HomeMy WebLinkAboutB12-0029 Specifications SiteworkDIVISION 2 – SITEWORK SPECIFICATIONS FOR LION SQUARE LODGE EAST BUILDING RENOVATION VAIL, EAGLE COUNTY, COLORADO February 6, 2012 ENGINEER: Peak Civil Engineering, Inc. 1000 Lions Ridge Loop Vail, Colorado 81657 (970) 476-8644
TABLE OF CONTENTS DIVISION 2 - SITEWORK 02080 Utility Materials 02230 Site Clearing 02240 Dewatering 02260 Excavation Support and Protection 02300 Earthwork 02370 Erosion Control 02510 Water Distribution 02620 Subdrainage 02630 Storm Drainage 02732 Roadway Base 02741 Asphaltic Concrete Pavement
L ION S QUARE L ODGE EAST Vail, Colorado SECTION 02080 - UTILITY MATERIALS PART 1 - G ENERAL 1.1 SUMMARY A. This Section includes the following utility materials and methods to complement other Division 2 Sections: 1. Piping materials and installation instructions common to most piping systems. 2. Concrete base construction requirements. 3. Equipment nameplate data requirements. 4. Nonshrink grout for equipment installations. 5. Field-fabricated metal and wood equipment supports. 6. Utility piping demolition. 7. Cutting and patching. 8. Touchup painting and finishing. B. Pipe and pipe fitting materials are specified in Division 2 piping Sections. 1.2 PERFORMANCE REQUIREMENTS A. Materials used should meet or exceed the requirements of the individual utility provider and the Town of Vail, Colorado. In case of conflict, the mo st restrictive requirements shall govern. 1.3 DEFINITIONS A. Exposed Installations: Exposed to view outdoors, or subject to outdoor ambient temperatures and weather conditions. B. Concealed Installations: Concealed from view a nd protected from weather conditions and physical contact by building occupants, but subject to outdoor ambient temperatures. Examples include installations within unheated shelters. C. The following are industry abbreviations for plastic materials: 1. ABS: Acrylonitrile-butadiene-styrene. 2. CPVC: Chlorinated polyvinyl chloride. 3. PE: Polyethylene. 4. PVC: Polyvinyl chloride. 1.4 SUBMITTALS A. Product Data: For identification materials and devices. B. Samples of color, lettering style, and other graphic representation requi red for each identification material and device. C. Shop Drawings: Detail fabrication and installation fo r metal and wood supports, and anchorage for utility piping materials and equipment. UTILITY MATERIALS 02080 - 1
L ION S QUARE L ODGE EAST Vail, Colorado D. Coordination Drawings: Detail major elements, co mponents, and systems of utility equipment and materials in relation to other syst ems, installations, and building com ponents. Show space requirements for installation and access. Indicate whether sequence and coordination of installations are important to efficient flow of the Work . Include the following: 1. Planned piping layout, including valve and specialty locations and valve-stem movement. 2. Clearances for installing and maintaining insulation. 3. Clearances for servicing and maintaining equipm ent, accessories, and specialties, including space for disassembly required for periodic maintenance. 4. Equipment and accessory service co nnections and support details. 5. Building, exterior wall, and foundation penetrations. 6. Sizes and location of required concrete bases. 7. Scheduling, sequencing, movement, and positioning of large equipment during construction. 8. Floor plans, elevations, and details to indicate penetrations in floors and walls, and their relationship to other penetrations and installations. E. Welding Certificates: Copies of certificates indicating compliance of welding procedures and personnel with requirements specified in the "Quality Assurance" Article of this Section. 1.5 QUALITY ASSURANCE A. Qualify welding processes and operato rs for structural steel according to AWS D1.1, "Structural Welding Code--Steel." B. Qualify welding processes and opera tors for piping according to the ASME Boiler and Pressure Vessel Code: Section IX, "Welding and Brazing Qualifications." 1. Comply with provisions of ASME B31 Series, "Code for Pressure Piping." 2. Certify that each welder has passed AWS qualifi cation tests for welding processes involved and that certification is current. C. Comply with ASME A13.1 for lettering size, length of color field, colors, and viewing angles of identification devices. D. Equipment Selection: Equipment of greater or larg er power, dimensions, capacities, and ratings may be furnished provided such proposed equipment is approved in writing and connecting mechanical and electrical services, circuit breakers, conduit, motors, bases, and equipment spaces are increased. If larger equipment is approved, no additional costs will be approved for these increases. If minimum energy ratings or efficiencies of equi pment are specified, equipment mu st meet design requirements and commissioning requirements. 1.6 DELIVERY, STORAGE, AND HANDLING A. Deliver pipes and tubes with factory-applied end caps. Maintain end caps through shipping, storage, and handling to prevent pipe-end damage and entrance of dirt, debris, and moisture. B. Protect stored pipes and tubes from moisture and dirt. Elevate above grade. Do not exceed structural capacity of floor, if stored inside. C. Protect flanges, fittings, and piping specialties from moisture and dirt. D. Store plastic pipes protected from direct sunlight. Support to prevent sagging and bending. UTILITY MATERIALS 02080 - 2
L ION S QUARE L ODGE EAST Vail, Colorado 1.7 SEQUENCING AND SCHEDULING A. Coordinate equipment installation with other components. B. Coordinate installation of required supporting devices and set sleeves in poured-in-place concrete and other structural components as they are constructed. C. Sequence, coordinate, and integrate installations of materials and equipment fo r efficient flow of the Work. D. Coordinate connection of piping systems with other exterior underground and overhead utilities and services. Comply with requirements of authorities ha ving jurisdiction, franchised service companies, and controlling agencies. E. Coordinate installation of identifying devices after completing covering and painting, if devices are applied to surfaces. PART 2 - PRO DUCTS 2.1 PIPE AND PIPE FITTINGS A. Refer to individual Division 2 Sections for pipe and fitting materials and joining methods. B. Pipe Threads: ASME B1.20.1 for factory-threaded pipe and pipe fittings. 2.2 JOINING MATERIALS A. Refer to individual Division 2 piping Sections for special joining materials not listed below. B. Pipe-Flange Gasket Materials: Suitable for chemical and thermal conditions of piping system contents. 1. ASME B16.21, nonmetallic, flat, asbestos free, 1/8-inch (3.2-mm) maximum thickness, unless otherwise indicated. a. Full-Face Type: For flat-face, Class 125 cast-iron and cast-bronze flanges. b. Narrow-Face Type: For raised-face, Class 250 cast-iron and steel flanges. 2. AWWA C110, rubber, flat face, 1/8 inch (3.2 mm) thick, unless otherwise indicated; and full-face or ring type, unless otherwise indicated. C. Flange Bolts and Nuts: ASME B18.2.1, carbon steel, unless otherwise indicated. D. Plastic Pipe-Flange Gasket, Bolts, and Nuts: Type and material recommended by piping system manufacturer, unless otherwise indicated. E. Solder Filler Metal: ASTM B 32. 1. Alloy Sn95 or Alloy Sn94: Approximately 95 percent tin and 5 percent silver, with 0.10 percent lead content. 2. Alloy E: Approximately 95 percent tin and 5 percent copper, with 0.10 percent maximum lead content. 3. Alloy HA: Tin-antimony-silver-copper zinc, with 0.10 percent maximum lead content. UTILITY MATERIALS 02080 - 3
L ION S QUARE L ODGE EAST Vail, Colorado 4. Alloy HB: Tin-antimony-silver-copper nickel, with 0.10 percent maximum lead content. 5. Alloy Sb5: 95 percent tin and 5 percent antimony, with 0.20 percent maximum lead content. F. Brazing Filler Metals: AWS A5.8. 1. BCuP Series: Copper-phosphorus alloys. 2. BAg1: Silver alloy. G. Welding Filler Metals: Comply with AWS D10.12 for welding materials appropriate for wall thickness and chemical analysis of steel pipe being welded. H. Solvent Cements: Manufacturer's standard solvent cements for the following: 1. ABS Plastic Piping: ASTM D 2235. 2. CPVC Plastic Piping: ASTM F 493. 3. PVC Plastic Piping: ASTM D 2564. In clude primer according to ASTM F 656. 4. ABS to PVC Plastic Piping Transition: ASTM D 3138. I. Plastic Pipe Seals: ASTM F 477, elastomeric gasket. J. Flanged, Ductile-Iron-Pipe Gaskets, Bolts, and Nuts : AWWA C110, rubber gasket, carbon-steel bolts and nuts. K. Couplings: Iron-body sleeve assembly, fabricated to match OD of plain-end, pressure pipes. 1. Sleeve: ASTM A 126, Class B, gray iron. 2. Followers: ASTM A 47 (ASTM A 47M) malleable iron or ASTM A 536 ductile iron. 3. Gaskets: Rubber. 4. Bolts and Nuts: AWWA C111. 5. Finish: Enamel paint. 2.3 PIPING SPECIALTIES A. Dielectric Fittings: Assembly or fitting with insulatin g material isolating joined dissimilar metals, to prevent galvanic action and to stop corrosion. 1. Description: Combination of copper alloy and ferrous; threaded, solder, plain, and weld neck end types; and matching piping system materials. 2. Insulating Material: Suitable for system fluid, pressure, and temperature. 3. Dielectric Unions: Factory-fa bricated union assembly, for 250-psig (1725-kPa) minimum working pressure at 180 deg F (82 deg C). 4. Dielectric Flanges: Factory-fabr icated, companion-flange assembly, for 150- or 300-psig (1035- or 2070-kPa) minimum working pressure as required to suit system pressures. 5. Dielectric-Flange Insulation Kits: Field-assemble d, companion-flange a ssembly; full-face or ring type. Components include neopren e or phenolic gasket, phenolic or PE bolt sleeves, phenolic washers, and steel backing washers. a. Provide separate companion flanges and steel bolts and nuts for 150- or 300-psig (1035- or 2070-kPa) minimum working pressure as required to suit system pressures. 6. Dielectric Couplings: Galvanized-steel coupling; with inert and noncorrosive, thermoplastic lining; threaded ends; and 300-psig (2070-kPa) minimum working pressure at 225 deg F (107 deg C). UTILITY MATERIALS 02080 - 4
L ION S QUARE L ODGE EAST Vail, Colorado 7. Dielectric Nipples: Electroplated steel nipple; with inert and noncorrosive, thermoplastic lining; plain, threaded, or grooved ends; and 300-psig (2070-kPa) minimum working pressure at 225 deg F (107 deg C). B. Mechanical sleeve seals for pipe penetrations through exterior building walls are specified in Division 15 Section "Basic Mechanical Materials and Methods." C. Sleeves: The following materials are for wall, floor, slab, and roof penetrations: 1. Steel Sheet Metal: 0.0239-inch (0.6-mm) minimum thickness, galvanized, round tube closed with welded longitudinal joint. 2. Steel Pipe: ASTM A 53, Type E, Grade A, Schedule 40, galvanized, plain ends. 3. Cast Iron: Cast or fabricated wall pipe equivalent to ductile-iron pressure pipe, with plain ends and integral water stop, unless otherwise indicated. 4. PVC Plastic: Manufactured, perm anent, with nailing flange for attaching to wooden forms. 5. PVC Plastic Pipe: ASTM D 1785, Schedule 40. 6. PE Plastic: Manufactured, reusable, tapered, cup-shaped, smooth outer surface; with nailing flange for attaching to wooden forms. 2.4 IDENTIFYING DEVICES AND LABELS A. General: Manufacturer's standard products of categories and types required for each application as referenced in other Division 2 Sections. If more than one type is specified for application, selection is Installer's option, but provide one selection fo r each product category. B. Equipment Nameplates: Metal nameplate with operational data engraved or stamped; permanently fastened to equipment. 1. Data: Manufacturer, product name, model number, serial number, capacity, operating and power characteristics, labels of tested compliances, and similar essential data. 2. Location: An accessible and visible location. C. Stencils: Standard stencils, prepared for require d applications with letter sizes complying with recommendations of ASME A13.1 for piping and similar applications, but at least 1-1/4-inch- (30-mm-) high letters for ductwork and at least 3/4-inch- (19-mm-) high le tters for access door signs and similar operational instructions. 1. Material: Fiberboard. 2. Material: Brass. 3. Stencil Paint: Standard exterior-type stenciling enamel; black, unless otherwise indicated; either brushing grade or pressurized spray-can form and grade. 4. Identification Paint: Standard identification enamel of colors indicated or, if not otherwise indicated for piping systems, comp ly with ASME A13.1 for colors. D. Snap-On Plastic Pipe Markers: Manufacturer's standard preprinted, semirigid, snap on, color-coded, complying with ASME A13.1. E. Pressure-Sensitive Pipe Markers: Manufacturer's st andard preprinted, permanent-adhesive, color-coded, pressure-sensitive vinyl, complying with ASME A13.1. F. Plastic Duct Markers: Manufacturer's standard color-coded laminated plastic. Comply with the following color-codes: 1. Green: Cold air. UTILITY MATERIALS 02080 - 5
L ION S QUARE L ODGE EAST Vail, Colorado 2. Yellow: Hot air. 3. Yellow/Green or Green: Supply air. 4. Blue: Exhaust, outside, return, and mixed air. 5. For hazardous exhausts, use colors and designs recommended by ASME A13.1. 6. Nomenclature: Include the following: a. Direction of airflow. b. Duct service. c. Duct origin. d. Duct destination. e. Design cubic feet/minute (Liters/second). G. Engraved Plastic-Laminate Signs: ASTM D 709, Type I, cellulose, paper-base, phenolic-resin-laminate engraving stock; Grade ES-2, black surface, black phenolic core, with white melamine subcore, unless otherwise indicated. 1. Fabricate in sizes required for message. 2. Engraved with engraver's standard letter style, of sizes and with wording to match equipment identification. 3. Punch for mechanical fastening. 4. Thickness: 1/16 inch (1.6 mm), unless otherwise indicated. 5. Thickness: 1/8 inch (3.2 mm ), unless otherwise indicated. 6. Thickness: 1/16 inch (1.6 mm), for units up to 20 sq. in. (130 sq. cm) or 8 inches (200 mm) long; 1/8 inch (3.2 mm) for larger units. 7. Fasteners: Self-tapping st ainless-steel screws or cont act-type permanent adhesive. H. Plastic Equipment Markers: Color-coded laminated plastic. Comply with the following color-codes: 1. Green: Cooling equipment and components. 2. Yellow: Heating equi pment and components. 3. Yellow/Green: Combination cooling and heating equipment and components. 4. Brown: Energy reclamation equipment and components. 5. Blue: Equipment and components th at do not meet any criteria above. 6. For hazardous equipment, use colors an d designs recommended by ASME A13.1. 7. Nomenclature: Include the following, matching terminology on schedules as closely as possible: a. Name and plan number. b. Equipment service. c. Design capacity. d. Other design parameters such as pressure drop, entering and leaving conditions, and revolutions/minute. 8. Size: Approximate 2-1/2 by 4 inches (65 by 100 mm) for control devices, dampers, and valves; and 4-1/2 by 6 inches (115 by 150 mm) for equipment. I. Lettering and Graphics: Coordinate names, abbreviations, and other designations used in mechanical identification with corresponding designations indicated. Use numbers, lettering, and wording indicated for proper identification and op eration/maintenance of mechan ical systems and equipment. 1. Multiple Systems: If multiple systems of same generic name are indicated, provide identification that indicates individual system number and service. 2.5 GROUT UTILITY MATERIALS 02080 - 6
L ION S QUARE L ODGE EAST Vail, Colorado A. Nonshrink, Nonmetallic Grout: ASTM C 1107, Grade B. 1. Characteristics: Post-hardening, volume-adjusting, dry, hydraulic-cement grout; nonstaining; noncorrosive; nongaseous; and recommended for interior and exterior applications. 2. Design Mix: 5000 psig (34.5 MPa), 28-day compressive strength. 3. Packaging: Premixed and factory packaged. PART 3 - EXE CUTION 3.1 PIPING SYSTEMS - COMMON REQUIREMENTS A. General: Install piping as described below, unless piping Sections specify otherwise. Individual Division 2 piping Sections specify unique piping installation requirements. B. General Locations and Arrangements: Drawing plans, schematics, and diagrams indicate general location and arrangement of piping systems. Indicated loca tions and arrangements were used to size pipe and calculate friction loss, expansion, pump sizing, and other design considerations. Install piping as indicated, unless deviations to layout are approved on Coordination Drawings. C. Install piping at indicated slopes. D. Install components with pressure rating equal to or greater than system operating pressure. E. Install piping free of sags and bends. F. Install exposed interior and exterior piping at right angles or parallel to building walls. Diagonal runs are prohibited, unless otherwise indicated. G. Locate groups of pipes parallel to each other, spaced to permit valve servicing. H. Install fittings for changes in direction and branch connections. I. Install couplings according to manufacturer's written instructions. J. Sleeves are not required for core drilled holes. K. Permanent sleeves are not required for holes formed by PE plastic removable sleeves. L. Verify final equipment locations for roughing-in. M. Refer to equipment specifications in other Division 2 Sections for roughing-in requirements. N. Piping Joint Construction: Join pipe and fittings as follows and as specifically required in individual piping Sections: 1. Ream ends of pipes and tubes and remove burrs. Bevel plain ends of steel pipe. 2. Remove scale, slag, dirt, and debris from inside and outside pipe and fittings before assembly. 3. Soldered Joints: Construct joints according to AWS's "Soldering Manual," Chapter "The Soldering of Pipe and Tube"; or CDA's "Copper Tube Handbook." 4. Soldered Joints: Construct joints according to AWS's "Soldering Manual," Chapter "The Soldering of Pipe and Tube." 5. Soldered Joints: Construct joints accor ding to CDA's "Copper Tube Handbook." UTILITY MATERIALS 02080 - 7
