West Sacramento City Council
June 18, 2025

If shoulders or median borders are shown, pave shoulders and median borders adjacent to the lane before opening a lane to traffic.

If shoulder conform tapers are shown, place conform tapers concurrently with the adjacent lane's paving.

If a driveway or a road connection is shown, place additional HMA along the pavement's edge to conform to road connections and driveways. Hand rake, if necessary, and compact the additional HMA to form a smooth conform taper.
39-2.01C(8) Leveling
Section 39-2.01C(8) applies if a bid item for hot mix asphalt (leveling) is shown on the Bid Item List.

Fill and level irregularities and ruts with HMA before spreading HMA over the base, existing surfaces, or bridge decks. You may use mechanical equipment other than a paver for these areas. The equipment must produce uniform smoothness and texture. HMA used to change an existing surface's cross slope or profile is not paid for as hot mix asphalt (leveling).
39-2.01C(9) Miscellaneous Areas and Dikes
Prepare the area to receive HMA for miscellaneous areas and dikes, including excavation and backfill as needed.

Spread the HMA in miscellaneous areas in 1 layer and compact to the specified lines and grades.

In median areas adjacent to slotted median drains, each layer of HMA must not exceed 0.20 foot maximum compacted thickness.

The finished surface must be:

1. Textured uniformly
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2. Compacted firmly

3. Without depressions, humps, and irregularities
39-2.01C(10)–39-2.01C(14) Reserved
39-2.01C(15) Compaction
39-2.01C(15)(a) General
Rolling must leave the completed surface compacted and smooth without tearing, cracking, or shoving.

If a vibratory roller is used as a finish roller, turn the vibrator off.

Do not open new HMA pavement to traffic until its mid depth temperature is below 160 degrees F.

If the surface to be paved is both in sunlight and shade, pavement surface temperatures are taken in the shade.
39-2.01C(15)(b) Method Compaction
Use method compaction for any of the following conditions:

1. HMA pavement thickness shown is less than 0.15 foot

2. Replace asphalt concrete surfacing

3. Leveling courses

4. Areas the Engineer determines conventional compaction and compaction measurement methods are impeded
HMA compaction coverage is the number of passes needed to cover the paving width. A pass is 1 roller's movement parallel to the paving in either direction. Overlapping passes are part of the coverage being made and are not a subsequent coverage. Do not start a coverage until completing the prior coverage.

Method compaction must consist of performing:

1. Breakdown compaction of each layer with 3 coverages using a vibratory roller. The speed of the vibratory roller in miles per hour must not exceed the vibrations per minute divided by 1,000. If the HMA layer thickness is less than 0.08 foot, turn the vibrator off.

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

3. Finish compaction of HMA with 1 coverage using a steel-tired roller.

Start rolling at the lower edge and progress toward the highest part.

The Engineer may order fewer coverages if the layer thickness of HMA is less than 0.15 foot.

The compacted lift thickness must not exceed 0.25 foot. 39-2.01C(15)(c)–39-2.01C(15)(e) Reserved
39-2.01C(16) Smoothness Corrections
If the pavement surface does not comply with section 39-2.01A(4)(i)(iii), grind the pavement to within specified tolerances, remove and replace the pavement, or place an overlay of HMA. Do not start corrective work until your method is authorized.

Do not use equipment with carbide cutting teeth to grind the pavement unless authorized.

Smoothness corrections must leave at least 75 percent of the specified HMA thickness. If ordered, core the pavement at the locations selected by the Engineer. Coring, including traffic control, is change order work. Remove and replace deficient pavement areas where the overlay thickness is less than 75 percent of the thickness specified.

Corrected HMA pavement areas must be uniform rectangles, half the lane width, with edges:

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

2. Perpendicular to the pavement centerline
On ground areas not to be overlaid with OGFC, apply a fog seal under section 37-4.02.

Where corrections are made within areas requiring testing with inertial profiler, reprofile the entire lane length with the inertial profiler.

Where corrections are made within areas requiring testing with a 12-foot straightedge, retest the corrected area with the straightedge.
39-2.01C(17) Data Cores
Section 39-2.01C(17) applies if a bid item for data core is shown on the Bid Item List. 525
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Take data cores of the completed HMA pavement, underlying base, and subbase material. Notify the Engineer 3 business days before coring.

Protect data cores and surrounding pavement from damage.

Take 4-inch or 6-inch diameter data cores:

1. At the beginning, end, and every 1/2 mile within the paving limits of each route on the project

2. After all paving is complete

3. From the center of the specified lane
On a 2-lane roadway, take data cores from either lane. On a 4-lane roadway, take data cores from the outermost lane in each direction. On a roadway with more than 4 lanes, take data cores from the innermost lane and the outermost lane in each direction.

Each core must include the stabilized materials encountered. You may choose not to recover unstabilized material but you must identify the material. Unstabilized material includes any of the following:

1. Granular material

2. Crumbled or cracked stabilized material

3. Sandy or clayey soil
Where data core samples are taken, backfill and compact the holes with an authorized material.

After data core summary and photograph submittal, dispose of cores. 39-2.01D Payment
The payment quantity for geosynthetic pavement interlayer is the area measured from the actual pavement covered.

Except for tack coat used in minor HMA, payment for tack coat is not included in the payment for hot mix asphalt.

The payment quantity for tack coat is weight of asphalt binder, or residual asphalt if asphalt emulsion is used.

The Department does not adjust the unit price for an increase or decrease in the tack coat quantity.

The payment quantity for HMA of the type shown on the Bid Item List is measured based on the combined mixture weight. If recorded batch weights are printed automatically, the bid item for HMA is measured by using the printed batch weights, provided:

1. Total aggregate and supplemental fine aggregate weight per batch is printed. If supplemental fine aggregate is weighed cumulatively with the aggregate, the total aggregate batch weight must include the supplemental fine aggregate weight.

2. Total virgin asphalt binder weight per batch is printed.

3. Each truckload's zero tolerance weight is printed before weighing the first batch and after weighing the last batch.

4. Time, date, mix number, load number and truck identification is correlated with a load slip.

5. Copy of the recorded batch weights is certified by a licensed weigh master and submitted.

The payment quantity for place hot mix asphalt dike of the type shown on the Bid Item List is the length measured from end to end. Payment for the HMA used to construct the dike is not included in the payment for place hot mix asphalt dike.

The payment quantity for place hot mix asphalt (miscellaneous areas) is the area measured for the inplace compacted area. Payment for the HMA used for miscellaneous areas is not included in the payment for place hot mix asphalt (miscellaneous areas).
39-2.02 TYPE A HOT MIX ASPHALT
39-2.02A General
39-2.02A(1) Summary
Section 39-2.02 includes specifications for producing and placing Type A hot mix asphalt.

You may produce Type A HMA using an authorized WMA technology. 39-2.02A(2) Definitions
Reserved
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39-2.02A(3) Submittals
39-2.02A(3)(a) General
Reserved
39-2.02A(3)(b) Job Mix Formula
The JMF must be based on the superpave HMA mix design as described in MS-2 Asphalt Mix Design Methods by the Asphalt Institute.
39-2.02A(3)(c) Reclaimed Asphalt Pavement
Submit QC test results for RAP gradation with the combined aggregate gradation within 2 business days of taking RAP samples during Type A HMA production.
39-2.02A(3)(d)–39-2.02A(3)(f) Reserved
39-2.02A(4) Quality Assurance
39-2.02A(4)(a) General
Reserved
39-2.02A(4)(b) Quality Control
39-2.02A(4)(b)(i) General
Reserved
39-2.02A(4)(b)(ii) Aggregates
Test the quality characteristics of aggregates under the test methods and frequencies shown in the follow in table:

Aggregate Testing Frequencies
Quality characteristic Test method Minimum testing frequency Gradation AASHTO T 30
Sand equivalent 1 per 750 tons and any remaining part a,b AASHTO T 176 Moisture contentc AASHTO T 255
Crushed particles AASHTO T 335
1 per 10,000 tons or 2 per project
whichever is greater
Los Angeles Rattler AASHTO T 96
Flat and elongated particles ASTM D4791
Fine aggregate angularity AASHTO T 304 Method A aReported value must be the average of 3 tests from a single sample. bUse of a sand reading indicator is required as shown in AASHTO T 176, Figure 1. Sections 4.7, "Manual Shaker," 7.1.2, "Alternate Method No. 2," and 8.4.3, "Hand Method," do not apply. Prepare the stock solution as specified in section 4.8.1, "Stock solution with formaldehyde," except omit the addition of formaldehyde.
c
Test at continuous mixing plants only. If RAP is used, test the RAP moisture content at continuous mixing plant and batch mixing plant.

For lime treated aggregate, test aggregate before treatment and test for gradation and moisture content during HMA production.
39-2.02A(4)(b)(iii) Reclaimed Asphalt Pavement
Sample and test mix design RAP stockpile under California Test 384. Report the average AASHTO T 308 (Modified) uncorrected binder content on page 4 of your Contractor Hot Mix Asphalt Design Data form.

When the mix design RAP stockpile is augmented, sample RAP used to augment the stockpile at a minimum frequency of 1 sample per 1,000 tons under California Test 384 before augmenting the stockpile. Test each sample to determine the uncorrected binder content under AASHTO T 308 (Modified). Average the results of the 3 tests. When tested under AASHTO T 308 (Modified), the uncorrected binder content of each augmented RAP sample must be within ±2.00 percent of the average uncorrected asphalt binder content reported on page 4 of your Contractor Hot Mix Asphalt Design Data form. You must use the same ignition oven used to determine the uncorrected asphalt binder content reported on page 4 of your Contractor Hot Mix Asphalt Design Data form.

The augmented RAP sample when tested under AASHTO T 209 must be within ±0.06 of the average maximum specific gravity reported on page 4 of your Contractor Hot Mix Asphalt Design Data form. 527
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During Type A HMA production, sample RAP twice daily and perform QC testing for moisture content at least once a day.
39-2.02A(4)(b)(iv)–39-2.02A(4)(b)(viii) Reserved
39-2.02A(4)(b)(ix) Type A Hot Mix Asphalt Production
Test the quality characteristics of Type A HMA under the test methods and frequencies shown in the following table:

Type A HMA Production Testing Frequencies
Quality characteristic Test method Minimum testing frequency Asphalt binder content AASHTO T 308 (Modified),
Method A 1 per 750 tons and any remaining part
HMA moisture content AASHTO T 329 1 per 2,500 tons but not less than 1 per paving day
Air voids content AASHTO T 269 1 per 4,000 tons or 2 every 5 paving days, whichever is greater
Voids in mineral
aggregate
MS-2 Asphalt Mixture
Volumetrics 1 per 10,000 tons or 2 per project
Dust proportion MS-2 Asphalt Mixture whichever is greater Volumetrics
Density of core California Test 375 2 per paving day
Nuclear gauge density California Test 375 3 per 250 tons or 3 per paving day, whichever is greater
Hamburg wheel track California Test 389 1 per 10,000 tons or 1 per project, Moisture susceptibility AASHTO T 283 whichever is greater 39-2.02A(4)(c)–39-2.02A(4)(d) Reserved
39-2.02A(4)(e) Department Acceptance
The Department accepts Type A HMA based on compliance with:

1. Aggregate quality requirements shown in the following table:
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Aggregate Quality
Quality characteristic Test method Requirement
Aggregate gradation AASHTO T 30 JMF ± Tolerance
Percent of crushed particles
Coarse aggregate (min, %):

One-fractured face
Two-fractured faces
Fine aggregate (min, %):
(Passing no. 4 sieve
and retained on no. 8 sieve)
One-fractured face
AASHTO T 335
95 90
70 Los Angeles Rattler (max, %):

Loss at 100 rev
Loss at 500 rev
AASHTO T 96 12
40 Sand equivalent (min)a,b AASHTO T 176 47
Flat and elongated particles (max, % by
weight at 5:1) ASTM D4791 10
Fine aggregate angularity (min, %)c AASHTO T 304, Method A 45 aReported value must be the average of 3 tests from a single sample. bUse of a sand reading indicator is required as shown in AASHTO T 176, Figure 1. Sections 4.7, "Manual Shaker," 7.1.2, "Alternate Method No. 2," and 8.4.3, "Hand Method," do not apply. Prepare the stock solution as specified in section 4.8.1, "Stock solution with formaldehyde," except omit the addition of formaldehyde.
c
The Engineer waives this specification if HMA contains 10 percent or less of nonmanufactured sand by weight of total aggregate. Manufactured sand is fine aggregate produced by crushing rock or gravel.

2. If RAP is used, RAP quality requirements shown in the following table:

Reclaimed Asphalt Pavement Quality
Quality characteristic Test method Requirement
Uncorrected binder content (% within the average value
reporteda)
AASHTO T 308
(Modified) ±2.00
Specific gravity (within the average value reportedb) AASHTO T 209 ±0.06 aAverage uncorrected binder content of three ignition oven tests performed at JMF verification. The Engineer must use the same ignition oven used to determine the average uncorrected binder content at JMF verification.
bAverage maximum specific gravity reported on page 4 of Contractor Hot Mix Asphalt Design Data form.

3. In place Type A HMA quality requirements shown in the following table:
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Type A HMA Acceptance In Place
Quality characteristic Test method Requirement
Asphalt binder content (%) AASHTO T 308
(Modified)
Method A
JMF -0.30, +0.50
HMA moisture content (max, %) AASHTO T 329 1.00
Air voids content at Ndesign (%)a,b
AASHTO T 269 4.0 ± 1.5
(5.0 ± 1.5 for 1-inch aggregate)
Voids in mineral aggregate on laboratoryproduced HMA (min, %)d Gradation:

No. 4
3/8“
1/2”
3/4”
1”:
with NMAS = 1”
with NMAS = 3/4”
MS-2
Asphalt Mixture
Volumetrics

16.5–19.5

15.5–18.5

14.5–17.5

13.5–16.5

13.5–16.5

14.5–17.5
Voids in mineral aggregate on plant-produced
HMA (min, %)a
Gradation:

No. 4
3/8”
1/2”
3/4”
1”:
with NMAS = 1”
with NMAS = 3/4”
MS-2 Asphalt
Mixture
Volumetricsc

15.5–18.5

14.5–17.5

13.5–16.5

12.5–15.5

12.5–15.5

13.5–16.5
Dust proportion MS-2 Asphalt
Mixture
Volumetrics

0.6–1.3g
Density of core (% of max theoretical density)e,f California Test 375 91.0–97.0
Hamburg wheel track (min number of passes at

0.5-inch rut depth)
Binder grade:

PG 58
PG 64
PG 70
PG 76 or higher
California Test
389 10,000
15,000
20,000
25,000
Hamburg wheel track (number of passes at
inflection point)
California Test
389 Report only
For RAP substitution equal to or less than 15%
moisture susceptibility (min, psi, dry strength) AASHTO T 283 100 For RAP substitution greater than 15%
moisture susceptibility (psi, dry strength) AASHTO T 283 100-300h Moisture susceptibility (min, psi, wet strength) AASHTO T 283i 70 530
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aPrepare 3 briquettes. Report the average of 3 tests.
bThe Engineer determines the bulk specific gravity of each lab-compacted briquette under AASHTO T 275, Method A, and theoretical maximum specific gravity under AASHTO T 209, Method A. c
Determine bulk specific gravity under AASHTO T 275, Method A. dThe Engineer determines the laboratory-prepared Type A HMA value for only mix design verification. eThe Engineer determines percent of theoretical maximum density under California Test 375 except the Engineer uses:

1. AASHTO T 275 to determine in-place density of each density core.

2. AASHTO T 209, Method A to determine theoretical maximum density instead of calculating test maximum density.
f
The Engineer determines theoretical maximum density under AASHTO T 209, Method A, at the frequency specified in California Test 375, part 5, section D. gFor lime-treated aggregates, the dust proportion requirement is 0.6–1.5. hNot required in the following areas:

1. Southern San Luis Obispo or Santa Barbara County in District 5.

2. Kern County in District 6.

3. Kings County in District 6: route 5, post mile 0 to 17; route 33, post mile 0 to 19; route 41, post mile 0 to 16.

4. Tulare County in District 6: route 65, post mile 0 to 10; route 99, post mile 0 to 10; route 43, post mile 0 to 15.
i
Freeze thaw required.
39-2.02B Materials
39-2.02B(1) General
Reserved
39-2.02B(2) Type A Hot Mix Asphalt Mix Design
The mix design for Type A HMA must comply with the requirements shown in the following table:
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Type A HMA Mix Design Requirements
Quality characteristic Test method Requirement
Air voids content (%)
AASHTO T 269a
Ninitial > 8.0
Ndesign = 4.0
(Ndesign = 5.0 for 1-inch
aggregate)
Nmax > 2.0
Gyration compaction (no. of gyrations)
AASHTO T 312
Ninitial = 8
Ndesign = 85.0
Nmax = 130
Voids in mineral aggregate (min, %)b
Gradation:

No. 4
3/8”
1/2”
3/4”
1”:
with NMAS = 1”
with NMAS = 3/4”
MS-2
Asphalt Mixture
Volumetrics

16.5–19.5

15.5–18.5

14.5–17.5

13.5–16.5

13.5–16.5

14.5–17.5
Dust proportion MS-2
Asphalt Mixture
Volumetrics

0.6–1.3
Hamburg wheel track (min number of passes
at 0.5-inch rut depth)
Binder grade:

PG 58
PG 64
PG 70
PG 76 or higher
California Test
389c 10,000
15,000
20,000
25,000
Hamburg wheel track (number of passes at
inflection point)
California Test
389c Report only
For RAP substitution equal to or less than
15%
moisture susceptibility (min, psi, dry strength)
AASHTO T 283 100
For RAP substitution greater than 15%
moisture susceptibility (psi, dry strength) AASHTO T 283 100–300e Moisture susceptibility, wet strength (min,
psi) AASHTO T 283c,d 70
aCalculate the air voids content of each specimen using AASHTO T 275, Method A, to determine bulk specific gravity. Use AASHTO T 209, Method A, to determine theoretical maximum specific gravity.

Use a digital manometer and pycnometer when performing AASHTO T 209. bMeasure bulk specific gravity using AASHTO T 275, Method A. c
Test plant-produced Type A HMA.
dFreeze thaw required.
eNot required in the following areas:

1. Southern San Luis Obispo or Santa Barbara County in District 5.

2. Kern County in District 6.

3. Kings County in District 6: route 5, post mile 0 to 17; route 33, post mile 0 to 19; route 41, post mile 0 to 16.

4. Tulare County in District 6: route 65, post mile 0 to 10; route 99, post mile 0 to 10; route 43, post mile 0 to 15.

For Type A HMA mixtures using RAP, the maximum allowed binder replacement is 25.0 percent in the upper 0.2 foot exclusive of OGFC and 40.0 percent below. The binder replacement is calculated as a percentage of the approved JMF target asphalt binder content. 532
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For RAP substitution of 15 percent or less, the grade of the virgin binder must be the specified grade of asphalt binder for Type A HMA.

For RAP substitution greater than 15 percent and not exceeding 25 percent, the grade of the virgin binder must be the specified grade of asphalt binder for Type A HMA with the upper and lower temperature classification reduced by 6 degrees C. Hamburg wheel track requirements are based on the grade of asphalt binder specified for Type A HMA.
39-2.02B(3) Asphalt Binder
Reserved
39-2.02B(4) Aggregates
39-2.02B(4)(a) General
Before the addition of asphalt binder and lime treatment, the aggregates must comply with the requirements shown in the following table:

Aggregate Quality
Quality characteristic Test method Requirement
Percent of crushed particles
Coarse aggregate (min, %):

One-fractured face
Two-fractured faces
Fine aggregate (min, %):
(Passing no. 4 sieve
and retained on no. 8 sieve)
One-fractured face
AASHTO T 335
95 90
70 Los Angeles Rattler (max, %):

Loss at 100 rev
Loss at 500 rev
AASHTO T 96 12
40 Sand equivalent (min)a AASHTO T 176 47
Flat and elongated particles (max, % by weight at 5:1) ASTM D4791 10 Fine aggregate angularity (min, %)b AASHTO T 304, Method A 45 aThe reported value must be the average of 3 tests from a single sample. Use of a sand reading indicator is required as shown in AASHTO T 176, Figure 1. Sections 4.7, "Manual Shaker," 7.1.2, "Alternate Method No. 2," and 8.4.3, "Hand Method," do not apply. Prepare the stock solution as specified in section 4.8.1, "Stock solution with formaldehyde," except omit the addition of formaldehyde.
bThe Engineer waives this specification if the Type A HMA contains 10 percent or less of nonmanufactured sand by weight of total aggregate, except if your JMF fails verification. Manufactured sand is fine aggregate produced by crushing rock or gravel. 39-2.02B(4)(b) Aggregate Gradations
The aggregate gradations for Type A HMA must comply with the requirements shown in the following table:

Aggregate Gradation Requirements
Type A HMA pavement thickness shown Gradation

0.10 foot 3/8”
Greater than 0.10 to less than 0.20 foot 1/2”

0.20 to less than 0.25 foot 3/4”

0.25 foot or greater 3/4 or 1”
Aggregate gradation must be within the TV limits for the specified sieve size shown in the following tables:
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Aggregate Gradations for Type A HMA (Percentage Passing) 1 inch
Sieve size Target value limit Allowable tolerance
1" 100 --
3/4" 88–93 TV ± 5
1/2" 72–85 TV ± 6
3/8" 55–70 TV ± 6
No. 4 35–52 TV ± 7
No. 8 22–40 TV ± 5
No. 30 8–24 TV ± 4
No. 50 5–18 TV ± 4
No. 200 3.0–7.0 TV ± 2.0
3/4 inch
Sieve size Target value limit Allowable tolerance
1" 100 --
3/4" 90–98 TV ± 5
1/2" 70–90 TV ± 6
No. 4 42–58 TV ± 5
No. 8 29–43 TV ± 5
No. 30 10–23 TV ± 4
No. 200 2.0–7.0 TV ± 2.0
1/2 inch
Sieve size Target value limit Allowable tolerance
3/4" 100 --
1/2" 95–98 TV ± 5
3/8" 72–95 TV ± 5
No. 4 52–69 TV ± 5
No. 8 35–55 TV ± 5
No. 30 15–30 TV ± 4
No. 200 2.0–8.0 TV ± 2.0
3/8 inch
Sieve size Target value limit Allowable tolerance
1/2" 100 --
3/8" 95–98 TV ± 5
No. 4 55–75 TV ± 5
No. 8 30–50 TV ± 5
No. 30 15–35 TV ± 5
No. 200 2.0–9.0 TV ± 2.0
No. 4
Sieve size Target value limit Allowable tolerance
3/8" 100 --
No. 4 95–98 TV ± 5
No. 8 70–80 TV ± 6
No. 30 34–45 TV ± 5
No. 200 2.0–12.0 TV ± 4.0
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39-2.02B(5) Reclaimed Asphalt Pavement
You may substitute RAP for part of the virgin aggregate in a quantity up to 25 percent of the aggregate blend.

Provide enough space at your plant for complying with all RAP handling requirements. Provide a clean, graded base, well drained area for stockpiles.

If RAP is from multiple sources, blend the RAP thoroughly and completely before fractionating.

For RAP substitution greater than 15 percent of the aggregate blend, fractionate RAP stockpiles into 2 sizes, a coarse fraction RAP retained on 3/8-inch sieve and a fine fraction RAP passing 3/8-inch sieve.

For RAP substitution of 15 percent of the aggregate blend or less, fractionation is not required.

The RAP fractionation must comply with the requirements shown in the following table:

RAP Stockpile Fractionation Gradation Requirements
Size Test method Requirement
Coarse (% passing the 1-inch sieve) California Test 202a 100 Fine (% passing the 3/8-inch sieve) California Test 202a 98–100 aMaximum mechanical shaking time is 10 minutes.

You may use the coarse fractionated stockpile, the fine fractionated stockpile, or a combination of the coarse and fine fractionated stockpiles.

Isolate the processed RAP stockpiles from other materials. Store processed RAP in conical or longitudinal stockpiles. Processed RAP must not be agglomerated or be allowed to congeal in large stockpiles.
39-2.02B(6)–39-2.02B(10) Reserved
39-2.02B(11) Type A Hot Mix Asphalt Production
If RAP is used, the asphalt plant must automatically adjust the virgin asphalt binder to account for RAP percentage and RAP binder.

During production, you may adjust hot- or cold-feed proportion controls for virgin aggregate and RAP. For RAP substitution of 15 percent or less, RAP must be within ±3 of RAP percentage shown in your Contractor Job Mix Formula Proposal form without exceeding 15 percent. For RAP substitution of greater than 15 percent, RAP must be within ±3 of RAP percentage shown in your Contractor Job Mix Formula Proposal form without exceeding 25 percent.
39-2.02C Construction
Where the pavement thickness shown is 0.30 foot or greater, you may place Type A HMA in multiple lifts not less than 0.15 foot each. If placing Type A HMA in multiple lifts:

1. Table in section 39-2.02B(4)(b) does not apply

2. Aggregate gradation must comply with the requirements shown in the following table:

Aggregate Gradation Requirements
Type A HMA lift thickness Gradation

0.15 to less than 0.20 foot 1/2"

0.20 foot to less than 0.25 foot 3/4"

0.25 foot or greater 3/4 or 1"

3. Apply a tack coat before placing a subsequent lift

4. The Engineer evaluates each HMA lift individually for compliance If the ambient air temperature is below 60 degrees F, cover the loads in trucks with tarpaulins. If the time for HMA discharge to truck at the HMA plant until transfer to paver's hopper is 90 minutes or greater and if the ambient air temperature is below 70 degrees F, cover the loads in trucks with tarpaulins, unless the time from discharging to the truck until transfer to the paver's hopper or the pavement surface is less than 30 minutes. The tarpaulins must completely cover the exposed load until you transfer the mixture to the paver's hopper or the pavement surface.

