (AIA A701 and modified by the OSE 00201) and approved by the A/E. Bidders shall carefully review the front end documents (A701/OSE 00201) and submit all information required to allow the A/E the ability to make a fully informed decision. 1. Cooper Wiring Devices

2. Leviton Manufacturing, Inc 3. Hubbell, Inc 4. Legrand – Pass & Seymour

2.2 RECEPTACLES

A. Receptacles: Fed spec listed complying with NEMA WD 6 and WD 1. 1. Device Body: white plastic, or Red for emergency power devices. 2. Configuration: NEMA WD 6, type as specified and indicated. 3. Type 5-20.

B. GFCI Receptacles: Convenience receptacle with integral ground fault circuit interrupter to meet regulatory requirements. Feed through GFCI devices shall not be used. GFCI devices shall contain self-testing feature with power lockout if self-test fails.

C. Special Purpose Receptacles: Provide heavy-duty type as indicated on the drawings.

D. Wet Location: A receptacle installed in a wet location shall be GFCI listed weather-resistant type.

2.3 WALL PLATES

A. Cover Plates: Provide one piece wall plates for wiring devices, with ganging and cutouts as required. Provide blank wall plates for all un-used outlet boxes. Provide with metal screws for securing plates to devices, screw heads colored to match finish of plate. All plates shall be standard size, impact resistant Nylon.

B. Weatherproof Cover Plates: All devices installed outdoors and indoor devices specifically indicated, shall be provided with weatherproof covers. Covers shall be of the type that maintains weatherproof integrity when in-use and not in-use. Covers shall be listed and identified as “extra duty” type.

PART 3 - EXECUTION

3.1 EXAMINATION

A. Verify that outlet boxes are installed at proper height.

B. Verify that branch circuit wiring installation is completed, tested, and ready for connection to wiring devices.

3.2 PREPARATION

A. Clean debris from outlet boxes.

3.3 INSTALLATION

A. Install securely, in a neat and workmanlike manner, as specified in NECA 1.

B. Install devices plumb and level.

C. Do NOT utilize back wiring on any wiring device.

D. Install receptacles with grounding pole on top.

E. Do not install receptacles within 6” of the edge of sinks.

F. Connect wiring device ground terminal to outlet box with bonding jumper.

G. All receptacles installed as listed below shall be GFCI type. 1. Receptacles installed outdoors. 2. Any other receptacles specifically indicated on the drawings.

H. Install decorative plates in finished areas.

I. Connect wiring devices by wrapping conductor around screw terminal.

J. Provide screen printed nylon wall plates that indicate the branch circuit to which the associated device is connected. Use 1/8” high black letters.

3.4 ADJUSTING

A. Adjust devices and wall plates to be flush and level.

3.5 CLEANING

A. It is anticipated that painting and other finish work may occur after device installation. Device plates shall not be installed until these activities are completed. Protect device and conductors by installing molded plastic cover.

B. Clean exposed surfaces to remove splatters and restore finish.

END OF SECTION 262726

ENCLOSED SWITCHES AND CIRCUIT BREAKERS

PART 1 - GENERAL

1.1 SUBMITTALS

A. Refer to section 260510.

1.2 QUALITY ASSURANCE

A. Conform to requirements of NFPA 70.

B. Manufacturer Qualifications: Company specializing in manufacturing the products specified in this section with minimum three years documented experience.

C. Products: Furnish products listed and classified by Underwriters Laboratories Inc.; or testing firm acceptable to authority having jurisdiction as suitable for purpose specified and indicated.

1.3 REFERENCES

A. NECA 1 - Standard Practices for Good Workmanship in Electrical Contracting; National Electrical Contractors Association ; current edition .

B. NEMA KS 1 - Enclosed and Miscellaneous Distribution Equipment Switches (600 Volts Maximum); National Electrical Manufacturers Association ; current edition .

C. NETA STD ATS - Acceptance Testing Specifications for Electrical Power Distribution Equipment and Systems; International Electrical Testing Association ; current edition.

D. NFPA 70 - National Electrical Code; National Fire Protection Association

PART 2 - PRODUCTS

2.1 MANUFACTURERS

A. Acceptable manufacturers: 1. Eaton Electrical/Cutler-Hammer 2. GE Industrial 3. Square D 4. Siemens 5. Allen-Bradley Co.

2.2 NON-FUSIBLE SWITCH

A. Non-fusible Switch Assemblies: NEMA KS 1, Type HD enclosed load interrupter knife switch. 1. Externally operable handle interlocked to prevent opening front cover with switch in ON position. 2. Handle lockable in OFF position.

2.3 ENCLOSURES

A. Enclosures: NEMA KS 1.

PART 3 - EXECUTION

3.1 INSTALLATION

A. Install in accordance with Manufacturer’s instructions.

B. Apply adhesive tag on inside door of each fused switch indicating NEMA fuse class and size installed.

C. All switches associated with outdoor equipment shall be located as close to the equipment as possible (when equipment is in a service yard, switches shall also be in the service yard) and mounted such that the top of the switch is no more than 6'-6" above grade. All switches associated with equipment mounted above a lay-in ceiling shall also be located above the lay-in ceiling.

D. Coordinate safety and disconnect switch installation with surrounding equipment to provide unobstructed access to the switch (4 foot clearance) and to insure that the switch is within sight of the controller or driven equipment.

3.2 LABELING

A. Provide nameplates on all switch enclosures wherein new circuits are modified or installed. Indicate the following information: 1. Equipment Switch Serves. 2. Branch Circuit. 3. Normal (Black with white letters) 4. Voltage, phase, wire, short circuit current rating 5. Date installed

3.3 CLEARANCE AND WORKSPACE

A. Maintain workspace and clearances as required by the NEC for the voltage encountered. No pipes or ducts shall pass above the outline of the switch enclosure. It shall be the responsibility of this Contractor to make sure that other trades do not encroach on this space.

END OF SECTION 262816

VARIABLE-FREQUENCY MOTOR CONTROLLERS

PART 1 - GENERAL

1.1 REFERENCES

A. NEMA ICS 7.1 - Safety Standards for Construction and Guide for Selection, Installation, and Operation of Adjustable Speed Drive Systems; National Electrical Manufacturers Association ; current edition.

B. NEMA ICS 7 - Industrial Control and Systems: Adjustable Speed Drives; National Electrical Manufacturers Association current edition.

C. NEMA 250 - Enclosures for Electrical Equipment (1000 Volts Maximum); National Electrical Manufacturers Association ; current edition.

D. NETA STD ATS - Acceptance Testing Specifications for Electrical Power Distribution Equipment and Systems; International Electrical Testing Association ; current edition.

E. NFPA 70 - National Electrical Code; National Fire Protection Association ; current edition.

F. Institute of Electrical and Electronic Engineers (IEEE) 1. Standard 519-1992, IEEE Guide for Harmonic Content and Control.

G. Underwriters laboratories 1. UL508C

H. IEC 16800 Parts 1 and 2

1.2 SUBMITTALS

A. Refer to Section 260510.

1.3 QUALITY ASSURANCE

A. Conform to requirements of NFPA 70.

1.4 WARRANTY:

A. The VFD Product Warranty shall be 24 months from the date of certified start-up, not to exceed 30 months from the date of shipment. The warranty shall include all parts, labor, travel time and expenses.

1.5 DELIVERY, STORAGE, AND HANDLING

A. Store in a clean, dry space. Maintain factory wrapping or provide an additional heavy canvas or heavy plastic cover to protect units from dirt, water, construction debris, and traffic.

B. Handle in accordance with manufacturer's written instructions. Lift only with lugs provided for the purpose. Handle carefully to avoid damage to components, enclosure, and finish.

1.6 MAINTENANCE SERVICE

PART 2 - PRODUCTS

2.1 BASIS OF DESIGN

2.2 VARIABLE FREQUENCY DRIVES

A. The VFD package as specified herein shall be completely assembled and tested by the manufacturer in an ISO9001 facility. The VFD tolerated voltage window shall allow the VFD to operate from a line of +30% nominal, and -35% nominal voltage as a minimum. 1. Environmental operating conditions: VFDs shall be capable of continuous operation at 0 to 50 0 C (32 to 122 0 F) ambient temperature as per VFD manufacturers documented/submittal data or VFD must be oversized to meet these temperature requirements. Not acceptable are VFD’s that can only operate at 40 ° C intermittently (average during a 24 hour period) and therefore must be oversized. Altitude 0 to 3300 feet above sea level, less than 95% humidity, non-condensing. All circuit boards shall have conformal coating. 2. Enclosures shall be NEMA 4X stainless steel.

B. All VFDs shall have the following standard features: 1. All VFDs shall have the same customer interface, including digital display, and keypad, regardless of horsepower rating. The keypad shall be removable, capable of remote mounting and allow for uploading and downloading of parameter settings as an aid for start-up of multiple VFDs. 2. The keypad shall include Hand-Off-Auto selections and manual speed control. The drive shall incorporate “bumpless transfer” of speed reference when switching between “Hand” and “Auto” modes. 3. Keypad shall include display of two other items (actual pump speed, pump flow). 4. Short Circuit and thermal overload protection using high speed VFD fuses. 5. Regulated and protected 24VDC power supply rated for 250mA and protected from overload, short circuit and grounding. 6. Circuits with conformal coating.

C. All VFDs to have the following adjustments:

1. Two (2) programmable analog inputs shall accept current or voltage signals. 2. Two (2) programmable analog outputs (0-20ma or 4-20 ma). The outputs may be programmed to output proportional to Frequency, Motor Speed, Output Voltage, Output Current, Motor Torque, Motor Power (kW), DC Bus voltage, Active Reference, Active Feedback, and other data.

CCPRC Pool Projects 26 29 23-2 Job #17034 May 15, 2018 ©2017 Water Technology, Inc. 3. Six (6) programmable digital inputs for maximum flexibility in interfacing with external devices. All digital inputs shall be programmable to initiate upon an application or removal of 24VDC or 24VAC. 4. Three (3) programmable, digital Form-C relay outputs. The relay outputs shall include programmable on and off delay times and adjustable hysteresis. The relays shall be rated for maximum switching current 8 amps at 24 VDC and 0.4 A at 250 VAC; Maximum voltage 300 VDC and 250 VAC; continuous current rating of 2 amps RMS. Outputs shall be true Form-C type contacts; open collector outputs are not acceptable. 5. Capable of 30 second ramp up to full speed and 5 second ramp down from full speed to zero. 6. The VFD shall include password protection against parameter changes.

D. The Keypad shall include a backlit LCD display. The display shall be in complete English words for programming and fault diagnostics (alpha-numeric codes are not acceptable). All VFD faults shall be displayed in English words.

2.3 COMPONENTS

A. Control Power Source shall be integral to the VFD.

B. Door Interlocks: Furnish mechanical means to prevent opening of equipment with power connected, or to disconnect power if door is opened; include means for defeating interlock by qualified persons.

2.4 SHORT CIRCUIT CURRENT

A. All components shall be listed for 100 KAIC minimum and shall not require input fuses to meet this rating.

PART 3 - EXECUTION

3.1 EXAMINATION

A. Verify that surface is suitable for controller installation.

B. Do not install controller until building environment can be maintained within the service conditions required by the manufacturer.

3.2 INSTALLATION

A. Install in accordance with NEMA ICS 7.1 and manufacturer's instructions.

B. Tighten accessible connections and mechanical fasteners after placing controller.

C. Provide fuses in fusible switches

D. Select and install overload heater elements in motor controllers to match installed motor characteristics.

E. Provide nameplates on all VFDs 1. VFD name 2. fed from 3. Voltage, phase, wire, short circuit current rating 4. Date installed

CCPRC Pool Projects 26 29 23-3 Job #17034 May 15, 2018 ©2017 Water Technology, Inc. F. Neatly type label inside each motor controller door identifying motor served, nameplate horsepower, full load amperes, code letter, service factor, and voltage/phase rating. Place in clear plastic holder.

3.3 CLEARANCE AND WORKSPACE

3.4 MANUFACTURER'S FIELD SERVICES

A. Provide the service of the manufacturer's field representative to prepare and start controllers.

B. Certified factory start-up shall be provided for each drive by a factory authorized service center. A certified start-up form shall be filled out for each drive with a copy provided to the owner, and a copy kept on file at the manufacturer.

3.5 ADJUSTING

A. Make final adjustments to installed controller to assure proper operation of load system. Obtain performance requirements from installer of driven loads.

3.6 DEMONSTRATION

A. Demonstrate operation of controllers in automatic and manual modes.

END OF SECTION 262923

SURGE PROTECTIVE DEVICES

PART 1 - GENERAL

1.1 SUBMITTALS

A. Refer to section 260510.

1.2 QUALITY ASSURANCE

A. Reference Standard: Comply with the latest edition of the applicable provisions and recommendations of the following, except as otherwise stated in this document: 1. UL 1449 3rd Edition 2009 Revision 2. UL 1283. 3. ANSI/IEEE C62.41, Recommended Practice for Surge Voltages in Low-Voltage AC Power Circuits. 4. ANSI/IEEE C62.45, Guide for Surge Testing for equipment connected to Low-Voltage AC Power Circuits. 5. IEEE 1100 Emerald Book. 6. National Fire Protective Association (NFPA 70: National Electrical Code).

1.3 WARRANTY

A. Provide a 5 year product warranty

PART 2 - PRODUCTS

2.1 BASIS OF DESIGN

2.2 ELECTRICAL REQUIREMENTS

A. Declared Maximum Continuous Operating Voltage (MCOV) shall be greater than 115 percent of the nominal system operating voltage and in compliance with test and evaluation procedures outlined in the nominal discharge surge current test of UL1449 3 rd Edition, section 37.7. MCOV values claimed based on the component’s value or on the 30-minute 115% operational voltage test, section 38 in UL1449 will not be accepted.

B. Unit shall have not more than 10% deterioration or degradation of the UL1449 3 rd Edition Voltage Protective Rating VPR) due to repeated surges. Unit shall have a monitoring option available to be able to test and determine the percentage of protective available at all times.

C. Protection Modes: SVR(6kV, 500A) and UL1449 3 rd Edition VPR(6kV, 3kA) for grounded WYE/delta and High Leg Delta circuits with voltages of (480Y/277), (208Y/120), (600Y/347)

CCPRC Pool Projects 26 43 00-1 Job #17034 May 15, 2018 ©2017 Water Technology, Inc. 3-Phase/4 wire and (120/240) Split phase/3 wire circuits shall be as follows and comply with test procedures outlined in UL1449 3 rd Edition section 37.6. SystemMode MCOV B3 C3 Comb. UL 1449 UL 1449 Voltage Ringwave Wave Second Edition Third Edition SVR Rating VPR Rating 120/240 L-N 150 325/375 650/775 400/400 700/700 120/208 L-G 150 400/450 650/825 500/500 700/700 N-G 150 350/350 500/500 500/500 900/900 L-L 300 400/500 950/1250 700/700 900/900 277/480 L-N 320 550/600 1125/1225 900/900 1000/1000 L-G 320 850/875 1075/1225 1000/1000 1200/1200 N-G 320 700/700 900/900 800/800 1200/1200 L-L 550 650/750 1950/2200 1500/1500 1800/1800

D. Electrical Noise Filter- each unit shall include a high performance EMI/RFI noise rejection filter. Noise attenuation for electric noise shall be as follows using the MIL-STD-220B insertion loss test method. 1. 100 kHz at 44 db or better. 2. All other frequencies should be 32 db or better.

E. Each fuse shall be individually sealed in a manner that eliminates the potential for cross arcing.

F. Each unit shall provide the following features: 1. Phase Indicator lights, Form C dry contacts, surge counter and audible alarm. 2. Field testable while installed. 3. Measuring capability to indicate the percent protective available in SPD.

PART 3 - EXECUTION

3.1 INSTALLATION

A. SPD shall be installed per manufacturer’s installation instructions with lead lengths as short (less than 24”) and straight as possible. Gently twist conductors together.

B. Provide a circuit breaker in the electrical panel in accordance with manufacturer’s installation instructions.

C. The UL 1449 Voltage Protective Rating (VPR) shall be permanently affixed to the SPD unit.

D. The UL 1449 Nominal Discharge Surge Current Rating shall be a minimum of 20kA.

E. The SCCR rating of the SPD shall be 200kAIC without requiring an upstream protective device for safe operation.

F. The unit shall be listed as a Type 1 SPD, suitable for use in both Type 1 and Type 2 locations per UL1449 3 rd Edition.

G. The SPD manufacturer’s technician shall perform a system checkout and start-up in the field to assure proper installation, operation and to initiate the warranty of the system. The technician will be required to do the following: 1. Verify voltage clamping levels using the DTS-2 test equipment. 2. Verify N-G connection when applicable.

END OF SECTION 264300

SITE CLEARING AND EROSION CONTROL

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. This Section includes the following:

1. Protecting existing vegetation to remain. 2. Removing existing vegetation. 3. Clearing and grubbing. 4. Stripping and removing topsoil. 5. Removing above- and below-grade site improvements. 6. Disconnecting, capping or sealing, and removing site utilities. 7. Temporary erosion and sedimentation control measures.

1.3 DEFINITIONS

A. Topsoil: Natural or cultivated surface-soil layer containing organic matter and sand, silt, and clay particles; friable, pervious, and black or a darker shade of brown, gray, or red than underlying subsoil; reasonably free of subsoil, clay lumps, gravel, and other objects more than 2 inches in diameter; and free of subsoil and weeds, roots, toxic materials, or other nonsoil materials.

B. Tree Protection Zone: Area surrounding individual trees or groups of trees to be protected during construction, and defined by the drip line of individual trees or the perimeter drip line of groups of trees, unless otherwise indicated.

1.4 MATERIAL OWNERSHIP

A. Except for stripped topsoil to be stockpiled on site or other materials indicated to remain Owner's property, cleared materials shall become Contractor's property and shall be removed from Project site.

1.5 SUBMITTALS

A. Photographs or videotape, sufficiently detailed, of existing conditions of trees and plantings, adjoining construction, and site improvements that might be misconstrued as damage caused by site clearing.

CCPRC Pool Projects 31 10 00-1 Job #17034 May 2018 ©2017 Water Technology, Inc. B. Record drawings, according to Division 01 Section "Project Record Documents," identifying and accurately locating capped utilities and other subsurface structural, electrical, and mechanical conditions.

C. Minutes of preinstallation conference.

1.6 QUALITY ASSURANCE

A. Preinstallation Conference: Conduct conference at Project site to comply with requirements in Division 01 Section "Project Meeting."

B. Authorities Having Jurisdiction: Conform to requirements of all authorities having jurisdiction.

1. Where conflicts exist between the requirements of the Contract Documents and those of authorities having jurisdiction, the higher quality or more restrictive requirement shall apply.

1.7 PROJECT CONDITIONS

A. Traffic: Minimize interference with adjoining roads, streets, walks, and other adjacent occupied or used facilities during site-clearing operations.

1. Do not close or obstruct streets, walks, or other adjacent occupied or used facilities without permission from Owner and authorities having jurisdiction. 2. Provide alternate routes around closed or obstructed traffic ways if required by authorities having jurisdiction.

B. Utility Locator Service: Notify utility locator service for area where Project is located before site clearing. Do not proceed with operations until existing utilities are located and clearly marked.

C. Do not commence site clearing operations until temporary erosion and sedimentation control measures are in place.

D. Suspend clearing operations during wet conditions unless otherwise directed by Architect.

PART 2 - PRODUCTS

2.1 SOIL MATERIALS

A. Satisfactory Soils: ASTM D 2487 Soil Classification Groups GW, GP, GM, SW, SP, and SM, AASHTO M 145 Soil Classification Groups A-1, A-2-4, A-2-5, and A-3, or a combination of these groups; free of rock or gravel larger than 3 inches in any dimension, debris, waste, frozen materials, vegetation, and other deleterious matter.

1. Obtain approved borrow soil materials off-site when satisfactory soil materials are not available on-site.

A. Silt Fence Geotextile: Woven geotextile fabric, manufactured for silt fence applications, made from polyolefins or polyesters; with elongation less than 20 percent; complying with AASHTO M 288 and the following, measured per test methods referenced:

1. Grab Tensile Strength: 100 lbf; ASTM D 4632. 2. Permittivity: 0.05 per second, minimum; ASTM D 4491. 3. UV Stability: 70 percent after 500 hours' exposure; ASTM D 4355.

B. Silt Fence Post: Steel, either integrally manufactured with the silt fence as part of a complete system or separately provided. Where separately provided, the following shall apply:

1. Steel posts: T or U cross-sectional shape. Minimum weight 1.3 pounds per foot. Minimum length 5 feet. Shall have projections to aid in fastening wire of fabric. Shall have a metal plate welded near the bottom such that, when driven to proper depth, it will be below ground and will aid stability. 2. Fasteners: Galvanized wire or other fasteners as required for a secure installation. 3. Maximum Spacing: 6 feet on center.

C. Separation Geotextile: Woven geotextile fabric, manufactured for separation applications, made from polyolefins or polyesters; with elongation less than 50 percent; complying with AASHTO M 288 and the following, measured per test methods referenced:

1. Survivability: Class 2; SCDOT Standard Specs 2. Grab Tensile Strength: 200 lbf; ASTM D 4632. 3. Sewn Seam Strength: 180 lbf; ASTM D 4632. 4. Puncture Strength: 80 lbf; ASTM D 4833. 5. Apparent Opening Size: No. 60 sieve, maximum; ASTM D 4751. 6. Permittivity: 0.1 per second, minimum; ASTM D 4491. 7. UV Stability: 50 percent after 500 hours' exposure; ASTM D 4355.

D. Woven Wire Fabric: ASTM A 116, Class1, wire and opening sizes as indicated.

E. Erosion Control Aggregate: Naturally or artificially graded mixture of crushed gravel or stone, in accordance with the gradation requirements indicated on the Drawings and the material requirements of the South Carolina Department of Transportation Standard Specifications for Highway Construction.

1. Material shall be free of shale, clay, friable material, debris, waste, frozen materials, vegetation, organic material, or other deleterious matter.

F. Riprap: Broken, irregular size and shape, graded stone conforming to Section 804 of the South Carolina Department of Transportation Standard Specifications for Highway Construction

1. Gradation: Class B.

2.3 TREE PROTECTION MATERIALS

A. Fence Material: As indicated. Orange polypropylene safety mesh, as indicated. Minimum weight 16 lbs per 4 foot x 100 foot roll.

B. Wood Posts and Rails: As indicated. 2 inch x 4 inch framing lumber. Minimum post length 6 feet.

3.1 PREPARATION

A. Protect and maintain benchmarks and survey control points from disturbance during construction.

B. Locate and clearly flag trees and vegetation to remain or to be relocated.

C. Protect existing site improvements to remain from damage during construction.

1. Restore damaged improvements to their original condition, as acceptable to Owner.

3.2 TEMPORARY EROSION AND SEDIMENTATION CONTROL

A. Provide temporary erosion and sedimentation control measures to prevent soil erosion and discharge of soil-bearing water runoff or airborne dust to adjacent properties and walkways, according to a Stormwater Pollution Prevention Plan (SWPPP), specific to the site, that complies with EPA 832/R-92-005 or the requirements of authorities having jurisdiction, whichever is more stringent.

B. Inspect, repair, and maintain erosion and sedimentation control measures during construction until permanent vegetation has been established.

C. When directed by Architect, remove erosion and sedimentation controls and restore and stabilize areas disturbed during removal.

3.3 TREE PROTECTION

A. Erect and maintain temporary fencing around tree protection zones before starting site clearing. Remove fence when construction is complete.

