San Luis Obispo City Council
May 6, 2025

BID FORMS

BID FORMS
I
under appeal is excluded, provided that the contractor has secured the payment of any amount eventually found due through a bond or other appropriate means.

Yes No
The bidder is currently debarred under Section 1777.1 or under any other federal or state law providing for the debarment of contractors from public works.

Yes No
NOTE: The above Statements and Questionnaire are part of the Bid. Signing this Bid on the signature portion constitute signature of this Statement and Questionnaire. Bidders are cautioned that making a false certification may subject the certifier to criminal prosecution.

BID FORMS

BID FORMS
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NON-COLLUSION DECLARATION
I, , declare that
I am of ,
the party making the foregoing bid that the bid is not made in the interest of, or on behalf of, any undisclosed person, partnership, company, association, organization, or corporation; that the bid is genuine and not collusive or sham; that the bidder has not directly or indirectly induced or solicited any other bidder to put in a false or sham bid, and has not directly or indirectly colluded, conspired, connived, or agreed with any bidder or anyone else to put in a sham bid, or that anyone refrained from bidding; that the bidder has not in any manner, directly or indirectly, sought by agreement, communication, or conference with anyone to fix the bid price of the bidder or any other bidder, or to fix any overhead, profit, or cost element of the bid price, or of that of any other bidder, or to secure any advantage against the public body awarding the contract of anyone interested in the proposed contract; that all statements contained in the bid are true; and, further, that the bidder has not, directly or indirectly, submitted his or her bid price or any breakdown thereof, or the contents thereof, or divulged information or data relative thereto, or paid, and will not pay, any fee to any corporation, partnership, company association, organization, bid depository, or to any member or agent thereof to effectuate a collusive or sham bid.

Executed on , 20 , in __
I declare under penalty of perjury under the laws of the State of California that the foregoing is true and correct.

(Signature and Title of Declarant)
(SEAL)
Subscribed and sworn to before me
this _______day of _________, 20_____

Notary Public
Company Name:____________________

BID FORMS

BID FORMS
K

BIDDER ACKNOWLEDGEMENTS
By signing below, the bidder acknowledges and confirms that this bid is based on the information contained in all contract documents, including the notice to bidders, plans, specifications, special provisions, and addendum number(s) . (Note: You are responsible to verify the number of addenda prior to the bid opening.)
The undersigned further agrees that in case of default in executing the required contract, with necessary bonds, within eight days, (not including Saturdays, Sundays, and legal holidays), after having received a mailed notice that the contract is ready for signature, the proceeds of the check or bond accompanying his bid will become the property of the City of San Luis Obispo.

Licensed in accordance with an act providing for the registration of contractors, License No. , Expiration Date .

The above statement is made under penalty of perjury, and any bid not containing this information "will be considered non-responsive and will be rejected” by the City.

Signature of Bidder
(Print Name and Title of Bidder)
DIR– Public Works
Registration No:

Business Name (DBA):

Owner/Legal Name:

Indicate One: Sole-proprietor  Partnership Corporation List Partners/Corporate Officers:

Name Title
Name Title
Name Title
Business Address
Street Address
Mailing Address
City, State, Zip Code
Phone Number
Fax Number
Email Address
Date

BID FORMS

BID FORMS
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QUALIFICATIONS
Failure to furnish complete reference information ON THIS FORM, as specified in this project’s Notice to Bidders and indicated below, is cause to reject the bid. Additional information may be attached but is not a substitute for this form.

Reference Number 1
Customer Name & Contact Individual
Telephone & Email
Project Name (Site Address):

Did this project include roadway
construction/ reconstruction within the
public right of way.

Yes □ No □
Describe the services provided and how this project is similar to that which is being bid:

Date project completed:

Was this contract for a public agency?
Yes □ No □
Reference Number 2
Customer Name & Contact Individual
Telephone & Email
Project Name (Site Address):

Did this project include roadway
construction/ reconstruction within the
public right of way.

Yes □ No □
Describe the services provided and how this project is similar to that which is being bid:

Date project completed:

Was this contract for a public agency?
Yes □ No □
Reference Number 3
Customer Name & Contact Individual
Telephone & Email
Project Name (Site Address):

Did this project include roadway
construction/ reconstruction within the
public right of way.

Yes □ No □
Describe the services provided and how this project is similar to that which is being bid:

Date project completed:

Was this contract for a public agency?
Yes □ No □

BID FORMS

BID FORMS
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ATTACH BIDDER'S BOND TO ACCOMPANY BID
Know all men by these presents:

That we ____________________________________________, AS PRINCIPAL, and _______________________________________________________, AS SURETY, are held and firmly bound unto the City of San Luis Obispo in the sum of:
____________________________________________________ Dollars (_____________) to be paid to said City or its certain attorney, its successors and assigns; for which payment, well and truly to be made, we bind ourselves, our heirs, executors and administrators, successors or assigns, jointly and severally, firmly by these presents:

THE CONDITION OF THIS OBLIGATION IS SUCH, that if the certain bid of the above bounden ______________________________________________________________________ to construct ___________________________________________________________________ (insert name of street and limits to be improved or project) dated _____________________ is accepted by the City of San Luis Obispo, and if the above bounden _______________________________________________________, his heirs, executors, administrators, successors, and assigns shall duly enter into and execute a contract for such construction and shall execute and deliver the two bonds described within ten (10) days (not including Saturdays, Sundays, or legal holidays) after the above bounden,
______________________________________________________, has received notice by and from the said City of San Luis Obispo that said contract is ready for execution, then this obligation shall become null and void; otherwise, it shall be and remain in full force and virtue.

IN WITNESS WHEREOF, we hereunto set our hands and seals this ___ day of ______, 20____.

Bidder Principal:

Signature Date
Title:

Surety:

Bidder's signature is not required to be notarized. Surety's signature must be notarized.

Equivalent form may be substituted
(Rev. 6-30-14)

SPECIAL PROVISIONS
1 SPECIAL PROVISIONS

ORGANIZATION
Special provisions are under headings that correspond with the main section heading of the Standard Specifications. Each special provision begins with a revision clause that describes or introduces a revision to the Standard Specifications. Any paragraph added or deleted by a revision clause does not change the paragraph number of the Standard Specifications for any other reference to a paragraph of the Standard Specifications.

DIVISION I GENERAL PROVISIONS
1 GENERAL
Add to Section 1-1.01 GENERAL:

The work must be done in compliance with the City of San Luis Obispo, Department of Public Works:

1. 2025 Paving Project Special Provisions

2. City of San Luis Obispo Standard Specifications and Engineering Standards – 2020 edition

3. State of California, Department of Transportation Standard Specifications and Standard Plans – 2015 edition
In case of conflict between documents, governing ranking must comply with section 5-

1.02 of the City of San Luis Obispo’s Standard Specifications.

Failure to comply with the provisions of these sections is a material breach of contract:

1. Sections 5 through 8 of the Standard Specifications

2. Section 12 through 15 of the Standard Specifications

3. Section 77-1 of the Standard Specifications

4. Section 81 of the Standard Specifications

5. authorized working hours

6. OSHA compliance
3 CONTRACT AWARD AND EXECUTION
Add Section 3-1.18B CONTRACT EXECUTION, Caltrans Encroachment Permit:

Compliance with Caltrans Encroachment permit and traffic control shall conform to the provisions of Section 12 “Temporary Traffic Control”, of the Standard Specifications and these Special Provisions.

Measurement and Payment
The lump sum contract price paid to comply with Caltrans Encroachment Permit shall include full compensation for furnishing all labor, materials, tools, equipment, personnel, and for doing all the work involved to comply with all Caltrans encroachment permit requirements.

SPECIAL PROVISIONS

SPECIAL PROVISIONS
2 4 SCOPE OF WORK
Add to Section 4-1.03 WORK DESCRIPTION:

Comply with the provisions of Sections 3, 7, 12, 13, 15, 20, 37, 39, 73, 77, 82, 84, 86 and 90 for general, material, construction, and payment specifics.

Add Section 4-1.03A WORK DESCRIPTION, Project Specific Signage:

Maintain Revenue Enhancement Funding signage in work area. Return Revenue Enhancement Funding signs at the end of the project or upon the Engineer’s request.

The Engineer will furnish Sales Tax signs mounted to moveable Barricades. Maintain Sales Tax signage in work area. Return Sales Tax signs at the end of the project or upon the Engineer’s request.

Sales Tax signs are stored at the City’s corporation Yard at 25 Prado Road. The contractor is responsible to load and transport from City Corporation Yard to job site and return them when the project is completed under direction of project inspector. 5 CONTROL OF WORK
Add to Section 5-1.20B(5) COORDINATION WITH OTHER ENTITIES, Permits, Licenses, Agreements, and Certifications - Comply with Local, State and Federal Regulations:

The City applied for an encroachment permit from the State of California, Department of Transportation for work within and affecting Caltrans public right of way. The Contractor is required to obtain and pull the pending permit, comply with all conditions, and pay all associated fees.
7 LEGAL RELATIONS AND RESPONSIBILITY TO THE PUBLIC
Add to Section 7-1.03B PUBLIC CONVENIENCE, Traffic Control Plan

WORK HOUR RESTRICTIONS
Unless stated otherwise below, work hours are 7:00 a.m. to 4:00 p.m. (Monday through Friday) at all the affected streets. Paving and pulverization operations on Tank Farm between Broad and Poinsettia must be completed at night.

Two-way traffic circulation with minimum 10’ travel lanes must be retained on Tank Farm, Orcutt and Sacramento between 7:00 a.m. and 9:00 p.m. Night work permit will be necessary if above limitations are not feasible to perform aspects of work.

The contractor must not work two consecutive shifts, day and night, unless approved by the Engineer.

SPECIAL PROVISIONS

SPECIAL PROVISIONS
3 Full Depth Reclamation (FDR) PHASING
The FDR work on Tank Farm must be performed in two phases to maintain traffic flow:
 Phase 1: During this phase, half of the roadway must remain open to traffic while the other half is closed for pulverization, treatment, and repaving. The portion of the roadway to be worked on must be properly barricaded and signed to redirect traffic. The contractor must ensure that the open half of the roadway is fully accessible to vehicles at all times during Phase 1, with clear signage and traffic control measures in place to guide drivers safely around the work zone.  Phase 2: The work must shift to the other half of the roadway, where the asphalt will be pulverized, treated, and repaved. Similar to Phase 1, the contractor must ensure that at least one side of the roadway remains open to traffic during this phase as well. Temporary lane reductions or disruptions may occur during both phases as necessary to accommodate the construction process.

The contractor must carefully manage the traffic flow throughout both phases to minimize disruptions, with ongoing efforts to ensure that one lane in each direction is always open to traffic during the project.

CURB RAMPS
Where curb ramp improvements are proposed at multiple corners of the intersection, the contractor shall provide a phasing plan showing schedule for demolition and construction of ramps in a manner that retains pedestrian access on at least one side of the street at all times. The construction phasing approach for these ramps shall be approved to the satisfaction of the Engineer.

CHANGEABLE MESSAGE SIGNS
Two (2) changeable message signs (CMS) must be installed and operational 1 week prior to the start of construction and be maintained throughout the duration of the project at locations approved by the Engineer upon review of the submitted Traffic Control Plan.

Changeable message sign shall be programmed for two flashes with the messages to be approved by the Engineer.

WORK IN CALTRANS RIGHT-OF-WAY
Unless otherwise approved by Caltrans and the Engineer, work within Caltrans Right of Way must be performed between the hours of 9:00 a.m. to 3:00 p.m. (Monday through Thursday) and 9:00 a.m. to 2:00 p.m. Friday.

NIGHT WORK
Night work is permitted separately. Night work shall comply with the restrictions set forth in the permit by the City of San Luis Obispo Community Development. It is the contractor’s

SPECIAL PROVISIONS

SPECIAL PROVISIONS
4 responsibility to keep track of the Night Work Permit expiration date. Requests to extend the Night Work Permit must be submitted to the Engineer at least 5 weeks prior to the permit expiration date.

Night work is defined as work between the hours of 7:00 P.M. and 7:00 A.M (Sunday through Thursday). Night work will not be allowed on Friday, and Saturday.

Prior to commencing the project, the contractor must notify businesses and residences within 300 feet of the worksite about proposed night work.

Any portable or fixed equipment that produces noise (such as generators, concrete saws, jack hammers, etc.) must be equipped with sound blankets, temporary sound barriers, or other attenuating devices so as to limit impacts to adjoining properties.

When not in use, equipment must be kept in its lowest (quietest) idling state or switched off to limit noise impacts.

Any portable lighting must be shielded and/or directed away from adjacent properties.

Loudspeakers or other similar forms of communication is prohibited.

Contractor will provide lighting for all operations, no exceptions are to be made. Any contractor personnel working outside the lights will be directed to return to a lighted area or the operation must be stopped.

All contractor work vehicles, including heavy equipment, backhoes, trenching machines must have two working headlights and taillights. Vehicles without appropriate lighting will be kept from working until they are brought to compliance.

Illumination level of 10-foot candles is required for all nighttime operations, which will normally be achieved with light plants or balloon lights. All lighting fixtures must be mounted and directed in manner precluding glare to approaching traffic.

TRAFFIC CONTROL PLAN
Provide traffic control plan and traffic control application at or before the preconstruction meeting. Traffic control plan must be drawn to scale. Traffic control application may be obtained on the City’s website:
www.slocity.org/government/department-directory/public-works/documentsonline/construction-documents Upon approval of the traffic control plan, the City will issue a no-fee Encroachment Permit.

Permittee is responsible to comply with all conditions of the traffic control plan. Complete work using due diligence to restore free flowing of traffic. 8 PROSECUTION AND PROGRESS

SPECIAL PROVISIONS

SPECIAL PROVISIONS
5 Add to Section 8-1.01A GENERAL, Order of Work:

Unless otherwise approved by the Engineer, roadway restriping work on the following streets must be scheduled as the first phase of work:
 Madonna Road
 Prado Road
 Broad Street
 Tank Farm Road (west of Broad Street)
 Santa Rosa Street & Mill Street intersection
Below is the required sequence of work for installation of Rapid Rectangular Flashing Beacon systems, signs and striping, unless otherwise approved by the Engineer.

1. Unless otherwise approved by the Engineer, the contractor must reinstall the existing flashing beacon system at the Tank Farm/Poinsettia intersection no later than two weeks following completion of curb ramp improvements at this intersection. A temporary crosswalk must be marked in traffic-rated paint in conjunction with reinstallation of this beacon system, unless otherwise approved.

2. Unless otherwise approved by the Engineer, new crosswalk markings at the Tank Farm/Morning Glory/Sunrose intersection shall not be installed until the new flashing beacon system(s) are installed and operational.

3. Contractor will furnish and install all equipment needed for intended operation of Rapid Rectangular Flashing Beacon system. Contractor shall provide beacon system equipment submittals for City review and approval prior to procurement.

4. Contractor is responsible for coordination with beacon system manufacturer’s representative(s) as needed to provide intended operation of beacon systems.

Replace the 1st paragraph in Section 8-1.02A SCHEDULE, General with:

Provide a Level 1 schedule for this work. A one week look ahead schedule shall be provided to the Engineer before commencing the following week’s work. This requirement shall be completed in order to continue construction work.

DIVISION II GENERAL CONSTRUCTION
12 TEMPORARY TRAFFIC CONTROL
Add to Section 12-6.01 TEMPORARY PAVEMENT DELINEATION, General with:

You will be assessed Liquidated Damages in the amount of $500 per calendar day for each day’s failure to complete temporary striping and pavement markings.

Replace Section 12-6.04 PAYMENT with:

The lump sum price paid for “Temporary Striping and Pavement Markings” include payment for the following:
 Temporary striping and pavement markings to match proposed lane configuration after the roadway paving.

SPECIAL PROVISIONS

SPECIAL PROVISIONS
6 15 EXISTING FACILITIES
Add to Section 15-1.04 PAYMENT
The contract price paid per square yard of cold plane shall be based on the actual area of surface cold planed irrespective of the number of passes required to obtain the required depth of the grind as shown on the Plans and shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and doing all work involved in cold planning asphalt concrete surfacing and disposing of planed material as specified in the Standard Specification and these special provisions and as shown on the Plans, and no additional compensation will be allowed therefore.

DIVISION IV SUBBASES AND BASES
Replace Section 30-4 FULL DEPTH RECLAMATION – CEMENT with:

Section 30-4 FULL DEPTH RECLAMATION - LIME AND CEMENT
30-4.01 GENERAL
30-4.01A Summary
Section 30-4 includes specifications for constructing a base using full-depth reclamation – lime and cement (FDR).

FDR consists of:

1. Pulverizing existing asphalt concrete pavement and underlying materials

2. Mixing with water and lime

3. Mixing with water and cement

4. Spreading, grading, and compacting the mixture

5. Applying asphaltic emulsion
30-4.01B Definitions
OMC: Optimum moisture content determined under California Test 216 lot: 1,000 sq yd of FDR
30-4.01C Submittals
30-4.01C(1) General
At least 20 days before starting FDR work, submit:

1. Quality Control (QC) plan per 30-4.01C(2)

2. Certificate of Compliance for Quicklime (with each delivery)

3. Certificate of Compliance for Portland Cement (with each delivery) 30-4.01C(2) Quality Control Plan
The QC plan must describe the organization, responsible parties, and procedures you will use for:

1. QC including sampling, testing, and reporting

SPECIAL PROVISIONS

SPECIAL PROVISIONS
7 2. Determining upper and lower action limits when corrective actions are needed

3. Implementing corrective actions

4. Ensuring FDR pulverizing, mixing, compacting, grading, and finishing activities are coordinated
The QC plan must include copies of the forms that will be used to provide the required inspection records and sampling and testing results. The form for recording and reporting the QC measurements must show the cement and water proportions.

The QC plan must include a contingency plan that describes the corrective actions you will take in the event of equipment break down. The corrective actions must include repairing and reopening the roadway to traffic using minor HMA under section 39. 30-4.01C(3) Mix Design
The FDR mix design is provided by the City. Refer to Appendix D. 30-4.01C(4) Test Strip
Submit a summary of the determinations made from the test strip. 30-4.01C(5) Quality Control Reporting
For each lot, submit a report daily that includes the following items based on the frequencies specified in section 30-4.01D(4):

1. General Information:

1.1. Lot number

1.2. Location description

1.3. Beginning and ending stations

1.4. Lane number and offset from centerline

1.5. Weather:

1.5.1. Ambient air temperature before starting daily FDR activities including time of temperature reading

1.5.2. Road surface temperature before starting daily FDR activities including time of temperature reading

2. Calculated lime application rate in lb/sq yd and percent dry weight of FDR

3. Calculated cement application rate in lb/sq yd and percent of dry weight of FDR

4. For FDR processing:

4.1. Depth of cut

4.2. Average forward speed

5. FDR quality control test results for:

5.1. Gradation

5.2. Moisture content

5.3. Unconfined compressive strength

5.4. In-place wet density

5.5. Relative compaction

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SPECIAL PROVISIONS
8 6. For asphalt emulsion used on finished FDR surface:

6.1. Emulsion type

6.2. Emulsion application rate in gal/sq yd

6.3. Emulsion dilution as the weight ratio of added water to asphaltic emulsion

7. Note on the daily report the station limits of any unsuitable materials locations and when the Engineer was notified
Update each day's submitted report within 24 hours of obtaining test results.

Consolidate all lots completed in a day in one report with each lot reported separately. 30-4.01C(6) Asphaltic Emulsion
With each dilution of asphaltic emulsion used for finishing under section 30-4.03H, submit:

1. Weight ratio of water to bituminous material in the original asphaltic emulsion

2. Weight of asphaltic emulsion before diluting

3. Weight of added water

4. Final dilution weight ratio of water to asphaltic emulsion 30-4.01D Quality Control and Assurance
30-4.01D(1) General
Schedule a preoperation conference at a mutually agreed time at the job site to meet with the Engineer. Discuss the project specifications and methods of performing each item of the work. Items discussed must include the processes for:

1. Mix design requirements

2. Production

3. Compacting

4. Grading

5. Finishing

6. Implementing the approved QC plan

7. Implementing the contingency plan

8. QC sampling and testing

9. Acceptance criteria
Preoperation conference attendees must sign an attendance sheet provided by the Engineer. The preoperation conference must be attended by your:

1. Project superintendent

2. Project manager

3. QC manager

4. Workers and your subcontractor's workers, including:

4.1. Foremen

4.2. Ground supervisors

4.3. Representative from testing lab

SPECIAL PROVISIONS

SPECIAL PROVISIONS
9 Do not start FDR activities, including test strips, until the listed personnel have attended a preoperation conference.

Relative compaction must be determined under California Test 231 and the following:

1. Test in 0.50-foot depth intervals from the bottom of the FDR layer regardless of the layer thickness

2. Correction for oversize material does not apply

3. The asphalt concrete surfacing and underlying base materials shall be pulverized such that 100 percent of the material will pass a two-inch sieve and a minimum of 90-percent will pass a one and one-half-inch (1 ½) sieve.

4. Use the laboratory wet test maximum density closest in proximity to the lot to determine relative compaction. If the relative compaction for a lot is less than 97 percent, perform California Test 216 and California Test 226 for each noncompliant lot and recalculate the relative compaction
Divide the area to receive FDR into lots of FDR produced except the test strip is the 1st lot and must be at least 2,000 sq yd. A quantity of FDR placed at the end of a work shift greater than 500 sq yd is considered 1 lot. If a quantity of FDR placed at the end of a work shift is less than 500 sq yd, you may either count this quantity as 1 lot or include the test results for quality control in the previous lot.

For any lot including the test strip, stop FDR activities and immediately inform the Engineer whenever:

1. Any test result shown in the QC Requirements table or the FDR Acceptance Criteria Testing table does not comply with the specifications

2. Visual inspection shows evidence of:

2.1. Poor dispersion or dry spots

2.2. Segregation, raveling, and loose material

2.3. Variance of more than 0.05 foot measured from the lower edge of a 12- foot straightedge

2.4. Nonuniform surface texture throughout the work limits

2.5. Repaired areas
If FDR activities are stopped, before resuming activities:

1. Notify the Engineer of the adjustments you will make

2. Remedy or replace the noncompliant lot until it complies with specifications

3. Construct a new test strip of FDR with proposed adjustments demonstrating ability to comply with the specifications

4. Obtain authorization
30-4.01D(2) Mix Design Sampling and Testing
The Mix Design is provided in Appendix D.

The lime content must be 1.0-percent by dry weight of FDR. The cement content must be 3.0 percent by dry weight of FDR. For estimating purposes, use a with a dry unit weight of 130 lb /cu ft. except an increase or decrease in the cement content may be

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SPECIAL PROVISIONS
10 ordered based on the mix design. During progress of the work, if you encounter an isolated area that requires more lime or cement than described in the mix design for that area, notify the Engineer before applying.
30-4.01D(3) Test Strip
On the 1st day of FDR activities and using the same equipment and materials that will be used during production, construct a test strip of at least 1,500 feet in a single lane width to determine the:

1. Equipment, materials, and processes can produce FDR in compliance with the specifications

2. Effect of varying the FDR machine's forward speed and drum rotation rate on the consistency of the pulverized material

3. Optimal proportions of lime, cement, and water. Changes to the mix design must be authorized.

4. Rolling method and sequence can comply with the compaction and finishing specifications

5. Application rate of asphaltic emulsion for opening to traffic The Engineer tests each test strip under section 30-4.01D(5). Do not proceed with FDR activities until the Engineer informs you the test strip is acceptable. If QC or Engineer's acceptance test results are not available, you may proceed at your own risk. 30-4.01D(4) Quality Control, Sampling, and Testing
Designate a ground supervisor whose sole purpose is to monitor the FDR activities, advise project personnel, and interface with the quality control testing personnel. The ground supervisor must not have any sampling or testing duties.

