HomeMy WebLinkAboutB12-0029 Sitework Specifications 022412DIVISION 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
LION SQUARE LODGE EAST
Vail, Colorado
SECTION 02080 - UTILITY MATERIALS
PART 1 - GENERAL
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 most 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 and 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 required for each identification material
and device.
C. Shop Drawings: Detail fabrication and installation for metal and wood supports, and anchorage for utility
piping materials and equipment.
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D. Coordination Drawings: Detail major elements, components, and systems of utility equipment and
materials in relation to other systems, installations, and building components. 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 equipment, accessories, and specialties, including space
for disassembly required for periodic maintenance.
4. Equipment and accessory service connections 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 operators for structural steel according to AWS D1.1, "Structural Welding
Code--Steel."
B. Qualify welding processes and operators 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 qualification 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 larger 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 equipment are specified, equipment must 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.
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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 for 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 having 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 - PRODUCTS
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.
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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. Include 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 insulating 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-fabricated union assembly, for 250-psig (1725-kPa) minimum
working pressure at 180 deg F (82 deg C).
4. Dielectric Flanges: Factory-fabricated, 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-assembled, companion-flange assembly; full-face or ring
type. Components include neoprene 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).
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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, permanent, 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 for 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 required 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 letters 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, comply 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 standard 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.
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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 stainless-steel screws or contact-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 equipment and components.
3. Yellow/Green: Combination cooling and heating equipment and components.
4. Brown: Energy reclamation equipment and components.
5. Blue: Equipment and components that do not meet any criteria above.
6. For hazardous equipment, use colors and 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 operation/maintenance of mechanical 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
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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 - EXECUTION
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 locations 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 according to CDA's "Copper Tube Handbook."
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6. Brazed Joints: Construct joints 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 fittings 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. Select 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 Transition 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, adjacent to each valve and at final
connection to each piece of equipment with 2-inch NPS (DN50) or smaller threaded pipe
connection.
2. Install flanges, in piping 2-1/2-inch NPS (DN65) and larger, adjacent to flanged valves and at final
connection to each piece of equipment 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.
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3.2 EQUIPMENT INSTALLATION - COMMON REQUIREMENTS
A. Install equipment according to approved 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 service, maintenance, and repair or replacement 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 markers on each system. Include arrows showing normal direction of flow.
1. Stenciled Markers: According 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 for 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 distances. Provide secondary 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 materials, 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.
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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 metal supports in location, alignment, 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, nailers, blocking, and anchorage to support 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 without 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 damaged 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.
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3.9 CUTTING AND PATCHING
A. Cut, channel, chase, and drill floors, 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 surfaces, pump and other equipment
support plates, and anchors. Mix grout according 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 manufacturer's written instructions.
END OF SECTION 02080
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SECTION 02230 - SITE CLEARING
PART 1 - GENERAL
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, and 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 containing organic matter and sand, silt, and clay
particles; friable, pervious, and black or a darker shade of brown, gray, or red than underlying subsoil;
reasonably free of subsoil, clay lumps, gravel, and other objects more than 2 inches (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 and other subsurface structural, electrical, and
mechanical conditions.
1.5 QUALITY ASSURANCE
A. Preinstallation Conference: Conduct conference 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.
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1. Do not close or obstruct streets, walks, or other 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 Project is located before site clearing. Make notification
more than 48 hours prior to beginning work described in this section.
PART 2 - PRODUCTS (Not Applicable)
2.1 SOIL MATERIALS
A. Satisfactory Soil Materials: Requirements for satisfactory 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 - EXECUTION
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 vegetation to remain or to be relocated.
D. Protect existing site improvements to remain from damage during construction.
1. Restore damaged improvements to their original 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
LION SQUARE LODGE 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 roots from drying out. Backfill with soil as soon
as possible.
D. Repair or replace trees and vegetation indicated to remain that are damaged by construction operations, in
a manner approved by Architect.
1. Employ a qualified arborist, licensed in jurisdiction where Project is located, to submit details of
proposed repairs and to repair damage to trees and shrubs.
2. Replace trees that cannot be repaired and restored to full-growth status, as determined by the
qualified arborist.