1. Do not store construction materials, debris, or excavated material within fenced area. 2. Do not permit vehicles, equipment, or foot traffic within fenced area. 3. Maintain fenced area free of weeds and trash.

B. Do not excavate within tree protection zones, unless otherwise indicated.

C. Where excavation for new construction is required within tree protection zones, hand clear and excavate to minimize damage to root systems. Use narrow-tine spading forks, comb soil to expose roots, and cleanly cut roots as close to excavation as possible.

1. Cover exposed roots with burlap and water regularly. 2. Temporarily support and protect roots from damage until they are permanently redirected and covered with soil. 3. Coat cut faces of roots more than 1-1/2 inchesin diameter with an emulsified asphalt or other approved coating formulated for use on damaged plant tissues. 4. Backfill with soil as soon as possible.

D. Repair or replace trees and vegetation indicated to remain that are damaged by construction operations, in a manner approved by Architect.

CCPRC Pool Projects 31 10 00-4 Job #17034 May 2018 ©2017 Water Technology, Inc. 1. Employ an arborist, licensed in jurisdiction where Project is located, to submit details of proposed repairs and to repair damage to trees and shrubs. 2. Replace trees that cannot be repaired and restored to full-growth status, as determined by Architect.

3.4 UTILITIES

A. Locate, identify, disconnect, and seal or cap off utilities indicated to be removed.

1. Arrange with utility companies to shut off indicated utilities.

B. Existing Utilities: Do not interrupt utilities serving facilities occupied by Owner or others unless permitted under the following conditions and then only after arranging to provide temporary utility services according to requirements indicated:

1. Notify Owner, Architect and operating utility not less than two days in advance of proposed utility interruptions. 2. Do not proceed with utility interruptions without the permission of all of the parties noted above.

C. Excavate for and remove underground utilities indicated to be removed.

D. Fill depressions caused by utility removal operations with satisfactory soil material unless further excavation or earthwork is indicated and is to be performed immediately. Do not leave depressions overnight.

1. Place fill material in horizontal layers not exceeding a loose depth of 8 inches, and compact each layer to a density equal to adjacent original ground.

3.5 CLEARING AND GRUBBING

A. Remove obstructions, trees, shrubs, grass, and other vegetation to permit installation of new construction.

1. Do not remove trees, shrubs, and other vegetation indicated to remain or to be relocated. 2. Cut minor roots and branches of trees indicated to remain in a clean and careful manner where such roots and branches obstruct installation of new construction. 3. Completely remove stumps and roots greater than 1” in diameter, obstructions, and debris extending to a depth of 24 inches below exposed subgrade. 4. Use only hand methods for grubbing within tree protection zone.

B. Fill depressions caused by clearing and grubbing operations with satisfactory soil material unless further excavation or earthwork is indicated and is to be performed immediately. Do not leave depressions overnight.

1. Place fill material in horizontal layers not exceeding a loose depth of 8 inches, and compact each layer to a density equal to adjacent original ground.

3.6 TOPSOIL STRIPPING

A. Remove sod and grass before stripping topsoil.

CCPRC Pool Projects 31 10 00-5 Job #17034 May 2018 ©2017 Water Technology, Inc. B. Strip topsoil to whatever depths are encountered in a manner to prevent intermingling with underlying subsoil or other waste materials.

1. Remove subsoil and nonsoil materials from topsoil, including trash, debris, weeds, roots, and other waste materials.

C. Dispose of topsoil as specified for surplus soil material in disposal article below.

3.7 SITE IMPROVEMENTS

A. Remove existing above- and below-grade improvements as indicated and as necessary to facilitate new construction.

B. Remove slabs, paving, curbs, gutters, and aggregate base as indicated.

1. Unless existing full-depth joints coincide with line of demolition, neatly saw-cut length of existing pavement to remain before removing existing pavement. Saw-cut faces vertically. 2. Paint cut ends of steel reinforcement in concrete to remain to prevent corrosion.

3.8 DISPOSAL

A. Disposal: Remove surplus soil material, unsuitable topsoil, obstructions, demolished materials, and waste materials including trash and debris, and legally dispose of them off Owner's property. 1. Do not burn or chip demolished or waste materials on Owner’s property. 2. Separate recyclable materials produced during site clearing from other nonrecyclable materials. Store or stockpile without intermixing with other materials and transport them to recycling facilities.

END OF SECTION 311000

EARTH MOVING

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.

B. A geotechnical report has been prepared for the site by Knight surveying & Mapping and is dated December 12, 2017.

1. Copies of the geotechnical report shall be provided upon request. 2. All Work shall be performed in accordance with the recommendations of the report and any subsequent recommendations by geotechnical engineer. 3. Where material or installation requirements differ from those of this specification, those of the report or subsequent recommendations by the geotechnical engineer shall govern.

1.2 SUMMARY

A. This Section includes the following:

1. Preparing subgrades for slabs-on-grade, walks, pavements, lawns and grasses, and exterior plants. 2. Excavating and backfilling for buildings and structures. 3. Drainage course for slabs-on-grade. 4. Base course for concrete walks and pavements. 5. Base course for asphalt paving. 6. Base course for grass paving system. 7. Subsurface drainage backfill for walls and trenches. 8. Excavating and backfilling trenches and pits for buried utilities.

1.3 UNIT PRICES

A. Unit prices for earth moving are included in Division 01 Section "Unit Prices."

B. Dimensions of excavations shall be established and accepted by Architect prior to initiation of Work. Quantity for payment shall be based on calculation of volume using accepted dimensions. Volumes documented by truck counts are not acceptable.

C. Volumes shall be based on in-situ measure. Swell factors for expansion of excavated material will not be accepted.

D. Payment shall not be made without prior acceptance of proposed work by the Architect, or for quantities in excess of the quantity accepted by the Architect.

E. Excavating Unsatisfactory Soils and Hauling Offsite

CCPRC Pool Projects 31 20 00-1 Job #17034 May 2018 ©2017 Water Technology, Inc. 1. Volume of naturally occurring in-situ unsatisfactory soil removed, measured in original position. 2. Excavated unsatisfactory soil shall be removed from the site and legally disposed.

F. Excavating Unsatisfactory Soils and Stockpiling Onsite

1. Volume of naturally occurring in-situ unsatisfactory soil removed, measured in original position. 2. Excavated unsatisfactory soils shall be stockpiled onsite at a location designated by the Architect. Stockpile height shall not exceed ten feet without prior authorization from the Architect.

G. Backfill of Excavations of Unsatisfactory Soils or Rock with Satisfactory Soils from an Onsite Source

1. Volume of satisfactory soils from an onsite source approved by the Architect. 2. Replace excavated material as quickly as practical after excavation, but not before review and acceptance of excavation by Architect. 3. Volume for payment shall be the same as established for Excavating Unsatisfactory Soils or Rock Removal as applicable.

H. Backfill of Excavations of Unsatisfactory Soils or Rock with Borrow Soil.

1. Volume of borrow soil (imported from offsite). 2. Replace excavated material as quickly as practical after excavation, but not before review and acceptance of excavation by Architect. 3. Volume for payment shall be the same as established for Excavating Unsatisfactory Soils or Rock Removal as applicable.

I. Unit Price No. 5 – Cement Modified Subgrade

1. Area of existing subgrade soil material to be modified in-place by the addition of Portland cement in accordance with the requirements of Section 301 of the SCDOT Standard Specification for Highway Construction. 2. Application rate shall be 60 lbs per square yard. 3. Minimum mixing depth shall be 16”. 4. Unit for payment shall be per square yard of subgrade material prepared.

1.4 DEFINITIONS

A. Backfill: Soil material or controlled low-strength material used to fill an excavation.

B. Base Course: Course placed between the subgrade and paving materials.

C. Drainage Course: Course supporting a slab-on-grade that also minimizes upward capillary flow of pore water.

D. Excavation: Removal of material encountered above subgrade elevations and to lines and dimensions indicated.

1. Authorized Additional Excavation: Excavation below subgrade elevations or beyond indicated lines and dimensions as directed by Architect. Authorized additional excavation and replacement material will be paid for according to Contract provisions for unit prices. 2. Bulk Excavation: Excavation more than 10 feetin width and more than 30 feet in length.

CCPRC Pool Projects 31 20 00-2 Job #17034 May 2018 ©2017 Water Technology, Inc. 3. Unauthorized Excavation: Excavation below subgrade elevations or beyond indicated lines and dimensions without direction by Architect. Unauthorized excavation, as well as remedial work directed by Architect, shall be without additional compensation.

E. Fill: Soil materials used to raise existing grades.

F. Filter aggregate: Aggregate backfill material that acts as a filter medium in subdrainage systems.

G. Rock: Rock material in beds, ledges, unstratified masses, conglomerate deposits, and boulders of rock material that exceed 1 cu. yd. for bulk excavation or 3/4 cu. yd. for footing, trench, and pit excavation that cannot be removed by rock excavating equipment equivalent to the following in size and performance ratings, without systematic drilling, ram hammering, ripping, or blasting, when permitted:

1. Excavation of Footings, Trenches, and Pits: Late-model, track-mounted hydraulic excavator; equipped with a 42-inch-wide, maximum, short-tip-radius rock bucket; rated at not less than 138-hp flywheel power with bucket-curling force of not less than 28,090 lbf and stick-crowd force of not less than 18,650 lbf; measured according to SAE J-1179. 2. Bulk Excavation: Late-model, track-mounted loader; rated at not less than 210-hp flywheel power and developing a minimum of 48,510-lbf breakout force with a general-purpose bare bucket; measured according to SAE J-732.

H. Structures: Buildings, footings, foundations, retaining walls, slabs, tanks, curbs, mechanical and electrical appurtenances, or other man-made stationary features constructed above or below the ground surface.

I. Subgrade: Soil surface or elevation remaining after completing excavation, or top surface of a fill or backfill immediately below base course, subbase, drainage fill, or topsoil materials, as applicable.

J. Utilities: On-site underground pipes, conduits, ducts, and cables, as well as underground services within buildings.

1.5 SUBMITTALS

A. Product Data: For the following: 1. Geotextile.

B. Material Test Reports: From a qualified testing agency indicating and interpreting test results for compliance of the following with requirements indicated:

1. Classification according to ASTM D 2487 of each on-site and borrow soil material proposed for fill and backfill. 2. Laboratory compaction curve according to ASTM D 1557 for each on-site and borrow soil material proposed for fill and backfill.

1.6 QUALITY ASSURANCE

A. Geotechnical Testing Agency Qualifications: An independent testing agency qualified according to ASTM E 329 to conduct soil materials and rock-definition testing, as documented according to ASTM D 3740 and ASTM E 548.

B. Authorities Having Jurisdiction: Conform to requirements of all authorities having jurisdiction.

CCPRC Pool Projects 31 20 00-3 Job #17034 May 2018 ©2017 Water Technology, Inc. 1. Where conflicts exist between the requirements of the Contract Documents and those of authorities having jurisdiction, the higher quality or more restrictive requirement shall apply.

a. For locations within areas of DOT jurisdiction, perform all work, testing, and inspections in accordance with applicable DOT standards and procedures.

1.7 PROJECT CONDITIONS

A. Existing Utilities: Do not interrupt utilities serving facilities occupied by Owner or others unless permitted in writing by Architect and then only after arranging to provide temporary utility services according to requirements indicated.

1. Notify Architect not less than two days in advance of proposed utility interruptions. 2. Do not proceed with utility interruptions without Architect's written permission. 3. Contact utility-locator service for area where Project is located before excavating.

B. Demolish and completely remove from site existing underground utilities indicated to be removed. Coordinate with utility companies to shut off services if lines are active.

PART 2 - PRODUCTS

2.1 SOIL MATERIALS

A. General: Provide borrow soil materials when sufficient satisfactory soil materials are not available from excavations.

B. Satisfactory Soils: ASTM D 2487 Soil Classification Groups GW, GP, GM, SW, SP, and SM, AASHTO M 145 Soil Classification Groups A-1, A-2-4, A-2-5, and A-3, or a combination of these groups; free of rock or gravel larger than 3 inches in any dimension, debris, waste, frozen materials, vegetation, and other deleterious matter.

1. For locations within areas of DOT jurisdiction, Satisfactory Soils shall be as defined by Standard Specifications for that DOT for the applicable work classification.

a. For drainage pipe culverts located within areas of SCDOT jurisdiction, backfill shall only be sand or gravel meeting the requirements of Soil Classification Groups A-1, in accordance with Supplementary Technical Specification SC-M-714 of the South Carolina Department of Transportation Standard Specifications for Highway Construction.

C. Unsatisfactory Soils: ASTM D 2487 Soil Classification Groups GC, SC, CL, ML, OL, CH, MH, OH, and PT, AASHTO M 145 Soil Classification Groups A-2-6, A-2-7, A-4, A-5, A-6, and A-7 , or a combination of these groups.

1. Unsatisfactory soils also include satisfactory soils not brought to within 2 percent of optimum moisture content at time of compaction. These soils are not eligible for compensation under any Unit Price provisions for removal of unsatisfactory soil.

A. All sand and aggregate materials shall be free of shale, clay, friable material, debris, waste, frozen materials, vegetation, organic material, or other deleterious matter.

B. Aggregate materials shall not be composed of marine limestone or slag unless specifically allowed in the individual paragraph(s) below.

C. Graded Aggregate Base Course (GABC): Naturally or artificially graded crushed stone (macadam) or marine limestone in accordance with Section 305 of the South Carolina Department of Transportation Standard Specifications for Highway Construction.

D. Coarse Aggregate Base Course (CABC): Naturally or artificially graded mixture of crushed gravel or stone, in accordance with the gradation requirements for Coarse Aggregate #57 as defined by the South Carolina Department of Transportation Standard Specifications for Highway Construction.

E. Sandy Gravel Base Course (SGBC): Naturally or artificially graded mixture of sand and crushed gravel or stone, in accordance with the following gradation requirements:

Sieve % Passing 1” 100 3/4” 90-100 3/8” 70-80 #4 55-70 #10 45-55 #40 25-35 #200 3-8

F. Bedding Course: Naturally or artificially graded mixture of crushed gravel or stone, in accordance with the gradation requirements for Coarse Aggregate #57 as defined by the South Carolina Department of Transportation Standard Specifications for Highway Construction.

1. For locations within areas of SCDOT jurisdiction, bedding for drainage pipe culverts shall be in accordance with Supplementary Technical Specification SC-M-714 of the South Carolina Department of Transportation Standard Specifications for Highway Construction.

G. Drainage Course: Naturally or artificially graded mixture of crushed gravel or stone, in accordance with the gradation requirements for Coarse Aggregate #57 as defined by the South Carolina Department of Transportation Standard Specifications for Highway Construction.

H. Filter Aggregate: Naturally or artificially graded mixture of crushed gravel or stone, in accordance with the gradation requirements for Coarse Aggregate #57 as defined by the South Carolina Department of Transportation Standard Specifications for Highway Construction.

I. Sand: Natural or manufactured sand in accordance with the gradation requirements for Fine Aggregate FA-10 (natural) or FA-10M (manufactured) as defined by the South Carolina Department of Transportation Standard Specifications for Highway Construction.

2.3 GEOTEXTILES

A. Subsurface Drainage Geotextile: Nonwoven needle-punched geotextile, manufactured for subsurface drainage applications, made from polyolefins or polyesters; with elongation greater

1. Survivability: Class 1, Type A, B, or C; SCDOT Standard Specs 2. Grab Tensile Strength: 90 lbf; ASTM D 4632. 3. Puncture Strength: 60 lbf; ASTM D 4833. 4. Trapezoidal Tear: 40 lbf; ASTM D-4533 5. Apparent Opening Size: No. 70 sieve, maximum; ASTM D 4751. 6. Permittivity: 2.2 second-1, minimum; ASTM D 4491. 7. UV Stability: 70 percent after 500 hours' exposure; ASTM D 4355. 8. Water Flow Rate: 150 gal/min/ft2; ASTM D-4491

B. Separation Geotextile: Woven geotextile fabric, manufactured for separation applications, made from polyolefins or polyesters; with elongation less than 15 percent; complying with AASHTO M 288 and the following, measured per test methods referenced:

1. Survivability: Class 1, Type D; SCDOT Standard Specs 2. Grab Tensile Strength: 200 lbf; ASTM D 4632. 3. Mullen Burst: 400 psi; ASTM D-3786 4. Puncture Strength: 90 lbf; ASTM D 4833. 5. Trapezoidal Tear: 75 lbf; ASTM D-4533 6. Apparent Opening Size: No. 50 sieve, maximum; ASTM D 4751. 7. Permittivity: 0.05 second-1, minimum; ASTM D 4491. 8. UV Stability: 70 percent after 500 hours' exposure; ASTM D 4355. 9. Water Flow Rate: 5 gal/min/ft2; ASTM D-4491

2.4 PIPE DETECTION MATERIALS

A. Detectable Warning Tape: Acid- and alkali-resistant polyethylene film warning tape manufactured for marking and identifying underground utilities, a minimum of 6 inches wide and 4 mils thick, continuously inscribed with a description of the utility, with metallic core encased in a protective jacket for corrosion protection, detectable by metal detector when tape is buried up to 30 inchesdeep; colored as follows:

1. Red: Electric. 2. Yellow: Gas, oil, steam, and dangerous materials. 3. Orange: Telephone and other communications. 4. Blue: Water systems. 5. Green: Sewer systems.

B. Locator Wire In addition to warning tape where required by operating utility.

1. Material, Gauge and Insulation: as required by operating utility.

PART 3 - EXECUTION

3.1 PREPARATION

A. Protect structures, utilities, sidewalks, pavements, and other facilities from damage caused by settlement, lateral movement, undermining, washout, and other hazards created by earthwork operations.

CCPRC Pool Projects 31 20 00-6 Job #17034 May 2018 ©2017 Water Technology, Inc. B. Preparation of subgrade for earthwork operations including removal of vegetation, topsoil, debris, obstructions, and deleterious materials from ground surface is specified in Section titled "Site Clearing."

C. Protect and maintain erosion and sedimentation controls, which are specified in Section titled "Site Clearing," during earthwork operations.

3.2 DEWATERING

A. Prevent surface water and ground water from entering excavations, from ponding on prepared subgrades, and from flooding Project site and surrounding area.

B. Protect subgrades from softening, undermining, washout, and damage by rain or water accumulation.

1. Reroute surface water runoff away from excavated areas. Do not allow water to accumulate in excavations. Do not use excavated trenches as temporary drainage ditches. 2. Where required, install a dewatering system to keep subgrades dry and convey ground water away from excavations. Maintain until dewatering is no longer required.

3.3 EXCAVATION, GENERAL

A. Classified Excavation: Excavate to subgrade elevations. Material to be excavated will be classified as earth and rock. Do not excavate rock until it has been classified and cross sectioned by Architect, based on the recommendations of the Geotechnical Testing Agency. The Contract Sum will be adjusted for rock excavation according to unit prices included in the Contract Documents based on a mutually acceptable price. Changes in the Contract time may be authorized for rock excavation.

1. If excavated materials intended for fill and backfill include unsatisfactory soil materials or rock, replace with satisfactory soil materials. The Contract Sum will be adjusted for replacement of unsatisfactory soils according to unit prices included in the Contract Documents based on a mutually acceptable price. 2. Earth excavation includes excavating pavements and obstructions visible on surface; underground structures, utilities, and other items indicated to be removed; together with soil, boulders, and other materials not classified as rock or unauthorized excavation. a. Intermittent drilling; blasting, if permitted; ram hammering; or ripping of material not classified as rock excavation is earth excavation.

3.4 EXCAVATION FOR STRUCTURES

A. Excavate to indicated elevations and dimensions within a tolerance of plus or minus 1 inch. If applicable, extend excavations a sufficient distance from structures for placing and removing concrete formwork, for installing services and other construction, and for inspections.

1. Excavations for Footings and Foundations: Do not disturb bottom of excavation. Excavate by hand to final grade just before placing concrete reinforcement. Trim bottoms to required lines and grades to leave solid base to receive other work. 2. Excavation for Underground Tanks, Basins, and Mechanical or Electrical Utility Structures: Excavate to elevations and dimensions indicated within a tolerance of plus or minus 1 inch. Do not disturb bottom of excavations intended as bearing surfaces.

A. Excavate surfaces under walks and pavements to indicated lines, cross sections, elevations, and subgrades.

3.6 EXCAVATION FOR UTILITY TRENCHES

A. Excavate trenches to indicated gradients, lines, depths, and elevations.

1. Beyond building perimeter and where specific gradients, lines, depths, and elevations are not indicated, excavate trenches to allow installation of top of pipe below frost line or a minimum depth of 36” below finished grade, whichever is greater.

B. Excavate trenches to uniform widths to provide the following clearance on each side of pipe or conduit. Excavate trench walls vertically from trench bottom to 12 inches higher than top of pipe or conduit, unless otherwise indicated.

1. Clearance: 12 inches each side of pipe or conduit or as indicated.

C. Trench bottoms where bedding course is indicated: Excavate trenches 4 inches deeper than bottom of pipe elevation to allow for bedding course, unless otherwise indicated.

1. See “Utility Trench Backfill” paragraph below for bedding course requirements.

D. Trench bottoms where no bedding course is indicated: Excavate and shape trench bottoms to provide uniform bearing and support of pipes and conduit. Shape subgrade to provide continuous support for bells, joints, and barrels of pipes and for joints, fittings, and bodies of conduits. Remove projecting stones and sharp objects along trench subgrade.

1. For pipes and conduit less than 6 inches in nominal diameter and flat-bottomed, multiple- duct conduit units, hand-excavate trench bottoms and support pipe and conduit on an undisturbed subgrade. 2. For pipes and conduit 6 inches or larger in nominal diameter, shape bottom of trench to support bottom 90 degrees of pipe circumference. Fill depressions with tamped sand backfill. 3. Excavate trenches 6 inches deeper than elevation required in rock or other unyielding bearing material to allow for bedding course.

3.7 SUBGRADE INSPECTION

A. Notify Architect when excavations have reached required subgrade.

B. If Architect, based on the recommendations of the Geotechnical Testing Agency, determines that unsatisfactory soil is present: a) continue excavation and replace with compacted backfill or fill material or; b) prepare cement modified subgrade as directed.

1. Authorized additional excavation and replacement material or cement modified subgrade will be paid for according to unit prices included in the Contract Documents based on a mutually acceptable price.

C. Proof-roll subgrade below the building slabs and pavements with heavy pneumatic-tired equipment to identify soft pockets and areas of excess yielding. Do not proof-roll wet or saturated subgrades. Unless otherwise directed by Architect, based on the recommendations of the

CCPRC Pool Projects 31 20 00-8 Job #17034 May 2018 ©2017 Water Technology, Inc. Geotechnical Testing Agency (typically, in order to avoid over-compaction of porous pavement subgrades) perform proof-rolls as follows:

1. Completely proof-roll subgrade in one direction and, where dimensions permit, repeating proof-rolling in direction perpendicular to first direction. Limit vehicle speed to 3 mph. 2. Proof-roll with a loaded 10-wheel, tandem-axle dump truck weighing not less than 15 tons. 3. Excavate soft spots, unsatisfactory soils, and areas of excessive pumping or rutting, as determined by Architect, based on the recommendations of the Geotechnical Testing Agency, and replace with compacted backfill or fill as directed.

D. Reconstruct subgrades damaged by freezing temperatures, frost, rain, accumulated water, or construction activities, as directed by Architect, based on the recommendations of the Geotechnical Testing Agency, without additional compensation.