Take samples under California Test 125.

Perform sampling and testing for each test strip and at the specified frequency for the quality characteristics shown in the following table:

SPECIAL PROVISIONS

SPECIAL PROVISIONS
11 Quality Control Requirements
Quality
characteristic
Test
method
Minimum
sampling
and testing
frequency
Requirement Sampling
location
Maximum
reporting
time
allowance
Water sulfates
a
(ppm, max)
California
Test 417
1 per
source 1,300 Source Before
work
starts Water
chlorides a
(ppm, max)
California
Test 422
1 per
source
650 Source
Gradation (%,
passing)b
Sieve Size
3 inch
2 inch
1-1/2 inch
California
Test 202
Test strip
and 1 per
lot 100
95–100
85–100
Loose mix
after
pulverizing
and mixing
24 hours
Moisture
content
(%)
California
Test 226
Test strip
and 2 per
day c
Mix design ±
2 percentage
points
Loose mix
after
pulverizing
and mixing d
24 hours
Unconfined
compressive
strength (psi)
ASTM D
1633e
Test strip
and 1 per 2
lots
Specified in
section 30-

4.01D(2)
Loose mix
after
pulverizing
and mixing d
24 hours
after
testing
specimens
Laboratory
maximum wet
density (lf/cu
ft)
California
Test 216
Test strip
and 2 per
day
Use for
relative
compaction
calculation
Same
location as a
California
Test 231
test
24 hours
Relative
compaction
(%, min) (wet
density) f
California
Test 231
Test strip
and 1 per
lot
97 Compacted
mix 24 hours

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SPECIAL PROVISIONS
12 a Only required for non-potable water sources.
b Remove solids larger than 3 inches.
c If test fails, minimum test frequency is 1 per lot
d Sample immediately after mixing is complete
e Method A, except:

1. Test specimens must be compacted under ASTM D 1557, Method A or B.

2. Test specimens must be cured by sealing each specimen with 2 layers of plastic at least 4-mil thick. The plastic must be tight around the specimen. Seal all seams with duct tape to prevent moisture loss. Sealed specimens must be placed in an oven for 7 days at 100 ± 5 degrees F. At the end of the cure period, specimens must be removed from the oven and air-cooled. Duct tape and plastic wrap must be removed before capping. Specimens must not be soaked before testing.
f Verify the moisture content reading made under California Test 231 with California Test 226.

Measure and record the actual cut depth at both ends of the pulverizing drum at least once every 300 feet along the cut length. Take measurements in the Engineer's presence.
30-4.01D(5) Acceptance Criteria
FDR acceptance is based on:

1. Visual inspection for the following:

1.1. Segregation, raveling, and loose material

1.2. Variance of more than 0.05 foot measured from the lower edge of a 12- foot straightedge

1.3. Uniform surface texture throughout the work limits

1.4. Repaired areas

2. Compliance with the quality characteristics shown in the following table:

SPECIAL PROVISIONS

SPECIAL PROVISIONS
13 FDR Acceptance Criteria Testing
Quality
Characteristic
Test Method Requirement
Lime application
rate (lb/sq yd)
Calibrated tray or
equal
Mix design rate ± 5%
Cement application
rate (lb/sq yd)
Calibrated tray or
equal
Mix design rate ± 5%
Relative
compaction (%,
min, wet density)
California Test 231 97
Thickness (ft) a Core measurements ±0.05 of the thickness shown a Take 4- or 6-inch diameter cores from random locations the Engineer selects. The Engineer may require 3 locations per lot; coring more than 3 locations per lot is change order work. At time of coring, submit cores to the Engineer for measurement.
30-4.02 MATERIALS
30-4.02A General
Not Used
30-4.02B Lime
Lime shall be quicklime conforming to the chemical requirements in ASTM C977 except it shall have a minimum of 90 percent available calcium oxide. Quicklime shall be supplied from a single source. Hydrated lime (dry or slurry), air slaked, by-product or water lime will not be permitted. Quicklime shall be protected from moisture until application and be sufficiently dry to flow freely when handled and added.

Quicklime, when delivered to the work site shall conform to the following grading requirements when tested in accourdance with ASTM C136 (dry sieving only) Sieve Size: 3/8 inch. Percent Passing: 98-100
A Certificate of Compliance and a certified weighmaster ticket showing the shipping weight shall be submitted to the Engineer with each delivery. 30-4.02C Cement
Cement must be Type II or Type V portland cement specified in ASTM C 150/150M.

Pozzolanic material shall not be substituted for Portland Cement. 30-4.02D Water
Notify the Engineer if a water source other than potable water is used and perform testing for chlorides and sulfates.

SPECIAL PROVISIONS

SPECIAL PROVISIONS
14 30-4.02E Mixed Material
The pulverized mixture of asphalt concrete and underlying material, lime, and cement must comply with the grading requirements for the sieve sizes shown in the following table:

FDR Gradation
Sieve Size Percentage
Passing
3" 100
2" 100

1.5" 90-100
The moisture content at the time of mixing must comply with the mix design within 2 percentage points.
30-4.02F Asphaltic Emulsion
Asphaltic emulsion must be Grade SS1h or CSS1h.

For dilution, the weight ratio of water added to asphaltic emulsion must not exceed 1 to

1. 30-4.02G Core Backfill Material
Material to fill cored holes for thickness measurements must be packaged rapidhardening cementitious material under ASTM C 928, Type R2 or R3. 30-4.03 CONSTRUCTION
30-4.03A General
Do not start FDR activities if the ambient air temperature is below 40 degrees F or the road surface is below 40 degrees F. If the ambient air temperature falls below 40 degrees F during FDR activities, you may only compact and finish FDR.

Before starting daily FDR activities, sweep the FDR area constructed the previous day to remove loose material.
30-4.03B Equipment
Do not interrupt traffic while servicing FDR equipment.

The FDR machine must have independent and interlocked systems for water and must include the following:

1. Digital electronic controller system

2. Pumping system

3. Spray bar system
Storage equipment for water must not leak and must be attached to the FDR machine with a tow bar and hose.

SPECIAL PROVISIONS

SPECIAL PROVISIONS
15 Grading and compacting equipment must be self-propelled and reversible. The frequency and amplitude of vibrating rollers must be adjustable and exceed a force of 15 tons in vibratory mode.

Grading equipment must be a motor grader with automatic grade controls for profile elevation and cross slope.
30-4.03C Surface Preparation
Before FDR activities start, prepare the existing roadway surface by:

1. Clearing foreign matter including vegetation

2. Removing standing water

3. Referencing the profile and cross slope

4. Marking the proposed longitudinal cut lines on the existing pavement as follows:

4.1. Cut lines must coincide with points where the existing cross slope changes, approximately at the centerline and edge of traveled way

4.2. Cut lines must indicate the sequence of the cuts
If excess material is to be stored adjacent to the shoulder, clear and dispose of the weeds, grass, and debris from the area.
30-4.03D Pulverizing
Do not leave a wedge where the pulverizing drum cuts into the existing material. The 1st cut width must use the full width of the pulverizing drum. Subsequent cuts must overlap at least 4 inches. Do not leave a gap of unpulverized material between cuts. If an overlap is more than 4 inches, immediately adjust. If an overlap is less than 4 inches, immediately back up and pulverize the deviation along the correct cut line.

Mark the existing pavement where the center of the pulverizing drum stops. Start the following cut on this alignment at least 2 feet behind the mark.

If you encounter unstable subgrade or rocks greater than 4 inches in the roadway section, notify the Engineer. The Engineer determines the extent of the problem and the corrective measures to be taken.
30-4.03E Spreading Materials
Do not spread lime before pulverizing.

Lime shall be in a dry state at the time of spreading. Lime shall not be spread while the atmospheric temperature is below 35 degrees Fahrenheit or wind conditions are such that blowing lime will have an adverse effect on traffic or adjacent property. No traffic other than the reclaimer or other related construction equipment shall be allowed to pass over the spread lime until completion of the initial mixing. Spread lime uniformly over the full roadway surface width. The spread rate must be the mix design rate or the ordered rate in lb/sq yd ± 5 percent.

Spread cement uniformly. Do not spread cement more than 30 minutes before mixing.

Do not apply dry cement in windy conditions that will result in dust outside the FDR area. The spread rate must be the mix design rate or the ordered rate in lb/sq yd ± 5 percent.

SPECIAL PROVISIONS

SPECIAL PROVISIONS
16 30-4.03F Mixing
30-4.03F(1) General Requirements
The overlap requirements in section 30-4.03D apply to mixing. With each cut, adjust the amount of water proportionally to the actual cut width. If an overlap is less than 4 inches, immediately back up and pulverize the deviation along the correct line without adding water or cement.

Water must be injected through the pulverizing machine. The injection rate of mixing water must be sufficient to produce the FDR material mixing moisture content described in the mix design.

Mark where the center of the pulverizing drum stops. Start the following cut on this alignment at least 2 feet behind the mark.
30-4.03F(2) Lime Mixing
After spreading has been completed, the lime shall be mixed with the pulverized base material to the depth below the bottom of the asphalt concrete pavement to be constructed, as shown on the Plans. Mixing shall be performed a minimum of 2 times.

At least one of the 2 mixing operations shall be performed while introducing water into the pulverized base material-lime mixture through operation of the metering/pump device on the reclaimer. Water shall be added as necessary to provide a moisture content of at least 3 percent above the optimum moisture content of the pulverized base material-lime mixture.

Any remaining untreated pulverized base material around or attached to manholes, valves, vaults, survey monuments or other structures; adjacent or attached to curbs and gutters; or in areas inaccessible by the reclaimer shall be removed to the depth mixed, and replaced with the pulverized base material-lime mixture. 30-4.03F(3) Mellowing and Final Mixing (Lime)
The pulverized base material-lime mixture shall be allowed to cure or “mellow” in an uncompacted state for a period of no less than 16 hours unless otherwise specified in the mix design or approved by the Engineer. During the mellowing periods, the moisture content of the mixture shall be maintained above the optimum moisture content. In no case shall initial and final mixing be performed in the same day.

After the required mellowing period and prior to spreading cement, the pulverized base material-lime mixture shall be re-mixed. Mixing operation shall be performed in such a manner as to produce a uniformly blended mixture of lime, water, and pulverized base material free of streaks and pockets of lime.

Subsequent to the addition of water, sufficient passes of the reclaimer shall be made as necessary to produce a uniformly treated material. Uniformity will be determined initially by sampling and testing at variable depths and locations within the mixture. The number of passes required may be adjusted based upon subsequent sampling and testing.

The depth of mixing shall not vary more than 0.1 foot from the specified depth at any point. Mixing to a depth that exceeds the specified depth by 10 percent or more shall be

SPECIAL PROVISIONS

SPECIAL PROVISIONS
17 considered as evidence of an inadequate amount of lime and additional lime shall be added at the Contractor’s expense.

No color reaction of the treated material, exclusive of 1 inch or larger clods, when tested with the standard phenolphthalein alcohol indicator, will be considered evidence of inadequate mixing.

Final mixing shall continue until the pulverized base material-lime mixture, exclusive of rock or aggregate, conforms to the following gradation when testing in accordance with ASTM C136:

Sieve Size: 1 inch. Percent Passing: 98 min.

Sieve Size: No. 4. Percent Passing: 65 min.
30-4.03F(4) Cement Mixing
Mixing shall be performed in a series of passes parallel to the centerline of the roadway such that transverse and longitudinal construction joints are minimized. The full depth of the pulverized base material shall be mixed with cement a minimum of 2 times. At least 1 of the 2 mixing shall be done with introducing water into the pulverized base material through the metering device on the reclaimer. Water shall be added to the pulverized base material during mixing to provide a moisture content not less than 1 percentage point below nor more than 2 percentage points above the optimum moisture content of the pulverized base material mixture.

Any remaining untreated material around or attached to manholes, valves, vaults, survey monuments or other structures; adjacent or attached to curbs and gutters; or in areas inaccessible by the reclaimer shall be removed to the depth mixed, and replaced with lime and cement base material mixture.

Before compacting, remove solids larger than 3 inches in any dimension by hand. 30-4.03G Compacting and Grading
Immediately after pulverizing and mixing, compact FDR to the minimum relative compaction. Do not allow more than 2 hours between final mixing of the pulverized material with cement and completion of compaction with vibratory steel drum rollers.

During grading and final compaction with vibratory steel drum rollers, add water to maintain the mixing moisture content as described in the mix design.

If the established grade will cause noncompliance with the thickness requirements, notify the Engineer.
30-4.03H Finishing
The finished FDR surface must not vary more than 0.05 foot from the lower edge of a 12-foot straight edge laid in directions parallel and perpendicular to the centerline.

Immediately after compaction, apply water and roll with pneumatic-tired rollers or steel drum roller with no vibration. The finished surface must be free of ruts, bumps, indentations, segregation, raveling, and any loose material.

SPECIAL PROVISIONS

SPECIAL PROVISIONS
18 Keep the compacted surface damp by lightly watering until asphaltic emulsion is applied.

During the period from 48 to 72 hours after compaction, microcrack the surface by applying 3 single passes with a 12-ton vibratory steel drum roller at maximum amplitude travelling from 2 to 3 mph, regardless of whether asphaltic emulsion has been applied.

Apply a coat of asphaltic emulsion to the finished surface when it is damp but free of standing water. The application rate of asphaltic emulsion must be from 0.15 to 0.25 gal/sq yd. Do not water after applying asphaltic emulsion. Do not open to traffic without authorization.

While open to traffic and before placing HMA, maintain the FDR surface free of ruts, bumps, indentations, raveling, and segregation. Repair damaged FDR material with minor HMA.

Take cores to determine the finished FDR thickness before placing HMA.

If a core indicates FDR thickness is less than the specified thickness by more than 0.05 foot, core in the vicinity of the noncompliant core to determine the extent of the deficient thickness. Remove the FDR material deficient in thickness by cold planing to a depth of

0.2 foot below the finished FDR grade. Replace the planed FDR with the HMA specified for the project and compact under the method compaction specifications in section 39-

1.03. Immediately before placing HMA, apply asphaltic emulsion at a rate from 0.03 to 0.05 percent residual binder content.

Do not place HMA until authorized.
30-4.04 Curing Time
The contractor must account for the curing time required for the treated base layer during the Full Depth Reclamation (FDR) process. The curing period for cement or lime stabilization additives must be observed as per the specified requirements. The curing time must be based on the stabilizing agent, environmental conditions, and mix design.

The contractor must anticipate potential delays due to curing time, which may range from 7 to 28 days, and plan the project timeline accordingly. In colder conditions, curing times may extend beyond this range.
30-4.05 Dust Control
The contractor must implement dust control measures during the curing phase of the treated base, particularly when lime or cement stabilization agents are used. Prior to the start of construction, the contractor must submit a Construction Phasing Plan and a Dust Control Plan for approval. These plans must detail specific strategies for dust suppression, including, but not limited to, regular watering, the use of dust suppressants, and the installation of physical barriers. The contractor must ensure that dust control measures are effectively implemented throughout the duration of the project to minimize health and environmental impacts.

SPECIAL PROVISIONS

SPECIAL PROVISIONS
19 30-4.06 Utility Verification and Protection
 Bridge Crossing at Tank Farm and Hollyhock:

Shallow utilities exist at the bridge crossing on Tank Farm at Hollyhock. The contractor must pothole and verify the depth of all existing utilities within 20 feet of the bridge to ensure proper coordination of the work. The contractor must also take necessary precautions to avoid damaging the bridge during grinding operations to remove the Hot Mix Asphalt (HMA) surface. The depth of the existing HMA surface over the bridge is approximately 3 inches, and the contractor must limit grinding operations to avoid damage to the bridge structure. After grinding, the contractor must remove and replace the HMA to meet the existing profile and cross-section of the roadway.
 Traffic Signal Conduits at Broad and Tank Farm Intersection:

Traffic signal conduits exist at the intersection of Broad and Tank Farm. The contractor must locate these conduits and verify their depth prior to performing any work in the area to prevent damage to the signal infrastructure.  8" Water Main Crossing Tank Farm from Sunrose and Morning Glory:

The contractor must pothole and verify the exact depth of the 8" water main crossing Tank Farm from Sunrose to Morning Glory. The contractor must take all necessary precautions to protect this utility during construction and ensure that no damage occurs.
 No Pulverization within 12 Inches of Existing Utilities:

No pulverization work is allowed within 12 inches vertically of any existing utilities.

In areas with shallow utilities, the contractor will only be required to complete an

8.5-inch mill and fill operation to protect these utilities. The contractor must ensure that the milling depth in such areas does not exceed this limit to prevent damage to existing infrastructure.
30-4.07 Payment
Full depth reclamation– lime and cement is measured by the square yardage of FDR.

The contract price for Full Depth Reclamation with lime and cement includes full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing the work involved in all pulverizing and mixing of the existing pavement; for spreading and mixing lime and cement, compacting and trimming to the proper grade, for all microcracking, curing, protection and sealing, and furnishing and applying asphaltic emulsion, all as shown on the plans as specified in the Standard Specifications and these special provisions and as directed by the engineer.

Lime for Full Depth Reclamation shall be paid for by the ton separately from Full Depth Reclamation.

Cement for Full Depth Reclamation shall be paid for by the ton separately from Full Depth Reclamation.

SPECIAL PROVISIONS

SPECIAL PROVISIONS
20 The quantity of lime and cement is subject to increased or decreased compensation and will be the difference between the specified theoretical quantity of lime and cement and the quantity of lime and cement used.

Potholing of utilities, as required for verification of utility depths and protection of existing infrastructure, will be paid for by the lump sum potholing bid item as specified in the bid item list. Additionally, no extra compensation will be allowed for any intermittent operations, delays, or adjustments to paving activities that may arise due to the shallow depth of utilities identified through the potholing process. The contractor is responsible for planning and executing the work to minimize disruptions but will not be entitled to any compensation beyond the lump sum bid item for potholing activities. In addition, the contractor will be liable for repairing any utilities damaged during paving operations if they fail to accurately identify the location of existing utilities.

DIVISION V SURFACINGS AND PAVEMENTS
39 ASPHALT CONCRETE
Add to Section 39-1.0A GENERAL, Summary
Contractor must phase milling and pavement operations such that public traffic is not directed to traverse milled surfaces, including remaining asphalt or base material.

Contractor must submit phasing plan for review and approval.

Add to Section 39-1.02B MATERIALS, Tack Coat
All vertical edges and surfaces to be paved against shall be tack coated. These include, but are not limited to, curb faces, gutter lips, swale edges, cross gutter edges, and asphalt concrete edges.

Replace Section 39-1.02F MATERIALS, Reclaimed Asphalt Pavement (RAP) with:

Asphalt concrete with 25% RAP may be used for paving operations.

Add to Section 39-1.03 HOT MIX ASPHALT DESIGN REQUIREMENTS Mix voids to be targeted at 4.0%. TSR to be minimum 70 in accordance with CTM 371.

Add to Section 39-6 Payment
Payment to remove and replace hot mix asphalt dike shall include full compensation for furnishing all labor, materials, tools, equipment and incidentals, and for doing all work involved in removing the existing HMA dike and replacing the dike, complete and in place, as specified in the Standard Specifications and these Special Provisions and as directed by the engineer.

SPECIAL PROVISIONS

SPECIAL PROVISIONS
21 DIVISION VIII MISCELLANEOUS CONSTRUCTION
73 CONCRETE CURBS AND SIDEWALKS
Add to Section 73-1.03 CONSTRUCTION
You must meet with the Engineer for an average of 1.5 hours total per ramp to complete the following coordination tasks:

1. Before saw-cutting to agree on the limits of demolition and removal.

2. After formwork is set, to verify that grades meet those stated on the Plans.

3. Upon completion of new curb ramp installation to verify finished grades.

Curb ramps have been designed to comply with the current Caltrans Standard Plan detail RSP A88A and City Std. 4440. Field modifications to the design plans, if approved by the Engineer, must meet the dimensional and slope requirements of Standard Plan RSP A88A. When measuring the ADA facility’s dimensions and slopes, consider the required dimension or slope to have been met if the recorded individual measurements comply with the following:
• Dimensional measurement does not exceed ½-inch from the dimension shown, i.e. ½-inch less than a minimum dimension, or ½-inch greater than a maximum dimension.
• Slope measurement does not exceed 0.2 percent from the slope shown.

You must give the City a 24-hour notice for inspection of formwork before pouring the concrete.

You must calibrate all levels used in construction at the beginning of each work day.

You must ensure that new ramp flowlines do not create any "ponding" areas.

You cannot saw-cut and demolish more than 2 corners at any given intersection in order to allow pedestrian travel.

Curb ramp spandrel design may vary from Engineering Standards, as directed by the Engineer, in order to accommodate ramp landing.

You are responsible for storing existing signs and boxes for reuse.

Add to Section 73-1.04 PAYMENT
As shown on the bid item list, each new Curb Ramp will be paid in lump sum for all work shown on the plans for the individual corner/section. The lump sum price includes all work shown on the Plans, as specified in the Standard Specifications and these Special Provisions. It also includes work for:

1. public notices

2. layout

3. elevation control

4. saw-cutting

SPECIAL PROVISIONS

SPECIAL PROVISIONS
22 5. demolition

6. removal and disposal of demolished material

7. formwork

8. installation of ramps, driveway, sidewalk, pavers, curb and gutter.

9. furnishing and installation of new signs, post and sleeves

10. furnishing and installation of guide rail edge protection

11. temporary cold mix

12. adjustment of existing utility boxes, covers, vaults, etc.

13. removal of existing traffic signal detector boxes

14. removal of existing and installation of new traffic signal pull boxes

15. removal of existing and installation of new water meter boxes

16. removal of existing and installation of new sidewalk underdrain

17. tree protection and tree well installation

18. repair of existing irrigation systems, if damaged & modifications as needed

19. landscape replacement, if applicable

20. protection of existing utilities and restoration of existing improvements

21. protection and restoration of existing benchmarks and survey monuments

22. cleanup
Payment for varying widths of “paveouts” shown on plans are included in the applicable Curb Ramp lump sum price. Remove and replace AC over PCC pavement per Eng. Std. 4110 & 6020.

Full compensation for concrete cross gutters is paid on a square footage basis as shown in the bid item list and is identified as the portion of the cross gutter between gutter spandrels.
“Additional Allowance Bid Items” are intended for field changes and additions to work shown on the plans. The intent of the additional items is to provide additional payment to conform specified work to existing field conditions on a per unit price basis. Sections 9 -

1.06B and 9-1.06C are waived for these bid items and you are advised that these bid items may be increased, decreased or deleted in their entirety without any additional compensation.
77 LOCAL INFRASTRUCTURE
Add to Section 77-1.01 EXCAVATION AND RESTORATION, GENERAL; Protection and restoration of survey monuments and benchmarks must comply with Section 5-1.26 and 5-1.36.

