Vista City Council
August 26, 2025

208
 Optical Fiber Nominal Outside Diameter: 0.05 inch.
 Tensile Strength: Less than a 0.2 dB change, based upon a 22 lb. load without adhesive.  Temperature Cycling: Less than a 0.2 dB change, based upon -40F to +176F, 100 cycles.  Humidity: Less than 0.2 dB change, 140F at 95% relative humidity for 500 hours.  Durability: Less than 0.2 dB change per 1000 insertions, cleaned every 25th insertion.  Undercut/protrusion ±50 nm.
 Apex offset less than 1.97 inch.

Connectorized fibers shall be clearly labeled using a labeling convention approved by the Engineer.

The Contractor is responsible for ensuring that existing cable and wiring is reconnected exactly as found and is left fully functional after new cables are installed. The Contractor shall conduct tests, in the presence of the Engineer, to record the operational condition of existing wires and cables prior to removal if it is suspected that such wires or cables are not currently fully functional.

701-17.4.5.2 Splicing.

Add the following paragraphs:

All permanent fiber optic cable splices shall be the fusion type and shall not exceed 0.15 dB loss per splice.

Splices shall be made in pull boxes, splice boxes, or housed in standard cabinets.

Splicing of fiber optic cable shall not be permitted except in emergency conditions.

The field splices shall connect the fibers of two (2) or more fiber optic cable lengths together as indicated on the conductor schedules. These splices shall be placed in a splice tray and these splice tray(s) shall then be placed in the splice enclosure.

The termination splices shall connect the fiber optic cable span ends with pigtails. The termination splices shall be placed in a splice tray. The individual fibers shall be looped one (1) full turn within the splice tray to avoid micro bending. A two-inch (2”) (50.8 mm) minimum bend radius shall be maintained during installation and after final assembly in the optical fiber splice tray. Each bare fiber shall be individually restrained in a splice tray. The optic fibers in buffer tubes and the placement of the bare optical fibers in the splice tray shall be such that there is no discernible tensile force on the optical fiber.

701-17.4.5.2.1 Splice Enclosures.

Add the following new subsection:

701-17.4.5.2.1 Splice Enclosures. The fiber optic field splices shall be enclosed in splice closures, which shall be waterproof, rodent proof and re-enterable. The enclosures shall have sufficient capacity 08/26/2025
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to splice the maximum number of fibers specified on the conductor schedule for each location plus an additional twenty (20%) percent spare capacity.

The splice enclosure shall be complete with splice organizer trays, brackets, plugs, clips, cable ties, seals and sealants as needed. The splice enclosure shall be suitable for pull box installation, as specified. The splice enclosure shall contain splice organizer trays.

A splice enclosure shall be provided at all locations identified on Plans. If the Contractor requires additional splice enclosures to support the pulling plan, these enclosures shall be provided and installed at no additional cost to the City.

701-17.5 Signal Heads.
701-17.5.6 Payment.

Replace this subsection with the following:

701-17.5.6 Payment. Payment for signal heads shall be considered as included in the Contract Unit Price or lump sum price in the Bid for the work that required signal heads.

701-17.6 Detectors.
701-17.6.3 Inductive Loop Detectors.
701-17.6.3.1 General.

Add the following paragraphs to this subsection:

The Contractor shall mark out and document all lo cations of existing loop detectors, advanced loops, and home runs, before they are taken out of service, so that the existing loops can be replaced in-place. The mark-outs and documentation shall be approved by the inspector before work that disturbs the loops begins. The Contractor shall coordinate with the Inspector to confirm that all loops are working prior to being taken out of service.

New loops shall be installed in the new pavement surface course. Bicycle-sensitive detector loops shall be installed where shown on the Plans, or as specified. After the pavement work is completed, the Contractor shall return the detector loops to full operation.

701-17.6.6 Payment.

Replace this subsection with the following:

701-17.6.6 Payment. Payment for constructing each vehicle detectors shall be at the Contract Unit Price or lump sum price in the Bid for each type of detector. If no bid item is included, payment for the work shall be considered included in the related items of work that require vehicle detectors, and no additional compensation will be allowed.

701-17.7 Pedestrian Signals.
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701-17.7.5 Payment.

Replace this subsection with the following:

Payment for all work related to pedestrian push buttons on traffic signals shall be at the Contract Unit Price or lump sum price in the Bid, complete in place and fully functional. If no bid item is included, payment for the work shall be considered included in the related items of work that require vehicle detectors, and no additional compensation will be allowed.

701-17.8 Closed-Circuit Televisi on (CCTV) Monitoring System. 701-17.8.1 General.

Add the following new subsection:

701-17.8.1 General. The contractor shall provide a new closed circuit-television (CCTV) monitoring system to be installed at the intersection with the traffic signals. The CCTV system shall include, but not be limited to, a remote-control dome camera installed on one of the traffic signal poles; camera mount with transformer; a pole mount adapter; conduits and appropriate cabling from the signal pole to the traffic signal controller; fiber optic splicing in the nearest vault or pull box to connect the trunk fiber optic cable to the CCTV camera modem located in the traffic signal cabinet; all fiber optic splicing necessary inside the traffic signal cabinet; modems at the traffic signal cabinet and in the Civic Center; all fiber optic splicing necessary within the Civic Center premises; power wires; coaxial cables; all wiring, cabling, pigtails and connections necessary in the traffic signal cabinet and in the Civic Center; all necessary programming of equipment; and all other necessary ancillary equipment to make the system fully functional and operational.

The work and material quantities shown in the Pl ans and specifications are approximate only. It is the responsibility of the Contractor to coordinate with the manufacturer and to determine, provide, and install the actual amount of conduit, wiring, p ull boxes, and all other necessary materials, and to determine and perform the actual amount of trenching, coring, and all other necessary work required to provide a complete and fully functional CCTV monitoring system at no additional cost to the Agency.

The Scope of this work includes all labor, materials, equipment, supplies, tools, fiber optic splicing (as described above), and installation in acco rdance with the manufacturer’s installation specifications, including all ancillary equipment and accessories as required for a complete and fully functional CCTV monitoring system, acceptable to the Engineer.

The Contractor shall provide cameras and other equipment, as shown on the Plans, as specified herein, and as described in the City of Vista Guidelines for the Preparation of Traffic Signal Design Plans, to maintain compatibility with other existing City installations. The remote-control dome camera, the modems, and all other ancillary equipment shall be warranted to be free of defects in material and workmanship for a minimum period of one (1) year from the date of shipment from the supplier’s facility. During the warranty period, the supplier shall repair with new or refurbished materials, or replace at no charge, any product containing a warranty.

Power cables shall be terminated in the controller cabinet. A separate circuit breaker independent of the other devices in the cabinet shall be provided. If there is an available 15A breaker in the cabinet 08/26/2025
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for auxiliary devices, it may be used. Otherwise, provide a new circuit breaker in the cabinet at an accessible location.

At project close-out, the Contractor shall provide the Engineer with one (1) copy of complete manufacturer’s installation and maintenance instructions. Final Project close out will occur when the Engineer is fully satisfied with the work performed and all other incidental work required as part of this Contract to produce a complete and fully functional CCTV monitoring system.

701-17.8.2 Payment.

Add the following new subsection:

701-17.8.2 Payment. Payment for CCTV monitoring system shall be included in the Contract Unit Price or lump sum price in the Bid, and shall constitute full compensation for all materials, labor, equipment, tools, design engineering and shop draw ing preparation, obtaining and installing Agency- supplied materials and equipment (if any), supplying and installing all other materials and equipment needed for a complete installation, providing tempor ary facilities to maintain operation of existing equipment, supplying and installing conduit and conductors, sawcutting, trenching, backfilling, finish grading, removals, disposals, supplying and installing pull boxes, relocating or adjusting pull boxes to grade, replacing any pull boxes that are disturbed by construction, fiber optic splicing and testing, all wiring and cabling, making connections to electrical services and communication systems, energizing and testing, and all other work an d incidentals necessary to properly construct a complete and fully functional and operational CCTV monitoring system, as shown on the Plans and as described herein.

701-17.9 Payment.

Add the following new subsection:

701-17.9 Payment. Payment for electrical and Traffic Signal System(s) installations or modifications shall be at the Contract Unit Price or the lump sum price in the Bid and shall constitute full compensation for all materials, labor, equipm ent, tools, design engineering and shop drawing preparation, coordination with SDG&E, obtaining a City of Vista Electrical Permit, obtaining and installing Agency-supplied materials and equipment, supplying all other materials needed for a complete installation, salvaging existing traffic signal poles and equipment, saw-cutting, clearing and grubbing, earthwork, trenching and boring, foundation work, backfilling and fine grading, supplying and installing conduit and conductors, supplying and installing pull boxes, relocating or adjusting pull boxes and signal poles to grade, replacing any pull boxes that are disturbed by construction, splicing and testing, making connections to electrical services and communication systems, grouting bases of signal poles, providing new traffic detector loops, supplying and inst alling all other materials needed for a complete installation, energizing and testing, and all other work and incidentals necessary to properly construct a complete and fully functional electrical and traffic signal system, as shown on the Plans and as described herein and n o a d d i t i o n a l c o m p e n s a t i o n w i l l b e a l l o w e d . I f n o b i d i t e m i s included, payment for the work shall be considered included in the related items of work, and no additional compensation will be allowed.

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No payment shall be made for incidental repairs needed to improve surfaces or landscaping required for the construction and installation of th ese systems. Costs for any such efforts shall be included in the cost of related items themselves listed within the bid items.

701-18 TESTING.

701-18.1 General.
701-18.1.1 Fiber Optic Cable Testing – General.

Add the following new subsection:

701-18.1.1 Fiber Optic Cable Testing – General. Testing shall follow Caltrans procedure in fiber optic testing and the Contractor shall provide and complete the “Link Loss Budget Work Sheet.”

Testing shall include the tests on elements of the passive fiber optic components:

(1) at the factory,
(2) after delivery to the project site but prior to installation, (3) after installation but prior to connection to any other portion of the system, and (4) during the final system testing.

The active components shall be tested after installation. The Contractor shall provide all personnel, equipment, instrumentation and materials necessary to perform all testing. The Engineer shall be notified in writing a minimum of two (2) Working Days prior to all field tests. The notification shall include the exact location of the system to be tested.

Documentation of all test results shall be provided to the Engineer for approval within two (2) Working Days after the test involved. The Contract ors attention is directed to Record Drawings (“As- Builts”) elsewhere in these special provisions, regarding the requirements for recording test results.

Attenuation tests shall be performed with an OTDR capable of recording and displaying anomalies of point zero two (0.2) dB as a minimum. Single mode fibers (SM) shall be tested at 1310 nm and 1550 nm. The OTDR shall have a printer capable of producing a verifying test trace with fiber identification as shown in the “Link Loss Budget Work Sheet”, numerical loss values, the date and the operator’s name
Prior to arrival of the cable, the Contractor shall provide detailed test procedures for all field testing to the Engineer. The procedures shall include the tests involved and how the tests are to be conducted.

These test plans shall be subject to the approval of the Engineer.

701-18.1.2 Factory Testing.

Add the following new subsection:

701-18.1.2 Factory Testing. Verification of the fiber specifications as listed in the Fiber Characteristics Table shall be supplied by the Manufacturer with the appropriate documentation. After cabling, before shipment but while on the shipping reel, one hundred percent (100%) of all fibers shall be tested for attenuation. Copies of the results shall be (1) maintained on file at the Contractor’s, 08/26/2025
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Manufacturer’s and Owner’s place of business with a file identification number for a minimum of ten (10) years, (2) attached to the cable reel in a waterproof pouch, and (3) submitted to the Contractor and to the Engineer prior to the delivery of the cable to the jobsite.

701-18.1.3 Arrival on Site.

Add the following new subsection:

701-18.1.3 Arrival on Site. The cable and reel shall be physically inspected by the Contractor on delivery and one hundred percent (100%) of the fibe rs shall be tested with the OTDR for attenuation to confirm that the cable meets requirements. Test results shall be recorded, dated, compared and filed with the copy results shall be recorded, date d, compared and filed with the copy accompanying the shipping reel in a weather proof envelope. Attenuation deviations from the shipping records greater than five percent (5%) shall be brought to the attention of the Engineer in writing. The cable shall not be installed until completion of this test sequence and written approval by the Engineer is received. Copies of traces and test results shall be submitted to the Engineer. If the OTDR test results are unsatisfactory, the reel of fiber optic cable shall be considered unacceptable and all records corresponding to that reel of cable shall be marked accordingly. The unsatisfactory reels of cable shall be replaced with new reels of cable at the Contractor’s expense. The new reels of cable shall then be tested to demonstrate acceptability. Copies of the test results shall be submitted to the Engineer for approval.

701-18.1.4 After Cable Installation Testing.

Add the following new subsection:

701-18.1.4 After Cable Installation Testing. After the fiber optic cable has been pulled but before breakout and termination, one hundred (100%) percent of all the fibers shall be tested with the OTDR for attenuation. Test results shall be recorded, dated, compared and filed with the previous copies of these tests. Copies of traces and test results sha ll be submitted to the Engineer for approval. If the OTDR test results are unsatisfactory, the fiber optic cable segment will be unacceptable. The unsatisfactory segment of cable shall be replaced with a new segment, without additional splices, at the Contractor’s expense. The new segment of cable shall then be tested to demonstrate acceptability.

Copies of the test results shall be submitted to the Engineer for approval.

701-18.1.5 Testing Outdoor Splices.

Add the following new subsection:

701-18.1.5 Testing Outdoor Splices. At the conclusion of all outdoor splices at one (1) location, and before they are enclosed and sealed, all splices shall be tested with the OTDR, in both directions.

Splice segments shall be tested at 1310 nm and at 1550 nm. Individual fusion splice losses shall not exceed 0.2 dB. Measurement results shall be record ed, dated, validated by the OTDR trace printout and filed with the records of the respective cable runs. Copies of traces and test results shall be submitted to the Engineer. If the OTDR test results are unsatisfactory, the splice shall be 08/26/2025
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unacceptable. The unsatisfactory splice shall be replaced at the Contractor’s expense. The new splice shall then be tested to demonstrate acceptability. Copies of the test results shall be submitted to the Engineer for approval.

701-18.1.6 System Verification at Completion – OTDR Testing.

Add the following new subsection:

701-18.1.6 System Verification at Completion – OTDR Testing. Once the passive cabling system has been installed and is ready for activation, one hundred percent (100%) of the fiber links shall be tested with the OTDR for attenuation. Test result s shall be recorded, dated, compared and filed with previous copies. Copies of traces and test results shall be submitted to the Engineer for approval. If the OTDR test results are unsatisfactory the link sh all be replaced at the Contractor's expense. The new link shall then be tested to demonstrate acce ptability. Copies of the test results shall be submitted to the Engineer for approval.

701-18.1.7 Installed Sy stem Link Loss Budget.

Add the following new subsection:

701-18.1.7 Installed System Link Loss Budget. The Link Loss Budget Worksheet shall be completed for each communication point, as defined in the conductor schedules, using the data gathered throughout the installation process. The completed worksheets shall be included as part of the system documentation and in the Record Drawing (“As-Built”) Plans. Refer to Record Drawings ("As-Built”) Plans in this specification for additional requirements.

The total connector losses shall be calculated by the Contractor by summing the individual attenuation values for each connector pair in th e path, excluding the transmitter and receiver connectors.

The total splice losses shall be calculated by the Contractor by summing the individual attenuation values for each splice in the link.

The total of other losses shall be calculated by summing the individual attenuation values for each component in the link not previously addressed. These items may include, but are not limited to, couplers, splitters, routers and switches.

The Total System Loss shall be recorded on the Link Loss Budget Worksheet.

701-18.1.8 Test Failures.

Add the following new subsection:

701-18.1.8 Test Failures. If during any of these system verification tests, the results prove to be unsatisfactory, the fiber optic cable and or defective splice enclosures will not be accepted. The 08/26/2025
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unsatisfactory components shall be replaced at the Contractor's expense. The new segment of cable shall undergo the same testing procedure to determine acceptability. Copies of the test results shall be submitted to the Engineer for approval. The removal and replacement of a segment of cable shall be interpreted as the removal and replacement of a single contiguous length of cable connecting two (2) splices, two (2) connectors, or a splice and a connector. The removal of only the small section containing the failure and therefore introducing new unplanned splices will not be allowed.

The Contractor shall perform fiber continuity and attenuation testing and fiber backscatter measurements at several stages in the system construction.

OTDR (optical time domain reflectometer) testing shall be done at the following points in the system construction:

 At cable delivery (reel test)
 Following cable installation prior to connectorization, termination or splicing.  End to End following installation of all pigtails, connectors and termination devices

In addition, the final test (post-connectorization test) shall be completed with an optical power meter and light source.

All fibers shall be tested end to end. The end to end total attenuation shall not exceed the sum of the maximum allowable attenuation for the component cable segments, splices and typical loss for connectors. Nor shall the attenuation from an individual connector exceed the maximum allowable losses. If the fibers in the cable exceed the al lowable loss, the Contractor shall take corrective measures to bring the cable’s total attenuation below the allowable limit, including replacement of the cable at the Contractor’s expense.

The Contractor shall perform all OTDR testing in the presence of the Engineer. The Engineer shall attach their written mark to all test documentation made by the Contractor at the time of the test.

Testing performed by the Contractor and not witnessed by the Engineer shall not be accepted, re- testing will be required.

The Contractor shall verify that the attenuation and optical continuity of each active and spare optical fiber in the cable plant satisfies the specified requirements.

Attenuation and continuity shall be measured at the operational wavelength of the equipment being used on the link. If the operational wavelength is unknown, the attenuation shall be measured at both 1310nm and 1550nm.

Attenuation shall be calculated by the insertion method. Calibration between the light source and the power meter shall be performed at the beginning of each day of testing.

The Contractor shall record the attenuation of each optical link. Optical links shall be identified in the test results by identifying the label identifier on each drop cable and by identifying the field cabinet at which light was launched and at which it was received.

An acceptable OTDR shall be used to measure the backscattered light profile of the designated optical links. The OTDR shall include all necessary hardware to couple it to either a connectorized or 08/26/2025
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non-connectorized fiber. While performing backsca tter measurements, the end of the fiber link that is not connected to the OTDR shall be capped to prevent the ingress of infrared radiation. The OTDR used shall be provided with certification of its mo st recent calibration and shall not be more than twelve (12) months old.

A three thousand two hundred and eighty foot (3,280’) launch cable shall be inserted between the OTDR and the optical link to overcome the initial “dead zone” on the fiber trace.

The OTDR testing shall be done at a scale of at leas t one (1) dB per division on the vertical scale.

It shall have a dynamic range of at least thirty (30) dB at 1,310 nm and distance measurement accuracy of plus or minus one-one hundredths of one percent (± 0.01%).

The Contractor shall record each optical link measured for attenuation by means of an electronic data file of the OTDR trace. The Contractor shall supply a licensed software package (installed on the Network Management Computer) to read, store, compare, and analyze the electronic data files created by the OTDR instrument. A hard copy printout of each trace shall also be provided, which shall include the measurements listed below. The OTDR traces shall be compared with this software following each testing stage of the installation. Documentation of this comparison shall be provided to the Engineer.

Optical links shall be designated in the test results by indicating the label identifier on each drop cable and by identifying the field cabinet at which light was launched.

The OTDR traces shall be marked noting the physical location of each splice or connector. The notation shall be clear and understandable.

The OTDR shall be of a manufacture recommended by the cable supplier. The OTDR operator shall hold a current operators certificate for the equipment used. This certificate shall represent not less than sixteen (16) hours of training from the eq uipment manufacture. This certificate shall be presented to the Engineer at the start of testing.

The test results shall include the following measurements:
 total measured length of the optical link
 total attenuation of the optical link
 mean attenuation of each splice in the optical link under test  wavelength of the measurement

Attenuation shall be measured in decibels.

The Contractor shall demonstrate that each fiber and splice satisfies the specified requirements.

Add the following new subsection:

701-18.1.9 System Testing and Documentation.

Description: The system testing and documentation shall cover pre-installation testing, subsystem testing, acceptance testing, physical inspection and functional testing. Performance testing, final acceptance and system documentation that 08/26/2025
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is required to validate the operational performance of the system and described elsewhere in these special provisions.

Configuration: The contractor shall provide a technician to test and verify the operation of the Traffic Signal Interconnect System. The contractor shall show that all signals included in the project are properly connected and configured and can communicate with each other and with the existing BI Tran Systems/QuicNet 4 Advanced Traffic Management System installed on the Traffic Server at Vista City Hall at 200 Civic Center Drive . The technician shall ensure that local communication addresses are correctly set at each controller and that all modems are properly configured and transmitting data.

Test Plan: The Contractor shall develop and submit within thirty (30) Working Days to the Engineer an installation and test plan for approval, which details the method of installation and all testing for all material, equipment, and cable and the associated schedule of activities, based on these special provisions, plans, the manufacturer's recommended test pr ocedures, and industry standard practices. Five (5) copies of the test plan shall be submitted to the Engineer for approval. The Engineer will review then approve or disapprove the plan within four (4) weeks. If the Engineer rejects the test plan the Contractor shall submit a revised test plan within ten (10) Working Days for review and approval by the Engineer. No testing shall be performed until Contractor's test plan has been approved by the Engineer. The tests shall quantitatively demonstrate that the design and production of material and equipment meet the requirements of these special provisions and plans. All test results, including results of failed test or re-tests, shall be submitted and delivered to the Engineer and a copy placed with the equipment at the site. All test equipment shall be supplied by the Contractor. All testing shall be done in the presence of the project manager and signed off by the project manager.

The Contractor shall notify the Engineer of their intent to proceed with functional and subsystem testing forty-eight (48) hours prior to commencement of each test. Full environmental conditions shall be tested as part of the functional tests for field equipment. Subsystem testing and inspections shall include visual insp ection for damaged or in correct installation, adjustments and alignment, and measurement of parameters and operating conditions.

Pre-Installation
Testing: Pre-inspection testing shall include te sting of all material, equipment and cables in a laboratory environment prior to delivery to the site. Use of laboratory facilities, shall be arranged by the Contractor. The tests shall either be conducted at the equipment manufacturer's premises or at a laboratory arranged by the Contractor.

All material, except test equipment and special tools, shall be bench tested in accordance with the following paragraphs, which include those items 08/26/2025
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described elsewhere requiring pre-installation testing for each individual item where applicable.

All active equipment shall be connected to normal operating power, energized and subjected to normal operating condit ions for a continuous period of time in the laboratory of not less than forty-eight (48) hours.

Functional testing shall be performed by the manufacturer on all material prior to delivery to the site. The functional tests shall be performed in accordance with an approved test plan. Any material or equipment which fails to meet the requirements of the Contract shall be repaired or replaced and the test shall be repeated until satisfactory. All functional test results, including results of failed tests or re-tests, shall be submitted and delivered with all material and equipment delivered to the site.

Full performance tests shall be performed by the manufacturer or by the Contractor on not less than five percent (5%) or at least one unit of material selected at random from the normal production run. The full performance test shall be performed in accordance with a test plan developed by the Contractor and approved by the Engineer.

Subsystem
Testing: Subsystem testing shall encompass the testing of all material, equipment and cable after installation, but prior to acceptance tests. These tests shall be done in accordance with the performance testing called out under each individual item in these special provisions.

Equipment and hardware shall be insta lled in accordance with the plans and special provisions. All material, equipment and cable shall be tested after installation at the site. Subsystem testing and inspections shall include visual inspection for damaged or incorrect in stallation, adjustments and alignment, and measurement of parameters and op erating conditions. The Contractor shall notify the Engineer of their intent to proceed with subsystem testing forty- eight (48) hours prior to commencement of each test.

Installation documentation and test res ults shall be provided for all material, equipment and cable prior to commencement of acceptance tests. Installation documentation shall be in accordance with these special provisions and shall include the following as appropriate:

 Model, part number and serial number for all material and equipment.  Test equipment model number, serial number, settings, and date of last calibration.  All strap and switch settings.
 Record of all adjustments and levels.
 Alignment measurements.
 Identification of interconnections.
 All factory, laboratory and site test results.
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Acceptance
Testing: The acceptance testing shall be conducted in accordance with the approved test plan. The acceptance testing sha ll include conducting acceptance tests and subsequent re-tests, and documentation of the test results.

Final acceptance tests shall be conducted after the site and subsystem test results have been reviewed and accepted by the Engineer. These tests include the complete system in normal operations. The test plan shall address the full testing requirements of the specifications. The test plan shall detail all tests to be performed, the test results which are expected and the test schedule.

The acceptance test plan shall include the following major test and acceptance categories:

 Physical inspection
 Functional tests
 Performance tests

The Contractor shall test the communications syst em according to the approved acceptance test plan and shall provide all test equipment, labor and ancillary items required to perform the testing.

The test equipment shall be certified to be calibrated to the manufacturer's specifications. The model and part numbers and date of last calibration of a ll test equipment shall be included with the test results.

Acceptance testing shall not commence until all material required by these special provisions and plans are delivered, installed, and aligned and all production test and site test documentation and results have been approved by the Engineer.

All acceptance test results shall be fully docu mented and such documentation provided as a condition of acceptance.

Physical
Inspection: The Contractor shall provide documentation to prove delivery of all material, equipment, cable and documentation. If any material or documentation is outstanding or have been replaced under pre-acceptance warranty a physical inspection and documentation shall be provided for this material. The physical inspection shall consist of inspecting all installed material to ensure workmanship satisfies the specified requirements.

Functional Tests: The Contractor shall test all system fu nctions to demonstrate that all data circuits and all equipment satisfy the functional requirements of the specifications.

The connectivity of each data channel shall be demonstrated. The Contractor shall document all functional test results. In the event that any aspect of the functional tests are determined by the Engineer to have failed, the Contractor shall cease all acceptance testing and determine the cause of the failure and make repairs to the satisfaction of the Engineer. Acceptance testing shall, at 08/26/2025
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the discretion of the Engineer, be repeated beginning from the start of functional tests.

Performance
Tests: The Contractor shall conduct operational performance tests on the following:

 Response to alarm inputs
 System diagnostics

If any circuit or element fails to satisfy the specified performance requirements the Contractor shall determine the cause and correct the failure to the satisfaction of the Engineer. The full performance tests shall be repeated under operating conditions as determined by the Engineer.

System
Documentation: The Contractor shall submit a draft copy of all documentation for review and approval prior to production of documentation. The Engineer will review and approve or reject the draft documentation within four (4) weeks of receipt.

The Contractor shall modify the documentation if required and submit provisional documentation.

The Engineer will approve or reject the provisional documentation within three weeks of receipt. The Contractor shall arrange for re-submission in a time ly manner to meet the schedule in the case that the documents are rejected.

Draft documentation shall be submitted eight weeks prior to the start of installation. The draft documentation shall show the general approach in preparing the final manuals.

Upon approval of the draft documentation provis ional documentation shall be supplied three (3) weeks prior to the start of site testing. The provisional documentation shall be of the same format as the final manuals but with temporary insertion for items which cannot be finalized until the system is completed tested and accepted. Final documentation shall be submitted no later than four (4) weeks after completion of the acceptance tests and shall incorporate all comments made during the approval stages. The Contractor shall be responsible for a ll delay caused by non-compliance to the specified requirements.

Final documentation shall be approved prior to its production. Ten copies of all final documents shall be delivered. The copies shall be on eight and one-half inch by eleven inch (8.5” x 11”) paper and bound in three-ring hard-covered binders complete with dividers. Also the documentation shall be furnished electronically in “Word” format [on three and one-half inch (3-½”) disks] . System documentation shall be arranged in an operation and maintenance (O & M) manual format providing all the information necessary to operate, maintain and repair the equipment and cable to the lowest module or component level. The operation and ma intenance manual shall as a minimum consist of the following sub-section as described below:

Master
Items Index: This shall be the first section of the O & M manual. The section shall describe the purpose of each manual and brief description to the directory of the manual. It shall also reference equipment manuals as required for additional and support material.
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System
Description and
Technical Data: This section shall contain an overall description of the system and associated equipment and cables with illustrative block diagrams. This section shall identify all equipment and cables in the system stating the exact module and option number that are employed in the system. Technical data specification and settings for every type of equipment or cable shall be provided. Any modification that has been done on the equipment shall be clearly described.

Theory of
Operation: The manual shall contain a functional description of each element of the system, explaining how each function is being achieved separately and how each element works together to form the complete system.

Software
Documentation: Proper documentation for all software shall be provided. The software documentation shall include a clear description of the system's functionalities and specifications. Description of each software module and program shall be provided. The Contractor shall supply related programming and system user manuals, application and utilities soft ware user manual and all associated proprietary software manuals. Software listing of all custom programs shall also be provided, as well as a copy of any software source code.

Operations: The manual shall describe how to operate the system and each particular type of equipment and software. Equipment layout, layout of controls, displays, software operating procedures and all ot her information required to correctly operate the system and each functional unit shall be provided. Procedures shall also be provided for initial tune -up of the system and adjustment and checkout required to ensure that the system is functioning within the performance requirements. Warning of special procedures shall be given. The functions and setting of all parameters shall be explained.

Corrective
Maintenance: The manual shall include fault diagnostic and repair procedures to permit the location and correction of faults to the level of each replaceable module.

Procedures shall include alignment and testing of the equipment following repair, the test equipment, tools, diagnostic software required and the test set up.

Preventative
Maintenance: The manual shall include procedures for preventative maintenance in order to maintain the performance parameters of the system, equipment and cables within the requirements of the specifications.

Parts List: The manual shall include a list of all replaceable parts with exact parts description and number and a direct ory of recommended suppliers with correspondence address, telephone and facsimile (FAX) numbers. 08/26/2025
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Test Results: This section shall include a copy of the results for all he tests that have been conducted for the contract.

System schematic drawings shall be provided to id entify the type of equipment at each location and the function of all equipment. The drawings shall also show how the system is interconnected. A comprehensive list of cabling and wiring shall be provided to clearly identify the interconnection and labeling.

The Contractor shall cooperate and coordinate with Contractors performing related contracts, to the extent feasible, to facilitate overall system testing.

701-20 SALVAGE.

Replace the entire subsection with the following:

701-20 SALVAGE. The Contractor shall salvage the existing traffic signal pole(s) and other equipment (pedestals, electrical equipment, etc.) as shown on the Plans or specified by the Engineer to be salvaged, and remove foundations that will no longer be used. The Contractor shall deliver any salvaged equipment to the Agency’s storage yard at 2430 Lupine Hills Drive. Any items not specified to be salvaged shall become the property of the Contractor and shall be removed from the Work site.

Any salvage value shall be reflected in the Bid.

Care shall be exercised in removing equipment to be salvaged so that it will remain in the condition existing prior to its removal. To avoid any live wi res remaining in service, the entire length of wire extending to traffic signal pole(s) being remove d shall be disconnected at the power supply and removed from the site. Complete restoration of affected surface improvements shall be required.

PART 8 – LANDSCAPING AND IRRIGATION

SECTION 800 – MATERIALS

800-1 LANDSCAPE MATERIALS.

Modify this subsection to read as follows:

800-1 LANDSCAPE MATERIALS. All landscape materials shall conform to all applicable City of Vista Standard Specifications for landscaping (see list of Appendices in Table of Contents). If not otherwise specified in the City of Vista Standard Specifications for landscaping, landscape materials shall conform to the Greenbook, the San Diego Regional Supplement to the Greenbook, and these specifications.

800-1.1 Topsoil.
08/26/2025
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223
800-1.1.1 General.

Delete this subsection in its entirety and replace with the following:

All topsoil shall be Class “A” (“imported”), as specified herein.

800-1.2 Soil Fertilizing and Conditioning Materials.
800-1.2.5 Mulch.

Delete this subsection in its entirety and replace with the following:

All mulch shall be Type 1 (ground wood product) as specified herein.

800-1.5 Headers, Stakes, and Ties.
800-1.5.2 Headers and Stakes.

Replace the first paragraph in this subsection with the following:

Headers shall be two inch by four inch (2” x 4”) inch composite wood (similar to “Trex”) except that two one inch by four inch (1” x 6”) boards shall be supplied for laminations on turns and curves.

Header stock shall be supplied in lengths of at least ten feet (10’). Stakes for headers shall be pointed one and one-half inch by eighteen inch (1-½” x 18”) long of one-quarter inch (¼”) thick steel and be set at three feet (3’) on center with stakes located within one foot (1’) of both ends of each header.

Header joint splicing shall use four inch x six inch (4” x 6”) galvanized steel truss plates.

800-2 IRRIGATION SYSTEM MATERIALS.

Modify this subsection to read as follows:

800-2 IRRIGATION SYSTEM MATERIALS. All irrigation materials shall conform to all applicable City o f V i s t a S t a n d a r d S p e c i f i c a t i o n s f o r i r r i g a t i o n ( s e e l i s t o f A p p e n d i c e s i n T a b l e o f C o n t e n t s ) . I f n o t otherwise specified in the City of Vista Standard Specifications for irrigation, irrigation materials shall conform to the Greenbook, the San Diego Regional Supplement to the Greenbook, and these specifications.

800-3 ELECTRICAL MATERIALS.
800-3.1 General.

Add the following paragraph to this subsection:

All electrical materials used for irrigation shall conform to all applicable City of Vista Standard Specifications for electrical materials for irrigation . If not otherwise specified in the City of Vista Standard Specification for electrical irrigation systems, electrical materials used for irrigation shall 08/26/2025
C5

224
conform to the Greenbook, the San Diego Regional Supplement to the Greenbook, and these specifications.

SECTION 801 – INSTALLATION

801-1 GENERAL.

Modify this subsection to read as follows:

801-1 GENERAL. The surface preparation, construction of irrigation system for landscape areas, and installation of plants required by the Plans sh all conform to the City of Vista standard special provisions for landscaping and irrigation Technica l Provisions from these specifications shall take precedence over other specifications.

The Contractor shall replace / restore all existing landscaping, sod, topsoil, and irrigation disturbed during the course of construction activities. All replacement of sod shall be of the same type as existed and as approved by the Engineer.

All replacement and new installation of landscape and irrigation shall be of the same type, size, caliper, and spacing as existing and as approved by the Engineer. All areas disturbed by construction, not covered by sidewalk or paved materials shall be landscaped and irrigated in accordance with these Technical Provisions.

All new landscaping shall be planted on salvaged topsoil or new Class A imported topsoil for a depth of twelve inches (12”) as approved by the Engineer.

During surface clearing operations, the Contractor shall not cover or bury any plant growth or other objectionable materials on public or private property . If the Contractor cannot successfully separate the plant growth from the surface soil and adve rtently or inadvertently mixes organic or other objectionable materials with the soil, the soil so contaminated shall be removed from the site by the Contractor. All costs, if any, associated with removing the soil mixed with organic or other objectionable materials and importing soil to replace said contaminated soil shall be borne by the Contractor and no additional payment shall be made to the Contractor.

The Contractor shall coordinate the removal and reconnection of the existing irrigation system with the property owner. As soon as the improvements in the area where portions of the existing irrigation system had been removed are completed, the Contractor shall reconnect and adjust the irrigation heads so that irrigation may co mmence. Reconnection may entail replacement and reconfiguration of sprinkler heads for appropriate irrigation coverage . The Contractor shall sufficiently irrigate areas of existing landscaping that are not being irrigated by the compromised irrigation system during the shutdown period.

Any irrigation facilities removed or adjusted for the construction of the sidewalk or other work shall be replaced, relocated, or re-configured with similar materials approved by the Engineer, so that the irrigation system is fully functional and appropriate for the landscaping being irrigated.

08/26/2025
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225
801-3 HEADER INSTALLATION.
801-3.1 Composite Wood Land scape Edging Installation.

Add the following new subsection:

801-3.1 Composite Wood Landscape Edging Installation. Material for landscape edging installation shall conform to Subsection 212-1.5.2.

A] Preparation: Ensure that all underground utility lines are located and will not interfere with the proposed edging installation before beginning work. Locate border line of edging with string or other means to assure border straightness and curves as designed. Dig trench one inch (1”) deeper than set of edging bottom.

B] Set edging into trench with top at one-half inch (1/2”) above compacted finish grade on turf side. Drive stakes through edging pre-cut holes toward turf until locked in place. Requires five (5) stakes evenly spaced for each twenty feet (20’) section, or three (3) stakes evenly spaced for each eight feet (8’) section. Provide additional stakes at approximately twenty-four inches (24”) apart as necessary to firmly secure edging for permanent intended use.

C] Where edging sections turn at corners and at angled runs turn edging back to desired angle to form rounded exposed radius.

D] Backfilling and Cleanup: Backfill both sides of edging, confirm and adjust if necessary that sections are securely held together, and compact backfill material along edging to provide top of edging at one-half inch (1/2”) above turf finish grade. Cleanup and remove excess material from site.

801-8 PAYMENT.

Revise this subsection to read as follows:

Payment for the complete installation of Landscaping & Irrigation shall be at the lump sum price of landscape and irrigation repair as specified in the BID SCHEDULE , and shall constitute full compensation for all materials, labor, equipment, excavation, plant materials, irrigation materials, fine grading, geotechnical (soil) analysis, topsoil import and placement in all planted areas, sod, and wild flower hydroseed, and all other work and incidental s necessary as specified and not included in a separate bid item and no additional compensation will be allowed therefore.

Payment for Plant Establishment Period and Mainte nance of ninety (90) calendar days shall be included in the lump sum or landscape and irrigation repair and shall constitute full compensation for all materials, labor, equipment, and all other work and incidentals necessary as specified, and no additional compensation will be allowed.

Payment for all irrigation work as specified in these specifications shall be included in the bid item for Landscaping & Irrigation Repair at the lump sum price bid as shown in the BID SCHEDULE and no additional compensation will be allowed therefore.

08/26/2025
C5

***END OF SECTION***
226

226
***END OF SECTION***

08/26/2025
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227

227

08/26/2025
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Appendix A:

City of Vista Engineering Construction Survey
Request Instructions and Form
228

228
Appendix A:

City of Vista Engineering Construction Survey
Request Instructions and Form

08/26/2025
C5

ENGINEERING CONSTRUCTION SURVEY

CITY OF VISTA REQUEST INSTRUCTIONS

AND STAKING REQUEST FORM
All engineering construction surveys are initiated by a written request from the Contractor or his representative. Requests from the Contractor shall be directed to the City of Vista’s Engineering Inspector assigned to the Project and be RECEIVED A MINIMUM OF THREE (3) WORKING DAYS (72 HOURS) prior to date survey information is required.

Contractor should include the following information on the Construction Survey Request Form (as identified on the form with “* ”):
e Name of City’s Engineering Inspector assigned to the Project; e Date of request (mm/dd/yyyy);
e Request method (e.g.: request form mailed to Engineering Inspector’s office, or delivered to Engineering Inspector’s office, or delivered to the Engineering Inspector by e-mail, or delivered directly to Engineering Inspector, or delivered to the Engineering Inspector by fax, etc.); e Project name and City’s C.I.P. number;
e Contractor's company name and contact phone number(s) (including area codes); e Contractor's (or his representative’s) name (printed) and contact phone number(s) (including area codes); e Description and priority of construction survey work requested (e.g.: clear and grub limits, rough grade, offsets for brow ditch, retaining walls, street centerline, right- of-way, curb, water, sewer, storm drain, drainage structures, building, dry utilities, walls, structures, blue tops, final monuments, miscellaneous, etc.); e Specific date construction survey information is required by (ASAP is not acceptable) (Contractor is guaranteeing area will be ready for stakes when submitting request);
e Expected construction survey product to be provided (e.g. type, distance and side of offsets, staking frequency, begin and end station limits, survey information on stakes or with PK nails and paint, etc.);
e Contractor’s (or his representative’s) signature.

City’s Engineering Inspector should include the following information on the Construction Survey Request Form after it is received from the Contractor (as identified on the form with oe»). ):
e City’s Engineering Inspector should date and time stamp the Engineering Survey Request Form after it is received from the Contractor and then forward a copy of the survey request to the surveyor contracted by the City of Vista for the Project.

The Survey Party Chief should include the following information on the Construction Survey Request Form after it is received from the City’s Engineering Inspector (as identified on the form with “ *** ”):
e The Survey Party Chief shall list the start date (and if survey staking is not completed on the date started, add date completed), sign and submit the original Survey Request Form back to the City’s Engineering Inspector.

If the City’s Engineering Inspector receives a construction survey request that he or the Survey Party Chief determines to be a restake, he should complete the bottom of the form cm"),

200 Civic Center Drive e Vista, California 92084-6240 e 760-726-1340 e www.cityofvista.com 08/26/2025
C5

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08/26/2025
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Appendix B:

City of Vista Stormwater Management Permit
Application Form & Reference Information
229

229
Appendix B:

City of Vista Stormwater Management Permit
Application Form & Reference Information

08/26/2025
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CITY OF VISTA

STORMWATER MANAGEMENT PERMIT

INSTRUCTIONS
To accompany all grading and/or building permit application(s).