L ION S QUARE L ODGE EAST Vail, Colorado 6. Brazed Joints: Construct join ts according to AWS's "Brazing Handbook," Chapter "Pipe and Tube." 7. Threaded Joints: Thread pipe with tapered pipe threads according to ASME B1.20.1. Cut threads full and clean using sharp dies. Ream threaded pipe ends to remove burrs and restore full ID. Join pipe fittings and valves as follows: a. Note internal length of threads in fittings or valve ends, and proximity of internal seat or wall, to determine how far pipe should be threaded into joint. b. Apply appropriate tape or thread compound to external pipe threads, unless dry seal threading is specified. c. Align threads at point of assembly. d. Tighten joint with wrench. Apply wrench to valve end into which pipe is being threaded. e. Damaged Threads: Do not use pipe or pipe f ittings with corroded or damaged threads. Do not use pipe sections that have cracked or open welds. 8. Welded Joints: Construct joints according to AWS D10.12, "Recommended Practices and Procedures for Welding Low Carbon Steel Pipe," using qualified processes and welding operators according to "Quality Assurance" Article. 9. Flanged Joints: Align flange surfaces parallel. Se lect appropriate gasket material, size, type, and thickness for service application. Install gasket concentrically positioned. Assemble joints by sequencing bolt tightening to make initial contact of flanges and gaskets as flat and parallel as possible. Use suitable lubricants on bolt threads. Tighten bolts gradually and uniformly using torque wrench. 10. Plastic Piping Solvent-Cement Joints: Clean and dry joining surfaces by wiping with clean cloth or paper towels. Join pipe and fittings according to the following: a. Comply with ASTM F 402 for safe-handling practice of cleaners, primers, and solvent cements. b. ABS Plastic Piping: ASTM D 2235 and ASTM D 2661. c. CPVC Plastic Piping: ASTM D 2846 and ASTM F 493. d. PVC Plastic, Pressure Piping: ASTM D 2672. e. PVC Plastic, Nonpressure Piping: ASTM D 2855. f. ABS to PVC Plastic, Nonpressure Transiti on Fittings: Procedure and solvent cement according to ASTM D 3138. 11. Plastic Piping Heat-Fusion Joints: Clean and dry joining surfaces by wiping with clean cloth or paper towels. Join according to ASTM D 2657 procedures and manufacturer's written instructions. a. Plain-End Pipe and Fittings: Use butt fusion. b. Plain-End Pipe and Socket Fittings: Use socket fusion. O. Piping Connections: Make connections according to the following, unless otherwise indicated: 1. Install unions, in piping 2-inch NPS (DN50) and smaller, adjace nt to each valve and at final connection to each piece of equipment with 2-in ch NPS (DN50) or smaller threaded pipe connection. 2. Install flanges, in piping 2-1/2-inch NPS (DN65) and larger, ad jacent to flanged valves and at final connection to each piece of equipmen t with flanged pipe connection. 3. Dry Piping Systems: Install dielectric unions and flanges to connect piping materials of dissimilar metals. 4. Wet Piping Systems: Install dielectric coupling and nipple fittings to connect piping materials of dissimilar metals. UTILITY MATERIALS 02080 - 8
L ION S QUARE L ODGE EAST Vail, Colorado 3.2 EQUIPMENT INSTALLATION - COMMON REQUIREMENTS A. Install equipment according to appr oved submittal data. Portions of the Work are shown only in diagrammatic form. Refer conflicts to Owner’s Representative. B. Install equipment level and plumb. C. Install equipment to facilitate servi ce, maintenance, and repair or repl acement of equipment components. Connect equipment for ease of disconnecting, with minimum interference with other installations. Extend grease fittings to an accessible location. D. Install equipment giving right of way to piping systems installed at required slope. 3.3 LABELING AND IDENTIFYING A. Piping Systems: Install pipe mark ers on each system. Include arrows showing normal direction of flow. 1. Stenciled Markers: Acco rding to ASME A13.1. 2. Plastic markers, with application systems. Install on insulation segment if required for hot noninsulated piping. 3. Locate pipe markers on exposed piping according to the following: a. Near each valve and control device. b. Near each branch, excluding short takeoffs fo r equipment and terminal units. Mark each pipe at branch if flow pattern is not obvious. c. Near locations if pipes pass through walls or floors, or enter inaccessible enclosures. d. At manholes and similar access points that permit view of concealed piping. e. Near major equipment items and other points of origination and termination. B. Equipment: Install engraved plastic-laminate sign or equipment marker on or near each major item of equipment. 1. Lettering Size: Minimum 1/4-inch- (6.35-mm-) high lettering for name of unit if viewing distance is less than 24 inches (610 mm), 1/2 inch (12.7 mm) high for distances up to 72 inches (1800 mm), and proportionately larger lettering for greater di stances. Provide secondar y lettering two-thirds to three-fourths of size of principal lettering. 2. Text of Signs: Provide name of identified unit. Include text to distinguish between multiple units, inform user of operational requirements, indicate safety and emergency precautions, and warn of hazards and improper operations. C. Adjusting: Relocate identifying devices that become visually blocked by work of this or other Divisions. 3.4 PAINTING AND FINISHING A. Refer to Division 9 Section "Painting" for paint mate rials, surface preparation, and application of paint. B. Apply paint to exposed piping according to the following, unless otherwise indicated: 1. Ferrous Piping: Use semigloss, acrylic-enamel finish. Include 2 finish coats over rust-inhibitive metal primer. 2. Galvanized-Steel Piping: Use semigloss, acrylic-enamel finish. Include 2 finish coats over galvanized metal primer. UTILITY MATERIALS 02080 - 9
L ION S QUARE L ODGE EAST Vail, Colorado 3. Ferrous Supports: Use semigloss, acrylic-enamel finish. Include 2 finish coats over rust-inhibitive metal primer. C. Do not paint piping specialties with factory-applied finish. D. Damage and Touchup: Repair marred and damaged factory-painted finishes with materials and procedures to match original factory finish. 3.5 CONCRETE BASES A. Construct concrete bases of dimensions indicated, but not less than 4 inches (150 mm) larger in both directions than supported unit. Follow supported equipment manufacturer's setting templates for anchor bolt and tie locations. Use 3000 psig (20.7 MPa), 28-day compressive strength concrete and reinforcement as specified in Division 3 Section, "Cast-in-Place Concrete." 3.6 ERECTION OF METAL SUPPORTS AND ANCHORAGE A. Cut, fit, and place miscellaneous me tal supports in location, alignmen t, and elevation to support and anchor utility piping materials and equipment. B. Field Welding: Comply with AWS D1.1, "Structural Welding Code--Steel." 3.7 ERECTION OF WOOD SUPPORTS AND ANCHORAGE A. Cut, fit, and place wood grounds, naile rs, blocking, and anchorage to su pport and anchor utility materials and equipment. B. Select fastener sizes that will not penetrate members if opposite side will be exposed to view or will receive finish materials. Make tight connections between members. Install fasteners with out splitting wood members. C. Attach to substrates as required to support applied loads. 3.8 DEMOLITION A. Disconnect, demolish, and remove work specified in Division 2 Sections. B. If pipe, insulation, or equipment to remain is damage d or disturbed, remove damaged portions and install new products of equal capacity and quality. C. Accessible Work: Remove indicated exposed pipe in its entirety. D. Work Abandoned in Place: Cut and remove underground pipe a minimum of 2 inches (50 mm) beyond face of adjacent construction. Cap and patch surface to match existing finish. E. Removal: Remove indicated equipment from Project site. F. Temporary Disconnection: Remove, store, clean, reinstall, reconnect, and make operational equipment indicated for relocation. UTILITY MATERIALS 02080 - 10
L ION S QUARE L ODGE EAST Vail, Colorado UTILITY MATERIALS 02080 - 11 3.9 CUTTING AND PATCHING A. Cut, channel, chase, and drill fl oors, walls, partitions, ceilings, and other surfaces necessary for utility piping installations. Perform cutting by skilled mechanics of trades involved. B. Repair cut surfaces to match adjacent surfaces. 3.10 GROUTING A. Install nonmetallic, nonshrink grout for equipment-support bearing su rfaces, pump and other equipment support plates, and anchors. Mix grout accor ding to manufacturer's written instructions. B. Clean surfaces that will come into contact with grout. C. Provide forms as required for placement of grout. D. Avoid air entrapment during placing of grout. E. Place grout on concrete bases to provide smooth bearing surface for equipment. F. Place grout around anchors. G. Cure placed grout according to ma nufacturer's written instructions. END OF SECTION 02080
L ION S QUARE L ODGE EAST Vail, Colorado SECTION 02230 - SITE CLEARING PART 1 - G ENERAL 1.1 SUMMARY A. This Section includes the following: 1. Protecting existing trees and vegetation to remain. 2. Removing trees and other vegetation. 3. Clearing and grubbing. 4. Topsoil stripping. 5. Removing above-grade site improvements. 6. Disconnecting, capping or sealing, an d abandoning site utilities in place. 7. Disconnecting, capping or sealing, and removing site utilities. B. Related Sections: Division 2 Section “Earthwork” 1.2 DEFINITIONS A. Topsoil: Natural or cultivated surface-soil layer c ontaining 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 (50 mm) in diameter; and free of weeds, roots, and other deleterious materials. 1.3 MATERIALS OWNERSHIP A. Except for materials indicated to be stockpiled or to remain Owner's property, cleared materials shall become Contractor's property and shall be removed from the site. 1.4 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. B. Record drawings according to Division 1 Section "Contract Closeout." 1. Identify and accurately locate capped utilities a nd other subsurface stru ctural, electrical, and mechanical conditions. 1.5 QUALITY ASSURANCE A. Preinstallation Conference: Conduct co nference at Project site to comply with requirements in Division 1 Section "Project Meetings." 1.6 PROJECT CONDITIONS A. Traffic: Minimize interference with adjoining roads, streets, walks, and other adjacent occupied or used facilities during site-clearing operations. SITE CLEARING 02230 - 1
L ION S QUARE L ODGE EAST Vail, Colorado 1. Do not close or obstruct streets, walks, or ot her adjacent occupied or used facilities without permission from Owner and authorities having jurisdiction. B. Salvable Improvements: Carefully remove items indicated to be salvaged and store on Owner's premises as directed by Owner. C. Notify utility locator service for area where Pr oject is located before site clearing. Make notification more than 48 hours prior to beginning work described in this section. PART 2 - PR ODUCTS (Not Applicable) 2.1 SOIL MATERIALS A. Satisfactory Soil Materials: Requirements for satis factory soil materials are specified in Division 2 Section "Earthwork." 1. Obtain approved borrow soil materials off-site when satisfactory soil materials are not available on-site. PART 3 - EXE CUTION 3.1 PREPARATION A. Protect and maintain benchmarks and survey control points from disturbance during construction. B. Provide erosion-control measures to prevent soil erosion and discharge of soil-bearing water runoff or airborne dust to adjacent properties and walkways. C. Locate and clearly flag trees and vegeta tion to remain or to be relocated. D. Protect existing site improvements to remain from damage during construction. 1. Restore damaged improvements to their or iginal condition, as acceptable to Owner. 3.2 TREE PROTECTION A. Erect and maintain a temporary fence around drip line of individual trees or around perimeter drip line of groups of trees to remain. Remove fence when construction is complete. 1. Do not store construction materials, debris, or excavated material within drip line of remaining trees. 2. Do not permit vehicles, equipment, or foot traffic within drip line of remaining trees. 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, 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 relocated and covered with soil. SITE CLEARING 02230 - 2
L ION S QUARE L ODGE EAST Vail, Colorado 3. Coat cut faces of roots more than 1-1/2 inches in diameter with emulsified asphalt or other approved coating formulated for use on damaged plant tissues. 4. Cover exposed roots with wet burlap to prevent root s from drying out. Backfill with soil as soon as possible. D. Repair or replace trees and vegetation indicated to re main that are damaged by construction operations, in a manner approved by Architect. 1. Employ a qualified arborist, licensed in jurisdictio n where Project is located, to submit details of proposed repairs and to repair damage to trees and shrubs. 2. Replace trees that cannot be repair ed and restored to full-growth status, as determined by the qualified arborist. 3.3 UTILITIES A. Owner will arrange for disconnecting and sealing indi cated utilities that serve existing structures before site clearing when requ ested by Contractor. 1. Verify that utilities have been disconnected an d capped before proceeding with site clearing. B. Locate, identify, disconnect, and seal or cap off utilities indicated to be removed. 1. Owner will shut off indicated utilities when requested by Contractor. C. 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 Architect not less than two days in advance of proposed utility interruptions. 2. Do not proceed with utility interruptions without Architect's written permission. D. Excavate for and remove underground utilities indicated to be removed. E. Removal of underground utilities is included in Division 15 mechanical or Division 16 electrical Sections. 3.4 CLEARING AND GRUBBING A. Remove obstructions, trees, shrubs, grass, and other vegetation to permit installation of new construction. Removal includes digging out stumps and obstructions and grubbing roots. 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, roots, obstructions, and debris extending to a depth of 18 inches below exposed subgrade. 4. Use only hand methods for grubbing within drip line of remaining trees. B. Fill depressions caused by clearing and grubbing operations with satisfactory soil material, unless further excavation or earthwork is indicated. 1. Place fill material in horizontal layers not exceeding 8-inch loose depth, and compact each layer to a density equal to adjacent original ground. SITE CLEARING 02230 - 3
L ION S QUARE L ODGE EAST Vail, Colorado SITE CLEARING 02230 - 4 3.5 TOPSOIL STRIPPING A. Remove sod and grass before stripping topsoil. B. Strip topsoil to whatever depths are encountered in a manner to prevent intermingling with underlying subsoil or other waste materials. 1. Strip surface soil of unsuitable topsoil, including trash, debris, weeds, roots, and other waste materials. C. Stockpile topsoil materials away from edge of excava tions without intermixing w ith subsoil. Grade and shape stockpiles to drain surface water. Cover to prevent windblown dust. 1. Limit height of topsoil stockpiles to 72 inches . 2. Do not stockpile topsoil within drip line of remaining trees. 3. Dispose of excess topsoil as specifi ed for waste material disposal. 4. Stockpile surplus topsoil and allow for respreading deeper topsoil. 3.6 SITE IMPROVEMENTS A. Remove existing above- and below-grade improvements as indicated and as neces sary 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 to full depth. 3.7 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. END OF SECTION 02230
L ION S QUARE L ODGE EAST Vail, Colorado SECTION 02240 - DEWATERING PART 1 - G ENERAL 1.1 SUMMARY A. This Section includes construction dewatering. 1.2 PERFORMANCE REQUIREMENTS A. Dewatering Performance: Design, furn ish, install, test, operate, monitor, and maintain dewatering system of sufficient scope, size, and capacity to cont rol ground-water flow into excavations and permit construction to proceed on dry, stable subgrades. 1. Maintain dewatering operations to ensure erosio n control, stability of excavations and constructed slopes, that excavation does not flood, and that damage to subgrades and permanent structures is prevented. 2. Prevent surface water from entering excavations by grading, dikes, or other means. 3. Accomplish dewatering without damaging ex isting buildings adj acent to excavation. 4. Remove dewatering system if no longer needed. 1.3 SUBMITTALS A. Shop Drawings for Information: For dewatering system. Show arrangement, locations, and details of wells and well points; locations of headers and disc harge lines; and means of discharge and disposal of water. 1. Include layouts of piezometers and flow-measuring devices for monitoring performance of dewatering system. 2. Include a written report outlining control procedures to be adopted if dewatering problems arise. 3. Include Shop Drawings signed and sealed by the qualified professional engineer responsible for their preparation. B. Qualification Data: For Installer and professional engineer. C. Photographs or videotape, sufficiently detailed, of existing conditions of adjoining construction and site improvements that might be misconstrued as damage caused by dewatering operations. D. Record drawings at Project closeout identifying and locating capped utilities and other subsurface structural, electrical, or mechanical conditions performed during dewatering. 1. Note locations and capping depth of wells and well points. E. Field Test Reports: Before starting excavation, submit test results and computations demonstrating that dewatering system is capable of meeting performance requirements. 1.4 QUALITY ASSURANCE A. Regulatory Requirements: Comply with water disposal requirements of authorities having jurisdiction. DEWATERING 02240 - 1
L ION S QUARE L ODGE EAST Vail, Colorado B. Preinstallation Conference: Conduct co nference at Project site to comply with requirements in Division 1 Section "Coordination." 1.5 PROJECT CONDITIONS A. Existing Utilities: Do not interrupt utilities serving facilities occupied by Owner or others unless permitted in writing by Contractor and then only after arranging to provide temporary utility services according to requirements indicated. B. Project-Site Information: A geotechnical report has been prepared for this Project and is available for information only. The opinions expressed in this report are those of geotechnical engineer and represent interpretations of subsoil conditions, tests, and results of analyses conducted by geotechnical engineer. Owner will not be responsible for interpretati ons or conclusions drawn from this data. 1. Make additional test borings and conduct other exploratory operations necessary for dewatering. 2. The geotechnical report is referenced elsewhere in the Project Manual. C. Survey adjacent structures and improvements, employing a qualified professional engineer or land surveyor, establishing exact elevations at fixed points to act as benchmarks. Clearly identify benchmarks and record existing elevations. 1. During dewatering, regularly resurvey benchmarks, maintaining an accurate log of surveyed elevations for comparison with original elevations. Promptly notify Contractor if changes in elevations occur or if cracks, sags, or other damage is evident in adjacent construction. PART 2 - PRO DUCTS (Not Used) PART 3 - EXE CUTION 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 dewatering operations. 1. Prevent surface water and subsurface or ground wa ter from entering excavations, from ponding on prepared subgrades, and from flooding site and surrounding area. 2. Protect subgrades and foun dation soils from softening and dama ge by rain or water accumulation. B. Install dewatering system to ensure minimum interference with roads, streets, walks, and other adjacent occupied and used facilities. 1. Do not close or obstruct streets, walks, or ot her adjacent occupied or used facilities without permission from Owner and authorities having jurisdic tion. Provide alternate routes around closed or obstructed traffic ways if required by authorities having jurisdiction. 3.2 INSTALLATION A. Install dewatering system utilizing wells, well points, or similar methods complete with pump equipment, standby power and pumps, filter material gradation, valves, appurtenances, water disposal, and surface-water controls. DEWATERING 02240 - 2
