West Sacramento City Council
March 18, 2026

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:

Department laboratory in a district or region not in the district or region the project is located METS
Laboratory not currently employed by you or your HMA producer 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.

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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-102 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 forced- air 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.

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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-103 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.

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:

Treat and marinate coarse and fine aggregates separately Treat the aggregate and stockpile for marination only once 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:

Pugmill mixer
Controller
Weigh belt for the lime
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.

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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-104 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. 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:

Including at least 1 complete system refill cycle during each calibration test run Operating the device in a normal run mode for 10 minutes immediately before starting the calibration process
Isolating the scale system within the loss-in-weight feeder from surrounding vibration Checking the scale system within the loss-in-weight feeder for accuracy before and after the calibration process and daily during mix production
Using a minimum 15 minute or minimum 250 lb test run size for a dry ingredient delivery rate of less CPE26-051 - B&M Civil LLC dba B&M Builders
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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-105 than 1 ton per hour
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. 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:

You fail to submit data
You submit incomplete, untimely, or incorrectly formatted data You fail to take corrective actions
You take late or unsuccessful corrective actions
You fail to stop production when proportioning tolerances are exceeded 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:

Dry ingredient additives for continuous production must be proportioned with a conveyor scale or a loss-in-weight meter.

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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-106 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.

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.

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.

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:

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.

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.

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.

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.
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:

Choose the aggregate gradation from:
3/8-inch Type A HMA aggregate gradation
1/2-inch Type A HMA aggregate gradation
Dike mix aggregate gradation
Choose asphalt binder Grade PG 64-10, PG 64-16, or PG 70-10 Minimum asphalt binder content must be:

6.40 percent for 3/8-inch Type A HMA aggregate gradation

5.70 percent for 1/2-inch Type A HMA aggregate gradation

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
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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-107 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:

Paver is equipped with a hopper that automatically feeds the screed Loading equipment can pick up the windrowed material and deposit it in the paver hopper without damaging base material
Activities for depositing, pickup, loading, and paving are continuous For method compaction:

The temperature of the HMA and the HMA produced with WMA water injection technology in the windrow does not fall below 260 degrees F
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.

Do not use petroleum products such as kerosene or diesel fuel to release HMA from trucks, spreaders, or compactors.

HMA must be free of:

Segregation
Coarse or fine aggregate pockets
Hardened lumps
Marks
Tearing
Irregular texture
Complete finish rolling activities before the pavement surface temperature is:

Below 150 degrees F for HMA with unmodified binder
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:

Self-propelled
Mechanical
Equipped with a screed or strike-off assembly that can distribute HMA the full width of a traffic lane Equipped with a full-width compacting device
Equipped with automatic screed controls and sensing devices that control the thickness, longitudinal grade, and transverse screed slope
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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-108 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:

Spread the HMA by any means to obtain the specified lines, grades, and cross sections 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:

Either receiving HMA directly from trucks or using a windrow pickup head to load it from a windrow deposited on the roadway surface
Remixing the HMA with augers before transferring into the paver's receiving hopper or feed system 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:

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.

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.

Finishing roller must be a steel-tired, 2-axle tandem roller. The roller's gross static weight must be at least 7.5 tons.

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:

Tungsten-carbide or diamond tipped
Spaced no greater than 1/4-inch apart on center
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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-109 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:

Diamond grinding in the wheel paths, the entire surface, or cold planer or paver smoothness referencing locations
Micro milling in the wheel paths, the entire surface, or cold planer or paver smoothness referencing locations
3D modeling of the existing roadway and subsequent automatic machine guidance of either cold planer, paver, or both
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:

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).

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.

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).
39-2.01C(3)(f) Tack Coat
Apply a tack coat:

To existing pavement including planed surfaces
Between HMA layers
To vertical surfaces of:

Curbs
Gutters
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:

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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-110 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:

Weight ratio of water to bituminous material in the original asphaltic emulsion Weight of asphaltic emulsion before diluting
Weight of added water
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:

Repair cracks 1/4 inch and wider, spalls, and holes in the pavement. This repair is change order work.

Clean the pavement of loose and extraneous material.

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.

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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-111 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:

Traffic, except for crossings under traffic control and only after you place a small HMA quantity Sharp turns from construction equipment
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 CPE26-051 - B&M Civil LLC dba B&M Builders
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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-112 wedge in a single pass. The tapered notched wedge must be compacted to a minimum of 91 percent compaction.
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:

Shoulders
Tapers
Transitions
Road connections
Driveways
Curve widenings
Chain control lanes
Turnouts
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 CPE26-051 - B&M Civil LLC dba B&M Builders
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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-113 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:

Textured uniformly
Compacted firmly
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:

HMA pavement thickness shown is less than 0.15 foot
Replace asphalt concrete surfacing
Leveling courses
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:

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.

Intermediate compaction of each layer of HMA with 3 coverages using a pneumatic-tired roller at a speed not to exceed 5 mph.

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 CPE26-051 - B&M Civil LLC dba B&M Builders
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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-114 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:

Parallel to and along the nearest HMA pavement edge or lane line 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.

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:

At the beginning, end, and every 1/2 mile within the paving limits of each route on the project After all paving is complete
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:

Granular material
Crumbled or cracked stabilized material
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
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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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-115 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.

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
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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-116 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
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
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.

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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-117 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.

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
Not Used
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
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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-118 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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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-119 SECTION 32 16 13 CURBS, GUTTERS, SIDEWALKS, AND DRIVEWAYS All work shall conform to Section 11 of the City Standard Specifications and Section 73 and Section 90 of the State Standard Specifications unless otherwise specified within.

SECTION 11

CONCRETE CURB, MOUNTABLE 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, mountable curb, gutter and sidewalks shall be constructed of Class A portland cement concrete with 505 pounds of cementitious material per cubic yard. 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, Mountable Curb, 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
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.

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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-120 SECTION 73 CONCRETE CURBS AND SIDEWALKS
(CALTRANS STANDARD SPECIFICATIONS EXCERPTS)
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, closed- cell polypropylene foam, preformed joint filler that complies with ASTM D8139 may be used.

Mortar must comply with section 51-1.02F.

Form oil must:

Be commercial quality or an equivalent coating
Allow the ready release of forms
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.
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:

Using a template supported on the side forms for the fixed form method Measuring from the offset guide line or survey marks for the extruded or slip form method CPE26-051 - B&M Civil LLC dba B&M Builders
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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-121 73-1.03C Fixed Form Method
Set forms to the required alignment, grade, and dimensions.

Forms must:

Be smooth on the side placed against concrete.

Have a straight upper edge.

Be rigid enough to withstand the pressure of fresh concrete without distortion. Use enough stakes, clamps, spreaders, and braces to ensure rigidity.

Be clean of debris and old concrete.

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:

Sensing from preset string lines
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:

Protect the adjacent surfaces with close fitting, firmly supported shields 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:

Mortar preformed joint filler in place using heavy trowel pressure Cover the exposed portions of the concrete in the vicinity of the saw cut with an additional application of curing compound
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
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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-122 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
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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-123 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:

Finished curb is true to line and grade
Concrete contains the maximum quantity of water that maintains the curb's shape without support 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.

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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-124 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.
73-2.04 PAYMENT
Not Used
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. 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.

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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-125 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
SECTION 90 CONCRETE
(CALTRANS STANDARD SPECIFICATIONS EXCERPTS)
90-1 GENERAL
90-1.01 GENERAL
91-1.01A Summary
Section 90-1 includes general specifications for furnishing, curing, and protecting concrete.

Concrete must be composed of cementitious material, fine aggregate, coarse aggregate, admixtures if used, and water.

PCC must comply with the specifications for concrete.
90-1.01B Definitions
CIP structural concrete members: CIP components of bridge structures, piling, retaining walls, sound walls, box culverts, drainage inlets, approach slabs, bridge railing, and bridge barriers. free water: Total water in the concrete mixture minus the water absorbed by the aggregates in reaching a saturated surface-dry condition.
reclaimed aggregate: Aggregate that has been recovered from plastic concrete by washing away the cementitious material.
90-1.01C Submittals
90-1.01C(1) General
Reserved
90-1.01C(2) Aggregate Gradation
Before starting concrete work, submit the gradation of the primary aggregate nominal sizes. If the aggregate source changes, submit the new gradation before using the aggregate.

If a primary coarse aggregate or the fine aggregate is separated into 2 or more sizes, submit the gradation and proposed proportions of each size combined mathematically to show 1 proposed gradation. Show the percentage passing for each applicable sieve size.
90-1.01C(3) Cementitious Materials
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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-126 Submit a certificate of compliance for cementitious materials. Include the source name and location.

If the cementitious material is delivered directly to the job site, the certificate of compliance must be signed by the cementitious material supplier.

If the cementitious material is used in ready-mixed concrete, the certificate of compliance must be signed by the concrete manufacturer.

If blended cement is used, the certificate of compliance must include a statement signed by the blended cement supplier that shows the actual percentage of SCM, by weight, in the blend. Determine the weight of SCM by using a weighing device or by chemical analysis.

If blended SCM is used, the certificate of compliance must include a statement signed by the blended SCM supplier that shows the actual percentages of SCMs, by weight, in the blend. Determine the weight of the different SCMs by using a weighing device or by chemical analysis. 90-1.01C(4) Admixtures
If you propose to use an admixture from the Authorized Material List for chemical admixture for use in concrete, submit a certificate of compliance from the manufacturer certifying that the admixture furnished is the same as that previously authorized.
90-1.01C(5) Curing Compound
For each batch of curing compound delivered to the job site or casting site, submit:

Split curing compound test samples to METS. The test samples must be from the shipping containers at the manufacturer's source of supply.

Certificate of compliance to the Engineer and to METS. The certificate of compliance must include:

Test results for the tests specified in section 90-1.01D(6) Certification that the material was tested within 1 year before use If the curing compound is shipped in tanks or tank trucks, submit a shipping invoice with each load. The invoice must show the same information specified for container labels in section 90-1.03B(3)(b). 90-1.01C(6) Mix Design
90-1.01C(6)(a) General
Submit the concrete mix design before using the concrete in the work and before changing the mix design, mix proportions, or an aggregate source.
90-1.01C(6)(b) Cast-In-Place Structural Concrete Members For CIP structural concrete members, submit with your mix design results from the tests specified in 90-

1.01D(10)(b)(iv) and the results from the tests shown in the following table:

Quality characteristic Test method
Specific gravity and absorption of coarse aggregate ASTM C127 Specific gravity and absorption of fine aggregate ASTM C128 Durability index for fine aggregate California Test 229 Soundness California Test 214
Resistance to degradation California Test 211
Organic impurities California Test 213
Chloride concentration of water for washing aggregates
and mixing concrete California Test 422
Sulfate concentration of water for washing aggregates and mixing concrete California Test 417
Impurities in water for washing aggregates and mixing
concrete
ASTM C191 or ASTM C266 and ASTM
C109
90-1.01C(7) Concrete Delivery
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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-127 Submit a weighmaster certificate as an informational submittal with each load of concrete delivered to the job site.

The weighmaster certificate must show:

Mix identification number.

Nonrepeating load number.

Date and time the materials were batched.

Total quantity of water added to the load.

For transit-mixed concrete, the revolution counter reading at the time the truck mixer is charged with cement.

Actual scale weights in pounds for the ingredients batched. Do not substitute theoretical or target batch weights for actual scale weights.

Submit weighmaster certificates in printed form or, if authorized, in electronic media. Present electronic media in a tab-delimited format on a CD or DVD. Captured data for the ingredients represented by each batch must be a line-feed, carriage-return, and one line separated record with sufficient fields for the specified data.

You may submit a weighmaster certificate with a separate certificate that lists the actual batch weights or measurements for a load of concrete if both certificates are delivered to the job site and are imprinted with the same nonrepeating load number that is unique to the Contract. 90-1.01C(8) Testing
90-1.01C(8)(a) General
If the concrete is tested for shrinkage, submit the test data with the mix design.

If prequalification is specified, submit certified test data or trial batch test reports under section 90-

1.01D(5)(b).

If 56 days are allowed for the concrete to attain the compressive strength described, submit test results under section 90-1.01D(5)(a).
90-1.01C(8)(b) Cast-In-Place Structural Concrete Members For CIP structural concrete members, submit test results within 3 business days after completing each QC test. For submittal of test results, go to:
http://dime.dot.ca.gov/
For CIP structural concrete members, include the following with the test results:

Contract number
Mix design number
Test sample identification number
Date and time of test
Batch plant
Batch number
Bridge number and description of element
Supporting data and calculations
Name, certification number, and signature of the QC tester If additional compressive strength test results are needed for CIP structural concrete members to facilitate your schedule, submit a plot of the strength projection curve. 90-1.01C(9) Stationary Mixer Certification
If you weigh the SCM cumulatively with the cement for concrete completely mixed in a stationary mixer, submit certification of the stationary mixer under section 90-1.02F(4)(c). 90-1.01C(10) Protecting Concrete
If requested, submit a plan for protecting the concrete.

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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-128 90-1.01C(11) Quality Control Plan for Cast-In-Place Structural Concrete Members Section 90-1.01C(11) applies to CIP structural concrete members.

Submit 3 copies of the QC plan for review.

Submit an amended QC plan or an addendum to the QC plan when there are any changes to:

Concrete plants
Testing laboratories
Plant certification or laboratory accreditation status
Tester or inspector qualification status
QC personnel
Procedures and equipment
Material sources
Material testing
Allow the Department 5 business days to review an amended QC plan or an addendum to the QC plan. 90-1.01C(12) Concrete Materials Quality Control Summary Report for Cast-In-Place Structural Concrete Members
Section 90-1.01C(12) applies to CIP structural concrete members.

During concrete production for CIP structural concrete members, submit a concrete materials QC summary report at least once a month. The report must include:

Inspection reports.

Test results.

Documentation of:

Test result evaluation by the QC manager
Any discovered problems or deficiencies and the corrective actions taken Any testing of repair work performed
Any deviations from the specifications or regular practices with explanation Certificate of compliance for the structural concrete material signed by the QC manager. The certificate must state that the information contained in the report is accurate, the minimum testing frequencies specified in section 90-1.01D(10)(b)(iv) are met, and the materials comply with the Contract.
90-1.01C(13) Polymer Fibers
For concrete used in concrete bridge decks or PCC deck overlays, submit:

Fiber manufacturer's product data and application instructions Certificate of compliance for each shipment and type of fiber 90-1.01D Quality Assurance
90-1.01D(1) General
If requested, furnish test samples of the freshly mixed concrete and provide satisfactory facilities for obtaining the test samples.
90-1.01D(2) Cementitious Material Content
Adjust the batch proportions as necessary to produce concrete having the specified cementitious material content.

The Engineer verifies compliance with the specified cementitious material content by testing under California Test 518 for cement content. For testing purposes, SCM is considered to be cement.

For all concrete except minor concrete, if the cementitious material, portland cement, or SCM content is less than the minimum required and is not within the batching tolerances allowed under section 90-

1.02F(3), you must remove the concrete. If the Engineer determines that the concrete is structurally adequate, the concrete may remain in place and $0.25 is deducted for each pound of cementitious CPE26-051 - B&M Civil LLC dba B&M Builders
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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-129 material, portland cement, or SCM less than the minimum required. No deductions are made based on the results of California Test 518.
90-1.01D(3) Shrinkage
If shrinkage limitations are specified, test the concrete under AASHTO T 160, modified as follows:

Prepare specimens that have a 4-by-4-inch cross section.

Remove each specimen from the mold 23 ± 1 hours after mixing the concrete and place the specimen in lime water at 73 ± 3 degrees F until 7 days age.

Take a comparator reading at 7 days age and record it as the initial reading.

Store the specimens in a humidity-controlled room maintained at 73 ± 3 degrees F and 50 ± 4 percent relative humidity for the remainder of the test.

Take subsequent readings at 7, 14, 21, and 28 days drying.

Perform AASHTO T 160 testing at a laboratory that is accredited to perform AASHTO T 160 or that maintains a current rating of 3 or better for the Cement and Concrete Reference Laboratory concrete proficiency sample program.

Shrinkage test data authorized by the Department no more than 3 years before the 1st day of the Contract is authorized for the entire Contract. The test data must be for concrete with similar proportions and using the same materials and material sources to be used on the Contract. Concrete is considered to have similar proportions if no more than 2 mix design elements are varied and the variation is within the tolerances shown in the following table:

Mix design element Tolerance (±)
Water to cementitious material ratio 0.03
Total water content (%) 5
Coarse aggregate content (%) 10
Fine aggregate content (%) 10
SCM content (%) 5
Admixture as originally doseda (%) 25 aAdmixtures must be the same brand. 90-1.01D(4) Concrete Uniformity
The Engineer determines the uniformity of concrete mixtures based on differences in test results between 2 test samples of mixed concrete from the same batch for the following tests:

California Test 533 if the mix design specifies a penetration value ASTM C143 if the mix design specifies a slump value
California Test 529
90-1.01D(5) Compressive Strength
90-1.01D(5)(a) General
Section 90-1.01D(5) applies for either of the following cases:

Concrete is designated by compressive strength.

Attaining a minimum concrete compressive strength is specified as a prerequisite to applying loads or stresses to a concrete structure or member.

If the 28-day compressive strength described is 3,600 psi or greater, the concrete is designated by compressive strength.

If the concrete is designated by compressive strength, the strength of concrete that is not steam cured is determined from cylinders cured under Method 1 of California Test 540.

If attaining a minimum concrete compressive strength is specified as a prerequisite to applying loads or stresses to a concrete structure or member, cylinders for concrete that is not steam cured are cured under Method 2 of California Test 540 and the concrete compressive strength is evaluated based on individual CPE26-051 - B&M Civil LLC dba B&M Builders
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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-130 tests.

For concrete with a described 28-day compressive strength greater than 3,600 psi, 42 days are allowed to attain the strength described.

Except for concrete specified to be in a freeze-thaw area, 56 days are allowed to attain the strength described if the cementitious material satisfies the following equation:
[(41 x UF) + (19 x F) + (11 x SL)]/TC ≥ 7.0
where:

F = natural pozzolan or fly ash complying with AASHTO M 295, Class F or N, including the quantity in blended cement or blended SCM, lb/cu yd. F is equivalent to the sum of FA and FB as defined in section 90-1.02B(3).

SL = GGBFS, including the quantity in blended cement or blended SCM, lb/cu yd UF = silica fume, metakaolin, or UFFA, including the quantity in blended cement or blended SCM, lb/cu yd TC = total quantity of cementitious material used, lb/cu yd For concrete satisfying the equation above, test for the compressive strength at least once every 500 cu yd at 28, 42, and 56 days. Submit the test results to the Engineer and to METS, Attention: Office of Structural Materials, Concrete Materials Testing Branch.

The Engineer determines the concrete compressive strength from test cylinders:

Made from concrete sampled under California Test 539
Molded and initially field cured under California Test 540 Cured and tested under California Test 521
A compressive strength test represents no more than 300 cu yd of concrete and consists of the average compressive strength of two 6-by-12-inch cylinders or three 4-by-8-inch cylinders made from material taken from a single load of concrete. If a cylinder shows evidence of improper sampling, molding, handling, or testing, the cylinder is discarded and the test consists of the compressive strength of the remaining cylinders.

If a single compressive strength test result is below the strength described at the maximum age specified or allowed, or if the compressive strength of concrete tested at 7 days indicates to the Engineer that the concrete will not attain the strength described at the maximum age specified or allowed, correct the mix design or concrete fabrication procedures and obtain authorization before you place additional concrete.

If a single compressive strength test result is below the strength described at the maximum age specified or allowed, the concrete represented by the test is subject to one of the following actions:

If the compressive strength is at least 95 percent of the strength described, $10 per cubic yard of concrete is deducted.

If the compressive strength is below 95 percent of the strength described but is at least 85 percent of the strength described, $15 per cubic yard of concrete is deducted.

If the compressive strength is below 85 percent of the strength described, you must remove the concrete.

If a strength test result at the maximum age specified or allowed is below the strength described but is at least 85 percent of the strength described, the deductions specified above apply unless you obtain and submit evidence that the strength of the concrete placed in the work is greater than or equal to the strength described and this evidence is accepted by the Engineer.

If a strength test result at the maximum age specified or allowed is below 85 percent of the strength described, you must remove the concrete represented by the test unless you obtain and submit evidence that the strength of the concrete placed in the work is at least 85 percent of the strength described and this evidence is accepted by the Engineer.

If the evidence consists of tests made on cores taken from the work, obtain and test the cores under ASTM C42.

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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-131 90-1.01D(5)(b) Prequalification
If the concrete has a described 28-day compressive strength greater than 3,600 psi, or if prequalification is specified, prequalify the materials, mix proportions, mixing equipment, and procedures proposed for each mix design to be used in the work before placing the concrete.

Submit certified test data or trial batch test reports based on the same materials, mix proportions, mixing equipment, procedures, and batch size proposed for use in the work.

Certified test data must show that:

Results of 90 percent or more of at least 20 consecutive tests exceed the compressive strength described at the maximum number of days specified or allowed and none of the test results are less than 95 percent of the strength described
All tests are the most recent tests made on concrete of the proposed mix design and were made within 1 year of the proposed use of the concrete
Trial batch test reports must show that:

Average compressive strength for 5 consecutive concrete cylinders taken from a single batch and tested at not more than the maximum age specified or allowed is at least 600 psi greater than the 28- day compressive strength described
No individual cylinder has a strength less than the strength described at the maximum age specified or allowed
Data contained in the report is from trial batches produced within 1 year of the proposed use of the concrete
If air entrainment is specified, the air content of the trial batches must be greater than or equal to the air content specified for the concrete without reduction due to tolerances.

Perform tests under the appropriate California Test methods or comparable ASTM test methods. Use testing equipment that is in good condition and properly calibrated. If tests are performed during the Contract, notify the Engineer in advance so that the Engineer can witness the test procedures.

Certified test data and trial batch reports must include:

Date of mixing
Mixing equipment and procedures
Batch size in cubic yards
Weight, type, and source for each ingredient
Penetration or slump as specified in section 90-1.02G(6) 6 Air content if an air-entraining admixture is used
Concrete age at the time of testing
Compressive strength for each cylinder tested
Signature of an official of the testing firm
If authorized, you may use the concrete from trial batches in the work at locations where lower quality concrete is required.

Any change to the prequalified materials, mix proportions, mixing equipment, or procedures that could result in a concrete strength below that described requires additional prequalification by trial batch testing. 90-1.01D(6) Curing Compound
Test each batch of curing compound delivered to the job site or casting site for:

Water loss at 24 hours under California Test 534
Reflectance under ASTM E1347
Viscosity under ASTM D2196
Nonvolatile content under ASTM D2369
Pigment content under ASTM D3723
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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-132 A batch must be no larger than 10,000 gal.

The Engineer samples the curing compound at any of the following:

Manufacturer's supply source
Job site or casting site
The curing compound sampled from shipping containers from the manufacturer's supply source or from the job site must match the test results for viscosity, nonvolatile content, and pigment content within the tolerances specified in the precision and bias statements for the test methods.