3.8 UNAUTHORIZED EXCAVATION

A. Fill unauthorized excavation under foundations, wall footings, utility pipe, or other construction as directed by Architect, based on the recommendations of the Geotechnical Testing Agency.

3.9 STORAGE OF SOIL MATERIALS

A. Stockpile borrow soil materials and excavated satisfactory soil materials without intermixing. Place, grade, and shape stockpiles to drain surface water. Cover to prevent windblown dust.

1. Stockpile soil materials away from edge of excavations. Do not store within drip line of remaining trees.

3.10 BACKFILL

A. Place and compact backfill in excavations promptly, but not before completing the following, as applicable:

1. Making arrangements for required testing and evaluation of subdrainage requirements by Geotechnical Testing Agency. 2. Construction below finish grade including, where applicable, subdrainage, dampproofing, waterproofing, and perimeter insulation. 3. Surveying locations of underground utilities for Record Documents. 4. Testing and inspecting underground utilities. 5. Removing concrete formwork. 6. Removing trash and debris. 7. Removing temporary shoring and bracing, and sheeting. 8. Installing permanent or temporary horizontal bracing on horizontally supported walls.

B. Place backfill on subgrades free of mud, frost, snow, or ice.

C. Comply with the requirements indicated in the paragraph below titled “Compaction of Soil Backfills and Fills”.

A. For locations within areas of SCDOT jurisdiction, bedding and backfill for drainage pipe culverts shall be in accordance with Supplementary Technical Specification SC-M-714 of the South Carolina Department of Transportation Standard Specifications for Highway Construction.

B. Bedding Course: Where indicated or required by agency having jurisdiction, place and compact bedding course on trench bottoms. Shape bedding course to provide continuous support for bells, joints, and barrels of pipes and for joints, fittings, and bodies of conduits.

1. Unless otherwise indicated or required by agency having jurisdiction, bedding course shall be required for the following pipe materials:

a. Corrugated High Density Polyethylene Pipe (AASHTO M 252M) b. Corrugated Steel Pipe (ASTM A 760) c. Gravity Flow Polyvinyl Chloride Pipe (ASTM D 3034) d. Gravity Flow Ductile Iron Pipe (ASTM A 746) e. Elliptical Concrete Pipe (ASTM C 507) f. Concrete Box Culvert (ASTM C 1433)

C. Backfill trenches excavated under footings and within 18 inches of bottom of footings as directed by Architect, based on the recommendations of the Geotechnical Testing Agency.

D. Flowable Fill: Where indicated or required by agency having jurisdiction, place backfill of flowable fill over the utility pipe or conduit for the full depth of the trench to final subgrade elevation.

E. Initial Backfill—Bedding Material: Where indicated or required by agency having jurisdiction, place and compact initial backfill of bedding course to a height of 2 inches over the utility pipe or conduit.

1. Carefully compact initial backfill under pipe haunches and compact evenly up on both sides and along the full length of utility piping or conduit to avoid damage or displacement of piping or conduit. Coordinate backfilling with utilities testing.

F. Initial Backfill—Satisfactory Soil: Where no other initial backfill is indicated, place and compact initial backfill of satisfactory soil to a height of 6 inches over the utility pipe or conduit.

G. Backfill voids with satisfactory soil while installing and removing shoring and bracing.

H. Place and compact final backfill of satisfactory soil, in accordance with requirements for Backfill as indicated above, to final subgrade elevation.

I. Install warning tape directly above utilities, 12 inches below finished grade, except 6 inches below subgrade under pavements and slabs.

J. Place backfill on subgrades free of mud, frost, snow, or ice.

K. Comply with the requirements indicated in the paragraph below titled “Compaction of Soil Backfills and Fills”.

A. Plow, scarify, bench, or break up sloped surfaces steeper than 1 vertical to 4 horizontal so fill material will bond with existing material.

B. Place and compact fill material in layers to required elevations as follows:

1. Make arrangements for required testing by Geotechnical Testing Agency as required. Do not place subsequent layers until required testing is complete and acceptable results have been obtained and documented. 2. Under grass and planted areas, use satisfactory soil material. 3. Under walks and pavements, use satisfactory soil material. 4. Under steps and ramps, use satisfactory soil material. 5. Under building slabs, use satisfactory soil material. 6. Under footings and foundations, use satisfactory soil material.

C. Place soil fill on subgrades free of mud, frost, snow, or ice.

D. Do not place soil fill on yielding or unapproved subgrade.

3.13 SOIL MOISTURE CONTROL

A. Uniformly moisten or aerate subgrade and each subsequent fill or backfill soil layer before compaction to within 2 percent of optimum moisture content.

1. Do not place backfill or fill soil material on surfaces that are muddy, frozen, or contain frost or ice. 2. Remove and replace, or scarify and air dry otherwise satisfactory soil material that exceeds optimum moisture content by 2 percent and is too wet to compact to specified dry density.

3.14 COMPACTION OF SOIL BACKFILLS AND FILLS

A. Place backfill and fill soil materials in layers not more than 8 inches in loose depth for material compacted by heavy compaction equipment, and not more than 4 inches in loose depth for material compacted by hand-operated tampers.

B. Place backfill and fill soil materials evenly on all sides of structures to required elevations, and uniformly along the full length of each structure.

C. Compact soil materials to not less than the following percentages of maximum dry density according to ASTM D 1557:

1. Under structures, building slabs, steps, and pavements, compact each layer of backfill or fill soil material at 95 percent. 2. Under walkways, compact each layer of backfill or fill soil material at 92 percent. 3. Under lawn or unpaved areas, compact each layer of backfill or fill soil material at 85 percent.

CCPRC Pool Projects 31 20 00-11 Job #17034 May 2018 ©2017 Water Technology, Inc. 4. For utility trenches under lawns or unpaved areas, compact each layer of initial and final backfill soil material at 85 percent. For all other areas compact to the level required for that area.

3.15 GRADING

A. General: Uniformly grade areas to a smooth surface, free of irregular surface changes. Comply with compaction requirements and grade to cross sections, lines, and elevations indicated.

1. Provide a smooth transition between adjacent existing grades and new grades. 2. Cut out soft spots, fill low spots, and trim high spots to comply with required surface tolerances.

B. Site Grading: Slope grades to direct water away from buildings and to prevent ponding. Finish subgrades to required elevations within the following tolerances:

1. Lawn or Unpaved Areas: Plus or minus 1 inch. 2. Walks and Pavements: Plus or minus 1/2 inch.

C. Grading inside Building Lines: Finish subgrade to a tolerance of 1/2 inch when tested with a 10- foot straightedge.

3.16 SUBSURFACE DRAINAGE

A. Subsurface Drainage (if applicable): Specified in Section titled "Subdrainage."

B. Make arrangements for evaluation of subsurface drainage requirements by Geotechnical Testing Agency as required.

C. If Architect, based on the recommendations of the Geotechnical Testing Agency, determines that subsurface drainage requirements differ from those indicated in the Contract Documents, install revised subsurface drainage as directed.

D. Authorized adjustments of Subsurface Drainage will be paid for according to Contract provisions for unit prices. If Contract does not provide units prices for Subsurface Drainage, adjustment will be based on mutually acceptable pricing established prior to the initiation of the Work.

3.17 GRADED AGGREGATE BASE COURSE (GABC)

A. Place GABC on subgrades free of mud, frost, snow, or ice.

B. Immediately prior to placing GABC, proof-roll subgrade as directed in the “Subgrade Inspection” paragraph above. Do not proceed with placement of GABC until subgrade is approved.

C. On prepared and approved subgrade, place GABC under pavements as follows:

CCPRC Pool Projects 31 20 00-12 Job #17034 May 2018 ©2017 Water Technology, Inc. 6. Place GABC that exceeds 8 inches in compacted thickness in layers of equal thickness, with no compacted layer more than 8 inches thick or less than 4 inches thick. a. Do not place subsequent layers until required testing is complete and acceptable results have been obtained and documented. 7. Compact GABC at optimum moisture content to required grades, lines, cross sections, and thickness to not less than 100 percent of maximum dry density according to ASTM D 1557.

D. Shoulders: Where installation is not bordered by concrete curb, walks or alternate confinement system, place shoulders along edges of GABC to prevent lateral movement. Construct shoulders, at least 12 inches wide, of satisfactory soil materials and compact simultaneously with each base layer to not less than 95 percent of maximum dry density according to ASTM D 1557.

3.18 SANDY GRAVEL BASE COURSE (SGBC)

A. Place SGBC on subgrades free of mud, frost, snow, or ice.

B. Immediately prior to placing SGBC, proof-roll subgrade as directed in the “Subgrade Inspection” paragraph above. Do not proceed with placement of SGBC until subgrade is approved.

C. On prepared and approved subgrade, place SGBC under pavements as follows:

1. Make arrangements for required testing by Geotechnical Testing Agency. 2. Where indicated, install separation geotextile on prepared subgrade according to manufacturer's written instructions, overlapping sides and ends. 3. Place SGBC material over subgrade under pavements as indicated. 4. Shape SGBC to required crown elevations and cross-slope grades. 5. Place SGBC 8 inches or less in compacted thickness in a single layer. 6. Place SGBC that exceeds 8 inches in compacted thickness in layers of equal thickness, with no compacted layer more than 8 inches thick or less than 4 inches thick. a. Do not place subsequent layers until required testing is complete and acceptable results have been obtained and documented. 7. Compact SGBC at optimum moisture content to required grades, lines, cross sections, and thickness to not less than 95 percent of maximum dry density according to ASTM D 1557.

D. Shoulders: Where installation is not bordered by concrete curb, walks or alternate confinement system, place shoulders along edges of SGBC to prevent lateral movement. Construct shoulders, at least 12 inches wide, of satisfactory soil materials and compact simultaneously with each base layer to not less than [95] [92] percent of maximum dry density according to [ASTM D 698] [ASTM D 1557].

3.19 FIELD QUALITY CONTROL

A. Geotechnical Testing Agency: Contractual responsibilities for testing are identified in Division 1 Section “Quality Requirements”. Responsible party will engage a qualified independent geotechnical engineering testing agency to perform field quality-control testing.

B. Special Inspections: Owner will engage a special inspector to perform field tests and inspections and prepare test reports in accordance with requirements of International Building Code Chapter 1704.7.

1. Soils: Verify site preparation complies with approved soils report. 2. Placement and Compaction: Verify placement and compaction of fill materials comply with approved soils report.

C. Allow Geotechnical Testing Agency to inspect and test subgrades, each fill or backfill layer, and each base course layer as applicable. Proceed with subsequent earthwork only after test results for previously completed work comply with requirements.

D. Footing Subgrade: At footing subgrades, at least one test of each soil stratum will be performed to verify design bearing capacities. Subsequent verification and approval of other footing subgrades may be based on a visual comparison of subgrade with tested subgrade when approved by Architect, based on the recommendations of the Geotechnical Testing Agency.

E. Geotechnical Testing Agency will test compaction of soils and base course in place according to ASTM D 1556 or ASTM D 2922 as applicable, except for locations within areas of SCDOT jurisdiction which shall be tested according to applicable SCDOT procedures and rates.

1. Unless otherwise indicated or required by SCDOT or other authorities having jurisdiction, tests will be performed at the following locations and frequencies:

a. Paved and Building Slab Areas: At subgrade, each compacted fill and backfill layer, and each base course layer, at least 1 test for every 5000 sq. ft or less of paved area or building slab, but in no case fewer than 3 tests. b. Foundation Wall Backfill: At each compacted backfill layer, at least 1 test for each 100 feet or less of wall length, but no fewer than 2 tests. c. Trench Backfill: At each compacted initial and final backfill layer, at least 1 test for each 300 feet or less of trench length, but no fewer than 2 tests.

F. When Goetechnical Testing Agency reports that subgrades, fills, backfills, or base course have not achieved degree of compaction specified, scarify and moisten or aerate, or remove and replace to depth required; recompact and retest until specified compaction is obtained.

3.20 PROTECTION

A. Protecting Graded Areas: Protect newly graded areas from traffic, freezing, and erosion. Keep free of trash and debris.

B. Repair and reestablish grades to specified tolerances where completed or partially completed surfaces become eroded, rutted, settled, or where they lose compaction due to subsequent construction operations or weather conditions.

1. Scarify or remove and replace soil material to depth as directed by Architect; reshape and recompact.

C. Where settling occurs before Project correction period elapses, remove finished surfacing, backfill with additional soil material, compact, and reconstruct surfacing.

1. Restore appearance, quality, and condition of finished surfacing to match adjacent work, and eliminate evidence of restoration to greatest extent possible.

D. Protect CABC, ACC, and SGBC installations from deposition of sediments from adjoining grounds and vehicular traffic.

1. Install and maintain erosion control measures as necessary, at boundaries of installations, to prevent migration of sediment onto the base course surface. 2. Erect and maintain barricades to prevent construction traffic on the base course surface.

CCPRC Pool Projects 31 20 00-14 Job #17034 May 2018 ©2017 Water Technology, Inc. 3. Do not allow tracking of mud or debris onto the pavement surface by any vehicle. 4. If deposition of sediment on the base course surface is noted, immediately contact Architect and request instructions for cleaning and repair. Do not delay cleaning efforts as subsequent rainfall events will wash sediments into lower levels of the base course and worsen potential damage. 5. Do not use CABC, ACC, or SGBC installations as construction access roads without prior approval of Architect. If approval is received, implement, monitor, and maintain any specified protection measures.

3.21 DISPOSAL OF SURPLUS AND WASTE MATERIALS

A. Disposal: Unless directed to stockpile onsite, remove surplus satisfactory and unsatisfactory soil and legally dispose of it off Owner's property. Remove waste material, trash, and debris, and legally dispose of it off Owner's property.

END OF SECTION 312000

CONCRETE PAVING

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. This Section includes exterior cement concrete pavement for the following:

1. Driveways and roadways. 2. Curbs and gutters. 3. Walkways. 4. Unit paver base. 5. Pavement markings.

1.3 SUBMITTALS

A. Product Data: For each type of manufactured material and product indicated.

B. Design Mixtures: For each concrete pavement mixture. Include alternate mixture designs when characteristics of materials, Project conditions, weather, test results, or other circumstances warrant adjustments.

C. Samples: 10-lb sample of exposed aggregate.

D. Qualification Data: For manufacturer.

E. Field quality-control test reports.

F. Minutes of preinstallation conference.

1.4 QUALITY ASSURANCE

A. Manufacturer Qualifications: Manufacturer of ready-mixed concrete products who complies with the equipment, material and production requirements of Section 701 of the South Carolina Department of Transportation Standard Specifications for Highway Construction.

B. Concrete Testing Agency Qualifications: An independent testing agency qualified according to ASTM E 329 and ASTM C 1077 to perform material evaluation tests and to design concrete mixtures.

C. Mockups: Cast mockups of full-size sections of integrally colored, tabby concrete pavement to demonstrate typical joints, surface finish, texture, color, and standard of workmanship.

CCPRC Pool Projects 32 13 13-1 Job #17034 May 2018 ©2017 Water Technology, Inc. 1. Build mockups in the location and of the size indicated or, if not indicated, as directed by Architect. 2. Notify Architect seven days in advance of dates and times when mockups will be constructed. 3. Obtain Architect's approval of mockups before starting construction. 4. Maintain approved mockups during construction in an undisturbed condition as a standard for judging the completed pavement. 5. Demolish and remove approved mockups from the site when directed by Architect. 6. Approved mockups may become part of the completed Work if undisturbed at time of Substantial Completion.

D. Preinstallation Conference: Conduct conference at Project site to comply with requirements in Division 01 Section "Project Meetings."

1. Before submitting design mixtures, review concrete pavement mixture design and examine procedures for ensuring quality of concrete materials and concrete pavement construction practices. Require representatives, including the following, of each entity directly concerned with concrete pavement, to attend conference:

a. Contractor's superintendent. b. Independent testing agency responsible for concrete design mixtures. c. Ready-mix concrete producer. d. Concrete pavement subcontractor.

E. Authorities Having Jurisdiction: Conform to requirements of all authorities having jurisdiction.

1. Where conflicts exist between the requirements of the Contract Documents and those of authorities having jurisdiction, the higher quality or more restrictive requirement shall apply.

a. For locations within areas of DOT jurisdiction, perform all work, testing, and inspections in accordance with applicable DOT standards and procedures.

1.5 PROJECT CONDITIONS

A. Traffic Control: Maintain access for vehicular and pedestrian traffic as required for other construction activities.

1. Where Work activities encroach into public rights-of-way, provide traffic control to maintain safe transit of work area by vehicular and pedestrian traffic.

a. All traffic control shall be in accordance with the requirements of the authorities having jurisdiction.

B. Environmental Limitations: Do not install concrete paving if subgrade is frozen, wet or excessively damp, if rain is imminent or expected before time required for adequate cure, or if the ambient air temperature is below, or is expected to fall below, 40 deg F during the time of placement.

C. Pavement-Marking: Proceed with pavement marking only on clean, dry surfaces; at a minimum ambient or surface temperature of at least 55 deg F, and not exceeding 95 deg F; and at a maximum relative of 85%. Do not apply pavement markings if rain is imminent or expected before time required for adequate drying.

2.1 FORMS

A. Form Materials: Plywood, metal, metal-framed plywood, or other approved panel-type materials to provide full-depth, continuous, straight, smooth exposed surfaces.

1. Use flexible or curved forms for curves as necessary in order to prevent a chord effect in the alignment of the finished work.

B. Form-Release Agent: Commercially formulated form-release agent that will not bond with, stain, or adversely affect concrete surfaces and will not impair subsequent treatments of concrete surfaces.

2.2 STEEL REINFORCEMENT

A. Plain-Steel Welded Wire Reinforcement: ASTM A 185, fabricated from as-drawn steel wire into flat sheets.

B. Reinforcing Bars: ASTM A 615/A 615M, Grade 60; deformed.

C. Plain Steel Wire: ASTM A 82, as drawn.

D. Joint Dowel Bars: Plain steel bars, ASTM A 615/A 615M, Grade 60. Cut bars true to length with ends square and free of burrs.

E. Tie Bars: ASTM A 615/A 615M, Grade 60, deformed.

F. Hook Bolts: ASTM A 307, Grade A, internally and externally threaded. Design hook-bolt joint assembly to hold coupling against pavement form and in position during concreting operations, and to permit removal without damage to concrete or hook bolt.

G. Bar Supports: Bolsters, chairs, spacers, and other devices for spacing, supporting, and fastening reinforcing bars, welded wire reinforcement, and dowels in place. Manufacture bar supports according to CRSI's "Manual of Standard Practice" from steel wire, plastic, or precast concrete of greater compressive strength than concrete, and as follows:

1. Equip wire bar supports with sand plates or horizontal runners where base material will not support chair legs. 2. For epoxy-coated reinforcement, use epoxy-coated or other dielectric-polymer-coated wire bar supports.

H. Epoxy Repair Coating: Liquid two-part epoxy repair coating, compatible with epoxy coating on reinforcement.

I. Zinc Repair Material: ASTM A 780.

2.3 CONCRETE MATERIALS

A. Concrete: Class 3000 concrete in accordance with Section 701 of the South Carolina Department of Transportation Standard Specifications for Highway Construction.

C. Admixtures: Air-entraining, accelerating, retarding, and water reducing admixtures shall be in accordance with Section 701 of the South Carolina Department of Transportation Standard Specifications for Highway Construction.

2.4 CURING MATERIALS

A. Absorptive Cover: AASHTO M 182, Class 2, burlap cloth made from jute or kenaf, weighing approximately 9 oz./sq. yd. dry.

B. Moisture-Retaining Cover: ASTM C 171, polyethylene film or white burlap-polyethylene sheet.

C. Water: Potable.

D. Evaporation Retarder: Waterborne, monomolecular film forming; manufactured for application to fresh concrete.

1. Products:

a. Axim Concrete Technologies; Cimfilm. b. Burke by Edeco; BurkeFilm. c. ChemMasters; Spray-Film. d. Conspec Marketing & Manufacturing Co., Inc.; Aquafilm. e. Dayton Superior Corporation; Sure Film. f. Euclid Chemical Company (The); Eucobar. g. Kaufman Products, Inc.; Vapor Aid. h. Lambert Corporation; Lambco Skin. i. L&M Construction Chemicals, Inc.; E-Con. j. MBT Protection and Repair, ChemRex Inc.; Confilm. k. Meadows, W. R., Inc.; Sealtight Evapre. l. Metalcrete Industries; Waterhold. m. Nox-Crete Products Group, Kinsman Corporation; Monofilm. n. Sika Corporation, Inc.; SikaFilm. o. Symons Corporation; Finishing Aid.

E. Clear Waterborne Membrane-Forming Curing Compound: ASTM C 309, Type 1, Class B.

1. Products:

a. Anti-Hydro International, Inc.; AH Curing Compound #2 DR WB. b. Burke by Edoko; Aqua Resin Cure. c. ChemMasters; Safe-Cure Clear. d. Conspec Marketing & Manufacturing Co., Inc.; W.B. Resin Cure. e. Dayton Superior Corporation; Day Chem Rez Cure (J-11-W). f. Euclid Chemical Company (The); Kurez DR VOX. g. Kaufman Products, Inc.; Thinfilm 420. h. Lambert Corporation; Aqua Kure-Clear. i. L&M Construction Chemicals, Inc.; L&M Cure R. j. Meadows, W. R., Inc.; 1100 Clear. k. Nox-Crete Products Group, Kinsman Corporation; Resin Cure E. l. Symons Corporation; Resi-Chem Clear. m. Tamms Industries Inc.; Horncure WB 30.

1. Products:

a. Anti-Hydro International, Inc.; AH Curing Compound #2 WP WB. b. Burke by Edoco; Resin Emulsion White. c. ChemMasters; Safe-Cure 2000. d. Conspec Marketing & Manufacturing Co., Inc.; W.B. Resin Cure. e. Dayton Superior Corporation; Day-Chem White Pigmented Cure (J-10-W). f. Euclid Chemical Company (The); Kurez VOX White Pigmented. g. Kaufman Products, Inc.; Thinfilm 450. h. Lambert Corporation; Aqua Kure-White. i. L&M Construction Chemicals, Inc.; L&M Cure R-2. j. Meadows, W. R., Inc.; 1200-White. k. Symons Corporation; Resi-Chem White. l. Tamms Industries, Inc.; Horncure 200-W.

2.5 RELATED MATERIALS

A. Preformed Joint Filler: AASHTO M 153, preformed sponge rubber expansion joint filler.

1. Use only materials manufactured from rubber. 2. Use materials that require a load of not less than 340 kPa or greater than 5,200kPa to compress to 50% of its thickness when tested in accordance with AASHTO T 42. 3. Use materials that have a recovery of at least 70% when tested in accordance with AASHTO T 42. 4. For locations within areas of SCDOT jurisdiction, use only products that are listed on SCDOT Qualified Product List 81.

2.6 PAVEMENT MARKINGS

A. Pavement-Marking Paint: Reflectorized, heavy metals free, fast drying, waterborne paint for pavement markings in accordance with Section 625 of the South Carolina Department of Transportation Standard Specifications for Highway Construction.

1. Color: As indicated.

B. Thermoplastic Pavement Markings: Reflectorized mixture of thermoplastic binder and spherical glass beads in accordance with Section 627 of the South Carolina Department of Transportation Standard Specifications for Highway Construction.

1. Color: As indicated.

C. Glass Beads: AASHTO M 247, Type 1.

2.7 WHEEL STOPS

A. Wheel Stops: Precast, air-entrained concrete, 2500-psi minimum compressive strength, 5 inches high by 9 inches wide by 72 inches long. Provide chamfered corners, drainage slots on underside, and holes for anchoring to substrate.

