Project Manager, Superintendent, Foreman, etc.) that will be assigned to this Project and provide references in the format presented in said appendices (see list of Appendices in Table of Contents on
Project and be present while work is being performed.
Should CIPP be utilized, the past system would encompass the proposed resin and felt combination.
Within ten (10) Working Days of the bid opening, the assumed Contractor (apparent low bidder) shall submit contractual required documentation of 500,000 linear feet of successful wastewater collection system installations in the U.S. of the proposed rehabilitation system to satisfy the contractual requirement of the products commercial viability and Contractor’s capability (see appendices (see list of Appendices in Table of Contents on Page 2) for the required format for this submittal).
Within thirty (30) calendar days after Project Award, the Contractor shall submit to the Agency Design Calculations for the pipe liner for approval. The Design Calculations shall be in accordance with ASTM F1216, Appendix X1 for fully deteriorated pipe. The pipe liner shall be designed to support hydraulic, soil, and live loads based on a minimum ten foot (10') burial depth to top of pipe and highway loading per AASHTO. If local conditions impose greater loads, the greater loads shall be used. Local conditions may include depth greater than ten feet (10’), railroad loading, groundwater or other loadings.
Prior to rehabilitation, the Contractor shall submit drawings of construction details and all other submittals per Subsection 3-8 (“Submittals.”). The shop drawings shall include the location, method 04/14/2026 C2 170 of 318
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of rehabilitation and when applicable, any by-pass locations with sufficient detail to assure that the work can be accomplished without any sewage spill.
At each repair location, at least two (2) Working Days prior to commencing the rehabilitation work, the Contractor shall submit written verification the sewer pipe sections to be rehabilitated are free of obstructions, debris and is suitable for performing the pipe liner restoration repairs.
500-3 CLEANING AND PRELIMINARY INSPECTION.
500-3.2.2 Closed Circuit Television (CCTV) System Equipment.
Delete this subsection in its entirety and replace with the following:
The camera source image shall provide a high resolution video with minimum thirty (30) frames per second producing a continuously-monitored high-quality picture, capable of discerning all major and minor operational and structural defects in the pipelines.
The minimum video bit rate shall be 4.7 Mega bits per second (Mbps) and minimum audio bit rate shall be 128 Kilo bits per second (Kbps).
Video equipment shall include a multi-angle camera capable of spanning 360-degrees circumference and 270-degrees on horizontal axis.
Video inspection shall be performed utilizing one of the following video camera systems:
1. Remote-focus stationary lens cameras; 2. Rotating-lens cameras; or 3. Pan-and-tilt cameras
The video camera shall be mounted on a skid, floatable raft system, or transporter based on the conditions of the pipeline to be recorded. The radial view camera shall be solid-state color and have remote control of the rotational lens. The camera shall be capable of viewing the complete circumference of the pipe and junction structure e.g., manhole. Cameras using mirrors or exposed rotating heads are not acceptable.
The camera shall be operative in 100 percent humidity conditions.
Camera lens shall not be less than 140 degree viewing angle.
Focal distance shall be remotely adjustable through range of six inches (6”) to infinity (∞).
The remote-reading footage counter shall be accurate to less than one percent (1%) error over the length of the particular section of pipeline being inspected. This distance is measured from the centerline of the junctions (e.g., manhole to the centerline of the next manhole).
The camera height shall be adjusted such that the camera lens is always centered in the pipe being inspected. The equipment shall display on the monitor the distance of the camera from the 04/14/2026 C2 171 of 318
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centerline of the starting manhole. Unless otherwise approved by the Engineer, footage measurements shall begin at the centerline of the upstream manhole.
Lighting and camera quality shall produce a clear, in-focus picture of the entire periphery of the pipe for a minimum distance of 6’. Lighting shall be remote-controlled and adjusted to minimize reflective glare and to avoid any dark or shadowy regions appearing on the video file.
The video camera and monitor shall be capable of registering a minimum of four hundred (400) vertical lines and four hundred sixty (460) horizontal lines resolution and be a clear, stable image with no interference.
The video portion of the digital recording shall be free of electrical interference and shall produce a clear and stable image. The audio portion shall be sufficiently free of background and electrical noise providing an oral report that is clear and discernible.
For pipes smaller than six inches in diameter (6”Ø), the Contractor shall use portable long range pan and tilt push cameras with a motorized wheel to push the probe for one hundred eighty (180’) or more feet down the pipes (e.g., laterals).
The Contractor shall provide a camera, capable of extended video recording lengths and operation in remotely accessed areas without direct vehicular access.
500-3.3 Cleaning
Add the following paragraphs to this subsection:
Should hazardous waste material be encountered, the Contractor shall be responsible for developing a health and safety plan for the handling and disposal of hazardous waste. Any hazardous waste material encountered during the Project shall be placed on eight (8) mil plastic sheets and covered with eight (8) mil plastic sheets. The Contractor shall protect any hazardous waste from contaminating the area due to any surface runoff and / or precipitation. The Contractor shall dispose of the waste at a landfill approved by the Agency. If temporary stockpiling of hazardous waste is allowed by the Engineer, the Contractor shall contain the waste in a fenced area that is inaccessible to the general public.
The Contractor shall examine the site conditions to determine if pipeline re-cleaning may be necessary immediately prior to pipeline rehabilitation. Site conditions include, but are not limited to size of pipe, type of pipe, age and conditions of pipe, grade, flow conditions, weather conditions, locations and number of feeder lines connecting to the line to be rehabilitated, and the type of rehabilitation method chosen are all important considerations for determining the maximum allowable time lapse between line cleaning and line rehabilitation.
500-3.4 Closed Circuit Television (CCTV) Inspection.
Delete this subsection in its entirety and replace with the following:
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Work under this section shall consist of investigation of pipelines by use of digital closed circuit color video recording to determine condition of lines following cleaning, rehabilitation, and installation of gravity pipelines (when required).
The Contractor in coordination with the Engineer shall video record pipelines to:
1. locate existing laterals,
2. confirm no flow in existing mains prior to abandonment,
3. assess the conditions of the existing pipe segments and laterals after the cleaning process and prior to commencing rehab work, and
4. accept the newly installed or rehabilitated pipelines.
Video inspection shall show with high resolution operational and structural defects (e.g., inflows, sags, offset joints, cracks, roughness, “fins” or folds in the pipelines, complete with audio commentary and inspection log).
The Engineer shall be notified a minimum of two (2) Working Days in advance of video inspecting.
Video inspection shall be performed one pipe reach (e.g., manhole to manhole) at a time.
The Contractor shall video inspect the pipeline with maximum flow diverted from the pipeline. The pipe reach being inspected shall be isolated from the remainder of the pipelines with the upstream sewage flow bypassed. In the event that the existing flow is interfering with the video operation, a bypass shall be performed by the Contractor to lower the flow volume sufficiently to allow for a clear video picture. Sufficient water shall be supplied to the isolated section to cause drainage reaching the downstream manhole prior to video inspecting. If existing flows are high, pre-construction video inspection can be done with partial flow. Depth of the flow shall not exceed:
1. Pipes 6" - 10": 20% of the pipe diameter.
2. Pipes 12" - 24": 25% of the pipe diameter.
3. Pipes 27" and up: 30% of the pipe diameter.
The camera shall be moved through the pipeline in a downstream direction at a uniform rate by means of power cable winches or self-propelled tractors at each manhole, stopping and rotating the camera head at each lateral connection, defect, or both to allow for adequate evaluation. The Contractor shall stop when necessary to ensure proper documentation of the pipe condition, but in no case shall the camera be pulled at a speed greater than thirty feet (30’) per minute. A clear picture shall be provided looking into each service connection. Both pre- and post-video inspections shall be submitted to the Engineer.
Measurement for location of defects shall be above ground by means of a measuring device.
Footages shown in the digital files shall coincide with horizontal lengths from stationing as shown on the Plans. Footage measurements shall begin at the centerline of the upstream manhole or storm drain access point, unless permission is given by the Engineer to do otherwise.
The Contractor shall clean the sewer mains or storm drains prior to video inspecting as necessary to adequately perform the video recording operations. If the camera will not pass through the entire pipeline section, the Contractor shall reset the equipment at the downstream manhole and attempt to 04/14/2026 C2 173 of 318
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inspect the section of pipe from the opposite direction. If the camera fails to pass through the entire section, it shall be assumed that an obstruction exists. Efforts to video record that section of pipe shall be temporarily suspended and the Contractor shall notify the Engineer. Upon removal of the obstruction, the Contractor shall complete the inspection.
If an obstruction is encountered during the post-construction video inspection, the Contractor shall remove the obstruction by excavation, repair, or other means approved by the Engineer at the Contractor’s expense, in order that video inspection may continue.
The system used to move the camera through the pipe shall not obstruct the camera’s view. The Contractor shall calibrate the measuring device each day with a known distance to the satisfaction of the Engineer prior to starting the inspection and video recording process.
The Contractor shall obtain the Engineer’s approval for any additional point repairs.
See the Contract appendices (see list of Appendices in Table of Contents on Page 2) for additional requirements for video inspection deliverables.
500-3.4.1 Reports and Documentation.
Add the following new subsection:
500-3.4.1 Reports and Documentation. The Contractor shall provide a sample submittal at the start of video inspecting work demonstrating the typical video with audio quality and the database to be provided for approval by the Engineer. This submittal shall note any proposed changes to these specifications e.g., video format, data bases, compression, or other condition for review and approval by the Engineer.
Both pre- and post-inspections digital files, log sheets, and reports shall be submitted to the Engineer and will become property of the City.
The Contractor shall use a dual recording system and submit post video inspection files to the Engineer, subsequent to recording.
The Contractor shall use the City’s standard inspection introduction, abbreviations, log sheet forms, and severity code with legend when recording the line segment information.
The inspection reports shall incorporate and utilize a standardized City’s rating system to be provided for comprehensive evaluation of pipeline, manhole condition, or both, i.e., a standardized listing of facility condition and defect codes. Pipe condition and fault information tied to pipe location shall also be recorded in the Report.
Documentation shall consist of color digital video files, log sheets, and a written report detailing the condition of the pipeline and lateral connections and openings. Video files shall be provided on external hard drive or on DVD.
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The video files shall be highly compressed, resulting in an anticipated average file size of 10 MB per minute of video. The compression shall be in accordance with Windows Media Video (WMV) format.
The compression shall not significantly degrade the still frame quality of the video or audio signal from the original source video, as judged in a side by side viewing under normal viewing conditions.
The report shall note the time and date of video inspection, street name, upstream and downstream manhole, direction of view, direction of flow, surface material, pipeline length, pipe section length, pipe size, pipe material, lateral connections, DVD number, counter number, and a detailed logging of defects encountered in tabular form.
Each submittal shall include the following:
Visuals
1. Adequate view of the upstream and downstream manholes or storm drain access points. The direction of the survey upstream or downstream.
2. A pause at and zoom in on the lateral connections for at least fifteen (15) seconds for identification of the condition of the connection.
3. A pause at and zoom in on the identified defects sufficient for identification of the type of problem.
4. Identified fault conditions or defects (use standardized condition and defect codes).
5. Each pipe section shall be identified by street name, nearest intersection, distance from intersection and manhole numbers. If shown on the Plans, station numbers and sheet numbers shall also be identified.
6. A continuous read-out of the camera distance from the starting manhole to the end point at all times.
7. Pipe size.
8. Pipe or liner material.
Audio
1. Date of CCTV inspection.
2. Confirmation of each section to be CCTV inspected (i.e., narrative of manholes, storm access points or station numbers and direction upstream or downstream.
3. Description of pipe size lined on post and final videos, material liner type for post and final videos and pipe joint length.
4. Description and location of each defect.
5. Description and location of each service connection.
6. Include brief but informative comments on data of significance, including, but not limited to, the locations of unusual conditions, type and size of connection, collapsed section, the presence of scale and corrosion, and other discernible features.
7. A continuous read-out of the camera distance from the starting manhole.
Written Documentation
1. Date of CCTV inspection.
2. Printed labels on DVD or storage device number, location information, date of inspection, and other descriptive information.
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3. Location, size, material, and length of pipe.
4. Direction of flow and measurement "From" manhole or storm drain access point or station number "To" manhole or storm drain access point or station number.
5. File numbers itemizing individual segments.
6. Sketch showing the street and cross streets where the CCTV inspection was made.
7. Description and location of each defect or deficiency and a list of all proposed repairs.
8. Description and location of each connection.
9. A menu which lists files for each pipe section to be inspected and the date of the inspection.
The reporting software shall be compatible with City’s format requirements. The reporting software shall utilize Microsoft Access database. The reports shall also show all service lateral connection locations.
Video files will be reviewed by the Engineer for focus, lighting, sound, clarity of view, and technical quality. Videos recorded while a camera has flipped over in the process of traveling and the viewing of laterals, obstructions or defects that are blocked by cables, skids or other equipment will not be accepted. Sharp focus, proper lighting, and clear distortion-free viewing during the camera operations shall be maintained. Failure to maintain these conditions will result in the rejection of the submittal.
One file shall be provided for each manhole to manhole pipe segment (or for each manhole to manhole inspection video).
500-3.4.2 Video Inspection Submittals.
Add the following new subsections:
500-3.4.2 Video Inspection Submittals. The Contractor shall make submittals during construction as applicable to the Project. Each video submittal shall be limited to twenty (20) segments. In the event that any deficiencies are discovered by the Engineer, either by the Contractor’s video inspection or the Engineer’s inspection, five (5) Working Days shall be allowed for the Engineer to judge whether the deficiencies or sags are repairable, in place. If the judgment is made that the deficiencies are non- repairable in place, the affected portion(s) shall be reconstructed at no cost to the Agency.
Existing Sewer Mains Proposed To Be Replaced - When video inspecting existing mains proposed to be replaced, the Contractor shall provide the video files and a red-lined set of Plans showing the location of the existing laterals to the Engineer before constructing the new sewer mains. Service lateral video inspection shall be submitted separately.
Post Cleaning Videos Prior To Rehabilitation Of Mains - The Contractor shall video record the pipe segments after the cleaning process has been completed and prior to commencing rehabilitation work.
If point repairs are necessary, the Contractor shall identify the location of the proposed point repairs and submit the post cleaning video within five (5) Working Days of completion of the segment cleaning and at least five (5) Working Days prior to commencing the rehab work to obtain prior approval by the Engineer. The Engineer will review each video submittal within ten (10) Working Days of receiving submittal. The post cleaning video for the remainder of the mainline segments shall be submitted.
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Post Cleaning Videos For Rehabilitated Laterals Or Lateral Launch Videos - The Contractor shall video record the lateral segments after the cleaning process has been completed and prior to commencing any work on laterals. The post cleaning video for service lateral launch shall be submitted within 5 Working Days of segment cleaning. The Engineer will review each video submittal within 10 Working Days of receiving each submittal. Each submittal shall be limited to 20 segments. The video inspection shall include inspection of service lateral a minimum of 30’ in length from the mainline or up to the property line unless an obstruction is encountered.
Service Lateral Video - If the property line clean-outs are not known to exist, service lateral video may be obtained with camera equipment designed to launch into the service lateral from the mainline or access from the private property with homeowner’s permission. Each service lateral shall be identified by the FSN of the mainline (when FSN are included in the Contract Documents) and the address of the property which it serves. Failure to comply with these specifications may result in one or more of the following:
1. A delay of the review and approval of the submittal(s).
2. Delay in progress payments.
3. Require the Contractor to repeat video recording the pipelines at no cost to the City.
Final Video Inspection – New sewer mains or storm drains shall be video inspected and recorded not less than twenty-two (22) Working Days after completion of permanent trench restoration and finished grading, but prior to final resurfacing. The Contractor shall review the digital file for any discrepancies or deficiencies in the installation of the pipe or liner. The Contractor shall notify the Engineer at least thirty (30) Working Days in advance of the anticipated date that Acceptance will be requested. If the specified advance notice is not given, Acceptance and bond release may be delayed.
For sewer mains only: The Contractor shall first clean the line with high pressure water jetting equipment and a sewer ball, and then perform tests as specified by the Engineer. The Contractor shall provide for collection of debris from cleaning operation. The Contractor shall dispose of water into an existing sanitary sewer system or pump station.
For sewer mains only: The camera shall stop at each lateral connection, focus on the bottom of the opening and then make one slow clockwise observation around the perimeter of the lateral which clearly shows the quality of the connection. Then, the camera shall focus on the center of the lateral opening for a minimum of fifteen (15) seconds before moving on to also adequately show and document that the saddle has been installed properly for new installations and that the lateral opening has been reestablished for rehabilitation. Each lateral shall be identified by the address of a property which it serves. If the Contractor fails to properly show and document within the database any of the lateral openings, the Contractor will be required to repeat video recording that section of pipeline at no additional cost to the City.
Post-rehabilitation Videos - Post-rehabilitation videos shall be submitted within thirty (30) days of completion of the Work. The final video recording shall clearly show the condition of the liner with ends sealed at the manholes, service lateral and connection seals. The submittal of this final video recording shall also include MS Access database and marked up Field Book pages or Plans as attachments. Failure to deliver the submittal(s) within the time identified or if a total of more than twenty (20) segments are submitted in a single video may result in one or more of the following:
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1. A delay of the review and approval of the submittal(s).
2. Delay in progress payments.
500-3.4.3 Tolerances.
Add the following new subsections:
500-3.4.3 Tolerances. Tolerances encountered following inspection shall be addressed as follows:
1. For new underground sewer or storm drain conduit installations, the maximum operational tolerance for sag shall be one-half inch (1/2”). When video recorded inspection is used to check for sag, a calibrated one-quarter inch diameter (1/4”Ø) steel bar, mounted in front of the camera, shall be used to measure the depth of sag.
2. For rehab work, tolerances shall be in accordance with Subsection 500-5.5.10 (“Defect Tolerances.”)
3. If the Engineer determines that the deficiencies or sags are non-repairable in place, the affected portion(s) shall be reconstructed in accordance with Subsection 3-13 (“COMPLETION, ACCEPTANCE, AND WARRANTY.”)
500-3.4.4 Payment.
Add the following new subsections:
500-3.4.4 Payment. Cleaning and video inspecting pipelines and culverts shall be included in the various Bid items unless separate Bid items have been provided.
500-3.7 Payment.
Add the following paragraph to this subsection:
The external point repair work will be measured and paid for at the unit price bid per each external point repair. Measurement will be made at the pipe and will be based on the length of pipe repaired.
The Contractor will be paid for one (1) external point repair for each repair ten feet (10’) or less in length.
500-4 PIPELINE POINT REPAIR AND/OR REPLACEMENT.
500-4.1 General.
Delete the last two sentences of the first paragraph and the second paragraph and replace with the following paragraphs:
The Contractor shall be responsible for repairing the pipeline where external point repairs are deemed necessary from pre-televising inspection and as approved by the Agency.
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External point repair work shall include, but not be limited to, locating the point repair through CCTV, locating all interfacing utilities, excavation, dewatering, pipe repairs or placement, backfilling, surface restoration, temporary flow bypassing, sewer dewatering, and traffic control.
If an excavated point repair would have too great an affect on vegetation (as identified by the Agency’s biologist), or if excavation is not possible due to existing walls, buildings, or other structures, the Contractor shall then perform the point repair from the interior of the pipe in accordance with SECTION 501 (“SERVICE LATERAL CONNECTION SEALING.”) of these specifications. The Contractor shall televise the pipe prior to rehabilitation and submit to the Engineer their recommendation of, and plan for, internal point repairs.
500-4.8 Repair Methods.
Add the following new subsection:
500-4.8 Repair Methods. One (1) or a combination of the following methods shall be used.
Methods selection shall be subject to approval by the Engineer prior to its installation.
A. Install full circle repair clamp as recommended by the manufacturer and approved by the Engineer. All metallic hardware shall be 316 stainless steel.
B. Install in accordance with manufacturer’s recommendations.
C. Remove defective pipe or fittings to the nearest joint or by cutting perpendicular to the pipe axis to leave a plain end. Prepare a replacement section of like pipe material or as otherwise approved by the Engineer. Make connections using standard joints, repair clamps, couplings, or heat-shrink sleeves.
500-5 LINING
500-5.1 General.
Add the following after the first paragraph in this subsection:
The Contractor shall perform tests on all rehabilitated facilities and submit test results for the review and approval of the Engineer. Pipe sections for sampling shall be produced by the restrained sample method at a location of convenient access, unless other methods are approved in writing by the Engineer. Pipe liner samples shall be prepared and physical properties tested in accordance with either ASTM F1216 or ASTM F1743. The flexural properties must meet or exceed the values listed in Table 1 of the applicable ASTM. Wall thickness of samples shall be determined as described in paragraph 8.1.6 of ASTM F1743. Visual inspection of the pipe liner shall be in accordance with ASTM F1743. Unless otherwise noted, no separate compensation will be paid for testing; the testing costs are to be included in the related pay items. If the work should fail to pass the tests, it is the Contractor’s responsibility to correct the work and re-test with no additional compensation to the Agency.