Additional testing of the curing compound may be required before its use if the compound has not been used within 1 year or if the Engineer believes that the compound may no longer be acceptable. 90-1.01D(7) Qualifications for Cast-In-Place Structural Concrete Members Section 90-1.01D(7) applies to CIP structural concrete members.

QC laboratory testing personnel must have an ACI Concrete Laboratory Testing Technician, Level 1 certification or an ACI Aggregate Testing Technician, Level 2 certification, whichever certification includes the test being performed.

QC field testing personnel and field and plant inspection personnel must have an ACI Concrete Field Testing Technician, Grade I certification.
90-1.01D(8) Certifications for Cast-In-Place Structural Concrete Members Each concrete plant used for CIP structural concrete members must have a current authorization under the Department's MPQP.

Each QC testing laboratory must be an authorized laboratory with current accreditation from the AASHTO Accreditation Program for the tests performed.
90-1.01D(9) Preconstruction Meeting for Cast-In-Place Structural Concrete Members Section 90-1.01D(9) applies to CIP structural concrete members.

Before concrete placement, hold a meeting to discuss the requirements for structural concrete QC. The meeting attendees must include the Engineer, the QC manager, and at least 1 representative from each concrete plant performing CIP structural concrete activities for the Contract. 90-1.01D(10) Quality Control
90-1.01D(10)(a) General
Reserved
90-1.01D(10)(b) Cast-In-Place Structural Concrete Members 90-1.01D(10)(b)(i) General
Section 90-1.01D(10)(b) applies to CIP structural concrete members.

Develop, implement, and maintain a QC program that includes inspection, sampling, and testing of structural concrete materials for CIP structural concrete members.

Perform all sampling, testing, and inspecting required to control the process and to demonstrate compliance with the Contract and the authorized QC plan.

Provide a QC field inspector at the concrete delivery point while placement activities are in progress. Provide a testing laboratory and the testing personnel for QC testing.

The QC inspector and the QC manager must be fully authorized by the Contractor to reject material.

QC testers and inspectors must be your employees or must be hired by a subcontractor providing only QC services. QC testers and inspectors must not be employed or compensated by a subcontractor or by other CPE26-051 - B&M Civil LLC dba B&M Builders
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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-133 persons or entities hired by subcontractors who will provide other services or materials for the project.

If lightweight concrete, RSC, or SCC is used as structural concrete, you must also comply with the sampling and testing specifications of that section.
90-1.01D(10)(b)(ii) Quality Control Plan
The QC plan must detail the methods used to ensure the quality of the work and provide the controls to produce concrete. The QC plan must include:

Names and documentation of certification or accreditation of the concrete plants and testing laboratories to be used
Names, qualifications, and copies of certifications for the QC manager and all QC testing and inspection personnel to be used
Organization chart showing QC personnel and their assigned QC responsibilities Example forms, including forms for certificates of compliance, hard copy test result submittals, and inspection reports
Methods and frequencies for performing QC procedures, including inspections and material testing Procedures to control quality characteristics, including standard procedures to address properties outside of the specified operating range or limits, and example reports to document nonconformances and corrective actions taken
Procedures for verifying:

Materials are properly stored during concrete batching operations Batch plants have the ability to maintain the concrete consistency during periods of extreme heat and cold
Admixture dispensers deliver the correct dosage within the accuracy requirements specified Delivery trucks have a valid National Ready Mixed Concrete Association certification card Procedures for verifying that the weighmaster certificate for each load of concrete shows:

Concrete as batched complies with the authorized concrete mix design weights Moisture corrections are being accurately applied to the aggregates Cementitious materials are from authorized sources
Any water that is added after batching at the plant
Procedures for visually inspecting the concrete during discharge operations Allow the Department 5 business days to review an amended QC plan or an addendum to the QC plan. 90-1.01D(10)(b)(iii) Quality Control Manager
Assign a QC manager. The QC manager must have one of the following qualifications:

Civil engineering license in the State
ACI Concrete Laboratory Testing Technician, Level 1 certification NICET Level II concrete certification
ICC Reinforced Concrete Special Inspector certification ASQ Certified Manager of Quality/Organizational Excellence with the qualifying 10 years of experience and body of knowledge in the field of concrete During concrete placement, the QC manager must be at the plant or job site within 3 hours of receiving notification from the Engineer.
90-1.01D(10)(b)(iv) Quality Control Testing Frequencies For each mix design used to produce CIP structural concrete, perform sampling and testing in compliance with the following tables:

Aggregate QC Tests
Quality characteristic Test method Minimum testing frequency Aggregate gradation California Test 202
Sand equivalent California Test 217 Once per each day of pour Cleanness value California Test 227
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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-134 Moisture content of fine aggregate California Test 226 1–2 times per each day of pour, depending on conditions
Concrete QC Tests
Quality characteristic Test method Minimum testing frequency Slump
ASTM C143/C143M
Once per 100 cu yd or each day of pour,
whichever is more frequent, and
when requested by the Engineer
Uniformitya ASTM C143/C143M, California Test
533, and California Test 529 When ordered by the Engineer Air content, (freeze-thaw
area) California Test 504b
If concrete is air entrained, once per
30 cu yd or each day of pour,
whichever is more frequent
Air content, (non-freezethaw area) California Test 504b If concrete is air entrained, once per
100 cu yd or each day of pour,
whichever is more frequent
Temperature California Test 557 Once per 100 cu yd or each day of pour, whichever is more frequent Density California Test 518 Compressive strengthc,d California Test 521
aAs specified in section 90-1.01D(4).
bUse ASTM C173/C173M for lightweight concrete.
cMark each cylinder with the Contract number, the date and time of sampling, and the weighmaster certificate number.
dYou may need additional test samples to facilitate your schedule. 90-1.01D(10)(b)(v) Inspection Reports
Document each inspection performed by a QC inspector in an inspection report that includes:

Contract number
Mix design number
Date and time of inspection
Plant location
Concrete placement location
Batch number
Reviewed copies of weighmaster certificates
Description of the inspection performed
Name, certification number, and signature of the QC inspector 90-1.01D(10)(b)(vi) Rejection of Material
If any of the QC concrete test results fail to comply with the specified requirements, the batch of concrete must not be incorporated in the work. Notify the Engineer. Repeat the QC concrete tests on each subsequent batch until the test results comply with the specified requirements.

If 3 consecutive batches fail to comply with the specified requirements, (1) revise concrete operations as necessary to bring the concrete into compliance and (2) increase the frequency of QC testing. The revisions must be authorized before resuming production. After production resumes, you must receive authorization before returning to the QC testing frequency authorized in the QC plan. 90-1.01D(11) Department Acceptance
90-1.01D(11)(a) General
Reserved
90-1.01D(11)(b) Cast-In-Place Structural Concrete Members The Department accepts concrete incorporated into CIP structural concrete members based on only the Department's test results. QC test results will not be used for Department acceptance.

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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-135 90-1.02 MATERIALS
90-1.02A General
Concrete for pavement, approach slabs, and bridge decks must comply with the shrinkage limitations shown in the following table when tested under section 90-1.01D(3):

Type of work Maximum average length change of 3 laboratory cast specimens at 28 days drying (%)
Paving and approach slab concrete 0.050
Bridge deck concrete 0.032
When tested for uniformity under section 90-1.01D(4), the differences in test results between the 2 concrete test samples must comply with the following:

When tested under California Test 533, the difference in penetration values must not exceed 1/2 inch.

When tested under ASTM C143, the difference in slump values must not exceed the values shown in the following table:

Average slump, S
(in)
Maximum permissible difference (in)
S < 4 1
4 ≤ S ≤ 6 1-1/2
6 < S ≤ 9 2
When tested under California Test 529, the difference in the proportion of coarse aggregate must not exceed 170 pounds of aggregate per cubic yard of concrete.

Unless a modulus of rupture is specified, the minimum required compressive strength for concrete must be the greater of either the strength described or 2,500 psi. Proportion the concrete to attain the minimum required compressive strength.

For concrete not designated by compressive strength, the concrete must attain at least 85 percent of the minimum required compressive strength when tested at 28 days.

For new bridge decks or PCC deck overlays, fibers must comply with ASTM D7508. Microfibers must be from 1/2 to 2 inches long. Macrofibers must be from 1 to 2-1/2 inches long. 90-1.02B Cementitious Materials
90-1.02B(1) General
The cementitious materials type and brand must be on the Authorized Material List for cementitious material for use in concrete when the mix design is submitted.

Unless otherwise specified, the cementitious material must be one of the following:

Combination of Type II or V portland cement and SCM
Combination of blended cements and SCM
Blended cement
The cementitious materials used in CIP concrete for exposed surfaces of similar elements of a structure must be from the same sources and of the same proportions.

Protect cementitious materials from moisture until used.

Place sacked cementitious materials in a pile to allow access for tallying, inspecting, and identifying each shipment.

Provide facilities that ensure the cementitious materials to be used in the work are kept separate from each other and from other cementitious materials.

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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-136 A storage silo containing a cementitious material must be emptied before using the silo for a different cementitious material. Blended cements with a percentage of SCM differing by more than 2 percent are considered different cementitious materials. Blended SCMs with differing targeted manufacturer masses are considered different cementitious materials.

Sample cementitious materials under California Test 125. 90-1.02B(2) Cement
Portland cement must comply with ASTM C150/C150M Type II, III or V, except:

Alkali content must not exceed 0.60 percent by mass of alkalies as Na2O + 0.658 K2O when determined under AASHTO T 105
Autoclave expansion must not exceed 0.50 percent
C3S content of Type II cement must not exceed 65 percent Type III cement may be used only if specified or authorized Blended cement, including portland limestone cement, Type IL must comply with AASHTO M 240, except:

Maximum limits on pozzolan content do not apply
Sulfate resistance must be moderate (MS) or high (HS)
Alkali content in cement portion of blended cements must not exceed 0.60 percent by mass of alkalies as Na2O + 0.658 K2O when determined under AASHTO T 105 90-1.02B(3) Supplementary Cementitious Materials
Each SCM must be one of the following:

Fly ash from an individual source or a blend from multiple sources, complying with:

AASHTO M 295, Class F and either of the following:

Available alkali as Na2O + 0.658 K2O must not exceed 1.5 percent when tested under ASTM C311.

Total alkali as Na2O + 0.658 K2O must not exceed 5.0 percent when tested under AASHTO T 105.

Total of SiO2 + Al2O3 + Fe2O3 in the fly ash is at least 70 percent when represented as FA and 60 percent when represented as FB, in Equation 1 below.

UFFA complying with AASHTO M 295, Class F, and the chemical and physical requirements shown in the following 2 tables:

Chemical quality characteristic Requirement
(%)
Sulfur trioxide (SO3) (max) 1.5
Loss on ignition (max) 1.2
Available alkalies as Na2O + 0.658 K2O (max) 1.5
SiO2 + Al2O3 + Fe2O3 (min) 70
Physical quality characteristic Requirement
(%)
Particle size distribution:

Less than 3.5 microns (min) Less
than 9.0 microns (min)
50 90
Strength activity index with Portland cement: 7
days (% of control, min)
28 days (% of control, min)
95 110
Expansion at 16 days when testing project materials
under ASTM C1567a (max)

0.10 aIn the test mix, at least 12 percent, by weight, of the Type II or V Portland cement must be replaced with UFFA.

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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-137 Raw or calcined natural pozzolans from an individual source or a blend from multiple sources, complying with AASHTO M 295, Class N, except the maximum allowable loss on ignition is 10 percent, and either of the following:

Available alkali as Na2O + 0.658 K2O must not exceed 1.5 percent when tested under ASTM C311.

Total alkali as Na2O + 0.658 K2O must not exceed 5.0 percent when tested under AASHTO T 105.

Metakaolin complying with AASHTO M 295, Class N, and the chemical and physical requirements for the quality characteristics shown in the following 2 tables:

Chemical quality characteristic Requirement
(%)
Silicon dioxide (SiO2) + aluminum oxide (Al2O3) (min) 90.0 Calcium oxide (CaO) (max) 2.0
Sulfur trioxide (SO3) (max) 1.5
Loss on ignition (max) 1.2
Available alkalies as Na2O + 0.658 K2O (max) 1.5
Physical quality characteristic Requirement
(%)
Particle size distribution less than 45 microns (min) 95 Strength activity index with Portland cement: 7
days (% of control, min)
28 days (% of control, min)
100
100
GGBFS complying with AASHTO M 302, Grade 100 or 120.

Silica fume complying with AASHTO M 307, with a minimum reduction in mortar expansion of 80 percent when using the cement from the proposed mix design.

Blends of supplementary cementitious materials other than those described in item 8 below and meeting the requirements under items 1 through 6 above, blended in accordance with ASTM C1697.

Blends of fly ashes with raw or calcined natural pozzolans meeting the following:

The final blended product meets the requirements for Class F fly ash and raw or calcined natural pozzolan according to items 1 and 3 above, except that loss on ignition must not exceed 6.0 percent.

The final blended product meets the optional requirements of AASHTO M295 for both Class F fly ash and Class N natural pozzolan.

Average expansion limitation in the following table:

Duration after casting Test methoda,b,c Maximum expansion 16 days ASTM C1567 0.150%
1 year ASTM C1293 0.040%
aUse borosilicate glass as fine aggregate
bUse SCM replacement ratio based on Equation 1 below with X=3 cThe laboratory performing the testing must maintain AASHTO accreditation for testing of cementitious materials for chemical and physical properties.

Fly ash from different sources may be commingled at uncontrolled ratios if:

Each source produces fly ash complying with AASHTO M 295, Class F At the time of commingling, each fly ash has:

Running average of relative density that does not differ from any other fly ash by more than 0.25 Running average of loss on ignition that does not differ from any other fly ash by more than 1 percent
Final commingled fly ash complies with AASHTO M 295, Class F Fly ash supplier is responsible for testing the commingled fly ash Blends of fly ashes and raw or calcined natural pozzolans may be commingled at uncontrolled ratios if:

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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-138 Each blended SCM complies with item 8 of the first paragraph above.

At the time of commingling, each blended material has:

Running average of relative density that does not differ from any other blended material by more than 0.25.

Running average of loss on ignition that does not differ from any other blended material by more than 1 percent.

The final commingled material complies with item 8 of the first paragraph above.

The blended SCM supplier is responsible for testing the commingled material.

The quantity of cement and SCM in concrete must comply with the minimum cementitious material content specified.

The SCM content in concrete must comply with one of the following:

Any combination of cement and SCMs, satisfying equations 1 and 2:

Equation 1:
[(25 x UF) + (12 x FA) + (10 x FB) + (6 x SL)]/MC  X
where:

UF = silica fume, metakaolin, or UFFA, including the quantity in blended cement or blended SCM, lb/cu yd FA = natural pozzolan or fly ash complying with AASHTO M 295, Class F or N, with a CaO content of up to 10 percent, including the quantity in blended cement or blended SCM, lb/cu yd FB = natural pozzolan or fly ash complying with AASHTO M 295, Class F or N, with a CaO content of greater than 10 percent and up to 15 percent, including the quantity in blended cement or blended SCM, lb/cu yd
SL = GGBFS, including the quantity in blended cement or blended SCM, lb/cu yd MC = minimum quantity of cementitious material specified, lb/cu yd X = 1.8 for innocuous aggregate, 3.0 for all other aggregate Equation 2:

MC - MSCM - PC ≥ 0
where:

MC = minimum quantity of cementitious material specified, lb/cu yd MSCM = minimum sum of SCMs that satisfies equation 1, lb/cu yd PC = quantity of Type IL cement or Portland cement, including the quantity in blended cement, lb/cu yd 15 percent Class F fly ash with at least 48 oz of LiNO3 solution added per 100 lb of Portland cement or Portland limestone cement. The CaO content of the fly ash must not exceed 15 percent. 90-1.02C Aggregates
90-1.02C(1) General
Both the coarse and fine aggregate must be on the Authorized Material List for the aggregate used in concrete to be considered innocuous.

Aggregates must be free from deleterious coatings, clay balls, roots, bark, sticks, rags, and other extraneous material.

Provide safe and suitable facilities, including splitting devices, for obtaining aggregate test samples under California Test 125.

Aggregates must have:

Characteristics that enable the production of workable concrete within the limits of water content CPE26-051 - B&M Civil LLC dba B&M Builders
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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-139 specified in section 90-1.02G(6).

No more than 10 percent loss when tested for soundness under California Test 214. The soundness requirement does not apply to fine aggregate if the durability index of the fine aggregate is 60 or greater when tested under California Test 229.

Each cleanness value, sand equivalent, or aggregate gradation test represents no more than 300 cu yd of concrete or 1 day's pour, whichever is smaller.

If the results of any 1 or more of the cleanness value, sand equivalent, or aggregate gradation tests do not comply with the requirements for operating range, but all comply with the requirements for Contract compliance:

Suspend the concrete placement at the completion of the current pour Do not restart the concrete placement until test results or other information show that the next material to be used in the work complies with the requirements for operating range If the results of either or both of the cleanness value and coarse aggregate gradation tests do not comply with the requirements for Contract compliance, you must remove the concrete represented by the tests. If the Engineer determines that the concrete is structurally adequate, the concrete may remain in place and $3.50 per cubic yard for paving concrete and $5.50 per cubic yard for other concrete is deducted for the concrete represented by these tests and left in place.

If the results of either or both of the sand equivalent and fine aggregate gradation tests do not comply with the requirements for Contract compliance, you must remove the concrete represented by the tests. If the Engineer determines that the concrete is structurally adequate, the concrete may remain in place and $3.50 per cubic yard for paving concrete and $5.50 per cubic yard for other concrete is deducted for the concrete represented by these tests and left in place.

The 2 preceding paragraphs apply individually to the Contract compliance requirements for coarse and fine aggregate. If both coarse and fine aggregate do not comply with the Contract compliance requirements, both paragraphs apply. The deductions specified in those paragraphs are in addition to any deductions made under section 90-1.01D(2).
90-1.02C(2) Coarse Aggregate
Coarse aggregate must consist of gravel, crushed gravel, crushed rock, reclaimed aggregate, crushed air-cooled iron blast furnace slag, or a combination of these.

Do not use crushed air-cooled iron blast furnace slag in reinforced or PS concrete.

Reclaimed aggregate must comply with the specifications for aggregate.

Coarse aggregate must have the requirements for the quality characteristics shown in the following table:

Quality characteristic Test method Requirement
Loss in Los Angeles rattler after 500
revolutions (%, max)
California Test 211 45
Cleanness value: Operating
range (min)
Contract compliance (min)
California Test 227
California Test 227
75 71
90-1.02C(3) Fine Aggregate
Fine aggregate must consist of natural sand, manufactured sand produced from larger aggregate, or a combination of these. Manufactured sand must be well graded.

Fine aggregate must have the requirements for the quality characteristics shown in the following table:

Quality characteristic Test method Requirement
Organic impurities California Test 213 Satisfactorya
Sand equivalent:

Operating range (min) California Test 217 75
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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-140 Contract compliance (min) California Test 217 71 aFine aggregate that develops a color darker than the reference standard color may be authorized if 95 percent relative mortar strength is achieved when tested under ASTM C87. 90-1.02C(4) Aggregate Gradation
90-1.02C(4)(a) General
Proposed aggregate gradations must be within the percentage passing limits shown in the following table:

Primary aggregate nominal size Sieve size Limits of gradation (% passing) 1-1/2 x 3/4 inch 1" 19–41
1 inch x no. 4 3/4" 52–85
1 inch x no. 4 3/8" 15–38
1/2 inch x no. 4 3/8" 40–78
3/8 inch x no. 8 3/8" 50–85
Fine aggregate No. 16 55–75
Fine aggregate No. 30 34–46
Fine aggregate No. 50 16–29
The Engineer may waive, in writing, the specifications for gradation if in the Engineer's opinion furnishing the gradation is not necessary for the work.
90-1.02C(4)(b) Coarse Aggregate Gradation
Coarse aggregate must be graded within the limits shown in the following table for each size of coarse aggregate:

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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-141 Sieve
size
Primary aggregate nominal sizes
1-1/2 x 3/4 inch 1 inch x no. 4 1/2 inch x no. 4 3/8 inch x no. 8 Operating
range (%
passing)
Contract
compliance
(% passing)
Operating
range (%
passing)
Contract
compliance
(% passing)
Operating
range (%
passing)
Contract
compliance
(% passing)
Operating
range (%
passing)
Contract
compliance
(% passing)
2" 100 100 -- -- -- -- -- --
1-1/2" 88–100 85–100 100 100 -- -- -- --
1" X ± 18 X ± 25 88–100 86–100 -- -- -- --
3/4" 0–17 0–20 X ± 15 X ± 22 100 100 -- --
1/2" -- -- -- -- 82–100 80–100 100 100
3/8" 0–7 0–9 X ± 15 X ± 22 X ± 15 X ± 22 X ± 15 X ± 20
No. 4 -- -- 0–16 0–18 0–15 0–18 0–25 0–28
No. 8 -- -- 0–6 0–7 0–6 0–7 0–6 0–7
NOTE: "X" is the percent passing of the gradation that you propose to furnish for the specific sieve size under section 90-1.02C(4)(a).

Furnish coarse aggregate for the 1-1/2 inch-maximum combined-aggregate gradation under section 90-

1.02C(4)(d) in 2 or more primary aggregate nominal sizes. You may separate each primary aggregate nominal size into 2 sizes and store them separately, provided that the combined material complies with the gradation specifications for the primary aggregate nominal size.

You may separate the coarse aggregate for the 1-inch-maximum combined-aggregate gradation under section 90-1.02C(4)(d) into 2 sizes and store them separately, provided that the combined material complies with the gradation specifications for the 1-inch-by-no. 4 primary aggregate nominal size. 90-1.02C(4)(c) Fine Aggregate Gradation
Fine aggregate must be graded within the limits shown in the following table:

Sieve size Operating range (% passing) Contract compliance (% passing) 3/8" 100 100
No. 4 95–100 93–100
No. 8 65–95 61–99
No. 16 X ± 10 X ± 13
No. 30 X ± 9 X ± 12
No. 50 X ± 6 X ± 9
No. 100 2–12 1–15
No. 200 0–8 0–10
NOTE: "X" is the percent passing of the gradation that you propose to furnish for the specific sieve size under section 90-1.02C(4)(a).

Fine aggregate sizes must be distributed such that the difference between the total percentage passing the no. 16 and no. 30 sieves is from 10 to 40, and the difference between the percentage passing the no. 30 and no. 50 sieves is from 10 to 40.

You may separate fine aggregate into 2 or more sizes and store them separately, provided that the combined material complies with the gradation specifications. 90-1.02C(4)(d) Combined Aggregate Gradation
Use combined aggregate gradation limits only for the design of concrete mixes. Design concrete mixes such that aggregates are combined in proportions that produce a mixture within the gradation limits for combined aggregate.

Use either the 1-1/2 inch-maximum gradation or the 1-inch-maximum gradation, unless otherwise specified.