Spread Type A HMA at the ambient air and surface temperatures shown in the following table:
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Minimum Ambient Air and Surface Temperatures
Lift thickness
(feet)
Ambient air (°F) Surface (°F)
Unmodified
asphalt binder
Modified asphalt
binder
Unmodified
asphalt binder
Modified asphalt
binder
Type A HMA and Type A HMA produced with WMA water injection technology:
<0.15 55 50 60 55
≥0.15 45 45 50 50
Type A HMA produced with WMA additive technology:
<0.15 45 45 50 45
≥0.15 40 40 40 40
For Type A HMA and Type A HMA produced with WMA water injection technology placed under method compaction, if the asphalt binder is:

1. Unmodified, complete:

1.1. 1st coverage of breakdown compaction before the surface temperature drops below 250 degrees F

1.2. Breakdown and intermediate compaction before the surface temperature drops below 190 degrees F

1.3. Finish compaction before the surface temperature drops below 150 degrees F

2. Modified, complete:

2.1. 1st coverage of breakdown compaction before the surface temperature drops below 240 degrees F

2.2. Breakdown and intermediate compaction before the surface temperature drops below 180 degrees F

2.3. Finish compaction before the surface temperature drops below 140 degrees F For Type A HMA produced with WMA additive technology placed under method compaction, if the asphalt binder is:

1. Unmodified, complete:

1.1. 1st coverage of breakdown compaction before the surface temperature drops below 240 degrees F

1.2. Breakdown and intermediate compaction before the surface temperature drops below 190 degrees F

1.3. Finish compaction before the surface temperature drops below 140 degrees F

1.4. You may continue static rolling below 140 degrees F to remove roller marks

2. Modified, complete:

2.1. 1st coverage of breakdown compaction before the surface temperature drops below 230 degrees F

2.2. Breakdown and intermediate compaction before the surface temperature drops below 170 degrees F

2.3. Finish compaction before the surface temperature drops below 130 degrees F

2.4. You may continue static rolling below 130 degrees F to remove roller marks You may cool Type A HMA with water when rolling activities are complete if authorized. 39-2.02D Payment
Not Used
39-2.07 MINOR HOT MIX ASPHALT
39-2.07A General
39-2.07A(1) Summary
Section 39-2.07 includes specifications for producing and placing minor hot mix asphalt.

Minor HMA must comply with section 39-2.02 except as specified in this section 39-2.07.

The inertial profiler requirements in section 36-3 do not apply. 536
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39-2.07A(2) Definitions
Reserved
39-2.07A(3) Submittals
The QC plan and test results in sections 39-2.01A(3)(c) and 39-2.01A(3)(d) do not apply. 39-2.07A(4) Quality Assurance
39-2.07A(4)(a) General
The JMF renewal requirements in section 39-2.01A(4)(d) do not apply.

Test pavement smoothness with a 12-foot straightedge.
39-2.07A(4)(b) Quality Control
Testing for compliance with the following quality characteristics is not required:

1. Flat and elongated particles

2. Fine aggregate angularity

3. Hamburg wheel track

4. Moisture susceptibility
39-2.07A(4)(c) Department Acceptance
The Department accepts minor HMA under section 39-2.02A(4)(e) except for compliance with requirements for the following quality characteristics:

1. Flat and elongated particles

2. Fine aggregate angularity

3. Hamburg wheel track

4. Moisture susceptibility
39-2.07B Materials
39-2.07B(1) General
Reserved
39-2.07B(2) Minor Hot Mix Asphalt Mix Design
The Hamburg wheel track and moisture susceptibility requirements do not apply to the mix design for minor HMA.
39-2.07B(3) Asphalt Binder
Reserved
39-2.07B(4) Liquid Antistrip Treatment
Treat minor HMA with liquid antistrip unless you submit AASHTO T 283 and California Test 389 test results showing compliance with section 39-2.02B and dated within 24 months of the submittal. 39-2.07C Construction
Not Used
39-2.07D Payment
Not Used
39-2.08–39-2.20 RESERVED
39-3 EXISTING ASPHALT CONCRETE
39-3.01 GENERAL
39-3.01A General
Section 39-3.01 includes general specifications for performing work on existing asphalt concrete facilities. 39-3.01B Materials
Not Used
39-3.01C Construction
Before removing a portion of an asphalt concrete facility, make a 2-inch-deep saw cut to a true line along the limits of the removal area.
39-3.01D Payment
Not Used
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39-3.02 REPLACE ASPHALT CONCRETE SURFACING
39-3.02A General
Section 39-3.02 includes specifications for replacing asphalt concrete surfacing. 39-3.02B Materials
HMA to be used for replacing asphalt concrete surfacing must comply with Type A HMA as specified in section 39-2.02.

The grade of asphalt binder must be PG 64-10 or PG 64-16.

Tack coat must comply with section 39-2.01B(10).
39-3.02C Construction
Where replace asphalt concrete surfacing is shown, remove the full depth of the existing asphalt concrete surfacing and replace with HMA. The Engineer determines the exact limits of asphalt concrete surfacing to be replaced.

Replace asphalt concrete in a lane before the lane is specified to be opened to traffic.

Before removing asphalt concrete, outline the replacement area and cut neat lines with a saw or grind to full depth of the existing asphalt concrete. Do not damage asphalt concrete and base remaining in place.

If you excavate the base beyond the specified plane, replace it with HMA.

Do not use a material transfer vehicle for replacing asphalt concrete surfacing.

Before placing HMA, apply a tack coat as specified in section 39-2.01C(3)(f).

Place HMA using method compaction as specified in section 39-2.01C(2)(c). 39-3.02D Payment
The payment quantity for replace asphalt concrete surfacing is the volume determined from the dimensions shown.
39-3.03 REMOVE ASPHALT CONCRETE DIKES
39-3.03A General
Section 39-3.03 applies to removing asphalt concrete dikes outside the limits of excavation. 39-3.03B Materials
Not Used
39-3.03C Construction
Not Used
39-3.03D Payment
Not Used
39-3.04 COLD PLANING ASPHALT CONCRETE PAVEMENT
39-3.04A General
Section 39-3.04 includes specifications for cold planning asphalt concrete pavement.

Cold planning asphalt concrete pavement includes the removal of pavement markers, traffic stripes, and pavement markings within the area of cold planning.

Schedule cold planing activities such that the pavement is cold planed, the HMA is placed, and the area is opened to traffic during the same work shift.
39-3.04B Materials
HMA for temporary tapers must be of the same quality that is used for the HMA overlay or comply with the specifications for minor HMA in section 39-2.07.
39-3.04C Construction
39-3.04C(1) General
Do not use a heating device to soften the pavement.

The cold planing machine must be:

1. Equipped with a cutter head width that matches the planing width unless a wider cutter head is authorized.

2. Equipped with automatic controls for the longitudinal grade and transverse slope of the cutter head and:

2.1. If a ski device is used, it must be at least 30 feet long, rigid, and a 1-piece unit. The entire length must be used in activating the sensor.
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2.2. If referencing from existing pavement, the cold planing machine must be controlled by a selfcontained grade reference system. The system must be used at or near the centerline of the roadway. On the adjacent pass with the cold planing machine, a joint-matching shoe may be used.

3. Equipped to effectively control dust generated by the planing operation.

4. Operated such that no fumes or smoke is produced.

Replace broken, missing, or worn machine teeth.

If you do not complete placing the HMA surfacing before opening the area to traffic, you must:

1. Construct a temporary HMA taper to the level of the existing pavement.

2. Place HMA during the next work shift.

3. Submit a corrective action plan that shows you will complete cold planing and placement of HMA in the same work shift. Do not restart cold planing activities until the corrective action plan is authorized. 39-3.04C(2) Grade Control and Surface Smoothness
Install and maintain grade and transverse slope references. You may adjust the planed depth up to ± 0.03 foot from the depth shown to achieve uniform pavement profile, cross slope, and surface smoothness.

The average cold planed depth must be equal to or greater than the depth shown.

The final cut must result in a neat and uniform surface.

The completed surface of the planed pavement must not vary more than 0.02 foot when measured with a 12-foot straightedge parallel with the centerline. With the straightedge at right angles to the centerline, the transverse slope of the planed surface must not vary more than 0.03 foot.

If you encounter delaminations during planing operations notify the Engineer immediately. If authorized, adjust the planed depth up to ± 0.05 foot to eliminate delaminations. Authorized work beyond the ± 0.05 foot range or other authorized mitigation work is change order work.

Where lanes are open to traffic, the drop-off of between adjacent lanes must not be more than 0.15 foot. 39-3.04C(3) Planed Material
Remove cold planed material concurrently with planing activities such that the removal does not lag more than 50 feet behind the planer.
39-3.04C(4) Temporary HMA Tapers
If a drop-off between the existing pavement and the planed area at transverse joints cannot be avoided before opening to traffic, construct a temporary HMA taper.

Completely remove temporary tapers before placing permanent surfacing. 39-3.04D Payment
Measurement and payment for Cold Planing Asphalt Concrete Pavement is included in the applicable unit price for 2” Grind, 3” Grind or 6” Grind. Payment will include costs for all work and materials specified herein.
39-3.05 REMOVE BASE AND SURFACING
39-3.05A General
Section 39-3.05 includes specifications for removing base and asphalt concrete surfacing. 39-3.05B Materials
Not Used
39-3.05C Construction
Where base and surfacing are described to be removed, remove base and surfacing to a depth of at least 6 inches below the grade of the existing surfacing. Backfill resulting holes and depressions with embankment material under section 19.
39-3.05D Payment
The payment quantity for remove base and surfacing is the volume determined from the dimensions shown.
39-3.06–39-3.08 RESERVED
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SECTION 32 12 36 SEAL COATS
All work shall conform to Section 37 of the State Standard Specifications unless otherwise specified within.

Slurry seal and microsurfacing shall be Type II. Aggregate shall be volcanic in origin and black in color.

The use of gray, brown, or light-colored aggregate will not be allowed without approval from the engineer.

Asphaltic emulsion shall be Polymer Modified Asphaltic Emulsion.

Chip seal shall be polymer modified asphalt-rubber chip seal. Cape seal shall be a chip seal with a Type II slurry seal.
37 SEAL COATS
37-1 GENERAL
37-1.01 GENERAL
37-1.01A Summary
Section 37-1 includes general specifications for applying seal coats. 37-1.01B Definitions
Reserved
37-1.01C Submittals
At least 10 days before the preconstruction meeting submit a list of participants in the preconstruction meeting. Provide each participant's name, employer, title, and role in the production and placement of the seal coats.

At least 10 days before starting bituminous seal activities, submit the names and certifications for the laboratories performing testing.

For each delivery of asphalt binder or asphaltic emulsion to the job site, submit a certificate of compliance and a copy of the specified test results.

For a seal coat that uses crumb rubber modifier, submit a Crumb Rubber Usage Report form monthly and at the end of project.
37-1.01D Quality Assurance
37-1.01D(1) General
For aggregate testing, quality control laboratories must be in compliance with the Department's Independent Assurance Program to be an authorized laboratory. Quality control personnel must be qualified under the Department's Independent Assurance Program.

For emulsion testing, quality control laboratories must be AASHTO re:source accredited for asphalt emulsions and asphalt binders.

Take samples under California Test 125.
37-1.01D(2) Preconstruction Meeting
Hold a preconstruction meeting within 5 business days before start of seal coat work at a mutually agreed time and place with the Engineer and your:

1. Project superintendent

2. Project foreman

3. Traffic control foreman
Make arrangements for the conference facility. Preconstruction meeting participants must sign an attendance sheet provided by the Engineer. Be prepared to discuss:

1. Quality control testing

2. Acceptance testing

3. Seal coat placement

4. Proposed application rates for asphaltic emulsion or asphalt binder and aggregate

5. Training on placement methods

6. Checklist of items for proper placement

7. Unique issues specific to the project, including:

7.1. Weather
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7.2. Alignment and geometrics

7.3. Traffic control requirements

7.4. Haul distances

7.5. Presence and absence of shaded areas

7.6. Any other local conditions

8. Contingency plan for material deliveries, equipment breakdowns, and traffic handling

9. Who in the field has authority to adjust application rates and how adjustments will be documented

10. Schedule of sweepings
37-1.02 MATERIALS
Not Used
37-1.03 CONSTRUCTION
37-1.03A General
If seal coat activities affect access to public parking, residential property, or commercial property, post signs at 100-foot intervals on the affected streets. Signs must display No Parking – Tow Away. Signs must state the dates and hours parking or access will be restricted. Notify residents, businesses, and local agencies at least 24 hours before starting activities. The notice must:

1. Describe the work to be performed

2. Detail streets and limits of activities

3. Indicate dates and work hours

4. Be authorized
Asphaltic emulsion or asphalt binder for seal coats may be reheated if necessary. After loading the asphaltic emulsion or asphalt binder into a truck for transport to the job site, do not heat asphaltic emulsion above 160 degrees F and asphalt rubber binder above 425 degrees F. During reheating, circulate or agitate the asphaltic emulsion or asphalt binder to prevent localized overheating.

Except for fog seals, apply quick setting Grade 1 asphaltic emulsions at a temperature from 75 to 130 degrees F and apply quick setting Grade 2 asphaltic emulsions at a temperature from 110 to 185 degrees F.

You determine the application rates for asphaltic emulsion or asphalt binder and aggregate and the Engineer authorizes the application rates.
37-1.03B Equipment
A self-propelled distributor truck for applying asphaltic emulsion or asphalt binder must be equipped with:

1. Pressure-type system with insulated tanks with circulating unit

2. Spray bars:

2.1. With minimum length of 9 feet and full-circulating type

2.2. With full-circulating-type extensions if needed to cover a greater width

2.3. Adjustable to allow positioning at various heights above the surface to be treated

2.4. Operated by levers such that 1 or all valves may be quickly opened or closed in one operation

3. Devices and charts to provide for accurate and rapid determination and control of asphaltic emulsion or asphalt binder quantities being applied. Include an auxiliary wheel type meter that registers:

3.1. Speed in ft/min

3.2. Trip by count

3.3. Total distance in feet

4. Distribution system:

4.1. Capable of producing a uniform application of asphaltic emulsion or asphalt binder in controlled quantities ranging from 0.02 to 1 gal/sq yd of surface and at a pressure ranging from 25 to 75 psi

4.2. Pumps that spray asphaltic emulsion or asphalt binder within 0.02 gal/sq yd of the set rate

4.3. With a hose and nozzle for application of asphaltic emulsion to areas inaccessible to the spray bar

4.4. With pressure gauges and a thermometer for determining temperatures of the asphaltic emulsion or asphalt binder
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You may use cab-controlled valves for the application of asphaltic emulsion or asphalt binder. The valves controlling the flow from nozzles must act positively to provide a uniform unbroken application of asphaltic emulsion or asphalt binder.

Maintain distributor and storage tanks at all times to prevent dripping. 37-1.04 PAYMENT
Not Used
37-2 CHIP SEALS
37-2.01 GENERAL
37-2.01A General
37-2.01A(1) Summary
Section 37-2.01 includes general specifications for applying chip seals. 37-2.01A(2) Definitions
Reserved
37-2.01A(3) Submittals
At least 15 days before starting placement of chip seal, submit:

1. Samples for:

1.1. Asphaltic emulsion chip seal, two 1-quart samples of asphaltic emulsion

1.2. Polymer modified asphaltic emulsion chip seal, two 1-quart samples of polymer modified asphaltic emulsion

1.3. Asphalt rubber binder chip seal, two 1-quart samples of base asphalt binder

1.4. Asphalt rubber binder chip seal, five 1-quart samples of asphalt rubber binder

2. Asphaltic emulsion, polymer modified asphaltic emulsion, asphalt binder, or asphalt rubber binder data as follows:

2.1. Supplier and Type/Grade of asphaltic emulsion or asphalt binder

2.2. Type of modifier used including polymer or crumb rubber or both

2.3. Percent of crumb rubber, if used as modifier

2.4. Copy of the specified test results for asphaltic emulsion or asphalt binder

3. 50 lb of uncoated aggregate

4. Aggregate test results for the following:

4.1. Gradation

4.2. Los Angeles Rattler

4.3. Percent of crushed particles

4.4. Flat and elongated particles

4.5. Cleanness value

4.6. Durability

5. Vialit test results
Submit quality control test results for the quality characteristics within the reporting times allowance after sampling shown in the following table:

Quality Control Test Result Reporting
Quality characteristic Maximum reporting time allowance Los Angeles Rattler loss (max, %) 48 hours
Percent of crushed particles (min, %) 48 hours
Flat and elongated particles (max by weight at 3:1, %) 48 hours Durability (min) 48 hours
Gradation (percentage passing) 24 hours
Cleanness value (min) 24 hours
Asphaltic emulsion spread rate (gal/sq yd) 24 hours
Within 3 days after taking asphaltic emulsion or asphalt binder quality control samples, submit the quality control laboratory's test results.
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37-2.01A(4) Quality Assurance
37-2.01A(4)(a) General
Reserved
37-2.01A(4)(b) Quality Control
37-2.01A(4)(b)(i) General
Reserved
37-2.01A(4)(b)(ii) Aggregate
All tests must be performed on uncoated aggregate.

For aggregate, the authorized laboratory must perform sampling and testing at the specified frequency and location for the following quality characteristics:

Aggregate Quality Control Requirements
Quality characteristic Test method
Minimum
sampling and
testing
frequency
Location of
sampling
Los Angeles Rattler loss (max, %):

At 100 rev
At 500 rev
California Test
211
1st day of
production
See
California
Test 125
Percent of crushed particles
Coarse aggregate (min, %):

One-fractured face
Two-fractured faces
Fine aggregate (min, %):
(Passing no. 4 sieve and retained on no. 8 sieve)
One fractured face
AASHTO T 335 1st day of
production
See
California
Test 125
Flat and elongated particles (max by weight at
3:1, %) ASTM D4791 1st day of
production
See
California
Test 125
Durability (min) California Test
229
1st day of
production
See
California
Test 125
Gradation (% passing) California Test
202
1 per day per
active
stockpile
See
California
Test 125
Cleanness value (min) California Test
227
1 per day per
active
stockpile
See
California
Test 125
37-2.01A(4)(b)(iii) Chip Seals
For a chip seal, perform sampling and testing in the presence of the Engineer at the specified frequency and location for the quality characteristic shown in the following table:

Chip Seal Quality Control Requirements
Quality characteristic Test method Minimum sampling and testing frequency
Location of
sampling
Binder application rate
(gal/sq yd)
ASTM D2995a 1 per week per distributor truck and
before chip seal production starts
Pavement
surface aUse a durable pad appropriate for the type of binder being sprayed. 37-2.01A(4)(c) Department Acceptance
Department Acceptance does not apply to identified areas where the existing surfacing before application of chip seal, contains defective areas as determined by the Engineer and Contractor. At least 7 days before starting placement of the chip seal, the Contractor submits a written list of existing defective areas, 543
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identifying the lane direction, lane number, starting and ending highway post mile locations, and defect type. The Engineer must agree on which of the identified areas are defective. Defective areas are defined as one of the following:

1. Areas with wheel path rutting in excess of 3/8 inch when measured by placing a straightedge 12 feet long on the finished surface perpendicular to the center line and measuring the vertical distance between the finished surface and the lower edge of the straightedge

2. Areas exhibiting flushing
For a chip seal, acceptance is based on visual inspection for the following:

1. Uniform surface texture

2. Raveling, which consists of the separation of the aggregate from the asphaltic emulsion or asphalt binder

3. Flushing, which consists of the occurrence of a film of asphaltic material on the surface of the chip seal

4. Streaking, which consists of alternating longitudinal bands of asphaltic emulsion or asphalt binder without uniform aggregate retention, approximately parallel with the lane line Areas of raveling, flushing, or streaking that are greater than 0.5 sq ft are considered defective and must be repaired.

Raveling and streaking must be repaired by placing an additional layer of chip seal over the defective area.

For asphaltic emulsion or asphalt binder, acceptance is based on the Department's sampling and testing for compliance with the requirements for the quality characteristics specified.

For aggregate, acceptance is based on the Department's sampling and testing for compliance with the requirements shown in the following table:

Chip Seal Aggregate Acceptance Criteria
Quality characteristic Test method Requirements
Los Angeles Rattler loss (max, %):

At 100 rev
At 500 rev
California Test 211 10
40 Percent of crushed particles
Coarse aggregate (min, %):

One-fractured face
Two-fractured faces
Fine aggregate (min, %):
(Passing no. 4 sieve and retained on no. 8 sieve)
One fractured face
AASHTO T 335
95 90
70 Flat and elongated particles (max by weight at 3:1, %) ASTM D4791 10 Durability (min) California Test 229 52
Gradation (% passing by weight)
California Test 202
Aggregate Gradation
table shown under
Materials for the chip
seal type specified.

Cleanness value (min) California Test 227 80
If the test results for the aggregate gradation do not comply with specifications, you may remove the chip seal represented by these tests or propose a corrective action plan to remain in place. Do not start chip seal activities until the corrective action plan is authorized. If you choose not to remove the chip seal, submit a request that it remain in place with a payment deduction.

If test results for aggregate cleanness value do not comply with the specifications, you may remove the chip seal represented by these tests or you may request that the chip seal remain in place with a pay deduction corresponding to the cleanness value shown in the following table:
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Chip Seal Cleanness Value Deductions
Cleanness value Deduction
80 or over None
79 $2.00 /ton
77–78 $4.00 /ton
75–76 $6.00 /ton
If the aggregate cleanness value is less than 75, remove the chip seal. 37-2.01B Materials
37-2.01B(1) General
Reserved
37-2.01B(2) Asphaltic Emulsions and Asphalt Binders
Reserved
37-2.01B(3) Aggregate
37-2.01B(3)(a) General
Aggregate must be broken stone, crushed gravel, or both.

Aggregate must comply with the requirements shown in the following table:

Chip Seal Aggregate Requirements
Quality characteristic Test method Requirements
Los Angeles Rattler loss (max, %):

At 100 rev
At 500 rev
California Test 211 10
40 Percent of crushed particles
Coarse aggregate (min, %):

One-fractured face
Two-fractured faces
Fine aggregate (min, %):
(Passing no. 4 sieve and retained on no. 8 sieve)
One fractured face
AASHTO T 335
95 90
70 Flat and elongated particles (max by weight at 3:1, %) ASTM D4791 10 Durability (min) California Test 229 52
Gradation (% passing by weight)
California Test 202
Aggregate Gradation
table shown under
Materials for the chip
seal type specified.

Cleanness value (min) California Test 227 80
The laboratory must conduct the Vialit test using the proposed asphaltic emulsion or asphalt binder and aggregate for compliance with the requirements shown in the following table:

Chip Retention Requirements
Quality characteristic Test method Requirement
Chip retention (%) Vialit test method for aggregate in chip seals, French chip (Modified)a 95
aThe asphaltic emulsion or asphalt binder must be within the field placement temperature range and application rate during specimen preparation. For asphalt binder cure the specimen for first 2 hours at 100 °F.

Vialit Test method can be requested by sending email to: [email protected]. 37-2.01B(3)(b) Precoated Aggregate
Precoating of aggregate must be performed at a central mixing plant. The plant must be authorized under the Department's MPQP.

When precoating aggregate, do not recombine fine materials collected in dust control systems. 545
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Precoated aggregate must be preheated from 260 to 325 degrees F. Coat with any of the asphalts specified in the table titled "Performance Graded Asphalt Binder" in section 92. The asphalt must be from

0.5 to 1.0 percent by weight of dry aggregate. You determine the exact asphalt rate for precoating of aggregate.

Do not stockpile precoated aggregate.
37-2.01C Construction
37-2.01C(1) General
For chip seals on 2-lane, 2-way roadways, place a W8-7 (LOOSE GRAVEL) sign and a W13-1 (35) plaque at 2,000-foot maximum intervals along each side of the traveled way where aggregate is spread on a traffic lane and at public roads or streets entering the chip seal area. Place the 1st W8-7 sign in each direction where traffic first encounters the loose aggregate, regardless of which lane the aggregate is spread on. A W13-1 (35) plaque is not required where the posted speed limit is less than 40 mph. For chip seals on freeways, expressways, and multilane conventional highways, place a W8-7, (LOOSE GRAVEL) sign and a W13-1 (35) plaque at 2,000-foot maximum intervals along the outside edge of the traveled way nearest to the lane worked on, at on ramps, and at public roads or streets entering the chip seal area. Place the 1st W8-7 sign where the aggregate starts with respect to the direction of travel on that lane. A W13-1 (35) plaque is not required where the posted speed limit is less than 40 mph. Pilot cars must have cellular or radio contact with other pilot cars and personnel in the work zone. The maximum speed of the pilot cars convoying or controlling traffic through the traffic control zone must be 15 mph on 2-lane, two-way highways and 25 mph on multilane divided and undivided highways. Pilot cars must only use traffic lanes open to traffic.

On the days that closures are not allowed, you may use a moving closure to maintain the seal coat surface. The moving closure is only allowed during daylight hours when traffic will be the least inconvenienced and delayed. The Engineer determines the hours for the moving closure.iMaintain signs in place at each location until the final sweeping of the chip seal surface for that location is complete.

Signs may be set on temporary portable supports with the W13-1 sign below the W8-7 sign or on barricades with the W13-1 sign alternating with the W8-7 sign.

Schedule chip seal activities so that the chip seals are placed on both lanes of the traveled way each work shift.

If traffic is routed over a surface where a chip seal application is intended, the chip seal must not be applied to more than half the width of the traveled way at a time, and the remaining width must be kept free of obstructions and open to traffic until the previously applied width is ready for traffic use.

Wherever maintenance sweeping of the chip seal surface is complete, place permanent traffic stripes and pavement markings within 10 days.

If you fail to place the permanent traffic stripes and pavement markings within the specified time, the Department withholds 50 percent of the estimated value of the chip seal work completed that has not received permanent traffic stripes and pavement markings. 37-2.01C(2) Equipment
Equipment for chip seals must include and comply with the following:

1. Aggregate haul trucks must have:

1.1. Tailgate that discharge aggregate

1.2. Device to lock onto the rear aggregate spreader hitch

1.3. Dump bed that will not push down on the spreader when fully raised

1.4. Dump bed that will not spill aggregate on the roadway when transferred to the spreader hopper

1.5. Tarpaulin to cover precoated aggregate when haul distance exceeds 30 minutes or ambient temperature is less than 65 degrees F

2. Self-propelled aggregate spreaders must have:

2.1. Aggregate hopper in the rear

2.2. Belt conveyor that carries the aggregate to the front

2.3. Spreading hopper capable of providing a uniform aggregate spread rate over the entire width of the traffic lane in 1 application

3. Self-propelled power brooms must:

3.1. Not be steel-tined brooms on emulsion chip seals

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4. Pneumatic or foam filled rubber tired rollers must:

4.1. Be an oscillating type at least 4 feet wide

4.2. Be self-propelled and reversible

4.3. Have tires of equal size, diameter, type, and ply

4.4. Carry at least 3,000 lb of load on each wheel

4.5. Have tires with an air pressure of 100 ± 5 psi or be foam filled 37-2.01C(3) Surface Preparation
Before applying chip seals, cover manholes, valve and monument covers, grates, or other exposed facilities located within the area of application, using a plastic or oil resistant construction paper secured by tape or adhesive to the facility being covered. Reference the covered facilities with enough control points to relocate the facilities after the application of the chip seal.