In order to comply with the federal Clean Water Act, the state Water Code and City Ordinances, the City of Vista requires that property owners and/or contractors complete a Stormwater Management Permit prior to issuance of any grading and/or building permit(s). The purpose of a Stormwater Management Permits to document Best Management Practices (BMPs) that will be implemented to prevent pollutants (including sediment) from entering stormwater conveyances and receiving waters. The Stormwater Management Permit becomes a part of the grading and/or building permit(s) and is subject to enforcement by City of Vista Inspectors and others. Stormwater Management Permits include the elements described in the following sections:

SECTION 1: REQUIRED INFORMATION -— This section is used to provide the City with basic information necessary to evaluate and prioritize project activities. Each of the items in this section must be completed, except projects with less than | acres of disturbed area are not required to have a Waste Discharge Identification Number (WDID). Grading projects with a disturbed area of greater than 1 acres must also meet additional requirements from the State Water Resources Control Board (SWRCB). Those additional requirements include filing a Notice of Intent (NOI) and preparation of a Stormwater Pollution Prevention Plan (SWPPP). Please note that watercourses and waterbodies include ephemeral drainages (i.e. those that are dry during part of the year).

SECTION 2: BEST MANAGEMENT PRACTICES —- Best Management Practices (BMPs) must be selected and implemented to prevent erosion and construction-related materials, sediment, wastes and spills from entering stormwater conveyance system and receiving waters.

NOTE: It is the responsibility of the property owner and/or the contractor to determine the types of BMPs that will be used, as well as the levels of application necessary to comply with the City of Vista’s Stormwater and Grading Ordinances. Failure to prevent soil erosion and discharges of sediment and other pollutants from construction sites is subject to enforcement by the City, RWQCB or others.

At a minimum, the City requires that the BMPs designated as required in Table 1 (attached) be installed and maintained for all construction projects, as applicable. Additional BMPs listed in Table 1 may also be required in correlation to a project’s scope, potential for discharges and proximity to a watercourse or other receiving waters. The property owner and/or contractor must complete Table 2 (attached) indicating which BMPs will be used.

BMP manuals can be found at the City of Vista’s permit counter. These manuals include all of the referenced BMPs listed in Table 1 from the Caltrans Storm Water Quality Handbooks and the California Stormwater BMP Handbooks.

The entire manuals may also be ordered directly from the following sources:

Caltrans Manuals California Stormwater BMP Handbook
Caltrans Publications unit Municipal, Construction & Industrial/Commercial (916) 445-3520 (510) 444-6771
(916) 324-8997 Fax

This information is available in alternate format by request to Joan Turley at (760) 639-6100. 08/26/2025
C5

CITY OF VISTA

STORMWATER MANAGEMENT PERMIT
This form must be submitted with all grading and/or building permit application(s).

SECTION 1. REQUIRED INFORMATION

Grading and/or Building Permit Application Number: Project Name:

Name of Project Contact Person: Project Address or Location:

Title: Phone #:

Grading Start Date: Grading Finish Date:

Project Start Date: Project Finish Date: APN NO.

Estimated amount of disturbed acreage: (Cf equal to or greater than 5 acres, you must also provide a WDID number from the SWRCB) WDID
Are there any watercourses or waterbodies within 50 feet of the limits of soil disturbance? QO YES ONO Does the project site have or propose slopes higher than 25 feet or steeper than 1:1? QO YES UNO Does the soil type have high erosion potential (fine grain soil like sand, silt, fine disintegrated granite)? Q YES QO NO

SECTION 2 BEST MANAGEMENT PRACTICES

The goal of stormwater management planning is to reduce pollution to the maximum extent practicable by implementing Best Management Practices (BMPs). There are five categories of BMPs: 1) Erosion control practices, and; 2) Velocity reduction, and; 3) Sediment control practices, and; 4) Offsite sediment tracking control, and; 5) General site and; materials management. BMPs from each of the five categories must be used together as a system in order to prevent erosion, sediment, waste, spills, and residues from leaving the site. When properly implemented, monitored and maintained, BMPs will function to prevent pollutants (including sediment) from leaving the site. It is the responsibility of the property owner and the contractor to determine the types of BMPs that will be used, as well as the levels of application necessary to comply with the City of Vista’s Stormwater and Grading Ordinances.

Best Management Practice Table
Table 1 (attached) must be used to select those BMPs that will be used to prevent stormwater pollution. At a minimum, the City requires that the BMPs designated as required in Table 1 be installed on all construction projects. However, some BMPs may not be applicable to every project. For example, if storm drain inlets are not present, then Storm Drain Inlet Protection (BMP SC10) would not be applicable. Table 2 (attached) must be completed by the project proponent to indicate which BMPs will be used.

Grading and/or Building Plan(s) Best Management Practice Checklist The following applicable information shall be shown on the grading, building and/or erosion control plans:

Project boundaries
Footprint of any existing structures and facilities.

Footprint of all structures and facilities to be constructed.

Limits of grading.

Site entrances and exits.

Areas of soil disturbance, cut and/or fill.

Vegetative areas to remain undisturbed.

Designated materials storage areas.

Existing and proposed grades of the site, along with any intermediate grades that will significantly affect site drainage patterns.

Location(s) where runoff from the site may enter storm drain(s), channel(s), and/or receiving waters.

Please note that each of the items identified by a check (W) in Table 1 must be included on the plans, and labeled with the designation found in the tables (for example, SS-7).

QOOOOCOOOOOCDO

SECTION 3. CERTIFICATION
The following certification must be signed before a Grading and/or Building Permit(s) will be issued.

I have read and understand that the City of Vista has adopted minimum requirements for stormwater management of construction activities. I certify that the BMPs I have selected from Table 1 and documented in Table 2 will be implemented to effectively minimize the potentially negative impacts of this project’s construction activities on stormwater quality. I further agree to install monitor, maintain or revise the selected BMPs to ensure their effectiveness.

I also understand that non-compliance with the City of Vista’s Stormwater and Grading Ordinances may result in enforcement by the City, including fines, citation, stop-work orders, cease and desist orders or other actions.

Property Owner /Contractor Date

This information is available in alternate format by request to Joan Turley at (760) 639-6100 08/26/2025
C5

Table

1.0 Minimum
Construction
Best
Management
Practices
(BMPs)

Category
of
Activity

BIAP
Identification
Number
Site
Preparation
and
Earthmoving
Storm
Water
Best
Management
Practices
(BMP)
Daily Work
of
Below
Ground
Construction
or
Relocation
Structures
andor
Utilities
Construction
of
Above
Ground
Structures
Roadways,
Walkways
and Parking
Lots
Earthwork
Waterways
Planting
and
Landscaping

SELECTION
GUIDE
speoy ssaaoy Bunanysuog
JuaWa Ae JO VON OWE
Buiqqnig pue Buluea|o
(uonsn4ysuoD) yooqpueH
AIG JaJBMLUO]S EIWO|ED
syooqpuey
ANJEND JaEMUWUOIS SNYYL WO
dig Alowpueul sayeapul A
SOARS sy
saaqoy Ae
Hulud
(81nd Uado) syNpudD
Bulysuasy
Bung wes
suoyepuno4
Sfauuny
Huneod pue Buyooy
ajaJauag pue uoseyy
jaalg jennys
alUes4 poo
apeliqne pue aseg
yeydsy
ayasuod
Huipess)
Burjidya0ys
SUIUNA) JBVaJeLA
(aebaIEUy yy pues
WAWIPIS PUe JAI AA
jualwa AOI] aUUeYY
Hulssoly JaAQ
jUSWUpoTOAoT

fulssalg Japury

UONINIISUO JUOIPATEAA
salyioe 4 uoneBuy|
fiulppos pue Buipaas
Bunueld
Buryainyy
uOIeJOISAY JPUGeY

GENERAL
SITE

MANAGEMENT

Employee
&
Subcontractor
Training
x
*
*
*
x
x
x
*
x
=)
=
o
ot
>
*
*
*
he
cr
=
ra
*
rg
b
=
*
*

Materials
Management
(select
all
applicable
to
site
activities)
=
*
«

Material
Delivery
/ Storage
CA10
x
x
re
*
4 4
Pd
*
Ps

Material
Use
CAI1
x
x

Spill
Preventian
and
Control
CA12
x

Waste
Management

CA20
x
x
Ex
EX
*
P
*
*
*
Solid
Yvaste
Mgmt x
x
4 Sanitary
/ Septic
Waste
Mamt
CA24
x
x
x
Po
x
4 4
*®
*
*
Se
ba

Concrete
Waste
Mgrmt
CA23
X
GM
$
xX

Hazardous
Waste
Mamt
CA21
*
Sei RE io
4 ad
Be] ap pki od

YES SES SS
Contaminated
Soil
Mamt
CA22
La
Shae
ee
ee
X23
XE
X

OFFSITE

SEDIMENT

TRACKING

CONTROL
(must
select
1 or
more)

Entrance/Exit
Inspection,
Cleaning
”
x

Stabilized
Construction
Entrance/Exit
ESC24
wi RK

Mio Mp
Canstruction
Road
Stabilization
ESC23)
Mp EO
RE
Pad
Poi OPE OK

PRE RSE OR
Pop be
Mp MEK
Rei Be) Se

PRE RE Re
Pg
wy ORL RRP

PRE) RR OR
ray PS
iE Pe] ae) od

PSE RCE RE
EntrancesExit
Tire
Wash
*
aK
wp RE Be)
RE RT Rp
wp ORME Sk]
*

A) PSE RE
ed
ap
a
PRE RoE BRL pS
mp op |

Vehicle
&
Equipment
Management

Vehicle
&
Equipment
Cleaning
se
4 *
*
cd
x
pd
“
x
a
x
Oo
*
»
x
>

Vehicle
&
Equipment
Fueling

Vehicle
&
Equiprnent
Maintenance

Construction
Practices
(select
all
applicable
to
site
activities)

Water
Conservation

*
oy f=)
ot
(2)
Structure
Constructian
&
Painting:

Paving
Operations

Dewatering
Operations

VELOCITY REDUCTION
(select all applicable to site)

Outlet
Protection
88-10:

ESC40
x
2 Check
Dams
8C-4
:ESC41
x
Bop OK
mp

EO
PSE ME
PSE RE od
Flared
Culvert
End
Sections
SS-10
*
ES
ERE RK
“

PRE RE BK E OK
Slope
Roughering
&
Terracing
NA
ESC42)
x
x
MEX
PRE RSE SE Pe

*

EOS

REL OS

*

This
information
is
available
in
alternate
format
by
request
to
Joan
Turley
at
(760)
639-6100,

08/26/2025
C5

Table

1.0 Minimum
Construction
Best
Management
Practices
(BMPs)
(continued)

Storm
Water
Best
Management
Practices
{BMP}
Category
of
Activity

BMP
Klemtification
Number
Daily
Work
Site
Preparation
and
Earthmoving
Construction
of
Relocation
of
Below
Ground
Structures
andor
Utilities
Construction
of
Above
Ground
Structures
Roadways. Walkways and
Parking
Lots
Earthwork Waterways Planting and
Landscaping

SELECTION
GUIDE
dig Aroepueut sawoipu ,
Allenih JaeMUWOIS SNYYLTYS
AWG JA}eAMLWUIO}S BIWIOSIED
syooqpueH
(UaInIsUuog) yYooupUeH
saagsy Ale
speay ssajay funysuod
IUSWAAB J JO UOMOWAag
AUIgqrg pue BuUBAla
SSNS
suawepund4
Bung wes

AUIIUALL
{s]ng Uad¢Q) syinpuos
Huw
sjauuny
Gujeod pue Buyooy
ajalauag pue WUOSe W
jaa1g jeunjanas
BLUE! POOAA
aalIUVOD
yeydsy
apesgne pue aseg
HuIpelS
Guyid4s0}¢
(SENSOR yy HUES]
BUI IEU@Ie lA
juawa acid] jauueYyD

BLU NS PU JOIEAA,
fiulssos9 JaaQ
jHawupunoaury
fiulssola Japury
UDIJINIISUOD JUOIPSeAA
saiyioe 4 UoHeGIN|
Bulppos pue Bulpsag
Bulueld
BUIYys|nA)
uoljesojsay wyqeH

EROSION

CONTROL

Site
Planning
Considerations

Scheduling ESco1
*
Ps
Pad
=
*
a
*
*
c4
*
x
*
x
*
aad
a
x

Preservation
of
Exist
Vegetation
ESca2
*
2 rs
*
Pod
at
=
*
Po
cd
*
*

Yegetation
Stabilization
(must
select
1 or
more)

Temp
Seeding
and
Planting ESC10
>
x

Temp
Mulching ESC11
Bop 28
ARE OX
BE OK
cas

Hydroseeding
*

Vegetation
Buffer
Strips

PRE RE OR) ORK
ag oS
po
Pi Ri Ri RK
PSE Rh ese Bs
PoE ep RT
«iO
4 MRE 3G KE

Physical
Stabilization
(must
select
1 or
more}

Dust
Contral ESC?1
“

Geotextiles,
Mats,
and
Fiber
Rolls $S-7 FESC20)
wi

Bonded
Fiber
Matrix $8-5
*
wi
mi RP RK

Soil
Stabilizers 88-5
PO; PRE ROE OK
4 wie) SESE ES EN OSES ESS ESS
Temp
Stream
Crossing
NS5-4
:ESC22
ead PSE Pai ORE
mi) StS Ri Ri OR
mio
RoE RE RAE RE
x
Cr i ee a!
Rei Oe
Rp ME PKG RE KX
Si RG SE KE

Diversion of Runoff
x!

Earth Dikes
$8-9
:ESC30
ad
2 Ditches
and
Berms 58-9
REE Re
mR
mb x

Temp
Drains
and
Swales 88-9 :ESC31
x
PRE Reg
x

Slope Drains $S-11 :ESC32
Mi RT RE

PRE RE SE OR
ME Pk] Re] bs
PRP PRE REE Pe
per
PRE
Ri Pa Rp OX
cs
Pei RS] REO
*
BT RR | RE

SEDIMENT

CONTROL
(rnust
select
1 or
more)

Silt Fence
SC-1
:ESC50
rd

Straw
Bale
Barrier
SC-9
:ESC51
pepo
aap OS
4 RL OK

Sand
BagiGravel
Bag
Barrier
SC-6,
£ESC52

RE OD OX
Bey Ri
PRE Rey OS

Brush
or
Rock
Filter NA ESCS54

RP RL RE OF
x

Storm
Drain
Inlet
Protection SC-10;ESC54
pal pei oss

Straw VVattles Sc-5

Sediment Trap $C-3 :ESCA44
es] om] a] HG Bk] Ri

PRE PRE RG RR) OK
Re) PRE SKE SSE A] Kd

weer
Sediment
Basin
(sized
for
10-yr
storm 5C-2
PUL RAE PSE PAE PRE PRT a Re
Oot Pal Si Pep Si RR SKE OR
MP Rp RD

PRE PRE RED RKE

PoE RRP bp a] [oR

PRE PRE PRE PSE Shr md

PRT OE RE OK

PSP KE PE RR] Ki Mi ME oe

PSE PRE
Pop A; PRE ORE

pra

x

P4

ESC456
-
08/26/2025
C5

Table

2.0 Selected
Construction
Best
Management
Practices
(BMPs)

Storm
Water
Best
Management
Practices
(BMP)
BMP
Selected

BMP
Identification Number
Shown
on
plans?
If
not
shown
on
plans,
why?
Implementation
Date
Maintence
Schedule
Other
Notes

SOIL 5
dig Arowpuvu
syooqpueHy
AUJENG JAWAALUO}S
(uoyanysuog)

OOGNUEH
dig Ja}eMuWo}S

BJUJOIED
SNYVHL1IVO

GENERAL
SITE

MANAGEMENT

Employee
&
Subcontractor
Training

Materials
Management
(select
all
applicable
to
site
activities)

Material
Delivery
s Storage
YM-1 CA1O

Material
Use
YM-2
CAI

Spill
Prevention
and
Control
YIM
4 CAI2

Waste
Management

Solid
Waste
Mamt
WIM-5
CA20

Sanitary
/ Septic
Waste
Mgmt
WM-9
CA24

Contrete
Waste
Mgmt
WM-8
CA23

Hazardous
Waste
Mgmt
Wivt-6
CA21

Contaminated
Soil
Mgmt
wis SES
WVM-7
CA22

OFFSITE

SEDIMENT

TRACKING

CONTROL
{must
select
1 or
more)
»

Entrance/Exit
Inspection,
Cleaning

Stabilized
Construction
EntrancefExit
TC-1
ESC24

Construction
Road
Stabilization
TC-2
E8C23

EntrancerExit
Tire
Wash
TC-3

Vehicle
&
Equipment
Management

Vehicle
& Equipment
Cleaning
NS-8
CA30

Vehicle
&
Equipment
Fueling
N8-9
CA31

Vehicle
& Equipment
Maintenance
NS-10
CA32

Construction
Practices
{select
all
applicable
to
site
activities)

Water
Canservation
NS-1

Structure
Construction
&
Painting
YWM-6
CA03

Paving
Operations
NS-3
CA02

Dewatering
Operations
NS-2
CA0D1

VELOCITY

REDUCTION
{select
all
applicable
to
site)

Outlet
Protection
§8-10
ESc4o

Check Dams
SC-4
ESC41

Flared
Culvert
End
Sections
$8-10

Slope
Roughering
&
Terracing
NA
ESC42

EROSION CONTROL

Site
Planning
Considerations

Scheduling 83-1 ESCO01

Preservation
of
Exist
Vegetation
¥
¥
oY
88-2
ESCo2 This
information
is
available
in
alternate
format
by
request
to
Joan
Turley
at
(760)
639-6100.

08/26/2025
C5

‘Table

2.0 Selected
Construction
Best
Management
Practices
(BMPs)
(continued)

Storm
Water
Best
Management
Practices
(BMP)
BMP Selectail

BMP
ldentification Number
Shown
on
plans?
If
not
shown
on
plans,
why?
Implementation
Date
Maintence Schedule
Other
Notes

SOAP
dig Aloepuew
syooqpUueH
AEN sayeALUo}S
dia sa}enu01g
eIWONIeS
(uolonSUDS)
yooqpuey
SN¥aLTYo

ERGSIGN

CONTROL
(continued)

Vegetation
Stabilization
(must
select
1 or
more)

Temp
Seeding
and
Planting
$9-4
ESc10

Temp
Mulching
$$3,6,8
|
ESC11

Hydroseeding $3S-4

Yegetation
Buffer Strips NA

Physical
Stabilization
(must
select
1 or
more)

Dust
Contral
ESC21

Geotextiles,
Mats,
and
Fiber
Rolls
85-7
ESc20

Bonded
Fiber
Matrix 83-5
Soil Stabilizers
SSDS IS OSISIS ISIS TS 88-5

Temp
Stream
Crossing
NS-4
ESC22

Diversion
of
Runoff

Earth
Dikes
538-9
ES8c3a

Ditches
and
Berms
SS-9

Temp
Drains
and
Swales
$8-9
Esc3

Slope
Drains
88-11
E8C32

SEDIMENT CONTROL
(must select 1 or more)

Silt Fence
8C-1
Escso

Straw
Bale
Barrier
8C-9
ESC51

Sand
BagiGravel
Bag
Barrier SC-6,SC-& ESC52

Brush
or
Rock
Filter
NA
ESC53

Storm
Drain
Inlet
Protection $c-10 ESCc54

Straw
¥vattles 8C-5

Sediment Trap
8C-3
ESc6s

Sediment
Basin
(sized
for
10-yr
storm)

SIS TS ES TS TS IS TSS
SC-2
ESC56 This
information
is
available
in
alternate
format
by
request
to
Joan
Turley
at
(760)
639-6100.

08/26/2025
C5

Appendix C:

Potential Staging and Storage Area Exhibits
230

230
Appendix C:

Potential Staging and Storage Area Exhibits

08/26/2025
C5

Staging Area-Palm Drive and Vista Village

Staging Area-Palm Drive and Vista Village

08/26/2025
C5

Appendix D:

Project Sign layout examples
231

231

Appendix D:

Project Sign layout examples

08/26/2025
C5

City of Vista
Michigan Ave Parking Lot Project

Construction Schedule:

Aug 2025 to Dec 2025

Vista City Council
Mayor John B. Franklin
Council Member Corinna Contreras, District 1
Council Member Jeff Fox, District 2
Deputy Mayor and Council Member Katie Melendez, District 3 Council Member Dan O'Donnell, District 4

08/26/2025
C5

232
Appendix E:

Standard drawings – City of Vista, San Diego
Regional Standard Drawings, San Diego
County Design Standard, Vista Irrigation and
Caltrans

08/26/2025
C5

STD. DWG. 1-1

BRIAN SMITH
R.C.E 39926
o4/11 113 B. SMITH UPDATED
1'' WATER SERVICE
03125111 B. SMITH UPDATED3

VISTA IRRIGATION DISTRICT DATE APPFOVED FEVISIONS
=-ÊÊs t?E
åÊÉFä
Eqgdii.42 JE U
É äËãã E
Ë F3+i ä
p uË Fr*z
;säfrË;z- 4.1*.6 .^
a6' o
øba-ìd a
Hfi H
9!
= <¿. Í trn !u t-LU u
1à P ôft Z uJõ ñ
^kt;x ru t--
vr < jr-- õ A> ur
õP È ctr tu [U^ F lu >hrul = >h o
9;Yt1
> UIU tIJ
Ò trØ o
Ê 6H Þ I (]--.l uJ
- J-)<!)
È c* I I Hö q
Þ Þ jg x ur ø ø ,¡{ 7
B É fl ãÉ P fi ö # 5 pî s 1
!'1, O u t¡ -" c- in
ã B 9HiË Þ
a i Í if v 3 r ) ) Hi H X x O O no > Õ ,,, (f CC !J tU t- ti ã : ï gÌ g
.,q
U)
z
ffI
z
oz
uJ
(t
utJ
U)
ut
t-oz
I
HSI:IA
tr)
tr
N
u-l
cÉ
o
ZuuzIA
=Ztta9urL /\
U>hUofiËrø)rL
+r utOZzlxoÃãzi5ÍIE¡-<n
<-
tu
-JfIÈ
z
Lll
U)
oJ
O
g)
U)
Gdl
ptRl
sOo
I
0 \
\
z
(,
z
o\
[rJ
E
=Í.
trJ
tr
t---
o
lr)
(o
oJ
Ut
=
(tzJI:)
O
cc
F
f)
U)
Z
t!
O
É.
uJ
U)
o)
tu
ô
tr(,
I
U)
z
tL
m
cr
l
O
(f)
tu
o
cr(,
I
U)
ztr
o)
,cÉñl tU
p?fDl
tr_¿: IJJ 4
?bä3S
E.
c{
@
08/26/2025
C5

SEE NOTE 3&4 | focal
i

Tan a re | TYPE A ONAS i4 ge 4 ae a
CONTIGUOUS 7 <

SIDEWALK SIDEWALK
CURB

METER BOX
SEE NOTE 3 | face 2
TYPE B [eae TKK XU
NON-CONTIGUOUS 4 :

SIDEWALK SIDEWALK \
~~ CURB

METER BOX
Q SEE NOTE 3 Be} [<a TYPE C
WITH CURB ORES : NO SIDEWALK . |
~~ \ CURB

METER BOX
24" FROM PROPERTY
LINE. EDGE OF PAVEMENT

OR EDGE OF RIGHT OF WAY
TYPE D ; 24" ROAD SURFACE am {
NO CURB | aa
4% 4

ORAS ONO
NN eter BOX

1. METER BOXES SHALL NOT BE LOCATED IN DRIVEWAYS.

2. WHERE SERVICE LATERAL CROSSES A NEW CURB, THE
LOCATION SHALL BE MARKED BY STAMPING A "W"IN THE
FACE OF THE CURB AT THE CROSSING POINT.

3. METER BOX SHALL BE INSTALLED 8" FROM BACK OF BERM,
CURB, OR SIDEWALK.

4. AN EASEMENT MAY BE NEEDED DEPENDING ON LOCATION OF METER BOX.

REVISIONS APPROVED DATE VISTA IRRIGATION DISTRICT nr
UPDATED B. SMITH 03/25/11 Benet Cet) 3/251 if

BRIAN SMITH "DATE METER BOX LOCATIONS ACE. 39926
STD. DWG. 1-4

08/26/2025
C5

2” WEAKENED

PLANE JOINT

Lu
Luo Zz
Zz 5
a
a a
ac DD
»o 6" 6 1/2” R
1/2” R 2” WEAKENED _— : PLANE. JOINT a a
—_— : So
[e)
wo) 2B GUTTER_LINE ; t5
2 ee 0 Z5
ce ju ~ Ze
Do
11” 12” |
|
6” CURB 8” CURB
AREA=0.89 Sq. Ft. AREA=1.12 Sq. Ft.

Lu
=
oe =|_WIDTH SHOWN ON PLANS
| 18” MIN Lo"
a GUTTER / aT ELEVATION
15, N
fey \ 1; wz \ »
fe xc
| 36 S
| — ! WEAKENED PLANE JOINT
L =——_—— A ”
FASTING CURB 1-1/2” EXCEPT WHERE ELEVATIONS SHOWN INDICATE OTHERWISE GUTTER
NOTES:

1. CONCRETE SHALL BE 520-C-—2500.

2. SEE STANDARD DRAWINGS G-9 AND G-10 FOR JOINT DETAILS.

3. SLOPE TOP OF CURB 2% MAX TOWARD GUTTER.

LEGEND ON PLANS

Revision_| By| Approved |Date SAN DIEGO REGIONAL STANDARD DRAWING ORIGINAL KERCHEVAL 12/75
UPDATED | CV CV 12/1 5
UPDATED | KE| T. Stanton | 10/18 CURBS AND GUTTER - SEPARATE Reviewed | RP] S. Engeda | 03/22

RECOMMENDED BY THE SAN DIEGO

REGIONAL STANDARDS COMMITTEE
Vi Page |
Moma ne bo —03 24/2022

Chairperson R.C.E. 52241 Date

DRAWING
NUMBER G-01

08/26/2025
C5

3-6"
1’-6” 2’-Q”
PI.
1/2” R 3-5/8" ELEVATION PT. Ge | \ / ON PROFILE 3a|S
= >

9” WEAKENED - 7 PLANE. JOINT . 7
TYPE A hve

CURB AREA
(2.29 SQ. FT.)
3-6”
2'-0" V6"
_ 11/2”

7-1/2”

© ,
~) fa. ot weakenep ff ST 2 PLANE sont Pp 3
; | ~ ; aa nots ; - ¢
a4 i a z 4 4 a4 x
TYPE B

CURB AREA
(2.44 SQ. FT.)
NOTES:

1. TRANSITION TO TYPE G OR H CURB AT ALL CURB RETURNS, EXCEPT WHERE CURB RAMPS ARE PROVIDED, AND AT ALL CUL—DE-SACS WITH DRAINAGE STRUCTURES.

SEE STANDARD DRAWING G-4B FOR DETAILS.

Loe

LEGEND ON PLANS 2. CONCRETE SHALL BE 520-C-2500.

3. SEE STANDARD DRAWINGS G-9 AND G-10 FOR JOINT DETAILS. isi RECOMMENDED BY THE SAN DIEGO
Revision _|By| Approved | Date SAN DIEGO REGIONAL STANDARD DRAWING REGIONAL STANDARDS COMMITTEE ORIGINAL KERCHEVAL | 12/75 UPDATED | CV| S. Stanton | 12/15 Monae hoe 24/2022
Reviewed | KE| S. Stanton | 10/18 CURB AND GUTTER - ROLLED Chairperson R.C.E. 52241 Date Reviewed | RP! S. Engeda | 03/22 DRAWING G 4A
NUMBER :

03/24/2022

SAN DIEGO REGIONAL STANDARD DRAWING
08/26/2025
C5

2 R <E
CURB_LINE

2” WEAKENED

PLANE JOINT
1-1/2” EXCEPT WHERE ELEVATIONS

SHOWN INDICATE OTHERWISE

NOTES:

1. CONCRETE SHALL BE 520-C-—2500.

2. SEE STANDARD DRAWINGS G-9 AND G-10 FOR JOINT DETAILS.

TYPE W *AREA
G 24” 1.34 SQ. FT.

H 30” 1.60 SQ FT.
* 6” CURB HEIGHT

3. SLOPE TOP OF CURB 2% MAX TOWARD GUTTER.

LEGEND ON PLANS

Revision | By! Approved |Date SAN DIEGO REGIONAL STANDARD DRAWING ORIGINAL KERCHEVAL 12/75
UPDATED | CV CV 1 2/1 5
Reviewed | KE| T. Stanton | 10/18 CURB AND GUTTER - COMBINED Reviewed | RP| S. Engeda | 03/22

RECOMMENDED BY THE SAN DIEGO

REGIONAL STANDARDS COMMITTEE
aap VW, 5
Stage neha 09/24/2022
Chairperson R.C.E. 52241 Date

DRAWING
NUMBER G-02

08/26/2025
C5

2” WEAKENED

PLANE JOINT

Lu
Luo Zz
Zz 5
a
a a
ac DD
»o 6" 6 1/2” R
1/2” R 2” WEAKENED _— : PLANE. JOINT a a
—_— : So
[e)
wo) 2B GUTTER_LINE ; t5
2 ee 0 Z5
ce ju ~ Ze
Do
11” 12” |
|
6” CURB 8” CURB
AREA=0.89 Sq. Ft. AREA=1.12 Sq. Ft.

Lu
=
oe =|_WIDTH SHOWN ON PLANS
| 18” MIN Lo"
a GUTTER / aT ELEVATION
15, N
fey \ 1; wz \ »
fe xc
| 36 S
| — ! WEAKENED PLANE JOINT
L =——_—— A ”
FASTING CURB 1-1/2” EXCEPT WHERE ELEVATIONS SHOWN INDICATE OTHERWISE GUTTER
NOTES:

1. CONCRETE SHALL BE 520-C-—2500.

2. SEE STANDARD DRAWINGS G-9 AND G-10 FOR JOINT DETAILS.

3. SLOPE TOP OF CURB 2% MAX TOWARD GUTTER.

LEGEND ON PLANS

Revision_| By| Approved |Date SAN DIEGO REGIONAL STANDARD DRAWING ORIGINAL KERCHEVAL 12/75
UPDATED | CV CV 12/1 5
UPDATED | KE| T. Stanton | 10/18 CURBS AND GUTTER - SEPARATE Reviewed | RP] S. Engeda | 03/22

RECOMMENDED BY THE SAN DIEGO

REGIONAL STANDARDS COMMITTEE
Vi Page |
Moma ne bo —03 24/2022

Chairperson R.C.E. 52241 Date

DRAWING
NUMBER G-01

08/26/2025
C5

2 R <E
CURB_LINE

2” WEAKENED

PLANE JOINT
1-1/2” EXCEPT WHERE ELEVATIONS

SHOWN INDICATE OTHERWISE

NOTES:

1. CONCRETE SHALL BE 520-C-—2500.

2. SEE STANDARD DRAWINGS G-9 AND G-10 FOR JOINT DETAILS.

TYPE W *AREA
G 24” 1.34 SQ. FT.

H 30” 1.60 SQ FT.
* 6” CURB HEIGHT

3. SLOPE TOP OF CURB 2% MAX TOWARD GUTTER.

LEGEND ON PLANS

Revision | By! Approved |Date SAN DIEGO REGIONAL STANDARD DRAWING ORIGINAL KERCHEVAL 12/75
UPDATED | CV CV 1 2/1 5
Reviewed | KE| T. Stanton | 10/18 CURB AND GUTTER - COMBINED Reviewed | RP| S. Engeda | 03/22

RECOMMENDED BY THE SAN DIEGO

REGIONAL STANDARDS COMMITTEE
aap VW, 5
Stage neha 09/24/2022
Chairperson R.C.E. 52241 Date

DRAWING
NUMBER G-02

08/26/2025
C5

18” MIN WIDTH AS SHOWN ON PLANS

OR AS INDICATED ON PLANS

”
1/4” DEEP, 1/4” R
——— 2% MAX CROSS-SLOPE

6 | 1 1/2” EXCEPT WHERE ELEVATIONS
| | L— SHOWN INDICATE OTHERWISE

P= 1/2”
2” WEAKENED PLANE JOINT
NOTES:

1. CONCRETE SHALL BE 520-C-2500.
6 GROOVE
1/2” R aw
J

|
CZ

2. SEE STANDARD DRAWINGS G-9 AND G-10 FOR JOINT DETAILS.

3. MONOLITHIC CURB, GUTTER AND SIDEWALK IS TO BE USED WITH AGENCY APPROVAL ONLY.

LEGEND ON PLANS
7 an =

Revision_| By| Approved |Date SAN DIEGO REGIONAL STANDARD DRAWING ORIGINAL KERCHEVAL | 1 2/75
UPDATED | CV CV 1 2/1 5
Reviewed | KE|S. Stanton | 10/18 MONOLITHIC CURB,
Reviewed | RP} S. Engeda | 03/22 GUTTER AND SIDEWALK

RECOMMENDED BY THE SAN DIEGO

REGIONAL STANDARDS COMMITTEE
A
cage” Uv er ie
Memo nage da 09/24/2022
Chairperson R.C.E. 52241 Date

DRAWING
NUMBER G-03

08/26/2025
C5

3-6"
1’-6” 2’-Q”
PI.
1/2” R 3-5/8" ELEVATION PT. Ge | \ / ON PROFILE 3a|S
= >

9” WEAKENED - 7 PLANE. JOINT . 7
TYPE A hve

CURB AREA
(2.29 SQ. FT.)
3-6”
2'-0" V6"
_ 11/2”

7-1/2”

© ,
~) fa. ot weakenep ff ST 2 PLANE sont Pp 3
; | ~ ; aa nots ; - ¢
a4 i a z 4 4 a4 x
TYPE B

CURB AREA
(2.44 SQ. FT.)
NOTES:

1. TRANSITION TO TYPE G OR H CURB AT ALL CURB RETURNS, EXCEPT WHERE CURB RAMPS ARE PROVIDED, AND AT ALL CUL—DE-SACS WITH DRAINAGE STRUCTURES.

SEE STANDARD DRAWING G-4B FOR DETAILS.

Loe

LEGEND ON PLANS 2. CONCRETE SHALL BE 520-C-2500.

3. SEE STANDARD DRAWINGS G-9 AND G-10 FOR JOINT DETAILS. isi RECOMMENDED BY THE SAN DIEGO
Revision _|By| Approved | Date SAN DIEGO REGIONAL STANDARD DRAWING REGIONAL STANDARDS COMMITTEE ORIGINAL KERCHEVAL | 12/75 UPDATED | CV| S. Stanton | 12/15 Monae hoe 24/2022
Reviewed | KE| S. Stanton | 10/18 CURB AND GUTTER - ROLLED Chairperson R.C.E. 52241 Date Reviewed | RP! S. Engeda | 03/22 DRAWING G 4A
NUMBER :

03/24/2022

SAN DIEGO REGIONAL STANDARD DRAWING
08/26/2025
C5

ROLLED CURB

PER STANDARD
DRAWING G—4A,
TYPE A
~
7 on

TC ELEV.

PER PLAN

ROLLED CURB

PER STANDARD
DRAWING G—4A,
TYPE B
NOTES:

1. 2.

REFER TO RSD G-2, TYPE G AND G—4A FOR SPECIFIC DIMENSIONS RELATED TO LEGEND ON PLANS ee EACH TYPE OF CURB.

TRANSITIONS SHOULD OCCUR ALONG THE BACK OF CURB, HOLDING EDGE OF PAVEMENT PARALLEL AND CONCENTRIC WITH STREET CENTERLINE. ALTERNATE ALIGNMENTS MAY BE REQUIRED AND ARE AT AGENCY’S DISCRETION.

t- CURB AND

CURB AND

GUTTER PER

STANDARD
DRAWING G—2,
TYPE G
TC ELEV.

PER PLAN

GUTTER PER

STANDARD
DRAWING G—2,
TYPE G

Revision_|By| Approved |Date SAN DIEGO REGIONAL STANDARD DRAWING

NEW DM| MR/cv [11/11

UPDATED CV] CV [12/15]

Reviewed |KE|S. Stanton]10/18

Reviewed |RP|S. Engeda 03/22

CURB AND GUTTER TO ROLLED

RECOMMENDED BY THE SAN DIEGO

REGIONAL STANDARDS COMMITTEE
W)
Ml mip nye bo —03/ 24/2022
>

Chairperson R.C.E. 52241 Date

CURB TRANSITION

DRAWING
NUMBER G-04B

08/26/2025
C5

CURB_LINE

Lu
Lu =
Zz a)
| 2” WEAKENED a) ” ” jaay
s | 4 PLANE JOINT es 5
_ oO (e)
_ 2 5” | 4” 15”
\3 |
” ©
Y2R. s TOP_OF a PAVEMENT , : . 1/2” R
= in \
7 N
s ~ ——_—-_ oor or
co
2” WEAKENED PLANE JOINT
| " | | 24 I | |
B-1 B-2
AREA=0.79 SQ. FT. AREA=1.29 SQ. FT.
lu
Zz ld
a Zz co
” a ”
3 31/2 ce r? 1/2
Ke 3-1/2” | id |
1/2” DIA 2” WEAKENED

CONTINUOUS STEEL BAR
3/4”

TOP OF PAVEMENT

2” WEAKENED

PLANE JOINT
1/2” DIA. STEEL DOWELS @ 4’ O.C.

MIN. LENGTH 8” (SEE NOTE 3)
B-3
AREA=0.29 SQ. FT.

NOTES:

1. CONCRETE SHALL BE 520-C-2500.

2. SEE STANDARD DRAWINGS G-9 AND G-10 FOR JOINT DETAILS.

3. EXTRUDED TYPE B-3 CURB SHALL BE ANCHORED TO EXISTING PAVEMENT

PLANE JOINT
3/4”

TOP OF PAVEMENT

|

APPLY APPROVED ADHESIVE TO BASE
B-4
AREA=0.35 SQ. FT.
(FOR TYPE B-2)

BY PLACING STEEL DOWELS AND REINFORCING STEEL AS SHOWN OR BY USING AN APPROVED ADHESIVE.

4. SLOPE TOP OF CURB 2% MAX TOWARD GUTTER/PAVEMENT. (FOR ALL OTHER TYPE

LEGEND ON PLANS
S)

ik] RECOMMENDED BY THE SAN DIEGO
Revision |By| Approved | Date SAN DIEGO REGIONAL STANDARD DRAWING REGIONAL STANDARDS COMMITTEE ORIGINAL KERCHEVAL | 12/75 f =
REVIEWED |cv] cv 12/15 Atma F,, ha03/ 24/2022
Reviewed |KE|S. Stanton | 10/18 CURBS AND GUTTER - MEDIANS Chairperson R.C.E. 52241 Date Reviewed |RP|S. Engeda | 03/22 DRAWING G 06
NUMBER .
08/26/2025
C5

__ __ —~

NOTES:

1. CONCRETE SHALL BE 520-C—2500.

2. SEE STANDARD DRAWINGS G-9 AND G-10 FOR JOINT DETAILS.

VARIES WIDTH AS SHOWN ON PLANS
“ 1/2” R 1/2” R / | 9% wax cROSS-SLOPE_| “N\
—_ QAY RYAN? fe . Ce _ ts
ne Speco a
K 2” WEAKENED

KS PLANE JOINT
|
|
NON-—CONTIGUOUS

WIDTH AS SHOWN ON PLANS

‘ 1/2” R
| —=— 2% MAX CROSS-SLOPE | .

Ct wet
ee Te
2” wean |

PLANE JOINT

CONTIGUOUS

LEGEND ON PLANS

isi RECOMMENDED BY THE SAN DIEGO
Revision_|By| Approved |Date SAN DIEGO REGIONAL STANDARD DRAWING REGIONAL STANDARDS COMMITTEE ORIGINAL KERCHEVAL | 12/75 7 = REVIeweD |cv| cv 12/15 bmp Figs ho— 09/24/2022
Reviewed | KE|S. Stanton | 10/18 SIDEWALK . TYPICAL SECTIONS Chairperson R.C.E. 52241 Date Reviewed |RP|S. Engeda |03/22 DRAWING G-07
NUMBER .

08/26/2025
C5

NOTES:

3. 1/4” GROOVES

MID POINT OF CURB RETURN
P.C.R.

15° TYP.

r— P.C.R.

WITH 1/4” RADIUS EDGES AT 5’ INTERVALS.
45° TYP.
1, EXPANSION JOINTS —--—— AT CURB RETURNS, ADJACENT TO STRUCTURES AND AT 45’ INTERVALS. (SEE STANDARD DRAWING G-10).