Combined aggregate must be graded within the limits shown in the following table:

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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-142 Sieve size 1-1/2 inch max (%
passing)
1 inch max (%
passing)
1/2 inch max (%
passing)
3/8 inch max (%
passing)
2" 100 -- -- --
1-1/2" 90–100 100 -- --
1" 50–86 90–100 -- --
3/4" 45–75 55–100 100 --
1/2" -- -- 90–100 100
3/8" 38–55 45–75 55–86 50–100
No. 4 30–45 35–60 45–63 45–63
No. 8 23–38 27–45 35–49 35–49
No. 16 17–33 20–35 25–37 25–37
No. 30 10–22 12–25 15–25 15–25
No. 50 4–10 5–15 5–15 5–15
No. 100 1–6 1–8 1–8 1–8
No. 200 0–3 0–4 0–4 0–4
Do not change from one aggregate gradation to another during the progress of the work. 90-1.02D Water
Water for washing aggregates, mixing concrete, and curing must not contain:

Oil
Impurities at concentrations that cause either of the following results when compared to the same test using distilled or deionized water:

Change of more than 25 percent in the setting time of cement when tested under ASTM C191 or ASTM C266
Reduction by more than 5 percent in the mortar compressive strength at 14 days when tested under ASTM C109
Chlorides as Cl or sulfates as SO4 in excess of the values shown in the following table:

Quality characteristic Type of concrete work
Nonreinforced Reinforced PS
Chloride as Cla (ppm, max) 2,000 1,000 650
Sulfate as SO4b (ppm, max) 1,500 1,300 1,300 aWhen tested under California Test 422. bWhen tested under California Test 417.

Water for curing concrete must not contain impurities at concentrations that cause discoloration or surface etching.

Water reclaimed from washing out the mixer may be used in mixing concrete. The water must not contain coloring agents or more than 300 ppm of alkalis as Na2O + 0.658 K2O as determined on the filtrate. The specific gravity of the water must not exceed 1.03 and must not vary more than ±0.010 during a day's activities. 90-1.02E Admixtures
90-1.02E(1) General
The admixture type and brand must be on the Authorized Material List at the time of mix design submittal.

Admixtures must comply with the following:

Chemical admixtures must comply with ASTM C494
Air-entraining admixtures must comply with ASTM C260
Lithium nitrate must be in an aqueous solution that complies with the following:

Lithium nitrate as LiNO3 must be 30 ± 0.5 percent by weight Sulfate as SO4 must be less than 1,000 ppm
Chloride as Cl must be less than 1,000 ppm
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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-143 Alkalis as Na2O + 0.658 K2O must be less than 1,000 ppm Chemical or air-entraining admixtures must not contain more than 1 percent chlorides as Cl by weight of admixture when tested under California Test 415.

Store and dispense the admixtures in liquid form.

Admixture properties must be uniform throughout their use in the work.

If more than 1 admixture is used, the admixtures must be compatible with each other such that the desirable effects of all the admixtures used are realized.

Use chemical admixtures in compliance with the manufacturer's written instructions. The instructions must include a statement that the admixture is compatible with the types and quantities of SCM used.

If you are ordered to use admixtures in the concrete that are not specified, furnishing the admixtures and adding them to the concrete is change order work.
90-1.02E(2) Chemical Admixtures
If the use of chemical admixtures is specified, use the dosage specified. If the dosage is not specified, use the dosage recommended by the admixture manufacturer.

You may use any of the following admixture types to conserve cementitious material or to facilitate construction:

Type A or F, water-reducing
Type B, retarding
Type D or G, water-reducing and retarding
If you use a water-reducing admixture or a water-reducing and retarding admixture, you may reduce the specified cementitious material content by up to 5 percent by weight. The resulting concrete must contain at least 505 pounds of cementitious material per cubic yard. If you reduce the cementitious material content, use at least the admixture dosage used in authorizing the admixture as shown on the Authorized Material List for chemical admixture for use in concrete.

You may use a Type S admixture.

You may use a Type C accelerating admixture. Inclusion of the Type C admixture in the mix design is not required if it is added to counteract changing conditions that contribute to delayed setting of the concrete and if the use or change in dosage of the admixture is authorized. 90-1.02E(3) Air-Entraining Admixtures
If air entrainment is specified or ordered, use the quantity of air-entraining admixture that produces concrete having the specified air content when tested under California Test 504.

If air entrainment is not specified or ordered, you may use an air-entraining admixture to facilitate the use of a construction procedure or equipment. The average air content of 3 successive tests must not exceed 4 percent and each test value must be no more than 5.5 percent when tested under California Test 504. 90-1.02F Proportioning Concrete
90-1.02F(1) General
Reserved
90-1.02F(2) Storage of Aggregates
Store or stockpile aggregates such that the coarse and fine particles of each size do not separate and various sizes do not intermix before proportioning.

Prevent contamination by foreign materials while storing, stockpiling, and handling aggregates.

If you store the aggregates at a batching or mixing plant that is erected after the Contract is awarded and is CPE26-051 - B&M Civil LLC dba B&M Builders
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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-144 used for furnishing concrete for the work:

Prevent intermingling of different aggregate sizes by using measures such as the physical separation of stockpiles or the construction of bulkheads of adequate length and height Prevent contamination of the aggregates by contact with the ground through measures such as placing the aggregates on wooden platforms or on hardened surfaces made of concrete, asphalt concrete, or cement-treated material
When placing the aggregates in storage or moving the aggregates from storage to the weigh hopper of the batching plant, do not use methods that cause either of the following:

Segregation, degradation, or the combining of materials of different gradations and result in an aggregate size failing to comply with the gradation specifications at the weigh hopper Excessive particle breakage
You may be required to use devices that reduce the impact of falling aggregates. 90-1.02F(3) Proportioning Devices
Automatic weighing systems must comply with section 90-1.02F(4)(c). For an automatic device, the single operation of a switch or starter must be the only manual operation required to proportion the aggregates, cement, and SCM for 1 batch of concrete.

Insulate the weighing equipment against the vibration or movement of other plant equipment.

The weight of each batch of material must not vary from the weight designated by the Engineer by more than the specified tolerances.

The weighing and measuring equipment must have the following zero tolerances:

For cumulative weighing of aggregates, ±0.5 percent of the designated total aggregate batch weight For weighing each aggregate size separately, ±0.5 percent of the designated batch weight for each aggregate size
For cumulative weighing of cement and SCM, ±0.5 percent of the designated total batch weight of the cement and SCM
For weighing cement and SCM separately, ±0.5 percent of their designated individual batch weights For measuring water, ±0.5 percent of its designated weight or volume The weight indicated for a batch of material must not vary from the preselected scale setting by more than the following:

Aggregates weighed cumulatively must be within ±1.0 percent of the designated total aggregate batch weight.

Aggregates weighed separately must be within ±1.5 percent of the designated batch weight of each aggregate.

Cement weighed separately must be within +2 to -1 percent of the designated cement batch weight.

SCM weighed separately must be within +2 to -1 percent of the designated SCM batch weight.

For cement and SCM weighed cumulatively, the cement must be within +2 to -1 percent of the designated cement batch weight and the total for cement and SCM must be within +2 to -1 percent of the sum of the designated cement and SCM batch weights.

Water must be within ±1.5 percent of the designated weight or volume of water.

Each scale graduation must be no more than 0.001 of the total scale capacity. For each material being weighed, use a scale with single graduations that indicate a weight not exceeding the maximum permissible weight variation above, except that graduations less than 1 lb are not required. 90-1.02F(4) Proportioning
90-1.02F(4)(a) General
Proportioning consists of dividing the aggregates into the specified sizes, each stored in a separate bin, and CPE26-051 - B&M Civil LLC dba B&M Builders
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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-145 combining the aggregates with cementitious material, admixtures if used, and water.

Proportion the aggregates by weight. At
the time of batching:

Aggregates must be dried and drained to a stable moisture content such that no visible separation of water from the aggregate occurs during transportation from the proportioning plant to the point of mixing
Free moisture content of the fine aggregate must not exceed 8 percent of its saturated surface-dry weight
If the proportioning plant has separate supplies of the same size group of aggregate with different moisture content, specific gravity, or surface characteristics affecting workability, exhaust one supply before using another supply.

Except for Type IL cement, weigh bulk blended cement in an individual hopper and keep it separate from the aggregates until the ingredients are released for discharge into the mixer.

Bulk portland cement, Type IL cement and SCM may be weighed in separate weigh hoppers or in the same weigh hopper. Keep the cement and SCM separate from the aggregates until the ingredients are released for discharge into the mixer.

If the cement and SCM are weighed in the same weigh hopper, weigh the cement first. If the cement and SCM are weighed in separate weigh hoppers, the weigh systems for the proportioning of the aggregate, the cement, and the SCM must be individual and distinct from all other weigh systems. To constitute an individual and distinct material-weighing device, each weigh system must have a hopper, a lever system, and an indicator.

Discharge the cement and the SCM into the mixer simultaneously with the aggregate.

The scales and weigh hoppers for bulk weighing cement, SCM, or cement plus SCM must be separate and distinct from the aggregate weighing equipment.

For batches of 1 cu yd or more, the batching equipment must comply with one of the following combinations:

Separate boxes and separate scale and indicator for weighing each aggregate size Single box and scale indicator for all aggregates
Single box or separate boxes and automatic weighing mechanism for all aggregates If you are requested to check the accuracy of batch weights, determine the gross weight and tare weight of batch trucks, truck mixers, truck agitators, and nonagitating hauling equipment. Weigh the equipment using scales designated by the Engineer.

For proportioning pavement concrete, install and maintain in good operating condition an electronically actuated moisture meter that indicates, on a readily visible scale, changes in the moisture content of the fine aggregate as it is batched within a sensitivity of 0.5 percent by weight of the fine aggregate. 90-1.02F(4)(b) Proportioning and Dispensing Liquid Admixtures Liquid admixture dispensers must:

Have enough capacity to measure at 1 time the total quantity of admixture required for each batch of concrete
Include a graduated measuring unit that is accurate to within ±5 percent of the required quantity for each batch of concrete
Be located and maintained such that the graduations can be read accurately from the point at which proportioning is controlled to allow a visual check of batching accuracy before discharge Have measuring units that are clearly marked for the type and quantity of admixture Each liquid admixture dispensing system must be equipped with a sampling device that consists of a valve located in a safe and readily accessible position such that the Engineer can slowly withdraw a test sample.

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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-146 If more than 1 liquid admixture is used in the concrete mix, each admixture must have a separate measuring unit and must be dispensed by injecting equipment located such that the admixtures are not mixed at high concentrations and do not interfere with the effectiveness of each other.

If an air-entraining admixture is used with other liquid admixtures, incorporate the air-entraining admixture into the mix first, unless you demonstrate that a different sequence improves performance.

If automatic proportioning devices are used, the liquid admixture dispensers must operate automatically with the batching control equipment. The dispensers must have an automatic warning system in good operating condition that provides a visible or audible signal at the point at which proportioning is controlled. The signal must activate if the quantity of admixture measured varies from the preselected dosage by more than 5 percent or if the entire contents of the measuring unit are not emptied from the dispenser.

Add liquid admixtures to the premeasured batch water or discharge the admixtures into the stream of water such that they are well-dispersed throughout the batch.

You may dispense air-entraining admixtures directly into moist sand in the batching bins if you maintain adequate control of the concrete air content.
90-1.02F(4)(c) Automatic Proportioning
Automatic proportioning devices must be authorized by the Department.

The batching of the aggregate and the cement, SCM, or cement plus SCM must be interlocked such that a new batch cannot start until all weigh hoppers are empty, the proportioning devices are within zero tolerance, and the discharge gates are closed.

The interlock must not allow any part of the batch to be discharged until all aggregate hoppers and the cement and SCM hoppers or the cement plus SCM hopper are charged with weights that are within the tolerances specified in section 90-1.02F(3).

If interlocks are required for the cement and SCM charging mechanisms and the cement and SCM are weighed cumulatively, their charging mechanisms must be interlocked to prevent the introduction of SCM until the weight of cement in the cement weigh hopper is within the tolerances specified in section 90-

1.02F(3).

If the concrete is mixed completely in a stationary mixer, weigh the SCM in a separate weigh hopper and introduce the SCM and cement simultaneously into the mixer proportionately with the aggregate. If you submit certification that the stationary mixer is capable of mixing the cement, SCM, aggregates, and water uniformly before discharge, you may weigh the SCM cumulatively with the cement. Certification must include:

Test results for 1 compressive strength test consisting of the average strength of cylinders made from material taken within the first 1/3, and 1 compressive strength test consisting of the average strength of cylinders made from material taken within the last 1/3, of a single batch of concrete discharged from the stationary mixer. Strength tests and cylinder preparation must comply with section 90-

1.01D(5).

Calculations demonstrating that the average of the compressive strengths taken within the first 1/3 of the batch do not differ by more than 7.5 percent from the average of the compressive strengths taken within the last 1/3 of the batch.

Mixer rotation speed and time of mixing before discharge that are required to produce a mix that complies with the above requirements.

The discharge gate on the cement and SCM hoppers or the cement plus SCM hopper must be designed to allow the regulation of the flow of cement, SCM, or cement plus SCM into the aggregate.

If separate weigh boxes are used for each aggregate size, the discharge gates must allow the regulation of the flow of each aggregate size.

Material discharged from each bin must be controlled by gates or by mechanical conveyors.

The means of withdrawal from the bins and of discharge from the weigh box must be interlocked such that not more than 1 bin can discharge at a time and the weigh box cannot be tripped until the required quantity CPE26-051 - B&M Civil LLC dba B&M Builders
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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-147 from each bin has been deposited into it.

If a separate weigh box is used for each aggregate size, all the weigh boxes may be operated and discharged simultaneously.

If the discharge from the bins is controlled by gates, each gate must be actuated automatically such that the required weight is discharged into the weigh box, after which the gate must automatically close and lock.

The automatic weighing system must be designed to allow all required proportions to be set on the weighing controller at the same time.
90-1.02G Mixing and Transporting Concrete
90-1.02G(1) General
Mix the concrete in a mechanically operated mixer, except, if authorized, you may mix batches not exceeding 1/3 cu yd by hand methods under section 90-1.02G(5).

Do not use equipment with components made of aluminum or magnesium alloys that could have contact with plastic concrete during mixing, transporting, or pumping.

Concrete must be thoroughly mixed, homogeneous, and free of lumps or evidence of undispersed cementitious material.
90-1.02G(2) Machine Mixing
Concrete mixers must be the revolving drum or revolving blade type. Operate the mixing drum or blades uniformly at the mixing speed recommended by the manufacturer. Do not use a mixer or agitator that has an accumulation of hard concrete or mortar.

Immediately before placing the concrete, the temperature of the mixed concrete must be from 50 to 90 degrees F. Cool or heat the aggregates and mixing water as necessary to produce concrete within these temperature limits. Do not heat the aggregates or water above 150 degrees F. Any ice used to cool the concrete must be melted before the concrete is discharged from the mixer.

Charge the batch into the mixer such that some water enters before the cementitious materials and aggregates. Add all the water to the drum by the end of the first 1/4 of the specified mixing time. If the concrete is delivered in a truck mixer, you may withhold a portion of the mixing water and, if authorized, add it at the delivery point as specified in section 90-1.02G(3).

Batch and charge the cementitious materials into the mixer by means that will not cause:

Loss of cementitious materials due to the effect of wind Accumulation of cementitious materials on the surfaces of conveyors or hoppers Other conditions that reduce or vary the required quantity of cementitious material in the concrete mixture
Operate stationary mixers with an automatic timing device. The timing device and discharge mechanism must be interlocked such that during normal operation no part of the batch is discharged before the specified mixing time has elapsed.

The total time from the intermingling of damp aggregates and all cementitious materials to the start of mixing must not exceed 30 minutes.

The batch size must not exceed the manufacturer's guaranteed capacity.

For pavement or base concrete, install and maintain suitable batch counters in good operating condition at job site batching plants and stationary mixers. The batch counters must indicate the exact number of batches proportioned and mixed.

Mix and deliver the concrete to the job site by one of the following methods:

Central-mixed concrete, in which the concrete is mixed completely in a stationary mixer and transported to the delivery point in a truck agitator or nonagitating hauling equipment.

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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-148 Shrink-mixed concrete, in which the concrete is mixed partially in a stationary mixer and the mixing is completed in a truck mixer.

Transit-mixed concrete, in which the concrete is mixed completely in a truck mixer.

Agitators must be truck mixers operating at agitation speed or truck agitators. Each mixer and agitator must have a metal plate attached in a prominent place that clearly shows:

Various uses for which the equipment is designed
Manufacturer's guaranteed drum or container capacity in terms of the volume of mixed concrete Rotation speed of the mixing drum or blades
Truck mixers must have an electrically or mechanically actuated revolution counter that readily allows verification of the number of revolutions of the drum or blades.

For shrink-mixed concrete, transfer concrete that has been partially mixed at a central plant into a truck mixer and comply with the specifications for transit-mixed concrete. Partial mixing in a central plant does not count toward the number of revolutions at mixing speed. 90-1.02G(3) Transporting Mixed Concrete
You must transport mixed concrete to the delivery point in one of the following:

Truck agitator operating at the manufacturer's designated agitating speed if it:

Does not carry more than the manufacturer's guaranteed capacity Maintains the mixed concrete in a thoroughly mixed and uniform mass during hauling Truck mixer operating at the manufacturer's designated agitating speed Nonagitating hauling equipment with a body that does not allow leakage of any part of the concrete mix at any time
When discharged at the delivery point, the consistency and workability of the mixed concrete must be suitable for adequate placement and consolidation in place and the mixed concrete must comply with the specifications for uniformity in section 90-1.02A.

Protect concrete hauled in open-top vehicles from rain or from exposure to the sun for more than 20 minutes if the ambient temperature exceeds 75 degrees F.

Do not add water to the concrete in excess of that in the authorized mix design. At the delivery point, you may add water withheld during batching if authorized. Add the water in 1 operation before the discharge of more than 1/4 cu yd. The equipment for supplying the water must comply with section 90-1.02G(6).

After adding the water, revolve the drum at least 30 revolutions at mixing speed before discharging the concrete.

Control the rate of discharge of mixed concrete from a truck mixer or agitator by the speed of rotation of the drum in the discharge direction with the discharge gate fully open.

If you use a truck mixer or agitator to transport the concrete to the delivery point, comply with the following limits:

Complete the discharge within 1.5 hours or before 250 revolutions of the drum or blades, whichever occurs first, after introducing the cementitious materials to the aggregates.

Under conditions contributing to quick stiffening of the concrete, or if the concrete temperature is 85 degrees F or above, the time allowed may be less than 1.5 hours.

If you use an admixture to retard the set time:

Concrete temperature must not exceed 85 degrees F
Time limit is 2 hours
Revolution limit is 300
If you use nonagitating hauling equipment to transport the concrete to the delivery point:

Complete the discharge within 1 hour after introducing the cementitious materials to the aggregates Under conditions contributing to quick stiffening of the concrete, or if the concrete temperature is 85 degrees F or above, complete the discharge within 45 minutes after introducing the cementitious materials to the aggregates
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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-149 If you add a high-range water-reducing admixture to the concrete at the job site, the total number of revolutions must not exceed 300.
90-1.02G(4) Time or Quantity of Mixing
Mixing of the concrete in a stationary mixer must continue for the required mixing time after all ingredients, except water and admixture that is added with the water, are in the mixing compartment of the mixer before any part of the batch is released. The transfer time in multiple drum mixers must not be counted as part of the required mixing time.

For concrete used in concrete structures other than minor structures, the mixing time in a stationary mixer must be at least 90 seconds and no more than 5 minutes, except that if authorized the minimum mixing time may be reduced to 50 seconds. For all other concrete, the mixing time must be at least 50 seconds and no more than 5 minutes.

The minimum required revolutions at the mixing speed for transit-mixed concrete must be at least that recommended by the mixer manufacturer and must be enough to produce uniform concrete under section 90-1.02A.
90-1.02G(5) Hand Mixing
Hand-mixed concrete must be made in batches of 1/3 cu yd or less. Use the following procedure to make hand-mixed concrete:

Measure the quantity of coarse aggregate in measuring boxes.

Spread the coarse aggregate on a watertight, level platform.

Spread the fine aggregate on the layer of coarse aggregate. The total depth of the 2 layers must be 1 foot or less.

Spread the dry cementitious materials on the aggregates.

Turn the whole dry mass at least 2 times.

Add and evenly distribute the water.

Turn the whole mass at least 3 more times, not including placement in the carriers or forms. 90-1.02G(6) Quantity of Water and Penetration or Slump
Regulate the quantity of water used in the concrete mix such that the penetration as tested under California Test 533, or the slump as tested under ASTM C143, complies with the nominal range shown in the following table:

Type of work
Nominal Maximum
Penetration (in) Slump
(in)
Penetration (in) Slump
(in)
Concrete pavement 0–1 -- 1.5 --
Nonreinforced concrete members 0–1.5 -- 2 --
Reinforced concrete structures with:

Sections over 12 inches thick 0–1.5 1–3 2.5 5
Sections 12 inches thick or less 0–2 1–4 3 6
Concrete placed under water -- 6–8 -- 9
CIP concrete piles 2.5–3.5 5–7 4 8
If the penetration or slump exceeds the nominal range, adjust the mixture for subsequent batches to reduce the penetration or slump to a value within the nominal range.

Do not use a batch of concrete with a penetration or a slump that exceeds the maximum value shown in the table above.

If Type F or G chemical admixtures are used, the penetration requirements do not apply and the slump must not exceed 9 inches after adding the chemical admixtures.

The quantity of free water must not exceed 310 pounds per cubic yard of concrete plus 20 pounds of free water for each required 100 pounds of cementitious material in excess of 550 pounds of cementitious CPE26-051 - B&M Civil LLC dba B&M Builders
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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-150 material per cubic yard of concrete.

When determining the total quantity of free water, consider liquid admixtures to be water if the dosage is more than 1/2 gallon of admixture per cubic yard of concrete.

If there are adverse or difficult conditions that affect concrete placement, you may exceed the specified penetration and free water content limitations if you:

Receive authorization to increase the cementitious material content per cubic yard of concrete Increase the water and cementitious material at a ratio that does not exceed 30 pounds of water per added 100 pounds of cementitious material per cubic yard of concrete The equipment for supplying water to the mixer must accurately measure to within 1.5 percent of the quantity of water required to be added to the mix for any position of the mixer.

The tanks used to measure the water must be designed such that water cannot enter while water is being discharged into the mixer. The water must be discharged into the mixer rapidly in 1 operation without dribbling.

Arrange the equipment to allow checking of the quantity of water delivered by discharging into measured containers.
90-1.02H Concrete in Corrosive Environments
Section 90-1.02H applies to concrete specified in the special provisions to be in a corrosive environment.

The cementitious material to be used in the concrete must be a combination of Type II or V portland cement or Type IL (MS or HS) cement and SCM.

The concrete must contain at least 675 pounds of cementitious material per cubic yard.

The reduction of cementitious material content as specified in section 90-1.02E(2) is not allowed.

The specifications for SCM content in section 90-1.02B(3) do not apply.