Immediately before applying chip seals, clean the surface to receive a chip seal by removing any extraneous material affecting adhesion of the chip seal with the existing surface and drying. Use selfpropelled power brooms to clean the existing pavement.

For all roads prior to applying Asphalt Rubber seal, clean cracks, sweep the roadway of all debris, vegetation, and loose material, and pick up and dispose all debris and pavement markers.

Cracks in the pavement surface shall be pre-treated with acceptable crack filler prior to application of the seal. All cracks 1/4 inch to1 inch wide shall treated in accordance with Section 37-6.

Surface preparation includes minor HMA surface patching outside of areas specified for base repair as may be authorized by the Engineer, including potholes and broken pavement edges. Surface preparation includes occasional surface grinding of minor bumps, patches to improve ride quality, wedge grinding and clearing lip of gutters. It is anticipated that surface patching and surface grinding will occur concurrent with base repairs.

Apply "Tack Coat" to new HMA surfaces prior to chip sealing. 37-2.01C(4) Placement
37-2.01C(4)(a) General
Schedule the operations so that chip seals are placed on both lanes of the traveled way each work shift.

At the end of the work shift, the end of the chip seals on both lanes must generally match. 37-2.01C(4)(b) Applying Asphaltic Emulsions or Asphalt Binders Prevent spraying on existing pavement not intended for chip seals or on previously applied chip seals using a material such as building paper. Remove the material after use.

Align longitudinal joints between chip seal applications with designated traffic lanes.

For asphaltic emulsion or asphalt binder, overlap longitudinal joints by not more than 4 inches.

For areas not accessible to a truck distributor bar apply:

1. Asphaltic emulsions by hand spraying

2. Asphalt binders with a squeegee or other authorized means You may overlap the asphaltic emulsion or asphalt binder applications before the application of aggregate at longitudinal joints.

Do not apply the asphaltic emulsion or asphalt binder unless there is sufficient aggregate at the job site to cover the asphaltic emulsion or asphalt binder.

Discontinue application of asphaltic emulsion or asphalt binder early enough to comply with lane closure requirements. Apply to 1 lane at a time and cover the lane width entirely in 1 operation. 37-2.01C(4)(c) Spreading Aggregates
37-2.01C(4)(c)(i) General
Do not allow vehicles to drive on asphaltic emulsion or asphalt binder before spreading aggregate.

Spread aggregate within 10 percent of your determined rate.

Spread aggregate at a uniform rate over the full lane width in 1 application. Apply to 1 lane at a time.

Sweep excess aggregate at joints before spreading adjacent aggregate.

Operate the spreader at speeds slow enough to prevent aggregate from rolling over after dropping.

If the spreader is not moving, aggregate must not drop. If you stop spreading and aggregate drops, remove the excess aggregate before resuming activities. 547
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37-2.01C(4)(c)(ii) Precoated Aggregate Application
During transit, cover precoated aggregate with tarpaulins if the ambient air temperature is below 65 degrees F or the haul time exceeds 30 minutes.

When applied, precoated aggregate must be from 225 to 325 degrees F. 37-2.01C(4)(d) Finishing
37-2.01C(4)(d)(i) General
Remove piles, ridges, or unevenly distributed aggregate. Repair permanent ridges, bumps, streaks or depressions in the finished surface. Spread additional aggregate and roll if aggregate is picked up by rollers or vehicles.

Chip seal joints between adjacent applications of a chip seal must be smooth, straight, uniform, and completely covered.

A coverage is 1 roller movement over the entire width of lane. A pass is 1 roller movement parallel to the chip seal application in either direction. Overlapping passes are part of the coverage being made and are not part of a subsequent coverage. Do not start a new coverage until completing the previous coverage.

Before opening to traffic, finish the chip seals in the following sequence:

1. Perform initial rolling consisting of 1 coverage with a pneumatic-tired roller

2. Perform final rolling consisting of 2 coverages with a pneumatic-tired roller

3. Sweep excess aggregate from the roadway and adjacent abutting areas

4. Apply a flush coat if specified

5. Remove covers from the facilities
37-2.01C(4)(d)(ii) Traffic Control with Pilot Car
For 2-lane 2-way roadways under 1-way traffic control, upon completion of final rolling, traffic must be controlled with pilot cars and routed over the new chip seal for a minimum of 2 hours before opening the lane to traffic not controlled with pilot cars.

For multilane roadways, when traffic is controlled with pilot cars, a maximum of 1 lane in the direction of travel must be open to traffic. Traffic must be controlled with pilot cars and be routed on the new chip seal surface of the lane for a minimum of 2 hours after completion of the initial sweeping and before opening the lane to traffic not controlled with pilot cars. Once traffic controlled with pilot cars is routed over the chip seal at a particular location, continuous control must be maintained at that location until the chip seal placement and sweeping on adjacent lanes to receive a chip seal is completed. 37-2.01C(4)(d)(iii) Sweeping
Sweeping must be performed after the chip seal has set and there is no damage or dislodging of aggregate from the chip seal surface. As a minimum, sweeping is required at the following times:

1. On 2-lane 2-way roadways, from 2 to 4 hours after traffic, controlled with pilot cars, has been routed on the chip seal

2. On multilane roadways, from 2 to 4 hours after aggregate have been placed

3. In addition to previous sweeping, perform final sweeping immediately before opening any lane to public traffic, not controlled with pilot cars
37-2.01C(4)(d)(iv) Excess Aggregate
Dispose of excess aggregate. If ordered, salvaging and stockpiling of excess aggregate is change order work.
37-2.01C(4)(e) Chip Seal Maintenance
Perform sweeping on the morning following the application of aggregate on any lane that has been open to traffic not controlled with pilot cars and before starting any other activities.

Chip seal surfaces must be maintained for 4 consecutive days from the day aggregate is applied.

Maintenance must include sweeping to maintain a surface free of loose aggregate and to prevent formation of corrugations. Sweeping must not dislodge aggregate set in asphaltic emulsion or asphalt binder.

After 4 consecutive days, excess aggregate must be removed from the paved areas. 37-2.01D Payment
Measurement and payment for Chip Seal is included in the applicable unit price for Rubber Cape Seal.

Payment will include costs for all work and materials specified herein. 548
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37-2.02 CATIONIC ASPHALTIC EMULSION CHIP SEALS
37-2.02A General
37-2.02A(1) Summary
Section 37-2.02 includes specifications for applying asphaltic emulsion chip seals. An asphaltic emulsion chip seal includes applying an asphaltic emulsion, followed by aggregate, and then a flush coat.

A double asphaltic emulsion chip seal is the application of an asphaltic emulsion followed by aggregate, applied twice in sequence and then a flush coat.
37-2.02A(2) Definitions
Reserved
37-2.02A(3) Submittals
Reserved
37-2.02A(4) Quality Assurance
37-2.02A(4)(a) General
Reserved
37-2.02A(4)(b) Quality Control
37-2.02A(4)(b)(i) General
Reserved
37-2.02A(4)(b)(ii) Cationic Asphaltic Emulsions
In the presence of the Engineer, take two 1-quart samples at the specified frequency and location under CT 125.

For asphaltic emulsion, the quality control laboratory must perform sampling and testing at the specified frequency and location for the quality characteristics shown in the following table:

Rapid-Setting Cationic Asphaltic Emulsion
Quality characteristic Test method
Minimum sampling
and testing
frequency
Sampling location
Saybolt Furol Viscosity, at 25 °C
(Saybolt Furol seconds)
AASHTO T 59 Minimum 1 per day
per delivery truck Distributor truck Sieve test (%)
Storage stability, 1 day (%)
Residue by distillation (%)
Particle charge
Tests on Residue from Distillation Test:

Penetration, 25 °C
Ductility
Solubility in trichloroethylene
AASTHO T 49
AASHTO T 51
AASHTO T 44
Minimum 1 per day
per delivery truck Distributor truck
37-2.02A(4)(c) Department Acceptance
Aggregate acceptance is based on the Department's sampling and testing for compliance with the requirements shown in the following table:
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Aggregate Gradation Acceptance Criteria
Quality characteristic Test method Requirement
3/8" 5/16" 1/4"
Gradation (% passing by weight) sieve size:

California Test
202
3/4" -- -- --
1/2" 100 -- --
3/8" 85–100 100 100
No. 4 0–15 0–50 60–85
No. 8 0–5 0–15 0–25
No. 16 -- 0–5 0–5
No. 30 -- 0–3 0–3
No. 200 0–2 0–2 0–2
37-2.02B Materials
37-2.02B(1) General
Reserved
37-2.02B(2) Cationic Asphaltic Emulsions
Asphaltic emulsion must be either Grade CRS-2 or CRS-2h. 37-2.02B(3) Aggregate
Aggregate gradation for an asphaltic emulsion chip seal must comply with the requirements shown in the following table:

Asphaltic Emulsion Chip Seal Aggregate Gradation
Quality characteristic Test method Requirement
3/8" 5/16" 1/4"
Gradation (% passing by weight) sieve size:

California Test 202
3/4" -- -- --
1/2" 100 -- --
3/8" 85–100 100 100
No. 4 0–15 0–50 60–85
No. 8 0–5 0–15 0–25
No. 16 -- 0–5 0–5
No. 30 -- 0–3 0–3
No. 200 0–2 0–2 0–2
37-2.02C Construction
37-2.02C(1) General
Reserved
37-2.02C(2) Cationic Asphaltic Emulsions
Asphaltic emulsions must be applied within the application rate ranges shown in the following table:

Asphaltic Emulsion Application Rates
Aggregate gradation Application rate range (gal/sq yd)
3/8" 0.30–0.45
5/16" 0.25–0.35
1/4" 0.20–0.30
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For double asphaltic emulsion chip seals, the asphaltic emulsions must be applied within the application rates shown in the following table:

Asphaltic Emulsion Application Rates
Double chip seals Application rate range (gal/sq yd)
1st application 0.30–0.45
2nd application 0.20–0.30
When applied, the temperature of the asphaltic emulsions must be from 130 to 180 degrees F.

Apply asphaltic emulsions when the ambient air temperature is from 65 to 110 degrees F and the pavement surface temperature is at least 80 degrees F.

Do not apply asphaltic emulsions when weather forecasts predict the ambient air temperature will fall below 39 degrees F within 24 hours after application.

If high winds blow debris on roadway or cause spreading issues for binder, cease operations. 37-2.02C(3) Spreading Aggregates
Aggregate must be spread within the spread rate ranges shown in the following table:

Aggregate Spread Rates
Aggregate gradation Spread rate range (lb/sq yd)
3/8" 20–30
5/16" 16–25
1/4" 12–20
For double asphaltic emulsion chip seals, aggregate must be spread within the spread rate ranges shown in the following table:

Aggregate Spread Rates
Double chip seal Spread rate range (lb/sq yd)
1st application 23–30
2nd application 12–20
Remove excess aggregate on the 1st application before the 2nd application of asphaltic emulsion.

You may stockpile aggregate for asphaltic emulsion chip seals if you prevent contamination. Aggregate must have a damp surface at spreading. If water visibly separates from the aggregate, do not spread.

You may re-dampen aggregate in the delivery vehicle.

Spread aggregate before an asphaltic emulsion sets or breaks.

Do not spread aggregate more than 2,500 feet ahead of the completed initial rolling. 37-2.02D Payment
Not Used
37-2.03 CATIONIC POLYMER MODIFIED ASPHALTIC EMULSION CHIP SEALS 37-2.03A General
37-2.03A(1) Summary
Section 37-2.03 includes specifications for applying polymer modified asphaltic emulsion chip seals. A polymer modified asphaltic emulsion chip seal includes applying a polymer modified asphaltic emulsion, followed by aggregate, and then a flush coat.

A double polymer modified asphaltic emulsion chip seal is the application of a polymer modified asphaltic emulsion followed by aggregate, applied twice in sequence and then a flush coat. 37-2.03A(2) Definitions
Reserved
37-2.03A(3) Submittals
Immediately after sampling, submit two 1-quart samples of polymer modified asphaltic emulsion taken in the presence of the Engineer.
37-2.03A(4) Quality Assurance
37-2.03A(4)(a) General
Reserved
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37-2.03A(4)(b) Quality Control
37-2.03A(4)(b)(i) General
Reserved
37-2.03A(4)(b)(ii) Cationic Polymer Modified Asphaltic Emulsions Take two 1-quart samples at the specified frequency and location under CT 125 in the presence of the Engineer.

Quality control laboratory must perform sampling and testing at the specified frequency and location for the quality characteristics shown in the following tables:

Rapid-Setting Cationic Polymer Modified Asphaltic Emulsion (If using PMCRS or PMCRS-2h) Quality characteristic Test method
Minimum
sampling and
testing
frequency
Sampling
location
Saybolt Furol Viscosity, at 50 °C (Saybolt Furol
seconds)
AASHTO T 59 Minimum 1 per
day per delivery
truck
Distributor
truck
Storage stability test, 1 day (max, %)
Sieve test (max, %)
Demulsibility (min, %)
Particle charge
Residue by distillation or evaporation (min, %) AASHTO T 59a Tests on residue from evaporation test:

Penetration, 25 °C
Penetration, 4 °C, 200 g for 60 seconds
Ductility, 25 °C (min, mm)
Torsional recovery (min, %)
or
Elastic recovery, 25 °C (min, %)
Ring and Ball Softening Point (min, °F)
AASHTO T 49
AASHTO T 49
AASHTO T 51
California Test 332
AASHTO T 301
AASTO T 53
Minimum 1 per
day per delivery
truck
Distributor
truck
aFollow the temperature guidelines under section 94-1.02F.

Rapid-Setting Polymer-Modified Rejuvenating Asphaltic Emulsion Requirements Quality characteristic Test method
Minimum
sampling and
testing frequency
Sampling
location
Saybolt Furol viscosity, at 50 °C (Saybolt
Furol seconds)
AASHTO T 59 Minimum 1 per
day per delivery
truck
Distributor
truck
Storage stability test, 1 day (max, %)
Sieve (max, %)
Oil distillate (max, %)
Particle charge
Demulsibility (min, %)
Residue from distillation or evaporation test
(min, %)
pH ASTM E70
Tests on residue:

Viscosity, at 60 °C, (Pa-s) (max)
Penetration, 4 °C, (dmm)
Elastic recovery, 25 °C (min, %)
AASHTO T 202
AASHTO T 49
AASTO T 301
Minimum 1 per
day per delivery
truck
Distributor
truck
37-2.03A(4)(c) Department Acceptance
Aggregate acceptance is based on the Department's sampling and testing for compliance with the requirements shown in the following table:
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Aggregate Gradation Acceptance Criteria
Quality characteristic Test method Requirement
3/8" 5/16" 1/4"
Gradation (% passing by weight) sieve size:

California Test
202
3/4" -- -- --
1/2" 100 -- --
3/8" 85–100 100 100
No. 4 0–15 0–50 60–85
No. 8 0–5 0–15 0–25
No. 16 -- 0–5 0–5
No. 30 -- 0–3 0–3
No. 200 0–2 0–2 0–2
37-2.03B Materials
37-2.03B(1) General
Reserved
37-2.03B(2) Polymer Modified Asphaltic Emulsions
A polymer modified asphaltic emulsion must include elastomeric polymer.

A polymer modified asphaltic emulsion must be either Grade PMCRS-2, PMCRS-2h, or PMRE. 37-2.03B(3) Aggregate
The aggregate gradation for a polymer modified asphaltic emulsion chip seal must comply with the requirements shown in the following table:

Asphaltic Emulsion Chip Seal Aggregate Gradation
Quality characteristic Test
method
Requirement
3/8" 5/16" 1/4"
Gradation (% passing by weight) sieve size:

California
Test 202
3/4" -- -- --
1/2" 100 -- --
3/8" 85–100 100 100
No. 4 0–15 0–50 60–85
No. 8 0–5 0–15 0–25
No. 16 -- 0–5 0–5
No. 30 -- 0–3 0–3
No. 200 0–2 0–2 0–2
37-2.03C Construction
Polymer modified asphaltic emulsions must be applied within the application rate ranges shown in the following table:

Polymer Modified Asphaltic Emulsion Application Rates
Aggregate gradation Application rate range (gal/sq yd)
3/8" 0.30–0.45
5/16" 0.25–0.35
1/4" 0.20–0.30
For double polymer modified asphaltic emulsion chip seals, polymer modified asphaltic emulsions must be applied within the application rates shown in the following table:
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Polymer Modified Asphaltic Emulsion Application Rates
Double application Application rate range (gal/sq yd)
1st application 0.30–0.45
2nd application 0.20–0.30
Apply polymer modified asphaltic emulsions when the ambient air temperature is from 60 to 105 degrees F and the pavement surface temperature is at least 80 degrees F.

Do not apply polymer modified asphaltic emulsions when weather forecasts predict the ambient air temperature will fall below 39 degrees F within 24 hours after application.

Aggregate must be spread within the spread rate ranges shown in the following table:

Aggregate Spread Rates
Chip seal type Spread rate range (lb/sq yd)
3/8" 20–30
5/16" 16–25
1/4" 12–20
For double chip seals, aggregate must be spread within spread rate ranges shown in the following table:

Aggregate Spread Rates
Double application Spread rate range (lb/sq yd)
1st application 23–30
2nd application 12–20
Remove excess aggregate on the 1st application before the 2nd application of asphaltic emulsion.

You may stockpile aggregate for the polymer modified asphaltic emulsion chip seals if you prevent contamination. Aggregate must have damp surfaces at spreading. If water visibly separates from the aggregate, do not spread. You may re-dampen aggregate in the delivery vehicle.

Spread aggregate before the polymer modified asphaltic emulsion sets or breaks.

Do not spread aggregate more than 2,500 feet ahead of the completed initial rolling. 37-2.03D Payment
Not Used
37-2.04 ASPHALT RUBBER BINDER CHIP SEALS
37-2.04A General
37-2.04A(1) Summary
Section 37-2.04 includes specifications for applying asphalt rubber binder chip seals.

An asphalt rubber binder chip seal consists of applying asphalt rubber binder followed by heated aggregate precoated with asphalt binder followed by a flush coat. 37-2.04A(2) Definitions
crumb rubber modifier: Combination of ground or granulated high natural scrap tire crumb rubber and scrap tire crumb rubber derived from waste tires described in Pub Res Code § 42703. descending viscosity reading: Subsequent viscosity reading at least 5 percent lower than the previous viscosity reading.
high natural scrap tire crumb rubber: Material containing 40 to 48 percent natural rubber. scrap tire crumb rubber: Any combination of vehicle tires or tire buffing. 37-2.04A(3) Submittals
At least 5 business days before use, submit the permit issued by the local air district for asphalt rubber binder field blending equipment and application equipment. If an air quality permit is not required by the local air district for producing asphalt rubber binder, submit verification from the local air district that an air quality permit is not required.

For each delivery of asphalt rubber binder ingredients to the job site, submit a certificate of compliance with a copy of the specified test results.

Submit a certified volume or weight slip for each delivery of asphalt rubber binder ingredients and asphalt rubber binder.

Submit a SDS for each asphalt rubber binder ingredient and the asphalt rubber binder. 554
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At least 15 days before use, submit:

1. Samples of each asphalt rubber binder ingredient:

1.1. 2 lb of scrap tire crumb rubber

1.2. 2 lb of high natural scrap tire crumb rubber

1.3. Two 1-quart cans of base asphalt binder

1.4. Two 1-quart cans of asphalt modifier

2. Asphalt rubber binder formulation and data as follows:

2.1. For asphalt modifier, include:

2.1.1. Source of asphalt modifier

2.1.2. Type of asphalt modifier

2.1.3. Percentage of asphalt modifier by weight of asphalt binder

2.1.4. Percentage of combined asphalt binder and asphalt modifier by weight of asphalt rubber binder

2.1.5. Test results for the specified quality characteristics

2.2. For crumb rubber modifier, include:

2.2.1. Each source and type of scrap tire crumb rubber and high natural scrap tire crumb rubber

2.2.2. Percentage of scrap tire crumb rubber and high natural scrap tire crumb rubber by total weight of asphalt rubber binder

2.2.3. Test results for the specified quality characteristics

2.3. For asphalt rubber binder, include minimum reaction time and temperature Immediately after sampling, submit five 1-quart cans of asphalt rubber binder taken in the presence of the Engineer. Sample must be submitted in insulated shipping containers.

Submit notification 15 minutes before each viscosity test or submit a schedule of testing times.

Submit the log of asphalt rubber binder descending viscosity test results within 1 business day after sampling.

Submit asphalt rubber binder quality control viscosity test results within 1 business day after sampling. 37-2.04A(4) Quality Assurance
37-2.04A(4)(a) General
The equipment used in producing asphalt rubber binder and the equipment used in spreading asphalt rubber binder must be permitted for use or exempted by the local air district. 37-2.04A(4)(b) Quality Control
37-2.04A(4)(b)(i) General
Reserved
37-2.04A(4)(b)(ii) Asphalt Modifiers
For asphalt modifiers, the authorized laboratory must perform quality control sampling and testing at the specified frequency for the following quality characteristics:

Asphalt Modifier for Asphalt Rubber Binder
Quality characteristic Test method Frequency
Viscosity ASTM D445 1 per shipment Flash point ASTM D92 Molecular analysis:

Asphaltenes ASTM D2007 1 per shipment Aromatics ASTM D2007 37-2.04A(4)(b)(iii) Crumb Rubber Modifiers
Sample and test scrap tire crumb rubber and high natural scrap tire crumb rubber separately.

Perform quality control sampling and testing at the specified frequency for the following quality characteristics:
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Crumb Rubber Modifier
Quality characteristic Test method Frequency
Scrap tire crumb rubber gradation California Test 385 1 per 10,000 High natural scrap tire crumb rubber gradation California Test 385 1 per 3,400 lb Wire in CRM California Test 385
1 per 10,000 lb Fabric in CRM California Test 385
CRM particle length --
CRM specific gravity California Test 208
Natural rubber content in high natural scrap tire crumb rubber ASTM D297 1 per 3,400 lb
37-2.04A(4)(b)(iv) Asphalt Rubber Binders
For asphalt rubber binders, you must perform sampling and testing in the presence of the Engineer at the specified frequency and location for the quality characteristics shown in the following tables:

Asphalt Rubber Binder Quality Control Requirements (Viscosity) Quality characteristic Test method Sampling location Frequency Descending viscositya ASTM D7741/D7741M Reaction vessel 1 per lotb Viscosity ASTM D7741/7741M Distribution truck 15 minutes before use per lotb
aStart taking viscosity readings at least 45 minutes after adding crumb rubber modifier and continue taking viscosity readings every 30 minutes until 2 consecutive descending viscosity readings have been obtained and the final viscosity complies with the specification requirement. bA lot is defined in the MPQP. Test results to be performed and submitted for acceptance.

Asphalt Rubber Binder Quality Control Requirements
Quality characteristic Test method Sampling location Frequency Cone penetration at 25 °C (0.10 mm) ASTM D217
Distribution truck 1 per lota Resilience at 25 °C (% rebound) ASTM D5329 Softening point (°C) ASTM D36/D36M
aA lot is defined in the MPQP. Laboratory test results to be performed and submitted for acceptance.

Retain samples from each lot. Test samples for cone penetration, resilience, and softening point for the first 3 lots and if all 3 lots pass, the testing frequency may be reduced to once for every 3 lots.

If QC test results indicate that the asphalt rubber binder does not comply with the specifications, take corrective action and notify the Engineer.
37-2.04A(4)(c) Department Acceptance
37-2.04A(4)(c)(i) General
Reserved
37-2.04A(4)(c)(ii) Asphalt Modifiers
The Department accepts asphalt modifier based on compliance with the requirements shown in the following table:
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Asphalt Modifier for Asphalt Rubber Binder
Quality characteristic Test method Requirement
Viscosity at 100 °C (m2/s x 10-6) ASTM D445 X ± 3a
Flash point (min, °C) ASTM D92 207
Molecular Analysis:

Asphaltenes (max, % by mass) ASTM D2007 0.1
Aromatics (min, % by mass) ASTM D2007 55 aThe symbol "X" is the asphalt modifier viscosity. 37-2.04A(4)(c)(iii) Crumb Rubber Modifiers
Scrap tire CRM and high natural CRM are sampled and tested separately.

The Department accepts scrap tire CRM and high natural CRM based on compliance with the requirements shown in the following table:

Crumb Rubber Modifier for Asphalt Rubber Binder
Quality characteristic Test method Requirement
Wire in CRM (max, %) California Test 385 0.01
Fabric in CRM (max, %) California Test 385 0.05
CRM particle length (max, in) -- 3/16
CRM specific gravity California Test 208 1.1–1.2
Natural rubber content in high natural CRM (%) ASTM D297 40.0–48.0 The Department accepts CRM gradation based on the requirements shown in the following table:

Crumb Rubber Modifier Gradation Requirements
Quality characteristic Test method
Requirement
Scrap tire crumb rubber High natural scrap tire
crumb rubber
Operating
range
Contract
compliance
Operating
range
Contract
compliance
Gradation (% passing by
weight) sieve size:

California
Test 385
No. 8 100 100 -- --
No. 10 95–100 90–100 100 100
No. 16 35–85 32–88 92–100 85–100
No. 30 2–25 1–30 25–95 20–98
No. 50 0–10 0–15 6–35 2–40
No. 100 0–5 0–10 0–7 0–10
No. 200 0–2 0–5 0–3 0–5
If a test result for CRM gradation does not comply with the specifications, the Department deducts the corresponding amount for each gradation test as shown in the following table:

Material Gradation test resulta Deduction
Scrap tire crumb rubber Operating range < TR < Contract compliance $250 Scrap tire crumb rubber TR > Contract compliance $1,100 High natural scrap tire crumb
rubber
Operating range < TR < Contract compliance $250
High natural scrap tire crumb
rubber
TR > Contract compliance $600
aTest Result = TR
Each gradation test for scrap tire crumb rubber represents 10,000 lb or the quantity used in that day's production, whichever is less.
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Each gradation test for high natural scrap tire crumb rubber represents 3,400 lb or the quantity used in that day's production, whichever is less.
37-2.04A(4)(c)(iv) Asphalt Rubber Binders
For Department acceptance testing, take two 1-quart samples and one 1-gallon sample of asphalt rubber binder in the presence of the Engineer for every 5 lots or once a day, whichever is greater.

