Deactivate the flashing beacons and change the digital display to the original posted speed limit no later than 15 minutes after workers depart the work zone.
12-3.40D Payment
Measurement and payment for Variable Speed Limit Sign Systems is included in the applicable unit price for Traffic Control. Payment will include costs for all work and materials specified herein.
FBD Vanguard Construction, Inc.
CPE26-073 SRR Driveway Installation
20 Calendar Days
387
12-3.41 TEMPORARY AUTOMATED END OF QUEUE WARNING SYSTEMS 12-3.41A General
12-3.41A(1) Summary
Section 12-3.41 includes specifications for furnishing, maintaining, and removing temporary automated end of queue warning systems.
A temporary automated end of queue warning system (Type 1) is used when the traffic queue length is
3.5 miles or less. Do not use if there is no queue.
A temporary automated end of queue warning system (Type 2) is used when the traffic queue length is
7.5 miles or less. Do not use if there is no queue.
12-3.41A(2) Definitions
Reserved
12-3.41A(3) Submittals
Submit a 24-hour contact phone number for the on-site temporary automated end of queue warning system coordinator before starting the activity that requires the system.
Submit a weekly temporary automated end of queue warning system operation report by Tuesday of the following week. The report must include:
1. Date, time, message, county, route, post mile or station and direction for each PCMS.
2. Date and time when the system is not operational.
3. Date, time, and activity necessary to maintain system in operation.
4. Date and time for any system failures. Each failure entry must include:
4.1. Description of the equipment that failed.
4.2. Cause of equipment malfunction.
4.3. Description of the work performed to correct the malfunction.
4.4. Time required to repair the malfunction.
12-3.41A(4) Quality Assurance
Assign an on-site temporary automated end of queue warning system coordinator. When the system is required to be in operation, the coordinator must be available to repair or replace a damaged or malfunctioning system within 2 hours of notification of a system failure. 12-3.41B Materials
12-3.41B(1) General
Temporary automated end of queue warning system must differentiate between periods of stopped traffic and periods with no traffic.
Temporary automated end of queue warning system must comply with the requirements for an automated work zone information system, except the system must display on the PCMS:
1. Messages shown, based on real time traffic speed data
2. Default message ROAD WORK AHEAD when any of the following conditions exist:
2.1. Sensors do not detect a queue
2.2. During a power failure and the controller must restart automatically
2.3. When communication is lost for more than 10 minutes
3. Message STOPPED TRAFFIC AHEAD when the speed drops below 5 mph and the traffic sensors stop detecting
12-3.41B(2) Temporary Automated End of Queue Warning Systems (Type 1) The temporary automated end of queue warning system (Type 1) consists of a controller, a minimum 4 traffic sensors and a minimum 1 PCMS.
FBD Vanguard Construction, Inc.
CPE26-073 SRR Driveway Installation
20 Calendar Days
388
12-3.41B(3) Temporary Automated End of Queue Warning Systems (Type 2) The temporary automated end of queue warning system (Type 2) consists of a controller, a minimum 8 traffic sensors and a minimum 2 PCMS.
12-3.41C Construction
12-3.41C(1) General
Place the temporary automated end of queue warning system as shown.
On entrance ramps within the area covered by the temporary automated end of queue warning system, place a W3-4 (BE PREPARED TO STOP) sign downstream from the C23 (CA) (ROAD WORK AHEAD) sign. Placing a C23 (CA) (ROAD WORK AHEAD) sign on the ramp is change order work, if one is not already in place.
Operate the temporary automated end of queue warning system only while work is in progress or as described.
12-3.41D Payment
Measurement and payment for Temporary Automated End of Queue Warning System is included in the applicable unit price for Traffic Control. Payment will include costs for all work and materials specified herein.
12-3.42 PICKUP TRUCK MOUNTED CHANGEABLE MESSAGE SIGN
12-3.42A General
12-3.42A(1) Summary
Section 12-3.42 includes specifications for placing, operating, maintaining, and removing pickup truck mounted changeable message sign (PTMCMS).
12-3.42A(2) Definitions
Reserved
12-3.42A(3) Submittals
Reserved
12-3.42A(4) Quality Assurance
Reserved
12-3.42B Materials
A PTMCMS consists of a PCMS mounted on a supporting structure affixed to a pickup truck under the PCMS manufacture's recommendations.
A PTMCMS includes:
1. PCMS with characters at least 12 inches in height
2. Pickup truck with a gross vehicle weight rating of at least 5,000 pounds
3. Two-way communication system
4. Rotating or flashing amber light
5. Public address system with external speaker
6. 54-by-24-inch SC15 (CA) (CAUTION) sign attached to the tailgate 12-3.42C Construction
Provide one operator per PTMCMS.
FBD Vanguard Construction, Inc.
CPE26-073 SRR Driveway Installation
20 Calendar Days
389
12-3.42D Payment
Measurement and payment for Pickup Truck Mounted Changeable Message Sign is included in the applicable unit price for Traffic Control. Payment will include costs for all work and materials specified herein.
12-4 MAINTAINING TRAFFIC
12-4.01 GENERAL
12-4.01A General
Section 12-4.01 includes general specifications for maintaining traffic through construction work zones.
Refer to General Conditions Section 5.12 for public convenience requirements. 12-4.01B Materials
Not Used
12-4.01C Construction
Not Used
12-4.01D Payment
Measurement and payment for Maintaining Traffic is included in the applicable unit price for Traffic Control. Payment will include costs for all work and materials specified herein. 12-4.02 TRAFFIC CONTROL SYSTEMS
12-4.02A General
12-4.02A(1) Summary
Section 12-4.02 includes specifications for providing a traffic control system to close traffic lanes, shoulders, ramps, and connectors.
A traffic control system for a closure includes flagging and the temporary traffic control devices described as part of the traffic control system. Temporary traffic control devices must comply with section 12-3. 12-4.02C(9) Flagging
12-4.02C(9)(a) General
12-4.02C(9)(a)(i) Summary
Section 12-4.02C(9) includes specifications for flaggers, AFAD operators, additional flaggers, advance flaggers and flagger stations.
12-4.02C(9)(a)(ii) Definitions
AFAD operator: Flagger certified by the manufacturer to operate the specific automated flagger assistance device.
additional flagger: Flagger that controls the flow of traffic at intermediate locations within the limits of a closure with reversible control, at intersections, driveways and other traffic merging points. advance flagger: Flagger positioned upstream of the traffic control system, who warns approaching traffic of road work ahead and potentially stopped traffic within the advance warning signs. incidental flagger: Flagger that performs flagging that is not part of a traffic control system. 12-4.02C(9)(a)(iii) Submittals
Submit as informational submittals:
1. Flagger certification for each flagger including AFAD operators. The submittal must include:
1.1. Name of the individual receiving certification
1.2. Name of entity providing certification
1.3. Date of certification
1.4. Certification expiration date
FBD Vanguard Construction, Inc.
CPE26-073 SRR Driveway Installation
20 Calendar Days
390
2. AFAD manufacturer certification for each AFAD operator. The submittal must include:
2.1. Name of the manufacturer's authorized trainer
2.2. Name of the trainee
2.3. Description of device type and model for which training was provided
2.4. Date when the training was provided
3. Training qualifications for each incidental flagger. 12-4.02C(9)(a)(iv) Quality Assurance
Flaggers must be at least 18 years of age and maintain a valid government issued identification and must possess proof of certification during flagging operations.
Flaggers that are part of a traffic control system must be certified by an authorized flagger training provider. The authorized flagger training provider list is available at the Department's Division of Construction website.
In addition, AFAD operators must be certified by the AFAD manufacturer on:
1. Device type and model to be used on the project
2. Installation procedures
3. Local and remote-controlled operation
4. Maintenance of the device
Incidental flaggers must be trained under 8 CA Code of Regs § 1599. 12-4.02C(9)(b) Materials
Not Used
12-4.02C(9)(c) Construction
12-4.02C(9)(c)(i) General
Reserved
12-4.02C(9)(c)(ii) Flaggers
12-4.02C(9)(c)(ii)(A) General
Flaggers should stand in a conspicuous place and be visible to approaching vehicles.
Flaggers must wear a hard hat, safety glasses, and Class 3, high-visibility, safety apparel under ANSI/ISEA 107-2004, or equivalent subsequent revisions.
Flaggers must be equipped with a 24-by-24-inch "STOP/SLOW" paddle with a rigid staff tall enough to maintain the bottom of the paddle a minimum of 6 feet above the pavement. 12-4.02C(9)(c)(ii)(B) Automated Flagger Assistance Device Operators When AFADs are in operation, the AFAD operators must:
1. Be positioned away from the traveled way
2. Be positioned where they have an unobstructed line of sight to approaching vehicles and to the devices
3. Keep a backup hand held AFAD remote control readily available A pilot car driver must not operate a device and must not be considered as one of the flaggers present on-site available to operate a device.
12-4.02C(9)(c)(ii)(C) Additional Flaggers
Provide additional flaggers at any of the following locations:
1. At high-volume intersections and driveways between the two flagger stations as described
2. At Multi-lane and circular intersections
FBD Vanguard Construction, Inc.
CPE26-073 SRR Driveway Installation
20 Calendar Days
391
For other intersections and driveways, place a sign as described.
Additional flaggers use the STOP/SLOW sign paddle to control vehicles merging into the closure with reversible control.
If additional flaggers are not described, providing additional flaggers is change order work. 12-4.02C(9)(c)(ii)(D) Advance Flaggers
Provide advance flaggers when any of the following conditions exist:
1. Queued traffic reaches the W20-4 (One Lane Road Ahead) sign.
2. When the horizontal roadway curvature restricts the sight distance of approaching traffic.
3. When the vertical roadway curvature restricts the sight distance of approaching traffic.
Advance flaggers use the SLOW sign paddle to warn approaching vehicles of the flagging operation ahead and signals the drivers to slow down. If the STOP/SLOW paddle is used, the STOP side must be covered.
If advance flaggers are not described, providing advance flaggers is change order work. 12-4.02C(9)(c)(iii) Flagger Stations
Place flagger stations such that approaching vehicles have sufficient distance to react and follow the flagger's instructions.
Place a minimum of four cones at 50 feet intervals in advance of flagger stations.
During the hours of darkness, illuminate flagger stations under 8 CA Regs § 1523. Do not start flagging until flagger stations are illuminated.
Place advance warning signs W20-1, C9A(CA), and W3-4 upstream of the additional flagger station at intersections as shown.
Place advance warning signs W20-1, C9A(CA), and W3-4 upstream of the advance flagger station.
Remove the W20-1 sign from all flagger stations downstream from the advance flagger station furthest from the work area.
You may use a full-matrix PCMS in place of an advance flagger. The PCMS must alternately display the message "Prepare to Stop" and the C9A(CA) sign graphic. Place a portable W20-1 sign in advance of the PCMS.
If the distance E shown is 1,000 feet or more, place a SW60(CA) as shown. Place an additional SW60(CA) sign for every additional 1,000 feet of separation, space the signs at 1,000-foot intervals. 12-4.02C(9)(d) Payment
Measurement and payment for Traffic Control Systems is included in the applicable unit price for Traffic Control. Payment will include costs for all work and materials specified herein. 12-4.02C(10) End of Queue Monitoring and Warning with Pickup Truck Mounted Changeable Message Sign
12-4.02C(10)(a) General
12-4.02C(10)(a)(i) Summary
Section 12-4.02C(10) includes specifications for end of queue monitoring and warning using pickup truck mounted changeable message sign (PTMCMS).
FBD Vanguard Construction, Inc.
CPE26-073 SRR Driveway Installation
20 Calendar Days
392
End of queue monitoring and warning includes providing PTMCMS, monitoring the end of queue, and warning approaching traffic.
12-4.02C(10)(a)(ii) Definitions
Reserved
12-4.02C(10)(a)(iii) Submittals
Submit a weekly report of PTMCMS operation by Tuesday of the following week. The report must indicate the date, time, message, county, route, post mile or station and direction for each PTMCMS. 12-4.02C(10)(a)(iv) Quality Assurance
Reserved
12-4.02C(10)(b) Materials
Not Used
12-4.02C(10)(c) Construction
Provide 1 PTMCMS in the direction of travel for freeway, expressway, or multilane conventional highway closures. Provide 2 PTMCMS for two-lane conventional highway closures, one for each direction of travel.
Place the PTMCMS upstream of the:
1. W20-1 (ROAD WORK AHEAD) for a stationary closure
2. California Highway Patrol (CHP) vehicle for a traffic break Place the PTMCMS at the distance shown in the following table:
PTMCMS Minimum Upstream Distance
Road Type Distance (ft)
Urban – More than 40 mph 350
Rural 500
Expressway / Freeway 2,640
The distances in the PTMCMS Minimum Upstream Distance table are approximate and intended for guidance only. Based on field conditions increase the PTMCMS upstream distance.
Start monitoring the end of queue when:
1. The first merging taper is installed for stationary closures
2. CHP vehicle starts to pace traffic for traffic break Reposition the PTMCMS to maintain the distance shown in the table titled “PTMCMS Minimum Upstream Distance,” upstream of the end of queue.
Turn on the PTMCMS and display the alternating message:
1. SLOW TRAFFIC AHEAD and PREPARE TO STOP when traffic is moving at 10 mph or more, below the posted speed limit
2. STOPPED TRAFFIC AHEAD and PREPARE TO STOP when traffic stops upstream of the W20-1 (ROAD WORK AHEAD) sign or the CHP vehicle
If quick changing traffic conditions or useable shoulder area limitations do not allow for repositioning of PTMCMS, place additional PTMCMS upstream to warn traffic. Additional PTMCMS are change order work.
Monitor the end of queue and reposition PTMCMS until the traffic condition abates and traffic speed is within 10 mph of the posted speed limit. If the location of the PTMCMS falls outside the project limits notify the Engineer and continue to monitor the end of queue and warn traffic.
FBD Vanguard Construction, Inc.
CPE26-073 SRR Driveway Installation
20 Calendar Days
393
If the traffic speed falls 10 mph or more below the posted speed limit after removing the lane closure, notify the Engineer and continue to warn traffic and monitor the end of queue for up to 2 hours. Monitoring the queue and warning traffic after the 2 hours is change order work. 12-4.02C(10)(d) Payment
Measurement and payment for End of Queue Monitoring and Warning with Pickup Truck Mounted Changeable Message Sign is included in the applicable unit price for Traffic Control. Payment will include costs for all work and materials specified herein.
12-4.02C(11) Traffic Control Technician
12-4.02C(11)(a) General
12-4.02C(11)(a)(i) Summary
Section 12-4.02C(11) includes specifications for training, certification, and responsibilities for traffic control technicians.
The traffic control technician:
1. Is responsible for the installation, maintenance, and removal of traffic control devices
2. Must have the authority to assign and direct flagging operations
3. Must be knowledgeable about:
3.1. Section 7-1.03 "Public Convenience"
3.2. Section 7-1.04 "Public Safety"
3.3. Section 12 "Temporary Traffic Control"
3.4. Traffic control system Standard Plans
3.5. Traffic handling plans and detour plans
Assign a traffic control technician to each closure.
12-4.02C(11)(a)(ii) Definitions
Reserved
12-4.02C(11)(a)(iii) Submittals
12-4.02C(11)(a)(iii)(A) General
Every Monday by noon, submit traffic control daily reports for the previous week as an informational submittal.
12-4.02C(11)(a)(iii)(B) Quality Assurance Submittals
Submit the following as informational submittals:
1. Traffic control technician certification and flagger certification for each traffic control technician and each alternate traffic control technician. The certification must include:
1.1. Name of the individual receiving certification
1.2. Name of entity providing certification
1.3. Date of certification
1.4. Certification expiration date
2. Contact information for each traffic control technician and each alternate traffic control technician. The submittal must include the name, phone number and email address.
3. Traffic control daily reports for each closure. The traffic control daily report must include:
3.1. Date
3.2. Name of traffic control technician
3.3. Location of traffic control. Provide description, County, Route, Postmile or Station and Direction
3.4. Reference to traffic control standard plan or project plan sheet
3.5. For closure information include:
3.5.1. Lane requirement chart number, start time, and end time FBD Vanguard Construction, Inc.
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3.5.2. Facility type: conventional highway, freeway, expressway, on ramp, off ramp, or connector, street
3.5.3. Number of lanes closed, which lanes are closed, or shoulder closure
3.5.4. Names of flaggers, if applicable
3.5.5. Use of construction work zone speed limit reduction, buffer lanes, or COZEEP support, if applicable
3.6. Documentation of:
3.6.1. LCS Mobile web page status confirmation for 1097 and 1098, or 1022
3.6.2. Verification that closure is in compliance with the contract requirements
3.6.3. Modifications to the traffic control including, a description of the change, the reason for the change, time when the change is implemented
3.6.4. Traffic control system monitoring including, time of inspection and observations
3.6.5. Incidents that occur while the traffic control system is in place 12-4.02C(11)(a)(iv) Quality Assurance
12-4.02C(11)(a)(iv)(A) General
The traffic control technician must coordinate with the Engineer the implementation of traffic control systems and traffic handling plans prior to construction, and before major changes in traffic control. 12-4.02C(11)(a)(iv)(B) Training and Certifications
A traffic control technician must be certified as a flagger and as a traffic control technician. The Department authorized traffic control technician and flaggers training providers list is available at:
https://dot.ca.gov/programs/construction/safety-traffic/safety-training-courses 12-4.02C(11)(a)(iv)(C) Quality Control
The traffic control technician must:
1. Ensure safe, convenient, and effective passage of motorists, bicyclists, pedestrians, workers, and first responders, through or around the construction work zone
2. Inspect the condition of traffic control devices on a regular basis for compliance with the quality requirements in the American Traffic Safety Services Association publication Quality Guidelines for Temporary Traffic Control Devices and Features
3. Ensure the labor, equipment, and materials are available to immediately correct deficiencies in the traffic control system
4. Ensure workers performing flagging operations meet the flagger's certificate requirements
5. Ensure the status of closures is reported using the LCS Mobile web page
6. Verify that all closures comply with the contract requirements and that traffic control devices, including PCMS, arrow boards and radar speed feedback signs, are functioning after traffic control installation 12-4.02C(11)(b) Materials
Not Used
12-4.02C(11)(c) Construction
For each closure, a traffic control technician must be present during the installation, operation, and removal of the traffic control system.
Notify the Engineer of the assigned traffic control technician for each closure 1 business day before the closure.
Notify the Engineer before an alternate traffic control technician assumes the duties of the assigned traffic control technician.
Traffic control technicians must be available by:
1. Cellular telephone
2. Two-way radio
FBD Vanguard Construction, Inc.
CPE26-073 SRR Driveway Installation
20 Calendar Days
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3. Mobile internet access
Traffic control technician must:
1. Mark the locations for traffic control devices before installation of closures
2. Monitor work zone traffic control activities and operations, including detours, to ensure the traffic control is functioning properly
When monitoring work zone traffic control, if an imminent danger is identified, take immediate corrective action and notify the Engineer. Notify the Engineer of modifications needed to the traffic control system plans or traffic handling plans if the traffic control is not functioning as required due to changes in traffic or site conditions. Do not implement any changes to the traffic control system plans or traffic handling plans until the proposed revisions are authorized.
12-4.02C(11)(d) Payment
Measurement and payment for Traffic Control Technican is included in the applicable unit price for Traffic Control. Payment will include costs for all work and materials specified herein. 12-4.02C(12) Construction Work Zone Speed Limit Reduction Reserved
12-4.02C(13) Traffic Control Supervision
Reserved
12-4.02C(14)–12-4.02C(25) Reserved
12-4.02D Payment
Not Used
12-4.04 TEMPORARY PEDESTRIAN ACCESS ROUTES
12-4.04A General
12-4.04A(1) Summary
Section 12-4.04 includes specifications for providing, maintaining, and removing temporary pedestrian access routes.
A temporary pedestrian access route includes temporary traffic control devices as shown except for temporary barrier system and temporary crash cushions.
12-4.04A(2) Definitions
Reserved
12-4.04A(3) Submittals
If work activities require the closure of a pedestrian route and a temporary pedestrian access route is not shown, submit a work plan for a temporary pedestrian access route. The work plan must:
1. Describe the activities, processes, equipment, and materials that will be used to provide the temporary access route
2. Show the locations of the routes and the placement of traffic control devices for each stage of work
3. Include a time-scaled logic diagram displaying the sequence and duration of the planned activities for each stage of work
4. Be sealed and signed by an engineer who is registered as a civil engineer in the State Submit "Temporary Pedestrian Access Route Contractor Compliance Report," within 2 business days after construction of a temporary pedestrian access route.
FBD Vanguard Construction, Inc.
CPE26-073 SRR Driveway Installation
20 Calendar Days
396
Submit "Temporary Pedestrian Access Route Contractor Weekly Report," within 2 business days of completing a weekly inspection.
12-4.04A(4) Quality Assurance
12-4.04A(4)(a) General
Reserved
12-4.04A(4)(b) Quality Control
Perform a review of the temporary pedestrian access route after it is constructed and document compliance on the "Temporary Pedestrian Access Route Contractor Compliance Report." The Department will conduct a verification inspection after receiving the compliance report.
For a temporary pedestrian access route in use perform a weekly review and document compliance on the "Temporary Pedestrian Access Route Contractor Weekly Report." 12-4.04B Materials
The walkway surface must be slip resistant and surfaced with minor HMA or commercial-quality, bituminous material, commercial-quality concrete, or wood.
A handrail with a circular cross section must have an outer diameter from 1-1/4 to 2 inches. A handrail with a noncircular cross section must have a perimeter from 4 to 6-1/4 inches and a maximum crosssection dimension of 2-1/4 inches.
Fasteners must be rounded to prevent injury to a pedestrian's fingers, hands, and arms and to eliminate sharp edges that could catch on clothing.
A detectable warning surface must be on the Authorized Material List for detectable warning surfaces and match yellow color no. 33538 of AMS-STD-595.
Temporary traffic control devices used to channelize pedestrians must:
1. Be free of sharp or rough edges
2. Have a continuous detectable edging at least 6 inches high and at no more than 2 inches above the walkway surface
3. Be at least 32 inches in height
4. Have smooth connection points between devices to allow for a handrail
5. Have a top and bottom surface in the same vertical plane 12-4.04C Construction
Notify the Engineer 5 business days before closing an existing pedestrian route. Do not close the route until authorized.
If work activities require the closure of a pedestrian route and a temporary pedestrian access route is not shown, provide a temporary pedestrian access route near the traveled way. You may route pedestrians using the existing sidewalk or by constructing a temporary access route.
Construct a temporary pedestrian access route such that:
1. Walkway surface is firm and stable and free of irregularities
2. Cross slope of the pedestrian route is at most 50:1 (horizontal:vertical)
3. Longitudinal slope of the pedestrian route is at most 20:1 (horizontal:vertical)
4. Walkway, landings, blended transitions, and curb ramps are at least 60 inches wide except where not feasible, the width must be at least 48 inches wide with a 60-by-60-inch passing space at least every 200 feet
5. Lateral joints or gaps between surfaces are less than 1/2 inch wide FBD Vanguard Construction, Inc.
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6. Discontinuities in surface heights are less than 1/2 inch and beveled if greater than 1/4 inch with a slope no greater than 2:1 (horizontal:vertical)
7. Ramps have:
7.1. Longitudinal slope of at most 12:1 (horizontal:vertical)
7.2. Rise less than 30 inches
7.3. Protective edging at least 2 inches high on each side and handrails at a height from 34 to 38 inches above the walkway surface if the rise is greater than 6 inches
8. Curb ramps have:
8.1. Longitudinal slope of at most 12:1 (horizontal:vertical)
8.2. Protective edging at least 2 inches high on each side if the curb ramp does not have flares and the rise is greater than 6 inches
9. Pedestrians are channelized when routed off existing pedestrian routes Construct handrails such that they are continuous, smooth and free of sharp or rough edges.
Provide an overhead covering to protect pedestrians from falling objects and drippings from overhead structures.
If the temporary access route is next to traffic or work activities, place a temporary barrier to separate the route from vehicles and equipment.
Install a detectable warning surface at locations where a curb ramp, landing, or blended transition connects to a street. Install the warning surface such that it extends a minimum of 36 inches in the direction of travel and for the full width of the landing, blended transition, or curb ramp, excluding the flares.
Maintain the temporary pedestrian access route clear of obstructions. Do not allow traffic control devices, equipment, or construction materials to protrude into the walkway. Maintain a continuous unobstructed path connecting all pedestrian routes, parking lots, and bus stops located within the project limits.
Remove the temporary pedestrian access route when the Engineer determines it is no longer needed.
Provide a temporary pedestrian access route through falsework under section 16-2.02. 12-4.04D Payment
Measurement and payment for Temporary Pedestrian Access Route is included in the applicable unit price for Traffic Control. Payment will include costs for all work and materials specified herein. 12-5 RESERVED
12-6 TEMPORARY PAVEMENT DELINEATION
12-6.01 GENERAL
Section 12-6 includes specifications for placing temporary pavement delineation except for delineation on a seal coat project.
Temporary painted traffic stripes and painted pavement markings used for temporary delineation must comply with section 84-2.
Temporary signs for no-passing zones must comply with section 12-3.11. 12-6.02 MATERIALS
12-6.02A General
The following types of temporary pavement delineation must be on the Authorized Material List for signing and delineation materials:
1. Temporary pavement markers for long term day/night use (180 days or less)
2. Temporary pavement markers for short term day/night use (14 days or less)
3. Temporary (removable) striping and pavement marking tape (180 days or less)
4. Permanent traffic striping and pavement marking tape FBD Vanguard Construction, Inc.
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5. Channelizers
12-6.02B Temporary Pavement Markers
Temporary pavement markers must be the same color as the lane line or centerline markers being replaced.
Temporary pavement markers must be for long-term day or night use, 180 days or less, except you may use temporary pavement markers for short-term day or night use, 14 days or less, if you place the permanent pavement delineation before the end of the 14 days. 12-6.02C Channelizers
Channelizers used for temporary edge line delineation must be orange and surface mounted. 12-6.03 CONSTRUCTION
12-6.03A General
If work activities obliterate pavement delineation, place temporary or permanent pavement delineation before opening the traveled way to traffic. The temporary pavement delineation must consist of a lane line and centerline pavement delineation for traveled ways open to traffic. On multilane roadways, freeways, expressways, and 2-lane roadways with shoulders 4 feet or more in width, the temporary pavement delineation must also include edge line delineation for traveled ways open to traffic.
Establish the alignment for temporary pavement delineation, including the required lines or markers.
Surfaces to receive an application of paint or removable traffic tape must be dry and free from dirt and loose material. Do not apply temporary pavement delineation over existing pavement delineation or any other temporary pavement delineation. Maintain temporary pavement delineation until no longer needed or replace it with a new striping detail of temporary or permanent pavement delineation.
When the Engineer determines the temporary pavement delineation is no longer required for the direction of traffic, remove the temporary pavement delineation, including any underlying adhesive for temporary pavement markers, from the final layer of surfacing and from the pavement to remain in place. Remove temporary pavement delineation that conflicts with any subsequent or new traffic pattern for the area. 12-6.03B Temporary Lane Line and Centerline Delineation If lane lines or centerlines are obliterated and temporary pavement delineation to replace the lines is not shown, the minimum lane line and centerline delineation must consist of temporary pavement markers placed longitudinally at 24-foot maximum intervals.
For temporary lane line or centerline delineation consisting entirely of temporary pavement markers for short-term day or night use, 14 days or less, do not use the markers for more than 14 days on lanes opened to traffic. Place the permanent pavement delineation before the end of the 14 days. If the permanent pavement delineation is not placed within 14 days, replace the temporary pavement markers with additional temporary pavement delineation equivalent to the pattern described for the permanent pavement delineation for the area.
If no-passing centerline pavement delineation is obliterated, install the following temporary no-passing zone signs before opening lanes to traffic:
1. W20-1 (Road Work Ahead) sign from 1,000 to 2,000 feet in advance of the no-passing zone
2. R4-1 (Do Not Pass) sign at the beginning of the no-passing zone and at 2,000-foot maximum intervals within the no-passing zone
3. W7-3a (Next ___ Miles) plaque beneath the W20-1 sign for continuous zones longer than 2 miles
4. R4-2 (Pass With Care) sign at the end of the no-passing zone The Engineer determines the exact location of temporary no-passing zone signs. Maintain the temporary no-passing zone signs in place until you place the permanent no-passing centerline pavement delineation.
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Remove the temporary no-passing zone signs when the Engineer determines they are no longer required for the direction of traffic.
12-6.03C Temporary Edge Line Delineation
On multilane roadways, freeways, expressways, and 2-lane roadways with shoulders 4 feet or more in width open to traffic where edge lines are obliterated and temporary pavement delineation to replace those edge lines is not shown, provide temporary pavement delineation for:
1. Right edge lines consisting of any of the following:
1.1. Solid 6-inch-wide traffic stripe tape of the same color as the stripe being replaced.
1.2. Traffic cones placed longitudinally at 100-foot maximum intervals.
1.3. Portable delineators or channelizers placed longitudinally at 100-foot maximum intervals.
2. Left edge lines consisting of any of the following:
2.1. Solid 6-inch-wide traffic stripe tape of the same color as the stripe being replaced.
2.2. Traffic cones placed longitudinally at 100-foot maximum intervals.
2.3. Portable delineators or channelizers placed longitudinally at 100-foot maximum intervals.
2.4. Temporary pavement markers placed longitudinally at 6-foot maximum intervals.
You may apply temporary traffic stripe paint of the same color as the stripe being replaced instead of solid 6-inch-wide temporary traffic stripe tape where the removal of the temporary traffic stripe is not required.
The Engineer determines the lateral offset for traffic cones, portable delineators, and channelizers used for temporary edge line delineation. If traffic cones or portable delineators are used for temporary edge line delineation, maintain the cones or delineators during the hours of the day when they are in use.
Cement the bases of channelizers used for temporary edge line delineation to the pavement with hot melt bituminous adhesive as specified in section 81-3 for cementing pavement markers to pavement. 12-6.03D Temporary Traffic Stripe, Pavement Marking, and Pavement Markers 12-6.03D(1) General
Reserved
12-6.03D(2) Temporary Traffic Stripe Tape
Except where the temporary traffic stripe is used for 14 days or less, apply temporary removable traffic stripe tape under the manufacturer's instructions and as follows:
1. Slowly roll the tape with a rubber-tired vehicle or roller to ensure complete contact with the pavement surface.
2. Apply the tape straight on a tangent alignment and on a true arc on a curved alignment.
3. Do not apply the tape when the ambient air or pavement temperature is less than 50 degrees F unless otherwise authorized.
For temporary traffic stripe tape used for 14 days or less, apply the temporary removable traffic stripe tape under the manufacturer's instructions.
12-6.03D(3) Temporary Traffic Stripe Paint
Apply temporary traffic stripe paint under section 84-2.03, except you may apply 1 or 2 coats of the temporary traffic stripe paint for new or existing pavement.
You are not required to remove painted temporary traffic stripe that will be covered by paving work. 12-6.03D(4) Temporary Pavement Marking Tape
Apply temporary removable pavement marking tape as specified for applying temporary removable traffic stripe tape in section 12-6.03D(2).
FBD Vanguard Construction, Inc.
CPE26-073 SRR Driveway Installation
20 Calendar Days
400
12-6.03D(5) Temporary Pavement Marking Paint
Apply temporary pavement marking paint under section 84-2.03, except you may apply 1 or 2 coats of the temporary pavement marking paint.
You are not required to remove of painted temporary pavement markings that will be covered by paving work.
You may use permanent or temporary removable pavement marking tape instead of temporary pavement marking paint.
12-6.03D(6) Temporary Pavement Markers
Place temporary pavement markers under the manufacturer's instructions. Cement temporary markers to the surfacing with the manufacturer's recommended adhesive except do not use epoxy adhesive in areas where the removal of the pavement markers is required.
You may use retroreflective pavement markers instead of temporary pavement markers for long-term day or night use, 180 days or less, except to simulate patterns of broken traffic stripe. Retroreflective pavement markers used for temporary pavement markers must comply with section 81-3, except the waiting period before placing pavement markers on new asphalt concrete surfacing as specified in section 81-3.03 does not apply. Do not use epoxy adhesive to place pavement markers in areas where the removal of the pavement markers is required.
12-6.04 PAYMENT
Measurement and payment for Temporary Traffic Stripe, Pavement Marking, and Pavement Markers is included in the applicable unit price for Traffic Control. Payment will include costs for all work and materials specified herein.
12-7 TEMPORARY PAVEMENT DELINEATION FOR SEAL COATS
12-7.01 GENERAL
Section 12-7 includes specifications for placing temporary pavement delineation for a seal coat project.
Temporary signs for no-passing zones must comply with section 12-3.11. 12-7.02 MATERIALS
Temporary raised pavement markers for seal coat applications must be temporary pavement markers for short-term day or night use, 14 days or less, on the Authorized Material List for signing and delineation materials.
12-7.03 CONSTRUCTION
Before applying binder that will obliterate existing traffic stripes, place temporary raised pavement markers on the existing traffic stripes except for right edge lines at 24-foot maximum intervals. Place 2 markers side by side on double traffic stripes with 1 marker placed on each stripe longitudinally at 24-foot maximum intervals. Place temporary raised pavement markers under the manufacturer's instructions.
Before opening the lanes to uncontrolled traffic, remove the covers from the temporary raised pavement markers.
If you obliterate no-passing centerline pavement delineation, install the following temporary no-passing zone signs before opening lanes to traffic:
1. W20-1 (Road Work Ahead) sign from 1,000 to 2,000 feet in advance of the no-passing zone
2. R4-1 (Do Not Pass) sign at the beginning of the no-passing zone and at 2,000-foot maximum intervals within the no-passing zone
3. W7-3a (Next ___ Miles) plaque beneath the W20-1 sign for continuous zones longer than 2 miles
4. R4-2 (Pass With Care) sign at the end of the no-passing zone FBD Vanguard Construction, Inc.
CPE26-073 SRR Driveway Installation
20 Calendar Days
401
The Engineer determines the exact location of the temporary no-passing zone signs. Maintain the temporary no-passing zone signs in place until you place the permanent no-passing centerline pavement delineation. Remove the temporary no-passing zone signs when the Engineer determines they are no longer required for the direction of traffic.
Maintain temporary pavement delineation until you replace it with the permanent pavement delineation. 12-7.04 PAYMENT
Measurement and payment for Temporary Pavement Delineation For Seal Coats is included in the applicable unit price for Traffic Control. Payment will include costs for all work and materials specified herein.
12-8–12-10 RESERVED
FBD Vanguard Construction, Inc.
CPE26-073 SRR Driveway Installation
20 Calendar Days
402
SECTION 01 57 23 TEMPORARY STORM WATER POLLUTION CONTROL All work shall conform to Section 5 of the General Conditions and Section 13 of the State Standard Specifications unless otherwise specified within.
13-2 WATER POLLUTION CONTROL PROGRAM
13-2.01 GENERAL
13-2.01A Summary
Section 13-2 includes specifications for a water pollution control program.
Water pollution control program includes developing and implementing the WPCP, providing a WPC manager, conducting WPC training, and monitoring, inspecting and correcting WPC practices.
If the Department determines that the project qualifies for an erosivity waiver or notice of non-applicability, the conditions are specified in the special provisions. The erosivity waiver, notice of non-applicability, and R-factor are described in the NPDES General Permit for Stormwater Discharges Associated with Construction and Land Disturbance Activities (Order No. 2022-0057-DWQ, NPDES No. CAS000002). 13-2.01B Definitions
Reserved
13-2.01C Submittals
Submit your WPCP within 7 days after Contract approval.
A QSP may be assigned other than the WPC manager to develop the WPCP.
The WPCP must:
1. Describe the work involved in the installation, maintenance, repair, and removal of temporary WPC practices
2. Include maps showing:
2.1. Locations of disturbed-soil areas
2.2. Water bodies and conveyances
2.3. Locations and types of WPC practices that will be used for each Contractor-support facility
2.4. Locations and types of temporary WPC practices that will be used in the work for each construction phase
2.5. Locations and types of WPC practices that will be installed permanently under the Contract
2.6. Locations planned for the storage and use of potential nonvisible pollutants
2.7. Locations and types of WPC practices that will be used for activities or mobile activities related to all NPDES permits
3. Include a schedule showing when:
3.1. Work activities that could cause the discharge of pollutants into stormwater will be performed
3.2. WPC practices, including soil stabilization and sediment control, will be used in the work for whichever has the longest duration in the first
3.2.1. 60 days
3.2.2. Construction phase
4. Include contact information of all personnel responsible for WPC practices
5. Include a copy of each permit obtained by the Department, such as the Department of Fish and Wildlife permits, US Army Corps of Engineers permits, RWQCB 401 certifications, Docket No. ESPOSMA 15/16-001 Soil Management Agreement for Aerially Deposited Lead-Contaminated Soils with the DTSC (ADL Agreement), ADL Agreement notification, and RWQCB waste discharge requirements for reuse of aerially deposited lead
FBD Vanguard Construction, Inc.
CPE26-073 SRR Driveway Installation
20 Calendar Days
403
Allow 5 business days for review.
After the Engineer authorizes the WPCP, submit one printed copy of WPCP maps and an electronic copy of the complete authorized WPCP.
If a RWQCB requires review of the authorized WPCP, the review is specified in the special provisions and the Engineer submits the authorized WPCP to the RWQCB for review and comment.
If the Engineer orders changes to the WPCP based on the RWQCB's comments, submit a revised WPCP within 3 business days.
Do not start job site activities until (1) the WPCP is authorized and for projects with an erosivity waiver or notice of non-applicability, (2) a waiver identification number has been issued.
Submit a revised WPCP if:
1. Changes in work activities could affect the discharge of pollutants
2. WPC practices are added as change order work
3. WPC practices are added at your discretion
4. Changes in the quantity of disturbed soil are substantial
5. Objectives for reducing or eliminating pollutants in stormwater discharges have not been achieved
6. Project receives a written notice or order from the RWQCB or any other regulatory agency
7. Changes are made to the management or WPC practices for dewatering discharge 13-2.01D Quality Assurance
Reserved
13-2.02 MATERIALS
Not Used
13-2.03 CONSTRUCTION
Manage work activities such that you reduce the discharge of pollutants to surface waters, groundwaters, and municipal-separate storm sewer systems.
Monitor and inspect WPC practices at the job site.
Notify the Engineer within 6 hours whenever you:
1. Identify discharges into receiving waters or drainage systems that are causing or could cause water pollution
2. Receive a written notice or order for the project from the RWQCB or any other regulatory agency Notify the Engineer at least 32-hours in advance of dewatering activity discharges.
Continue WPCP implementation during any suspension of work activities.
Submit a SWPPP and pay all associated costs if:
1. 1 ac or more of soil is disturbed on a project without an erosivity waiver.
2. More than 5 ac of soil is disturbed on a project with an erosivity waiver.
3. There is a failure to comply with the schedule for soil-disturbing activities for a project with an erosivity waiver and the delay voids the erosivity waiver.
4. There is a change in site conditions for a project with a notice of non-applicability such that it becomes hydrologically connected to waters of the United States.
FBD Vanguard Construction, Inc.
CPE26-073 SRR Driveway Installation
20 Calendar Days
404
13-2.04 PAYMENT
Measurement and payment for Water Pollution Control Program is included in the applicable unit price for Erosion, Sediment, and Water Pollution Control. Payment will include costs for all work and materials specified herein.
13-4 JOB SITE MANAGEMENT
13-4.01 GENERAL
13-4.01A Summary
Section 13-4 includes specifications for performing job site management work.
Job site management work includes spill prevention and control, material management, waste management, nonstormwater management, and dewatering activities.
Temporary linear sediment barriers must comply with section 13-10. 13-4.01B Definitions
minor spill: Spill of oil, gasoline, paint, or other materials in such small quantities that can easily be controlled by a first responder upon discovery of the spill. semi-significant spill: Spill of oil, gasoline, paint, or other materials in quantities that can be controlled by a first responder with help from other personnel.
significant or hazardous spill: Spill of oil, gasoline, paint, or other materials in quantities that cannot be controlled by job site personnel.
13-4.01C Submittals
At least 15 days before the start of dewatering activities, submit a dewatering and discharge work plan.
The dewatering and discharge work plan must include:
1. Title sheet and table of contents
2. Description of dewatering and discharge activities detailing the locations, quantity of water, equipment, and discharge point
3. Estimated schedule for dewatering and the discharge start and end dates of intermittent and continuous activities
4. Discharge alternatives, such as dust control or percolation
5. Visual monitoring procedures with inspection log
6. Copy of the approval to discharge into a sanitary sewer system For material used or stored within the job site, submit the following documents as informational submittals:
1. SDS at least 5 business days before material is used or stored
2. Monthly inventory records
Submit approval from the local health agency, city, county, and sewer district before discharging from a sanitary or septic system directly into a sanitary sewer system.
Submit a discharge notification upon discovery of a spill or discharge of materials into a body of water. 13-4.01D Quality Assurance
Reserved
13-4.02 MATERIALS
Not Used
FBD Vanguard Construction, Inc.
CPE26-073 SRR Driveway Installation
20 Calendar Days
405
13-4.03 CONSTRUCTION
13-4.03A General
Implement effective housekeeping practices for handling, storing, using, and disposing of materials to prevent pollution. Limit potential pollutants at their source before they come in contact with stormwater. 13-4.03B Spill Prevention and Control
13-4.03B(1) General
Keep material or waste storage areas clean, well organized, and equipped with enough cleanup supplies for the material being stored.
Implement spill and leak prevention procedures for chemicals and hazardous substances stored on the job site. If there is a spill or equipment or materials leak chemicals or hazardous substances at the job site, you are responsible for all associated cleanup costs and related liability.
Prevent spills from entering stormwater runoff before and during cleanup activities. Do not bury the spill or wash it with water.
Immediately report spills to the WPC manager.
As soon as it is safe, contain and clean up spills of petroleum materials and sanitary and septic waste substances listed in 40 CFR, parts 110, 117, and 302. Comply with section 14-11 for a spill or leak that produces hazardous waste.
13-4.03B(2) Minor Spills
Clean up a minor spill as follows:
1. Contain the spread of the spill.
2. Recover the spilled material using absorbents.
3. Clean the contaminated area.
4. Promptly dispose of the contaminated material and absorbents. 13-4.03B(3) Semi-significant Spills
Immediately clean up a semi-significant spill as follows:
1. Contain the spread of the spill.
2. On a paved or other impervious surface, encircle and recover the spilled material with absorbents.
3. On soil, construct an earthen dike and dig up the contaminated soil for disposal.
4. During precipitation, cover the spill with 10-mil plastic sheeting or other material to prevent contamination of the runoff.
5. Promptly dispose of the contaminated material and absorbents. 13-4.03B(4) Significant or Hazardous Spills
Immediately notify the Engineer and qualified personnel of a significant or hazardous spill. Handle the spill as follows:
1. Do not attempt to clean up the spill until qualified personnel have arrived.
2. Obtain the immediate services of a spill contractor or hazardous material team.
3. Notify local emergency response teams by dialing 911 and county officials by using the emergency phone numbers retained at the job site.