DIVISION IX TRAFFIC CONTROL DEVICES
84 MARKINGS
Add to Section 84-2.01A GENERAL, Summary with:

Traffic Striping to be applied shall be per Caltrans Revised Standard Plans 2015.

SPECIAL PROVISIONS

SPECIAL PROVISIONS
23 See Section 84-2.04 of the City Standard Specifications for payment of traffic striping.

Contractor shall layout all temporary and permanent striping and get approval from the Engineer prior to installing.

Unless otherwise approved by the Engineer, contractor shall install temporary reflective tape to any existing crosswalks prior to opening to traffic.

New crosswalk markings shall not be installed until all crosswalk warning signage and flashing beacon systems (if applicable) are installed and operational. Otherwise, temporary signage must be installed to convey “CROSSWALK CLOSED” to the satisfaction of the engineer.

Replace Section 84-2.03C CONSTRUCTION, Application of Stripes and Markings with:

Final Stripes and Pavement Markings must not begin before 5 calendar days and completed no later than 15 calendar days after placement of asphalt concrete. You must provide the Engineer a minimum two working day notice to review, modify and approve striping layout prior placing the final striping. Unless prior approval is obtained for the Engineer, you will be assessed Liquidated Damages in the amount of $500 per calendar day for each day’s failure to complete striping and pavement markings within this specified time.

New stripes and markings must be protected from damage until completely dry. Curb markings must be paint not thermoplastic.

Add to Section 84-2.04 Payment with:

Bike lane buffer is measured along the linear foot and accounts for all striping and cross hatching regardless of width of buffer.

Details containing white pavement markings and green pavement paint (bicycle turn box, greenback sharrow, etc.) will be paid per detail and no additional compensations will be allowed.

Green bike lane markings (Case 1, 2, & 3) paid by the linear foot include bike lane symbol, green pavement coating, white markings and striping and no additional compensation will be allowed.

Unless otherwise mentioned above, green bike lane coating is measured by the square foot for the area applied.

Add Section 84-6 BIKE LANE MARKINGS
Add Section 84-6.01 Bike Lane Coatings:

Bike lane coating must be SealMaster Safe Ride (Appendix B) or City-approved equal.

SPECIAL PROVISIONS

SPECIAL PROVISIONS
24 Prior to installation of green bike lane coating, the contractor shall submit a color sample and manufacturer specifications to the City for approval. Per manufacturer's specifications, SealMaster Safe Ride installation must include application of two coats minimum, with three coats provided at high traffic/wear locations (at intersection conflict areas).

Replace Section 84-9.04 EXISTING MARKINGS, Payment
Full compensation for work specified in Section 84 and applicable Engineering Standards is included in the payment for other bid items unless a bid item of work is shown on the Bid Item List.

DIVISION X ELECTRICAL WORK
86 ELECTRICAL SYSTEMS
Add Section 86-1.08 RRFB PAYMENT:

As shown on the bid item list, installation of the Rapid Rectangular Flashing Beacon (RRFB) systems will be paid by Lump Sum per the limits shown on the plans at each intersection. The lump sum unit price must include furnishing and installation of all equipment needed for the operation of beacon system as shown on the plans and specified in the Standard Specifications and these Special Provisions. Unless otherwise indicated on plans, each beacon system includes, but is not limited to:

1. Solar engine kit

2. Beacon light bars

3. Battery system

4. Pushbuttons

5. Pushbutton frame and sign placards

6. Mounting hardware

7. Electrical conductors/wiring

Punch posts and signage to be installed at each beacon location are included as individual bid items.

DIVISION XIII APPENDICES
ADD SECTION 100 APPENDICES
Add Section 100-1.01 GENERAL:

1. Appendix A - Form of Agreement

2. Appendix B - SealMaster Safe Ride Data Sheet

3. Appendix C – Pavement Evaluation Report

4. Appendix D - Full Depth Reclamation Mix Design

APPENDIX

APPENDIX
0 APPENDIX A - FORM OF AGREEMENT
THIS AGREEMENT, made on _____________, by and between the City of San Luis Obispo, a municipal corporation and charter city, San Luis Obispo County, California (hereinafter called the Owner) and COMPANY NAME (hereinafter called the Contractor).

WITNESSETH:

That the Owner and the Contractor for the consideration stated herein agree as follows:

ARTICLE 1, SCOPE OF WORK: The Contractor shall perform everything required to be performed, shall provide and furnish all of the labor, materials, necessary tools, expendable equipment, and all utility and transportation services required to complete all the work of construction of
NAME OF PROJECT, SPEC NO.
in strict compliance with the plans and specifications therefor, including any and all Addenda, adopted by the Owner, in strict compliance with the Contract Documents hereinafter enumerated.

It is agreed that said labor, materials, tools, equipment, and services shall be furnished and said work performed and completed under the direction and supervision and subject to the approval of the Owner or its authorized representatives.

ARTICLE II, CONTRACT PRICE: The Owner shall pay the Contractor as full consideration for the faithful performance of this Contract, subject to any additions or deductions as provided in the Contract Documents, the contract prices as follows:

Item
No.

Item Unit of
Measure
Estimated
Quantity
Item Price
(in figures)
Total
(in figures)

1. 2.

3. BID TOTAL: $ .00
Payments are to be made to the Contractor in compliance with and subject to the provisions embodied in the documents made a part of this Contract.

Should any dispute arise respecting the true value of any work omitted, or of any extra work which the Contractor may be required to do, or respecting the size of any payment to the Contractor, during the performance of this Contract, said dispute shall be decided by the Owner and its decision shall be final, and conclusive.

APPENDIX

APPENDIX
1 ARTICLE III, COMPONENT PARTS OF THIS CONTRACT: The Contract consists of the following documents, all of which are as fully a part thereof as if herein set out in full, and if not attached, as if hereto attached:

1. Notice to Bidders and Information for Bidders

2. Standard Specifications and Engineering Standards

3. Special Provisions, any Addenda, Plans and Contract Change Orders

4. Caltrans Standard Specifications and Standard Plans 2015

5. Accepted Bid and Bid Bond

6. List of Subcontractors

7. Public Contract Code Sections 10285.1 Statement

8. Public Contract Code Section 10162 Questionnaire

9. Public Contract Code Section 10232 Statement

10. Labor Code Section 1725.5 Statements

11. Bidder Acknowledgements

12. Qualifications

13. Non-collusion Declaration

14. Agreement and Bonds

15. Insurance Requirements and Forms
ARTICLE IV INDEMNIFICATION: The Contractor shall indemnify, defend with legal counsel approved by City, and hold harmless City, its officers, officials, employees and volunteers from and against all liability, loss, damage, expense, cost (including without limitation reasonable legal counsel fees, expert fees and all other costs and fees of litigation) of every nature arising out of or in connection with the Contractor’s negligence, recklessness or willful misconduct in the performance of work hereunder or its failure to comply with any of its obligations contained in this Agreement, except such loss or damage which is caused by the sole or active negligence or willful misconduct of the City. Should conflict of interest principles preclude a single legal counsel from representing both the City and the Contractor, or should the City otherwise find the Contractor’s legal counsel unacceptable, then the Contractor shall reimburse the City its costs of defense, including without limitation reasonable legal counsel fees, expert fees and all other costs and fees of litigation. The Contractor shall promptly pay any final judgment rendered against the City (and its officers, officials, employees and volunteers) with respect to claims determined by a trier of fact to have been the result of the Contractor’s negligent, reckless or wrongful performance. It is expressly understood and agreed that the foregoing provisions are intended to be as broad and inclusive as is permitted by the law of the State of California and will survive termination of this Agreement.

The Contractor obligations under this section apply regardless of whether such claim, charge, damage, demand, action, proceeding, loss, stop notice, cost, expense, judgment, civil fine or penalty, or liability was caused in part or contributed to by an Indemnitee.

However, without affecting the rights of the City under any provision of this agreement, the Contractor shall not be required to indemnify and hold harmless the City for liability attributable to the active negligence of City, provided such active negligence is determined by agreement between the parties or by the findings of a court of competent jurisdiction. In

APPENDIX

APPENDIX
2 instances where the City is shown to have been actively negligent and where the City’s active negligence accounts for only a percentage of the liability involved, the obligation of the Contractor will be for that entire portion or percentage of liability not attributable to the active negligence of the City.

ARTICLE V. It is further expressly agreed by and between the parties hereto that should there be any conflict between the terms of this instrument and the bid of said Contractor, then this instrument shall control and nothing herein shall be considered as an acceptance of the said terms of said bid conflicting herewith.

IN WITNESS WHEREOF, the parties to these presents have hereunto set their hands this year and date first above written.

CITY OF SAN LUIS OBISPO
A Municipal Corporation

__________________________________
Whitney McDonald, City Manager

APPROVED AS TO FORM CONTRACTOR:

Name of Company
________________________________

By:________________________________
J. Christine Dietrick
City Attorney
Name of CAO/President
Its: CAO/PRESIDENT
(2nd signature required if Corporation):

By:________________________________
Name of Corporate Officer
Its: ____________________

APPENDIX

APPENDIX
3 APPENDIX B – SEALMASTER SAFE RIDE DATA SHEET

APPENDIX

APPENDIX
4 APPENDIX C – PAVEMENT EVALUATION REPORT

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December 4, 2024 Project No. 240140
Hai Nguyen, PE
City of San Luis Obispo
919 Palm Street
San Luis Obispo, CA 93401-3218
Subject: Deflection Analysis for the 2025 Roadway Paving Project in the City of San Luis Obispo
Dear Hai:

In accordance with your request, we have completed the pavement deflection analysis for the subject project and are herein providing our findings and recommendations.

INTRODUCTION
Our field work consisted of deflection testing using our falling weight pavement deflection testing device in general accordance with CTM 356, coring to measure the existing pavement thickness, and a visual condition survey. This work was performed by Brett Long, Carlos Cardona, and Justin Custer of PEI’s staff. Visual evaluations were performed by Steven Holm of PEI’s engineering staff. The traffic indexes used in this analysis were provided by the City of San Luis Obispo.

We have summarized our analysis on the deflection summary sheets for the street segments following this report. Included on the summary sheets is the coring data for existing pavement thickness, visual condition survey, deflection test results analysis, and rehabilitation recommendations.

ANALYSIS
The rehabilitation alternatives have been designed using structural requirements from the deflection analysis contained in CTM 356, reflective cracking criteria, and the visual condition survey. Reflection cracking requirements are determined as a minimum of one-half the bonded layer section per current Caltrans recommendations for reflective cracking. Engineering judgment and experience has been used in applying these criteria to the individual street segments.

The rehabilitation alternatives evaluated in this analysis include HMA and RHMA overlays, milling and replacement with HMA, and Partial Depth Recycling (PDR).

Reconstruction alternatives are also provided including Full Depth Reclamation (FDR), Full Depth HMA, and HMA over aggregate base.

Hai Nguyen, PE
December 4, 2024
Project No. 240140

OVERLAYS
The recommended overlays must meet both the structural requirements from the deflection analysis and reflective cracking requirements. The minimum recommended overlay thickness is 1-3/4 inches to ensure that the HMA can be properly compacted.

For HMA overlays, typically a HMA leveling course is recommended if pavement fabric is placed. The leveling course provides a uniform surface and fills cracks to ensure the fabric is bonded properly to the overlay. Pavement fabric is not typically recommended unless needed to reduce the overlay thickness required for reflective cracking.

PEI recommends placing a leveling course under RHMA overlays. The leveling course helps provide a uniform surface for placing the RHMA to ensure the thickness of the RHMA overlay. Minimum thickness for RHMA overlays is critical for compaction.

MILLING AND REPLACEMENT
Milling and replacement is generally recommended when overlay requirements for reflective cracking exceed 3-1/2 inches and are structurally adequate by deflection.

Overlays which exceed 3-1/2 inches are not usually feasible due to geometric constraints.

Mill and replacement alternatives allow for resurfacing the pavement to match the existing profile. This alternative can also reduce the lift thickness to meet reflective cracking requirements if the pavement is structurally adequate. The expected pavement life for milling and replacing is like an overlay. Milling and replacement is a green alternative also, because asphalt suppliers use the removed asphalt in Rap (recycled asphalt pavement) mixes if fabric is not present.

PEI does not recommend Milling and Replacement when the pavement is less than 5 inches thick. Construction traffic can cause significant failures in pavements that are milled and leave less than 3 inches.

PARTIAL DEPTH RECYCLING (PDR)
PDR is an option when pavements are structurally adequate or slightly structurally deficient. It can be especially useful when pavements are thick (greater than 6 inches).

PDR helps reduce crack history in thicker pavement and provides a green approach by using existing materials. PDR consists of either an emulsion process or a foaming process. The cold foam process can include mixing aggregate base with asphalt concrete.

Hai Nguyen, PE
December 4, 2024
Project No. 240140

RECONSTRUCTION
Reconstruction can consist of various alternatives including Full Depth HMA, HMA over aggregate base, or Full Depth Reclamation (FDR). Full Depth HMA is the fastest for construction but typically has higher costs than other reconstruction alternatives. FDR HMA can be a cost-effective approach but takes much longer to construct than HMA.

HMA over aggregate base has a lower cost than Full Depth HMA but has significant impact on the public due to the slower construction process.

FDR involves treating the existing base and soil with either cement or lime depending on the makeup of the materials. FDR is a green alternative because it uses existing materials and reduces the amount of imported materials.

PROJECT ANALYSIS AND DESIGN OVERVIEW
The street segments that were evaluated for this project are as follows:

Location 1:
x Calle Joaquin – Motel 6 to City Limits
x Industrial Way – Broad Street to East End
x Sacramento Drive – Via Esteban to Industrial Way
Location 2:
x Tank Farm Road – South Higuera to East City Limits
x Tank Farm Road – West City Limits to Broad Street
x Tank Farm Road – Broad Street to Righetti Ranch Road
x Tank Farm Road – Righetti Ranch Road to Wavertree Street x Orcutt Road – Spanish Oaks Drive to City Limits
Location 3:
x Broad Street – Sweeney Lane to Tank Farm Road
Location 4:
x Foothill Boulevard – California Boulevard to City Limits These roadways are classified as arterials with higher design traffic indexes (9.5). Most of the R-values tested were less than 20. The recommendations for each section vary based on existing structural section thicknesses and structural requirements by deflection analysis.

Hai Nguyen, PE
December 4, 2024
Project No. 240140

PEI evaluated multiple alternatives for rehabilitating the pavements. The estimated design life of each recommended alternative is provided in the following table:

Proposed Treatment Expected Service Life
HMA and RHMA Overlays 7-12 years
Milling and Replacement 7-12 years
Partial Depth Recycling (PDR) 7-12 years
Full Depth Reclamation (FDR) 15-20 years
Full Depth HMA 15-20 years
HMA Over Aggregate Base 15-20 years
Each alternative should be evaluated by the design engineer for cost, constructability, and impact on the public during construction.

The Deflection Summary Sheets following this report provide the coring data, deflection data, and visual condition evaluations used in PEI’s analysis. The recommended repair strategies have been provided for rehabilitation alternatives. Following the summary sheets are the deflection data print outs, R-values and photos.

MATERIALS AND CONSTRUCTION
HMA recommended for leveling courses less than 1 inch should be constructed using 3/8-inch maximum HMA or #4 mix. The leveling course should be rolled and compacted with an 8 to 12 ton pneumatic-tire roller.

HMA with thicknesses of 1 to 2 inches should be constructed using 1/2-inch maximum HMA. HMA layer thicknesses greater than 2 inches can be constructed with either 1/2 or 3/4-inch maximum HMA.

RHMA should be constructed with 3/8 inches maximum aggregate for overlays less than 2 inches and 1/2-inch maximum size aggregate for overlays greater than or equal to 2 inches.

All HMA and RHMA work should be placed in accordance with Caltrans 2010 Section 39 using the standard process or Caltrans 2018 Section 39 that is modified for City/County work.

CALLE JOAQUIN
Motel 6 near Los Osos Valley Road to City Limits

Deflection and Structural Summary Project No. 240140
2025 Roadway Paving Project Client: City of San Luis Obispo Calle Joaquin
Motel 6 (S/O Los Osos Valley Road) to City Limits (Near KSBY 6)

CORING LOG

STRUCTURAL REQUIREMENTS
(by Deflection Analysis)

REFLECTIVE CRACKING REQUIREMENTS
*(Required overlay by reflective cracking is half the existing AC thickness - if pavement fabric is used then these criteria can be reduced by 1-1/4 inch with at least a minimum overlay requirement of 1-3/4 inch)

VISUAL CONDITIONS
The pavement exhibits block shrinkage cracking and moderate to severe alligator cracking.

Numerous areas of alligator cracking have progressed to base failures in both directions. There is also some subsidence cracking along the pavement edge. Previous maintenance includes pavement repairs and slurry sealing.

ANALYSIS
The existing pavement consists of 5 to 6-1/2 inches of asphalt concrete over 7 to 10 inches of aggregate base. There is 4 to 5 inches of a sandy subbase underneath the aggregate base.

PEI could not identify if pavement fabric was present in the asphalt concrete layer. The native soils are brown sandy clays with R-values ranging from 13 to 15.

Core
No. Location
HMA Layer
(Inches)
Fabric
(Yes/No)
AB Layer
(Inches)
ASB Layer
(Inches) R-value
1 SB – 470’ from COP @ Motel 6 5 No 10 4 15
2 NB – 875’ from COP @ Motel 6 6-1/2 No 8 5 ---
3 SB -- 1250’ from COP @ Motel 6 6 No 7 4 13
4 NB -- 1700’ from COP @ Motel 6 5 No 7 5 ---
Direction
Traffic Index
(TI) Tolerable
80th
Percentile
HMA Overlay Requirement
(Inches)
NB 9.5 13.0 41.2 6-1/2
SB 9.5 13.0 35.1 5-3/4
HMA Overlay Requirement
(Inches)*
Pavement Fabric Required
(Yes or No)
1-3/4 Yes

Deflection and Structural Summary Project No. 240140
2025 Roadway Paving Project Client: City of San Luis Obispo Based on the deflection analysis, the pavement is structurally deficient by 6-1/2 inches of HMA.

For this pavement, PEI is providing recommendations for full depth reclamation (FDR) and reconstruction with Full Depth HMA or HMA over aggregate base. Overlaying with HMA and RHMA, milling and replacement and partial depth recycling (PDR) are not recommended because of structural deficiency.

RECOMMENDATIONS
Overlay Options
Overlaying with HMA and RHMA are not recommended because of structural deficiency.

Milling and Replacement Option
Milling and replacement is not recommended because of structural deficiency.

Partial Depth Recycling Option (PDR)
Partial depth recycling (PDR) is not recommended because of structural deficiency.

FDR Option
We recommend uniformly pulverizing 16 inches of existing asphalt concrete, aggregate base, and native soil, removing 8 inches of pulverized material, treating the remaining pulverized material and subbase with cement to a depth of 16 inches and placing 8 inches of new HMA in 3 lifts. This recommendation is based on an unconfined compressive strength (UCS) of 300 psi.

Reconstruction Options
Full Depth HMA
We recommend removing to a depth of 14 inches and placing 14 inches of HMA in 5 lifts.

HMA over Aggregate Base
We recommend removing to a depth of 23 inches, installing a SEG fabric, placing 16-1/2 inches of aggregate base and 6-1/2 inches of HMA in 2 lifts.

Both reconstruction alternatives could develop unstable grade from construction traffic during the construction process. Stabilization allowances should be included if one of these alternatives is chosen.

As previously discussed in the report, rehabilitation alternatives may have different anticipated service lives. The design engineer should evaluate each alternative based on cost, constructability, and impact on the public.

