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OAK MEADOWS RANCH
FILING 4 - PHASE 3 IMPROVEMENTS
Garfield County, Colorado
FINAL CONSTRUCTION MANAGEMENT PLAN
Owner:
Oak Meadows, Filing 4, Phase 3 LLC
Gary Johnson, Manager
320 Big Pinion Drive
Basalt, Colorado 81621
Phone: (970) 379‐3632
Prepared By:
Gamba & Associates, Inc.
1001 Grand Avenue, Suite 003
Glenwood Springs, Colorado 81601
(970) 945‐2550
Michael J. Gamba, P.E. 28036
February 28, 2023
Oak Meadows Ranch – Filing 4 – Phase 2 Final Construction Management Plan
Oak Meadows Ranch – Filing 4 – Phase 3 – Final Construction Management Plan
Page 2
Reclamation and Revegetation Plan
Table of Contents
Page
INTRODUCTION:....................................................................................................................................... 5
Project Location: ..................................................................................................................................................... 5
Project Description: ............................................................................................................................................... 5
Project Owner: ......................................................................................................................................................... 5
Project Contractor: ................................................................................................................................................. 5
PROJECT IMPLEMENTATION: .............................................................................................................. 5
Estimated Dates of Construction:..................................................................................................................... 5
Hours of Construction: ......................................................................................................................................... 5
Construction Phasing: ........................................................................................................................................... 5
Construction Plans: ................................................................................................................................................ 5
Construction Specifications: ............................................................................................................................... 6
PROJECT MANAGEMENT: ...................................................................................................................... 6
Areas of Disturbance ............................................................................................................................................. 6
Proposed BMPs (Best Management Practices) .......................................................................................... 6
Construction Parking ............................................................................................................................................ 6
Material and Equipment Storage ..................................................................................................................... 6
Construction Staging ............................................................................................................................................. 6
Emergency Vehicle Access: ................................................................................................................................. 6
TRAFFIC CONTROL .................................................................................................................................. 6
Construction Access ............................................................................................................................................... 6
Weight and Dimensions of Construction Vehicles .................................................................................... 6
Delivery of Construction Equipment and Materials ................................................................................. 7
SEDIMENT AND EROSION CONTROL ................................................................................................. 7
Best Management Practices (BMPs) ............................................................................................................... 7
Fugitive Dust Control ............................................................................................................................................ 7
VEHCILE EMISSIONS ............................................................................................................................... 7
General ........................................................................................................................................................................ 7
NOISE SUPPRESSION ............................................................................................................................... 7
General ........................................................................................................................................................................ 7
Noise Controls .......................................................................................................................................................... 8
RECLAMATION: ......................................................................................................................................... 8
General ........................................................................................................................................................................ 8
APPENDIX A ............................................................................................................................................... 9
BEST MANAGEMENT PRACTICE (BMP) ............................................................................................ 9
CONSTRUCTION SPECIFICATIONS ..................................................................................................... 9
TEMPORARY GRAVEL CONSTRUCTION ENTRANCE/EXIT ............................................................... 10
LAND GRADING FOR MINIMIZING EROSION ........................................................................................... 12
MINIMIZE DISTURBANCE AND BUFFER STRIPS ................................................................................... 14
MULCHING .............................................................................................................................................................. 15
PERMANENT SEEDING...................................................................................................................................... 19
SURFACE ROUGHENING ................................................................................................................................... 21
TEMPORARY SEEDING ...................................................................................................................................... 26
TOPSOILING ........................................................................................................................................................... 28
ENERGY DISSIPATOR ......................................................................................................................................... 30
Oak Meadows Ranch – Filing 4 – Phase 2 Final Construction Management Plan
Oak Meadows Ranch – Filing 4 – Phase 3 – Final Construction Management Plan
Page 3
WATERBARS AND ROLLING DIPS ................................................................................................................ 32
TEMPORARY SEDIMENT BASIN .................................................................................................................... 34
SILT FENCE ............................................................................................................................................................. 37
STRAW BALE SEDIMENT BARRIERS (SEMI-PERVIOUS) .................................................................... 39
STRAW BALE DIKE ............................................................................................................................................. 41
COIR LOGS / STRAW ROLLS (WATTLES) .................................................................................................. 43
CHECK DAMS ......................................................................................................................................................... 45
EROSION CONTROL BLANKETS AND MATS ............................................................................................ 50
TEMPORARY DIVERSION DIKE ..................................................................................................................... 55
APPENDIX B ............................................................................................................................................ 57
CONSTRUCTION SPECIFICATIONS .................................................................................................. 57
SPECIAL CONDITIONS ......................................................................................................................... 61
1. GENERAL ....................................................................................................................................................... 61
2. SCOPE OF WORK ........................................................................................................................................ 61
3. SCHEDULE OF WORK ............................................................................................................................... 61
4. CONSTRUCTION DRAWINGS ................................................................................................................ 61
5. CONSTRUCTION ACCESS ........................................................................................................................ 61
6. DELIVERY OF CONSTRUCTION MATERIALS AND EQUIPMENT ............................................ 61
7. EMERGENCY VEHICLE ACCESS ............................................................................................................ 61
8. MATERIAL TESTING ................................................................................................................................. 61
9. CONSTRUCTION STAKING ..................................................................................................................... 62
10. MAINTENANCE OF UTILITIES .............................................................................................................. 62
11. EROSION CONTROL AND BEST MANAGEMENT PRACTICES .................................................. 62
12. CLEARING AND GRUBBING ................................................................................................................... 63
13. EARTHWORK EXCAVATION AND RECOMPACTION OF ONSITE MATERIAL .................... 63
14. POTABLE WATER MAINS ....................................................................................................................... 63
15. JOINT RESTRAINT ..................................................................................................................................... 64
16. FIRE HYDRANT ASSEMBLIES ............................................................................................................... 64
17. MAIN LINE ISOLATION VALVES AND BOXES. ............................................................................... 64
18. CONNECTION TO EXISTING WATER LINES ................................................................................... 65
19. WATER SERVICE LINES .......................................................................................................................... 65
20. SERVICE SADDLES, CORPORATION STOPS, CURB STOPS AND RISER BOXES ................. 65
21. SANITARY SEWER MAIN LINE CONSTRUCTION .......................................................................... 65
22. SANITARY SEWER MANHOLE CONSTRUCTION ........................................................................... 65
23. SANITARY SEWER SERVICE LINE CONSTRUCTION ................................................................... 66
24. EXCAVATE SHALLOW UTILITY TRENCHES FOR ELECTRIC, PHONE, CABLE T.V. AND
GAS. .................................................................................................................................................................. 66
25. SUBGRADE PREPARATION .................................................................................................................... 66
26. AGGREGATE BASE COURSE PLACEMENT ....................................................................................... 66
27. PROOF ROLLING, STABILITY ................................................................................................................ 67
28. HOT BITUMINOUS PAVEMENT ............................................................................................................ 67
29. TRAFFIC SIGNS ........................................................................................................................................... 67
30. TRAFFIC CONTROL ................................................................................................................................... 67
31. REVEGETATION OF DISTURBED AREAS ......................................................................................... 67
TRAFFIC REGULATION ........................................................................................................................ 68
CLEARING AND GRUBBING ................................................................................................................ 69
EXCAVATION .......................................................................................................................................... 70
EARTH FILL ............................................................................................................................................. 73
ROAD AGGREGATE ............................................................................................................................... 77
HOT BITUMINOUS PAVEMENT ......................................................................................................... 79
Oak Meadows Ranch – Filing 4 – Phase 2 Final Construction Management Plan
Oak Meadows Ranch – Filing 4 – Phase 3 – Final Construction Management Plan
Page 4
PORTLAND CEMENT CONCRETE ..................................................................................................... 91
STORM DRAINAGE ................................................................................................................................ 96
DRAINAGE CULVERTS ....................................................................................................................... 103
SEWER PIPELINE CONSTRUCTION ............................................................................................... 106
SEWER TESTING BY AIR PRESSURE ............................................................................................. 113
VACUUM TESTING OF MANHOLES ................................................................................................ 116
WATER PIPELINE CONSTRUCTION ............................................................................................... 117
HYDROSTATIC TESTING OF WATER PIPELINES ...................................................................... 124
FLUSHING AND DISINFECTION OF WATER LINES ................................................................... 127
SERVICE CONNECTIONS, SERVICE LINES, METERS AND APPURTENANCES ................... 128
SHALLOW UTILITIES ......................................................................................................................... 131
PAVEMENT MARKING ....................................................................................................................... 134
SEEDING AND MULCHING ................................................................................................................ 136
RESTORATION OF GROUNDS .......................................................................................................... 142
TESTING AND INSPECTION .............................................................................................................. 143
RECORD DRAWINGS .......................................................................................................................... 145
AIR POLLUTION CONTROL .............................................................................................................. 146
APPENDIX B1 ....................................................................................................................................... 147
AWWA Standard for Disinfecting Water Mains ....................................................................... 147
APPENDIX B2 ....................................................................................................................................... 148
Geotechnical Report from HP Geotech ....................................................................................... 148
Oak Meadows Ranch – Filing 4 – Phase 2 Final Construction Management Plan
Oak Meadows Ranch – Filing 4 – Phase 3 – Final Construction Management Plan
Page 5
INTRODUCTION:
Project Location:
The project is located on a 44.66 acre parcel which is within the Four Mile corridor
approximately 6.0 miles from the intersection of 27th Street and Highway 82 in
Glenwood Springs. More specifically the property is located west of Oak Way North
(Garfield County Road 168A) and north of Overland View Drive within the Oak
Meadows Ranch PUD in unincorporated Garfield, Colorado.
Project Description:
The project is a residential development and the work generally consists of the
construction of the primary road and utility infrastructure necessary to serve the future
residential development, which includes the following: site preparation; sanitary sewer
system; domestic water supply system; storm drainage system; road; and shallow
utilities.
Project Owner:
Oak Meadows, Filing 4, Phase 3 LLC
Gary Johnson, Manager
320 Big Pinion Drive
Basalt, Colorado 81621
gary@gmjcon.com
Phone: (970) 379-3632
Project Contractor:
To Be Determined
PROJECT IMPLEMENTATION:
Estimated Dates of Construction:
Start Construction: Spring/Summer, 2023
End Construction: Fall 2023 / Spring 2024
Hours of Construction:
Construction hours shall be limited to 7 AM to 6 PM Monday through Saturday. No
construction is permitted on Sundays, and federally designated holidays.
Construction Phasing:
Although this development is the final phase of a larger multi-phase project, this
proposed development is a single phase project.
Construction Plans:
The construction plans for the civil infrastructure elements of this project are as
follows:
Oak Meadows Ranch PUD – Preliminary Plan, Filing No. 4, Phase 3
Dated: February 28, 2023
Oak Meadows Ranch – Filing 4 – Phase 2 Final Construction Management Plan
Oak Meadows Ranch – Filing 4 – Phase 3 – Final Construction Management Plan
Page 6
Prepared by: Gamba & Associates, Inc.
Final Construction Plans will be prepared and provided at the time of the application for
Final Plat approval with Garfield County.
Construction Specifications:
The construction specifications for the civil infrastructure elements of this project are
included herein under Appendix B.
PROJECT MANAGEMENT:
An EROSION CONTROL PLAN (ECP) is included in the construction plans and identifies the
following:
Areas of Disturbance
Depicted on the Erosion Control Plan.
Proposed BMPs (Best Management Practices)
Depicted on the Erosion Control Plan.
Construction Parking
Depicted on the Erosion Control Plan.
Material and Equipment Storage
Depicted on the Erosion Control Plan.
Construction Staging
Depicted on the Erosion Control Plan.
Emergency Vehicle Access:
The project can be accessed via two separate points of ingress and egress which are
depicted on the ECP. At least one point of access shall be maintained in an unobstructed
condition at all times.
TRAFFIC CONTROL
Construction Access
All construction traffic shall access the project from Four Mile Road via Oak Way North.
Access directly to the site will be through either of the proposed connections of the
development road (Lynx Lane) to existing roads (Oak Way North or Overland View
Drive).
Weight and Dimensions of Construction Vehicles
All construction related vehicles accessing the site shall be limited to the maximum
weight and dimensions of vehicles allowed on Four Mile Road in accordance with all
applicable Garfield County standards and regulations.
Oak Meadows Ranch – Filing 4 – Phase 2 Final Construction Management Plan
Oak Meadows Ranch – Filing 4 – Phase 3 – Final Construction Management Plan
Page 7
Delivery of Construction Equipment and Materials
All construction deliveries shall be limited to the hours of construction without
exception.
SEDIMENT AND EROSION CONTROL
Best Management Practices (BMPs)
The location and type of BMPs for sediment and erosion control for the project are
depicted on the Erosion Control Plan. Also, attached hereto as Appendix A are the BMP
specifications.
Fugitive Dust Control
In addition to the BMPs identified on the CMP, the project will utilize the following
fugitive dust control measures:
Vehicle speeds on site shall be limited to 15 MPH
Contractor shall comply with the AIR POLLUTION CONTROL Construction
Specifications included in the project specifications. This work shall include
the application of a dust palliative on earthwork areas and haul roads to
prevent the generation of dust on the site or other work areas.
The contractor shall maintain appropriate street sweeping equipment on
site which shall be used as necessary if mud, sediment or other debris has
been tracked onto any adjacent public road.
VEHCILE EMISSIONS
General
All vehicles and equipment used on site shall be properly maintained such that the
engines will function within the manufacturer’s standards or parameters, and shall
comply with all applicable emissions standards.
NOISE SUPPRESSION
General
The noise limit for all construction activities is 80 decibels as measured at the property
line of the project. Construction equipment shall be adequately muffled and maintained
to minimize project noise. The installation of plywood and matting around the project
site is the minimum technique to suppress noise, particularly when jack hammering of
concrete occurs. Any activity that generates noise in excess of 80 decibels will require a
noise suppression plan and shall be restricted to operating between the hours of 9 AM
and 5 PM Monday through Friday.
Oak Meadows Ranch – Filing 4 – Phase 2 Final Construction Management Plan
Oak Meadows Ranch – Filing 4 – Phase 3 – Final Construction Management Plan
Page 8
Noise Controls
The following noise controls shall be employed during construction:
Pile Driver – Enclosure and Muffler
Stone Saw Cutting - Noise Control Pad with Water
Handheld Impact Drills - Reduction Of Reflected Sound
Circular Saw Blades - 15° Tooth Angle, New Tooth Configuration, Slotted Saw
Blades, Viscoelastic Damping
Pneumatic Tools - Muffler
Pavement Breaker / Rock Drill - Muffler and Enclosure of Cylinder Case and
Front Head.
Portable Air Compressor - Muffler And Enclosure
Vibratory Roller - Flexible Mounting For Pump Compartment
Joint Cutter - Anti-Vibration Mounting Fixtures
RECLAMATION:
General
All disturbed areas within the Oak Meadows Ranch – Filing 4 – Phase 3 project shall be
reclaimed at a minimum in accordance with the Erosion Control Plan, the Construction
Specifications REVEGETATION OF DISTURBED AREAS, and the BMP specifications
included in Appendix A of this report.
Oak Meadows Ranch – Filing 4 - Phase 3 – Best Management Practices Appendix A
APPENDIX A
Page 9
APPENDIX A
BEST MANAGEMENT PRACTICE (BMP)
CONSTRUCTION SPECIFICATIONS
Oak Meadows Ranch – Filing 4 - Phase 3 – Best Management Practices Appendix A
APPENDIX A
Page 10
TEMPORARY GRAVEL CONSTRUCTION ENTRANCE/EXIT
Construction Specifications:
The aggregate size for construction of the pad shall be 2-3 inch (51-76 mm) stone. Place
the gravel to the specific grade and dimensions shown on the plans, and smooth it.
The thickness of the pad shall not be less than 6 inches (0.2 m). Use geotextile fabrics, if
necessary, to improve stability of the foundation in locations subject to seepage or high
water table.
The width of the pad shall not be less than the full width of all points of ingress or egress
and in any case shall not be less than 12 feet (3.6 m) wide.
The length of the pad shall be as required, but not less than 50 feet (15.2 m).
Locate construction entrances and exits to limit sediment leaving the site and to provide
for maximum utility by all construction vehicles. Avoid entrances which have steep grades
and entrances at curves in public roads.
The entrance shall be maintained in a condition that will prevent tracking or flowing of
sediment onto public rights-of-way. This may require periodic top dressing with additional
stone as conditions demand, and repair and/or maintenance of any measures used to trap
sediment.
All sediment spilled, dropped, washed or tracked onto public rights-of-way shall be
removed immediately.
Provide drainage to carry water to a sediment trap or other suitable outlet.
When necessary, wheels shall be cleaned to remove sediment prior to entrance onto
public rights-of-way. When washing is required, it shall be done on an area stabilized with
crushed stone that drains into an approved sediment trap or sediment basin.
All sediment shall be prevented from entering any storm drain, ditch or watercourse
through use of sand bags, gravel, straw bales, or other approved methods.
Inspection and Maintenance:
Maintain the gravel pad in a condition to prevent mud or sediment from leaving the
construction site.
Replace gravel material when surface voids are visible.
After each rainfall, inspect any structure used to trap sediment and clean it out as
necessary.
Immediately remove all objectionable materials spilled, washed, or tracked onto public
roadways. Remove all sediment deposited on paved roadways within 24 hours.
Oak Meadows Ranch – Filing 4 - Phase 3 – Best Management Practices Appendix A
APPENDIX A
Page 11
Oak Meadows Ranch – Filing 4 - Phase 3 – Best Management Practices Appendix A
APPENDIX A
Page 12
LAND GRADING FOR MINIMIZING EROSION
Construction Specifications:
Only disturb, clear, or grade areas necessary for construction. Flag or otherwise
delineate areas not to be disturbed. Exclude vehicles and construction equipment from
these areas to preserve natural vegetation.
All graded or disturbed areas including slopes shall be protected during clearing and
construction in accordance with the approved erosion and sediment control plan until they
are permanently stabilized.
All sediment control measures shall be constructed and maintained in accordance with
the approved erosion and sediment control plan and according to the standards and
specifications for the appropriate erosion control practices.
If topsoil is required for the establishment of vegetation, it shall be stockpiled in the
amount necessary to complete finished grading and protected from erosion during the
interim.
Areas to be filled shall be cleared, grubbed to remove trees, vegetation, roots and other
objectionable material, and stripped of topsoil.
Areas to receive topsoil shall be scarified to a minimum depth of 3 inches (76 mm) prior
to placement of topsoil.
All fills shall be compacted as required by building standards to reduce erosion,
slippage, settlement, subsidence and other related problems. Fill intended to support
buildings, structures, conduits, etc., shall be compacted in accordance with local
requirements or codes.
The outer face of the fill slope should be allowed to stay loose, not rolled, compacted, or
bladed smooth. A bulldozer may run up and down the fill slope so the dozer treads (cleat
tracks) create grooves perpendicular to the slope. If the soil is not too moist, excessive
compaction will not occur.
All fill shall be placed and compacted in layers not to exceed 8 inches (0.2 m) per lift.
Use slope breaks, such as diversions, benches, or contour furrows as appropriate, to
reduce the length of cut-and-fill slopes to limit sheet and rill erosion and prevent gully
erosion.
The finished cut-and-fill slopes, which are to be vegetated with grass and legumes,
should not be steeper than 2:1.
Slopes to be maintained by tractor or other equipment should not be steeper than 3:1.
Slopes in excess of 2:1 may require hydroseeding, hydromulching, tactifying, and/or
"punching-in" straw, bioengineering techniques, or retaining walls.
Roughen the surface of all slopes during the construction operation to retain water,
increase infiltration, and facilitate vegetation establishment.
Seeps or springs encountered during construction shall be handled in accordance with
approved methods.
Oak Meadows Ranch – Filing 4 - Phase 3 – Best Management Practices Appendix A
APPENDIX A
Page 13
Stabilize all graded areas with vegetation, crushed stone, riprap, or other ground cover
as soon as grading is completed or if work is interrupted for 21 working days or more.
Use mulch to stabilize areas temporarily where final grading must be delayed.
Stockpiles, borrow areas and spoil areas shall be shown on the plans and shall be
stabilized to prevent erosion and sedimentation.
Oak Meadows Ranch – Filing 4 - Phase 3 – Best Management Practices Appendix A
APPENDIX A
Page 14
MINIMIZE DISTURBANCE AND BUFFER STRIPS
Construction Specifications:
Designate areas of no disturbance. Clearly show on the plans, and flag in the field areas
of no disturbance and construction vehicle exclusion.
Designate trees and shrubs that are to be preserved.
Designate watercourse buffer-filter strips on the site design plan.
