UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
TABLE OF CONTENTS
(ISSUE FOR BID)
03 3053
MISCELLANEOUS CAST-IN-PLACE CONCRETE (OTHER THAN PAVEMENT)
31 1000
SITE CLEARING
31 2000
EARTH MOVING
31 2319
DEWATERING
31 2333
TRENCHING AND BACKFILLING
31 2500
TEMPORARY EROSION AND SEDIMENTATION CONTROL
31 2900
PERMANENT REVEGETATION
31 3700
RIPRAP, SOIL RIPRAP AND BEDDING
32 1313
CONCRETE PAVING
32 1373
CONCRETE PAVING JOINT SEALANTS
33 4100
STORM UTILITY DRAINAGE PIPING
33 4600
SUBDRAINAGE
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
2/13
SECTION 03 3053 – MISCELLANEOUS CAST-IN-PLACE CONCRETE (OTHER THAN
PAVEMENT)
PART 1 - GENERAL
1.1
RELATED DOCUMENTS
A.
1.2
Drawings and general provisions of the Contract, including General and Supplementary
Conditions and Division 1 Specification Sections, apply to this Section. All miscellaneous castin-place concrete is to be done per Colorado Department of Transportation (CDOT) Standard
Specifications for Road and Bridge Construction, latest edition.
SUMMARY
A.
This Section specifies cast-in place concrete, including formwork, reinforcement, concrete
materials, mixture design, placement procedures, and finishes for the following:
1.
2.
3.
B.
1.3
Drainage Structures.
Retaining Walls.
As indicated on the plans.
Related sections include the following:
1.
Division 33 Section “Storm Utility Drainage Piping.”
SUBMITTALS
A.
Product Data: For each type of product indicated and per CDOT Standard Specifications.
B.
Design Mixtures:
Specifications.
C.
Steel Reinforcement Shop Drawings: Placing drawings that detail fabrication, bending, and
placement. Include bar sizes, lengths, material, grade, bar schedules, stirrup spacing, bent bar
diagrams, bar arrangement, splices and laps, mechanical connections, tie spacing, hoop spacing,
and supports for concrete reinforcement.
D.
Joint Pattern Shop Drawing: Type, location and spacing of joints..
E.
Material Test Reports: For the following, from a qualified testing agency, indicating
compliance with requirements:
1.
F.
As indicated on the construction plans and per CDOT Standard
Aggregates. Include service record data indicating absence of deleterious expansion of
concrete due to alkali aggregate reactivity.
Material Certificates: For each of the following, signed by manufacturers:
1.
2.
3.
4.
Cementitious materials.
Admixtures.
Form materials and form-release agents.
Steel reinforcement and accessories.
MISCELLANEOUS CAST-IN-PLACE CONCRETE
03 3053 - 1
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
5.
6.
7.
8.
9.
10.
1.4
2/13
Curing compounds.
Slab treatments.
Bonding agents.
Semirigid joint filler.
Joint-filler strips.
Repair materials.
DELIVERY, STORAGE, AND HANDLING
A.
Steel Reinforcement: Deliver, store, and handle steel reinforcement to prevent bending and
damage.
PART 2 - PRODUCTS
A.
All products are to be as indicated on the construction plans and per Colorado Department of
Transportation (CDOT) Standard Specifications for Road and Bridge Construction, latest
edition.
PART 3 - EXECUTION
A.
All execution is to be as indicated on the construction plans and per Colorado Department of
Transportation (CDOT) Standard Specifications for Road and Bridge Construction, latest
edition.
END OF SECTION 03 3053
MISCELLANEOUS CAST-IN-PLACE CONCRETE
03 3053 - 2
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
02/13
SECTION 31 1000 - SITE CLEARING
PART 1 - GENERAL
1.1
RELATED DOCUMENTS
A.
1.2
Drawings and general provisions of the Contract, including UCCS General and Supplementary
Conditions and Division 1 Specification Sections, apply to this Section.
SUMMARY
A.
This Section includes the following:
1.
Protecting existing trees, shrubs, groundcovers, plants, grass, and other vegetation to
remain as shown on the plans and as designated by Owner in pre-construction
conference.
2.
Removing/Transplanting existing trees, shrubs, groundcovers, plants, grass, and other
vegetation as shown on the plans and as designated by Owner in pre-construction
conference.
Clearing and grubbing.
Stripping and stockpiling topsoil.
3.
4.
B.
Related Sections include the following:
1.
2.
1.3
Division 31 Section "Earth Moving" for soil materials, excavating, backfilling, and site
grading.
Division 31 Section “Temporary Erosion and Sedimentation Control” for storm water
erosion and sediment mitigation.
DEFINITIONS
A.
Topsoil: Natural or cultivated surface-soil layer containing organic matter and sand, silt, and
clay particles; friable, pervious, and black or a darker shade of brown, gray, or red than
underlying subsoil; reasonably free of subsoil, clay lumps, gravel, and other objects more than 2
inches in diameter; and free of subsoil and weeds, roots, toxic materials, or other nonsoil
materials.
B.
Tree Protection Zone: Area surrounding individual trees or groups of trees to be protected
during construction, and defined by the drip line of individual trees or the perimeter drip line of
groups of trees, unless otherwise indicated. All trees identified for “Removal” are to be
transplanted elsewhere as directed by the Owner whenever possible.
1.4
MATERIAL OWNERSHIP
A.
Except for stripped topsoil or other materials indicated to be stockpiled or to remain on Owner's
property, cleared materials shall become Contractor's property and shall be removed from
Project site.
SITE CLEARING
31 1000-1
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
1.5
02/13
SUBMITTALS
A.
1.6
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.
QUALITY ASSURANCE
A.
1.7
Preconstruction Conference: Conduct conference at Project site as directed by Owner’s
Representative prior to start of construction. Contractor to comply with requirements, which
may also be included in Division 1 Section "Project Management and Coordination."
PROJECT CONDITIONS
A.
Traffic: Minimize interference with adjoining roads, streets, walks, and other adjacent occupied
or used facilities during site-clearing operations.
1.
2.
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.
B.
Protect improvements on Owner’s property.
C.
All trees identified for “Removal” are to be transplanted elsewhere as directed by the Owner
whenever possible.
D.
Utility Locator Service: Notify utility locator service for area where Project is located before
site clearing.
E.
Do not commence site clearing operations until temporary erosion and sedimentation control
measures are in place.
F.
Restore damaged improvements to their original condition, as acceptable to Owner.
PART 2 - PRODUCTS
2.1
SOIL MATERIALS
A.
Satisfactory Soil Materials: Requirements for satisfactory soil materials are specified in
Division 31 Section "Earth Moving," (PART 2 – PRODUCTS).
PART 3 - EXECUTION
3.1
PREPARATION
A.
Protect and maintain benchmarks, survey control points, monuments, property line pins and
other reference points from disturbance during construction. If disturbed or destroyed, restore
or replace at no cost to Owner.
SITE CLEARING
31 1000-2
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
02/13
B.
Provide erosion control measures to prevent soil erosion and discharge of soil-bearing water
runoff or airborne dust from leaving project site.
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.
3.2
Restore or replace damaged improvements to their original condition, as acceptable to
Owner.
TREE PROTECTION
A.
Erect and maintain temporary fencing around drip line of individual trees or around perimeter
drip line of groups of trees to remain before starting site clearing. Remove fence when
construction is complete.
1.
2.
3.
Do not store construction materials, debris, or excavated material within fenced area.
Do not permit vehicles, equipment, or foot traffic within fenced area.
Maintain fenced area free of weeds and trash.
B.
Do not excavate within tree protection zones, unless otherwise indicated.
C.
Where excavation for new construction is required within 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.
2.
3.
4.
D.
Repair or replace trees and vegetation indicated to remain that are damaged by construction
operations, in a manner approved by Owner’s Representative.
1.
2.
3.3
Cover exposed roots with burlap and water regularly.
Temporarily support and protect roots from damage until they are permanently relocated
and covered with soil.
Coat cut faces of roots more than 1-1/2 inches (38 mm) in diameter with an emulsified
asphalt or other approved coating formulated for use on damaged plant tissues.
Cover exposed roots with wet burlap to prevent roots from drying and backfill with soil
as soon as possible.
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.
Replace trees that cannot be repaired and restored to full-growth status, as determined by
the qualified arborist.
UTILITIES
A.
Contractor will locate, identify, arrange for disconnect and seal or cap off utilities indicated to
be removed before site clearing.
1.
2.
Verify that utilities indicated as abandoned have been disconnected and capped before
proceeding with site clearing.
Arrange with utility companies having jurisdiction to shut off indicated utilities.
SITE CLEARING
31 1000-3
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
B.
02/13
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.
2.
Notify Owner’s Representative not less than two days in advance of proposed utility
interruptions.
Do not proceed with utility interruptions without Owner’s Representative’s written
permission.
C.
Excavate for and remove underground utilities indicated to be removed.
D.
Removal of underground utilities may also be included in Division 2 Sections covering site
utilities. Removal of underground utilities may also be included in Division 15 Mechanical or
Division 16 Electrical Sections.
E.
After removal of underground utilities, as indicated, properly cap and/or plug existing lines to
remain in accordance with authorities having jurisdiction.
F.
Existing culverts are to be cleaned of sediment and debris for their entire length. Cleaning is to
be done so as to have no impact to the downstream channel.
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.
2.
3.
4.
B.
Fill depressions caused by clearing and grubbing operations with satisfactory soil material
unless further excavation or earth moving is indicated.
1.
3.5
Do not remove trees, shrubs, and other vegetation indicated to remain or to be relocated.
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.
Grind stumps and completely remove roots, obstructions, and debris extending to a depth
of 18 inches below exposed subgrade.
Use only hand methods for grubbing within drip line of remaining trees.
Place fill material in horizontal layers not exceeding a loose depth of 8 inches and
compact each layer to a density equal to adjacent original ground.
TOPSOIL STRIPPING
A.
Remove sod and grass before stripping topsoil.
B.
Strip topsoil to whatever depths are encountered or as determined by Geotechnical Engineer in a
manner to prevent intermingling with underlying subsoil or other waste materials.
1.
C.
Remove subsoil and nonsoil materials from topsoil, including trash, debris, weeds, roots,
and other waste materials.
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.
SITE CLEARING
31 1000-4
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
1.
2.
3.
4.
3.6
02/13
Limit height of topsoil stockpiles to 72 inches unless authorized by Owner’s
Representative.
Do not stockpile topsoil within drip line of remaining trees.
Dispose of excess topsoil as specified for waste material disposal.
Stockpile surplus topsoil to allow for respreading a thicker layer of topsoil.
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 on plans.
1.
2.
C.
3.7
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.
Paint cut ends of steel reinforcement in concrete to remain to prevent corrosion.
Remove existing fill. Refer to Geotechnical Investigation and/or drawings for information
regarding suitability for re-use and estimates of location/extent of existing fill.
DISPOSAL
A.
Disposal: Remove surplus soil material, unsuitable topsoil, obstructions, demolished materials,
and waste materials including trash and debris, and legally dispose of them off Owner's
property.
1.
Separate recyclable materials produced during site clearing from other nonrecyclable
materials. Store or stockpile without intermixing with other materials and transport them
to recycling facilities.
END OF SECTION 31 1000
SITE CLEARING
31 1000-5
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
02/13
SECTION 31 2000 - EARTH MOVING
PART 1 - GENERAL
1.1
RELATED DOCUMENTS
A.
Drawings and general provisions of the Contract, including UCCS General and Supplementary
Conditions and Division 1 Specification Sections, apply to this Section.
B.
Additional information concerning earth moving may be found on the civil drawings, from the
Colorado Department of Transportation and the City of Colorado Springs construction
standards. In case of conflict between the drawings, jurisdictional criteria and the information
specified herein, the more stringent requirements shall govern.
C.
Additional information concerning earth moving may be provided by the Project Geotechnical
Engineer hired to oversee construction and testing on behalf of the Owner.
All requirements of the Project Geotechnical Engineer shall be followed. The information
shown on the plans and assumed for the design of the retaining walls and sediment structures
shall be the Contractor’s responsibility to field verify and confirm with the project Geotechnical
Engineer.
1.2
SUMMARY
A.
This Section includes the following:
1.
2.
3.
B.
Related Sections include the following:
1.
2.
3.
4.
5.
C.
Preparing and grading subgrades for retaining walls, sediment basin structures, swales,
and sidewalks.
Excavating and backfilling for structures including overexcavation of existing
unsatisfactory on-site soil materials and replacement with structural fill.
Subsurface drainage backfill for walls and structures.
Division 31 Section "Site Clearing" site stripping, grubbing, stripping and stockpiling
topsoil, and removal of above- and below-grade improvements and utilities.
Division 33 Section "Subdrainage" for drainage of sediment basin structures and
retaining walls.
Division 31 Section “Trenching and Backfilling” for excavating and backfilling of
utilities.
Division 31 Section “Temporary Erosion and Sedimentation Control” for erosion and
sedimentation control measures.
Division 31 Section “Permanent Revegetation” for providing final stabilization and
seeding of all disturbed areas.
Permits and Fees: Obtain and pay for all permits and fees required for the work of this section,
including erosion and sediment control and water quality permits required by the Owner and the
Colorado Department of Public Health and Environment, Water Quality Control Division.
EARTH MOVING
31 2000-1
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
1.3
02/13
DEFINITIONS
A.
Backfill: Soil material used to fill an excavation.
B.
Bedding Course: Course placed over the excavated subgrade in a trench before laying pipe.
C.
Borrow Soil: Satisfactory soil imported from off-site for use as fill or backfill approved by
Project Geotechnical Engineer.
D.
Drainage Course: Course supporting the slab-on-grade that also minimizes upward capillary
flow of pore water.
E.
Excavation: Removal of all material of whatever character required for the work encountered
above subgrade elevations and to lines and dimensions indicated, including boulders. See
Section 3.4 for definition of unclassified and classified excavation.
F.
Authorized Additional Excavation: Excavation below subgrade elevations or beyond indicated
lines and dimensions as directed or approved by Owners Representative and the Project
Geotechnical Engineer to correct unsatisfactory conditions. Authorized additional excavation
and replacement material will be paid for according to Contract Provisions for changes in the
Work.
G.
Unauthorized Excavation: Excavation below subgrade elevations or beyond indicated lines and
dimensions without direction by Owners Representative. Unauthorized excavation including
disposition of overexcavated materials and other work resulting from slides, cave-ins, swelling,
upheaval, or remedial work, as well as remedial work directed by Owners Representative, shall
be without additional compensation.
H.
Fill: Fill is all material placed to raise the grade of the site or to backfill excavation, upon which
the Project Geotechnical Engineer has made sufficient tests and observations to enable him to
issue a written statement that, in his opinion; the fill has been placed and compacted in
accordance with the requirements of these specifications.
I.
Structural Fill: Select granular material for use below walls and sediment basin slabs. On-site
material may be used if approved by the Project Geotechnical Engineer.
J.
Underslab Gravel: Imported Class 6 road base per Colorado Department of Transportation
Standard Specifications for Road and Bridge Construction (current addition) or material
approved by Project Geotechnical Engineer.
K.
Rock Excavation: Rock material in beds, ledges, unstratified masses, conglomerate deposits,
and boulders of rock material for footing, trench, and drop box excavation which in the Project
Geotechnical Engineer’s opinion cannot be removed by rock excavating equipment without
systematic drilling, ram hammering, ripping, or blasting, when permitted:
L.
Structures: Sediment basins, drop boxes, retaining walls, slabs, curbs, appurtenances, or other
man-made stationary features constructed above or below the ground surface.
M.
Subgrade: Surface or elevation remaining after completing excavation, or top surface of a fill or
backfill immediately below subbase, drainage fill, or topsoil materials.
EARTH MOVING
31 2000-2
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
N.
1.4
02/13
Utilities: Include on-site underground pipes, conduits, ducts, and cables, as well as
underground services within buildings.
SUBMITTALS
A.
Material Test Reports: Provided by Owner from a qualified testing agency (Project
Geotechnical Engineer and interpreting test results for compliance of the following with
minimum requirements indicated:
1.
2.
B.
1.5
Classification according to ASTM D 2487 of each on-site or borrow soil material
proposed for fill and backfill.
Laboratory compaction curve according to ASTM D 698 for each on-site or borrow soil
material proposed for fill and backfill.
Preexcavation Photographs or Videotape: Show existing conditions of adjoining construction
and site improvements, including finish surfaces that might be misconstrued as damage caused
by earth moving operations. Submit before earth moving begins.
QUALITY ASSURANCE
A.
Comply with applicable codes, ordinances, regulations, references and standards in effect at bid
date:
1.
2.
3.
Uniform Building Code (UBC) or International Building Code (IBC) per jurisdiction criteria.
American Society for Testing and Materials (test methods as specified hereafter)(ASTM).
State and local codes.
B.
In case of conflict between the above codes, regulations, references and standards and these
specifications, the more stringent requirements shall govern.
C.
Testing Agency: The Owner will employ a qualified independent testing agency (Project Geotechnical Engineer) . Contractor shall furnish testing agency access to work, facilities and incidental labor required for testing. Notify the testing and inspection agency not less than 48
hours in advance of all work requiring testing.
D.
Project Geotechnical Engineer: All materials and operations under this section of the specifications shall be executed under the supervision of the Project Geotechnical Engineer who will
place qualified personnel on the site during earth moving operations as necessary.
The Project Geotechnical Engineer shall approve all excavations and give written approval of
the completed foundations to the Owner’s Representative at the following times:
1.
2.
3.
When excavations are first open.
Just prior to placing of concrete, shall test and control the fill compaction, approve the
materials and method of placing and compacting and give written approval to the Owner’s Representative that all bearing surfaces and fill requirements have been inspected.
The Contractor shall be responsible to notify the Project Geotechnical Engineer when
tests are to be made.
EARTH MOVING
31 2000-3
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
02/13
E.
For approval of imported or on-site fill material, notify the Project Geotechnical Engineer at
least four (4) working days in advance of intention to import material, designate the proposed
borrow area and permit the Project Geotechnical Engineer to sample as necessary from the borrow area for the purpose of making acceptance tests to prove the quality of the material. The
Project Geotechnical Engineer report on the acceptability shall be final and binding.
F.
Reference Standards:
Compaction Standard: Standard Proctor Density ASTM D698.
G.
1.6
A.
Preconstruction Conference: Conduct conference at Project site as directed by Owner’s
Representative prior to start of construction. Contractor to comply with requirements, which
may also be included in Division 1 Section "Project Management and Coordination."
PROJECT CONDITIONS
Existing Utilities: Locations, sizes and depths or invert elevations of existing utilities as shown
on the drawings are based on information provided by others, and believed to be correct, but
may not be absolutely so. Such information is therefore presented only as approximations, and
should be verified prior to construction. Protect from damage any sewer, water, gas, electric,
phone or other pipe lines or conduits uncovered during the work until they have been examined
by the Owner’s Representative. If such lines are found to be abandoned and not in use, remove
affected sections without extra cost. If such lines are found to be in use, carefully protect and
carry on work around them. If Owner’ Representative deems it advisable to move such lines,
Owner will pay cost of moving. Do not interrupt utilities serving facilities occupied by Owner
or others unless permitted in writing by Owner’s Representative and then only after arranging to
provide temporary utility services according to requirements indicated.
1.
2.
3.
Contact utility-locator service for area where project is located before excavating.
Notify Owner’s Representative not less than two (2) days in advance of proposed utility
interruptions.
Do not proceed with utility interruptions without Owner’s Representative's written
permission.
B.
Remove all existing fill deemed by Project Geotechnical Engineer to be unsatisfactorily placed.
C.