10/24/24 Page 1
Road: Survey Date:

From: Thickness:

To: Traffic Index:

Lane/Line: Project Number:

Deflection Data Analysis
Deflection Readings (Equivalent Deflectometer Units)
No. of Tests Low Mean High Std. Dev.
20 10.95 29.57 61.28 13.78
Road Surface
Thickness Traffic Index

0.50 9.50
Structural Design
Tolerable 80th Percentile 90th Percentile % Reduction GE Deficient

13.00 41.15 47.21 68.41 1.03
HMA Overlay

0.54 (805) 781-2265 (916) 209-8300

PAVEMENT ENGINEERING INCORPORATED
City of San Luis Obispo
Motel 6 (S/O Los Osos Valley
Concord Redding San Luis Obispo Sacramento
(877) 240-0468 (530) 224-4535
NB
10/16/24

0.50 9.50
240140
Calle Joaquin
City Limits (Near KSBY 6)

10/24/24 Page 2
Road: Survey Date:

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To: Traffic Index:

Lane/Line: Project Number:

Calle Joaquin
City Limits (Near KSBY 6)
Motel 6 (S/O Los Osos Valley
NB
10/16/24

0.50 9.50
240140

PAVEMENT ENGINEERING INCORPORATED
City of San Luis Obispo
Concord Redding San Luis O bispo Sacram ento
(877)240-0468 (530)224-4535 (805)781-2265 (916)209-8300 113' from City Limits
206' from City Limits
302' from City Limits
409' from City Limits
504' from City Limits
606' from City Limits
705' from City Limits
828' from City Limits
934' from City Limits
1039' from City Limits
1117' from City Limits
1217' from City Limits
1306' from City Limits
1420' from City Limits
1506' from City Limits
1608' from City Limits
1700' from City Limits
1801' from City Limits
1909' from City Limits
1971' from City Limits
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
0 10 20 30 40 50 60 70 80 90 100
Test Point
Deflectometer Deflection

Date:

Client: Interval:

Road: Survey Date:

From: Thickness:

To: Traffic Index:

Lane/Line Project Number:

Test
Points Dynaflect Conditions Deflection Exclude
1 10.95 10.950
2 16.30 16.300
3 35.88 35.880
4 36.54 36.540
5 26.10 26.100
6 13.85 13.850
7 15.32 15.320
8 23.15 23.150
9 29.92 29.920
10 43.56 43.560
11 11.45 11.450
12 38.45 38.450
13 39.15 39.150
14 61.28 61.280
15 28.66 28.660
16 26.70 26.700
17 38.15 38.150
18 11.39 11.390
19 36.91 36.910
20 47.67 47.670
Concord
(877) 240-0468
Redding
(530) 224-4535
San Luis Obispo
(805) 781-2265
Sacramento
(916) 209-8300
10/16/24

0.50 9.50
240140

PAVEMENT ENGINEERING INCORPORATED
Comments
City Limits (Near KSBY 6)
Motel 6 (S/O Los Osos Valley Rd)
NB
10/24/2024
City of San Luis Obispo
Calle Joaquin
100'
934' from City Limits
1039' from City Limits
504' from City Limits
1506' from City Limits
1608' from City Limits
409' from City Limits
705' from City Limits
1117' from City Limits
1217' from City Limits
1306' from City Limits
1420' from City Limits
828' from City Limits
113' from City Limits
206' from City Limits
302' from City Limits
1700' from City Limits
1801' from City Limits
606' from City Limits
1909' from City Limits
1971' from City Limits

10/24/24 Page 1
Road: Survey Date:

From: Thickness:

To: Traffic Index:

Lane/Line: Project Number:

Deflection Data Analysis
Deflection Readings (Equivalent Deflectometer Units)
No. of Tests Low Mean High Std. Dev.
20 6.12 26.26 49.89 10.55
Road Surface
Thickness Traffic Index

0.50 9.50
Structural Design
Tolerable 80th Percentile 90th Percentile % Reduction GE Deficient

13.00 35.12 39.76 62.99 0.91
HMA Overlay

0.48 SB
10/16/24

0.50 9.50
240140
Calle Joaquin
Motel 6 (S/O Los Osos Valley
(805) 781-2265 (916) 209-8300

PAVEMENT ENGINEERING INCORPORATED
City of San Luis Obispo
City Limits (Near KSBY 6)
Concord Redding San Luis Obispo Sacramento
(877) 240-0468 (530) 224-4535

10/24/24 Page 2
Road: Survey Date:

From: Thickness:

To: Traffic Index:

Lane/Line: Project Number:

PAVEMENT ENGINEERING INCORPORATED
City of San Luis Obispo
Concord Redding San Luis O bispo Sacram ento
(877)240-0468 (530)224-4535 (805)781-2265 (916)209-8300 Calle Joaquin
Motel 6 (S/O Los Osos Valley
City Limits (Near KSBY 6)
SB
10/16/24

0.50 9.50
240140
117' from Motel 6
223' from Motel 6
324' from Motel 6
410' from Motel 6
522' from Motel 6
624' from Motel 6
731' from Motel 6
831' from Motel 6
903' from Motel 6
1017' from Motel 6
1137' from Motel 6
1224' from Motel 6
1320' from Motel 6
1423' from Motel 6
1511' from Motel 6
1620' from Motel 6
1718' from Motel 6
1816' from Motel 6
1898' from Motel 6
1958' from Motel 6
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
0 10 20 30 40 50 60 70 80 90 100
Test Point
Deflectometer Deflection

Date:

Client: Interval:

Road: Survey Date:

From: Thickness:

To: Traffic Index:

Lane/Line Project Number:

Test
Points Dynaflect Conditions Deflection Exclude
1 23.60 23.600
2 11.52 11.520
3 27.67 27.670
4 25.35 25.350
5 40.43 40.430
6 49.89 49.890
7 41.56 41.560
8 6.12 6.120
9 15.77 15.770
10 21.83 21.830
11 26.61 26.610
12 25.95 25.950
13 17.07 17.070
14 20.16 20.160
15 32.60 32.600
16 35.15 35.150
17 35.06 35.060
18 25.04 25.040
19 21.52 21.520
20 22.39 22.390
522' from Motel 6
1511' from Motel 6
1620' from Motel 6
410' from Motel 6
731' from Motel 6
1137' from Motel 6
1224' from Motel 6
1320' from Motel 6
1423' from Motel 6
831' from Motel 6
117' from Motel 6
223' from Motel 6
324' from Motel 6
1718' from Motel 6
1816' from Motel 6
624' from Motel 6
1898' from Motel 6
1958' from Motel 6
903' from Motel 6
1017' from Motel 6
10/24/2024
City of San Luis Obispo
Calle Joaquin
100'

PAVEMENT ENGINEERING INCORPORATED
Comments
Motel 6 (S/O Los Osos Valley Rd)
City Limits (Near KSBY 6)
SB
Concord
(877) 240-0468
Redding
(530) 224-4535
San Luis Obispo
(805) 781-2265
Sacramento
(916) 209-8300
10/16/24

0.50 9.50
240140

Laboratory No.: L244050
Project No.: 240140
Sample Date: November 20, 2024
Report Date: November 27, 2024
Client: City of San Luis Obispo
Project Name: Pavement Evaluation Services for 2025 Roadway Paving Project Sample Description: Brown Sandy Clay
Sample Location: C1, Calle Joaquin
Specimen No. 1 2 3
Moisture Content (%) 17.0 18.0 18.5
Dry Density (PCF) 120.4 118.7 117.7
Resistance Value (R) 24 10 0
Exudation Pressure (PSI) 389 259 157
Expansion Pressure 87 39 0

17.0 RESISTANCE VALUE AT 300 P.S.I. 15
Reviewed By:

Materials Engineer
Brandon Rodebaugh

RESISTANCE (R) VALUE TEST
ASTM D 2844
As Received Moisture Content (%)
0 10
20 30
40 50
60 70
80 90
100
800 700 600 500 400 300 200 100 0
Resistance Value
Exudation Pressure (P.S.I.)
Resistance Value Test 300 P.S.I.

Laboratory No.: L244050
Project No.: 240140
Sample Date: November 20, 2024
Report Date: November 27, 2024
Client: City of San Luis Obispo
Project Name: Pavement Evaluation Services for 2025 Roadway Paving Project Sample Description: Brown Sandy Clay
Sample Location: C3, Calle Joaquin
Specimen No. 1 2 3
Moisture Content (%) 19.2 18.2 19.8
Dry Density (PCF) 115.7 118.1 115.2
Resistance Value (R) 10 22 0
Exudation Pressure (PSI) 266 405 164
Expansion Pressure 43 87 0

19.2 RESISTANCE VALUE AT 300 P.S.I. 13
Reviewed By:

Materials Engineer
Brandon Rodebaugh

RESISTANCE (R) VALUE TEST
ASTM D 2844
As Received Moisture Content (%)
0 10
20 30
40 50
60 70
80 90
100
800 700 600 500 400 300 200 100 0
Resistance Value
Exudation Pressure (P.S.I.)
Resistance Value Test 300 P.S.I.

Calle Joaquin @ COP by Motel 6 looking North
Photo 1
Calle Joaquin @ COP by Motel 6 looking South
Photo 2

Calle Joaquin @ 700’ S/O COP looking North
Photo 3
Calle Joaquin @ 700’ S/O COP looking South
Photo 4

Calle Joaquin @ 500’ N/O KSBY looking North
Photo 5
Calle Joaquin @ 500’ N/O KSBY looking South
Photo 6

Calle Joaquin @ KSBY looking North
Photo 7
Calle Joaquin @ KSBY looking South
Photo 

ORCUTT ROAD
Spanish Oaks Drive to City Limits

Deflection and Structural Summary Project No. 240140
2025 Roadway Paving Project Client: City of San Luis Obispo Orcutt Road
Spanish Oaks Drive to East City Limits

CORING LOG

STRUCTURAL REQUIREMENTS
(by Deflection Analysis)

REFLECTIVE CRACKING REQUIREMENTS
*(Required overlay by reflective cracking is half the existing AC thickness - if pavement fabric is used then these criteria can be reduced by 1-1/4 inch with at least a minimum overlay requirement of 1-3/4 inch)

VISUAL CONDITIONS
The pavement exhibits moderate block shrinkage cracking and alligator cracking. Some areas of alligator cracking have progressed to base failures, predominantly in the travel lanes. The Southbound lane appears to be in worse condition. Previous maintenance includes pavement repairs.

Core
No. Location
HMA Layer
(Inches)
Fabric
(Yes/No)
Treated Base
Layer
(inches)
AB Layer
(Inches) R-value
1 EB – 425’ from Spanish Oaks 6 No 15 7 ---
2 WB –760’ from Spanish Oaks 5 No 9 14 ---
3 EB –1250’ from Spanish Oaks 4 No 8 14 ---
4 WB –1575’ from Spanish Oaks 6 No 0 16 18
Direction
Traffic Index
(TI) Tolerable
80th
Percentile
HMA Overlay Requirement
(Inches)
EB 9.5 13.0 13.0 0
WB 9.5 13.0 10.6 0
HMA Overlay Requirement
(Inches)*
Pavement Fabric Required
(Yes or No)
5-1/4 Yes

Deflection and Structural Summary Project No. 240140
2025 Roadway Paving Project Client: City of San Luis Obispo

ANALYSIS
The existing pavement consists of 4 to 6 inches of asphalt concrete, 0 to 15 inches of treated base, and 7 to 16 inches of aggregate base. PEI could not identify if pavement fabric was present in the asphalt concrete layer. The native soil is brown sandy clay with an R-value of 18.

Based on the deflection analysis, the pavement is structurally adequate.

For this pavement, PEI is providing recommendations for milling and replacement, partial depth recycling (PDR), full depth reclamation (FDR) and reconstruction with Full Depth HMA or HMA over aggregate base. Overlaying is not recommended because of the high reflective cracking requirement.

RECOMMENDATIONS
Overlay Options
Overlaying is not recommended because of the high reflective cracking requirement.

Milling and Replacement Option
HMA
We recommend milling off 3-1/2 inches of the existing pavement, 10-inch pavement repairs of base failures, placing a 1-inch HMA leveling course, pavement fabric, and a 2-1/2-inch HMA overlay.

RHMA
We recommend milling off 2 inches of the existing pavement, 6-inch pavement repairs of base failures and placing a 2-inch RHMA overlay.

This alternative may leave thinner asphalt in some areas. An allowance should be included for additional pavement repairs since construction traffic may cause failure in the thinner remaining asphalt layer.

Partial Depth Recycling Option (PDR)
We recommend partial depth recycling to a depth of 3-1/2 inches and placing a 2-1/2-inch HMA or RHMA overlay.

FDR Option
We recommend uniformly pulverizing 16 inches of existing asphalt concrete, aggregate base, and native soil, removing 7-1/2 inches of pulverized material, treating the remaining pulverized material and native soil with cement/lime to a depth of 14-1/2 inches and placing 7-1/2 inches of new HMA in 3 lifts. This recommendation is based on an unconfined compressive strength (UCS) of 300 psi. ***
***Careful consideration should be given when recommending FDR for this section because of the existing treated layer.

Deflection and Structural Summary Project No. 240140
2025 Roadway Paving Project Client: City of San Luis Obispo Reconstruction Options
Full Depth HMA
We recommend removing to a depth of 14 inches and placing 14 inches of HMA in 5 lifts.

HMA over Aggregate Base
We recommend removing to a depth of 23 inches, installing a SEG fabric, placing 16-1/2 inches of aggregate base and 6-1/2 inches of HMA in 2 lifts.

Both reconstruction alternatives could develop unstable grade from construction traffic during the construction process. Stabilization allowances should be included if one of these alternatives is chosen.

As previously discussed in the report, rehabilitation alternatives may have different anticipated service lives. The design engineer should evaluate each alternative based on cost, constructability, and impact on the public.

10/24/24 Page 1
Road: Survey Date:

From: Thickness:

To: Traffic Index:

Lane/Line: Project Number:

Deflection Data Analysis
Deflection Readings (Equivalent Deflectometer Units)
No. of Tests Low Mean High Std. Dev.
18 3.85 8.93 19.99 4.85
Road Surface
Thickness Traffic Index

0.50 9.50
Structural Design
Tolerable 80th Percentile 90th Percentile % Reduction GE Deficient

13.00 13.00 15.14 0.03 0.00
HMA Overlay

0.00 EB
10/16/24

0.50 9.50
240140
Orcutt Road
Spanish Oaks Drive
(805) 781-2265 (916) 209-8300

PAVEMENT ENGINEERING INCORPORATED
City of San Luis Obispo
East City Limits
Concord Redding San Luis Obispo Sacramento
(877) 240-0468 (530) 224-4535

10/24/24 Page 2
Road: Survey Date:

From: Thickness:

To: Traffic Index:

Lane/Line: Project Number:

PAVEMENT ENGINEERING INCORPORATED
City of San Luis Obispo
Concord Redding San Luis O bispo Sacram ento
(877)240-0468 (530)224-4535 (805)781-2265 (916)209-8300 Orcutt Road
Spanish Oaks Drive
East City Limits
EB
10/16/24

0.50 9.50
240140
137' from Spanish Oaks
Drive
207' from Spanish Oaks
Drive
326' from Spanish Oaks
Drive
424' from Spanish Oaks
Drive
534' from Spanish Oaks
Drive
632' from Spanish Oaks
Drive
723' from Spanish Oaks
Drive
826' from Spanish Oaks
Drive
913' from Spanish Oaks
Drive
1021' from Spanish Oaks
Drive
1134' from Spanish Oaks
Drive
1248' from Spanish Oaks
Drive
1318' from Spanish Oaks
Drive
1419' from Spanish Oaks
Drive
1539' from Spanish Oaks
Drive
1625' from Spanish Oaks
Drive
1806' from Spanish Oaks
Drive
1822' from Spanish Oaks
Drive
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
0 10 20 30 40 50 60 70 80 90 100
Test Point
Deflectometer Deflection

Date:

Client: Interval:

Road: Survey Date:

From: Thickness:

To: Traffic Index:

Lane/Line Project Number:

Test
Points Dynaflect Conditions Deflection Exclude
1 3.85 3.850
2 4.03 4.030
3 5.03 5.030
4 4.02 4.020
5 9.66 9.660
6 8.05 8.050
7 4.54 4.540
8 5.06 5.060
9 4.41 4.410
10 7.81 7.810
11 13.34 13.340
12 6.94 6.940
13 11.25 11.250
14 10.29 10.290
15 19.99 19.990
16 17.59 17.590
17 13.32 13.320
18 11.52 11.520
534' from Spanish Oaks Drive
1539' from Spanish Oaks Drive
1625' from Spanish Oaks Drive
424' from Spanish Oaks Drive
723' from Spanish Oaks Drive
1134' from Spanish Oaks Drive
1248' from Spanish Oaks Drive
1318' from Spanish Oaks Drive
1419' from Spanish Oaks Drive
826' from Spanish Oaks Drive
137' from Spanish Oaks Drive
207' from Spanish Oaks Drive
326' from Spanish Oaks Drive
1806' from Spanish Oaks Drive
1822' from Spanish Oaks Drive
632' from Spanish Oaks Drive
913' from Spanish Oaks Drive
1021' from Spanish Oaks Drive
10/24/2024
City of San Luis Obispo
Orcutt Road
100'

PAVEMENT ENGINEERING INCORPORATED
Comments
Spanish Oaks Drive
East City Limits
EB
Concord
(877) 240-0468
Redding
(530) 224-4535
San Luis Obispo
(805) 781-2265
Sacramento
(916) 209-8300
10/16/24

0.50 9.50
240140

10/24/24 Page 1
Road: Survey Date:

From: Thickness:

To: Traffic Index:

Lane/Line: Project Number:

Deflection Data Analysis
Deflection Readings (Equivalent Deflectometer Units)
No. of Tests Low Mean High Std. Dev.
18 3.44 7.70 14.96 3.42
Road Surface
Thickness Traffic Index

0.50 9.50
Structural Design
Tolerable 80th Percentile 90th Percentile % Reduction GE Deficient

13.00 10.57 12.08 0.00 0.00
HMA Overlay

0.00 WB
10/16/24

0.50 9.50
240140
Orcutt Road
East City Limits
(805) 781-2265 (916) 209-8300

PAVEMENT ENGINEERING INCORPORATED
City of San Luis Obispo
Spanish Oaks Drive
Concord Redding San Luis Obispo Sacramento
(877) 240-0468 (530) 224-4535

10/24/24 Page 2
Road: Survey Date:

From: Thickness:

To: Traffic Index:

Lane/Line: Project Number:

PAVEMENT ENGINEERING INCORPORATED
City of San Luis Obispo
Concord Redding San Luis O bispo Sacram ento
(877)240-0468 (530)224-4535 (805)781-2265 (916)209-8300 Orcutt Road
East City Limits
Spanish Oaks Drive
WB
10/16/24

0.50 9.50
240140
108' from East City Limits
234' from East City Limits
312' from East City Limits
402' from East City Limits
500' from East City Limits
623' from East City Limits
718' from East City Limits
815' from East City Limits
913' from East City Limits
1014' from East City Limits
1093' from East City Limits
1211' from East City Limits
1333' from East City Limits
1436' from East City Limits
1538' from East City Limits
1627' from East City Limits
1703' from East City Limits
1806' from East City Limits
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
0 10 20 30 40 50 60 70 80 90 100
Test Point
Deflectometer Deflection

Date:

Client: Interval:

Road: Survey Date:

From: Thickness:

To: Traffic Index:

Lane/Line Project Number:

Test
Points Dynaflect Conditions Deflection Exclude
1 12.70 12.700
2 12.05 12.050
3 14.96 14.960
4 13.19 13.190
5 8.63 8.630
6 8.47 8.470
7 7.11 7.110
8 5.35 5.350
9 6.61 6.610
10 4.89 4.890
11 6.33 6.330
12 4.65 4.650
13 6.44 6.440
14 5.86 5.860
15 4.69 4.690
16 4.31 4.310
17 3.44 3.440
18 8.85 8.850
500' from East City Limits
1538' from East City Limits
1627' from East City Limits
402' from East City Limits
718' from East City Limits
1093' from East City Limits
1211' from East City Limits
1333' from East City Limits
1436' from East City Limits
815' from East City Limits
108' from East City Limits
234' from East City Limits
312' from East City Limits
1703' from East City Limits
1806' from East City Limits
623' from East City Limits
913' from East City Limits
1014' from East City Limits
10/24/2024
City of San Luis Obispo
Orcutt Road
100'

PAVEMENT ENGINEERING INCORPORATED
Comments
East City Limits
Spanish Oaks Drive
WB
Concord
(877) 240-0468
Redding
(530) 224-4535
San Luis Obispo
(805) 781-2265
Sacramento
(916) 209-8300
10/16/24

0.50 9.50
240140

Laboratory No.: L243996
Project No.: 240140
Sample Date: November 13, 2024
Report Date: November 21, 2024
Client: City of San Luis Obispo
Project Name: Pavement Evaluation Services for 2025 Roadway Paving Project Sample Description: Brown Sandy Clay
Sample Location: C4, Orcutt Road
Specimen No. 1 2 3
Moisture Content (%) 15.5 16.5 17.0
Dry Density (PCF) 120.6 118.6 118.0
Resistance Value (R) 28 14 1
Exudation Pressure (PSI) 405 265 164
Expansion Pressure 87 43 0

15.5 RESISTANCE VALUE AT 300 P.S.I. 18
Reviewed By:

Materials Engineer
Brandon Rodebaugh

RESISTANCE (R) VALUE TEST
ASTM D 2844
As Received Moisture Content (%)
0 10
20 30
40 50
60 70
80 90
100
800 700 600 500 400 300 200 100 0
Resistance Value
Exudation Pressure (P.S.I.)
Resistance Value Test 300 P.S.I.

Orcutt Road @ East City Limits (COP) looking South
Photo 1
Orcutt Road @ East City Limits looking North
Photo 2

Orcutt Road @ 1,035’ N/O East City Limits looking South Photo 3
Orcutt Road @ 1,035’ N/O East City Limits looking North Photo 4

Orcutt Road @ Spanish Oaks Drive looking South
Photo 5
Orcutt Road @ Spanish Oaks Drive looking North
Photo 6

SACRAMENTO DRIVE
Via Esteban to Industrial Way

Deflection and Structural Summary Project No. 240140
2025 Roadway Paving Project Client: City of San Luis Obispo Sacramento Drive
Via Esteban to Industrial Way

CORING LOG

STRUCTURAL REQUIREMENTS
(by Deflection Analysis)

REFLECTIVE CRACKING REQUIREMENTS
*(Required overlay by reflective cracking is half the existing AC thickness - if pavement fabric is used then these criteria can be reduced by 1-1/4 inch with at least a minimum overlay requirement of 1-3/4 inch)

VISUAL CONDITIONS
The pavement exhibits moderate block shrinkage cracking and moderate to severe alligator cracking. Several areas of alligator cracking have progressed to base failure, predominantly in the travel lanes. The cracking is more severe in the Northbound lane. Previous pavement maintenance includes pavement repairs and crack sealing.

Core
No. Location
HMA Layer
(Inches)
Fabric
(Yes/No)
AB Layer
(Inches) R-value
1 NB – 450’ from Industrial Way 8-1/2 No 0 19
2 SB – 750’ from Industrial Way 7-3/4 No 0 -
3 NB – 1,300’ from Industrial Way 8-1/2 No 0 19
4 SB – 750’ from Industrial Way 7 No 0 -
5 NB – 2,100’ from Industrial Way 3-1/4 No 13 17
Direction
Traffic Index
(TI) Tolerable
80th
Percentile
HMA Overlay Requirement
(Inches)
NB 9.5 13.0 29.0 4-3/4
SB 9.5 13.0 18.3 1-1/2
HMA Overlay Requirement
(Inches)*
Pavement Fabric Required
(Yes or No)
2-3/4 Yes

Deflection and Structural Summary Project No. 240140
2025 Roadway Paving Project Client: City of San Luis Obispo

ANALYSIS
The existing pavement consists of 3-1/4 to 8-1/2 inches of asphalt concrete over 0 to 13 inches of aggregate base. PEI could not identify if pavement fabric was present in the asphalt concrete layer. The native soils are brown sandy clays with R-values ranging from 17 to 19.

Based on the deflection analysis, the pavement is structurally deficient by 4-3/4 inches of HMA in the Northbound lane.

For this pavement, PEI is providing recommendations for full depth reclamation (FDR) and reconstruction with Full Depth HMA or HMA over aggregate base. Overlaying, milling and replacement, and partial depth recycling (PDR) are not recommended because of structural deficiency.

RECOMMENDATIONS
Overlaying is not recommended because of structural deficiency.

Milling and Replacement Option
Milling and replacement is not recommended because of structural deficiency.

Partial Depth Recycling Option (PDR)
Partial depth recycling (PDR) is not recommended because of structural deficiency.

FDR Option
We recommend uniformly pulverizing 16 inches of existing asphalt concrete, aggregate base, and native soil, removing 7-1/2 inches of pulverized material, treating the remaining pulverized material and native soil with cement/lime to a depth of 14-1/2 inches and placing 7-1/2 inches of new HMA in 3 lifts. This recommendation is based on an unconfined compressive strength (UCS) of 300 psi.

Reconstruction Options
Full Depth HMA
We recommend removing to a depth of 13-1/2 inches and placing 13-1/2 inches of HMA in 5 lifts.

HMA over Aggregate Base
We recommend removing to a depth of 23 inches, installing a SEG fabric, placing 16-1/2 inches of aggregate base and 6-1/2 inches of HMA in 2 lifts.

Both reconstruction alternatives could develop unstable grade from construction traffic during the construction process. Stabilization allowances should be included if one of these alternatives is chosen.

Deflection and Structural Summary Project No. 240140
2025 Roadway Paving Project Client: City of San Luis Obispo As previously discussed in the report, rehabilitation alternatives may have different anticipated service lives. The design engineer should evaluate each alternative based on cost, constructability, and impact on the public.