2. WEAKENED PLANE JOINTS ----—- AT MID POINT OF CURB RETURN, WHEN REQUIED, AND AT 15’ INTERVALS FROM P.C.R. (SEE STANDARD DRAWING G-10).

Revision |By| Approved | Date

SAN DIEGO REGIONAL STANDARD DRAWING

ORIGINAL KERCHEVAL | 12/75
REFORMATTED T. STANTON | 04/06
REVIEWED |}CV| CV 12/15

REVIEWED | RP] S. Engeda |03/22

SIDEWALK JOINT LOCATIONS

RECOMMENDED BY THE SAN DIEGO

REGIONAL STANDARDS COMMITTEE
= 2
Ship Fnac da—05/ 24/2022

Chairperson R.C.E. 52241 Date

DRAWING
NUMBER G-09

08/26/2025
C5

EXPANSION JOINT FILLER MATERIAL

WEAKENED PLANE JOINT

CURB AND SIDEWALK

ve 1/8” R 1/8” R
_ f oo oo oy ” . x 1 . : ~ ao. 4. e
Zz. % KN 4. +-o=— ee
; L 1/2” (#4) x 24” SMOOTH,
}=— 1/2" (PAVEMENT) GREASED OR OILED BAR,
1/4” MIN — 1/2” MAX (SIDEWALK) 30” ON CENTER

EXPANSION JOINT CONTACT JOINT
va 1/8" R 1/3” 4 / PREFORMED JOINT FILLER
—| e140 2 \ | :

WEAKENED PLANE JOINT

GUTTER AND CONCRETE PAVEMENT

L 1-5/8”

RECOMMENDED BY THE SAN DIEGO

REGIONAL STANDARDS COMMITTEE

KEYED JOINT
Revision_|By| Approved | Date SAN DIEGO REGIONAL STANDARD DRAWING ORIGINAL PARKINSON 02/95
UPDATED CV MR/CV W/1 1
REVIEWED | CVI CV 12/15 CONCRETE JOINT DETAILS
Reviewed | RP] S. Engeda | 03/22

7) F, UV, ay
oS Rs
\GSbGp Fngedoa—035/ 24/2022

Chairperson R.C.E. 52241 Date

DRAWING
NUMBER G-10

08/26/2025
C5

- daaWnN M-9 INSN3OV1dad ONY ‘WAOWSY Z/e0] wpb S [au] Powe ONMVYO INIW3AVd ONY Y1VMadIS sifar| 00100 | cana 2300 = LyZZG “FON yossedsoyo

CL0¢/b6; cae ae omer ‘WALLND “GYND JLFYINOD Ii7tt| A0/an [Ao] aalvaan

< GL/ZL| WAIHOMSY TWNIOINO

COU LINNOS SUVGNVLS WNOIO3Y ONIMVYC GYVGNVLS TVNOISSY OOSFId NVS aq) panouddy [kg] uosinoy

LAD ONIMOHS “MYWN JYOIS YO 3909 “LNIOf OL GIGNALXA 3d
NOILOJS TIVHS ,.GSAOWSY 38 OL V3NV, ‘NMOHS WAWININ NVHL SS31 SI XY 3YOOS - YO 3903 “INIOP ONILSIXT OL ,GSAOWSY 39 OL V3YV, NOMS JONVLSIG NSHM °Z oe XVN 42 Ja TIVHS 3dO1S SSOND WIVMACIS “1 ae me J
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ye

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Bt ER NOILOSS LNAWSAVd

|
3903 YO INOP ONISIX3 | INaWaAVd 40 3903 YO INIOr | ‘NIN S JNO YYYN OOS ONIISIXA TONUSIXS WOUS ‘NIN S| GSAONSY 39 OL Vauy |

NV1d uno

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T = JNM Y¥SLLN9 —~

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<
4903 80 LNION ONUSIXS INIO? ONUSIXI NOUS | NI INIOP WOYS YO *,S ‘NIN. ,O¢ l Q3AOW3Y 38 OL WSMV

NOILOSS MIVMSAIS

LNIOF onusna— | err JYXOOS ONILSIX4 I G3AOWRY 3d OL VauN

NV1id IVMACIS

Lo

SSI] SI MAASHOIHM “TANVd a
ANIOP ONUSIXS NI INIO? WON4 YO ‘,S AYVW FYOOS ONILSIXA
QSAOWSY 48 OL VAuV

08/26/2025
C5

MONOLITHIC CURB IF
/) SPeCIED OR REQUIRED,

R/W - - = - _ _ _ _ _
“ x x, x
zia <z a? a
“3/5 = 1:12 2 1:12 =
«|e 8 x . ae
CURB - ole
LINE —— DEPRESSED CURB
4 SUTTER”
PLAN

TABLE A
Y DRIVEWAY CURB OPENING URS ve
Y | DRIVEWAY WIDTH | Y HEIGHT LENGTH
(SEE. TABLE | SHOWN ON PLANS | (See TABLE A 1” "0

MONOLITHIC CURB IF
SPECIFIED OR REQUIRED. 2% MAX RIS % E | Ne I~
7-1/2" COMMERCIAL
5-1/2” RESIDENTIAL tf CORRE

1 [ T x

EDGE OF SIDEWALK
SMM LR OA VLLIA MAX 1 1 ETF t

BOTTOM OF CURB

ELEVATION
R/W

M4 40¢ ea

EDGE OF SIDEWALK

SECTION

1” ABOVE
GUTTER

RECOMMENDED BY THE SAN DIEGO

REGIONAL STANDARDS COMMITTEE
y/]
i, —
f
Ship Fie doa—03/ 24/2022

Chairperson R.C.E. 52241 Date

NOTES:

1. NO CONCRETE SHALL BE PLACED UNTIL FORMS AND SUBGRADE ARE INSPECTED BY THE AGENCY. 2. FOR RESIDENTIAL USE, CONCRETE SHALL BE 520-C—2500; FOR COMMERCIAL USE, CONCRETE SHALL BE 560—C—3250. 3. SEE STANDARD DRAWINGS G-15 AND G-16 FOR WIDTH AND LOCATION REQUIREMENTS. 4. SEE STANDARD DRAWINGS G-2 AND G—10 FOR CURB AND JOINT DETAILS. 5. PLACE EXPANSION JOINT AT RIGHT-OF-WAY. 6. DIMENSIONS SHOWN REFLECT A 6” CURB HEIGHT. 7. RAMP LENGTH CALCULATIONS ARE BASED ON X—1” TO ACCOUNT FOR THE 1” DRIVEWAY LIP. 8. IF USING FOR ALLEY CROSSING, INSTALL TRUNCATED DOMES PER G-30 AT BOTTOM OF RAMPS.

Revision_|By| Approved |Date SAN DIEGO REGIONAL STANDARD DRAWING Reviewed T. STANTON | 04/06
Updated |MR| MR/cV |02/12
Updated [cv] cv 12/15 CONCRETE DRIVEWAY
Updated [RP] s. Engeda |03/22 (FOR CONFINED RIGHT-OF-WAY)

DRAWING
NUMBER G-14D

08/26/2025
C5

SEE NOTE 5

Ww
a R/W A 7 {
in
B + B
LL | NPE A DIKE o TYPE A OKE
(RSD G-5) iS
: =
GUTTER at ° a — \ cures FL
PLAN

NO SCALE

GUTTER R/W
FL ROAD | L
¢
|___ VARIES 55° | 49] 5 VARIES | _S' | purr EXIST
+12%
DEPRESS 7, WS
CURB 9.75% . 16% 420%
Nh sweet * DWY PROFILE
eS — ~4% | ~15% > = % a. SEE May | 712% iW
a NOTE 6 MATCH EXIST
DRIVEWAY = 5’ 5’ |VARIES| 5°
PAVING SCHEDULE | | |
MINIMUM SECTION A-A DEPTH OF A.c.| GRADE NO SCALE
2” 0-15%
3” 16-20% | 2° MIN | w | [1° MIN MIN DEPTHS PER COUNTY FIRE STDS. LOCAL AGENCY REQUIREMENTS MAY VARY. | ]

SECTION B-B

TEANERSTET NO SCALE
NOTES:

ASPHALT CONCRETE (A C) OR PORTLAND CEMENT CONCRETE (PCC).

3. MAXIMUM GRADE BREAK 14% (5° MINIMUM VERTICAL CURVE PREFERRED).

4. SEE SAN DIEGO AREA REGIONAL STANDARD DRAWINGS G—15 & G—16 FOR DRIVEWAY LOCATION & WIDTH REQUIREMENTS AND G—14 SERIES FOR PCC DRIVEWAYS. 4’ MINIMUM ADA ACCESS WHEN WALKWAYS ARE PROVIDED.
. DRIVEWAY PROFILE, WIDTH (W) AND LENGTH (L) SHALL BE SHOWN ON PLANS.

DRIVEWAYS WITH GRADES GREATER THAN 15% SHALL BE SURFACED WITH

6. 4” MINIMUM AC OVER 6” MINIMUM BASE, UNLESS OTHERWISE INDICATED ON PLANS.

iS] RECOMMENDED BY THE SAN DIEGO
Revision | By| Approved |Date SAN DIEGO REGIONAL STANDARD DRAWING REGIONAL STANDARDS COMMITTEE New [mel MR/cV [09/11 - UPDATED |cv|__cv_([12/15 oma, £._03/24/2022
Reviewed |RP| S. Engeda]03/221 ASPHALT CONCRETE Chairperson RCE SODA Date DRIVEWAY DRAWING @. nuper G-14G
08/26/2025
C5

PROPERTY LINE

PROPERTY LINE

DRIVEWAY 4 CURB OPENING“ CURB LINE 41% "eh
3 i
& ea
ts)
a , RADIUS 25
PROPERTY LINE +—-OR Ess - = :

Hy, DRIVEWAY. |
cura une [71 CURB OPENING NK.

RADIUS MORE |
+

PROPERTY LINE
Zz 2
bh
H ay

PROPERTY LINE
owas a
—
|
TT rie ; ws
wot DRIVEWAY 1 x
CURB OPENING t+ eS
sce “teh . CURB LINE ae

12.5% (OR 1/8) ofr—= S

TOTAL LENGTH OF ARC

PROPERTY LINE
“4 DRIVEWAY “*, “Tf
". CURB OPENING {

CURB LINE

REQUIREMENT 1

NO PORTION OF ANY CURB OPENING SHALL BE PERMITTED
WITHIN 6’ OF THE INTERSECTION OF THE PROLONGED
PROPERTY LINES AND THE CURB SHOWN BY ARC A.

REQUIREMENT 2

NO PORTION OF ANY CURB OPENING SHALL BE PERMITTED
IN THE CURB RETURN WHERE THE RADIUS OF CURB IS 25’
OR LESS, AS SHOWN BY ARC B.

REQUIREMENT 3

ON ALL CURB RETURNS WHERE THE RADIUS IS MORE THAN
25’, CURB OPENINGS MAY ENCROACH UPON EACH END OF THE
RETURN A DISTANCE EQUAL TO 12.5% (OR 1/8) OF THE TOTAL

LENGTH OF THE ARC ON THE CURB RETURN, THUS LEAVING AT
LEAST 75% (or 3/4) OF THE LENGTH OF ARC ON THE RETURN

FACE FREE FROM DRIVEWAY ENCROACHMENT, PROVIDED
REQUIREMENT 1 IS MET.

REQUIREMENT 4

NO PORTION OF ANY CURB OPENING SHALL BE PERMITTED

IN THE CURB RETURN WHERE A SEPARATE TURNING
MOVEMENT IS PROVIDED, AS SHOWN BY ARC C.

Revision |By| Approved | Date

ORIGINAL KERCHEVAL | 12/75

SAN DIEGO REGIONAL STANDARD DRAWING

RECOMMENDED BY THE SAN DIEGO

REGIONAL STANDARDS COMMITTEE

UPDATED | CV CV 12/15

Reviewed | MW] M. Widelski | 10/18

Reviewed | RP| S. Engeda | 03/22

DRIVEWAY LOCATION - ADJACENT TO

CURB RETURNS AND STREET LINES

S24 2022
Chairperson R.C.E. 52241 Date
DRAWING G-15
NUMBER

08/26/2025
C5

CURB AND GUTTER

SURFACE COURSE

EXPANSION JOINT BASE COURSE
‘o
|
_ |,
5’-0”

ELEVATION
\
_ | _-- 820-©- 2500 CONCRETE
4° ° ‘4
8”

SECTION A-A

LEGEND ON PLANS
Revision [By| Approved [Date SAN DIEGO REGIONAL STANDARD DRAWING REGIONAL STANDARDS COMMITTEE.

ORIGINAL KERCHEVAL |12/75 i} =
uppateD |r] MR/cv [03/12 Lemay he_035/24/ 2022
UPDATED | CV cv 12/15 CUTOFF WALL enarpanen ROE 622m Date Reviewed | RP| S. Engeda | 03/22 DRAWING AT END OF PAVEMENT NUMBER G-22

08/26/2025
C5

3-6"
1’-6” 2’-Q”
PI.
1/2” R 3-5/8" ELEVATION PT. Ge | \ / ON PROFILE 3a|S
= >

9” WEAKENED - 7 PLANE. JOINT . 7
TYPE A hve

CURB AREA
(2.29 SQ. FT.)
3-6”
2'-0" V6"
_ 11/2”

7-1/2”

© ,
~) fa. ot weakenep ff ST 2 PLANE sont Pp 3
; | ~ ; aa nots ; - ¢
a4 i a z 4 4 a4 x
TYPE B

CURB AREA
(2.44 SQ. FT.)
NOTES:

1. TRANSITION TO TYPE G OR H CURB AT ALL CURB RETURNS, EXCEPT WHERE CURB RAMPS ARE PROVIDED, AND AT ALL CUL—DE-SACS WITH DRAINAGE STRUCTURES.

SEE STANDARD DRAWING G-4B FOR DETAILS.

Loe

LEGEND ON PLANS 2. CONCRETE SHALL BE 520-C-2500.

3. SEE STANDARD DRAWINGS G-9 AND G-10 FOR JOINT DETAILS. isi RECOMMENDED BY THE SAN DIEGO
Revision _|By| Approved | Date SAN DIEGO REGIONAL STANDARD DRAWING REGIONAL STANDARDS COMMITTEE ORIGINAL KERCHEVAL | 12/75 UPDATED | CV| S. Stanton | 12/15 Monae hoe 24/2022
Reviewed | KE| S. Stanton | 10/18 CURB AND GUTTER - ROLLED Chairperson R.C.E. 52241 Date Reviewed | RP! S. Engeda | 03/22 DRAWING G 4A
NUMBER :

03/24/2022

SAN DIEGO REGIONAL STANDARD DRAWING
08/26/2025
C5

MONOLITHIC CURB IF
/) SPeCIED OR REQUIRED,

R/W - - = - _ _ _ _ _
“ x x, x
zia <z a? a
“3/5 = 1:12 2 1:12 =
«|e 8 x . ae
CURB - ole
LINE —— DEPRESSED CURB
4 SUTTER”
PLAN

TABLE A
Y DRIVEWAY CURB OPENING URS ve
Y | DRIVEWAY WIDTH | Y HEIGHT LENGTH
(SEE. TABLE | SHOWN ON PLANS | (See TABLE A 1” "0

MONOLITHIC CURB IF
SPECIFIED OR REQUIRED. 2% MAX RIS % E | Ne I~
7-1/2" COMMERCIAL
5-1/2” RESIDENTIAL tf CORRE

1 [ T x

EDGE OF SIDEWALK
SMM LR OA VLLIA MAX 1 1 ETF t

BOTTOM OF CURB

ELEVATION
R/W

M4 40¢ ea

EDGE OF SIDEWALK

SECTION

1” ABOVE
GUTTER

RECOMMENDED BY THE SAN DIEGO

REGIONAL STANDARDS COMMITTEE
y/]
i, —
f
Ship Fie doa—03/ 24/2022

Chairperson R.C.E. 52241 Date

NOTES:

1. NO CONCRETE SHALL BE PLACED UNTIL FORMS AND SUBGRADE ARE INSPECTED BY THE AGENCY. 2. FOR RESIDENTIAL USE, CONCRETE SHALL BE 520-C—2500; FOR COMMERCIAL USE, CONCRETE SHALL BE 560—C—3250. 3. SEE STANDARD DRAWINGS G-15 AND G-16 FOR WIDTH AND LOCATION REQUIREMENTS. 4. SEE STANDARD DRAWINGS G-2 AND G—10 FOR CURB AND JOINT DETAILS. 5. PLACE EXPANSION JOINT AT RIGHT-OF-WAY. 6. DIMENSIONS SHOWN REFLECT A 6” CURB HEIGHT. 7. RAMP LENGTH CALCULATIONS ARE BASED ON X—1” TO ACCOUNT FOR THE 1” DRIVEWAY LIP. 8. IF USING FOR ALLEY CROSSING, INSTALL TRUNCATED DOMES PER G-30 AT BOTTOM OF RAMPS.

Revision_|By| Approved |Date SAN DIEGO REGIONAL STANDARD DRAWING Reviewed T. STANTON | 04/06
Updated |MR| MR/cV |02/12
Updated [cv] cv 12/15 CONCRETE DRIVEWAY
Updated [RP] s. Engeda |03/22 (FOR CONFINED RIGHT-OF-WAY)

DRAWING
NUMBER G-14D

08/26/2025
C5

A—4 v-
\C sIDEWALK CUTS 3
= yf 4
Lu
2 Van
-_
Lu
z
5 2 GUTTER
a D>
| a oO
|
61/2” MIN © ——=
| a 4g
wy SECTION
-_
a
a
>
oO
| ___— — PIPE TO BE FINISHED =e ia FLUSH WITH CURB
a ! | GUTTER

oO a - . <A 7 es ate foe, “4 . ~N
: Zz
Co. OS

SECTION B-B
Lu
=
a Lu
= =
ta © APPROVED DRAIN PIPE SIZES S or
PIPE SIZE CURB HEIGHT AT CURB FACE a © |
3” 6” TO 8” R __
4” 8” f
6” 10” N

NOTES __ | »

1. PIPE SHALL BE ONE CONTINUOUS LENGTH FROM PROPERTY LINE TO CURB LINE.

2. MULTIPLE PIPES TO BE SET A MINIMUM DISTANCE OF D/2 APART (3 MAX). DRAIN SHALL NOT BE CONSTRUCTED

3. CONCRETE SHALL BE 520-—C-—2500. WITHIN THE HATCHED AREA

4. PIPE SHALL BE CIRCULAR RIGID PLASTIC OR APPROVED EQUAL. BLOCK CORNER

5. CORING OF EXISTING CURB MAY BE USED AS AN ALTERNATIVE.

6. PROVIDE 1/4” TOOLED GROOVE IN TOP SLAB IN LINE WITH BACK OF ADJACENT CURB. isi RECOMMENDED BY THE SAN DIEGO
Revision _|By| Approved | Date SAN DIEGO REGIONAL STANDARD DRAWING REGIONAL STANDARDS COMMITTEE ORIGINAL Kercheval || 2/75 7 —
Edited T.R.|T. Regello }10/15 Aimee 2 3/24/2022
Edited M.WIM. Widelski | 10/18 SIDEWALK UNDERDRAIN PIPE Chairperson R.C.E. 52241 Date Reviewed RP |S. Engeda |03/22 DRAWING D 27
NUMBER .
08/26/2025
C5

.

Min
Min
Min
1½" ±
FL
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
..
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
2"
11"
1"
2'-0"

ALTERNATIVE DEAD END ANCHORAGE
Existing

SECTION B-BSECTION C-C
New construction Existing

SECTION A-A

POST POCKET

ALTERNATIVE CABLE CONNECTION
ExistingNew construction Existing

RETAINING WALL (WITH GUTTER) EXISTING WALL (WITHOUT GUTTER)RETAINING WALL (WITH GUTTER)

ELEVATION
?" Ø
?" Ø
¼" Ø
2-#4
9"
#4
8"
5"
¾"±
8" Ø Min8" Ø Min
9"
2'-0"
Min Typ
1'-0"
4'-0"4'-0"
1'-4"
200'-0"±1000' Max
A
AB
BC
C
?" Ø DRILLED HOLES. PEEN
¼" Ø EYE BOLTS IN¼" Ø BOLT-PEEN END @ JAW END
?" Ø TURNBUCKLE WITH
4½" ADJUSTMENT Typ ENDS OF BOLTS Typ
2-¼" Ø CABLE

CLAMPS PER END

DRILLED HOLES

TRUSS RODS

GUTTER TOE OF
SLOPE
Typ END SPANTyp INTERMEDIATE
SPAN

POST CAP TO BE A
DRIVEN FIT Typ

METAL CLAMP

TOP OF WALL

GUTTER FL
SPAN
Typ END SPAN Typ INTERMEDIATE
Galv CABLE

EYE BOLT OR EYE END

OF TURNBUCKLE

CRIMPED SLEEVE CLAMP
MORTAR

REMOVE AND REPLACE

SUFFICIENT LENGTH OF

GUTTER TO ALLOW

INSTALLATION OF RAILING
POST.
¼" Ø Galv CABLE
EXISTING Conc GUTTER.
?" Ø HOLE WASHER

CRIMPED STOP

SLEEVE CLAMP
¼" Ø Galv CABLE
5" Ø x 9" POST POCKET
4" x 5" x 9" OR

CONCRETE
3'-8"
3'-8"
3'-8"
10½"
10½"
10½"
10½"

2. Intermediate turnbuckles to be placed in adjacent spans. and end posts.
before ordering or fabricating any material.
at changes in line where the angle of deflection is 15^ or more.

3. Cable shall not be spliced between intermediate turnbuckles top of retaining wall.

1. Maximum distance between turnbuckles shall be 200'-0"±. in both directions at intervals not to exceed 1000'.

4. Posts to be vertical.

5. Alignment of holes in posts may vary to conform to slope of

6. The Contractor shall verify all dependent dimensions in the field

7. Line posts shall be braced horizontally and trussed diagonally

8. Post pockets to be centered in top of wall.

9. Typical end spans, braced in both directions, shall be constructed NOTES:
6'-6" Max4'-0" Max
SEE NOTE 9
6'-6" Max

10. Shall not be used for pedestrian walkways.
¼" EYE BOLTS

SAFETY CHAIN WITH
Typ
1½ "
PIPE 1¼" Std TURNBUCKLES

INTERMEDIATE
PIPE 2" Std
Std, Typ
PLACE PIPE 1¼"
POST 2" Std POST

DESIGN NOTES
DESIGN:
fy = 60 ksi
CONCRETE:
f'c = 3.6 ksi
with California Amendments April 2019
AASHTO LRFD Bridge Design Specifications 8th Edition 2017

STATE OF CALIFORNIA

DEPARTMENT OF TRANSPORTATION

CABLE RAILING
B11-47

NO SCALE

PLANSAPPROVALDATE
No.

Exp.

REG ISTERED

P
R
O
F
E
S
S
I
O
N
A
L

ENGINEER
STAT
E
O
F

C
A
L
IF
O
R
N
IA

REGISTERED CIVIL ENGINEER
CIVIL
DistCOUNTYROUTEPOST MILES

TOTAL PROJECT
SHEET
No.

TOTAL
SHEETS

THE STATE OF CALIFORNIA OR ITS OFFICERS

OR AGENTS SHALL NOT BE RESPONSIBLE FOR
COPIES OF THIS PLAN SHEET.

THE ACCURACY OR COMPLETENESS OF SCANNED
408
2023 STA N D ARD PLA N B11-47
3-14-23
3-31-25
C40814
J. Kaderabek
Gregory
May 1, 2023
Return to Table of Contents
08/26/2025
C5

\

NOILVAVOXA AdOTS AO LIAWIT WAWIXVI

TRENCH WIDTH

SEE NOTE 3 BELOW

INVERT ELEVATION

+N
fay oO —_
22 ecz=
ui ZS fF =o
=
=
a OUTSIDE PIPE

4" CLEARANCE (MIN.)

FIRM TRENCH BOTTOM TO BE

CREATED USING CRUSHED
ROCK 1/2" - 1" IN SIZE.

BRIDGE NATIVE SOILS UNTIL
FIRM SUBGRADE FORMS.

THICKNESS AS REQUIRED.

K

(MO144d
Z
(MO14¢d
Z SLON
33S)
ALON
33S)
%06
%06
(MO13¢d
| SLON
35S)
(,€)
SNOZ
YAaddN
ANOZ
FICGIN
%06
RII IO TUsdyOvVa ANOZ ONIGGAG

H1ld3d HONSYL

YY, OSA
XN
3/4" CRUSHED ROCK
/
| SX
WA SSS
Ly “4
WS mR cia
. Oo
=O br WJ
| ”

SEE CITY OF VISTA STANDARD DRAWING SRF-08A AND SRF-08B (TRENCH PAVING STANDARD) WHEN TRENCHING ON IMPROVED STREETS - NOTE 95% COMPACTION IS REQUIRED ONE FOOT BELOW THE REQUIRED STREET STRUCTURAL SECTION.

NOTES:

1. INDICATES THE MINIMUM RELATIVE COMPACTION. 2.
90N NON-WOVEN NEEDLE PUNCHED GEOTEXTILE PER 2012 GREENBOOK SECTION 213-2 SHALL ENVELOPE THE 3/4" CRUSHED ROCK IN THE BEDDING ZONE.

3. Lu
N
£19 Z
e |B rae
ru) ss
Or!;1az
2 Tr
Of <s <x | Ww
K,| oC W
Mz) Fr
~3}Z2
Lo} x
og] x Ww
z| O
‘= =o O LL
oe:

Ox
co
apa
o| \| S +} NIT Nn
3) §|S
El | =
al “| ©
<l
@) |
3] =| 8
a D>

08/26/2025
C5

AC SURFACE COURSE
EXISTING oN
|
—=— 1.5' MIN. —=
MIN. 1.5' TO LIP

OF GUTTER OF GUTTER
AC SURFACE 1.83' MAX.
1'MIN. COURSE | 0.5' MIN.

" oe,
a
on: 5A

EXISTING oN
MIN. 1.5' TO LIP
(BOTH SIDES)

EXISTING AGGREGATE BASE 4. _\__| >~BASE AC
* COMPACT TOP 12" _- exisrive COMPACT AGGREGATE ; AGGREGATE OF NATIVE BACKFILL BASE MATERIAL TO 0.83' MAX. BASE TO 95% DENSITY 7 95% DENSITY
SS \ * COMPACT NATIVE —1] wy CEMENT SLURRY YY
BACKFILL TO 90% KRY BACKFILL Cee RY
DENSITY ~ 380-E-800 LX,
\

TYPEA TYPEB

EXCAVATED TRENCH ROCKSAW TRENCH
(SEE SRF-08B FOR TRENCH PAVING NOTES) (SEE SRF-08B FOR TRENCH PAVING NOTES) AC SURFACE —-| | IF DISTANCE FROM LIP OF GUTTER TO EDGE OF TRENCH COURSE 3" MIN. EXCEEDS 1.5', TYPE A OR TYPE B TRENCH MAY BE USED -—— 1 MIN 3/8" LIP EXISTING AC —
/—_- EXISTING CURB & GUTTER
EXISTING a0 0aGs :

COMPA NaRNGATE —NQ BASE AC IF DISTANCE FROM LIP
BASE MATERIAL TO D> * COMPACT TOP 12" OF GUTTER TO EDGE 95% DENSITY V4 NG OF NATIVE BACKFILL OF TRENCH EXCEEDS ° LG TO 95% DENSITY 1.5'", TYPE AOR TYPE B
* COMPACT NATIVE \ TRENCH MAY BE USED
BACKFILL TO 90% AC SURFACE

DENSITY TYPE C COURSE

TRENCH ADJACENT TO GUTTER EXISTING AC
(ROCKSAW OR EXCAVATED)
(SEE SRF-08B FOR TRENCH PAVING NOTES)
ASPHALT LEGEND EXISTING i
AGGREGATE BASE ~~ « COMPACT
[4] NEw 1/2" MEDIUM ASPHALT COMPACT AGGREGATE Pw TOP 12" OF , BASE MATERIAL TO x\S NATIVE
NEW 3/4" MEDIUM ASPHALT 95% DENSITY yy Lk BACKFILL TO * . EXISTING ASPHALT COMPACT NATIVE » 95% DENSITY

BACKFILL TO 90%—

DENSITY

* NATIVE BACKFILL = S.E. 30 (MINIMUM); TYPE D
NATIVE BACKFILL MAY BE REPLACED WITH 2 SACK

CEMENT SLURRY IF APPROVED BY CITY ENGINEER

TRENCH AT EDGE OF PAVEMENT
(SEE SRF-08B FOR TRENCH PAVING NOTES)

Revision | By | Apprvd Date CITY OF VISTA
New ps | 10/89 STANDARD DRAWING AM
Updated |GL} TS 05/07/12 CITY ENGINEER, DATE RCE 55075
TRENCH RESURFACING ——_
NUMBER: SRF-08A

08/26/2025
C5

GENERAL PROVISIONS
A. THE GENERAL CONTRACTOR IS REQUIRED TO OBTAIN A CITY RIGHT-OF-WAY PERMIT FOR ANY AND ALL WORK PERFORMED WITHIN THE CITY RIGHT-OF-WAY.

B. ALL WORK PERFORMED REQUIRES CITY INSPECTION.

C. IN NO CASE SHALL TEMPORARY ASPHALT OR PLATES BE LEFT IN PLACE LONGER THAN TEN (10) WORKING DAYS ABOVE TRENCH TYPES A, C & D; NO TRENCHES SHALL BE LEFT OPEN OVERNIGHT.

D. CONSTRUCTION MATERIALS & CONSTRUCTION METHODS ARE CONSIDERED THE MINIMUM REQUIRED AND MAY BE REVISED BY THE CITY AT ANY TIME.

E. ALL TRENCHING REQUIRES COMPACTION TESTING OF THE BACKFILL AND AGGREGATE BASE UNLESS WAIVED BY THE CITY ENGINEER.

F. ALL TRENCH PLATES SHALL BE RECESSED (SEE STANDARD DRAWINGS SRF-11A & SRF-11B).

CONSTRUCTION MATERIALS
A. ASPHALT CONCRETE (AC): 1/2" SURFACE COURSE = C2-AR-4000-RAP; 3/4" BASE COURSE = B-AR-4000-RAP (PERFORMANCE GRADE (PG) ASPHALT BINDER PG 64-10 MAYBE SUBSTITUTED FOR THE SPECIFIED AR GRADE ASPHALT BINDER).

B. AGGREGATE BASE: CLASS 2 (PER CALTRANS SPECIFICATION SUBSECTION 26-1.02B) OR CRUSHED AGGREGATE BASE (PER 2012 GREENBOOK SUBSECTION 200-2.2).

C. SLURRY BACKFILL: ROCKSAW TRENCH - CLASS 380-E-800; ALL OTHER: CLASS 190-E-400 (OR AS APPROVED).

D. TACK COAT: AR-4000 PAVING ASPHALT OR GRADE SS-1h EMULSIFIED ASPHALT (PER 2012 GREENBOOK SUBSECTION 302-5.4).

CONSTRUCTION METHODS

A. TYPEA, C & D TRENCHES

1. EXISTING AC PAVING SHALL BE SAWCUT AND REMOVED ALONG CLEAN, STRAIGHT LINES, TAKING CARE NOT TO UPLIFT OR TEAR ADJOINING PAVING (PER 2012 GREENBOOK 300-1.3.2).

2. AGGREGATE BASE MATERIAL TO BE REPLACED TO DEPTH OF EXISTING BASE. A MINIMUM OF 6" AC MAY BE SUBSTITUTED FOR BASE WITH PRIOR CITY APPROVAL.

3. A TACK COAT OF ASPHALTIC EMULSION OR PAVING ASPHALT SHALL BE APPLIED TO ALL CONTACT SURFACES.

4. AC BASE COURSE TO MEET EXISTING STREET GRADE - LEAVING DEPRESSIONS FOR CAP PAVING IS NOT ALLOWED.

5. AC BASE COURSE DEPTH SHALL BE 1" DEEPER THAN EXISTING - MINIMUM 4" DEPTH AC SHALL BE HOT-PLANT MIX.

6. COLD PLANE EXISTING AC PAVEMENT TO A MINIMUM DEPTH OF ONE-HALF THICKNESS OF EXISTING AC - NOT TO EXCEED 2".

7. AC SURFACE COURSE SHALL BE PLACED USING A SPREADER BOX OR PAVING MACHINE AND SHALL BE DENSIFIED / FINISHED PER 2012 GREENBOOK 302-5.6.1 & 302-5.6.2.

8. AC RESURFACING SHALL BE SEAL COATED WITH EMULSIFIED ASPHALT AND COVERED WITH SAND UNLESS WAIVED BY CITY ENGINEER.

B. TYPE B TRENCH

1. CEMENT SLURRY SHALL HAVE A MINIMUM 4" SLUMP AND BE THOROUGHLY CONSOLIDATED WITH VIBRATORS AND TAMPED.

2. CEMENT SLURRY SHALL BE LEFT %" LOW FROM EXISTING STREET SURFACE; TEMPORARY AC SHALL BE PLACED OVER SLURRY IN ALL AREAS SUBJECT TO VEHICLE OR PEDESTRIAN TRAFFIC.

3. ALLOW SLURRY FIVE (5) DAYS TO CURE BEFORE PLANING.

4. COLD PLANE EXISTING AC PAVEMENT TO A MINIMUM DEPTH OF ONE-HALF THICKNESS OF EXISTING AC - NOT TO EXCEED 2".

5. A TACK COAT OF ASPHALTIC EMULSION OR PAVING ASPHALT SHALL BE APPLIED TO ALL SURFACES.

6. AC SURFACE COURSE SHALL BE PLACED USING A SPREADER BOX OR PAVING MACHINE AND SHALL BE DENSIFIED / FINISHED PER 2012 GREENBOOK 302-5.6.1 & 302-5.6.2.

7. AC RESURFACING SHALL BE SEAL COATED WITH EMULSIFIED ASPHALT AND COVERED WITH SAND UNLESS WAIVED BY CITY ENGINEER.

Revision | By | Apprvd Date CITY OF VISTA
New DS 10/89 STANDARD DRAWING AM 4
Updated|GL} TS |05/07/12 CITY ENGINEER, DATE
TRENCH RESURFACING RCE 55075

STANDARD NOTES NUMBER. SRF-08B NUMBER:
08/26/2025
C5

Less Than
2-1/4"R And With’ The All
Flush

12" F ede
or Tread Width LY
PLAN AT END ee “
OF HANDRAIL 8 got ” oo 3 ir 1
aa - 7% Surface Of Ramp or
5 Step Nosing Limit
12” PIPE HANDRAIL
Extension WALL TYPE

ramp or step
12” nosing limit.

Extension

27”
Post shall be centered
in stair tread. See Std.

Dwg. M—26 for stairs.

| 7’ Max. |
Litt J 'e
(3-1 /4” R ears I I
| 1-1/2” Std. Pipe— sf if |
IC \ = ri ) 2 e
| \ a, ON] “| |
| | ce” | YT _li |
A] J | ) |

3/8"x5” Dia.

Rr
5/8"x1-1/2”
4 1-1/2”Min.
3/16"

C Bolts and anchors _approved
by the Engineer

HANDRAIL BRACKET

t- 1 1/2”
Std. Pipe
1/2"
7 t= 1/2"
\ Sliding Fit
| - 1/4”
Exp. ut.

1-7/16"+ x 3”long
Rod Sliding Fit

WELDING DETAILS

3-1/2”

5” Min |

ai PIPE GUARDRAIL—POST TYPE I"!
——
—\
Cr
Tt
u
NOTES

1. 1/4” Expansion joints @ 16’+ centers.

2. Weld and grind smooth all connections.

3. All railing to be hot dip galvanized after fabrication.

4. Pipe shall seamless steel ASTM A53 Grade B.

5. MaximumA = 4”. Guardrails and handrails for stairs and ramps more than 30” above

MOUNTING DETAIL
Post shall be grouted in
place using non-—shrink
grout.
have intermediate rails equally spaced such that a sphere 4” in diameter cannot pass through.

6. Handrail extension for stairs, at all bottom risers, shall be 12” plus one tread width. iSi RECOMMENDED BY THE SAN DIEGO
Revision |By| Approved a SAN DIEGO REGIONAL STANDARD DRAWING REGIONAL STANDARDS COMMITTEE ORIGINAL Kercheval 12/75
Revised D. Gerschoffer (09/15 WHEELS 10/25/2078.

Reviewed D. Gerschoffer [10/18 PEDESTRIAN PROTECTIVE RAILING Chajeferson R.C.E. 19246 Date DRAWING DETAILS NO. 1 DRAVING 4494
08/26/2025
C5

OBSERVATION -8” MIN NON—PERFORATED ,- OBSERVATION
WELL PER “SCH 40 PVC PIPE WELL PER
GS—5.09 (0.5% MIN SLOPE) GS—5.09
8” MIN PERFORATED
SCH 40 PVC PIPE
(0.5% MIN SLOPE)

3) TYP. 3" Typ NS SIOEILTRATION
LINER “PENETRATION CLEANOUT
PER GS=5.12,.: TYP’.

| | ce asl
| . \os a
I JA) Bh B a = — @ , ! !
|
|

Vie : : o) X
\ Se oe ec aee \
CURB CUT CURB & CUTTER LINER PENETRATION curs cuT
PER GS—5.01 PER SDRSD G—02 PER GS—5.12, TYP PER GS—5.01 OR GS—5.02 OR GS—5.02

PLAN VIEW
DRAINAGE GRATE .

PER DESIGN PLANS oY PIPE SEAL
8” MIN @ lO < GASKET & CAP
aoa AS APPROVED
BY AGENCY WA arena ; aaEOeS 7
BIOFILTRATION —
— i— BIOFILTRATION SOIL MEDIA x
8” SCH40 SOIL MEDIA 8 SCH40
PVC PIPE PVG PIPE LINER LINER s

PENETRATION PENETRATION NA ASS
PER GS—5.12 PER GS—5.12
45 FLOW poe FLOW
3” 3” 3” MIN # CRUSHED % ;
PERFORATED 8 MIN
SCH 40 PVC PIPE STANDARD Wye bhanon PERFORATED
(0.5% MIN SLOPE) WYE BRANCH SCH 40 PVC PIPE
(0.5% MIN SLOPE)

SECTION A-A SECTION B-B
NOTES:

1. OBSERVATION WELL & CLEANOUT CAP ELEVATIONS ARE INDEPENDENT OF THE BMP PONDING DEPTHS.

2. REFER TO SDRSD SC—01 FOR ANY OMITTED DIMENSIONS OR CALLOUTS RELATED TO CLEANOUTS.

3. RECOMMENDED MAX CLEANOUT SPACING = 150—FT_0.C.

4. PLACE OBSERVATION WELLS STRATEGICALLY AS TO MEASURE BMP PERFORMANCE; PER DESIGN PLANS.

5. OVERFLOW RISER MATERIAL AS SPECIFIED PER PROJECT—SPECIFIC DESIGN PLANS.

6. OVERFLOW RISERS LARGER THAN 12—INCH DIAMETER SHALL DRAIN DIRECTLY TO PUBLIC STREET FACILITIES PER GS-5.12 & GS—5.13 (WHERE APPLICABLE).

7. MINIMUM OVERFLOW RISER GRATE OPENING SIZE SHALL BE 1-1/4"; GRATE SHALL FIT SNUG AND BE REMOVABLE FOR MAINTENANCE PURPOSES.

8. DISTANCE "L” IS DEPENDENT ON STREET SLOPE AND DESIGN PONDING DEPTH; REFER TO PROJECT—SPECIFIC DESIGN PLANS FOR SAID DIMENSION.

DRAWING NOT TO SCALE

DRAWN BY: .NWB_ | CHECKED BY: KBK_ REVISIONS |APPROVED DATE

SAN DIEGO COUNTY DESIGN STANDARD
RECOMMENDED BY: CHARLES MOHRLOCK, P.E. ORIGINAL 10—01~2019 APPROVED BY COUNTY ENGINEER CLEANOUTS,OBSERVATION WELLS, REVISED 05-08-2021 Ud? Maro ome 3/15/21] & OVERFLOW RISERS ADJACENT

1 DRAWING
RCE NO. 40450, EXP 9/30/2022 TO BMP LIMITS NUMBER GS-5.10

GS-5.10

PLAN VIEW

SECTION B-BSECTION A-A
NOTES:

CLEANOUTS,OBSERVATION WELLS,
& OVERFLOW RISERS ADJACENT

TO BMP LIMITS

DRAWING NOT TO SCALE
3/15/21
08/26/2025
C5

CURB AND GUTTER

SURFACE COURSE

EXPANSION JOINT BASE COURSE
‘o
|
_ |,
5’-0”

ELEVATION
\
_ | _-- 820-©- 2500 CONCRETE
4° ° ‘4
8”

SECTION A-A

LEGEND ON PLANS
Revision [By| Approved [Date SAN DIEGO REGIONAL STANDARD DRAWING REGIONAL STANDARDS COMMITTEE.

