PART 1 GENERAL
1.01 SUMMARY
A. Section includes:
1. The Work specified in this Section consists of installing steel casing using pipe ramming methods.
2. Furnish all labor, equipment, material and supplies and perform all work necessary to complete the installation of the casing pipe.
3. Conform the completed Work to the profile and grade shown on the Drawings.
The deviation from the specified profile and grade is not to exceed the tolerances as specified herein.
4. The casing serves as a temporary conduit for the final carrier pipeline.
1.02 DEFINITIONS
A. In this Section, the following words and expressions have the meaning hereby assigned to them except when the context otherwise requires.
1. Annulus: The theoretical space between the casing exterior and the leading edge band overcut.
2. Carrier Pipe: A pipe for conveyance of water that is placed within the Casing.
3. Casing pipe: A ramming pipe made of steel used to support a tunnel and within which the product/carrier pipe is later constructed.
4. Drive: Portion of the sewer installation between the ramming shaft and the corresponding receiving shaft.
5. Flowing ground: Material that advances like a viscous fluid into the heading when left unsupported. In tunnels below the groundwater table, when seepage develops at the working face, raveling or running ground is transformed into flowing ground. Silt, sand, and gravel below the groundwater table without significant cohesion will exhibit flowing ground behavior.
6. Maximum anticipated ramming force: The theoretical maximum anticipated ramming force required to advance the casing over the drive length.
7. Pipe ramming: For this project, method of installing steel casing using a pneumatic or hydraulic hammer to drive the casing through the ground.
8. Raveling ground: Material that breaks up into chunks, flakes, or angular fragments when left unsupported. This process is time-dependent, and materials may be classified by the rate of disintegration as fast or slow raveling.
In fast raveling ground, the process starts w ithin a few minutes; otherwise, the ground is slow raveling. For a material to be raveling, it must be moderately coherent and friable, or discontinuous. Materials exhibiting this behavior include fine moist sand; sands and gravels with clay binder; stiff, fissured clays; friable (weak) rocks; and jointed rocks.
9. Running ground: Material that will invade the tunnel until a stable slope is formed at the tunnel face when left unsupported. Stand-up time is zero or nearly zero.
Running ground consists of dry, granular materials such as clean, medium to coarse sands and gravels above the groundwater level. Materials intermediate between running and raveling are described as cohesive running.
10. Spoil(s): Excavated material, also known as muck.
SECTION 02445 – PIPE RAMMING
CONTRACT NO. 5048 PIPE RAMMING
11. Work area: An area consisting of road allowances, rights-of way and temporary working space as shown on the Drawings that is allocated temporarily to the Contractor for its construction activities.
1.03 REFERENCE STANDARDS
A. Army Corps of Engineers, Guidelines for Pipe Ramming, December 2001.
B. American Society of Civil Engineers (ASCE):
1. Pipe Ramming Projects, ASCE Manuals and Reports on Engineering Practice No. 115, 2020.
2. Pilot Tube and Other Guided Boring Methods, ASCE Manuals and Reports on Engineering Practice, No. 133, 2017
C. WorkSafeBC Occupational Health and Safety Regulations D. NSF/ANSI Standard 60: Drinking Water Treatment Chemicals - Health Effects.
1.04 ADMINISTRATIVE REQUIREMENTS
A. Preconstruction meeting:
1. Hold a meeting, a minimum of two weeks prior to beginning the work specified herein. Ensure the pipe ramming superintendent and machine operator are present.
2. Review and discuss the following items:
a. Scope of work to be performed.
b. Anticipated geotechnical conditions
c. Site conditions including overhead and underground utilities. d. Construction methods and constraints overview.
e. Equipment operating parameters.
f. Safety procedures.
g. Quality Control procedures and Quality Assurance requirements. h. Reporting requirements.
i. Other issues as may be raised by either party.
1.05 SUBMITTALS FOR REVIEW
A. General:
1. Submit in accordance with Section 3 -8. Provide submittals for review within fourteen days of Notice to Proceed.
2. Submittals consist of drawings and descriptions, identifying details of the proposed method of construction and the sequence of operations to be performed during construction.
B. Qualifications and experience records:
1. Contractor performing the Pipe Ramming operations.
2. Pipe Ramming Superintendent.
3. Pipe Ramming Operator.
4. Contractor’s engineer.
5. Surveyor.
SECTION 02445 – PIPE RAMMING
CONTRACT NO. 5048 PIPE RAMMING
C. Shop Drawings:
1. Provide shop drawings and calculations for construction of shafts to launch and receive the casing in accordance with the shoring design specified in Section 5-
7.2.2. Furnish details on the preparation and placement of the shaft invert.
2. Design the shafts so that they do not affect the integrity of existing adjacent utilities.
3. Provide shop drawings showing details of the wall seal. Include details on how the wall seal will be secured to the shaft wall to provide sealed ingress and egress points for the pilot tube and subsequently for the casing.
4. Provide shop drawings showing the pipe ramming equipment layout in the launch shaft.
5. Provide shop drawings showing configuration of soil cutting shoe on lead casing and overcut.
D. Pipe ramming work plan:
1. Layout of pipe ramming and ancillary equipment at each pit location. a. Casing rail layout.
b. Grade and alignment control system details.
c. Groundwater control provisions.
d. Detailed description of the pipe ramming procedure including the manufacturer's literature of the ramming system to be used. As a minimum, the pipe ramming procedure includes the following:
1) Required air pressure and volume, including correction factors, to operate hammer at sustained 25%, 50%, 75% and 100% maximum operating capacity.
2) Anticipated hammer operating pressure, air volume requirements, and anticipated hammer strokes per minute for the above operating capacities.
3) Maximum anticipated ramming forces, lubrication practices, and ground conditions.
4) Ramming monitoring and recording details.
5) Details of the tensioning system to keep the pipe ramming hammer tight to the tail section of casing.
e. Details of mucking system, soil disposal methods, and soil disposal location.
f. Calculations demonstrating that the casing pipe selected has been designed to support the maximum anticipated installation loads, all superimposed dead and live loads, and loads imposed on the casing pipe during the ramming operations. Calculations are to be stamped and signed by a Professional Engineer registered in California.
E. Carrier pipe installation plan:
1. Provide a layout drawing superimposing equipment and material layouts for carrier pipe installation and joint fusion.
2. Details on cleaning out the casing in preparation for installing the carrier pipe.
3. Provide a procedure for carrier pipe installation, including details for temporary support and final pipe levelling.
F. Contingency plans:
1. To maintain specified line and grade tolerances should casing move off line and/or grade.
SECTION 02445 – PIPE RAMMING
CONTRACT NO. 5048 PIPE RAMMING
2. Ramming forces exceed the maximum anticipated ramming load.
3. Out of tolerance settlement or heave.
4. Casing advance halted due to impenetrable subsurface conditions or obstruction is encountered.
5. Contaminated soil is encountered during the mucking operations to clean out the casing.
6. Include measures to limit stand-by time, if contingency plans are implemented.
G. Reports and records:
1. Alignment surveys and checks: Prior to and at completion of casing installation.
2. Daily pipe ramming records and measurements.
3. Details on any casing repairs.
H. Quality control:
1. Quality control plans.
2. Recordkeeping:
a. Log of the ramming operations that, as a minimum, includes the following:
1) The date; start time; cycle time; and end time for each casing segment. 2) General weather conditions throughout the installation process. 3) Maximum installation force.
4) Hammer strokes per minute.
5) Shutdowns and other work stoppages.
6) Position of casing in relation to design line and grade. 7) Advance rates per foot.
8) Hammer operating capacity in cubic liters or cubic feet of air per minute.
9) Operating pressure of air compressor.
10) Muck quantities removed.
3. Log of pipe lubrication if used including mix design, liters pumped, viscosity, and pumping pressure.
4. Shift report for each ramming crew for each shift, regardless of actual progress, submitted no later than the beginning of the following working day. Include:
a. Crew size, employee name, classification, and work assignment. b. Number and type of equipment used.
c. List of idle or inoperative equipment and reason for downtime.
I. Notifications: As specified herein.
J. As-built data: Keep and maintain a complete set of field drawings for mark -up and recording of as-built conditions at the site.
1.06 SUBMITTALS FOR INFORMATION
A. Certifications:
1. Certificates of compliance for materials specified herein.
1.07 SUBMITTALS FOR CLOSEOUT
A. As-built casing survey:
1. Upon completion of pipe ramming.
SECTION 02445 – PIPE RAMMING
CONTRACT NO. 5048 PIPE RAMMING
B. As-built records:
1. Upon completion of casing installation, and before carrier pipe installation.
C. Record drawings:
1. Refer to Section 3-13 for requirements.
1.08 DESIGN CRITERIA
A. Equipment:
1. The construction means and methods selected by the Contractor must be capable of excavating the full range of ground conditions and ground behaviors and control loss of ground for the entire length of the crossing.
B. Ground movement:
1. Monitor ground movement in accordance with Section 02471 and as shown on the Drawings.
C. Line and grade for pipe ramming:
1. Set line and grade with a pilot tube. See the Pilot Tube line and grade tolerance shall be 50mm
2. Casing Line and Grade tolerance: within 65 mm of design centerline.
D. Casing:
1. Upon completion, leave 3 feet of casing projecting beyond the wall seal, if left in place, or the shaft wall if the seal is removed at each shaft.
E. Action levels for deformation of shaft walls:
1. Trigger Level: ½ inch.
2. Maximum Level: 1 inch.
F. Seepage:
1. If entry and exit walls seals are removed, control seepage from the casing penetration to be less than 1 gallon per minute.
1.09 QUALITY ASSURANCE
A. Perform the pipe ramming installation using qualified firms and personnel as specified herein.
B. Perform all work in the presence of the Engineer, unless granted prior approval to perform such work when absent. Notify the Engineer a minimum three working days in advance of the start of pipe ramming operation.
C. Operate the pipe ramming equipment following manufacturer's written instructions.
D. Make available copies of the operations manuals to the Engineer and operational personnel on site.
E. Before commencement of pipe ramming, demonstrate to the Engineer that the required set up procedures and system checks are complete and required materials SECTION 02445 – PIPE RAMMING
CONTRACT NO. 5048 PIPE RAMMING
are on hand to commence the drive. Verify line and grade control points and that the pilot tube and pipe ram equipment is set to the correct line and grade.
F. Qualifications and experience:
1. Pipe ramming contractor:
a. Contractor has completed at least five pipe ramming projects similar to this project in the last five years. At least one of the five projects were completed within one year prior to the date of this job.
b. Three of the five projects demonstrate experience installing 24-inch diameter casing or larger for lengths of 80% of the drive length on this project. Provide experience records for each project.
c. Demonstrate experience with three projects in soil conditions similar to those as described in the Geotechnical Reports. Provide experience records for each project.
2. Superintendent:
a. Minimum of five trenchless projects in the last five years. Provide experience records for each project.
b. Minimum of two projects where pipe ramming was used for casing installation Provide experience records for each project.
3. Pipe ramming operator:
a. Ensure the pipe ramming operator demonstrates a minimum of three projects over each of the last four years (12 projects) with each project having a single drive of at least 80% of the drive length anticipated for this project. Provide Experience Record for each project.
b. The pipe ramming operator(s) is to provide Experience Records on at least four projects constructed in soil conditions similar to those described in the Geotechnical Report.
4. Engineer:
a. Retain a Professional Engineer registered in California. b. Engineer is to demonstrate experience providing pipe ramming calculations on at least three projects in the last three years. Provide Experience Record for each project.
c. Engineer is to demonstrate through calculations that the selected casing pipe has been designed to support the maximum anticipated earth and water loads, all superimposed live loads, and loads imposed on the pipe during the ramming operations.
5. Surveyor:
a. Surveyor is to be registered in California as a Land Surveyor. b. Surveyor experience records demonstrate having transferred line and grade from the ground surface to within a shaft on at least 5 tunnel projects in the last three years. Provide Experience Record for each project.
G. All Contractor submittals requiring structural design are to be prepared by a Professional Engineer licensed in California.
H. Acceptance criteria:
1. An installed casing that allows permanent placement of the carrier pipe to design line and grade. Ensure the carrier pipe alignment has no reverse grade or ponding.
SECTION 02445 – PIPE RAMMING
CONTRACT NO. 5048 PIPE RAMMING
1.10 PIPE RAMMING SYSTEM REQUIREMENTS
A. Pipe ramming equipment:
1. Be responsible for the selection, sizing, and design of the pipe ramming equipment, all ancillary equipment, its use, and the means and methods of casing installation.
2. The trenchless equipment will be capable of meeting the line and grade required to install the carrier pipes to the line and grade as shown on the Drawings.
3. The trenchless equipment will consist of a system with sufficient power so that the trenchless equipment is capable of performing in the ground conditions indicated in the geotechnical report and over the length of crossings indicated on the Drawings.
4. The trenchless system will incorporate face support capabilities that are immediately deployable for fully supporting the face of the excavation to prevent ground loss during mining and shutdown periods.
5. The system must control ground surface settlement or heave to limits specified in Section 02471, or less.
6. The selection of muck handling systems will consider the disturbed behavior of excavated soil and water.
PART 2 PRODUCTS
2.01 GENERAL
A. Provide all equipment, material, and accessories as specified.
B. Store all equipment, accessories, and materials in a secured area on site, within temperature and humidity limits recommended by manufacturers, and protected from damage, dirt, dust, or other foreign materials.
2.02 MATERIALS
A. Casing pipe:
1. Ensure the steel casing pipe conforms to ASTM A36 or ASTM A53 Grade B, be approved by the Engineer for installation, and possesses the following characteristics:
a. Manufacturing tolerances and casing joints as specified herein. b. Capable of withstanding the estimated ramming forces with a safety factor of 2.0.
c. Capable of uniform distribution of the ramming loads. d. Capable of sustaining the anticipated overburden and live loads.
2. Use steel casing pipe that conform to the following manufacturing tolerances and requirements:
a. Uniform casing segment lengths and not random.
b. From a single manufacturer.
c. Circumference ±0.5%
d. Exterior roundness ±0.5%
e. End squareness/planeness ±1.5 mm
f. Straightness ±3.0 mm
SECTION 02445 – PIPE RAMMING
CONTRACT NO. 5048 PIPE RAMMING
g. Wall thickness: steel pipe sections vary no more than 5 percent from the nominal wall thickness.
h. Press fit joints manufactured specifically for pipe ramming. i. Spiral wound casing is not to be used for pipe ramming.
B. Lubrication: Use bentonite-based lubrication and any additives deemed beneficial for the lubrication’s performance. Ensure bentonite, polymers, and additives are NSF/ANSI Standard 60 or equal for clean water testing.
2.03 EQUIPMENT
A. Pipe ramming equipment:
1. Ensure ramming equipment selected is compatible with the ground conditions described for the project in the Geotechnical Report.
2. Provide for efficient removal of spoils.
B. Pipe ramming system:
1. Provide a pneumatically or hydraulically operated hammer.
2. Provide hammer capable of ramming each casing segment forward as the casing progresses in such a way as to provide complete and adequate ground support at all times.
3. Select ramming hammer size capable of advancing the specified casing through the ground conditions described in the Geotechnical Report.
4. Develop a uniform distribution of the ramming forces around the circumference of the casing.
5. Maintain a minimum factor of safety ratio of 2.0 between the casing compressive strength and the maximum ramming force imparted by the ramming hammer operating at 100% capacity.
6. Ensure compressed air or pneumatic power plant is capable of supplying 120 percent of the required hammer energy as measured by volume, pressure, and any correction factor.
7. Secure the hammer to the casing with chains and or straps. Use a bearing stand to support the hammer throughout the hammering process. Straps and slings can be used for secondary support, but they are not a substitute for a bearing stand.
C. Pipe ramming ancillary equipment:
1. Provide segmented ram cones and tapered locking ram cones as needed to mate the ramming hammer to the casing and efficiently deliver the force of the ramming hammer to the casing.
2. Provide a bearing stand to support the hammer during ramming. Strapping or slinging the hammer as primary support during ramming is not allowed.
3. Chain or strap the hammer to the casing using best practices.
PART 3 EXECUTION
3.01 GENERAL
A. Furnish all labor, equipment, material and supplies and perform all works necessary to complete the installation of the casing pipe and product pipe.
SECTION 02445 – PIPE RAMMING
CONTRACT NO. 5048 PIPE RAMMING
B. Undertake all site preparation required to execute the Work, including preparation of the access to the Work Area, clearing and rough grading. Remove all cleared material offsite and do not leave as accumulation within or outside the Work Area unless otherwise directed by the Engineer.
C. Perform all work in accordance with accepted submittals.
D. Do not begin pipe ram installation until the following conditions have been met:
1. Submittals have been made, reviewed, and accepted.
2. Pre-construction surveys have been completed and the results are submitted.
3. The receiving shaft is complete.
4. The preconstruction meeting has taken place.
E. Install and baseline geotechnical instrumentation as specified in Section 02471 and on the Drawings, prior to the start of shaft construction.
F. Undertake all survey work necessary for the performance of the Work, including control of the lines and levels of the rails/skid the casing pipe will be supported on for ramming and settlement monitoring points.
3.02 INSTALLATION
A. Continuously monitor, record, and control the casing advance rate.
B. Prior to pipe ram operations, survey the location and orientation of the casing rails to ensure the rails are on the proper line and grade.
C. Inspect all casing pipe prior to lowering into the launch pit to ensure that no defective materials are being used. Clean ends of pipe thoroughly. Remove foreign matter and dirt from pipe joints during laying.
D. Weld or join each casing joint completely prior to ramming.
E. Perform pipe ramming operations in a manner that will maintain the stability of the heading and prevent loss of ground and minimize settlement and or heave of the ground surface.
F. If the spoils are removed from the casing at any point during the drive, compare the amount removed with the casing volume to ensure that no over excavation has occurred and that the heading is stable at all times. Immediately notify the Engineer if the loose volume of excavated materials exceeds the bulked up bank volume of the corresponding length of casing by more than 10 percent.
G. If spoils are removed from the casing during the drive, leave a minimum 5 foot plug of soil in the casing sufficient to prevent raveling of the heading.
H. Modify the ramming operation if there is an inability to complete the drive without exceeding the maximum anticipated ramming loads as stated in the Contractor’s Pipe Ramming Plan.
SECTION 02445 – PIPE RAMMING
CONTRACT NO. 5048 PIPE RAMMING
I. Prevent “freezing” of the casing and avoid ramming stoppages in excess of a normal two-day weekend.
J. Utilize a casing lubrication system as necessary to maintain ramming forces to acceptable levels.
K. Prevent caving, settlement, or heave of ground surface. Immediately repair damage resulting from settlement, caving, or heave.
L. Whenever ramming is stopped for maintenance or at the end of a shift, provide necessary means to ensure heading stability.
M. Remove, clear, or otherwise make it possible for the rammed casing to advance past objects, natural materials or debris that halt forward progress of the casing.
N. Implement appropriate contingency plans as necessary and notify the Engineer in writing immediately upon implementation of any contingency plan.
O. Muck disposal:
1. Dispose of all muck and excess material offsite and in compliance with applicable regulations.
P. Notices:
1. Immediately notify the Engineer in writing when the casing alignment is off line or grade by 50 percent of the maximum allowed 65mm. Include written description of the operational changes being made to avoid attaining the maximum allowed.
2. Immediately notify the Engineer in writing when the casing alignment is off line or grade by 80 percent of the maximum allowed. Include written description of the operational changes being made to avoid attaining the maximum allowed.
3. Immediately stop tunneling and notify the Engineer in writing when the casing alignment is off line or grade by 100 percent of the maximum allowed. Include written description of the operational and personnel changes being made with favorable review by the Engineer before the resumption of pipe ramming.
4. If the Trigger or Action levels per Section 02471have been reached or exceeded.
5. If the Trigger or Action levels for the shaft excavation walls specified herein have been reached or exceeded.
3.03 CONTROL OF LINE AND GRADE
A. Monitor line and grade continuously during ramming operations. Control line and grade of the pipe to within the specified tolerances.
B. When the excavation is offline or grade, make the necessary corrections to minimize further deviation.
3.04 INSTRUMENTATION AND MONITORING
A. Monitor and report on the installed instrumentation in accordance with Section 02471.
SECTION 02445 – PIPE RAMMING
CONTRACT NO. 5048 PIPE RAMMING
B. Ground deformation exceeding the specified limits will result in immediate corrective actions by the Contractor and may lead to shutdown of the tunneling work.
3.05 SITE QUALITY CONTROL
A. Survey points are to be marked so the survey can be repeated, if necessary.
B. Monitor installed geotechnical instrumentation and submit reports as specified in Section 02471.
3.06 CLEAN UP
A. Visually inspect the casing after completion, and prior to insertion of the carrier pipe.
B. Leave casing free of debris.
3.07 ACCEPTANCE
A. An installed casing that meets the design alignment within the accepted tolerances.
B. No leaks at the casing joints.
END OF SECTION
SECTION 02471 – GEOTECHNICAL INSTRUMENTATION AND MONITORING CONTRACT NO. 5048 GEOTECH INSTRUMENTATION AND MONITORING
PART 1 GENERAL
1.01 SUMMARY
A. Section includes:
1. Requirements for the installation, monitoring, and removal of geotechnical instrumentation for monitoring of ground movements within and around tunnel and shaft excavations, trenchless utility installations, as well as movement of existing utilities and structures adjacent to tunnels and shafts.
B. Scope of work to be performed under this Section includes:
1. Installing geotechnical instrumentation as indicated on the Drawings.
2. Monitoring, by survey, the geotechnical instrumentations at the frequencies and to the precision stated this Section.
3. Removing the geotechnical instrumentation as described in this Section.
4. Labor, material, tools, equipment, and incidentals necessary to complete the work described above.
1.02 REFERENCES
A. Occupational Safety and Health Administration (OSHA).
B. Caltrans Standard Specifications
C. NCTD Monitoring Requirements
1.03 GENERAL
A. G ive the Engineer a minimum of 10 days advance notice of the start of the Work.
B. Perform all Work in the presence of the Engineer , unless the Engineer has granted prior approval in writing to perform such work in his absence.
C. Perform Work in accordance with current applicable regulations and codes of federal, state, and local agencies:
1. In the event of conflict, comply with the strictest or most restrictive applicable requirements.
D. D esignate an instrumentation specialist to be in charge of installation and monitoring of instrumentation:
1. Develop the instrumentation plan then supervise and be responsible for the instrument installation and monitoring.
2. In charge of procurement, installation, monitoring, and removal or abandonment of instrumentation.
3. Direction of and review of s urveys associated with the geotechnical instrumentation.
E. Minimum instrumentation and monitoring requirements are presented in this Section.
1. Conduct additional instrumentation and monitoring as necessary to control the Work and ensure the safety of the Work.
SECTION 02471 – GEOTECHNICAL INSTRUMENTATION AND MONITORING CONTRACT NO. 5048 GEOTECH INSTRUMENTATION AND MONITORING
F. Remove or abandon in place all instrumentation in accordance with applicable laws, regulations, guidelines, and Owner requirements; and restore the ground at the completion of the Project.
G. Perform a preconstruction survey prior to commencement of work at the site.
1.04 SUBMITTALS
A. Submit as specified in the General Provisions Section 3-8 - Submittals .
B. All Submittals, including D rawings and calculations, shall be required for the sole purpose of providing the Engineer sufficient details to confirm that the Contractor’s planned work and work in progress is in accordance with Contract Documents.
1. Engineer’s review shall not be construed to relieve the Contractor in any way of responsibilities under the Contract.
2. Do not begin work on any item requiring a Submittal until the required relevant Submittals have been reviewed and approved by the Engineer.
C. At least 4 weeks prior to the start of the Work, submit the following:
1. Name and qualifications of the Contractor (s) that will perform the W ork with descriptions of reference projects , including Owner’s name and contact information.
a. Contractor shall have performed, installed, and monitored geotechnical instrumentations for a minimum of 5 years on at least 3 separate projects.
2. Name and qualifications of the surveyor who will perform the Work. a. Contractor’s instrumentation surveyor must be licensed by the State of California and have previous similar experience surveying for the detection of structural or surface deformations.
b. Surveyor shall be a licensed professional surveyor in the State of California .
3. Name and qualifications of the instrumentation specialist:
a. Shall have at least 3 years of experience with the installation, maintenance, and monitoring of geotechnical instrumentation similar to that specified in this Section.
4. Name and qualifications of the safety supervisor:
a. Shall have at least 5 years of experience in safety management on at least 3 separate projects.
D. At least 4 weeks prior to the start of the Work, submit a health and safety plan/accident prevention program, including a code of safe practices and an emergency plan.
E. At least 4 weeks prior to the start of the Work, submit a Geotechnical Instrumentation and Monitoring Work Plan, including at least the following:
1. Description of methods and materials for installing and protecting instruments.
F. Prior to starting shaft or tunnel excavation in any reach, submit the initial readings of geotechnical instruments in that reach and the results of the preconstruction survey.
G. Prior to instrument installation submit, as applicable, a certificate issued by the instrument’s manufacturer stating that the manufacturer has inspected, calibrated, SECTION 02471 – GEOTECHNICAL INSTRUMENTATION AND MONITORING CONTRACT NO. 5048 GEOTECH INSTRUMENTATION AND MONITORING
and tested each instrument before it leaves the factory to see that the instrument is working correctly and has no defects or missing parts.
H. Submit the following during construction within the specified time restrictions:
1. Installation records:
a. Within 5 calendar days of installation of each instrument, submit Drawings showing the installed location, the instrument identification number, the instrument type, the installation date and time, established elevations, initial elevations, offset and stationing, initial coordinates, boring logs, and the anchor to tip elevation and instrument length, when applicable. b. Furnish details of installed instruments showing dimensions and materials used, a separate statement describing installation procedures for each instrument, and as -built drawings of each instrument including depths, lengths, elevations, and dimensions of key elements.
2. Reporting:
a. P rovide data from readings of instruments to the Engineer within 1 working day of obtaining the information.
b. D ata shall include, but are not limited to, the following:
1) A copy of the data sheets containing a cumulative history of readings, proximity of the excavation to the instrument location itself at the time of each reading.
2) A copy of the plot of measured values versus time, including a time history of construction activity likely to influence such readings.
3. Interpretation:
a. P rovide interpretations of monitoring data and submit them to the Engineer along with the data.
b. Data or interpretations shall not be published or disclosed to other parties without advance written permission of the Engineer.
c. Engineer may make his/her interpretations of the data available to the Contractor.
1.05 QUALITY CONTROL
A. Quality control as specified in Section 3-5
PART 2 PRODUCTS
2.01 SURFACE PROTECTION
A. Shall be flush with the ground surface in areas where the instrument may be damaged or be an impediment to other activities.
1. Roadway or lock boxes shall be provided for utility monitoring points.
2.02 MATERIALS
A. Surface monitoring points:
1. As indicated on the Drawings and to the conditions at the ground surface.
2. Installed in pavement shall be rebar that is driven or drilled through the pavement.
3. Deep anchors installed in soil areas.
SECTION 02471 – GEOTECHNICAL INSTRUMENTATION AND MONITORING CONTRACT NO. 5048 GEOTECH INSTRUMENTATION AND MONITORING
4. Each shall have a tag or marking indicating the identification number, tunnel station and/or offset from centerline.
PART 3 EXECUTION
3.01 PREPARATION AND INSTALLATION
A. Instrumentation installation: At the locations indicated on the Drawings, or as directed or approved by the Engineer.
B. I nstrumentation within 100 feet of the Work to be performed shall be installed and the initial reading taken a minimum of 7 days prior to start of excavation.
C. Access: Provide and facilitate safe access to the instrumentation to the Engineer including keys for lock boxes.
D. Instrument designation:
1. A unique instrument identification number shall be assigned to each instrument and each point.
2. I nstrument identification number shall be clearly marked on each instrument in a nondestructive manner.
3. Both protective housing and box or vault covers shall be marked.
E. Instrument protection: Instruments and markings shall be protected to avoid being obstructed or otherwise damaged by construction operations or the general public.
F. Surveying:
1. Immediately following installation, the location of the top of all instruments shall be surveyed to provide horizontal and vertical coordinates.
2. Data shall be provided to the Engineer.
3. Re-surveying from control points shall be required monthly or more frequently to address potential disturbance or resolve conflicting data.
G. Installation:
1. Install instruments within 3 f eet of the horizontal location indicated on the Drawings, or as approved or directed by the Engineer.
2. Should actual field conditions prevent installation of instruments at the location and elevations indicated on the Drawings or specified in this Section, obtain prior acceptance from the Engineer for new instrument location and elevation.
3.02 SAFETY REQUIREMENTS
A. Methods of construction shall be such as to ensure the safety of the workers, project participants, the public, third parties, and adjacent property, whether public or private.
1. Contractor is solely and completely responsible for maintaining safe working conditions at the site at all times.
B. Safety supervisor shall administer a health and safety plan/accident prevention program, including a code of safe practices and an emergency plan.
1. H old safety meetings and provide safety instruction for new employees.
SECTION 02471 – GEOTECHNICAL INSTRUMENTATION AND MONITORING CONTRACT NO. 5048 GEOTECH INSTRUMENTATION AND MONITORING
C. W ork shall be in accordance with the requirements of OSHA:
1. Perform W ork in accordance with the current applicable regulations of the federal, state, and local agencies.
2. In the event of conflict, comply with the more restrictive applicable requirements.
D. Conduct construction by methods and with equipment that will control noise, dust, fumes, vapors, gases, fibers, fogs, mists, and other atmospheric impurities in accordance with applicable federal, state, and local laws, safety codes, regulations, and ordinances.
1. Provide adequate ventilation, as necessary, and shall design the ventilating system to include such factors as the volume required to furnish fresh air and the volume to remove dust and vapor to safe levels.
E. W ork areas shall have sufficient lighting to facilitate proper performance and inspection of work in accordance with applicable federal, state, and local laws, safety codes, regulations, and ordinances.
3.03 MAINTENANCE
A. Keep the site clean and tidy at all times.
1. Site improvements shall be protected from damage or becoming soiled through suitable temporary covering.
B. Upon completion of the W ork, waste shall be removed from the site and the site restored to as near its original condition as possible.
3.04 INSTALLATION
A. Project survey datum shall be as indicated on the Drawings.
B. Surface monitoring points:
1. Located as indicated on the Instrumentation Schedule in the Drawings.
2. After completion of installation, the as -built location in horizontal position shall be determined to an accuracy of within 1 foot and the elevation to an accuracy of within 0.01 feet.
3.05 MONITORING
A. T ake initial readings of instruments to establish a baseline and provide the Engineer with this data.
B. Frequency:
1. R ead required instrumentation and provide the Engineer with these data.
2. As a minimum, maintain the following schedule:
SECTION 02471 – GEOTECHNICAL INSTRUMENTATION AND MONITORING CONTRACT NO. 5048 GEOTECH INSTRUMENTATION AND MONITORING
Instrument Type Inside Active Zone/
Period(a,b,c)
Outside Active Zone/
Period(a,b,c)
Surface Monitoring Points Daily Weekly/Monthly(d)
Notes:
(a) Active zone/period for pipe ram is within 50 feet of casing lead edge. (b) Active zone/period for shafts is when the instrument is within 50 feet of the shaft, and from the beginning of shaft excavation and 2 weeks following the end of shaft backfilling. (c) Active zone/period for soil preparation is when the instrument is within 50 feet of any drilling, probing, and/or grout injection is occurring and shall extend a minimum of 48 hours after completion of any soil preparation work.
(d) Monthly prior to the instrument being in an Active Zone/Period, weekly once the instrument has passed the Active Zone/Period until movement substantially stops, and monthly thereafter until the project is complete.
3. Perform additional monitoring as necessary to control construction and to ensure the safety of the Work.
3.06 MAINTENANCE
A. Damaged installations:
1. Protect the instruments from damage.
2. Damaged installations shall be replaced or repaired prior to continuing excavation.
3.07 FINAL DISPOSITION
A. Surface monitoring points:
1. Remove points installed in soil.
2. Points in pavement may remain or be removed and the pavement patched, at the option of the governing agency.
3.08 RESPONSE VALUES
A. Abide by the following response values:
Instrument Threshold Value(a) Shutdown Value(a)
Surface Monitoring
Points
0.04 feet vertical 0.08 feet vertical
Notes:
(a) Threshold and Shutdown Values shall be considered for both settlement and heave.
B. When a given response value is reached, the Contractor shall as follows:
1. Threshold value: Meet with the Engineer within 24 hours of the occurrence to:
a. R eview interpretation of the data and results,
b. R eview the construction means and methods, and
c. D etermine what changes shall be made to control ground movement.
2. Shutdown value: Stop tunnel or shaft excavation immediately and meet with the Engineer to develop a plan of action before excavation can be resumed.
END OF SECTION
SECTION 02603 – MANHOLE INSERTS - STRUCTURAL POLYMER
CONTRACT NO. 5503 MANHOLE INSERTS – STRUCTURAL POLYMER
PART 1 GENERAL
1.01 SUMMARY
A. Section includes: Providing a structural resin aggregate manhole insert system such that manholes become structurally sound, impervious to ground water, soil, and debris, and are resistant to hydrogen sulfide (sulfuric acid) corrosion.
1.02 REFERENCES
A. American Concrete Institute (ACI):
1. 440.R - Report on Fiber-Reinforced Polymer (FRP) Reinforcement for Concrete Structures.
B. ASTM International (ASTM):
1. A48 – Standard Specification for Gray Iron Castings.
2. C33 – Standard Specification for Concrete Aggregates.
3. C478 - Standard Specification for Circular Precast Reinforced Concrete Manholes Sections.
4. C497 - Standard Test Methods for Concrete Pipe, Concrete Box Sections, Manhole Sections, or Tile.
5. C857 - Standard Practice for Minimum Structural Design Loading for Underground Precast Utility Structures.
6. C923 – Standard Specification for Resilient Connectors Between Reinforced Concrete Manhole Structures, Pipes, and Laterals.
7. D648 - Standard Test Method f or Deflection Temperature of Plastics Under Flexural Load in the Edgewise Position.
8. D2584 - Standard Test Method for Ignition Loss of Cured Reinforced Resins.
9. D6783 - Standard Specification for Polymer Concrete Pipe.
C. American Association of State Highway and Transportation Officials (AASHTO):
1. Standard Specifications for Highway Bridges.
PART 2 PRODUCTS
2.01 MANUFACTURERS
A. Polymer manhole inserts, cones, and flat top sections:
1. One of the following or equal:
a. Armorock.
b. U.S. Composite Pipe.
B. Manhole frames and covers:
1. One of the following or equal:
a. EJ Composites.
b. Alhambra Foundry Co.
c. South Bay Foundry Co.
SECTION 02603 – MANHOLE INSERTS - STRUCTURAL POLYMER
CONTRACT NO. 5503 MANHOLE INSERTS – STRUCTURAL POLYMER
2.02 DESIGN AND PERFORMANCE CRITERIA
A. Manhole rehabilitation insert riser sections : constructed of supplier-certified isophthalic polyester resin, sand, and aggregate.
B. Manhole cone sections or flat tops: constructed of supplier -certified isophthalic polyester resin, sand, and aggregate.
C. Manhole rehabilitation pieces shall be provided by a single manufacturer, unless approved by the Engineer.
D. Manhole frames and covers shall be provided by a single manufacturer, unless approved by the Engineer.
E. The Contractor is cautioned that sewage will continue to flow through the manholes and bypassing of flows may be required.
F. The Contractor is cautioned that the Work must be performed under permit required for confined space entry conditions.
2.03 BASIS OF DESIGN
A. Design in accordance with local jurisdiction requirements, including but not limited to the following:
1. Manhole frame and covers.
2. Manhole backfill.
B. Structural design calculations:
1. Load rating of manhole:
a. Design to support an AASHTO Standard Specifications for Highway Bridges, H-20 vehicle loading.
b. Insert system shall contain sufficient structural strength to carry all live, dead, and hydrostatic loads for the installation. The original manhole that is being rehabilitated shall not be relied upon for structural support after completion of the work.
c. Live and dead loads shall be per ASTM C857.
d. Required wall thickness for all pieces will be a minimum of 2-inches.
2. Resist buoyancy:
a. Design with sufficient bottom anchorage to resist buoyancy. b. Groundwater depths will be as indicated on the Drawings. c. Refer to the geotechnical report for soil conditions and groundwater information.
3. ASTM C478: Structural intent only. Polymer products require compositional and dimensional differences from the manufacturing and material standards.
C. Riser sections and eccentric cones shall be provided with flush edge configurations assembled with the appropriate alignment guides gaskets and/or butyl mastic to make a continuous and uniform structure.
D. Polymer manhole riser and cone sections shall be provided in various lengths in combination to provide correct height with the fewest joints.
SECTION 02603 – MANHOLE INSERTS - STRUCTURAL POLYMER
CONTRACT NO. 5503 MANHOLE INSERTS – STRUCTURAL POLYMER
E. Surfacing shell material for invert benches shall be an epoxy approved by the Owner and polymer manufacturer.
F. Each manhole component shall be free of all defects, including indentations, cracks, foreign inclusions, and resin starved areas that, due to their nature and degree or extent, detrimentally affect the strength and serviceability of the component part.
Variations in height of two opposite sides of risers and conical tops shall not be more than 5/8 inch. The under run in height of a riser or conical top shall not be more than 1/4 inch per foot of height with a maximum of 1/2 inch in any one section.
G. Invert channels are to provide smooth flow transition waterway with no disruption of flow at pipe-manhole connections. Invert slope through manhole is as indicated on the Drawings. Provide curves for side inlets and smooth invert fillets for flow transition between pipe inverts. Unexposed support areas for enclosed invert and bench areas may be constructed of fill material and coated with a covering that will interlink with wall resins to prevent fill material corrosion.
2.04 IDENTIFICATION MARKINGS
A. Identification marks shall be placed on the exterior of manhole rehabilitation components, including risers, cones, tops, grade rings, and frames, and include the following information:
1. Manufacturers name or trademark.
2. Production date.
3. Number of the manhole as indicated on the Drawings.
2.05 CERTIFICATION/WARRANTY/INSPECTION
A. The installing contractor shall appoint a Quality Assurance Manager to take full responsibility for the quality of work. The Quality Assurance Manager will , at a minimum, have experience and qualifications for installing manhole inserts on similar sewer projects, and will coordinate with polymer concrete manufacture on appropriate procedures. A Manufacturer’s Field Representative can be made available to the Contractor at an additional cost.
2.06 MATERIALS
A. Manhole frames and covers:
1. In accordance with ASTM A48.
2. Provide bolted covers as specified and as indicated on the Drawings.
3. Provide concrete collars as specified and as indicated on the Drawings.
B. Manhole risers, transition slabs, conical tops, grade rings, and manhole base sections in accordance with ASTM C478 and ASTM C857 as modified to accept polymer construction in lieu of concrete as follows:
1. Polymer mixture:
a. Ingredients: Consist solely of thermosetting resin, sand, and aggregate. 1) No cementitious materials shall be allowed.
b. Show required wall thickness for members in shop drawings. c. Design to resist hydrostatic pressures with a minimum safety factor of 2.0 for full depth conditions from grade to riser connection point.
SECTION 02603 – MANHOLE INSERTS - STRUCTURAL POLYMER
CONTRACT NO. 5503 MANHOLE INSERTS – STRUCTURAL POLYMER
d. Minimum wall thickness:
1) 2-inches.
2) Diameters greater than 72-inches may require additional thickness. e. Minimum unconfined compressive strength in accordance with ASTM C497: 9,000 pounds per square inch.
2. Provide riser sections joined with bell and spigot or ship-lap design seamed with butyl mastic or elastomeric gasket so that on assembly, manhole base, riser and top section make a continuous and uniform manhole.
3. Construct riser sections for polymer concrete manholes from standard polymer concrete manhole sections of the diameter as indicated on the Drawings.
4. Use various lengths of manhole sections in combination to provide correct height with the fewest joints.
5. Design wall sections in accordance with ASTM C478, design to support an AASHTO Standard Specifications for Highway Bridges, H -20 vehicle loading and manufacturer’s recommendations.
6. Provide eccentric transition cone sections to transition to a 36-inch diameter frame and cover.
C. Thermosetting resin:
1. Minimum of deflection temperature when tested at 264 pounds per square inch in accordance with Test Method ASTM D648: 158 degrees Fahrenheit.
2. Minimum resin content tested in accordance with test method ASTM D2584:
7 percent of the weight of the sample.
3. Material: Polyester or vinyl ester suitable for applications in the corrosive conditions to which the structures will be exposed.
4. Resin additives such as curing agents, pigments, dyes, fillers, and thixotropic agents, cannot be detrimental to the manhole.
D. Filler:
1. Materials:
a. Aggregate, sand, and quartz powder.
b. In accordance with ASTM C33, where applicable.
E. Resilient pipe connectors:
1. Unless otherwise indicated on the Drawings or specified, provide a flexible compression type connector between manhole and pipes entering and leaving the manhole in accordance with ASTM C923.
2. Resilient pipe connectors:
a. Manufacturers: The following or equal.
1) A-LOK Premium.
F. Threaded lifting inserts.
G. Drop manholes:
1. Drop manholes will be located as indicated on the Drawings.
2. For drop manhole locations, polymer riser sections can be cored to accommodate the appropriate inverts at each manhole.
3. Core locations shall not be within six inches of a joint.
SECTION 02603 – MANHOLE INSERTS - STRUCTURAL POLYMER
CONTRACT NO. 5503 MANHOLE INSERTS – STRUCTURAL POLYMER
PART 3 EXECUTION
3.01 INSTALLATION
A. Manhole installation should strictly follow the manufacturer's recommended installation procedures. In general, the existing manhole cones will be removed, insert sections will be placed in the manholes, and a new cone, frame, and cover will be installed.
B. Install manhole inserts as indicated on the Drawings.
C. Excavation and backfill as specifie d in C ity Standards and as indicated on the Drawings.
D. Inspect the existing bench and channel areas of the manhole and make any repairs necessary to receive the inserts. Benches much be level and prepared as indicated on the Drawings, prior to placement of the inserts.
E. Complete pavement prior to setting new frames and covers to final grade, unless otherwise approved by the Engineer.
1. Install reinforced manhole collars as indicated on the Drawings.
2. Protect openings in manholes from construction loads, debris, and unauthorized entry.
F. Restore area disturbed by manhole insert installation including slope protection, re-vegetation, and/or road restoration.
G. Lay grade rings per manufactures instructions.
1. Maximum total height of grade rings shall not exceed to limits as in dicated on the Drawings.
H. Set frame and cover in accordance with Owner requirements, manufacturer instructions, and as indicated on the Drawings.
3.02 CLEANING
A. After completing each manhole, remove debris, construction materials, and equipment from the site of the work, grade, and smooth over the surface and leave the entre right of way and/or easement width in a clean, neat, and serviceable condition.
B. After completing each manhole, remove construction debris from inside the manhole.
3.03 INSPECTION
A. The polymer riser and cone sections shall be subject to inspection and approval by the Owner or the Owner's engineer representative. At the time of inspection all material will be examined for specification compliance and approved drawings. Any sections damaged after delivery and not deemed repairable by the m anufacturer’s SECTION 02603 – MANHOLE INSERTS - STRUCTURAL POLYMER
CONTRACT NO. 5503 MANHOLE INSERTS – STRUCTURAL POLYMER
representative and Owner 's representative will be removed and replaced at Contractor’s expense.
END OF SECTION
SECTION 02957 – CURED-IN-PLACE PIPE LINING
CONTRACT NO. 5503 CIPP LINING
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. The rehabilitation of existing sewer line by the installation of water, steam and UV cured-in-place pipe (CIPP).
B. Related Specification Sections include but are not necessarily limited to:
1. Standard Specifications for Public Works Construction “Greenbook”.
2. General Provisions.
3. Section 02960 Temporary Sewer Bypass Pumping.
1.2 QUALITY ASSURANCE
A. Referenced Standards:
1. American Society for Testing and Materials (ASTM):
a. ASTM C109, Standard Test Method for Compressive Strength of Hydraulic Cement Mortars (Using 2-in. Cube Specimens).
b. ASTM C293, Standard Test Method for Flexural Strength of Concrete (Using Simple Beam with Center-Point Loading).
c. ASTM C307, Standard Test Method for Tensile Strength of Chemical - Resistant Mortar, Grouts, and Monolithic Surfacing.
d. ASTM C496, Standard Test Method for Splitting Tensile Strength of Cylindrical Concrete Specimens.
e. ASTM D543, Standard Practices for Evaluating the Resistance of Plastics to Chemical Reagents
f. ASTM D578, Standard Specification for Glass Fiber Strands g. ASTM C580, Standard Test Method for Flexural Strength and Modulus of Elasticity of Chemical -Resistant Mortars, Grouts, Monolithic Surfacing, and Polymer Concretes.
h. ASTM C881, Standard Specification for Epoxy -Resin-Base Bonding Systems for Concrete.
i. ASTM C882, Standard Test Method for Bond Strength of Epoxy -Resin Systems Used With Concrete by Slant Shear.
j. ASTM D2990, Standard Test Methods for Tensile, Compressive, and Flexural Creep and Creep-Rupture of Plastics.
k. ASTM D5813, Standard Specification for Cured-In-Place Thermosetting Resin Sewer Piping Systems.
l. ASTM F1216, Standard Practice for Rehabilitation of Existing Pipelines and Conduits by the Inversion and Curing of a Resin Impregnated Tube. m. ASTM F1417-11a, Standard Practice for Installation Acceptance of Plastic Non-pressure Sewer Lines Using Low-Pressure Air.
n. ASTM F1743, Standard Practice for Rehabilitation of Existing Pipelines and Conduits by Pulled-in -Place Installation of Cured-in -Place Thermosetting resin Pipe (CIPP)
o. ASTM F2019, Standard Practice for Rehabilitation of Existing Pipelines and Conduits by the Pulled in Place Installation of Glass Reinforced Plastic (GRP) Cured-in-Place Thermosetting Resin Pipe (CIPP)
2. National Association of Sewer Service Companies (NASSCO):
a. NASSCO standards, latest edition and revision thereof.
SECTION 02957 – CURED-IN-PLACE PIPE LINING
CONTRACT NO. 5503 CIPP LINING
1.3 SYSTEM DESCRIPTION
A. The CIPP shall be formed by inserting a resin-impregnated flexible felt tube into an existing sewer line, expanding the tube to fit against the existing sewer line walls, and then curing the resin as required using heated water , steam or ultraviolet (UV) light. The finished product within the lined pipe section shall be a continuous, jointless , structural pipe that is formed to the existing sewer line and, unless otherwise indicated, shall provide a minimum of 100% of the existing sewer line's original structural and hydraulic design capacities.
1.4 SUBMITTALS
A. Contractor Qualification
1. The CONTRACTOR shall submit documentation that the CONTRACTOR is qualified to properly install the proposed product. The following minimum experience requirements shall be met and provided on the documentation:
a. CIPP Contractor work force is to have at least one (1) qualified CIPP work supervisor, one (1) CIPP work crew member, and one (1) lateral reinstatement remote cutter operator. Qualified work crew members must directly provide the specific work for which they have been qualified until such work has been completed and accepted by the AGENCY. b. All phases of the CIPP work shall be performed under the direct supervision of an experienced field superintendent who has field experience on at least three (3) successfully completed projects performed in the United States or its Territories and in which he had direct supervision over CIPP lining installation work. The field superintendent shall be onsite at all times during the CIPP work.
c. The three (3) successfully completed projects completed by the CIPP field superintendent shall each have involved the successful installation of a minimum of 5,000 linear feet of CIPP liner into host pipes of 8-inch or larger diameter.
d. Besides the CIPP field superintendent, at least one other CIPP work crew member shall have direct experience installing CIPP liner. The work crew member shall have field experience on a minimum of two (2) successfully completed CIPP liner projects performed in the United States or its Territories. The two (2) successfully completed projects shall each have involved the successful installation of a minimum of 5 ,000 linear feet of CIPP liner into host pipes of 8-inch or larger diameter. The work crew member shall have directly participated in liner wet-out and/or insertion on the two (2) qualifying projects.
e. The remote cutter operator shall have directly performed a minimum of 100 successful lateral connection reinstatement by remote cutter on CIPP liner projects performed in the United States or its Territories.
2. If the CONTRACTOR desires to reassign or replace personnel who have been qualified by the AGENCY, a written request to the AGENCY naming the replacement personnel shall be made. The request shall include documentation of replacement personnel work qualification and experiences which demonstrates that the minimum qualification of this section are met.
Written favorable review from the AGENCY of the replacement personnel’s qualifications shall be obtained prior to employing such personnel on the Project.
SECTION 02957 – CURED-IN-PLACE PIPE LINING
CONTRACT NO. 5503 CIPP LINING
3. If qualified personnel leave the CONTRACTOR’s or Specialty Subcontractor’s employment during the Contract, the CONTRACTOR shall provide replacement personnel that meet the minimum qualifications established by the AGENCY.
B. Design Analysis:
1. Provide sufficient detail to allow the AGENCY to judge whether or not the proposed materials, equipment, thickness, forms, and procedures will meet the Contract requirements.
2. All design calculations and shop drawings shall be prepared and stamped by a Civil Engineer licensed in California, unless otherwise approved by the AGENCY.
3. No materials shall be manufactured prior to approval of the submittals by the AGENCY.
4. The CIPP shall be designed per ASTM F1216. The design used for the product shall be submitted in a report for review and approval. The report shall document the design criteria and assumptions for a fully deteriorated pipe section. Physical properties used in design equations shall be validated by independent testing.
C. Manufacturing and Quality Control:
1. Engineering design guides and detailed quality control procedures for rehabilitation materials, manufacturing, shipping, handling and storage, and installation shall be submitted for review. This shall include inspection requirements, product sampling procedures, testing procedures, material safety data sheets (MSDS) for materials and allowable manufacturing tolerance levels.
2. The CONTRACTOR shall submit certification provided by the product Manufacturer as to the country of manufacture of all major components to be used to produce the final installed work.
D. Installation Qualification
1. The CONTRACTOR shall submit documentation provided by the Manufacturer that the CONTRACTOR is qualified to properly install the proposed product. The documentation shall consist of evidence of CONTRACTOR training, testing and/or certification of being trained to install the Manufacturer's product.
The above documentation of CONTRACTOR's training shall be delivered to the AGENCY within fourteen (14) calendar days after the Notice to Proceed date.
E. Product Qualification
1. The CONTRACTOR shall submit documentation that the proposed product meets the minimum linear footage and years of service requirements indicated in Paragraph 2.1 Materials. In addition, the CONTRACTOR shall submit documentation in the form of a notarized letter(s) from the manufacturer(s) verifying that the proposed resin and tube materials have been manufactured for a minimum of five (5) years or the project's linear footage does not exceed three percent (3%) of the total footage of the product (at time of bid) that has been successfully installed in the United States.
2. The above documentation of product qualification and notarized Manufacturer's letter(s) shall be mailed or faxed to the AGENCY within fourteen (14) calendar days after the Notice of intent to award.
SECTION 02957 – CURED-IN-PLACE PIPE LINING
CONTRACT NO. 5503 CIPP LINING
F. Product Compatibility
1. The CONTRACTOR shall submit documentation certifying that the resin, tube, and outside layer of tube are compatible.
G. Installation Procedures
1. List of Installation Procedures
a. An itemized list detailing the installation procedures to be used shall be submitted. This shall include the followings:
1) Work plan for each site
2) Dewatering/bypass plan for each site
3) Discharge plan as applicable – submit curing medium discharge plan compliant with State and Local requirements and Regulations. If waste discharge permit is required to dispose of curing medium, Contractor shall obtain and maintain said permit, at no additional compensation from the City.
4) estimated times for each task
5) the number of required excavations, if necessary,
6) resin curing method, and
7) any other items unique to each process.
2. Cure Schedule
a. A cure schedule shall be included that provides the resin manufacturer’s recommended cure and cool down times and cure temperature for each diameter and thickness.
3. Wrinkle Reducing or Removing Methods
a. Procedures to be submitted shall include proposed methods of removing or reducing the height of protruding wrinkles in the liner.
4. Required Standards
a. All related ASTM standards or any nationally recognized standards for installation of the product shall be submitted.
5. Product Repair
a. Detailed procedures shall be submitted for repairing the product in the event of failure or future damage. These procedures should not require specialized training and/or equipment for the AGENCY’s maintenance crews.
6. Future Tapping of Service Connections
a. Where applicable, detailed procedures shall be submitted for future tapping of service connections into the product. The procedures should not require specialized training and/or equipment for the AGENCY’s maintenance crews.
7. Installation Lubricant
a. Detailed description and physical properties of the lubricant to be used during installation shall be submitted for the AGENCY’s approval.
8. Construction of Manhole Transition Sections
a. Detailed procedures for the construction of manhole transition sections along with description and physical properties of the concrete bonding agent to be used shall be submitted for the AGENCY’s approval.
9. Forms and Quality Control Records
a. Examples of forms and quality control records to be used throughout the installation and curing process to demonstrate effective application and verification checks shall be provided. These forms and quality control records are subject to approval by the AGENCY.
SECTION 02957 – CURED-IN-PLACE PIPE LINING
CONTRACT NO. 5503 CIPP LINING
H. Product Data
1. General Requirements:
a. Manufacturer’s information on resin, resin enhancer, tube material, curing chemical, sealant/caulking material, hydrophilic end seals, sewer service lateral liner, and lubricants.
b. Manufacturers’ certificates certifying products meet or exceed specified requirements. Certifications shall state that all CIPP materials have been manufactured in accordance with all applicable ASTM standards, and the CIPP is suitable for the installed environment.
c. No product shall be allowed to be installed without submittal of test data supporting the product performance requirements listed below. d. Materials tested in order to provide the required test data shall be similar to those proposed for use in the Project.
e. Unless test data is required below to be obtained from field samples, all test samples shall be prepared so as to simulate the conditions and procedures the product will experience during the Project. f. All testing shall have been performed by an independent third party qualified to perform such testing.
2. Chemical Resistance:
a. The chemical resistance tests shall be conducted in accordance with ASTM D543.
b. For water or steam CIPP, tests shall be conducted for standard domestic sewage application in accordance with ASTM F1216, Appendix X2, or F1743, Section 7.2, and meet the minimum requirements listed therein. c. For UV CIPP, tests shall be conducted in accordance with ASTM F2019.
3. Hydraulic Capacity:
a. Calculations shall be submitted which support that the finished in-place flexible tube shall be able to provide a minimum of one hundred percent (100%) of the existing sewer line's original design capacity. (Original design capacity of the existing sewer line shall be calculated using a roughness coefficient "n" of 0.013.).
b. The typical roughness coefficient "n" to be used in calculations for the proposed flexible tube shall be verified by independent third party (hired by the product Manufacturer) test data, but shall not be less than 0.011, unless otherwise approved by the AGENCY.
4. Flexural Modulus and Strength:
a. In order to verify the proposed product's past performance, the CONTRACTOR shall submit detailed test results from a minimum of three (3) previous successful installations of the proposed CIPP liner. b. The test results of field samples from each of the previous installations shall verify that the minimum requirements for short-term flexural modulus and flexural strength specified in this specification had been achieved.
I. Wet-Out Product Data
1. The following items pertaining to the resin shall be submitted prior to wet-out of the liner:
a. The proper quantity (volume or weight plus the specific gravity of the resin) needed to fill all of the felt voids plus the targeted additional resin quantity to compensate for polymerization shrinkage and migration, in a unit length of each diameter and thickness of installed and cured CIPP to be supplied on this project for each line installed.
SECTION 02957 – CURED-IN-PLACE PIPE LINING
CONTRACT NO. 5503 CIPP LINING
b. Resin colorant type or brand name.
c. Colorant information.
d. Colorant level (proportion) to be used, based on the percent of resin weight.
e. A procedure for adding the colorant to the resin.
2. At time of lining, a signed copy of the wet-out sheet (batch ticket) for each liner delivered to the site and installed.
a. The wet-out sheets shall certify that for each length of a diameter and thickness, the information is truthful and accurate.
b. The information on the wet-out sheet shall include, but shall not be limited to: liner number, liner diameter, liner thickness, wet out time (prep, mixing and filling, conveyer, clean up, total), resin identification, quantity of resin placed and retained in the felt, a nominal yield calculation, catalyst and promoters used and their proportions, fabric tube identifier, fabric tube length (measured, dry, wet out, total) and the roller gap dimension.
J. Project Lining Schedule
1. The CONTRACTOR shall submit an CIPP Lining Installation Schedule, detailing every installation to occur during the following week to the AGENCY by Friday of each week. See General Provisions for more information.
K. Public Notification Doorhanger
1. The CONTRACTOR shall submit an example of the written public notification to local users for approval by the AGENCY fourteen (14) calendar days before mailing to affected parties. The notification shall include the following:
a. Description of the project
b. Method of construction
c. Approximate date and duration that disruption of sewer service will occur d. Local telephone number of the CONTRACTOR
e. Contact information for AGENCY
f. Note potential inconvenience from resin order, noise, and lights g. Doorhanger template is available from AGENCY.
L. CCTV Inspection Records and Reports:
1. CCTV inspections shall be in accordance with Greenbook Section 500. The following CCTV inspections shall be provided:
a. CCTV after cleaning and prior to lining (Pre-CCTV), showing condition of existing pipe and pipe joints, and location of existing service connections b. Post lining CCTV (Post-CCTV), within three (3) days after work complete, showing entire finished liner and re-established service connections. Line shall be dry and clean during the video inspection and CCTV shall include panning around 360 degrees to show the cuts/termination at both ends of the liner. If defects are found during the post CCTV they should be identified per NASSCO PACP coding standards.
1.5 DELIVERY, STORAGE, AND HANDLING
A. CIPP and appurtenances shall be handled, stored, protected, transported, and installed as recommended by the manufacturer. CIPP shall be stored and handled such that the CIPP, including the CIPP tube layers and coatings, is protected from physical damage or other deterioration. CIPP and appurtenances susceptible to sun and light deterioration (i.e., ultraviolet radiation) and heat damage shall be adequately protected.
SECTION 02957 – CURED-IN-PLACE PIPE LINING
CONTRACT NO. 5503 CIPP LINING
1.6 WARRANTY
A. The CONTRACTOR shall warrant all work for materials installed under this Contract for five (5) years from the date of final acceptance. All CIPP liners shall have a minimum design and service life of 50 years. The date of final acceptance shall be the date final payment is made to the CONTRACTOR.
B. Warranty shall certify all sites and shall state: “The complete pipeline rehabilitation for each site was performed properly. We (the Contractor and Manufacturer) warrant all material and workmanship for five (5) years starting from day of Owner’s final acceptance. Contractor and Manufac turer promise to provide prompt field response to Owner’s request regarding any defect in pipeline rehabilitation.
Warranty shall include such repairs or measures needed to remedy delamination of liner from host pipe that m ay occur or become evident due to tapping or pipe breakage from any cause during warranty period.”
PART 2 - PRODUCTS
2.1 MATERIALS
A. Product Qualifications:
1. In order for a CIPP product (combination of tube and resin) to qualify for use in the Project, a history of successful commercial viability shall be shown.
2. Products not meeting the minimum requirements established by the ENGINEER for successful commercial viability shall be rejected.
3. The ENGINEER shall be the sole judge as to whether the requirements have been met. For a proposed CIPP product to qualify as a commercially acceptable product for the Project, the following requirements must be met:
a. A minimum of 50,000 linear feet of successful wastewater collection system installations in the United States shall be documented. The proposed tube and resin shall have been used together as one product, to assure commercial viability of the materials and the process. In addition, the CIPP product shall have been in service within wastewater collection facilities in the United States for a minimum of five (5) years, unless otherwise approved by the AGENCY. Installations of the proposed resin and tube used independently from each other may not be used to qualify the product for the linear footage and years of service requirements.
The manufacturer(s) for both proposed resin and tube shall have successfully produced the material in the United States continuously for a minimum of five (5) years, unless otherwise approved by the AGENCY. If the manufacturer(s) does not have this minimum three years commercial experience in the United States, the number of linear feet of product proposed to be installed under this Project shall not exceed three percent (3%) of the total footage (at time of bid) of the product that has been successfully installed in the United States.
B. Product Manufacturing
1. The manufacturer(s) for both proposed resin and tube shall have successfully produced the material in the U.S. continuously for a minimum of five (5) years, unless otherwise approved by the AGENCY. If the manufacturer(s) does not have this minimum three years commercial experience in the U.S., the number of linear feet of product proposed to be installed under this Project SECTION 02957 – CURED-IN-PLACE PIPE LINING
CONTRACT NO. 5503 CIPP LINING
shall not exceed three percent (3%) of the total footage (at time of bid) of the product that has been successfully installed in the U.S.
C. Product Requirements
1. Bonding to Existing Pipe Wall
a. Pipeline rehabilitation products that require bonding to the existing pipe wall for structural strength will not be allowed since the present structural conditions of the existing pipe walls are unknown and may vary considerably.
2. Resin Impregnation
a. No CIPP lining product shall be accepted unless vacuum resin impregnation techniques are used.
3. CIPP Wall
a. The finished CIPP wall shall be homogenous throughout, except for the exterior coating (i.e., no intermediate impermeable layers). Hydrophilic end seals shall be used as detailed in Section 3.6.
2.2 DESIGN REQUIREMENTS FOR WATER OR STEAM CIPP, RESIN
IMPREGNATED FELT
A. General Requirements:
1. All materials and components, including resin, tube, and outside layer of tube, shall be compatible and suitable for providing a finished CIPP product which meets the requirements of the Contract Documents.
B. Design Parameters:
1. The design thickness of the CIPP wall is a function of multiple factors including, but not limited to, product materials and the condition of the existing sewer line. The materials used shall have the capability to vary wall thicknesses in order to addres s variations in existing pipe conditions (i.e., circumferences, deterioration, and alignment due to pipe bends) and design considerations for a fully deteriorated host pipe.
2. The installed CIPP liner design parameters shall meet or exceed the following minimum CIPP Resin Requirements:
a. Flexural Modulus (short term): 250,000 psi
b. Flexural Modulus (long term): 150,000 psi
(The long term flexural modulus is defined as fifty years as determined by ASTM D2990 Test Method)
c. Flexural Strength: 4,500 psi
3. The installed CIPP liner design parameters shall meet or exceed the following Minimum Finished (cured) CIPP Wall Thickness Requirement (regardless of calculated thicknesses based on ASTM standards identified in this Specification):
a. 8 inch Diameter Host Pipe: 0.24 inch
b. 10 inch Diameter Host Pipe: 0.30 inch
4. Other Design Parameters to be used in determining minimum finished liner thickness:
a. Fully deteriorated host pipe.
b. 50 year minimum service life
c. H-20 truck live load: 16,000 lbs.
d. Groundwater depth above the bottom of the pipe = depth to ground surface (to reflect saturated soil conditions after a heavy rain). e. Pipe ovality: 2 percent
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CONTRACT NO. 5503 CIPP LINING
f. Soil density: 120 lbs./cu. ft.
g. Soil modulus without live load: 700 psi
h. Safety factor: 2.0
C. Structural Requirements:
1. The flexible tube for full-length liners shall be designed as per ASTM F1216, Appendix X1, with the following additional requirements:
a. The tube design shall assume no bonding to the existing pipe wall. b. With regards to external buckling and because the structural conditions of the existing sewer pipe walls are unknown, the flexible tube shall be designed to act as a stand-alone pipe within the existing pipe. c. Acceptable third party testing and verification of the design analysis techniques (ASTM F1216, Appendix X1.2.2 for all installation methods) shall be submitted for the AGENCY review prior to installation of the liner. d. The bond between the flexible tube layers shall be strong and uniform. All layers shall form one homogeneous structural pipe wall with no part of the flexible tube left unsaturated by the resin after curing.
D. Tube:
1. The material be epoxy, or epoxy-vinyl ester-resin-impregnated flexible fabric tube and shall meet the requirements of ASTM F1216, Section 5.1, or F1743, Section 5.2.1. The tube shall be compatible with the resin system used. The tube shall be fabricated to a size that, when installed, will fit the internal circumference and the length of the existing pipe. Allowance shall be made for circumferential and longitudinal stretch during installation. The tube shall be capable of conforming to offset joints, bells and disfigured pipe sections.
The minimum length of each section shall be the distance from the manhole to the next manhole.
2. The CONTRACTOR shall verify the section lengths and inside dimensions of the existing sewer section before tube fabrication. Sewing or connecting tubes in order to attain the required length is prohibited.
3. The outside layer of the flexible tube (before inversion) shall be plastic coated with a transparent flexible material that is compatible with the resin system used. The plastic coating shall not delaminate after the flexible tube has cured.
4. The flexible tube shall contain no intermediate or encapsulated elastomeric layers. No material shall be included in the tube that can be subject to delamination in the cured flexible tube.
E. Resin:
1. The resin system shall meet the requirements of ASTM F1216, Section 5.2, F1743, Section 5.2.3, or these specifications, whichever is more stringent.
2. The resin shall be of suitable, visible color to show that the felt liner is completely and uniformly impregnated. The color used shall not interfere with visual and/ or closed circuit television (CCTV) inspection of the liner or its required properties.
2.3 DESIGN REQUIREMENTS FOR UV CIPP, GLASS REINFORCED PLASTIC A. General Requirements:
1. All materials and components, including resin, tube, and outside layer of tube, shall be compatible and suitable for providing a finished CIPP product which meets the requirements of the Contract Documents.
SECTION 02957 – CURED-IN-PLACE PIPE LINING
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B. Design Parameters:
1. The design thickness of the CIPP wall is a function of multiple factors including, but not limited to, product materials and the condition of the existing sewer line. The materials used shall have the capability to vary wall thicknesses in order to addres s variations in existing pipe conditions (i.e., circumferences, deterioration, and alignment due to pipe bends) and design considerations for a fully deteriorated host pipe.
2. The installed CIPP liner design parameters shall meet or exceed the following minimum CIPP Resin Requirements:
a. Flexural Modulus (short term): 1,015,000 psi
b. Flexural Modulus (long term): 507,500 psi
c. (The long term flexural modulus is defined as fifty years as determined by ASTM D2990 Test Method)Flexural Strength: 20,000 psi
3. The installed CIPP liner design parameters shall meet or exceed the following Minimum Finished (cured) CIPP Wall Thickness Requirement (regardless of calculated thicknesses based on ASTM standards identified in this Specification):
a. 8 inch Diameter Host Pipe: 0.24 inch
b. 10 inch Diameter Host Pipe: 0.30 inch
4. Other Design Parameters to be used in determining minimum finished liner thickness:
a. Fully deteriorated host pipe.
b. 50 year minimum service life
c. H-20 truck live load: 16,000 lbs.
d. Groundwater depth above the bottom of the pipe = depth to ground surface (to reflect saturated soil conditions after a heavy rain). e. Pipe ovality: 3 percent
f. Soil density: 120 lbs./cu. ft.
g. Soil modulus without live load: 700 psi
h. Safety factor: 2.0
C. Structural Requirements:
1. The flexible tube for full-length liners shall be designed as per ASTM F2019, Appendix X1, with the following additional requirements:
a. The tube design shall assume no bonding to the existing pipe wall. b. With regards to external buckling and because the structural conditions of the existing sewer pipe walls are unknown, the flexible tube shall be designed to act as a stand-alone pipe within the existing pipe. c. Acceptable third party testing and verification of the design analysis techniques (ASTM F1216, Appendix X1.2.2 for all installation methods) shall be submitted for the AGENCY review prior to installation of the liner. d. The bond between the flexible tube layers shall be strong and uniform. All layers shall form one homogeneous structural pipe wall with no part of the flexible tube left unsaturated by the resin after curing.
D. Tube:
1. The material shall be a corrosion resistant fiberglass fabric tube meeting the requirements of ASTM F2019, Section 5.2.1. The tube shall be compatible with the resin system used. The tube shall be fabricated to a size that, when installed, will fit the internal circumference and the length of the existing pipe.
Allowance shall be made for circumferential and longitudinal stretch during installation. The tube shall be capable of conforming to offset joints, bells and SECTION 02957 – CURED-IN-PLACE PIPE LINING
CONTRACT NO. 5503 CIPP LINING
disfigured pipe sections. The minimum length of each section shall be the distance from the manhole to the next manhole.
2. The CONTRACTOR shall verify the section lengths and inside dimensions of the existing sewer section before tube fabrication. Sewing or connecting tubes in order to attain the required length is prohibited.
3. The outside layer of the flexible tube (before inversion) shall be plastic coated with a transparent flexible material that is compatible with the resin system used. The plastic coating shall not delaminate after the flexible tube has cured.
4. The flexible tube shall contain no intermediate or encapsulated elastomeric layers. No material shall be included in the tube that can be subject to delamination in the cured flexible tube.
E. Resin:
1. The resin system shall meet the requirements of ASTM F2019, Section 5.2.4, or these specifications, whichever is more stringent.
2. The resin shall be a chemically resistant UV cured isophthalic polyester or vinyl ester thermoset resin. When cured the CIPP shall meet the structural and chemical resistance requirements of ASTM F2019.
3. Chemical resistant of the cured resin/fabric matrix shall meet the requirement for ASTM D5813.
F. Lateral Connection Seal:
1. Shall be Cosmic Top-Hat, DrainLCR by Epros, T-Liner Shorty by LMK, or equal.
PART 3 - EXECUTION
3.1 PRELIMINARY INVESTIGATION OF HOST SEWER PIPE
A. Prior to ordering rehabilitation materials, the CONTRACTOR shall be responsible for inspecting and confirming the inside diameter, pipe material, segment length, number of laterals, and alignment of the host sewer pipe, and determining the condition of each segment to be lined.
B. The CONTRACTOR shall use the data and information collected from this inspection to finalize the liner size, refine the liner design, and refine the installation techniques.
C. If unknown physical conditions in the work area are encountered during the investigation that materially differ from those ordinarily encountered, the CONTRACTOR shall notify the AGENCY.
3.2 PROCEDURE
A. General Requirements
1. Basic procedure for the sewer rehabilitation shall include an access shaft which may involve the temporary removal of the upper portion of a manhole, sewer flow control and bypass pumping (see S pecification Section 02960), cleaning, pre-rehabilitation CCTV inspection, liner installation, testing, and post-rehabilitation CCTV inspection. After completion of the rehabilitation, the CIPP liner shall provide a continuous, watertight, corrosion resistant conduit within the existing sewer line.
2. The CONTRACTOR shall be responsible for performing all CIPP and related work, including video inspection, excavations , and cleaning in accordance SECTION 02957 – CURED-IN-PLACE PIPE LINING
CONTRACT NO. 5503 CIPP LINING
with applicable Federal and local safety regulations, including current OSHA safety standards.
3. Prior to entering manholes and other confined spaces to perform sewer rehabilitation work, the CONTRACTOR shall evaluate the atmosphere in and near the sewer to determine the presence of toxic or flammable vapors and shall ventilate the rehabilitation work area as necessary to render it safe, in accordance with OSHA 1910.146, “Permit Required Confined Spaces.”
4. The CONTRACTOR shall be responsible for odor and noise mitigation on this Project in accordance with applicable Federal and local regulations. The CONTRACTOR shall monitor the surrounding area and minimize any odors and noise that may occur due to his work activities.
3.3 INSTALLATION FOR WATER OR STEAM CIPP, RESIN IMPREGNATED FELT A. Liner installation shall be in accordance with ASTM F1216, Section 7, or F1743, Section 6, and with the following requirements:
1. Cleaning and Inspection
a. The sewer line shall be cleaned and video inspected prior to CIPP installation. Cleaning and video inspection shall be approved by the AGENCY before beginning the CIPP installation work.
2. Protruding Laterals
a. Protruding laterals shall be grinded down to the pipe wall surface or as necessary to prevent any damage to the liner and ensure proper installation of the CIPP liner. The CONTRACTOR shall CCTV the pipe after the lateral has been grinded down and obtain approval by the AGENCY before beginning the CIPP installation work.
3. Access
a. The CONTRACTOR shall locate and designate all manhole access points that will be used for liner installation and sewer bypassing. The CONTRACTOR shall verify that all access points are open and accessible for work and identify any obstacles that may prevent proper installation of the CIPP liner.
4. Resin Impregnation
a. The tube shall be free of any tears and frayed sections. The tube shall be impregnated with resin (wet-out) in accordance with ASTM F1216, Section
7.2, or F1743, Section 6.2. A vacuum impregnation process shall be used.
A roller system shall be used to uniformly distribute the resin throughout the tube. All air in the tube shall be removed by vacuum allowing the resin to thoroughly impregnate the tube. All resin shall be contained to ensure no public property or persons are exposed to the liquid resin. b. The installer shall arrange for a location where the liner will be vacuum - impregnated prior to installation. The installer shall allow the AGENCY to inspect the materials and procedures used to vacuum -impregnate the tube.
c. Should the liner material (felt layers and interior plastic coating) be cut to pump/vacuum resin into the liner, all cut layers of the felt shall be sewn closed and the plastic coating sealed watertight, per manufacturer’s recommended procedures.
5. Bypassing
a. If bypassing of sewage flows is required around the sections of pipe designated for rehabilitation, the CONTRACTOR shall adhere to Section 02960 – Temporary Sewer Bypass Pumping.
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B. Insertion of Liner
1. Before the insertion begins, the tube manufacturer shall provide values for the minimum pressure required to hold the tube tight against the existing conduit and the maximum allowable pressure so as not to damage the tube.
Once the insertion has started, the pressure shall be maintained between the minimum and maximum pressures until cool down has been completed.
Should the pressure deviate from the required, the installed tube shall be removed from the host conduit at the CONTRACTOR's expense. The CONTRACTOR shall provide the AGENCY with a continuous log of pressure during cure.
2. Prior to installation, remote temperature gauges (typically thermocouple probes) shall be placed inside the host pipe at the invert level of each end to monitor the temperatures during the cure cycle.
3. Insertion shall be in accordance with ASTM F1216, Section 7.4, or F1743, Section 6.4. If the tube is being pulled into the pipe, no resin shall be lost by contact with manhole walls or the pipe. The resin should not be contaminated or diluted by exposure to dirt, debris, or water during the pull. The resin that provides a structural seal shall not contact the pipe until positioned at the point of repair.