10/24/24 Page 1
Road: Survey Date:

From: Thickness:

To: Traffic Index:

Lane/Line: Project Number:

Deflection Data Analysis
Deflection Readings (Equivalent Deflectometer Units)
No. of Tests Low Mean High Std. Dev.
25 2.19 19.11 45.94 11.81
Road Surface
Thickness Traffic Index

0.58 9.50
Structural Design
Tolerable 80th Percentile 90th Percentile % Reduction GE Deficient

13.00 29.03 34.23 55.22 0.75
HMA Overlay

0.39 NB
10/16/24

0.58 9.50
240140
Sacramento Drive
Industrial Way
(805) 781-2265 (916) 209-8300

PAVEMENT ENGINEERING INCORPORATED
City of San Luis Obispo
Via Esteban
Concord Redding San Luis Obispo Sacramento
(877) 240-0468 (530) 224-4535

10/24/24 Page 2
Road: Survey Date:

From: Thickness:

To: Traffic Index:

Lane/Line: Project Number:

PAVEMENT ENGINEERING INCORPORATED
City of San Luis Obispo
Concord Redding San Luis O bispo Sacram ento
(877)240-0468 (530)224-4535 (805)781-2265 (916)209-8300 Sacramento Drive
Industrial Way
Via Esteban
NB
10/16/24

0.58 9.50
240140
110' from Industrial Way
218' from Industrial Way
323' from Industrial Way
409' from Industrial Way
518' from Industrial Way
620' from Industrial Way
706' from Industrial Way
817' from Industrial Way
915' from Industrial Way
1025' from Industrial Way
1129' from Industrial Way
1215' from Industrial Way
1307' from Industrial Way
1407' from Industrial Way
1514' from Industrial Way
1626' from Industrial Way
1716' from Industrial Way
1811' from Industrial Way
1915' from Industrial Way
2017' from Industrial Way
2139' from Industrial Way
2212' from Industrial Way
2316' from Industrial Way
2413' from Industrial Way
2482' from Industrial Way
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 24
25 0 10 20 30 40 50 60 70 80 90 100
Test Point
Deflectometer Deflection

Date:

Client: Interval:

Road: Survey Date:

From: Thickness:

To: Traffic Index:

Lane/Line Project Number:

Test
Points Dynaflect Conditions Deflection Exclude
1 8.11 8.110
2 15.62 15.620
3 31.09 31.090
4 45.94 45.940
5 8.83 8.830
6 9.32 9.320
7 16.61 16.610
8 25.06 25.060
9 16.42 16.420
10 18.62 18.620
11 14.06 14.060
12 14.49 14.490
13 2.19 2.190
14 15.64 15.640
15 8.44 8.440
16 6.67 6.670
17 8.22 8.220
18 36.05 36.050
19 37.48 37.480
20 29.80 29.800
21 14.37 14.370
22 4.89 4.890
23 33.62 33.620
24 32.22 32.220
25 24.00 24.000
518' from Industrial Way
2212' from Industrial Way
1514' from Industrial Way
1626' from Industrial Way
409' from Industrial Way
706' from Industrial Way
1129' from Industrial Way
1215' from Industrial Way
1307' from Industrial Way
1407' from Industrial Way
817' from Industrial Way
110' from Industrial Way
218' from Industrial Way
323' from Industrial Way
1716' from Industrial Way
1811' from Industrial Way
620' from Industrial Way
1915' from Industrial Way
2017' from Industrial Way
2139' from Industrial Way
2316' from Industrial Way
2413' from Industrial Way
2482' from Industrial Way
915' from Industrial Way
1025' from Industrial Way
10/24/2024
City of San Luis Obispo
Sacramento Drive
100'

PAVEMENT ENGINEERING INCORPORATED
Comments
Industrial Way
Via Esteban
NB
Concord
(877) 240-0468
Redding
(530) 224-4535
San Luis Obispo
(805) 781-2265
Sacramento
(916) 209-8300
10/16/24

0.58 9.50
240140

10/24/24 Page 1
Road: Survey Date:

From: Thickness:

To: Traffic Index:

Lane/Line: Project Number:

Deflection Data Analysis
Deflection Readings (Equivalent Deflectometer Units)
No. of Tests Low Mean High Std. Dev.
24 5.66 13.22 32.70 6.03
Road Surface
Thickness Traffic Index

0.58 9.50
Structural Design
Tolerable 80th Percentile 90th Percentile % Reduction GE Deficient

13.00 18.28 20.94 28.89 0.22
HMA Overlay

0.12 (805) 781-2265 (916) 209-8300

PAVEMENT ENGINEERING INCORPORATED
City of San Luis Obispo
Industrial Way
Concord Redding San Luis Obispo Sacramento
(877) 240-0468 (530) 224-4535
SB
10/16/24

0.58 9.50
240140
Sacramento Drive
Via Esteban

10/24/24 Page 2
Road: Survey Date:

From: Thickness:

To: Traffic Index:

Lane/Line: Project Number:

Sacramento Drive
Via Esteban
Industrial Way
SB
10/16/24

0.58 9.50
240140

PAVEMENT ENGINEERING INCORPORATED
City of San Luis Obispo
Concord Redding San Luis O bispo Sacram ento
(877)240-0468 (530)224-4535 (805)781-2265 (916)209-8300 118' from Via Esteban
235' from Via Esteban
309' from Via Esteban
424' from Via Esteban
530' from Via Esteban
617' from Via Esteban
718' from Via Esteban
826' from Via Esteban
908' from Via Esteban
1021' from Via Esteban
1142' from Via Esteban
1233' from Via Esteban
1319' from Via Esteban
1433' from Via Esteban
1514' from Via Esteban
1612' from Via Esteban
1724' from Via Esteban
1822' from Via Esteban
1923' from Via Esteban
2011' from Via Esteban
2115' from Via Esteban
2208' from Via Esteban
2320' from Via Esteban
2416' from Via Esteban
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 24
0 10 20 30 40 50 60 70 80 90 100
Test Point
Deflectometer Deflection

Date:

Client: Interval:

Road: Survey Date:

From: Thickness:

To: Traffic Index:

Lane/Line Project Number:

Test
Points Dynaflect Conditions Deflection Exclude
1 17.38 17.380
2 7.15 7.150
3 21.56 21.560
4 16.67 16.670
5 17.63 17.630
6 13.26 13.260
7 10.86 10.860
8 12.80 12.800
9 15.54 15.540
10 12.54 12.540
11 8.09 8.090
12 8.48 8.480
13 10.67 10.670
14 7.17 7.170
15 11.72 11.720
16 20.38 20.380
17 14.98 14.980
18 15.25 15.250
19 32.70 32.700
20 11.18 11.180
21 10.94 10.940
22 8.04 8.040
23 6.54 6.540
24 5.66 5.660
Concord
(877) 240-0468
Redding
(530) 224-4535
San Luis Obispo
(805) 781-2265
Sacramento
(916) 209-8300
10/16/24

0.58 9.50
240140

PAVEMENT ENGINEERING INCORPORATED
Comments
Via Esteban
Industrial Way
SB
10/24/2024
City of San Luis Obispo
Sacramento Drive
100'
2320' from Via Esteban
2416' from Via Esteban
908' from Via Esteban
1021' from Via Esteban
530' from Via Esteban
2208' from Via Esteban
1514' from Via Esteban
1612' from Via Esteban
424' from Via Esteban
718' from Via Esteban
1142' from Via Esteban
1233' from Via Esteban
1319' from Via Esteban
1433' from Via Esteban
826' from Via Esteban
118' from Via Esteban
235' from Via Esteban
309' from Via Esteban
1724' from Via Esteban
1822' from Via Esteban
617' from Via Esteban
1923' from Via Esteban
2011' from Via Esteban
2115' from Via Esteban

Laboratory No.: L243740
Project No.: 240140
Sample Date: October 23, 2024
Report Date: November 4, 2024
Client: City of San Luis Obispo
Project Name: Pavement Evaluation Services for 2025 Roadway Paving Project Sample Description: Brown Sandy Clay
Sample Location: C1, Sacramento Drive
Specimen No. 1 2 3
Moisture Content (%) 16.8 17.8 18.3
Dry Density (PCF) 118.5 117.4 116.1
Resistance Value (R) 30 15 2
Exudation Pressure (PSI) 406 265 165
Expansion Pressure 87 43 0

16.8 RESISTANCE VALUE AT 300 P.S.I. 19
Reviewed By:

Materials Engineer
Brandon Rodebaugh

RESISTANCE (R) VALUE TEST
ASTM D 2844
As Received Moisture Content (%)
0 10
20 30
40 50
60 70
80 90
100
800 700 600 500 400 300 200 100 0
Resistance Value
Exudation Pressure (P.S.I.)
Resistance Value Test 300 P.S.I.

Laboratory No.: L243740
Project No.: 240140
Sample Date: October 23, 2024
Report Date: November 4, 2024
Client: City of San Luis Obispo
Project Name: Pavement Evaluation Services for 2025 Roadway Paving Project Sample Description: Brown Sandy Clay
Sample Location: C3, Sacramento Drive
Specimen No. 1 2 3
Moisture Content (%) 17.8 18.9 19.4
Dry Density (PCF) 118.6 116.8 115.6
Resistance Value (R) 31 14 1
Exudation Pressure (PSI) 389 260 160
Expansion Pressure 87 43 0

17.8 RESISTANCE VALUE AT 300 P.S.I. 19
Reviewed By:

Materials Engineer
Brandon Rodebaugh

RESISTANCE (R) VALUE TEST
ASTM D 2844
As Received Moisture Content (%)
0 10
20 30
40 50
60 70
80 90
100
800 700 600 500 400 300 200 100 0
Resistance Value
Exudation Pressure (P.S.I.)
Resistance Value Test 300 P.S.I.

Laboratory No.: L243740
Project No.: 240140
Sample Date: October 23, 2024
Report Date: November 4, 2024
Client: City of San Luis Obispo
Project Name: Pavement Evaluation Services for 2025 Roadway Paving Project Sample Description: Brown Sandy Clay
Sample Location: C5, Sacramento Drive
Specimen No. 1 2 3
Moisture Content (%) 17.4 18.4 18.9
Dry Density (PCF) 119.3 117.3 116.3
Resistance Value (R) 28 14 1
Exudation Pressure (PSI) 408 270 168
Expansion Pressure 87 48 0

17.4 RESISTANCE VALUE AT 300 P.S.I. 17
Reviewed By:

Materials Engineer
Brandon Rodebaugh

RESISTANCE (R) VALUE TEST
ASTM D 2844
As Received Moisture Content (%)
0 10
20 30
40 50
60 70
80 90
100
800 700 600 500 400 300 200 100 0
Resistance Value
Exudation Pressure (P.S.I.)
Resistance Value Test 300 P.S.I.

Sacramento Drive @ Via Esteban looking North
Photo 1
Sacramento Drive @ Via Esteban looking South
Photo 

Sacramento Drive @ Capitolio Way looking North
Photo 
Sacramento Drive @ Capitolio Way looking South
Photo 

Sacramento Drive @ Ricardo Court looking North
Photo 
Sacramento Drive @ Ricard Court looking South
Photo 

Sacramento Drive @ UPS Facility looking North
Photo 
Sacramento Drive @ UPS Facility looking South
Photo 

Sacramento Drive @ Industrial Way looking North
Photo

Sacramento Drive @ Industrial Way looking South
Photo 1

TANK FARM ROAD
South Higuera Street to City Limits and
City Limits to Wavertree Street

Deflection and Structural Summary Project No. 240140
2025 Roadway Paving Project Client: City of San Luis Obispo Tank Farm Road
South Higuera Street to East City Limits

CORING LOG

STRUCTURAL REQUIREMENTS
(by Deflection Analysis)

REFLECTIVE CRACKING REQUIREMENTS
*(Required overlay by reflective cracking is half the existing AC thickness - if pavement fabric is used then these criteria can be reduced by 1-1/4 inch with at least a minimum overlay requirement of 1-3/4 inch) Core
No. Location
HMA Layer
(Inches)
Fabric
(Yes/No)
AB Layer
(Inches) R-value
1 WB2 – 440’ from East City Limits 4-1/4 N 22+ -
2 WB1 – 780’ from East City Limits 5 N 18 -
3 WB2 – 1300’ from East City Limits 7 N 16 20
4 WB1 – 1690’ from East City Limits 5 N 11 9
5 EB2 – 415’ from South Higuera Street 4-1/4 N 15 -
6 EB1 – 850’ from South Higuera Street 6 N 14 -
7 EB2 – 1250’ from South Higuera Street 4-1/2 N 10 -
8 EB1 – 1700’ from South Higuera Street 10 N 3 -
Direction
Traffic Index
(TI) Tolerable
80th
Percentile
HMA Overlay Requirement
(Inches)
EB1 9.5 13.0 18.2 1-1/2
EB2 9.5 15.0 15.4 0
WB1 9.5 15.0 17.2 1/4
WB2 9.5 14.0 22.1 2-1/4
HMA Overlay Requirement
(Inches)*
Pavement Fabric Required
(Yes or No)
1-3/4 Yes

Deflection and Structural Summary Project No. 240140
2025 Roadway Paving Project Client: City of San Luis Obispo

VISUAL CONDITIONS
Pavement exhibits slight block shrinkage cracking and moderate to severe alligator cracking.

Some areas of alligator cracking have progressed to base failure. The segment between Old Windmill Lane and Innovation Way appears to have been paved within the last 5 years and pavement exhibits slight longitudinal cracking. Previous maintenance includes pavement repairs and crack sealing.

ANALYSIS
The existing pavement consists of 4-1/4 to 10 inches of asphalt concrete over 3 to 22+ inches of aggregate base. PEI could not identify if pavement fabric was present in the asphalt concrete layer. The native soil is a brown silty clay with R-values ranging from 9 to 20.

Based on the deflection analysis, the pavement is structurally deficient by 2-1/4 inches of HMA.

For this pavement, PEI is providing recommendations for overlaying with HMA and RHMA, full depth reclamation (FDR) and reconstruction with Full Depth HMA or HMA over aggregate base.

Milling and replacement and partial depth recycling (PDR) are not recommended because of the structural deficiency.

RECOMMENDATIONS
Overlay Options
HMA
We recommend 6-inch pavement repairs of base failures, placing a 1/2-inch HMA leveling course, pavement fabric and placing a 1-3/4-inch HMA overlay.

RHMA
We recommend 6-inch pavement repairs of base failures, placing a 1/2-inch HMA leveling course and a 1-3/4-inch RHMA overlay.

The pavement should be evaluated for the base failures present. If the amount of base failure exceeds 10%, then placing overlays may not be cost effective.

Milling and Replacement Option
Milling and replacement is not recommended because of structural deficiency.

Partial Depth Recycling Option (PDR)
Partial Depth Recycling (PDR) is not recommended because of structural deficiency.

FDR Option
We recommend uniformly pulverizing 16 inches of existing asphalt concrete, aggregate base, and native soil, removing 8-1/2 inches of pulverized material, treating the remaining pulverized material and native soil with cement/lime to a depth of 16 inches and placing 8-1/2 inches of

Deflection and Structural Summary Project No. 240140
2025 Roadway Paving Project Client: City of San Luis Obispo new HMA in 3 lifts. This recommendation is based on an unconfined compressive strength (UCS) of 300 psi.

Reconstruction Options
Full Depth HMA
We recommend removing to a depth of 14 inches and placing 14 inches of HMA in 5 lifts.

HMA over Aggregate Base
We recommend removing to a depth of 23 inches, installing a SEG fabric, placing 16-1/2 inches of aggregate base and 6-1/2 inches of HMA in 2 lifts.

Both reconstruction alternatives could develop unstable grade from construction traffic during the construction process. Stabilization allowances should be included if one of these alternatives is chosen.

As previously discussed in the report, rehabilitation alternatives may have different anticipated service lives. The design engineer should evaluate each alternative based on cost, constructability, and impact on the public.

10/24/24 Page 1
Road: Survey Date:

From: Thickness:

To: Traffic Index:

Lane/Line: Project Number:

Deflection Data Analysis
Deflection Readings (Equivalent Deflectometer Units)
No. of Tests Low Mean High Std. Dev.
19 4.46 10.61 45.46 9.08
Road Surface
Thickness Traffic Index

0.67 9.50
Structural Design
Tolerable 80th Percentile 90th Percentile % Reduction GE Deficient

13.00 18.24 22.23 28.72 0.22
HMA Overlay

0.12 (805) 781-2265 (916) 209-8300

PAVEMENT ENGINEERING INCORPORATED
City of San Luis Obispo
East City Limits
Concord Redding San Luis Obispo Sacramento
(877) 240-0468 (530) 224-4535
EB1
10/16/24

0.67 9.50
240140
Tank Farm Road
South Higuera Street

10/24/24 Page 2
Road: Survey Date:

From: Thickness:

To: Traffic Index:

Lane/Line: Project Number:

Tank Farm Road
South Higuera Street
East City Limits
EB1
10/16/24

0.67 9.50
240140

PAVEMENT ENGINEERING INCORPORATED
City of San Luis Obispo
Concord Redding San Luis O bispo Sacram ento
(877)240-0468 (530)224-4535 (805)781-2265 (916)209-8300 149' from South Higuera
226' from South Higuera
304' from South Higuera
416' from South Higuera
513' from South Higuera
627' from South Higuera
668' from South Higuera
818' from South Higuera
910' from South Higuera
1014' from South Higuera
1114' from South Higuera
1213' from South Higuera
1330' from South Higuera
1432' from South Higuera
1517' from South Higuera
1610' from South Higuera
1691' from South Higuera
1816' from South Higuera
1917' from South Higuera
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 0 10 20 30 40 50 60 70 80 90 100
Test Point
Deflectometer Deflection

Date:

Client: Interval:

Road: Survey Date:

From: Thickness:

To: Traffic Index:

Lane/Line Project Number:

Test
Points DynaflectConditions Deflection Exclude
1 5.82 5.820
2 6.26 6.260
3 7.04 7.040
4 4.68 4.680
5 5.63 5.630
6 4.46 4.460
7 6.24 6.240
8 11.60 11.600
9 12.57 12.570
10 6.64 6.640
11 45.46 45.460
12 17.68 17.680
13 10.09 10.090
14 12.89 12.890
15 9.06 9.060
16 8.96 8.960
17 10.20 10.200
18 6.51 6.510
19 9.77 9.770
Concord
(877) 240-0468
Redding
(530) 224-4535
San Luis Obispo
(805) 781-2265
Sacramento
(916) 209-8300
10/16/24

0.67 9.50
240140

PAVEMENT ENGINEERING INCORPORATED
Comments
South Higuera Street
East City Limits
EB1
10/24/2024
City of San Luis Obispo
Tank Farm Road
100'
910' from South Higuera Street
1014' from South Higuera Street
513' from South Higuera Street
1517' from South Higuera Street
1610' from South Higuera Street
416' from South Higuera Street
668' from South Higuera Street
1114' from South Higuera Street
1213' from South Higuera Street
1330' from South Higuera Street
1432' from South Higuera Street
818' from South Higuera Street
149' from South Higuera Street
226' from South Higuera Street
304' from South Higuera Street
1691' from South Higuera Street
1816' from South Higuera Street
627' from South Higuera Street
1917' from South Higuera Street

10/24/24 Page 1
Road: Survey Date:

From: Thickness:

To: Traffic Index:

Lane/Line: Project Number:

Deflection Data Analysis
Deflection Readings (Equivalent Deflectometer Units)
No. of Tests Low Mean High Std. Dev.
14 8.54 12.98 16.98 2.89
Road Surface
Thickness Traffic Index

0.38 9.50
Structural Design
Tolerable 80th Percentile 90th Percentile % Reduction GE Deficient

15.00 15.40 16.67 2.61 0.01
HMA Overlay

0.01 (805) 781-2265 (916) 209-8300

PAVEMENT ENGINEERING INCORPORATED
City of San Luis Obispo
East City Limits
Concord Redding San Luis Obispo Sacramento
(877) 240-0468 (530) 224-4535
EB2
10/16/24

0.38 9.50
240140
Tank Farm Road
South Higuera Street

10/24/24 Page 2
Road: Survey Date:

From: Thickness:

To: Traffic Index:

Lane/Line: Project Number:

Tank Farm Road
South Higuera Street
East City Limits
EB2
10/16/24

0.38 9.50
240140

PAVEMENT ENGINEERING INCORPORATED
City of San Luis Obispo
Concord Redding San Luis O bispo Sacram ento
(877)240-0468 (530)224-4535 (805)781-2265 (916)209-8300 100' from South Higuera
218' from South Higuera
316' from South Higuera
418' from South Higuera
526' from South Higuera
526' from South Higuera
604' from South Higuera
762' from South Higuera
842' from South Higuera
918' from South Higuera
1013' from South Higuera
1118' from South Higuera
1208' from South Higuera
1294' from South Higuera
1 2
3 4
5 6
7 8
9 10
11 12
13 14
0 10 20 30 40 50 60 70 80 90 100
Test Point
Deflectometer Deflection

Date:

Client: Interval:

Road: Survey Date:

From: Thickness:

To: Traffic Index:

Lane/Line Project Number:

Test
Points DynaflectConditions Deflection Exclude
1 11.39 11.390
2 13.31 13.310
3 16.98 16.980
4 16.64 16.640
5 10.16 10.160
6 10.17 10.170
7 8.54 8.540
8 12.32 12.320
9 13.44 13.440
10 10.43 10.430
11 10.74 10.740
12 16.70 16.700
13 14.24 14.240
14 16.61 16.610
Concord
(877) 240-0468
Redding
(530) 224-4535
San Luis Obispo
(805) 781-2265
Sacramento
(916) 209-8300
10/16/24

0.38 9.50
240140

PAVEMENT ENGINEERING INCORPORATED
Comments
South Higuera Street
East City Limits
EB2
10/24/2024
City of San Luis Obispo
Tank Farm Road
100'
842' from South Higuera Street
918' from South Higuera Street
526' from South Higuera Street
418' from South Higuera Street
604' from South Higuera Street
1013' from South Higuera Street
1118' from South Higuera Street
1208' from South Higuera Street
1294' from South Higuera Street
762' from South Higuera Street
100' from South Higuera Street
218' from South Higuera Street
316' from South Higuera Street
526' from South Higuera Street

10/24/24 Page 1
Road: Survey Date:

From: Thickness:

To: Traffic Index:

Lane/Line: Project Number:

Deflection Data Analysis
Deflection Readings (Equivalent Deflectometer Units)
No. of Tests Low Mean High Std. Dev.
19 6.77 13.03 25.39 4.93
Road Surface
Thickness Traffic Index

0.42 9.50
Structural Design
Tolerable 80th Percentile 90th Percentile % Reduction GE Deficient

15.00 17.18 19.35 12.67 0.05
HMA Overlay

0.03 WB1
10/16/24

0.42 9.50
240140
Tank Farm Road
East City Limits
(805) 781-2265 (916) 209-8300

PAVEMENT ENGINEERING INCORPORATED
City of San Luis Obispo
South Higuera Street
Concord Redding San Luis Obispo Sacramento
(877) 240-0468 (530) 224-4535

10/24/24 Page 2
Road: Survey Date:

From: Thickness:

To: Traffic Index:

Lane/Line: Project Number:

PAVEMENT ENGINEERING INCORPORATED
City of San Luis Obispo
Concord Redding San Luis O bispo Sacram ento
(877)240-0468 (530)224-4535 (805)781-2265 (916)209-8300 Tank Farm Road
East City Limits
South Higuera Street
WB1
10/16/24