L ION S QUARE L ODGE EAST Vail, Colorado DEWATERING 02240 - 3 B. Before excavating below ground-water level, place system into operat ion to lower water to specified levels. Operate system continuously until drains, sewe rs, and structures have been constructed and fill materials have been placed, or until dewatering is no longer required. C. Provide an adequate system to lower and control ground water to permit excavation, construction of structures, and placement of fill materials on dry subgrades. Install sufficient dewatering equipment to drain water-bearing strata above and below bottom of foundations, drains, sewers, and other excavations. 1. Do not permit open-sump pumping that leads to loss of fines, soil piping, subgrade softening, and slope instability. D. Reduce hydrostatic head in water-bearing strata below subgrade elevations of foundations, drains, sewers, and other excavations. 1. Maintain piezometric water level a minimum of 24 inches (600 mm) belo w surface of excavation. E. Dispose of water removed by dewatering in a manner that avoids endangering public health, property, and portions of work under construction or completed. Dispose of water in a manner that avoids inconvenience to others. Provide sumps, sedimentation tanks, and other flow-control devices as required by authorities having jurisdiction. F. Provide standby equipment on-site, installed and available for immediate operation, to maintain dewatering on continuous basis if any part of system becomes inadequate or fails. If dewatering requirements are not satis fied due to inadequacy or failure of dewatering system, restore damaged structures and foundation soils at no additional expense to Owner. 1. Remove dewatering system from Project site on co mpletion of dewatering. Plug or fill well holes with sand or cut off and cap wells a minimum of 36 inches (900 mm) below overlying construction. G. Damages: Promptly repair damages to adjacent facilities caused by dewatering operations. 3.3 OBSERVATION WELLS A. Provide, take measurements, and maintain at least the minimum number of observation wells or piezometers indicated and additional observation wells as may be required by authorities having jurisdiction. B. Observe and record daily elevation of ground water and piezometric water levels in observation wells. C. Repair or replace, within 24 hours, observation wells that become inactive, damaged, or destroyed. Suspend construction activities in areas where observ ation wells are not functioning properly until reliable observations can be made. Add or remove wa ter from observation-well risers to demonstrate that observation wells are functioning properly. 1. Fill observation wells, remove piezometers, and fill holes when dewatering is completed. END OF SECTION 02240
L ION S QUARE L ODGE EAST Vail, Colorado SECTION 02260 - EXCAVATION SUPPORT AND PROTECTION PART 1 - G ENERAL 1.01 SUMMARY A. This Section includes excavation support and protection systems. B. Related Section: Division 2 Section "E arthwork" for excavating and backfilling. 1.02 PERFORMANCE REQUIREMENTS A. Design, provide, monitor, and main tain an anchored and braced excava tion support and protection system capable of resisting soil and hydrostatic pressure and supporting sidewalls of excavations. 1. Work includes removing excavation support and protection systems when no longer needed. 2. Prevent surface water from entering excavations by grading, dikes, or other means. 3. Install excavation support and protection systems without damaging existing buildings, pave-ments, and other improvements adjacent to excavation. 1.03 SUBMITTALS A. Submittals not required for typical open-cut excavati ons, provided that these excavations meet require-ments of authority having jurisdiction. 1. Shop Drawings: Prepared by or under the supervision of a qualified professional engineer for ex-cavation support and protection systems. System design and calculations must be acceptable to authorities having jurisdiction. 2. 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 ad-dresses, names and addresses of architects and owners, and other information specified. 3. Photographs or videotape, sufficiently detailed, of existing conditions of adjoining construction and site improvements that might be misconstrued as damage caused by excavation support and protection systems. 1.04 QUALITY ASSURANCE A. Installer Qualifications: Engage an experienced installer to assume engineering responsibility and per-form work of this Section who has specialized in installing excavation support and protection systems similar to those required for this Project and with a record of successful in-service performance. B. Professional Engineer Qualifications: A professional engineer who is legally qualified to practice in the jurisdiction where the Project is locat ed and who is experienced in providing engineering services for de-signing excavation support and protection systems that are similar to those indicated for this Project in material, design, and extent. 1. Engineering Responsibility: Engage a qualified prof essional engineer to prepare or supervise the preparation of data for the excavation support and protection system including drawings and com-prehensive engineering analysis that shows the system's compliance with specified requirements. 1.05 PROJECT CONDITIONS A. Existing Utilities: Do not interrupt utilities serving facilities occupied by the Owner or others unless permitted in writing by the Owner’s Representative and then only after arranging to provide temporary utility services according to requirements indicated. EXCAVATION SUPPORT AND PROTECTION 02260 - 1
L ION S QUARE L ODGE EAST Vail, Colorado B. Project Site Information: A geotechnical report has be en prepared for this Project and is available for in-formation only. The report is not part of the Contract Documents. The opinions expressed in this report are those of the geotechnical engineer and represent interpretations of the subsoil conditions, tests, and re-sults of analyses conducted by the geotechnical engineer. Owner will not be responsible for interpreta-tions or conclusions drawn from this data by Contractor. 1. Make additional test borings and conduct other exploratory operations as necessary. 2. The geotechnical report is included elsewhere in the Project Manual. C. Survey adjacent structures and improvements, employing a qualified professional engineer or surveyor; establish exact elevations at fixed points to act as benchmarks. Clearly identify benchmarks and record existing elevations. 1. During installation of excavation support and protection systems, regularly resurvey benchmarks, maintaining an accurate log of surveyed elevati ons for comparison with original elevations. Promptly notify Owner’s Representative if changes in elevations occur or if cracks, sags, or other damage is evident in adjacent construction. PART 2 - PRO DUCTS 2.01 MATERIALS A. Materials need not be new but mu st be in serviceable condition. B. Structural Steel: ASTM A 36 (ASTM A 36M). C. Steel Sheet Piling: ASTM A 328 (ASTM A 328M) or ASTM A 572 (ASTM A 572M) D. Wood Lagging: Lumber, mixed hardwood, nominal rough thickness of 3 inches (75 mm). PART 3 - EXE CUTION 3.01 PREPARATION A. Protect structures, utilities, sidewalks, pavements, and other facilities from damage caused by settlement, lateral movement, undermining, washout, and other hazards that could develop during excavation support and protection system operations. 1. Shore, support, and protect utilities encountered. B. Install excavation support and protection systems to ensure minimum interference with roads, streets, walks, and other adjacent oc cupied and used facilities. 1. Do not close or obstruct streets, walks, or othe r adjacent occupied or used facilities without per-mission from Owner’s Representative and authorities having jurisdiction. Provide alternate routes around closed or obstructed traffic ways if required by governing regulations. C. Locate excavation support and protec tion systems clear of permanent construction and to permit forming and finishing of concrete surfaces. D. Monitor excavation support and protection systems daily during excavation progress and for as long as excavation remains open. Promptly correct bulges, breakage, or other evidence of movement to ensure excavation support and protec tion systems remain stable. E. Promptly repair damages to adjacent facilities cause d by installing excavation support and protection sys-tems. EXCAVATION SUPPORT AND PROTECTION 02260 - 2
L ION S QUARE L ODGE EAST Vail, Colorado EXCAVATION SUPPORT AND PROTECTION 02260 - 3 3.02 SOLDIER BEAMS AND LAGGING A. Install steel soldier piles before sta ting excavation. Space soldier piles at intervals indicated. Accurately align exposed faces of flanges to vary not more th an 2 inches (50 mm) from a horizontal line and not more than 1:120 out of vertical alignment. B. Install wood lagging within flanges of soldier piles as excavation proceeds. Trim excavation as required to install lagging. Fill voids behind lagging with soil, and compact. C. Install wales horizontally at centers indicated and secure to soldier piles. 3.03 SHEET PILING A. Install one-piece sheet piling and tightly interlock to form a continuous barrier. Accurately align exposed faces of sheet piling to vary not more than 2 inch es (50 mm) from a horizontal line and not more than 1:120 out of vertical alignment. Cut tops of sheet piling to uniform elevation at top of excavation. 3.04 TIEBACKS A. Tiebacks: Drill for, install, tension, and grout tieback s into position. Test load-carrying capacity of each tieback and replace and retest deficient tiebacks. 3.05 BRACING A. Bracing: Locate bracing to clear co lumns, floor framing construction, and other permanent work. If nec-essary to move a brace, install new braci ng before removing original brace. 1. Do not place bracing where it will be cast into or included in permanent concrete work, unless otherwise approved by Owner’s Representative. 2. Install internal bracing, if required, to prev ent spreading or distortion of braced frames. 3. Maintain bracing until structural elements are su pported by other bracing or until permanent con-struction is able to withstand late ral earth and hydrostatic pressures. 3.06 REMOVAL AND REPAIRS A. Remove excavation support and protection systems when construction has progressed sufficiently to sup-port excavation and bear soil and hydrostatic pressures. Remove in stages to avoid disturbing underlying soils and damaging structures, pavements, facilities, and utilities. 1. Remove excavation support and protection systems to a minimum depth as recommended by the Civil Engineer below overlying construction and abandon remainder. 2. Repair or replace, as approved by Owner’s Repres entative, adjacent work damaged or displaced by removing excavation support and protection systems. END OF SECTION 02260
L ION S QUARE L ODGE EAST Vail, Colorado SECTION 02300 - EARTHWORK PART 1 - G ENERAL 1.1 SUMMARY A. This Section includes the following: 1. Preparing subgrades for slabs-on-grade, walks, pavements, lawns, and plantings. 2. Excavating and backfilling for buildings and structures. 3. Drainage course for slabs-on-grade. 4. Sub-base course for concrete walks and pavements. 5. Base course for concrete paving. 6. Subsurface drainage backfill for walls and trenches. 7. Excavating and backfilling trenches within building lines. 8. Excavating and backfilling trenches for buried mechanical and electrical utilities and pits for buried utility structures. 9. Rock excavation. 1.2 DEFINITIONS A. Backfill: Soil materials used to fill an excavation. 1. Initial Backfill: Backfill placed beside and over pi pe in a trench, includi ng haunches to support sides of pipe. 2. Final Backfill: Backfill placed over initial backfill to fill a trench. B. Bedding Course: Layer placed over the excavated subgrade in a trench before laying pipe. C. Borrow: Satisfactory soil imported from off-site for use as fill or backfill. D. Drainage Course: Layer supporting slab-on-grade used to minimize capillary flow of pore water. E. Excavation: Removal of material encountered above subgrade elevations. 1. Additional Excavation: Excavation below subgrade elevations as directed by Architect. Additional excavation and replacement material will be paid for according to Contract provisions for changes in the Work. 2. Bulk Excavation: Excavations more than 10 feet in width and pits more than 30 feet in either length or width. 3. Unauthorized Excavation: Excavation below subgrade elevations or beyond indicated dimensions without direction by Architect. Unauthorized excavation, as well as remedial work directed by Architect, shall be without additional compensation. F. Fill: Soil materials used to raise existing grades. G. Rock: Rock material in beds, ledges, unstratified masses, and conglomerate deposits and boulders of rock material exceeding 1 cu. yd. for bulk excavation or 3/4 cu. yd. for footing, trench, and pit excavation that cannot in Architect’s opinion 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: EARTHWORK 02300 - 1
L ION S QUARE L ODGE EAST Vail, Colorado 1. Excavation of Footings, Trenches, and Pits: Late-model, track-mounted hydraulic excavator; equipped with a 42-inch- wide, short-tip-radius rock bucket; rated at not less than 120-hp flywheel power with bucket-curling force of not less than 25,000 lbf and stick-crowd force of not less than 18,700 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 45,000-lbf breakout force; measured according to SAE J-732. H. Rock: Rock material in beds, ledges, unstratified masses, and conglomerate deposits and boulders of rock material 3/4 cu. yd. or more in volume that when tested by an independent geotechnical testing agency, according to ASTM D 1586, exceeds a standa rd penetration resistance of 100 blows/2 inches. I. 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. J. Subgrade: Surface or elevation remaining after completing excavation, or top su rface of a fill or backfill immediately below subbase, drainage fill, or topsoil materials. K. Utilities include on-site underground pipes, conduits, du cts, and cables, as well as underground services within buildings. 1.3 SUBMITTALS A. Product Data: For the following: 1. Each type of plastic warning tape. 2. Drainage fabric. 3. Separation fabric. B. Samples: For the following: 1. 30-lb samples, sealed in airtight containers, of each proposed so il material from on-site or borrow sources. 2. 12-by-12-inch sample of drainage fabric. 3. 12-by-12-inch sample of separation fabric. C. 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 or borrow soil mate rial proposed for fill and backfill. 2. Laboratory compaction curve accord ing to ASTM D 698 for each on-s ite or borrow soil material proposed for fill and backfill. 3. Laboratory compaction curve accord ing to ASTM D 1557 for each on-s ite or borrow soil material proposed for fill and backfill. 1.4 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. EARTHWORK 02300 - 2
L ION S QUARE L ODGE EAST Vail, Colorado B. Pre-excavation Conference: Conduct conference at Pr oject site to comply with requirements in Division 1 Section "Project Meetings." 1.5 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 - PRO DUCTS 2.1 SOIL MATERIALS A. General: Provide borrow soil materials when sufficien t satisfactory soil materials are not available from excavations. B. Satisfactory Soils: As approved by the Soil’s Engineer for intended use and specifically for the required location or purpose, reference the Geotechnical report prepared by Koechlein Consulting Engineers, Inc. on December 2005 per ASTM D 698. C. Foundation Wall Backfill: On site soil materials as approved by the Soil’s Engineer. D. Over-excavation and Recommendation Zone: As specified for structural fill E. Drainage Course: Naturally or artificially graded mixture of natural or crushed gravel, crushed stone, reasonably uniform size, with maximum size of 1.5 inches and not more than 5% passing a No. 200 sieve, as acceptable to the Soils Engineer. F. Bedding: The pipe shall be carefully bedded as show n in the bedding details. Provide Class “B” minimum bedding for PVC sanitary sewer pipe Class “C” minimum bedding for all other pipe except for ductile iron water pipe 1. Class B Bedding (Granular Foundation): Defined as the method of bedding in which the pipe is set on compacted granular material supporting the lower ½ of the pipe barrel. a. Compacted Granular Material: Shall be a well graded gravelly material meeting the following requirements and compacted to 95% of the maximum dry density as determined by ASTM D698 U.S. Standard Sieve Size Percent Weight by passing Type I Square Mesh Sieves Type II 3” - 90-100 1.5” - - 0.75” - 20-90 0.375” 100 - EARTHWORK 02300 - 3
L ION S QUARE L ODGE EAST Vail, Colorado #4 95-100 0-20 #16 45-80 - #50 10-30 - #100 2-10 - #200 0-2 0-3- 2. Class C Bedding (Granular Foundation): Defined as the method of bedding in which the pipe is set on compacted granular material supporting the lower quadrant of the pipe barrel using uniform graded material as specified below . U.S. Standard Sieve Size Percent Weight by passing Type I Square Mesh Sieves Type II 3” - 90-100 1.5” - - 0.75” - 20-90 0.375” 100 - #4 95-100 0-20 #16 45-80 - #50 10-30 - #100 2-10 - #200 0-2 0-3 3. Ductile Iron Pipe Bedding: Provide either well graded sand as specified below or squeegee sand as specified below a. Well Graded Sand U.S. Standard Sieve Size Total Passing Weight by Percent 3/8” 100 No 4 70-100 No 8 36-93 No 16 20-80 No. 30 8-65 No. 50 2-30 No. 100 1-10 No. 200 0-3 b. Well Graded Sand U.S. Standard Sieve Size Total Passing Weight by Percent 3/8” 100 No. 200 0-3 2.2 ACCESSORIES A. Detectable Warning Tape: Acid- an d alkali-resistant polyethylene film warning tape manufactured for marking and identifying underground utilities, minimum 6 inches wide and 4 mils thick, continuously inscribed with a description of utility, with metallic core encased in a protective jacket for corrosion protection, detectable by metal detector when tape is buried up to 30 inches deep; colored as follows: EARTHWORK 02300 - 4