If, within the warranty period, any section of the sewer system is not acceptable due to subsequent excessive leakage or any other defects, although originally accepted, the Contractor shall repair or 04/14/2026 C2 179 of 318
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replace the affected portion at no cost to the Agency. It is understood that if the Contractor fails to do such work as required, the Surety shall be liable for said costs of repair or replacement.
All sewers rehabilitated method shall be tested for leakage in accordance with Subsection 306-7.8.2 (“Pressure Testing and Leakage Inspection.”).
500-5.5 Cured-In-Place Pipe (CIPP) Liner.
500-5.5.1 General.
Revise the first sentence in this subsection to read as follows:
CIPP Liner for rehabilitation of pipelines shall use an approved vinyl-ester-resin-impregnated flexible tube installed by an inversion method using a hydrostatic head per ASTM F1216 or a pull in method per ASTM F1743.
Add the following sentence to the first paragraph:
The minimum thickness of flexible tube shall comply with ASTM F1216.
500-5.5.2 Material Composition and Testing.
Add the following to this subsection:
Vinyl-ester resin-impregnated CIPP Liner felt shall have the following minimum physical properties:
PROPERTY ASTM Test Method Minimum Physical Property (psi) Flexural Strength D 790 4,500
Flexural Modulus D 790 Initial: 250,000
Long Term: 125,000
The CIPP shall be designed as per ASTM F 1216, Appendix X1, with the following additional requirements:
The CIPP design shall assume no bonding to the original wall pipe.
External Hydrostatic Design - Acceptable third party testing and verification of the enhancement factor, K, (equation 1 - ASTM F 1216) shall be submitted by the manufacturer and / or liner product.
500-5.5.10 Defect Tolerances.
Add the following new subsection:
500-5.5.10 Defect Tolerances. During post installation video the new liner shall be examined to determine the existence of liner defects. Liner defects shall include but not be limited to fins, wrinkles, 04/14/2026 C2 180 of 318
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imperfections, areas of uncured resin, or areas of incomplete resin impregnation. A fin or wrinkle shall be defined as a defect when it penetrates inside the pipe more than quarter inch (0.25”) from the inside wall curvature of the new liner that is juxtaposed to the fin or wrinkle. A remedial repair and / or replacement action plan shall be submitted by the Contractor to the Agency for review and approval for ANY defect prior to any corrective action. Failure to obtain Agency’s approval of the corrective plan may result in rejection of the liner and replacement with a new liner or a new pipe (if required).
500-8 SERVICE CONNECTION RE-ESTABLISHMENT.
Delete the second paragraph in its entirety and replace with the following paragraphs:
As part of the summary of work, the Work of this Contract includes the partial lining approximately eight to ten inches (8” – 10”) into the service connection pursuant to SECTION 501 (“SERVICE LATERAL CONNECTION SEALING”) in these specifications. It is the intent to line the pipe without excavation and to provide a permanent lateral sealing in newly relined mainline pipeline.
If the service connection is to be re-established by a remote control device, the Contractor shall have a fully operational backup device on site. After re-establishment, the reconnected service lateral shall be sealed to the liner. The Contractor shall seal the connection to the liner pipe by extending the liner pipe contiguously into the lateral a minimum of eight inches (8”). The Contractor shall have the Engineer onsite during the process to verify the completion of the work.
All costs associated with re-establishing and sealing, by open trench or service lateral connection (SLC), into the service connection shall be included in the unit price bid for service lateral connection and no additional payment shall be made.
SECTION 501 – SERVICE LATERAL CONNECTION SEALING
501-1 GENERAL.
Add the following after the second paragraph in this subsection:
The finished SLC product shall be fabricated from materials which when cured will be chemically resistant to withstand internal exposure to domestic sewage. All constituent materials will be suitable for service in the environment intended. The final product will not deteriorate, corrode, or lose structural strength that will reduce the projected product life.
The structural performance of the finished pipe must be adequate to accommodate all anticipated loads throughout its design life. No cured-in-place pipe rehabilitation technology will be allowed that requires bonding to the existing pipe for any part of its structural strength.
Design methods are to be derived from traditionally accepted pipe formula for various loading parameters and modes of failure. All equations will be modified to include ovality as a design 04/14/2026 C2 181 of 318
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parameter. The design method shall be submitted to the Engineer for approval prior to the Pre- Construction Meeting.
Modify Row 1 of Table 501-1 with the following:
Property ASTM Test Method Results (psi) Flexural Stress D790 4,500
501-6 INSPECTION, TESTING, AND REPAIR OF INSTALLED SLC SEALING SYSTEMS. 501-6.5 Repair.
Add the following paragraphs to this subsection:
500-6.5 Repair. If, within the warranty period, the SLC seals installed in the sewer system are not acceptable due to leakage or any other defects, although originally accepted, the Contractor shall repair or replace the affected portion at no cost to the Agency. It is understood that if the Contractor fails to do such work as required, the Contractor shall be responsible for said costs of repair or replacement.
501-6.6 Deviations.
Add the following new subsection:
501-6.6 Deviations. The Contractor shall submit a unit price proposal for the appropriate size and angle. The deterioration of service laterals is an ongoing process. Should pre-inspection reveal that the SLC cannot be used, the Contractor, upon notifying the Agency's representative, can dig and replace the lateral(s) or advise the Agency's representative it is inadvisable to rehabilitate.
501-8 PAYMENT.
501-8.1 Insitu Point Repairs.
Add the following new subsection:
501-8.1 Insitu Point Repairs. All costs associated with insitu point repairs shall be included in the bid price for insitu point repairs and paid for in accordance with Subsection 500-3.7(“Payment.”) of these Supplementary Special Provisions.
SECTION 502 - MANHOLE AND STRUCTURE REHABILITATION
502-4 Repair, Resurfacing and Active Infiltration.
502-4.1 General.
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Add the following paragraphs to this subsection:
The Contractor shall remove the existing manhole steps, rechannel the manhole base to accommodate upsize, new and/or rehabilitated mains, and replace the existing manhole frame and cover with new per Subsection 206-3.3 (“Manufacturing and Finishing.”) and the Standard Drawings.
In addition, in unpaved areas, the top of manholes shall be raised eighteen inches (18”) above ground surface and covers shall be locked per standard drawing SDRSD No. M-4 (“MANHOLE COVER – LOCKING DEVICE.”). The covers shall be bolted to the grade ring with special 1" (across head) Apenta head bolts, type 5/8" thread (0.625" x 20 UNC thread), 12” long. Bolts to be class 304 stainless steel (see Appendices (see list of Appendices in Table of Contents on Page 2) for detailed drawings). NOTE:
Manhole covers shall say BUENA SANITATION DISTRICT SEWER.
If the method and type of materials for manhole rehabilitation are not designated on the plans or specifications, the Contractor shall also rehabilitate the manhole in accordance with Subsection 502-
4.3 (“Resurfacing.”).
502-8 PAYMENT.
Add the following paragraphs to this subsection:
The Contractor’s Contract Unit Price bid shall also include the removal of the existing manhole steps, rechanneling the manhole base, high pressure water blasting and cleaning, spark testing and repairs of the new interior manhole lining, and the removal and replacement of the existing manhole frame and covers. In addition, in unpaved areas, the Contract Unit Price bid shall include the raising of the top of manholes and installation of the manhole cover locks.
If the method and type of materials for manhole rehabilitation are not designated on the plans or specifications, the Contract Unit Price shall also include the rehabilitation of the manholes in accordance with Subsection 502-5 (“LINING SYSTEMS.”).
PART 6 – TEMPORARY TRAFFIC CONTROL
SECTION 600 – ACCESS
600-1 GENERAL.
Add the following paragraphs to this subsection:
The Contractor shall make every effort to keep driveways open during working hours. After hours all driveways shall be accessible with smooth and safe crossings through the construction.
Vehicular lane and bicycle lane closures will only be allowed between the hours of 8:30AM and 3:30PM to avoid impacts on commuter traffic and to avoid impacts to the adjacent businesses, local residences and schools.
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600-3 PEDESTRIAN ACCESS.
Add the following paragraph to this subsection:
Sidewalks through the work area may be closed temporarily as long as alternate pedestrian access through the adjacent area or on the opposite side of the street is available at ALL times. The work must be phased so that pedestrian access is maintained at ALL times along street segments and through intersections. This includes performing construction activities only one side of a street segment at a time or on one corner of an intersection at a time to ensure that pedestrian access through the street segment or the intersection is always maintained.
SECTION 601 – TEMPORARY TRAFFIC CONTROL FOR CONSTRUCTION AND MAINTENANCE WORK ZONES
601-1 GENERAL.
Add the following paragraphs to this subsection:
The Contractor shall prepare and submit a traffic control, construction phasing, and detour plan for approval by the Agency, showing how traffic and access will be maintained during the work. The Contractor may be coordinate with the Agency to meet and discuss the traffic plan, traffic control approach, construction phasing, and detour plan, after NTP and prior to submitting final plan for Agency Encroachment Permit approval. A site-specific traffic control and construction phasing plan will be required.
Emergency vehicles shall be permitted to pass through the work area without delay at all times.
Work shall be performed in a portion of the street section while the remainder of the street section is kept open and unobstructed until the newly-constructed improvements are ready for use by traffic.
The Contractor shall phase the removal operations so as to maintain the specified traffic lanes on existing pavement until sufficient new pavement is constructed to accommodate the traffic requirements. A smooth, even surface and a condition satisfactory for traffic shall be maintained on the portion of street where the two-directional traffic is being maintained.
For the 2026 PEDESTRIAN MOBILITY PROJECT:
a. The Contractor may not close any street. Because this is a residential area, no night work will be allowed.
b. The Contractor may close one-half sections of the street with proper traffic control and a detour plan approved by the Engineer from 8:30am to 3:30pm ONLY. One-way traffic must be maintained on the other half of the road at all times.
The Contractor shall cooperate with local authorities relative to handling local traffic and providing access to necessary services through the area and shall make his own arrangements relative to keeping the working area clear of parked vehicles.
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If temporary ‘No Parking’ zones are part of the approved Traffic Control Plan, the Contractor shall be responsible for furnishing and posting temporary ‘No Parking’ signs a minimum of forty-eight (48) hours in advance of work. Signs shall have the correct legend and any other necessary information such as hours of the day; days of the week; dates that the temporary ‘No Parking’ zone applies; and citation of the applicable section of the California Vehicle Code or the Vista Municipal Code. Signs shall be posted at one-hundred foot (100’) maximum intervals along the approved temporary ‘No Parking’ zone. Signs may be attached to existing sign and street light poles in the public right-of-way as approved in the Traffic Control Plan. When necessary to meet the spacing requirement or to ensure sign visibility, the Contractor shall furnish posts or barricades. The Contractor is responsible for the removal of all temporary “No Parking” signs and fasteners or tape used after the Work is completed on each street or alley.
The Contractor shall be responsible for furnishing and posting temporary ‘No Parking’ signs along all streets approved for closure. In addition to other requirements for temporary “No Parking” signs, “No Parking” signs for temporary road closures shall be posted at one-hundred foot (100’) maximum intervals on each side of the street to be closed, at all intersections, and ends of all cul-de-sac streets.
Implementation of traffic control devices per the approved Traffic Control Plan may not begin each workday before the hours specified on the approved Traffic Control Plan. In addition, construction work must be stopped before the end of the approved work period to allow sufficient time for all traffic control devices to be removed and for other devices and measures to be in place and operational as shown on the approved Traffic Control Plans within the specified time restrictions. The Contractor shall make adjustments to the construction staging and provide any required improvements or additional facilities, including temporary trench steel plate covers, temporary asphalt concrete pavement, barricades and delineators, and temporary signing and striping, which are necessary to make the work site functional and safe at all times. Improvements and facilities necessary to make the work site functional and safe shall be submitted to the Agency’s Traffic engineer for approval as part of the Traffic Control Plan.
Adequate drainage facilities shall be provided to maintain the traveled pavement surface in a condition free from ponding or running water. Water shall not be diverted from existing courses or allowed to pond on private property without the explicit permission, in writing, from the property owner.
Trenches in streets open to traffic shall be provided with temporary pavement surfacing, to maintain a smooth paved travel surface, if the street is not to be provided with permanent pavement surfacing within forty-eight (48) hours after pavement removal. Trench steel plate covers shall not be left in place longer than four (4) consecutive Working Days.
601-2 TEMPORARY TRAFFIC CONTROL PLAN (TCP).
601-2.1 General.
Add the following paragraphs to this subsection:
The Contractor shall be prepared to discuss the traffic control plan and issues related to traffic control and access at the Pre-Construction Meeting. The Contractor shall submit traffic control plans for approval per Subsection 3-8.4 (“Supporting Information.”) at least ten (10) Working Days prior to commencement of work. All phases of the traffic control plans shall be prepared by a California 04/14/2026 C2 185 of 318
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licensed Traffic Control Services Consultant (C31 Contractor’s License – Construction Zone traffic Control Contractor) or a California registered Civil or Traffic Engineer and performed in conformance to the requirements of the latest editions of the California Manual on Uniform Traffic Control Devices (CA MUTCD) for Streets and Highways, Caltrans Standard Specifications and Standard Plans, the Traffic Control Plans included in the latest edition of the San Diego Regional Standard Drawings (SDRSD), and the WATCH Manual (Work Area Traffic Control Handbook). No work shall commence until this plan and each construction phase of the Work that significantly affects existing traffic operations has been reviewed and approved by the Engineer.
The Contractor’s Traffic Control Plan shall list the Working Days and Hours scheduled for each street and each phase of the work, as described in these Specifications.
The relocation and / or installation of traffic and / or parking signs and other directional signage, as required on the Plans, shall conform to the City of Vista Standards, the California Manual on Uniform Traffic Control Devices (CA MUTCD), Caltrans Standard Plans and Standard Specifications, San Diego Regional Standard Drawings (SDRSD), and all current ADA regulations All signs, including those to be relocated or replaced, need to have their new locations approved by the Traffic Engineering Division of the Engineering Department before placement. If not otherwise specified, the work required for Traffic Striping and Signing shall conform to these specifications and those in Section 314.
All signing, including “DETOUR AHEAD” signs and “OPEN DURING CONSTRUCTION” signs shall be proposed by the traffic control plan. The Engineer may direct alteration of the above sign messages and locations.
All traffic lanes shall have a minimum width of eleven feet (11’) unless otherwise specified. In addition to the lane width specified herein, the Contractor shall maintain a clearance of two feet (2’) feet to curbs, barricades, and other vertical obstructions.
It shall be the Contractor's responsibility to notify the appropriate utility companies listed in these Project Specifications and the other agencies listed below, at least two weeks in advance, when access to the public right-of-way is altered in any way. Notifications by the Contractor shall be in writing, with proof of receipt. Copies of each notification and proof of receipt shall be submitted to the Engineer.
For the 2026 PEDESTRIAN MOBILITY PROJECT, The Contractor may be coordinate with the Agency to meet and discuss the traffic plan, traffic control approach, construction phasing, and detour plan, after NTP and prior to submitting final plan for Agency Encroachment Permit approval. A site-specific traffic control and construction phasing plan will be required.
UTILITY COMPANY / AGENCY PHONE NUMBER
City of Vista Fire Department (Business Office) 760-643-2801 San Diego County Sheriff’s Office (Non-emergency) 760-940-4551 EDCO Waste and Recycling Company (Customer Service) 760-727-1600 City of Vista Engineering Inspection (24 hour answering machine)
760-639-6113
City of Vista Building Division 760-639-6105
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UTILITY COMPANY / AGENCY PHONE NUMBER
City of Vista Building Inspection Request Line (24 hour answering machine)
760-639-6106
City of Vista Parks and Community Services 760-639-6151 North County Transit District (Monica Coria) 760-967-2851 Vista “Out and About” transit service 760-639-6161 x 1537 Vista Unified School District (Maintenance, Operations & Grounds)
760-726-2170 x 92702
United States Post Office (Vista, CA branch) 800-275-8777
601-2.2 Payment.
Add the following paragraph to this subsection:
Full compensation for developing and maintain (single or multi-phase) Traffic Control Plan and Construction Staging and furnishing Project traffic control, including the cost of all barricades, signs, all variable message signs, tools, equipment, incidentals, flagmen, providing notices, asphalt concrete and aggregate base for temporary resurfacing (and its removal), temporary conflicting traffic stripe application and grinded removal, trench steel plate cover installation and removal, and any other safety measures used for the control of traffic, any temporary rerouting of traffic or maintenance of access to properties during the Project construction period shall be paid for by the lump sum price bid as shown on the BID SCHEDULE and no additional compensation will be allowed.
***END OF SECTION***
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Appendix A:
City of Vista Engineering Construction Survey
Request Instructions and Form
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Appendix B:
City of Vista Stormwater Management Permit
Application Form & Reference Information
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Appendix C:
Potential Staging and Storage Area Exhibits
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0 0.030.01 mi
1 inch equals 0 miles ±
Public Works Yard
Disclaimer: Map and parcel data accuracy are not guaranteed. This is not a legal document and should not be substituted for a title search, appraisal, survey, or for zoning verification.Created: 1/29/2026 3:33 PM Legend
Points of Interest
Address Labels
Street Name Labels
County Parcels
Vista City Limits
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0 0.090.04 mi
1 inch equals 0 miles ±
Buena Sanitation Yard
Disclaimer: Map and parcel data accuracy are not guaranteed. This is not a legal document and should not be substituted for a title search, appraisal, survey, or for zoning verification.Created: 1/29/2026 3:31 PM Legend
Points of Interest
Address Labels
Street Name Labels
County Parcels
Vista City Limits
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Appendix D:
Project Sign layout examples
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2026 PEDESTRIAN
MOBILITY PROJECT
CIP 8290 SUNSET DRIVE
SIDEWALKS
[CONSTRUCTION START DATE] TO [CONSTRUCTION END DATE]
FUNDED BY CITY OF VISTA
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Appendix E:
City of Vista Standard Drawings
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Superior Asphalt Performance
USE ACE XP Polymer Fiber To:
Improve Crack Resistance
Improve Rut Resistance
Improve Strength
Gain
Reduced Crack Filling Cost
Reduced Pot Hole Filling Cost
Reduced Pavement Thickness (If Desired)
Reduced Overlay Cost
Achieve
Longer Lasting Pavement Performance
Reduced Maintenance Cost Over the Life of Pavement
A Happier Traveling Public
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Superior Asphalt Performance
ACE XP Polymer Fiber™ is a true achievement in additive technology to enhance asphalt concrete performance.
ACE XP Polymer Fiber™ extends pavement service life by dramatically improving the dynamic modulus of the asphalt layer and increasing the asphalt's resistance to cracking and rutting (distresses that may cause premature failure). To create ACE XP Polymer Fiber™, high-strength man-made “aromatic polyamide” or Aramid Fibers are bundled and coated with Sasobit® wax to create an asphalt concrete additive that is simple to mix with any WMA or HMA in through a drum and or batch asphalt operation. The 3-dimensional reinforcement throughout the asphalt layer increases the asphalt’s resistance to cracking, rutting, and fatigue while providing improved ESAL (Equivalent Single Axel Load) capacity.
ACE XP Polymer Fiber™ is engineered for performance.
Aramid Fibers are used extensively in many industries and applications including ballistic protection, heat & cut protection, automotive, ropes & cables, conveyor belts, etc. However, i t takes a special fiber to withstand the extreme production temperatures of asphalt concrete without changes occurring to the reinforcement properties of the fiber.
That is why ACE XP Polymer Fiber™ uses aramid fibers exclusively. Aramid is a unique man-made, high-strength polymer fiber boasting high tensile strengths over 400,000 psi (5 x steel), a superior stress/strain relationship, and decomposition temperatures of 932oF (well above asphalt mixing temperatures of 400oF). Both ¾” long and 1.5” long fiber lengths are available for superior long-term performance.
Material Property Measure
Material Para-Aramid Fiber
(50-52% by weight)
Form Filament Yarn
Tensile Strength > 2.758 (GPa)
Elongation at Break 95 (GPa)
Specific Gravity 1.44-1.45 (g/cm3)
Decomposition
Temperature
> 800 (˚F)
Treatment Type Sasobit® Wax
(48-50% by weight)
Treatment Melting
Temperature
> 170 (˚F)
Length ¾” & 1.5” +/-0.05 (inch)
Appearance/Handling Free Flowing Coated Fiber
Bundles (visual)
Aramid Fiber
(2.1 ounces/ton)
Sasobit® Wax
(2.1 ounces/ton)
Aramid
PET & Cellulose
ACE Fiber Specifications Aramid Stress/Strain Curves
ACE XP Polymer Fiber™
(4.2 ounces/ton)
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Superior Asphalt Performance
How does ACE XP Polymer FiberTM reinforce asphalt concrete?