0.42 9.50
240140
122' from East City Limits
216' from East City Limits
329' from East City Limits
429' from East City Limits
525' from East City Limits
630' from East City Limits
728' from East City Limits
817' from East City Limits
924' from East City Limits
1020' from East City Limits
1122' from East City Limits
1213' from East City Limits
1360' from East City Limits
1432' from East City Limits
1518' from East City Limits
1628' from East City Limits
1746' from East City Limits
1817' from East City Limits
1895' from East City Limits
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 0 10 20 30 40 50 60 70 80 90 100
Test Point
Deflectometer Deflection

Date:

Client: Interval:

Road: Survey Date:

From: Thickness:

To: Traffic Index:

Lane/Line Project Number:

Test
Points Dynaflect Conditions Deflection Exclude
1 8.05 8.050
2 12.41 12.410
3 12.77 12.770
4 13.35 13.350
5 14.02 14.020
6 25.39 25.390
7 13.87 13.870
8 12.11 12.110
9 6.77 6.770
10 8.69 8.690
11 10.17 10.170
12 10.97 10.970
13 9.62 9.620
14 8.83 8.830
15 9.60 9.600
16 11.88 11.880
17 17.10 17.100
18 20.25 20.250
19 21.75 21.750
525' from East City Limits
1518' from East City Limits
1628' from East City Limits
429' from East City Limits
728' from East City Limits
1122' from East City Limits
1213' from East City Limits
1360' from East City Limits
1432' from East City Limits
817' from East City Limits
122' from East City Limits
216' from East City Limits
329' from East City Limits
1746' from East City Limits
1817' from East City Limits
630' from East City Limits
1895' from East City Limits
924' from East City Limits
1020' from East City Limits
10/24/2024
City of San Luis Obispo
Tank Farm Road
100'

PAVEMENT ENGINEERING INCORPORATED
Comments
East City Limits
South Higuera Street
WB1
Concord
(877) 240-0468
Redding
(530) 224-4535
San Luis Obispo
(805) 781-2265
Sacramento
(916) 209-8300
10/16/24

0.42 9.50
240140

10/24/24 Page 1
Road: Survey Date:

From: Thickness:

To: Traffic Index:

Lane/Line: Project Number:

Deflection Data Analysis
Deflection Readings (Equivalent Deflectometer Units)
No. of Tests Low Mean High Std. Dev.
19 7.23 16.64 28.68 6.44
Road Surface
Thickness Traffic Index

0.47 9.50
Structural Design
Tolerable 80th Percentile 90th Percentile % Reduction GE Deficient

14.00 22.05 24.88 36.50 0.36
HMA Overlay

0.19 WB2
10/16/24

0.47 9.50
240140
Tank Farm Road
East City Limits
(805) 781-2265 (916) 209-8300

PAVEMENT ENGINEERING INCORPORATED
City of San Luis Obispo
South Higuera Street
Concord Redding San Luis Obispo Sacramento
(877) 240-0468 (530) 224-4535

10/24/24 Page 2
Road: Survey Date:

From: Thickness:

To: Traffic Index:

Lane/Line: Project Number:

PAVEMENT ENGINEERING INCORPORATED
City of San Luis Obispo
Concord Redding San Luis O bispo Sacram ento
(877)240-0468 (530)224-4535 (805)781-2265 (916)209-8300 Tank Farm Road
East City Limits
South Higuera Street
WB2
10/16/24

0.47 9.50
240140
103' from East City Limits
219' from East City Limits
373' from East City Limits
414' from East City Limits
514' from East City Limits
622' from East City Limits
731' from East City Limits
826' from East City Limits
920' from East City Limits
1012' from East City Limits
1114' from East City Limits
1197' from East City Limits
1352' from East City Limits
1430' from East City Limits
1523' from East City Limits
1623' from East City Limits
1716' from East City Limits
1808' from East City Limits
1864' from East City Limits
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 0 10 20 30 40 50 60 70 80 90 100
Test Point
Deflectometer Deflection

Date:

Client: Interval:

Road: Survey Date:

From: Thickness:

To: Traffic Index:

Lane/Line Project Number:

Test
Points Dynaflect Conditions Deflection Exclude
1 8.82 8.820
2 10.32 10.320
3 21.94 21.940
4 12.33 12.330
5 10.46 10.460
6 13.39 13.390
7 18.94 18.940
8 21.12 21.120
9 22.59 22.590
10 19.34 19.340
11 28.68 28.680
12 25.39 25.390
13 22.14 22.140
14 21.74 21.740
15 11.43 11.430
16 18.92 18.920
17 13.07 13.070
18 7.23 7.230
19 8.22 8.220
514' from East City Limits
1523' from East City Limits
1623' from East City Limits
414' from East City Limits
731' from East City Limits
1114' from East City Limits
1197' from East City Limits
1352' from East City Limits
1430' from East City Limits
826' from East City Limits
103' from East City Limits
219' from East City Limits
373' from East City Limits
1716' from East City Limits
1808' from East City Limits
622' from East City Limits
1864' from East City Limits
920' from East City Limits
1012' from East City Limits
10/24/2024
City of San Luis Obispo
Tank Farm Road
100'

PAVEMENT ENGINEERING INCORPORATED
Comments
East City Limits
South Higuera Street
WB2
Concord
(877) 240-0468
Redding
(530) 224-4535
San Luis Obispo
(805) 781-2265
Sacramento
(916) 209-8300
10/16/24

0.47 9.50
240140

Laboratory No.: L243752
Project No.: 240140
Sample Date: October 23, 2024
Report Date: November 5, 2024
Client: City of San Luis Obispo
Project Name: Pavement Evaluation Services for 2025 Roadway Paving Project Sample Description: Brown Sandy Clay
Sample Location: C3, Tank Farm
Specimen No. 1 2 3
Moisture Content (%) 14.4 15.4 15.9
Dry Density (PCF) 121.3 119.4 118.0
Resistance Value (R) 32 15 1
Exudation Pressure (PSI) 404 264 164
Expansion Pressure 87 39 0

14.4 RESISTANCE VALUE AT 300 P.S.I. 20
Reviewed By:

Materials Engineer
Brandon Rodebaugh

RESISTANCE (R) VALUE TEST
ASTM D 2844
As Received Moisture Content (%)
0 10
20 30
40 50
60 70
80 90
100
800 700 600 500 400 300 200 100 0
Resistance Value
Exudation Pressure (P.S.I.)
Resistance Value Test 300 P.S.I.

Laboratory No.: L243714
Project No.: 240140
Sample Date: October 23, 2024
Report Date: November 1, 2024
Client: City of San Luis Obispo
Project Name: Pavement Evaluation Services for 2025 Roadway Paving Project Sample Description: Brown Clay
Sample Location: C4, Tank Farm
Specimen No. 1 2 3
Moisture Content (%) 18.2 19.2 19.8
Dry Density (PCF) 113.0 110.6 109.7
Resistance Value (R) 18 6 0
Exudation Pressure (PSI) 396 261 159
Expansion Pressure 91 48 0

18.2 RESISTANCE VALUE AT 300 P.S.I. 9
Reviewed By:

Materials Engineer
Brandon Rodebaugh

RESISTANCE (R) VALUE TEST
ASTM D 2844
As Received Moisture Content (%)
0 10
20 30
40 50
60 70
80 90
100
800 700 600 500 400 300 200 100 0
Resistance Value
Exudation Pressure (P.S.I.)
Resistance Value Test 300 P.S.I.

Deflection and Structural Summary Project No. 240140
2025 Roadway Paving Project Client: City of San Luis Obispo Tank Farm Road
West City Limits to Broad Street

CORING LOG

STRUCTURAL REQUIREMENTS
(by Deflection Analysis)

REFLECTIVE CRACKING REQUIREMENTS
*(Required overlay by reflective cracking is half the existing AC thickness - if pavement fabric is used then these criteria can be reduced by 1-1/4 inch with at least a minimum overlay requirement of 1-3/4 inch) Core
No. Location
HMA Layer
(Inches)
Fabric
(Yes/No)
AB Layer
(Inches) R-value
9 EB1 – 450’ from West City Limits 7-1/2 No 19 -
10 EB2 – 850’ from West City Limits 6 No 13 12
11 EB1 – 1300’ from West City Limits 7 No 7 -
12 EB2 – 1800’ from West City Limits 6 No 8 22
13 WB1 – 475’ from Broad Street 9-1/2 No 6 -
14 WB1 – 1550’ from Broad Street 8 No 0 -
Direction
Traffic Index
(TI) Tolerable
80th
Percentile
HMA Overlay Requirement
(Inches)
EB1 9.5 13.0 15.3 1/2
EB2 9.5 13.0 17.7 1-1/4
WB 9.5 13.0 16.0 3/4
HMA Overlay Requirement
(Inches)*
Pavement Fabric Required
(Yes or No)
2-1/4 Yes

Deflection and Structural Summary Project No. 240140
2025 Roadway Paving Project Client: City of San Luis Obispo

VISUAL CONDITIONS
Pavement exhibits slight block shrinkage cracking and moderate to severe alligator cracking.

Some areas of alligator cracking have progressed to base failure. The Eastbound direction appears to be in worse condition than the Westbound direction. Previous maintenance includes pavement repairs.

ANALYSIS
The existing pavement consists of 6 to 9-1/2 inches of asphalt concrete over 0 to 19 inches of aggregate base. PEI could not identify if pavement fabric was present in the asphalt concrete layer. The native soils are brown silty clays with R-values ranging from 12 to 22.

Based on the deflection analysis, the pavement is structurally deficient by 1-1/4 inches of HMA.

For this pavement, PEI is providing recommendations for overlaying with HMA and RHMA, milling and replacement, Partial depth recycling (PDR), full depth reclamation (FDR) and reconstruction with Full Depth HMA or HMA over aggregate base.

RECOMMENDATIONS
Overlay Options
HMA
We recommend 8-inch pavement repairs of base failures, placing a 3/4-inch HMA leveling course, pavement fabric and placing a 1-3/4-inch HMA overlay.

RHMA
We recommend 8-inch pavement repairs of base failures, placing a 1/2-inch HMA leveling course and a 1-3/4-inch RHMA overlay.

The pavement should be evaluated for the base failures present. If the amount of base failure exceeds 10%, then placing overlays may not be cost effective.

Milling and Replacement Option
HMA
We recommend milling off 2-1/2 inches of the existing pavement, 7-inch pavement repairs of base failures and placing a 2-1/2-inch HMA overlay.

RHMA
We recommend milling off 2-1/2 inches of the existing pavement, 7-inch pavement repairs of base failures and placing a 2-1/2-inch RHMA overlay.

Partial Depth Recycling Option (PDR)
We recommend partial depth recycling to a depth of 3 inches, 5-inch pavement repairs of base failures, and placing a 2-1/2-inch HMA or RHMA overlay.

Deflection and Structural Summary Project No. 240140
2025 Roadway Paving Project Client: City of San Luis Obispo FDR Option
We recommend uniformly pulverizing 16 inches of existing asphalt concrete, aggregate base, and native soil, removing 8 inches of pulverized material, treating the remaining pulverized material and native soil with cement/lime to a depth of 16 inches and placing 8 inches of new HMA in 3 lifts. This recommendation is based on an unconfined compressive strength (UCS) of 300 psi.

Reconstruction Options
Full Depth HMA
We recommend removing to a depth of 14 inches and placing 14 inches of HMA in 5 lifts.

HMA over Aggregate Base
We recommend removing to a depth of 23 inches, installing a SEG fabric, placing 16-1/2 inches of aggregate base and 6-1/2 inches of HMA in 2 lifts.

Both reconstruction alternatives could develop unstable grade from construction traffic during the construction process. Stabilization allowances should be included if one of these alternatives is chosen.

As previously discussed in the report, rehabilitation alternatives may have different anticipated service lives. The design engineer should evaluate each alternative based on cost, constructability, and impact on the public.

Deflection and Structural Summary Project No. 240140
2025 Roadway Paving Project Client: City of San Luis Obispo Tank Farm Road
Broad Street to Righetti Ranch Road

CORING LOG

STRUCTURAL REQUIREMENTS
(by Deflection Analysis)
Core
No. Location
HMA Layer
(Inches)
Fabric
(Yes/No)
AB Layer
(Inches) R-value
31 WB2 – 420’ from Righetti Ranch Road 3-1/4 No 17 19
32 WB1 – 1000’ from Righetti Ranch Road 5 No 12 -
33 WB2 – 14500’ from Righetti Ranch Road 7 No 13 14
34 WB1 – 2000’ from Righetti Ranch Road 6 No 11 -
35 WB2 – 2350’ from Righetti Ranch Road 6 No 10 19
36 WB1 – 2800’ from Righetti Ranch Road 5-1/2 No 10-1/2 - 37 EB2 – 440’ from Righetti Ranch Road 4-1/2 No 9 -
38 EB1 – 950’ from Righetti Ranch Road 4-1/4 No 12 -
39 EB2 – 1500’ from Righetti Ranch Road 5-1/4 No 15 -
40 EB1 – 1960’ from Righetti Ranch Road 4 No 13 -
41 EB1 – 2600’ from Righetti Ranch Road 3 No 15 -
Direction
Traffic Index
(TI) Tolerable
80th
Percentile
HMA Overlay Requirement
(Inches)
EB1 9.5 17.0 22.8 1-1/4
EB2 9.5 15.0 17.6 1/2
WB1 9.5 14.0 20.3 1-3/4
WB2 9.5 14.0 18.7 1-1/4

Deflection and Structural Summary Project No. 240140
2025 Roadway Paving Project Client: City of San Luis Obispo

REFLECTIVE CRACKING REQUIREMENTS
*(Required overlay by reflective cracking is half the existing AC thickness - if pavement fabric is used then these criteria can be reduced by 1-1/4 inch with at least a minimum overlay requirement of 1-3/4 inch)

VISUAL CONDITIONS
Pavement exhibits block shrinkage cracking and moderate to severe alligator cracking. Some areas of alligator cracking have progressed to base failure. Previous maintenance includes pavement repairs.

ANALYSIS
The existing pavement consists of 3 to 7 inches of asphalt concrete over 9 to 17 inches of aggregate base. PEI could not identify if pavement fabric was present in the asphalt concrete layer. The native soils are brown sandy clays with R-values ranging from 14 to 19.

Based on the deflection analysis, the pavement is structurally deficient by 1-3/4 inches of HMA.

For this pavement, PEI is providing recommendations for overlaying with HMA and RHMA, full depth reclamation (FDR) and reconstruction with Full Depth HMA or HMA over aggregate base.

Milling and replacement and partial depth recycling (PDR) are not recommended because of the thinner existing asphalt concrete layer and structural deficiency.

RECOMMENDATIONS
Overlay Options
HMA
We recommend 6-inch pavement repairs of base failures and placing a 2-1/2-inch HMA overlay.

RHMA
We recommend 6-inch pavement repairs of base failures, placing a 1/2-inch HMA leveling course and a 1-3/4-inch RHMA overlay.

The pavement should be evaluated for the base failures present. If the amount of base failure exceeds 10%, then placing overlays may not be cost effective.

Milling and Replacement Option
Milling and replacement is not recommended because of the thinner existing pavement layer and structural deficiency.

Partial Depth Recycling Option (PDR)
Partial Depth Recycling (PDR) is not recommended because of structural deficiency.

HMA Overlay Requirement
(Inches)*
Pavement Fabric Required
(Yes or No)
1-3/4 Yes

Deflection and Structural Summary Project No. 240140
2025 Roadway Paving Project Client: City of San Luis Obispo FDR Option
We recommend uniformly pulverizing 16 inches of existing asphalt concrete, aggregate base, and native soil, removing 8 inches of pulverized material, treating the remaining pulverized material and native soil with cement/lime to a depth of 15 inches and placing 8 inches of new HMA in 3 lifts. This recommendation is based on an unconfined compressive strength (UCS) of 300 psi.

Reconstruction Options
Full Depth HMA
We recommend removing to a depth of 13-1/2 inches and placing 13-1/2 inches of HMA in 5 lifts.

HMA over Aggregate Base
We recommend removing to a depth of 23 inches, installing a SEG fabric, placing 16-1/2 inches of aggregate base and 6-1/2 inches of HMA in 2 lifts.

Both reconstruction alternatives could develop unstable grade from construction traffic during the construction process. Stabilization allowances should be included if one of these alternatives is chosen.

As previously discussed in the report, rehabilitation alternatives may have different anticipated service lives. The design engineer should evaluate each alternative based on cost, constructability, and impact on the public.

Deflection and Structural Summary Project No. 240140
2025 Roadway Paving Project Client: City of San Luis Obispo Tank Farm Road
Righetti Ranch Road to Wavertree Street

CORING LOG

STRUCTURAL REQUIREMENTS
(by Deflection Analysis)

REFLECTIVE CRACKING REQUIREMENTS
*(Required overlay by reflective cracking is half the existing AC thickness - if pavement fabric is used then these criteria can be reduced by 1-1/4 inch with at least a minimum overlay requirement of 1-3/4 inch)

VISUAL CONDITIONS
Pavement exhibits block shrinkage cracking and moderate to severe alligator cracking. Some areas of alligator cracking have progressed to base failure. Previous maintenance includes pavement repairs.

ANALYSIS
The existing pavement consists of 3 to 4 inches of asphalt concrete over 14 to 17-1/2 inches of aggregate base. PEI could not identify if pavement fabric was present in the asphalt concrete layer. The native soils are brown sandy clays with R-values ranging from 16 to 17.

Core
No. Location
HMA Layer
(Inches)
Fabric
(Yes/No)
AB Layer
(Inches) R-value
20 WB – 300’ from Wavertree Street 3 N 15 16
21 EB – 600’ from Wavertree Street 3-1/4 N 17-1/2 -
22 WB – 1100’ from Wavertree Street 4 N 14 17
23 EB – 1600’ from Wavertree Street 3-1/2 N 16-1/2 -
Direction
Traffic Index
(TI) Tolerable
80th
Percentile
HMA Overlay Requirement
(Inches)
EB 9.5 18.0 21.4 1/2
WB 9.5 17.0 24.9 1-3/4
HMA Overlay Requirement
(Inches)*
Pavement Fabric Required
(Yes or No)
2 No

Deflection and Structural Summary Project No. 240140
2025 Roadway Paving Project Client: City of San Luis Obispo Based on the deflection analysis, the pavement is structurally adequate.

For this pavement, PEI is providing recommendations for overlaying with HMA and RHMA, full depth reclamation (FDR) and reconstruction with Full Depth HMA or HMA over aggregate base.

Milling and replacement and partial depth recycling (PDR) are not recommended because of thinner existing asphalt concrete layer and structural deficiency.

RECOMMENDATIONS
Overlay Options
HMA
We recommend 4-inch pavement repairs of base failures and placing a 2-inch HMA overlay.

RHMA
We recommend 4-inch pavement repairs of base failures, placing a 1/2-inch HMA leveling course and a 1-3/4-inch RHMA overlay.

The pavement should be evaluated for the base failures present. If the amount of base failure exceeds 10%, then placing overlays may not be cost effective.

Milling and Replacement Option
Milling and replacement is not recommended because of the thinner existing asphalt concrete layer and structural deficiency.

Partial Depth Recycling Option (PDR)
Partial depth recycling (PDR) is not recommended because of structural deficiency.

FDR Option
We recommend uniformly pulverizing 16 inches of existing asphalt concrete, aggregate base, and native soil, removing 7-1/2 inches of pulverized material, treating the remaining pulverized material and native soil with cement/lime to a depth of 14-1/2 inches and placing 7-1/2 inches of new HMA in 3 lifts. This recommendation is based on an unconfined compressive strength (UCS) of 300 psi.

Reconstruction Options
Full Depth HMA
We recommend removing to a depth of 13-1/2 inches and placing 13-1/2 inches of HMA in 5 lifts.

HMA over Aggregate Base
We recommend removing to a depth of 23 inches, installing a SEG fabric, placing 16-1/2 inches of aggregate base and 6-1/2 inches of HMA in 2 lifts.

Deflection and Structural Summary Project No. 240140
2025 Roadway Paving Project Client: City of San Luis Obispo Both reconstruction alternatives could develop unstable grade from construction traffic during the construction process. Stabilization allowances should be included if one of these alternatives is chosen.

As previously discussed in the report, rehabilitation alternatives may have different anticipated service lives. The design engineer should evaluate each alternative based on cost, constructability, and impact on the public.