Maintain and preserve riparian and naturally vegetated buffer strips along
watercourses.
The width of a buffer strip between a road and the stream is recommended to be 50 feet
plus four times the slope of the land in percent, measured between the road and the top of
stream bank.
Oak Meadows Ranch – Filing 4 - Phase 3 – Best Management Practices Appendix A
APPENDIX A
Page 15
MULCHING
Construction Specifications:
Erosion Control Blankets
Erosion control blankets are typically made from straw, coconut fiber, excelsior or synthetic
material that is enveloped in plastic or biodegradable netting. Erosion control blankets are
suited for post-construction site stabilization, but may be used for temporary stabilization
of highly erosive soils. Erosion control blankets are suitable for steep slopes, stream banks
and where vegetation will be slow to establish. Blankets and mats may be used in channels
where water velocities 3 ft./sec. (3 km/hr.) and 6 ft./sec. (7 km/hr.) is likely to wash out
new vegetation.
Erosion control blankets made of excelsior, coconut, or straw must be stapled to the surface
especially in waterways and on steep slopes. See Erosion Control Blankets and Mats BMP.
Straw
Straw is an excellent mulch material. Because of its length and bulk, it is highly effective in
reducing the impact of raindrops and in moderating the microclimate of the soil surface.
Straw mulch can be applied by hand on small sites and blown on by machine on large sites.
Straw blowers have a range of about 50 feet (15 m). Some commercial models advertise a
range up to 85 feet (25.9 m) and a capacity of 15 tons/hr (14,000 kg/hr).
Mulch should not be applied more than 2 inches (5 cm) deep on seeded sites, unless it is
incorporated into the soil by tracking, disking, or other ‘punching in’ techniques. If the
straw is applied at rates higher than 3 tons/acre (7 tons/ha), the mulch may be too dense
for the sunlight and seedlings to penetrate.
Prior to mulching, install any needed erosion and sediment control practices such as
diversions, grade stabilization structures, berms, dikes, grass-lined channels and sediment
basins. See Temporary Diversion Dike, Grass-Lined Channels, Continuous Berm, and
Sediment Basin BMPs.
Obtain clean wheat, barley, oat, or rice straw in order to prevent the spread of noxious
weeds. Avoid moldy, compacted straw because it tends to clump and is not distributed
evenly.
The straw shall be evenly distributed by hand or machine to the desired depth of 2-4
inches (50-100 mm) and should cover the exposed area to a uniform depth.
Approximately one bale (approximately 80 lbs. (35 kg)) of straw covers 1000 ft2 (93 m2)
adequately. The soil surface should be barely visible through the straw mulch. On steep or
high wind sites, straw must be anchored to keep it from blowing away.
For seeded sites apply: 1.5-2 tons/acre (3300-4500 kg/ha), 1-2 inches (25-50 mm)
deep, covering 80% of the soil surface.
For unseeded sites: 2-3 tons/acre(4500-6700 kg/ha), 2-4 inches (50-100 mm) deep,
covering 90% of the soil surface.
Anchoring
Mulch must be anchored immediately to minimize loss by wind or water. Straw mulch is
commonly anchored by:
Oak Meadows Ranch – Filing 4 - Phase 3 – Best Management Practices Appendix A
APPENDIX A
Page 16
crimping, tracking, disking, or punching into the soil; or
covering with a netting; or
spraying with asphaltic or organic tackifier; or
tacking with cellulose fiber mulch at a rate of 750 lbs/ac (840 kg/ha).
Crimping:
On small sites, where straw has been distributed by hand, it can be anchored by hand
punching it into the soil every 1-2 feet (0.3-0.6 m) with a dull, round-nosed shovel. A sharp
shovel will merely cut the straw and not anchor it.
A mulch anchoring tool is a tractor drawn implement designed to punch and anchor
mulch into the top 2-8 inches (50-200 mm) of soil. This practice affords maximum erosion
control but is limited to flatter slopes where equipment can operate safely.
Tracking is the process of cutting straw into the soil using a bulldozer or other
equipment that runs on cleated tracks. Tracking is used primarily on slopes 3:1 or
shallower; where this type of equipment can safely operate. This is an effective way to
crimp straw on fill slopes. Tracking equipment must operate up and down the slope so the
cleat tracks are perpendicular to flow.
Nettings:
Nettings of biodegradable paper, plastic or cotton netting can be used to cover straw
mulch. Netting should be specified judiciously since birds, snakes and other wildlife can get
trapped in the nettings.
Tacifiers:
Polymer tackifiers are generally applied at rates of 40-60 lbs/ac (44-67 kg/ha),
however manufacturers recommendations may vary.
Organic tackifiers are generally applied at rates of 80-120 lbs/acre (89.7-134.5 kg/ha),
however manufacturer’s recommendations vary.
Applications of liquid mulch binders shall be heavier at edges, in valleys, and at crests of
banks and other areas where the mulch may be moved by wind or water. All other areas
shall have a uniform application of the tackifier.
Wood chips or Bark
Apply at a rate of approximately 6 tons/acre (1300 kg/ha) or 275 lbs/1,000 ft.2 (125
kg/93 m2).
The mulch should be evenly distributed across the soil surface to a depth of 2-3 inches
(50-75 mm).
If decomposition, soil building and re-vegetation is desirable, increase the application
rate of nitrogen fertilizer by 20 lbs. of N/acre (22 kg/ha), to compensate for the temporary
diversion (loss) of available N to the soil microbes
Hydraulic Mulches from Recycled Paper
This mulch is made from recycled newsprint, magazine, or other waste paper sources. This
type of mulch is to be mixed in a hydraulic application machine (hydroseeder) and applied
as a liquid slurry which contains the recommended rates of seed and fertilizer for the site.
It can be specified with or without a tackifier.
Oak Meadows Ranch – Filing 4 - Phase 3 – Best Management Practices Appendix A
APPENDIX A
Page 17
Apply at rate of 1500-2000 lbs/ac (1700-2200 kg/ha), mixed with seed and fertilizer, at
recommended rates, in order to achieve uniform, effective coverage.
Paper mulch used to tack and bind straw mulch can be specified at a lower rate, 750
lbs/ac (850 kg/ha).
Hydraulic Mulches from Wood Fiber
This type of mulch is manufactured from wood waste. This type of mulch is also to be
mixed in a hydraulic application machine (hydroseeder) and applied as a liquid slurry
which contains the recommended rates of seed and fertilizer for the site. A wood fiber
mulch can be manufactured containing a tackifier in each bag or specified without a
tackifier.
Hydraulic Mulches from Wood and Paper Fiber
These combination mulches are generally comprised of 70% wood fiber and 30% paper
fiber, manufactured from lumber mill waste, virgin wood chips, recycled newsprint, office
paper and other waste paper. The mulch is mixed in a hydraulic applicating machine
(hydroseeder) and applied as a slurry in combination with the recommended seed and
fertilizer. The mulch can be specified with or without a tackifier.
Recommendations: Wood, paper or combination fiber mulches are typically applied with
a hydraulic applicator (hydroseeder) at a minimum rate of 1500 lbs/ac (1681 kg/ha).
A typical construction specification and application for mulch is as follows:
Moisture content (total weight basis) not to exceed 12% +/- 3%.
Organic matter content (oven dry weight basis) is 98% minimum.
Inorganic matter (ash) content (oven dried basis) 2% maximum.
pH at 3% consistently in water should be 4.9.
Fiber shall be dyed to aid visual metering during application. The dye shall be
biodegradable and shall not inhibit plant growth.
Water holding capacity (oven dried basis) minimum 1.0 gal/lb of fiber (850g H20/100g
fiber).
The mulch shall be mixed with seed and fertilizer as specified and applied at a rate
recommended by the manufacturer in order to achieve uniform, effective coverage and
provide adequate distribution of seed.
For enhanced performance, apply seed and mulch in a two or three-stage process.
Two Step Method:
1. Apply seed, at recommended rate, and half the recommended mulch, 750 lbs/ac (840
kg/ha), as a slurry. This first step assures maximum seed to soil contact.
2. Apply the remaining recommended mulch 750 lbs/ac (840 kg/ha), with recommended
tackifier and fertilizer. Polymer tackifiers are applied at rates of 40-60 lbs/ac (44-67 kg/ha)
and organic tackifiers at a rate of 80-120 lbs/ac (89-135 kg/ha). See Hydraulic Planting
BMP.
Three-Step Straw Mulch Method, for steep and critical erosion sites:
1. Apply seed hydraulically in a slurry with 500 lbs/ac (600 kg/ha) hydraulic mulch.
Oak Meadows Ranch – Filing 4 - Phase 3 – Best Management Practices Appendix A
APPENDIX A
Page 18
2. Followed by the application of straw mulch at a rate of 1 T/ac (2250 kg/ha).
3. Fertilizer, tackifier and the remaining hydraulic mulch, 500-750 lbs/ac (600-850 kg/ha)
minimum, is then applied.
Inspection and Maintenance: If properly applied and anchored, little additional
maintenance is required during the first few months. After high winds, or significant
rainstorms, mulched areas should be checked for adequate cover and re-mulched if
necessary. Mulch needs to last until vegetation develops to provide permanent erosion
resistant cover. Straw mulch can last from 6 months to 3 years. Erosion control blankets
are effective for up to two years.
Oak Meadows Ranch – Filing 4 - Phase 3 – Best Management Practices Appendix A
APPENDIX A
Page 19
PERMANENT SEEDING
Construction Specifications:
Timing:
Apply permanent seeding on areas left dormant for 1 year or more.
Apply permanent seeding when no further disturbances are planned.
To determine optimum seeding schedule, consult a local agronomist or erosion control
specialist.
Apply permanent seeding before seasonal rains or freezing weather is anticipated.
Use dormant seeding for late fall or winter seeding schedules.
Seed Mixes:
Use seeds appropriate to the season and site conditions.
Consult local agronomist or erosion control specialists for seed mix.
Use a seed blend to include annuals, perennials and legumes.
Use seed rates based on pure live seed (PLS) of 80%. When PLS is below 80% adjust
rates accordingly.
Site Preparation:
Bring the planting area to final grade and install the necessary erosion control practices.
Divert concentrated flows away from the seeded area.
Conduct soil test to determine pH and nutrient content. Roughen the soil by harrowing,
tracking, grooving or furrowing.
Apply amendments as needed to adjust pH to 6.0-7.5. Incorporate these amendments
into the soil.
Prepare a 3-5 inch (76-127 mm) deep seedbed, with the top 3-4 inches (76-102 mm)
consisting of topsoil.
The seedbed should be firm but not compact. The top three inches of soil should be
loose, moist and free of large clods and stones.
The topsoil surface should be in reasonably close conformity to the lines, grades and
cross sections shown on the grading plans.
Planting:
Seed to soil contact is the key to good germination.
Seed should be applied immediately after seedbed preparation while the soil is loose
and moist. If the seedbed has been idle long enough for the soil to become compact, the
topsoil should be harrowed with a disk, spring tooth drag, spike tooth drag, or other
equipment designed to conditions the soil for seeding.
Harrowing, tracking or furrowing should be done horizontally across the face of the
slope. Seed to soil contact is the key to good germination.
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Always apply seed before applying mulch.
Apply seed at the rates specified using calibrated seed spreaders, cyclone seeders,
mechanical drills, or hydroseeder so the seed is applied uniformly on the site
Broadcast seed should be incorporated into the soil by raking or chain dragging, and
then lightly compacted to provide good seed-soil contact.
Apply fertilizer as specified.
Apply mulch or erosion control blanket, as specified, over the seeded areas.
Inspection and Maintenance:
Newly seeded areas need to be inspected frequently to ensure the grass is growing.
If the seeded area is damaged due to runoff, additional stormwater measures may be
needed.
Spot seeding can be done on small areas to fill in bare spots where grass did not grow
properly.
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SURFACE ROUGHENING
Construction Specifications:
Cut Slope Roughening:
Stair-step grade or groove the cut slopes that are steeper than 3:1.
Use stair-step grading on any erodible material soft enough to be ripped with a
bulldozer. Slopes consisting of soft rock with some subsoil are particularly suited to stair-
step grading.
Make the vertical cut distance less than the horizontal distance, and slightly slope the
horizontal position of the "step" in toward the vertical wall.
Do not make individual vertical cuts more than 2 feet (0.6 m) high in soft materials or
more than 3 feet (0.9 m) high in rocky materials.
Groove the slope using machinery to create a series of ridges and depressions that run
across the slope, on the contour.
Fill Slope Roughening:
Place fill slopes with a gradient steeper than 3:1 in lifts not to exceed 8 inches (0.2 m),
and make sure each lift is properly compacted.
Ensure that the face of the slope consists of loose, uncompacted fill 4-6 inches (0.1-0.2
m) deep.
Use grooving or tracking to roughen the face of the slopes, if necessary.
Apply seed, fertilizer and straw mulch then track or punch in the mulch with the
bulldozer.
Do not blade or scrape the final slope face.
Cuts, Fills, and Graded Areas:
Make mowed slopes no steeper than 3:1.
Roughen these areas to shallow grooves by normal tilling, disking, harrowing, or use a
cultipacker-seeder. Make the final pass of any such tillage on the contour.
Make grooves formed by such implements close together (less than 10 inches (0.3 m)),
and not less than 1 inch (25.4 mm) deep.
Excessive roughness is undesirable where mowing is planned.
Roughening With Tracked Machinery:
Limit roughening with tracked machinery to soils with a sandy textural component to
avoid undue compaction of the soil surface.
Operate tracked machinery up and down the slope to leave horizontal depressions in
the soil. Do not back-blade during the final grading operation.
Immediately seed and mulch roughened areas to obtain optimum seed germination and
growth.
Inspection and Maintenance: Periodically check the seeded slopes for rills and washes.
Fill these areas slightly above the original grade, then reseed and mulch as soon as possible.
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TEMPORARY SEEDING
Construction Specifications:
Timing: The proper time to seed is dependent upon the climate of the area.
Seed Mixes: Select plants appropriate to the season and site conditions.
Legumes should be inoculated with the proper rhizobium bacteria before planting.
Pellet inoculated seed can be purchased or inoculation can be done in the field. Use only
fresh, age dated inoculate specifically labeled for use with the legume you are using.
Site Preparation:
Grade as needed and feasible to permit the use of equipment for seedbed preparation.
Install needed erosion control practices, such as sediment basins, diversion dikes and
channels, prior to seeding. Divert concentrated flows away from seeded areas.
Soil tests should be done to determine the nutrient and pH content of soil. Depending
on the results of soil tests, soil management may be necessary to adjust the pH to between
6.5 and 7.0 (for most conditions). All lime, fertilizer and other soil amendments should be
addressed following sound soil management practices.
Surface roughening: If the area has been recently loosened or disturbed, no further
roughening is required. When the area is compacted, crusted or hardened the soil shall be
loosened with discing, raking or harrowing. Tracking with bulldozer cleats is very effective
on sandy soils.
Hydroseeding and hydraulic planting generally require less seedbed prep.
Generally, slopes steeper than 2:1 that cannot have good seedbed preparations with
equipment, and will sometimes require hydraulic planting techniques.
Seed to soil contact is the key to good germination. Prepare a 3-5 inch (76-127 mm)
deep seedbed, with the top 3-4 inches (76-102 mm) consisting of topsoil. Note that the
earth bed upon which the topsoil is to be placed should be at the required grade.
The seedbed should be firm but not compact. The top 3 inches (76 mm) of soil should
be loose , moist and free of large clods and stones. For most applications, all stones larger
than 2 inches (51 mm) in diameter, roots, litter and any foreign matter should be raked and
removed.
The topsoil surface should be in reasonably close conformity to the lines, grades and
cross sections shown on the grading plans.
Planting:
Seed should be applied as soon after seedbed preparation as possible, when the soil is
loose and moist.
Always apply seed before mulch.
Apply seed using calibrated spreaders, cyclone seeders, mechanical drills, or
hydroseeders so the seed is applied uniformly on the site.
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Apply fertilizer if required. Seed and fertilizer should be incorporated into the soil by
raking or chain dragging, or otherwise floated, then lightly compacted to provide good seed-
soil contact.
Straw mulch, erosion control blankets or mulch and tackifiers/soil binders should be
applied over the seeded areas.
Inspection and Maintenance:
Newly seeded areas need to be inspected frequently to ensure the grass is growing.
Areas which fail to establish cover adequate to prevent sheet and rill erosion will be
reseeded as soon as such areas are identified. Spot seeding can be done on small areas to
fill in bare spots where grass did not grow properly.
If the seeded area is damaged due to concentrated runoff, additional practices may be
needed.
Temporary vegetated areas will be maintained until permanent vegetation or other
erosion control practices can be established
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TOPSOILING
Construction Specifications:
Determine whether the quality and quantity of available topsoil justifies selective
handling.
Soils of the textural class of loam, sandy loam, and silt loam are best; sandy clay loam,
silty clay loam, clay loam, and loamy sand are fair. Do not use heavy clay and organic soils
such as peat or muck as topsoil.
Strip topsoil only from those areas that will be disturbed by excavation, filling, road
building, or compacting by equipment. A 4-6 inch (0.1-0.2 m) stripping depth is common,
but depth varies depending on the site.
Determine depth of stripping by taking soil cores at several locations within each area
to be stripped. Topsoil depth generally varies along a gradient from hilltop to toe of the
slope.
Put sediment basins, diversions, and other controls into place before stripping.
Select stockpile location to avoid slopes, natural drainage ways, and traffic routes. On
large sites, re-spreading is easier and more economical when topsoil is stockpiled in small
piles located near areas where they will be used.
Use silt fences or other barriers where necessary to retain sediment.
Protect topsoil stockpiles by temporarily seeding and/or mulching as soon as possible
to assure the stored material is not exposed and allowed to erode.
If stockpiles will not be used within 12 months they must be stabilized with permanent
vegetation to control erosion and weed growth.
Before spreading topsoil, establish erosion and sedimentation control practices such as
diversions, berms, dikes, waterways, and sediment basins.
Where the pH of the existing subsoil is 6.0 or less, or the soil is composed of heavy clays,
incorporate agricultural limestone in amounts recommended by soil tests or specified for
the seeding mixture to be used. Incorporate lime to a depth of at least 2 inches (51 mm) by
disking.
Immediately prior to spreading the topsoil, loosen the subgrade by disking or scarifying
to a depth of at least 3 inches (76 mm), to ensure bonding of the topsoil and subsoil. If no
amendments have been incorporated, loosen the soil to a depth of at least 6 inches (0.15 m)
before spreading topsoil.
Uniformly distribute topsoil to a minimum compacted depth of 2 inches (51 mm) on 3:1
slopes and 4 inches (0.1 m) on flatter slopes.
Do not spread topsoil while it is frozen or muddy or when the subgrade is wet or frozen.
Correct any irregularities in the surface that result from topsoiling or other operations
to prevent the formation of depressions or water pockets.
Compact the topsoil enough to ensure good contact with the underlying soil, but avoid
excessive compacting, as it increases runoff and inhibits seed germination. Light packing
with a roller is recommended where high maintenance turf is to be established.
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On slopes and areas that will not be mowed, the surface may be left rough after
spreading topsoil. A disk may be used to promote bonding at the interface between the
topsoil and subsoil.
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ENERGY DISSIPATOR
Construction Specifications:
Ensure that the subgrade for the filter and riprap follows the required lines and grades
shown in the plan. Compact any fill required in the subgrade to the density of the
surrounding undisturbed material. Low areas in the subgrade on undisturbed soil may also
be filled by increasing the riprap thickness.
The riprap and gravel filter must conform to the specified grading limits shown on the
plans.
Filter cloth, when used, must meet design requirements and be properly protected from
punching or tearing during installation. Repair any damaged fabric by removing the riprap
and placing another piece of filter cloth over the damaged area. All connecting joints should
overlap a minimum of 1 foot (0.3 m). If the damage is extensive, replace the entire filter
cloth.
Riprap may be placed by equipment, but take care to avoid damaging the filter.
The minimum thickness of the riprap should be 1.5 times the maximum stone diameter.
Riprap may be field stone or rough quarry stone. It should be hard, angular, highly
weather-resistant and well graded.
Construct the apron on zero grade with no overfall at the end. Make the top of the
riprap at the downstream end level with the receiving area or slightly below it.
Ensure that the apron is properly aligned with the receiving stream and preferably
straight throughout its length. If a curve is needed to fit site conditions, place it in the upper
section of the apron.
Immediately after construction, stabilize all disturbed areas with vegetation.
Inspection and Maintenance: Inspect riprap outlet structures after heavy rains to see if
any erosion around or below the riprap has taken place or if stones have been dislodged.
Immediately make all needed repairs to prevent further damage.