As the standard dosage of ACE XP Polymer Fiber™ is mixed into WMA or HMA (4.2 ounces of ACE Fiber™ per ton of asphalt concrete), the Sasobit® wax melts at approximately 170oF, releasing millions of Aramid Fibers uniformly throughout each ton of asphalt concrete. Aramid is a unique polymer fiber that has hair-like fibrils which root tenaciously in the liquid asphalt binder and bond to small granules and aggregates. Through the combination of high tensile strength, strength at low strain, and "fiber anchoring" ACE XP Polymer Fiber™ delivers reinforcement to asphalt concrete and enhances the strength and durability of the finished asphalt concrete mix.
ACE XP Polymer Fiber™ (Before & After)
Aramid Fibers have fibrils that anchor and bond
themselves within the liquid asphalt binder and
granules increasing the tensile strength of the mix.
ACE XP Polymer Fiber™ microscopic
photos after chemical extraction
Orcutt Garey Rd. – Santa Barbara, CA (2016)
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Superior Asphalt Performance
Has ACE XP Polymer FiberTM been Lab tested?
Has ACE XP Polymer FiberTM been Field tested?
Lab Test Description ACE XP Results
Lab - TTI Overlay Tester
Thermal/Reflective Cracking
+140%
Lab - DC(T) Test
Low Temperature Fracture Energy
+21%
Lab - IDT Strength Test
Low Temperature Strength @ Critical Crack Temperature
(Ran both ¾” and 1 ½” ACE XP Lengths)
+8 to 17%
Lab - IDT Creep Compliance Test
Determine Low Temperature Critical Cracking Value
(Bottom PG Number)
-4.3o C
(-1 PG – Bottom Number)
Lab - Hamburg Rut Test
Determine Rut Resistance of Various Asphalt Mixes
(Top PG Number)
PG64-22 (w/ ACE) = PG70-22
(+1 PG – Top Number)
Lab - Hamburg Rut Test
Determine Rut Resistance of Various Asphalt Mixes
(Top PG Number)
PG70-22 (w/ ACE) = PG76-22
(+1 PG – Top Number)
Lab – Flow Number Test (FN)
Determine Rut Resistance of ODOT Level 3 mix vs Control (Ran both ¾” and 1 ½” ACE XP Lengths)
+37.5%
Lab – Flexibility Index Test (FI)
Determine Fatigue Cracking Resistance of ODOT Level 3 mix vs Control (Ran both ¾” and 1 ½” ACE XP Lengths)
+37%
Lab – IDEAL CT Cracking Test
Determine IDEAL CT Crack Index of TxDOT Dense Grade 64-22 vs Control – (1 ½” ACE XP Lengths)
+36%
Lab – IDEAL CT Cracking Test
Determine IDEAL CT Crack Index of TxDOT SuperPave 76-22 vs Control (1 ½” ACE XP Lengths)
+58%
Field Test Description ACE XP Results
Field – APLT (Automated Plate Load Test) Static Creep
Measure Plastic Deformation of In-Place Asphalt (Rut) vs Control +11 to 19%
Rebound Ratio over Control
Field – APLT (Automated Plate Load Test) Elastic Modulus Measure Elastic Modulus of In-Place Asphalt w/ ACE Fiber +150%
Field – APLT (Automated Plate Load Test)
SN Layer Coefficient, a1 Back Calculate SN Layer Coefficient, a1 using Measured Elastic Modulus
+40%
Field – APLT (Automated Plate Load Test)
ESAL Prediction Using AASHTO 93 Calculate Increase ESAL Capacity of In-Place Asphalt Reinforced w/ ACE XP Polymer Fiber
+100% or more
Depending of Depth of Asphalt
Field – APLT (Automated Plate Load Test)
Measure Plastic Deformation of In-Place Asphalt (Rut) vs Control at various simulated tire pressures ranging from 150 to 750psi
24% to 31%
Less Rutting Depth
Field – APLT (Automated Plate Load Test)
Measure Plastic Deformation of In-Place Asphalt (Rut) vs Control at constant load of 20,000 lbs. for 15 minutes
61%
Less Rutting Depth
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Superior Asphalt Performance
Does ACE XP Polymer FiberTM Lab performance translate to Field performance?
During summer months when asphalt pavements get hot and "soften" it is easier for wheel loads to create ruts in the surface, but not when millions of Aramid Fibers are rooted in the asphalt because they provide resistance to the “flow” of the soft binder. Likewise, in winter months when asphalt pavements are cold, and the asphalt shrinks and expands, ACE XP Polymer Fiber™ provides added tensile strength to the asphalt and enhances the pavement’s resistance to thermal cracking as well as fatigue cracking that tends to happen du ring at higher temperatures.
ACE XP Polymer Fiber™ - 1st
Commercial Installation –
Burnside Road – Portland, OR
(June 2014)
Burnside Road is a heavily
traveled arterial roadway in
downtown Portland, Oregon.
The City chose this roadway for
their first ACE XP project due to
the poor condition of the existing
roadway at the time. Both
cracking and some rutting,
especially at the intersections
was obvious. These photos were
taken in March of 2017 after 3
winters by the City of Portland
and shared with Surface Tech. Burnside Road – Portland, OR (2014) Burnside Road – Portland, OR (2014) Burnside Road – Portland, OR (2014) Burnside Road – Portland, OR (2014) 04/14/2026 C2 218 of 318
Superior Asphalt Performance
ACE XP Polymer Fiber™ -
Butler County, Ohio -
Westchester Rd. Overlay Test
Project
(Before & After)
Reflective cracks from extensive
thermal cracking in Control lane
propagated through the asphalt
overlay less than 10 months
after the 1.5-inch overlay was
completed, but not through the
ACE XP Polymer Fiber™
Reinforced lane even a year
later. Rutting is also controlled.
Westchester Rd - 2016
Westchester Rd - 2015
ACE XP Polymer Fiber™ -
Sadieville, KY – LOVE’S Travel
Center (2015 - Before & After)
Building a pavement section that
can handle the pounding of the
daily Truck Traffic is very
appealing to LOVES. Beside the
cost of the building, asphalt
maintenance is the second largest
expense for each location over the
life of the Travel Center. Reducing
the cost of this maintenance and
the disruption caused by such
maintenance was instrumental
for LOVES to trust their
pavements to ACE XP Polymer
Fiber.
Travel Center Entrance – November 2015
Travel Center Entrance – November 2015
Travel Center Entrance – April 2016
Travel Center Entrance – March 2018
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Superior Asphalt Performance
Is ACE XP Polymer FiberTM reinforced asphalt concrete easy to pave with?
Absolutely! Once ACE XP Polymer FiberTM is dispersed
throughout the asphalt mix, millions of light-weight aramid fibers go to work reinforcing the asphalt mix, but they do not cause any changes to the working characteristics of asphalt mix. ACE XP Polymer FiberTM reinforced asphalt concrete goes through the paver in the exact same way, it can be raked and shoveled the in the same way and can be compacted the same way using the same equipment. All laydown procedures are seamless, making adoption of the technology easy and cost effective. Add ACE XP Polymer FiberTM to overlays and new pavements alike.
How do I assure the right amount of ACE FiberTM gets added to my asphalt?
Although ACE XP Polymer Fiber TM is engineered with controlled amounts of Sasobit® Wax in order to efficiently disperse the Aramid Fiber throughout the asphalt mix, Surface Tech recognizes the importance of proper dosage and mixing of the ACE XP Polymer Fiber TM during production at the asphalt plant. ACE XP Polymer FiberTM is easily included into the asphalt mixing process at both batch and drum plant facilities. A simple-to-operate Line-Vac® Compressed Air Delivery System or the Automated Micro Doser MD3+ is used to transport the appropriate amount of ACE XP Polymer Fiber TM to either the mixing drum of a drum plant or the pug mill/weigh hopper of a batch plant.
Once ACE Fiber TM is fed into mixing drum, the Sasobit® wax becomes fully soluble in the liquid asphalt binder and releases millions aramid fibers to be dispersed throughout the heated aggregate and Recycled Asphalt Pavement (RAP) prior to the injection of the liquid asphalt binder. The addition of a single dose (4.2 ounces per ton of asphalt) of ACE XP Polymer FiberTM does not change the asphalt volumes or require any change to the job mix formula (JMF).
Every ACE XP Polymer Fiber TM sale provides a robust QA/QC program to ensure the right amount of ACE XP Polymer FiberTM makes its way into each ton of asphalt concrete for every project. Asphalt producers may choose from the following options to perform Certified ACE XP Polymer Fiber TM mixing at their plants:
Full Service – Provided by a Trained and Certified QA/QC Technicians Do-it-Yourself (DIY) – Self Perform after Training & Certification is Obtained
The Line-Vac® is used to
transport ACE Fiber™ to the RAP
Collar at a Drum Plant
The Micro Doser MD3+ delivers
ACE Fiber™ continuously to
either the Drum or Pug Mill
Both QA/QC Methods ensure
ACE Fiber™ is well dispersed
in the Asphalt Mix
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Superior Asphalt Performance
ACE XP Polymer FiberTM Value Proposition Examples:
Adding ACE FiberTM to an asphalt concrete mix design, an engineer, owner or agency can expect the following Value- Added Results:
1. ADD tremendous amount of strength and durability at VERY LITTLE COST
2. ADD some strength and durability at NO COST
3. SAVE COSTS in-lieu of traditional methods (Polymer Modified Binder or Interlayers)
400 W. Broadway, Suite 400
San Diego, CA 92101
(619) 750-1851
www.surface-tech.com
Locally Distributed By:
Increase Durability of Overlay
In-lieu of Reflective Crack Interlayers
In Lieu of Polymer Modified Binder
Strengthen Light Duty Pavements
Optimize Heavy Duty Pavements
1.5" asphalt overlay with ACE
Service Life increase: >50%
Cost Increase: +/- $1.00 per SY
1.5" asphalt overlay with ACE
Service Life increase: >50%
Cost Savings: $1-10 per SY
1.5" asphalt overlay with ACE
Equal Service Life BUT Easier Lay Down
Cost Neutral: $0.00 per SY
3.0" light duty asphalt with ACE
ESAL increase: >160%
Cost Increase: +/- $2.00 per SY
5.0" heavy duty asphalt with ACE
(In-lieu of 6" w/o ACE)
ESAL increase: >40%
Cost Neutral: +/- $0.00 per SY
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T / 1-877-454-8096
PacificGeoSource.com
Pacific GeoSource / Data Sheets & Install Guide / FORTA-FI®
FACT DATA SHEET & INSTALL GUIDE
FORTA-FI®
Fiber Reinforcement for Asphalt
FORTA-FI® asphalt fiber features millions of high-tensile strength fibers that are dispersed into each ton of asphalt mix during the plant production process. FORTA-FI is the simplest way to reinforce asphalt.
Benefits achieved include greater resistance to fatigue, reflective, and thermal cracking, rutting, and crack propagation. FORTA-FI reinforced asphalt mixes build stronger, more durable pavements, significantly reducing life-cycle costs of your roadway.
FORTA-FI Reinforced Asphalt /
FORTA-FI fiber blend is added directly to the asphalt
mix during production creating a three-dimensional
material reinforcement throughout the entire asphalt
layer. This reinforcement helps control thermal,
reflective, and fatigue cracking, as well as reduce
rutting and raveling.
FORTA-FI is a cost-effective way to improve the
durability and longevity of a variety of pavement
applications such as airports, streets, highways,
interstates, and industrial parking lots, etc.
Additionally, FORTA-FI can be used as a stabilizing
agent in SMA’s and OGFC’s.
FORTA-FI
Physical Properties /
Fiber Aramid Polyolefin
Specific Gravity 1.44 0.91
Density
2,427 lb/cu yd
(1,440 kg/cu m)
1,534 lb/cu yd
(910 kg/cu m)
Tensile Strength 400 ksi
(2,758 MPa)
N/A*
Operating
Temperature
-100 – 800°F
(-73 – 427°C)
N/A*
Length 0.75 in (19 mm) 0.75 in (19 mm)
Form Monofilament Serrated
Color Yellow Yellow
Acid Resistance Inert Inert
Alkali Resistance Inert Inert
* Fibers will melt or become plastically deformed during asphalt mix production.
Table 1.
Delivery, Storage, and Handling /
Deliver FORTA-FI fiber-reinforcement in sealed,
undamaged containers with labels intact and legible,
indicating material name and lot number. Deliver
fiber-reinforcement to plant location convenient to
where it will be introduced into the mixing process.
Material should be covered and stored off the
ground. Do not allow boxes to become wet.
Features / ▪ High Tensile Strength Aramid Fibers
▪ Complete and Uniform Dispersion & Distribution
▪ Feeds Easily into Batch or Drum Plants
▪ Superior Technical Support and Guidance
Benefits / ▪ Stronger, More Durable Asphalt; Increased Service Life ▪ Fatigue, Reflective, and Thermal Cracking and Rutting Resistance ▪ No Change to Mix Design or Construction Process
▪ Easier Compaction
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PacificGeoSource.com
Plant Introduction: Continuous Drum Plant /
FORTA-FI reinforcement fiber will be added at a rate
of one pound per ton of asphalt concrete.
A. For projects larger than 3,000 tons with daily
production quantities exceeding 1,000 tons per
day, it is recommended that fiber-reinforcement
be added using a fiber metering device (FMD).
The FMD will be supplied by Pacific GeoSource
and will be accompanied by an experienced
technician who will set up and run the machine
for the duration of the project. If an FMD is
purchased or leased, certified personnel from
Pacific GeoSource will provide fiber feeding
training and certification for plant personnel as
needed.
Figure 1: Voyager Portable Fiber Feeder.
1. The FMD requires a 240/480 volt electrical
hookup at the plant and should be installed and
tested prior to the start of asphalt production.
2. The FMD holds 300 pounds of fiber-
reinforcement in the storage hopper at one
time. Fiber should be loaded into the FMD in
bulk without any plastic bags. During
production, the hopper should be refilled prior
to reaching a minimum fiber quantity of 30
pounds.
3. The FMD is a weigh-in-motion drum and blower
system which utilizes highly sensitive load cells
to precisely meter and dispense the fiber. This
innovative fiber feeding system certifies the
feed rate matches the plant production rate
ensures a dosage rate of one pound per ton.
Fiber metering data is recorded and can be
downloaded from the device as required.
4. Fiber-reinforcement is fed from the FMD into
the drum via a flexible 4-in clear hose through
the RAP port or other suitable entry point. The
fiber injection point should be after fines
collection and before the addition of liquid
asphalt, so that mixing may occur within the hot
aggregate prior to coming in contact with liquid
binder.
5. A minimum plant production temperature of
220°F is recommended.
B. For projects smaller than 3,000 tons, it is
recommended that fiber be fed manually via
one of two procedures.
One Pound Bags
1. Place individual one-pound bags onto the
recycled asphalt pavement (RAP) belt at a rate
matching the output of the plant in tons per
hour (TPH) per Equation 1.
Equation 1:
3600/Tons per Hour
For example, for an operation at 300 TPH, the
dosage rate is
3600/300 = 12 (place 1 bag every 12 seconds)
Figure 2: One pound bags on RAP belt.
2. Plastic bag will melt instantly when bag enters
drum and fibers will disperse into the mix. A
minimum plant production temperature of
275°F is recommended to fully melt the plastic
bag.
3. Adding multiple one-pound bags at once is not
recommended.
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PacificGeoSource.com
Little Shot Fiber Feeder
1. Provided by Pacific GeoSource on a short-term
lease, the Little Shot is a small portable unit
which requires an air compressor and a 4-in
diameter hose to direct flow of loose fibers
through the RAP port.
Figure 3: Little Shot™ Fiber Feeder.
2. The Little Shot should be used when the
temperatures inside the drum at the RAP
entrance are insufficient to immediately melt
the plastic bag to release the fiber. Scenarios in
which this could occur include warm mix
processes where drum temperatures are less
than 315 °F or high and/or saturated RAP
contents.
3. Individual one-pound bags of FORTA-FI are
opened and feed into the Little Shot at a rate
matching the output of the plant (see part 1
above).
Plant Introduction: Batch Plant /
FORTA-FI reinforcement fiber will be added at a rate
of one pound per ton of asphalt concrete.
One Pound Bags
1. Add individual one-pound bags to the
aggregate in the weigh hopper. Plant
operations are typically unaffected, and
modifications are not needed. However,
depending on plant operations, slight
modifications to dry or wet mixing times may be
required.
2. One-pound bags are to be added to match
batch plant production. For example, for a
batch operation of 3 tons, three bags of FORTA-
FI would be required to meet the dosage of one
pound per ton.
3. The plastic bag will melt, and fibers will
disperse into the mix.
Figure 4: Manual Bag Feed at Batch Plant.
Big Shot Fiber Feeder
1. Provided by Pacific GeoSource by lease or
available for purchase, the Big Shot Fiber
Feeder unit requires an air compressor and 8-
in PVC piping to direct flow of 1-lb fiber bags
into the weigh hopper. Plant operations are
typically unaffected, and modifications are not
needed. However, depending on plant
operations, slight modifications to dry or wet
mixing times may be required.
2. The correct number of individual one-pound
bags of FORTA-FI are fed simultaneously into
the Big Shot based on batch size (see part 1.i.
above).
Quality Assurance /
Asphalt producer should visually inspect the mix
prior to sending trucks to the jobsite to ensure
proper blending of fiber into the asphalt has
occurred. Inspection should take place at the drum
discharge point and also in the back of the first
trucks to leave the plant. Verify fiber dispersion a
minimum of every two hours.
Observe mix for undispersed clips and aramid
bunches. Spot check asphalt mix in the truck and
while paving. Look carefully as binder-soaked clips
are difficult to see.
If unblended fibers are visible, minor adjustments to
mixing operations may be needed to correct. This
may be accomplished by adjusting the angle of the
loose fiber feed tube, raising production
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temperature (when high RAP% is used), or lowering
the TPH production rate, with the ultimate goal of
increasing the time for fibers to disperse in the hot
aggregate prior to injection of liquid binder.
Record fiber feeding data manually or using the FMD
automatic data logging system to provide
verification of fiber dosage as needed to comply
with project specifications.
Fiber supplier will provide technical assistance
during feeding operations and support during
construction as needed.
Packaging /
US Short Ton Metric Ton
Bags 1.0 lb 0.5 kg
Cartons 35 bags 35 bags
Bulk Carton 35 lb, loose in carton 16 kg, loose in carton Pallets 16 cartons/560 bags 12 cartons/210 bags
Gaylord Pallets 600 lb 273 kg
Table 2.
Limited Warranty /
Pacific GeoSource Products are warranted to be
free of defects in material and will meet all
published physical properties as set forth herein.
Except for the express limited warranty set forth
herein, neither Pacific GeoSource nor any person
on Pacific Geosource’s behalf has made or makes
any express or implied representation or warranty
whatsoever, either oral or written, including any
warranties of merchantability, fitness for a
particular purpose, title, or non-infringement,
whether arising by law, course of dealing, course
of performance, usage of trade or otherwise, all of
which are expressly disclaimed.
The exclusive remedy for defective product is
outlined in Pacific GeoSource’s Standard Terms
and Conditions of Sale, available upon
request. CONSEQUENTIAL DAMAGES ARE
SPECIFICALLY EXCLUDED.
Pacific GeoSource reserves the right to change the
features and specifications of its products without
prior notice. © 2020 Pacific GeoSource
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Superior Asphalt Performance
USE ACE XP Polymer Fiber To:
Improve Crack Resistance
Improve Rut Resistance
Improve Strength
Gain
Reduced Crack Filling Cost
Reduced Pot Hole Filling Cost
Reduced Pavement Thickness (If Desired)
Reduced Overlay Cost
Achieve
Longer Lasting Pavement Performance
Reduced Maintenance Cost Over the Life of Pavement
A Happier Traveling Public
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Superior Asphalt Performance
ACE XP Polymer Fiber™ is a true achievement in additive technology to enhance asphalt concrete performance.
ACE XP Polymer Fiber™ extends pavement service life by dramatically improving the dynamic modulus of the asphalt layer and increasing the asphalt's resistance to cracking and rutting (distresses that may cause premature failure). To create ACE XP Polymer Fiber™, high-strength man-made “aromatic polyamide” or Aramid Fibers are bundled and coated with Sasobit® wax to create an asphalt concrete additive that is simple to mix with any WMA or HMA in through a drum and or batch asphalt operation. The 3-dimensional reinforcement throughout the asphalt layer increases the asphalt’s resistance to cracking, rutting, and fatigue while providing improved ESAL (Equivalent Single Axel Load) capacity.
ACE XP Polymer Fiber™ is engineered for performance.
Aramid Fibers are used extensively in many industries and applications including ballistic protection, heat & cut protection, automotive, ropes & cables, conveyor belts, etc. However, i t takes a special fiber to withstand the extreme production temperatures of asphalt concrete without changes occurring to the reinforcement properties of the fiber.
That is why ACE XP Polymer Fiber™ uses aramid fibers exclusively. Aramid is a unique man-made, high-strength polymer fiber boasting high tensile strengths over 400,000 psi (5 x steel), a superior stress/strain relationship, and decomposition temperatures of 932oF (well above asphalt mixing temperatures of 400oF). Both ¾” long and 1.5” long fiber lengths are available for superior long-term performance.