4. Tube insertion forces or pressures shall be limited so as not to stretch the tube longitudinally by more than five (5%) of the original length.
5. Segments of liner that have been resin impregnated and placed in the host conduit and then are found to be too short, shall be removed without curing and properly discarded at the CONTRACTOR 's expense. Removal of the uncured, resin impregnated liner shall be accomplished in such a way as to minimize the amount of resin allowed to escape. The CONTRACTOR shall be responsible for cleanup of all escaped resin and any odors that may result.
The CONTRACTOR shall submit a plan to remove any odors and resin impregnated, uncured liner from the host conduit including protection of the host system from escaping resin to the AGENCY for approval a minimum of three (3) weeks prior to the first installation process.
6. The existing sewer line shall be dewatered for any liner insertion that does not use an inversion method to expand the tube against the pipe wall.
7. If significant groundwater infiltration is present in the existing sewer line, the CONTRACTOR may install a preliner tube, or chemical grout to seal defective pipe joints, holes, or other sources of infiltration to control resin los, preserve liner thickness, and prevent reduction in physical properties and contamination of the resin by water or other contaminants. The preliner tube shall be a reinforced plastic sheet formed to fit the host pipe being lined and shall be continuous from manhole to manhole. The preliner tube shall be a rated gas barrier for styrene. Installation of the preliner tube shall be done in the presence of the AGENCY. The CONTRACTOR shall obtain approval from the AGENCY prior to installing the preliner tube.
8. Prior to lining, active infiltration with large flows of water shall be stopped by injecting chemical grout. Chemical grout shall be a highly reactive, fast acting, 2 component polyurethane foam with 100% solids and no shrinkage, designed to stop large fl ows of water. Chemical grout shall be ZG -23 by Zebron, or approved equal. The CONTRACTOR shall obtain approval from the AGENCY prior to installing chemical grout to seal sources of infiltration.
9. The use of a lubricant during inversion is recommended to reduce friction.
This lubricant should be poured into the water in the downtube or applied SECTION 02957 – CURED-IN-PLACE PIPE LINING
CONTRACT NO. 5503 CIPP LINING
directly to the tube. Lubricant shall not be used in processes where impregnated coatings are performed prior to tube installation. The lubricant used shall be a non-toxic, oil -based product that has no detrimental effects on the tube or roller and pump system, and will not support bacterial growth or adversely affect sewage treatment processes.
10. The tube shall not be exposed to ultraviolet light.
11. The tube shall not experience excessive bubbling or wrinkling during insertion.
C. Curing
1. Heat Source for Circulation of Water or Steam
a. After insertion of the wetted out tube is complete, the CONTRACTOR shall use a suitable heat source and distribution equipment to circulate heated water or steam uniformly throughout the section for a consistent cure of the resin. The curing temperatures shall comply with submittals and manufacturer's recommendations.
b. The heat source shall be fitted with suitable monitors to gauge the temperature of the incoming and outgoing water supply. Another such gauge shall be placed between the impregnated liner tube and the invert of the host pipe at the termination manhole, and any intermediate manholes, to determine the temperatures during the resin cure process.
Temperatures at all gauges shall be monitored and logged during curing and cool down. The CONTRACTOR shall provide the AGENCY with a continuous log of temperatures at all gauges during curing.
2. CIPP Curing Requirements
a. Curing shall be in accordance with ASTM F1216, Section 7.6, or F1743, Section 6.6.
b. Initial cure may be considered completed when the exposed portions of the felt tube appear to be hard and the termination manhole temperature sensor indicates the temperature to be adequate to realize an exotherm or cure in the resin as recommended by the resin manufacturer and approved by the AGENCY. Curing temperatures and duration shall comply with previously submitted data and information.
c. Any hot water or steam used during the curing process shall be free of any pollutants and shall be properly disposed of at ambient temperatures in an environmentally safe manner in accordance with applicable Federal and local rules and regulations. CONTRACTOR shall be responsible for obtaining the applicable permits and community and notification.
3. The CONTRACTOR shall be responsible for supplying potable water for curing.
D. Cool-Down
1. Cool-down shall be in accordance with ASTM F1216, Section 7.7, or F1743, Section 6.7.
2. The CONTRACTOR shall cool the hardened pipe to a temperature below 100 degrees F before relieving the water column (pressure) or 113 degrees F before relieving the internal pressure.
3. Cool-down may be accomplished by the introduction of cool water into the inversion standpipe to replace water or mixture of air being drained from a small hole made at the downstream end.
4. Care shall be taken in the release of the water column or air pressure so that a vacuum will not be developed that could damage the newly installed CIPP.
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5. Coupon samples shall be obtained for testing.
E. Workmanship
1. The finished CIPP shall be continuous over the entire length of each installation run and be free of such defects not limited to holidays, foreign inclusions, dry spots, lifts, delamination, buckling, creases, and seepage of groundwater through the liner material.
2. Wrinkles in the finished CIPP liner shall be repaired as indicated in the following table.
Location of Wrinkle Height of
Wrinkle
Repair
Method
and
Tolerance
Below springline or depth of flow ,
whichever is higher
Greater than 2
percent of the pipe
diameter or 1/4”,
whichever is greater
Grind to 2 percent of
the pipe diameter or
1/4”, whichever is
greater
Above springline or depth of flow ,
whichever is higher
Greater than 4
percent of the pipe
diameter or 1/2”,
whichever is greater
Grind to 4 percent of
the pipe diameter or
1/2”, whichever is
greater
3. The AGENCY shall determine if repairing the wrinkle is necessary.
4. Should the liner be inadvertently perforated during the grinding procedure, the CONTRACTOR shall repair or replace the liner by a method approved by the AGENCY.
5. If other critical defects are present, the CONTRACTOR shall remove and replace the liner in these areas, using a method approved by the AGENCY, at the CONTRACTOR's sole expense.
3.4 INSTALLATION FOR UV CIPP, GLASS REINFORCED PLASTIC
A. Liner installation shall be in accordance with ASTM F2019, Section 6, and with the following requirements:
1. Cleaning and Inspection
a. The sewer line shall be cleaned and CCTV inspected and approved by the AGENCY before beginning the CIPP installation work.
2. Protruding Laterals
a. Protruding laterals shall be grinded down to the pipe wall surface or as necessary to prevent any damage to the liner and ensure proper installation of the CIPP liner. The CONTRACTOR shall CCTV the pipe after the lateral has been grinded down and obtain approval by the AGENCY before beginning the CIPP installation work.
3. Access
a. The CONTRACTOR shall locate and designate all manhole access points that will be used for liner installation and sewer bypassing. The CONTRACTOR shall verify that all access points are open and accessible for work and identify any obstacles that may prevent proper installation of the CIPP liner.
4. Resin Impregnation
SECTION 02957 – CURED-IN-PLACE PIPE LINING
CONTRACT NO. 5503 CIPP LINING
a. The tube shall be free of any tears and frayed sections. The tube shall be impregnated with resin (wet-out) in accordance with ASTM F2019, Section
6.3. The impregnation equipment shall contain devices to secure proper distribution of the resin.
b. The installer shall arrange for a location where the liner will be vacuum - impregnated prior to installation. The installer shall allow the AGENCY to inspect the materials and procedures used to vacuum -impregnate the tube.
c. Should the liner material (felt layers and interior plastic coating) be cut to pump/vacuum resin into the liner, all cut layers of the felt shall be sewn closed and the plastic coating sealed watertight, per manufacturer’s recommended procedures.
5. Bypassing
a. If bypassing of sewage flows is required around the sections of pipe designated for rehabilitation, the CONTRACTOR shall adhere to Section 02960 – Temporary Sewer Bypass Pumping.
B. Insertion of Liner
1. Insertion shall be in accordance with ASTM F2019, Sections 6.2 and 6.4.
2. If significant groundwater infiltration is present in the existing sewer line, the CONTRACTOR may install a preliner tube or chemical grout defective pipe joints, holes, or other sources of the infiltration to control resin loss, preserve liner thickness, and prevent reduction in physical properties and contamination of the resin by water and other contaminants The CONTRACTOR shall obtain approval from the AGENCY prior to installing the preliner tube or chemical grout to seal sources of infiltration.
3. Prior to installing the tube, a 10 mil thick plastic sheet shall be pulled into the host pipe to protect the tube from damage as the tube is pulled in, unless otherwise approved by the AGENCY.
4. The tube shall be pulled into place through an existing manhole or approved access point. The pulling speed shall not exceed 15 feet per minute. Care shall be exercised not to damage the tube during the pulling phase.
5. The CONTRACTOR shall provide a written notice to the AGENCY a minimum of 24 hours prior to insertion of the liner.
6. Segments of liner that have been resin impregnated and placed in the host conduit and then are found to be too short, shall be removed without curing and properly discarded at the CONTRACTOR 's expense. Removal of the uncured, resin impregnated liner shall be accomplished in such a way as to minimize the amount of resin allowed to escape. The CONTRACTOR shall be responsible for cleanup of all escaped resin and any odors that may result.
The CONTRACTOR shall submit a plan to remove any odors and resin impregnated, uncured liner from the host conduit including protection of the host system from escaping resin to the AGENCY for approval a minimum of three (3) weeks prior to the first installation process.
7. Measure the overall elongation of the tube after the pull -in completion. The longitudinal elongation shall be less than 2 percent of the overall length.
C. Curing
1. Curing shall be in accordance with ASTM F2019, Section 6.6 and 6.7.
2. The fabric tube shall be inflated in place using low -pressure air to the manufacturer’s specification for installing the UV light train. The UV light train, with built-in safety air loss shut off sensors, shall be installed into the pipe.
SECTION 02957 – CURED-IN-PLACE PIPE LINING
CONTRACT NO. 5503 CIPP LINING
3. A camera shall be located on the ultraviolet curing assembly to enable video inspection of the fabric and ensure the fabric tube has been properly inflated and any problems can be identified before curing process begins.
4. A multi-lamp UV light train shall be drawn through the pipe. The UV curing lights shall operate in the 200 to 400-nm range. The ultraviolet curing assembly shall travel through the pipe at a predetermined speed per the manufacturer’s specifications which allows cross-linking /polymerization and curing of the CIPP resin.
5. The CONTRACTOR shall submit a documented record of time, rate of travel of the ultraviolet curing assembly, and internal temperatures and pressures during the curing process for each sewer segment to the AGENCY. All curing data shall be submitted in electronically in PDF format to the AGENCY for review.
D. Workmanship
1. The finished CIPP shall be continuous over the entire length of each installation run and be free of such defects not limited to holidays, foreign inclusions, dry spots, lifts, delamination, buckling, creases, and seepage of groundwater through the liner material.
2. Wrinkles in the finished CIPP liner shall be repaired as indicated in the following table.
Location of Wrinkle Height of Wrinkle Repair Method and Tolerance
Below springline or depth
of flow, whichever is
higher
Greater than 2 percent of
the pipe diameter or 1/4”,
whichever is greater
Grind to 2 percent of the
pipe diameter or 1/4”,
whichever is greater
Above springline or depth
of flow, whichever is
higher
Greater than 4 percent of
the pipe diameter or 1/2”,
whichever is greater
Grind to 4 percent of the
pipe diameter or 1/2”,
whichever is greater
3. The AGENCY shall determine if repairing the wrinkle is necessary.
4. Should the liner be inadvertently perforated during the grinding procedure, the CONTRACTOR shall repair or replace the liner by a method approved by the AGENCY.
5. If other critical defects are present, the CONTRACTOR shall remove and replace the liner in these areas, using a method approved by the AGENCY, at the CONTRACTOR's sole expense.
3.5 REINSTATEMENT OF LATERAL CONNECTIONS
A. Lateral Connection Verification
1. The CONTRACTOR shall verify the location and number of lateral connections shown on the Plans during his pre-rehabilitation television inspection or from other methods approved by the AGENCY. The verification methods utilized by the CONTRACTOR shall not require any excavation or removal of existing pipe.
2. Where the CIPP liner does not create dimples at the service connections or in other ways indicate the location, the exact location shall be determined from the pre-rehabilitation television inspection. It shall be the CONTRACTOR’s responsibility to accurately locate and reconnect all active SECTION 02957 – CURED-IN-PLACE PIPE LINING
CONTRACT NO. 5503 CIPP LINING
service connections after the CIPP installation and curing has been completed. All service connections are considered to be “active” unless a cap or plug is visible in the pre lining CCTV inspection. Service connections plugged by debris shall be considered active.
B. Lateral Connection Reinstatement
1. After the CIPP has been cured in place, the existing lateral connections shall be reinstated as required. This shall be done without excavation, from the interior of the pipeline by means of a television camera and remote-control cutting device. The reinstated opening shall be neat, and its edges smooth and without any hanging fibers, or loose or abraded materials. The invert of the reinstated opening shall match the invert of the original connection.
Additionally, the opening shall be reinstated to a m inimum of 95 % and a maximum of 100% of the original connection opening. The CONTRACTOR shall be responsible for restoring/correcting without delay all missed or faulty reconnections as well as for any damages, which may have resulted. The CONTRACTOR shall restore/correct damages , holes or overcut lateral openings caused to the liner within 7 calendars days. A minimum of one (1) standby remote-control cutting device shall be on site during lateral reinstatement operations.
2. All lateral connections shall be reinstated immediately after the completion of the curing process to minimize disturbance to private residents. If connections cannot be reinstated immediately, the CONTRACTOR shall obtain approval from the AGENCY prior to any extension to allow additional bypass/diversion pumping. Added bypass/diversion pumping services shall be incidental to the project and at the CONTRACTOR's expense.
3. The CONTRACTOR shall be responsible for maintaining an emergency crew capable of cutting taps and readily available to respond to sewer service customer problems after normal working hours unless otherwise determined by the AGENCY. CONTRACTOR's emergency crew shall be qualified and fully equipped to perform lateral connection reinstatement operations and provide temporary bypassing if required to maintain sewer service. Costs related to the emergency response will be incidental to the Contrac t and not measured for payment.
C. Service Lateral Connection Seal and Liner (SLCSL) System
1. All lateral connection shall be sealed using glass fiber laminate with UV curing. The seal shall form smooth transition from the lateral to the mainline and provide continuous structurally sound CIPP able to withstand all imposed static and dynamic loads on a long-term basis.
2. Brim style connection liner (Top Hat) shall meet the requirements of ASTM D543 and ASTM D578.
3. Seal penetration into lateral shall per manufacturer recommendation but shall not be less than 10 inches in length.
4. Lateral connection seal shall be Cosmic Top-Hat, DrainLCR by Epros, T- Liner Shorty by LMK, or equal.
5. Epoxy resin shall meet ASTM D5813.
3.6 TRANSITION SECTIONS
A. Design
1. Transition sections shall be constructed to channel sewage flow and minimize entrance and exit losses as the flow passes through the existing manhole SECTION 02957 – CURED-IN-PLACE PIPE LINING
CONTRACT NO. 5503 CIPP LINING
structures affected by CIPP work. Construction of the transition grout within the channel shall be determined as follows. For situations where:
a. A CIPP liner terminates at both upstream and downstream manhole pipe openings, and the cured liner I.D. is 18” nominal or greater, the transition grout within the channel shall have a uniform thickness equal to the liner thickness throughout the length of the channel.
b. A CIPP liner terminates one manhole pipe opening, and the cured liner I.D. is greater than 18” nominal, the transition grout shall be equal to the liner thickness at the manhole wall and taper towards the center of the manhole at a ratio of 1:10 (V:H).
c. A cured liner I.D. is equal to or less than 18” nominal, the transition grout shall be equal to the liner thickness at the manhole wall and taper towards the center of the manhole at a ratio of 1:10 (V:H).
Transition Grout Construction
Nominal Diameter >
18”
Nominal Diameter <
18”
Liner Terminates at Both Manhole
Openings
Uniform thickness
equal to liner
thickness
throughout channel
length.
Equal to liner
thickness at the
manhole wall and
taper towards
channel center at
1:10 (V:H) ratio.
Liner Terminates at One Manhole
Opening
Equal to liner
thickness at the
manhole wall and
taper towards
channel center at
1:10 (V:H) ratio.
Equal to liner
thickness at the
manhole wall and
taper towards
channel center at
1:10 (V:H) ratio.
d. When the pipe liner is placed through manholes, the CONTRACTOR shall cut away the top of the pipe liner to conform to the existing manhole walls. e. Existing benches and channels shall be built up with grout as needed to match the CIPP liner elevations. Smooth transitions shall be formed between the existing surfaces and the CIPP.
2. Surface Preparation
a. Prior to applying new concrete, the existing surfaces shall be adequately cleaned, scraped of loose concrete, and roughened. An approved concrete bonding agent shall be applied prior to the construction of any new channels, benches and/or transition secti ons. The bonding agent shall meet ASTM C881 requirements for Type 1, Grade 3, epoxy resin adhesive. The bonding agent shall be Sikadur 31 Hi -Mod Gel or an approved equal.
3. Material Requirements
a. Any new channels, benches, and transition sections shall be formed using a quick setting, high strength Portland cement based repair mortar. The mortar shall be SikaTop 122 Plus, Sauereisen Substrate Resurfacer No.
F-121, or an approved equal. The mortar shall have the following minimum properties:
SECTION 02957 – CURED-IN-PLACE PIPE LINING
CONTRACT NO. 5503 CIPP LINING
Sika Top 122 Plus
Sauereisen
Substrate Resurfacer
No. F-121
Flexural Strength 2,000 psi 28 days
(ASTM C293)
1,500 psi 7 days
(ASTM C580)
Tensile Strength 750 psi 28 days
(ASTM C496)
822 psi 7 days
(ASTM C307)
Bond Strength 2,200 psi 28 days
(ASTM C882)
2,200 psi 7 days
(ASTM C882)
Compressive Strength 7,000 psi 28 days
(ASTM C109)
7,000 psi 28 days
(ASTM C109)
4. Sealing of Annular Space
a. At all manholes apply Sikadur 31 Hi -Mod Gel or an approved equal between the CIPP liner and the existing pipe. The material shall be applied around the entire circumference of the pipe to fully seal the annular space to prevent infiltration of groundwater and exfiltration of sewage and sewer gases.
b. Where CIPP liner is placed through the manholes, the material (Sikadur 31 Hi-Mod Gel or an approved) shall be applied where the top of the liner has been cut away.
c. Install continuous or properly trimmed hydrophilic waterstop end seals at each manhole opening. Install end seals in accordance with the waterstop end seal manufacturer’s recommendations. The seals shall be bands that are 20 mm wide and 5 mm high. The hydrophilic water stop end seal shall be Hydrotite Model RS -0520-3.5I, or an approved equal, and shall be compatible with the CIPP liner.
5. Liner Termination at Manhole
a. The liner section above the bench shall extend approximately two inches into the manhole to mechanically lock the liner in place.
3.7 GENERAL TESTING
A. General CIPP Liner Testing Requirements
1. For each inversion length of CIPP full -length liner installed, the CONTRACTOR shall perform the tests identified in Section 3.7 CIPP Tests.
2. Where testing is performed on CIPP samples, the CONTRACTOR shall be responsible for providing the necessary samples and for hiring a qualified, independent third party to perform the required tests. The report shall outline test procedures, present data, provide diagrams as required, and summarize test results for each length of CIPP installed. The report shall provide all information labeled on the samples. Sample labeling requirements are provided in the following paragraph. Copies of the report shall be sent from the laboratory simultaneously to both the CONTRACTOR and the AGENCY immediately upon completion of the sample testing. Two (2) copies of the detailed report on the testing shall be sent to the AGENCY.
SECTION 02957 – CURED-IN-PLACE PIPE LINING
CONTRACT NO. 5503 CIPP LINING
3. The AGENCY shall be responsible for filling out and maintaining a Cured Sample Testing Record for all samples which the AGENCY takes possession of. The CONTRACTOR shall not destroy any Cured Sample Testing Records and will transfer all Cured Sample Testing Records to the AGENCY immediately after final acceptance of the project.
4. Any liner that does not meet the specified strength and/or thickness requirements, regardless of the amount below the specified requirements, shall be corrected by the CONTRACTOR in a manner approved by the ENGINEER at no additional cost to the AGENCY. The ENGINEER’s decision on how to correct deficient CIPP installations shall be final. Options for correcting deficient liners that may be considered by the ENGINEER include removing the liner and re-lining the sewer, or excavating and replacing the sewer from manhole to manhole, or providing the AGENCY with a credit. The primary option that will be considered will be to re-line the sewer. Credits will only be authorized for CIPP that does not meet required thickness. If a credit is acceptable to the AGENCY, the credit shall be calculated by multiplying the bid price by the percent that the liner thickness is below the required installed thickness as follows: Credit = (1- Installed CIPP Thickness/Required CIPP Thickness) x Bid Price. The CONTRACTOR shall not assume a credit will be acceptable to the AGENCY in any case.
B. CIPP Samples
1. General Procedures
a. Cured CIPP samples shall be taken and labeled in the presence of the AGENCY. The labeling on the sample shall consist of the sample number, Project Name, the AGENCY Job Number, CONTRACTOR company name, name(s) of CONTRACTOR’s personnel that extracted the sample, the date/time that the sample was taken and the name of the AGENCY personnel present during sampling. The labeling shall be made with a permanent marking device that will not smudge or fade on the sample. b. In addition, the CONTRACTOR shall maintain a Cured Sample Testing Record. The Cured Sample Testing Record shall be current and shall be available for immediate review by the AGENCY upon the AGENCY’s request. A copy of the Cured Sample Testing Record is provided at the end of this S pecification. The CONTRACTOR may obtain a copy of the Cured Sample Testing Record template from the AGENCY.
c. The AGENCY may take possession of a sample or samples at any time prior to the samples being shipped to the third party testing laboratory.
The number of samples taken are at the discretion of the AGENCY. If samples are taken, the CONTRACTOR is relieved of responsibility of testing the samples. The samples taken by the AGENCY may be tested by a laboratory selected by the AGENCY. In this situation, costs for testing and shipping these samples will be paid for by the AGENCY. Two copies of the test reports from the laboratory selected by the AGENCY will be sent to the CONTRACTOR.
2. Pipes of 18-Inch Diameter or Less
a. The sample shall be cut from a section of cured CIPP at the termination point that has been inverted through a pipe with the same inside diameter as the existing pipe and has been held in place by a suitable heat sink, such as sandbags. The sample shall be a minimum of 12-inches in length and a full pipe circumference, to provide for all of the tests indicated below.
SECTION 02957 – CURED-IN-PLACE PIPE LINING
CONTRACT NO. 5503 CIPP LINING
b. If a length of CIPP is installed through intermediate manholes, samples shall be taken at each intermediate manhole as well as at the termination point.
c. The sample shall be large enough to provide for all tests indicated below. d. Prior to obtaining any sample, the CONTRACTOR shall mark the limits of the sample on the CIPP and obtain the approval of the AGENCY. The AGENCY has the discretion to adjust the sample location.
3.8 CIPP TESTS
A. CIPP Wall Thickness Test
1. Pipes of 18-Inch Diameter or Less
a. For host pipes with a nominal diameter 18-inches or less, testing shall be in accordance with ASTM F1743, Section 8.1.6.
b. A minimum of eight measurements at evenly spaced intervals around the circumference of the sample shall be taken to ensure that minimum and maximum thicknesses are determined. Deduct from the measured values the thickness of any plastic coatings or CIPP layers not included in the structural design of the CIPP. The average thickness shall be calculated using the measured values and shall meet or exceed the minimum finished thickness indicated in Section 2.2.B, Design Parameters. The minimum wall thickness at any point shall not be less than 87.5% of the minimum finished thickness indicated in Section 2.2.B, Design Parameters. c. Ultrasonic testing of wall thickness is not allowed.
B. Short-Term Flexural Test
1. CIPP samples shall be tested for short-term flexural (bending) properties.
Testing shall be in accordance with ASTM F1216, Section 8.1.3.1, or F1743, Section 8.1.4. Five specimens shall be tested.
C. Delamination Test
1. Testing shall be in accordance with ASTM F1216, Section 8.4, or ASTM F1743, Section 8.4. Five specimens shall be tested.
D. Peel or Stripping Strength Test
1. Testing shall be in accordance with ASTM F1216, Section 8.5. The peel or stripping strength between any nonhomogeneous layers of CIPP laminate shall be a minimum of 10 lb/in. of width.
3.9 PIPE LEAKAGE TEST
A. The cured liner material shall be impervious and not allow for any infiltration or exfiltration. Unless otherwise directed by the AGENCY, the CONTRACTOR shall conduct either an exfiltration, infiltration, or air test for each CIPP inversion for pipes with a nominal diameter of 36-inches or less.
B. Laterals shall be reinstated after the leakage test is completed.
C. The CONTRACTOR shall notify the AGENCY as to the type of testing to be conducted prior to the testing.
D. It shall be noted that the allowable leakage amounts indicated in the following paragraphs are to allow for imperfections that may be associated with the leakage test setup (Ex. slight leakage at the plugs, seepage through the downtube material, volumetric changes in the water or air inside the liner due to SECTION 02957 – CURED-IN-PLACE PIPE LINING
CONTRACT NO. 5503 CIPP LINING
temperature changes, etc.). Leakage as a result of a pervious finished liner will not be accepted and will be considered defective requiring repair or replacement.
1. Exfiltration Test
a. An exfiltration test may be conducted after the CIPP has cooled to ambient temperature. The CONTRACTOR shall submit testing procedures for approval.
b. The maximum amount of leakage for any section of CIPP being tested shall not exceed 50 gallons per day per inch of internal diameter per mile of pipe. During the exfiltration testing, the maximum internal pipe pressure at the lowest end shall not exceed 10 feet of water and the water level inside the inversion standpipe shall be two feet higher than the top of the pipe or two feet higher than the groundwater level, whichever is greater.
The test should be conducted for a minimum of one hour and may be performed during the liner cool down period.
c. The exfiltration test shall be conducted at the completion of the curing process while the CIPP is under hydrostatic pressure.
d. If steam is used to cure the CIPP, watertight plugs shall be installed at both end and the CIPP filled with water.
2. Infiltration Test
a. An infiltration test may be conducted if the groundwater is more than 2 feet above top of pipe for the entire section of sewer line. The CONTRACTOR shall submit testing procedures for approval.
b. The maximum amount of infiltration for any CIPP section being tested shall not exceed the rate of 50 gallons per day per inch of internal diameter per mile of pipe.
3. Air Test
a. Testing shall be conducted after the CIPP has cooled to ambient temperature and prior to reinstating any laterals. Low pressure air test shall be in accordance with ASTM F1417-11a. The Time-Pressure Drop Method, using 1.0 psig pressure drop, shall be used.
b. The low pressure air test may be dangerous to personnel. It is extremely important that the various plugs be properly installed to prevent sudden expulsion of a poorly installed or partially inflated plug. The CONTRACTOR shall be responsible for providing all safety measures necessary to protect personnel from injury. No one shall be allowed in the manholes during testing.
E. For products in which the pipe wall is cured while not in direct contact with the pressurizing fluid (e.g., a removable inflation bladder is used), the pipe shall be leakage tested after the cure process is completed and the pressurizing fluid and apparatus have been removed.
3.10 INSPECTION AND ACCEPTANCE
A. The finished installation shall be inspected by the CONTRACTOR by closed- circuit television camera in the presence of the AGENCY, unless otherwise directed by the AGENCY.
B. Variations from true line and grade will only be acceptable if proven by the CONTRACTOR that the variations existed under the original conditions of the existing sewer lines.
SECTION 02957 – CURED-IN-PLACE PIPE LINING
CONTRACT NO. 5503 CIPP LINING
C. The CIPP work will be deemed unacceptable if infiltration of groundwater is detected. All lateral connections and entrances must be accounted for and shall be unobstructed.
3.11 CLEANING
A. Upon acceptance of the CIPP installation, the CONTRACTOR shall restore the Project area to its original conditions or better.
1. Remove debris resulting from work and unused materials from the site and legally dispose.
2. Areas damaged or modified by the work shall be repaired or restored to a condition equal to or better than the original condition. Site restoration is incidental to the work and shall be at the expense of the CONTRACTOR.
3. Care shall be taken to avoid damage to private property ( i.e., sprinkler systems, landscaping, etc.). If damage occurs, repairs shall be completed as soon as possible. Any repairs will be at the expense of the CONTRACTOR.
SECTION 02957 – CURED-IN-PLACE PIPE LINING
CONTRACT NO. 5503 CIPP LINING
END OF SECTION
SECTION 02959 – MACHINE SPIRAL WOUND PVC LINER
CONTRACT NO. 5503 MACHINE SPIRAL WOUND PVC LINER
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Materials and procedures for machine spiral woun d polyvinyl chloride (PVC) pipe liner.
B. Related Specification Sections include but are n ot necessarily limited to:
1. Standard Specifications for Public Works Constru ction “Greenbook”.
2. General Provisions.
3. Section 02960 Temporary Sewer Bypass Pumping.
1.2 QUALITY ASSURANCE
A. Referenced Standards:
1. American Society for Testing and Materials (ASTM ):
a. ASTM C109, Standard Test Method for Compressive Strength of Hydraulic Cement Mortars (Using 2-in. Cube Specimens).
b. ASTM D256, Standard Test Method for Determining the Izod Pendulum Impact Resistance of Plastics.
c. ASTM C293, Standard Test Method for Flexural Str ength of Concrete (Using Simple Beam with Center-Point Loading).
d. ASTM C307, Standard Test Method for Tensile Stre ngth of Chemical- Resistant Mortar, Grouts, and Monolithic Surfacings.
e. ASTM C496, Standard Test Method for Splitting Te nsile Strength of Cylindrical Concrete Specimens.
f. ASTM D543, Standard Practices for Evaluating the Resistance of Plastics to Chemical Reagents
g. ASTM D578, Standard Specification for Glass Fibe r Strands h. ASTM D638, Standard Test Method for Tensile Prop erties of Plastics. i. ASTM D790, Standard Test Method for Flexural Pro perties of Unreinforced and Reinforced Plastics and Electrical Insulating Materials. j. ASTM C881, Standard Specification for Epoxy-Resi n-Base Bonding Systems for Concrete.
k. ASTM C882, Standard Test Method for Bond Strengt h of Epoxy-Resin Systems Used With Concrete by Slant Shear.
l. ASTM F1741-18, Standard Practice for Installatio n of Machine Spiral Wound Poly (Vinyl Chloride) (PVC) Liner Pipe for Rehabilitation of Existing Sewers and Conduits.
m. ASTM D1784, Standard Specification for Rigid Poly Vinyl Chloride (PVC) Compounds and Chlorinated Poly Vinyl Chloride (CPVC) Compounds. n. ASTM F1697-18, Standard Specification for Poly V inyl Chloride (PVC) Profile Strip for Machine Spiral-Wound Liner Pipe Rehabilitation of Existing Sewers and Conduits
2. National Association of Sewer Service Companies (NASSCO):
a. NASSCO standards, latest edition and revision th ereof.
SECTION 02959 – MACHINE SPIRAL WOUND PVC LINER
CONTRACT NO. 5503 MACHINE SPIRAL WOUND PVC LINER
1.3 SYSTEM DESCRIPTION
A. Spiral wound PVC pipe liner for use in rehabili tation of circular sewer pipelines shall be a PVC profiled strip with a continuously s ealed spiral joint. The profiled strip is wound into the liner shape to a size rangi ng from 6 inches to 15 feet.
Installation shall be in accordance with ASTM F1471 as modified herein.
1.4 SUBMITTALS
A. Design Analysis:
1. Provide sufficient detail to allow the AGENCY to judge whether or not the proposed materials, equipment, forms, and procedures will meet the Contract requirements.
2. No materials shall be manufactured prior to appr oval of the submittals by the AGENCY.
3. The PVC liner shall be designed per ASTM F1697-1 8.
B. Manufacturing and Quality Control:
1. The CONTRACTOR shall submit certification provid ed by the product Manufacturer that the PVC profiled strip material, gasket material, and the steel reinforcing strip conforms to ASTM F1697.
C. Installation Procedures
1. List of Installation Procedures
a. An itemized list detailing the installation proc edures to be used shall be submitted. This shall include the followings:
1) Work plan for each site.
2) Dewatering/bypass plan for each site.
3) Discharge plan as applicable – submit curing med ium discharge plan compliant with State and Local requirements and Reg ulations. If waste discharge permit is required to dispose of curing m edium, Contractor shall obtain and maintain said permit, at no additi onal compensation from the City.
4) estimated times for each task.
5) the number of required excavations, if any, and
6) any other items unique to each process.
2. Required Standards
a. All related ASTM standards or any nationally rec ognized standards for installation of the product shall be submitted.
3. Product Repair
a. Detailed procedures shall be submitted for repai ring the product in the event of failure or future damage. These procedure s should not require specialized training and/or equipment for the AGENC Y’s maintenance crews.
4. Future Tapping of Service Connections
a. Where applicable, detailed procedures shall be s ubmitted for future tapping of service connections into the product. T he procedures should not require specialized training and/or equipment f or the AGENCY’s maintenance crews.
5. Construction of Manhole Transition Sections
a. Detailed procedures for the construction of manh ole transition sections along with description and physical properties of t he concrete bonding agent to be used shall be submitted for the AGENCY’s approval.
SECTION 02959 – MACHINE SPIRAL WOUND PVC LINER
CONTRACT NO. 5503 MACHINE SPIRAL WOUND PVC LINER
D. Product Test Data
1. General Requirements:
a. No product shall be allowed to be installed with out submittal of test data supporting the product performance requirements listed below. b. All testing shall have been performed by an inde pendent third party qualified to perform such testing.
2. Chemical Resistance:
The PVC profiled strip, gasket, end seals, sealants , and other material exposed to the sewer environment shall be tested in accordance with Section 211-2 and conform to the weight change requ irements of Table 207-17.5 of the Greenbook.
E. Hydraulic Capacity:
1. Calculations shall be submitted which support th at the finished in-place flexible tube shall be able to provide a minimum of one hundred percent (100%) of the existing sewer line's original design capacity. (Original design capacity of the existing sewer line shall be calcul ated using a roughness coefficient "n" of 0.013.).
2. The typical roughness coefficient "n" to be used in calculations for the proposed flexible tube shall be verified by indepen dent third party (hired by the product Manufacturer) test data, but shall not be less than 0.011, unless otherwise approved by the AGENCY.
F. Flexural Modulus and Strength:
1. In order to verify the proposed product's past p erformance, the CONTRACTOR shall submit detailed test results from a minimum of three (3) previous successful installations of the proposed CIPP liner.
2. The test results of field samples from each of t he previous installations shall verify that the minimum requirements for short-term flexural modulus and flexural strength specified in this specification had been achieved.
G. CCTV inspections shall be in accordance with Gre enbook Section 500. The following CCTV inspections shall be provided:
1. CCTV after cleaning and prior to lining (Pre-CCT V), showing condition of existing pipe and pipe joints, and location of existing service connections
2. Post lining CCTV (Post-CCTV), within three (3) d ays after work complete, showing entire finished liner and re-established se rvice connections. Line shall be dry and clean during the video inspection and CCTV shall include panning around 360 degrees to show the cuts/termination at both ends of the liner. If defects are found during the post CCTV they should be identified per NASSCO PACP coding standards.
1.5 DELIVERY, STORAGE, AND HANDLING
A. PVC liner and appurtenances shall be handled, s tored, protected, transported, and installed as recommended by the manufacturer. PVC liner shall be stored and handled such that the PVC liner, is protected from physical damage or other deterioration. PVC liner and appurtenances suscept ible to sun and light deterioration (i.e., ultraviolet radiation) and hea t damage shall be adequately protected.
SECTION 02959 – MACHINE SPIRAL WOUND PVC LINER
CONTRACT NO. 5503 MACHINE SPIRAL WOUND PVC LINER
1.6 WARRANTY
A. The CONTRACTOR shall warrant all work for materi als installed under this Contract for five (5) years from the date of final acceptance. All liners shall have a minimum design and service life of 50 years. The date of final acceptance shall be the date final payment is made to the CONTRACTOR.
B. Warranty shall certify all sites and shall state: "The complete pipeline rehabilitation for each site was performed properly. We (the Contr actor and Manufacturer) warrant all material and workmanship for five (5) years starting from day of Owner's final acceptance. Contractor and Manufacturer promi se to provide prompt field response to Owner's request regarding any defect in pipeline rehabilitation.
Warranty shall include such repairs or measures nee ded to remedy delamination of liner from host pipe that may occur or become ev ident due to tapping or pipe breakage from any cause during warranty period."
PART 2 - PRODUCTS
2.1 SPIRAL WOUND PVC LINER
A. Material Composition
1. The extruded profile strip shall be made from un plasticized PVC compounds meeting the minimum requirements for cell classification 13354 or higher, as defined in ASTM D 1784.
2. PVC profile strip for machine spiral wound liner pipe rehabilitation of existing sewers shall comply with ASTM F 1697-18, except as modified herein.
B. Material and Equipment Acceptance
1. At the time of manufacture, each lot of extruded profile strip shall be inspected for defects and tested for physical properties as s pecified. A “lot” is defined as a continuous extrusion run of a given profile designation on a spool.
2. PVC profile strip minimum dimensions and initial stiffness factors shall be in accordance with Table 1 below. In accordance with ASTM F 1697- 18, other profile configurations are permitted, provided simi lar details are provided below:
3. The following values of modulus of elasticity of PVC shall be used in design:
a. Short Term: 400,000psi
b. Long Term: 116,000psi
Profile
Type
Minimum
Width
Minimum
Height
Minimum
Waterway Wall
Minimum Initial Stiffness
Factor (EI)
(in.) (in.) (in.) (in 3 – lbf/in 2)
1 2.00 0.216 0.0551 188.0
2 3.14 0.314 0.0551 561.0
3 4.76 0.511 0.0630 2148.0
7 4.76 0.748 0.0830 3983.0
Note: Initial Stiffness Factors are derived from testing in accordance with ASTM D 790 as modified by ASTM F1697-18, using flat strips of profile SECTION 02959 – MACHINE SPIRAL WOUND PVC LINER
CONTRACT NO. 5503 MACHINE SPIRAL WOUND PVC LINER
4. Design stiffness values for a specific PVC profi le strip are available from the manufacturer.
5. Sealants and gaskets necessary for effective interlocking of the edges of PVC strip are pre-applied at the time of manufacture. They shall be suitable for use in a sewer environment.
C. Material Testing
1. Before installation of the liner has commenced, the testing shall be completed and submitted to the AGENCY:
a. A sample of profile from each production run shall be tested to confirm that the value of initial stiffness factor detailed abov e exceeds specified minimum values.
b. Chemical testing in accordance with Section 1.4D (2) of this Specification.
D. Marking
1. Each PVC profile strip shall be distinctly marke d on its inside surface at intervals not to exceed 60 inches with a code numbe r identifying the manufacturer, plant, date of manufacture and shift, and profile type. This information shall also appear on each reel.
E. Acceptable Manufacturers
1. Acceptable manufacturers whose products conform to all applicable ASTM standards include:
a. Seiskui SPR, Americas
b. Approved equal
F. Hydrophilic waterstop end seals
1. The hydrophilic water stop end seal shall be Hyd rotite Model RS-0520-3.5I, or an approved equal, and shall be compatible with the PVC liner.
G. Lateral Connection Seal
1. Shall be Cosmic Top-Hat, DrainLCR by Epros, T-L iner Shorty by LMK, or equal.
PART 3 - EXECUTION
3.1 PRELIMINARY INVESTIGATION OF HOST SEWER PIPE
A. Prior to ordering rehabilitation materials, the CONTRACTOR shall be responsible for inspecting and confirming the inside diameter, pipe material, and alignment of the host sewer pipe, and determining the condition of each segment to be lined.
B. The CONTRACTOR shall use the data and informati on collected from this inspection to finalize the liner size, refine the liner design, and refine the installation techniques. Data shall also be used for locating existing laterals for reinstatement.
C. If unknown physical conditions in the work area are encountered during the investigation that materially differ from those or dinarily encountered, the CONTRACTOR shall notify the AGENCY.
3.2 PROCEDURE
A. General Requirements
SECTION 02959 – MACHINE SPIRAL WOUND PVC LINER
CONTRACT NO. 5503 MACHINE SPIRAL WOUND PVC LINER
1. Basic procedure for the sewer rehabilitation sha ll include an access shaft which may involve the temporary removal of the upper portion of a manhole, sewer flow control and bypass pumping (see Specific ation Section 02960), cleaning, pre-rehabilitation CCTV inspection, liner installation, testing, and post-rehabilitation CCTV inspection. After complet ion of the rehabilitation, the PVC liner shall provide a continuous, watertigh t, corrosion resistant conduit within the existing sewer line.
2. The CONTRACTOR shall be responsible for performi ng all spiral wound PVC lining and related work, including video inspection, excavations, and cleaning in accordance with applicable Federal and local safety regulations, including current OSHA safety standards.
3. Prior to entering manholes and other confined sp aces to perform sewer rehabilitation work, the CONTRACTOR shall evaluate the atmosphere in and near the sewer to determine the presence of toxic o r flammable vapors and shall ventilate the rehabilitation work area as nec essary to render it safe, in accordance with OSHA 1910.146, “Permit Required Confined Spaces.”
4. The CONTRACTOR shall be responsible for odor and noise mitigation on this Project in accordance with applicable Federal and l ocal regulations. The CONTRACTOR shall monitor the surrounding area and m inimize any odors and noise that may occur due to his work activities.
3.3 INSTALLATION OF SPIRAL WOUND PVC LINER
A. Installation of machine spiral wound PVC liner pipe for rehabilitation of existing sewers shall comply with ASTM F 1741-18 and with the following requirements:
1. Cleaning and Inspection
a. The sewer line shall be cleaned and video inspec ted prior to CIPP installation. Cleaning and video inspection shall be approved by the AGENCY before beginning the CIPP installation work.
2. Protruding Laterals
a. Protruding laterals shall be grinded down to the pipe wall surface or as necessary to prevent any damage to the liner and en sure proper installation of the PVC liner. The CONTRACTOR shal l CCTV the pipe after the lateral has been grinded down and obtain approval by the AGENCY before beginning the PVC installation work.
3. Service Lateral Connection Seal and Liner (SLCSL ) System a. All lateral connection shall be sealed using gla ss fiber laminate with UV curing. The seal shall form smooth transition from the lateral to the mainline and provide continuous structurally sound CIPP able to withstand all imposed static and dynamic loads on a long-term basis. b. Seal penetration into lateral shall per manufact urer recommendation but shall not be less than 10 inches in length.
c. Brim style connection liner (Top Hat) shall meet the requirements of ASTM D543 and ASTM D578.
d. Lateral connection seal shall be Cosmic Top-Hat, DrainLCR by Epros, T- Liner Shorty by LMK, or equal.
e. Epoxy resin shall meet ASTM D5813.
4. Access
SECTION 02959 – MACHINE SPIRAL WOUND PVC LINER
CONTRACT NO. 5503 MACHINE SPIRAL WOUND PVC LINER
a. The CONTRACTOR shall locate and designate all manhole access points that will be used for liner installation and sewer bypassing. The CONTRACTOR shall verify that all access points are open and accessible for work and identify any obstacles that may prevent proper installation of the PVC liner.
5. Bypassing
a. If bypassing of sewage flows is required around the sections of pipe designated for rehabilitation, the CONTRACTOR shall adhere to Section 02960 – Temporary Sewer Bypass Pumping.
B. Insertion of Liner
1. During installation the winding machine shall pe rform the following operations simultaneously:
a. A continuous ribbed liner profile strip is supplied from a reel and fed down through the existing manhole to the winding machine positioned at the base of the manhole
b. Joint lubricating sealant shall be placed into t he primary lock of the self- interlocking edges of the ribbed profile (Note: An elastomeric adhesive, which prevents the liner from expanding prematurely during winding, is applied to the secondary lock during manufacture of the ribbed profile) c. High tensile wire shall be inserted (Note: The w ire remains only temporarily as it is pulled out during the expansion stage) d. The winding machine winds the PVC strip into a l iner pipe by interlocking the edges
e. Winding continues until the full length of the d eteriorated pipe between manholes has been lined
f. The liner is then radially expanded by mechanica l means, without the application of heat, until the liner makes contact with the inside wall of the existing pipe
C. End Seals
1. End seals between the liner pipe and the existin g pipe shall be installed with a sealing material that is compatible with the liner pipe material. A hydrophilic end seals shall be used as detailed in Section 02957-3.6.
D. Workmanship
1. The finished lining shall be free of defects that would affect long term strength or hydraulic performance.
2. If critical defects are present, the CONTRACTOR shall remove and replace the liner in these areas, using a method approved b y the AGENCY, at the CONTRACTOR's sole expense.
3.4 REINSTATEMENT OF LATERAL CONNECTIONS
A. Lateral Connection Verification
1. The CONTRACTOR shall verify the location and num ber of lateral connections shown on the Plans during his pre-rehab ilitation television inspection or from other methods approved by the AGENCY. The verification methods utilized by the CONTRACTOR shall not requir e any excavation or removal of existing pipe.
SECTION 02959 – MACHINE SPIRAL WOUND PVC LINER
CONTRACT NO. 5503 MACHINE SPIRAL WOUND PVC LINER
2. The exact location of lateral connections shall be determined from the pre- rehabilitation television inspection. It shall be t he CONTRACTOR’s responsibility to accurately locate and reconnect all service connections after the PVC liner installation has been completed.
B. Lateral Connection Reinstatement
1. After the PVC liner has been installed, the exis ting lateral connections shall be reinstated as required. This shall be done with out excavation, from the interior of the pipeline by means of a television c amera and remote-control cutting device. The reinstated opening shall be ne at, and its edges smooth and without any hanging fibers, or loose or abraded materials. The invert of the reinstated opening shall match the invert of th e original connection.
Additionally, the opening shall be reinstated to a minimum of 95% and a maximum of 100% of the original connection opening. The CONTRACTOR shall be responsible for restoring/correcting without delay all missed or faulty reconnections as well as for any damages, which may have resulted. A minimum of one (1) standby remote-control cutting d evice shall be on site during lateral reinstatement operations.
2. All lateral connections shall be reinstated imme diately after the completion of the curing process to minimize disturbance to priva te residents. If connections cannot be reinstated immediately, the C ONTRACTOR shall obtain approval from the AGENCY prior to any extens ion to allow additional bypass/diversion pumping. Added bypass/diversion p umping services shall be incidental to the project and at the CONTRACTOR's expense.
3. The CONTRACTOR shall be responsible for maintain ing an emergency crew capable of cutting taps and readily available to re spond to sewer service customer problems after normal working hours unless otherwise determined by the AGENCY. CONTRACTOR's emergency crew shall b e qualified and fully equipped to perform lateral connection reinst atement operations and provide temporary bypassing if required to maintain sewer service. Costs related to the emergency response will be incidental to the Contract and not measured for payment.
3.5 TRANSITION SECTIONS
A. Design
1. Transition sections shall be constructed to channel sewage flow and minimize entrance and exit losses as the flow passes through the existing manhole structures affected by lining work. Construction of the transition grout within the channel shall be determined as follows. For situations where:
a. A PVC liner terminates at both upstream and down stream manhole pipe openings, and the liner I.D. is 18” nominal or grea ter, the transition grout within the channel shall have a uniform thickness e qual to the liner thickness throughout the length of the channel.
b. A PVC liner terminates one manhole pipe opening, and the liner I.D. is greater than 18” nominal, the transition grout shal l be equal to the liner thickness at the manhole wall and taper towards the center of the manhole at a ratio of 1:10 (V:H).
c. A liner I.D. is equal to or less than 18” nomina l, the transition grout shall be equal to the liner thickness at the manhole wall and taper towards the center of the manhole at a ratio of 1:10 (V:H).
SECTION 02959 – MACHINE SPIRAL WOUND PVC LINER
CONTRACT NO. 5503 MACHINE SPIRAL WOUND PVC LINER
Transition Grout Construction
Nominal Diameter >
18”
Nominal Diameter <
18”
Liner Terminates at Both Manhole
Openings
Uniform thickness
equal to liner
thickness throughout
channel length.
Equal to liner
thickness at the
manhole wall and
taper towards
channel center at
1:10 (V:H) ratio.
Liner Terminates at One Manhole
Opening
Equal to liner
thickness at the
manhole wall and
taper towards
channel center at
1:10 (V:H) ratio.
Equal to liner
thickness at the
manhole wall and
taper towards
channel center at
1:10 (V:H) ratio.
d. Existing benches and channels shall be built up with grout as needed to match the liner elevations. Smooth transitions sha ll be formed between the existing surfaces and the PVC liner.
2. Surface Preparation
a. Prior to applying new concrete, the existing sur faces shall be adequately cleaned, scraped of loose concrete, and roughened. An approved concrete bonding agent shall be applied prior to th e construction of any new channels, benches and/or transition sections. The bonding agent shall meet ASTM C881 requirements for Type 1, Grade 3, epoxy resin adhesive. The bonding agent shall be Sikadur 31 Hi -Mod Gel or an approved equal.
3. Material Requirements
a. Any new channels, benches, and transition sections shall be formed using a quick setting, high strength Portland cement base d repair mortar. The mortar shall be SikaTop 122 Plus, Sauereisen Substr ate Resurfacer No.
F-121, or an approved equal. The mortar shall have the following minimum properties:
Sika Top 122 Plus
Sauereisen
Substrate Resurfacer
No. F-121
Flexural Strength 2,000 psi 28 days
(ASTM C293)
1,500 psi 7 days
(ASTM C580)
Tensile Strength 750 psi 28 days
(ASTM C496)
822 psi 7 days
(ASTM C307)
Bond Strength 2,200 psi 28 days
(ASTM C882)
2,200 psi 7 days
(ASTM C882)
Compressive Strength 7,000 psi 28 days
(ASTM C109)
7,000 psi 28 days
(ASTM C109)
SECTION 02959 – MACHINE SPIRAL WOUND PVC LINER
CONTRACT NO. 5503 MACHINE SPIRAL WOUND PVC LINER
4. Sealing of Annular Space
a. At all manholes apply Sikadur 31 Hi-Mod Gel or a n approved equal between the PVC liner and the existing pipe. The material shall be applied around the entire circumference of the pipe to fully seal the annular space to prevent infiltration of groundwater and exfiltration of sewage and sewer gases.
5. Liner Termination at Manhole
a. The liner section above the bench shall extend a pproximately two inches into the manhole to mechanically lock the liner in place.
3.6 INSPECTION AND ACCEPTANCE
A. The finished installation shall be inspected by the CONTRACTOR by closed- circuit television camera in the presence of the AG ENCY, unless otherwise directed by the AGENCY.
B. Variations from true line and grade will only b e acceptable if proven by the CONTRACTOR that the variations existed under the o riginal conditions of the existing sewer lines.
C. The PVC liner work will be deemed unacceptable if infiltration of groundwater is detected. All lateral connections and entrances must be accounted for and shall be unobstructed.
3.7 CLEANING
A. Upon acceptance of the PVC liner installation, the CONTRACTOR shall restore the Project area to its original conditions or better.
1. Remove debris resulting from work and unused mat erials from the site and legally dispose.
2. Areas damaged or modified by the work shall be r epaired or restored to a condition equal to or better than the original cond ition. Site restoration is incidental to the work and shall be at the expense of the CONTRACTOR.
3. Care shall be taken to avoid damage to private p roperty (i.e. sprinkler systems, landscaping, etc.). If damage occurs, repairs shall be completed as soon as possible. Any repairs will be at the expense of the CONTRACTOR.
END OF SECTION
SECTION 02960 – TEMPORARY SEWER BYPASS PUMPING
CONTRACT NO. 5503 TEMPORARY SEWER BYPASS PUMPING
PART 1 - GENERAL
1.1 REQUIREMENTS
A. This section describes the requirements for temporary bypass pumping of sewage flows.
When sewage bypass and pumping is required, or the Contractor elects to perform, the Contractor shall submit a Temporary Bypass Plan conforming with the requirements of this Section.
B. Contractor shall provide labor, materials, equipment, and supervision to temporarily provide bypass pumping around the Work. No interruption of sewage flow shall be permitted throughout the duration of the project.
C. Bypass Operation: 24 hours per day during the period of Work. Operation of the bypass system shall be continuously monitored by the Contractor’s personnel.
D. The Contractor shall observe and comply with all Federal, State, and local laws, ordinances, codes, orders, and regulations which in any manner affect the conduct of the work, specifically as they relate to wastewater discharges, spills, or overflows to the environment. The Contractor shall be fully responsible for preventing wastewater discharges, spills or overflows ; containing the wastewater ; and recovery and legal disposal of wastewater. The Contractor shall be responsible for payment of any fines or penalties assessed against the Agency and for claims and liability arising from negligent or willful discharge of wastewater including attorney fees and costs associated with defending any action against the Agency resulting from such discharges, spills or overflows.
E. The Contractor shall not interrupt existing services and/or facility operations which may cause a wastewater discharge, spill or overflow. The Contractor will be charged for all costs associated with the Agency’s efforts if they are dispatched to the discharge, spill or overflow.
F. The Contractor is prohibited from discharging any groundwater, stormwater or hazardous waste encountered during construction project without prior written approval by the San Diego Regional Water Quality Control Board and the Encina Wastewater Authority. Refer to the General Provisions Section 7-8.6.
G. The Contractor is responsible for noise attenuation equipment and odor control measures if determined necessary by the Agency or County based on site conditions and impact to adjacent property owners.
H. The Contractor is responsible for contacting property owners and business that are affected by the construction activities to inform them of the W ork and the estimated schedule. Written notice shall be delivered to each home or business in accordance with the General Provisions . A doorhanger notice to residential properties template is available from Agency.
I. Two (2) working days prior to any work affecting a sewer lateral, a follow-up notice shall be delivered to each home or business. The notice shall instruct occupants to minimize SECTION 02960 – TEMPORARY SEWER BYPASS PUMPING
CONTRACT NO. 5503 TEMPORARY SEWER BYPASS PUMPING
water usage on the day of the work and to fill floor drain traps with water to prevent potential odors.
1.2 SUBMITTALS
A. The Contractor shall submit a Temporary Bypass Pumping Plan (Plan) to the Agency at least fourteen (14) days prior to the implementation of flow diversion/bypass.
1. The Plan shall indicate the sequence of construction and the diversion operations and all other operations the Contractor will establish to maintain wastewater service during the diversion/bypass period.
2. The Plan shall be reviewed and approved by the Agency before flow can be diverted/bypassed. No deviation from the approved diversion/bypass plan will be allowed without prior approval from the Agency.
3. The Plan shall include a n Overflow Emergency Response Plan (OERP) indicating the procedures, personnel, equipment, and activities that will be implemented in the event of a wastewater discharge, spill or overflow to the environment, or diversion system failure. The Contractor shall be responsible for implementation of the OERP in accordance with this Section.
B. Bypass Pumping Plan.
1. Provide for each bypass pumping scenario for the project. Bypass pumping plan shall include at least the following:
a. A plan view drawing to graphically show the location of the bypass pumping equipment and appurtenances.
b. Staging areas for pumps.
c. Sewer plugging method and types of plugs.
d. Size and location of manholes or access points for suction and discharge piping. e. Size of pipeline or conveyance system to be bypassed. f. Number, size, material, location and method of installation and protection of suction and discharge piping.
g. Bypass pump sizes, capacities, and number of each size to be provided on-site including all primary, secondary, and spare pumping units. h. Calculations of static lift, friction losses, and flow velocity for selection of pumps and piping and pump head-capacity curves and operating ranges. i. System pressure for calculation of hydrostatic testing requirements. j. Downstream discharge plan.
k. Method of protecting discharge manholes or structures from erosion and damage.
l. Temporary pipe supports and anchoring requirements.
m. Thrust and restraint block sizes and locations. Provide the details necessary to demonstrate the integrity of all suction and discharge piping. n. Sections showing suction and discharge pipe depth, embedment, select fill and special backfill.
o. When required, sound attenuation features for each pump and any additional equipment that is included in the Bypass Pumping Plan.
p. Access plans to all bypass pumping locations indicated on the drawings. q. Schedule for installation, testing and maintenance of bypass pumping system. r. Emergency plan for adverse weather and flooding.
SECTION 02960 – TEMPORARY SEWER BYPASS PUMPING
CONTRACT NO. 5503 TEMPORARY SEWER BYPASS PUMPING
s. Contractor’s plan for providing continuous monitoring of the bypass pumping operation as well as the monitoring persons’ qualifications. t. Flow-thru plugs: If flow-thru plugs are utilized for bypass, provide detailed design including, but not limited to, the flow-thru pipe size(s), configuration and location, and a capacity analysis to verify plug capacity vs design flow. The flow-thru plug shall be tethered or adequately braced during all diversion activities.
2. Subject to the approval of the Agency, if bypass pumping is not required for a location, the Contractor may elect to plug and vactor sewage flows for the duration of the Work . The Contractor shall submit a plug and vactor plan for each location which shall include at least the following:
a. Sewer plugging method and types of plugs.
b. Size of pipeline or conveyance system to be bypassed. c. Duration of plugging and calculated volume of sewage, including elevation of sewage head.
d. Emergency plan for adverse weather and flooding for various phases of the Work.
e. Contractors plan for providing continuous monitoring of the sewage flows as well as the monitoring persons’ qualifications.
3. Emergency Contact List: Provide three emergency contacts who are able to respond and be on site within two hours of contact. Provide name, cell phone, and email addresses. List shall be posted in a conspicuous location at the bypass pump location.
C. Overflow Emergency Response Plan (OERP)
1. The OERP shall be developed to respond to any construction related wastewater discharge, spill or overflow to the environment. The Contractor’s OERP shall not rely on Agency personnel for emergency response, but they may be dispatched, at the Agency’s discretion and/or availability , to assist the Contractor . If the Agency’s personnel respond, the Contractor shall be responsible for all associated costs.
2. The Contractor is prohibited from unauthorized discharge of any wastewater, groundwater, storm water, or hazardous waste encountered during the construction project.
3. The Contractor shall immediately contact the Agency upon discovery or knowledge of an unauthorized discharge and proceed to control, contain or capture such discharge to the maximum extent possible. The Contractor shall cooperate with the Agency for the Agency’s reporting requirements for the unauthorized discharge.
4. The OERP shall include at a minimum:
a. Identification of environmentally sensitive areas that could be affected by a wastewater discharge, spill or overflow, including but not limited to, waterways, channels, catch basins and entrances to existing underground storm drains. b. An emergency notification procedure the complies with the state and federal requirements including but not limited to, California Health and Safety Code Section 5411.5. The Contractor shall designate primary and secondary representatives, their respective home and mobile phone numbers. Agency contacts for City Contractors shall also be listed.
c. Identification of personnel and equipment/tools that will be utilized in the event of a wastewater discharge, spill or overflow to the environment. Include an SECTION 02960 – TEMPORARY SEWER BYPASS PUMPING
CONTRACT NO. 5503 TEMPORARY SEWER BYPASS PUMPING
emergency team with arrangements for backup personnel and equipment. The emergency response team shall be able to dispatch to the site 24 hours a day, 7 days a week including weekends and holidays to respond immediately to any wastewater discharge, spill or overflow to the environment related to the Project work.
d. Identification of downstream public water systems.
e. Identification of owners of storm water inlets in the immediate vicinity. f. Step-by-step procedures to contain, control, and minimize wastewater discharges, spills or overflows to the environment.
5. At the pre-construction meeting, the Contractor will be provided with a list of Agency representatives to contact in case of a wastewater discharge, spill, or overflow to the environment. These contacts shall be added to the OERP.
6. The Contractor cannot begin work until the Agency has approved the OERP in writing. An approved copy of the OERP shall be available on the job site at all times.
7. It is the Contractor’s responsibility to assure that all employees, including subcontractors, know and obey all emergency procedures included in the OERP.
PART 2 - PRODUCTS (NOT USED)
PART 3 - EXECUTION
3.1 GENERAL
A. The Contractor shall notify the Engineer 48 hours prior to bypassing or diverting flow in any of the pipelines or laterals. Notification shall include location of bypass, when bypass will be activated, and length of time bypass will be in place.
B. Contractor shall maintain sufficient equipment and materials on site to ensure continuous and successful operation of the bypass systems. The Contractor shall maintain spare valves, pumps, tees, elbows, connections, tools, sewer plugs, piping, fuel and/or back - up generator, and other parts or system hardware to ensure immediate repair or modification of any part of the system as necessary.
C. Bypass piping cannot be placed within private property without the written approval of the Agency.
3.2 BYPASS PUMPING EQUIPMENT
A. All equipment, including but not limited to vactors and pumps shall be fully installed, operational, and ready for immediate use.
B. Noise Restrictions
1. Pumps and generators shall keep the noise level below 70 dBA at 30 feet.
2. Equipment used in residential areas or night time operation shall have sound attenuation enclosures.
C. Pumps and Capacity
SECTION 02960 – TEMPORARY SEWER BYPASS PUMPING
CONTRACT NO. 5503 TEMPORARY SEWER BYPASS PUMPING
1. A Minimum of two pumps shall be provided, each capable of transporting 100 percent of the peak flow. Additional pumps (more than two) are acceptable.
2. Pumps and bypass lines shall be of adequate capacity and size to handle all sewer flow. The bypass pumping equipment shall be sized to handle 100% of the required flows:
Peak wet weather flow: 150 gpm
3. Bypass lines, fittings and all accessories shall withstand twice the maximum pressure required for bypassing and shall be in good working condition.
4. The Contractor is responsible for verifying the actual peak flow rate and designing the flow diversion/bypass pumping system.
5. Spare pumps and generators, with a total capacity equal to 100% of the peak flows, must also be supplied to provide 100% redundancy. Redundant pumps shall be plumbed, fueled, and available for operation within 10 minutes upon emergency backup.
6. Pumps shall be packaged units with a skid base or 2-wheel trailer.
7. Pumps shall be fully a utomatic, self-priming, close-coupled centrifugal units that do not require use of foot valves or vacuum pumps for priming.
8. Pumps shall utilize oil-lubricated mechanical seals.
9. Pumps shall be capable of passing 4-inch diameter solids, rags, rocks, hair, and other debris encountered in standard municipal sewer systems.
D. The Contractor shall perform the necessary maintenance and repairs on the flow bypass system, and exercise and ensure the operation of the backup pumps . The Contractor shall operate backup pumps for a minimum of 25% of the total bypass time on a daily basis
E. The Contractor shall provide one dedicated fuel tank for each pump/generator if fuel/generator driven pumps are used. Each fuel tank shall have a fuel level indicator.
The Contractor shall continuously monitor the fuel level in the tanks and ensure that the fuel level does not drop below a level equivalent of two hours of continuous flow diversion system operation. The Contractor shall protect the fuel supply from contamination. This could include but is not limited to fuel line water traps, fuel line filters, and protecting fuel stores from precipitation. The Contractor shall also monitor all hoses and repair leaks immediately.
F. The bypass pumping system shall be manned at all times, including any bypass pumping performed after normal work hours, weekends and holidays.
G. Bypass Piping
1. Contractor shall use HDPE piping for the temporary bypass system. Aluminum piping may be installed pending approval from the engineer.
2. All piping shall have no leakage and shall include spill containment vessels or “spill guards”.
3. HDPE piping shall be as follows:
SECTION 02960 – TEMPORARY SEWER BYPASS PUMPING
CONTRACT NO. 5503 TEMPORARY SEWER BYPASS PUMPING
a. In accordance with ASTM D3350
b. Minimum SDR of 32.5
c. Joint shall be butt-fusion welded.
4. Aluminum piping shall be as follows:
a. In accordance with ASTM B241 or as approved by Engineer b. Fittings: Standard pipe fittings made of aluminum alloy suitable for 30 percent above maximum shutoff pressure.
c. Joints shall be EDPM
5. Pipe Plugs
a. Pipe diameters 24 inches and smaller shall use mechanical plugs with EPDM gaskets.
3.3 PROTECTION
A. Contractor shall mark and protect suction and discharge pipes.
B. The Contractor shall inspect the entire bypass pumping and piping system for leaks or spills on a continuous basis.
C. No bypassing to the ground surface, receiving waters, storm drains, or bypassing which results in soil or groundwater contamination or any potential health hazards shall be permitted.
D. In the event of any sewage spill the Contractor shall follow the approved OERP and the steps outlined in Paragraph 3.4.
3.4 WASTERWATER DISCHARGE EVENT
A. In event of wastewater discharge, spill, or overflow to the environment, the Contractor shall:
1. Immediately implement the OERP without direction from the Agency , to control and contain the discharge, spill, or overflow.
2. Contact Agency personnel immediately. Information to provide shall include at minimum, the following:
a. Location of discharge, spill, or overflow
b. Start time of discharge, spill, or overflow
c. Duration if already terminated, or expected duration if in progress d. Estimated wastewater volume spilled
e. Cause (if known)
f. Control measures implemented
g. Type of remedial and/or clean up measures taken
h. Description of affected or potentially affected sensitive areas such as waterways, channels, catch basins and entrances to existing underground storm drains
3. Based on the above information, the Agency will determine if the discharge, spill or overflow is contained, and whether Agency personnel should be dispatched to the site. If dispatched, the Contractor shall be responsible for all costs incurred by the Agency as associated with the discharge, spill, or overflow.
SECTION 02960 – TEMPORARY SEWER BYPASS PUMPING
CONTRACT NO. 5503 TEMPORARY SEWER BYPASS PUMPING
4. Contact owner of stormwater inlets if discharge, spill or overflow enters stormwater system.
5. Report the spill to the applicable jurisdictional agency following the procedures in the OERP.
B. The Contractor shall, within 24 hours of the wastewater discharge, spill or overflow, submit to the Agency a written Wastewater Discharge Incident Report.
C. The Agency will evaluate the need for procedural changes to avoid further discharges, spills or overflows and the Contractor shall implement such changes immediately at no additional cost to the Agency . The Agency may institute further corrective actions, as deemed necessary.
D. The Contractor shall not damage existing public and private improvements, interrupt existing services and/or facility operations which may cause a wastewater discharge, spill or overflow to the environment. Any utility and/or improvement which is damaged by the Contractor shall immediately be repaired at the expense of the Contractor.
E. Once the discharge, spill or overflow has been contained and the situation causing the event has been stabilized, the Contractor shall restore the affected areas to original condition.
3.5 FIELD QUALITY CONTROL
A. Hydrostatic Pressure Test:
1. Notify the Engineer 24 hours prior to testing. The test shall be observed by an Agency Representative.
2. Attach bulkheads, isolation valves and pressure gauges to the piping to be tested.
3. Fill the discharge piping with potable water and seal the piping on both ends. The Contractor shall be responsible for securing potable water supply.
4. Test the discharge piping with maximum pressure equal to 2.0 times the maximum operating pressure or 50 psi, whichever is greater for a period of 30 minutes.
5. If no leaks are observed after the test period, the line may be placed in service.
B. Inspection:
1. Operator shall inspect temporary bypass pumping and piping system at a minimum of every hour.
2. Operator shall continuously monitor the flow levels downstream and upstream of the flow diversion to detect any possible failure that may cause a wastewater discharge.
3. Keep written inspection log at each pumping location. Provide weekly copies to the Agency in a manner acceptable to the Agency.
C. Maintenance:
1. The Contractor shall inspect and maintain the bypass system daily, including the backup system.
SECTION 02960 – TEMPORARY SEWER BYPASS PUMPING
CONTRACT NO. 5503 TEMPORARY SEWER BYPASS PUMPING
2. The Contractor shall submit maintenance procedures and frequency to the Agency prior to any flow bypass.
3. The Contractor shall maintain a log of system operation and inspection, maintenance and repair records, and provide copies to the Agency upon request in a manner acceptable to the Agency.
3.6 CLEAN-UP
A. The bypass pumping system shall be flushed with potable water and drained prior to being dismantled and moved to the next location. Drain residual wastewater from the piping system into the Agency sewer main prior to disassembly, taking care to avoid wastewater spills.
B. Upon completion of bypass pumping operation, clean disturbed areas, restoring to original condition, including pavement restoration, at least equal to that which existing prior to start of Work.
3.7 SCHEDULING
A. The bypassing system shall not be shut down between shifts, on holidays or weekends, or during work stoppages.
B. The bypass system shall have a trained and qualified attendant on site 24 hours per day, 7 days per week to maintain the bypass pumping system from the start of bypass until the bypassing of the specific pipeline is no longer required.
END OF SECTION
Appendix A
SWPPP Template
Appendix B
Utility Shutdown/Connection Request
Form E-28
E-28 Page 1 of 2 REV 04/19
Public Works
Construction Management & Inspection
1635 Faraday Ave
760-602-2780
www.carlsbadca.gov
UTILITY SHUTDOWN/
CONNECTION REQUEST
E-28
DATE OF CONNECTION LOCATION OF WORK
CONTRACTORS NAME TEL NO.
NAME OF REP. AT SITE TITLE
SIGNATURE DATE
TYPE OF CONNECTION
SEWER WATER RECYCLED WET TAP SHUT DOWN
LENGTH OF SHUT DOWN FROM TO TOTAL HOURS
SERVICES EFFECTED
MATERIAL/EQUIPMENT TO BE USED
PLEASE READ BELOW
1. Request must include a DETAILED SKETCH showing proposed construction. (See other side for details.)
2. Submission of this request shall be a minimum of two weeks prior to desired shutdown/connection date.
3. If the weather or a situation develops where the time of shut down is not feasible, a new shutdown time shall be resubmitted to the district for approval.
4. Temporary water supply shall be only from an approved and accepted CMWD line.
5. No CMWD valves shall be operate d except under direction of CMWD representative.
6. There shall be NO SHUTDOWNS MONDAYS, FRIDAYS, WEEKENDS OR HOLIDAYS.
7. The contractor shall have his representative, listed above, o n the site of construction during the entire duration of the shutdown and will have authority to act in the company’s behalf.
CONSTRUCTION MANAGEMENT AND INSPECTION
1635 FARADAY AVE
CARLSBAD, CALIFORNIA 92008
TEL. NO. (760) 602-2780
CITY INSPECTOR DATE:
DISTRICT APPROVAL SIGNATURE
DATE:
PUBLIC WORKS MANAGER, UTILITY OPERATIONS
E-28 Page 2 of 2 REV 04/19
CONTRACTOR INSTRUCTIONS – PLEASE READ BEFORE SUBMITTING
1. Request shall not be approved unless a DETAILED SKETCH IS ATTACHED showing proposed construction. (See example below.)
2. Utility shutdown/connection request shall be submitted to Con struction Management & Inspections two weeks before anticipated connection date.
3. Scheduling: Prior to start of work, there shall be a MINIMUM OF TWO WEEKS NOTICE GIVEN TO DISTRICT.
4. Connection shall not be permitted unless BACTERIOLOGICAL TEST RESULTS are attached (required for all potable use lines).
5. If the weather or a situation develops where the time of shut down is not feasible, a new shutdown time shall be resubmitted to the District for approval.
6. Temporary water supply shall be only from an approved and accepted CMWD line.
7. NO CMWD VALVES shall be operated except under the direction of CMWD Representative.
8. There shall be NO SHUTDOWNS MONDAYS, FRIDAYS, WEEKENDS OR HOLIDAYS.
9. The contractor shall have his representative (listed on the f ront) on the site of construction during the entire duration of the shutdown and will have authority to act in the company’s behalf.
10. If the contractor has preferred connection date, please provide with submittal.
11. The City reserves the right to change the schedule.
Appendix C
Geotechnical Investigation Report
Geotechnical Evaluation
Carlsbad Boulevard Water and Sewer
Improvements at Terramar
Cannon Road and Carlsbad Boulevard
Carlsbad, California
Carollo
5355 Mira Sorrento
Place, Suite 270 | San Diego, California 92121
August 5, 2022 | Project No. 109409001
Geotechnical | Environmental | Construction Inspection & Testing | Forensic Engineering & Expert Witness Geotechnical
| Environmental | Construction Inspection & Testing | Forensic Engineering & Expert Witness Geophysics | Engineering Geology | Laboratory Testing | Industrial Hygiene | Occupational Safety | Air Quality | GIS | Laboratory
Testing | Industrial Hygiene | Occupational Safety | Air Quality | GIS
Ninyo & Moore | Cannon Road and Carlsbad Boulevard, Carlsbad, California | 109409001 | August 5, 2022 i
CONTENTS
1 INTRODUCTION 1
2 SCOPE OF SERVICES 1
3 SITE AND PROJECT DESCRIPTION 1
4 SUBSURFACE EVALUATION AND LABOR ATORY TESTING 2
5 GEOLOGIC AND SUBSURFACE CONDITIO NS 3
5.1 Site Geology 3
5.1.1 Encountered Pavements 3
5.1.2 Fill 3
5.1.3 Old Paralic Deposits 4
5.2 Groundwater 4
5.3 Faulting and Seismicity 4
5.3.1 Surface Ground Rupture 4
5.3.2 Strong Ground Motion 5
5.3.3 Liquefaction and Seismically Induced Settlement 5
5.3.4 Tsunamis 5
6 CONCLUSIONS 5
7 RECOMMENDATIONS 6
7.1 Earthwork 6
7.1.1 Site Preparation 6
7.1.2 Excavation Characteristics 6
7.1.3 Temporary Excavations and Shoring 7
7.1.4 Construction Dewatering 8
7.1.5 Excavation Bottom Stability 9
7.1.6 Pipe Bedding and Modulus of Soil Reaction ( E’) 9
7.1.7 Pipe Zone Backfill 9
7.1.8 Trench Zone Backfill 10
7.1.9 Materials for Fill 10
7.1.10 Compacted Fill 10
7.1.11 Trenchless Construction 11
7.1.12 Lateral Pressures for Thrust Blocks and Jacking 12 Ninyo & Moore | Cannon Road and Carlsbad Boulevard, Carlsbad, California | 109409001 | August 5, 2022 ii
7.2 Preliminary Flexible Pavement Design 12
7.3 Soil Corrosivity 13
7.4 Concrete Placement 13
7.5 Pre- Construction Conference 13
7.6 Plan Review and Construction Observation 13
8 LIMITATIONS 15
9 REFERENCES 16
TABLES
1 – Encountered Pavement Section Thicknesses 3
2 – Recommended Preliminary Flexible Pavement Sections 12
FIGURES
1 – Site Location
2 – Boring Locations
3 – Geology
4 – Lateral Earth Pressures for Braced Excavation
5 – Thrust Block Lateral Earth Pressure Diagram
APPENDICES
A – Boring Logs
B – Previous Boring Logs (SCST, 2018)
C – Geotechnical Laboratory Testing
Ninyo & Moore | Cannon Road and Carlsbad Boulevard, Carlsbad, California | 109409001 | August 5, 2022 1 1 INTRODUCTION
In accordance with your authorization, we ha ve performed a geotechnical evaluation for the Carlsbad Boulevard Water and Sewer Improvements at Terramar project located along Cannon Road and Carlsbad Boulevard in Carlsbad, California (Figure 1). The objectives of this study were to assess the soil conditions at the site, evaluate the engineering properties of the soils encountered, and provide recommendations relative to the geotechnical aspects of the proposed project. This report presents the results of our field explorations and laboratory testing, as well as our conclusions regarding the geotechnical conditions at the site and our recommendations for the design and construction of this project. 2 SCOPE OF SERVICES
The scope of services for this evaluation included the following:
• Reviewing background information, including geologic and fault maps, topographic maps, groundwater data, and available published and in-house geotechnical literature pertaining to the project area.