For pavement, the total cementitious material must be composed of one of the following options, by weight:
25 percent natural pozzolan or fly ash with a CaO content of up to 10 percent and 75 percent portland cement or Type IL cement
20 percent natural pozzolan or fly ash with a CaO content of up to 10 percent, 5 percent silica fume, and 75 percent portland cement or Type IL cement
12 percent silica fume, metakaolin, or UFFA, and 88 percent portland cement or Type IL cement 50 percent GGBFS and 50 percent portland cement or Type IL cement For structures, the total cementitious material must be composed of one of the following options, by weight:
25 percent natural pozzolan or fly ash with a CaO content of up to 10 percent and 75 percent portland cement or Type IL cement.
20 percent natural pozzolan or fly ash with a CaO content of up to 10 percent, 5 percent silica fume, and 75 percent portland cement or Type IL cement.
12 percent silica fume, metakaolin, or UFFA, and 88 percent portland cement or Type IL cement. 50 percent GGBFS and 50 percent portland cement or Type IL cement. 25 to 50 percent fly ash with a CaO content of up to 10 percent, and no natural pozzolan. The remaining portion of the cementitious material must be (1) portland cement, (2) Type IL cement, or (3) a combination of portland cement or Type IL cement and UFFA, metakaolin, GGBFS, or silica fume. 90-1.02I Concrete in Freeze-Thaw Areas
90-1.02I(1) General
Section 90-1.02I applies to concrete for projects specified in the special provisions to be in a freeze-thaw area.
90-1.02I(2) Materials
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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-151 90-1.02I(2)(a) General
The concrete must contain at least 590 pounds of cementitious material per cubic yard unless a higher cementitious material content is specified.

Add an air-entraining admixture to the concrete at the rate required to produce an air content of 6.0 ± 1.5 percent in the freshly mixed concrete.

For concrete placed at least 2 feet below the adjacent undisturbed grade or at least 3 feet below compacted finished grade, an air-entraining admixture is not required unless the concrete will experience freezing conditions during construction.

The cementitious material must satisfy the following equation: [(41 x UF) + (19 x F) + (11 x SL)]/TC ≤ 7.0
where:

UF = silica fume, metakaolin, or UFFA, including the quantity in blended cement or blended SCM, lb/cu yd F = natural pozzolan or fly ash complying with AASHTO M 295, Class F or N, including the quantity in blended cement or blended SCM, lb/cu yd. F is equivalent to the sum of FA and FB as defined in section 90-1.02I(2)(b).

SL = GGBFS, including the quantity in blended cement or blended SCM, lb/cu yd TC = total quantity of cementitious material used, lb/cu yd 90-1.02I(2)(b) Concrete Exposed to Deicing Chemicals
Section 90-1.02I(2)(b) applies to concrete specified in the special provisions to be exposed to deicing chemicals.

The specifications for SCM content in section 90-1.02B(3) and the equation in section 90-1.02I(2)(a) do not apply.

The cementitious material must be composed of any combination of (1) either Portland cement or Type IL cement and (2) at least 1 SCM satisfying the following equation:

Equation 1:
[(25 x UF) + (12 x FA) + (10 x FB) + (6 x SL)]/TC ≥ X
The SCM must satisfy the following equations:

Equation 2:
4 x (FA + FB)/TC ≤ 1.0
Equation 3:
(10 x UF)/TC ≤ 1.0
Equation 4:
x (UF + FA + FB + SL)/TC ≤ 1.0
The concrete mix design must satisfy the following equation:

Equation 5:
27 x (TC - MC)/MC ≤ 5.0
where:

UF = silica fume, metakaolin, or UFFA, including the quantity in blended cement or blended SCM, lb/cu yd. If UF is used, the quantity of UF must be at least 5 percent.

FA = natural pozzolan or fly ash complying with AASHTO M 295, Class F or N, with a CaO content of up to CPE26-051 - B&M Civil LLC dba B&M Builders
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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-152 10 percent, including the quantity in blended cement or blended SCM, lb/cu yd. If FA is used, the quantity of FA must be at least 15 percent.

FB = natural pozzolan or fly ash complying with AASHTO M 295, Class F or N, with a CaO content of greater than 10 percent and up to 15 percent, including the quantity in blended cement or blended SCM, lb/cu yd. If FB is used, the quantity of FB must be at least 15 percent.

SL = GGBFS, including the quantity in blended cement or blended SCM, lb/cu yd TC = total quantity of cementitious material, lb/cu yd
X = 1.8 for innocuous aggregate, 3.0 for all other aggregate MC = minimum quantity of cementitious material specified, lb/cu yd 90-1.02J Curing Compound
Curing compound water loss must not exceed 0.15 kg/m2 in 24 hours when tested under California Test 534. 90-1.03 CONSTRUCTION
90-1.03A General
Reserved
90-1.03B Curing Concrete
90-1.03B(1) General
Unless otherwise specified, cure newly placed concrete by one of the method specified in this section. Cure mortar and grout by keeping the surface damp for 3 days. 90-1.03B(2) Water Method
The water method must consist of keeping the concrete continuously wet by applying water for a curing period of at least 7 days after the concrete is placed.

Keep the concrete surface wet by applying water with an atomizing nozzle that forms a mist until the surface is covered with curing media. Do not allow the water to flow over or wash the concrete surface. At the end of the curing period, remove curing media.

Use any of the following curing media to retain moisture:

Mats, rugs, or carpets
Earth or sand blankets
Sheeting materials complying with the durability and water vapor transmission rate specified in section 5 of ASTM C171
To ensure proper coverage during curing:

Cover the entire concrete surface with the curing media Secure the curing media joints to retain moisture
Keep the curing media within 3 inches of the concrete at all points along the surface being cured Monitor concrete surface temperature during curing. Ensure that surface temperature is maintained at 140 degrees F or below. If the surface temperature exceeds 140 degrees F, determine cause and provide alternative curing methods to the Engineer for authorization. 90-1.03B(3) Curing Compound Method
90-1.03B(3)(a) General
The curing compound method must consist of uniformly spraying the concrete surfaces exposed to the air with a curing compound.
90-1.03B(3)(b) Materials
The curing compound must comply with the requirements shown in the following table for the curing compound number specified:

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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-153 Curing compound no. ASTM C309 classification
1 Pigmented, Type 2, Class Ba
2 Pigmented, Type 2, Class B
3 Pigmented, Type 2, Class A
4 Nonpigmented, Type 1, Class B
5 Nonpigmented, Type 1, Class A
6 Nonpigmented with fugitive dye, Type 1-D, Class A aThe resin type must be poly-alpha-methylstyrene. The infrared scan for the dried vehicle must match the scan on file at METS.

If no curing compound number is specified, use any of the curing compounds shown in the table above. The curing compound must be manufactured to:

Remain sprayable at temperatures above 40 degrees F
Control sagging, pigment settling, leveling, and de-emulsification Maintain the specified properties for at least 1 year
Pigmented curing compounds must be manufactured such that the pigment does not settle badly, cake or thicken in the container, or become granular or curdled.

Settlement of pigment must be a thoroughly wetted, soft, mushy mass allowing the complete and easy vertical penetration of a paddle. Settled pigment must be easily predisposed, with minimum resistance to the sideways manual motion of the paddle across the bottom of the container, to form a smooth, uniform product of the proper consistency.

Do not dilute or alter the curing compound after manufacture.

The curing compound must be packaged in clean 274-gallon totes, 55-gallon barrels, or 5-gallon pails, or must be supplied from a suitable storage tank located at the job site or casting site. The containers must comply with 49 CFR 171–180. The 274-gallon totes and 55-gallon barrels must have removable lids and airtight fasteners. The 5-gallon pails must be round and have standard full open head and bail. Do not use lids with bungholes.

Containers must be filled in a way that prevents skinning.

Steel containers and lids must be lined with a coating that prevents destructive action by the compound or chemical agents in the air space above the compound. The coating must not come off the container or lid as skins.

Plastic containers and lids must not react with the curing compound.

Label each curing compound container with:

Manufacturer's name
ASTM C309 classification
Batch number
Volume
Date of manufacture
Volatile organic compound content
Warning that curing compound containing pigment must be well stirred before using Precautions concerning the handling and application of curing compound in compliance with 8 CA Code of Regs §§ 1500–1938 and 3200–6184
Statement that the contents fully comply with State air pollution control rules and regulations 90-1.03B(3)(c) Mixing
Before using a curing compound, completely redisperse settled or separated solids in containers, except tanks, by mixing at low speed in compliance with these specifications and the manufacturer's instructions.

Mix manually using a paddle or mix using a mixing blade driven by a drill motor at low speed. Mixing blades CPE26-051 - B&M Civil LLC dba B&M Builders
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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-154 must be the type used for mixing paint.

Keep on-site storage tanks clean and free of contaminants. Each tank must have a permanent system that completely redisperses settled material without introducing air or other foreign substances.

At the time of use, compounds containing pigments must be thoroughly mixed. Use a paddle to loosen all settled pigment from the container bottom and use a power-driven agitator to disperse the pigment uniformly throughout the vehicle.

Agitation must not introduce air or other foreign substances into the curing compound. 90-1.03B(3)(d) Application
Apply the curing compound at a nominal rate of 150 sq ft/gal.

At any point, the application rate must be within ±50 sq ft/gal of the nominal rate. The average application rate must be within ±25 sq ft/gal of the nominal rate when tested under California Test 535. Apply the curing compound such that there are no runs, sags, thin areas, skips, or holidays.

Apply the curing compound using power-operated spraying equipment with an operational pressure gauge and a means of controlling the pressure. The Engineer may allow hand spraying for small and irregular areas that, in the Engineer's opinion, are not reasonably accessible to power-operated spraying equipment.

Apply the curing compound to the concrete after finishing the surface, immediately before the moisture sheen disappears from the concrete surface but before drying shrinkage or craze cracks start to appear.

If the concrete surface cracks or dries, immediately and continually apply water with an atomizing nozzle as specified in section 90-1.03B(2) until application of the curing compound is resumed or started. Do not apply the curing compound over freestanding water.

If the film of curing compound is damaged before the expiration of 7 days after the concrete is placed for structures and 72 hours for pavement, immediately repair it with additional compound. 90-1.03B(4) Waterproof Membrane Method
The waterproof membrane method must consist of:

Spraying the exposed finished concrete surfaces with water, using an atomizing nozzle that forms a mist and not a spray, until the concrete has set
Placing the waterproof curing membrane immediately after spraying Keeping the membrane in place for at least 72 hours
The membrane must be sheeting material that complies with ASTM C171 for white reflective materials.

Use sheeting material of such a width as to completely cover the entire concrete surface. Cement the sheeting joints together securely such that the joints are waterproof. The joint seams must have at least a 4- inch lap.

Securely weigh down the sheets by placing an earth bank on the sheet edges or by other authorized means.

If any portion of the sheets are damaged within 72 hours after being placed, immediately repair the damaged portion by cementing new sheets into place.

Do not use a membrane that is no longer waterproof or has been damaged such that it is unfit for curing concrete.
90-1.03B(5) Forms-In-Place Method
The forms-in-place method must consist of curing formed concrete surfaces by keeping the forms in place.

Keep the forms in place for at least 7 days after the concrete is placed, except keep the forms in place for at least 5 days for concrete members over 20 inches in least dimension.

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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-155 The joints in the forms and the joints between the end of the forms and the concrete must be kept moisture tight during the curing period. Reseal cracks in the forms and cracks between the forms and the concrete using authorized methods.
90-1.03C Protecting Concrete
Protect the concrete from damage due to any cause, including rain, heat, cold, wind, your actions, and the actions of others.

Do not place the concrete on frozen or ice-coated ground or subgrade or on ice-coated forms, reinforcing steel, structural steel, conduits, PC members, or construction joints.

If it is raining, you must provide adequate protection against damage or you must stop placing the concrete before the quantity of surface water is sufficient to damage the surface mortar or cause a flow or wash of the concrete surface.
90-1.04 PAYMENT
Not Used
90-2 MINOR CONCRETE
90-2.01 GENERAL
90-2.01A Summary
Section 90-2 includes specifications for furnishing and protecting minor concrete. 90-2.01B Definitions
Reserved
90-2.01C Submittals
If required by the following table, submit compressive strength test results with the mix design that verify the minimum required compressive strength:

SCM Test submittal required
Fly ash used alone If portland cement content < 350 lb/cu yd GGBFS used alone If portland cement content < 250 lb/cu yd Natural pozzolan used alone If portland cement content < 350 lb/cu yd More than 1 SCM Always
NOTE: Compressive strength tests must be performed by an ACI-certified technician.

Submit the concrete mix design before using the concrete in the work and before changing the mix proportions.

Submit a proposed combined aggregate gradation. After authorization of the gradation, the aggregate furnished for minor concrete must comply with that gradation.

If requested, submit periodic test reports of the aggregate gradation furnished.

The Engineer may waive the specifications for gradation if the Engineer determines that furnishing a gradation is not necessary for the type or quantity of concrete work to be constructed.

Before placing minor concrete from a source not previously used on the Contract, submit a certificate of compliance stating that the minor concrete to be furnished complies with the Contract requirements, including the specified minimum cementitious material content.

Submit a weighmaster certificate as an informational submittal with each load of ready-mixed concrete at the concrete discharge location. The weighmaster certificate must show the date and time the load left the batching plant and, if hauled in a truck mixer or agitator, the time the mixing cycle started. 90-2.01D Quality Assurance
Section 90-1.01D(5) and the specifications for uniformity in section 90-1.02A do not apply to minor concrete.

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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-156 The Engineer may perform tests and inspect the facilities, materials, and methods for producing the minor concrete to ensure that it is of suitable quality for use in the work.

The Engineer verifies compliance with the specified cementitious material content by testing under California Test 518 for cement content. For testing purposes, SCM is considered to be cement. Adjust the batch proportions as necessary to produce concrete having the specified cementitious material content. 90-2.02 MATERIALS
90-2.02A General
Reserved
90-2.02B Cementitious Material
Minor concrete must contain at least 505 pounds of cementitious material per cubic yard.

You may use rice hull ash as an SCM. Rice hull ash must comply with AASHTO M 321 and the requirements for the quality characteristics shown in the following tables:

Chemical quality characteristic Requirement (percent)
Silicon dioxide (SiO2)
a (min) 90
Loss on ignition (max) 5.0
Total alkalies as Na2O equivalent (max) 3.0
aSiO2 in crystalline form must not exceed 1.0 percent.

Physical quality characteristic Requirement
Particle size distribution:

Less than 45 microns (min, %) 95
Less than 10 microns (min, %) 50
Strength activity index with portland cement
a:
7 days (min, % of control) 95
28 days (min, % of control) 110
Expansion at 16 days when testing project
materials under ASTM C1567b (max, %)

0.10 Surface area when testing by nitrogen
adsorption under ASTM D5604 (min, m2/g)

40.0 aWhen tested under AASHTO M 307 for strength activity testing of silica fume. bIn the test mix, Type II or V portland cement must be replaced with at least 12 percent rice hull ash by weight.

For the purpose of calculating the equations for the cementitious material specifications, consider rice hull ash to be represented by the variable UF.
90-2.02C Aggregate
Sections 90-1.01C(2) and 90-1.02C do not apply to minor concrete.

The aggregate must be clean and free from deleterious coatings, clay balls, roots, and other extraneous material.

The maximum aggregate size must not be larger than 1-1/2 inches or smaller than 3/4 inch.

You may use crushed concrete and reclaimed aggregate if they comply with the specifications for aggregate. 90-2.02D Water
Section 90-1.02D does not apply to minor concrete.

Water used for washing, mixing, and curing must be free from oil, salts, and other impurities that would discolor or etch the surface or have an adverse effect on the concrete quality.

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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-157 90-2.02E Production
Sections 90-1.02F, 90-1.02G(1), 90-1.02G(2), 90-1.02G(3), and 90-1.02G(4) do not apply to minor concrete.

Store, proportion, mix, transport, and discharge the cementitious material, water, aggregate, and admixtures in compliance with recognized standards of good practice that result in thoroughly and uniformly mixed concrete suitable for the intended use. Recognized standards of good practice are outlined in various industry publications, such as those issued by ACI, AASHTO, or the Department.

Use a quantity of water that produces concrete with a consistency that complies with section 90-1.02G(6).

Do not add water during hauling or after arrival at the delivery point unless allowed by the Engineer.

Discharge ready-mixed concrete from the transport vehicle while the concrete is still plastic and before stiffening occurs. Take whatever action is necessary to eliminate quick stiffening, except do not add water.

Conditions contributing to quick stiffening are:

Elapsed time of 1.5 hours in agitating hauling equipment or 1 hour in nonagitating hauling equipment More than 250 revolutions of the drum or blades after introduction of the cementitious material to the aggregates
Concrete temperature over 90 degrees F
The mixing time in a stationary mixer must be at least 50 seconds and no more than 5 minutes.

The minimum required revolutions at mixing speed for transit-mixed concrete must be at least that recommended by the mixer manufacturer and must be increased as needed to produce thoroughly and uniformly mixed concrete.

If you add a high-range water-reducing admixture to the concrete at the job site, the total revolutions must not exceed 300.
90-2.03 CONSTRUCTION
Maintain a concrete temperature of at least 40 degrees F for 72 hours after placing. 90-2.04 PAYMENT
Not Used
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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-158 SECTION 31 23 16 EXCAVATIONS
All work shall conform to Section 12 of the City Standard Specifications unless otherwise specified within.

SECTION 12

EXCAVATIONS

12.01 DEFINITIONS
Backfill – Material which covers and surrounds the pipe and extends from the pipe bedding to the top of the trench, inclusive of initial backfill, select backfill and finish backfill.

Finish Backfill – Material which extends from the select backfill zone to 3” inches below finish grade on existing streets, or to the bottom of the street structural section on new (previously undeveloped) streets, or to the top of the trench in non-street right-of-ways.

Finish backfill shall be Class II AB in an existing street, and may be native material conforming to Section 12.06, or Class II AB in a non-street right-of-way.

Initial Backfill – Material surrounding and covering the pipe extending from the pipe bedding to six (6) inches above the top of pipe.

Pipe Bedding – Material that provides support to the bottom of the pipe, measured from the bottom of the trench to the bottom of the pipe.

Select Backfill – Material that extends from the initial backfill zone to the finish backfill zone.

Trench – An excavation in which the depth is greater than the width of the bottom of the trench.

12.02 EXCAVATIONS
Excavation for appurtenant structures such as, but not limited to, manholes, transition structures, junction structures, vaults, valve boxes, catch basins/inlets, thrust blocks, and boring pits shall be deemed to be in the category of trench excavation.

Excavation shall include the removal of all water and materials of any nature, which interfere with the construction work. Placement of spoil materials on the paved street area will not be allowed.

Excavation for the installation of conduit shall be by open trench unless otherwise specified or shown on the plans. However, should the contractor elect to tunnel or bore and jack any portion not so specified, he shall first obtain written approval from the City Engineer.

Open trenching shall be prohibited on all newly paved and newly overlayed streets and reconstructed streets for a period of two (2) years unless otherwise approved by the City Engineer.

Pursuant to the provisions of Public Contracts Code Division 2, Part 1, Chapter 7, Section 7104, for any work involving the digging of trenches or other excavations that exceed four (4) feet in depth, the following shall apply:

A. The Contractor shall promptly, and before the following conditions are disturbed, notify the City, in writing, of any:

1. Material that the Contractor believes may be material that is hazardous waste, as defined in Section 25117 of the Health and Safety Code, that is required to be removed to a Class I, Class II, or Class III disposal site in accordance with provisions of existing law.

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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-159

2. Subsurface or latent physical conditions at the site differing from those indicated on the plans or specifications.

3. Unknown physical conditions at the site of any unusual nature, different materially from those ordinarily encountered and generally recognized as inherent in work of the character provided for on the plans and/or specifications.

B. The City shall promptly investigate the conditions, and if it finds that the conditions do materially so differ, or do involve hazardous waste, and cause a decrease or increase in the Contractor’s cost of, or the time required for, performance of any part of the work shall issue a change order under the procedures described in the Contract.

C. In the event that a dispute arises between the City and the Contractor whether the conditions materially differ, or involve hazardous waste, or cause a decrease or increase in the Contractor’s cost of, or time required for, performance of any part of the work, the Contractor shall not be excused from any scheduled completion date provided for by the Contract, but shall proceed with all work to be performed under the Contract. The Contractor shall retain any and all rights provided either by Contract or by law, which pertain to the resolution of disputes and protests between the contracting parties.

12.03 TRENCHES
A. Trench Length
The maximum length of open trench, where prefabricated pipe is to be laid, shall be the distance necessary to accommodate that amount of pipe, which can be installed in a single day. The distance is the collective length at any location, including open excavation, pipe laying and appurtenant construction and backfill which has not been temporarily resurfaced.

B. Trench Width
The maximum clear width of the trench at the top of the pipe shall not be more than the outside diameter of the pipe at any point plus 2 feet. Greater width of trench at the top of the pipe shall be permitted only upon written approval of the City Engineer. In no case shall the free working space on each side of the pipe be less than 6 inches.

If the maximum trench width is exceeded, the contractor shall provide additional bedding, another type of bedding, or a higher strength of pipe, as shown on the plans or as approved by the City Engineer, at no additional cost to the City.

C. Trench Plating
Steel plates will be allowed as an open trench cover (to a maximum length of 50 feet) for instances where stoppage of work is required (i.e. overnight, design change, etc.) Steel plates shall be joined together with tack welds and shall be secured to the existing road surface with steel pins, etc. In addition, steel plates shall have cold mix asphalt concrete placed around all edges, which are exposed to pedestrian and/or vehicular traffic. Nonskid steel plates shall be required in all paved areas.

Use of trench plates shall be minimized. Maximum duration of trench plate use in any one location shall be 10 calendar days unless otherwise approved by the City Engineer.

D. Trenching Replacement Adjacent to Curb and Gutter:

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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-160 For trenching within existing street, if the distance from the nearest edge of new trench paving to the lip of gutter is less than 36 inches, the existing strip of asphalt between the lip of gutter and trench line shall be removed and repaved in conjunction with the trench resurfacing. (See Standard Detail No. 110)

12.04 BRACING EXCAVATIONS
The manner of bracing excavations shall be as set forth in the rules, orders, and regulations of the Division of Industrial Safety of the State of California.

12.05 PIPE BEDDING
Pipe bedding shall be defined as that material providing support to the bottom of the pipe measured from the bottom of the trench to the bottom of the pipe. (see Standard Detail No. 110)
If soft, spongy, unstable, or similar other material is encountered upon which the pipe bedding material is to be placed, this unsuitable material shall be removed to a minimum depth of six (6) inches or as directed by the City Engineer and replaced with drain rock suitably densified. Additional drain rock, as directed by the City Engineer over the amount required by the plans or specifications, shall be paid for as provided in the Proposal or the Special Provisions. If the necessity for such additional drain rock material has been caused by an act or failure to act on the part of the contractor, or is required for the control of ground water, the contractor shall bear the expense of the additional excavation and bedding. Drain rock material shall conform to section 12.09.