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WATERBARS AND ROLLING DIPS
Construction Specifications:
Install the diversion as soon as the right-of-way has been cleared and graded.
Construct a rolling dip if the road is intended for winter use and use by vehicles with
low clearance.
The waterbars and rolling dips should be built at an angle of 45 to 60 degrees from the
centerline.
The diversion should have a positive grade of 2% minimum.
For rolling dips the height from channel bottom to the top of the settled ridge shall be
18 inches (0.5 m) and the side slopes of the ridge shall be 2:1 or flatter.
The distance it takes for unrocked, unprotected running surface of a nearby road to
develop a 1 inch (25.4 mm) rill is a rough measure of the appropriate spacing distance.
Inspection and Maintenance:
Periodically inspect waterbars and rolling dips. Inspect after every heavy rainfall for
erosion damage. Immediately remove sediment from the flow area.
Check outlet areas and make timely repairs as needed.
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TEMPORARY SEDIMENT BASIN
Construction Specifications:
Construct the basin by excavating or building an embankment before any clearing or
grading work begins.
Areas under the embankment and any structural works shall be cleared, grubbed and
stripped of any vegetation and rootmat as shown on the erosion and sediment control plan.
In order to facilitate cleanout and restoration, the basin area shall be cleared, grubbed
and stripped of any vegetation.
A cut-off trench shall be excavated along the centerline of the earth fill embankments.
The minimum depth shall be 2 feet (0.6 m) The cut-off trench shall extend up both
abutments to the riser crest elevation.
Fill material for the embankment should be clean mineral soil free of roots, woody
vegetation, oversized stones, rocks or other objectionable material.
The fill material shall contain sufficient moisture so that it can be formed by hand into a
ball without crumbling.
Fill material shall be placed in 6 inch (0.2 m) lifts, continuous layers over the entire
length of the fill. Compacting shall be obtained by routing the hauling equipment over the
fill so that the entire surface of each layer of the fill is traversed by at least one wheel or
tread track of the equipment, or by the use of a compactor.
The embankment should be constructed to an elevation of 10 percent higher than the
design height to allow for settlement if compacting is achieved with hauling equipment. If
compactors are used for compacting, the overbuild may be reduced to not less than 5
percent.
The principle spillway riser shall be securely attached to the discharge pipe by welding
all around. All connections shall be watertight.
The pipe and riser shall be placed on a firm, smooth soil foundation. The connection
between the riser and the riser base shall be watertight. Pervious materials such as sand,
gravel or crushed stone shall not be used as backfill around the pipe or anti-seep collars.
The fill material around the pipe spillway shall be placed in 4-inch (101 mm) layers and
compacted under the shoulders and around the pipe to at least the same density as the
adjacent embankment. A minimum of 2 feet (0.6 m) of compacted backfill shall be placed
over the pipe spillway before crossing it with construction equipment.
Steel base plates shall have at least 2 1/2 feet (0.8 m) of compacted earth, stone or
gravel over them to prevent flotation.
The emergency spillway shall not be installed in fill. Elevations, design width, and
entrance and exit channel slopes are critical to the successful operation of the emergency
spillway.
Baffles shall be constructed of 4 inch (101 mm) by 4 inch (101 mm) posts and of 4 foot
(1.2 m) by 8 foot (2.4 m) - 1/2inch (12.7 mm) exterior plywood. The posts shall be set at
least 3 feet (0.9 m) into the ground, no further apart than 8 feet (2.4 m) center to center, and
shall reach a height 6 inches (.2 m) below the riser crest elevation.
The embankment and emergency spillway shall be stabilized with vegetation
immediately following construction.
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Construction operations shall be carried out in such a manner that erosion and water
pollution will be minimized.
Local and state requirements shall be met concerning fencing and signs warning the
public of hazards of soft sediment and floodwater.
Inspection and Maintenance:
Inspect weekly and after each rain.
All damages caused by soil erosion or construction equipment shall be repaired before
the end of each working day.
Remove sediment when the sediment strorage zone is half full. This sediment shall be
placed in such a manner that it will not erode from the site. The sediment shall not be
deposited downstream from the embankment or in or adjacent to a stream or floodplain.
When temporary structures have served their intended purpose and the contributing
drainage area has been properly stabilized, the embankment and resulting sediment
deposit shall be leveled or otherwise disposed of in accordance with the approved erosion
and sediment control plan.
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SILT FENCE
Construction Specifications:
The height of a silt fence shall not exceed 36 inches (0.9 m). Storage height and ponding
height shall never exceed 18 inches (0.5 m).
The fence line shall follow the contour as closely as possible.
If possible, the filter fabric shall be cut from a continuous roll to avoid the use of joints.
When joints are necessary, filter cloth shall be spliced only at a support post, with a
minimum 6 inch (0.2 m) overlap and both ends securely fastened to the post.
Posts shall be spaced a maximum of 10 feet (3.1 m) apart and driven securely into the
ground (minimum of 12 inches (0.3 m)). When extra-strength fabric is used without the
wire support fence, post spacing shall not exceed 6 feet (1.8 m).
Turn the ends of the fence uphill.
A trench shall be excavated approximately 4 inches (101 mm) wide and 6 inches (0.2 m)
deep along the line of posts and upslope from the barrier.
When standard-strength filter fabric is used, a wire mesh support fence shall be
fastened securely to the upslope side of the posts using heavy duty wire staples at least
1inch (25.4 mm) long, tie wires or hog rings. The wire shall extend into the trench a
minimum of 2 inches (51 mm) and shall not extend more than 36 inches (0.9 m) above the
original ground surface.
The standard-strength filter fabric shall be stapled or wired to the fence, and 6 inches
(0.2 m) of the fabric shall extend into the trench. The fabric shall not extend more than 36
inches (0.9 m) above the original ground surface. Filter fabric shall not be stapled to
existing trees.
When extra-strength filter fabric and closer post spacing are used, the wire mesh
support fence may be eliminated. In such a case, the filter fabric is stapled or wired directly
to the posts.
The trench shall be backfilled and the soil compacted over the toe of the filter fabric.
Silt fences placed at the toe of a slope shall be set at least 6 feet (1.8 m) from the toe in
order to increase ponding volume.
Silt fences shall be removed when they have served their useful purpose, but not before
the upslope area has been permanently stabilized and any sediment stored behind the silt
fence has been removed.
Inspection and Maintenance:
Silt fences and filter barriers shall be inspected weekly after each significant storm (1
inch (25.4 mm) in 24 hour). Any required repairs shall be made immediately.
Sediment should be removed when it reaches 1/3 height of the fence or 9 inches (0.3 m)
maximum.
The removed sediment shall conform with the existing grade and be vegetated or
otherwise stabilized.
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STRAW BALE SEDIMENT BARRIERS (SEMI‐PERVIOUS)
Construction Specifications:
The rock spillway shall be constructed of graded drain rock, 1 1/2 inch (38 mm)
minimum, that is sized according to expected flows. Filter fabric may be used to cover the
bales and be enveloped in the rock spillway. Filter fabric will increase the useful life of the
barrier beyond one year.
The rock spillway shall be constructed to a height of 2/3 that of the straw bales.
The maximum height of the spillway shall be 2 feet (0.6 m).
Place bales in a single row, lengthwise, oriented perpendicular to the flow, and with
ends of adjacent bales tightly abutting one another.
Each bale shall be embedded in the soil a minimum of 4 inches (101 mm). Use straw,
rocks, or filter fabric to fill any gaps between the bales and tamp the backfill material to
prevent erosion under or around the bales.
If the bales are wire bound, they should be oriented so the bindings are around the sides
rather than along the top and bottom. Wire bindings that are placed in contact with the soil
soon disintegrate and may allow the bale to fall apart.
The bales shall be securely anchored in place by two wooden stakes or rebar driven
through the bales. The first stake in each bale shall be driven toward the previously laid
bale to force the bales tightly together. Drive the stakes at least 18 inches (0.5 m) into the
ground. Proper staking is particularly important in channel flow applications.
Extend the barrier, across the swale, to such a length that the bottoms of the end bales
are at a higher elevation than the top of the rock spillway to assure that sediment-laden
runoff will flow either through or over the barrier but not around it.
Rock and/or filter fabric placed immediately downstream of the rock spillway will
dissipate the energy of the falling water and reduce downstream erosion.
Inspection and Maintenance:
The semi-pervious straw bale barriers shall be inspected periodically during the winter
and after each significant storm (1 inch (25.4 mm) in 24 hr). Repairs and/or replacement
shall be made promptly.
Sediment shall be removed when the barrier is 60 percent full. The removed sediment
shall be deposited in an area that will not contribute sediment off-site and can be
permanently stabilized.
Remove the straw bales and stakes, and remove or spread the rock in the channel
bottom when the upslope areas have been permanently stabilized.
Properly dispose of all the bindings which have fallen from the straw bales.
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STRAW BALE DIKE
Construction Specifications:
The bales shall be placed on the slope contour at the toe of the slope or around the
perimeter of the construction site. If the dike is constructed at the toe of a slope, place it 5-6
feet (1.5-1.8 m) away from the slope if possible.
Do not construct the dike more than one bale high.
Bales shall be placed in a row with the ends tightly abutting.
Each bale shall be embedded in the soil a minimum of 4 inches (101 mm). Use straw,
rocks, or filter fabric to fill any gaps between the bales and tamp the backfill material to
prevent erosion under or around the bales.
If the bales are wire bound, they should be oriented so the bindings are around the sides
rather than along the top and bottom. Wire bindings that are placed in contact with the soil
soon disintegrate and may allow the bale to fall apart.
The bales shall be securely anchored in place by two wooden stakes or rebar driven
through the bales. The first stake in each bale shall be driven toward the previously laid
bale to force the bales tightly together. Drive the stakes at least 18 inches (0.5 m) into the
ground.
The straw bales do not need to be anchored if the bales are used on a relatively flat
construction area and the straw bale dike is inspected regularly. The trapped sediment
should be removed when required, and repairs made promptly. The bales also do not need
to be anchored if they are to be removed and replaced daily to facilitate construction.
Inspection and Maintenance:
The straw bale dikes shall be inspected weekly and after each significant storm (1 inch
(25.4 mm) in 24 hr).
Repairs and/or replacement shall be made promptly.
Remove sediment behind the barrier when it reaches a depth of 6 inches (0.2 m).
Remove the straw bales when the upslope areas have been permanently stabilized.
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COIR LOGS / STRAW ROLLS (WATTLES)
Construction Specifications:
Prepare the slope before the wattling procedure is started.
Shallow gullies should be smoothed as work progresses.
Dig small trenches across the slope on contour, to place rolls in. The trench should be
deep enough to accommodate half the thickness of the roll. When the soil is loose and
uncompacted, the trench should be deep enough to bury the roll 2/3 of its thickness
because the ground will settle.
It is critical that rolls are installed perpendicular to water movement, parallel to the
slope contour.
Start building trenches and install rolls from the bottom of the slope and work up.
Construct trenches at contour intervals of 3-12 feet (0.9-3.7 m) apart depending on
steepness of slope. The steeper the slope, the closer together the trenches.
Lay the roll along the trenches fitting it snugly against the soil. Make sure no gaps exist
between the soil and the straw wattle.
Use a straight bar to drive holes through the wattle and into the soil for the willow or
wooden stakes.
Drive the stake through prepared hole into soil. Leave only 1 or 2 inches (25 or 51 mm)
of stake exposed above roll.
Install stakes at least every 4 feet (1.2 m) apart through the wattle. Additional stakes
may be driven on the downslope side of the trenches on highly erosive or very steep slopes.
Inspection and Maintenance:
Inspect the straw rolls and the slopes after significant storms. Make sure the rolls are in
contact with the soil.
Repair any rills or gullys promptly.
Reseed or replant vegetation if necessary until the slope is stabilized.
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CHECK DAMS
Construction Specifications:
Obtain appropriate permits or approvals from local or state regulatory agencies.
The maximum spacing between the dams shall be such that the toe of the upstream dam
is at the same elevation as the top of the downstream dam.
Rock dams shall be constructed of 2-15 inch (51-381 mm) rock.
Keep the center rock (spillway) section at least 6 inches (0.2 m) lower than the outer
edges.
Extend the abutments 18 inches (0.5 m) into the channel bank.
Straw bales shall be placed in a single row, lengthwise, oriented perpendicular to the
flow, with the ends of adjacent bales tightly abutting one another.
Straw bale dams shall be extended such that the bottoms of the end bales are higher in
elevation than the top of the middle bale spillway to ensure that sediment-laden runoff will
flow over the barrier, and not around it.
Each straw bale shall be embedded in the soil a minimum of 4 inches (101 mm). Use
straw, rocks, or filter fabric to fill any gaps between the bales and tamp the backfill material
to prevent erosion under or around the bales.
If the straw bales are wire bound, they should be oriented so the bindings are around
the sides rather than along the top and bottom. Wire bindings that are placed in contact
with the soil soon disintegrate and may allow the bale to fall apart.
The straw bales shall be securely anchored in place by two wooden stakes or rebar
driven through the bales. The first stake in each bale shall be driven toward the previously
laid bale to force the bales tightly together. Drive the stakes at least 18 inches (0.5 m) into
the ground. Proper staking is particularly important in channel flow applications.
Construct an energy dissipator to reduce downstream erosion.
Inspection and Maintenance:
The check dams shall be inspected for damage periodically during the winter and after
each significant storm (1 inch (25 mm) in 24 hours) Prompt repairs shall be made to
ensure that the dam is functioning properly. Any erosion caused by flows around the edges
of the dam or under the structure shall be corrected immediately.
Remove sediment from behind the dams when they become 60 percent full, or as
needed. The removed sediment shall be deposited in an area that will not contribute
sediment off-site and can be permanently stabilized.
Remove checkdams and stakes when stabilization is complete.
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EROSION CONTROL BLANKETS AND MATS
Construction Specifications:
Site Preparation:
Proper site preparation is essential to ensure complete contact of the protection matting
with the soil.
Grade and shape area of installation.
Remove all rocks, clods, vegetative or other obstructions so that the installed blankets,
or mats will have direct contact with the soil.
Prepare seedbed by loosening 2-3 inches (50.8-76.2 mm) of topsoil above final grade.
Incorporate amendments, such as lime and fertilizer, into soil according to soil test and
the seeding plan.
Seeding:
Seed area before blanket installation for erosion control and re-vegetation. Seeding
after mat installation is often specified for turf reinforcement application. When seeding
prior to blanket installation, all check slots and other areas disturbed during installation
must be reseeded.
Where soil filling is specified, seed the matting and the entire disturbed area after
installation and prior to filling the mat with soil.
Anchoring: U-shaped wire staples, metal geotextile stake pins, or triangular wooden stakes
can be used to anchor mats to the ground surface. Wire staples should be a minimum of 11
gauge. Metal stake pins should be 3/16 inch (4.8 mm) diameter steel with a 1 1/2 inch
(38.1 mm) steel washer at the head of the pin. Wire staples and metal stakes should be
driven flush to the soil surface. All anchors should be 6-8 inches (0.2-0.5 m) long and have
sufficient ground penetration to resist pullout. Longer anchors may be required for loose
soils.
Installation on Slopes:
Begin at the top of the slope and anchor its blanket in a 6 inch (0.2 m) deep x 6 inch (0.2
m) wide trench. Backfill trench and tamp earth firmly.
Unroll blanket downslope in the direction of the water flow.
The edges of adjacent parallel rolls must be overlapped 2-3 inches (51-76 mm) and be
stapled every 3 feet (0.9 m).
When blankets must be spliced, place blankets end over end (shingle style) with 6 inch
(0.2 m) overlap. Staple through overlapped area, approximately 12 inches (0.3 m) apart.
Lay blankets loosely and maintain direct contact with the soil - do not stretch.
Blankets shall be stapled sufficiently to anchor blanket and maintain contact with the
soil. Staples shall be placed down the center and staggered with the staples placed along
the edges. Steep slopes, 1:1 to 2:1, require 2 staples per square yard. Moderate slopes, 2:1
to 3:1, require 1-2 staples per square yard (1 staple 3’ o.c.). Gentle slopes require 1 staple
per square yard.
Installation in channels:
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Dig initial anchor trench 12 inches (0.3 m) deep and 6 inches (0.2 m) wide across the
channel at the lower end of the project area.
Excavate intermittent check slots, 6 inches (0.2 m) deep and 6 inches (0.2 m) wide
across the channel at 25-30 foot (7.6-9.1 m) intervals along the channel.
Cut longitudinal channel anchor slots 4 inches (101 mm) deep and 4 inches (101 mm)
wide along each side of the installation to bury edges of matting. Whenever possible extend
matting 2-3 inches (51-76 mm) above the crest of channel side slopes.
Beginning at the downstream end and in the center of the channel, place the initial end
of the first roll in the anchor trench and secure with fastening devices at 1 foot (.3 m)
intervals. Note: matting will initially be upside down in anchor trench.
In the same manner, position adjacent rolls in anchor trench, overlapping the preceding
roll a minimum of 3 inches (7.6 cm).
Secure these initial ends of mats with anchors at 1 foot (0.3 m) intervals, backfill and
compact soil.
Unroll center strip of matting upstream. Stop at next check slot or terminal anchor
trench.
Unroll adjacent mats upstream in similar fashion, maintaining a 3 inch (76 mm) overlap.
Fold and secure all rolls of matting snugly into all transverse check slots. Lay mat in the
bottom of the slot then fold back against itself. Anchor through both layers of mat at 1 inch
(25.4 mm) intervals, then backfill and compact soil. Continue rolling all mat widths
upstream to the next check slot or terminal anchor trench.
Alternate method for noncritical installations: place two rows of anchors on 6 inch (0.2
m) centers at 25-30 feet (7.6-9.1 m) intervals in lieu of excavated check slots.
Shingle-lap spliced ends by a minimum of 1 foot (0.3 m) with upstream mat on top to
prevent uplifting by water or begin new rolls in a check slot. Anchor overlapped area by
placing two rows of anchors, 1 foot (0.3 m) apart on 1 foot (0.3 m) intervals.
Place edges of outside mats in previously excavated longitudinal slots, anchor using
prescribed staple pattern, backfill and compact soil.
Anchor, fill and compact upstream end of mat in a 12 inch (0.3 m) x 6 inch (0.2 m)
terminal trench.
Secure mat to ground surface using U-shaped wire staples geotextile pins or wooden
stakes.
Seed and fill turf reinforcement matting with soil, if specified.
Soil filling if specified for turf reinforcement:
After seeding, spread and lightly rake 1/2-3/4 inches (12.7-19.1 mm) of fine topsoil into
the mat apertures to completely fill mat thickness. Use backside of rake or other flat
implement.
Spread topsoil using lightweight loader, backhoe, or other power equipment. Avoid
sharp turns with equipment.
Do not drive tracked or heavy equipment over mat.
Avoid any traffic over matting if loose or wet soil conditions exist.
Use shovels, rakes or brooms for fine grading and touch up.
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Smooth out soil filling, just exposing top netting of matrix.
Inspection and Maintenance:
All blanket and mats should be inspected periodically following installation.
Inspect installation after significant rainstorms to check for erosion and undermining.
Any failure should be repaired immediately.
If washout or breakage occurs, re-install the material after repairing the damage to the
slope or drainageway.
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TEMPORARY DIVERSION DIKE
Construction Specifications:
Temporary diversion dikes must be installed as a first step in the land-disturbing
activity and must be functional prior to upslope land disturbance.
The dike should be adequately compacted to prevent failure.
Temporary or permanent seeding and mulch shall be applied to the dike immediately
following its construction.
The dike should be located to minimize damages by construction operations and traffic.
Inspection and Maintenance:
The measure shall be inspected after every storm and repairs made to the dike, flow
channel, outlet or sediment trapping facility, as necessary.
Once every two weeks, whether a storm event has occurred or not, the measure shall be
inspected and repairs made if needed.
Diversion Dikes used to trap sediment shall be inspected and cleaned out after every
significant storm.
Damages caused by construction traffic or other activity must be repaired before the
end of each working day.
If vegetation has not been established, reseed damaged and sparse areas immediately.