4. Notify the California State Warning Center at (800) 852-7550.
5. Notify the National Response Center at (800) 424-8802 regarding spills of Federal reportable quantities under 40 CFR 110, 117, and 302.
6. Notify other agencies as appropriate, including:
6.1. Fire department
6.2. Public works department
6.3. US Coast Guard
6.4. California Highway Patrol
6.5. City police or county sheriff's department
FBD Vanguard Construction, Inc.
CPE26-073 SRR Driveway Installation
20 Calendar Days
406
6.6. DTSC
6.7. Department of Conservation, Division of Oil, Gas, and Geothermal Resources
6.8. Cal/OSHA
6.9. RWQCB
13-4.03B(5)–13-4.03B(6) Reserved
13-4.03C Material Management
13-4.03C(1) General
Minimize or eliminate discharge of material into the air, storm drain systems, and receiving waters while taking delivery of, using, or storing the following materials:
1. Hazardous chemicals, including acids, lime, glues, adhesives, paints, solvents, and curing compounds
2. Soil stabilizers and binders
3. Fertilizers
4. Detergents
5. Plaster
6. Petroleum materials, including fuel, oil, and grease
7. Asphalt and concrete components
8. Pesticides and herbicides
Employees trained in emergency spill cleanup procedures must be present during the unloading of hazardous materials or chemicals.
Minimize the use of hazardous materials if practicable.
Perform each of the following activities at least 100 feet from a concentrated flow of stormwater, a drainage course, or an inlet wherever it is performed (1) within the floodplain or (2) at least 50 feet outside the floodplain:
1. Stockpiling materials
2. Storing pile-driving equipment and liquid waste containers
3. Washing vehicles and equipment in outside areas
4. Fueling and maintaining vehicles and equipment
13-4.03C(2) Material Storage
Store materials in their original containers with the original labels maintained in legible condition.
Immediately replace damaged or illegible labels.
Comply with section 14-11.03 for the storage of liquids, petroleum materials, and substances listed in 40 CFR 110, 117, and 302.
Store bagged or boxed material on pallets. Protect bagged or boxed material from wind and rain during non–working days and whenever precipitation is forecasted. 13-4.03C(3) Stockpile Management
Minimize stockpiling of materials at the job site.
Do not allow soil, sediment, or other debris from stockpiles to enter storm drains, open drainages, or watercourses.
Manage stockpiles by implementing WPC practices on:
1. Active stockpiles before a forecasted storm event
2. Inactive stockpiles according to the WPCP or SWPPP schedule Cover active and inactive soil stockpiles with soil stabilization material or a temporary cover and surround them with a linear sediment barrier.
FBD Vanguard Construction, Inc.
CPE26-073 SRR Driveway Installation
20 Calendar Days
407
Cover stockpiles of concrete and asphalt concrete rubble, HMA, AB, or AS with a temporary cover and surround them with a linear sediment barrier.
Place stockpiles of pressure-treated wood on pallets and cover them with an impermeable material.
Place stockpiles of cold mix asphalt concrete on an impervious surface and cover them with an impermeable material. Protect the stockpile from stormwater run-on and runoff.
Repair or replace linear sediment barriers and covers as needed to keep them functioning properly. If sediment accumulates to 1/3 of the linear sediment barrier's height, remove the accumulated sediment. 13-4.03C(4)–13-4.03C(6) Reserved
13-4.03D Waste Management
13-4.03D(1) General
Manage solid waste under section 14-10.
Manage hazardous waste under section 14-11.
13-4.03D(2) Paint Waste
Clean water-based and oil-based paint from brushes or equipment within a contained area to prevent contamination of soil, receiving waters, or storm drain systems. Handle and dispose of paints, thinners, solvents, residues, and sludges that cannot be recycled or reused as hazardous waste under section 14-
11. When thoroughly dry, dispose of dry latex paint, paint cans, used brushes, rags, absorbent materials, and drop cloths as solid waste under section 14-10.
13-4.03D(3) Concrete Waste
Prevent the discharge of concrete and asphalt concrete waste into storm drain systems and receiving waters.
Collect concrete waste simultaneously with the waste-producing activity. Concrete waste includes grout, dust, debris, residue, and slurry from demolition, saw cutting, coring, grooving, or grinding activities.
Dispose of liquid residue from concrete grooving or grinding activities at an appropriately permitted disposal facility.
If authorized, liquid grooving or grinding residue may be transported to a contractor-support facility for drying.
13-4.03D(4) Sanitary and Septic Waste
Do not bury or discharge wastewater from a sanitary or septic system within the highway. A sanitary facility discharging into a sanitary sewer system must be properly connected and free from leaks. Place a portable sanitary facility at least 50 feet away from storm drains, receiving waters, and flow lines. Provide secondary containment.
Comply with local health agency regulations if using an on-site disposal system. 13-4.03D(5) Liquid Waste
Prevent job-site liquid waste from entering storm drain systems and receiving waters. Liquid wastes include:
1. Drilling slurries or fluids
2. Grease- and oil-free wastewater and rinse water
3. Dredgings, including liquid waste from cleaning drainage systems
4. Liquid waste running off a surface, including wash and rinse water
5. Other nonstormwater liquids not covered by separate permits FBD Vanguard Construction, Inc.
CPE26-073 SRR Driveway Installation
20 Calendar Days
408
Store liquid waste in structurally sound, leak-proof containers, such as roll-off bins or portable tanks.
Provide enough liquid waste containers with enough volume to prevent overflow, spills, and leaks.
Store containers at least 50 feet from moving vehicles and equipment.
Remove and dispose of deposited solids from sediment traps under section 14-10 unless another method is authorized.
Liquid waste may require testing to determine hazardous material content before disposal.
Dispose of drilling fluids and residue.
If an authorized location is available within the job site, fluids and residue exempt under 23 CA Code of Regs § 2511(g) may be dried by evaporation in a leak-proof container. Dispose of the remaining solid waste under section 14-10.
13-4.03D(6)–13-4.03D(8) Reserved
13-4.03E Nonstormwater Management
13-4.03E(1) General
Use water for work activities such that erosion and the discharge of pollutants into storm drain systems and receiving waters are prevented. Obtain authorization before washing anything at the job site with water that could discharge into a storm drain system or receiving waters. Immediately report discharges.
Sweep and vacuum paved areas. Do not wash paved areas with water.
Direct runoff water, including water from the repair of a water line, from the job site to areas where it can infiltrate into the ground. Do not allow spilled water to escape the areas used to fill water trucks. Manage run-on to minimize contact with job site water.
13-4.03E(2) Illegal Connection and Illicit Discharge Detection and Reporting Before starting work and daily thereafter, inspect the job site and its perimeter for the following evidence of illegal connections, illicit discharges, and illegal dumping:
1. Debris or trash piles
2. Staining or discoloration on pavement or soils
3. Pungent odors coming from drainage systems
4. Discoloration or an oily sheen on water
5. Stains and residue in ditches, channels, or drain boxes
6. Abnormal water flow during dry weather
7. Excessive sediment deposits
8. Nonstandard drainage junction structures
9. Broken concrete or other disturbances at or near junction structures If evidence of an illegal connection, discharge, or dumping is discovered, immediately notify the Engineer.
Do not take further action unless ordered. Assume that unlabeled or unidentifiable material is hazardous. 13-4.03E(3) Vehicle and Equipment Cleaning
Limit vehicle and equipment cleaning or washing at the job site except for the safety and protection of the equipment and as needed to comply with PLACs. Notify the Engineer before cleaning vehicles and equipment at the job site with soap, solvents, or steam. Contain and recycle or dispose of resulting waste under section 14-11 or section 13-4.03D(5), whichever is applicable. Do not use diesel to clean vehicles or equipment. Minimize the use of solvents.
Clean or wash vehicles and equipment in a structure equipped with disposal facilities. Vehicles may be washed in an outside area if the area is:
1. Paved with concrete or asphalt concrete
2. Surrounded by a containment berm
3. Equipped with a sump to collect and dispose of wash water FBD Vanguard Construction, Inc.
CPE26-073 SRR Driveway Installation
20 Calendar Days
409
Use as little water as practicable when washing vehicles and equipment. Hoses must be equipped with a positive shutoff valve.
Discharge the liquid from wash racks to a recycling system or to another authorized system. Remove liquids and sediment as necessary.
13-4.03E(4) Vehicle and Equipment Fueling and Maintenance If practicable, perform maintenance on vehicles and equipment off-site.
If fueling or maintenance must be performed at the job site, obtain authorization for an assigned area or areas for these activities before using them. Minimize mobile fueling and maintenance activities. Perform fueling and maintenance activities on level ground in areas protected from stormwater run-on and runoff.
Use containment berms or dikes around fueling and maintenance areas. Keep enough absorbents and spill kits in the fueling or maintenance area and on fueling trucks to handle potential spills. Dispose of spill-cleanup material and kits immediately after use. Use drip pans or absorbent pads during fueling or maintenance.
Do not leave fueling or maintenance areas unattended during fueling and maintenance activities. Fueling nozzles must be equipped with (1) an automatic shutoff control and (2) vapor recovery where required by the Air Quality Management District. Secure nozzles in an upright position when not in use. Do not top off fuel tanks.
Recycle or properly dispose of used batteries and tires.
If leaks cannot be repaired immediately, remove the vehicle or equipment from the job site. 13-4.03E(5) Material and Equipment Used Over Water
Place drip pans and absorbent pads under vehicles and equipment used over water. Keep enough spillcleanup material with the vehicles and equipment to handle potential spills. Place drip pans or plastic sheeting under vehicles and equipment on docks, barges, or other surfaces over water whenever the vehicles or equipment will be idle for more than 1 hour.
Install watertight curbs or toe boards on barges, platforms, docks, or other surfaces over water to contain material, debris, and tools. Secure any material or debris to prevent spills or discharge into the water due to wind.
Report discharges to receiving waters immediately upon discovery. 13-4.03E(6) Structure Removal Over or Adjacent to Water Do not allow demolished material to enter storm drain systems and receiving waters. Use authorized covers and platforms to collect debris. Use attachments on equipment to catch debris during small demolition activities. Empty debris-catching devices daily and handle debris under section 13-4.03D. 13-4.03E(7) Paving, Sealing, Saw Cutting, Grooving, and Grinding Activities Prevent the following materials from entering storm drain systems and receiving waters:
1. Cementitious material
2. Asphaltic material
3. Aggregate or screenings
4. Saw cutting, grooving, and grinding residue
5. Pavement chunks
6. Shoulder backing
7. Methacrylate resin
8. Sandblasting residue
FBD Vanguard Construction, Inc.
CPE26-073 SRR Driveway Installation
20 Calendar Days
410
Cover drainage inlets and use linear sediment barriers to protect downhill receiving waters until paving, saw cutting, grooving, and grinding activities are completed and excess material has been removed.
Cover drainage inlets and manholes during the application of seal coat, tack coat, slurry seal, or fog seal.
Whenever precipitation is forecasted, limit paving, saw cutting, and grinding to places where runoff can be captured.
Do not start seal coat, tack coat, slurry seal, or fog seal activities when precipitation is forecasted during the application and curing period.
Do not grind or groove pavement during precipitation.
Use a vacuum to remove slurry immediately after it is produced. Do not allow the slurry to run onto lanes open to traffic or off the pavement.
Collect the residue from grooving and grinding activities with a vacuum attachment on the grinding machine. Do not leave the residue on the pavement or allow it to flow across the pavement.
You may stockpile material removed from existing roadways under section 13-4.03C(3) if authorized.
Do not coat asphalt trucks and equipment with substances that contain soap, foaming agents, or toxic chemicals.
When paving equipment is not in use, park the paving equipment over drip pans or plastic sheeting with absorbent material to catch drips.
13-4.03E(8) Thermoplastic Striping and Pavement Markers Do not preheat, transfer, or load thermoplastic within 50 feet of drainage inlets or receiving waters.
Do not unload, transfer, or load bituminous material for pavement markers within 50 feet of drainage inlets or receiving waters.
Collect and dispose of bituminous material from the roadway after removing markers. 13-4.03E(9) Pile Driving
Keep spill kits and cleanup materials at pile driving locations. Park pile driving equipment over drip pans, absorbent pads, or plastic sheeting with absorbent material. Protect pile driving equipment by parking it on plywood and covering it with plastic if precipitation is forecasted.
Store pile driving equipment on level ground and protect it from stormwater run-on when not in use. Use vegetable oil instead of hydraulic fluid if practicable. 13-4.03E(10) Concrete Curing
Do not overspray chemical curing compounds. Minimize the drift by spraying as close to the concrete as practicable. Do not allow runoff of curing compounds. Cover drainage inlets before applying the curing compound.
Minimize the use and discharge of water by using wet blankets or similar methods to maintain moisture when concrete is curing.
13-4.03E(11) Concrete Finishing
Collect and dispose of (1) water and solid waste from high-pressure water blasting and (2) sand and solid waste from sandblasting. Before sandblasting, cover drainage inlets within 50 feet of the sandblasting.
Minimize the drift of dust and blast material by keeping the nozzle close to the surface of the concrete. If the character of the blast residue is unknown, test for hazardous materials and dispose of it.
FBD Vanguard Construction, Inc.
CPE26-073 SRR Driveway Installation
20 Calendar Days
411
Inspect the containment structures for concrete-finishing waste for damage before each day of use and before forecasted precipitation. Remove the liquid and solid waste from the containment structures after each work shift.
13-4.03E(12)–13-4.03E(15) Reserved
13-4.03F Sweeping
Sweep by hand or mechanical methods, such as vacuuming. Do not use mechanical kick brooms.
Sweep paved roads at construction entrance and exit locations and paved areas within the job site:
1. During clearing and grubbing activities
2. During earthwork activities
3. During trenching activities
4. During pavement-structure construction activities
5. When vehicles are entering and leaving the job site
6. After soil-disturbing activities
7. After observing off-site tracking of material
Monitor paved areas and roadways within the project. Sweep within:
1. 1 hour if sediment or debris is observed during activities requiring sweeping
2. 24 hours if sediment or debris is observed during activities not requiring sweeping Remove collected material, including sediment, from paved shoulders, drain inlets, curbs and dikes, and other drainage areas. You may stockpile collected material at the job site. Dispose of collected material at least once per week if stockpiled.
Sediment collected during sweeping activities may be disposed of within the job site. Protect the disposal areas against erosion.
Keep dust to a minimum during street sweeping activities. Use water or a vacuum whenever dust generation is excessive or sediment pickup is ineffective. 13-4.03G Dewatering
Dewatering consists of discharging accumulated stormwater, groundwater, or surface water from excavations or temporary containment facilities.
Perform dewatering work as specified for the work items involved, such as a temporary ATS or dewatering and discharge.
If dewatering and discharging activities are not specified for a work item and you perform dewatering activities:
1. Conduct dewatering activities under the Department's Field Guide for Construction Site Dewatering.
2. Ensure any dewatering discharge does not cause erosion, scour, or sedimentary deposits that could impact natural bedding materials.
3. Discharge the water within the project limits. Dispose of the water if it cannot be discharged within project limits due to site constraints or contamination.
4. Do not discharge stormwater or nonstormwater that has an odor, discoloration other than sediment, an oily sheen, or foam on the surface. Immediately notify the Engineer upon discovering any such condition.
5. Utilize an outlet structure to withdraw water from the surface of sediment basins or similar impoundments.
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13-4.03H–13-4.03J Reserved
13-4.04 PAYMENT
Measurement and payment for Job Site Management is included in the applicable unit price for Erosion, Sediment, and Water Pollution Control. Payment will include costs for all work and materials specified herein.
13-5 TEMPORARY SOIL STABILIZATION
13-5.01 GENERAL
Section 13-5 includes specifications for placing temporary soil stabilization materials.
Move-in and move-out for temporary erosion control includes:
1. Moving onto the job site when the Engineer determines an area is ready to receive temporary soil stabilization materials
2. Setting up all required personnel and equipment
3. Moving out all personnel and equipment when work in that area is complete 13-5.02 MATERIALS
13-5.02A General
Tackifier, fiber, seed, and straw must comply with the specifications for the same materials in section 21-
2.02 except section 21-2.01 does not apply.
Fiber for temporary hydraulic mulch, tacked straw, and hydroseed must be at least 50 percent wood fiber.
The remaining percentage must be cellulose fiber, alternate fiber, or a combination of these fibers. 13-5.02B Erosion Control Blankets
An erosion control blanket must comply with the specifications for RECPs in section 21-2.02O except section 21-2.01 does not apply.
An erosion control blanket classified as long-term and nondegradable must be Class 8 RSP fabric. 13-5.02C Temporary Mulch
Temporary mulch must comply with the specifications for wood mulch in section 20. 13-5.02D Cementitious Binder
Cementitious binder must be:
1. Calcium sulfate hemihydrate
2. At least 85 percent pure
3. Functional for at least 365 days
4. Miscible with water and fiber
5. Nontoxic to aquatic organisms
6. Free from growth or germination-inhibiting factors
7. Nonflammable
13-5.02E Soil Binder
Soil binder must comply with the material specifications for tackifier. 13-5.02F Temporary Covers
A temporary cover must be a geosynthetic temporary cover, plastic sheeting, or a combination of both.
Plastic sheeting must be a 10-mil-thick, single-ply geomembrane material complying with ASTM D2103.
Restrainers for securing the cover fabric or plastic sheeting to a slope's surface must be one of the following types:
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1. Gravel-filled bags roped together and spaced not more than 6 feet apart.
2. Wooden board and steel restrainer. The wooden board must be 2 by 4 inches, 8 feet long, and made from fir or pine. Steel reinforcing bars must be spaced not more than 4 feet apart along the wooden board.
3. Other authorized type.
Rope must be at least 3/8 inch in diameter and be biodegradable or nondegradable. Biodegradable rope must be made from sisal, manila, or other natural fiber. Nondegradable rope must be made from nylon, polypropylene, or other geosynthetic fiber.
The linear sediment barrier must comply with section 13-10. 13-5.02G Gravel-Filled Bags
A gravel-filled bag must:
1. Be a geosynthetic bag
2. Have inside dimensions from 24 to 32 inches long and from 16 to 20 inches wide
3. Have a bound opening sewn with yarn, bound with wire, or secured with a closure device
4. Weigh from 30 to 50 pounds when filled with gravel
Gravel for a gravel-filled bag must be from 3/8 to 3/4 inch in diameter and must be clean and free of clay balls, organic matter, and other deleterious materials. 13-5.02H–13-5.02J Reserved
13-5.03 CONSTRUCTION
13-5.03A General
The Engineer authorizes the areas to receive soil stabilization materials by approving the placement of stakes or other suitable markers in increments of 1 ac or less.
Place temporary soil stabilization material within 24 hours after an area is ready to receive the material or before a forecasted storm event. Do not use a hydraulically applied material whenever:
1. Precipitation occurs
2. Water is standing on or moving across the soil surface
3. Soil is frozen
4. Air temperature is below 40 degrees F during the tackifier's curing period unless allowed under the tackifier manufacturer's instructions and authorized
13-5.03B Temporary Erosion Control Blankets
Place a temporary erosion control blanket as specified for RECPs in section 21-2.03O. 13-5.03C Temporary Mulch
Spread temporary mulch as specified for spreading wood mulch in section 20.
If an application rate is not shown, spread mulch to a uniform thickness of 2 inches. 13-5.03D Temporary Hydraulic Mulch
Apply temporary hydraulic mulch as specified for hydromulch in section 21-2.03D.
If application rates are not shown, apply temporary hydraulic mulch at the following rates:
1. Fiber at 2,000 lb/ac
2. Tackifier under the manufacturer's instructions for the slope, soil, and wind conditions FBD Vanguard Construction, Inc.
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13-5.03E Temporary Bonded Fiber Matrix Hydraulic Mulch
Apply temporary bonded fiber matrix hydraulic mulch as specified for bonded fiber matrix in section 21-
2.03H.
If an application rate is not shown, apply temporary bonded fiber matrix hydraulic mulch at the rate of 3,500 lb/ac.
13-5.03F Reserved
13-5.03G Temporary Cementitious Binder Hydraulic Mulch
Apply temporary cementitious binder hydraulic mulch as specified for hydromulch in section 21-2.03D.
If application rates are not shown, apply temporary cementitious binder hydraulic mulch at the following rates:
1. Fiber at 2,000 lb/ac
2. Cementitious binder at 4,000 lb/ac
13-5.03H Temporary Tacked Straw
Apply temporary tacked straw as specified for straw in section 21-2.03G.
If application rates are not shown, apply temporary tacked straw at the following rates:
1. Straw at 2.0 tons/ac
2. Fiber at 2,000 lb/ac
3. Tackifier at the manufacturer's instructed rate for the slope, soil, and wind conditions 13-5.03I Temporary Hydroseed
Apply temporary hydroseed as specified for hydroseed in section 21-2.03D.
If application rates are not shown for fiber and tackifier, apply temporary hydroseed at the following rates:
1. Seed at the rate shown
2. Fiber at 2,000 lb/ac
3. Tackifier at the manufacturer's instructed rate for the slope, soil, and wind conditions 13-5.03J Temporary Soil Binder
Apply temporary soil binder as specified for hydromulch in section 21-2.03D.
If application rates are not shown, apply temporary soil binder at the manufacturer's instructed rate for the slope, soil, and wind conditions.
13-5.03K Temporary Covers
Install temporary-cover fabric as follows:
1. Place the fabric:
1.1. Loosely on the slope with the longitudinal edges perpendicular to the slope contours
1.2. On the upper portion of the slope to overlap the fabric on the lower portion of the slope
1.3. On the side facing the prevailing wind to overlap the fabric on the downwind side of the slope
2. Anchor the perimeter edge of the fabric in key trenches.
3. Overlap the edges of the fabric by at least 2 feet.
4. Place restrainers at the overlap area and along the toe of the slope. Space the restrainers a maximum of 8 feet on center between the overlaps.
5. If anchor restraints are used, ensure that the leg of the steel reinforcing bar pierces the fabric and holds the wooden lath firmly against the surface of the slope.
Install a temporary linear sediment barrier to protect excavation and embankment slopes from run-on and concentrated flows of stormwater. Place the barrier parallel with the slope contour at the toe of the slope.
Angle the last 6 feet of the barrier upslope at the downhill end of the run.
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If a temporary cover is removed to perform other work, replace and resecure it within 1 hour of stopping work.
Maintain a temporary cover to minimize the exposure of slopes and prevent material movement beyond the linear sediment barrier.
Relocate and secure restrainers to keep the temporary cover in place. If a temporary cover breaks free, immediately resecure it.
Repair or replace a temporary cover if any of the following occurs:
1. Covered area becomes exposed or exhibits visible erosion
2. Erosion occurs between the joints or beneath the linear sediment barrier
3. Temporary cover becomes detached, torn, or unraveled 13-5.03L–13-5.03N Reserved
13-5.04 PAYMENT
Measurement and payment for Temporary Soil Stabilization is included in the applicable unit price for Erosion, Sediment, and Water Pollution Control unless a separate bid item for Temporary Soil Stabilization is provided on the Bid Schedule. Payment will include costs for all work and materials specified herein.
The payment quantity for temporary soil stabilization bid items paid for by the area is the area measured parallel with the ground surface not including the additional quantity used for overlaps.
If a separate bid item is included, the Department determines the cost for maintaining soil stabilization measures under section 9-1.04 and pays you 1/2 of that cost. 13-6 TEMPORARY SEDIMENT CONTROL
13-6.01 GENERAL
Section 13-6 includes specifications for installing temporary sediment control.
Temporary linear sediment barriers must comply with section 13-10. 13-6.02 MATERIALS
13-6.02A General
An erosion control blanket must comply with section 21-2.02O(4) except section 21-2.01 does not apply.
Fiber rolls, compost socks, rope, stakes, gravel-filled bags, and foam barriers must comply with section 13-10.02.
13-6.02B Rigid Plastic Barriers
A rigid plastic barrier must:
1. Have an integrated filter
2. Have a formed outer jacket of perforated HDPE or polyethylene terephthalate
3. Have a flattened tubular-shaped cross section
4. Be made from virgin or recycled materials
5. Be free of biodegradable filler materials that degrade the physical or chemical characteristics of the completed filter core or outer jacket
6. Have a length of at least 4 feet per unit
7. Have the ability to interlock separate units into a long barrier such that water does not flow between the units
8. Comply with the requirements shown in the following table:
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Quality characteristic Test method Requirement
Grab tensile strength of outer jacket material (min, lb/sq in each direction)
ASTM D4632a 4,000
Break strength of outer jacket (lb/sq in) ASTM D4632a 1,300 Permittivity of filter core (min, 1/sec) ASTM D4491 0.38 Flow rate of filter core (gpm per sq ft) ASTM D4491 100–200 Filter core aperture size (max, microns) -- 425
UV stability of outer jacket and filter core
(min, percent tensile strength after 500 hours, xenon-arc lamp and water spray weathering method)
ASTM D4355 90
aYou may use other appropriate test method for the specific polymer.
For an inlet with a curb opening but no grate, the rigid plastic barrier must be sized to fit the opening and have:
1. Horizontal flap of at least 6 inches with an under-seal gasket to prevent underflows
2. High-flow bypass
3. Vertical height of at least 7 inches after installation For a grated inlet without a curb opening, the rigid plastic barrier must be sized to fit the inlet and:
1. Cover the grate by at least 2 inches on each side and have an under-seal gasket to prevent underflows
2. Have a high-flow bypass
3. Have a vertical height of at least 1.5 inches after installation For a grated inlet with a curb opening, the rigid plastic barrier must be sized to fit and have:
1. Horizontal flap that covers the grate by at least 2 inches on the 3 sides away from the curb opening and must have an under-seal gasket to prevent underflows
2. High-flow bypass
3. Section that covers at least 5 inches vertically above the flow line of the curb opening after installation 13-6.02C Sediment Filter Bags
Each sediment filter bag must be sized to fit the catch basin or drainage inlet and have a high-flow bypass.
A sediment filter bag may include a metal frame. If the sediment filter bag does not have a metal frame and is deeper than 18 inches, it must include lifting loops, dump straps, and a restraint cord to keep the sides of the bag away from the walls of the catch basin. 13-6.02D–13-6.02F Reserved
13-6.03 CONSTRUCTION
13-6.03A General
Remove sediment deposits if the sediment exceeds 1 inch in depth from the surface of an erosion control blanket.
Remove sediment from a Type 2 sediment trap of a temporary inlet if the volume has been reduced by approximately 1/2.
Remove sediment from a sediment filter bag if it becomes full or if the restraint cords are no longer visible.
Empty a sediment filter bag:
1. Without a metal frame by placing no. 8 steel reinforcing bars through the lifting loops and lifting the filled bag from the drainage inlet
2. With a metal frame by lifting the metal frame from the drainage inlet FBD Vanguard Construction, Inc.
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Rinse the sediment filter bag before replacing it at the drainage inlet. Do not allow the rinse water to enter a drainage inlet or waterway.
If the removed sediment is placed within the job site, stabilize the sediment deposits to prevent erosion. 13-6.03B Temporary Check Dams
Before placing a temporary check dam, remove obstructions, including rocks, clods, and debris greater than 1 inch in diameter from the ground.
If a temporary check dam is to be placed in the same area as an erosion control blanket, install the blanket before placing the dam.
Place a temporary check dam approximately perpendicular to the centerline of the ditch or drainage line.
Install the dam with enough spillway depth to prevent flanking of a concentrated flow around its ends.
Install a Type 1 or Type 2 dam if the ditch is unlined and a Type 2 dam if the ditch is lined with concrete or asphalt concrete.
For a Type 1 temporary check dam:
1. Secure the fiber rolls with rope and notched wood stakes.
2. Drive the stakes into the soil until the notch is even with the top of the fiber roll.
3. Lace rope between the stakes and over the fiber roll. Knot the rope at each stake.
4. Tighten by driving the stakes further into the soil and forcing the fiber roll against the surface of the ditch or drainage line.
Place a Type 2 temporary check dam as a single layer of gravel-filled bags, placed end-to-end to eliminate gaps. If you need to increase the height of the dam, add more layers of gravel-filled bags. Stack the bags in the upper row to overlap the joints in the lower row. Stabilize the rows by adding more rows of bags in the lower layers.
13-6.03C Temporary Drainage Inlet Protection
Provide temporary drainage inlet protection around drainage inlets as changing conditions require. The drainage inlet protection must be Type 1, Type 2, Type 3A, Type 3B, Type 4A, Type 4B, Type 5, Type 6A, Type 6B, or a combination of these as needed for the surrounding conditions.
For drainage inlet protection in paved or unpaved areas:
1. Prevent runoff ponds from encroaching onto the traveled way or overtopping the curb or dike. Use a linear sediment barrier to redirect runoff and control ponding.
2. Clear the area around each drainage inlet of obstructions, including rocks, clods, and debris greater than 1 inch in diameter, before installing the drainage inlet protection.
3. Install the linear sediment barrier upslope of the existing drainage inlet and parallel with the curb, dike, or flow line to prevent sediment from entering the drainage inlet.
If gravel-filled bags are used for Type 3A and Type 3B temporary drainage inlet protection, place the gravel-filled bags end-to-end to eliminate gaps. Stack the bags such that the upper row overlaps joints in the lower row. Arrange the bags to create a spillway by removing 1 or more gravel-filled bags from the upper layer.
Place fiber rolls over the erosion control blanket for Type 4A temporary drainage inlet protection.
Place the barrier to provide a tight joint with the curb or dike. Cut the cover fabric or jacket to ensure a tight fit.
If a rigid sediment barrier is used for Type 6A or Type 6B temporary drainage inlet protection at a grated inlet without a curb opening, place the barrier using a gasket to prevent runoff from flowing under the barrier. Secure the barrier to the pavement with nails and adhesive, gravel-filled bags, or a combination of both.
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Install a sediment filter bag for Type 5 temporary drainage inlet protection as follows:
1. Remove the drainage inlet grate.
2. Place the sediment filter bag in the opening.
3. Replace the grate to secure the sediment filter bag in place. 13-6.03D Reserved
13-6.03E Temporary Fiber Rolls
Install a temporary fiber roll as specified for installing fiber rolls in section 21-2.03P. 13-6.03F Temporary Gravel Bag Berms
Install a temporary gravel bag berm under section 13-10.03C. 13-6.03G Rigid Plastic Barriers
Secure a rigid plastic barrier to:
1. Pavement with 1-inch concrete nails with 1-inch washers and solvent-free adhesive, gravel-filled bags, or a combination of both
2. Soil with 6-inch nails with 1-inch washers and wood stakes 13-6.03H–13-6.03J Reserved
13-6.04 PAYMENT
Measurement and payment for Temporary Sediment Control is included in the applicable unit price for Erosion, Sediment, and Water Pollution Control unless a separate bid item for Temporary Sediment Control is provided on the Bid Schedule. Payment will include costs for all work and materials specified herein.
The payment quantity for temporary sediment control bid items paid for by length is the length measured along the centerline of the installed material.
The payment quantity for temporary fiber roll does not include the additional quantity used for overlaps.
The Department does not pay for the relocation of temporary drainage inlet protection during work progress.
If a separate bid item is included, the Department determines the cost for maintaining sediment control measures under section 9-1.04 and pays you 1/2 of that cost. 13-7 TEMPORARY TRACKING CONTROL
13-7.01 GENERAL
13-7.01A General
Section 13-7 includes specifications for limiting and removing sediment and debris tracked onto roadway surfacing.
13-7.01B Materials
Not Used
13-7.01C Construction
Do not allow soil, sediment, or other debris that is tracked onto the surfacing to enter storm drains, open drainage facilities, and watercourses. Remove any material tracked onto the surfacing within 6 hours.
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13-7.01D Payment
Measurement and payment for Temporary Tracking Control is included in the applicable unit price for Erosion, Sediment, and Water Pollution Control. Payment will include costs for all work and materials specified herein.
13-7.02 STREET SWEEPING
13-7.02A General
13-7.02A(1) Summary
Section 13-7.02 includes specifications for sweeping streets. 13-7.02A(2) Definitions
Reserved
13-7.02A(3) Submittals
At least 5 business days before starting clearing and grubbing, earthwork, or any other activity with the potential for tracking sediment or debris, submit the number and type of street sweepers that will be used on the project for each activity.
Keep and submit records of street sweeping activities, including sweeping times, sweeping locations, and the quantity of collected material.
13-7.02A(4) Quality Assurance
Reserved
13-7.02B Materials
Not Used
13-7.02C Construction
Use one of the following types of street sweepers:
1. Mechanical sweeper followed by a vacuum-assisted sweeper
2. Vacuum-assisted, dry, waterless, sweeper
3. Regenerative-air sweeper
Street sweeping does not void the requirements for residue collection included in other work activities, such as grooving, grinding, or asphalt concrete planing.
Sweep streets as specified for sweeping in section 13-4.03F except use a street sweeper.
At least 1 street sweeper must be at the job site at all times when street sweeping work is required. The street sweeper must be in good working order.
13-7.02D Payment
Measurement and payment for Street Sweeping is included in the applicable unit price for Erosion, Sediment, and Water Pollution Control. Payment will include costs for all work and materials specified herein.
13-7.03 TEMPORARY CONSTRUCTION ROADWAYS AND ENTRANCES
13-7.03A General
13-7.03A(1) Summary
Section 13-7.03 includes specifications for constructing temporary construction roadways and entrances. 13-7.03A(2) Definitions
Reserved
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13-7.03A(3) Submittals
For a construction entrance, submit details for alternatives at least 5 business days before installation.
You may propose alternatives for the sump and corrugated steel panels or eliminate the sump if authorized.
13-7.03A(4) Quality Assurance
Reserved
13-7.03B Materials
13-7.03B(1) General
Fabric for a temporary construction entrance must be Class 8 RSP fabric.
Fabric for temporary construction roadway must be Class 10 RSP fabric. 13-7.03B(2) Rock
Use Type A rock for a Type 1 temporary construction entrance.
Type A rock must comply with:
1. Quality characteristics for rock material in section 72-2.02
2. Sizes shown in the following table:
Square screen size (inch) Percentage passing Percentage retained 6 100 0
3 0 100
Use Type B rock for a Type 2 temporary construction entrance.
Type B rock must be no. 25 railway ballast complying with the AREMA Manual for Railway Engineering.
Do not use blast furnace slag.
Use Type A or Type B rock for a temporary construction roadway. 13-7.03B(3) Corrugated Steel Panels
Each corrugated steel panel must:
1. Be pressed or shop welded
2. Have a slot or hook for connecting the panels together 13-7.03C Construction
Prepare the location for a temporary construction entrance or roadway as follows:
1. Remove vegetation to the ground level and clear away debris.
2. Grade the ground to a uniform plane.
3. Grade the ground surface to drain.
4. Remove sharp objects that could damage the fabric.
5. Compact the top 1.5 feet of the soil to at least a 90 percent relative compaction.
Construct a temporary construction entrance or roadway as follows:
1. Position the fabric along the length of the entrance or roadway.
2. Overlap the sides and ends of the fabric by at least 12 inches.
3. Spread rock over the fabric in the direction of traffic.
4. Cover the fabric with rock within 24 hours.
5. Keep a 6-inch layer of rock over the fabric to prevent damage from the spreading equipment.
Do not drive on the fabric until the rock is spread.
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Repair fabric damaged during rock spreading by placing new fabric over the damaged area. The new fabric must be large enough to cover the damaged area and provide at least an 18-inch overlap on all edges.
Maintain a temporary construction entrance or roadway to minimize the generation of dust and tracking of soil and sediment onto public roads. Place additional rock if dust or sediment tracking increases.
Repair a temporary construction entrance or roadway if:
1. Fabric is exposed
2. Depressions develop in the surface
3. Rock is displaced
For a Type 2 temporary construction entrance, place rock under the corrugated steel panels. Use at least 6 corrugated steel panels for each entrance. Couple the panels together to prevent movement.
If using a sump, install the sump within 20 feet of each temporary construction entrance. 13-7.03D Payment
Measurement and payment for Temporary Construction Roadway and Entrances is included in the applicable unit price for Erosion, Sediment, and Water Pollution Control unless a separate bid item for Temporary Construction Roadway and Entrances is provided on the Bid Schedule. Payment will include costs for all work and materials specified herein.
If a separate bid item is included, the Department determines the cost for maintaining a temporary construction entrance or roadway under section 9-1.04 and pays you 1/2 of that cost.
The Department does not pay for the relocation of temporary construction entrances or roadways during work progress.
13-8 TEMPORARY ACTIVE TREATMENT SYSTEMS
13-8.01 GENERAL
13-8.01A Summary
Section 13-8 includes specifications for providing a temporary active treatment system for the treatment and discharge of uncontaminated groundwater and accumulated stormwater from excavations or other areas requiring dewatering.
Discharge may be released to a publicly owned treatment works instead of using a temporary active treatment system. If uncontaminated groundwater, stormwater, or both are discharged to a publicly owned treatment works, obtain a municipal batch discharge permit. The Department does not pay for obtaining the municipal batch discharge permit or for discharging the water. 13-8.01B Definitions
Reserved
13-8.01C Submittals
13-8.01C(1) General
Submit records for the delivery and removal of ATS components. 13-8.01C(2) Active Treatment System Plan
Within 20 days of Contract approval, submit your ATS plan. The plan must include:
1. Title sheet.
2. Table of contents.
3. Certification and approval sheet described in the Department's Stormwater Prevention Plan (SWPPP) and Water Pollution Control Program (WPCP) Preparation Manual.
4. Amendment log and format described in the Department's Stormwater Prevention Plan (SWPPP) and Water Pollution Control Program (WPCP) Preparation Manual.
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5. Description and schedule of the discharge activities.
6. Discharge alternatives, including:
6.1. Reuse of treated water for job site activities, such as dust control, irrigation, fill compaction, or concrete batch plant activities
6.2. Percolation
6.3. Discharge into storm sewers
6.4. Discharge into surface waters
6.5. Bypass process
6.6. Auto shutoff or recirculation process
7. Treatment system description and components.
8. Anticipated flow rates.
9. Operation and maintenance manual for the equipment.
10. Monitoring, sampling, and reporting plan, including QA and QC.
11. Health and safety plan.
12. Spill prevention plan.
13. Field-recorded data, visual inspection, calibration procedures, and examples of logs.
14. Descriptions of measuring equipment.
15. Shop drawings showing:
15.1. Section and plan views of stormwater effluent treatment systems
15.2. Location of sampling points for water quality measurements
15.3. Flow path and placement of pipes, hoses, pumps, holding tanks, and other equipment used to convey water
15.4. General position of treatment components relative to excavations or other areas requiring dewatering
15.5. Point of stormwater discharge
15.6. Watershed area treated in acres
16. Daily inspection report form.
17. Municipal batch discharge permit from a publicly owned treatment works if required.
18. Coagulant-handling work plan if you use chemical coagulants, in-line flocculants, or both in the treatment system. The coagulant-handling work plan must include:
18.1. Description of WPC practices to prevent accidental spillage, overfeeding into the treatment system, or other mishandling of coagulant agents
18.2. Monitoring plan for all coagulants, flocculants, or both
18.3. Description of the coagulation and flocculating agents, including chemical and trade names
18.4. Determination of acute or chronic toxicity for aquatic organisms conforming to EPA methods for the agents
18.5. Monitoring plan to detect a residual agent at concentrations at or below the established acute toxicity levels for freshwater and marine conditions for that agent
18.6. Six site-specific jar test results for each treatment chemical with one test serving as a control, demonstrating the proper treatment chemical and dosage levels for the ATS to meet NELs. Jar test water samples should be representative of typical site conditions and under ASTM D2035.
19. QA/QC Plan, to include:
19.1. Instrumentation under manufacturer’s instructions
19.2. Calibration procedures and frequencies
19.3. Instrument method detection limit or sensitivity verification
19.4. Laboratory duplicate procedures.
20. Contact information of all personnel responsible for monitoring and maintaining the ATS.
21. Treatment capacity.
22. Failure plan with procedural details on when and how to shut the system down and who to contact.
23. Validation of selected residual chemical test from SWRCB ELAP.
Allow 20 days for review. If revisions are required, the Engineer notifies you of the date the review stopped and provides comments. Submit a revised ATS plan within 15 days of receiving the comments.
The Department's review resumes when a complete plan has been resubmitted.
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Submit an electronic copy of your authorized ATS plan. Allow 15 days for the Engineer to submit the plan to the SWRCB and the RWQCB. If the Engineer requests revisions based on comments from the SWRCB or RWQCB, submit a revised plan within 5 business days. 13-8.01C(3) Inspection Reports
If the ATS discharges treated effluent, submit a daily inspection report within 24 hours. The daily inspection report must include:
1. Discharge volumes
2. Water quality monitoring records
3. Discharge point information that includes:
3.1. Date and time
3.2. Weather conditions, including wind direction and velocity
3.3. Presence or absence of water fowl or aquatic wildlife
3.4. Color and clarity of the effluent discharge
3.5. Erosion or ponding downstream of the discharge point
3.6. Photographs labeled with the time, date, and location
4. Status of instrumentation
5. Status of filter loading
Retain each completed inspection report at the job site with the SWPPP. 13-8.01C(4) Notice of Discharge Reports
If observations and measurements confirm that a residual chemical or water quality standard is exceeded, submit the notice of discharge within 48 hours after exceeding the limits. The notice of discharge must include documentation of the reasons for exceeding the water quality standard and any corrective work performed to prevent a recurrence.
13-8.01C(5) Numeric Effluent Limitation Violation Reports If a NEL is exceeded, notify the Engineer and submit a violation report within 6 hours. The report must include:
1. Field sampling results and inspections, including:
1.1. Parameters, analytical methods, reporting units, and detection limits
1.2. Date, location, time of sampling, visual observations, and measurements
1.3. Quantity of precipitation of the storm event
2. An assessment of what caused the NEL exceedance
3. Description of WPC practices and corrective actions taken to manage NEL exceedance For a project in the Lake Tahoe Hydrologic Unit, the NEL violation report must be submitted within 2 hours. The analytical results less than the method detection limits must be reported as less than the method detection limits.
13-8.01C(6)–13-8.01C(8) Reserved
13-8.01D Quality Assurance
13-8.01D(1) General
Reserved
13-8.01D(2) Regulatory Requirements
The design, installation, operation, and monitoring of the temporary ATS and monitoring of the treated effluent must comply with Attachment F of NPDES General Permit for Stormwater Discharges Associated with Construction and Land Disturbance Activities (Order No. 2022-0057-DWQ, NPDES No.
CAS000002).
For a project within the Lake Tahoe Hydrologic Unit, the design, installation, operation, and monitoring of the temporary ATS and monitoring of the treated effluent must comply with Attachment E of the NPDES FBD Vanguard Construction, Inc.
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General Permit for General Waste Discharge Requirements and National Pollutant Discharge Elimination System General Permit for Storm Water Discharges Associated with Construction Activity in the Lake Tahoe Hydrologic Unit, Counties of Alpine, El Dorado, and Placer, (Order No. R6T-2016-0010 and NPDES No. CAG616002). You may view the General Permit for the Lake Tahoe Hydrologic Unit at the Construction Storm Water Program page of the SWRCB website.