Existing Contours and Elevations: Contours and spot elevations of existing ground elevations
at the site, and approximate elevations of finish grade cuts, fills, and excavations for the Work
are shown on Drawings. Contours and elevations for existing ground lines are based on information provided by others, and are believed to be correct, but may not be absolutely so. Existing contours and elevations should therefore be considered approximate, and should be verified
at the site prior to construction.
D.
Verification of Existing Conditions: Visit the site prior to submission of bids. Verify existing
conditions, elevations, and contours. In the event of discrepancies between existing conditions
and those indicated on the Contract Documents or survey, contact the Owner’s Representative
for clarification.
E.
Existing Benchmarks: Carefully preserve and maintain existing benchmarks, monuments,
property line pins, and other reference points. If disturbed or destroyed, restore or replace by a
Professional Land Surveyor at no additional cost to Owner.
EARTH MOVING
31 2000-4
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
02/13
F.
Frost Protection: When freezing temperatures may be expected, do not excavate to the full
depth indicated unless the footing or slabs are to be poured immediately after the excavation
has been completed. If placing of concrete is delayed, protect the bottoms of excavations from
frost until concrete is placed.
G.
Water Control and Dewatering: The Contractor is responsible for all water control and dewatering necessary to complete the earth moving operations as specified in Division 31 Section
"Water Control and Dewatering.". The Contractor is to acknowledge that the proposed earth
moving operations are within active drainagways which will receive and convey water during
precipitation events. All construction activities are to be done in a manor to ensure that water
control and dewatering is properly addressed.
H.
WARRANTY
Settlement in backfill, fill or in structures built over backfill or fill, which may occur within the
specified project warranty period, shall be corrected at no cost to the Owner. Any structures
damaged by settlement shall be restored to their original condition by the Contractor, at no cost
to the Owner.
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: Shall meet approval of Project Geotechnical Engineer and shall be free of
rock or gravel larger than 3 inches in any dimension, debris, waste, frozen materials,
vegetation, and other deleterious matter. Clean, on-site, natural soils, or imported materials, as
approved by the Project Geotechnical Engineer.
C.
Unsatisfactory Soils: Soil Classification Groups A-2-6, A-2-7, A-4, A-5, A-6, and A-7
according to AASHTO M 145, or a combination of these groups, as identified by the Project
Geotechnical Engineer.
1.
Unsatisfactory soils also include satisfactory soils not maintained within 2 percent of
optimum moisture content at time of compaction.
D.
Backfill and Fill: Approved by Project Geotechnical Engineer.
E.
Structural Fill: Approved by Project Geotechnical Engineer.
F.
Subbase Material: Naturally or artificially graded mixture of natural or crushed gravel, crushed
stone, and natural or crushed sand; ASTM D 2940; with at least 90 percent passing a 1 ½-inch
(37.5-mm) sieve and not more than 12 percent passing a No. 200 (0.075-mm) sieve.
G.
Base Course: Naturally or artificially graded mixture of natural or crushed gravel, crushed
stone, and natural or crushed sand; ASTM D 2940; with at least 95 percent passing a 1 ½-inch
(37.5-mm) sieve and not more than 8 percent passing a No. 200 (0.075-mm) sieve.
EARTH MOVING
31 2000-5
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
02/13
H.
Engineered Fill: Naturally or artificially graded mixture of natural or crushed gravel, crushed
stone, and natural or crushed sand; ASTM D 2940; with at least 90 percent passing a 1 ½-inch
(37.5-mm) sieve and not more than 12 percent passing a No. 200 (0.075-mm) sieve.
I.
Drainage Course: Narrowly graded mixture of washed crushed stone, or crushed or uncrushed
gravel; ASTM D 448; coarse-aggregate grading Size 57; with 100 percent passing a 1 ½-inch
(37.5-mm) sieve and 0 to 5 percent passing a No. 8 (2.36-mm) sieve.
J.
Filter Material: Narrowly graded mixture of natural or crushed gravel, or crushed stone and
natural sand; ASTM D 448; coarse-aggregate grading Size 67; with 100 percent passing a 1inch (25-mm) sieve and 0 to 5 percent passing a No. 4 (4.75-mm) sieve.
K.
Sand: ASTM C 33; fine aggregate, natural, or manufactured sand.
L.
Impervious Fill: Clayey gravel and sand mixture capable of compacting to a dense state.
2.2
GEOTEXTILES
A.
Subsurface Drainage and Separation Geotextile: Nonwoven needle-punched geotextile,
manufactured for subsurface drainage applications, made from polyolefins or polyesters; with
elongation greater than 50 percent; complying with AASHTO M 288. Utilize Mirafi 140N or
as recommended by Project Geotechnical Engineer.
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 earth
moving operations.
B.
Preparation of subgrade for earth moving operations including removal of vegetation, topsoil,
debris, obstructions, and deleterious materials from ground surface is specified in Division 31
Section "Site Clearing."
C.
Protect and maintain erosion and sedimentation controls, which are specified in Division 31
Section "Temporary Erosion and Sediment Control," during earth moving operations. 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 rights-of-way.
D.
Protect subgrades and foundation soils against freezing temperatures or frost.
protective insulating materials as necessary.
E.
Cold Weather Work: Prevent frost from entering bearing stratus upon which construction will
take place or in areas where fill will be placed in that season.
3.2
Provide
EXPLOSIVES
A.
Explosives: Do not use explosives.
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31 2000-6
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
3.3
02/13
EXCAVATION, GENERAL
A.
Unclassified Excavation: All excavation (other than rock excavation) is considered as
unclassified and is defined as removal of all material encountered, regardless of soil type.
Excavate to subgrade elevations regardless of the character of surface and subsurface
conditions encountered. Unclassified excavated materials may include soil materials, and
obstructions. Unclassified excavation is considered normal excavation and no extra costs will
be allowed.
1.
2.
3.
4.
5.
6.
7.
B.
If excavated materials intended for fill and backfill include unsatisfactory soil materials
and rock, replace with satisfactory soil materials.
Remove material of every nature or description encountered in obtaining required lines
and grades. Excavate and/or place and compact fill to provide for building pad elevation(s) required by drawings.
Excavate wide enough at foundations and retaining walls to permit erection and removal
of forms, application of dampproofing or waterproofing.
Pitch grading around excavations to prevent water from running into excavated areas.
Pre-rip hardpan and soft bedrock with single-tooth ripper or other suitable equipment to
facilitate excavation with conventional earth-moving equipment.
Bearing soils disturbed by excavating equipment must be recompacted to 95 percent of
maximum Standard Proctor Density (ASTM D698) prior to placing concrete.
Exposed areas which will receive fill once properly cleaned, shall be scarified to a minimum depth of 8-inches, conditioned to near optimum moisture content, and compacted.
Classified Excavation: Excavate to subgrade elevations. Material to be excavated will be
classified as earth excavation and rock excavation. Do not excavate rock until it has been
classified and cross sectioned by Owner’s Representative.
1.
Earth excavation includes excavating pavements and obstructions visible on surface;
underground structures, utilities, and other items indicated to be removed; together with
soil, boulders, and other materials not classified as rock or unauthorized excavation.
a.
C.
Stability:
1.
2.
3.
D.
Intermittent drilling; ram hammering; or ripping of material not classified as rock
excavation is earth excavation.
Slope sides of excavations in compliance with OSHA requirements and local codes or
ordinances. Shore and brace where sloping is not possible because of space restrictions
or stability of material excavated.
Continuously monitor cut slopes for distress. Take all necessary precautions to safeguard
workers, structures, and utilities.
Provide all necessary shoring, sheeting, or bracing of sides of excavations required to
prevent caving, erosion, and gullying. Provide underpinning of existing structures or
other improvements adjacent to excavations which are subject to damage.
Unanticipated Conditions: Notify the Owner’s Representative immediately upon finding
evidence of previous structures or filled materials which penetrate below designated excavation
levels, groundwater or water-bearing strata, or other conditions which are not shown or which
cannot be reasonably assumed from existing surveys and geotechnical reports. Secure the
Owner’s Represenative instruction before proceeding with further work in such areas.
EARTH MOVING
31 2000-7
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
E.
Rock Excavation: Includes removal and disposal of rock. Remove rock to lines and subgrade
elevations indicated to permit installation of permanent construction. Rock excavation in
unconfined areas is defined as removal and disposal of material which in the Geotechnical
Engineer’s opinion, cannot be excavated without continuous and systematic drilling and
blasting, or continuous use of a suitable ripper or other special equipment.
1.
3.4
02/13
Unanticipated Rock Excavation: Rock excavation that is not indicated on existing
surveys or which cannot be reasonably assumed from geotechnical studies of the site and
which could not have been anticipated without extensive investigations. Unanticipated
rock excavation shall be subject to change order procedures or previously agreed upon
unit prices.
EXCAVATION FOR STRUCTURES
A.
Excavate to indicated elevations and dimensions within a tolerance of plus or minus 0.10-foot.
If applicable, extend excavations a sufficient distance from structures for placing and removing
concrete formwork, for installing services and other construction, and for inspections.
1.
2.
3.5
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.
Excavation Below Slab on Grade, or Walks: Overexcavate clays and claystone within
the proposed footprint of the slab-on-grade or walk to a minimum depth as
recommended in Project Geotechnical Engineer and replace with on-site or imported
materials as approved by Project Geotechnical Engineer.
EXCAVATION FOR WALKS AND PAVEMENTS
A.
Excavate surfaces under walks and pavements to indicated lines, cross sections, elevations, and
subgrades.
B.
Scarify subgrade soils beneath exterior slabs, sidewalks and pavements to a minimum depth of
12-inches, moisture condition and recompact as specified by the Project Geotechnical
Engineer.
3.6
EXCAVATION FOR UTILITY TRENCHES
A.
3.7
Refer to Division 31 Section “Trenching and Backfilling,” for excavating and backfilling of
utilities.
SUBGRADE INSPECTION
A.
Notify Project Geotechnical Engineer when excavations have reached required subgrade.
B.
If Owner’s Representative and Project Geotechnical Consultant determines that unsatisfactory
soil is present, continue excavation and replace with compacted backfill or fill material as
directed.
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31 2000-8
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
02/13
C.
Authorized additional excavation and replacement material will be paid for according to
Contract provisions for changes in the Work.
D.
Reconstruct subgrades damaged by freezing temperatures, frost, rain, accumulated water, or
construction activities, as directed by Owner’s Representative, without additional
compensation.
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, with 28-day compressive strength of 2500 psi (17.2 MPa), may be used when
approved by Project Geotechnical Engineer. If approved by Geotechnical Engineer, structural
fill placed at 100 percent ASTM D698, 2 percent below to 1 percent above optimum moisture
may be used.
1.
3.9
Fill unauthorized excavations under other construction or utility pipe as directed by
Owner’s Representative.
STORAGE OF SOIL MATERIALS
A.
Stockpile borrow soil materials and excavated satisfactory soil materials in approved locations
without intermixing. Place, grade, and shape stockpiles to drain surface water. Cover to
prevent windblown dust.
1.
3.10
A.
BACKFILL
Place and compact backfill in excavations promptly, but not before completing the following:
1.
2.
3.
4.
5.
6.
7.
8.
B.
3.11
A.
Stockpile soil materials away from edge of excavations. Do not store within drip line of
remaining trees.
Construction below finish grade including, where applicable, subdrainage, dampproofing,
waterproofing, and perimeter insulation.
Surveying locations of underground utilities for Record Documents.
Testing and inspecting underground utilities.
Removing concrete formwork.
Removing trash and debris.
Removing temporary shoring and bracing, and sheeting.
Installing permanent or temporary horizontal bracing on horizontally supported walls.
Acceptance of subgrade by Project Geotechnical Engineer.
Place backfill on subgrades free of mud, frost, snow, or ice.
UTILITY TRENCH BACKFILL
Refer to Division 31 Section “Trenching and Backfilling,” for excavating and backfilling of
utilities.
EARTH MOVING
31 2000-9
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
3.12
A.
SOIL FILL
Preparation: Remove vegetation, topsoil, debris, unsatisfactory soil materials, obstructions, and
deleterious materials from ground surface before placing fills.
1.
2.
B.
4.
5.
3.13
A.
Under grass and planted areas, use satisfactory soil material.
Under walks and pavements, use satisfactory soil material.
Under ramps, use engineered fill or structural fill as approved by Project Geotechnical
Engineer.
Under slabs, use engineered fill or reconditioned on-site soils or imported fills of native
soils as approved by Project Geotechnical Engineer.
Under footings and foundations, use engineered fill or reconditioned on-site soils or
imported fills of native soils as approved by Project Geotechnical Engineer.
Place soil fill on subgrades free of mud, frost, snow, or ice.
SOIL MOISTURE CONTROL
Uniformly moisten or aerate subgrade and each subsequent fill or backfill soil layer before
compaction to optimum or to 3 percent over optimum moisture content for clay soils, or within
2 percent of optimum moisture content for granular soils. Refer to Project Geotechnical
Engineer for additional recommendations.
1.
2.
3.14
Plow, scarify, bench, or break up sloped surfaces steeper than 1 vertical to 4 horizontal so
fill material will bond with existing material.
In areas of fill, scarify natural soil following removal of unsatisfactory material, to a
depth of 8-inches.
Place and compact fill material in layers to required elevations per the Project Geotechnical
Engineer and as follows:
1.
2.
3.
C.
02/13
Do not place backfill or fill soil material on surfaces that are muddy, frozen, or contain
frost or ice.
Remove and replace, or scarify and air dry otherwise satisfactory soil material that
exceeds optimum moisture content beyond the tolerances described above and is too wet
to compact to specified dry unit weight.
COMPACTION OF SOIL BACKFILLS AND FILLS
A.
Place backfill and fill soil materials in layers not more than 12 inches in loose depth for material
compacted by heavy compaction equipment, and not more than 4 inches in loose depth for
material compacted by hand-operated tampers.
B.
Place backfill and fill soil materials evenly on all sides of structures to required elevations, and
uniformly along the full length of each structure.
C.
Compact soil materials to not less than the following percentages of maximum dry unit weight
according to ASTM D 698:
EARTH MOVING
31 2000-10
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
1.
2.
3.
4.
5.
6.
3.15
A.
General: Uniformly grade areas to a smooth surface, free of irregular surface changes. Comply
with compaction requirements and grade to cross sections, lines, and elevations indicated.
Provide a smooth transition between adjacent existing grades and new grades.
Cut out soft spots, fill low spots, and trim high spots to comply with required surface
tolerances.
Site Grading: Slope grades to direct water away from buildings and to prevent ponding. Finish
subgrades to required elevations within the following tolerances:
1.
2.
3.
4.
3.16
Under exterior flatwork, slabs, steps, and pavements, scarify and recompact top 8 inches
of existing subgrade and each layer of backfill or fill soil material at 95 percent.
Underfootings and interior floor slabs, excavate to approved natural soils, in fill
condition, compact to 95 percent.
Under lawn or unpaved areas, scarify and recompact top 6 inches below subgrade and
compact each layer of backfill or fill soil material at 90 percent.
Compact foundation wall backfill to 95 percent.
Compact scarified subgrade soils to 95 percent.
Compact retaining wall backfill to 95 percent.
GRADING
1.
2.
B.
02/13
Lawn or Unpaved Areas: Plus or minus 0.10 feet
Walks: Plus or minus 0.10 feet
Pavements: Plus or minus 0.10 feet
Grading inside Structure Lines: Finish subgrade to a tolerance of ½-inch when tested
with a 10-foot straightedge.
SUBBASE AND BASE COURSES
A.
Place subbase and base course on subgrades free of mud, frost, snow, or ice.
B.
On prepared subgrade, place subbase and base course under pavements and walks as follows:
1.
2.
3.
4.
5.
6.
3.17
A.
Install separation geotextile, if requested by Geotechnical Engineer, on prepared subgrade
according to manufacturer's written instructions, overlapping sides and ends.
Place base course material over subbase course under hot-mix asphalt pavement.
Shape subbase and base course to required crown elevations and cross-slope grades.
Place subbase and base course 6 inches (150 mm) or less in compacted thickness in a
single layer.
Place subbase and base course that exceeds 6 inches (150 mm) in compacted thickness in
layers of equal thickness, with no compacted layer more than 6 inches (150 mm) thick or
less than 3 inches (75 mm) thick.
Compact subbase and base course at optimum moisture content to required grades, lines,
cross sections, and thickness to not less than 95 percent of maximum dry unit weight
according to ASTM D 698.
DRAINAGE COURSE
Place drainage course on subgrades free of mud, frost, snow, or ice.
EARTH MOVING
31 2000-11
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
B.
On prepared subgrade, place and compact drainage course under cast-in-place concrete slabson-grade as follows:
1.
2.
3.
4.
3.18
02/13
Install subdrainage geotextile if required by Geotechnical Engineer on prepared subgrade
according to manufacturer's written instructions, overlapping sides and ends.
Place drainage course 6 inches (150 mm) or less in compacted thickness in a single layer.
Place drainage course that exceeds 6 inches (150 mm) in compacted thickness in layers of
equal thickness, with no compacted layer more than 6 inches (150 mm) thick or less than
3 inches (75 mm) thick.
Compact each layer of drainage course to required cross sections and thicknesses to not
less than 95 percent of maximum dry unit weight according to ASTM D 698.
FIELD QUALITY CONTROL
A.
Testing Agency: Owner will engage a qualified independent geotechnical engineering testing
agency (Project Geotechnical Engineer) to perform field quality-control testing.
B.
Allow testing agency to inspect and test subgrades and each fill or backfill layer. Proceed with
subsequent earth moving 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 Owner’s Representative.
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, as applicable. Perform field moisture tests
in accordance with ASTM D3017. Tests will be performed at locations and frequencies as
directed by the Project Geotechnical Engineer.
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.
3.19
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.
C.
Scarify or remove and replace soil material to depth as directed by Owner’s
Representative; reshape and recompact.
Where settling occurs before Project correction period elapses, remove finished surfacing,
backfill with additional soil material, compact, and reconstruct surfacing.
EARTH MOVING
31 2000-12
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
1.
3.20
A.
02/13
Restore appearance, quality, and condition of finished surfacing to match adjacent work,
and eliminate evidence of restoration to greatest extent possible.
DISPOSAL OF SURPLUS AND WASTE MATERIALS
Disposal: Remove surplus satisfactory soil and waste material, including unsatisfactory soil,
trash, and debris, and legally dispose of it off Owner's property.
END OF SECTION 31 2000
EARTH MOVING
31 2000-13
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
02/13
SECTION 31 2319 – WATER CONTROL AND DEWATERING
PART 1 - GENERAL
1.1
RELATED DOCUMENTS
A.
Drawings and general provisions of the Contract, including UCCS General and Supplementary
Conditions and Division 1 Specification Sections, apply to this Section.
B.
Additional Information may be provided by the Project Geotechnical Engineer.
requirements of the Project Geotechnical Engineer shall be followed.
1.2
All
SUMMARY
A.
This Section includes construction water control and dewatering.
B.
The WORK of this section consists of controlling groundwater, site drainage, and storm flows
during construction. CONTRACTOR is cautioned that the WORK involves construction in and
around drainage channels, drainageways, and areas of local drainage. These areas are subject to
frequent periodic inundation.
C.
Related Sections include the following:
1.
2.
3.
4.
5.
6.
7.
D.
1.3
Division 1 Section "Temporary Facilities and Controls" for temporary utilities and
support facilities may be included.
Division 31 Section "Earth Moving" for soil materials, excavating, backfilling, and site
grading.
Division 33 Section "Subdrainage" for permanent foundation wall, underfloor, and
footing drainage.
Division 31 Section “Trenching and Backfilling” for excavating and backfilling of
utilities.