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Oak Meadows Ranch – Filing 4 - Phase 3 – Construction Specifications Appendix B
APPENDIX B - PAGE 57
APPENDIX B
CONSTRUCTION SPECIFICATIONS
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APPENDIX B - PAGE 58
Construction Specifications
Table of Contents‐Appendix B
Specification Page
INTRODUCTION:....................................................................................................................................... 5
Project Location: ..................................................................................................................................................... 5
Project Description: ............................................................................................................................................... 5
Project Owner: ......................................................................................................................................................... 5
Project Contractor: ................................................................................................................................................. 5
PROJECT IMPLEMENTATION: .............................................................................................................. 5
Estimated Dates of Construction:..................................................................................................................... 5
Hours of Construction: ......................................................................................................................................... 5
Construction Phasing: ........................................................................................................................................... 5
Construction Plans: ................................................................................................................................................ 5
Construction Specifications: ............................................................................................................................... 6
PROJECT MANAGEMENT: ...................................................................................................................... 6
Areas of Disturbance ............................................................................................................................................. 6
Proposed BMPs (Best Management Practices) .......................................................................................... 6
Construction Parking ............................................................................................................................................ 6
Material and Equipment Storage ..................................................................................................................... 6
Construction Staging ............................................................................................................................................. 6
Emergency Vehicle Access: ................................................................................................................................. 6
TRAFFIC CONTROL .................................................................................................................................. 6
Construction Access ............................................................................................................................................... 6
Weight and Dimensions of Construction Vehicles .................................................................................... 6
Delivery of Construction Equipment and Materials ................................................................................. 7
SEDIMENT AND EROSION CONTROL ................................................................................................. 7
Best Management Practices (BMPs) ............................................................................................................... 7
Fugitive Dust Control ............................................................................................................................................ 7
VEHCILE EMISSIONS ............................................................................................................................... 7
General ........................................................................................................................................................................ 7
NOISE SUPPRESSION ............................................................................................................................... 7
General ........................................................................................................................................................................ 7
Noise Controls .......................................................................................................................................................... 8
RECLAMATION: ......................................................................................................................................... 8
General ........................................................................................................................................................................ 8
APPENDIX A ............................................................................................................................................... 9
BEST MANAGEMENT PRACTICE (BMP) ............................................................................................ 9
CONSTRUCTION SPECIFICATIONS ..................................................................................................... 9
TEMPORARY GRAVEL CONSTRUCTION ENTRANCE/EXIT ............................................................... 10
LAND GRADING FOR MINIMIZING EROSION ........................................................................................... 12
MINIMIZE DISTURBANCE AND BUFFER STRIPS ................................................................................... 14
MULCHING .............................................................................................................................................................. 15
PERMANENT SEEDING...................................................................................................................................... 19
SURFACE ROUGHENING ................................................................................................................................... 21
TEMPORARY SEEDING ...................................................................................................................................... 26
TOPSOILING ........................................................................................................................................................... 28
ENERGY DISSIPATOR ......................................................................................................................................... 30
Oak Meadows Ranch – Filing 4 - Phase 3 – Construction Specifications Appendix B
APPENDIX B - PAGE 59
WATERBARS AND ROLLING DIPS ................................................................................................................ 32
TEMPORARY SEDIMENT BASIN .................................................................................................................... 34
SILT FENCE ............................................................................................................................................................. 37
STRAW BALE SEDIMENT BARRIERS (SEMI-PERVIOUS) .................................................................... 39
STRAW BALE DIKE ............................................................................................................................................. 41
COIR LOGS / STRAW ROLLS (WATTLES) .................................................................................................. 43
CHECK DAMS ......................................................................................................................................................... 45
EROSION CONTROL BLANKETS AND MATS ............................................................................................ 50
TEMPORARY DIVERSION DIKE ..................................................................................................................... 55
APPENDIX B ............................................................................................................................................ 57
CONSTRUCTION SPECIFICATIONS .................................................................................................. 57
SPECIAL CONDITIONS ......................................................................................................................... 61
1. GENERAL ....................................................................................................................................................... 61
2. SCOPE OF WORK ........................................................................................................................................ 61
3. SCHEDULE OF WORK ............................................................................................................................... 61
4. CONSTRUCTION DRAWINGS ................................................................................................................ 61
5. CONSTRUCTION ACCESS ........................................................................................................................ 61
6. DELIVERY OF CONSTRUCTION MATERIALS AND EQUIPMENT ............................................ 61
7. EMERGENCY VEHICLE ACCESS ............................................................................................................ 61
8. MATERIAL TESTING ................................................................................................................................. 61
9. CONSTRUCTION STAKING ..................................................................................................................... 62
10. MAINTENANCE OF UTILITIES .............................................................................................................. 62
11. EROSION CONTROL AND BEST MANAGEMENT PRACTICES .................................................. 62
12. CLEARING AND GRUBBING ................................................................................................................... 63
13. EARTHWORK EXCAVATION AND RECOMPACTION OF ONSITE MATERIAL .................... 63
14. POTABLE WATER MAINS ....................................................................................................................... 63
15. JOINT RESTRAINT ..................................................................................................................................... 64
16. FIRE HYDRANT ASSEMBLIES ............................................................................................................... 64
17. MAIN LINE ISOLATION VALVES AND BOXES. ............................................................................... 64
18. CONNECTION TO EXISTING WATER LINES ................................................................................... 65
19. WATER SERVICE LINES .......................................................................................................................... 65
20. SERVICE SADDLES, CORPORATION STOPS, CURB STOPS AND RISER BOXES ................. 65
21. SANITARY SEWER MAIN LINE CONSTRUCTION .......................................................................... 65
22. SANITARY SEWER MANHOLE CONSTRUCTION ........................................................................... 65
23. SANITARY SEWER SERVICE LINE CONSTRUCTION ................................................................... 66
24. EXCAVATE SHALLOW UTILITY TRENCHES FOR ELECTRIC, PHONE, CABLE T.V. AND
GAS. .................................................................................................................................................................. 66
25. SUBGRADE PREPARATION .................................................................................................................... 66
26. AGGREGATE BASE COURSE PLACEMENT ....................................................................................... 66
27. PROOF ROLLING, STABILITY ................................................................................................................ 67
28. HOT BITUMINOUS PAVEMENT ............................................................................................................ 67
29. TRAFFIC SIGNS ........................................................................................................................................... 67
30. TRAFFIC CONTROL ................................................................................................................................... 67
31. REVEGETATION OF DISTURBED AREAS ......................................................................................... 67
TRAFFIC REGULATION ........................................................................................................................ 68
CLEARING AND GRUBBING ................................................................................................................ 69
EXCAVATION .......................................................................................................................................... 70
EARTH FILL ............................................................................................................................................. 73
ROAD AGGREGATE ............................................................................................................................... 77
HOT BITUMINOUS PAVEMENT ......................................................................................................... 79
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APPENDIX B - PAGE 60
PORTLAND CEMENT CONCRETE ..................................................................................................... 91
STORM DRAINAGE ................................................................................................................................ 96
DRAINAGE CULVERTS ....................................................................................................................... 103
SEWER PIPELINE CONSTRUCTION ............................................................................................... 106
SEWER TESTING BY AIR PRESSURE ............................................................................................. 113
VACUUM TESTING OF MANHOLES ................................................................................................ 116
WATER PIPELINE CONSTRUCTION ............................................................................................... 117
HYDROSTATIC TESTING OF WATER PIPELINES ...................................................................... 124
FLUSHING AND DISINFECTION OF WATER LINES ................................................................... 127
SERVICE CONNECTIONS, SERVICE LINES, METERS AND APPURTENANCES ................... 128
SHALLOW UTILITIES ......................................................................................................................... 131
PAVEMENT MARKING ....................................................................................................................... 134
SEEDING AND MULCHING ................................................................................................................ 136
RESTORATION OF GROUNDS .......................................................................................................... 142
TESTING AND INSPECTION .............................................................................................................. 143
RECORD DRAWINGS .......................................................................................................................... 145
AIR POLLUTION CONTROL .............................................................................................................. 146
APPENDIX B1 ....................................................................................................................................... 147
AWWA Standard for Disinfecting Water Mains ....................................................................... 147
APPENDIX B2 ....................................................................................................................................... 148
Geotechnical Report from HP Geotech ....................................................................................... 148
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APPENDIX B - PAGE 61
SPECIAL CONDITIONS
1. GENERAL
Work to be done under this Contract consists of furnishing all labor, materials, equipment
and accessories and performing all operations to complete the project work in accordance
with the drawings and specifications.
2. SCOPE OF WORK
The scope of the Work generally consists of site preparation, and the construction of
sanitary sewer main, water main, road, stormwater infrastructure, and shallow utilities for
Phase 3 of Filing 4 of the Oak Meadows Ranch PUD, in unincorporated Garfield County,
Colorado.
3. SCHEDULE OF WORK
The Work is to be performed in accordance with this Construction Management Plan.
Hours of operation will be limited to 7 AM to 6 PM, Monday through Saturday. No
construction is permitted on Sundays and federally designated holidays.
4. CONSTRUCTION DRAWINGS
The FINAL drawings governing and controlling the Work, and to which reference is
made throughout the specifications are Oak Meadows Ranch PUD, Filing No. 4, Phase
3, - FINAL CONSTRUCTION PLANS dated February 28, 2023 prepared by Gamba &
Associates, Inc. and which include 16 Sheets.
5. CONSTRUCTION ACCESS
All construction traffic shall access the project from Four Mile Road and Oak Way North.
6. DELIVERY OF CONSTRUCTION MATERIALS AND EQUIPMENT
All construction deliveries shall be limited to the hours of construction without exception.
7. EMERGENCY VEHICLE ACCESS
For emergency purposes, the project can be accessed via two separate points of ingress and
egress, northern intersection of the proposed development road Lynx Lane with Oak Way
North, or the southern intersection of the proposed development road Lynx Lane with
Overland View Drive. At least one point of access shall be maintained in an unobstructed
condition at all times.
8. MATERIAL TESTING
Owner will pay for all material testing services deemed necessary by either the Engineer or
the Material Testing firm. At a minimum, the Owner will pay for the first and if necessary
the final test in any one location. Any additional testing, which is requested by the
Contractor to monitor the compaction effort or is in any other way deemed excessive or
unnecessary by the Engineer or the Material Testing firm will be performed at the
Contractor’s expense. The cost for these additional tests will be charged to the Contractor
and deducted from the payment for the Work.
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The Material Testing firm is yet to be determined. The Contractor shall coordinate with the
material testing firm to schedule adequate material testing. The material testing firm may
require advanced notice before testing. If sufficient advanced notice is not given, then the
construction activities that require testing will be delayed until such time that the material
testing firm can begin testing and if anytime delay is incurred because of the failure of
Contractor to give the required advance notice, the Contractor shall be liable for the
consequences of such failure.
9. CONSTRUCTION STAKING
Owner will provide construction stakes establishing lines, slopes, and benchmarks as
deemed necessary by the Engineer. These stakes and marks shall constitute the field
control by and in accordance with which the Contractor shall establish other necessary
controls and perform the work.
All of the above staking will be done one time only. Contractor shall notify the Engineer at
least two business days in advance to schedule any of these staking services. Any additional
staking requested by the Contractor will be charged to the Contractor on a time and
materials basis.
The Contractor shall be responsible for the preservation of all stakes and marks until the
items of construction that they govern have been checked by the Engineer or his
representative, and removal of the stakes is approved. If any of the construction stakes or
marks are carelessly or willfully destroyed or disturbed by the Contractor, the cost of
replacing them will be charged to the Contractor and deducted from the payment for the
Work. The address and phone number for Gamba & Associates, Inc – Survey Department is
as follows:
Britt Kelly – Survey Department Manager
Gamba & Associates, Inc.
Post Office Box 1458
1001 Grand Avenue, Suite 003
Glenwood Springs, Colorado 81601
Phone: (970) 945-2550
10. MAINTENANCE OF UTILITIES
It is the responsibility of the Contractor to contact the Utility Notification Center of Colorado
(U.N.C.C.) at 1- (800) 922-1987 and request utility locates in accordance with Colorado
Revised Statute CR 93-155 (as amended and revised) and all private utility companies for
field locations of utilities in, on, or adjacent to all roads and other areas of excavation prior
to construction and to verify location and depth before work begins. Failure by the
Contractor to properly request utility locations in all areas of excavation may subject the
Contractor to civil and criminal penalties. The Contractor is responsible for the protection of
all utilities during construction. All utilities shall be maintained in continuous service
throughout the entire construction period. The Contractor shall be responsible and liable
for any damages to, or interruption of, services caused by the construction.
11. EROSION CONTROL AND BEST MANAGEMENT PRACTICES
The Contractor shall provide all labor, equipment, and materials necessary for proper
erosion control throughout the construction process. The work should provide erosion
control of all disturbed surfaces and prevent the transport of eroded or tracked sediments
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APPENDIX B - PAGE 63
outside of the project area. Any soils, materials or sediments which are tracked or otherwise
transported outside of the project area shall be removed as quickly as reasonably possible.
The erosion control work shall also comply with the construction specifications AIR
POLLUTION CONTROL and with the CONSTRUCTION MANAGEMENT PLAN. The Work should
include the installation of silt fences, Gravel Tracking Reduction Areas and Sediment Filter
measures as depicted on the Erosion Control Plan. The BMPs shall be installed in
accordance with the details and specifications provided in Appendix A, or the current CDOT
specifications.
12. CLEARING AND GRUBBING
The Contractor shall provide all materials, equipment and labor necessary to perform the
clearing and grubbing in accordance with the construction plans and Construction
Specifications CLEARING AND GRUBBING. The Contractor is responsible for the removal
and disposal of all materials removed from the designated work area, provided that as much
of such materials as can be saved on site in a location to be designated by Owner for
removal by owner shall be saved on site in such location. The Contractor is otherwise
responsible for the determination of suitable locations for the disposal of all materials. All
materials shall be disposed in accordance with all applicable laws and ordinances. Some of
the vegetation to be cleared and grubbed may be chipped and made suitable for landscaping
mulch. This will be determined at the sole discretion of the Engineer and the Owner. Based
on this determination, it will be permissible to dispose of all acceptably chipped material on
the site in locations determined by the Engineer. The area to be cleared and grubbed shall
be limited to the areas to be disturbed as depicted on the construction plans or as otherwise
directed by the Engineer. This work shall be paid for at the contract unit price per square
yard of area cleared and grubbed in accordance with the Plans and Specifications.
13. EARTHWORK EXCAVATION AND RECOMPACTION OF ONSITE MATERIAL
The Contractor shall provide all materials, equipment and labor necessary to perform the
earthwork excavation and recompaction of onsite material in accordance with the
construction Plans and Specifications EXCAVATION and EARTH FILL. All fill material,
unless otherwise noted, shall be properly moisture treated within 2% of optimum moisture
content, and compacted to 95% of maximum dry density as determined by Standard
Proctor testing (ASTM D 698). All excavated material that is determined by the Engineer to
be suitable as structural fill material shall be recompacted as structural fill. The earthwork
excavation and recompaction shall be paid for at the contract unit price per cubic yard of
material excavated and recompacted in accordance with the plans and specifications, and as
measured from the pre-construction ground surface to the post-construction fill surface.
For the purposes of this bid, it shall be assumed that all excavation shall be “common
Excavation”. If any rock excavation is necessary on this project, the contract unit price shall
be negotiated for this work prior to commencing with any rock excavation work. Similarly,
we do not anticipate the need for significant dewatering efforts in order to construct this
project. If dewatering is necessary to construct this project the price for this work shall be
negotiated prior to the commencement of any dewatering work by the Contractor.
14. POTABLE WATER MAINS
The Contractor shall provide all materials, equipment and labor necessary to perform the
work of installing the water mains, tees, bends, fittings and joint restraint in accordance
with the Plans and Specifications WATER PIPELINE CONSTRUCTION, HYDROSTATIC
TESTING, FLUSHING AND DISINFECTION OF WATERLINES.. All water mains shall have a
10-gauge, insulated “UF” trace wire installed at the crown of the pipe, in accordance with
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APPENDIX B - PAGE 64
the Plans and Specifications. The primary water mains shall be constructed of 10-inch, 8-
inch and 6-inch Class 52, Ductile Iron Pipe as noted on the plans. All bends, tees and fittings
shall be Ductile Iron, red epoxy coated in compliance with AWWA C550. All portions of the
water main shall be disinfected and tested in accordance with the AWWA Standards for
Disinfecting Water Mains, which is included herein as Appendix A. The construction of any
temporary water taps for purposes of disinfection or testing shall be included within these
bid items. There will be no additional pay for any temporary service taps that are installed
in order to comply with the disinfection and testing specifications. All temporary taps along
the water main for testing shall be properly abandoned at the main upon satisfactory test
results. This work shall be paid for at the contract unit price per linear foot of each diameter
of potable water main installed in accordance with the plans and specifications.
15. JOINT RESTRAINT
The Contractor shall provide all materials, equipment and labor necessary to perform the
work of restraining all main line and fire hydrant piping. The work shall consist of the
installation of Mega Lug joint restraint glands on each side of all bends, tees, valves, fire
hydrants and other fittings. The work shall also include the installation of thrust blocks at
each bend, tee, valve, fire hydrant, or other fitting.
This work shall be not be paid for separately, but shall be considered an integral part of the
work of constructing the potable water mains, fire hydrants, services, pressure reducing
valves/vaults, air-vacuum valves/vaults, and any other water system appurtenances
constructed as part of this project.
16. FIRE HYDRANT ASSEMBLIES
The Contractor shall provide all materials, equipment and labor necessary to perform the
work of installing the complete fire hydrant assemblies, including the fire hydrants, tees, 6-
inch gate valves, valve boxes, 6-inch hydrant supply lines and joint restraint in accordance
with the Plans and Specifications WATER PIPELINE CONSTRUCTION, HYDROSTATIC
TESTING, FLUSHING AND DISINFECTION OF WATERLINES. All water lines to the fire
hydrants shall have a 10-gauge, insulated “UF” trace wire installed at the crown of the pipe,
and electrically joined to the main line trace wires, and extending to the surface beside the
fire hydrant, and the gate valve, in accordance with the Plans and Specifications. This work
shall be paid for at the contract unit price per Fire Hydrant Assembly installed in
accordance with the Plans and Specifications. The hydrant water supply lines shall be
constructed of 6-inch Class 52, Ductile Iron Pipe. All tees, valves and fittings shall be red
epoxy coated in compliance with AWWA C550.
17. MAIN LINE ISOLATION VALVES AND BOXES.
The Contractor shall provide all materials, equipment and labor necessary to perform the
work of installing the gate valves and joint restraint in accordance with the construction
plans and specifications WATER PIPELINE CONSTRUCTION, HYDROSTATIC TESTING,
FLUSHING AND DISINFECTION OF WATERLINES. All main line isolation valves shall have a
10-gauge, insulated “UF” trace wire, electrically joined to the main line trace wire extending
to the surface beside the isolation valve, in accordance with the Plans and Specifications. All
water mains and service lines shall be installed with a minimum bury depth of 6-feet. This
work shall be paid for at the contract unit price per Main Line Isolation Gate Valve and box
installed in accordance with the Plans and Specifications. All Main Line Isolation Gate
Valves shall be red epoxy coated in compliance with AWWA C550.
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APPENDIX B - PAGE 65
18. CONNECTION TO EXISTING WATER LINES
The Contractor shall provide all materials, equipment and labor necessary to perform the
work of connecting the new 8-inch Potable Water Main to the existing water mains in
accordance with the construction plans and specifications WATER PIPELINE
CONSTRUCTION, HYDROSTATIC TESTING, FLUSHING AND DISINFECTION OF
WATERLINES. All main line trace wires shall be electrically joined to the existing trace
wires, in accordance with the plans and specifications. This work shall be paid for at the
contract unit price per each connection made in accordance with the Plans and
Specifications.
19. WATER SERVICE LINES
The Contractor shall provide all materials, equipment and labor necessary to perform the
work of installing the 3/4-inch water service lines in accordance with the
Plans and Specifications SERVICE CONNECTIONS, SERVICE LINES, METERS AND
APPURTENANCES. The service lines are to be constructed of ¾-inch Type K Copper. All
water service lines shall have a trace wire electrically joined to the main line trace wire, and
extending to the surface at the curb box, in accordance with the Plans and Specifications.
This work shall be paid for at the contract unit price per linear foot of ¾” copper installed in
accordance with the Plans and Specifications.
20. SERVICE SADDLES, CORPORATION STOPS, CURB STOPS AND RISER BOXES
The Contractor shall provide all materials, equipment and labor necessary to perform the
work of installing the 3/4-inch by 10-inch saddles, 3/4” ball corporation stops, 3/4” ball
curb stops and riser boxes in accordance with the Plans and Specifications SERVICE
CONNECTIONS, SERVICE LINES, METERS AND APPURTENANCES.
The Corporation Stops are to be 3/4-inch “CC” by Compression Ball Corporation Stops.
The Curb Stops for service lines are to be Mueller B25204 Compression Ball Curb Valves or
approved equal
The curb stop riser box shall be a variable length (56” to 66”) Mueller model H-10385 with
a foot piece model H-10397, and extension rod part number 84261 or approved equal.
This work shall be paid for at the contract unit price per corporation stop and curb stop and
riser, (combined) installed in accordance with the Plans and Specifications.