ORIGINAL KERCHEVAL |12/75 i} =
uppateD |r] MR/cv [03/12 Lemay he_035/24/ 2022
UPDATED | CV cv 12/15 CUTOFF WALL enarpanen ROE 622m Date Reviewed | RP| S. Engeda | 03/22 DRAWING AT END OF PAVEMENT NUMBER G-22

08/26/2025
C5

24”MIN

i ——- —— | -~ SLOPE SLOPE
a el
. ey Sn Sr a a — vo. vow we ye ee ee ee ee eee
No i aye Sue ey ee ee ee ef ee ee ee ee
™ Al i =| vow. vy vy wy vy vow vw & vy vy ve ve ve vy vy vv we we wv ~ SPLASH PAD .*.*,
~ «PER GS-5.06.°.° i . v v wv v v voy v v v
. Ne Voy vy vy vy YY yw
rer voy. wy ee ey
l voy ey ey ee ee A
. re) Vovvy vy YY YY wy
— vow. ey ee we we voy. wy ee ey
| voy. ey ee ey
“ . v v v v v v v v v v
. | voy y yy ye ee
(— SS | vey we ee ye we wy ; voy. wy ee ey L vow. ey ee we YL = = Tl oH BP voy. wy ee ey LY ve Se voy. ey ee ey = vee we eee we ww we fh MIN we ee ee ee ee iY LE il WI voy Fs | | |= IFA voy wove we WDE SIMIN IMNEYY Dy
Sars Tepe ee ST MAXe © © be © © OR BIOFILTRATION® + ane ir Cov Py a AIS VPIMEE YISOUIMING ; vee ee ee ee ee ee ee ee ee ee vow we vy ee ve we el
| —_ |__ 4

CURB CUT CONCRETE FLUME WITH WINGWALLS
PER GS—5.01 AND ROCK SPLASH PAD
CURB CUT 24" MIN
PER GS-5.01 5) MULCH SPLASH PAD STREET FLOW PER GS—S.06 = To 5 |Z =
“5 |Z
Lot
oO}
: a
L © 30 MIL

PLASTIC TREE WELL, DISPERSION
ROADWAY STRUCTURAL LINER OR BIOFILTRATION AREA \) SECTION PER PLAN MATERIAL AND >

COMPACTION PER
PROJECT PLANS AND \

SPECIFICATIONS

SECTION A-A
NOTES:

1. PONDING DEPTH PER DESIGN PLANS, 18” MAX.

2. FLUME CUTOFF WALL TO EXTEND FULL DEPTH OF SPLASH PAD.

3. SEAL PLASTIC LINER TO ADJACENT IMPROVEMENTS AND EDGE RESTRAINTS PER GS—5.15. 4 CONCRETE SHALL BE 520—C—2500 UNLESS OTHERWISE SPECIFIED.

DRAWING NOT TO SCALE

DRAWN BY: .NWB_ | CHECKED BY: KBK_ REVISIONS |APPROVED DATE SAN DIEGO COUNTY DESIGN STANDARD RECOMMENDED BY: CHARLES MOHRLOCK, P.E. ORIGINAL 10-01-2019

REVISED —08- APPROVED BY COUNTY ENGINEER 05-085 2021
Us? WMunor—ene: 3/15/21 CURB CUT WITH FLUME

} DRAWING
RCE NO. 49452, BP 6 30/2022 NUMBER G S - 5 : 03

NOTES:

GS-5.03

CONCRETE FLUME WITH WINGWALLS

AND ROCK SPLASH PAD

SECTION A-A

DRAWING NOT TO SCALE
3/15/21
08/26/2025
C5

TYPES BELOW
VA MIL PLASTIC J sonra.

LINER SPLASH PAD
eee SEE

a L—SPLASH PAD a
SURFACE SEE fy

TYPES BELOW
if 12 to 9 TREE WELL s —s =
—B = Z ROOT BALL
fo
30 vit PLasno—”

BIOFILTRATION BASINS LINER TREE WELLS
& DISPERSION AREAS

PLAN VIEW

NON—COMPACTED 3” MULCH :

NO. 2 COARSE
AGGREGATE a NON—COMPACTED
NO. 2 COARSE

AGGREGATE
~ wa) SS
i
20 an TREE WELL

DISPERSION AREA PLASTIC ROOT BALL

OR BIOFILTRATION LINER
30 Mi we

PLASTIC ROOT
LINER TYPE 1 CONTROL
— BARRIER
pS
3” MULCH CONCRETE CONCRETE rae PAD
[ Fa
|
+t a
DISPERSION AREA 30 mn x TREE WELL
OR BIOFILTRATION x ROOT BALL 30 Mi PLASTIC

PLASTIC LINER

LINER IS
ROOT
TYPE 2 CONTROL
— BARRIER
NOTES:

1. REGARDING TYPE 1 SPLASH PADS, THE STONE SHALL REQUIRE AN EPOXY/GROUT BINDING TO AVOID WASHOUT PER THE PROJECT—SPECIFIC DESIGN PLANS AND SPECIFICATIONS

2. CONCRETE SHALL BE 5S20-—C—2500 UNLESS OTHERWISE SPECIFIED.

DRAWING NOT TO SCALE

DRAWN BY: .NWB_ | CHECKED BY: KBK_
RECOMMENDED BY: CHARLES MOHRLOCK, P.E.

SAN DIEGO COUNTY DESIGN STANDARD
REVISIONS — |APPROVED DATE
ORIGINAL 10-01-2019

APPROVED BY COUNTY ENGINEER
Ud? WMnop—aee: 3/15/21
WILLIAM P. MORGAN, #P.E.

R.C.E. NO. 49452, EXP 9/30/2022

SPLASH PAD
REVISED 03-08-2021

Number GS-5.06

GS-5.06
TYPE 1

BIOFILTRATION BASINS
& DISPERSION AREAS
TYPE 2

TREE WELLS
NOTES:

PLAN VIEW

DRAWING NOT TO SCALE
3/15/21
08/26/2025
C5

1" CHAMFER 1 '-O"
/
£1-1/2: 1 SLOPE UNLIMITED
OR
/
/ 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
08/26/2025
C5

3-6"
1’-6” 2’-Q”
PI.
1/2” R 3-5/8" ELEVATION PT. Ge | \ / ON PROFILE 3a|S
= >

9” WEAKENED - 7 PLANE. JOINT . 7
TYPE A hve

CURB AREA
(2.29 SQ. FT.)
3-6”
2'-0" V6"
_ 11/2”

7-1/2”

© ,
~) fa. ot weakenep ff ST 2 PLANE sont Pp 3
; | ~ ; aa nots ; - ¢
a4 i a z 4 4 a4 x
TYPE B

CURB AREA
(2.44 SQ. FT.)
NOTES:

1. TRANSITION TO TYPE G OR H CURB AT ALL CURB RETURNS, EXCEPT WHERE CURB RAMPS ARE PROVIDED, AND AT ALL CUL—DE-SACS WITH DRAINAGE STRUCTURES.

SEE STANDARD DRAWING G-4B FOR DETAILS.

Loe

LEGEND ON PLANS 2. CONCRETE SHALL BE 520-C-2500.

3. SEE STANDARD DRAWINGS G-9 AND G-10 FOR JOINT DETAILS. isi RECOMMENDED BY THE SAN DIEGO
Revision _|By| Approved | Date SAN DIEGO REGIONAL STANDARD DRAWING REGIONAL STANDARDS COMMITTEE ORIGINAL KERCHEVAL | 12/75 UPDATED | CV| S. Stanton | 12/15 Monae hoe 24/2022
Reviewed | KE| S. Stanton | 10/18 CURB AND GUTTER - ROLLED Chairperson R.C.E. 52241 Date Reviewed | RP! S. Engeda | 03/22 DRAWING G 4A
NUMBER :

03/24/2022

SAN DIEGO REGIONAL STANDARD DRAWING
08/26/2025
C5

Appendix F:

Fonroche Solar Street Lights
233

233
Appendix F:

Fonroche Solar Street Lights

08/26/2025
C5

Lighting Plan Rev A By: Cuong Vu
cu
[email protected]
Date:3/29/2024
4900 David Strickland Road
Forest Hill, TX 76119 | USA
Phone Number: (339) 225 4530
www.fonrochesolarlighting.com
Circuit Replacement
Project Number: G7674
Luminaire Schedule
Symbol
Calculation Summary
Qty Label Arrangement Total Lamp Lumens LLF
Label CalcType Units Avg Max Min Avg/Min Max/Min
3 T2-CK16B-3K-19W-20' Single 3610
Road Illuminance Fc 0.45

0.900

1.8 0.1 4.50 18.00
3 T4-CK16B-3K-19W-20' Single 3420 0.900
.5 .1
.5
.1
.5
.1
.5
.1
.5
.1
.5
.1
0 . 5 0 . 4
0 . 9 1 . 0 0 . 7 0 . 5 0 . 3 0 . 2 0 . 1 0 . 1 0 . 2 0 . 5 0 . 8 1 . 3 1 . 7 1 . 5 1 . 0 0 . 6 0 . 3 0 . 2 0 . 1 0 . 6 1 . 1 1 . 1 0 . 7 0 . 4 0 . 3 0 . 2 0 . 1 0 . 1 0 . 1 0 . 2 0 . 4 0 . 6 0 . 8 1 . 3 1 . 6 1 . 6 1 . 3 0 . 8 0 . 6 0 . 4 0 . 2 0 . 1 0 . 1 0 . 2 0 . 5 0 . 7 1 . 0 1 . 3 1 . 6 1 . 5 1 . 1 0 . 8 0 . 6 0 . 4 0 . 2 0 . 1 0 . 6 0 . 9 0 . 8 0 . 5 0 . 3 0 . 2 0 . 1 0 . 1 0 . 2 0 . 4 0 . 6 0 . 7 0 . 9 1 . 1 1 . 1 1 . 0 0 . 7 0 . 6 0 . 4 0 . 3 0 . 1 0 . 1 0 . 2 0 . 4 0 . 5 0 . 7 0 . 8 0 . 9 0 . 9 0 . 7 0 . 6 0 . 5 0 . 3 0 . 2 0 . 1 0 . 4 0 . 5 0 . 5 0 . 4 0 . 2 0 . 1 0 . 1 0 . 1 0 . 1 0 . 2 0 . 2 0 . 2 0 . 2 0 . 2 0 . 2 0 . 2 0 . 2 0 . 1 0 . 1 0 . 1 0 . 1 0 . 1 0 . 1 0 . 1 0 . 1 0 . 2 0 . 2 0 . 2 0 . 1 0 . 1 0 . 1 0 . 4 0 . 4 0 . 3 0 . 1 0 . 1
0 . 3 0 . 2 0 . 1 0 . 1
0 . 1 0 . 1
0 . 1
0 . 1 0 . 1 0 . 1 0 . 2 0 . 1 0 . 1 0 . 1 0 . 1 0 . 1 0 . 1 0 . 1 0 . 1 0 . 1 0 . 1 0 . 1 0 . 1 0 . 2 0 . 2 0 . 2 0 . 3 0 . 2 0 . 1 0 . 1 0 . 1 0 . 2 0 . 3 0 . 4 0 . 5 0 . 6 0 . 7 0 . 7 0 . 6 0 . 6 0 . 5 0 . 3 0 . 2 0 . 1 0 . 3 0 . 4 0 . 4 0 . 4 0 . 2 0 . 1 0 . 1 0 . 1 0 . 2 0 . 4 0 . 6 0 . 8 1 . 1 1 . 5 1 . 6 1 . 3 1 . 0 0 . 7 0 . 5 0 . 2 0 . 1 0 . 4 0 . 6 0 . 6 0 . 5 0 . 3 0 . 1 0 . 1 0 . 1 0 . 2 0 . 4 0 . 7 1 . 2 1 . 6 1 . 8 1 . 3 0 . 8 0 . 4 0 . 2 0 . 1 0 . 5 0 . 9 1 . 0 0 . 6 0 . 3 0 . 2 0 . 1
1 . 1 1 . 1 0 . 7 0 . 4
0 . 8 1 . 0 0 . 7 0 . 5
0 . 5 0 . 6 0 . 5 0 . 4
0 . 4 0 . 3 0 . 3 0 . 2
0 . 2 0 . 2 0 . 1 0 . 1
0 . 1 0 . 1
0 . 1
0 . 1 0 . 2
0 . 1 0 . 2 0 . 2
0 . 1 0 . 2 0 . 3
0 . 2 0 . 3 0 . 5 0 . 5
0 . 3 0 . 5 0 . 7 0 . 8 0 . 6 0 . 5 0 . 3 0 . 2 0 . 2 0 . 1 0 . 1 0 . 5 0 . 9 1 . 2 1 . 0 0 . 6 0 . 4 0 . 3 0 . 2 0 . 1
0 . 6 1 . 0 1 . 0 0 . 6 0 . 4 0 . 3 0 . 1 0 . 1
0 . 6 0 . 5 0 . 3 0 . 2 0 . 1
08/26/2025
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Contact us
Solar lighting
Yo
ur commitment to sustainability

FIND OUT MORE AT
ww
w.FonrocheSolarLighting.com
Fonroche Lighting America Design Office
FONROCHE LIGHTING AMERICA | 4900 David Strickland Road
Fo
rest Hill, TX 76119 | USA
Telephone : 339-225-4530
Adam Sanchez
Sal
es Representative
P: (339) 225-4530 x205
E: [email protected]
08/26/2025
C5

FONROCHE

AMERICA
Vou -N\Uike)ale)aaleleisisye) [=] ¢
* Street Light
INTEAWAN Fel galevestc] a lou Clots) an ea gele|Ulelare . a. The CK is now the Essential
Project: G7674-Vista CA-Circuit Replacement

Notes: Panels require clear, unshaded solar acess to the South

[ T54-Ck16B - - a lI 2PM Ve 20Ft. Round Tapered Pole-Direct Burial-1-4FT Arm - BK) - (BK Fixture Temp Type HS Solar Power Option Pole Color Color Tilt Center (Pole) (Fixture) Panel

The Most Reliable Solar Lighting in the World
We keep our solutions simple with Smartlight—one proven, powerful solar light that meets a wide range of needs.

Its unique black solar panel looks elegant, day or night. No hanging wires or bulky battery box. No solar panel that looks like a high school science project. We use powerful components and smart controls to provide all the energy you need in a sleek package, so you can count on all-night lighting all year around. 175,000
SmartLight Systems Installed Worldwide
365
Nights of Lighting per Year Guaranteed

DARKSKY ‘“N
APPROVED »~
Reduces light pollution
Certified by DarkSky.org
5 Years
Warranty, Including the Battery With No Pro-Rating
So
Zero Trenching Cost, Zero Electric Bills and Zero Maintenance for 10 Years

Fonroche Lighting America ¢ 4900 David Strickland Rd. ¢ Ft. Worth, Texas 76119 www.FonrocheSolarLighting.com ¢ 339-225-4530 Ext. 1 ¢ [email protected] Datasheet-Essential Single SmartLight 011723
08/26/2025
C5

*
ESSENTIAL SINGLE SMARTLIGHT » ¥) FONROCHE lighting AMERICA

LUMINAIRE PRODUCT CODE NAME (Go) Ke) Mla DISTRIBUTION (eo) Ke);3 HOUSE SIDE SHIELD OPTION WEIGHT LBs EA. — EPA Fr? EA.
[T54-CK 16B Essential 2700K, 3000K, 4000K 72,13,74,CW (Crosswalk) Black NA 7 .25 SOLAR MODULE ASSEMBLY PIVEN SeN MODULE FRAME & BACK SHEET PRODUCT CODE / DESCRIPTION SOLAR MODULE

160W PolyCrystalline Solar Module with Steel Mount - Tilt Adjustment (0,10,25 or 45 Degree) Mount Galvanized and Powder Coated.

IEC 61730-1:2019 and IEC 61215-2:2017 Includes Hydrophobic Coating

43.31 x 33.46 x 1.57 Black P160F

270W PolyCrystalline Solar Module with Steel Mount - Tilt Adjustment (0,10,25 or 45 Degree) Mount Galvanized and Powder Coated IEC 61730-1:2019 and IEC 61215-2:2017 Includes Hydrophobic Coating 310W PolyCrystalline Solar Module with Steel Mount - Tilt Adjustment (0,10,25 or 45 Degree) Mount Galvanized and Powder Coated IEC 61730-1:2019 and IEC 61215-2:2017 Includes Hydrophobic Coating P270F 66.93 x 40.55 x 1.81 Black

P310F 66.93 x 42.13 x 1.57 Black
Heavy Duty Mount Adder (Required with 45 degree tilt)
HW-MC

Heavy Duty Mount Galvanized with Marine Powder Coat Upgrade

BATTERIES POWER 365 ASSEMBLY PRODUCT CODE / DESCRIPTION 2P Power 365 Power Center with 624 Wh NiMH Battery Capacity-IP65 Chemistry Nickel Metal Hydride

3P Power 365 Power Center with 936 Wh NiMH Battery Capacity-IP65 Operating Temperature -40°Fto + 158°F (-40°C to +70°C )

4P —_— Power 365 Power Center with 1248 Wh NiMH Battery Capacity-IP65 Warranty 5 Year Full Replacement

Certifications EN 550 14-1 ; EN 55014-2 ; EN 61000-6-2 ; EN 61000-6-3

Controller
Battery Management System (BMS)
Anti-Black Out Control
TOTAL TOP OF POLE ASSEMBLY - PANEL, MOUNTING, 365 POWER CENTER

3-Level Programmable Lighting Profiles EPA (Sq.Ft.)
System Warranty and Certification Solar Assembly 10° Tilt 25° Tilt 45° Tilt System Warranty 5 Years P160F-HW-MC 113.31 123.89 134.48 2.36 4.99 7.67 Solar Performance Warranty 25 Years P270F-HW-MC 130.95 141.53 152.12 4.62 9.99 16.02 System Certification CE P310F-HW-MC 130.95 141.53 152.12 4.62 9.99 16.02

[;4o) iM =n) 3 M04 f 1D 3)-\) 4 DO) \ 4:0) (04 XO) TP NN TON IS) ARM ASSEMBLY

NOMINAL HEIGHT/

MOUNTING HEIGHT
EMBED DEPTH 4’ ARM Assy. WEIGHT/EPA 6’ ARM Assy. WEIGHT/EPA PRoDucT Cope / DESCRIPTION

14Ft. Round Tapered Pole-Anchor Base 14‘/16' NA 31.96 LBS. / 1.36 FT? 38.92 LBS. / 1.88 FT? 20Ft. Round Tapered Pole-Anchor Base 20/22‘ NA 31.96 LBS. / 1.36 FT? 38.92 LBS. / 1.88 FT? 25Ft. Round Tapered Pole-Anchor Base 25'/27' NA 31.96 LBS. / 1.36 FT? 38.92 LBS. / 1.88 FT? 30Ft. Round Tapered Pole-Anchor Base 30‘/32' NA 31.96 LBS. / 1.36 FT? 38.92 LBS. / 1.88 FT? 14Ft. Round Tapered Pole-Direct Burial 14‘/16' 3/ 9-1/4" 31.96 LBS. / 1.36 FT? 38.92 LBS. / 1.88 FT? 20Ft. Round Tapered Pole-Direct Burial 20'/22' 4' 5-1/4" 31,96 LBS. / 1.36 FT? 38.92 LBS. / 1.88 FT? 25Ft. Round Tapered Pole-Direct Burial 25'/27' 5‘ 0“ 31.96 LBS. / 1.36 FT? 38.92 LBS. / 1.88 FT? 30Ft. Round Tapered Pole-Direct Burial 30‘/32' Contact Representative 31.96 LBS. / 1.36 FT? 38.92 LBS. / 1.88 FT? CST - Pole
[Ts4.ck168 a pe Gomme] ewevems - “BK” BK
Fixture Temp Type Solar Power Option Color Color Tilt
Center (Pole) (Fixture) Panel

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Fonroche Lighting America * 4900 David Strickland Rd.e Ft. Worth, Texas 76119 www.FonrocheSolarLighting.com ¢ 339-225-4530 Ext. 1 ¢ [email protected] Datasheet-Essential Single SmartLight 011723
08/26/2025
C5

Top of Pole Assembly
Includes Solar Module,Power Center
and Mounting Hardware
See Table Below for EPA and Weight
Solar Module
160W Rated Capacity

66.93 x 40.55 x 1.81in.

Weight Panel: 46.3 Lbs.

Specified Tilt 10 Degrees

365 Power Center with Mount
Mount - Galvanized and Essential (CK) Luminaire Powder Coated Black 14.17” x 14.76 "x 2.80" 2P - 624Wh-24V NiMH Battery Weight 7.05LBS / EPA 0.25FT* Intelligent Controls with Anti-Blackout Arm Length 4 Nominal 80W , Arm Assembly Weight High Wind - Marine Coated Mount 31.96 LBS Arm Assembly EPA

1.36 SqFt. Color Temperature 3000K
Distribution Type 2 & 4
BOF.
a FONROCHE
lighting AMERICA
20Ft
Line Drawing
SmartLight Solar
Round tapered direct burial powder coated pole Lighting System provisioned with mounting tenon and 4’ Arm. Overview
Fonroche Lighting America
4900 David Strickland Rd.

Fort Worth, TX 76119
Scala
Not to Scale
Dale
January 17, 2024
By:

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Notes:
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TOTAL TOP OF POLE ASSEMBLY - PANEL, MOUNTING, 365 POWER CENTER const) FONROCHE
lighting AMERICA
Solar Assembly 10° Tilt 25° Tilt 45° Tilt
P160F-HW-MC 113.31 123.89 134.48 2.36 4.99 7.67
P270F-HW-MC 130.95 141.53 152.12 4.62 9.99 16.02
P310F-HW-MC 130.95 141.53 152.12 4.62 9.99 16.02
[ 154-ck168 - a - I - FE )- AWN - Sea - KO - BK
Fixture Temp Type HS Solar Power Option Pole Color Color Tilt Center (Pole) (Fixture) Panel

08/26/2025
C5

Recently installed Fonroche Solar Street light, Onley Drive/Tatum Street, Feb 2025

Recently installed Fonroche Solar Street light, Onley Drive/Tatum Street, Feb 2025 08/26/2025
C5

Appendix G:

Gravity wall information for Keystone
and ICC-ES Evaluation
234

234

Appendix G:

Gravity wall information for Keystone
and ICC-ES Evaluation
08/26/2025
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KEYSTONE

STANDARD ILI
Standardized Manual for Engineered
Retaining Walls up to 6 feet

SOILS REPORT REQUIRED,

PLEASE CHECK WITH YOUR LOCAL BUILDING

DEPARTMENT FOR FURTHER INFORMATION
ON BUILDING PERMIT REQUIREMENTS.

CHULA VISTA LEMON GROVE SANTEE ENCINITAS ESCONDIDO MURRIETA 75 N. 4" Ave. 8240) Broadway $755 Magnolia Ave. S77 N. Vulcan Ave. [O70 W. Mission Ave. 25725 Jefferson Ave. (619) 474-1516 (619) 460-9101 (619) 448-2240 (760) 753-1164 (760) 480-9696 (951) 677-1489

} j 9° TENCATE VPGisrone’ ~ Mirafi ) } IN iraf
\ BLOCK & BRICK | Retaining Excellence”

DESIGNED EXCLUSIVELY FOR USE WITH KEYSTONE STANDARD II] WALL UNITS, MANUFACTURED BY RCP BLOCK & BRICK AND MIRAGRID 2XT MANUFACTURED BY TENCATE

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DESIGNED EXCLUSIVELY FOR USE WITH KEYSTONE STANDARD III WALL UNITS, MANUFACTURED BY RCP BLOCK & BRICK AND MIRAGRID 2XT MANUFACTURED BY TENCATE 1 KEYSTONE STANDARD III STANDARDIZED MANUAL

INTRODUCTION
This manual is specifically written, and all material contained within, for the Keystone Retaining Wall System. Each Keystone retaining wall unit has different strength, weight, and size considerations which requires an individual analysis. Geogrid soil reinforcement has performance properties which are unique to the polymer type and material designation also requiring individual analysis. Different Keystone retaining wall unit and geogrid combinations have unique design properties that require special analysis.

The purpose of Standardized Manual is to provide working parameters for the design and construction of small Keystone retaining walls in accordance with current standard of practice.

Larger or more complex walls typically require site specific engineering analysis. Permitting may be required for any retaining wall of any height so please check local requirements before proceeding with construction.

This Standardized Manual provides pre-engineered design for construction of segmental block retaining walls (SRW) up to 6 feet high using 8-inch (203mm) high Keystone Standard III units. The designs provided are for walls no greater than 6’ in total height with specific backfill and surcharge conditions. The design is consistent with the National Concrete Masonry Association (NCMA) “Design Manual for Segmental Retaining Walls, Third Edition.”

KEYSTONE STANDARD III BLOCK DETAILS
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KEYSTONE STANDARD III STANDARDIZED MANUAL

DESIGNED EXCLUSIVELY FOR USE WITH KEYSTONE STANDARD III WALL UNITS, MANUFACTURED BY RCP BLOCK & BRICK AND MIRAGRID 2XT MANUFACTURED BY TENCATE 2 Standard III Block
Tr i -plane Face Unit Straight Split Unit

Piece Height Width Depth Core
Dimension
Weight Pcs/sq ft Available
Colors
Tri-plane 8” 18” 18” (1) 3.5”x5”
(1) 5 x6.5”
82-93 lbs 1 Tan, Natural
Straight Split 8” 18” 18” (1) 3.5”x5”
(1) 5x6.5”
85-96 lbs 1 Tan, Natural

APPLICABILITY
This manual is applicable for retaining walls with total height of 6 feet or less, including a 6” deep embedment below grade. The wall has either level backfill, or sloping backfill with no greater than a 26.6-degree slope, or traffic load surcharge of 250 pounds per square foot. The soils at the site classify as sand, silty sand, clayey sand, silty gravel, clayey gravel, or mixtures thereof, and has the internal angle of friction of 30° or greater. Such soils are soil types considered to be California Building Code (CBC) Class 4 type soils.

BUILDING PERMIT
The user shall consult the local building authority for permit requirements for construction of retaining walls for specific conditions at the site. The user shall use experienced construction contractor or should have experience in construction of these walls and knowledge of soil compaction. The authority may require a report from a licensed soils engineer for soil type and its strength parameters, and for confirming applicability of this guideline.

DESIGN SUMMARY
The design presented in this manual meets minimum acceptable factors of safety of 1.5 against sliding failures, and 2.0 against overturning and bearing capacity failures. An Earthquake acceleration coefficient of 0.15g is used in the design. Wall batter considered is approximately 0- degree batter (almost vertical wall) and approximately 8-degree batter. Geogrid reinforcements are Miragrid 2XT manufactured by Tencate. The tables and plates that follow provide typical wall 08/26/2025
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DESIGNED EXCLUSIVELY FOR USE WITH KEYSTONE STANDARD III WALL UNITS, MANUFACTURED BY RCP BLOCK & BRICK AND MIRAGRID 2XT MANUFACTURED BY TENCATE 3 KEYSTONE STANDARD III STANDARDIZED MANUAL
details and reinforcement schedule for Geosynthetic-Reinforced SRWs up to 6’ in height. The grading around the wall allows positive drainage of surface water away from and around the wall.

Hydrostatic pressures are not considered in the design.

STEPS FOR D ESIGN SELECTION

1. Determine if Keystone Standard Manual is applicable to your project: This manual can be used when acceptable to local building officials and when the wall height, surcharge load, and soil type are consistent with those indicated in this manual.  D etermine total wall height including proposed embedment: The total wall height is defined as the exposed height plus embedment depth. The minimum wall embedment required is 6” for level grade at the base of the wall. 

3. Determine the type of soils that will be retained: Estimate the soil type based on visual soil classification or soil testing. For more details on soil type at your site, contact a Soils Engineer.

4. Determine loading condition on the wall: All cases apply for a near-level soil surface at the toe of the wall.
a. Case A depicts a near-level wall backfill with no surcharge load near the wall crest. b. Case B depicts a near-level wall crest with surcharge load applied by traffic, for example, along a driveway or a parking lot at the top of the wall. c. Case C depicts a 2H :1V sloping surcharge (26.6 degrees maximum) above the wall.

5. Select applicable wall design from the tables or charts: Select geogrid reinforcement schedule from Design Tables 1-3, or Plates 2 and 3.

6. Determine if building permits are required for wall construction: Building permit requirements for segmental retaining walls are unique to each jurisdiction and can only be determined through direct contact with local building officials. If permits are required, submit this Standard Engineering Manual along with other site drawings, survey plans, literature, etc. that may be required by the building department.

7. Wall Construction: Start wall construction only after you confirm that you do not need a permit, or after a permit is obtained. Construct wall per details shown on Plate 1. Consult a Keystone representative or hire a licensed engineer to understand the construction details and methods.

Note: Documentation of soil types by a licensed engineer or testing lab may be required to use Standardized Manual when obtaining permits. USCS soil classification types are defined by ASTM D2487 & ASTM D2488.
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KEYSTONE STANDARD III STANDARDIZED MANUAL

DESIGNED EXCLUSIVELY FOR USE WITH KEYSTONE STANDARD III WALL UNITS, MANUFACTURED BY RCP BLOCK & BRICK AND MIRAGRID 2XT MANUFACTURED BY TENCATE 4 EXCLUSIONS
Do not use this manual, if any of the following applies:
1) The user has no knowledge of strength parameters of soils, 2) Total wall height is in excess of 6 feet,
3) Back slope is steeper than 2 horizontal to 1 vertical (26.6 degrees), 4) Special surcharge loading conditions exist, such as, buildings or other structures, or, 5) Groundwater or drainage problems exist at the site.

LIMITATIONS
The design presented herein is based on the use of the specified product manufactured under license from RCP Blocks & Bricks and for specific soil conditions. It is the responsibility of the user of this manual to verify the actual site soil conditions, and to construct the wall in accordance with standard construction procedures and manufacturer’s recommendations. A qualified geotechnical engineer may be retained to determine the soil type and any other geotechnical condition which may affect the design and stability of the wall and surrounding area, and to provide inspection and testing services during wall construction. The geotechnical engineer or his appointed representative shall observe and verify the installation of segmental blocks, geosynthetic reinforcement, and compaction of fill soils. All fill soils should be compacted to at least 90% of the maximum dry density determined using Modified Proctor Compaction Test per ASTM D1557 Test Standards.

The design of the retaining wall assumes no build-up of hydrostatic pressures within the reinforced fill zone of the wall. Therefore, construction of an effective subdrain system behind the wall is critical to the performance of the wall. Any back-cut drain required shall be determined by the project geotechnical engineer and shall be installed per the direction of the project geotechnical engineer.

The user of this design manual or his representatives agree, to the fullest extent permitted by law, to limit the liability of RCP Block & Brick and Sowards & Brown Engineering Consultants, Inc. for any and all claims, losses, cost, damages of any nature whatsoever or claims expenses from any cause or causes, so that the total aggregate liability of RCP Block & Brick and Sowards & Brown Engineering Consultants, Inc shall not exceed $1,000 or the cost of the wall materials, whichever is less. Such claims and causes include, but are not limited to negligence, professional errors or omissions, strict liability, breach of contract or warranty. The user of this manual or his representatives also agree to fully protect, indemnify, hold harmless and defend RCP Block &
Brick and Sowards & Brown Engineering Consultants, Inc., their principals, officers, employees, and agents from and against any and all loss, cost, damage, injury, liability claims, liens, demands, taxes, penalties, interest or causes of action of every nature whatsoever resulting from the use of this document.
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DESIGNED EXCLUSIVELY FOR USE WITH KEYSTONE STANDARD III WALL UNITS, MANUFACTURED BY RCP BLOCK & BRICKS AND MIRAGRID 2XT MANUFACTURED BY TENCATE

KEYSTONE STANDARD III STANDARDIZED MANUAL
DESIGN TABLE 1(A)
Cas e A (I) - Level Backfill, No Surcharge – CBC soi l typ e 4 o r better (     °) Wall batter: No Bat ter (minimum s et back p er unit)
Note: Minimum Embedment Depth = 0’-6”
Total Wall
Height (H)
Numbers of
Miragrid 2XT
Layers
Grid Length and Position above the base, between the
blocks of the wall face
(Grid length is measured from the front face of the unit to the back of the geogrid)
Grid 1 Grid 2 Grid 3
2’-4” - - - -
3'-0" - - - -
3'-8" 2 (4'-0") (5'-0") -
1 st & 2 nd 3 rd & 4 th
4'-4" 2 (4'-0") (5'-0") -
2 nd & 3 rd 4 th & 5 th
5'-0" 2 (5'-0") (6'-0") -
2 nd & 3 rd 5 th & 6 th
5'-8" 3 (5'-0") (5'-0") (6'-0")
2 nd & 3 rd 4 th & 5 th 6 th & 7 th
6'-4" 3 (6'-0") (6'-0") (6'-0")
2 nd & 3 rd 4 th & 5 th 7 th & 8 th
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KEYSTONE STANDARD III STANDARDIZED MANUAL

DESIGNED EXCLUSIVELY FOR USE WITH KEYSTONE STANDARD III WALL UNITS, MANUFACTURED BY RCP BLOCK & BRICKS AND MIRAGRID 2XT MANUFACTURED BY TENCATE DESIGN TABLE 1(B)
Case A (II) – Level Backfill, No Surcharge – CBC soil type 4 or better (   °) Wall Batter: 8 Degrees (1” setback per unit)
Note: Minimum Embedment Depth = 0’-6”
Total Wall
Height (H)
Numbers of
Miragrid 2XT
Layers
Grid Length and Position above the base, between the
blocks of the wall face
(Grid length is measured from the front face of the unit to the back of the geogrid)
Grid 1 Grid 2 Grid 3
4'-0" - - - -
5'-0" 2 (5'-0") (5'-0") -
2 nd & 3 rd 5 th & 6 th
5'-8" 3 (5'-0") (5'-0") (5'-0")
2 nd & 3 rd 4 th & 5 th 6 th & 7 th
6'-4" 3 (6'-0") (6'-0") (6'-0")
2 nd & 3 rd 4 th & 5 th 7 th & 8 th
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DESIGNED EXCLUSIVELY FOR USE WITH KEYSTONE STANDARD III WALL UNITS, MANUFACTURED BY RCP BLOCK & BRICKS AND MIRAGRID 2XT MANUFACTURED BY TENCATE

KEYSTONE STANDARD III STANDARDIZED MANUAL
DESIGN TABLE 2(A)
Cas e B (I ) – Level Backfill, Uniform Surcharge of 250ps f – CBC soil type 4 or better (     °) Wall Batter: No Bat ter (minimum setback per unit)
Note: Minimum Embedment Depth = 0’-6”
Total Wall
Height (H)
Numbers of
Miragrid 2XT
Layers
Grid Length and Position above the base, between the
blocks of the wall face
(Grid length is measured from the front face of the unit to the back of the geogrid)
Grid 1 Grid 2 Grid 3
2’-4” 1 - - -
3'-0" 1 (6'-0") - - 2 nd & 3 rd
3'-8" 2 (4' - 0") (5' - 0") - 1 st & 2 nd 3 rd & 4 th 4'-4" 2 (5' - 0") (6'-0") - 2 nd & 3 rd 4 th & 5 th 5'-0" 2 (5' - 0") (6' - 0") -
2 nd & 3 rd 5 th & 6 th
5'-8" 3 (5' - 0") (5' - 0") (6' - 0")
2 nd & 3 rd 4 th & 5 th 6 th & 7 th
6'-4" 3 (6' - 0") (6' - 0") (7'-0")
2 nd & 3 rd 4 th & 5 th 7 th & 8 th

EMBEDMENT
6"
6"
6"
6"
6"
6"
6"
(4'-0")
1 st & 2 nd
08/26/2025
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DESIGNED EXCLUSIVELY FOR USE WITH KEYSTONE STANDARD III WALL UNITS, MANUFACTURED BY RCP BLOCK & BRICKS AND MIRAGRID 2XT MANUFACTURED BY TENCATE

KEYSTONE STANDARD III STANDARDIZED MANUAL
DESIGN TABLE 2(B)
Cas e B (II ) – Level Backfill, Uniform Surcharge of 250ps f – CBC soil type 4 o r better (  °) Wall Batter: 8 degree (1” setback per unit)
Note: Minimum Embedment Depth = 0’6”
Total Wall
Height (H)
Numbers of
Miragrid 2XT
Layers
Grid Length and Position above the base, between the
blocks of the wall face
(Grid length is measured from the front face of the unit to the back of the geogrid)
Grid 1 Grid 2 Grid 3
3’-0” 1 - -
3'-8" 2 (4' - 0") (4' - 0") - 1 st & 2 nd 3 rd & 4 th 4'-4" 2 (4' - 0") (5' - 0") - 2 nd & 3 rd 4 th & 5 th 5'-0" 2 (5' - 0") (5'-6") -
2 nd & 3 rd 5 th & 6 th
5'-8" 3 (5' - 0") (5' - 0") (5' - 0")
2 nd & 3 rd 4 th & 5 th 6 th & 7 th
6'-4" 3 (5' - 0") (5' - 0") (6' - 0")
2 nd & 3 rd 4 th & 5 th 7 th & 8 th
(4'-0")
1 st & 2 nd
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DESIGNED EXCLUSIVELY FOR USE WITH KEYSTONE STANDARD III WALL UNITS, MANUFACTURED BY RCP BLOCK & BRICKS AND MIRAGRID 2XT MANUFACTURED BY TENCATE

KEYSTONE STANDARD III STANDARDIZED MANUAL
DESIGN TABLE 3(A)
Cas e C (I) – 2H : 1V (26.6°) sloped backfill, no surcharge – CBC soil type 4 or better (     °) Wall Batter: No Bat ter (minimum setback per unit)
Note: Minimum Embedment Depth = 0’-6”
Total Wall
Height (H)
Numbers of
Miragrid
2XT
Layers
Grid Length and Position above the base, between the
blocks of the wall face
(Grid length is measured from the front face of the unit to the back of the geogrid)
Grid 1 Grid 2 Grid 3
2’-4” - - - -
3'-0" 1 (5' - 0") - -
2 nd & 3 rd
3'-8" 2 (4' - 0") (5' - 0") -
1 st & 2 nd 3 rd & 4 th
4'-4" 2 (4' - 0") (5' - 0") -
2 nd & 3 rd 4 th & 5 th
5'-0" 2 (5' - 0") (6' - 0") -
2 nd & 3 rd 5 th & 6 th
5'-8" 3 (5' - 0") (5' - 0") (6' - 0")
2 nd & 3 rd 4 th & 5 th 6 th & 7 th
6'-4" 3 (6' - 0") (6' - 0") (6' - 0")
2 nd & 3 rd 4 th & 5 th 7 th & 8 th
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DESIGNED EXCLUSIVELY FOR USE WITH KEYSTONE STANDARD III WALL UNITS, MANUFACTURED BY RCP BLOCK & BRICKS AND MIRAGRID 2XT MANUFACTURED BY TENCATE

KEYSTONE STANDARD III STANDARDIZED MANUAL
DESIGN TABLE 3(B)
Cas e C (II) – 2H: 1V (26.6° ) sloped backfill, no surcharge – CBC soil type 4 o r better (     °) Wall Batter: 8 Degree (1” setback per unit)
Note: Minimum Embedment Depth = 0’-6”






 
(Grid length is measured from the front face of the unit to the back of the geogrid)
  
   



    
  
    
  
    
  
    
2nd & 3rd 4th & 5th 6th & 7th
    
  
08/26/2025
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,'-'
s\.o?c. . . . ,

KEYSTONE CAP UNIT COMPACTED LOW
/ PERMEABILITY SOIL
WALL
HEIGHT

KEYSTONE UNIT

KEYSTONE FIBERGLASS PIN
(2 PER BLOCK)
I
I
I
111111 l�II 1
i ii' I
1 1 I j'' I
/
/
-=Ill Ill Ill IN..:
.i...-.... ��P�--o--o--c,---' l�
I
-<1
�
11 _ ' • 7'-COMPACTED SOIL
I

UNIT DRAINAGE FILL /
/ (RETAINED SOIL)
I
,_ ______ GEOGRID LENGTH --- /"-_ LIMIT OF EXCAVATION

FINISHED GRADE

EMBEDMENT
I
I
I --'--------'-----�-L
'"""'=X�pt:}s;L ____________ J

LEVELING PAD
3"0 PERFORATED DRAIN PIPE
( FOUNDATION SOIL)
Glossary
KEYSTONE UNIT - Keystone Standard III pinned units. Fill core with 3/4"

clean crushed stone.