Division 31 Section “Temporary Erosion and Sedimentation Control” for storm water
and sediment mitigation.
Division 31 Section “Permanent Revegetation” for providing final stabilization and
seeding of all disturbed areas.
Colorado Department of Public Health and Environment (CDPHE), Standards and
specifications.
Erosion Control: The Erosion and Sedimentation Control Drawings included in the Contract
Documents is the minimum requirement to be implemented. Provide additional control as
necessary to meet applicable local and State criteria.
PERFORMANCE REQUIREMENTS
A.
Water Control and Dewatering Performance: Design, furnish, install, test, operate, monitor, and
maintain water control and dewatering systems of sufficient scope, size, and capacity to control
surface runoff, drainageway and ground-water flows into excavations and allow construction to
proceed on dry, stable subgrades.
DEWATERING
31 2319 - 1
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
1.
2.
3.
4.
1.4
02/13
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.
Prevent surface water from entering excavations by grading, dikes, or other means.
Accomplish dewatering without damaging existing buildings adjacent to excavation.
Remove dewatering system when no longer required for the project.
SUBMITTALS
A.
Shop Drawings for Information: For dewatering system, show arrangement, locations, and
details of diversions, dikes, berms, temporary piping, wells and well points, locations of headers
and discharge lines, and means of discharge and disposal of water.
1.
2.
3.
Include layouts of piezometers and flow-measuring devices for monitoring performance
of dewatering system.
Include a written report outlining control procedures to be adopted if dewatering devices
fail or problems arise.
Include Shop Drawings signed and sealed by the qualified professional engineer
responsible for their preparation.
B.
Photographs or videotape, sufficiently detailed, of existing conditions of adjoining construction
and site improvements that might be misconstrued as damage caused by dewatering operations.
C.
Record drawings at project closeout identifying and locating capped utilities and other
subsurface structural, electrical, or mechanical conditions performed during dewatering.
D.
Field Test Reports: Before starting excavation, submit test results and computations
demonstrating that dewatering system is capable of meeting performance requirements.
E.
Copy of Permit from governing jurisdiction/agency.
1.5
QUALITY ASSURANCE
A.
Regulatory Requirements: Comply with Colorado Department of Public Health and
Environment (CDPHE) and all other applicable requirements of authorities having jurisdiction.
B.
Preconstruction Conference: Conduct conference at Project site as directed by Owner’s
Representative prior to start of construction. Contractor to comply with requirements, which
may also be included in Division 1 Section "Project Management and Coordination."
1.6
PROJECT CONDITIONS
A.
Existing Utilities: Do not interrupt utilities serving facilities occupied by Owner or others
unless permitted in writing by Owner’s Representative and then only after arranging to provide
temporary utility services according to requirements indicated by the Owner’s Representative.
B.
Project-Site Information: A geotechnical report has not been prepared specifically for this
Project. A Project Geotechnical Engineer will be retained by the Owner for review and testing
of the The opinions expressed in this report are those of the geotechnical engineer and represent
DEWATERING
31 2319 - 2
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
02/13
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.
C.
Make additional test borings and conduct other exploratory operations necessary for
dewatering.
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 Owner’s
Representative if changes in elevations occur or if cracks, sags, or other damage is
evident in adjacent improvements.
PART 2 - EXECUTION
2.1
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.
2.
B.
Install dewatering system to ensure minimum interference with roads, streets, walks, and other
adjacent occupied and used facilities.
1.
2.2
Prevent surface water and subsurface or ground water from entering excavations, from
ponding on prepared subgrades, and from flooding site and surrounding area.
Protect subgrades and foundation soils from softening and damage by rain or water
accumulation.
Do not close or obstruct streets, walks, or other adjacent occupied or used facilities
without permission from Owner’s Representative and authorities having jurisdiction.
Provide alternate routes around closed or obstructed traffic ways if required by authorities
having jurisdiction.
INSTALLATION
A.
Onsite materials may be used within the limits of construction to construct temporary dams and
berms. Materials such as plastic sheeting, sand bags, and storm sewer pipe may also be used if
desired by CONTRACTOR.
B.
Install dewatering system utilizing diversions, dikes, berms, 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.
C.
Before excavating install adequate dewatering systems to safely convey anticipated flows
within the drainageways.
DEWATERING
31 2319 - 3
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
02/13
D.
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.
E.
Water control shall be accomplished such that no damage is done to adjacent channel banks or
structures.
F.
Continuously control water during course of construction, including weekends and holidays and
during periods of work stoppages, and provide adequate backup systems to maintain control of
water.
G.
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.
H.
Dispose of water removed by dewatering according to local and State construction dewatering
criteria and in a manner that avoids endangering public health, property, waters of State interest,
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. Disposal of water shall meet all
requirements of the dewatering permit from governing agencies.
I.
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.
J.
Remove dewatering system from Project site upon 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.
Damages: Promptly repair damages to adjacent facilities caused by dewatering operations.
END OF SECTION 31 2319
DEWATERING
31 2319 - 4
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
02/13
SECTION 31 2333 – TRENCHING AND BACKFILLING
PART 1 - GENERAL
1.1
RELATED DOCUMENTS
A.
Drawings and general provisions of the Contract, including UCCS General and Supplementary
Conditions and Division 1 Specification Sections, apply to this Section.
B.
Additional information concerning trenching and backfilling may be found on the civil
drawings, from the Project Geotechnical Engineer. and CDOT construction standards. In case
of conflict between the drawings, jurisdictional criteria and the information specified herein, the
more stringent requirements shall govern.
1.2
SUMMARY
A.
This Section includes the following:
1.
2.
3.
B.
Related Sections include the following:
1.
2.
3.
4.
5.
C.
1.3
Subsurface drainage backfill for walls and trenches.
Excavating and backfilling for utility trenches.
Excavating and backfilling trenches within structure lines.
Division 31 Section "Site Clearing" for site stripping, grubbing, stripping and stockpiling
topsoil, and removal of above- and below-grade improvements and utilities.
Division 33 Section “Subdrainage Systems” for drainage of foundations, slabs-on-grade
and walls.
Division 31 Section “Earth Moving” for soil materials, site excavating, filling and
grading.
Division 31 Section “Temporary Erosion and Sedimentation Control” for erosion and
sediment control.
Division 33 Section “Storm Utility Drainage Piping” for storm sewer system installation.
Shoring Design: Provide the services of a professional engineer to design all shoring, bracing,
and underpinning required to protect the safety of workers and integrity of adjacent existing
structures or other improvements.
DEFINITIONS
A.
Backfill: Soil material or controlled low-strength material used to fill an excavation.
1.
2.
B.
Initial Backfill: Backfill placed beside and over pipe in a trench, including haunches to
support sides of pipe.
Final Backfill: Backfill placed over initial backfill to fill a trench.
Bedding Course: Course placed over the excavated subgrade in a trench before laying pipe.
TRENCHING AND BACKFILLING
31 2333-1
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
02/13
C.
Borrow Soil: Satisfactory soil imported from off-site for use as backfill approved by
Geotechnical Engineer.
D.
Unclassified Excavation: Removal of all material of whatever-character required for the work
encountered above subgrade elevations and to lines and dimensions indicated, including
boulders.
E.
Authorized Additional Excavation: Excavation below subgrade elevations or beyond indicated
lines and dimensions as directed or approved by Owner’s Representative and the testing and
inspections agency to correct unsatisfactory conditions. Authorized additional excavation and
replacement material will be paid for according to Contract provisions for changes in the Work.
F.
Unauthorized Excavation: Excavation below subgrade elevations or beyond indicated lines and
dimensions without direction by Owners Representative. Unauthorized excavation including
disposition of overexcavated materials and other work resulting from slides, cave-ins, swelling,
upheaval, or remedial work, as well as remedial work directed by Owners Representative, shall
be without additional compensation.
G.
Rock Excavation: Rock material in beds, ledges, unstratified masses, conglomerate deposits,
and boulders of rock material that exceed 1 cu. yd. for bulk excavation or 3/4 cu. yd. for
footing, trench, and pit excavation that cannot be removed by rock excavating equipment
equivalent to the following in size and performance ratings, without systematic drilling, ram
hammering, ripping, or blasting, when permitted:
1.
2.
Excavation of Footings, Trenches, and Pits: Late-model, track-mounted hydraulic
excavator; equipped with a 42-inch- (1065-mm-) wide, maximum, short-tip-radius rock
bucket; rated at not less than 138-hp (103-kW) flywheel power with bucket-curling force
of not less than 28,090 lbf (125 kN) and stick-crowd force of not less than 18,650 lbf (83
kN); measured according to SAE J-1179.
Bulk Excavation: Late-model, track-mounted loader; rated at not less than 210-hp (157kW) flywheel power and developing a minimum of 48,510-lbf (216-kN) breakout force
with a general-purpose bare bucket; measured according to SAE J-732.
H.
Subbase Course: Course placed between the subgrade and a cement concrete pavement or a
cement concrete walk.
I.
Subgrade: Surface or elevation remaining after completing excavation, or top surface of a fill or
backfill immediately below subbase, drainage fill, or topsoil materials.
J.
Utilities: Includes on-site underground pipes, conduits, ducts, and cables, as well as
underground services within buildings.
1.4
A.
QUALITY ASSURANCE
Testing Agency:
1.
2.
All testing and inspections required herein will be performed by an independent testing
and inspection agency employed by the Owner.
Notify the testing and inspection agency not less than 48 hours in advance of all work requiring testing or inspection services.
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02/13
B.
Regulatory Requirements: Comply with all applicable requirements of the Occupational Safety
and Health Administration and local and State rules, regulations, and ordinances concerning
shoring, bracing, or sloping of excavations and safety of workers. Safety of workers is the responsibility of the Contractor.
C.
Coordination: Coordinate scheduling and procedures for trench excavation, bedding, and backfilling with other Sections whose work relates to or is affected by this work.
D.
Pre-Construction Conference: Conduct conference at Project site as directed by Owner’s
Representative prior to start of construction. Contractor to comply with requirements, which
also may be included in Division 1 Section "Project Management and Coordination."
1.5
PROJECT CONDITIONS
A.
Existing Utilities: Locations, sizes and depths or invert elevations of existing utilities as shown
on the drawings are based on information provided by others, and are believed to be correct, but
may not be absolutely so. Such information is therefore presumed only as approximations and
should be verified prior to construction. Do not interrupt utilities serving facilities occupied by
Owner or others unless permitted in writing by Owner’s Representative and then only after
arranging to provide temporary utility services according to requirements indicated.
1.
2.
3.
1.7
Notify Owner’s Representative not less than two (2) days in advance of proposed utility
interruptions.
Do not proceed with utility interruptions without Owner’s Representative's written
permission.
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.
C.
Existing Bench Marks: Carefully preserve and maintain existing bench marks, monuments,
property line pins, and other reference points. If disturbed or destroyed, restore or replace them
at no additional cost to the Owner.
D.
Verification of Existing Conditions: Visit the site prior to submission of bids. Verify existing
conditions, elevations, and utility locations. In the event of discrepancies between existing
conditions and those indicated on the Contract Documents or survey, contact the Owner’s
Representative for clarification.
WARRANTY
Settlement in backfill, fill or in structures built over backfill or fill, which may occur within the
specified project warranty period, shall be corrected at no cost to the Owner. Any structures
damaged by settlement shall be restored to their original condition by the Contractor, at no cost
to the Owner.
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02/13
PART 2 - PRODUCTS
2.1
MATERIALS
A.
Utility Trench Bedding Materials:
1.
Granular Bedding: Well graded mixture of sound mineral aggregate complying with
Class 67 (Modified) gradation in accordance with the following table:
Class 67 (Modified) Gradation
Nominal Size
Percent Passing by Weight
¾”
90-100
3/8”
20-55
No. 4
5-10
No. 8
5-10
In the event the excavation or overexcavation for bedding is below the water table, the
sub-bedding material shall consist of ¾-inches to 1-1/2-inches rock (or larger if approved), placed in accordance with the Agency have authority .
B.
Utility Trench Backfill Materials:
1.
C.
2.2
Existing soils obtained from trench excavations, including granular or aggregate base
course from removed pavements, broken and pulverized claystone or claystone-sandstone
bedrock may be used for backfilling trenches, provided it meets any special requirements
of the Project Geotechnical Engineer. Bedrock must be processed and broken or pulverized so that the maximum particle or fragment size does not exceed three-inches (3inches).
Unsuitable Utility Trench Materials: Materials unsuitable for bedding and backfilling include
highly organic soils, ASTM D2487 Group PT topsoil, and soils containing roots, vegetable
matter, trash, and debris.
ACCESSORIES
A.
Shoring and Bracing: Provide all materials for shoring and bracing, such as sheet piling,
uprights, stringers, and cross-braces, in good and serviceable condition, as required for safety
and by governing authorities.
PART 3 - EXECUTION
3.1
A.
EXAMINATION
Verification of Conditions: Examine areas and conditions under which the work of this Section
will be performed. Do not proceed with the work until unsatisfactory conditions have been corrected. Commencement of work implies acceptance of all areas and conditions.
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PROJECT SPECIFICATIONS
3.2
02/13
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.
Preparation of subgrade for earthwork operations including removal of vegetation, topsoil,
debris, obstructions, and deleterious materials from ground surface is specified in Division 31
Section "Site Clearing."
C.
Protect and maintain erosion and sedimentation controls, which are specified in Division 31
Section "Temporary Erosion and Sediment Control," during earthwork operations.
D.
Existing Utilities:
1.
2.
3.
4.
E.
General: Location of existing utilities shown on the plans are approximate only. The
Contractor shall be responsible to locate all existing underground utilities in areas of the
work. If utilities are to remain in place, provide protection during excavation and backfilling operations. Should uncharted or incorrectly charted piping or other utilities be encountered during excavations, consult the Owner’s Representative immediately for direction. Cooperate with the Utility Agency in keeping respective services and facilities in
operation. Repair damaged utilities to the satisfaction of the Utility Agency.
Active Utilities: Do not interrupt existing utilities serving facilities occupied and used by
the Owner or by adjacent properties, except when permitted in writing by the Owner’s
Representative, and then only after acceptable temporary utility services have been provided. Remove or relocate utilities only as indicated or specified.
Inactive Utilities: Report inactive or abandoned utilities encountered in excavating or
grading operations, and remove, plug, or cap as required. In the absence of specific requirements, plug or cap such utility lines at least 5-feet -0-inches outside new building
walls, or as required by local requirements.
Removal: Demolish and completely remove from the project site all existing underground utilities indicated to be removed. Coordinate with Utility Agencies for discontinuance of services if lines are active.
Protection of Persons and Property:
1.
2.
Provide all necessary measures to protect workmen and passersby. Barricade open excavations occurring as part of the work, as required by municipal or other authorities having
jurisdiction.
Protect adjacent streets, structures, and other improvements from damage caused by settlement, undermining, washout, and other hazards created by trench excavations.
F.
Protect subgrades and trench bottoms soils against freezing temperatures or frost. Provide
protective insulating materials as necessary.
G.
Cold Weather Work: Prevent frost from entering bearing strata upon which construction will
taken place or in areas where fill will be placed in that season.
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3.3
02/13
SHORING AND BRACING
A.
3.4
Provide shoring and bracing of excavations as required for safety and by governing authorities.
Carry down shoring and bracing as excavation progresses. Maintain shoring and bracing in
excavations regardless of time period excavations will be open.
EXPLOSIVES
A.
3.5
Explosives: Do not use explosives.
EXCAVATION FOR UTILITY TRENCHES
A.
Excavate trenches to indicated gradients, lines, depths, and elevations.
B.
Excavate trenches to uniform widths to provide the following clearance on each side of pipe or
conduit. Excavate trench walls vertically from trench bottom to 12 inches (300 mm) higher
than top of pipe or conduit, unless otherwise indicated on the drawings.
C.
Trench Bottoms: Excavate trenches a minimum of 3 inches (75 mm) deeper than bottom of
pipe elevation to allow for bedding course. Hand excavate for bell of pipe.
1.
3.6
Excavate trenches 6 inches (150 mm) deeper than elevation required in rock or other
unyielding bearing material to allow for bedding course and backfill with a 6-inches layer
of crushed stone or gravel prior to installing pipe.
BEDDING OF PIPES:
A.
After completion of trench excavation and before installation of piping, install not less than 3inches of approved bedding material in trench bottom for support of pipe. Dig bell holes in
bedding deep enough to provide a minimum of 2-inches clearance between the bell and bedding
material. Fully support pipe on bedding material for the full length of the pipe barrel.
B.
After pipe is adjusted for line and grade, and all jointing is complete, carefully place and tamp
bedding material under the haunches of the pipe and in the previously dug bell holes.
C.
Install bedding to a minimum depth of 12-inches above top of pipe prior to starting placement
of compacted backfill. Lightly compact or tamp bedding material in a manner to avoid
displacement of or damage to the pipe.
3.7
STORAGE OF SOIL MATERIALS
A.
Stockpile borrow soil materials and excavated satisfactory soil materials in approved locations
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.
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UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
3.8
02/13
UTILITY TRENCH BACKFILL
A.
After installation of utility piping or lines have been completed, locations recorded, trash or
other debris removed from excavations, and bedding placed and approved, backfill promptly as
work and weather conditions permit. Do not backfill trenches until all required pipe system
tests and inspections have been made, unless partial backfilling is required to restrain pipe under
test pressures. Use care in backfilling to avoid damage or displacement of pipe systems.
B.
Place backfill on subgrades free of mud, frost, snow, or ice.
C.
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.
D.
Place backfill 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. Use hand held tools or compacting devices for trench
backfill, until a minimum compacted thickness of 3-feet -0-inches above top of pipe is achieved.
Mechanical or power compactors may be used thereafter.
E.
Before compaction, moisten or aerate each layer of backfill to specifications.
F.
Compact each layer to not less than 95% of maximum standard Proctor density (ASTM D698).
Thoroughly compact by means of mechanical tampers areas which cannot be properly
compacted by means of rolling equipment.
G.
Backfill to subgrade elevation shown for finish grading, topsoil placement, or paving.
H.
Place and compact initial backfill of satisfactory soil, free of particles larger than 1 inch (25
mm) in any dimension, to a height of 12 inches (300 mm) over the utility pipe or conduit.
1.
Carefully compact initial backfill under pipe haunches and compact evenly up on both
sides and along the full length of utility piping or conduit to avoid damage or
displacement of piping or conduit. Coordinate backfilling with utilities testing.
I.
Backfill voids with satisfactory soil while installing and removing shoring and bracing.
J.
Place and compact final backfill of satisfactory soil to final subgrade elevation.
3.9
FIELD QUALITY CONTROL
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.
Testing agency will test compaction of soils in place according to ASTM D 1556, ASTM D
2167, ASTM D 2922, and ASTM D 2937, as applicable. Perform field moisture tests in
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31 2333-7
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
accordance with ASTM D3017.
frequencies at a minimum:
1.
D.
3.10
02/13
Tests will be performed at the following locations and
Trench Backfill: The density tests shall be performed during backfilling at specified
depths in the trench to ensure that the required density and moisture is obtained
throughout. For trenches less than 30-inches in depth, density tests shall be taken within
18-inches above the top of pipe or conduit and at the surface/toplift as a minimum. For
trenches greater than 30-inches in depth, density tests shall be taken within 18-inches of
the top of the pipe or conduit, and at 2-foot vertical intervals to the top of the trench with
the final test at the surface/toplift. For utility mains conduct one (1) set of tests per 50
feet of linear trench at specified depths and for service lines conduct one (1) test per
every service line per utility type at specified depths. At a minimum, test intervals and
quantities shall meet or exceed the requirements of the local utility agency.
When testing agency reports that 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.
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.
C.