• Performing a site reconnaissance to observe the existing site conditions and to m ark our boring locations for utility clearance by Underground Service Alert (USA). • Obtaining a Right-of-Way (ROW) Permit from the City of Carlsbad. • Performing a subsurface exploration consisting of the drilling, sampling, and logging of three small-diameter borings (B -1 through B -3) using a truck -mounted drill rig to depths up to approximately 20 feet. Bulk and in-place samples were obtained at selected intervals from the borings. The soil samples were transported to our in- house geotechnical laboratory for testing.
• Performing geotechnical laboratory testing on representative samples to evaluate their pertinent soil characteristics.
• Compiling and performing an engineering analysis of the information obtained from our background review, subsurface exploration, and laboratory testing. • Preparing this report presenting our findings, conclusions, and recommendations regarding the geotechnical aspects of the design and construction of the project. 3 SITE AND PROJECT DESCRIPTION
The proposed pipeline alignments ar e located on Cannon Road and Carlsbad Boulevard in Carlsbad, California (Figures 1 and 2 ). The segment along Cannon Road extends from the intersection with Avenida Encinas west to the intersection with Carlsbad Boulevard. The segment along Carlsbad Boulevard extends from the intersection with Cannon Road south to the intersection with Manzano Drive. The existing roadways consist of asphalt concrete (AC) Ninyo & Moore | Cannon Road and Carlsbad Boulevard, Carlsbad, California | 109409001 | August 5, 2022 2 pavement surfaces that pass through an existing residential neighborhood. Surface topography in the project area range from approximately 60 feet above mean sea level (MSL) to approximately 40 feet above MSL . The global site coordinates within the central portion of the project alignments is approximately 33.130122°N Latitude and 117.333636°W Longitude This pro ject will include the replacement of 6,300 lineal feet of water pipeline Carlsbad Boulevard and Cannon Road along with the renovation or replacement 3,000 lineal feet of sewer line. The pipelines are anticipated to be installed using open trench and trenchless techniques. Portions of the sewer pipeline are anticipated to be installed using cured in place pipe (CIPP) lining techniques.
4 SUBSURFACE EVALUATIO N AND LABORATORY TESTING
Our subsurface exploration was performed on June 23, 20 22 and consisted of t he drilling, logging, and sampling of three small-diameter borings (B -1 through B -3). Prior to commencing the subsurface exploration, USA was notified to markout the existing utilities.
The purpose of the borings was to evaluate subsurface conditions and t o collect samples for geotechnical laboratory testing.
The borings were drilled to depths up to approximately 20 feet using a truck -mounted drill rig equipped with 6-inch diameter hollow -stem augers. The borings were logged and sampled by Ninyo & Moore pe rsonnel. Representative bulk and relatively undisturbed soil samples were obtained at selected depths within the borings and were then transported to our in-house geotechnical laboratory for analysis. The boring logs are presented in Appendix A.
The boring locations are presented on Figure 2. As part of this evaluation we have reviewed the geotechnical investigation report for the Carlsbad Municipal Water District's (CMWD) Recycled Water Pipeline Expansion Segments 2, 5, and 7 project (SCST, 2018). Informat ion from this evaluation has been incorporated where appropriate. Borings logs from the previous evaluation are presented in Appendix B.
Geotechnical laboratory testing was performed on representative soil samples collected from our subsurface exploration. Testing included an evaluation of in- situ dry density and moisture content, sieve (gradation) analysis , shear strength, soil corrosivity , and R -value.
The results of the in -situ dry density and moisture content tests are presented at the corresponding dep ths on the boring logs presented in Appendix A. The results of the other laboratory tests and a description of the test methods used are presented in Appendix C.
Ninyo & Moore | Cannon Road and Carlsbad Boulevard, Carlsbad, California | 109409001 | August 5, 2022 3 5 GEOLOGIC AND SUBSURFACE CONDITIONS
Our findings regarding regional and site geology at the project location are provided in the following sections.
5.1 Site Geology
The project site is mapped as being underlain by old paralic deposits (Kennedy and Tan, 2007; Figure 3). Geologic units encountered during our subsurface exploration included fill and old paralic deposits. Generalized descriptions of the encountered pavement sections and earth units encountered during our field reconnaissance and subsurface exploration are provided in the subsequent sections. Additional descriptions of the subsurface units are provided on the logs of the borings in Appendix A.
5.1.1 Encountered Pavements
Pavement sections consisting of AC underlain by either aggregate base materials (boring B-1) or subgrade soils (borings B-2 and B-3) were encountered during our subsurface exploration.
The aggregate base materials encountered underlying the AC in boring B-1 generally consisted of brown, moist, medium dense, silty gravel. Aggregate base was not encountered in borings B-2 and B-3. Table 1 summarizes the pavement sections encountered in our borings.
Table 1 – Encountered Pavement Section Thicknesses
Boring
Encountered
AC Thickness
(inches)
Encountered
Aggregate Base Thickness
(inches)
B-1 6 6
B-2 6 --
B-3 6 --
Note:
AC = asphalt concrete
-- = not encountered
5.1.2 Fill
Fill material was encountered underlying the aggregate base materials in boring B -1 and underlying the AC pavement in borings B-2 and B-3. The fill soils extended to depths of up to approximately 3 feet. As encountered, the fill material consisted of reddish brown, moist, medium dense, silty sand. The previous evaluation (SCST, 2018) encountered fill materials extending to depths up to 10 feet below the ground surface which generally consisted of moist, medium dense, silty to clayey sand, poorly gra ded sand, and poorly graded sand with silt.
Scattered amounts of gravel were encountered in the fill soils during the previous evaluation (SCST, 2018). Documentation regarding fill placement was not available for our review.
Ninyo & Moore | Cannon Road and Carlsbad Boulevard, Carlsbad, California | 109409001 | August 5, 2022 4
5.1.3 Old Paralic Deposits
Old paralic deposits were encountered in our exploratory borings underlying the fill soils in each of our borings and extended to the depth explored of approximately 20 feet . As encountered, the old paralic deposits consisted of various shades of brown and gray, moist, medium dense, silty sand, and poorly graded sand. The previous evaluation encountered old paralic deposits extending to the depths explored of approximately 30½ feet below the ground surface. The old paralic deposits generally consisted of moist to wet, very loose to very dense, weakly to strongly cemented, silty to clayey sand, and hard, well indurated sandy silt and sandy clay (SCST, 2018).
5.2 Groundwater
Groundwater was not encountered during this subsurface evaluation. However, groundwater was encountered at a depth of approximately 21 feet in boring B- 35 in the vicinity of the northern end of the proposed alignment (SCST, Inc., 2018) . Groundwater levels can fluctuate due to seasonal variations, groundwater withdrawal or injection, and other factors. Additionally, perched water conditions may be present at the site due to the geologic contact with the old paralic deposits , and the presence of trench backfill and bedding materials for underground utilities, as these materials tend to act as a conduit for perched water conditions.
5.3 Faulting and Seismicity
Based on our review of the referenced geologic maps and stereoscopic aerial photographs, as well as on our site -specific fault hazard evaluation, the proposed improvements are not underlain by known active or potentially active faults (i.e., faults that exhibit evidence of ground displacement in the last 11,000 years and 2,000,000 years, respectively). The site is not located within a State of California Earthquake Fault Zone (EFZ) (formerly known as an A lquist-Priolo Special Studies Zone) (Hart and Bryant, 2007). Like the majority of Southern California, the site is located in a seismically active area and the potential for strong ground motion is considered significant during the design life of the proposed pipelines. The nearest known active fault is the Rose Canyon fault, located approximately 4.0 miles west of the site (USGS, 2022).
5.3.1 Surface Ground Rupture
Based on our review of the referenced literature and our site reconnaissance, active faults are not known to cross the project vicinity. Therefore, the potential for ground surface rupture due to faulting at the site is considered low. However, lurching or cracking of the ground surface as a result of nearby seismic events is possible.
Ninyo & Moore | Cannon Road and Carlsbad Boulevard, Carlsbad, California | 109409001 | August 5, 2022 5
5.3.2 Strong Ground Motion
The 2019 California Building Code (CBC) specifies that the potential for liquefaction and soil strength loss be evaluated, where applicable, for the Maximum Considered Earthquake Geometric Mean (MCE
G) peak ground acceleration with adjustment for site c lass effects in accordance with the American Society of Civil Engineers (ASCE) 7- 16 Standard. The MCEG peak ground acceleration is based on the geometric mean peak ground acceleration with a 2 percent probability of exceedance in 50 years. The MCEG peak ground acceleration with adjustment for site class effects (PGAM) was calculated as 0.55g using a web-based seismic design tool (ASCE, 2022) that yielded a mapped MCEG peak ground acceleration of 0.49g for the site and a site coefficient (FPGA) of 1.1 for the default Site Class D.
5.3.3 Liquefaction and Seismically Induced Settlement
Liquefaction of cohesionless soils can be caused by strong vibratory motion due to earthquakes. Research and historical data indicate that loose granular soils and non-plastic silts that are saturated by a relatively shallow groundwater table are susceptible to liquefaction.
Based on the absence of shallow groundwater along with the relatively dense and cemented nature of the underlying old paralic deposits, it is our opinion that liquefaction and seismically induced settlement at the site are not anticipated to be design considerations.
5.3.4 Tsunamis
Tsunamis are long wavelength seismic sea waves (long compared to the ocean depth) generated by sudden movements of the ocean bottom during s ubmarine earthquakes, landslides, or volcanic activity. Based on the Tsunami Inundation Map for the Oceanside Quadrangle/San Luis Rey Quadrangle (California Emergency Management Agency, 2009) the site is outside of mapped tsunami inundation areas. Based on the inland location of the site, the potential for a tsunami to affect the site is not a design consideration. 6 CONCLUSIONS
Based on our review of the referenced background data, subsurface exploration, and laboratory testing, it is our opinion that constr uction of the proposed project is feasible from a geotechnical standpoint provided the recommendations presented in this report are incorporated into the design and construction of the project. In general, the following conclusions were made:
• The areas of the proposed alignments are underlain by fill and old paralic deposits. • The existing fill and old paralic deposits encountered onsite should be generally excavatable with heavy-duty earth moving equipment in good working condition. Due to the cohesionless Ninyo & Moore | Cannon Road and Carlsbad Boulevard, Carlsbad, California | 109409001 | August 5, 2022 6 nature of the old paralic deposits, the contractor should anticipate encountering caving and/or sloughing conditions when trenching in these materials. • Soils derived from onsite excavations are generally considered suitable for reuse as trench zone backfill provided they are processed to meet the recommendations of this report. • Groundwater was not encountered duri ng this geotechnical evaluation. However, groundwater was encountered at a depth of approximately 21 feet during previous evaluations (SCST, 2018) in the vicinity of the project and should be anticipated. • Based on the results of our limited geotechnical laboratory testing presented in Appendix C, as compared to the California amended (Caltrans, 2019) AASHTO (2017) corrosion criteria, the onsite soils would be considered non-corrosive . However, due to the site's proximity to the Pacific Ocean, the site should be considered corrosive. 7 RECOMMENDATIONS
Based on our understanding of the project, the following recommendations are provided for the design and construction of the project. The proposed site improvements should be constructed in accordance with the requirements of the applicable governing agencies.
7.1 Earthwork
In general, earthwork should be performed in accordance with the recommendations pres ented in this report. Ninyo & Moore should be contacted for questions regarding the recommendations or guidelines presented herein.
7.1.1 Site Preparation
Prior to performing site excavations, the project alignment should be cleared of vegetation, surface obstr uctions, rubble and debris, abandoned utilities and foundations, and other deleterious materials. Existing utilities within the project limits, if any, should be re- routed or protected from damage by construction activities. Obstructions that extend below finish grade, if any, should be removed and the resulting holes filled with compacted soils.
Materials generated from the clearing operations should be removed from the project site and disposed of at a legal dumpsite.
7.1.2 Excavation Characteristics
Based on our subsurface exploration of the site, we anticipate that excavations within materials underlying the alignment should be generally excavatable with heavy -duty earth moving equipment in good working condition. Due to the presence of cohesionless sands, and potential for shallow groundwater, the following ground conditions should be anticipated:
Ninyo & Moore | Cannon Road and Carlsbad Boulevard, Carlsbad, California | 109409001 | August 5, 2022 7 Caving soils;
Flowing sands; and
Sloughing of excavations;
Recommendations for shoring and dewatering are presented in the following sections.
7.1.3 Temporary Excavations and Shoring
For temporary excavations, we recommend that the following Occupational Safety and Health Administration (OSHA) soil classifications be used:
Fill and Old Paralic Deposits Type C
Upon making the excavations, the soil classifications and excavati on performance should be evaluated in the field by the geotechnical consultant in accordance with the OSHA regulations. Temporary excavations should be constructed in accordance with OSHA recommendations. For trenches or other excavations, OSHA requirement s regarding personnel safety should be met using appropriate shoring (including trench boxes) or by laying back the slopes to no steeper than 1.5:1 (horizontal to vertical) in fill and old paralic deposits. Temporary excavations that encounter seepage may be shored or stabilized by placing sandbags or gravel along the base of the seepage zone. Excavations encountering seepage should be evaluated on a case -by-case basis. Onsite safety of personnel is the responsibility of the contractor.
We understand a shoring system may be incorporated to support the excavation sidewalls and protect existing utilities during construction. Shoring design parameters are presented below. Particular caution should be used near existing underground utilities. Existing utilities that are located within a zone based on a 1:1 plane projected up from the bottom outside edge of the new trench should be considered at risk . The type of shoring and sequence of shoring installation should be designed to protect utilities and surface improvements.
Lateral earth pressures exerted on restrained shoring systems are indicated on Figure 4 .
The recommended design earth pressures are based on the assumptions that : (a) the shoring system is constructed without raising the ground surface elevation b ehind the shoring, (b) there are no surcharge loads, such as soil stockpiles, construction materials, or vehicular traffic, and (c) no loads act above a 1:1 plane extending up and back from the base of the shoring system. For shoring subjected to the above-mentioned surcharge loads, the contractor should include the effect of these loads on lateral earth pressures acting on the shoring wall.
Ninyo & Moore | Cannon Road and Carlsbad Boulevard, Carlsbad, California | 109409001 | August 5, 2022 8 Settlement of the ground surface may occur behind the shoring wall system during excavation. The amount of settlement depends on the type of shoring system, the quality of contractor’s workmanship, and soil conditions. Settlement may cause distress to adjacent structures, if present. To reduce the potential for distress to adjacent structures, we recommend that the sho ring system be designed to limit the ground settlement behind the shoring to ½ inch or less. Possible causes of settlement that should be addressed include vibration during installation of the sheet piling, excavation for construction, construction vibrations, dewatering, and removal of the support system. We recommend that the potential settlement distress be evaluated carefully by the contractor prior to construction.
The contractor should retain a qualified and experienced engineer to design the shoring system. The shoring parameters presented in this report are for preliminary design purposes and the contractor should evaluate the adequacy of these parameters and make appropriate modifications for their design. We recommend that the contractor take appropriate measures to protect workers. OSHA requirements pertaining to worker safety should be observed. We further recommend that the construction methods provided herein be carefully evaluated by a qualified specialty contractor prior to commencement of the construction.
7.1.4 Construction Dewatering
Groundwater was not encountered during our subsurface exploration. However, groundwater was encountered in previous borings in the vicinity of the north end of the alignment at a depth of approximately 21 feet. Additionally, existing utility trench lines may act as conduits for perched water conditions. The contractor should anticipate implementing dewatering measures to address potential groundwater and seepage. There may be potential for collected onsite water result ing from the seepage to be reused on site during construction for soil compaction, dust control, and other suc h uses. In the event that groundwater, perched water, and/or seepage conditions are encountered that result in the disposal of groundwater offsite , the d isposal of groundwater should be performed in accordance with guidelines of the Regional Water Quality Control Board (RWQCB).
Furthermore, such dewatering operations should be prepared by the contractor’s engineer and reviewed by the design engineer and consider anticipated drawdown, piping of soils, volume of pumping, potential for settlement, and groundwater discharge.
Ninyo & Moore | Cannon Road and Carlsbad Boulevard, Carlsbad, California | 109409001 | August 5, 2022 9
7.1.5 Excavation Bottom Stability
Excavation bottoms above the groundwater table are generally anticipated to be stable.
However, the bottoms of excavations that extend into or near groundwater may encounter unstable bottom conditions. In general, unstable bottom conditions may be mitigated by overexcavating the excavation bottom an additional 1 to 2 feet, as evaluated in the field by the project geotechnical consultant, and replacing with a layer of compacted ¾- to 1½-inch crushed gravel encased in a non- woven geotextile (e.g., Mirafi® 140N geotextile or an approved equivalent). Recommendations for stabilizing excavation bottoms should be based on evaluation in the field by the geotechnical consultant at the time of construction.
7.1.6 Pipe Bedding and Modulus of Soil Reaction (E’)
We recommend that pipes be supported on 6 inches or more of granular bedding material.
Granular pipe bedding should be provided to distribute vertical loads around the pipe. Bedding material and compaction requirements should be in accordance with this report. Pipe bedding typically consists of graded aggregate with a coefficient of uniformity of three or more.
The modulus of soil reaction (E') is used to characterize the stiffness of soil backfill placed at the sides of buried flexible pipes for the purpose of evaluating deflection caused by the weight of the backfill over the pipe (Hartley and Duncan, 1987). A soil rea ction modulus of 1,400 pounds per square inch (psi) may be used for an excavation depth of up to about 5 feet when backfilled with granular soil compacted to a relative compaction of 90 percent as evaluated by the ASTM International (ASTM) D 1557. A soil reaction modulus of 2,000 psi may be used for trenches deeper than 5 feet.
7.1.7 Pipe Zone Backfill
The pipe zone backfill should be placed on top of the pipe bedding material and extend to 1 foot or more above the top of the pipe in accordance with the recent edition of the City of Carlsbad Engineering Standards, Volume 3. Pipe zone backfill should have a Sand Equivalent (SE) of 30 or greater, and be placed around the sides and top of the pipe. Special care should be taken not to allow voids beneath and around the pipe. Compaction of the pipe zone backfill should proceed up both sides of the pipe.
It has been our experience that the voids within a crushed rock material are sufficiently large to allow fines to migrate into the voids, thereby creating the potential for sinkholes and depressions to develop at the ground surface. If open graded gravel is utilized as pipe zone backfill, this material should be separated from the adjacent trench sidewalls and overlying trench backfill with a geosynthetic filter fabric, particularly if groundwater is expected.
Ninyo & Moore | Cannon Road and Carlsbad Boulevard, Carlsbad, California | 109409001 | August 5, 2022 10
7.1.8 Trench Zone Backfill
Based on our subsurface evaluation, granular onsite materials should be generally suitable for reuse as trench zone backfill provided they do not contain rocks or lumps over 3 inches, and not more than 30 percent larger than ¾ inch. Larger chunks, if generated during excavation, may be broken into acceptably sized pieces or disposed of offsite. Trench zone backfill should be moisture-conditioned to generally at or slightly above the laboratory optimum. Trench zone backfill should be compacted to a relative compaction of 90 percent as evaluated by ASTM D 1557, except for the upper 12 inches of the backfill beneath vehicular pavements that should be compacted to a relative compaction of 95 percent as evaluated by ASTM D 1557. Lift thickness for backfill will depend on the type of compaction equipment utilized, but fill should generally be placed in lifts not exceeding 8 inches in loose thickness. Special care should be exercised to avoid damaging the pipe during compaction of the backfill.
7.1.9 Materials for Fill
In general, the existing onsite materials are considered suitable for reuse as fill, provided that the oversize materials (i.e., materials with dimensions in excess of those outlined herein) are removed from the soil mass prior to reuse. Fill material should be free of trash, debris or other deleterious materials. Material for use as fill should not contain rocks or lumps greater than approximately 4 inches in size.
Imported fill material, if used, should generally be granular soils with a very low expansion potential (i.e., an expansion index [EI] of 20 or less evaluated in accordance with ASTM D 4829. Import material should also be non-corrosive in accordance with the California amended (Caltrans, 2019) AASHTO (2017) corrosion criteria. Ninyo & Moore should evaluate materials for use as fill prior to filling or importing.
7.1.10 Compacted Fill
Prior to placement of compacted fill, the contractor should request an evaluation of the exposed ground surface by the project geotechnical consultant. Unless otherwise recommended, the exposed ground surface should then be scarified to a depth of approximately 8 inches and watered or dried, as needed, to achieve moisture contents generally at or slightly above the optimum moisture content. The scarified materials should then be compacted to a relative compaction of 90 percent as evaluated in accordance with ASTM D 1557. The evaluation of compaction by the geotechnical consultant should not be considered to preclude any requirements for observation or approval by governing agencies. It is the contractor's responsibility to notify the geotechnical Ninyo & Moore | Cannon Road and Carlsbad Boulevard, Carlsbad, California | 109409001 | August 5, 2022 11 consultant and the appropriate governing agency when project areas are ready for observation, and to provide reasonable time for that review.
Fill materials should be moisture conditioned to generally at or slightly above the laboratory optimum moisture content prior to placement. The optimum moisture content will vary with material type and other factors. Moisture conditioning of fill soils sh ould be generally consistent within the soil mass.
Prior to placement of additional compacted fill material following a delay in the grading operations, the exposed surface of previously compacted fill should be prepared to receive fill. Preparation may include scarification, moisture conditioning, and recompaction.
Compacted fill should be placed in horizontal lifts of approximately 8 inches in loose thickness. Prior to compaction, each lift should be watered or dried as needed to achieve a moisture conten t generally at or slightly above the laboratory optimum, mixed, and then compacted by mechanical methods, to a relative compaction of 90 percent as evaluated by ASTM D 1557. The upper 12 inches of street subgrade and aggregate materials beneath pavement areas should be compacted to a relative compaction of 95 Percent as evaluated by ASTM D 1557. Successive lifts should be treated in a like manner until the desired finished grades are achieved.
7.1.11 Trenchless Construction
We understand that trenchless constructi on methods are being considered for portions of the pipeline installation. Based on our understanding of the project, medium dense cohesionless sands are present within the fills and old paralic deposits. The contractor should take appropriate measures to reduce the loss of
material at the casing head.
Depending on the depth of the access pits and seasonal variations in the groundwater elevation, the access pits may require dewatering
during excavation. It should be
anticipated that more resistant cemented zones
(concretions) may be present within the
old paralic deposits. In addition, cemented
zones could affect the installation of the jacked
portions of the pipelines by deflec
ting the bore-a nd-jack equipment away from its design
alignment.
We recommend that an experienced specialty contractor be used for the trenchless construction operations. For preliminary design purposes, a soil moist unit weight of 120 pounds per
cubic foot (pcf), an internal friction angle of 31 degrees, and an apparent cohesion of 30 pounds
per square foot (psf) can be used for the onsite
materials. A friction coefficient of 0.35 can be assumed at the soil-sleeve interface.
Ninyo & Moore | Cannon Road and Carlsbad Boulevard, Carlsbad, California | 109409001 | August 5, 2022 12 Minor ground surface settlements may occur from the trenchless construction operations.
The specialty contractor should imple ment appropriate mitigation measures to reduce the potential for settlements to impact existing improvements.
7.1.12 Lateral Pressures for Thrust Blocks and Jacking
Thrust restraint for buried pipelines and lateral pressures for jacking may be achieved by transferring the thrust force to the soil outside the pipe through a thrust block. Thrust blocks may be designed using the lateral passive earth pressures presented on Figure 5. Thrust blocks should be backfilled with granular backfill material and compacted in accordance with recommendations presented in this report.
7.2 Preliminary Flexible Pavement Design
We understand that the project will include the construction of new pavements. Our laboratory testing of a near surface soil samples at the project site indicate d an R-value 51. We have used an R -value of 50 for preliminary design of the pavement. This R -value, along with estimated design Traffic Indices (TI) of 5 .0 through 9.0 has been the basis of our preliminary flexible pavement design. Actual pavement recomme ndations should be based on R -value tests performed on bulk samples of the soils that are exposed at the finished subgrade elevations across the site at the completion of the grading operations. The preliminary recommended flexible pavement sections are presented in Table 1.
Table 2 – Recommended Preliminary Flexible Pavement Sections Traffic Index
(Pavement Usage)
Design
R-Value
Asphalt Concrete
Thickness
(inches)
Aggregate
Base Thickness
(inches)
5.0 50 4 4
6.0 50 4 6
7.0 50 4 6
8.0 50 4 7
9.0 50 6 6
As indicated, these values assume TIs of 9.0 or less for site pavements. If traffic loads are different from those assumed, the pavement design should be re- evaluated. We recommend that the upper 12 inches of the subgrade be compa cted to a relative compaction of 95 percent relative density as evaluated by the current version of ASTM D 1557. Additionally, aggregate base materials should be compacted to a relative compaction of 95 percent relative density as evaluated by the current version of ASTM D 1557. The AC materials should be compacted to 95 percent of the material’s Hveem density.
Ninyo & Moore | Cannon Road and Carlsbad Boulevard, Carlsbad, California | 109409001 | August 5, 2022 13
7.3 Soil Corrosi vity
Laboratory testing was performed on a representative sample of the onsite earth materials to evaluate pH and electrical resistivit y, as well as chloride and sulfate contents. The pH and electrical resistivity tests were performed in accordance with California Test (CT) 643 and the sulfate and chloride content tests were performed in accordance with CT 417 and CT 422, respectively. These laboratory test results are presented in Appendix C.
The results of the corrosivity testing indicated an electrical resistivity of 11,300 ohm-centimeters (ohm-cm), a soil pH of 7.5, a chloride content of 50 parts per million (ppm), and a sulfate content of 0.001 percent (i.e., 10 ppm). Based on a comparison with the California amended (Caltrans, 2019) AASHTO (2017) corrosion criteria, the onsite soils would not be classified as corrosive.
Corrosive soils are defined as soil with an electrical resistivit y of 1,100 ohm-cm or less, a chloride content of 500 ppm or greater, a sulfate content of 0.15 percent (1,500 ppm) or greater, and/or a pH equal to or less than 5.5. However, the project is located within 300 feet of saltwater, brackish water, and seawater spray. Due to the site proximity to the Pacific Ocean, along with the potential variability of groundwater elevations, consideration should be given to retaining a corrosion consultant to further evaluate the laboratory tests and provide appropriate mitigation recommendations, if warranted.
7.4 Concrete Placement
Concrete in contact with soil or water that contains high concentrations of water-soluble sulfates can be subject to premature chemical and/or physical deterioration. As noted, the soil samples tested in this evaluation indicated a water- soluble sulfate contents of 0.001 percent by weight (i.e., 10 ppm). Based on the ACI 318 criteria, the site soils would correspond to exposure class S0. Due to the potential for variability of site soils, we recommend that normal weight concrete in contact with soil use Type II, II/V, or V cement.
7.5 Pre-Construction Conference
We recommend that a pre-construction meeting be held prior to commencement of grading. The owner or their representative, the agency representatives , the civil engineer, Ninyo & Moore, and the contractor should attend to discuss the plans, the project, and the proposed construction schedule.
7.6 Plan Review and Construction Observation
The conclusions and recommendations presented in this report are based on analysis of observed conditions in widely spaced exploratory borings. If conditions are found to vary from Ninyo & Moore | Cannon Road and Carlsbad Boulevard, Carlsbad, California | 109409001 | August 5, 2022 14 those described in this report, Ninyo & Moore should be notified, and additional recommendations will be provided upon request . Ninyo & Moore should review the final project drawings and specifications prior to the commencement of construction. Ninyo & Moore should perform the needed observation and testing services during construction operations.
The recommendations provided in this report are based on the assumption that Ninyo & Moore will provide geotechnical observation and testing services during construction. In the event that it is decided not to utilize the services of Ninyo & Moore during construction, we request that the selected consultant provide the client with a letter (with a copy to Ninyo & Moore) indicating that they fully understand Ninyo & Moore’s recommendations, and that they are in full agreement with the design parameters and recommendations contained in this report. Construct ion of proposed improvements should be performed by qualified subcontractors utilizing appropriate techniques and construction materials.
Ninyo & Moore | Cannon Road and Carlsbad Boulevard, Carlsbad, California | 109409001 | August 5, 2022 15 8 LIMITATIONS
The field evaluation, laboratory testing, and geotechnical analyses presented in this report have been conducted in general accordance with current practice and the standard of care exercised by geotechnical consultants performing similar tasks in the project area. No warranty, expressed or implied, is made regarding the conclusions, recommendations, and opinions presented in this report. There is no evaluation detailed enough to reveal every subsurface condition. Variations may exist and conditions not observed or described in this report may be encountered during construction. Uncertainties relative to subsurface conditions can be reduced through additional subsurface exploration. Additional subsurface evaluation will be performed upon request.
Please also note that our evaluation was limited to assessment of the geotechnical aspects of the project, and did no t include evaluation of structural issues, environmental concerns, or the presence of hazardous materials.
This document is intended to be used only in its entirety. No portion of the document, by itself, is designed to completely represent any aspect of the project described herein.
This report is intended to present characterization of the anticipated soil, rock, and groundwater conditions at the time of evaluation. It is suggested that the bidders and their geotechnical consultant perform an independent evaluation of the subsurface conditions in the project areas.
The independent evaluations may include, but not be limited to, review of other geotechnical reports prepared for the adjacent areas, site reconnaissance, and additional exploration and laboratory testing.
Our conclusions, recommendations, and opinions are based on an analysis of the observed site conditions. It should be understood that the conditions of a site could change with time as a result of natural processes or the activities of man at the subject site or nearby sites. The findings of this report may, therefore, be invalidated over time, in part or in whole, by changes over which Ninyo & Moore has no control.
This report is intended exclusively for use by the client. Any use or reuse of the findings, conclusions, and/or recommendations of this report by parties other than the client is undertaken at said parties’ sole risk.
Ninyo & Moore | Cannon Road and Carlsbad Boulevard, Carlsbad, California | 109409001 | August 5, 2022 16 9 REFERENCES
American Concrete Institute (ACI), 2019, ACI 318 Building Code Requirements for Structural Concrete and Commentary.
American Society of Civil Engineers (ASCE), 2022, ASCE 7 Hazard Tool website, https://asce7hazardtool.online/: accessed August.
Building News, 2021, “Greenbook”, Standard Specification for Public Works Construction: BNI Publications.
California Building Standards Commission, 2019, California Building Code (CBC), Title 24, Part 2, Volumes 1 and 2.
California Department of Transportation (Caltrans), 2021, Corrosion Guidelines (Version 3.2), Division of Engineering and Testing Services, Corrosion Technology Branch: dated May.
California Emergency Management Agency, 2009, Tsunami Inundation Map for Emergency Planning, National City Quadrangle: dated June 1.
City of Carlsbad, 2022, City of Carlsbad Engineering Standards, Volume 3, Standard Drawings and Specifications.
Geotracker website, 2022, www.geotracker.waterboards,ca.gov: access in June.
Google Earth, 2022, https://www.google.com/earth/: accessed in June.
Harden, D.R., 2004, California Geology, 2nd ed.: Prentice Hall, Inc.
Hartley and Duncan, 1987, E’ and Its Variation with Depth, Journal of Transportation Engineering, Volume 113, Issue 5: dated September.
Historic Aerials website, 2022, www.historicaerials.com: accessed in June.
Jennings, C.W. and Bryant, W.A., 2010, Fault Activity Map of California and Adjacent Areas: California Division of Mines and Geology, California Geologic Data Map Series, Map No. 6, Scale 1:750,000.
Kennedy, M.P ., Tan, S.S., 2007, Geologic Map of the Oceanside 30’ x 60’ Quadrangle, California, California Geological Survey, Scale 1:100,000.
Ninyo & Moore, In-house Proprietary Data.
Ninyo & Moore, 2022, Updated Proposal for Geotechnical Evaluation, Carlsbad Boulevard Water and Sewer Improvements at Terramar Project, Carlsbad, California, Proposal No. 02-02561: dated February 28.
Norris, R. M. and Webb, R. W., 1990, Geology of California, Second Edition: John Wiley & Sons, Inc.
SCST, Inc., 2018, Geotechnical Investigation, Carlsbad Municipal Water District, Recycled Water Pipeline Expansion Segments 2, 5, and 7, Carlsbad, California, SCST No. 170147P4: dated January 12.
United States Department of the Interior, Bureau of Reclamation, 1989, Engineering Geology Field Manual.
United States Geological Survey (USGS), 2022, Topographic Map of the San Luis Rey Quadrangle, California, 7.5-Minute Series: Scale 1:24,000.
United States Geological Survey (USGS), 2022, 2008 National Seismic Hazard Maps – Fault Parameters, World Wide Web, http://earthquake.usgs.gov/cfusion/hazfaults_2008_search/que ry_main.cfm/: accessed July.
Ninyo & Moore | Cannon Road and Carlsbad Boulevard, Carlsbad, California | 109409001 | August 5, 2022 Appendix A
Photograph hic
Documentation
FIGURES
SITE
"
!o 0 1,500 3,000
FEET
§¨¦8
§¨¦805
§¨¦5
§¨¦15
§¨¦5
UV78
UV52
UV94
MAP INDEX
Sa n Diego
Co unty
1_109409001_SL.mxd 7/28/2022 AOBNOTE: DIRECTIONS, DIMENSIONS AND LOCATIONS ARE APPROXIMATE. | SOURCE: ESRI WORLD TOPO, 2022
SITE LOCATION
FIGURE 1
109409001 | 8/22
CARLSBAD BOULEVARD WATER AND SEWER IMPROVEMENTS AT TERRAMAR
CANNON ROAD AND CARLSBAD BOULEVARD, CARLSBAD, CALIFORNIA @A
@A
@A
@?
@?
@?
SHORE DRIVE
EL ARBOL DRIVE
LOS ROBLES DRIVE
AVNDA ENCINAS
CARLSBAD BOULEVARD
CEREZO DRIVE
MANZANO DRIVE
LOS ROBLES DRIVE
CANNON ROAD
EL ARBOL DRIVE
LEGEND
SITE BOUNDARY
2_109409001_BL.mxd 8/3/2022 AOBNOTE: DIRECTIONS, DIMENSIONS AND LOCATIONS ARE APPROXIMATE. | SOURCE: GOOGLE EARTH, 2022
BORING LOCATIONS
FIGURE 2
!o 0 400 800
FEET
@A B-3
TD=16.5
BORING
TD=TOTAL DEPTH IN FEET
109409001 | 8/22
@? B-36
TD=16.5
BORING (SCST, 2018)
TD=TOTAL DEPTH IN FEET
B-1
TD=20.0
B-2
TD=16.5
B-3
TD=16.5
B-36
TD=16.5
B-35
TD=30.5
B-34
TD=30.5
!"^$
CARLSBAD BOULEVARD WATER AND SEWER IMPROVEMENTS AT TERRAMAR
CANNON ROAD AND CARLSBAD BOULEVARD, CARLSBAD, CALIFORNIA SITE
"
REFERENCE: KENNEDY, M.P., TAN, S.S., 2007, GEOLOGIC MAP OF THE OCEANSIDE 30 X 60-MINUTE
QUADRANGLE, CALIFORNIA
3_109409001_G.mxd 8/3/2022 AOBNOTE: DIRECTIONS, DIMENSIONS AND LOCATIONS ARE APPROXIMATE.
GEOLOGY
FIGURE 3
!o 0 2,000 4,000
FEET
109409001 | 8/22
Qop6-7
Qvop 13
LEGEND_____________________________________
CARLSBAD BOULEVARD WATER AND SEWER IMPROVEMENTS AT TERRAMAR
CANNON ROAD AND CARLSBAD BOULEVARD, CARLSBAD, CALIFORNIA Geotechnical & Environmental Sciences Consultants
FIGURE 4
CARLSBAD BOULEVARD WATER AND SEWER IMPROVEMENTS AT TERRAMAR
CANNON ROAD AND CARLSBAD BOULEVARD, CARLSBAD, CALIFORNIA 109409001 I 8/22
LATERAL EARTH PRESSURES FOR
BRACED EXCAVATION
pP
D
H
CONSTRUCTION MATERIALS ARE NOT INCLUDED
5. SURCHARGES FROM EXCAVATED SOIL OR
4. ASSUMES GROUNDWATER IS NOT PRESENT
3. PASSIVE LATERAL EARTH PRESSURE, P
P = 350 D psf
2. P = 120 psf
CONSTRUCTION TRAFFIC INDUCED SURCHARGE PRESSURE, P
1. P = 24 H psf
APPARENT LATERAL EARTH PRESSURE, P
Pa Ps
GROUND SURFACE
a
a
s
s
p
p
6. H AND D ARE IN FEET
+
SHORING
BRACES
NOTES:
NOT TO SCALE
109409001 DETAIL FIGURES.DWG AOB
Geotechnical & Environmental Sciences Consultants
FIGURE 5
CARLSBAD BOULEVARD WATER AND SEWER IMPROVEMENTS AT TERRAMAR
CANNON ROAD AND CARLSBAD BOULEVARD, CARLSBAD, CALIFORNIA 109409001 I 8/22
THRUST BLOCK LATERAL EARTH PRESSURE DIAGRAM
NOTES:
GROUNDWATER BELOW BLOCK
GROUNDWATER ABOVE BLOCK2.
1. P = 180p (D -d )2 2 lb/ft
THRUST
BLOCK
d (VARIES)
P
Pp
p
D (VARIES)
3. ASSUMES BACKFILL IS GRANULAR MATERIAL
4. ASSUMES THRUST BLOCK IS ADJACENT TO COMPETENT MATERIAL 1 Pp2
pP = 1.6 ( D - d )[ 124.8h + 55 ( D+d )]
GROUNDWATER TABLE6.
D, d AND h ARE IN FEET5.
h
lb/ft
NOT TO SCALE
109409001 DETAIL FIGURES.DWG AOB
Ninyo & Moore | Cannon Road and Carlsbad Boulevard, Carlsbad, California | 109409001 | August 5, 2022
APPENDIX A
Boring Logs
Ninyo & Moore | Cannon Road and Carlsbad Boulevard, Carlsbad, California | 109409001 | August 5, 2022
APPENDIX A
BORING LOGS
Field Procedure for the Collection of Disturbed Samples Disturbed soil samples were obtained in the field using the following method.
Bulk Samples
Bulk samples of representative earth materials were obtained from the exploratory borings.
The samples were bagged and transported to the laboratory for testing.
Field Procedure for the Collection of Relatively Undisturbed Samples Relatively undisturbed soil samples were obtained in the field using the following method.
The Modified Split-Barrel Drive Sampler
The sampler, with an external diameter of 3 inches, was lined with 1-inch-long, thin brass rings with inside diameters of approximately 2.4 inches. The sample barrel was driven into the ground with the weight of a hammer in general accordance with ASTM D 3550. The driving weight was permitted to fall freely. The approximate length of the fall, the weight of the hammer, and the number of blows per foot of driving are presented on the boring logs as an index to the relative resistance of the materials sampled. The samples were removed from the sample barrel in the brass rings, sealed, and transported to the laboratory for testing. 0 5
10 15
20 XX/XX
SM
CL
Bulk sample.
Modified split-barrel drive sampler.
No recovery with modified split-barrel drive sampler.
Sample retained by others.
Standard Penetration Test (SPT).
No recovery with a SPT.
Shelby tube sample. Distance pushed in inches/length of sample recovered in inches.
No recovery with Shelby tube sampler.
Continuous Push Sample.
Seepage.
Groundwater encountered during drilling.
Groundwater measured after drilling.
MAJOR MATERIAL TYPE (SOIL):
Solid line denotes unit change.
Dashed line denotes material change.
Attitudes: Strike/Dip
b: Bedding
c: Contact
j: Joint
f: Fracture
F: Fault
cs: Clay Seam
s: Shear
bss: Basal Slide Surface
sf: Shear Fracture
sz: Shear Zone
sbs: Shear Bedding Surface
The total depth line is a solid line that is drawn at the bottom of the boring.
DEPTH (feet)
Bulk SAMPLESDriven
BLOWS/FOOT
MOISTURE (%)
DRY DENSITY (PCF)
SYMBOL
CLASSIFICATION
U.S.C.S.
BORING LOG EXPLANATION SHEET
BORING LOG
20 Soil Classification Chart Per ASTM D 2488
Primary Divisions
Secondary Divisions
Group Symbol Group Name
COARSE-
GRAINED
SOILS
more than
50% retained
on No. 200
sieve
GRAVEL
more than
50% of
coarse
fraction
retained on
No. 4 sieve
CLEAN GRAVEL
less than 5% fines
GW well-graded GRAVEL
GP poorly graded GRAVEL
GRAVEL with
DUAL
CLASSIFICATIONS
5% to 12% fines
GW-GM well-graded GRAVEL with silt
GP-GM poorly graded GRAVEL with silt
GW-GC well-graded GRAVEL with clay
GP-GC poorly graded GRAVEL with clay
GRAVEL with
FINES
more than
12% fines
GM silty GRAVEL
GC clayey GRAVEL
GC-GM silty, clayey GRAVEL
SAND
50% or more
of coarse
fraction
passes
No. 4 sieve
CLEAN SAND
less than 5% fines
SW well-graded SAND
SP poorly graded SAND
SAND with
DUAL
CLASSIFICATIONS
5% to 12% fines
SW-SM well-graded SAND with silt
SP-SM poorly graded SAND with silt
SW-SC well-graded SAND with clay
SP-SC poorly graded SAND with clay
SAND with FINES
more than
12% fines
SM silty SAND
SC clayey SAND
SC-SM silty, clayey SAND
FINE-
GRAINED
SOILS
50% or
more passes
No. 200 sieve
SILT and
CLAY
liquid limit
less than 50%
INORGANIC
CL lean CLAY
ML SILT
CL-ML silty CLAY
ORGANIC
OL (PI > 4) organic CLAY
OL (PI < 4) organic SILT
SILT and
CLAY
liquid limit
50% or more
INORGANIC
CH fat CLAY
MH elastic SILT
ORGANIC
OH (plots on or
above “A”-line) organic CLAY
OH (plots
below “A”-line) organic SILT
Highly Organic Soils PT Peat
USCS METHOD OF SOIL CLASSIFICATION
Geotechnical & Environmental Sciences Consultant s
Apparent Density - Coarse-Grained Soil
Apparent
Density
Spooling Cable or Cathead Automatic Trip Hammer
SPT
(blows/foot)
Modified
Split Barrel
(blows/foot)
SPT
(blows/foot)
Modified
Split Barrel
(blows/foot)
Very Loose < 4 < 8 < 3 < 5
Loose 5 - 10 9 - 21 4 - 7 6 - 14
Medium
Dense 11 - 30 22 - 63 8 - 20 15 - 42
Dense 31 - 50 64 - 105 21 - 33 43 - 70
Very Dense > 50 > 105 > 33 > 70
Consistency - Fine-Grained Soil
Consis-
tency
Spooling Cable or Cathead Automatic Trip Hammer
SPT
(blows/foot)
Modified
Split Barrel
(blows/foot)
SPT
(blows/foot)
Modified
Split Barrel
(blows/foot)
Very Soft < 2 < 3 < 1 < 2
Soft 2 - 4 3 - 5 1 - 3 2 - 3
Firm 5 - 8 6 - 10 4 - 5 4 - 6
Stiff 9 - 15 11 - 20 6 - 10 7 - 13
Very Stiff 16 - 30 21 - 39 11 - 20 14 - 26
Hard > 30 > 39 > 20 > 26
LIQUID LIMIT (LL), %
PLASTICITY INDEX (PI), %
0 10
10 7
4 20
30 40
50 60
70 0
20 30 40 50 60 70 80 90 100
MH or OH
ML or OLCL - ML
Plasticity Chart
Grain Size
Description Sieve
Size Grain Size Approximate
Size
Boulders > 12” > 12” Larger than
basketball-sized
Cobbles 3 - 12” 3 - 12” Fist-sized to
basketball-sized
Gravel
Coarse 3/4 - 3” 3/4 - 3” Thumb-sized to
fist-sized
Fine #4 - 3/4” 0.19 - 0.75” Pea-sized to
thumb-sized
Sand
Coarse #10 - #4 0.079 - 0.19” Rock-salt-sized to
pea-sized
Medium #40 - #10 0.017 - 0.079” Sugar-sized to
rock-salt-sized
Fine #200 - #40 0.0029 -
0.017”
Flour-sized to
sugar-sized
Fines Passing
#200 < 0.0029” Flour-sized and
smaller
CH or OH
CL or OL
0 5
10 15
20 26
32 38
28 5.1
3.3 102.1
99.5 GM
SM
SM
SP
ASPHALT CONCRETE:
Approximately 6 inches thick.
AGGREGATE BASE:
Brown, moist, medium dense, silty GRAVEL, approximately 6 inches thick.
FILL:
Reddish brown, moist, medium dense, silty fine to medium SAND.
OLD PARALIC DEPOSITS:
Reddish brown, moist, medium dense, silty fine to medium SAND; trace clay.
Light brown and reddish brown.
Light brown and reddish brown, moist, medium dense, poorly graded SAND.
Light brown.
Light gray.
FIGURE A- 1
CARLSBAD BOULEVARD WATER AND SEWER IMPROVEMENTS AT TERRAMAR
CANNON ROAD AND CARLSBAD BOULEVARD, CARLSBAD, CALIFORNIA 109409001 | 8/22
DEPTH (feet)
Bulk SAMPLESDriven
BLOWS/FOOT
MOISTURE (%)
DRY DENSITY (PCF)
SYMBOL
CLASSIFICATION
U.S.C.S.
DESCRIPTION/INTERPRETATION
DATE DRILLED 6/23/22 BORING NO. B-1
GROUND ELEVATION 48' (MSL) SHEET 1 OF
METHOD OF DRILLING 6" Hollow Stem Auger (Pacific)
DRIVE WEIGHT 140 lbs (Auto-Trip) DROP 30"
SAMPLED BY KWK LOGGED BY KWK REVIEWED BY ZH
2 20
25 30
35 40
Total Depth = 20 feet.
Groundwater not encountered during drilling.
Backfilled with neat cement and patched with Aquaphault.
Note: Groundwater, though not encountered at the time of drilling, may rise to a higher level due to seasonal variations in precipitation and several other factors as discussed in the report.
The ground elevation shown above is an estimation only. It is based on our interpretations of published maps and other documents reviewed for the purposes of this evaluation. It is not sufficiently accurate for preparing construction bids and design documents.
FIGURE A- 2
CARLSBAD BOULEVARD WATER AND SEWER IMPROVEMENTS AT TERRAMAR
CANNON ROAD AND CARLSBAD BOULEVARD, CARLSBAD, CALIFORNIA 109409001 | 8/22
DEPTH (feet)
Bulk SAMPLESDriven
BLOWS/FOOT
MOISTURE (%)
DRY DENSITY (PCF)
SYMBOL
CLASSIFICATION
U.S.C.S.
DESCRIPTION/INTERPRETATION
DATE DRILLED 6/23/22 BORING NO. B-1
GROUND ELEVATION 48' (MSL) SHEET 2 OF
METHOD OF DRILLING 6" Hollow Stem Auger (Pacific)
DRIVE WEIGHT 140 lbs (Auto-Trip) DROP 30"
SAMPLED BY KWK LOGGED BY KWK REVIEWED BY ZH
2 0
5 10
15 20
33 27
43 6.7
6.0 111.5
106.7
SM
SM
SP
ASPHALT CONCRETE:
Approximately 6 inches thick.
FILL:
Reddish brown, moist, medium dense, silty fine to medium SAND.
OLD PARALIC DEPOSITS:
Reddish brown, moist, medium dense, silty fine to medium SAND; trace clay.
Light brown, moist, medium dense, poorly graded SAND.
Light brown and reddish brown, dense.
Total Depth = 16.5 feet.
Groundwater not encountered during drilling.
Backfilled with neat cement and patched with Aquaphault on 6/23/22.
Note: Groundwater, though not encountered at the time of drilling, may rise to a higher level due to seasonal variations in precipitation and several other factors as discussed in the report.
The ground elevation shown above is an estimation only. It is based on our interpretations of published maps and other documents reviewed for the purposes of this evaluation. It is not sufficiently accurate for preparing construction bids and design documents.
FIGURE A- 3
CARLSBAD BOULEVARD WATER AND SEWER IMPROVEMENTS AT TERRAMAR
CANNON ROAD AND CARLSBAD BOULEVARD, CARLSBAD, CALIFORNIA 109409001 | 8/22
DEPTH (feet)
Bulk SAMPLESDriven
BLOWS/FOOT
MOISTURE (%)
DRY DENSITY (PCF)
SYMBOL
CLASSIFICATION
U.S.C.S.
DESCRIPTION/INTERPRETATION
DATE DRILLED 6/23/22 BORING NO. B-2
GROUND ELEVATION 51' (MSL) SHEET 1 OF
METHOD OF DRILLING 6" Hollow Stem Auger (Pacific)
DRIVE WEIGHT 140 lbs (Auto-Trip) DROP 30"
SAMPLED BY KWK LOGGED BY KWK REVIEWED BY ZH
1 0
5 10
15 20
25 32
37 6.3
3.7 117.7
108.9
SM
SM
ASPHALT CONCRETE:
Approximately 6-6.5 inches thick.
FILL:
Reddish brown, moist, medium dense, silty fine to medium SAND; scattered angular gravel.
OLD PARALIC DEPOSITS:
Reddish brown, moist, medium dense, silty fine to medium SAND; trace clay.
Micaceous.
Total Depth = 16.5 feet.
Groundwater not encountered during drilling.
Backfilled with neat cement and patched with Aquaphault on 6/23/22.
Note: Groundwater, though not encountered at the time of drilling, may rise to a higher level due to seasonal variations in precipitation and several other factors as discussed in the report.
The ground elevation shown above is an estimation only. It is based on our interpretations of published maps and other documents reviewed for the purposes of this evaluation. It is not sufficiently accurate for preparing construction bids and design documents.
FIGURE A- 4
CARLSBAD BOULEVARD WATER AND SEWER IMPROVEMENTS AT TERRAMAR
CANNON ROAD AND CARLSBAD BOULEVARD, CARLSBAD, CALIFORNIA 109409001 | 8/22
DEPTH (feet)
Bulk SAMPLESDriven
BLOWS/FOOT
MOISTURE (%)
DRY DENSITY (PCF)
SYMBOL
CLASSIFICATION
U.S.C.S.
DESCRIPTION/INTERPRETATION
DATE DRILLED 6/23/22 BORING NO. B-3
GROUND ELEVATION 48' (MSL) SHEET 1 OF
METHOD OF DRILLING 6" Hollow Stem Auger (Pacific)
DRIVE WEIGHT 140 lbs (Auto-Trip) DROP 30"
SAMPLED BY KWK LOGGED BY KWK REVIEWED BY ZH
1 Ninyo & Moore | Cannon Road and Carlsbad Boulevard, Carlsbad, California | 109409001 | August 5, 2022
APPENDIX B
Previous Bori ng Logs (SCST, 2018)
Logged by:
Project Manager:
DRIVEN
BULK
SM
14 19
DS
By: Date:
Job Number: Figure:
DEPTH (ft)
10 4
5 6 inches of asphalt concrete over 8 inches of aggregate base. 8 FFILL (Qf) : POORLY GRADED SAND with SILT, dark orange brown, fine to coarse grained, gravel present, moist, medium dense. 9 6
7 1
2 3
SILTY SAND, dark orange brown, fine grained, moist, medium dense.
AKN
CJM
Depth to Groundwater (ft):
9/5/2017
± 44
Equipment: CME-95 with 8-inch Hollow Stem Auger
Date Drilled:
Not encounteredElevation (ft):
20 18
17 SPT
19 DRY UNIT WEIGHT (pcf)
LOG OF BORING B-34
USCS SUMMARY OF SUBSURFACE CONDITIONS
SAMPLES
LABORATORY TESTS
DRIVING RESISTANCE
(blows/ft of drive)
N60
MOISTURE CONTENT (%)
January,2 0 18
Recycled Water Pipeline Expansion Segments 2, 5, and 7
49 I-37170147P4-1
BJGSCST, Inc.
Carlsbad, California
BORING CONTINUED ON I-38
SPT
SA
AL
11 15
12 36
SANDY SILT, orange brown, fine grained, moist, well indurated.
Becomes medium gray.
OOLD PARALIC DEPOSITS (Qop): SILTY SAND, light yellowish brown fine grained moist moderately cemented CAL 37
SP-
SM
13 16
14 SA
AL
1 2 3 4 5 6 7 8 910
SM
ML
Date Drilled: Logged by:
Equipment: CME-95 with 8-inch Diameter Hollow-Stem Auger Project Manager:
Elevation (ft):
DRIVEN
BULK
SPT 50/5"
By: Date:
Job Number: Figure:
110.217.6
SA
AL
CJM
AKN
Not encountered
DEPTH (ft)
30 24
25 26
27 21
22 23
28 34
I-38170147P4-1
39 CJM
SCST, Inc.
Carlsbad, California
40 38
37 DRY UNIT WEIGHT (pcf)
LOG OF BORING B-34 (Continued)
USCS SUMMARY OF SUBSURFACE CONDITIONS
SAMPLES
LABORATORY TESTS
DRIVING RESISTANCE
(blows/ft of drive)
N60
MOISTURE CONTENT (%)
January, 2018
Recycled Water Pipeline Expansion Segments 2, 5, and 7
33 36
31 35
32 29
9/1/2017
± 44
OLD PARALIC DEPOSITS (Qop): SILTY SAND interbedded with SANDY CLAY, moderate gray, fine grained, moist, strongly cemented and well indurated, subhorizontal bedding, oxidation observed.
Depth to Groundwater (ft):
50/5"
BORING TERMINATED AT 30½ FEET
CAL
SILTY SAND, light grayish brown, fine grained, moist, very dense, strongly cemented, massive.
CLAYEY SAND, medium gray, fine grained, moist, hard, well indurated, silty, subhorizontal bedding.
SPT 76/10"
SM
SC
SM
Logged by:
Project Manager:
DRIVEN
BULK
SC
65 D S
12.5 112.7
By: Date:
Job Number: Figure:
CAL
11 15
12 SM
13 11
10 I-39170147P4-1
BJGSCST, Inc.
Carlsbad, California
BORING CONTINUED ON I-40
11 Becomes fine to medium grained.
OLD PARALIC DEPOSITS (Qop):CLAYEY SAND, dark brown, fine grained, moist, loose to medium dense, weakly cemented, massive. SPT 8
DRY UNIT WEIGHT (pcf)
LOG OF BORING B-35
USCS SUMMARY OF SUBSURFACE CONDITIONS
SAMPLES
LABORATORY TESTS
DRIVING RESISTANCE
(blows/ft of drive)
N60
MOISTURE CONTENT (%)
January, 2018
Recycled Water Pipeline Expansion Segments 2, 5, and 7
16 14
18 17
CAL
19 20
AKN
CJM
Depth to Groundwater (ft):
9/1/2017
Approximately 44
Equipment: CME-95 with 8-inch Hollow Stem Auger
Date Drilled:
± 21Elevation (ft):
SA
AL
DEPTH (ft)
10 4
5 6 inches of asphalt concrete over 9 inches of aggregate base. 8 FILL (Qf): SILTY SAND, dark orange brown, fine to coarse grained, gravel, moist, medium dense.
Becomes dark brown to black, fine to medium grained, slight organic scent. 9 6
7 1
2 3
CLAYEY SAND, mottled dark brown, fine grained, moist, loose.
SC
Date Drilled: Logged by:
Equipment: CME-95 with 8-inch Diameter Hollow-Stem Auger Project Manager:
Elevation (ft):
DRIVEN
BULK
SPT 50/5" 44
By: Date:
Job Number: Figure:
26 27
CJM
AKN
± 21 Depth to Groundwater (ft):
DEPTH (ft)
9/1/2017
± 44
111
21 22
23 24
25 28
34 38
37 33
36 30
31 35
32 29
I-40170147P4-1
39 CJMSCST, Inc.
Carlsbad, California
40 DRY UNIT WEIGHT (pcf)
LOG OF BORING B-35 (Continued)
USCS SUMMARY OF SUBSURFACE CONDITIONS
SAMPLES
LABORATORY TESTS
DRIVING RESISTANCE
(blows/ft of drive)
N60
MOISTURE CONTENT (%)
January, 2018
Recycled Water Pipeline Expansion Segments 2, 5, and 7
BORING TERMINATED AT 30½ FEET
SPT 2 3
OLD PARALIC DEPOSITS (Qop):CLAYEY SAND, moderate yellowish brown to dark brown, fine to medium grained, moist, very loose, weakly cemented, subhorizontal bedding.
Groundwater encountered at 21 feet.
SILTY SAND, light yellowish brown, fine grained, wet, very dense, strongly cemented. SPT 83 SA
AL
SM
SC
Logged by:
Project Manager:
DRIVEN
BULK
SP
COR
5.8 111.3
38 52
By: Date:
Job Number: Figure:
AKN
DJM/ACL
Depth to Groundwater (ft):
9/5/2017
± 48
Equipment: CME-75 with 8-inch Hollow Stem Auger
Date Drilled:
Not encounteredElevation (ft):
11 15
12 9
13 16
BORING TERMINATED AT 16½ FEET
14 18
17 Becomes strongly cemented.
SPT
DEPTH (ft)
10 4
5 12-inches of aggregate base.
8 6
7 1
2 3
FILL (Qf): POORLY GRADED SAND, moderate brown, fine to coarse grained, gravel encountered, moist, medium dense.
DRY UNIT WEIGHT (pcf)
LOG OF BORING B-36
USCS SUMMARY OF SUBSURFACE CONDITIONS
SAMPLES
LABORATORY TESTS
DRIVING RESISTANCE
(blows/ft of drive)
N60
MOISTURE CONTENT (%)
January, 2018
Recycled Water Pipeline Expansion Segments 2, 5, and 7
I-41170147P4-1
19 CJMSCST, Inc.
Carlsbad, California
20 45SPT
Becomes loose, less gravel.
CAL 8
33 OLD PARALIC DEPOSITS (Qop):SILTY SAND, light brown, fine to medium grained, moist, very dense, weakly to moderately cemented. 7 SM
Ninyo & Moore | Cannon Road and Carlsbad Boulevard, Carlsbad, California | 109409001 | August 5, 2022
APPENDIX C
Geotechnical Laboratory Testing
Ninyo & Moore | Cannon Road and Carlsbad Boulevard, Carlsbad, California | 109409001 | August 5, 2022
APPENDIX C
GEOTECHNICAL LABORATORY TESTING
Classification
Soils were visually and texturally classified in accordance with the Unified Soil Classification System (USCS) in general accordance with ASTM D 2488. Soil classifications are indicated on the logs of the exploratory borings in Appendix A.
In-Place Moisture and Density Tests
The moisture content and dry density of relatively undisturbed samples obtained from the exploratory borings were evaluated in general accordance with ASTM D 2937. The test results are presented on the logs of the exploratory borings in Appendix A.
Gradation Analysis
Gradation analysis tests were performed on selected representative soil samples in general accordance with ASTM D 422. The grain-size distribution curves are shown on Figures B-1 through B-3. These test results were utilized in evaluating the soil classifications in accordance with the USCS.
Direct Shear Test
Direct shear tests were performed on relatively undisturbed samples in general accordance with ASTM D 3080 to evalu ate the shear strength characteristics of the selected material. The samples were inundated during shearing to represent adverse field conditions. The results are shown on Figures B-4 and B-5.
Soil Corrosivity Tests
Soil pH and electrical r esistivity tests were performed on a representative sample in general accordance with CT 643. The sulfate and chloride contents of the selected sample were evaluated in general accordance with CT 417 and CT 422, respectively. The test results are presented on Figure B-6.
R-Value
The resistance value, or R -value, for site soils was evaluated in general accordance with California Test (CT) 301. Samples were prepared and evaluated for exudation pressure and expansion pressure. The equilibrium R -value is reported as the lesser or more conservative of the two calculated results. The test results are shown on Figure B-7.
Coarse Fine Coarse Medium SILT CLAY 3" 2" ¾" ½" ⅜" 4 8 30 50
PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 422
B-1 15.0-16.5 -- -- -- 0.18 0.33 SP0.44 2.5 1.4 4
Sample
Location
100
D10
16 200
Passing
No. 200
(percent)
Cc
GRAVEL SAND FINES
Symbol Plasticity
Index
Plastic
Limit
Liquid
Limit
1½" 1"
Depth
(ft) D30 Cu USCSD60
Fine
0.0 10.0
20.0 30.0
40.0 50.0
60.0 70.0
80.0 90.0
100.0
0.00010.0010.010.1110100
PERCENT FINER BY WEIGHT
GRAIN SIZE IN MILLIMETERS
U.S. STANDARD SIEVE
NUMBERS HYDROMETER
CARLSBAD BOULEVARD WATER AND SEWER IMPROVEMENTS AT TERRAMAR PROJECT
CANNON ROAD AND CARLSBAD BOULEVARD, CARLSBAD, CALIFORNIA 109409001 | 8/22
FIGURE C-1
GRADATION TEST RESULTS
109409001_SIEVE w No 8 B-1 @ 15.0-16.5
Coarse Fine Coarse Medium SILT CLAY 3" 2" ¾" ½" ⅜" 4 8 30 50
PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 422
Passing
No. 200
(percent)
Cc
GRAVEL SAND FINES
Symbol Plasticity
Index
Plastic
Limit
Liquid
Limit
1½" 1"
Depth
(ft) D30 Cu USCSD60
Fine
Sample
Location
100
D10
16 200
B-2 5.0-6.5 -- -- -- -- -- SM-- -- -- 13
0.0 10.0
20.0 30.0
40.0 50.0
60.0 70.0
80.0 90.0
100.0
0.00010.0010.010.1110100
PERCENT FINER BY WEIGHT
GRAIN SIZE IN MILLIMETERS
U.S. STANDARD SIEVE
NUMBERS HYDROMETER
CARLSBAD BOULEVARD WATER AND SEWER IMPROVEMENTS AT TERRAMAR PROJECT
CANNON ROAD AND CARLSBAD BOULEVARD, CARLSBAD, CALIFORNIA 109409001 | 8/22
FIGURE C-2
GRADATION TEST RESULTS
109409001_SIEVE w No 8 B-2 @ 5.0-6.5
Coarse Fine Coarse Medium SILT CLAY 3" 2" ¾" ½" ⅜" 4 8 30 50
PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 422
B-3 10.0-11.5 -- -- -- -- -- SM-- -- -- 13
Sample
Location
100
D10
16 200
Passing
No. 200
(percent)
Cc
GRAVEL SAND FINES
Symbol Plasticity
Index
Plastic
Limit
Liquid
Limit
1½" 1"
Depth
(ft) D30 Cu USCSD60
Fine
0.0 10.0
20.0 30.0
40.0 50.0
60.0 70.0
80.0 90.0
100.0
0.00010.0010.010.1110100
PERCENT FINER BY WEIGHT
GRAIN SIZE IN MILLIMETERS
U.S. STANDARD SIEVE
NUMBERS HYDROMETER
CARLSBAD BOULEVARD WATER AND SEWER IMPROVEMENTS AT TERRAMAR PROJECT
CANNON ROAD AND CARLSBAD BOULEVARD, CARLSBAD, CALIFORNIA 109409001 | 8/22
FIGURE C-3
GRADATION TEST RESULTS
109409001_SIEVE w No 8 B-3 @ 10.0-11.5
10.0-11.5Poorly Graded SAND B-2 Peak
Cohesion
(psf)
F
riction Angle
(degrees) Soil Type
SP31
34 70
SP
Description Symbol Sample
Location
80 Depth
(ft)
Shear
Strength
PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 3080
Poorly Gr
aded SAND X Ultimate10.0-11.5B-2
0 1000
2000
3000
4000
5000
0 1000 2000 3000 4000 5000
SHEAR STRESS (PSF)
NORMAL STRESS (PSF)
FIGURE C-4
DIRECT SHEAR TEST RESULTS
CARLSBAD BOULEVARD WATER AND SEWER IMPROVEMENTS AT TERRAMAR PROJECT
CANNON ROAD AND CARLSBAD BOULEVARD, CARLSBAD, CALIFORNIA 109409001 | 8/22
109409001_DIRECT SHEAR B-2 @ 10.0-11.5
PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 3080
Silty S
AND X Ultimate5.0-6.5B-3
Cohesion
(psf)
F
riction Angle
(degrees) Soil Type
SM28
29 150
SM
Description Symbol Sample
Location
230
Depth
(ft)
Shear
Strength
5.0-6.5Silty SAND B-3 Peak
0 1000
2000
3000
4000
5000
0 1000 2000 3000 4000 5000
SHEAR STRESS (PSF)
NORMAL STRESS (PSF)
FIGURE C-5
DIRECT SHEAR TEST RESULTS
CARLSBAD BOULEVARD WATER AND SEWER IMPROVEMENTS AT TERRAMAR PROJECT
CANNON ROAD AND CARLSBAD BOULEVARD, CARLSBAD, CALIFORNIA 109409001 | 8/22
109409001_DIRECT SHEAR B-3 @ 5.0-6.5
1 PERFORMED IN ACCORDANCE WITH CALIFORNIA TEST METHOD 643 2 PERFORMED IN ACCORDANCE WITH CALIFORNIA TEST METHOD 417 3 PERFORMED IN ACCORDANCE WITH CALIFORNIA TEST METHOD 422 SULFATE CONTENT 2
(ppm) (%)
CHLORIDE
CONTENT 3
(ppm)
pH 1SAMPLE
DEPTH (ft)
SAMPLE
LOCATION
RESISTIVITY 1
(ohm-cm)
7.5 5011,300 10 0.001B-1 1.0-5.0
CARLSBAD BOULEVARD WATER AND SEWER IMPROVEMENTS AT TERRAMAR PROJECT
CANNON ROAD AND CARLSBAD BOULEVARD, CARLSBAD, CALIFORNIA 109409001 | 8/22
FIGURE C-6
CORROSIVITY TEST RESULTS
109409001_CORROSIVITY B-1 @ 1.0-5.0
PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 2844/CT 301 51Silty SAND (SM)0.5-5.0B-2
SAMPLE LOCATION SAMPLE DEPTH
(ft) SOIL TYPE R-VALUE
R-VALUE TEST RESULTS
CARLSBAD BOULEVARD WATER AND SEWER IMPROVEMENTS AT TERRAMAR PROJECT
CANNON ROAD AND CARLSBAD BOULEVARD, CARLSBAD, CALIFORNIA 109409001 | 8/22
FIGURE C-7
109409001_RVTABLE
Ninyo & Moore | Cannon Road and Carlsbad Boulevard, Carlsbad, California | 109409001 | August 5, 2022 5710 Ruffin Road | San Diego, Califor nia 92123 | p. 858.576.1000 ARIZONA | CALIFORNIA | COLORADO | NEVADA | TEXAS | UTAH ninyoandmoore.com
Appendix D
Record Drawings
oosr r
EXISTING FEATURES
----ROAD SURFACING ____________________________ _
WATER MAIN ___ --------------- ___________ --w-
SEWER MAIN ___________________________ ---s--
GAS MAIN--"------"-------------------------- _ -G
UNDERGROUND UTILITY CABLE________________ ---
POWER OR TELEPHONE POLE ________________ .PP/0'70Z
FENCE __________________ -------------------- -,-,_
CONCRETE CURB AND GUTTER _________________ _
TREE ___________________________________________ 0
MANHOLE _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ () ,Y1.l-l SIDEWALKS _____ ----------------------- --- ==--=---=--=
STANDARD DRAWING REFERENCE
W-1
W-2
W-3
W·4
W-5
PLANS FOR THE CONSTRUCTION
OF WATER MAINS IN THE CITY OF
CARL.SBAD, CALIFORNIA.
PROJECT NO.
-
DRAWING NO.
P~O..)E.C:T wa-17
PALOMA{2;
WORK TO BE DONE
THE CONSTRUCTION OF WATER MAIN
SHOWN THUS ____________________________________ w ,.
THE CONSTRUCTION OF CROSS
SHOWN THUS __________________________________ -+-
THE CONSTRUCTION OF TEE SHOWN
TH US _______ . ___ ... _ ... _ . -... -- - - - - - --- -- -- -- - - - ---~--
THE CONSTRUCTION OF GATE VALVE
SHOWN THUS __________________________________________ ----EDR-
THE CONSTRUCTION OF FIRE HYDRANT
SHOWN THUS _______________________________________ ---BL.¢
THE CONSTRUCTION OF BLOW-OFF
SHOWN THUS ___________________ -------------------··...££..a
ALL MATERIALS TO BE FURNISHED BY THE
CITY OF CARLSBAD - DELIVERY TO BE MADE
AT CITY YARD
APPROVED THIS ,sf DAY OF __ J_u_ly ___ l963
RCE 11_ 972.
-
ENGINEER OF WORK
SHEET I OF 6 SHEETS
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RtT' or CARLSBAD P 2
PLAN hNVJ PROFILE FOR,
T$4E IMPROVEMENT OF
CARLSBAD BLVD.
A.PPO'IEQ 7TL.. - DtE 1-V3-tI2.
7ZI(Z 1vLLO.t.LAh SCALES
.E 11972 CT EtG-4EE 20
PO-.CT V ERT.
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VICINITY MAP
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CONSTRUCTION PLANS
FOR
SEWERAGE SYSTEM IN
TER
A. T.
._..;.--· SHEET 7 ~---
E\.. RBOI.. DR
,.,.---S\4EET 11 ~"'
l..0$ ROBI..ES OR.
'5HEET G
.......__~ SI-IEE.T ,_,.,-
·PROJECT MAP
'<'>CALE. - I"~ '200'
A.O. 2 - 1964
· PROJECT 4-1, 1911 ACT
CAl2LSBAD BOULEVARD, CANt,,JQN ROAD, CEREZO DRIVE, ELARBOL DRIVE, LOS R06LES 0121VE, SHORE CRIVE, TIERRA DEL ORO, AND PUBLIC RIGHT- OF·WA'V EASEMENTS IN LOT 171 TERRAMAR UNIT N!' I, MAP N!? 2G9"1, LOTS 8 ANO 20, TIERRA DEL 0120, MAP N! 3052, AMO P012TION OF LOT H, R! AGUA HEOIONOA, MAP N! 823.
s. F.
R ...
BO\.. D .
LOS RC)l!,LES DR
'::il-lEET 5
a:
0 EXISTING FEATURES
'
EDGE OF PllVE:MENT---· -· ---·-· --------·-·-· --
WATER MAIN------· ·---· ~-·· --·---:-------~
$E\VER MAIN---·-. -----· ------.-----·-· -
GA5 Mt.IN-~--·•-· - ---~--------·• -------
Ml\NI-IOLE~-----':-•·· -·---. ·-·------·· ____ . -. ·--- ~-------(J-·- ----·:· \VATE.R V!\LVE;;~-. -----· --· ---·--·---·--·-· -
GA5 SERVICE--·· -· -------··----·-------
\VATER SERVICE-'-·-----·-· -----·-----·· -
WORK TO BE DONE
--~-~@
-~~~-e
THE cbNSTR\JCTlbN OF SEWER MA.11'.l STIJBS SHOWN THV5-~~ Q-t Tl-IE CONSTRUCTION OF E.S.VC.P =:.E\VE.R MAlt-..1 :- ----.- •-·--·"5 ... v..,c_.t> _ _.,..,...,wi....,_.,_ T\-lE. CONSTRUCTION OF 4" VCP SE\VER LATERAL.ct. 4" WYE'S Tf4E CONSTRUCT \01-J OF CONCRl:cTE. MAN\.-IOLE. .
Tl-IE. CONSTRUCTION OF \/CP STANDARD DEAD ENO-, --
ALL O'TI-IER \VORK $1-10\VN GN PLAN$.
Tl-IE. COl-!STRUCTIO\\.l OF COlJCRETE. DROP MIX~\-\OLE.:-.. · ---- iJ.41:. CONS,RUCTION. OF CONCRE"TE CRADLE~------~--~
THE CONS'TRUCTION OF CONCRETE ENCASEMeNT---- -~
THE CONSTRUCTION OF SE.WAGE PUMPING STATION----~
THE. CONSTRUCTION OF !='ORCE MAIN SYSTEM
Tl-IE. CONSTE!UCTION OF -::,E.VJE..i< MA.IN ,S F OleC.E. fV\AIN WITl-l TUNNEL LIIJEF<;'. --- --.--
GENERAL NOTES
. -. _) : .. :
( 7 6 rre? 7 ? 61 ?1?' 25 #))) )) iL iJ, ,,
w,rJ../ -r1.INN£L .,f
1...1tv€..e /
I. ALL \\/ORK TO: 5E DONE IN ACCORDANCE. \VIT\-l STANDARDS Al'JD SPEC\FICAT\O~S OF T~IE. CIT'( OF CARLSBAD
'2. RE.FER TO CITY OF CARLSBAD STANDARD DRA\Vl"-IG PACKET. (5E.E:. Nlb.9 BE.Low) ?.. IT S\-lALL BE T\-\E. RE':.POMSIBILIT'l oi=: Tl-IE coi-,rtRACTOR TO LOCATE. ALL SUB-STRUCTllRES St-10\Vkl \-\E.RE0\..1 OR NOT AWD PROTECT THEM FROM DAMAGE.