21. LOW‐PRESSURE SANITARY SEWER MAIN LINE CONSTRUCTION
The Contractor shall provide all materials, equipment and labor necessary to perform the
installation of the 2-inch and 3-inch diameter SDR-11 HDPE low-pressure sewer mains in
accordance with the Plans and Specifications SEWER PIPELINE CONSTRUCTION. The low-
pressure sewer main shall be pressure tested in accordance with the construction
specifications HYDROSTATIC TESTING, FLUSHING AND DISINFECTION OF WATERLINES.
Disinfection of the low-pressure sewer mains is not required. The Sanitary Sewer Mainline
construction work shall be paid for at the contract unit price per linear foot of HDPE low-
pressure sewer main installed in accordance with the Plans and Specifications.
22. SANITARY SEWER MANHOLE CONSTRUCTION
The Contractor shall provide all materials, equipment and labor necessary to perform the
installation of the 48-inch concrete sanitary sewer manholes in accordance with the Plans
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and Specifications SEWER PIPELINE CONSTRUCTION and SEWER TESTING BY AIR
PRESSURE and VACUUM TESTING OF MANHOLES. This work shall be paid for at the
contract unit price per each sanitary sewer manhole installed in accordance with the Plans
and Specifications, or at the contract unit price for each connection made to an existing
sewer manhole.
23. SANITARY SEWER SERVICE LINE CONSTRUCTION
The Contractor shall provide all materials, equipment and labor necessary to perform the
installation of the 1-1/4 inch diameter SDR-11 HDPE low-pressure sewer service lines, and
the sanitary sewer “Wyes” and Elbows on the sewer mains, the HDPE Ball Valves and the E-
One lateral assemblies in accordance with the Plans and Specifications SEWER PIPELINE
CONSTRUCTION. The low-pressure sewer service pipelines shall be pressure tested
simultaneously with the pressure testing of the low-pressure sewer main lines in
accordance with the construction specifications HYDROSTATIC TESTING, FLUSHING AND
DISINFECTION OF WATERLINES. Disinfection of the low-pressure sewer mains is not
required. This work shall be paid for at the contract unit price per linear foot of 1-1/4 inch
diameter SDR-11 HDPE low-pressure sewer service lines installed in accordance with the
Plans and Specifications and at the contract unit price per sanitary sewer cleanout installed
in accordance with the Plans and Specifications.
24. EXCAVATE SHALLOW UTILITY TRENCHES FOR ELECTRIC, PHONE, CABLE T.V. AND
GAS.
The contractor shall provide all labor, materials, and equipment necessary to excavate the
shallow utility trench as shown on the plans and details, and in accordance with the
requirements of the individual shallow utility companies for separation and minimum
cover.
25. SUBGRADE PREPARATION
The Contractor shall provide all materials, equipment and labor necessary to prepare the
final subgrade surface in areas of excavation prior to the placement of aggregate base
course in accordance with the construction specifications EARTH FILL. The subgrade
surface shall be prepared by scarifying to a depth of at least 8-inches of the subgrade
surface, moisture treating this material to within 2% of optimum moisture content, and
compacting to at least 95% of maximum dry density as determined by Standard Proctor
testing (ASTM D 698). This work shall be paid for at the contract unit price per square yard
of subgrade preparation performed in accordance with the Plans and Specifications, and as
measured on the horizontal area of subgrade surface.
26. AGGREGATE BASE COURSE PLACEMENT
The Contractor shall provide all materials, equipment and labor necessary to prepare the
Class 6 Aggregate Base Course (ABC) surface in accordance with the construction
specifications ROAD AGGREGATE. The ABC shall be placed in maximum lifts of 6-inches
moisture treated to within 2% of optimum moisture content, and compacted to at least 95%
of maximum dry density as determined by Modified Proctor testing (ASTM D 1557). This
work shall be paid for at the contract unit price per ton of Class 6 Aggregate Base Course
placed in accordance with the Plans and Specifications, and as measured on the horizontal
area of finished surface.
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27. PROOF ROLLING, STABILITY
Following the placement and compaction of the subgrade, the Contractor shall supply all
materials, equipment, and labor necessary to proof roll the entire surface under the
direction and observation of the Geotechnical Engineer. Proof rolling shall be accomplished
using a pneumatic-tired, tandem axle dump truck or water truck loaded to a minimum of 18
kips per axle. Surface that is pumping or is deformed by the proof roll vehicle shall be
reworked and retested. If the pumping or deformation is the result of subgrade failure due
to poor compaction or excessive moisture, the subgrade condition must be corrected by
processing or replacement with acceptable onsite or imported material. Aggregate base
course shall not be placed on the subgrade surface until the Engineer has received
compaction and proof rolling reports from the Geotechnical Engineer approving the
subgrade section.
28. HOT BITUMINOUS PAVEMENT
The Contractor shall provide all materials, equipment and labor necessary to place the
specified depth of hot Bituminous Pavement over the prepared road and pedestrian path
surfaces. The work shall be in accordance with the Plans and Specifications HOT
BITUMINOUS PAVEMENT. This work shall be paid for at the contract unit price for each ton
of Hot Bituminous Pavement placed in accordance with the Plans and Specifications.
29. TRAFFIC SIGNS
The Contractor shall provide all materials, equipment and labor necessary to install traffic
signs as depicted on the Plans. The work shall be in accordance with the Manual of Uniform
Traffic Control Devices (MUTCD). This work shall be paid for at the contract unit price per
each traffic sign installed in accordance with the Plans and Specifications.
30. TRAFFIC CONTROL
The Contractor shall provide all materials, equipment and labor necessary to provide safe
and effective traffic control in accordance with the Plans and Specifications TRAFFIC
CONTROL, and in compliance with the requirements of the Garfield County. This work shall
be paid for at a lump sum price for the work done in accordance with the Plans and
Specifications.
31. REVEGETATION OF DISTURBED AREAS
The Contractor shall provide all materials, equipment and labor necessary to apply seed,
mulch and water to all disturbed areas which are not within the areas of road, sidewalks or
other hardscape surface, and are not to receive landscaping by others, in accordance with
the Plans and Specifications SEEDING AND MULCHING. The revegetation work shall be paid
for at the contract unit price per square yard of area revegetated in accordance with the
Plans and Specifications.
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TRAFFIC REGULATION
1. SCOPE
Whenever construction activities are on, adjacent to a traffic way, or in any way impact
traffic, these specifications shall apply.
Traffic Regulation in the construction area shall conform to "Manual on Uniform Traffic
Control Devices" (MUTCD), U.S. Department of Transportation, or applicable statutory
requirements of Government authority having jurisdiction in the construction area.
a. Unless otherwise authorized, at least one lane of traffic shall be kept open at all
times.
b. When work is not in progress all traffic lanes shall be kept open.
c. All traffic lanes shall be open during hours of darkness, weekends, and holidays.
Operations on or about traffic areas and provisions for regulating traffic will be subject to
the regulation of governmental agencies having jurisdiction over the affected areas.
Traffic areas shall be kept free of excavated material, construction equipment, pipe, and
other materials and equipment.
2. FLAG PERSONS
The contractor shall provide for public safety and the regulation of traffic, by the use of
qualified and properly equipped flag persons.
3. WARNING SIGNS AND LIGHTS
The Contractor shall:
a. Protect all roadways by effective barricades on which are placed warning signs.
b. Provide barricades and warning signs for open trenches, other excavations and
obstructions.
c. Illuminate by means of warning lights all barricades and obstructions from sunset to
sunrise.
4. ROADWAY USAGE BETWEEN OPERATIONS
At all times when work is not actually in progress, Contractor shall make open, passable,
and maintain to traffic such portions of the Project and temporary roadways or portions
thereof as may be agreed upon between Contractor and Governmental agency having
Jusidiction.-
5. MEASUREMENT AND PAYMENT
Payment shall be made at the Lump Sum prices established in the Bid Schedule.
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CLEARING AND GRUBBING
1. SCOPE
The work shall consist of clearing, grubbing, removing and disposing of all vegetation and
debris within the limits of the work as indicated on the plans and/or staked in the field,
except such objects as are designated to remain or are to be removed in accordance with
other sections of these specifications. This work shall also include the preservation from
injury or defacement of all vegetation and objects designated to remain.
2. MARKING
The engineer will establish and mark construction lines and designate all trees, shrubs,
plants and other things to remain. The contractor shall preserve all things designated to
remain. Paint required for cut or scarred surfaces of trees or shrubs selected for retention
shall be an approved asphaltum base paint prepared especially for tree surgery.
3. REMOVAL
All surface objects and all trees, stumps, roots and other protruding obstructions, not
designated to remain, shall be cleared and/or grubbed, including mowing, as required,
except undisturbed stumps and roots and nonperishable solid objects which will be a
minimum of 2 feet below subgrade or slope of embankments. Ordinarily, the clearing of
growth shall not extend more than 8 feet beyond the toes of fills or the tops of cut slopes as
treated. Except in areas to be excavated, stump holes and other holes from which
obstructions are removed, shall be backfilled with suitable material and compacted in
accordance with fill specifications.
4. DISPOSAL
All materials removed from the designated work areas shall be disposed of in the locations
and in the manner shown on the drawings, or as otherwise called for in the specifications. If
perishable material is burned, it shall be burned under constant care of competent
watchmen at such times and in such a manner that the surrounding vegetation, the other
adjacent property or anything designated to remain in the area of work will not be
jeopardized. Burning shall be done in accordance with applicable laws and ordinances.
5. MEASUREMENT AND PAYMENT
The work shall be paid for at the contract unit price bid for the number of square yards
acceptably cleared and grubbed within the limits shown on the plans or staked in the field
by the Engineer.
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EXCAVATION
1. SCOPE
The work shall consist of the excavation required by the drawings and specification and
disposal of the excavated materials.
2. CLASSIFICATION
Excavation will be classified as common excavation or rock excavation in accordance with
the following definition or will be designated as unclassified. Common excavation shall be
defined as the excavation of all materials that can be excavated, transported, and unloaded
by the use of heavy ripping equipment and wheel tractor-scrapers with pusher tractors or
that can be excavated and dumped into place or loaded onto hauling equipment by means of
excavators having a rated capacity of three cubic yards and equipped with attachments such
as shovel, backhoe, bucket, dragline or clam shell appropriate to the character of the
materials and the site conditions. Rock excavation shall be defined as the excavation of all
hard, compacted or cemented materials the accomplishment of which requires blasting or
the use of excavators larger than defined for common excavation. The excavation and
removal of isolated boulders or rock fragments larger than one cubic yard in volume
encountered in materials otherwise conforming to the definition of common excavation
shall be classified as rock excavation. Excavation will be classified according to the above
definitions by the Engineer, based on its judgment of the character of the materials and the
site conditions. The presence of isolated boulders or rock fragments larger than one cubic
yard in size will not in itself be sufficient cause to change the classification of the
surrounding material. For the purpose of this classification, the following definitions shall
apply: Heavy ripping equipment shall be defined as rear-mounted, heavy duty, single-tooth,
ripping attachment mounted on a tractor having a power rating of at least 300 horsepower
(at the flywheel). Wheel tractor-scraper shall be defined as a self-loading (not elevating)
and unloading scraper having a struck bowl capacity of 12 to 20 cubic yards. Pusher tractor
shall be defined as a track type tractor having a power rating of at least 300 net horsepower
(at the flywheel) equipped with appropriate attachments.
3. UNCLASSIFIED EXCAVATION
Items designated as "Unclassified Excavation" shall include all materials encountered
regardless of their nature or of the manner in which they are removed. When excavation is
unclassified, none of the definitions or classifications stated in Section 2 of this specification
shall apply.
4. BLASTING
The transportation, handling, storage, and use of dynamite and other explosives shall be
directed and supervised by a person of proven experience and ability in blasting operation
and who shall be currently licensed and/or permitted for such work by all prevailing
government agencies. Blasting shall be done in such a way as to prevent damage to the
work or unnecessary fracturing of the foundation and shall conform to any special
requirements called for in the specifications.
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5. USE OF EXCAVATED MATERIALS
To the extent that they are needed, all suitable materials from the specified excavations
shall be used in the construction of required permanent earth fill or rock fill. The suitability
of materials for specific purposes will be determined by the Engineer. The contractor shall
not waste or otherwise dispose of suitable excavated materials.
6. DISPOSAL OF WASTE OR SURPLUS MATERIALS
All surplus or unsuitable excavated materials will be designated as surplus or waste and
shall be disposed of at the locations shown on the plans and/or staked in the field by the
Engineer.
7. BRACING AND SHORING
Excavated surfaces too steep to be safe and stable if unsupported shall be supported as
necessary to safeguard the work and workmen, to prevent sliding or settling of the adjacent
ground, and to avoid damaging existing improvements. The width of the excavation shall be
increased if necessary to provide space for sheeting, bracing, shoring and other supporting
installations. The contractor shall furnish, place and subsequently remove such supporting
installations. All excavations shall at all times comply with all applicable rules and
regulations of OSHA regarding trench safety. The contractor shall be solely responsible to
ensure that all crews working within or around excavations are informed and trained in all
applicable rules and regulations of OSHA, and that safety procedures are followed at all
times.
8. STRUCTURE AND TRENCH EXCAVATION
Structure and trench excavation shall be completed to the specified elevations and to
sufficient length and width to include allowance for forms, bracing and supports, as
necessary, before any concrete forms, concrete, pipe, or other structures for which the
excavations are intended are placed in the excavation.
9. BORROW EXCAVATION
When the quantities of suitable materials obtained from specified excavations are
insufficient to construct the specified fills, additional materials shall be obtained from the
designated borrow areas. The extent and depth of borrow pits shall be as directed by the
Engineer. Borrow pits shall be excavated and finally dressed in a manner to eliminate steep
or unstable side slopes or other hazardous or unsightly conditions.
10. OVEREXCAVATION
Excavation in earth beyond the specified lines and grades shall be corrected by filling the
resulting voids with approved compacted earth fill, except that earth that is to become the
subgrade for rip-rap, rock fill, sand and gravel fill, or drain fill may be filled with material
conforming to the specifications for the rip-rap, rock, sand and gravel or drain material.
11. DEWATERING
Excavations shall be dewatered by pumping at any time when: the presence of water
creates a hazard for personnel in the excavation; the water interferes with installation or
inspection of the installed utilities; or water mains may be contaminated by groundwater
entering the open end of pipes.
12. MEASUREMENT AND PAYMENT
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The work shall be paid for at the contract unit prices bid for the respective classifications
and types of excavation. Quantities for payment shall be measured and computed to the
nearest cubic yard by the method of average cross-sectional end areas. Regardless of
quantities excavated, the measurement for payment will be made to the specified pay limits,
except that excavation outside the specified lines and grades directed by the Engineer to
remove unsuitable material will be included, but only to the extent that the unsuitable
condition is not a result of the Contractor’s operations. The pay limits shall be as designated
on the drawings, or if not designated, the upper limit shall be the original ground surface as
it existed prior to the start of construction operations except that where excavation is
performed within areas designated for previous excavation or fill the upper limit shall be
the modified ground surface resulting from the specified previous excavation or fill.
Payment for each type and class of excavation made at the contract unit price shall
constitute full compensation for all labor, materials, equipment and all other items
necessary and incidental to the performance of the work, except that extra payment for
backfilling required over-excavation will be made in accordance with the following
provisions: payment for backfilling over-excavation, as specified in Section 10 of this
specification, will be made only if the excavation outside specified lines and grades is
directed by the Engineer to remove unsuitable material and if the unsuitable condition is
not the result of the Contractor’s operation.
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EARTH FILL
1. SCOPE
The work shall consist of the construction of earth embankments and other earth fills
required by the drawings and specifications.
2. MATERIALS
All fill materials shall be obtained from required excavations and designated borrow areas.
The selection, blending, routing and disposition of materials in the various fills shall be
subject to approval by the Geotechnical Engineer. Fill materials shall contain no sod, brush,
roots or other perishable materials. Rock particles larger than the maximum size specified
for each type of fill shall be removed prior to compaction of the fill. The types of materials
used in the various fills shall be as listed and described in the specifications and drawings as
prepared by the Geotechnical Engineer..
3. FOUNDATION PREPARATION
Foundations for earth fill shall be stripped to remove vegetation and other unsuitable
materials or shall be excavated as specified. Except as otherwise specified, earth foundation
surfaces shall be graded to remove surface irregularities and shall be scarified parallel to
the axis of the fill or otherwise acceptably scored and loosened to a minimum depth of 12
inches. The moisture content of the loosened material shall be controlled as specified for the
earth fill, and the surface materials of the foundation shall be compacted and bonded with
the first layer of earth fill as specified for subsequent layers of earth fill. Earth abutment
surfaces shall be free of loose, uncompacted earth in excess of 2 inches in depth normal to
the slope and shall be at such moisture content that the earth fill can be compacted against
them to effect a good bond between the fill and the abutment. Rock foundation and
abutment surfaces shall be cleared of all loose materials and shall be free of standing water
when fill is placed upon them. Occasional rock outcrops in earth foundations for earth fill,
shall not require special treatment if they do not interfere with compaction of the
foundation or placement and compaction of layers of the fill. Foundation and abutment
surfaces shall not be steeper than 1 1/2 horizontal to 1 vertical unless otherwise specified.
Test pits or other cavities shall be filled with compacted earth fill conforming to the
specifications for the earth fill to be placed upon the foundation.
4. PLACEMENT
Fill shall not be placed until the required excavation and foundation preparation have been
completed and the foundation has been inspected and approved by the Geotechnical
Engineer. Fill shall not be placed upon a frozen surface, nor shall snow, ice or frozen
material be incorporated in the fill. Fill shall be placed in approximately horizontal layers.
The thickness of each layer before compaction shall not exceed the maximum thickness
specified. Materials placed by dumping in piles or windrows shall be spread uniformly to
not more than the specified thickness before being compacted. Hand compacted fill
including fill compacted by manually directed power tampers, shall be placed in layers
whose thickness before compaction does not exceed the maximum thickness specified for
layers of fill compacted by the particular manually directed power tampers being used. Fill
placed adjacent to structures shall be placed in a manner which will prevent damage to the
structures and will allow the structures to assume the loads from the fill gradually and
uniformly. The height of the fill adjacent to a structure shall be increased at approximately
the same rate on all sides of the structure. If the surface of any layer becomes too hard and
smooth for proper bond with the succeeding layer, it shall be scarified parallel to the axis of
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the fill to a depth of not less than 2 inches before the next layer is placed. The top surfaces of
embankments shall be maintained approximately level during construction, except that a
crown or cross-slope of not less than 2 percent shall be maintained to insure effective
drainage and except as otherwise directed. Embankments shall be constructed in
continuous layers except where openings to facilitate other construction are specifically
called for in the plans and specifications.
5. CONTROL OF MOISTURE CONTENT
During placement and compaction of fill, the moisture content of the materials being placed
shall be maintained within the specified range as determined by the geotechnical engineer.
The application of water to the fill materials shall be accomplished at the borrow areas
insofar as practicable. Water may be applied by sprinkling the materials after placement of
the fill, if necessary. Uniform moisture distribution shall be obtained by discing, blading or
other approved methods prior to compaction of the layer. Material that is too wet when
deposited on the fill shall be either removed or be dried to the specified moisture content
prior to compaction. If the top surface of the preceding layer of compacted fill or a
foundation or abutment surface in the zone of contact with the fill becomes too dry to
permit suitable bond, it shall be scarified and moistened by sprinkling to an acceptable
moisture content prior to placement of the next layer of fill.
6. COMPACTION
Earth fill shall be compacted according to the following requirements. Each layer of fill shall
be compacted as necessary to make the density of the fill matrix not less than the minimum
density specified. The fill matrix is defined as the portion of the fill material finer than the
maximum particle size used in the compaction test specified. Unless otherwise specified, the
minimum density shall be 95 percent of the maximum dry density as determined by
Standard proctor testing (ASTM D698) at a moisture content within 2% of optimum. Fill
adjacent to structures shall be compacted to a density equivalent to that of the surrounding
fill by means of hand tamping or by manually directed power tampers or plate vibrators.
Heavy equipment shall not be operated within 2 feet of any structure. Vibrating rollers shall
not be operated within 5 feet of any structure. Compaction by means of drop weights
operating from a crane or hoist will not be permitted. The passage of heavy equipment shall
not be allowed over any type of conduit until the backfill above the conduit has been placed
to a height equal to 1/2 the diameter of the conduit or 2 feet which ever is greater.
Compacting of fill adjacent to concrete structures shall not be started until the concrete has
attained the strength specified by the Geotechnical or Structural Engineer for this purpose.