Material Property Measure
Material Para-Aramid Fiber
(50-52% by weight)
Form Filament Yarn
Tensile Strength > 2.758 (GPa)
Elongation at Break 95 (GPa)
Specific Gravity 1.44-1.45 (g/cm3)
Decomposition
Temperature
> 800 (˚F)
Treatment Type Sasobit® Wax
(48-50% by weight)
Treatment Melting
Temperature
> 170 (˚F)
Length ¾” & 1.5” +/-0.05 (inch)
Appearance/Handling Free Flowing Coated Fiber
Bundles (visual)
Aramid Fiber
(2.1 ounces/ton)
Sasobit® Wax
(2.1 ounces/ton)
Aramid
PET & Cellulose
ACE Fiber Specifications Aramid Stress/Strain Curves
ACE XP Polymer Fiber™
(4.2 ounces/ton)
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Superior Asphalt Performance
How does ACE XP Polymer FiberTM reinforce asphalt concrete?
As the standard dosage of ACE XP Polymer Fiber™ is mixed into WMA or HMA (4.2 ounces of ACE Fiber™ per ton of asphalt concrete), the Sasobit® wax melts at approximately 170oF, releasing millions of Aramid Fibers uniformly throughout each ton of asphalt concrete. Aramid is a unique polymer fiber that has hair-like fibrils which root tenaciously in the liquid asphalt binder and bond to small granules and aggregates. Through the combination of high tensile strength, strength at low strain, and "fiber anchoring" ACE XP Polymer Fiber™ delivers reinforcement to asphalt concrete and enhances the strength and durability of the finished asphalt concrete mix.
ACE XP Polymer Fiber™ (Before & After)
Aramid Fibers have fibrils that anchor and bond
themselves within the liquid asphalt binder and
granules increasing the tensile strength of the mix.
ACE XP Polymer Fiber™ microscopic
photos after chemical extraction
Orcutt Garey Rd. – Santa Barbara, CA (2016)
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Superior Asphalt Performance
Has ACE XP Polymer FiberTM been Lab tested?
Has ACE XP Polymer FiberTM been Field tested?
Lab Test Description ACE XP Results
Lab - TTI Overlay Tester
Thermal/Reflective Cracking
+140%
Lab - DC(T) Test
Low Temperature Fracture Energy
+21%
Lab - IDT Strength Test
Low Temperature Strength @ Critical Crack Temperature
(Ran both ¾” and 1 ½” ACE XP Lengths)
+8 to 17%
Lab - IDT Creep Compliance Test
Determine Low Temperature Critical Cracking Value
(Bottom PG Number)
-4.3o C
(-1 PG – Bottom Number)
Lab - Hamburg Rut Test
Determine Rut Resistance of Various Asphalt Mixes
(Top PG Number)
PG64-22 (w/ ACE) = PG70-22
(+1 PG – Top Number)
Lab - Hamburg Rut Test
Determine Rut Resistance of Various Asphalt Mixes
(Top PG Number)
PG70-22 (w/ ACE) = PG76-22
(+1 PG – Top Number)
Lab – Flow Number Test (FN)
Determine Rut Resistance of ODOT Level 3 mix vs Control (Ran both ¾” and 1 ½” ACE XP Lengths)
+37.5%
Lab – Flexibility Index Test (FI)
Determine Fatigue Cracking Resistance of ODOT Level 3 mix vs Control (Ran both ¾” and 1 ½” ACE XP Lengths)
+37%
Lab – IDEAL CT Cracking Test
Determine IDEAL CT Crack Index of TxDOT Dense Grade 64-22 vs Control – (1 ½” ACE XP Lengths)
+36%
Lab – IDEAL CT Cracking Test
Determine IDEAL CT Crack Index of TxDOT SuperPave 76-22 vs Control (1 ½” ACE XP Lengths)
+58%
Field Test Description ACE XP Results
Field – APLT (Automated Plate Load Test) Static Creep
Measure Plastic Deformation of In-Place Asphalt (Rut) vs Control +11 to 19%
Rebound Ratio over Control
Field – APLT (Automated Plate Load Test) Elastic Modulus Measure Elastic Modulus of In-Place Asphalt w/ ACE Fiber +150%
Field – APLT (Automated Plate Load Test)
SN Layer Coefficient, a1 Back Calculate SN Layer Coefficient, a1 using Measured Elastic Modulus
+40%
Field – APLT (Automated Plate Load Test)
ESAL Prediction Using AASHTO 93 Calculate Increase ESAL Capacity of In-Place Asphalt Reinforced w/ ACE XP Polymer Fiber
+100% or more
Depending of Depth of Asphalt
Field – APLT (Automated Plate Load Test)
Measure Plastic Deformation of In-Place Asphalt (Rut) vs Control at various simulated tire pressures ranging from 150 to 750psi
24% to 31%
Less Rutting Depth
Field – APLT (Automated Plate Load Test)
Measure Plastic Deformation of In-Place Asphalt (Rut) vs Control at constant load of 20,000 lbs. for 15 minutes
61%
Less Rutting Depth
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Superior Asphalt Performance
Does ACE XP Polymer FiberTM Lab performance translate to Field performance?
During summer months when asphalt pavements get hot and "soften" it is easier for wheel loads to create ruts in the surface, but not when millions of Aramid Fibers are rooted in the asphalt because they provide resistance to the “flow” of the soft binder. Likewise, in winter months when asphalt pavements are cold, and the asphalt shrinks and expands, ACE XP Polymer Fiber™ provides added tensile strength to the asphalt and enhances the pavement’s resistance to thermal cracking as well as fatigue cracking that tends to happen du ring at higher temperatures.
ACE XP Polymer Fiber™ - 1st
Commercial Installation –
Burnside Road – Portland, OR
(June 2014)
Burnside Road is a heavily
traveled arterial roadway in
downtown Portland, Oregon.
The City chose this roadway for
their first ACE XP project due to
the poor condition of the existing
roadway at the time. Both
cracking and some rutting,
especially at the intersections
was obvious. These photos were
taken in March of 2017 after 3
winters by the City of Portland
and shared with Surface Tech. Burnside Road – Portland, OR (2014) Burnside Road – Portland, OR (2014) Burnside Road – Portland, OR (2014) Burnside Road – Portland, OR (2014) 04/14/2026 C2 235 of 318
Superior Asphalt Performance
ACE XP Polymer Fiber™ -
Butler County, Ohio -
Westchester Rd. Overlay Test
Project
(Before & After)
Reflective cracks from extensive
thermal cracking in Control lane
propagated through the asphalt
overlay less than 10 months
after the 1.5-inch overlay was
completed, but not through the
ACE XP Polymer Fiber™
Reinforced lane even a year
later. Rutting is also controlled.
Westchester Rd - 2016
Westchester Rd - 2015
ACE XP Polymer Fiber™ -
Sadieville, KY – LOVE’S Travel
Center (2015 - Before & After)
Building a pavement section that
can handle the pounding of the
daily Truck Traffic is very
appealing to LOVES. Beside the
cost of the building, asphalt
maintenance is the second largest
expense for each location over the
life of the Travel Center. Reducing
the cost of this maintenance and
the disruption caused by such
maintenance was instrumental
for LOVES to trust their
pavements to ACE XP Polymer
Fiber.
Travel Center Entrance – November 2015
Travel Center Entrance – November 2015
Travel Center Entrance – April 2016
Travel Center Entrance – March 2018
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Superior Asphalt Performance
Is ACE XP Polymer FiberTM reinforced asphalt concrete easy to pave with?
Absolutely! Once ACE XP Polymer FiberTM is dispersed
throughout the asphalt mix, millions of light-weight aramid fibers go to work reinforcing the asphalt mix, but they do not cause any changes to the working characteristics of asphalt mix. ACE XP Polymer FiberTM reinforced asphalt concrete goes through the paver in the exact same way, it can be raked and shoveled the in the same way and can be compacted the same way using the same equipment. All laydown procedures are seamless, making adoption of the technology easy and cost effective. Add ACE XP Polymer FiberTM to overlays and new pavements alike.
How do I assure the right amount of ACE FiberTM gets added to my asphalt?
Although ACE XP Polymer Fiber TM is engineered with controlled amounts of Sasobit® Wax in order to efficiently disperse the Aramid Fiber throughout the asphalt mix, Surface Tech recognizes the importance of proper dosage and mixing of the ACE XP Polymer Fiber TM during production at the asphalt plant. ACE XP Polymer FiberTM is easily included into the asphalt mixing process at both batch and drum plant facilities. A simple-to-operate Line-Vac® Compressed Air Delivery System or the Automated Micro Doser MD3+ is used to transport the appropriate amount of ACE XP Polymer Fiber TM to either the mixing drum of a drum plant or the pug mill/weigh hopper of a batch plant.
Once ACE Fiber TM is fed into mixing drum, the Sasobit® wax becomes fully soluble in the liquid asphalt binder and releases millions aramid fibers to be dispersed throughout the heated aggregate and Recycled Asphalt Pavement (RAP) prior to the injection of the liquid asphalt binder. The addition of a single dose (4.2 ounces per ton of asphalt) of ACE XP Polymer FiberTM does not change the asphalt volumes or require any change to the job mix formula (JMF).
Every ACE XP Polymer Fiber TM sale provides a robust QA/QC program to ensure the right amount of ACE XP Polymer FiberTM makes its way into each ton of asphalt concrete for every project. Asphalt producers may choose from the following options to perform Certified ACE XP Polymer Fiber TM mixing at their plants:
Full Service – Provided by a Trained and Certified QA/QC Technicians Do-it-Yourself (DIY) – Self Perform after Training & Certification is Obtained
The Line-Vac® is used to
transport ACE Fiber™ to the RAP
Collar at a Drum Plant
The Micro Doser MD3+ delivers
ACE Fiber™ continuously to
either the Drum or Pug Mill
Both QA/QC Methods ensure
ACE Fiber™ is well dispersed
in the Asphalt Mix
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Superior Asphalt Performance
ACE XP Polymer FiberTM Value Proposition Examples:
Adding ACE FiberTM to an asphalt concrete mix design, an engineer, owner or agency can expect the following Value- Added Results:
1. ADD tremendous amount of strength and durability at VERY LITTLE COST
2. ADD some strength and durability at NO COST
3. SAVE COSTS in-lieu of traditional methods (Polymer Modified Binder or Interlayers)
400 W. Broadway, Suite 400
San Diego, CA 92101
(619) 750-1851
www.surface-tech.com
Locally Distributed By:
Increase Durability of Overlay
In-lieu of Reflective Crack Interlayers
In Lieu of Polymer Modified Binder
Strengthen Light Duty Pavements
Optimize Heavy Duty Pavements
1.5" asphalt overlay with ACE
Service Life increase: >50%
Cost Increase: +/- $1.00 per SY
1.5" asphalt overlay with ACE
Service Life increase: >50%
Cost Savings: $1-10 per SY
1.5" asphalt overlay with ACE
Equal Service Life BUT Easier Lay Down
Cost Neutral: $0.00 per SY
3.0" light duty asphalt with ACE
ESAL increase: >160%
Cost Increase: +/- $2.00 per SY
5.0" heavy duty asphalt with ACE
(In-lieu of 6" w/o ACE)
ESAL increase: >40%
Cost Neutral: +/- $0.00 per SY
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Pacific GeoSource / Data Sheets & Install Guide / FORTA-FI®
FACT DATA SHEET & INSTALL GUIDE
FORTA-FI®
Fiber Reinforcement for Asphalt
FORTA-FI® asphalt fiber features millions of high-tensile strength fibers that are dispersed into each ton of asphalt mix during the plant production process. FORTA-FI is the simplest way to reinforce asphalt.
Benefits achieved include greater resistance to fatigue, reflective, and thermal cracking, rutting, and crack propagation. FORTA-FI reinforced asphalt mixes build stronger, more durable pavements, significantly reducing life-cycle costs of your roadway.
FORTA-FI Reinforced Asphalt /
FORTA-FI fiber blend is added directly to the asphalt
mix during production creating a three-dimensional
material reinforcement throughout the entire asphalt
layer. This reinforcement helps control thermal,
reflective, and fatigue cracking, as well as reduce
rutting and raveling.
FORTA-FI is a cost-effective way to improve the
durability and longevity of a variety of pavement
applications such as airports, streets, highways,
interstates, and industrial parking lots, etc.
Additionally, FORTA-FI can be used as a stabilizing
agent in SMA’s and OGFC’s.
FORTA-FI
Physical Properties /
Fiber Aramid Polyolefin
Specific Gravity 1.44 0.91
Density
2,427 lb/cu yd
(1,440 kg/cu m)
1,534 lb/cu yd
(910 kg/cu m)
Tensile Strength 400 ksi
(2,758 MPa)
N/A*
Operating
Temperature
-100 – 800°F
(-73 – 427°C)
N/A*
Length 0.75 in (19 mm) 0.75 in (19 mm)
Form Monofilament Serrated
Color Yellow Yellow
Acid Resistance Inert Inert
Alkali Resistance Inert Inert
* Fibers will melt or become plastically deformed during asphalt mix production.
Table 1.
Delivery, Storage, and Handling /
Deliver FORTA-FI fiber-reinforcement in sealed,
undamaged containers with labels intact and legible,
indicating material name and lot number. Deliver
fiber-reinforcement to plant location convenient to
where it will be introduced into the mixing process.
Material should be covered and stored off the
ground. Do not allow boxes to become wet.
Features / ▪ High Tensile Strength Aramid Fibers
▪ Complete and Uniform Dispersion & Distribution
▪ Feeds Easily into Batch or Drum Plants
▪ Superior Technical Support and Guidance
Benefits / ▪ Stronger, More Durable Asphalt; Increased Service Life ▪ Fatigue, Reflective, and Thermal Cracking and Rutting Resistance ▪ No Change to Mix Design or Construction Process
▪ Easier Compaction
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Plant Introduction: Continuous Drum Plant /
FORTA-FI reinforcement fiber will be added at a rate
of one pound per ton of asphalt concrete.
A. For projects larger than 3,000 tons with daily
production quantities exceeding 1,000 tons per
day, it is recommended that fiber-reinforcement
be added using a fiber metering device (FMD).
The FMD will be supplied by Pacific GeoSource
and will be accompanied by an experienced
technician who will set up and run the machine
for the duration of the project. If an FMD is
purchased or leased, certified personnel from
Pacific GeoSource will provide fiber feeding
training and certification for plant personnel as
needed.
Figure 1: Voyager Portable Fiber Feeder.
1. The FMD requires a 240/480 volt electrical
hookup at the plant and should be installed and
tested prior to the start of asphalt production.
2. The FMD holds 300 pounds of fiber-
reinforcement in the storage hopper at one
time. Fiber should be loaded into the FMD in
bulk without any plastic bags. During
production, the hopper should be refilled prior
to reaching a minimum fiber quantity of 30
pounds.
3. The FMD is a weigh-in-motion drum and blower
system which utilizes highly sensitive load cells
to precisely meter and dispense the fiber. This
innovative fiber feeding system certifies the
feed rate matches the plant production rate
ensures a dosage rate of one pound per ton.
Fiber metering data is recorded and can be
downloaded from the device as required.
4. Fiber-reinforcement is fed from the FMD into
the drum via a flexible 4-in clear hose through
the RAP port or other suitable entry point. The
fiber injection point should be after fines
collection and before the addition of liquid
asphalt, so that mixing may occur within the hot
aggregate prior to coming in contact with liquid
binder.
5. A minimum plant production temperature of
220°F is recommended.
B. For projects smaller than 3,000 tons, it is
recommended that fiber be fed manually via
one of two procedures.
One Pound Bags
1. Place individual one-pound bags onto the
recycled asphalt pavement (RAP) belt at a rate
matching the output of the plant in tons per
hour (TPH) per Equation 1.
Equation 1:
3600/Tons per Hour
For example, for an operation at 300 TPH, the
dosage rate is
3600/300 = 12 (place 1 bag every 12 seconds)
Figure 2: One pound bags on RAP belt.
2. Plastic bag will melt instantly when bag enters
drum and fibers will disperse into the mix. A
minimum plant production temperature of
275°F is recommended to fully melt the plastic
bag.
3. Adding multiple one-pound bags at once is not
recommended.
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Little Shot Fiber Feeder
1. Provided by Pacific GeoSource on a short-term
lease, the Little Shot is a small portable unit
which requires an air compressor and a 4-in
diameter hose to direct flow of loose fibers
through the RAP port.
Figure 3: Little Shot™ Fiber Feeder.
2. The Little Shot should be used when the
temperatures inside the drum at the RAP
entrance are insufficient to immediately melt
the plastic bag to release the fiber. Scenarios in
which this could occur include warm mix
processes where drum temperatures are less
than 315 °F or high and/or saturated RAP
contents.
3. Individual one-pound bags of FORTA-FI are
opened and feed into the Little Shot at a rate
matching the output of the plant (see part 1
above).
Plant Introduction: Batch Plant /
FORTA-FI reinforcement fiber will be added at a rate
of one pound per ton of asphalt concrete.
One Pound Bags
1. Add individual one-pound bags to the
aggregate in the weigh hopper. Plant
operations are typically unaffected, and
modifications are not needed. However,
depending on plant operations, slight
modifications to dry or wet mixing times may be
required.
2. One-pound bags are to be added to match
batch plant production. For example, for a
batch operation of 3 tons, three bags of FORTA-
FI would be required to meet the dosage of one
pound per ton.
3. The plastic bag will melt, and fibers will
disperse into the mix.
Figure 4: Manual Bag Feed at Batch Plant.
Big Shot Fiber Feeder
1. Provided by Pacific GeoSource by lease or
available for purchase, the Big Shot Fiber
Feeder unit requires an air compressor and 8-
in PVC piping to direct flow of 1-lb fiber bags
into the weigh hopper. Plant operations are
typically unaffected, and modifications are not
needed. However, depending on plant
operations, slight modifications to dry or wet
mixing times may be required.
2. The correct number of individual one-pound
bags of FORTA-FI are fed simultaneously into
the Big Shot based on batch size (see part 1.i.
above).
Quality Assurance /
Asphalt producer should visually inspect the mix
prior to sending trucks to the jobsite to ensure
proper blending of fiber into the asphalt has
occurred. Inspection should take place at the drum
discharge point and also in the back of the first
trucks to leave the plant. Verify fiber dispersion a
minimum of every two hours.
Observe mix for undispersed clips and aramid
bunches. Spot check asphalt mix in the truck and
while paving. Look carefully as binder-soaked clips
are difficult to see.
If unblended fibers are visible, minor adjustments to
mixing operations may be needed to correct. This
may be accomplished by adjusting the angle of the
loose fiber feed tube, raising production
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temperature (when high RAP% is used), or lowering
the TPH production rate, with the ultimate goal of
increasing the time for fibers to disperse in the hot
aggregate prior to injection of liquid binder.
Record fiber feeding data manually or using the FMD
automatic data logging system to provide
verification of fiber dosage as needed to comply
with project specifications.
Fiber supplier will provide technical assistance
during feeding operations and support during
construction as needed.
Packaging /
US Short Ton Metric Ton
Bags 1.0 lb 0.5 kg
Cartons 35 bags 35 bags
Bulk Carton 35 lb, loose in carton 16 kg, loose in carton Pallets 16 cartons/560 bags 12 cartons/210 bags
Gaylord Pallets 600 lb 273 kg
Table 2.
Limited Warranty /
Pacific GeoSource Products are warranted to be
free of defects in material and will meet all
published physical properties as set forth herein.
Except for the express limited warranty set forth
herein, neither Pacific GeoSource nor any person
on Pacific Geosource’s behalf has made or makes
any express or implied representation or warranty
whatsoever, either oral or written, including any
warranties of merchantability, fitness for a
particular purpose, title, or non-infringement,
whether arising by law, course of dealing, course
of performance, usage of trade or otherwise, all of
which are expressly disclaimed.
The exclusive remedy for defective product is
outlined in Pacific GeoSource’s Standard Terms
and Conditions of Sale, available upon
request. CONSEQUENTIAL DAMAGES ARE
SPECIFICALLY EXCLUDED.