Perform toxicity testing that complies with the following if operating a temporary ATS in batch-treatment mode:
1. Discharger must initiate acute toxicity testing on effluent samples from each batch before discharge.
Send bioassays to a laboratory certified by the SWRCB ELAP.
2. Conduct acute toxicity tests as outlined for a 96-hour acute test in Methods for Measuring the Acute Toxicity of Effluents and Receiving Water to Freshwater and Marine Organisms, USEPA-841-R-02- 012 for fathead minnow, Pimephales promelas. The acute toxicity for rainbow trout, Oncorhynchus mykiss, may be used as a substitute for testing fathead minnows.
3. Toxicity tests must comply with QA criteria and test acceptability criteria in the most recent versions of the EPA test method for whole effluent toxicity.
4. Toxicity tests and analysis must comply with the SWRCB's Toxicity Provisions. 13-8.01D(3) Training
Assign a lead ATS person to oversee ATS operations. The ATS person must have a minimum of 5 years construction stormwater experience overseeing ATS operations or hold a Wastewater Operator or Drinking Water Operator Certificate from the SWRCB.
Provide training to each ATS operator. The training must:
1. Be specific to the operation of the ATS and liquid coagulants for stormwater discharges in the State, including:
1.1. Coagulation basics, including chemistry and physical processes
1.2. System design and operating principles
1.3. Control systems
1.4. Coagulant selection, such as jar testing and dose determination
1.5. Handling and safety measures for the toxicity of coagulants
1.6. Monitoring, sampling, and analysis
1.7. Reporting and recordkeeping
1.8. Emergency response
2. Consist of a formal class with a certificate, testing, and certificate renewal requirements
3. Provide a minimum of 8 hours of classroom and 32 hours of field training 13-8.01D(4) Equipment Calibration
Calibrate the flow meter and devices for taking water quality measurements under the manufacturer's instructions and in the presence of the Engineer.
13-8.01D(5) Quality Control
Water discharged from a temporary ATS must comply with the NELs for discharge effluents and the receiving waters.
Test the water discharged from an ATS under the test methods shown in the following table:
Numeric Effluent Limitations
Quality characteristic Test method Detection
limit (min) Requirement
Turbidity (min, NTU) EPA 0180.1 or field test
with calibrated portable
instrument
1 10 for daily flow-weighted average
20 for any single sample
pH Field test with calibrated
portable instrument 0.2 Lower NEL = 6.0Upper NEL = 9.0
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The residual chemical for the coagulant must be less than 10 percent of the maximum allowable threshold concentration for the most sensitive species utilizing the EPA approved test method for the specific pollutant parameter. Use a residual chemical test method that produces a result within one hour of sampling.
Take water quality measurements to verify the limit requirements for the receiving waters and discharge effluent for:
1. Discharges of water lasting more than 4 hours within a 24-hour period as follows:
1.1. If the discharge could affect the receiving body of water in a stormwater drainage system, take measurements at the background and receiving-water sampling locations not more than 1 hour before discharging the treated water.
1.2. Perform startup-phase sampling from 10 to 30 minutes after measurable runoff occurs during a storm. Startup-phase sampling includes stormwater runoff, background, and receiving water measurements taken during the first 3 days of discharge. Take samples at regular intervals during the storm. Take at least 4 samples for each discharge lasting 4 hours or more. The time between sampling must not exceed 4 hours.
1.3. Take regular-phase samples at least twice daily. Regular-phase sampling includes effluent, background, and receiving water measurements that occur after the 3rd day of activities. Take samples at regular intervals.
1.4. If the receiving body of water noticeably changes in color or clarity, take additional effluent, background, and downstream measurements.
1.5. If an initial measurement shows that the water quality limits have been exceeded, take an additional measurement from 15 minutes to 1 hour after the initial measurement.
1.6. If the 2nd test confirms the limits were exceeded, revert to the startup-phase sampling requirements before resuming regular-phase sampling.
1.7. For cofferdam maintenance dewatering, you may discontinue regular-phase monitoring after 10 days if the effluent and receiving water measurements are consistently below the water quality limits.
2. Discharges of water lasting 4 hours or less within a 24-hour period as follows:
2.1. If the discharge could affect the receiving body of water in a stormwater drainage system, take measurements at the background and receiving water-sampling locations not more than 1 hour before discharging the treated water.
2.2. Take effluent, background, and receiving water measurements from 10 to 30 minutes after initiating the discharge. Continue to take measurements every hour.
2.3. If an initial measurement shows that the water quality limits have been exceeded, take an additional measurement not more than 15 minutes after the initial measurement.
2.4. If the receiving body of water noticeably changes in color or clarity, take additional effluent, background, and downstream measurements.
3. All other discharges of water as follows:
3.1. Measure the stormwater effluent turbidity and pH at the end of the outfall or in-line sampling port.
3.2. Measure the receiving water turbidity, pH, and dissolved oxygen at (1) a point within the mixing zone and (2) a point within 15 feet downstream of the discharge point.
3.3. Measure the natural background turbidity, dissolved oxygen, and pH at a location that is from 9 to 15 feet upstream of the discharge point. If another job site activity is being performed, measure at least 150 feet upstream of the discharge point.
3.4. If the discharge is made into a surface body of water or into a stormwater drainage system that produces an observable effect on a surface body of water, monitor the receiving water.
For receiving water deeper than 3 feet, take depth-averaged measurements by taking samples from 3 points within the water column and averaging the following 3 measurements:
1. 12 inches below the surface
2. Mid depth
3. 12 inches above the bottom
For receiving water less than 3 feet deep, take the measurement 12 inches below the surface.
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13-8.02 MATERIALS
13-8.02A General
An ATS must be designed for the site conditions and anticipated flow rate and must include (1) a treatment system, (2) a collection and conveyance system, and (3) a discharge method and location.
The ATS must be capable of capturing and treating within a 72-hour period a volume equal to the runoff from a 10-year, 24-hour storm event using a watershed coefficient of 1.0.
Monitoring equipment must be interfaced with the control system of the ATS to provide shutoff or recirculation whenever effluent readings do not comply with the turbidity and pH limits.
The control system must default to recirculation or shutoff during a power failure or catastrophic event.
The control system must control the amount of the coagulant, flocculant, or both to prevent overdosing.
Runoff in excess of the design storm used to size the ATS may be bypassed if discharges are in compliance with NALs, NELs and receiving water limitations specified in Section 13-3.01D(3). 13-8.02B Treatment System
The treatment system must be capable of removing sediment, and turbidity-producing suspended solids.
Primary and secondary treatment may be required, or the design of the treatment system may require combined use of the various treatment components in series to achieve effective treatment. The treatment system must have components to:
1. Remove sediment and turbidity-producing suspended solids. Components may include desilting basins, settling tanks, sediment traps, gravity bag filters, sand media filters, pressurized bag filters, cartridge filters, chemical coagulants and in-line flocculants, temporary holding tanks, or any combination necessary to provide primary and secondary treatment.
2. Adjust the pH or dissolved oxygen by:
2.1. Addition of sulfuric, phosphoric, citric, or nitric acid under the supplier's specifications for the treatment of water with high pH. You may use hydrochloric acid if the water is dechlorinated before discharge.
2.2. Filtration through a limestone bed or the addition of sodium hydroxide for the treatment of water with a low pH.
2.3. Aeration for the treatment of water with low dissolved oxygen.
3. Remove treatment chemicals and settled flocculant before discharge.
4. Remove, dispose of, or recirculate all backwash water. 13-8.02C Collection and Conveyance System
The collection and conveyance system must include pumps and piping to convey the water from the point of dewatering or stormwater capture to the treatment system and to the point of discharge. Pumps and piping must comply with section 74-2.
13-8.02D Monitoring Equipment
Monitoring equipment for the ATS must record data at least once every 15 minutes and cumulative flow data daily. The recording system must have the capacity to record a minimum of 7 days of continuous data.
13-8.03 CONSTRUCTION
13-8.03A General
Notify the Engineer 48-hours in advance of starting ATS operations.
Discharge treated water:
1. To control dust in an active area.
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2. To land where the grade allows sheet flow and the soil allows infiltration.
3. Such that it does not:
3.1. Cause erosion and scour. If scour occurs, repair the damage and install an energy dissipater.
3.2. Impact the natural bedding and aquatic life.
Maintain the ATS to provide proper functioning and prevent leaks. Repair or replace the any component of the dewatering equipment that is not functioning properly.
Remove sediment from the storage or treatment cells as necessary to ensure the cells maintain their required water storage capability.
Sediments removed from the uncontaminated areas during maintenance of the treatment system must be dried, distributed uniformly, and stabilized at a location within the project limits where authorized.
Relocate the ATS as needed.
13-8.03B Monitoring
13-8.03B(1) General
While operating the ATS, monitor:
1. Influent and effluent turbidity
2. Influent and effluent pH
3. Residual chemical
4. Effluent flow rate and flow volume
5. Total volume
6. Freeboard on storage
7. Dose rates of chemical used, expressed in mg/L, 15 minutes after startup and every 8 hours of operation
8. Monthly laboratory duplicates for residual chemical or additive level Use a flow meter to measure all discharges from treatment activities. 13-8.03B(2) Corrective Measures
If observations and measurements determine the water quality limits are exceeded, immediately stop the discharge, notify the Engineer, and start corrective measures to change, repair, or replace the equipment and procedures used to treat the water.
After the Engineer inspects and authorizes corrective measures, resume treatment and discharge activities under the startup-phase sampling requirements before resuming regular-phase sampling. 13-8.04 PAYMENT
Measurement and payment for Temporary Active Treatment Systems is included in the applicable unit price for Erosion, Sediment, and Water Pollution Control. Payment will include costs for all work and materials specified herein.
13-9 TEMPORARY CONCRETE WASHOUTS
13-9.01 GENERAL
13-9.01A Summary
Section 13-9 includes specifications for installing temporary concrete washouts.
You may use any of the following systems for a temporary concrete washout:
1. Temporary concrete washout facility
2. Portable temporary concrete washout
3. Temporary concrete washout bin
13-9.01B Definitions
Reserved
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13-9.01C Submittals
At least 5 business days before starting concrete activities, submit an informational submittal that includes:
1. Location of each concrete washout
2. Name and location of the off-site disposal site to receive the concrete waste
3. Copy of the permit issued by the RWQCB for the off-site commercial disposal site
4. Copy of the permit issued by the state or local agency with jurisdiction over a disposal site located outside of the State
Retain and submit tracking records for the disposal of concrete waste as an informational submittal.
Submit a certificate of compliance for (1) the fabric bag for gravel-filled bags and (2) the plastic liner. 13-9.01D Quality Assurance
Reserved
13-9.02 MATERIALS
13-9.02A General
The sign for a concrete washout must comply with section 12-3.11B(3) except the sign panel may be plywood. The sign panel must be at least 4 by 2 feet. The sign legend must read Concrete Washout in at least 6-inch-high black letters on a white background.
13-9.02B Temporary Concrete Washout Facilities
Stakes for a temporary concrete washout facility must comply with section 13-10.02C.
Straw bales for a temporary concrete washout facility must comply with section 13-10.02H.
Gravel-filled bags for a temporary concrete washout facility must comply with section 13-5.02G.
The plastic liner for a temporary concrete washout facility must be:
1. New single-ply polyethylene sheeting without seams or overlapping joints
2. At least 10 mils thick
3. Free of holes, punctures, tears, or other defects
13-9.02C Portable Temporary Concrete Washouts
A portable temporary concrete washout must be a commercially available, watertight container with enough capacity to contain all liquid and concrete waste generated by washout activities without seepage or spills and be:
1. At least 55 gallons in capacity.
2. Labeled for exclusive use as a concrete waste and washout facility. Concrete Washout must be stenciled in 3-inch-high black letters on a white background with the top of the letters placed 12 inches from the top of the container.
13-9.02D Temporary Concrete Washout Bins
A temporary concrete washout bin must be a commercially available, watertight container with enough capacity to contain all liquid and concrete waste generated by washout activities without seepage or spills and be:
1. At least 5 cubic yards in capacity
2. Roll-off type with or without folding steel ramps
3. Labeled for exclusive use as a concrete waste and washout facility 13-9.02E–13-9.02G Reserved
13-9.03 CONSTRUCTION
Place a concrete washout at the job site:
1. Before starting concrete placement activities
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2. In the immediate area of concrete work where authorized
3. No closer than 50 feet from any storm drain inlet, open drainage facility, ESA, or watercourse
4. Away from traffic or public access areas
Install a concrete washout sign adjacent to each concrete washout location.
Use a concrete washout to collect:
1. Washout from concrete delivery trucks
2. Slurries containing concrete or asphalt from saw cutting, coring, grinding, grooving, and hydrodemolition
3. Concrete waste from mortar mixing stations
Do not fill a concrete washout higher than 75 percent of capacity.
Concrete washout must be covered before and during storm event.
Dispose of concrete waste within 2 business days after a concrete washout becomes full. Dispose of concrete waste from a concrete washout at a plant licensed to receive solid concrete waste, liquid concrete waste, or both.
Relocate a portable temporary concrete washout or bin as needed for concrete work.
Secure a portable temporary concrete washout or bin to prevent spilling concrete waste when relocating or transporting it within the job site. If you spill concrete waste, clean up the spilled material and place it back into the concrete washout unit.
13-9.04 PAYMENT
Measurement and payment for Temporary Concrete Washouts is included in the applicable unit price for Erosion, Sediment, and Water Pollution Control. Payment will include costs for all work and materials specified herein.
13-10 TEMPORARY LINEAR SEDIMENT BARRIERS
13-10.01 GENERAL
13-10.01A Summary
Section 13-10 includes specifications for installing temporary linear sediment barriers. 13-10.01B Definitions
Reserved
13-10.01C Submittals
Submit a certificate of compliance for:
1. Fiber rolls
2. Silt fence fabrics
3. Sediment filter bags
4. Foam barriers
5. Fabric for gravel-filled bags
6. Compost socks
If steel wire staples are substituted with an alternative attachment device, submit a sample of the device at least 5 business days before its installation.
13-10.01D Quality Assurance
Reserved
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13-10.02 MATERIALS
13-10.02A General
Stakes, ropes, and staples must comply with section 21-2.02R except section 21-2.01 does not apply. 13-10.02B Fiber Rolls
A fiber roll must comply with section 21-2.02P except a fiber roll for a large sediment barrier must:
1. Have a diameter from 18 to 22 inches
2. Be at least 8 feet long
3. Weigh at least 6.5 lb/ft
13-10.02C Posts
Each post must comply with the specifications for a post for a temporary high-visibility fence except:
1. Post length must be at least 4 feet except for a temporary reinforced silt fence that must have a post length of at least:
1.1. 6 feet for a Type 1 installation
1.2. 5 feet for a Type 2 installation
2. Steel is not allowed for a post for a temporary large sediment barrier 13-10.02D High-Visibility Fabric
The high-visibility fabric must comply with the specifications for fabric for a temporary high-visibility fence. 13-10.02E Wire Mesh
Wire mesh for a temporary reinforced silt fence must:
1. Comply with section 80-2.02E
2. Be fabricated from at least 14-gauge horizontal and vertical wires welded at each intersection
3. Have a maximum opening of 2 inches wide by 4 inches high
4. Be supplied in 50-foot rolls
13-10.02F Wire
Wire for guy wires and tie wires for a temporary reinforced silt fence must be 16-gauge iron or steel. 13-10.02G Anchors
Anchors for a temporary reinforced silt fence must be fabricated from no. 4 steel reinforcing bar. 13-10.02H Straw Bales
Straw for a straw bale must comply with section 21-2.02H.
A straw bale must be:
1. At least 14 inches wide, 18 inches high, 36 inches long, and weigh at least 50 lb.
2. Composed entirely of vegetative matter except for the binding material.
3. Bound by wire, nylon, or polypropylene string. Do not use jute or cotton binding. Baling wire must be at least 16 gauge. Nylon or polypropylene string must be approximately 0.08 inch in diameter with 80 lb of breaking strength.
13-10.02I Foam Barriers
A foam barrier must have:
1. Urethane foam-filled core
2. Geosynthetic fabric cover and flap
3. Triangular, circular, or square cross section
4. Vertical height of at least 5 inches after installation
5. Horizontal flap at least 8 inches in width
6. Length of at least 4 feet per unit
7. Ability to interlock separate units into a long barrier such that water will not flow between units FBD Vanguard Construction, Inc.
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The geosynthetic fabric cover and flap for a foam barrier must comply with the requirements shown in the following table:
Quality characteristic Test method Requirement
Grab breaking load in each direction, 1-inch grip (min, lb) ASTM D4632 200 Apparent elongation in each direction (min, %) ASTM D4632 15 Water flow rate (average roll value, gpm/sq ft) ASTM D4491 100–150 Permittivity (min, 1/sec) ASTM D4491 0.05
Apparent opening size (max average roll value, US standard sieve size)
ASTM D4751 40
UV resistance (min, percent retained grab breaking load at 500 hours)
ASTM D4355 70
13-10.02J Gravel-filled Bags
Gravel-filled bags for a temporary gravel bag berm must comply with section 13-5.02G. 13-10.02K–13-10.02M Reserved
13-10.03 CONSTRUCTION
13-10.03A General
Before installing a temporary linear sediment barrier, remove obstructions, including rocks, clods, and debris greater than 1 inch in diameter, from the ground.
Maintain a temporary linear sediment barrier to provide sediment-holding capacity and to reduce concentrated flow velocities.
Repair or adjust the barrier if rills or other evidence of concentrated runoff occur beneath the barrier.
Repair or replace split, torn, or unraveled material. Add or replace posts, stakes, or fasteners as needed to prevent sagging or slumping.
Reattach any barrier that becomes detached or dislodged from the pavement.
Repair a split or torn rigid plastic barrier with 16-gauge galvanized steel wire or UV-stabilized cable ties from 5 to 7 inches in length.
Remove sediment deposits, trash, and other debris as needed or ordered.
Remove sediment deposits if the sediment exceeds 1/3 of the height above the ground behind a barrier.
If the removed sediment deposits are placed within the job site, stabilize the sediment deposits to prevent erosion.
Place gravel-filled bags behind temporary barrier system if used within a shoulder area. 13-10.03B Temporary Fiber Rolls
Install temporary fiber rolls as specified for installing fiber rolls in section 21-2.03P. 13-10.03C Temporary Gravel Bag Berms
Place gravel-filled bags end-to-end to eliminate gaps in a temporary gravel bag berm. Place the bags approximately parallel with the slope contour. Angle the last 6 feet upslope at the downhill end of the run.
Stack the bags such that the upper row overlaps the joints in the lower row.
Add layers of gravel-filled bags to increase the height of a temporary gravel bag berm if needed. Stack the bags in the upper row to overlap the joints in the lower row. Stabilize the rows by adding rows of bags in the lower layers.
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13-10.03D Temporary Large Sediment Barriers
Install a temporary large sediment barrier as follows:
1. Place a single row of fiber rolls end-to-end, approximately parallel with the slope contour. For any 20- foot section of fiber roll, do not allow the fiber roll to vary by more than 5 percent from level.
2. Place the fiber rolls in a furrow that is from 6 to 8 inches deep.
3. Secure the fiber rolls with wood stakes 4 feet apart.
4. Place a stake 18 inches from each end of each fiber roll.
5. Drive the stakes into the soil such that the top of the stakes are less than 2 inches above the top of the fiber rolls.
6. Angle the last 6 feet upslope at the downhill end of the run. 13-10.03E Temporary Reinforced Silt Fences
Place a temporary reinforced silt fence parallel with the slope contour. For any 50-foot section of reinforced silt fence, do not allow the elevation at the base of the fence to vary by more than 1/3 of the fence height.
Install a temporary reinforced silt fence as follows:
1. Dig a 6-inch-deep trench.
2. Place the wire mesh and the bottom of the silt fence fabric in the trench.
3. Place posts on the downhill side of the fabric and wire mesh.
4. Attach the silt fence fabric to the wire mesh with tie wires or locking plastic fasteners along the length of the fence at not more than 3-foot horizontal spacing and from top to bottom at not more than 8-inch vertical spacing.
5. Backfill the trench with soil by hand or mechanical tamping to secure the silt fence fabric and the wire mesh in the trench.
6. Attach guy wires and anchors at each post. Install at least 2 anchors and guy wires at angle points and end posts.
Connect sections of temporary reinforced silt fence as follows:
1. Join separate sections to form reaches not more than 500 feet without openings.
2. Secure the end posts of each section by wrapping the tops of the posts with at least 2 wraps of 16- gauge tie wire.
If temporary reinforced silt fence Type 1 is shown, attach high-visibility fabric to the steel posts with tie wires or locking plastic fasteners.
13-10.03F Temporary Silt Fences
Construct a temporary silt fence with silt fence fabric, posts, and fasteners assembled at the job site or with prefabricated silt fence.
If prefabricated silt fence is used, attach the fabric to the posts by inserting the posts into the sewn pockets. If the fence is assembled at the job site:
1. Fasten the fabric to the posts with staples or nails if wood posts are used
2. Fasten the fabric to the posts with tie wires or locking plastic fasteners if steel posts are used
3. Space the fasteners no more than 8 inches apart
Place a temporary silt fence parallel with the slope contour. For any 50-foot section of temporary silt fence, do not allow the base elevation of the fence to vary by more than 1/3 of the height of the fence above the ground.
Install a temporary silt fence as follows:
1. Place the bottom of the fabric in a 6-inch-deep trench.
2. Secure it with the posts placed on the downhill side of the fabric.
3. Backfill the trench with soil and compact by hand or mechanical methods to secure the fabric in the trench.
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Connect sections of a temporary silt fence as follows:
1. Join separate sections to form reaches not more than 500 feet without openings.
2. Secure the end posts of each section by wrapping the tops of the posts with at least 2 wraps of 16- gauge tie wire.
Silt fence may be installed by mechanically pushing the silt fence fabric vertically into the soil.
Mechanically installed fabric must not slip out of the soil or allow sediment to pass under it. 13-10.03G Temporary Straw Bale Barriers
Install a temporary straw bale barrier as follows:
1. Place a single row of straw bales end-to-end and parallel with the slope contour. For any 20-foot section of straw bale barrier, do not allow it to vary by more than 5 percent from level.
2. Place straw bales in a trench or key them into the slope. Place the bales such that the binding wire or string does not come in contact with the soil. Use wood or metal posts as stakes.
3. Secure each straw bale with 2 stakes. The 1st stake in each bale must be driven toward the previously laid bale to force the bales together.
4. Drive the stakes into the soil such that the top of the stake is less than 2 inches above the top of the straw bale.
5. Angle the last 6 feet upslope at the downhill end of the run. 13-10.03H Temporary Foam Barriers
Secure a foam barrier to:
1. Pavement with (1) 1-inch concrete nails, 1-inch washers, and solvent-free adhesive, (2) gravel-filled bags, or (3) a combination of both
2. Soil with 6-inch nails and 1-inch washers
Secure the barrier with 2 nails at the connection points where barriers overlap. Do not pierce the barrier's core with nails.
13-10.03I Temporary Earthen Berms
Construct a temporary earthen berm with native soil or selected material at least 8 inches high by 36 inches wide. Compact it by hand or mechanical methods.
13-10.03J Temporary Compost Socks
Install temporary compost sock under section 21-2.03Q.
Temporary compost sock must not be installed upstream of a nutrient-impaired water body. 13-10.03K–13-10.03L Reserved
13-10.04 PAYMENT
Measurement and payment for Temporary Linear Sediment Barriers is included in the applicable unit price for Erosion, Sediment, and Water Pollution Control. Payment will include costs for all work and materials specified herein.
13-11 WATER QUALITY MONITORING
13-11.01 GENERAL
13-11.01A General
Section 13-11 includes specifications for monitoring water quality and applies if a bid item for a water quality monitoring report or annual water quality report is shown on the Bid Schedule. 13-11.01B Definitions
water quality rain event: Storm that produces or is forecasted to produce at least 0.10 inch of precipitation within a 24-hour period.
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13-11.01C Submittals
13-11.01C(1) General
Reserved
13-11.01C(2) Water Quality Monitor
Within 7 days after Contract approval, submit the name and qualifications of your water quality monitor.
Include the monitor's training and experience in collecting and analyzing water quality samples. 13-11.01C(3) Water Quality Monitoring Reports
Whenever work activities occur in water, submit a monthly report of water quality monitoring by the 7th of the month for the monitoring work conducted during the previous month. The report must include:
1. Visual inspection reports for each water quality rain event and nonstormwater discharge. Each visual inspection report must include:
1.1. Name of personnel performing the inspection, inspection date, and date the inspection report was completed
1.2. Descriptions of storm and weather conditions
1.3. Locations and observations
2. Field inspection reports and sampling results, including:
2.1. Description of the analytical methods used, reporting units, and detection limits
2.2. Date, location, time of sampling, visual observations, photographs, and measurements
2.3. Estimate of water flow
2.4. Calibration logs for field monitoring equipment
3. Visual inspection reports and sampling results for a water quality rain event that generates visible runoff, including:
3.1. Date, location, and time of visual observations
3.2. Photographs of the areas disturbed by project activities, including material disposal areas
3.3. Photographs showing the disturbed soil areas and documenting compliance for erosion control and revegetation measures, including soil stabilization and sediment control
4. Summary of WQO exceedance reports.
5. Summary of corrective actions.
If a WQO is exceeded during work activities in water, submit a WQO exceedance report within 6 hours.
The report must include:
1. Field inspection reports and sampling results, including:
1.1. Description of the analytical methods used, reporting units, and detection limits
1.2. Date, location, time of sampling, visual observations, photographs, and measurements
1.3. Estimate of the water flow
2. Description of WPC practices and corrective actions taken to manage WQO exceedance 13-11.01C(4) Water Quality Annual Reports
Section 13-11.01C(4) applies if a bid item for a water quality annual report is shown on the Bid Item List.
Submit a water quality annual report for each reporting period from July 1st to June 30th. If construction occurs through June 30th, submit the report no later than July 15th for the previous reporting period. If construction ends before June 30th, submit the report within 15 days after Contract acceptance.
The report must be in an authorized format and include:
1. Project's description, location, and receiving waters
2. Water quality monitoring information, such as:
2.1. Summary and evaluation of sampling and analysis results and laboratory reports
2.2. Analytical methods, reporting units, and detection limits for analytical parameters
2.3. Summary of corrective actions
2.4. Identification of corrective actions or compliance activities that were not implemented
2.5. Summary of any exceedances
2.6. Names of individuals performing water quality inspections and sampling FBD Vanguard Construction, Inc.
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2.7. Logistical information for inspections and sampling, including the location, date, time, and precipitation
2.8. Visual observations and sample collection records
3. Photographs documenting Contract compliance for:
3.1. Disturbed soil areas created by work activities
3.2. Erosion control and revegetation measures, including soil stabilization and sediment control practices
3.3. Completed work
4. Records of training and meetings for water quality permit compliance Submit an electronic copy of the water quality annual report. Allow 10 days for review. If revisions are required, the Engineer notifies you of the date the review stopped and provides comments. Submit a revised report within 5 business days of receiving the comments. The Department's review resumes when the complete report is resubmitted.
Submit an electronic copy of your authorized water quality annual report. Include the signed certifications from the water quality monitor and the WPC manager.
13-11.01D Quality Control
13-11.01D(1) General
Section 13-11.01D applies if a bid item for a water quality monitoring report is shown on the Bid Item List.
Project-specific WQOs for work activities in water are specified in the special provisions.
Assign a water quality monitor to collect water samples and record water quality data. The water quality monitor must have training and experience in collecting and analyzing water quality samples. The water quality monitor may be the same person as the WPC manager.
The water quality monitor must be responsible for generating and submitting water quality reports.
The water quality monitor must notify the Engineer within 6 hours of an unauthorized discharge.
The water quality monitor must inspect the job site and receiving waters after each water quality rain event and nonstormwater discharge. The inspection of a nonstormwater discharge must include observation of:
1. Receiving waters:
1.1. 24 hours before starting work in water, including the installation of any clear-water diversion
1.2. At least 4 times daily whenever work occurs in water, including the installation, operation, and removal of any clear water diversion
1.3. For the presence of floating and suspended materials, sheen on the surface, discoloration, turbidity, and odors.
2. Job site for the presence of authorized and unauthorized nonstormwater discharges and their sources. Unauthorized discharges to surface waters include:
2.1. Soil, silt, and sand
2.2. Bark, sawdust, and slash
2.3. Rubbish and debris
2.4. Cement, concrete, and concrete washings
2.5. Oil and petroleum products
2.6. Welding slag
2.7. Other organic or earthen materials
Retain each visual inspection report at the job site.
13-11.01D(2) Water Quality Sampling and Analysis
Take water quality samples each day a construction activity has the potential to mobilize sediment or alter background conditions within waters of the State. Take water quality samples of surface water when:
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1. Conducting in-water work
2. Work activities result in materials reaching receiving waters
3. Work activities result in the creation of a visible plume in receiving waters Comply with the equipment manufacturer's instructions for sample collection, analysis methods, and equipment calibration.
At least 24 hours before starting in-water work:
1. Establish locations for water quality sampling:
1.1. Upstream of the effluent discharge point or location of in-water work by no more than 50 feet
1.2. At the effluent discharge point, including the location of in-water work
1.3. Downstream of the effluent discharge point or location of in-water work between 35 and 50 feet
2. Take water quality samples to document background conditions for upstream, effluent, and downstream locations. Test for each water quality objective shown in the table titled "Water Quality Objectives."
3. Estimate water flow.
During in-water work, including the installation of a clear water diversion, take water quality samples:
1. At least 4 times daily for each water quality objective
2. At upstream, effluent, and downstream locations
If a water quality objective is exceeded, the water quality monitor must notify the Engineer by phone or electronic media within 30 minutes and:
1. Conduct water quality sampling every hour until measurements comply with water quality objectives
2. Measure the distance from the effluent location to the downstream extent of the exceedance
3. Obtain photographs of the tributary upstream, downstream, and at the location of in-water work
4. If WPC practices are installed, repaired, or modified to control the source of the exceedance, monitor the activity and document with samples, photographs, and a brief summary Collecting samples are not required:
1. During dangerous weather conditions, such as flooding or electrical storms
2. Outside of normal working hours
If downstream samples show levels outside of the acceptable range and indicate a possible water quality objective exceedance, assess the WPC practices, site conditions, and surrounding influences to determine the probable cause for the increase.
Retain calibration logs, water quality sampling documentation, and analytical results at the job site. 13-11.01D(3) Reserved
13-11.02 MATERIALS
Not Used
13-11.03 CONSTRUCTION
Not Used
13-11.04 PAYMENT
Not Used
SECTION 01 71 13 MOBILIZATION
All work shall conform to Section 9 of State Standard Specifications and California Public Contract Code 10104 and 10264 unless otherwise specified within.
Mobilization includes preparatory work and operations, including, but not limited to, those necessary for the movement of personnel, equipment, supplies and incidentals to the project site, for the establishment FBD Vanguard Construction, Inc.
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of all offices, buildings and other facilities necessary for work on the project, and for all other work and operations which must be performed or costs incurred prior to beginning work on the various items on the project site.
9 PAYMENT
9-1.16D Mobilization
9-1.16D(1) General
Section 9-1.16D applies if a bid item for mobilization is shown on the Bid Item List.
Payments for mobilization made under section 9-1.16D are in addition to the partial payments made under Pub Cont Code § 10261.
9-1.16D(2) Mobilization for Projects Except for Those Over Water Requiring Marine Access The Department makes partial payments for mobilization under Pub Cont Code § 10264(a) except the amount of work completed does not include the amount earned for mobilization. The partial payment amount is reduced by a prorated amount bid in excess of the maximum allowed under Pub Cont Code § 10264(a)(5).
The Department pays the item total for mobilization in excess of the maximum allowed under Pub Cont Code § 10264(a)(5) in the 1st payment after Contract acceptance.
9.1.16D(4) Payment
Payment for mobilization shall conform to Public Contract Code sections 10104 and 10264 as follows:
1. When 5 percent of the original contract amount is earned, 50 percent of the amount bid for mobilization, or 5 percent of the original contract amount, whichever is lesser, may be paid.
2. When 10 percent of the original contract amount is earned, 75 percent of the amount bid for mobilization or 7.5 percent of the original contract amount, whichever is lesser, may be paid.
3. When 20 percent of the original contract amount is earned, 95 percent of the amount bid for mobilization, or 9.5 percent of the original contract amount, whichever is lesser, may be paid.
4. When 50 percent of the original contract amount is earned, 100 percent of the amount bid for mobilization, or 10 percent of the original contract amount, whichever is lesser, may be paid.
5. Upon completion of all work on the project, payment of any amount bid for mobilization in excess of 10 percent of the original contract amount will be paid.
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SECTION 31 23 16 EXCAVATION
All work shall conform to Section 19 of the State Standard Specifications unless otherwise specified within.
19 EARTHWORK
19-1 GENERAL
19-1.01 GENERAL
19-1.01A Summary
Section 19-1 includes general specifications for performing earthwork activities.
Performing earthwork activities includes removal of unsuitable material or a buried man-made object if the removal is described.
If paleontological resources mitigation is specified in the special provisions under section 14-7.04, performing earthwork activities includes:
1. Paleontological resources training for your staff and subcontractors
2. Submittals of your schedule of subsurface-disturbing activities and updated schedules
3. Coordination and work with the Department's mitigation team Complete work specified in section 20-10.02C(2) before starting earthwork activities. 19-1.01B Definitions
Reserved
19-1.01C Submittals
Reserved
19-1.01D Quality Assurance
Reserved
19-1.02 MATERIALS
Not Used
19-1.03 CONSTRUCTION
19-1.03A General
Unless the material resulting from the excavation is hazardous, construct embankments and dikes or backfill structures with it. If the quantity of excavated material is not sufficient to construct embankments, obtain the material under section 19-7.
19-1.03B Unsuitable Material
Excavate and dispose of unsuitable material encountered below the natural ground surface in embankment areas or below the grading plane in excavation areas as ordered.
Notify the Engineer before removing the unsuitable material if:
1. Removal is not otherwise described
2. You request payment for removal as change order work Backfill the space resulting from excavating unsuitable material with material suitable for the planned use.
Place and compact suitable material under section 19-5. 19-1.03C Grade Tolerance
Immediately before placing subsequent layers of material, prepare the grading plane such that the grading plane:
1. Does not vary more than 0.05 foot above or below the grade established by the Engineer where HMA is to be placed
2. Does not extend above the grade established by the Engineer where concrete base or pavement is to be placed
3. Beneath structural approach slabs or the thickened portion of sleeper slabs do not extend above the grade established by the Engineer
4. At any point is within 0.05 foot above the grade established by the Engineer if the material to be placed on the grading plane is paid by the cubic yard
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5. At any point is within 0.10 foot above the grade established by the Engineer if subbase or base material to be placed on the grading plane is paid by the ton 19-1.03D Buried Man-Made Objects
Remove and dispose of a buried man-made object encountered in an excavation as part of the excavation work.
Notify the Engineer before removing the buried man-made object if:
1. Removal of the object is not otherwise described
2. Object could not have been determined by visual inspection
3. You request payment for removal of the object as change order work 19-1.04 PAYMENT
Not Used
19-2 ROADWAY EXCAVATION
19-2.01 GENERAL
19-2.01A Summary
Section 19-2 includes specifications for performing roadway excavation.
Roadway excavation consists of all excavation involved in the grading and construction of the roadway except structure excavation and any excavation paid for as a separate bid item.
Roadway excavation includes:
1. Excavating and stockpiling the selected material
2. Removing the stockpiled material and placing it in its final position
3. Removing surcharge material
4. Performing the removal of a slide or slipout which is paid for as the type of roadway excavation involved
19-2.01B Definitions
selected material: Specific material excavated from a described location on the job site. Selected material includes topsoil.
19-2.01C Submittals
Reserved
19-2.01D Quality Assurance
Reserved
19-2.02 MATERIALS
Not Used
19-2.03 CONSTRUCTION
19-2.03A General
Excavate to the described or authorized grade. If you overexcavate, backfill with an authorized material and compact it.
Remove pavement within the limits of roadway excavation. Pavement removal must comply with section 39 and 41.
Compaction must comply with section 19-5.
Construct embankments under section 19-6.
19-2.03B Surplus Material
If a quantity of surplus material is shown, the quantity is approximate.
Ensure enough material is available to complete the embankments before placing the material at other locations on the job site or disposing of it.
Obtain authorization before disposing of surplus material or using it for any of the following:
1. Widening embankments uniformly
2. Flattening slopes
3. Placing along the roadway or at other locations
If you cannot use surplus material within the highway, dispose of it.
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If you dispose of any surplus material prematurely and later find a material shortage, replace the surplus material with an authorized material.
If an ordered change increases the quantity of excavation or decreases the quantity of embankment such that surplus material must be disposed of, disposing of this material is change order work. 19-2.03C Deficiency Material
If the quantity of acceptable material from excavation is not enough to construct the embankments, the quantity of material needed to complete the embankments must consist of local or imported borrow.
Obtain local or imported borrow under section 19-7.
If a bid item for imported borrow is not shown on the Bid Item List, obtaining imported borrow is change order work.
19-2.03D Selected Material
19-2.03D(1) General
If selected material is not used for a specified layer, place the selected material in the roadway prism as embankment or structure backfill.
If selected material is used as a specified layer, spread and compact it under section 25.
If practicable and unless processing of material is required, haul selected material directly from the excavation to its final position in the roadway prism and compact it in place.
Selected material must remain in place until it can be placed in its final position unless stockpiling of selected material is ordered.
If stockpiling of selected material is ordered, excavate and stockpile the selected material until the stockpiled material is to be placed in its final position in the roadway prism. This work is change order work.
19-2.03D(2) Topsoil
Reserved
19-2.03E Blasting
The Department does not allow excessive blasting.
Remove material outside the planned cross section that is shattered or loosened due to blasting.
Suspend blasting activities if any of the following conditions occurs:
1. Any sign of overshooting
2. Endangerment to the public
3. Destruction of property or natural features
19-2.03F Slides and Slipouts
Excavate and remove material:
1. Outside the planned roadway or ditch slope that is unstable and constitutes a potential slide
2. From a slide that has come into the roadway or ditch
3. Slipped out of new or existing embankments
Excavate to the designated lines or slopes either by benching or as ordered.
Use removed material to construct embankments unless otherwise ordered.
Before removal activities if removal of a slide or a slipout is not described, you may request the removal to be change order work.
If you complete a slope and are ordered to remove unstable or stable material and reslope the area, the removal and resloping is change order work.
Repair any damage to the completed work resulting from a slide or slipout as ordered.
Repairing damage to the completed work due to a slide or slipout is paid for as the type of work involved unless otherwise ordered as change order work.
If a slide or slipout is caused by your activities or negligence, remove the slide or slipout material and restore the slope.
19-2.03G Slopes
Construct slopes to the lines and grades established by the Engineer. Slope tolerances are measured perpendicular to the planned slope.
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Any point on the completed excavation slope must be within 0.5 foot of the planned slope, unless the excavation is in rock, in which case, any point on the completed slope must be within 2 feet of the planned slope.
Slopes or portions of slopes must not encroach on the roadbed.
Round the tops of excavation slopes and ends of excavations.
Any point on the completed embankment slope must be within 0.5 foot of the planned slope for slopes within 4 feet of the shoulder grade. Slopes below 4 feet must be within 1 foot of the planned slope.
If an embankment is constructed of large rock and the size of rocks make it impracticable to construct slopes within 1 foot, the Engineer may authorize you to construct slopes more than 4 feet below shoulder grade to within 2 feet of the planned slope.
For median and side slopes with a 6:1 (horizontal:vertical) or flatter slope:
1. Completed slopes must be within 0.2 foot from the grade established by the Engineer
2. Flowlines must be graded to drain and must be within 0.1 foot from the grade established by the Engineer
If the slope is to be cultivated or straw is to be incorporated into the surface, remove loose rocks larger than 2-1/2 inches in maximum dimension, roots, and other debris on the surface of the slope before cultivation or incorporation of straw.
Maintain completed slopes. Repair any slope damage caused by erosion. 19-2.03H Ditch Excavation
Excavate ditches including channels for changing the course of streams.
Avoid excavating below the grade for the bottom of the ditch or water channel. If you excavate below grade, backfill with suitable material and compact it.
19-2.04 PAYMENT
The payment quantity for roadway excavation is the volume of roadway excavation material, including volume of material involved in:
1. Embankment construction unless a separate bid item for constructing embankments is shown on the Bid Item List
2. Ditch or channel excavation if the bottom width of the ditch or channel is 12 feet or more
3. Local borrow excavation
The volume of material for roadway excavation is determined from the average end areas and the distances between them.
If changed conditions or nature of a particular operation make determining the quantities of roadway excavation based on average end areas impractical, the payment quantity is the volume determined using a method best suited to obtain an accurate quantity.
If the quantities of roadway excavation are determined from average end areas and centerline distances, a correction for curvature is not applied to quantities within the roadway prism. In determining the quantity of material outside the original roadway prism, where the roadway centerline is used as a base, a correction is made for curvature if the centerline radius is 1,000 feet or less.
The volume of material removed from a stockpile is determined from measurements of the stockpile before removal.
If the bottom of a ditch or channel is less than 12 feet wide, the payment quantity for ditch excavation is the volume determined from average areas and the distances between them. 19-3 STRUCTURE EXCAVATION AND BACKFILL
19-3.01 GENERAL
19-3.01A Summary
Section 19-3 includes specifications for performing structure excavation and backfill.
Structure excavation includes:
1. Excavating foundations for structures, including trenches for culverts, slope protection, pipes, rods, deadmen, cutoff walls, and other facilities
2. Placing structure backfill where compaction of the structure backfill is not required FBD Vanguard Construction, Inc.
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3. Control and removal of water
4. Installation and removal of facilities required to complete the work unless specified or allowed to remain in place
Structure excavation (Type A) includes excavation for footings where seal courses are shown.
Structure excavation (bridge) includes structure excavation not shown on the Bid Item List or plans as any other type of structure excavation.
Structure backfill (bridge) includes structure backfill not shown on the Bid Item List or plans as any other type of structure backfill.
Structure excavation (bridge) or structure backfill (bridge) includes structure excavation or structure backfill for bridges not described by type.
19-3.01B Definitions
Reserved
19-3.01C Submittals
19-3.01C(1) General
Reserved
19-3.01C(2) Cofferdams
Submit shop drawings for cofferdam construction. Include construction methods and calculations with the shop drawings. Shop drawings and calculations must be sealed and signed by an engineer who is registered as a civil engineer in the State.
For cofferdams on or affecting railroad property, allow 85 days for review. 19-3.01C(3) Soldier Pile Walls
Submit shop drawings for soldier pile wall construction. Shop drawings must include:
1. Construction sequence
2. Traffic control
3. Method of soldier pile installation
4. Method of placing lagging
5. Excavation lift limits
6. Drilling and excavation equipment
7. Calculations showing soil stability at all stages of construction Shop drawings and calculations must be sealed and signed by an engineer who is registered as a civil engineer in the State.