The strength will be determined by compression testing of test cylinders cast by the
Geotechnical Engineer for this purpose and cured at the work site in the manner specified in
ASTM Method C 31 for determining when structures may be put into service. When the
required strength of the concrete is not specified as described above, compaction of fill
adjacent to structures shall not be started until the following time intervals have elapsed
after placement of the concrete.
Structure Time Interval
Retaining walls and counterforts 14 days
Walls backfilled on both sides simultaneously 7 days
Precast, bedded conduit 1 day
7. PROOF ROLLING, STABILITY
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Following the placement and compaction of earthfill for roads, streets, parking lots, or other
vehicle traffic areas, the entire surface shall be proof rolled under the direction and
observation of the geotechnical engineer. Proof rolling shall be accomplished using a
pneumatic-tired, tandem axle dump truck or water truck loaded to a minimum of 18 kips
per axle. Surface that is pumping or is deformed by the proof roll vehicle shall be reworked
and retested. If the pumping or deformation is the result of subgrade failure due to poor
compaction or excessive moisture, the subgrade condition must be corrected by processing
or replacement with acceptable onsite or imported material. Subsequent layers, such as
aggregate base course, hot bituminous pavement or concrete pavement shall not be placed
on the subgrade surface until the Engineer has received compaction and proof rolling
reports from the geotechnical engineer approving the subgrade section.
8. REMOVAL AND REPLACEMENT OF DEFECTIVE FILL
Fill placed at densities lower than the specified minimum density or at moisture contents
outside the specified acceptable range of moisture content or otherwise not conforming to
the requirements of the specifications shall be reworked to meet the requirements or
removed and replaced with an acceptable fill. The replacement fill and foundation and
abutment surfaces upon which it is to be placed shall conform to all requirements of this
specification for foundation preparation, approval, placement, moisture content and
compaction.
9. TESTING
During the course of the work, the Project Geotechnical Engineer shall perform such tests as
are required to identify materials, to determine compaction characteristics, to determine
moisture content, and to determine density and stability of fill and subgrade in place. These
tests performed by the Project Geotechnical Engineer will be used to verify that the fills
conform to the requirements of the specifications. The number and frequency of tests will
be established according to standard industry procedures. If the Engineer is not satisfied
with the number, frequency, or results of the tests, the Engineer may require such
additional testing as he judges to be appropriate.
10. LIMITS OF CONTRACTOR WORK ACTIVITY
Unless otherwise specified in the plans and specifications or approved by written
authorization from the Engineer, the contractor shall confine all work activity within the
boundaries defined by the construction stakes which define "clearing and grubbing",
"excavation" and/or "earth fill". When necessary, sites for material and equipment storage
outside the work area will be designated by the Engineer. Destruction of construction
stakes through careless activity of the contractor shall result in replacement of the stakes at
the expense of the contractor. The Engineer shall be the sole judge of whether construction
stakes were lost through normal activity or carelessness.
11. MEASUREMENT AND PAYMENT
Payment for each type and class of earth fill shall be made at the contract unit price for the
specific materials computed to the nearest cubic yard by the method of average cross-
sectional end areas. Unless otherwise specified, no deduction in volume will be made for
embedded conduits and appurtenances. The pay limits shall be as defined below, with the
further provision that earth fill required to fill voids resulting from overexcavation, outside
the specified lines and grades, will be included in the measurement for payment only where
such overexcavation is directed by the Engineer to remove unsuitable material and where
such unsuitable condition is not the result of the Contractor’s operations. The pay limits
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shall be as designated on the drawings, or if not designated, shall be the measured surface of
the foundation when approved for placement of fill and the specified neat lines of the fill
surface. Payment for each type and class of excavation made at the contract unit price shall
constitute full compensation for all labor, materials, equipment and all other items
necessary and incidental to the performance of the work.
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ROAD AGGREGATE
1. SCOPE
This work shall consist of furnishing and placing one or more courses of aggregate on a
prepared surface in accordance with these specifications and in reasonably close
conformity with the lines, grades, thicknesses, and typical cross-sections shown on the
plans and/or called for in the specifications.
2. MATERIALS
All aggregate shall consist of clean, hard, durable particles of crushed gravel or stone free
from soft, thin, elongate, or laminated pieces or organic material, and the material retained
on the #4 sieve shall show a percentage of wear of not more than 50 percent (50%) when
subjected to 500 revolutions in the ASTM C-131-81 test.
Sub base aggregate shall meet the standards of Class 1 and base course aggregate shall meet
the standards of Class 6 as called for in Table 703-2, Section 703.03 Division of Highways,
State of Colorado, Standard Specifications for Road and Bridge Construction, 1991.
Geotextile fabric, when called for specifically or as an alternative shall be Trevira Spunbond
# S1127 or approved equal.
3. PLACING
All aggregate material shall be placed in a manner which will minimize size segregation and
disturbance of the sub-grade configuration. When geotextile fabric is used, it shall be laid on
the sub-grade, in accordance with the manufacturers recommendations regarding side-to-
side and end-to-end, for the specific subgrade soils condition, and the gravel shall be bladed
over it without running trucks or aggregate placement equipment directly on the fabric. If
the required compacted depth of sub-base course exceeds six inches, the course shall be
constructed in two or more layers of approximately equal thickness. The maximum
compacted thickness on any one layer shall not exceed six inches. When vibrating or other
approved types of special compacting equipment are used, the depth of a single layer of the
course may be increased upon approval by the Engineer.
4. SHAPING AND COMPACTION
Each layer shall be compacted to a density of not less than 95 percent of maximum density
as determined in accordance with ASTM 1557, AASHTO T 180 (Modified Proctor) unless
otherwise called for on the plans. The surface of each layer shall be maintained during the
compaction operations in such a manner that a uniform texture and surface is produced and
the aggregates firmly keyed. Water shall be uniformly applied over the materials during
compaction in the amount necessary for proper consolidation.
5. PROOF ROLLING, STABILITY
Following the placement and compaction of the aggregate, the entire surface shall be proof
rolled under the direction and observation of the geotechnical engineer. Proof rolling shall
be accomplished using a pneumatic-tired, tandem axle dump truck or water truck loaded to
a minimum of 18 kips per axle. Surface that is pumping or is deformed by the proof roll
vehicle shall be reworked and retested. If the pumping or deformation is the result of
subgrade failure due to poor compaction or excessive moisture, the subgrade condition
must be corrected and the aggregate replaced and compacted. Subsequent layers, such as
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hot bituminous pavement or concrete pavement shall not be placed on the aggregate
surface until the Engineer has received compaction and proof rolling reports from the
geotechnical engineer approving the aggregate section.
6. MEASUREMENT AND PAVEMENT
Measurement shall be made by totaling the tons of aggregate material delivered to the site
and installed complete in accordance with the plans and specifications. The accepted
quantities of aggregate base and sub-base and surface materials shall be paid for at the
contract unit price per cubic yard compacted in place. The accepted quantity of geotextile
fabric shall be paid for at the contract unit price square yard. Such payment will constitute
full compensation for furnishing, transporting, placing and compacting all materials
including any water necessary for proper consolidation.
The term “accepted quantities” shall mean only those quantities necessary to construct the
surface area and thickness of aggregate as defined in the plans and specifications, and/or
authorized and modified by the Engineer in the field. For geotextile the term “accepted
quantity” shall mean only the surface area covered by the geotextile, and does not include
any overlap recommended by the manufacturer. Any additional quantity used in the work
which is not in any way authorized, and/or is the result of waste, or placement of pavement
in greater thickness or greater area than is designed, specified or authorized, shall not be
paid for. For the purpose of determining “accepted quantities”, calculations converting
weight to volume, or volume to weight, shall use the factor of 1.85 tons per cubic yard,
compacted in place.
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HOT BITUMINOUS PAVEMENT
1. SCOPE
The work shall consist of constructing one or more courses of bituminous pavement on a
prepared base in accordance with these specifications, and in reasonably close conformity
with the lines, grades, thickness’ and typical cross-sections shown on the plans or
established.
2. DEFINITION OF TERMS
Wherever the following abbreviations are used in the specifications or other Contract
documents, the intent and meaning will be interpreted as shown below:
AASHTO American Association of State Highway & Transportation Officials
ASTM American Society for Testing & Materials
CP-## Colorado Department of Transportation: Field Materials Manual (Colorado
Testing Procedures)
CP-L #### Colorado Department of Transportation: Laboratory Manual of Test
Procedures (Lab Testing Procedures)
HMA Hot Mix Asphalt
RAP Reclaimed Asphalt Pavement
WMA Warm Mix Asphalt
2.0 MIXTURE DESIGN SUBMITTALS (General Requirements)
All Asphaltic Mix Designs (Job Mix Formulas) shall be performed by the Superpave Method.
The Contractor shall submit all mix designs, Certificates of Compliance, and laboratory data
to the Agency for approval before construction is to begin. The mix design (Part “A” Lab
Produced Asphalt Mixture Requirements) must be accompanied by Part ”B” Plant Produced
Asphalt Mixture Requirements Verification showing any required adjustments to the mix
design that are required to produce the required volumetric and other physical properties
of the mix. Both Part “A” and Part “B” of the Asphalt Mixture Requirements will constitute
the Proposed Design Job Mix Formula submittal and be approved by the Agency prior to the
start of construction.
Both Part “A” and “B” Designs shall be developed and performed in a materials laboratory
that meets the requirements set forth by AASHTO Materials Reference Laboratory (AMRL)
for all required testing procedures and be under the direct supervision of and be stamped
and signed by a Professional Engineer licensed in the State of Colorado and practicing in
this field.
The Contractor shall submit, for Part “A” Lab Produced Asphalt Mixture Requirements,
laboratory data documents to verify the following:
• Gradation, specific gravity, source and description of individual aggregates and the
final blend.
• Aggregate physical properties.
• Source and Grade of the Performance Graded Binder
• Proposed Design Job Mix: aggregate and additive blending, final gradation shown on
0.45 power graph, optimum asphalt content.
• Mixing and compaction temperatures used.
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• Mixture properties shall be determined with a minimum of four asphalt contents
and interpolated at optimum and graphs showing mixture properties versus asphalt
content.
Part ”B” Plant Produced Asphalt Mixture Requirements Verification shall show any
required adjustments to the lab produced mix design that are required to verify that the
volumetric properties and stability requirements of the mix can be achieved for the plant
produced asphalt mixture.
The Project Manager reserves the right to verify the asphalt supplier’s mix design for each
grading utilizing materials actually produced and stockpiled. The Asphalt Mix Supplier shall
provide, at no cost, a sufficient quantity of each aggregate, mineral filler, RAP, and any
additives used for the required laboratory tests, as well as all Certificates of Conformance /
Compliance at any time on any material used. If requested, the Asphalt Mix Supplier shall
also provide, at no cost, representative samples of the plant produced asphalt mixture.
2.1 PART “A” LAB PRODUCED ASPHALT MIXTURE REQUIREMENTS
MATERIALS
Asphalt mixtures will consist of various aggregates, filler, and asphalt binder. Asphalt
mixtures may also contain Reclaimed Asphalt Pavement (RAP), as well as a variety of
additives.
Aggregate
Asphalt material aggregate shall be of uniform quality, composed of clean, hard, durable
particles of crushed stone, crushed gravel, or crushed slag. The material shall not contain
clay balls, vegetable matter, or other deleterious substances, and shall meet the following
requirements:
TABLE 2.1‐1
Aggregate Properties
Aggregate Test Property Coarse:
Retained on #4
Fine:
Passing the #4
Fine Aggregate Angularity, CP-L 5113 Method
A or AASHTO T 304
(Does not apply to RAP or RAS aggregates
45% Min
Two Fractured Faces, ASTM D 5821
All Lifts
70% Min.
LA Abrasion, AASHTO T 96 45% Max.
Flat and Elongated (Ratio 5:1) %,
AASHTO M 283 10% Max.
Sand Equivalent. AASHTO-T 176 45% Min.
Micro Deval AASHTO T 327 18% Max for individual materials
20% Max. for combined sample
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APPENDIX B - PAGE 81
TABLE 2.1‐2
Dense Graded Asphalt Material Gradation Range
(Percent by Weight Passing Square Mesh Sieves, AASHTO T 11 & T 27)
Mixture
Grading SX (1/2” nominal)
Traffic
Loading,
ESALs
Low to Medium
0 to 300,000
All Lifts
Sieve Size** Control Points
3/4" 100
1/2" 90-100
3/8" @
#4 @
#8 28-58
#16 @
#30 @
#50 @
#200 3.0-10
**These limits shall include the aggregate from the RAP and any other additive utilized in
the mix.
@ These sieve sizes used only to determine the final Job Mix Formula (JMF) in accordance
with Section 4.2.
Performance Graded Asphalt Binders
Asphalt binder shall meet the requirements of the Superpave Performance-Graded Binders
(PG) as presented in Table 2.1-3.
TABLE 2.1‐3
Properties of Performance Graded Binders
Usage for each Binder Grade PG 58‐28 PG 64‐22
Binder Selection Based on Elevation
6000 ft. or
Above
Below
6000 ft.
Superpave Compactor Design
gyrations Recommended Usage Ndesign = 75 Ndesign = 75
Property of Binder Grade PG 58‐28 PG 64‐22
Flash Point Temperature, ºC,
AASHTO T 48 230 Min. 230 Min.
Viscosity at 135 ºC, AASHTO T
316 3 Max. 3 Max.
Dynamic Shear, Temperature ºC,
where G*/Sin δ @ 10 rad/sec. ≥ 1.00
kPa, AASHTO T 316
58 º C 64 º C
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Rolling Thin Film Oven Residue Properties, AASHTO T 240
Mass Loss, %, AASHTO T 240 1.00 Max. 1.00 Max.
Dynamic Shear, Temperature ºC,
where G*/Sin δ @ 10 rad/sec. ≥ 2.20
kPa, AASHTO T 315
58 º C 64 º C
Elastic Recovery, 25°C, % Min.* N/A N/A
Pressure Aging Vessel Residue Properties,
Aging Temperature 100 ºC AASHTO R 28
Dynamic Shear, Temperature ºC,
where G*Sin δ @ 10 rad/sec. ≤ 5,000
kPa, AASHTO T 315
19 º C 25 º C
Creep Stiffness, @ 60 sec. Test
Temperature in ºC, AASHTO T 313 -18 º C -12 º C
S, MPa, AASHTO T 313 300 Max. 300 Max.
m-value, AASHTO T 313 0.300 Min. 0.300 Min.
**Direct Tension Temperature in ºC,
@ 1.0 mm/min., Where Failure Strain
>1.0%, AASHTO T 314
-18 º C -12 º C
* Elastic Recovery by Task Force 31, Appendix B Method
** Direct tension measurements are required when needed to show conformance to
AASHTO MP.1
*** Any change in PG Binder other than what is shown in Table 2.1-3 shall be approved by
the Agency’s Engineer
The Contractor shall provide to the Agency acceptable 'Certifications of Compliance' of each
applicable asphalt binder grade from the supplier.
When production begins, the Contractor shall, upon request, provide to the Agency a one
quart can of each specified asphalt binder for analysis. Additionally, the Contractor shall
provide the refinery test results that pertain to the asphalt binders used during production.
Additives
Liquid Anti-stripping additives and or Hydrated Lime may be used to meet the Lottman
Tensile Strength requirements shown in Table 2.2-1. Liquid Anti stripping additives shall
be added to the mix according to the manufacturer’s recommendations. If needed,
Hydrated Lime shall be added at the rate of 1% by dry weight of the aggregate and shall be
included in the amount of material passing the No. 200 sieve. Hydrated lime for aggregate
pretreatment shall conform to the requirements of ASTM C 207, Type N. In addition, the
residue retained on a No. 200-mesh sieve shall not exceed 10% when determined in
accordance with ASTM C 110. Drying of the test residue in an atmosphere free from carbon
dioxide will not be required. Use of any other additives used in the production of asphalt
mixtures shall be approved by the Agency.
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2.2 DESIGN REQUIREMENTS
The Agency shall indicate the “Mixture Design Requirements for Hot Mix Asphalt
Pavements” binder type.
Superpave Mixture Design Method
A Job Mix Formula (JMF) design shall be submitted for approval for each mixture required,
prior to construction. The JMF design shall be determined using AASHTO T-312 for the
Superpave Method of Mixture Design. Mixture Design Gyrations shall be 75 Design
Gyrations and shall meet the following of Table 2.2-1 for Dense Graded Asphalt Mixes.
Table 2.2‐1
Superpave Mixture Properties for Dense Graded Asphalt Mixtures
Property or Test Criteria
Design gyrations, N design
(Air Void: 3.0% to 4.0%)
(See Note 1,2)
75
Air Voids in Total Mix ( VTM)
AASHTO T-312 (See Note 1) 3.0-4.0
Hveem Stability
AASHTO T-246
(Grading S & SX only)
(See Note 3)
28 Min.
Voids Filled with Asphalt,
MS-2 65-80
Lottman, Tensile Strength Ratio, %
Retained,
AASHTO T-283, Method B
80 Min.
AASHTO T-283
Dry Tensile Strength, psi 30 Min.
Note 1: Target Optimum asphalt binder content of mix: Choose target % as close to 3.5 air
voids as possible (3.0% to 4.0% air voids).
VTM is also referred to as Pax in CPL 5115, and %Gmmx in AASHTO T 312
Note2: Maximum Theoretical Specific Gravity of mix is to be determined by AASHTO T 209.
Note 3: Refer to Section 4.4 for production tolerances.
Note 4: VMA shall be based on tests of the Bulk Specific Gravity of the Compacted
Mix (AASHTO T 166) and Aggregate (AASHTO T 84 & T 85), and calculated according to
AASHTO PP 19. All mixes shall meet the minimum VMA specified in Table 4.4-2
The minimum Voids in Mineral Aggregate (VMA) % shall meet the requirements listed in
Table 2.2-2.
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TABLE 2.2‐2
Minimum Voids in Mineral Aggregate (VMA) %
Nominal Maximum*
Particle Size
Air Voids ++
3.0% 3.5% 4.0%
½" 14.5 14.6 14.7
*Nominal Maximum Particle Size is defined as one sieve size larger than the first sieve to
retain more than 10%, but shall not exceed the 100% passing size. The Nominal Maximum
Particle Size can vary during mix production even when the 100% passing size is constant.
++Minimum VMA criteria apply to the mix design only. The minimum VMA criteria shall be
linearly interpolated based on actual air voids. See Section 4.5 for tolerances.
Change in Source or Grade
Should a change in the source of any material used in the production of asphalt pavement
material (Aggregate, Mineral filler, Additives, or Performance Graded Asphalt Binder) occur,
a one point verification test (at optimum asphalt content) of the mix must be performed to
verify that the applicable criteria shown on Table 2.2-1(Dense Graded Asphalt Mix), and
Table 2.2-2 (VMA), is still met. If this testing shows noncompliance, the Contractor shall
establish a new Job Mix Design and obtain approval by the Agency before the new Asphalt
bonder is used.
2.3 RECLAIMED ASPHALT PAVEMENT (RAP)
RAP Material to be used in the asphalt mix shall be of uniform quality and gradation with a
maximum size no greater than the nominal aggregate size of the mix. The average Asphalt
Content (AC) of the RAP shall be determined using AASHTO T-164, Method A or B.
The total binder replacement by the binder in the RAP shall not exceed 23.0 percent as
determined by the following equation:
Total Binder Replacement = (A x B) x 100/E
Where:
A = RAP % Binder Content*
B = RAP % in Mix*
E = Total Effective Binder Content*
*in decimal format (i.e. 2% is 0,02)
When RAP is used in the mix, the in-place properties of the binder will need to meet the
required Performance-Graded Binder as tested using Dynamic Shear testing procedure TP
5. TP 5 shall be performed during the initial mix design and periodically throughout the
paving season, at a suggested rate of one test per bi-annually per production mix design.
RAP if allowed in the Asphalt mixture, shall be of uniform quality and gradation with a
maximum size particle no greater than the maximum size allowed in the mixture. Asphalt
mixtures containing RAP shall meet the same graduation requirements as a virgin
Asphaltmix.
The combined asphalt pavement shall meet all the requirements for Asphalt Pavements, as
contained herein. The Contractor shall have an approved mix design for HMA with RAP
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prior to placement and shall include the asphaltic binder and virgin aggregate that are to be
used to meet the requirements contained herein.
The Contractor shall maintain separate stockpiles for each type of RAP material. All
processed material shall be free of foreign materials and segregation shall be minimized.
Any RAP material that cannot be readily broken down in the mixing process, and/or affects
the paving operation, shall be processed prior to mixing with the virgin material.
Fine Aggregate Angularity requirements shall not apply to RAP aggregate. RAP shall not
contain clay balls, vegetable matter, or other deleterious substances.