Pacific GeoSource reserves the right to change the
features and specifications of its products without
prior notice. © 2020 Pacific GeoSource
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186
Appendix F:
San Diego Regional Standard Drawings and
Caltrans Standard Plans
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MONOLITHIC CURB IF SPECIFIED OR REQUIRED TRANSITION AREA .S, ' ,� //
.· .· -· , .. · ·,.· .· .·· · .. · -· ( .· .· .·..• : • .. -:-'-'.\: • .... :· ·:· .. : - ._1 __ .• ·. ·.·:_ : ;_ .. ·
SIDEWALK
CURB
SEE TYPE B
-·�·
z 4'-o" z
l_A
PLAN-TYPE A
MONOLITHIC CURB IF SPECIFIED OR REQUIRED
FACE OF CURB
FACE OF CURB
LIP OF GUTTER
4' MIN
4'-0" Z
l_A
R W
LIP (TOE) OFGUTTER
PLAN-TYPE B
NOTES: 1. SEE STANDARD DRAWING G-32A FOR GENERAL NOTES. 4" THICK MIN
2. FOR TRUNCATED DOMES DETAILS, SEE STANDARD DRAWING G-30.
3. Z SIDE SLOPES SHALL BE 1: 10 OR 15' MAX. 4. LANDING CROSS SLOPE SHALL BE 2.0% MAX IN BOTH DIRECTIONS.
SECTION A-A
5% MAXIMUM GU TTERAPRON SLOPE AT RAMP OPENING
SEE DETAIL BSTANDARD DRAWING G-32A
5.*LANDING MAY BE REDUCED TO 3' MIN IF INFEASIBLE BUT Z SIDE SLOPES SHALL BE 1 :12 MAX OR 15' MAX.
Revision By Approved Date RECOMMENDED BY THE SAN DIEGO SAN DIEGO REGIONAL STANDARD DRAWING REGIONAL STANDARDS COMMITTEE ORIGINAL BAHMANIAN 04 86 UPDATE K.EQUIPADO 12/22 CURB RAMP -TYPES A AND B
(NEW CONSTRUCTION) DRAWING
NUMBER G-27 A
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10/25/2018
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STD. DWG. 1-1
BRIAN SMITH
R.C.E 39926
o4/11 113B. SMITHUPDATED
1'' WATER SERVICE
03125111B. SMITHUPDATED 3
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04/14/2026 C2 262 of 318
04/14/2026 C2 263 of 318
04/14/2026 C2 264 of 318
1" CHAMFER 1 '-O"
/
£1-1/2: 1 SLOPE UNLIMITEDOR
/ / LEVEL SURFACE 1'-0" 1" CHAMFER
�-/;:
2• �:�IC���:�:�z)1" CHAMFER
----
I 11-I z i � II (.') [iJ I
TYPE-A WALL
(.') : [iJ 0
I _I .....
..,,...__.____ ..._·.·-------"-� (APPLICABLE FOR ALL TYPES OF BACKFILL LOADINGS) MIN-I a
-• I H/2+10"
EXPANSION JOINT @ 30' -0"± CENTERS (MAX) AND/OR @ EACH STEP.
WALL HEIGHT lYPE
A 1'-6" 2'-0" 3'-o"
B 4'-o" 5'-o" 6'-o" 3'-0"
C 4'-0" 5'-o" 6'-o" NOTE:
TYPE-8 WALL
ELEVATION
BASE
1'-0" 1'-0" 2'-4" 2·-10" 3'-4" 3'-10" 1'-6" 2'-0" 2'-6" 3'-0" SEE C-10 FOR SECTION A-A, NOTES AND DETAILS.
I II z j: :!!: (.') : [iJ 0 I I.....
�---�- � ·::·�.:--<:·' MINI a
H/2
THERE SHALL BE NO LOADINGS EXTENDING ABOVE TOP OF WALL WITHIN A DISTANCE EQUAL TO HEIGHT OF THE WALL.
TYPE-C WALL
FINISHED GROUND LINE
LEVEL REFERENCE
CONCRETE
CF/FT 1.50 cu ft. 2.00 cu ft. 4.99 cu ft. 7.66 cu ft. 10.82 cu ft. 14.49 cu ft. 3.75 cu ft. 6.00 cu ft. 8.75 cu ft. 12.00 cu ft.
Revision By Approved Date RECOMMENDED BY THE SAN DIEGO SAN DIEGO REGIONAL STANDARD DRAWING REGIONAL STANDARDS COMMITTEE ORIGINAL Kercheval
Reviewed TS T. Stanton
Reviewed DH T. Stanton
Reviewed RP S. Engeda
12 75
11/15
09/18
03/22 GRAVITY RETAINING WALLS DRAWING NUMBER C-09
04/14/2026 C2 265 of 318
CONCRETE CONCRETE SHALL BE 560-C-3250.
DESIGN CONDITIONS WALLS ARE TO BE USED FOR THE LOADING CONDITIONS SHOWN FOR EACH lYPE WALL. DESIGN H MAY BE XCEEDED BY SIX INCHES BEFORE GOING TO NEXT SIZE.
DESIGN DATA FC = 1200 PSI F'C = 3000 PSI EARTH = 120 PCF AND EQUIVALENT FLUID PRESSURE=36 PSF PER FOOT OF HEIGHT WALLS SHOWN FOR 1-1/2:1 UNLIMITED SLOPING SUCHARGE ARE DESIGNED IN ACCORDANCE WITH RANKINE'S FORMULA FOR UNLIMITED SLOPING SURCHARGE WITH </J = 42'. NOTE: MAXIMUM TOE PRESSURE UNDER WALL FOOTING = 1-1/2 TONS/SQ. FT. SPECIAL DESIGN REQUIRED WHERE FOOTING MATERIAL IS INCAPABLE OF SUPPORTING THIS PRESSURE.
EXCAVATION AND BACKFILL COMPACTION OF BACKFILL MATERIAL BY JETTING OR PONDING WITH WATER WILL NOT BE PERMITTED. EACH LAYER OF BACKFILL SHALL BE MOISTENED AS DIRECTED BY THE ENGINEER AND THOROUGHLY TAMPED, ROLLED OR OTHERWISE COMPACTED UNTIL THE RELATIVE COMPACTION IS NOT LESS THAN 90 PERCENT.
TOP EXTENSION IF SPECIFIED FILLER MATERIAL: 1 " MAX CRUSHED AGGREGATE 4 CU. FT. MIN AT EACH DRAIN. 4" DIA. DRAINS WITH 1 / 4" GALV. WIRE MESH SCREEN, 8 11 ABOVE OUTSIDE GROUND SURFACE, SLOPE 1 /2" PER FT. LOCATE DRAINS @ 15'-Q" CENTER TO CENTER OR AS DIRECTED BY THE ENGINEER. lYPICAL DRAINAGE
WHEN H IS GREATER
THAN 4'-0"
1 /2" EXPANSION JOINT, FILL WITH PREMOLDED EXPANSION JOINT FILLER. LOCATE JOINTS AT APPROX. 30' -0" CENTERS OR AS DIRECTED BY THE ENGINEER. 1/2" CHAMFER WATER STOP, USE ONLY WHEN WATERTIGHT JOINT IS REQUIRED, SEE WATER STOP DETAIL.
SECTION A-A
EMBEDMENT 2-3/8" MIN
1·( 'I' 2·1 NO BACKFILL MATERIAL SHALL BE DEPOSITED AGAINST CONCRETE RETAINING WALLS UNTIL THE CONCRETE HAS DEVELOPED A STRENGTH OF 2,500 PSI IN COMPRESSION AS DETERMINED BY TEST CYLINDERS, OR UNTIL 28 DAYS AFTER WALL HAS BEEN PLACED. ��-�-----s-· 3/8" DIAj 3/8" \_SPLIT PERMITTED
Revision By Approved ORIGINAL Kercheval
Reviewed TS T. Stanton
Reviewed DH T. Stanton
Reviewed RP S. Engeda
Date 2 75
11/15
09/18
03/22
RUBBER WATERSTOP USE ONLY WHEN WATERTIGHT JOINT IS REQUIRED.
RECOMMENDED BY THE SAN DIEGO SAN DIEGO REGIONAL STANDARD DRAWING REGIONAL STANDARDS COMMITTEE
GENERAL NOTES AND DETAILS
FOR GRAVITY RETAINING WALLS DRAWING C-10NUMBER
04/14/2026 C2 266 of 318
04/14/2026 C2 267 of 318
187
Appendix G:
COV Encroachment Permit
04/14/2026 C2 268 of 318
ENCROACHMENT PERMIT APPLICATION FORM
Please print required information
ENGINEERING DEPARTMENT
200 CIVIC CENTER DR.
VISTA, CA 92084
(760)639-6111
JOB AND OR DRAWING NUMBER: ISSUED BY: DATE:
JOB SITE ADDRESS OR DESCRIPTION: PERMIT #: PERMIT EXPIRATION DATE:
48 HOUR NOTICE REQUIRED FOR
INSPECTION AND PRIOR TO START OF WORK
CALL (760) 639-6113
ASSESSOR'S PARCEL NUMBER (APN):
CONTRACTOR:
YOU MUST CALL UNDERGROUND SERVICE ALERT AT
(1-800-422-4133)
(2)WORKING DAYS PRIOR TO WORK
UNDERGROUND SERVICE ALERT NO.
THIS PERMIT IS INVALID WITHOUT THIS NUMBER
CONTRACTOR'S MAILING ADDRESS:
CITY ZIP
EMAIL ADDRESS: A CASH SECURITY is required for trench excavation or any work not covered by construction bonds. CASH SECURITY shall be a minimum of $500 or equal to the cost of the proposed improvements within the City's right-of-way. CASH SECURITY may be returned as follows. For deposit amounts greater than $500, ninety percent (90%) of the CASH SECURITY may be returned upon completion and approval of the improvements by the City Engineer or his designee. The remaining ten percent (10%) or a minimum of $500 will be retained for a period of (1) year after the date that the work is completed. CASH SECURITY will be forfeited and used to correct defects, unacceptable work, trench failures or subsidence if corrective work is not completed within (5) working days after notification.
PHONE#:FAX#:
STATE LICENSE NUMBER BUSINESS LICENSE NUMBER
DESCRIPTION OF WORK:
JOB SITE CONTACT: I agree to save, keep and hold harmless the CITY OF VISTA, its officers and agents, from all damages, costs, or expenses in law or equity that may at any time arise or be set up because of damages to property, or of personal injury received by reason of or in the course of performing work, which may be caused by any willful or omission by the contractor, or any of the contractor's employees, or any sub-contractor. The CITY OF VISTA will not be liable for any accident, loss or damage to the work prior to its completion and acceptance.
CELL PHONE #
START
DATE
ESTIMATED
COMPLETION DATE
THE FOLLOWING MUST BE INCLUDED OR EMAILED
WITH PERMIT APPLICATION: I am aware of the provisions of Section 3700 of the Labor Code which requires every employer to be insured against liability, for workman’s compensation or to undertake self-insurance in accordance with the provisions of said Labor Code and I will comply with such provisions before commencing the performance of the work of this contract.
TRAFFIC CONTROL PLANS (1 COPY)
SITE PLAN / VICINITY MAP (1 COPY)
CONSTRUCTION PLANS (1 COPY)
LIABILITY INSURANCE (1 COPY)
WORKMAN'S COMP INSURANCE (1 COPY)
CITY OF VISTA BUSINESS LICENSE (1 COPY)
I hereby acknowledge that I have read this application and certify that the information given is correct. I agree to comply with all applicable city ordinances, state laws and with the requirements of this permit.
CALOSHA PERMIT (1 COPY)
PLEASE SEND EMAIL SUBMISSIONS TO THE
FOLLOWING EMAIL ADDRESS:
[email protected]
SIGNATURE
PRINT NAME
DATE
NOTICE: THIS IS NOT AN ENCROACHMENT PERMIT - CONTRACTOR MUST SIGN ACTUAL PERMIT IN PERSON Version Date July 202304/14/2026 C2 269 of 318
CITY OF VISTA
Requirements for Encroachment Permits
1.Must have State Contractor’s License.
2.Required License Types: For trenching, only A, C-34, C-36 & C42 allowed Additional License Types may be allowed for Surface Improvements
3.State of California Occupational Safety and Health Permit (CALOSHA).
4.Must submit applicable Underground Service Alert Number, if applicable.
5.Must have valid City of Vista Business License.
6.Must have Workers Compensation Insurance with the City of Vista as Certificate Holder.
7.Must have Liability Insurance with the City of Vista listed as the Certificate Holder and as Additional Insured.
If working in a street or easement, liability amount must be at least $1,000,000.00 For surface improvements - sidewalks or driveways amount must be $500,000.00
8.Must have $1,000,000.00 of pollution liability insurance if doing any work on or within public sewer manholes or public sewer mains.
9.Must adhere to the attached City Notices for Traffic Control, Materials, and Stormwater standards.
10.Permit Fee & Required Cash Trust Deposit: Minimum cost of permit is $1,669.85 plus a minimum cash trust deposit of $500.00 or an amount equal to the cost of the improvements being done within the City’s right-of-way. Minimum permit fee covers 3 hours of inspection time and 30 minutes for preconstruction meetings. Additional fees will be due if more than 3 hours of inspection time is required.
Trust Deposit may be returned as follows.
Ninety percent (90%) of Cash Deposit may be returned upon completion and approval of the improvements by the City Engineer or his designee.
The remaining ten percent (10%) or a minimum of $500.00 will be held for a period of one year after the completion and final approval of the work and may be returned if the funds are not required to correct improvement defects, unacceptable surface work and trench failure or subsidence which is not corrected within (5) working days after notification.
APPROVABLE TRAFFIC CONTROL PLANS MUST TO BE SUBMITTED WITH PERMIT APPLICATION. ISSUANCE OF PERMIT MAY BE DELAYED IF NOT SUBMITTED.
TRAFFIC CONTROL PLANS MUST MEET ALL REQUIREMENTS MANDATED WITHIN THE CALIFORNIA MANUAL ON TRAFFIC CONTROL DEVICES.
200 Civic Center Drive • Vista, CA 92084 • Ph 760-639-6111 • Fax 760-639-6112
PLEASE NOTE
Additional Insured Endorsements must be included
as attachments to the Certificate of Liability Insurance ***** Endorsements must cover Ongoing and Completed Operations ***** 04/14/2026 C2 270 of 318
CITY OF VISTA - Notice
The following General Traffic Control Conditions shall be considered a part of the City of Vista Encroachment Permit Traffic Control and Standards
1.Telephone Engineering Inspection at 760-639-6113, 48 hours prior to any work in the City right-of-way.
2.The traffic control plan must be prepared by either a California licensed Traffic Control Services Consultant (C31 Contractor’s License – Construction Zone Traffic Control Contractor) or be a California registered Traffic or Civil Engineer.
3.The traffic control plan must be in accordance with the latest edition of the California MUTCD or the San Diego Regional Standard Drawings.
4.The Encroachment Permit shall be kept on the worksite during all ongoing work with the City-approved traffic control plan.
5.Traffic control shall be set and maintained per the City approved traffic control plan. Barricades shall be Type II Flashing, with reflectorized delineators and signs, if required for night operations. Minimum lane width is 11 feet.
6.No street shall be closed without the approval of the Traffic Engineer pursuant to a City approved traffic control plan.
7.Pedestrian walkway shall be left open or detoured using a minimum four-foot- wide safe passageway pursuant to a City approved traffic control plan.
8.Normal working hours are 7:00 a.m. – 5:00 p.m., Monday through Friday unless indicated otherwise on the City approved traffic control plan.
9.Work in the public right-of-way shall be Monday through Friday only. No work is allowed on Saturday, Sunday, or City Holidays without prior City approval.
10. Upon permit expiration, all work ceases until a new permit application is submitted and approved. Existing permit time extension requests must be submitted prior to expiration date of permit.
11. No construction vehicles shall be parked upon public sidewalks. VCC
10.24.040.
12. It is the permittee’s responsibility to protect against any dirt or debris from being deposited within the City storm drain system. See attached stormwater pollution prevention requirements.
13. The permittee is required to immediately comply with all directives issued by the City Inspector to eliminate dust, mud, or other site nuisance. 200 Civic Center Drive * Vista, CA 92084 * 760-639-6111 * Fax 760-639-6112 04/14/2026 C2 271 of 318
CITY OF VISTA - Notice
The following Materials and Standards shall be considered a part of the City of Vista Encroachment Permit
Materials and Standards
1.The permittee is responsible to perform all work and conduct operations per City approved editions of the SSPWC, SDRSD, CITY STDS, CODES, this PERMIT, and all other applicable requirements.
2.No trenches shall be left open overnight. Trenches shall either be plated with recessed non-skid trench plates and all edges sealed with temporary AC seal, or backfilled and paved with a minimum of 2” of compacted 3/4" B2 PG 64-10 hot mix. Temporary AC Cold Mix is not allowed unless authorized by the City Engineer. For trenches wider than 4-feet, a paving machine is required.
3.Curb, gutter, sidewalk, driveways, and curb ramps shall be sawcut to an even line and be removed joint to joint per SDRSD G-11.
4.Curb and gutter and cross gutter shall be removed as directed by the City Inspector. Concrete removal will require a 1’ minimum section of asphalt sawcut and repave.
5.Permanent asphalt placement shall be per City of Vista Std. Dwg. SRF-08A & 08B. Two-inch (2") grind and cap is required for all trenches and shall extend a minimum of 4 feet wide or 12- inches from the outside edge of the trench whichever is greater. AC shall be placed using a spreader box or a paving machine. Cap with 1/2" Med. C2-PG 64-10 RAP unless otherwise noted. Streets paved with rubberized asphalt shall be capped with the same material.
6.All damaged roadway striping shall be replaced in kind.
7.All concrete placed shall be transit mix, unless waived by the City Inspector.
8.Two-sack slurry backfill is required when tunneling under curb and gutter.
9.All subgrade (12” depth) and basegrade material shall be compacted to 95 percent density.
Sidewalk sub/base material shall be compacted to 90 percent density. Certification, including compaction testing, shall be provided by the Permitee unless waived by the City Inspector.
10.No excavated material shall be hauled to a site within the City of Vista, without City Inspector knowledge of the end haul location, and the appropriate permits.
11.Any continuous hauling operation will require a City approved Haul Route Permit, prior to commencing the haul. Hauling of dirt/rock etc. without this permit may subject this haul to an immediate Stop Work Notice.
12.Approved City materials for construction include:
a.Asphalt: Surface course – ½” Med. C2-PG 64-10 RAP, Min. .10 thick Base course – ¾” Med. B-PG 64-10 RAP
Berm – D2-AR-8000
[Performance Grade (PG) asphalt binder may be substituted for AR-8000 asphalt binder in AC Berm]
b.Concrete for structures – 6-sack 3250 PSI min.
c.Concrete for curb and gutters, sidewalks, driveways – 520-C-2500 min. d.Base material for curb ramps – 6” Class II/Caltrans 26-1.02B e.Street base material – Class II
f.Sidewalk base material – 6” Class II
g.Curing compound on all concrete – Type I SSPWC 303-5.6 All standards are considered minimum and may be revised by the City depending upon field considerations, standards and materials approved on a signed City plan, supercede above materials and standards. It is the permittee’s responsibility to understand and implement all Standards, Codes and other applicable requirements. 200 Civic Center Drive * Vista, CA 92084 * 760-639-6111 * Fax 760-639-6112 04/14/2026 C2 272 of 318
CITY OF VISTA – NOTICE
The following Stormwater Pollution Prevention Requirements shall be considered part of the City of Vista Encroachment Permit Stormwater Pollution Prevention Requirements
Project Activity Required Pollution Prevention
Trash & Waste Generation
**REQUIRED FOR ALL
PROJECTS**
Permittee shall inform any on‐site employees of these pollution prevention requirements.
Within or adjacent to the encroachment area, permittee shall:
•Collect and contain all construction trash, waste, and debris •Promptly contain and clean any spill on site
•Routinely inspect site, remove loose trash, and prevent spills •Properly dispose of any hazardous materials
•Not wash down surfaces unless water is collected and removed or directed to landscape
•Close lids in trash collection areas when not in use
Digging of Dirt – excavation,
trenching, demolition of
structures or grading
Within or adjacent to the encroachment area, permittee shall:
•Prevent dirt from migrating into street, sidewalk, or storm drain •Protect nearby storm drain inlets with perimeter controls and/or filter fabric •Install and maintain effective erosion and sediment controls •Cover exposed soils using mulch, tarps, or erosion control devices •Secure tarps over dirt and debris piles
•Routinely sweep site to remove and properly dispose of dirt generated by work Driveway or Sidewalk Within or adjacent to the encroachment area, permittee shall:
•Direct surface runoff to landscape areas, where feasible •Follow Required Pollution Prevention Requirements for “Digging of Dirt” •Follow Required Pollution Prevention Requirements for “Concrete, Paint, Mortar, or Stucco Work”
Concrete, Paint, Mortar, or
Stucco Work
Within or adjacent to the encroachment area, permittee shall:
•Contain wet mixing areas within confined area
•Prevent concrete, paint, mortar or stucco material from migrating into street, sidewalk or storm drain
•Properly dispose of waste material generated by work
Temporary Storage of
Materials Outside
Within or adjacent to the encroachment area, permittee shall:
•Elevate work materials off ground where possible, such as on pallets •Secure tarps over work materials stored outside
Washing of Material,
Equipment, or Surface
Within or adjacent to the encroachment area, permittee shall:
•Not wash down surfaces unless water is collected and removed or directed to landscape
Landscaping and Irrigation
Systems
Within or adjacent to the encroachment area, permittee shall: Not store landscape materials in street
Prevent dirt from migrating into street, sidewalk, or storm drain Secure tarps over piles of mulch or soil
Routinely sweep site to remove and properly dispose of dirt generated by work Not wash down surfaces unless water is collected and removed or directed to landscape
Test irrigation system, preventing overspray and runoff from hard surfaces 04/14/2026 C2 273 of 318
188
Appendix H:
Sample Public Notification Documents
04/14/2026 C2 274 of 318
NOTICE
2023 Pedestrian Mobility
Sidewalks Project
WORK WILL START IN MONTH YEAR AND CONTINUE UNTIL MONTH YEAR The City of Vista has retained _________________ of __________, CA to construct sidewalk and curb ramp improvements along W. California Ave from N. Santa Fe Ave to Calle Chapultepec.