Tl-IE. CONTRACTOR 5AALL BEAR Tl-IE TOTAL E)(PEtJSE. OF REPAIR OR REPLAC.EME.\IJT OF SAID $UB5TRLJc:TURES DAMAGED B'< \.,\\S OPERAT\OtJS ltJ C.DN\\lECilON ~ffTI-I Tl-\lS \VCiRK . . 4. ALL STATIONttJG REFERS TO T\-\E CEWTERLINE OF SE'VE.R.
S. UNLESS OT\-IER'}JISE. S\-10\VN 4" \I.CP SE.\VER LATERAL'i:> SHALL RlltJ NC5P,\AAL TO T\-\E..
I-JAIN AND TE\IJINATE AT Tl-IE PROPERT'f LINE
6. .E.'l<ACT LOCAilON OF LATE.Rtl-LS TO BE DETERMINED B'< E.lJGlt-..lEE.R AT T\.\E 1tME OF. ~ON'2;,RUCTt0M.
I
"1.. REPLACE PAVING \N. LIKE KUJD.
' '
· 8. ~ MEANS NORTH; E MEANS EAST; S MEANS SOUTH; W MEAt..15 \VEST, R.Q.M. MEA14S troAD OIL Ml)(_; A.C. MEANS ASPHALTIC CONCl<ETE; it MEANS Pi;?OPEITTY LINE:; <t, MEANS CENTEl<UNE ; E. s.v.c.P. MEANS EXTRA 'STRENGTH VITRIFIED CLAY PIP£; CONC. MEANS COIJCRETE; M.i:I. MEANS M/\NOOLE:; CONST. MEANS CONS1'R'UCTION; B.C. MEAN$ 6EGINNIN<; OF CURVE; P.V.C. MEANS. POINT OF VERTICAL CLIINE; E.C. MEANS END OF CURVE; SUBDIV. MEANS SUBDIVISION; 6DRY, MEAN$ BOUNDA12Y; G.V. MEANS GAS VALVE; W.V. MtANS WATER VALVE; D.t. MEAN$ 01::AD END; STD. MEil.NS STANDARD; C. R.B. MEANS CRUS\.IED ROCK &DDIN6; F. L. MEANS FLO\\/ LINE; EL MEANS ELEVATION.
9. M,<;Nf/OLE5 TO H;:JVE. ft MINIMUM OF SIX (G) F€£.T OF 48" 5£.CT/0NS tlll-l£R£V€.R POSS/BL£ RNO 1v111,r1Mv1v1 o"=-€.JGHTr8JF_E£T .q;yo !J.IROF rHc_pl<'Of::.~§crioN oNLY oN DROP MRNHOLeS. RLL _/YJ.c/NHOL£.5 .... ZO.EIRV:E-:5T/i?Bl.GBL.5 .. DE~.COl:'JES"' .. --.. -· .. =~=-··==---~-=
STANDARD DRAWINGS
sr) 52, $3, $4,SS, SE>, Se, S9, SIO, S\I.
BENCH ;MARKS
(U.S. G. S, DATUM)
I. f:.LEVA1'10kl 41.cns "+" lN TOP OF CURB tJORTI-NJEST CUR?., Rl~TlJRl:l M~K12Am6 DRI\JE .
AMD EL ARBOL DRIVE.,.
'2. E.LE.VATION 45.E,S':) TOP .. OF FIREl-l't'DRAWT A, RESIDEJ<ICE 5400 EL AROOL DRIVE.. ..
3. ELE:VATlOtJ,; 4=,.e,53 SPIKE lN PO\,VER POLE lt 1'24fi':>4 AT ~ESIDEt,JCE. 5'201 EL..ARBOL. bR(VE.'.
4. ELEVATIOW 56.e,71 SPIKE lN PO\VER POLE 1,1, \'c.'2.~4~ SOUT\.I SIDE CANWO~ ROAD Al,.ID CARLSBAD B\...VD.
CITY OF CARLSBAD I s~~TS I EtJGIIJEEl.!ltJG DEPARTMENT
~-----------~
PLAN FOR SEWERAGE SVSTE;M
TERRAMAl2 SE\VER DISTRICT
ASSESSMENT DISTRICT N! 2-19&4 .
DRAWN R.L~, £. \,
CHK'o. 'n>Py
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PLAN f PROFILE FOR SEWEl<S IN
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~ ENG.INEERING DEPAR:TMENT ~
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CAQLSBAD BLVD.
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PLAIJ f PROFILE OF 5EWEl<S IN
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INDEX MAP
NO SCALE
' •• 0 0 ,.
BEFORE EXCAVATING VERIFY LOCATION OF EXISTING
UNDERGROUND UTILITIES. CONTACT:
'
30-32
, ,
SAN DIEGO GAS 8 ELECTRIC CO ..•••••• 714-232-4252, EXT.7543 PACIFIC TELEPHONE CO ..........•... 714-298 -0595
CITY OF CARLSBAD WATER DEPT. ......... 714-729 -11 81, EXT. 45, 46 PACIFIC LIGHTING SERVICE •.......... 714-496-5712
CARLSBAD MUNICIPAL WATER DISTRICT .•.. 714-729 -2348
CITY OF CARLSBAD
SAN DIEGO COUNTY, CALIFORNIA
CITY COUNCIL
DAVID M. DUNNE ••••..••..•...... MAYOR
GLENN E. MCCOMAS •••••..•.•.. VICE- MAYOR
COUNCILMEN
JACK B.
HUNTER
BOB L. NEELY ••
JOE A. CASTRO
J.E. JARDINE
CLAUDE A. LEWIS
• • • • • • • ■ ■ • • • • CITY MANAGER ARNOLD
COOK •... • • • • • • • • • • • CITY ENGINEER
• • ■ ■ • • • • • PUBLIC WORKS GENERAL FOREMAN
PLANS FOR THE CONSTRUCTION OF
WATER SYSTEM IMPROVEMENTS
CONTRACT No. 1poo
HUD PROJECT NO. WS-6-015-0240
SHEET
NO .
TITLE
I OCEAN ST STA 04·00-14+ 15
2 OCEAN ST. STA 14+15 -29+915
3 OCEAN ST STA 29+95-43+88
4 CARLSBAD BLVD. NORTH STA 0+00-6+61
5 CARLSBAD Bl.VD. NORTH STA 6 ♦ 61-14+35
6 CARLSBAD BLVD. NORTH STA 14+315-21 +48
7 OAK AVE. WEST STA 0+00-10+9~
8 CARLSBAD BLVD. SOUTH STA 0+00-1+02
PINE AVE. WEST STA 0+00-3+52
CHESTNUT l,VE. WEST STA 0+00-4+35
9 CARLSBAD RLVD. SOUTH STA l•02-16+r&
10 CARLSBAD BLVD. SOUTH STA 16+18-31+00
I t CARLSBAD BLVD. SOUTH STA 31 +00-43+10
12 ACACIA AVE STA 0+00-4+15&
SHEET
NO.
29 30
31 32
~
315
36 37
38 39
TITLE
PARK OR. SOUTH STA 0•59-10+31
PARK C~,- EAS1 STA. C+00-14•45
PARK 1:'R. fAf7 STA. 14 + 45 -19 +6 4
ClfAJ;VIEW DR .. EXT: SYA. 25+50-29+90
.CLEARVIEW DR. EXT. STAl4+50-25+50
LAGOON CROSSING STA 0+03-12+10
LAGOON CROSSING STA 12+10-21+96
.CHESTNUT AVE. EAST STA0+00-9+32
WASHINGTON ST. STA 0+00-4+4 3
LAGUNA ,OR .. STA 0+00•6+29
BUENA VISTA WAY STA 0+00-12.+58
BUE:NA VISTA WAY STA 12+58-16+frJ
LINE 4 STA 0+00-9 + 12
VALLEY ST. STA 0+00-1+26
LINE 4 STA 9 +12 -14+27
SHEET
NO.
62 83
64 65
66 67
68 69
70 71
72 73
74 TITLE
CHANNEL CROSSING
ELLERY RES. 5 MG SITE PLAN
ELLERY RES. INLET/ OU;LET
ELLE RY RES. PUMP STA. DETAILS
ELM RES. 1.5 M G SITE PLAN
$1("#1.!NE RES. 1.5 MG SITE PLAN
5 M G RES. FOOTING 8 ROOF PLANS
5 MG RES. ROOF FRAMING PLANS
1.5 M G RES. FOOTING 8 ROOF PLANS
1.5 M G RES. ROOF FRAM ING PLANS
RESERVOIR SECTIONS 8 DETAILS
RESERVOIR SECTIONS 8 DETAILS
RES. NOTES 8 TYPICAL DETAILS
75 RES. VALVE VAULT DETAILS
.. ,.
TAMAR~-CK AVE.WEST STA 0+00-15+28 VALLEY ST. STA I ♦ 26-16+05 76 RES. No.I BALANCING RES. 8 STEEL RES. DET.
VALLEY ST.STA 16+05-28+98 77 BALANCING RES. INLET LINE
VALLEY ST. STA 28+98~33+14 78 BUENA VISTA PUMP STA. DETAILS OAK AVE. EAST STA0+00-8♦ 80 79 PRESSURE REDUCING VALVE VAULT DETAILS PINE AVE. EAST STA Ot00-7+40 BO . ELM AVE. METERING VAULT DETAILS CARLSBlD
-...
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0 n
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2 13 CARLSBAD BLVD. SOUTH STA 43+10-55+40
14 CARLSBAD BLVD. SOUTH STA 55+40-67+93
I 5 CARLSBAD BLVD. SOUTH STA 67+93-80-t70
16 CARLSBAD BLVD, SOUTH STA 80+70-93+68
17 CARLSBAD BLVD. SOUTH STA 93+68-95+30
40 ◄ I
42 43
44 45 ELM AVE. EXT. STA 0+00-9+58 81 . ELLERY RES. 8 BUENA VISTA RES. LANDSCAPING DET. .,.,...,,:tlt_OJ ECT LOCATION
INCi Nl'l"A$ ll</ \ \'--'-....
on 1111.&1
LA JOLLA
i
ELM AVE.EXT. STA 9 ... sa-25+00 82 ELLERY RES. 8 BUENA VISTA RES. IRRIGATION svs: DET.
ELM AVE.EXT. STA 25<"~'0--35+88 83 ELM RES. LANDSCAPING 8 IRRIGATION DETAILS 49 ELM AVE. EXT STA 35-t88-49+ 14
MONROE ST. S7A 0•·00-13+48
84 SYMBOL LIST, DETAILS - ELECTRICAL
85 ELLERY RESERVOIR - ELECTRICAL PLAN
:so E. CHESTNUT AVE. INLET STA 0+00-4+65
LINE I
LINE I
LINE I 19
LINE I 20
LINE I
18 SEQUOIA AVE. STA 0+00-8+29
CHINQUAPIN AVE, WEST STA 0+00-6+89
CHINQUAPIN AVE, WEST STA 6+89- 21+69
CHINQUAF'IN AVE., WEST STA 21+69-22+55
CHINQUAPIN AVE. ~AST STA 0+00-15+115
21 JEFFERSON AVE, STA 0+00-7+83
TAMARACK AVE. EAST STA O+OO-a·•·9 1
LINE I 22 CHINQUAPIN AVE. EAST STA ~+115-18+15
51 52
53 154
515
56 157
58 E. CHESTNUT AVE. OUTLET STA OtOG-7+81
WEST HAVEN DR. STA 0+00-ti+&O
SKYLINE RO. STA 0+00-12 + 61
86 ELLERY RESERVOIR - ELECTRICAL DETAILS
87 SKYLINE RESERVOIR - ELECTRICAL PLAN 8 DETAILS
88 ELM RESERVOIR - ELECTRICAL PLAN 8 DETAILS
89 KELLY DRIVE 8 ELM AVE. METER VAULTS - ELECTRICAL
VICINITY · MAP
NO SCALE
LINE 23 CHINQUAPIN AVE. EAST STA 18+15-19+9(',
LINE HILLSjDE DR. STA 0+00-11+64
PARK DR. SOUTH STA 0+00-0+59
LINE I@ HILLSIDE DR. EXT, STA 0+00-9+58
LINE I@ HILLSIDE DR.EXT. STA 9+58-17+32
LINE I 26 HILLSIDE DR. EXT. STA 17+32-18+41
CLEARVIEW DR. EXT. STA 0-03-14+50
LINE I 27 SKYLINE TO KELLY ESMT-STA0+00-I4+92
LINE I 28 SKYLINE TO KELLY ESMT.STAl4+92-28 ♦ 64
Cil)
~
ALDER AVE STA 0+00-6+66
JANIS WAY STA 0+00-2.,1,-9~
LINE 2 STA 0+00-11+44
LINE 2 STA 11+44-26+44
LINE 2 STA 26+44-31 +55
SKYLINE RES. LANDSCAPING & iRRIGATION DET.
LINE 3 STA 0+00-10+50
LI NE 3 Sl'A 10+50-19+00
LINE 3 STA 19+00-27+72
90 BUENA VISTA PUMP STA. 8 PRESSURE VAULT-ELECTRICAL
91 CAMEO 8 CHESTNUT. VAULTS- ELECTRICAL
@) SHEETS CIRCLED, NOT IN CONTRACT
.. WS-6-05-0240
t<L,/J.6 L
PROJECT ENGi~/
143"13
C. E, No.
15 Qe.c- r-rzo
DATE ENGINEERING - SCIENCE, INC.
WATER SYSTEM IMPROVEMENTS CITY OF CARLSBAD, CALIFORNIA SHE ET.lA_OF APPROVED: , 92 . _ ~ ~J--'., / ~ /' - / 5 HE E TS
lf~z< . .,9,~ (6?88 ENGINEERS ANO CONSULTANTS
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DATE
W. L. Q 3260 ;, ROSECRANS STREET SAN
TITLE SHEET
DIEGO, CALIFORNIA 92110 (714) 224-3618
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/FURNISH & INSTALL 6''6. v.,1o"x1o"x 6"TEE ~ 10"6.V.
i CITY TO MAKE CONN/cCT!CN TO EXI.T/1,C, \._
6"A.c,P. &cc ot---TAJL ® \\,
~
N-364, 50
0 t
J
X45.6
_1<_46.3
I I I
I
32 NOTE: WATER SERVICE CONNECTIONS
TO BE MADE BY THE CITY
D
5TA 14-r/S
2"/3.o.
';II
f-. ,.,
"' ::i:
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-..J
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. f-.
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-
THE CITY OF CARLS/3/JD ENGR. DEPARTMENT HAS
8"J1;8"x 6"'TE"E)
g "){4" RED.
4·•,;.v.-......_
EXl.5T,'3:,;8,,X6,...T,G"E
NEW •G-V.
(l_ CON7ROL nr THIS AREi\. CHECK WITH CITY 13£/'0P.E
LA\'IN6 OUT LINE IN THI~ AREA
PHOTOGRAPH
E-I,66I,250
I (
I
x34.I
STA 6"69
L\ = 29°4-.5'LT
CURVE DATA
A~ 94•
R: 115'
L = /fi,8 1
T" 103 5
~5
MATCH LINE SEE LEFT
STA, 7 + 70
TOPOGRAPHY
STA. 3 + 75 FURNISH .$ IN5 TA LL
IO"xlO"x 6" TEE .t 611 G.11. SUPPLY
40' 6" k C. P. ,t 6" 45° ELL
,, I
EX{ r. 4- w.TO'
B ABIINl>ONeD
IS,::,
/7 ' 4 .(i.'(
CURVE DATA
n.=22 6
R = 600'
L =230.4'
T = l /6. 6'
~ \
L@___.
23-4'' NOTE: 5TA. 5+00 TO STA. 6+ 69
USE 6. 5' PIPE LENGTHS
i·
,\ (...
k 6"6 ,✓•
NEW td'xe"
8"G. V- HC0---0/
0\ ~
EX!5T. NEW
o~-~ ~-1 L (D
N-364,750
4 = 2/ 0 18'
R ~ 196'
L= 72-9'
T-" 3G-9'
....
STA OtOO
REMOVE NECESSARY LENr;TH OF
EX/STING '1-''C.!., FURNISH & 1NSTALL
1o"'x9''REDUCER, &B"G.V. SE[
DE TAIL (A'.
'CD
E-I,662,000
. --- STJRM DRAIN
~G;:y•"f I
TENNIS 1COURTS
_,._,,.-
NOT£: CITY TO
CUT,# CAP-4•C .• '.
/ BEFORE co,vs;.
-f-./E: 10" A.c.A
------~~
'
-----
38.4 X
4 30
GENERAL NOTES: (TYPICAL FOR ALL SHEETS) 8. ALL SEWERS. UNDERCUT SHALL BE ENCASED IN ACCORDANCE WITH STD. DWG.S-I3 IN SPECS. , /. FOR SYMBOL~ AND ABBREVIATIONS SEE STD .. DWG. W-15 lN SPECS. o---+----,,..__,_.___, 9. CONCRETE CROSS GUTTERS SHALL BE CUT WITH CONC. SAW ANO REPLACED IN LIKE K!t-;'O AS DIRECTED I3Y ENGR.
INVERT GRADES SHOV✓!✓- ARE APP~OXlfviATC 10. FIR£ HYDRANTS {F.H.1 SHALL HAVE 2 '1/X 4" OUTLETS UNLESS OTHERWISE S,.OWN. THEY WILL BE FIELD LOCATED AS TO VERT & HORIZ. POSITION. IT SHALL BE UNDERSTOOD THAT F.H. ASSEM · !ES WILL INCLUDE APPURTENANCES SHOWN ON1----•---+, CONTRACTOR SHALL LOCATE ALL UTILITIES, BOTH HORIZ. AND VERTICAL PRIOR TO EXCAVATIO,V t==t:'-=--===+-1=-=-=1--=-=-.=1 STD. DWG W-1 INCLUDING THE MAIN LINE x 6" TEE ANO 6" GATE VALV SEWER WATER, GAS. ELECTRICAL & TELEPHONE SFliVICE::i HAVE NOT BEEN SHOWN, CARE MUST BE TAKEN IN II. BENDS REQ'O. FOR VERT ALIGNMENT V,,'/LL BE SUPPLIED BY Tl-/£ co"lvTRACTOR AT NO EXTRA EXPENSE TO THE CfTY1-. --- EXCAVATION TO AVOID SEVERING SAID SERVICES. IT WILL BE Ti-IE RESPONSIBILITY OF THE CONTRACTOR TO r---, ALL FITTINGS TO BE SUPPLIED TO THE CITY BY THE CONTRACTOR SHALL 8£ ORDERED WITHIN TEN (/0) DAYS OF LOCATE AND OR REPAIR ANY DAMAGED SERVICES t===!===::i:=+==lc::. THE CONTRACT AWARD. CONTACT PUBLIC WORKS GE/\IERAL FOREMAN FOR MATERIALS LIST
6. W4.TER SERVICE CONNECTf0NS TO BE f~ADE BY THE CITY BACKFILL AT DIRECTION OF ENGINEER --- ' ~------- ' ------, 7. VALVES AND APPURTEt./ANCES Cl./ EXiST!NG Li/1/£5 WHICH 4.RE REPLACED IN Tl-IE SAME ALiGNMENT SHALL BE - !11/20/01 LA/AR.& ADDED PERFl!ELDCRE\M-NOTAPART ENGINEERING DRAWING REMOVED BY THE CONThACTOR ANC 0£:..IVERED TO THE CITY YARD. / . . :==ls~. ~F~O~R~T~H:R~u~siTtB~Lo~ctKiDiE~T.~A~tL[s~s~E~E~s~ci1-1iE~o~u~L~E~u~•N;g 1 s~H;E~E~T[41Jfr-".i~t=".~'._'~_-=::~~~':':'_~~~~~~Jiliili[~EAACsKEMF. ~E/\~:T .,s:M~u:s:T~B:E~C~L:E~A:R:E~o:o:F~T~R~E~E~s~, ~s~H~Riuia;s AND RO 01S. VO!lfS SHALL BE FIL LE o w1TH ACCEPTABLE 8 9 10 II 12 13 14 7 5 4 3 2 ,, ~- .,, i£)5 _6 _05_02 4-0 • PROJECT ENGINEER ~
~~JJ~
OftCEMANAGER
DGN. W.L.O. OWN. GOLDI
14 3q3
C. E. No.
;,;,; 813
C. E. No.
/.$" /J.u.. 1970
DATE
/.s- f}e,,.. 117"
DATE
CHKD. W. L.O.
ENGINEERING - SCIENCE,
ENGINEERS ANO CONSULTANTS
3260 l-, ROSECRANS STREET SAN DIEGO, CALIFORNIA 92110
INC.
(714) 224-3618
WATER SYSTEM IMPROVEMENTS
OCEAN STREET
STA. o ... 00 - STA. 14+15
CITY OF CARLSBAD, CALIFORNIA SHEET I OF
2 SHEETS
,._ G9·20
DWG. NO.
15 9 - 9
I IL-, __ _,
I
I
I
I
1 :,,
~
" 0
6 I I 8 § ~
• ~ I i ~ 2
ii ffi •
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r -- · __ c· r -. c' -, E -1-- .E, _ _ - ~I: ~ •r=ic= "' - ••· .. - - '' - -- -
-·-- - f-· -- --
'
-·-i=-.: -·
- .r::-- -- -:: __
' --- -- -
IE 23.94
----- --- - --- -- -
/:V
i~
SCALE 1" = 40'
S_;,.
I
I
I A lS.
I ~ , \
- - - . :_
- - -
0+00
,
/ ,
1/vv"' XV'v ~
/ '1-4-ABANOON ANO PLUG
,
/' WITH CEMENT MORTAR
I.E. 2J.99
2' RADIUS
CONSTRUCT NEW PVC LINED MANHOLE:
OVER EXISTING VCP PIPELINE REMOVE
UPPER HALF SECTION OF VCP AND
CONFIGURE CHANNEL WITH RADIUS
REDIRECTING FLOW TO NEW PIPELINE:.
MANHOLE SHALL BE CONSTRUCTED
CONFORMING TO CDC STD. DWG, S-1A
WITH HYDRONE:X SMARTCOVER-S PART
NO. 1002K AND CERTAINTffD PAMREX
36" HINGED COVER.
fl\ NEW MANHOLE NO.1 (T-LOCK LINED)
u SCALE 1" = 2' STA. 1+00
-
''
- '
- ''
1+00
"" "
I--- -- --
-· -
'
- '--·::
--
- _____:_ -
r=..-. - .. :..
-- t-·
- - - - ---· -j--
'
-
+·
'
1--- ,_
' ., --t-1·'' -
-~-
' '
- '
r--_ -- -·
---1----
'''
'
--· -
'
-r-------::: __
" "
-----
' - -- ,- - :_: --=- -
-f--1--1--- ~ -
----
-
~-
' •
r--- - =-·
----- :. ,-- - . -- -- --1--- -:-i::-----:- -:---:-=r-_-1-- ,._,,___ ," - ·f·. -- . .--- 1----- _-------= -_-- I--- - -- I- .
- -- ---- --- - ' --~ --
>.PH 210-010-~0
2+00
SDC.J:E
SERVICE YARD
I
►
I
3+00 4+00 5+00
SEWER FORCE MAIN
NO. LENGTH BE;ARING DIA. MA T£RIAL
[I 6.CO' S 16"38'19" E 6" C900, PVC DRIB
6+00 7+00
CON)ECT 6" FM TO EXIST. 8" FM ~
CONSTRUCT NEW MANHOLf #2 PER \-=,)
COG STD. DWG. SIA MODIFIED HINGED
COVER
l.f. 37.88
EXIST. 8" ACP SHALL BE REMOVED TO
NEAREST JOINT. NO FIELD CUTTING OF
ACP ALLOWED. TRANSlnON TO 8" C900
PVC TO MAKE-UP FOR REMOVED ACP SECTION.
,w 193i!JO
EXIST. MH
I.E. 37.29
CEMENT
REMOVE EXISTING ACP FORCE MAIN TO
CONSTRUCT NEW MANHOLE. CUTTING OF ACP
IS PROHIBITED. BREAK AT N[AR[ST COUPLING
ANO DISPOSE OF ACP PER JURISDICTIONAL
REQUIREMENTS.
-U-SHAPEO OPEN
---.__ I CHANNEL THROUGH
MANHOLE
)_, ' _,.;
r, ';'
• ll
' ,---- -· ·-----------·=-L_'-----\-+--F-~-~=~==f--- ~
') "- -- ------- .,. ,..,,,,, -r .
ex 1 :~- ------ - __.,--------- ~ 1~---L--a"EVC.0-~0o
2 J" , _.,,..---
NEW 6" DIA.
PVC FORCE MAIN
CONSTRUCT PVC LINED MANHOLE
PER COG STD. 0 WG. S-1 A
WITH CERTAINTEED PAMREX
36" HINGED COVER
·:::... )I
'A,,, L .,. .• , '
f2\ NEW MANHOLE NO.2 (T-LOCK LINED)
\.::__) SCALE: 1" = 2· STA. 5+40
[ll 36.00' S 65"04'15" E 6" C900, PVC DRIB E+------J~------+----+---~------1, [] 342,oo· N 7077'36" E 6" C900, PVC DRIB PVC SEWER PIPELINE & 6" PVC FORCEMAIN
5.00'
174'
-
NO. LENGTH
(D 21.58'
N 47"48'57" E 6" C900, PVC DRIB
8" 8" GIPP IN EXIST. 8" ACP
-
SEWER GRAVITY PIPELINE
BEARING DIA. MATERIAL
N 16"38'19" W 10"' C900, PVC DRIB
~\l-ofESSlo,v-1
' ~(
~ ~ ,_,-.,,_,,...7 -
TERRY L. SMITH i
No. 42979 "'
Exp. ~03=/~3~1 /~1~4-
* CI VI L "","
c:i'<'
Of c~1.\'
C-2
1--1---1--r,_A_ 3 _-e_u._'IL_r _______ -1--+--+----1---1 J sH5EET I CITY OF CARLSBAD ~B UTILITIES DEPARTMENT ~
;::::=;T;;;ER;;:RAMA;;.,'.;:;:;:;;R::;;S:;;EW:;;:E:;;R;;:L;:;IFT;;;;:;S;;;TA;;:T;;:IO;;:N;;:AN:;:;:;:;D;:;F;:;O;;;R;;;CE;;:MA;;:;;IN;;:R;;:E;;:P;;:LA;;:C;;,E,;;_M;;;E;:;N;;:T =:::::
"AS ~ U IL T" 6" FORCEMAIN & SEWER MAIN
/ PLAN & PROFILE --;:,J~ ~ /01•//s-;, ',/.-;"1'1"--+---+-----------+--+----1---+-----l :============~ T"' APPROVED WILLIAM E. PLUMMER RCE ___ EXP.____ DA TE _,d,""0/,,"'~'4-~•a,~-"'";0,_c',,__-=;VU~U.f,.,~--,-,n--z=:..--~~-c; -25=-l2.
ENGINEERING MANAGER PE 28176 EXPIRES 3/31/14 DATE
REVIEWED BY't,_U,.,
11/,,,,_,;; t Li
~ .
INSPECTOR
(<>!~
DATE
DATE INITIAL
ENGINEER OF WORK REVISION DESCRIPTION
DA TE INITIAL DATE INITIAL
OTHER APPROVAL CITY APPROVAL
OWN BY: '"'
CHKD BY: MB
RVWD BY: TS
PROJECT NO.
5502
DRAWING NO.
469-7
'
Vl 0
l~ ro G) ,-+
u,
0 .i:,.
-+, O')
N If
00 -...J
EXISTING AC
PAVEMENT OVER
PIPELINE
AVENIDA ENCINAS
EX 2" GAS
EL UNKN
INITIALDATEDATE INITIAL
ENGINEER OF WORK
DATE INITIAL
CITY APPROVALREVISION DESCRIPTION
EXP.P.E.
REVIEWED BY:
DATEINSPECTOR
DATE
"AS BUILT"
SUBMITTED:
APPROVED:
APPROVED:
BROWN AND CALDWELL
PROJECT MANAGER
DATE:
DATE:
DATE:
HORIZONTAL
VERTICAL
SCALE
WARNING
1/2 0 1
IF THIS BAR DOES
NOT MEASURE 1''
THEN DRAWING IS
NOT TO SCALE.
RVWD BY:
SHEET SHEETS
DWN BY:
CHKD BY:
PROJECT NO.
UTILITIES DEPARTMENT
AVENIDA ENCINAS RECYCLED WATER LINE
DRAWING NO.
5027
32 474-5
SHEET NAME
MATCH LINE - SEE SHEET C-9 FOR CONTINUATION
MATCH LINE - SEE SHEET
C-9
FOR CONTINUATION
CAUTION!
EX 2" HP GAS
18" RW
30 35
40 45
50 55
60 65
30 35
40 66+00 67+00 68+00 69+00 70+00
45 50
55 60
65 EX ELECTRIC
EL UNKN
EX ELECTRIC
EL UNKN
EX ELECTRIC
EL UNKN
EX TELEPHONE
EL UNKN
36" HDPE FORCE MAIN
IE = 27.0±
SEE NOTE 4
B-13
B-14
PLAN
SCALE: 1" = 40'
PROFILE
HORIZ: 1" = 40'
VERT: 1" =4'
5010
25 CANNON ROAD
B-14 B-13
STA 69+26.21
START OF HORIZ CURVE
IE = 38.92
STA 71+80.84
END OF HORIZ CURVE
IE = 37.91
STA 73+49.50
45° BEND
IE = 36.69
STA 73+76.18
CONNECT TO
EX 24" GV
IE = 36.19
EX ELECTRIC
EL UNKN
EX ELECTRIC
EL UNKN
EX 30" SD
IE = 36.0±
ROAD CL
CAUTION!
EX 2" GAS
STA 73+50.00
BO, PER
CMWD W-11A
R/W
EX 6" WATER
EX 30" RCP SD
SEE NOTE 4
EX 8" WATER
R/W
EX 8" WATER
TOP = 43.4±
STA 67+58.08
END CURVE
25 71+00 72+00 73+00 74+00
STA 67+58.08
END OF HORIZ CURVE
IE = 39.58
STA 71+80.84
END CURVE
SEE DETAIL
EX TELEPHONE
EL UNKN
EX ELECTRIC
EL UNKN
EX ELECTRIC
EL UNKN
EX 6" FH WATER
TOP = 42.4±
EX 2" WATER SERVICE
EL UNKN
70' R/W
EX UG TELEPHONE
23'
70' R/W
23'12'
12'
5051
STA 68+00.00
GRADE BREAK
IE = 39.42
STA 73+47.22
45° BEND
IE = 38.97 EX 30" SD
IE = 33.1±
C-15
B
EX UG TELEPHONE
EX CURB
EX CURB
EX UG ELECTRIC
EX UG ELECTRICEX UG TELEPHONE
20 21
22 5050
4990
EXISTING
DRIVEWAY
EXISTING
DRIVEWAY
17 RMK
VCH
GCS
18, 12-INCH RECYCLED WATER PIPELINE
1" = 40'
1" = 4'
CIVIL PLAN AND PROFILE
STA 66+00 TO STA 75+00
CONSTRUCT 732.22 L.F. OF 18" PVC C-905, DR-18 (235 PSI) B-12
GROUND WATER
= 17.5' BGS
24 NEW 54" TRUNK SEWER,
SEE SCHEDULE C
EXISTING
DRIVEWAY
1. EXISTING UTILITY LOCATIONS AND ELEVATIONS SHOWN ARE
APPROXIMATE AND BASED ON AVAILABLE RECORD INFORMATION
UNLESS NOTED OTHERWISE. CONTRACTOR SHALL FIELD VERIFY
INFORMATION SHOWN AND FIELD LOCATE EXISTING UTILITIES.
2. CONTRACTOR SHALL VERIFY EXISTING INVERT ELEVATION(S) PRIOR TO START OF CONSTRUCTION.
3. CONTRACTOR SHALL PROTECT-IN-PLACE ACTIVE SEWER PIPES
AND MAINTAIN ACCESS TO ALL EXISTING ACTIVE MANHOLES
DURING CONSTRUCTION.
4. FOR PAVEMENT REPLACEMENT REQUIREMENTS SEE
SPECIFICATION SECTIONS 02350 AND 02345 AND DETAIL A, SHEET C-16. FROM CANNON ROAD AND SOUTH, SEE SCHEDULE C SHEETS C-22 THROUGH C-25.
5. CONTRACTOR SHALL SURVEY ALL EXISTING MEDIANS AND SHALL
REPAIR OR REPLACE IN KIND ANY THAT ARE IMPACTED BY
CONSTRUCTION OPERATIONS. SEE SCHEDULE C SHEETS C-22
THROUGH C-25 FOR RECORD DRAWING INFORMATION.
GENERAL NOTES:
1. PROVIDE A MINIMUM COVER OVER RECYCLED WATER PIPELINES OF 4.5 FEET UNLESS NOTED OTHERWISE ON PIPELINE PROFILE.
2. PROVIDE A MINIMUM VERTICAL CLEARANCE OF 1 FT BETWEEN
RECYCLED WATER PIPELINES AND CROSSING UTILITIES EXCEPT
WHERE NOTED OTHERWISE ON PIPELINE PROFILE.
3. A 10-FT HORIZONTAL SEPARATION BETWEEN POTABLE WATER AND
RECLAIMED WATER LINES MUST BE MAINTAINED AT ALL TIMES
UNLESS OTHERWISE SHOWN ON PLAN.
4. EXISTING UTILITY LOCATIONS AND ELEVATIONS SHOWN ARE
APPROXIMATE AND BASED ON AVAILABLE RECORD DRAWING
INFORMATION UNLESS NOTED OTHERWISE.
5. PROVIDE RESTRAINED PIPE JOINTS AS SPECIFIED WHERE SHOWN.
PROVIDE THRUST BLOCKS PER CMWD STD DWG W-15 FOR 12-INCH DIAMETER PIPE AND LESS AND PER SHEET C-16 FOR PIPE
GREATER THAN 12-INCH DIAMETER.
6. EXISTING GRAVITY SEWER TO BE ABANDONED. REMOVE
SEGMENTS OF EXISTING 42" SEWER PIPE WHERE ALIGNMENTS
CONFLICT PRIOR TO CONSTRUCTION OF 18" RECYCLED WATER
PIPELINE.
7. RECYCLED WATER SERVICE SHALL BE INSTALLED PER CMWD STD DWG W-3 OR W-4. SEE NEW RECYCLED SERVICE SCHEDULE ON
SHEET G-5.
8. PROVIDE RESTRAINED COUPLING AT PVC/STEEL TRANSITIONS PER SPECIFICATION SECTION 15085. COUPLINGS SHALL BE RATED TO
THE HYDROSTATIC TEST AND OPERATIONAL PRESSURE
REQUIREMENT OF THE ADJACENT PIPING.
CONSTRUCTION NOTES:
CONSTRUCT 43.96 L.F. OF 18" WELDED STEEL PIPE
W/ THRUST WALL PER CMWD STD. DWG. W-34
CONNECT TO EX. RW
PIPELINE PER CMWD
STD. DWG. NO. W-4
12" MIN.
SEE NOTE 7
SEE NOTE 7
SEE NOTE 7
SEE NOTE 7
STA 72+00.00
GRADE BREAK
IE = 37.84
STA 72+75.00
GRADE BREAK
IE = 39.12
STA 72+00.00
BO, PER
CMWD W-6
STA 72+75.00
AVA, PER
CMWD W-7
STA 73+74.18
18"x24" REDUCER
IE = 36.69
STA 73+74.18
18"x24" REDUCER
RECYCLED WATER SERVICE SCHEDULE
No. STD
DWG.
STREET
No. STREET ACCOUNT
No. COMMENTS
22 5010 5008510 65576093
21 5050 5008300 65576109
20 5051 NEW NEW
STATION
66+66
66+71
69+86
24 4990 NEW N/A
2"
2"
1"
2"N/A
CMWD W3
CMWD W4
CMWD W4
CMWD W4
EX UG CATV
EX TELEPHONE
EL UNKN
C-10
36" HDPE FORCE MAIN,
SEE SCHEDULE B
RESTRAIN JOINTS (SEE NOTE 5) STA 69+26 TO STA 73+32.22
STA 73+42
CT, SEE
SHT C-18
EX UG ELECTRIC
75+00
STA 73+85.63
12" TEE
CONSTRUCT 90.05 L.F. OF 12"
WELDED STEEL PIPE W/ THRUST
WALL PER CMWD STD. DWG. W-34
STA 74+53.87
START OF HORIZ CURVE
IE = 33.60
STA 73+85.63
12" TEE
IE = 36.69
STA 73+86.96
12" 45° BEND
IE = 33.75
EX 18" SD
IE 39.9±
EX TELEPHONE
EL 41.97±
EX 20" HP GAS
T.O.P. 40.7±
EX 3" HP GAS
T.O.P. 42.0±
EX 24" SEWER
IE 37.3±
ABANDONED
EX 10" SEWER IE 38.6±
EX 12" WATER
T.O.P.42.4±
B-12
12" RW
STA 74+53.87
BEGIN CURVE
54" DESALINATION
WATER
IE = 15.5±
54"
DESALINATION
WATER
CAUTION!
EX 20" GAS
CAUTION!
EX 3" GAS
EX 18" SD
EX 24" SEWER
STA 69+26.21
BEGIN CURVE
STA 74+73.68
CT, SEE
SHT C-18
MATCH LINE - SEE SHEET C-11 FOR CONTINUATION
CONSTRUCT 24.32 L.F. OF 12"
PVC C-900, DR 14 (305 PSI)
W/ RESTRAINED JOINTS
EX 24" STL RW
MB04/15 ADDENDUM NO. 51
1 JUNE 2014
CONSTRUCTION PLANS FOR
CARLSBAD DESALINATION
CONVEYANCE PIPELINE
CONSOLIDATED PLAN SET
SAN DIEGO COUNTY WATER AUTHORITY
RECORD DRAWING
SAN DIEGO COUNTY
WATER AUTHORITYwww.tetratech.com
17885 Von Karman Ave, Suite 500
Irvine, California, 92614
Phone: (949) 809-5000
Fax: (949) 809-5010
PIPELINE PACKAGE
SAN DIEGO COUNTY WATER AUTHORITY
RECORD DRAWING
SAN DIEGO COUNTY
WATER AUTHORITYwww.tetratech.com
17885 Von Karman Ave, Suite 500
Irvine, California, 92614
Phone: (949) 809-5000
Fax: (949) 809-5010
CARLSBAD VISTA
SAN MARCOS
OCEANSIDE
LAGOON
PALOMAR AIRPORT
ALIGNMENT
PROJECT
CARLSBAD
DESALINATION
PLANT
SAN DIEGO COUNTY WATER AUTHORITY
RECORD DRAWING
SAN DIEGO COUNTY
WATER AUTHORITYwww.tetratech.com
17885 Von Karman Ave, Suite 500
Irvine, California, 92614
Phone: (949) 809-5000
Fax: (949) 809-5010
O
SAN DIEGO COUNTY WATER AUTHORITY
RECORD DRAWING
SAN DIEGO COUNTY
WATER AUTHORITYwww.tetratech.com
17885 Von Karman Ave, Suite 500
Irvine, California, 92614
Phone: (949) 809-5000
Fax: (949) 809-5010
SAN DIEGO COUNTY WATER AUTHORITY
RECORD DRAWING
SAN DIEGO COUNTY
WATER AUTHORITYwww.tetratech.com
17885 Von Karman Ave, Suite 500
Irvine, California, 92614
Phone: (949) 809-5000
Fax: (949) 809-5010
SAN DIEGO COUNTY WATER AUTHORITY
RECORD DRAWING
SAN DIEGO COUNTY
WATER AUTHORITYwww.tetratech.com
17885 Von Karman Ave, Suite 500
Irvine, California, 92614
Phone: (949) 809-5000
Fax: (949) 809-5010
SAN DIEGO COUNTY WATER AUTHORITY
RECORD DRAWING
SAN DIEGO COUNTY
WATER AUTHORITYwww.tetratech.com
17885 Von Karman Ave, Suite 500
Irvine, California, 92614
Phone: (949) 809-5000
Fax: (949) 809-5010
SAN DIEGO COUNTY WATER AUTHORITY
RECORD DRAWING
SAN DIEGO COUNTY
WATER AUTHORITYwww.tetratech.com
17885 Von Karman Ave, Suite 500
Irvine, California, 92614
Phone: (949) 809-5000
Fax: (949) 809-5010
SAN DIEGO COUNTY WATER AUTHORITY
RECORD DRAWING
SAN DIEGO COUNTY
WATER AUTHORITYwww.tetratech.com
17885 Von Karman Ave, Suite 500
Irvine, California, 92614
Phone: (949) 809-5000
Fax: (949) 809-5010
SAN DIEGO COUNTY WATER AUTHORITY
RECORD DRAWING
SAN DIEGO COUNTY
WATER AUTHORITYwww.tetratech.com
17885 Von Karman Ave, Suite 500
Irvine, California, 92614
Phone: (949) 809-5000
Fax: (949) 809-5010
DEVIATIONS FROM SDCWA STD DETAIL 1
1-800-227-2600
SERVICE ALERT
!
DIG
UOEOR YEB F
LAC
L
(619)480-1991
CALL
FOR EMERGENCY
UNDERGROUND
FOR FREE LOCATION
CALL
TO PROSECUTION
VIOLATORS SUBJECT
IN THIS VICINITY
WARNING
BURIED CABLE
SAN DIEGO COUNTY WATER AUTHORITY
RECORD DRAWING
SAN DIEGO COUNTY
WATER AUTHORITYwww.tetratech.com
17885 Von Karman Ave, Suite 500
Irvine, California, 92614
Phone: (949) 809-5000
Fax: (949) 809-5010
DEVIATIONS FROM SDCWA STD DETAIL1
SAN DIEGO COUNTY WATER AUTHORITY
RECORD DRAWING
SAN DIEGO COUNTY
WATER AUTHORITY
P:\35200\135-35200-13001\CAD\SheetFiles\V&A\08-0587CP-1.dwg Jan 31, 2017 - 3:07pm www.tetratech.com
17885 Von Karman Ave, Suite 500
Irvine, California, 92614
Phone: (949) 809-5000
Fax: (949) 809-5010
155 Grand Avenue, Suite 700
Oakland, CA 94612
Tel. (510) 903-6600, Fax (510) 903-6601
CATHODIC PROTECTION NOTES
DESCRIPTION
AC ALTERNATING CURRENT
ACP ASBESTOS CEMENT PIPE
AWG AMERICAN WIRE GAGE
CA CALIFORNIA
CCP CONCRETE CYLINDER PIPE
CLSB CARLSBAD
CML&C CEMENT MORTAR LINED AND COATED STEEL PIPE
CML&TW CEMENT MORTAR LINED STEEL PIPE WITH DIELECTRIC
COATING AND MORTAR OVERCOAT
CP CATHODIC PROTECTION
CTS CORROSION TEST STATION
DC DIRECT CURRENT
DIA DIAMETER
EA EACH
ELEC ELECTRIC
FCF FLOW CONTROL FACILITY
FLG FLANGE
FT FOOT
GEN GENERAL
GRS GALVANIZED RIGID STEEL
HDPE HIGH DENSITY POLYETHYLENE
HMWPE HIGH MOLECULAR WEIGHT POLYETHYLENE
I.D. INTERNAL DIAMETER
IFK INSULATING FLANGE KIT
INSUL INSULATOR
MIJ MONOLITHIC INSULATING JOINT
NEG NEGATIVE
O.D. OUTSIDE DIAMETER
PCF POUNDS PER CUBIC FOOT
PLS PLACES
PVC POLY VINYL CHLORIDE
PSI POUNDS PER SQUARE INCH
SCH SCHEDULE
SDG&E SAN DIEGO GAS AND ELECTRIC
SDCWA SAN DIEGO COUNTY WATER AUTHORITY
SPEC SPECIFICATION
SS STAINLESS STEEL
THWN HEAT AND MOISTURE RESISTANT THERMOPLASTIC
WIRE INSULATION WITH NYLON JACKET
TYP TYPICAL
VWD VALLECITOS WATER DISTRICT
ABBREVIATIONS
ALIGNMENT SCHEMATIC
SYMBOL DETAIL
SAN DIEGO COUNTY WATER AUTHORITY
RECORD DRAWING
SAN DIEGO COUNTY
WATER AUTHORITY
P:\35200\135-35200-13001\CAD\SheetFiles\V&A\08-0587CP-8.dwg Mar 23, 2017 - 4:30pm www.tetratech.com
17885 Von Karman Ave, Suite 500
Irvine, California, 92614
Phone: (949) 809-5000
Fax: (949) 809-5010
155 Grand Avenue, Suite 700
Oakland, CA 94612
Tel. (510) 903-6600, Fax (510) 903-6601
SAN DIEGO COUNTY WATER AUTHORITY
RECORD DRAWING
SAN DIEGO COUNTY
WATER AUTHORITY
P:\35200\135-35200-13001\CAD\SheetFiles\V&A\08-0587CP-9.dwg Jan 31, 2017 - 3:07pm www.tetratech.com
17885 Von Karman Ave, Suite 500
Irvine, California, 92614
Phone: (949) 809-5000
Fax: (949) 809-5010
155 Grand Avenue, Suite 700
Oakland, CA 94612
Tel. (510) 903-6600, Fax (510) 903-6601
SAN DIEGO COUNTY WATER AUTHORITY
RECORD DRAWING
SAN DIEGO COUNTY
WATER AUTHORITY
P:\35200\135-35200-13001\CAD\SheetFiles\V&A\08-0587CP-10.dwg Jan 31, 2017 - 3:07pm www.tetratech.com
17885 Von Karman Ave, Suite 500
Irvine, California, 92614
Phone: (949) 809-5000
Fax: (949) 809-5010
155 Grand Avenue, Suite 700
Oakland, CA 94612
Tel. (510) 903-6600, Fax (510) 903-6601
3"
SAN DIEGO COUNTY WATER AUTHORITY
RECORD DRAWING
SAN DIEGO COUNTY
WATER AUTHORITY
P:\35200\135-35200-13001\CAD\SheetFiles\V&A\08-0587CP-12.dwg Mar 23, 2017 - 4:30pm www.tetratech.com
17885 Von Karman Ave, Suite 500
Irvine, California, 92614
Phone: (949) 809-5000
Fax: (949) 809-5010
155 Grand Avenue, Suite 700
Oakland, CA 94612
Tel. (510) 903-6600, Fax (510) 903-6601
CP TEST
SAN DIEGO COUNTY WATER AUTHORITY
RECORD DRAWING
SAN DIEGO COUNTY
WATER AUTHORITY
P:\35200\135-35200-13001\CAD\SheetFiles\V&A\08-0587CP-15.dwg Mar 24, 2017 - 11:25am www.tetratech.com
17885 Von Karman Ave, Suite 500
Irvine, California, 92614
Phone: (949) 809-5000
Fax: (949) 809-5010
155 Grand Avenue, Suite 700
Oakland, CA 94612
Tel. (510) 903-6600, Fax (510) 903-6601
CPTS NUMBER PIPELINE STATION TYPE ADDRESS WIRE LENGTH (FT) NOTES AND ADDITIONAL INFORMATION 1 25+75 4-WIRE CASING AVENIDA ENCIANS / NRG 66.77
2 27+56 4-WIRE CASING AND COUPON AVENIDA ENCINAS 77.33 STREET BOX WITH CTS #2 AND #3 INSIDE 3 27+86 4-WIRE CASING AVENIDA ENCINAS 69.52 STREET BOX WITH CTS #2 AND #3 INSIDE 4 33+75 4-WIRE CASING AVENIDA ENCINAS / CANNON 87.26 SPLICED REFERENCE ELECTRODE WIRE 5 34+21 4-WIRE CASING AND COUPON AVENIDA ENCINAS / CANNON 13.6600 SPLICED REFERENCE ELECTRODE WIRE 6 49+00 4-WIRE CASING CANNON / PASEO DEL NORTE 77.28
7 50+75 MIJ AND COUPON CANNON RD. 80.52
8 59+55 2-WIRE CANNON / CAR COUNTRY 61.88
9 69+99 2-WIRE CANNON RD. 57.56
10 77+97 2-WIRE CANNON RD. / LEGOLAND 74.80
11 95+93 2-WIRE CANNON RD. 63.25
12 101+18 2-WIRE CANNON RD. / TUNNEL PIT 69.30
13 117+80 2-WIRE TUNNEL PIT / FARADAY AVE. 75.35 FLANGE TEST BOX 14 133+00 4-WIRE PIPE CURRENT FARADAY AVE. 75.90
RECTIFIER 1 140+30 RECTIFIER FARADAY AVE. 67.43
15 155+92 4-WIRE PIPE CURRENT FARADAY AVE. 71.50
16 170+21 2-WIRE FARADAY AVE. 61.71
17 186+00 2-WIRE FARADAY AVE. 64.13
18 200+10 2-WIRE FARADAY AVE. 66.33 SPLICED REFERENCE ELECTRODE WIRE 19 204+96 4-WIRE CASING FARADAY AVE. / VAN ALLEN 82.50
20 206+31 4-WIRE CASING FARADAY AVE. / VAN ALLEN 70.40
21 210+93 4-WIRE CASING FARADAY AVE. / COLLEGE AVE. 68.56 SPLICED ELECTRODE INSTALLATION PER 4/CP-8 22 212+58 4-WIRE CASING FARADAY AVE. / COLLEGE AVE. 59.40 RMU TEST STATION, SPLICED ELECTRODE INSTALLATION PER 4/CP-8
23 217+38 4-WIRE CASING FARADAY AVE. / RUTHERFORD 71.9400 24 219+05 4-WIRE CASING FARADAY AVE. / RUTHERFORD 74.80 SPLICED ELECTRODE INSTALLATION PER 4/CP-8 25 231+03 2-WIRE FARADAY AVE. 63.06
26 243+58 4-WIRE CASING FARADAY AVE. / PRIESTLY 58.66
27 245+30 4-WIRE CASING FARADAY AVE. / PRIESTLY 56.65
28 253+78 4-WIRE CASING FARADAY AVE. / EL CAMINO 82.50 SPLICE WIRE IN BOX 29 256+14 4-WIRE CASING FARADAY AVE. / EL CAMINO 57.20 STREET BOX 30 271+67 4-WIRE CASING FARADAY AVE. / ORION 58.66
31 274+37 4-WIRE CASING FARADAY AVE. / ORION 69.52
32 289+00 2-WIRE FARADAY AVE. 61.05
33 299+00 2-WIRE FARADAY AVE. 62.48
34 311+85 2-WIRE FARADAY AVE. 60.50
35 322+63 2-WIRE FARADAY AVE. 56.10
36 339+18 2-WIRE FARADAY AVE. 61.60
37 347+86 4-WIRE CASING FARADAY AVE. / S MELROSE 84.15
38 349+91 4-WIRE CASING PARK CENTER / S MELROSE 71.50
39 355+00 2-WIRE S MELROSE DR. 61.16
40 374+33 2-WIRE LIONSHEAD AVE. 62.26
41 385+06 2-WIRE LIONSHEAD AVE. 68.42
42 400+00 2-WIRE LIONSHEAD AVE. 67.10
43 415+00 4-WIRE PIPE CURRENT LIONSHEAD AVE. 61.38
RECTIFIER 2 422+38 RECTIFIER BUSINESS PARK / POINSETTIA 68.20 44 427+64 4-WIRE PIPE CURRENT POINSETTIA AVE. 62.37
45 444+94 2-WIRE POINSETTIA AVE. 53.46
46 463+05 2-WIRE POINSETTIA AVE. / SPECIALTY 51.81
47 475+87 2-WIRE POINSETTIA AVE. / W LINDAVISTA 58.96
48 493+86 2-WIRE W LINDAVISTA 76.23
49 505+98 2-WIRE W LINDAVISTA / LAS FLORES 55.00
50 516+47 2-WIRE LAS FLORES / LA MIRADA 113.30
51 530+05 2-WIRE 9TH STREET 46.15
52 536+83 4-WIRE CASING 9TH STREET / RANCHO SF 50.93
53 539+43 4-WIRE CASING RANCHO SF / 9TH STREET 62.15 RMU TEST STATION, SPLICED ELECTRODE INSTALLATION PER 4/CP-8
54 14+70 2-WIRE NRG PLANT -
55 22+73 4-WIRE CASING NRG PLANT / RAILROAD -
56 25+49 4-WIRE CASING NRG PLANT / RAILROAD -
57 25+75 MIJ AND COUPON NRG PLANT / RAILROAD -
SAN DIEGO COUNTY WATER AUTHORITY
RECORD DRAWING
SAN DIEGO COUNTY
WATER AUTHORITY
P:\35200\135-35200-13001\CAD\SheetFiles\V&A\08-0587CP-16.dwg Jan 31, 2017 - 3:08pm www.tetratech.com
17885 Von Karman Ave, Suite 500
Irvine, California, 92614
Phone: (949) 809-5000
Fax: (949) 809-5010
155 Grand Avenue, Suite 700
Oakland, CA 94612
Tel. (510) 903-6600, Fax (510) 903-6601
SAN DIEGO COUNTY WATER AUTHORITY
RECORD DRAWING
SAN DIEGO COUNTY
WATER AUTHORITY
P:\35200\135-35200-13001\CAD\SheetFiles\V&A\08-0587CP-17.dwg Jan 31, 2017 - 3:08pm www.tetratech.com
17885 Von Karman Ave, Suite 500
Irvine, California, 92614
Phone: (949) 809-5000
Fax: (949) 809-5010
155 Grand Avenue, Suite 700
Oakland, CA 94612
Tel. (510) 903-6600, Fax (510) 903-6601
SAN DIEGO COUNTY WATER AUTHORITY
RECORD DRAWING
SAN DIEGO COUNTY
WATER AUTHORITY
P:\35200\135-35200-13001\CAD\SheetFiles\V&A\08-0587CP-18.dwg Jan 31, 2017 - 3:08pm www.tetratech.com
17885 Von Karman Ave, Suite 500
Irvine, California, 92614
Phone: (949) 809-5000
Fax: (949) 809-5010
155 Grand Avenue, Suite 700
Oakland, CA 94612
Tel. (510) 903-6600, Fax (510) 903-6601
SAN DIEGO COUNTY WATER AUTHORITY
RECORD DRAWING
SAN DIEGO COUNTY
WATER AUTHORITY
P:\35200\135-35200-13001\CAD\SheetFiles\V&A\08-0587CP-19.dwg Jan 31, 2017 - 3:08pm www.tetratech.com
17885 Von Karman Ave, Suite 500
Irvine, California, 92614
Phone: (949) 809-5000
Fax: (949) 809-5010
155 Grand Avenue, Suite 700
Oakland, CA 94612
Tel. (510) 903-6600, Fax (510) 903-6601
SAN DIEGO COUNTY WATER AUTHORITY
RECORD DRAWING
SAN DIEGO COUNTY
WATER AUTHORITY
P:\35200\135-35200-13001\CAD\SheetFiles\V&A\08-0587CP-20_Rev06.dwg Mar 24, 2017 - 11:25am www.tetratech.com
17885 Von Karman Ave, Suite 500
Irvine, California, 92614
Phone: (949) 809-5000
Fax: (949) 809-5010
155 Grand Avenue, Suite 700
Oakland, CA 94612
Tel. (510) 903-6600, Fax (510) 903-6601
SAN DIEGO COUNTY WATER AUTHORITY
RECORD DRAWING
SAN DIEGO COUNTY
WATER AUTHORITY
P:\35200\135-35200-13001\CAD\SheetFiles\V&A\08-0587CP-21_Rev06.dwg May 10, 2017 - 2:58pm www.tetratech.com
17885 Von Karman Ave, Suite 500
Irvine, California, 92614
Phone: (949) 809-5000
Fax: (949) 809-5010
155 Grand Avenue, Suite 700
Oakland, CA 94612
Tel. (510) 903-6600, Fax (510) 903-6601
SAN DIEGO COUNTY WATER AUTHORITY
RECORD DRAWING
SAN DIEGO COUNTY
WATER AUTHORITY
P:\35200\135-35200-13001\CAD\SheetFiles\V&A\08-0587CP-22_Rev06.dwg Mar 24, 2017 - 11:25am www.tetratech.com
17885 Von Karman Ave, Suite 500
Irvine, California, 92614
Phone: (949) 809-5000
Fax: (949) 809-5010
155 Grand Avenue, Suite 700
Oakland, CA 94612
Tel. (510) 903-6600, Fax (510) 903-6601
I
SAN DIEGO COUNTY WATER AUTHORITY
RECORD DRAWING
SAN DIEGO COUNTY
WATER AUTHORITY
17885 Von Karman Ave, Suite 500
Irvine, California, 92614
Phone: (949) 809-5000
Fax: (949) 809-5010
SAN DIEGO COUNTY WATER AUTHORITY
RECORD DRAWING
SAN DIEGO COUNTY
WATER AUTHORITY
17885 Von Karman Ave, Suite 500
Irvine, California, 92614
Phone: (949) 809-5000
Fax: (949) 809-5010
SAN DIEGO COUNTY WATER AUTHORITY
RECORD DRAWING
SAN DIEGO COUNTY
WATER AUTHORITYwww.tetratech.com
17885 Von Karman Ave, Suite 500
Irvine, California, 92614
Phone: (949) 809-5000
Fax: (949) 809-5010
SAN DIEGO COUNTY WATER AUTHORITY
RECORD DRAWING
SAN DIEGO COUNTY
WATER AUTHORITYwww.tetratech.com
17885 Von Karman Ave, Suite 500
Irvine, California, 92614
Phone: (949) 809-5000
Fax: (949) 809-5010
SAN DIEGO COUNTY WATER AUTHORITY
RECORD DRAWING
SAN DIEGO COUNTY
WATER AUTHORITYwww.tetratech.com
17885 Von Karman Ave, Suite 500
Irvine, California, 92614
Phone: (949) 809-5000
Fax: (949) 809-5010
SAN DIEGO COUNTY WATER AUTHORITY
RECORD DRAWING
SAN DIEGO COUNTY
WATER AUTHORITYwww.tetratech.com
17885 Von Karman Ave, Suite 500
Irvine, California, 92614
Phone: (949) 809-5000
Fax: (949) 809-5010
SAN DIEGO COUNTY WATER AUTHORITY
RECORD DRAWING
SAN DIEGO COUNTY
WATER AUTHORITYwww.tetratech.com
17885 Von Karman Ave, Suite 500
Irvine, California, 92614
Phone: (949) 809-5000
Fax: (949) 809-5010
5 78
AVE
CHESTNUT
SAN DIEGO
FWY
CARLSBAD
BLVD
KELLYDRTAMARACK
AVE
MARRON RDRONALD
PACKARD
PKWY
CARLSBAD
VILLAGE
DR
CANNON
RD
EL CAMINO REAL
PONTIAC DR
PARK DR
EL CAMINO
REAL
COLLEGE BLVD
CITY OF CARLSBAD
RECYCLED WATER PHASE III PIPELINE EXPANSION SEGMENT 5IMPROVEMENT PLAN FOR:
5208-B
128
508-6
RECORD DRAWINGS
THIS RECORD DRAWINGS HAVE BEEN PREPARED BASED ON INFORMATION PROVIDED BY THE CONTRACTOR AND OTHERS. KENNEDY/JENKS CONSULTANTS
HAS NOT VERIFIED THE ACCURACY OR COMPLETENESS OF THE INFORMATION
PROVIDED TO THEM AND DOES NOT WARRANT THE ACCURACY OR COMPLETENESS OF THIS RECORD DRAWING. USERS OF THIS RECORD DRAWING ASSUME ALL RISK OF LOSS RESULTING FROM ITS USE. USERS OF THIS DOCUMENT IN ELECTRONIC
FORM ARE CAUTIONED AGAINST USE WITHOUT FIRST DETERMINING WHETHER
CHANGES MAY HAVE BEEN MADE TO THE DOCUMENT SUBSEQUENT TO ITS PREPARATION BY KENNEDY/JENKS CONSULTANTS. ORIGINALS OF SIGNED AND
SEALED HARD COPIES OF THIS DOCUMENT ARE THE ONLY TRUE RECORD OF THE
CONTRACT DOCUMENTS PREPARED BY KENNEDY/JENKS CONSULTANTS C 83374 03/31/2023
08/06/2021
TITLE SHEET
G-01
pw:\\kjce-pw.bentley.com:kjce-pw\Documents\Clients\Carlsbad, City of CA\Projects\Phase III RW Pipeline Segment 5_1744100.00\10-Design\10.06-Drawings\General\1744100.00-G-01 01 5
AVE
COSTA
LA
BLVD
CARLSBAD
ROAD
ALGA
PACIFIC
OCEAN
PALOMAR
AIRPORT
ROAD
EL
CAMINO
REAL
INTERSTATE
HIGHWAY
78 CITY OF
SAN MARCOS
CITY OF ENCINITAS
CITY OF VISTA
NTS
RANCHO
SANTA FE
ROAD
CITY OF OCEANSIDE
DIAL TOLL FREE
1 - 800 - 422 - 4133
AT LEAST TWO DAYS
BEFORE YOU DIG
T.M.
UNDERGROUND SERVICE ALERT OF SOUTHERN CALIFORNIA
NTS
RECYCLED WATER PHASE III
PIPELINE EXPANSION SEGMENT 5
CONTRACT NO. 5208-B
JUNE 2018
RW SEGMENT 7
RW SEGMENT 5-1
PW CARLSBAD PALISADES
RW SEGMENT 2
RW SEGMENT 5-3
PW FLOWER FIELDS
RW SEGMENT 2
RW SEGMENT 5-3
RW
SEGMENT 7
RW SEGMENT 5-1
PW CARLSBAD
PALISADES
PW FLOWER FIELDS
PW_PATH
RECYCLED WATER PHASE III PIPELINE EXPANSION SEGMENT 5IMPROVEMENT PLAN FOR:
5208-B
128
508-6
RECORD DRAWINGS
THIS RECORD DRAWINGS HAVE BEEN PREPARED BASED ON INFORMATION PROVIDED BY THE CONTRACTOR AND OTHERS. KENNEDY/JENKS CONSULTANTS
HAS NOT VERIFIED THE ACCURACY OR COMPLETENESS OF THE INFORMATION
PROVIDED TO THEM AND DOES NOT WARRANT THE ACCURACY OR COMPLETENESS OF THIS RECORD DRAWING. USERS OF THIS RECORD DRAWING ASSUME ALL RISK OF LOSS RESULTING FROM ITS USE. USERS OF THIS DOCUMENT IN ELECTRONIC
FORM ARE CAUTIONED AGAINST USE WITHOUT FIRST DETERMINING WHETHER
CHANGES MAY HAVE BEEN MADE TO THE DOCUMENT SUBSEQUENT TO ITS PREPARATION BY KENNEDY/JENKS CONSULTANTS. ORIGINALS OF SIGNED AND
SEALED HARD COPIES OF THIS DOCUMENT ARE THE ONLY TRUE RECORD OF THE
CONTRACT DOCUMENTS PREPARED BY KENNEDY/JENKS CONSULTANTS C 83374 03/31/2023
08/06/2021
DRAWING INDEX, LEGEND & ABBREVIATIONS
G-02
pw:\\kjce-pw.bentley.com:kjce-pw\Documents\Clients\Carlsbad, City of CA\Projects\Phase III RW Pipeline Segment 5_1744100.00\10-Design\10.06-Drawings\General\1744100.00-G-02 02 T TOP, TELEPHONE
TOP
TDH
TEMP
T&B
TBM
T/C, TOC, TC
TEMPERATURE
TOP AND BOTTOM
T/S, TOS
V, VERT
W
W/
TYP
TOP OF STEEL
WITH
VERTICAL
TYPICAL
AT
WMH
WV
&
@
#
WWF
W/O
WATER VALVE
WITHOUT
AND
WATER MANHOLE
POUND, NUMBER
TOTAL DYNAMIC HEAD
TOP OF PAVEMENT
TOP OF CONCRETE
TEMPORARY BENCHMARK
WATER, WELDED, WEST
WELDED WIRE FABRIC
ABANDONEDABAND
OC
OD
ON CENTER
OUTSIDE DIAMETER
REINF
REQ'D
P/L
PRV
R
PI
PT
PSI
REQUIRED
RADIUS
REINFORCE(D), (MENT)
PROPERTY LINE
POINT OF INTERSECTION
PC
ADDITIONAL
ALUMINUM
AGGREGATE
AC, A.C.
ADDIT.
ADJ.
ALUM
AGG
ACP
APPRO.
AB, A.B.
BUILDING
ASSEMBLY
ASPHALT
BALL VALVE
BLOW-OFF
BOTTOM
BFV
BF
BLDG
ASPH
AVAR
ASSY
BV
BO
BOC
BM
BOT, BOTT
AUTOMATIC AIR VACUUM RELEASE VALVE
BENCH MARK
BLIND FLANGE
BUTTERFLY VALVE
BEGINNING OF CURVE
ASPHALT CONCRETE
ADJUSTABLE
APPROXIMATELY
CLEANOUT
CENTERLINE
CABLE TV
COUPLING
CONCRETE
CLR
CO
CL, C
CLSM
L
CATV
CP
CPLG
CTS
CONT
CONST
CONC
DRAIN
DEFLECTION
DIMENSION
DIAMETER
EACH FACE
ELEVATION
DOWN
EACH
DRAWING(S)
D
DEFL
DI
DEPT
DIA, Ø
DIP
DIM
EF
DN
EA
E
DWG(S)
EL., ELEV
DUCTILE IRON PIPE
DEPARTMENT
ELECTRICAL, EAST
CONTINU(ED), (OUS)
CLEAR(ANCE)
CONSTRUCTION
CALIFORNIA DEPARTMENT OF TRANSPORTATIONCALTRANS
EQUIPMENT
EXISTING
EQUAL
ELBOW
EACH WAY
FUTURE
EQUIP
EQ
ELL
ELEC(T)
(F)
EW
FC
EXIST, (E)
FCA
FLEXIBLE COUPLING
ELECTRIC(AL)
ASBESTOS CEMENT PIPE
AGGREGATE BASE, ANCHOR BOLT
DUCTILE IRON
CONTROLLED LOW STRENGTH MATERIAL
CATHODIC TEST STATION
CONTROL POINT, CATHODIC PROTECTION
FLANGE COUPLING ADAPTER
PRESSURE RELEASE VALVE,
POUNDS PER SQUARE INCH
POINT OF TANGENT (END CURVE)
POINT OF CURVE (BEGIN CURVE)
SPEC
RWGV
SDMH
SECT
SHT
STA
SST
SQ
SF
SD
S
SQUARE
STATION
SECTION
STORM DRAIN
SHEET
SPECIFICATION(S)
SQUARE FOOT
SEWER, SOUTH
RESILIENT WEDGE GATE VALVE
STORM DRAIN MANHOLE
STR(UCT)
STL
STD
SV
STANDARD
STEEL
SOLENOID VALVE
STRUCTUR(E), (AL)
GAS
FLANGE
FLANGED
FLEXIBLE
G
FL
FH
FLG
FLEX
FIRE HYDRANT
GATE VALVEGV
GB
GS
GI
GALVANIZED STEEL
GRADE BREAK
GALVANIZED IRON
GALV GALVANIZED
STAINLESS STEEL
C CURVE
POLYVINYL CHLORIDEPVC
CENTERLINE
4750
W W
OH OH
T T
CULVERT
NATIVE EARTH IN SECTION
CONCRETE IN SECTION
AC IN SECTION
POWER POLE
CRUSHED ROCK IN SECTION
EXISTING STRUCTURE (E)
CONTOUR ELEVATION LINE
NEW STRUCTURE (N)
EXISTING WATERLINE
BURIED TELEPHONE CABLE
OVERHEAD ELECTRICAL
FENCE LINE
UTILITY POLE W/ GUY WIRE
10+00
PIPE IN PROFILE
MAR (PLAN)
BO (PLAN)
RECYCLED WATER SERVICE
GV (PLAN)
PIPELINE ALIGNMENT
FCA (PLAN)
ABBREVIATIONS
GENERAL LEGENDS
PIPING SYMBOLS
DRAWING INDEX WORK TO BE DONE
THE IMPROVEMENT WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE
FOLLOWING DOCUMENTS, CURRENT AT THE TIME OF CONSTRUCTION, AS DIRECTED BY THE CITY ENGINEER.
1. CARLSBAD MUNICIPAL CODE.
2. CITY OF CARLSBAD AND CMWD ENGINEERING STANDARDS.
3. SEGMENT 5 PLANS AND SPECIFICATIONS.
4. THE STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION (GREEN BOOK) CURRENT EDITION.
5. THE SAN DIEGO AREA REGIONAL STANDARD DRAWINGS AND AS MAY BE MODIFIED BY THE CITY OF CARLSBAD STANDARDS.
6. CALIFORNIA STORM WATER QUALITY ASSOCIATION BMP CONSTRUCTION HANDBOOK AND CALTRANS CONSTRUCTION SITE BMP MANUAL.
DRAWING INDEX (CONT)
ALIGNMENTALIGN
RW RECYCLED WATER
POTABLE WATERPW
P&P PLAN & PROFILE
SHEET NO. DWG NO. TITLE
CARLSBAD MUNICIPAL WATER DISTRICTCMWD
HORIZ.