Allow 10 days for review.
19-3.01C(4) Ground Anchor and Soil Nail Walls
Submit shop drawings for earthwork for each ground anchor wall and soil nail wall under section 46-
1.01C(2).
19-3.01C(5) Test Results
Submit test results of any stability testing performed for ground anchor walls and soil nail walls as an action submittal.
19-3.01C(6) Controlled Low-Strength Material
If you propose using controlled low-strength material, submit a mix design. Include test data before excavating the trench where controlled low-strength material is to be used. 19-3.01D Quality Assurance
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19-3.01D(1) General
Reserved
19-3.01D(2) Stability Test for Ground Anchor and Soil Nail Walls For soil nail walls, wall zones are specified in the special provisions.
For ground anchor walls, a wall zone is the entire wall.
If you use an excavation lift height greater than 5 feet or an exposure duration longer than 1 work shift, perform stability testing. Perform the testing before roadway excavation.
Perform at least 1 stability test within the limits of each wall zone.
Excavate a neat face at most 3 feet in front of the final wall face alignment. The excavated face must:
1. Have the height shown in the authorized shop drawings.
2. Be 20 feet long and parallel to the wall alignment with a constant height. You may excavate ramps outside the 20-foot section for construction access.
3. Be left open for the proposed exposure time shown in the authorized shop drawings.
4. Maintain its integrity without raveling, sloughing, or measurable displacement throughout the proposed exposure time.
After authorization of the test results, you may use the proposed excavation height within the tested wall zone for the observed exposure time.
If the Engineer determines the exposed excavated face is not maintaining its integrity, you must immediately stabilize the excavated face and perform additional stability testing.
Stability testing does not apply to ground-anchored soldier pile walls. 19-3.02 MATERIALS
19-3.02A General
Reserved
19-3.02B Cofferdam
Interior dimensions of cofferdams must provide enough space inside the wales for (1) form construction, (2) pile driving, and (3) pumping of water from outside the foundation forms.
No shoring is allowed in cofferdams that would induce stress, shock, or vibration in the permanent structure.
19-3.02C Structure Backfill
Structure backfill must be free of organic or other unsatisfactory material.
The impervious backfill material must be an authorized earthy material. The sand equivalent requirement does not apply.
Structure backfill compacted to a relative compaction of at least 95 percent and material placed behind retaining walls must have a sand equivalent value of at least 20 and comply with the gradation requirements shown in the following table:
Sieve size Percentage passing
3" 100
No. 4 35–100
No. 30 20–100
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Except for material placed behind retaining walls, structure backfill compacted to a relative compaction of at least 90 percent must comply with the gradation requirements shown in the following table:
Sieve size Percentage passing
3" 100
Material from structure excavation not suitable for use as structure backfill may be used to replace imported borrow or other excavated material.
19-3.02D Pervious Backfill Material
Pervious backfill material must consist of one or any combination of the following materials:
1. Gravel
2. Crushed gravel
3. Crushed rock
4. Natural sand
5. Manufactured sand
Pervious backfill material must comply with the gradation requirements shown in the following table:
Sieve size Percentage passing
2" 100
No. 50 0–100
No. 100 0–8
No. 200 0–4
The gradation for sacked pervious backfill material behind wall drain outlets must comply with the gradation specified for 1-1/2-by-3/4 inch primary aggregate in section 90-1.02C(4)(b).
A weep hole and geocomposite drain alternative must comply with section 68-7. 19-3.02E Slurry Cement Backfill
Slurry cement backfill must be a fluid workable mixture of aggregate, cement, and water.
The aggregate must be one of the following:
1. Commercial-quality concrete sand
2. Excavated or imported material in any combination, free of organic material and other deleterious substances and complying with the gradation requirements shown in the following table:
Sieve size Percentage passing
1-1/2" 100
1" 80–100
3/4" 60–100
3/8" 50–100
No. 4 40–80
No. 100 10–40
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The cement must comply with section 90-1.02B(2) except testing is not required.
The water must be free from oils, salts, and other impurities that adversely affect the backfill.
Proportion slurry cement backfill by weight or volume. The backfill must contain at least 188 pounds of cement per cubic yard and enough water to produce a fluid workable mix that flows and can be pumped without segregation during placement.
Mix materials thoroughly by machine. Use a pugmill, rotary drum, or other authorized mixer. Mix until cement and water are thoroughly dispersed.
You may use slurry cement backfill as structure backfill only for pipe culverts. 19-3.02F Culvert Beddings
19-3.02F(1) General
Culvert beddings must be shaped bedding, sand bedding, or soil cement bedding.
If more than 1 type of bedding is allowed, use the same bedding for the entire length of the culvert. 19-3.02F(2) Sand Beddings
Sand bedding must consist of sand:
1. Free of clay or organic material
2. Suitable for the purpose intended
3. Complying with the gradation requirements shown in the following table:
Sieve size Percentage passing
No. 4 90–100
No. 200 0–5
19-3.02F(3) Soil Cement Beddings
Material and mixing requirements for soil cement bedding must comply with the specifications for slurry cement backfill in section 19-3.02E except:
1. It must contain at least 282 pounds of cement per cubic yard
2. Aggregate must not be commercial-quality concrete sand 19-3.02G Controlled Low-Strength Material
If authorized, controlled low-strength material may be used as structure backfill for pipe culverts unless the culvert has a diameter or span of more than 20 feet.
Controlled low-strength material must be a fluid workable mixture of aggregate, cement, and water.
Cement must be one of the following:
1. Cement complying with ASTM C150
2. Blended hydraulic cement complying with either of the following:
2.1. ASTM C595
2.2. Physical requirements in ASTM C1157
When tested under ASTM D4832, the controlled low-strength material must have a 28-day compressive strength:
1. From 50 to 100 psi for pipe culverts with 20 feet or less in height of cover
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Water must be free of oil, salts, and other impurities that adversely affect the backfill.
Aggregate must be one of the following:
1. Commercial-quality concrete sand
2. Excavated or imported material in any combination, free of organic material and other deleterious substances and complying with the gradation requirements shown in the following table:
Sieve size Percentage passing
1-1/2" 100
1" 80–100
3/4" 60–100
3/8" 50–100
No. 4 40–80
No. 100 10–40
Mix materials thoroughly by machine. A pugmill rotary drum or other authorized mixer must be used. Mix until cement and water are thoroughly dispersed.
Wherever controlled low-strength material is placed within the travelled way or covered by paving or embankment materials, the controlled low-strength material must achieve a maximum indentation diameter of 3 inches when tested under ASTM D6024 before covering and opening to traffic. 19-3.02H Concrete Backfill
19-3.02H(1) General
Reserved
19-3.02H(2) Steel Soldier Piles
Concrete backfill must:
1. Comply with section 90-1
2. Contain at least 505 pounds of cementitious material per cubic yard Concrete backfill placed under slurry must comply with the requirements above and:
1. Comply with the combined aggregate gradation requirements of 1/2-inch or 3/8-inch maximum gradation as specified in section 90-1.02C(4)(d).
2. Have a slump of 7 to 9 inches. The nominal and maximum slump and penetration in section 90-
1.02G(6) do not apply.
19-3.02I Lean Concrete Backfill
Lean concrete backfill must comply with the specifications for slurry cement backfill in section 19-3.02E except the aggregate must be commercial-quality concrete sand. 19-3.02J Filter Fabric
Filter fabric must be Class A.
19-3.03 CONSTRUCTION
19-3.03A General
Reserved
19-3.03B Structure Excavation
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19-3.03B(1) General
Remove any material that comes into an excavation from outside the described limits.
Obtain the Engineer's acceptance of the completed structure excavation before placing any concrete or masonry.
When embankments must be constructed before culverts are placed, construct embankments to the specified height and for a distance on each side of the culvert location 5 times the culvert diameter or height before excavating for and installing culverts. Where embankments are constructed on a steep slope or at a difficult location, the Engineer may modify embankment heights before culverts are installed.
Change order work includes:
1. If structure excavation is more than 0.5 foot from the depth shown and you request an adjustment for the increased depth
2. The Engineer orders an adjustment for a decreased depth 19-3.03B(2) Soldier Pile Walls
Excavate for and construct soldier pile walls in lifts from the top down.
Excavate in a way that minimizes voids requiring backfill behind the lagging.
Do not excavate more than 3 feet below any level of ground anchors that have not been stressed and grouted.
The Engineer determines whether boulders or portions of boulders that interfere with lagging must be removed. Perform any additional earthwork ordered. The additional earthwork is change order work.
Complete placing lagging to the full height of the exposed excavation face by the end of the work shift. 19-3.03B(3) Pier Column Excavation
Reserved
19-3.03B(4) Cofferdams
Cofferdams for foundation construction must be (1) carried below the bottom of footings, (2) braced, and (3) made as watertight as practicable.
You may construct the cofferdam large enough to provide clearance to perform the work.
Right or enlarge a cofferdam tilted or moved out of position during sinking to provide the required clearance and proper pier location.
In tidal waters or in streams that may flood, vent cofferdam walls at low water elevation to ensure equal hydrostatic head inside and outside the cofferdam when placing and setting seals.
Cross struts or bracing may extend through foundation concrete if authorized. Struts or bracing below low water may remain in place except in navigable streams or when specified to be removed. Remove struts or bracing above low water. Fill resulting spaces with the same type of concrete as the surrounding concrete.
Remove cofferdams to at least 2 feet below the streambed after completing substructure construction. Do not disturb or mar the finished concrete or masonry.
19-3.03B(5) Water Control and Foundation Treatment
Select the method to remove and control water at excavations where seal courses are not shown.
Methods may include well point systems, pumping sumps, cofferdams, or concrete seal courses. If you construct a seal course comply with section 51-1.03D(3) except:
1. Seal course thickness requirement does not apply for a spread footing
2. Curing requirements do not apply for a pile footing
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Where concrete seal courses are shown, use a cofferdam, concrete seal course, and dewatering pumps.
Place seal course concrete under section 51-1.03D(3).
If no piles are used and footing concrete, culverts, or other structures are placed on an excavated surface other than rock:
1. Perform excavation without disturbing foundation material. Dewater the excavation if groundwater is encountered and no seal course is used. Continue dewatering activities before and during subsequent excavation. Foundations must be free of water when footing concrete or pipes are placed. Continue dewatering activities as required to prevent damage to the work.
2. If foundation material is disturbed by excavation activities, damaged by water, or removed for your convenience in dewatering, restore the foundation to a condition at least equal to the undisturbed foundation. To replace damaged or removed foundation material for culverts, use Class 2 AB that complies with section 26. Compact the base as specified for structure backfill in section 19-3.03E.
If the Engineer determines the undisturbed original material of the excavation is unsuitable, correct it as ordered. This work is change order work.
If footing concrete or masonry is placed on rock, fully uncover the rock and remove the surface to sound rock. Level or cut the rock to steps and then roughen it.
Pressure grout or treat seams in rock as ordered. This work is change order work.
If you encounter solid rock or other unyielding material when excavating for a culvert other than an arch culvert, remove 1 to 5 feet of the material below the bottom of the culvert not to exceed a depth of 1/24 of the height of the embankment above the top of the culvert.
Backfill the resulting space below the culvert using structure backfill under section 19-3.03E. Excavating and backfilling below the planned elevation of the bottom of the culvert is change order work.
For footings on piles, excavate to the bottom of footings before driving piles or drilling for piling. If swell or subsidence results from pile driving, excavate or backfill the footing area to the grade of the bottom of the footing. If the material under footings would mix with footing concrete or would not support the weight of wet concrete, replace the material with suitable material, install soffit forms, or provide a platform using authorized means on which to cast the footing.
19-3.03B(6) Ground Anchor and Soil Nail Walls
For ground anchor and soil nail walls excavate in lifts from the top down.
Clean the excavated face of loose materials, mud, rebound, and other materials that prevent or reduce the shotcrete from bonding to soil nails and the receiving surface.
Remove cobbles, boulders, portions of boulders, and debris at the final wall alignment that protrude more than 2 inches from the excavated face.
If stability testing is not performed, apply the shotcrete facing during the same work shift that the excavation is performed. You may delay placing the shotcrete facing up to 24 hours if you demonstrate the integrity of the excavated face is maintained.
Notify the Engineer immediately if raveling or instability of the excavated face occurs or the wall face moves horizontally more than 0.4 percent of the excavated wall height.
Immediately stabilize unstable areas by buttressing the excavated face with an earth berm or other authorized methods. Stop construction in unstable areas. Take authorized remedial measures to stabilize the areas.
Reset anchor if soil ravels, sloughs, or shows measurable displacement. Do not remove ground anchor excess tendon length until all lift-off tests for the ground anchor are complete.
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Replace any damaged soil nails and ground anchors.
If your excavation and installation methods result in a discontinuous wall along any soil nail row, the ends of the structurally completed wall section must extend beyond the ends of the next lower excavation lift by a distance equal to twice the lift height. Maintain temporary slopes at the ends of each wall section to ensure slope stability.
Do not excavate to the next underlying excavation lift until the following conditions have been met for the portion of the soil nail or ground anchor wall in the current excavation lift:
1. Soil nails or ground anchors are installed and grouted.
2. Reinforced concrete facing if shown is constructed.
3. Grout and concrete facing if shown have cured for at least 72 hours.
4. Soil nail facing anchorages are attached or ground anchors are locked off.
Do not excavate beyond the horizontal limits of the overlying completed wall section. At the end of each excavation lift, maintain temporary slopes flatter than 2:1 (horizontal: vertical) to ensure slope stability. 19-3.03C–19-3.03D Reserved
19-3.03E Structure Backfill
19-3.03E(1) General
Place structure backfill in uniform layers. Bring backfill up uniformly on all sides of structures or drainage facilities. Backfill layer thickness must not exceed 0.67 foot before compacting. If you perform compaction by ponding and jetting, the thickness of the backfill layer must not exceed 4 feet.
Do not use compaction equipment or methods that may cause excessive displacement or damage structures.
Do not place structure backfill until footings or other parts of structures or drainage facilities are authorized. Do not place backfill against the back of abutments, retaining walls, or outside walls of CIP concrete structures until the concrete has attained a compressive strength of at least 2,500 psi or the concrete has been in place for 28 days.
Place backfill inside bridge wingwalls and abutments before railings on wingwalls are constructed.
Compaction by ponding and jetting may be authorized under the following conditions:
1. Backfill material is self-draining when compacted
2. Foundation materials will not soften or be damaged by water
3. Structures will not be damaged by hydrostatic pressure Ponding and jetting of the upper 4 feet below finished grade is not allowed. Perform work without damaging the structure or embankment and such that water is not collected and confined. Supplement ponding and jetting with vibratory or other compaction equipment.
Compact structure backfill to a relative compaction of at least 95 percent except you may compact structure backfill to a relative compaction of at least 90 percent at the following locations:
1. Overside drains
2. Footings for slope protection, slope paving, and aprons
3. Headwalls, endwalls, and culvert wingwalls
4. Retaining walls, except for portions under any surfacing
5. Inlets in median areas or in traffic interchange loops
6. Footings and pumping plants not beneath surfacing
At locations where ordered, place a compacted impervious backfill material for:
1. Outer 2-foot portion of structure backfill adjacent to inlets and outlets for pipes and culverts FBD Vanguard Construction, Inc.
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2. Structure backfill placed within 2 feet of finished grade at abutments, abutment wingwalls, retaining walls, and other portions of structures
Structure backfill placed at bridge supports in waterways and water channels not beneath any embankment, pavement, or slope protection:
1. Does not need to be compacted
2. Must be placed to the level of original ground or finished grade shown Any material you place outside the excavation pay limits material must comply with the material and compaction requirements of the adjacent structure backfill.
If imported borrow is shown on the Bid Item List, you may use imported borrow as structure backfill if it complies with the specifications for structure backfill.
Place material from structure excavation not used as structure backfill in roadway embankments under section 19-6 or disposed of it under section 19-2.03B.
19-3.03E(2) Reserved
19-3.03E(3) Soldier Pile Walls
Compact structure backfill behind lagging of soldier pile walls by hand tamping, mechanical compaction, or other authorized compaction method.
In fill areas behind the lagging, key the structure backfill into the existing or excavated back slope.
Place and compact the backfill behind the lagging at least 5 feet above the level of ground anchors before drilling for the anchors. Place and compact the remaining backfill behind the lagging after the anchors are grouted.
If filter fabric is shown behind the lagging:
1. Immediately before placing the filter fabric, remove any loose or extraneous material and sharp objects from the surface to receive the filter fabric.
2. Handle and place the filter fabric under the manufacturer's instructions. Stretch, align, and place the fabric without wrinkling.
3. Stitch the adjacent borders of filter fabric or overlap the adjacent borders from 12 to 18 inches. If stitching the border, use yarn of a (1) contrasting color and (2) a size and composition complying with fabric manufacturer's instructions. Use from 5 to 7 stitches per inch of seam.
4. Repair any damaged filter fabric by (1) placing a piece of filter fabric large enough to cover the damaged area and (2) complying with the overlapping or stitching requirements. 19-3.03F Slurry Cement Backfill
Place slurry cement backfill within 1 hour of mixing. Place it in a uniform manner that prevents (1) voids or segregation of the backfill and (2) floating or shifting of the culverts. Remove foreign material that falls into trenches.
Do not backfill over or place material over slurry cement backfill until at least 4 hours after placement.
When concrete sand is used as aggregate and the in-place material is free draining, you may start backfilling as soon as the surface water is gone.
If slurry cement backfill is used for structure backfill, you may reduce the excavation width such that the clear distance between the outside of the pipe and the side of the excavation on each side of the pipe is at least (1) 6 inches for pipes 42 inches or less in diameter or span and (2) 1 foot for pipes over 42 inches in diameter or span.
Place slurry cement backfill only for that portion of structure backfill (1) below the original ground or grading plane or (2) below the top of the embankment placed before excavating for the culvert pipe.
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Compact earth plugs at each end of the pipe before placing the backfill to completely contain slurry in the pipe trench.
19-3.03G Pervious Backfill Material
Place pervious backfill material in layers along with and by the same methods specified for structure backfill. Pervious backfill material at the same location must have approximately the same gradation.
Cover pervious backfill material at locations exposed to erosion with a 1-foot layer of an authorized earthen material.
19-3.03H Culvert Bedding
Shape trench beds to fit the bottom of the culvert and to provide uniform support along the entire culvert length. You may excavate the trench below the bottom of the culvert and construct shaped bedding by backfilling and compacting the backfill material. Shape beds using a template conforming to the outside shape of the culvert and guided by headers set parallel to the culvert grade. Headers may be left in place.
Place soil cement bedding as specified for slurry cement backfill in section 19-3.03F except do not backfill over soil cement bedding until 8 hours after placement. 19-3.03I Controlled Low-Strength Material
If a controlled low-strength material l is used for structure backfill, you may reduce the excavation width such that the clear distance between the outside of the pipe culvert and the side of the excavation on each side of the pipe culvert is at least:
1. 6 inches for pipe culverts with either of the following conditions:
1.1. 20 feet or less in height of cover
1.2. 42 inches or less of diameter or span
2. 1 foot for pipe culverts with either of the following conditions:
2.1. Over 20 feet in height of cover
2.2. Over 42 inches in diameter or span
Place controlled low-strength material only for that portion of structure backfill (1) below the original ground or grading plane or (2) below the top of the embankment that is placed before excavating for the pipe. Compact earth plugs at each end of the pipe culvert before placing the backfill to completely contain slurry in the pipe culvert trench.
For trenches in existing pavement, place controlled low-strength material no higher than the bottom of the existing pavement's permeable drainage layer. Where a drainage layer does not exist, place the material no higher than 1 inch below the bottom of the existing asphalt concrete surfacing or no higher than the top of the base below the existing concrete pavement.
For rigid pipe culverts, the minimum height of controlled low-strength material relative to the pipe culvert invert must be 0.5 times the pipe culvert diameter or height.
For flexible pipe culverts, the minimum height of controlled low-strength material must be 0.7 times the pipe culvert diameter or height.
19-3.03J Soldier Pile Walls
Where necessary to install lagging, remove lean concrete backfill from drilled holes and in front of pile.. 19-3.04 PAYMENT
The Department does not adjust the payment quantity of imported borrow placed as structure backfill if replacement material for the imported borrow is provided.
For structures other than culverts, if the pay limits are not shown, the payment quantities for structure excavation and structure backfill are computed as follows:
1. Horizontal limits are vertical planes 1 foot outside the neat lines of the footings or structures without footings.
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2. Upper limit for structure excavation is the original ground surface. Where structure excavation is performed within a roadway excavation or a ditch excavation area, the upper limit is the plane of the bottom and side slopes of the excavated area. In new embankments, the upper limit is the plane of the new embankment at the specified elevation.
3. Upper limit for structure backfill is the finished grading plane or the finished slope lines.
4. Lower limit is a plane at the bottom of the completed footings or structures or the lower outside surface of rods or deadmen.
Except for culverts, the Department does not adjust the unit price of structure excavation for an increase in depth of up to 2 feet or an increase in width of up to 3 times the outside width of the footing. For excavation to greater depths or widths, the Department does not adjust the unit price of structure excavation outside the limits unless before removal activities, (1) the Engineer authorizes the excavation outside the limits to be change order work or (2) you request the excavation outside the limits to be change order work. When the pay limits of structure excavation are so increased, the pay limits for structure backfill are similarly increased. The Department does not adjust the unit price of structure backfill.
If the depth of the structure excavation is reduced due to a reduction or elimination of the seal course, the Department does not decrease the payment quantity for structure excavation (Type A).
The payment quantity for structure backfill does not include:
1. Volume of pervious backfill material within the limits of the structure backfill
2. Volume occupied by the new structure
For culverts:
1. Depth of structure excavation is the vertical distance between original ground and the bottom of the culvert trench
2. Increased depth due to unsuitable material or rock or other unyielding material below the planned grade as specified in section 19-3.03H is not considered in determining the depth of structure excavation
3. Structure excavation more than 0.5 foot from the depth shown is a work-character change if you request an adjustment for an increased depth or the Engineer orders an adjustment for a decreased depth
19-4 ROCK EXCAVATION
19-4.01 GENERAL
19-4.01A General
19-4.01A(1) Summary
Section 19-4.01 includes general specifications for rock excavation. 19-4.01A(2) Definitions
flyrock: Rock that is airborne due to blasting.
near-field blasting: Blasting within 30 feet of a building, highway facility, or utilities. rock excavation: Removal of rock mass that requires blasting, mechanical fragmentation, or the use of heavy ripping equipment.
19-4.01A(3) Submittals
For excavation at a location that requires rock excavation but is not described, submit an RFI with justification for additional rock excavation.
Include results of at least one of the following rock excavation criteria tests at each proposed additional rock excavation location:
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1. Ripping Test. For this test, demonstrate that the rock cannot be ripped by one of the following:
1.1. Single tooth ripper mounted on a tracked bulldozer with a minimum net flywheel power rating of 405 horsepower and a minimum weight of 107,000 lb working in low gear and operated in the rock’s direction of greatest weakness
1.2. Bucket with rock teeth mounted on a tracked excavator with a minimum engine power rating of 396 horsepower and a minimum weight of 107,000 lb
2. Seismic Refraction Test. For this test, the seismic velocity must be at least 6,500 ft/s.
Submittal of seismic refraction test must be signed and stamped by a professional geophysicist who is licensed in the State.
19-4.01A(4) Quality Assurance
Reserved
19-4.01B Materials
Not Used
19-4.01C Construction
Perform rock excavation to the lines and grades at authorized locations that are shown or established by the Engineer. If you encounter rock mass that requires rock excavation at a location not described:
1. Fully expose the rock mass
2. Notify the Engineer
Comply with section 19-2.03G.
If you overexcavate, stabilize overexcavated slopes with authorized method and materials. 19-4.01D Payment
Ripping or seismic refraction test used to verify material meets the criteria for rock excavation is included in the item of work.
The Department does not pay for removal of rock as rock excavation if the rock is detached from rock mass and less than 2 cubic yards.
The pay quantity for rock excavation is measured as specified for roadway excavation. 19-4.02 PRESPLITTING
19-4.02A General
19-4.02A(1) Summary
Section 19-4.02 includes specifications for presplitting rock to form rock excavation slopes in conjunction with blasting or controlled blasting.
19-4.02A(2) Definitions
presplitting: Establishing a free surface or shear plane in rock along the specified excavation slope by the controlled use of explosives and blasting accessories in appropriately aligned and spaced drilled holes.
19-4.02A(3) Submittals
Submit a copy of the explosive manufacturer's instructions as an informational submittal before using any column-type explosive for presplitting.
19-4.02A(4) Quality Assurance
Reserved
19-4.02B Materials
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The maximum diameter of explosive used in a presplit hole must not be greater than 50 percent of the diameter of the presplit hole.
Standard cartridge explosives prepared and packaged by explosive manufacturing firms must be used in the presplit holes. The explosives must consist of one of the following:
1. Fractional portions of standard cartridges to be affixed to a detonating cord in the field
2. Solid column explosives joined and affixed to a detonating cord in the field Stemming materials must be dry, free-running material complying with the gradation requirements shown in the following table when tested under California Test 202:
Sieve size Percentage passing
3/8" 100
No. 8 10
19-4.02C Construction
Presplit the rock to form rock excavation slopes.
Before drilling the presplitting holes, remove overburden soil and weathered rock along the top of the excavation for a distance of at least 50 feet beyond the production hole drilling limits or to the end of the excavation. Expose fresh rock to an elevation equal to the bottom of the adjacent lift of the presplitting holes being drilled.
Drill slope holes for presplitting along the line of the planned slope. The drilled holes must be from 2-1/2 to 3 inches in diameter. Use the proper drilling equipment and techniques to ensure that no hole deviates (1) from the plane of the planned slope by more than 12 inches or (2) from parallel to an adjacent hole by more than 67 percent of the planned horizontal spacing between holes.
The Department does not pay for drilling more than 3 feet below finished grade unless additional drilling is ordered. The additional drilling is change order work.
The length of presplit holes for an individual lift must not exceed 20 feet, unless you can demonstrate to the Engineer that you can stay within the specified tolerances and produce a uniform slope. The length of holes may then be increased to a maximum of 60 feet if authorized.
Space the presplit holes a maximum of 3 feet on centers. Adjust the spacing to produce a uniform shear face between holes.
The Engineer may order you to drill auxiliary holes along the presplit line. These holes must not be loaded or stemmed. Except for spacing, the auxiliary drill holes must comply with the specifications for presplit holes. This work is change order work.
Place the adjacent line of production holes inside the presplit lines such that you avoid damage to the presplit face.
If necessary to reduce shatter and overbreak of the presplit surface, drill the 1st line of production holes parallel to the slope line at the top of the cut and at each bench level thereafter. Immediately stop blasting activities if the presplit surface is damaged.
Do not drill production holes within 8 feet of a presplit plane unless authorized. The bottom of the production holes must not be lower than the bottom of the presplit holes.
You may use a construction working bench offset by 24 inches from the bottom of each lift to drill the next lower presplitting pattern.
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Adjust the drilling to compensate for any drift of previous levels and for the offset at the start of new levels to maintain the specified slope plane.
If the drilling and blasting methods do not produce a uniform slope and shear face without overbreak and within the specified tolerances, drill, blast, and excavate in short sections, up to 100 feet, until you achieve the desired results.
If you use a fractional portion of a standard explosive cartridge, firmly affix the cartridge to a length of detonating cord equal to the depth of the drill hole. Ensure the cartridge does not slip down the detonating cord or cock across the hole and bridge the flow of stemming material. Space the cartridges along the length of the detonating cord at a maximum of 30 inches on center. Adjust the spacing as needed to achieve the desired results.
If you use a solid column-type explosive, assemble and affix the column to the detonating cord under the explosive manufacturer's instructions.
The bottom charge of a presplit hole may be larger than the line charges but must not cause overbreak.
Place the top charge of the presplitting hole far enough below the collar to avoid overbreaking the surface.
Before placing the charge, clear the hole of any obstructions for the hole's entire depth. Ensure that placing of the charge does not cause caving of material from the walls of the holes.
The Engineer may order the use of stemming materials as necessary to achieve a satisfactory presplit face. Stemmed presplit holes must be completely filled to the collar.
Simultaneously detonate charges in each presplitting pattern.
The tolerances specified in section 19-2.03G do not apply to presplit surfaces of excavation slopes where presplitting is required. The presplit face must not deviate more than 1 foot from the plane passing through adjacent drill holes, except where the character of the rock is such that irregularities are unavoidable. The average plane of the completed slopes must not deviate more than 1 foot from the plan slopes. These tolerances are measured perpendicular to the plane of the slope. No portion of the slope may encroach on the roadbed.
If equally satisfactory presplit slopes are obtained, you may either presplit the slope face before drilling for production blasting or presplit the slope face and production blast at the same time, provided that the presplitting drill holes are fired with zero delay. Detonation of the production holes must be delayed from the detonation of the presplit line and must start at the row of holes farthest from the new slope line and progressing in steps to the row of holes nearest the presplit line. Detonation of the production holes must result in a minimum 50 ms delay between detonation of the presplit holes and detonation of the row of production holes nearest the presplit line. The presplitting holes must extend either to the end of the excavation or for a distance of not less than 50 feet beyond the limits of the production holes to be detonated.
19-4.02D Payment
The payment quantity for drill hole (presplitting) is the theoretical slope length determined from the elevation taken before detonating each lift and a plane 3 feet below finished grade. For holes that comply with the specified slope and tolerances, except alignment within the plane of the slope, the payment quantity is 75 percent of the theoretical slope length.
The Department does not pay for holes that do not show a hole trace for approximately 50 percent of the drilled length.
19-4.03 BLASTING
19-4.03A General
19-4.03A(1) Summary
Section 19-4.03 includes specifications for excavating rock by blasting.
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Blasting activities must comply with federal, State, and local blasting regulations, including 8 CA Code of Regs Ch 4, Subchapter 7, Group 18, "Explosive Materials." 19-4.03A(2) Definitions
Reserved
19-4.03A(3) Submittals
Submit 3 copies of your blasting safety plan. The plan must include:
1. References to applicable federal, State, and local codes and regulations
2. Copies of permits required for blasting activities
3. Business name, contractor license number, address, and telephone number of the blasting subcontractor
4. Proof of current liability insurance and bonding
5. Name, address, telephone number, copies of applicable licenses, and resume of:
5.1. Blaster-in-charge
5.2. Personnel responsible for blast design, loading, and conducting blasting operations
5.3. Safety officer for the blasting subcontractor
6. Name, address, and telephone number of the local fire station and law enforcement agencies
7. Detailed description of:
7.1. Location where explosives will be stored
7.2. Security measures to protect and limit access to the explosives
7.3. Means for transporting explosives
7.4. List of personnel allowed to handle the explosives
8. Exclusion zone and limited-entry zone for nonblast-related operations and personnel surrounding loading and blasting operations
9. Details of warning signals used to alert employees on the job site of an impending blast and to indicate the blast is completed and the area is safe to enter
10. Procedures for conducting blasting operations
11. Measures to protect blasting operations and personnel from lightning
12. Emergency evacuation procedures for areas where explosives may be present
13. Methods for recognizing, handling, and resolving misfires, including:
13.1. Who will be notified
13.2. How the blast zone will be secured until the misfire is resolved
13.3. Identification of equipment that may be needed to resolve misfires
14. Details of signs to be used around blasting zones, including:
14.1. Timing of when signs will be posted for a specific blast
14.2. Name and telephone number of the person responsible for placing the signs
14.3. Roadway signs for compliance with the California MUTCD, Chapter 6H, Typical Application 2
15. Traffic control details for:
15.1. Loading and blasting operations
15.2. Misfire event or other blast-related phenomenon that causes a transportation corridor to remain closed to the public
16. Description of the possible generation of noxious gas and details of the safeguards to be used to protect employees, work zones adjacent to the shot, private property, and the public
17. Procedure to report and resolve complaints for blast-related accidents
18. Copies of each SDS and manufacturer data sheets of explosives, caps, primers, initiators, and other compounds
If the plan requires revisions, the Department provides comments. Submit a revised plan after receiving the comments. Submit 3 copies of the revised blasting safety plan after authorization. 19-4.03A(4) Quality Assurance
Reserved
19-4.03B Materials
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Not Used
19-4.03C Construction
You may use hydraulic splitters, pneumatic hammers, blasting, or another authorized roadway excavation method to fracture rock and construct stable final rock cut faces. 19-4.03D Payment
Not Used
19-4.04 CONTROLLED BLASTING
19-4.04A General
19-4.04A(1) Summary
Section 19-4.04 includes specifications for excavating rock by controlled blasting.
Blasting activities must comply with federal, State, and local blasting regulations, including 8 CA Code of Regs Ch 4, Subchapter 7, Group 18, "Explosives and Pyrotechnics," and 22 CA Code of Regs, Division
4.5, Ch 33, "Best Management Practices for Perchlorate Materials." 19-4.04A(2) Definitions
controlled blasting: Using explosives and blasting accessories in predetermined spaced and aligned drilled holes.
19-4.04A(3) Submittals
19-4.04A(3)(a) General
Reserved
19-4.04A(3)(b) Blasting Safety Plan
Submit 3 copies of your blasting safety plan. The plan must include:
1. References to applicable federal, State, and local codes and regulations.
2. Copies of permits required for blasting activities.
3. Business name, contractor license number, address, and telephone number of the blasting subcontractor.
4. Proof of current liability insurance and bonding.
5. Name, address, telephone number, copies of applicable licenses, and resume of:
5.1. Blaster-in-charge.
5.2. Personnel responsible for blast design, loading, and conducting blasting operations.
5.3. Safety officer for the blasting subcontractor.
5.4. Blast monitoring consultant.
5.5 Blasting consultant if the project involves near-field blasting activities. Include a list of controlled blasting projects worked on by the blasting consultant.
6. Name, address, and telephone number of the local fire station and law enforcement agencies.
7. Detailed description of:
7.1. Location where explosives will be stored.
7.2. Security measures to protect and limit access to the explosives.
7.3. Means for transporting explosives.
7.4. List of personnel allowed to handle the explosives.
8. Exclusion zone and limited-entry zone for nonblast-related operations and personnel surrounding loading and blasting operations.
9. Details of warning signals used to alert employees on the job site of an impending blast and to indicate the blast is completed and the area is safe to enter.
10. Procedures for conducting blasting operations.
11. Measures to protect blasting operations and personnel from lightning.
12. Emergency evacuation procedures for areas where explosives may be present.
13. Methods for recognizing, handling, and resolving misfires, including:
13.1. Who will be notified.
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13.2. How the blast zone will be secured until the misfire is resolved.
13.3. Identification of equipment that may be needed to resolve misfires.
14. Details of signs to be used around blasting zones, including:
14.1. Timing of when signs will be posted for a specific blast.
14.2. Name and telephone number of the person responsible for placing the signs.
14.3. Roadway signs for compliance with the California MUTCD, Chapter 6H, Typical Application 2.
15. Traffic control details for:
15.1. Loading and blasting operations.
15.2. Misfire event or other blast-related phenomenon that causes a transportation corridor to remain closed to the public.
16. Description of the possible generation of noxious gas and details of the safeguards to be used to protect employees, work zones adjacent to the shot, private property, and the public.
17. Procedure to report and resolve complaints for blast-related accidents.
18. Copies of each SDS and manufacturer data sheets of explosives, caps, primers, initiators, and other compounds.
If the blasting safety plan requires revisions, the Department provides comments. Submit a revised plan after receiving comments. Submit 3 copies of the revised plan after authorization. 19-4.04A(3)(c) Controlled Blasting Plan
Submit 3 copies of your controlled blasting plan for each blast. The plan must include details on how each blast will be controlled and the following:
1. Blast identification by numerical and chronological sequence
2. Location, referenced to stationing, offset distance, date, and time of the blast
3. Drawings showing drill hole pattern, spacing, burden, and initiation sequence
4. Typical cross-sections through the zone to be blasted
5. Groundwater level, if present, within the prism to be blasted
6. Initiation-sequence diagram showing the actual firing time of each delay
7. Type of material to be blasted
8. Number of drill holes
9. Diameter, depth, and spacing of holes
10. Height or length of stemming
11. Types and characteristics of explosives, including the explosive's density, relative strength, and date of manufacture
12. Type of caps and delay periods and their date of manufacture
13. Total amount of explosives to be used
14. Total amount of explosives detonating within any 8 ms period
15. Powder factor (pounds of explosive per cubic yard of material blasted)
16. Method of firing
17. Direction and distance to nearest building or structure
18. Type of instrumentation and method for monitoring vibration and noise from the blasting activities
19. Location and placement of the instrumentation
20. Measures to limit noise and flyrock
21. Measures to limit overbreak
22. Name of the blasting subcontractor
23. Name and signature of the blaster-in-charge
24. Drawings showing the spacing and proximity of shot guards relative to the blast location If you revise the controlled blasting plan to adjust for site conditions or the Department provides comments, submit a revised plan before starting controlled blasting. Submit 3 copies of the revised plan after authorization.
19-4.04A(3)(d) Preblast and Postblast Surveys
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Submit a preblast survey of all structures, including buildings, within 330 feet of controlled blasting locations at least 15 days before starting the blasting activities. Submit the preblast survey with the controlled blasting plan.
The preblast survey must include:
1. Written report, sketches, and photographs or video with the date and time displayed on the image
2. Name of the person who performed the survey
3. Names of the property owner and occupants
4. Property address
5. Date and time of the inspection
6. Description of the structure or other improvements, including culverts and bridges
7. Detailed description of the existing condition of the walls, ceiling, and floor of each interior room, including any attic or basement
8. Detailed description of the existing condition of the foundations, exterior walls, roofs, doors, windows, and porches
9. Detailed description of the existing condition of garages, outbuildings, sidewalks, driveways, and swimming pools
10. Detailed listing of highway sign posts, light fixtures, and overhead power lines
11. Survey of wells or other private water supplies, including the total depth and existing water surface levels
12. Identification of sites conducting procedures, processes, or operations that may be sensitive to blasting activities
13. Scaled map or aerial photo showing the location of the structures and properties surveyed and the location of all proposed blasting sites
If blasting activities are suspended for 45 days or more, perform another preblast survey and submit the survey at least 15 days before resuming blasting activities.
Submit a postblast survey of the same buildings and other structures as in the preblast survey within 15 days after completing blasting activities. The postblast survey must include all items included in the preblast survey.
19-4.04A(3)(e) Vibration and Noise Monitoring Report
Submit a vibration and noise monitoring report for each controlled blast shot. The report must include:
1. Identification of the blasting seismograph used to record each blast shot
2. Name of the blast monitoring consultant
3. Distance and direction of the recording stations from the blast area
4. Type of ground at the recording station and type of material on which the instrumentation sits
5. Maximum particle velocity in each component and the resultant peak particle velocity of each shot
6. Copy of the seismograph readings with the date and signature of the blast monitoring consultant
7. Noise levels recorded in dB (C-network or Linear network) units 19-4.04A(3)(f) Video Recording
Submit a video recording of each controlled blast on a DVD or other Engineer-authorized data-storage device. Identify each video or section of the video with an index to identify each blast. 19-4.04A(3)(g) Blasting Complaint Report
Submit a report for each blasting complaint, including:
1. Name and address of the complainant
2. Date, time, and nature of the complaint
3. Dated photo or videotape of the physical damage
4. Name of the person who received the complaint
5. Record of the complaint investigation
6. Resolution of the complaint
FBD Vanguard Construction, Inc.
CPE26-073 SRR Driveway Installation
20 Calendar Days
460
19-4.04A(3)(h) Postblast Report
Submit a postblast report within 48 hours of a controlled blast. The report must include all data required in the controlled blasting plan for that shot and the following information:
1. Description of site conditions, loading, and time of blast
2. Description of weather conditions at time of blast including wind direction and cloud cover
3. Drillers boring record
4. Copy of vibration and noise monitoring report
5. Copy of documented complaints arising from the blast 19-4.04A(4) Quality Assurance
19-4.04A(4)(a) General
Reserved
19-4.04A(4)(b) Blaster-In-Charge for Controlled Blasting Assign a blaster-in-charge to supervise all controlled blasting activities. The blaster-in-charge must have at least 10 years of experience in performing or supervising similar blasting activities and must be a licensed blaster.
19-4.04A(4)(c) Blast Monitoring Consultant for Controlled Blasting Assign a blast monitoring consultant to monitor blasting-generated vibrations and noise near buildings and other structures that may be subject to damage. The monitoring consultant must be responsible for collecting and interpreting the vibration and noise data. The blast monitoring consultant must:
1. Not be employed by the blasting contractor or other subcontractor on the project
2. Have a minimum 2-year associate's degree in science or engineering
3. Have at least 5 years of documented experience in collecting and interpreting ground vibrations and noise data
19-4.04A(4)(d) Blasting Consultant for Controlled Blasting Assign a blasting consultant to oversee near-field blasting activities. The blasting consultant must:
1. Be an engineering geologist or civil engineer who is licensed in the State
2. Have at least 10 years of experience providing specialized blasting services in near-field blasting
3. Not be employed by the blasting contractor, explosive manufacturer, or explosive distributor 19-4.04B Materials
Each seismograph used to record controlled blasting activities must be capable of:
1. Recording particle velocities for 3 mutually perpendicular components of vibration and an instantaneous resultant peak vector sum in the range generally found for controlled blasting
2. Continuously measuring, recording, and reporting vibrations along 3 primary axes
3. Measuring and recording vibration frequencies ranging from 2 to 300 Hz
4. Providing a printed record of each event showing a plot of peak particle velocity versus vibration frequencies
5. Measuring and recording airblast noise levels
The seismograph's noise transducer must be detachable from the main unit to allow its placement at elevations with a clear line of sight between the transducer and the blast. 19-4.04C Construction
19-4.04C(1) General
FBD Vanguard Construction, Inc.
CPE26-073 SRR Driveway Installation
20 Calendar Days
461
At least 7 days before starting or resuming controlled blasting activities, provide written notification to the occupants of the buildings within 330 feet of the blasting. Notify the occupants of pending blasting activities on the day of blasting.
Do not perform blasts within 1,200 feet of concrete placed within the previous 72 hours.
Before firing any blast, confirm that the groundwater conditions are consistent with the shot design and explosive type to be used.
Before firing any blast in areas where flyrock may result in personal injury or damage to property or the work, cover the rock to be blasted with blasting mats, soil, or other equally serviceable material to prevent flyrock.
If blasting causes flyrock, suspend blasting activities. The blasting consultant must review the job site to determine the cause of the flyrock problem and submit a revised controlled blasting plan that prevents flyrock.
Do not use drill cuttings as stemming in controlled blasting activities.
Keep vibration levels below a peak particle velocity of 2 inches per second at the nearest building, highway facility, or utility.
Limit noise from airblast overpressure levels to below 128 dB (C-scale or linear network) at the nearest building.
Control ground vibrations and noise created from blasting by using properly designed delay sequencing and charge weights for shots.