The construction will require the implementation of traffic control to accommodate the work.
Curb ramps and pedestrian traffic in the areas described above will be temporarily affected.
Vehicle access through the work zone will also be temporarily affected but the streets will remain open to through traffic.
We will endeav or to complete this work as quickly as possible and with a minimum of inconvenience to you. Thank you for your understanding and cooperation during the construction of this project.
If you have any questions about the project or any concerns during construction, please contact one of the individuals below:
City Project Manager City Inspector Construction Contractor Name Name Name
Engineering Department Engineering Department Company
(760)643-____________(760)726-1340 x-____ Phone number
[email protected] [email protected] E-mail address Sincerely,
Project Manager Name
City of Vista, Engineering Department
04/14/2026 C2 275 of 318
NOTIFICACION
Movilidad Peatonal 2023
Proyecto de Banquetas
El trabajo comenzara MONTH YEAR y terminará MONTH YEAR
La ciudad de Vista ha contratado a ____________ de ____________, CA para la construcción de banquetas y entradas por las siguientes calles:
Woodrail Drive a Gannet Drive
La construcción requiere control de tráfico para poder trabajar. Las entradas y tráfico peatonal en las áreas mencionadas anteriormente serán temporalmente afectadas.
El acceso vehicular en el área de construcción también será temporalmente afectado, pero las calles se mantendrán abiertas al tráfico.
Esperamos completar este trabajo lo más pronto posible con mínimas molestias. Le agradecemos su comprensión y cooperación durante la construcción de este proyecto.
Si tiene alguna pregunta o preocupación durante la construcción, por favor comuníquese con cualquiera de las siguientes personas:
Gerente del Proyecto Inspector de la Ciudad Contratista de Construcción Name Name Name
Departamento de Ingeniería Departamento de Ingeniería Company (760)643-____________(760)726-1340 x-____Phone number
[email protected] [email protected] E-mail address Atentamente,
Gerente del Proyecto para la Ciudad, Name
Ciudad de Vista, Departamento de Ingeniería
04/14/2026 C2 276 of 318
City of Vista
Engineering Department NOTICE
2022 Sidewalks
Project NO PARKING
7:00 A.M. - 5:00 P.M.
SORRY FOR THE INCONVENIENCE
Your side of the street MUST BE CLEAR OF PARKED VEHICLES on:
so that our contractor can construct new sidewalk and driveways in your neighborhood.
Since parking on the street will be prohibited and your driveway will be replaced on this date, PARK YOUR CAR ON THE OPPOSITE SIDE OF THE STREET OR ON AN ADJACENT, NON-POSTED STREET before
the time listed in this notice so that you will not be deprived of its use.
PARKED CARS WILL BE TOWED
You will NOT BE ALLOWED TO USE YOUR DRIVEWAY OR THE
SIDEWALK on your street until the concrete surface cures. Please obey all construction area signs.
Please do not permit water to run down your driveway, across the sidewalk or in the gutter during street work. This will help the concrete to cure. If your trash is scheduled for pick up on this date, please have it out by 6:00 a.m. Access to your house will be provided.
UNDER NORMAL WEATHER CONDITIONS your street should generally be back in service by 5:00 p.m. However, the construction delays and unforeseen problems could affect the completion time. Work not done because of wet weather or unforeseen circumstances will be rescheduled and you will be re-notified within the next 2 weeks.
We realize the inconvenience caused by limited access to your house.
Please understand that the inconvenience caused at this time is minor compared to the convenience of having sidewalk in your neighborhood.
THANK YOU FOR YOUR COOPERATION
City of Vista, Engineering Department (760) 7639-6113
04/14/2026 C2 277 of 318
Ciudad de Vista
Departamento de Ingeniería
AVISO
Proyecto de mejoramiento de
banquetas para el año 2022
No habrá estacionamiento
De las 7:00am hasta las 5:00pm
Sentimos la molestia
Su lado de la calle debe estar libre de vehículos estacionados el día:
para que el contratista pueda construir nuevas banquetas y entradas de autos en su vecindario.
Ya que se prohibirá el estacionamiento en la calle y su entrada temporalmente, estacione su coche en el lado opuesto de la calle o en una calle cercana antes del horario mencionado en este aviso para prevenir que su carro sea remolcado.
LOS COCHES ESTACIONADOS SERÁN REMOLCADOS
No se permitirá el uso de su entrada de carro hasta que se concluya la construcción de la banqueta. Por favor obedezca todas las indicaciones de la zona de construcción.
Por favor no permita que el agua corra por el camino de la entrada, sobre la banqueta, o en el canal durante la construcción de la calle. Esto ayudará que el concreto se seque. Si la colección de basura está programada para esa fecha, por favor asegúrese que los botes de su basura estén afuera a las 6:00am. Se proporcionará acceso a su casa para la colección de la basura.
Bajo condiciones normales de clima, generalmente su calle debe ser accesible después de las 5:00pm. Sin embargo, problemas imprevistos y retrasos de construcción podrían afectar la fecha de terminación del proyecto. Si el trabajo se retrasa por lluvia o por circunstancias imprevistas, será reprogramado y se le notificará en un lapso de 2 semanas.
Estamos conscientes de las molestias causadas por acceso limitado a su casa.
Por favor, comprenda que las molestias ocasionadas en este tiempo son temporales y menores en comparación con la comodidad de tener banquetas nuevas en su comunidad.
GRACIAS POR SU COLABORACION
Ciudad de Vista, Departamento de Ingeniería, (760) 7639-6113 04/14/2026 C2 278 of 318
189
Appendix I:
Percolation Test Report
04/14/2026 C2 279 of 318
15092 Avenue of Science, Suite 200 | San Diego, CA 92128 | www.NV5.com | Office 858.385.0500 | Fax 858.385.0400
City of Vista June 24, 2025
200 Civic Center Drive NV5 Project No: 1380125-0006319.02 Vista, California 92084
Attention: Mr. Matt Atteberry & Mr. Daniel Carns
Subject: Summary Letter of Infiltration Testing
Project: Sunset Drive Sidewalks Infiltration Project
Vista, California
Reference: 1: County of San Diego BMP Design Manual For Permanent Site Design, Storm Water Treatment and Hydromodification Management, Appendix D, Geotechnical Engineer Analysis, prepared by County of San Diego Department of Public Works, dated February 18, 2016.
Mr. Atteberry/Carns,
NV5, Inc. (NV5) is pleased to present this summary letter for the limited infiltration testing of the sidewalk areas conducted along Sunset Drive for the Sunset Drive Sidewalks Infiltration Project in Vista, California. NV5 understands that City of Vista (The City) plans to perform right-of-way improvements along the existing Sunset Drive consisting of sidewalks and potential infiltration basins.
The objective of the limited infiltration testing was to measure the observed field infiltration rate of the onsite, in-situ soils. This work was performed in general accordance with the County BMP design manual (reference 1).
This letter summarizes the results of the falling head infiltration field test conducted at two (2) locations in the existing sidewalk area.
Infiltration Testing
NV5 conducted infiltration testing at two (2) locations (I-1 and I-2) on June 18, 2025. The approximate locations of the two (2) tests are shown on Figure 1, Exploration Map, attached.
NV5 performed infiltration testing using falling head method within the upper five feet of the subgrade soil. The following procedures were used to complete the testing:
• Each location was excavated by 6-inch diameter hand auger to a depth of approximately 5 feet, a perforated pipe was placed in the excavated hole and pea-gravel was placed around the annulus of the pipe to within approximately 6 inches of the top of pipe. • The excavated test holes were pre-soaked with clear water and sufficient time was allowed for the soil to become saturated. Presoaking at each location took place over approximately 16 to 20 hours.
• Upon the completion of pre-soaking, the hole was refilled as needed and the drop in depth of the water over a 30-minute time interval was recorded. This method was repeated until a 04/14/2026 C2 280 of 318
stabilized rate was achieved. The overall test continued for approximately 6 hours total. The results of the infiltration testing without any adjustment factor are summarized in the following Table.
Observed Stabilized Infiltration Rates
Test Location Soil Classification Stabilized Infiltration Rate (inches/hour)
I-1 Clay 0.0
I-2 Sandy Clay 1.92
Limitations and Closure
NV5 has prepared this letter in accordance with the generally accepted geotechnical engineering practice as it exists in the site area at the time of our testing. No warranty is expressed or implied. The limitations discussed in the reference report apply to the recommendations contained in this letter. If you have any questions regarding this letter or need further assistance, please contact us at your convenience.
NV5 appreciates the opportunity to provide this geotechnical engineering service for this project and looks forward to continuing its role as your geotechnical engineering consultant.
Respectfully submitted,
NV5, Inc.
Paul Cunningham, PE, GE Drew McPeak, PG, CEG
Senior Engineer Senior Geologist
Attachments: Figure 1
PC/DM/jmr
Distribution: (1) Addressee via email
04/14/2026 C2 281 of 318
15092 Avenue of Science, Suite 200
San Diego, CA
Tel: (858) 385-0500, Fax: (858) 385-0400
FIGURE
1 EXPLORATION MAP
Sunset Drive Sidewalks Infiltration
City of Vista
Vista, CA
Reference: Google Earth Imagery 2025
LEGEND:
Approximate Locations of Infiltration Borings
Project No: 1380125-0006319.02
Drafted By:Alina Hernandez
Date: June 2025
I-2
N
I-1
I-2
APPROXIMATE SCALE (Feet)
0 150 300
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Obscured
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X
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X
PROP. 1' WIDE STOP
BAR AND "STOP"
PAVEMENT MARKING
VIA
C
A
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45+
0 0
13+
5 0
15+
0 0
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0 0
25 +
0 0
SHEET 4
SHEET
4 SHEE
T
5 SHEE
T
5 SHE
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3 SHEE
T
3 SHEET 3
SHEET 4
N
0100 50 100 200 300
GRAPHIC SCALE: 1" = 100'
1 TITLE SHEET FOR:
SUNSET DRIVE
SIDEWALK IMPROVEMENTS
1.A CONSTRUCTION PERMIT IS REQUIRED FOR ALL CONTRACTORS PERFORMING ANY OF THE GRADING WORK SHOWN ON THIS PLAN. THE PERMIT CAN BE OBTAINED AT THE CITY OF DEVELOPMENT SERVICES CENTER, 200 CIVIC CENTER DRIVE, VISTA, CA. A PERMIT WILL BE ISSUED ONLY TO THE CONTRACTOR WHO IS TO PERFORM THE WORK. THE PERMITEE SHALL GIVE NOTICE TO THE CITY OF VISTA ENGINEERING INSPECTION DEPARTMENT FOR A PRECONSTRUCTION CONFERENCE AT LEAST 48 HOURS PRIOR TO COMMENCING THE WORK. ANY WORK DONE WITHOUT PROPER INSPECTION WILL BE SUBJECT TO REJECTION. PHONE: (760)639-6113 FOR INSPECTION.
2.THIS GRADING PLAN DOES NOT AUTHORIZE WORK TO COMMENCE PRIOR TO THE ISSUANCE OF A GRADING PERMIT BY THE CITY OF VISTA.
3.IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO LOCATE ALL SUBSTRUCTURES, WHETHER SHOWN HEREON OR NOT, AND PROTECT THEM FROM DAMAGE. THE EXPENSE OF REPAIR OR REPLACEMENT OF SAID STRUCTURES SHALL BE BORNE BY THE CONTRACTOR.
4.THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION AND PROTECTION OF ALL UNDERGROUND UTILITIES, OR FOR EMERGENCY ASSISTANCE, CALL:
UNDERGROUND SERVICE ALERT (811)
CITY OF VISTA
ENGINEERING (760) 639-6111
STORM DRAIN (760) 643-2804
SEWER (760) 639-6111
TRAFFIC (760) 639-6116
NORTH COUNTY DISPATCH*(858) 756-3306
SAN DIEGO GAS AND ELECTRIC
EMERGENCY (800) 411-7343
VISTA IRRIGATION DISTRICT
EMERGENCY (760) 597-3131
ENGINEERING (760) 597-3116
*CITY OF VISTA AFTER HOURS EMERGENCY DISPATCH FOR SEWER SPILLS OR STORM DRAIN CONTAMINATION.
5.ALL WORK SHALL BE DONE IN ACCORDANCE WITH THESE PLANS, THE STANDARD SPECIFICATIONS FOR
PUBLIC WORKS CONSTRUCTION, SAN DIEGO COUNTY REGIONAL STANDARD DRAWINGS, CITY OF VISTA
STANDARD DRAWINGS AND THE SAN DIEGO COUNTY SPECIAL SUPPLEMENT TO THE STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION, AS LAST AMENDED.
6.THE STRUCTURAL SECTION OF THE STREETS SHALL BE DESIGNED BASED ON "R" VALUES OF SOILS AND CITY OF VISTA STANDARD DRAWINGS, PUBLIC STREET DESIGN CRITERIA. STRUCTURAL SECTIONS DESIGN SHALL BE APPROVED BY THE CITY ENGINEER PRIOR TO CONSTRUCTION. ALL DRIVEWAY APRONS, CURBS, GUTTERS AND SIDEWALKS SHALL HAVE HAVE A MINIMUM OF 6" CLASS II AGGREGATE BASE.
7.THE PERMITTEE SHALL GIVE NOTICE TO THE CITY OF VISTA ENGINEERING INSPECTION DEPARTMENT FOR A PRE-CONSTRUCTION CONFERENCE AT LEAST 48 HOURS PRIOR TO COMMENCING THE WORK. ANY WORK DONE WITHOUT PROPER INSPECTION WILL BE SUBJECT TO REJECTION. PHONE (760) 639-6113 FOR INSPECTIONS.
8."AS BUILT" DRAWINGS MUST BE SUBMITTED BY THE ENGINEER OF WORK AND APPROVED BY THE CITY
ENGINEER PRIOR TO FINAL ACCEPTANCE OF WORK
9.STREET TREES IN NEW DEVELOPMENTS ARE TO BE PLANTED AT A MINIMUM OF EVERY FORTY FEET OR ONE (1) TREE PER LOT, WHICHEVER IS GREATER.
10.PRIOR TO CONSTRUCTION OF STREET LIGHTS, A PLAN [ON 24"x36" SHEET(S)] APPROVED BY SAN DIEGO
GAS & ELECTRIC SHOWING EXACT PLACEMENT OF ALL STREET LIGHTS, PULL BOXES, SIZE AND LOCATION OF CONDUITS AND SOURCES OF POWER SHALL BE SUBMITTED TO THE CITY ENGINEER.
11.EXCAVATING WITHIN 5' OF ANY POWER POLE, POLE BRACING BY SDGE IS REQUIRED.
AC ASPHALT CONCRETE
APN ASSESSOR'S PARCEL NUMBER
BC BEGIN CURVE
CL CENTERLINE
CMP CORRUGATED METAL PIPE
COV CITY OF VISTA STD. DRAWING
DWG DRAWING
E EAST, EASTING
EC END CURVE
EL, ELEV ELEVATION
EX, EXIST EXISTING
FL FLOW LINE
FS FINISHED SURFACE
GV GAS VALVE
(")INCHES, SECONDS
LF LINEAR FOOT
LIP LIMIT OF PAVEMENT
(EDGE OF GUTTER)
MB MAILBOX
MH MANHOLE; MAINTENANCE HOLE
MIN MINIMUM
N NORTH, NORTHING
NTS NOT TO SCALE
±PLUS OR MINUS
PCC PORTLAND CEMENT CONCRETE
PP POWER POLE
PR, PROP PROPOSED
PRC POINT OF REVERSE CURVE
RD ROAD
ROW, R/W RIGHT OF WAY
SD STORM DRAIN
SDRSD SAN DIEGO REGIONAL STD.
DRAWING
SDGE SAN DIEGO GAS & ELECTRIC
SS SANITARY SEWER
ST STREET
STA STATION
STD STANDARD
TC TOP OF CURB
WM WATER METER
WV WATER VALVE
VCP VITRIFIED CLAY PIPE
STREET CENTERLINE
PUBLIC RIGHT-OF-WAY
PROPERTY LINE
EX. CONTOUR
GRADING DAYLIGHT LINE (2:1 MAX SLOPE)
SAWCUT LINE
EX. SEWER LINE
EX. SEWER MANHOLE
EX. POWER POLE
EX. GAS LINE
EX. UTILITY METER
EX. UTILITY VALVE
PR. GRAVITY WALL SDRSD C-09
TRAFFIC SIGN AND POST
PR. MAILBOX
PR. 6" PCC CURB SDRSD G-01
PR. TYPE G PCC CURB AND GUTTER SDRSD G-02
PR. TRAFFIC SIGN AND POST SDRSD M-45, COV SRF-06
PR. PCC SIDEWALK SDRSD G-07, G-09
PR. ASPHALT CONCRETE DRIVEWAY 6" AC OVER 6" AB
PR. PCC DRIVEWAY 5½" PCC OVER 6" AB
PR. PCC TYPE F DRIVEWAY ENTRANCE SDRSD G-14A-F
1' AC SLOT PATCH SRF-13
2" MILL AND AC OVERLAY
DEPRESSED SIDEWALK SHEET 2
PUBLIC IMPROVEMENT PLANS FOR:
1.THE FOLLOWING NOTES ARE PROVIDED TO GIVE INSTRUCTIONS TO THE CONTRACTOR BY THE ENGINEER OF WORK. THE CITY ENGINEER'S SIGNATURE ON THESE PLANS DOES NOT CONSTITUTE
APPROVAL OF ANY OF THESE NOTES, AND THE CITY WILL NOT BE RESPONSIBLE FOR THEIR ENFORCEMENT.
2.NEITHER THE OWNER NOR THE ENGINEER OF WORK WILL ENFORCE SAFETY MEASURES OR REGULATIONS. THE CONTRACTOR SHALL DESIGN, CONSTRUCT, AND MAINTAIN ALL SAFETY DEVICES,
INCLUDING SHORING, AND SHALL BE SOLELY RESPONSIBLE FOR CONFORMING TO ALL LOCAL, STATE, AND FEDERAL SAFETY AND HEALTH STANDARDS, LAWS, AND REGULATIONS.
3.CONTRACTOR SHALL MAKE EXPLORATION EXCAVATIONS AND LOCATE EXISTING UNDERGROUND
FACILITIES SUFFICIENTLY AHEAD OF CONSTRUCTION TO PERMIT REVISIONS TO PLANS IF REVISIONS ARE NECESSARY BECAUSE OF ACTUAL LOCATION OF EXISTING FACILITIES. NOTIFY ENGINEER OF WORK OF
ANY DISCREPANCIES BETWEEN THESE PLANS AND ACTUAL FIELD CONDITIONS PRIOR TO STARTING CONSTRUCTION.
4.LOCATION AND ELEVATION OF IMPROVEMENTS TO BE MET BY WORK TO BE DONE SHALL BE CONFIRMED BY FIELD MEASUREMENTS PRIOR TO CONSTRUCTION OF NEW WORK.
5.BEFORE EXCAVATING FOR THIS CONTRACT, VERIFY LOCATION OF UNDERGROUND UTILITIES. THE
EXISTENCE AND LOCATION OF ANY UNDERGROUND UTILITY PIPES OR STRUCTURES SHOWN ON THESE
PLANS HAS BEEN OBTAINED FROM AVAILABLE RECORDS ONLY AND MAY NOT REFLECT ALL EXISTING UTILITIES. LOCATIONS OF ALL EXISTING UTILITIES SHALL BE CONFIRMED BY FIELD MEASUREMENTS BY CONTRACTOR PRIOR TO CONSTRUCTION OF WORK.
6.CONTRACTOR IS REQUIRED TO TAKE PRECAUTIONARY MEASURES TO PROTECT THE UTILITY LINES SHOWN HEREON AND ANY OTHER EXISTING LINES NOT OF RECORD OR NOT SHOWN ON THESE PLANS.
7.WHERE TRENCHES ARE ADJACENT TO FUTURE BUILDING SITES, SOILS REPORTS WHICH CERTIFY THAT
TRENCH BACKFILL WAS COMPACTED AS DIRECTED BY THE SOILS ENGINEER IN ACCORDANCE WITH THE
ON-SITE EARTHWORK SPECIFICATIONS SHALL BE SUBMITTED TO THE ENGINEER OF WORK BY A QUALIFIED SOILS ENGINEER.