HPG
HORIZONTAL
(N) NEW
NORTH
NTS
NPT
NCTD
NIC
NO. NUMBER
NOT IN CONTRACT
NOT TO SCALE
NORTH COUNTY TRANSIT DISTRICT
NATIONAL PIPE THREAD
HIGH-PRESSURE GAS
HDPE HIGH DENSITY POLYETHYLENE
N/A NOT APPLICABLE
N
SHEET NO. DWG NO. TITLE
GENERAL
01 G-01 TITLE SHEET
02 G-02 DRAWING INDEX, LEGEND & ABBREVIATIONS
03 G-03 GENERAL NOTES
04 G-04 KEY MAP I
05 G-05 KEY MAP II
CIVIL
06 C-01 CIVIL NOTES, SURVEY NOTES & CUSTOMER LIST
07 C-02 FILL STATION DETAIL
08 C-03 CIVIL DETAILS
09 C-04 CONNECTION DETAILS
10 C-05 NOT USED
11 C-06 NOT USED
CIVIL SEGMENT 2
12 C-07 RW P&P, CANNON RD STA 1+00 TO STA 8+50
13 C-08 RW P&P, CANNON RD STA 8+50 TO STA 15+19
14 C-09 SEGMENT 2 CANNON ROAD NCTD RR TUNNEL XING
PLAN AND PROFILE
15 C-10 SEGMENT 2 CANNON ROAD JACK & BORE DETAILS
CIVIL SEGMENT 5-1
16 C-11 RW P&P, KELLY DR ALIGN A - STA 1+00 TO STA 7+00 17 C-12 RW P&P, KELLY DR ALIGN A - STA 7+00 TO STA 15+50 18 C-13 RW P&P, KELLY DR ALIGN A - STA 15+50 TO STA 20+58 19 C-14 RW P&P, TAMARACK AVE ALIGN B - STA 1+00 TO STA 9+50 20 C-15 RW P&P, TAMARACK AVE ALIGN B - STA 9+50 TO STA 19+50 21 C-16 RW P&P, TAMARACK AVE ALIGN B - STA 19+50 TO STA 29+50 22 C-17 RW P&P, TAMARACK AVE ALIGN B - STA 29+50 TO STA 39+00 23 C-18 RW P&P, TAMARACK AVE ALIGN B - STA 39+00 TO STA 48+00 24 C-19 RW P&P, TAMARACK AVE ALIGN B - STA 48+00 TO STA 57+50 25 C-20 RW P&P, TAMARACK AVE ALIGN B - STA 57+50 TO STA 66+50 26 C-21 RW P&P, TAMARACK AVE ALIGN B - STA 66+50 TO STA 77+57 27 C-22 RW P&P, PALISADES DR / E POINT AVE ALIGN C - STA 2+53 TO STA 12+00 28 C-23 RW P&P, HIGH RIDGE AVE ALIGN C - STA 12+00 TO STA 22+00 29 C-24 RW P&P, HIGH RIDGE AVE ALIGN C - STA 22+00 TO STA 26+12 30 C-25 RW P&P, TELESCOPE AVE / SPYGLASS CT ALIGN N - STA 1+00 TO STA 6+86 31 C-26 RW P&P, PALISADES DR ALIGN D - STA 1+00 TO STA 9+00 32 C-27 RW P&P, BIRCHWOOD CR ALIGN E - STA 1+00 TO STA 4+39 33 C-28 RW P&P, REGENT RD ALIGN F - STA 3+38 TO STA 10+00 34 C-29 RW P&P, REGENT RD ALIGN F - STA 10+00 TO STA 16+71 35 C-30 RW P&P, SALISBURY DR ALIGN G - STA 1+89 TO STA 10+00 36 C-31 RW P&P, SOUTHAMPTON RD ALIGN G - STA 10+00 TO STA 19+00 37 C-32 RW P&P, SOUTHAMPTON RD ALIGN G - STA 19+00 TO STA 28+00 38 C-33 RW P&P, SOUTHAMPTON RD ALIGN G - STA 28+00 TO STA 37+00 39 C-34 RW P&P, SOUTHAMPTON RD ALIGN G - STA 37+00 TO STA 40+77 40 C-35 RW P&P, DORCHESTER PL ALIGN H - STA 1+00 TO STA 5+71 41 C-36 RW P&P, CARNABY CT ALIGN I - STA 1+00 TO STA 3+82 42 C-37 RW P&P, BUCKINGHAM LN ALIGN J - STA 3+35 TO STA 6+63 43 C-38 RW P&P, CHELSEA CT ALIGN K - STA 1+00 TO STA 6+16 44 C-39 RW P&P, CHANCERY CT ALIGN L - STA 1+00 TO STA 4+97 45 C-40 RW P&P, PONTIAC DR ALIGN M - STA 1+00 TO STA 9+50 46 C-41 RW P&P, PONTIAC DR ALIGN M - STA 9+50 TO STA 13+82 CIVIL SEGMENT 5-3
47 C-42 RW P&P, EL CAMINO REAL ALIGN A - STA 1+00 TO STA 10+00 48 C-43 RW P&P, EL CAMINO REAL ALIGN A - STA 10+00 TO STA 20+00 49 C-44 RW P&P, EL CAMINO REAL ALIGN A - STA 20+00 TO STA 29+50 50 C-45 RW P&P, EL CAMINO REAL ALIGN A - STA 29+50 TO STA 39+00 51 C-46 RW P&P, EL CAMINO REAL ALIGN A - STA 39+00 TO STA 48+50 52 C-47 RW P&P, EL CAMINO REAL ALIGN A - STA 48+50 TO STA 58+00 53 C-48 RW P&P, EL CAMINO REAL ALIGN A - STA 58+00 TO STA 67+50 54 C-49 RW P&P, HAYMAR DR ALIGN A - STA 67+50 TO STA 77+00 55 C-50 RW P&P, HAYMAR DR ALIGN A - STA 77+00 TO STA 80+74 56 C-51 NOT USED
57 C-52 RW P&P, MARRON RD ALIGN B - STA 11+41 TO STA 20+00 58 C-53 RW P&P, MARRON RD ALIGN B - STA 20+00 TO STA 29+00 59 C-54 RW P&P, MARRON RD ALIGN B - STA 29+00 TO STA 38+50 60 C-55 RW P&P, MARRON RD ALIGN B - STA 38+50 TO STA 48+00 61 C-56 RW P&P, MARRON RD ALIGN B - STA 48+00 TO STA 57+00 62 C-57 RW P&P, MARRON RD / AVENIDA DE ANITA ALIGN B - STA 57+00 TO STA 62+23 63 C-58 RW P&P, MONROE ST ALIGN C - STA 1+00 TO STA 8+39
SECTION (LETTER)
DETAIL (NUMERAL)
DRAWING NUMBER
DRAWN ON
DISCIPLINE DESIGNATION
USED ONLY WHEN GOING
OUTSIDE DISCIPLINE
REFERENCED ON
A
M-2
CIVIL SEGMENT 7
64 C-59 RW P&P, TAMARACK AVE STA 1+00 TO STA 5+87
65 C-60 NOT USED
CIVIL FLOWER FIELDS & PALISADES POINT
66 C-61 PW PLAN, FLOWER FIELDS
67 C-62 PW PLAN, CARLSBAD PALISADES
68 C-63 PW PROFILES, FLOWER FIELDS ALIGN A, B & C
69 C-64 PW PROFILES, CARLSBAD PALISADES ALIGN A, B, C, D & G 70 C-65 PW PROFILES, CARLSBAD PALISADES ALIGN E, F, H & I
TRAFFIC CONTROL
71 TC-1 TRAFFIC CONTROL TITLE SHEET
72 TC-2 TRAFFIC CONTROL SHEET INDEX (SHEET 1 OF 3)
73 TC-3 TRAFFIC CONTROL SHEET INDEX (SHEET 2 OF 3)
74 TC-4 TRAFFIC CONTROL SHEET INDEX (SHEET 3 OF 3)
75 TC-5 TYPICAL LATERAL CENTER CLOSURE
76 TC-6 TYPICAL LATERAL CURB LANE CLOSURE
77 TC-7 STAGE 1 TRAFFIC CONTROL (SHEET 1 OF 2)
78 TC-8 STAGE 1 TRAFFIC CONTROL (SHEET 2 OF 2)
79 TC-9 STAGE 2 TRAFFIC CONTROL
80 TC-10 STAGE 3 TRAFFIC CONTROL
81 TC-11 STAGE 4 TRAFFIC CONTROL
82 TC-12 STAGE 5 TRAFFIC CONTROL
83 TC-13 STAGE 6 TRAFFIC CONTROL
84 TC-14 STAGE 7 TRAFFIC CONTROL
85 TC-15 STAGE 8 TRAFFIC CONTROL
86 TC-16 STAGE 9 TRAFFIC CONTROL
87 TC-17 STAGE 10 TRAFFIC CONTROL
88 TC-18 STAGE 11 TRAFFIC CONTROL
89 TC-19 STAGE 12 TRAFFIC CONTROL
90 TC-20 STAGE 13 TRAFFIC CONTROL
91 TC-21 STAGE 14 TRAFFIC CONTROL
92 TC-22 STAGE 15 TRAFFIC CONTROL
93 TC-23 STAGE 16 TRAFFIC CONTROL
94 TC-24 STAGE 17 TRAFFIC CONTROL (SHEET 1 OF 2)
95 TC-25 STAGE 17 TRAFFIC CONTROL (SHEET 2 OF 2)
96 TC-26 STAGE 18 TRAFFIC CONTROL
97 TC-27 STAGE 19 TRAFFIC CONTROL
98 TC-28 STAGE 20 TRAFFIC CONTROL
99 TC-29 STAGE 21 TRAFFIC CONTROL
100 TC-30 STAGE 22 TRAFFIC CONTROL
101 TC-31 STAGE 23 TRAFFIC CONTROL
102 TC-32 STAGE 24 TRAFFIC CONTROL
103 TC-33 STAGE 25 TRAFFIC CONTROL
104 TC-34 STAGE 26 TRAFFIC CONTROL
105 TC-35 STAGE 27 TRAFFIC CONTROL
106 TC-36 STAGE 28 TRAFFIC CONTROL
107 TC-37 STAGE 29 TRAFFIC CONTROL
108 TC-38 STAGE 30 TRAFFIC CONTROL
109 TC-39 STAGE 31 TRAFFIC CONTROL
110 TC-40 STAGE 32 TRAFFIC CONTROL
111 TC-41 STAGE 33 TRAFFIC CONTROL
112 TC-42 STAGE 34 TRAFFIC CONTROL
113 TC-43 TYPICAL LATERAL CENTER CLOSURE
114 TC-44 TYPICAL LATERAL CURB LANE CLOSURE
115 TC-45 STAGE 35 TRAFFIC CONTROL
116 TC-46 STAGE 36 TRAFFIC CONTROL
117 TC-47 STAGE 37 TRAFFIC CONTROL
118 TC-48 STAGE 38 TRAFFIC CONTROL
119 TC-49 STAGE 39 TRAFFIC CONTROL
120 TC-50 STAGE 40 TRAFFIC CONTROL
121 TC-51 STAGE 41 TRAFFIC CONTROL
122 TC-52 STAGE 42 TRAFFIC CONTROL
123 TC-53 STAGE 43 TRAFFIC CONTROL
124 TC-54 STAGE 44 TRAFFIC CONTROL
125 TC-55 STAGE 45 TRAFFIC CONTROL
126 TC-56 STAGE 46 TRAFFIC CONTROL
127 TC-57 STAGE 47 TRAFFIC CONTROL
128 TC-58 STAGE 48 TRAFFIC CONTROL
RW
BO (PROFILE)
AVAR (PROFILE)
GV PROFILE)TB THRUST BLOCK
MAR (PROFILE)
ID INSIDE DIAMETER
INV
IPS
IN
LR
LT
LG
JB
LONG RADIUS
LEFT TURN
LENGTH, LINE
INVERT
INCHES
LONG
IRON PIPE SIZE
INVERT ELEVATION
JUNCTION BOX
MECH
MAX
MNTD
MISC
MJ
MIN
MH
MFR, MNFR
MANHOLE
MOUNTED
MINIMUM
MECHANICAL
MAXIMUM
MECHANICAL JOINT
MISCELLANEOUS
MANUFACTURER
MAR MANUAL AIR RELEASE AND VACUUM
THRUST BLOCK
BEGINNING OF PIPEBOP
END OF CURVEEOC
END OF PIPEEOP
PRESSURE REDUCING VALVE
NGVD NATIONAL GEODETIC VERTICAL DATUM
L
AML APPROVED MATERIAL LIST
COMPACTED EARTH IN SECTION
AVAR (PLAN)
R/W RIGHT OF WAY
COLD MILL AND OVERLAY
ENVIRONMENTALLY SENSITIVE/
CULTURAL MONITORING REQUIRED
RECYCLED WATER PHASE III PIPELINE EXPANSION SEGMENT 5IMPROVEMENT PLAN FOR:
5208-B
128
508-6
C 83374 03/31/2023
08/06/2021
GENERAL NOTES
GENERAL NOTES
G-03
pw:\\kjce-pw.bentley.com:kjce-pw\Documents\Clients\Carlsbad, City of CA\Projects\Phase III RW Pipeline Segment 5_1744100.00\10-Design\10.06-Drawings\General\1744100.00-G-03 03 1. THIS PLAN SUPERSEDES ALL OTHER PLANS PREVIOUSLY APPROVED BY THE CITY OF CARLSBAD REGARDING IMPROVEMENTS SHOWN ON THIS SET OF PLANS.
2. A RIGHT-OF-WAY PERMIT FROM THE CITY ENGINEER WILL BE REQUIRED FOR ANY WORK IN THE PUBLIC RIGHT OF WAY. PRIOR TO PERMIT ISSUANCE, A CERTIFICATE OF
INSURANCE MUST BE FILED NAMING THE CITY OF CARLSBAD AS AN ADDITIONAL INSURED ON THE PERMITTEE'S POLICY IN THE MINIMUM AMOUNT OF $1,000,000.00 FOR EACH OCCURRENCE OF LIABILITY. THE INSURANCE COMPANY WRITING THE POLICY MUST HAVE A RATING OF "A-" OR BETTER AND A SIZE CATEGORY OF CLASS V OR BETTER AS ESTABLISHED BY "BESTS" KEY RATING GUIDE.
3. NO WORK SHALL BE COMMENCED UNTIL ALL PERMITS HAVE BEEN OBTAINED FROM THE CITY AND OTHER APPROPRIATE AGENCIES.
4. NO REVISIONS SHALL BE MADE TO THESE PLANS WITHOUT THE WRITTEN APPROVAL OF
THE CITY ENGINEER, NOTED WITHIN THE REVISION BLOCK, ON THE APPROPRIATE SHEET OF THE PLANS AND TITLE SHEET.
5. ACCESS FOR FIRE AND OTHER EMERGENCY VEHICLES SHALL BE MAINTAINED TO THE PROJECT SITE AT ALL TIMES DURING CONSTRUCTION.
6. A PRECONSTRUCTION MEETING SHALL BE HELD AT THE SITE PRIOR TO THE BEGINNING
OF WORK AND SHALL BE ATTENDED BY ALL REPRESENTATIVES RESPONSIBLE FOR
CONSTRUCTION, INSPECTION, SUPERVISION, TESTING AND ALL OTHER ASPECTS OF THE WORK. THE CONTRACTOR SHALL SCHEDULE THE MEETING BY CALLING THE INSPECTION LINE AT (760) 438-3891 AT LEAST FIVE (5) WORKING DAYS PRIOR TO STARTING CONSTRUCTION. APPROVED DRAWINGS MUST BE AVAILABLE PRIOR TO SCHEDULING.
7. THE CONTRACTOR SHALL NOTIFY THE CITY OF CARLSBAD ENGINEERING INSPECTION 48 HOURS PRIOR TO THE BEGINNING OF CONSTRUCTION AT TELEPHONE NO. (760) 438-3891.
ALL INSPECTION REQUESTS OTHER THAN FOR PRECONSTRUCTION MEETING WILL BE MADE BY CALLING THE ENGINEERING 24-HOUR INSPECTION REQUEST LINE AT (760) 438-3891. INSPECTION REQUESTS MUST BE RECEIVED PRIOR TO 2:00 P.M. ON THE DAY BEFORE THE INSPECTION IS NEEDED. INSPECTIONS WILL BE MADE THE NEXT WORK DAY UNLESS YOU REQUEST OTHERWISE. REQUESTS MADE AFTER 2:00 P.M. WILL BE SCHEDULED FOR TWO FULL WORK DAYS LATER.
8. 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.
9. THE CONTRACTOR SHALL CONFORM TO LABOR CODE SECTION 6705 BY SUBMITTING A
DETAILED PLAN TO THE CITY ENGINEER AND/OR CONCERNED AGENCY SHOWING THE
DESIGN OF SHORING, BRACINGS, SLOPED EXCAVATION, OR OTHER PROVISIONS TO BE
MADE FOR WORKER PROTECTION FROM THE HAZARD OF CAVING GROUND DURING THE EXCAVATION OF TRENCHES OR DURING THE PIPE INSTALLATION THEREIN. THIS PLAN MUST BE PREPARED FOR ALL TRENCHES FIVE FEET (5') OR MORE IN DEPTH AND
APPROVED BY THE CITY ENGINEER AND/OR CONCERNED AGENCY PRIOR TO EXCAVATION.
IF THE PLAN VARIES FROM THE SHORING SYSTEM STANDARDS
ESTABLISHED BY THE CONSTRUCTION SAFETY ORDERS, TITLE 8 CALIFORNIA
ADMINISTRATIVE CODE, THE PLAN SHALL BE PREPARED BY A REGISTERED ENGINEER AT THE CONTRACTOR'S EXPENSE. A COPY OF THE OSHA EXCAVATION PERMIT MUST BE SUBMITTED TO THE INSPECTOR PRIOR TO EXCAVATION.
10. IF ANY ARCHAEOLOGICAL RESOURCES ARE DISCOVERED WITHIN ANY WORK ZONE
DURING CONSTRUCTION, OPERATIONS WILL CEASE IMMEDIATELY, AND THE CONTRACTOR WILL NOTIFY THE CITY ENGINEER. OPERATIONS WILL NOT RESTART UNTIL
THE CONTRACTOR HAS RECEIVED WRITTEN AUTHORITY FROM THE CITY ENGINEER TO DO SO.
11. ALL OPERATIONS CONDUCTED ON THE SITE OR ADJACENT THERETO, INCLUDING
WARMING UP, REPAIR, ARRIVAL, DEPARTURE OR OPERATION OF TRUCKS, EARTHMOVING
EQUIPMENT, CONSTRUCTION EQUIPMENT AND ANY OTHER ASSOCIATED GRADING EQUIPMENT SHALL BE LIMITED TO THE PERIOD BETWEEN 7:00 A.M. AND 6:00 P.M. EACH
DAY, MONDAY THRU FRIDAY AND NO CONSTRUCTION OPERATIONS SHALL BE CONDUCTED ON WEEKENDS OR HOLIDAYS. A LIST OF CITY HOLIDAYS IS AVAILABLE AT THE ENGINEERING DEPARTMENT COUNTER. MORE RESTRICTIVE WORK HOURS ARE
IMPOSED FOR CERTAIN SECTIONS OF THE WORK, AND ARE SHOWN IN THE TRAFFIC CONTROL PLANS. ADDITIONALLY, THE CONTRACTOR SHALL COMPLY WITH ANY WORK HOUR RESTRICTIONS IMPOSED BY PERMITS.
12. ALL OFF-SITE HAUL ROUTES SHALL BE SUBMITTED BY THE CONTRACTOR TO THE CITY ENGINEER FOR APPROVAL TWO FULL WORKING DAYS PRIOR TO BEGINNING OF WORK.
THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DEBRIS OR DAMAGE OCCURRING
ALONG THE HAUL ROUTE OR ADJACENT STREETS AS A RESULT OF THE GRADING OPERATION.
13. THE EXISTENCE AND LOCATION OF UTILITY STRUCTURES AND FACILITIES SHOWN ON
THE CONSTRUCTION PLANS WERE OBTAINED BY A SEARCH OF THE AVAILABLE RECORDS. ATTENTION IS CALLED TO THE POSSIBLE EXISTENCE OF OTHER UTILITY
FACILITIES OR STRUCTURES NOT SHOWN OR IN A LOCATION DIFFERENT FROM THAT SHOWN ON THE PLANS. THE CONTRACTOR IS REQUIRED TO TAKE DUE PRECAUTIONARY
MEASURES TO PROTECT THE UTILITIES SHOWN ON THE PLANS AND ANY OTHER EXISTING FACILITIES OR STRUCTURES NOT SHOWN.
14. THE CONTRACTOR SHALL POTHOLE THE TOP AND BOTTOM OF ALL UTILITIES FOR EACH
PIPELINE ALIGNMENT, INCLUDING CONCRETE ENCASEMENTS, AND SURVEY THE UTILITY LOCATION AT LEAST 4 WEEKS IN ADVANCE OF ANY MOBILIZATION AND EXCAVATION OF A PIPELINE SEGMENT. UTILITIES THAT ARE FOUND TO BE IN CONFLICT WITH THE PROPOSED WORK MAY REQUIRE REVISIONS TO THE CONSTRUCTION PLANS.
15. UTILITY INFORMATION WAS OBTAINED FROM AVAILABLE RECORD DRAWINGS OR UTILITY MAPS. VERTICAL ELEVATIONS ARE UNKNOWN. CONTRACTOR SHALL VERIFY
HORIZONTAL AND VERTICAL LOCATIONS AND BEARING AND INCLINATIONS SUFFICIENTLY AHEAD OF SCHEDULE TO ALLOW TIME FOR DESIGN REVISIONS, IF NECESSARY.
PROVIDE A MINIMUM OF 12 INCHES OF VERTICAL SEPARATION BETWEEN UTILITY CROSSINGS, UNLESS OTHERWISE APPROVED BY THE ENGINEER. LESS THAN 12 INCHES OF VERTICAL SEPARATION SHALL REQUIRE A "SAND CUSHION".
16. WATER SERVICES, RECYCLED WATER SERVICES AND SEWER LATERALS ARE SHOWN IN THEIR APPROXIMATE LOCATIONS. ALL SERVICES SHALL BE KEPT ACTIVE UNLESS REQUIRED FOR CONSTRUCTION ACTIVITIES. SCHEDULED SERVICE INTERRUPTIONS
SHALL BE COORDINATED WITH THE CITY REPRESENTATIVE PRIOR TO SERVICE INTERRUPTION. SERVICES DAMAGED DURING CONSTRUCTION SHALL BE REPLACED TO
THEIR ORIGINAL WORKING CONDITION AND TESTED PER CITY REQUIREMENTS IN
ACCORDANCE WITH CITY OF CARLSBAD ENGINEERING STANDARDS AT THE EXPENSE OF THE CONTRACTOR. SEE CARLSBAD NOTE 1.
17. CONSTRUCTION STAGING SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR.
CONTRACTOR SHALL NOT USE ANY PUBLIC RIGHT-OF-WAY FOR STOCKPILING OR STAGING OF WORK WITHOUT WRITTEN APPROVAL BY THE CITY OF CARLSBAD.
18. CONTRACTOR SHALL NOT MAKE CONNECTIONS BETWEEN NEW RECYCLED WATER SERVICES AND EXISTING ON-SITE IRRIGATION SYSTEMS.
19. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL TRAFFIC CONTROL, NOT INCLUDED HEREIN. CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR OBTAINING ANY REQUIRED CITY APPROVALS FOR TRAFFIC CONTROL AND PERMITTING. INCLUDING PREPARATION OF APPROVED TRAFFIC CONTROL PLANS.
20. TRENCH RESURFACING FOR ASPHALT CONCRETE PAVEMENT FOR TRENCH SHALL BE PER CITY SUPPLEMENTAL STANDARD NO. GS-25 AND GS-26, FULL LANE WIDTH (12 FEET MINIMUM). STRIPING DAMAGED DURING CONSTRUCTION SHALL BE REPLACED BY THE
CONTRACTOR AT NO ADDITIONAL COST TO THE CITY OF CARLSBAD OR CARLSBAD MUNICIPAL WATER DISTRICT.
GENERAL NOTES (CONTINUED)
CARLSBAD MUNICIPAL WATER DISTRICT (760) 438-2722
CITY OF CARLSBAD (STREETS AND STORM DRAIN) (760) 802-4754 UNDERGROUND SERVICE ALERT 811
SDG&E (858) 547-3335
AT&T DISTRIBUTION (510) 645-2929
TIME WARNER CABLE (760) 438-7741
CROWN CASTLE/NEXTG NETWORKS, INC. (724) 416-2193
MCI (VERIZON BUSINESS) (972) 729-6322
SC GAS ALISO VIEJO (818) 701-4546
LEUCADIA WASTEWATER DISTRICT (760) 753-0155
WATER NOTES
1. WATER MAIN AND APPURTENANCES SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE "CITY OF CARLSBAD ENGINEERING STANDARDS" (LATEST EDITION) VOLUMES 2 & 3 AND SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEALTH REQUIREMENTS.
2. THE CONTRACTOR SHALL OBTAIN AN EXCAVATION PERMIT FROM THE DIVISION OF
INDUSTRIAL SAFETY BEFORE ANY EXCAVATION AND SHALL PROVIDE PROOF OF OSHA
NOTIFICATION AND SHALL ADHERE TO ALL PROVISIONS OF THE STATE CONSTRUCTION SAFETY ORDERS.
3. BEFORE ANY CONNECTION OR SHUT DOWN OF VALVES ON EXISTING C.M.W.D. LINES, A PERMIT SHALL BE OBTAINED FROM THE C.M.W.D. OFFICE AND MUST BE SIGNED AND
APPROVED BY THE CITY OF CARLSBAD'S DEPUTY CITY ENGINEER AND THE UTILITY OPERATIONS' PUBLIC WORKS MANAGER. SEE CARLSBAD NOTE 1.
4. NO TREES SHALL BE REMOVED AS PART OF WORK - ANY EXCEPTIONS SHALL REQUIRE WRITTEN PERMISSION FROM THE CITY ENGINEER.
5. ALL BURIED COPPER PIPING AND APPURTENANCES SHALL BE PROTECTED BY MEANS OF CATHODIC PROTECTION.
6. MINIMUM SPACING BETWEEN RECYCLED WATER LATERALS, POTABLE WATER SERVICES AND SEWER SERVICES SHALL BE 10 FEET. A MINIMUM 4-FOOT SEPARATION MAY BE CONSIDERED AT THE DISCRETION OF THE CMWD.
7. THE TOP OF WATER METER BOXES SHALL BE FLUSH WITH THE FINISHED SURFACE GRADE. REPAIR ANY DAMAGE IN KIND CAUSED BY CONSTRUCTION ACTIVITIES TO EDGES, WALLS, SLOPES AND LANDSCAPE.
8. CONSTRUCTION OF WATER MAINS SHALL ADHERE TO THE "CRITERIA FOR THE SEPARATION OF WATER MAINS AND SANITARY SEWERS" PUBLISHED BY THE STATE OF CALIFORNIA'S DEPARTMENT OF PUBLIC HEALTH.
9. AXIAL DEFLECTION AT THE PIPE JOINTS ARE NOT ALLOWED. THE USE OF A
HIGH-DEFLECTION COUPLING AT A PIPE JOINT MAY BE PERMITTED BY THE INSPECTOR ON A CASE BY CASE BASIS, NOT TO EXCEED 4 DEGREES TOTAL DEFLECTION PER COUPLING (2 DEGREES/EACH GASKET). USE NORTH AMERICAN PIPE CORPORATION FLUID-TITE PVC HIGH DEFLECTION COUPLINGS.
10. INSTALL APPROVED, METALLIC BACKED AND STENCILED WARNING TAPE OVER ALL PRESSURE PIPING AND PROVIDE AT LEAST 18" OF COVER OVER RECYCLED WATER LINES. STENCIL AND COLOR CODE (PURPLE PANTONE #522) ALL RECYCLED WATER PIPE.
ORIENT THE STENCILING TO THE TOP OF THE TRENCH.
11. INSTALL A PROTECTIVE SLEEVE WHEN RECYCLED AND POTABLE LINES CROSS IF REQUIRED. EXTEND THE SLEEVE 10' TO EACH SIDE OF THE CROSSING. MAINTAIN A 4' MIN
HORIZONTAL SEPARATION BETWEEN RECYCLED WATER LINES AND POTABLE WATER OR SEWER LINES. PROVIDE 12" VERTICAL SEPARATION BETWEEN POTABLE/RECYCLED WATER/SEWER. INSTALL SEWER BELOW RECYCLED WATER AND RECYCLED WATER BELOW POTABLE WATER.
12. EXACT LOCATION OF LATERALS, METERS, AVARs, BOs, AND MARs SHALL BE DETERMINED IN THE FIELD BY THE CONTRACTOR AND APPROVED BY THE CITY INSPECTOR.
13. PRIOR TO BACKFILL, INSTALL TRACER WIRE ON TOP OF PVC PIPE AND SECURE IN PLACE WITH 2-INCH WIDE PLASTIC ADHESIVE TAPE AT MAXIMUM 10-FOOT INTERVALS. RUN
TRACER WIRE CONTINUOUSLY ALONG PIPE AND TERMINATE IN ADJACENT VALVE BOXES FOR BURIED ASSEMBLIES OR BURIED VALVES. WHERE BURIED SPLICES OCCUR, USE AN
ELECTRICAL SPLICING KIT CONSISTING OF A SPLIT BOLT CONNECTOR, MOLD AND A TWO
PART ENCAPSULATING EPOXY RESIN SUCH AS SCOTCHCAST, OR CITY APPROVED EQUAL. PROVIDE 24 INCHES OF COILED WIRE AT ACCESS POINTS FOR ATTACHMENT OF PIPE LOCATING EQUIPMENT. EACH INSTALLED RUN OF PIPE SHALL BE CAPABLE OF BEING LOCATED USING THE TRACER WIRE. PROTECT WIRE INSULATION FROM DAMAGE DURING INSTALLATION AND BACKFILLING. USE AWG NO. 8 STRANDED COPPER WIRE
WITH HIGH MOLECULAR WEIGHT POLYETHYLENE (HMW/PE) INSULATION SPECIFICALLY DESIGNED FOR DIRECT BURIAL IN CORROSIVE SOIL OR WATER. POLYETHYLENE INSULATION SHALL CONFORM TO ASTM D1248, TYPE 1, CLASS C. WIRES WITH CUT OR
DAMAGED INSULATION ARE NOT ACCEPTABLE AND REPLACEMENT OF THE ENTIRE WIRE WHICH HAS BEEN DAMAGED WILL BE REQUIRED AT THE CONTRACTOR'S EXPENSE.
14. ALL RECYCLED WATER VALVE BOXES SHALL BE
10" BINGHAM & TAYLOR MARK V WITH LOCKING LID.
BLOW OFF AND MAR CANS SHALL BE ALHAMBRA
A-1244-C/R.
CARLSBAD NOTES
1. CONTRACTOR SHALL SUBMIT UTILITY SHUTDOWN/CONNECTION REQUEST FORM E-28 AND SHUTDOWN PLAN AS FOLLOWS:
2. ALL EQUIPMENT USED DURING CONSTRUCTION, INCLUDING EXCAVATORS, SHALL HAVE RUBBER TIRES OR RUBBER TRACKS. CONTRACTOR IS RESPONSIBLE FOR ALL REPAIRS
THAT ARE REQUIRED TO THE EXISTING PAVEMENT TO THE SATISFACTION OF THE CITY INSPECTOR AND AT NO ADDITIONAL COST TO THE CMWD.
3. CONSTRUCTION STAGING OR STORAGE WITHIN THE PUBLIC RIGHT-OF-WAY IS PROHIBITED.
OFF-SITE STAGING AND STORAGE AREAS SHALL BE THE CONTRACTOR'S RESPONSIBILITY AND SHALL BE APPROVED BY THE CITY ENGINEER. SEE GENERAL NOTE 17.
TO THE CITY ENGINEER 2 WEEKS PRIOR TO ANY SHUTDOWN
TO CARLSBAD UTILITY DEPARTMENT 2 DAYS PRIOR TO ANY SHUTDOWN
ENVIRONMENTAL NOTES
BIO-IF CONTRACTOR TRAINING.
IF IT IS CONFIRMED THROUGH THE IMPLEMENTATION OF MITIGATION MEASURE BIO-IB THAT
THE PROJECT WOULD OCCUR IMMEDIATELY ADJACENT TO SENSITIVE HABITAT AREAS
AND/OR HABITAT POTENTIALLY SUITABLE FOR SPECIAL STATUS SPECIES, THE CMWD SHALL
RETAIN A QUALIFIED BIOLOGIST TO ATTEND PRE-CONSTRUCTION MEETINGS TO INFORM
CONSTRUCTION CREWS OF THE SENSITIVE RESOURCES AND ASSOCIATED AVOIDANCE AND/OR MINIMIZATION REQUIREMENTS.
HAZ-1 EXCAVATION MONITORING.
DURING EXCAVATION ACTIVITIES, CMWD SHALL PROVIDE MONITORING BY AN INDIVIDUAL
LICENSED IN THE STATE OF CALIFORNIA TO ASSESS SOIL CONDITIONS FOR THE POTENTIAL PRESENCE OF CONTAMINATED SOILS. IN THE EVENT OF ENCOUNTERING HYDROCARBON
CONTAMINATED SOILS, THESE SOILS SHALL BE PROPERLY TESTED, MANAGED, AND
DISPOSED OF AT A LICENSED FACILITY IN ACCORDANCE WITH DEPARTMENT OF ENVIRONMENTAL HEALTH REQUIREMENTS.
HAZ-2 CONSTRUCTION WORKER HEALTH AND SAFETY WORK PLAN.
CONTRACTOR SHALL BE RESPONSIBLE FOR PREPARING AND SUBMITTING A CONSTRUCTION WORKER HEALTH AND SAFETY WORK PLAN FOR THE REVIEW AND APPROVAL OF CMWD.
CULTURAL RESOURCES
PER CLASS I CULTURAL RESOURCE INVENTORY FOR THE CARLSBAD MUNICIPAL WATER DISTRICT PHASE III RECYCLED WATER PROJECT, SEGMENTS 1A, 2, 4A, 5, 7, AND 9, AN
ARCHAEOLOGICAL AND NATIVE AMERICAN MONITOR SHALL BE PRESENT FOR GROUND
DISTURBING ACTIVITIES IN ALL AREAS THAT INTERSECT KNOWN ARCHAEOLOGICAL SITES AND A 100 FT. BUFFER SURROUNDING THEM.
THE CONTRACTOR WILL PROVIDE A CONSTRUCTION SCHEDULE THAT CLEARLY IDENTIFIES WORK IN THE GENERAL AREAS OF CULTURAL SIGNIFICANCE AS NOTED IN THE PLANS. THE CONTRACTOR WILL INCLUDE A LINE ITEM IN THE SCHEDULE FOR ANTICIPATED “CULTURAL MONITORING”. NOTIFY CITY TWO WEEKS PRIOR TO STARTING THE WORK TO ALLOW COORDINATION TIME WITH CULTURAL MONITOR.
THE MONITORS SHALL BE PRESENT FULL-TIME DURING ALL SOIL DISTURBING AND
GRADING/EXCAVATION/TRENCHING WHICH COULD RESULT IN IMPACTS TO ARCHAEOLOGICAL RESOURCES AS IDENTIFIED WITHIN THE CULTURAL RESOURCES CLASS I INVENTORY. IN THE
EVENT OF A DISCOVERY, THE ARCHAEOLOGICAL MONITOR SHALL DIRECT THE CONTRACTOR TO TEMPORARILY DIVERT ALL SOIL DISTURBING ACTIVITIES. THE MONITOR SHALL IMMEDIATELY NOTIFY THEIR SUPERVISOR AND THE CITY OF THE DISCOVERY. NO SOIL SHALL
BE EXPORTED OFF-SITE UNTIL A DETERMINATION CAN BE MADE REGARDING THE
SIGNIFICANCE OF THE RESOURCE, ESPECIALLY IF NATIVE AMERICAN RESOURCES ARE ENCOUNTERED.
DURING CONSTRUCTION ACTIVITIES, CMWD AND CONTRACTOR SHALL COMPLY WITH PUBLIC RESOURCES CODE SECTION 5097.98 AND CALIFORNIA STATE HEALTH AND SAFETY CODE 7050.5, UPON UNINTENTIONAL DISCOVERY OR DISTURBANCE OF HUMAN REMAINS.
CALIFORNIA STATE HEALTH AND SAFETY CODE SECTION 7050.5 DICTATES THAT NO FURTHER
DISTURBANCE WILL OCCUR UNTIL THE COUNTY CORONER HAS MADE THE NECESSARY
FINDINGS AS TO ORIGIN AND DISPOSITION PURSUANT TO PUBLIC RESOURCES CODE SECTION 5097.98. IF THE REMAINS ARE DETERMINED BY THE COUNTY CORONER TO BE
NATIVE AMERICAN, THE NATIVE AMERICAN HERITAGE COMMISSION (NAHC) WILL BE NOTIFIED WITHIN 24 HOURS, AND THE GUIDELINES OF THE NAHC WILL BE MET IN THE TREATMENT AND DISPOSITION OF THE REMAINS. A PROFESSIONAL ARCHAEOLOGIST WITH NATIVE AMERICAN
BURIAL EXPERIENCE WILL CONDUCT A FIELD INVESTIGATION OF THE SPECIFIC SITE AND CONSULT WITH THE MOST LIKELY DESCENDANT (MLD), IF ANY, IDENTIFIED BY THE NAHC. AS
NECESSARY AND APPROPRIATE, A PROFESSIONAL ARCHAEOLOGIST WILL BE RETAINED BY
CMWD TO PROVIDE TECHNICAL ASSISTANCE TO THE MLD, INCLUDING BUT NOT LIMITED TO, THE EXCAVATION AND REMOVAL OF THE HUMAN REMAINS.
CMWD STANDARD DRAWINGS
THE FOLLOWING CMWD STANDARD DRAWINGS ARE INCLUDED IN THE CONTRACT DOCUMENTS AND ARE ATTACHED TO THE PROJECT SPECIFICATIONS AS APPENDIX F, FOR CONVENIENCE OF REFERENCE. THIS LIST IS NOT INTENDED TO BE ALL INCLUSIVE OF REQUIRED STANDARDS.
DWG. NO. DRAWING NAME
GS-6 LOCATIONS OF UNDERGROUND UTILITIES
GS-6A LOCATIONS OF UNDERGROUND UTILITIES
GS-9 SPECIAL CROSS GUTTER (STEEP GRADES)
GS-18 MEDIAN CURB
GS-25 TRENCH RESURFACING ASPHALT CONCRETE PAVEMENT FOR TRENCH WIDTHS LESS THAN 25" GS-26 TRENCH RESURFACING ASPHALT CONCRETE PAVEMENT FOR TRENCH WIDTHS FROM 26" TO 48" GS-27 TRENCH RESURFACING ASPHALT CONCRETE PAVEMENT FOR TRENCH WIDTHS GREATER THAN 48" GS-28 NOTES FOR ASPHALT CONCRETE TRENCH RESURFACING
W-2 TYPICLA TRENCH SECTION
W-3 1" WATER SERVICE CONNECTION FOR 5/8", 3/4" & 1" METERS W-4 2" WATER SERVICE CONNECTION FOR 1-1/2" & 2" METERS
W-6 2" BLOW-OFF / MANUAL AIR RELEASE ASSEMBLIES
W-7 ABOVE SURFACE 2" AIR VACUUM VALVE ASSEMBLY & APPURTENANCE W-8 OUTLETS ON A.C. OR P.V.C. MAIN FOR 1" THRU 2" ASSEMBLIES W-12 FIRE HYDRANT ASSEMBLY
W-13 VALVE BOX ASSEMBLY
W-15 CONCRETE THRUST BLOCKS FOR NON-RESTRAINED JOINTS
W-16 GATE VALVE INSTALLATION P.V.C., D.I.P., A.C.P. & STEEL PIPE W-17 BUTTERFLY & PLUG VALVE INSTALLATION FOR P.V.C.
W-18 THRUST ANCHOR FOR WATER MAIN REDUCER - 4 THRU 16 INCH W-19 THRUST BLOCK BEARING AREAS - 4" THRU 16"
W-24 PROTECTION POST
W-25 ZINC ANODE AND CONNECTORS FOR 1" & 2" WATER SERVICE
MITIGATION MEASURES
BIO-IA AVOIDANCE OF NESTING BIRDS AND RAPTORS,
TO PREVENT IMPACTS OF NESTING BIRDS, INCLUDING RAPTORS, PROTECTED UNDER THE FEDERAL MBTA AND CDFG CODE, THE CMWD SHALL ENFORCE THE FOLLOWING:
PRIOR TO CONSTRUCTION ACTIVITIES REQUIRING THE REMOVAL, PRUNING, OR DAMAGE OF ANY TREES, SHRUBS, AND MAN-MADE STRUCTURES (E.G., BUILDINGS, BRIDGES, ETC.) DURING THE GENERAL BREEDING SEASON, THAT BEING FROM JANUARY 15 TO SEPTEMBER 15, THE CITY
SHALL RETAIN A QUALIFIED BIOLOGIST TO PERFORM A PRE-CONSTRUCTION SURVEY TO DETERMINE IF THERE ARE ANY ACTIVE NESTS WITHIN 600 FEET OF THE AREAS PLANNED FOR CONSTRUCTION. THE SURVEYS SHALL TAKE PLACE NO MORE THAN 30 DAYS PRIOR TO THE START OF CONSTRUCTION FOR A PARTICULAR PROJECT COMPONENT.
IF ANY ACTIVE RAPTOR NESTS ARE LOCATED ON OR WITHIN 500 FEET OF THE AREAS PLANNED
FOR CONSTRUCTION, OR IF ANY ACTIVE PASSERINE (SONGBIRD) NESTS ARE LOCATED ON OR WITHIN 300 FEET OF THE AREAS PLANNED FOR CONSTRUCTION, THE CITY SHALL RETAIN THE NESTS AND MONITOR CONSTRUCTION ACTIVITIES. NO CONSTRUCTION ACTIVITIES SHALL OCCUR
UNTIL IT IS DETERMINED BY A QUALIFIED BIOLOGIST THAT THE NESTS ARE NO LONGER ACTIVE
AND ALL NESTLINGS HAVE FLEDGED THE NEST OR UNTIL THE END OF THE GENERAL BREEDING SEASON, WHICHEVER OCCURS LATER. A QUALIFIED BIOLOGIST SHALL CONFIRM IN WRITING
THAT NO DISTURBANCE TO ACTIVE NESTS OR NESTING ACTIVITIES WOULD OCCUR OCCUR AS A RESULT OF CONSTRUCTION ACTIVITIES. DOCUMENTATION FROM A QUALIFIED BIOLOGIST
CONSISTENT WITH THESE REQUIREMENTS SHALL BE SUBMITTED TO THE CITY PLANNER FOR
REVIEW AND APPROVAL
BIO-1B PRE-CONSTRUCTION BIOLOGICAL RESOURCE SURVEYS
PRIOR TO CONSTRUCTION OF PROJECT COMPONENTS ES 1, ES 2, ES 5, ES 8, AND ES 9 THAT
WILL OCCUR WITHIN DISTURBED OR DEVELOPED LAND, BUT ARE SITED IMMEDIATELY ADJACENT TO AN UNDEVELOPED OPEN SPACE AREA (I.E. AN AREA SUPPORTING NATURALIZED HABITAT,
SENSITIVE HABITAT, AND/OR HABITAT POTENTIALLY SUITABLE FOR SPECIAL STATUS SPECIES),
THE CMWD SHALL RETAIN A QUALIFIED BIOLOGIST TO PERFORM A PRE-CONSTRUCTION SURVEY
TO VERIFY EXISTING BIOLOGICAL RESOURCES ADJACENT TO THE PROJECT CONSTRUCTION AREAS. THE SURVEYS SHALL TAKE PLACE NO MORE THAN 30 DAYS PRIOR TO THE START OF CONSTRUCTION FOR A PARTICULAR PROJECT COMPONENT. THE CMWD SHALL PROVIDE THE
BIOLOGIST WITH A COPY OF THE PROJECT PLANS THAT CLEARLY DEPICT THE CONSTRUCTION
WORK LIMITS, INCLUDING CONSTRUCTION STAGING AND STORAGE AREAS, IN ORDER TO
DETERMINE WHICH SPECIFIC PORTION(S) OF THE PROJECT WILL REQUIRE INSPECTION OF ADJACENT OPEN SPACE AREAS DURING THE PRE-CONSTRUCTION SURVEY. AT A MINIMUM, THE
BIOLOGIST SHALL PERFORM A VISUAL INSPECTION OF THE ADJACENT OPEN SPACE AREA IN
ORDER TO CHARACTERIZE THE EXISTING HABITAT TYPES AND DETERMINE THE LIKELIHOOD FOR
SPECIAL STATUS SPECIES TO OCCUR, INCLUDING THE COASTAL CALIFORNIA GNATCATCHER (POLIOPTILA CALIFORNICA CALIFORNICA), MIGRATORY SONGBIRDS, AND OTHER BIRD SPECIES WITH THE POTENTIAL TO BREED. THE PRE-CONSTRUCTION SURVEY RESULTS SHALL BE
SUBMITTED TO THE CMWD PRIOR TO CONSTRUCTION IN ORDER TO VERIFY THE NEED FOR ADDITIONAL CONSTRUCTION MEASURES PROPOSED WITHIN BIO-1C THROUGH BIO-1F.
BIO-IC ORANGE CONSTRUCTION FENCING.
IF IT IS CONFIRMED THROUGH THE IMPLEMENTATION OF MITIGATION MEASURE BIO-IB THAT THE
PROJECT WOULD OCCUR IMMEDIATELY ADJACENT TO SENSITIVE HABITAT AREAS AND/OR
HABITAT POTENTIALLY SUITABLE FOR SPECIAL STATUS SPECIES, THE CMWD SHALL RETAIN A
QUALIFIED BIOLOGIST TO SUPERVISE THE INSTALLATION OF TEMPORARY ORANGE
CONSTRUCTION FENCING, WHICH CLEARLY DELINEATES THE EDGE OF THE APPROVED LIMITS
OF GRADING AND CLEARING, AND THE EDGES OF ENVIRONMENTALLY SENSITIVE AREAS THAT OCCUR BEYOND THE APPROVED LIMITS. THIS FENCING SHALL BE INSTALLED PRIOR TO CONSTRUCTION, AND MAINTAINED FOR THE DURATION OF CONSTRUCTION ACTIVITY. FENCING SHALL BE INSTALLED IN A MANNER THAT DOES NOT IMPACT HABITATS TO BE AVOIDED. IF WORK OCCURS BEYOND THE FENCED OR DEMARCATED LIMITS OF IMPACT. ALL WORK SHALL CEASE UNTIL THE PROBLEM HAS BEEN REMEDIED AND MITIGATION IDENTIFIED. TEMPORARY ORANGE FENCING SHALL BE REMOVED UPON COMPLETION OF CONSTRUCTION OF THE PROJECT.
IMPLEMENTATION OF THE MEASURE SHALL BE VERIFIED BY THE CITY PLANNER PRIOR TO AND CONCURRENT WITH CONSTRUCTION.
BIO-ID CONSTRUCTION-RELATED NOISE.
CONSTRUCTION NOISE CREATED DURING THE GENERAL BREEDING SEASON (JANUARY 15 TO SEPTEMBER 15) THAT COULD AFFECT THE BREEDING OF THE COASTAL CALIFORNIA
GNATCATCHER, MIGRATORY SONGBIRDS, AND OTHER BIRD SPECIES ASSOCIATED WITH ADJACENT UNDEVELOPED AREAS SHALL BE AVOIDED. NO LOUD CONSTRUCTION NOISE (EXCEEDING 60 DBA HOURLY AVERAGE, ADJUSTED FOR AMBIENT NOISE LEVELS, AT THE NESTING SITE) MAY TAKE PLACE WITHIN 600 FEET OF ACTIVE NESTING SITES DURING THE GENERAL BREEDING SEASON (JANUARY 15 THROUGH SEPTEMBER 15).
IF IT IS CONFIRMED THROUGH THE IMPLEMENTATION OF MITIGATION MEASURE BIO-IB THAT THE
PROJECT COULD RESULT IN CONSTRUCTION-RELATED NOISE IMPACTS TO BREEDING BIRDS
DURING THE GENERAL BREEDING SEASON, THE CMWD SHALL RETAIN A QUALIFIED BIOLOGIST TO MONITOR THE CONSTRUCTION OPERATIONS. THE BIOLOGICAL MONITOR SHALL BE PRESENT
TO MONITOR CONSTRUCTION ACTIVITIES THAT OCCUR ADJACENT TO THE UNDEVELOPED OPEN SPACE AREA POTENTIALLY SUPPORTING BREEDING BIRDS. THE MONITOR SHALL VERIFY THAT CONSTRUCTION NOISE LEVELS DO NOT EXCEED 60 DBA HOURLY AVERAGE AND SHALL HAVE
THE ABILITY TO HALT CONSTRUCTION WORK, IF NECESSARY, AND CONFER WITH THE CITY
PLANNER, US FISH AND WILDLIFE SERVICE, AND CALIFORNIA DEPARTMENT OF FISH AND GAME
TO ENSURE THE PROPER IMPLEMENTATION OF ADDITIONAL PROTECTION MEASURES DURING CONSTRUCTION. THE BIOLOGIST SHALL REPORT ANY VIOLATION TO THE USFWS AND/OR CDFG WITHIN 25 HOURS OF ITS OCCURRENCE.
BIO-IE CONSTRUCTION STAGING AREAS
IF IT IS CONFIRMED THROUGH THE IMPLEMENTATION OF MITIGATION MEASURE BIO-IB THAT THE
PROJECT WOULD OCCUR IMMEDIATELY ADJACENT TO SENSITIVE HABITAT AREAS AND/OR
HABITAT POTENTIALLY SUITABLE FOR SPECIAL STATUS SPECIES, THE CONTRACTOR SHALL BE
RESPONSIBLE FOR LOCATING CONSTRUCTION STAGING AREAS SUCH THAT NO STAGING AREAS SHALL BE LOCATED WITHIN SENSITIVE HABITAT AREAS. THE CONTRACTOR SHALL RECEIVE
APPROVAL BY THE CITY PLANNING & ENGINEERING DIVISIONS PRIOR TO MOBILIZATIONS AND STAGING EQUIPMENT OUTSIDE OF THE PROJECT BOUNDARIES.
ENVIRONMENTAL NOTES (CONT.)
21. THE CONTRACTOR SHALL NOTIFY AFFECTED UTILITY COMPANIES (SEE BELOW) AT
LEAST TWO FULL WORKING DAYS PRIOR TO STARTING CONSTRUCTION NEAR THEIR FACILITIES AND SHALL COORDINATE WORK WITH A COMPANY REPRESENTATIVE.
22. THE ORIGINAL DRAWINGS SHALL BE REVISED TO REFLECT AS-BUILT CONDITIONS PRIOR TO FINAL ACCEPTANCE OF WORK BY THE CITY.
23. THE CONTRACTOR SHALL REPLACE IN KIND AND IN ACCORDANCE WITH ALL CITY OF
CARLSBAD STANDARDS ALL EXISTING IMPROVEMENTS INCLUDING BUT NOT LIMITED TO
PAVEMENT, SIDEWALKS, CURBS AND GUTTERS, MEDIAN IMPROVEMENTS, BERMS, PAVED
AND DIRT ROADS, DRAINAGE DITCHES, CULVERTS, DRAIN PIPES, SEWER LATERALS,
WATER SERVICES, LANDSCAPING, HARDSCAPE IRRIGATION FACILITIES, TRAFFIC
CONTROL LOOPS, LIGHTING AND ELECTRICAL, ABOVE AND BELOW GROUND, DAMAGED
DURING CONSTRUCTION OF THE PROJECT, EXCEPT AS SPECIFICALLY INDICATE DRAWINGS.
24. CONTRACTOR SHALL PROVIDE ASBESTOS CEMENT PIPE COUPON FROM EXISTING ASBESTOS CEMENT PIPE REMOVED DURING CONSTRUCTION OF WORK. COUPONS WILL BE SELECTED BY CMWD DURING CONSTRUCTION. CUT AND TEST ASBESTOS CEMENT IN ACCORDANCE WITH SECTION 02080.
25. A DRAFT ASSET MANAGEMENT TABLE HAS BEEN PREPARED AND IS INCLUDED IN APPENDIX E. CONTRACTOR SHALL PREPARE A FINAL ASSET MANAGEMENT TABLE
UPDATED PER AS-BUILT CONDITIONS AND SUBMIT TO CITY OF CARLSBAD WITH THE FINAL RECORD DRAWING MARKUPS.
26. CONTRACTOR SHALL SUBMIT COMPLETE TRAFFIC CONTROL PLANS FOR APPROVAL FOR
ALL ASSOCIATED WORK NOT INCLUDED IN THE PROVIDED TRAFFIC CONTROL PLANS, INCLUDING DETAILED TRAFFIC CONTROL PLANS FOR EACH LATERAL.
27. CONTRACTOR IS RESPONSIBLE FOR COMPLETING PERMITTING PROCESS WITH NCTD
INCLUDING BUT NOT LIMITED TO PROPERTY ACCESS REQUESTS, DETAILED WORK PLAN,
FINAL TRAFFIC CONTROLS PLANS, ACTIVITY HAZARD ANALYSIS, PRIOR TO CONSTRUCTION IN NCTD RIGHT-OF-WAY.
RECORD DRAWINGS
THIS RECORD DRAWINGS HAVE BEEN PREPARED BASED ON INFORMATION PROVIDED BY THE CONTRACTOR AND OTHERS. KENNEDY/JENKS CONSULTANTS
HAS NOT VERIFIED THE ACCURACY OR COMPLETENESS OF THE INFORMATION
PROVIDED TO THEM AND DOES NOT WARRANT THE ACCURACY OR COMPLETENESS OF THIS RECORD DRAWING. USERS OF THIS RECORD DRAWING ASSUME ALL RISK OF LOSS RESULTING FROM ITS USE. USERS OF THIS DOCUMENT IN ELECTRONIC
FORM ARE CAUTIONED AGAINST USE WITHOUT FIRST DETERMINING WHETHER
CHANGES MAY HAVE BEEN MADE TO THE DOCUMENT SUBSEQUENT TO ITS PREPARATION BY KENNEDY/JENKS CONSULTANTS. ORIGINALS OF SIGNED AND
SEALED HARD COPIES OF THIS DOCUMENT ARE THE ONLY TRUE RECORD OF THE
CONTRACT DOCUMENTS PREPARED BY KENNEDY/JENKS CONSULTANTS RECYCLED WATER PHASE III PIPELINE EXPANSION SEGMENT 5IMPROVEMENT PLAN FOR:
5208-B
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RECORD DRAWINGS
THIS RECORD DRAWINGS HAVE BEEN PREPARED BASED ON INFORMATION PROVIDED BY THE CONTRACTOR AND OTHERS. KENNEDY/JENKS CONSULTANTS
HAS NOT VERIFIED THE ACCURACY OR COMPLETENESS OF THE INFORMATION
PROVIDED TO THEM AND DOES NOT WARRANT THE ACCURACY OR COMPLETENESS OF THIS RECORD DRAWING. USERS OF THIS RECORD DRAWING ASSUME ALL RISK OF LOSS RESULTING FROM ITS USE. USERS OF THIS DOCUMENT IN ELECTRONIC
FORM ARE CAUTIONED AGAINST USE WITHOUT FIRST DETERMINING WHETHER
CHANGES MAY HAVE BEEN MADE TO THE DOCUMENT SUBSEQUENT TO ITS PREPARATION BY KENNEDY/JENKS CONSULTANTS. ORIGINALS OF SIGNED AND
SEALED HARD COPIES OF THIS DOCUMENT ARE THE ONLY TRUE RECORD OF THE
CONTRACT DOCUMENTS PREPARED BY KENNEDY/JENKS CONSULTANTS C 83374 03/31/2023
08/06/2021
RECYCLED WATER SEGMENT 5-1
KEY MAP I
G-04
pw:\\kjce-pw.bentley.com:kjce-pw\Documents\Clients\Carlsbad, City of CA\Projects\Phase III RW Pipeline Segment 5_1744100.00\10-Design\10.06-Drawings\General\1744100.00-G-04 04 RECYCLED WATER SEGMENT 5-1 ENLARGED VIEW
RECYCLED WATER SEGMENT 2
C-07
C-08
C-11
C-12
C-13
C-22
C-19
C-24
C-23
C-18
C-17
C-16
C-27
C-14
C-26
C-15
C-20
C-21
C-37
C-28
C-30
C-35
C-31
C-33
C-41
C-40
C-38
C-36
C-32
C-34
C-39
C-62
C-62
POTABLE WATER CARLSBAD PALISADES
POTABLE WATER
CARLSBAD PALISADES
SEE BELOW RIGHT
RECYCLED WATER
SEGMENT 5-1
SEE ABOVE RIGHT
CANNON ROAD
KELLEY DR
TAMARACK AVE
TAMARACK
AVE
HIGH RIDGE AVE
TAMARACK AVE
TAMARACK AVE
PALISADES DRDRIFTWOOD CIR
AMBERWOOD CT
BIRCHWOOD CT
BIRCHWOOD CIR
E POINTE AVE
REGENT ROAD
TAMARACK AVE
CHANCERY CT
CHELSEA CTBUCKINGHAM LN
SOUTHAMPTON RD
SOUTHAMPTON RD
REGENT ROAD
CARNABYCT
SALISBURY DR
DORCHESTER PL
PONTIAC DR
EDINBURGH DR
EL CAMINO REAL
EL CAMINO REAL
PARK DR
CARLSBAD BLVD
AVENIDA ENCINAS
EL CAMINO REAL
C-29
C-25
RECYCLED WATER PHASE III PIPELINE EXPANSION SEGMENT 5IMPROVEMENT PLAN FOR:
5208-B
128
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RECORD DRAWINGS
THIS RECORD DRAWINGS HAVE BEEN PREPARED BASED ON INFORMATION PROVIDED BY THE CONTRACTOR AND OTHERS. KENNEDY/JENKS CONSULTANTS
HAS NOT VERIFIED THE ACCURACY OR COMPLETENESS OF THE INFORMATION
PROVIDED TO THEM AND DOES NOT WARRANT THE ACCURACY OR COMPLETENESS OF THIS RECORD DRAWING. USERS OF THIS RECORD DRAWING ASSUME ALL RISK OF LOSS RESULTING FROM ITS USE. USERS OF THIS DOCUMENT IN ELECTRONIC
FORM ARE CAUTIONED AGAINST USE WITHOUT FIRST DETERMINING WHETHER
CHANGES MAY HAVE BEEN MADE TO THE DOCUMENT SUBSEQUENT TO ITS PREPARATION BY KENNEDY/JENKS CONSULTANTS. ORIGINALS OF SIGNED AND
SEALED HARD COPIES OF THIS DOCUMENT ARE THE ONLY TRUE RECORD OF THE
CONTRACT DOCUMENTS PREPARED BY KENNEDY/JENKS CONSULTANTS C 83374 03/31/2023
08/06/2021
KEY MAP II
G-05
pw:\\kjce-pw.bentley.com:kjce-pw\Documents\Clients\Carlsbad, City of CA\Projects\Phase III RW Pipeline Segment 5_1744100.00\10-Design\10.06-Drawings\General\1744100.00-G-05 05 RECYCLED WATER SEGMENT 5-3 RECYCLED WATER SEGMENT 7
C-59
C-52
C-58
C-53
C-54
C-55
C-48 C-49
C-50
C-56
C-57
C-42
C-43
C-44
C-45
C-46
C-47
C-61
POTABLE WATER FLOWER FIELDS
POTABLE WATER
FLOWER FIELDS
SEE BELOW RIGHT
AVENIDA DE ANITA
MARRON RD
MARRON RD
EL CAMINO REAL
EL CAMINO REAL
HAYMAR DR
MARRON RD
MONROE ST
FLOWER FIELDS
WAY
TAMARACK AVE
CHESTNUT AVECARLSBAD VILLAGE DR
HOSP WAY
RECYCLED WATER PHASE III PIPELINE EXPANSION SEGMENT 5IMPROVEMENT PLAN FOR:
5208-B
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GENERAL NOTES
1. CUSTOMERS ( ) ARE SHOWN ON DWG C-01.
2. LATERALS FOR SERVICES AND AVARS ARE SHOWN IN APPROXIMATE LOCATIONS. CMWD REPRESENTATIVES WILL DETERMINE FINAL
LOCATIONS IN THE FIELD DURING CONSTRUCTION.
3. TYPICAL TRENCH SECTION PER CMWD STD DWG W-2.
4. TYPICAL TRENCH REPAIR AND REPAVING PER CMWD STD DWGS GS-25 AND GS-36 (FULL LANE WIDTH, 12' MIN).
5. UTILITY LOCATION AND ELEVATION SHOWN IS APPROXIMATE. POTHOLE ALL UTILITIES 4 WEEKS PRIOR TO CONSTRUCTION. REFER TO GENERAL NOTES 14 AND 15 ON DWG G-03.
6. REPLACE ALL DAMAGED CONCRETE (SIDEWALKS, CURBS, AND
GUTTERS) JOINT-TO-JOINT.
7. REPLACE ALL DAMAGED TRAFFIC STRIPING IN-KIND.
8. INSTALL HIGH DEFLECTION COUPLING WITH 20' PIPE LENGTH FOR HORIZONTAL CURVE RADII OVER 573'
9. INSTALL HIGH DEFLECTION COUPLING WITH 10' PIPE LENGTH FOR HORIZONTAL CURVE RADII BETWEEN 572' AND 287'
10. INSTALL HIGH DEFLECTION COUPLING WITH 5' PIPE LENGTH FOR HORIZONTAL CURVE RADII BETWEEN 286' AND 144'
INSTALL THRUST BLOCK PER DWG C-01 AND CMWD STD DWG W-151
CONSTRUCTION NOTES
INSTALL 1" WATER SERVICE CONNECTION PER CMWD STD DWG W-32 INSTALL 2" WATER SERVICE CONNECTION PER CMWD STD DWG W-43 INSTALL 2" BO PER CMWD STD DWG W-64
INSTALL 2" MAR PER CMWD STD DWG W-65
INSTALL 2" AVAR PER CMWD STD DWG W-76
7 INSTALL RWGV PER CMWD STD DWGS W-13 AND W-16. REFER TO TYPICAL TEE AND IN-LINE VALVE DETAILS ON DWG C-03.
8 INSTALL THRUST ANCHOR FOR REDUCER PER CMWD STD DWG W-18 9 REPAIR MEDIAN CURB PER CMWD STD DWG GS-18
#
REPAIR TEXTURED CONCRETE MEDIAN TO MATCH EXISTING
REPAIR CONCRETE SWALE TO MATCH EXISTING
REPLACE TRAFFIC LOOP PER CALTRANS STD DWG ES-5B, TYPE E.
TRAFFIC LOOP DRAWINGS ARE INCLUDED AS AN APPENDIX TO THE SPECIFICATIONS.
10 11
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CIVIL NOTES, SURVEY NOTES
& CUSTOMER LIST
C-01
pw:\\kjce-pw.bentley.com:kjce-pw\Documents\Clients\Carlsbad, City of CA\Projects\Phase III RW Pipeline Segment 5_1744100.00\10-Design\10.06-Drawings\Civil\1744100.00-C-01 06 1. PERFORM WORK IN ACCORDANCE WITH CARLSBAD MUNICIPAL WATER DISTRICT STANDARDS.
2. THIS PROJECT IS WITHIN THE CITY OF CARLSBAD RIGHT-OF-WAY. CONFORM TO THE CITY OF CARLSBAD ENCROACHMENT PERMIT AND REQUIREMENTS.
3. THE LOCATION, PIPE DIAMETER, MATERIAL, AND/OR ELEVATIONS OF UNDERGROUND UTILITIES SHOWN ON THESE DRAWINGS ARE APPROXIMATE ONLY. NOTIFY UNDERGROUND SERVICE ALERT (USA) AT 811 A MINIMUM OF 48 HOURS IN ADVANCE OF CONSTRUCTION.
4. PROTECT EXISTING UTILITIES, WHETHER SHOWN OR NOT SHOWN ON THE DRAWINGS.
EXPEDITIOUSLY REPAIR OR RECONSTRUCT ALL UTILITIES DAMAGED BY CONSTRUCTION OPERATIONS.
5. SHORE AND OTHERWISE PROTECT ALL TRENCH EXCAVATIONS 5 FEET OR MORE IN DEPTH IN
ACCORDANCE WITH STATE AND FEDERAL OSHA REQUIREMENTS WITH ENGINEERED SUPPORT.
6. MAINTAIN RECORD DRAWINGS FOR ALL WORK THROUGHOUT THE COURSE OF CONSTRUCTION. RECORD THE LOCATION AND GRADE OF ALL UNDERGROUND IMPROVEMENTS CONSTRUCTED. DELIVER RECORD DRAWINGS TO THE OWNER PRIOR TO AND IN CONSIDERATION OF THE OWNER'S ACCEPTANCE OF THE WORK.
7. REMOVE AND PROPERLY DISPOSE OF ALL SURPLUS EXCAVATION MATERIAL AND DEBRIS PROMPTLY FROM THE SITE. MAINTAIN THE SITE IN A NEAT AND ORDERLY CONDITION.
8. PROVIDE TEMPORARY FENCING TO PROTECT LAYDOWN AREAS. MAINTAIN TEMPORARY FENCING 24 HOURS A DAY, 7 DAYS A WEEK. COORDINATE LAYDOWN AREA WITH CMWD DURING CONSTRUCTION.
9. RESTORE ALL ITEMS DISTURBED DURING CONSTRUCTION BACK TO THEIR ORIGINAL CONDITION OR BETTER AS APPROVED BY CARLSBAD MUNICIPAL WATER DISTRICT.
10. MAXIMUM LENGTH OF PIPE TO BE INCLUDED IN ANY ONE (1) HYDROSTATIC TEST SHALL NOT EXCEED 2,500 LINEAR FEET OR VERTICAL ELEVATION DIFFERENCE OF 58 FEET.
11. REMOVE EXIST POLYETHYLENE ENCASEMENT WHERE IT CONFLICTS WITH NEW PIPING.
PROVIDE NEW POLYETHYLENE ENCASEMENT AROUND NEW FITTINGS. SEAL NEW
POLYETHYLENE ENCASEMENT TO EXISTING POLYETHYLENE ENCASEMENT WITH PLASTIC ADHESIVE TAPE A MINIMUM OF 4 MILS THICK AND AT LEAST 2-INCHES WIDE.
12. HAND-DIG ONLY WITHIN 5-FEET OF HIGH-PRESSURE GAS PIPELINES. NO MECHANICAL DIGGING. NO VACUUM DIGGING.
13. MECHANICALLY RESTRAIN ALL JOINTS WITHIN 40-FEET OF RWGVs ON 6-INCH PIPELINES AND WITHIN 55-FEET OF RWGVs ON 8-INCH PIPELINES.
CIVIL NOTES
CUSTOMER NO. SHEET NO. STREET NO. STREET ACCOUNT NO. WATER METER NO. SEGMENT ALIGNMENT STATION SERVICE SIZE (IN.) 1 C-07 200 CANNON RD NEW NEW SEGMENT 2 N/A 1+14.89 2
2 C-11 4898 PARK DR 3924500 45818208 SEGMENT 5-1 ALIGNMENT A 1+01.00 2 3 C-11 4885 KELLY DR 3900000 45386157 SEGMENT 5-1 ALIGNMENT A 4+52.99 2 4 C-16 4707 AMBERWOOD CT 3500400 44279912 SEGMENT 5-1 ALIGNMENT C 22+14.00 2 5 C-19 2501 TAMARACK AV 4818800 45369904 SEGMENT 5-1 ALIGNMENT B 48+87.00 2 6 C-19 2521 TAMARACK AV 4818700 45369896 SEGMENT 5-1 ALIGNMENT B 58+59.00 2 7 C-20 2541 TAMARACK AV 4818600 45369908 SEGMENT 5-1 ALIGNMENT B 63+65.00 2 8 C-21 2561 TAMARACK AV 4818450 45369867 SEGMENT 5-1 ALIGNMENT B 69+71.00 2 9 C-21 2601 TAMARACK AV 4800000 45369901 SEGMENT 5-1 ALIGNMENT B 73+43.20 2 10 C-21 2402 TAMARACK AV 4818510 45386141 SEGMENT 5-1 ALIGNMENT B 74+68.62 2 11 C-21A 2701 TAMARACK AV 4818200 45369859 SEGMENT 5-1 ALIGNMENT B 77+28.38 2 12 C-22 1815 PALISADES DR 3517300 45369943 SEGMENT 5-1 ALIGNMENT C 2+54.00 2 13 C-22 1808 PALISADES DR 3514600 45369941 SEGMENT 5-1 ALIGNMENT C 2+77.13 2 14 C-22 1751 EAST POINTE AV 3516300 45369931 SEGMENT 5-1 ALIGNMENT C 8+41.82 2 15 C-22 2100 TAMARACK AV 3604500 45369959 SEGMENT 5-1 ALIGNMENT C 11+87.60 2 16 C-22 1812 HIGH RIDGE AV 3614300 44279921 SEGMENT 5-1 ALIGNMENT C 12+98.13 2 17 - - - - - - - - -
18 C-24 1901 HIGH RIDGE AV 3611700 45386197 SEGMENT 5-1 ALIGNMENT C 26+10.68 2 19 C-25 1868 SPYGLASS CT 3610600 44747399 SEGMENT 5-1 ALIGNMENT N 6+84.67 2 20 C-26 1898 PALISADES DR 3512300 45369909 SEGMENT 5-1 ALIGNMENT D 0+93.00 2 21 C-26 1910 EAST POINTE AV 3601000 45369928 SEGMENT 5-1 ALIGNMENT D 0+59.00 2 22 C-26 1906 PALISADES DR 3512200 45386195 SEGMENT 5-1 ALIGNMENT D 3+47.26 2 23 C-26 2000 PALISADES DR 3506400 45386194 SEGMENT 5-1 ALIGNMENT D 7+15.00 2 24 C-27 4739 BIRCHWOOD CR 3506100 44279933 SEGMENT 5-1 ALIGNMENT E 4+38.01 2 25 C-28 2601 REGENT RD 4003801 45369902 SEGMENT 5-1 ALIGNMENT F 3+39.00 2 26 C-28 15 REGENT RD 4003900 45369899 SEGMENT 5-1 ALIGNMENT F 5+00.00 2 27 C-28 16 REGENT RD 4004000 45369838 SEGMENT 5-1 ALIGNMENT F 9+23.00 2 28 C-30 13 SALISBURY DR 4103500 45369934 SEGMENT 5-1 ALIGNMENT G 1+69.00 2 29 C-31 7 SOUTHAMPTON RD 4104200 44279947 SEGMENT 5-1 ALIGNMENT G 10+29.00 2 30 C-31 11 SOUTHAMPTON RD 4104100 45369935 SEGMENT 5-1 ALIGNMENT G 11+91.00 2 31 C-32 9 SOUTHAMPTON RD 4107300 44279973 SEGMENT 5-1 ALIGNMENT G 21+58.87 2 32 C-33 2739 SOUTHAMPTON RD 4000050 45369891 SEGMENT 5-1 ALIGNMENT G 28+32.00 2 33 C-34 3 SOUTHAMPTON RD 4000200 44747389 SEGMENT 5-1 ALIGNMENT G 39+91.26 2 34 C-34 1 SOUTHAMPTON RD 4000005 45369897 SEGMENT 5-1 ALIGNMENT G 39+85.00 2 35 C-35 8 DORCHESTER PL 4105600 44747392 SEGMENT 5-1 ALIGNMENT H 5+59.00 2 36 C-36 6 CARNABY CT 4107710 45369834 SEGMENT 5-1 ALIGNMENT I 3+78.30 2 37 C-37 4612 BUCKINGHAM LN 4107326 45369919 SEGMENT 5-1 ALIGNMENT J 3+58.00 2 38 C-38 4553 CHELSEA CT 4000100 45386201 SEGMENT 5-1 ALIGNMENT K 1+07.00 2 39 C-39 4566 CHANCERY CT 4000098 45369843 SEGMENT 5-1 ALIGNMENT L 1+03.00 2 40 C-40 14 PONTIAC DR 4104000 45386200 SEGMENT 5-1 ALIGNMENT M 2+47.00 2 41 C-40 2700 SOUTHAMPTON RD 4000210 45369872 SEGMENT 5-1 ALIGNMENT M 7+54.00 2 42 C-41 19 PONTIAC DR 4000000 45369844 SEGMENT 5-1 ALIGNMENT M 12+07.02 2 43 C-42 3600 CELINDA DR 3107200 44747402 SEGMENT 5-3 ALIGNMENT A 3+85.18 2 44 C-43 3500 EL CAMINO REAL 3221600 4538972 SEGMENT 5-3 ALIGNMENT A 14+06.00 1 45 - - - - - - - - -
46 C-45 2381 CARLSBAD VILLAGE DR 3112400 4569867 SEGMENT 5-3 ALIGNMENT A 30+77.47 2 47 C-45 3150 EL CAMINO REAL 3019700 45818174 SEGMENT 5-3 ALIGNMENT A 33+01.00 2 48 C-45 3101 EL CAMINO REAL 3100100 45385970 SEGMENT 5-3 ALIGNMENT A 36+67.19 1 49 C-45 3144 EL CAMINO REAL 3019800 45385973 SEGMENT 5-3 ALIGNMENT A 36+42.00 1 50 C-46 3140 EL CAMINO REAL 3019900 45818207 SEGMENT 5-3 ALIGNMENT A 39+36.00 2 51 C-46 2751 EL CAMINO REAL 2700000 44752342 SEGMENT 5-3 ALIGNMENT A 42+92.00 1 52 C-46 2630 EL CAMINO REAL 2703130 44279908 SEGMENT 5-3 ALIGNMENT A 44+94.62 2 53 C-46 2634 EL CAMINO REAL 2703120 44747228 SEGMENT 5-3 ALIGNMENT A 44+96.62 1 54 C-46 2630 EL CAMINO REAL 2703110 45386030 SEGMENT 5-3 ALIGNMENT A 44+98.62 1 55 C-46 2760 CIRCULO SANTIAGO 2620600 45369916 SEGMENT 5-3 ALIGNMENT A 45+34.08 2 56 C-47 2500 EL CAMINO REAL 2703200 45369917 SEGMENT 5-3 ALIGNMENT A 53+60.00 2 57 C-47 2500 EL CAMINO REAL 2702900 45369923 SEGMENT 5-3 ALIGNMENT A 51+75.00 2 58 C-47 2600 EL CAMINO REAL 2700200 45369914 SEGMENT 5-3 ALIGNMENT A 52+65.88 2 59 C-45 2580 EL CAMINO REAL 2700700 44747212 SEGMENT 5-3 ALIGNMENT A 59+87.62 1 60 C-48 2500 EL CAMINO REAL 2700800 45382114 SEGMENT 5-3 ALIGNMENT A 59+89.62 1 61 C-48 2550 EL CAMINO REAL 2700900 45386093 SEGMENT 5-3 ALIGNMENT A 61+80.91 2 62 C-48 2515 EL CAMINO REAL 2703300 16869568 SEGMENT 5-3 ALIGNMENT A 64+10.97 2 63 C-48 2500 EL CAMINO REAL 2701100 45386063 SEGMENT 5-3 ALIGNMENT A 63+75.00 2 64 C-49 2500 EL CAMINO REAL 2701400 45369939 SEGMENT 5-3 ALIGNMENT A 68+21.00 1 65 C-56 2500 EL CAMINO REAL 2702200 45369930 SEGMENT 5-3 ALIGNMENT B 52+40.00 2 66 C-50 2711 HAYMAR DR 2701120 45369964 SEGMENT 5-3 ALIGNMENT A 80+70.00 2 67 C-53 2525 EL CAMINO REAL 2704500 45369952 SEGMENT 5-3 ALIGNMENT B 21+17.00 2 68 C-53 2525 EL CAMINO REAL 2704600 45369962 SEGMENT 5-3 ALIGNMENT B 21+19.00 2 69 C-54 2525 EL CAMINO REAL 2705300 45369940 SEGMENT 5-3 ALIGNMENT B 31+33.31 2 70 C-55 2525 EL CAMINO REAL 2703600 45369968 SEGMENT 5-3 ALIGNMENT B 40+05.35 2 71 C-55 2525 EL CAMINO REAL 2705500 45369890 SEGMENT 5-3 ALIGNMENT B 40+07.35 2 72 C-55 2590 EL CAMINO REAL 2700600 45386095 SEGMENT 5-3 ALIGNMENT B 46+34.13 2 73 C-56 2500 EL CAMINO REAL 2702100 45369918 SEGMENT 5-3 ALIGNMENT B 48+33.00 2 74 C-56 2550 MARRON RD 2813415 45696870 SEGMENT 5-3 ALIGNMENT B 56+63.00 2 75 C-57 2554 MARRON RD 2813416 4569863 SEGMENT 5-3 ALIGNMENT B 57+13.00 2 76 C-57 2665 FLOWER FIELDS WY 2810400 45818209 SEGMENT 5-3 ALIGNMENT B 61+99.00 2 77 C-58 1850 MARRON RD 2704440 45369953 SEGMENT 5-3 ALIGNMENT C 3+34.00 2 78 C-58 2571 EL CAMINO REAL 2704305 44752316 SEGMENT 5-3 ALIGNMENT C 8+31.00 1
CUSTOMER LIST
NOTE:
ADDRESSES SHOWN ARE FOR CURRENT PW METERS, NOT NEW RW METERS SHOWN IN TABLE.
SURVEY BY
THE SURVEY WAS PERFORMED BY SNIPES-DYE ASSOCIATES CIVIL ENGINEERS & LAND SURVEYORS IN MARCH 2017, AND SUPPLEMENTAL SURVEY IN OCTOBER 2017.
SNIPES-DYE ASSOCIATES
8348 CENTER DRIVE, SUITE G LA MESA, CA 91942
(619) 697-9237
BASIS OF BEARINGS
BENCHMARK DATA
THE BASIS OF BEARINGS FOR THIS SURVEY IS THE CALIFORNIA COORDINATE SYSTEM, NAD83, ZONE 6, EPOCH 1991.35, BETWEEN STATION "CLSB-085" AND STATION "CLSB-137" PER R.O.S. 17271.