Where settling occurs before Project correction period elapses, remove finished surfacing,
backfill with additional soil material, compact, and reconstruct surfacing.
1.
3.11
A.
3.12
A.
Scarify or remove and replace soil material to depth as directed by Owner’s
Representative; reshape and recompact.
Restore appearance, quality, and condition of finished surfacing to match adjacent work,
and eliminate evidence of restoration to greatest extent possible.
CLEANING AND ADJUSTMENT
Cleanup: Remove excess materials not required for backfilling purposes, including excess
spoil material, accumulated debris, and rubbish from site. Burning of waste material is prohibited.
RESTORATION
Adjacent Improvements: Restore all fences, irrigation ditches, yards, lawns, and other structures or surfaces to condition equal to or better than before work began.
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31 2333-8
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
3.13
A.
02/13
DISPOSAL OF SURPLUS AND WASTE MATERIALS
Disposal: Remove surplus satisfactory soil and waste material, including unsatisfactory soil,
trash, and debris, and legally dispose of it off Owner's property.
END OF SECTION 31 2333
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PROJECT SPECIFICATIONS
02/13
SECTION 31 2500 - TEMPORARY EROSION AND SEDIMENTATION CONTROL
PART 1 - GENERAL
1.1
RELATED WORK
A.
Drawings and general provisions of the Contract, including UCCS General and Supplementary
Conditions and Division 1 Specification Sections, apply to this Section.
B.
Additional information concerning temporary erosion and sedimentation control may be found
on the civil drawings and City of Colorado Springs construction standards. In case of conflict
between the drawings, jurisdictional criteria and the information specified herein, the more
stringent requirements shall govern.
1.2
SUMMARY
A.
Work Included. Furnish, install, maintain, and remove temporary erosion and sedimentation
controls as shown on the drawings or specified herein, or as required to complete the work.
B.
Related Sections include the following:
1.
2.
3.
4.
5.
6.
Division 31 Section "Site Clearing" site stripping, grubbing, stripping and stockpiling,
topsoil, and removal of above- and below-grade improvements and utilities.
Division 31 Section “Earth Moving” for soil materials, site excavating, filling and
grading.
Division 31 Section “Trenching and Backfilling” for excavating and backfilling of
utilities.
Division 31 Section “Dewatering” for addressing surface and groundwater flows.
Division 31 Section “Permanent Revegetation” for providing final stabilization and
seeding of all disturbed areas.
Division 33 Section "Subdrainage" for drainage of foundations, retaining walls and slab
on grade.
C.
Permits and Fees: Obtain and pay for all permits and fees required for the work of this section,
including erosion and sediment control and water quality permits required by the authority
having jurisdiction and the Colorado Department of Public Health and Environment, Water
Quality Control Division.
D.
Erosion Control: The Erosion and Sedimentation Control Drawings included in the Contract
Documents is the minimum requirement to be implemented. Provide additional control as
necessary to meet applicable local and State criteria.
1.3
DEFINITIONS
A.
Backfill: Soil material used to fill an excavation.
TEMPORARY EROSION AND SEDIMENTATION CONTROL
31 2500-1
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
1.
2.
02/13
Initial Backfill: Backfill placed beside and over pipe in a trench, including haunches to
support sides of pipe.
Final Backfill: Backfill placed over initial backfill to fill a trench.
B.
Unclassified Excavation: Removal of all material of whatever character required for the work
encountered above subgrade elevations and to lines and dimensions indicated, including
boulders.
C.
Fill: Fill is all material placed to raise the grade of the site or to backfill excavation, upon which
the Soils Engineer has made sufficient tests and observations to enable him to issue a written
statement that, in his opinion, the fill has been placed and compacted in accordance with the
requirements of these specifications.
D.
BMP: Best Management Practice. Erosion and sediment control devices, which may consist of
silt fence, straw bale barriers, crates, filter fabric, riprap, etc.
E.
SWMP: Storm Water Management Plan. Identifies BMPs, which are erosion and sediment
control measures for the project.
F.
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.
G.
Subgrade: Surface or elevation remaining after completing excavation, or top surface of a fill or
backfill immediately below subbase, drainage fill, or topsoil materials.
H.
Utilities: Include on-site underground pipes, conduits, ducts, and cables, as well as
underground services to buildings.
1.4
SUBMITTALS
A.
Submittal Procedures: All submittals are to be made to the Owner’s Representative.
provided refer to Division 1 section “Submittal Procedures.”
B.
Product Data:
Submit manufacturer’s published descriptive literature and complete
specifications for manufactured products specified herein and utilized on the project.
1.
2.
C.
If
Geotextiles.
Erosion Control Fabric.
Storm Water Management Plan:
1.
2.
The Contractor is to provide a Storm Water Management Plan (SWMP) and report
addressing erosion and sediment control measures for all sites with over one acre of
disturbed ground.
The Erosion and Sedimentation Control Drawings included in the
Contract Documents can be used by the Contractor for development of the SWMP.
The Contractor is responsible for obtaining all required permits including a General
Permit application for Storm Water Discharges associated with construction activities at
least ten (10) days prior to start of construction. Permits are to be filed with the Colorado
Department of Public Health and Environment, Water Quality Control Division.
TEMPORARY EROSION AND SEDIMENTATION CONTROL
31 2500-2
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
3.
1.5
02/13
Contractor shall have the Storm Water Management Plan (SWMP) and report available
on-site at all times.
QUALITY ASSURANCE:
A.
Regulatory Requirements: Comply with applicable local, State and Federal ordinances, rules
and regulations concerning sedimentation control and storm water runoff.
B.
In case of conflict between the above codes, regulations, references and standards and these
specifications, the more stringent requirements shall govern.
C.
Preconstruction Conference: Conduct conference at Project site as directed by Owner’s
Representative prior to start of construction. Contractor to comply with requirements, which
may also be included in Division 1 Section "Project Management and Coordination."
1.6
PROJECT/SITE CONDITIONS
A.
1.7
Existing Conditions: Verify all existing conditions affecting the work of this section prior to
submitting bids or proposals. Additional compensation will not be allowed for revisions or
modification of work resulting from failure to verify existing conditions.
WARRANTY
A.
Temporary Erosion and Sediment Control measures shall be maintained until permanent
measures are in place. All damaged, disturbed or devices filled with sediment, which may
occur within the specified project warranty period, shall be corrected at no cost to the Owner.
Any devices damaged by erosion or sediment shall be restored to their original condition by the
Contractor, at no cost to the Owner.
PART 2 - PRODUCTS
2.1
MATERIALS
A.
Erosion and Sedimentation Control Materials: Provide one or more of the following materials,
as shown on the plans or as applicable for site conditions:
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
Curb socks.
Clean, seed-free, certified, straw bale barriers.
Silt fences.
Rock riprap.
Temporary seeding.
Biodegradable wood excelsior, straw, or coconut-fiber mat enclosed in a photodegradable
plastic mesh.
Biodegradable twisted jute or spun-coir mesh, 0.92 lb/sy minimum, with 50 to 65 percent
open area.
Drainage geotextile.
Impervious fill.
Other materials proposed for use on-site.
TEMPORARY EROSION AND SEDIMENTATION CONTROL
31 2500-3
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
02/13
PART 3 - EXECUTION
3.1
PREPARATION
A.
General:
1.
3.2
Determine the existing ground elevations, drainage patterns, and changes to such patterns
during excavation in order to satisfactorily plan and provide materials for adequate
erosion and sediment control devices.
TEMPORARY EROSION AND SEDIMENTATION CONTROL
A.
Provide temporary erosion and sedimentation control measures to prevent soil erosion and
discharge of soil-bearing water runoff or airborne dust to adjacent properties and rights-of-way
according to requirements of authorities having jurisdiction.
B.
Inspect, repair, and maintain erosion and sedimentation control measures during construction
until permanent vegetation has been established.
C.
Remove erosion and sedimentation controls, and restore and stabilize areas disturbed during
removal.
D.
Secure grading permit from agency having jurisdiction prior to commencing grading
operations.
3.3
A.
3.4
A.
EXAMINATION
Verification of Conditions: Examine areas and conditions under which the work of this section
will be performed. Do not proceed with the work until unsatisfactory conditions have been
corrected. Commencement of work implies acceptance of all areas and conditions.
INSTALLATION
Erosion and Sedimentation Control Devices. Erosion and sedimentation control measures to be
taken during construction include, but are not necessarily limited to the following:
1.
2.
3.
4.
Apply soil stabilization within 14 days to all disturbed areas that are to be dormant for a
period longer than 30 calendar days after reaching grade. Stabilize soil with mulch
anchored per criteria of authorities having jurisdiction. Temporarily revegetate areas that
will remain in an interim condition for more than sixty (60) days.
Roads and parking areas indicated to be paved may be covered with an appropriate
aggregate base course in lieu of mulch. Temporary mulching or aggregate base course is
not required if final pavement construction will take place within 30 days after grading to
final contours.
Soils that will be stockpiled for more than 30 days must be mulched and seeded within 14
days after stockpile construction.
Prevent sediment from leaving the project site by installing a silt fence or other BMPs as
indicated on the plans. Protect existing storm inlets adjacent to the site by an approved
gravel filter.
TEMPORARY EROSION AND SEDIMENTATION CONTROL
31 2500-4
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
5.
6.
7.
8.
9.
10.
11.
B.
2.
3.
4.
2.
3.5
Store construction materials and chemicals that could contribute pollutants to the runoff
within an enclosure, container, or dike located around the perimeter of the storage area, to
prevent discharge of these materials into runoff from the construction site.
Locate areas used for collection and temporary storage of solid and liquid waste away
from the storm drainage system. Provide covering or fencing as required to prevent
windblown materials; construct perimeter dike to contain liquid runoff. These measures
may not be necessary if materials are immediately placed in covered waste containers.
Perform equipment maintenance in designated areas using measures such as drip pans to
control petroleum products spillage.
Immediately clean up and properly dispose of spills of construction related materials such
as paints, solvents, or other chemicals.
Final Stabilization and Long-Term Management:
1.
D.
Straw bale barriers may be used at specific locations to provide temporary filtration of
sediment from runoff.
Locate stone stabilization pads at all points of vehicular ingress and egress to the
construction site.
Provide temporary erosion controls consisting of berms at the top of slopes and
interceptor ditches at ends of berms and at those locations which will eliminate or
minimize erosion during construction, along with temporary seeding, temporary
diversion, chutes, and down pipes and lining of water courses.
Temporary sedimentation controls shall consist of silt dams, traps, silt fence, barriers, and
appurtenances at the top of spoil and borrow area slopes and where runoff water exits the
site.
Maintain the available silt holding capacity of silt dams, fence traps and barriers until no
longer needed. The sediment capacity of sediment retainage areas shall be at a minimum,
the capacity shown on the plans in conformance with local and state criteria and
requirements. Prior to removal, obtain concurrence of the Owner and Engineer.
Remove accumulated sediment and debris from a BMP when the sediment level reaches
one-half the height of the BMP, or at any time the sediment or debris adversely impacts
the functioning of the BMP.
The erosion/sediment control plan shows the minimum required for the project. If it
becomes apparent that additional controls are necessary, the Engineer shall be notified
and with approval of the Owner’s Representative additional controls shall be installed.
Chemicals and Pollutants:
1.
C.
02/13
Final stabilization shall be achieved through permanent vegetation after construction of
all improvements.
With approval of the Owner temporary erosion and sediment control measures may be
removed within 30 days after final site stabilization is achieved or after temporary
measures are no longer needed.
Inspection and Maintenance: Inspect erosion and sediment control measures weekly during
construction. In addition, inspect all facilities immediately after any significant runoff or
snowmelt which results in runoff. Repair or otherwise mitigate any damage to the erosion and
sediment control facilities at no additional cost to the Owner.
CLEANING
TEMPORARY EROSION AND SEDIMENTATION CONTROL
31 2500-5
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
A.
02/13
Removal of Controls: Remove controls upon completion of that portion of the work for which
controls were furnished. Leave the site and work area in a clean condition.
END OF SECTION 31 2500
TEMPORARY EROSION AND SEDIMENTATION CONTROL
31 2500-6
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
02/13
SECTION 31 2900 – PERMANENT REVEGETATION
PART 1 - GENERAL
1.1
RELATED WORK
A.
Drawings and general provisions of the Contract, including UCCS General and Supplementary
Conditions and Division 1 Specification Sections, apply to this Section.
B.
Additional information concerning permanent revegetation may be found on the civil drawings,
from the Colorado Department of Transportation and the City of Colorado Springs construction
standards and . In case of conflict between the drawings, jurisdictional criteria and the
information specified herein, the more stringent requirements shall govern.
1.2
SUMMARY
A.
Work Included. Furnish, install, maintain, temporarily irrigate, stabilize and warranty the
permanent revegetation with seeded grasses on all areas as shown on the drawings or specified
herein, and all areas which were disturbed during the completion of the work.
B.
Related Sections include the following:
1.
2.
3.
4.
5.
6.
1.3
Division 31 Section "Site Clearing" site stripping, grubbing, stripping and stockpiling,
topsoil, and removal of above- and below-grade improvements and utilities.
Division 31 Section “Earth Moving” for soil materials, site excavating, filling and
grading.
Division 31 Section “Trenching and Backfilling” for excavating and backfilling of
utilities.
Division 31 Section “Dewatering” for addressing surface and groundwater flows.
Division 31 Section “Temporary Erosion and Sedimentation Control” for erosion and
sedimentation control measures.
Division 33 Section "Subdrainage" for drainage of foundations, retaining walls and slab
on grade.
SUBMITTALS
A.
Submittal Procedures: All submittals are to be made to the Owner’s Representative.
provided refer to Division 1 section “Submittal Procedures.”
B.
CONTRACTOR shall be required to submit statements of guarantee and/or certifications from
vendors who supply seed, mulches, tackifiers, and fertilizers.
C.
CONTRACTOR shall furnish to Owner a signed statement certifying that the seed furnished is
from a lot that has been tested by a recognized laboratory for seed testing within six (6) months
prior to the date of delivery.
D.
Seed container labels shall be submitted to Owner at the completion of project.
PERMANENT REVEGETATION
If
31 2900-1
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
02/13
E.
CONTRACTOR shall submit to Owner the manufacturers guaranteed chemical analysis, name,
trade name, trademark, and conformance to state law of all fertilizers and herbicides.
F.
Submit compost sample for approval.
G.
Submit soil retention blanket for approval.
H.
Temporary Irrigation Plan:
1.
2.
1.4
The Contractor is to provide a temporary irrigation plan outlining the improvements and
procedures proposed to be implemented to irrigate all revegetated areas.
The Owner will review the plan and provide comments, suggestions and direction to the
Contractor. The Contractor is to provide a revised plan based on comments provided by
the Owner. The revised plan is to be resubmitted for final approval before
implementation of the temporary irrigation plan as part of the Permanent Revegetation
work.
QUALITY ASSURANCE:
A.
Regulatory Requirements: Comply with applicable local, State and Federal ordinances, rules
and regulations concerning seeding, irrigation and stabilization.
B.
In case of conflict between the above codes, regulations, references and standards and these
specifications, the more stringent requirements shall govern.
C.
Preconstruction Conference: Conduct conference at Project site as directed by Owner’s
Representative prior to start of construction. Contractor to comply with requirements, which
may also be included in Division 1 Section "Project Management and Coordination."
1.5
PROJECT/SITE CONDITIONS
A.
1.6
Existing Conditions: Verify all existing conditions affecting the work of this section prior to
submitting bids or proposals. Additional compensation will not be allowed for revisions or
modification of work resulting from failure to verify existing conditions.
WARRANTY
A.
1.7
Permanent Revegetation shall be maintained until the Owner has accepted the work. All
damaged, disturbed or unacceptable areas, which may occur within the specified project
warranty period, shall be corrected at no cost to the Owner. Any damaged areas beyond the
identified project limits which were caused by the Contractor during completion of the work
shall be seeded and stabilized by the Contractor, at no cost to the Owner.
DELIVERY, STORAGE, AND HANDLING
A.
All materials shall be furnished in original manufacturers shipping bags or containers and
remain in these bags or containers until they are used. All materials shall be stored in a manner
that will prevent them from coming into contact with precipitation, surface water, or any other
contaminating substance.
PERMANENT REVEGETATION
31 2900-2
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
02/13
B.
Fertilizer: It shall be delivered in original, unopened containers, unless provisions are made and
approved by Ower for bulk deliveries to the site of the WORK.
C.
Herbicide: It shall be delivered in original, unopened containers, unless provisions are made and
approved by Owner for bulk deliveries to the site of the WORK. All herbicides will be stored in
a manner that satisfies local, State and Federal Guidelines for Herbicide Storage.
PART 2 - PRODUCTS
2.1
GENERAL
A.
All materials used shall be new and without flaws or defects of any type, and shall be the best of
their class and kind. Seeds shall be prepared for sale during the year of installation.
B.
All materials and equipment furnished shall be free of noxious weeds including, but not limited
to Russian knapweed, diffuse knapweed, Canada thistle, field bindweed, Johnsongrass, leafy
spurge, kochia, or any state-listed noxious weed species.
C.
Any materials that have become wet, moldy, or otherwise damaged in transit or in storage shall
not be used.
2.2
SEED
A.
The seed mixture shall consist of the following species and rates. Planting rates are expressed
in terms of pure live seed (PLS).
VARIETY
LBS. PLS PER
ACRE
DRILLED
LBS. PLS PER
ACRE
BROADCAST
Longington
0.4
.8
Pastura
1.2
2.4
Butte or Vaughn
1.6
3.2
Goshen
1.1
2.2
Sand dropseed (S. cryptandrus)
0.1
0.1
Green needlegrass (S. viridula)
1.7
3.4
2.0
4.0
8.1# PLS
16.1#PLS
SPECIES
Blue grama (B. gracillis)
Little bluestem (S. scoparius)
Sideoats grama (B. curtipen-dula)
Prairie sandreed (C. longifolia)
Streambank wheatgrass
PERMANENT REVEGETATION
Sodar
31 2900-3
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
B.
Seed shall be only that which is specified or as indicated on the drawings. All seed shall be
mixed by a wholesale seed supplier in order to obtain the specified mixture and application rate
as specified. No species substitutions shall be permitted without prior approval of the Owner.
C.
All seed shall conform to all current State and Federal regulations and shall be subject to the
testing provisions of the Association of Official Seed Analysts.
D.
All seed and seed mixes shall be furnished in bags or containers clearly labeled to show the
name and address of the supplier, the common, scientific, and variety name(s) of the seed(s), the
lot number, point of origin, net weight, percent of weed content, and the guaranteed percentage
of purity and germination.
E.
All seed shall be guaranteed for purity and germination, free of noxious weed seed and supplied
on a Pure Live Seed (PLS) basis.
2.3
FERTILIZER
A.
Fertilizer shall be a standard commercial product of uniform composition, free flowing and
conforming to applicable State and Federal laws.
B.
Topsoil shall meet the requirements of CDOT Section 212 Seeding, Fertilizer, Soil Conditioner,
and Sodding.
C.
No cyanamide compounds shall be permitted in fertilizers.
2.4
MULCH
A.
2.5
The type of mulching material to be used shall be crimped weed-free straw. At least seventy
percent (70%) of the mulch by weight shall be ten (10) inches or more in length. Mulch shall
not contain any noxious weed, must, mold, cake, or decay. No hay may be used on the project
unless approved in advance by the Owner.
ORGANIC TACKIFIER/BINDER
A.
2.6
Organic tackifier/binder shall be applied where needed to complete the work.
EROSION CONTROL NETTING, BLANKETS, MATS, FABRICS
A.