Provide 3 seismographs to record controlled blasting activities. Record each blast shot using the seismographs. Video record each blast from a safe location with a clear view of the blast area, activities, and progression.
Notify the Engineer no later than the start of the next day's work shift of any blasting complaint received. 19-4.04C(2) Reserved
19-4.04D Payment
Not Used
19-4.05–19-4.08 RESERVED
19-5 COMPACTION
19-5.01 GENERAL
Section 19-5 includes specifications for compacting all earthwork except structure backfill. 19-5.02 MATERIALS
Not Used
19-5.03 CONSTRUCTION
19-5.03A General
Relative compaction specifications apply to material whether in an excavation or an embankment.
The moisture content of material to be compacted to at least 95 percent must be such that the specified relative compaction is attained and the embankment is in a firm and stable condition.
Do not compact material that contains excessive moisture until the material is dry enough. 19-5.03B Relative Compaction (95 Percent)
Compact earthwork to a relative compaction of at least 95 percent for at least a depth of:
1. 0.5 foot below the grading plane for the width between the outer edges of shoulders FBD Vanguard Construction, Inc.
CPE26-073 SRR Driveway Installation
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2. 2.5 feet below the finished grade for the width of the traveled way plus 3 feet on each side Except for the outer 5 feet measured horizontally from the embankment side slope, compact the full width and depth of the embankment within 150 feet of each bridge abutment to at least 95 percent relative compaction. The 150-foot limit is measured horizontally from the bridge abutment and either parallel or concentric with the roadway centerline.
Compact earthwork to a relative compaction of at least 95 percent for embankments under retaining wall footings without pile foundations:
1. For the full depth of the embankment
2. Within the limits established by inclined planes sloping 1.5:1 (horizontal: vertical) out and down from lines 1 foot outside the bottom edges of the footing
19-5.03C Relative Compaction (90 Percent)
Compact earthwork to a relative compaction of at least 90 percent in embankment areas not required to be compacted to 95 percent.
19-5.03D Foundation Preparation
You are responsible for preparing the foundation to receive material.
You may excavate and replace basement material to facilitate compaction. Before you replace the basement material, if ordered, compact a layer below the excavated material to a depth, width, and degree of compaction ordered. The ordered work is change order work. 19-5.04 PAYMENT
If basement material is (1) placed in the embankment or used in other planned or authorized work and (2) replaced with planned excavated material or imported borrow, the replaced material is paid for at the item bid price for the type of excavation or imported borrow. 19-6 EMBANKMENT CONSTRUCTION
19-6.01 GENERAL
19-6.01A Summary
Section 19-6 includes specifications for constructing embankments.
Constructing embankments includes:
1. Preparing areas to receive embankment material
2. Placing and compacting embankment material including:
2.1. Suitable material within roadway areas where unsuitable material has been removed
2.2. Material in holes, pits, and other depressions within the roadway area
3. Constructing a temporary surcharge embankment above the grading plane
4. Constructing dikes
19-6.01B Definitions
Reserved
19-6.01C Submittals
Reserved
19-6.01D Quality Assurance
Reserved
19-6.02 MATERIALS
19-6.02A General
Embankment material must be excavated material from excavations or from local or imported borrow.
FBD Vanguard Construction, Inc.
CPE26-073 SRR Driveway Installation
20 Calendar Days
463
Material for embankment areas where piles are to be placed or driven, must not contain rocks, broken concrete, or other solid materials larger than 4 inches in greatest dimension.
Do not place borrow or excavation material having a sand equivalent value less than 10 within 2.5 feet of finished grade.
19-6.02B Geosynthetic Reinforced Embankment
Each geosynthetic reinforcement roll must comply with AASHTO National Transportation Product Evaluation Program REGEO Work Plan, NTPEP Designation: REGEO-19-01 section 8.2.2 Product Marking, Tagging, and Labeling requirements. Label and marking must include:
1. Manufacturer's name
2. Production identification
3. Roll dimensions
4. Lot number
5. Date of manufacture
6. Color marking on both edges of roll
The backfill for geosynthetic reinforced embankment must be free from:
1. Organic material
2. Shale, soft, or poor-durability particles
3. Recycled materials such as glass, shredded tires, concrete rubble, or other unsuitable materials
4. Loose or extraneous material and sharp objects that may come in contact with the geosynthetic reinforcement
The backfill must comply with the gradation requirements shown in the following table:
Sieve size Percent passing
1-1/2" 100
3/4" 75–100
No. 4 20–100
No. 40 0–60
No. 200 0–50
The backfill must comply with the quality characteristics shown in the following table:
Quality characteristic Test method Requirement
Plasticity index (max) California Test 204 20
pH California Test 643 5–9
If authorized, you may backfill with a gradation larger than the specified size up to 4 inches maximum.
Color marking may be applied on the job site.
19-6.03 CONSTRUCTION
19-6.03A General
Compact embankment under section 19-5.
Construct embankment slopes under section 19-2.03G.
FBD Vanguard Construction, Inc.
CPE26-073 SRR Driveway Installation
20 Calendar Days
464
Scarify, water, grade, and roll the existing roadbed before placing new material if you construct an embankment on an existing roadway.
If you construct an embankment against a slope, prepare original ground or embankment slopes by cutting into it at least 6 feet horizontally as you place the new embankment in layers. Compact the cut material along with the new embankment material.
For bridge footings constructed in an embankment, construct the embankment to the grading plane elevation and extend the finished slope to the grading plane before:
1. Excavating for footings
2. Driving piles or drilling holes for CIP piles
The grading plane of embankments beneath structure approach slabs and beneath the thickened portion of sleeper slabs must not project above the grade established by the Engineer.
Grade trenches, holes, depressions, and pits outside of areas where embankments are to be constructed to provide a presentable and well-drained area.
19-6.03B Subsidence
If there is a bid item for embankment or imported borrow, you may compact the ground surface on which an embankment is to be constructed before placing embankment material.
If the compaction results in an average subsidence exceeding 0.25 foot, the Engineer measures the ground surface after compaction. Allow time for the measurements before placing the embankment material.
The Engineer determines the additional quantity of material for embankment work due to subsidence by the average end areas from the original measurement and the final measurements.
If a quantity is specified for either embankment or imported borrow for the anticipated effect of subsidence and you do not agree with this specified quantity, you may submit a plan for measuring the subsidence.
The plan must include complete details of the measuring devices and their installation.
If your plan for measuring subsidence is authorized, install and maintain the subsidence-measuring devices.
The Engineer takes readings as needed to determine the progress of subsidence. Help the Engineer as ordered.
If the Engineer finds a damaged device, that device is not used for determining subsidence in the area the device represents. The subsidence for that area is considered zero regardless of the subsidence measured at other areas.
Subsidence is considered zero at:
1. Intersection of the side slope and end slope at structures with the ground line as established by the original cross sections
2. Points on the cross sections 50 feet beyond the start and end of the area equipped with subsidencemeasuring devices unless the Engineer agrees otherwise After final measurements are made, remove the detachable elements of the subsidence-measuring devices.
The additional payment quantity of material for embankment work due to subsidence is the volume determined by the average end areas from the original measurement and the final measurements, including zero subsidence at specific areas.
19-6.03C Placing and Compacting
FBD Vanguard Construction, Inc.
CPE26-073 SRR Driveway Installation
20 Calendar Days
465
Do not construct embankments when material is frozen or a blanket of snow prevents proper compaction.
Construct embankment in layers. The loose thickness of each layer must not exceed 8 inches.
Break up clods or hard lumps of earth that are over 8 inches in greatest dimension before compacting material in the embankment, unless material such as hardpan or cemented gravel, cannot be broken readily in which case:
1. Distribute the material throughout the embankment
2. Place enough earth or other fine material around the larger material as you deposit it to fill the interstices and produce a dense, compact embankment
If embankment material contains rock, the loose thickness of each layer of embankment material before compaction below a plane 3 feet below finished grade must comply with the following requirements:
1. If embankment material contains over 50 percent by volume of rock larger than 8 inches in greatest dimension, the loose thickness of each layer must not exceed the maximum size of rock in the material.
2. If embankment material contains from 25 to 50 percent by volume of rock larger than 8 inches in greatest dimension, the loose thickness of each layer must not exceed the maximum size of rock or 3 feet, whichever is less.
3. If embankment material contains less than 25 percent by volume of rock larger than 8 inches in greatest dimension, the loose thickness of each layer must not exceed 8 inches in the area between the rocks larger than 8 inches.
Reinforcement or metal attached to reinforced concrete rubble placed in embankments must not protrude above the grading plane. Trim reinforcement or metal to less than 3/4 inch from the face of the reinforced concrete rubble material before placing the material within 2 feet below the grading plane.
In a sidehill embankment where the width, including bench cuts for bonding existing and new embankments, is too narrow to accommodate mobile power-compacting equipment, you may place the material by end dumping if authorized.
If end dumping is allowed for constructing an embankment against existing slopes or 1/2 the embankment width at a time, plow or cut the slopes of the original ground or embankment before starting end dumping.
Where embankments are constructed across low, swampy ground that cannot support the weight of hauling equipment, you may construct the lower part of the embankment by dumping successive loads in a uniformly distributed layer that can support the equipment for placing subsequent layers.
Construct embankments such that each layer has a cross fall of less than 5 percent.
At locations where it is impractical to use mobile power-compacting equipment, compact the embankment layers by any method that attains the specified compaction. 19-6.03D Settlement Periods and Surcharges
If an embankment settlement period is specified, construct the embankment to at least the grading plane and to the limits described for:
1. Distance of at least 150 feet measured parallel to the centerline of the roadway from each bridge abutment
2. Entire length of a retaining wall and a width of at least 30 feet from the face of the wall If a surcharge is specified, place the surcharge in uniform layers. Compact the surcharge by routing the grading equipment across the full width.
Prevent the embankment and any surcharge from encroaching upon the traveled way or existing improvements.
FBD Vanguard Construction, Inc.
CPE26-073 SRR Driveway Installation
20 Calendar Days
466
The settlement period starts after the embankment and any specified surcharge construction is complete.
If ordered, install settlement platforms. The installation is change order work.
The surcharge must remain in place until the end of the specified settlement period or as ordered.
Before the end of the settlement period, do not:
1. Excavate for abutments, bent footings, wingwalls, or retaining wall footings
2. Drive or drill holes for foundation piles
Remove any surcharge material.
Remove surcharge material above the grading plane. Compact the embankment below the grading plane before placing the subsequent layers of subbase or base. 19-6.03E Geosynthetic Reinforced Embankment
Place geosynthetic reinforcement within 3 inches of the design elevations.
Place at least 3 inches of compacted backfill between the layers of reinforcement shown.
Geosynthetic reinforcement must be:
1. Secured with staples, pins, or small piles of backfill
2. Placed without wrinkles
3. Aligned with the primary strength direction perpendicular to slope contours
4. Spliced under the manufacturer's instructions
5. Butted edge-to-edge for straight slope contours
6. Butted edge-to-edge at the slope face and fanned out or overlapped into the backfill for curved slope contours
Do not cover geosynthetic reinforcement with backfill until the placement of reinforcement has been inspected by the Engineer. Cover the geosynthetic reinforcement with backfill within the same work shift.
Place at least 6 inches of backfill on the reinforcement before operating or driving equipment or vehicles over it, except, you may drive equipment or vehicles for spreading backfill directly on the reinforcement if you:
1. Comply with the manufacturer's instructions
2. Use rubber-tire vehicles
3. Minimize traffic repetitions
4. Maintain a speed less than 5 mph
5. Avoid sudden braking and sharp turning
Where guardrail posts will be placed at the top crest of a geosynthetic-reinforced embankment and the geosynthetic reinforcement interferes with the placement of posts, you may precut the affected layers of the reinforcement into cross-shaped patterns. The precutting dimensions must not exceed the post dimensions by more than 12 inches.
Do not extend geosynthetic reinforcement into the pavement structure.
Repair any damaged reinforcement by placing additional reinforcement to cover the damaged area as follows:
1. For reinforcement placed parallel to slope contours, overlap 5 aperture openings or 8 inches whichever is greater.
2. For reinforcement placed perpendicular to slope contours, splice the edges under the manufacturer's instructions.
FBD Vanguard Construction, Inc.
CPE26-073 SRR Driveway Installation
20 Calendar Days
467
Grade and compact the backfill to ensure the reinforcement remains taut.
Compact the backfill to a relative compaction of at least 90 percent. If hand-operated equipment is used, do not place more than 6 inches of backfill before compaction.
Use hand-operated equipment to compact areas within 3 feet of:
1. Slope contours
2. Underground structures
Do not disk or plow in the reinforced area.
19-6.04 PAYMENT
If ordered to cut into a slope more than 6 feet, the excavated material in excess of 6 feet is paid for as roadway excavation.
If there is a bid item for embankment shown on the Bid Item List, the payment quantity for embankment is the volume determined from the planned or authorized cross sections and the measured ground surface.
The Department does not increase the embankment quantity if subsidence or consolidation occurs after you start placing the embankment material.
19-7 BORROW MATERIAL
19-7.01 GENERAL
19-7.01A Summary
Section 19-7 includes specifications for obtaining local and imported borrow material for embankment construction.
The payment quantity for imported borrow does not include aggregate base placed to fill low areas. 19-7.01B Definitions
Reserved
19-7.01C Submittals
Reserved
19-7.01D Quality Assurance
Notify the Engineer before opening any imported borrow material site so that the Department may test the material.
19-7.02 MATERIALS
19-7.02A General
Borrow material must be:
1. Suitable for the purpose intended
2. Free of unsuitable material including organic matter 19-7.02B Local Borrow
Reserved
19-7.02C Imported Borrow
Imported borrow must be free of man-made refuse, such as:
1. Concrete
2. Asphalt concrete
3. Residue from grooving and grinding operations
4. Metal
5. Rubber
FBD Vanguard Construction, Inc.
CPE26-073 SRR Driveway Installation
20 Calendar Days
468
6. Mixed debris
7. Rubble
19-7.03 CONSTRUCTION
19-7.03A General
Clear, grub, and strip borrow sites if necessary.
Excavate, load, and if necessary haul borrow material.
Construct embankments under section 19-6.
19-7.03B Local Borrow
Obtain local borrow such that no scar or unsightly appearance is generated. 19-7.03C Imported Borrow
Before placing imported borrow in embankments, ensure enough space is available in embankment locations for placing planned or designated excavated material from the job site. 19-7.04 PAYMENT
The payment quantity for imported borrow paid by theoretical volume basis is the volume determined from the planned or authorized cross section for embankments and the measured ground surface adjusted by subtracting the theoretical quantities of material from excavations.
The theoretical quantity of materials from excavations used in embankments is determined by summing the quantities for roadway excavation, structure excavation, and ditch excavation and then by multiplying the quantities by the grading factor.
The grading factor used for excavated materials for determining payment quantity for imported borrow is
1.0. If import borrow site is only being used for 1 project, you may request that import borrow be measured and paid based on borrow site cross sections and the following:
1. Notify the Engineer before opening any imported borrow material site so the Department may take cross-section elevations and measurements of the ground surface after clearing, grubbing and any stripping.
2. The payment quantity for imported borrow paid by the cubic yard is the volume determined from the average areas and the distances between them.
3. Areas and distances used to determine the volume are those from the material site before and after the imported borrow is excavated.
19-8 LIGHTWEIGHT CELLULAR CONCRETE
Reserved
19-9 SHOULDER BACKING
19-9.01 GENERAL
Section 19-9 includes specifications for constructing shoulder backing adjacent to the edge of new pavement surfacing.
19-9.02 MATERIALS
Shoulder backing must be clean and consist of one or any combination of the following materials:
1. Broken stone
2. Crushed gravel
3. Natural rough surfaced gravel
4. Sand
5. RAP
FBD Vanguard Construction, Inc.
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6. Concrete
7. LCB
8. CTB
Shoulder backing must be graded within the percentage passing limits shown in the following table:
Sieve size Percentage passing
2" 100
1" 75–100
3/4" 65–100
No. 4 35–60
No. 30 10–35
No. 200 5–15
If 100 percent RAP is used, shoulder backing must be graded within the percentage passing limits shown in the following table:
Sieve size Percentage passing
1-1/2" 100
3/4" 70–100
No. 4 30–80
Shoulder backing must comply with the sand equivalent requirements shown in the following table:
Quality characteristics Test method Requirement
Sand Equivalent:
Single type of material except RAP
Combination of all type of materials including RAP
Combination of all type of materials excluding RAP
100% RAP (min)
California Test
217
10−35
10−35
10−30
10 If a combination of broken stone, crushed gravel, natural rough-surfaced gravel, and sand is used, shoulder backing must comply with the requirements shown in the following table:
Quality characteristic Test method Requirement
Percentage crushed particles (min, %)a:
1 fractured face
2 fractured faces
California Test 205 75
50 Durability index California Test 229 25
aApplies to material retained on no. 4 sieve only.
When tested under California Test 212 using the rodding method, the minimum unit weight of shoulder backing must be 105 lb/cu ft, except if shoulder backing consists of 100 percent RAP this requirement does not apply.
19-9.03 CONSTRUCTION
FBD Vanguard Construction, Inc.
CPE26-073 SRR Driveway Installation
20 Calendar Days
470
Do not place shoulder backing containing RAP within 100 feet measured horizontally from a culvert, watercourse, or bridge.
Remove weeds, grass, and debris from the area to receive shoulder backing.
Scarify the basement material to receive shoulder backing at least 0.25 foot deep and water immediately before placing the shoulder backing.
Place and spread shoulder backing directly on the basement material. After placing the shoulder backing, water and compact it with a minimum of 2 passes with a steel-tired roller weighing at least 8 tons.
Wherever the total thickness of shoulder backing is more than 6 inches, place the backing under sections 19-5 and 19-6. Form smooth and uniform cross sections and slopes.
Do not deposit shoulder backing on new pavement.
Complete shoulder backing within 5 days after placement of adjacent new surfacing except complete shoulder backing within 15 days wherever edge treatment under section 39-2.01C(5) is placed.
Before opening a lane adjacent to uncompleted shoulder backing, place portable delineators and W8-9, Low Shoulder, signs off of and adjacent to the new pavement surfacing.
Portable delineators and signs must comply with section 12 except the signs may be set on temporary portable supports or on barricades.
Place portable delineators at the beginning and along the drop-off of the edge of pavement in the direction of travel, at maximum intervals of 500 feet on tangents and 200 feet on curves.
Place the W8-9 signs at the beginning and along the drop-off of the edge of pavement in the direction of travel, at maximum intervals of 2,000 feet.
Remove portable delineators and W8-9 signs when the shoulder backing is complete in that area. 19-9.04 PAYMENT
Not Used
19-10 SUBGRADE ENHANCEMENT GEOSYNTHETIC
19-10.01 GENERAL
Section 19-10 includes specifications for placing subgrade enhancement geosynthetic between the subgrade and pavement structure.
Subgrade enhancement geosynthetic includes subgrade enhancement geogrid and subgrade enhancement geotextile.
19-10.02 MATERIALS
Subgrade enhancement geogrid must be biaxial geogrid.
A polyester geotextile must not be used for subgrade enhancement geotextile within 4 inches of recycled concrete.
19-10.03 CONSTRUCTION
19-10.03A General
Before placing subgrade enhancement geosynthetic, remove loose or extraneous material and sharp objects that may come in contact with the geosynthetic.
Place the geosynthetic:
1. Under manufacturer's instructions
2. Longitudinally along the roadway alignment
3. Without wrinkles
FBD Vanguard Construction, Inc.
CPE26-073 SRR Driveway Installation
20 Calendar Days
471
Overlap the adjacent edges of the rolls at least 2 feet. Overlap the ends of rolls at least 2 feet in the direction you spread the material covering the subgrade enhancement geosysnthetic.
You may fold or cut the geosysnthetic to conform to curves. Overlap any cut material at least 2 feet. Hold the overlap in place with staples, pins, or small piles of material placed on the subgrade enhancement material.
Make any repairs by placing a new piece of material over the damaged area with at least 3 feet of overlap from the edges of the damaged area.
Compact the AB with either a (1) smooth wheeled roller with no vibrations or (2) rubber tire roller.
Do not stockpile material on the geosynthetic or place more geosynthetic than can be covered within 72 hours.
Do not operate equipment or vehicles directly on geosynthetic, except you may operate vehicles and equipment on geogrid if one of the following conditions is met:
1. Vehicles and equipment are:
1.1. Equipped with rubber tires
1.2. Operated under 10 mph
1.3 Operated in a manner to avoid sudden braking and sharp turns
2. At least 0.35 feet of AB has been placed, spread, and compacted on the geogrid 19-10.03B Subgrade Enhancement Geotextile
Do not:
1. Compact it with a sheepsfoot or other nonsmooth roller
2. Turn vehicles on material placed directly over geotextile Before operating equipment on areas where geotextile has been placed, spread and compact 0.5 feet of material on the geotextile.
19-10.04 PAYMENT
The payment quantity for subgrade enhancement geogrid and subgrade enhancement geotextile is the area measured parallel to the surface, not including the additional quantity used for overlaps. 19-11 COMPACTION GROUTING
Reserved
19-12–19-30 RESERVED
FBD Vanguard Construction, Inc.
CPE26-073 SRR Driveway Installation
20 Calendar Days
472
SECTION 32 12 16 ASPHALT PAVING
All work shall conform to Section 8 of the City Standard Specifications and Section 39 of the State Standard Specifications unless otherwise specified within.
SECTION 8 ASPHALT CONCRETE
FBD Vanguard Construction, Inc.
CPE26-073 SRR Driveway Installation
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473
8.01 Description
Shall conform to Section 39 of the State Standard Specifications and shall be Type B Asphalt Concrete using AR4000 paving asphalt unless otherwise required by the City Engineer.
8.02 Penetration Treatment, Seal, and Tack Coats
Tack coat shall be required at all locations where concrete meets asphalt concrete and between asphalt concrete lifts when time between placement of lifts exceeds 12 hours in accordance with Section 94 of State Standard Specifications.
Exact rates of application and asphalt grade will be determined by the City Engineer.
8.03 Adjustment of Iron
Adjustment of iron shall conform to Section 10 of these Standard Construction Specifications. All castings for city-owned facilities shall be brought to finish grade after the final pavement lift has been installed. All iron shall be lowered prior to any pavement planing, or grinding.
8.04 Mix Design
Construction shall not begin until the Contractor has received written approval of mix design by the City Engineer. The mix design should include the following: source of plant, grade of asphalt (AR-4000), lab unit weight, percent of asphalt, aggregate gradation, stability and percent of air voids (4% preferred.) The mix design shall be certified by the supplier.
8.05 Spreading and Compacting
Spreading and compacting equipment shall be as specified in Section 39-5 of the State Standard Specifications. The State Standard Specifications are amended to allow use of a spreader box for projects involving less than 50 tons of asphalt concrete, as approved by the City Engineer. In addition, pneumatic-tired rollers shall be required to be used on all types of asphalt concrete paving unless otherwise approved by the City Engineer.
Spreading and compacting shall be as specified in Section 39-6 of the State Standard Specifications and these Specifications. After compaction, the asphalt concrete shall have a density of not less than 95 percent of the maximum theoretical unit weight, as determined in the field by Test Method No. Calif. 375 or in a method as approved by the City Engineer.
In addition to the standard straight edge test as specified in the State Standard Specifications, the Contractor shall be required to perform a water flow test on all new pavement placed. The water flow test is to identify any standing water not in conformance with the requirements of this Section. All corrections required shall be done at the Contractor’s expense and to the satisfaction of the City Engineer.
8.06 Measurement and Payment
Asphaltic concrete shall be measured by the ton as placed on the street, driveways, and other areas designated by the City Engineer.
Payment shall be made at the contract price per ton and shall include full compensation for furnishing all labor, materials, tools, equipment, traffic control, incidentals and for doing all the work in placing asphalt concrete, prime coat, tack coat and fog seal, complete in place as shown on the plans, as specified in these specifications and as directed by the City Engineer. 39 ASPHALT CONCRETE
39-1 GENERAL
39-1.01 GENERAL
Section 39 includes specifications for performing asphalt concrete work. 39-1.02 MATERIALS
Not Used
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39-1.03 CONSTRUCTION
Not Used
39-1.04 PAYMENT
Not Used
39-2 HOT MIX ASPHALT
39-2.01 GENERAL
39-2.01A General
39-2.01A(1) Summary
Section 39-2.01 includes general specifications for producing and placing hot mix asphalt.
HMA includes one or more of the following types:
1. Type A HMA
2. RHMA-G
3. OGFC
4. BWC
5. Minor HMA
WMA additive technologies must be on the Authorized Material List for WMA authorized additive technologies.
For HMA that uses asphalt binder containing crumb rubber modifier, submit a Crumb Rubber Usage Report form monthly and at the end of the project.
Wherever reference is made to the following test methods, the year of publication for these test methods is as shown in the following table:
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Test method Year of publication
AASHTO M 17 2011 (2015)
AASHTO M 323 2013
AASHTO R 30 2002 (2015)
AASHTO R 59 2011 (2015)
AASHTO T 27 2014
AASHTO T 30 2019
AASHTO T 49 2014
AASHTO T 59 2013
AASHTO T 96 2002 (2010)
AASHTO T 164 2014
AASHTO T 176 2008
AASHTO T 209 2012
AASHTO T 269 2014
AASHTO T 275 2007 (2012)
AASHTO T 283 2014
AASHTO T 304 2011
AASHTO T 305 2014
AASHTO T 308 (Modified) 2010
AASHTO T 312 2014
AASHTO T 313 2012 (2016)
AASHTO T 315 2012 (2016)
AASHTO T 329 2013
AASHTO T 335 2009
ASTM D36/D36M 2014ε1
ASTM D92 2012b
ASTM D217 2010
ASTM D297 2013
ASTM D445 2014
ASTM D1856 2009 (Reapproved 2015)
ASTM D2007 2011
ASTM D2074 2007 (Reapproved 2013)
ASTM D2995 1999 (Reapproved 2009)
ASTM D4791 2010
ASTM D5095 2007
ASTM D5329 2009
ASTM D7741/D7741M 2011ε1
Asphalt Institute MS-2 7th edition (2015)
39-2.01A(2) Definitions
binder replacement: Binder from RAP expressed as a percent of the total binder in the mix. coarse aggregate: Aggregate retained on a no. 4 sieve.
fine aggregate: Aggregate passing a no. 4 sieve.
leveling course: Thin layer of HMA used to correct minor variations in the longitudinal and transverse profile of the pavement before placement of other pavement layers. miscellaneous areas: Areas outside the traveled way and shoulders such as:
1. Median areas not including inside shoulders
2. Island areas
3. Sidewalks
4. Gutters
5. Ditches
6. Overside drains
7. Aprons at ends of drainage structures
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processed RAP: RAP that has been fractionated.
supplemental fine aggregate: Mineral filler consisting of rock dust, slag dust, hydrated lime, hydraulic cement, or any combination of these and complying with AASHTO M 17. 39-2.01A(3) Submittals
39-2.01A(3)(a) General
Reserved
39-2.01A(3)(b) Job Mix Formula
39-2.01A(3)(b)(i) General
Except for the HMA to be used in miscellaneous areas and dikes, submit your proposed JMF for each type of HMA to be used. The JMF must be submitted on the Contractor Job Mix Formula Proposal form along with:
1. Mix design documentation on a Contractor Hot Mix Asphalt Design Data form dated within 24 months of the submittal for the JMF verification
2. JMF verification on a Caltrans Hot Mix Asphalt Verification form and the Contractor Hot Mix Asphalt Design Data form that was submitted for the JMF verification, if applicable
3. JMF renewal on a Caltrans Job Mix Formula Renewal form, if applicable
4. SDS for:
4.1. Asphalt binder
4.2. Supplemental fine aggregate except fines from dust collectors
4.3. Antistrip additives
The Contractor Hot Mix Asphalt Design Data form must identify the AASHTO resource accredited lab responsible for the mix design and show documentation on aggregate quality.
If you cannot submit a Department-verified JMF on a Caltrans Hot Mix Asphalt Verification form dated within 24 months before HMA production, the Engineer verifies the JMF.
Submit a new JMF if you change any of the following:
1. Target asphalt binder percentage greater than ±0.2 percent
2. Asphalt binder supplier
3. Combined aggregate gradation
4. Aggregate sources
5. Liquid antistrip producer or dosage
6. Average binder content in a new processed RAP stockpile by more than ±2.00 percent from the average RAP binder content reported on page 4 of your Contractor Hot Mix Asphalt Design Data form
7. Average maximum specific gravity in a new processed RAP stockpile by more than ±0.060 from the average maximum specific gravity value reported on page 4 of your Contractor Hot Mix Asphalt Design Data form
8. Any material in the JMF, except lime supplier and source Allow the Engineer 5 business days from a complete JMF submittal for document review of the aggregate qualities, mix design, and JMF. The Engineer notifies you if the proposed JMF submittal is accepted.
If your JMF fails verification testing, submit an adjusted JMF based on your testing. The adjusted JMF must include a new Contractor Job Mix Formula Proposal form, Contractor Hot Mix Asphalt Design Data form, and the results of the failed verification testing.
You may submit an adjusted aggregate gradation TV on a Contractor Job Mix Formula Proposal form before verification testing. Aggregate gradation TV must be within the TV limits specified. 39-2.01A(3)(b)(ii) Job Mix Formula Renewal
You may request a JMF renewal by submitting:
1. Proposed JMF on a Contractor Job Mix Formula Proposal form
2. Previously verified JMF documented on a Caltrans Hot Mix Asphalt Verification form dated within 24 months
3. Mix design documentation on a Contractor Hot Mix Asphalt Design Data form used for the previously verified JMF
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39-2.01A(3)(b)(iii) Job Mix Formula Modification
For an authorized JMF, submit a modified JMF if you change any of the following:
1. Asphalt binder supplier
2. Liquid antistrip producer
3. Liquid antistrip dosage
You may change any of the above items only once during the Contract.
Submit your modified JMF request at least 15 days before production. Each modified JMF submittal must include:
1. Proposed modified JMF on Contractor Job Mix Formula Proposal form, marked Modified.
2. Mix design records on Contractor Hot Mix Asphalt Design Data form for the authorized JMF to be modified.
3. JMF verification on Hot Mix Asphalt Verification form for the authorized JMF to be modified.
4. Test results for the modified JMF in compliance with the mix design specifications. Perform tests at the mix design OBC as shown on the Contractor Asphalt Mix Design Data form.
With an accepted modified JMF submittal, the Engineer verifies each modified JMF within 10 days of receiving all verification samples.
39-2.01A(3)(c) Quality Control Plan
At least 5 business days prior to the pre-paving meeting, submit a QC plan for HMA.
The QC plan must describe the organization and procedures for:
1. Controlling HMA quality characteristics
2. Taking samples, including sampling locations
3. Establishing, implementing, and maintaining QC
4. Determining when corrective actions are needed
5. Implementing corrective actions
6. Using methods and materials for backfilling core locations The QC plan must address the elements affecting HMA quality, including:
1. Aggregates
2. Asphalt binder
3. Additives
4. Production
5. Paving
The QC plan must include aggregate QC sampling and testing during lime treatment.
Allow 5 business days for review of the QC plan.
If you change QC procedures, personnel, or sample testing locations, submit a QC plan supplement before implementing the proposed change. Allow 3 business days for review of the QC plan supplement. 39-2.01A(3)(d) Test Results
If ordered, submit QC test results within 3 business days of a request.
For tests performed under California Test 389, submit test data and 1 tested sample set within 5 business days of sampling.
If coarse and fine durability index tests are required, submit test results within 2 business days of testing.
If a tapered notched wedge is used, submit compaction test result values within 24 hours of testing. 39-2.01A(3)(e) Reserved
39-2.01A(3)(f) Liquid Antistrip Treatment
If liquid antistrip treatment is used, submit the following with your proposed JMF submittal:
1. One 1 pt sample.
2. Infrared analysis, including copy of absorption spectra.
3. Certified copy of test results.
4. Certificate of compliance for each liquid antistrip shipment. On each certificate of compliance, include:
4.1. Your signature and printed name
4.2. Shipment number
4.3. Material type
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4.4. Material specific gravity
4.5. Refinery
4.6. Consignee
4.7. Destination
4.8. Quantity
4.9. Contact or purchase order number
4.10. Shipment date
5. Proposed proportions for the liquid antistrip.
For each delivery of liquid antistrip to the HMA production plant, submit a 1 pt sample to METS. Submit shipping documents. Label each liquid antistrip sampling container with:
1. Liquid antistrip type
2. Application rate
3. Sample date
4. Contract number
At the end of each day's production shift, submit production data in electronic and printed media. Present data on electronic media in a tab delimited format. Use line feed carriage return with 1 separate record per line for each production data set. Allow enough fields for the specified data. Include data titles at least once per report. For each HMA mixing plant type, submit the following information in the order specified:
1. For batch plant mixing:
1.1. Production date
1.2. Time of batch completion
1.3. Mix size and type
1.4. Each ingredient's weight
1.5. Asphalt binder content as a percentage of the total weight of mix
1.6. Liquid antistrip content as a percentage of the asphalt binder weight
2. For continuous mixing plant:
2.1. Production date
2.2. Data capture time
2.3. Mix size and type
2.4. Flow rate of wet aggregate collected directly from the aggregate weigh belt
2.5. Aggregate moisture content as a percentage of the dry aggregate weight
2.6. Flow rate of asphalt binder collected from the asphalt binder meter
2.7. Flow rate of liquid antistrip collected from the liquid antistrip meter
2.8. Asphalt binder content as a percentage of the total weight of mix calculated from:
2.8.1. Aggregate weigh belt output
2.8.2. Aggregate moisture input
2.8.3. Asphalt binder meter output
2.9. Liquid antistrip content as a percentage of the asphalt binder weight calculated from:
2.9.1. Asphalt binder meter output
2.9.2. Liquid antistrip meter output
39-2.01A(3)(g) Lime Treatment
If aggregate lime treatment is used, submit the following with your proposed JMF submittal and each time you produce lime-treated aggregate:
1. Exact lime proportions for fine and coarse virgin aggregates
2. If marination is required, the averaged aggregate quality test results within 24 hours of sampling
3. For dry lime aggregate treatment, a treatment data log from the dry lime and aggregate proportioning device in the following order:
3.1. Treatment date
3.2. Time of day the data is captured
3.3. Aggregate size being treated
3.4. HMA type and mix aggregate size
3.5. Wet aggregate flow rate collected directly from the aggregate weigh belt
3.6. Aggregate moisture content, expressed as a percentage of the dry aggregate weight FBD Vanguard Construction, Inc.
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3.7. Flow rate of dry aggregate calculated from the flow rate of wet aggregate
3.8. Dry lime flow rate
3.9. Lime ratio from the authorized JMF for each aggregate size being treated
3.10. Lime ratio from the authorized JMF for the combined aggregates
3.11. Actual lime ratio calculated from the aggregate weigh belt output, aggregate moisture input, and dry lime meter output, expressed as a percentage of the dry aggregate weight
3.12. Calculated difference between the authorized lime ratio and the actual lime ratio
4. For lime slurry aggregate treatment, a treatment data log from the slurry proportioning device in the following order:
4.1. Treatment date
4.2. Time of day the data is captured
4.3. Aggregate size being treated
4.4. Wet aggregate flow rate collected directly from the aggregate weigh belt
4.5. Moisture content of the aggregate just before treatment, expressed as a percentage of the dry aggregate weight
4.6. Dry aggregate flow rate calculated from the wet aggregate flow rate
4.7. Lime slurry flow rate measured by the slurry meter
4.8. Dry lime flow rate calculated from the slurry meter output
4.9. Authorized lime ratio for each aggregate size being treated
4.10. Actual lime ratio calculated from the aggregate weigh belt and slurry meter output, expressed as a percentage of the dry aggregate weight
4.11. Calculated difference between the authorized lime ratio and actual lime ratio
4.12. Dry lime and water proportions at the slurry treatment time Each day during lime treatment, submit the treatment data log on electronic media in tab delimited format on a removable CD-ROM storage disk. Each continuous treatment data set must be a separate record using a line feed carriage return to present the specified data on 1 line. The reported data must include data titles at least once per report.
39-2.01A(3)(h) Warm Mix Asphalt Technology
If a WMA technology is used, submit the following with your proposed JMF submittal:
1. SDS for the WMA technology
2. For water injection foam technology:
2.1. Name of technology
2.2. Proposed foaming water content
2.3. Proposed HMA production temperature range
2.4. Certification from binder supplier stating no antifoaming agent is used
3. For additive technology:
3.1. Name of technology
3.2. Percent admixture by weight of binder and percent admixture by total weight of HMA as recommended by the manufacturer
3.3. Methodology for inclusion of admixture in laboratory-produced HMA
3.4. Proposed HMA production temperature range
Collect and hold data for the duration of the Contract and submit the electronic media daily. The snapshot of production data must include the following:
1. Production date
2. Production location
3. Time of day the data is captured
4. HMA mix type being produced and target binder rate
5. HMA additive type, brand, and target rate
6. Temperature of the binder and HMA mixture
7. For a continuous mixing plant, the rate of flow of the dry aggregate calculated from the wet aggregate flow rate as determined by the conveyor scale
8. For a continuous mixing plant, the rate of flow of the asphalt meter
9. For a continuous mixing plant, the rate of flow of HMA additive meter
10. For batch plant mixing, actual batch weights of all ingredients FBD Vanguard Construction, Inc.
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11. Dry aggregate to binder ratio calculated from metered ingredient output
12. Dry aggregate to HMA additive ratio calculated from metered output At the end of each day's production shift, submit electronic and printed media from the HMA plant process controller. Present data on electronic media in comma-separated values or tab-separated values format.
The captured data for the ingredients represented by the production snapshot must have allowances for sufficient fields to satisfy the amount of data required by these specifications and include data titles at least once per report.
39-2.01A(3)(i) Reserved
39-2.01A(3)(j) Tack Coat
Prior to applying tack coat, submit calculations for the minimum spray rate required to achieve the minimum residual rate.
39-2.01A(3)(k) Reserved
39-2.01A(3)(l) Data Cores
Section 39-2.01A(3)(l) applies if a bid item for a data core is shown on the Bid Item List.
Submit a summary of data cores taken and a photograph of each data core to the Engineer and to:
[email protected]
For each data core, the summary must include:
1. Project identification number
2. Date cored
3. Core identification number
4. Type of materials recovered
5. Type and approximate thickness of unstabilized material not recovered
6. Total core thickness
7. Thickness of each individual material to within:
7.1. 1/2 inch for recovered material
7.2. 1.0 inch for unstabilized material
8. Location, including:
8.1. County
8.2. Route
8.3. Post mile
8.4. Lane number
8.5. Lane direction
8.6. Station
Each data core digital photograph must include a ruler laid adjacent to the data core. Each photograph must include:
1. Core
2. Project identification number
3. Core identification number
4. Date cored
5. County
6. Route
7. Post mile
8. Lane number
9. Lane direction
39-2.01A(3)(m)–39-2.01A(3)(o) Reserved
39-2.01A(4) Quality Assurance
39-2.01A(4)(a) General
Take samples under California Test 125. Reduce samples of HMA to testing size under California Test 306.
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If a WMA technology is used, a technical representative for the WMA technology must attend the preconstruction meeting.
AASHTO T 308 (Modified) is AASHTO T 308 with the following parameters:
1. Batch samples down to no.8 sieve.
2. Replace no. 40 sieve with no.100 sieve.
3. Replace Section A2.9.2 with: Determine the average difference for the two values. The aggregate correction factors (equal to the resultant average differences) for all sieves must be applied to all acceptance gradation test results determined by T 30, prior to final rounding and reporting. 39-2.01A(4)(b) Job Mix Formula Verification
The Engineer verifies the JMF from samples taken from HMA produced by the plant to be used. The production set point at the plant must be within ±0.2 from the asphalt binder percentage TV shown in your Contractor Job Mix Formula Proposal form. Notify the Engineer at least 2 business days before sampling materials. Samples may be taken from a different project including a non-Department project if you make arrangements for the Engineer to be present during sampling.
In the Engineer's presence and from the same production run, take samples of:
1. Aggregates. Coarse, fine, and supplemental fine aggregates must be taken from the combined coldfeed belt or the hot bins. If lime treatment is required, samples must be taken from individual stockpiles before lime treatment. Samples must be at least 120 lb for each coarse aggregate, 80 lb for each fine aggregate, and 10 lb for each type of supplemental fine aggregate. For hot-bin samples, the Department combines these aggregate samples to verify the TV submitted on a Contractor Job Mix Formula Proposal form.
2. Asphalt binder. Take at least two 1-qt samples. If the asphalt binder is modified or rubberized, the asphalt binder must be sampled with the components blended in the proportions to be used.
3. RAP. Samples must be at least 50 lb from each fractionated stockpile used or 100 lb from the belt.
4. Plant-produced HMA. The HMA samples must be at least 250 lb.
For aggregate, RAP, and HMA, split the samples into at least 4 parts and label their containers. Submit 3 parts and keep 1 part.
After acceptance of the JMF submittal, the Engineer verifies each proposed JMF within 20 days of receiving all verification samples.
For JMF verification, the Engineer tests the following for compliance with the specifications:
1. Aggregate quality
2. Aggregate gradation
3. HMA quality characteristics for Department acceptance To verify the HMA for air voids, voids in mineral aggregate, and dust proportion, the Engineer uses an average of 3 briquettes. The Engineer tests plant-produced material.
If the Engineer verifies the JMF, the Engineer furnishes you a Hot Mix Asphalt Verification form.
If the Engineer's test results on plant-produced samples do not show compliance with the specifications, the Engineer notifies you. Submit a JMF adjusted after verification failure based on your testing unless the Engineer authorizes reverification without adjustments. Engineer authorized reverification without adjustment is not JMF adjusted after verification failure. A JMF adjusted after verification failure may include a change in:
1. Asphalt binder content TV up to ±0.20 percent from the OBC value submitted on the Contractor Hot Mix Asphalt Design Data form
2. Aggregate gradation TV within the TV limits specified in the aggregate gradation table You may adjust the JMF only once due to a failed verification test.
For each HMA type and aggregate size specified, the Engineer verifies up to 2 proposed JMF submittals including a JMF adjusted after verification failure. Do not resubmit any of the 2 proposed submittals including a JMF adjusted after verification failure that failed verification on any other Caltrans projects. If you submit more than 2 JMFs for each type of HMA and aggregate size, the Engineer deducts $3,000 from payments for each verification exceeding this limit. This deduction does not apply to verifications initiated by the Engineer or if a JMF expires while HMA production is stopped longer than 30 days.
A verified JMF is valid for 24 months.