L ION S QUARE L ODGE EAST Vail, Colorado 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. Geotextile Fabric: As shown on drawings. PART 3 - EXE CUTION 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. B. Protect subgrades and foundation soils against freezi ng temperatures or fros t. Provide protective insulating materials as necessary. C. Provide erosion-control measures to prevent erosio n or displacement of soils and discharge of soil-bearing water runoff or airborne dust to adjacent properties and walkways. 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 no t allow water to accumulate in excavations. Do not use excavated trenches as temporary drainage ditches. 2. Install a dewatering system to keep subgr ades dry and convey ground water away from excavations. Maintain until dewatering is no longer required. 3.3 EXPLOSIVES A. Explosives: Do not use explosives. B. Unclassified Excavation: All excava tion is to be considered “unclassified” when using heavy duty earth-moving equipment except where rock is encountered at utility trenches (either inside or outside of building line) C. Classified Excavation: Excavation to subgrade elevations classified as rock excavation. 1. Intermittent drilling or ripping performed to in crease production and not necessary to permit excavation of material encountered will cl assified as unclassified excavation. D. Rock Payment lines are limited to the following:. 1. In pipe trenches, 6” below invert elevation of pipe and 2’ wider than inside perimeter of pipe but not less than 3’ minimum trench width. 2. Assume no rock excavation is required for the work. If rock excavation is required at utility trenches, such work will be paid in accordance with provisions relative to changes in the work and will paid on the basis of bid unit prices. EARTHWORK 02300 - 5
L ION S QUARE L ODGE EAST Vail, Colorado 3.4 EXCAVATION FOR STRUCTURES A. Excavate to indicated elevations and dimensions within a tolerance of plus or minus 1 inch. 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 M echanical 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 for bearing surface. 3. Over excavation and Recompaction Zone: Over-excavate existing soils from all areas of the over excavation and replacement zone as defined in subs ection 2.1C, for the interior and exterior slabs-on-grades, ramps and accessible walks adjacent to the building, to a minimum depth of 4’ below bottom elevations of the slabs-on-grade. Moisture condition and recompact per the requirements of this sections. 3.5 EXCAVATION FOR WALKS AND PAVEMENTS A. Excavate surfaces under walks and pavements to indicated cross sections, elevations, and grades. 3.6 EXCAVATION FOR UTILITY TRENCHES A. Excavate trenches to indicated gradients, lines, depths, and elevations. 1. Beyond building perimeter, excavate trenches to allow installation of top of pipe below frost line. B. Excavate trenches to uniform widt hs to provide a working 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 on eac h side of pipe or conduit or as shown on drawings. C. Trench Bottoms: Excavate tr enches 6 inches deeper than bottom of pipe elevation to allow for bedding course. Hand excavat e for bell of pipe. 1. Excavate trenches 6 inches deeper than elevation required in rock or other unyielding bearing material to allow for bedding course. 3.7 APPROVAL OF SUBGRADE A. Notify Architect when excavations have reached required subgrade. B. If Architect determines that unsa tisfactory soil is present, con tinue excavation and replace with compacted backfill or fill material as directed. 1. Additional excavation and replacement material will be paid for according to Contract provisions for changes in the Work. C. Proof roll subgrade with heavy pneumatic-tired equi pment to identify soft pockets and areas of excess yielding. Do not proof roll wet or saturated subgrades. EARTHWORK 02300 - 6
L ION S QUARE L ODGE EAST Vail, Colorado D. Reconstruct subgrades damaged by freezing temperatures , frost, rain, accumulated water, or construction activities, as directed by Architect. 3.8 UNAUTHORIZED EXCAVATION A. Fill unauthorized excavation under foundations or wall footings by extending bottom elevation of concrete foundation or footing to excavation bottom, without altering top elevation. Lean concrete fill may be used when approved by Architect. 1. Fill unauthorized excavations under other construction or utility pipe as directed by Architect. 3.9 STORAGE OF SOIL MATERIALS A. Stockpile borrow materials and satisfactory excavated soil materials. Stockpile soil materials without intermixing. Place, grade, and shape stockpiles to dr ain 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 promp tly, but not before completing the following: 1. Construction below finish grade including, where applicable, dampproofing, waterproofing, and perimeter insulation. 2. Surveying locations of underground utilities for record documents. 3. Inspecting and testing underground utilities. 4. Removing concrete formwork. 5. Removing trash and debris. 6. Removing temporary shoring and bracing, and sheeting. 7. Installing permanent or temporary horizontal bracing on horizontally supported walls. B. Backfill Placement: 1. At areas not subject to structural loads, provide unclassified backfill around structures beyond 5’ from foundation wall and for embankments and landscape areas with top 6” being topsoil stockpiled on site 2. For Foundation wall backfill within 5’ of the building line, use over-excavated moisture conditioned and recompacted soil. 3. Under walks, steps and pavements beyond 5’ from the building line, use unclassified backfill or borrow material where additional fill is required. Under walks, steps and pavements within 5’ of building line, use over-ex cavated moisture conditioned and recompacted soil. 3.11 UTILITY TRENCH BACKFILL A. Place and compact bedding course on trench bottoms and where indicated. Shape bedding course to provide continuous support for bells, joints, and barre ls of pipes and for joints, fittings, and bodies of conduits. B. Backfill trenches excavated under footings and within 18 inches of bottom of footings; fill with concrete to elevation of bottom of footings. EARTHWORK 02300 - 7
L ION S QUARE L ODGE EAST Vail, Colorado C. Place and compact initial backfill of su bbase material, free of particles larger than 1 inch or bedding material as shown on the details and required by the Owner, to a height of 12 inches over the utility pipe or conduit. 1. Carefully compact material under pipe haunches and bring backfill evenly up on both sides and along the full length of utility piping or conduit to avoid damage or displacement of utility system. D. Coordinate backfilling with utilities testing. E. Fill voids with approved backfill materials while shoring and bracing, and as sheeting is removed. F. Place and compact final backfill of satisf actory soil material to final subgrade. G. Install warning tape directly above utilities, 12 inches below finished grade, except 6 inches below subgrade under pavements and slabs. 3.12 FILL A. Place and compact fill material in layers to required elevations as follows: 1. Construction below finish grade including, where applicable, subdrainage, dampproofing, waterproofing, and perimeter insulation. 2. Surveying locations of underground utilities for Record Documents. 3. Testing and inspecting underground utilities. 4. Removing concrete formwork. 5. Removing trash and debris. 6. Removing temporary shoring and bracing, and sheeting. 7. Installing permanent or temporary horizontal bracing on horizontally supported walls. B. Place backfill on subgrades free of mud, frost, snow, or ice. 3.13 MOISTURE CONTROL A. Uniformly moisten or aerate subgra de and each subsequent fill or backfill layer before compaction to within optimum as determined by ASTM D698 as follows: Over-excavation/Recompaction Zone a. Under interior slabs-on-grades b Under exterior slab-on-grade ADA ramp and accessible walks immediately adjacent east and south of the building. +2 to +4 Upto 5’ Beyond Building under pavements, Walks, Steps and Strutures not included in the Over-Excavation and Replacement Zones. -1 to +3 Foundation Backfill: Non-Structural Areas -3 to +3 1. Do not place backfill or fill material on surfaces that are muddy, frozen, or contain frost or ice. 2. Remove and replace, or scarify and air-dry, ot herwise satisfactory soil material that exceeds optimum moisture content by 2 percent and is too wet to compact to specified dry unit weight. EARTHWORK 02300 - 8
L ION S QUARE L ODGE EAST Vail, Colorado 3.14 COMPACTION OF BACKFILLS AND FILLS A. Place backfill and fill 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 materials evenly on all sides of structures to required elevations, and uniformly along the full length of each structure. C. Compact soil to not less than the following percentages of maximum dry unit weight according to ASTM D 1557: D. Compact soil to not less th an the following percentages of St andard Proctor density according to ASTM D 698: 1. Under structures, building slabs, steps, and pavements, scarify and recompact top 12 inches (300 mm) of existing subgrade and each layer of backfill or fill so il material at 95 percent. 2. Under walkways, scarify and recompact top 6 inch es (150 mm) below subgrade and compact each layer of backfill or fill soil material at 92 percent. 3. Under lawn or unpaved areas, scarify and recompact top 6 inches (150 mm) below subgrade and compact each layer of backfill or f ill soil material at 85 percent. 4. For utility trenches, compact each layer of initial and final backfill soil material at 85 percent. 3.15 GRADING A. General: Uniformly grade areas to a smooth surface, free from 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: Plus or minus 1 inch to ½ inch. 3. 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 DRAINAGE COURSE A. Under slabs-on-gra de, place drainage course on prepared subgrade and as follows: 1. Compact drainage course to required cross sections and thickness to not less than 95 percent of maximum dry unit weight according to ASTM D 698. 2. When compacted thickness of drainage course is 6 in ches or less, place materials in a single layer. 3. When compacted thickness of drainage course ex ceeds 6 inches, place materials in equal layers, with no layer more than 6 inches thick or less than 3 inches thick when compacted. 3.17 FIELD QUALITY CONTROL EARTHWORK 02300 - 9
L ION S QUARE L ODGE EAST Vail, Colorado A. Testing Agency: Owner will engage a qualified inde pendent geotechnical engineering testing agency to perform field quality-control testing. B. Allow testing agency to inspect and test subgrades and each f ill or backfill layer. Proceed with subsequent earthwork only after test results for previously completed work comply with requirements. C. Footing Subgrade: At footing subgrades, at least one test of each soil stratum will be performed to verify design bearing capacities. Subsequent verification an d approval of other footing subgrades may be based on a visual comparison of subgrade with tested subgrade when approved by Architect. D. Testing agency will test compaction of soils in place according to ASTM D 1556, ASTM D 2167, ASTM D 2922, and ASTM D 2937, ASTM D1557, ASTM D698, as applicable. Tests will be performed at the following loca tions and frequencies: 1. Paved and Building Slab Areas: At subgrade and at each compacted f ill and backfill layer, at least one test for every 2000 sq. ft. or less of paved area or building slab, but in no case fewer than three tests. 2. Foundation Wall Backfill: At each compacted backfill layer, at least one test for each 100 feet or less of wall length, but no fewer than two tests. 3. Trench Backfill: At each compacted initial and fina l backfill layer and every 2’ above top of pipe, at least one test for each 150 feet or less of trench length, but no fewer than two tests. E. When testing agency reports that subgrades, fills, or backfills have not achieved degree of compaction specified, scarify and moisten or aerate, or remove and replace soil to depth required; recompact and retest until specified compaction is obtained. 3.18 PROTECTION A. Protecting Graded Areas: Protect newl y graded areas from traffic, free zing, and erosion. Keep free of trash and debris. B. Repair and reestablis h grades to specified tolerances where co mpleted 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 fini shed surfacing to match adjacent work, and eliminate evidence of restoration to the greatest extent possible. 3.19 DISPOSAL OF SURPLUS AND WASTE MATERIALS A. Disposal: Remove surplus satisfactory soil and wast e material, including unsatis factory soil, trash, and debris, and legally dispose of it off Owner's property. B. Disposal: Transport surplu s satisfactory soil to designated storag e areas on Owner's property. Stockpile or spread soil as directed by Architect. EARTHWORK 02300 - 10
L ION S QUARE L ODGE EAST Vail, Colorado EARTHWORK 02300 - 11 1. Remove waste material, including unsatisfactory soil, trash, and debris, and legally dispose of it off Owner's property. END OF SECTION 02300
L ION S QUARE L ODGE EAST Vail, Colorado SECTION 02370 - SLOPE PROTECTION AND EROSION CONTROL PART 1 GENERAL 1.01 DESCRIPTION A. Temporary measures needed to control erosion and water pollution by use of berms, dikes, darns, sediment basins and/or trap s, geotextiles, stone checks, hay bales, silt fences, surface roughing, mats and nets, aggr egate, mulch, grasses, slope drains, and other approved measures at the locations necessary to control erosion and water pollution. Coordinate temporary pollution controls with the permanent erosion control features specified and with Stormwater Manage ment Plan provided by the Owner. B. Related Work: 1. Site Clearing: Section 02110 2. Drainage Structures, Pipes, and Fittings: Section 02430 3. Earthwork: Section 02200 1.02 SUBMITTALS A. Test Reports: If requested, furnish copies of tests from certified and acceptable testing laboratory 1. Silt Fence 2. Jute Netting PART 2 PRODUCTS 2.01 SILT FENCE A. Silt Fence Fabric: The fabric sh all meet the following specifications: Fabric Properties Minimu m Acceptable Value Test Method Grab Tensile Strength (lbs) 90 ASTM D1682 Elongation at Failure (%) 50 ASTM D1682 Mullen Burst Strength (PSI) 190 ASTM D3786 Puncture Strength (lbs) 40 ASTM D751 (modified) Slurry Flow Rate (gal/min/sf) 0.3 Equivalent Opening Size 40-80 US Sieve CW-02215 Ultraviolet Radiation Stability (%) 90 ASTM-G-26 B. Fence Posts (for fabricated units): The length shall be a minimum of 36 inches long. Wood posts will be of sound quality hardwood with a minimum cross sectional area of 3.0 square inches. Steel posts will be standard T and U section weighing not less than 1.00 per linear foot. C. Wire Fence (for fabricated units): Wire fencing shall be a minimum 14-1/4 gage with a maximum 6” mesh opening , or as approved. SLOPE PROTECTION AND ER OSION CONTROL 02370 - 1
L ION S QUARE L ODGE EAST Vail, Colorado D. Prefabricated Units: Envirofence or approved equal may be used in lieu of the above method providing the unit is installed per manufacturer’s instructions. 2.02 JUTE NETTING A. Heavy-woven jute mesh of a rugged cons truction. Made of undyed and unbleached, twisted jute fibers, having smolder resistant treatment. Provide in rolls 225’ by 4’ wide containing 100 square yards weighing approximately 90 pounds. 2.03 VEHICLE TRACKING GRAVEL A. Provide gravel (2” crushed screened rock) suitable for controlling dirt and debris from leaving the site at locations as shown on the drawings. PART 3 EXECUTION 3.01 WATER BARS/INTERCEPTOR TRENCHES Construct ditch in accordance with drawings. Fl ow line of water bar not steeper than 1%. Discharge on existing vegetated slope alternately to avoid erosion. 3.02 STRAW BALE SEDIMENT BARRIER Use straw bale barriers at storm drain inlets, across minor swales and ditches, and other applications where barrier is of temporary nature. Bind straw bales with nylon or bailing wire, not twine. Anchor bales to ground with two posts per bale. 3.03 JUTE NETTING Start jute roll at top of slope or channel and unro ll down grade. Lay second strip parallel to first and allow 2” overlap. Bury top end of roll in tr ench, minimum 4” deep. Anchor jute roll to earth surface with stakes of 8 gauge steel, 8” long, approximately 12” apart. Staple outside edges 4’ to 10’ apart and along overlap edges. Overlap end rolls by 4” and anchor securely. 3.04 VEHICLE TRACKING GRAVEL Install 2” crushed screened rock to not less than 6” in depth over the area indicated for access to the site with length and width as required, length not less than 50 feet. Filter cloth shall be placed over the entire area prior to placement of stone. 3.05 CHECK DAMS Install bottom of check dam at least 6” below depth of newly graded channel. Extend to 6” above maximum design water depth. Install materials in accordance with drawings. 3.06 FILTER BERMS/SEDIMENT POND Field construct berms as directed by Engineer. Place washed 1” to 1-1/2” aggregat e with 2’ top and 3:1 side slopes extending to bottom of channel. Berm to retain sediments by retarding and filtering runoff. Place sand on face of berm for fu ture replacement of filter material. Construct in accordance with drawings. 3.07 SILT FENCE Install silt fence in accordance with drawings. SLOPE PROTECTION AND ER OSION CONTROL 02370 - 2
L ION S QUARE L ODGE EAST Vail, Colorado SLOPE PROTECTION AND ER OSION CONTROL 02370 - 3 3.08 MAINTENANCE Maintain, repair, and supplement all slope protection and erosion control measures as stated in all applicable permits and as directed by the Owner. END SECTION 02370
L ION S QUARE L ODGE E AST Vail, Colorado SECTION 02510 - WATER DISTRIBUTION PART 1 - G ENERAL 1.1 SUMMARY A. This Section includes water-distribution piping and specialties outside the building for the following: 1. Water services. 2. Fire-service mains. 3. Combined water service and fire-service mains. 4. Aboveground water piping for applications other than water-service piping. B. Utility-furnished products include water meters that w ill be furnished to the site, ready for installation. C. Related Sections 1. Division 2 Section “Earthwork.” 2. Division 2 Section “Concrete Paving.” 3. Division 3 Section “Cast-in-Place Concrete.” 4. Division 15 Section “Plumbing Systems.” 1.2 PERFORMANCE REQUIREMENTS A. Materials and methods used should meet or exceed the requirements of the Eagle River Water and Sanitation District and the Town of Vail, Colorado. In case of conflict, the more restrictive requirements shall govern. 1.3 DEFINITIONS A. Fire-Service Main: Exterior fire-suppression-water piping. B. Fire-Suppression-Water Piping: Inte rior fire-suppression-water piping. C. Water-Distribution Piping: Inte rior domestic-water piping. D. Water Service: Exterior domestic-water piping. E. The following are industry abbreviations for plastic materials: 1. PA: Polyamide (nylon) plastic. 2. PE: Polyethylene plastic. 3. PEX: Crosslinked polyethylene plastic. 4. PP: Polypropylene plastic. 5. PVC: Polyvinyl chloride plastic. 6. RTRF: Reinforced thermosetting resin (fiberglass) fittings. 7. RTRP: Reinforced thermosetting resin (fiberglass) pipe. 1.4 SUBMITTALS WATER DISTRIBUTION 02510 - 1