8.SAFETY FENCES SHALL BE PROVIDED BY THE CONTRACTOR WHERE REQUIRED BY THE CITY ENGINEER.
9.DURING ACTIVE CONSTRUCTION, AREAS SHALL BE WATERED TO REDUCE FUGITIVE DUST.
10.CONTRACTOR SHALL ADJUST ALL PROPOSED AND EXISTING FACILITIES TO GRADE WITHIN WORK SITE.
11.CONTRACTOR SHALL REMOVE/REPLACE/RELOCATE ALL EXISTING FACILITIES REQUIRED TO INSTALL PROPOSED IMPROVEMENTS.
12.CONTRACTOR SHALL REMOVE/REPLACE/RELOCATE ANY LANDSCAPING/HARDSCAPING WHICH CONFLICTS IN ANY WAY WITH THE INSTALLATION OR PROPER FUNCTIONING OF THE PROPOSED IMPROVEMENTS.
13.CURB HEIGHT SHALL BE 6" FACE UNLESS OTHERWISE NOTED ON THE PLANS.
14.All UTILITY BOXES, UTILITY METERS, OR VAULTS IN CONFLICT WITH THE SIDEWALK CONSTRUCTION SHALL BE RAISED TO FINISH GRADE, FLUSH WITH SURROUNDING IMPROVEMENTS.GRADING:
MONDAY THROUGH FRIDAY - 7:00AM TO 5:00 PM;
SATURDAY -8AM TO 4PM;
SUNDAY & CITY HOLIDAYS - NO WORK
ROW PERMITS - 7:00AM TO 3:30 PM UNLESS NOTED OTHERWISE ON TRAFFIC CONTROL PLAN
GENERAL NOTES
SPECIAL NOTES
WORK LIMITATIONS
ABBREVIATIONSLEGEND
DESCIPTION STD. DWG.SYMBOL
SS
R/W
PL
380
WW
W
1. 2.
3. 4.
5. 6.
THE IMPROVEMENT WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE FOLLOWING
DOCUMENTS, CURRENT AT THE TIME OF CONSTRUCTION, AS DIRECTED BY THE CITY ENGINEER;
VISTA DEVELOPMENT CODE,
CITY OF VISTA STANDARD DRAWINGS,
THIS SET OF PLANS,
THE STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION (GREEN BOOK)
AND THE SAN DIEGO SPECIAL PROVISIONS,
THE SAN DIEGO AREA REGIONAL STANDARD DRAWINGS, AND AS MAY BE MODIFIED BY
THE CITY OF VISTA STANDARDS,
SAN DIEGO COUNTY GREEN STREETS STANDARD DRAWINGS
WORK TO BE DONE
NO.DESCRIPTION CITY DATE
APPROVED CHANGES
VIDDATE
SHEET OF
APPROVED
DATERCEEXPIRESCITY ENGINEER 5
CITY of VISTA
DWG-4737BENCH MARK:
AERIAL SURVEY FEBRUARY 18, 2025, 1' CONTOUR INTERVAL. PHOTO SCALE 3.5CM ENGINEER OF WORK RCE EXP.LIC.DATE DATE LD25-078
DATE SUBMITTED FOR UTILITY CONFLICT CHECK
VISTA IRRIGATION DISTRICT
C
A
L
L
B E F O R E Y OU
D
IG
UNDERGROUND SERVICE ALERT
93853 9/24/2026
55075 6/30/2026
11/14/2025
SDGE 11/14/2025
AT&T / CHARTER / CROWN CASTLE / COX11/14/2025
CITY OF VISTA - SANITATION 1/15/2026
SUNSET DRIVE
SIDEWALK IMPROVEMENTS
BU
E
N
A
V
I
S
T
A
DR
I
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E
VIA
R
E
A
T
A
SUNS
E
T
D
R
I
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E
38 +
5 0
30 +
0 0
35 +
0 0
40+
0 0
SEE BELOW
NOT TO SCALE
SITE VICINITY MAP
V
PR
O
J
E
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E
G
I
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ID
04/14/2026 C2 288 of 318
2 TYPICAL SECTIONS AND DETAILS FOR:
TYPE G CURB AND GUTTER PER
SDRSD G-02
UTILITY OBSTRUCTION
SIDEWALK PER SDRSD G-07 AND G-09
NO.DESCRIPTION CITY DATE
APPROVED CHANGES
VIDDATE
SHEET OF
APPROVED
DATERCEEXPIRESCITY ENGINEER
CITY of VISTA
DWG-4737
ENGINEER OF WORK RCE EXP.LIC.DATE DATE LD26-078
C
A
L
L
B E F O R E Y OU
D
IG
UNDERGROUND SERVICE ALERT
93853 9/24/2026
55075 6/30/2026 5
SUNSET DRIVE
SIDEWALK IMPROVEMENTS
BENCH MARK:
AERIAL SURVEY FEBRUARY 18, 2025, 1' CONTOUR INTERVAL. PHOTO SCALE 3.5CM
TYPICAL SIDEWALK SECTION
(12½')
EXISTING GROUND
EXISTING PAVEMENT
EXISTING EDGE
STRIPE
TYPE G CURB AND GUTTER
PER SDRSD G-02
EXISTING AGGREGATE BASE
(5%)1.5%
(8½')
14'
CL
LIP
LIP
4'
PROTECT CENTERLINE STRIPE
MILL 2" AND AC OVERLAY
SIDEWALK PER SDRSD G-07
AND G-09 1' MIN FLAT BENCH.
PROTECT IN PLACE PRIVATE IMPROVEMENTS,
UNLESS OTHERWISE DIRECTED ON PLAN
WIDTH PER PLAN
4'
MIN
1.5%1.5%
2:1 MAX SLOPE
GRADING LIMITS
90% COMPACTED NATIVE SOIL
EXISTING GROUND
1.5%
TC
S/C
1'
6" MIN OF AGGREGATE BASE
FULL DEPTH AC
PATCH PER SRF-13.
DOCUMENT EXISTING STRIPING
AND REPLACE IN KIND
SIDEWALK OBSTRUCTION DETAIL
SCALE: N.T.S.
TYPE G CURB AND GUTTER PER
SDRSD G-02
UTILITY OBSTRUCTION
SIDEWALK PER SDRSD G-07 AND G-09
3'
MIN
1.5%1.5%
TYPE 1 TYPE 2
2:1 MAX SLOPE GRADING LIMITS
EXISTING EDGE
OF PAYMENT
EX. GUY WIRE
4'
MIN
23 AC SIDEWALK TRANSITION DETAIL
SCALE: N.T.S.
TYPE G CURB AND GUTTER PER
SDRSD G-02
FLUSH WITH GROUND
TYPE C AC DIKE TRANSITION 2" TO 6"
HEIGHT
3" MIN THICK ASPHALT CONCRETE PAVING
OVER 90% COMPACTED NATIVE SOIL
SIDEWALK PER PLAN
2" MILL AND OVERLAY
MATCH SIDEWALK ELEVATION
FULL DEPTH AC PATCH PER
SRF-13.
4'5'
UTILITY VAULT OR PULL BOX
TYPICAL DEPRESSED SIDEWALK SECTION
ELEVATION VIEW A-A
EXISTING AGGREGATE BASE
1.5%
(8½')
14'
CL
LIP
4'
PROTECT CENTERLINE STRIPE
MILL 2" AND AC OVERLAY
SIDEWALK PER SDRSD G-07
AND G-09
2:1 MA
X
S
L
O
P
E
PROTECT IN PLACE PRIVATE IMPROVEMENTS,
UNLESS OTHERWISE DIRECTED ON PLAN
5'
NATIVE SOIL
EXISTING
GROUND
1.5%
TC
S/C
1'
DOCUMENT EXISTING STRIPING
AND REPLACE IN KIND
3/4" CRUSHED STONE, 3" DEPTH8.3% MAX
PLAN VIEW
2:1 MAX SLOPE
18"
18" WIDE CURB CUT PER SAN DIEGO
COUNTY GREEN STREET STD GS-5.02 (TYP)
3/4" CRUSHED STONE, 3" DEPTH GRADING LIMITS
TYPE G 6" CURB AND
GUTTER PER SDRSD G-02
DEPRESSED SIDEWALK PER
SDRSD G-07 AND G-09
TYPICAL DEPRESSED SIDEWALK DETAIL
SCALE: N.T.S.9
8.3% MAX
EXISTING EDGE
STRIPE
TYPE G CURB AND GUTTER
PER SDRSD G-02
EXISTING EDGE
OF PAYMENT
10'10'TRANSITION CURB
(TYP)
1'
6" MIN OF AGGREGATE BASE
1'
GBGB GB GB
A
A
6" CURB (TYP)
FULL DEPTH AC
PATCH PER SRF-13.
NTS
TRANSITION PANEL
3/4" CRUSHED STONE, 3"
DEPTH
5'
CL
DS1
ID
DS2
CURB "B" 25+75.00
CURB "B" 27+75.00
CENTERLINE OF
DEPRESSED SIDEWALK
DS3
CURB "B" 28+75.00DS4
CURB "B" 29+25.00DS5
CURB "B" 29+95.00DS6
CURB "B" 31+50.00
DEPRESSED SIDEWALK LOCATIONS
8 8
CURB "B" 26+75.00
DS7
1.5 %
M
A
X
1.5 %
M
A
X
2:1 MAX SLOPE
04/14/2026 C2 289 of 318
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X
X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X ◊
◊
◊
◊
◊
◊
◊
◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊
◊
◊
◊
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◊◊◊◊◊◊◊◊◊◊◊◊◊◊
X
X
X
X
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X
X
X
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX
X
X
X
X
X
X
X
S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S G
G
G
G
G
G
GGGGGG
G
G
G
G
G
G
G
G
G
G
G
G
G
G
14+00 15+00
16+00
8 SUNSET DRIVE
8 8 EX. WM 4
SUNSET DR. STA 15+50.45,
BEGIN SWK
MATCH FLUSH WITH EX. SWK
1.5 %1.5
%
FLUSHFLUSHFLUSH FLUSH1.5
%
1.5 %
1.5 %1.5
%
FLUSH ROW
ROW
4.0'5.0'5.0'5.0'5.0'
SUNSET DR. STA 15+04.08
END SWK
MATCH FLUSH WITH EX. SWK
SUNSET DR. STA 14+14.86,
END SWK
MATCH FLUSH WITH EX. SWK
SUNSET DR. STA 14+48.19,
BEGIN SWK
MATCH FLUSH WITH EX. SWK
SUNSET DR. STA 13+54.45,
BEGIN SWK
MATCH FLUSH WITH EX. SWK
16 16
WARNING! GAS LINE WARNING! GAS LINE3
4 " STL GAS1
1/2" STL GAS1
3 4" STL GAS1
24 1248 SUNSET DRIVE
APN 169-120-24-00
1258 SUNSET DRIVE
APN 169-120-23-00
V
V
FH
V
X X
X
X
X X X X X X X X X X X X X X X
X
X
XXXXXXXXXXXXXXXXXXXXXXXXXXX
X
X
X
X
X
XX
◊
◊◊
◊
◊
◊◊◊
◊
◊
◊
◊
◊
◊
◊
◊
◊
◊
◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊
XXXXXXX
X X X X X X X X X X X
X
X
X
◊
◊
◊
◊
◊
◊
◊
◊
◊
◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊
◊
◊
◊
◊
◊
◊
◊
◊
◊
◊
◊
◊
◊
◊
◊
◊
◊
◊
◊
◊
◊
◊
◊
◊
◊
◊
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W
W
W
W
W
W
W
W
17+00
18+00
19+00
EX. (4) WV
STA 10+90.80
PROP.DRIVEWAY ℄ PER SDRSD
G-14F, W=52.9'
4 SUNSET DRI
V
E
8 SUNSET DR. STA 17+44.22
END SWK
MATCH FLUSH WITH EX. SWK
FLUSH
1.5 %
ROW
5.0'
5.0'5.0'
5.0'
1.5 %
1.5 %
SUNSET DR. STA 17+96.42; 14.57 RT=
CURB "A" STA 10+00
BEG TYPE G CURB
JOIN TO EX. SIDEWALK
EX. PP 1
EX. FH 1
EX. WM 1
10+00.00
11+00.00
12+00.00
10+50.00
11+50.00
8 12 136
8 12 136
3.0'
1 11
EX. (4) MB15 20
ROW
EX. PP 1
AT NEAREST JOINT5
8 WARNING! GAS LINE
1 1" PE GAS1
1" PE GAS
1 1/2" PE GAS
1 WARNING! GAS LINE
WARNING! GAS LINE
1220 SUNSE
T
D
R
I
V
E
APN 169-10
1 -
0 4
-
0 0
1208 SUNSET
D
R
I
V
E
APN 169-101-
0 3
-
0 0
1214 SUNSET DRIVE
APN 169-101-02-00
1226 SUNSET DRIVE
APN 169-101-01-00
EX. W
1 FH
V
X
X X X X X X
X
X
X
S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S G
G
G
G
G
G
G
G G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W
W
W
W
W
W W
W
W
20+00
21+00 22+00
23+00
ST
A
1 2
+
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.
3 0
PR
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P
.
DR
I
V
E
W
A
Y
℄
PE
R
S
D
R
S
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1 4
A
,
W
=
3 7
.
5 '
SUNSET DRIVE
ROW ROW
5.0'
5.0'5.0'
16 EX. WM4
16 EX. (2) WM4
EX. (3) WM4
1.5 %
1.5 %
1.5 %
12+00.00
13+00.00
14+00.00
15+00.00
12+50.00
13+50.00 14+50.00
STA 13+84.69 BC
STA 14+94.51 PT
EX. PP16
1 2
3 ST
A
1 4
+
1 6
.
3 0
PR
O
P
.
DR
I
V
E
W
A
Y
℄
PE
R
S
D
R
S
D
G-
1 4
A
,
W
=
1 2
'
ST
A
1 4
+
5 4
.
9 5
PR
O
P
.
DR
I
V
E
W
A
Y
℄
PE
R
S
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1 4
A
,
W
=
1 2
'
ST
A
1 4
+
8 9
.
9 3
PR
O
P
.
DR
I
V
E
W
A
Y
℄
PE
R
S
D
R
S
D
G-
1 4
A
,
W
=
2 4
.
3 '
3.0'
3.0'
6 6 6
6 10 11
13 13
12 12
12 13
16 EX. PP
EX. MB1EX. SEWER CLEANOUT4
AT NEAREST JOINT55
WARNING! GAS LINE
WARNING! GAS LINE
WARNING! GAS LINE
1/2" PE GAS1
3/4" STL GAS1
3/4" STL GAS1
24 24
1174 SUNSET DRIVE
APN 169-101-06-00
1192 SUNSET DRIVE
APN 169-101-05-00
EX. W1
NO.DESCRIPTION CITY DATE
APPROVED CHANGES
VIDDATE
SHEET OF
APPROVED
DATERCEEXPIRESCITY ENGINEER
CITY of VISTA
DWG-4737
ENGINEER OF WORK RCE EXP.LIC.DATE DATE LD26-078
C
A
L
L
B E F O R E Y OU
D
IG
UNDERGROUND SERVICE ALERT
93853 9/24/2026
55075 6/30/2026 5
SUNSET DRIVE
SIDEWALK IMPROVEMENTS
BENCH MARK:
AERIAL SURVEY FEBRUARY 18, 2025, 1' CONTOUR INTERVAL. PHOTO SCALE 3.5CM 1 4
CONSTRUCTION NOTES
CONSTRUCT TYPE G CURB AND GUTTER PER SDRSD G-02
CONSTRUCT CONCRETE SIDEWALK PER SDRSD G-07 AND G-09
6 PROTECT IN PLACE
8 ADJUST TO GRADE
MA
T
C
H
L
I
N
E
1 (
S
E
E
C
E
N
T
E
R
T
H
I
S
S
H
E
E
T
)
MA
T
C
H
L
I
N
E
3 (
S
E
E
B
O
T
T
O
M
T
H
I
S
S
H
E
E
T
)
MA
T
C
H
L
I
N
E
4 (
S
E
E
T
O
P
N
E
X
T
S
H
E
E
T
)
MA
T
C
H
L
I
N
E
2 (
S
E
E
T
O
P
T
H
I
S
S
H
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E
T
)
MA
T
C
H
L
I
N
E
3 (
S
E
E
M
I
D
D
L
E
T
H
I
S
S
H
E
E
T
)
SEE DETAIL A BELOW
010 5 10 20 30
GRAPHIC SCALE: 1" = 10'
N
N
N
CONSTRUCT 5.5" PCC OVER 6" AB DRIVEWAY11
1' WIDE FULL DEPTH AC SLOT PATCH PER SRF-1312
13 15
16 RELOCATE EXISTING TRAFFIC SIGN ON NEW POST PER TRF-06 RELOCATE MAILBOX ON NEW POST PER COV STD SRF-04
2" AC MILL AND OVERLAY
20 PROTECT IN PLACE EX. UTILITY OBSTRUCTION. CONSTRUCT PER DETAIL ON SHEET 2.
IMPROVEMENT PLAN FOR:
3FURNISH AND INSTALL 3/4" CRUSHED ROCK, 3" DEEP24
04/14/2026 C2 290 of 318
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s
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X
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X
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X X
X
X
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X
X
X
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X
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X
X
X
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X
X
X
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X
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X
X
X
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X
X
X
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X X X X X X X X X X X X X X X X X X X X
X
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X X X
X
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X
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X
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X
X
X
X
X
X
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
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S
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S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S
S
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S
S
S
S
S
S
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W
W
W
W
W
W
W
CURB "A" STA
2 0
+
1 6
.
2 8
BEGIN TYPE G
C
U
R
B
BU
E
N
A
V
I
S
T
A
D
R
I
V
E
1146 SUNSET DRIVE
APN 169-101-09-00
ROW
ROW
RO
W
5.0'
5.0'
4.3'
SUNSET DRIVE
1.5 %
1.5 %
1.5 %
1.5 %
16+00.00
17+00.00
18+00.00
18 +
4 1
.
6 6
15+50.
0 0
16+50.00
17+50.00
STA 14+
9 4
.
5 1
P
T
STA 15+49.12 BC
STA 15+49.12 EC
STA 17+97.51 BC
CURB "A"
STA 18+41.66 EC
3 3
4 5
6 EX. PP 1
EX. PEDESTAL1
EX. TR SIGN 1
ST
A
1 6
+
3 6
.
9 0
PR
O
P
.
DR
I
V
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W
A
Y
℄
PE
R
S
D
R
S
D
G-
1 4
A
,
W
=
1 3
.
4 '
ST
A
1 7
+
2 6
.
9 3
PR
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P
.
DR
I
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W
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℄
PE
R
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1 4
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,
W
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ST
A
1 8
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1 9
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3.0 '
3.0'
6 6
11 11
13 12
13 12
12 13
20 15 22
17 5
5AT NEAREST JOINT
AT NEAREST JOINT
23 8
8 WARNING! GAS LINE
3/4" STL GAS1
2" STL GAS 1
WARNING! GAS LINE1166 SUNSET DRIVE
APN 169-101-08-00
1162 SUNSET DRIVE
APN 169-101-07-00
EX. W1
V
1130 SUNSET DRIVE
APN 169-100-11-00
CURB "A" STA 1+00
BEGIN TYPE F AC DIKE
CURB "A" STA 20+16.28
BCR
BEGIN TYPE G CURB STA 1+05.78
PROP.DRIVEWAY ℄ PER
SDRSD G-14G MODIFIED,
W=11.6'
4.0'
7 116
13 5
STA 18+41.66 E
C
12 19
7 FH
V
s
X
X
X
X
X
X
X
X X X X X X X X X X X X X X X X X X X X X X
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W W
W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W
W
W
S
S
S
S
S
S
S
S
S
S
S
S
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S
S
S
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S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S G
G
G
G
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G
G
G
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G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
(443)
(44
0 )
(439)
(44
1 )
(44
2 )
(443)
(443
)
(443)
(44
2 )
SUNSET DRIVEST
A
2 3
+
9 4
.
9 6
PR
O
P
.
D
R
I
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E
W
A
Y
℄
PE
R
SD
R
S
D
G
-
1 4
A
,
W
=
3 0
.
5 '
1.5 %
1.5 %
1.5 %
1.5 %
30+00
31+00
32+00
ST
A
2 4
+
9 3
.
1 9
PR
O
P
.
D
R
I
V
E
W
A
Y
℄
PE
R
SD
R
S
D
G
-
1 4
A
,
W
=
1 3
.
5 '
ST
A
2 5
+
4 9
.
4 9
PR
O
P
.
D
R
I
V
E
W
A
Y
℄
PE
R
SD
R
S
D
G
-
1 4
F
,
W
=
1 5
.