For an asphalt rubber binder, acceptance is based on the Department's sampling and testing for compliance with the requirements shown in the following table:

Asphalt Rubber Binder
Quality characteristic Test method Requirement
Cone penetration at 25 °C (0.10 mm) ASTM D217 25–70
Resilience at 25 °C (min, % rebound) ASTM D5329 18
Softening point (°C) ASTM D36/D36M 52–74
Viscosity at 190 °C (centipoises)a ASTM D7741/D7741M 1,500–4,000 aPrepare sample for viscosity test under California Test 388. 37-2.04A(4)(c)(v) Precoated Aggregate
The Department accepts precoated aggregate based on compliance with the requirements shown in the following table:

Precoated Aggregate Gradation Acceptance Criteria
Quality characteristic Test method Requirement
1/2" gradation (% passing by weight) sieve size:
3/4"
1/2"
3/8"
No. 4
No. 8
No. 200
California Test 202
100
85–90
0–30
0–5
--
0–1
3/8" gradation (% passing by weight) sieve size:
3/4"
1/2"
3/8"
No. 4
No. 8
No. 200
California Test 202
100
95–100
70–85
0–15
0–5
0–1
37-2.04B Materials
37-2.04B(1) General
Reserved
37-2.04B(2) Asphalt Binders
Asphalt binder used as the base binder for asphalt rubber binder must comply with the specifications for asphalt binder. Do not modify asphalt binder with polymer. 37-2.04B(3) Asphalt Modifiers
An asphalt modifier must be a resinous, high flash point, and aromatic hydrocarbon. An asphalt modifier must comply with the requirements shown in the following table:
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Asphalt Modifier for Asphalt Rubber Binder
Quality characteristic Test method Requirement
Viscosity at 100 °C (m2/s x 10-6) ASTM D445 X ± 3a
Flash point (min, CL.O.C., °C) ASTM D92 207
Molecular analysis:

Asphaltenes by mass (max, %) ASTM D2007 0.1
Aromatics by mass (min, %) ASTM D2007 55 aX denotes the proposed asphalt modifier viscosity from 19 to 36. A change in X requires a new asphalt rubber binder submittal.
37-2.04B(4) Crumb Rubber Modifiers
The CRM to be used must be on the Authorized Materials List for crumb rubber modifier.

The CRM must be ground or granulated at ambient temperature.

Scrap tire crumb rubber and high natural scrap tire crumb rubber must be delivered to the asphalt rubber binder production site in separate bags.

Steel and fiber must be separated. If steel and fiber are cryogenically separated, it must occur before grinding and granulating. Cryogenically-produced CRM particles must be large enough to be ground or granulated.

The CRM must be dry, free-flowing particles that do not stick together. A maximum of 3 percent calcium carbonate or talc by weight of CRM may be added. The CRM must not cause foaming when combined with the asphalt binder and asphalt modifier.

The CRM must comply with the requirements shown in the following table:

Crumb Rubber Modifier for Asphalt Rubber Binder
Quality characteristic Test method Requirement
Wire in CRM (max, %) California Test 385 0.01
Fabric in CRM (max, %) California Test 385 0.05
CRM particle length (max, in) -- 3/16
CRM specific gravity California Test 208 1.1–1.2
The CRM must comply with the requirements shown in the following table:

Crumb Rubber Modifier Requirements
Quality characteristic Test method
Requirement
Scrap tire crumb
rubber
High natural scrap tire
crumb rubber
Acetone extract (%)
ASTM D297

6.0–16.0 4.0–16.0
Rubber hydrocarbon (min, %) 42.0–65.0 50.0
Natural rubber content (%) 22.0–39.0 40.0–48.0
Carbon black content (%) 28.0–38.0 --
Ash content (max, %) 8.0 --
Scrap tire crumb rubber gradation must comply with the gradation requirements shown in the following table:
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Scrap Tire Crumb Rubber Gradation
Quality characteristic Test
method
Requirement
Gradation
limit
Operating
range
Contract
compliance
Gradation (% passing by weight) sieve size:

California
Test 385
No. 8 100 100 100
No. 10 98–100 95–100 90–100
No. 16 45–75 35–85 32–88
No. 30 2–20 2–25 1–30
No. 50 0–6 0–10 0–15
No. 100 0–2 0–5 0–10
No. 200 0 0–2 0–5
High natural scrap tire crumb rubber gradation must comply with the gradation requirements shown in the following table:

High Natural Scrap Tire Crumb Rubber Gradation
Quality characteristic Test
method
Requirement
Gradation
limit
Operating
range
Contract
compliance
Gradation (% passing by weight) sieve size:

California
Test 385
No. 10 100 100 100
No. 16 95–100 92–100 85–100
No. 30 35–85 25–95 20–98
No. 50 10–30 6–35 2–40
No. 100 0–4 0–7 0–10
No. 200 0–1 0–3 0–5
37-2.04B(5) Asphalt Rubber Binders
An asphalt rubber binder must be a combination of:

1. Asphalt binder

2. Asphalt modifier

3. Crumb rubber modifier
Asphalt rubber binder blending equipment must be authorized under the Department's MPQP.

The blending equipment must allow the determination of weight percentages of each asphalt rubber binder ingredient.

An asphalt rubber binder must be 79 ± 1 percent by weight asphalt binder and 21 ± 1 percent by weight of CRM. The minimum percentage of CRM must be 20.0 percent and lower values must not be rounded up.

The CRM must be 75 ± 2 percent by weight scrap tire crumb rubber and 25 ± 2 percent by weight high natural scrap tire crumb rubber.

An asphalt modifier and asphalt binder must be blended at the production site. An asphalt modifier must be from 2.5 to 6.0 percent by weight of the asphalt binder in the asphalt rubber binder. The asphalt rubber binder supplier determines the exact percentage.

If blended before adding CRM, the asphalt binder must be from 375 to 440 degrees F when an asphalt modifier is added and the mixture must circulate for at least 20 minutes. An asphalt binder, asphalt modifier, and CRM may be proportioned and combined simultaneously. The blend of an asphalt binder and an asphalt modifier must be combined with the CRM at the asphalt rubber binder production site. The asphalt binder and asphalt modifier blend must be from 375 to 440 degrees F when the CRM is added.

Combined ingredients must be allowed to react at least 45 minutes at temperatures from 375 to 425 degrees F except the temperature must be at least 10 degrees F below the flash point of the asphalt rubber binder.

After reacting, the asphalt rubber binder must comply with the requirements shown in the following table:
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Asphalt Rubber Binder
Quality characteristic Test method Requirement
Cone penetration at 25 °C (0.10 mm) ASTM D217 25–70
Resilience at 25 °C (min, % rebound) ASTM D5329 18
Softening point (°C) ASTM D36/D36M 52–74
Viscosity at 190 °C (centipoises)a ASTM D7741/D7741M 1,500–4,000 aPrepare sample for viscosity test under California Test 388.

Maintain asphalt rubber binder at a temperature from 375 to 415 degrees F.

Stop heating unused asphalt rubber binder 4 hours after the 45-minute reaction period. Reheating asphalt rubber binder that cools below 375 degrees F is a reheat cycle. Do not exceed 2 reheat cycles. If reheating, the asphalt rubber binder must be from 375 to 415 degrees F before use.

During reheating, you may add CRM. The CRM must not exceed 10 percent by weight of the asphalt rubber binder. Allow added CRM to react for at least 45 minutes. Reheated asphalt rubber binder must comply with the specifications for asphalt rubber binder. 37-2.04B(6) Precoated Aggregate
Before precoating with asphalt binder, aggregate for an asphalt rubber binder chip seal must comply with the gradation requirements shown in the following table:

Asphalt Rubber Binder Chip Seal Aggregate Gradation
Quality characteristic Test method Requirement
1/2" 3/8"
Gradation (% passing by weight) sieve size:

California Test
202
3/4" 100 100
1/2" 85–90 95–100
3/8" 0–30 70–85
No. 4 0–5 0–15
No. 8 -- 0–5
No. 200 0–1 0–1
37-2.04C Construction
37-2.04C(1) General
Reserved
37-2.04C(2) Equipment
Distributor trucks must be equipped with:

1. Mixing and heating unit

2. Observation platform on the rear of the truck for an observer on the platform to see the nozzles and unplug them if needed
37-2.04C(3) Asphalt Rubber Binder Application
Apply the asphalt rubber binder when the ambient temperature is from 60 to 105 degrees F and the pavement surface temperature is at least 55 degrees F.

Do not apply the asphalt rubber binder unless enough aggregate is available at the job site to cover the asphalt rubber binder within 2 minutes. Intersections, turn lanes, gore points, and irregular areas must be covered within 15 minutes.

Do not apply asphalt rubber binder when pavement is damp or during high wind conditions. If authorized, you may adjust the distributor bar height and distribution speed and use shielding equipment during high wind conditions.

When applied, the temperature of the asphalt rubber binder must be from 385 to 415 degrees F.

Apply the asphalt rubber binder at a rate from 0.55 to 0.65 gal/sq yd. You may reduce the application rate by 0.050 gal/sq yd in the wheel paths.
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37-2.04C(4) Precoated Aggregate Spreading
Spread aggregate at a rate from 28 to 40 lb/sq yd. Do not spread aggregate more than 200 feet ahead of the completed initial rolling.
37-2.04C(5) Rolling and Sweeping
Perform initial rolling within 90 seconds of spreading aggregate. If authorized for final rolling, you may use a steel-wheeled roller weighing from 8 to 10 tons in static mode only.

Perform a final sweeping before Contract acceptance. The final sweeping must not dislodge aggregate. 37-2.04D Payment
Measurement and payment for Asphalt Rubber Binder Chip Seal is included in the applicable unit price for Rubber Cape Seal. Payment will include costs for all work and materials specified herein. 37-3 SLURRY SEALS AND MICRO-SURFACINGS
37-3.01 GENERAL
37-3.01A General
37-3.01A(1) Summary
Section 37-3.01 includes general specifications for applying slurry seals and micro-surfacings. 37-3.01A(2) Definitions
Reserved
37-3.01A(3) Submittals
At least 15 days before starting placement of a slurry seal or micro-surfacing, submit:

1. Samples for:

1.1. Asphaltic emulsion slurry seal, two 1-quart samples of asphaltic emulsion

1.2. Polymer modified asphaltic emulsion slurry seal, two 1-quart samples of polymer modified asphaltic emulsion

1.3. Micro-surfacing, two 1-quart samples of micro-surfacing emulsion

2. Asphaltic emulsion, polymer modified asphaltic emulsion, or micro-surfacing emulsion data as follows:

2.1. Supplier and Type/Grade of asphaltic emulsion

2.2. Type of modifier polymer for polymer modified asphaltic emulsion or micro-surfacing emulsion

2.3. Copy of the specified test results for asphaltic emulsion, polymer modified asphaltic emulsion, or micro-surfacing emulsion

3. 50 lb of aggregate

4. Aggregate test results for the followings:

4.1. Gradation

4.2. Los Angeles Rattler

4.3. Percent of crushed particles

4.4. Sand equivalent

4.5. Durability
At least 10 days before starting placement of a slurry seal or micro-surfacing, submit a laboratory report of test results and the proposed mix design from an AASHTO re:source accredited laboratory for asphalt emulsions and pavement preservation. The laboratory must sign the laboratory report and mix design.

The report must include:

1. Test results used in the mix design compared with specification requirements

2. Proportions based on the dry weight of aggregate, including ranges, for:

2.1. Aggregate

2.2. Water

2.3. Additives

2.4. Mineral filler

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3. Recommended changes to the proportions based on heating the mixture to 100 degrees F and mixing for 60 seconds, if atmospheric temperatures during application will be 90 degrees F or above, for:

3.1. Water

3.2. Additives

3.3. Mineral filler

4. Quantitative moisture effects on the aggregate's unit weight determined under ASTM C29M If the mix design consists of the same materials covered by a previous laboratory report, you may submit the previous laboratory report that must include material testing data performed within the previous 12 months for authorization.

If you change any of the materials in the mix design, submit a new mix design and laboratory report at least 10 days before starting slurry seal or micro-surfacing work.

Submit a certificate of compliance as specified for asphaltic emulsion in section 94-1.01C with each shipment of asphaltic emulsion, polymer modified asphaltic emulsion, or micro-surfacing emulsion.

Submit quality control test results for the quality characteristics within the reporting times allowance after sampling shown in the following table:

Quality Control Test Reporting Requirements
Quality characteristic Maximum reporting time
allowance
Los Angeles Rattler loss (max, %) 2 business days
Percent of crushed particles (min, %) 2 business days
Durability (min) 2 business days
Gradation (% passing by weight) 48 hours
Sand equivalent (min) 48 hours
Moisture content (%) 48 hours
Within 3 business days after taking asphaltic emulsion, polymer modified asphaltic emulsion or microsurfacing emulsion quality control samples, submit the authorized laboratory's test results. 37-3.01A(4) Quality Assurance
37-3.01A(4)(a) General
Your authorized laboratory must be able to perform International Slurry Surfacing Association tests and mix design.
37-3.01A(4)(b) Quality Control
37-3.01A(4)(b)(i) General
For mix designs, quality control laboratories must be AASHTO re:source accredited for pavement preservation.
37-3.01A(4)(b)(ii) Aggregate
For aggregate, the authorized laboratory must perform sampling and testing at the specified frequency and location for the following quality characteristics:
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Aggregate Quality Control
Quality characteristic Test method Minimum sampling and testing frequency Location of sampling
Los Angeles Rattler
loss (max, %)
At 500 rev
California Test 211 1st day of production See California Test 125 Percent of crushed
particles (min, %) AASHTO T 335 1st day of production See California Test 125 Sand equivalent (min) California Test 217 1 per working stockpile per day See California Test 125
Durability (min) California Test 229 1st day of production See California Test 125 Gradation (% passing
by weight) California Test 202 1 per working stockpile per day See California Test 125 Moisture content, from
field stockpile (%) AASHTO T 255a 1 per working stockpile per day See California Test 125 aTest aggregate moisture at field stockpile every 2 hours if you are unable to maintain the moisture content to within a maximum daily variation of ±0.5 percent. 37-3.01A(4)(b)(iii) Slurry Seals and Micro-surfacings
Reserved
37-3.01A(4)(c) Department Acceptance
Slurry Seal and micro-surfacing acceptance is based on:

1. Visual inspection for the following:

1.1. Uniform surface texture throughout the work limits

1.2. Marks in the surface:

1.2.1. Up to 4 marks in the completed slurry seal or micro-surfacing surface that are up to 1 inch wide and up to 6 inches long per 1,000 square feet of slurry seal or microsurfacing placed

1.2.2. No marks in the completed slurry seal or micro-surfacing surface that are over 1 inch wide or 6 inches long

1.3. Excessive raveling consisting of the separation of the aggregate from the asphaltic emulsion, polymer modified asphaltic emulsion or micro-surfacing emulsion

1.4. Bleeding consists of the occurrence of a film of asphaltic material on the surface of the slurry seal or micro-surfacing

1.5. Delaminating of slurry seal or micro-surfacing from the existing pavement

1.6. Rutting or wash-boarding

2. Department's sampling and testing for compliance with the requirements for aggregate shown in the following table:

Aggregate Gradation Acceptance Criteria
Quality characteristic Test method Requirements
Type I Type II Type III
Gradation (% passing by weight) sieve size:

California
Test 202
3/8" -- 100 100
No. 4 100 94–100 70–90
No. 8 90–100 65–90 45–70
No. 16 60–90 40–70 28–50
No. 30 40–65 25–50 19–34
No. 200 10–20 5–15 5–15
An aggregate gradation test represents 300 tons or 1 day's production, whichever is less.

If test results for aggregate gradation do not comply with the specifications, you may remove the slurry seal or micro-surfacing represented by the test results or request it remain in place with a payment deduction. If your request is authorized, the Department deducts:
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1. $1.75 per ton of slurry seal for each noncompliant aggregate gradation

2. $2.00 per ton of micro-surfacing for each noncompliant aggregate gradation 37-3.01B Materials
37-3.01B(1) General
Additional water must not cause separation of the asphaltic emulsion, polymer modified asphaltic emulsion, or micro-surfacing emulsion from the aggregate before placement.

You may use an additive that does not adversely affect the slurry seal or micro-surfacing. 37-3.01B(2) Aggregate
Aggregate must be rock dust. Aggregate must be free from vegetable matter, deleterious substances, caked or clay lumps, and oversized particles.

Aggregate for a slurry seal and micro-surfacing must comply with the gradations shown in the following table:

Aggregate Gradation
Quality characteristic Test
method
Requirements
Type I Type II Type III
Gradation (% passing by weight) sieve size:

California
Test 202
3/8" -- 100 100
No. 4 100 94–100 70–90
No. 8 90–100 65–90 45–70
No. 16 60–90 40–70 28–50
No. 30 40–65 25–50 19–34
No. 200 10–20 5–15 5–15
37-3.01C Construction
37-3.01C(1) General
Before applying slurry seals or micro-surfacings, cover manholes, valve and monument covers, grates, and other exposed facilities located within the area of application using plastic or oil resistant construction paper secured by tape or adhesive to the facility being covered. Reference the covered facilities with enough control points to relocate the facilities after application of the slurry seals or micro-surfacings. 37-3.01C(2) Proportioning
Proportion slurry seal and micro-surfacing ingredients in compliance with the authorized mix design. 37-3.01C(3) Mixing and Spreading Equipment
37-3.01C(3)(a) General
Mixing and spreading equipment for slurry seals and micro-surfacings must proportion the asphaltic emulsions, water, aggregate, and any additives by volume and mix them in continuous pug mill mixers.

Introduce emulsions into the mixer with a positive displacement pump. If you use a variable-rate pump, the adjusting unit must be sealed in its calibrated position.

Introduce water into the mixer through a meter that measures gallons.

Choose a truck mounted mixer-spreader or continuous self-loading mixer spreader. 37-3.01C(3)(b) Truck Mounted Mixer Spreaders
Truck mounted mixer spreaders must comply with:

1. Rotating and reciprocating equipment must be covered with metal guards.

2. Proportion aggregate using a belt feeder with an adjustable cutoff gate. The Engineer verifies the height of the gate opening.

3. Belt feeder must have a depth monitor device. The depth monitor device must automatically shut down power to the belt feeder when the aggregate depth is less than 70 percent of the target depth.

4. Separate monitor device must detect the revolutions of the belt feeder. This device must automatically shut down power to the belt feeder if it detects no revolutions. If the belt feeder is an integral part of the equipment's drive chain, the monitor device is not required.

5. Aggregate belt feeder must be connected directly to the drive on the emulsion pump. The aggregate feeder drive shaft must have a revolution counter reading the nearest 0.10 revolution for microsurfacing, and nearest 1 revolution for slurry seal. 565
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6. Emulsion storage must be equipped with a device that automatically shuts down power to the emulsion pump and aggregate belt feeder when the level of stored emulsion is lowered. To allow for normal fluctuations, there may be a delay of 3 seconds between detection of low emulsion storage levels or low aggregate depths and automatic power shut down.

7. Emulsion storage must be located immediately before the emulsion pump.

8. Emulsion storage tank must have a temperature indicator at the pump suction level. The indicator must be accurate to ±5 degrees F.

9. No-flow and revolution warning devices must be in working condition. Low-flow indicators must be visible while walking alongside the equipment.
37-3.01C(3)(c) Continuous Self-Loading Mixer Spreaders
Continuous self-loading mixer spreaders must be automatically sequenced and self-propelled. The mixing machine must deliver each material to a double shafted mixer and discharge the mixed material on a continuous flow basis. The mixing machines must have sufficient storage capacity to maintain a continuous supply of material to the proportioning controls. The mixing machine operators must have full control of forward and reverse speeds during placement. 37-3.01C(3)(d) Spreader Boxes
The spreader boxes used to spread slurry seals and micro-surfacings must be:

1. Capable of spreading the slurry seal or micro-surfacing a minimum of 12 feet wide and preventing the loss of slurry seal or micro-surfacing.

2. Equipped with flexible rubber belting on each side. The belting must contact the pavement to prevent the loss of slurry seal or micro-surfacing from the box.

3. Equipped to uniformly apply the slurry seal or micro-surfacing on superelevated sections and shoulder slopes. Micro-surfacing spreader box must be equipped with reversible motor driven augers.

4. Equipped with a series of strike-off devices at its rear:

4.1. The leading strike off device must be:

4.1.1. Fabricated of a suitable material such as steel or stiff rubber

4.1.2. Designed to maintain close contact with the pavement during spreading

4.1.3. Capable of obtaining the specified thickness

4.1.4. Capable of being adjusted to the various pavement cross sections

4.2. The final strike-off device must be:

4.2.1. Fabricated of flexible material that produces a uniform texture in the finished surface

4.2.2. Cleaned daily and changed if longitudinal scouring occurs in the slurry seal of microsurfacing

5. Clean and free of slurry seal or micro-surfacing at the start of each work shift. 37-3.01C(3)(e) Shoulder Equipment
Spread the slurry seal or micro-surfacing on shoulders with a device such as an edge box that forms clean and straight joints and edges.
37-3.01C(3)(f) Equipment Calibration
Equipment calibration must comply with the MPQP. Notify the Engineer at least 5 business days before calibrating.

If the Department authorizes a truck or continuous mixer spreader, its calibration is valid for 6 months provided you:

1. Use the same truck or continuous mixer spreader verified with a unique identifying number

2. Use the same materials in compliance with the authorized mix design

3. Do not perform any repair or alteration to the proportioning systems Calibrate the adjustable cut-off gate settings of each truck or continuous mixer spreader on the project to achieve the correct delivery rate of aggregate and emulsion per revolution of the aggregate feeder under the MPQP.

Checks must be performed for each aggregate source using an authorized vehicle scale.

Individual checks of the aggregate belt feeder's delivery rate to the pug mill mixer must not vary more than 2 percent from the average of 3 runs of at least 3 tons each. 566
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Before using a variable-rate emulsion pump, the pump must be calibrated and sealed in the calibrated condition under the MPQP.

Individual checks of the emulsion pump's delivery rate to the pug mill mixer must not vary more than 2 percent from the average of 3 runs of at least 500 gal each. 37-3.01C(4) Surface Preparation
Immediately before applying slurry seals or micro-surfacings, clean the surface to receive slurry seals or micro-surfacings by removing any extraneous material affecting adhesion of the slurry seal or microsurfacing with the existing surface. Use self-propelled power brooms for surface cracks smaller than 3/4”.

Cracks larger than 3/4" shall be cleaned by air blasting. Air pressure should be a minimum of 97 psi (670kPa) with a flow of 2.5 ft3/s (0.07m3/s). Air blasting equipment must be equipped with moisture and oil traps. A Backpack blower is not acceptable as air blasting equipment.

Before applying slurry seals or micro-surfacings, cover manholes, valve and monument covers, grates, or other exposed facilities located within the area of application, using a plastic or oil resistant construction paper secured by tape or adhesive to the facility being covered. Reference the covered facilities with enough control points to relocate the facilities after the application of the chip seal.

For all roads prior to applying slurry seals or micro-surfacings, clean cracks, sweep the roadway of all debris, vegetation, and loose material, and pick up and dispose all debris and pavement markers.

Cracks, holes and depressions in the pavement surface shall be pre-treated with acceptable crack filler prior to application of the slurry seal. All cracks 1/4 inch to1 inch wide shall treated in accordance with Section 37-6.

Surface preparation includes minor HMA surface patching outside of areas specified for base repair as may be authorized by the Engineer, including potholes and broken pavement edges. Surface preparation includes occasional surface grinding of minor bumps, patches to improve ride quality, wedge grinding and clearing lip of gutters. It is anticipated that surface patching and surface grinding will occur concurrent with base repairs.

Apply "Tack Coat" to new HMA surfaces prior to chip sealing. 37-3.01C(5) Placement
37-3.01C(5)(a) General
If truck-mounted mixer-spreaders are used, keep at least 2 operational spreaders at the job site during placement.

Spread slurry seals and micro-surfacings uniformly and do not spot, rehandle, or shift the mixture.

However, in areas inaccessible to spreading equipment, spread the slurry seal or micro-surfacing mixtures with hand tools or other authorized methods. If placing with hand tools, lightly dampen the area first.

You may fog the roadway surface with water ahead of the spreader box. The fog spray must be adjusted for pavement:

1. Temperature

2. Surface texture

3. Dryness
You determine the application rates for slurry seals or micro-surfacings and the Engineer authorizes the application rates. Spread within 10 percent of authorized rate.

The mixtures must be uniform and homogeneous after spreading, and there must not be separation of the emulsion and aggregate after setting.
37-3.01C(5)(b) Weather Conditions
Only place slurry seals or micro-surfacings if both the pavement and air temperatures are at least 50 degrees F and rising. The expected high temperature must be at least 65 degrees F within 24 hours after placement.

Do not place slurry seals or micro-surfacings if rain is imminent or the air temperature is expected to be below 36 degrees F within 24 hours after placement.
37-3.01C(5)(c) Joints
Transverse and longitudinal joints must be:

1. Uniform

2. Straight

3. Neat in appearance
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4. Without material buildup

5. Without uncovered areas
Transverse joints must be butt-type joints.

Prevent double placement at transverse joints over previously placed slurry seals or micro-surfacings.

Place longitudinal joints:

1. On centerlines, lane lines, edge lines, or shoulder lines

2. With overlaps not more than 4 inches
You may request other longitudinal joint patterns if they do not adversely affect the slurry seals or microsurfacings.

The maximum difference between the pavement surface and the bottom edge of a 12-foot straightedge placed perpendicular to the longitudinal joint must be 0.04 foot. 37-3.01C(5)(d) Finished Surfaces
Finished slurry seals or micro-surfacings must be smooth and free of irregularities such as scratch or tear marks. You may leave up to 4 marks that are up to 1 inch wide and 6 inches long per 75 linear feet of slurry seal or micro-surfacing placed. Do not leave any marks that are over 1 inch wide or 6 inches long. 37-3.01C(5)(e) Maintenance Sweeping
Sweep the slurry seals or micro-surfacings 24 hours after placement without damaging the slurry seals or micro-surfacings. For 4 days afterwards, sweep the slurry seals or micro-surfacings daily unless determined otherwise by the Engineer.
37-3.01C(5)(f) Repair of Early Distress
The slurry seals or micro-surfacings must not show bleeding, raveling, separation, or other distresses for 15 days after placing. If bleeding, raveling, delaminating, rutting, or wash-boarding occurs after placing the slurry seals or micro-surfacings, make repairs using an authorized method. 37-3.01D Payment
Not Used
37-3.02 SLURRY SEALS
37-3.02A General
37-3.02A(1) Summary
Section 37-3.02 includes specifications for applying slurry seals.