3.3 UTILITIES
A. Owner will arrange for disconnecting and sealing indicated utilities that serve existing structures before
site clearing when requested by Contractor.
1. Verify that utilities have been disconnected and 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.
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LION SQUARE LODGE 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 excavations without intermixing with 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 specified 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 necessary to facilitate new
construction.
B. Remove slabs, paving, curbs, gutters, and aggregate base as indicated.
1. Unless existing full-depth joints coincide with line of demolition, neatly saw-cut length of existing
pavement to remain before removing existing pavement. Saw-cut faces vertically 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
LION SQUARE LODGE EAST
Vail, Colorado
SECTION 02240 - DEWATERING
PART 1 - GENERAL
1.1 SUMMARY
A. This Section includes construction dewatering.
1.2 PERFORMANCE REQUIREMENTS
A. Dewatering Performance: Design, furnish, install, test, operate, monitor, and maintain dewatering system
of sufficient scope, size, and capacity to control ground-water flow into excavations and permit
construction to proceed on dry, stable subgrades.
1. Maintain dewatering operations to ensure erosion 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 existing buildings adjacent 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 discharge 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
LION SQUARE LODGE EAST
Vail, Colorado
B. Preinstallation Conference: Conduct conference 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 interpretations 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 - PRODUCTS (Not Used)
PART 3 - EXECUTION
3.1 PREPARATION
A. Protect structures, utilities, sidewalks, pavements, and other facilities from damage caused by settlement,
lateral movement, undermining, washout, and other hazards created by dewatering operations.
1. Prevent surface water and subsurface or ground water from entering excavations, from ponding on
prepared subgrades, and from flooding site and surrounding area.
2. Protect subgrades and foundation soils from softening and damage 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 other adjacent occupied or used facilities without
permission from Owner and authorities having jurisdiction. Provide alternate routes around closed
or obstructed traffic ways if required by 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
LION SQUARE LODGE EAST
Vail, Colorado
DEWATERING 02240 - 3
B. Before excavating below ground-water level, place system into operation to lower water to specified
levels. Operate system continuously until drains, sewers, 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) below 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 satisfied 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 completion 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 observation wells are not functioning properly until
reliable observations can be made. Add or remove water 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
LION SQUARE LODGE EAST
Vail, Colorado
SECTION 02260 - EXCAVATION SUPPORT AND PROTECTION
PART 1 - GENERAL
1.01 SUMMARY
A. This Section includes excavation support and protection systems.
B. Related Section: Division 2 Section "Earthwork" for excavating and backfilling.
1.02 PERFORMANCE REQUIREMENTS
A. Design, provide, monitor, and maintain an anchored and braced excavation 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 excavations, 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 located 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 professional 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
LION SQUARE LODGE EAST
Vail, Colorado
B. Project Site Information: A geotechnical report has been 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 elevations 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 - PRODUCTS
2.01 MATERIALS
A. Materials need not be new but must 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 - EXECUTION
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 occupied and used facilities.
1. Do not close or obstruct streets, walks, or other 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 protection 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 protection systems remain stable.
E. Promptly repair damages to adjacent facilities caused by installing excavation support and protection sys-
tems.
EXCAVATION SUPPORT AND PROTECTION 02260 - 2
LION SQUARE LODGE EAST
Vail, Colorado
EXCAVATION SUPPORT AND PROTECTION 02260 - 3
3.02 SOLDIER BEAMS AND LAGGING
A. Install steel soldier piles before stating excavation. Space soldier piles at intervals indicated. Accurately
align exposed faces of flanges to vary not more than 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 inches (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 tiebacks into position. Test load-carrying capacity of each
tieback and replace and retest deficient tiebacks.
3.05 BRACING
A. Bracing: Locate bracing to clear columns, floor framing construction, and other permanent work. If nec-
essary to move a brace, install new bracing 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 prevent spreading or distortion of braced frames.
3. Maintain bracing until structural elements are supported by other bracing or until permanent con-
struction is able to withstand lateral 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 Representative, adjacent work damaged or displaced
by removing excavation support and protection systems.