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39-2.01A(4)(c) Job Mix Formula Authorization
You may start HMA production if:
1. Engineer's review of the JMF shows compliance with the specifications
2. Department has verified the JMF within 24 months before HMA production
3. Engineer authorizes the verified JMF
39-2.01A(4)(d) Job Mix Formula Renewal
For a JMF renewaland upon request, in the Engineer's presence and from the same production run, take samples of:
1. Aggregates. Coarse, fine, and supplemental fine aggregates must be taken from the combined coldfeed belt or the hot bins. If lime treatment is required, samples must be taken from individual stockpiles before lime treatment. Samples must be at least 120 lb for each coarse aggregate, 80 lb for each fine aggregate, and 10 lb for each type of supplemental fines. For hot-bin samples, the Department combines these aggregate samples to verify the TV submitted on a Contractor Job Mix Formula Proposal form.
2. Asphalt binder. Take at least two 1 qt samples. Each sample must be in a cylindrical-shaped can with an open top and friction lid. If the asphalt binder is modified or rubberized, the asphalt binder must be sampled with the components blended in the proportions to be used.
3. RAP. Samples must be at least 50 lb from each fractionated stockpile.
4. Plant-produced HMA. The HMA samples must be at least 250 lb.
Notify the Engineer at least 2 business days before sampling materials. For aggregate, RAP, and HMA, split samples into at least 4 parts. Submit 3 parts and use 1 part for your testing.
The Engineer verifies the JMF for renewal under section 39-2.01A(4)(b) except:
1. Engineer keeps the samples until you provide test results for your part on a Contractor Job Mix Formula Renewal form
2. Engineer may use the most recent aggregate quality test results within the past one year, or the Engineer may perform aggregate quality tests
3. Engineer may use RAP and binder test results from the project where renewal samples are taken, or the Engineer may perform RAP and binder tests
4. Department tests samples of materials obtained from the HMA production unit after you submit test results that comply with the mix design specifications
5. After completion of the JMF verification renewal document review, the Engineer verifies each proposed JMF within 20 days of receiving the verification renewal samples and the complete Contractor Job Mix Formula Renewal form
6. You may not adjust the JMF due to a failed verification
7. For each HMA type and aggregate gradation specified, the Engineer verifies at no cost to you 1 proposed JMF renewal within a 24-month period
If the Engineer verifies the JMF renewal, the Engineer furnishes you a Hot Mix Asphalt Verification form.
The Hot Mix Asphalt Verification form is valid for 24 months. 39-2.01A(4)(e) Job Mix Formula Modification
The Engineer verifies the modified JMF after the modified JMF HMA is placed and verification samples are taken within the first 750 tons. The Engineer tests verification samples for compliance with:
1. Hamburg wheel track mix design specifications
2. Air void content
3. Voids in mineral aggregate on plant-produced HMA mix design specifications
4. Dust proportion mix design specifications
The Engineer may test for moisture susceptibility for compliance with the mix design specifications.
If the modified JMF is verified, the Engineer revises your Hot Mix Asphalt Verification form to include the new asphalt binder source, new liquid antistrip producer, or new liquid antistrip dosage. Your revised form will have the same expiration date as the original form.
If a modified JMF is not verified, stop production and any HMA placed using the modified JMF is rejected.
The Engineer deducts $2,000 from payments for each JMF modification.
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39-2.01A(4)(f) Certifications
39-2.01A(4)(f)(i) General
Laboratories testing aggregate and HMA qualities used to prepare the mix design and JMF must be qualified under AASHTO re:source program and the Department's Independent Assurance Program. 39-2.01A(4)(f)(ii) Hot Mix Asphalt Plants
Before production, the HMA plant must have a current qualification under the Department's Material Plant Quality Program.
39-2.01A(4)(f)(iii)–39-2.01A(4)(f)(v) Reserved
39-2.01A(4)(g) Reserved
39-2.01A(4)(h) Quality Control
39-2.01A(4)(h)(i) General
QC test results must comply with the specifications for Department acceptance.
Condition each at-the-plant sample of HMA mixture for testing under AASHTO 283 in compliance with sections 7.1.2, 7.1.3, and 7.1.4 of AASHTO R 30. Condition each at-the-plant sample of HMA mixture when composite aggregate absorption factor is greater than 2.0 percent as indicated by the JMF in compliance with sections 7.1.2, 7.1.3, and 7.1.4 of AASHTO R 30.
Prepare 3 briquettes for air voids content and voids in mineral aggregate determination. Report the average of 3 tests.
Except for smoothness, if 2 consecutive QC test results of the same quality characteristic or any 3 QC test results for 1 day's production do not comply with the materials specifications:
1. Stop HMA production
2. Notify the Engineer
3. Take corrective action
4. Demonstrate compliance with the specifications before resuming production and placement For QC tests performed under AASHTO T 30, results are considered 1 QC test regardless of number of sieves out of compliance.
Do not resume production and placement until the Engineer authorizes your corrective action proposal. 39-2.01A(4)(h)(ii) Reserved
39-2.01A(4)(h)(iii) Aggregates
39-2.01A(4)(h)(iii)(A) General
Reserved
39-2.01A(4)(h)(iii)(B) Aggregate Lime Treatments
If lime treatment is required, sample coarse and fine aggregates from individual stockpiles before lime treatment. Combine aggregate in the JMF proportions. Test the aggregates under the test methods and frequencies shown in the following table:
Aggregate Quality Control During Lime Treatment
Quality characteristic Test method Minimum sampling and testing frequency
Sand equivalenta,b AASHTO T 176 1 per 750 tons of untreated aggregate Percent of crushed particles AASHTO T 335
1 per 10,000 tons or 2 per project
whichever is greater
Los Angeles Rattler AASHTO T 96
Fine aggregate angularity AASHTO T 304, Method A
Flat and elongated particles ASTM D4791 aReport test results as the average of 3 tests from a single sample. bUse of a sand reading indicator is required as shown in AASHTO T 176, Figure 1. Sections 4.7, "Manual Shaker," 7.1.2, "Alternate Method No. 2," and 8.4.3, "Hand Method," do not apply. Prepare the stock solution as specified in section 4.8.1, "Stock solution with formaldehyde," except omit the addition of formaldehyde.
For lime slurry aggregate treatment, determine the aggregate moisture content at least once every 2 hours of treatment. Calculate moisture content under AASHTO T 255 and report it as a percent of dry FBD Vanguard Construction, Inc.
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aggregate weight. Use the moisture content calculations as a set point for the proportioning process controller.
The device controlling lime and aggregate proportioning must produce a treatment data log. The log must consist of a series of data sets captured at 10-minute intervals throughout daily treatment. The data must be a treatment activity register and not a summation. The material represented by a data set is the quantity produced 5 minutes before and 5 minutes after the capture time. Collected data must be stored by the controller for the duration of the Contract.
If 3 consecutive sets of recorded treatment data indicate a deviation of more than 0.2 percent above or below the lime ratio in the authorized JMF, stop treatment and take corrective action.
If a set of recorded treatment data indicates a deviation of more than 0.4 percent above or below the lime ratio in the authorized JMF, stop treatment and do not use the material represented by that set of data in HMA.
If 20 percent or more of the total daily treatment indicates a deviation of more than 0.2 percent above or below the lime ratio in the authorized JMF, stop treatment and do not use that day's treated aggregate in HMA.
The Engineer may order you to stop aggregate treatment activities for any of the following:
1. You fail to submit treatment data log.
2. You fail to submit aggregate QC data for marinated aggregate.
3. You submit incomplete, untimely, or incorrectly formatted data.
4. You do not take corrective actions.
5. You take late or unsuccessful corrective actions.
6. You do not stop treatment when proportioning tolerances are exceeded.
7. You use malfunctioning or failed proportioning devices.
If you stop treatment for noncompliance, notify the Engineer of any corrective actions taken and conduct a successful 20-minute test run before resuming treatment. 39-2.01A(4)(h)(iv) Liquid Antistrip Treatment
For continuous mixing or batch-plant mixing, sample asphalt binder before adding liquid antistrip. For continuous mixing, sample the combined asphalt binder and liquid antistrip after the static mixer. 39-2.01A(4)(h)(v) Production Start-up Evaluation
You and the Engineer evaluate HMA production and placement at production start-up.
Within the first 750 tons produced on the 1st day of HMA production, in the Engineer's presence, and from the same production run, take samples of:
1. Aggregates
2. Asphalt binder
3. RAP
4. HMA
Sample aggregates from the combined cold-feed belt or hot bin. Take RAP samples from the RAP system.
For aggregates, RAP, and HMA, split the samples into at least 4 parts and label their containers. Submit 3 parts and keep 1 part.
You and the Engineer must test the samples and report test results, except for California Test 389 and AASHTO T 283 test results, within 5 business days of sampling. For California Test 389 and AASHTO T 283 test results, report test results within 15 days of sampling. If you proceed before receipt of the test results, the Engineer may consider the HMA placed to be represented by these test results.
Take one 4- or 6-inch diameter density core for each 250 tons or portion thereof of HMA placed. For each density core, the Engineer reports the bulk specific gravity determined under AASHTO T 275, Method A, in addition to the percent of theoretical maximum density.
California Test 389 and AASHTO T 283 are not required if production start-up evaluation is within 45 days of the date the Hot Mix Asphalt Verification form is signed.
If production stops for more than 60 days, perform a production start-up evaluation. If production stops for more than 30 days but less 60 days, perform a reduced production start-up evaluation. Reduced production start-up evaluation is production start-up evaluation without California Test 389 and AASHTO T 283.
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If you proceed before receipt of the test results, the Engineer may consider the HMA placed to be represented by these test results. If production start-up evaluation fails, stop production. 39-2.01A(4)(h)(vi) Hot Mix Asphalt Density
During HMA placement determine HMA density using a nuclear gauge. On the 1st day of production, develop a correlation factor between cores and nuclear gauge under California Test 375.
Test for in-place density using cores and a nuclear gauge. Test at random locations you select and include the test results in your QC production tests reports. 39-2.01A(4)(h)(vii) Tapered Notched Wedge
Perform QC testing on the completed tapered notched wedge joint as follows:
1. Perform density tests using a calibrated nuclear gauge at a rate of 1 test for every 750-foot section along the joint. Select random locations for testing within each 750-foot section.
2. Perform density tests at the centerline of the joint, 6 inches from the upper vertical notch, after the adjacent lane is placed and before opening the pavement to traffic.
3. Determine theoretical maximum density.
4. Determine percent compaction of the longitudinal joint as the ratio of the daily average density to the maximum density test results.
Determine percent compaction values each day the tapered notched wedge joint is completed. If the percent compaction of 1 day's production is less than 91 percent, that day's notched wedge joint is rejected. Discontinue placement of the tapered notched wedge and notify the Engineer of changes you will make to your construction process to comply with the specifications. 39-2.01A(4)(h)(viii) Density Cores
Except for HMA pavement placed using method compaction, take 4- or 6-inch diameter density cores at least once every 5 business days. Take 1 density core for every 250 tons of HMA from random locations the Engineer selects. Take density cores in the Engineer's presence, and backfill and compact holes with authorized material. Before submitting a density core, mark it with the density core's location and place it in a protective container.
If a density core is damaged, replace it with a density core taken within 1 foot longitudinally from the original density core location. Relocate any density core located within 1 foot of a rumble strip to 1 foot transversely away from the rumble strip.
For a tapered notched wedge joint, take 4- or 6-inch diameter density cores 6 inches from the upper vertical notch of the completed longitudinal joint for every 3,000 feet at locations selected by the Engineer. Take cores after the adjacent lane is placed and before opening the pavement to traffic. Take cores in the presence of the Engineer, and backfill and compact holes with authorized material. Before submitting a density core, mark it with the core's location, and place it in a protective container. 39-2.01A(4)(h)(ix) Reserved
39-2.01A(4)(i) Department Acceptance
39-2.01A(4)(i)(i) General
The Department tests treated aggregate for acceptance before lime treatment except for gradation.
The Engineer takes HMA samples for AASHTO T 283 and California Test 389 from any of the following locations:
1. Plant
2. Truck
3. Windrow
The Engineer takes HMA samples for all other tests from any of the following locations:
1. Plant
2. Truck
3. Windrow
4. Mat behind the paver
You must assist in collecting Engineer acceptance samples. Sample in the presence of the Engineer.
Split the Engineer acceptance samples into at least 4 parts. Engineer retains 3 parts and you keep 1 part.
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To obtain workability of the HMA sample for splitting, the Engineer reheats each sample of HMA mixture not more than 2 cycles. Each reheat cycle is performed by placing the loose mixture in a mechanical forced-draft oven for 2 hours or less after the sample reaches 140 degrees F.
The Engineer conditions each at-the-plant sample of HMA mixture for testing under AASHTO 283 in compliance with sections 7.1.2, 7.1.3, and 7.1.4 of AASHTO R 30. The Engineer conditions each at-theplant sample of HMA mixture when composite aggregate absorption factor is greater than 2.0 percent as indicated by the JMF in compliance with sections 7.1.2, 7.1.3, and 7.1.4 of AASHTO R 30.
No single aggregate or HMA test result may represent more than 750 tons or one day's production, whichever is less, except AASHTO T 283 and California Test 389.
Except for smoothness, if 2 consecutive Department acceptance test results of the same quality characteristic or any 3 Department acceptance test results for 1 day's production do not comply with the materials specifications:
1. Stop HMA production
2. Take corrective action
3. Demonstrate compliance with the specifications before resuming production and placement For Department acceptance tests performed under AASHTO T 30, results are considered 1 Department acceptance test regardless of the number of sieves out of compliance.
The Engineer accepts HMA based on:
1. Authorized JMF
2. Authorized QC plan
3. Asphalt binder compliance
4. Asphalt emulsion compliance
5. Visual inspection
6. Pavement smoothness
39-2.01A(4)(i)(ii) In-Place Density
Except for HMA pavement placed using method compaction, the Engineer tests the density core you take from each 250 tons of HMA. The Engineer determines the percent of theoretical maximum density for each density core by determining the density core's density and dividing by the theoretical maximum density.
Density cores must be taken from the final layer, cored through the entire pavement thickness shown.
Where OGFC is required, take the density cores before placing OGFC.
If the percent of theoretical maximum density does not comply with the specifications, the Engineer must accept the HMA and take a payment deduction as shown in the following table:
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Reduced Payment Factors for Percent of Maximum Theoretical Density HMA percent of
maximum theoretical
density
Reduced payment
factor
HMA percent of
maximum theoretical
density
Reduced payment
factor
91.0 0.0000 97.0 0.0000
90.9 0.0125 97.1 0.0125
90.8 0.0250 97.2 0.0250
90.7 0.0375 97.3 0.0375
90.6 0.0500 97.4 0.0500
90.5 0.0625 97.5 0.0625
90.4 0.0750 97.6 0.0750
90.3 0.0875 97.7 0.0875
90.2 0.1000 97.8 0.1000
90.1 0.1125 97.9 0.1125
90.0 0.1250 98.0 0.1250
89.9 0.1375 98.1 0.1375
89.8 0.1500 98.2 0.1500
89.7 0.1625 98.3 0.1625
89.6 0.1750 98.4 0.1750
89.5 0.1875 98.5 0.1875
89.4 0.2000 98.6 0.2000
89.3 0.2125 98.7 0.2125
89.2 0.2250 98.8 0.2250
89.1 0.2375 98.9 0.2375
89.0 0.2500 99.0 0.2500
<89.0 Remove and replace >99.0 Remove and replace
For acceptance of a completed tapered notched wedge joint, the Engineer determines density from cores you take every 3,000 feet.
39-2.01A(4)(i)(iii) Pavement Smoothness
39-2.01A(4)(i)(iii)(A) General
The Department verifies and accepts pavement smoothness based on the results of your inertial profiler testing under section 36-3.
Schedule smoothness testing with the Engineer. Unless otherwise authorized, all smoothness testing must be performed in the presence of the Engineer.
Measure smoothness of new pavement alignment or pavement realignment with an inertial profiler. The Department determines smoothness pay adjustments using the Pay Adjustment for New Pavement Alignment or Pavement Realignment table in section 39-2.01A(4)(i)(iii)(B).
Measure smoothness of pavement constructed on existing pavement surfaces with an inertial profiler.
The Department determines pay adjustments as shown in the applicable Pay Adjustment for Pavement Constructed on Existing Pavement Surfaces table in section 39-2.01A(4)(i)(iii)(C).
Measure smoothness of:
1. Existing asphalt concrete surface before performing any work on the surface and submit the result labeled as the EXIST inertial profiler data file. Notify the Engineer if MRI results vary more than 10 percent from the MRI information provided by the Department at the time of advertisement. For projects suspended for more than 30 days, measure the smoothness of the existing surface that has not received an HMA overlay and submit the result labeled as EXISTR inertial profiler data file.
2. Existing pavement segments if structural repairs such as remove and replace asphalt concrete or leveling courses are made and submit the result labeled as BASELINE inertial profiler data file.
3. Pavement segments, exclusive of OGFC on new HMA, before performing any HMA smoothness corrections and submit the result labeled as PAVE inertial profiler data file.
4. Pavement segments, exclusive of OGFC on new HMA, after performing any HMA smoothness corrective work and submit the results labeled as FINAL inertial profiler data file. Use the PAVE inertial profiler data as the FINAL inertial profiler data if there is no corrective work in the segment.
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5. Pavement segments of OGFC before performing any OGFC smoothness correction and submit the result labeled as PAVEO inertial profiler data file.
6. Pavement segments of OGFC after performing any OGFC smoothness corrective work and submit the result labeled as FINALO inertial profiler data file. Use the PAVEO inertial profiler data file as the FINALO inertial profiler data file when no corrective work in the segment is performed.
MRI0 is the lower MRI value from the EXIST and BASELINE profiles for the 0.1-mi segment.
Notify the Engineer 10 days before collecting inertial profiler data. Allow the Engineer 2 days after receipt of your data to complete inertial profiler verification of all data except the FINAL inertial profiler data. Allow the Engineer 10 days after receipt of your data to complete verification of FINAL inertial profiler data.
The Department uses the accepted inertial profiler data for acceptance and determination of the payment adjustment.
Segments may be correctively ground to improve pay adjustments to full pay. The Department does not allow corrective grinding into positive pay adjustments. The Department determines positive pay adjustment segments before any corrective grinding. Correction of ALR in positive pay adjustment segments cannot improve pay.
Corrective actions may be diamond grinding or remove and replace at your option and must comply with section 39-2.01C(16).
When OGFC is being placed over the surface of HMA, corrective actions apply to the HMA surface on which the OGFC is being placed. Smoothness requirements for OGFC are specified in section 39-
2.04A(4)(c)(iii).
39-2.01A(4)(i)(iii)(B) Pay Adjustments for New Pavement Alignment or Pavement Realignment The Department applies pavement smoothness pay adjustments to 0.1-mi segments based on your verified inertial profiler data as shown in the following table:
Pay Adjustment for New Pavement Alignment or Pavement Realignment MRISEG (in/mi) Pay adjustment per 0.1
mi per lane ≥ 0.3'a
Pay adjustment per
0.1 mi per lane < 0.3'a Corrective action
≤ 40.00 + $900.00 + $450.00 None
40.01–50.00 + (50.00 - MRISEG) x
$90.00
+ (50.00 - MRISEG) x
$45.00 None
50.01–60.00 Full pay Full pay None
60.01–80.00 - (MRISEG - 60.00) x
$142.50
- (MRISEG - 60.00) x
$101.25 Optional
> 80.00 -- -- Mandatory
aTotal HMA thickness exclusive of OGFC and HMA leveling courses and structural section repairs.
No ALR over 160 in/mi are allowed.
39-2.01A(4)(i)(iii)(C) Pay Adjustments for Pavement Constructed on Existing Pavement Surfaces The Department applies pavement smoothness payment adjustments using a pay range of target MRI.
The target MRI (MRIT) is determined based on the EXIST or BASELINE MRI (MRI0) exclusive of the OGFC and the number of opportunities as shown in the following table:
Target MRI (MRIT)
Number of opportunities Target MRI (MRIT)a
1 = 0.2 x MRI0 + 45
2 = 0.1 x MRI0 + 50
3 or more = 55 aIf the calculated MRIT is less than 55, use MRIT = 55.
Opportunities for improving smoothness include:
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1. A single lift of asphalt. Where an HMA layer thickness allows the layer to be placed in more than 1 lift, the number of opportunities will be equal to the maximum number of lifts the layer can be broken into regardless of aggregate size chosen.
2. Micro milling or cold planing not in the same shift as the paving. When you choose to micro mill or cold plane and pave in the same shift but have the option to micro mill or cold plane and pave in different shifts, the micro milling or cold planning will still be considered a separate opportunity.
3. Segment correction.
The Department applies pavement smoothness pay adjustments to 0.1-mi segments based on your verified inertial profiler data as shown in the following table:
Pay Adjustment for Pavement Constructed on Existing Pavement Surfaces Pay Rangesb
Payment
adjustment per 0.1
mi per lane ≥ 0.30'a
Payment
adjustment per 0.1
mi per lane < 0.30'a
Corrective action
MRISEG ≤ MRIT - 20 + $900.00 + $450.00
May only grind
areas to meet ALR
thresholds
MRIT - 20 < MRISEG ≤ MRIT - 5 + ((MRIT - 5) -
MRISEG) x $60.00
+ ((MRIT - 5) -
MRISEG) x $30.00
May only grind
areas to meet ALR
thresholds
MRIT - 5 < MRISEG ≤ MRIT + 5 Full pay Full pay
May only grind
areas to meet ALR
thresholds
MRIT + 5 < MRISEG ≤ greater of 90
or (MRIT + 20)
- (MRISEG - (MRIT +
5)) x $190.00,
deduction not to
exceed - $2,850
- (MRISEG - (MRIT +
5)) x $90.00,
deduction not to
exceed - $1,350
Corrective actions
permitted
MRISEG > greater of 90 or (MRIT +
20) -- -- Mandatory correction aTotal HMA thickness exclusive of OGFC and HMA leveling courses and structural section repairs. bMRISEG = the MRI of each 0.1-mile section of completed lane after all corrections.
No ALR greater than ALRMAX are allowed. ALRMAX is the greater value of 160 in/mi or calculated value using the following equation:
ALRMAX = 2.1 x MRIT
39-2.01A(4)(i)(iii)(D) Verification Testing
The Engineer verifies your inertial profiler data under section 36-3.01D(3)(b)(ii). 39-2.01A(4)(i)(iv) Dispute Resolution
You and the Engineer must work together to avoid potential conflicts and to resolve disputes regarding test result discrepancies. You and the Engineer may only dispute each other's test results if one party's test results pass and the other party's test results fail.
If there is a dispute, submit your test results and copies of paperwork including worksheets used to determine the disputed test results within 3 business day of receiving Engineer's test results. An independent third party performs referee testing. Before the third party participates in a dispute resolution, it must be qualified under AASHTO re:source program and the Department's Independent Assurance Program. The independent third party must have no prior direct involvement with this Contract. By mutual agreement, the independent third party is chosen from:
1. Department laboratory in a district or region not in the district or region the project is located
2. METS
3. Laboratory not currently employed by you or your HMA producer FBD Vanguard Construction, Inc.
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If the Department's portion of the split acceptance samples are not available, the independent third party uses any available material agreed by you and the Engineer as representing the disputed HMA for evaluation.
For a dispute involving JMF verification, the independent third party performs referee testing as specified in the 5th paragraph of section 39-2.01A(4)(b).
If the independent third party determines the Department's test results are valid, the Engineer deducts the independent third party's testing costs from payments. If the independent third party determines your test results are valid, the Department pays the independent third party's testing costs. 39-2.01B Materials
39-2.01B(1) General
Reserved
39-2.01B(2) Mix Design
39-2.01B(2)(a) General
The HMA mix design must comply with the superpave HMA mix design as described in MS-2 Asphalt Mix Design Methods by the Asphalt Institute.
The Contractor Hot Mix Asphalt Design Data form must show documentation on aggregate quality. 39-2.01B(2)(b) Hot Mix Asphalt Treatments
If the proposed JMF indicates that the aggregate is being treated with dry lime or lime slurry with marination, or the HMA with liquid antistrip, then testing the untreated aggregate under AASHTO T 283 and California Test 389 is not required.
If HMA treatment is required or being used by the Contractor, determine the plasticity index of the aggregate blend under California Test 204.
Do not use an aggregate blend with a plasticity index greater than 10.
If the plasticity index is from 4 to 10, treat the aggregate blend with dry lime with marination or lime slurry with marination.
If the plasticity index is less than 4, treat the aggregate blend with dry lime or lime slurry with marination, or treat the HMA with liquid antistrip.
39-2.01B(2)(c) Warm Mix Asphalt Technology
For HMA with WMA additive technology, produce HMA mix samples for your mix design using your methodology for inclusion of WMA admixture in laboratory-produced HMA. Cure the samples in a forcedair draft oven at 275 degrees F for 4 hours ± 10 minutes.
For WMA water injection foam technology, the use of foamed asphalt for mix design is not required. 39-2.01B(3) Asphalt Binder
Asphalt binder must comply with section 92.
For a leveling course, the grade of asphalt binder for the HMA must be PG 64-10 or PG 64-16. 39-2.01B(4) Aggregates
39-2.01B(4)(a) General
Aggregates must be clean and free from deleterious substances.
The aggregates for a leveling course must comply with the gradation specifications for Type A HMA in section 39-2.02B.
39-2.01B(4)(b) Aggregate Gradations
Test for aggregate gradation under AASHTO T 30.
Choose a TV within the TV limits shown in the tables titled "Aggregate Gradations." Gradations are based on nominal maximum aggregate size. 39-2.01B(4)(c) Aggregate Lime Treatments
39-2.01B(4)(c)(i) General
If aggregate lime treatment is required as specified in section 39-2.01B(2)(b), the virgin aggregate must comply with the aggregate quality specifications.
Lime for treating aggregate must comply with section 24-2.02.
Water for lime treatment of aggregate with lime slurry must comply with section 24-1.02B.
Notify the Engineer at least 24 hours before the start of aggregate treatment.
Do not treat RAP.
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The lime ratio is the pounds of dry lime per 100 lb of dry virgin aggregate expressed as a percentage.
Water content of slurry or untreated aggregate must not affect the lime ratio.
Coarse and fine aggregate fractions must have the lime ratio ranges shown in the following table:
Aggregate fractions Lime ratio percent
Coarse 0.4–1.0
Fine 1.5–2.0
Combined 0.8–1.5
The lime ratio for fine and coarse aggregate must be within ±0.2 percent of the lime ratio in the accepted JMF. The lime ratio must be within ±0.2 percent of the authorized lime ratio when you combine the individual aggregate sizes in the JMF proportions. The lime ratio must be determined before the addition of RAP.
If marination is required, marinate treated aggregate in stockpiles from 24 hours to 60 days before using in HMA. Do not use aggregate marinated longer than 60 days.
Treated aggregate must not have lime balls or clods.
39-2.01B(4)(c)(ii) Dry Lime
If marination is required:
1. Treat and marinate coarse and fine aggregates separately
2. Treat the aggregate and stockpile for marination only once
3. Treat the aggregate separately from HMA production
Proportion dry lime by weight with an automatic continuous proportioning system.
If you use a batch-type proportioning system for HMA production, control proportioning in compliance with the specifications for continuous mixing plants. Use a separate dry lime aggregate treatment system for HMA batch mixing including:
1. Pugmill mixer
2. Controller
3. Weigh belt for the lime
4. Weigh belt for the aggregate
If a continuous mixing plant for HMA production without lime-marinated aggregates is used, use a controller that measures the blended aggregate weight after any additional water is added to the mixture.
The controller must determine the quantity of lime added to the aggregate from the aggregate weigh belt input in connection with the manually input total aggregate moisture, the manually input target lime content, and the lime proportioning system output. Use a continuous aggregate weigh belt and pugmill mixer for lime treatment in addition to the weigh belt for the aggregate proportioning to asphalt binder in the HMA plant. If you use a water meter for moisture control for lime treatment, the meter must comply with Department's MPQP manual.
When mixing dry lime with aggregate, the aggregate moisture content must ensure complete lime coating. The aggregate moisture content must not cause aggregate to be lost between the point of weighing the combined aggregate continuous stream and the dryer. Add water to the aggregate for mixing and coating before dry lime addition. Immediately before mixing lime with aggregate, water must not visibly separate from the aggregate.
Mix aggregate, water, and dry lime with a continuous pugmill mixer with twin shafts. Immediately before mixing lime with aggregate, water must not visibly separate from the aggregate. Store dry lime in a uniform and free-flowing condition. Introduce dry lime to the pugmill in a continuous process. The introduction must occur after the aggregate cold feed and before the point of proportioning across a weigh belt and the aggregate dryer. Prevent loss of dry lime.
The pugmill must be equipped with paddles arranged to provide sufficient mixing action and mixture movement. The pugmill must produce a homogeneous mixture of uniformly coated aggregates at mixer discharge.
If the aggregate treatment process is stopped longer than 1 hour, clean the equipment of partially treated aggregate and lime.
Aggregate must be completely treated before introduction into the mixing drum.
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39-2.01B(4)(c)(iii) Lime Slurry
For lime slurry aggregate treatment, treat aggregate separate from HMA production. Stockpile and marinate the aggregate.
Proportion lime and water with a continuous or batch mixing system.
Add lime to the aggregate as slurry consisting of mixed dry lime and water at a ratio of 1 part lime to from 2 to 3 parts water by weight. The slurry must completely coat the aggregate.
Immediately before mixing lime slurry with the aggregate, water must not visibly separate from the aggregate.
Proportion lime slurry and aggregate by weight in a continuous process. 39-2.01B(5) Liquid Antistrip Treatment
Do not use liquid antistrip as a substitute for asphalt binder.
Total amine value for amine-based liquid antistrip must be a minimum of 325 when tested under ASTM D2074. Dosage for amine-based liquid antistrip must be from 0.25 to 1.00 percent by weight of asphalt.
Nonvolantile content of organosaline-based liquid antistrip must be 40 percent minimum when tested under ASTM D5095. Dosage for organosaline-based liquid antistrip must be from 0.05 to 0.15 percent by weight of asphalt.
Use only 1 liquid antistrip type or brand at a time. Do not mix liquid antistrip types or brands.
Store and mix liquid antistrip under the manufacturer's instructions. 39-2.01B(6)–39-2.01B(7) Reserved
39-2.01B(8) Hot Mix Asphalt Production
39-2.01B(8)(a) General
Do not start HMA production before verification and authorization of JMF.
The HMA plant must have a current qualification under the Department's Material Plant Quality Program.
Weighing and metering devices used for the production of HMA modified with additives must comply with the Department's MPQP. If a loss-in-weight meter is used for dry HMA additive, the meter must have an automatic and integral material delivery control system for the refill cycle.
Calibrate the loss-in-weight meter by:
1. Including at least 1 complete system refill cycle during each calibration test run
2. Operating the device in a normal run mode for 10 minutes immediately before starting the calibration process
3. Isolating the scale system within the loss-in-weight feeder from surrounding vibration
4. Checking the scale system within the loss-in-weight feeder for accuracy before and after the calibration process and daily during mix production
5. Using a minimum 15 minute or minimum 250 lb test run size for a dry ingredient delivery rate of less than 1 ton per hour
6. Complying with the limits of Table B, "Conveyor Scale Testing Extremes," in the Department's MPQP Proportion aggregate by hot or cold-feed control.
Asphalt binder temperature must be from 275 to 375 degrees F when mixed with aggregate.
Mix HMA ingredients into a homogeneous mixture of coated aggregates.
HMA must be produced at the temperatures shown in the following table:
HMA Production Temperatures
HMA compaction Temperature (°F)
HMA:
Density based
Method
≤ 325
305–325
HMA with WMA technology:
Density based
Method
240–325
260–325
If you stop production for longer than 30 days, a production start-up evaluation is required.
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39-2.01B(8)(b) Liquid Antistrip
If 3 consecutive sets of recorded production data show that the actual delivered liquid antistrip weight is more than ±1 percent of the authorized mix design liquid antistrip weight, stop production and take corrective action.
If a set of recorded production data shows that the actual delivered liquid antistrip weight is more than ±2 percent of the authorized mix design liquid antistrip weight, stop production. If the liquid antistrip weight exceeds 1.2 percent of the asphalt binder weight, do not use the HMA represented by that data.
The continuous mixing plant controller proportioning the HMA must produce a production data log. The log must consist of a series of data sets captured at 10-minute intervals throughout daily production. The data must be a production activity register and not a summation. The material represented by the data is the quantity produced 5 minutes before and 5 minutes after the capture time. For the duration of the Contract, the collected data must be stored by the plant controller or a computer's memory at the plant.
The Engineer orders proportioning activities stopped for any of the following reasons:
1. You fail to submit data
2. You submit incomplete, untimely, or incorrectly formatted data
3. You fail to take corrective actions
4. You take late or unsuccessful corrective actions
5. You fail to stop production when proportioning tolerances are exceeded
6. You use malfunctioning or failed proportioning devices If you stop production, notify the Engineer of any corrective actions taken before resuming. 39-2.01B(8)(c) Warm Mix Asphalt Technology
Proportion all ingredients by weight. The HMA plant process controller must be the sole source of ingredient proportioning control and be fully interfaced with all scales and meters used in the production process. The addition of the HMA additive must be controlled by the plant process controller.
Liquid ingredient additive, including a normally dry ingredient made liquid, must be proportioned with a mass flow meter at continuous mixing plants. Use a mass flow meter or a container scale to proportion liquid additives at batch mixing plants.
Continuous mixing plants using HMA additives must comply with the following:
1. Dry ingredient additives for continuous production must be proportioned with a conveyor scale or a loss-in-weight meter.
2. HMA plant process controller and ingredient measuring systems must be capable of varying all ingredient-feed rates proportionate with the dry aggregate delivery at all production rates and rate changes.
3. Liquid HMA additive must enter the production stream with the binder. Dry HMA additive must enter the production stream at or before the mixing area.
4. If dry HMA additives are used at continuous mixing HMA plants, bag-house dust systems must return all captured material to the mix. This requirement is waived for lime-treated aggregates.
5. HMA additive must be proportioned to within ±0.3 percent of the target additive rate.
Batch mixing plants using HMA additives must comply with the following:
1. Metered HMA additive must be placed in an intermediate holding vessel before being added to the stream of asphalt binder as it enters the pugmill.
2. If a container scale is used, weigh additive before combining with asphalt binder. Keep the container scale separate from other ingredient proportioning. The container scale capacity must be no more than twice the volume of the maximum additive batch size. The container scale's graduations must be smaller than the proportioning tolerance or 0.001 times the container scale capacity.
3. Dry HMA additive proportioning devices must be separate from metering devices for the aggregates and asphalt binder. Proportion dry HMA additive directly into the pugmill, or place in an intermediate holding vessel to be added to the pugmill at the appropriate time in the batch cycle. Dry ingredients for batch production must be proportioned with a hopper scale.
4. Zero tolerance for the HMA additive batch scale is ±0.5 percent of the target additive weight. The indicated HMA additive batch scale weight may vary from the preselected weight setting by up to ±1.0 percent of the target additive weight.
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39-2.01B(9) Geosynthetic Pavement Interlayer
Geosynthetic pavement interlayer must comply with the specifications for pavement fabric, paving mat, paving grid, paving geocomposite grid, or geocomposite strip membrane as shown.
The asphalt binder for geosynthetic pavement interlayer must be PG 64-10, PG 64-16, or PG 70-10. 39-2.01B(10) Tack Coat
Tack coat must comply with the specifications for asphaltic emulsion or asphalt binder. Choose the type and grade of emulsion or binder.
39-2.01B(11) Miscellaneous Areas and Dikes
For miscellaneous areas and dikes:
1. Choose the aggregate gradation from:
1.1. 3/8-inch Type A HMA aggregate gradation
1.2. 1/2-inch Type A HMA aggregate gradation
1.3. Dike mix aggregate gradation
2. Choose asphalt binder Grade PG 64-10, PG 64-16, or PG 70-10
3. Minimum asphalt binder content must be:
3.1. 6.40 percent for 3/8-inch Type A HMA aggregate gradation
3.2. 5.70 percent for 1/2-inch Type A HMA aggregate gradation
3.3. 6.00 percent for dike mix aggregate gradation
If you request and the Engineer authorizes, you may reduce the minimum asphalt binder content.
Aggregate gradation for dike mix must be within the TV limits for the specified sieve size shown in the following table:
Dike Mix Aggregate Gradation (Percentage Passing)
Sieve size Target value limit Allowable tolerance
1/2" 100 --
3/8" -- 95–100
No. 4 73–77 TV ± 10
No. 8 58–63 TV ± 10
No. 30 29–34 TV ± 10
No. 200 -- 0–14
For HMA used in miscellaneous areas and dikes, sections 39-2.01A(3), 39-2.01A(4), 39-2.01B(2), 39-
2.01B(4)(c), and 39-2.01B(5) through 39-2.01B(10) do not apply. 39-2.01C Construction
39-2.01C(1) General
Do not place HMA on wet pavement or frozen surface.
You may deposit HMA in a windrow and load it in the paver if:
1. Paver is equipped with a hopper that automatically feeds the screed
2. Loading equipment can pick up the windrowed material and deposit it in the paver hopper without damaging base material
3. Activities for depositing, pickup, loading, and paving are continuous
4. For method compaction:
4.1. The temperature of the HMA and the HMA produced with WMA water injection technology in the windrow does not fall below 260 degrees F
4.2. The temperature of the HMA produced using WMA additive technology in the windrow does not fall below 250 degrees F
HMA placed in a windrow on the roadway surface must not extend more than 250 feet in front of the loading equipment or material transfer vehicle.
You may place HMA in 1 or more layers on areas less than 5 feet wide and outside the traveled way, including shoulders. You may use mechanical equipment other than a paver for these areas. The equipment must produce uniform smoothness and texture.
HMA handled, spread, or windrowed must not stain the finished surface of any improvement, including pavement.
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Do not use petroleum products such as kerosene or diesel fuel to release HMA from trucks, spreaders, or compactors.
HMA must be free of:
1. Segregation
2. Coarse or fine aggregate pockets
3. Hardened lumps
4. Marks
5. Tearing
6. Irregular texture
Complete finish rolling activities before the pavement surface temperature is:
1. Below 150 degrees F for HMA with unmodified binder
2. Below 140 degrees F for HMA with modified binder
39-2.01C(2) Spreading and Compacting Equipment
39-2.01C(2)(a) General
Paving equipment for spreading must be:
1. Self-propelled
2. Mechanical
3. Equipped with a screed or strike-off assembly that can distribute HMA the full width of a traffic lane
4. Equipped with a full-width compacting device
5. Equipped with automatic screed controls and sensing devices that control the thickness, longitudinal grade, and transverse screed slope
Install and maintain grade and slope references.
The screed must be heated and produce a uniform HMA surface texture without tearing, shoving, or gouging.
The paver must not leave marks such as ridges and indentations unless you can eliminate them by rolling.
Rollers must be equipped with a system that prevents HMA from sticking to the wheels. You may use a parting agent that does not damage the HMA or impede the bonding of layers.
In areas inaccessible to spreading and compacting equipment:
1. Spread the HMA by any means to obtain the specified lines, grades, and cross sections
2. Use a pneumatic tamper, plate compactor, or equivalent to achieve thorough compaction 39-2.01C(2)(b) Material Transfer Vehicle
If a material transfer vehicle is specified, the material transfer vehicle must have sufficient capacity to prevent stopping the paver and must be capable of:
1. Either receiving HMA directly from trucks or using a windrow pickup head to load it from a windrow deposited on the roadway surface
2. Remixing the HMA with augers before transferring into the paver's receiving hopper or feed system
3. Transferring HMA directly into the paver's receiving hopper or feed system 39-2.01C(2)(c) Method Compaction Equipment
For method compaction, each paver spreading HMA must be followed by at least one of each of the following 3 types of rollers:
1. Breakdown roller must be a vibratory roller specifically designed to compact HMA. The roller must be capable of at least 2,500 vibrations per minute and must be equipped with amplitude and frequency controls. The roller's gross static weight must be at least 7.5 tons.
2. Intermediate roller must be an oscillating-type pneumatic-tired roller at least 4 feet wide. Pneumatic tires must be of equal size, diameter, type, and ply. The tires must be inflated to 60 psi minimum and maintained so that the air pressure does not vary more than 5 psi.
3. Finishing roller must be a steel-tired, 2-axle tandem roller. The roller's gross static weight must be at least 7.5 tons.
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Each roller must have a separate operator. Rollers must be self-propelled and reversible. 39-2.01C(2)(d)–39-2.01C(2)(f) Reserved
39-2.01C(3) Surface Preparation
39-2.01C(3)(a) General
Before placing HMA, remove loose paving particles, dirt, and other extraneous material by any means including flushing and sweeping.
39-2.01C(3)(b) Subgrade
Prepare subgrade to receive HMA under the sections for the material involved. Subgrade must be free of loose and extraneous material.
39-2.01C(3)(c)–39-2.01C(3)(d) Reserved
39-2.01C(3)(e) Prepaving Corrections
39-2.01C(3)(e)(i) General
Section 39-2.01C(3)(e) applies to existing asphalt concrete surfaces if a bid item for segment correction is shown in the Bid Item List.
When micro milling is used, the cold planing equipment and operation must comply with section 39-
3.04C. The micro milling drum must have cutting teeth that are:
1. Tungsten-carbide or diamond tipped
2. Spaced no greater than 1/4-inch apart on center
3. Configured such that the deviation in elevation between any 2 teeth does not exceed 1/16 inch Dispose of grinding or micro milling residue.
Pave within 7 days of prepaving corrections.
The final pavement surface must comply with section 39-2.01A(4)(i)(iii). 39-2.01C(3)(e)(ii) Segment Correction
Section 39-2.01C(3)(e)(ii) applies to existing asphalt concrete segments if a bid item for segment correction number of 0.1-mi sections is shown on the Bid Items List.
Develop a correction plan and submit within 5 days before making segment corrections. Include the maximum removal depth according to the ProVAL smoothness assurance analysis grinding report or other 3D modeling software report. Do not remove more than 15 percent of the existing pavement thickness.
Correction includes one or a combination of the following:
1. Diamond grinding in the wheel paths, the entire surface, or cold planer or paver smoothness referencing locations
2. Micro milling in the wheel paths, the entire surface, or cold planer or paver smoothness referencing locations
3. 3D modeling of the existing roadway and subsequent automatic machine guidance of either cold planer, paver, or both
4. Alternative method of correction authorized by the Engineer that complies with final HMA pavement smoothness requirements
Upon authorization of your correction plan, correct the existing roadway.
Segment correction is considered an opportunity for improvement.
Notify the Engineer of those areas where existing pavement depth limits a 0.1-mi segment correction. The Engineer may order you to:
1. Not perform correction of the 0.1-mi segment. The EXIST profile MRI will be the MRI0. Final pavement surface must comply with section 39-2.01A(4)(i)(iii)(C).
2. Correct to a limited depth and measure smoothness of the corrected areas with an inertial profiler.
The profile after making correction will be the BASELINE profile. Final pavement surface must comply with section 39-2.01A(4)(i)(iii)(C). Do not consider this correction as an opportunity for the percent improvement MRIT determination.
3. Correct by a different method and measure smoothness of the corrected 0.1-mi segment with an inertial profiler. Corrective work performed by a different method is change order work. The profile after making correction will be the BASELINE profile. Final pavement surface must comply with section 39-2.01A(4)(i)(iii)(C).