10/24/24 Page 1
Road: Survey Date:

From: Thickness:

To: Traffic Index:

Lane/Line: Project Number:

Deflection Data Analysis
Deflection Readings (Equivalent Deflectometer Units)
No. of Tests Low Mean High Std. Dev.
19 2.50 9.93 21.41 6.42
Road Surface
Thickness Traffic Index

0.60 9.50
Structural Design
Tolerable 80th Percentile 90th Percentile % Reduction GE Deficient

13.00 15.32 18.15 15.16 0.07
HMA Overlay

0.04 EB1
10/16/24

0.60 9.50
240140
Tank Farm Road
West City Limits
(805) 781-2265 (916) 209-8300

PAVEMENT ENGINEERING INCORPORATED
City of San Luis Obispo
Broad Street
Concord Redding San Luis Obispo Sacramento
(877) 240-0468 (530) 224-4535

10/24/24 Page 2
Road: Survey Date:

From: Thickness:

To: Traffic Index:

Lane/Line: Project Number:

PAVEMENT ENGINEERING INCORPORATED
City of San Luis Obispo
Concord Redding San Luis O bispo Sacram ento
(877)240-0468 (530)224-4535 (805)781-2265 (916)209-8300 Tank Farm Road
West City Limits
Broad Street
EB1
10/16/24

0.60 9.50
240140
125' from West City Limits
226' from West City Limits
326' from West City Limits
424' from West City Limits
501' from West City Limits
642' from West City Limits
729' from West City Limits
817' from West City Limits
940' from West City Limits
1026' from West City Limits
1140' from West City Limits
1216' from West City Limits
1325' from West City Limits
1445' from West City Limits
1526' from West City Limits
1644' from West City Limits
1706' from West City Limits
1809' from West City Limits
1857' from West City Limits
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 0 10 20 30 40 50 60 70 80 90 100
Test Point
Deflectometer Deflection

Date:

Client: Interval:

Road: Survey Date:

From: Thickness:

To: Traffic Index:

Lane/Line Project Number:

Test
Points Dynaflect Conditions Deflection Exclude
1 3.83 3.830
2 7.60 7.600
3 8.10 8.100
4 8.87 8.870
5 6.13 6.130
6 2.50 2.500
7 3.36 3.360
8 7.94 7.940
9 2.83 2.830
10 5.19 5.190
11 4.79 4.790
12 14.19 14.190
13 20.55 20.550
14 14.86 14.860
15 20.40 20.400
16 21.41 21.410
17 18.68 18.680
18 7.63 7.630
19 9.83 9.830
501' from West City Limits
1526' from West City Limits
1644' from West City Limits
424' from West City Limits
729' from West City Limits
1140' from West City Limits
1216' from West City Limits
1325' from West City Limits
1445' from West City Limits
817' from West City Limits
125' from West City Limits
226' from West City Limits
326' from West City Limits
1706' from West City Limits
1809' from West City Limits
642' from West City Limits
1857' from West City Limits
940' from West City Limits
1026' from West City Limits
10/24/2024
City of San Luis Obispo
Tank Farm Road
100'

PAVEMENT ENGINEERING INCORPORATED
Comments
West City Limits
Broad Street
EB1
Concord
(877) 240-0468
Redding
(530) 224-4535
San Luis Obispo
(805) 781-2265
Sacramento
(916) 209-8300
10/16/24

0.60 9.50
240140

10/24/24 Page 1
Road: Survey Date:

From: Thickness:

To: Traffic Index:

Lane/Line: Project Number:

Deflection Data Analysis
Deflection Readings (Equivalent Deflectometer Units)
No. of Tests Low Mean High Std. Dev.
12 7.68 14.01 21.72 4.39
Road Surface
Thickness Traffic Index

0.50 9.50
Structural Design
Tolerable 80th Percentile 90th Percentile % Reduction GE Deficient

13.00 17.70 19.63 26.54 0.20
HMA Overlay

0.11 EB2
10/16/24

0.50 9.50
240140
Tank Farm Road
West City Limits
(805) 781-2265 (916) 209-8300

PAVEMENT ENGINEERING INCORPORATED
City of San Luis Obispo
Broad Street
Concord Redding San Luis Obispo Sacramento
(877) 240-0468 (530) 224-4535

10/24/24 Page 2
Road: Survey Date:

From: Thickness:

To: Traffic Index:

Lane/Line: Project Number:

PAVEMENT ENGINEERING INCORPORATED
City of San Luis Obispo
Concord Redding San Luis O bispo Sacram ento
(877)240-0468 (530)224-4535 (805)781-2265 (916)209-8300 Tank Farm Road
West City Limits
Broad Street
EB2
10/16/24

0.50 9.50
240140
830' from West City Limits
908' from West City Limits
1017' from West City Limits
1105' from West City Limits
1230' from West City Limits
1310' from West City Limits
1420' from West City Limits
1534' from West City Limits
1633' from West City Limits
1728' from West City Limits
1816' from West City Limits
1903' from West City Limits
1 2
3 4
5 6
7 8
9 10
11 12
0 10 20 30 40 50 60 70 80 90 100
Test Point
Deflectometer Deflection

Date:

Client: Interval:

Road: Survey Date:

From: Thickness:

To: Traffic Index:

Lane/Line Project Number:

Test
Points Dynaflect Conditions Deflection Exclude
1 20.82 20.820
2 7.68 7.680
3 8.87 8.870
4 16.71 16.710
5 16.79 16.790
6 21.72 21.720
7 10.27 10.270
8 14.04 14.040
9 14.22 14.220
10 13.02 13.020
11 12.87 12.870
12 11.06 11.060
1230' from West City Limits
1105' from West City Limits
1420' from West City Limits
1816' from West City Limits
1903' from West City Limits
1534' from West City Limits
830' from West City Limits
908' from West City Limits
1017' from West City Limits
1310' from West City Limits
1633' from West City Limits
1728' from West City Limits
10/24/2024
City of San Luis Obispo
Tank Farm Road
100'

PAVEMENT ENGINEERING INCORPORATED
Comments
West City Limits
Broad Street
EB2
Concord
(877) 240-0468
Redding
(530) 224-4535
San Luis Obispo
(805) 781-2265
Sacramento
(916) 209-8300
10/16/24

0.50 9.50
240140

10/24/24 Page 1
Road: Survey Date:

From: Thickness:

To: Traffic Index:

Lane/Line: Project Number:

Deflection Data Analysis
Deflection Readings (Equivalent Deflectometer Units)
No. of Tests Low Mean High Std. Dev.
29 6.18 17.90 35.48 5.85
Road Surface
Thickness Traffic Index

0.31 9.50
Structural Design
Tolerable 80th Percentile 90th Percentile % Reduction GE Deficient

17.00 22.82 25.40 25.51 0.18
HMA Overlay

0.09 (805) 781-2265 (916) 209-8300

PAVEMENT ENGINEERING INCORPORATED
City of San Luis Obispo
Righetti Ranch Road
Concord Redding San Luis Obispo Sacramento
(877) 240-0468 (530) 224-4535
EB1
10/16/24

0.31 9.50
240140
Tank Farm Road
Broad Street

10/24/24 Page 2
Road: Survey Date:

From: Thickness:

To: Traffic Index:

Lane/Line: Project Number:

Tank Farm Road
Broad Street
Righetti Ranch Road
EB1
10/16/24

0.31 9.50
240140

PAVEMENT ENGINEERING INCORPORATED
City of San Luis Obispo
Concord Redding San Luis O bispo Sacram ento
(877)240-0468 (530)224-4535 (805)781-2265 (916)209-8300 135' from Broad Street
247' from Broad Street
317' from Broad Street
404' from Broad Street
512' from Broad Street
617' from Broad Street
713' from Broad Street
764' from Broad Street
902' from Broad Street
1011' from Broad Street
1125' from Broad Street
1225' from Broad Street
1389' from Broad Street
1413' from Broad Street
1531' from Broad Street
1629' from Broad Street
1761' from Broad Street
1853' from Broad Street
1939' from Broad Street
2025' from Broad Street
2138' from Broad Street
2228' from Broad Street
2333' from Broad Street
2448' from Broad Street
2533' from Broad Street
2626' from Broad Street
2708' from Broad Street
2827' from Broad Street
2920' from Broad Street
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 24
25 26
27 28
29 0 10 20 30 40 50 60 70 80 90 100
Test Point
Deflectometer Deflection

Date:

Client: Interval:

Road: Survey Date:

From: Thickness:

To: Traffic Index:

Lane/Line Project Number:

Test
Points Dynaflect Conditions Deflection Exclude
1 18.83 18.830
2 13.60 13.600
3 6.18 6.180
4 17.41 17.410
5 17.40 17.400
6 19.81 19.810
7 11.95 11.950
8 22.65 22.650
9 15.96 15.960
10 24.36 24.360
11 23.34 23.340
12 16.24 16.240
13 15.11 15.110
14 18.33 18.330
15 13.09 13.090
16 15.39 15.390
17 12.41 12.410
18 18.87 18.870
19 18.45 18.450
20 24.28 24.280
21 15.04 15.040
22 12.86 12.860
23 13.68 13.680
24 15.48 15.480
25 21.62 21.620
26 30.01 30.010
27 35.48 35.480
28 18.57 18.570
29 12.81 12.810
Concord
(877) 240-0468
Redding
(530) 224-4535
San Luis Obispo
(805) 781-2265
Sacramento
(916) 209-8300
10/16/24

0.31 9.50
240140

PAVEMENT ENGINEERING INCORPORATED
Comments
Broad Street
Righetti Ranch Road
EB1
10/24/2024
City of San Luis Obispo
Tank Farm Road
100'
2827' from Broad Street
2920' from Broad Street
2333' from Broad Street
2448' from Broad Street
2533' from Broad Street
2626' from Broad Street
902' from Broad Street
1011' from Broad Street
512' from Broad Street
2228' from Broad Street
1531' from Broad Street
1629' from Broad Street
404' from Broad Street
713' from Broad Street
1125' from Broad Street
1225' from Broad Street
1389' from Broad Street
1413' from Broad Street
764' from Broad Street
135' from Broad Street
247' from Broad Street
317' from Broad Street
1761' from Broad Street
1853' from Broad Street
2708' from Broad Street
617' from Broad Street
1939' from Broad Street
2025' from Broad Street
2138' from Broad Street

10/24/24 Page 1
Road: Survey Date:

From: Thickness:

To: Traffic Index:

Lane/Line: Project Number:

Deflection Data Analysis
Deflection Readings (Equivalent Deflectometer Units)
No. of Tests Low Mean High Std. Dev.
24 9.15 14.16 22.50 4.11
Road Surface
Thickness Traffic Index

0.41 9.50
Structural Design
Tolerable 80th Percentile 90th Percentile % Reduction GE Deficient

15.00 17.61 19.42 14.82 0.07
HMA Overlay

0.04 (805) 781-2265 (916) 209-8300

PAVEMENT ENGINEERING INCORPORATED
City of San Luis Obispo
Righetti Ranch Road
Concord Redding San Luis Obispo Sacramento
(877) 240-0468 (530) 224-4535
EB2
10/16/24

0.41 9.50
240140
Tank Farm Road
Broad Street

10/24/24 Page 2
Road: Survey Date:

From: Thickness:

To: Traffic Index:

Lane/Line: Project Number:

Tank Farm Road
Broad Street
Righetti Ranch Road
EB2
10/16/24

0.41 9.50
240140

PAVEMENT ENGINEERING INCORPORATED
City of San Luis Obispo
Concord Redding San Luis O bispo Sacram ento
(877)240-0468 (530)224-4535 (805)781-2265 (916)209-8300 144' from Broad Street
211' from Broad Street
329' from Broad Street
440' from Broad Street
532' from Broad Street
620' from Broad Street
708' from Broad Street
763' from Broad Street
870' from Broad Street
916' from Broad Street
1012' from Broad Street
1122' from Broad Street
1219' from Broad Street
1320' from Broad Street
1442' from Broad Street
1551' from Broad Street
1621' from Broad Street
1769' from Broad Street
1824' from Broad Street
1919' from Broad Street
2013' from Broad Street
2113' from Broad Street
2231' from Broad Street
2342' from Broad Street
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 24
0 10 20 30 40 50 60 70 80 90 100
Test Point
Deflectometer Deflection

Date:

Client: Interval:

Road: Survey Date:

From: Thickness:

To: Traffic Index:

Lane/Line Project Number:

Test
Points Dynaflect Conditions Deflection Exclude
1 16.80 16.800
2 10.31 10.310
3 9.78 9.780
4 16.75 16.750
5 18.35 18.350
6 20.17 20.170
7 9.15 9.150
8 12.65 12.650
9 16.21 16.210
10 18.39 18.390
11 21.74 21.740
12 12.56 12.560
13 9.99 9.990
14 11.79 11.790
15 11.50 11.500
16 22.50 22.500
17 10.52 10.520
18 9.86 9.860
19 10.01 10.010
20 12.72 12.720
21 18.37 18.370
22 14.90 14.900
23 13.42 13.420
24 11.36 11.360
Concord
(877) 240-0468
Redding
(530) 224-4535
San Luis Obispo
(805) 781-2265
Sacramento
(916) 209-8300
10/16/24

0.41 9.50
240140

PAVEMENT ENGINEERING INCORPORATED
Comments
Broad Street
Righetti Ranch Road
EB2
10/24/2024
City of San Luis Obispo
Tank Farm Road
100'
2231' from Broad Street
2342' from Broad Street
870' from Broad Street
916' from Broad Street
532' from Broad Street
2113' from Broad Street
1442' from Broad Street
1551' from Broad Street
440' from Broad Street
708' from Broad Street
1012' from Broad Street
1122' from Broad Street
1219' from Broad Street
1320' from Broad Street
763' from Broad Street
144' from Broad Street
211' from Broad Street
329' from Broad Street
1621' from Broad Street
1769' from Broad Street
620' from Broad Street
1824' from Broad Street
1919' from Broad Street
2013' from Broad Street

10/24/24 Page 1
Road: Survey Date:

From: Thickness:

To: Traffic Index:

Lane/Line: Project Number:

Deflection Data Analysis
Deflection Readings (Equivalent Deflectometer Units)
No. of Tests Low Mean High Std. Dev.
18 8.21 15.73 36.17 6.76
Road Surface
Thickness Traffic Index

0.28 9.50
Structural Design
Tolerable 80th Percentile 90th Percentile % Reduction GE Deficient

18.00 21.41 24.39 15.94 0.08
HMA Overlay

0.04 (805) 781-2265 (916) 209-8300

PAVEMENT ENGINEERING INCORPORATED
City of San Luis Obispo
Wavertree Street
Concord Redding San Luis Obispo Sacramento
(877) 240-0468 (530) 224-4535
EB
10/16/24

0.28 9.50
240140
Tank Farm Road
Righetti Ranch Road

10/24/24 Page 2
Road: Survey Date:

From: Thickness:

To: Traffic Index:

Lane/Line: Project Number:

Tank Farm Road
Righetti Ranch Road
Wavertree Street
EB
10/16/24

0.28 9.50
240140

PAVEMENT ENGINEERING INCORPORATED
City of San Luis Obispo
Concord Redding San Luis O bispo Sacram ento
(877)240-0468 (530)224-4535 (805)781-2265 (916)209-8300 162' from Righetti Ranch Rd
229' from Righetti Ranch Rd
332' from Righetti Ranch Rd
417' from Righetti Ranch Rd
511' from Righetti Ranch Rd
612' from Righetti Ranch Rd
789' from Righetti Ranch Rd
820' from Righetti Ranch Rd
908' from Righetti Ranch Rd
1005' from Righetti Ranch Rd
1119' from Righetti Ranch Rd
1216' from Righetti Ranch Rd
1330' from Righetti Ranch Rd
1417' from Righetti Ranch Rd
1516' from Righetti Ranch Rd
1607' from Righetti Ranch Rd
1706' from Righetti Ranch Rd
1816' from Righetti Ranch Rd
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
0 10 20 30 40 50 60 70 80 90 100
Test Point
Deflectometer Deflection

Date:

Client: Interval:

Road: Survey Date:

From: Thickness:

To: Traffic Index:

Lane/Line Project Number:

Test
Points Dynaflect Conditions Deflection Exclude
1 9.40 9.400
2 12.40 12.400
3 16.69 16.690
4 12.43 12.430
5 15.07 15.070
6 36.17 36.170
7 15.48 15.480
8 8.21 8.210
9 12.11 12.110
10 14.80 14.800
11 22.56 22.560
12 13.58 13.580
13 8.75 8.750
14 12.90 12.900
15 10.98 10.980
16 22.28 22.280
17 22.87 22.870
18 16.53 16.530
Concord
(877) 240-0468
Redding
(530) 224-4535
San Luis Obispo
(805) 781-2265
Sacramento
(916) 209-8300
10/16/24

0.28 9.50
240140

PAVEMENT ENGINEERING INCORPORATED
Comments
Righetti Ranch Road
Wavertree Street
EB
10/24/2024
City of San Luis Obispo
Tank Farm Road
100'
908' from Righetti Ranch Road
1005' from Righetti Ranch Road
511' from Righetti Ranch Road
1516' from Righetti Ranch Road
1607' from Righetti Ranch Road
417' from Righetti Ranch Road
789' from Righetti Ranch Road
1119' from Righetti Ranch Road
1216' from Righetti Ranch Road
1330' from Righetti Ranch Road
1417' from Righetti Ranch Road
820' from Righetti Ranch Road
162' from Righetti Ranch Road
229' from Righetti Ranch Road
332' from Righetti Ranch Road
1706' from Righetti Ranch Road
1816' from Righetti Ranch Road
612' from Righetti Ranch Road

10/24/24 Page 1
Road: Survey Date:

From: Thickness:

To: Traffic Index:

Lane/Line: Project Number:

Deflection Data Analysis
Deflection Readings (Equivalent Deflectometer Units)
No. of Tests Low Mean High Std. Dev.
19 2.33 9.15 38.15 8.18
Road Surface
Thickness Traffic Index

0.73 9.50
Structural Design
Tolerable 80th Percentile 90th Percentile % Reduction GE Deficient

13.00 16.02 19.62 18.85 0.10
HMA Overlay

0.05 (805) 781-2265 (916) 209-8300

PAVEMENT ENGINEERING INCORPORATED
City of San Luis Obispo
West City Limits
Concord Redding San Luis Obispo Sacramento
(877) 240-0468 (530) 224-4535
WB
10/16/24

0.73 9.50
240140
Tank Farm Road
Broad Street

10/24/24 Page 2
Road: Survey Date:

From: Thickness:

To: Traffic Index:

Lane/Line: Project Number:

Tank Farm Road
Broad Street
West City Limits
WB
10/16/24

0.73 9.50
240140

PAVEMENT ENGINEERING INCORPORATED
City of San Luis Obispo
Concord Redding San Luis O bispo Sacram ento
(877)240-0468 (530)224-4535 (805)781-2265 (916)209-8300 138' from Broad Street
244' from Broad Street
333' from Broad Street
426' from Broad Street
519' from Broad Street
619' from Broad Street
711' from Broad Street
799' from Broad Street
928' from Broad Street
1025' from Broad Street
1142' from Broad Street
1234' from Broad Street
1321' from Broad Street
1425' from Broad Street
1527' from Broad Street
1616' from Broad Street
1720' from Broad Street
1825' from Broad Street
1933' from Broad Street
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 0 10 20 30 40 50 60 70 80 90 100
Test Point
Deflectometer Deflection

Date:

Client: Interval:

Road: Survey Date:

From: Thickness:

To: Traffic Index:

Lane/Line Project Number:

Test
Points Dynaflect Conditions Deflection Exclude
1 13.28 13.280
2 15.43 15.430
3 14.99 14.990
4 38.15 38.150
5 8.30 8.300
6 9.15 9.150
7 12.97 12.970
8 5.62 5.620
9 4.37 4.370
10 4.89 4.890
11 4.04 4.040
12 11.61 11.610
13 6.78 6.780
14 6.54 6.540
15 4.55 4.550
16 3.57 3.570
17 3.63 3.630
18 3.57 3.570
19 2.33 2.330
Concord
(877) 240-0468
Redding
(530) 224-4535
San Luis Obispo
(805) 781-2265
Sacramento
(916) 209-8300
10/16/24

0.73 9.50
240140

PAVEMENT ENGINEERING INCORPORATED
Comments
Broad Street
West City Limits
WB
10/24/2024
City of San Luis Obispo
Tank Farm Road
100'
928' from Broad Street
1025' from Broad Street
519' from Broad Street
1527' from Broad Street
1616' from Broad Street
426' from Broad Street
711' from Broad Street
1142' from Broad Street
1234' from Broad Street
1321' from Broad Street
1425' from Broad Street
799' from Broad Street
138' from Broad Street
244' from Broad Street
333' from Broad Street
1720' from Broad Street
1825' from Broad Street
619' from Broad Street
1933' from Broad Street

10/24/24 Page 1
Road: Survey Date:

From: Thickness:

To: Traffic Index:

Lane/Line: Project Number:

Deflection Data Analysis
Deflection Readings (Equivalent Deflectometer Units)
No. of Tests Low Mean High Std. Dev.
30 5.83 15.11 29.19 6.14
Road Surface
Thickness Traffic Index

0.46 9.50
Structural Design
Tolerable 80th Percentile 90th Percentile % Reduction GE Deficient

14.00 20.26 22.97 30.91 0.26
HMA Overlay

0.14 (805) 781-2265 (916) 209-8300

PAVEMENT ENGINEERING INCORPORATED
City of San Luis Obispo
Broad Street
Concord Redding San Luis Obispo Sacramento
(877) 240-0468 (530) 224-4535
WB1
10/16/24

0.46 9.50
240140
Tank Farm Road
Righetti Ranch Road

10/24/24 Page 2
Road: Survey Date:

From: Thickness:

To: Traffic Index:

Lane/Line: Project Number:

Tank Farm Road
Righetti Ranch Road
Broad Street
WB1
10/16/24

0.46 9.50
240140

PAVEMENT ENGINEERING INCORPORATED
City of San Luis Obispo
Concord Redding San Luis O bispo Sacram ento
(877)240-0468 (530)224-4535 (805)781-2265 (916)209-8300 143' from Righetti Ranch Rd
239' from Righetti Ranch Rd
314' from Righetti Ranch Rd
402' from Righetti Ranch Rd
515' from Righetti Ranch Rd
612' from Righetti Ranch Rd
712' from Righetti Ranch Rd
804' from Righetti Ranch Rd
904' from Righetti Ranch Rd
1017' from Righetti Ranch Rd
1116' from Righetti Ranch Rd
1210' from Righetti Ranch Rd
1330' from Righetti Ranch Rd
1412' from Righetti Ranch Rd
1512' from Righetti Ranch Rd
1616' from Righetti Ranch Rd
1725' from Righetti Ranch Rd
1835' from Righetti Ranch Rd
1905' from Righetti Ranch Rd
2005' from Righetti Ranch Rd
2127' from Righetti Ranch Rd
2205' from Righetti Ranch Rd
2317' from Righetti Ranch Rd
2423' from Righetti Ranch Rd
2519' from Righetti Ranch Rd
2647' from Righetti Ranch Rd
2719' from Righetti Ranch Rd
2813' from Righetti Ranch Rd
2902' from Righetti Ranch Rd
2979' from Righetti Ranch Rd
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 24
25 26
27 28
29 30
0 10 20 30 40 50 60 70 80 90 100
Test Point
Deflectometer Deflection

Date:

Client: Interval:

Road: Survey Date:

From: Thickness:

To: Traffic Index:

Lane/Line Project Number:

Test
Points Dynaflect Conditions Deflection Exclude
1 8.32 8.320
2 8.48 8.480
3 29.19 29.190
4 21.39 21.390
5 16.70 16.700
6 16.28 16.280
7 16.93 16.930
8 14.83 14.830
9 18.63 18.630
10 16.99 16.990
11 15.72 15.720
12 11.76 11.760
13 20.32 20.320
14 7.94 7.940
15 14.68 14.680
16 13.94 13.940
17 16.67 16.670
18 14.49 14.490
19 13.48 13.480
20 24.34 24.340
21 24.96 24.960
22 6.37 6.370
23 20.40 20.400
24 23.88 23.880
25 5.83 5.830
26 7.42 7.420
27 6.65 6.650
28 7.26 7.260
29 13.60 13.600
30 15.80 15.800
Concord
(877) 240-0468
Redding
(530) 224-4535
San Luis Obispo
(805) 781-2265
Sacramento
(916) 209-8300
10/16/24

0.46 9.50
240140

PAVEMENT ENGINEERING INCORPORATED
Comments
Righetti Ranch Road
Broad Street
WB1
10/24/2024
City of San Luis Obispo
Tank Farm Road
100'
2813' from Righetti Ranch Road
2902' from Righetti Ranch Road
2979' from Righetti Ranch Road
2317' from Righetti Ranch Road
2423' from Righetti Ranch Road
2519' from Righetti Ranch Road
2647' from Righetti Ranch Road
904' from Righetti Ranch Road
1017' from Righetti Ranch Road
515' from Righetti Ranch Road
2205' from Righetti Ranch Road
1512' from Righetti Ranch Road
1616' from Righetti Ranch Road
402' from Righetti Ranch Road
712' from Righetti Ranch Road
1116' from Righetti Ranch Road
1210' from Righetti Ranch Road
1330' from Righetti Ranch Road
1412' from Righetti Ranch Road
804' from Righetti Ranch Road
143' from Righetti Ranch Road
239' from Righetti Ranch Road
314' from Righetti Ranch Road
1725' from Righetti Ranch Road
1835' from Righetti Ranch Road
2719' from Righetti Ranch Road
612' from Righetti Ranch Road
1905' from Righetti Ranch Road
2005' from Righetti Ranch Road
2127' from Righetti Ranch Road

10/24/24 Page 1
Road: Survey Date:

From: Thickness:

To: Traffic Index:

Lane/Line: Project Number:

Deflection Data Analysis
Deflection Readings (Equivalent Deflectometer Units)
No. of Tests Low Mean High Std. Dev.
26 6.57 14.34 24.28 5.19
Road Surface
Thickness Traffic Index