L ION S QUARE L ODGE E AST Vail, Colorado A. Product Data: For the following: 1. Piping specialties. B. Coordination Drawings: For piping and specialties including relation to other services in same area. Show piping and specialty sizes and valves, meter and specialty locations, and elevations. C. Field Quality-Control Test Reports: From Contr actor. Submit pressure and leakage reports, from chlorination and bacteriologic acceptance tests D. Operation and Maintenance Data: For specialties to include in emergency, operation, and maintenance manuals. In addition to items specified in Division 1 Section "Closeout Procedures," include the following: 1. Valves. 2. Backflow preventers. 3. Protective enclosures. 4. Drinking fountains. E. Record drawings: At project closeout, submit record drawings of installed water system piping and production in accordance w/ Division 1 requirements. 1.5 QUALITY ASSURANCE A. Installer’s qualifications: Firm with at least 3 years of successful installation experience on projects with water works similar to that required for project. B. Product Options: Drawings indicate size, profiles, and dimensional requirements of piping and specialties and are based on the specific system i ndicated. Refer to Division 1 Section "Product Requirements." C. Regulatory Requirements: 1. Comply with requirements of utility company supplying water. Include tapping of water mains and backflow prevention. 2. Comply with standards of authorities having jurisdiction for potable-water-service piping, including materials, installation, testing, and disinfection. 3. Comply with standards of authorities having jurisd iction for fire-suppressi on water-service piping, including materials, hose threads, installation, and testing. D. Piping materials shall bear label, stamp, or other markings of specified testing agency. E. Comply with FM's "Approval Guide" or UL's "Fir e Protection Equipment Directory" for fire-service-main products. F. NFPA Compliance: Comply with NFPA 24 for materials, installations, tests, flushing, and valve supervision for fire-service-main piping for fire suppression. G. NSF Compliance: 1. Comply with NSF 61 for materials for water-servi ce piping and specialties for domestic water. 1.6 DELIVERY, STORAGE, AND HANDLING A. Preparation for Transport: Prepare valves, according to the following: WATER DISTRIBUTION 02510 - 2
L ION S QUARE L ODGE E AST Vail, Colorado 1. Ensure that valves are dry and internally protected against rust and corrosion. 2. Protect valves against damage to threaded ends and flange faces. 3. Set valves in best position for handling. Set valves closed to prevent rattling. B. During Storage: Use precautions fo r valves, according to the following: 1. Do not remove end protectors unless necessary for inspection; then reinstall for storage. 2. Protect from weather. Store indoors and maintain temperature higher than ambient dew-point temperature. Support off the ground or pavement in watertight enclosures when outdoor storage is necessary. C. Handling: Use sling to handle valves if size requires handling by crane or lift. Rig valves to avoid damage to exposed parts. Do not use handwheels or stems as lifting or rigging points. D. Deliver piping with factory-applied end caps. Maintain end caps through shipping, storage, and handling to prevent pipe-end damage and to prevent entrance of dirt, debris, and moisture. E. Protect stored piping from moisture and dirt. Elevate above grade. Do not excee d structural capacity of floor when storing inside. F. Protect flanges, fittings, and specialties from moisture and dirt. G. Store plastic piping protected from direct sunlight. Support to prevent sagging and bending. 1.7 PROJECT CONDITIONS A. 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 Architect not less than two days in advance of proposed utility interruptions. 2. Do not proceed with utility interruptions without Architect's written permission. 1.8 COORDINATION A. Coordinate connection to water main with Eagle River Water and Sanitation District. PART 2 - PRO DUCTS 2.1 MANUFACTURERS A. In other Part 2 articles where subparagraph titles below introduce lists, the following requirements apply for product selection: 1. Manufacturers: Subject to comp liance with requirements, provid e products by the manufacturers specified. a. American Cast iron Pipe b. Griffen Pipe Products Company c. Pacific States d. U.S. Pipe and Foundry Co. WATER DISTRIBUTION 02510 - 3
L ION S QUARE L ODGE E AST Vail, Colorado 2.2 PIPING MATERIALS A. Refer to Part 3 "Piping Applications " Article for applications of pipe, tube, fitting, and joining materials. 2.3 DUCTILE-IRON PIPE AND FITTINGS A. Push-on-Joint, Ductile-Iron Pipe: AWWA C151, working pressure 150psi, Class 50, minimum wall thickness of 0.25, cement mortar lining, seal casted AWWA C104,with push-on-joint, bell- and plain-spigot end unless grooved or flanged ends are indicated. 1. Push-on-Joint, Ductile-Iron Fittings: AWWA C110, ductile- or gray-iron standard pattern or AWWA C153, ductile-iron compact pattern. a. Gaskets: AWWA C111, rubber. B. Ductile-Iron Flexible Expansion Joints: Compound, ductile-iron f itting with combination of flanged and mechanical-joint ends complying with AWWA C110 or AWWA C153. Include two gasketed ball-joint sections and one or more gasketed sleeve sections. Assemble components for offset and expansion indicated. Include AWWA C111, ductile-iron glands, rubber gaskets, and steel bolts. C. Ductile-Iron or Cast-iron Deflection Fittings: Compound, ductile-iron or cast-iron fitting complying with AWWA C110 or AWWA C153. Include AWWA C111, ductile-iron glands, rubber gaskets, and steel bolts. All fittings cement mortar lined, AWWA C104 . Bituminous outside coating one mil thick. Rating of 250psi with mechanical or push joint. 2.4 COPPER TUBE AND FITTINGS A. Soft Copper Tube: ASTM B 88, Type K, water tube, annealed temper, with flared connections. 1. Copper Fittings: ASME B16.18, cast-copper-allo y or ASME B16.22, wr ought-copper, solder-joint pressure type. Furnish only wrought-copper fittings if indicated. B. Bronze Flanges: ASME B16.24, Class 150, with solder-joint end. Furnish Class 300 flanges if required to match piping. C. Copper Unions: MSS SP-123, cast-copper-alloy, hexa gonal-stock body with ball-and-socket, metal-to-metal seating surfaces, and solder-joint or threaded ends. 2.5 JOINING MATERIALS A. Refer to Division 2 Section "Utility Materials" for commonly used joining materials. B. Transition Couplings: 1. Underground Piping, NPS 2 (DN 50) and Larger: AWWA C219, metal, sleeve-type coupling same size as, with pressure rating at least equal to and ends compatible with, piping to be joined. 2. Aboveground Piping: Pipe fitting same size as, with pressure rating at least equal to and ends compatible with, piping to be joined. C. Soldering Flux: ASTM B 813, water-flushable type. D. Solder Filler Metal: ASTM B 32, lead-free ty pe with 0.20 percent maximum lead content. WATER DISTRIBUTION 02510 - 4
L ION S QUARE L ODGE E AST Vail, Colorado 2.6 PIPING SPECIALTIES A. Flexible Connectors: 1. Nonferrous-Metal Piping: Bronze hose covered with bronze wire braid; with copper-tube, pressure-type, solder-joint ends or bronze flanged ends brazed to hose. 2. Ferrous Piping: Stainless-steel hose covered with stainless-steel wire braid; with ASME B1.20.1, threaded steel pipe nipples or ASME B16.5, steel pipe flanges welded to hose. 2.7 CORROSION-PRO TECTION ENCASEMENT FOR PIPING A. Encasement for Underground Metal Piping: AWWA C105, PE film, 0.008-inch minimum thickness, tube. 2.8 HOSE-CONNECTION, BACKFLOW-PREVENTION DEVICES A. General: ASSE standard, nonremovable-type, backflow-prevention devices with ASME B1.20.7, garden-hose threads on outlet. B. Hose-Connection Vacuum Breakers: ASSE 1011, nick el plated, with manual drain feature. Units attached to rough-bronze-finish hose connections may be rough bronze. C. Hose-Connection Backflow Preventers: ASSE 1052, suitable for at least 3-gpm flow and applications with up to 10-foot head of water back pressure. Include two check valves and intermediate atmospheric vent. PART 3 - EXE CUTION 3.1 EARTHWORK A. Refer to Division 2 Section "Earthwork" fo r excavating, trenching, and backfilling. 3.2 PIPING APPLICATIONS A. General: Use pipe, fittings, and joining methods for piping systems accord ing to the following applications. B. Transition couplings and special fittings with pressure ratings at least equal to piping pressure rating may be used in applications below, unless otherwise indicated. C. Do not use flanges, unions, or keyed couplings for underground piping. D. Flanges, unions, keyed couplings, and special fittings may be used, instead of joints indicated, on aboveground piping and piping in vaults. E. Underground Water-Service Piping: Use any of th e following piping material s for each size range: 1. NPS 3/4 to NPS 2: Soft copper tube, Type K; wrought-copper fittings; and soldered joints. 2. NPS 5 and NPS 6): Use NPS 6 (DN 150) ductile-iron, push-on-joint pipe; ductile-iron, push-on-joint fittings; and gasketed joints. WATER DISTRIBUTION 02510 - 5
L ION S QUARE L ODGE E AST Vail, Colorado 3.3 JOINT CONSTRUCTION A. See Division 2 Section "Utility Materials" for basic piping joint construction. B. Make pipe joints accord ing to the following: 1. Ductile-Iron Piping, Gasketed Joints for Water-Service Piping: AWWA C600 and AWWA M41. 2. Ductile-Iron Piping, Gasketed Joints for Fire-Service-Main Piping: UL 194. 3. Dissimilar Materials Piping Joints: Use adapters compatible with both piping materials, with OD, and with system working pressure. Refer to Division 2 Section "Utility Materials" for joining piping of dissimilar metals. 3.4 PIPING SYSTEMS - COMMON REQUIREMENTS A. See Division 2 Section "Utility Materials" for piping-system common requirements. 3.5 PIPING INSTALLATION A. Water-Main Connection: Arrange with utility company for tap of size and in location indicated in water main. B. Comply with NFPA 24 for fire-service-m ain piping materials and installation. 1. Install PE corrosion-protection encasement according to ASTM A 674 or AWWA C105. C. Install copper tube and fittings accord ing to CDA's "Copper Tube Handbook." D. Bury piping with depth of cover over top at least 54 inches. E. Extend water-service piping and connect to water-supply source and building water piping systems at outside face of building wall in locations and pipe sizes indicated. 1. Terminate water-service piping at building wall until building water piping systems are installed. Terminate piping with caps, plugs, or flanges as required for piping material. Make connections to building water piping systems wh en those systems are installed. F. Install underground piping with restrained joints at horizontal and vertical changes in direction. Use restrained-joint piping, thrust blocks, anchors, tie-rods and clamps, and other supports. G. Anchor service-entry piping to building wall. H. See Division 15 Section "Domestic Water Piping" for potable-water piping inside the building. I. See Division 13 Sections for fire-suppression water piping inside the building. J. Install trap below frost line on drain outlet of each drinking fountain. 3.6 ANCHORAGE INSTALLATION A. Install anchorages for tees, plugs and caps, bends, crosses, valves, and hydr ant branches. Include anchorages for the follo wing piping systems: WATER DISTRIBUTION 02510 - 6
L ION S QUARE L ODGE E AST Vail, Colorado B. Apply full coat of asphalt or other acce ptable corrosion-resistant material to surfaces of installed ferrous anchorage devices. 3.7 CONNECTIONS A. Piping installation requirements are specified in other Division 2 Sections. Drawings indicate general arrangement of piping and specialties. Pothole ahead of work to Electrician exact horizontal and vertical location of existing utilities at planned connecti ons points. Notify Engineer of conflicts. B. Connect water-distribution piping to existing water service and new fire service line per Eagle River Water and Sanitation District requirements. C. Connect water-distribution piping to interior domestic-water and fire-suppression piping. 3.8 FIELD QUALITY CONTROL A. Piping Tests: Conduct piping tests before joints are covered and after thrust blocks have hardened sufficiently. Fill pipeline 24 hours before testing an d apply test pressure to stabilize system. Use only potable water. B. Hydrostatic Tests: Test at not less than 1-1/2 times working pressure for 2 hours. 1. Increase pressure in 50-p sig increments and inspect each joint between increments. Hold at test pressure for 1 hour; decrease to 0 psig. Slowly in crease again to test pressure and hold for 1 more hour. Maximum allowable leakage is 2 quarts per hour per 100 joints. Remake leaking joints with new materials and repeat test until leakage is within allowed limits. C. Prepare reports of testing activities. 3.9 IDENTIFICATION A. Install continuous underground detectable warning tape during backfilling of trench for underground water-service piping. Locate below finished grade, directly over piping. See Division 2 Section "Earthwork" for underground warning tapes. 3.10 CLEANING A. Clean and disinfect water-distribution piping as follows: 1. Purge new water-distribution piping systems and parts of existing systems that have been altered, extended, or repaired before use. 2. Use purging and disinfecting procedure prescribed by authorities having ju risdiction or, if method is not prescribed by authorities having jurisdiction, use procedure described in NFPA 24 for flushing of fire service line piping. Flush piping system with clean, potable water until dirty water does not appear at points of outlet. WATER DISTRIBUTION 02510 - 7
L ION S QUARE L ODGE E AST Vail, Colorado WATER DISTRIBUTION 02510 - 8 3. Use purging and disinfecting procedure prescribed by authorities having ju risdiction or, if method is not prescribed by authorities having jurisdicti on, use procedure described in AWWA C651 or as described below: a. Fill system or part of system with water/chlorine solution containing at least 50 ppm of chlorine; isolate and allow to stand for 24 hours. b. Drain system or part of system of previous solution and refill with water/chlorine solution containing at least 200 ppm of chlorine; isolate and allow to stand for 3 hours. c. After standing time, flush system with clean, potable water until no chlorine remains in water coming from system. d. Submit water samples in sterile bottles to authorities having jurisdiction. Repeat procedure if biological examination show s evidence of contamination. B. Prepare reports of purging and disinfecting activities. C. After completing drinking fountain installation, inspect unit. Remove paint splatters and other spots, dirt, and debris. Repair damaged finish to match original finish. END OF SECTION 02510
L ION S QUARE L ODGE EAST Vail, Colorado SECTION 02620 - SUBDRAINAGE PART 1 - G ENERAL 1.1 SUMMARY A. This Section includes subdrainage systems for the following: 1. Foundations. 2. Underslab areas. 3. Retaining walls. 4. Landscaped areas. 1.2 DEFINITIONS A. ABS: Acrylonitrile-butadiene-styrene. B. HDPE: High-density polyethylene. C. PE: Polyethylene. D. PP: Polypropylene. E. PS: Polystyrene. F. PVC: Polyvinyl chloride. 1.3 SUBMITTALS A. Product Data: For drainage conduit, dr ainage panels, and geotextile fabrics. 1. Perforated pipe. 2. Solid pipe. 3. Pipe with open joints. 4. Drainage conduits. 5. Drainage panels. 6. Geotextile fabrics. 1.4 COORDINATION A. Drainage panel materials and installation shall be compatible with dampproofing and waterproofing of walls below grade. SUBDRAINAGE 02620 - 1
L ION S QUARE L ODGE EAST Vail, Colorado PART 2 - PRO DUCTS 2.1 MANUFACTURERS A. In other Part 2 articles where subparagraph titles below introduce lists, the following requirements apply for product selection: 1. Available Manufacturers: Subject to compli ance with requirements, manufacturers offering products that may be incorporated into the Work include, but are not limited to, the manufacturers specified. 2.2 PIPING MATERIALS A. Refer to various application articles in Part 3 for app lications of pipe, tube, fitting, and joining materials. 2.3 UNDERSLAB HEADERS A. ABS Sewer Pipe and Fittings: ASTM D 2751. 1. Solvent Cement: ASTM D 2235. 2. Gaskets: ASTM F 477, elastomeric seal. B. Cast-Iron Soil Pipe and Fittings: ASTM A 74, Service and Extra-Heavy classes, hub-and-spigot ends, gray, for gasketed joints. 1. Gaskets: ASTM C 564, rubber, of thickness matching class of pipe. C. PE Drainage Tubing and Fittings: AASHTO M 252, Type S, corrugated, with smooth waterway, for coupled joints. 1. Couplings: AASHTO M 252, corrugated, band type, matching tubing and fittings. D. PE Pipe and Fittings: AASHTO M 294, Type S, co rrugated, with smooth waterway, for coupled joints. 1. Couplings: AASHTO M 294, corrugated, band type, matching tubing and fittings. E. PVC Sewer Pipe and Fittings: ASTM D 3034, SDR 35, bell-and-spigot ends, for gasketed joints. 1. Gaskets: ASTM F 477, elastomeric seal. 2.4 DRAINAGE PIPES AND FITTINGS A. Perforated, PE Pipe and Fittings: ASTM F 405, corrugated, for coupled joints. 1. Couplings: Manufacturer's standard, band type. B. Perforated, PE Pipe and Fittings: ASTM F 667, corrugated, for coupled joints. 1. Couplings: Manufacturer's standard, band type. C. Perforated, PVC Sewer Pipe and Fittings: ASTM D 2729, bell-and-spigot ends, for loose joints. SUBDRAINAGE 02620 - 2