FBD Vanguard Construction, Inc.
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39-2.01C(3)(f) Tack Coat
Apply a tack coat:
1. To existing pavement including planed surfaces
2. Between HMA layers
3. To vertical surfaces of:
3.1. Curbs
3.2. Gutters
3.3. Construction joints
Equipment for the application of tack coat must comply with section 37-1.03B.
Before placing HMA, apply a tack coat in 1 application at the minimum residual rate shown in the following table for the condition of the underlying surface:
Tack Coat Application Rates for HMA
HMA over:
Minimum residual rates (gal/sq yd)
CSS-1/CSS-1h,
SS-1/SS-1h, and
QS-1h/CQS-1h
asphaltic emulsion
CRS-1/CRS-2 and
QS-1/CQS-1
asphaltic emulsion
Asphalt binder and
PMCRS-2/PMCRS-2h
asphaltic emulsion
New HMA (between layers) 0.02 0.03 0.02
Concrete pavement and existing
asphalt concrete surfacing 0.03 0.04 0.03
Planed pavement 0.05 0.06 0.04
If a stress absorbing membrane interlayer as specified in section 37-2.05 is applied, the tack coat application rates for new HMA apply.
Notify the Engineer if you dilute asphaltic emulsion with water. The weight ratio of added water to asphaltic emulsion must not exceed 1 to 1.
Measure added water either by weight or volume under section 9-1.02 or use water meters from water districts, cities, or counties. If you measure water by volume, apply a conversion factor to determine the correct weight.
With each dilution, submit:
1. Weight ratio of water to bituminous material in the original asphaltic emulsion
2. Weight of asphaltic emulsion before diluting
3. Weight of added water
4. Final dilution weight ratio of water to asphaltic emulsion Apply a tack coat to vertical surfaces with a residual rate that will thoroughly coat the vertical face without running off.
If authorized, you may change the tack coat application rates.
Immediately in advance of placing HMA, apply additional tack coat to damaged areas or where loose or extraneous material is removed.
Close areas receiving tack coat to traffic. Do not allow the tracking of tack coat onto pavement surfaces beyond the job site.
If you use an asphalt binder for tack coat, the asphalt binder temperature must be from 285 to 350 degrees F when applied.
39-2.01C(3)(g) Geosynthetic Pavement Interlayer
Where shown, place geosynthetic pavement interlayer over a coat of asphalt binder and in compliance with the manufacturer's instructions. Do not place the interlayer on a wet or frozen surface. If the interlayer, in compliance with the manufacturer's instructions, does not require asphalt binder, do not apply asphalt binder before placing the interlayer.
Before placing the interlayer or asphalt binder:
1. Repair cracks 1/4 inch and wider, spalls, and holes in the pavement. This repair is change order work.
2. Clean the pavement of loose and extraneous material.
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If the interlayer requires asphalt binder, immediately before placing the interlayer, apply asphalt binder at a rate specified by the interlayer manufacturer; at 0.25 ± 0.03 gal per square yard of interlayer; or at a rate that just saturates the interlayer; whichever is greater. Apply asphalt binder the width of the interlayer plus 3 inches on each side. At an interlayer overlap, apply asphalt binder on the lower interlayer the same overlap distance as the upper interlayer.
If asphalt binder tracked onto the interlayer or brought to the surface by construction equipment causes interlayer displacement, cover it with a small quantity of HMA.
If the interlayer placement does not require asphalt binder, apply tack coat prior to placing HMA at the application rates specified under section 39-2.01C(3)(f) based on the condition of the underlying surface on which the interlayer was placed.
Align and place the interlayer with no overlapping wrinkles, except a wrinkle that overlaps may remain if it is less than 1/2 inch thick. If the overlapping wrinkle is more than 1/2 inch thick, cut the wrinkle out and overlap the interlayer no more than 2 inches.
Overlap the interlayer borders between 2 to 4 inches. In the direction of paving, overlap the following roll with the preceding roll at any break.
You may use rolling equipment to correct distortions or wrinkles in the interlayer.
Before placing HMA on the interlayer, do not expose the interlayer to:
1. Traffic, except for crossings under traffic control and only after you place a small HMA quantity
2. Sharp turns from construction equipment
3. Damaging elements
Pave HMA on the interlayer during the same work shift. The minimum HMA thickness over the interlayer must be 0.12 foot including at conform tapers.
39-2.01C(4) Longitudinal Joints
39-2.01C(4)(a) General
Longitudinal joints in the top layer must match lane lines or be offset 0.5 foot, if ordered, to avoid permanent pavement delineation conflicts. Alternate the longitudinal joint offsets in the lower layers at least 0.5 foot from each side of the lane line. Other longitudinal joint placement patterns are allowed if authorized.
A vertical longitudinal joint of more than 0.15 foot is not allowed at any time between adjacent lanes open to traffic.
For an HMA thickness of 0.15 foot or less, the distance between the ends of the adjacent surfaced lanes at the end of each day's work must not be greater than can be completed in the following day of normal paving.
For an HMA thickness greater than 0.15 foot, you must place HMA on adjacent traveled way lanes or shoulder such that at the end of each work shift the distance between the ends of HMA layers on adjacent lanes is from 5 to 10 feet. Place additional HMA along the transverse edge at each lane's end and along the exposed longitudinal edges between adjacent lanes. Hand rake and compact the additional HMA to form temporary conforms. You may place kraft paper or other authorized release agent under the conform tapers to facilitate the taper removal when paving activities resume.
If placing HMA against the edge of existing pavement, saw cut or grind the pavement straight and vertical along the joint and remove extraneous material.
39-2.01C(4)(b) Tapered Notched Wedge
For divided highways with an HMA lift thickness greater than 0.15 foot, you may construct a 1-foot wide tapered notched wedge joint as a longitudinal joint between adjacent lanes open to traffic. A vertical notch of 0.75 inch maximum must be placed at the top and bottom of the tapered wedge.
The tapered notched wedge must keep its shape while exposed to traffic. Pave the adjacent lane within 1 day.
Construct the tapered portion of the tapered notched wedge with an authorized strike-off device. The strike-off device must provide a uniform slope and must not restrict the main screed of the paver.
You may use a device attached to the screed to construct longitudinal joints that will form a tapered notched wedge in a single pass. The tapered notched wedge must be compacted to a minimum of 91 percent compaction.
FBD Vanguard Construction, Inc.
CPE26-073 SRR Driveway Installation
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39-2.01C(5) Pavement Edge Treatments
Construct edge treatment on the HMA pavement as shown.
Where a tapered edge is required, use the same type of HMA used for the adjacent lane or shoulder.
The edge of roadway where the tapered edge is to be placed must have a solid base, free of debris such as loose material, grass, weeds, or mud. Grade the areas to receive the tapered edge as required.
The tapered edge must be placed monolithic with the adjacent lane or shoulder and must be shaped and compacted with a device attached to the paver.
The device must be capable of shaping and compacting HMA to the required cross section as shown.
Compaction must be accomplished by constraining the HMA to reduce the cross-sectional area by 10 to 15 percent. The device must produce a uniform surface texture without tearing, shoving, or gouging and must not leave marks such as ridges and indentations. The device must be capable of transitioning to cross roads, driveways, and obstructions.
For the tapered edge, the angle of the slope must not deviate by more than ±5 degrees from the angle shown. Measure the angle from the plane of the adjacent finished pavement surface.
If paving is done in multiple lifts, the tapered edge must be placed with each lift.
Short sections of hand work are allowed to construct tapered edge transitions. 39-2.01C(6) Widening Existing Pavement
If widening existing pavement, construct new pavement structure to match the elevation of the existing pavement's edge before placing HMA over the existing pavement. 39-2.01C(7) Shoulders, Medians, and Other Road Connections Until the adjoining through lane's top layer has been paved, do not pave the top layer of:
1. Shoulders
2. Tapers
3. Transitions
4. Road connections
5. Driveways
6. Curve widenings
7. Chain control lanes
8. Turnouts
9. Turn pockets
If the number of lanes changes, pave each through lane's top layer before paving a tapering lane's top layer. Simultaneous to paving a through lane's top layer, you may pave an adjoining area's top layer, including shoulders. Do not operate spreading equipment on any area's top layer until completing final compaction.
If shoulders or median borders are shown, pave shoulders and median borders adjacent to the lane before opening a lane to traffic.
If shoulder conform tapers are shown, place conform tapers concurrently with the adjacent lane's paving.
If a driveway or a road connection is shown, place additional HMA along the pavement's edge to conform to road connections and driveways. Hand rake, if necessary, and compact the additional HMA to form a smooth conform taper.
39-2.01C(8) Leveling
Section 39-2.01C(8) applies if a bid item for hot mix asphalt (leveling) is shown on the Bid Item List.
Fill and level irregularities and ruts with HMA before spreading HMA over the base, existing surfaces, or bridge decks. You may use mechanical equipment other than a paver for these areas. The equipment must produce uniform smoothness and texture. HMA used to change an existing surface's cross slope or profile is not paid for as hot mix asphalt (leveling).
39-2.01C(9) Miscellaneous Areas and Dikes
Prepare the area to receive HMA for miscellaneous areas and dikes, including excavation and backfill as needed.
Spread the HMA in miscellaneous areas in 1 layer and compact to the specified lines and grades.
In median areas adjacent to slotted median drains, each layer of HMA must not exceed 0.20 foot maximum compacted thickness.
The finished surface must be:
1. Textured uniformly
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2. Compacted firmly
3. Without depressions, humps, and irregularities
39-2.01C(10)–39-2.01C(14) Reserved
39-2.01C(15) Compaction
39-2.01C(15)(a) General
Rolling must leave the completed surface compacted and smooth without tearing, cracking, or shoving.
If a vibratory roller is used as a finish roller, turn the vibrator off.
Do not open new HMA pavement to traffic until its mid depth temperature is below 160 degrees F.
If the surface to be paved is both in sunlight and shade, pavement surface temperatures are taken in the shade.
39-2.01C(15)(b) Method Compaction
Use method compaction for any of the following conditions:
1. HMA pavement thickness shown is less than 0.15 foot
2. Replace asphalt concrete surfacing
3. Leveling courses
4. Areas the Engineer determines conventional compaction and compaction measurement methods are impeded
HMA compaction coverage is the number of passes needed to cover the paving width. A pass is 1 roller's movement parallel to the paving in either direction. Overlapping passes are part of the coverage being made and are not a subsequent coverage. Do not start a coverage until completing the prior coverage.
Method compaction must consist of performing:
1. Breakdown compaction of each layer with 3 coverages using a vibratory roller. The speed of the vibratory roller in miles per hour must not exceed the vibrations per minute divided by 1,000. If the HMA layer thickness is less than 0.08 foot, turn the vibrator off.
2. Intermediate compaction of each layer of HMA with 3 coverages using a pneumatic-tired roller at a speed not to exceed 5 mph.
3. Finish compaction of HMA with 1 coverage using a steel-tired roller.
Start rolling at the lower edge and progress toward the highest part.
The Engineer may order fewer coverages if the layer thickness of HMA is less than 0.15 foot.
The compacted lift thickness must not exceed 0.25 foot. 39-2.01C(15)(c)–39-2.01C(15)(e) Reserved
39-2.01C(16) Smoothness Corrections
If the pavement surface does not comply with section 39-2.01A(4)(i)(iii), grind the pavement to within specified tolerances, remove and replace the pavement, or place an overlay of HMA. Do not start corrective work until your method is authorized.
Do not use equipment with carbide cutting teeth to grind the pavement unless authorized.
Smoothness corrections must leave at least 75 percent of the specified HMA thickness. If ordered, core the pavement at the locations selected by the Engineer. Coring, including traffic control, is change order work. Remove and replace deficient pavement areas where the overlay thickness is less than 75 percent of the thickness specified.
Corrected HMA pavement areas must be uniform rectangles, half the lane width, with edges:
1. Parallel to and along the nearest HMA pavement edge or lane line
2. Perpendicular to the pavement centerline
On ground areas not to be overlaid with OGFC, apply a fog seal under section 37-4.02.
Where corrections are made within areas requiring testing with inertial profiler, reprofile the entire lane length with the inertial profiler.
Where corrections are made within areas requiring testing with a 12-foot straightedge, retest the corrected area with the straightedge.
39-2.01C(17) Data Cores
Section 39-2.01C(17) applies if a bid item for data core is shown on the Bid Item List.
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Take data cores of the completed HMA pavement, underlying base, and subbase material. Notify the Engineer 3 business days before coring.
Protect data cores and surrounding pavement from damage.
Take 4-inch or 6-inch diameter data cores:
1. At the beginning, end, and every 1/2 mile within the paving limits of each route on the project
2. After all paving is complete
3. From the center of the specified lane
On a 2-lane roadway, take data cores from either lane. On a 4-lane roadway, take data cores from the outermost lane in each direction. On a roadway with more than 4 lanes, take data cores from the innermost lane and the outermost lane in each direction.
Each core must include the stabilized materials encountered. You may choose not to recover unstabilized material but you must identify the material. Unstabilized material includes any of the following:
1. Granular material
2. Crumbled or cracked stabilized material
3. Sandy or clayey soil
Where data core samples are taken, backfill and compact the holes with an authorized material.
After data core summary and photograph submittal, dispose of cores. 39-2.01D Payment
The payment quantity for geosynthetic pavement interlayer is the area measured from the actual pavement covered.
Except for tack coat used in minor HMA, payment for tack coat is not included in the payment for hot mix asphalt.
The payment quantity for tack coat is weight of asphalt binder, or residual asphalt if asphalt emulsion is used.
The Department does not adjust the unit price for an increase or decrease in the tack coat quantity.
The payment quantity for HMA of the type shown on the Bid Item List is measured based on the combined mixture weight. If recorded batch weights are printed automatically, the bid item for HMA is measured by using the printed batch weights, provided:
1. Total aggregate and supplemental fine aggregate weight per batch is printed. If supplemental fine aggregate is weighed cumulatively with the aggregate, the total aggregate batch weight must include the supplemental fine aggregate weight.
2. Total virgin asphalt binder weight per batch is printed.
3. Each truckload's zero tolerance weight is printed before weighing the first batch and after weighing the last batch.
4. Time, date, mix number, load number and truck identification is correlated with a load slip.
5. Copy of the recorded batch weights is certified by a licensed weigh master and submitted.
The payment quantity for place hot mix asphalt dike of the type shown on the Bid Item List is the length measured from end to end. Payment for the HMA used to construct the dike is not included in the payment for place hot mix asphalt dike.
The payment quantity for place hot mix asphalt (miscellaneous areas) is the area measured for the inplace compacted area. Payment for the HMA used for miscellaneous areas is not included in the payment for place hot mix asphalt (miscellaneous areas).
39-2.02 TYPE A HOT MIX ASPHALT
39-2.02A General
39-2.02A(1) Summary
Section 39-2.02 includes specifications for producing and placing Type A hot mix asphalt.
You may produce Type A HMA using an authorized WMA technology. 39-2.02A(2) Definitions
Reserved
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39-2.02A(3) Submittals
39-2.02A(3)(a) General
Reserved
39-2.02A(3)(b) Job Mix Formula
The JMF must be based on the superpave HMA mix design as described in MS-2 Asphalt Mix Design Methods by the Asphalt Institute.
39-2.02A(3)(c) Reclaimed Asphalt Pavement
Submit QC test results for RAP gradation with the combined aggregate gradation within 2 business days of taking RAP samples during Type A HMA production.
39-2.02A(3)(d)–39-2.02A(3)(f) Reserved
39-2.02A(4) Quality Assurance
39-2.02A(4)(a) General
Reserved
39-2.02A(4)(b) Quality Control
39-2.02A(4)(b)(i) General
Reserved
39-2.02A(4)(b)(ii) Aggregates
Test the quality characteristics of aggregates under the test methods and frequencies shown in the follow in table:
Aggregate Testing Frequencies
Quality characteristic Test method Minimum testing frequency Gradation AASHTO T 30
Sand equivalent 1 per 750 tons and any remaining part a,b AASHTO T 176 Moisture contentc AASHTO T 255
Crushed particles AASHTO T 335
1 per 10,000 tons or 2 per project
whichever is greater
Los Angeles Rattler AASHTO T 96
Flat and elongated particles ASTM D4791
Fine aggregate angularity AASHTO T 304 Method A aReported value must be the average of 3 tests from a single sample. bUse of a sand reading indicator is required as shown in AASHTO T 176, Figure 1. Sections 4.7, "Manual Shaker," 7.1.2, "Alternate Method No. 2," and 8.4.3, "Hand Method," do not apply. Prepare the stock solution as specified in section 4.8.1, "Stock solution with formaldehyde," except omit the addition of formaldehyde.
cTest at continuous mixing plants only. If RAP is used, test the RAP moisture content at continuous mixing plant and batch mixing plant.
For lime treated aggregate, test aggregate before treatment and test for gradation and moisture content during HMA production.
39-2.02A(4)(b)(iii) Reclaimed Asphalt Pavement
Sample and test mix design RAP stockpile under California Test 384. Report the average AASHTO T 308 (Modified) uncorrected binder content on page 4 of your Contractor Hot Mix Asphalt Design Data form.
When the mix design RAP stockpile is augmented, sample RAP used to augment the stockpile at a minimum frequency of 1 sample per 1,000 tons under California Test 384 before augmenting the stockpile. Test each sample to determine the uncorrected binder content under AASHTO T 308 (Modified). Average the results of the 3 tests. When tested under AASHTO T 308 (Modified), the uncorrected binder content of each augmented RAP sample must be within ±2.00 percent of the average uncorrected asphalt binder content reported on page 4 of your Contractor Hot Mix Asphalt Design Data form. You must use the same ignition oven used to determine the uncorrected asphalt binder content reported on page 4 of your Contractor Hot Mix Asphalt Design Data form.
The augmented RAP sample when tested under AASHTO T 209 must be within ±0.06 of the average maximum specific gravity reported on page 4 of your Contractor Hot Mix Asphalt Design Data form.
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During Type A HMA production, sample RAP twice daily and perform QC testing for moisture content at least once a day.
39-2.02A(4)(b)(iv)–39-2.02A(4)(b)(viii) Reserved
39-2.02A(4)(b)(ix) Type A Hot Mix Asphalt Production
Test the quality characteristics of Type A HMA under the test methods and frequencies shown in the following table:
Type A HMA Production Testing Frequencies
Quality characteristic Test method Minimum testing frequency Asphalt binder content AASHTO T 308 (Modified),
Method A 1 per 750 tons and any remaining part
HMA moisture content AASHTO T 329 1 per 2,500 tons but not less than 1 per paving day
Air voids content AASHTO T 269 1 per 4,000 tons or 2 every 5 paving days, whichever is greater
Voids in mineral
aggregate
MS-2 Asphalt Mixture
Volumetrics 1 per 10,000 tons or 2 per project
Dust proportion MS-2 Asphalt Mixture whichever is greater Volumetrics
Density of core California Test 375 2 per paving day
Nuclear gauge density California Test 375 3 per 250 tons or 3 per paving day, whichever is greater
Hamburg wheel track California Test 389 1 per 10,000 tons or 1 per project, Moisture susceptibility AASHTO T 283 whichever is greater 39-2.02A(4)(c)–39-2.02A(4)(d) Reserved
39-2.02A(4)(e) Department Acceptance
The Department accepts Type A HMA based on compliance with:
1. Aggregate quality requirements shown in the following table:
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Aggregate Quality
Quality characteristic Test method Requirement
Aggregate gradation AASHTO T 30 JMF ± Tolerance
Percent of crushed particles
Coarse aggregate (min, %):
One-fractured face
Two-fractured faces
Fine aggregate (min, %):
(Passing no. 4 sieve
and retained on no. 8 sieve)
One-fractured face
AASHTO T 335
95 90
70 Los Angeles Rattler (max, %):
Loss at 100 rev
Loss at 500 rev
AASHTO T 96 12
40 Sand equivalent (min)a,b AASHTO T 176 47
Flat and elongated particles (max, % by
weight at 5:1) ASTM D4791 10
Fine aggregate angularity (min, %)c AASHTO T 304, Method A 45 aReported value must be the average of 3 tests from a single sample. bUse of a sand reading indicator is required as shown in AASHTO T 176, Figure 1. Sections 4.7, "Manual Shaker," 7.1.2, "Alternate Method No. 2," and 8.4.3, "Hand Method," do not apply. Prepare the stock solution as specified in section 4.8.1, "Stock solution with formaldehyde," except omit the addition of formaldehyde.
cThe Engineer waives this specification if HMA contains 10 percent or less of nonmanufactured sand by weight of total aggregate. Manufactured sand is fine aggregate produced by crushing rock or gravel.
2. If RAP is used, RAP quality requirements shown in the following table:
Reclaimed Asphalt Pavement Quality
Quality characteristic Test method Requirement
Uncorrected binder content (% within the average value
reporteda)
AASHTO T 308
(Modified) ±2.00
Specific gravity (within the average value reportedb) AASHTO T 209 ±0.06 aAverage uncorrected binder content of three ignition oven tests performed at JMF verification. The Engineer must use the same ignition oven used to determine the average uncorrected binder content at JMF verification.
bAverage maximum specific gravity reported on page 4 of Contractor Hot Mix Asphalt Design Data form.
3. In place Type A HMA quality requirements shown in the following table:
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Type A HMA Acceptance In Place
Quality characteristic Test method Requirement
Asphalt binder content (%) AASHTO T 308
(Modified)
Method A
JMF -0.30, +0.50
HMA moisture content (max, %) AASHTO T 329 1.00
Air voids content at Ndesign (%)a,b
AASHTO T 269 4.0 ± 1.5
(5.0 ± 1.5 for 1-inch aggregate)
Voids in mineral aggregate on laboratoryproduced HMA (min, %)d Gradation:
No. 4
3/8“
1/2”
3/4”
1”:
with NMAS = 1”
with NMAS = 3/4”
MS-2
Asphalt Mixture
Volumetrics
16.5–19.5
15.5–18.5
14.5–17.5
13.5–16.5
13.5–16.5
14.5–17.5
Voids in mineral aggregate on plant-produced
HMA (min, %)a
Gradation:
No. 4
3/8”
1/2”
3/4”
1”:
with NMAS = 1”
with NMAS = 3/4”
MS-2 Asphalt
Mixture
Volumetricsc
15.5–18.5
14.5–17.5
13.5–16.5
12.5–15.5
12.5–15.5
13.5–16.5
Dust proportion MS-2 Asphalt
Mixture
Volumetrics
0.6–1.3g
Density of core (% of max theoretical density)e,f California Test 375 91.0–97.0
Hamburg wheel track (min number of passes at
0.5-inch rut depth)
Binder grade:
PG 58
PG 64
PG 70
PG 76 or higher
California Test
389 10,000
15,000
20,000
25,000
Hamburg wheel track (number of passes at
inflection point)
California Test
389 Report only
For RAP substitution equal to or less than 15%
moisture susceptibility (min, psi, dry strength) AASHTO T 283 100 For RAP substitution greater than 15%
moisture susceptibility (psi, dry strength) AASHTO T 283 100-300h Moisture susceptibility (min, psi, wet strength) AASHTO T 283i 70 FBD Vanguard Construction, Inc.
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aPrepare 3 briquettes. Report the average of 3 tests.
bThe Engineer determines the bulk specific gravity of each lab-compacted briquette under AASHTO T 275, Method A, and theoretical maximum specific gravity under AASHTO T 209, Method A. cDetermine bulk specific gravity under AASHTO T 275, Method A. dThe Engineer determines the laboratory-prepared Type A HMA value for only mix design verification. eThe Engineer determines percent of theoretical maximum density under California Test 375 except the Engineer uses:
1. AASHTO T 275 to determine in-place density of each density core.
2. AASHTO T 209, Method A to determine theoretical maximum density instead of calculating test maximum density.
f
The Engineer determines theoretical maximum density under AASHTO T 209, Method A, at the frequency specified in California Test 375, part 5, section D. gFor lime-treated aggregates, the dust proportion requirement is 0.6–1.5. hNot required in the following areas:
1. Southern San Luis Obispo or Santa Barbara County in District 5.
2. Kern County in District 6.
3. Kings County in District 6: route 5, post mile 0 to 17; route 33, post mile 0 to 19; route 41, post mile 0 to 16.
4. Tulare County in District 6: route 65, post mile 0 to 10; route 99, post mile 0 to 10; route 43, post mile 0 to 15.
i
Freeze thaw required.
39-2.02B Materials
39-2.02B(1) General
Reserved
39-2.02B(2) Type A Hot Mix Asphalt Mix Design
The mix design for Type A HMA must comply with the requirements shown in the following table:
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Type A HMA Mix Design Requirements
Quality characteristic Test method Requirement
Air voids content (%)
AASHTO T 269a
Ninitial > 8.0
Ndesign = 4.0
(Ndesign = 5.0 for 1-inch
aggregate)
Nmax > 2.0
Gyration compaction (no. of gyrations)
AASHTO T 312
Ninitial = 8
Ndesign = 85.0
Nmax = 130
Voids in mineral aggregate (min, %)b
Gradation:
No. 4
3/8”
1/2”
3/4”
1”:
with NMAS = 1”
with NMAS = 3/4”
MS-2
Asphalt Mixture
Volumetrics
16.5–19.5
15.5–18.5
14.5–17.5
13.5–16.5
13.5–16.5
14.5–17.5
Dust proportion MS-2
Asphalt Mixture
Volumetrics
0.6–1.3
Hamburg wheel track (min number of passes
at 0.5-inch rut depth)
Binder grade:
PG 58
PG 64
PG 70
PG 76 or higher
California Test
389c 10,000
15,000
20,000
25,000
Hamburg wheel track (number of passes at
inflection point)
California Test
389c Report only
For RAP substitution equal to or less than
15%
moisture susceptibility (min, psi, dry strength)
AASHTO T 283 100
For RAP substitution greater than 15%
moisture susceptibility (psi, dry strength) AASHTO T 283 100–300e Moisture susceptibility, wet strength (min,
psi) AASHTO T 283c,d 70
aCalculate the air voids content of each specimen using AASHTO T 275, Method A, to determine bulk specific gravity. Use AASHTO T 209, Method A, to determine theoretical maximum specific gravity.
Use a digital manometer and pycnometer when performing AASHTO T 209. bMeasure bulk specific gravity using AASHTO T 275, Method A. cTest plant-produced Type A HMA.
dFreeze thaw required.
eNot required in the following areas:
1. Southern San Luis Obispo or Santa Barbara County in District 5.
2. Kern County in District 6.
3. Kings County in District 6: route 5, post mile 0 to 17; route 33, post mile 0 to 19; route 41, post mile 0 to 16.
4. Tulare County in District 6: route 65, post mile 0 to 10; route 99, post mile 0 to 10; route 43, post mile 0 to 15.
For Type A HMA mixtures using RAP, the maximum allowed binder replacement is 25.0 percent in the upper 0.2 foot exclusive of OGFC and 40.0 percent below. The binder replacement is calculated as a percentage of the approved JMF target asphalt binder content.
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For RAP substitution of 15 percent or less, the grade of the virgin binder must be the specified grade of asphalt binder for Type A HMA.
For RAP substitution greater than 15 percent and not exceeding 25 percent, the grade of the virgin binder must be the specified grade of asphalt binder for Type A HMA with the upper and lower temperature classification reduced by 6 degrees C. Hamburg wheel track requirements are based on the grade of asphalt binder specified for Type A HMA.
39-2.02B(3) Asphalt Binder
Reserved
39-2.02B(4) Aggregates
39-2.02B(4)(a) General
Before the addition of asphalt binder and lime treatment, the aggregates must comply with the requirements shown in the following table:
Aggregate Quality
Quality characteristic Test method Requirement
Percent of crushed particles
Coarse aggregate (min, %):
One-fractured face
Two-fractured faces
Fine aggregate (min, %):
(Passing no. 4 sieve
and retained on no. 8 sieve)
One-fractured face
AASHTO T 335
95 90
70 Los Angeles Rattler (max, %):
Loss at 100 rev
Loss at 500 rev
AASHTO T 96 12
40 Sand equivalent (min)a AASHTO T 176 47
Flat and elongated particles (max, % by weight at 5:1) ASTM D4791 10 Fine aggregate angularity (min, %)b AASHTO T 304, Method A 45 aThe reported value must be the average of 3 tests from a single sample. Use of a sand reading indicator is required as shown in AASHTO T 176, Figure 1. Sections 4.7, "Manual Shaker," 7.1.2, "Alternate Method No. 2," and 8.4.3, "Hand Method," do not apply. Prepare the stock solution as specified in section 4.8.1, "Stock solution with formaldehyde," except omit the addition of formaldehyde.
bThe Engineer waives this specification if the Type A HMA contains 10 percent or less of nonmanufactured sand by weight of total aggregate, except if your JMF fails verification. Manufactured sand is fine aggregate produced by crushing rock or gravel. 39-2.02B(4)(b) Aggregate Gradations
The aggregate gradations for Type A HMA must comply with the requirements shown in the following table:
Aggregate Gradation Requirements
Type A HMA pavement thickness shown Gradation
0.10 foot 3/8”
Greater than 0.10 to less than 0.20 foot 1/2”
0.20 to less than 0.25 foot 3/4”
0.25 foot or greater 3/4 or 1”
Aggregate gradation must be within the TV limits for the specified sieve size shown in the following tables:
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Aggregate Gradations for Type A HMA (Percentage Passing) 1 inch
Sieve size Target value limit Allowable tolerance
1" 100 --
3/4" 88–93 TV ± 5
1/2" 72–85 TV ± 6
3/8" 55–70 TV ± 6
No. 4 35–52 TV ± 7
No. 8 22–40 TV ± 5
No. 30 8–24 TV ± 4
No. 50 5–18 TV ± 4
No. 200 3.0–7.0 TV ± 2.0
3/4 inch
Sieve size Target value limit Allowable tolerance
1" 100 --
3/4" 90–98 TV ± 5
1/2" 70–90 TV ± 6
No. 4 42–58 TV ± 5
No. 8 29–43 TV ± 5
No. 30 10–23 TV ± 4
No. 200 2.0–7.0 TV ± 2.0
1/2 inch
Sieve size Target value limit Allowable tolerance
3/4" 100 --
1/2" 95–98 TV ± 5
3/8" 72–95 TV ± 5
No. 4 52–69 TV ± 5
No. 8 35–55 TV ± 5
No. 30 15–30 TV ± 4
No. 200 2.0–8.0 TV ± 2.0
3/8 inch
Sieve size Target value limit Allowable tolerance
1/2" 100 --
3/8" 95–98 TV ± 5
No. 4 55–75 TV ± 5
No. 8 30–50 TV ± 5
No. 30 15–35 TV ± 5
No. 200 2.0–9.0 TV ± 2.0
No. 4
Sieve size Target value limit Allowable tolerance
3/8" 100 --
No. 4 95–98 TV ± 5
No. 8 70–80 TV ± 6
No. 30 34–45 TV ± 5
No. 200 2.0–12.0 TV ± 4.0
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39-2.02B(5) Reclaimed Asphalt Pavement
You may substitute RAP for part of the virgin aggregate in a quantity up to 25 percent of the aggregate blend.
Provide enough space at your plant for complying with all RAP handling requirements. Provide a clean, graded base, well drained area for stockpiles.
If RAP is from multiple sources, blend the RAP thoroughly and completely before fractionating.
For RAP substitution greater than 15 percent of the aggregate blend, fractionate RAP stockpiles into 2 sizes, a coarse fraction RAP retained on 3/8-inch sieve and a fine fraction RAP passing 3/8-inch sieve.
For RAP substitution of 15 percent of the aggregate blend or less, fractionation is not required.
The RAP fractionation must comply with the requirements shown in the following table:
RAP Stockpile Fractionation Gradation Requirements
Size Test method Requirement
Coarse (% passing the 1-inch sieve) California Test 202a 100 Fine (% passing the 3/8-inch sieve) California Test 202a 98–100 aMaximum mechanical shaking time is 10 minutes.
You may use the coarse fractionated stockpile, the fine fractionated stockpile, or a combination of the coarse and fine fractionated stockpiles.
Isolate the processed RAP stockpiles from other materials. Store processed RAP in conical or longitudinal stockpiles. Processed RAP must not be agglomerated or be allowed to congeal in large stockpiles.
39-2.02B(6)–39-2.02B(10) Reserved
39-2.02B(11) Type A Hot Mix Asphalt Production
If RAP is used, the asphalt plant must automatically adjust the virgin asphalt binder to account for RAP percentage and RAP binder.
During production, you may adjust hot- or cold-feed proportion controls for virgin aggregate and RAP. For RAP substitution of 15 percent or less, RAP must be within ±3 of RAP percentage shown in your Contractor Job Mix Formula Proposal form without exceeding 15 percent. For RAP substitution of greater than 15 percent, RAP must be within ±3 of RAP percentage shown in your Contractor Job Mix Formula Proposal form without exceeding 25 percent.
39-2.02C Construction
Where the pavement thickness shown is 0.30 foot or greater, you may place Type A HMA in multiple lifts not less than 0.15 foot each. If placing Type A HMA in multiple lifts:
1. Table in section 39-2.02B(4)(b) does not apply
2. Aggregate gradation must comply with the requirements shown in the following table:
Aggregate Gradation Requirements
Type A HMA lift thickness Gradation
0.15 to less than 0.20 foot 1/2"
0.20 foot to less than 0.25 foot 3/4"
0.25 foot or greater 3/4 or 1"
3. Apply a tack coat before placing a subsequent lift
4. The Engineer evaluates each HMA lift individually for compliance If the ambient air temperature is below 60 degrees F, cover the loads in trucks with tarpaulins. If the time for HMA discharge to truck at the HMA plant until transfer to paver's hopper is 90 minutes or greater and if the ambient air temperature is below 70 degrees F, cover the loads in trucks with tarpaulins, unless the time from discharging to the truck until transfer to the paver's hopper or the pavement surface is less than 30 minutes. The tarpaulins must completely cover the exposed load until you transfer the mixture to the paver's hopper or the pavement surface.
Spread Type A HMA at the ambient air and surface temperatures shown in the following table:
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Minimum Ambient Air and Surface Temperatures
Lift thickness
(feet)
Ambient air (°F) Surface (°F)
Unmodified
asphalt binder
Modified asphalt
binder
Unmodified
asphalt binder
Modified asphalt
binder
Type A HMA and Type A HMA produced with WMA water injection technology:
<0.15 55 50 60 55
≥0.15 45 45 50 50
Type A HMA produced with WMA additive technology:
<0.15 45 45 50 45
≥0.15 40 40 40 40
For Type A HMA and Type A HMA produced with WMA water injection technology placed under method compaction, if the asphalt binder is:
1. Unmodified, complete:
1.1. 1st coverage of breakdown compaction before the surface temperature drops below 250 degrees F
1.2. Breakdown and intermediate compaction before the surface temperature drops below 190 degrees F
1.3. Finish compaction before the surface temperature drops below 150 degrees F
2. Modified, complete:
2.1. 1st coverage of breakdown compaction before the surface temperature drops below 240 degrees F
2.2. Breakdown and intermediate compaction before the surface temperature drops below 180 degrees F
2.3. Finish compaction before the surface temperature drops below 140 degrees F For Type A HMA produced with WMA additive technology placed under method compaction, if the asphalt binder is:
1. Unmodified, complete:
1.1. 1st coverage of breakdown compaction before the surface temperature drops below 240 degrees F
1.2. Breakdown and intermediate compaction before the surface temperature drops below 190 degrees F
1.3. Finish compaction before the surface temperature drops below 140 degrees F
1.4. You may continue static rolling below 140 degrees F to remove roller marks
2. Modified, complete:
2.1. 1st coverage of breakdown compaction before the surface temperature drops below 230 degrees F
2.2. Breakdown and intermediate compaction before the surface temperature drops below 170 degrees F
2.3. Finish compaction before the surface temperature drops below 130 degrees F
2.4. You may continue static rolling below 130 degrees F to remove roller marks You may cool Type A HMA with water when rolling activities are complete if authorized. 39-2.02D Payment
Not Used
39-2.07 MINOR HOT MIX ASPHALT
39-2.07A General
39-2.07A(1) Summary
Section 39-2.07 includes specifications for producing and placing minor hot mix asphalt.
Minor HMA must comply with section 39-2.02 except as specified in this section 39-2.07.
The inertial profiler requirements in section 36-3 do not apply.
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39-2.07A(2) Definitions
Reserved
39-2.07A(3) Submittals
The QC plan and test results in sections 39-2.01A(3)(c) and 39-2.01A(3)(d) do not apply. 39-2.07A(4) Quality Assurance
39-2.07A(4)(a) General
The JMF renewal requirements in section 39-2.01A(4)(d) do not apply.
Test pavement smoothness with a 12-foot straightedge.
39-2.07A(4)(b) Quality Control
Testing for compliance with the following quality characteristics is not required:
1. Flat and elongated particles
2. Fine aggregate angularity
3. Hamburg wheel track
4. Moisture susceptibility
39-2.07A(4)(c) Department Acceptance
The Department accepts minor HMA under section 39-2.02A(4)(e) except for compliance with requirements for the following quality characteristics:
1. Flat and elongated particles
2. Fine aggregate angularity
3. Hamburg wheel track
4. Moisture susceptibility
39-2.07B Materials
39-2.07B(1) General
Reserved
39-2.07B(2) Minor Hot Mix Asphalt Mix Design
The Hamburg wheel track and moisture susceptibility requirements do not apply to the mix design for minor HMA.
39-2.07B(3) Asphalt Binder
Reserved
39-2.07B(4) Liquid Antistrip Treatment
Treat minor HMA with liquid antistrip unless you submit AASHTO T 283 and California Test 389 test results showing compliance with section 39-2.02B and dated within 24 months of the submittal. 39-2.07C Construction
Not Used
39-2.07D Payment
Not Used
39-2.08–39-2.20 RESERVED
39-3 EXISTING ASPHALT CONCRETE
39-3.01 GENERAL
39-3.01A General
Section 39-3.01 includes general specifications for performing work on existing asphalt concrete facilities. 39-3.01B Materials
Not Used
39-3.01C Construction
Before removing a portion of an asphalt concrete facility, make a 2-inch-deep saw cut to a true line along the limits of the removal area.
39-3.01D Payment
Not Used
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39-3.02 REPLACE ASPHALT CONCRETE SURFACING
39-3.02A General
Section 39-3.02 includes specifications for replacing asphalt concrete surfacing. 39-3.02B Materials
HMA to be used for replacing asphalt concrete surfacing must comply with Type A HMA as specified in section 39-2.02.
The grade of asphalt binder must be PG 64-10 or PG 64-16.
Tack coat must comply with section 39-2.01B(10).
39-3.02C Construction
Where replace asphalt concrete surfacing is shown, remove the full depth of the existing asphalt concrete surfacing and replace with HMA. The Engineer determines the exact limits of asphalt concrete surfacing to be replaced.
Replace asphalt concrete in a lane before the lane is specified to be opened to traffic.
Before removing asphalt concrete, outline the replacement area and cut neat lines with a saw or grind to full depth of the existing asphalt concrete. Do not damage asphalt concrete and base remaining in place.
If you excavate the base beyond the specified plane, replace it with HMA.
Do not use a material transfer vehicle for replacing asphalt concrete surfacing.
Before placing HMA, apply a tack coat as specified in section 39-2.01C(3)(f).
Place HMA using method compaction as specified in section 39-2.01C(2)(c). 39-3.02D Payment
The payment quantity for replace asphalt concrete surfacing is the volume determined from the dimensions shown.
39-3.03 REMOVE ASPHALT CONCRETE DIKES
39-3.03A General
Section 39-3.03 applies to removing asphalt concrete dikes outside the limits of excavation. 39-3.03B Materials
Not Used
39-3.03C Construction
Not Used
39-3.03D Payment
Not Used
39-3.04 COLD PLANING ASPHALT CONCRETE PAVEMENT
39-3.04A General
Section 39-3.04 includes specifications for cold planning asphalt concrete pavement.
Cold planning asphalt concrete pavement includes the removal of pavement markers, traffic stripes, and pavement markings within the area of cold planning.
Schedule cold planing activities such that the pavement is cold planed, the HMA is placed, and the area is opened to traffic during the same work shift.
39-3.04B Materials
HMA for temporary tapers must be of the same quality that is used for the HMA overlay or comply with the specifications for minor HMA in section 39-2.07.
39-3.04C Construction
39-3.04C(1) General
Do not use a heating device to soften the pavement.
The cold planing machine must be:
1. Equipped with a cutter head width that matches the planing width unless a wider cutter head is authorized.
2. Equipped with automatic controls for the longitudinal grade and transverse slope of the cutter head and:
2.1. If a ski device is used, it must be at least 30 feet long, rigid, and a 1-piece unit. The entire length must be used in activating the sensor.
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2.2. If referencing from existing pavement, the cold planing machine must be controlled by a selfcontained grade reference system. The system must be used at or near the centerline of the roadway. On the adjacent pass with the cold planing machine, a joint-matching shoe may be used.
3. Equipped to effectively control dust generated by the planing operation.
4. Operated such that no fumes or smoke is produced.
Replace broken, missing, or worn machine teeth.
If you do not complete placing the HMA surfacing before opening the area to traffic, you must:
1. Construct a temporary HMA taper to the level of the existing pavement.
2. Place HMA during the next work shift.
3. Submit a corrective action plan that shows you will complete cold planing and placement of HMA in the same work shift. Do not restart cold planing activities until the corrective action plan is authorized. 39-3.04C(2) Grade Control and Surface Smoothness
Install and maintain grade and transverse slope references. You may adjust the planed depth up to ± 0.03 foot from the depth shown to achieve uniform pavement profile, cross slope, and surface smoothness.
The average cold planed depth must be equal to or greater than the depth shown.
The final cut must result in a neat and uniform surface.
The completed surface of the planed pavement must not vary more than 0.02 foot when measured with a 12-foot straightedge parallel with the centerline. With the straightedge at right angles to the centerline, the transverse slope of the planed surface must not vary more than 0.03 foot.
If you encounter delaminations during planing operations notify the Engineer immediately. If authorized, adjust the planed depth up to ± 0.05 foot to eliminate delaminations. Authorized work beyond the ± 0.05 foot range or other authorized mitigation work is change order work.
Where lanes are open to traffic, the drop-off of between adjacent lanes must not be more than 0.15 foot. 39-3.04C(3) Planed Material
Remove cold planed material concurrently with planing activities such that the removal does not lag more than 50 feet behind the planer.
39-3.04C(4) Temporary HMA Tapers
If a drop-off between the existing pavement and the planed area at transverse joints cannot be avoided before opening to traffic, construct a temporary HMA taper.
Completely remove temporary tapers before placing permanent surfacing. 39-3.04D Payment
Measurement and payment for Cold Planing Asphalt Concrete Pavement is included in the applicable unit price for 2” Grind, 3” Grind or 6” Grind. Payment will include costs for all work and materials specified herein.