END OF SECTION 02260
LION SQUARE LODGE EAST
Vail, Colorado
SECTION 02300 - EARTHWORK
PART 1 - GENERAL
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 pipe in a trench, including 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
LION SQUARE LODGE 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 standard 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 surface of a fill or backfill
immediately below subbase, drainage fill, or topsoil materials.
K. Utilities include on-site underground pipes, conduits, ducts, 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 soil 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 material proposed for fill
and backfill.
2. Laboratory compaction curve according to ASTM D 698 for each on-site or borrow soil material
proposed for fill and backfill.
3. Laboratory compaction curve according to ASTM D 1557 for each on-site 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
LION SQUARE LODGE EAST
Vail, Colorado
B. Pre-excavation Conference: Conduct conference at Project 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 - PRODUCTS
2.1 SOIL MATERIALS
A. General: Provide borrow soil materials when sufficient 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 shown 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
LION SQUARE LODGE 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- and 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
LION SQUARE LODGE 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 - EXECUTION
3.1 PREPARATION
A. Protect structures, utilities, sidewalks, pavements, and other facilities from damage caused by settlement,
lateral movement, undermining, washout, and other hazards created by earthwork operations.
B. Protect subgrades and foundation soils against freezing temperatures or frost. Provide protective
insulating materials as necessary.
C. Provide erosion-control measures to prevent erosion or displacement of soils and discharge of soil-
bearing water runoff or airborne dust to adjacent properties and walkways.
3.2 DEWATERING
A. Prevent surface water and ground water from entering excavations, from ponding on prepared subgrades,
and from flooding Project site and surrounding area.
B. Protect subgrades from softening, undermining, washout, and damage by rain or water accumulation.
1. Reroute surface water runoff away from excavated areas. Do not allow water to accumulate in
excavations. Do not use excavated trenches as temporary drainage ditches.
2. Install a dewatering system to keep subgrades 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 excavation 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 increase production and not necessary to permit
excavation of material encountered will classified 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.
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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 Mechanical or Electrical Utility Structures:
Excavate to elevations and dimensions indicated within a tolerance of plus or minus 1 inch. Do
not disturb bottom of excavations intended 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 subsection 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 widths 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 each side of pipe or conduit or as shown on drawings.
C. Trench Bottoms: Excavate trenches 6 inches deeper than bottom of pipe elevation to allow for bedding
course. Hand excavate 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 unsatisfactory soil is present, continue 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 equipment to identify soft pockets and areas of excess
yielding. Do not proof roll wet or saturated subgrades.
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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 drain surface water. Cover to prevent windblown dust.
1. Stockpile soil materials away from edge of excavations. Do not store within drip line of
remaining trees.
3.10 BACKFILL
A. Place and compact backfill in excavations promptly, but not before completing the following:
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-excavated 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 barrels 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.
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C. Place and compact initial backfill of subbase 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 satisfactory 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 subgrade 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, otherwise satisfactory soil material that exceeds
optimum moisture content by 2 percent and is too wet to compact to specified dry unit weight.
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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 than the following percentages of Standard 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 soil material at 95 percent.
2. Under walkways, scarify and recompact top 6 inches (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 fill 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-grade, 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 inches or less, place materials in a single layer.
3. When compacted thickness of drainage course exceeds 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
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A. Testing Agency: Owner will engage a qualified independent geotechnical engineering testing agency to
perform field quality-control testing.
B. Allow testing agency to inspect and test subgrades and each fill 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 and 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 locations and frequencies:
1. Paved and Building Slab Areas: At subgrade and at each compacted fill 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 final 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 newly graded areas from traffic, freezing, and erosion. Keep free of
trash and debris.
B. Repair and reestablish grades to specified tolerances where completed or partially completed surfaces
become eroded, rutted, settled, or where they lose compaction due to subsequent construction operations
or weather conditions.
1. Scarify or remove and replace soil material to depth as directed by Architect; reshape and
recompact.
C. Where settling occurs before Project correction period elapses, remove finished surfacing, backfill with
additional soil material, compact, and reconstruct surfacing.
1. Restore appearance, quality, and condition of finished surfacing to match adjacent work, and
eliminate evidence of restoration to the greatest extent possible.