L ION S QUARE L ODGE EAST Vail, Colorado D. Perforated, Clay Pipe and Fittings: ASTM C 700, Standard-Strength and Extra-Strength classes, unglazed, socket-and-spigot ends, for closed joints. 1. Gaskets: ASTM C 425, rubber. E. Perforated, Concrete Pipe and Fittings: ASTM C 444/C 444M, Type 1, and applicable requirements of ASTM C 14/C 14M, Class 2, socket-and-spigot fittings. 1. Gaskets: ASTM C 443/C 443M, rubber. F. Clay Drain Tile: ASTM C 4; Standard, Extra-Qu ality, and Heavy-Duty classes, for open joints. G. Concrete Drain Tile: ASTM C 412/C 412M; Stan dard-Quality; Extra-Quality; and Heavy-Duty, Extra-Quality classes, for open joints. H. Open-Joint Screening: ASTM D 226, Type I, asphalt-saturated roofing felt. I. Open-Joint Screening: ASTM D 227, coal-tar-saturated roofing felt. J. Open-Joint Screening: Copper-mesh screening. K. Open-Joint Screening: Corrosion-resistan t metal clips made for this application. L. Open-Joint Screening: Woven geotextile filter fabric, for a minimum total weight of 3 oz./sq. yd. (0.10 kg/sq. m). 2.5 SPECIAL PIPE COUPLINGS A. Description: ASTM C 1173. Rubber or elastome ric sleeve and band assembly fabricated to match outside diameters of pipes to be joined. 2.6 CLEANOUTS A. Cast-Iron Pipe: ASME A112.36.2M; with round-flanged, cast-iron housing; and secured, scoriated, Medium-Duty Loading class, cast-iron cover. Includ e cast-iron ferrule and coun tersunk, brass cleanout plug. B. PVC Pipe: ASTM D 3034, PVC cleanout threaded plug and threaded pipe hub. 2.7 DRAINAGE CONDUIT A. Pipe and Fittings: Perforated and corrugated, mold ed from HDPE complying with ASTM D 3350, with fittings and geotextile filter fabric jacket. 1. Size: 12 inches (305 mm) high by approximately 3/4 inch (19 mm) thick with a minimum flow rate of 30 gpm per foot (62 L/s per 1000 mm). 2. Size: 18 inches (457 mm) high by approximately 3/4 inch (19 mm) thick with a minimum flow rate of 45 gpm per foot (93 L/s per 1000 mm) when tested according to ASTM D 4716. 3. Fittings: HDPE with combination NPS 4 and NP S 6 (DN 100 and DN 150) outlet connection. 4. Couplings: Corrugated HDPE band. SUBDRAINAGE 02620 - 3
L ION S QUARE L ODGE EAST Vail, Colorado B. Pipe and Fittings: Perforated, molded from HDPE complying with ASTM D 1248 into shape of interconnected corrugated pipes, with fittings and geotextile filter fabric jacket. 1. Size: 6 inches (152 mm) high by approximately 1-1/4 inches (31 mm) thick with a flow rate of 15 gpm per foot (3.1 L/s per 1000 mm) when tested according to ASTM D 4716. 2. Size: 12 inches (305 mm) high by approximately 2-1/2 inches (64 mm) thick with a flow rate of 30 gpm per foot (6.2 L/s per 1000 mm) when tested according to ASTM D 4716. 3. Size: 18 inches (457 mm) high by approximately 3-3/4 inches (95 mm) thick with a flow rate of 45 gpm per foot (9.3 L/s per 1000 mm) when tested according to ASTM D 4716. 4. Fittings: HDPE with combination NPS 4 and NP S 6 (DN 100 and DN 150) outlet connection. 5. Couplings: HDPE. C. Pipe and Fittings: Perforated, smooth PVC co mplying with ASTM D 4216 and ASTM D 2729. 1. Size: 8 inches (203 mm) high by approximately 2-1/4 inches (57 mm) thick with a minimum flow rate equal to NPS 4 (DN 100) pipe. 2. Fittings: PVC with NPS 4 (DN 100) outlet connection. 3. Couplings: PVC. 2.8 MOLDED-SHEET DRAINAGE PANELS A. Available Manufacturers: Subject to compliance with requirements, ma nufacturers offering products that may be incorporated into the Work include, but are not limited to, the following: 1. American Wick Drain Corporation. 2. Grace, W. R. & Co.; Construction Products Div. 3. GREENSTREAK/Western Textile Products. 4. Ling Industrial Fabrics, Inc. 5. TC Mirafi. B. Molded-sheet drainage panels are specified in various Division 7 waterproofing Sections. C. Description: Prefabricated, composite panels, 36 to 60 inches (915 to 1525 mm) wide, and manufactured with geotextile facing laminated to molded-plastic drainage core. D. Drainage Core: Three-dimensional, nonbiodegradable, molded PP or PS. 1. Minimum Compressive Strength: 15,000 lbf/sq. ft. (718 kPa)] [18,000 lbf/sq. ft. (862 kPa) when tested according to ASTM D 1621. 2. Minimum Flow Rate: 7 gpm per foot (87 L/min. per m) at hydraulic gradient of 0.1 and compressive stress of 25 psig (172 kPa) when tested according to ASTM D 4716. E. Geotextile: Nonwoven needle-punche d geotextile, manufactured for s ubsurface drainage , made from polyolefins or polyesters; with elongation greater than 50 percent; complying with the following properties determined accord ing to AASHTO M 288: 1. Survivability: Class 2. 2. Apparent Opening Size: No. 60 (0.25-mm) sieve, maximum. 3. Permittivity: 0.2 per second, minimum. F. Geotextile: Woven geotextile fabric , manufactured for subsurface drai nage, made from polyolefins or polyesters; with elongation less than 50 percent; complying with the following properties determined according to AASHTO M 288: SUBDRAINAGE 02620 - 4
L ION S QUARE L ODGE EAST Vail, Colorado 1. Survivability: Class 2. 2. Apparent Opening Size: No. 60 (0.25-mm) sieve, maximum. 3. Permittivity: 0.2 per second, minimum. G. Film Backing: Polymeric film bonded to drainage core surface. 2.9 FABRIC DRAINAGE PANELS A. Available Manufacturers: Subject to compliance with requirements, ma nufacturers offering products that may be incorporated into the Work include, but are not limited to, the following: 1. Akzo Nobel Geosynthetics Co. 2. GSE Lining Technology, Inc. 3. JDR Enterprises, Inc. 4. Strata Systems, Inc. 5. Tensar Earth Technologies, Inc. B. Description: Prefabricated, composite drainage panels , made with drainage core and filter fabric, for use as part of foundation, and retaining-wall drainage system. C. Drainage Core: Open-construction, resilient, 0.8-inch- (20-mm-) thick, nylon-filament mesh. 1. Minimum Flow Rate: 2.4 gpm per foot (30 L/min. per m) at hydraulic gradient of 1.0 and normal pressure of 3600 psig (172 kPa) when tested according to ASTM D 4716. D. Drainage Core: 3-dimensional, PE strand, 0.25-inch- (6.3-mm-) thick, nonwoven net. 1. Minimum Flow Rate: 5 gpm per foot (62 L/min. per m) at hydraulic gradient of 1.0 and normal pressure of 3600 psig (172 kPa) when tested according to ASTM D 4716. E. Filter Fabric: Nonwoven geotextile f ilter fabric of PP or polyester fibers, or combination of both. Flow rates range from 120 to 200 gpm per sq. ft. (81 to 136 L/s per sq. m) when tested according to ASTM D 4491. 2.10 INSULATION DRAINAGE PANELS A. Available Manufacturers: Subject to compliance with requirements, ma nufacturers offering products that may be incorporated into the Work include, but are not limited to, the following: B. Manufacturers: Subject to compli ance with requirements, provide products by one of the following: 1. Diversifoam Products. 2. Dow Chemical Company (The). 3. Owens Corning. 4. Tenneco Building Products. C. Insulation drainage panels are specified in various Division 7 waterproofing Sections. D. Description: Extruded-polystyrene board insulati on complying with ASTM C 578; fabricated with shiplap or tongue-and-groove edges and with one side having grooved drainage channels, faced with manufacturer's standard, nonwov en geotextile filter fabric. SUBDRAINAGE 02620 - 5
L ION S QUARE L ODGE EAST Vail, Colorado 1. Type IV, 1.6-lb/cu. ft. (26-kg/cu. m) minimum density and 25-psig (173-kPa) minimum compressive strength. 2.11 SOIL MATERIALS A. Impervious Fill: Clay, gravel, and sand mixture. B. Drainage Fill: Washed, evenly graded mixture of crushed stone, or crushed or uncrushed gravel, ASTM D 448, coarse aggregate, Size No. 57, with 100 percent passing 1-1/2-inch (37.5-mm) sieve and not more than 5 percent passing No. 8 (2.36-mm) sieve. 2.12 ROOFING FELTS A. ASTM D 226, Type I, asph alt-saturated roofing felt. B. ASTM D 227, coal-tar-s aturated roofing felt. 2.13 GEOTEXTILE FILTER FABRICS A. Woven or nonwoven geotextile filter fabric of PP or po lyester fibers, or combination of both. Flow rates range from 110 to 330 gpm per sq. ft. (4480 to 13 440 L/min. per sq. m) when tested according to ASTM D 4491. Available styles are flat and sock. PART 3 - EXE CUTION 3.1 EXAMINATION A. Examine surfaces and areas for su itable conditions where subdrainage systems are to be installed. B. If subdrainage is required for landscaping, locate and mark existing utilities, underground structures, and aboveground obstructions before beginning installation and avoid disruption and damage of services. C. Proceed with installation only after unsatis factory conditions have been corrected. 3.2 EARTHWORK A. Excavating, trenching, and backfilling are speci fied in Division 2 Section "Earthwork." 3.3 SUBDRAINAGE SYSTEM APPLICATIONS A. NPS 4 (DN 100) Piping: 1. Perforated, PE pipe and fittings, couplings, and coupled joints. 2. Perforated, PVC sewer pipe and fittings for loose, bell-and-spigot joints. 3. Perforated, clay pipe and fittings, Extra-Strength class; gaskets; and gasketed joints. 4. Clay drain tile, Extra-Quality class; and open joints. 5. Concrete drain tile, Extra-Quality class; and open joints. SUBDRAINAGE 02620 - 6
L ION S QUARE L ODGE EAST Vail, Colorado B. NPS 6 (DN 150) Piping: 1. Perforated, PE pipe and fittings, couplings, and coupled joints. 2. Perforated, clay pipe and fittings, Extra-Strength class; gaskets; and gasketed joints. 3. Clay drain tile, Extra-Quality class; and open joints. 4. Concrete drain tile, Extra-Quality class; and open joints. C. NPS 8 and NPS 10 (DN 200 and DN 250) Piping: 1. Perforated, clay pipe and fittings, Extra-Strength class; gaskets; and gasketed joints. 2. Clay drain tile, Extra-Quality class; and open joints. 3. Concrete drain tile, Extra-Quality class; and open joints. 3.4 UNDERSLAB DRAINAGE SYSTEM APPLICATIONS A. NPS 4 (DN 100) Piping: 1. Perforated, PE pipe and fittings, couplings, and coupled joints. 2. Perforated, PVC sewer pipe and fittings for loose, bell-and-spigot joints. 3. Perforated, clay pipe and fittings, Extra-Strength class; gaskets; and gasketed joints. 4. Perforated, concrete pipe and fittings, gaskets, and gasketed joints. B. NPS 6 (DN 150) Piping: 1. Perforated, PE pipe and fittings, couplings, and coupled joints. 2. Perforated, PVC sewer pipe and fittings for loose, bell-and-spigot joints. 3. Perforated, clay pipe and fittings, Extra-Strength class; gaskets; and gasketed joints. 4. Perforated, concrete pipe and fittings, gaskets, and gasketed joints. C. NPS 8 and NPS 10 (DN 200 and DN 250) Piping: 1. Perforated, clay pipe and fittings, Extra-Strength class; gaskets; and gasketed joints. 2. Perforated, concrete pipe and fittings, gaskets, and gasketed joints. 3.5 UNDERSLAB DRAINAGE SYSTEM HEADER APPLICATIONS A. NPS 4 and NPS 6 (DN 100 and DN 150) Piping: 1. ABS pipe and fittings, couplings, and coupled joints. 2. Cast-iron soil pipe and fittings, Service class; gaskets; and gasketed joints. 3. PE drainage tubing and fittings, couplings, and coupled joints. 4. PVC sewer pipe and fittings, couplings, and coupled joints. B. NPS 8 and NPS 10 (DN 200 and DN 250) Piping: 1. ABS pipe and fittings, couplings, and coupled joints. 2. Cast-iron soil pipe and fittings, Service class; gaskets; and gasketed joints. 3. PE drainage tubing and fittings, couplings, and coupled joints. 4. PVC sewer pipe and fittings, couplings, and coupled joints. C. NPS 12 (DN 300) Piping: 1. ABS pipe and fittings, couplings, and coupled joints. SUBDRAINAGE 02620 - 7
L ION S QUARE L ODGE EAST Vail, Colorado 2. Cast-iron soil pipe and fittings, Service class; gaskets; and gasketed joints. 3. PE drainage tubing and fittings, couplings, and coupled joints. 4. PVC sewer pipe and fittings, couplings, and coupled joints. D. NPS 15 (DN 375) Piping: 1. Cast-iron soil pipe and fittings, Service class; gaskets; and gasketed joints. 2. PE drainage tubing and fittings, couplings, and coupled joints. 3. PVC sewer pipe and fittings, couplings, and coupled joints. 3.6 IDENTIFICATION A. Materials and their installation are sp ecified in Division 2 Section "Ear thwork." Arrange for installation of green warning tapes directly over piping. 1. Install warning tape or detectable warning tape over ferrous piping. 2. Install detectable warning tape over nonferrous piping and over edges of underground structures. 3.7 FOUNDATION DRAINAGE INSTALLATION A. Bottom Impervious Fill: Place impervious fill materi al on subgrade adjacent to bottom of footing after concrete footings have been cured and forms removed. Place and compact impervious fill to dimensions indicated, but not less than 6 inches (150 mm) deep and 12 inches (300 mm) wide. B. Drainage Fill: Place supporting layer of drainage fill over compacted subgrade to compacted depth of not less than 4 inches (100 mm). After installing draina ge piping, add drainage fill to width of at least 6 inches (150 mm) on side away from wall and to top of pipe to perform tests. After satisfactory testing, cover piping to width of at least 6 inches (150 mm) on side away from footing and above top of pipe to within 12 inches (300 mm) of finish grade. Place dr ainage fill in layers not exceeding 3 inches (75 mm) in loose depth; compact each layer placed. 1. Before installing drainage fill, lay flat-style geot extile filter fabric in tr ench and overlap trench sides. After installing drainage fill, wrap top of drainage fill with flat-style geotextile filter fabric. 2. Encase pipe with sock-style geotextile filter fabric before installing pipe. Connect sock sections with electrical tape. 3. After installing drainage fill, place one layer of flat-style geotextile filter fabric over top of drainage fill, overlapping edges at least 4 inches (100 mm). C. Install vertical drainage panel as follows: 1. Coordinate placement with other drainage materials. 2. Lay perforated, PE or PVC drainage pipe at base of footing as described elsewhere in this Specification. Do no t install aggregate. 3. Mark horizontal calk line on wall at a point 6 inches (150 mm) less than panel width above footing bottom. Before marking wall, subtract footing width. 4. Separate 4 inches (100 mm) of fabric at beginning of roll and cut away 4 inch es (100 mm) of core. Wrap fabric around end of remaining core. 5. Wrap bottom of panel around drainage pipe. 6. Attach panel to wall at horizontal mark and at beginning of pipe. Place core side of panel against wall. Use concrete nails with washers through pr oduct cylinders to attach panel to wall. Place nails from 2 to 6 inches (50 to 150 mm) below top of panel, approximately 48 inches (1200 mm) apart. Some manufacturers use construction adhesives, metal stick pins, or double-sided tape. Do not penetrate waterproofing. Before using adhesives, discuss with waterproofing manufacturer. SUBDRAINAGE 02620 - 8
L ION S QUARE L ODGE EAST Vail, Colorado 7. If another panel is required on the same row, cut away 4 inches (100 mm) of installed panel core and wrap fabric over new panel. 8. If additional rows of panel are required, overlap lower panel with 4 inches (100 mm) of fabric. 9. Cut panel as necessary to keep top 12 inches (300 mm) below finish grade. 10. For inside corners, bend panel. For outside co rners, cut core to provide 3 inches (75 mm) for overlap. 11. Do not use drainage panels as protection over waterproof membrane, unless otherwise approved by waterproofing membrane manufacturer. D. Fill to Grade: Place native fill materi al over compacted drainage fill. Pl ace material in loose-depth layers not exceeding 6 inches (150 mm). Thoroughly compact each layer. Fill to finish elevations and slope away from building. 3.8 UNDERSLAB DRAINAGE INSTALLATION A. Excavate for underslab drainage system after subgrade material has been compacted, but before drainage fill has been placed. Include horizont al distance of at least 6 inches (1 50 mm) between drainage pipe and trench walls. Grade bottom of trench excavations to required slope and compact to firm, solid bed for drainage system. B. Drainage Fill: Place supporting layer of drainage fill over compacted subgrade to compacted depth of not less than 4 inches (100 mm). After installing drainage piping, add drainage fill to top of pipe to perform tests. After satisfactory testing, cover piping with dr ainage fill to elevation of bottom of slab and compact drainage material. 1. Before installing drainage fill, lay flat-style geot extile filter fabric in tr ench and overlap trench sides. After installing drainage fill, wrap top of drainage fill with flat-style geotextile filter fabric. 2. Encase pipe with sock-style geotextile filter fabric before installing pipe. Connect sock sections with electrical tape. C. Install horizontal drainage panels as follows: 1. Coordinate placement with other drainage materials. 2. Lay perforated, PE or PVC drainage pipe at inside edge of footings. 3. Place drainage panel over drainage pipe with core side up. Peel back fabric and wrap fabric around pipe. Locate top of core at bottom elevation of floor slab. 4. Butt additional panels against other installed pane ls. If panels have plastic flanges, overlap installed panel with flange. 3.9 RETAINING-WALL DRAINA GE INSTALLATION A. Drainage Fill: Place supporting layer of drainage fill over compacted subgrade to compacted depth of not less than 4 inches (100 mm). After installing draina ge piping, add drainage fill to width of at least 6 inches (150 mm) on side away from wall and to top of pipe to perform tests. After satisfactory testing, cover piping to width of at least 6 inches (150 mm) on side away from footing and above top of pipe to within 12 inches (300 mm) of finish grade. Place dr ainage fill in layers not exceeding 3 inches (75 mm) in loose depth; compact each layer placed. 1. Before installing drainage fill, lay flat-style geot extile filter fabric in tr ench and overlap trench sides. After installing drainage fill, wrap top of drainage fill with flat-style geotextile filter fabric. 2. Encase pipe with sock-style geotextile filter fabric before installing pipe. Connect sock sections with electrical tape. SUBDRAINAGE 02620 - 9
L ION S QUARE L ODGE EAST Vail, Colorado 3. After installing drainage fill, place one layer of flat-style geotextile filter fabric over top of drainage fill, overlapping edges at least 4 inches (100 mm). B. Install vertical drainage panels as follows: 1. Coordinate placement with other drainage materials. 2. Lay perforated, PE or PVC drainage pipe at base of footing as described elsewhere in this Specification. Do no t install aggregate. 3. If weep holes are used in lieu of drainage pipe, cut 1/2-inch- (13-mm-) diameter holes on core side at weep-hole locations. Do not cut fabric. 4. Mark horizontal calk line on wall at a point 6 inches (150 mm) less than panel width above footing bottom. Before marking wall, subtract footing width. 5. Separate 4 inches (100 mm) of fabric at beginning of roll and cut away 4 inch es (100 mm) of core. Wrap fabric around end of remaining core. 6. Wrap bottom of panel around drainage pipe. 7. Attach panel to wall at horizontal mark and at be ginning of wall corner. Place core side of panel against wall. Use concrete nails with washers th rough product. Use nails from 2 to 6 inches (50 to 150 mm) below top of panel, approximately 48 inches (1200 mm) apart. Do not penetrate waterproofing. Before using adhesives, discuss with waterproofing manufacturer. 8. If another panel is required on the same row, cut away 4 inches (100 mm) of installed panel core and wrap fabric over new panel. 9. If additional rows of panel are required, overlap lower panel with 4 inches (100 mm) of fabric. 10. Cut panel as necessary to keep top 12 inches (300 mm) below finish grade. 11. For inside corners, bend panel. For outside co rners, cut core to provide 3 inches (75 mm) for overlap. 12. Do not use drainage panels as protection over waterproof membrane, unless otherwise approved by waterproofing membrane manufacturer. C. Fill to Grade: Place native fill materi al over compacted drainage fill. Pl ace material in loose-depth layers not exceeding 6 inches (150 mm). Thoroughly compact each laye r. Fill to finish grade. 3.10 LANDSCAPING DRAINAGE INSTALLATION A. Install drainage pipe with a horizo ntal distance of at least 6 inches (150 mm) between pipe and trench walls. Grade bottom of trench excavations to required slope and compact to firm, solid bed for drainage system. B. Drainage Fill: Place supporting layer of drainage fill over trench botto m to compacted depth of not less than 4 inches (100 mm). After installing drainage piping, add drainage fill to top of pipe to perform tests. After satisfactory testing, cover piping to within 12 in ches (300 mm) of finish grade. Place drainage fill in layers not exceeding 3 inches (75 mm) in loose depth; compact each layer placed. 1. After installing drainage fill, place one layer of flat-style geotextile filter fabric over top of drainage fill, overlapping edges at least 4 inches (100 mm). 2. Before installing drainage fill, lay flat-style geot extile filter fabric in tr ench and overlap trench sides. After installing drainage fill, wrap top of drainage fill with flat-style geotextile filter fabric. 3. Encase pipe with sock-style geotextile filter fabric before installing pipe. Connect sock sections with electrical tape. C. Drainage Conduit: Provide trench width to allow in stallation of drainage conduit. Grade bottom of trench excavations to required slope and comp act to firm, solid bed for drainage system. D. Fill to Grade: Place native fill material over drainage [fill] [conduit]. Place materi al in loose-depth layers not exceeding 6 inches (150 mm). Thoroughly compact each laye r. Fill to finish grade. SUBDRAINAGE 02620 - 10