Pipe bedding material shall first be placed so that the pipe is supported for the full length of the barrel with full bearing on the bottom segment of the pipe. Holes shall be excavated to accommodate bells or couplings so that no part of the load is supported by the bells or couplings.

Pipe Bedding material shall be compacted to a relative density of 90%. Compaction shall be by mechanical, pneumatic or vibratory compaction equipment approved by the City Engineer. Pipe Bedding material shall meet the specifications listed in this section under

12.09 “Backfill Materials”.

When water is encountered, the trench shall be kept dry until placing of the pipe bedding material and laying and jointing of the pipe has been completed, inspected, and approved. The contractor shall place a minimum of 6 inches of pervious material or dewater the trench in a manner, which has received prior approval of the City Engineer.

For water main installations, if drain rock is placed in the trench to maintain a firm and stable base and maintain the ground water level below pipe laying operations, filter fabric shall be used between pipe bedding and drain rock.

12.06 BACKFILL
For pipes sixteen (16) inches in diameter or greater, initial backfill placed between the pipe bedding and the springline of the pipe shall be placed in layers not exceeding eight (8) inches in depth.

Backfill, for cast-in-place structures such as, but not limited to, manholes, transition structures, junction structures, vaults, valve boxes and reinforced concrete box conduits shall start at the surface upon which the base of the structure rests.

In areas of previously undeveloped land (new construction), finish and select backfill may be “native material” provided all organic material, rubbish, debris, large rocks, clay chunks, and other objectionable materials are first removed. When satisfactory compaction of the native material cannot be obtained, “Class II AB” shall be required.

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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-161 Except where the pipe must remain exposed for force main leakage tests and subject to the provisions herein, the contractor shall proceed as soon as possible with backfilling operations. Care shall be exercised so that the pipe will not be damaged or displaced.

A. Cast-In-Place Structures
The Contractor shall not place backfill against or over the top of any cast-in-place structures for a period of ten days. Following the expiration of the ten-day period, backfill shall not be placed unless the concrete has attained a compressive strength equal to or greater than 85% of the specified design strength.

B. Voids
Where it becomes necessary to excavate beyond the limits of normal excavation lines in order to remove boulders or other interfering objects, the voids remaining after the removal of the boulders shall be backfilled as specified herein, or as otherwise approved by the City Engineer.

Backfill, for cast-in-place structures such as, but not limited to, manholes, transition structures, junction structures, vaults, valve boxes and reinforced concrete box conduits shall start at the surface upon which the base of the structure rests.

Where the void is in the side of the trench, it shall be backfilled with suitable material and densified as approved by the City Engineer.

It shall be understood that the removal of all boulders or other interfering objects and the backfilling of voids left by such removals shall be at the expense of the contractor and no payment for the cost of such work will be made. The cost of such work shall be included in the prices bid for the various items of work.

12.07 COMPACTION METHODS
Mechanically Compacted Backfill
Backfill shall be mechanically compacted by means of tamping rollers, sheepsfoot rollers, pneumatic tire rollers, vibrating rollers, or other mechanical tampers. Jetting shall not be allowed, except where prior approval has been obtained from the City Engineer.

Permission to use specific compaction equipment shall not be construed as guaranteeing or implying that the use of such equipment will achieve the required compaction results or will not result in damage to adjacent ground, existing improvements, or improvements installed under the contract. The contractor shall make his own determination in this regard.

Mechanically compacted backfill shall be placed in horizontal layers. Each layer shall be evenly spread, moistened (or dried, if necessary), and then tamped or rolled until the specified relative compaction has been attained throughout the entire depth of the layer.

12.08 BACKFILL PLACEMENT REQUIREMENTS
A. Method “A”
Method “A” is to be used within existing streets after completion and acceptance of the subgrade in a new street by the City Engineer, any further excavation shall be considered as work in an existing street.

The select backfill zone shall be mechanically compacted to a minimum relative compaction of 90%. The finish backfill zone shall contain Class II Aggregate Base mechanically compacted to a minimum relative compaction of 95%. A temporary CPE26-051 - B&M Civil LLC dba B&M Builders
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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-162 layer (2” inch minimum) of asphalt cutback shall be placed to grade on top of the finish backfill. This temporary cutback shall be maintained by the Contractor until permanent paving is installed.

B. Method “B”:

Method “B” is to be used within the public right-of-way street areas in previously undeveloped land (new construction.) Backfill shall be as specified in “BACKFILL”, Section 12.06.

When native material is used as backfill, the area of the trench between the initial backfill zone and 18 inches below the bottom of the street structural section shall be mechanically compacted to a minimum relative compaction of 90%. The minimum relative compaction shall be 95% in the top 18 inches.

C. Method “C”:

Method “C” is to be used in unimproved or non-street right-of-way areas. Both select and finish backfill areas shall be native material. Compaction shall be done mechanically in uniform lifts so as to attain a minimum relative compaction of 90%.

D. Alternate Backfill:

Alternate methods and materials may be used upon approval of the City Engineer.

12.09 BACKFILL MATERIALS
A. Pipe Bedding and initial backfill shall conform to ASTM D448 #67.

Storm Drain and Sewer piping ONLY – Crushed Rock
Sieve Size % Passing
1” 100
3/4” 90-100
3/8” 20-55
#4 0-10
#8 0-5
Water piping ONLY - Sand
Sieve Size % Passing
1/2” 100
Sand Equivalent to be 50 Min.

B. Select Backfill and Finish Backfill
Class II AB (all methods) or Native Material (Methods B & C Only) C. Drain Rock
(For stabilization
ONLY)
Washed coarse aggregate conforming to one of
the following grading: 1” x ¾”
Sieve Size % Passing
2” 100
1-½” 90-100
1” 20-55
3/4” 0-15
3/8” 0-5
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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-163 The percentage composition by weight in place shall conform to the gradings previously mentioned as determined by Test Method No. California 202. Sand Equivalent for backfill material shall be as determined by Test Method No. California 217. Materials as delivered shall be of uniform mixture and shall be free of organic matter and refuse.

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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-164 SECTION 32 17 23 PAVEMENT MARKINGS AND SIGNING
All work shall conform to Section 20 of the City Standard Specifications and Section 81, Section 82, and Section 84 of the State Standard Specifications unless otherwise specified within.

SECTION 20

TRAFFIC STRIPING, SIGNING AND PAVEMENT MARKERS

20.01 Thermoplastic Traffic Stripes and Pavement Markings Thermoplastic traffic stripes and pavement markings shall conform to the provisions in Section 84-1, “General”, and Section 84-2, “Traffic Stripes and Pavement Markings”, of the State Standard Specifications, unless otherwise noted herein.

Thermoplastic traffic stripes and pavement markings, where applicable, shall conform to the most current approved prequalified and tested signing and delineation materials and products list maintained by the California Department of Transportation.

Thermoplastic material shall conform to the requirements of State Specification No. 8010-21C-19, and shall be of the Alkyd Thermoplastic type, manufactured by Pave-mark Corporation, or approved equal.

All primer shall be per the manufacturer’s specifications.

The State Specification No. for glass beads in Section 84-2.02, “Materials”, of the State Standard Specifications is amended to read “8010-21C-22 (Type II)”.

Thermoplastic material for traffic stripes shall be applied at a minimum thickness of 0.080 inch.

Thermoplastic material for pavement legends and markings shall be applied at a minimum thickness of 0.125 inch.

20.02 Pavement Markers
Pavement markers shall conform to the provisions in Section 81-3, “Pavement Markers”, of the State Standard Specifications and the most current approved prequalified and tested signing and delineation materials and products list maintained by the California Department of Transportation, unless otherwise noted herein.

Certificates of Compliance shall be furnished for pavement markers to be used.

Non-reflective pavement markers shall be, at the option of the Contractor, either polyester or acrylonitrile butadiene-styrene (ABS) plastic type. Ceramic markers shall not be allowed.

Hot melt bitumen adhesive shall be used to cement the pavement markers to the existing pavement.

The rapid set type epoxy adhesive shall not be used.

Hot melt bitumen adhesive shall be heated indirectly in an applicator with continuous agitation and shall be applied at a temperature between 400° F and 425° F. Pavement markers shall be placed immediately after application of the adhesive.

Blast cleaning of clean, new asphalt concrete surfaces will not be required.

20.03 Markers
Markers shall conform to the provisions in Section 82, “Signs and Markers”, of the State Standard Specifications, unless otherwise noted herein.

Markers on flexible posts shall be furnished by the Contractor and shall be as specified in the most current prequalified and tested signing and delineation materials and products list maintained by the CPE26-051 - B&M Civil LLC dba B&M Builders
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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-165 California Department of Transportation. Flexible posts shall be made from a flexible white plastic which shall be resistant to impact, ultraviolet light, ozone and hydrocarbons. Flexible posts shall resist stiffening with age and shall be free of burns, discoloration, contamination, and other objectionable marks and defects, which affect appearance or serviceability.

Reflective sheeting for metal and flexible target plates shall be the reflective sheeting designated for channelizers, markers, and delineators specified in the most current prequalified and tested signing and delineation materials and products list maintained by the California Department of Transportation.

20.04 Removal of Existing Traffic Striping and Pavement Markings Removal of existing traffic striping and pavement markings shall conform to the provisions in Section 15, “Existing Facilities”, of the State Standard Specifications, unless otherwise noted herein.

Nothing in these Specifications shall relieve the Contractor from his responsibilities as provided in Section 7-1.04, “Public Safety”, of the State Standard Specifications.

Conflicting striping and pavement markings shall be removed before the installation of new striping and pavement markings. All traffic striping and pavement markings shall be removed in a rectangular shape. New striping and pavement markings shall be installed within 24 hours of removal of old striping and pavement markings.

Where grinding or sand-blasting is used for the removal of existing traffic striping and pavement markings, and such removal operation is being performed within 10 feet of a lane occupied by public traffic, the residue including dust shall be removed immediately after contact between the grinding or sand-blasting material and the surface being treated. Such removal shall be by a vacuum attachment operating concurrently with the grinding or sand-blasting operation. After the removal of existing traffic striping and pavement markings on asphalt concrete pavement, a fog seal coat shall be applied to the surface of grinding or sand-blasting areas in accordance with the provisions in Section 37, “Seal Coats”, of the State Standard Specifications.

20.05 Removal of Existing Pavement Markers
Removal of existing pavement markers shall conform to the provisions in Section 15, “Existing Facilities”, of the State Standard Specifications unless otherwise noted herein.

Existing pavement markers, when no longer required for traffic lane delineation as shown on the plans, or as directed by the City Engineer, shall be removed and disposed of.

Existing pavement markers, which are to be removed, shall be done so in such a manner as to leave the existing asphalt concrete pavement undamaged. Damage to the asphalt concrete resulting from the removal of pavement markers shall be considered as any depression more than one-fourth inch (1/4”) deep. Should any asphalt concrete pavement be damaged or removed, it shall be patched using Type A, No. 4 maximum asphalt concrete.

20.06 Roadside Signs
Roadside signs shall conform to the provisions of Section 82-3, “Roadside Signs”, of the State Standard Specifications, Traffic Manual, Signs Specifications Manual and the most current approved prequalified and tested signing and delineation materials and products list maintained by the California Department of Transportation.

The aluminum sign blank shall be a 0.080” inch gauge anodized aluminum sheet, and shall conform to the “Aluminum Substrate Requirements” section of the Caltrans Specifications for Reflective Sheeting Signs, dated October 1993.

All signs furnished shall be 3M Scotchlite Reflective Sheeting Diamond Grade Visual Impact Performance (VIP), or approved equal. Protective graffiti sheeting may be required by the City Engineer.

20.07 Non-Illuminated Street Name Signs
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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-166 Non-illuminated street name signs mounted on traffic signal mast arms shall be furnished and installed at signalized intersections of streets other than major arterials. Non-illuminated street name signs shall be Type G7 or G8 series double-faced 0.080” inch aluminum panel with 3M Scotchlite Reflective Sheeting Diamond Grade Visual Impact Performance (VIP), or approved equal. Letter size shall be 6 inches high upper case and 4 1/2 inches high lower case. Sign colors shall be white lettering on green background.

Non-illuminated street name signs shall be installed on traffic signal mast arms at the locations shown on the Signal and Lighting plans. The hanger assembly is similar to that shown for internally illuminated street name signs on State Standard Plan ES-33. The mounting hardware and sign shall be assembled and the assembly shall be attached to the mast arm using ¾-inch x 0.03-inch stainless steel band in a manner similar to the strap and saddle bracket method shown on State Standard Plan RS4. The band shall be wrapped at least twice around the mast arm, tightened and secured with a stainless strap seal in the same manner as for strap and saddle bracket sign mounting. All mounting hardware shall be furnished by the Contractor. The sign panel shall be leveled and all hardware tightened securely.

20.08 Internally Illuminated Street Name Signs
Internally illuminated street name signs shall be furnished and installed per these specifications and details and shall conform to State Standard Plan ES-33 and its modifications. The mounting hardware and sign shall be assembled and the assembly shall be attached to the mast arm using heavy duty ¾ x 0.03-inch stainless steel band, instead of clamps, bolts, nuts and lockwashers shown on the State Standard Plan ES-33. The band shall be wrapped at least twice around the mast arm, tightened and secured with a stainless strap seal. The ½” inch stainless steel mounting bolt shall use four ½” inch stainless steel NY-lock hex nuts with center double nutted, instead of three nuts shown on the State Standard Plan ES-33. The cotter pin shall be 3/32” x 1” stainless steel. All mounting hardware shall be furnished by the Contractor. The sign panel shall be leveled and all hardware tightened securely.

Internally illuminated street name signs shall be Type A, with double-faced messages. Letter size shall be 6 inches high upper case and 4-1/2 inches lower case. Sign colors shall be white lettering on green background.

20.09 Prequalified and Tested Signing and Delineation Materials The California Department of Transportation maintains a trade name list of approved prequalified and tested signing and delineation materials and products. Approval of prequalified and tested products and materials shall not preclude the City Engineer from sampling and testing any of the signing and delineation materials or products at any time.

Listing of approved prequalified and tested signing and delineation materials and products cover the following:

MATERIALS and PRODUCTS:

Temporary pavement markers
Striping and pavement marking tape
Pavement markers, reflective and non-reflective
Flexible Class 1 delineators and channelizers
Railing and barriers delineators
Sign sheeting and base materials
Reflective sheeting for barricades
Reflective sheeting for channelizers
Reflective sheeting for markers and delineators
Reflective sheeting for traffic cone sleeves
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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-167 Reflective sheeting for barrels and drums
None of the above listed signing and delineation materials and products shall be used in the work unless such material or product is listed on the California Department of Transportation List of Approved Traffic Products.

A Certificate of Compliance shall be furnished as specified in Section 6-2.03C, “Certificates of Compliance”, of the State Standard Specifications for signing and delineation materials and products.

Said certificate shall also certify that the signing and delineation material or product conforms to the prequalified testing and approval of the California Department of Transportation, Division of Traffic Operations and was manufactured in accordance with the approved quality control program.

SECTION 81 MISCELLANEOUS TRAFFIC CONTROL DEVICES
(CALTRANS STANDARD SPECIFICATIONS EXCERPTS)
81-1 GENERAL
81-1.01 GENERAL
Section 81-1 includes general specifications for fabricating, installing, and placing miscellaneous traffic control devices.

Traffic control devices must comply with the California MUTCD. 81-1.02 MATERIALS
Not Used
81-1.03 CONSTRUCTION
Not Used
81-1.04 PAYMENT
Not Used
81-2 DELINEATORS
81-2.01 GENERAL
81-2.01A Summary
Section 81-2 includes specifications for fabricating and installing delineators. 81-2.01B Definitions
Reserved
81-2.01C Submittals
Submit a certificate of compliance for:

1. Metal target plates

2. Enamel coating
81-2.01D Quality Assurance
When tested under California Test 671, the enamel coating on a metal target plate must have satisfactory resistance to weathering, humidity, salt spray, and chemicals. The enamel coating must have:

1. Satisfactory adherence and impact resistance

2. Pencil lead hardness of at least HB

3. 60-degree specular gloss of at least 80 percent

4. Excitation purity of no more than 3 percent:

4.1. As received

4.2. After 1,000 hours in an artificial weathering device when tested under ASTM G155, Table X3.1, Cycle 1
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5. Daylight luminous directional reflectance (Y value) of at least 70 The Department may sample metal target plates for testing as shown in the following table:
 Metal Target Plate Sampling
Production stage Lot size Sample size
Finished target plates Less than 5,000 5 target plates
5,000–10,000 10 target plates
Flat sheet stock 10,000 sq ft or lessa Five 12-by-24-inch specimens Coil stock 5,000 lb or less Two 12-by-12-inch specimens or one 12-by-24- inch specimen aFlat sheet stock must be identifiable with parent coil stock.

The Department rejects the entire lot if any sample does not comply with section 81 or zinc-coated steel sheets show any evidence of damage to or removal of the zinc coating.

If the Department chooses to resample, the sample quantity may be twice the number shown in the table titled "Metal Target Plate Sampling."
81-2.02 MATERIALS
81-2.02A General
A delineator must be on the Authorized Material List for signing and delineation materials. A delineator consists of a post and 2 target plates.
81-2.02B Wood Posts
Wood posts must comply with section 82-3.02C.
81-2.02C Metal Posts
The steel for a metal post must comply with ASTM A36/A36M.

A metal post must be galvanized under section 75.
81-2.02D Flexible Posts
A flexible post must be:

1. White except where shown as yellow

2. Free from burns, discoloration, contamination, and other objectionable marks or defects that affect appearance or serviceability
81-2.02E Target Plates
Galvanize steel sheets under section 75. Zinc-coated steel sheets must comply with ASTM A653/A 653M, Commercial Steel, Types A, B, and C.

The nominal thickness of a zinc-coated steel sheet must be at least 0.038 inch.

Prepare zinc-coated surfaces to produce optimum adherence of the enamel coating without damaging or removing the zinc coating.

An aluminum target plate must be aluminum alloy 3003-H14. You may use other alloys having equivalent properties if authorized.

The nominal thickness of an aluminum sheet must be at least 0.050 inch.

Prepare the aluminum sheets for the enamel coating by cleaning to remove contaminants and uniformly applying an acid-chromate-fluoride, acid-chromate-fluoride phosphate, or equivalent chemical anticorrosion conversion coating.

Cut each target plate to size and shape and punch the mounting bolt holes. The surfaces and edges of each target plate must be free from fabrication defects.

Coat the pretreated metal target plate with an opaque white coating on both sides using a 1-coat or 2- CPE26-051 - B&M Civil LLC dba B&M Builders
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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-169 coat system. When tested under California Test 671, the dry film for the:

1. 1-coat system must be uniform and have an average thickness of at least 0.75 mil with no individual measurement less than 0.65 mil

2. 2-coat system must consist of 0.10- to 0.20-mil-thick primer and have an average thickness of at least

0.75 mil, including primer and top coat, with no individual measurement less than 0.65 mil For a 1-coat painting system, fabricate the zinc-coated steel target plate, including shearing, cutting, and punching, before starting the enameling process.

The enamel coating on a metal target plate must be the product of a commercial manufacturer. Apply the enamel coating by spray, dip, roller, continuous roller coating, or other authorized method.

The coating must be smooth and substantially free from flow lines, paint washout, streaks, blisters, and other defects that might impair serviceability or detract from the general appearance.

A finished metal target plate must be free from dents and defects. The maximum edge-to-edge surface deviation from a horizontal plane must not exceed 1/8 inch. 81-2.02F Hardware
Attach a target plate with either (1) 1/4-inch galvanized steel or aluminum nuts and bolts or (2) 3/16-inch blind aluminum rivets and washers.
81-2.02G–81-2.02L Reserved
81-2.03 CONSTRUCTION
Drive the post in place where soil conditions allow if the driving method does not damage the post. Drill pilot holes if ground conditions are such that the post cannot be driven without being damaged.

Install the target plates after the post is set in place.

After setting the post, fill any space around it with rock-free earth. Thoroughly tamp and water the fill material such that it holds the post securely in position.

Unless the surplus material is hazardous, uniformly spread it along the adjacent roadway where designated by the Engineer.

Before Contract acceptance, spot paint any exposed areas where the paint is damaged and clean any exposed areas that are soiled.
81-2.04 PAYMENT
Not Used
81-3 PAVEMENT MARKERS
81-3.01 GENERAL
81-3.01A Summary
Section 81-3 includes specifications for placing pavement markers. 81-3.01B Definitions
Reserved
81-3.01C Submittals
Submit a certificate of compliance for each type of pavement marker used. 81-3.01D Quality Assurance
Reserved
81-3.02 MATERIALS
81-3.02A General
A pavement marker must be on the Authorized Material List for signing and delineation materials. Pavement CPE26-051 - B&M Civil LLC dba B&M Builders
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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-170 markers must be packaged in a way that prevents damage.

Each package must be marked with:

Manufacturer's name
Type
Color
Quantity
Lot number
Date of manufacture
Protect pavement markers from moisture during shipment to the job site and when stored at the job site. 81-3.02B Reserved
81-3.02C Retroreflective Pavement Markers
The exterior surface of a retroreflective pavement marker must be smooth and contain 1 or 2 retroreflective faces of the specified color.

The base of the marker must be rough textured and free from gloss and substances that could reduce the adhesive bond. The base must be flat within a 0.05-inch tolerance.

A retroreflective pavement marker must comply with the requirements shown in the following table:

Retroreflective Pavement Marker Requirements
Quality characteristic Test method Requirement
Bond strength (min, psi)a
California Test 669
500
Compressive strength (min, lb)b 2,000
Compressive strength, recessed markers
(min, lb)
1,200
Abrasion resistance, specific intensity
minimum requirements after abrasion
Pass
Water soak resistance No delamination of the body and lens system or loss of reflectance
Reflectance: Specific intensity
Clear Yellow Red
0° incidence angle (min) 3.0 1.5 0.75
20° incidence angle (min) 1.2 0.60 0.30
1 year after placement 0.30 0.15 0.08
aThe marker body or filler material must not fail before reaching 500 psi under the bond strength test. bThe marker must not deform more than 0.125 inch at a load of less than 2,000 lb, and delamination of the shell and filler material must not exceed 0.125 inch regardless of the compressive load required to break the marker.
81-3.02D Hot Melt Bituminous Adhesive
Standard hot melt bituminous adhesive must comply with the requirements shown in the following table:

Quality characteristic Test method Requirement
Penetration, 100 g, 5 seconds, 77 °F (dmm) ASTM D5 10–20 Softening point (min, °F) ASTM D36 200
Flash point, COC (min, °F) ASTM D92 550
Filler content (percent by weight) (insoluble
in 1,1,1 trichloroethane)
ASTM D2371 65–75
Brookfield thermosel viscosity, no. 27 spindle, 20 rpm, 400 °F (centipoise)
ASTM D4402 3,000–6,000
Flexible hot melt bituminous adhesive must comply with the requirements shown in the following table:

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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-171 Quality characteristic Test method Requirement
Penetration, 100 g, 5 seconds, 77 °F (max, dmm) ASTM D5 30 Softening point (min, °F) ASTM D36 200
Ductility, 2 in/min, 77 °F (min, inch) ASTM D113 6
Ductility, 0.4 in/min, 39 °F (min, inch) 2
Flexibility California Test 440 No breaks or cracks
Brookfield thermosel viscosity, no. 27 spindle, 20 rpm, 375 °F (centipoise)
ASTM D4402 2,500–6,000
Bond strength to concrete (min, psi) California Test 440 100 Bond strength to retroreflective pavement marker (min,
psi)
California Test 440 120
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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-172 The filler material must be Type PC, Grade III, calcium carbonate complying with ASTM D1199. The fineness of the filler material must comply with the gradation requirements shown in the following table:

Sieve size Percentage passing
No. 100 100
No. 200 95
No. 325 75
81-3.02E Epoxy Adhesive
The epoxy adhesive must be either rapid set or standard set. 81-3.03 CONSTRUCTION
81-3.03A General
Establish the alignment for placing pavement markers.