I
GEOGRID (TYP.)
KEYSTONE CAP UNIT - 4" high cap unit. Cap units are secured to upper wall units with KapSeal adhesive per manufacturer's recommendations.

BLOCK SETBACK - Block setback is determined by the multiple pin locations in each unit as required by the wall geometry and design.

EMBEDMENT - Embedment required is a function of wall height and top slope. General recommendation is minimum embedment of 6" below the grade in front of the wall.

WALL HEIGHT - Wall height is defined as the total wall height from top of leveling pad to top of wall.

LIMIT OF EXCAVATION - The limit of excavation is defined as the excavation necessary to install the wall system, leveling pad, drainage fill, drain pipe, and the geogrid reinforcement when required.

LEVELING PAD - Leveling pad is typically constructed of compacted 3/4" crushed stone or gravel, 6" deep and 6" wider than the wall units front and back. Concrete may also be used.

DRAIN PIPE - 3" perforated pipe placed behind bottom of wall to provide additional drainage. Pipe shall be discharged to drainage swale or storm drainage system.

UNIT DRAINAGE FILL - Drainage fill is a free draining crushed stone that is placed within units and for a distance of 6" behind the wall units.

REINFORCED SOIL- Reinforced soil backfill is placed and compacted in 8" think lifts to a minimum 90% maximum dry density (ASTM D1557) with geogrid levels included at the design locations and lengths.

GEOGRID - Geogrid is Mirafi Miragrid 2XT polyester reinforcement. Geogrid lengths are measured from the wall face to the end of reinforcement. Geogrid is placed on level compacted backfill and tensioned behind wall prior to backfilling.

FINISHED BACKSLOPE - Finished backslope shall be low permeable soil to prevent surface runoff into wall backfill.

KEYSTONE SEGMENTAL BLOCK WALL-STANDARD Ill UNIT

GEOGRID REINFORCED WALL TYPICAL SECTION
SOIL TYPE = CBC SOIL TYPE 4 OR BETTER (<1>=30°)
SEISMIC DESIGN ACCELERATION= 0.15g ® BLOCK & BRICK
PLATE
1 08/26/2025
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O" SETBACK WALL-NEAR VERTICAL WALL

CASE A -LEVEL BACKFILL WITH NO SURCHARGE
r
H
��
·-Gm
H = 2'-4" H = 3'-0" H = 3'-8" H =4'-4"
CASE B -LEVEL BACKFILL WITH 250PSF SURCHARGE
250PSF
r
H
l�
H = 2'-4" H = 3'-0"
CASE C-2H:1V SLOPING BACKFILL
H = 2'-4"
LEGEND
••••• GEOGRID LOCATION
(KQ'.) GEOGRID LENGTH

H TOTAL WALL HEIGHT
-,([[)
H = 3'-0"
-,([[)
H = 3'-8"
-,([[)
H =4'-4"
-,([[)
·-Gm
H =4'-4"
KEYSTONE SEGMENTAL BLOCK WALL-STANDARD Ill UNIT
GEOGRID REINFORCED WALL DESIGN CHART - O" BLOCK SETBACK VERTICAL WALL SOIL TYPE = CBC SOIL TYPE 4 OR BETTER (<1>=30°)
SEISMIC DESIGN ACCELERATION= 0.15g
GEOGRID = MIRAFI MIRAGRID 2XT
-,([Q')
H = 5'-0"
-,([Q')
-,([[)
H = 5'-0"
-,([Q')
-,([[)
H = 5'-0"
•{M')
-,([[)
-,([[)
H = 5'-8"
-,([Q')
-,([[)
-,([[)
H = 5'-8"
-,([Q')
-,([[)
-,([[)
H = 5'-8"
® BLOCK & BRICK
•{M')
-,([Q')
H = 6'-4"
-,([Q')
-,([Q')
-,([Q')
H = 6'-4"
-,([Q')
•{M')
•{M')
H = 6'-4"
PLATE
2 -,([Q')
-,([Q')

7.0'
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1" SETBACK WALL-NEAR VERTICAL WALL

CASE A -LEVEL BACKFILL WITH NO SURCHARGE
H
H = 3'-0" H = 3'-8"
CASE B -LEVEL BACKFILL WITH 250PSF SURCHARGE
250PSF
H
CASE C-2H:1V SLOPING BACKFILL
H
LEGEND
••••• GEOGRID LOCATION
(KQ'.) GEOGRID LENGTH

H TOTAL WALL HEIGHT
H = 5'-0"
KEYSTONE SEGMENTAL BLOCK WALL-STANDARD Ill UNIT
GEOGRID REINFORCED WALL DESIGN CHART -1" BLOCK SETBACK 8° BATTER WALL SOIL TYPE = CBC SOIL TYPE 4 OR BETTER (<1>=30°)
SEISMIC DESIGN ACCELERATION= 0.15g
GEOGRID = MIRAFI MIRAGRID 2XT
■,([[)
■,([[)
H = 5'-8"
•,([[)
■,([[)
•,([[)
H = 5'-8"
■,([[)
•,([[)
■,([[)
H = 5'-8"
H = 6'-4"
H = 6'-4"
H = 6'-4"
® BLOCK & BRICK
PLATE
3 HH == 44''--00""

55..66''
------------ 44..00''
---55..00''

66..00''

66..00''
---66..00''
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al ATION Most Widely Accepted and Trusted

SERVICE
In Cooperation with . Talatexe=) ited]

RESEARCH LABS
ICC-ES Evaluation Report ESR-2113
ICC-ES | (800) 423-6587 | (562) 699-0543 | www.icc-es.org : ea Reissued 08/2017 This report is subject to renewal 08/2019.

DIVISION: 32 00 OO—EXTERIOR IMPROVEMENTS
SECTION: 32 32 0OO—RETAINING WALLS
SECTION: 32 32 23—SEGMENTAL RETAINING WALLS
REPORT HOLDER:

KEYSTONE RETAINING WALL SYSTEMS, LLC
4444 WEST 78" STREET
MINNEAPOLIS, MINNESOTA 55435
EVALUATION SUBJECT:

KEYSTONE RETAINING WALL SYSTEMS

icc IcC__ ICG
Look for the trusted marks of Conformity! NAS
“2014 Recipient of Prestigious Western States Seismic Policy Council (WSSPC) Award in Excellence” A Subsidiary of cube couNcit I[CC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a ANSI ACCREDITED recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as

ISOMEC 17065
to any finding or other matter in this report, or as to any product covered by the report. Product Ceniication Body

Copyright ® 2017 ICC Evaluation Service, LLC. All rights reserved. 08/26/2025
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ICC

EVALUATION

SERVICE
11 Innovation 1 gerne he Most Widely Accepted and Trusted

ICC-ES Evaluation Report ESR-2113
Reissued August 2017
Revised October 2017
This report is subject to renewal August 2019.

www.icc-es.org | (800) 423-6587 | (562) 699-0543
A Subsidiary of the International Code Council®

DIVISION: 32 00 0O—EXTERIOR IMPROVEMENTS
Section: 32 32 00—Retaining Walls
Section: 32 32 23—Segmental Retaining Walls
REPORT HOLDER:

KEYSTONE RETAINING WALL SYSTEMS, LLC
4444 WEST 78™ STREET
MINNEAPOLIS, MINNESOTA 55435
www.keystonewalls.com
EVALUATION SUBJECT:

KEYSTONE RETAINING WALL SYSTEMS
ADDITIONAL LISTEE:

RCP BLOCK AND BRICK, INC.
8240 BROADWAY
LEMON GROVE, CALIFORNIA 91945

1.0 EVALUATION SCOPE
Compliance with the following codes:
® 2015, 2012 and 2009 International Building Code® (IBC) @ 2015, 2012 and 2009 /nternational Residential Code®
(IRC)
@ 2013 Abu Dhabi International Building Code (ADIBC)'
‘The ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced in this report are the same sections in the ADIBC.

Properties evaluated:

Physical properties

2.0 USES
The Keystone Retaining Wall Systems (Keystone SRWs)
consist of modular concrete units for the construction of conventional gravity- or geogrid-reinforced-soil retaining walls, respectively, with or without a mass of reinforced soil, stabilized by horizontal layers of geosynthetic
reinforcement materials.

3.0 DESCRIPTION

3.1 Keystone Units:

Keystone concrete units are available in four
configurations: Standard lil, Compac Ill, Compac Il,
Country Manor. See Figure 1 for dimensions and nominal
weights. Standard Il, Compac Ill, Compac {I units and
corresponding cap units have either a straight or three- plane split face. Country Manor units have a straight face.

Cap units are half-height units without pin holes in the top surface. The nominal unit weights, noted in Figure 1, are to be used in design.

Standard Ili, Compac Ill and Compac II units have four
holes each for instaliation of two fiberglass connection pins. Country Manor units have six holes for installation of two fiberglass connection pins. The Small Country Manor Unit has three holes, for installation of one fiberglass connection pin. The underside of each unit has a slot to receive the connection pin. See Figure 1 for typical unit configurations.

All units are made with normal-weight aggregates, and
comply with ASTM C1372, including having a minimum
28-day compressive strength of 3,000 psi (21 MPa)
[minimum of 24 MPA is required under ADIBC Appendix L,
Section 5.1.1] on the net area. In areas where repeated freezing and thawing under saturated conditions occur,
evidence of compliance with freeze-thaw durability
requirements of ASTM C1372 must be submitted to the
code official for approval prior to construction.

3.2 Fiberglass Pins:

Pultruded fiberglass pins provide alignment of the units during placement, positive placement of the geogrid
reinforcement, and inter-unit shear strength. The
connection pins are 0.5 inch (12.7 mm) in diameter and

5.25 inches (133 mm) long, and have a minimum short
beam shear strength of 6,400 psi (44 MPa).

3.3 Unit Core Drainage Fill:

Unit core drainage fill must be '/2 inch to °/4 inch (13 mm to 19 mm), clean, crushed-stone material that is placed
between and behind the units. The unit core fill provides additional weight to the completed wall section for stability, local drainage at the face of the structure, and a filter zone to keep the backfill soils from filtering out through the space face between units.

3.4 Geogrid:

The geogrid materials listed in Tables 1, 2A and 2B are proprietary materials used to increase the height of the Keystone Wall System above the height at which the wall is stable under its self-weight as a gravity system.

Geogrids are synthetic materials specifically designed for use as soil reinforcement.

4.0 DESIGN AND INSTALLATION

4.1 Design:

4.1.1 General: Structural calculations must be submitted to the code official for each wall system installation. The

ICC-ES Evaluation Reports are not to be construed ay representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report Copyright © 2017 ICC Evaluation Service, LLC, All rights reserved

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ESR-2113 | Most Widely Accepted and Trusted Page 2 of 12

system must be designed as a conventional gravity or
reinforced-soil retaining wall that depends on the weight and geometry of the concrete units and soil to resist
lateral earth pressures and other lateral forces. Lateral earth pressures are determined using either Coulomb or
Rankine earth pressure theory. The design must include
evaluation of both external and internal stability of the structure, and include consideration of external loads such as surcharges and seismic forces, as applicable.

External stability analysis must be similar to that required for conventional retaining walls, and must consider base (lateral) sliding, overturning, bearing capacity (and
excessive settlement), and overall (deep-seated) slope
stability. Internal stability analysis of SRWs_ without geogrid-reinforced soil must consider movement between
courses. Internal stability analysis of the SRWs with
geogrid-reinforced soil must consider the maximum
allowable reinforcement tension, pull-out resistance of reinforcement behind the active failure zone (excessive movement of geosynthetic material through the reinforced soil zone), and the connection strength of geosynthetic reinforcement material to the SRW concrete units or
blocks, and movement between courses.

Minimum safety factors used in design (for external
stability check) for SRWs, with and without a geogrid-
reinforced soil mass, must be 1.5 for deep-seated
(global) stability and 2.0 for bearing capacity. The minimum safety factors must be 1.5 for lateral sliding and 2.0 for overturning for SRWs with a geogrid-reinforced soil mass.

The minimum safety factors against lateral sliding and
overturning must be 1.5 (IBC Section 1807.2.3, or IRC
Section R404.4, as applicable), for SRWs without a
reinforced soil mass. Minimum safety factors used in
design (for internal stability) must be 1.5 for peak
connection strength between the geosynthetic material and SRW units, and for peak shear strength between SRW
units with or without geosynthetic material. Seismic safety factors for all limit states related to SRW design may be 75 percent of the corresponding minimum allowable static safety factors.

A site-specific soils investigation report in accordance with IBC Section 1803, or IRC Section R401.4, as
applicable, is required. The soils investigation report must provide a global slope stability analysis that considers the influence of site geometry, subsoil properties, groundwater conditions, and existing (or proposed) slopes above and below the proposed retaining wall. The soils investigation report must also specify the soil-reinforcement and
interaction coefficients, including the coefficient of
interaction for pullout and coefficient of direct sliding; and include derivation of the ultimate tensile strength of the geogrid material (according to ASTM D4595), and the
applicable safety factors for the determination of the
ultimate tensile strength, long-term design strength and allowable tensile strength of the geogrid. The soils
investigation report must also specify safety factors for tensile rupture and pullout of the geogrid. Where the wall is assigned to Seismic Design Category (SDC) C, D, E or F, the site-specific soils report must include the information as required by IBC Section 1803.5.11. Where the wall is
assigned to Seismic Design Category (SDC) D, E or F, the site-specific soils report must include the information as required by IBC Section 1803.5.12. The design of the
Keystone wall is based on accepted geotechnical
principles for gravity and_ soil-reinforced structures.

Specifics of design recommended by the manufacturer are found in the Keystone Design Manual dated February
2011.

4.1.2 Conventional Gravity Retaining Walls: The
gravity wall system relies on the weight and geometry of the Keystone units, without the contribution of geogrids, to resist lateral earth pressures. Gravity wall design is based on standard engineering principles for modular concrete retaining walls. The maximum height of retaining walls
constructed using Keystone Standard Ill, Compac Ill,
Compac II and Country Manor units is shown in Figure 2
for different soil and back slope combinations. Typical design heights are 2.5 to 3 times the depth of the unit being used. Inter-unit shear capacity equations are
provided in Table 1.

4.1.3 Geogrid-reinforced Retaining Walls:

4.1.3.1 General: The geogrid reinforced soil system relies on the weight and geometry of the Keystone units and the reinforced soil mass to act as a coherent gravity mass to resist lateral earth pressures. The design of a reinforced soil structure is specific to the Keystone unit selected, soil reinforcement strength and soil interaction, soil strength properties, and structure geometry. inter-unit shear
capacity equations are provided in Table 1. Grid-to-block pullout resistance values/equations are provided in Tables 2A and 2B. The maximum practical height above the wall
base is approximately 50 feet (15 m). Figure 3 shows
typical component details.

4.1.3.2 Structural Analysis: Structural analysis must be based on accepted engineering principles, the Keystone
Design Manual dated February 2011, and the IBC. The
analysis must include all items noted in Sections 4.1.1,

4.1.3.2.1 and 4.1.3.2.2 of this report, and must follow the design methodology of the Keystone Design Manual dated
February 2011. All contact surfaces of the units must be maintained in compression.

4.1.3.2.1 External Stability Analysis:

4. The minimum length of the reinforced mass is

0.6 times the height of the wall (as measured from
the top of the leveling pad to the top of the wall) or as required to satisfy a safety factor of 1.5 on sliding at the base, whichever is greater.

2. The minimum safety factor for overturning the
reinforced mass is 2.0, considering the mass as a
rigid body rotating about the toe of the wall.

3. Global stability analysis must be provided for walls with slopes below the toe of the wall, walls on soft
foundations, walls that will be designed for
submerged conditions, or tiered walls.

4. After completion of the internal stability analysis and geogrid layout, sliding along each respective geogrid
layer must be checked, including shearing through the
connection at the wall face.

4.1.3.2.2 Internal Stability Analysis:

1. Geogrid spacing must be based on local stability of
the Keystone units during construction. Vertical
spacing is typically limited to 2 times the depth of the unit.

2. Tension calculations for each respective layer of
reinforcing must be provided. Tension is based on the
earth pressure and surcharge load calculated from
halfway to the layer below to halfway to the layer
above. Calculated tensions must not exceed the
allowable geogrid strength.

3. Connection capacity must be checked for each
geogrid-to-Keystone connection (see Tables 2A and
2B). The calculated connection capacity must be
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ESR-2113 | Most Widely Accepted and Trusted Page 3 of 12

equal to or greater than the calculated tension for
each layer.

A calculation check must be made on pullout of the
upper layers of geogrid from the soil zone beyond the
theoretical Coulomb or Rankine failure plane. The
pullout capacity must be equal to or greater than the
calculated tension after applying the applicable
geogrid interaction and sliding coefficient adjustment
factors.

4.2 Installation:

The wall system units are assembled in a running bond
pattern, except for the Country Manor units, which are
assembled in a random bond pattern. The wall system
units are assembled without mortar or grout, utilizing high- strength fiberglass pins for shear connections, mechanical connections of reinforcing geogrid, if applicable, and unit alignment. The system may include horizontal layers of
structural geogrid reinforcement in the backfill soil mass.

Requirements for installation of the Keystone Retaining Wall System are as follows:

1. 2.

Excavate for leveling pad and reinforced fill zone.

Inspect excavations for adequate bearing capacity of
foundation soils and observation of groundwater
conditions by a qualified geotechnical engineer.

Install a 6-inch-thick (152 mm) leveling pad of crushed stone, compacted to 75 percent relative density as
determined by ASTM D4564. (An_ unreinforced
concrete pad in accordance with IBC Section 1809.8,
may be utilized in place of the crushed stone pad.)
Install the first course of Keystone units, ensuring
units are level from side to side and front to back.

Adjacent Keystone units are placed so pin holes are
approximately 12 inches (305 mm) on center.

Install the fiberglass pins in the units to establish the angle of wall inclination (batter). The pin placement
and resulting batter for given units are as follows:
e Standard Ill, Compac Il and Compac Il Units:

Placing the pin in the rear pin holes in every course
provides a minimum wall inclination of 7.1 degrees
from vertical toward the backfill [1 inch (25.4 mm)
minimum setback per course]. Pin placement
alternating between the front and rear pin holes on
vertically adjacent rows provides a wail inclination
of approximately 3.6 degrees from vertical toward
the backfill ['/2 inch (13 mm) minimum setback per
course]. The pin placement during assembly in the
front pin hole provides a wall inclination of
approximately 0.5 degree from vertical toward the
backfill ("le inch (3 mm) minimum setback per
course].
e Country Manor Units: Placing the pin in the rear pin
holes in every course provides a wall inclination of
approximately 9.5 degrees from vertical toward the
backfill [1 inch (25.4 mm) setback per course].

Placing the pin in the middle pin hole provides a
wall inclination of approximately 0.5 degree from
vertical toward the backfill ['/s inch (3 mm)
minimum setback per course].

Fill the unit cores with unit core drainage fill described in Section 3.3 of this report. The unit core drainage fill is required for all installations and must extend back a minimum of 2 feet (610 mm) from the outside or front
face of the wall. See Figure 3.

Clean the top surface of the units to remove loose
aggregate.

10. 11.

13. 14.

At designated elevation per the design, install geogrid reinforcing. All geogrid reinforcement is installed by
placing it over the fiberglass pin. Check to ensure the proper orientation of the geogrid reinforcement is
used so the strong direction is perpendicular to the
face. Adjacent rolls are placed side by side; no
overlap is required.

Pull taut to remove slack from the geogrids before
placing backfill. Pull the entire length taut to remove any folds or wrinkles.

Place and compact backfill over the geogrid
reinforcing layer in appropriate lift thickness to ensure compaction.

Repeat placement of units, core fill, backfill, and
. geogrids, as shown on plans, to finished grade.

Backfill used in the reinforced fill mass must consist
of suitable fine-grained or coarse-grained soil placed
in lifts compacted to at least 90 percent of the
maximum dry density as determined by ASTM D1557
(95 percent per ASTM D698). The backfill soil
properties, lift thickness, and degree of compaction
must be determined by the soils engineer based
on site-specific conditions. In cut-wall applications, if the reinforced soil has poor drainage properties,
a granular drainage layer of synthetic drainage
composite should be installed to prevent buildup of
hydrostatic pressures behind the reinforced soil mass.

Provisions for adequate subsurface drainage must be
determined by the soils engineer.

Stack and align units using the structural pin
connection between vertically adjacent units at the
design setback batter. The completed wall is built with alignment tolerances of 1.5 inches (40 mm) in 10 feet
(3048 mm) in both the horizontal and_ vertical
directions.

When required by the design, geogrid reinforcement
is placed at the elevations specified in the design. The Teinforced backfill must be placed and compacted no
lower than the top unit-elevation to which geogrid
placement is required.

4.3 Special Inspection:

Special inspection must be provided in accordance with
2015 and 2012 IBC Sections 1705.1.1, 1705.4 and 1705.6
(2009 IBC Sections 1704.15, 1704.5 and 1704.7). The
inspector's responsibilities include verifying the following:

1. 2.

The modular concrete unit type and dimensions.

Keystone unit identification compliance with ASTM
C1372, including compressive strength and water
absorption, as described in Section 3.1 of this report.

Product identification,
number (ESR-2113).

Foundation preparation.
including evaluation report
Keystone unit placement, including proper alignment
and inclination.

Fiberglass pin connections, including installation
locations, proper fit within the blocks, and installation sequence with respect to the geogrid placement.

Geosynthetic reinforcement type (manufacturer and
modei number), location and placement.

Backfill placement and compaction.

Drainage provisions.
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5.0 CONDITIONS OF USE
The Keystone Retaining Wall Systems described in this
report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions:

5.1 The systems are designed and _ installed in
accordance with this report; the Keystone Design
Manual, dated February 2011; the manufacturer's
published installation instructions; and accepted
engineering principles. If there is a conflict between
this report and the manufacturers published
installation instructions, this report governs.

5.2 The Keystone Design Manual, dated February 2011,
is submitted to the code official upon request.

5.3 The wall design calculations are submitted to, and
approved by, the code official. The calculations must
be prepared by a registered design professional
where required by the statutes of the jurisdiction in
which the project is to be constructed.

5.4 A site-specific soils investigation in accordance with IBC Section 1803, or IRC Section R401.4, as
applicable, as noted in Section 4.1.1 of this report,
must be provided for each project site.

5.5 In areas where repeated freezing and thawing under
saturated conditions occur, evidence of compliance
with freeze-thaw durability requirements of ASTM
C1372 must be furnished to the code official for
approval prior to construction.

5.6 Special inspection must be provided for backfill
placement and compaction, geogrid placement (when
applicable), and block installation, in accordance with Section 4.3 of this report.

5.7 Details in this report are limited to areas outside of groundwater. For applications where free-flowing
groundwater is encountered, or where wall systems
are submerged, the installation and design of systems
must comply with the recommendations of the soils
engineer and the appropriate sections of the NCMA
Design Manual for Segmental Retaining Walls, and
must be approved by the code official.

5.8 Under the 2015 IBC, project specifications for soil and water conditions that include sulfate concentrations
identified in AC] 318-14 Table 19.3.1.1 as severe (S2)
or very severe (S3), must include mix designs for the
concrete, masonry and grout that comply with the
intent of ACI 318-14 Table 19.3.1.1. See 2015 IBC
Section 1904.

5.9 Under the 2012 IBC, project specifications for soil and water conditions that include sulfate concentrations
identified in ACI 318-11 Table 4.2.1 as severe (S2) or
very severe (S3), must include mix designs for the
concrete, masonry and grout that comply with the
intent of ACI 318-11 Table 4.3.1. See 2012 IBC
Section 1904.

5.10 Under the 2009 IBC, project specifications or soi! and water conditions that have sulfate concentrations
identified in ACI] 318-08 Table 4.2.1 as severe (S2) or very severe (S3), shall include mix designs for
concrete and masonry and grout that comply with the
intent of ACI 318-08 Table 4.3.1. See 2009 IBC
Section 1904.5.

5.11 As to the geogrid reinforcement material, this report evaluates only the connection strength of the geogrid
material when attached to the concrete units. Physical
properties of the geogrid material or its interaction
with the soil have not been evaluated.

6.0 EVIDENCE SUBMITTED
Data in accordance with the ICC-ES Acceptance Criteria
for Segmental Retaining Walls (AC276), dated October
2004 (editorially revised May 2014).

7.0 IDENTIFICATION
Each pallet of concrete units is identified with the
manufacturer's name (RCP Block and Brick) and address,
the name of the product, the unit type, and the evaluation report number (ESR-2113). Fiberglass pins are provided
with each shipment of blocks, with a letter of certification by Keystone.
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TABLE 1—INTER-UNIT SHEAR RESISTANCE’

PEAK CONNECTION SERVICEABILITY STRENGTH CONNECTION STRENGTH UNIT (pounds/linear foot) (pounds/linear foot)
Equation Maximum Equation Maximum

WITHOUT GEOGRID
Compac II i we 1783 een 1618
Country Manor F = 1536 1536 Pits 1124
Compac Il - oe 4138 a Laity 3206
F = 2437 F = 1524 Standard III +0.53N 5084 +06N 4528

WITH GEOGRID
Miragrid | P= 1711+ P= 1464
3XT 0.55N 4456 +0.43 N 3614
Standard il Miragrid | P = 2197 P = 1977 iragri 7 + =
8XT 0.45N 4447 + 0.23N 313
Miragrid | P= 1271 P= 543+
3XT +0.65N 3539 0.69 N 2953
ae Miragrid | P= 1282 P= 706 iragri = =706+
8XT + 0.56 N EE 0.3N 1591
For SI: 1 Ib/linear foot = 14.6 N/m.
‘The inter-unit shear resistance, F [Ib/linear foot (N/m)], of the Keystone units at any depth is a function of the pin strength and superimposed normal (applied) load, N [Ib/linear foot (N/m)].
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TABLE 2A—GEOGRID-TO-BLOCK PULLOUT RESISTANCE EQUATIONS

PEAK CONNECTION STRENGTH (Ibs/ft) SERVICEABILITY CONNECTION STRENGTH (Ibs/ft)

GEOGRID
Equation Maximum Equation Maximum
KEYSTONE COMPAC Il UNIT
Strata Systems
Stratagrid = _ $G150 P= 798+ 0.34N 1576 P = 593+ 0.27N 1184 Stratagrid _ = $G200 P=707+0.93N 1754 P= 928+0.10N 1250 Stratagrid _ _ SG500 P=626+ 1.15N 2000 P=770+0.42N 1705 TC Mirafi
Miragrid 2XT P= 800+ 0.29N 1452 P = 800+ 0.29N 1452
Miragrid 3XT P=811+0.36N 1617 P=571+0.45N 1593
Miragrid 5XT P = 1200 + 0.38 N 2050 P=691+0.55N 1941
Miragrid 7XT P=1173+0.40N 2222 P=622+ 0.47N 1948
Miragrid 8XT P = 960 + 0.84 N 2490 P=691+0.73N 2280

KEYSTONE COUNTRY MANOR UNIT
Strata Systems
Stratagrid _ _ SG150 P= 377+0.47N 950 P = 327+0.48N 932 Stratagrid _ _ $G200 P=550+ 0.43 N 1238 P=311+0.38N 903 Tensar
BxX1200 P=474+0.42N 1142 P=494+0.36N 1045

For SI: 1 Ib/inear ft. = 14.6 N/m.
‘Where N = superimposed normal (applied) load (Ib/linear foot).

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TABLE 2B— GEOGRID-TO-BLOCK PULLOUT RESISTANCE VALUES

Peak Connection Strength (Ibs/ft) Serviceability Connection Strength (ibs/ft) 3 T 3 XN s T ao} XY
ES=>| § Sa g oa | esp| § So 8 oa BX1202 285 | oe Se | ia Se | 283) 2s $2 | aa Se zed Sa £36 ao a a So £9 So 2% Een &=- ea &- eo Eca E= es = es zoo o of o oo =oo0 5} o& 5} 9 2 (5) 2 o§ = o§ 3) 2 o§ > o$§

KEYSTONE COMPAC III UNIT

Strata Systems

ee 1070.00 2493.00 2179.96 6000.00 2179.96 412.65 2493.00 1659.42 6000.00 1659.42 eeeeh 1150.00 1700.00 2735.28 3502.00 3409.02 897.82 3502.00 1562.70 6000.00 1562.70

Tencate Mirafi

Miragrid 3XT 1345.22 2500.00 2020.24 6000.00 2020.24 398.97 2500.00 1374.18 6000.00 1374.18

Miragrid 8XT 1226.00 2710.00 2919.40 6000.00 2919.40 750.46 3498.00 1659.67 6000.00 1659.67

Huesker
Fortrac 35T 900.00 1500.00 1372.95 6000.00 1372.95 842.82 2493.00 892.86 6000.00 892.86 Fortrac 80T 856.00 1700.00 1798.33 3500.00 2006.59 844.00 3500.00 1524.33 6000.00 1524.33

KEYSTONE STANDARD III UNIT

Strata Systems

Seconee 1823.21 3002.00 1973.18 6000.00 1973.18 889.70 3002.00 1189.87 6000.00 1189.87 ote 2322.00 2000.00 4060.57 5002.00 4402.61 955.00 2000.00 1682.94 6000.00 1524.33

Tencate Mirafi

Miragrid 3XT 1398.00 1100.00 2197.20 3000.00 2566.52 484.00 1200.00 1069.28 3000.00 1484.84

Miragrid 8XT 1911.00 1600.00 3161.06 5053.00 4556.16 843.00 3800.00 | 2614.97 6000.00 2614.97

Huesker

Fortrac 35T 1082.00 1000.00 1204.78 6000.00 1204.78 636.00 1800.00 985.88 2956.00 1087.02

Fortrac 85T 1600.00 2000.00 2367.73 5022.00 2420.48 894.00 2000.00 1467.49 5022.00 1625.87 For SI: 1 Ib/linear ft. = 14.6 N/m.
‘Minimum Connection Capacity is the connection strength when the normal load is 0 ibs. ?|P-1 is the last point (in a linear relationship between the normal load (X-axis) and the Connection Strength (Y-axis)) before it changes its linear relationship of the normal load and connection strength,
2500
1500
1000 | Ip-2
1P-1
Connection
Force
(pif)
500
0 500 1000 1500 2000 2500 3000 3500 4000
Normal Force (plf)

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Standard III Unit Compac II! Unit
92 Ib. (42 kg) 72 Ib. (33 kg)

Compac II Unit
82 Ib. (37 kg)

Country Manor Unit
25-80 Ibs. (12 - 27 kg)

Figure 1 - Keystone Wail Units
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Three Plane Cap Unit
45 Ib. (2G kg} se,

13,7
(350 mm

10.67 (267 mm)
Universal Cap Unit
51 Ib. (23 kg) rot Se

1°
(467 mm) 10,5" quer mm ge SU
Country Manor Cap Unit
24 Ibs. (11 kg)

Figure 1 - Keystone Wall Units (Continued)
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ase 1
Slope — Slope
on Retained Soil Type reson Retained Soil Type

NEAR VERTICAL WALL ONE INCH SETBACK WALL
(Minimum setback per unit} {1° min setback per unit}
STANDARD III 21°18" UNITS STANDARD III 21"/18" UNITS
Max. Hat. Backslope Max, Hgt. Backslope
Soil Type Level | 4H1V | SHiiV | 2H:1V Sod Type Level | 4H1V] SHLIV] 2H IV Sand/Gravel | 5.0'4.3'| 4.33.7) 4.337) 3.7/3.0 SandiGeavel | 6.3/5.7] 5.75.0] 5.7/6.0) 50.4.3 Suty Sand 4933.7) 3.73.0)3.730) 303.07 Silty Sand 5.7/6.0] 5.04.3) §04.3'| 4.33.7 SuLean Clay | 3.73.77] 3.73.0) 3.030) 2.217 SivLean Clay] 5.04.3") 4.43.7) 3.7/3.0] 232.3 COMPAC II/II| UNITS COMPAC IW/Ill UNITS
Max. Hgt. Backslope Max. Hgt. Backslope
Sail Type Level | 4+21V ] SHV] 2H: 1V Sod Type Level | 4H:1V | 3H:1V | 2H:1V Sand/Gravel 30 2.3 23 27 Sand’Gravel 3? 30 309 27
Saty Sand 23 2.3’ ira iT Sihy Sand 30 30 23 23)
SmLeanGiay] 23 | 17 | we] wwe SitvLean Clay] 3.0 | 27 | 23 | 10°

COUNTRY MANOR UNITS COUNTRY MANOR UNITS
Max. Figt. Backsiope Max. Hgt. Backslope
Sod Type Level | 3H:1V Sod Type Level | 3H:1V
SandGravel | 2.25 | 1.78 SandGrave!l | 325° | 2.25'
Sitty Sand v7s | 1.25 Sity Sand 225 | 175"
SitLean Clay] 1.75 | 1.25 Sit¥Lean Clay] 1.75° | 125°
Notes: Caiculatons assume a moist unit weight of 120 lbsic! for all sofis. Assumed 9 angles for earth pressure calculstons are: Sand/Gravel = 3', Sity Sand = 20”. and Silt/Lean Ctay = 28” Analysis for non-critcal structures with FS 2 1.50. No additions! surcharge loadings are induded Surcharges or special loading conditons will reduce maximum wail heights.

Siding catculaton assumes 3 6" crushed stone leveling pad as compscted foundation matena!

For St: 1 fact = 304 8 mm
FIGURE 2 - GRAVITY WALL CHARTS
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Lirrst of Excavanon
(Rough Cut)

Drainage Collection Pipe (when required)
Keystone Gravity Wall

Leveling Pad
Keystone Wall with Soil Reinforcement
FIGURE 3 - TYPICAL WALL SECTIONS
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icc

EVALUATION
SERVICE .
ita ae Most Widely Accepted and Trusted

(em cnovalion
ICC-ES Evaluation Report ESR-2113 CBC Supplement
Reissued August 2017
Revised October 2017
This report is subject to renewal August 2019.

www.icc-es.org | (800) 423-6587 | (562) 699-0543 A Subsidiary of the International Code Council®

DIVISION: 32 00 0O—EXTERIOR IMPROVEMENTS
Section: 32 32 00—Retaining Walls
Section: 32 32 23—Segmental Retaining Walls
REPORT HOLDER:

KEYSTONE RETAINING WALL SYSTEMS, LLC
4444 WEST 78™ STREET
MINNEAPOLIS, MINNESOTA 55435
www.keystonewalls.com
EVALUATION SUBJECT:

KEYSTONE RETAINING WALL SYSTEMS

1.0 REPORT PURPOSE AND SCOPE
Purpose:

The purpose of this evaluation report supplement is to indicate that Keystone Retaining Wall Systems, recognized in ICC-ES master evaluation report ESR-2113, have also been evaluated for compliance with the code noted below.

Applicable code edition:
2016 California Building Code® (CBC)

2.0 CONCLUSIONS
The Keystone Retaining Wall Systems, described in Sections 2.0 through 7.0 of the master evaluation report ESR-2113, comply with CBC Chapters 18 and 18A, provided the design and installation are in accordance with the 2015 International Building Code® (2015 IBC) provisions noted in the master report and the additional requirements of the CBC Chapters 16, 16A, 17 and 17A, and Section 1807A.2, as applicable.

This supplement expires concurrently with the master report, reissued August 2017 and revised October 2017.

ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not Specifically addressed, nor are they to be construed 3S as an endorsement of the subject of the report or a recommendation for its use, There is no warranty by [CC Evaluation Service, LLC, express or implied, as fo any finding or other matter in this report, or as to any product covered by the report. aces if teary Copyright © 2017 ICC Evaluation Service, LLC. All rights reserved Page 12 of 12 08/26/2025
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Appendix H:

Geotechnical Report
Vinje & Middleton Engineering, Inc.
235
235
Appendix H:

Geotechnical Report
Vinje & Middleton Engineering, Inc.
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WA
Vinje & Middleton Engineering, Inc.

LIMITED GEOTECHNICAL INVESTIGATION

PROPOSED OVERFLOW PARKING LOT
VACANT LOT AT 119 MICHIGAN AVENUE

VISTA, CALIFORNIA
PURCHASE ORDER #20250260
October 30, 2024
Prepared For:

Mr. Greg Mayer
City of Vista
200 Civic Center Drive
Vista, California 92084
Prepared By:

Vinje & Middleton Engineering, Inc.
2450 Auto Park Way
Escondido, California 92029
Job #24-213-P
2450 Auto Park Way «¢ Escondido, California 92029 + 760-743-1214 08/26/2025
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TABLE OF CONTENTS
i INTRODUCTION ...... 2.0... ccc cc cece ete e ee enervccecescneuns 1 Hl. SITE DESCRIPTION .......... 0. ccc ccc cect cece ccervecuaneveeens 1 Ill. PROPOSED PARKING LOT ........... 0... cc ccecccccccccccecneecus 1 IV. SITE INVESTIGATION .......... 0... cc cc cece cece cece ceeneteueeaus 2 V. GEOTECHNICAL CONDITIONS ........... 0. ccc cece cece ccceecccues 2 A. Earth Materials 2.0.0.0... ccc ccc cece cence cc cececeeuneucs 2 B. Groundwater and Surface Drainage ................ccccecccceeee 2 C. Slope Stability 2.0.0... ccc cece ccc n nec cccncevewens 2 D. Site Classification and Seismic Design ................ccccccueee 3 E. Geologic Hazards ............ 0. ccc ccc cece cece ecccccuceceens 3 Vi. FIELD AND LABORATORY TESTS AND TEST RESULTS ............... 3 Vil. SITE CORROSION ASSESSMENT ................c cece ccccccccecuce 6 Vill. CONCLUSIONS ... 00... ccc cee cc cee cere nce eectcaeesceeaceuce 7 IX. RECOMMENDATIONS ............. ccc cece ccc eeccccceccececcneuee 8 A. Subgrade Preparations and Earthwork ..............00cccceuecese 8

1. Clearing and Grubbing ........... 0.0.0. ccc ccc ccc cece ce ceece 8

2. Over-Excavations and Remedial Grading .................e000 9

3. Cut-Fill Transitions and Undercuts ..............0ccccccecceee 9

4. Temporary Construction Slopes .............c cc ccc cacccccuce 9

5. Fill Materials and Compaction .............. ccc ccececcccececs 10

6. Drainage/Erosion Control .......... 0... cece cece ence cence 10

7. Retaining Wall Back Drainage System..................c000e0, 10

8. Engineering Inspections ............ 0.0... cece cece ccceccecece 11 B. Concrete Sidewalk/Flatworks «0.0.0.0... 0c cccccccccccccecccccece 12 C. Pavement Design ............. ccc ccc cece ccc cee neceucccccucues 13 D. Soil Design Parameters ........... 2... cece eee ecccccccccctvcucs 14 E. General Recommendations ............ cc cc cee ccccccccccanacs 15 X. LIMITATIONS .... 2... ccc ccc cece eect eee ccceeeecucenecs 16 REFERENCES ...... 00... . ccc cece eee cneeeetetsecueveeueeace 18 PLATES
Vicinity Map .... 0... . cece cece cece eee c et eae cereeteteeeecveuennus 1 Site Map ...... 0. ce cc ccc cece ccc cee n ee eeecceecteeeeeeasacunes 2 Test Pit Log 2.0... cece ccc cece tere nee e cette tcevecneccneuce 3 Retaining Wall Drain Detail .........0 00... cc ccc cece ccc cue cccenevecee 4 APPENDIX: ACSE Hazards Report

Vinjé & MippLeTon ENGINerRiNnG, INC. * 2450 Auto Pack Way * Escondido, California 92029-1229 * Phone (760) 743-1214 08/26/2025
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LIMITED GEOTECHNICAL INVESTIGATION

PROPOSED OVERFLOW PARKING LOT
VACANT LOT AT 119 MICHIGAN AVENUE

VISTA, CALIFORNIA
I. INTRODUCTION
The project site consists of a vacant rectangular-shaped vacant lot located at the referenced address within the City of Vista. The site location is shown on a Vicinity Map attached to this report as Plate 1. The approximate site coordinates are 33.2033°N latitude and -117.2414°W longitude.

We understand that the site is planned for an overflow parking lot. The purpose of this limited investigation was to determine soil and geotechnical conditions for the future parking lot and provide bearing soil recommendations for new retaining walls and new pavement recommendations. Test pit logging, soil sampling, and laboratory testing were among the activities conducted in conjunction with this effort which have resulted in the planning and development recommendations provided herein. il. SITE DESCRIPTION
The project area consists of dirt surfaces with local trees generally along the site perimeter.

Michigan Avenue borders the westerly site margin and N. Citrus Avenue the easterly margin. Existing commercial entities are present to the south and Vista Village Drive marks the northerly edge of the site. A Site Map, reproduced from available images showing the project site is included as Plate 2.