2.7
02/13
Erosion control blankets, mats, or other commercial products for stabilizing land disturbed areas
shall be used on all areas being revegetated. The type, manufacturer, and installation method for
these products shall be as specified by CDOT Section 216 Soil Retention Covering and
approved by the Owner and Engineer. The preferred material is a Soil Retention Blanket (Straw
and Coconut), however the Contractor is encouraged to submit for approval other materials
which perform equally or better which are potentially more economical.
WATER
PERMANENT REVEGETATION
31 2900-4
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
B.
2.8
02/13
Water to be used on the project is on site and shall be provided by the Owner at no cost to the
Contractor. The Contract is to coordinate with the Owners Representative to identify the
requirements and location for obtaining and connecting to the onsite water supply.
TEMPORARY IRRIGATION
A.
Temporary Irrigation shall meet the requirements of CDOT Section 623 Irrigation System.
B.
The Temporary Irrigation system shall provide even and adequate coverage over the entire
revegetated area to promote germination and initial growth. The Contract is to coordinate with
the Owners Representative to identify the requirements and location for connecting the
Temporary Irrigation system into the onsite water supply.
2.9
TOPSOIL
A.
2.10
Topsoil shall meet the requirements of CDOT Section 207 Topsoil.
ORGANIC COMPOST (SOIL AMENDMENT)
A.
For use as a component for seed establishment use a well decomposed, stable, weed free organic
matter source, derived from agricultural food, or industrial residuals’ biosolids (treated sewage
sludge); yard trimmings, or source-separated or mixed solid waste. The product shall contain no
substances toxic to plants and shall be reasonably free (less than one percent [<1%] by dry
weight) of man-made foreign matter. Compost shall be processed at sustained high heat so that
any weed seeds contained within it shall no longer be viable and it shall possess no
objectionable odors and shall not resemble the raw material from which it was derived.
B.
Compost shall have the following characteristics:
1.
pH Range: 5.5 - 8.0.
2.
Moisture Content: 35% - 55%.
3.
Particle Size: Pass through 1-inch screen or smaller.
4.
Stability: Stable to highly stable, providing nutrients for plant growth.
5.
Maturity/Growth Screening: Demonstrate ability to enhance plant growth.
6.
Soluble Salt Concentrations: 2.5 dS (mmhos/cm) or less preferred.
7.
Organic Matter Content: 30% - 70%.
8.
Suggested Source: A-1 Organic, Eaton, Colorado (970) 454-3492 or an approved equal.
PART 3 - EXECUTION
3.1
PREPARATION
A.
General:
1.
Contractor’s Site Responsibilities: It shall be the responsibility of CONTRACTOR to
locate and protect all utilities, structures, roadways, parking areas, fences, survey
markers, and existing vegetation (such as, trees and shrubs) on all WORK sites. Any
damage caused by CONTRACTOR or SUBCONTRACTORS shall be immediately
repaired or corrected by CONTRACTOR at no expense to Owner.
PERMANENT REVEGETATION
31 2900-5
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
3.2
02/13
2.
Timing of the Work: Seeding shall be completed as soon as practical after the completion
of final grading. CONTRACTOR shall coordinate the actual start of the seeding
operation with Owner. Seeding shall ideally occur between September 15 and April 15,
unless otherwise permitted by the Owner
3.
Notice to Proceed: CONTRACTOR shall inform Owner when they are ready to
commence permanent revegetation. Upon agreement with CONTRACTOR’s preparation
for this work the Owner shall provide CONTRACTOR with a Notice to Proceed.
CONTRACTOR shall begin and complete the work as specified in this section.
4.
Performance of the work: All work is to be performed by personnel thoroughly familiar
with proper and accepted methods for soil preparation, herbicide applications, fertilizing,
seeding, and mulching. All work is to be performed under the direct supervision of
CONTRACTOR’s superintendent, who shall be thoroughly familiar with the provisions
of this contract.
5.
Project Monitoring: CONTRACTOR shall notify Owner prior to the commencement of
any work under this section. Owner shall monitor the progress of the work throughout the
contract period, and shall assist in determining where soils samples, as required in Article
Submittals, are to be collected. Owner shall also collect samples of the seed used on the
project, and may collect samples of fertilizers, soil additives, water, or other materials as
they deem necessary to ensure the Project Specifications are met.
SOIL/SEED BED PREPARATION, SOIL AMENDMENTS
A.
All ripping and tilling operations shall be done in a direction which follows the natural contour
of the land on slopes of three to one (3:1) or less. Soils on slopes greater than three to one (3:1)
shall be prepared for planting in a manner as specified. Any irregularities in the ground surface
resulting from soil preparation operations shall be corrected and sloped to drain.
B.
Limit subgrade preparation to areas that shall be planted in the immediate future.
C.
Prior to spreading salvaged topsoil and seeding, thoroughly till or rip to a depth of twelve (12)
inches all areas compacted by access, staging, or construction traffic. Till all remaining areas to
a depth of six (6) inches. Channel bottom areas are to be ripped to a depth of at least twelve (12)
inches on approximately two- (2-) to four- (4-) foot centers. The soils shall be worked until no
clods greater than two (2) inches in diameter remain, unless directed otherwise by the Owner.
Remove rocks and other objects three (3) inches or greater in any dimension.
D.
Spread topsoil to depth required to meet grades and elevations shown on drawings after light
rolling and natural settlement.
E.
Either mix soils with soil amendments and fertilizers before spreading or apply soil amendments
or fertilizers on surface of spread topsoil and till thoroughly into top four (4) inches before
planting. Mix soil amendments at the rate that is indicated in the specifications. Delay mixing
fertilizer if planting does not follow placing of planting soil within a few days.
F.
Organic Compost:
PERMANENT REVEGETATION
31 2900-6
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
1.
2.
Organic Compost Soil Amendment shall be applied at a rate of three (3) cubic yards per
one-thousand (1,000) square feet.
Organic Compost shall be applied if required.
G.
Prior to seeding, grade the areas to be seeded to a smooth, even surface with loose, uniformly
fine texture. Roll and rake, remove ridges, and fill depressions to meet finish grades. Soils shall
meet grades and elevations shown on drawings after light rolling and natural settlement. Limit
fine grading to areas that can be planted in the immediate future.
H.
Moisten prepared areas to be seeded prior to planting when soils are dry. Water thoroughly and
allow surface to dry before seeding. Do not create muddy conditions. Restore prepared areas if
eroded or disturbed after fine grading and before planting.
3.3
3.4
02/13
SEEDING
A.
General: Owner shall be on site during seeding operations and will collect representative
samples of the seed used on any project for testing/compliance purposes. CONTRACTOR shall
notify Owner when seeding is to take place so these samples can be obtained (seed tags from all
mixtures shall also be supplied to the Owner).
B.
Drill Seeding:
1.
All seed is to be drilled one-quarter (1/4) inch to one-half (1/2) inch into the soil at the
specified pure live seed (PLS) per acre rate with a mechanical grass drill with depth
bands and an agitator in the seed box. Rows shall be spaced not more than seven (7)
inches apart. CONTRACTOR shall drill one-half (1/2) of the required PLS per acre in
one compass direction, and then drill the remaining half of the required PLS per acre in a
direction ninety degrees (90°) to the first half.
C.
Broadcast Seeding:
1.
Some portions of project areas may be inaccessible to a drill. In these areas, which shall
be agreed upon by CONTRACTOR and Owner, seed shall be uniformly broadcast at
twice the specified PLS per acre and covered with soil to a depth of one-quarter (1/4)
inch to one-half (1/2) inch by hand raking or harrowing by some other means acceptable
to Owner.
2.
Broadcast seeding shall be accomplished using hand-operated “cyclone-type” seeders or
rotary broadcast equipment attached to construction or revegetation machinery. All
machinery shall be equipped with metering devices. Broadcasting by hand shall be
acceptable on small, isolated sites. Prior to hand broadcast seeding, divide the seed
required into two portions. Apply the first half of the seed and then follow up by applying
the second portion to ensure complete coverage by seed. When broadcast seeding, passes
shall be made over each site to be seeded in a manner to ensure an even distribution of
seed. When using hopper type equipment, seed shall be frequently mixed within the
hopper to discourage seed settling and uneven planting distribution of species.
3.
Broadcast seeding shall take place immediately following the completion of final seedbed
preparation techniques and upon inspection and approval of Owner. Broadcast seeding
should not be conducted when wind velocities would prohibit even seed distribution
FERTILIZATION
PERMANENT REVEGETATION
31 2900-7
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
A.
3.5
Fertilizers shall be applied and mixed with the soil as specified in Article Soil/Seedbed
Preparation, Soil Amendments. In some instances, as directed by Owner, fertilizers shall be
spread evenly on the surface of the soil rather than tilled into the top four (4) inches. All
fertilizers shall be applied using standard application equipment at rates indicated by required
soils tests (Article Submittals), or in some cases as specified by Owner.
MULCHING
A.
3.6
Straw mulch shall be applied immediately after seeding has been completed with a mechanical
spreader at a rate not less than one and one-half (1-1/2) tons per acre, and not more than two (2)
tons per acre. Straw mulch shall then be anchored to the soil with a standard commercial
crimper which shall crimp the fiber four (4) inches or more into the soil. Failure to apply
designated mulch at the specified rate may result in the Owner requiring the CONTRACTOR to
remobilize and complete the specified WORK at no additional cost to the Owner.
HERBICIDE/CHEMICAL APPLICATIONS
A.
All noxious weed growth on the site shall be controlled by the CONTRACTOR during the
construction period and until the final inspection by spot application of herbicides which have
been pre-approved by the Owner. Spot application of herbicides means detailed application of
only the targeted weed species by wand or wick with a backpack applicator. No herbicides shall
be permitted for general application (broadcast) during a time when it would cause detrimental
impact to germination or establishment of the seeded grasses.
B.
Herbicides or other chemicals, if required, shall be applied using well-maintained spraying
equipment by individuals working for CONTRACTOR who are appropriately licensed by any
State and/or Federal agency having jurisdiction over such applications. It shall be the
responsibility of CONTRACTOR to be knowledgeable of any and all current laws and
regulations pertaining to herbicide and other chemical applications, and to advise Owner
immediately if any requests for these applications made by Owner are inappropriate as they
pertain to these laws and regulations. Herbicide application shall be conducted by trained weed
control personnel who also can recognize the targeted weed species.
C.
Herbicides and other chemicals shall not be applied during periods when wind or other physical
conditions cause the herbicides or chemicals to be transported a distance of more than five (5)
feet from the immediate area where they are being placed. It shall be the responsibility of
CONTRACTOR to stop work immediately and to notify Owner if any weather or other physical
condition exists which would make the application of herbicides or other chemicals
inappropriate.
D.
All herbicides or other chemicals used (except solid fertilizers, Article Fertilizers) shall be
applied at a rate and strength, and by the method recommended by the manufacturer of the
product being used. Failure to properly apply herbicides (spot treatment) may result in the
Owner requiring the CONTRACTOR to reseed the damaged area at no cost to the Owner.
6.
3.7
02/13
EROSION CONTROL NETTING, BLANKETS, MATS, FABRICS
EROSION CONTROL NETTING, BLANKETS, MATS, FABRICS
PERMANENT REVEGETATION
31 2900-8
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
A.
3.8
02/13
All revegetated areas, slopes three to 1 (3:1, concave areas on slopes, drainage swales, areas
along the edges of hard surfaces (trails and roads), and any other areas which may rill, shall be
mulched with jute netting or other erosion control fabric as specified. These fabrics shall be
installed only after the installation area is graded smooth. All clods or rocks shall be removed
from the area, so that the fabric will lie flat on the surface of the soil and not bridge over it. The
edges of the fabric shall be secured per manufacture’s recommendations
FIELD QUALITY CONTROL
A.
3.9
Final Acceptance:
1.
When work has been completed for the project, CONTRACTOR and Owner shall inspect
the site together and determine the total area of the work, and whether or not the work is
complete and has been done in accordance with contract documents and specifications. If
mutual agreement cannot be reached on these issues, the determinations made by Owner
shall be final. Deficiencies in the work, if any, shall be noted and a checklist of these
deficiencies given to CONTRACTOR by Owner. CONTRACTOR shall immediately
correct any deficiencies listed on the checklist at no cost to Owner.
2.
When all checklist items are completed to the satisfaction of Owner, Owner shall issue a
Certificate of Final Acceptance..
CLEANING
A.
All WORK sites shall be kept clean and free from all debris. At the conclusion of work at any
site, CONTRACTOR shall remove and haul from the site all excess materials, debris, and
equipment. Any damage (for example, damaged fencing, damaged road surfaces, excessive tire
furrows, mud tracked onto pavement) resulting from CONTRACTOR’s activities shall be
repaired by CONTRACTOR to Owner’s satisfaction at no expense to Owner.
END OF SECTION 31 2900
PERMANENT REVEGETATION
31 2900-9
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
02/13
SECTION 31 3700 - RIPRAP, SOIL RIPRAP, AND BEDDING
PART 1 - GENERAL
1.1
RELATED DOCUMENTS
A.
Drawings and general provisions of the Contract, including UCCS General and Supplementary
Conditions and Division 1 Specification Sections, apply to this Section.
B.
Additional information concerning riprap, soil riprap and bedding may be found on the civil
drawings, from the Colorado Department of Transportation and the City of Colorado Springs
construction standards. In case of conflict between the drawings, jurisdictional criteria and the
information specified herein, the more stringent requirements shall govern.
C.
Additional information concerning riprap, soil riprap and bedding may be provided by the
Project Geotechnical Engineer hired to oversee construction and testing on behalf of the
Owner. All requirements of the Project Geotechnical Engineer shall be followed.
1.2
SUMMARY
A.
This Section includes excavation, grading, and installation of riprap, soil riprap, and bedding
placed at the locations shown on the drawings. The materials to be used and the construction of
such structures shall be as specified herein.
B.
Related Sections include the following:
1.
2.
3.
4.
1.3
Division 31 Section "Site Clearing" site stripping, grubbing, stripping and stockpiling,
topsoil, and removal of above- and below-grade improvements and utilities.
Division 31 Section “Earth Moving” for soil materials, site excavating, filling and
grading.
Division 31 Section “Trenching and Backfilling” for excavating and backfilling of
utilities.
Division 31 Section “Dewatering” for addressing surface and groundwater flows.
SUBMITTALS
A.
Product Data and Samples: For riprap, soil riprap and bedding.
1.
2.
3.
Riprap.
Soil Riprap.
Bedding.
RIPRAP, SOIL RIPRAP, AND BEDDING
31 3700-1
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
02/13
PART 2 - PRODUCTS
2.1
RIPRAP
A.
Riprap used shall be the type designated on the DRAWINGS and shall conform to the
following:
Riprap Designation
Type VL
Type L
Type M
Type H
Type VH
% Smaller Than
Given Size By
Weight
70-100
50-70
35-50
2-10
70-100
50-70
35-50
2-10
70-100
50-70
35-50
2-10
70-100
50-70
35-50
2-10
70-100
50-70
35-50
2-10
Intermediate Rock
Dimension (inches)
12
9
6
2
15
12
9
3
21
18
12
4
30
24
18
6
41
33
24
9
D50 (1)
(inches)
6 (2)
9 (2)
12 (2)
18
24
(1)d50 = Mean Particle Size
(2)Mix VL, L and M riprap with 35% topsoil (by volume) and bury it with 4 to 6 inches of
topsoil, compact as specified and revegetate.
B.
Provide riprap designation and total thickness of riprap as shown on the drawings the maximum
stone size shall not be larger than the thickness of the riprap.
C.
Neither width nor thickness of a single stone of riprap shall be less than one-third (1/3) of its
length.
D.
The specific gravity of the riprap shall be two and one-half (2.5) or greater.
E.
Riprap specific gravity shall be according to the bulk-saturated, surface-dry basis, in accordance
with AASHTO T85.
F.
The bulk density for the riprap shall be 1.3 ton/cy or greater.
RIPRAP, SOIL RIPRAP, AND BEDDING
31 3700-2
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
02/13
G.
The riprap shall have a percentage loss of not more than forty percent (40%) after five hundred
(500) revolutions when tested in accordance with AASHTO T96.
H.
The riprap shall have a percentage loss of not more than ten percent (10%) after five (5) cycles
when tested in accordance with AASHTO T104 for ledge rock using sodium sulfate.
I.
The riprap shall have a percentage loss of not more than ten percent (10%) after twelve (12)
cycles of freezing and thawing when tested in accordance with AASHTO T103 for ledge rock,
procedure A.
J.
Rock shall be free of calcite intrusions.
K.
Gradation:
a.
Each load of riprap shall be reasonably well graded from the smallest to the largest
size specified.
b.
Stones smaller than the two to ten percent (2 to 10%) size will not be permitted in
an amount exceeding ten percent (10%) by weight of each load.
c.
Control of gradation shall be by visual inspection. However in the event
Owner/Engineer determines the riprap to be unacceptable, Owner/Engineer shall
pick two (2) random truckloads to be dumped and checked for gradation.
1)
Mechanical equipment and labor needed to assist in checking gradation shall
be provided by CONTRACTOR at no additional cost.
L.
Color:
a.
b.
The color of the riprap shall be gray with gray/blue hues or other acceptable colors
approved by Owner prior to delivery to the project site.
Color shall be consistent on the entire project and shall match the color of rock to
be used for all other portions of the work.
M.
Broken concrete or asphalt pavement shall not be acceptable for use in the work.
N.
Rounded riprap (river rock) is not acceptable, unless specifically designated on the drawings.
O.
Existing riprap located within the project area should be reused wherever possible if all
requirements and specification are met.
2.2
SOIL RIPRAP
A.
Rock requirements are to comply with riprap as specified in Article Materials.
B.
The soil material shall be native or topsoil and mixed with sixty-five percent (65%) riprap and
thirty five percent (35%) soil by volume.
C.
Soil riprap shall consist of a uniform mixture of soil and riprap without voids.
2.3
BEDDING
A.
Gradation for Granular Bedding:
RIPRAP, SOIL RIPRAP, AND BEDDING
31 3700-3
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
02/13
Percent by Weight Passing Square-Mesh Sieves
U.S. Standard Sieve Size
Type I
(CDOT Sect. 703.01)
Type II
(CDOT Sect. 703.09 Class A)
3 inches
-
90 - 100
1 ½ inches
-
-
¾ inch
-
20 – 90
3/8 inch
100
-
No. 4
95 - 100
0 – 20
No. 16
45 - 80
-
No. 50
10 - 30
-
No. 100
2 - 10
-
No. 200
0-2
0–3
B.
Granular bedding designation and total thickness of bedding shall be as shown on the drawings.
C.
Granular bedding shall meet the same requirements for specific gravity, absorption, abrasion,
sodium sulfate soundness, calcite intrusion, and freeze-thaw durability as required for riprap.
PART 3 - EXECUTION
3.1
PREPARATION
A.
Channel slope, bottom, or other areas that are to be protected with riprap, or soil riprap shall be
free of brush, trees, stumps, and other objectionable material and be graded to a smooth
compacted surface as shown on the drawings.
B.
CONTRACTOR shall excavate areas to receive riprap to the subgrade as shown on the
drawings accounting for granular bedding.
C.
CONTRACTOR shall excavate areas to receive boulders or soil riprap to the specified depth
(bedding material is not required for boulders and soil riprap).
D.
Subgrade Materials:
1.
2.
The subgrade materials shall be stable.
If unsuitable materials are encountered, they shall be removed and replaced as Muck
Excavation in accordance with Section 31 23 00, Excavation and Fill, for subgrade that
has been excavated in undisturbed soil.
RIPRAP, SOIL RIPRAP, AND BEDDING
31 3700-4
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
E.
F.
3.2
02/13
Additional Compaction:
1.