B. Wheel Stops: Solid, integrally colored, 96 percent recycled HDPE or commingled postconsumer and postindustrial recycled plastic; UV stabilized; 4 inches high by 6 inches wide by 72 inches long. Provide chamfered corners, drainage slots on underside, and holes for anchoring to substrate.

1. Dowels: Galvanized steel, diameter 1/8” smaller than anchor holes provided in wheel stop, 24-inch minimum length. 2. Adhesive: waterproof epoxy as recommended by manufacturer.

2.8 CONCRETE MIXTURES

A. Prepare design mixtures, proportioned according to Section 701 of the South Carolina Department of Transportation Standard Specifications for Highway Construction, for each type and strength of normal-weight concrete determined by either laboratory trial mixes or field experience.

1. Use a qualified independent testing agency for preparing and reporting proposed concrete mixture designs for the trial batch method.

B. Proportion mixtures to provide normal-weight concrete with the following properties:

1. Compressive Strength (28 Days): 3000 psi. 2. Maximum Water-Cementitious Materials Ratio at Point of Placement: in accordance with Section 701 of the South Carolina Department of Transportation Standard Specifications for Highway Construction. 3. Slump Limit: 5 inches, plus or minus 1 inch, except where lower slump is required for automatic machine placement or other specialized applications.

C. Add air-entraining admixture at manufacturer's prescribed rate to result in normal-weight concrete at point of placement having an air content as follows:

1. Air Content: 6 percent plus or minus 1.5 percent for 3/4-inch nominal maximum aggregate size

D. Chemical Admixtures: Use admixtures according to manufacturer's written instructions.

E. Cementitious Materials: Limit percentage, by weight, of cementitious materials other than portland cement according to the requirements of Section 701 of the South Carolina Department of Transportation Standard Specifications for Highway Construction as follows:

1. Fly Ash: 20 percent. 2. Ground Granulated Blast-Furnace Slag: 50 percent.

2.9 CONCRETE MIXING

A. Ready-Mixed Concrete: Measure, batch, and mix concrete materials and concrete according to Sections 501 and 701 of the South Carolina Department of Transportation Standard Specifications for Highway Construction. Furnish batch certificates for each batch discharged and used in the Work.

CCPRC Pool Projects 32 13 13-6 Job #17034 May 2018 ©2017 Water Technology, Inc. 1. When air temperature is between 85 deg F and 90 deg F, reduce mixing and delivery time from 1-1/2 hours to 75 minutes; when air temperature is above 90 deg F, reduce mixing and delivery time to 60 minutes.

PART 3 - EXECUTION

3.1 EXAMINATION

A. Examine exposed subgrades and subbase surfaces for compliance with requirements for dimensional, grading, and elevation tolerances.

B. For concrete curb and gutter and pavements to be subjected to vehicular traffic, proof-roll prepared subbase surface with heavy pneumatic-tired equipment to identify soft pockets and areas of excess yielding.

1. Completely proof-roll subbase in one direction. Limit vehicle speed to 3 mph. 2. Proof-roll with a loaded 10-wheel tandem-axle dump truck weighing not less than 15 tons. 3. Subbase with soft spots and areas of pumping or rutting exceeding depth of 1/2 inch require correction according to requirements in Section titled "Earth Moving."

C. Proceed with concrete pavement operations only after nonconforming conditions have been corrected and subgrade is ready to receive pavement.

3.2 PREPARATION

A. Remove loose material from compacted subbase surface immediately before placing concrete.

3.3 EDGE FORMS AND SCREED CONSTRUCTION

B. Clean forms after each use and coat with form-release agent to ensure separation from concrete without damage.

3.4 STEEL REINFORCEMENT

A. General: Comply with Sections 501 and 703 of the South Carolina Department of Transportation Standard Specifications for Highway Construction and CRSI's "Manual of Standard Practice" for fabricating, placing, and supporting reinforcement.

B. Clean reinforcement of loose rust and mill scale, earth, ice, or other bond-reducing materials.

C. Arrange, space, and securely tie bars and bar supports to hold reinforcement in position during concrete placement. Maintain minimum cover to reinforcement.

D. Install welded wire reinforcement in lengths as long as practicable. Lap adjoining pieces at least one full mesh, and lace splices with wire. Offset laps of adjoining widths to prevent continuous laps in either direction.

A. General: Form construction, isolation, and contraction joints and tool edgings true to line with faces perpendicular to surface plane of concrete. Construct transverse joints at right angles to centerline, unless otherwise indicated.

1. When joining existing pavement, place transverse joints to align with previously placed joints, unless otherwise indicated. 2. For locations within areas of DOT jurisdiction, perform all work, testing, and inspections in accordance with applicable DOT standards and procedures.

B. Construction Joints: Set construction joints at side and end terminations of pavement and at locations where pavement operations are stopped for more than one-half hour unless pavement terminates at isolation joints.

1. Continue steel reinforcement across construction joints, unless otherwise indicated. Do not continue reinforcement through sides of pavement strips, unless otherwise indicated. 2. Provide tie bars at sides of pavement strips where indicated. 3. Butt Joints: Use bonding agent or epoxy bonding adhesive at joint locations where fresh concrete is placed against hardened or partially hardened concrete surfaces. 4. Doweled Joints: Install dowel bars and support assemblies at joints where indicated. Lubricate or asphalt-coat one-half of dowel length to prevent concrete bonding to one side of joint.

C. Isolation Joints: Form isolation joints of preformed joint filler strips abutting concrete curbs, catch basins, manholes, inlets, structures, walks, other fixed objects, and where indicated.

1. Unless otherwise indicated, joints shall be 3/4 inch in width. 2. Locate expansion joints at intervals of 100 feet, unless otherwise indicated. 3. Extend joint fillers full width and depth of joint. 4. Place top of joint filler flush with finished concrete surface. 5. Furnish joint fillers in one-piece lengths. Where more than one length is required, lace or clip joint-filler sections together. 6. Protect top edge of joint filler during concrete placement with metal, plastic, or other temporary preformed cap. Remove protective cap after concrete has been placed on both sides of joint.

D. Contraction (Control) Joints: Form weakened-plane contraction joints, sectioning concrete into areas as indicated. Construct contraction joints for a depth equal to at least one-fourth of the concrete thickness, as follows:

1. Grooved Joints: Form contraction joints after initial floating by grooving and finishing each edge of joint with grooving tool to a 1/2-inch radius. Repeat grooving of contraction joints after applying surface finishes. Eliminate groover marks on concrete surfaces unless indicated to remain.

2. Spacing in Pavements: Unless otherwise indicated, locate as follows:

a. Locate transverse contraction joints at intervals twice the width of the pavement, not to exceed 10 feet.

b. Where the pavement width exceeds 10 feet to a maximum of 24 feet, locate a longitudinal contraction joint along the centerline of the pavement.

CCPRC Pool Projects 32 13 13-8 Job #17034 May 2018 ©2017 Water Technology, Inc. c. Where the pavement width exceeds 24 feet, locate longitudinal contraction joints at evenly spaced divisions not to exceed 10 feet.

3. Spacing in Curb: Unless otherwise indicated, locate contraction joints to coincide with the adjoining concrete pavement or, where an adjoining concrete pavement does not exist, at an interval of 10 feet.

E. Edging: Tool edges of pavement, gutters, curbs, and joints in concrete after initial floating with an edging tool to a 1/2-inch radius. Repeat tooling of edges after applying surface finishes. Eliminate tool marks on concrete surfaces unless indicated to remain.

3.6 CONCRETE PLACEMENT

A. Inspection: Before placing concrete, inspect and complete formwork installation, steel reinforcement, and items to be embedded or cast in. Notify other trades to permit installation of their work.

B. Remove snow, ice, or frost from subbase surface and reinforcement before placing concrete. Do not place concrete on frozen surfaces.

C. Moisten subbase to provide a uniform dampened condition at time concrete is placed. Do not place concrete around manholes or other structures until they are at required finish elevation and alignment.

D. Comply with the requirements of Sections 501, 701, and 720 of the South Carolina Department of Transportation Standard Specifications for Highway Construction for measuring, mixing, transporting, and placing concrete.

E. Do not add water to fresh concrete after testing.

F. Deposit and spread concrete in a continuous operation between transverse joints. Do not push or drag concrete into place or use vibrators to move concrete into place.

G. Consolidate concrete according to Sections 501 and 720 of the South Carolina Department of Transportation Standard Specifications for Highway Construction by mechanical vibrating equipment supplemented by hand spading, rodding, or tamping.

1. Consolidate concrete along face of forms and adjacent to transverse joints with an internal vibrator. Keep vibrator away from joint assemblies, reinforcement, or side forms. Use only square-faced shovels for hand spreading and consolidation. Consolidate with care to prevent dislocating reinforcement, dowels, and joint devices.

H. Screed pavement surfaces with a straightedge and strike off.

I. Commence initial floating using bull floats or darbies to impart an open textured and uniform surface plane before excess moisture or bleed water appears on the surface. Do not further disturb concrete surfaces before beginning finishing operations or spreading surface treatments.

J. Curbs and Gutters: When automatic machine placement is used for curb and gutter placement, submit revised mix design and laboratory test results that meet or exceed requirements. Produce curbs and gutters to required cross section, lines, grades, finish, and jointing as specified for formed concrete. If results are not approved, remove and replace with formed concrete.

CCPRC Pool Projects 32 13 13-9 Job #17034 May 2018 ©2017 Water Technology, Inc. K. Slip-Form Pavers: When automatic machine placement is used for pavement, submit revised mix design and laboratory test results that meet or exceed requirements. Produce pavement to required thickness, lines, grades, finish, and jointing as required for formed pavement.

1. Compact subbase and prepare subgrade of sufficient width to prevent displacement of paver machine during operations.

L. When adjoining pavement lanes are placed in separate pours, do not operate concrete installation equipment on placed concrete until it has attained 85 percent of its 28-day compressive strength.

M. Cold-Weather Placement: Comply with Sections 501, 701, and 702 of the South Carolina Department of Transportation Standard Specifications for Highway Construction and as follows. Protect concrete work from physical damage or reduced strength that could be caused by frost, freezing actions, or low temperatures.

1. Concrete operations shall not be undertaken when air temperature has fallen to or is expected to fall below 40 deg F. 2. Do not use frozen materials or materials containing ice or snow. 3. Do not use calcium chloride, salt, or other materials containing antifreeze agents or chemical accelerators unless otherwise specified and approved in mix designs.

N. Hot-Weather Placement: Comply with Sections 501, 701, and 702 of the South Carolina Department of Transportation Standard Specifications for Highway Construction and as follows when hot-weather conditions exist:

1. Cool ingredients before mixing to maintain concrete temperature below 90 deg F at time of placement. Chilled mixing water or chopped ice may be used to control temperature, provided water equivalent of ice is calculated to total amount of mixing water. Using liquid nitrogen to cool concrete is Contractor's option. 2. Cover steel reinforcement with water-soaked burlap so steel temperature will not exceed ambient air temperature immediately before embedding in concrete. 3. Fog-spray forms, steel reinforcement, and subgrade just before placing concrete. Keep subgrade moisture uniform without standing water, soft spots, or dry areas.

3.7 FLOAT FINISHING

A. General: Do not add water to concrete surfaces during finishing operations.

B. Float Finish: Begin the second floating operation when bleed-water sheen has disappeared and concrete surface has stiffened sufficiently to permit operations. Float surface with power-driven floats, or by hand floating if area is small or inaccessible to power units. Finish surfaces to true planes. Cut down high spots and fill low spots. Refloat surface immediately to uniform granular texture.

1. Medium-to-Fine-Textured Broom Finish: Draw a soft bristle broom across float-finished concrete surface perpendicular to line of traffic to provide a uniform, fine-line texture.

3.8 CONCRETE PROTECTION AND CURING

A. General: Protect freshly placed concrete from premature drying and excessive cold or hot temperatures.

CCPRC Pool Projects 32 13 13-10 Job #17034 May 2018 ©2017 Water Technology, Inc. B. Comply with Sections 501, 701, and 702 of the South Carolina Department of Transportation Standard Specifications for Highway Construction for cold-weather protection.

C. Evaporation Retarder: Apply evaporation retarder to concrete surfaces if hot, dry, or windy conditions cause moisture loss approaching 0.2 lb/sq. ft. x h before and during finishing operations. Apply according to manufacturer's written instructions after placing, screeding, and bull floating or darbying concrete, but before float finishing.

D. Begin curing after finishing concrete but not before free water has disappeared from concrete surface.

E. Curing Methods: Cure concrete by moisture curing, moisture-retaining-cover curing, curing compound, or a combination of these as follows:

1. Moist Curing: Keep surfaces continuously moist for not less than seven days with the following materials:

a. Water. b. Continuous water-fog spray. c. Absorptive cover, water saturated and kept continuously wet. Cover concrete surfaces and edges with 12-inch lap over adjacent absorptive covers.

2. Moisture-Retaining-Cover Curing: Cover concrete surfaces with moisture-retaining cover for curing concrete, placed in widest practicable width, with sides and ends lapped at least 12 inches, and sealed by waterproof tape or adhesive. Immediately repair any holes or tears during curing period using cover material and waterproof tape. 3. Curing Compound: Apply uniformly in continuous operation by power spray or roller according to manufacturer's written instructions. Recoat areas subjected to heavy rainfall within three hours after initial application. Maintain continuity of coating and repair damage during curing period.

3.9 PAVEMENT TOLERANCES

A. Comply with tolerances of Section 501 of the South Carolina Department of Transportation Standard Specifications for Highway Construction and as follows:

1. Elevation: 1/4 inch. 2. Thickness: Plus 3/8 inch, minus 1/4 inch. 3. Surface: Gap below 10-foot- long, unleveled straightedge not to exceed 1/4 inch. 4. Lateral Alignment and Spacing of Tie Bars and Dowels: 1 inch. 5. Vertical Alignment of Tie Bars and Dowels: 1/4 inch. 6. Alignment of Tie-Bar End Relative to Line Perpendicular to Pavement Edge: 1/2 inch. 7. Alignment of Dowel-Bar End Relative to Line Perpendicular to Pavement Edge: Length of dowel 1/4 inch per 12 inches. 8. Joint Spacing: 3 inches. 9. Contraction Joint Depth: Plus 1/4 inch, no minus. 10. Joint Width: Plus 1/8 inch, no minus.

3.10 PAVEMENT MARKING

A. Do not apply pavement-marking paint until layout, colors, and placement have been verified with Architect.

C. Surface shall be dry and free of glaze, oil, dirt, grease or other foreign contaminants.

D. Apply paint with mechanical equipment for the application of waterborne asphalt paint meeting the requirements of Section 625 of the South Carolina Department of Transportation Standard Specifications for Highway Construction.

1. Apply at manufacturer's recommended rates to provide a minimum wet film thickness of 15 mils. 2. Broadcast glass beads uniformly into wet pavement markings at a rate of 6 lb/gal.

E. Apply thermoplastic pavement markings with mechanical equipment for the application of thermoplastic pavement markings meeting the requirements of Section 627 of the South Carolina Department of Transportation Standard Specifications for Highway Construction.

1. Apply at manufacturer's recommended rates to provide a finished thickness of 90 mils. 2. Glass beads shall be mechanically applied to the surface of the thermoplastic material immediately after it is applied to the pavement surface and while it is still molten. Uniformly apply at a rate of 12 lb per 100 sq ft.

F. Apply to produce pavement markings of the dimensions indicated; which are straight or of uniform curvature; of consistent width; and with crisp, uniform, edges.

1. The finished line markings shall be free from waviness and the lateral deviations shall not exceed 2 inches in 15 feet. 2. No markings shall be less than the specified width.

3.11 WHEEL STOPS

A. Install wheel stops in bed of adhesive as recommended by manufacturer.

B. Securely attach wheel stops to pavement with not less than two galvanized-steel dowels embedded at one-quarter to one-third points. Securely install dowels into pavement and bond to wheel stop. Recess head of dowel beneath top of wheel stop.

3.12 FIELD QUALITY CONTROL

A. Testing Agency: Contractual responsibilities for testing are identified in Division 1 Section “Quality Requirements”. Responsible party will engage a qualified independent testing and inspecting agency to perform field tests and inspections and prepare test reports.

B. Testing Services: Testing of composite samples of fresh concrete obtained according to ASTM C 172 shall be performed according to the following requirements:

1. Testing Frequency: Obtain at least 1 composite sample for each 100 cu. yd. or fraction thereof of each concrete mix placed each day, except for locations within areas of DOT jurisdiction which shall be sampled according to applicable DOT rates.

a. When frequency of testing will provide fewer than five compressive-strength tests for each concrete mixture, testing shall be conducted from at least five randomly selected batches or from each batch if fewer than five are used.

CCPRC Pool Projects 32 13 13-12 Job #17034 May 2018 ©2017 Water Technology, Inc. 2. Slump: ASTM C 143/C 143M; one test at point of placement for each composite sample, but not less than one test for each day's pour of each concrete mix. Perform additional tests when concrete consistency appears to change. 3. Air Content: ASTM C 231, pressure method; one test for each composite sample, but not less than one test for each day's pour of each concrete mix. 4. Concrete Temperature: ASTM C 1064; one test hourly when air temperature is 40 deg F and below and when 80 deg F and above, and one test for each composite sample. 5. Compression Test Specimens: ASTM C 31/C 31M; cast and laboratory cure one set of three standard cylinder specimens for each composite sample. 6. Compressive-Strength Tests: ASTM C 39/C 39M; test 1 specimen at 7 days and 2 specimens at 28 days.

a. A compressive-strength test shall be the average compressive strength from 2 specimens obtained from same composite sample and tested at 28 days.

C. Strength of each concrete mix will be satisfactory if average of any 3 consecutive compressive- strength tests equals or exceeds specified compressive strength and no compressive-strength test value falls below specified compressive strength by more than 500 psi.

D. Test results shall be reported in writing to Architect, concrete manufacturer, and Contractor within 48 hours of testing. Reports of compressive-strength tests shall contain Project identification name and number, date of concrete placement, name of concrete testing and inspecting agency, location of concrete batch in Work, design compressive strength at 28 days, concrete mixture proportions and materials, compressive breaking strength, and type of break for both 7- and 28- day tests.

E. Nondestructive Testing: Impact hammer, sonoscope, or other nondestructive device may be permitted by Architect but will not be used as sole basis for approval or rejection of concrete.

F. Additional Tests: Testing and inspecting agency shall make additional tests of concrete when test results indicate that slump, air entrainment, compressive strengths, or other requirements have not been met, as directed by Architect.

G. Remove and replace concrete pavement where test results indicate that it does not comply with specified requirements.

H. Additional testing and inspecting, at Contractor's expense, will be performed to determine compliance of replaced or additional work with specified requirements.

3.13 REPAIRS AND PROTECTION

A. Remove and replace concrete pavement that is broken, damaged, or defective or that does not comply with requirements in this Section.

B. Drill test cores, where directed by Architect, when necessary to determine magnitude of cracks or defective areas. Fill drilled core holes in satisfactory pavement areas with portland cement concrete bonded to pavement with epoxy adhesive.

C. Protect concrete from damage. Exclude vehicular traffic from pavement for at least 7 days after placement. When construction traffic is permitted, maintain pavement as clean as possible by removing surface stains and spillage of materials as they occur.

CCPRC Pool Projects 32 13 13-13 Job #17034 May 2018 ©2017 Water Technology, Inc. D. Maintain concrete pavement free of stains, discoloration, dirt, and other foreign material. Sweep concrete pavement not more than two days before date scheduled for Substantial Completion inspections.

END OF SECTION 321313

CONCRETE WALKS AND DECKS

1. GENERAL

1.01 SECTION INCLUDES

A. Scope of Work - The work covered under this section consists of the furnishing of all necessary labor, supervision, materials, equipment, and services to completely install concrete decks, walks, and sub base as indicated in the Contract Documents.

1.02 RELATED SECTIONS

A. Division 1

B. Division 3 - Section Miscellaneous Concrete

C. Division 31 - Section "Earth Moving" for subgrade preparation, grading, and subbase course.

1.03 REFERENCES

The Publications listed below form a part this specification to the extent referenced. The Publications are referred to within the text by the basic designation only and are modified as hereafter provided. If provisions conflict, the more stringent shall apply.

A. American Concrete Institute (ACI) - www.aci.org 1. ACI 301 - Specification for Structural Concrete 2. ACI 304 - Recommended Practice for Measuring, Mixing, Transporting and Placing Concrete

B. ASTM, International (ASTM) - www.astm.org 1. ASTM A185 - Standard Specification for Steel Welded Wire Reinforcement, Plain, for Concrete. 2. ASTM A615 - Standard Specification for Deformed and Plain Billet Steel Bars for Concrete Reinforcement. 3. ASTM C33 - Specification for Concrete Aggregates. 4. ASTM C91 - Standard Specification for Masonry Cement. 5. ASTM C94 - Specification for Ready Mixed Concrete. 6. ASTM C144 - Standard Specification for Aggregate for Masonry Mortar. 7. ASTM C150 - Specification for Portland Cement. 8. ASTM C171 - Standard Specification for Sheet Materials for Curing Concrete. 9. ASTM C207 - Standard Specification for Hydrated Lime for Masonry Purposes. 10. ASTM C260 - Specification for Air Entraining Admixtures for Concrete. 11. ASTM C309 - Standard Specification for Liquid Membrane - Forming Compounds for Curing Concrete. 12. ASTM C404 - Standard Specification for Aggregates for Masonry Grout. 13. ASTM D1752 - Standard Specification for Preformed Sponge Rubber Cork and Recycled PVC Expansion Joint Filler for Concrete Paving and Structural Construction.

CCPRC Pool Projects 32 13 14-1 Job #17034 May 2018 ©2017 Water Technology, Inc. 14. ASTM D4253 - Standard Test Methods for Maximum Index Density and Unit Weights of Soils Using a Vibratory Table. 15. ASTM D4254 - Standard Text Method for Minimum Index Density and Unit Weight of Soils and Calculation of Relative Density.

C. American Association of State Highway Testing Organization (AASHTO) www.transportation.org 1. AASHTO M182 - Burlap Cloth made from Jute or Kenaf. 2. AASHTO T99 - The Moisture Density Relations of Soils Using a 2.5 kg (5.5 lb) Rammer and a 305 mm (12") Drop.

1.04 SUBMITTALS

A. Quality Assurance /Control Submittals 1. Design Data, Test Reports a. Laboratory Test Reports: Submit two (2) copies of laboratory test reports of concrete materials and mix design tests 30 days prior to any concrete work. b. Test Panel: Contractor shall prepare test panel on site of a minimum 8' x 8' for approval of the surface texture. If this panel is accepted by the owner it may be used as part of the deck construction. If the test panel is unacceptable it shall be removed and replaced with a panel which is acceptable to the owner at no additional cost. 2. Certificates a. Concrete Testing Service: The Contractor shall engage a qualified independent testing agency to perform materials evaluation test and to design concrete mixtures.

1.05 QUALITY ASSURANCE

A. Qualifications 1. Manufactures Qualifications: Manufacturer of ready mixed concrete products who complies with ASTM C94 / C94M requirements for production facilities and equipment.

B. Regulatory Requirements 1. ACI Publications: Comply with ACI 301, "Specification for Structural Concrete," unless modified by requirements in the Contract Documents. 2. ACI Publications: Comply with ACI 304. Recommended Practice for Measuring, Mixing, and Placing concrete. 3. Comply with requirements of all authorities having jurisdiction.