STATION "CLSB-085"
FOUND 2.5" DISK IN DRAINAGE BOX INLET SOUTH SIDE OF VISTA WAY, 0.7 MI. EAST OF EL CAMINO REAL AND 0.2 MI. WEST OF RANCHO DEL ORO IN THE CITY OF OCEANSIDE.
N - 2010994.566
E - 6235853.901
ELEV = 60.744 NGVD29
STATION "CLSB-137"
FOUND ROD WITH 2.5" DISK IN CENTER OF TURN AROUND CIRCLE, SOUTH BOUND CARLSBAD BOULEVARD IN THE SOUTHWEST QUADRANT OF THE JUNCTION WITH PALOMAR AIRPORT ROAD.
N - 1990194.279
E - 6231466.046
ELEV = 60.700 NGVD29
THRUST BLOCK BEARING AREA
FITTING TYPE 6" PIPE SIZE 8" PIPE SIZE
DEAD END 11 SF 18 SF
TEE 11 SF 18 SF
90° BEND 15 SF 25 SF
45° BEND 9 SF 14 SF
22.5° BEND 4 SF 7 SF
11.25° BEND 4 SF 7 SF
THE FOLLOWING THRUST BLOCK BEARING AREAS ARE DERIVED FROM CMWD STANDARD DRAWING W-19, FOR A PIPELINE PRESSURE OF 225 PSI AND A SAND SOIL TYPE. USE VALUES IN TABLE UNLESS DIRECTED OTHERWISE BY CMWD. THRUST BLOCKS ARE TO BE PLACED AT ALL
HORIZONTAL AND VERTICAL BENDS AND PIPE TERMINATIONS, WHETHER SHOWN ON THE DRAWINGS OR NOT. THRUST BLOCKS ARE NOT REQUIRED WHERE RESTRAINED JOINTS ARE USED.
ALL JOINTS SHALL BE RESTRAINED
MECHANICAL RESTRAINT LENGTHS
FITTING
6" PIPE SIZE 8" PIPE SIZE
DEAD END/VALVES 40'
13'90° HORIZONTAL BEND
6'
3'22.5° HORIZONTAL BEND
2'11.25° HORIZONTAL BEND
21'
MECHANICAL RESTRAINT MAY BE USED IN LIEU OF THRUST BLOCKS WITH APPROVAL FROM CMWD.
VALUES IN TABLE BELOW ARE FOR A SAND SOIL TYPE WITH 4-FEET DEPTH OF BURY. NOTIFY ENGINEER IF FIELD CONDITIONS VARY.
45° HORIZONTAL BEND
22.5° VERTICAL BEND
11.25° VERTICAL BEND
45° VERTICAL BEND
10'
5'
RESTRAINED JOINT LENGTH
55'
17'
7'
4'
2'
28'
13'
7'
RECORD DRAWINGS
THIS RECORD DRAWINGS HAVE BEEN PREPARED BASED ON INFORMATION PROVIDED BY THE CONTRACTOR AND OTHERS. KENNEDY/JENKS CONSULTANTS
HAS NOT VERIFIED THE ACCURACY OR COMPLETENESS OF THE INFORMATION
PROVIDED TO THEM AND DOES NOT WARRANT THE ACCURACY OR COMPLETENESS OF THIS RECORD DRAWING. USERS OF THIS RECORD DRAWING ASSUME ALL RISK OF LOSS RESULTING FROM ITS USE. USERS OF THIS DOCUMENT IN ELECTRONIC
FORM ARE CAUTIONED AGAINST USE WITHOUT FIRST DETERMINING WHETHER
CHANGES MAY HAVE BEEN MADE TO THE DOCUMENT SUBSEQUENT TO ITS PREPARATION BY KENNEDY/JENKS CONSULTANTS. ORIGINALS OF SIGNED AND
SEALED HARD COPIES OF THIS DOCUMENT ARE THE ONLY TRUE RECORD OF THE
CONTRACT DOCUMENTS PREPARED BY KENNEDY/JENKS CONSULTANTS 2'-0"
2'-0"
CONCRETE BASE,
PER DETAIL
2" COPPER PIPE,
TYPE 'K' SOFT
PER CMWD STD W-7
2" WATER SERVICE
PER CMWD STD
DWG W-8
13" DIA X 36" HIGH ENCLOSURE, PIPELINE
PRODUCTS MODEL WTS-1336-ZP-CSBD
SEE NOTE 3 FOR COATING
REQUIREMENTS
PROTECTION POST
PER CMWD STD
DWG W-24
TYP OF 4
2" TRAFFIC-RATED METER BOX
W/ PURPLE LID
PER CMWD APPROVED
MATERIAL LIST, MODIFIED FOR
18" DEPTH
RECYCLED WATER SIGN
MOUNTED ON 2" GROUT-FILLED
GALV STEEL PIPE
3 -
2 -
CONCRETE BASE,
1'-0" THICK
2 #4 T&B EW
1'-0"
A
-
1'-0"
A
2" QUICK DISCONNECT
W/ DUST CAP
CONCRETE BASE,
PER DETAIL
3-1/4"
2" 2,000 LB THREADED BRASS 90° ELBOW
HINGE
2" SCH 80 RED BRASS PIPE
2" MIN
30 MIL PVC TAPE WRAP 1"
BEYOND CONCRETE
2" BRASS ANGLE VALVE W/
SHORT HANDLE
2" 3,000 LB BRASS UNION
(BONNEY FORGE OR EQUAL)
SIGN MOUNTED ON 2"
GROUT-FILLED GALV
STEEL PIPE 2" TRAFFIC-RATED METER BOX W/
PURPLE LID APPROVED MATERIAL
LIST PER CMWD AML, MODIFIED
FOR 18" DEPTH
2" COPPER PIPE
TYPE 'K' SOFT
PER CMWD
STD DWG W-7
3 -
FIELD ADJUST AS NECESSARY TO CLEAR ENCLOSURE
HASP FOR PADLOCK W/
5/8" HOLE
2" SCH 80 RED BRASS PIPE W/
THREADED ENDS, TYP
2" ANGLE METER
STOP
4'-0"1'-6"'
0'-9"
RECYCLED WATER
SIGN
2 -
4" CRUSHED ROCK
6" CRUSHED ROCK
4" SCH 40 PVC SLEEVE
3/8" 316 SS CONCRETE ADHESIVE
ANCHORS W/ DOUBLE HEX NUTS W/
WASHERS FOR LEVELING, TYP
2'-0"
1'-0"
13" DIA X 36" HIGH ENCLOSURE
1/2" CLEAR
4" MIN EMBEDMENT
#4 @ 10" T&B EW
6"
NOTES:
1. OUTLET ORIENTATION PER PLAN VIEW.
2. RECYCLED WATER FACILITIES SHALL BE IDENTIFIED WITH PURPLE COATING,
IDENTIFICATION LABELS, WARNING TAPE, AND SIGNS IN ACCORDANCE WITH DEPARTMENT OF DRINKING WATER RULES AND REGULATIONS.
3. MANUFACTURER FINISH: PRIMER (3 MILS)
CONTRACTOR FINISH: SHERWIN WILLIAMS STEEL SPEC: ALKYD - PURPLE, PANTONE #522C (2 COATS AT 3 MILS EACH)
4. LOCATION OF METER BOX, RISER, AND SIGN TO BE COORDINATED WITH CMWD DURING CONSTRUCTION.
FILL STATION DETAIL
SCALE: NTS
PLAN
CONCRETE BASE DETAIL 3
-
RECYCLED WATER PHASE III PIPELINE EXPANSION SEGMENT 5
IMPROVEMENT PLAN FOR:
5208-B
128
508-6
RECORD DRAWINGS
THIS RECORD DRAWINGS HAVE BEEN PREPARED BASED ON INFORMATION PROVIDED BY THE CONTRACTOR AND OTHERS. KENNEDY/JENKS CONSULTANTS
HAS NOT VERIFIED THE ACCURACY OR COMPLETENESS OF THE INFORMATION
PROVIDED TO THEM AND DOES NOT WARRANT THE ACCURACY OR COMPLETENESS OF THIS RECORD DRAWING. USERS OF THIS RECORD DRAWING ASSUME ALL RISK OF LOSS RESULTING FROM ITS USE. USERS OF THIS DOCUMENT IN ELECTRONIC
FORM ARE CAUTIONED AGAINST USE WITHOUT FIRST DETERMINING WHETHER
CHANGES MAY HAVE BEEN MADE TO THE DOCUMENT SUBSEQUENT TO ITS PREPARATION BY KENNEDY/JENKS CONSULTANTS. ORIGINALS OF SIGNED AND
SEALED HARD COPIES OF THIS DOCUMENT ARE THE ONLY TRUE RECORD OF THE
CONTRACT DOCUMENTS PREPARED BY KENNEDY/JENKS CONSULTANTS C 83374 03/31/2023
08/06/2021
FILL STATION DETAIL
C-02
pw:\\kjce-pw.bentley.com:kjce-pw\Documents\Clients\Carlsbad, City of CA\Projects\Phase III RW Pipeline Segment 5_1744100.00\10-Design\10.06-Drawings\Civil\1744100.00-C-02 07 1
-
12"x12" ALUMINUM "DO NOT DRINK" SIGN
SCALE: NTS
2 -
SECTION A
SCALE: NTS
STREET OR
GROUND SURFACE
REMOVE EXISTING ACP & INSTALL C900
PVC DR-18 REPLACEMENT SECTION AT
CROSSING (MATCH SIZE AND SLOPE OF
EXISTING), SEE NOTES
TRENCH EXCAVATION
LIMIT ALONG ACP
EXISTING ACP
NEW RECYCLED WATER OR
POTABLE WATER PIPE
COUPLING AT EXISTING
ACP JOINT TYP
NOTES:
1. REPLACE SECTION OF ACP WATER PIPE WHERE NEW WATER PIPE CROSSES BELOW EXISTING ACP. ASSUME ALL WATER PIPE CROSSINGS GREATER THAN 2 IN DIAMETER ARE ACP AND REQUIRE REPLACEMENT, UNLESS STATED OTHERWISE ON THE DRAWINGS.
2. ACP SHALL BE REPLACED TO NEAREST JOINT ON EITHER SIDE OF CROSSING. IF JOINT IS WITHIN 2 FT OF WATER TRENCH, REPLACE TO NEXT JOINT.
3. NO CUTTING OF EXISTING ACP SHALL BE PERMITTED. ACP SHALL BE LEGALLY REMOVED AND DISPOSED BY THE CONTRACTOR.
4. PERFORM ACP COUPON TESTING IN ACCORDANCE WITH SECTION 02080 AS DIRECTED BY CMWD DURING CONSTRUCTION. SEE GENERAL NOTE 24 ON SHEET G-03.
5. NEW PVC PIPE AND FITTINGS SHALL BE DISINFECTED PRIOR TO INSTALLATION PER CMWD SPECIFICATIONS. PRESSURE TESTING NOT REQUIRED FOR NEW PVC PIPE AND FITTINGS USED TO REPLACE ACP. DISINFECT NEW PIPE AND EXISTING PIPE AT POINT OF CONNECTION IN ACCORDANCE WITH SPECIFICATION SECTION 15041.
6. SUBMIT A SHUTDOWN REQUEST IN ACCORDANCE WITH CARLSBAD NOTE 1 ON SHEET G-03. 2' MIN TYP 12" TYP
DUCTILE IRON PIPE
#5 @ 12"
4 - #5 CONT.
6" MIN
TYP.
NOTES:
1. PIPE WITHIN CONCRETE ENCASEMENT SHALL BE DUCTILE IRON AND FULLY RESTRAINED.
2. PROVIDE CONCRETE ENCASEMENT FOR ANY PIPE THAT HAS LESS THAN 3 FEET OF COVER, WHETHER SHOWN ON THE DRAWINGS OR NOT.
STREET OR
GROUND SURFACE
EXISTING POTABLE
WATER MAIN
(N) RECYCLED WATER PIPELINE PVC SLEEVE
IS REQUIRED WHEN VERTICAL SEPARATION,
O.D. TO O.D. IS LESS THAN 12". EXTEND PVC
SLEEVE 8 FT IN EACH DIRECTION FROM PIPE
CROSSING, MAINTAIN MIN 4' HORIZONTAL
SEPARATION, O.D. TO O.D. TO POTABLE
WATER MAIN OR SEWER LINES.
12" MIN VERTICAL SEPARATION.
SAND CUSHION REQUIRED FOR LESS
THAN 12" VERTICAL SEPARATION
3'-6" TYP
3' MIN (TYP.)
GV (TYP.) FL x MJ
SIZE PER PLAN
TEE (TYP.) FLANGED SIZE
PER PLAN
3' MIN (TYP.)
TB (TYP.)
NOTES:
1. TYPICAL DETAIL APPLIES TO ALL NEW IN-LINE VALVES
UNLESS OTHERWISE STATED.
2. MAR, AVAR, AND BO TO BE 3' FROM FITTINGS.
3. INSTALL GV IN ACCORDANCE WITH CMWD STD DWG W-16.
APPURTENANCE
PER PLAN
APPURTENANCE
PER PLAN
3' MIN (TYP.) 3' MIN (TYP.)
NOTES:
1. TYPICAL DETAIL APPLIES TO ALL NEW IN-LINE VALVES
UNLESS OTHERWISE STATED.
2. MAR, AVAR, AND BO TO BE 3' FROM FITTINGS.
3. INSTALL GV IN ACCORDANCE WITH CMWD STD DWG W-16.
GV (TYP.) MJ x MJ
SIZE PER PLAN
APPURTENANCE
PER PLAN
APPURTENANCE
PER PLAN
RECYCLED WATER PHASE III PIPELINE EXPANSION SEGMENT 5IMPROVEMENT PLAN FOR:
5208-B
128
508-6
RECORD DRAWINGS
THIS RECORD DRAWINGS HAVE BEEN PREPARED BASED ON INFORMATION PROVIDED BY THE CONTRACTOR AND OTHERS. KENNEDY/JENKS CONSULTANTS
HAS NOT VERIFIED THE ACCURACY OR COMPLETENESS OF THE INFORMATION
PROVIDED TO THEM AND DOES NOT WARRANT THE ACCURACY OR COMPLETENESS OF THIS RECORD DRAWING. USERS OF THIS RECORD DRAWING ASSUME ALL RISK OF LOSS RESULTING FROM ITS USE. USERS OF THIS DOCUMENT IN ELECTRONIC
FORM ARE CAUTIONED AGAINST USE WITHOUT FIRST DETERMINING WHETHER
CHANGES MAY HAVE BEEN MADE TO THE DOCUMENT SUBSEQUENT TO ITS PREPARATION BY KENNEDY/JENKS CONSULTANTS. ORIGINALS OF SIGNED AND
SEALED HARD COPIES OF THIS DOCUMENT ARE THE ONLY TRUE RECORD OF THE
CONTRACT DOCUMENTS PREPARED BY KENNEDY/JENKS CONSULTANTS C 83374 03/31/2023
08/06/2021
CIVIL DETAILS
C-03
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-
CONCETE ENCASEMENT DETAIL 2
-SCALE: NTS
RECYCLED WATER / POTABLE WATER CROSSING (TYPICAL) 3
-SCALE: NTSSCALE: NTS
TEE DETAIL (TYPICAL) 4
-SCALE: NTS
IN-LINE VALVE (TYPICAL) 5
-SCALE: NTS
INSTALL 6" PVC
W PIPELINE
INSTALL 6"x8"
REDUCER (MJ x MJ)
INSTALL THRUST ANCHOR
PER CMWD STD DWG W-18
INSTALL
RESTRAINED FCA
REMOVE (E)
THRUST BLOCK
REMOVE (E) END CAP
(NOT SHOWN FOR CLARITY)
(E) 8" PVC
W PIPELINE
INSTALL 2'-0" SPOOL
8" PVC W PIPELINE
INSTALL
RESTRAINED FCA
(E) 8" PVC
RW PIPELINE
REMOVE (E) END CAP
(NOT SHOWN FOR CLARITY)
REMOVE (E)
THRUST BLOCK
INSTALL HD
COUPLING
INSTALL 8" PVC
RW PIPELINE
(E) 6" GV
(E) 6" PVC PW
PIPELINE
(E) 8" PVC RW PIPELINE
(E) 8"x6" TEE
REMOVE (E) END CAP AND SPOOL
REMOVE (E) THRUST BLOCK
INSTALL 8" PVC RW PIPELINE
INSTALL 6" GV (FL x MJ)
INSTALL
RESTRAINED FCA
(E) 12" PVC
RW PIPELINE
INSTALL 6" GV
(FL x MJ)
INSTALL 6" PVC
RW PIPELINE
INSTALL
RESTRAINED FCA
INSTALL 2'-0" SPOOL
12" PVC RW PIPELINE
INSTALL 12"x6" TEE
CUT & REMOVE PORTION
OF (E) 12" PVC RW PIPELINE
INSTALL THRUST BLOCK, SIZING
PER TABLE ON SHEET G-3
INSTALL 12" GV (MJ x MJ)
CUT-IN
INSTALL 2'-0" SPOOL 12"
PVC RW PIPELINE
INSTALL 12" GV (MJ x MJ)
CUT-IN
(E) 12" PVC
RW PIPELINE
(E) 8" GV
(E) 8" CROSS
(E) 8" BF
(E) 12" PVC
RW PIPELINE
(E) 8"x12" REDUCER
(E) 8" GV
(E) PVC
PW
PIPELINE
INSTALL (N) 6" PVC
RW PIPELINE
(BELOW)
INSTALL (N) RESTRAINED
FCA (BELOW), TYP OF 3
INSTALL (N) 6" PVC
RW PIPELINE
(BELOW)REMOVE (E) BF
INSTALL (N) 8" GV
(FL x FL)
(E) THRUST ANCHOR
INSTALL (N) 8"x6"x6" TEE (FL x FL x FL)
(BELOW)
INSTALL (N) 8" 90° VERT BEND
(FL x FL)
INSTALL THRUST ANCHOR
PER CMWD STD DWG W-18
INSTALL 8" PVC
RW PIPELINE
REMOVE (E) BF INSTALL
(N) 8"x12" REDUCER (E) THRUST BLOCK
(E) 12" GV
(E) 12"x24" REDUCER
(E) 12" TEE
(E) 12" 45° BEND DN
INSTALL 8" GV ( FL x MJ)
(E) THRUST ANCHOR
RECYCLED WATER PHASE III PIPELINE EXPANSION SEGMENT 5IMPROVEMENT PLAN FOR:
5208-B
128
508-6
RECORD DRAWINGS
THIS RECORD DRAWINGS HAVE BEEN PREPARED BASED ON INFORMATION PROVIDED BY THE CONTRACTOR AND OTHERS. KENNEDY/JENKS CONSULTANTS
HAS NOT VERIFIED THE ACCURACY OR COMPLETENESS OF THE INFORMATION
PROVIDED TO THEM AND DOES NOT WARRANT THE ACCURACY OR COMPLETENESS OF THIS RECORD DRAWING. USERS OF THIS RECORD DRAWING ASSUME ALL RISK OF LOSS RESULTING FROM ITS USE. USERS OF THIS DOCUMENT IN ELECTRONIC
FORM ARE CAUTIONED AGAINST USE WITHOUT FIRST DETERMINING WHETHER
CHANGES MAY HAVE BEEN MADE TO THE DOCUMENT SUBSEQUENT TO ITS PREPARATION BY KENNEDY/JENKS CONSULTANTS. ORIGINALS OF SIGNED AND
SEALED HARD COPIES OF THIS DOCUMENT ARE THE ONLY TRUE RECORD OF THE
CONTRACT DOCUMENTS PREPARED BY KENNEDY/JENKS CONSULTANTS C 83374 03/31/2023
08/06/2021
CONNECTION DETAILS
C-04
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1SEGMENT 2 CANNON ROAD & AVENIDA ENCINAS
-
2SEGMENT 5-1 KELLY DR & EL CAMINO REAL
-
3SEGEMENT 5-1 TAMARACK AVE & EL CAMINO REAL
-
6CARLSBAD PALISADES TAMRACK AVE
-
5SEGMENT 7 TAMARACK AVE
-
4SEGMENT 5-3 CHESTNUT AVE AND EL CAMINO REAL
NTSNTS
NTS NTS NTS
NTS
DID NOT INSTALL
INSTALLED PER PLAN
INSTALLED PER PLAN
INSTALLED PER PLAN INSTALLED PER PLAN
INSTALLED PER PLAN
30 35
40 45
50 55
60 65
70 30
35 40
45 50
55 60
65 70
1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 8+50
EXIST GRADE ABOVE
PIPE CENTERLINE
MATCHLINE STASEE SHEET C-08 8+50
2" G
S= 0.0503
S= 0.0029
S= 0.0078
1.5" G
E
4" W
E
6" S
HD COUPLING
STA: 2+60.00
IE: 50.49
HD COUPLING
STA: 5+33.00
IE: 47.34
HD COUPLING
STA: 5+86.54
IE: 46.93
45° BEND,
ROTATED UP
STA: 7+73.53
IE: 33.87
S= 0.0442
BOP
STA: 1+03.00
IE: 43.42
2" OUTLET
STA: 1+14.89
3 6
4 5
8" RWGV
STA: 4+10.00
7 1
1" W
2" G
1.5" E
SDGE
ENCASEMENT
COC/TWC
ENCASEMENT
AT&T
ENCASEMENT
SDGE
ENCASEMENT
3 4" UNK
HD COUPLING
STA: 4+58.83
IE: 51.07
S= 0.0035
S= 0.0698
1 3
RW
1+00
2+00
3+00
4+00
5+00
6+00
7+00
8+00
6"S
10"S
10"S
10"S
10"S
10"S
10"S
10"S
10"S
10"S
18"SD
18"SD
18"SD
18"SD
18"SD
18"SD
18"SD
8"S
2"HPG
2"HPG
2"HPG
2"HPG
2"HPG
2"HPG
2"HPG
2"HPG
2"HPG
2"HPG
2"HPG
12"W
6"W
30"SD
10"W
10"W
10"W
10"W
10"W
10"W
10"W
10"W
10"W
1-1/2"HPG
5"W
E
E
E
E
E
E
E
E
E
E
E
E
E
E
E
E
E
E
E
1-1/2"HPG
E
E
E
WW
W
E
E
E
E
E
E
1-1/2"HPG
E
8"W
8"S
8"S
T
T
T
T
T
T
T
T
T
T
T
T
T
T
T
T
T
T
T
T
T
T
T
T
T
T
T
T
T
T
T
T
T
T
T
T T
8"S
24"SD
1 3
RW
1+00
2+00
3+00
4+00
5+00
6+00
7+00
8+00
8" RW
SEGMENT 2
CANNON ROAD
LOS ROBLES
DRIVE
EL ARBOL
DRIVE
CARLSBAD BOULEVARD
79'
12'
20'
79'
12'-9"
19'-4"
SDG&E
FACILITY
10'-2"
BEGIN ALIGN
END CAP W/ THRUST BLOCK
STA 1+00.00
N 1 993 606.36
E 6 229 411.74
STA 7+29.43
45° BEND
N 1 993 845.00
E 6 229 994.16
STA 7+73.53
45° BEND ROTATED
N 1 993 826.79
E 6 230 034.33
7 1
5 6
4 1
1 12
STA 7+00.00
HD COUPLING
N 1 993 834.63
E 6 229 966.62
RECYCLED WATER PHASE III PIPELINE EXPANSION SEGMENT 5IMPROVEMENT PLAN FOR:
5208-B
128
508-6
GENERAL NOTES
1. CUSTOMERS ( ) ARE SHOWN ON DWG C-01.
2. LATERALS FOR SERVICES AND AVARS ARE SHOWN IN APPROXIMATE LOCATIONS. CMWD REPRESENTATIVES WILL DETERMINE FINAL
LOCATIONS IN THE FIELD DURING CONSTRUCTION.
3. TYPICAL TRENCH SECTION PER CMWD STD DWG W-2.
4. TYPICAL TRENCH REPAIR AND REPAVING PER CMWD STD DWGS GS-25 AND GS-36 (FULL LANE WIDTH, 12' MIN).
5. UTILITY LOCATION AND ELEVATION SHOWN IS APPROXIMATE. POTHOLE ALL UTILITIES 4 WEEKS PRIOR TO CONSTRUCTION. REFER TO GENERAL NOTES 14 AND 15 ON DWG G-03.
6. REPLACE ALL DAMAGED CONCRETE (SIDEWALKS, CURBS, AND
GUTTERS) JOINT-TO-JOINT.
7. REPLACE ALL DAMAGED TRAFFIC STRIPING IN-KIND.
8. INSTALL HIGH DEFLECTION COUPLING WITH 20' PIPE LENGTH FOR HORIZONTAL CURVE RADII OVER 573'
9. INSTALL HIGH DEFLECTION COUPLING WITH 10' PIPE LENGTH FOR HORIZONTAL CURVE RADII BETWEEN 572' AND 287'
10. INSTALL HIGH DEFLECTION COUPLING WITH 5' PIPE LENGTH FOR HORIZONTAL CURVE RADII BETWEEN 286' AND 144'
INSTALL THRUST BLOCK PER DWG C-01 AND CMWD STD DWG W-151
CONSTRUCTION NOTES
INSTALL 1" WATER SERVICE CONNECTION PER CMWD STD DWG W-32 INSTALL 2" WATER SERVICE CONNECTION PER CMWD STD DWG W-43 INSTALL 2" BO PER CMWD STD DWG W-64
INSTALL 2" MAR PER CMWD STD DWG W-65
INSTALL 2" AVAR PER CMWD STD DWG W-76
7 INSTALL RWGV PER CMWD STD DWGS W-13 AND W-16. REFER TO TYPICAL TEE AND IN-LINE VALVE DETAILS ON DWG C-03.
8 INSTALL THRUST ANCHOR FOR REDUCER PER CMWD STD DWG W-18 9 REPAIR MEDIAN CURB PER CMWD STD DWG GS-18
#
REPAIR TEXTURED CONCRETE MEDIAN TO MATCH EXISTING
REPAIR CONCRETE SWALE TO MATCH EXISTING
REPLACE TRAFFIC LOOP PER CALTRANS STD DWG ES-5B, TYPE E.
TRAFFIC LOOP DRAWINGS ARE INCLUDED AS AN APPENDIX TO THE SPECIFICATIONS.
10 11
12 RECORD DRAWINGS
THIS RECORD DRAWINGS HAVE BEEN PREPARED BASED ON INFORMATION PROVIDED BY THE CONTRACTOR AND OTHERS. KENNEDY/JENKS CONSULTANTS
HAS NOT VERIFIED THE ACCURACY OR COMPLETENESS OF THE INFORMATION
PROVIDED TO THEM AND DOES NOT WARRANT THE ACCURACY OR COMPLETENESS OF THIS RECORD DRAWING. USERS OF THIS RECORD DRAWING ASSUME ALL RISK OF LOSS RESULTING FROM ITS USE. USERS OF THIS DOCUMENT IN ELECTRONIC
FORM ARE CAUTIONED AGAINST USE WITHOUT FIRST DETERMINING WHETHER
CHANGES MAY HAVE BEEN MADE TO THE DOCUMENT SUBSEQUENT TO ITS PREPARATION BY KENNEDY/JENKS CONSULTANTS. ORIGINALS OF SIGNED AND
SEALED HARD COPIES OF THIS DOCUMENT ARE THE ONLY TRUE RECORD OF THE
CONTRACT DOCUMENTS PREPARED BY KENNEDY/JENKS CONSULTANTS C 83374 03/31/2023
08/06/2021
PROFILE
PLAN
200
1"=40'
40 60
20 1"=4'
4 6
HORIZ:
VERT:
200
1"=40'
40 60
RW P&P, CANNON RDSTA 1+00 TO STA 8+50
C-07
pw:\\kjce-pw.bentley.com:kjce-pw\Documents\Clients\Carlsbad, City of CA\Projects\Phase III RW Pipeline Segment 5_1744100.00\10-Design\10.06-Drawings\Civil\1744100.00-C-07 12 MATCHLINE STA
SEE SHEET C-08 8+50
20 25
30 35
40 45
50 55
60 20
25 30
35 40
45 50
55 60
8+50 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00
EXIST GRADE ABOVE
PIPE CENTERLINE
MATCHLINE STASEE SHEET C-07 8+50
84" SD
18" SD
4" E
2" HPG
E 12" G
12" W
4 36" SD
R/WR/W
TT
1" UNK
2" W
6" S
AT&T
ENCASEMENT
SDG&E
ENCASEMENT
42" S
SDG&E
ENCASEMENT
3-1.5" E
SDCWA
ENCASEMENT
4" T
3" E
STA: 12+44.01
STA: 13+89.57
8" AWWA
C900 DR14STA: 10+00.00
STA: 10+31.36
ABANDONED 30"
STL CASING,
FILLED W/ GROUT
(BEYOND)
S= 0.0020
STEEL CASING
INSTALLED AND
ABANDONED IN PLACE.
DRILL HEAD ABANDONED
IN PLACE AT STA 13+19,
EXTERIOR AND INTERIOR
OF CASING GROUTED;
WELDED STEEL PLATE
AT BEGINNING OF STA
12+46, BACKFILLED AND
COMPACTED AT JACK
AND RECEIVING PIT
CLEANED AND
RESTORED AREA
STA: 12+46.00
STA: 13+19.00
EXISTING
42" STEEL
CASING
S= 0.0142
S= 0.0035
ELECTRICAL
CONDUITS
30"SD
30"SD
30"SD
30"SD
30"SD
30"SD
30"SD
30"SD
84"SD
8"S
8"S
8"S
8"S
8"S
18"SD
24"SD
24"SD
24"SD
24"SD
24"SD
24"SD
2"HPG
2"HPG
2"HPG
2"HPG
2"HPG
2"HPG
3"HPG
3"HPG
3"HPG
12"W
12"W
12"W
12"W
12"W
12"W
12"W
12"W
12"W
12"W
24"SD
15"SD
30"SD
30"SD
24"S
24"S
24"SW
12"W
12"W
10"W10"W
W
24"RW
24"RW
18"RW
E
E
E
E E
T
T
T
T
T
24"SD
12"S
42"S42"S
12"RW
E
E
E
E E
E
8"W
8"W
8"W
8"W
8"W
8"S
8"S
8"S
8"S
8"S
8"S
8"S
8"S
WW
E
E
E
E
E
E
EE
EEE
E
E
E
E E
E
E
E
E
E
E
E
2"HPG
W 12"W
W
WWWWW
W
3"G
3"G
3"G
3"G
W
WRW
20"HPG
20"HPG
20"HPG
20"HPG
20"HPG
20"HPG
20"HPG
54"W
54"W
54"W
12"HPG
E
E
E
E
T
T
T T
T
T
T
T
T
T
T
T
T
T
T T
12"S
12"S
6"S
6"S
6"S
6"S
6"S
24"SD
9+00
10+00
W
CANNON ROAD
NCTD
RAILROAD
CROSSING
8" RW
SEGMENT 2
91'-2"
102'
73 LF OF TRENCHLESS
INSTALLATION IN ACCORDANCE
WITH NCTD STANDARDS
STA 9+98.26
45° BEND
N 1 993 904.08
E 6 230 245.33
STA 10+31.36
CAP AND PLUG
N 1 993 889.47
E 6 230 275.04
AVENDIA
ENCINAS
6'x12' RECEIVING PIT,
SEE NOTE 1 ON
DRAWING C-09
12'x36' JACKING PIT,
SEE NOTE 1 ON
DRAWING C-09
4 1
STA 9+35.33
HD COUPLING
N 1 993 883.79
E 6 230 185.77
BEGIN 12" W
REPLACEMENT
N 1,993,920.79
E 6,230,349.47
45° BEND
12" W REPLACEMENT
N 1,993,975.39
E 6,230,468.69
45° BEND
END 12" W
REPLACEMENT
N 1,993,970.65
E 6,230,481.43
1 12" W REPLACEMENT
145 LF OF AWWA C900 DR18
REMOVE 12" W TO
EXTENTS SHOWN
142 LF
RECONNECT 2 WATER SERVICES
ABANDONED 30" STL
CASING, FILLED WITH
GROUT, 12' COVER2" WATER SERVICE
INSTALLED OFF OF
12" WATER LINE
9+00
10+00
W
Alignment Curve Table
Curve #
1 Radius
3971.88
Length
158.57
Tangent
79.29 BOC
10+31.36
EOC
11+89.93
RECYCLED WATER PHASE III PIPELINE EXPANSION SEGMENT 5IMPROVEMENT PLAN FOR:
5208-B
128
508-6
GENERAL NOTES
1. CUSTOMERS ( ) ARE SHOWN ON DWG C-01.
2. LATERALS FOR SERVICES AND AVARS ARE SHOWN IN APPROXIMATE LOCATIONS. CMWD REPRESENTATIVES WILL DETERMINE FINAL
LOCATIONS IN THE FIELD DURING CONSTRUCTION.
3. TYPICAL TRENCH SECTION PER CMWD STD DWG W-2.
4. TYPICAL TRENCH REPAIR AND REPAVING PER CMWD STD DWGS GS-25 AND GS-36 (FULL LANE WIDTH, 12' MIN).
5. UTILITY LOCATION AND ELEVATION SHOWN IS APPROXIMATE. POTHOLE ALL UTILITIES 4 WEEKS PRIOR TO CONSTRUCTION. REFER TO GENERAL NOTES 14 AND 15 ON DWG G-03.
6. REPLACE ALL DAMAGED CONCRETE (SIDEWALKS, CURBS, AND
GUTTERS) JOINT-TO-JOINT.
7. REPLACE ALL DAMAGED TRAFFIC STRIPING IN-KIND.
8. INSTALL HIGH DEFLECTION COUPLING WITH 20' PIPE LENGTH FOR HORIZONTAL CURVE RADII OVER 573'
9. INSTALL HIGH DEFLECTION COUPLING WITH 10' PIPE LENGTH FOR HORIZONTAL CURVE RADII BETWEEN 572' AND 287'
10. INSTALL HIGH DEFLECTION COUPLING WITH 5' PIPE LENGTH FOR HORIZONTAL CURVE RADII BETWEEN 286' AND 144'
INSTALL THRUST BLOCK PER DWG C-01 AND CMWD STD DWG W-151
CONSTRUCTION NOTES
INSTALL 1" WATER SERVICE CONNECTION PER CMWD STD DWG W-32 INSTALL 2" WATER SERVICE CONNECTION PER CMWD STD DWG W-43 INSTALL 2" BO PER CMWD STD DWG W-64
INSTALL 2" MAR PER CMWD STD DWG W-65
INSTALL 2" AVAR PER CMWD STD DWG W-76
7 INSTALL RWGV PER CMWD STD DWGS W-13 AND W-16. REFER TO TYPICAL TEE AND IN-LINE VALVE DETAILS ON DWG C-03.
8 INSTALL THRUST ANCHOR FOR REDUCER PER CMWD STD DWG W-18 9 REPAIR MEDIAN CURB PER CMWD STD DWG GS-18
#
REPAIR TEXTURED CONCRETE MEDIAN TO MATCH EXISTING
REPAIR CONCRETE SWALE TO MATCH EXISTING
REPLACE TRAFFIC LOOP PER CALTRANS STD DWG ES-5B, TYPE E.
TRAFFIC LOOP DRAWINGS ARE INCLUDED AS AN APPENDIX TO THE SPECIFICATIONS.
10 11
12 RECORD DRAWINGS
THIS RECORD DRAWINGS HAVE BEEN PREPARED BASED ON INFORMATION PROVIDED BY THE CONTRACTOR AND OTHERS. KENNEDY/JENKS CONSULTANTS
HAS NOT VERIFIED THE ACCURACY OR COMPLETENESS OF THE INFORMATION
PROVIDED TO THEM AND DOES NOT WARRANT THE ACCURACY OR COMPLETENESS OF THIS RECORD DRAWING. USERS OF THIS RECORD DRAWING ASSUME ALL RISK OF LOSS RESULTING FROM ITS USE. USERS OF THIS DOCUMENT IN ELECTRONIC
FORM ARE CAUTIONED AGAINST USE WITHOUT FIRST DETERMINING WHETHER
CHANGES MAY HAVE BEEN MADE TO THE DOCUMENT SUBSEQUENT TO ITS PREPARATION BY KENNEDY/JENKS CONSULTANTS. ORIGINALS OF SIGNED AND
SEALED HARD COPIES OF THIS DOCUMENT ARE THE ONLY TRUE RECORD OF THE
CONTRACT DOCUMENTS PREPARED BY KENNEDY/JENKS CONSULTANTS C 83374 03/31/2023
08/06/2021
PROFILE
PLAN
200
1"=40'
40 60
20 1"=4'
4 6
HORIZ:
VERT:
200
1"=40'
40 60
RW P&P, CANNON RDSTA 8+50 TO STA 15+19
C-08
pw:\\kjce-pw.bentley.com:kjce-pw\Documents\Clients\Carlsbad, City of CA\Projects\Phase III RW Pipeline Segment 5_1744100.00\10-Design\10.06-Drawings\Civil\1744100.00-C-08 13 MATCHLINE STA
SEE SHEET C-07 08+50
NOTES
1. REFER TO DWGS C-09 AND C-10 FOR ADDITIONAL INFORMATION.
2. REFER TO NCTD GENERAL NOTES ON DWG C-10 FOR WORKING
WITHIN NCTD RIGHT-OF-WAY.
SEE ENLARGED PLAN ON C-09
SEE ENLARGED PROFILE ON C-09
30 35
40 45
50 30
35 40
45 50
12+00 13+00 14+00 14+50
140'-1" LF 30" O.D. STEEL CASING
MIN 35,000 PSI YIELD STRENGTH
5'-6" MIN
SEE NOTE 5
30" STEEL CASING PIPE WITH
MINIMUM THICKNESS OF 0.469"
8" PVC CARRIER PIPE
EXIST NCTD TRACK 1 EXIST NCTD TRACK 2
℄ RAILROAD
STA: 13+27.02
℄ RAILROAD
STA: 13+11.67
R/WR/W
SEE NOTE 5 SEE NOTE 5
STA: 13+61.84
STA: 12+61.84
STA: 12+46.23
BEGIN STEEL CASING
STA: 13+86.35
END STEEL CASING
RWGV
SEE NOTE 7
RWGV
SEE NOTE 7
EXIST GRADE ABOVE
PIPE CENTERLINE
JACKING PIT
RECEIVING
PIT
2" HPG
18" SD
E
12" HPG 4" E
S=0.0020
T T
2" PVC SCH 40 PIPE
3-1.5" E
1" UNK
2" W
42" S
SDG&E
ENCASEMENT
SDG&E
ENCASEMENT
SDCW
ENCASEMENT
18"SD
18"SD
30"SD
30"SD
30"SD
30"SD
30"SD
30"SD
30"SD
30"SD
30"SD
30"SD
30"SD
30"SD
30"SD
30"SD
30"SD
30"SD
8"S
18"SD18"SD18"SD18"SD18"SD
24"SD
24"SD
24"SD
24"SD
24"SD
24"SD
24"SD
24"SD
24"SD
24"SD
24"SD
24"SD
3"HPG
3"HPG
3"HPG
3"HPG
3"HPG
3"HPG
3"HPG
3"HPG
3"HPG
3"HPG
3"HPG
3"HPG
3"HPG
3"HPG
12"W
12"W
12"W
12"W
12"W
12"W
12"W
12"W
12"W
12"W
12"W
12"W
12"W
12"W
12"W
12"W
12"W
30"SD
24"S
24"S
24"S
24"S
WWW
EEEE
E
E
E
E
24"SD
24"SD
42"S42"S42"S42"S42"S42"S
E
8"W
8"W
8"W
8"S
8"S
8"S
8"S
8"S
8"S
8"S
8"S
8"S
8"S
8"S
E
E
E
E
E
E
E
E
E
E
E
E
EEEE
E
E
E
E
E
E
E
E
E
E
E
E
E E
E
E
E
E
2"HPG2"HPG2"HPG2"HPG
12"W
WWW
WWWW
WWWW
WWWW
WWWW
3"G
3"G
3"G
12"HPG12"HPG12"HPG12"HPG
E
E
E
E
E
E
E
E
E
E
E
E
E
E
E
E
E
E
E
T
T
T
TTTTTT
TTTTTT
T
T
T
T
T
T
T
T
12"S
12"S
12"S
12"S
12+00
13+00
14+00
TRACK 1
TRACK 2
CANNON ROAD
NCTD
RAILROAD CROSSING
8" RW
SEGMENT 2
140 LF OF TRENCHLESS INSTALLATION IN
ACCORDANCE WITH NCTD STANDARDS
12'x24' JACKING PIT
SEE NOTE 1
12'x12' RECEIVING
PIT SEE NOTE 1
PROPOSED TUNNEL
END STEEL CASING
STA 13+86.35
N 1 994 018.11
E 6 230 605.79
ROAD C/L
NTCD R/W
NTCD R/W
SEE NOTE 8
100'
SEE NOTE 6
SEE NOTE 8
CAUTION!!!
HIGH-PRESSURE GAS
SEE NOTE 10
BEGIN STEEL CASING
STA 12+46.23
N 1 993 964.67
E 6 230 476.27
SEE NOTE 11
SEE DWG C-8 FOR WATERLINE
RELOCATION INFORMATION
12'x12' RECEIVING PIT
POTENTIAL LOCATION 2
12'x12' RECEIVING PIT
POTENTIAL LOCATION 1
RECYCLED WATER PHASE III PIPELINE EXPANSION SEGMENT 5IMPROVEMENT PLAN FOR:
5208-B
128
508-6
RECORD DRAWINGS
THIS RECORD DRAWINGS HAVE BEEN PREPARED BASED ON INFORMATION PROVIDED BY THE CONTRACTOR AND OTHERS. KENNEDY/JENKS CONSULTANTS
HAS NOT VERIFIED THE ACCURACY OR COMPLETENESS OF THE INFORMATION
PROVIDED TO THEM AND DOES NOT WARRANT THE ACCURACY OR COMPLETENESS OF THIS RECORD DRAWING. USERS OF THIS RECORD DRAWING ASSUME ALL RISK OF LOSS RESULTING FROM ITS USE. USERS OF THIS DOCUMENT IN ELECTRONIC
FORM ARE CAUTIONED AGAINST USE WITHOUT FIRST DETERMINING WHETHER
CHANGES MAY HAVE BEEN MADE TO THE DOCUMENT SUBSEQUENT TO ITS PREPARATION BY KENNEDY/JENKS CONSULTANTS. ORIGINALS OF SIGNED AND
SEALED HARD COPIES OF THIS DOCUMENT ARE THE ONLY TRUE RECORD OF THE
CONTRACT DOCUMENTS PREPARED BY KENNEDY/JENKS CONSULTANTS C 83374 03/31/2023
08/06/2021
PROFILE
NOTES:
1. JACKING AND RECEIVING PITS ARE SHOWN FOR REFERENCE ONLY. CONTRACTOR SHALL BE RESPONSIBLE FOR ACTUAL LOCATION AND DIMENSIONS OF JACKING AND RECEIVING PITS. SEE SPECIFICATIONS SECTION 15125.
2. CONTRACTOR SHALL POTHOLE ALL EXISTING UTILITIES AND CONFIRM THEIR DEPTHS PRIOR TO INSTALLATION OF JACKING & RECEIVING PITS AND CASING. CONTRACTOR SHALL SUBMIT INFORMATION TO ENGINEER AND INFORM ENGINEER IF THERE ARE ANY INTERFERENCES.
3. ABOVE GRADE PIPING, FOOTINGS FOR WALLS, AND OTHER ABOVE GRADE APPURTENANCES AND UTILITIES MAY NOT BE SHOWN ON THESE PLANS. CONTRACTOR SHALL INFORM ENGINEER OF ANY
INTERFERING ABOVE GRADE APPURTENANCES OR UTILITIES PRIOR TO INSTALLATION OF BORE PITS AND CASING.
4. SHORING FOR JACKING AND RECEIVING PIT SHALL BE DESIGNED, SIGNED AND STAMPED BY A CIVIL OR STRUCTURAL ENGINEER REGISTERED IN THE STATE OF CALIFORNIA. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ON SITE SAFETY DURING CONSTRUCTION.
5. EXTEND STEEL CASING A MINIMUM DISTANCE OF 30'-0" FEET FROM CENTERLINE OF THE OUTSIDE TRACK AND LOCATE A MINIMUM OF 5'-6" FROM THE BASE OF THE RAILROAD RAIL TO THE TOP OF THE CASING.
6. COORDINATE SHUTDOWN OF EXISTING POTABLE WATER PIPELINE WITH CMWD AT LEAST TWO WEEKS PRIOR TO CONSTRUCTION. MAINTAIN EXISTING 12" ACP WATER IN SERVICE DURING CONSTRUCTION AT RECEIVING PIT OR PROVIDE TEMPORARY HIGH-LINE IF NECESSARY. IF 12" WATER IS HIGH-LINED, PERMANENTLY REINSTALL 12" PVC, PER DETAIL 3 ON DWG C-03, IN ORIGINAL LOCATION UPON COMPLETION OF WORK. MAINTAIN WATER SERVICE DURING WATERLINE REPLACEMENT AT JACKING PIT.
7. ACCESSIBLE EMERGENCY SHUT-OFF VALVES SHALL BE INSTALLED WITHIN EFFECTIVE DISTANCES ON EACH SIDE OF THE RAILROAD AND MARKED WITH SIGNS FOR IDENTIFICATION. PROVIDE RESTRAINED FCAs ON BOTH SIDES OF GATE VALVE.
8. CONTACT SDG&E TO REQUEST ELECTRICAL CONDUIT RELOCATION FOUR WEEKS PRIOR TO
CONSTRUCTION AND UPON RECEIVING FAVORABLE REVIEW OF TRENCHLESS CROSSING PLAN PER THE REQUIREMENTS OF SECTION 15125.
9. CAL/OSHA MINING AND TUNNEL CLASSIFICATION LETTER IS ATTACHED TO THE SPECIFICATIONS.
10. PRIOR TO EXCAVATION ACTIVITIES, CONTACT GAS TRANSMISSION OF SDG&E. 12" HIGH-PRESSURE GAS (LINE 1026) MUST BE POTHOLED.
STANDBY REQUIRED. NO MECHANICAL DIGGING. HAND EXCAVATION ONLY WITHIN 5'-0" OF 12" HPG.
11. EXISTING BEAMS AND PLATES FROM PREVIOUS TRENCHLESS CROSSINGS ARE KNOWN TO HAVE BEEN BURIED IN THIS AREA. VERIFY AND REMOVE AS NECESSARY TO COMPLETE WORK AS SHOWN.
SEGMENT 2 CANNON ROAD
NCTD RR TUNNEL XING PLAN AND PROFILE
C-09
pw:\\kjce-pw.bentley.com:kjce-pw\Documents\Clients\Carlsbad, City of CA\Projects\Phase III RW Pipeline Segment 5_1744100.00\10-Design\10.06-Drawings\Civil\1744100.00-C-09 14 0
1"=10'
10 20
10 1"=2'
2 3
HORIZ:
VERT:
0 1"=10'
10 20
1 C-10
NCTD SETTLEMENT MONITORING NOTES:
1. TRACK ELEVATION MONITORING REQUIREMENTS:
a. TRACK ELEVATION MONITORING SURVEY SHALL BE PERFORMED BY A PROFESSIONAL SURVEYOR OR SURVEYING FIRM LICENSED IN THE STATE OF CALIFORNIA.
b. SURVEY SHALL BE PERFORMED AT DESIGNATED POINTS ON THE EXISTING RAIl. c. FIVE (5) SURVEY POINTS SHALL BE TAKEN AT BOTH MAIN TRACK 1 (MT-1) AND MAIN TRACK 2 (MT-2), A TOTAL OF TEN (10) SURVEY POINTS.
d. SURVEY POINTS SHALL BE TAKEN ON POINTS ON THE MAIN TRACK RAIL. e. ONE (1) SURVEY POINT SHALL BE TAKEN AT CENTERLINE OF BOTH MT-1 AND MT-2, DIRECTLY ABOVE THE RECYCLED WATER PIPELINE AND STEEL CASING INSTALLATION LOCATION, AND FOUR (4) TAKEN AT 10 FEET AND 25 FEET FROM EITHER SIDE OF THE CENTERLINE SURVEY POINTS. f. INITIAL TRACK ELEVATION MONITORING SURVEY SHALL BE PERFORMED PRIOR TO CONSTRUCTION TO CREATE A BASELINE ELEVATION.
g. SUBSEQUENT TRACK ELEVATION MONITORING SHALL BE PERFORMED WEEKLY THROUGHOUT THE DURATION OF CONSTRUCTION.
h. POST CONSTRUCTION TRACK ELEVATION MONITORING SURVEYS SHALL BE PERFORMED AFTER CONSTRUCTION COMPLETION, ON THE DAY OF COMPLETION; TWO (2) WEEKS AFTER COMPLETION, AND FOUR (4) WEEK AFTER COMPLETION.
2. SURVEY MONITORING DELIVERABLES TO NCTD:
a. EXHIBIT INDICATING PROPOSED SURVEY POINTS FOR NCTD REVIEW AND APPROVAL, PROPOSED
METHODOLOGY FOR MARKING THE SURVEY POINTS, AND COMPANY NAME AND LICENSE INFORMATION OF PROFESSIONAL SURVEYOR OR SURVEYING FIRM. b. PRE-CONSTRUCTION TRACK ELEVATION MONITORING DATA FOR NCTD REVIEW AND APPROVAl. c. WEEKLY TRACK ELEVATION MONITORING SURVEY DATA DURING CONSTRUCTION, TO BE ACCEPTED BY NCTD.
d. POST CONSTRUCTION TRACK ELEVATION MONITORING SURVEY DATA, AT COMPLETION OF CONSTRUCTION, TWO WEEKS LATER, AND TWO WEEKS LATER, TO BE ACCEPTED BY NCTD. e. ALL SURVEYS SHALL BE SIGNED AND STAMPED BY A LICENSED SURVEYOR.
3. WORK PERFORMED WITHIN THE NCTD RIGHT-OF-WAY REQUIRES BOTH AN NCTD ISSUED PERMIT FOR ACCESS AUTHORIZATION AND RAILROAD FLAGGING PROTECTION. ADDITIONALLY, ALL PERSONNEL
ENTERING THE NCTD RIGHT-OF-WAY ARE REQUIRED TO HAVE A CURRENT ROADWAY WORKER PROTECTION (RWP) TRAINING CERTIFICATION.
4. ADDITIONAL MONITORING OR REQUIREMENTS MAY BE REQUIRED IF UNACCEPTABLE TRACK MOVEMENT SHOULD OCCUR.
SEE C-08 FOR
CHANGES
8" PVC CARRIER PIPE
SEE NOTE 1 AND 4
30" STEEL CASING
SEE NOTES 2, 3 AND 6
CONTACT GROUTING SHALL BE
USED TO FILL ANY VOIDS CREATED
BY BORING, JACKING OR
TUNNELING PER SECTION 15125
CASING SPACER
PER SPECIFICATION
SECTION 15125
30" STEEL CASING
SEE NOTE 2, 3 AND 6
END SEAL PER SPECIFICATION
SECTION 15125
BANDING STRAPS PER
SPECIFICATION SECTION 15125
SECTION CASING ELEVATION
2'-0"
TYP
2'-0"
TYP
2'-0"
TYP
8'-0"
TYP
2" PVC SCH 40 PIPE FOR
FUTURE USE CAPPED
AT EACH END WITHIN
12" OF CASING END
2" PVC SCH 40 PIPE FOR FUTURE
USE CAPPED AT EACH END
WITHIN 12" OF CASING END
GROUT PLUGS PER SECTION 15125
NOT INSTALLED
RECYCLED WATER PHASE III PIPELINE EXPANSION SEGMENT 5IMPROVEMENT PLAN FOR:
5208-B
128
508-6
RECORD DRAWINGS
THIS RECORD DRAWINGS HAVE BEEN PREPARED BASED ON INFORMATION PROVIDED BY THE CONTRACTOR AND OTHERS. KENNEDY/JENKS CONSULTANTS
HAS NOT VERIFIED THE ACCURACY OR COMPLETENESS OF THE INFORMATION
PROVIDED TO THEM AND DOES NOT WARRANT THE ACCURACY OR COMPLETENESS OF THIS RECORD DRAWING. USERS OF THIS RECORD DRAWING ASSUME ALL RISK OF LOSS RESULTING FROM ITS USE. USERS OF THIS DOCUMENT IN ELECTRONIC
FORM ARE CAUTIONED AGAINST USE WITHOUT FIRST DETERMINING WHETHER
CHANGES MAY HAVE BEEN MADE TO THE DOCUMENT SUBSEQUENT TO ITS PREPARATION BY KENNEDY/JENKS CONSULTANTS. ORIGINALS OF SIGNED AND
SEALED HARD COPIES OF THIS DOCUMENT ARE THE ONLY TRUE RECORD OF THE
CONTRACT DOCUMENTS PREPARED BY KENNEDY/JENKS CONSULTANTS C 83374 03/31/2023
08/06/2021
NOTES:
1. RESTRAIN ALL JOINTS OF THE CARRIER PIPE WITHIN CASING.
2. EXTEND STEEL CASING TO A MINIMUM DISTANCE OF 30'-0" FROM THE CENTERLINE OF THE OUTSIDE TRACK AND LOCATE 5'-6" FROM THE BASE OF THE RAILROAD RAIL TO THE TOP OF THE CASING, AS SHOWN.
3. CASING PIPE AND JOINTS SHALL BE LEAK-PROOF CONSTRUCTION, SUCH AS
FULL-PENETRATION BUTT-WELDED OR INTERLOCKING JOINTS WHICH ARE CAPABLE OF WITHSTANDING RAILROAD LOADING.
4. PLASTIC CARRIER PIPE WILL BE UTILIZED. ALLOWABLE PLASTIC CARRIER PIPE MATERIAL INCLUDES THERMOPLASTIC AND THERMOSET PLASTIC PIPES.
5. ACCESSIBLE EMERGENCY SHUT-OFF VALVES SHALL BE INSTALLED WITHIN EFFECTIVE DISTANCES ON EACH SIDE OF THE RAILROAD AND MARKED WITH SIGNS FOR IDENTIFICATION.
6. STEEL CASING SHALL HAVE A MINIMUM YIELD STRENGTH OF 35,000 PSI WITH MINIMUM 0.469" THICKNESS. SEE SPECIFICATION SECTION 15125.
SEGMENT 2 CANNON ROAD
JACK & BORE DETAILS
C-10
pw:\\kjce-pw.bentley.com:kjce-pw\Documents\Clients\Carlsbad, City of CA\Projects\Phase III RW Pipeline Segment 5_1744100.00\10-Design\10.06-Drawings\Civil\1744100.00-C-10 15 -
1JACK AND BORE CASING DETAIL
NOT TO SCALE
NCTD GENERAL NOTES
1. IN CASE OF EMERGENCIES AND FOR TRACK AND TRAIN SAFETY CALL NORTH COUNTY TRANSIT DISTRICT (NCTD) 24/7 OPERATIONS CONTROL CENTER AT (760) 966-6700.
2. THE CONTRACTOR OR ENTITY BEING ISSUED AUTHORIZATION BY NCTD TO WORK IN THE RIGHT-OF-WAY (CONTRACTOR) SHALL
COMPLY WITH ALL APPLICABLE TERMS, CONDITIONS AND REQUIREMENTS OF NCTD'S POLICIES REGARDING NCTD'S RIGHT-OF-WAY (ROW) AND OTHER NCTD ORDINANCES, RULES AND REGULATIONS. THE CONTRACTOR SHALL COMPLY WITH ALL
APPLICABLE LAWS AND REGULATIONS OF THE FEDERAL, STATE, COUNTY, LOCAL GOVERNMENTS AND ALL ADMINISTRATIVE AGENCIES WHICH MAY HAVE JURISDICTION OVER THE CONTRACTOR'S WORK OR WORK AREA.
3. ALL PERSONNEL ENTERING THE RAILROAD ROW SHALL COMPLY WITH NCTD SAFETY REQUIREMENTS. FAILURE TO COMPLY SHALL BE GROUNDS FOR TERMINATION OF WORK AND REVOCATION OF THE RIGHT TO ENTER NCTD'S ROW.
4. NO WORK SHALL BE PERFORMED WITHIN THE RAILROAD ROW WITHOUT A ROE PERMIT (PERMIT) AND/OR ACCESS AUTHORIZATION (AA), AS APPLICABLE. SEE NCTD'S WEBSITE AT GONCTD.COM/WORKING-AROUND-THE-RAILS (OR GONCTD.COM/ROW) FOR INFORMATION ON ACCESSING AND WORKING ON THE RIGHT-OF-WAY.
5. THE CONTRACTOR SHALL ADHERE TO ALL REQUIREMENTS SET FORTH BY NCTD, THE PERMIT, THE AA, PROJECT PLANS AND SPECIFICATIONS, AND THE JOB SITE RAILROAD FLAGMAN/EMPLOYEE-IN-CHARGE (EIC). FAILURE TO COMPLY MAY RESULT IN WORK STOPPAGE OR REMOVAL FROM NCTD PROPERTY.
6. PRIOR TO ENTERING ONTO THE ROW AND AT THE CONTRACTOR'S EXPENSE, ALL PERSONNEL WORKING IN OR AROUND THE
ROW, INCLUDING SUBCONTRACTORS (JACK AND BORE CONTRACTOR) AND THIRD PARTIES, MUST COMPLETE NCTD ROADWAY WORKER PROTECTION (RWP) TRAINING COURSE. RWP TRAINING IS PROVIDED BY NCTD'S RAIL CONTRACTOR, BOMBARDIER.
CONTACT INFORMATION IS SUBJECT TO CHANGE - PLEASE SEE NCTD'S WEBSITE AT GONCTD.COM/ROW FOR CURRENT CONTACT INFORMATION.
7. ALL PERSONS ENTERING THE RAILROAD ROW SHALL HAVE THE RWP STICKER AFFIXED TO THEIR HARD HAT AND RWP BADGE IN THEIR POSSESSION.
8. NCTD RAILROAD FLAG PROTECTION (FLAGGING) IS REQUIRED FOR WORKING IN THE ROW. ONLY AN NCTD AUTHORIZED
RAILROAD FLAGMAN (RAILROAD FLAGMAN/EIC) IS PERMITTED TO PERFORM RAILROAD FLAGGING OPERATIONS WITHIN THE RAILROAD RIGHT-OF-WAY. NO MEN OR EQUIPMENT SHALL BE ACTIVELY WORKING, PARKED OR STATIONARY WITHIN THE ROW WITHOUT PRIOR APPROVAL FROM THE RAILROAD FLAGMAN/EIC).
9. THE RAILROAD FLAGMAN/EIC HAS SOLE RESPONSIBILITY TO PROTECT THE RAILROAD INFRASTRUCTURE AND OPERATIONS. AT ALL TIMES THE CONTRACTOR SHALL FOLLOW THE RAILROAD FLAGMAN/EIC'S DIRECTION.
10. FLAGGING IS PROVIDED BY NCTD'S RIAL CONTRACTOR, BOMBARDIER. CONTACT INFORMATION IS SUBJECT TO CHANGE - SEE NCTD'S WEBSITE AT GONCTD.COM/ROW FOR CURRENT CONTACT INFORMATION. CONTRACTOR IS RESPONSIBLE FOR REQUESTING RAILROAD FLAGMAN SERVICES WITH ADEQUATE NOTICE TO MEET CONTRACTOR'S CONSTRUCTION SCHEDULE.
11. NCTD UTILITIES WITHIN THE NCTD ROW ARE NOT PART OF DIG ALERT/ CALL BEFORE YOU DIG (811). NCTD RAILROAD UTILITIES MUST BE MARKED OUT BY NCTD'S RAIL CONTRACTOR, BOMBARDIER. CONTRACTOR MUST REQUEST NCTD MARK OUT FROM BOMBARDIER A MINIMUM OF SEVEN (7) WORKING DAYS BEFORE ANY EXCAVATIONS OR ANY GRADE-LEVEL PENETRATION CAN OCCUR. CONTACT INFORMATION IS SUBJECT TO CHANGE - PLEASE SEE NCTD'S WEBSITE AT GONCTD.COM/ROW FOR CURRENT CONTACT INFORMATION.
12. CONTRACTOR MUST CONTACT DIG ALERT/CALL BEFORE YOU DIG (811) BEFORE ANY EXCAVATIONS OR GRADE LEVEL PENETRATION CAN OCCUR.
13. THE CONTRACTOR SHALL PAY ALL COSTS ASSOCIATED WITH RWP TRAINING, FLAGGING, MARK OUT INSPECTIONS, AND REVIEWS, AS REQUIRED BY NCTD POLICY, THE PERMIT AND/OR AA.
14. THE CONTRACTOR SHALL MAKE THE NECESSARY ARRANGEMENTS FOR EACH EQUIPMENT OPERATOR TO HAVE RADIO
COMMUNICATIONS WITH THEIR FOREMAN AND RAILROAD FLAGMAN/EIC AS ESTABLISHED AND REQUIRED PER NCTD RWP TRAINING.
15. THE CONTRACTOR SHALL HAVE THE PERMITTED STAMPED SET OF PLANS ON-SITE. WORK WILL BE TERMINATED BY NCTD SHOULD NO STAMPED PLANS BE ON-SITE.
16. IF APPLICABLE, ALL WORK ON OR ADJACENT TO THE SAN DIEGO TROLLEY SHALL ALSO ADHERE TO METROPOLITAN TRANSIT SYSTEM (MTS) REQUIREMENTS.
17. THE MOVEMENT OF TRAINS IS UNPREDICTABLE. TRAINS MAY APPROACH THE JOB SITE IN ANY DIRECTION, AT ANY SPEED, AT
ANY TIME, AND MAY STOP AND OCCUPY THE TRACK WITHIN THE CONTRACTOR'S WORK ZONE FOR AN UNDETERMINED PERIOD OF TIME.
18. THE CONTRACTOR SHALL CONTACT NCTD 72-HOURS IN ADVANCE FOR ANY INSPECTIONS REQUIRED IN THE PERMIT AND/OR ACCESS AUTHORIZATION, AS APPLICABLE.
19. UPON PROJECT COMPLETION THE NCTD ROW SHALL BE LEFT IN AS GOOD IF NOT BETTER CONDITION AS PRIOR TO THE START OF THE PROJECT. THE CONTRACTOR SHALL RESTORE ALL DISTURBED OR DAMAGED AREA AND FACILITIES AS APPROVED BY NCTD A THE CONTRACTOR'S EXPENSE.
20. NCTD PROPERTY SHALL NOT BE USED FOR STORAGE OR DISPOSAL OF SPOILS.
21. THE CONTRACTOR, AT HIS SOLE COST, SHALL BE SOLELY RESPONSIBLE FOR THE NECESSARY PHYSICAL SECURITY OF HIS PERSONNEL, AGENTS, SUPPLIERS, FACILITIES, MATERIALS, EQUIPMENT, AND OF THE WORK SITE.
22. CONTRACTOR TO CONTACT BOMBARDIER PRIOR TO START OF WORK TO SCHEDULE RAIL INSPECTIONS ON THE DAY ANY WORK TAKES PLACE ON THE TRACKS.
23. THE CONTRACTOR SHALL MAINTAIN IN EFFECT STANDARD NCTD INSURANCE MINIMUMS:
CGL - $2M/$4M
AUTO - $2M
WORKER'S COMP - STATUTORY
EMPLOYER'S LIABILITY - $1M
RPL: $3M/$6M
24. NAME NCTD AS ADDITIONAL INSURED, AS FOLLOWS: NORTH COUNTY TRANSIT DISTRICT, AMTRAK, METROLINK, BNSF, PACIFIC SUN (WATCO), BOMBARDIER TRANSPORTATION HOLDINGS, USA, INC.; AND THEIR RESPECTIVE DIRECTORS, OFFICERS, EMPLOYEES, CONTRACTORS AND GENTS.
CERTIFICATE HOLDER IS:
ATTN: REAL ESTATE DEPARTMENT
NORTH COUNTY TRANSIT DISTRICT
810 MISSION AVE
GRADING NOTES
{IN ADDITION TO THE REQUIREMENTS OF CHAPTER 15.16 OF THE CARLSBAD MUNICIPAL CODE.)
1. THIS PLAN SUPERSEDES ALL OTHER PLANS PREVIOUSLY APPROVED BY THE CITY OF CARLSBAD REGARDING GRADING SHOWN ON THIS SET OF PLANS.
2. APPROVAL OF THIS PLAN DOES NOT LESSEN OR WAIVE ANY PORTION OF THE
CARLSBAD MUNICIPAL CODE, RESOLUTION OF CONDITIONAL APPROVAL, CITY
STANDARDS OR OTHER ADDITIONAL DOCUMENTS LISTED HEREON AS THEY MAY PERTAIN TO THIS PROJECT. THE ENGINEER IN RESPONSIBLE CHARGE SHALL REVISE THESE PLANS WHEN NON-CONFORMANCE JS DISCOVERED.
3. CITY APPROVAL OF PLANS DOES NOT RELIEVE THE DEVELOPER OR ENGINEER-OF
WORK FROM RESPONSIBILITY FOR THE CORRECTION OF ERRORS AND OMISSIONS DISCOVERED DURING CONSTRUCTION. ALL PLAN REVISIONS SHALL BE PROMPTLY SUBMITTED TO THE CITY ENGINEER FOR APPROVAL.
4. A RIGHT-OF-WAY PERMIT FROM THECITYENGINEERW/LLBEREQUJREDFORANY WORK IN THE PUBLIC RIGHT OF WAY. PRIOR TO PERMIT ISSUANCE, A
CERT/FICA TE OF INSURANCE AS WELL AS ADDITIONAL INSURED ENDORSEMENT MUST BE
FILED NAMING THE CITY OF CARLSBAD AS AN ADDITIONAL INSURED ON THE PERMITTEE'S POLICY IN THE MINIMUM AMOUNT OF $1,000,000.00 FOR EACH OCCURRANCE OF LIABILITY. THE INSURANCE COMPANY WRITING THE POLICY MUST HAVE A RATING OF ':,\-"OR BETTER AND A SIZE CATEGORYOFCLASSV/1 OR BETTER AS ESTABLISHED BY "BESTS" KEY RATING GUIDE.
5 . .NO WORK SHALL BE COMMENCED UNTIL ALL PERMITS HAVE BEEN OBTAINED FROM THE CITY AND OTHER APPROPRIATE AGENCIES.
6. APPROVAL OF THESE PLANS BY THE CITY ENGINEER DOES NOT AUTHORIZE ANY
WORK OR GRADING TO BE PERFORMED UNTIL THE PROPERTY OWNER'S PERMISSION HAS BEEN OBTAINED AND A VALID GRADING PERMIT HAS BEEN ISSUED.
7. NO REVISIONS WILL BE MADE TO THESE PLANS WITHOUT THE WRITTEN APPROVAL
OF THE CITY ENGINEER, NOTED WITHIN THE REVISION BLOCK, ON THE APPROPRIATE SHEET OF THE PLANS AND THE TITLE SHEET.
8. OR/G/N:,\L DRAWINGS SHALL BECOME THE PROPERTY OF Tr/E CITY UPON BEING SIGNED BY THE CITY ENGINEER.
9. THE ORIGINAL DRAWING SHALL BE REVISED TO REFLECT AS-BUil T CONDITIONS
BY THE ENGINEER-OF-WORK PRIOR TO FINAL ACCEPTANCE OF THE WORK BY THE CITY.
10. ACCESS FOR FIRE AND OTHER EMERGENCY VEHICLES SHALL BE MAINTAINED TO THE PROJECT SITE AT ALL TIMES DURING CONSTRUCT/ON.
11. WHERE TRENCHES ARE WITHIN CITY EASEMENTS, A SOILS REPORT COMPRISED OF: (A) SUMMARY SHEET, (8) LABORATORY WORK SHEETS AND (C) COMPACTION
CURVES, SHALL BE SUBMITTED BY A PROFESSIONAL ENGINEER OF THE STATE OF
CALIFORNIA, PRINCIPALLY DOING BUSINESS IN THE FIELD OF APPLIED SOILS MECHANICS. THE SOILS REPORT WILL BE SUBMITTED TO THE CITY ENGINEERING INSPECTOR WITHIN TWO WORKING DAYS OF THE COMPLETION OF FIELD TESTS.
12. A SOILS COMPACTION REPORT AND COMPLIANCE VERIFICATION REGARDING
ADHERENCE TO RECOMMENDATIONS OUTLINED IN THE SOILS REPORT IS REQUIRED
PRIOR TO THE ISSUANCE OF A BUILDING PERMIT, ALL CONTROLLED GRADING
SHALL BE DONE UNDER THE DIRECTION OF A PROFESSIONAL ENGINEER OF THE
STATE OF CALIFORNIA PRINCIPALLY DOING BUSINESS IN THE FJELD OF APPLIED SOILS MECHANICS. ALL FILL OR FUTURE FILL AREAS SHALL BE CONSTRUCTED IN
ACCORDANCE WITH THE CITY OF CARLSBAD STANDARD SPECIF/CATIONS AND THE " EARTHWORK SPECIFICATIONS " ATTACHED TO THE PRELIMINARY SOILS INVESTIGATION. DAILY FIELD COMPACTION REPORTS WILL BE SUBMITTED TO THE PROJECT INSPECTOR.
'/3. A PRECONSTRUCTION MEETING SHALL BE HELD AT THE SITE PRIOR TO THE
BEGINNING OF WORK ANO SHALL BE ATTENDED BY ALL REPRESENTATIVES
RESPONSIBLE FOR CONSTRUCT/ON, INSPECTION, SUPERVISION, TESTING AND ALL OTHER ASPECTS OF THE WORK. THE CONTRACTOR SHALL REQUEST A PRECONSTRUCTION MEETING BY CALLING THE INSPECTION LINEAT(760}431i-389'/ AT LEASTFIVE(5) WORKING DAYS PRIOR TO STARTING CONSTRUCT/ON. THE CONTRACTOR WILL THEN BE CONTACTED BY THE PROJECT INSPECTOR TO COORD/N:,\ TE A DATE AND TIME FOR THE PRECONSTRUCTJON MEETING. APPROVED ORA WINGS MUST BE AVAILABLE PRIOR TO SCHEDULING. THE GRADING PERMIT WILL BE PROVIDED BY THE PROJECTINSPECTOR AT THE MEETING.
'14. ALL INSPECTION REQUESTS OTHER THAN FOR PRECONSTRUCTION MEETING WILL BE MADE BY CALLING THEENGINEERING24-HOUR INSPECTION REQUEST LINE AT (760) 438-3891. INSPECTION REQUEST MUST BE RECEIVED PRIOR TO 2:00 P.M.
ON THE DAY BEFORE THE INSPECTION IS NEEDED. INSPECTIONS WILL BE MADE THE NEXT WORK DAY UNLESS YOU RE;QUEST OTHERWISE. REQUESTS MADE AFTER 2:00 P,M. WILL BE SCHEDULED FOR TWO FULL WORKDAYS LATER.
15. THE OWNER AND/OR APPLICANT THROUGH THE DEVELOPER AND/OR 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.
16. THE CONTRACTOR SHALL CONFORM TO LABOR CODE SECTION 6705 BY SUBMITTING
A DETAIL PLAN TO THE CITY ENGINEER ANO/OR CONCERNED AGENCY SHOWING
THE DESIGN OF SHORING, BRACING SLOPING OR OTHER PROVISIONS TO BE MADE
OF WORKER PROTECTION FROM THE HAZARD OF CAVING GROUND DURING THE
EXCAVATION OF SUCH TRENCH OR TRENCHES OR DURING THE PIPE INSTALLATION THEREIN. THIS PLAN MUST BE PREPARED FOR ALL TRENCHES FIVE FEET (5) OR MORE IN DEPTH ANO APPROVED BY Tf/E CITY ENGINEER AND/OR CONCERNED AGENCY PRIOR TO EXCAVATION. IF THE PLAN VARIES FROM THE SHORING SYSTEM STANDARDS ESTABLISHED BY THE CONSTRUCTION SAFETY ORDERS, TITLE 8
CALIFORNIA ADMINISTRATIVE CODE, THE PLAN SHALL BE PREPARED BY A REGISTERED ENGINEER AT THE CONTRACTORS EXPENSE. A COPY OF THE OSHA
EXCAVATION PERMIT MUST BE SUBMITTED TO THE INSPECTOR PRIOR TO EXCAVATION.
17. NO BLASTING SHALL BE PERFORMED UNTIL A VALID BLASTING PERMIT HAS BEEN OBTAINED FROM THE CITY OF CARLSBAD. SUBMIT APPL/CATION FOR BLASTING PERMIT WELL IN ADVANCE OF THE SCHEDULING OF BLASTING OPERATIONS. '18. IF ANY ARCHAEOLOGICAL RESOURCES ARE DISCOVERED WITHIN ANY WORK AREA DURING CONSTRUCTION, OPERATIONS WILL CEASE IMMEDJATEL~ AND THE
PERMITTEE WILL NOTIFY THE CITY ENGINEER, OPERATIONS WILL NOT RESTART
UNTIL THE PERMITTEE HAS RECEIVED WRITTEN AUTHORITY FROM THE CITY ENGINEER TO DO SO.
19. ALL OPERATIONS CONDUCTED ON THE SITE OR ADJACENT THERETO, INCLUDING
WARMING UP, REPAIR, ARRIVAL, DEPARTURE OR OPERATION OF TRUCKS,
EARTHMOVING EQUIPMENT, CONSTRUCTION EQUIPMENT AND ANY OTHER ASSOCIATED GRADING EQUIPMENT SHALL BE LIMITED TO THE PERIOD BETWEEN 7:00 A.M. AND 6:00 P.M. EACH DAY, MONDAY THRU FRIDAY AND NO EARTHMOVING OR GRADING OPERA TJONS SHALL BE CONDUCTED ON WEEKENDS OR HOL/DA YS. (A LIST OF CITY HOLIDAYS JS AVAILABLE AT THE ENGINEERING DEPARTMENT COUNTER.)
20. ALL OFF-SITE HAUL ROUTES SHALi BE SUBMITTED BY THE CONTRACTOR TO THE
CITY ENGINEER FOR APPROVAL TWO FULL WORKING DAYS PRIOR TO BEGINNING OF WORK.