3.19 DISPOSAL OF SURPLUS AND WASTE MATERIALS
A. Disposal: Remove surplus satisfactory soil and waste material, including unsatisfactory soil, trash, and
debris, and legally dispose of it off Owner's property.
B. Disposal: Transport surplus satisfactory soil to designated storage areas on Owner's property. Stockpile
or spread soil as directed by Architect.
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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
LION SQUARE LODGE 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 traps, geotextiles, stone checks, hay bales, silt
fences, surface roughing, mats and nets, aggregate, 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 Management 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 shall meet the following specifications:
Fabric Properties Minimum 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.
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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 construction. 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. Flow 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 unroll down grade. Lay second strip parallel to first
and allow 2” overlap. Bury top end of roll in trench, 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” aggregate 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 future replacement of filter material. Construct in
accordance with drawings.
3.07 SILT FENCE
Install silt fence in accordance with drawings.
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SLOPE PROTECTION AND EROSION 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
LION SQUARE LODGE EAST
Vail, Colorado
SECTION 02510 - WATER DISTRIBUTION
PART 1 - GENERAL
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 will 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: Interior fire-suppression-water piping.
C. Water-Distribution Piping: Interior 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
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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 Contractor. 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 indicated. 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 jurisdiction for fire-suppression 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 "Fire 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-service piping and specialties for domestic water.
1.6 DELIVERY, STORAGE, AND HANDLING
A. Preparation for Transport: Prepare valves, according to the following:
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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 for 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 exceed 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 - PRODUCTS
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 compliance with requirements, provide 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.
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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 fitting 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-alloy or ASME B16.22, wrought-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, hexagonal-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 type with 0.20 percent maximum lead content.
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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-PROTECTION 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, nickel 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 - EXECUTION
3.1 EARTHWORK
A. Refer to Division 2 Section "Earthwork" for excavating, trenching, and backfilling.
3.2 PIPING APPLICATIONS
A. General: Use pipe, fittings, and joining methods for piping systems according 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 the following piping materials 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.
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Vail, Colorado
3.3 JOINT CONSTRUCTION
A. See Division 2 Section "Utility Materials" for basic piping joint construction.
B. Make pipe joints according 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-main piping materials and installation.
1. Install PE corrosion-protection encasement according to ASTM A 674 or AWWA C105.
C. Install copper tube and fittings according 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 when 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 hydrant branches. Include
anchorages for the following piping systems:
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B. Apply full coat of asphalt or other acceptable 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 connections 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 and 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-psig increments and inspect each joint between increments. Hold at test
pressure for 1 hour; decrease to 0 psig. Slowly increase 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 jurisdiction 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.
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WATER DISTRIBUTION 02510 - 8
3. Use purging and disinfecting procedure prescribed by authorities having jurisdiction or, if method
is not prescribed by authorities having jurisdiction, 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 shows 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
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SECTION 02620 - SUBDRAINAGE
PART 1 - GENERAL
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, drainage 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.
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PART 2 - PRODUCTS
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 compliance 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 applications 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, corrugated, 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.
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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-Quality, and Heavy-Duty classes, for open joints.
G. Concrete Drain Tile: ASTM C 412/C 412M; Standard-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-resistant 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 elastomeric 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. Include cast-iron ferrule and countersunk, 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, molded 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 NPS 6 (DN 100 and DN 150) outlet connection.
4. Couplings: Corrugated HDPE band.
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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 NPS 6 (DN 100 and DN 150) outlet connection.
5. Couplings: HDPE.
C. Pipe and Fittings: Perforated, smooth PVC complying 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, manufacturers 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-punched geotextile, manufactured for subsurface drainage, made from
polyolefins or polyesters; with elongation greater than 50 percent; complying with the following
properties determined according 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 drainage, made from polyolefins or
polyesters; with elongation less than 50 percent; complying with the following properties determined
according to AASHTO M 288:
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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, manufacturers 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 filter 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, manufacturers offering products that
may be incorporated into the Work include, but are not limited to, the following:
B. Manufacturers: Subject to compliance 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 insulation 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, nonwoven geotextile filter fabric.
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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, asphalt-saturated roofing felt.