0.46 9.50
Structural Design
Tolerable 80th Percentile 90th Percentile % Reduction GE Deficient

14.00 18.70 20.98 25.14 0.18
HMA Overlay

0.09 WB2
10/16/24

0.46 9.50
240140
Tank Farm Road
Righetti Ranch Road
(805) 781-2265 (916) 209-8300

PAVEMENT ENGINEERING INCORPORATED
City of San Luis Obispo
Broad Street
Concord Redding San Luis Obispo Sacramento
(877) 240-0468 (530) 224-4535

10/24/24 Page 2
Road: Survey Date:

From: Thickness:

To: Traffic Index:

Lane/Line: Project Number:

PAVEMENT ENGINEERING INCORPORATED
City of San Luis Obispo
Concord Redding San Luis O bispo Sacram ento
(877)240-0468 (530)224-4535 (805)781-2265 (916)209-8300 Tank Farm Road
Righetti Ranch Road
Broad Street
WB2
10/16/24

0.46 9.50
240140
401' from Righetti Ranch Rd
503' from Righetti Ranch Rd
622' from Righetti Ranch Rd
712' from Righetti Ranch Rd
836' from Righetti Ranch Rd
909' from Righetti Ranch Rd
1022' from Righetti Ranch Rd
1117' from Righetti Ranch Rd
1223' from Righetti Ranch Rd
1325' from Righetti Ranch Rd
1415' from Righetti Ranch Rd
1511' from Righetti Ranch Rd
1627' from Righetti Ranch Rd
1731' from Righetti Ranch Rd
1818' from Righetti Ranch Rd
1908' from Righetti Ranch Rd
2019' from Righetti Ranch Rd
2120' from Righetti Ranch Rd
2203' from Righetti Ranch Rd
2316' from Righetti Ranch Rd
2400' from Righetti Ranch Rd
2500' from Righetti Ranch Rd
2607' from Righetti Ranch Rd
2701' from Righetti Ranch Rd
2819' from Righetti Ranch Rd
2928' from Righetti Ranch Rd
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 24
25 26
0 10 20 30 40 50 60 70 80 90 100
Test Point
Deflectometer Deflection

Date:

Client: Interval:

Road: Survey Date:

From: Thickness:

To: Traffic Index:

Lane/Line Project Number:

Test
Points DynaflectConditions Deflection Exclude
1 20.78 20.780
2 23.31 23.310
3 9.76 9.760
4 14.26 14.260
5 9.12 9.120
6 14.47 14.470
7 14.48 14.480
8 12.11 12.110
9 12.97 12.970
10 8.47 8.470
11 8.83 8.830
12 8.41 8.410
13 15.55 15.550
14 19.55 19.550
15 8.81 8.810
16 17.20 17.200
17 18.28 18.280
18 18.22 18.220
19 12.22 12.220
20 19.09 19.090
21 8.67 8.670
22 6.57 6.570
23 24.28 24.280
24 19.91 19.910
25 18.69 18.690
26 8.94 8.940
836' from Righetti Ranch Road
2500' from Righetti Ranch Road
1818' from Righetti Ranch Road
1908' from Righetti Ranch Road
712' from Righetti Ranch Road
1022' from Righetti Ranch Road
1415' from Righetti Ranch Road
1511' from Righetti Ranch Road
1627' from Righetti Ranch Road
1731' from Righetti Ranch Road
1117' from Righetti Ranch Road
401' from Righetti Ranch Road
503' from Righetti Ranch Road
622' from Righetti Ranch Road
2019' from Righetti Ranch Road
2120' from Righetti Ranch Road
909' from Righetti Ranch Road
2203' from Righetti Ranch Road
2316' from Righetti Ranch Road
2400' from Righetti Ranch Road
2607' from Righetti Ranch Road
2701' from Righetti Ranch Road
2819' from Righetti Ranch Road
2928' from Righetti Ranch Road
1223' from Righetti Ranch Road
1325' from Righetti Ranch Road
10/24/2024
City of San Luis Obispo
Tank Farm Road
100'

PAVEMENT ENGINEERING INCORPORATED
Comments
Righetti Ranch Road
Broad Street
WB2
Concord
(877) 240-0468
Redding
(530) 224-4535
San Luis Obispo
(805) 781-2265
Sacramento
(916) 209-8300
10/16/24

0.46 9.50
240140

10/24/24 Page 1
Road: Survey Date:

From: Thickness:

To: Traffic Index:

Lane/Line: Project Number:

Deflection Data Analysis
Deflection Readings (Equivalent Deflectometer Units)
No. of Tests Low Mean High Std. Dev.
18 8.69 19.97 28.49 5.86
Road Surface
Thickness Traffic Index

0.29 9.50
Structural Design
Tolerable 80th Percentile 90th Percentile % Reduction GE Deficient

17.00 24.89 27.47 31.70 0.27
HMA Overlay

0.14 (805) 781-2265 (916) 209-8300

PAVEMENT ENGINEERING INCORPORATED
City of San Luis Obispo
Righetti Ranch Road
Concord Redding San Luis Obispo Sacramento
(877) 240-0468 (530) 224-4535
WB
10/16/24

0.29 9.50
240140
Tank Farm Road
Wavertree Street

10/24/24 Page 2
Road: Survey Date:

From: Thickness:

To: Traffic Index:

Lane/Line: Project Number:

Tank Farm Road
Wavertree Street
Righetti Ranch Road
WB
10/16/24

0.29 9.50
240140

PAVEMENT ENGINEERING INCORPORATED
City of San Luis Obispo
Concord Redding San Luis O bispo Sacram ento
(877)240-0468 (530)224-4535 (805)781-2265 (916)209-8300 132' from Wavertree Street
221' from Wavertree Street
315' from Wavertree Street
414' from Wavertree Street
547' from Wavertree Street
626' from Wavertree Street
727' from Wavertree Street
824' from Wavertree Street
919' from Wavertree Street
1021' from Wavertree Street
1136' from Wavertree Street
1229' from Wavertree Street
1325' from Wavertree Street
1413' from Wavertree Street
1531' from Wavertree Street
1627' from Wavertree Street
1736' from Wavertree Street
1818' from Wavertree Street
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
0 10 20 30 40 50 60 70 80 90 100
Test Point
Deflectometer Deflection

Date:

Client: Interval:

Road: Survey Date:

From: Thickness:

To: Traffic Index:

Lane/Line Project Number:

Test
Points Dynaflect Conditions Deflection Exclude
1 21.98 21.980
2 23.90 23.900
3 28.49 28.490
4 23.99 23.990
5 22.50 22.500
6 20.10 20.100
7 20.88 20.880
8 22.94 22.940
9 20.63 20.630
10 10.11 10.110
11 21.18 21.180
12 24.20 24.200
13 26.82 26.820
14 21.08 21.080
15 20.20 20.200
16 11.78 11.780
17 8.69 8.690
18 9.99 9.990
Concord
(877) 240-0468
Redding
(530) 224-4535
San Luis Obispo
(805) 781-2265
Sacramento
(916) 209-8300
10/16/24

0.29 9.50
240140

PAVEMENT ENGINEERING INCORPORATED
Comments
Wavertree Street
Righetti Ranch Road
WB
10/24/2024
City of San Luis Obispo
Tank Farm Road
100'
919' from Wavertree Street
1021' from Wavertree Street
547' from Wavertree Street
1531' from Wavertree Street
1627' from Wavertree Street
414' from Wavertree Street
727' from Wavertree Street
1136' from Wavertree Street
1229' from Wavertree Street
1325' from Wavertree Street
1413' from Wavertree Street
824' from Wavertree Street
132' from Wavertree Street
221' from Wavertree Street
315' from Wavertree Street
1736' from Wavertree Street
1818' from Wavertree Street
626' from Wavertree Street

Laboratory No.: L243714
Project No.: 240140
Sample Date: October 24, 2024
Report Date: November 1, 2024
Client: City of San Luis Obispo
Project Name: Pavement Evaluation Services for 2025 Roadway Paving Project Sample Description: Brown Clay
Sample Location: C10, Tank Farm
Specimen No. 1 2 3
Moisture Content (%) 20.4 19.3 20.9
Dry Density (PCF) 115.0 116.5 114.5
Resistance Value (R) 9 23 0
Exudation Pressure (PSI) 270 403 165
Expansion Pressure 43 91 0

20.4 RESISTANCE VALUE AT 300 P.S.I. 12
Reviewed By:

Materials Engineer
Brandon Rodebaugh

RESISTANCE (R) VALUE TEST
ASTM D 2844
As Received Moisture Content (%)
0 10
20 30
40 50
60 70
80 90
100
800 700 600 500 400 300 200 100 0
Resistance Value
Exudation Pressure (P.S.I.)
Resistance Value Test 300 P.S.I.

Laboratory No.: L243752
Project No.: 240140
Sample Date: October 24, 2024
Report Date: November 5, 2024
Client: City of San Luis Obispo
Project Name: Pavement Evaluation Services for 2025 Roadway Paving Project Sample Description: Brown Silty Clay
Sample Location: C12, Tank Farm
Specimen No. 1 2 3
Moisture Content (%) 19.6 18.6 20.2
Dry Density (PCF) 114.6 116.7 113.2
Resistance Value (R) 17 35 2
Exudation Pressure (PSI) 264 406 166
Expansion Pressure 43 87 0

19.6 RESISTANCE VALUE AT 300 P.S.I. 22
Reviewed By:

Materials Engineer
Brandon Rodebaugh

RESISTANCE (R) VALUE TEST
ASTM D 2844
As Received Moisture Content (%)
0 10
20 30
40 50
60 70
80 90
100
800 700 600 500 400 300 200 100 0
Resistance Value
Exudation Pressure (P.S.I.)
Resistance Value Test 300 P.S.I.

Laboratory No.: L243752
Project No.: 240140
Sample Date: October 24, 2024
Report Date: November 5, 2024
Client: City of San Luis Obispo
Project Name: Pavement Evaluation Services for 2025 Roadway Paving Project Sample Description: Brown Silty Clay
Sample Location: C35, Tank Farm
Specimen No. 1 2 3
Moisture Content (%) 14.1 15.1 15.6
Dry Density (PCF) 120.2 119.6 117.7
Resistance Value (R) 33 16 1
Exudation Pressure (PSI) 416 276 173
Expansion Pressure 91 43 0

14.1 RESISTANCE VALUE AT 300 P.S.I. 19
Reviewed By:

Materials Engineer
Brandon Rodebaugh

RESISTANCE (R) VALUE TEST
ASTM D 2844
As Received Moisture Content (%)
0 10
20 30
40 50
60 70
80 90
100
800 700 600 500 400 300 200 100 0
Resistance Value
Exudation Pressure (P.S.I.)
Resistance Value Test 300 P.S.I.

Laboratory No.: L243714
Project No.: 240140
Sample Date: October 24, 2024
Report Date: November 1, 2024
Client: City of San Luis Obispo
Project Name: Pavement Evaluation Services for 2025 Roadway Paving Project Sample Description: Brown Silty Clay
Sample Location: C33, Tank Farm
Specimen No. 1 2 3
Moisture Content (%) 17.8 18.8 19.4
Dry Density (PCF) 117.4 116.1 115.1
Resistance Value (R) 23 10 0
Exudation Pressure (PSI) 389 260 158
Expansion Pressure 87 43 0

17.8 RESISTANCE VALUE AT 300 P.S.I. 14
Reviewed By:

Materials Engineer
Brandon Rodebaugh

RESISTANCE (R) VALUE TEST
ASTM D 2844
As Received Moisture Content (%)
0 10
20 30
40 50
60 70
80 90
100
800 700 600 500 400 300 200 100 0
Resistance Value
Exudation Pressure (P.S.I.)
Resistance Value Test 300 P.S.I.

Laboratory No.: L243752
Project No.: 240140
Sample Date: October 23, 2024
Report Date: November 5, 2024
Client: City of San Luis Obispo
Project Name: Pavement Evaluation Services for 2025 Roadway Paving Project Sample Description: Brown Silty Clay
Sample Location: C31, Tank Farm
Specimen No. 1 2 3
Moisture Content (%) 15.4 16.4 17.0
Dry Density (PCF) 119.5 118.3 117.5
Resistance Value (R) 32 15 1
Exudation Pressure (PSI) 407 270 168
Expansion Pressure 91 48 0

15.4 RESISTANCE VALUE AT 300 P.S.I. 19
Reviewed By:

Materials Engineer
Brandon Rodebaugh

RESISTANCE (R) VALUE TEST
ASTM D 2844
As Received Moisture Content (%)
0 10
20 30
40 50
60 70
80 90
100
800 700 600 500 400 300 200 100 0
Resistance Value
Exudation Pressure (P.S.I.)
Resistance Value Test 300 P.S.I.

Laboratory No.: L243714
Project No.: 240140
Sample Date: October 24, 2024
Report Date: November 1, 2024
Client: City of San Luis Obispo
Project Name: Pavement Evaluation Services for 2025 Roadway Paving Project Sample Description: Brown Clay
Sample Location: C20 Tank Farm
Specimen No. 1 2 3
Moisture Content (%) 17.6 16.5 18.1
Dry Density (PCF) 117.7 120.8 117.8
Resistance Value (R) 13 25 4
Exudation Pressure (PSI) 260 425 187
Expansion Pressure 52 104 4

17.6 RESISTANCE VALUE AT 300 P.S.I. 16
Reviewed By:

Materials Engineer
Brandon Rodebaugh

RESISTANCE (R) VALUE TEST
ASTM D 2844
As Received Moisture Content (%)
0 10
20 30
40 50
60 70
80 90
100
800 700 600 500 400 300 200 100 0
Resistance Value
Exudation Pressure (P.S.I.)
Resistance Value Test 300 P.S.I.

Laboratory No.: L243714
Project No.: 240140
Sample Date: October 24, 2024
Report Date: November 1, 2024
Client: City of San Luis Obispo
Project Name: Pavement Evaluation Services for 2025 Roadway Paving Project Sample Description: Brown Clay
Sample Location: C22, Tank Farm
Specimen No. 1 2 3
Moisture Content (%) 18.4 17.6 19.0
Dry Density (PCF) 117.9 120.3 118.0
Resistance Value (R) 15 26 4
Exudation Pressure (PSI) 277 413 178
Expansion Pressure 52 104 0

18.4 RESISTANCE VALUE AT 300 P.S.I. 17
Reviewed By:

Materials Engineer
Brandon Rodebaugh

RESISTANCE (R) VALUE TEST
ASTM D 2844
As Received Moisture Content (%)
0 10
20 30
40 50
60 70
80 90
100
800 700 600 500 400 300 200 100 0
Resistance Value
Exudation Pressure (P.S.I.)
Resistance Value Test 300 P.S.I.

Tank Farm Road @ Wavertree Street looking East
Photo 
Tank Farm Road @ Wavertree Street looking West
Photo 

Tank Farm Road @ Brookpine Drive looking East
Photo 
Tank Farm Road @ Brookpine Drive looking West
Photo 

Tank Farm Road @ 430’ S/O Brookpine Drive looking East
Photo 
Tank Farm Road @ 430’ S/O Brookpine Drive looking :Hst
Photo 

Tank Farm Road EB @ Railroad Overpass looking East
Photo 
Tank Farm Road EB @ Railroad Overpass looking West
Photo 

Tank Farm Road WB @ Railroad Overpass looking East
Photo

Tank Farm Road WB @ Railroad Overpass looking West
Photo 1

Tank Farm Road EB @ Hollyhock Way looking East
Photo 1
Tank Farm Road EB @ Hollyhock Way looking West
Photo 1

Tank Farm Road WB @ Hollyhock Way looking East
Photo 1
Tank Farm Road WB @ Hollyhock Way looking West
Photo 

Tank Farm Road EB @ Poinsettia Street looking East
Photo 
Tank Farm Road EB @ Poinsettia Street looking West
Photo 

Tank Farm Road WB @ Poinsettia Street looking East
Photo 
Tank Farm Road WB @ Poinsettia Street looking West
Photo 

Tank Farm Road EB @ Broad Street looking West
Photo 

Tank Farm Road EB @ Broad Street looking East
Photo 2

Tank Farm Road WB @ Broad Street looking East
Photo 2
Tank Farm Road WB @ Broad Street looking East
Photo 2

Tank Farm Road EB @ Broad Street looking East
Photo 2
Tank Farm Road EB @ Broad Street looking West
Photo 

Tank Farm Road WB @ Broad Street looking East
Photo 
Tank Farm Road WB @ Broad Street looking West
Photo 

Tank Farm Road EB @ 350’ W/O Broad Street looking East
Photo 
Tank Farm Road EB @ 350’ W/O Broad Street looking West
Photo 

Tank Farm Road WB @ 350’ W/O Broad Street looking East
Photo 

Tank Farm Road WB @ 350’ W/O Broad Street looking West
Photo 3

Tank Farm Road @ West City Limits looking East
Photo 3
Tank Farm Road @ West City Limits looking West
Photo 3

1 101
101
Reservio r Canyon
Natural Reserve
Irish Hills
Natural
Reserve
Laguna Lake
Natural
Reserve
Southwood Dr
Flora St
Slack St
Ferrini Rd
Olive St
Grove St
Murray St
Guerra Dr
Ironbark St
Dalidio
Carmel St
Beach St
Bishop St
McCollum St
Sydney St
Tanglewood
Dr
Fuller Rd
Fredericks St
Lincoln St
Diablo Dr
Rockview Pl
Suburban Rd
Garden St
Tiburon Way
Laurel Ln
Bullock Ln
W Creek Rd
Vachell Ln
Pinnacles Rd
Woodb
ridg
e St
Augusta St
Palm St
Mount Bishop Rd
Loomis St
Sacramento Dr
High St
Islay St
Broad St
Pacific St
Mill St
San Luis Dr
Grand Ave
Poinsettia St
W Foothill Blvd
Blue Granite Ln
Monterey St
Marsh St
Pismo St
Oceanaire Dr
S HigueraSt
Madonna Rd
California Blvd
Mount Lowe Rd
Mainini Ranch Rd
E Foothill Blvd
Oconnor Way
Tank Farm Rd
Reservoir Canyon Rd
Orcutt Rd
Los Osos Valley Rd
California
Polytechnic
State University
01 0.5 Miles
Proposed Bicycle/Pedestrian Grade-Separated CrossingProposed Bicycle/Pedestrian Major Crossing Improvement Anholm Neighborhood GreenwayBroad St / Santa Barbra CorridorFoothill Blvd Higuera St/Marsh StLos Osos Valley RdMadonna Rd/ Oceanaire NG/South St Mill/Morro/Railroad Safety TrailPrado/Dilidio
Proposed Bicycle/Pedestrian Minor Crossing Improvement
Tier 1 Bicycle and Pedestrian Project CorridorsSan Luis Obispo Sources: City of San Luis Obispo *See Ch. 5 for
proposed bikeway
and crossing types.

SchoolPark or Open Space
RailTrails
Tank Farm Rd Page 621 of 641
Islay Hill
Open Space
South Hills
Natural
Reserve
Rigetti
Hill Open
Space
Southwood Dr
Malva
Aero Dr
Meadow St
Sage St
Stoneridge Dr
Cll Crotalo
Caudill St
Clarion Ct
Garibaldi Ave
McMillan Ave
Capitolio Way
Hopkins Ln
Farmhouse
Ln
Corrida Dr
Woodside Dr
Fernwood Dr
Mitchell Dr
Junipero Way
Flora St
Ironbark St
Hansen Ln
Augusta St
Prado Rd
Wavertree St
Lawrence Dr
Sequoia Dr
Tanglewood Dr
Fuller Rd
Goldenrod Ln
Industrial Way
Rockview Pl
Tiburon Way
Laurel Ln
Bullock Ln
Johnson Ave
Hoover
Woodbridge St
Spanish Oaks Dr
Sacramento Dr
Santa Fe Rd
Poinsettia St
Tank Farm Rd
Orcutt Rd
0 0.25 0.5 Miles
Sources:

City of San Luis Obispo
SchoolPark or Open Space
RailTrails
San Luis Obispo
Shared-Use PathBicycle Lane
Protected Bicycle Lane
Neighborhood Greenway
Proposed Bicycle/Pedestrian Grade-Separated Crossing
Proposed Bicycle/Pedestrian Major Crossing ImprovementProposed Bicycle/Pedestrian Minor Crossing Improvement Tier 1 Bicycle and Pedestrian Project Corridors - Southeast

Appendix A
ATP Tier 1 Project List
Corridor User Type ID Location Cross Street A Notable Constraints % Ridership Potential Cross Street B Miles Notes Ped/Bike Grade‐Separated Crossing I‐4 Lawrence Dr or Francis 36 Ped/bike bridge over UPRR tracks
Requires UPRR coordination &
right‐of‐way
Ped/Bike Crossing Improvement (Major) J‐17 Pepper St Monterey St 36 Long‐term plan is a ped/bike bridge. Interim solution mayinclude RRFB & median
refuge/diverter
Requires UPRR coordination &
right‐of‐way
Ped/Bike Crossing Improvement (Major) J‐64 California Blvd Taft St 36 Planned roundabout Bike Protected Bike Lane 261 Dalidio/Prado Madonna Rd Elks Ln 0.47 17 South side of Prado (Madonna to Froom) will be
a shared‐use path
Bike Protected Bike Lane 261 Prado Rd Elks Ln Serra Meadows Rd 0.71 17 Bike Bike Lane 104 Prado Rd Serra Meadows Rd Broad St 1.03 17 Ped/Bike Shared‐Use Path 105 Prado Rd (North
Side)
Serra Meadows Rd Broad St 1.09 17
Ped/Bike Shared‐Use Path 106 Prado Rd (South
Side)
Serra Meadows Rd Broad St 0.86 17
Ped/Bike Shared‐Use Path 127 Dalidio Dr Madonna Rd ‐ 0.3 17 Ped/Bike Crossing Improvement (Major) I‐2 Prado Rd Damon‐Garcia Sports Field
17 Potential ped/bike
undercrossing
Bike Protected Bike Lane 33 Tank Farm Rd S. Higuera St Horizon Ln 0.46 11 Ped/Bike Shared‐Use Path 64,157,267 Tank Farm Rd (North Side)
Horizon Ln Santa Fe Rd 0.94 11 Requires roadway widening and right‐of‐way
Bike Protected Bike Lane 31, 32 Tank Farm Rd Santa Fe Rd Orcutt Rd 1.33 11 May required auto lane reduction.

Ped Crossing Improvement (Minor) J‐13 Tank Farm Rd Poinsettia St 11 Potential RRFB & median refuge
Ped/Bike Crossing Improvement (Major) J‐65 Tank Farm Rd Orcutt Road 11 Planned roundabout Project ID numbers correspond to mapping in the Public Viewer http://slocity.maps.arcgis.com/apps/webappviewer/index.html?id=d0c9ddaa42a444bda8d5940e05891eb7 Tank Farm Road
Prado/Dalidio
Project ID numbers correspond to mapping in the Public Viewer http://slocity.maps.arcgis.com/apps/webappviewer/index.html?id=d0c9ddaa42a444bda8d5940e05891eb7