39-3.05 REMOVE BASE AND SURFACING
39-3.05A General
Section 39-3.05 includes specifications for removing base and asphalt concrete surfacing. 39-3.05B Materials
Not Used
39-3.05C Construction
Where base and surfacing are described to be removed, remove base and surfacing to a depth of at least 6 inches below the grade of the existing surfacing. Backfill resulting holes and depressions with embankment material under section 19.
39-3.05D Payment
The payment quantity for remove base and surfacing is the volume determined from the dimensions shown.
39-3.06–39-3.08 RESERVED
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SECTION 32 16 00 CURBS, GUTTERS, SIDEWALKS AND DRIVEWAYS All work shall conform to Section 15 of the State Standard Specifications unless otherwise specified within.
15 EXISTING FACILITIES
15-1.01 GENERAL
Section 15 includes general specifications for performing work on existing facilities.
Performing work on existing facilities includes abandoning, adjusting, modifying, obliterating, reconstructing, relaying, relocating, remodeling, removing, repairing, resetting, or salvaging a facility.
Do not perform work on an existing facility until the facility is no longer needed.
Reconstructed facilities must comply with the design of and be equal to the best parts of the existing facilities.
Reconstruction work must comply with the specifications for new work of similar character. 15-1.02 MATERIALS
Materials for adjusting facilities to grade must be similar in character to the existing materials. 15-1.03 CONSTRUCTION
15-1.03A General
Backfill trenches, holes, depressions, and pits caused by performing work on an existing facility. In an unsurfaced area, backfill with embankment material under section 19. In a surfaced area, backfill with material equal to or better than the surrounding material. Grade backfilled areas to drain and blend in with the surrounding area.
Clean earth and other foreign material, including concrete, from material to be salvaged or incorporated into the work.
Dispose of removed facilities not to be salvaged or incorporated into the work.
If you damage a facility or a portion of a facility to remain in place, repair or replace it. The repair or replacement must be equal or better in quality than the original portion.
Repair or replace materials to be salvaged or incorporated into the work that are lost or damaged during work activities. The repair or replacement must be equal or better in quality than the original portion.
Instead of this repair or replacement, the Department may deduct the repair or replacement cost.
Replace material from existing facilities described to be reused in the work if the Engineer determines the material is unsuitable. Furnishing the replacement material is change order work.
If you damage a part of a loop conductor specified to remain in place, including the part leading to the adjacent pull box, replace the entire loop detector and any adjacent loops damaged during the replacement.
Break the floors of structures within the roadway that are not required to be removed such that water will not be entrapped.
Where abrasive blasting is performed within 10 feet of a lane open to traffic, remove residue with a vacuum attachment operating concurrently with the blast cleaning equipment. 15-1.03B Removing Concrete
Where concrete is described to be removed, remove the concrete to a depth of at least 3 feet below finished grade.
Concrete removal includes removal of any steel embedded in the concrete.
Before removing a portion of a monolithic concrete element, make a 1-inch-deep saw cut to a true line along the limits of removal on faces of the element that will be visible in the completed work.
Protect existing reinforcement to be incorporated into the new work from damage.
Where new concrete is to join existing concrete, remove enough concrete to allow splicing of new reinforcement.
Thoroughly remove all material adhering to the existing reinforcement before embedding it in new concrete.
Instead of disposing of removed concrete, you may:
1. Incorporate it in adjacent embankments if it is:
1.1. Broken into parts at most 10 inches in greatest dimension FBD Vanguard Construction, Inc.
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516
1.2. Buried at least 3 feet below the finished grade and slope lines
1.3. Buried at least 10 feet from the dripline of trees or highway facilities
1.4. Not buried where piling is to be constructed
2. Place it at authorized locations such that it will not present an unsightly appearance from the highway 15-1.03C Salvaging Facilities
Tag the bundles, packages, and individually salvaged material. Show the following information on the tags:
1. Name or description of the material
2. Type or model number
3. Dimensions
4. Quantity if more than 1
Haul salvaged material directly to the location specified in the special provisions and stockpile it. If authorized, you may temporarily stockpile salvaged material at the job site. Replace any salvaged material that is lost before it is stockpiled at the location specified in the special provisions. 15-1.03D–15-1.03K Reserved
15-1.04 PAYMENT
Not Used
FBD Vanguard Construction, Inc.
CPE26-073 SRR Driveway Installation
20 Calendar Days
517
SECTION 32 16 23 SIDEWALKS
All work shall conform to Section 11 of the City Standard Specifications and Section 73 of the State Standard Specifications unless otherwise specified within.
SECTION 11
CONCRETE CURB, GUTTER, SIDEWALK AND DRIVEWAYS
11.01 DESCRIPTION
Work shall conform with Section 73 and Section 90 of the State Standard Specifications with the following additions. All curb, gutter and sidewalks shall be constructed of Class A portland cement concrete. Calcium Chloride shall not be added to concrete. All concrete shall be delivered in transit mixers with agitating drums. Non-agitating transport equipment will not be allowed.
11.02 INSTALLATION
A. Subgrade Preparation
The finished subgrade immediately prior to placement of aggregate base shall be compacted to 95% relative compaction for a depth of 0.5 feet.
B. Base
Shall be Class 2 Aggregate Base mechanically compacted to 95% relative compaction.
C. Extruded Sidewalk, Curb and Gutter
Use of an extrusion machine is allowed. A test pour may be required by the City Engineer prior to approval.
D. Placing and Finishing
No concrete shall be placed or finished in the rain or under freezing conditions. It shall be the Contractor’s responsibility to schedule his operations such that concrete will not be placed or finished in the rain or under freezing conditions.
At the end of each day’s pour, when work is terminated, or when a delay of more than 30 minutes occurs, the joint shall be made vertical and square ended with 12 inch lengths of #4 reinforcement bar embedded at 18 inch centers.
When a concrete pour terminates at existing concrete, the rebar, as described above, shall be retrofitted by coring or drilling existing concrete (minimum of 4 inches,) installing bars, and filling annular voids with epoxy. Existing concrete shall be removed to the nearest deep joint or score mark.
Weakened plane joints shall be constructed according to the Standard Details. Expansion joint material shall not be used.
Deep tool joints shall be constructed to a depth of 1-1/2 inches.
For repair/replacement of non-standard concrete flatwork (i.e. special finish or color.) Contact the Engineering Division for specifications.
E. Testing
FBD Vanguard Construction, Inc.
CPE26-073 SRR Driveway Installation
20 Calendar Days
518
After construction, gutters shall be checked with flowing water. The City Engineer must be present during the flow test. Any high spots or depressions revealed by the flow test shall be repaired by removing that section of concrete and replacing it to the correct grade.
11.03 MEASUREMENT AND PAYMENT
Concrete sidewalks (excluding curb and gutter) shall be measured and paid for by the square foot, with the length being measured along the center of the section.
Concrete curb and gutter, and barrier curb shall be measured and paid for by the linear foot, measured along the face of the curb, except those portions located within the limits of driveways, access ramps, drop inlets, and all associated transitions.
Concrete driveways, access ramps, and drop inlets shall be measured and paid for per each, or as specified in the contract documents, including the portion within the gutter pan.
Payment for units measured shall include labor, materials, equipment, tools and incidentals required to construct a finished curb or flat work product, including subgrade, and aggregate base preparation all in accordance with the plans, specifications, and as directed by the City Engineer.
73 CONCRETE CURBS AND SIDEWALKS
73-1 GENERAL
73-1.01 GENERAL
Section 73-1 includes general specifications for constructing concrete curbs, sidewalks, and their appurtenances, such as gutter depressions and island paving; and curb ramps and driveways.
Steel dowels, reinforcing steel, and welded wire reinforcement must comply with section 52. 73-1.02 MATERIALS
73-1.02A General
Concrete for curbs, sidewalks and their appurtenances must be minor concrete containing at least 463 pounds of cementitious material per cubic yard.
For extruded or slip form curb construction, the maximum aggregate size must be from 3/8 to 1 inch. The cementitious material content must be at least 505 pounds per cubic yard if a maximum of 3/8-inch aggregate is used.
Preformed expansion joint filler must comply with ASTM D1751. As an alternative, a semi-rigid, closedcell polypropylene foam, preformed joint filler that complies with ASTM D8139 may be used.
Mortar must comply with section 51-1.02F.
Form oil must:
1. Be commercial quality or an equivalent coating
2. Allow the ready release of forms
3. Not discolor the concrete
73-1.02B Detectable Warning Surfaces
Detectable warning surface must be on the Authorized Material List for detectable warning surfaces and must match yellow color no. 33538 of AMS-STD-595.
73-1.03 CONSTRUCTION
73-1.03A General
Construct contraction joints by (1) scoring concrete with a grooving tool and rounding corners with an edger tool or (2) saw cutting hardened concrete to a depth of at least 1 inch. Immediately apply curing compound to the exposed surfaces of saw cut joints.
Construct expansion joints at each side of structures and at the ends of curb returns. Fill expansion joints with 1/4-inch-thick preformed joint filler. Finish the concrete adjacent to expansion joints with an edger tool. Do not construct expansion joints within 20 feet of an island nose. Shape the preformed joint filler to match the surface contour of the concrete.
FBD Vanguard Construction, Inc.
CPE26-073 SRR Driveway Installation
20 Calendar Days
519
73-1.03B Subgrade Preparation
Remove soft or spongy basement material to a depth of 6 inches below the subgrade elevation for curbs, gutter depressions, island paving, and driveways and 3 inches below the subgrade elevation for sidewalks and curb ramps. Backfill the subgrade with earth, sand, or gravel to produce a stable foundation.
Apply water to the subgrade and thoroughly compact it before placing concrete.
Prepare subgrade to required grade and cross section. Verify that the finished surface of the subgrade does not project into the concrete cross section at any point by:
1. Using a template supported on the side forms for the fixed form method
2. Measuring from the offset guide line or survey marks for the extruded or slip form method 73-1.03C Fixed Form Method
Set forms to the required alignment, grade, and dimensions.
Forms must:
1. Be smooth on the side placed against concrete.
2. Have a straight upper edge.
3. Be rigid enough to withstand the pressure of fresh concrete without distortion. Use enough stakes, clamps, spreaders, and braces to ensure rigidity.
4. Be clean of debris and old concrete.
5. Coated with form oil before placing concrete.
You may use either benders or thin plank forms on curves, grade changes, or curb returns.
Wet the subgrade and forms immediately before placing the concrete.
Place the preformed joint filler at expansion joints in the correct position before placing concrete against the filler.
Place and compact the concrete without segregation.
73-1.03D Extruded and Slip Form Methods
Wet the subgrade immediately before placing the concrete.
Feed concrete into the extrusion machine at a uniform rate. Restrain forward travel of the extrusion machine to produce a well-compacted mass of concrete requiring no further finishing other than a light brushing. The brush may be filled with water. Do not finish the concrete surface with a brush application of grout.
If you use a slip form machine, automatically control the alignment, grade, and cross slope by one of the following methods:
1. Sensing from preset string lines
2. String line control of the alignment and grade and automatic control of the cross slope The slip form machine must have traveling forms rigid enough to produce the required cross section. The machine must produce a dense, homogeneous concrete, true to grade and cross section and require minimum handwork. Consolidate the concrete with internal vibrators or other authorized method.
Use a smaller, maximum size of aggregate with an extruded or slip form machine if it is required to produce concrete (1) free from surface pits larger than 3/16 inch in diameter and (2) with well-defined web marks of water on the surface.
You may construct expansion joints by sawing through the concrete cross section to its full depth. The width of the cut must provide a tight fit for the joint filler. Insert preformed joint filler into sawed joints and mortar it in place.
If a joint is cut before the concrete has hardened:
1. Protect the adjacent surfaces with close fitting, firmly supported shields
2. Complete the saw cut and insertion of the preformed joint filler before curing the concrete If a joint is cut after the concrete has hardened:
1. Mortar preformed joint filler in place using heavy trowel pressure
2. Cover the exposed portions of the concrete in the vicinity of the saw cut with an additional application of curing compound
FBD Vanguard Construction, Inc.
CPE26-073 SRR Driveway Installation
20 Calendar Days
520
After the concrete has cured, check the joint filler for a tight fit. If any loose joints are found, mortar the joint in place and recheck after the mortar has cured. Repeat as necessary to achieve a tight fit. 73-1.03E Curing
Cure concrete using the curing compound method with pigmented curing compound.
Completely coat the exposed faces of the concrete with curing compound. 73-1.04 PAYMENT
Not Used
73-2 CURBS
73-2.01 GENERAL
Section 73-2 includes specifications for constructing curbs. 73-2.02 MATERIALS
Not Used
73-2.03 CONSTRUCTION
73-2.03A General
If curbs are constructed over existing pavement, use steel dowels and reinforcing steel or adhesive to anchor the curb to the existing pavement.
Anchor steel dowels in drilled holes with mortar made from equal parts by volume of portland cement or portland limestone cement, sand, and water. You may use anchor bolts instead of anchored steel dowels if authorized.
If adhesive is used, remove all dust, loose material, or oil from the surface of the existing pavement by either wire brushing or blast cleaning.
Construct contraction and expansion joints at right angles to the line of the curb. Space contraction joints at 20-foot intervals. For curbs adjacent to existing concrete, align the curb joints with the existing concrete's pavement joints.
The top and face of the finished curb must be true and straight. The top surface of the curb must be uniform in width and free from humps, sags, or other irregularities. Clean any discolored concrete by abrasive blast cleaning or other authorized method.
Except for curbs on structures, you may place curbs with an extrusion machine or a slip form paver if:
1. Finished curb is true to line and grade
2. Concrete contains the maximum quantity of water that maintains the curb's shape without support
3. Required surface texture is attained
Check the flatness of the top and face of the curb and the surface of the gutter with a 10-foot straightedge. The surfaces must be flat to within 0.01 foot except at grade changes or curves. 73-2.03B Fixed Form Method
Set fixed forms the full depth of the back and face of the curb.
The back forms may be constructed with 1/2-inch-thick bender boards.
Cleat the back forms together as required to attain the full depth of the curb.
Use form clamps to prevent interference with finishing activities.
Before removing the forms, finish the surface true to grade with a straightedge float at least 10 feet in length. Operate the straightedge float longitudinally over the concrete surface.
Remove the forms from the face of the curb from 1 to 6 hours after placing the concrete. Do not remove the forms if the concrete is plastic enough to slump.
After removing the forms, immediately use a steel trowel to attain a smooth finish. The smooth finish must extend (1) to within 0.17 foot of the flow line or (2) to the flow line of a curb with an integral gutter. After smoothing the curb's face, apply a fine-brush finish parallel to the line of the curb. 73-2.03C Extruded or Slip Form Methods
For an extrusion machine, use the Department's survey marks to determine the offset guide line for setting the grade for the top of the curb. The extrusion machine must have a grade-line gauge or pointer that allows continual comparison between the curb placement and the offset guide line.
The machine must be capable of vertical adjustment during forward travel to construct curbs of varying height as determined by the offset guide line.
You may operate the extrusion machine on rails or forms set at a uniform depth below the established grade of the top of curb.
FBD Vanguard Construction, Inc.
CPE26-073 SRR Driveway Installation
20 Calendar Days
521
73-2.04 PAYMENT
Not Used
73-3 SIDEWALKS, GUTTER DEPRESSIONS, ISLAND PAVING, CURB RAMPS, AND DRIVEWAYS 73-3.01 GENERAL
73-3.01A Summary
Section 73-3 includes specifications for constructing sidewalks, gutter depressions, island paving, curb ramps, and driveways.
73-3.01B Definitions
Reserved
73-3.01C Submittals
Submit a 5-year manufacturer's replacement warranty against defects in a prefabricated detectable warning surface.
73-3.01D Quality Assurance
73-3.01D(1) General
Reserved
73-3.01D(2) Warranties
The 5-year manufacturer's replacement warranty for a prefabricated detectable warning surface must cover defects in dome shape, color fastness, sound-on-cane acoustic quality, resilience, and attachment.
The 5-year warranty period starts at Contract acceptance. 73-3.01D(3) Quality Control
Reserved
73-3.02 MATERIALS
Not Used
73-3.03 CONSTRUCTION
Construct expansion joints at:
1. All returns and opposite expansion joints in the adjacent curb
2. 60-foot intervals where there is no adjacent curb
Construct contraction joints to create rectangular patterns from 12 to 20 square feet in the surface of sidewalks.
Install a prefabricated detectable warning surface under the manufacturer's instructions.
Broom finish the surface of sidewalks, gutter depressions, curb ramps, and driveways. Make the broom finish perpendicular to the path of travel on surfaces used by pedestrians. You may apply water to the surface immediately before brooming.
The finished surface must not vary more than 0.02 foot from a 10-foot straightedge except at grade changes.
If placing pavement around or adjacent to manholes, pipe inlets, or other miscellaneous structures in sidewalk, gutter depression, island paving, curb ramps, or driveway areas, do not finish the miscellaneous structures to final grade until the pavement is finished beyond the miscellaneous structure.
If using fixed forms, strike off and compact fresh concrete until a layer of mortar is brought to the surface.
Finish the surface with a float to grade and cross section and trowel smooth.
Leave forms in place for sidewalks, gutter depressions, island paving, curb ramps, and driveways for at least 12 hours after surface finishing.
Clean any discolored concrete by abrasive blast cleaning or other authorized method. 73-3.04 PAYMENT
The payment quantity for minor concrete (curb ramp) does not include detectable warning surface. 73-4 TEXTURED CONCRETE AND COLORED CONCRETE SURFACES
73-4.01 GENERAL
73-4.01A Summary
Section 73-4 includes specifications for texturing and coloring concrete surfaces. Texture concrete by imprinting with stamps, tools, brooms, or other methods to attain the pattern or impressions shown.
FBD Vanguard Construction, Inc.
CPE26-073 SRR Driveway Installation
20 Calendar Days
522
73-4.01B Definitions
Reserved
73-4.01C Submittals
Submit the manufacturer's data for the color hardener and curing and finishing compounds for each color of a concrete surface colored by the dry-shake method.
73-4.01D Quality Assurance
73-4.01D(1) General
Reserved
73-4.01D(2) Quality Control
Construct test panels for textured or colored concrete under section 51-1.01D(2)(c). 73-4.01D(3) Department Acceptance
The Department accepts textured or colored concrete surfaces based on a visual comparison with the test panel.
73-4.02 MATERIALS
Aggregate for textured or colored concrete surfaces must comply with the gradation requirements for fine aggregate.
Aggregate used in grout for textured and colored concrete surfaces must comply with the gradation requirements shown in the following table:
Aggregate Gradation for Grout
Sieve size Percentage passing
No. 4 100
No. 8 90–100
No. 16 60–100
No. 30 35–70
No. 50 15–35
No. 100 2–15
Color pigments for the dry-shake method must comply with ASTM C979. 73-4.03 CONSTRUCTION
Protect the surrounding exposed surfaces during the placement, finishing, and curing of colored concrete.
Screed the concrete to the grade and cross section shown, and strike off and compact the concrete until a layer of mortar is brought to the surface. Wood float the concrete to produce a uniform surface.
For the dry-shake method, apply the color hardener in 2 applications while the concrete surface is plastic.
Use at least 60 lb of hardener per 100 sq ft of concrete surface. Wood float the surface after each application of hardener. Trowel the surface only after final floating.
Texture the concrete while it is in the plastic stage. For a texture that requires a concrete stamp, use the stamp under the manufacturer's instructions.
Do not texture or grout the grooved area and detectable warning surface on a curb ramp.
Cure the concrete surfaces using the curing compound method with curing compound no. 6.
Place any grout after the (1) initial curing of the textured concrete and (2) removal of curing seal and other deleterious substances. The method of removal must not stain or discolor areas of textured concrete to remain exposed after grouting. Spread and consolidate the grout over the textured concrete under the manufacturer's instructions. Remove excess grout with a squeegee and damp burlap rags or other authorized method. Apply curing seal.
73-4.04 PAYMENT
Not Used
73-5–73-9 RESERVED
73-10 EXISTING CURBS AND SIDEWALKS
73-10.01 GENERAL
Section 73-10 includes specifications for performing work on existing curbs, sidewalks, and their appurtenances, such as gutter depressions and island paving.
FBD Vanguard Construction, Inc.
CPE26-073 SRR Driveway Installation
20 Calendar Days
523
73-10.02 MATERIALS
Not Used
73-10.03 CONSTRUCTION
If you repair any part of a curb, sidewalk, curb ramp, driveway, or gutter depression, remove and replace the entire section between contraction or expansion joints. At contraction joints, saw cut a true line at least 1-1/2 inches deep before concrete removal. Removal of concrete includes the removal of detectable warning surfaces.
Install a prefabricated detectable warning surface on an existing curb ramp under the manufacturer's instructions.
73-10.04 PAYMENT
Detectable warning surface placed on existing concrete is paid for as a separate bid item. 73-11–73-15 RESERVED
FBD Vanguard Construction, Inc.
CPE26-073 SRR Driveway Installation
20 Calendar Days
524
SECTION 32 16 33 DRIVEWAYS
All work shall conform to Section 11 of the City Standard Specifications and Section 73 of the State Standard Specifications unless otherwise specified within.
SECTION 11
CONCRETE CURB, GUTTER, SIDEWALK AND DRIVEWAYS
11.01 DESCRIPTION
Work shall conform with Section 73 and Section 90 of the State Standard Specifications with the following additions. All curb, gutter and sidewalks shall be constructed of Class A portland cement concrete. Calcium Chloride shall not be added to concrete. All concrete shall be delivered in transit mixers with agitating drums. Non-agitating transport equipment will not be allowed.
11.02 INSTALLATION
A. Subgrade Preparation
The finished subgrade immediately prior to placement of aggregate base shall be compacted to 95% relative compaction for a depth of 0.5 feet.
B. Base
Shall be Class 2 Aggregate Base mechanically compacted to 95% relative compaction.
C. Extruded Sidewalk, Curb and Gutter
Use of an extrusion machine is allowed. A test pour may be required by the City Engineer prior to approval.
D. Placing and Finishing
No concrete shall be placed or finished in the rain or under freezing conditions. It shall be the Contractor’s responsibility to schedule his operations such that concrete will not be placed or finished in the rain or under freezing conditions.
At the end of each day’s pour, when work is terminated, or when a delay of more than 30 minutes occurs, the joint shall be made vertical and square ended with 12 inch lengths of #4 reinforcement bar embedded at 18 inch centers.
When a concrete pour terminates at existing concrete, the rebar, as described above, shall be retrofitted by coring or drilling existing concrete (minimum of 4 inches,) installing bars, and filling annular voids with epoxy. Existing concrete shall be removed to the nearest deep joint or score mark.
Weakened plane joints shall be constructed according to the Standard Details. Expansion joint material shall not be used.
Deep tool joints shall be constructed to a depth of 1-1/2 inches.
For repair/replacement of non-standard concrete flatwork (i.e. special finish or color.) Contact the Engineering Division for specifications.
E. Testing
FBD Vanguard Construction, Inc.
CPE26-073 SRR Driveway Installation
20 Calendar Days
525
After construction, gutters shall be checked with flowing water. The City Engineer must be present during the flow test. Any high spots or depressions revealed by the flow test shall be repaired by removing that section of concrete and replacing it to the correct grade.
11.03 MEASUREMENT AND PAYMENT
Concrete sidewalks (excluding curb and gutter) shall be measured and paid for by the square foot, with the length being measured along the center of the section.
Concrete curb and gutter, and barrier curb shall be measured and paid for by the linear foot, measured along the face of the curb, except those portions located within the limits of driveways, access ramps, drop inlets, and all associated transitions.
Concrete driveways, access ramps, and drop inlets shall be measured and paid for per each, or as specified in the contract documents, including the portion within the gutter pan.
Payment for units measured shall include labor, materials, equipment, tools and incidentals required to construct a finished curb or flat work product, including subgrade, and aggregate base preparation all in accordance with the plans, specifications, and as directed by the City Engineer.
73 CONCRETE CURBS AND SIDEWALKS
73-1 GENERAL
73-1.01 GENERAL
Section 73-1 includes general specifications for constructing concrete curbs, sidewalks, and their appurtenances, such as gutter depressions and island paving; and curb ramps and driveways.
Steel dowels, reinforcing steel, and welded wire reinforcement must comply with section 52. 73-1.02 MATERIALS
73-1.02A General
Concrete for curbs, sidewalks and their appurtenances must be minor concrete containing at least 463 pounds of cementitious material per cubic yard.
For extruded or slip form curb construction, the maximum aggregate size must be from 3/8 to 1 inch. The cementitious material content must be at least 505 pounds per cubic yard if a maximum of 3/8-inch aggregate is used.
Preformed expansion joint filler must comply with ASTM D1751. As an alternative, a semi-rigid, closedcell polypropylene foam, preformed joint filler that complies with ASTM D8139 may be used.
Mortar must comply with section 51-1.02F.
Form oil must:
1. Be commercial quality or an equivalent coating
2. Allow the ready release of forms
3. Not discolor the concrete
73-1.02B Detectable Warning Surfaces
Detectable warning surface must be on the Authorized Material List for detectable warning surfaces and must match yellow color no. 33538 of AMS-STD-595.
73-1.03 CONSTRUCTION
73-1.03A General
Construct contraction joints by (1) scoring concrete with a grooving tool and rounding corners with an edger tool or (2) saw cutting hardened concrete to a depth of at least 1 inch. Immediately apply curing compound to the exposed surfaces of saw cut joints.
Construct expansion joints at each side of structures and at the ends of curb returns. Fill expansion joints with 1/4-inch-thick preformed joint filler. Finish the concrete adjacent to expansion joints with an edger tool. Do not construct expansion joints within 20 feet of an island nose. Shape the preformed joint filler to match the surface contour of the concrete.
FBD Vanguard Construction, Inc.
CPE26-073 SRR Driveway Installation
20 Calendar Days
526
73-1.03B Subgrade Preparation
Remove soft or spongy basement material to a depth of 6 inches below the subgrade elevation for curbs, gutter depressions, island paving, and driveways and 3 inches below the subgrade elevation for sidewalks and curb ramps. Backfill the subgrade with earth, sand, or gravel to produce a stable foundation.
Apply water to the subgrade and thoroughly compact it before placing concrete.
Prepare subgrade to required grade and cross section. Verify that the finished surface of the subgrade does not project into the concrete cross section at any point by:
1. Using a template supported on the side forms for the fixed form method
2. Measuring from the offset guide line or survey marks for the extruded or slip form method 73-1.03C Fixed Form Method
Set forms to the required alignment, grade, and dimensions.
Forms must:
1. Be smooth on the side placed against concrete.
2. Have a straight upper edge.
3. Be rigid enough to withstand the pressure of fresh concrete without distortion. Use enough stakes, clamps, spreaders, and braces to ensure rigidity.
4. Be clean of debris and old concrete.
5. Coated with form oil before placing concrete.
You may use either benders or thin plank forms on curves, grade changes, or curb returns.
Wet the subgrade and forms immediately before placing the concrete.
Place the preformed joint filler at expansion joints in the correct position before placing concrete against the filler.
Place and compact the concrete without segregation.
73-1.03D Extruded and Slip Form Methods
Wet the subgrade immediately before placing the concrete.
Feed concrete into the extrusion machine at a uniform rate. Restrain forward travel of the extrusion machine to produce a well-compacted mass of concrete requiring no further finishing other than a light brushing. The brush may be filled with water. Do not finish the concrete surface with a brush application of grout.
If you use a slip form machine, automatically control the alignment, grade, and cross slope by one of the following methods:
1. Sensing from preset string lines
2. String line control of the alignment and grade and automatic control of the cross slope The slip form machine must have traveling forms rigid enough to produce the required cross section. The machine must produce a dense, homogeneous concrete, true to grade and cross section and require minimum handwork. Consolidate the concrete with internal vibrators or other authorized method.
Use a smaller, maximum size of aggregate with an extruded or slip form machine if it is required to produce concrete (1) free from surface pits larger than 3/16 inch in diameter and (2) with well-defined web marks of water on the surface.
You may construct expansion joints by sawing through the concrete cross section to its full depth. The width of the cut must provide a tight fit for the joint filler. Insert preformed joint filler into sawed joints and mortar it in place.
If a joint is cut before the concrete has hardened:
1. Protect the adjacent surfaces with close fitting, firmly supported shields
2. Complete the saw cut and insertion of the preformed joint filler before curing the concrete If a joint is cut after the concrete has hardened:
1. Mortar preformed joint filler in place using heavy trowel pressure
2. Cover the exposed portions of the concrete in the vicinity of the saw cut with an additional application of curing compound
FBD Vanguard Construction, Inc.
CPE26-073 SRR Driveway Installation
20 Calendar Days
527
After the concrete has cured, check the joint filler for a tight fit. If any loose joints are found, mortar the joint in place and recheck after the mortar has cured. Repeat as necessary to achieve a tight fit. 73-1.03E Curing
Cure concrete using the curing compound method with pigmented curing compound.
Completely coat the exposed faces of the concrete with curing compound. 73-1.04 PAYMENT
Not Used
73-2 CURBS
73-2.01 GENERAL
Section 73-2 includes specifications for constructing curbs. 73-2.02 MATERIALS
Not Used
73-2.03 CONSTRUCTION
73-2.03A General
If curbs are constructed over existing pavement, use steel dowels and reinforcing steel or adhesive to anchor the curb to the existing pavement.
Anchor steel dowels in drilled holes with mortar made from equal parts by volume of portland cement or portland limestone cement, sand, and water. You may use anchor bolts instead of anchored steel dowels if authorized.
If adhesive is used, remove all dust, loose material, or oil from the surface of the existing pavement by either wire brushing or blast cleaning.
Construct contraction and expansion joints at right angles to the line of the curb. Space contraction joints at 20-foot intervals. For curbs adjacent to existing concrete, align the curb joints with the existing concrete's pavement joints.
The top and face of the finished curb must be true and straight. The top surface of the curb must be uniform in width and free from humps, sags, or other irregularities. Clean any discolored concrete by abrasive blast cleaning or other authorized method.
Except for curbs on structures, you may place curbs with an extrusion machine or a slip form paver if:
1. Finished curb is true to line and grade
2. Concrete contains the maximum quantity of water that maintains the curb's shape without support
3. Required surface texture is attained
Check the flatness of the top and face of the curb and the surface of the gutter with a 10-foot straightedge. The surfaces must be flat to within 0.01 foot except at grade changes or curves. 73-2.03B Fixed Form Method
Set fixed forms the full depth of the back and face of the curb.
The back forms may be constructed with 1/2-inch-thick bender boards.
Cleat the back forms together as required to attain the full depth of the curb.
Use form clamps to prevent interference with finishing activities.
Before removing the forms, finish the surface true to grade with a straightedge float at least 10 feet in length. Operate the straightedge float longitudinally over the concrete surface.
Remove the forms from the face of the curb from 1 to 6 hours after placing the concrete. Do not remove the forms if the concrete is plastic enough to slump.
After removing the forms, immediately use a steel trowel to attain a smooth finish. The smooth finish must extend (1) to within 0.17 foot of the flow line or (2) to the flow line of a curb with an integral gutter. After smoothing the curb's face, apply a fine-brush finish parallel to the line of the curb. 73-2.03C Extruded or Slip Form Methods
For an extrusion machine, use the Department's survey marks to determine the offset guide line for setting the grade for the top of the curb. The extrusion machine must have a grade-line gauge or pointer that allows continual comparison between the curb placement and the offset guide line.
The machine must be capable of vertical adjustment during forward travel to construct curbs of varying height as determined by the offset guide line.
You may operate the extrusion machine on rails or forms set at a uniform depth below the established grade of the top of curb.
FBD Vanguard Construction, Inc.
CPE26-073 SRR Driveway Installation
20 Calendar Days
528
73-2.04 PAYMENT
Not Used
73-3 SIDEWALKS, GUTTER DEPRESSIONS, ISLAND PAVING, CURB RAMPS, AND DRIVEWAYS 73-3.01 GENERAL
73-3.01A Summary
Section 73-3 includes specifications for constructing sidewalks, gutter depressions, island paving, curb ramps, and driveways.
73-3.01B Definitions
Reserved
73-3.01C Submittals
Submit a 5-year manufacturer's replacement warranty against defects in a prefabricated detectable warning surface.
73-3.01D Quality Assurance
73-3.01D(1) General
Reserved
73-3.01D(2) Warranties
The 5-year manufacturer's replacement warranty for a prefabricated detectable warning surface must cover defects in dome shape, color fastness, sound-on-cane acoustic quality, resilience, and attachment.
The 5-year warranty period starts at Contract acceptance. 73-3.01D(3) Quality Control
Reserved
73-3.02 MATERIALS
Not Used
73-3.03 CONSTRUCTION
Construct expansion joints at:
1. All returns and opposite expansion joints in the adjacent curb
2. 60-foot intervals where there is no adjacent curb
Construct contraction joints to create rectangular patterns from 12 to 20 square feet in the surface of sidewalks.
Install a prefabricated detectable warning surface under the manufacturer's instructions.
Broom finish the surface of sidewalks, gutter depressions, curb ramps, and driveways. Make the broom finish perpendicular to the path of travel on surfaces used by pedestrians. You may apply water to the surface immediately before brooming.
The finished surface must not vary more than 0.02 foot from a 10-foot straightedge except at grade changes.
If placing pavement around or adjacent to manholes, pipe inlets, or other miscellaneous structures in sidewalk, gutter depression, island paving, curb ramps, or driveway areas, do not finish the miscellaneous structures to final grade until the pavement is finished beyond the miscellaneous structure.
If using fixed forms, strike off and compact fresh concrete until a layer of mortar is brought to the surface.
Finish the surface with a float to grade and cross section and trowel smooth.
Leave forms in place for sidewalks, gutter depressions, island paving, curb ramps, and driveways for at least 12 hours after surface finishing.
Clean any discolored concrete by abrasive blast cleaning or other authorized method. 73-3.04 PAYMENT
The payment quantity for minor concrete (curb ramp) does not include detectable warning surface. 73-4 TEXTURED CONCRETE AND COLORED CONCRETE SURFACES
73-4.01 GENERAL
73-4.01A Summary
Section 73-4 includes specifications for texturing and coloring concrete surfaces. Texture concrete by imprinting with stamps, tools, brooms, or other methods to attain the pattern or impressions shown.
FBD Vanguard Construction, Inc.
CPE26-073 SRR Driveway Installation
20 Calendar Days
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73-4.01B Definitions
Reserved
73-4.01C Submittals
Submit the manufacturer's data for the color hardener and curing and finishing compounds for each color of a concrete surface colored by the dry-shake method.
73-4.01D Quality Assurance
73-4.01D(1) General
Reserved
73-4.01D(2) Quality Control
Construct test panels for textured or colored concrete under section 51-1.01D(2)(c). 73-4.01D(3) Department Acceptance
The Department accepts textured or colored concrete surfaces based on a visual comparison with the test panel.
73-4.02 MATERIALS
Aggregate for textured or colored concrete surfaces must comply with the gradation requirements for fine aggregate.
Aggregate used in grout for textured and colored concrete surfaces must comply with the gradation requirements shown in the following table:
Aggregate Gradation for Grout
Sieve size Percentage passing
No. 4 100
No. 8 90–100
No. 16 60–100
No. 30 35–70
No. 50 15–35
No. 100 2–15
Color pigments for the dry-shake method must comply with ASTM C979. 73-4.03 CONSTRUCTION
Protect the surrounding exposed surfaces during the placement, finishing, and curing of colored concrete.
Screed the concrete to the grade and cross section shown, and strike off and compact the concrete until a layer of mortar is brought to the surface. Wood float the concrete to produce a uniform surface.
For the dry-shake method, apply the color hardener in 2 applications while the concrete surface is plastic.
Use at least 60 lb of hardener per 100 sq ft of concrete surface. Wood float the surface after each application of hardener. Trowel the surface only after final floating.
Texture the concrete while it is in the plastic stage. For a texture that requires a concrete stamp, use the stamp under the manufacturer's instructions.
Do not texture or grout the grooved area and detectable warning surface on a curb ramp.
Cure the concrete surfaces using the curing compound method with curing compound no. 6.
Place any grout after the (1) initial curing of the textured concrete and (2) removal of curing seal and other deleterious substances. The method of removal must not stain or discolor areas of textured concrete to remain exposed after grouting. Spread and consolidate the grout over the textured concrete under the manufacturer's instructions. Remove excess grout with a squeegee and damp burlap rags or other authorized method. Apply curing seal.
73-4.04 PAYMENT
Not Used
73-5–73-9 RESERVED
73-10 EXISTING CURBS AND SIDEWALKS
73-10.01 GENERAL
Section 73-10 includes specifications for performing work on existing curbs, sidewalks, and their appurtenances, such as gutter depressions and island paving.
FBD Vanguard Construction, Inc.
CPE26-073 SRR Driveway Installation
20 Calendar Days
530
73-10.02 MATERIALS
Not Used
73-10.03 CONSTRUCTION
If you repair any part of a curb, sidewalk, curb ramp, driveway, or gutter depression, remove and replace the entire section between contraction or expansion joints. At contraction joints, saw cut a true line at least 1-1/2 inches deep before concrete removal. Removal of concrete includes the removal of detectable warning surfaces.
Install a prefabricated detectable warning surface on an existing curb ramp under the manufacturer's instructions.
73-10.04 PAYMENT
Detectable warning surface placed on existing concrete is paid for as a separate bid item. 73-11–73-15 RESERVED
THIS PAGE IS INTENTIONALLY LEFT BLANK
FBD Vanguard Construction, Inc.
CPE26-073 SRR Driveway Installation
20 Calendar Days
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Statutory Exemptions. State code number:
_______________________________________________
Print Form
Notice of Exemption Appendix E
To: Office of Planning and Research From: (Public Agency): ____________________________ P.O. Box 3044, Room 113 _______________________________________________ Sacramento, CA 95812-3044 County Clerk
(Address)
___________________________
___________________________
County of: __________________
Project Title: ____________________________________________________________________________ Project Applicant: ________________________________________________________________________ Project Location - Specific:
Project Location - City: ______________________ Project Location - County:
Description of Nature, Purpose and Beneficiaries of Project:
_____________________
Name of Public Agency Approving Project: _____________________________________________________ Name of Person or Agency Carrying Out Project: ________________________________________________ Exempt Status: (check one):
Ministerial (Sec. 21080(b)(1); 15268);
Declared Emergency (Sec. 21080(b)(3); 15269(a));
Emergency Project (Sec. 21080(b)(4); 15269(b)(c));
Reasons why project is exempt:
Lead Agency
Contact Person: ____________________________ Area Code/Telephone/Extension: _______________ If filed by applicant:
1. Attach certified document of exemption finding.
2. Has a Notice of Exemption been filed by the public agency approving the project? Yes No Signature: ____________________________ Date:
Signed by Lead Agency Signed by Applicant
Authority cited: Sections 21083 and 21110, Public Resources Code. Date Received for filing at OPR:
Reference: Sections 21108, 21152, and 21152.1, Public Resources Code. _______________
Categorical Exemption. State type and section number: ____________________________________ ______________________________________________
______________ Title: _______________________
Revised 2011
Area between West Capitol Ave, Harbor Blvd, Jefferson Blvd and the Railroad; Industrial Blvd; Harbor Blvd; Evergreen Ave
532
CITY COUNCIL AGENDA REPORT
MEETING DATE: April 15, 2026 ITEM # 9
SUBJECT:
CONSIDERATION OF SECOND READING AND ADOPTION OF
ORDINANCE 26-1 REGARDING AMENDMENTS TO TITLE 8 (HEALTH AND SAFETY), TITLE 17 (ZONING) AND TITLE 18 (FLOODPLAIN
MANAGEMENT) OF THE MUNICIPAL CODE
INITIATED OR REQUESTED BY: REPORT COORDINATED OR PREPARED BY:
[ ] Council [ X ] Staff
[ ] Other
Daniel Berumen, AICP, Senior Planner
Community Development Department
ATTACHMENT [ X ] Yes [ ] No [ ] Information [ ] Direction [ X ] Action
OBJECTIVE
The item is a second reading of Ordinance 26-1 regarding proposed amendments to Title 8 (Health and Safety), Title 17 (Zoning), and Title 18 (Floodplain Management) of the Municipal Code.
RECOMMENDED ACTION
Staff respectfully recommend that the City Council:
1. Find that the amendments to Title 8 (Health and Safety), Title 17 (Zoning), and Title 18 (Floodplain Management) of the Municipal Code are exempt from California Environmental Quality Act (CEQA) review pursuant to §15305 (Minor Alterations in Land Use Limitations) and §15321 (Enforcement Actions by Regulatory Agencies) of the CEQA Guidelines; and
2. Waive the second reading and adopt Ordinance 26-1 regarding amendments to Title 8 (Health and Safety), Title 17 (Zoning), and Title 18 (Floodplain Management) of the Municipal Code.
BACKGROUND
The Municipal Code requires regular updates to keep up with ongoing changes in the City. There are existing regulations that are no longer applicable that require updating due to changes in State law, or that require process improvements. No changes to the zoning of property are proposed in this omnibus code update process.
The City’s General Plan 2035 and Housing Element call for code improvements to support housing production, economic development, increased public engagement, and environmental quality. Updating the code helps implement these long-term policy goals and ensures that zoning regulations do not become a barrier to achieving adopted plans. There are also amendments based on feedback from City staff and the public that make sense to implement to improve efficiency and increase the public’s knowledge of planning efforts. Staff’s proposed changes to the Municipal Code are noted and summarized below:
1. Chapter 8.18.040 – Amending definition of hazardous materials
2. Chapter 17.09.020 – Allowing Low Barrier Navigation Centers in Commercial and Mixed-Use Zones
3. Chapter 17.22.030– Amending the language for Development on Lots Divided by Zone Boundaries
4. Chapter 17.27.050 (G) – Adding AB 2097 language to Parking Reductions
5. Chapter 17.30.100(A)(2)(a) – Compliance with state law regarding parking for emergency shelters
6. Chapter 17.31.080 – Amending the definition of Sign Face (Temporary Signage)
7. Chapter 17.31.090 – Adding General Requirements as new subsection A (On-Site Temporary Signs)
8. Chapter 17.31.110 – Adding Statement of Responsibility (Temporary Signage)
9. Chapter 17.35.040(1)(d) – Amending the language for Expiration of Application
10. Chapter 17.35.040(A)(2) – Amending the language for Complete Applications
11. Chapter 17.35.060 (A)(2) – Include all site addresses in mailed notices
12. Chapter 17.35.100D (Extensions) – Zoning Administrator extension of permits and approvals
13. Chapter 17.51.020 (Definitions) – Adding definition of Low Barrier Navigation Center
14. Chapter 18.20.040 (Floodplain Management) – Standards on manufactured homes, remove section B(2) On February 19, 2026, the Planning Commission held a public hearing on this item. After staff’s presentation, the public hearing was opened. Staff presented one minor change to the ordinance language for amendment #2 which was noted for the record via a desk memo. No public comment was provided on this item. The planning commission had no questions for staff. Resolution 26-1PC was unanimously approved for City Council adoption of this item.
533
Omnibus Code Amendments
April 15, 2026