C. Certification 1. Concrete Testing Service: The Contractor shall engage a qualified independent testing agency to perform materials evaluation tests and to design concrete mixtures. 2. The Owner will employ a separate testing laboratory to perform all other tests and to submit test report. 3. Materials and installed work may require testing and retesting at any time during the progress of the work. Retesting of rejected materials and installed work shall be done at the Contractor's expense.

CCPRC Pool Projects 32 13 14-2 Job #17034 May 2018 ©2017 Water Technology, Inc. D. Mock-ups: Cast mock-ups of full-size sections of concrete pavement to demonstrate typical joints, surface finish, texture, color, and standard of workmanship. 1. Build mock-ups in the location and of the size indicated. 2. Obtain Owner / Aquatic Designer's approval of mock-ups before starting construction. 3. Maintain approved mock-ups during construction in an undisturbed condition as a standard for judging the completed pavement. 4. Approved mock-ups may become part of the completed work if undisturbed at time of Substantial Completion.

1.06 PROJECT/SITE CONDITIONS

A. Traffic Control: Maintain access for vehicular and pedestrian traffic as required for other construction activities. Allow free access to material stockpiles and facilities at all times.

2. PRODUCTS

2.01 MATERIALS

A. Aggregate Base Course 1. Crushed Stone; Crushed stone shall be the angular arrangement resulting from crushing by mechanical means the following types of rock quarried from undisturbed, consolidate deposits: granite and similar phanero-crystalline igneous rocks; limestone; dolomite sandstone; or massive metamorphic quartzite, or similar rocks. Dolomite shall be a carbonate rock containing 11.0 percent or more magnesium oxide (MgO). Limestone shall be a carbonate rock containing less than 11.0 percent magnesium oxide (Mg). 2. Gradation: Sieve Size % Passing 1 1/2" 100 1" 95±5 1/2" 75±15 No. 4 43±13 No. 16 25±15 No. 200 8±4

B. Forms 1. Strengths of forms to resist movement during concrete placement and to retain horizontal and vertical alignment until removal. Use forms that are straight and free of distortion and defects. a. Use flexible or curved forms or laminated boards to form radius bends as required. 2. Form Release Agent: Commercially formulated form release agent that will not bond with, stain, or adversely affect concrete surfaces and will not impair subsequent treatments of concrete surfaces.

C. Steel Reinforcement 1. Plain Steel Welded Wire Reinforcement: ASTM A185, fabricated from as-drawn steel wire into flat sheets. 2. Reinforcing Bars: ASTM A615/A615M, Grade 60.

CCPRC Pool Projects 32 13 14-3 Job #17034 May 2018 ©2017 Water Technology, Inc. 3. Joint Dowel Bars: Plain steel bars, ASTM A615/A615M, Grade 60. Cut bars true to length with ends square and free of burrs.

D. Concrete Materials 1. Cementitious Material: Use the following cementitious materials, of the same type, brand, and source throughout the Project: a. Portland Cement: ASTM C150, Type 1. 2. Normal-Weight Aggregates: ASTM C33, course aggregate, uniformly graded. Provide aggregates from a single source. 3. Water: ASTM C94/C94M. 4. Air-Entraining Admixtures: ASTM C260. 5. Calcium Chloride: Do not use calcium chloride in concrete.

E. Curing Materials 1. Absorptive Cover: AASHTO M182, Class 3, burlap cloth made from jute or kenaf, weighting approximately 9 oz./sq.yd. dry. 2. Moisture-Retaining Cover: ASTM C171, polyethylene film or white burlap- polyethylene sheet. Type 1 or Type2. 3. Polyethylene sheeting: AASHP M171. 4. Water: Potable. 5. Clear Waterborne Membrane - Forming Curing Compound: ASTM C309, Type 1, Class B. Non-yellowing type for exposed sunlight condition use.

F. Expansion Joint Filler 1. Expansion Joint Filler Strips: ASTM D1752, cork or self-expanding cork.

G. Joint Sealant 1. Single Component, gun-grade polyurethane joint sealant conforming to ASTM C920- 86, TT-S000230C. Vulkem 116 or approved equal.

H. Mortar and Grout Materials 1. Portland Cement - Lime Mix: Package blend of Portland cement complying with ASTM C150, Type 1 or Type 3 may be used for cold weather construction. 2. hydrated Lime: Comply with ASTM C207. 3. Masonry Cement: ASTM C91. 4. Aggregate for Mortar: ASTM C144; except for joints less than 1/4" thick, use aggregate graded with 100% passing the No. 16 sieve. 5. Aggreage for Grout: ASTM C404. 6. Water: Potable.

2.02 COMPONENTS

A. Deck Drains and/or Grates 1. Deck drains or grates as indicated. 2. Area Drain inlets shall be “NDS” no. 642, 6”x6” structural foam Polyethylene Adapter and Grate with stainless steel screws or approved equals. (NDS is National Diversified Sales, Inc. 805.389.6700)

B. Concrete Trench Drains

CCPRC Pool Projects 32 13 14-4 Job #17034 May 2018 ©2017 Water Technology, Inc. 1. Shall have 9.50”x4.50”x3.125” rectangular unit pavers mortared into trench with ¼” gaps between pavers to provide inlet for water. 2. Pavers shall be “UNLOCK” Eco-Priora or approved equivalent. 3. A periodic trench drain cleanout shall be provided as indicated on drawings. It shall include a 9” X 9” Low Profile Housing Adapter, “NDS-932” and a 9” square gate, NDS-999”. 4. C. Manufactured Trench Drain 1. Shall be NDS Spee-d channel drain part number 400, 400-10 and 234 as needed. 2. Spee-D channel grating shall be NDS#241 or approved equal. Color to be selected by owner. 3. Shall be Lawson Aquatics “Drain-the-Deck” system. Grating has three color choices to be selected by owner.

2.03 MIXES

A. Concrete Mixtures 1. Prepare design mixtures, proportioned according to ACI 301, for each type and strength of normal-weight concrete determined by either laboratory trial mixes or field experience. 2. Proportion mixtures to provide normal-weight concrete with the following properties: a. Compressive Strength (28 days): 4000 psi. b. Slump Limit: 2" - 4". 3. Add Air-entraining admixture at manufacture's perscribed rate to result in normal- weight concrete at point of placement having an air content as follows: a. Maximum Cement Content: 6 sacks (564 lbs) per cubic yard of concrete.

B. Concrete Mixing 1. Ready-Mixed Concrete: Measure, batch, and mix concrete materials and concrete according to ASTM C94/C94M. Furnish batch certificates for each batch discharged and used in the Work.

2.04 FINISHES

A. Stiff Bristle Broom Finish.

3. EXECUTION

3.01 EXAMINATION

A. Examine exposed subgrades and subbase surfaces for compliance with requirements for dimensional, grading, and elevation tolerances.

B. Roll prepared subbase surface to a smooth and uniform texture free from lumps, rocks, pockets, soft spots, and spongy areas. 1. Subbbase with soft spots and areas of pumping or rutting requrie correction according to requirements in Division 31 Section "Earth Moving."

C. The base course shall consist of furnishing and placing one or more courses of aggregate on a prepared subgrade or subbase.

CCPRC Pool Projects 32 13 14-5 Job #17034 May 2018 ©2017 Water Technology, Inc. 1. Place the base course in layers not more than four (4) inches (compacted) in thickness, except that if tests indicate that the desired results are being obtained, the compacted thickness of any layer may be increased to a maximum of eight (8) inches. 2. Compaction a. The granular material shall be compacted to not less than 98% of the standard laboratory density. b. If tests indicate that a base course does not comply with the density requirements, additional wetting, if necessary, and rolling will be required until the density is obtained.

D. Proceed with concrete pavement operation only after unsatisfactory conditions have been corrected and subgrade is ready to receive pavement.

3.02 PREPARATION

A. Remove loose material from compacted subbase surface immediately before placing concrete.

3.03 EDGE FORMS AND SCREED CONSTRUCTION

A. Set, brace, and secure edge forms, bulkheads, and intermediate screed guides for pavement to required lines, grades, and elevations. Install forms to allow continuous progress of work and so forms can remain in place at least 24 hours after concrete placement. 1. Design form work to be readily removable without impact, shock, or damage to cast- in place concrete surfaces and adjacent materials. 2. Check completed formwork for grade and alignment to the following tolerance: a. Top of Form Units: Not more than 1/8" in 10'-0". b. Vertical Face: Longitudinal axis, not more than 1/4" in 10'-0". 3. Clean forms after each use and coat with form-release agent to ensure separation from concrete without damage.

3.04 INSTALLATION STEEL REINFORCEMENT

A. General: Comply with CRSI's "Manual of Standard Practice" for fabricating, placing, and supporting reinforcement.

B. Clean reinforcement of loose rust and mill scale, earth, ice, or other bond-reducing materials.

C. Arrange, space, and securely tie bars and bar supports to hold reinforcement in position during concrete placement. Maintain minimum cover to reinforcement.

D. Install welded wire reinforcement in lengths as long as practicable. Lap adjoining pieces at least one full square, and lace splices with wire. Offset laps of adjoining widths to prevent continuous laps in either direction.

3.05 JOINTS

A. General: Form joints true to line with faces perpendicular to surface plane of concrete. Construct transverse joints at right angles to centerline, unless otherwise indicated.

CCPRC Pool Projects 32 13 14-6 Job #17034 May 2018 ©2017 Water Technology, Inc. 1. When joining existing pavement, place transverse joints to align with previously placed joints, unless otherwise indicated.

B. Construction Joints: Construction joints shall coincide with expansion joints.

C. Expansion Joints 1. Provide pre-molded joint filler for expansion joints abutting concrete curbs, catch basins, manholes, inlets, structures, wall and other fixed objects. 2. Locate expansion joints at 20' O.C., unless otherwise shown. 3. Extend joint fillers full width and depth of joint. Furnish joint filler in one piece lengths for the full width being placed, wherever possible. Where more than one length is required, lace or clip joint filler section together. Form top edge of filler to conform to top profile of concrete except where sealing is indicated. 4. Except where sealing is indicated, protect the top edge of the joint filler during concrete placement with a metal cap or other temporary material. Remove protection after both sides of joint are in place.

D. Contraction Joints: Form weakened-plane contraction joints, sectioning concrete into areas as indicated on drawings. Construct contraction joints for a depth equal to at least one-fourth of the concrete thickness, as follows: 1. Tooled Joints: Form weakened-plane joints in fresh concrete by grooving top portion with a recommended cutting tool and finishing with a jointer. 2. Sawed Joints: Form contraction joints with a power saw equipped with shatterproof abrasive or diamond-rimmed blades. Cut 1/8" wide joints into concrete when cutting action will not tear, abrade, or otherwise damage surface and before developing random contraction cracks.

3.06 APPLICATION CONCRETE PLACEMENT

A. Inspection: Before placing concrete, inspect and complete formwork installation, steel reinforcement, and items to be embedded or cast in. Notify other trades to permit installation of their work.

B. Remove snow, ice or frost from subbase surface and reinforcement before placing concrete. Do not place concrete on frozen surfaces.

D. Comply with ACI 301 requirements for measuring, mixing, transporting, and placing concrete.

E. Do not add water to concrete during delivery or at Project site, unless indicated in the approved design mix.

F. Do not add water to concrete after testing.

G. Deposit and spread concrete in a continuous operation between transverse joints. Do not push or drag concrete into place or use vibrators to move concrete into place.

CCPRC Pool Projects 32 13 14-7 Job #17034 May 2018 ©2017 Water Technology, Inc. H. Consolidate concrete according to ACI 301 by mechanically vibrating equipment supplemented by hand spading, rodding, or tamping. 1. Consolidate concrete along face of forms and adjacent to transverse joints with an internal vibrator. Keep vibrator away from joint assemblies, reinforcement, or consolidation. Consolidate with care to prevent dislocating reinforcement, dowels, and joint devices.

I. Screed pavement surfaces with a straightedge and strike off.

J. Commence initial floating using bull floats or darbies to impact an open texture and uniform surface plane before beginning finishing operations or spreading surface treatments.

K. When adjoining pavement lanes are placed in separate pours, do not operate equipment on concrete until pavement has attained 85 percent of its 28-day compressive strength.

L. Cold-Weather Placement: Comply with ACI 306.1 and as follows. Protect concrete work from physical damage or reduced strength that could be caused by frost, freezing action, or low temperatures. 1. When air temperature has fallen to or is expected to fall below 40 degrees F., uniformly heat water and aggregates before mixing to obtain a concrete mixture temperature of no less than 50 degrees F. and not more than 80 degrees F. at any point of placement. 2. Do not use frozen materials or materials containing ice or snow. 3. Do not use calcium chloride, salt, or other materials containing antifreeze agents or chemicals accelerators unless otherwise specified and approved in mix design.

M. Hot Weather Placement: Comply with ACI 301 and as follows when hot-weather conditions exist: 1. Cool ingredients before mixing to maintain concrete temperature below 90 degrees F. at time of placement. Chilled mixing water or chopped ice may be used to control temperature, provided water equivalent of ice is calculated to total amount of mixing water. Using liquid nitrogen to cool concrete is Aquatic Designers option. 2. Cover steel reinforcement with water-soaked burlap so steel temperature will not exceed ambient air temperature immediately before embedding in concrete. 3. Fog-spray forms, steel reinforcement, and subgrade just before placing concrete. Keep subgrade moisture without standing water, soft spots, or dry areas.

3.07 CONSTRUCTION FLOAT FINISHING

A. General: Do not add water to concrete surfaces during finishing operations. 1. Float Finish: Begin the second floating operation when bleed-water sheen has disappeared, and concrete surface has stiffened sufficiently to permit operations. Float surface with power-driven floats, or by hand floating if area is small or inaccessible to power units. Finish surfaces to true planes. Cut down high spots and fill low spots. Refloat surface immediately to uniform granular texture. a. Medium-to-Fine-Texture Broom Finish: Draw a soft bristle broom across float- finish concrete suface perpendicular to line of traffic to provide a uniform, fine-line texture.

A. General: Protect freshly placed concrete from premature drying and excessive cold or hot temperatures.

B. Comply with ACI 306.1 for cold-weather protection. 1. Begin curing after finishing concrete but not before free water has disappeared from concrete surface. 2. Curing Methods: Cure concrete by moisture curing, moisture-retaining-cover curing, curing compound, or a combination of these as follows: a. Moist Curing: Keep surfaces continuously moist for not less than three days with the following materials i. Water. b. Moisture-Retaining-Cover Churning: Cover concrete surfaces with moisture- retaining cover for curing concrete, placed in widest practicable width, with sides and ends lapped at least 12", and sealed by waterproof tape or adhesive. Immediately repair any holes or tears during curing period using cover material and waterproof tape.

3.09 REMOVAL OF FORMS

A. Formwork may be removed 24 hours after placing concrete, provided concrete is sufficiently cured to not be damaged by form removal operations, and provided curing and protection operation are maintained.

3.10 REPAIR/RESTORATION

A. Panel which are not finished to the satisfaction of the Aquatic Designer shall be removed and replaced at no cost to the Owner. 1. Protect concrete from damage. Exclude traffic from pavement until concrete has obtained at least 75% design strength. When construction traffic is permitted, maintain pavement as clean as possible by removing surface stains, and spillage of materials as they occur.

3.11 CONCRETE TRENCH DRAIN

A. Concrete pavers shall be installed flush with surrounding concrete deck, so as to provide proper drainage into channel, and not create a tripping hazard. 1. For radii less than fifteen feet (15’-0”), concrete paver stones may have to be tapered by sawing to maintain maximum gap of one quarter inch (1/4”) B. The Low-Profile Housing Adapter shall be caulked in directly above each drop-out in the trench drain system. Screw the Grate into the Housing Adaptor. C. Remove all sharp and jagged edges prior to turn over to owner.

3.12 QUALITY CONTROL

A. Site Procedures/Tests, Inspection 1. Manufacturer's Field Services 2. Laboratory Procedures/Tests, Inspection

A. Maintain concrete pavement free of stains, discoloration, dirt, and other foreign material. Sweep concrete pavement and wash free of stains, discolorations, dirt, and other foreign materials prior to final inspection.

END OF SECTION 32 13 14

TURF AND GRASSES

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:

1. Seeding. 2. Hydroseeding. 3. Sodding. 4. Planting soil and amendments. 5. Erosion-control materials (turf related only) 6. Grass paving. 7. Maintenance.

1.3 QUALITY ASSURANCE

A. Installer Qualifications: A qualified landscape Installer whose work has resulted in successful turfestablishment.

1. Experience: Five years' experience in [turf] installation in addition to requirements in Division 01 Section "Quality Requirements." 2. Installer's Field Supervision: Require Installer to maintain an experienced full-time supervisor on Project site when work is in progress.

3. Maintenance Proximity: Not more than two hours' normal travel time from Installer's place of business to Project site. 4. Pesticide Applicator: State licensed, commercial.

B. Soil-Testing Laboratory Qualifications: An independent laboratory or university laboratory, recognized by the State Department of Agriculture, with the experience and capability to conduct the testing indicated and that specializes in types of tests to be performed.

C. Soil Analysis: For each unamended soil type, furnish soil analysis and a written report by a qualified soil-testing laboratory stating percentages of organic matter; gradation of sand, silt, and clay content; cation exchange capacity; sodium absorption ratio; deleterious material; pH; and mineral and plant-nutrient content of the soil.

1. Testing methods and written recommendations shall comply with USDA's Handbook No. 60. 2. The soil-testing laboratory shall oversee soil sampling, with depth, location, and number of samples to be taken per instructions from Architect. A minimum of three representative

CCPRC Pool Projects 32 92 00-1 Job #17034 May 2018 ©2017 Water Technology, Inc. samples shall be taken from varied locations for each soil to be used or amended for planting purposes. 3. Report suitability of tested soil for turf growth.

a. Based on the test results, state recommendations for soil treatments and soil amendments to be incorporated. State recommendations in weight per 1000 sq. ft. or volume per cu. yd. for nitrogen, phosphorus, and potash nutrients and soil amendments to be added to produce satisfactory planting soil suitable for healthy, viable plants. b. Report presence of problem salts, minerals, or heavy metals, including aluminum, arsenic, barium, cadmium, chromium, cobalt, lead, lithium, and vanadium. If such problem materials are present, provide additional recommendations for corrective action.

D. Preinstallation Conference: Conduct conference at Project site.

E. Authorities Having Jurisdiction: Conform to requirements of all authorities having jurisdiction.

1. Where conflicts exist between the requirements of the Contract Documents and those of authorities having jurisdiction, the higher quality or more restrictive requirement shall apply.

1.4 DELIVERY, STORAGE, AND HANDLING

A. Seed and Other Packaged Materials: Deliver packaged materials in original, unopened containers showing weight, certified analysis, name and address of manufacturer, and indication of conformance with state and federal laws, as applicable.

B. Sod: Harvest, deliver, store, and handle sod according to requirements in "Specifications for Turfgrass Sod Materials" and "Specifications for Turfgrass Sod Transplanting and Installation" in TPI's "Guideline Specifications to Turfgrass Sodding." Deliver sod in time for planting within 24 hours of harvesting. Protect sod from breakage and drying.

C. Bulk Materials:

1. Do not dump or store bulk materials near structures, utilities, walkways and pavements, or on existing turf areas or plants. 2. Provide erosion-control measures to prevent erosion or displacement of bulk materials, discharge of soil-bearing water runoff, and airborne dust reaching adjacent properties, water conveyance systems, or walkways. 3. Accompany each delivery of bulk fertilizers, lime, and soil amendments with appropriate certificates.

D. Grass Paving Materials:

1. Protect grass paving units from damage during delivery. Store under tarp to protect from sunlight when time from delivery to installation exceeds one week. 2. Where applicable, store proprietary growth mediums provided with paving units in a dark and dry location.

1.5 PROJECT CONDITIONS

A. Cold-Weather Protection: Do not use frozen materials or materials mixed or coated with ice or frost. Do not build on frozen subgrade, base course, or setting beds.

CCPRC Pool Projects 32 92 00-2 Job #17034 May 2018 ©2017 Water Technology, Inc. B. Weather Limitations: Proceed with planting only when existing and forecasted weather conditions permit planting to be performed when beneficial and optimum results may be obtained. Apply products during favorable weather conditions according to manufacturer's written instructions.

1.6 MAINTENANCE SERVICE

A. Initial Maintenance Service: Provide full maintenance by skilled employees of landscape Installer. Maintain as required in Part 3. Begin maintenance immediately after each area is planted and continue until Final Completion of project.

PART 2 - PRODUCTS

2.1 SEED

A. Grass Seed: Fresh, clean, dry, new-crop seed complying with AOSA's "Journal of Seed Technology; Rules for Testing Seeds" for purity and germination tolerances.

B. Seed Species: State-certified seed of grass species as follows:

1. Seed: Provide seed mix, for the project location and planting date, as defined by the Seeding Schedules for Permanent Vegetation in Section 810 of the SCDOT Standard Specifications for Highway Construction.

2. Seed: as indicated on Plant Schedule.

3. Seed Mix: Proportioned by weight as follows:

2.2 TURFGRASS SOD

A. Turfgrass Sod: Certified Number 1 Quality/Premium, including limitations on thatch, weeds, diseases, nematodes, and insects, complying with "Specifications for Turfgrass Sod Materials" in TPI's "Guideline Specifications to Turfgrass Sodding." Furnish viable sod of uniform density, color, and texture, strongly rooted, and capable of vigorous growth and development when planted.

1. Turfgrass Species: as indicated on Plant Schedule. 2. Sod shall be delivered to the project site within twenty four (24) hours after harvest at the nursery, and shall be sheltered from the sun and wind until planted by the Contractor. 3. Contractor shall lay sod within thirty six (36) hours after harvest. Sod shall not be laid where the roots have dried due to exposure from the sun and wind, or has thinned for these or other reasons.

2.3 INORGANIC SOIL AMENDMENTS

A. Provide inorganic soil amendments in quantities and proportions recommended by soil analysis report.

B. Lime: ASTM C 602, agricultural liming material containing a minimum of 80 percent calcium carbonate equivalent and as follows:

CCPRC Pool Projects 32 92 00-3 Job #17034 May 2018 ©2017 Water Technology, Inc. 1. Class: O, with a minimum of 95 percent passing through No. 8 sieve and a minimum of 55 percent passing through No. 60 sieve. 2. Provide lime in form of ground dolomitic limestone.

C. Sulfur: Granular, biodegradable, containing a minimum of 90 percent sulfur, and with a minimum of 99 percent passing through No. 6 sieve and a maximum of 10 percent passing through No. 40 sieve.

D. Iron Sulfate: Granulated ferrous sulfate containing a minimum of 20 percent iron and 10 percent sulfur.

E. Aluminum Sulfate: Commercial grade, unadulterated.

F. Perlite: Horticultural perlite, soil amendment grade.

G. Agricultural Gypsum: Minimum 90 percent calcium sulfate, finely ground with 90 percent passing through No. 50 sieve.

H. Sand: Clean, washed, natural or manufactured, and free of toxic materials.

I. Diatomaceous Earth: Calcined, 90 percent silica, with approximately 140 percent water absorption capacity by weight.

J. Zeolites: Mineral clinoptilolite with at least 60 percent water absorption by weight.

2.4 ORGANIC SOIL AMENDMENTS

A. Provide organic soil amendments in quantities and proportions recommended by soil analysis report.

B. Compost: Well-composted, stable, and weed-free organic matter, pH range of 5.5 to 8; moisture content 35 to 55 percent by weight; 100 percent passing through 1/2-inch sieve; soluble salt content of 5 to 10 decisiemens/m; not exceeding 0.5 percent inert contaminants and free of substances toxic to plantings; and as follows:

1. Organic Matter Content: 50 to 60 percent of dry weight. 2. Feedstock: Agricultural, food, or industrial residuals; biosolids; yard trimmings; or source- separated or compostable mixed solid waste.