The central and southerly portions of the site generally consist of level to gentle graded surfaces. The northern side areas include a variable height (generally approaching 7 feet high maximum) graded 2:1 fill embankment created during grading for Vista Village Drive more than 20 years ago.

Site drainage sheetflows in a southward direction to offsite locations. Excessive scouring or erosion are not indicated.
lll. © PROPOSED PARKING LOT

The project site is planned for the support of an overflow parking lot. Design grades have not yet been determined. However, minor to modest cut-fill and remedial grading is anticipated for achieving final grades. Retaining walls, on the order of 7 feet high maximum, are expected for ground transitioning along the top of the northerly graded fill embankment to enlarge parking areas.

We also understand that the initial parking lot may be base mantled and paved with asphalt at a later time.

Vinje & MIDDLETON ENGINEERING, INC. * 2450 Auto Park Way * Escondido, California 92029-1229 * Phone (760) 743-1214 08/26/2025
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Limited Geotechnical Investigation, Proposed Overflow October 30, 2024 Parking Lot, Vacant Lot at 119 Michigan Avenue, Vista, California Page 2

IV. SITE INVESTIGATION
Subsurface conditions at the site were exposed by two test trenches excavated perpendicular to the graded fill slope. The east trench encountered a water line which inundated the excavation which disallowed close inspection and logging of this test trench.

The west trench excavation was closely examined and logged by our project geologist who also coilected representative soil samples for laboratory testing. Trench locations are indicated on the attached Site Map, Plate 2. A log of the west excavation is included as Plate 3. Laboratory test results and engineering properties of selected samples are summarized in following sections.

V. GEOTECHNICAL CONDITIONS
The site is mantled by fill soils largely placed during the creation and grading for Vista Village Drive. Crystalline bedrock is known to occur at depth. Instability, which could preclude the construction of the proposed parking lot is not indicated.

A. Earth Materials
Fill (af) - A relatively modest section of fill soil was exposed within Test Trench TP-

1. As exposed, the fill typically consists of dark-colored silty to clayey sand deposits that were found in dry to moist and loose to well-compacted conditions overall.

B. Groundwater and Surface Drainage
Subsurface water was not exposed to the depth explored and is not expected to impact site grading or subgrade preparation. However, like all improved surfaces, the proper control of site surface drainage and efficient irrigation techniques are critical components to overall stability of the project graded surfaces, as well as continued performance of the developed site. Surface water should not pond upon paved surfaces, and irrigation water should not be excessive. All retaining walls should be provided with well-developed backdrain systems as outlined in a following section.

C. Slope Stability
Existing graded embankments are performing well with no indication of surficial or gross instability. Temporary construction slopes are also expected to be grossly stable provided our recommendations for temporary slopes are followed.

Consequently, slope stability is not a major geotechnical concern at the study location.

Vinjt & MIDDLETON ENGINEERING, INC. * 2450 Auto Park Way * Escondido, California 92029-1229 * Phone (760) 743-1214 08/26/2025
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D. Site Classification and Seismic Design
Based on our filed investigation, laboratory testing and past experience with similar deposits, “Default” Site Class may be considered for the project site subsoil profile, unless otherwise noted.

Seismic design values are presented in the ASCE 7 Hazards Report attached as an Appendix. The results are composed in accordance with Chapter 16, Section 1613 of the 2022 California Building Code (CBC) and ASCE/SEI 7-16. Seismic design values are generated using USGS seismic hazard maps interpolated by the ASCE 7 Hazard Tool.

E. Geologic Hazards
Geologic hazards are not presently indicated at the project site. The most significant geologic hazards at the property will be those associated with ground shaking in the event of a major seismic event. Liquefaction or related ground rupture failures are not anticipated.

Vi. FIELD AND LABORATORY TESTS AND TEST RESULTS

Earth deposits encountered in the exploratory test excavations were closely examined and sampled for laboratory testing. Based upon available subsurface exposures, site soils have been grouped into the following soil type:

TABLE 1
| Soil Type Description |
| 1 Brown to red brown silty to ae, sand: Fill (af) |
The following tests were conducted in support of this investigation:

1. Maximum Dry Density and Optimum Moisture Content: The maximum dry density and optimum moisture content of Soil Type 1 was determined in accordance with ASTM D-1557. The results are presented in Table 2.

TABLE 2

Maximum Dry Optimum Moisture
| Location SP Density (Ym-pc Content (wopt-%
TP1@4

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2. Moisture-Density Tests (Undisturbed Chunk Samples): in-place dry density and moisture content of representative soil deposits beneath the site were determined from relatively undisturbed chunk samples using the water displacement test method. Results are presented in Table 3 and tabulated on the attached Test

Trench Log.

TABLE 3
Field Degree
Sample Soil | Moisture | Field Dry | Max. Dry In-Place of Location Type | Content Ciaen ae Cc Racial Saturation
it (w-%) pe P P S %
TP-1@1' 1 10 105.9 128.5 83 47
TP-1 @ 2' 1 10 127.1 128.5 99 88
| TP-1 @6' 1 13 118.8 128.5 92 88 |
Note 1: Sample may be somewhat disturbed.

Assumptions and relationships:

In-place Relative Compaction = (Yd + Ym) X100
Gs = 2.65
e = (Gs Yw + Yd) - 1
S =(w Gs)=e

3. Expansion Index Test: One expansion index (El) test was performed on a representative sample of Soil Type 1 in accordance with the ASTM D-4829. The test results are presented in Table 4.

TABLE 4

Degree of | Final | Initial Dry EI
Lonution Saturation Density Meseured 50%
PCF Saturation

rer@¢| 1 | eo [ soz [iso] me | is | 6 |
(Ww) = moisture content in percent.

Elso = Elmeas - (50 - Smeas) ((65 + Elmeas) + (220 - Smeas))

Expansion Index (El) Expansion Potential
0-20 Very Low
21-50 Low
51-90 Medium
91 - 130 i

) 130

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4. Direct Shear Test: One direct shear test was performed on a representative sample of Soil Type 1. The prepared specimen was soaked overnight, loaded with normal loads of 1, 2, and 4 kips per square foot respectively, and sheared to failure in an undrained condition. The test result is presented in Table 5.

TABLE 5

Angle of | Apparent Sample Int. Fric. | Cohesion Condition (Yw- (®-Deg.) (c-psf) pc!
TP-1 @ 4' Remolded to 90% of Ym @ % wopt 126.8 | 30 | otto

5. pHand Resistivity Test: pH and resistivity of a representative sample of Soil Type 1 was determined using “Method for Estimating the Service Life of Steel Culverts,” in accordance with California Test Method (CTM) 643. The test result is tabulated in Table 6.

Sample
Location

TABLE 6
Sample Location | Soil Type Minimum Resistivity (OHM-CM) pH TP-1 @ 4' 1 896 79

6. Sulfate Test: A sulfate test was performed on a representative sample of Soil Type 1 in accordance with California Test Method (CTM) 417. The test result is presented in Table 7.

TABLE 7
Amount of Water Soluble Sulfate Sample Location Soil Type In Soil (% by Weight) | TP-1 @4' 1 0.041

7. Chloride Test: A chloride test was performed on a representative sample of Soil Type 1 in accordance with the California Test Method (CTM) 422. The test result is presented in Tabie 8.

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TABLE 8
Amount of Water Soluble Chloride | Sample Location Soil Type in Soil , by Wei iS | TP-1 @ 4’ 1 0.011

8. R-Value Test: One R-value test was performed on a representative sample of Soil Type 1 in accordance with the California Test Method 301. The test results are presented in Table 9.

TABLE 9

Soil Type Description
TP-1@4' 1 Brown silty to clayey sand
Vil. SITE CORROSION ASSESSMENT

A site is considered to be corrosive to foundation elements, walls and drainage structures if one or more of the following conditions exist:
* Sulfate concentration is greater than or equal to 2000 ppm (0.2% by weight). * Chloride concentration is greater than or equal to 500 ppm (0.05 % by weight). * pH is less than 5.5.

For structural elements, the minimum resistivity of soil (or water) indicates the relative quantity of soluble salts present in the soil (or water). In general, a minimum resistivity value for soil (or water) less than 1000 ohm-cm indicates a potential for presence of high quantities of soluble salts and a higher propensity for corrosion. Appropriate corrosion mitigation measures for corrosive conditions should be selected depending on the service environment, amount of aggressive ion salts (chloride or sulfate), pH levels and the desired service life of the structure.

Results of limited laboratory tests performed on selected representative site soil samples indicate that the minimum resistivity is more than 1000 ohm-cm suggesting presence of low quantities of soluble salts. Test results further indicate that pH levels are greater than 5.5, sulfate concentrations less than 2000ppm and chloride concentration levels less than S00ppm. Based on the results of the available limited corrosion analyses performed on selected samples, the project site is considered non-corrosive. The project site is not located within 1000 feet of salt or brackish water.

Vinye & MIDDLETON ENGINEERING, INC. * 2450 Auto Park Way * Escondido, California 92029-1229 * Phone (760) 743-1214 08/26/2025
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Vinje & Middleton Engineering, Inc. does not consult in the field of corrosion engineering and the client, project architect, or structural engineer should agree on the required level of corrosion protection, or consult a corrosion engineer as warranted. Based on the result of the tested soil sample, the amount of water soluble sulfate (S04) was found to be 0.041 percent by weight which is considered negligible according to ACI 318 (SO Exposure Class with Not Applicable severity). Water soluble chloride (CL) was found to be 0.011 percent by weight and concrete is expected to be dry or protected from moisture. The project site is not located within 1000 feet of salt or brackish water. Consequently, exposures to chloride are also considered negligible (CO Exposure Class with Not Applicable severity).

As a minimum, concrete consisting of Portland cement Type I with minimum 28 days compressive strength (fc) of 2500 psi and maximum 0.50 water-cement ratio is typically considered adequate for SO and CO Class exposures, unless otherwise specified, or noted on the project plans.

Table 10 below is appropriate based on the pH-Resistivity test results. Adequate protective measures against corrosion should be considered for all buried metal pipes, connections, elbows, conduits, improvements and structures, as necessary and appropriate. Buried metal pipes and conduits should be wrapped and provided with appropriate protective cover wherever applicable.

TABLE 10
[_Sxinsoitye [oe —-+i«(i«iulelwle x0 Lee | 78
Vill. CONCLUSIONS

Development of the study property into a paved overflow parking lot is feasible from a geotechnical standpoint. The project site is underlain by a section of well-compacted fills over dense and stable crystalline bedrock units which will provide good support for paving improvements as understood. Project fills generally occur in a loose condition near the surface and grade dense to compacted with depth. Reconditioning of the upper fill soils is recommended in connection with the site paving improvements.

Modest grade alterations along with transitioning retaining wails are expected. Existing graded slopes at the property are performing well.

Shallow groundwater and other adverse geologic conditions which could preclude the planned surface improvements at the site were also not indicated at the property.

Proposed retaining walls should be provided with adequate backdrain systems as recommended in a following section.

Vinjé & MipbLeroNn ENGINEERING, INC. * 2450 Auto Park Way * Escondido, California 92029-1229 * Phone (760) 743-1214 08/26/2025
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Based on our laboratory testing and analyses of tested samples, site soils predominantly consist of good quality clayey to silty sands (SM/SC). Site soil deposits are also very low expansive with a measured expansion index of 16 (E. less than 20) according to the California Building Code classification (Table 18A-I-B).

IX. RECOMMENDATIONS
The following recommendations are consistent with the indicated geotechnical conditions at the project site. All recommendations provided herein should be further confirmed and/or revised as necessary in the field during the construction operations. Additional recommendations may also be necessary and should also be provided at that time if necessary.

A. Subgrade Preparations and Earthwork
Near surface soils in the planned paving improvement areas generally occur in a loose condition and should be regraded. Below the upper loose deposits, generally dense and compact fills occur. All grading and earthwork should be completed in accordance with Appendix Chapter 33 of the California Building Code, City of Vista Grading Ordinances, the Standard Specifications for Public Works Construction and the requirements of the following sections:

1. Clearing and Grubbing: Remove all unsuitable/deleterious materials from all areas of proposed paving improvement areas plus 3 feet outside the perimeter, where possible, and as directed in the field by the project geotechnical engineer or his designated representative. All trash, debris, unsuitable materials and deleterious matter should be properly disposed of from the site to the satisfaction of the project geotechnical consultant.

All existing abandoned underground structures, pipes and irrigation lines should be properly removed from the construction areas. Existing underground utilities/plumbing to remain in the construction areas should be pot-holed, identified and marked prior to the actual work. In the event there is a conflict between depth/locations of existing underground improvements/utilities and the recommended depths of over-excavations, this office should be notified to provide further recommendations. Abandoned pipes and irrigation lines should be properly capped and sealed off to prevent any future water infiltrations into the subgrade soils. Voids created by the removals of the abandoned underground utilities, pipes and structures should be properly backfilled with compacted fills in accordance with the requirements of this report.

The prepared ground should be inspected and approved by the project geotechnical engineer or his designated field representative.

Vinje & MIDDLETON ENGINEERING, INC. * 2450 Auto Park Way * Escondido, California 92029-1229 * Phone (760) 743-1214 08/26/2025
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2. Over-Excavations and Remedial Grading: The existing loose surface soils in all areas of proposed paving improvement areas plus 3 feet outside the perimeter, where possible and as directed in the field, should be removed and/or over-excavated. Removal depths should extend to well-compacted fills or dense natural material (in-place densities > 90%), and are expected to be on the order of 12-inches to 18-inches. In cut areas, just reconditioning of the subgrade is anticipated.

Over-excavated areas should then be reconstructed to design subgrade levels by placing back and properly compacting the removed soils as specified in a following section. Locally deeper subgrade removals/over-excavations may also be required as determined by the geotechnical engineer or his representative in the filed, at the time of regrading operations and should be anticipated. The bottom of all removals/over-excavations should also be additionally ripped, moisture conditioned and recompacted in-place to a minimum depth of 6 inches.

3. Cut-Fill Transitions and Undercuts: Ground transition from excavated cut to compacted fills should not be permitted underneath the proposed paving improvements or retaining walls (including drainage structures). Site improvements should be supported uniformly on compacted soils.

Transition areas will require special treatment. The cut portion of the cut-fill transitions plus 3 feet outside the perimeter, where possible and as directed in the field, should be undercut to a sufficient depth to provide for a minimum of 12 inches of compacted subgrade below the bottom of the base layer.

4. Temporary Construction Slopes: Excavations and removals adjacent to the existing improvements should be done under inspection of the project geotechnical engineer. Undermining existing improvements and embankments by the removal operations shall not be allowed.

Temporary slopes required for removal operations, trenching and wall backcuts may be constructed at near vertical gradients to a maximum of 5 feet and laid back at 1:1 above.

All temporary construction slopes require continuous geotechnical inspection during the remedial grading operations. Additional recommendations including revised slope gradients and setbacks should be given at that time as necessary.

The project contractor shall also obtain appropriate permits, as needed, and conform to the Cal-OSHA and local governing agencies’ requirements for trenching/open excavations and safety of the workmen during construction.

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5. Fill Materials and Compaction: On-site soils are suitable for reuse as site new compacted fills and backfills. Project fills and backfills shall be clean deposits free of vegetation, trash, debris, deleterious matter and unsuitable materials consisting of minus 6 inches particles and contain at least 40% finer than #4 sieve materials by weight.

Uniform subgrade soil conditions should be constructed at the project parking lot site by the remedial grading operations. For this purpose, new fill and backfill soils should be adequately processed, thoroughly mixed and moisture conditioned to approximately 2% above the optimum moisture levels or as directed in the field. Site fills and backfills should then be placed in thin (8 inches maximum) uniform horizontal lifts and mechanically compacted to a minimum 90% of the corresponding laboratory maximum dry density per ASTM D-1557. The upper 12 inches of subgrade should be compacted to a minimum 95% compaction levels unless otherwise specified.

6. Drainage/Erosion Control: A critical element to the continued stability of the graded site is an adequate surface drainage. This can most effectively be achieved by installation of appropriate drainage facilities. Surface runoff should be collected in approved drainage facilities and directed away from improvements onto selected locations in a controlled manner.

7. Retaining Wall Back Drainage System: A well-functioning back drainage system should be constructed behind all project retaining walls. The wall back drainage system should consist of a minimum 4-inch diameter, Schedule 40 (SDR 35) perforated pipe surrounded with a minimum 1.5 cubic feet per foot of %-crushed rocks (12 inches wide by 18 inches deep) installed at the depths of the wall foundation level, and wrapped in Mirafi 140N filter fabric. If Caltrans Class 2 permeable aggregate is used in lieu of the crushed rocks the filter fabric can be deleted.

The wall back drain should be installed at suitable elevations to allow for adequate fall via a 4-inch diameter non-perforated solid pipe (SDR 35) to an approved outlet. A typical wall back drain system is depicted on Plate 4.

Provide adequate waterproofing as indicated on the approved project drawings.

Protect pipe outlet(s) as appropriate. Wall drains should also be shown on the final plans.

Vinjr & MIppLeron ENGINEERING, INC. * 2450 Auto Park Way * Escondido, California 92029-1229 * Phone (760) 743-1214 08/26/2025
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8. Engineering Inspections: All subgrade preparation and remedial grading operations including removals, suitability of earth deposits used as compacted fill, and compaction procedures should be continuously inspected and tested by the project geotechnical consultant and presented in the final compaction report.

The nature of finished subgrade soils should also be confirmed in the final compaction report at the completion of rough grading.

Geotechnical engineering inspections shall include, but not be limited to the following:

Bottom of removal inspection - After the bottom of removals is exposed and prepared to receive new fill/backfill, but before fill/backfill is placed.

Fill/subgrade inspection - After the fill/backfill placement is started but before the vertical height of fill/backfill exceeds 2 feet. There should be a minimum of one test for each 2 feet vertical gain within every 100 linear feet of fill/subgrade maximum. Wall backfills shall also be mechanically compacted to at least 90% compaction levels unless otherwise specified. Finished subgrade tests shall be required regardless of fill thickness.

Wall/subdrain inspection - After the trench excavations but during the actual placement. All material shall conform to the project material specifications and approved by the project geotechnical engineer.

Underground utility/storm drain trench inspection - After the trench excavations but before installation of the underground facilities. Local and Cal-OSHA safety requirements for open excavations apply. Inspection of the pipe bedding may also be required by the project geotechnical engineer.

Underground utility/storm drain trench backfill inspection - After the backfill placement is started above the pipe zone but before the vertical height of backfill exceeds 2 feet. Testing of the backfill within the pipe zone may also be required by the governing agencies. Pipe bedding and backfill materials shall conform to the governing agencies’ requirements and project soils report, if applicable. All trench backfills shall be mechanically compacted to a minimum 90% compaction levels unless otherwise specified. Flooding or jetting techniques as a means of compaction method shall not be allowed.

Pavement/improvement base and subgrade inspections - Prior to the placement of gravel and asphait finish coarse for proper moisture and specified compaction levels.

VinjE & MIDDLETON ENGINEERING, INC. * 2450 Auto Park Way * Escondido, California 92029-1229 * Phone (760) 743-1214 08/26/2025
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B. Concrete Sidewalk/Flatworks

1. All exterior slabs should be a minimum of 4 inches in thickness, reinforced with #3 bars at 18 inches on center in both directions placed mid-height in the slab.

Subgrade soils underneath the exterior slabs should be moisture reconditioned and recompacted to minimum 90% compaction levels at the time of fine grading and before placing the slab reinforcement.

2. Reinforcements lying on subgrade will be ineffective and shortly corrode due to lack of adequate concrete cover. Reinforcing bars should be correctly placed extending through the construction joints tying the slab panels. In construction practices where the reinforcements are discontinued or cut at the construction joints, slab panels should be tied together with minimum 18 inches long #3 dowels at 18 inches on centers placed mid-height in the slab (9 inches on either side of the joint).

3. Provide “tool joint” or “softcut” contraction/control joints spaced 10 feet on center (not to exceed 12 feet maximum) each way. The larger dimension of any panel shall not exceed 125% of the smaller dimension. Tool or cut as soon as slab will support weight, and can be operated without disturbing the final finish which is normally within two hours after final finish at each control joint location or 150 psi to 800 psi. Tool or softcuts should be a minimum of %-inch but should not exceed 1-inch deep maximum. In case of softcut joints, anti-ravel skid plates should be used and replaced with each blade to avoid spalling and raveling.

Avoid wheeled equipment across cuts for at least 24 hours.

Joints shall intersect free-edges at a 90° angle and shall extend straight for a minimum of 1% feet from the edge. The minimum angle between any two intersecting joints shall be 80°. Align joints of adjacent panels. Also, align joints in attached curbs with joints in slab panels. Provide adequate curing using approved methods (curing compound maximum coverage rate = 200 sq. ft./gal.).

4. All exterior slab designs should be confirmed in the final as-graded compaction report.

5. Subgrade soils should be tested for proper moisture and specified compaction levels and approved by the project geotechnical consultant prior to the placement of concrete.

Vinji & MipbLeton ENGINEERING, INC. * 2450 Auto Park Way * Escondido, California 92029-1229 * Phone (760) 743-1214 08/26/2025
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C. Pavement Design
The following preliminary structural section designs are based on a tested subgrade R-value of 36 and assumed traffic indexes (Tl) of 4.5 (parking) and 5.0 (drive lanes).

A minimum pavement structural section of 3 inches of asphalt (AC) over 6 inches of Caltrans Class 2 aggregate base (AB) over 95% compacted subgrade for asphalt pavings will be required and is indicated when a lesser pavement section is indicated by the design calculations, unless otherwise approved:

TABLE 11
Design Traffic Index (Tl) |
45 fe 3" AC over 6" Class 2 Base 3" AC over 6” Class 2 Base Class 2 aggregate base (AB) materials shall meet or exceed Caltrans specifications.

Final pavement design should be confirmed based on actual R-value testing of the final subgrade soil mixture performed at the completion of subgrade preparation and the approval of the City of Vista. Revised structural sections may be required and should be anticipated.

Design R-Value

Aggregate base materials should be compacted to a minimum 95% of the corresponding maximum dry density (ASTM D-1557). Subgrade soils beneath the base layer should also be compacted to minimum 95% of the corresponding maximum dry density within the upper 12 inches.

Base section and subgrade preparations per structural section design, will be required for all surfaces subject to traffic including roadways, travelways, drive lanes, driveway approaches and ribbon (cross) gutters. Driveway approaches within the public right-of-way should have 12 inches subgrade compacted to a minimum 95% compaction levels, and provided with a 95% compacted Class 2 base section per structural section design.

Base layer under curb and gutters should be compacted to a minimum of 95% while subgrade soils under curb and gutters, and sidewalks should be compacted to minimum 90% compaction levels. More specific recommendations should be given in the final as-graded compaction report.

Vinje & Mippteton ENGINEERING, INC. * 2450 Auto Park Way * Escondido, California 92029-1229 * Phone (760) 743-1214 08/26/2025
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D. Soil Design Parameters
The following soil design parameters are based on the available strength tests completed by this office on representative samples of onsite earth deposits and are appropriate for the proposed retaining wall designs:

1. Design soil unit weight = 127 pcf.

2. Design angle of internal friction of soil = 30 degrees.

3. Design active soil pressure for retaining structures = 42 pcf (EFP), level backfill, cantilever, unrestrained walls.

4. Design at-rest soil pressure for retaining structures = 63 pcf (EFP), non-yielding, restrained walls.

5. Design soil passive resistance for retaining structures = 380 pcf (EFP), level surface at the toe (soil mass on the toe side extends a minimum of 10 feet or 3 times the height of the surface generating passive resistance).

6. Design coefficient of friction for concrete on soils = 0.38.

7. Net allowable foundation pressure = 1900 psf.

8. Allowable lateral bearing pressure = 190 psfftt.

Notes:
- An additional seismic force due to seismic increments of earth pressure should also be considered in the project designs, if appropriate and where applicable.

A seismic lateral inverted triangular earth pressure of 18 pcf (EFP), acting at

0.6H (H is the retained height) above the base of the wall should be considered.

Alternatively, seismic loading based on Mononobe-Okake (M-O) coefficients may be considered for seismic force due to seismic increments of earth pressure. The following relationships and design values are appropriate:

Wail Total ” Seismic ;
Condition Lateral Pressure | Lateral Pressure | Ka | Ko Kn KAE Koe Yoo! Unrestrained Pae=Pa + PAE APAE=YaKnhYH? 0.33 - 0.14 0.47 - 127 Restrained | Poe=Po + PoE APOE=KnYH? | - | 0.50 0.14 - 0.64 127 - Use a minimum safety factor of 1.5 for wall over-turning and sliding stability.

However, because large movements must take place before maximum passive resistance can be developed, a safety factor of 2 may be considered for sliding stability where sensitive structures and improvements are planned near or on top of retaining walls.

Vinye & MIDDLETON ENGINEERING, INC. * 2450 Auto Park Way * Escondido, California 92029-1229 * Phone (760) 743-1214 08/26/2025
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- When combining passive pressure and frictional resistance the passive component should be reduced by one-third. The upper 6 inches of ground surfaces should not be included in the design for passive soil resistance, unless otherwise noted or specified.
- The net allowable foundation pressure provided herein were determined based on minimum 12 inches wide by 12 inches deep footings. The indicated value may be increased by 20% for each additional foot of depth and 20% for each additional foot of width to a maximum of 5500 psf, if needed. The allowable foundation pressures provided herein also applies to dead plus live loads and may be increased by one-third for wind and seismic loading. - The allowable lateral bearing earth pressures may be increased by the amount of the designated value for each additional foot of depth to a maximum of 1500 pounds per square foot.

E. General Recommendations

1. Subgrade and basegrade soil should be tested for proper moisture and the specified compaction levels and approved by the project geotechnical consultant prior to the placement of the base or finish surface.

2. Adequate staking and grading control is a critical factor in properly completing the recommended remedial and site grading operations. Grading control and staking should be provided by the project grading contractor or surveyor/civil engineer and is beyond the geotechnical engineering services. Inadequate staking and/or lack of grading control may result in unnecessary or additional grading which will increase construction costs.

3. All underground utility trenches should be compacted to a minimum 90% of the maximum dry density of the soil except within the upper 1-foot under the pavement asphalt/base layer where a minimum of 95% compaction levels shall be required. Some agencies will require minimum 95% compaction levels for all trench backfills which governs compaction specifications where applicable.

Good quality granular soils which exclude particle sizes greater than 3 inches maximum should be used for trench backfills.

4. Site drainage over the finished surfaces should flow away from site improvements in a positive manner. Care should be taken during the construction, improvements, and fine grading phases, not to disrupt the designed drainage patterns.

Vinje & MIppLeTON ENGINEERING, INC. * 2450 Auto Park Way * Escondido, California 92029-1229 * Phone (760) 743-1214 08/26/2025
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5. A preconstruction meeting between representatives of this office, the owner or planner, and grading/paving contractor is recommended in order to discuss construction details associated with the proposed parking improvements.

X. LIMITATIONS
The conclusions and recommendations provided herein have been based on available data obtained from the review of pertinent reports and plans, subsurface exploratory excavations as well as our experience with the soils and formational materials located in the general area. The materials encountered on the project site and utilized in our laboratory testing are believed representative of the total area; however, earth materials may vary in characteristics between excavations.

Of necessity we must assume a certain degree of continuity between exploratory excavations and/or natural exposures. It is necessary, therefore, that all observations, conclusions, and recommendations be verified during the grading operation. In the event discrepancies are noted, we should be contacted immediately so that an inspection can be made and additional recommendations issued if required.

The recommendations made in this report are applicable to the site at the time this report was prepared. It is the responsibility of the owner/developer to ensure that these recommendations are carried out in the field.
[tis almost impossible to predict with certainty the future performance of a property. The future behavior of the site is also dependent on numerous unpredictable variables, such as earthquakes, rainfall, and on-site drainage patterns.

The firm of VINJE & MIDDLETON ENGINEERING, INC., shall not be held responsible for changes to the physical conditions of the property such as addition of fill soils, added cut slopes, or changing drainage patterns which occur without our inspection or control.

This report should be considered valid for a period of one year and is subject to review by our firm following that time. If significant modifications are made to your tentative development plan, especially with respect to the height and location of cut and fill slopes, this report must be presented to us for review and possible revision.

Vinje & Middleton Engineering, Inc., warrants that this report has been prepared within the limits prescribed by our client with the usual thoroughness and competence of the engineering profession. No other warranty or representation, either expressed or implied, is included or intended.

Vinje & MippLeTON ENGINEERING, INC. * 2450 Auto Park Way * Escondido, California 92029-1229 * Phone (760) 743-1214 08/26/2025
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Once again, should any questions arise concerning this report, please do not hesitate to contact this office. Reference to our Job #24-213-P will help to expedite our response to your inquiries.

We appreciate this opportunity to be of service to you.

VINJE & MIDDLETON ENGINEERING, INC.

GE #863
Shee dra AS no 280 A
Steven J. Melzer ~~ | ENGINEERING
CEG #2362 GEOLOGIST

Vinye & Mippteron ENGINEERING, INC. * 2450 Auto Park Way * Escondido, California 92029-1229 * Phone (760) 743-1214 08/26/2025
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REFERENCES
- Annual Book of ASTM Standards, Section 4 - Construction, Volume 04.09: Soil And Rock (Il); D 5714 - Latest, 2005.
- Corrosion Guidelines, Caltrans, Version 1.0, September 2003. - California Building Code, Volumes 1 & 2, International Conference of Building Officials, 2001.
- “Green Book” Standard Specifications For Public Works Construction, Public Works Standards, Inc., BNi Building News, 2003 Edition.
- “Soil Mechanics,” Naval Facilities Engineering Command, DM 7.01. - “Foundations & Earth Structures,” Naval Facilities Engineering Command, DM 7.02. - “Introduction to Geotechnical Engineering, Robert D. Holtz, William D. Kovacs. - “Introductory Soil Mechanics And Foundations: Geotechnical Engineering,” George F.

Sowers, Fourth Edition.
- “Foundation Analysis And Design,” Joseph E. Bowels.
- Caterpillar Performance Handbook, Edition 29, 1998.
- Jennings, C.W., 1994, Fault Activity Map of California and Adjacent Areas, California Division of Mines and Geology, Geologic Data Map Series, No. 6. - “An Engineering Manual For Slope Stability Studies,” J.M. Duncan, A.L. Buchignani And Marius De Wet, Virginia Polytechnic Institute And State University, March 1987.

USGS Maps http://ngmdb.usgs.gov/maps/mapview/, 2016b.
- SEAOC/OSHPD (Structural Engineers Association of America / California's Office of Statewide Health Planning and Development) ground motion calculator https://seismicmaps.org/

Vinje & MIDDLETON ENGINEERING, INC. * 2450 Auto Park Way * Escondido, California 92029-1229 * Phone (760) 743-1214 08/26/2025
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VICINITY MAP
Proposed Parking Lot
119 Michigan Avenue, Vista

ISG q
BE = —\
= =)
~ HANNALE! or /
x ~ PI

Approximate Scale 1:50,000 North [4]
PLATE 1
V&M JOB #24-213-P

08/26/2025
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SITE MAP
119 Michigan Avenue
Vista, California

Explanation
a
af

Approx. Exploratory Test Trench Location
Fill

PLATE 2
V&M JOB #24-213-P

08/26/2025
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GROUP

PRIMARY DIVISIONS SYMBOL SECONDARY DIVISIONS
GRAVELS CLEAN GRAVELS GW Well graded gravels, gravel-sand mixtures, little or no fines, (LESS THAN ae
5% FINES Poorly graded gravels or gravel-sand mixtures, litte or no fines, acid COARSE FRACTTION IS or GM Silty gravels, gravel-sand mixtures, non-plastic fines LARGER THAN NO. 4 WITH
MORE THAN HALF OF SIEVE FINES Gc Clayey gravels, grave!-sand-clay mixtures, plastic fines MATERIAL IS LARGER CLEAN SANDS Sw Well graded sands, gravelly sands, littl THAN NO. 200 SIEVE ae (LESS THAN el sands, gravelly sands, litle or no fines.

COARSE FRACTTION IS SANDS ; cits mj : SMALLER THAN NO. 4 WITH SM Silty sands, sand-silt mixtures, non-plastic fines SIEVE FINES sc Claye sands, sand-clay mixtures, plastic fines Inorganic silts and very fine sands, rock flour, silty or clayey fine sands or SILTS & CLAYS ML clavey silts with slight plasticity
FINE GRAINED CL Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, SOILS LIQUID LIMIT 1S silty clays, lean clays
LESS THAN 50% OL Organic sifts and organic silty clays of low plasticity MORE THAN HALF OF MH Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, MATERIAL IS SMALLER SILTS & CLAYS elastic soils
THAN Noe SIEVE LIQUID LIMIT IS CH Inorganic clays of high plasticity, fat clays MORE THAN 50% OH Organic clays of medium to high plasticity, organic silts HIGHLY ORGANIC SOILS PT Peat or other highly organic soils

GRAIN SIZES U.S. STANDARD SERIES SIEVE CLEAR SQAURE SIEVE OPENINGS 200 40 10 4 + 3” 12"

SAND GRAVEL

SILTS & CLAYS COBBLES BOULDERS
FINE MEDIUM COARSE FINE | COARSE

RELATIVE DENSITY CONSISTENCY
SANDS, GRAVELS & CLAYS & NONLPLASTIC SILTS BLOWS / FOOT eatin STRENGTH BLOWS / FOOT VERY LOOSE 0-4 VERY SOFT 0-4 0-2
SOFT 4-4 2-4 LOOSE 4-10
FIRM $3 4-8
MEDIUM DENSE 10 - 30
STIFF 1-2 8-16
DENSE 30- 50 VERY STIFF 2.4 16 - 32
Me A ele Meh HARD OVER 4 OVER 32

1. BLOW COUNT: 140 POUND HAMMER FALLING 30-INCHES ON A 2-FNCH DIAMETER 0.D. SPLIT SPOON SAMPLER (ASTM D-1586)

2. UNCONFINED COMPRESSIVE STRENGTH PER SOILTEST POCKET PENETROMETER CL-700

V Sand Cone Test | Bulk Sample
C) Chunk Sample O Driven Rings
pq). Standard Penetration Test (SPT) - (ASTM D-1586) With Blow Counts Per 6-Inches [1 california Sampler With Blow Counts Per 6-Inches

VINJE & MIDDLETON ENGINEERING, INC.

2450 Auto Park Way
Escondido, California 92029
760-743-1214 [email protected]

KEY TO BORING / TEST PITS LOGS

UNIFIED SOIL CLASSIFICATION SYSTEM
(ASTM D-2487)

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WAY VINJE & MIDDLETON ENGINEERING, INC. TEST PIT: TP-1
PROJECT: _Proposed Overflow Parking Lot CLIENT: City of Vista

PROJECT NO.: _24-231-P PROJECT LOCATION: _119 Michigan Avenue, Vista

Date Excavated: __10/11/24 Bucket Size: Logged By: SJM

Equipment: Contractor: _Client

Remarks: No caving. No groundwater.

DEPTH Zo 3 Ze Bes 2% ee Se
() | sa] 2 MATERIAL DESCRIPTION Zr | abel] so | 428 ase 5° | 5 age | | es | ge
eae Fill (af):

EY
4 ai i Silty to clayey sand. Brown to red brown color. Damp to moist.

BRA Loose. ST-1 10 | 1059! 83 | 47
AL Aad ry ab . .
a ay Tight at 2 feet. Damp to moist. Well-compacted. Local small 10 | 127.1; 99 | 88 LAL: chunks of asphalt.
5 Baiace
ane Ae
La SE sme
Aap SC | Moist and compacted at 4 feet. io
a a be LA:

A: 5
a: mab
6 ane EAS Very tight at 6 feet. Continues moist and compacted with local 13, ([1188} 92 | 88 mee , chunks of asphalt.
wan
WY.

Ae te
Bottom of test pit at 8.0 feet.
a
BULK CHUNK vV DENSITY | SAMPLE SAMPLE Test YZ Roun PLATE 3

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RETAINING WALL DRAIN DETAIL

Typical - No Scale
Drainage Channel ~
for Sloping Backfill a A
‘Waterproofing
aH, Drainage
Cn oe : Ph ooo Tree
vee wae iE .
* .

Filter material, Crushed rock (wrapped in
filter fabric) or Class 2 Permeable.

Perforated Drain Pipe ——_—_ (See specifications below)

SPECIFICATIONS FOR CALTRANS
CLASS 2 PERMEABLE MATERIAL

— - (68-1.025)
——} | |— [ote ea SIEVE SIZE % PASSING _ Skea: the age gt [7 csssesesceeceescseeeeeserenees 100 | | easel _ Maseseasseessenttecetsereees 90-100
lane .
| I. ~ b oid ; ? Bees 40-100
_ oo NO, 4 ssssssccssssescssssereaseens 25-40
tat — NO, &-escscsssccccsseenssneersees 18-33
Te No, 30am sis
_ INOW SO merrerseceees 0-7
| pore.

Approved Compacted Soil or Competent Natural Material No. 200-- 0-3 Sand Equivalent > 75

CONSTRUCTION SPECIFICATIONS:

1. Provide granular, non-expansive backfill in a 1:1 gradient wedge behind the wall. Compact backfill to minimum 90 % of laboratory standard.

2. Provide back drainage for wall to prevent build-up of hydrostatic pressures. Use drainage openings along base of wall or back drain system as outlined below.

3. Backdrain should consist of 4" diameter PVC pipe (Sch. 40 or equivalent) with perforations down. Drain to suitable outlet at a minimum 1% fall. Provide 3" to4" crushed rock filter wrapped in filter fabric (Mirafi 140N or equivalent). Delete filter fabric if Caltrans Class 2 Permeable material is used. Compact Permeable Class 2 to minimum 90% of laboratory standard.
4, Seal back of wall with waterproofing in accordance with the architects specifications.

5. Provide positive drainage to disallow ponding of water above wall. A lined drainage ditch with a minimum 2% flow away from wall is recommended.
* Use 14 cubic foot per foot crushed rock with granular soil and 4 cubic foot per foot if expansive soil is present.

VINJE & MIDDLETON ENGINEERING, INC.

2450 Auto Park Way Plate 4
Escondido, California 92029 V&M Job #24-213-P
760-743-1214 [email protected]

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APPENDIX
ASCE Hazards Report
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33,2033
Longitude: -117.2414
Elevation: 344.7816113053209 ft
(NAVD 88)

—
——

ASCE ASCE Hazards Report

AMERICAN SOCIETY OF CIVIL ENGINEERS
Address: Standard: ASCE/SEI 7-16 _ Latitude:

No Address at This Location Risk Category: I
Soil Class: D - Default (see
Section 11.4.3)
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bea ee wa | TIN
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https //ascehazardtool.org/ Page 1 of 3 Tue Oct 22 2024

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ASCE

AMERICAN SOCIETY OF CIV. ENGINEERS
Seismic
Site Soil Class: D - Default (see Section 11.4.3)
Results:

Ss: 0.915 Sor: N/A
$.: 0.338 Ty: 8
F,: 1.2 PGA: 0.396
Fy, : N/A PGA u 0.476
Sus 5 1.098 Feca 1.204
Sur: N/A 1. : 1
Sos : 0.732 Cy: 1.258
Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8.

Data Accessed: Tue Oct 22 2024
Date Source: USGS Seismic Design Maps
https://ascehazardtool.org/ Page 2 of 3 Tue Oct 22 2024 08/26/2025
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ASCE

AMERICAN SOCIETY OF CIVIL ENGINEERS

The ASCE Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does nat make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should nat be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE.

ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE standard.

In using this Tcol, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or retiance on, the Tool or any information obtained therein. To the fullest extent pennitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE Hazard Tool.
hitps://ascehazardtool.org/ Page 3 of 3 Tue Oct 22 2024 08/26/2025
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GENERAL NOTES

1. CONSTRUCTION PERMIT IS REQUIRED FOR ALL CONTRACTORS PERFORMING ANY OF THE WORK SHOWN ON THIS PLAN. THE PERMIT CAN BE OBTAINED AT THE CITY OF VISTA COMMUNITY 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 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 INSPECTION.

THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE LOCATION AND PROTECTION OF ALL UTILITIES. FOR LOCATION OF UNDERGROUND UTILITIES, OR FOR EMERGENCY ASSISTANCE CALL:

UNDERGROUND SERVICE ALERT PRESS 811
SAN DIEGO GAS & ELECTRIC (EMERGENCY) 800-411-7343
AT&T (EMERGENCY) PRESS 611
VISTA IRRIGATION DISTRICT (ENGINEERING DEPT.) 760-597-3116 VISTA IRRIGATION DISTRICT (EMERGENCY) 760-597-3151
COX COMMUNICATIONS (EMERGENCY) 760-599-6063
TIME WARNER CABLE (EMERGENCY) 760-438-7741
CITY OF VISTA (MAIN NUMBER) 760-726-1340
CITY OF VISTA (ENGINEERING DEPT.) 760-639-6111
CITY OF VISTA AFTER HOURS EMERGENCY DISPATCH FOR SEWER SPILLS OR STORM DRAIN CONTAMINATION: CALL NORTH COUNTY DISPATCH JPA (NCDJPA) ("NORTH COMM”) (EMERGENCY) @ 858-756-3006.