21. IMPORT MATERIAL SHALL BE OBTAINED FROM, AND WASTE MATERIAL SHALL BE DEPOSITED AT, A SITE APPROVED BY THE CITY ENGINEER. THE CONTRACTOR
SHALL BE RESPONSIBLE FOR ANY DEBRIS OR DAMAGE OCCURRING ALONG THE HAUL ROUTES OR ADJACENT STREETS AS A RESULT OF THE GRADING OPERATION.
22. BRUSH SHALL BE REMOVED ONLY WITHIN THE AREA TO BE GRADED. NO TREES ARE TO BE REMOVED UNLESS SPECIFICALLY NOTED ON THE PLAN.
23. ALL AREAS SHALL BE GRADED TO DRAIN. GRADING RE SUL TING IN THE PONDING OF WATER IS NOT PERMITTED. ALL EARTHEN SWALES AND DITCHES SHALL HAVE A MINIMUM ONE PERCENT SLOPE.
24. THESE PLANS ARE SUBJECT TO A SIGNED AND APPROVED SWPPP AND/OR SET OF EROSION CONTROL PLANS. EROSION CONTROL SHALL BE AS SHOWN AND AS APPROVED BY THE CITY ENGINEER OR AS DIRECTED BY THE PROJECT INSPECTOR.
25. ALL SLOPES SHALL BE TRIMMED TO A FINISH GRADE TO PRODUCE A UNIFORM
SURFACE AND CROSS SECTION THE SITE SHALL BE LEFT IN A NEAT AND ORDERLY CONDITION. ALL STONES, ROOTS OR OTHER DEBRIS SHALL BE REMOVED AND DISPOSED OF AT A SITE APPROVED OF BY THE CITY ENGINEER.
26. ALL SLOPES SHALL BE IRRIGATED, STABILIZED, PLANTED AND/OR HYDROSEEDED WITHIN TEN {'10) DAYS OF THE TIME WHEN EACH SLOPE JS BROUGHT TO GRADE AS SHOWN ON THE APPROVED GRADING PLANS.
27. LANDSCAPING SHALL BE ACCOMPLISHED ON ALL SLOPES AND PADS AS REQUIRED
BY THE CITY OF CARLSBAD LANDSCAPE MANUAL, THE LANDSCAPING PLANS FOR THIS PROJECT, DRAWING NO. LCP2019-0011, AND/OR AS DIRECTED BY THE CITY ENGINEER OR PLANNING DIRECTOR.
28. THE OWNER/APPLICANT SHALL INSURE THAT ALL CONTRACTORS SHALL COORDINATE THE WORK OF THESE
GRADING PLANS WITH THAT SHOWN ON BOTH THE LANDSCAPE AND /RR/GA TION PLANS AND THE IMPROVEMENT PLANS AS REQUIRED FOR THIS WORK IN ACCORDANCE WITH THE LANDSCAPE MANUAL TIME REQUIREMENTS.
29. WHERE AN EXISTING PIPE LINEJSTOBEABANDONED AS A RESULT OF THE GRADING OPERATION, IT
SHALL BE REMOVED WITHIN TWENTY FEET OF BUILDING OR STREET AREAS AND REPLACED WITH PROPERLY COMPACTED SOILS. IN OTHER AREAS THE PIPE WILL BE PLUGGED WITH CONCRETE OR REMOVED AS APPROVED BY THE CITY ENGINEER.
30. THE CONTRACTOR SHALL VERIFY THE LOCATION OF ALL EXISTING FACILITIES (ABOVE GROUND AND UNDER
GROUND) WITHIN THE PROJECT SITE SUFFJCIENTL Y AHEAD OF GRADING TO PERMIT THE REVISION OF THE GRADING PLANS IF IT JS FOUND THAT THE ACTUAL LOCATIONS ARE IN CONFLICT WITH THE PROPOSED WORK.
31. THE CONTRACTOR SHALL NOTIFY AFFECTED UTILITY COMPANIES (SEE BELOW) AT LEAST 2 FULL WORKING
DAYS PRIOR TO STARTING GRADING NEAR THEIR FACILITIES AND SHALL COORDINATE THE WORK WITH A COMPANY REPRESENTATIVE.
UNDERGROUND SERVICE ALERT (DIG ALERT)
SDG&E
/800) 422-4133 I 811
/800)4/1-7343
/619) 237-2787
/800) 227-2600
/6-/9)262-1122
(760) 434-2980
/760) 438-2722
AT&T
SPECTRUM CABLE
COX COMMUNICATIONS
CITY OF CARLSBAD (STREETS & STORM DRAIN}
CITY OF CARLSBAD (SEWER, WATER & RECLAIMED WATER)
32. PERMIT COMPLIANCE REQUIREMENTS:
A. FOR CONTROLLED GRADING· THE APPLICANT HIRES A CIVIL ENGINEER,
SOILS ENGINEER, AND/OR GEOLOGIST TO GIVE TECHNICAL ADVICE, OBSERVE AND CONTROL THE WORK IN PROGRESS (15.16.120A.8) CARLSBAD MUNICIPAL CODE.
8. PRIOR TO COMPLETION OF GRADING WORK. • THE FOLLOWING
REPORTS MUST BE SUBMITTED TO THE CITY ENGINEER VIA THE
PROJECT INSPECTOR PER SECTION 15.16.120 OF THE CARLSBAD MUNICIPAL CODE:
/1) FINAL REPORT BY SUPERVISING GRADING ENGINEER STATING ALL GRADING JS G'JMPLETE. ALL EROSION CONTROL, SLOPE PLANTING
AND IRRIGATION ARE INSTALLED IN CONFORMANCE WITH CITY
CODE AND THE APPROVED PLANS (OBTAIN SAMPLE OF COMPLIANCE LETTER FROM CITY ENGINEERING DEPARTMENT).
/2) AS-BUILT GRADING PLAN. •
(3) REPORT FROM THE SOILS ENGINEER, WHICH INCLUDES
RECOMMENDED SOIL BEARING CAPACITIES, A STATEMENT AS TO
THE EXPANSIVE QUALITY OF THE SOIL, AND SUMMARIES OF
FIELD AND LABORATORY TESTS. THE REPORT SHALL ALSO
INCLUDE A STATEMENT BY THE SOILS ENGINEER THAT THE
GRADING WAS DONE IN ACCORDANCE WITH Tf/E REQUIREMENTS AND RECOMMENDATIONS OUTLINED IN Tf/E PRELIMINARY SOILS REPORT AND ANY SUPPLEMENTS THERETO.
/4) REPORT WITH AS-BUILT GEOLOGIC PLAN, IF REQUIRED BY THE CITY.
/5) PERMANENT STRUCTURAL BMP INSTALLATION CERTIFICATE.
/6) PERMITTED WALL FINAL INSPECTION REPORT.
33. UNLESS A GRADING PERMIT FOR THIS PROJECT IS ISSUED WITHIN ONE /1) YEAR AFTER THE CITY ENGINEER'S APPROVAL, THESE PLANS MAY BE REQUIRED TO BE RESUBMITTED FOR PLANCHECK. PLANCHECK FEES WILL BE REQUIRED FOR ANY SUCH RECHECK.
34. IN ACCORDANCE WITH THE CITY STORM WATER STANDARDS, ALL STORM DRAIN INLETS CONSTRUCTED BY THIS PLAN SHALL INCLUDE "STENCILS" BE ADDED TO PROf/JBIT WASTEWATER DISCHARGE DOWNSTREAM.
STENCILS SHALL BE ADDED TO THE SATISFACTION OF THE CITY ENGINEER.
EROSION CONTROL NOTES
STREET NOTES
1. ACTUAL STRUCTURAL SECTIONS WILL BE DETERMINED AFTER "R" VALUE TESTS HAVE BEEN CONDUCTED BY A
PROFESSIONAL ENGINEER OF THE STATEOF CALIFORNIA, PRINCIPALLY DOING BUSINESS JNTHE FIELD OF APPLIED SOIL MECHANICS, ON THE PREPARED BASEMENT SOIL. THE "R" VALUE TESTS ANO THE ENGINEERED
STRUCTURAL SECTION MUST BE SUBMITTED TO THE ENGINEERING INSPECTOR FOR REVIEW AND APPROVAL A MINIMUM OF TWO /2) CITY WORKING DAYS BEFORE THE WORK BEGINS.
2. STREET LIGHTS SHALL BE INSTALLED AS SHOWN ON THESE PLANS, UNDERGROUND CONDUIT RUNS, SERVICE POINTS AND HAND-HOLES SHALL BE SHOWN ON THE ':<\S-BUIL r' PLANS. NO DIRECT BURIAL STREET LIGHT FOUNDATIONS WILL BE ALL LUM/NA/RES SHALL BE "CUT OFF" TYPE ALLOWED.
3. ALL UNDERGROUND UTILITIES AND LATERALS SHALL BE INSTALLED PRIORTOCONSTRUCTIONOFCURBS, CROSS GUTTERS OR SURFACING OF STREETS.
4. WHERE AN EXISTING PIPE LINE IS TO BE ABANDONED IT SHALL BE REMOVED WITHIN TWENTY FEET OF BUILDING OR STREET AREAS ANO REPLACED WITH PROPERLY COMPACTED SOILS. IN OTHER AREAS THE PIPE WILL BE PLUGGED WITH CONCRETE OR REMOVED AS APPROVED BY THE CITY ENGINEER.
5. WHEELCHAIR RAMPS SHALL BE INSTALLED PER REQUIREMENTS OF TITLE 24, CALIFORNIA ADMINISTRATIVE CODE.
6. STREET TREES SHALL BE INSTALLED PER SECTION VJ OF THE CITY OF CARLSBAD LANDSCAPE MANUAL.
7. FIRE HYDRANT MARKERS SHALL BE PLACED IN THE STREET WITHIN THE LIMITS OF WORK OF THIS PLAN PER SDRSD DWG M19.
8. ALL SURVEY MONUMENTS ANO POINTS THAT ARE DISTURBED BY THIS WORK SHALL BE REESTABLISHED, PERPETUATED, AND DOCUMENTED PER THE PROFESSIONAL LAND SURVEYORS ACT.
9. TWO /2) SETS OF SURVEY (CUT} SHEETS SHALL BE PROI/IDED TO THE CITY ENGINEERING INSPECTOR.
10. STREET LIGHTS SHALL BE 5,500 LUMEN /40 WATT) OR 13,700 PUPIL LUMEN /100 WATT} HIGH EFFICIENCY INDUCTION LIGHTS.
BASIS OF BEARINGS
THE BASIS OF BEARINGS FOR THIS MAP JS THE CALIFORNIA COORDINATE SYSTEM OF 1983 (CCS-83), ZONE 6, EPOCH 1991.35, GRID BEARING N 03°5'1'38" W BETWEEN STATION "CLSB-130" AND STATION "5-50.7" AS SAID STATIONS ARE PUBLISHED IN THE CITY OF CARLSBAD SURVEY CONTROL NETWORK. PER RECORD OF SURVEY MAP NO. 17271, FILED IN THE OFFICE OF THE SAN DIEGO COUNTY RECORDER ON FEBRUARY 8, 2002.
SOURCE OF TOPOGRAPHY
TOPOGRAPHY SHOWN ON THESE PLANS WAS GENERATED BY JOHN 0. BAKER FROM INFORMATION GATHERED ON:
MARCH 7, 2018 BY: BAKER LAND SURVEYS, INC
TOPOGRAPHY SHOWN HEREON CONFORMS TO NATIONAL MAP ACCURACY STANDARDS.
PROJECT LOCATION
THIS PROJECT JS LOCATED WITHIN ASSESSORS PARCEL NUMBER/SJ: 2-J0-063-01-00 THE CALIFORNIA COORDINATE INDEX OF THIS PROJECT IS: N 350 E 1665 ·----
EARTHWORK QUANTITIES
CUT: 150 CY IMPORT: _O _____ CY
20 y FILL: ______ C EXPORT: 130 CY
REMEDIAL: ~65~ __ CY
DISTURBED AND IMPERVIOUS AREA
TOTAL LOT AREA= ~6,6_0_0_SF ______ _
TOTAL DISTURBED AREA= _6~,6_00_S_F ____ _
(THIS AREA INCLUDES BUT JS NOT LIMITED TO OFF-SITE WORK. INCLUDING PUBLIC
IMPROVEMENTS AND TEMPORARY DISTURBANCE SUCH AS VEHICLE AND EQUIPMENT
STAGING AREAS, CONSTRUCTION TRENCHES, BACKFILL CUTS AND SLOPE KEYWAYS)
1. IN CASE EMERGENCY WORK IS REQUIRED, CONTAC1 . £~,c. ~ lcA 24 HOURS A DAY.
4 , 88 588 3 ec,:.<;, . TOTAL REPLACED IMPERVIOUS AREA= 1,786 SF
2. EQUIPMENT AND WORKERS FOR EMERGENCY WORK SHALL BE MADE AVAILABLE AT ALL TIMES DURING THE RAINY SEASON. ALL NECESSARY MATERIALS SHALL BE STOCKPILED
ON SITE AT CONVENIENT LOCATIONS TO FACILITATE RAPID CONSTRUCTION OF TEMPORARY DEVICES WHEN RAIN IS EMINENT.
3. FOR PROJECTS COVERED BY STATE SWPPP/WDID, IN ACCORDANCE WITH THE
CONSTRUCTION ORDER ISSUED BY THE CALIFORNIA REGIONAL WATER QUALITY CONTROL
BOARD, THE QUALIFIED SWPPP PRACTITIONER (QSP) SHALL UPDATE AND MAINTAIN THE
WATER POLLUTION CONTROL PLAN (WPCP) TO ADDRESS UPDATED SITE CONDITIONS OF THE PROJECT. THE UPDATED WPC PLAN AND UPDATED SWPPP SHALL BE KEPT AT THE PROJECT SITE AND MADE AVAILABLE TO THE CITY INSPECTOR. ADDITIONAL CONSTRUCTION BMP'S
BEYOND THE ORIGINAL APPROVED SWPPP SHALL BE PROVIDED TO ADDRESS SITE CONDITIONS NOT ANTICIPATED. THE QSP SHALL REPORT BMP DEFICIENCIES TO THE CITY INSPECTOR. THE QSP SHALL OBTAIN APPROVAL FROM THE QUALIFIED SWPPP DEVELOPER AND THE CITY INSPECTOR REGARDING ANY SIGNIFICANT CHANGES TO BMP DEPLOYMENT.
4. THE CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING
ORDER TO THE SATISFACTION OF THE CITY ENGINEER AFTER EACH RUN-OFF PRODUCING RAINFALL.
5. THE CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY
BE REQUIRED BY THE CITY ENGINEER DUE TO UNCOMPLETED GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE.
6. THE CONTRACTOR SHALL BE RESPONSIBLE AND SHALL TAKE NECESSARY PRECAUTIONS
TO PREVENT PUBLIC TRESPASS ONTO AREAS WHERE IMPOUNDED WATERS CREATE A HAZARDOUS CONDITION.
7. ALL EROSION CONTROL MEASURES PROVIDED PER THE APPROVED SWPPP AND/OR EROSION CONTROL PLAN SHALL BE INCORPORATED HEREON.
8. GRADED AREAS AROUND THE PROJECT PERIMETER MUST DRAIN AWAY FROM THE FACE OF SLOPE AT THE CONCLUSION OF EACH WORKING DAY.
9. ALL REMOVABLE PROTECTIVE DEVICES SHOWN SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FIFTY PER.CENT (50%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL.
10. ALL GRAVEL BAGS SHALL BE BURLAP TYPE WITH 3/4 INCH MINIMUM AGGREGRATE.
11. SHOULD GERMINATION OF HYDROSEEDED SLOPES FAIL TO PROVIDE EFFECTIVE COVERAGE OF GRADED SLOPES (90% COVERAGE) PRIOR TO NOVEMBER 15, THE SLOPES SHALL BE STABILIZED BY PUNCH STRAW INSTALLED IN ACCORDANCE WITH SECTION 35.023
OF THE EROSION AND SEDIMENT CONTROL HANDBOOK OF THE DEPARTMENT OF
CONSERVATION, STATE OF CALIFORNIA
DECLARATION OF RESPONSIBLE CHARGE (SHEETS 1-4)
TOTAL PROPOSED IMPERVIOUS AREA= 4,500 SF
SOILS ENGINEER'S CERTIFICATE
I, Daniel Adler, A REGISTERED GEOTECHNICAL ENGINEER OF THE STATE OF CALIFORNIA, PRINCIPALLY DOING BUSINESS
IN THE FIELD OF APPLIED SOILS MECHANICS, HEREBY CERTIFY THAT A SAMPLING AND STUDY OF THE SOIL CONDITIONS PREVALENT WITHIN THIS SITE WAS MADE BY ME OR UNDER MY DIRECTION ON SEPTEMBER 21. 2018. TWO COPIES OF
THE SOIL REPORT COMPILED FROM THIS STUDY, WITH MY RECOMMENDATIONS, HAS BEEN SUBMITTED TO THE OFFICE OF THE CITYENGJNEE~.i~i
SIGNED: .t:z=~--. -~7 ~\\OfESSto,t
DANIEL AD ER J'~<,,\. B, 40 >1<<'0
G.E.!P.E. NO.: 2007136037
DATE: {- Z.C.~'Zo'Zo
LICENSE EXPIRATION DATE: ~6-~30~-2~0 _____ _
OWNER'S CERTIFICATE
ti<::J"'° <~ ~ ~ C 36037 ;.p ~
"' / ~
* EXP, 1,•)_1-lL *
%,,.~ CJV\\. 41/J
OF CALI~
I (WE) HEREBY CERTIFY THAT A REGISTERED SOILS ENGINEER OR GEOLOGIST HAS BEEN OR WILL BE RETAINED TO SUPERVISE OVER-ALL GRADING ACTIVITY AND ADVISE ON THE COMPACTION AND STABILITY OF THIS SITE. IF THIS
PROJECT/DEVELOPMENT IS SUBJECT TO A STATE-REGULATED SWPPP, I (WE) ALSO AGREE A QUALIFIED SWPPP
PRACTITIONER QSP HAS BEEN OR WILL BE RETAINED TO SUPERVISE IMPLENTATION OF THE SWPPP IN ACCORDANCE /4 T;;;;;~N ORDER AND MUNICIPAL PERMIT, LATEST VERS/0~ z/3/'ZfJiD --SIGNATURE
GRADING NOTE
NO GRADING SHALL OCCUR OUTSIDE THE PROPERTY BOUNDARY.
BOUNDARY. ANY OFFS/TE GRADING WILL REQUIRE PERMISSION
FROM ADJACENT PROPERTY OWNER.
DATE
\
SHORE OR
CARLSBAD am
PACIFIC
OCEAN
/TE
I
~
·~7'--- ~:L MAR AIRPORJ
\\
VICINI TY MAP
NOT TO SCALE
'
R
PROJECT ADDRESS
5170 CARLSBAD BL VD
CARLSBAD, CA 92008
ABBREVIATION LEGEND
BW = BOTTOM OF WALL ELEVATION
REFERENCE DRAWINGS
MAP 2696
CARLSBAD DWG. NO. 141-5
CARtSBAD DWG. NO. 270-2
INDEX OF SHEETS
1 GRADING PLAN TITLE SHEET
2 GRADING PLAN
3 TIER 2 SWPPP TITLE SHEET
4 TIER 2 SWPPP EROSION CONTROL PLAN
5 SHORING SITE PLAN
6 SHORING PLAN AND PROFILE
7 SHORING DETAILS
8 SHORING NOTES
OWNER INFORMATION
EG = EXISTING GRADE
FS = FINISHED SURFACE
FG = FINISHED GRADE
FL = FLOWL/NE
FF= FINISHED FLOOR
GF = GARAGE FACE
IE= INVERT ELEVATION
LA = LANDSCAPE AREA
TG = TOP OF GRATE ELEVATION
RIM= TOP OF RIM ELEVATION
TW= TOP OF WALL ELEVATION
TW@EG = TOP OF WALL AT EXISTING GRADE
TF = TOP OF FOOTING
FYSB "FRONT YARD SETBACK
RYSB = REAR YARD SETBACK
SYSB = SIDE YARD SETBACK
TSW = TOP OF STEM WALL
PR. = PROPOSED
EX. = EXISTING
COG" CITY OF CARLSBAD
NAME: ('A/!'.L<;;.-SA-1' 61 JO UL , Ai,) A"l.[c.oi'IA l/MITTl) · · · · '1. .. v,$1L\:C{ ·. C.DMPl,..,:l
ADDRESS: i,(9(o JJ Ip;, ~IL\ SA~ l)n.
'.j},:µo,s~ \JAl\..<f'I Ne . .isz<;::S
PHONE NO.: {~ZJ :0">2- C;,31Y
DEVELOPER
NAME, ~So=L"'E.:.::~""-;,.._· ...;G;:;;E,,_,>J"'~'c--=--c"".,,.,=..,_;'\l.),_c._T_,,-;_6 _\~N=c..~--- ADDRESS: -IOl)b Soil-n\ (-;,11.13,;p:{1'bM>
C'1ll'oEfl.T { A 2 ' £/52.'19
PHONE NO.: (IJ'i/,0) \;,8,g c59'c)~
ABBREVIATED LEGAL DESCRIPTION
APN: 2-J0-063-01-00
LOT 50 OF MAP 2696, IN THE CITY OF CARLSBAD, COUNTY OF SAN DIEGO, STA TE OF CALIFORNIA.
BENCH MARK
DESCRIPTION: ON SITE BENCH MARK· BRASS CAP IN STREET MONUMENT "CLSB-057" LOCATION: LOT 50 OF MAP 2696 IN THE CITY OF CARLSBAD COUNTY OF SAN DIEGO STATE OF CALIFORNIA.
RECORDED:-'1-"96e,8c._ _________________ _
ELEVATION: -'44-"'"-01'----------- DATUM: _c,N"'G'-'VD,_,2"'9 __
WORK TO BE DONE
THE GRADING WORK SHALL CONSIST OF THE CONSTRUCTION OF ALL CUTS AND FILLS, REMEDIAL GRADING,
DRAINAGE FACILITIES, EROSION CONTROL FACILITIES, AND PLANTING OF PERMANENT LANDSCAPING AND PREPARATION OF AS-BUILT GRADING PLANS, AS-BUil T GEOLOGIC MAPS AND REPORTS, ALL AS SHOWN OR REQUIRED ON Tfl/S SET OF PLANS AND THE CITY STANDARDS, SPECIFICATIONS, REQUIREMENTS, RESOLUTIONS AND ORDINANCES CITED ON THESE PLANS.
THE GRADING WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE FOLLOWING DOCUMENTS, CURRENT AT THE TIME OF CONSTRUCTION, AS DIRECTED BY Tf/E CITY ENGINEER.
1. CARLSBAD MUNICIPAL CODE
2. CITY OF CARLSBAD ENGINEERING
STANDARDS
8. CALIFORNIA COASTAL COMMISSION DEVELOPMENT
PERMIT CONDITIONS DATED 3/21119
3. THIS SET OF PLANS
9. ENVIRONMENTAL APPROVAL DOCUMENTS
DATED NIA
4. RESOLUTION NO 7323 DATED 3/20119
5. THE STANDARD SPECIFICATIONS FOR
PUBLIC WORKS CONSTRUCTION (GREEN
BOOK)
'/0. STORM WATER POLLUTION PREVENTION PLAN (TIER 2)
PREPARED BY: PLSA
11. STORM WATER QUALITY MANAGEMENT PLAN
PREPARED BY: NIA DATED: --
6. SOILS REPORT AND
RECOMMENDATIONS BY CHRISTIAN
WHEELER ENGINEERING DATED AUGUST 7,
2018 & SEPTEMBER 21, 2018
12, CALIFORNIA STORM WATER QUALITY ASSOCIATION
BMP CONSTRUCTION HANDBOOK AND CAL TRANS
CONSTRUCT/ON SITE BMP MANUAL
7. THE SAN DIEGO REGIONAL STANDARD
DRAWINGS AND AS MAY BE MODIFIED BY
THE CITY OF CARLSBAD STANDARDS.
'AS MODIFIED BY CITY OF
CARLSBAD STANDARDS
DESCRIPTION
LEGEND
STD. SYMBOL
PROPERTY LINE BOUNDARY
EXIST. CONTOURS
--------
ROAD CENTERLINE
SETBACKS
LIMIT OF BUILDING
BASEMENT LINE
ROOF LINE
PROPOSED SDRSD RETAINING WALL C-1, C-3
PROPOSED TEMPORARY SHORING WALL
PROPOSED WALL PER SEPARATE PERMIT
POOL WALL PER SEPERA TE PERMIT
PROPOSED BIORETENTION AREA
PROPOSED PRIVATE PCC PAVING
PROPOSED LANDSCAPE AREA
PER LANDSCAPE PLANS
PROPOSED IMPERVIOUS PAVERS
AQUA-BRIC OR APPROVED EQUAL
PROPOSED PUBLIC PCC DRIVEWAY G-14A'
PROPOSED PUBLIC PCC SIOEWALK G-7'
PROPOSED TRENCH DRAIN
PRIVATE 4" STORM DRAIN PIPE
PROPOSED AREA DRAIN
NOS 788 OR APPROVED EQUAL
DIRECTION OF DRAINAGE
GRADE/ELEVATION CALLOUT
PROPOSED BROOKS BOX
PROPOSED FENCE
PROPOSED 6" CURB
PROPOSED 1" WATER SERVICE
RIP RAP ENERGY DISS/PA TOR
CMWDW-3A
0-40
'AS MODIFIED BY CITY OF CARLSBAD STOS
STANDARD SOURCE CONTROL
& SITE DESIGN BMP'S USED *
SC-'/ PREVENTION OF ILLICIT DISCHARGES INTO
THE MS4.
--- 56---
- ---
I • I
I I
[' I : C 1i$;S:: I : I ;2--2-1
d • · bi
I
0 0
" 1
- - - - -- - - - -
- =
-
FS 51.33
-- lg] ---- --
--X x--
®
~
SC-5 PROTECT TRASH STORAGE AREAS FROM RAINFALL,
RUN-ON, RUNOFF & WINO DISPERSAL
SC-6 BMPs BASED ON POTENTIAL SOURCES OF
RUNOFF POLLUTANTS
S0-1 MAINTAIN NATURAL DRAINAGE PATHWAYS &
HYDROLOGIC FEATURES
50-J MINIMIZE IMPERVIOUS AREA
50-4 MINIMIZE SOIL COMPACTION
50-5 IMPERVIOUS AREA DISPERSION
SD-6 RUNOFF COLLECTION
SD-7 LANDSCAPING WIT/-/ NATIVE OR DROUGJ-JT
TOLERANT SPECIES
RCE ___ _
REVIEWED BY:
INSPECTOR
"AS BUil T"
EXP, ___ _
QUANTITY
439S.F.
560S.F.
93S.F.
1,804 S.F.
4,500S.F.
94.45 S.F.
388S.F.
152S.F.
20.2 L.F.
301.66 fl
25 2
205LF
25LF
-J EA
1 CY
DATE
DATE
I HEREBY DECLARE THAT I AM THE ENGINEER OF WORK FOR THIS PROJECT, THAT I HAVE EXERCISED RESPONSIBLE CHARGE OVER THE DESIGN OF THE PROJECT AS DEFINED IN SECTION 6703 OF THE BUSINESS AND PROFESSIONS CODE, AND THAT THE DESIGN IS CONSISTENT WITH CURRENT STANDARDS.
I UNDERSTAND THATTHECHECKOFPROJECTDRAWJNGSAND SPECIFICATIONS BY THE CITY OF CARLSBAD DOES NOT RELIEVE ME, AS ENGINEER OF WORK, OF MY RESPONSIBILITIES FOR PROJECT DESIGN. 1---+----+------~----t------t-----t----t------t I SH1EET I CITY OF CARLSBAD I SH8EETS I
ENGINEERING DEPARTMENT
~G;;R:::;:AD~I~N~G'.:;P;;LAN::;:;:S;;::;FO~R:=::::::::::::::::::::::::::::::===:==:::...:::=~ BY:
~ BRJA:"RDOiNo.R.c£
DATE: 1·2.' lO
R.C.E. N0.: __ 71_65_1 ______________ _
REGISTRATION EXPIRATION DATE.:_ ~12~-3~1-~2~0I~~-l~o-l.\~---- FIRM: PASCO, LARET, SUITER, AND ASSOCIATES, INC.
ADDRESS: 535 NORTH HIGHWAY 101, SUITE A
CITY; STATE: SOLANA BEACH, CA 92075
TELEPHONE: /858) 259-8212
STRUCTURAL (POST-CONSTRUCTION) BMP TABLE
STORMWATER REQUIR[MENTS rHAr APPI.Y:
C><] STANDARD STO,~MWA TfR REQUIREMENTS
□ PRIORITY PROJECT REQUIREMENTS
TYPE DESCRIPTION OWNERSHIP
T-:32 BIO RETENTION PHIVATE
EXEMPT FROM HYOROMODJFICA TJON?
Cl YES (SEE SWMP FOR DOCUMENTATION)
~ NO
MAINTENANCE
AGREEMENT SHEET NO.
2 MAINTENANCE
FREQUENCY
OA TE \NlllAL
ENGINEER OF WORK
/1\
DA TE INlllAL DATE INlllAL
REVISION DESCRIPTION OTHER APPROVAL CITY APPROVAL
GR 2019-0036
ALLANSON-SELVIDGE
RESIDENCE
TITLE
APPROVED:
F'O"'
------ / I ,_ / JASON s, bEL~ERT ---:,• ( lj 1~21
CITY ENGINEER
OWN BY: -c':"II:/"6:,,
CHKD BY: ,½'(
RVWD BY: JAH
RCE 63912 EXPIRES 9 /:30 /21. DA TE
PROJECT NO. DRAWING NO.
CDP 2018-0038 520 4 A~''
-. J-\:.H . . f, j'.
PLSA2912
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0 ll
~
2 (j)
2 C
s: tD m
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0 ll
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2 (j)
2 C
s: tD m
ll
0 ll
~
2 (j)
2 C
s:
tD m
ll
i on
~
~
~
ll
(/)
A
u,
I
I
""= 5!\._
F~~if r f~il&l}
SfORM0/ATER ----.......__TW55.9
£TENTION BASIN 1W@fe,55o5 __
93 SF. 54.6 FG BW@FG 54.6
, SDRS/:Tcclf ~tt
~ TYP.EA
TW567 '. \
TW56.7
TW@FG567
[email protected]
GRADING PLAN
SELVIDGE RESIDENCE 5170 CARLSBAD BLVD
CDP 2018-0038
5156 CARLSBAD BLVD
APN 210-033-07-00
S59°22'39"W 110.00'
TG56]
IE 54.90
TW 60.0
BW52.8
POOL WALL
PER
SEPERATE
PERMIT
1~
TG59.6
1~.IIE 57.0
TW 59.0
BW 56.5
··.. I
l
APN 210-063-20-00
5183 LOS ROBLES DR
ij TVV 59.2
I BW570
)1[1 EX. 6' FENCE TO BE
~ REMOVED AND
RECONSTRUCTED
I
EX. 18" CMU WALL
· ~ TO REMAIN
\ii/ALL A/\10 FE::f\JCl COf?NE.:R:~ l.OCA 1101'!
DETERNll,IED BY INTEllScC IION DUl
TO LACK O!- ACCESS
" 1<n EX "Hl<GAf /\I T fi6 "'- TRAFFIC SERVlf E _/ pl;f PER TY C RN/'~ STRIPING WGll 2 srf ("'oootpoo~ ..
\ 4" P)/C WALL
G1 DRAIN
------~- i:>-c-'1F5t6
TW@FG56:tf\· ~
[email protected] I ,---------- Q - ii_~-~--
If'------~; :~G-E--1R-~(f)-,M,-E_N-_r-_--'-"'', --:;;-+--- r1;:~osciPJNGAND I ~ IRRIGAJfONINR.O.W
TO BE ffA!NTAINED
. • z Q I
z w u
<n • ; ;f SIGHTLIN4 \j
[L I
(/)
u.
0 w
CJ
G) I
I
Ill
12x12 BROOKS BOX
W/ GRATE, OVERFLOW
TG = 55.5
IE= 52.1 ORIFICE PLATE,
SEE DETAIL
THIS SHEET
DEEPROOTED,DENSE,DROUGHT
TOLERANT PLANTING SUITABLE
FOR WELL DRAINED SOIL
STORM WATER DETENTION AREA DETAIL
NOTTO SCALE
TW56.5
BW54.6
TF 51.6
• BIORETENTION "ENGINEERED SOIL" LAYER SHALL BE MINIMUM 24" DEEP "SANDY LOAM" SOIL MIX WITH NO MORE THAN 5% CLAY CONTENT THE MIX SHALL CONTAIN 50-60% SAND, 20-30% COMPOST OR HARDWOORD MULCH, AND 20-30% TOPSOIL.
•• BOTTOM AND SIDES OF BIORETENTION PLANTER SHALL BE LINED WITH 30MIL PVC LINER PROVIDE ·IS-INCH OVERLAPPED, THERMAL WELDED SEAMS AT ALL SEAMS. PLACE NON-WOVEN FILTER FABRIC (MIRAFI 140N OR EQUAL) ON EITHER SIDE OF PVC LINER TO PROTECT LINER FROM PUNCTURE ON ALL SIDES, "SANDWICH" THE PVC LINER WITH A FABRIC CUSHION.
CARLSBAD BLVD.
CENTERLINE
STA 78+47.9
4%
APN 210-063-02-00
5184 CARLSBAD BLVD
10 5 0 10 20 30
l~~t---- 1====Jll111iii••1
GRAPHIC SCALE IN FEET
OBTAIN CITY R.0.W PERMIT, SEE
GRADING NOTE #4
50'
21.75'
EDGE OF
EXISTING
PL
5' 12'
FS 51.2
STA 0+55.00
FS 51.4 (EX.)_ PAVEMENT FS 51.7 FS 48.67
·-· I
5' 3'
--
GARAGE
FACE
STA0+28.25 I .22£. STA0+5o.ool 1~ STA0+67.oo
'•'0:,!0.7;'"' ~-%'· I ;: .,':,':(,,~, ½-" , ~':.. 1 GF 48.22
SECTION B
SCALE, /''=10'
SECTION A DRIVEWAY PROFILE
SCALE: 1"=10'
SECTION D
SCALE: 1"=10'
PROJECT SITE
PROPOSED
RESIDENCE
SECTION C
SCALE: 1''= 1 o'
Ro w
±22'
VARIES
50'
"BUBBLER"· NDS POP-UP
EMITTER OR EQUAL
PLANTER BMP AREA
FG 54.6
1'
WALL PER OTHERS
TW57.5
TW@FG 56.0
BW@FS 48.2
TF=46.7
24x24 BROOKS BOX WITH
STEEL COVER
RIM 48.2
IE 45.7
TRENCH DRAIN PER NDS
~T'°~aEi-- 837 OR APPROVED
R -EQUAL
r'-
TG 48.1
IE 47.6
ALTERNATING DUPLEX PUMP SYSTEM-
2-HYDROMATIC SK60A2 NON CLOGGING
SUBMERSIBLE PUMP W/0.6HP, 1750RPM,
--230/1/60 MOTOR AND INTEGRAL LEVEL
CONTROL SWITCH (SEE SPECIFICATIONS
AND DETAILS PER BARRET
ENGINEERED PUMPS) OR EQUAL
SUMP PUMP DETAIL
NOT TO SCALE
PL
PL
±28'
SECTION E
SCALE, 1"=10'
SECTION F
SCALE: 1"=10'
100'
, +28'
I
/CENTER
LINE
TW 55.9
[email protected]
BW@FG 54.6
50'
PL
±22'
PERFORATED PVC~
PLMITER
SUB-DRAIN
3" ORIFICE PER
HYDROLOGY REPORT
ii ·:;, • •
ATTACH TO INSIDE OF
STORM DRAIN STRUCTURE
IN FROf/T OF SUB-DRAIN
OUTLET.
·s"xs" SQUARE, l INCH
THICK STEEL PLATE. HOT
DIP GALVANIZE AFTER
FABRICATION AND DRILLING
PLACE NEOPRENE RING
BETWEEN THE PLATE AND
STRUCTURE WALL PRIOR TO
ATTACHf,IENT FOR A WATER
TIGHT CONNECTION
ORIFICE PLATE DETAIL
PL
EX. 6' FENCE TO
BE REMOVED AND
REPLACED
TW 59.0
BW 56.8
4" PVC AREA
DRAIN
TG 56.8
IE 56.0
NOT TO SCALE
No. 71651
Exp. 12/31/21
VARIES VARIES VARIES
. ,,, <~ . . .. -
'- E!XISTING "'-\ I
~EDGE OF ✓-·//
AC \
'- EDGE tJF
PAVEMENT PAVEMENT PAVEIVJENT
--
"AS BUILT"
------------ --
CARLSBAD BL VD TYPICAL SECTION
RCE __ _ EXP ___ _ DATE
SCALE: 1"="/0' REVIEWED BY
INSPECTOR DATE
1-------+------------;---+--+---t-----i I SHiET I CITY OF CARLSBAD j SH~ETS I
ENGINEERING DEPARTMENT
;;G;;;R::;:AD~IN;;;:,G_::P~LAN~:;S=F;:;O;;R:~-========::::..::===:
DATE INITIAL DA TE INITIAL OA TE INITIAL
ENGINEER OF WORK REVISION DESCRIPTION OTHE~ APPROVAL CITY APPROVAL GR 2019-0036
ALLANSON-SELVIDGE
RESIDENCE
GRADING PLAN
APPROVED:_____.-: ~ /. JASON S. QEL[)ERT
8'.f<.. ./' l___-.,,,4 I /28/2/
CITY ENGINEER RCE 63912 EXPIRES 9 30 22 DA lE
DWN BY: ,/TB PROJECT NO. DRAWING NO.
CHKD BY: -l:;![' CDP 2018-0038 520-4A RVWD BY: \ A\I
PLSA2912
'
I ~ n
0 '
,
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GRADING NOTES
(IN ADDITION TO THE REQUIREMENTS OF CHAPTER 15.16 OF THE CARLSBAD MUNICIPAL CODE.)
1. THIS PLAN SUPERSEDES ALL OTHER PLANS PREVIOUSLY APPROVED BY THE CITY OF CARLSBAD REGARDING GRADING SHOWN ON THIS SET OF PLANS.
2. APPROVAL OF THIS PLAN DOES NOT LESSEN OR WAIVE ANY PORTION OF THE CARtSBAD MUNICIPAL CODE, RESOLUTION OF CONDITIONAL APPROVAL, CITY
STANDARDS OR OTHER ADDITIONAL DOCUMENTS LISTED HEREON AS THEY MAY PERTAIN TO T/-1/S PROJECT. THE ENGINEER IN RESPONSIBLE CHARGE SHALL REVISE THESE PLANS WHEN NON-CONFORMANCE IS DISCOVERED.
3. CITY APPROVAL OF PLANS DOES NOT RELIEVE THE DEVELOPER OR ENGINEER-OF
WORK FROM RESPONSIBILITY FOR THE CORRECTION OF ERRORS AND OMISSIONS DISCOVERED DURING CONSTRUCTION. ALL PLAN REVISIONS SHALL BE PROMPTLY SUBMITTED TO Tl-/£ CITY ENGINEER FOR APPROVAL.
4. A RIGI-IT-OF-WAY PERMIT FROM THE CITY ENGINEER WILL BE REQUIRED FOR ANY WORK IN THE PUBLIC RIGHT OF WAY. PRIOR TO PERMIT ISSUANCE, A CERT/FICA TE OF INSURANCE AS WELL AS ADDITIONAL INSURED ENDORSEMENT MUST 8£
FILED NAMING THE CITY OF CARLSBAD AS AN ADDITIONAL INSURED ON THE PERM/TTEE'S POLICY IN Tl-IE MINIMUM AMOUNT OF $1,000,000.00 FOR EAC/1 OCCURRANCE OF LIABILITY. THE INSURANCE COMPANY WRITING TH£ POLICY MUST HA VE A RA TING OF "A-" OR BETTER AND A SIZE CATEGORY OF CLASS VII OR BETTER AS ESTABLISI-IED BY "BESTS" KEY RA TING GUIDE.
5. NO WORK SHALL BE COMMENCED UNTIL ALL PERMITS HAVE BEEN OBTAINED FROM THE CITY ANO OTHER APPROPRIATE AGENCIES.
6. APPROVAL OF THESE PLANS BY THE CITY ENGINEER DOES NOT AUTHORIZE ANY WORK OR GRADING TO BE PERFORMED UNTIL TH£ PROPERTY OWNER'S PERMISSION HAS BEEN OBTAINED AND A VALID GRADING PERMIT HAS BEEN ISSUED.
7. NO REVISIONS WILL BE MADE TO THESE PLANS WITHOUT THE WRITTEN APPROVAL
OF THE CITY ENGINEER, NOTED WITHIN THE REVISION BLOCK, ON THE APPROPRIATE SHEET OF THE PLANS ANO THE TITLE SHEET.
8. ORIGINAL DRAWINGS SHALL BECOME Tl-IE PROPERTY OF THE CITY UPON BEING SIGNED BY THE CITY ENGINEER.
9. THE ORIGINAL DRAWING SHALL BE REVISED TO REFLECT AS-BUILT CONDITIONS
BY THE ENGINEER-OF-WORK PRIOR TO FINAL ACCEPTANCE OF THE WORK BY THE CITY.
10. ACCESS FOR FIRE AND OTHER EMERGENCY VEHICLES SHALL BE MAINTAINED TO THE PROJECT SITE AT ALL TIMES DURING CONSTRUCTION.
11. WHERE TRENCHES ARE WITHIN CITY EASEMENTS, A SOILS REPORT COMPRISED OF: (A) SUMMARY SHEET, (8) LABOR A TORY WORK SHEETS AND (C) COMPACTION
CURVES, SHALL BE SUBMITTED BY A PROFESSIONAL ENGINEER OF THE STATE OF
CALIFORNIA, PR/NC/PALLY DOING BUSINESS IN THE FIELD OF APPLIED SOILS MECHANICS. THE SOILS REPORT WILL BE SUBMITTED TO TH£ CITY ENGINEERING INSPECTOR WITHIN TWO WORKING DAYS OF THE COMPLETION OF FIELD TESTS.
12. A SOILS COMPACTION REPORT AND COMPLIANCE VERIFICATION REGARDING ADHERENCE TO RECOMMENDATIONS OUTLINED IN Tl-IE SOILS REPORT IS REQUIRED PRIOR TO TH£ ISSUANCE OF A BUILDING PERMIT. ALL CONTROLLED GRADING SHALL BE DONE UNDER TH£ DIRECTION OF A PROFESSIONAL ENGINEER OF THE
STA TE OF CALIFORNIA PRINCIPALLY DOING BUSINESS IN THE FIELD OF APPLIED SOILS MECHANICS. ALL FILL OR FUTURE FILL AREAS SHALL 8£ CONSTRUCTED IN
ACCORDANCE WITH THE CITY OF CARLSBAD STANDARD SPECIF/CATIONS ANO THE " EARTHWORK SPECIF/CATIONS " A TT ACHED TO THE PRELIMINARY SOILS INVEST/GA f/ON. DAILY FIELD COMPACTION REPORTS WILL BE SUBMITTED TO THE PROJECT INSPECTOR.
13. A PR[CONSTRUCTION MEETING SHALL BE HELO AT THE SI TE PRIOR TO THE BFG!NNING Of WORK ANO SHA/ I BF ATTENOW BY All REPRFSFNTATIYfS
RESPONSIBLE FOR CONSTRUCTION, INSPECTION, SUPERVISION, TESTING ANO ALL OTHER ASPECTS OF THE WORK. THE CONTRACTOR SHALL REQUEST A PRECONSTRUCT/ON MEETING BY CALLING TH£ INSPECTION LINE AT (760) 438-3891 AT LEAST FIV£(5) WORKING DA Y.S PRIOR TO STARTING CONSTRUCTION. T/-IE CONTRACTOR WILL THEN BE CONTACTED BY THE PROJECT INSPECTOR TO COORDINATE A DATE AND TIME FOR Tl-IE PRECONSTRUCTION MEETING. APPROVED ORA WINGS MUST BE AVAILABLE PRIOR TO SCHEDULING. THE GRADING PERMIT WILL BE PROVIDED BY THE PROJECT INSPECTOR AT THE MEETING.
14. ALL INSPECTION REQUESTS OTHER THAN FOR PRECONSTRUCTION MEETING Will BF MAQF BY CAI UNG THE FNG!NfER/NG 24 HOUR INSPFCTION RFOIIFST I INF AT (760) 438 3891. INSPECTION REQUEST MUST BE RECEIVED PRIOR TO 2:00 P.M.
ON THE DAY BEFORE TH£ INSPECTION IS NEEDED. INSPECTIONS WILL BE MADE THE NEXT WORK DAY UNLESS YOU REQUEST OT/-IERWISE. REQUESTS MADE AFTER 2: 00 P.M. WILL BE SCHEDULED FOR TWO FULL WORK DAYS LATER.
15. Tl-IE OWNER ANO/OR APPLICANT THROUGH THE DEVELOPER ANO/OR CONTRACTOR
SHALL DESIGN, CONSTRUCT ANO MAINTAIN ALL SAFETY DEVICES, INCLUDING
SHORING, AND SHALL BE SOLELY RESPONSIBLE FOR CONFORMING TO ALL LOCAL, STA TE AND FEDERAL SAFETY AND /-/EAL Tl-/ STANDARDS, LAWS AND REGULATIONS.
16. T/-IE CONTRACTOR SHALL CONFORM TO LABOR CODE SECTION 6705 BY SUBMITTING
A DETAIL PLAN TO THE CITY ENGINEER ANO/OR CONCERNED AGENCY SHOWING
THE DESIGN OF SHORING, BRACING SLOPING OR OTHER PROVISIONS TO BE MADE
OF WORKER PROTECTION FROM THE HAZARD OF CAVING GROUND DURING THE EXCAVATION OF SUCH TRENCH OR TRENCHES OR DURING Tl-IE PIPE INSTALLATION THEREIN. T/-1/S PLAN MUST BE PREPARED FOR ALL TRENCHES FIVE FEET (5') OR MORE IN DEPTH ANO APPROVED BY Tl-IE CITY ENGINEER AND/OR CONCERNED AGENCY PRIOR TO EXGA VA TION. IF THE PLAN VARIES FROM THE SHORING SYSTEM STANDARDS ESTABLISHED BY THE CONSTRUCTION SAFETY ORDERS TITLE 8
CALIFORNIA AOMINISTRA TIVE CODE THE PLAN SHALL BE PREPARED BY A
REGISTERED ENGINEER AT THE CONTRACTORS EXPENSE, A COPY OF THE OSHA
EXCAVATION PERMIT MUST BE SUBMITTED TO THE INSPECTOR PRIOR TO EXCAVATION.
17. NO BLASTING SHALL BE PERFORMED UNTIL A VALID BLASTING PERMIT HAS BEEN OBTAINED FROM THE CITY OF CARLSBAD. SUBMIT APPL/CATION FOR BLASTING PERMIT WELL IN ADVANCE OF Tl-IE SCHEDULING OF BLASTING OPERATIONS.
18. IF ANY ARCHAEOLOGICAL RESOURCES AR£ DISCOVERED WITHIN ANY WORK AREA
DURING CONSTRUCTION, OPERATIONS WILL CEASE IMMEOIA TEL Y ANO THE PERMITTEE WILL NOTIFY TH£ CITY ENGINEER. OPERATIONS WILL NOT RESTART
UNTIL THE PERMITTEE HAS RECEIVED WRITTEN AUTHORITY FROM THE CITY ENGINEER TO 00 SO.
19. ALL OPERATIONS CONDUCTED ON THE SITE OR ADJACENT THERETO, INCLUDING
WARMING UP, REPAIR, ARRIVAL, DEPARTURE OR OPERATION OF TRUCKS,
EARTHMOVING EQUIPMENT, CONSTRUCTION EQUIPMENT ANO ANY OTHER ASSOC/A TEO GRADING EQUIPMENT SHALL BE LIM/TEO TO THE PERIOD BETWEEN 7: 00 A.M. AND 6: 00 P.M. EACH DAY, MONDAY T/-IRU FRIDAY ANO NO EARTHMOVING OR GRADING OPERATIONS SHALL BE CONDUCTED ON WEEKENDS OR HOLIDAYS. (A LIST OF CITY HOLIDAYS IS AVAILABLE AT THE ENGINEERING DEPARTMENT COUNTER.)
20. ALL OFF SITE HAUL ROUTES SHALL 8£ SUBMITTED BY THE CONTRACTOR TO THE
CITY ENGINEER FOR APPROVAL TWO FULL WORKING DAYS PRIOR TO BEGINNING OF WORK.
21. IMPORT MATERIAL SHALL BE OBTAINED FROM, ANO WASTE MATERIAL SHALL BE DEPOSITED AT, A SITE APPROVED BY THE CITY ENGINEER. THE CONTRACTOR
SHALL BE RESPONSIBLE FOR ANY DEBRIS OR DAMAGE OCCURRING ALONG THE HAUL ROUTES OR ADJACENT STREETS AS A RESULT OF THE GRADING OPERATION.
22. BRUSH SHALL BE REMOVED ONLY WIT/-1/N THE AREA TO BE GRADED. NO TREES ARE TO BE REMOVED UNLESS SPECIF/CALLY NOTED ON THE PLAN.
23. ALL AREAS SHALL BE GRADED TO DRAIN. GRADING RESULTING IN THE PONDING OF WATER IS NOT PERMITTED. ALL EARTHEN SWALES ANO DITCHES SHALL HAVE A MINIMUM ONE PERCENT SLOPE.
24. THESE PLANS ARE SUBJECT TO A SIGNED AND APPROVED SWPPP AND/OR SET OF EROSION CONTROL PLANS. EROSION CONTROL SHALL BE AS SHOWN AND AS APPROVED BY THE CITY ENGINEER OR AS DIRECTED BY THE PROJECT INSPECTOR.
25. ALL SLOPES SHALL 8£ TRIMMED TO A FINISH GRAD£ TO PRODUCE A UNIFORM SURFACE ANO CROSS SECTION. TH£ SITE SHALL BE LEFT IN A NEAT ANO ORDERLY CONDITION. ALL STONES, ROOTS OR OTHER DEBRIS SHALL BE REMOVED ANO DISPOSED OF AT A SITE APPROVED OF BY THE CITY ENGINEER.
26. ALL SLOPES SHALL BE IRRIGATED, STABILIZED, PLANTED AND/OR HYOROSEEOEO WITHIN TEN (10) DAYS OF THE TIME WHEN EACH SLOPE IS BROUGHT TO GRADE AS SHOWN ON THE APPROVED GRADING PLANS.
27. LANDSCAPING SHALL BE ACCOMPLISHED ON ALL SLOPES ANO PADS AS REQUIRED
BY THE CITY OF CARLSBAD LANDSCAPE MANUAL, THE LANDSCAPING PLANS FOR THIS PROJECT, DRAWING NO. 51,3-51 ANO/OR AS DIRECTED BY Tl-IE CITY ENGINEER OR PLANNING DIRECTOR.
D:\DRA'MNG FILES\TITLE SHEETS\GRAOING llTLE SHEET.DWG REVISED:02/15/17
28. THE OWNER/APPLICANT SHALL INSURE THAT ALL CONTRACTORS SHALL COOROINA TE
THE WORK OF T/-/ESE GRADING PLANS WITH THAT SHOWN ON BOTH THE LANDSCAPE
ANO /RR/GA TION PLANS ANO THE IMPROVEMENT PLANS AS REQUIRED FOR THIS WORK IN ACCORDANCE WITH THE LANDSCAPE MANUAL TIME REQUIREMENTS.
29. WHERE AN EXISTING PIPE LINE IS TO BE ABANDONED AS A RESULT OF THE GRADING OPERA T/ON, IT $/-/ALL BE REMOVED WIT/-1/N TWENTY FEET OF BUILDING OR STREET AREAS ANO REPLACED WITH PROPERLY COMPACTED SOILS. IN OTHER AREAS Tl-IE PIPE WILL BE PLUGGED WIT/-/ CONCRETE OR REMOVED AS APPROVED BY THE CITY ENGINEER.
30. THE CONTRACTOR SHALL VERIFY Tl-IE LOCATION OF ALL EXISTING FACILITIES ( ABOVE GROUND AND UNDER GROUND ) WITHIN TH£ PROJECT SIT£ SUFFICIENTLY
AHEAD OF GRADING TO PERMIT THE REVISION OF THE GRADING PLANS IF IT IS
FOUND THAT THE ACTUAL LOCATIONS ARE IN CONFLICT WITH THE PROPOSED WORK.
31. THE CONTRACTOR SHALL NOTIFY AFFECTED UTILITY COMPANIES (SEE BELOW) AT LEAST 2 FULL WORKING DAYS PRIOR TO STARTING GRADING NEAR THEIR FACILITIES ANO SHALL COORDINATE THE WORK WITH A COMPANY REPRESENTATIVE.
UNDERGROUND SERVICE ALERT (DIG ALERT) 811
SOG&E (800)411-7343
AT&T (619)237-2787
SPECTRUM CABLE (800)227-2600
COX COMMUNICATIONS (619)262-1122
CITY OF CARLSBAD(STREETS & STORM DRAIN) (760)434-2980
'CITY OF CARLSBAO(SEWER,WATER & RECLAIMED WATER) (760)438-2722 'SAN 0/EGU/TO WATER DISTRICT (760)633-2650
'LEUCADIA WASTEWATER DISTRICT (760)753-0155
*VALLEC/TOS WATER DISTRICT (760)744-0460
'OLIVENHAIN WATER DISTRICT (760)753-6466
'BUENA SAN/TA TION DISTRICT (760)726-1340 x/330
'AS APPROPRIATE
32. PERMIT COMPLIANCE REQUIREMENTS:
A. FOR CONTROLLED GRADING - THE APPLICANT HIRES A CIVIL ENGINEER,
SOILS ENGINEER, AND/OR GEOLOGIST TO GIVE TEC/-INICAL ADVICE, OBSERVE AND CONTROL THE WORK IN PROGRESS {15.16.120 A.BJ CARLSBAD MUNICIPAL CODE.
8. PRIOR TO COMPLETION OF GRADING WORK - THE FOLLOWING
REPORTS MUST BE SUBMITTED TO THE CITY ENGINEER VIA THE
PROJECT INSPECTOR PER SECTION 15.16.120 OF THE CARLSBAD MUNICIPAL COOE.-
(1) FINAL REPORT BY SUPERVISING GRADING ENGINEER STATING ALL GRADING IS COMPLETE. ALL EROSION CONTROL, SLOPE PLANTING
ANO /RR/GA TION ARE INSTALLED IN CONFORMANCE WIT/-/ CITY
CODE AND THE APPROVED PLANS (OBTAIN SAMPLE OF COMPLIANCE LETTER FROM CITY ENGINEERING DEPARTMENT).
(2) AS-BU/LT GRADING PLAN.
(3) REPORT FROM THE SOILS ENGINEER, W/-1/CH INCLUDES
RECOMMENDED SOIL BEARING CAPACITIES, A STATEMENT AS TO
THE EXPANSIVE QUALITY OF THE SOIL, ANO SUMMARIES OF
FIELD ANO LABORATORY TESTS. THE REPORT SHALL ALSO
INCLUDE A STATEMENT BY THE SOILS ENGINEER THAT THE
GRADING WAS DONE IN ACCORDANCE WITH T/-IE REQUIREMENTS ANO
RECOMMENOA T/ONS OUTLINED IN THE PRELIMINARY SOILS REPORT ANO ANY SUPPLEMENTS THERETO.
(4) REPORT WITH AS-BUILT GEOLOGIC PLAN, IF REQUIRED BY THE CITY.
(5) PERMANENT STRUCTURAL BMP INSTALLATION CERTIFICATE.
(6) PERMITTED WALL FINAL INSPECTION REPORT.
33. UNLESS A GRADING PERMIT FOR THIS PROJECT IS ISSUED WITHIN ONE (1)
YEAR AFTER THE CITY ENGINEER'S APPROVAL, THESE PLANS MAY BE REQUIRED TO BE RESUBMITTED FOR PLANCHECK_ PLANCHECK FEES WILL 8£ REQUIRED FOR ANY SUCH RECHECK.
34. IN ACCORDANCE WITH THE CITY STORM WATER STANDARDS, ALL STORM DRAIN INLETS CONSTRUCTED BY THIS PLAN SHALL INCLUDE "STENCILS" BE ADDED TO PROHIBIT WASTEWATER DISCHARGE DOWNSTREAM. STENCILS SHALL BE ADDEO TO THE SATISFACTION OF THE CITY ENGINEER.
"DECLARATION OF RESPONSIBLE CHARGE"
I HEREBY DECLARE THAT I AM Tl-IE ENGINEER OF WORK FOR THIS PROJECT, THAT I /-/AVE EXERCISED RESPONSIBLE CHARGE OVER THE DESIGN OF THE PROJECT AS DEFINED IN SECTION 6703 OF THE BUSINESS ANO PROFESSIONS CODE, ANO THAT Tl-IE DESIGN IS CONSISTENT WITH CURRENT STANDARDS.
I UNDERSTAND THAT THE CHECK OF PROJECT DRAWINGS ANO SPECIF/CATIONS BY THE
CITY OF CARLSBAD DOES NOT RELIEVE ME, AS ENGINEER OF WORK, OF MY RESPONSIBILITIES FOR PROJECT DESIGN.
FIRM: CHRISTENSEN ENGINEERING & SURVEYING
ADDRESS: 7888 SILVERTON A VENUE STE "J"
CITY, STAT£: SAN DIEGO CA
~~~£PHONE:~~ _ DA TE: ?Yi-I{, ~zo
ANTONY K. CHRISTENSEN
R.C.E. N0.:--"-54'-'0'=2"-1 _____________ _
REGISTRATION EXP/RATION DA TE: _1~2~~=3~1-~2=0=2~1 ____ _
SOILS ENGINEER'S CERTIFICATE
I, ,IA/MF A CERROS A REGISTERED
GEOTECHNICAL ENGINEER OF THE STATE OF CALIFORNIA, PRING/PALLY DOING
BUSINESS IN THE FIELD OF APPLIED SOILS MECHANICS, HEREBY CERTIFY THAT
A SAMPLING AND STUDY OF THE SOIL CONDITIONS PREVALENT WITHIN THIS SITE WAS MADE BY ME OR UNDER MY DIRECTION ON JULY 0,3 2019 AND APRIL 24 2020. COPIES OF THE SOILS REPORT COMPILED FROM T/-1/S
STUDY, WITH MY RECOMMENOA T/ONS, HAS BEEN SUBMITTED TO THE OFFICE OF THE CITY ENGINEER. @:. . . .
77. SIGNED: ~
G.E./P.E. NO.: GE 2007
DA TE: --~6)~/_Z=-,_/_z_o_Z_:.;0 ____ -c-- __
LICENSE EXP/RAT/ON DA TE, 511 3 (!) Ju
OWNER'S CERTIFICATE
I ( WE ) HEREBY CERTIFY T/-IAT A REGISTERED SOILS ENGINEER OR
GEOLOGIST HAS BEEN OR WILL BE RETAINED TO SUPERVISE OVER-ALL
GRADING ACTIVITY AND ADVISE ON THE COMPACTION AND STABILITY OF T/-1I$ SITE. IF THIS PROJECT/DEVELOPMENT IS SUBJECT TO A STA TE
REGULA TED SWPPP, I (WE) ALSO AGREE A QUALIFIED SWPPP PRACTITIONER (QSP) HAS BEEN OR WILL BE RETAINED TO SUPERVISE IMPLEMENTATION OF
THE SWPPP IN ACCORDANCE WITH THE CALIFORNIA CONSTRUCT/ON ORDER AND MUNICIPAL ~IT, LA T~ST VER~/\.1 •
"'-JIY'. CU(,A - 1/ro{~o!J_o
U SADRI AKIN DA TE
SOURCE OF TOPOGRAPHY
TOPOGRAP/-IY SHOWN ON T/-IESE PLANS WAS GENERA TEO BY __ _ GROUND SURVEY METHODS FROM INFORMATION GA THEREO ON FEBRUARY 7, 2019 BY BAKER LANO SURVEYS INC.
TOPOGRAPHY SHOWN HEREON CONFORMS TO NATIONAL MAP
ACCURACY STANDARDS.
PROJECT LOCATION
THIS PROJECT IS LOCA TEO WITHIN ASSESSORS PARCEL NUMBER(S) 210-063-09-00
T/-/E CALIFORNIA COORDINATE INDEX OF T/-1/S PROJECT IS:
N 2,025,117 E 6161199
VICINITY MAP
PACIFIC \ L~
OCEAN \ t
cos ., , T')
r
I ~-...
AVE
'i" L
,._sr 7
.,, I
c:r I r
,..I
I
CITY OF ENCINITAS
_,.._,
INDEX OF SHEETS
TITLE ............................................................. SHEET 1 GRADING PLAN ......................... .................... SHEET 2 STORM WATER POLLUTION ........................... SHEET 3 PREVENTION PLAN (TIER 2)
EROSION CONTROL PLAN ............................... SHEET 4 EROSION CONTROL PLAN DETAILS ................. SHEET 5
LEGAL DESCRIPTION
LOT 42 OF TERRAMAR UNIT NO. 1, IN THE CITY OF CARLSBAD,
COUNTY OF SAN DIEGO, STA TE OF CALIFORNIA, ACCORDING TO MAP THEREOF NO. 2696, FILED IN THE OFFICE OF Tl-IE COUNTY RECORDER OF SAN DIEGO COUNTY, SEPTEMBER 6, 1950.
APN
210-063-09-00
PROJECT ADDRESS
5290 CARLSBAD BL VO.
CARLSBAD, CA 92008
DEVELOPER/OWNER
NAME: SADRI AKIN
ADDRESS: 5290 CARLSBAD BL VO.
PHONE: 909-632-8679
REFERENCE DRAWINGS
DRAWING NO. 141-5 (SHEET 4)
DRAWING NO. 270-2 (SHEET 12)
EARTHWORK QUANTITIES
CUT: 73.1 CY
FILL: 90 CY
IMPORT: 16.9 CY
EXPORT: CY
REMEDIAL: 346 CY
BENCH MARK
DESCRIPTION: CITY Of CARI $BAD VERTICAi CONTROi MONUMENT Cl $8-057 LOCATION: THE INTERSECTION OF CANNON ROAD
ANO A VEN/DA ENCINAS
RECORDED: __________________ _
ELEVATION: 44.01 DATUM: NGVO 29
WORK TO BE DONE
THE GRADING WORK SHALL CONSIST OF THE CONSTRUCTION OF ALL CUTS ANO FILLS,
REMEDIAL GRADING, DRAINAGE FACILITIES, EROSION CONTROL FACILITIES, ANO
PLANTING OF PERMANENT LANDSCAPING ANO PREPARATION OF AS-BUILT GRADING PLANS,
AS-BUILT GEOLOGIC MAPS AND REPORTS, ALL AS SHOWN OR REQUIRED ON THIS SET
OF PLANS ANO THE CITY STANDARDS, SPECIFICATIONS, REQUIREMENTS, RESOLUTIONS ANO ORDINANCES CITED ON THESE PLANS.
THE GRADING WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE FOLLOWING
DOCUMENTS, CURRENT AT THE TIME OF CONSTRUCTION, AS DIRECTED BY THE CITY ENGINEER.
/_ CARLSBAD MUNICIPAL CODE
2. CITY OF CARLSBAD ENGINEERING STANDARDS
3. T/-1/S SET OF PLANS
4. RESOLUTION NO. 7352 DATED 12-04-2019
5. THE STANDARD SPECIF/CATIONS FOR PUBLIC WORKS CONSTRUCTION (GREEN BOOK).
6. SOILS REPORT AND RECOMMENDATIONS BY GEO TECHNICAL EXPLORATION, INC JOB NO. 19-12322 DATED JULY 03, 2019
7. THE SAN DIEGO REGIONAL STANDARD ORA WINGS ANO AS MAY BE MODIFIED BY THE CITY OF CARLSBAD STANDARDS.
8. CALIFORNIA COASTAL COMMISSION DEVELOPMENT PERMIT CONDITIONS
DATED NIA
9. ENVIRONMENTAL APPROVAL DOCUMENTS DA TED _ _c_N~il~A~-----
10. STORM WATER POLLUTION PREVENTION PLAN (TIER 2)~TTACHEO
11. STORM WATER QUALITY MANAGEMENT PLAN PREPARED
BY N/A DA TEO ____ _
12. CALIFORNIA STORM WATER QUALITY ASSOC/A TION BMP CONSTRUCTION HANDBOOK ANO CALTRANS CONSTRUCTION SITE BMP MANUAL.
LEGEND
DESCRIPTION
PROPERTY /RIGHT OF WAY LINE
EXISTING GAS LINE
EXISTING SEWER LINE
EXISTING WATER LINE
EXISTING ELEVA T/ON
PF<OPOSEU 4" GUNCRE IE
PROPOSED KEYSTONE WALL.
(2' MAX HEIGHT)
DWG.NO.
EXISTING 1" WATER CMWO W-3A
SERVICE W/ NEW J" METER
PROPOSED BUILDING FOOTPRINT
PROPOSED TURF PAVE DRIVEWAY
PROPOSED LANDSCAPE
PROPOSED LAWN ALTERNATIVE AREA
PROPOSED DOWNSPOUT
PROPOSED COVERED PORCH
LANDSCAPE TO BE REMOVED
SYMBOL
--------·
G G
s s
w w
57.5 I ' ' I "
--- --- □ ---@
1-·-•····· ···-·· I
111 n q •:-H-1 u 1 ~Y~:-t>-r:, .. ;,--1
~/251
1:: ::•:•:•:•::I
STRUCTURAL {POST-CONSTRUCTION) BMP TABLE
QUANTITY
883 SF
106 LF
1 EA
2,343 SF
815 SF
1,248 SF
500 SF
6 EA
716 SF
631 SF
STORM WATER REQUIREMENTS THAT APPLY: EXEMPT FROM HYDROMOOIF/CA TION? 'l'YPE
STANDARD STORMWATER REQUIREMENTS
PRIORITY PROJECT REQUIREMENTS
DESCRIPTION OWNERSHIP
TOTAL LOT AREA =-6-60_4_$_[ _____ _
TOTAL DISTURBED AREA - 6 604 SF (o 15 ACRE)
(THIS AREA INCLUDES BUT IS NOT LIMITED TO
OFF-SITE WORK INCLUDING PUBLIC IMPROVEMENTS
AND TEMPORARY DISTURBANCE SUCH AS VEHICLE
ANO EQUIPMENT STAGING AREAS, CONSTRUCTION
WORKER FOOT TRAFFIC, SOIL/GRAVEL PILES, UTILITY
TRENCHES, BACKFILL CUTS AND SLOPE KEYWA YS)
TOTAL REPLACED IMPERVIOUS AREA = 4 291 S.F.
TOTAL PROPOSED IMPERVIOUS AREA = 3 659 SF
[5<j YES (SEE SWMP FOR OOCUMENTA TION)
□ NO
MAINTENANCE
AGREEMENT SHEET NO.
"AS BUILT"
RCE___ EXP. ___ _
REVIEWED BY:
INSPECTOR
MAINTENANCE
FREQUENCY
DATE
DATE
f----+---lf-------------t----t-----t-----i----------1 I SHlEET I CITY OF CARLSBAD I SH~ETS I ~~~~~;;:=~E~NG~I:::N::::E=:E:::::R=:IN::::G:==D=:E::::PAR:=T::::M=:E=:N::::T==-'::==~ GRADING PLANS FOR:
FIRM: CHRISTENSEN ENGINEERING & SURVEYING
ADDRESS: 7888 SIL VER TON A VENUE STE "J"
CITY, STA TE: SAN DIEGO r.,
TELEPH,O,fjh,t[!J"'J3:~-==27=1=---,,..,99,.,,0CL1 _____ --,,~~;:;;--- BY: /21,c_.~ tJ7./~-2C
ANTONY K. CHRISTENSEN DA TE
R.C.E_ N0.:~54~0=2~1 _____________ _
RECISTRA TION EXP/RATION DA TE: __,.,12,_,,3cc1 ~2,,.,0""2"-1 ____ _
DATE INITIAL
ENGINEER OF WORK
DATE INITIAL DATE INITIAL
REVISION DESCRIPTION OTHER APPROVAL CITY APPROVAL
AKIN RESIDENCE
GR2020-0003 TITLE SHEET
APPROVED: ,,..,- ,;IA.,SON S. GELDERT
F<:1~ .,4,_:_, ~..,~ rolt:f2c,
CITY ENGINEER RCE 63912 EXPIRES 9/30/WZZ. DAE
DWN BY: '"'0 PROJECT NO. DRAWING NQ_
CHKD BY: '(....-r
RVWD BY: ~ CDP2019-0009 522-5A
JN 2019-121
I
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en
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. '
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2 G)
2 C
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0 PROPOSE
BUILDING
57.17 GFF
524
ABBREVATIONS APPLICABLE BMPs FROM STANDARD PROJECT REQUIREMENTS CHECKLIST 24 S Tt s,)c_ H_ I MA'
~N hD~ fiilM
,_ 5ll8+
I "'--
STA. 0+ 39.12
EXIST WATER SERVICE
WITH 5/8" METER TO rn
BE UPGRADED TO 1" MET R
PERCMWDW-3
(STATIC PRESSURE: 80 P I,
IRRIGATION MAX. FLOW: 8 GPM)
-~"\'~-'·1-·" •·''''°"""""'¼
~
"
,---
. /
'Ell'.IS ING NLIGI IlllOHS llHIIIEWAY
- ___ _fil.l! TIit= -
55.91W
3 58.5
56.51W
210-0®'~-00•CO
LOT .113
N59" 19'16"W 110.03'
2 MIN 1%
-=--=x --
FYSB ............... FRONT YARD SETBACK
SYSB ....•.•......•. SIDE YARD SETBACK
RYSB .....•......... REAR YARD SETBACK
WEC ................ WIND EROSION CONTROL
59.0lW
57.0lW
56.5 TF
P!JB!JC UTIIJTIIES HJ!) PT&T
B~llEMENT PEFl Mlll'S 2001!,
2100 Al'!o 11,LJE m,1°0H1 I
lrOWER POLES 8, OVERH6\D c NES
CCOUPY ffiE E/1,SEMEl!T I
2[»'
SC-5 PROTECT TRASH STORAGE AREAS FROM RAINFALL
RUNOFF AND WIND DISPERSAL
SC-6 A. LANDSCAPE/OUTDOOR PESTICIDE USE
B. REFUSE AREA
SD-3 MINIMIZE IMPERVIOUS AREA
SD-4 MINIMIZE SOIL COMPACTION
SD-5 IMPERVIOUS AREA DISPERSION
SD-7 LANDSCAPING WITH NATIVE OR DROUGHT TOLERANT SPECIES 21 IJ-Oilll--1 :Hm
LOT 1<l
PAVER SIZE: EACH 24" x 24" x 1 1/2" PANEL
CONTAINS 120, 2 1/2" NESTED
HEXAGONAL CELLS. EACH CELL
HAS 6 ARCHED CUTOUTS AT ITS
BASE
CONSTRUCTION NOTES
G)
®
®
@)
®
@
0 ®
PROPOSED BUILDING FOOTPRINT
PROPOSED 2' KEYSTONE WALL
EXISTING LOW SITE WALL
TO BE REMOVED
EXISTING 6' WOODEN FENCE
EXISTING 6' CMU WALL
TO REMAIN
EXISTING POWER POLE
EXISTING GAS SERVICE TO REMAIN
EXISTING WATER SERVICE
TO REMAIN
@ EXISTING SEWER LATERAL
TO REMAIN
@ EXISTING DRIVEWAY
TO REMAIN
([J} EXISTING GAS METER
TO BE RELOCATED
@ NEW GAS METER LOCATION PER SEPARATE PERMIT
@ CONCRETE WALKWAY
I ' -
"NDS-EZ ROLL GRASS PAVER"
BACK FILL GRASS PAVER CELLS
WITH PLANTING MEDIUM AND
OVERSEED WITHSPECIFIED
GRASS SEED
1" LAYER OF COMPACTED SAND @ NEW UNDERGROUND ELEC. SERVICE PER SEPARATE PERMIT @ NEW ELEC. METER
+~u
PROPOSED
KEYSTONE WALL
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LIMITS OF OVER EXCAVATION
4" MIN WEEP SCREED
~_10' _
1' PUBLIC STREET EASEMENT I T CLEARANCE
PER REC. DOC# 1992-0343175 PUBLIC UTILITIES AND PT&T
EASEMENT PER MAPS 2696
RECORDED ON JUNE 3, 1992 SECTION 11g11 _ "B" 2758 AND TITLE REPORT NOTE:
THE TURF BLOCK IN THE FRONT YARD SETBACK AREA SHALL BE PERMANENTLY MAINTAINED,
TO THE SATISFACTION OF THE CITY PLANNER, AND MAY NOT BE REPLACED WITH CONCRETE PAYERS OR OTHER IMPERVIOUS MATERIAL.