Verification testing for asphalt content and gradation will be performed on RAP at the
frequencies listed on Table 4.3-1, below. The Asphalt Supplier shall provide testing results
on RAP mixtures daily.
When RAP is allowed for use in Asphalt mixtures, the following additional conditions
shall apply:
The aggregate obtained from the processed RAP shall be 100% passing the 1” sieve. The
aggregate and binder obtained from the processed RAP shall be uniform in all the measured
parameters to the mix design submitted in accordance with the following:
TABLE 4.3‐1
RAP Aggregate Uniformity Tolerances
Element Uniformity*
Binder Content 0.5
% Passing ¾” 4.0
% Passing ½” 4.0
% Passing 3/8” 4.0
%Passing #4 4.0
% Passing #8 4.0
% Passing #30 3.0
% Passing #200 1.5
*Uniformity is the Maximum allowable Standard Deviation of test results of processed RAP.
The Contractor shall supply the Agency with total binder grading tests from production
samples collected when utilizing RAP.
2.4 WARM MIX ASPHALT (WMA)
The Contractor can utilize Warm Mix Asphalt based on the following: Warm Mix Asphalt
(WMA) is the generic term used to describe the reduction in production; paving and
compaction temperatures achieved through the application of one of several WMA
technologies. The producer shall submit a mix design for Warm Mix Asphalt production, or
submit a statement that details production and testing items that require attention if the
design is performed by standard HMA practice. All provisions for the production and
placement of conventional hot mix asphalt (HMA) mixtures as stipulated in above sections
except as noted below shall apply.
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Mix Requirements
One or a combination of several technologies involving hot mix asphalt plant foaming
processes and equipment, mineral additives, or chemicals that allows the reduction of mix
production temperatures by as much as 100°F. A WMA mixture design shall identify the
technology to be used. The producer shall comply with the manufacturer’s
recommendations for incorporating additives and WMA technologies into the mix. Comply
with the manufacturer’s recommendations regarding receiving, storage, and delivery of
additives. Maintain supplier recommendations on file at the asphalt mixing plant, make
available for reference while producing WMA, and be available to the Agency upon request.
Warm Mix Asphalt (Technologies)
WMA designs shall be developed using the specified additives or method. Each WMA design
shall specify the production temperatures recommended by the WMA additive
manufacturer to be used in production of Warm Mix Asphalt.
Chemical Modifiers to be considered shall be on the CDOT approved products list.
Foamed WMA technologies must be submitted to and approved by the Agency for use on a
specific project or asphalt layer.
2.5 PART “B” PLANT PRODUCED ASPHALT MIXTURE REQUIRMENTS
Mix Production Verification
Production verification shall occur prior to the start of the project. Technicians that have
current LabCAT Level C certification, or equivalent shall verify the physical properties of the
mix. Certified technicians shall maintain current certification status.
If the mix was produced using the same materials for another project within the last year,
data from that project can be submitted for verification. Physical properties for mix
verification testing shall be within the following tolerances compared to the Proposed Lab
Produced Job Mix Formula. The mix verification test reports shall be submitted to the
Agency prior to mix placement.
Job Mix Formula Tolerances:
For production, test results must not deviate from the design job mix by more than shown
in the following table:
TABLE 2.5‐1
Mix Design Verification Tolerances
Property Criteria
Air Voids +/- 1.2%
VMA +/- 1.2%
Asphalt Binder Content +/-0.3%
Stability 28 minimum
The tolerances in this table are for mix design verification only. See Section 2.2-1 for design
requirements.
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Documentation shall be provided showing the adjustments that were made for the plant
produced asphalt material to assure that the Lab Produced Job Mix Formula specification
requirements can be met during production.
2.6 Production Requirements
TABLE 2.6‐1
Minimum Quality Control and Acceptance Sampling and Testing for Asphalt Mixtures
AASHTO ASTM COLORADO Minimum Frequency of Tests
Sampling* T 168 D 979
D 3665
CP-41
One per 1,000 tons or fraction thereof
(not less than one test per day)
In-place Mat
Density D 1188
D 2950
CP 81 Minimum of three per project or
one per 1,000 linear lane feet per
lIn-place Joint
Density
T 230,
Method B CP 44 As Specified by the Agency / Owner
Asphalt content
T 164
T 269
TP 53
D 2172
D 3203-
PS 90
CP-L 5120
CP 85 One per 1,000 tons or fraction thereof
(not less than one test per day)
Maximum Specific
Gravity of HMA T 209 D 2041 CP 51 Only required for Mix Production
Verification
Air voids and VMA T 269 D 3203
CP 44
CP-48
CP 51
Only required for Mix Production
Verification
Thickness To be determined based on yield calculations or as specified by the Agency
or Owner in the contract documents.
Aggregate
Gradation T 27 C 136 CP-31 One per 1,000 tons or fraction thereof
(not less than one test per day)
Binder
Performance –
Graded, Dynamic
Shear
M 320
One test Bi-Annually per production
mixture.
*Contractor shall provide plant split samples to the appropriate testing Agency.
**Procedure used shall be any single Agency procedure or combination
TABLE 2.6‐2
Mix Design Tolerances
Property Criteria
Air Voids +/- 1.2%
VMA +/- 1.2%
Asphalt Binder Content +/-0.3%
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Property Criteria
Stability 28 minimum
The minimum temperature of Asphalt mixtures when discharged from the mixer shall be as
shown on Table 4.6-3 or according to refinery recommendations.
TABLE 2.6‐3
Mixture Discharge Temperatures
Asphalt Binder
Grade
Minimum Discharge
Temperature
Maximum Discharge
Temperature
PG 58-28 275º F 310º F
PG 64-22 290º F 325º F
WMA F* F*
* Contractor or Binder supplier must supply production temperature as required by their
product
** Percent of Theoretical Maximum Specific Gravity as measured on plant produced asphalt
material (Part B)
The Asphalt mix shall be produced at the lowest temperature within the specified
temperature range that produces a workable mix and provides for uniform coating of
aggregates (95 percent minimum in accordance with AASHTO T 195), and that allows the
required compaction to be achieved.
Gradation and oil content tolerances shall be as defined by Table 2.6-4
TABLE 2.6‐4
Job Mix Formula Tolerances
Mixture
Grading SX (1/2” nominal)
Sieve
Size
Control
Points Tolerance
3/4" 100 + 1%
1/2" Design ± 6%
3/8" Design ± 6%
#4 Design ± 5%
#8 Design ± 5%
#16 Design ± 4%
#30 Design ± 4%
#50 Design ± 4%
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Mixture
Grading SX (1/2” nominal)
Sieve
Size
Control
Points Tolerance
#200 Design ± 2%
Asphalt
Content Design ± 0. 3%
In-place density requirements shall be as shown in Table 2.6-5
Table 2.6‐5
In‐place Density Requirements
In‐place Density Percent of Theoretical Maximum Specific
Gravity (CP 51)*
Mat 92 to 96
*Colorado Department of Transportation: Field Materials Manual
2.6‐6 General Production Requirements
Substitutions
There shall be no substitutions of materials allowed during production. All substitutions
will require checkpoint verification. If the checkpoint differs from the Job Mix Formula
(JMF) a new mix design will be required. Upon request of the Agency, the binder grade may
be changed by one available binder grade level without requiring a new mix design. Any
price increase for a change in binder shall be paid for by the Agency.
Pre‐paving Meeting
The Agency may require a pre-paving meeting of all parties that are directly involved in
supply, haul, laydown, inspection, quality control, and quality assurance of asphalt
pavement are required. Traffic control, haul, direction, sequence of paving and construction
(joint) plan will be reviewed and discussed at the pre-paving meeting.
Submittal of Test Results
Both the Contractor and owner / owner representative shall provide copies of quality
control and acceptance testing results during the production of asphaltic mixtures used on a
daily basis. When possible the test results should be submitted within one (1)-business day
from the sampling date.
3. MATERIALS
A tack coat of emulsified asphalt Grade CSS-1H conforming to the requirements of section
702 of the Colorado Department of Transportation Standard Specifications for Road and
Bridge Construction (CDOT-SSRBC) shall be applied to all existing paved surfaces including
edges and joints at all stations where a bituminous overlay or edge addition is required. A
tack coat shall be applied to the face of any concrete, curb, gutter or sidewalk to which it will
abut, and between all pavement layers.
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A job mix formula shall be established and submitted to the Engineer for approval. The job
mix formula design shall be determined using AASHTO T-312 for the Superpave Method of
Mixture Design and conform to the requirements of CDOT-SSRBC sections 702 and 703.
Tack coat materials shall conform to the requirements of AASHTO M81, M82 and ASTM
D2026 for the designated types and grades.
4. CONSTRUCTION
The placement of hot bituminous pavement shall not commence until reports have been
submitted by the Geotechnical Engineer to the Engineer which state and illustrate that the
subgrade preparation and the base course aggregate installation meet specifications. The
construction requirements shall be as prescribed in CDOT-SSRBC subsections 401.07
through 401.20. The tack coat shall be installed in conformance with the requirements of
section 407. After the bituminous mixture has been spread, struck off, and surface
irregularities adjusted, it shall be thoroughly and uniformly compacted by rolling. Rolling
shall be continued until all roller marks are eliminated and a density of 92% to 96% of the
maximum theoretical density according to AASHTO T 209, is achieved.
5. MEASUREMENT AND PAYMENT
Measurement shall be made by totaling the tons of hot bituminous pavement delivered to
the site and installed complete in accordance with the plans and specifications. The
accepted quantities of hot bituminous pavement will be paid for at the contract unit price
per ton. There will not be a separate pay item for tack coating, instead all costs associated
with the material cost, transport and placement of the tack coat shall be included in the unit
price for the hot bituminous pavement
The term “accepted quantities” shall mean only those quantities necessary to
construct the pavement area and thickness as defined in the plans and specifications,
and/or authorized and modified by the Engineer in the field. Any additional quantity
used in the work which is not in any way authorized, and/or is the result of waste, or
placement of pavement in greater thickness or greater area than is designed,
specified or authorized, shall not be paid for. For the purpose of determining
“accepted quantities”, calculations converting weight to volume, or volume to weight,
shall use the factor of 150 pounds per cubic foot, compacted in place.
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PORTLAND CEMENT CONCRETE
1. SCOPE
The work consists of the construction of Portland cement concrete structures and street
pavement including all materials and labor necessary for the designed structures or
pavement.
2. MATERIALS
a Cement. Cement shall conform to ASTM C 150, C 175 or C 595. The cement supplier
shall submit to the Engineer a certification that the cement used on the project
conforms to the applicable specifications with complete mill analysis.
The following list illustrates the type of cement that shall be used for particular
structures;
TYPE I -- Slabs, pavement, sidewalks, driveways, curbs and gutters.
TYPE II -- Pipeline encasements
TYPE I or II --Vaults, cut-off walls
b. Aggregate. Aggregate shall conform to ASTM C 33. Fine aggregate in the sieve size
range of 3/8" to #100 shall comprise 34% to 39% by weight of the total aggregate
and shall conform to AASHTO M-6. The coarse aggregate in the sieve size range
1-1/2" to #4 shall conform to AASHTO M-80
c. Admixtures. Air entraining admixtures shall conform to ASTM C 260. Type A water
reducing admixtures (normal setting) shall conform to ASTM C 494 and may be
used when air temperature is between 40 and 80 degrees F. Type D water reducing
admixtures (retarders) shall conform to ASTM C 494 and may be used when air
temperature is over 80 degrees F. Type E water reducing admixtures (accelerating)
shall conform to ASTM C 494. Fly-ash shall conform to ASTM C 618 and when fly-ash
is used, the proportions of materials shall be determined in accordance with the
American Concrete Institute (ACI) Standard 318-77 Section 4.2.
d. Materials for curing concrete. These materials shall be liquid membrane curing
compound (white) conforming to ASTM C 309, or sheet material conforming to
ASTM C171.
e. Joint filling compound. Where joints are required to be filled, material shall be hot
poured rubber asphalt joint filling compound conforming to AASHTO-M-173 or
Federal Specification SS-S-164 or SS-S-1401a.
f. Water. If water quality is questionable, it shall be tested in accordance with
AASHTO-T-26.
g. Fibrous Reinforcing Material. Fibrous reinforcing materials shall be 100% virgin
polypropylene, fibrillated fibers containing no reprocessed olefin materials and
specifically manufactured for use as a concrete secondary reinforcement. Material
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shall conform to ASTM C-1116 Type III 4.1.3 and ASTM C-1116 Performance Level I
outlined in Section 21 Note 17. Fibrous Concrete reinforcement shall be as
manufactured by Fibermesh Company, 4019 Industry Drive, Chattanooga,
Tennessee, 37416 or approved equal. Fibrous reinforcement shall be added to
concrete materials at the time concrete is batched. The amounts added and the
methods of mixing shall be in accordance with the instructions and
recommendations of the manufacturer.
3. PROPORTIONING
cement: 470 pounds per cubic yard minimum
air content: 5% to 8%
coarse aggregate: 1-1/2 inch maximum, but not greater than one-fourth of the
thickness of the slab or structure wall
slump: 2 to 4 inch maximum for surface vibrated or 1 to 3 inch
maximum for internally vibrated.
4. STRENGTH REQUIRED
All concrete except for flow fill (trench backfill slurry) shall have a specified compressive
strength of 4000 psi at 28 days. Flow fill shall have a specified compressive strength of not
less than 50 psi at 28 days and not greater than 150 psi at 28 days. Conformance to strength
requirements shall be determined by ASTM C 94 Section 16.5.1.
It is critical that the strength of the flow fill not exceed 700 psi so that when it is used for
select trench backfill, as directed by the Engineer, it may, in the future, be excavated, if
necessary, by normal backhoe equipment. If flow fill material is supplied, which has a
compressive strength in excess of 700 psi, as determined by ASTM C 94 Section 16.5.1, the
supplier of the flow fill material shall be responsible for its removal and replacement with
material meeting specifications. If removal and replacement is required, the supplier shall
also be responsible for the repair or replacement of any infrastructure that may be
disturbed in the course of the work.
5. APPLICABLE STANDARDS
a. "Specifications for Structural Concrete for Buildings" ACI 301.
b. "Building Code Requirements for Reinforced Concrete" ACI 318.
c. "Standard Specification for Ready Mixed Concrete" ASTM C 94 or ACI 304.
6. REINFORCEMENT STEEL
All reinforcement steel bars shall conform to ASTM A 615, ASTM A 616 or ASTM A 617,
Grade 60.
7. MIXING AND HAULING
All ready-mixed concrete shall meet the requirements of either ASTM C 94 or
AASHTO-M-157. The maximum elapsed time from time water is added to the mix until the
concrete is in place shall not exceed 1.5 hours when concrete is transported in
revolving-drum truck bodies.
8. FORMING
The subgrade or sub base under the forms shall be compacted and cut to grade so that the
forms when set will be at the required elevation. Forms shall be of such configuration as to
produce the structure or pavement shown on the plans. They shall be of such strength and
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APPENDIX B - PAGE 93
so secured as to resist the pressure of the concrete when placed and the impact and
vibration of any equipment which they support, without springing or settlement. The
method of connection between form sections shall be such that the joints shall not move in
any direction. The maximum deviation of any final structure surface shall not exceed 1/4
inch in 10 feet. Forms shall be capable of being removed without causing damage to the
structure or pavement. Flexible or curved forms of proper radius shall be used for
pavement curves of 100 feet radius or less. When concrete is to be placed against rock, the
rock surface shall be scaled and cleaned with a high pressure hose to remove all loose
material. All forms shall be cleaned to remove all mortar, grout or other foreign material
from the surfaces and oiled prior to each use. Form oil shall be light colored paraffin oil, or
other non-staining material. For exposed surfaces not in contact with earth backfill,
acceptable chemical release agents are Protex Industries "Pro-Cote", Symons Corp., "Magic
Kote", L & M "Debond" or equal. Form ties shall be commercially manufactured,
permanently embedded type with removable ends for all exposed surfaces. The
permanently imbedded portion of the tie shall terminate not less than one inch from the
face of the concrete. Chamfer strips shall be placed in forms to bevel salient edges and
concrete corners of exposed surfaces, except for the top edges of walls and slabs which are
to be tooled. Unless otherwise noted on the Drawings, bevels shall be 3/4 inch wide. Forms
shall remain in place a minimum of 12 hours after concrete is placed. The edge of previously
placed concrete gutter section may be used as grade for a road pavement.
9. PLACING
The concrete shall be deposited in the structure forms or on the pavement grade in such a
manner as to require as little rehandling as possible. Necessary hand movement or
placement of concrete shall be done with shovels, not rakes. All reasonable care shall be
taken to prevent any segregation of the concrete materials. Workmen shall not be allowed
to walk in freshly mixed concrete with boots or shoes which are coated with earth or
foreign substances.
10. VIBRATING
The concrete shall be thoroughly consolidated throughout by means of vibrators inserted in
the concrete. Vibrators shall not be permitted to come in contact a joint assembly or the
subgrade. Vibrators shall not be used to drag the concrete into place and shall not be
operated longer than 10 seconds in one place.
11. JOB CONDITIONS
Concrete shall not be placed during rain, snow or sleet unless protection is provided to
prevent precipitation from entering the concrete mix.
a. Cold Weather Concreting. The work shall conform to the specifications of ACI 306,
"Recommended Practice for Cold Weather Concreting". The Temperature of
concrete when placed shall not be less than that shown in the following table.
Minimum concrete temp. (0F) in sections with least
dimensions:
Air Temp. (0F) Under 12 inches
12 inches & over
30 to 45
60
50
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APPENDIX B - PAGE 94
0 to 30
65
55
below 0
70
60
Temperature of concrete when placed shall not exceed 85 0F.
Prior to placing concrete, all ice, snow, surface and subsurface frost shall be
removed from surfaces to be in contact with new concrete and said surfaces shall be
at least 35 degrees F but less than 90 degrees F. Concrete shall be protected from
freezing during the specified curing period. Heated enclosures shall provide
adequate protection of corners, edges and thin sections. Heating units shall not heat
or dry concrete, or during the first 24 hours, expose the concrete to exhaust gasses
containing carbon dioxide.
b. Hot Weather Concreting. The work shall conform to specifications of ACI 305,
"Recommended Practice for Hot Weather Concreting". Temperature of concrete
when placed shall not exceed 85 F. Forms and reinforcing steel shall be cooled to a
maximum of 90 F with water spray prior to placing concrete. Concrete shall not be
placed when the actual or anticipated evaporation rate equals or exceeds 0.20
pounds per square foot per hour, as determined by Figure 2.1.4 of ACI 305.
Approved set retarding and water reducing admixtures may be used when ambient
air temperature is 90 F or above to offset the accelerating effects of high
temperature.
12. TESTING
Concrete shall be sampled and tested as follows:
a. Slump tests--performed at any time that concrete being placed appears to contain
excessive moisture and at each time that cylinders are prepared for strength tests.
The following Table illustrates the maximum allowable slump for various types of
construction.
TYPE OF CONSTRUCTION
MAXIMUM SLUMP
(INCHES)
EXTRUDED CURB, CURB & GUTTER
CAST-IN-PLACE MANHOLE BASE
2
CONCRETE PAVEMENT NOT INTEGRAL WITH CURB,
SIDEHILL SURFACE DRAINAGE STRUCTURES
3
CURB, INTEGRAL CURB & PAVEMENT, GUTTER, SIDEWALK, GUTTER,
APRONS,
PIPE BEDDING & ANCHORS
BRIDGES,
BUILDING FOOTERS, FOUNDATIONS & RETAINING WALLS
CAST-IN-PLACE PILES
CHANNELS AND BOX CULVERTS
4
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WALLS AND DECKS
PIPE COLLARS & PIPE ENCASEMENT
FENCE AND GUARD RAIL POST FOUNDATIONS
FLOW FILL (TRENCH BACKFILL SLURRY)
5
b. Strength tests--prepare four (4) each 6" x 12" cylinders for each test sample. A
sample shall be taken for each 50 cubic yards or less, up to 100 cubic yards and one
additional sample for each additional 100 cubic yards or fraction thereof in excess of
100 cubic yards, except for flow fill concrete. Flow fill concrete shall be sampled at
each truckload. The four cylinders from the sample shall be broken as follows: one
cylinder shall be broken at 7 days and two cylinders shall be broken at 28 days. The
remaining cylinder shall be retained to break later if necessary, or may be broken at
28 days for confirmation of the other cylinder breaks.
13. MEASUREMENT AND PAYMENT
Measurement shall be made by computing the volume contained within the designated or
field modified approved structure. Payment shall be made at the contract unit price per
cubic yard for completed structures or pavement.