ALL WORK SHALL BE DONE IN ACCORDANCE WITH THESE PLANS, THE PROJECT SPECIFICATIONS, THE STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION ("GREENBOOK”), ANY SUPPLEMENTS, AND THE SAN DIEGO REGIONAL SUPPLEMENT TO THE STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION, AS LAST AMENDED.

THE STREET STRUCTURAL SECTION SHALL BE AS SHOWN ON THE CROSS SECTION OR DETAIL SHEET. ALL DRIVEWAY APRONS, CURB & GUTTER, AND SIDEWALKS WITH UNDERLYING SOILS HAVING AN ‘R’ VALUE LESS THAN 25 MUST HAVE A MINIMUM OF 6” CLASS 2 AGGREGATE BASE OR APPROVED EQUAL. “AS—BUILT” DRAWING(S) SHALL BE SUBMITTED BY THE CONTRACTOR AND APPROVED BY THE CITY ENGINEER PRIOR TO THE ACCEPTANCE OF THE IMPROVEMENTS. SEPARATE “AS—BUILT” DRAWING(S) SHALL BE SUBMITTED FOR THE STREET LIGHTING SYSTEM (SEE CITY OF VISTA STANDARD DRAWINGS ELE-1A > —1C AND ELE-2A > ELE—2E).

SPECIAL NOTES

THE FOLLOWING NOTES ARE PROVIDED TO GIVE INSTRUCTIONS TO THE CONTRACTOR BY THE ENGINEER OF WORK.

1. 8.

9. NEITHER THE AGENCY 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.

CONTRACTOR SHALL MAKE EXPLORATION EXCAVATIONS AND LOCATE EXISTING UNDERGROUND FACILITIES

SUFFICIENTLY AHEAD OF CONSTRUCTION TO PERMIT CHANGES TO PLANS IF REVISIONS ARE NECESSARY BECAUSE OF THE ACTUAL LOCATION OF EXISTING FACILITIES. NOTIFY THE ENGINEER OF WORK OF ANY DISCREPANCIES BETWEEN THESE PLANS AND ACTUAL FIELD CONDITIONS PRIOR TO STARTING CONSTRUCTION.

LOCATION AND ELEVATION OF IMPROVEMENTS TO BE MET BY PROPOSED WORK SHALL BE CONFIRMED BY FIELD MEASUREMENTS PRIOR TO CONSTRUCTION OF NEW WORK.

BEFORE EXCAVATING FOR THIS CONTRACT, CONTRACTOR SHALL VERIFY LOCATION OF UNDERGROUND UTILITIES.

THE EXISTENCE AND LOCATION OF ANY UNDERGROUND UTILITY CONDUITS OR STRUCTURES SHOWN ON THESE PLANS HAVE BEEN OBTAINED FROM AVAILABLE RECORDS ONLY AND MAY NOT REFLECT ALL EXISTING UTLITIES.

LOCATIONS OF ALL EXISTING UTILITIES SHALL BE CONFIRMED BY FIELD MEASUREMENTS BY CONTRACTOR PRIOR TO CONSTRUCTION OF WORK.

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.

WHERE TRENCHES ARE ADJACENT TO FUTURE BUILDING SITES, GEOTECHNICAL REPORTS SHALL BE SUBMITTED TO

THE ENGINEER OF WORK BY A QUALIFIED GEOTECHNICAL ENGINEER CERTIFYING THAT TRENCH BACKFILL WAS

COMPACTED AS DIRECTED BY THE GEOTECHNICAL ENGINEER IN ACCORDANCE WITH THE ON-SITE EARTHWORK SPECIFICATIONS.

SAFETY FENCES SHALL BE PROVIDED BY THE CONTRACTOR WHERE REQUIRED BY THE CITY ENGINEER TO PROTECT THE PUBLIC.

DURING ACTIVE CONSTRUCTION, AREAS SHALL BE WATERED TO REDUCE FUGITIVE DUST.

CONTRACTOR SHALL ADJUST ALL PROPOSED AND EXISTING FACILITIES TO GRADE.

10. CONTRACTOR SHALL REMOVE / REPLACE / RELOCATE ALL EXISTING FACILITIES REQUIRED TO INSTALL PROPOSED IMPROVEMENTS.

11. CONTRACTOR SHALL REMOVE / REPLACE / RELOCATE ANY LANDSCAPING / HARDSCAPING WHICH CONFLICTS IN ANY WAY WITH THE INSTALLATION OR PROPER FUNCTIONING OF THE PROPOSED IMPROVEMENTS.

12. CONTRACTOR SHALL RELOCATE/ADJUST/REPLACE ANY EXISTING IRRIGATION WHICH INTERFERES WITH THE

PROPOSED IMPROVEMENTS, AND SHALL ENSURE THE PROPER FUNCTIONING OF THE IRRIGATION SYSTEM

13.CURB FACE HEIGHT SHALL BE 6” TO MATCH THE EXISTING CURB, UNLESS OTHERWISE SHOWN.

IMPROVEMENT PLANS FOR

2 O Z 5 M & H GA N AV = PA R K | N G # eli ——— : at IN ACCORDANCE WITH THE LATEST EDITION OF THE FOLLOWING DOCUMENTS, CURRENT AT THE TIME OF CONSTRUCTION, AS DIRECTED BY THE CITY ENGINEER:
(CIP NO. 8332)
6 AWNS

CITY OF VISTA DEVELOPMENT CODE

CITY OF VISTA STANDARD DRAWINGS

THIS SET OF PLANS
THE STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION ("GREENBOOK”) AND THE

SAN DIEGO REGIONAL SUPPLEMENT

THE SAN DIEGO AREA REGIONAL STANDARD DRAWINGS (OR AS MAYBE MODIFIED BY THE CITY

OF VISTA STANDARD DRAWINGS)

THE VID STANDARDS AND SPECIFICATIONS FOR WATER
LEGEND

COV — CITY OF VISTA STANDARD DRAWINGS
VID — VISTA IRRIGATION DISTRICT STANDARD DRAWNGS
SDRSD — SAN DIEGO REGIONAL STANDARD DRAWINGS

DESCRIPTION STANDARD SYMBOL

SHEE [_INDEX

COVER SnmEts 3.9/3. \0 2 BB Se Gia Gi Sean s 1
NOTES SHEET. 5.6. |i: Glo shea 5% Gos kes % 2
PARKING LOT SITE PLAN. ........... 3
DEAS aa cote ae, Claw, «Ay agi) Webs app Gaby eae 4
EROSION CONTROL. \3. 63. 3.5 sa SS Gate ae 5
LANDSCAPE “PLAN \o-3-5. 43. Be, Pe a eR 6
LANDSCAPE IRRIGATION DETAILS. ....... 7
LANDSCAPE PLANTING DETAILS ........ 8
MISCELLANEOUS DETAILS ............ 9
FENCE & SD CONNECTION. .......... 10

ABBREVIATIONS

ALL ABBREVIATIONS ARE PER SECTION 1-3 OF THE STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION (”"GREENBOOK”), ALONG WITH THE FOLLOWING ADDITIONS:

RIGHT OF WAY SS oe

6” PERVIOUS CONCRETE ON 1” #4 AGGREGATE,
8” THICK—1.5” WASHED AGGREGATE

AND NONWOVEN GEOTEXTILE FABRIC

3” AC ON 6” AGGREGATE BASE

CAN dae nbs CABLE TELEVISION Otek ax: ORIGINAL GROUND Risin asks CITY OF VISTA | ne POINT MONUMENTA TION NOTE DEMO....... DEMOLITION RE 53 33 343 RIGHT | Sa a el ANTE GRATES DRAATE culpa SAN DIEGO AREA. BERS UREA GRAS CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTING ANY MONUMENTATION AND/OR BENCHMARKS. ANY SUCH MONUMENTATION othe ae SECTHCH. Wis... PONCRETE SUEWALE WHICH IS DISTURBED OR DESTROYED BY CONSTRUCTION SHALL BE REPLACED AT THE CONTRACTOR’S EXPENSE. SUCH POINTS aes eae Sp pie STANDARD. DRAWHIC SHALL BE REFERENCED AND REPLACED WITH APPROPRIATE MONUMENTATION BY A LICENSED LAND SURVEYOR OR REGISTERED HEE he ee Ree ce marae ee CIVIL ENGINEER AUTHORIZED TO PRACTICE LAND SURVEYING. A RECORD OR SURVEY OR CORNER RECORD, AS APPROPRIATE, Phone LEFT Mahe STEEL SHALL BE FILED BY THE LICENSED LAND SURVEYOR OR REGISTERED CIVIL ENGINEER AS REQUIRED BY THE LAND SURVEYOR’S ACT.

MOD 5. 5 ais) MAXIMUM DRY DENSITY i ree TRAFFIC INDEX MEAND...... MEANDERING VWWD....... VALLECITOS WATER DISTRICT NES accel NOT TO SCALE OO evess 2 VISTA IRRIGATION DISTRICT TOPOGRAPHY SOURCE BASIS OF BEARINGS

TOPOGRAPHY SOURCE FOR THIS PROJECT WAS PROVIDED
BY GOLD COAST SURVEYING, INC. AND CONDUCTED BY

AERIAL & FIELD SURVEY PERFORMED BETWEEN THE
DATES OF FEB 2021.

GEOTECHNICAL ENGINEER’S CERTIFICATION

WE HEREBY CERTIFY THAT WE HAVE PROVIDED PROFESSIONAL TESTING AND APPROVAL CONCERNING THE

PREPARATION OF GROUND TO RECEIVE FILLS, TESTING FOR REQUIRED COMPACTION, STABILITY OF ALL

FINISH SLOPES, DESIGN OF BETTRESS FILLS WHERE REQUIRED, THE ADEQUACY OF THE NATURAL GROUND

FOR RECEIVING FILL, THE STABILIY OF CUT SLOPES WITH RESPECT TO GEOLOGICAL MATTERS AND THE NEED

FOR SUBDRAINS AND OTHER GROUNDWATER DRAINAGE DEVICES, AND THAT THESE PLANS ACCURATELY REFLECT ALL CONDITIONS AND CONSTRUCTION RECOMMENDATIONS PREPARED FOR THIS PROJECT:

14,CONTRACTOR SHALL COORDINATE/SCHEDULE/INFORM THE CITY OF PROPOSED WATER METER RELOCATIONS, GEOTECHNICAL ENGINEER OF RECORD: __N/A DATE: N/A CONFLICTS, ISSUES OR SERVICE SHUT DOWNS WELL IN ADVANCE OF THE ACTUAL WORK. THE CONTRACTOR SHALL INFORM THE CITY OF ANY COMMUNICATIONS WITH VID OR RESIDENCES. CONTRACTOR SHALL MINIMIZE IMPACTS TO ENGINEERING GEOLOGIST OF RECORD: __N/ZA DATE: N/A DISRUPTION OF WATER SERVICE.

CONTRACTOR'S NOTE

CONTRACTOR AGREES THAT IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, CONTRACTOR

WILL BE REQUIRED TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE STORMWATER COURSE OF CONSTRUCTION OF THE PROJECT, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY; THAT THIS REQUIREMENT SHALL BE MADE TO APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS, AND HIGH PRIORITY INSPECTION WDID NO.

CONTRACTOR FURTHER AGREES TO DEFEND, INDEMNIFY AND HOLD AGENCY HARMLESS FROM ANY AND ALL LIABILITY, "AS BUILT” ENGINEER'S NOTE

REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF THE AGENCY. ‘ee | TY of VI ST A UNAUTHORIZED CHANGES & USES: THE ENGINEER PREPARING THESE PLANS WILL NOT BE RCE EXP. Bene RESPONSIBLE FOR, OR LIABLE FOR, UNAUTHORIZED CHANGES TO OR USES OF THESE PLANS.

ALL CHANGES TO THE PLANS MUST BE IN WRITING AND MUST BE APPROVED BY THE PREPARER EROSION CONTROL NOTE: QUANTITIES ARE SHOWN IN THE SPECIFICATION ARE APPROXIMATE. REVIEWED By: OF THESE PLANS. IMPROVEMENT PLANS FOR: — CITY PROJECT CONTRACTOR IS RESPONSIBLE FOR VERIFYING BID QUANTITIES PER PLAN. SEE EROSION CONTROL PLANS AND PROJECT SPECIFICATIONS FOR EROSION CONTROL REQUIREMENTS. MICHIGAN AVE PARKING LOT

INSPECTOR DATE TITLE SHEET
VISTA IRRIGATION DISTRICT MATT J. ATTEBERRY, P.E.

UNDERGROUND SERVICE ALERT CITY OF VISTA FIRE DEPARTMENT CITY OF VISTA, ENGINEERING DEPARTMENT Nea paeeucs SECTION 4216 & 4217 OF THE GOVERNMENT CODE 200 CIVIC CENTER DRIVE, VISTA, CA 92084-6240 REQUIRES A DIG ALERT IDENTIFICATION NUMBER BE PH (760) 643-5410 APPROVED F ISSUED BEFORE A "PERMIT TO EXCAVATE” WILL BE — Abul b/eples SHEET | OF | O VALID. FOR YOUR DIG ALERT |.D. NUMBER CALL NOT REQUIRED) CITY ENGINEER: k wai UNDERGROUND SERVICE ALERT AT 811 TWO (2) Li ee ) 76363 1242) log 6[26/r— BENCHMARK: POINT # 2030 AS SHOWN ON R.O.S. NO.14023 WORKING DAY BEFORE YOU DIG. (NOT REQUIRED) DISTRICT ENGINEER RCE DATE No. DESCRIPTION avek pa Vip DATE. PACA i= "CITY OF VISTA SURVEY CONTROL” FOUND 2”ALUMINUM CAP | [)—4 / 4() WEB ADDRESS: www.digalert.org or www.call811.com APPROVED DATE APPROVAL VALID FOR TWO (2) YEARS FROM DATE SaaS oS ENGINEER SF | WORK RCE EXP.LIC.DATE DATE FOES Cache Nevpro

Plotted — 6/26/2025 2:04:34 PM :: Saved — 6/26/2025 2:03:53 PM :: O:\Engineering\Department Only\CIP\8332 — Michigan Parking Lot\Plans\COV—proposed—michigan parking lot.dwg :: jrivera LD25—040 CIP NO. 8332

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TRAFFIC STRIPING NOTES

SEWER NOTES | :

ANY MODIFICATIONS TO THE FOLLOWING SEWER NOTES MUST BE APPROVED BY SANITATION DEPARTMENT.

1. ALL SEWER IMPROVEMENTS SHALL BE DONE IN ACCORDANCE WITH THIS PLAN, THE STANDARD SPECIFICATIONS 2.

FOR PUBLIC WORKS CONSTRUCTION, THE SAN DIEGO REGIONAL STANDARD DRAWINGS (SDRSD), AND THE CITY OF VISTA STANDARD DRAWINGS (COVSD), ALL AS LAST AMENDED. WHERE CONFLICTS ARISE, THE MORE STRINGENT SHALL PREVAIL. J.

2. CONTRACTOR SHALL OBTAIN A PERMIT FOR ANY EXCAVATION WITHIN RIGHT—OF—WAY.

3. THE CONTRACTOR SHALL NOTIFY THE ENGINEERING DEPARTMENT 48 HOURS IN ADVANCE OF BEGINNING WORK TO ARRANGE FOR INSPECTION (24—HOUR PHONE: (760-639-6113).

4. ADJUSTMENT, RECONSTRUCTION, REHABILITATION, OR REPLACEMENT OF SEWER MANHOLES SHALL BE IN CONFORMANCE WITH COVSD No. SWR-33. THE CITY/ DISTRICT ENGINEER OR HIS REPRESENTATIVE, UPON

INSPECTION, SHALL DETERMINE THE EXTENT OR TYPE OF RECONSTRUCTION, REHABILITATION, OR REPLACEMENT NEEDED TO BRING THE MANHOLE STRUCTURE TO CURRENT STANDARDS, AND IF TESTING IS REQUIRED. 4,

5. THE INTERNAL CONDITION OF ALL SEWER FACILIIES WITHIN THE RIGHT—OF—WAY SHALL BE ASSESSED BY CLOSED—CIRCUIT TELEVISED (CCTV) AS FOLLOWS: 5.

A. PRE-CONSTRUCTION: NO GRADING OR TRENCHING WILL BE PERMITTED BEFORE CCTV INSPECTION. CCTV INSPECTION PERFORMED ON. ‘
B. POST-TELEVISING CCTV INSPECTION OF ALL NEW AND EXISTING SEWER IMPROVEMENTS IS REQUIRED

BEFORE FINAL PAVING OR ACCEPTANCE OF SEWER MAINS, LATERALS, AND APPURTENANCES. 6.

C. CCTV INSPECTION SCHEDULE AND VIDEO TAPE REVIEW FEES: CONTRACTOR IS REQUIRED TO CONTACT THE SANITATION STAFF AT (760) 726-1340, EXTENSION 5417 OR 5432 TO SCHEDULE THE TELEVISING ip INSPECTION AND PAY APPLICABLE FEES.

D. SUBMITTAL REQUIREMENTS (MIN.): THE TV INSPECTION SHALL BE PERFORMED ONLY BY A CITY—APPROVED FIRM WITH NATIONAL ASSOCIATION OF SEWER SERVICE COMPANIES (NASSCO) CERTIFIED INSPECTORS. THE

CONTRACTOR SHALL SUBMIT TO THE CITY/DISTRICT ENGINEER COLOR CCTV ON CD-ROM WITH VERBAL

DESCRIPTION, WRITTEN MANUSCRIPT OF THE PERTINENT DIALOGUE, A DIGITAL FILE OF THE IV INSPECTION DATABASE, AND STILL PICTURES. MINIMAL INFORMATION SHALL INCLUDE; _PROJECT NAME, DRAWING NO.,

DATE & TIME, LINE ID AND LOCATION, PIPE SIZE AND MATERIAL, FOOTAGE, LATERAL LOCATION FROM THE UPSTREAM MANHOLE, AND ANY DEFECTS OR PROBLEM AREAS. VIDEO AND REPORT SHALL BE PERFORMED

USING NASSCO PIPELINE ASSESSMENT AND CERTIFICATION PROGRAM (PACP) STANDARDS AT THE EXPENSE OF THE CONTRACTOR. FINAL ACCEPTANCE OF THE IMPROVEMENTS IS SUBJECT TO DISTRICT REVIEW AND APPROVAL.

6. MANHOLE COVERS FOR PRIVATE SEWER SYSTEMS SHALL HAVE “PRIVATE SEWER” CAST INTO THE LID. PUBLIC 8.

COVERS SHALL HAVE "CITY OF VISTA” (OR “BUENA SANITATION DISTRICT”) CAST INTO THE LID. MANHOLE COVERS AND RISER RINGS SHALL BE CONSTRUCTED IN ACCORDANCE WITH COVSD No. SWR-29 AND SWR—3O.

7. DETAILED RECORD DRAWINGS SHALL BE MAINTAINED BY THE CONTRACTOR DURING CONSTRUCTION AND SUBMITTED TO THE ENGINEER OF WORK. “AS—BUILT” DRAWINGS SHALL BE SUBMITTED BY THE ENGINEER OF WORK TO THE CITY/DISTRICT INSPECTOR PRIOR TO ACCEPTANCE OF THE PUBLIC SEWER SYSTEM. — FINAL

LOCATION AND ELEVATION OF SEWER MAIN, MANHOLES, LATERALS, AND CLEANOUTS SHALL BE SHOWN ON THE RECORD DRAWING AND THE “AS—BUILT” DRAWINGS. 9.

8. ENTRY TO MANHOLES IS PERMIT—REQUIRED CONFINED SPACE ENTRY (REF. SEC. 5156, 5157, AND 5158 OF CALIFORNIA OSHA TITLE 8 CCR GISO). SAID PERMIT AND PLAN MUST BE ISSUED BEFORE EACH ENTRY, RESULT IN DEATH, FINES, OR IMPRISONMENT.

9. AS EARLY AS POSSIBLE, THE CONTRACTOR SHALL SUBMIT A SANITARY SEWER OVERFLOW PREVENTION AND RESPONSE (SSOP&R) PLAN. PLAN MUST BE APPROVED BY THE CITY/DISTRICT ENGINEER BEFORE ANY WORK THAT MAY AFFECT ACTIVE PRIVATE OR PUBLIC SEWER FLOW. SHOULD A SPILL OCCUR, THE CONTRACTOR

SHALL CONTAIN THE SEWAGE FROM ENTERING WATER SURFACE AREAS AND IMMEDIATELY CALL THE DISTRICT WASTEWATER DEPARTMENT AND INSPECTOR FOR INSPECTION, RESPONSE, AND REPORTING:

CITY OF VISTA/ BUENA SANITATION DISTRICT
MAINTAINED ONSITE AND PRESENTED TO CITY/DISTRICT ENGINEER UPON REQUEST. NON-COMPLIANCE MAY 10.

ALL STRIPING AND PAVEMENT MARKINGS SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR AND SHALL BE SUBJECT TO THE CITY OF VISTA APPROVAL. ALL SIGNS SHALL CONFORM TO SECTION 84 AND 85 OF THE LATEST EDITION OF THE CALTRANS STD. SPECS, CALTRANS STD PLANS, AND THE CALIFORNIA MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES (CA MUTCD).

FOR ALL REFERENCES TO DETAILS OR FIGURES SHOWN HEREON, REFER TO THE LATEST EDITION OF THE CALTRANS STANDARD PLAN DRAWINGS A20A, A20D, AND A24A, AND THE APPROPRIATE DETAILS IN THE CA MUTCD.

ALL PAVEMENT LEGEND STENCILS SHALL MATCH THE FORTY-—EIGHT INCH (48") TALL “HAWKINS” STENCIL

STANDARDS

HAWKINS TRAFFIC SAFETY SUPPLY DIVISION
HAWKINS—HAWKINS CO., INC.
1255 EASTSHORE HIGHWAY
BERKELEY, CA, 94710-1095
(800) 772-3995
WWW.HAWKINSTRAFFIC.COM
STRIPING ALIGNMENT AND LAYOUT, INCLUDING *CAT” TRACKING, SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR AND IS SUBJECT TO CITY OF VISTA INSPECTOR’S APPROVAL.

PAINT SHALL BE APPLIED IN SUITABLE WEATHER CONDITIONS AND PER THE PAINT MANUFACTURER'S LABEL RECOMMENDATIONS FOR PAVEMENT AND AMBIENT TEMPERATURE REQUIREMENTS. PAINT SHALL NOT BE APPLIED IF RAIN IS FORECASTED WITHIN 48 HOURS.

THINNING OF PAINT IS NOT ALLOWED.

PAINT FOR TRAFFIC STRIPES AND PAVEMENT MARKING SHALL CONFORM TO SECTION 84—3.02 “MATERIALS” OF LATEST EDITION OF THE CALTRANS STANDARD SPECIFICATIONS AND IS AMENDED TO READ AS FOLLOWS.

A. PAINT FOR TRAFFIC STRIPES SHALL CONFORM TO THE FOLLOWING CALTRANS SPECIFICATIONS:

1. RAPID DRY WATER-BORNE, WHITE AND YELLO 801042L—30 OR 8010—61G—10 (LOW Voc (VOLATILE ORGANIC COMPOUND) AND LEAD—BASED PAINTS ARE PROHIBITED.

2. GLASS BEADS SHALL CONFORM TO CALTRANS STANDARD SPECIFICATIONS NO. 8010—51J—22 (TYPE | — MOISTURE PROOF)
B. GLASS BEADS SHALL BE APPLIED WHEN STRIPING TRAFFIC LINES OR INSTALLING PAVEMENT MARKINGS.

INFORMATION REGARDING TRAFFIC PAINT AND GLASS BEADS MAY BE OBTAINED FROM THE CALTRANS ENGINEERING SERVICE CENTER, 5900 FOLSUM BLVD., SACRAMENTO, CA 95819-4612 (916) 227-7000 RAISED PAVEMENT MARKERS (RPMS) SHALL BE CERAMIC OR ABS (ACRYLONICTRILEOBUTADIENE—STYRENE) PLASTIC. APPROVED RPMS TYPES ARE AS FOLLOWS:

1. TYPE A AND AY CERMAIC — FOUR INCH(DIAMETER (4” D), WHITE OR YELLOW.

2. 1— OR 2— WAY REFLECTIVE ABS — FOUR INCHES BY FOUR INCHES (4°X4") SQUARE.

3. MINIMUM RPM THICKNESS SHALL BE 19 MILLS.

4. figs SHALL BE AFFIXED WITH MACHINE APPLIED HOT BITUMEN OR STANDARD SET EPOXY (PART A AND B).

CONTRACTOR SHALL REMOVE ALL CONFLICTING STRIPING AND PAVEMENT MARKINGS BY GRINDING, OR WATER BLASTING. ADEQUATE EROSION CONTROL MEASURES SHALL BE IMPLEMENTED TO PREVENT WATER POLLUTION.

ALL DEBRIS, DUST, GRINDINGS, WATER, ETC. MUST BE IMMEDIATELY COLLECTED.

ALL PAVEMENT MARKINGS ARROWS, STOP BARS, LIMIT LINES AND CROSSWALK LINES SHALL BE THERMOPLASTIC. BIKE RELATED PAVEMENT MARKINGS SHALL BE PAINT.

TRAFFIC SIGNING NOTES

(7:30 AM TO 3:30 PM) (760) 726-6328
(AFTER WORKING HOURS)(760) 825-3135 f.

THE CONTRACTOR IS LIABLE FOR ANY AND ALL COSTS INCURRED BY THE CITY/DISTRICT FOR RESPONSE AND REPORTING, IN ADDITION TO ANY FINES AND PENALTIES THAT MAY APPLY (REF. COV/BSD SSOP&R, RWQCB P 96-04). :

10.THE DISTRICT RESERVES THE RIGHT TO APPROVE OR REQUIRE ANY NECESSARY CHANGES TO ENSURE THAT

ALL ACTIVE MANHOLES ARE ACCESSIBLE THROUGH ALL PHASES OF CONSTRUCTION, AND THAT ALL FINISHED MANHOLES ARE LEGALLY AND PHYSICALLY ACCESSIBLE TO DISTRICT STANDARDS. [MIN. ESMT. 15’ WIDE W / MIN. 12’ WIDE DRIVE LANE MEETING: MIN. 4” CL Ill A.B. TO 10% GRADE, MIN. 2”A.C. OVER 6”CL Il A.B. TO J. 20% WITH DRIVEWAY APRONS AND GATES PER COVSD SWR-21A THROUGH SWR-21D, SWR-22, AND SWR-23 AS REQUIRED].

SIGNING SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR AND SHALL BE SUBJECT TO THE CITY OF VISTA APPROVAL. ALL SIGNS SHALL CONFORM TO SECTION 56 OF THE LATEST EDITION OF THE CALTRANS STD. SPECS, CALTRANS STD PLANS, AND THE CALIFORNIA MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES (CA MUTCD).

THE CONTRACTOR SHALL COORDINATE HIS WORK WITH OTHER TRADES AT THE SITE. THE CONTRACTOR SHALL

REVIEW THE PROJECT PLANS AND SPECIFICATIONS FOR LOCATIONS OF SLEEVES, DUCTS, LINES, POSTS, FOUNDATIONS, HARDSCAPE, LANDSCAPE, TREES, ETC.. ANY COST TO ROUTE CONDUIT AS SHOWN ON THE PLANS OR AS REQUIRED TO COMPLETE THE WORK SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR.

SIGN POSTS
A. SHALL BE BREAK-AWAY PER SDRSD M—45 AND COV STD TRF—6.

B. SHALL BE NEW (USED POSTS ARE PROHIBITED ON NEW SIGN INSTALLATIONS).

C. SHALL BE REJECTED IF DAMAGED, BENT, OR SPLINTERED.

D. SHALL PROVIDED A MINIMUM OF FORTY—EIGHT INCHES (48”) OF UNOBSTRUCTED HORIZONTAL CLEAR DISTANCE FOR ADA ACCESS.

SIGNS
A. SHALL BE ALUMINUM AND HAVE RETROREFLECTIVITY FACING AND MESSAGING WITH AN ENGINEERING GRADE DESIGN OR BETTER.

SHALL HAVE A SEVEN FOOT (7°) VERTICAL CLEARANCE ABOVE FINISHED GRADE FOR ONE SIGN MOUNTING.

SHALL HAVE A MINIMUM OF TWENTY-FOUR INCHES (24”) HORIZONTAL CLEARANCE BEHIND THE CURB FACE.

LARGER THAN THIRTY-SIX INCHES (36”) WISE SHALL BE SET ON TWO POSTS. my Sf. &
IF MOUNTED ON STREET LIGHT STANDARDS, SHALL USE A THREE—FOURTH INCH (%”) “BAND IT” STEEL STRAPPING WITH FASTENERS.

EXISTING SIGNS SHALL BE SALVAGED AND DELIVERED TO THE CITY OF VISTA PUBLIC WORKS DEPARTMENT LOCATED AT 1165 E TAYLOR STREET WITH AT LEAST TWO—WORKING DAY ADVANCED NOTICE OR AS DIRECTED BY THE CITY INSPECTOR.

VID NOTES

1. THE DISTRICT’S APPROVAL GIVEN HERE IS NOT AN APPROVAL TO BEGIN THE INSTALLATION OR CONSTRUCTION OF WATER FACILITIES. APPROVAL FOR THE INSTALLATION OR CONSTRUCTION OF THE WATER FACILITIES IS

ONLY GIVEN AFTER PROPER APPLICATION AND/OR EXECUTION OF A CONSTRUCTION CONTRACT AND PAYMENT OF ALL APPLICABLE FEES TO THE DISTRICT. TO BE ACCEPTED THE APPLICATIONS AND/OR THE CONSTRUCTION CONTRACT MUST BE SIGNED BY THE GENERAL MANAGER.

2. ANY WATER FACILITIES THAT WILL BE UNDER THE JURISDICTION OF THE DISTRICT SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE PLANS SIGNED BY THE DISTRICT AND WITH THE DISTRICT'S CURRENT “STANDARD SPECIFICATIONS” APPROVED BY THE BOARD OF DIRECTORS AND POSTED ON OUR WEBSITE AT WWW.VIDWATER.ORG. THE SIGNED “ORIGINAL” PLANS ON FILE AT THE DISTRICT OFFICE ARE THE ONLY PLANS RECOGNIZED BY THE DISTRICT AS “APPROVED.” A SIGNED SET OF PLANS AND A COPY OF THE “STANDARD SPECIFICATIONS” MUST BE ON THE JOB SITE DURING CONSTRUCTION OR INSPECTION OR WATER FACILITIES MAY NOT BE RENDERED.

3. THE CONTRACTOR SHALL NOTIFY THE DISTRICT'S ENGINEERING DEPARTMENT OF ANY DISCREPANCIES BETWEEN THE APPROVED PLANS AND ACTUAL FIELD CONDITIONS. THIS INCLUDES THE CONTRACTOR’S RESPONSIBILITY

FOR LOCATING AND PROTECTING ALL EXISTING UTILITIES AND SUBSTRUCTURES DURING CONSTRUCTION, WHETHER SHOWN ON THE PLANS OR_ NOT. THE ACTUAL LOCATION AND DEPTH OF ALL UTILITIES,

SUBSTRUCTURES, AND CONNECTION POINTS ARE TO BE VERIFIED (EXCAVATED OR POTHOLED) BY THE

CONTRACTOR PRIOR TO THE COMMENCEMENT OF WORK, AND ANY DISCREPANCY IS TO BE BROUGHT TO THE ATTENTION OF THE DEVELOPER’S ENGINEER FOR CORRECTION AND THEN SUBMITTED TO THE DISTRICT FOR REVIEW AND APPROVAL. ALL PROPOSED CHANGES TO THE “APPROVED” PLANS MUST BE REVIEWED AND

SIGNED BY THE DISTRICT PRIOR TO THE INSTALLATION OF SUCH CHANGES AND SHALL BE INCORPORATED INTO THE “ORIGINAL” PLANS.

4. THE CONTRACTOR SHALL OBTAIN THE DISTRICT’S APPROVAL FOR THE INSTALLATION OF ANY OTHER UTILITY TO BE INSTALLED WITHIN ANY DISTRICT EASEMENT. THE APPROVAL MUST BE OBTAINED PRIOR TO INSTALLATION AND MUST BE INSPECTED BY THE DISTRICT’S INSPECTOR. THE CONTRACTOR SHALL COORDINATE WITH THE

DISTRICT ALL WORK WITHIN THE DISTRICT'S EASEMENTS OR IN CLOSE PHYSICAL PROXIMITY TO DISTRICT FACILITIES. | STAND-BY PERSONNEL MAY BE REQUIRED DURING ALL PHASES OF WORK AS DETERMINED BY THE DISTRICT.

5. THE CONTRACTOR AGREES TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS

DURING THE COURSE OF CONSTRUCTION OF THE PROJECT INCLUDING SAFETY OF ALL PERSONS AND PROPERTY. THIS REQUIREMENT SHALL APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS. TO THE FULLEST EXTENT PERMITTED By LAW, THE CONTRACTOR, AND ANY SUBCONTRACTOR, SHALL

DEFEND, INDEMNIFY AND HOLD HARMLESS THE DISTRICT, ITS DIRECTORS, OFFICERS, EMPLOYEES, AND

AUTHORIZED VOLUNTEERS FROM AND AGAINST ALL CLAIMS, DAMAGES, LOSSES AND EXPENSES, INCLUDING REASONABLE ATTORNEYS’ FEES AND COSTS TO DEFEND ARISING OUT OF OR RESULTING FROM OR IN

CONNECTION WITH THE PERFORMANCE OF THE WORK OR CAUSED IN WHOLE OR IN PART BY ANY NEGLIGENT

ACT OR OMISSION OF THE CONTRACTOR, ANY SUBCONTRACTOR, ANYONE DIRECTLY OR INDIRECTLY EMPLOYED BY ANY OF THEM, OR ANYONE WHOSE ACTS ANY OF THEM MAY BE LIABLE.

6. BEFORE ANY WORK IS ALLOWED TO BEGIN WITHIN DISTRICT RIGHT—OF—WAY, INCLUDING GRADING AND NON—WATER RELATED FACILITY CONSTRUCTION, THE CONTRACTOR SHALL PROCURE AND MAINTAIN INSURANCE AS REQUIRED BY THE DISTRICT AND NAME THE DISTRICT AS ADDITIONAL PRIMARY INSURED. _ FOLLOWING

INSURANCE SUBMITTAL AND APPROVAL BY THE DISTRICT, THE CONTRACTOR IS TO CONTACT THE DISTRICT'S ENGINEERING DEPARTMENT AT (760) 597-3116 TO DETERMINE WHEN OR IF WORK CAN BEGIN AND TO ARRANGE A PRE-CONSTRUCTION MEETING WITH THE DISTRICT'S ENGINEERING INSPECTOR AT (760) 597-3126.

INSPECTION REQUESTS SHALL BE MADE AT LEAST 48 HOURS IN ADVANCE.

7. THE DISTRICT REQUIRES ALL NEW AND EXISTING WATER LINES TO HAVE 36 TO 42 INCHES OF FINAL COVER OR A MINIMUM OF 24 INCHES OF COVER FROM THE BOTTOM OF THE SUB-—GRADE, WHICHEVER IS GREATER.

THE 24-INCH COVER DOES NOT RELIEVE THE CONTRACTOR FROM LOCATING AND PROTECTING EXISTING UTILITIES DURING CONSTRUCTION. THE DISTRICT SHALL BE NOTIFIED WHEN STREET STRUCTURAL _ SECTIONS ARE DETERMINED BY THE APPROPRIATE ROAD AGENCY HAVING JURISDICTION OVER THE STREET. THE CONTRACTOR SHALL, AT HIS SOLE EXPENSE, COMPLY WITH THAT AGENCY’S REQUIREMENTS AND OBTAIN THE

DISTRICT'S WRITTEN APPROVAL ON THE PLANS OF ANY COVER CHANGES BEFORE THE INSTALLATION OF THE WATER LINE OR BEFORE REMOVING EXISTING COVER.

8. UNAUTHORIZED CONNECTIONS TO THE DISTRICT'S WATER SYSTEM FOR CONSTRUCTION WATER OR ANY OTHER

PURPOSE IS STRICTLY FORBIDDEN AND ARE SUBJECT TO ENFORCEMENT UNDER THE DISTRICT'S RULES AND REGULATIONS. THE CONTRACTOR WILL BE CHARGED A MINIMUM FEE (REFER TO CURRENT FEE SCHEDULE)

FOR EACH UNAUTHORIZED CONNECTION AS THE ESTIMATED AMOUNT OF WATER USED THROUGH ANY

UNAUTHORIZED CONNECTION AND THE DISTRICT MAY CONFISCATE ANY HOSES, VALVES OR OTHER APPURTENANCES USED TO MAKE ANY UNAUTHORIZED CONNECTION.

9. ANY PROPOSED FENCING OR GATES WITHIN DISTRICT RIGHT-OF-WAY MUST BE IDENTIFIED ON THE IMPROVEMENT/GRADING PLAN AND DISTRICT ACCESS COORDINATED PER THE DISTRICT’S REQUIREMENTS.

FENCES WILL NOT BE PERMITTED ACROSS THE EASEMENT UNLESS GATES SATISFACTORY TO DISTRICT ARE PROVIDED AND MAINTAINED BY OWNER FOR DISTRICT USE.

10.THESE PLANS ARE SUBJECT TO ADDITIONAL WATER NOTES CONTAINED IN THE “STANDARD SPECIFICATIONS.” THOSE NOTES WILL ALSO BE DISPENSED TO THE CONTRACTOR AT THE REQUIRED PRECONSTRUCTION MEETING.

11.ALL PVC PIPES SHALL BE INSTALLED USING A COME-A-—LONG JACK OR SIMILAR. _NO BACKHOE OR HEAVY MACHINERY ALLOWED UNLESS AUTHORIZED BY VID INSPECTOR. USE HIGH DEFLECTION COUPLINGS TO ACHIEVE RADII WITH A MAXIMUM OF 2-1/2 DEGREE TOTAL DEFLECTION PER COUPLING USING A MINIMUM OF 10’ PIPE LENGTHS.

12. ALL EXISTING/PROPOSED VALVE LIDS WITHIN PROPOSED RESURFACING LIMITS SHALL BE ADJUSTED TO FINISHED SURFACE. SHOULD THE RESURFACING LIMITS EXTEND DURING CONSTRUCTION, THE

DEVELOPER/CONTRACTOR SHALL BE RESPONSIBLE FOR ADJUSTING ALL VALVE LIDS TO FINISHED SURFACE WITHIN THE EXTENDED RESURFACING LIMITS. RESURFACING LIMITS SHALL EXTEND A MINIMUM OF ONE FOOT PAST VALVE LIDS. ANY DISTRICT FACILITIES DAMAGED DURING RESURFACING/CONSTRUCTION SHALL BE REPLACED BY THE DEVELOPER/CONTRACTOR PER DISTRICT STANDARDS. ALL AFFECTED VALVE LIDS SHALL BE PAINTED IN ACCORDANCE WITH VID SPECIFICATIONS.