Additional compaction shall not be required unless specified by Project Geotechnical
Engineer.
2.
When subgrade is built up with embankment material it shall be compacted to ninety five
percent (95%) maximum density (ASTM D698).
Bedding:
1.
After an acceptable subgrade is established, immediately place and level bedding to the
specified elevation on the drawings.
2.
Immediately following the placement of the bedding material, place riprap.
3.
If bedding material is disturbed for any reason, replace and grade at no additional cost to
the Government.
4.
Contamination:
a.
In-place bedding materials shall not be contaminated with soils, debris or
vegetation before the riprap is placed.
b.
If contaminated, the bedding material shall be removed and replaced at
CONTRACTOR’s expense.
PLACEMENT
A.
RIPRAP
1.
Following acceptable placement of granular bedding place riprap as follows:
a.
b.
c.
Machine Placed Riprap:
1)
Riprap shall be placed on the prepared slope or channel bottom areas in a
manner which will produce a reasonably well graded mass of stone with the
minimum practicable percentage of voids.
2)
Machine place riprap, unless otherwise stipulated in the drawings or
specifications.
3)
It is the intent of these specifications to produce a fairly compact riprap
protection in which all sizes of material are placed in their proper
proportions. Unless otherwise authorized by Owner/Engineer, the riprap
protection shall be placed in conjunction with the construction of
embankment or channel bottom with only sufficient delay in construction of
the riprap protection, as may be necessary, to allow for proper construction
of the portion of the embankment and channel bottom which is to be
protected.
Slope Placement:
1)
When riprap is placed on slope, commence placement at the bottom of the
slope working up the slope.
The entire mass of riprap shall be placed on either channel slope or bottom so as to
be in conformance with the required gradation mixture and to line, grade, and
thickness shown on the drawings.
RIPRAP, SOIL RIPRAP, AND BEDDING
31 3700-5
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
d.
e.
f.
g.
h.
i.
j.
k.
B.
02/13
Riprap shall be placed to full course thickness at one operation and in such a
manner as to avoid displacing the underlying bedding material. Placing of riprap in
layers, or by dumping into chutes, or by similar methods shall not be permitted.
All material used for riprap protection for channel slope or bottom shall be placed
and distributed such that there shall be no large accumulations of either the larger
or smaller sizes of stone. Some hand placement may be required to achieve this
distribution.
The basic procedure shall result in larger materials flush to the top surface with
faces and shapes arranged to minimize voids, and smaller material below and
between larger materials.
Surface grade shall be a plane or as indicated, but projections above or depressions
under the finished design grade by more than ten percent (10%) of the rock layer
thickness shall not be allowed.
Smaller rock shall be securely locked between the larger stone. It is essential that
the material between the larger stones not be loose or easily displaced by flow or
by vandalism.
The stone shall be consolidated by the bucket of the backhoe or other means that
will cause interlocking of the material.
All rock is to be placed in a dewatered condition beginning at the toe of the slope
or other lowest point.
CONTRACTOR shall maintain the riprap protection until accepted. Any material
displaced for any reason shall be replaced to the lines and grades shown on the
drawings at no additional cost to Owner. If the bedding materials are removed or
disturbed, such material shall be replaced prior to replacing the displaced riprap.
2.
Hand Placed Riprap:
a.
Hand placed riprap shall be performed during machine placement of riprap and
shall conform to all the requirements of part 2, above.
b.
Hand placed riprap shall also be required when the depth of riprap is less than two
(2) times the nominal stone size, or when required by the drawings or
specifications.
c.
After the riprap has been placed, hand placing or rearranging of individual stones
by mechanical equipment shall be required to the extent necessary to secure a flat
uniform surface and the specified depth of riprap, to the lines and grades as shown
on the drawings.
3.
Soil Replacement Over Riprap:
a.
Where riprap is designated to be buried, place onsite excavated material that is free
from trash and organic matter in riprap voids by washing and rodding.
b.
Prevent excessive washing of material into stream.
c.
When voids are filled and the surface accepted by Owner/Engineer, place a
nominal six (6) inches of topsoil over the area, or as designated on the drawings.
d.
Fine grade, seed, and mulch per the specifications.
SOIL RIPRAP
1.
Adjacent stockpiles of riprap and soil shall be created and mixing done at the stockpile
location, not at the location where soil riprap is to be placed.
2.
Mix thirty-five percent (35%) soil by volume with stockpiled riprap, using additional
moisture and control procedures that ensure a homogenous mixture; where the soil fills
the inherent voids in the riprap without displacing riprap.
RIPRAP, SOIL RIPRAP, AND BEDDING
31 3700-6
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
3.3
02/13
3.
With prior approval of Project Geotechnical Engineer, layering the riprap and soil instead
of premixing may be allowed if the native soil is granular.
4.
Place a first layer of smaller soil riprap of approximate d50 thickness. Then place the top
layer with surface rocks that are largely d50 or greater, filling voids as necessary with
smaller planted riprap. Create a smooth plane as previously described.
5.
The mixture shall be consolidated by large vibratory equipment or backhoe bucket to
create a tight, dense interlocking mass.
6.
The soil shall be further wetted to encourage void filling with soil.
7.
Any large voids shall be filled with rock and small voids filled with soil.
8.
Excessively thick zones of soil prone to washing away shall not be created (for example,
no thicknesses greater than six (6) inches).
9.
For buried soil riprap, the top surface shall be covered with four (4) inches of topsoil such
that no rock points are protruding.
10.
The final surface shall be thoroughly wetted for good compaction, smoothed and
compacted by vibrating equipment; the surface shall then be hand raked to receive
planting or seeding.
REJECTION OF WORK AND MATERIALS
A.
Owner/Engineer will reject placed riprap, boulders, soil riprap and bedding that do not conform
to this section. CONTRACTOR shall immediately remove and re-lay the riprap, boulders, soil
riprap and bedding to conform to specifications.
B.
Riprap, boulders, soil riprap and bedding shall be rejected, which is either delivered to the job
site or placed, that does not conform to this section.
C.
Rejected riprap, boulders, soil riprap and bedding shall be removed from the project site by
CONTRACTOR at CONTRACTOR’s expense.
END OF SECTION 31 3700
RIPRAP, SOIL RIPRAP, AND BEDDING
31 3700-7
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
2/13
SECTION 32 1313 - CONCRETE PAVING
PART 1 - GENERAL
1.1
RELATED DOCUMENTS
A.
1.2
Drawings and general provisions of the Contract, including UCCS General and Supplementary
Conditions and Division 1 Specification Sections, apply to this Section.
SUMMARY
A.
This Section includes constructing exterior concrete paving on prepared subgrade or base course
in accordance with these specifications. This work shall be in conformity with the lines,
grades, thicknesses and typical cross-sections shown on the plans for the following:
1.
2.
3.
4.
B.
Related Sections include the following:
1.
2.
1.3
Sidewalks
Access ramps.
Sediment basins.
As detailed on the plans.
Divisions 31 Section "Earth Moving" for subgrade preparation, grading, and subbase
course.
Division 32 Section “Concrete Pavement Joint Sealants” for expansion and contraction
joints.
REFERENCES
A.
City of Colorado Springs Standard Specifications for Design and Construction, latest edition.
B.
Colorado Department of Transportation Standard Specifications for Road and Bridge
Construction, current edition.
1.4
DEFINITIONS
A.
Cementitious Materials: Portland cement alone or in combination with one or more of blended
hydraulic cement, expansive hydraulic cement, fly ash and other pozzolans, ground granulated
blast-furnace slag, and silica fume.
B.
CDOT: State of Colorado Department of Transportation.
C.
CDOT Specifications: Colorado Department of Transportation Standard Specifications for Road
and Bridge Construction, current edition.
D.
ADA Handbook: Americans with Disabilities Act Standards for Accessible Design, U.S.
Department of Justice.
CONCRETE PAVING
32 1313-1
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
1.5
2/13
SUBMITTALS
A.
Product Data: For each type of manufactured material and product indicated.
B.
Design Mixes: For each concrete pavement mix, and includes alternate mix designs when
characteristics of materials, project conditions, weather, test results, or other circumstances
warrant adjustments.
C.
Material Test Reports: From a qualified testing agency indicating and interpreting test results
for compliance of the following with requirements indicated, based on comprehensive testing
of current materials:
1.
2.
3.
D.
Aggregates.
Cement.
Admixtures.
Material Certificates: Signed by manufacturers certifying that each of the following materials
used in the project complies with requirements:
1.
2.
3.
4.
5.
6.
7.
Cementitious materials and aggregates.
Steel reinforcement and reinforcement accessories.
Admixtures.
Curing compounds.
Applied finish materials.
Bonding agent or adhesive.
Joint fillers.
E.
Field quality-control test reports.
F.
Pavement Joint Layout Plan: Plan to show joint locations and typical dimensions for review
and approval by engineer.
G.
Traffic Control Plan: For Owner approval for work in the roadway
1.6
QUALITY ASSURANCE
A.
Installer Qualifications: An experienced installer who has completed pavement work similar in
material, design, and extent to that indicated for this Project and whose work has resulted in
construction with a record of successful in-service performance.
B.
Manufacturer Qualifications: Manufacturer of ready-mixed concrete products complying with
ASTM C 94/C 94 M requirements for production facilities and equipment.
1.
C.
Manufacturer must be certified according to the National Ready Mix Concrete
Association's (NRMCA) Plant Certification Program.
Testing Agency Qualifications: An independent agency qualified according to ASTM C1077
and ASTM E 329 for testing indicated, as documented according to ASTM E 548.
1.
Personnel conducting field tests shall be qualified as ACI Concrete Field Testing
Technician, Grade 1, according to ACI CP-01 or an equivalent certification program.
CONCRETE PAVING
32 1313-2
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
2/13
D.
Source Limitations: Obtain each type or class of cementitious material of the same brand from
the same manufacturer's plant and each aggregate from one source.
E.
ACI Publications: Comply with ACI 301, "Specification for Structural Concrete," unless
modified by the requirements of the Contract Documents.
F.
Concrete Testing Service: The Owner will engage a qualified independent testing agency to
perform material evaluation tests and to design concrete mixtures.
G.
Preconstruction Conference: Conduct conference at project site as directed by Owner’s
Representative prior to start of construction. Contractor to comply with requirements, which
may also be included in Division 1 Section “Project Management and Coordination.”
H.
Regulatory Requirements:
I.
Comply with the City of Colorado Springs standards for sidewalks, curbs, ramps, gutters, and
driveway approaches or aprons, including standard dimensions, profiles, thicknesses,
reinforcing, and compressive strength. In the event of conflict between the Contract
Documents and the standards, the more stringent requirements will apply.
1.
1.7
Comply with applicable requirements of ADA Handbook, ANSI A117.1, and local and
State codes and ordinances regarding walks, steps, ramps and curb ramps.
PROJECT CONDITIONS
A.
Traffic Control: Maintain access for vehicular and pedestrian traffic as required for other
construction activities[, and where required by the Traffic Control Plan.
B.
Coordination and Scheduling: Coordinate with other trades and arrange scheduling to avoid
damage to other work including grading, site utilities and piping, asphalt paving, landscaping
and irrigation systems.
C.
Field Measurements: Verify dimensions and existing conditions shown on the drawings by
taking field measurements prior to start of work. Report discrepancies to the Owner’s
Representative for clarification and make minor adjustments in layout as required by field
conditions and as approved by the Owner’s Representative, at no additional cost to the Owner.
D.
Environmental Requirements: Perform work only under suitable weather conditions. Comply
with the environmental requirements of Section 3.6 for concrete placement.
PART 2 - PRODUCTS
2.1
MANUFACTURERS
A.
In other Part 2 articles where titles below introduce lists, the following requirements apply to
product selection:
1.
Available Products: Subject to compliance with requirements, products that may be
incorporated into the Work include, but are not limited to, products specified.
CONCRETE PAVING
32 1313-3
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
2.
3.
4.
2.2
Products: Subject to compliance with requirements, provide one of the products
specified.
Available Manufacturers: Subject to compliance with requirements, manufacturers
offering products that may be incorporated into the Work include, but are not limited to,
manufacturers specified.
Manufacturers: Subject to compliance with requirements, provide products by one of the
manufacturers specified.
FORMS
A.
Form Materials: Plywood, metal, metal-framed plywood, or other approved panel-type
materials to provide full-depth, continuous, straight, smooth exposed surfaces.
1.
B.
2.3
Use flexible or curved forms for curves of a radius 100 feet or less.
Form-Release Agent: Commercially formulated form-release agent that will not bond with,
stain, or adversely affect concrete surfaces and will not impair subsequent treatments of
concrete surfaces.
STEEL REINFORCEMENT
A.
Plain-Steel Welded Wire Fabric: CDOT Section 709 and ASTM A 185, fabricated from asdrawn steel wire into flat sheets.
B.
Reinforcement Bars: CDOT Section 709 and ASTM A 615/A 615M, Grade 60, deformed. Cut
bars true to length with ends square and free of burrs.
C.
Joint Dowel Bars: Plain steel bars, CDOT Section 709 and ASTM A 615/A 615M, Grade 60.
Cut bars true to length with ends square and free of burrs.
D.
Tie Bars: CDOT Section 709 and ASTM A 615/A 615M, Grade 60, deformed.
E.
Supports for Reinforcement: Chairs, spacers, and other devices for spacing, supporting, and
fastening reinforcement bars, welded wire fabric, and dowels in place. Manufacture bar
supports according to CRSI's "Manual of Standard Practice" from steel wire, plastic, or precast
concrete or fiber-reinforced concrete of greater compressive strength than concrete, and as
follows:
1.
2.4
2/13
Equip wire bar supports with sand plates or horizontal runners where base material will
not support chair legs.
COLORED ADMIXTURE
Colored Admixture: L.M. Scofield Co. “Chromix” or Rockwood Industries “Davis Colors”,
color as selected by Owner’s Representative. Use for colored concrete where indicated on the
drawings.
CONCRETE PAVING
32 1313-4
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
2.5
2/13
EXPANSION JOINT FILLER
A.
Sealed Joints: Preformed, compressible fiber or cork filler material complying with ASTM
D1751 or D1752, Type II, guaranteed compatible with expansion joint sealant materials, ½inches thick unless otherwise indicated. Provide high-impact polystyrene removable “void
cap” to create ½-inches deep reveal for installation of sealant.
B.
Self-Sealing Joints: Preformed, compressible asphalt fiber joint filler complying with ASTM
D994, ½-inches thick unless otherwise indicated. Do not use asphalt fiber filler in joints to
receive elastomeric joint sealants.
2.6
CONCRETE MATERIALS
A.
Cementitious Material: Use the following cementitious materials, of the same type, brand, and
source throughout the Project:
1.
Portland Cement: CDOT Section 701 and ASTM C 150, Type I/II
a.
b.
B.
Normal-Weight Aggregates: CDOT Section 703 and ASTM C 33, coarse aggregate, uniformly
graded. Provide aggregates from a single source.
1.
2.
3.
C.
2.7
Fly Ash: ASTM C 618, Class F.
Ground Granulated Blast-Furnace Slag: ASTM C 989, Grade 100 or 120.
Maximum Coarse-Aggregate Size: 3/4 inch nominal.
Fine Aggregate: Free of materials with deleterious reactivity to alkali in cement.
Do not use fine or coarse aggregates containing substances that cause spalling.
Water: CDOT Section 712 and ASTM C 94/C 94M potable.
ADMIXTURES
A.
General: Admixtures certified by manufacturer to contain not more than 0.1 percent watersoluble chloride ions by mass of cement and to be compatible with other admixtures.
B.
Air-Entraining Admixture: CDOT Section 711 and ASTM C 260.
C.
Chemical Admixtures: Provide admixtures certified by manufacturer to be compatible with
other admixtures and to contain not more than 0.1 percent water-soluble chloride ions by mass
of cementitious material.
1.
2.
3.
4.
5.
6.
7.
Water-Reducing Admixture: ASTM C 494/C 494M, Type A.
Retarding Admixture: ASTM C 494/C 494M, Type B.
Water-Reducing and Retarding Admixture: ASTM C 494/C 494M, Type D.
Water-Reducing and Accelerating Admixture: ASTM C494, Type E.
High-Range, Water-Reducing Admixture: ASTM C 494/C 494M, Type F.
High-Range, Water-Reducing and Retarding Admixture:
ASTM C 494/C 494M,
Type G.
Plasticizing and Retarding Admixture: ASTM C 1017/C 1017M, Type II.
CONCRETE PAVING
32 1313-5
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
2.8
2/13
CURING MATERIALS: CDOT SECTION 711
A.
Absorptive Cover: AASHTO M 182, Class 2, burlap cloth made from jute or kenaf, weighing
approximately 9 oz./sq.yd. (305 g/sq.m) dry.
B.
Moisture-Retaining Cover: ASTM C 171, waterproof paper, polyethylene film or white burlappolyethylene sheet.
C.
Water: Potable.
D.
Evaporation Retarder: Waterborne, monomolecular film forming; manufactured for application
to fresh concrete.
E.
Clear Waterborne Membrane-Forming Curing Compound: ASTM C 309, Type I, Class B.
1.
F.
White Waterborne Membrane-Forming Curing Compound: ASTM C 309, Type II, Class B.
1.
2.9
Provide material that has a maximum volatile organic compound (VOC) rating of 350
g/L.
Provide material that has a maximum volatile organic compound (VOC) rating of 350
g/L.
CONCRETE MIXTURES
A.
Prepare design mixes, proportioned according to ACI 211.1 and ACI 301, for each type and
strength of normal-weight concrete determined by either laboratory trial mixes or field
experience.
1.
2.
Use a qualified independent testing agency for preparing and reporting proposed mix
designs for the trial batch method.
Do not use Owner's field quality-control testing agency as the independent testing
agency.
B.
Add air-entraining admixture at manufacturer's prescribed rate to result in concrete at point of
placement having an air content of 4.0 to 7.0 percent.
C.
Cementitious Materials: Limit percentage, by weight, of cementitious materials other than
portland cement according to ACI 301 requirements for concrete exposed to deicing chemicals
as follows:
1.
2.10
A.
Fly Ash: 20 - 30 percent Class F Fly Ash CDOT Section 601.02, Class P Concrete.
CONCRETE MIXING
Ready-Mixed Concrete: Measure, batch, and mix concrete materials and concrete according to
ASTM C 94/C 94M. Furnish batch certificates for each batch discharged and used in the
Work.
CONCRETE PAVING
32 1313-6
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
2/13
PART 3 - EXECUTION
3.1
EXAMINATION
A.
Examine exposed subgrades and subbase surfaces for compliance with requirements for
dimensional, grading, and elevation tolerances.
B.
Proof-roll prepared subbase surface below concrete pavements with heavy pneumatic-tired
equipment to identify soft pockets and areas of excess yielding.
1.
2.
3.
Completely proof-roll subbase in one direction. Limit vehicle speed to 3 mph (5 km/h).
Proof-roll with a loaded 10-wheel tandem-axle dump truck weighing not less than 15
tons.
Subbase with soft spots and areas of pumping or rutting exceeding depth of 1/2 inch
require correction according to requirements in Division 2 Section "Earth Moving."
C.
Subgrade shall be tested by Project Geotechnical Engineer and pass required tests prior to
concrete pavement placement.
D.
Proceed with concrete pavement operations only after non-conforming conditions have been
corrected and subgrade is ready to receive pavement.
3.2
PREPARATION
A.
3.3
Remove loose material from compacted subbase surface immediately before placing concrete.
EDGE FORMS AND SCREED CONSTRUCTION
A.
Set, brace, and secure edge forms, bulkheads, and intermediate screed guides for pavement to
required lines, grades, and elevations. Install forms to allow continuous progress of work and
so forms can remain in place at least 24 hours after concrete placement.