Do not place pavement markers over longitudinal or transverse joints in the pavement surface.

Place pavement markers when the pavement surface is dry.

Before placing pavement markers, remove undesirable material from the pavement surface, including dirt, curing compound, grease, oil, loose or unsound layers, and paint. Regardless of the pavement's age or type, clean the surface by abrasive blast cleaning except where you apply hot melt bituminous adhesive on clean asphalt concrete or on a new clean seal coat.

Apply pavement markers to the pavement with bituminous adhesive, flexible bituminous adhesive, standard set epoxy, or rapid set epoxy adhesive. Apply markers in pavement recesses with flexible bituminous adhesive.

Comply with the manufacturer's installation instructions for the type of adhesive used.

Completely cover the pavement surface where the pavement marker is to be applied or the bottom of the pavement marker with the adhesive without leaving any voids. Place the marker into position and firmly apply pressure until contact is made with the pavement. Apply enough adhesive such that it protrudes around the marker's edges after pressing it into place.

Place retroreflective pavement markers such that each retroreflective face is perpendicular to a line parallel to the roadway centerline.

The Engineer determines when the adhesive has set long enough for newly installed pavement markers to bear traffic.
81-3.03B Hot Melt Bituminous Adhesive
If using hot melt bituminous adhesive, place pavement markers on asphalt concrete or a new seal coat (1) after the surface or seal coat has been open to traffic for at least 7 days and (2) when the pavement and ambient air temperatures are above 50 degrees F.

Indirectly heat hot melt bituminous adhesive in an applicator with continuous agitation or recirculation. Do not heat hot melt bituminous adhesive above the manufacturer's maximum safe heating temperature.

Place pavement markers immediately after applying hot melt bituminous adhesive. Remove any adhesive from the marker's exposed lenses using a soft rag moistened with the manufacturer's instructed solvent. 81-3.03C Epoxy Adhesive
If using epoxy adhesive, place pavement markers on asphalt concrete or a new seal coat (1) after the surface or seal coat has been open to public traffic for at least 14 days and (2) at the pavement and ambient air temperatures complying with the epoxy adhesive manufacturer's instructions.

Use automatic mixing equipment for the epoxy adhesive. The equipment must:

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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-173 Have positive displacement pumps
Properly meter the 2 components of the epoxy adhesive in the specified ratio of ±5 percent by volume of either component
The voids in an undisturbed sample of cured, mixed epoxy adhesive obtained from the extrusion nozzle of the mixing equipment must not exceed 4 percent.

At the start of each day, check the ratio of the 2 components in the presence of the Engineer by (1) disconnecting the mixing heads or (2) using suitable bypass valves and filling 2 suitable containers with the unmixed components. The mixing head must properly mix the 2 components until black or white streaks are not visible in the mixed material.

Apply epoxy adhesive and place pavement markers before the epoxy starts to thicken. Apply enough epoxy such that it flows and protrudes around the marker's edges when a slight pressure is applied to the marker. 81-3.03D Pavement Recesses
Locate pavement recesses along the line or lines of new or existing stripes. Do not construct recesses on existing structures.

The equipment used for recess construction must be power operated, mechanical, and capable of removing pavement to the dimensions shown.

Remove residue with a vacuum before it is blown by traffic or wind. Do not allow the residue to flow across the pavement or into gutters or drainage facilities.
81-3.04 PAYMENT
Not Used
81-8 EXISTING PAVEMENT MARKERS AND DELINEATORS
81-8.01 GENERAL
Section 81-8 includes specifications for performing work on existing pavement markers and delineators. 81-8.02 MATERIALS
Not Used
81-8.03 CONSTRUCTION
81-8.03A General
Reserved
81-8.03B Remove Pavement Markers
Remove pavement markers and the underlying adhesive by methods that cause the least possible damage to the pavement or surfacing.

When removing ceramic-type pavement markers, use screens or other protective devices to contain fragments.

Remove fragments from the removal work before opening the lanes to traffic. 81-8.03C Reserved
81-8.04 PAYMENT
Not Used

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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-174 SECTION 82 SIGNS AND MARKERS
(CALTRANS STANDARD SPECIFICATIONS EXCERPTS)
82-1 GENERAL
82-1.01 GENERAL
Section 82-1 includes general specifications for fabricating and installing sign panels and markers and constructing roadside signs.

Signs and markers must comply with the California MUTCD, California Sign Specifications, and the FHWA publication Standard Highway Signs and Markings. For the California Sign Specifications, go to the Department's Traffic Operations website.
82-1.02 MATERIALS
Not Used
82-1.03 CONSTRUCTION
Not Used
82-1.04 PAYMENT
Not Used
82-2 SIGN PANELS
82-2.01 GENERAL
82-2.01A Summary
Section 82-2 includes specifications for furnishing sign panels.

Furnishing sign panels includes fabricating and installing sign panels. 82-2.01B Definitions background:

Dominant sign color.
legend: Letters, numerals, tildes, bars, arrows, route shields, symbols, logos, borders, artwork, and miscellaneous characters that are intended to convey specific meanings on traffic signs. 82-2.01C Submittals
Submit a certificate of compliance for:

Aluminum sheeting
Retroreflective sheeting
Color imaging methods and film
Protective-overlay film
Upon request, submit test samples of sign panels and materials at various stages of production. The samples must be at least 12 by 12 inches and include the background material and legend.

At least 15 days before starting sign fabrication, submit at least 3 copies of your QC plan for sign panels. The QC plan must include:

Contact information for the person responsible for sign QC Acceptance criteria for incoming raw materials at the fabrication plant Type, method, and frequency of QC testing at the fabrication plant Types and brand names of retroreflective sheeting
List of the retroreflective sheeting manufacturer's approved process colors, protective overlay film, and black nonreflective film, including the manufacturer's name and product name for each item Manufacturer's installation and splicing instructions for the retroreflective sheeting Manufacturer's instructions for cleaning each product
Method of packaging, transporting, and storing signs
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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-175 82-2.01D Quality Assurance
The Department may inspect signs at the fabrication plant or the job site. The Department rejects formed panel signs with holes that are slanted or incorrectly spaced. The Engineer will reject damaged signs, defective signs, and signs with spelling errors before or after installation.

The Department rejects a laminated panel if a 0.010-inch-thick by 1/2-inch-wide feeler gauge can be inserted to a depth of more than 1/2 inch between the extruded aluminum frame and the aluminum sheeting.

If instrumental testing under ASTM D4956 is disputed, the Engineer's visual inspection will determine the color of the retroreflective sheeting, screened process colors, and film. 82-2.02 MATERIALS
82-2.02A General
A sign panel must be produced at a fabrication plant.

The sign must be imprinted with the following information:

Phrase Property of the State of California
Sign fabricator's name
Month and year of fabrication
Type of retroreflective sheeting
Sheeting manufacturer's identification and lot number for the retroreflective sheeting The sign information must:

Be imprinted in 1/4-inch upper-case letters and numerals on the back, lower right of each sign panel such that it will not be blocked by a sign post or mounting frame Be imprinted at the fabrication plant by die-stamping on aluminum panels or by an equivalent method for fiberglass-reinforced plastic signs, such as affixing a die-stamped aluminum tag Not be painted, screened, inked, or engraved
Be imprinted such that it does not damage the face of the sign For a sign composed of multiple panels, the legend must be placed across joints such that it does not affect the size, shape, spacing, and appearance of the legend on the assembled sign.

For a formed panel sign, the retroreflective sheeting for the background and legend must be wrapped around the interior vertical edges of each panel.

A sign with a protective-overlay film must be marked at the fabrication plant with a 3/8-inch-diameter dot.

The dot must be placed on the lower border of the sign before applying the protective-overlay film. The fabricator determines the application method and exact location of the dot except the dot must not be placed on the legend or near bolt holes. The dot must be black if placed on a white border and white if placed on a black border.

The exposed portion of the mounting hardware on the sign face, including rivets used to attach sheeting to framing members, must have a factory- or field-applied finish that closely matches the color of the background and legend of the sign face.

The face of a fabricated sign must be uniform, flat, smooth, and free from defects, scratches, chips, wrinkles, gel, hard spots, streaks, extrusion marks, and air bubbles. The front, back, and edges of sign panels must not have bends, router chatter marks, burns, sharp edges, loose rivets, delaminated skins, excessive adhesive over-spray, or aluminum marks.

Protect, transport, and store sign panels fabricated with screened-process colors under the retroreflective sheeting manufacturer's instructions.

Transport sign panels such that the faces of the panels are protected from damage and weather. Ship panels on pallets, in crates, or in tier racks. Ship panels vertically on edge, not stacked horizontally. Place padding and protective materials between the panels as necessary. Keep panels dry during transit.

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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-176 Do not store sign panels directly on the ground. Keep sign panels dry at all times and store the panels:

In a dry environment
On edge vertically whether indoors or outdoors
In enclosed, climate-controlled trailers or containers in areas of high heat and humidity Indoors whenever the panels will be stored more than 30 days 82-2.02B Aluminum Sheeting
A sign panel must be fabricated from aluminum sheeting of an alloy and temper complying with ASTM B209.

The aluminum sheeting must be pretreated for corrosion resistance as specified in ASTM B449. The surface of the sheeting must be cleaned, deoxidized, and coated with a light, tightly-adherent chromate conversion coating free from powdery residue. The conversion coating must be Class 2 with a weight from 10 to 35 mg/sq ft and an average weight of 25 mg/sq ft. After the cleaning and coating process, the aluminum sheeting must be protected from exposure to grease, oils, dust, and contaminants.

The aluminum sheeting must be free from buckles, warps, dents, cockles, burrs, and other defects resulting from fabrication.

The base plate for standard route markers must be die cut. 82-2.02C Retroreflective Sheeting
Retroreflective sheeting used for the background and legend must comply with ASTM D4956-13 and must be on the Authorized Material List for signing and delineation materials.

Retroreflective sheeting must be Type XI, except for white background signs, it must be Type VIII or IX.

Warning sign plaques and panels must be retroreflective fluorescent orange or fluorescent yellow background.

Type VIII, IX, and XI retroreflective sheeting must have Class 1, 3, or 4 adhesive backing. Adhesive backing must be pressure sensitive and fungus resistant.

Retroreflective sheeting must be applied to sign panels at the fabrication plant under the retroreflective sheeting manufacturer's instructions without appreciable stretching, tearing, or other damage.

Orientation of the legend must comply with the retroreflective sheeting manufacturer's instructions.

Retroreflective sheeting on a sign panel with a minor dimension of 48 inches or less must be a single, contiguous sheet without splices except for the splices produced during the manufacture of the retroreflective sheeting. Sign panel with a minor dimension greater than 48 inches may have 1 horizontal splice in the retroreflective sheeting other than the splices produced during the manufacture of the retroreflective sheeting.

Unless the retroreflective sheeting manufacturer's instructions require a different method, splices in the retroreflective sheeting must overlap by at least 1 inch. The retroreflective sheeting on either side of a splice must not exhibit a color difference under incident and reflected light. 82-2.02D Color Imaging Methods and Film
The material used for color imaging methods, film, and protective-overlay must be recommended by the retroreflective sheeting manufacturer.

Colored retroreflective sheeting must be used for the background.

Signs with green, red, blue, or brown backgrounds may use reverse-screened-process color on white retroreflective sheeting for the background color. The coefficient of retroreflection must be at least 70 percent of the coefficient of retroreflection specified in ASTM D4956 for the corresponding color of retroreflective sheeting.

The sign must have outdoor weatherability characteristics equivalent to those specified for the corresponding color of retroreflective sheeting in ASTM D4956.

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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-177 82-2.02E Single-Sheet Aluminum Panels
The aluminum sheeting for framed and unframed panels must be aluminum alloy 6061-T6 or 5052-H38.

A single-sheet aluminum panel must not have a vertical splice in the aluminum sheeting. A panel with a depth greater than 48 inches may have 1 horizontal splice in the sheeting.

For a framed panel, the framing members must be aluminum channel or rectangular aluminum tubing. The lengths of the framing members must be within ±1/8 inch of the lengths shown.

Aluminum channels or rectangular aluminum tubing must be welded together using the inert gas-shielded arc welding process and E4043 aluminum-electrode filler wires. The filler diameter must be equal to the wall thickness of the smallest welded channel or tubing.

The aluminum sheeting must be attached to the frame with 3/16-inch-diameter rivets. The rivets must be placed at least 1/2 inch from the web channel edges. The rivets must be made of aluminum alloy 5052 and be anodized or treated with a conversion coating to prevent corrosion.

A fabricated single-sheet, aluminum panel must be within ±1/8 inch of the dimensions shown. The panel must be flat to within ±1/32 in/ft of the panel dimensions as measured by a straightedge placed in any direction across the plane of the panel.
82-2.02F Fiberglass-Reinforced Plastic Panels
A fiberglass-reinforced plastic panel must:

Be on the Authorized Material List for signing and delineation materials Comply with ASTM D3841
Be weather-resistant, Grade II, thermoset polyester laminate The plastic must:

Be acrylic modified and UV stabilized for outdoor weatherability.

Contain additives designed to suppress fire ignition and flame propagation. When tested under ASTM D635, the extent of burning must not exceed 1 inch.

Be stabilized to prevent the release of solvents and monomers. The front and back surfaces of the laminate must be clean and free from contaminates and releasing agents that could interfere with the bonding of the retroreflective sheeting.

The color of the panel must be uniform gray, Munsell color notation N7.5 to N8.5 as specified in ASTM D1535.

The panel must be cut from a single piece of laminate. Mounting bolt holes must be predrilled. Predrilled bolt holes, panel edges, and the front and back surfaces of the panel must be true and smooth. The panel surface must not have visible cracks, pinholes, foreign inclusions, warping, and wrinkles that might affect performance.

The panel must be:

At least 0.135 inch thick
Flat to within ±1/32 in/ft of the panel dimensions as measured by a straightedge placed in any direction across the plane of the panel
Within ±1/8 inch of the dimensions shown
82-2.02G Laminated Panels
82-2.02G(1) General
A laminated panel must have a honeycomb core and extruded aluminum frame laminated between 2 sheets of aluminum to produce a flat, rigid panel.

The face sheet must be a single contiguous sheet of 0.063-inch-thick aluminum sheeting, alloy 6061-T6 or 5052-H32. The back sheet must be a single, contiguous sheet of 0.040-inch-thick aluminum sheeting, alloy 3003-H14.

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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-178 The core material must be 0.26 lb/sq ft phenolic-impregnated kraft paper that:

Is impregnated with 18 percent phenolic resin
Has 1/2-inch honeycomb cell size
Is fungus resistant under MIL-STD-401B
The adhesive used to laminate the face and back sheets to the honeycomb core and extruded aluminum frame must produce a bond that is strong, permanent, and resistant to oil and water.

The panel must withstand a wind load of 33 lb/sq ft with a bending safety factor of 1.25 when tested for the simple span lengths shown in the following table:

Panel type Nominal panel
thickness Simple span length
A 1 inch 9'-0"
B 1 inch 9'-0"
2-1/2 inches 14'-6"
H 2-1/2 inches 14'-6"
The tensile strength of the panel must be at least 40 lb/sq in when tested under ASTM C297 and C481, Cycle B, after aging. Instead of spraying with hot water, the specimen must be immersed in water at 160 degrees F.

An individual laminated panel must not exceed 24 feet in length and 5 feet in depth. An individual panel must be fabricated as a single unit without horizontal and vertical joints, splices, or seams.

Use 2 panels for signs exceeding 5 feet in depth. You may use 3 panels to avoid placing the legend over a horizontal joint if authorized.

Welds are not required on the side of the framing members where the face and back sheets will be placed.

After lamination, 3/16-inch-diameter rivets must be placed at each corner of the perimeter frame through the face and back sheets. The rivets must be made of aluminum alloy 5052 and be anodized or treated with a conversion coating.

Sealant must be placed at the corners of the perimeter frame to prevent water intrusion.

The face of a fabricated panel must be flat to within ±3/32 in/ft of the panel dimensions as measured by a straightedge placed in any direction across the plane of the panel. Wherever the panels adjoin, the gap between the adjoining edges must not deviate by more than 1/32 inch from a straightedge placed from corner to corner. Nonadjoining edges must not deviate by more than 1/8 inch from a straightedge placed from corner to corner. The face and back sheets must be flush with the perimeter frame. All panel edges must be smooth.

A panel must be from −1/2 to +1/8 inch of the dimensions shown. The difference in the length between adjoining panels of multiple-panel signs must not be greater than 1/2 inch. 82-2.02G(2) Roadside Laminated Panels
A laminated panel for a roadside sign must be Type B or Type H. For a Type B panel:

Channel edges must be welded together to form the perimeter frame Vertical tube spacers must be welded to the frame
For a Type H panel:

Channel edges must be screwed to the tube channel edges with self-tapping hex head stainless steel screws to form the perimeter frame.

Centerline panel tube must be welded to the perimeter frame along the horizontal centerline of the CPE26-051 - B&M Civil LLC dba B&M Builders
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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-179 panel. The centerline panel tube must be a single, contiguous extrusion without joints.

Vertical tube spacers must be welded to the perimeter frame and to the centerline panel tube. 82-2.02G(3) Overhead Laminated Panels
A laminated panel for an overhead sign must be Type A.

An individual panel must not exceed 24 feet in length or 5 feet in depth.

If a panel length is not shown for a sign exceeding 24 feet in length, the Engineer determines the length.

The channel edges must be screwed to the modified H sections with self-tapping hex head stainless steel screws to form the perimeter frame.

Aluminum mounting clamps for A-1 hardware must be cast aluminum alloy with a tensile strength of at least 25 kips/sq in. The installed bolt torque must not exceed 100 in-lb. 82-2.02H Formed Panels
A formed panel must be fabricated from a single, contiguous sheet of 0.063-inch-thick aluminum sheeting, alloy 5052-H32.

Aluminum sheeting must be attached to struts with 3/16-inch-diameter anodized aluminum rivets. The rivets must be placed through the sign face at the spacing shown after applying the background material and legend.

The formed edges must be square. The drilled mounting holes must be straight and perpendicular to the front and back surfaces of the formed edges.

A fabricated formed-panel sign must be within ±1/16 inch of the dimensions shown and flat to within ±1/8 in/ft of the panel dimensions in any direction as measured by a straightedge placed in any direction across the plane of the panel.
82-2.03 CONSTRUCTION
82-2.03A General
Deliver sign panels to the job site with the background and legend permanently affixed to the panels. Do not chip or bend sign panels.

Immediately replace sign panels exhibiting damage or flaws, including a significant color difference between daytime and nighttime.

Obtain authorization before repairing sign panels at the job site. Use the following hardware to mount the type of sign panel shown:

Lag screws, nuts, bolts, and washers for roadside signs Braces and wood block spacers for roadside signs
Type A-1 and Type A-2 mounting hardware for overhead laminated-panel signs Type A-3 mounting hardware for overhead formed-panel signs 82-2.03B Laminated Panels
For laminated multiple-panel signs, place an H-section closure extrusion in the top channel of the lower panel before mounting the upper panel. When mounted, the bottom channel of the adjoining upper panel must fit together to enclose the H-section closure extrusion for the full length of the panel without gaps. 82-2.04 PAYMENT
Not Used
82-3 ROADSIDE SIGNS
82-3.01 GENERAL
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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-180 82-3.01A Summary
Section 82-3 includes specifications for constructing roadside signs.

Roadside signs include ground-mounted signs and Type N (CA), Type P (CA), and Type R (CA) marker panels.. 82-3.01B Definitions
ground-mounted sign: Roadside sign or signs with a wide-flange metal post. roadside sign: Traffic sign with 1 or more sign panels attached to a supporting structure consisting of 1 or 2 posts, a signal standard, or a lighting standard.
82-3.01C Submittals
Reserved
82-3.01D Quality Assurance
When delivered to the job site, treated posts must:

Comply with the specified grading requirements
Be dry
Have no visual evidence of preservative on the surface
82-3.02 MATERIALS
82-3.02A General
A roadside sign includes sign panels, fastening hardware, back braces, straps and saddle brackets, and frame assemblies for multiple sign panels.
82-3.02B Metal Posts
A mounting for a roadside sign to be installed on a barrier or railing must be fabricated from (1) welded or seamless steel pipe complying with ASTM A53/A53M, Grade B, and (2) structural steel complying with ASTM A36/A36M.

Bolted connections must comply with section 56-2.02D. Concrete anchorage devices must comply with section 75-3.

After fabrication, all metal parts for mounting a roadside sign must be galvanized under section 75-1.02B.

Wide-flange metal posts must be fabricated from structural steel complying with ASTM A36/A36M. Nuts, bolts, and washers for the breakaway connections of a wide-flange steel post must comply with ASTM A325.

Perforated square steel tube posts and square steel anchor sleeves must:

Be fabricated from galvanized hot rolled steel complying with ASTM 1011 Grade 50 and galvanized under ASTM 653 G-90
Have a minimum 60 ksi yield strength after cold forming Have zinc coated corner welds. Corner welds must be scarfed and then a conversion coating and clear organic polymer topcoat must be applied
Perforated square steel tube post must have 7/16-inch diameter holes or punch-outs 1-inch on center on all four sides.

Gravel or stone for a steel tube post foundation must be natural rough surface gravel or broken stone.

Concrete for a steel tube post foundation must be minor concrete that contains at least 470 pounds of cementitious material per cubic yard.
82-3.02C Wood Posts
A wood post must be the allowable grade and species for the sizes shown in the following table:

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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-181 Nominal post sizea Allowable grades and species
4 by 4 inches
Select heart redwood
No. 1 heart structural redwood, 1050f
No. 2 heart structural redwood, 900f
No. 1 structural light framing Douglas fir, free of heart center No. 1 structural light framing Hem-Fir, free of heart center No. 1 structural light framing Southern yellow pine, free of heart center 4 by 6 inches
Select heart grade redwood
Select heart structural grade redwood, 1100f
No. 1 heart structural redwood, 950f
No. 2 structural joists and planks, Douglas fir, free of heart center No. 1 structural joists and planks Hem-Fir, free of heart center No. 2 structural joists and planks Southern yellow pine Greater than 4 by 6 inches
Select heart redwood
No. 1 heart structural redwood, 950f
No. 1 posts and timbers, also known as no. 1 structural, Douglas fir, free of heart center
Select structural posts and timbers Hem-Fir, free of heart center; and no. 1 timbers Southern yellow pine, free of heart center aSizes shown are minimum dressed dry sizes.