ENGINEER’S NOTE

CITY of VISTA UNAUTHORIZED CHANGES & USES: THE ENGINEER PREPARING THESE PLANS WILL NOT BE

RESPONSIBLE FOR, OR LIABLE FOR, UNAUTHORIZED CHANGES TO OR USES OF THESE PLANS.

i Bp Be THE PLANS MUST BE IN WRITING AND MUST BE APPROVED BY THE PREPARER IMPROVEMENT PLANS FOR:

MICHIGAN AVE PARKING LOT
NOTES

VISTA IRRIGATION DISTRICT

UNDERGROUND SER VICE ALERT CITY OF VISTA FIRE DEPARTMENT APPROVAL OF THESE IMPROVEMENT PLANS DOES

NOTES SHEET
4 F GOVERNMENT CODE NOT COMMIT DISTRICT TO SUPPLYING WATER TO REQUIRES A DIG ALERT IDENTIFICA TION NUMBER BE THIS PROJECT OR GUARANTEE THAT WATER WILL ErrEoNED ISSUED BEFORE A "PERMIT TO EXCAVATE” WILL BE BE AMAA Avcuenese. - SEE TE SHEET hes. SHEET 20F 10 VALID. FOR YOUR DIG ALERT |.D. NUMBER CALL (NOT REQUIRED) UNDERGROUND SERVICE ALERT AT 811 TWO (2) ! 6363 tale lag 6]26(25 BENCHMARK: POINT # 2030 AS SHOWN ON R.0.S. NO.14023 WORKING BA BE OF DG Se Heist ENCE ES: Sew ORME NO. DESCRIPTION av | cae | wo | par ~ {SH H "CITY OF VISTA SURVEY CONTROL” FOUND 2°aLUMINUM CAP | [)—4 /5U) WEB ADDRESS: — www.digalert.org or www.call811.com APPROVED DATE APPROVAL VALID FOR TWO (2) YEARS FROM DATE SUED GNSS ENGINEER RCE EXP.LIC.DATE DATE ELEVATION = 348.85 NGVD’29 Plotted — 6/26/2025 4:18:22 PM :: Saved — 6/26/2025 3:31:02 PM :: O: \Engineering\Department Only\CIP\8332 — Michigan Parking Lot\Plans\COV—proposed—michigan parking lot.dwg :: jrivera LD25—040 CIP NO. 8332

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WORK TO BE DONE
Pe a (7 REMOVE EXISTING IMPROVEMENTS, VEGETATION, TREES AND ITEMS lL ae WHICH INTERFERE WITH PROPOSED IMPROVEMENTS.
ere ae. VISTA VWLLAGE DRIVE Sie? Nene 28 (2) CONSTRUCT CONCRETE DRIVEWAY PER SDRSD G—14D WITH as aw es ee ae et a. 2” TALL DEPRESSED CURB ON 6” AGGREGATE BASE.

as
eae
a a SSS (3) CONSTRUCT CONCRETE 6” CURB PER SDRSD G-01 ON 6” ZZ Mos Ss, 2 AGGREGATE. BASE.

Ue jo f-6 a ——
a The 2L/ a, @ CONSTRUCT CONCRETE 0” CURB ON 6” AGGREGATE BASE PER fh > Pe eee DETAIL 7 ON SHEET 4, AT PERVIOUS CONCRETE BOUNDARY. | Vy 0 Sa cee ao © oOo > (6) PROTECT IN PLACE.
a
bod (6) CONSTRUCT SIDEWALK PER SDRSD G-7, G—-9, G-10, G-11 WIDTH ae i! See ee PER PLAN.
(7) REGRADE TO MATCH EXISTING GROUND, MAX 2:1 SLOPES, DRAIN TOWARDS STREET.
i CONSTRUCT 6” CONCRETE CURB & GUTTER PER SDRSD G-2
=) MODIFIED WITH 6°X6” KEY, SEE DETAIL 4 ON SHEET 4
a) es {= ~ = oO Ef = -3i ea a Oo O ° ¥ 3 =»
ee: oo (9) CONSTRUCT CONCRETE 6” TALL ROLLED CURB PER SDRSD G-4A wis cbr Se a Pe ee oy ON 6” AGGREGATE BASE. THE GUTTER SHALL BE 0.5% MIN. SLOPED ° : ea ee TOWARD WEST TOWARDS PERVIOUS CONCRETE IN PARKING LOT. pares 3D WALL ATP Som B Re) Lae : £3) i ce Sy WALLHT-47 : (Q INSTALL CONCRETE CURB FLUME PER SDCD GS-5-03 AND SPLASH 7 I Naas EE pe = = PAD PER SDCD GS-5-06, 3’ WIDE.
344.0 EP igi 2 ges Wae@"ae 2 5: | 346,2TC \ of = * Dk SIS SS SSBS assests 345 7EP f a (1) CONSTRUCTION DISPERSION SWALE PER DETAIL 4 AND 5 ON SHEETA. \ 6) EX. WATERLINE
— ie re ica ee
B-an—_—4
a a

CaS ss 1 \ Q INSTALL CONCRETE GRAVITY WALL PER DETAIL 4 ON SHEET 4.

Rb See
SS . W.. 3) INSTALL CONCRETE 0” CURB IN DISPERSION AREAS AT THE ENDS Reser se \ AND MIDDLE PER DETAIL 5 ON SHEET 4

PIPE. FLO (TYP) ey \ (2 INSTALL CONCRETE 2’ WIDE RIBBON GUTTER PER DETAIL 6 ON Se salle \ ° SHEET 4
SF“ p ,
ay as = eM aaa ie (} SAWCUT EXISTING CURB 15” WIDE FOR DISPERSION AREA OUTLET AT T

2 LOCATIONS PER PLAN.
a

aces | (6) CONSTRUCT 6” PERVIOUS CONCRETE ON 1” X#4 AGGREGATE, 8” THICK-1.5” WASHED AGGREGATE AND NONWOVEN GEOTEXTILE FABRIC ae & 346.18TW in i” 345166) LM : PER DETAIL 7 ON SHEET 4. ae ae 7 CONSTRUCTION 3” ASPHALT ON 6” AGGREGATE BASE.
6) EX. WATERLINE {8 CONSTRUCT GRAVITY WALL & BACKFILL (SIMILAR TO KEYSTONE 9 STANDARD Ill UNIT OR APPROVED EQUAL) PER MANUFACTURE
ia SPECIFICATIONS WITH BEHIND WALL DRAINAGE PIPE PER DETAIL 11.

TAN COLOR. NO GEOGRID ALLOWED.
a2
PIPE_FLOW
(TYP)

MICHIGAN
AVE
APPROX.40°

2 g Zz
hy 341,99 TC Y_341.78EP. sane foes 34].82FL : N r = Pot) NRO Oe CY ; @y es ay 7 INSTALL 4” PERFORATED PIPE SCH 40 PVC PER PLAN WITH TRAFFIC 3 fs x RATED CLEANOUTS AND ASSOCIATED ELBOWS.
6) EX. WATERLINE

_ Idi.

7 t

‘| &
_|

@Q INSTALL 4” SOLID WALL PIPE SCH 40 PVC PER PLAN WITH TRAFFIC RATED CLEANOUTS AND ASSOCIATED ELBOWS 5 N AB
—> \ NY \ A - . = Bs: niseeas PPE. FLOW ‘ 2" ours ||) LG) EX. WM. Gy CONSTRUCT SIDEWALK UNDERDRAIN PIPE PER SDRSD G-27. ae 22FEy <a (1342.00 FL TYP) : 9 PPEMING ie
= Z ee ee @} INSTALL 8” PIPE SCH 40 PVC PER PLAN.
__ — —i— = 5 Pha
2 fo) = : v Gy INSTALL BOTTOMLESS 2'X2" INLET BOX (LE. BROOKS BOX OR Sep 2 al GQ oS a ae C343.92TC APPROVED EQUAL), WITH TRAFFIC RATED AND BIKE SAFE GRATE.

Sra eS : LJ aS ZA ce aa PLACE ON 6” AGGREGATE BASE. INSTALL CONCRETE BOTTOM, 8” ay Zt Been
IN
ee AN
aN Pas et sa | (5) EX. W.M. MINIMUM THICKNESS. SHAPE INVERT TO DRAIN TOWARDS 8” PIPE. %
Q
ae
ve
we
soa
ie
& Q
Vd

7a A = Be te VERIFY EASY REMOVAL AND REPLACEMENT OF STEEL GRATE.

LY Aaa
é) @} INSTALL DIRECT BURY FONROCHE SOLAR STREET LIGHT IN CONCRETE EX. WATERLINE SLURRY, DETAIL 12

A

@ INSTALL HOT DIP GALVANIZED HANDRAILS PER SDRSD M—24 AND i di ALE DETAILS 1,2 & 3 ON SHEET4.

REMOVE EXISTING STRIPING AND (BY OTHERS)
RESTRIPE EXISTI ‘lin LOT @ *INSTALL FENCE & GATE PER LANDSCAPE PLAN (*ALTERNATE BID

TO |ACOMODATE) ITEM)

REMOVE EX PLASTIC WATER METER BOX, ADJUST METER GRADE,
| SEE ne @ INSTALL CONCRETE TRAFFIC RATED METER BOX.
@3 CONCRETE CUT OFF WALL AT END OF PAVEMENT PER SDRSD G-22 NOTE: QUANTITIES ARE SHOWN IN THE SPECIFICATION ARE APPROXIMATE. i , CONTRACTOR IS RESPONSIBLE FOR VERIFYING BID QUANTITIES PER PLAN. @ Se ey AC OVERLAY 4° WIDE IN FRONT OF PROPOSED Cé&G

** CAUTION -OVERHEAD UTILITIES ON THE FEL Gas |
NORTH SIDE OF THE EXISTING PARKING LOT SER PAG EAD TENE: 3° RE VOND) HUME CHANNEL OR. PIPE CUT: 612 CY
ABOVE ADA RAMP ; DISP ERSION AREA. FILL:* 72 ‘GY G7 CONSTRUCT KEYSTONE STACKABLE WALL OR OBTAIN BOULDERS FROM PUBLIC WORKS TO HOLD BACK 2’ TALL SLOPE

G2 INSTALL WHEEL STOPS AT ADA SPACE, SIGNS AND STRIPING, DETAIL 9 ON SHEET 4
GF INSTALL RETAINING WALL DRAIN PER DETAIL 11 ON SHEET 9.

GRAPHIC SCALE
GF INSTALL CABLE RAILING ABOVE WALL CALTRANS B11—47, DETAIL 10 10 0 5 10 20 40 GF CONSTRUCT 6” CONCRETE CURB & GUTTER PER SDRSD G-2 ee a
STORMWATER CF PARKING LOT SPACES STRIPING, PER DETAIL 8 eae HIGH PRIORITY INSPECTION WDID NO.
"AS BUILT” ENGINEER’S NOTE
UNAUTHORIZED CHANGES & USES: THE ENGINEER PREPARING THESE PLANS WILL NOT BE CITY of VI STi \ hoe. Ee DATE RESPONSIBLE FOR, OR LIABLE FOR, UNAUTHORIZED CHANGES TO OR USES OF THESE PLANS.

ALL CHANGES TO THE PLANS MUST BE IN WRITING AND MUST BE APPROVED BY THE PREPARER REE Ee OF THESE PLANS.

IMPROVEMENT PLANS FOR: — CITY PROJECT

MICHIGAN AVE PARKING LOT

INSPECTOR DATE SITE PLAN
VISTA IRRIGATION DISTRICT MATT J. ATTEBERRY, P.E.

UNDERGROUND SERVICE ALERT CITY OF VISTA FIRE DEPARTMENT CITY OF VISTA, ENGINEERING DEPARTMENT SECTION 4216 & 4217 OF THE GOVERNMENT CODE
200 CIVIC CENTER DRIVE, VISTA, CA 92084-6240

REQUIRES A DIG ALERT IDENTIFICATION NUMBER BE
PH (760) 643-5410
ISSUED BEFORE A "PERMIT TO EXCAVATE” WILL BE
VALID. FOR YOUR DIG ALERT |.D. NUMBER CALL (NOT REQUIRED) , .

UNDERGROUND SERVICE ALERT AT 811 TWO (2)
76363 j2)2)]2é 6/2¢/2<-
WORKING DAY BEFORE YOU DIG. (NOT REQUIRED) DISTRICT ENGINEER RCE DATE NO. DESCRIPTION ane. sare cD DATE f WEB ADDRESS: www.digalert.org or www.call811.com aereoweD cor Frei iaie Bok tO GANGRS ROU ORE — ENGINEBRCOF WORK = RCE. EXP.LIC.DATE DATE

PLAN SHEET

APPROVED

CITY ENGINEER: ___SEE TITLE SHEET DATE: SHEET 30F 10

BENCHMARK: POINT # 2030 AS SHOWN ON R.O.S. NO.14023
"CITY OF VISTA SURVEY CONTROL” FOUND 2”ALUMINUM cAP | [)— 4 /5() FLUSH WITH AC PAVING ELEVATION = 348.85 NGVD'29 Plotted — 6/26/2025 4:20:45 PM :: Saved — 6/26/2025 3:31:02 PM :: O: \Engineering\Department Only\CIP\8332 — Michigan Parking Lot\Plans\COV—proposed—michigan parking lot.dwg :: jrivera LD25-—040 CIP NO 8332

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C5

INTERMEDIATE SKATEBOARD DETERRENT
2 FEET MAX. SPACING (TYP) ae, SKATEBOARD DETERRENT
12” MAX. FROM ENDS (TYP)

SKATEBOARD

DETERRENT
(TYP) naa 12” MAX. FROM END

SKATEBOARD ey “
BTERREM MID_POINT 5.0 FT MAX POST sic We Fr rile a
( : : f 12” (HANDRAIL EXTENSION) - “CONNECT TO NORTH
CONNECT TO WEST te, ) 6” TALL CURB 6° TALL CURE WALKWAY HANDRAIL WALKWAY HANDRAIL fee PROM END CONCRETE CURB ra t HEIGHT VARIES <— LANDING 1.7% MAX SLOPE 34 6” TALL MIN, 12 sei x | i or i: LANDING | 3 Kt = 7 dF f i LI Lt ALKWAY 7.8% MAX SLOPE 5 \conereTe CURB sie “8.0 FT LANDING (( | 50 FT LANDING = —>—=<— 18” (TP)

HEIGHT VARIES &
J 6” TALL MIN. are N.T.S. iE

7.0 FT LANDING hi WEST—WALKWA Y HANDRAIL % NORTH—WALKWA Y HANDRAIL DETAIL 1 DETAIL 3
5 = | EX. UTILITY POLE
INTERMEDIATE SKATEBOARD DETERRENT ie ne Oe 2 FEET MAX. SPACING (TYP) ae SKATEBOARD fie tg! 2, MAX FROM ENDS (TYP) PARKING SPACE STRIPING

5.0 FT MAX POST SPACING (YP) [" a CG
= = DETAIL 8
ep er ) 12” (HANDRAIL EXTENSION)
HANDRAIL | To Y ” TALL CURB PARKING ACCESSIBLE PARKING SIGN 12” MAX. FROM END CONCRETE CURB ONLY “ADA PARKING ONLY”, =e Soe VARIES — LANDING 1.7% MAX SLOPE MINIMUM FINE $250 6” TALL MIN: i MINIMUM "VAN ACCESSIBLE i —}- - FINE $260 ,
ee Lie WALKWAY 7.8% MAX’ SLOPE E fe (TN )) b
i NTS 8.0 FT LANDING ACCESSIBLE Mites WHEEL STOP WHEEL STOP = SOU [H—WALKWA Y HAN 7.0 FT LANDING DRA IL 2% MAX
—
DETAIL 2
WALKWAY HANDRAIL g 3]
S be SDRSD G-2 CURB AND 1. LOCATE HANDRAILS ON BOTH SIDES OF RAMP AND NEXT TO MICHIGAN AVE. sy hs gree me 2. INSTALL HOT DIP GALVANIZED PER SDRSD M—24 :

AGGREGATE BASE 3. INSTALL SKATEBOARD DETERRENT ON THE TOP HANDRAIL, = 1” HEIGHT DIFFERENCE THE 1ST AND LAST DETERRENT SHALL BE A MAXIMUM 12” FROM THE END, BETWEEN EX.CURB THE INTERMEDIATE DETERRENTS NO MORE THAN 2’ MAXIMUM SPACING. ea GRAVITY WALL 4. DEPTH OF THE CONCRETE AT THE POST LOCATION SHALL BE A MINIMUM No =16” KEY 35° - .

Ole eke Parking
SLOPE TOP OF EX 6” CURB OF 10 INCHES. !
Me cen MIN y ame 9 FT (TYP) 8 FT (TYP) 9 FT (TYP)
PAVEMENT SECTION CO aie a Tt OS TOE H SEE DETAIL 7 SEN ~~ —<t-— EPOXY 4” DIA. STEEL DOWELS ey ene: | :____! @4’ OC AND DRILLED 3” MIN 6 Key} = CONCRETE A 6°X6” KEY ON 6”
6” WIDE X 8” TALL AGGREGATE BASE HA NDICAP SPA GES
” CONCRETE 6 CURB STABILIZER . 70" CURB
3” THICK FOREST ON 6” AG BASE 6 1” £4. AGGREGATE DETAIL 9 FINES MULCH FROM AGRISERVICES OVERFLOW PIPE ee ints 4 IN OCEANSIDE OR 8” SEE, SHEET 10 1” DIP CONCRETE ‘ ire
COARSE AGGREGATE. 8” AMENDED SOIL RIBBON SPLASH PAD PER PLAN VIEW ee Reasato 1 N.T.S. 8” THICK 2? 6” AGGREGATE : DISPERSION AREA,GRAVITY WALL > BASE af 6"X6” KEY FOR 4” AND C&G WITH KEY in PIPE, 1” CLEARANCE 6” AGGREGATE BASE ” THICK —1.5” WASHED
sie 3: zoe ar aot oF NTS. pSyven cores SPE Oe DISPERSION AREA AND CONCRETE RIBBON GUTTER Pies 6” CURB DETAIL 6 BTS.

EPOXY 4” DIA. STEEL DOWELS 3 a PERVIOUS CONCRETE PAVEMENT DRILLED 3” MIN DEPTH INTO = ae i ie ie oy iat a ”

EX CURB 8” THICK ——=— EPOXY 4” DIA. STEEL DOWELS & CONCRETE .O. CURB ! 1! DRILLED 3” MIN DEPTH INTO © Ene DETAIL 7
6” AGGREGATE BASE
” AGGREGATE BASE NTS. STORMWATER
?? HIGH PRIORITY INSPECTION WDID NO.

DISPERSION AREA 0” CURB —S SESS
DETAIL 5 CITY of VISTA UNAUTHORIZED CHANGES & USES: THE ENGINEER PREPARING THESE PLANS WILL NOT BE RCE EXP, DATE RESPONSIBLE FOR, OR LIABLE FOR, UNAUTHORIZED CHANGES TO OR USES OF THESE PLANS.

ALL CHANGES TO THE PLANS MUST BE IN WRITING AND MUST BE APPROVED BY THE PREPARER NOTE: QUANTITIES ARE SHOWN IN THE SPECIFICATION ARE APPROXIMATE. REVIEWED BY: OF THESE PLANS. IMPROVEMENT PLANS FOR: — CITY PROJECT CONTRACTOR IS RESPONSIBLE FOR VERIFYING BID QUANTITIES PER PLAN. MICHIGAN AVE PARKING LOT

INSPECTOR DATE DETAIL SHEET

VISTA IRRIGATION DISTRICT
UNDERGROUND SERVICE ALERT CITY OF VISTA FIRE DEPARTMENT Bee peer crane ues HEART Ree arte SECTION 4216 & 4217 OF THE GOVERNMENT CODE 200 CIVIC CENTER DRIVE, VISTA, CA 92084-6240 a REQUIRES A DIG ALERT IDENTIFICATION NUMBER BE PH (760) 643-5410 ISSUED BEFORE A "PERMIT TO EXCAVATE” WILL BE | SEE TITLE SHEET SHEET4OF 10 VALID. FOR YOUR DIG ALERT ID. NUMBER CALL Bn ee Pes Ps J CENCE ah UNDERGROUND SERVICE ALERT AT 811 TWO (2 2; : BENCHMARK: POINT # 2030 AS SHOWN ON R.O.S. NO.14023 WORKING DAY BEFORE YOU DIG. 2) (NOT REQUIRED) DISTRICT ENGINEER RCE DATE ARS BPaCRiETON ig a= 7 sae LIANG 76363 (2fai | 26 o| 26/ 2 "CITY OF VISTA SURVEY CONTROL” FOUND 2”ALUMINUM CAP | /)—4 / 4() WEB ADDRESS: — www.digalert.org or www.call811.com APPROVED DATE APPROVAL VALID FOR TWO (2) YEARS FROM DATE SEREORD CHANGES ENGINEER OF WORK = RCE EXP.LIC.DATE = DATE Brien are Ane aeunta Plotted — 6/26/2025 4:21:57 PM :: Saved — 6/26/2025 3:31:02 PM :: O:\Engineering\Department Only\CIP\8332 — Michigan Parking Lot\Plans\COV—proposed—michigan parking lot.dwg :: jrivera LD25-—040 CIP NO. 8332

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C5

DRAINAGE INLET AT

SAG OR LOW POINT

WET WEATHER EROSION, SEDIMENT

AND DEBRIS CONTROL

GRAVEL BAG BERMS PLACED

TO INTERCEPT RUNOFF FROM
CONVERGING DIRECTION.
x NOTES:

FACE_OF a

1. PLACE SAFETY CONES ADJACENT TO
DRAINAGE INLET PROTECTION.

Lf
FLOW

EDGE OF TRAVELED WAY . | | 4

2. DIMENSIONS MAY VARY TO FIT FIELD
FLOW CONDITIONS.

3. INSTALL A MINIMUM OF 3 GRAVEL BAG

BERMS UPSTREAM OF EACH DRAINAGE
INLET TO BE PROTECTED.
\eaieir'e SPILLWAY Zz
6’-0” MIN.
. EROSION CONTROL BLANKET OR

PLAN VIEW FOR SUMP CONDITION

GEOSYNTHETIC FABRIC IS NOT REQUIRED

IF THE AREA ADJACENT TO THE DRAINAGE
INLET IS VEGETATED OR PAVED.

NOT TO SCALE
¢ SEE NOTE 12 OF

STORMWATER & EROSION

CONTROL NOTES
call |

SPILLWAY

GRAVEL BAG BERM
|

f
=
HK

FACE OF ee
DRAINAGE. INLET-

T\ T
— v
Oo
=
ee S =
4’-0” MIN. FROM EDGE OF TRAVELED WAY |

|
PLAN VIEW FOR FLOW—BY CONDITION

NOT
STACK GRAVEL—FILLED BAGS 1
FOR SPILLWAY AND 2-LAYERS

REMAINING BERM

TO SCALE

PLACE ADDITIONAL BAGS ON TOP OF

CURB AND UPSTREAM OF GRAVEL BAG
BERM TO PREVENT OVER TOPPING.

INSTALL GRAVEL—FILLED BAGS FLUSH
AGAINST CURB OR DIKE FACE.

CONSTRUCT GRAVEL BAG BERM
BY TIGHTLY ABUTTING GRAVEL—FILLED
BAGS TO ELIMINATE GAPS AND VOIDs
—yy
END OF GRAVEL BAG BERM |

EXTEND AS NECESSARY TO FORCE

PONDED RUNOFF OVER SPILLWAY

INSTEAD OF OUT FLANKING AROUND
END OF BERM.

—LAYER HIGH

HIGH FOR

PERSPECTIVE VIEW GRAVEL BAG BARRIER

NOT TO SCALE

GRAVEL BAG PROTECTION FOR

CURB, GUTTER AND SIDEWALK REPLACEMENT

NOT TO SCALE

STORMWATER & EROSION CONTROL NOTES

DRY WEATHER EROSION, SEDIMENT

AND DEBRIS CONTROL

1. THIS IS A STANDARD PROJECT. STORMWATER POST CONSTRUCTION BMP IMPLEMENTATION IS REQUIRED. STORM DRAIN INLET MARKERS AND WATER QUALITY INFILTRATION SWALE WILL BE INSTALLED AS PART OF THIS PROJECT.

2. THIS PROJECT IS SUBJECT TO ALL APPLICABLE GENERAL AND PROJECT SPECIFIC PROHIBITIONS AND REQUIREMENTS IN CHAPTERS 13.18, AND 17.56 OF THE VISTA MUNICIPAL CODE, AND THE CITY STORMWATER STANDARDS MANUAL.

3. BMPS AT MANNED FACILITIES MUST BE INSPECTED BY THE Q.S.P. BEFORE AND FOLLOWING PREDICTED RAIN EVENTS. BMPS AT UNMANNED FACILITIES MUST BE INSPECTED BY THE

DISCHARGER REGULARLY DURING THE RAINY SEASON AND PERIODICALLY BETWEEN EACH RAINY SEASON. THESE BMPS MUST BE MAINTAINED SO THAT THEY CONTINUE TO FUNCTION AS DESIGNED.

IF THE FAILURE OF A BMP INDICATES THAT THE BMPS IN USE ARE INAPPROPRIATE OR

INADEQUATE TO THE CIRCUMSTANCES, THE BMPS MUST BE MODIFIED OR UPGRADED TO PREVENT ANY FURTHER FAILURE IN THE SAME OR SIMILAR CIRCUMSTANCES.

4. IN THE EVENT OF FAILURE OR REFUSAL BY CONTRACTOR TO PROPERLY MAINTAIN BMPs, THE

ENGINEER MAY CAUSE EMERGENCY MAINTENANCE WORK TO BE DONE TO PROTECT ADJACENT

PRIVATE AND PUBLIC PROPERTY, THE COST (INCLUDING AN INITIAL MOBILIZATION AMOUNT) OF WHICH SHALL BE CHARGED TO THE CONTRACTOR.

5. SEDIMENTATION BASINS AND INLET PROTECTION BMP’s MAY NOT BE REMOVED OR MADE INOPERATIVE WITHOUT PRIOR APPROVAL OF THE ENGINEER.

6. TEMPORARY EROSION CONTROL DEVICES SHOWN ON THE EROSION CONTROL PLAN WHICH

INTERFERE WITH THE WORK SHALL BE RELOCATED OR MODIFIED AS THE WORK PROGRESSES AS RECOMMENDED BY THE Q.S.D./Q.S.P. AND AS APPROVED BY THE ENGINEER.

7. ALL LOOSE SOIL AND DEBRIS SHALL BE REMOVED FROM THE STREET AREAS UPON STARTING OPERATIONS, AND PERIODICALLY THEREAFTER, AS DIRECTED BY THE INSPECTOR.

8. A 12 INCH HIGH BY 4-FOOT WIDE BERM SHALL BE MAINTAINED ALONG THE TOP OF SLOPE OF THOSE FILLS ON WHICH GRADING IS NOT IN PROGRESS. CONCENTRATED WATER SHALL BE CARRIED NOT CLOSER THAN 10 FEET FROM THE TOP OF SLOPES.

9. STAND-BY CREWS SHALL BE ALERTED BY THE CONTRACTOR’s, Q.S.P. FOR EMERGENCY WORK DURING RAINSTORMS.

10. ALL UTILITY TRENCHES SHALL BE BACKFILLED WITHIN 24 HOURS AND MUST BE BACKFILLED BEFORE THE END OF THE WORK DAY IF A 40% CHANCE OF RAIN IS PREDICTED.

17. ALL BUILDING PADS SHALL BE SLOPED TOWARDS THE DRIVEWAY AND VELOCITY CHECK DAMS PROVIDED AT THE BASE OF ALL DRIVEWAYS DRAINING INTO THE STREET. VELOCITY CHECK DAMS SHALL BE PROVIDED ACROSS THE OUTLETS OF ALL LOTS DRAINING INTO THE STREET.

12. PROVIDE VELOCITY CHECK DAMS IN ALL STREET AREAS, PAVED OR UNPAVED, AT THE INTERVALS INDICATED BELOW. VELOCITY CHECK DAMS MAY BE CONSTRUCTED OF

GRAVELBAGS, TIMBER, OR OTHER EROSION RESISTANT MATERIALS APPROVED BY THE ENGINEER,

AND SHALL EXTEND ACROSS THE STREET OR CHANNEL AT RIGHT ANGLES TO THE CENTERLINE FOR A DISTANCE SUFFICIENT TO PREVENT SEDIMENT FROM ENTERING STORM DRAIN. EARTHEN DIKES MAY NOT BE USED AS VELOCITY CHECK DAMS.

STREET GRADE
LESS THAN 2% AS REQUIRED
2% 10 4% 100 FEET
4% T0 10% 50 FEET
OVER 10% 25 FEET

13. PROVIDE VELOCITY CHECK DAMS IN ALL UNPAVED GRADED CHANNELS AT THE INTERVALS

INDICATED BELOW UNLESS CHANNELS ARE LINED WITH TEMPORARY MATERIALS SUCH AS PLASTIC SHEETING.

CHANNEL GRADE CHECK DAM_INTERVAL
LESS THAN 3% 100 FEET
3% TO 6% 50 FEET
OVER 6% 25 FEET

14. A GRAVELBAG SILT BASIN, OR SILT TRAP, SHALL BE PROVIDED AT EVERY STORM DRAIN INLET TO PREVENT SEDIMENT FROM ENTERING THE STORM DRAIN SYSTEM.

15. A GUARD SHALL BE POSTED ON SITE WHENEVER THE DEPTH OF WATER IN ANY BMP EXCEEDS TWO FEET.

16. ALL REMOVABLE PROTECTION DEVICES SHOWN SHALL BE IN PLACE DURING ALL OPERATIONS

THAT GENERATE POLLUTANTS AND AT THE END OF EACH WORKING DAY, AFTER EACH RAINSTORM EXCEEDING % INCH IN A 12 HOUR PERIOD, SILT AND DEBRIS SHALL BE REMOVED FROM CHECK DAMS AND DESILTING BASINS, AND BASINS SHALL BE PUMPED DRY.

17. EFFECTIVE PLANTING SHALL BE INSTALLED, FULLY GERMINATED, AND SHALL EFFECTIVELY COVER THE REQUIRED SLOPES PRIOR TO FINAL APPROVAL. THE PLANTING MIX SHALL BE APPROVED BY THE ENGINEER PRIOR TO INSTALLATION. SPRINKLER SYSTEMS ARE REQUIRED ON ALL SLOPES OVER FIVE FEET IN HEIGHT. TEMPORARY SPRINKLER SYSTEMS WILL BE REQUIRED

ON ALL SLOPES UNTIL PLANTING IS ESTABLISHED, AND MAY NOT BE REMOVED WITHOUT PRIOR APPROVAL OF THE ENGINEER.

18. GRAVEL BAGS AND NECESSARY MATERIALS SHALL BE AVAILABLE ON SITE AND STOCKPILED

AT CONVENIENT LOCATIONS TO FACILITATE RAPID CONSTRUCTION OF TEMPORARY DEVICES OR TO REPAIR ANY DAMAGED EROSION CONTROL MEASURES, WHEN RAIN IS IMMINENT. A STANDBY CREW SHALL BE MADE AVAILABLE AT ALL TIMES DURING THE RAINY SEASON.

19. ANY PROPOSED ALTERNATE EROSION CONTROL MEASURES ARE TO BE RECOMMENDED BY THE CONTRACTOR’S Q.S.P. FOR APPROVAL BY THE ENGINEER, PRIOR TO INSTALLATION.

20. FROM OCTOBER 1ST THROUGH APRIL 30TH OF EACH YEAR, CHAPTER 17.56 REQUIRES THAT ALL SLOPE FACES BE PROTECTED FROM EROSION, AND THAT ALL SEDIMENT BE KEPT ON SITE.

THE USE OF INDUSTRY STANDARD SLOPE PROTECTION AND SEDIMENT CONTROL METHODS ARE REQUIRED TO BE IN PLACE AND MAINTAINED 24 HOURS A DAY/7 DAYS A WEEK.

21. MATERIALS WITH THE POTENTIAL TO POLLUTE URBAN RUN-—OFF SHALL BE USED WITH AND IN ACCORDANCE WITH LABEL DIRECTIONS. THESE MATERIALS AND OTHER WASTE SHALL BE STORED

IN A MANNER THAT EITHER PREVENTS CONTACT WITH RAINFALL OR RETAINS CONTAMINATED RUN-—OFF FOR TREATMENT AND DISPOSAL.

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| |_ PROPOSED INLETS
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3 BMP INLET PROTECTION
CO-0 i, J EXISTING CURB INLET

MAIN ST BMP

CURB INLET OPENING EXISTING CURB INLET ryicting

SIDEWALK

SECURE FILTER FABRIC TO 2°x4"s

BY STAPLING ABD BY WRAPPING

FABRIC AT LEAST THREE TIMES
AROUND 2x4”.

SECURE WOOD 2°x4” BY

PLACING GRAVEL BAGS AT

END AT BOTH TOP OF CURB
AND GUTTER. ADDITIONAL

BAGS MAY BE REQUIRED TO

SECURE DEBRIS DAM DUE

TO VARYING LENGTHS OF
INLET.

EXISTIG A.C.

PAVEMENT

EXISTING
CURB &
GUTTER
PLACE 2°x4” AND

FILTER FABRIC COVER

OVER CURB INLET

OPENING AND SECURE

BOTH TOP AND BOTTOM
OF 2°x4"s WITH 20lb

SAND BAGS AT EACH
END

CURB INLET DEBRIS DAM
FIT OVER CURB INLET OPENING WOOD 2”x4” SHALL
EXTEND 2” BEYOND
NOTES: CURB INLET

1. INTENDED FOR SHORT-TERM USE. OPENING ON BOTH

2. USE TO INHIBIT STORM WATER AND NON-STORM DEBRIS. SIDES. LENGTHS OF

3. CLEAN AFTER EVERY STORM EVENT. CURB INLETS MAY

4. REMOVE DEBRIS DAM AFTER ALL CONSTRUCTION OPERATIONS ARE COMPLETE. Mee ae

5. DAILY INSPECTION SHALL BE MADE BY THE CONTRACTOR’S Q.S.P.. SILT & DEBRIS ; ACCUMULATION MUST BE REMOVED AS IT ACCUMULATES.

CONTRACTOR SHALL MONITOR THE PERFORMANCE OF INLET PROTECTION DURING EACH RAINFALL EVENT AND GRINDING OPERATIONS.
>

ONE BAG AT EACH END)

SECURE FILTER FABRIC

WITH GRAVEL BAGS

Rao P aVEMENT EXISTING CURB INLET
NOTES:

1. INTENDED FOR SHORT-TERM USE.

2. PLACE GRAVEL BAGS WITHIN GUTTER OUTSIDE OF A.C. PAVEMENT AND ON TOP OF CURB

3. USE TO INHIBIT STORM WATER AND NON-STORM DEBRIS. 4. CLEAN AFTER EVERY STORM EVENT.

5. REMOVE DEBRIS DAM AFTER ALL CONSTRUCTION OPERATIONS ARE COMPLETE.

6. DAILY INSPECTION SHALL BE MADE BY THE CONTRACTOR'S Q.S.P.. SILT & DEBRIS ACCUMULATION MUST BE REMOVED AS IT ACCUMULATES.

7. CONTRACTOR SHALL MONITOR THE PERFORMANCE OF INLET PROTECTION DURING EACH RAINFALL EVENT AND GRINDING OPERATIONS.

OPTION 2

DEBRIS INLET PROTECTION DETAIL

NOT TO SCALE

FILTER FABRIC GRAVEL BAG DAM
HIGH)

18" MIN
\\

SECTION A-A

GRAVEL BAG DAM
2 HIGH)

TAA AT VAN ATA AN AV AVAVAY,
VV ~) AVA

AIA VV Ve) SOMROL OL
. RANT WS TAY, ‘7%

DAAAAMAALARAALAIMAAALAL/
\/\ OK VAs TY Wa VV)
IVANKA V7

LIVIA IE
WVAAAALSSOOSN SY cA AVAVAVAVAVAVAVAY = \
VYVVVSASZ aN Al i VAY AV AV AV AVAVAYAY,
VVVVAVAVAVAN %

OPTION 3

DEBRIS INLET PROTECTION DETAIL

NOT TO SCALE

STORMWATER PROTECTION NOTES

RAIN.

DURING THE RAINY SEASON THE AMOUNT OF EXPOSED SOIL ALLOWED AT ONE TIME

SHALL NOT EXCEED THAT WHICH CAN BE ADEQUATELY PROTECTED IN THE EVENT OF A RAINSTORM. 125% OF ALL SUPPLIES NEEDED FOR BMP MEASURES SHALL

BE RETAINED ON THE JOB SITE IN A MANNER THAT ALLOWS FULL DEPLOYMENT AND COMPLETE INSTALLATION IN 48 HOURS OR LESS WHEN THERE IS A FORECAST

THE CONTRACTOR IS OBLIGATED TO INSURE COMPLIANCE WITH ALL APPLICABLE STORMWATER REGULATIONS AT ALL TIMES. THE BMPs (BEST MANAGEMENT

PRACTICES) THAT HAVE BEEN INCORPORATED INTO THIS PLAN SHALL BE

IMPLEMENTED AND MAINTAINED TO EFFECTIVELY PREVENT THE POTENTIALLY NEGATIVE IMPACTS OF THIS PROJECT'S CONSTRUCTION ACTIVITIES ON STORMWATER QUALITY.

THE MAINTENANCE OF THE BMPs IS THE CONTRACTOR’S RESPONSIBILITY, AND FAILURE TO PROPERLY INSTALL OR MAINTAIN THE BMPs MAY RESULT IN ENFORCEMENT ACTION BY THE CITY OF VISTA OR OTHERS. IF INSTALLED BMPs

FAIL, THEY MUST BE REPAIRED OR REPLACED WITH AN ACCEPTABLE ALTERNATIVE

22. THE CONTRACTOR DESIGNATED 24—-HOUR TELEPHONE NUMBER AND THE NAME(S) OF THE OPTION 1 WITHIN 24 HOURS, OR AS SOON AS SAFE TO DO SO.

PERSON(S) RESPONSIBLE FOR EMERGENCY WORK SHALL BE PROVIDED TO THE OWNER AND

SHALL AT ALL TIMES BE POSTED IN A CONSPICUOUS PLACE ONSITE TO FACILITATE PUBLIC DEBRIS INLET PROTECTION DETAIL

1. CONTRACTOR TO PLACE INLET PROTECTION PER INLET PROTECTION DETAIL (SEE REPORTING OF PROBLEMS. (A TELEPHONE ANSWERING MACHINE OR ANSWERING SERVICE IS OPTIONS 1, 2 OR 3) LOCATED ON THIS SHEET, WHEN NEEDED AT UNACCEPTABLE.) NOT TO SCALE CITY f VI ST A COMMENCEMENT OF WORK AT EACH INDIVIDUAL LOCATION, ON STREETS INDICATED ENGINEER’S NOTE O TO HAVE A GRIND AND OVERLAY. ALL OTHER REQUIRED EROSION CONTROL 23. CONTRACTOR TO IMPLEMENT AND MAINTAIN ONSITE AT ALL TIMES A STORMWATER

MEASURES SHALL BE INSTALLED AT THE APPROPRIATE TIME AS DICTATED BY THE MANAGEMENT PLAN (SWMP) OR STORMWATER POLLUTION PREVENTION PLAN (SWPPP) IN CITY CONSTRUCTION SEQUENCE AND THE CITY INSPECTOR. APPROVED FORMAT ome) IS HEREBY INCORPORATED WITH THESE PLANS vf eee SAID UNAUTHORIZED CHANGES & USES: THE ENGINEER PREPARING THESE PLANS WILL NOT BE IMPROVEMENT PLANS FOR:

PLAN SHALL BE KEPT CURRENT AND REFLECTIVE OF CURRENT SITE CONDITIONS RESPONSIBLE FOR, OR LIABLE FOR, UNAUTHORIZED CHANGES TO OR USES OF THESE PLANS. ICHI C AN AVE p ARKIN C LOT

2. GRAVEL BAG CHECK DAMS TO BE PLACED WITHIN STREET AREAS PER NOTE 12 ; ALL CHANGES TO THE PLANS MUST BE IN WRITING AND MUST BE APPROVED BY THE PREPARER M OF STORMWATER & EROSION CONTROL NOTES LOCATED ON THIS SHEET AND PER OF THESE PLANS. EROSION CONTROL DETAIL SHOWN ON THESE PLANS.

3. EROSION CONTROL BMPs SHALL BE INSTALLED AT LOCATIONS AS DESCRIBED IN EROSION CONTROL

THE NOTES AND DETAILS AND AT LOCATIONS DETERMINED BY THE INSPECTOR SEPRSVED DURING CONSTRUCTION, BASED ON CURRENT FIELD CONDITIONS. CONTRACTOR WILL COORDINATE WITH CITY INSPECTOR TO CLEARLY DEMONSTRATE THE FUNCTIONAL CITY ENGINEER: SEE TITLE SHEET DATE: SHEET5SOF |1O ADEQUACY OF THE EROSION CONTROL FACILITIES.

BENCHMARK: POINT # 2030 AS SHOWN ON R.O.S. NO.14023
NO DESCRIPTION a le rs ( : bk 70563 t2fsilae _ alas/ase "CITY OF VISTA SURVEY CONTROL” FOUND 2"aLuMiNuM caP- | [)— 4 7.3() . RCE EXP.LIC.DATE DATE APPROVED CHANGES cgeiees bis ELEVATION = 348.85 NGVD’29 Plotted — 6/26/2025 4:23:07 PM :: Saved — 6/26/2025 3:31:02 PM :: O:\Engineering\Department Only\CIP\8332 — Michigan Parking Lot\Plans\COV—proposed—michigan parking lot.dwg :: jrivera LD25—-040 CIP. NO. 8290

08/26/2025
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