Applying a slurry seal consists of spreading a mixture of asphaltic emulsion or polymer modified asphaltic emulsion, aggregate, additives, and water on a surface or pavement. 37-3.02A(2) Definitions
Reserved
37-3.02A(3) Submittals
Immediately after sampling, submit two 1-quart samples of asphaltic emulsion or polymer modified asphaltic emulsion taken in the presence of the Engineer. 37-3.02A(4) Quality Assurance
37-3.02A(4)(a) General
Reserved
37-3.02A(4)(b) Quality Control
37-3.02A(4)(b)(i) General
Take two 1-quart samples of asphaltic emulsion and polymer modified asphaltic emulsion for Department acceptance testing.
37-3.02A(4)(b)(ii) Asphaltic Emulsion
For asphaltic emulsions, the quality control laboratory must perform sampling and testing at the specified frequency and location for the quality characteristics shown in the following table:
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Quick-Setting Asphaltic Emulsion
Quality characteristic Test method
Minimum sampling
and testing
frequency
Sampling location
Saybolt Furol Viscosity, at 25 °C
(Saybolt Furol seconds)
AASHTO T 59 Minimum 1 per day
per delivery truck Delivery truck Sieve test (%)
Storage stability, 1 day (%)
Residue by distillation (%)
Particle chargea
Tests on Residue from Distillation Test:

Penetration, 25 °C AASHTO T 49 Minimum 1 per day
per delivery truck Ductility AASHTO T 51 Delivery truck Solubility in tricloroethylene AASHTO T 44 aIf the result of the particle charge is inconclusive, the asphaltic emulsion must be tested for pH under ASTM E70. Grade QS-1h asphaltic emulsion must have a minimum pH of 7.3. Grade CQS-1h asphaltic emulsion must have a maximum pH of 6.7.
37-3.02A(4)(b)(iii) Polymer Modified Asphaltic Emulsion For polymer modified asphaltic emulsions, the quality control laboratory must perform sampling and testing at the specified frequency and location for the quality characteristics shown in the following table:

Quick-Setting Polymer Modified Cationic Asphaltic Emulsion Quality characteristic Test method
Minimum sampling
and testing
frequency
Sampling
location
Tests on emulsion:

AASHTO T 59
Minimum 1 per day
per delivery truck Delivery truck
Saybolt Furol Viscosity at 25 °C
(Saybolt Furol seconds)
Sieve test (%) AASHTO T 59
Storage stability after 1 day (%) AASHTO T 59
Residue by evaporation (min, %) AASHTO T 59a
Particle charge AASHTO T 59
Tests on residue by evaporation:

Penetration at 25 °C AASHTO T 49
Minimum 1 per day
per delivery truck Delivery truck
Ductility at 25 °C (min, mm) AASHTO T 51
Torsional recovery (min, %)
or
Elastic recovery, 25 °C (min, %)
California Test 332
AASHTO T 301 aFollow the temperature guidelines under section 94-1.02F. 37-3.02A(4)(c) Department Acceptance
For a slurry seal asphaltic emulsion and polymer modified asphaltic emulsion, acceptance is based on the Department's sampling and testing for compliance with the requirements for the quality characteristics specified.

Aggregate acceptance is based on the Department's sampling and testing for compliance with the requirements shown in the following table:
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Aggregate Acceptance Criteria
Quality characteristic Test method Requirement
Los Angeles Rattler loss (max, %):

At 500 rev
California Test
211a 35
Percent of crushed particles (min, %) California Test 205 95 Durability (min) California Test 229 55
Sand equivalent (min):

Type I
Type II
Type III
California Test 217 45
55 60 aCalifornia Test 211 must be performed on the source aggregate before crushing.

A sand equivalent test represents 300 tons or 1 day's production, whichever is less.

If test results for sand equivalent do not comply with the specifications, you may remove the slurry seal represented by the test results or request it remain in place with a payment deduction. If your request is authorized, the Department deducts $1.75 per ton of slurry seal for each noncompliant sand equivalent test.
37-3.02B Materials
37-3.02B(1) General
Reserved
37-3.02B(2) Asphaltic Emulsions
The asphaltic emulsion must be Grade CQS-1h.
37-3.02B(3) Polymer Modified Asphaltic Emulsions
A polymer modified asphaltic emulsion must be grade PMCQS-1h.

A polymer modified asphaltic emulsion must consist of an elastomeric polymer mixed with an asphaltic material uniformly emulsified with water and an emulsifying or stabilization agent.

A polymer modified asphaltic emulsion must use either neoprene polymer or butadiene and styrene copolymer. The polymer must be homogeneous and milled into the asphaltic emulsion at the colloid mill. 37-3.02B(4) Aggregate
Aggregate must comply with the quality characteristic requirements shown in the following table:

Aggregate Requirements
Quality characteristic Test method Requirement
Los Angeles Rattler loss (max, %):

At 500 rev California Test 211a 35
Percent of crushed particles (min, %) California Test 205 95 Durability (min) California Test 229 55
Sand equivalent (min):

Type I
Type II
Type III
California Test 217 45
55 60 aCalifornia Test 211 must be performed on the source aggregate before crushing. The aggregate supplier must certify that the crushed aggregate being used on the project is manufactured from the source aggregate complying with the LA Rattler requirements. 37-3.02B(5) Slurry Seal Mix Design
The slurry seal mix design, using project source aggregate, an asphaltic emulsion, and set-control agents if any, must comply with the requirements shown in the following table:
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Slurry Seal Mix Design Requirements
Quality characteristic Test methoda Requirement
Consistency (max, mm) Technical Bulletin 106 30
Wet stripping Technical Bulletin 114 Pass
Compatibility Technical Bulletin 115 Passb
Cohesion test, within 1 hour (min, kg-mm) Technical Bulletin 139 200 Wet track abrasion (max, g/m2) Technical Bulletin 100 810 aTest methods are by the International Slurry Surfacing Association. bMixing test must pass at the maximum expected air temperature at the job site during placement.

The mix design must have the percent of asphaltic residue, based on percentage by weight of the dry aggregate, within the ranges shown in the following table:

Slurry seal type Residue range
Type I 10–16
Type II 7.5–13.5
Type III 6.5–12.0
Determine the exact percentage based on the design asphalt binder content and the asphalt residual content of the asphaltic emulsion furnished.
37-3.02C Construction
37-3.02C(1) General
Reserved
37-3.02C(2) Proportioning
After proportioning, slurry seal mixtures must be workable. 37-3.02C(3) Mixing and Spreading Equipment
Reserved
37-3.02C(4) Placement
The slurry seal spread rates must be within the ranges shown in the following table:

Slurry Seal Spread Rates
Slurry seal type Application range
(lb of dry aggregate/sq yd)
Type I 8–12
Type II 10–18
Type III 20–25
Within 4 hours after placement, slurry seals must be set enough to allow traffic without pilot cars. Protect slurry seals from damage until it has set and will not adhere or be picked up by vehicle tires. Slurry seals must not exhibit distress from traffic such as bleeding, raveling, separation or other distresses. 37-3.02D Payment
Measurement and payment for Slurry Seals is included in the applicable unit price for Type II Slurry Seal.

Payment will include costs for all work and materials specified herein. 37-3.03 MICRO-SURFACINGS
37-3.03A General
37-3.03A(1) Summary
Section 37-3.03 includes specifications for applying micro-surfacings.

Applying a micro-surfacing consists of spreading a mixture of a micro-surfacing emulsion, water, additives, mineral filler, and aggregate on the pavement. 37-3.03A(2) Definitions
Reserved
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37-3.03A(3) Submittals
Immediately after sampling, submit two 1-quart samples of micro-surfacing emulsion taken in the presence of the Engineer.
37-3.03A(4) Quality Assurance
37-3.03A(4)(a) General
Reserved
37-3.03A(4)(b) Quality Control
37-3.03A(4)(b)(i) General
Reserved
37-3.03A(4)(b)(ii) Micro-surfacing Emulsions
Take two 1-quart samples of micro-surfacing emulsion for Department acceptance testing.

For a micro-surfacing emulsion, the quality control laboratory must perform sampling and testing at the specified frequency and location for the quality characteristics shown in the following table:

Micro-Surfacing Emulsion
Quality characteristic Test method Minimum sampling
and testing frequency
Sampling
location
Tests on emulsion:

Saybolt Furol Viscosity, at 25°C
(Saybolt Furol seconds) AASHTO T 59 Minimum 1 per day
per delivery truck Delivery truck Storage stability, 1 day (max, %) Sieve test (max, %)
Residue by distillation or
evaporation (min, %) AASHTO T 59 Minimum 1 per day per delivery truck Delivery truck Tests on residue:

Penetration at 25 °C AASHTO T 49
Minimum 1 per day
per delivery truck Delivery truck
Softening point (min, °C) AASHTO T 53
Torsional recovery (min, %)
or
Elastic recovery, 25 °C (min, %)
California Test 332
AASHTO T 301
37-3.03A(4)(c) Department Acceptance
For micro-surfacing emulsions, acceptance is based on the Department's sampling and testing for compliance with the requirements shown in the following table:

Micro-surfacing Emulsion Acceptance Criteria
Quality characteristic Test method Requirement
Tests on emulsion:

Saybolt Furol Viscosity at 25 °C
(Saybolt Furol seconds)
AASHTO T 59 15–90
Sieve test (%) AASHTO T 59 0.30
Storage stability, 1 day (max, %) AASHTO T 59 0–1
Settlementa, 5 days (max, %) ASTM D244 5
Residue by evaporation (min, %) California Test 331 62
Tests on residue by evaporation:

Penetration at 25 °C AASHTO T 49 40–90
Softening point (min, °C) AASHTO T 53 57 aSettlement test on emulsion is not required if used within 48 hours of shipment.

Acceptance of aggregate, except mineral filler, is based on the Department's sampling and testing for compliance with the requirements shown in the following table:
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Aggregate Acceptance Criteria
Quality characteristic Test method Requirement
Los Angeles Rattler loss (max, %):

At 500 rev California Test 211a35
Percent of crushed particles (min, %) California Test 205 95 Durability (min) California Test 229 65
Sand equivalent (min):

Type II
Type III
California Test 217 65
65 aCalifornia Test 211 must be performed on the aggregate before crushing. The aggregate supplier must certify that the crushed aggregate being used on the project is manufactured from the source aggregate complying with the LA Rattler requirements.

An aggregate sand equivalent test represents 300 tons or 1 day's production, whichever is less.

If the test results for aggregate sand equivalent do not comply with the specifications, you may remove the micro-surfacing represented by the test results or request it remain in place with a payment deduction.

If your request is authorized, the Department deducts $2.00 per ton of micro-surfacing for each noncompliant aggregate sand equivalent test.
37-3.03B Materials
37-3.03B(1) General
Reserved
37-3.03B(2) Micro-surfacing Emulsions
A micro-surfacing emulsion must be grade MSE.

A micro-surfacing emulsion must be a homogeneous mixture of asphalt, an elastomeric polymer, and an emulsifier solution.

Add an elastomeric polymer modifier to asphalt or emulsifier solution before emulsification. 37-3.03B(3) Aggregate
Aggregate must comply with the quality characteristic requirements shown in the following table:

Aggregate Requirements
Quality characteristic Test method Requirement
Los Angeles Rattler loss (max, %):

At 500 rev California Test 211a 35
Percent of crushed particles (min, %) California Test 205 95 Durability (min) California Test 229 65
Sand equivalent (min):

Type II
Type III
California Test 217 65
65 aCalifornia Test 211 must be performed on the source aggregate before crushing. The aggregate supplier must certify that the crushed aggregate being used on the project is manufactured from the source aggregate complying with the LA Rattler requirements. 37-3.03B(4) Mineral Fillers
If a mineral filler is used, it must be type I or type II portland cement. A mineral filler used during mix design must be used during production.
37-3.03B(5) Micro-Surfacing Mix Designs
The micro-surfacing mix design must have the material proportion limits shown in the following table:

Micro-surfacing Mix Design Proportion Limits
Material Proportion limits
Micro-surfacing emulsion asphalt residual content (%
of dry weight of aggregate)

5.5–10.5
Water and additives As Required
Mineral filler (% of dry weight of aggregate) 0–3
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The micro-surfacing mix design must comply with the requirements shown in the following table:

Micro-surfacing Mix Design Requirements
Quality characteristics Test methoda Requirement
Wet cohesion:

At 30 minutes (set) (min, kg-cm)
At 60 minutes (traffic) (min, kg-cm)
Technical Bulletin 139 12
20 Excess asphalt (max, g/m2) Technical Bulletin 109 540 Wet stripping (min, %) Technical Bulletin 114 90
Wet track abrasion loss
6-day soak (max, g/m2) Technical Bulletin 100 810
Displacement:

Lateral (max, %)
Specific gravity after 1,000 cycles of 57
kg (max)
Technical Bulletin 147A 5

2.10 Classification compatibility (min, grade
points) Technical Bulletin 144 (AAA, BAA) 11
Mix time at 25 °C (min) Technical Bulletin 113 Controllable to 120 seconds aTest methods are by the International Slurry Surfacing Association. 37-3.03B(6) Tack Coats
If there is a bid item for tack coat, you must coat the pavement surface with an asphaltic emulsion mixed with additional water before applying a micro-surfacing. The maximum ratio of water to asphaltic emulsion must be 2 to 1. Apply the tack coat at a rate from 0.08 to 0.15 gal/sq yd. The exact rate must be authorized.

You determine the grade of slow-setting or quick setting asphaltic emulsion to be used. 37-3.03C Construction
37-3.03C(1) General
Reserved
37-3.03C(2) Proportioning
Field conditions may require adjustments to the proportions within the authorized mix design during construction.
37-3.03C(3) Mixing and Spreading Equipment
37-3.03C(3)(a) General
Reserved
37-3.03C(3)(b) Scratch Course Boxes
Spread the scratch courses with the same type of spreader box used to spread micro-surfacings except use an adjustable steel strike-off device instead of a final strike-off device. 37-3.03C(3)(c) Wheel Path Depression Boxes
Each wheel path depression box must have adjustable strike-off device between 5 and 6 feet wide to regulate depth. The wheel path depression box must also have devices such as hydraulic augers capable of:

1. Moving the mixed material from the rear to the front of the filling chamber

2. Guiding larger aggregate into the deeper section of the wheel path depression

3. Forcing the finer material towards the outer edges of the spreader box 37-3.03C(4) Test Strips
If micro-surfacing placement will require more than 1 day, you must construct a test strip. The test strip must be:

1. From 300 to 450 feet long

2. The same as the full production micro-surfacing

3. On 1 of the application courses specified at an authorized location

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If multiple application courses are specified, you may construct test strips over 2 days or nights.

The Engineer evaluates the test strip after traffic has used it for 12 hours. If the Engineer determines the mix design or placement procedure is unacceptable, make modifications and construct a new test strip for the Engineer's evaluation.
37-3.03C(5) Placement
37-3.03C(5)(a) General
Reserved
37-3.03C(5)(b) Repair Wheel Path Depressions
If repairing wheel path depressions is shown in plans, fill wheel path depressions and irregularities with micro-surfacing material before spreading micro-surfacing. If the depressions are less than 0.04 foot deep, fill with a scratch course. If the depressions are 0.04 foot deep or more, fill the depressions using a wheel path depression box.

Spread scratch courses by adjusting the steel strike-off of a scratch course box until it is directly in contact with the pavement surface.

Spread micro-surfacings with a wheel path depression box leaving a slight crown at the surface. Use multiple applications to fill depressions more than 0.12 foot deep. Do not apply more than 0.12 foot in a single application.

Allow traffic to compact each filled wheel path depression for a minimum of 12 hours before placing additional micro-surfacings.
37-3.03C(5)(c) Micro-surfacing Pavement Surfaces
The micro-surfacing spread rates must be within the ranges shown in the following table:

Micro-surfacing type Application range (lb of dry
aggregate/sq yd)
Type II 10–20
Type IIIa 20–32
Type IIIb 30–32 aOver asphalt concrete pavement.
bOver concrete pavement and concrete bridge decks.

Within 2 hours after placement, micro-surfacings must be set enough to allow traffic without pilot cars.

Protect the micro-surfacings from damage until it has set and will not adhere or be picked up by vehicle tires. Micro-surfacings must not exhibit distress from traffic such as bleeding, raveling, separation or other distresses.
37-3.03D Payment
Measurement and payment for Micro-Surfacings is included in the applicable unit price for Type II Microsurface. Payment will include costs for all work and materials specified herein. 37-3.04 RUBBERIZED AND MODIFIED SLURRY SEALS
Reserved
37-6 CRACK TREATMENTS
37-6.01 GENERAL
37-6.01A Summary
Section 37-6 includes specifications for treating cracks in asphalt concrete pavement. 37-6.01B Definitions
Reserved
37-6.01C Submittals
If your selected crack treatment material is on the Authorized Material List for flexible pavement crack treatment material, submit a certificate of compliance including:

1. Manufacturer's name

2. Production location

3. Brand or trade name
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4. Designation

5. Batch or lot number

6. Crack treatment material type

7. Contractor or subcontractor name

8. Contract number

9. Lot size

10. Shipment date

11. Manufacturer's signature
If your selected crack treatment material is not on the Authorized Material List for flexible pavement crack treatment material, submit a sample and test results from each batch or lot 20 days before use. Testing must be performed by a quality control laboratory and test results must comply with the specifications.

Test reports must include the information specified for the certificate of compliance submittal. Each hotapplied crack treatment material sample must be a minimum of 3 lb and submitted in a silicone release container. Each cold-applied crack treatment material sample must be a minimum of 2 quarts and submitted in a plastic container.

At least 10 days before the start of work, submit sand gradation test results under California Test 202.

Submit the following with each delivery of crack treatment material to the job site:

1. Manufacturer's heating and application instructions

2. Manufacturer's SDS

3. Name of the manufacturer's recommended detackifying agent 37-6.01D Quality Assurance
37-6.01D(1) General
Hot-applied crack treatment material must be sampled at least once per project in the Engineer's presence. Collect two 3-pounds-minimum samples of crack treatment material from the dispensing wand into silicone release boxes.

Cold-applied crack treatment material must be sampled at least once per project in the Engineer's presence. Collect 2 samples of crack treatment material from the dispensing wand into 1-quart containers.
37-6.01D(2) Quality Control
Reserved
37-6.01D(3) Department Acceptance
Crack treatment acceptance is based on:

1. Visual inspection for uniform filling of cracks throughout the work limits including:

1.1. Crack treatment is not more than a 1/4 inch below the specified level

1.2. Sealant failures

1.3. Crack re-opening

1.4. Crack overbanding is less than 3 inches wide

2. The Department's sampling and testing for compliance with the requirements shown in the following table:
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Crack Treatment Acceptance Criteria
Quality characteristica Test methodb Requirement
Type 1 Type 2 Type 3 Type 4 Type 5
Softening point (min, °C) ASTM D36 102 96 90 84 84
Cone penetration at 77 °F
(max) ASTM D5329 35 40 50 70 90
Resilience at 77 °F, unaged
(%) ASTM D5329 20–60 25–65 30–70 35–75 40–80
Flexibility (°C)c ASTM D3111 0 0 0 -11 -28
Tensile adhesion (min, %) ASTM D5329 300 400 400 500 500 Specific gravity (max) ASTM D70 1.25 1.25 1.25 1.25 1.25 Asphalt compatibility ASTM D5329 Pass Pass Pass Pass Pass Sieve test (% passing) See note d 100 100 100 100 100 aCold-applied crack treatment material residue collected under ASTM D6943, Method B and sampled under ASTM D140 must comply with the grade specified. bExcept for viscosity, cure each specimen at a temperature of 23 ± 2 °C and a relative humidity of 50 ± 10 percent for 24 ± 2 hours before testing.
c
For the flexibility test, the specimen size must be 6.4 ± 0.2 mm thick by 25 ± 0.2 mm wide by 150 ±

0.5 mm long. The test mandrel diameter must be 6.4 ± 0.2 mm. The bend arc must be 180 degrees.

The bend rate must be 2 ± 1 seconds. At least 4 of 5 test specimens must pass at the specified test temperature without fracture, crazing, or cracking.
dFor hot-applied crack treatment, dilute with toluene and sieve through a no. 8 sieve. For coldapplied crack treatment, sieve the material as-received through a no. 8 sieve. If the manufacturer provides a statement that added components.
37-6.02 MATERIALS
37-6.02A General
Reserved
37-6.02B Crack Treatment Material
A crack treatment material must comply with the requirements shown in the following table:

Crack Treatment Material
Quality characteristica Test methodb Requirement
Type 1 Type 2 Type 3 Type 4 Type 5
Softening point (min, °C) ASTM D36 102 96 90 84 84
Cone penetration at 77 °F (max) ASTM D5329 35 40 50 70 90 Resilience at 77 °F, unaged (%) ASTM D5329 20–60 25–65 30–70 35–75 40–80 Flexibility (°C)c ASTM D3111 0 0 0 -11 -28
Tensile adhesion (min, %) ASTM D5329 300 400 400 500 500 Specific gravity (max) ASTM D70 1.25 1.25 1.25 1.25 1.25 Asphalt compatibility ASTM D5329 Pass Pass Pass Pass Pass Sieve test (% passing) See note d 100 100 100 100 100 aCold-applied crack treatment material residue collected under ASTM D6943, Method B and sampled under ASTM D140 must comply with the grade specifications. bExcept for viscosity, cure each specimen at a temperature of 23 ± 2 °C and a relative humidity of 50 ± 10 percent for 24 ± 2 hours before testing.
c
For the flexibility test, the specimen size must be 6.4 ± 0.2 mm thick by 25 ± 0.2 mm wide by 150 ±

0.5 mm long. The test mandrel diameter must be 6.4 ± 0.2 mm. The bend arc must be 180 degrees.

The bend rate must be 2 ± 1 seconds. At least 4 of 5 test specimens must pass at the specified test temperature without fracture, crazing, or cracking.
dFor hot-applied crack treatment, dilute with toluene and sieve through a no. 8 sieve. For coldapplied crack treatment, sieve the material as-received through a no. 8 sieve. If the manufacturer provides a statement that added components passed the no. 16 sieve before blending, this requirement is void.
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A crack treatment material must be delivered to the job site with the information listed below. If crack treatment material is delivered to the job site in containers, each container must be marked with the following information.

1. Manufacturer's name

2. Production location

3. Brand or trade name

4. Designation

5. Crack treatment trade name

6. Batch or lot number

7. Maximum heating temperature

8. Expiration date for cold application only
Hot-applied crack treatment must be delivered to the job site premixed in cardboard containers with meltable inclusion liners or in a fully meltable package.

Cold-applied crack treatment must have a minimum shelf life of 3 months from the date of manufacture. 37-6.02C Sand
Sand applied to tacky crack treatment material must be clean, free of clay, and comply with the gradation shown in the following table:

Sand Gradation
Quality characteristic Test
method Requirement
Gradation (% passing by weight) sieve size:

California
Test 202
No. 4 100
No. 50 0–30
No. 200 0–5
37-6.03 CONSTRUCTION
Treat cracks from 1/4 to 1 inch in width for the entire length of the crack. Fill or repair cracks wider than 1 inch as ordered. Filling cracks wider than 1 inch is change order work.

If treating cracks on a traffic lane adjacent to a shoulder, treat the cracks on the shoulder.

For hot-applied crack treatment material, rout cracks or saw cut to form a reservoir.

Cracks must be clean and dry before treating. Before treating, blast cracks with oil-free compressed air at a pressure of at least 90 psi.

If the pavement temperature is below 40 degrees F or if there is evidence of moisture in the crack, use a hot air lance immediately before applying crack treatment. The hot air lance must not apply flame directly on the pavement.

Heat and apply hot-applied crack treatment material under with the manufacturer's instructions.

Apply cold-applied crack treatment material with a distributor kettle, a piston, or a diaphragm barrel pump that can deliver from 50 to 75 psi. The application line must have a pressure gauge and a filter. The pressure in the application line must not exceed 20 psi. The pressure gauge must have a regulator. Use a high-pressure hose with a 1/2-inch NPT swivel connection and a dispensing wand.

Apply crack treatment with a nozzle inserted into the crack. Fill the crack flush. If after 2 days the crack treatment is more than 1/4 inch below the specified level, the sealant fails, or the crack re-opens, re-treat the crack.

Immediately remove crack treatment material that is spilled or deposited on the pavement surface.

Before opening to traffic, apply sand or the manufacturer's recommended detackifying agent to tacky crack treatment material on the traveled way.

Sweep up excess sand before opening to traffic.
37-6.04 PAYMENT
Measurement and payment for crack sealing will be included in the applicable unit price for Type II Slurry Seal, Type II Microsurface and Rubber Cape Seal. Payment will include costs for all work and materials specified herein.
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SECTION 32 17 23 PAVEMENT MARKINGS
All work shall conform to Section 20 of the City of West Sacramento Standard Specifications and Section 81 and 84 of the State Standard Specifications.

SECTION 20

TRAFFIC STRIPING, SIGNING AND PAVEMENT MARKINGS

20.01 THERMOPLASTIC TRAFFIC STRIPES AND PAVEMENT MARKINGS Thermoplastic traffic stripes and pavement markings shall conform to the provisions in Section 84, “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 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 85, “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 81, “Misc. Traffic Control Devices”, 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 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. 579
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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 Highway 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 after the curing period for each treatment type.

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.

20.05 REMOVAL OF EXISTING PAVEMENT MARKERS
Removal of existing pavement markers shall conform to the provisions in Section 15, “Existing Highway 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 56-2, “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
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. 580
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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
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 6-1.07, “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.

20.10 MEASUREMENT AND PAYMENT
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All thermoplastic traffic stripes shall be measured by the linear foot along the line of the traffic stripe, without deductions for gaps in broken (skipped) traffic stripes. Payment for all thermoplastic traffic stripes of the widths designated in the contract documents, shall be per linear foot and shall include full compensation for furnishing all labor, material, tools, equipment, primer, incidentals and establishing alignment to completely install the thermoplastic traffic stripes.