C. Sphagnum Peat: Partially decomposed sphagnum peat moss, finely divided or of granular texture, with a pH range of 3.4 to 4.8.

D. Wood Derivatives: Decomposed, nitrogen-treated sawdust, ground bark, or wood waste; of uniform texture and free of chips, stones, sticks, soil, or toxic materials.

1. In lieu of decomposed wood derivatives, mix partially decomposed wood derivatives with ammonium nitrate at a minimum rate of 0.15 lb/cu. ft. of loose sawdust or ground bark, or with ammonium sulfate at a minimum rate of 0.25 lb/cu. ft. of loose sawdust or ground bark.

E. Manure: Well-rotted, unleached, stable or cattle manure containing not more than 25 percent by volume of straw, sawdust, or other bedding materials; free of toxic substances, stones, sticks, soil, weed seed, and material harmful to plant growth.

A. Provide fertilizers in quantities and proportions recommended by soil analysis report.

B. Bonemeal: Commercial, raw or steamed, finely ground; a minimum of 4 percent nitrogen and 20 percent phosphoric acid.

C. Superphosphate: Commercial, phosphate mixture, soluble; a minimum of 20 percent available phosphoric acid.

D. Commercial Fertilizer: Commercial-grade complete fertilizer of neutral character, consisting of fast- and slow-release nitrogen, 50 percent derived from natural organic sources of urea formaldehyde, phosphorous, and potassium in the following composition:

1. Composition: Nitrogen, phosphorous, and potassium in amounts recommended in soil reports from a qualified soil-testing laboratory.

E. Slow-Release Fertilizer: Granular or pelleted fertilizer consisting of 50 percent water-insoluble nitrogen, phosphorus, and potassium in the following composition:

1. Composition: Nitrogen, phosphorous, and potassium in amounts recommended in soil reports from a qualified soil-testing laboratory.

2.6 PLANTING SOILS

1. Soil Selection: If soil is used in the root zone mix, it shall have a minimum sand content of 60%, and a clay content of 5% to 20%. The final particle size distribution of the sand/soil/peat mix shall conform to that outlined in these recommendations, and meet the physical properties described herein.

2. Organic Matter Selection: a. Peats: The most commonly used organic component is a peat. If selected, it shall have a minimum organic matter content of 85% by weight as determined by loss on ignition (ASTM D 2974 Method D). b. Other organic sources: Organic sources such as rice hulls, finely ground bark, sawdust, or other organic waste products are acceptable if composted through a thermophilic stage, to a mesophilic stabilization phase, and with the approval of the soil physical testing laboratory. Composts shall be aged for at least one year. Furthermore, the root zone mix with compost as the organic amendment must meet the physical properties as defined in these recommendations. Composts can vary not only with source, but also from batch to batch within a source. Extreme caution must be exercised when selecting a compost material. Unproven composts must be shown to be nonphytotoxic using a bentgrass or bermudagrass bioassay on the compost extract.

3. Inorganic and Other Amendments: Porous inorganic amendments such as calcined clays (porous ceramics), calcined diatomites, and zeolites may be used in place of or in conjunction with peat in root zone mixes, provided that the particle size and performance criteria of the mix are met. Any such amendments shall be incorporated throughout the full depth of the root zone mixture. Polyacrylamides and reinforcement materials shall not be used.

B. At Contractor’s option, provide one or more of the following planting soils. All soils used for planting shall be prepared as necessary using soil amendments and fertilizers in the quantities

1. Planting Soil: ASTM D 5268 topsoil, with pH range of 5.5 to 7, a minimum of 6 percent organic material content; free of stones 1 inch or larger in any dimension and other extraneous materials harmful to plant growth. Mix ASTM D 5268 topsoil with soil amendments and fertilizers in the quantities recommended in the soil analysis report to produce planting soil. 2. Planting Soil: Imported topsoil or manufactured topsoil from off-site sources. Obtain topsoil displaced from naturally well-drained construction or mining sites where topsoil occurs at least 4 inches deep; do not obtain from agricultural land, bogs, or marshes.

a. Additional Properties of Imported Topsoil or Manufactured Topsoil: Screened and free of stones 1 inch or larger in any dimension; free of roots, plants, sod, clods, clay lumps, pockets of coarse sand, paint, paint washout, concrete slurry, concrete layers or chunks, cement, plaster, building debris, oils, gasoline, diesel fuel, paint thinner, turpentine, tar, roofing compound, acid, and other extraneous materials harmful to plant growth; free of obnoxious weeds and invasive plants including quackgrass, Johnsongrass, poison ivy, nutsedge, nimblewill, Canada thistle, bindweed, bentgrass, wild garlic, ground ivy, perennial sorrel, and bromegrass; not infested with nematodes; grubs; or other pests, pest eggs, or other undesirable organisms and disease-causing plant pathogens; friable and with sufficient structure to give good tilth and aeration. Continuous, air-filled pore space content on a volume/volume basis shall be at least 15 percent when moisture is present at field capacity. Soil shall have a field capacity of at least 15 percent on a dry weight basis. b. Mix imported topsoil or manufactured topsoil with soil amendments and fertilizers in the quantities recommended in the soil analysis report to produce planting soil.

2.7 MULCHES

A. Fiber Mulch: Biodegradable, dyed-wood, cellulose-fiber mulch; nontoxic and free of plant-growth or germination inhibitors; with a maximum moisture content of 15 percent and a pH range of 4.5 to 6.5.

B. Nonasphaltic Tackifier: Colloidal tackifier recommended by fiber-mulch manufacturer for slurry application; nontoxic and free of plant-growth or germination inhibitors.

2.8 PESTICIDES AND HERBICIDES

A. General: Pesticide, registered and approved by EPA, acceptable to authorities having jurisdiction, and of type recommended by manufacturer for each specific problem and as required for Project conditions and application. Do not use restricted pesticides unless authorized in writing by authorities having jurisdiction.

B. Pre-Emergent Herbicide (Selective and Non-Selective): Effective for controlling the germination or growth of weeds within planted areas at the soil level directly below the mulch layer.

C. Post-Emergent Herbicide (Selective and Non-Selective): Effective for controlling weed growth that has already germinated.

A. Erosion-Control Blankets (ECB): Biodegradable wood excelsior, straw, or coconut-fiber mat enclosed in a photodegradable plastic mesh. Include manufacturer's recommended steel wire staples, 6 inches long.

1. Products: Subject to compliance with requirements, provide one of the following:

a. Propex Geosynthetics, Landlok S1. b. East Coast Erosion Blankets, ECS-1. c. North American Green, S75.

B. Turf Reinforcement Mat: Three dimensional, woven, highly UV resistant, polypropylene geotextile specifically designed for erosion control applications on steep slope and high velocity, vegetated waterway applications. Conforming to FHWA FP-03, Section 713.18. Include manufacturer’s recommended installation anchor materials.

1. Manufacturers:

a. Propex Geosynthetics: (Pyramat) b. North American Green: (P550) c. American Excelsior Co.: (Recyclex)

2.10 GRASS-PAVING MATERIALS

A. Grass Paving Units: Lightweight, injection-molded, non-biodegradable, plastic units designed to contain small areas of growth medium and to enhance the ability of turf to support vehicular and pedestrian traffic without rutting or significant compaction of the growth medium. Units shall be of manufacturer's standard nominal mat thickness. Include manufacturer's recommended anchorage system and any additional products supplied by manufacturer as an integral part of a complete installed system.

1. Products: Subject to compliance with requirements, provide one of the following:

a. NDS, Inc.; EzRoll Grass Pavers. b. Invisible Structures, Inc.; GrassPave2. c. NDS, Inc.; Tufftrack Grass Pavers. d. Conwed Plastics, Inc.; NetPave 50.

A. Sandy Gravel Base Course (SGBC): Specified in Division 31 Section “Earth Moving”.

B. Sand: Natural or manufactured sand in accordance with the gradation requirements for Fine Aggregate FA-10 (natural) or FA-10M (manufactured) as defined by the South Carolina Department of Transportation Standard Specifications for Highway Construction.

C. Proprietary Growing Mix: Where applicable, as supplied by the manufacturer as an integral part of a complete installed system.

D. Sand/Planting Soil Mix: Sand and planting soil, both as specified above, uniformly blended in the percentages indicated on the Drawings.

E. Wheel Stops: Precast, air-entrained concrete, 2500-psi minimum compressive strength, 5 inches high by 9 inches wide by 72 inches long. Provide chamfered corners, drainage slots on underside, and holes for anchoring to substrate.

F. Wheel Stops: Solid, integrally colored, 96 percent recycled HDPE or commingled postconsumer and postindustrial recycled plastic; UV stabilized; 4 inches high by 6 inches wide by 72 inches long. Provide chamfered corners, drainage slots on underside, and holes for anchoring to substrate.

1. Dowels: Galvanized steel, diameter 1/8” smaller than anchor holes provided in wheel stop, 24-inch minimum length.

PART 3 - EXECUTION

3.1 EXAMINATION

A. Examine areas to be planted for compliance with requirements and other conditions affecting performance.

1. Verify that no foreign or deleterious material or liquid such as paint, paint washout, concrete slurry, concrete layers or chunks, cement, plaster, oils, gasoline, diesel fuel, paint thinner, turpentine, tar, roofing compound, or acid has been deposited in soil within a planting area. 2. Do not mix or place soils and soil amendments in frozen, wet, or muddy conditions. 3. Suspend soil spreading, grading, and tilling operations during periods of excessive soil moisture until the moisture content reaches acceptable levels to attain the required results. 4. Uniformly moisten excessively dry soil that is not workable and which is too dusty.

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

C. If contamination by foreign or deleterious material or liquid is present in soil within a planting area, remove the soil and contamination as directed by Architect and replace with new planting soil.

3.2 PREPARATION

A. Protect structures, utilities, sidewalks, pavements, and other facilities, trees, shrubs, and plantings from damage caused by planting operations.

1. Protect adjacent and adjoining areas from hydroseeding and hydromulching overspray. 2. Protect grade stakes set by others until directed to remove them.

B. Install erosion-control measures to prevent erosion or displacement of soils and discharge of soil- bearing water runoff or airborne dust to adjacent properties and walkways.

3.3 TURF AREA PREPARATION

A. Limit turf subgrade preparation to areas to be planted.

B. Newly Graded Subgrades: Loosen subgrade to a minimum depth of 6 inches. Remove stones larger than 1 inch in any dimension and sticks, roots, rubbish, and other extraneous matter and legally dispose of them off Owner's property.

1. Apply superphosphate fertilizer directly to subgrade before loosening.

CCPRC Pool Projects 32 92 00-8 Job #17034 May 2018 ©2017 Water Technology, Inc. 2. Thoroughly blend planting soil off-site before spreading or spread topsoil, apply soil amendments and fertilizer on surface, and thoroughly blend planting soil.

a. Delay mixing fertilizer with planting soil if planting will not proceed within a few days. b. Mix lime with dry soil before mixing fertilizer.

3. Spread planting soil to the depth indicated or to a min. depth of 8 inches, but not less than required to meet finish grades after light rolling and natural settlement. Do not spread if planting soil or subgrade is frozen, muddy, or excessively wet.

a. Spread approximately 1/2 the thickness of planting soil over loosened subgrade. Mix thoroughly into top 4 inches of subgrade. Spread remainder of planting soil. b. Reduce elevation of planting soil to allow for soil thickness of sod.

C. Unchanged Subgrades: If turf is to be planted in areas unaltered or undisturbed by excavating, grading, or surface-soil stripping operations, prepare surface soil as follows:

1. Remove existing grass, vegetation, and turf. Do not mix into surface soil. 2. Loosen surface soil to a depth of at least 4 inches. Apply soil amendments and fertilizers according to planting soil mix proportions and mix thoroughly into top 4 inches of soil. Till soil to a homogeneous mixture of fine texture.

a. Apply superphosphate fertilizer directly to surface soil before loosening.

3. Remove stones larger than 1 inch in any dimension and sticks, roots, trash, and other extraneous matter. 4. Legally dispose of waste material, including grass, vegetation, and turf, off Owner's property.

D. Finish Grading: Grade planting areas to a smooth, uniform surface plane with loose, uniformly fine texture. Grade to within plus or minus 1/2 inch of finish elevation. Roll and rake, remove ridges, and fill depressions to meet finish grades. Limit finish grading to areas that can be planted in the immediate future.

E. Moisten prepared area before planting if soil is dry. Water thoroughly and allow surface to dry before planting. Do not create muddy soil.

F. Before planting, obtain Architect's acceptance of finish grading; restore planting areas if eroded or otherwise disturbed after finish grading.

3.4 TURF REINFORCEMENT MAT (TRM)

A. Prepare area as specified in "Turf Area Preparation" Article.

B. For turf reinforcement mat, install planting soil in two lifts, with second lift equal to thickness and on top of the mat.

C. Install mat and fasten as instructed by material manufacturer.

D. Fill cells of turf reinforcement mat with planting soil and compact before planting.

E. Moisten prepared area before planting if surface is dry. Water thoroughly and allow surface to dry before planting. Do not create muddy soil.

A. Verify that the Sandy Gravel Base Course (SGBC) has been installed in accordance with the requirements of Division 31 Section “Earth Moving”, and that its dry, at proper grade and cross- section, uncontaminated by soil deposits, and in suitable condition to begin paving.

1. Do not proceed with installation of paving until unsatisfactory conditions have been corrected and SGBC has been approved.

B. Install proprietary growing mix as instructed by paving-material manufacturer for site conditions; comply with details shown on Drawings. Compact according to paving-material manufacturer's written instructions.

C. Install paving mat and fasten according to paving-material manufacturer's written instructions.

1. Provide space for expansion as indicated or, where not indicated, as instructed by the manufacturer.

D. Before planting, fill cells of paving mat with sand as indicated on Drawings and compact according to manufacturer's written instructions.

E. Moisten prepared area before planting if surface is dry. Water thoroughly and allow surface to dry before planting. Do not create muddy soil.

F. Plant as indicated on Drawings, in other articles of this specification, and in accordance with grass paving material manufacturer’s written instructions.

3.6 HYDROSEEDING

A. Hydroseeding: Mix specified seed, fertilizer, and fiber mulch in water, using equipment specifically designed for hydroseed application. Continue mixing until uniformly blended into homogeneous slurry suitable for hydraulic application.

1. Mix slurry with fiber-mulch manufacturer's recommended tackifier. 2. Apply slurry uniformly to all areas to be seeded in a one-step process. Apply slurry at a rate so that mulch component is deposited at not less than 1500-lb/acre dry weight, and seed component is deposited at not less than the specified seed-sowing rate.

B. Protect seeded areas with erosion-control blankets where shown on Drawings; install and anchor according to manufacturer's written instructions.

3.7 SODDING

A. Lay sod within 36 hours of harvesting. Do not lay sod if ground is frozen or muddy.

1. Do not lay dormant sod without prior approval of Architect.

B. Lay sod to form a solid mass with tightly fitted joints. Butt ends and sides of sod; do not stretch or overlap. Stagger sod strips or pads to offset joints in adjacent courses. Avoid damage to subgrade or sod during installation. Tamp and roll lightly to ensure contact with subgrade, eliminate air pockets, and form a smooth surface. Work sifted soil or fine sand into minor cracks between pieces of sod; remove excess to avoid smothering sod and adjacent grass.

CCPRC Pool Projects 32 92 00-10 Job #17034 May 2018 ©2017 Water Technology, Inc. 1. Lay sod across angle of slopes exceeding 1:3. 2. Anchor sod on slopes exceeding 1:4 with steel staples spaced as instructed by sod manufacturer but not less than 2 anchors per sod strip to prevent slippage.

C. Saturate sod with fine water spray within two hours of planting. During first week after planting, water daily or more frequently as necessary to maintain moist soil to a minimum depth of 1-1/2 inches below sod.

3.8 TURF MAINTENANCE

A. Maintain and establish turf by watering, fertilizing, weeding, mowing, trimming, replanting, and performing other operations as required to establish healthy, viable turf. Roll, regrade, and replant bare or eroded areas and remulch to produce a uniformly smooth turf. Provide materials and installation the same as those used in the original installation.

1. Fill in as necessary soil subsidence that may occur because of settling or other processes. Replace materials and turf damaged or lost in areas of subsidence. 2. Apply treatments as required to keep turf and soil free of pests and pathogens or disease. Use integrated pest management practices whenever possible to minimize the use of pesticides and reduce hazards.

B. Watering: Utilize irrigation system to keep turf uniformly moist to a depth of 4 inches.

1. Schedule watering to prevent wilting, puddling, erosion, and displacement of seed or mulch. [Lay out temporary watering system to avoid walking over muddy or newly planted areas.] 2. Water turf with fine spray at a minimum rate of 1 inch per week unless rainfall precipitation is adequate.

C. Mow turf as soon as top growth is tall enough to cut. Repeat mowing to maintain specified height without cutting more than 1/3 of grass height. Remove no more than 1/3 of grass-leaf growth in initial or subsequent mowings. Do not delay mowing until grass blades bend over and become matted. Do not mow when grass is wet. Schedule initial and subsequent mowings to maintain the following grass height:

1. Mow bermudagrass to a height of 1/2 to 1 inch. 2. Mow carpetgrass, centipedegrass, perennial ryegrass, and zoysiagrass to a height of 1 to 2 inches. 3. Mow Kentucky bluegrass, buffalograss, annual ryegrass, chewings, and red fescue to a height of 1-1/2 to 2 inches. 4. Mow bahiagrass, turf-type tall fescue, and St. Augustinegrass to a height of 2 to 3 inches.

D. Turf Postfertilization: Apply fertilizer after initial mowing and when grass is dry.

1. Use fertilizer that will provide actual nitrogen of at least 1 lb/1000 sq. ft. to turf area.

3.9 SATISFACTORY TURF

A. Turf installations shall meet the following criteria as determined by Architect:

1. Satisfactory Seeded Turf: At end of maintenance period, a healthy, uniform, close stand of grass has been established, free of weeds and surface irregularities, with coverage exceeding 90 percent over any 10 sq. ft. and bare spots not exceeding 6 by 6 inches.

CCPRC Pool Projects 32 92 00-11 Job #17034 May 2018 ©2017 Water Technology, Inc. 2. Satisfactory Sodded Turf: At end of maintenance period, a healthy, well-rooted, even- colored, viable turf has been established, free of weeds, open joints, bare areas, and surface irregularities.

B. Use specified materials to reestablish turf that does not comply with requirements and continue maintenance until turf is satisfactory.

C. Watering: Install and maintain temporary piping, hoses, and meadow-watering equipment to convey water from sources and to keep meadow uniformly moist.

1. Schedule watering to prevent wilting, puddling, erosion, and displacement of seed or mulch. Lay out temporary watering system to avoid walking over muddy or newly planted areas. 2. Water meadow with fine spray at a minimum rate of 1/2 inch per week for six weeks after planting unless rainfall precipitation is adequate.

3.10 PESTICIDE AND HERBICIDE APPLICATION

A. Apply pesticides and other chemical products and biological control agents in accordance with requirements of authorities having jurisdiction and manufacturer's written instructions. Coordinate applications with Owner's operations and others in proximity to the Work. Notify Owner before each application is performed.

B. Post-Emergent Herbicides (Selective and Non-Selective): Apply only as necessary to treat already-germinated weeds and in accordance with manufacturer's written recommendations.

3.11 CLEANUP AND PROTECTION

A. Promptly remove soil and debris created by turf work from paved areas. Clean wheels of vehicles before leaving site to avoid tracking soil onto roads, walks, or other paved areas.

B. Erect temporary fencing or barricades and warning signs as required to protect newly planted areas from traffic. Maintain fencing and barricades throughout initial maintenance period and remove after plantings are established.

1. Unless otherwise instructed, do not permit traffic on grass paving areas until turf is established:

a. For a minimum of 6 weeks on seeded grass pavements. b. For a minimum of 3 weeks on sodded grass pavements.

C. Remove nondegradable erosion-control measures after grass establishment period.

END OF SECTION 329200

PLANTS

SECTION 32 93 00 – PLANTS

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: 1. Plants. 2. Planting soil and amendments 3. Mulch. 4. Maintenance.

1.3 DEFINITIONS A. Backfill: The earth used to replace or the act of replacing earth in an excavation. B. Balled and Burlapped Stock: Plants dug with firm, natural balls of earth in which they were grown, with ball size not less than diameter and depth recommended by ANSI Z60.1 for type and size of plant required; wrapped with burlap, tied, rigidly supported, and drum laced with twine with the root flare visible at the surface of the ball as recommended by ANSI Z60.1. C. Balled and Potted Stock: Plants dug with firm, natural balls of earth in which they are grown and placed, unbroken, in a container. Ball size is not less than diameter and depth recommended by ANSI Z60.1 for type and size of plant required. D. Bare-Root Stock: Plants with a well-branched, fibrous-root system developed by transplanting or root pruning, with soil or growing medium removed, and with not less than minimum root spread according to ANSI Z60.1 for type and size of plant required. E. Container-Grown Stock: Healthy, vigorous, well-rooted plants grown in a container, with a well- established root system reaching sides of container and maintaining a firm ball when removed from container. Container shall be rigid enough to hold ball shape and protect root mass during shipping and be sized according to ANSI Z60.1 for type and size of plant required. F. Duff Layer: The surface layer of native topsoil that is composed of mostly decayed leaves, twigs, and detritus. G. Fabric Bag-Grown Stock: Healthy, vigorous, well-rooted plants established and grown in-ground in a porous fabric bag with well-established root system reaching sides of fabric bag. Fabric bag size is not less than diameter, depth, and volume required by ANSI Z60.1 for type and size of plant. H. Finish Grade: Elevation of finished surface of planting soil. I. Manufactured Topsoil: Soil produced off-site by homogeneously blending mineral soils or sand with stabilized organic soil amendments to produce topsoil or planting soil. J. Pesticide: A substance or mixture intended for preventing, destroying, repelling, or mitigating a pest. This includes insecticides, miticides, herbicides, fungicides, rodenticides, and molluscicides. It also includes substances or mixtures intended for use as a plant regulator, defoliant, or desiccant.

CCPRC Pool Projects 32 93 00-1 Job #17034 May 2018 ©2017 Water Technology, Inc. K. Pests: Living organisms that occur where they are not desired, or that cause damage to plants, animals, or people. These include insects, mites, grubs, mollusks (snails and slugs), rodents (gophers, moles, and mice), unwanted plants (weeds), fungi, bacteria, and viruses. L. Planting Area: Areas to be planted. M. Planting Soil: Standardized topsoil; existing, native surface topsoil; existing, in-place surface soil; imported topsoil; or manufactured topsoil that is modified with soil amendments and perhaps fertilizers to produce a soil mixture best for plant growth. N. Plant; Plants; Plant Material: These terms refer to vegetation in general, including trees, shrubs, vines, ground covers, ornamental grasses, bulbs, corms, tubers, or herbaceous vegetation. O. Root Flare: Also called "trunk flare." The area at the base of the plant's stem or trunk where the stem or trunk broadens to form roots; the area of transition between the root system and the stem or trunk. P. Stem Girdling Roots: Roots that encircle the stems (trunks) of trees below the soil surface. Q. Subgrade: Surface or elevation of subsoil remaining after excavation is complete, or the top surface of a fill or backfill before planting soil is placed. R. Subsoil: All soil beneath the topsoil layer of the soil profile, and typified by the lack of organic matter and soil organisms. S. Surface Soil: Soil that is present at the top layer of the existing soil profile at the Project site. In undisturbed areas, the surface soil is typically topsoil; but in disturbed areas such as urban environments, the surface soil can be subsoil.