The posts must be graded under section 57-2.01B(2). The sweep must not exceed 0.08 foot in 10 feet.

Posts must be treated under section 57-2.01B(3) and under AWPA U1, Use Category UC4A, Commodity Specification A. Posts must be incised, and the minimum retention of preservative must comply with AWPA requirements.
82-3.02D Laminated Wood Box Posts
The Department furnishes a laminated wood box post with an attached metal cap at the top of each post. 82-3.02E Sign Panel Fastening and Mounting Hardware
Frame assemblies for multiple sign installations must be fabricated from an aluminum alloy or structural steel complying with ASTM A36/A36M. Frames fabricated from structural steel must be hot-dip galvanized after fabrication.

Back braces for a sign must be made of commercial-quality, mild steel and hot-dip galvanized after fabrication.

Straps and saddle brackets for mounting sign panels on lighting standards, sign structure posts, and traffic signal standards must be stainless steel complying with ASTM A167, Type 302B. Theft-proof bolts must be stainless steel with a chromium content of at least 17 percent and a nickel content of at least 8 percent.

Bolts, except theft-proof bolts, lag screws, metal washers, and nuts must be made of commercial-quality steel and hot-dip galvanized after fabrication. Fiber washers must be commercial quality.

Galvanizing must comply with section 75-1.02B.

Sign panel drive rivets must be galvanized steel or aluminum.

Square steel tube post drive rivets must be galvanized steel. 82-3.03 CONSTRUCTION
82-3.03A General
You may cut the ends of wood posts at the job site. If cutting or boring is performed after treating posts with preservative, manually apply preservative to the cuts and holes under section 57-2.01B(3).

Treat wood block spacers inserted between the post and sign panel on single-post installations with wood preservative under section 57-2.01B(3).

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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-182 If you do not immediately use laminated wood box posts, neatly stack them on dunnage. Do not paint wood posts and block spacers unless described otherwise.

Drill 2 holes in each wood post to provide the breakaway feature shown.

Make breakaway saw cuts and holes for the saw cuts in laminated wood box posts after installation of the posts.

Do not splice the posts. You may make 1 trim cut at the bottom of the post.

The line between the center of the top of a post and the center of the post at ground level must not deviate from a plumb line by more than 0.02 foot in 10 feet.

Backfill the space around wood posts with earth or sand that is free of rocks or other deleterious material.

Backfill around laminated wood box posts with granular material. Place the backfill material in layers approximately 1/3 foot thick. Moisten and thoroughly compact each layer.

Backfill the space around the wide-flange metal posts with minor concrete that contains at least 470 pounds of cementitious material per cubic yard.

Unless surplus excavated material is hazardous, uniformly spread it along the adjacent roadway where designated by the Engineer.

Fasten square steel tube posts to square steel anchor sleeves with square steel tube post drive rivets. 82-3.03B Sign Panel Installation
Install lag screws by turning the lag screw into pilot holes using a wrench. Bore the pilot holes with a bit diameter equal to the root diameter of the lag screw thread.

Apply PVC tape, polyethylene tape, or other authorized corrosion-resistant barrier to the areas on metal sign surfaces or hardware that will be in contact with treated wood. Before inserting bolts, fill the bolt holes with the hardware manufacturer's recommended corrosion-protection grease that will not melt or run at a temperature of 150 degrees F. The corrosion-resistant barrier and grease is not required if wood posts and blocks are treated with pentachlorophenol in hydrocarbon solvent.

Attach sign panel to square steel tube post with sign panel drive rivets. Place a fiber washer between the rivet head and the sign face.
82-3.04 PAYMENT
Not Used
82-5 MARKERS
82-5.01 GENERAL
82-5.01A Summary
Section 82-5 includes specifications for fabricating and installing markers, including milepost markers.. 82-5.01B Definitions
Reserved
82-5.01C Submittals
Submit a certificate of compliance for:

Metal target plates
Enamel coating
Retroreflective sheeting
82-5.01D Quality Assurance
When tested under California Test 671, the enamel coating on metal target plates must have satisfactory resistance to weathering, humidity, salt spray, and chemicals. The enamel coating must have:

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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-183 Satisfactory adherence and impact resistance
Pencil lead hardness of HB minimum
60-degree specular gloss of 80 percent minimum
Excitation purity of 3 percent maximum:

As received
After 1,000 hours in an artificial weathering device as specified in ASTM G155, Table X3.1, Cycle 1 Daylight luminous directional reflectance, Y value, of 70 minimum The Department may sample metal target plates for testing at the production stages for the lot and sample sizes shown in the following table:

Metal Target Plate Sampling
Production stage Lot size Sample size
Finished target plates Less than 5,000 5 target plates
5,000–10,000 10 target plates
Flat sheet stock 10,000 sq ft or lessa Five 12-by-24-inch specimens Coil stock 5,000 lb or less Two 12-by-12-inch specimens or one 12-by-24- inch specimen aFlat sheet stock must be identifiable with parent coil stock.

The Department rejects the entire lot if either of the following occurs:

Any sample does not comply with section 82
Zinc-coated steel sheets show any evidence of damage to or removal of the zinc coating If the Department chooses to resample, the sample size may be twice the number shown in the table titled "Metal Target Plate Sampling."
82-5.02 MATERIALS
82-5.02A General
A marker must be on the Authorized Material List for signing and delineation materials. 82-5.02B Wood Posts
A wood post must comply with section 82-3.02C.
82-5.02C Metal Posts
Steel for a metal post must comply with ASTM A36/A36M. A metal post must be galvanized under section 75-1.02B.
82-5.02D Flexible Posts
A flexible post must be white except where shown as yellow.

The flexible post must be free from burns, discoloration, contamination, and other objectionable marks or defects that affect appearance or serviceability.
82-5.02E Target Plates
A target plate for a Type K-1 (CA) or a Type K-2 (CA) object marker must be the same color and material as the flexible post.

A target plate for milepost marker or Type L-1 (CA) or Type L-2 (CA) object marker installed on a metal post must be manufactured from an aluminum sheet or zinc-coated steel sheet.

Galvanize steel sheets under section 75-1.02B. Zinc-coated steel sheets must comply with ASTM A653/A653M, Commercial Steel, Types A, B, and C.

The nominal thickness of a zinc-coated steel sheet must be at least 0.038 inch.

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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-184 Prepare zinc-coated surfaces to produce optimum adherence of the enamel coating without damaging or removing the zinc coating.

An aluminum target plate must be aluminum alloy 3003-H14. You may use other alloys having equivalent properties if authorized.

The nominal thickness of an aluminum sheet must be at least 0.050 inch.

Prepare the aluminum sheets for the enamel coating by a suitable cleaning method to remove contaminants and by uniformly applying an acid-chromate-fluoride, acid-chromate-fluoride phosphate, or equivalent chemical anticorrosion conversion coating.

Cut the target plate to size and shape and punch the mounting bolt holes. The surfaces and edges of the plate must be free from fabrication defects.

Coat the pretreated metal target plate with an opaque white coating on both sides using a 1-coat or 2- coat system. When tested under California Test 671, the dry film for the:
1-coat system must be uniform and have an average thickness of at least 0.75 mil with no individual measurement less than 0.65 mil
2-coat system must consist of 0.10- to 0.20-mil-thick primer and have an average thickness of at least

0.75 mil, including primer and top coat, with no individual measurement less than 0.65 mil If using a 1-coat painting system, fabricate a zinc-coated steel target plate, including shearing, cutting, and punching, before starting the enameling process.

The enamel coating on a metal target plate must be the product of a commercial manufacturer. Apply the enamel coating by spray, dip, roller, or continuous roller coating. You may use other methods if authorized.

The coating must be smooth and substantially free from flow lines, paint washout, streaks, blisters, and other defects that might impair serviceability or detract from the general appearance.

A finished metal target plate must not have dents or defects. The maximum edge-to-edge surface deviation from a horizontal plane must not exceed 1/8 inch.
82-5.02F Reflectors
A reflector for a marker must be made of a Type III or higher grade retroreflective sign sheeting shown on the Authorized Material List for signing and delineation materials. 82-5.02G Hardware
Use (1) 1/4-inch galvanized steel or aluminum nuts and bolts or (2) 3/16-inch blind aluminum rivets and washers to attach a target plate to a post.

Use 5/16-inch galvanized steel bolts, nuts, and washers to attach a marker panel to a post. 82-5.02H Milepost Markers
Letters and numerals on a milepost marker must be made with opaque black paint or film. The paint and film must have an equivalent outdoor weatherability as the retroreflective sheeting specified in ASTM D4956.

Nonreflective, opaque, black film must be vinyl or acrylic material.

Film for letters and numerals must be computer cut and have pressure-sensitive adhesive. 82-5.02I–82-5.02L Reserved
82-5.03 CONSTRUCTION
Drive posts in place where soil conditions allow the driving without damage to the posts. Drill pilot holes if the ground conditions are such that the posts cannot be driven without being damaged.

Install target plates and marker panels after the posts are set in place.

After setting the posts, fill the space around them with rock-free earth. During placement, thoroughly tamp and water the fill material such that the post is held securely in position.

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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-185 Unless surplus excavated material is hazardous, uniformly spread it along the adjacent roadway where designated by the Engineer.

Use stencils to paint letters and numerals on milepost markers.

Before Contract acceptance, spot paint all exposed areas where the paint is damaged and clean all exposed areas that are soiled.
82-5.04 PAYMENT
Not Used
82-9 EXISTING ROADSIDE SIGNS AND MARKERS
82-9.01 GENERAL
Section 82-9 includes specifications for performing work on existing roadside signs and markers. 82-9.02 MATERIALS
Not Used
82-9.03 CONSTRUCTION
82-9.03A General
Remove roadside signs only when replacement signs are installed or when the existing signs are no longer required for traffic. Reset or relocate each roadside sign the same day it is removed.

Single sheet aluminum signs to be salvaged must be banded on a pallet with a total weight of not more than 500 lb/pallet.

Reset or relocate roadside signs using existing posts.

If an existing post is deteriorated or broken, notify the Engineer. If ordered, use a new post.

Any new post and its installation, ordered for reasons other than damage you cause is change order work.
82-9.03B Installation of Sign Panels on Existing Frames Install sign panels on existing frames with fastening hardware under section 82-2.03A. 82-9.03C Installation of Removable Sign Panel Frames
Install sign panels on removable sign panel frames with fastening hardware under section 82-3.02E. 82-9.03D Relocate Markers
Reserved
82-9.03E Reset Markers
Reserved
82-9.03F Installation of Sign Panels on Existing Posts
Install roadside sign panels on existing posts with fastening hardware under section 82-2.03A. 82-9.04 PAYMENT
Not Used
SECTION 84 MARKINGS
(CALTRANS STANDARD SPECIFICATIONS EXCERPTS)
84-1 GENERAL
84-1.01 GENERAL
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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-186 Section 84-1 includes general specifications for applying and constructing markings. Markings must comply with the CA MUTCD.
84-1.02 MATERIALS
Not Used
84-1.03 CONSTRUCTION
Not Used
84-1.04 PAYMENT
Not Used

TRAFFIC STRIPES AND PAVEMENT MARKINGS
84-2.01 GENERAL
84-2.01A Summary
Section 84-2 includes specifications for applying traffic stripes and pavement markings.

A thermoplastic traffic stripe or pavement marking with enhanced wet night visibility consists of a single uniform layer of thermoplastic and 2 layers of glass beads.

Contrast striping consists of black stripe placed on one or both side of a white or yellow stripe, adjacent to white or yellow stripe and in between double stripes. Contrast stripe can be warranty tape, paint, or thermoplastic. 84-2.01B Definitions
pavement marking: Transverse marking which includes shoulder or gore marking, traffic island marking, word or numeral or symbol marking, arrow, limit line, stop line, yield line, crosswalk marking, speed measurement marking, speed reduction marking, speed hump marking, parking space marking, route shield marking, toll or HOV lane marking, transit lane marking, and bike lane marking. traffic stripe: Longitudinal centerline or lane line used for separating traffic lanes in the same direction of travel or in the opposing direction of travel or a longitudinal edge line marking the edge of the traveled way or the edge of a lane at a gore area separating traffic at an exit or entrance ramp. A traffic stripe is shown as a traffic line.
84-2.01C Submittals
For each lot or batch of traffic stripe material, primer, and glass beads, submit:

Certificate of compliance, including the material name, lot or batch number, and manufacture date METS notification letter stating that the material is authorized for use, except for thermoplastic and primer
SDS
Manufacturer's Instructions
For each lot or batch of thermoplastic, submit a manufacturer's certificate of compliance and the following test results from the California Test 423:

Brookfield Thermosel viscosity
Hardness
Yellowness index, white only
Daytime luminance factor
Yellow color, yellow only
Glass bead content
Binder content
The date of the test must be within 1 year of use.

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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-187 Submit test results for each lot of beads specifying the EPA test methods used and tracing the lot to the specific test sample. The testing for lead and arsenic content must be performed by an independent testing laboratory.

Submit the thermoplastic test stripe to the Engineer.

Submit the retroreflectivity test result within 5 days of testing the traffic stripes and pavement markings. The data must include the retroreflectivity, time, date, and GPS coordinates for each measurement. 84-2.01D Quality Assurance
84-2.01D(1) General Reserved
84-2.01D(2) Quality Control
Before starting permanent application of methyl methacrylate and two component paint traffic stripes and pavement markings, apply a test stripe on roofing felt or other suitable material in the presence of the Engineer.

The test stripe section must be at least 50 feet in length.

The applied methyl methacrylate pavement markings must have a British Pendulum Number skid resistance value of 60.

Traffic stripes and pavement markings must comply with ASTM D6628 for daytime and nighttime color and the following:

The daytime luminance factor (Y), for green bike lane pavement markings, must be at least 7, but no more than 35. Color chromaticity limits for green bike lane pavement markings at daytime must plot within the boundaries shown in the following table:

Daytime Chromaticity Coordinates for Green Bike Lane Pavement Marking (Corner Points) 1 2 3 4

X Y X Y X Y X Y

0.230 0.754 0.266 0.500 0.367 0.500 0.444 0.555
Color chromaticity limits for green bike lane pavement markings at nighttime must plot within the boundaries shown in the following table:

Nighttime Chromaticity Coordinates for Green Bike Lane Pavement Marking (Corner Points) 1 2 3 4

X Y X Y X Y X Y

0.230 0.754 0.336 0.540 0.450 0.500 0.479 0.520
The daytime luminance factor (Y), for green route shield pavement markings, must be at least 6, but no more than 15. Color chromaticity limits for green route shield pavement markings at daytime must plot within the boundaries shown in the following table:

Daytime Chromaticity Coordinates for Green Route Shield Pavement Marking (Corner Points) 1 2 3 4

X Y X Y X Y X Y

0.230 0.399 0.166 0.364 0.286 0.446 0.207 0.771
Color chromaticity limits for green route shield markings at nighttime must plot within the boundaries shown in the following table:

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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-188 Nighttime Chromaticity Coordinates for Green Route Shield Pavement Marking (Corner Points) 1 2 3 4

X Y X Y X Y X Y

0.007 0.570 0.200 0.500 0.322 0.590 0.193 0.782
The daytime luminance factor (Y), for red route shield pavement markings, must be at least 6, but no more than 15. Color chromaticity limits for red route shield pavement markings at daytime must plot within the boundaries shown in the following table:

Daytime Chromaticity Coordinates for Red Route Shield Pavement Marking (Corner Points) 1 2 3 4

X Y X Y X Y X Y

0.648 0.351 0.735 0.265 0.629 0.281 0.565 0.346
Color chromaticity limits for red route shield pavement markings at nighttime must plot within the boundaries shown in the following table:

Nighttime Chromaticity Coordinates for Red Route Shield Pavement Marking (Corner Points) 1 2 3 4

X Y X Y X Y X Y

0.650 0.348 0.620 0.348 0.712 0.255 0.735 0.265
The daytime luminance factor (Y), for blue route shield pavement markings, must be at least 5, but no more than 14. Color chromaticity limits for blue route shield pavement markings at daytime must plot within the boundaries shown in the following table:

Daytime Chromaticity Coordinates for Blue Route Shield Pavement Marking (Corner Points) 1 2 3 4

X Y X Y X Y X Y

0.078 0.171 0.150 0.220 0.210 0.160 0.137 0.038
Color chromaticity limits for blue route shield pavement markings at nighttime must plot within the boundaries shown in the following table:

Nighttime Chromaticity Coordinates for Blue Route Shield Pavement Marking (Corner Points) 1 2 3 4

X Y X Y X Y X Y

0.033 0.370 0.180 0.370 0.230 0.240 0.091 0.133
Retroreflectivity must be measured under ASTM E1710 or ASTM E3320 and the sampling protocol specified in ASTM D7585.

Upon request, apply a thermoplastic test stripe on suitable material in the presence of the Engineer during the application of thermoplastic traffic stripes or markings. The test stripe must be at least 1 foot in length.

One layer of glass beads must be on the Authorized Material List for high-performance glass beads. When using high-performance glass beads that are white and yellow, the color of the glass beads must match the color of the stripe or marking to which they are being applied.

One layer of glass beads must comply with AASHTO M247, Type 2.

Obtain authorization to proceed with the application of traffic stripes and pavement markings. Remove loose glass beads before measuring the retroreflectivity.

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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-189 Within 30 days of application, test the traffic stripes and pavement markings under the test methods and frequencies shown in the following table:

Traffic Stripe Testing Frequency
Quality characteristic Test method Minimum sampling and testing frequency Initial retroreflectivity (min, mcd m-2ꞏlx-1)
White
Yellow
ASTM E1710 or
ATSM E3320 ASTM D7585a
aUse the referee evaluation protocol for project length less than 10 miles. For project lengths greater than or equal to 10 miles, add one evaluation for every additional mile.

Verify the glass bead application rate by stabbing the glass bead tank with a calibrated rod.

Within 14 days of applying a thermoplastic traffic stripe or pavement marking with enhanced wet-night visibility, the retroreflectivity must be a minimum of 700 mcdꞏm-2ꞏlx-1 for white stripes and markings and 500 mcdꞏm-2ꞏlx-1 for yellow stripes and markings when measured under ASTM E1710 or ASTM E3320. 84-2.01D(3) Department Acceptance
The Engineer will perform a nighttime, drive-through, visual inspection of the retroreflectivity of the traffic stripes and pavement markings and notify you of any locations with deficient retroreflectivity. Test the retroreflectivity of the deficient areas to confirm striping and pavement markings meets the requirements.

The thermoplastic test stripe will be tested for yellow color, daytime luminance factor, and yellowness index requirements by METS.
84-2.02 MATERIALS
84-2.02A General
Reserved
84-2.02B Glass Beads
Each lot of glass beads must comply with EPA Test Method 3052 and 6010B or 6010C. Glass beads must contain less than 200 ppm each of arsenic and lead.

Type 1 glass beads must comply with AASHTO M 247.

Type 2 glass beads must comply with AASHTO M 247. At least 75 percent of the beads by count must be true spheres that are colorless and do not exhibit dark spots, air inclusions, or surface scratches when viewed under 20X magnification.

High-performance glass beads must be on the Authorized Material List for high-performance glass beads.

Large-gradation glass beads must be on the Authorized Material List for two component traffic paint.

Glass beads for methyl methacrylate must be on the Authorized Material List for methyl methacrylate traffic striping and pavement marking.

Glass beads for paint must comply with State Specification 8010-004.

Glass beads must be surface treated, according to the bead and the material manufacturer's instructions, to promote adhesion with the specified material.
84-2.02C Thermoplastic
Thermoplastic must comply with State Specification PTH-02HYDRO, or PTH-02ALKYD.

Sprayable thermoplastic must comply with State Specification PTH-02SPRAY.

Each lot or batch of thermoplastic must be tested under California Test 423. 84-2.02D Methyl Methacrylate
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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-190 Methyl methacrylate traffic paint must:

Be on the Authorized Material List for methyl methacrylate traffic striping and pavement marking Be Category 2
84-2.02E Warranty Tape
Warranty tape must be on the Authorized Material List for signing and delineation materials. White warranty tape traffic stripe must have an initial retroreflectivity of a minimum 700 mcd/m2. Yellow warranty tape traffic stripe must have an initial retroreflectivity of a minimum 500 mcd/m2.

When contrast is required for warranty tape, the tape must be pre-formed and retroreflective, consisting of a white or yellow film with retroreflective beads and a contrasting black film border. The contrasting black film border must be a nonreflective film bonded on one or both sides of the white or yellow film to form a continuous roll. Each black border must be a minimum of 2 inches wide. 84-2.02F Two-Component Paint
Two-component traffic paint must be on the Authorized Material List for two component traffic paint. 84-2.02G Paint
Paint must comply with the requirements shown in following table:

Paint Specifications
Paint type Color Specification
Waterborne traffic line White, yellow, and black State Specification PTWB-01R2 Waterborne traffic line for the
international symbol of
accessibility and other curb
markings
Blue, red, and green Federal Specification TT-P-1952F
84-2.02H–84-2.02L Reserved
84-2.03 CONSTRUCTION
84-2.03A General
Establish the alignment for traffic stripes and the layouts for pavement markings with a device or method that will not conflict with other traffic control devices.

Protect existing retroreflective pavement markers during work activities.

Remove existing pavement markers that are coated or damaged by work activities and replace with an equivalent marker on the Authorized Material List for signing and delineation materials.

A completed traffic stripe or pavement marking must:

Have well defined edges
Be uniform
Be free from runs, bubbles, craters, drag marks, stretch marks, and debris A completed traffic stripe must:

Be straight on a tangent alignment
Be a true arc on a curved alignment
Not deviate from the width shown by more than:
1/4 inch on a tangent alignment
1/2 inch on a curved alignment
The length of the gaps and individual stripes that form a broken traffic stripe must not deviate by more than 2 inches from the lengths shown. The gaps and stripes must be uniform throughout the entire length of the CPE26-051 - B&M Civil LLC dba B&M Builders
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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-191 traffic stripe.

Protect newly placed traffic stripes and pavement markings from traffic and work activities until the traffic stripes and pavement markings are dry or hard enough to bear traffic.

Use mechanical methods to remove dirt, contaminants, and loose material from the pavement surface before applying the traffic stripe or pavement marking.

Use abrasive blast cleaning to remove laitance and curing compound from the surface of new concrete pavement before applying the traffic stripe or pavement marking.

Construct recesses as shown in the following table:

Recess Depth Requirements
Material Requirement
Depth (mils) Tolerance (mils)
Thermoplastic 375
±5 Two-component paint 75
Methyl methacrylate 250
Warranty tape 150
Construct recesses for double traffic stripes in a single pass.