All thermoplastic pavement markings and legends shall be measured by the square foot of the actual area covered. All thermoplastic pavement markings and legends shall be paid for by the square foot of actual area covered and shall include full compensation for furnishing all labor, material, tools, equipment, primer, incidentals and lay-out work to completely install the thermoplastic pavement markings and legends.

All existing traffic striping to be removed shall be measured by lump sum. All existing pavement markings to be removed shall be measured by lump sum. Payment for units measured shall include all labor, materials, tools, equipment, and incidentals for removing existing traffic striping and pavement markings and applying fog seal coat all in accordance with the plans, specifications, and as directed by the City Engineer.

Payment for pavement markers removed shall include all labor, materials, tools, equipment and incidentals for removing existing pavement markers all in accordance with the plans, specifications, and as directed by the City Engineer.

The Contract unit price paid for roadside signs shall include all labor, materials, tools, equipment, concrete, and incidentals for installing the roadside signs complete, and no additional compensation will be allowed therefore.

Payment for furnishing and installing non-illuminated street name signs and other sign panels on traffic signal standards and mast arms, including furnishing all mounting hardware, shall be considered as included in the contract price paid for signal and lighting and no separate payment will be made therefore. 81 MISCELLANEOUS TRAFFIC CONTROL DEVICES
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
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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

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.
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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- 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 markers must be packaged in a way that prevents damage.

Each package must be marked with:

1. Manufacturer's name

2. Type

3. Color

4. Quantity

5. Lot number
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6. 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:

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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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:

1. Have positive displacement pumps

2. 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.
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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
81-4–81-7 RESERVED
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
84 MARKINGS
84-1 GENERAL
84-1.01 GENERAL
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
84-2 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. 587
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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:

1. Certificate of compliance, including the material name, lot or batch number, and manufacture date

2. METS notification letter stating that the material is authorized for use, except for thermoplastic and primer

3. SDS

4. 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:

1. Brookfield Thermosel viscosity

2. Hardness

3. Yellowness index, white only

4. Daytime luminance factor

5. Yellow color, yellow only

6. Glass bead content

7. Binder content
The date of the test must be within 1 year of use.

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:

1. 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:
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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

2. 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

3. 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

4. Color chromaticity limits for green route shield markings at nighttime must plot within the boundaries shown in the following table:

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

5. 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

6. 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

7. 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:
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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

8. 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.

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-2·lx-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 mcd·m-2·lx-1 for white stripes and markings and 500 mcd·m-2·lx-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.
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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
Methyl methacrylate traffic paint must:

1. Be on the Authorized Material List for methyl methacrylate traffic striping and pavement marking

2. 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:

1. Have well defined edges

2. Be uniform

3. Be free from runs, bubbles, craters, drag marks, stretch marks, and debris A completed traffic stripe must:

1. Be straight on a tangent alignment
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2. Be a true arc on a curved alignment

3. Not deviate from the width shown by more than:

3.1. 1/4 inch on a tangent alignment

3.2. 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 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:

1. Allow wet ground recesses to dry a minimum of 24 hours

2. Remove all powdery residue from dry recess

3. 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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Retroreflectivity Requirements
Traffic stripe material White (min, mcd·m-2·lx-1) Yellow (min, mcd·m-2·lx-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:

1. To all roadway surfaces except for asphaltic surfaces less than 6 months old

2. At a minimum rate of 1 gallon per 300 square feet

3. 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.
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. 593
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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:

1. Coat of two-component paint

2. Application of large gradation glass beads recommended by the two-component paint manufacturer

3. 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:

1. Fresh paint could become damaged by rain, fog, or condensation

2. 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.

On 2-lane highways:

1. 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

2. 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

3. 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
The payment quantity for a traffic stripe is the length measured along the line of the traffic stripe without deductions for gaps in the broken traffic stripe.

The payment quantity for a pavement marking is the area covering it. 594
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A double traffic stripe consisting of two 6-inch-wide or 8-inch-wide stripes are measured as 2 traffic stripes except for painted traffic stripes, warranty tape, and sprayable thermoplastic traffic stripes.

A double sprayable thermoplastic traffic stripe consisting of two 6-inch-wide or 8-inch-wide stripes are measured as single traffic stripe.

A double painted traffic stripe consisting of two 6-inch-wide or 8-inch-wide stripes separated by a 3-inchwide or wider black stripe is measured as a single traffic stripe.

A double warranty tape traffic stripe consisting of two 6-inch-wide or 8-inch-wide stripes separated by a 3- inch-wide or wider black stripe is measured as a single traffic stripe.

The payment quantity for contrast stripe consisting of white or yellow stripe with a black stripe placed along one or both sides, or adjacent to traffic stripe is the length measured along the line of the contrast stripe without deductions for gaps in the broken traffic stripe.

The Department pays for contrast stripe as a separate item when adjacent to extruded thermoplastic, enhanced wet night visibility, and methyl methacrylate. 84-3 CONTRAST TREATMENT
84-3.01–84-3.10 RESERVED
84-4–84-7 RESERVED
84-8 RUMBLE STRIPS
84-8.01 GENERAL
84-8.01A Summary
Section 84-8 includes specifications for constructing rumble strips. 84-8.01B Definitions
rumble strip: Band of raised material or indentations formed or grooved in the traveled way on the centerline or shoulders that is used to alert or warn drivers. 84-8.01C Submittals
Reserved
84-8.01D Quality Assurance
Reserved
84-8.02 MATERIALS
Not Used
84-8.03 CONSTRUCTION
84-8.03A General
Select the method and equipment for constructing ground-in indentations.

Do not construct rumble strips:

1. On structures, approach slabs, or concrete weigh-in-motion slabs

2. At intersections

3. Bordering two-way left turn lanes, driveways, or other high-volume turning areas

4. Within 6 inches of any concrete pavement joint
Modify rumble strip spacing to avoid locating a groove on a concrete pavement joint.

Construct rumble strips within 2 inches of the alignment shown. Rumble strip equipment must be equipped with a sighting device that enables the operator to maintain the rumble strip alignment.

Indentations must comply with the dimensions shown and not vary more than:

1. 10 percent in length

2. 0.06 inch in depth

3. 10 percent in width

4. 1 inch in center-to-center spacing between rumble strips Grind or remove and replace noncompliant rumble strip indentations at locations determined by the Engineer. Ground surface areas must be neat and uniform in appearance.

Grinding equipment must be equipped with a vacuum attachment to remove residue from the roadbed.

The noise level created by the combined grinding activities must not exceed 86 dBA when measured at a distance of 50 feet at right angles to the direction of travel. 595
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Break rumble strips before and after intersections, driveways, railroad crossings, freeway gore areas, and freeway ramps. Place breaks and break distances as shown. You may adjust breaks and the break distances as needed at low-volume driveways or other locations if authorized. 84-8.03B Rumble Strips in Concrete Pavement
Construct rumble strips by grinding indentations in concrete pavement.

Concrete pavement must be hardened before grinding the indentations. Do not construct indentations until (1) 10 days after concrete placement and (2) the concrete has developed a modulus of rupture of 550 psi when tested under California Test 523.

Remove grinding residue under section 13-4.03E(7).
84-8.03C Rumble Strips in Asphalt Concrete Pavement
Construct rumble strips in the top layer of HMA and asphalt concrete surfacing by the ground-in method.

Dispose of the removed material.

On ground areas, apply a fog seal coat under section 37-4.02. 84-8.04 PAYMENT
The payment quantity for any type of rumble strip is the length measured by the station along the length of the rumble strip without deductions for gaps between indentations. 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:

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

2. Stripes of varying material.

3. 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 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.
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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:

1. Asphalt concrete

2. Portland cement concrete

3. Friction course asphalt concrete

4. Grooved Portland cement concrete

5. Polymer concrete

6. 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 areas outside of the removal limits.

The blast head must:

1. Be able to maintain a constant height above the road surface

2. Be adjustable vertically and horizontally

3. Be affixed to a mechanically driven vehicle with adjustable forward speed

4. 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
The payment quantity for remove traffic stripe is the measured length.

The payment quantity for remove traffic stripe includes the gaps in broken traffic stripes. Payment for removal of markers, paint or marking material evident in a gap is included in the payment for remove traffic stripe of the type involved.

If no bid item is shown on the Bid Item List for remove pavement marking, remove pavement marking is paid for as remove traffic stripe and the payment quantity for 1 square foot of pavement marking is 2 linear feet.
597
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84-10–84-15 RESERVED
598
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Appendix
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PART 7 APPENDIX
599
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Appendix
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PART 8 CONTRACT DRAWINGS
(BOUND SEPERATELY)
600
601
602

CITY COUNCIL AGENDA REPORT
MEETING DATE: June 18, 2025 ITEM # 13
SUBJECT:

CONSIDERATION OF RESOLUTION 25-51 APPROVING THE FINAL MAP, SUBDIVISION

IMPROVEMENT AGREEMENT AND DEVELOPMENT REIMBURSEMENT AGREEMENT FOR SUBDIVISION 5142, NEWPORT ESTATES UNIT 13
INITIATED OR REQUESTED BY: REPORT COORDINATED OR PREPARED BY:
[ ] Council [X] Staff
[ ] Other
Candido Ramirez, Senior Civil Engineer
Community Development Department
ATTACHMENT [X] Yes [ ] No [ ] Information [ ] Direction [X] Action

OBJECTIVE
This item seeks City Council adoption of Resolution 25-51 approving the Final Map for Newport Estates Unit 13, Subdivision 5142 (Final Map), and Council approval of the associated Subdivision Improvement Agreement and Development Reimbursement Agreement.

RECOMMENDED ACTION
Staff respectfully recommends that the City Council:

1. Adopt Resolution 25-51 (Attachment 1), approving the Final Map for Newport Estates Unit 13, Subdivision 5142;

2. Approve the associated Subdivision Improvement Agreement;

3. Approve a Development Reimbursement Agreement; and

4. Authorize the City Manager or designee to execute all agreements listed in this agenda report.

BACKGROUND
On March 18, 2021, the Planning Commission conditionally approved Newport Estates 13 Vesting Tentative Subdivision Map 5142. The map subdivides 11.81 acres into 59 single family residential lots, 2 lettered lots for pedestrian access, storm drain and landscaping purposes. Lots 53 through 59 will include a private storm drain and tree preservation easement.

On June 4, 2025, the City Council approved agenda item 9, an Affordable Housing Agreement for this project.

The property is owned by Seecon Financial and Construction Company, and is bounded on the west by Village Parkway, east by the Sacramento River Levee, north by rural residential and south by vacant land. (See Attachment 2.)

ANALYSIS
All conditions of approval of the tentative map have been satisfied for this Final Map.

The Draft Final Map is included as Attachment 3. Approval of the Final Map includes acceptance of all lands, rights-of-way, and easements offered for dedication on the map. Offers are identified in the Owner’s Statement on the map and include an offer for rights-of-way and public service easements.

Acceptance of the offers of dedication is typically subject to the completion of improvements, including underground utilities, roadways, landscaping, etc. on behalf of the public.

Improvement plans have been reviewed and approved by Community Development Department staff. Approval of the Subdivision Improvement Agreement (see Attachment 4) will ensure the completion of the public improvements. Related performance and payment securities required by the City’s Subdivision Ordinance, and specified in the Subdivision Improvement Agreement, have been submitted by the Developer.

This project will build 726 lineal feet of Class 1 trail consistent with the BTMP. Condition of Approval #90 identifies this item as reimbursable. Therefore, the developer is entitled to reimbursement in accordance with the City’s reimbursement policy. Traffic Impact Fee credits to a maximum amount of $263,619 may be issued for this project. Attachment 5 is the Development Reimbursement Agreement for this item.

Environmental Considerations
The Planning Commission found the Tentative Map is within the scope of the EIR prepared for the General Plan 2035, and no new substantially more adverse impacts would occur through implementation of the proposed 603 Newport Estates Unit 13
June 18, 2025

project. As a result, no new environmental document is required consistent with State CEQA Guidelines Sections 15162 and 15168(C)(2).

Commission Recommendation
Not Applicable.

Strategic Plan Integration
Approval of this Final Map and Subdivision Improvement Agreement will allow further development of Southport and promote a number of Council strategic planning goals, including creating Vibrant Neighborhoods, through Quality City Infrastructure where our residents Feel Safe and Secure, and Enjoy Comfortable Living.

Alternatives
In accordance with Section 66458 of the Government Code, if the map conforms to all requirements of the Subdivision Map Act and the local Subdivision Ordinance applicable at the time of the tentative map approval or conditional approval and any ruling made thereunder, the map shall be approved at the meeting at which the map is received, or at the next meeting.

The Subdivider for Final Map 5142 has satisfied all applicable tentative map conditions required prior to approval of the Map. Under State law, the City must approve the Final Map. Therefore, it is recommended that City Council adopt Resolution 25-51, approving Final Map 5142.

Coordination and Review
The Final Map for Newport Estates Unit 12 and its associated Subdivision Improvement Agreement have been reviewed and approved by the Community Development Department and the City Surveyor with input from Public Works Operations staff.

The Development Reimbursement Agreement has been reviewed by Development Engineering the Finance Department.

Budget/Cost Impact
Staff and City Surveyor costs associated with the processing of the Final Map are reimbursed by the developer.

ATTACHMENTS

1. Resolution 25-51

2. Vicinity Map

3. Draft Final Map

4. Subdivision Improvement Agreement

5. Development Reimbursement Agreement
604
Attachment 1
RESOLUTION 25-51

A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF WEST SACRAMENTO

APPROVING THE FINAL MAP, SUBDIVISION IMPROVEMENT AGREEMENT, AND DEVELOPMENT REIMBURSEMENT AGREEMENT FOR SUBDIVISION 5142, NEWPORT ESTATES, UNIT 13
WHEREAS, said Final Map for Subdivision 5142 has been prepared and presented to the City Council of the City of West Sacramento for approval; and WHEREAS, said Final Map, located between the Sacramento River and Moonflower, creates 59 single family residential lots; and WHEREAS, said Final Map includes offers of dedication for various public easements, and rights-of-way subject to improvement; and WHEREAS, the Planning Commission approved the Tentative Subdivision Map at a regular Planning Commission meeting on March 18, 2021; and WHEREAS, as a condition of approval of said Final Map, the completion of certain improvements are required; and
WHEREAS, a Subdivision Improvement Agreement has been prepared committing the Developer to the construction of the improvements; and WHEREAS, the Developer has submitted the required securities as outlined in the Subdivision Improvement Agreement in order to ensure the availability of adequate funds to complete the improvements; and
WHEREAS, said Final Map and Subdivision Improvement Agreement satisfy the conditions of approval and mitigation measures of said Tentative Map, and said Final Map conforms to the requirements of the Subdivision Map Act and local ordinances; and WHEREAS, approval of the Development Reimbursement Agreement will allow the developer to be reimbursed for the value of a Regional Trail along the south boundary of the project;
WHEREAS, the Developer has complied with all applicable conditions of the Development Agreement by and between the City and the Developer.

NOW, THEREFORE, BE IT RESOLVED AND ORDERED that the City Council of the City of West Sacramento hereby approves the Final Map for Subdivision 5142, Newport Estates, Unit 13, and accepts, subject to improvement, the lands, rights-of-way, easements, offered for dedication in conformity with the terms of dedication. 605
Attachment 1
BE IT FURTHER RESOLVED AND ORDERED that the City Council of the City of West Sacramento hereby approves the Development Reimbursement Agreement.

PASSED AND ADOPTED at a regular meeting of the City Council of the City of West Sacramento on this 18th day of June, 2025, by the following vote:

AYES:

NOES:

ABSENT:

ATTEST:

Martha Guerrero, Mayor
Jennifer Cusmir, City Clerk
606

SANSOME ST

BERRY CREEK RD

DEL MAR CT

CORANADO ST

PORTOLA ST

HEARST ST

RIVA DR

SAN MARCO ST

MALIBU CT

GOLD HILL ST

MARINA GREENS DR

NAUTICA CT

NEPTUNE CT

FONTANA ST

COLUMBUS RD

ALTURAS CT

CORTINA RD

LA JOLLA ST

FILLMORE PL

HIGHLAND DR

LOCKS DR

GRANT CT

GEARY ST

MILANO DR

POMO CT

SPOONBILL RD

COLUSA RD

APACHE ST

CRESTED ST

MOJAVE DR

HOOPA RD

CLOVERDALE RD

SIERRA RD

WHITNEY PL

SHASTA WAY

WIGEON ST

RUMSEY PL

BLACKFOOT RD

HOPLAND ST

YUROK PL

BENTON ST

PEPPERTREE RD

RUBICON WAY

CEDAR CT

GREENBRIER RD

MOONFLOWER ST

SIERRA RD

CHINOOK RD

SPRUCE WAY

CASCADE ST

BAYBERRY ST

SOUTH RIVER RD

CARMEL CT

LIMEWOOD RD

ELDERBERRY ST

BLUE ROCK ST

ASANTE LN

PRINCETON RD

ORINDA PL

BASTONE CT

ALAMO PL

BIRCH AVE

ALDER WAY

LEMONTREE RD

IRONWOOD WAY

LINDEN RD

CHELAN RD

VILLAGE PKWY

CROWN AVE

LINDEN RD

RAIDER LN

DIABLO ST

BIRMINGHAM AVE

STONE CT

LAKE WASHINGTON BLVD

TOWN CENTER PLZ

STETSON CIR

BRISBANE ST

THORP RD

KINSINGTON ST

ASTER AVE

JEFFERSON BLVD

LAKE WASHINGTON BLVD ARLINGTON RD

ROGUE RIVER CIR ALABAMA CT

MOJAVE DR
West Sacramento Parcel Map
City of West Sacramento, Yolo County, Maxar
Centerline
5/13/2025, 8:01:41 AM
0 500 1,000 2,000 ft
0 200 400 800 m
1:18,056
West Sacramento Staff
This map was generated using the City of West Sacramento Parcel viewer. Information is accurate as of the time it was printed and should be used for reference purposes only. 607
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GRAPHIC SCALE SCALE: 1"=60' 50 25 0 50 100
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SUBDIVISION IMPROVEMENT AGREEMENT
This Agreement is made and entered into this 18th day of June 2025 by and between the City of West Sacramento, hereinafter referred to as “City,” and Seecon Financial & Construction Co., Inc., hereinafter referred to as “Subdivider.”

RECITALS
A. Subdivider has presented to the City a final map of a proposed subdivision of land located within the corporate limits of the City that has been prepared in accordance with the Subdivision Map Act of the State of California, the subdivision ordinances of the City, and the tentative map of the subdivision previously approved by the City Council of the City of West Sacramento.

B. The proposed subdivision of land is commonly known and described as Subdivision No. 5142, Newport Estates Unit 13, and is hereinafter referred to as “the Subdivision.”
C. Subdivider has requested approval of the final map prior to the completion of landscaping improvements that are required by the Subdivision Map Act, the subdivision ordinances of the City, and the tentative map (and approvals given in connection therewith), approved by the City. The foregoing improvements are hereinafter referred to as “the Required Improvements.” NOW, THEREFORE, the parties agree as follows:

1. Performance of Work. Subdivider agrees to furnish, construct and install at Subdivider’s own expense the Required Improvements. The plans and specifications of the Required Improvements may be modified by the Subdivider as the development progresses, subject to the prior written approval of the City Engineer. Required Improvements include the following:
a) Improvements as shown on the approved plans and specifications of the Subdivision entitled “Improvement Plans for Newport Estates Unit 13,” a copy of which is on file with the Community Development Department, and is incorporated herein by reference, along with any changes or modifications as may be required by the City Engineer or designee (“the Engineer”), due to errors, omissions, or changes in conditions or as provided in West Sacramento Municipal Code 16.44.060(F)(2). The total estimated cost of these Required Improvements, as determined by the Engineer, is Three Million, Seventeen Thousand, Three Hundred-Thirty Nine dollars ($3,017,339). b) Landscape and irrigation and masonry wall improvements as shown on the approved plans for the Subdivision entitled “Newport Estates Unit 13 Landscape Construction Documents”, a copy of which is on file with the Community Development Department, and is incorporated herein by reference, along with any changes or modifications as may be required by the City Engineer or his/her designee (“the Engineer”), due to errors, omissions, or changes in conditions as provided in the West 615
Sacramento Municipal Code Section 16.44.060(F)(2). The total estimated cost of these Required Improvements, as determined by the Engineer, is One Hundred Fifty-Five Thousand, Sixty dollars ($155,060).
c) Street trees within the Subdivision as shown on sheet L1.1 – L1.4 of the approved plans and specifications entitled “Landscape Construction Documents, Newport Estates Unit 13”, a copy of which is on file with the Community Development Department, and is incorporated herein by reference, along with any changes or modifications as may be required by the City Engineer or his/her designee (“the Engineer”), due to errors, omissions, or changes in conditions as provided in the West Sacramento Municipal Code Section 16.44.060(F)(2). The total estimated cost of these Required Improvements, as determined by the Engineer, is Sixteen Thousand Nine Hundred-Five dollars ($16,905).

2. Work; Satisfaction of Director. All of the work on the Required Improvements is to be done at the places, of the materials, and in the manner and at the grades, all as shown upon the approved plans and specifications and the City’s Improvement Standards and Specifications, to the satisfaction of the Director.

3. Injury to Public Improvements, Public Property or Public Utilities Facilities.

Subdivider shall replace or repair, or have replaced or repaired, all public improvements, public utility facilities, and surveying or subdivision monuments which are destroyed or damaged in the performance of any work under this Agreement.

Subdivider shall bear the entire cost of replacement or repairs of any and all public or private utility property damaged or destroyed in the performance of any work done under this Agreement, whether such property is owned by the United States or any agency thereof, or the State of California, or any agency or political subdivision thereof, or by the City or any public or private utility corporation or by any combination of such owners. Any repair or replacement shall be to the satisfaction of the Director.

4. Inspection by City. Subdivider shall at all times provide safe access for inspection by the City to all parts of the Required Improvements and to all places where the Required Improvements are in preparation.

5. Subdivider’s Obligation to Warn Public During Construction. Until final acceptance of the Required Improvements, Subdivider shall give good and adequate warning to the public of each and every dangerous condition existing in said improvements, and will take reasonable actions to protect the public from such dangerous condition.

6. Superintendence by Subdivider. Subdivider shall require each contractor and subcontractor to have a competent foreman on the job at all times when that contractor or subcontractor, or any employee or agent thereof, is performing work on the Required Improvements. In addition, Subdivider shall maintain an office with a telephone and Subdivider or a person authorized to make decisions and to act for Subdivider in Subdivider’s absence shall be available on the job site within three (3) hours of being called at such office by the City during the hours of 9:00 A.M. through 5:00 P.M., 616
Monday through Friday, or any other day or time when work is being performed on the Required Improvements.

7. Work; Time for Commencement and Performance. Work on Required Improvement item 1(a) will be commenced by the Subdivider on or before July 1, 2025 and will be completed on or before July 1, 2027 and work on Required Improvement items 1(b) and 1(c) will be commenced by the Subdivider on or before July 1, 2026, and shall be completed on or before July 1, 2027 provided, however, that the Required Improvements shall not be deemed to be complete until accepted in writing by City Council.

8. Time of Essence; Extension.
a. Time is of the essence of this Agreement. The dates for commencement and completion of the Required Improvements may not be extended, except as provided in this paragraph. The Director may extend the dates for a maximum of one hundred and eighty (180) days due to delays in the work actually caused by inclement weather, riots, strikes, lockouts, fires, earthquakes, floods and conditions resulting therefrom, or for other reason beyond the control of the Subdivider.

Extension of the dates for any other cause or beyond one hundred and eighty (180) days shall be made only by the City Council. Extensions shall be granted only upon a showing of good cause by the Subdivider. The City Council or Director, as appropriate, shall be the sole and final judge as to whether good cause has been shown to entitle the Subdivider to an extension.
b. Requests for extension of the commencement and/or completion date shall be in writing and delivered to the City in the manner hereinafter specified for service of notices. An extension of time, if any, shall be granted only in writing, and an oral extension shall not be valid or binding on the City. c. In the event the City extends the time of commencement and/or completion of the Required Improvements, such extension may be granted without notice by the City to the Subdivider’s surety and shall in no way release any guarantee or security given by the Subdivider pursuant to this Agreement, or relieve or release those providing an improvement security pursuant to this Agreement. The surety or sureties, if any, in executing the securities shall be deemed to have expressly agreed to any such extension of time.
d. In granting any extension of time, the City may require new or amended improvement security in amounts increased to reflect increases in the costs of constructing the Required Improvements or impose other conditions to protect its interests and ensure the timely completion of the Required Improvements.

9. Utility Undergrounding and Relocation Costs. Subdivider shall assume all costs for utility and cable television undergrounding and/or relocation which is not the responsibility of the cable television, gas, electric, telephone, or other utility company 617
under the terms of the franchises with the City or otherwise imposed upon the utility companies by law.

10. Improvement Security. For all Required Improvements listed in Section 1 of this Agreement, the Subdivider shall furnish the City the following Securities concurrently with the execution of this Agreement.
a. Faithful Performance and Payment Security. Two (2) improvement securities as set forth in City of West Sacramento Municipal Code section 16.44.080.

Each security shall be in the amount of one hundred percent (100%) of the total estimated cost of the Required Improvements, as determined by the Director. One improvement security shall secure faithful performance of this Agreement (the “faithful performance” security). The second improvement security shall secure the obligations set forth in Title 15 (commencing with Section 3082) of Part 4 of Division 3 of the Civil Code of the State of California for payment to the contractor, subcontractors and to persons renting equipment or furnishing labor or materials to them for the work (the “payment security”).
b. Guarantee and Warranty Security. Prior to the acceptance of the Required Improvements, the Subdivider shall provide to the City a “guarantee and warranty security” in the amount of ten percent (10%) of the total estimated cost of the Required Improvements, as determined by the Director, to guarantee and warrant the Required Improvements for a period of one year following their completion and acceptance against any defective work or labor done, or defective materials furnished, as required by the City of West Sacramento Municipal Code section 16.44.080. d. Any bonds submitted as security pursuant to this section shall be executed by a surety company authorized to transact a surety business in the State of California. All required securities shall be in a form approved by the City Attorney. e. No change, alteration, or addition to the terms of this Agreement or the plans and specifications incorporated herein shall in any manner affect the obligation of the sureties, except as otherwise provided by the Subdivision Map Act. f. The securities shall be irrevocable, shall not be limited as to time (except as to the one-year guarantee and warranty period) and shall provide that they may be released, in whole or part, only upon the written approval of the Director and as provided in paragraph 11. All securities provided pursuant to this Agreement shall expressly obligate the surety for any extension of time authorized by the City for Subdivider’s completion of the Required Improvements, whether or not the surety is given notice of such an extension by the City.