1.4 SUBMITTALS A. Product Data: For each type of product indicated, including soils. 1. Plant Materials: Include quantities, sizes, quality, and sources for plant materials. B. Material Test Reports: For existing native surface topsoil and imported or manufactured topsoil. C. Warranty: Sample of special warranty. D. Minutes of preinstallation conference.

1.5 QUALITY ASSURANCE A. Installer Qualifications: A qualified landscape Installer whose work has resulted in successful establishment of plants. 1. Experience: Five years' experience in landscape installation in addition to requirements in Division 01 Section "Quality Requirements." 2. Installer's Field Supervision: Require Installer to maintain an experienced full-time supervisor on Project site when work is in progress. 3. Personnel Certifications: Installer's field supervisor shall have certification in one of the following categories from the Professional Landcare Network: a. Certified Landscape Technician - Exterior, with installation and maintenance specialty areas, designated CLT-Exterior. b. Certified Ornamental Landscape Professional, designated COLP. 4. Pesticide Applicator: State licensed, commercial. B. Soil-Testing Laboratory Qualifications: An independent or university laboratory, recognized by the State Department of Agriculture, with the experience and capability to conduct the testing indicated and that specializes in types of tests to be performed. C. Soil Analysis: For each unamended soil type, furnish soil analysis and a written report by a qualified soil-testing laboratory stating percentages of organic matter; gradation of sand, silt, and clay content; cation exchange capacity; sodium absorption ratio; deleterious material; pH; and mineral and plant-nutrient content of the soil.

CCPRC Pool Projects 32 93 00-2 Job #17034 May 2018 ©2017 Water Technology, Inc. 1. Testing methods and written recommendations shall comply with USDA's Handbook No. 60. 2. The soil-testing laboratory shall oversee soil sampling; with depth, location, and number of samples to be taken per instructions from Architect. A minimum of three representative samples shall be taken from varied locations for each soil to be used or amended for planting purposes. 3. Report suitability of tested soil for plant growth. a. Based upon the test results, state recommendations for soil treatments and soil amendments to be incorporated. State recommendations in weight per 1000 sq. ft. or volume per cu. yd. for nitrogen, phosphorus, and potash nutrients and soil amendments to be added to produce satisfactory planting soil suitable for healthy, viable plants. b. Report presence of problem salts, minerals, or heavy metals, including aluminum, arsenic, barium, cadmium, chromium, cobalt, lead, lithium, and vanadium. If such problem materials are present, provide additional recommendations for corrective action. D. Provide quality, size, genus, species, and variety of plants indicated, complying with applicable requirements in ANSI Z60.1. E. Measurements: Measure according to ANSI Z60.1. Do not prune to obtain required sizes. 1. Trees and Shrubs: Measure with branches and trunks or canes in their normal position. Take height measurements from or near the top of the root flare for field-grown stock and container grown stock. Measure main body of tree or shrub for height and spread; do not measure branches or roots tip to tip. Take caliper measurements 6 inches above the root flare for trees up to 4-inch caliper size, and 12 inches above the root flare for larger sizes. 2. Other Plants: Measure with stems, petioles, and foliage in their normal position. F. Plant Material Observation: Architect may observe plant material either at place of growth or at site before planting for compliance with requirements for genus, species, variety, cultivar, size, and quality. Architect retains right to observe trees and shrubs further for size and condition of balls and root systems, pests, disease symptoms, injuries, and latent defects and to reject unsatisfactory or defective material at any time during progress of work. Remove rejected trees or shrubs immediately from Project site. 1. Notify Architect of sources of planting materials seven days in advance of delivery to site. G. Preinstallation Conference: Conduct conference at Project site. H. Authorities Having Jurisdiction: Conform to requirements of all authorities having jurisdiction. 1. Where conflicts exist between the requirements of the Contract Documents and those of authorities having jurisdiction, the higher quality or more restrictive requirement shall apply.

1.6 DELIVERY, STORAGE, AND HANDLING A. Packaged Materials: Deliver packaged materials in original, unopened containers showing weight, certified analysis, name and address of manufacturer, and indication of conformance with state and federal laws if applicable. B. Bulk Materials: 1. Do not dump or store bulk materials near structures, utilities, walkways and pavements, or on existing turf areas or plants. 2. Provide erosion-control measures to prevent erosion or displacement of bulk materials, discharge of soil-bearing water runoff, and airborne dust reaching adjacent properties, water conveyance systems, or walkways.

CCPRC Pool Projects 32 93 00-3 Job #17034 May 2018 ©2017 Water Technology, Inc. 3. Accompany each delivery of bulk fertilizers, lime, and soil amendments with appropriate certificates. C. Do not prune trees and shrubs before delivery. Protect bark, branches, and root systems from sun scald, drying, wind burn, sweating, whipping, and other handling and tying damage. Do not bend or bind-tie trees or shrubs in such a manner as to destroy their natural shape. Provide protective covering of plants during shipping and delivery. Do not drop plants during delivery and handling. D. Handle planting stock by root ball. E. Deliver plants after preparations for planting have been completed, and install immediately. If planting is delayed more than six hours after delivery, set plants and trees in their appropriate aspect (sun, filtered sun, or shade), protect from weather and mechanical damage, and keep roots moist. 1. Set balled stock on ground and cover ball with soil, peat moss, sawdust, or other acceptable material. 2. Do not remove container-grown stock from containers before time of planting. 3. Water root systems of plants stored on-site deeply and thoroughly with a fine-mist spray. Water as often as necessary to maintain root systems in a moist, but not overly-wet condition.

1.7 PROJECT CONDITIONS A. Field Measurements: Verify actual grade elevations, service and utility locations, irrigation system components, and dimensions of plantings and construction contiguous with new plantings by field measurements before proceeding with planting work. 1. Notify Architect no fewer than two days in advance of proposed interruption of each service or utility. 2. Do not proceed with interruption of services or utilities without Architect's written permission. B. Weather Limitations: Proceed with planting only when existing and forecasted weather conditions permit planting to be performed when beneficial and optimum results may be obtained. Apply products during favorable weather conditions according to manufacturer's written instructions and warranty requirements. C. Coordination with Turf Areas (Lawns): Plant trees, shrubs, and other plants after finish grades are established and before planting turf areas unless otherwise indicated. 1. When planting trees, shrubs, and other plants after planting turf areas, protect turf areas, and promptly repair damage caused by planting operations.

1.8 WARRANTY A. Special Warranty: Installer agrees to repair or replace plantings and accessories that fail in materials, workmanship, or growth within specified warranty period. 1. Failures include, but are not limited to, the following: a. Death and unsatisfactory growth, except for defects resulting from abuse, lack of adequate maintenance, or neglect by Owner, or incidents that are beyond Contractor's control. b. Structural failures including plantings falling or blowing over. c. Deterioration of metals, metal finishes, and other materials beyond normal weathering. 2. Warranty Periods from Date of Final Completion: a. Trees, Shrubs, Vines, and Ornamental Grasses: 12 months. b. Ground Covers, Biennials, Perennials, and Other Plants: 12 months. 3. Include the following remedial actions as a minimum:

CCPRC Pool Projects 32 93 00-4 Job #17034 May 2018 ©2017 Water Technology, Inc. a. Immediately remove dead plants and replace unless required to plant in the succeeding planting season. b. Replace plants that are more than 25 percent dead or in an unhealthy condition at end of warranty period.

1.9 MAINTENANCE SERVICE A. Initial Maintenance Service for Plants: Provide maintenance by skilled employees of landscape Installer. Maintain as required in Part 3. Begin maintenance immediately after plants are installed and continue until plantings are acceptably healthy and well established but for not less than maintenance period below. 1. Maintenance Period: Until date of Final Completion.

PART 2 - PRODUCTS

2.1 PLANT MATERIAL A. General: Furnish nursery-grown plants true to genus, species, variety, cultivar, stem form, shearing, and other features indicated in Plant Schedule shown on Drawings and complying with ANSI Z60.1; and with healthy root systems developed by transplanting or root pruning. Provide well-shaped, fully branched, healthy, vigorous stock, densely foliated when in leaf and free of disease, pests, eggs, larvae, and defects such as knots, sun scald, injuries, abrasions, and disfigurement. 1. Plants shall be container-grown or Balled and burlapped only. Balled and potted; bare root; and fabric bag-grown plants will not be accepted. 2. Trees with damaged, crooked, or multiple leaders; tight vertical branches where bark is squeezed between two branches or between branch and trunk ("included bark"); crossing trunks; cut-off limbs more than 3/4 inch in diameter; or with stem girdling roots will be rejected. 3. Collected Stock: Do not use plants harvested from the wild, from native stands, from an established landscape planting, or not grown in a nursery unless otherwise indicated. B. Provide plants of sizes, grades, and ball or container sizes complying with ANSI Z60.1 for types and form of plants required. Plants of a larger size may be used if acceptable to Architect, with a proportionate increase in size of roots or balls. C. Root-Ball Depth: Furnish trees and shrubs with root balls measured from top of root ball, which shall begin at root flare according to ANSI Z60.1. Root flare shall be visible before planting. D. Labeling: Label each plant of each variety, size, and caliper with a securely attached, waterproof tag bearing legible designation of common name and full scientific name, including genus and species. Include nomenclature for hybrid, variety, or cultivar, if applicable for the plant as shown on Drawings. E. If formal arrangements or consecutive order of plants is shown on Drawings, select stock for uniform height and spread, and number the labels to assure symmetry in planting.

2.2 INORGANIC SOIL AMENDMENTS A. Provide inorganic soil amendments in quantities and proportions recommended by soil analysis report. B. Lime: ASTM C 602, agricultural liming material containing a minimum of 80 percent calcium carbonate equivalent and as follows: 1. Class: O, with a minimum of 95 percent passing through No. 8 sieve and a minimum of 55 percent passing through No. 60 sieve. 2. Provide lime in form of ground dolomitic limestone.

CCPRC Pool Projects 32 93 00-5 Job #17034 May 2018 ©2017 Water Technology, Inc. C. Sulfur: Granular, biodegradable, and containing a minimum of 90 percent sulfur, with a minimum of 99 percent passing through No. 6 sieve and a maximum of 10 percent passing through No. 40 sieve. D. Iron Sulfate: Granulated ferrous sulfate containing a minimum of 20 percent iron and 10 percent sulfur. E. Aluminum Sulfate: Commercial grade, unadulterated. F. Perlite: Horticultural perlite, soil amendment grade. G. Agricultural Gypsum: Minimum 90 percent calcium sulfate, finely ground with 90 percent passing through No. 50 sieve. H. Sand: Clean, washed, natural or manufactured, and free of toxic materials. I. Diatomaceous Earth: Calcined, 90 percent silica, with approximately 140 percent water absorption capacity by weight. J. Zeolites: Mineral clinoptilolite with at least 60 percent water absorption by weight.

2.3 ORGANIC SOIL AMENDMENTS A. Provide organic soil amendments in quantities and proportions recommended by soil analysis report. B. Compost: Well-composted, stable, and weed-free organic matter, pH range of 5.5 to 8; moisture content 35 to 55 percent by weight; 100 percent passing through 1/2-inch sieve; soluble salt content of 5 to 10 decisiemens/m; not exceeding 0.5 percent inert contaminants and free of substances toxic to plantings; and as follows: 1. Organic Matter Content: 50 to 60 percent of dry weight. 2. Feedstock: Agricultural, food, or industrial residuals; biosolids; yard trimmings; or source- separated or compostable mixed solid waste. C. Sphagnum Peat: Partially decomposed sphagnum peat moss, finely divided or granular texture, with a pH range of 3.4 to 4.8. D. Wood Derivatives: Decomposed, nitrogen-treated sawdust, ground bark, or wood waste; of uniform texture and free of chips, stones, sticks, soil, or toxic materials. 1. In lieu of decomposed wood derivatives, mix partially decomposed wood derivatives with ammonium nitrate at a minimum rate of 0.15 lb/cu. ft. of loose sawdust or ground bark, or with ammonium sulfate at a minimum rate of 0.25 lb/cu. ft. of loose sawdust or ground bark. E. Manure: Well-rotted, unleached, stable or cattle manure containing not more than 25 percent by volume of straw, sawdust, or other bedding materials; free of toxic substances, stones, sticks, soil, weed seed, debris, and material harmful to plant growth.

2.4 FERTILIZERS A. Provide fertilizers in quantities and proportions recommended by soil analysis report. B. Bonemeal: Commercial, raw or steamed, finely ground; a minimum of 4 percent nitrogen and 20 percent phosphoric acid. C. Superphosphate: Commercial, phosphate mixture, soluble; a minimum of 20 percent available phosphoric acid. D. Commercial Fertilizer: Commercial-grade complete fertilizer of neutral character, consisting of fast- and slow-release nitrogen, 50 percent derived from natural organic sources of urea formaldehyde, phosphorous, and potassium in the following composition: 1. Composition: Nitrogen, phosphorous, and potassium in amounts recommended in soil reports from a qualified soil-testing laboratory.

CCPRC Pool Projects 32 93 00-6 Job #17034 May 2018 ©2017 Water Technology, Inc. E. Slow-Release Fertilizer: Granular or pelleted fertilizer consisting of 50 percent water-insoluble nitrogen, phosphorus, and potassium in the following composition: 1. Composition: Nitrogen, phosphorous, and potassium in amounts recommended in soil reports from a qualified soil-testing laboratory. F. Planting Tablets: Tightly compressed chip type, long-lasting, slow-release, commercial-grade planting fertilizer in tablet form. Tablets shall break down with soil bacteria, converting nutrients into a form that can be absorbed by plant roots. 1. Nutrient Composition: 20 percent nitrogen, 10 percent phosphorous, and 5 percent potassium, by weight plus micronutrients. G. Chelated Iron: Commercial-grade FeEDDHA for dicots and woody plants, and commercial- grade FeDTPA for ornamental grasses and monocots.

2.5 PLANTING SOILS A. At Contractor’s option, provide one or more of the following planting soils. All soils used for planting shall be prepared as necessary using soil amendments and fertilizers in the quantities recommended in the soil analysis report to produce satisfactory planting soil suitable for healthy, viable plants. 1. Planting Soil: Existing, native surface topsoil formed under natural conditions with the duff layer retained during excavation process and stockpiled on-site. Verify suitability of native surface topsoil to produce viable planting soil. Clean soil of roots, plants, sod, stones, clay lumps, and other extraneous materials harmful to plant growth. a. Supplement with another specified planting soil when quantities are insufficient. b. Mix existing, native surface topsoil with soil amendments and fertilizers in the quantities recommended in the soil analysis report to produce planting soil. 2. Planting Soil: Imported topsoil or manufactured topsoil from off-site sources. Obtain topsoil displaced from naturally well-drained construction or mining sites where topsoil occurs at least 4 inches deep; do not obtain from agricultural land, bogs, or marshes. a. Additional Properties of Imported Topsoil or Manufactured Topsoil: Screened and free of stones 1 inch or larger in any dimension; free of roots, plants, sod, clods, clay lumps, pockets of coarse sand, paint, paint washout, concrete slurry, concrete layers or chunks, cement, plaster, building debris, oils, gasoline, diesel fuel, paint thinner, turpentine, tar, roofing compound, acid, and other extraneous materials harmful to plant growth; free of obnoxious weeds and invasive plants including quackgrass, Johnsongrass, poison ivy, nutsedge, nimblewill, Canada thistle, bindweed, bentgrass, wild garlic, ground ivy, perennial sorrel, and bromegrass; not infested with nematodes; grubs; or other pests, pest eggs, or other undesirable organisms and disease-causing plant pathogens; friable and with sufficient structure to give good tilth and aeration. Continuous, air-filled pore space content on a volume/volume basis shall be at least 15 percent when moisture is present at field capacity. Soil shall have a field capacity of at least 15 percent on a dry weight basis. b. Mix imported topsoil or manufactured topsoil with soil amendments and fertilizers in the quantities recommended in the soil analysis report to produce planting soil.

2.6 MULCHES A. Organic Mulch: Free from deleterious materials and suitable as a top dressing of trees and shrubs, consisting of one of the following: 1. Type: Hardwood Mulch 2. Size Range for chipped or shredded mulch (where applicable): 3 inches maximum, 1/2 inch minimum.

2.7 PESTICIDES AND HERBICIDES A. General: Pesticide registered and approved by EPA, acceptable to authorities having jurisdiction, and of type recommended by manufacturer for each specific problem and as required for Project conditions and application. Do not use restricted pesticides unless authorized in writing by authorities having jurisdiction. B. Pre-Emergent Herbicide (Selective and Non-Selective): Effective for controlling the germination or growth of weeds within planted areas at the soil level directly below the mulch layer. C. Post-Emergent Herbicide (Selective and Non-Selective): Effective for controlling weed growth that has already germinated.

2.8 MISCELLANEOUS PRODUCTS A. Mycorrhizal Fungi: Dry, granular inoculant containing at least 5300 spores per lb of vesicular- arbuscular mycorrhizal fungi and 95 million spores per lb of ectomycorrhizal fungi, 33 percent hydrogel, and a maximum of 5.5 percent inert material.

PART 3 - EXECUTION

3.1 EXAMINATION A. Examine areas to receive plants for compliance with requirements and conditions affecting installation and performance. 1. Verify that no foreign or deleterious material or liquid such as paint, paint washout, concrete slurry, concrete layers or chunks, cement, plaster, oils, gasoline, diesel fuel, paint thinner, turpentine, tar, roofing compound, or acid has been deposited in soil within a planting area. 2. Do not mix or place soils and soil amendments in frozen, wet, or muddy conditions. 3. Suspend soil spreading, grading, and tilling operations during periods of excessive soil moisture until the moisture content reaches acceptable levels to attain the required results. 4. Uniformly moisten excessively dry soil that is not workable and which is too dusty. B. Proceed with installation only after unsatisfactory conditions have been corrected. C. If contamination by foreign or deleterious material or liquid is present in soil within a planting area, remove the soil and contamination as directed by Architect and replace with new planting soil.

3.2 PREPARATION A. Protect structures, utilities, sidewalks, pavements, and other facilities and turf areas and existing plants from damage caused by planting operations. B. Install erosion-control measures to prevent erosion or displacement of soils and discharge of soil- bearing water runoff or airborne dust to adjacent properties and walkways. C. Lay out individual tree and shrub locations and areas for multiple plantings. Stake locations, outline areas, adjust locations when requested, and obtain Architect's acceptance of layout before excavating or planting. Make minor adjustments as required. D. Apply antidesiccant to trees and shrubs using power spray to provide an adequate film over trunks (before wrapping), branches, stems, twigs, and foliage to protect during digging, handling, and transportation. 1. If deciduous trees or shrubs are moved in full leaf, spray with antidesiccant at nursery before moving and again two weeks after planting.

CCPRC Pool Projects 32 93 00-8 Job #17034 May 2018 ©2017 Water Technology, Inc. E. Wrap trees and shrubs with burlap fabric over trunks, branches, stems, twigs, and foliage to protect from wind and other damage during digging, handling, and transportation.

3.3 PLANTING AREA ESTABLISHMENT A. Loosen subgrade of planting areas to a minimum depth of 8 inches. Remove stones larger than 1 inch in any dimension and sticks, roots, rubbish, and other extraneous matter and legally dispose of them off Owner's property. 1. Apply superphosphate fertilizer directly to subgrade before loosening. 2. Thoroughly blend planting soil off-site before spreading or spread topsoil, apply soil amendments and fertilizer on surface, and thoroughly blend planting soil. a. Delay mixing fertilizer with planting soil if planting will not proceed within a few days. b. Mix lime with dry soil before mixing fertilizer. 3. Spread planting soil to a depth of 8 inches but not less than required to meet finish grades after natural settlement. Do not spread if planting soil or subgrade is frozen, muddy, or excessively wet. a. Spread approximately one-half the thickness of planting soil over loosened subgrade. Mix thoroughly into top 4 inches of subgrade. Spread remainder of planting soil. B. Finish Grading: Grade planting areas to a smooth, uniform surface plane with loose, uniformly fine texture. Roll and rake, remove ridges, and fill depressions to meet finish grades. C. Before planting, obtain Architect's acceptance of finish grading; restore planting areas if eroded or otherwise disturbed after finish grading. D. Application of Mycorrhizal Fungi: At time of planting, broadcast dry product uniformly over prepared soil at application rate instructed by manufacturer.

3.4 EXCAVATION FOR TREES AND SHRUBS A. Planting Pits and Trenches: Excavate circular planting pits with sides sloping inward at a 60- degree angle. Excavations with vertical sides shall be avoided. Trim perimeter of bottom leaving center area of bottom raised slightly to support root ball and assist in drainage away from center. Do not further disturb base. Ensure that root ball will sit on undisturbed base soil to prevent settling. Scarify sides of planting pit smeared or smoothed during excavation. 1. Excavate approximately three times as wide as root ball diameter. 2. Excavate at least 12 inches wider than root spread and deep enough to accommodate vertical roots for bare-root stock. 3. Do not excavate deeper than depth of the root ball, measured from the root flare to the bottom of the root ball. 4. If area under the plant was initially dug too deep, add soil to raise it to the correct level and thoroughly tamp the added soil to prevent settling. 5. Maintain required angles of repose of adjacent materials as shown on the Drawings. Do not excavate subgrades of adjacent paving, structures, hardscapes, or other new or existing improvements. 6. Maintain supervision of excavations during working hours. 7. Keep excavations covered or otherwise protected overnight and when unattended by Installer's personnel. B. Subsoil and topsoil removed from excavations may be used as planting soil for individually planted trees that are not located within a prepared plant bed. C. Obstructions: Notify Architect if unexpected rock or obstructions detrimental to trees or shrubs are encountered in excavations.

CCPRC Pool Projects 32 93 00-9 Job #17034 May 2018 ©2017 Water Technology, Inc. 1. Hardpan Layer: Drill 6-inch- diameter holes, 24 inches apart, into free-draining strata or to a depth of 10 feet, whichever is less, and backfill with free-draining material. D. Drainage: Notify Architect if subsoil conditions evidence unexpected water seepage or retention in tree or shrub planting pits.

3.5 TREE, SHRUB, AND VINE PLANTING A. Before planting, verify that root flare is visible at top of root ball according to ANSI Z60.1. If root flare is not visible, remove soil in a level manner from the root ball to where the top-most root emerges from the trunk. After soil removal to expose the root flare, verify that root ball still meets size requirements. B. Remove stem girdling roots and kinked roots. Remove injured roots by cutting cleanly; do not break. C. Set balled and burlapped stock plumb and in center of planting pit or trench with root flare 2 inches above adjacent finish grades. 1. Use excavated soil for backfill. 2. After placing some backfill around root ball to stabilize plant, carefully cut and remove burlap, rope, and wire baskets from tops of root balls and from sides, but do not remove from under root balls. Remove pallets, if any, before setting. Do not use planting stock if root ball is cracked or broken before or during planting operation. 3. Backfill around root ball in layers, tamping to settle soil and eliminate voids and air pockets. When planting pit is approximately one-half filled, water thoroughly before placing remainder of backfill. Repeat watering until no more water is absorbed. D. Set container-grown stock plumb and in center of planting pit or trench with root flare 1 inch above adjacent finish grades. 1. Use excavated soil for backfill. 2. Carefully remove root ball from container without damaging root ball or plant. 3. Backfill around root ball in layers, tamping to settle soil and eliminate voids and air pockets. When planting pit is approximately one-half filled, water thoroughly before placing remainder of backfill. Repeat watering until no more water is absorbed.