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STORM DRAINAGE
1. SCOPE
The work consists of the construction of storm sewer pipelines including manholes, catch
basins, and other appurtenances normally used in storm sewer collection systems. The
work includes the furnishing of all materials, excavation of trenches, installation of
materials, backfilling, construction of manholes and catch basins, testing, cleaning and
restoration of surface.
2. MATERIALS
The type and class of pipe to be used in the work will be as shown on the plans and/or
called for in the specifications. The following specifications will apply to pipeline and
appurtenant materials.
Material Specification
Polyvinyl Chloride pipe (PVC) ASTM D-3034
PVC Over 15 inches I.D. ASTM F-679
PVC Min. Standard Dimension Ratio SDR 35
Acrylonitrile Butadiene Styrene (ABS) ASTM D-2680
Precast Concrete Manhole Rings ASTM C-478
Reinforced concrete Low- Head
pressure pipe ASTM C-361-85a
Ductile Iron Pipe AWWA C-151
Corrugated Polyethylene Pipe & fittings ASTM F-405
Large Diameter Corrugated Polyethylene
pipe and fittings ASTM F-667
Polyethylene Corrugated Drainage Pipe AASHTO M-252
Polyethylene Corrugated Pipe 12" to 48" AASHTO M-294
Corrugated Metal Pipe (CMP) AASHTO M-218
ASTM A-444
ASTM A-760
ASTM A-761
ASTM A-762
Unless specifically approved otherwise by the Engineer, all storm drain pipe and culverts
shall be smooth interior corrugated polyethylene pipe in accordance with AASHTO M-252
and M-294, and shall be ADS- N12 or approved equal.
Corrugated metal pipe (CMP) may only be used for special conditions when specifically
approved by the Engineer.
3. CERTIFICATION BY MANUFACTURER
When required by the Engineer, the Contractor shall furnish certification by the
manufacturer(s) of the pipe and materials to be furnished on this project, certifying that
they comply with the applicable specifications.
All pipe and materials shall be clearly marked with type, class and/or thickness as
applicable. Lettering shall be legible and permanent under normal conditions of handling
and storage.
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4. TRENCH EXCAVATION
All excavation, trenching, shoring and associated work shall be accomplished in a manner
which meets OSHA Department of labor, Safety and Health Regulations for Construction.
Prior to trenching, when crossing existing or prospective cultivated areas, gravel streets or
other developed surfaces, the contractor shall strip the cover material to full depth of the
existing surfacing. This surfacing material shall be stockpiled and placed back over the
trench area after backfilling is complete, to the extent that the stockpiled material is
acceptable and usable for that purpose. Topsoil shall be removed to full depth of the topsoil,
or to a maximum depth of 12 inches, whichever is less. All established lawn areas cut by the
trench or damaged during the course of the work shall be restored to a condition
comparable to or better than its surrounding area. Replacement of lawn shall be
accomplished with sod, seeding will not be considered as acceptable lawn replacement.
Where trenching is to be done through concrete or asphalt paving, cuts in the paving shall
be accomplished to result in a neat "sawed" line cut on each edge of the trench.
The Contractor shall excavate as necessary at the locations shown on the drawings, staked
in the field or otherwise specified for the installation of pipelines and appurtenances.
During excavation, materials suitable for backfilling shall be piled in an orderly manner a
sufficient distance from the banks of the trench to avoid overloading and to prevent slides
or cave-ins. Excavated material shall be piled on one side of the trench only, to permit ready
access to the trench and adjoining facilities. Surface drainage of adjoining areas shall not be
obstructed with piles of excavated materials.
All excavated materials not required or suitable for backfill shall be removed form the site
as directed by the Engineer.
Grading shall be done as may be necessary to prevent surface water from flowing into
excavations. Any water which accumulates in trenches shall be promptly removed. Under
no circumstances shall water be permitted to rise in unbackfilled trenches until after the
pipe has been placed, tested and covered with backfill. Any pipe having its alignment or
grade changed as a result of a flooded trench shall be relayed at no additional cost to the
owner.
The bottom of trenches shall be accurately graded to the line and grade shown on the
drawings. Bedding material shall provide uniform bearing and support for each section of
the pipe at every point along its entire length. Bell holes and depressions for joints shall be
dug after the trench bedding has been graded, and shall be only of such length, depth and
width as required for properly making the particular type of joint. Unauthorized overdepths
shall be backfilled with bedding material.
Blasting for excavation will be permitted for rock excavation. Rock excavation shall be
defined as the excavation of all hard, compacted or cemented materials, the
accomplishment of which requires blasting or the use of excavators larger than defined for
common excavation. Common excavation shall be defined as the excavation of all materials
that can be excavated and removed from the bottom of the trench, at design depth, by the
use of hydraulic backhoe equipment having a power rating of at least 195 horsepower (at
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APPENDIX B - PAGE 98
the flywheel) and can exert a bucket curling force of at least 35,800 pounds with the use of a
long tip radius bucket. This is intended to be equivalent to the ability of a Caterpillar 235
excavator-backhoe.
When blasting rock in trenches, the Contractor shall cover the area to be shot with earth
backfill or approved blasting mats that will prevent the scattering of rock fragments outside
of the excavation. The blasting procedures of the Contractor shall conform to all Federal,
State and local laws, ordinances and regulations.
5. TRENCH CONFIGURATION
The trench depth shall be as required for the invert grade or bury shown on the plans. The
trench width for the trench bottom to a point one foot above the top of the pipe shall be no
less than the outside diameter of the pipe plus eight (8) inches, but not more than the
outside diameter of the pipe plus twenty-four (24) inches.
The sides of all trenches higher than five (5) feet above the bottom of the trench shall be laid
back on a slope of 1 : 1 or shall be shored and sheathed in accordance with OSHA
regulations. Portable trench boxes or sliding trench shields may be used for shoring in lieu
of a shoring system. The strength of the portable trench box shall be equal to or greater than
the sheathing or shoring system which would be required for the trench conditions.
When soft or unstable material or rock is encountered at subgrade which will not uniformly
support the pipe, such material shall be excavated to an additional depth as directed by the
Engineer and the trench shall be brought back to grade with compacted acceptable material.
6. PIPE INSTALLATION
The pipe shall be installed in accordance with the manufacturer's recommendations for
installing the type of pipe used unless modified or changed in the Special Provisions. The
Contractor shall provide all tools and equipment including any special tools designed for
installing each particular type of pipe used.
The Contractor shall be responsible for the safe and proper storage and handling of all
material intended for the work furnished by him or to him and accepted by him until it has
been incorporated in the completed and accepted work. Every precaution shall be taken to
prevent foreign material from entering the pipe while it is being handled, stored or
installed. At times when pipe laying is not in progress, the open ends of the pipe shall be
closed by a water-tight plug or other means approved by the Engineer.
When required, during installation of drainage pipe, struts and horizontal ties shall be
installed to maintain shape and configuration of the pipe during placement and backfilling.
Struts and ties shall remain in place until the backfill has been placed to a height of 5 feet
above the top of the pipe, or installation has been completed, at which time they shall be
removed.
At all culvert entrances and at the entrance of any daylighted storm sewer, the pipe
entrance shall be provided with a Flared End Section. Flared End Sections shall be
polyethylene except for pipe sizes for which polyethylene end sections are not
manufactured
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For storm sewers which are designed for construction in a curved alignment the maximum
deflections at pipe joints shall not exceed the maximum deflection called for in the
manufacturer's recommendations.
Storm sewers which are constructed in a curved alignment shall be provided with an
insulated, 12 gauge copper trace wire, "UF" grade insulation or approved equal. The tracer
wire shall be secured to the top of the pipe with tape, at intervals no greater than 10 feet
and shall be continuous between manholes or daylighted ends of the pipe with no splices
allowed. The tracer wire shall extend into the manhole by extending the wire up the outside
of the manhole and entering the manhole under the ring and cover. A steel nail shall be
placed on each side of the wire under the cast iron cover ring to prevent crushing of the
wire. The crossing of wire and nails under the cast iron cover ring shall be sealed with
layers of manhole joint sealant both under and over the wire and nails. The tracer wire shall
be tested for continuity after back fill of the pipeline and manholes is complete.
Construction control of a curved storm sewer shall be accomplished by the confirmation of
the elevation on each joint with an engineers level.
The cutting of pipe as necessary in the course of the work shall be accomplished in neat
workmanlike manner without damage to the pipe. The cut shall result in a smooth cut at
right angles to the axis of the pipe.
7. PIPE BEDDING AND TRENCH BACKFILL
All trenches shall be backfilled immediately after grade, alignment and jointing of the pipe
has been inspected and accepted by the Engineer. Leakage tests, pressure tests or tests for
alignment, grade and/or pipe cross-section deflection shall be performed after backfill has
been accomplished.
All trench backfill shall be free of frozen material, stumps, roots, brush, or other organic
material, cinders or other corrosive material, debris and rocks greater in size than those
noted in the following paragraphs.
Pipe bedding material placed around and up to a point six inches over the pipe shall consist
of select earth, sand, or fine gravel free from clods, lumps of frozen material or stones larger
than 1 inch in their maximum dimension. In the absence of bedding material noted above,
the bedding shall Class 6 aggregate. The pipe bedding material shall be placed around the
pipe by hand in layers of six inches thick or less and compacted by tamping. Water settling
of the trench backfill will not be allowed, and the addition of water shall be limited to that
required for optimum compaction.
After the select pipe bedding material has been placed and compacted as called for above,
the remainder of the trench shall be backfilled. All backfill material shall be free from
cinders, ashes, refuse, organic and frozen material, boulders of other unsuitable material.
From one foot above the pipe to a point 24 inches below the surface or road subgrade,
stones which do not exceed 15 inches in maximum dimension may be included in the
backfill.
8. COMPACTION
Materials used for backfill shall be placed in the trench in layers suitable to the equipment
used for compaction. Backfill shall be compacted to the following specified minimum
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density of the maximum dry density as determined by Standard Proctor test (ASTM D698)
at a moisture content within 2% of optimum.
a. 100% for: subgrade under footings, foundations or structures, subgrade under
paved and shoulder slopes of State Highways and top 2 feet of paved areas, sidewalks and
other areas to receive pavement.
b. 95% for: subgrade under gravel roadways, pipe trench barrier material, trench
backfill and bedding below 100% compacted top.
c. 90% for: sodded or lawn areas and fields.
d. equal to density of undisturbed adjacent material for: field areas as directed by the
Engineer.
e. Where granular materials are used in lieu of cohesive soils, ASTM D2049 shall apply.
Field density tests to determine compliance with compaction requirements shall be made
by methods meeting the following standards: ASTM D2922 (Nuclear), ASTM D1556 (Sand
Cone), or ASTM 2167 (Rubber-Balloon).
9. MANHOLES AND CATCH BASINS
Manholes and catch basins shall be constructed of Precast concrete rings with frames and
covers and steps in accordance with the details shown on the drawings.
Adjusting rings may be used for adjusting the manhole and catch basin top elevation to
coincide with existing ground elevations, except the total height of adjusting rings used per
manhole shall not exceed 12 inches. Adjusting rings shall be reinforced with the same
percentage of steel as the riser and top.
Manhole and catch basin steps shall be non-corrosive type material such as rubber encased
steel, aluminum, or nylon. Steps shall withstand vertical loads of 400 pounds and pull-out
force of 1000 pounds.
Manhole and catch basin rings and covers, catch basin grates, and the supporting rings shall
be designed to withstand H-20 AASHTO loading. Manhole rings and covers shall be
non-ventilated type and shall conform to the standards of the Owner's system.
Manhole and catch basin bases shall be either Precast or cast in place on undisturbed or
compacted earth. Manhole and catch basin base concrete shall have a minimum
compressive strength of 3000 pounds per square inch in 28 days.
Manholes and catch basins shall be constructed to the dimensions shown on the plans.
Invert channels shall be smooth and semi-circular in cross-section conforming to the inside
of the adjacent sewer section. Changes in direction of flow shall be made with a smooth
curve of as large a radius as the size of the manhole and the nature of the change will
permit. Changes in size and grade of the channels shall be made gradually and evenly. The
invert channels may be formed directly in the concrete of the manhole or catch basin base
or may be half pipe sections laid in the concrete. The floor of the manhole outside of the
channel shall be smooth and shall slope toward the channel not less than one inch per foot
nor more than two inches per foot.
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All connections between manhole rings or between sewer pipe and manhole or catch basin
walls shall be joined with "Kent Seal" manufactured by K. T. Snyder Company or approved
equal, in such a manner as to make the manhole watertight. Rubber "O" ring gaskets may be
used if approved by the Engineer.
When a new storm sewer line is connected to an existing manhole or catch basin, a
flow-channel shall be cut from the floor of the existing manhole and re-grouted to a smooth
configuration to match the inlet characteristics of the new storm sewer.
10. PROTECTION OF WATER SUPPLIES
Storm sewer pipelines shall be located a minimum of ten feet horizontally from existing or
proposed water mains. Whenever it is necessary that a storm sewer pipe cross above or
within 18 inches below a water main, the storm sewer pipe within 10 feet of the water line
shall be constructed of either ADS N12 pipe with concrete collar-encased joints or
specification PVC sewer pipe with concrete collar-encased joints.
11. TESTS
New storm sewer pipelines which are constructed of pipe materials with watertight joints
will be tested to assure the Engineer that pipe laying and jointing are satisfactory. The
contractor shall provide the labor and materials to conduct the following tests in the
presence of the Engineer.
a. Water Test. Where ground water is a minimum of two feet above the storm sewer
line, tests shall be made by sealing off the section to be tested between manholes
and measuring the infiltration by collecting or pumping the discharge into
containers. Tests shall be conducted for a period of not less than four hours for each
section tested. Time shall be allowed to adequately soak lines and manholes in
advance of performing tests.
When ground water is not above the pipe, testing shall be as follows: On flat slopes
where the depth over the centerline of the pipe in the lower manhole of the test
section will be less than ten feet, the upper manhole shall be filled to a depth of two
feet over the top of the pipe with the inlet to the lower manhole plugged. When the
above conditions can not be met, the Engineer will define special test procedures to
accomplish the tests without harming the system with high pressures. All tests shall
be conducted for a period of at least four hours. The maximum allowable infiltration
or exfiltration, including manholes shall not exceed 300 gallons per day per mile of
storm sewer, per inch diameter of pipe.
b. Deflection Test. After the pipe has been installed and backfilled, all pipe shall be
tested for deflection in the presence of the Engineer. This test shall consist of pulling
a mandrel or rolling a ball (go-no go device) through the pipe. The maximum
deflection allowable shall not exceed 5 percent of the pipe's internal diameter for
final inspection.
The contractor shall repair and/or replace any section of the system which fails to meet
testing standards following which the section shall be retested. The test section of storm
sewer shall not exceed 800 feet in length.
12. MEASUREMENT AND PAYMENT
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APPENDIX B - PAGE 102
The Work shall be paid for at the specific contract unit prices per linear foot installed in
accordance with the plans and specifications. The accepted quantity of each type of pipe
shall be determined to the nearest 0.1 feet of length. All work and materials incidental to
the installation of the culvert, such as excavation, bedding, etc. shall be included in the linear
foot price of the pipe. All end treatment construction such as the flared end sections,
drainage ditch blocks, fittings, delineator posts, and inlet and outlet riprap protection shall
be included in the unit price for each culvert installed.
Manholes, catch basins, and inlets shall be paid for at the contract unit prices per each for
each type and size established in the Bid Schedule. All work and materials incidental to the
installation of the manhole, catch basin or inlet, such as formation of the invert per the
construction details shall be included in the unit price of the structure.
The term “accepted quantities” shall mean only those quantities necessary to construct the
drainage pipes, manholes, inlets and catch basins as defined in the plans and specifications,
and/or authorized and modified by the Engineer in the field. Any additional quantity used
in the work which is not in any way authorized, and/or is the result of waste, or placement
of pipe greater length than is designed, specified or authorized, shall not be paid for
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DRAINAGE CULVERTS
1. SCOPE
The work consists of the construction of drainage culverts including ditch blocks, inlets,
outfalls and slope protection and other appurtenances normally used in drainage culvert
systems. The work includes the furnishing of all materials, labor, supplies and equipment
for the installation of drainage culverts.
2. MATERIALS
The type and class of pipe to be used in the work will be as shown on the plans and/or
called for in the specifications. The following specifications will apply to pipeline and
appurtenant materials.
Material Specification
Polyvinyl Chloride pipe (PVC) ASTM D-3034
PVC Over 15 inches I.D. ASTM F-679
PVC Min. Standard Dimension Ratio SDR 35
Acrylonitrile Butadiene Styrene (ABS) ASTM D-2680
Reinforced concrete Low- Head
pressure pipe ASTM C-361-85a
Corrugated Polyethylene Pipe & fittings ASTM F-405
Large Diameter Corrugated Polyethylene
pipe and fittings ASTM F-667
Polyethylene Corrugated Drainage Pipe AASHTO M-252
Polyethylene Corrugated Pipe 12" to 36" AASHTO M-294
Corrugated Metal Pipe (CMP) AASHTO M-218
ASTM A-444
ASTM A-760
ASTM A-761
ASTM A-762
Unless specifically approved otherwise by the Engineer, all storm drain pipe and culverts
shall be smooth interior corrugated polyethylene pipe in accordance with AASHTO M-252
and M-294, and shall be ADS- N12 or approved equal.
Corrugated metal pipe (CMP) may only be used for special conditions when specifically
approved by the Engineer.
3. CERTIFICATION BY MANUFACTURER
When required by the Engineer, the Contractor shall furnish certification by the
manufacturer(s) of the pipe and materials to be furnished on this project, certifying that
they comply with the applicable specifications.
All pipe and materials shall be clearly marked with type, class and/or thickness as
applicable. Lettering shall be legible and permanent under normal conditions of handling
and storage.
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3. LAYING AND BEDDING THE PIPE
Unless otherwise specified, the pipe shall be installed in accordance with the
manufacturer's recommendations. The pipe shall be laid with the outside laps of
circumferential joints pointing upstream and with longitudinal laps at the sides at about the
vertical mid-height of the pipe. Field welding of corrugated galvanized iron or steel pipe will
not be permitted. Unless otherwise specified, the pipe shall be firmly and uniformly bedded
throughout its entire length with a minimum thickness of 6-inches of Class 6 ABC.
Perforated pipe shall be laid with the perforations down and oriented symmetrically about
a vertical center line. Perforations shall be clear of any obstructions as the pipe is laid. The
pipe shall be loaded sufficiently during the compaction of backfill around the sides to
prevent its being lifted from the bedding.
Materials used for backfill shall be placed in the trench in layers suitable to the equipment
used for compaction. Backfill shall be compacted to a minimum of 95% of the maximum dry
density as determined by Standard Proctor test (ASTM D698) at a moisture content within
2% of optimum. Culverts backfilled with “Flow Fill” shall be restrained from floating by
suitable methods. Use of heavy equipment, such as the bucket of a backhoe will not be
permitted.
At all culvert entrances where specified, the pipe entrance shall be provided with a Flared
End Section. Flared End Sections shall be polyethylene, except for pipe sizes for which
polyethylene end sections are not manufactured
4. STRUTTING
When required, struts and horizontal ties shall be installed to maintain shape and
configuration of the pipe during placement and backfilling. Struts and ties shall remain in
place until the backfill has been placed to a height of 5 feet above the top of the pipe, or
installation has been completed, at which time they shall be removed by the contractor.
5. HANDLING THE PIPE
The Contractor shall furnish such equipment as is necessary to place the pipe without
damaging the pipe or coatings. The pipe shall be transported and handled in such a manner
as to prevent bruising, scaling or breaking of the specified coating or bituminous coating.
6. REPAIR OF DAMAGED COATINGS
Any damage to the zinc coatings of metal pipes shall be repaired by thoroughly wire
brushing the damaged area to bright metal, removing all loose and cracked coating,
removing all dirt and greasy material with solvent, and painting with two coats of zinc
dust-zinc oxide primer conforming to the requirements of Federal Specification TT-P-641. If
the coating is damaged in any individual area larger than 12 square inches, or if more than
0.2 percent of the total surface of a joint of pipe is damaged, then the joint will be rejected.
Breaks or scuffs in bituminous coatings that are less than 36 square inches in area shall be
repaired by the application of two coats of hot asphaltic paint or a coating of cold-applied
bituminous mastic. The repair coating shall be at least 0.05 inches thick after hardening and
shall bond securely and permanently to the pipe. The material shall meet the physical
requirements called for in AASHO M 190 and WW P 405b. Whenever individual breaks
exceed 0.5 percent of the total surface area of the pipe, the pipe will be rejected.
7. MEASUREMENT AND PAYMENT