Before applying the traffic stripes and pavement markings:

Allow wet ground recesses to dry a minimum of 24 hours
Remove all powdery residue from dry recess
Keep the recesses dry and free from debris
Apply traffic stripes and pavement markings before the end of the same work shift. 84-2.03B Application of Traffic Stripes and Pavement Markings 84-2.03B(1) General
Apply material for a pavement marking with a stencil or a preformed marking.

Immediately remove drips, overspray, improper markings, or material tracked by traffic, using an authorized method.

Apply a traffic stripe or a pavement marking only to a clean, dry surface during a period when the pavement surface temperature is above 50 degrees F.

Apply traffic stripe or pavement marking and glass beads in a single pass. You may apply the glass beads by hand on pavement markings.

Embed glass beads to a depth of 1/2 their diameters.

Distribute glass beads uniformly on traffic stripe and pavement markings.

Glass beads with integral color must match the color of the stripe or pavement marking. Apply glass beads with two separate applicator guns when two gradations are specified.

Allow enough overlap distance between new and existing striping patterns to ensure continuity at the start and end of the transition.

The retroreflectivity of applied traffic stripes and pavement markings must comply with the requirements shown in the following table:

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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-192 Retroreflectivity Requirements
Traffic stripe material White (min, mcdꞏm-2ꞏlx-1) Yellow (min, mcdꞏm-2ꞏlx-1) Paint traffic stripes 250 125
Thermoplastic 250 125
Thermoplastic with enhanced
wet-night visibility
700 500
Two-component traffic
stripes
700 500
Methyl methacrylate 700 500
Warranty tape 700 500
84-2.03B(2) Thermoplastic
84-2.03B(2)(a) General
Apply primer or surface preparation adhesive under the manufacturer's instructions:

To all roadway surfaces except for asphaltic surfaces less than 6 months old At a minimum rate of 1 gallon per 300 square feet
To allow time for the thermoplastic primer to dry and become tacky before application of the thermoplastic
Do not thin the primer.

Preheat thermoplastic using preheaters with mixers having a 360-degree rotation.

Apply thermoplastic in a single uniform layer by spray or extrusion methods.

Completely coat and fill voids in the pavement surface with the thermoplastic.

Apply recessed thermoplastic at a thickness so that the top is from 0 to 50 mils below the pavement surface. 84-2.03B(2)(b) Extruded Thermoplastic
Apply extruded thermoplastic at a temperature from 400 to 425 degrees F or as recommended by the manufacturer.

The applied traffic stripe must be at least 0.090 inch thick.

Apply extruded thermoplastic pavement markings at a thickness from 0.100 to 0.150 inch. 84-2.03B(2)(c) Sprayable Thermoplastic
Apply sprayable thermoplastic at a temperature of 350 to 400 degrees F. The applied stripe must be at least 0.040 inch thick.
84-2.03B(2)(d) Thermoplastic with Enhanced Wet-Night Visibility Apply extruded thermoplastic at a temperature from 400 to 425 degrees F or as recommended by the manufacturer.

Apply thermoplastic with enhanced wet-night visibility at a maximum speed of 8 mph. The applied stripe must be at least 0.090 inch thick.

The applied pavement marking must be at least 0.100 inch thick.

Place the glass bead layers in the order recommended by the manufacturer.

The glass beads used in both layers must be surface treated for use with thermoplastic under the bead manufacturer's instructions.

The high-performance glass beads and Type 2 glass beads application rates must be per manufacturer recommendations.

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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-193 84-2.03B(3) Methyl Methacrylate
Apply the methyl methacrylate when the pavement surface and atmospheric temperatures are from 40 to 104 degrees F.

Apply methyl methacrylate at a minimum thickness of 0.090 inches for traffic stripe and pavement markings.

Apply recessed methyl methacrylate traffic stripe and pavement markings at a minimum thickness of

0.200 inches.

Apply the glass beads recommended by the methyl methacrylate manufacturer. 84-2.03B(4) Warranty Tape
Do not use warranty tape on existing open graded friction course or chip seal.

Prepare pavement surface and use primer under the warranty tape manufacturer's written instructions. Apply tape to clean and dry pavement surface. Roll or tamp the warranty tape in place. 84-2.03B(5) Two-Component Paint
Apply a two-component painted traffic stripe or pavement marking in a single pass and in the following order or as specified by the manufacturer:

Coat of two-component paint
Application of large gradation glass beads recommended by the two-component paint manufacturer Application of Type 1 glass beads
Apply two-component paint when the pavement surface temperature is above 39 degrees F, and the atmospheric temperature is above 36 degrees F. The temperature of the paint must comply with the paint manufacturer's instructions.

Apply two-component paint and glass beads at a maximum speed of 10 mph.

Apply recessed two-component paint at a thickness from 0.020 to 0.025 inch. 84-2.03B(6) Paint
Do not apply paint if:

Fresh paint could become damaged by rain, fog, or condensation Atmospheric temperature could drop below 50 degrees F during the drying period Do not thin paint.

Use mechanical means to paint traffic stripes and pavement markings and to apply glass beads for traffic stripes.

The striping machine must be capable of superimposing successive coats of paint on the 1st coat and on existing stripes at a minimum speed of 5 mph.

Where the configuration or location of a traffic stripe is such that the use of a striping machine is not practicable, you may apply the traffic paint and glass beads by other methods and equipment if authorized.

Apply traffic stripes and pavement markings in 1 coat on existing pavement surfaces, at an approximate rate of 107 sq ft/gal.

Apply traffic stripes and pavement markings in 2 coats on a new pavement surface. The 1st coat of paint must be dry before applying the 2nd coat.

Apply 2-coat paint at the approximate rate of 215 sq ft/gal for each coat.

Paint a 1-coat, 3-inch-wide black stripe between the two 6-inch-wide yellow stripes of a double traffic stripe.

If the two 6-inch-wide yellow stripes are applied in 2 coats, apply the black stripe concurrently with the 2nd coat of the yellow stripes.

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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-0 On 2-lane highways:

If the 1st coat of the centerline stripe is applied in the same direction as increasing post miles, use the right-hand spray gun of the 3 spray guns to apply a single yellow stripe If the 1st coat of the centerline stripe is applied in the same direction as decreasing post miles, use the left-hand spray gun of the 3 spray guns to apply a single yellow stripe Apply the 2nd coat of centerline striping in the opposite direction of the 1st coat Apply glass beads at an approximate rate of 5 lb of beads per gallon of paint.

Verify the application rate of paint by stabbing the paint tank with a calibrated rod. If the striping machine has paint gauges, the Engineer may measure the volume of paint using the gauges instead of stabbing the paint tank with a calibrated rod.
84-2.03B(7) Contrast Striping
Apply contrast stripe paint in two coats.

Do not use glass beads or other reflective elements in contrast striping material. 84-2.03B(8)–84-2.03B(10) Reserved
84-2.04 PAYMENT
Not Used
84-9 EXISTING MARKINGS
84-9.01 GENERAL
84-9.01A Summary
Section 84-9 includes specifications for removing existing markings. 84-9.01B Definitions
Reserved
84-9.01C Submittals
Submit your proposed method for removing traffic stripes and pavement markings at least 7 days before starting the removal work. Allow 2 business days for the review. 84-9.01D Quality Assurance
Reserved
84-9.02 MATERIALS
Not Used
84-9.03 CONSTRUCTION
84-9.03A General
Remove existing traffic stripes before making any changes to the traffic pattern. Remove traffic stripe includes the removal of:

Pavement markers, including any markers in the gaps, within the line of traffic stripe removal.

Stripes of varying material.

Stripes up to 20 inches wide. The width includes contrast.

Remove contrast stripes, traffic stripes and pavement markings, including any markers, paint or marking material in the gaps, by methods that do not remove pavement to a depth of more than 1/8 inch.

Limit the striping removal method to the area bound by 6 inches before and after the actual striping CPE26-051 - B&M Civil LLC dba B&M Builders
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Technical Specifications
6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-1 material and within 2 inches left and right of the actual striping material.

Remove pavement markings such that there is no part of the markings still visible. Make any area removed by grinding rectangular. Water must not puddle in the ground areas. Fog seal ground areas on asphalt concrete pavement.
84-9.03B Remove Traffic Stripes and Pavement Markings Containing Lead Reserved
84-9.03C Remove Traffic Stripes and Pavement Markings—High-Pressure Water Blasting 84-9.03C(1) General
Section 84-9.03A does not apply.

Remove contrast stripe, traffic stripes, and pavement markings before making any change to the traffic pattern.

Remove contrast stripes, traffic stripes, and pavement markings, including any paint in the gaps, using high-pressure water blasting. Water must not puddle in the blasted areas.

Before removing contrast stripe, traffic stripes or pavement markings, you must perform a field test to demonstrate the effectiveness of the high-pressure water blasting system. The Engineer selects and marks a test section of traffic stripe at least 50 feet in length.

During the test, use the high-pressure water blasting system to remove the traffic stripe without damaging the existing pavement. Do not proceed with work beyond the test section until authorized. The Engineer may adjust the size of the test section for your demonstration if necessary.

Remove pavement markings such that there is no part of the markings still visible. Make any area removed by high-pressure water blasting rectangular. Fog seal blasted areas on asphalt concrete pavement under section 37-4.02.

High-pressure water blasting must remove at least 95 percent of the contrast stripe, traffic stripe, or pavement marking. High-pressure water blasting must not remove pavement to a depth of more than 1/16 inch.

Dispose of removed yellow traffic stripe water and residue under section 14-11.12.

High-pressure water blasting must remove paint, thermoplastic, epoxy, methyl methacrylate or preformed tape materials from the following pavement surfaces:

Asphalt concrete
Portland cement concrete
Friction course asphalt concrete
Grooved Portland cement concrete
Polymer concrete
Concrete surfaces with liquid resin sealers
You may use mechanical methods that do not damage the existing pavement to remove portions of the traffic stripes or pavement markings prior to high-pressure water blasting. 84-9.03C(2) High-Pressure Water Blasting
System 84-9.03C(2)(a) General
The high-pressure water blasting system must be in a mobile configuration to allow easy, safe movement along the roadway.
84-9.03C(2)(b) Blast Head
The width of the blast head and resulting nozzle spray pattern must be adjustable to allow for the removal of varying widths of traffic stripes and pavement markings without causing any impact to CPE26-051 - B&M Civil LLC dba B&M Builders
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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-2 areas outside of the removal limits.

The blast head must:

Be able to maintain a constant height above the road surface Be adjustable vertically and horizontally
Be affixed to a mechanically driven vehicle with adjustable forward speed Be shrouded to contain the spray water and debris generated due to spraying 84-9.03C(2)(c) Vacuum Recovery
A vacuum recovery system must be attached to the blast head shroud. The vacuum must immediately move the water and debris generated by the high-pressure water spray to a collection box or tank. Do not leave standing water or debris on the pavement.

Vacuum recovery must operate continuously with high-pressure water blasting. 84-9.03D–84-9.03J Reserved
84-9.04 PAYMENT
Not Used

RADAR SPEED FEEDBACK SIGN SYSTEMS
87-14.01 GENERAL
87-14.01A Summary
Section 87-14 includes specifications for installing radar speed feedback sign systems.

Radar speed feedback sign system includes:

1. Foundations

2. Pull boxes

3. Conduit

4. Conductors and cables

5. Standards or wood posts

6. Vehicle speed feedback sign

7. Service equipment enclosure
The components of a radar speed feedback sign system is the Carmanah SpeedCheck-15 MX Series with solar powered battery, or approved equal, as described further below in 87-14.02A(1) 87-14.01B Definitions
Not Used
87-14.01C Submittals
Submit 2 copies of:

1. Test data report complying with NEMA-TS-2 for the vehicle speed feedback sign

2. Shop drawings or installation manuals for the sign support, electrical connections

3. , attachments, and mounting configurations
87-14.01D Quality Assurance
87-14.01D(1) General
Not Used
87-14.01D(2) Quality Control
Equipment setup must comply with the sign manufacturer's instructions.

Notify the Engineer at least 5 business days before performing the system test. Test the system in the presence of the Engineer.

Radar speed feedback sign system test consists of:

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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-3

1. Turning on the radar speed feedback sign system

2. Driving a vehicle and recording the speeds displayed:

2.1. By the vehicle speedometer

2.2. On the vehicle speed feedback sign for the vehicles

3. Performing the test 5 times per lane detected

4. Ensuring that the 5 recorded speeds of the vehicle speed feedback sign are within ±1 mph of the vehicle speeds recorded from the vehicle speedometer
After successful testing, present the recorded results to the Engineer. 87-14.01D(3) Training
Provide training to a maximum of 4 Department employees on the operation of the vehicle speed feedback sign. Training must be a minimum of 1 hour and include how to program, adjust, troubleshoot, and repair the sign.
87-14.02 MATERIALS
87-14.02A General
Not used
87-14.02A(1) Basis of Design / Acceptable Product
The Carmanah SpeedCheck MX Series radar speed feedback sign is identified as the basis of design for this specification. This product establishes the minimum standard of quality, performance, and functionality required for this project. Products of equal or superior quality, performance, and function may be submitted for review and approval in accordance with the provisions of the contract documents.

The contractor shall submit adequate documentation, including technical specifications, certifications, photometric and performance data, and references demonstrating product equivalency. Approval of substitutions shall be at the sole discretion of the Engineer and must be received and approved prior to procurement and installation.
87-14.02B Vehicle Speed Feedback Signs
Vehicle speed feedback sign consists of a housing, display window, and radar unit.

Sign must:

1. Comply with the California MUTCD, Chapter 2B

2. Have an operating voltage of 120 V(ac) for permanent installations

3. Have a maximum weight of 45 lb

4. Have a wind load rating of 90 mph

5. Have an operating temperature range from -34°F to 165°F

6. Have a retroreflective white sheeting background
The Vehicle speed feedback sign to be installed shall be equivalent to the specifications 87-14.02B(1) Housings
Housing must:

1. Be weatherproof (NEMA 3R or better) and vandal resistant

2. Be made of 0.09-inch-gauge welded aluminum with the outer surfaces being UV resistant

3. Have the manufacturer's name, model number, serial number, date of manufacture, rated voltage, and rated current marked inside

4. Have the internal components easily accessible for field repair without removal of the sign 87-14.02B(2) Display Windows
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6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-4 Display window consists of a cover, LED character display, and dimming control. Character display and cover must deflect together without damage to the internal electronics and speed detection components. 87-14.02B(2)(a) Covers
Cover must be:

1. Vandal resistant and shock absorbent

2. Field replaceable with the removal of external stainless-steel, tamper proof fasteners Cover must be made of a minimum 0.25-inch-thick, shatter-resistant polycarbonate 87-14.02B(2)(b) LED Character Displays
LED character display must:

1. Consist of two 7-segment, solid-state, numeric characters

2. Be capable of displaying the detected vehicle speed within 1 second

3. Remain blank when no vehicles are detected within the radar detection zone

4. Have the option to flash the pre-set speed limit when the detected vehicle speed is 5 miles higher than the pre-set speed

5. Be viewable only by the approaching traffic
Characters must:

1. Be a minimum 15 inches in height

2. Be visible and legible from a minimum distance of 1500 feet and legible from a minimum distance of 750 feet

3. Consist of a minimum 16 LEDs
LEDs must:

1. Be amber and have a wavelength from 590 to 600 nm and rated for minimum 100,000 hours

2. Maintain a minimum 85 percent of the initial light output after 48 months of continuous use over the temperature range
87-14.02B(2)(c) Dimming Controls
Dimming control must:

1. Automatically adjust the character light intensity to provide optimum character visibility and legibility under all ambient lighting conditions

2. Have minimum 3 manual dimming modes of different intensities 87-14.02B(3) Radar Units
Radar unit must:

1. Be able to detect up to 3 lanes of approaching traffic

2. Operate with an internal, low power, 24.159 GHz (K-band)

3. Be FCC approved Part 15 certified

4. Have a speed accuracy of ±1 mph

5. Have a maximum 15W power consumption
87-14.03 CONSTRUCTION
Install the vehicle speed feedback sign under the manufacturer's instructions.

Perform the conductor test.

Configure the radar speed feedback sign system to detect only traffic in the approach direction of travel.

Perform the radar speed feedback sign system test.

Perform the operational test for the system.

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Technical Specifications
6th & Cummins Traffic Safety Project – CIP #12023 Page | 6-5 Foundation for speed feedback sign shall comply with Caltrans standard plan ES-7B, Detail A-1 or as specified by the manufacturer.
87-14.04 PAYMENT
Not Used
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Appendix
6th & Cummins Traffic Safety Project – CIP #12023 Page | 7-1 PART 7 APPENDIX
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Contract Drawings
6th & Cummins Traffic Safety Project – CIP #12023 Page | 8-1 PART 8 CONTRACT DRAWINGS
(BOUND SEPARATELY)
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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: _______________________
303 Revised 2011

CITY COUNCIL AGENDA REPORT
MEETING DATE: March 18, 2026 ITEM # 4
SUBJECT:

CONSIDERATION OF AWARD OF CONTRACT TO ROBERT A. BOTHMAN

CONSTRUCTION FOR BRYTE PARK MASTER PLAN IMPLEMENTATION PROJECT (CIP 62138)
INITIATED OR REQUESTED BY: REPORT COORDINATED OR PREPARED BY:
[ ] Council [X] Staff
[ ] Other
Megan Gideon, Project Manager II
Capital Projects Department
ATTACHMENT [X] Yes [ ] No [ ] Information [ ] Direction [X] Action

OBJECTIVE
The purpose of this report is to provide the City Council with sufficient information to award a construction contract to Robert A. Bothman Construction for the Bryte Park Master Plan Implementation Project (CIP 62138).

RECOMMENDED ACTION
Staff respectfully recommends that the City Council:
1) Find that the environmental impacts of awarding a construction contract to Robert A. Bothman Construction for the Bryte Park Master Plan Implementation Project (CIP 62138) are fully analyzed in the previously adopted Mitigated Negative Declaration adopted by the Council on October 5, 2016 and March 5, 2026 Addendum, and that the need for subsequent environmental review pursuant to Public Resources Code Section 21166 and State CEQA Guidelines Sections 15162 and 15164 is not triggered; 2) Award a construction contract to Robert A. Bothman Construction in the amount not to exceed $48,076,000 for the Bryte Park Master Plan Implementation Project (CIP 62138); 3) Authorize the City Manager, or his designee, to execute a contract with Robert A. Bothman Construction in the amount of $48,076,000;
4) Authorize the City Manager, or his designee, to approve change orders and contract amendments up to 20% ($9,615,200) of the total contract value;
5) Authorize the City Manager, or his designee, to execute non-substantive changes or modifications to the contract, with approval from the City Attorney; and
6) Authorize the City Manager, or his designee, to execute amendments to extend the term of the contract, if necessary.

BACKGROUND
Bryte Park is in the northern portion of West Sacramento and is the City’s most heavily used and programmed park. The property is owned by the Washington Unified School District (WUSD) and is improved and maintained by the City through a Joint Use Facilities Agreement. Bryte Park serves as a major recreation hub for residents of all ages.

On January 9, 2013, the City Council adopted the Bryte Park Master Plan (BPMP), developed through a robust community engagement process involving more than 200 community members and stakeholders. The original master plan encompassed Bryte Park, the Alyce Norman Playfields/Bryte Career and College Training Campus, and Holy Cross School, establishing a long-term roadmap to guide implementation and leverage future funding opportunities.

Since adoption of the BPMP, the City has completed several phases of improvements. In 2015, the City partnered with the Walt Disney Company, KaBOOM!, and community volunteers to construct a new playground.

In 2016, additional improvements were completed including parking, lighting, landscaping, restrooms, picnic and BBQ areas, shade structures, and roadway crossing improvements along Carrie Street. While these projects advanced the BPMP, substantial work remains to achieve full implementation.

Prior to adoption of the BPMP, a draft ADA Transition Plan identified 36 accessibility barriers at Bryte Park that required correction by 2025. Implementation of the BPMP provides an opportunity to address these ADA improvements while also delivering new recreation amenities in a coordinated manner.

Since approval of the BPMP, several park conditions necessitated refinements, including improvements completed to date, the closure of Holy Cross School, updates to the WUSD Facilities Master Plan that modified the recreational footprint south of Carrie Street, and community input indicating interest in expanded walking loops, pickleball courts, and retention of a restroom along Todhunter Road. In response, the City worked with a 304
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landscape architecture firm in 2021 to refine the BPMP while maintaining the intent of the original planning effort and improving constructability.

On June 28, 2023, the City Council awarded a professional services contract to Verde Design, Inc. to provide landscape architectural and design services for the Bryte Park Master Plan Implementation Project. Design efforts have since advanced to final construction documents.

On February 18, 2026, the City Council awarded a professional services contract to Swinerton Management and Consulting, LLC for construction management and inspection services to support implementation of the project.

These services will provide construction oversight, quality control, compliance monitoring, and coordination among contractors, consultants, and City staff throughout construction.

With design complete and construction management services in place, the City released an Invitation to Bid (ITB) for construction of the Bryte Park Master Plan Implementation Project on November 28, 2025. Bids were due on February 4, 2026, and three firms submitted bids. Staff reviewed the bids for responsiveness and compliance with the bid requirements and now seeks City Council authorization to award the construction contract.

In parallel, the City pursued and secured funding from a combination of local, state, federal, and tribal sources to support implementation of the BPMP.

ANALYSIS
With final construction documents completed for the Bryte Park Master Plan Implementation Project, and funding identified for construction, staff began the process of issuing an Invitation to Bid (25-074-ITB) for construction of the project improvements. The ITB was publicly advertised on November 28, 2025, in accordance with the City’s procurement requirements. Bids were due on February 4, 2026. Construction of the project will implement the planned park improvements and ADA upgrades and will be supported by previously awarded Construction Management and Inspection Services to ensure compliance with grant and labor requirements, quality assurance and quality control, and coordination among contractors, consultants, and City staff.

At the close of bidding, three firms submitted bids. Staff reviewed all bids for responsiveness, completeness, and compliance with the bid requirements. No bids were deemed non-responsive, and no bid protests were received.

Bids were ranked based on total base bid amount, as summarized below:

Table 1. Construction Bid Ranking
Ranking Contractor Total Base Bid
1 Robert A. Bothman Construction $48,076,000.00
2 Roebbelen Contracting, Inc. $50,409,467.00
3 McGuire and Hester $54,425,950.00
In addition to reviewing bid pricing, staff evaluated the lowest bidder’s proposal for compliance with the experience and qualification requirements identified in the ITB. Staff verified that the contractor possesses the appropriate contractor’s license, submitted the required bid security, and meets the responsibility and experience criteria necessary to successfully complete the project.

The bid pricing reflects current market conditions and incorporates updated Davis-Bacon wage determinations and plan revisions issued through addenda during the bidding period. Staff have reviewed the bid and determined it to be reasonable and consistent with the engineer’s estimate and project scope.

Based on the bid review and verification of qualifications, staff finds that Robert A. Bothman Construction is the lowest responsive and responsible bidder and recommends awarding the construction contract for the Bryte Park Master Plan Implementation Project accordingly.
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