E. When planting on slopes, set the plant so the root flare on the uphill side is flush with the surrounding soil on the slope; the edge of the root ball on the downhill side will be above the surrounding soil. Apply enough soil to cover the downhill side of the root ball.

3.6 TREE, SHRUB, AND VINE PRUNING A. Prune, thin, and shape trees, shrubs, and vines according to standard professional horticultural and arboricultural practices. Unless otherwise indicated by Architect, do not cut tree leaders; remove only injured, dying, or dead branches from trees and shrubs; and prune to retain natural character. B. Do not apply pruning paint to wounds.

3.7 GROUND COVER AND PLANT PLANTING A. Set out and space ground cover and plants other than trees, shrubs, and vines as indicated in even rows with triangular spacing. B. Use planting soil for backfill. C. Dig holes large enough to allow spreading of roots. D. For rooted cutting plants supplied in flats, plant each in a manner that will minimally disturb the root system but to a depth not less than two nodes.

CCPRC Pool Projects 32 93 00-10 Job #17034 May 2018 ©2017 Water Technology, Inc. E. Work soil around roots to eliminate air pockets and leave a slight saucer indentation around plants to hold water. F. Water thoroughly after planting, taking care not to cover plant crowns with wet soil. G. Protect plants from hot sun and wind; remove protection if plants show evidence of recovery from transplanting shock.

3.8 PLANTING AREA MULCHING A. Mulch backfilled surfaces of planting areas and other areas indicated. 1. Trees and Tree-like Shrubs in Turf Areas: Apply mulch ring of 3-inch average thickness, with 30-inch radius around trunks or stems. Do not place mulch within 3 inches of trunks or stems. 2. Mulch in Planting Areas: Apply 3-inch average thickness of mulch as indicated on Drawings. Extend at least 12 inches beyond edge of individual planting pit or trench and over whole surface of planting area, and finish level with adjacent finish grades. Do not place mulch within 3 inches of trunks or stems, of trees.

3.9 EDGING INSTALLATION A. Shovel-Cut Edging: Separate mulched areas from turf areas with a 45-degree, 4- to 6-inch- deep, shovel-cut edge as shown on Drawings.

3.10 PLANT MAINTENANCE A. Maintain plantings by pruning, cultivating, watering, weeding, fertilizing, mulching, restoring planting saucers, adjusting and repairing tree-stabilization devices, resetting to proper grades or vertical position, and performing other operations as required to establish healthy, viable plantings. Spray or treat as required to keep trees and shrubs free of insects and disease. B. Fill in as necessary soil subsidence that may occur because of settling or other processes. Replace mulch materials damaged or lost in areas of subsidence. C. Apply treatments as required to keep plant materials, planted areas, and soils free of pests and pathogens or disease. Use integrated past management practices whenever possible to minimize the use of pesticides and reduce hazards. Treatments include physical controls such as hosing off foliage, mechanical controls such as traps, and biological control agents.

3.11 PESTICIDE AND HERBICIDE APPLICATION A. Apply pesticides and other chemical products and biological control agents in accordance with authorities having jurisdiction and manufacturer's written recommendations. Coordinate applications with Owner's operations and others in proximity to the Work. Notify Owner before each application is performed. B. Pre-Emergent Herbicides (Selective and Non-Selective): Apply to tree, shrub, and ground-cover areas in accordance with manufacturer's written recommendations. Do not apply to seeded areas. C. Post-Emergent Herbicides (Selective and Non-Selective): Apply only as necessary to treat already-germinated weeds and in accordance with manufacturer's written recommendations.

3.12 CLEANUP AND PROTECTION A. During planting, keep adjacent paving and construction clean and work area in an orderly condition. B. Protect plants from damage due to landscape operations and operations of other contractors and trades. Maintain protection during installation and maintenance periods. Treat, repair, or replace damaged plantings.

CCPRC Pool Projects 32 93 00-11 Job #17034 May 2018 ©2017 Water Technology, Inc. C. After installation and before Substantial Completion, remove nursery tags, nursery stakes, tie tape, labels, wire, burlap, and other debris from plant material, planting areas, and Project site.

3.13 DISPOSAL A. Remove surplus soil and waste material including excess subsoil, unsuitable soil, trash, and debris and legally dispose of them off Owner's property.

END OF SECTION 329300

STORM DRAINAGE SYSTEM

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. This Section includes gravity-flow, nonpressure storm drainage outside the building with the following components: 1. Drains. 2. Drainage structures. 3. Channel drainage systems. 4. Outlet protection. 5. Manholes.

1.3 DEFINITIONS

A. CMP: Corrugated Metal Pipe (Steel)

B. DIP: Ductile iron pipe

C. Drainage Structures: catch basins, curb inlets, junction boxes, weir inlets, pond outlet structures.

D. HDPE: High density polyethylene pipe

E. LLDPE: Linear low-density, polyethylene plastic.

F. NPS: Nominal pipe size

G. PE: Polyethylene plastic.

H. PP: Polypropylene plastic.

I. PVC: Polyvinyl chloride plastic.

J. SRCP: Reinforced Concrete Pipe (sealant joints)

K. GRCP: Reinforced Concrete Pipe (gasket joints)

1.4 PERFORMANCE REQUIREMENTS

A. Gravity-Flow, Nonpressure, Drainage-Piping Pressure Rating: Pipe joints shall be at least silttight, unless otherwise indicated.

A. Product Data: For the following: 1. Drains. 2. Channel drainage systems. 3. Outlet protection

B. Shop Drawings: Include plans, elevations, sections, details, and frames and covers for the following:

1. Manholes. 2. Drainage structures.

C. Field quality-control test reports.

D. Minutes of preinstallation conference.

1.6 QUALITY ASSURANCE

A. Authorities Having Jurisdiction: Conform to requirements of all authorities having jurisdiction.

1. Where conflicts exist between the requirements of the Contract Documents and those of authorities having jurisdiction, the higher quality or more restrictive requirement shall apply.

a. For locations within areas of DOT jurisdiction, perform all work, testing, and inspections in accordance with applicable DOT standards and procedures.

B. Preinstallation Conference: Conduct conference to comply with requirements in Division 01 Section "Project Meetings."

1. Review methods and procedures related to storm drainage installation including, but not limited to, the following:

a. Review requirements of the authorities having jurisdiction. b. Review site conditions and preparatory work. c. Review requirements for protecting work. d. Review and finalize construction schedule and verify availability of materials, Installer's personnel, equipment, and facilities needed to make progress and avoid delays. e. Review inspection schedule and procedures required to monitor and document quality assurance.

1.7 DELIVERY, STORAGE, AND HANDLING

A. Do not store plastic materials in direct sunlight. Support to prevent sagging and bending.

B. Protect pipe, pipe fittings, and seals from dirt and damage.

C. Handle manholes, drainage structures and pipe culverts according to manufacturer's written rigging instructions.

A. Interruption of Existing Storm Drainage Service: Do not interrupt service to facilities occupied by Owner or others unless permitted under the following conditions and then only after arranging to provide temporary service according to requirements indicated:

1. Notify Architect no fewer than two days in advance of proposed interruption of service. 2. Do not proceed with interruption of service without Architect's written permission.

PART 2 - PRODUCTS

2.1 CONCRETE PIPE (GRCP and SRCP)

A. Reinforced-Concrete Sewer Pipe: ASTM C 76, with bell-and-spigot or groove and tongue ends.

1. Class III, Wall B. 2. Joints shall be as follows:

a. Where indicated as GRCP on Drawings: gasketed joints with ASTM C 443, rubber gaskets. b. Where indicated as SRCP on Drawings: sealant joints with ASTM C 990, bitumen or butyl-rubber sealant.

2.2 ELLIPTICAL CONCRETE PIPE (ECP)

A. Reinforced-Concrete Elliptical Pipe: ASTM C 507, with bell-and-spigot or groove and tongue ends.

1. Class HE-III, Wall B. 2. Sealant joints with ASTM C 990, bitumen or butyl-rubber sealant.

2.3 GEOTEXTILES

A. Pipe Joint Wrap Geotextile: Nonwoven needle-punched geotextile, manufactured for subsurface drainage applications, made from polyolefins or polyesters; with elongation greater than 50 percent; complying with AASHTO M 288 and the following, measured per test methods referenced:

1. Width: Min. 18” or sufficient to extend beyond the joint and base of pipe bell at least 6 inches on each side. 2. Length: One continuous piece of sufficient length to extend around the entire pipe circumference with a 12” overlap. 3. Survivability: Class 1, Type A, B, or C; SCDOT Standard Specs 4. Grab Tensile Strength: 90 lbf; ASTM D 4632. 5. Puncture Strength: 60 lbf; ASTM D 4833. 6. Trapezoidal Tear: 40 lbf; ASTM D-4533 7. Apparent Opening Size: No. 70 sieve, maximum; ASTM D 4751. 8. Permittivity: 2.2 second-1, minimum; ASTM D 4491. 9. UV Stability: 70 percent after 500 hours' exposure; ASTM D 4355. 10. Water Flow Rate: 150 gal/min/ft2; ASTM D-4491

A. Gray-Iron Area Drains: ASME A112.21.1M, round body with anchor flange and round[ secured] grate. Include bottom outlet with inside calk or spigot connection, of sizes indicated.

1. Manufacturers:

a. Josam Company. b. MIFAB Manufacturing, Inc. c. Smith, Jay R. Mfg. Co. d. Wade Div.; Tyler Pipe. e. Watts Industries, Inc. f. Watts Industries, Inc.; Enpoco, Inc. Div. g. Zurn Industries, Inc.; Zurn Specification Drainage Operation.

2. Top-Loading Classification(s): Medium and heavy duty.

2.5 CONCRETE

A. General: Class 3000 concrete in accordance with Section 701 of the South Carolina Department of Transportation Standard Specifications for Highway Construction.

B. Portland Cement Design Mix: 3000 psi minimum, with 0.45 maximum water-cementitious materials ratio.

1. Reinforcement Fabric: ASTM A 185, steel, welded wire fabric, plain. 2. Reinforcement Bars: ASTM A 615/A 615M, Grade 60, deformed steel.

2.6 CONCRETE DRAINAGE STRUCTURES

A. Drainage Structure Boxes: Precast reinforced concrete in accordance with Section 719 of the South Carolina Department of Transportation Standard Specifications for Highway Construction.

1. Design: ASTM C 913, designed according to ASTM C 890 for A-16 (ASSHTO HS20-44), heavy-traffic, structural loading. 2. Configuration: as indicated on South Carolina Department of Transportation Standard Drawing 719-305. 3. Depth and Size: as indicated on Drawings. 4. Pipe Openings: as required for pipe size and location.

a. Must be integral to design and provided at time of original casting. b. Where possible, orient structure so pipes enter through walls. Pipes may enter through corners provided a minimum of 6” wall space is provided to top and other openings.

5. Risers: Precast reinforced concrete as indicated on South Carolina Department of Transportation Standard Drawing 719-315. 6. Steps: Individual ASTM A 615/A 615M, deformed, 1/2-inch steel reinforcing rods encased in ASTM D 4101, PP wide enough to allow worker to place both feet on 1 step and designed to prevent lateral slippage off of step. Cast or anchor steps into sidewalls at 12 to 16-inch intervals. Omit steps if total depth from floor of box to finished grade is less than 54 inches. 7. Joint Sealant: ASTM C 990, bitumen or butyl rubber.

B. Catch Basins: Conforming to Section 719 of the South Carolina Department of Transportation Standard Specifications for Highway Construction.

1. Transitional Top Slabs (where required): At a minimum, as indicated on South Carolina Department of Transportation Standard Drawing 719-330 with additional reinforcing as required for opening. 2. Frames and Grates: as indicated on Drawings or as required by agency having authority.

a. Cast Iron: conforming to AASHTO M 105, Class 35B. b. Steel Tubing: conforming to ASTM A 53, Schedule 80. c. All finished frames and grates shall conform to the alternate load test of AASHTO M 306.

C. Junction Boxes: Conforming to Section 719 of the South Carolina Department of Transportation Standard Specifications for Highway Construction.

1. Top Slabs: At a minimum, as indicated on South Carolina Department of Transportation Standard Drawing 719-330 with additional reinforcing as required for opening. 2. Frames and Covers: Ferrous; 24-inch ID by 7- to 9-inch riser with 4-inch minimum width flange and 26-inch diameter cover. Include indented top design with lettering cast into cover, using wording or design required by agency having authority. Where no specific wording or design is required by agency, wording equivalent to "STORM SEWER" shall be cast.

a. Material: ASTM A 48, Class 35 gray iron, unless otherwise indicated. b. Protective Coating: Foundry-applied, SSPC-Paint 16, coal-tar, epoxy-polyamide paint; 10-mil minimum thickness applied to all surfaces, unless otherwise noted.

D. Curb Inlets: Conforming with Section 719 of the South Carolina Department of Transportation Standard Specifications for Highway Construction.

1. Top Slabs and Throats: As indicated on Drawings and conforming to South Carolina Department of Transportation Standard Drawings 719-016, 719-017, and 719-018 as applicable. 2. Throat Transitions to Curb: Cast-in-place concrete, hand formed to provide smooth transition to adjoining curb. Finish to match adjoining curb. 3. Frames and Covers: Ferrous; 24 inch ID. Frame designed to be embedded in concrete with top flush to concrete surface. 2-1/2 inch minimum width flange and 24 inch diameter cover. Include indented top design with lettering cast into cover, using wording or design required by agency having authority. Where no specific wording or design is required by agency, wording equivalent to "STORM SEWER" shall be cast.

E. Gutter Inlets: Conforming to Section 719 of the South Carolina Department of Transportation Standard Specifications for Highway Construction.

CCPRC Pool Projects 33 41 00-5 Job #17034 May 2018 ©2017 Water Technology, Inc. a. Cast Iron: conforming to AASHTO M 105, Class 35B. b. Steel Tubing: conforming to ASTM A 53, Schedule 80. c. All finished frames and grates shall conform to the alternate load test of AASHTO M 306.

F. Weir Inlets: Conforming to Section 719 of the South Carolina Department of Transportation Standard Specifications for Highway Construction.

1. Top Slabs: At a minimum, as indicated on South Carolina Department of Transportation Standard Drawing 719-330 with additional reinforcing as required for opening. 2. Frames and Covers: Ferrous; 24 inch ID. Frame designed to be embedded in concrete with top flush to concrete surface. 2-1/2 inch minimum width flange and 24 inch diameter cover. Include indented top design with lettering cast into cover, using wording or design required by agency having authority. Where no specific wording or design is required by agency, wording equivalent to "STORM SEWER" shall be cast.

G. Pond Outlet Structures: Conforming to Section 719 of the South Carolina Department of Transportation Standard Specifications for Highway Construction.

1. Top Slabs (where indicated): At a minimum, as indicated on South Carolina Department of Transportation Standard Drawing 719-330 with additional reinforcing as required for opening. 2. Frames and Covers (where indicated): Ferrous; 24 inch ID. Frame designed to be embedded in concrete with top flush to concrete surface. 2-1/2 inch minimum width flange and 24 inch diameter cover. Include indented top design with lettering cast into cover, using wording or design required by agency having authority. Where no specific wording or design is required by agency, wording equivalent to "STORM SEWER" shall be cast.

3. Frames and Grates (where indicated): as indicated on Drawings or as required by agency having authority.

a. Cast Iron: conforming to AASHTO M 105, Class 35B. b. Steel Tubing: conforming to ASTM A 53, Schedule 80. c. Plastic: HDPE 4. Fastenings: Stainless steel, as recommended by manufacturer.

2.7 PVC DRAINAGE STRUCTURES

A. Inline Drains: Nyloplast type or approved equal, manufactured from PVC pipe stock meeting the requirements of ASTM D 3034. Fabrication shall utilize a thermo-molding process to reform the pipe stock to the required configuration. The pipe connection stubs shall be manufactured from PVC pipe stock and formed to provide a watertight connection with the indicated pipe material. Finished joint system shall meet the requirements of ASTM D 3212.

1. Grates: Ductile Iron meeting the requirements or ASTM A 536, Grade 70-50-05.

CCPRC Pool Projects 33 41 00-6 Job #17034 May 2018 ©2017 Water Technology, Inc. a. Furnished by the same manufacturer as part of an integral system. b. Shall be capable of supporting ASSHTO H-25 loading. c. Protective Coating: Foundry-applied black paint.

2. Manufacturers:

a. Advanced Drainage Systems, Inc. b. Hancor, Inc.

2.8 PIPE INLETS AND OUTLETS

A. Head Walls: Precast reinforced concrete, with apron and tapered sides.

1. Manufacturers:

a. Propex Geosynthetics: (Pyramat) b. North American Green: (P550) c. American Excelsior Co.: (Recyclex)

PART 3 - EXECUTION

3.1 SCDOT JURSIDICTION

A. For drainage pipe culverts located within areas of SCDOT jurisdiction, installation shall be in accordance with Supplementary Technical Specification SC-M-714 of the South Carolina Department of Transportation Standard Specifications for Highway Construction.

3.2 EARTHWORK

A. Excavation, trenching, and backfilling are specified in Section titled "Earth Moving."

B. Protect and maintain erosion and sedimentation controls, which are specified in Section titled "Site Clearing," during earthwork operations.

3.3 PIPING INSTALLATION

A. General Locations and Arrangements: Drawing plans and details indicate location and arrangement of underground storm drainage piping. Location and arrangement of piping layout take design considerations into account. Install piping as indicated. Where specific installation is not indicated, follow piping manufacturer's written instructions.

B. Install piping beginning at low point, true to grades and alignment indicated with unbroken continuity of invert. Place bell ends of piping facing upstream. Install gaskets, seals, sleeves, and couplings according to manufacturer's written instructions for use of lubricants, cements, and other installation requirements.

CCPRC Pool Projects 33 41 00-7 Job #17034 May 2018 ©2017 Water Technology, Inc. C. Install manholes or drainage structures for changes in direction unless fittings are indicated. Use manholes or drainage structures for branch connections unless direct connection into existing sewer is indicated.

D. Install proper size increasers, reducers, and couplings where different sizes or materials of pipes and fittings are connected. Reducing size of piping in direction of flow is prohibited.

E. Tunneling: Install pipe under streets or other obstructions that cannot be disturbed by tunneling, jacking, or a combination of both.

F. Install gravity-flow, nonpressure drainage piping according to the following as applicable:

1. Install piping pitched down in direction of flow, at minimum slope of 0.20 percent, unless otherwise indicated. 2. Install piping below frost line. 3. Install reinforced-concrete sewer piping, elliptical concrete pipe, and concrete box culverts according to ASTM C 1479 and ACPA's "Concrete Pipe Installation Manual."

3.4 PIPE JOINT CONSTRUCTION

A. Join gravity-flow, nonpressure drainage piping according to the following as applicable:

1. Join ductile-iron culvert piping according to AWWA C600 for push-on joints. 2. Join ductile-iron and special fittings according to AWWA C600 or AWWA M41. 3. Join corrugated steel sewer piping according to ASTM A 798/A 798M. 4. Join corrugated HDPE piping according to CPPA 100 and the following:

a. Use silttight couplings for Type 2, silttight joints. b. Use watertight couplings for Type 3, watertight joints.

5. Join PP sewer piping according to ASTM D 2321 and ASTM D 3034 for elastomeric-seal joints or ASTM D 3034 for elastomeric gasket joints. 6. Join PVC sewer piping according to ASTM D 2321 and ASTM D 3034 for elastomeric-seal joints or ASTM D 3034 for elastomeric gasket joints. 7. Join reinforced-concrete sewer piping according to ASTM C 1479 and ACPA's "Concrete Pipe Installation Manual" for rubber-gasket, bitumen, or butyl-rubber sealant joints as applicable. 8. Join dissimilar pipe materials with nonpressure-type flexible couplings.

B. Wrap pipe joints with pipe joint wrap geotextile at least 18 inches in width. For larger pipe diameters where an 18 inch width is insufficient to completely cover the pipe bell, use a width sufficient to cover and extend beyond the bell at least 6 inches.

3.5 DRAIN INSTALLATION

A. Install type of drains in locations indicated. 1. Use medium-duty, top-loading classification drains in landscaped or foot-traffic areas. 2. Use heavy-duty, top-loading classification drains in vehicle-traffic service areas. 3. Use extra-heavy-duty, top-loading classification drains in roads areas.

B. Embed drains in 4-inch minimum depth of concrete around bottom and sides.

C. Fasten grates to drains if indicated.

E. Assemble trench sections with flanged joints.

F. Embed trench sections in 4-inch minimum concrete around bottom and sides.

3.6 MANHOLE INSTALLATION

A. General: Install manholes, complete with appurtenances and accessories indicated.

B. Install precast concrete manhole sections according to ASTM C 891.

C. For manholes that occur in pavements, set tops of frames and covers flush with finished surface. Set tops 2 inches above finished surface elsewhere, unless otherwise indicated.

3.7 CONCRETE DRAINAGE STRUCTURE INSTALLATION

A. General: Install drainage structures, complete with appurtenances and accessories indicated.

B. Install precast concrete drainage structure sections according to ASTM C 891.

C. Set tops, frames, grates and covers to elevations indicated.

D. Fabricate inlet throats to shape and elevations indicated.

E. Seal and grout all opening around pipe penetrations watertight.

3.8 PIPE INLET AND OUTLET INSTALLATION

A. Construct inlet and outlet head walls, aprons, and sides of reinforced concrete, as indicated.

1. Comply with the requirements of Sections 701, and 702 of the South Carolina Department of Transportation Standard Specifications for Highway Construction for measuring, mixing, transporting, and placing concrete.

B. Install outlets that spill onto grade, with flared end sections that match pipe, where indicated.

C. Install turf reinforcement mat as indicated and in accordance with manufacturer’s written instructions.

3.9 IDENTIFICATION

A. Materials and their installation are specified in Section titled "Earth Moving." Arrange for installation of green warning tape directly over piping and at outside edge of underground structures.

1. Use detectable warning tape over piping and over edges of underground structures.

A. Inspect interior of piping to determine whether line displacement or other damage has occurred. Inspect after approximately 24 inches of backfill is in place, and again at completion of Project.

1. Submit separate reports for each system inspection. 2. Defects requiring correction include the following:

a. Alignment: Less than full diameter of inside of pipe is visible between structures. b. Deflection: Flexible piping with deflection that prevents passage of ball or cylinder of size not less than 95 percent of piping diameter. c. Crushed, broken, cracked, or otherwise damaged piping. d. Infiltration: Water leakage into piping. e. Exfiltration: Water leakage from or around piping.

3. Replace defective piping using new materials, and repeat inspections until defects are within allowances specified. 4. Reinspect and repeat procedure until results are satisfactory.

B. Test new piping systems, and parts of existing systems that have been altered, extended, or repaired, for leaks and defects.

1. Do not enclose, cover, or put into service before inspection and approval. 2. Test completed piping systems according to authorities having jurisdiction. 3. Schedule tests and inspections by authorities having jurisdiction with at least 24 hours' advance notice. 4. Submit separate report for each test.

C. Video Documentation: Upon completion and prior to final inspection, complete a videotaped documentation of the completed piping system, along its interior length, utilizing equipment made expressly for the purpose. Provide a written report, inspection logs, and a copy of the inspection videotape to the Architect.

3.11 CLEANING

A. Clean interior of piping of dirt and superfluous materials. Collect flushed materials in sediment trapping devices: do not flush into downstream drainage systems or receiving waterbodys.

END OF SECTION 334100