11.Release of Security.
a. Guarantee and Warranty Security. Any unused portion of the guarantee and warranty security may be released one year after acceptance of the Required Improvements by the City Council. The amount to be released shall first be reduced by the amount deemed necessary by the City to correct any defects in the 618
Required Improvements that are known or believed by the City to exist at the end of the guarantee and warranty period.
b. Payment Security. The payment security may be released thirtyfive (35) days after passage of the time within which claims of lien are required to be recorded pursuant to Article 3 of Chapter 2 of Title 15 of Part 4 of Division 3 of the Civil Code (commencing with Section 3114), but in no event shall such security be released prior to one hundred and twenty (120) days after acceptance of the Required Improvements by the City Council. The amount to be released shall first be reduced by the total of all claims on which an action has been filed and notice thereof given in writing to the City. City expressly may require the surety not to release the amount of security deemed necessary by City to assure payment of reasonable expenses and fees, including reasonable attorney’s fees.
c. Faithful Performance Security. The faithful performance security may be released upon acceptance of the Required Improvements by the City Council.

12.Inspection and Other Fees. The Subdivider shall pay to the City all fees imposed in connection with the construction and inspection of the Required Improvements. These fees must be paid in full prior to the City’s acceptance of the Required Improvements. The fees referred to above are not necessarily the only City fees, charges or other costs that have been, or will be, imposed on the Subdivision and its development, and this Agreement shall in no way exonerate or relieve the Subdivider from paying such other applicable fees, charges, and/or costs.

13.Defense, Indemnification and Hold Harmless. The Subdivider shall defend, indemnify, and hold harmless the City, its officers, employees, agents, and elective and appointive boards from any and all claims, losses, damages, including property damage, personal injury, including death, costs, including attorney fees, and liability of any kind or nature directly or indirectly arising out of or in any way connected with performance under this Agreement and/or the construction of the Required Improvements by the Subdivider, contractor or any subcontractor, or of any person directly or indirectly employed by, or acting as agent for the Subdivider, contractor or any subcontractor, save and except those matters arising from the active negligence of the City.

This defense, indemnification and hold harmless provision shall extend to claims, losses, damage, injury, costs, including attorney fees, and liability for injuries occurring after completion of the construction of the Required Improvements as well as during construction, and shall apply regardless of whether or not the City has prepared, supplied or approved the plans and/or specifications for the Required Improvements or has inspected or accepted the same. Acceptance of insurance required under this Agreement shall not relieve Subdivider from liability under this defense, indemnification and hold harmless provision.

The parties intend that this provision shall be broadly construed to effectuate its purpose.
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14.Environmental Warranty.
a. Prior to the acceptance of any dedications or improvements by City, Subdivider shall certify and warrant that: neither the property to be dedicated nor Subdivider are in violation of any environmental law and neither the property to be dedicated nor the Subdivider are subject to any existing, pending, or threatened investigation by any federal, state or local governmental authority under or in connection with any environmental law. Neither Subdivider nor any third party will use, generate, manufacture, produce, or release, on, under, or about the property to be dedicated, any hazardous substance, except in compliance with all applicable environmental laws.

Subdivider has not caused or permitted the release of, and has no knowledge of the release or presence of, any hazardous substance on the property to be dedicated or the migration of any hazardous substance from or to any other property adjacent to, or in the vicinity of, the property to be dedicated. Subdivider’s prior and present use of the property to be dedicated has not resulted in the release of any hazardous substance on the property to be dedicated. Subdivider shall give prompt written notice to City at the address set forth herein of:
(i) Any proceeding or investigation by any federal, state or local governmental authority with respect to the presence of any hazardous substance on the property to be dedicated or the migration thereof from or to any other property adjacent to, or in the vicinity of, the property to be dedicated; (ii) Any claims made or threatened by any third party against City or the property to be dedicated relating to any loss or injury resulting from any hazardous substance; and
(iii) Subdivider’s discovery of any occurrence or condition on any property adjoining or in the vicinity of the property to be dedicated that could cause the property to be dedicated or any part thereof to be subject to any restrictions on its ownership, occupancy, use for the purpose for which it is intended, transferability, or suit under any environmental law.
b. As used in this Agreement, the term “hazardous substance” includes any hazardous or toxic substance or material or waste, including but not limited to all types of gasoline, oil, and other petroleum hydrocarbons, asbestos, radon, polychlorinated biphenols (PCBs), or any other chemical, material, controlled substance, object, condition, waste, living organism or any combination thereof which is or may be hazardous to human health or safety or to the environment due to its radioactivity, ignitability, corrosivity, reactivity, explosivity, toxicity, carcinogenicity, mutagenicity, phytotoxicity, infectiousness or other harmful properties of effects, which is now, or in the future becomes, listed, defined or regulated in any manner by any federal, state, or local City based directly or indirectly upon such properties.

15.Subdivider’s Insurance. Before signing this Agreement, Subdivider shall have obtained all insurance required under this paragraph and such insurance shall have been approved by the City Attorney as to form and sufficiency. Subdivider shall not 620
allow any contractor or subcontractor to commence work until similar insurance first shall have been so obtained by such contractor or subcontractor and approved by the City Attorney. All requirements herein provided shall appear either in the body of the insurance policies or as endorsements and shall specifically bind the insurance carrier.

Any deductibles or self-insured retentions must be declared to and approved by the City. Upon request by the City, Subdivider shall demonstrate financial capability for payment of such deductibles or self-insured retentions. a. Worker’s Compensation Insurance. Subdivider shall maintain, during the term of this Agreement, workers’ compensation insurance for all of Subdivider’s employees employed at the site of improvement, and in case any work is sublet, Subdivider shall require any contractor or subcontractor similarly to provide workers’ compensation insurance for all contractor’s employees or subcontractor’s employees, unless such employees are covered by the protection afforded by Subdivider. Subdivider shall indemnify and hold harmless the City for any damage resulting to it, including attorney fees, from failure of either Subdivider or any contractor or subcontractor to take out or maintain such insurance. b. Commercial General Liability Insurance. Subdivider shall take out and maintain during the term of this Agreement such commercial general liability insurance as shall insure the City, its elective and appointive boards and commissions, officers, agents and employees, Subdivider and any contractor or subcontractor performing work covered by this Agreement against claims for damages for personal injury, including death, as well as against claims for property or other damage which may arise from Subdivider’s or any contractor’s or subcontractor’s operations hereunder, whether such operations are by Subdivider or any contractor or subcontractor or by anyone directly or indirectly employed by either Subdivider or any contractor or subcontractor. The insurance shall be in an amount not less than one million dollars ($1,000,000) per occurrence.

16.Endorsements. Promptly upon execution of this Agreement and prior to commencement of any work, the Subdivider shall provide the City with certificates of insurance and original endorsements effecting coverage for all insurance policies required by this Agreement. The endorsements and policies shall provide that thirty (30) days’ written notice of any change or cancellation of the insurance policies will be provided to the City. Such insurance and endorsements shall name the City, its officers, employees, agents, boards, commissions, and volunteers as additional insureds with respect to liability arising out of the performance of any work under this Agreement, and shall provide that such insurance is primary insurance with respect to the interest of the City and that of any other insurance maintained by the City. The endorsements and policies shall include a severability of interests (cross-liability) clause, and shall provide that no failure by the Subdivider to comply with any reporting requirements in the policy will injure the rights of the City. The endorsements shall be signed by a person authorized by the insurer to bind coverage on its behalf, and shall be in a form approved by the City Attorney. If requested by the City, Subdivider agrees to furnish one copy of each required policy or endorsement to the City, and additional copies as requested in writing, certified by an authorized representative of the insurer. 621
Approval of the insurance by the City shall not relieve or decrease any liability of Subdivider.

17.Prevailing Wage. In the event it is determined that the Subdivider is required to pay prevailing wages for the work performed under this Agreement, the Subdivider shall pay all penalties and wages as required by applicable law.

18.Title to Required Improvements. The City shall not accept any real property to be dedicated or the Required Improvements unless they are constructed in conformity with the approved plans and specifications, approved modifications, if any, the approved final or parcel map, and City Improvement Standards and Specifications, to the satisfaction of the Director. Until such time as the Required Improvements are accepted by the City, Subdivider shall retain title and shall be responsible for, and bear the risk of loss to, any of the improvements constructed or installed.

Title to and ownership of any real property to be dedicated and the Required Improvements constructed under this Agreement by Subdivider shall vest absolutely in the City upon completion and acceptance in writing of such Required Improvements by City. The City shall not accept the Required Improvements unless title to the Required Improvements is entirely free from lien. Prior to acceptance, Subdivider shall supply the City with appropriate lien releases, at no cost to and in a form acceptable to the City.

19.Repair or Reconstruction of Defective Work. If, within a period of one year after final acceptance by the City Council of the Required Improvements, any improvement or part of any improvement furnished and/or installed or constructed, or caused to be installed or constructed by Subdivider, or any of the work done under this Agreement materially fails to fulfill any of the requirements of this Agreement or the specifications referred to herein, Subdivider shall without delay and without any cost to City, repair, replace or reconstruct any defective or otherwise unsatisfactory part or parts of the improvements. If the Subdivider fails to act promptly or in accordance with this requirement, or if the exigencies of the situation require repairs or replacements to be made before the Subdivider can be notified, then the City may, at its option, make the necessary repairs or replacements or perform the necessary work, and Subdivider shall pay to City the actual cost of such repairs plus fifteen percent (15%) within thirty (30) days of the date of billing for such work by City.

20.Subdivider Not Agent of City. Neither Subdivider nor any of Subdivider’s agents, contractors, or subcontractors are or shall be considered to be agents of the City in connection with the performance of Subdivider’s obligations under this Agreement.

21.Notice of Breach and Default. The following shall constitute a default under this Agreement: If Subdivider refuses or fails to prosecute the work on the Required Improvements, or any part thereof, with such diligence as will ensure its completion within the time specified, or any extension thereof, or fails to complete the Required Improvements within such time; if Subdivider should be adjudged a bankrupt, or 622
Subdivider should make a general assignment for the benefit of Subdivider’s creditors, or if a receiver should be appointed in the event of Subdivider’s insolvency; or if Subdivider or any of Subdivider’s contractors, subcontractors, agents or employees should violate any of the provisions of this Agreement. In the event of Subdivider’s default, Subdivider shall be deemed to be in breach of this Agreement and the City may serve written notice upon Subdivider and Subdivider’s surety, if any, of the breach of this Agreement. Subdivider shall have fifteen (15) days from receipt of written notice by City to cure any default.

22.Breach of Agreement; Performance By Surety or City. In the event Subdivider is in default under this Agreement, and the applicable cure period set forth in paragraph 21 has expired without such default having been cured by Subdivider, the City may thereafter deliver a notice of breach to Subdivider’s surety, if any, and such surety shall have the duty to take over and complete the work on the Required Improvements; provided, however, that if the surety within fifteen (15) days after the serving of such notice of breach upon it does not give the City written notice of the surety’s intent to take over the performance of the Agreement, or does not commence performance thereof within fifteen (15) days after notice to the City of such election, then the City may take over the work and prosecute the same to completion by contract, or by any other method the City may deem advisable, for the account and at the expense of the Subdivider, and the Subdivider’s surety shall be liable to the City for any excess cost or damages incurred by the City. In such event, the City, without liability for so doing, may take possession of and utilize in completing the work such materials, appliances, plants or other property belonging to Subdivider as may be on the site of the work and necessary therefor. The remedy provided by this paragraph is in addition to, and not in lieu of, other remedies available to the City. The City reserves to itself all remedies available to it at law or in equity for a breach of Subdivider’s obligations under this Agreement. In addition to any other remedy the City may have, a breach of this Agreement by the Subdivider shall constitute consent to the filing by the City of a notice of violation against all the lots in the Subdivision. Subdivider agrees that the choice of remedy or remedies for Subdivider’s breach shall be in the discretion of the City.

If the form of improvement security is other than a bond, the City, after giving notice of breach of the Agreement, may proceed to collect against the improvement security in the manner provided by law and by the terms of the security instrument.

23.Building Permit Sign-Off or Issuance of Certificate of Occupancy. In cases where Required Improvement items 1(b) and/or 1(c) have not been accepted in writing by the City prior to building permit sign off or certificate of occupancy, the landscaping along the frontage of the lot in question shall be completed to the satisfaction of the Director prior to building permit sign off or certificate of occupancy.

24.Notices. All notices required under this Agreement shall be in writing, and delivered in person or sent by registered or certified mail, postage prepaid. 623
Notices required to be given to City shall be addressed as follows:

Community Development Director
City of West Sacramento
1110 West Capitol Avenue
West Sacramento, California 95691
Notices required to be given to Subdivider shall be addressed as follows:

Seecon Financial & Construction Co., Inc.
4021 Port Chicago Highway
Concord, CA 94520
Attn: Albert D. Seeno, Jr
Any party may change such address by notice in writing to the other party and thereafter notices shall be addressed and transmitted to the new address.

25.Waiver. The waiver by either party of a breach by the other of any provision of this Agreement shall not constitute a continuing waiver or a waiver of any subsequent breach of either the same or a different provision of this Agreement.

26.Attorney Fees. In the event any legal action is brought to enforce or interpret this Agreement, the prevailing party shall be entitled to an award of reasonable attorney fees, in addition to any other relief to which it may be entitled.

27.Personal Nature of Subdivider’s Obligations/Assignment. All of Subdivider’s obligations under this Agreement are and shall remain the personal obligations of Subdivider notwithstanding a transfer of all or any part of the property within the Subdivision subject to this Agreement, and Subdivider shall not assign any of its obligations under this Agreement without the prior written consent of the City.

28.Acquisition and Dedication of Easements or Rights-of-Way. If any of the Required Improvements are to be constructed or installed on land not within the Subdivision or an already existing public right-of-way, no construction or installation shall be commenced before:
a. The irrevocable offer of dedication or conveyance to City of appropriate rights-of-way, easements or other interests in real property, and appropriate authorization from the property owner to allow construction or installation of the Required Improvements, or
b. The issuance of an order of possession by a court of competent jurisdiction pursuant to the State Eminent Domain Law. Subdivider shall comply in all respects with any such order of possession.

Nothing in this paragraph shall be construed as authorizing or granting an extension of time to Subdivider for completion of the Required Improvements. 624

29.Compliance with Laws. Subdivider, its agents, employees, contractors, and subcontractors shall comply with all federal, state and local laws in the performance of the work required by this Agreement, including but not limited to obtaining all applicable permits and licenses.

30.No Vesting of Rights. Entering into this Agreement shall not be construed to vest Subdivider’s rights with respect to any change in any zoning or building law or ordinance.

31.Approvals by City. Any approval or consent that is to be given by the City under this Agreement shall be in writing, and any approval or consent that is not in writing shall not be binding on the City.

32.Construction and Interpretation. It is agreed and acknowledged by Subdivider that the provisions of this Agreement have been arrived at through negotiation, and that Subdivider has had a full and fair opportunity to revise the provisions of this Agreement and to have such provisions reviewed by legal counsel. Therefore, the normal rule of construction that any ambiguities are to be resolved against the drafting party shall not apply in construing or interpreting this Agreement.

33.Successors and Assigns -- Covenant Running With the Land. This Agreement shall inure to the benefit of, and be binding upon, the successors and assigns of the respective parties. A memorandum of this Agreement shall be recorded in the Office of the Recorder of Yolo County concurrently with the final map or parcel map of the Subdivision. This Agreement shall constitute a covenant running with the land and an equitable servitude upon the real property within the Subdivision.

34.Severability. The provisions of this Agreement are severable. If any portion of this Agreement is held invalid by a court of competent jurisdiction, the remainder of the Agreement shall remain in full force and effect unless amended or modified by mutual written consent of the parties.

35.Actions. Any action by any party to this Agreement, or any action concerning a security furnished pursuant thereto, shall be brought in the appropriate court of competent jurisdiction within the County of Yolo, State of California, notwithstanding any other provision of law which may provide that such action may be brought in some other location. The law governing this Agreement is the law of the State of California.

36.Integration. This Agreement is an integrated agreement. It supersedes all prior negotiations, representations, or agreements, either written or oral.

37.Modification. This Agreement may be amended only by a written instrument signed by the parties. Subdivider shall bear all costs of amendments to this Agreement that are requested by the Subdivider.
625
IN WITNESS WHEREOF, the parties have executed this Agreement as follows:

City of West Sacramento Developer
Seecon Financial & Construction Co., Inc.

By: By:

Amanda Berlin, Assistant City Manager Albert D. Seeno, Jr, Chief Executive Officer Attest:

Jennifer Cusmir, City Clerk
Approved as to form:

Jeff Micthell, City Attorney
626
NO FEE DOCUMENT per Government Code 6103

RECORDING REQUESTED BY AND
WHEN RECORDED MAIL TO:

City of West Sacramento
1110 West Capitol Avenue, First Floor
West Sacramento, CA 95691
Attention: City Clerk

MEMORANDUM OF AGREEMENT
Subdivision No. 5142, Newport Estates Unit 13
This Memorandum of Agreement is made and entered into by and between Seecon Financial & Construction Co., Inc.(“Subdivider”), and the CITY OF WEST SACRAMENTO (“City”), a municipal corporation organized and existing under the laws of the State of California, with respect to the following facts:

City and Developer hereby agree to be bound by all of the terms and conditions contained in the “Subdivision Improvement Agreement” dated May 12, 2025, the terms and conditions of which are made a part hereof as though fully set forth herein, and which Agreement controls the use and development of that certain real property, including any improvements and personal property, situated in the County of Yolo, State of California, described as follows:

Subdivision No. 5142, Newport Estates Unit 13
Executed on this ______ day of _________________, 2025, at ________________________________, ____________________ County, California.

City of West Sacramento Developer
Seecon Financial & Construction Co., Inc.

By: By:

Martha Guerrero, Mayor Albert D. Seeno, Jr, Chief Executive Officer Attest:

Jennifer Cusmir, City Clerk
Approved as to form:

Jeff Micthell, City Attorney
627
A notary public or other officer completing this certificate verifies only the identity of the individual who signed the document to which this certificate is attached, and not the truthfulness, accuracy, or validity of that document.

State of California )
County of )
On before me, ,
Date Here Insert Name and Title of the Officer
personally appeared
Name(s) of Signer(s)
,
who proved to me on the basis of satisfactory evidence to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument.

I certify under PENALTY OF PERJURY under the laws
of the State of California that the foregoing paragraph is true and correct.

WITNESS my hand and official seal.

Signature
Signature of Notary Public
Place Notary Seal Above
628
Development Reimbursement Agreement
Newport Estates Unit 13

DEVELOPMENT REIMBURSEMENT AGREEMENT
Newport Estates Unit 13
This agreement is made this 18th day of June, 2025 by and between the City of West Sacramento, a municipal corporation (“City”), and Seecon Financial & Construction Co., Inc., a California corporation (the “Developer”).

RECITALS
A. The Developer is currently developing a project known as Newport Estates Unit 13, Final Map No. 5142 (the “Project”). A final map has been approved for the Project totaling 59 single-family units.

B. As a condition to the development of the Project, City required Developer to take some or all of the following actions:

1. Design, construct, bond, finance and install certain improvements (the “Public Improvements”) necessary to serve the Project for which impact fees or cash deposits are collected by the City from Developer and from other development projects which may use the Public Improvements;

2. Dedicate land in connection with construction of the Public Improvements, or land needed for the construction of other public improvements (the “Dedicated Land”); and/or

3. Pay, in addition to City impact fees, a portion of the cost of the construction of certain public improvements constructed by other developers and needed for the Project (the “Required Payments”).

C. The “Reimbursable Costs” are defined to be: i) the portion of the Public Improvements in excess of the capacity necessary to serve the Project, including land dedicated by Developer in connection with the construction of the Public Improvements or needed for other public improvements (if applicable); plus ii) the portion of Developer’s Required Payments (if any) in excess of the Developer’s fair share of such costs. These Reimbursable Costs are described, and the estimated amount of reimbursement to which Developer is eligible (the “Reimbursable Amount”) is shown, in Exhibit “A”. Exhibit “A” also identifies the applicable City impact fee, or component thereof, that will be the source of reimbursement.

D. As agreed upon in that certain Subdivision Improvement Agreement for the Project by and between Developer and City and dated June 18, 2025 (the “Subdivision Improvement Agreement”), the Developer has agreed to complete certain Required Improvements according to City specifications.
629
Development Reimbursement Agreement
Newport Estates Unit 13
2 AGREEMENT
NOW, THEREFORE, in consideration of the foregoing and the mutual covenants herein, Developer and City hereby agree as follows:

1. Incorporation of Recitals. The Recitals set forth above are true and correct and are hereby incorporated in full.

2. Reimbursable Amount. The Reimbursable Amount is shown in Exhibit “A”. Exhibit “A” may be modified from time to time by mutual written consent of both parties in accordance with Section 4.8, and the City Manager (or his or her designee) is authorized to approve such modification if cumulatively they do not increase the estimated Reimbursable Amount by more than ten percent (10%).

The parties agree that the Reimbursable Amount is an estimate based on the relevant City Master Plans. The final amount Developer will be eligible to receive for each component of the Reimbursable Amount will be determined as follows:

2.1 Public Improvements. Reimbursement for this component of Reimbursable Costs will be made pursuant to West Sacramento Municipal Code section 16.48.030.

2.2 Dedicated Land. N/A

2.3 Required Payments. The amount shown in Exhibit “A” shall be the final Reimbursable Amount for this component of Reimbursable Costs.

3. Method of Reimbursement. The Developer shall be eligible to receive reimbursement for the Reimbursable Amount through a combination of (1) the refund of applicable impact fees it has paid for the Project (“Tier 1 Payments”), (2) credits against applicable impact fees to be paid by Developer for future building permits (“Tier 2 Credits”), and (3) payment to the Developer by the City from relevant impact fees paid by other projects (“Tier 3 Reimbursements”), all as more specifically set forth below. In all cases reimbursement shall come only from the impact fee, or component thereof, identified in Exhibit “A” as the source of reimbursement for each Reimbursable Cost.

3.1 Refund of Impact Fees Paid by the Developer for the Project (Tier 1 Payments).

At the time of this agreement, the Developer has not obtained building permits, nor paid the applicable impact fees for any units in the Project. If the Developer obtains any building permits for single-family units in the Project prior to the City’s acceptance of the dedicated land per the terms of dedication of Final Map No. 5142 and its associated Subdivision Improvement Agreement, he/she shall be eligible for Tier 1 Payments subject to the timing condition contained in Section 3.4, up to the amount(s) shown in Exhibit “A”.

3.2 Fee Credits on Future Building Permits (Tier 2 Credits). To the extent Developer is not fully reimbursed from payments made pursuant to Section 3.1 above, Developer shall be entitled to credit against future impact fees for the Project, or for other projects for which the Developer would otherwise be required to pay the applicable impact fee, up to the value of the unreimbursed portion of the amount shown in Exhibit “A”.

3.3 Reimbursement from Future Development (Tier 3 Reimbursements). To the extent Developer is not fully reimbursed from payments made pursuant to Section 3.1 or 3.2, 630
Development Reimbursement Agreement
Newport Estates Unit 13
3 Developer shall be eligible to be reimbursed from future impact fees collected by the City from other development projects, subject to the following:

3.3.1 In the case of reimbursements from traffic impact fees for land, reimbursements from future development will be limited to the Project.

3.3.2 City shall be obligated to make reimbursements under this Section 3.3 only when and to the extent City obtains impact fees from other property owners as they improve their properties.

3.3.3 In accordance with Section 16.48.040 of the West Sacramento Municipal Code, and notwithstanding any other provision of this Agreement, City shall not be required to make reimbursements under this Section 3.3 until the limitations period for instituting court action to seek a refund of such fees paid under protests has passed, and no court action has been instituted; in the event court action is instituted, City shall not pay over such funds to the Developer until the court action has been finalized and the authority of the City to collect such charges has been sustained. Furthermore, City shall have the right to turn over the defense of any action seeking refund of amounts paid under protest to the Developer; if the Developer fails to undertake the defense of the action at Developer’s own expense, City may stipulate to return of the funds so paid under protest, and City shall not be further obligated to Developer as to any such funds so refunded. In the event a court action is maintained to prevent City from collecting such funds, City shall have the right to turn over defense of that action to the Developer, who shall agree to hold City harmless from any and all liability thereunder; in the event the Developer fails to undertake defense of the action at Developer’s sole expense, City may stipulate to cease collecting such funds, or enter into any other settlement of the litigation acceptable to City, and Developer shall lose any right to reimbursement under this Agreement.

3.4 Timing of Reimbursement; Payment of Interest.

3.4.1 Subject to the limitations set forth in Section 3.3 and 3.5, Developer shall be eligible for reimbursement under this Agreement ninety (90) days following the last to occur of: i) acceptance by the City of the Public Improvements or dedicated land in accordance with the Subdivision Improvement Agreement; or ii) full execution of this Agreement (the “Date of Eligibility”). The Parties agree that Date of Eligibility determines the earliest point at which Developer may be eligible to receive a reimbursement payment, but does not determine relative priority for receipt of reimbursement as between Developer and other parties eligible for reimbursement from City impact fees.

3.4.2 No interest shall be paid: i) on impact fees paid by Developer at the time of building permit issuance and held until the Date of Eligibility; nor ii) on Reimbursable Costs prior to the Date of Eligibility.

3.4.3 Following the Date of Eligibility, interest will accrue on the un-reimbursed balance of the final Reimbursable Amount at the rate provided in the escalator provision (if any) for each applicable impact fee.

3.5 Acknowledgment of Other Developer Reimbursement Agreements and Uses of Impact Fees. The Developer acknowledges and agrees that the City finances the development of other public improvements in a manner similar to that set forth in this Agreement, and as a result, some or all of the fees that the City will collect or be entitled to collect from other developments may be used to reimburse other developers for eligible public improvements constructed by them. In addition, the City may contract directly for the construction of public 631
Development Reimbursement Agreement
Newport Estates Unit 13
4 improvements using available or anticipated impact fees. Consequently, the City makes no representation or warranty concerning the availability or sufficiency of future fees to provide full reimbursement to the Developer.