B.
Clean forms after each use and coat with form release agent to ensure separation from concrete
without damage.
3.4
STEEL REINFORCEMENT
A.
General: Comply with CRSI's "Manual of Standard Practice" for fabricating reinforcement and
with recommendations in CRSI's "Placing Reinforcing Bars" for placing and supporting
reinforcement.
B.
Clean reinforcement of loose rust and mill scale, earth, ice, or other bond-reducing materials.
C.
Arrange, space, and securely tie bars and bar supports to hold reinforcement in position during
concrete placement. Maintain minimum cover to reinforcement.
D.
Install welded wire fabric in lengths as long as practicable. Lap adjoining pieces at least one
full mesh, and lace splices with wire. Offset laps of adjoining widths to prevent continuous
laps in either direction.
CONCRETE PAVING
32 1313-7
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
E.
3.5
2/13
Install fabricated bar mats in lengths as long as practicable. Handle units to keep them flat and
free of distortions. Straighten bends, kinks, and other irregularities, or replace units as required
before placement. Set mats for a minimum 12-inch (300-mm) overlap of adjacent mats.
JOINTS
A.
General: Construct/install construction, isolation, and contraction joints and tool edgings true to
line with faces perpendicular to surface plane of concrete. Construct transverse joints at right
angles to centerline, unless otherwise indicated.
1.
2.
3.
B.
Construction Joints: Set construction joints at side and end terminations of pavement and at
locations where pavement operations are stopped for more than one-half hour, unless pavement
terminates at expansion joints.
1.
2.
3.
4.
C.
Contractor may utilize preformed galvanized steel or plastic keyway-section forms or
bulkhead forms with keys, unless otherwise indicated. Embed keys at least 1-1/2 inches
into concrete.
Continue reinforcement across construction joints, unless otherwise indicated. Do not
continue reinforcement through sides of pavement strips, unless otherwise indicated.
Provide tie bars at sides of pavement strips where indicated.
Keyed Joints: Provide preformed keyway-section forms or bulkhead forms with keys,
unless otherwise indicated. Embed keys at least 1-1/2 inches (38 mm) into concrete.
Expansion Joints: Form expansion joints of preformed joint-filler strips abutting concrete
curbs, catch basins, manholes, inlets, structures, walks, other fixed objects, and where
indicated.
1.
2.
3.
4.
5.
D.
When joining existing pavement, place transverse joints to align with previously placed
joints, unless otherwise indicated.
Contractor to provide plan of joint placement for the Engineers approval.
The distance between joints shall not exceed in feet, twice the pavement thickness in
inches. (i.e.: 6-inches PCC pavement to utilize maximum 12-foot joint spacing.)
Locate expansion joints in pavement where indicated on approved joint plan
Extend joint fillers full width and depth of joint.
Terminate joint filler no less than 1/2 inch or no more than 1 inch below finished surface
for joint sealant.
Furnish joint fillers in one-piece lengths. Where more than one length is required, lace or
clip joint-filler sections together.
Protect top edge of joint filler during concrete placement with metal, plastic, or other
temporary preformed cap. Remove protective cap after concrete has been placed on both
sides of joint.
Contraction Joints: Form weakened-plane contraction joints, sectioning concrete into areas as
indicated. Construct contraction joints for a depth equal to at least one-fourth of the concrete
thickness, as follows:
1.
Grooved Joints: Form contraction joints after initial floating by grooving and finishing
each edge of joint with groover tool to the indicated radius. Repeat grooving of
CONCRETE PAVING
32 1313-8
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
2.
3.
3.6
2/13
contraction joints after applying surface finishes. Eliminate groover marks on concrete
surfaces.
Sawed Joints: Form contraction joints with power saws equipped with shatterproof
abrasive or diamond-rimmed blades. Cut 1/8-inch- wide joints into concrete when
cutting action will not tear, abrade, or otherwise damage surface and before developing
random contraction cracks.
Tied Contraction Joints: Install deformed bars and support assemblies at joints where
indicated.
CONCRETE PLACEMENT
A.
Inspection: Before placing concrete, inspect and complete formwork installation, reinforcement
steel, and items to be embedded or cast in. Notify other trades to permit installation of their
work.
B.
Remove snow, ice, or frost from subbase surface and reinforcement before placing concrete.
Do not place concrete on frozen surfaces.
C.
Moisten subbase to provide a uniform dampened condition at the time concrete is placed. Do
not place concrete around manholes or other structures until they are at the required finish
elevation and alignment.
D.
Comply with ACI 301 and ACI 304R requirements and recommendations for measuring,
mixing, transporting, and placing concrete.
E.
Do not add water to concrete during delivery to the project site.
F.
Do not add water to fresh concrete after testing.
G.
Do not add water to concrete surface during finishing operations.
H.
Deposit and spread concrete in a continuous operation between transverse joints. Do not push
or drag concrete into place or use vibrators to move concrete into place.
I.
Consolidate concrete according to ACI 301 by mechanical vibrating equipment supplemented
by hand spading, rodding, or tamping. Use equipment and procedures to consolidate concrete
according to recommendations in ACI 309R.
1.
Consolidate concrete along face of forms and adjacent to transverse joints with an
internal vibrator. Keep vibrator away from joint assemblies, reinforcement, or side
forms. Use only square-faced shovels for hand-spreading and consolidation. Consolidate
with care to prevent dislocating reinforcement, dowels, and joint devices.
J.
Screed pavement surfaces with a straightedge and strike off.
K.
Commence initial floating using bull floats or darbies to form an open textured and uniform
surface plane before excess moisture or bleed water appears on the surface. Do not further
disturb concrete surfaces before beginning finishing operations or spreading dry-shake surface
treatments.
CONCRETE PAVING
32 1313-9
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
2/13
L.
Walks: Minimum 4-inches thick, with expansion joints at intervals of approximately 50 feet
and tooled contraction joints at intervals equal to width of walks or maximum 5-foot intervals.
Tool edges to rounded profile and finish as noted herein or shown on the drawings. Contractor
may utilize sawed contraction joints. Pitch walks ¼-inches per foot for drainage unless
otherwise indicated.
M.
Compact subbase and prepare subgrade of sufficient width to prevent displacement of paver
machine during operations.
N.
When adjoining pavement lanes are placed in separate pours, do not operate equipment on
concrete until pavement has attained 85 percent of its 28-day compressive strength.
O.
Cold-Weather Placement: Comply with ACI 306.1 and as follows. Protect concrete work from
physical damage or reduced strength that could be caused by frost, freezing actions, or low
temperatures.
1.
2.
3.
P.
Hot-Weather Placement: Place concrete according to recommendations in ACI 305R and as
follows when hot-weather conditions exist:
1.
2.
3.
Q.
3.7
When air temperature has fallen to or is expected to fall below 40 deg F, uniformly heat
water and aggregates before mixing to obtain a concrete mixture temperature of not less
than 50 deg F and not more than 80 deg F at point of placement.
Do not use frozen materials or materials containing ice or snow.
Do not use calcium chloride, salt, or other materials containing antifreeze agents or
chemical accelerators, unless otherwise specified and approved in mix designs.
Cool ingredients before mixing to maintain concrete temperature at time of placement
below 90 deg F. Chilled mixing water or chopped ice may be used to control
temperature, provided water equivalent of ice is calculated to total amount of mixing
water. Using liquid nitrogen to cool concrete is Contractor's option.
Cover reinforcement steel with water-soaked burlap so steel temperature will not exceed
ambient air temperature immediately before embedding in concrete.
Fog-spray forms, reinforcement steel, and subgrade just before placing concrete. Keep
subgrade moisture uniform without standing water, soft spots, or dry areas.
Wet-Weather Placement: Do not begin to place concrete while rain, sleet, or snow is falling
unless adequate protection is provided and, when required, acceptance of protection is
obtained.
FLOAT FINISHING
A.
General: Do not add water to concrete surfaces during finishing operations.
B.
Edging: Tool edges of pavement, gutters, curbs, and joints in concrete after initial floating with
an edging tool to a 1/4-inch radius. Repeat tooling of edges after applying surface finishes.
Eliminate tool marks on concrete surfaces.
C.
Float Finish: Begin the second floating operation when bleed-water sheen has disappeared and
the concrete surface has stiffened sufficiently to permit operations. Float surface with powerdriven floats, or by hand floating if area is small or inaccessible to power units. Finish surfaces
CONCRETE PAVING
32 1313-10
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PROJECT SPECIFICATIONS
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to true planes. Cut down high spots, and fill low spots. Refloat surface immediately to
uniform granular texture.
1.
3.8
Medium-to-Fine-Textured Broom Finish: Draw a soft bristle broom across float-finished
concrete surface perpendicular to line of traffic to provide a uniform, fine-line texture.
CONCRETE PROTECTION AND CURING
A.
General: Protect freshly placed concrete from premature drying and excessive cold or hot
temperatures.
B.
Comply with ACI 306.1 for cold-weather protection and follow the recommendations of ACI
305R for hot-weather protection during curing.
C.
Evaporation Retarder: Apply evaporation retarder to concrete surfaces if hot, dry, or windy
conditions cause moisture loss approaching 0.2 lb/sq. ft. x h before and during finishing
operations. Apply according to manufacturer's written instructions after placing, screeding,
and bull floating or darbying concrete, but before float finishing.
D.
Begin curing after finishing concrete, but not before free water has disappeared from concrete
surface.
E.
Curing Methods: Cure concrete by moisture curing, moisture-retaining-cover curing, curing
compound, or a combination of these as follows:
1.
2.
3.
3.9
Moist Curing: Keep surfaces continuously moist for not less than seven days with the
following materials:
a.
Water.
b.
Continuous water-fog spray.
c.
Absorptive cover, water saturated and kept continuously wet. Cover concrete
surfaces and edges with 12-inch lap over adjacent absorptive covers.
Moisture-Retaining-Cover Curing: Cover concrete surfaces with moisture-retaining
cover for curing concrete, placed in widest practicable width, with sides and ends lapped
at least 12 inches, and sealed by waterproof tape or adhesive. Immediately repair any
holes or tears during curing period using cover material and waterproof tape.
Curing Compound: Apply uniformly in continuous operation by power spray or roller
according to manufacturer's written instructions. Recoat areas subjected to heavy rainfall
within three hours after initial application. Maintain continuity of coating and repair
damage during curing period.
PAVEMENT TOLERANCES
A.
Comply with tolerances of ACI 117 and as follows:
1.
2.
3.
4.
5.
6.
Elevation: 1/4 inch.
Thickness: Plus 3/8 inch, minus 1/4 inch.
Surface: Gap below 10-foot- long, unleveled straightedge not to exceed 1/4 inch.
Lateral Alignment and Spacing of Tie Bars and Dowels: 1 inch.
Vertical Alignment of Tie Bars and Dowels: 1/4 inch.
Alignment of Tie-Bar End Relative to Line Perpendicular to Pavement Edge: 1/2 inch.
CONCRETE PAVING
32 1313-11
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PROJECT SPECIFICATIONS
7.
8.
9.
10.
3.10
2/13
Alignment of Dowel-Bar End Relative to Line Perpendicular to Pavement Edge: Length
of dowel 1/4 inch per 12 inches.
Joint Spacing: 3 inches.
Contraction Joint Depth: Plus 1/4 inch, no minus.
Joint Width: Plus 1/8 inch, no minus.
FIELD QUALITY CONTROL
A.
Testing Agency: Owner will engage a qualified testing and inspection agency to sample
materials, perform tests, and submit test reports during concrete placement.
B.
Testing Services: Testing of composite samples of fresh concrete obtained according to
ASTM C 172 shall be performed according to the following requirements:
1.
Testing Frequency: Obtain at least 1 composite sample for each 5 cu. yd, truck load or
fraction thereof of each concrete mix placed each day.
a.
2.
3.
4.
5.
6.
7.
When frequency of testing will provide fewer than five compressive-strength tests
for each concrete mixture, testing shall be conducted from at least five randomly
selected batches or from each batch if fewer than five are used.
Slump: ASTM C 143/C 143M; one test at point of placement for each composite sample,
but not less than one test for each day's pour of each type of concrete mix. Perform
additional tests when concrete consistency appears to change.
Air Content: ASTM C 231, pressure method; one test for each composite strength test,
but not less than one test for each day's pour of each type of concrete mix.
Concrete Temperature: ASTM C 1064; one test hourly when air temperature is 40 deg F
and below and when 80 deg F and above, and one test for each set of composite strength
specimens.
Compression Test Specimens: ASTM C 31/C 31M; one set of four standard cylinders for
each compressive-strength test, unless otherwise indicated. Cylinders shall be molded
and stored for laboratory-cured test specimens unless field-cured test specimens are
required.
Compressive-Strength Tests: ASTM C 39; one set for each day's pour of each concrete
class exceeding 5 cu. yd., but less than 25 cu. yd., provide at least two tests for every 100
cu.yd. One specimen shall be tested at 7 days and two specimens at 28 days; one
specimen shall be retained in reserve for later testing if required.
When strength of field-cured cylinders is less than 85 percent of companion laboratorycured cylinders, current operations shall be evaluated and corrective procedures shall be
provided for protecting and curing in-place concrete.
C.
Strength of each concrete mix will be satisfactory if average of any 3 consecutive compressivestrength tests equals or exceeds specified compressive strength and no compressive-strength
test value falls below specified compressive strength by more than 500 psi (3.4 MPa).
D.
Test results shall be reported in writing to Owner’s Representative, concrete manufacturer, and
Contractor within 24 hours of testing. Reports of compressive-strength tests shall contain
Project identification name and number, date of concrete placement, name of concrete testing
and inspecting agency, concrete type and class, location of concrete batch in pavement, design
CONCRETE PAVING
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2/13
compressive strength at 28 days, concrete mix proportions and materials, compressive breaking
strength, and type of break for both 7- and 28-day tests.
E.
Nondestructive Testing: Impact hammer, sonoscope, or other nondestructive device may be
permitted by Owner’s Representative, but will not be used as the sole basis for approval or
rejection.
F.
Additional Tests: Testing agency shall make additional tests of the concrete when test results
indicate slump, air entrainment, concrete strengths, or other requirements have not been met, as
directed by Owner’s Representative. Testing agency may conduct tests to determine adequacy
of concrete by cored cylinders complying with ASTM C 42, or by other methods as directed.
G.
Remove and replace concrete pavement where test results indicate that it does not comply with
specified requirements.
H.
Additional testing and inspecting, at Contractor’s expense, will be performed to determine
compliance of replaced or additional work with specified requirements.
3.11
REPAIRS AND PROTECTION
A.
Remove and replace concrete pavement that is broken, damaged, or defective, or does not meet
requirements in this Section.
B.
Drill test cores where directed by Owner’s Representative when necessary to determine
magnitude of cracks or defective areas. Fill drilled core holes in satisfactory pavement areas
with portland cement concrete bonded to pavement with epoxy adhesive.
C.
Protect concrete from damage. Exclude traffic from pavement for at least 14 days after
placement. When construction traffic is permitted, maintain pavement as clean as possible by
removing surface stains and spillage of materials as they occur.
D.
Maintain concrete pavement free of stains, discoloration, dirt, and other foreign material.
Sweep concrete pavement not more than two days before date scheduled for Substantial
Completion inspections.
END OF SECTION 32 1313
CONCRETE PAVING
32 1313-13
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
2/13
SECTION 32 1373 – CONCRETE PAVING JOINT SEALANTS
PART 1 - GENERAL
1.1
RELATED DOCUMENTS
A.
1.2
Drawings and general provisions of the Contract, including UCCS General and Supplementary
Conditions and Division 1 Specification Sections, apply to this Section.
SUMMARY
A.
This Section includes the following:
1.
2.
3.
4.
B.
Related Sections include the following:
1.
1.3
Expansion and contraction joints within cement concrete pavement.
Joints between cement concrete and buildings and structures.
Surface preparation including primers.
Joint backup material.
Division 32 Section "Concrete Paving" for constructing joints in concrete pavement.
REFERENCES
A.
City of Colorado Springs Standard Specifications for Design and Construction, latest edition.
B.
Colorado Department of Transportation Standard Specifications for Road and Bridge
Construction, current edition.
1.4
SUBMITTALS
A.
Product Data: For each joint-sealant product indicated.
B.
Product Certificates:
manufacturer.
C.
Compatibility and Adhesion Test Reports: From sealant manufacturer, indicating the following:
1.
2.
For each type of joint sealant and accessory, signed by product
Materials forming joint substrates and joint-sealant backings have been tested for
compatibility and adhesion with joint sealants.
Interpretation of test results and written recommendations for primers and substrate
preparation needed for adhesion.
D.
Product Test Reports: Based on evaluation of comprehensive tests performed by a qualified
testing agency, for sealants.
E.
Warranty: As required by Division 1 – Warranty Section: Contractor agrees to repair or
replace joint sealers (including labor, materials, and any necessary associated costs) which fail
to perform as watertight joints; or fail in joint adhesion, cohesion, abrasion resistance, weather
CONCRETE PAVING JOINT SEALANTS
32 1373 - 1
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
2/13
resistance, extrusion resistance, migration resistance, stain resistance or general durability; or
appear to deteriorate in any other manner not clearly specified by submitted manufacturer’s data
as an inherent quality of material for exposure indicated. Provide warranty signed by Installer
and Contractor.
1.5
QUALITY ASSURANCE
A.
Requirements of Regulatory Agencies: Work under this section shall be subject to all
applicable provisions of federal, state and local rules and regulations.
B.
Applicator: Company specializing in application of sealants with five (5) years minimum
experience and be acceptable to manufacturer. Manufacturer’s field representative shall visit
site and make suggestions.
C.
Adhesion Tests: Prior to any sealant application, perform adhesion tests as directed by sealant
manufacturer’s technical representative.
D.
Source Limitations:
manufacturer.
1.6
Obtain each type of joint sealant through one source from a single
DELIVERY, STORAGE, AND HANDLING
A.
Deliver materials to Project site in original unopened containers or bundles with labels
indicating manufacturer, product name and designation, color, expiration date, pot life, curing
time, and mixing instructions for multi-component materials.
B.
Store and handle materials to comply with manufacturer's written instructions to prevent their
deterioration or damage due to moisture, high or low temperatures, contaminants, or other
causes.
1.7
PROJECT CONDITIONS
A.
Install sealant materials in strict accordance with all safety and weather conditions
recommended by manufacturer, product literature, or Material Safety Data Sheets. Do not
proceed with installation of sealants under adverse weather conditions, or when temperatures
are below or above manufacturer’s recommended limitations for installation. Proceed only
when forecasted weather conditions are favorable for proper cure and development of highearly bond strength. Wherever joint width is affected by ambient temperature variations, install
elastomeric sealants only when temperatures are in lower third of manufacturer’s recommended
installation temperature range.
PART 2 - PRODUCTS
2.1
MATERIALS, GENERAL
A.
Compatibility: Provide joint sealants, backing materials, and other related materials that are
compatible with one another and with joint substrates under conditions of service and
application, as demonstrated by joint-sealant manufacturer based on testing and field
experience.
CONCRETE PAVING JOINT SEALANTS
32 1373 - 2
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
2.2
2/13
JOINT SEALANTS
A.
Single-component formulation complying with ASTM D 6690 or D1190.
1.
2.
2.3
Refer to CDOT Standard Specification, Section 705.01 and 705.09 for joint and crack
sealant material requirements.
Refer to CDOT Standard Specification, Section 412.18 for joint and crack sealant
installation requirements.
JOINT-SEALANT BACKER MATERIALS
A.
General: Provide joint-sealant backer materials that are non-staining; are compatible with joint
substrates, sealants, primers, and other joint fillers; and are approved for applications indicated
by joint-sealant manufacturer based on field experience and laboratory testing.