L ION S QUARE L ODGE EAST Vail, Colorado 3.11 PIPING INSTALLATION A. Install piping beginning at low points of system, true to grades and alignment indicated, with unbroken continuity of invert. Bed piping with full bearing in filtering material. Install gaskets, seals, sleeves, and couplings according to manufacturer's written instructions and other requirements indicated. 1. Foundation Subdrainage: Install piping pitched down in direction of flow, at a minimum slope of 0.5 percent and with a minimum cover of 36 inches (915 mm), unless otherwise indicated. 2. Underslab Subdrainage: Install piping pitched down in direction of flow, at a minimum slope of 0.5 percent. 3. Retaining-Wall Subdrainage: When water discharges at end of wall into stormwater piping system, install piping pitched down in direction of flow, at a minimum slope of 0.5 percent and with a minimum cover of 36 inches (915 mm), unless otherwise indicated. However, when water discharges through wall weep holes, pipe may be installed with a minimum slope of zero percent. 4. Landscaping Subdrainage: Install piping pitched down in direction of flow, at a minimum slope of 0.5 percent and with a minimum cover of 36 inches (915 mm), unless otherwise indicated. 5. Lay perforated pipe with perforations down. 6. Lay open-joint pipe spaced as indi cated on Drawings or, if not i ndicated, with 1/4-inch (6-mm) space between ends. Cover top two-thirds of joint opening with open-joint screening material and tie with corrosion-resistant wire. 7. Excavate recesses in tren ch bottom for bell ends of pipe. La y pipe with bells facing upslope and with spigot end entered fully into adjacent bell. B. Use increasers, reducers, and couplings made for diff erent sizes or materials of pipes and fittings being connected. Reduction of pipe size in direction of flow is prohibited. C. Install PE piping according to ASTM D 2321. D. Install PVC piping according to ASTM D 2321. E. Install clay piping according to ASTM C 12 and NCPI's "Clay Pipe Engineering Manual." F. Install concrete piping according to ACPA's "Concrete Pipe Handbook." 3.12 PIPE JOINT CONSTRUCTION A. Cast-Iron Soil Pipe and Fittings: Hub and spigot, with rubber compression gaskets according to CISPI's "Cast Iron Soil Pipe and Fittings Handbook." Use gaskets that match class of pipe and fittings. B. Join PE pipe, tubing, and fittings with couplings for soiltight joints accordi ng to AASHTO's "Standard Specifications for Highway Bridges," Division II, Section 26.4.2.4, "Joint Properties." C. Join perforated, PE pipe and fitti ngs with couplings for soiltight join ts according to AA SHTO's "Standard Specifications for Highway Bridges," Division II, Section 26 .4.2.4, "Joint Properties"; or according to ASTM D 2321. D. Join PVC pipe and fittings according to ASTM D 30 34 with elastomeric seal gaskets according to ASTM D 2321. E. Join perforated, PVC pipe and fittings according to ASTM D 2729, with loose, bell-and-spigot joints. F. Join perforated, clay pipe and fittings with gaskets according to ASTM C 425. G. Lay clay pipe and fittings with open joints and open-joint screening material. SUBDRAINAGE 02620 - 11
L ION S QUARE L ODGE EAST Vail, Colorado H. Join perforated, concrete pipe and fittings with gaskets acco rding to ASTM C 443/C 443M. I. Special Pipe Couplings: Join piping made of different materials and dimensions with special couplings made for this application. Use couplings that are compatible with and that fit both pipe materials and dimensions. 3.13 FOUNDATION, RETAINING-WALL AND LANDSCAPING SUBDRAINAGE CLEANOUT INSTALLATION A. Install cleanouts from subdrainage piping to grade. Locate cleanouts at beginning of piping run and at changes in direction. Install fittings so cleanouts open in direction of flow in piping. B. In vehicular-traffic areas, use NPS 4 (DN 100) cast-iron soil pipe and fittings for subdrainage piping branch fittings and riser extensions to cleanout plug. Set cleanout fr ames and covers in a cast-in-place concrete anchor, 18 by 18 by 12 inches (450 by 450 by 300 mm) in depth. Set top of cleanout plug flush with grade. Cast-iron pipe may also be used for cleanouts in nonveh icular-traffic areas. C. In nonvehicular-traffic areas, use NPS 4 (DN 100) PV C pipe and fittings for subdrainage piping branch fittings and riser extensions to clea nout plug. Set cleanout frames and covers in a cast-in-place concrete anchor, 12 by 12 by 4 inches (300 by 300 by 100 mm) in depth. Set top of cleanout plug 1 inch (25 mm) above grade. 3.14 UNDERSLAB SUBDRAINAGE CLEANOUT INSTALLATION A. Install cleanouts and riser extensions from subdrain age piping to top of slab. Locate cleanouts at beginning of piping run and at changes in direction. Install fittings so cleanouts open in direction of flow in piping. B. Use NPS 4 (DN 100) cast-iron soil pipe and fittings for subdrainage piping branch fittings and riser extensions to cleanout plug flush with top of slab. 3.15 CONNECTIONS A. Piping installation requirements are specified in other Division 15 Sections. Drawings indicate general arrangement of piping, fittings, and specialties. B. Connect low elevations of s ubdrainage system to solid bu ilding storm drainage system. C. Where required, connect low elev ations of foundation subdrainage to stormwater sump pumps. 3.16 FIELD QUALITY CONTROL A. Testing: After installing drainage fill to top of pipe , test drain piping with water to ensure free flow before backfilling. Remove obstructions, replace damaged components, and repeat test until results are satisfactory. SUBDRAINAGE 02620 - 12
L ION S QUARE L ODGE EAST Vail, Colorado SUBDRAINAGE 02620 - 13 3.17 CLEANING A. Clear interior of installed piping and structures of dirt and other superfluous material as work progresses. Maintain swab or drag in piping and pull past each joint as it is completed. Place plugs in ends of uncompleted pipe at end of each day or when work stops. END OF SECTION 02620
L ION S QUARE L ODGE EAST Vail, Colorado SECTION 02630 - STORM DRAINAGE PART 1 - G ENERAL 1.1 SUMMARY A. This Section includes storm drainage outside the building. B. Related Sections: Division 2 Section "Subdrainage" for foundation drains connecting to storm drainage. 1.2 DEFINITIONS A. HDPE: High Density Polyethylene plastic. B. PVC: Polyvinyl chloride plastic. 1.3 PERFORMANCE REQUIREMENTS A. Gravity-Flow, Nonpressure-Piping Pressure Ratings: At least equal to system test pressure. B. Materials used should meet or exceed the requirements of the town of Va il, Colorado. In case of conflict, these requirements shall govern. 1.4 SUBMITTALS A. Product Data: For the following: 1. Polymer-concrete, channel drainage systems. 2. Stormwater disposal systems. B. Record Drawings: At project closeout, submit record drawings of installed storm drainage system piping and products, in accordance with requirements of Division 1 C. Design Mix Reports and Calculations: Fo r each class of cast-in-place concrete. D. Field Test Reports: Indicate and interpret test results for compliance with performance requirements. 1.5 DELIVERY, STORAGE, AND HANDLING A. Do not store plastic structures, pipe, and fittings in direct sunlight. B. Protect pipe, pipe fittings, and seals from dirt and damage. C. Handle precast concrete manholes and other stru ctures according to manufacturer's written rigging instructions. 1.6 PROJECT CONDITIONS STORM DRAINAGE 02630 - 1
L ION S QUARE L ODGE EAST Vail, Colorado A. Site Information: Perform site su rvey, research public utility records, and verify existing utility locations. B. Locate existing structures and piping to be closed and abandoned. Pothole ah ead of installation to determine exact horizontal and vertical location of existing utilities at planned crossings. Notify Engineer of conflicts. C. 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 Architect not less than two days in advance of proposed utility interruptions. 2. Do not proceed with utility interruptions without Architect's written permission. PART 2 - PRO DUCTS 2.1 MANUFACTURERS A. Manufacturers: Subject to compli ance with requirements, provide products by one of the following: 1. Polymer-Concrete, Channel Drainage Systems: a. ABT, Inc. b. ACO Polymer Products, Inc. 2. NyloPlant Area Drains: As Shown on plan 2.2 PIPING MATERIALS A. Refer to Part 3 "Piping Applications" Article fo r applications of pipe and fitting materials. 2.3 PIPES AND FITTINGS A. Corrugated HDPE Drainage Tubing and Fittings: AA SHTO M 252, Type S, with smooth waterway for coupling joints, 6” diameter 1. Silttight Couplings: PE sleeve with ASTM D 1056, Ty pe 2, Class A, Grade 2 gasket material that mates with tube and fittings to form silttight joints. B. Corrugated PE Pipe and Fittings: AASHTO M 294, T ype S, with smooth waterway for coupling joints, 12” diameter. 1. Silttight Couplings: PE sleeve with ASTM D 1056, Ty pe 2, Class A, Grade 2 gasket material that mates with pipe and fittings to form silttight joints. C. Reinforced-Concrete Sewer Pipe and Fittings: ASTM C 76, Class III and V, for gasketed joints. 1. Gaskets: ASTM C 443, rubber. 2.4 MANHOLES A. Normal-Traffic Precast Concrete Manholes: ASTM C 478 (ASTM C 478M), precast, reinforced concrete, of depth indicated, with provision for rubber gasketed joints. STORM DRAINAGE 02630 - 2
L ION S QUARE L ODGE EAST Vail, Colorado 1. Diameter: 48 inches minimum, unless otherwise indicated. 2. Ballast: Increase thickness of precast concrete secti ons or add concrete to base section, as required to prevent flotation. 3. Base Section: 6-inch minimum thickness for floor slab and 5-inch (100-mm) minimum thickness for walls and base riser section, and having separate base slab or base section with integral floor. 4. Riser Sections: 5-inch minimum thickness, and lengths to provide depth indicated. 5. Top Section: Eccentric-cone type, unless concentric -cone or flat-slab-top type is indicated. Top of cone of size that matches grade rings. 6. Gaskets: ASTM C 443, rubber. 7. Grade Rings: Include two or three reinforced-concrete rings, of 6- to 9-inch total thickness, that match 24-inch- diameter frame and cover. 8. Steps: Fiberglass, individual steps or ladder. In clude width that allows worker to place both feet on one step and is designed to prevent lateral slippage off step. Cast or anchor into base, riser, and top section sidewalls with steps at 12- to 16-inch intervals. Omit steps for manholes less than 60 inches deep. 9. Steps: ASTM C 478, individual steps or ladder. Omit steps for manholes less than 60 inches deep. 10. Pipe Connectors: ASTM C 923, resilient, of size required, for each pipe connecting to base section. 2.5 CATCH BASINS A. Normal-Traffic, Catch Basins: as shown on drawings. B. Frames and Grates: as shown on drawings 2.6 CONCRETE A. General: Cast-in-place concrete according to ACI 318, ACI 350R, and the following: 1. Cement: ASTM C 150, Type II. 2. Fine Aggregate: ASTM C 33, sand. 3. Coarse Aggregate: ASTM C 33, crushed gravel. 4. Water: Potable. B. Portland Cement Design Mix: 4000 psi minimum, with 0.45 maximum water-cementitious ratio. 1. Reinforcement Bars: ASTM A 615/A 615M, Grade 60 (Grade 420), deformed steel. C. Structure Channels and Benches: Factory or field formed from concrete. Portland cement design mix, 4000 psi minimum, with 0.45 maximum water-cementitious ratio. 1. Include channels and benches in manholes. a. Channels: Concrete invert, formed to same width as connected piping, with height of vertical sides to three-fourths of pipe diameter. Form curved channels with smooth, uniform radius and slope. 1) Invert Slope: 2 percent through manhole. b. Benches: Concrete, sloped to drain into channel. 1) Slope: 4 percent. D. Ballast and Pipe Supports: Portland cement design mix, 3000 psi (20.7 MPa) minimum, with 0.58 maximum water-cementitious ratio. STORM DRAINAGE 02630 - 3
L ION S QUARE L ODGE EAST Vail, Colorado 1. Reinforcement Bars: ASTM A 615/A 615M, Grade 60 (Grade 420), deformed steel. 2.7 POLYMER-CONCRETE, CHANNEL DRAINAGE SYSTEMS A. General: Modular system of precast, polymer-concre te channel sections, grates, and appurtenances; designed so grates fit into channel recesses without rocking or rattling. Include number of units required to form total lengths indicated. B. Sloped-Invert, Polymer-Concrete Systems: as shown on drawings: 1. Channel Sections: Interlocking-joi nt, precast, modular units with end caps. Include 4-inch inside width and deep, rounded bottom, with built-in invert slope of 0.6 percent and with outlets in number, sizes, and locations indicat ed. Include extension sections necessary for required depth. a. Frame: Include gray-iron or steel fra me for grate, as shown on drawings 2. Grates with manufacturer's designation "Heavy Duty," as shown on drawings. 2.8 PIPE OUTLETS A. Riprap Basins: Broken, irregular size and shape, graded stone, as shown on drawings. PART 3 - EXE CUTION 3.1 EARTHWORK A. Excavating, trenching, and backfilling are speci fied in Division 2 Section "Earthwork." 3.2 IDENTIFICATION A. Materials and their installation are specified in Divi sion 2 Section "Earthwork." Arrange for installing green warning tapes directly over piping and at outside edges of underground structures. 1. Use detectable warning tape over nonferrous piping and over edges of underground structures. 3.3 PIPING APPLICATIONS A. General: Include watertight, silttight, or soiltight join ts, unless watertight or silttight joints are indicated. B. Refer to Part 2 of this Section for detailed specifications for pipe and fitting products listed below. Use pipe, fittings, and joining methods acco rding to applications indicated. C. Gravity-Flow Piping: Use the following: 1. NPS 4 and NPS 6: Corrugated PE drainage t ubing and fittings, silttight couplings, and coupled joints. 2. NPS 8 to NPS 15 (DN200 to DN375): Corrugat ed PE drainage tubing and fittings, silttight couplings, and coupled joints in NPS 8 and NPS 10 . Use corrugated PE pipe and fittings, silttight couplings, and coupled joints in NPS 12 and NPS 15. 3. NPS 15 reinforced-concrete sewer pipe and fittings, gaskets, and gasketed joints Class III and V. Do not use nonreinforced pipe inst ead of reinforced concrete pipe. STORM DRAINAGE 02630 - 4
L ION S QUARE L ODGE EAST Vail, Colorado 3.4 INSTALLATION, GENERAL A. General Locations and Arrangements: Drawing plans and details indicate general location and arrangement of underground storm drainage piping. Location and arrangement of piping layout take design considerations into account. Install piping as indicated, to extent practical. 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. In stall gaskets, seals, sleeves, and couplings according to manufacturer's written instructions for use of lubric ants, and other installation requirements. Maintain swab or drag in line, and pull past each joint as it is completed. C. Use manholes for changes in direction, unless fittings or cleanouts are indicated. Use fittings for branch connections, unless direct tap into existing sewer is indicated. D. Use 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. Install gravity-flow piping and connect to building's storm drains, of sizes and in locations indicated. Terminate piping as indicated. F. Extend storm drainage piping and connect to building's storm drains, of sizes and in locations indicated. 3.5 PIPE JOINT CONSTRUCTION AND INSTALLATION A. General: Join and install pipe and fittings according to installations indicated. B. Refer to Division 2 Section "Utility Materials" for basic piping joint construction and installation. C. HDPE Pipe and Fittings: As follows: 1. Join pipe, tubing, and fittings with couplings for soiltight joints according to manufacturer's written instructions. 2. Install according to ASTM D 2321 and manufacturer's written instructions. 3. Install corrugated piping according to the Co rrugated Polyethylene Pipe Association's "Recommended Installation Practices for Corrugated Polyethylene Pipe and Fittings." D. Concrete Pipe and Fittings: Install according to AC PA's "Concrete Pipe Installation Manual." Use the following seals: 1. Round Pipe and Fittings: ASTM C 443 (ASTM C 443M), r ubber gaskets. E. System Piping Joints: Make joints using system manufacturer's couplings, unless otherwise indicated. F. Join piping made of different materials or dimensions with couplings made for this application. Use couplings that are compatible with and that fit both systems' materials and dimensions. 3.6 MANHOLE INSTALLATION A. General: Install manholes, complete with appurtenances and accessories indicated. B. Form continuous concrete channels and benches between inlets and outlet. STORM DRAINAGE 02630 - 5