POWER POLES & OVERHEAD LINES
NOTTO SCALE
FIRM: CHRISTENSEN ENGINEERING & SURVEYING
ADDRESS: 7888 SIL VER TON AVENUE STE "J"
CITY, STA TE: SAN 0/FGO CA
OCCUPY THE EASEMENT
1~
I 11111111111 ll•l•l>l,11111111·1•111111,1:1,111111111'11 I lllllllllllllllllll<llllllll 1111>1 1111 I II Ill" '''""' I 11111111111 """" fr- 1=1u=11E[Ellf;:;fl~ll~IICJII 1- II 11i::JTl-ln=lf-•11=rr-rr ln=III ,11= 11, 11 f-"-'lfl :111 I I f:"".11 t'='m_r I i=:::'111-11 I El I.Ell E!Tt=I I l=I i='TT= = t=I 11= =:;:::IT COMPACTED 6" COMPACTED
EX WOODEN
FENCE
SUBGRADE CLASS 2 BASE
TURF PAVE DRIVEWAY
NOTTO SCALE
EX WOODEN
FENCE
P/L
@ LAWN ALTERNATIVE AREA PER SEPARATE LANDSCAPE PLAN
@) LANDSCAPE AREA PER SEPARATE LANDSCAPE PLAN
PROPOSED
KEYSTONE WALL
58.7TW
56.7 BW
L
EXISTING WALL
TO BE REMOVED
2Yo 57.17 GFF
---
@ PROPOSED TURF PAVE DRIVEWAY
PER DETAIL THIS SHEET
@) EXISTING PLANTERS WALL
TO BE REMOVED
@ EX LANDSCAPE TO BE REMOVED (462 SF)
SEE HATCHED AREA
@]) EX GATE TO BE REMOVED
@ NEW WATER METER BOX
@ COVERED PORCH
@ STREET STRIPING (TYP)
NOTE:
ALL ROOF RUNOFF (IMPERVIOUS AREA) WILL FLOW TO
LANDSCAPED AREAS BEFORE BEING CONVEYED OFFSITE
LANDSCAPE/OUTDOOR PESTICIDE USE WILL BE LIMITED
DROUGHT TOLERANT SPECIES OF PLANTING WILL BE
UTILIZED AS SHOWN ON SEPARATE LANDSCAPE PLAN
TRASH CONTAINER WILL BE STORED IN GARAGES
EXCMUWALL
TO BE REMAIN
58,0 FF
P/L
•
4" CONCRETE WALKWAY 4" CONCRETE WALKWAY
SECTION 11 C11 - "C"
NOTTO SCALE
"AS BUILT"
RCE EXP.
REVIEWED BY:
INSPECTOR
I SH~ET I CITY OF CARLSBAD
ENGINEERING DEPARTMENT
GRADING PLANS FOR:
AKIN RESIDENCE
GR2020-0003 GRADING PLAN SHEET
DATE
DATE
I SH~ETS I
SCALE: 111 1 o·
UNAUTHORIZED CHANGES & USES
CAUTION: The Engineer preparing these plans will not be responsible for, or liable for, unauthorized change to or uses of these plans. All changes to the plans must be in writing and must be approved by the preparer of these plans.
TELEPH0~5-1-~~.,.::::~?"+-1-~9~9~0~1 __________ _
BY: di~ DA TE: c,9~/6-Zl)
ANTONY K. CHRISTENSEN
APPROVED: ~ ASON S. GE~DERT
r-:-,'-_l-;&._ _ _::__.a,_,........----.,,1==-='°"-~-~ IC>~~ CITY ENGINEER RCE 63912 EXPIRES 9 30 20':Z.2 DATE
R.C.E. NO.: 54021 -----------------
10 20 30 40
REGISTRATION EXP/RATION DA TE: ~12~-~3~1-~2~0~2~1 ____ _ DATE INITIAL
ENGINEER OF WORK REVISION DESCRIPTION
DATE INITIAL
OTHER APPROVAL
DATE INITIAL
CITY APPROVAL
OWN BY: ENO
CHKD BY:~
RVWD BY:~
PROJECT NO.
CDP2019-0009
DRAWING NO.
522-5A
JN 2019-121
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PRIVATE CONTRACT
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ENGINEER of WOR~Jj tk._~ R.E.8195
SHEET 2 CITY OF CARLSBAD I OF 2 SHEEg
IMPROVEMENT PLANS FOR A RECORD
OF SURVEY of a PORTION of LOT H
of RANCHO AGUA HEOIONDA MAP
No. 823. ,_ ,_
DRAWIN __ --1
CHEC:KED-
FREELAND, PETERSON 8
EVENSON
•602 SP RECK ELS F-9- 8005
SAN DIEGO - CALIFORNIA
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REV DATE DESCRIPTION
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45 Z' S' 23' 23• 5, 2'
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2/ VARIES 2'/. 2% VARIES 2/.40 2% MAX ~-- 2/. MAX
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STATION LINE
TYPICAL CROSS-SECTION
TAMARACK AVENUE
SCALE NONE
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45 40
REMOVAL NOTES:
~1 REMOVE ASPHALT CONCRETE PAVEMENT
2~ REMOVE EXISTING CONCRETE CURB
~3 REMOVE CONCRETE CURB &GUTTER
~5 REMOVE CONCRETE SIDEWALK
~6 REMOVE CONCRETE DRIVEWAY
7~ REMOVE CONCRETE MEDIAN
CONSTRUCTION NOTES:
(~ CONSTRUCT ASPHALT CONCRETE PAVEMENT SECTION PER
CITY OF CARLSBAD STANDARD N0. GS-17.
MATCH EXISTING PAVEMENT (AC AND BASE) SECTION, 4" MIN AC Q2 INSTALL S'PRECAST CONCRETE PANELS AND INSTALL 6" HMAC SECTION UNDER TRACK PER NCTD STD 2006 (712')
BETWEEN MT012291.82 AND MT012292.54.(SEE NOTE 41
Q3 CONSTRUCT CONCRETE CURB PER SDRSD G-6, TYPE B-1
4O PROTECT IN PLACE
QS CONSTRUCT CURB &GUTTER PER SDRSD G•6,TYPE B-2,
TRANSITION 0" TO 6" CF PER NCTD STD. 2011 (MODIFIED TO PROVIDE MAX 5% SIDEWALK SLOPE)
Q6 SAWCUT LINE
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CURVE DATA 7 CONSTRUCT PCC SIDEWALK PER SDRSD G-7 (MODIFIED, 6" THICK PCC) ~ ~'
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CURVE R Q L T QaCONSTRUCT 7" MIN AC PAVEMENT PER NCTD STD 2006 ~ ~ AVENUE c 1902.81' 3°32'35" 117.67' 58.85' ~0 INSTALL 2'x4'DETECTABLE WARNING SURFACE DEVICE PER DETAIL ,~ '_ _ +2D` --- ___ ON APWA STD. 111-3
_y - ~ - -- ~".__ ~ N6J•go~38 E +61~ STA 1+84:68 --
NOTES: n0 CONSTRUCT A.C. RAMP AT END OF CROSSING PANEL
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~- _N1999899.1 Z - - ---- 1. SIGNAL WORK ON THIS DRAWING IS SHOWN PER NCTD STD 2006. MAX 8~1 SLOPE
- - - - - -- _ _ E6227639 86 FOR INFORMATION ONLY. SIGNAL WORK Q REMOVE AND REPLACE MEDIAN TREATMENT IN KIND ~_
-`-
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SHALL BE DONE IN ACCORDANCE WITH THE (CONCRETE SHALL BE 520-C-2500) ~ _ __ - -- SIGNAL DRAWINGS._ _ _
---P --~- -r -~-_; ~ _ 1 -CLiY OF.~SB~ ~~ ~ ' - 2 TRANSITION NEW CONSTRUCTION TO JOIN EXISTING 17 ADJUST UTILITY TO GRADE
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i- - - * FEATURES THROUGH THE FINAL 5 FEET OF CONSTRUCTION. 1 ~~' ~ 3. INSTALL CONDUIT TO FUTURE PEDESTRIAN GATES PER SIGNAL DRAWINGS. 1 g ~' r `~ ~ i J SIGNAL WORK
r ~,:y ~ j ~ ~ ''~ , ; I 4. INSTALL CONDUITS AND 6" PERFORATED PVC UNDERDRNN PER ~' , _ _____s,-_~ -- S ! NCTD STANDARD 2006. CONDUITS TO BE INSTALLED BY THE 15' 10' z L ~-~ i - '~ti ~~ ~ ~> i CIVIL/TRACK CONTRACTOR. UNDERDRAINS SHALL DAYLIGHT TO Oi REMOVE EXISTING WPRNING DEVICES NEAREST DITCHES ALONG THE RNLROAD R/W.
TC X ~" ,^ ,I ~I ~ ~ j. O2 INSTALL NEW WARNING DEVICES
~^ Z ~~.. '~ ~ i ~ ~~._ _ ~ 5. FOR UTILITY INFORMATION SEE DRAWING NOS. UA-Ol THRU UA-06. ~ao~ ~ Q REA10VE EXISTING INSTRUMENT HOUSE
P L AN ~
~~ II ~,!'!, 6. SEE DRAWING N0. CP-OS fOR DETNLS NOT SHOWN. O4 INSTALL NEW INSTRUMENT HOUSE `,_,.~' 7. FOR SIGNING AND STRIPING, SEE DRAWING N0. CS•02. o~,;,~~,;o,o~ DESIGNED BY ,~ NATIONAL RAILROAD PASSENGER CORPORATION I5. 5plCi(iC0" ~ O
Pa~ESS /~
ew~lh sh~aY~ P~ lR~~ ~ `~'~'
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DRAWN BY ~~ '~r~A M T R A K ~~Q= ~F, ~ SAN DIEGO SUBDIVISION, MP 229.3 TO MP 231.E ?ass„aloe CHECKED BY ~//~ar+s N c T D m CARLSBAD DOUBLE TRACK PROJECT 1i01~ Ond Sh011 ~M
No. C058094 A
Ior ony purpose PROVED BY PRTTERSON
~ E .06i ~, * TAMARACK AVENUE GRADE CROSSING
for in ogrBe- pM g 775 TOWN 6 COUNTRY RD
ie Norlh San pSSOpgTE~, INC SUiiE 30~ ~ ~ CITY OF CARLSBAD Transit District. .w,+w. ..,.,; ORANGE. CA 92868 q ~~~~ DATE FEBRUAItV 13, 2012 ~~ ~~~f~ CPUC "106- 230.10 /DOT a026822L V~ CP-03
O SHEET N0.
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AS SHOWN
EX MAIN TRACK
(PROP MAIN TRACK 2)
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Nor lh $an Dieq0 County CHECKED BY ~~~ N C T D
ironsil DislricC anA shall be pM
held conli0entiol~ and shoo
nol be used for any purpose ApPROVE~ BY PNTTERSON
notpr ovided for in ogres- pM a 725 TOWN L COUNTRY RD
menls xith the Norlh Son RSSOCIIITE~, ING SUITE 300
Dieqo County Tronsi~ District. DATE H~ ORANGE, CA 92868 FEBRUMY 13, 2012
REMOVAL NOTES:
~4 REMOVE BOLLARD, FOUNDATION &CHAIN
CONSTRUCTION NOTES:
Q PROTECT IN PLACE
Q CONSTRUCT PCC SIDEWALK PER SDRSD G-7
(MODIFIED 6" PCC TO NCTD R/W, 4" PCC OUTSIDE NCTD R/WI
10 INSTALL 2'x4' DETECTABLE WARNING SURFACE DEVICE PER DETAIL ON APWA STD. 111-3
12 REMOVE PND REPLACE MEDIAN TREATMENT IN KIND
(CONCRETE SHALL BE 520•C-2500)
17 ApJUST UTILITY TO GRADE
19 INSTALL BOLLARD AND REMOVABLE CHAIN TO MATCH EXISTING IN KIND QO FUTURE PEDESTRIAN CATE FOUNDATION (NIC), SEE NOTE 3
21 INSTALL AND CAP 2-4" SPARE CONDUITS UNDER TRACKS AND PULL WIRE IN SAME TRENCH AS CONDUIT FOR WARNING DEVICES.
CONDUIT TO TERMINATE AT BACK OF SIDEWALK AND NCTO R/W.
SIGNAL WORK
Ot REMOVE EXISTING WARNING DEVICES
2O WSTALL NEW WPRNING DEVICES
Q REMOVE EXISTING INSTRUMENT HOUSE
Q4 INSTALL NEW INSTRUMENT HOUSE
1. SIGNAL WORK ON THtS DRAWING IS SHOWN
FOR INFORMATION ONLY. SIGNAL WORK
SHALL BE DONE IN ACCORDANCE WITH THE
SIGNAL DRAWINGS.
2. TRPNSITION NEW CONSTRUCTION TO JOAN EXISTING
FEATURES THROUGH THE FINAL 5 FEET OF CONSTRUCTION.
3. INSTALL CONDUIT TO FUTURE PEDESTRIAN GATES PER SIGNAL DRAWINGS.
4. INSTALL CONDUITS AND 6" PERFORATED PVC UNDERDRAIN PER NCTD STANDARD 2006. CONDUITS TO BE INSTALLED BY THE
CIVIL/TRACK CONTRACTOR. UNDERDRAINS SHALL DAYLIGHT TO
NEAREST DITCHES ALONG THE RAILROAD R/W.
5. FOR UTILITY INFORMATION SEE DRAWING NOS. UA-01 THRU UA-O6.
6. FOR CURB AND FLOW LINE PROFILES AND OTHER INFORMATION NOT SHOWN, SEE DRAWING N0. CP-Ol.
7. FOR SIGNING AND STRIPING, SEE DRAWING N0. CS-01.
B. CONSTRUCT 6" PCC SIDEWALK WITHIN NCTD R/W.
CONSTRUCT 4" PCC SIDEWALK OUTSIDE OF NCTD R/W.
BOLLARD &CHAIN LEGEND
~ REMOVE EXISTING BOLLARD
o EXISTING BOLLARD TO REMAIN
• NEW BOLLARD
- - - EXISTING CHAIN TO BE REMOVED
— -NEW CHaN
CURVE DATA
CURVE R Q L T
OA 100.00' 6° ST02" 11.96' 5.99'
10' S' 0 10' 20'
GRAPHIC SCALE HORIZ. 1" 10'
p,~FESS~ NATIONAL RAILROAD PASSENGER CORPORATION
`P~``" """a.``~~ SAN DIEGO SUBDIVISION, MP 229.3 TO MP 231.8 ¢NO. C058094~A A CARLSBAD DOUBLE TRACK PROJECT
!`Qr/c~r ' n
,,,,. .P GRADE CROSSING DETAILS-CANNON ROAD
`"~ CP-04
O SHEET No. 4 1
AS SHOWN
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O INSTALL 24" SOLID WHITE STOP LINE PER CALTRANS STD DETAIL A24C DO NOT
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ON
TR^~~ O3 REPAINT EXISTING PAVEMENT MARKING
3fi ~~36" 24'X 0" 4O INSTPLL 4" SOLID WHITE LINE PER CALTRANS DETAIL 27B ~ I QS INSTPLL 4" DOUBLE YELLOW STRIPING PER CALTRANS DETAIL 21 Q REMOVE EXISTING SIGN AND POST ~'
W48 fCA)12) R3-4
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24"X30" 30"X30" O7 INSTALL DETAIL B PER CALTRANS STD PLAN A20A Q8 INSTALL 6" WHITE LINE PER CALTRANS DETAIL 39A
O9 INSTALL 6" WHITE LINE PER CALTRANS DETAIL 39 I I
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Q1 WET SANDBLAST AND REMOVE CONFLICTING STRIPES AND/OR PAVEMENT MARKINGS ~ I i zy --~ ~ ~ 1 ~t ,.., ~ 4 ~ I
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North $on Diego CountY CHECKED BY_ Tronsit Dislncf and shoji be pM held confldentiol~ and sholl
- -. __ not be used for ony purpose APPROVED BYnot prov~ded for in ogree- ~M AS-BUILT PLANS DegoS County Transit Dsricl DATE
DESCRIPTION BY ~„o APP FEBRUPRY 13, 2072
~j~AMTRAK
~E~~ 725 TOWN L COUNTRY RD
n SUITE 300RSSOQNTESN ~ . CA 92868
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/~ -~ Op0.0FE55i~, NATIONAL RAILROAD PASSENGER CORPORATION vv'."...V. '.V `~ y~P~'p~a~CK ~.,oy~fi~ SAN DIEGO SUBDIVISION, MP 229.3 TO MP 231.8 DRAWING No. ~A/t/CU'L N C T D ~ ~~ m ~' S' O 1
No.0058094 A CARLSBAD DOUBLE TRACK PROJECT
Ex .06i . /t2 *
REVISION O SHEET No. 4 3
' SIGNING AND STRIPING PLAN
4jE ~""` ~~" CANNON ROAD SCALE
a~A~,~ AS SHOWN
TO SAN DIEGO
TO COUNTY LINE
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RR EAST
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p-- ^^-~'- '- -=_ __-= =-= '-: ~ , = . -_ _ __ : _-" _ ' _ ' _ - = - = - --= - --- _~- =-~-~ ~' - ~~ -rte- -- - - - -_ - - -++ew=-= - - -. =- -off -_ _~~y -:- _.:~t - - -- - - -- - - ,~.--- -~ -- -- - ~- ~ir~~ -s, r` -- - - - - --:_ ,. '~...
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r ~~
X ~ ~ zz~~+~~ . r ' ' ~ 22~5t~~
22~~
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~ 2210+00 2205+00
220(
z~ ~ ~ ~ ~ EXISTING MAIN TRACK 2 ~ „~ y a ~, ~3
JDI - ~'-
~ ------ - -TOR /W - -- -- -- -- -- - _ `~`a ~ -- --
2 - EIOMI_ ~._ ~ _ -' OH)_ _ _ ~ _ _ _ _ _ _^ _ _ - _ _ - _ - _ _- _ _( Unl- ~ _ _' -Ei ^u '_ -' __ - -jy0 - - E GHI ~- {~C-- ±UON1_ _ _ EIOH) ~ >
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NOTES-•
1. FOR TRACK PLAN, SEE DRAWING NOS. RP-Ol THRU RP-11.
2. FOR TYPICAL CROSS-SECTIONS, SEE DRAWING NOS. RC-Ol THRU RC-04.
3. FOR EARTHWORK CROSS-SECTIONS, SEE DRAWING NOS. RX-01 THRU RX-12. 4, FOR SURVEY CONTROL, SEE DRAWING NOS. VA-01 AND VA-02. o SEE CITY OF CARLSBAD GENERAL NOTES ON DRAWING N0. GI-04 FOR WORK WITHIN CITY RIGHT-OF-WAY.
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Informolion confdenliol of DESIGNED BY NBGIons, droeing5, 5pecifico- tions, and/or inFormolion
furnished herewith shoo DRAWN BY
i remain the yroperly of the
North Son Diego County
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0 02 -13-12 AS-BUILT PLANS DATE
REV DATE DESCRIPTION BY ain APP
FEBRUARY 13, 2012 ~
PLAN
POTHOLE SCHEDULE
STREET POTHOLE
NUMBER
DISTANCE FROM
EXISTING TRACK
APPROXIMATE
STATION DEPTH ELEVATION DESCRIPTION
OF UTILITY
TOP OF RAIL
(TOR)
DEPTH -TOR
TO TOP Of PIPE
CANNON RD. PH-1 25 2225.90 4.12/6.00 38.93 ELECTRIC 45.34 6.41 CANNON RD. PH-2 25 2226.30 7.30/9.03 37.76 WATER 45.26 7.50 CANNON RD. PH-3 25 2226.54 6.92/8.92 38.18 SANITARY SEWER 45.22 7.04 CANNON RD. PH•4 27.5 2226.69 6.83/7.10 38.18 GAS 45.19 7.01 CANNON RD. PH-5 27.5 2226.74 6.6/8.42 38.18 GAS 45.18 7.00 PH-6 25 2232.75 / / WATER
PRIVATE CROSSING PH-7 56 2242.49 1.44/2.40 44.98 CAS
PH-8 13 2245.40 1.16/2.50 37.39 CAS 41.04 3.65
PH-8-1 25 2245.40 0.78/2.10 37.17 CAS 41.04 3.87
PH-9 25 2247.60 5.46 32.12 9'UTILITY TUNNEL 39.13 6.41
PH-10 25 2281.41 5.12/7.22 24.59 SAMTARY SEWER 35.60 11.01 PH-11 25 2285.99 4.67/6.00 31.81 WATER 39.21 7.48
PH-12 17.5 2286.09 1.00 24.38 SANITARY SEWER 39.29 14.91 PH-13 36 2289.34 4.12/6.00 36.89 CAS 41.81 4.92
PH-14 21.84 2290.51 4.12/6.00 42.30 SS MPNHOLE 42.51 0.21 TAMARACK AVE. PH-15 25 2291.85 5.32/6.91 38.93 CABLE TV 42.75 3.82 TAMARACK AVE. PH-16 25 2291.93 / 38.93 ELECTRIC 42.75 3.82 TAMARACK AVE. PH-17 25 2292.04 / 37.69 WATER 43.14 5.45 TAMARACK AVE. PH-18 25 2292.13 5.78/6.46 34.43 Est. STORM DRAIN 43.18 8.75 TAMARACK AVE. PH-19 25 229217 1.50 / TELEPHONE / /
TAMARACK AVE. PH-20 25 2292.21 7.62/9.70 36.16 SIQJITARY SEWER 43.21 7.05 TAMARACK AVE. PH-21 25 2292.26 2.60/4.44 / CABLE TV /
TAMARACK AVE. PH-22.1 25 2292.34 37.31 GAS 43.26 5.95
PH-23 23.09 2293.46 42.77 SS MANHOLE 43.69 0.92
PH-24 26 2304.1U / SANITARY SEWER /
PH-25 26 2307.64 30.35 STORM DRAIN 44.88 14.53
PH-26 25 2314.24 36.7 Est. STORM DRAIN 45.2 8.5 Est.
CHESTNUT AVE. PH-27 15 2314.62 35.78 WATER 45.22 9.44
PH-28 15 2315.13 40.40 TELEPHONE 45.25 4.85
WALNUT ST. PH-29 25 2319.50 25.43 SANITARY SEWER 45.26 19.83 CANNON R0. PH-30 25 2226.87 40.56 TELEPHONE 45.15 4.59
CANNON RD. PH-31 25 2225.66 40.39 CABLE TV 45.35 4.96
'j~AMTRAK ~~
~~~+ N C T D
PgTTEpSON ~ZS TOUN L COUNTRT RD
~ SUITE S00
~. ~~Suw.~~' ORANGE. CA 92868
40' 20' 0 40' 80'
GRAPHIC SCALE HORIZ 1" - 40'
I~ DEPTH CALCULATED
FROM DIPPING MANHOLES
PppFFSS/ NATIONAL RAILROAD PASSENGER CORPORATION
`opa`~' "B a``"~ SAN DIEGO SUBDIVISION, MP 229.3 TO MP 231.8 y"' CARLSBAD DOUBLE TRACK PROJECT
No. 37532 A
EXP.6/~, UTILITY PLAN -SHEET 1 OF 6
> c,vi~ P EXMT 2200 *00 TO EXMT 2212 *00
~~~ ^"`~ MP 231.87 TO MP 231.64
~ vR".,~"V "V U A- 01
0 I...,__, ..... 7 7
AS SHOWN
TO COUNTY LINE
TO SAN DIEGO
ItL.?_
`•+ ~~) ~py ~~y}
., ,~O ' 4:~.~ --- EXIST 42 P SS (CITY OF CARLSBAD)
EXIST 42" SS (CITY OF CARLSBAD) EXIST 12" HP GAS ISCG) >-. ~
O - id.; ~rt~ -~ ~ EXISTING MAIN TRACK 1 Q
+ ~ .: ~ -~. tea,, _ s -. _ AINTACK i
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- EIp11- —'-.. E10. ~ EIONI- ~ - - _ - - ~- - EIONI- - EIONl- -EIOHI +.r k EIONI EIOHI~ p'~•.' f _ _ _ _ _'_ ~ — y~) _ _ _ _ _ _. - — — ~ _... -EIOM- — _ _- _ _ _ElOx1- ~ —.— _. _ _.. -. EIOH1- _ _ _._ _ _ _.E~~_ _ _ _ _ ., ~~~ ~ 1 = w • ~..... ' SR.: rte. • ~
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NOTES
no' 20' o aD'~ 80'
PLAN EXIST TEL (AT&T)
1. FOR TRACK PLAN, SEE DRAWING NOS. RP-Ol THRU RP-11. 6. FOR UTILITY CASING EXTENSIONS, SEE DRAWING NOS. UD-01 THRU UD-06. GRAPHIC SCALE HORIZ 1" = 40'
2. FOR TYPICAL CROSS-SECTIONS, SEE DRAWING NOS. RC-01 THRU RC-04. EXIST 18" RCP SD (CITY OF CARLSBAD)
3. fOR EARTHWORK CROSS-SECTIONS, SEE DRAWING NOS. RX-Ol iHRU RX-12.
4. FOR SURVEY CONTROL, SEE DRAWING NOS. VA-01 AND VA-02. EXIST 8" AC WATER ICITY OF CARLSBAD)
5. FOR POTHOLE SCHEDULE, SEE DRAWING NO.UA-01. ggqN ONED TEL (AT&D ~ y
,vy..~ ~~, , .. ~-~ ~ - / EXIST 42" 55 (pT~+~,~OF CARLSBAD) , ~ " ~ ~ ~ I I „ t'~'~ W ~ `~ 'u I I ; I I +..- 1 EXIST ELEC (SDG~EI
' -,~; ~ EXIST 12" CAS (SCG1 P I , ..
i
• ~ ~ ~ ~
_ ~_ `v ~IST"TEL (AT&T) ~: ~ ~ ~' ~ t_ ~. ~ ~i,~ t i € r i ! e ~ k ~ ~CI~M~ ~SUP~~R~ E£3~O
~
M
w uDD CONCRETE E'~
......
t 4
_ ~~so i (SEE NOTE 6)
EXISTING OVERHEAD POrvER I SDGBE 1 :.j.. ~.. ;: > ~. ~
~ MAIN TRACK 1 IMT01l _,,.. •- L, t_W__°? ~
'
I ~' ADD 15' OF 20" SPLIT STEEL C/1SING~
~ono
i
Q,
'-
..•., - .y~ _ _ _ _ _ _ ...;.; - -
p ADDED 15' OF 16" SPLIT STEEL CA51
-- +W O
--- W--- - - -- -W "~------ W-- - - - - -- ,~ , I ~ tSEENOTE6)~ ~ X A ~- EXIST 2-24" RGP, W T~ 'u.. L.._. I' ~ II , O
RETAINING WALL ~'' 2-~fr" ~°If'EL CASMGS~ ~ I7 Grp ' EXIST 30" RCP SD 13000 O) ~ ~v-~ _ OF 12" STEEL CASING (SDG&E) r ~ ; .,~ r _ _ _ ~ ~ ~ (CITY OF CARLSBAD), 13' BELOW BASE OF RNL ,~ ~ T -.~ BAD)
--ssc
p — -~ -' 5 ~--r- - - "- -- =_ ^`_- - - -- - ` -= - -er r` 'a"r`_~.. `- - - (CIT
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~ if ~! 'I • ~ ~ ` , ~~ ~^ ~ ~ ' T ~ u ~J EXIST CTV IN CONC ENCASEMENT (TIME WARNERI~ w A ~~`
"' !
~
OTHOLES { F-
POTHOLE PH-6
~ ~ 2235 +00
q r l 2225 +Q0 ~ Jz23 ., Q PH-1 THRU PH-5
x z '. ~ x
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N ~ "'~~ ~
_ O
~ ~ - ._ _..._ _ _;;235 +09 — — -- - r __ __ ..... _ P A _ _ _ — -_ I ~ 2231.q~10 ApD 13'OF 24"SLIT STEEL C SING (BY SDG6E1 I ~ m Q`.I
E
o
w Q ~ ERISTING MAIN TI~QCK 2 IEXMTI_ ~ ~;, ; ~ ~' ' - - - ~ -~"~" '~v~i ADD 13'Of 6" SPLIT STEEL CASING (BY SOG&EI ~ - N 100'OFO 0" STL C SNGI(S0~&E) w Z ~ : , 4 Q... .~ ° -" +~- -- -- _.._ro -- -- -_ _ __.... ~.i._' N _..I. ~,-,._ _ EXIST 24" RCP *SD (3000 D> z W
4..,,~:~ ~.t5
UQG
~.~, ~ ~
— ~ ; ,~ ~ .a. ,~ 4 ,y ~ ~ ; ~ (CITY QF CARL38AD)~ W
J~~_ -
--- —~ -- - `~1:~:.`-'~A`~+ "t~~5 _r~'S __ -- -_ -- --— -- -NCTDR/W- -- --- --------- --- ------- ----- -- --- -. `
- -i-- 1 ~- s.- - -- — __:..._. ~
/
- ~ EIDn1- ~: 8"' ~ - - E10H,~'..- L-~~~w t. =~: Scow-►+~'•'7s:'-`s:--1 ~- .-tau- -._
- - - - .~ycww- - - - - ~- - e~oHi- - - - - - -uoH~- - - - -n - - -n~i- - - - - - - -no - - ~ - - EXIST OVERHEAD TEL (AT&T) -uoH~- - w
~~ ~
~ ~ ~
>, o o ~Q ~ c _
`_'
,, i u .;_ ~ ~ . -, = - .. _ EXIST 20" TM HP ~AS IN 55' OF 24" STL CASING (SDG&El ~ Z ~
~ `t EX ST 12" AC WATER IN 50' OF 20..
U W ~ ~ ,. . y ~ .:' y~ ~ ~ z tP : { x :: ~ ~ _
~ ~(/~ ~ '' ~ r i 1 ~ ~ ~ I ST CASING (CITY OF CARISBAD) U ~y~'i u? ~
a ~~ `~
~;,• . ~'~~ ,' +i~ _t, ~ 1 ,;` ~,' t": Z' L EXIST FIBER OPTIC CABLE (IST 3" HP CAS IN 55' OF 6" CND (SDC&E) ~~r' o I ~ "'~°' •~' '~-', ~" ~~ I ~ (VERIZON BUSINESS (MCUI ~ ~ I I ~r~:,~ Q '~`' EXIST 8" AC SS FORC~-MAtN7~"9P' OF ~ I Q
~ _~4_' STL CASING (CITY OF CA(~QAD) ' I L I-c~ - ~ - ~ -O- - - - Q~ ~ ~ ~~~ EX14 24" RCP SD (1350 D)
~ - - 5-S' BELOW BASE RNL I I ~ ~ I ~ (CIT OF CARLSBAD) PROPOSED 54" CML6C STEEL - ~- ~
WATER IN167'OF71 "SiEELCA5ING ; -- c - -- -- -- c-------- c -j -~o- (CITY OF CARLSBAD) —w--' EXIST 20" TM HP GAS (SDG~E> , I I ~Iz~ I~ Underground Service Alerl ~ ..~ ~ i
N OI
Call: TOLL FREE ~ ~ ~ -- ~ ~ Z+ ~ ~ ~ ~ ~ ~; I~ ~ ~ 40' 20' 0 40' 80' 1 -800 EXIST 3" HP GAS cSDGB~E) ., ~; ; i i ~ ~ ICI ~
227 -2600 GRAPHIC SCALE HORIZ 1" • 40'
Y+~y
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PLAN
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-
Informolion confidential all
Pons,ond/or9nlormo~o~-
furnished herewith =ho~~
DESIGNED BY "B
~j~p M T R A K ~~
~ ~op0.~FE55iQ,,(
~" Q~'"" "ate f~
NATIONAL RAILROAD PASSENGER CORPORATION
SAN DIEGO SUBDIVISION MP 229.3 TO MP 231.8
CONTRACT NO.
DRAWN BY R, DRAWING No.
i
~~
remon the property of the
North San ie o Count
Tronsit Dis~~ri~~ and 5~0~ oe ~a/~~s N c T D
,p y
~~
~
~~ C AR L S B AD D O U B L E TRACK P R O J E C T ~
CHECKED BY
w held confitlenlial: antl shdi
nol bpre used for any purpose
menls~~ilhdthe~NOrth9S n
Diego County Trons'it
PM
~,pPROVED BY
PM
No. 3~53Z
* EXP.6/ ~
~'~ ~~sr ~,v~~ ~
UTILITY PLAN -SHEET 2 OF 6
EXMT 221200 TO EXMT 223600
_
~~w~
8 725 T0'~N ~ COUNTRY RD
~pgp~T~ ~ry~, SUiTE 300
REVISION O SHEET N0. 7 8
~w
0 02-13-12 AS-BUILT PLANS DniE
SCALE
AS SHOW Na ~ District .+~..~ ORnNCE. CA 92866 4rf
a ~~~~f
T
MP 231.64 ~ MP 231.19
REV SATE DESCRIPTION BY wB ApPa ~
FEBRUARY 13.2012 1
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GENERAL NOTES
A CASING PIPE UNDER TRACKS AND ACROSS RAILWAY RIGHT-OF-WAY SHALL EXTEND TO THE GREATER OF THE FOLLOWING DISTANCES - 2 FEET BEYOND TOE OF SLOPE.
- 3 FEET BEYOND DITCH,
- A MINIMUM DISTANCE OF 25 FEET FROM CENTER OF OUTSIDE TRACK WHEN END OF CASING IS BELOW GROUND.
B. CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL EXCAVATIONS ANO TEMPORARY SHORING REQUIRED FOR CONSTRUCTION.
C. EXCAVATION AND SHORING PLANS SHPLL CONSIDER THE RAILWAY LOADING OF ADJACENT LIVE TRACKS AND TRENCH SAFETY AS
REQUIRED BY THE STATE OF CALIFORNIA
D. CONTRACTOR SHALL DEWATER AS REQUIRED TO MWNTAIN THE GROUNDWATER LEVEL AT LEAST 2 FEET BELOW THE BOTTOM OF EXCAVATION ANO PROVIDE DRY WORKING CONDITIONS.
E. CONTRACTOR SHALL VERIFY THE LOCATION AND ELEVATION OF EXISTING PIPES, CONDUITS. UNDERGROUND PIPING AND ANY OTHER UTILITIES PRIOR TO BEGINING WORK.
F. PRIOR TO PERFORM THE FIELD WELDS, TO JOIN THE CASING EXTENSION TO THE EXISTING CASING AND THE WELDS TO JOIN THE
TWO HALF'S OF THE NEW EXTENSION, THE AREAS OF THE PIPE TO RECEIVE THE WELDS SHALL BE CRINDED TO BRIGHT METAL, AND AFTER THE WELDS ARE COMPLETED THE WELDS SHALL BE GROUND SMOOTH.
G. IF THE END OF THE EXISTING CASING PIPE IS DAMAGED, BENT OR UNEVEN, CUT BACK AS NECESSARY TO PROVIDE A SQUARE EVEN JOINT TO THE NEW CASING.
H. FILL THE ANNULAR SPACE BETWEEN THE CASING AND PIPE TO MATCH THE MATERIAL IN THE EXISTING SECTION OF ENCASED PIPE, ie~ GROUT, SAND, ETC.
J. PROVIDE BEDDING, TYPE C FOR INDUCED TRENCH BEDDING AS PER PREMA, CHAPTER B, PART 10.
K. TRENCH RESURFACING IN CITY STREETS SHALL CONFORM TO CITY OF CARLSBAD STANDAf2D NOS. CS-25 AND GS-26.
SUGGESTED INSTALLATION PROCEDURE
i. EXCAVATE TO EXPOSE THE EXISTING CASING AND THE CARRIER PIPE, DEEP ENOUGH TO BE ABLE TO INSTALL THE BOTTOM HALF Of THE NEW CASING PIPE.
2. INSTALL THE CASING SPACERS TO THE CARRIER PIPE AS RECOMMENDED BY THE MANUFACTURER. ie.~ CALPICO, INC. 1650-588-2241) OR (800-996-9115) OR CASCADE (630-553-0840) OR (800-426.4301) OR ANY OTHER MANUFACTURER APPROVED BY THE ENGINEER.
3. INSTALL THE TOP HALF OF THE CASING PIPE.
4. TACK WELD THE TWO PIECES TOGETHER AT THE ENDS AND CENTER OF THE CASING PIPE EXTENSION.
5. WELD THE CASING PIPE AND GRIND SMOOTH THE WELDS.
6. WELD THE CASING PIPE EXTENSION TO THE EXISTING CASING PIPE (SEE NOTE f AND G).
7. FILL THE ANNULAR SPACE BETWEEN THE CASING AND THE PIPE. (SEE NOTE H) B. INSTALL NEOPRENE END SEAL AT THE END OF NEW CASING EXTENSION AS RECOMMENDED BY THE MANUFACTURER. ie.~ CALPICO. INC. (650-588.2241) OR (800-998-9115) OR CASCADE (630-553.0840) OR (800-426-4301) OR ANY OTHER MANUFACTURER APPROVED BY THE ENGINEER.
9. BACKFILL THE EXCAVATED AREA, HAND COMPACT BACKFILL IN LAYERS NOT TO EXCEED 10".
10. REINSTALL THE SUBGRADE MATERIAL.
11. REINSTALL THE BALLAST UNDER THE TIES AND FILL THE CRIBS.
12. HAND TAMP THE TRACK AND OPEN FOR TRAFFIC, UNDER RAILROAD SUPERVISION, TOP HALF OF SPLIT CASING
GRIND OFF A CHAMFER ON
LONGITUDINAL EDGE ANC
FILLET WELD ON-SITE
(JOINT AT HORIZONTAL
AS-BUILT Pl ANS
DESCRIPTION
PRE-WELD D.I. BAR %8' 1
WIDE ALONG LONGITUDIN
OF BOTTOM HALF OF C.
~ DETAIL
SCALE~NONE
!' C.H. BAO
~r~A M T R A KDRAWN BY p
the ZUCCHI
~Ie CHECKED BY M. COLJI
a~E~~ 725 TOMN L COUHtRY RD
~~ NSSOCIRTE~, ~ ATE 300
p~~
19 ORMKE. CA 92868
Bose
n
PROVED BY H. SOLAR7E
dricl. DATE FEBRUARY 13, 2012
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EXISTING CASING PIPE
SHORING AS REQUIRED
~BY CONTRACTOR
A
NOTE 6 NEOPRENE
X16 END SEAL
(SEE NOTE 8>
— —
—~
s~~b NOTE F
SPLIT STEEL PIPE I 516
TYPICAL SECTION - SPLIT STEEL PIPE CASING
SCA~E~
BOTTOM OF SUBGRADE
HAND COMPACT BACKFILL IN
LAYERS USING PIPE BEDDING
CL0.SS C PER AREMA
TOTE F
T/R
5/g" LIFTING LUG STEEL CASING..
EXISTING UTILITY
`.1 /\
~?
` 1
.. '. '\I~~ .. ..
LNG DIAMETER _ V_ CASING SPACERS
MIN. ~ (SEE NOTE 2)
q SECTION
- SCALE~NONE
a
a
SEE DETAiL 1
C~ ~ ~~~,aaRHON~B~~y NATIONAL RAILROAD PASSENGER CORPORATION ~~ c SAN DIEGO SUBDIVISION, MP 229.3 TO MP 231.8
rir/bar~ N c r v CARLSBAD DOUBLE TRACK PROJECT
No. 54138 p
* EXP.12/31/13 , SPLIT STEEL CASING EXTENSIONS
''r,~T`~'~~"R~' GENERAL NOTES & TYPICAL DETAILS
~R,.~~~N~ ~~~. U D - 01
REVISION O SHEET N0. 83
SCALE
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D za° sn cksl i (CITY OFI CARLSBAD ~ qpD ONCRETE y INC SUPPORT I G~ ~ ~ ~- - ~ i- —I —mow — _ c~— +-- -{~}- v,~ ~
EXIST X12"~ A WATER IN`50' OF 20" ADD SPLIT STEEL CASING ~ ~ ~~ ~ D ~ ST~SI G~~ITY OF C{~RLSBAD) I I CANNON ROAD
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a ~ 0 02 -13-72 AS-BUILT PLANS
a ~ REV DATE
NOTE
EXISTING PIPE AND CONCRETE CASING DIMENSION TO BE VERIFIED BY THE CONTRACTOR ~ CONCRETE CASING SUPPORT
SCALE NOT TO SCALE
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~~ EXISTING CONCRETE
I mo°' ENCASEMENT
EXIST 8" AC SS FORCE MAIN IN 50' OF CONCRETE24" STL CASING (CITY OF CARLSBAD) _ rni i no so'-o°
CONCRETE CASING SUPPORT PER
DELETED
STA 2226 +54 SECTION
SCALE %" ~'
25'-0" MIN.
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40 I ° I '
– – – – – – – – – – – – – – – – – – – – – – – – – – ' ~ ,35 i
STATION CARRIER PIPE CASING
2226.30 12" AC WATER 20" DIA X 3/e" THK STL
222654 8" AC SEWER CONC CASING PER DETAIL
Informolioq confidential atl
tans, drawings, specifico-
Pions,and/ormtormotion
ueowrvw et C.H. BAO
~l~p
~o pR0~E5SipM1,
~c. .HON B
fvnished herewith shah DRAWN BY
P• ZUCCHI M T R A K ~ ~'~ / ~remain lM~properly of the
Nor lh San Olego County ~~ r ~~Transit DislncC Ontl shat be Ct7ECKED BY M. COLJi N C T D p ♦ /li
No. 54138
held confidential: one shill
not be used for any purpose
not provided for in agree-
menis xilh the Norin Son
APPROVED BY H. SOLP.RTE
~f~~
d 725 TOWN 1 CWNTRY RD
Su~TE 300
* EXP. 12/31/13
Diego County Transit District. DATE
~q~~q~~
m~ ORNICE, CA 92866
~STj~~,~VRP
q
~
DESCRIPTION BY ~~~ qpp FEBRUPRY 13, 2012 ~ CP~~f~
EXIST 12" AC WATER IN 50' Of 20"
STL CASING (CITY OF CARLSBAD)
50'-0"
INSTALLED CONCRETE
ENCASEMENT
STA 2226 *30 SECTION
SCALES ~/8" 1'
NOTES=
1. fOR INSTALLATION PROCEDURES AND DETAILS, SEE DRAWING N0. UD-O7.
NATIONAL RAILROAD PASSENGER CORPORATION
CONTRACT No.
SAN DIEGO SUBDIVISION, MP 229.3 TO MP 231.8 DRAWING N0.
U D - O2
CARLSBAD DOUBLE TRACK PROJECT
REVISION 0 SHEET N0. 84
SPLIT STEEL CASING EXTENSIONS
SHEET 1 OF S SCALE
qS SHOWN
-- _
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~30' 30'
45 Z' S' 23' 23• 5, 2'
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2/ VARIES 2'/. 2% VARIES 2/.40 2% MAX ~-- 2/. MAX
45 PROFILE GRADE) 3
STATION LINE
TYPICAL CROSS-SECTION
TAMARACK AVENUE
SCALE NONE
i~
45 40
REMOVAL NOTES:
~1 REMOVE ASPHALT CONCRETE PAVEMENT
2~ REMOVE EXISTING CONCRETE CURB
~3 REMOVE CONCRETE CURB &GUTTER
~5 REMOVE CONCRETE SIDEWALK
~6 REMOVE CONCRETE DRIVEWAY
7~ REMOVE CONCRETE MEDIAN
CONSTRUCTION NOTES:
(~ CONSTRUCT ASPHALT CONCRETE PAVEMENT SECTION PER
CITY OF CARLSBAD STANDARD N0. GS-17.
MATCH EXISTING PAVEMENT (AC AND BASE) SECTION, 4" MIN AC Q2 INSTALL S'PRECAST CONCRETE PANELS AND INSTALL 6" HMAC SECTION UNDER TRACK PER NCTD STD 2006 (712')
BETWEEN MT012291.82 AND MT012292.54.(SEE NOTE 41
Q3 CONSTRUCT CONCRETE CURB PER SDRSD G-6, TYPE B-1
4O PROTECT IN PLACE
QS CONSTRUCT CURB &GUTTER PER SDRSD G•6,TYPE B-2,
TRANSITION 0" TO 6" CF PER NCTD STD. 2011 (MODIFIED TO PROVIDE MAX 5% SIDEWALK SLOPE)
Q6 SAWCUT LINE
f-_.
z -
-. __... _. ... .
-- - --- - ---~~
CURVE DATA 7 CONSTRUCT PCC SIDEWALK PER SDRSD G-7 (MODIFIED, 6" THICK PCC) ~ ~'
- -- - ~
6 rAMARA~K
CURVE R Q L T QaCONSTRUCT 7" MIN AC PAVEMENT PER NCTD STD 2006 ~ ~ AVENUE c 1902.81' 3°32'35" 117.67' 58.85' ~0 INSTALL 2'x4'DETECTABLE WARNING SURFACE DEVICE PER DETAIL ,~ '_ _ +2D` --- ___ ON APWA STD. 111-3
_y - ~ - -- ~".__ ~ N6J•go~38 E +61~ STA 1+84:68 --
NOTES: n0 CONSTRUCT A.C. RAMP AT END OF CROSSING PANEL
~ i__
~- _N1999899.1 Z - - ---- 1. SIGNAL WORK ON THIS DRAWING IS SHOWN PER NCTD STD 2006. MAX 8~1 SLOPE
- - - - - -- _ _ E6227639 86 FOR INFORMATION ONLY. SIGNAL WORK Q REMOVE AND REPLACE MEDIAN TREATMENT IN KIND ~_
-`-
~ - --
SHALL BE DONE IN ACCORDANCE WITH THE (CONCRETE SHALL BE 520-C-2500) ~ _ __ - -- SIGNAL DRAWINGS._ _ _
---P --~- -r -~-_; ~ _ 1 -CLiY OF.~SB~ ~~ ~ ' - 2 TRANSITION NEW CONSTRUCTION TO JOIN EXISTING 17 ADJUST UTILITY TO GRADE
~ ,..
~II~~IIS
~,,r -- .__
i- - - * FEATURES THROUGH THE FINAL 5 FEET OF CONSTRUCTION. 1 ~~' ~ 3. INSTALL CONDUIT TO FUTURE PEDESTRIAN GATES PER SIGNAL DRAWINGS. 1 g ~' r `~ ~ i J SIGNAL WORK
r ~,:y ~ j ~ ~ ''~ , ; I 4. INSTALL CONDUITS AND 6" PERFORATED PVC UNDERDRNN PER ~' , _ _____s,-_~ -- S ! NCTD STANDARD 2006. CONDUITS TO BE INSTALLED BY THE 15' 10' z L ~-~ i - '~ti ~~ ~ ~> i CIVIL/TRACK CONTRACTOR. UNDERDRAINS SHALL DAYLIGHT TO Oi REMOVE EXISTING WPRNING DEVICES NEAREST DITCHES ALONG THE RNLROAD R/W.
TC X ~" ,^ ,I ~I ~ ~ j. O2 INSTALL NEW WARNING DEVICES
~^ Z ~~.. '~ ~ i ~ ~~._ _ ~ 5. FOR UTILITY INFORMATION SEE DRAWING NOS. UA-Ol THRU UA-06. ~ao~ ~ Q REA10VE EXISTING INSTRUMENT HOUSE
P L AN ~
~~ II ~,!'!, 6. SEE DRAWING N0. CP-OS fOR DETNLS NOT SHOWN. O4 INSTALL NEW INSTRUMENT HOUSE `,_,.~' 7. FOR SIGNING AND STRIPING, SEE DRAWING N0. CS•02. o~,;,~~,;o,o~ DESIGNED BY ,~ NATIONAL RAILROAD PASSENGER CORPORATION I5. 5plCi(iC0" ~ O
Pa~ESS /~
ew~lh sh~aY~ P~ lR~~ ~ `~'~'
roperly o„ „,
DRAWN BY ~~ '~r~A M T R A K ~~Q= ~F, ~ SAN DIEGO SUBDIVISION, MP 229.3 TO MP 231.E ?ass„aloe CHECKED BY ~//~ar+s N c T D m CARLSBAD DOUBLE TRACK PROJECT 1i01~ Ond Sh011 ~M
No. C058094 A
Ior ony purpose PROVED BY PRTTERSON
~ E .06i ~, * TAMARACK AVENUE GRADE CROSSING
for in ogrBe- pM g 775 TOWN 6 COUNTRY RD
ie Norlh San pSSOpgTE~, INC SUiiE 30~ ~ ~ CITY OF CARLSBAD Transit District. .w,+w. ..,.,; ORANGE. CA 92868 q ~~~~ DATE FEBRUAItV 13, 2012 ~~ ~~~f~ CPUC "106- 230.10 /DOT a026822L V~ CP-03
O SHEET N0.
4 O
AS SHOWN
EX MAIN TRACK
(PROP MAIN TRACK 2)
-- --- --
:' ~
.. ~~
-~ ~ EX. TOP Of
_.-- ( CURB _
'~
~`. ...- - - -- -- -_. --,-_ i
~0 +60
~ ~ CANNON ROAD
'~`~ ~~
W ~ !T~ ~
I
fl__-- ~ ,
~W
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~~ 0 02 -73-72 AS-BUILT PLANS
a ~ REV DATE
INSTRUME
ISEE NO'
DESCRIPTION
MAIN TRACK rJ
r~
,~. ~ ,
-1- - — ~ ~`
1/ ~. -._~
~! 4 BOLL I D ..
1~•3 65
.A~, fS
Id ~ ~~ '~- -- 1 `
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~ CROSSING DETAIL
CP-04
i._~ j J \)
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JOIN EX
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— _.._ - — _._\
'~'"-
.~. - -~--
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-- -- ~- --
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Informolion, confidentiol oll DESIGNED 8Y ~~ ~~
pIons, drawings, specifico-
tions, and/or informotion DRAWN BY ~T~p M T R A KIwnished hereeith sholl ~~ reman the~Qroperly of the
Nor lh $an Dieq0 County CHECKED BY ~~~ N C T D
ironsil DislricC anA shall be pM
held conli0entiol~ and shoo
nol be used for any purpose ApPROVE~ BY PNTTERSON
notpr ovided for in ogres- pM a 725 TOWN L COUNTRY RD
menls xith the Norlh Son RSSOCIIITE~, ING SUITE 300
Dieqo County Tronsi~ District. DATE H~ ORANGE, CA 92868 FEBRUMY 13, 2012
REMOVAL NOTES:
~4 REMOVE BOLLARD, FOUNDATION &CHAIN
CONSTRUCTION NOTES:
Q PROTECT IN PLACE
Q CONSTRUCT PCC SIDEWALK PER SDRSD G-7
(MODIFIED 6" PCC TO NCTD R/W, 4" PCC OUTSIDE NCTD R/WI
10 INSTALL 2'x4' DETECTABLE WARNING SURFACE DEVICE PER DETAIL ON APWA STD. 111-3
12 REMOVE PND REPLACE MEDIAN TREATMENT IN KIND
(CONCRETE SHALL BE 520•C-2500)
17 ApJUST UTILITY TO GRADE
19 INSTALL BOLLARD AND REMOVABLE CHAIN TO MATCH EXISTING IN KIND QO FUTURE PEDESTRIAN CATE FOUNDATION (NIC), SEE NOTE 3
21 INSTALL AND CAP 2-4" SPARE CONDUITS UNDER TRACKS AND PULL WIRE IN SAME TRENCH AS CONDUIT FOR WARNING DEVICES.
CONDUIT TO TERMINATE AT BACK OF SIDEWALK AND NCTO R/W.
SIGNAL WORK
Ot REMOVE EXISTING WARNING DEVICES
2O WSTALL NEW WPRNING DEVICES
Q REMOVE EXISTING INSTRUMENT HOUSE
Q4 INSTALL NEW INSTRUMENT HOUSE
1. SIGNAL WORK ON THtS DRAWING IS SHOWN
FOR INFORMATION ONLY. SIGNAL WORK
SHALL BE DONE IN ACCORDANCE WITH THE
SIGNAL DRAWINGS.
2. TRPNSITION NEW CONSTRUCTION TO JOAN EXISTING
FEATURES THROUGH THE FINAL 5 FEET OF CONSTRUCTION.
3. INSTALL CONDUIT TO FUTURE PEDESTRIAN GATES PER SIGNAL DRAWINGS.
4. INSTALL CONDUITS AND 6" PERFORATED PVC UNDERDRAIN PER NCTD STANDARD 2006. CONDUITS TO BE INSTALLED BY THE
CIVIL/TRACK CONTRACTOR. UNDERDRAINS SHALL DAYLIGHT TO
NEAREST DITCHES ALONG THE RAILROAD R/W.
5. FOR UTILITY INFORMATION SEE DRAWING NOS. UA-01 THRU UA-O6.
6. FOR CURB AND FLOW LINE PROFILES AND OTHER INFORMATION NOT SHOWN, SEE DRAWING N0. CP-Ol.
7. FOR SIGNING AND STRIPING, SEE DRAWING N0. CS-01.
B. CONSTRUCT 6" PCC SIDEWALK WITHIN NCTD R/W.
CONSTRUCT 4" PCC SIDEWALK OUTSIDE OF NCTD R/W.
BOLLARD &CHAIN LEGEND
~ REMOVE EXISTING BOLLARD
o EXISTING BOLLARD TO REMAIN
• NEW BOLLARD
- - - EXISTING CHAIN TO BE REMOVED
— -NEW CHaN
CURVE DATA
CURVE R Q L T
OA 100.00' 6° ST02" 11.96' 5.99'
10' S' 0 10' 20'
GRAPHIC SCALE HORIZ. 1" 10'
p,~FESS~ NATIONAL RAILROAD PASSENGER CORPORATION
`P~``" """a.``~~ SAN DIEGO SUBDIVISION, MP 229.3 TO MP 231.8 ¢NO. C058094~A A CARLSBAD DOUBLE TRACK PROJECT
!`Qr/c~r ' n
,,,,. .P GRADE CROSSING DETAILS-CANNON ROAD
`"~ CP-04
O SHEET No. 4 1
AS SHOWN
N
0N
U
N
M
M
rn.c
30 vi Y
d
vv0y0
0 SIGNAGE REFERENCES CONSTRUCTION NOTES
O INSTALL 24" SOLID WHITE STOP LINE PER CALTRANS STD DETAIL A24C DO NOT
R R sror 2O INSTALL ROAD SIDE SIGN AND POST ~'}*~
ON
TR^~~ O3 REPAINT EXISTING PAVEMENT MARKING
3fi ~~36" 24'X 0" 4O INSTPLL 4" SOLID WHITE LINE PER CALTRANS DETAIL 27B ~ I QS INSTPLL 4" DOUBLE YELLOW STRIPING PER CALTRANS DETAIL 21 Q REMOVE EXISTING SIGN AND POST ~'
W48 fCA)12) R3-4
~ ~
EXIS(PROPOSE~ MT02K~..
24"X30" 30"X30" O7 INSTALL DETAIL B PER CALTRANS STD PLAN A20A Q8 INSTALL 6" WHITE LINE PER CALTRANS DETAIL 39A
O9 INSTALL 6" WHITE LINE PER CALTRANS DETAIL 39 I I
Ncro a~w ~ iREMOVAL NOTES r~~
Q1 WET SANDBLAST AND REMOVE CONFLICTING STRIPES AND/OR PAVEMENT MARKINGS ~ I i zy --~ ~ ~ 1 ~t ,.., ~ 4 ~ I
~ ~ ~~ v t
\ ~,.:s..,~,.a,.
.a ,~, i
~,,,~ ,~ ~ ritr y ~1
~~i~'"H -•~ CITY OF 91~fj✓>M~ ~;,~ . — - - ~
4 CANNON ROAD I 5
3 ~ R -4 2R3-4
RB -8 Z P.
~ ~ t
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RB-8
Exisr woo-~ — — — — — — — _ ~ 2
rt _ 'NEW W48(CA)121 z ~ — — — — ~ <' —, — — ,~
~'~ - — - - — _ _ _ CITY OF C RD R/W~ — '
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- - - -- - pIons, dranings, sDecifiw-
tions, and/or inlormolion PRAWN BYfurnished her evith shall ~g remoin the Droperly of the
North $on Diego CountY CHECKED BY_ Tronsit Dislncf and shoji be pM held confldentiol~ and sholl
- -. __ not be used for ony purpose APPROVED BYnot prov~ded for in ogree- ~M AS-BUILT PLANS DegoS County Transit Dsricl DATE
DESCRIPTION BY ~„o APP FEBRUPRY 13, 2072
~j~AMTRAK
~E~~ 725 TOWN L COUNTRY RD
n SUITE 300RSSOQNTESN ~ . CA 92868
I ~~ \ ~.y,~ i x,
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No.0058094 A CARLSBAD DOUBLE TRACK PROJECT
Ex .06i . /t2 *
REVISION O SHEET No. 4 3
' SIGNING AND STRIPING PLAN
4jE ~""` ~~" CANNON ROAD SCALE
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TO SAN DIEGO
TO COUNTY LINE
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NOTES-•
1. FOR TRACK PLAN, SEE DRAWING NOS. RP-Ol THRU RP-11.
2. FOR TYPICAL CROSS-SECTIONS, SEE DRAWING NOS. RC-Ol THRU RC-04.
3. FOR EARTHWORK CROSS-SECTIONS, SEE DRAWING NOS. RX-01 THRU RX-12. 4, FOR SURVEY CONTROL, SEE DRAWING NOS. VA-01 AND VA-02. o SEE CITY OF CARLSBAD GENERAL NOTES ON DRAWING N0. GI-04 FOR WORK WITHIN CITY RIGHT-OF-WAY.
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0 02 -13-12 AS-BUILT PLANS DATE
REV DATE DESCRIPTION BY ain APP
FEBRUARY 13, 2012 ~
PLAN
POTHOLE SCHEDULE
STREET POTHOLE
NUMBER
DISTANCE FROM
EXISTING TRACK
APPROXIMATE
STATION DEPTH ELEVATION DESCRIPTION
OF UTILITY
TOP OF RAIL
(TOR)
DEPTH -TOR
TO TOP Of PIPE
CANNON RD. PH-1 25 2225.90 4.12/6.00 38.93 ELECTRIC 45.34 6.41 CANNON RD. PH-2 25 2226.30 7.30/9.03 37.76 WATER 45.26 7.50 CANNON RD. PH-3 25 2226.54 6.92/8.92 38.18 SANITARY SEWER 45.22 7.04 CANNON RD. PH•4 27.5 2226.69 6.83/7.10 38.18 GAS 45.19 7.01 CANNON RD. PH-5 27.5 2226.74 6.6/8.42 38.18 GAS 45.18 7.00 PH-6 25 2232.75 / / WATER
PRIVATE CROSSING PH-7 56 2242.49 1.44/2.40 44.98 CAS
PH-8 13 2245.40 1.16/2.50 37.39 CAS 41.04 3.65
PH-8-1 25 2245.40 0.78/2.10 37.17 CAS 41.04 3.87
PH-9 25 2247.60 5.46 32.12 9'UTILITY TUNNEL 39.13 6.41
PH-10 25 2281.41 5.12/7.22 24.59 SAMTARY SEWER 35.60 11.01 PH-11 25 2285.99 4.67/6.00 31.81 WATER 39.21 7.48
PH-12 17.5 2286.09 1.00 24.38 SANITARY SEWER 39.29 14.91 PH-13 36 2289.34 4.12/6.00 36.89 CAS 41.81 4.92
PH-14 21.84 2290.51 4.12/6.00 42.30 SS MPNHOLE 42.51 0.21 TAMARACK AVE. PH-15 25 2291.85 5.32/6.91 38.93 CABLE TV 42.75 3.82 TAMARACK AVE. PH-16 25 2291.93 / 38.93 ELECTRIC 42.75 3.82 TAMARACK AVE. PH-17 25 2292.04 / 37.69 WATER 43.14 5.45 TAMARACK AVE. PH-18 25 2292.13 5.78/6.46 34.43 Est. STORM DRAIN 43.18 8.75 TAMARACK AVE. PH-19 25 229217 1.50 / TELEPHONE / /
TAMARACK AVE. PH-20 25 2292.21 7.62/9.70 36.16 SIQJITARY SEWER 43.21 7.05 TAMARACK AVE. PH-21 25 2292.26 2.60/4.44 / CABLE TV /
TAMARACK AVE. PH-22.1 25 2292.34 37.31 GAS 43.26 5.95
PH-23 23.09 2293.46 42.77 SS MANHOLE 43.69 0.92
PH-24 26 2304.1U / SANITARY SEWER /
PH-25 26 2307.64 30.35 STORM DRAIN 44.88 14.53
PH-26 25 2314.24 36.7 Est. STORM DRAIN 45.2 8.5 Est.
CHESTNUT AVE. PH-27 15 2314.62 35.78 WATER 45.22 9.44
PH-28 15 2315.13 40.40 TELEPHONE 45.25 4.85
WALNUT ST. PH-29 25 2319.50 25.43 SANITARY SEWER 45.26 19.83 CANNON R0. PH-30 25 2226.87 40.56 TELEPHONE 45.15 4.59
CANNON RD. PH-31 25 2225.66 40.39 CABLE TV 45.35 4.96
'j~AMTRAK ~~
~~~+ N C T D
PgTTEpSON ~ZS TOUN L COUNTRT RD
~ SUITE S00
~. ~~Suw.~~' ORANGE. CA 92868
40' 20' 0 40' 80'
GRAPHIC SCALE HORIZ 1" - 40'
I~ DEPTH CALCULATED
FROM DIPPING MANHOLES
PppFFSS/ NATIONAL RAILROAD PASSENGER CORPORATION
`opa`~' "B a``"~ SAN DIEGO SUBDIVISION, MP 229.3 TO MP 231.8 y"' CARLSBAD DOUBLE TRACK PROJECT
No. 37532 A
EXP.6/~, UTILITY PLAN -SHEET 1 OF 6
> c,vi~ P EXMT 2200 *00 TO EXMT 2212 *00
~~~ ^"`~ MP 231.87 TO MP 231.64
~ vR".,~"V "V U A- 01
0 I...,__, ..... 7 7
AS SHOWN
TO COUNTY LINE
TO SAN DIEGO
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EXIST 42" SS (CITY OF CARLSBAD) EXIST 12" HP GAS ISCG) >-. ~
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NOTES
no' 20' o aD'~ 80'
PLAN EXIST TEL (AT&T)
1. FOR TRACK PLAN, SEE DRAWING NOS. RP-Ol THRU RP-11. 6. FOR UTILITY CASING EXTENSIONS, SEE DRAWING NOS. UD-01 THRU UD-06. GRAPHIC SCALE HORIZ 1" = 40'
2. FOR TYPICAL CROSS-SECTIONS, SEE DRAWING NOS. RC-01 THRU RC-04. EXIST 18" RCP SD (CITY OF CARLSBAD)
3. fOR EARTHWORK CROSS-SECTIONS, SEE DRAWING NOS. RX-Ol iHRU RX-12.
4. FOR SURVEY CONTROL, SEE DRAWING NOS. VA-01 AND VA-02. EXIST 8" AC WATER ICITY OF CARLSBAD)
5. FOR POTHOLE SCHEDULE, SEE DRAWING NO.UA-01. ggqN ONED TEL (AT&D ~ y
,vy..~ ~~, , .. ~-~ ~ - / EXIST 42" 55 (pT~+~,~OF CARLSBAD) , ~ " ~ ~ ~ I I „ t'~'~ W ~ `~ 'u I I ; I I +..- 1 EXIST ELEC (SDG~EI
' -,~; ~ EXIST 12" CAS (SCG1 P I , ..
i
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......
t 4
_ ~~so i (SEE NOTE 6)
EXISTING OVERHEAD POrvER I SDGBE 1 :.j.. ~.. ;: > ~. ~
~ MAIN TRACK 1 IMT01l _,,.. •- L, t_W__°? ~
'
I ~' ADD 15' OF 20" SPLIT STEEL C/1SING~
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RETAINING WALL ~'' 2-~fr" ~°If'EL CASMGS~ ~ I7 Grp ' EXIST 30" RCP SD 13000 O) ~ ~v-~ _ OF 12" STEEL CASING (SDG&E) r ~ ; .,~ r _ _ _ ~ ~ ~ (CITY OF CARLSBAD), 13' BELOW BASE OF RNL ,~ ~ T -.~ BAD)
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OTHOLES { F-
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w Q ~ ERISTING MAIN TI~QCK 2 IEXMTI_ ~ ~;, ; ~ ~' ' - - - ~ -~"~" '~v~i ADD 13'Of 6" SPLIT STEEL CASING (BY SOG&EI ~ - N 100'OFO 0" STL C SNGI(S0~&E) w Z ~ : , 4 Q... .~ ° -" +~- -- -- _.._ro -- -- -_ _ __.... ~.i._' N _..I. ~,-,._ _ EXIST 24" RCP *SD (3000 D> z W
4..,,~:~ ~.t5
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— ~ ; ,~ ~ .a. ,~ 4 ,y ~ ~ ; ~ (CITY QF CARL38AD)~ W
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- - - - .~ycww- - - - - ~- - e~oHi- - - - - - -uoH~- - - - -n - - -n~i- - - - - - - -no - - ~ - - EXIST OVERHEAD TEL (AT&T) -uoH~- - w
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~ `t EX ST 12" AC WATER IN 50' OF 20..
U W ~ ~ ,. . y ~ .:' y~ ~ ~ z tP : { x :: ~ ~ _
~ ~(/~ ~ '' ~ r i 1 ~ ~ ~ I ST CASING (CITY OF CARISBAD) U ~y~'i u? ~
a ~~ `~
~;,• . ~'~~ ,' +i~ _t, ~ 1 ,;` ~,' t": Z' L EXIST FIBER OPTIC CABLE (IST 3" HP CAS IN 55' OF 6" CND (SDC&E) ~~r' o I ~ "'~°' •~' '~-', ~" ~~ I ~ (VERIZON BUSINESS (MCUI ~ ~ I I ~r~:,~ Q '~`' EXIST 8" AC SS FORC~-MAtN7~"9P' OF ~ I Q
~ _~4_' STL CASING (CITY OF CA(~QAD) ' I L I-c~ - ~ - ~ -O- - - - Q~ ~ ~ ~~~ EX14 24" RCP SD (1350 D)
~ - - 5-S' BELOW BASE RNL I I ~ ~ I ~ (CIT OF CARLSBAD) PROPOSED 54" CML6C STEEL - ~- ~
WATER IN167'OF71 "SiEELCA5ING ; -- c - -- -- -- c-------- c -j -~o- (CITY OF CARLSBAD) —w--' EXIST 20" TM HP GAS (SDG~E> , I I ~Iz~ I~ Underground Service Alerl ~ ..~ ~ i
N OI
Call: TOLL FREE ~ ~ ~ -- ~ ~ Z+ ~ ~ ~ ~ ~ ~; I~ ~ ~ 40' 20' 0 40' 80' 1 -800 EXIST 3" HP GAS cSDGB~E) ., ~; ; i i ~ ~ ICI ~
227 -2600 GRAPHIC SCALE HORIZ 1" • 40'
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Informolion confidential all
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furnished herewith =ho~~
DESIGNED BY "B
~j~p M T R A K ~~
~ ~op0.~FE55iQ,,(
~" Q~'"" "ate f~
NATIONAL RAILROAD PASSENGER CORPORATION
SAN DIEGO SUBDIVISION MP 229.3 TO MP 231.8
CONTRACT NO.
DRAWN BY R, DRAWING No.
i
~~
remon the property of the
North San ie o Count
Tronsit Dis~~ri~~ and 5~0~ oe ~a/~~s N c T D
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~~ C AR L S B AD D O U B L E TRACK P R O J E C T ~
CHECKED BY
w held confitlenlial: antl shdi
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menls~~ilhdthe~NOrth9S n
Diego County Trons'it
PM
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PM
No. 3~53Z
* EXP.6/ ~
~'~ ~~sr ~,v~~ ~
UTILITY PLAN -SHEET 2 OF 6
EXMT 221200 TO EXMT 223600
_
~~w~
8 725 T0'~N ~ COUNTRY RD
~pgp~T~ ~ry~, SUiTE 300
REVISION O SHEET N0. 7 8
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0 02-13-12 AS-BUILT PLANS DniE
SCALE
AS SHOW Na ~ District .+~..~ ORnNCE. CA 92866 4rf
a ~~~~f
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MP 231.64 ~ MP 231.19
REV SATE DESCRIPTION BY wB ApPa ~
FEBRUARY 13.2012 1
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GENERAL NOTES
A CASING PIPE UNDER TRACKS AND ACROSS RAILWAY RIGHT-OF-WAY SHALL EXTEND TO THE GREATER OF THE FOLLOWING DISTANCES - 2 FEET BEYOND TOE OF SLOPE.
- 3 FEET BEYOND DITCH,
- A MINIMUM DISTANCE OF 25 FEET FROM CENTER OF OUTSIDE TRACK WHEN END OF CASING IS BELOW GROUND.
B. CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL EXCAVATIONS ANO TEMPORARY SHORING REQUIRED FOR CONSTRUCTION.
C. EXCAVATION AND SHORING PLANS SHPLL CONSIDER THE RAILWAY LOADING OF ADJACENT LIVE TRACKS AND TRENCH SAFETY AS
REQUIRED BY THE STATE OF CALIFORNIA
D. CONTRACTOR SHALL DEWATER AS REQUIRED TO MWNTAIN THE GROUNDWATER LEVEL AT LEAST 2 FEET BELOW THE BOTTOM OF EXCAVATION ANO PROVIDE DRY WORKING CONDITIONS.
E. CONTRACTOR SHALL VERIFY THE LOCATION AND ELEVATION OF EXISTING PIPES, CONDUITS. UNDERGROUND PIPING AND ANY OTHER UTILITIES PRIOR TO BEGINING WORK.
F. PRIOR TO PERFORM THE FIELD WELDS, TO JOIN THE CASING EXTENSION TO THE EXISTING CASING AND THE WELDS TO JOIN THE
TWO HALF'S OF THE NEW EXTENSION, THE AREAS OF THE PIPE TO RECEIVE THE WELDS SHALL BE CRINDED TO BRIGHT METAL, AND AFTER THE WELDS ARE COMPLETED THE WELDS SHALL BE GROUND SMOOTH.
G. IF THE END OF THE EXISTING CASING PIPE IS DAMAGED, BENT OR UNEVEN, CUT BACK AS NECESSARY TO PROVIDE A SQUARE EVEN JOINT TO THE NEW CASING.
H. FILL THE ANNULAR SPACE BETWEEN THE CASING AND PIPE TO MATCH THE MATERIAL IN THE EXISTING SECTION OF ENCASED PIPE, ie~ GROUT, SAND, ETC.
J. PROVIDE BEDDING, TYPE C FOR INDUCED TRENCH BEDDING AS PER PREMA, CHAPTER B, PART 10.
K. TRENCH RESURFACING IN CITY STREETS SHALL CONFORM TO CITY OF CARLSBAD STANDAf2D NOS. CS-25 AND GS-26.
SUGGESTED INSTALLATION PROCEDURE
i. EXCAVATE TO EXPOSE THE EXISTING CASING AND THE CARRIER PIPE, DEEP ENOUGH TO BE ABLE TO INSTALL THE BOTTOM HALF Of THE NEW CASING PIPE.
2. INSTALL THE CASING SPACERS TO THE CARRIER PIPE AS RECOMMENDED BY THE MANUFACTURER. ie.~ CALPICO, INC. 1650-588-2241) OR (800-996-9115) OR CASCADE (630-553-0840) OR (800-426.4301) OR ANY OTHER MANUFACTURER APPROVED BY THE ENGINEER.
3. INSTALL THE TOP HALF OF THE CASING PIPE.
4. TACK WELD THE TWO PIECES TOGETHER AT THE ENDS AND CENTER OF THE CASING PIPE EXTENSION.
5. WELD THE CASING PIPE AND GRIND SMOOTH THE WELDS.
6. WELD THE CASING PIPE EXTENSION TO THE EXISTING CASING PIPE (SEE NOTE f AND G).
7. FILL THE ANNULAR SPACE BETWEEN THE CASING AND THE PIPE. (SEE NOTE H) B. INSTALL NEOPRENE END SEAL AT THE END OF NEW CASING EXTENSION AS RECOMMENDED BY THE MANUFACTURER. ie.~ CALPICO. INC. (650-588.2241) OR (800-998-9115) OR CASCADE (630-553.0840) OR (800-426-4301) OR ANY OTHER MANUFACTURER APPROVED BY THE ENGINEER.
9. BACKFILL THE EXCAVATED AREA, HAND COMPACT BACKFILL IN LAYERS NOT TO EXCEED 10".
10. REINSTALL THE SUBGRADE MATERIAL.
11. REINSTALL THE BALLAST UNDER THE TIES AND FILL THE CRIBS.
12. HAND TAMP THE TRACK AND OPEN FOR TRAFFIC, UNDER RAILROAD SUPERVISION, TOP HALF OF SPLIT CASING
GRIND OFF A CHAMFER ON
LONGITUDINAL EDGE ANC
FILLET WELD ON-SITE
(JOINT AT HORIZONTAL
AS-BUILT Pl ANS
DESCRIPTION
PRE-WELD D.I. BAR %8' 1
WIDE ALONG LONGITUDIN
OF BOTTOM HALF OF C.
~ DETAIL
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~r~A M T R A KDRAWN BY p
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a~E~~ 725 TOMN L COUHtRY RD
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PROVED BY H. SOLAR7E
dricl. DATE FEBRUARY 13, 2012
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SHORING AS REQUIRED
~BY CONTRACTOR
A
NOTE 6 NEOPRENE
X16 END SEAL
(SEE NOTE 8>
— —
—~
s~~b NOTE F
SPLIT STEEL PIPE I 516
TYPICAL SECTION - SPLIT STEEL PIPE CASING
SCA~E~
BOTTOM OF SUBGRADE
HAND COMPACT BACKFILL IN
LAYERS USING PIPE BEDDING
CL0.SS C PER AREMA
TOTE F
T/R
5/g" LIFTING LUG STEEL CASING..
EXISTING UTILITY
`.1 /\
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.. '. '\I~~ .. ..
LNG DIAMETER _ V_ CASING SPACERS
MIN. ~ (SEE NOTE 2)
q SECTION
- SCALE~NONE
a
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SEE DETAiL 1
C~ ~ ~~~,aaRHON~B~~y NATIONAL RAILROAD PASSENGER CORPORATION ~~ c SAN DIEGO SUBDIVISION, MP 229.3 TO MP 231.8
rir/bar~ N c r v CARLSBAD DOUBLE TRACK PROJECT
No. 54138 p
* EXP.12/31/13 , SPLIT STEEL CASING EXTENSIONS
''r,~T`~'~~"R~' GENERAL NOTES & TYPICAL DETAILS
~R,.~~~N~ ~~~. U D - 01
REVISION O SHEET N0. 83
SCALE
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