B.
Round Backer Rods for Cold- and Hot-Applied Sealants: ASTM D 5249, Type 1, of diameter
and density required to control sealant depth and prevent bottom-side adhesion of sealant.
C.
Backer Strips for Cold- and Hot-Applied Sealants: ASTM D 5249; Type 2; of thickness and
width required to control sealant depth, prevent bottom-side adhesion of sealant, and fill
remainder of joint opening under sealant.
D.
Round Backer Rods for Cold-Applied Sealants: ASTM D 5249, Type 3, of diameter and
density required to control sealant depth and prevent bottom-side adhesion of sealant.
2.4
PRIMERS
A.
Primers: Product recommended by joint-sealant manufacturer where required for adhesion of
sealant to joint substrates indicated, as determined from manufacturers recommendations.
PART 3 - EXECUTION
3.1
EXAMINATION
A.
Examine joints indicated to receive joint sealants, with Installer present, for compliance with
requirements for joint configuration, installation tolerances, and other conditions affecting jointsealant performance.
1.
3.2
Proceed with installation only after unsatisfactory conditions have been corrected.
PREPARATION
A.
Surface Cleaning of Joints: Clean out joints immediately before installing joint sealants to
comply with joint-sealant manufacturer's written instructions.
B.
Joint Priming: Prime joint substrates where indicated or where recommended in writing by
joint-sealant manufacturer, based on preconstruction joint-sealant-substrate tests or prior
experience. Apply primer to comply with joint-sealant manufacturer's written instructions.
CONCRETE PAVING JOINT SEALANTS
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PROJECT SPECIFICATIONS
2/13
Confine primers to areas of joint-sealant bond; do not allow spillage or migration onto adjoining
surfaces.
3.3
JOINT DESIGN
A.
Sealant depth is measured at the center (thin) section of sealant bead.
B.
Install sealants to depths and widths as recommended by sealant manufacturer and as shown on
the drawings. Also, conform to the following general limitations if not in conflict with sealant
manufacturer’s recommendations.
1.
2.
3.
4.
5.
3.4
For sidewalks, pavements and similar joints subject to traffic and other abrasion and
indentation exposures, fill joints to a depth equal to 75% of joint width, but neither more
than 5/8 inch deep nor less than 3/8 inch deep.
For normal moving joints not subject to traffic, fill joints to a depth equal to 50% of joint
width, but neither more than 5/8 inch deep nor less than ¼ inch deep.
Depth of sealant must not exceed width of joint.
Sealant joints shall not be less than ¼ inch in width and ¼ inch in depth.
Sealant joints shall not exceed 2 inches in width in a single application.
SURFACE PREPARATION
A.
Preparation work shall result in clean surfaces in all areas where sealant is to be adhered. Such
surfaces shall be free of any old sealant, contaminants and impurities which are deleterious to
bonding or adhesion of primers or sealant.
B.
Clean ferrous metals of all rust, mill scale and coatings by wire brush or grinding. Any
equipment used to remove rust shall be free of oil contaminants.
C.
Wire brush masonry joint surfaces, then blow clean with oil free compressed air.
D.
Apply primer per manufacturer’s recommendations. Allow primer to dry prior to applying
sealant.
E.
Do not caulk joints until they are clean, dry, and free of dust, loose mortar, old sealant, foreign
matter or other bond inhibiting materials, and in compliance with requirements of manufacturer
of materials, details shown on drawings, and specific requirements of other sections of
specifications.
3.5
JOINT BACKING
A.
Use joint backing to control depth of joint to specified thickness.
B.
Select joint backing size to allow for 25% compression of backing when inserted into joint.
C.
Where shown on drawings where depth of joint will not permit use of joint backing, or
wherever recommended by sealant manufacturer, install bond-breaker tape to prevent threesided adhesion.
D.
Do not leave voids or gaps between ends of joint backing units.
CONCRETE PAVING JOINT SEALANTS
32 1373 - 4
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
3.6
2/13
APPLICATION/INSTALLATION OF JOINT SEALANT
A.
Apply sealants neatly, in a good and workmanlike manner which meets following minimum
requirements or standards. Specific instructions of manufacturer must also be followed.
B.
Apply sealant using a gun with proper size nozzles. Use sufficient pressure to fill all voids and
joints solid to backup material, with complete wetting of all joint bond surfaces.
C.
Applied sealant shall form a full, smooth, uniform bead, free of ridges, wrinkles, sags, air
pockets and embedded impurities.
D.
After joint has been completely filled with sealant, neatly tool joint sealant to eliminate air
pockets or voids, and to provide a smooth, slightly concave, neat appearing finish, with sealant
surface slightly below adjoining surfaces. Wetting of finished surface will not be allowed.
E.
Where horizontal joints are located between a horizontal surface and vertical surface, fill joint
to form a slight cove, so joint will not trap moisture and dirt.
F.
Protect adjacent surfaces and systems from sealant material. Use masking tape where required
to prevent contact of sealant with adjoining surfaces which otherwise would be permanently
stained or damaged by such contact or by cleaning methods required to remove sealant smears.
Remove tape immediately after tooling without disturbing joint seal.
G.
Sealant Installation Standard: Comply with recommendations in ASTM C 1193 for use of joint
sealants as applicable to materials, applications, and conditions indicated.
H.
Tooling of Non-Sag Sealants: Immediately after sealant application and before skinning or
curing begins, tool sealants according to requirements specified below to form smooth, uniform
beads of configuration indicated; to eliminate air pockets; and to ensure contact and adhesion of
sealant with sides of joint.
1.
2.
Remove excess sealants from surfaces adjacent to joint.
Use tooling agents that are approved in writing by joint-sealant manufacturer and that do
not discolor sealants or adjacent surfaces.
I.
Provide joint configuration to comply with joint-sealant manufacturer's written instructions,
unless otherwise indicated.
J.
Provide recessed joint configuration for silicone sealants of recess depth and at locations
indicated.
3.7
CLEANING
A.
3.8
Clean off excess sealants or sealant smears adjacent to joints as the Work progresses by
methods and with cleaning materials approved by manufacturers of joint sealants and of
products in which joints occur.
PROTECTION
A.
Protect joint sealants during and after curing period from contact with contaminating substances
and from damage resulting from construction operations or other causes so sealants are without
CONCRETE PAVING JOINT SEALANTS
32 1373 - 5
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
2/13
deterioration or damage at time of Substantial Completion. If, despite such protection, damage
or deterioration occurs, cut out and remove damaged or deteriorated joint sealants immediately
and replace with joint sealant so installations with repaired areas are indistinguishable from the
original work.
3.9
JOB SITE CLEAN-UP
A.
Sealant applicator must remove all excess materials from job site.
B.
Leave all surrounding areas where joint sealant has been applied free of excess sealant, debris
and foreign substances.
END OF SECTION 32 1373
CONCRETE PAVING JOINT SEALANTS
32 1373 - 6
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PROJECT SPECIFICATIONS
2/13
SECTION 33 4100 - STORM UTILITY DRAINAGE PIPING
PART 1 - GENERAL
1.1
RELATED DOCUMENTS
A.
Drawings and general provisions of the Contract, including UCCS General and Supplementary
Conditions and Division 1 Specification Sections, apply to this Section.
B.
Additional information concerning storm sewer systems may be found on the civil drawings. In
case of conflict between the drawings and the information specified herein, the more stringent
requirements shall govern.
1.2
REFERENCES
A.
State of Colorado, Department of Transportation (CDOT): State Department of Highways
Standard Construction Specifications for Road and Bridge Construction, current edition.
B.
City of Colorado Springs Standard Specifications for Design and Construction, Latest Edition.
C.
Reference Standards: Comply with the requirements of the reference standards noted herein,
except where more stringent requirements are listed herein or otherwise required by the
Contract Documents.
1.3
SUMMARY
A.
This Section includes gravity-flow, storm utility drainage piping
B.
Related Sections include the following:
1.
2.
3.
4.
5.
C.
Division 1 Section “LEED” or “Sustainable Design” requirements for product data and
Division 31 Section “Trenching and Backfilling” for excavating and backfilling of
utilities.
Division 03 Section “Miscellaneous Cast-in-Place Concrete” for concrete structures.
Division 31 Section “Earth Moving” for Site Grading.
Division 31 Section “Temporary Erosion and Sedimentation Control” for erosion and
sedimentation control measures.
Existing Utilities
1.
It shall be the Contractor’s responsibility to excavate and verify the location (depth,
horizontal alignment, etc.) of all existing utilities that may affect construction of the
proposed storm utility drainage piping line. All exploratory excavations shall occur far
enough in advance to permit any necessary relocation to be made with minimum delay
and to verify existing vertical and horizontal location to determine alignment for the
proposed storm utility drainage piping line. All costs incurred by the Contractor in
making exploratory excavations shall be considered to be included in the unit price bid
for construction of each section of storm utility drainage piping line or the associated
structures.
STORM UTILITY DRAINAGE PIPING
33 4100-1
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
E.
1.4
2/13
All standard details and specifications of the utility agency shall apply as noted on the
construction permit and as required by the agency.
DEFINITIONS
A.
1.5
RCP: Reinforced Concrete Pipe.
PERFORMANCE REQUIREMENTS
A.
1.6
Gravity-Flow, Nonpressure, Drainage-Piping Pressure Rating: Pipe joints shall be watertight
with gasketed joint.
SUBMITTALS
A.
Product Data: For each type of product indicated.
1.
B.
1.7
Special pipe fittings.
Field Quality-Control Test Reports: Indicate and interpret test results for compliance with
performance requirements.
DELIVERY, STORAGE AND HANDLING
A.
Protect pipe, pipe fittings, and seals from dirt and damage.
B.
Deliver piping in manufacture’s original bundles, securely strapped, and with protective
blocking as required. Label or tag each bundle with type, size and quantity of material.
C.
Exercise care to prevent damage to materials during loading, transportation and unloading. Do
not drop pipe or fittings.
PART 2 - PRODUCTS
2.1
MANUFACTURERS
A.
In other Part 2 articles where titles below introduce lists, the following requirements apply to
product selection:
1.
2.
2.6
Available Manufacturers: Subject to compliance with requirements, manufacturers
offering products that may be incorporated into the Work include, but are not limited to,
manufacturers specified.
Manufacturers: Subject to compliance with requirements, provide products by one of the
manufacturers specified.
CONCRETE PIPE AND FITTINGS
A.
RCP Sewer Pipe and Fittings: According to the following:
STORM UTILITY DRAINAGE PIPING
33 4100-2
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
1.
2.
3.
B.
2.15
A.
2/13
ASTM C 76 and ASTM C 506 and ASTM C 507 for circular, arch, and vertical and
horizontal elliptical pipe, respectively. Pipe shall be Class III, Wall B, unless otherwise
noted.
Joints: Water tight joints meeting ASTM C443 Standard Specification for joints in
circular concrete sewer and culvert pipe, using rubber gaskets.
Flared End Sections: No standard specifications apply to concrete flared end sections.
Provide manufactures specifications with shop drawings to Owner’s Representative.
2.7
PIPE OUTLETS
Flared End Section (FES): Precast reinforced concrete with apron and tapered sides.
PART 3 - EXECUTION
3.1
EARTHWORK
A.
Site excavation and filling are specified in Division 31 Section “Earth Moving.”
B.
Excavation and backfilling for utilities are specified in Division 31 Section “Trenching and
Backfilling.”
3.2
PREPARATION
A.
3.3
Piping: Prior to installation, verify that insides of pipe and pipe joints are clean and free of dirt,
mud, oil, shavings from cutting, or other deleterious materials.
PIPING INSTALLATION
A.
General Locations and Arrangements: Drawing plans and details indicate location and
arrangement of underground storm utility drainage piping. Install piping as indicated, to extent
practical. Where specific installation is not indicated, follow piping manufacturer's written
instructions.
B.
General:
1.
2.
3.
4.
5.
Use only undamaged material.
Lay pipe on firm bedding with full length of barrel fully supported. Maintain straight
lines and uniform grades between invert elevations shown. Inside of pipe shall be
smooth and clean.
Begin all pipe installation at downstream end of pipe run, with lower segment of pipe in
contact with specified bedding. Place bell or groove ends facing upstream.
Plug ends temporarily during installation, until connections are made to adjoining pipe or
to structures.
Trench excavation and placement and compaction of bedding and backfill are specified in
Division 31 Section “Trenching and Backfilling.”
STORM UTILITY DRAINAGE PIPING
33 4100-3
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
2/13
C.
Install piping beginning at low point, true to grades and alignment indicated with unbroken
continuity of invert. Place bell ends of piping facing upstream. Install gaskets, seals, sleeves,
and couplings according to manufacturer’s written instructions for use of lubricants, cements,
and other installation requirements. Plug all lifting holes in pipe with approved rubber plug or
grout.
D.
Install gravity-flow, nonpressure drainage piping according to the following:
1.
2.
3.4
Install piping pitched down in direction of flow, at slopes indicated on plan.
Install reinforced-concrete sewer piping according to ASTM C 1479 and ACPA’s
“Concrete Pipe installation Manual.”
FIELD QUALITY CONTROL
A.
Inspect interior of piping to determine whether line displacement or other damage has occurred.
Inspect after approximately 24 inches (610 mm) of backfill is in place, and again at completion
of Project.
1.
2.
Submit separate report for each system inspection.
Defects requiring correction include the following:
a.
b.
c.
d.
e.
3.
4.
B.
Alignment: Less than full diameter of inside of pipe is visible between structures.
Deflection: Flexible piping with deflection that prevents passage of ball or
cylinder of size not less than 92.5 percent of piping diameter.
Crushed, broken, cracked, or otherwise damaged piping.
Infiltration: Water leakage into piping.
Exfiltration: Water leakage from or around piping.
Replace defective piping using new materials, and repeat inspections until defects are
within allowances specified.
Reinspect and repeat procedure until results are satisfactory.
Test new piping systems, and parts of existing systems that have been altered, extended, or
repaired, for leaks and defects.
1.
2.
3.
4.
5.
Do not enclose, cover, or put into service before inspection and approval.
Test completed piping systems according to requirements of authorities having
jurisdiction.
Schedule tests and inspections by authorities having jurisdiction with at least 24 hours
advance notice.
Submit separate report for each test.
Gravity-Flow Storm Utility Drainage Piping: Test according to requirements of
authorities having jurisdiction, UNI-B-6, and the following:
a.
b.
Option: Test plastic piping according to ASTM F 1417.
Option: Test concrete piping according to ASTM C924 (ASTM C 924M).
C.
Leaks and loss in test pressure constitute defects that must be repaired.
D.
Replace leaking piping using new materials, and repeat testing until leakage is within
allowances specified.
STORM UTILITY DRAINAGE PIPING
33 4100-4
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
3.5
2/13
CLEANING
A.
Clean interior of piping, inlets and manholes of dirt and superfluous materials. Flush with
potable water.
END OF SECTION 33 4100
STORM UTILITY DRAINAGE PIPING
33 4100-5
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
2/13
SECTION 33 4600 - SUBDRAINAGE
PART 1 - GENERAL
1.1
RELATED DOCUMENTS
A.
1.2
Drawings and general provisions of the Contract, including UCCS General and Supplementary
Conditions and Division 1 Specification Sections apply to this Section.
SUMMARY
A.
This Section includes subdrainage systems for the following:
1.
2.
3.
B.
Foundations.
Underslab areas.
Retaining walls.
Related Sections:
1.
Division 31 Section “Earth Moving” for soil materials, site grading, site excavation and
filling.
Division 31 Section "Storm Utility Drainage Piping" for storm sewer system
installation.
Division 31 Section “Trenching and Backfilling” for excavating and backfilling of
utilities.
2.
3.
1.3
DEFINITIONS
A.
1.4
PVC: Polyvinyl chloride.
SUBMITTALS
A.
Product Data: For drainage conduit, drainage panels, and geotextile fabrics.
1.
2.
3.
4.
Perforated pipe.
Solid pipe.
Drainage panels.
Geotextile fabrics.
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:
SUBDRAINAGE
33 4600-1
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
1.
2.
2.2
2/13
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.
Manufacturers: Subject to compliance with requirements, provide products by the
manufacturers specified.
PIPING MATERIALS
A.
2.3
Refer to various application articles in Part 3 for applications of pipe, tube, fitting, and joining
materials.
DRAINAGE PIPES AND FITTINGS
A.
2.4
Perforated, PVC Sewer Pipe and Fittings: ASTM D 3034, bell-and-spigot ends, for loose joints.
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.
2.5
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.
Proceed with installation only after unsatisfactory conditions have been corrected.
3.2
EARTH MOVING
A.
3.3
Excavating, trenching, and backfilling are specified in Division 2 Section "Earth Moving."
SUBDRAINAGE SYSTEM APPLICATIONS
A.
NPS 4 (DN 100) Piping:
1.
Perforated, PVC sewer pipe and fittings for loose, bell-and-spigot joints.
SUBDRAINAGE
33 4600-2
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
3.4
2/13
UNDERSLAB DRAINAGE SYSTEM APPLICATIONS
A.
NPS 6 (DN 150) Piping:
1.
3.5
Perforated, PVC sewer pipe and fittings for loose, bell-and-spigot joints.
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 and visual inspection, 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.
2.
C.
3.6
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.
Encase pipe with sock-style geotextile filter fabric before installing pipe. Connect sock
sections with tape per manufacturer’s recommendation.
Fill to Grade: Place native fill material over compacted drainage fill. Place material in loosedepth layers not exceeding 6 inches (150 mm). Thoroughly compact each layer. Fill to finish
elevations and slope away from building.
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.
2.
C.
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.
Encase pipe with sock-style geotextile filter fabric before installing pipe. Connect sock
sections with electrical tape.
Install horizontal drainage panels as follows:
SUBDRAINAGE
33 4600-3
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
1.
2.
3.
4.
3.7
2/13
Coordinate placement with other drainage materials.
Lay perforated, PVC drainage pipe at inside edge of footings.
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.
Butt additional panels against other installed panels. If panels have plastic flanges,
overlap installed panel with flange.
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.
2.
B.
3.8
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.
Encase pipe with sock-style geotextile filter fabric before installing pipe. Connect sock
sections with tape per manufacturer’s recommendation.
Fill to Grade: Place native fill material over compacted drainage fill. Place material in loosedepth layers not exceeding 6 inches (150 mm). Thoroughly compact each layer. Fill to finish
grade.
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.
Underslab Subdrainage: Install piping pitched down in direction of flow, at minimum
slope.
2.
Retaining-Wall Subdrainage: When water discharges at end of wall into storm water
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.
3.
Lay perforated pipe with perforations down.
4.
Lay open-joint pipe spaced as indicated on Drawings or, if not indicated, with 1/4-inch (6mm) space between ends. Cover top two-thirds of joint opening with open-joint
screening material and tie with corrosion-resistant wire.
5.
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 PVC piping according to ASTM D 2321.
SUBDRAINAGE
33 4600-4
UCCS EROSION AND SEDIMENT MITIGATION
PROJECT SPECIFICATIONS
3.9
2/13
PIPE JOINT CONSTRUCTION
A.
Join PVC pipe and fittings according to ASTM D 3034 with elastomeric seal gaskets according
to ASTM D 2321.
B.
Join perforated, PVC pipe and fittings according to ASTM D 2729, with loose, bell-and-spigot
joints.
3.10
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.
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.
3.11
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.
3.12
A.
3.13
A.
3.14
A.
CONNECTIONS
Where required, connect low elevations of subdrainage to drop box structure.
FIELD QUALITY CONTROL
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.
CLEANING
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 33 4600
SUBDRAINAGE
33 4600-5