B. ASTM D 227, coal-tar-saturated roofing felt.
2.13 GEOTEXTILE FILTER FABRICS
A. Woven or nonwoven geotextile filter fabric of PP or polyester 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 - EXECUTION
3.1 EXAMINATION
A. Examine surfaces and areas for suitable 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 unsatisfactory conditions have been corrected.
3.2 EARTHWORK
A. Excavating, trenching, and backfilling are specified 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
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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
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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 specified in Division 2 Section "Earthwork." 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 material 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 drainage 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 drainage fill in layers not exceeding 3 inches (75 mm)
in loose depth; compact each layer placed.
1. Before installing drainage fill, lay flat-style geotextile filter fabric in trench 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 not 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 inches (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 product 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.
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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 corners, 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 material over compacted drainage fill. Place 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 horizontal distance of at least 6 inches (150 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 drainage fill to elevation of bottom of slab and compact
drainage material.
1. Before installing drainage fill, lay flat-style geotextile filter fabric in trench 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 panels. If panels have plastic flanges, overlap
installed panel with flange.
3.9 RETAINING-WALL DRAINAGE 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 drainage 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 drainage fill in layers not exceeding 3 inches (75 mm)
in loose depth; compact each layer placed.
1. Before installing drainage fill, lay flat-style geotextile filter fabric in trench 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.
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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 not 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 inches (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 beginning of wall corner. Place core side of panel
against wall. Use concrete nails with washers through 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 corners, 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 material over compacted drainage fill. Place material in loose-depth layers
not exceeding 6 inches (150 mm). Thoroughly compact each layer. Fill to finish grade.
3.10 LANDSCAPING DRAINAGE INSTALLATION
A. Install drainage pipe with a horizontal 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 bottom 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 inches (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 geotextile filter fabric in trench 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 installation of drainage conduit. Grade bottom of
trench excavations to required slope and compact to firm, solid bed for drainage system.
D. Fill to Grade: Place native fill material over drainage [fill] [conduit]. Place material in loose-depth layers
not exceeding 6 inches (150 mm). Thoroughly compact each layer. Fill to finish grade.
SUBDRAINAGE 02620 - 10
LION SQUARE LODGE 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 indicated on Drawings or, if not indicated, 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 trench bottom for bell ends of pipe. Lay pipe with bells facing upslope and
with spigot end entered fully into adjacent bell.
B. Use increasers, reducers, and couplings made for different 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 according to AASHTO's "Standard
Specifications for Highway Bridges," Division II, Section 26.4.2.4, "Joint Properties."
C. Join perforated, PE pipe and fittings with couplings for soiltight joints according to AASHTO'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 3034 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
LION SQUARE LODGE EAST
Vail, Colorado
H. Join perforated, concrete pipe and fittings with gaskets according 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 frames 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 nonvehicular-traffic areas.
C. In nonvehicular-traffic areas, use NPS 4 (DN 100) PVC pipe and fittings for subdrainage piping branch
fittings and riser extensions to cleanout 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 subdrainage 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 subdrainage system to solid building storm drainage system.
C. Where required, connect low elevations 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
LION SQUARE LODGE 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
LION SQUARE LODGE EAST
Vail, Colorado
SECTION 02630 - STORM DRAINAGE
PART 1 - GENERAL
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 Vail, 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: For 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 structures according to manufacturer's written rigging
instructions.
1.6 PROJECT CONDITIONS
STORM DRAINAGE 02630 - 1
LION SQUARE LODGE EAST
Vail, Colorado
A. Site Information: Perform site survey, research public utility records, and verify existing utility locations.
B. Locate existing structures and piping to be closed and abandoned. Pothole ahead 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 - PRODUCTS
2.1 MANUFACTURERS
A. Manufacturers: Subject to compliance 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 for applications of pipe and fitting materials.
2.3 PIPES AND FITTINGS
A. Corrugated HDPE Drainage Tubing and Fittings: AASHTO M 252, Type S, with smooth waterway for
coupling joints, 6” diameter
1. Silttight Couplings: PE sleeve with ASTM D 1056, Type 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, Type S, with smooth waterway for coupling joints,
12” diameter.