9 '
1.5 %
1.5 %
1084 SUNSET DRIVE
APN 169-100-09-00
1074 SUNSET DRIVE
APN 169-100-40-00
1068 SUNSET DRIVE
APN 169-100-04-00
CL CL
1104 SUNSET DRIVE
APN 169-100-08-00
XXXX
EX. WM
EX. PP
5.0 '
5.0 '5.0
'
5.0 '
5.0 '
3.0 '
3.0 '
4'
4.0 '
4.0 '
13 6
8 8
13 12
12 12
12 13
8 6
6 10 10
11 6
21 4
1 1 EA 15
1 EA15
1 EA 15
EX. PP 16
STA 25+60.77 EC
STA 23+77.70 BC
20 24+00.00
25+00.00
26+00.00
23+50.00
24+50.00
25+50.00
26+50.00
8 1.5
%
1.5 %
EX. FH1
24 DS1
5 5
5 5 AT NEAREST JOINT
10 11
12 WARNING! GAS LINE
WARNING! GAS LINE
3/4" STL GAS 1
3/4" STL GAS1
WARNING! GAS LINE
3/4" STL GAS 1
EX. CLF 3
EX. 8" AC W (D-773)1
V
V
V
V
V
HPV6
428.60
X X X X X X X X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
XXX
X
X
◊
◊
◊
◊
◊
◊
◊
◊
◊
◊
◊
◊
◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊◊
◊
◊
◊
◊
◊
◊
◊
◊
X
X
X
X
X
X
X
◊
◊
◊
◊
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◊
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◊
◊
◊
◊
FH
W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W
W
W
W
W
W
W
W
W
W
W
W
W
W
S
S
S S S S
S S S
S S S S
S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S SS S
S
S
S
S
S
S
S
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
W
W
1130 SUNSET DRIVE
APN 169-100-11-00
SUNSET DRIVE
1.5 %
1.5 %
1.5 %
1.5 %
1.5 %1.5
%
1.5 %1.5
%
1.5 %
ST
A
2 1
+
1 4
.
1 9
PR
O
P
.
D
R
I
V
E
W
A
Y
℄
PE
R
SD
R
S
D
G
-
1 4
F
,
W
=
1 3
.
7 '
27+00 28+00 29+00
ST
A
2 1
+
6 8
.
6 1
PR
O
P
.
D
R
I
V
E
W
A
Y
℄
PE
R
SD
R
S
D
G
-
1 4
A
,
W
=
2 8
.
9 '
ST
A
2 2
+
6 5
.
8 2
PR
O
P
.
D
R
I
V
E
W
A
Y
℄
PE
R
SD
R
S
D
G
-
1 4
A
,
W
=
1 4
.
2 '
ST
A
2 3
+
0 1
.
0 2
PR
O
P
.
D
R
I
V
E
W
A
Y
℄
PE
R
SD
R
S
D
G
-
1 4
F
,
W
=
1 2
'
ST
A
2 0
+
3 7
.
7 1
'
PR
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P
.
T
Y
P
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A
C
U
R
B
R
A
M
P
℄
PE
R
S
D
R
S
D
G
-
2 7
A
1112 SUNSET DRIVE
APN 169-100-41-00
1108 SUNSET DRIVE
APN 169-100-42-00
1104 SUNSET DRIVE
APN 169-100-08-00
CURB "A" STA 20+59.13 ECR
=STA 26+77.45, RT 12.4'
SUNSET DRIVE STA 26+41.10 CENTERLINE =
BUENA VISTA DRIVE STA 1+00.00 CENTERLINE=
CURB "A" STA 1+38.54; LT 26.577
N 2010357.9820
E 6256149.2220
PL
CL
CL
BU
E
N
A
V
I
S
T
A
D
R
I
V
E
PL
1 EA
1 EA
1 EA
EX. WM
EX. WM
EX. WM
EX. (3) WV
1112 SUNSET DRIVE
APN 169-100-41-00
EX. LANDSCAPING
EX. PP
1 EA
1 EA
5.0 '5.0
'
5.0 '
5.0 '
5.0 '
3.0 '
3.0 '
3.0 '
3.0 '
3.0 '
4.0 '
4.0 '
13 8 8 8
8 6 6 6 6
16 15
13 15
15 6
13 4
4 1
4 12
12 12
10 10
10217
1 1
1 EX. BLOCK WALL1
EX. 8" W1
EX. FH16
STA 22+78.69 PI
20 21+00.00
22+00.00
23+00.00
20+50.
0 0
21+50.00
22+50.00
5 5 5
5 13
12 PL
PL
PL
8 9
WARNING! GAS LINE
3/4" STL GAS1
WARNING! GAS LINE
3/4" STL GAS1
EX. 8" AC W (D-773)1
NO.DESCRIPTION CITY DATE
APPROVED CHANGES
VIDDATE
SHEET OF
APPROVED
DATERCEEXPIRESCITY ENGINEER
CITY of VISTA
DWG-4737
ENGINEER OF WORK RCE EXP.LIC.DATE DATE LD26-078
C
A
L
L
B E F O R E Y OU
D
IG
UNDERGROUND SERVICE ALERT
93853 9/24/2026
55075 6/30/2026 5
SUNSET DRIVE
SIDEWALK IMPROVEMENTS
BENCH MARK:
AERIAL SURVEY FEBRUARY 18, 2025, 1' CONTOUR INTERVAL. PHOTO SCALE 3.5CM 1 2
3 4
CONSTRUCTION NOTES
CONSTRUCT TYPE G CURB AND GUTTER PER SDRSD G-02
5 CONSTRUCT CONCRETE SIDEWALK PER SDRSD G-07 AND G-09
REMOVE AND DISPOSE
REMOVE AND RELOCATE
6 7
PROTECT IN PLACE
CONSTRUCT DEPRESSED SIDEWALK PER DETAIL ON SHEET 2
CONSTRUCT 4" AC OVER 6" AB DRIVEWAY
8 ADJUST TO GRADE
9 10
CONSTRUCT TYPE F MOUNTABLE AC DIKE PER SDRSD G-05
MA
T
C
H
L
I
N
E
5 (
S
E
E
C
E
N
T
E
R
T
H
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S
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T
)
MA
T
C
H
L
I
N
E
6 (
S
E
E
B
O
T
T
O
M
T
H
I
S
S
H
E
E
T
)
MA
T
C
H
L
I
N
E
7 (
S
E
E
T
O
P
N
E
X
T
S
H
E
E
T
)
MA
T
C
H
L
I
N
E
5 (
S
E
E
T
O
P
T
H
I
S
S
H
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E
T
)
MA
T
C
H
L
I
N
E
6 (
S
E
E
M
I
D
D
L
E
T
H
I
S
S
H
E
E
T
)
SEE DETAIL A BELOW
DETAIL A
010 5 10 20 30
GRAPHIC SCALE: 1" = 10'
N
N
N
SAWCUT
CONSTRUCT 5.5" PCC OVER 6" AB DRIVEWAY11
1' WIDE FULL DEPTH AC SLOT PATCH PER SRF-1312
13 15
16 RELOCATE EXISTING INLET. FURNISH AND INSTALL 2" PVC PIPES, FITTINGS AND CONNECTIONS. 17 RELOCATE EXISTING TRAFFIC SIGN ON NEW POST PER TRF-06 RELOCATE MAILBOX ON NEW POST PER COV STD SRF-04
18 19
2" AC MILL AND OVERLAY
RECONSTRUCT SPEED BUMP PER TRF-02
20 PROTECT IN PLACE EX. UTILITY OBSTRUCTION. CONSTRUCT PER DETAIL ON SHEET 2. 21 CONSTRUCT MODIFIED ROLLED CURB TRANSITION PER SDRSD G-04B, MODIFIED TO AC DOCUMENT EXISTING TRAFFIC STRIPING AND REPLACE IN KIND.
MA
T
C
H
L
I
N
E
4 (
S
E
E
P
R
E
V
I
O
U
S
S
H
E
E
T
)
IMPROVEMENT PLAN FOR:
CONSTRUCT RETAINING WALL AND SIDEWALK PER SRF-1622
CONSTRUCT AC TRANSITION PER DETAIL SHEET 223
INSTALL 3/4" CRUSHED ROCK, 3" DEEP24 4
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XXXXXXXXXXX
X
X
X
X
X
X
X
X
XXX
X
X
X
X
X
X
X
X
W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W
W
W
W
W
W
SD
SD
S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S G
G
G
G
G
G
G
G
G
G G
G
G
G
G
G
G
G
G
G G
G
G
G
G
G
G
G
G
G
(443)(443)
(442)
(441
)
(441)
(442)
(442)(442)(443)
SUNSET DRIVE
ST
A
2 7
+
3 7
.
1 0
PR
O
P
.
DR
I
V
E
W
A
Y
℄
PE
R
SD
R
S
D
G
-
1 4
A
,
W
=
1 7
.
0 '
1.5 %
1.5 %
1.5 %
33+00 34+00 35+00ST
A
2 8
+
3 6
.
6 0
PR
O
P
.
DR
I
V
E
W
A
Y
℄
PE
R
SD
R
S
D
G
-
1 4
A
,
W
=
1 7
.
0 '
1.5 %
1.5 %
1.5 %
1.5 %
ST
A
2 8
+
9 9
.
9 7
PR
O
P
.
DR
I
V
E
W
A
Y
℄
PE
R
SD
R
S
D
G
-
1 4
A
,
W
=
1 2
.
0 '
ST
A
2 9
+
6 9
.
3 4
PR
O
P
.
DR
I
V
E
W
A
Y
℄
PE
R
SD
R
S
D
G
-
1 4
A
,
W
=
1 5
.
5 '
1056 SUNSET DRIVE
APN 169-100-49-00 1052 SUNSET DRIVE
APN 169-100-48-00
1048 SUNSET DRIVE
APN 169-100-38-00
1044 SUNSET DRIVE
APN 169-100-37-00
CL CL
EX. WM
EX. PP EX. PP
SDSDSDSDSD
SD
SDSDSD
5.0 '
3.0 '
4.0 '
3.0 '
3.0 '
5.0 '
5.0 '
5.0 '
4.0 '
4.0 '
8 11
4 1 1
10 10
3 10
6 6 6
13 12
13 12
13 12
13 12
10EX. WM1
27+00.00 28+00.00 29+00.0026+50.00 27+50.00 28+50.00 29+50.00 ST
A
2 8
+
1 6
.
6 1
PR
O
P
.
DR
I
V
E
W
A
Y
℄
PE
R
SD
R
S
D
G
-
1 4
A
,
W
=
1 2
.
0 '
EX. INLET
3EX. 2" PVCRW
RW RW
1.5 %
8 8
4 EA15
PVT SD INLET3INSTALL 2" PVC (46 LF)3
DS2 DS3
DS4
DS5
1.5 %
5 5 5
5 12
AT NEAREST JOINT
WARNING! GAS LINE
3/4" STL GAS 1
WARNING! GAS LINE
3/4" STL GAS 1
2EX. TREE
2EX. TREE
EX. ELEC PB4
EX. (2) WV 4
EX. 8" AC W (D-773)1
X
X
X
X
X X X X X X X X X X X X X X X X X X X X
X
X
X
W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W
W
W
S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S
W W W W W W W W W W W W W W W W W W W W W W W W
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
(44
5 )
(444)
(442)
(443)
(44
4 )
(444)
(44
4 )
(445)
(443)
(444
)
SUNSET DRIVE
1.5 %
1.5 %
1.5 %
1.5 %
1.5 %
36+00 37+00 38+00
39+00
1.5 %
1.5 %
1.5 %
1.5 %
ST
A
3 0
+
2 3
.
6 2
PR
O
P
.
D
R
I
V
E
W
A
Y
℄
PE
R
SD
R
S
D
G
-
1 4
A
,
W
=
1 3
.
9 '
ST
A
3 0
+
7 3
.
0 8
PR
O
P
.
DR
I
V
E
W
A
Y
℄
PE
R
SD
R
S
D
G
-
1 4
A
,
W
=
2 3
.
5 '
ST
A
3 1
+
0 6
.
1 1
PR
O
P
.
DR
I
V
E
W
A
Y
℄
PE
R
SD
R
S
D
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-
1 4
A
,
W
=
1 2
.
0 '
ST
A
3 1
+
7 5
.
3 8
PR
O
P
.
DR
I
V
E
W
A
Y
℄
PE
R
SD
R
S
D
G
-
1 4
A
,
W
=
1 5
.
8 '
1022 SUNSET DRIVE
APN 169-100-46-00
1020 SUNSET DRIVE
APN 169-100-47-00
1018 SUNSET DRIVE
APN 169-100-45-00
1010 SUNSET DRIVE
APN 169-100-44-00 960 SUNSET DRIVE
APN 183-012-45-00
CL
CL
H=2'
5.0 '
4'
5.0 '
3.0 '
3.0 '
3.0 '
3.0 '
5.0 '
5.0 '
3'
4.0 '
4.0 '
4.0 '
10 10 10 10
6 6 6 6 6
13 12
13 12
12 14
16 16
21 STA 31+90.30 EC
STA 31+87.78 BC
STA 32+25.76
END CURB
30+00.00 31+00.00
32+00.00
32+25.76
30+50.00 31+50.00
RW RW RW
20 8
8 8
5.0 '
153 EA
24 DS6 DS7
5 5 5 5 5
12 14
13 WARNING! GAS LINE
3/4" STL GAS 1
3/4" STL GAS 1
WARNING! GAS LINE
RW
EX. 8" AC W (D-773)1
NO.DESCRIPTION CITY DATE
APPROVED CHANGES
VIDDATE
SHEET OF
APPROVED
DATERCEEXPIRESCITY ENGINEER
CITY of VISTA
DWG-4737
ENGINEER OF WORK RCE EXP.LIC.DATE DATE LD26-078
C
A
L
L
B E F O R E Y OU
D
IG
UNDERGROUND SERVICE ALERT
93853 9/24/2026
55075 6/30/2026 5
SUNSET DRIVE
SIDEWALK IMPROVEMENTS
BENCH MARK:
AERIAL SURVEY FEBRUARY 18, 2025, 1' CONTOUR INTERVAL. PHOTO SCALE 3.5CM 1 CONSTRUCTION NOTES
CONSTRUCT TYPE G CURB AND GUTTER PER SDRSD G-02
5 CONSTRUCT CONCRETE SIDEWALK PER SDRSD G-07 AND G-09
6 PROTECT IN PLACE
CONSTRUCT 4" AC OVER 6" AB DRIVEWAY
8 10
MA
T
C
H
L
I
N
E
8 (
S
E
E
C
E
N
T
E
R
T
H
I
S
S
H
E
E
T
)
MA
T
C
H
L
I
N
E
(
S
E
E
T
O
P
T
H
I
S
S
H
E
E
T
)
010 5 10 20 30
GRAPHIC SCALE: 1" = 10'
N
N
SAWCUT
CONSTRUCT 5.5" PCC OVER 6" AB DRIVEWAY11
1' WIDE FULL DEPTH AC SLOT PATCH PER SRF-1312
13 15
16 17
RELOCATE EXISTING TRAFFIC SIGN ON NEW POST PER TRF-06
RELOCATE MAILBOX ON NEW POST PER COV STD SRF-04
2" AC MILL AND OVERLAY
RECONSTRUCT SPEED BUMP PER TRF-02
20 PROTECT IN PLACE EX. UTILITY OBSTRUCTION. CONSTRUCT PER DETAIL ON SHEET 2. 21 DOCUMENT EXISTING TRAFFIC STRIPING AND REPLACE IN KIND.
MA
T
C
H
L
I
N
E
7 (
S
E
E
T
O
P
P
R
E
V
I
O
U
S
S
H
E
E
T
)
IMPROVEMENT PLAN FOR:
CONSTRUCT RETAINING WALL AND SIDEWALK PER SRF-1614
CONSTRUCT AC TRANSITION PER DETAIL SHEET 223
CONSTRUCT NO. 1 COARSE AGGREGATE, 6" DEPTH24
5 18 RELOCATE EXISTING INLET. FURNISH AND INSTALL 2" PVC PIPES, FITTINGS AND CONNECTIONS.
ID
1 2
3 LENGTH BEARING/DELTA RADIUS
400.0'
CURB "A" DATA TABLE
30.0'
4 5
6 1300.0'
ID LENGTH BEARING/DELTA RADIUS
CURB "B" DATA TABLE
16.28'
8 9
10 42.86'
219.55'
99.02'
30.0'
11 12
13 183.07'
627.01'
2.53'
600.0'
10.0'
7 35.46'
N12° 13' 44.71"W
N41° 24' 43.72"E
N82° 20' 14.64"E
N82° 08' 34.95"E
N73° 24' 08.41"E
N64° 39' 41.87"E
N71° 53' 43.43"E
N79° 07' 44.99"E
384.70'
109.82'
54.61'
159.70'
88.69'
44.16'
N77° 17' 08.35"E
N74° 51' 56.39"E
N72° 26' 44.43"E
N83° 52' 59.91"E
S84° 40' 44.61"E
S42° 30' 42.37"E
14 3
4 REMOVE AND RELOCATE
ADJUST TO GRADE
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Line
Item Description Quantity
Unit of
Measure Unit Cost Total
1 Mobilization, Demobilization, bonds & insurance. (5% maximum of Total Base Bid)1 LS $36,000.00 $36,000.00 2 Project Information Sign 2 EA $1,150.00 $2,300.00
3 Public Notification per Supplementary General Provisions, Section 7-12.2 1 LS $3,350.00 $3,350.00 4 Storm Water Pollution Prevention and Erosion Control 1 LS $8,400.00 $8,400.00 5 Traffic Control and Construction Staging for all work 1 LS $81,500.00 $81,500.00 6 Utility Coordination and Potholing 1 LS $8,500.00 $8,500.00 7 Unforseen Field Conditions (stipulated amount) 1 EA $15,000.00 $15,000.00 8 Record Drawing (“As-Built”) Plans (stipulated amount) 1 EA $1,500.00 $1,500.00 9 4’ wide 2-inch-deep Cold Mill 8057 SF $1.50 $12,085.50 10 Remove and dispose existing vegetation, roots, shrubs, traffic signs, concrete, asphalt, AC roadway, driveways, curbs, private property encroachments, and other existing improvements conflicting with new improvements 1 LS $73,000.00 $73,000.00 11 Tree Removal 2 EA $2,325.00 $4,650.00
12 Adjust VID Water Valve Cover to Finish Grade (stipulated amount) 6 EA $150.00 $900.00 13 Adjust VID Water Meter Cover to Finish Grade 10 EA $885.00 $8,850.00 14 Adjust Private Sewer Cleanout to Finish Grade 1 EA $885.00 $885.00 15 Adjust SDGE pull box to Finish Grade 1 EA $1,380.00 $1,380.00 16 Relocate, Reconstruct, Rotate or Replace existing mailbox and post per City of Vista Standard Drawing SRF-04 including reflective address numbers in front and side of mailbox (2” minimum)25 EA $405.00 $10,125.00
17 Relocate chain link fence 1 LS $5,500.00 $5,500.00
18 Relocate private storm drain inlet (includes PVC pipes, fittings, connections)1 LS $5,000.00 $5,000.00 19 Unclassified excavation 1 LS $35,000.00 $35,000.00
20 Asphalt Concrete Pavement (includes 4’ wide 2” AC overlay, speed humps restoration, AC slot patch, use 155 lbs./ft3 for estimating quantities)151 TN $178.00 $26,878.00 21 '6” Type ‘G’ curb and gutter per SDRSD No. G-2 with 6" of aggregate base 2052 LF $46.50 $95,418.00 22 PCC Sidewalk per SDRSD No. G-7 with 6" of aggregate base 11845 SF $10.50 $124,372.50 23 PCC Driveway Entrance per SDRSD No. G-14A with 6" aggregate base 20 EA $2,750.00 $55,000.00 24 PCC Driveway Entrance per SDRSD No. G-14D with 6" aggregate base 1 EA $4,000.00 $4,000.00 25 PCC Driveway Entrance per SDRSD No. G-14F with 6" aggregate base 2 EA $4,125.00 $8,250.00 26 AC Driveway Entrance per SDRSD No. G-14G (modified per Detail A on plans) with 6" aggregate base 1 EA $5,400.00 $5,400.00
27 PCC curb ramp with grey detectable warning surface per G-27A Type A on 6” aggregate base 2 EA $8,000.00 $16,000.00
28 4” AC Driveway transition with 6” of aggregate base 832 SF $10.50 $8,736.00 29 5.5” PCC Driveway transition with 6” of aggregate base 396 SF $19.50 $7,722.00 30 AC Sidewalk Transition per detail on sheet 2 1 EA $3,775.00 $3,775.00 31 3/4"-inch Crushed Stone (3"' deep)3.3 TN $325.00 $1,072.50 32 Concrete Retaining Wall (H=3') and Sidewalk (W=4.33') per SRF-16 with 6" of aggregate base 58 LF $550.00 $31,900.00
33 Type A Gravity Wall (H=2') per SDRSD C-9 23 SF $370.00 $8,510.00 34 Geogrid Fabric for Poor Soil Conditions 50 SF $60.00 $3,000.00 35 Final Signing and Striping (includes traffic signs and posts)1 LS $8,200.00 $8,200.00 Total $722,159.50
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