4. General.

4.1 Scope of Agreement. This Agreement shall not be construed to limit the right of the City to enlarge, relocate, alter or extend the improvements, nor shall it be construed as a grant to the Developer of any right to any specific capacity in or to the improvements.

4.2 Successors and Assigns. Each and every provision of this Agreement shall be binding and inure to the benefit of the successors in interest of the Parties hereto.

4.3 Location of Parties. It shall be Developer’s responsibility to keep City apprised of Developer’s address during the term of this Agreement. In the event the City is unable to locate the Developer at the time that any of the fees are actually collected, the City shall hold such fees for the benefit of the Developer or its successor or assignee until the expiration of this Agreement. Upon the expiration of this Agreement, any fees not reimbursed to the Developer shall escheat to the City and the City shall be free and clear of any obligation to the Developer.

4.4 Term. This Agreement shall in all cases expire ten (10) years after the date of execution. After such expiration, all of the rights and entitlements of the Developer shall be null and void and Developer shall have no further right to reimbursement for any Reimbursable Cost or interest thereon.

4.5 Integration. This is an integrated Agreement containing all of the consideration, understandings, promises and covenants exchanged between the parties.

4.6 Construction and Interpretation. It is agreed and acknowledged by the parties that the provisions of this Agreement have been arrived at through negotiation, and that the parties have had a full and fair opportunity to revise the provisions of this Agreement and to have such provisions reviewed by legal counsel. Therefore, the normal rule of construction that any ambiguities are to be resolved against the drafting party shall not apply in construing or interpreting this Agreement.

4.7 Choice of Law and Venue. This Agreement shall be interpreted under and governed by the laws of the State of California, except for those provisions preempted by federal law. However, the laws of the State of California shall not be applied to the extent that they would require or allow the court to use the laws of another state or jurisdiction. All parties to this Agreement agree that all actions or proceedings arising in connection with this Agreement shall be tried and litigated only in the County of Yolo or the United States District Court for the Eastern District of California.

4.8 Amendment. This Agreement cannot be altered, amended or modified in any way without the express written consent of each party hereto or their authorized successor in interest.

4.9 Time is of Essence. Time is of the essence for this Agreement.

4.10 Notice. Notices under this Agreement shall be deemed given when delivered by First Class Mail, Postage Prepaid, as follows:
632
Development Reimbursement Agreement
Newport Estates Unit 13
5 City: Developer:

Finance Director Seecon Financial & Construction Co., Inc.

City of West Sacramento 4021 Port Chicago Highway
1110 West Capitol Avenue Concord, CA 94520
West Sacramento, CA 95691 Attn: Albert D. Seeno, Jr.

4.11 Indemnification. Developer shall indemnify, protect and defend the City, its officers, directors, employees and agents, and hold them harmless from any and all claims and liability for bodily injury, death and property damage (“Losses”) arising out of or related to this Agreement or the acts or omissions of City or Developer, or their its officers, employees, agents or independent contractors, and for any and all costs incurred by the City in defending against such claims, including investigator’s, witness and attorneys' fees and court costs, provided that Developer shall not be obligated to indemnify, protect or defend the City from Losses that arise from gross negligence or willful misconduct of City, its officers, employees, agents or contractors. This Section 4.11 shall survive the termination of this Agreement, irrespective of the reason for its termination
IN WITNESS WHEREOF, the Parties hereto have caused this Agreement to be executed by the City and the Developer as follows:

Date: Date:

City of West Sacramento Developer
Seecon Financial & Construction Co., Inc.

By: By:

Amanda Berlin, Assistant City Manager Albert D. Seeno, Jr, Chief Executive Officer Attest:

Jennifer Cusmir, City Clerk
Approved as to form:

Jeff Micthell, City Attorney
633
Development Reimbursement Agreement
Newport Estates Unit 13
Exhibit A
The Reimbursable Costs and Reimbursable Amount
Newport Estates Unit 13
Reimbursable Item Source of Reimbursement (impact fee or component)
Amount
I. Public Improvements City Traffic Impact Fees $263,619

II. Land Dedications N/A N/A
III. Required Payments N/A N/A
Total $263,619
Notes:

1. Value is based on the 2021 Parks, Recreation and Open Space Master Plan Impact Fee Analysis. The table above summarizes the calculations used to derive the reimbursement amount. As the trail is considered an active transportation facility, the source of reimbursement is the Traffic Impact Fee (TIF). First row is for reference, it shows the unit cost per foot in 2021. Second row adjusts the unit cost to 2024 index. Unit cost ($363.11) is then multiplied by the trail length (726 feet) to compute the total reimbursement amount ($263,619). 634
Development Reimbursement Agreement
Newport Estates Unit 13
7 Exhibit B
635
Development Reimbursement Agreement
Newport Estates Unit 13
8 636

CITY COUNCIL AGENDA REPORT
MEETING DATE: June 18, 2025 ITEM # 14
SUBJECT:

CONSIDERATION OF RESOLUTION 25-60 AUTHORIZING THE COLLECTION OF

SPECIAL TAX ON THE SECURED TAX ROLL IN THE SAME MANNER AS THE

ORDINARY AD VALOREM PROPERTY TAXES IN ORDER TO PAY FOR CERTAIN

MAINTENANCE SERVICES
INITIATED OR REQUESTED BY: REPORT COORDINATED OR PREPARED BY:
[ ] Council [X] Staff
[ ] Other
Marc Rotteveel, Senior Finance Analyst
Finance Department
ATTACHMENT [X] Yes [ ] No [ ] Information [ ] Direction [X] Action

OBJECTIVE
The purpose of this action is to collect special tax to pay for certain existing Community Facility District (CFD) maintenance services and to have these taxes placed on the Yolo County secured property tax bill.

RECOMMENDED ACTION
Staff respectfully recommends that the City Council adopt Resolution 25-60 authorizing the collection of special tax to pay for certain Community Facility District services on the secured tax roll in the same manner as the ordinary ad valorem property taxes.

BACKGROUND
Since the City’s incorporation in 1987, all tentative subdivision maps in Southport contain, as a condition of approval, mitigation measures for maintaining street landscaping and lighting. The following language in The Classics Vesting Tentative Subdivision Map # 4319, dated November 20, 1997, is typical:

Prior to or concurrent with the recording of a small lot final map, a Community Facilities District Special Tax shall be authorized for the purpose of and at an amount sufficient to maintain and operate street lighting and street landscaping. To the extent provided by law, this condition shall be binding on all successive property owners.

Accordingly, the following CFDs were established for the financing of certain maintenance services in and for the District:

Community Facilities District A (Gateway)
Community Facilities District B (Newport Estates)
Community Facilities District C (Bridgeway Island)
Community Facilities District D (Southport Industrial Park) Community Facilities District E (The Classics)
Community Facilities District F (Pheasant Hollow)
Community Facilities District G (Gateway Unit IV)
Community Facilities District H (Bridgeway Lakes)
Community Facilities District I (River Ranch)
Community Facilities District J (Parella)
Community Facilities District M (The Rivers)
Community Facilities District N (Parlin)
Community Facilities District O (Linden South)
Community Facilities District P (Ironworks)
Community Facilities District R (Bridge District)
Community Facilities District S (Port Towne)
The City determines the annual maintenance costs for each service district for the fiscal year. Next, the City prepares a list of the parcels subject to the special tax using the records of the County Assessor and other records of the City. The maximum annual special tax per unit has a 4-percent escalation factor each year starting with the base year (year in which the district was formed). Next, the City determines the special tax revenues available by taxing each final unit parcel up to 100 percent of the maximum annual special tax rate. The City requests the County of Yolo to collect on the County property tax rolls the special taxes levied on each parcel by the respective service district.
637
Resolution 25-60
June 18, 2025

ANALYSIS
Commencing in fiscal year 2009-2010, the Treasurer-Tax Collector’s Office at the County of Yolo has required that all special tax levies placed on the property tax rolls include an authorization approved by the City Council.

The authorization outlines the terms of the agreement between the County and the City for collecting the CFDs’ service charges.

The City also manages the placement of taxes on the property tax rolls associated with “facility” CFDs (facility CFDs pay for construction of capital facility improvements which are usually funded by the issuance of bonds), which is being addressed in a separate agenda report also scheduled for June 18, 2025.

Environmental Considerations
Not applicable
Commission Recommendation
Not applicable
Strategic Plan Integration
Adoption of special taxes and fees for service help establish the strong financial base necessary to provide quality services.

Alternatives
Not applicable
Coordination and Review
Yolo County has provided a draft resolution and reserved space on the fiscal year 2025-2026 tax roll.

Budget/Cost Impact
Fees for services such as these support a higher level of service than can be supported by general taxes alone.

All annual maintenance services are fully supported by the special tax.

ATTACHMENTS

1. Resolution 25-60

2. Maintenance Services CFD Map
638
Attachment 1
RESOLUTION 25-60

A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF WEST SACRAMENTO

AUTHORIZING THE COLLECTION OF SPECIAL TAX ON THE SECURED TAX ROLL

IN THE SAME MANNER AS THE ORDINARY AD VALOREM PROPERTY TAXES IN

ORDER TO PAY FOR CERTAIN MAINTENANCE SERVICES
WHEREAS, the City of West Sacramento (hereinafter “City) requests the County of Yolo collect on the County tax rolls certain charges which have been imposed pursuant to Section 53340 of Government Code of the State of California by the City for the following Districts:

Community Facilities District A (Gateway)
Community Facilities District B (Newport Estates)
Community Facilities District C (Bridgeway Island)
Community Facilities District D (Southport Industrial Park) Community Facilities District E (The Classics)
Community Facilities District F (Pheasant Hollow)
Community Facilities District G (Gateway Unit IV)
Community Facilities District H (Bridgeway Lakes)
Community Facilities District I (River Ranch)
Community Facilities District J (Parella)
Community Facilities District M (The Rivers)
Community Facilities District N (Parlin)
Community Facilities District O (Linden South)
Community Facilities District P (Ironworks)
Community Facilities District R (Bridge District)
Community Facilities District S (Port Towne)
NOW, THEREFORE, BE IT RESOLVED by the City Council of the City of West Sacramento that:

1. The special tax shall be collected on the secured real property tax roll in the same manner as ordinary ad valorem taxes are collected. The special tax shall have the same lien priority and be subject to the same penalties and the same procedure and sale in cases of delinquency as provided for ad valorem taxes. In addition, the provisions of Section 53356.1 of the Act shall apply to delinquent special tax payments. The Director of Administrative Services is authorized and directed to provide all necessary information to the Treasurer-Tax Collector of Yolo County and to otherwise take all actions necessary in order to effect proper billing and collection of the special tax, so that the special tax is levied and collected in sufficient amounts and at times necessary to satisfy the financial obligations of the District in each fiscal year.

2. The City agrees, upon reasonable written notice by Yolo County of any claim or challenge, to defend with counsel of its choice, indemnify and hold harmless Yolo County, its Board of Supervisors, officers, officials, agents and employees (collectively “the County”) against the payment of any liabilities, losses, costs and expenses, including attorneys’ fees and court costs, not due to the County’s own negligence or willful misconduct, which the County may incur in the exercise and performance of its powers and duties in placing these assessments onto the County roll and tax bills for the City.

3. The City agrees to pay such reasonable and ordinary charges as the County may prescribe to recoup its costs in placing on the tax rolls and collecting the taxes, assessments, fees and/or charges, as provided by the Government Code sections 29304 and 51800.

4. The City warrants and represents that the taxes, assessments, fees and/or charges imposed by the City and being requested to be collected by Yolo County comply with all requirements of State law, including but not limited to Articles XIIIC and XIIID of the California Constitution (Proposition 218).

PASSED AND ADOPTED by the West Sacramento City Council, this 18th day of June, 2025, by the following vote:
639
Resolution 25-60

AYES:

NOES:

ABSENT:

Martha Guerrero, Mayor
ATTEST:

Jennifer Cusmir, City Clerk
640
CFD B
CFD R
CFD M-T2
CFD M-T1
CFD N-T2
CFD I
CFD G
CFD P
CFD O
CFD D
CFD C
CFD J
CFD H-T3
CFD E
CFD A
CFD H-T1
CFD F
CFD S
CFD H-T4
CFD R
CFD H-T2
CFD O
CFD N-T1
5 5
80 80
80 50
)*+,-80
!"#$5
!"#$ !"#$5 80
!"#$80
8 \MAPPING\CITY_DATA\DEPARTMENTS\FINANCE\CURRENT\PROJECTS\COWS_CFD_MAPS\2022 City Of West Sacramento May 2022 I.T. Division (916) 617-4529 0 1 Mile
1:28000 1 in = 0.44 miles
CFD A
CFD B
CFD C
CFD D
CFD E
CFD F
CFD G
CFD H-T1
CFD H-T2
CFD H-T3
CFD H-T4
CFD I
CFD J
CFD M-T1
CFD M-T2
CFD N-T1
CFD N-T2
CFD O
CFD P
CFD R
CFD S
City of City of
West West
Sacramento Sacramento
Community Community
"Facility" "Facility"
Districts Districts
Attachment 2
641

CITY COUNCIL AGENDA REPORT
MEETING DATE: June 18, 2025 ITEM # 15
SUBJECT:

CONSIDERATION OF RESOLUTION 25-61 AUTHORIZING THE COLLECTION OF

SPECIAL TAX ON THE SECURED ROLL IN THE SAME MANNER AS THE ORDINARY AD

VALOREM PROPERTY TAXES FOR EXISTING COMMUNITY FACILITY DISTRICTS FOR

AUTHORIZED CAPITAL FACILITY CONSTRUCTION PURPOSES
INITIATED OR REQUESTED BY: REPORT COORDINATED OR PREPARED BY:
[ ] Council [X] Staff
[ ] Other
Marc Rotteveel, Senior Finance Analyst
Finance Department
ATTACHMENT [X] Yes [ ] No [ ] Information [ ] Direction [X] Action

OBJECTIVE
The purpose of this action is to collect a special tax associated with Community Facility Districts (CFDs) previously established by the City to fund capital improvements and make debt service payments on outstanding bond debt, and to have these taxes placed on the Yolo County secured property tax bill.

RECOMMENDED ACTION
Staff respectfully recommends that the City Council adopt Resolution 25-61 authorizing the collection of a special tax and to place these taxes on the secured tax roll to be collected in the same manner as the ordinary ad valorem property taxes. Furthermore, the actions recognize that the collection of taxes will be used to pay outstanding bond debt and other purposes previously authorized by the City.

BACKGROUND
Since the City’s incorporation in 1987, the City has formed a number of special financing districts to fund capital improvements which are secured by land-based special taxes. This report deals with 17 “facility” financing districts managed by the City. Under the 1982 “Mello-Roos Act,” cities may issue municipal bonds to finance development projects with high capital costs and pay these costs over time by taxing property owners within the established district. If voters in the area have elected to become a Mello-Roos district, they are responsible for the repayment of these bonds through a special tax, imposed annually based on the Rate and Method of Apportionment of Special Tax approved by owners within the CFDs.

Accordingly, the following CFDs were established for the financing of certain capital improvements in and for the District:

Community Facilities District 8
Community Facilities District 9
Community Facilities District 10
Community Facilities District 11
Community Facilities District 12
Community Facilities District 14
Community Facilities District 15
Community Facilities District 16
Community Facilities District 17
Community Facilities District 18
Community Facilities District 19
Community Facilities District 20
Community Facilities District 21
Community Facilities District 23
Community Facilities District 24
Community Facilities District 27
Community Facilities District 29

ANALYSIS
The Treasurer-Tax Collector’s Office at the County of Yolo requires that all special tax levies placed on the property tax rolls include an authorization approved by the City Council, and specifically identifies that the taxes collected will be used to make payments on outstanding bonded indebtedness and other authorized purposes.

The authorization described in Resolution 25-61 outlines the terms of the agreement between the County and the City for collecting the CFDs’ levies used to make debt service payments. 642
Resolution 25-61
June 18, 2025

The City also manages the placement of special taxes on the property tax rolls associated with “service” CFDs (service CFDs pay for maintenance of improvements once they are constructed), which is being addressed in a separate agenda report also scheduled for June 18, 2025.

Environmental Considerations
Not applicable
Commission Recommendation
Not applicable
Strategic Plan Integration
Adoption of special taxes to finance public facilities helps establish the strong financial base for the City.

Alternatives
While the Council may alternatively delay an action approving the levy of a special tax, the City is bound to levy the special tax on an annual basis pursuant to each bond issuance. The placement of special taxes on the tax roll is necessary to collect these taxes which secure outstanding bonded indebtedness. The respective bond documents for each district commit the City to collect these revenues to make required debt payments.

Coordination and Review
Yolo County has provided a draft resolution and reserved space on the fiscal year 2025-2026 tax roll.

Budget/Cost Impact
Fees for services such as these support a higher level of service than can be supported by general taxes alone.

The taxes include a city administrative fee to offset the staff costs of managing the districts.

ATTACHMENTS

1. Resolution 25-61

2. Facility CFD Map (Numeric)
643
Attachment 1
RESOLUTION 25-61

A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF WEST SACRAMENTO

AUTHORIZING THE COLLECTION OF SPECIAL TAX ON THE SECURED TAX ROLL

IN THE SAME MANNER AS THE ORDINARY AD VALOREM PROPERTY TAXES FOR

EXISTING ASSESSMENT DISTRICTS AND COMMUNITY FACILITY DISTRICTS FOR

AUTHORIZED CAPITAL FACILITY CONSTRUCTION PURPOSES
WHEREAS, the City of West Sacramento (hereinafter “City) requests the County of Yolo collect on the County tax rolls certain charges which have been imposed pursuant to section 53340 of Government Code of the State of California by the City for the following Districts:

Community Facilities District 8
Community Facilities District 9
Community Facilities District 10
Community Facilities District 11
Community Facilities District 12
Community Facilities District 14
Community Facilities District 15
Community Facilities District 16
Community Facilities District 17
Community Facilities District 18
Community Facilities District 19
Community Facilities District 20
Community Facilities District 21
Community Facilities District 23
Community Facilities District 24
Community Facilities District 27
Community Facilities District 29
and;
WHEREAS, the County has required as a condition of the collection of said charges that the City warrant the legality of said charges and defend and indemnify the County from any challenge to the legality thereof.

NOW, THEREFORE, BE IT RESOLVED that the City Council does hereby authorize, as follows:

1. The Auditor-Controller of Yolo County is requested to attach for collection on the County tax rolls those taxes, assessments, fees and/or charges, described in the recitals above.

2. The City warrants and represents that the taxes, assessments, fees and/or charges imposed by the City and being requested to be collected by Yolo County comply with all requirements of State law, including but not limited to Articles XIIIC and XIIID of the California Constitution (Proposition 218).

3. The City agrees to and shall defend, indemnify and hold harmless the County, its officers, agents and employees (the "Indemnified Parties") from any and all claims, demands, liabilities, costs and expenses, damages, causes of action, and judgments, in any manner arising out of the collection by County of any of City's said taxes, assessments, fees and/or charges requested to be collected by County for City, or in any manner arising out of City's establishment and imposition of said taxes, assessments, fees and/or charges. City agrees that, in the event a judgment is entered in a court of law against any of the Indemnified Parties as a result of the collection of one of City's taxes, assessments, fees and/or charges, the County may offset the amount of the judgment from any other monies collected by County on behalf of City, including property taxes.
644
Resolution 25-61

4. The City agrees that its officers, agents and employees will cooperate with the County in answering questions referred to City by County from any person concerning the City's taxes, assessments, fees and/or charges, and that City will not refer such persons to County officers and employees for response.

5. The City agrees to pay such reasonable and ordinary charges as the County may prescribe to recoup its costs in placing on the tax rolls and collecting the taxes, assessments, fees and/or charges, as provided by Government Code sections 29304 and 51800.

PASSED AND ADOPTED by the West Sacramento City Council, this 18th day of June, 2025, by the following vote:

AYES:

NOES:

ABSENT:

Martha Guerrero, Mayor
ATTEST:

Jennifer Cusmir, City Clerk
645
!"#$80
(/50 )*+,-80
!"#$5
!"#$80 !"#$5
0 1.1 Mile
8 )*+,-80
!"#$5
!"#$80 !"#$5
!"#$80
City Of West Sacramento May 2022 I.T. Division (916) 617-4529 26 1:32054
6 Riverpoint
8 Southport Industrial Park
9 Staple Project
10 Bridgeway Island
11 Southport Gateway
12 Raley's Field
14 Newport Estates
15 Pheasant Hollow
16 Bridgeway Lakes
17 Marshall Crossing & Parella
18 Southport Gateway unit 4
19 River Ranch
20 Bridgeway Lakes II
21 Palin Ranch Construction
23 Triangle Area
24 Bridgeway Lake North
26 Yarbrough
27 Bridge District
29 Port Towne
8 10
16 20
24 17
11 17
14 18
19 21
15 City of West Sacramento
Community "Facility" Districts 2022
CFD Numeric Districts
\MAPPING\CITY_DATA\DEPARTMENTS\FINANCE\CURRENT\PROJECTS\COWS_CFD_MAPS\2022 1 in = 0.51 miles
12 23
23 27
9 6
27 0 0.275 0.55 1.1
Miles
29 Attachment 2
646

CITY COUNCIL AGENDA REPORT
MEETING DATE: June 18, 2025 ITEM # 16
SUBJECT:

CONSIDERATION OF THE TREASURER’S QUARTERLY FINANCIAL REPORT ON THE CITY’S INVESTMENT PORTFOLIO FOR THE PERIOD ENDING MARCH 31, 2025 INITIATED OR REQUESTED BY: REPORT COORDINATED OR PREPARED BY:
[ ] Council [X] Staff
[ ] Other
Marc Rotteveel, Senior Finance Analyst
Finance Department
ATTACHMENT [X] Yes [ ] No [X] Information [ ] Direction [ ] Action

OBJECTIVE
The purpose of this report is to provide the City Council with the treasurer’s quarterly report on the City’s investment portfolio for the quarter ending March 31, 2025 as outlined by the Government Code 53646(b)(1).

RECOMMENDED ACTION
Staff respectfully recommends that the City Council receive and file the Treasurer’s Quarterly Financial Report on the City’s investment portfolio for the period ending March 31, 2025.

BACKGROUND
All local agencies are required to file regular financial reports with their legislative body on the status of their investment portfolio. One of the roles of the City’s Finance Department, is to manage investments of the City to ensure that cash flow needs are met while maximizing the investment portfolio.

The funds invested in the City’s treasury comprise pooled cash from all Funds in the City’s General Ledger, including funds held in Trust for other agencies (i.e., the Yolo-Sacramento Port District and West Sacramento Flood Control Agency (WSAFCA) JPA). City staff structure investment maturities in such a way to optimize return while ensuring enough liquid funds are available to meet the operating and capital needs of the City and agencies for which the City acts as Treasurer. The pooled cash also includes impact fee revenues collected from developers and set aside until sufficient funds are available to implement the capital projects for which they were collected, and reserve funds for budget stabilization to ensure fiscal stability of the City and its various services to the community.

It should be noted that the majority of the funds held in the City’s treasury are legally restricted and may only be used for the purposes for which they are collected. Moreover, the funds may only be invested in investments permitted by California Government Code 53600 (Code) et. al, and the City’s investment policy.

Under section 53646(b)(1) of the Government Code, the City Treasurer may prepare and transmit a quarterly financial report to the City Council on the City’s investment portfolio. This report includes:

1. The type of investment, issuer, date of maturity, and par and dollar amount invested on all securities, investments and funds held by the City;

2. A current market value as of the date of the report;

3. A stated compliance of the portfolio to the statement of the City’s adopted investment policy, or manner in which the portfolio is not in compliance; and

4. A statement denoting the ability of the local agency to meet its pool’s expenditure requirements for the next six months, or provide an explanation as to why sufficient money shall or may not be available. Once a year, the statement of investment policy is included in the report.

This quarterly report is produced in a format designed to provide stakeholders a broad profile of the City’s Investment Portfolio. While staff is only transmitting portions of the report with key investment results, a full report with additional detail is available upon request.
647
Quarterly Treasurer’s Report Ending March 31, 2025
June 18, 2025

ANALYSIS
Recent economic data suggest slower growth in 2025 and greater market uncertainty as the effects of fiscal policy unfold. Inflationary trends have subsided, but some components remain sticky, and core levels remain above the Fed’s target. The labor market reflects improved balance between supply and demand for workers.

While job creation has been robust, continuing jobless claims remain elevated. Given the economic outlook, it is expect that the Federal Reserve will may be preparing to lower interest rates later in the year.

This quarterly financial report summarizes the status of pooled treasury investments as of March 31, 2025. For the quarter-end, the City’s treasury investments comprised investments with a book value of $345,965,921, and a market value of $346,476,739. These figures do not include accrued interest of $1,388,027, which represents interest income the City has earned but not yet received. The Book Value represents the carrying value of the securities and is based on what the City paid for the security, net of amortization of premiums or accretion of discounts to date, whereas Market Value is a constantly changing amount based on how the securities markets value our portfolio. Market values fluctuate with changes in interest rates, and price has an inverse relationship to interest rates, meaning as interest rates rise, price drops, and vice versa.

The City continues to maintain sufficient liquidity to meet its expenditure requirements for the next six months and beyond. Local Agency Investment Fund (LAIF), which is the California State Treasurer’s investment pool, and California Asset Management Program (CAMP), a local government investment pool, comprised the City’s most liquid funds, and totaled 24.35% of the investment portfolio. These funds are available to the City within one day. Additionally, the City held $65.7 million in its operating bank account, which fluctuates depending on cash needs to meet City obligations. Those funds not held in the short-duration investment pools or cash are invested in a diversified portfolio of securities as allowed by Code and the City’s investment policy. The portfolio’s duration, sector allocation, and maturity structure are actively managed throughout the quarter. In total, the City’s consolidated investments maintain an average maturity of 623 days.

The City’s portfolio is designed to provide safety and liquidity and continues to meet its goals. City staff and the City’s investment adviser continue to focus on any market dynamics that pose risks to the portfolio.

47.5%

2.2%

8.7% 10.9%

30.7%

47.6%

4.6%

8.3% 8.0%

31.5%
0%
10%
20%
30%
40%
50%
60%
70%
0-0.50 0.50-1 1-2 2-3 3-5
3/31/2025 12/31/2024
City of West Sacramento Consolidated Maturity Distribution 648
Quarterly Treasurer’s Report Ending March 31, 2025
June 18, 2025