1. Silttight Couplings: PE sleeve with ASTM D 1056, Type 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
LION SQUARE LODGE EAST
Vail, Colorado
1. Diameter: 48 inches minimum, unless otherwise indicated.
2. Ballast: Increase thickness of precast concrete sections 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. Include 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
LION SQUARE LODGE 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-concrete 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-joint, 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 indicated. Include extension sections necessary for required depth.
a. Frame: Include gray-iron or steel frame 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 - EXECUTION
3.1 EARTHWORK
A. Excavating, trenching, and backfilling are specified in Division 2 Section "Earthwork."
3.2 IDENTIFICATION
A. Materials and their installation are specified in Division 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 joints, 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 according to applications indicated.
C. Gravity-Flow Piping: Use the following:
1. NPS 4 and NPS 6: Corrugated PE drainage tubing and fittings, silttight couplings, and coupled
joints.
2. NPS 8 to NPS 15 (DN200 to DN375): Corrugated 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 instead of reinforced concrete pipe.
STORM DRAINAGE 02630 - 4
LION SQUARE LODGE 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. Install gaskets, seals, sleeves, and couplings according
to manufacturer's written instructions for use of lubricants, 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 Corrugated Polyethylene Pipe Association's
"Recommended Installation Practices for Corrugated Polyethylene Pipe and Fittings."
D. Concrete Pipe and Fittings: Install according to ACPA's "Concrete Pipe Installation Manual." Use the
following seals:
1. Round Pipe and Fittings: ASTM C 443 (ASTM C 443M), rubber 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
LION SQUARE LODGE EAST
Vail, Colorado
C. Set tops of frames and covers flush with 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 according 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, except piping, flush with 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. Install piping so cleanouts
open in direction of flow in sewer pipe.
B. Set cleanout frames and covers in earth in cast-in-place concrete block, as shown 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 and brooms may be used for cleaning.
STORM DRAINAGE 02630 - 6
LION SQUARE LODGE 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 for each system inspection.
2. Defects requiring correction include the following:
a. Alignment: Less than full diameter of inside of pipe is visible between structures.
b. Deflection: Flexible piping with deflection that prevents passage of ball or cylinder of size
not less than 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, and 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 systems according to authorities having jurisdiction.
3. Schedule tests and inspections by authorities having jurisdiction with at least 24 hours' advance
notice.
4. Submit separate reports for each test.
5. Leaks and loss in test pressure constitute defects that must be repaired.
6. Replace leaking piping using new materials, and repeat testing until leakage is within allowances
specified.
END OF SECTION 02630
LION SQUARE LODGE EAST
Vail, Colorado
SECTION 02732 -ROADWAY BASE
PART 1 GENERAL
1.01 DESCRIPTION
A. Work included: Preparing surface of subgrade prior to paving and after utility contractors
have completed installation of all utilities, and 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 conform 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 aggregate for this Project.
ROADWAY BASE 02732 - 1
LION SQUARE LODGE 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 batching 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, provide 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 paving until permanent coverings are placed.
D. Confirm in writing, aggregate base course constructed by others has been compacted to
requirements of these specifications. Use any means necessary to proof roll or test to
confirm aggregate base is satisfactory to receive asphaltic concrete. Notify in writing to
Owner any deficient areas so they may be brought 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 asphalt, 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 compaction 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 temperature 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 temperature 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 requirements. Mix aggregate and asphaltic
cement to achieve 90-95% coated particles for surface mixtures 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 surface 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 hours, 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 practicable 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 distribution 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 condition 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 Engineer. 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 materials. 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 compacted asphaltic concrete to top of frame. If
permanent covers are not in place, provide temporary 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 degrees 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. Mechanical, self-powered
pavers shall be capable of spreading mix within specified tolerances, true to line, grade,
and crown as indicated on drawings. Road grader 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 adjustable 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; uniform in density and texture; free
form hollows, transverse corrugations, and other 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 because of irregularity, inaccessibility, or
unavoidable obstacles, do not lend themselves to machine placement, Engineer may
agree to hand placement. Spread and compact 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 surfaces. 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 approximately1” high. Compact 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: Compacted 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 and 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, rollers, 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 transversely 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 towards paver. Return
roller to existing surface and make gradual shift to overlap previous pass by half
roller width. Operate pneumatic-tired rollers 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 exposed 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