L ION S QUARE L ODGE EAST Vail, Colorado C. Set tops of frames and covers flush w ith finished grade surface of manholes. D. Install precast concrete manhole sections with gaskets according to ASTM C 891. 3.7 CATCH-BASIN INSTALLATION A. Construct catch basins to sizes and shapes indicated. B. Set frames and grates to elevations indicated. 3.8 STORM DRAINAGE INLET AND OUTLET INSTALLATION A. Construct riprap of broken stone, as indicated. B. Install outlets that spill onto grade, with flared end sections that match pipe, where indicated. 3.9 CONCRETE PLACEMENT A. Place cast-in-place concrete accord ing to ACI 318 and ACI 350R. 3.10 DRAINAGE SYSTEM INSTALLATION A. Assemble and install components according to manufacturer's written instructions. B. Install with top surfaces of components, ex cept piping, flush w ith finished surface. C. Assemble channel sections to form slope down toward drain outlets. Use sealants, adhesives, fasteners, and other materials recommended by system manufacturer. D. Embed channel sections and drainage specialties in 4-inch minimum concrete around bottom and sides. E. Fasten grates to channel sections if indicated. 3.11 CLEANOUT INSTALLATION A. Install cleanouts and riser extension from sewer pipe to cleanout at grade. In stall piping so cleanouts open in direction of flow in sewer pipe. B. Set cleanout frames and covers in earth in cast-in-pl ace concrete block, as show n on drawings. Set with tops 1 inch above surrounding earth grade. C. Set cleanout frames and covers in concrete pavement with tops flush with pavement surface. 3.12 FIELD QUALITY CONTROL A. Clear interior of piping and structures of dirt and superfluous material as work progresses. Maintain swab or drag in piping, and pull past each joint as it is completed. 1. In large, accessible piping, brushes an d brooms may be used for cleaning. STORM DRAINAGE 02630 - 6
L ION S QUARE L ODGE EAST Vail, Colorado STORM DRAINAGE 02630 - 7 2. Place plug in end of incomplete piping at end of day and when work stops. 3. Flush piping between manholes and other structures to remove collected debris, if required by authorities having jurisdiction. B. 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 fo r each system inspection. 2. Defects requiring correctio n 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 92.5 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, an d repeat inspections until defects are within allowances specified. 4. Reinspect and repeat procedure until results are satisfactory. C. Test new piping systems, and parts of existing systems that have been altered, extended, or repaired in accordance with Vail, Colorado requirements. 1. Do not enclose, cover, or put into service before inspection and approval. 2. Test completed piping sy stems according to author ities having jurisdiction. 3. Schedule tests and inspections by authorities having jurisdiction with at least 24 hours' advance notice. 4. Submit separate reports for each test. 5. Leaks and loss in test pressure constitu te defects that must be repaired. 6. Replace leaking piping using new ma terials, and repeat testing until leakage is within allowances specified. END OF SECTION 02630
L ION S QUARE L ODGE EAST Vail, Colorado SECTION 02732 -ROADWAY BASE PART 1 GENERAL 1.01 DESCRIPTION A. Work included: Preparing su rface of subgrade prior to pavi ng and after utility contractors have completed installation of all utilities, an d furnish and place one or more courses of aggregate in conformance with lines, grades, and typical sections shown on drawings. All work shall be in accordance with Town of Vail requirements, Standards and Specifications. B. Related Work: 1. Drainage Structures, Pipes, and Fittings: Section 02430 2. Water System: Section 02510 3. Sanitary Sewer System 02530 1.02 SUBMITTALS A. Test Reports: If requested, furnish proposed source of materials and copies of tests from certified and acceptable testing laboratory: 1. Sieve analysis – ASTM C136 2. Wear Abrasion – ASTM C131 3. Liquid Limit – AASHTO T89, T90 4. Moisture Density Curves – AASHTO T99 PART 2 PRODUCTS 2.01 AGGREGATE A. Aggregate shall confor m to following gradation: Sieve Percentage by Weight Passing square Mesh Sieves Size Class 1 Class 2 Class 4 Class 5 Class 6 4” 100 - - - 3” 100 95-100 - - - 2” 95-100 - 100 - - 1-1/2” - 90-100 - - 1” - - 100 - ¾” - 50-90 - 100 No. 4 30-65 - 30-50 30-70 30-65 No. 8 - - - 25-55 No. 200 3-15 3-15 3-12 3-15 3-12 Liquid Limit not greater than 35 for Class 2; 30 for Class 4, 5, or 6. Plasticity Index not exceeding 6. B. Requirements for this Project: Furnish Class 6 aggr egate for this Project. ROADWAY BASE 02732 - 1
L ION S QUARE L ODGE EAST Vail, Colorado ROADWAY BASE 02732 - 2 PART 3 EXECUTION 3.01 PREPARATION A. Subgrade Preparation: Shape and compact to crown, line, grades, and typical cross section shown on drawings before placing base material. Compact to 95% ASTM-698 3.02 MIXING The Contractor shall mix the aggregate by methods that insure a thorough and homogenous mixture. 3.03 PLACEMENT If required compacted depth of aggregate base course exceeds 6”, construct in two or more layers of approximately equal thickness. Maximum compacted thickness of any one layer shall not exceed 6”. When vibratory or other approved types of special compacting equipment are used, compacted depth of single layer may be increased to 8” upon approval of Engineer. 3.04 SHAPING AND COMPACTION Compact each layer to 95% ASTM-698. Maintain surface of each layer during compaction so that uniform texture is produced and aggregates are firmly keyed. Apply water uniformly during compaction so moisture content is within 2% of optimum. END OF SECTION 02732
LION SQUARE LODGE EAST Vail, Colorado SECTION 02741 - ASPHALTIC CONCRETE PAVING PART 1 GENERAL 1.01 DESCRIPTION A. Work Included: Furnishing, laying, and compacting hot-mixed asphaltic concrete pavement in conformance with lines, grades, and typical cross-sections shown on the drawings. B. Related Work: 1. Roadway Base: Section 2732 1.02 QUALITY ASSURANCE A. Source: Engineer shall have access to batchi ng plant at all times work is in progress. B. Record of Work: Contractor shall keep record of time and date of placement, temperature, and weather conditions. Retain until completion and furnish copy to Engineer. C. Contractor will arrange and pay for all field tests to determine compliance of base course and pavement materials and compaction with the specification and the approved design mix formula. 1.03 SUBMITTALS A. Samples: If requested, provide samples of proposed materials. B. Test Reports: If requested furnish copies of tests from certified and acceptable testing laboratory: 1. Aggregate – AASHTO T96 2. Tar – AASHTO M52 Grade RTC B-5, M118. 3. Liquid Asphalt – AASHTO M81, M82; ASTM D2026 4. Emulsified Asphalt – AASHTO M140 5. Compaction – AASHTO T230 6. Stability and Flow – AASHTO T245 C. Job Mix Formula: Provide Engineer proposed mix design based upon aggregates to be used. 1. Submit design mix to Engineer for approval along with Marshall series performed by an independent laboratory. 2. Stability per ASTM D1559: 1500 lb. minimum 3. Flow per ASTM D1559: .08 to .16 inch 4. Air Voids percentage per ASTM D1559: 3 to 5 percent ASPHALTIC CONCRETE PAVING 02741 - 1
LION SQUARE LODGE EAST Vail, Colorado 5. Use an anti-stripping additive form the approved list of additives in Chapter 400 of the Colorado Department of Highways Field Materials Manual 6. Minimum Asphalt content: 1.04 DELIVERY, STORAGE, AND HANDLING A. Transport mixtures form mixing plant in trucks having tight, clean, non-sticking compartments. When transporting, provide covers to protect from weather and prevent loss of heat when temperature is below 50 degrees F. During temperatures below 50 degrees F on long distance deliveries, provid e insulation around entire truck bed surfaces. 1.05 JOB CONDITIONS A. Environmental Requirements: Do not place asphaltic concrete on wet surfaces, or when temperature is below 40 degrees F, unless agreed to by Engineer. B. Protection: After final rolling, do not permit vehicular traffic on asphaltic concrete pavement until cooled and hardened. Provide barricades, flagmen, and warning devices as required to protect pavement. Maintain pedestrian and vehicular traffic as required. Cover openings of structures in pavi ng until permanent coverings are placed. D. Confirm in writing, aggregate base course constructed by others has been compacted to requirements of these specifications. Use a ny means necessary to pr oof roll or test to confirm aggregate base is satis factory to receive asphaltic co ncrete. Notify in writing to Owner any deficient areas so they may be br ought into conformance with specifications prior to placement of asphaltic concrete. PART 2 – PRODUCTS 2.01 AGGREGATE Clean, hard, durable particles of crushed stone, crushed gravel, natural gravel, or crushed slag with not more than 45% of wear, AASHTO T96. Sizes #8 and larger, tolerances + 8%; #30 + 3%; where 100% passing, no tolerance. Sieve Percentage by Weight Passing Square Mesh Sieves Grading Grading Grading Grading G C CX F 1-1/2” 100 - - - 1” 90-100 100 - 100 ¾” 63-85 90-100 100 - ½” 46-78 70-89 90-100 - 3/8” - 60-88 74-89 - #4 22-54 44-72 50-78 - #8 13-47 30-62 32-64 45-85 #30 4-26 12-38 12-38 - #200 1-7 3-7 3-7 7-13 Use Grading CX for this project. 2.02 ASPHALTIC CEMENT AASHTO M226, Penetration Grade 85-100. Use AC-10 for all paving. 2.03 TACK COAT ASPHALTIC CONCRETE PAVING 02741 - 2
LION SQUARE LODGE EAST Vail, Colorado One of the following, grade and type as recommended by supplier: A. Emulsified as phalt, AASHTO M140 B. Cationic emulsified asphalt, AASHTO M208 2.04 MIX DESIGN A. Determine design mix based upon aggregates to be used. 1. Submit design mix to engineer for approval along with Marshall series performed by an independent laboratory. 2. Stability per ASTM D1559: 1500 lb. minimum 3. Flow per ASTM D1559: .08 to .16 in. 4. Air voids percentage per ASTM D1559: 3 to 5% 5. Use an anti-stripping additive form the approved lists of additives in Chapter 400 of the Colorado Department of Highways Field Materials Manual. 6. Minimum Asphalt content: 5.8% B. Furnish aggregate gradation. C. Accepted design mix shall meet comp action requirements of these specifications. 2.06 MIXING A. General: Comply with ASTM D995 for material storage, control, mixing, and plant equipment and operation. B. Aggregates: Keep each component of various-sized combined aggregates in separate stockpiles. Maintain so separate aggregate sizes will not be intermixed and to prevent segregation. Heat-dry aggregates to reduce moisture content to not more than 2%. Deliver dry aggregate mixer at recommended te mperature to suit penetration, grade, and viscosity characteristics of asphaltic cement, ambient temperature, and workability of mixture. C. Asphaltic Cement: Heat bitumen to viscosity at which it can be uniformly distributed throughout mixture. Select te mperature range of 275 degrees F to 350 degrees F to suit temperature – viscosity characteristics of asphalt. Do not exceed 350 degrees F. E. Mixing: Accurately weigh or measure dry aggregates and weigh or meter asphaltic cement to comply with job-mix formula re quirements. Mix aggregate and asphaltic cement to achieve 90 -95% coated particles for surface mi xtures when tested in accordance with ASTM D2489. PART 3 EXECUTION 3.01 PREPARATION OF SURFACES ASPHALTIC CONCRETE PAVING 02741 - 3
LION SQUARE LODGE EAST Vail, Colorado A. Base Course: Blade, shape, and smooth aggregate base course to uniform section. Remove loose materials. Clean the surf ace to be paved by mechanical sweepers, blowers, or hand brooms, until surface is free from dust. If time lapse from final shaping to placement is longer than 24 hour s, reshape, wet and compact surface, or apply prime coat. When prime coat is used, apply at rate of 0.3 gallons per square yard as soon as practicab le after surface has been prepared and is sufficiently dry. Calibrate distributor and furnish calibration to Engineer. Adjust spray nozzles and spray bar to provide uniform dist ribution of prime coat . Cease immediately upon clogging or interference of any nozzle and correct before distribution is resumed. Protect adjacent surfaces from prime coat material. Remove prime oat from adjacent surfaces. Return to same cond ition prior to work beginning. Maintain prime coat and/or base course surface until covered by asphaltic concrete. Where prime coat has been applied for 48 hours, and has not dried sufficiently, materials may be blotted with aggregate in manner agreed to by Engin eer. Clean any damaged area of all loose material, and repair base course to satisfaction of Engineer. Reapply prime coat. B. Existing Surfaces: Clean of all foreign mate rials. Fill holes and low places with leveling courses and compact prior to surface placement. Tack coat existing surface at 0.1 gallon per square yard. Apply only to areas on which surfacing is to be placed immediately. Do not extend more than 2000’ ahead of paving equipment. Prevent traffic from travelling on tack coat. 3.02 FRAME ADJUSTMENTS Set frames of structures to final grade. Place co mpacted asphaltic concrete to top of frame. If permanent covers are not in place, provide te mporary covers over openings until compaction is complete. Where frames and covers are paved over, mark so crews can find on an emergency basis until cut out and adjusted to final surfacing. 3.03 PLACEMENT A. Place at temperatures of not less than 280 de grees F, or more than 350 degrees F. If temperature is below 50 degrees F and falling, asphaltic concrete mix shall not be less than 300 degrees F, while on trucks just prior to laydown. Mech anical, self-powered pavers shall be capable of spreading mix within specified tolerances, true to line, grade, and crown as indicated on drawings. Road gr ader equipped with automatic blade control may be used for leveling courses. Pavers shall be equipped with hoppers and distribution screws which place mix evenly in front of adjust able screeds. Screeds shall be adjustable for height and crown, equipped with controlled heating device for use as required. Screed shall strike off mix without tearing, shaving or gouging surface, to depth and cross-section specified, without aid of manual adjustment during operation. Pavers shall be capable of placing courses in thickness’ from ½” to 4” and from widths of 8’ to 15’. Extensions and cut-off shall permit changes in widths by increments of 6”. B. Strike finish surface smooth; true to cross section; unifor m in density and texture; free form hollows, transverse corrugations, and ot her irregularities. Paint contact surfaces between gutters, manhole rings, catch basins, and other similar structures with thin, uniform coating of tack coat. Final surface shall be ¼” above all structures and gutters sloping away from paving, flush with gutters sloping towards paving. C. Hand Placement: Where certain areas be cause of irregularity, inaccessibility, or unavoidable obstacles, do not lend themselv es to machine placement, Engineer may agree to hand placement. Spread and compac t to same finish and compaction tolerances of these specifications. ASPHALTIC CONCRETE PAVING 02741 - 4
LION SQUARE LODGE EAST Vail, Colorado D. Joints: make joints between old and new pavement, or between successive day’s work, to insure thorough bond between old and new su rfaces. Clean surfaces free of sand, dirt, dust, or other materials, and apply tack coat. Construction joints must have same texture, density, and smoothness tolerances as other surfacing. 1. Construct transverse joints to existing material by cutting material back to expose full depth edge. Paint thin uniform tack coat on joint and place new asphaltic concrete. 2. Prepare longitudinal joints overlapping screed 1” on existing surface. Deposit sufficient material to complete joint. Push excess by hand rake1/2” on new mat leaving vertical uncompacted face approx imately1” high. Co mpact against joint by rolling equipment. No depression allowed exceeding 1/8” for width of 6”, after final compaction. E. Finish Tolerance: Place leveling courses within ½” of design grade. Finished surfaces will be tested with 10’ straight edge, parallel to center line at location of wheel paths for each lane. Straight edge will be advanced 5’ and space under straight edge shall not exceed ¼”. Correct areas deficient in smoothness by completely removing surface material and replacing. Overlay corrections may be made only if approved by Owner. F. Thickness Tolerance: Compact ed thickness shall be no less than that shown on drawings. Any surfacing which does not meet minimum thickness shall be removed and replaced. 3.04 COMPACTION A. General: Provide one pneumatic-tired an d one steel-wheel roller to obtain required density, surface texture, and rideability. Begin rolling operations immediately following placement of asphaltic concrete. Do not permit heavy equipment, rolle rs, etc. to stand on finished surface where deformation may occur. End each pass of roller in different place. B. Rollers 1. Steel-wheel rollers self-propelled, developing contact pressure under compression wheels of 250 to 350 psi per inch of width of roller wheel. Rollers equipped with adjustable scrapers and means for keeping wheel wet to prevent mix from sticking. 2. Pneumatic-tired rollers self-propelled, developing contact pressure under each tire of 85 to 110 psi. Wheels so spaced that one pass will accomplish on e complete coverage equal to rolling width of machine. Wheels oscillate but not wobble. Remove and replace immediately any tires picking up fines. C. Compaction Procedures 1. Compact longitudinal joints and edges first, starting at outside edge and gradually progress towards center of pavement. Begin superelevated curves rolling on low side on previously transv ersely compacted material. Successive passes should overlap by one half width of roller. Mat temperatures must not be below 150 degrees F. ASPHALTIC CONCRETE PAVING 02741 - 5
LION SQUARE LODGE EAST Vail, Colorado ASPHALTIC CONCRETE PAVING 02741 - 6 2. Immediately follow rolling of longitudinal joint and edges with breakdown rolling. Place drive wheel nearest paver and pull roller toward s paver. Return roller to existing surface and make gradual shift to overlap previous pass by half roller width. Operate pneumatic-tired rolle rs as close to paver as necessary to obtain density required. Make enough passes for reasonably smooth surface. 3. Final rolling by combination of steel and pneumatic rollers to obtain density, surface texture, and surface tolerances required. D. Compact to minimum of 95% Marshall Design method data submitted, or from field samples taken by the Engineer, and prepared in accordance with ASTM D1550. Re-compact asphaltic concrete not conforming to density standards to these specifications. Cut out compaction test plugs as directed by Engineer. Contractor shall cut test plugs, fill, and repair test holes at his expense. 3.05 PATCHING Cut out and fill with fresh, hot asphaltic concrete . Remove deficient areas for full depth of surface and base course. Cut sides perpendicular and parallel, and perpendicular to direction of traffic to extent of failure. Apply tack coat to expose d surfaces before placing new pavement. Compact and finish to specification. 3.06 CLEAN UP After completing operations, clean surfaces, pick up excess paving materials, and clean work area. END OF SECTION 02741